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Permits 1371 Linkside Dr (vault) I 00 00 00 vVV 0) 01l7f LntoU 4. 4h. 4h. WWW NNN i I I 11 11 I 11 1 I I I 1 1 1 I I I 11 1 I I I I I I 1 1 1 W VY W W PNS N }+ c��N �itD Nfi;O? AN1,tJ -PN .9iV) AN AU1 �N �.? AN.A W �N �PN -PNJ� N.p. II II II IlV IMI II� II Ily IIV II II IIy II It II II II II 11 II II 11 II 111 II 11 II IIv IIV II� II II II IIV IIy Ily IIV II� IIV NV Ily IIV IIV Ily IIV Ily IIV cDzoio O( 0o 0o 0o0oVVVVV0 ;7� dnbr,in6Ut6tnipWWWWNNNNN-•-,�-� -•0000 VCnW — V(-nW-�OVtnNO00rn � N000O1 .pNOVCnW -+ WD 40 W- W,,j0N0Wm4n ." 0M p.N Y • Y v. . . Y M. . . . . . . . . . . . . . . . . Y . . . . . Y . . . . . . Y . . Y . " man a y AV a S' an,��t 66'V I 0 �--_-.-- 1 r 0 (T1 Z C:) Z Z Ann- II •i __. £ L9 - o d ----'_ Lg•VZ l } BENCHMARK (HIGH POINT USED TO DETERMINE A.B.M.) ADDRESS: 1371 LINKSIDE DRIVE GRADE TYPE: COMMUNITY:S E LNVA LINK SIDE SOD: 3019 Sq.F-t. LOT: 70 UNIT 1 7 PALLETS DWG.: O S L . DWG FENCE: 108e�teHomeo% DATE: 03/211 /94 FLATWK: 800 NORTH FLORIDA DIV ION DRAWN BY:A.J.B FNDTN. TYPE: MONO SCALE: 1 I i j \\, FILE COP'S 'Q2) E \� TING '\\ , E . D y�\ 0ST'.� TRUC RE \ — \ j EDGE BEAM"- 1120"C" i '\\ h05T SAVE FA5CIA p*+ w ij4Rroa Wind Zona Expnsaa coRveaTeD rABL! _" m Willow tAuRf w SPAR REI6ROM 2Ax0.046 758 1 0.41 !'1i' 3R.1.144ETLM/4EWW - O N . POSTS 120""c-10 E S' Rran4p lbo*whWlnd2an EXPoaer Cbwghd TALC > mendwT2bna"m Mumpaw Mat"P0a Spas REFEWIRCE d fl = Q c 44 ! 20.46 ares 1 0.94 r41. 3A2.1 N 4 "x4/8"x0/021n'Co/rtipo�ite P/6neI/roof! !! !! � IbESIGN CRITERIA: SCREEN ROOM Ln 6 (,� WIND ZONE: 120 EXPOSUR- C � /i u 0 0 8 i ! /! / ! ! ! ! ! ✓ ! ! / / o 30 - �JESIGN PRESSURES: ROOF 18.2 PSF- y ! ! / / ! / ! ! / ! ! / i ! �4VALL5 18.2 PSF v o 9 0 `n W) Do il ! / / / / / 2213 Edge Beam I PN3 Posts/ M1rd Footing Recl'd!Le ! ! ! ! -T / ! TI CITY OF ATLANTIC LEACH . BUILDING OFFICE 4 L 5 3 5 3" 5 3" 5 3" 21' o" MAR 0 2005 N S < LPDoo V17W u7 By: \ �; - 1/4•= 1'-0"SCALE \, L N \ Load Width \\ u z N 3"x48"x0.024" Elite Com site Panel Roof (L _ x EJOC Bea m 2x3 Ed e Beam \I- 6 . z LL- '\ \` \ °C Y-dp p j, Q E v a u7 t- z N cv X x X 0 z � ¢ I. 6 3, 0» I. 6» iv 5' g" N S' 3 (V 5. 3» N 5' 3» N 6, 0» 6, 0„ Lu o 0 \ m \ r \ \\ S W w 0 /a \ 2x2 Girt 2 Girt 2x2 Girt , ED g o N \ - _ : -; /: : iiiiiji.%iiiiiiiii iiiiiiiiiiiiiiiiiiiiiiii ii :/iiiiiiiiiiiiiiiiiiiiii / l riiiiiii \ w u m ...... . ..... ..... ;�.�: iii iiiiiiiiiiiiiiiiiiijiiii \ S S v w M !1Cf( iiii iii liii�Q"!1rCl.... iiiiiiiiiiiiiiiiiiiiiijiiii \ n z z �o 4" Nominal Slab 4 Nominal Slab 4 N mor3 W al Slab u m Q -1 6 0" 21 0" I ��2, 0» o J > o Z u n: d©Qty flBd© ©Dn mat?BoQ 4 o©dap ddo©D LSD®m�70Bof? J2 # s ^ V i i Desiign Check List for Screen I V"Inyi Room (page of 2 Design Check List for Screen I Vinyl Room (page 2 of 21 1. Design Statement ThY:esVese plans have been designed in accordance with the Aluminum Structures Desiign Manual by 1 No Lawrence E.Bennett and comply with the Florida Building Code,2001 Edition,Chaff"20 and ASCE C.Table 3.3 with beam&upright combination If appGcabie........%.................. _ 7-98,Table 6-2;Importance Factor 0.77;Exposure'B'_or'C_;120 MPH or MPH for 3 O.Connection details to be used such as: second wind gust velocity load; Partially Enclosed.Design pressures can bei on Inge 341: 1. Beam to upright. ............................................................ a B'exposure= PSF for Roofs& PSF for Walls b.V exposure=.aPSF for Roofs&=2PSF for Walls 2. Beam to wail. .............. . ......................... ................... For'C'exposure dlesign,loadis,multiply V exposure loads by 1.4. 3. Beam to beam............................................................... / 2. Host Structure Adequacy Statement: 4 Chair rati,purkis,&knee braces to beam&uprights .-•• .................. 1G -•- I certify that I have inspected the host structure and it is in good repair and attadWr"ft made to the structure Will be solid. 5. er Extruded gutb .connectiom.................................................. 8. U- lip,angles and/or sole plate to deck.....................•................. Phone: j---'¢7 q E.Foundation detail type&size. .............................,..... Contr.7r Name(please-print) Notes: • ak--- Date: �±_K5 .actor Signature Note: Projection of room from host structure shag not exceed 16'. 3. Building Permit Application Package contains the fogowing: lf1�1" No A.PmJect name&address on pians .........................................•...... .� B.Site plan or survey with enclosure location . ............... C.Contractor's,./Designer's name,address,phone nurntm.&signature on plain •••- D.Proposed pabject layout drawing @ 1/8'or 1/10"scaleu+o with the folloag........... 1. Plan view with host structure area of attachment,enclosure length,and ✓ SITE SPECIFIC JOB✓ CHECK LIST projectionfrom host structure............................................... 2 Front aril side elevation views with all dimensions&heights. .................. � S _ Date: 3. Beam.sp an,spacing.&size(i.e.2'x 8"x 0.072'x 0.2240)....................... 4. Upright height,spacing.&size(Co.2'x 8'x 0.072'x 0.224'). .......... 5. Chair rail or girls size,length.&spacing(Le.2"x 2'x 0.044'x S4'@(r-r 1. Provide 'ob name and address: �� ' v ►,..� � S. Knee braces length,location.&size(Le.2'x 3'x 0.045'for 2'x 8'x 0.07 'x p 6-$ 0224"smb.). ......................................................,f..... 4. Highlight debilis from Aluminum Structures Design Manuah Yes No A.Beam&puriin tables w/sizes,thickness,spacing,&sans/lengths.IndicaW ✓ 2. Your company Section 3 tables used: p Y nandaddress. t+ Beam allowable span conversions from 120 MPH wind zone,'B'Exposure to; Z lIMt MPH wind zone and/or V Exposure for load width Look up span on 120 MPH table-and apply the following formula: Span/Height @ 120 MPH .� �— " MPH 3. Briefly describe any information relevant to the 'ob. (b or d)x (b or d)x (b or d)= J Wind Zone Multiplier` t Exposure Malpiler B.Upright tables w/sizes,thickness,spacing,&heights(rabies 321,32Z,or 323).......... .... The drawings must have the following minimum standards: Upright ormrali member allowable height/span conversions from 120 MPH a. Plan view with-dimensions TO CE. ' wind zone,"B'Exposure to MPH wind zone and/or V Exposure forball/ width b. Section view or front and side elevations TO SCAL&, Look up span on 120 MPH table and apply the following formula: C. The preferred scale is 1/4"= 11. a Span/Height @ 120 MPH -� �-Rem Span @ MPH d. Provide attachment details. (b or d)x (b or d)x (b or d)= e• Street map with job location. Wind Zone Multiplier Exposure MulltiplIer f. Wind zone and exposure category form Building Depjknment. • Appropriate multiplier from page 3-u. bw b-6 TABLES EDGE BEAM BEAM(SEE TEAM(SEE TABLES ' General Notes and Specifications: 1.The following structures are designed to be married to block and wood framd,-struotures of adequate 3A.1.3) F HOST STRUCTURE OR LW OR 3A.1.1 s 3A.12) structural capacity.The contractor/home owner shall verify that the host soocture Is In good Condition FOURTH WALL FRAME MAX. and of sufficient strength to hold the proposed addition. UPRI HT // 2.If there is a question about the host structure,the owner(at his own sxpensM) hire an architect. PANS OR PANELS EIGHT(h) 1"x 2" engineer,or a certified home inspection company to verify host structure ca ty. " -- MIN.3-112"SLAB ON GRADE H ALUMINUM ROOF SYSTEM VARIES OR RAISED FOOTING 3.The structures designed using this section shall be limited to a maximum prrn of 1ti from the hast I I PER SECTION 7 FOR FOOTINGS SEE DETAILS) structure.Freestanding structures shall be limited to the maximum spans an? il �component j TYPICAL SCREEN,ACRYLIC OR VINYL ROOM parts.Larger than these limits shall have site specific engineering. CARRIER BEAM POST W/SOLID ROOF TYP.FRONT VIEW FRAMING 4.The following rules apply to attachments Involving mobile and manufacluredt "(HEIGHT OF UPRIGHT IS MEASURED FROM TOP OF 1"x 2"PLATE TO BOTTOM OF WALL BEAM) a.Structures to be placed adjacent to a mobile/manufactured home built pllMpr to1994 shall "h use xxtll L S wall construction"or shall provide detailed plans of the mobile/manufactkiged home and inspection ��FS J LW LOAD WIDTH report along with addition plans for site specific review and seal by the wolneer.This applies to all FOR ROOF BEAM ALTERNATE CONNECTION screen/glass rooms and/or structures to be attached. P/2 P2' Q FASCIA ALLOWED b.*Fourth wall construction"means the addition shall be free standing with di*the roof flashing of the SIZE BEAM AND UP%GHTS (SEE SECTION 7 FOR DETAILS) two units being attached.The most common'fourth wall construction"is t&beam fianle adjacent TYPICAL SLOPED SOLID ROOF ENCLOSURE (SEE TO%BLES) to the mobile/manufactured home.The same span tables can be used a fa the front wall beam.Far O SCALE: N.T.S. fourth wall beam use the carrier beam table.The post shall be sized accoi�^D to ifs rrmxal andlor as O.H.OHv a minimum be a 2'x 3"x 0.050"with an 18"x 2"x 0.044"knee brace at shWh and or the bears. ALUMINUM ROOF SYSTEM SOLIQdROOF / / 5 PER SECTION 7 HOST STRUCTURE OR c.For mobile/manufactured homes built after 1994,structures may be attat4(>ed.provided the project FOURTH WALL FRAME NO hdA&IMUM follows the plan provided in this manual.The contractor/owner shall prooWe vadficadorl that the (ELEVATION SLAB OR MADE) Q structural system of the host structure is adequate for the addition to be atfiPch9d. USE BEAM TO WALL DETAIL P-PROJECTION FROM BLDG. Z d.If the mobile I manufactured home manufacturer certifies in writing that Ihd n 0I Ae home may be RIDGE BEAM(SEE TABLES VARIES VARIES LW-LOAD WIDTH 3A.1.4) 0 7- O W Is NOT required. NOTES: P' attached to,then a"fourth wain �' VARIES� Q Z Q 5.Section 7 contains span tables and the attachment details for pans and commem Pis• ANCHOR 1"x 2"SEN BACK EXTRUSION W/1/4"x 2-1/4 CONCRETE FASTENER MAX.OF 7.0"O.C. Q V cr) 6.Screen walla between existing wails,floors,and ceilings are considered infllikkand 8h>a1 be allowed and r AND WI IN 6"EAC} :SIDE OF UPRIGHT ANCHOR 1"x 2"TO WOOD WALL W/#10 x 2-112"S.M.S.WI } Ur Z J heights shall be selected from the same tables as for other screen walls. H WASHERS OR#107W 2-12'WASHER HEADED SCREW 7-0"O.C..ANCHOR BEAM AND COLUMN Z W Z 0 Q INTERNALLY OR�/ANCHOR CLIPS AND(2)#8 SCREWS W/WASHERS Q EACH POINT OF 0 - H t j 7.When using TEK screws in lieu or S.M.S.,longer screws must be used to WM p�ehed for drill head. CONNECTION. � (s7J_ Q UJ ad 8.For high velocity hurricane zones the minimum live load I applied bad shell t 30 PSR SELECT FRONT W&L BEAMFROM TABLE USING LARGER LOAD WIDTH VALUE OF P2 OR P/2+O.H. W D W Q 9.AN specified anchors are based on an enclosed building with a 16'projecHOKW d a r over hang for up to a SELECT SCREEN R(OOM FORTH WALL BEAM FROM TABLES 3A.1.3 J n Co 'It ch wind velocity of 120 MPH. �qRi P ANCHORS BASED�N 120 MPH WIND VELOCITY.FOR HIGHER WIND ZONES USE THE FOLLOWING }• H < O Z F3 CONVERSION: Q 0 N Q 10.Spans may be Interpolated between values but not extrapolated outside vakkff• U D } H 11.When nates refer to screen rooms,they shad apply to acrylic/vinyl rooms aW- UJI Z TYPICAL GABLE SOLID ROOF ENCLOSURE _ � ftLU o SCALE: N.T.S. SCALE:1/8"-1'-0" V Z CJ Section 3A Design Statement: U - The structures designed for Section 3A are solid roofs with screen or vinyl walla and are considered part of an open structural system which is designed to be married to an axls"sWcilae• Q The design wind loads used for screen b vinyl rooms are from Chapter 20 of'tllw 20D4 IRorida Building Code.The bads assume a mean roof height of less than 30;roof slope of 0•'tiP 21r;f-0.77.AN loads are based on 20120 screen or larger.AN pressures shown in the below table0due in PSF(#/SF). W N Negative internal pressure coefficient is 0.00 for open structures. Anchors for composite panel roof systems were computed on a bad width oW and 19 projection with a r overhang.Any greater load width shop be site specific. H LL J c U � General Notes and Specifications for Section 3A Tables' a Section 3A Design rSc Loads Conversion Table 3A%A m O O r- for Screen,Acrylic✓T Vinyl Rooms r -n M" Wind Zone ComreryllPns for Screen 3 Vinyl Rooms W� .. Over Hare From 120 MFH Wind /o Otlws 07-06-2004 " O 2�• Roof Wfil AN Root Roole Wart W J C gyi-0 .. too MPH +101.10 9 +20 r ao Vnnd zona Applied Deaeetion a.nuna AFpu.d Lad o.mcnon PURSUANT TO PROVISIONS OF THE FLORIDA DEPARTMENT OF U LL W e w 11eMPH +10/-11 11 +201-33 MPH LL HIGHWAY SAFETY 3 MOTOR VEHICLES DIVISION OF MOTOR C 2 n +10/-13 13 +20/45 ie m 1.09 1.14 10 1.12 1.13 VEHICLES RULE 15C-2,THE SPAN TABLES,CONNECTION 123 MPH +tot-15 14 +201-W Ito 1t 1.08 1.09 11 1.00 1.t3 DETAILS,ANCHORING AND OTHER SPECIFICATIONS ARE 2m 130 MPH +101-15 15 +201-M 23 13 1.950 1.00 a 1.00 1.00 DESIGNED TO BE MARRIED TO CONVENTIONALLY m -p t40A MPN +30/-17 1e ++301-10 301-00 123 14 0.90 0.93 t5 ose 0.97 CONSTRUCTED HOMES AND l OR MANUFACTURED HOMES AND J 1436 MPH *30/-13 19 +350/ae 1� t5 0.90 093 to 0.96 o.w MOBILE HOMES CONSTRUCTED AFTER 1984. 130 MPH +30/-so 20 .30/-67 140A n U7 o.e7 to os2 0.03 Note 1: Framing systems of screen,vinyl,and glass rooms 1406 10 0.90 50.e5 10 50.92 0.03 are considered to be main frame resistance components. 130 30 0.70 0.06 21 1 0.37 0.32 Wind bads are listed as minus loads for roofs and plus bads THE DESIGNS AND SPANS SHOWN ON THESE DRAWINGS ARE for walls. To convert above wind bads to"C"Exposure BASED ON THE LOAD REQUIREMENTS FOR THE FLORIDA bads multiply by 1.4. BUILDING CODE 2001 EDITION. Conversion Table 3A-B Wind Zone Conversions for Over Hangs All Room Types From 120 MPH Wind Zone to otlms Conversion Table 36 EAL: Wind Ur App31.06 ection eesding Conversion Based dip Mean Height of Host MPH Structure for Open 91#u�+►es w/Solid Roofs SHED 100 13 1.20 From ex osure"a"to a osure"C" JOB NAME: 110 1.09 Man Host Deflection � nB120 90 1.00 StrueWn Fie M ADORES$: 123 98 0.98 0.94 0.91130 95 0.930!015'-0'91 0.8615'-0"to 20'-0" 0.92 uaw91 0.86 20'-0"to 2T-0• 0.91 0.36 o Iso 67 0.66 0.00 2s'-0"to 30'-0• 0.09 0.05 DRAWING FOR ONE PERMIT ONLY 2004 OF 8 I e d ? IMP, ANCHOR RECEIVING CHANNEL 2"x 2'OR 2"x 3"POST COMPOSITE ROOF PANELS: 1'x 2"TOP RAILS FOR SIDE WALLS WITH MAX.3.5'LOAD WIDTH SHALL TO CONCRETE W/FASTENER #8 x 9/16'TEK SCREWS BOTH (4)1/4'x 4'LAG BOLTS W/ HAVE A MAXIMUM UPRIGHT (PER TABLE)WITHIN 6'OF RISER PANELS ATTACHED PER PAN ROOF,COMPOSITE HAVE 1-114'FENDER WASHERS PER SPACING AS FOLLOWS EACH SIDE OF EACH POST 4'-0'PANEL ACROSS THE CHAPTER 7 PANEL OR HOST STRUCTURAL 24'O.C.MAX. 1"x 2-1/8'x 1"U-CHANNEL OR FRONT AND 24'O.C.ALONG FRAMING MAX.UPRIGHT WIND ZONE RECEIVING CHANNEL (4)#8 x 112'S.M.S.EACH SIDE 100 SPACING SIDES OF POST 110 6'-7" MIN.3-1/r SLAB 2500 PSI 720 6'-3" CONC.6 x 6-10 x 10 W.W.M. • • CONCRETE ANCHOR 1 x 2 TOP RAIL FOR SIDE OR FIBER MESH ° �• (PER TABLE) WALLS ONLY OR MIN.FRONT 123 6-1" WALL 2 x 2 ATTIICHED TO 130 5'-B" 1-1lB"MIN.IN CONCRETE HEADER T POST W/1"x 1"x r ANGLE 140 5'-1' VAPOR BARRIER UNDER r x r OR r x 3" ATTACHED TO POST HOLLOW --v W/MIN. A TA#10 x ED T S.MS. CLIPS EACH SIDE.OF POST 150 4'-11' CONCRETE IN SCREW BOSSES ALTERNATE POST TO BASE CONNECTION-DETAIL 1 INTERNAL OR EXTERNAL SCALE:2"-1'4' 'L'CLIP OR'U'CHANNEL CHAIR �— RAIL ATTACHED TO POST W/ GIRT AND KICK PLATE r x r MIN.(4)#10 S.M.S. HOLLOW RAIL HOLLOW(SEE SPAN TABLES) 1'x 2-1/8'x 1'U-CHANNEL OR GIRT OR CHAIR RAIL AND KICK r x r OR r x r POST --a RECEIVING CHANNEL J PLATE r x r x 0.032"MIN. #8 x 9/16'TEK SCREWS BOTH FOR SNAP EXTRUSIONS GIRT Q HOLLOW RAIL SIDES ATTACHED TO POST WITH Z _ MIN.(3)#10 x 1Ir S.M.S.IN O Q ANCHOR 1 x 2 4"x 2-1r 1 x 2 OR 2 x 2 ATTACHED TO SCREW BOSSES CONCRETE WITH 114"x 2-1/2" BOTTOM W/1"x 1"x 2"x 1/16' ANCHOR RECEIVING CHANNEL CONCRETE ANCHO SS WITHIN f C U co 6"OF EACH SIDE OF EACH 0.045'ANGLE CLIPS EACH TO CONCRETE W/FASTENER #8 x 9116"TEK SCREWS BOTH Z J SIDE AND MIN.(4)#10yc 12' (PER TABLE)WITHIN S 01F SIDES 1'x r OPEN BACK BOTTOM Z W Z O Q POST AT 24"O.C.MAX.OR S.M.S. EACH SIDE OF EACH POST THROUGH ANGLE AT 24'O.C. t'x 2-1/8'x 1"U-CHANNEL OR POST ATTACHED TO BOTTOM RAIL 0 — H I— MAX. 24'O.C.MAX RECEIVING CHANNEL — W 1'x 2"x 0.03r MIN.OPEN EIACK W!MIN.(3)#10 x 1-1l2' EXTRUSION MIN.3-IM SLAB 2500 PSII fn S.M.S.N SCREW BOSSES °E3 W � W MIN.3-1/2'SLAB 2500 PSI . CONC.6 x 6-10 x 10 W.W.M. ® ® U Q . CONCRETEANCHOR 114'x 2-114"MASONRY CONIC.6 x 6-10 x 10 W.W.M. ° '' 1-1/8'MIN.IN CONCRETE OR FIBER MESH !� • ;. (PER TABLE) -J I' Q O Z OR FIBER MESH VAPOR BARRIER UNDER VAPOR BARRIER UNDER ° 1-1/8'MIN.EMBEDMENT INTO • • ANCHOR 0 6-FROM EACH (.1 O N O CONCRETE CONCRETE CONCRETE POST AND 24"O.C.(MAX.) U :D R >- h < xo < u 1198T' 9 BASE,GIRT AND POST TO BEAM DET1- & ALTERNATE POST TO BASE CONNECTION-DETAIL 2 ;j� -1i 2 y SCALE:2"=1'0" LU SCALE:r=1'-0" :r LU O ALTERNATE CONNECTION: U Z N ALTERNATE CONNECTION THROUGH SPLINE GROOVES W j DETAIL 1":K r WITH BEAM I HEADER Q (3)#10 x 1-1/r S.M.S.INTO EDGE BEAM SCREW BOSS SIDE WALL HEADER (2)#10 x 1 11r S.NI.S.INTO 1"x r OPEN BACK ATTACHED ATTACHED TO 1"x r OPEN SCREW BOSS ANGLE CLIPS MAY BE TO FRONT POST W/ BACK W/MIN.(2)#10 x 1-1/2" SUBSTITUTED FOR INTERNAL #10 x 1-1/2"S.M.S.MAX.Ir S.M.S. a ANCHOR 1"x r PLATE TO SCREW SYSTEMS FROM EACH END OF POST J CONCRETE W/RS x WITHIN AND 24'O.C. Z LL CONCRETE ANCHORS WITHIN O Y 6"OF EACH SIDE EACH MIN.(3) x 1 S.M.S. C POST AND 24"O.C.MAX. INTO SCREW BOSS S MIN.3-1/r SLAB 2500 PSIa^^ CONIC.6 x 6-10 x 10 W.W.M. o-- 1" r x EXTRUSION SIDE WALL GIRT ATTACHED TO CD O= OR FIBER MESH 1"x r OPEN BACK W/MIN.(3) co • 1-1/8"MIN.IN CONCRETE #10 x 1-1/2'S.M.S.IN SCREW 4t W VAPOR BARRIER UNDER • BOSSES LL y 0!_ CONCRETE ® C ALTERNATE HOLLOW UPRIGHT TO BASE AND FRONT WALL GIRT ® C HOLLOW UPRIGHT TO BEAM DETAIL (D oz- SCALE: SCALE: r=1'-0' W m C JO HEADER BEAM ANCHOR 1"x r CHANNEL TO CONCRETE WITHFRONT AND SIDE BOTTOM 1/4'x 2-1/4"CONCRETE ® ® (4)#10 x 1/2"S.M.S.EACH SIDE RAILS ATTACHED TO OF POST CONCRETE W/1/4"x 2-114" ANCHORS WITHIN 6' EACH 1'x r OPEN BACK ATTACHED CONCRETE/MASONRY SIDE OF EACH POSTAT 24' H BAR OR GUSSET PLATE TO FRONT POST W/ ANCHORS 0 6"FROM EACH 00, O.C.MAX.OR THROUGH r x r OR r x 3"OR r S.M.B. #10 x 1-1@'S.M.S.MAX.6" P MIN.3 1/r SLAB 2500 PSI OST AND 24'O.C.MAX ANDOF ANGLE AT 24"O.C.MAX. POST FROM EACH END OF POST WALLS MIN.1' CNd EDGE D MIN.(4)#10 x 1/2'S.M.S.Q AND 24'O.C. 1' CONCRETE CONC.6x6-10x10 W.W.M.OR EACH POST MIN. S ` FIBER MESH EP O 04 L 1-x r EXTRUSION VAPOR BARRIER UNDER • • . , n HEEY CONCRETE -° 1-116'MIN.IN CONCRETE ,ALTERNATE PATIO SECTION TO UPRIGHT AND 40/ PATIO SECTION TO BEAM DETAIL " " SCALE: 2"-V0SCALE: r to 07-08-2004 OF 8 Table 3A.1.1.110 Allowable Edge Beam Spans-Hollow Extrusions Table 3A.1.1-130 Allowable Edge Beam Spans-EHoliow Extrusions UNIFORM LOAD UNIFORM LOAD for Screen,Acrylic or Vinyl Rooms for Screen,Acrylic or Vinyl Rqjoms For 3 second wind gust at 110 MPH velocity;using design load of 11#fSF(36.NSF for Max.Cantilever) For 3 second wind gust at 130 MPH velocity,using diesign toad of 15 INSF(50#1SF for Max.Cantilever) Aluminum AI 6083 T-6 Akminan Aa 8063 T47 rxrx0. ' x x x0.04, 'x0. I- Load Max.Span•L'I W or deflectbrn' Load Max.Span'L'I(hand n 'b'or deflection'd) Load Max. n'V I(berhdin 'b'or detlaetion' 1� Max.S 1.'J dl b'or daflecaon (fl') t i 2 Span 3 span 4 Spur Cantilever width ')1 i Y Span 3 Spm 4 Span CanBlwa Width ') 1 i Y Spa 3 Span 4 Span CantMv (titii 16 2 3 Span 1 Span Cantilever A B A B 5 5'4' d 5-r d 5$ d r-1' d 5 F-r d "- d T-1- d 1'-r d S r.10' d 5-11' d 5fi b a-11' S 5-1- d 54' d 5-5- d 1'41' d 6 5'-0' d 5-Y d 54' d 1'4' d 6 5'4' d 6'-r d 6'$ d t'-1" d 0 4'$ d F-r d 5'-6- b 0'-1Y 8 N-17 d S-'N- ;�tltf3LE SPAN CANTILEVER -< 7 OR SINGLE SPAN 7 4'491 d 9.11' d 5-11' b a-11• d 7 T-1" d 5.3' d S4- d 1'$ d 7 0''•4' d 5.3' b 5-1' b 0'.70- 7 4'-T d 5$ t 4'-r d S$ d 5-T b a-11' d a 4'-10• d s-1T d 5-1' D a-11' d 8 4•-T d 4'-11- b 4'-8' b a-10' a 4'-4' d 5-5' d S-3' D a-10' d a 4'S' d S$ d S3- b 0'.17 d t 4'$ d Fir d 5'-91 b a-11' d 8 T-11' d 4'-0' D 4'$ b 0'-r g 4'-r d 5'-1' b CAI' b a-17 d UNIFORM LOAD UNIFORM LOAD t12 4'3' d S-Y b r-71" b 0'-17 d 10 r4r d 5'-6' d 8-s b a-11- d 10 3'-t0' d 4'S' b 4'3' b a 9' 10 4'-T d 4'-t0' b 4'8' b 0'-10' d 4'-1' d 4'-1T b 4'-9- b 0'.10• d 11 4•-4- d 5`4' d S-Y b a-10' d 17 3'-8' d V-3" b 4'-t• b 0'-S' 11 3'.41' d 4'-T b 4'{i' b a�B' d 3'•11' d 4'$ b 4'-T D a-17 d 12 4'3• d 5-r b 4'-77• D a•t7 d 12 T.r d V4r b 3'-11' b a-r 12 3'-17 d 4'•5' b 1'3• b a$ d' z z - Max. •L'1 band b'or detleetlorn' Load Max. 'L'f band) W or deflactian' Load Max. 1.'!band b'or dafleetion' Load MR& V I bond! 'b•or dallec UX• -L i4 1 1 l t i t Span 3 Spin 4 Span whttl,(t)t i t Span 3 Spm 4 Span width(f L) 14162"4 3 Span 4 Span � Width(IL)1 1L 2 3 Span 4 Span CantileverCantilever A B C A B C D SO d T-S' d r-r d V-r d 5 N7d5-S' d 5-r d 1'4' d S 5-r d 5-91 d 5-17 d 1'4" - 5 5.1' d r-r d r-r d 1.3' d S'$ d r-7 d r-r d 1'-r d 8 T-11- d 8'-0' d 1'-3• d 6 5-1' d 5.4- d 5.5• d T-0' 6 5$ d T-t• d T-3' d 1'-r d 2 SPAN 3 SPAN 5'-5 d 5.8' d 5-17 d t'-P d 7 T$ d T$ d 1'3' d 7 C-47 d 5-0" d S-t' b a-11• 7 S$ d 5-0' d 5-1T d T-1' d 5'-91 d S4• d 5$ d r-0' d t T•r d T4' d t'-2' d a 4'$ d 5-91 d 5.91 b 0'-191 a S3- d S$ d 8'-T d 1'-0' d 4'-11- d 6'-r d W-7 d 9-11• d a S•1T d r4r d T-1' d ! 4'$ d Sl;' d 5$ b a-11- a TO d SJ• d 94' d 7-11' d UNIFORM LOAD 10 4'-9' d 5-11' d 5-tP D 9-11' d 10 S$ d 5-9' d t'-1' d 10 1'4' d 53' b 5'•1' b a-10' 10 4'-70' d 5-17' d S-/' D a-tt' d J L12 4'$ d S-9' d S$ D 9.11' d 11 5-S d 5-r d T$ d 11 4'-r d 5-1- D 4'-1 t- b a-10' 17 4'$ d S-to- d 5-70" b a-71" d4'$ d S-r d 53' b 0'-11' d 12 5-3' d 5s 0 1'-0' d 12 4'-7- d 4'-17 b 4'$ D a-77 12 4'-r d 5'$ d S-T b a-11' d x xMax. 1'I b'er dalfeetlan' Load IBax. 'L'f bind b'or deflection' x Load g2ftwj T.'I ndi W or deflection.lfim� Load Max. 1.'I bond W or deflaeaar Q W1 0'2 Spen 3 apo 4 Span Ceefilever widh(ft)1 a Y Span 3 Span 4 Span CuWlever JIMWidth(fL) 3 Span 4 Span Ca m lfL)1 i Y 3 Span 4 span CanWwnr 02 0T$ d 53' d 5-r d 7•$ d S r$ d 7T•1r d 12'-2' b 1'-i t' d 5 S4' d 5-Y b t'4' S 5.91 d 70'4Y b 70'.91 b 1'-91 d Z O A B C. D E r-W d 5$ d 1'$ d 6 9'-7- d 11'•3' d IVA' b t'-17 d 6 r-r b T-5• b 73' 0 53• d 5-17 b 5$ b 1'$ dIn4SPAN 53' d T4• d 7 5$ d 10'$ b 10'3• b 1'-91 d 7 T-r b 5-11' b 1'-Y 7 7-10' d 9•-1• b 5-10- D r-r d - fA (9 Z Wt 5$ d r-r b T$ 1'3' d t 53' d it-11' D 9'-T b 1'$ d a S-6' b S-5' D 1'•Y a T•8' d 5.8• b 8'3' b Tor d Z W Z 0m5-Y d T4' b T-1' b t'-3' d 0' T-11' d 9'S b 9'-P b t'-T d a S3' b 8'-1• b 1'-1' 8 r-r D S-0' b T-9' b 1'3' d > 0 0 H Q NOTES: 10 5-71- d 5-11' b S$ D 1'-Y d 10 7$ d 5-11- b S-T b 1'$ d 10 54' b 5-1P b 5$ b 1'-T 10 5-10' b r-r b T4' b 1$ d (n J Q )-- 17 5'•r d S-r b 5-r b t'-r d 11 T$ d r4r b S-r b 1'$ d 17 5-1' b 5,4r b S$ b i'-0' 11 S$ b r-r b r-T b 1'4" d 06 W 5 W Q 1)1=Span Length 12 5'.r d S4' b 5-Y b T-t' d 12 T3' d S-t• b r-10' 6 1'-5• d 12 4'-1(' b 5-5- b s-3- b 9-11' 12 S-3' b 5-11- b S-9" b 14' d () It m M a-Overhang Length Noes: 2) All spans � listed In the tablet are for equally spaced distances between supports or anchor points. 1.Above spans do not Ihchrda length of knee brace.Add hoortai distance tom updgtd b 08101ad brace b beam 1.Above span Include lower of do not Iude loof knee brace.Add txxl�yt didenee som upright to canter of brace to bean V Q N Oconnection to - 3) Hollow adrusions shag not be spliced. nnnackm to to mow span for torr beam spans. 2.Spar m@y be tdapolhe above 8tad.for ktW bin apse. Q } V 4) Single slum beams shall only be spliced at the quarter points and splices shall be staggered. 2 span`may los Interpoksed. Q Z N U C SPAN EXAMPLES FOR SECTION 3 TABLES % Edge Beam Spans-Hollow Extrusions Table 3A.1.1-140A Allowable Edge Beam Spamg-_Hollow Extrusions W j 0 SCALE: N.T.S. or Vinyl Rooms for Screen,Acrylic or Vinyl Ftboms For 3 second wind gust at 120 MPH velocity,using design toad of 13#1SF(43 NISF for Max.Cantilever) For 3 second wind gust at 140A MPH velocity;usifft design bad of 1711YSF(58#MSF for Max.CandhnmO N Aluminon 6063 Ti Alumbwm Ai 5083 T4 co -xrx (3"L) Load Max.S n 1'! b'or deflection' Load 0 Max. t'1 W or dsaaedon' Load Max. 'L'/lend ro'a daffeetiah' zLoW Mez.8 i'f b'or deflactloru' Q D(2 851256'L) Width(R) 1 i 2 Span 3 Span 1 Spm Cantilever YYldtln(�) i 2 Spm 3 Spen 4 Spen wiati,�')1 i 2 3 Span 4 Spun carAllow r NNmm )1 i Y 3 8Wn 4 Span CarI t" d Cantilever C 1 171/256'L 5 S-1' d 9-7 d S4' d 1'4r d fi 5'4' d 5-r d 5-9- d 1'-t' d 5 4'-T d 5$ d 5$ b a-11' d 5 4'-11' d S-0' d S-Y d a-191 d - ( ) o 4'-r d S-17 d 5.11' b a-11' d 6 5.7 d 6'-3' d 54' d 1'4- d e 4'4' d 54' b F-r b 0'-17 d a� r-r d 5-r d 5.8' D a-11' d B(1 85!258'L) 7 4'-8' d S-T d S-r b a-71' d 7 4'$ d 5'-11' d 5-11' b a-11' d 7 4'-1• d 1'-71' b 4'$ b a-10'' d 7 4'4' d S-S d S3' b a-10" tl $_ 8 44' d S4' b S-1- D 0'-17 d t 4'-r d 5$ d 5'-r D 0'-11' d t 3'-11' d 4'$ b 4'$ b 0'-9• d a 4'-Y d 5.1' b 4'-i t' b a-10' d W Z N A(171/256"L) 9 4'-2' d 5•t t' b 4'-70' D a-fo' d t 4'$ d 5 5' d 5'-3' b a-10' d 9 3'-10' d 4'4' D 4'3• b 0'-9' d y 4'-0' d 4'$ b a'-r b 0'-r d Me-N _ 10 4'-0' d 4•$ b 4'-r b a-1P d 10 4'3' d S-r b 5'-0' b a-17 d 10 3'4r d 4'•91 D 4'-0' b 0'-r d' 10 3•.41• d 1'$ b 4'3' b 0'.9' d- a 11 T-11' d 4'$ D 14' D 0' d 1t 4'-1- d 4'-11- b 4'-9" D a-10' d 11 3'$ b 3'-11" D 3'•10- b a-0' d 11 3'-9" d 4'4' b 4'-2' b 0'-9' d ? ,e 12 744 d '44 b a'-r b a d' 12 3'-11- d 4'-91 b 4'-r b a-17 d 12 3'-5 b 3'-0' b 3'-0'' D 0'.9' d 12 T-r d 4'-91 b 3'-ill b 0'.9' d - r x x . x x x . x : . "O'T Load Max. T.'I b'a daft_action• Max.s n'L•/ 'b'or dafbdim• Load Min.spn 1'f 'b'or deMctlon' Load MMS 'L'1 W or C ALLOWABLE BEAM SPLICE LOCATIONS width(ft.) t a t span 3 span 4 span WidthCantilever (1L) i 2 span 3 span 4 epeeConnism, width(fl.)1 i 2 3 Spen 4 span "Wi�'(a.)t i t 3 span 4 span to p m SCALE: N.T.S. a 5-10' d T-3' d r3' d 1'-Y d m Yp 3 5$ d T-1' d T-r d 1'-r d 5 S$ d r-11- d 8'-t- d 1•J' d 5 5'-3• d S' d S-r d 1, d" .1 SINGLE SPAN BEAM SPLICE d=HEIGHT OF BEAM a S$ d 5.91 d 5.91 d T-r d 6 5$ d r-r d r-r d 1'-r d 6 4'-it' d 5-1' d 5,r d a-1T d 6 5$ d CAM d 8'-ii' d T V d ,0 W 1/4 POINT OF BEAM SPAN BEAM SPLICE SHALL BE 7 5-r d 54• d 5$ d T$ d 7 s 9 a r-r d 913' d r ef d 7 a'$ d s 9 d s r b a-191 d 7 S3' d 5$ a 5-T d ro d til ALL SPLICES SHALL BE MINIMUM d-.50" • 4'-11' d 5-0' d 5-7 b 0'.11' d t 5'$ d 541' d 5-I V d 1-4- d e 4•$ d s$ d 54• D a-tr d' a 5-0" a 5-r d 54- d a-tt' d W LL u N=�X v STAGGERED ON EACH d-.50" d.50" 1'MAX. 9 a•$ d 5-17 d 5.7 b a-11' d 0 53• d 5$ d 5$ d 1'-1' d a 4'3' d 53 b 5-1' b a-17 d t 4'-17 d 5-17' d 5-0' b a-11' d U LL WX W U. SIDE OF SELF MATING BEAM 10 4'$ d S-T d S$ D a-11• d 10 64' d 5-' d 5.S d 1'-0' d 10 4'-r d 4'-11' b 4'-17 D a-17 d 10 4'-8' d S'4" d W-W b a-11• d + + + + + + + 11 4'fi d SS b 5�' b a-17 d 11 4'-11• d 5-1' d 5-3' d 0'.114 d 11 4'-0' d W4r b 4'-r b 0'-9• d 11 4•$ tl S-r d 5$ D 0'.11' d PLATE TO BE SAME ,75 12 4'3' d 5-r b 5-0' b a-17 d 12 4'-91 tl 5'-1T d 5-11' D a-11' d 12 3'-11' d 4'•8' b 4'-6' b a-9' d 12 4'$ d 5-S' D SJ' b a-17 d to THICKNESS AS BEAM WEB l x x Mile 17 x ' Load Max.s 'V I W or daMetlem p 9-. Or 50" d Load Max. b'or deflectiorh s x W les Load Max. L'I b'a datleetlorh' Lead FV4r i'I handl b'0'r dellaatiors. PLATE GAN BE INSIDE OR .7 + + + + + + wldt h( 1 i 2 Span 3 Spee ♦Spm Cantilever Width(ty 3 Bpm 4 span Cantilever wrath(fl-)t 6 2 3 Span 4 Span '(fl')t i 2 Spa 3 Spee 4 span CudMwr U 0' OUTSIDE BEAM OR LAP CUT DENOTES iiCREW PATTERN S T-t' d 5$ d 5$ b 1'$ d S 11'4' d 17'-r b t'-17 d s 54' d T•i t' b T$ D 1'3• d; 5 53' d to-1' 6 r 9' b 1'$ d 1"MAX. 5$ d 53' d T-11' 1'4' d --Be-- to-rb 10'3' b 1'-9' d 8 5-1' d T3' b 5-11' b t'-r d a T•11' d 5�' b 5-11' b U45d NOT NUMBER OF SCREWSHEIGHT 2%(d-.507 LENCH 54' d T$ b 1'3' d 7 919' D 9'$ b 1'-8' d 7 5'-9•' d 5$ b 8'$ b 1'-Y d 7 T$ d 8'•91 b 8'3' b 5-1' d T-Y b b` 1'-Y d 0 5.r b 5-77 D i-T d a 5'$ d 53• b 5-1' b 1'-1' d. t T-Y b 5$ b T-9' b 5'-17 d 5.9' b 5-r b t'-r d t 5-0' D9 5'3' D 5'-17• b 58' b 1'-1' d t g'.r b T-r b T4" bMinimum Distenn and S c of Screws 10 S-T d S-8 D S-r b T-1' d 10 5-Y b T-11' b 1'$ d 10 5'-0' b 5-T b 5.5' b 1'-0' d+ 10 5S b T-Y b 5-11• bScrew SW ds To Cants Gntar To Cantor Goasel Pfeb Thleluhosa 11 53 d 5-7' b 5-114 b t'-1' d 11 5-11' b T-17 b T-r b 1'S' d 11 4'-9" b 54' b 5-2' b 0'.11• 11 5-1' b 5-17b 5-r D(ds �z 2erTo in. Be Missal Thickness 12 53' b 5-17 b 5.8• b T-1' d 12 5-8- b T-6- b T3' b 1.4- d 12 4'-r b S-1' b 4•-11' b a-191 i 12 en Sim #8 0.16 318 7/16 rxrxo.o55'xo.i2r- vir.0.063' "as: Nott: cep _ 1.Above spam do not include length of boo' Add horizontal disonce tom uptight to canter of brace to boon 1.Above spans do riot Include length of kneebrace.Add 1ipS430httl d4Lnce son WrVd to canter of' to bean, #10 0.19 318 1/2 r x r x 0.07r x 0.224' tlr-0.125' connection to the above spite far IM been span. connection b Me above pan for btu beam spot• #12 021 7/16 9116 r x r z 6.o7r x 0224• ur-0.12Y 2 Sparc maybe Mterpoteted• ' 014 or 7M' 0.25 112 518 r X 91 X 0.082'x a..30r 1V-0.125*- 2.Spens maybe kuterpo4tad. T tfEET 5116- 0.313 5/8 314 r x 17 x 0.09r x 0.3691 1W-0.25* •Refers b esch side of span. - "lleekxrx4'a!rx6-also _ Nob: 3 1.All gusset puss atoll be a mk*num 5052 H-32 Alloy or have a mWmum yield M 23 kat. TYPICAL BEAM SPLICE DETAIL 07-08-2004 OF 8 SCALE: 1'=1'47 Table 3A.1.2-1110 Allowable Edge Beam Spans-Snap Sections Table 3A.1.2-140A Allowable Edge Beam Spans-Snap Sections for Screen,Acrylic or Vinyl Rooms for Screen,Acrylic or Vinyl Rooms For 3 second wind gust at 110 MPH velocity;using design load of 11 WSF(36 WSF for Max.Cantilever) For 3 second wind gust at 140A MPH velocity;using design load of 17 WSF(58#/SF for Max.Cantilever) Aluminum All 61193T4 Aluminum On T-6 "x x 0. SimpExtrusion 2 x 3'x 0. m trumon x x n Ion x Load Minx.S n'L'I bendin 'b'ordeflection' Load Max.S n'L'I bends W ordeflection' Load Max.S n 1-'/(bonding'b'or 'CM Load Max,8 VI bondin 'b'ordeflection' Ma3LWidth(ft.) 1423p.,! 3 Span 4 Span Cantilever NOdth(fl.)7 a 2 S 3 Span 4 Span Cantilever mex. Width )1 i 2 Span 3 Span 4 Span CmtiNrKWidth(a')1 8 2 Span a Span 4 Span Cantilever S IY-0' d T-5' d T-T d 1'-Y d 5 8'-1• d 10'-0' d 10'-Y d 1'-T d 5 S-Y d 8'-5• d S-T d 7'-0' d a T-0' d S$' d S$' b 1'-5' d 6 IY$' d 5-11- d T-Y d 1--Y d 6 T-7- d 9'$' d —r7-- d T-8• d 8 4--11• d 5-7' d S-Y b 0'-1T tl 8 S-T d 6'-Y d T-71• b 14' d 7 54• d 5-8' d 6'-9" d 1'-1' d 7 T3' d 5-11- d 9'-1' b 1'-5" d 7 4'-8- d S-9• d 5'48' to 0'-11- d 7 53' d —F-7-- b T<• b 1'.4' d 6 ti-Y d 54' d 6'$' d 1'-0' d 8 5-11' is 8'-T d 8'$• b 1'$' d a 4'-5" d S- d 54' b 0'•10• tl s S-it' d T•1' b 6'-10' b 1'-T d 9 4'AI- d 5-1• d 5-3' d 0'-11' d 9 8'$' tl 6'3- d 8'-0- b 74' d 9 4'-3' d 5-2- b 5-0' b d-10' d 9 5-9- d 5$• b SS- b 1'•2' d 10 AI'•9• d 5-11' d 5-11' b 0'•11' d 10 5-5" d T-10• b —7—Tb 1'3- d 10 4'-2• d 4'-11' b 4'-9- b 0•-10• d 10 S-T d 64' b 8--1" b 1'-i' d 17 e:'.T d 5-8- d 5$' b 0'-11• d 11 53- d T-6' b T-3• b 1'-3" d 11 3'-11- d 4'A- b 47 to 7-9' d 11 SS' d 576 5'-70' b 1'•1• d 12 S'$- d S-T d 1 5'-5- b I 0'-11' d 12 6--1' d T-2' b 6'-11' b i'-Y d 12 3'-11• d 4'4r b 44• b x 4 x .046na on 01457 Snap anus 0'-9• d 72 5'-Y 59'b - b 5'-T b crus x x Load Mxx.S w'/(bendingWor deflection'Width Load Max.8 1'/ b'or dsfleWort (fl') 1/;2 Spa 3 Span 4 SpmAUXWklth(fL)1 i 2 Span 3 Span 4 gpan Cantilever CatdlWa 6 11Y3• d T-5' d T-T d 2'-0' d 5 8'-10• d W-W d 5-T d 7'-9' d 8 5'$' d T-0• d T-Y d 1'-11' d 6 4'-11- tl 5-i' d S-Y d —TV—d 7 5'$' d 5$' d 6'-10' d VAT d 7 4'-6- d 5$• d 5-11' d —j7.—rd 8 5'-Y d 54' d 5$• d 7'-9" d 6 4'-6- d 5-6" d S-T d 1'$• d 9 4'•11' d 6'-Y d 5-3' d 1'$' d 9 4'3' d 54• d 5'S d T$' is 10 4'-9" d 5-11' d 77—d T-7 d 19 4'-Y d S-1• d 5'3' d 1'$• d 11 4.8- d 5'-9' d 5-10" d 1'-T d 11 4'-0' d 4'•11' d 5'-1' d 14• d 12 4'$' d S-T d 5$' d I. d 12 3'-11- d 4'-10' d Notes: moles: j 1.Above spans do not knduda length of knee brace.Add horizontal distance from upright to carder of brace to beam connection I.Move spam do not include.length of knee brace.Add hodmnW driance from 2.the anon spam hr foal beam spans. connection to tie above spans for total beam span. tgrl9ht b center Of brace to beam Z 2.Spens may be ktknpolated. 2.Spars maybe Interpolates. O LLQ . WC9 Table 3A.1.2.120 Allowable Edge Beam Spans-Snap Sections U for Screen,Acrylic or Vinyl Rooms Z � For 3 second wind gust at 120 MPH velocity;using design bad of 13 WSF(43 WSF for Max.Cantilever) Z W Z m 2"x 2"urrt.0 6013T4 ' Q Q F Q x x x •x o. ne trusion U) J LU Load Ma. 1-'I bendin -D'or deflsetlon' Load Max.8 n 3-'I bends 'b'or defleedon' Width cn�-) 1 a 2 Span 3 Span 4 Span C.Max- t a t Span 3 Span 4 3 ha V m !� M Wktih(fl.) Pan 5 5$' d T-0- d T-2' d i'-7 d 5 T-8' d g$• d 8,$• d Gn$M is - 6 S4" d 5•7- d I 5-9- d T-1- d 0T-2- d 711' d 9'-0' b 1'-5' d - U Q N Z d 53• d 5-5' d 1'4r d 7 5-10' d 6'-5' d 54• b 1'4' d U a } 0 6 4'-1(r' d 8'-0' d 5.1' b 0'-11' d 6 8'-T d 8'-T d T•4-7 b 14' d Q O < W 8 4'$' d 5-9- d 5'-9' b 0'-11• d 8 54• d T$' b T4- D 1'3" d 10 d 5'-T d 5'-6• b 0'-11- d to - 5-T d T3' D V-71' b 1'-3' d Z (n 11 441 d 5.5' b 5'-Y b 0'-10• tl 11 5'-11' d fl'-71' b 5$• b 1'-Y d W � LL 12 4'3" d S-Y b 4'-11• b 0'-10" d 12 5'$- d 5-T b 5-5' b 7'-Y d LU = x x on UZLV Load Max. 1'/(bendingb'a elefleCion Width(fL) 11&231w3 Span 4 Span Cantileea ver W s B'-8' d T-1" d r-2"r-2" d t'-11• d j 8 5`4' d S$" d 8'-9- d 1'-10- d JQ 7 5-1' d 64' d 5$' d T-9 8 4'-11' d 52' d 5-Y dEV-W-dd 9 4'$' d 5-10' d 5-1 t' d 10 4'$" d 5-T d 5'-6• d - 11 4'$' d 5'-5• d 5'-8• d 12 4'3' d S3- d 54• d W Nota: u. y ,.. 1.Above spam do nd ctalIrclbe length of knee brag.Add horizontal distance from uptight to canter of brow to beam connection �y b the above spam for IMN own spans, 2.Spero may be kt7erlwleted. C O !r Table 3A.1.2-130 Allowable Edge Beam Spans-Snap Sections W-Cr m � #O for Screen,Acrylic or Vinyl Rooms $� w For 3 second wind gust at 130 MPH velocity;using design load of 15 WSF(50 WSF for Max.Cantilever) O headman n AI 6063 T$ . x x on W J OmO We x ns on Load Mve.S pan'L'I rdl b'or daMNion' Load Max.S 1.'I bend) -b'or deflection' C LL W N W Width�') 1 i 2 Span 3 Span 4 Span CaMax. - Wkith(�)1 i 2 Span 7 Span 4 Span m WW 5 S-S d 6'48' d 5-10" d 1'-7' d 5 T4' d 9--0' d 9'-Y d Ct'-S d d 0 JU 8 S'•T d 6'4' tl 8'-5- d 1'4r d 8 5-10• d 8'$' d SS• b 74' d 7 S•11• tl W m 4'-10' d 6'-1' b 0'-11' d 7 5-8' d 8'-1- b T-9• b 14' d J 8 r4r d 5'-9- d S$• b 0'-17• d a 53' d T$- b T3' 0 1'3O' d J 8 4--w d F- d 54' b DA—Id' 9 —UW—d T-1' b 5-70' b 1'-2• d V - 10 4'4" d 53' b 5'-1' b 0'-1P d 10 5-1g' d 5$' b SW D 1'-2' d 11 4'-Y d 5-0- b 4'-10- b 0'-10" d 11 5-T d 8'$' b 53' 6 1--Y d 12 4•-1' d 4'-10• b 4'-a" b 0'-1g' d 12 S-2' b 5-11• b T-T d x x ion Load Max. an 1•/ 1 W or deflection' Wi t(R) 1 d 2 Bpm 3 Span 4 Span r 5 9'-3• tl 5-9• d 5-10• d 1'•10' d 6 S-T d S4' d 6'$- d 1'-9' d - 74'-10' tl 5-0- -d 5-2- d v4r d SE P 8 4'$' cl S$- d 5-10' d 1'-T d - 9 -Fir—d 1'$" d 10 4'4' c S4' d 77—d 77—d • Ems' 11 4'-Y d 5'-Y d -FF--d 1'-5' d 12 4'-T d 5'-0- d 5'-1" d 1'4• d HEET N ""I.Move spam do not include length of knee brace.Add horizontal distance from upright lo center of brace to beam correction to the above apam for total beam spam. ^ 2.Spens may be Interpolated. v{ 07-08-2004 OF 8 t Screen,Acrylic or Vinyl Rooms Table 3A.1.3440A Allowable Beam Spans for Miscellaneous Framing Beams for for Screen,Acrylic or Vinyl Rooms s _ Table 3A.1.3-110 Allowable Beam Spans for Miscellaneous Framing Beams f�N y For 3 second wind gust at 110 MPH velocity;using design IoadlNf 11*SF For 3 second wind gust at 140A MPH velocity;using design bad of 1T WSF � l Aluminum Alloy 6063 T-6 Auninrrru Alloy 8063 T4 Hollow end Tributary Load width Hollow and Tribute Low Width Single SaK-Mating Beams Y-6" W-V r-6' 4'-r 4'•6" S-0" 5-0" ''D" 6••r T.r T-r r-01 Single SsK-Meting Beams Y•r r.0" 3'd" 4'-r 4'-6" 5-0" 51'-6' 6'-0" 6'-r T-0" All bin Sp an'L'I Wndlngb'0 2bfl&CdOr'Cr At able 8 n'L'/ Ing W or defleetlon'd 2"x 4'x 0.050'Horow 17-2'd 71'-8"d I tff-1I'd I 1V3 d tff•0'di 9'4" d 9'-T d -1" dP16d r4' d r3 d 8'3" d r x 4"x 0.05r Hollow 1V-T d 9'-11'd 9'-T d 9'-0' d 8'•8' d 8'-5' d 5-1• d T-17'd r4r d T-8" d T4' d T-Y b 2'x 5'x O.O6Y Hollow t5'-9'd 14'-10'd t4'-1'd 134•d 72'-11'd 12'-6'd 17-1'd �-r d ii'-2'd iff-11'd 1ff 8 d r x 5"x 0.050"Holkw 13'-T d 77-1 V d 72'-Y d 11'3 tl 71'-2'd 1ff-10'd 10'•6'd 1ff-Y d Ir-71'd 74' d 9'•T d 9'-r d 2"x 4"x OA44"x 0.100" 13'-8•d 17-10'd 17-2'd t t'3 d 11'•Y d 1 V-10'd 10'-6'd -2"d 94" d 93 d 93• d r x 4"x 0.OW x 0.10r 11'-r d 11'-1"d 1ff-T d 17-1,d 94' d 94' d 9-1' d v-iff d r-r d r4' d B-7 d r•0' d 2"x S"x O.OSr x 0.100" tit-11"d 15'-11'd 15'-1'd 14'-5'd 13'-11"d 13'-5'd 17-t t'd _T d 11'-11'd 11'-9'd 11'-8'd Yxrx 0.062'x 0.700' 14'-r d 13--r d 13'-t'd 17-0'd 17-0•d t 1'-r d 11'-3'd tff-i t'd 10'-8'd 10'4'd 1ff-Y d 9-11•d 2'x 6"x O.OSO'x 0.120" 79'-9•d 18'•T d 7 T-8'd 16'-11'd 16'-3'd 15'-8'd 15'-2'd �-g d _7477d-TV-1-rd• 13'3 d r x 6"x O.OW x 0.120" 1T-1"d 16'-7'd 15.8 d 14'-r d 14'-1•d 13'-r d tit-Y d 17-9"d 17-T d 17-Y d 11'-10"d 11'.r d 2'x r x 0.055"x 0.120" -r7.-rd 21'-2'd 20'-7 d 19-r d 18'-8"d tT-1ff d 1T4"d -1r d iS-11'd 15-T d 153'd Y x r x o.o5r x 0n2r 70'-6'd tr4'd 1T3 dtr-B'd 1r-0"d 15+8"d 14'-11'd 11'-T d 14'-2'd 13'-10d tri d 13'3'd 2"xrx 0.055" O Insert 273'd 251-T d 24'4'd 23'-3'd 2Y4'd 2T-T d 20'•11'd -4 d 194'd 7r-7ff d 18'3 d r x r x O.OSr vd Insert 2Tr d 27-Y d 21'-0"d 20'-1'd 194"d 78'4"d 18'-1'd tr-r d 1T-7`d 1S3 d 76'4•d 15-11'd 2'x B'x 0.07Y x 0.224' 2T-t t'd 283•d 24'-11'd 23'•10'd 27-t 1•d 27-Y d 21'5'd -10 d 19'-10'd tr4'd IF-11"d r x r x 0.07r x 0324' 24'-Y d 27-T d 2T-T d 20'-B'd 19'-1lY d 19'-Y d it-T d 1r-0'd 7T-r d 1T-t'd 18.9"d tri•d Y x 9"x 0.07Y x 0321' 30'-r d 28'-10'd 2T4•d 26'-Y d 25'-Y d 24'-4'd 23'-T d -10'd 22'•8 d 21'-9•d 21'3'd 20'-9'tl r x r x 0.078 x 0324' 28'3 d 24'•11'd 2r-0'd 27.8'd 21'-9•d 21'-0"d 2d4"d lir d 19'3'd tit-9'd 784'd 1T-11'd 2"x 9"x O.OBr x 0.306' 31'-9'd 29'-10'd 284'd 2T-Y d 25-1'd 25-Y d 24'5'd - 4'd 23'-1' 274Y d 21'•8'd r z r x OABY x 0206' 2T3 d 25-tit d 24'-6'0 284'd 2Z-r d 21'-9'd 21'-P d 20'-6'd 1r-71•d 19'3 d 2'x 10"x 0.092'x 0.369" M'-2'd 35-11'd 34'-1'd 374"d 31'3 d 30'4'd 29'4'd ''r d 2T4'd 2T-1'd 28'5'd 25-11'd r x 10'x 0.09Y x 0.389• 33'-0'd 3i'-1'd 294'd 283'd 2T-2'd 2r-Y d 253 d 24'-8'd 24'-0'd 2EId 27-71'd 273 d Tribute Load Width. Tribuq Load Width Double SeM•Matlug Beams 74" 3'-0" 3'4' 4'-0" 4'4" S-0" 54" '.8-0' r4• T-0' T4" r-0" Double 8e1f•Meting Beams Y4' 3'-0' r4' 4'-0' 1'4" S-0" 51'4• r4• 6'4• T-0" T4' r-0" Allowable S 'L'f bend) 'b'or' on•� Allowable upon /bend b'or defleedon'd' 2"x 8"x 0.078 x 0.224' 35'-2•d 33--1'd 31'-T 0 3(Y-l'd 28'-11'd 2T-71'd 2T-0•d -3'd 251'-T d 24'-11 d 24'3 d 23'-7r d r x 01 x OA7r x 0324" 30'3 0 2r-T d 27-2'd 25'-t P d 24'-71`d 24'-Y d 23'5'd 27-r d 27-1'd 21'-T d 21'-P d 20'3"d 2"x 9"x 0.078 x 0.224" 3r-T d 36'4'd 34'-8'd 32'-11'd 31'-9'd 3ff-r d 29'-8'd -10`d 28'-1'd 2T4"d 2r-r d 2r-7 d r x r x O.OT2"x 0324' 33'4'd 31'-5"d 29-10•d 28-6'd 2T3 d 26'-T d 25.8'd 24'-11'd 24'3'd 23'-8'd 23--r d 27.8•d 2'x r x 0.08r x 0.906• 41'-1'd 3&44 d 384'd 35-1'd 33'-r d 37-r d 31'-r d ' 'r d 29••10'd 29-1•d 2r4'd 2T-tff d Y x r x O.OW x 0.306" 35.8'd 33'-5'd 31'-9•d 304'd 29'-r d 28'-Y d 2T4"d 28'•8'd 25-10"0 25-2-d 24'-T d W .24�4-d r x 10"x 0.D9r x 0.369" 4r-1"d 453'd 47-11'd 41'-1'd 39-0'd 3r-Y d 3r-71"d M -1 t"d 34'-11"d 34'-1"d 384'd 32'-r d Y x 1r x 0.092'x 0.388" 41'-T d 39'-Y d 3T•Y d 35-r d 34'•r d 3r-0'd 31'-11'd 3T-1'tl 38-3'd 295'd 2r-10'd 283'd J Nob: Nob: Q t 1.O k recommended that the engineer be consulted on cry miscellaneous framlg beam that spans mom%Own 1.lf le recommended Mol the engineer los corerdted co arty nnecelteneous franrrg beam that spans more than Off 40 Z 2.Spans are Weed on 110 M.P.H.wad lead plus dead bed for framing. 2.Spans aro based on 140A M.P.H.wind load plus dead bad for framing. 3.Span k measured from center of connection to faxk or war connection. 3.Span k measured from aMar W connection b faade or war conxuadlorr. 0 W r 4.Above spans do not include length of brae brace.Add horizontal distance!torn upright b center of bra&O lo beam connection lo to above spans for told 4.Above spans do not lo kids length of Imre brace.Add horkv:mW distance from upright to anter of brace b beam coansdlon b tie above spans for WW S Spans may be inlerpdated. bowbeam spans. 5. pam maybe interpolated. � 0 U Z LU r Table 3A.1.3.120 Allowable Beam Spans for Miscellaneous Framing Beams!"Screen,Acrylic or Vinyl Rooms Z W Z O J For 3 second wind gust at 120 MPH velocity;using design loath•of 13 XSF� Aluminum Alloy 6063 T4 Table 3A.1.4-110 Allowable Spans for Ridge Beams with Self Mating Beams Table 3A.1.4-140Ay Allowable Spans for Ridge Beams with Self Mating Beams j 0 f- Q Hollow and TributaryLoad W for Screen,Acrylic or Vinyl Rooms for Screen,Acrylic or Vicryl Rooms 06 CO J 0 < Single Self•Meting Bums Y4' r-0' r4' /'-0' 4'4" 51' 514" r4' r4• r_r r_r lit For 3 second wind gust at 110 MPH velocity;usingdesign load of 11 WSF For 3 second wind gust at 140A MPH velocity;using design load of 17 NSF � W Q Allowable Span'L'I ding b'oft tee".d ci g U CO v M Y x 4'x 0.050•Hollow 11'-T d 1ff-10'd 10'4'd 9-10'd 94' d 9-Y d 8'-11'd ,r-r d r-T d r-2" d r-0" d T-tit d T Low WWth W PurOn Spacing T LOW WMM W Pur6n 8 J Q r x r x O.o6r Hollow 14'-11'd 14'0'd 13'4'd 77 9'd 17-3'd 11'-1r d 11'5'd ^1'-1'd 10-1D'd 19-T d 104'd 10-1'd SeK Mating SeNbm S-0' r-0' T-0' B d" 9-0 10'-0" 11'-0" tY4' Self Mating Secaoflfs 5-0" r-0' T e' B'-0" 9-0" 10-0" 71'9" 17-0' �- U Q N O I r x 4"x 0.004"x ollow 17-11•d 17-Y d 11'-6'd i i'-0'd 1 V-r d 1 V-3'd 9-11'd <9'4' d 93 d 9-7 d r-11'd r-r d Allowable i'/bending'D'a deflection Allowable n 5"I 'b' b defleelkn'd' _ } 2'x 5"x OA50"x D.tOr 15-11'd 15.0'd 74'3'd tr4'd 13'-r d 17-8'd 17-3'd 1'-11'd 11'-r d 11'4•d 11'4'd 19-tit d 2"x r x 0.044 x O-I0r 74'3 d 18.8' b 173 b 11'-0• b 11'-0' b 10'-S b 9-11' b 9•r b 2"x 4"x O.OM z 0.7 • 77'-11' b 19-tit b 10'-0' b 9-S te r-1r b r3 0 r-0' b T48' D (.� r Y x 6"x 0.050"x 0.128 18-8'd 1T-r d 1r-r d 15-11"d 154'd IZ-r d 12-3"d 11•d 13--T d 183'd 17-11"d 774•d rxrx 0.050"x O.10r 1T-11' d 154' b 15-5" b 14'5' b 1r-T b 17-11' b 174" b 11'A' b Y x r x OA5r x O.1 • 74'-0' b ir-T b 173 b 11'-T b 10'-11' b 195' 6 9-11' D 9-0' b Q � _j 2 W rxrx 0.055"x 0.128 21'4'd 2V-7'd 19-0'd 1 r3'd 1 r4•d 16'•71'd 185'd 5-11'd 1S3 d 15-7'd 14'-8 d 74'3 d rxrx 0.058 z 0.128 21'-0' d 793' b 1T-7r D tr-r b 15-8' b 14'-11' b 14'3' b it-0• b WxO.OTr .050"x 0.1 16'-11' D 1513 b 74'4• b tr•T b 17-0' b 17-0• b 11'$' 6 10'-7 T b Z(n I 2"xrx 0.055"w!insert 25-9'd 24'-3'd 23--0'd 27-0"d 21'•2'd 203 d 19-9'd ,19-r d 184"d ir3•d it-10•d Ir-r d r xT x 0.055•x 0.120" 2rA' b 21'-9• b 2P-1' b 7 r-70' b 7T-r b /6'-1r b tr-0' b t 54' b .o55"x 0.1 2F-W b 27-T b 21.6-IS- b 15-Y b 14'3' D 174r b 17-17' b 174" b 2"x 6'x OA7r x 0224' 285'd 24'-70'd 23--T d 27-T d 21'-8'd 2ff-11•d 20'4•d ^19-9'd 19-2 d ir-0'd 16'4•d 1T-1 t•d Y x r x O.OSr w/InseR 2r-1 t" d 2T3' d 25-11• d 24'-9' d 23'-T b 273 b 27'4' b 2ff5' D .OSS•vel 25-0' d 23'3' b 21'•6' b 29-2' b 1r-17' b tr-0` 6 1T-Y b 183 b W ? O r 2"x 9'x 0.07r x 0324' 2r-t 1•d 2T-r d 2 3.r d 24'-r d 21'4r d 27-11"d 27.3'd 1'4•d 21'-7'd 20'-r d 20'-1'd 174'd Y x r x 0.072"x 0324" 29'-8• d 2T•11' d-9--11- b Nr4F b 22'-71" b 27'-8 b 20'•9' b 19-10' D .OTr x 0 " 24'-r b 27-r b 20-11' b 19-T b tri b iT3 b 1r-0• b 15-77' D U Z N I 2'x 9"x OABY x 0.308' 3ff-0'd 2r-3'd 2r-70'd 25'-6'd 24'-8'd 23--10'd 2r-1•d -T d 21'-70'd 21'4'd 20'-1r d 20'4'd r x r x g.o7r x 0324' 97-T d '3 b �'-Y b 284• b 21'-10• b 23'-r b 22'•8' b 21'3 b .07Y x 0 2r_1p' b 24'-0' b 27.8' D 27-Y b 19.11' D 1r-11' D 7r-7' bYxtrx 0.098x0.368 3r-7'd 3r-11'd 37-3'd 3ff-iV d 29.8'd 284'd 2T-9'd -11'd 283'd 2r-T d 25'-0'd 24'•8'd rxrxO.owx0.310• 33'-9' d 31'-9' d 3ff-Y d 2r-tit d ZT3' b 251-1r b 24'-8' b 2r-T b .O6Y'x O 2g_Yd 2r-tit b 24'-1r b 283' D 21'-11' b S21 b i9.1r b 1r-1T b (nr x 1r x OA9r x 0.38Y 4V-r d 383" d 38'4' d 34'A d 37-r b 31'•t' b 29 r b 283 b 0.098 x 0 yr_Y d 37-3' b 29-17' D 2T-11' b �4' b 25-0" D 23'-10• b 27-tit b J Tribute toad Nobs: r Now: Q 84' r4' T-0" T4' 84' 1.Tables assure ex heton oriented with larger eutroston dimmron pan"b applied load. 1.Tables assume exDy�pn orknted with longer axfruslon dimenslwh psrarel to applied load. r Doable Self•Matlng Sartre Y4' r-0" r4• 4'-0" 4'4• 5-0• 54" .� 2 Spans maybe Interpolated. 2 spans may b lo b. Allowable n 1_'/bend) 1,' rxrx 0.07r x 0224" 33'3•d 31'4•d 294•d 283 d 2T4'd 253 d 25-r d '-1r d 2/'-7 d 23--T d 23'-1'd 27-r d 2'x 9'x OA7r x 0224" 38'3 d 34'4•d 37•T d 31'-Y d 29-11'd 2r-11'd Zr-7'd T3'd 2r-r d 25-11'd 25'4'd 24'-9'd Table 3A.1.4-120 Allowable Sparta for Ridge Beams with Self Mating Beams z r UJ Y x 9"x 0.06r x 0.906" 3r-7r d 383 d 34'-8'd 37-7 d 31'-11'd 30'-1r d 29-1r d -11•d 2r-r d 2T-T d 28'-11'd 2F-C 0 for Scmen,Acrylic or Vinyl Rooms _ e 2"x tit x 0.09r x O.3W 453 d 4Y-1r d 4a-r d 38'-11"d 3r3 0 3r-1'd 34'-17'd. -17'd 3r-1"d 373•d 31'3 d 99-1r d For 3 second wind gnat at 120 MPH velocity;using design load of 13 OISF a j R Note; Tribute Load Width W■Pufft S h2 LL t I.h k recommended that the engineer be consulted on any mkalknsous framing beam thotopens nroristtlwn 49 SON losing sections r4' r-0' r-0' r-0' r4• 1ff4• 11'-0" tY4" + O�� I 2.Spans aro based on 120 M.P.H.wind iced plus dead lad for framing. Allowable 'L'I W or deflecdon'd 3.Span k measured from.center of connection to fade or war connection. lo beam conedbn lots hshove spans forWW r x 4'x 0.044 x 0.100' 1 r•T 6 173 b 11'-8' b 1ff4' b 10'•7" b 9-r b 9-Y b r4" b C U Y l 4.Above spans do not I nciude length of knee brace.Add horizontal distance from upright to anter of Dra'lle beam spans. r x r x O.O5r x 0.100• 1r-1r b 15'4' b 74'•8 b tri' b 173 b 11'-11' b 114' b 1t1'-ir b r 5.Spans may be Interpolated. rxrx 0.060'x 0.128 19-T D 1T-P b 16'3 b 1514" b 14'3 b 78-9' b 13--7' b 17-T 0 �+ m for Screen,Acrylic Or Vinyl RoOtr� rxrx 0.066'x 0.120' 21'-17' b 19.11' b 783 b 1T4' b tr•4' b 151-0' b 14'-9' b 14'-2' b m 9 W m Table 3A.1.3-130 Allowable Beam Spans for Miscellaneous FramingBeam#ffo► 2"x Tx OAST w/invert 2T3 d 25-V d 24'3 d 28.0' b 21'4r b 2ff-r b 194' b 19-10' b is For 3 second wind gust at 130 MPH velocity;using design bell of 15 WSF rxrx 9.D7r x 9224' 2r-1' d 25-tit D 23'•11" b 22'4' b 27'-T b 19-11' b 19-1' b 18_T D W J O m O s Aluminum Alloy 6063 T4 r x r x 0.8Tr x 0224" W it b 2T-11' b 25-11' b 243' b 2Y-10' b 21'4r b 2V-r b 19-0' b � � �a X Hollow end Tribute Load r x r x o.osr x 0.31r 31'-11' d 30'-1' d 2r5• b 28'-r b 25'-1' b 284' b 274r b 21'-9' b V W X W U- Single Sea-Matlrg Buda Y4" r-0" 3.4" 4'-0' 4'4' S-0• 51'4' r-0' r4" T-0' T-r r-r r x 1r x O nit x O.M9 383 d 3r-Y d 34'-Y b 31'-1 Y b 3V-Y b 2B-r b 2T-r b 28-1' b C LU ry W Albvrable n'L'/be W our .1r Nobs: � X!- r x 4"x 0.050"Hollow 11'-0'd 1 V4'd I 9-7r d I 93 d 9-1• di r-9• d I r3 r-r d r-0' di T-1r d T3 d T3 d 1.Tobin nutans extrusion orknted with longer extrusion dirtension pal to applied soad. 2 m 1ff-r d 10W d IVA"d 9-1ff d 9d dmaybeW - r 2"x 5"x 0.030"Hollow 14'-2'd 134'd 174'd 17-Y d 11'4'd 11'-3' d 19-1 1* 2 Spans frhrerPoieled. J ,� 2"x 4'x 0.044"x OAA 174•d 11%r d 1ff-11"d 1OW d tff-7'd 9•r d 93 9•Y d r-11'd r-9" d r3 d r4' d _ 2'x 5x 0.o6r x 0.100" 163'd 144'd I IT-r d 1 IT-T d 174'd 17-1'd 11'-0• `I IW d i t'-7"d 1V•10•d-11Y--rd 194"d rxrx 0.050"x 0.120" 1T-1ff d tr-9'd 15-11"d 1513'd 14'4"d 11'•2'd 73--0" 73-4•d 17-71"d 174•d 174"d 17-1'd Table 3A.1.4-130 Allowable Spans for Ridge Beams with Self Mating Beams for Screen,Acrylic or Vinyl Rooms r r x r x o.o55'x 0.128 2V4'd 19.1'd 1r-7 d IrW d tr4'd 1r-i' d 15-T -15-2•d 14'4'd 14'3 d IVA"d 13'-9•d y r x 7'x 0.055'w/Insert 24'4'd 2r-1'd 27'-71"d 2W-11'd 20-2'd 194'd tit-1r 78'4"d Ir-1(r d 1T3 d 7r-T d 16'-r d For 3 second wind gust at 130 MPH velocity;using design bad of 15 WSF s r x r x O.OTr x 0224' 072--d 284'd 22'3 d 21'4'd w4"d 19-17'd 794' -7r-1r d tr4"d 1T-to'd I 1T3 d 7T•1-d TributaryLed Width W s PuAin Spacing r x r x O.OTr x 0224" 2T-r d 26-11'd 244"d 2r-T d 27-r d 21'-11'd 21'-r W-r d 2V-1•d 19-T d 19-Y d 78.9•d S y 5.4•• 6•.O" Tag" B'4• r-0' 1 V-0' 2"x 9'x 0.06r x O.M6• 21r-r d 2r-11•d 25-T d 24'3 d 23'3 d I 27-r d 274V 21.3 d 2V-10'0I 2V4'd I 19-ir d 193 d Aibwebit S 'L'/ W or deflection,141, _ _ -- 2•x 70"x o.D9r x 0.369• 34'3 d 373 d 3V4r d 293 d 284•d I 2T4"d 26'4' 294r d 25.0'd 24'3 d I 23--10'd 23-4'd r x 4'x 0.044 x 0.100" 174' b 11'3 b 7ff4• b 9-11• b 93 b r-11' b B'3 b r•7 b - 2"x r x OAW x 0.10r 1S3 b 1413• b iT-r b I 174• b 11'4' b 11'-1' b 10'-T b IVA' b - r TributeLoad rxrx 0.05r x 0.12r 1r-1" b 183b 154' b 14'4' b 13'4r b 17-tr b 17-7 b 11'4" b - - Double Self-Mating Seems Y4" 3'-0" r4" 4'-0' 4--r 54" 54" r-0" r4' Rr r4' r-0' r x r x 0.05x'x 0.120' 2(Wb 1 r-r b Ir-3" b 16'-7' b 15$' b 14'3 b 13'-r b IT-2' b Allowable Span'L'/banding W -it" *� 2"x r x O.OSr sol heent 26'-1" d 24'-r d 27-11' b 21'3 b 20'-Y b /9-Y b iB'-3' b 1T3 b G r 2"x r x 0.072'x 0324" 31'3 d 29-10"d 284'd 2T-1'd 26'-t'd 2Y-Y d 2W"r 283 d 2r-T tl 274'd 2T-1 t"d 21'3 d r x r x O.o7r x 0.224• 26'4' b 24'-0' b 273• b 2V-7r b 19-T b 1r-T b 1T-r b tit-11` b - SEAL 2'x 9"x 0.072•x 0.224" 34'•9"d 374'd 31'-1'd 294•d 28'-T d 2T-r d 26'.W '25-11"tl 25'4'd 24'•8•d 24'-1"d 2r-T d r x r x 0.O7r x 02W 283 b 28'-1' b 24'-1' bIF-7-- b 21'3' b 20'-Y b 19-3' b 1r•T b 2"x 9"x O.Osr x 03W 3T4•d 34'-10'd 38.1'd 31'-8'd 3ff3 d 293 d W4' 274'd 2r-11"d 2037 d 25W d 25.1•d rxrx 0.081"x 021r 30'3 d 2r T b 26'-8 b 24'4" b 284' b 27-7 b 21'-1' b 2ff3' b EET r x 1r x 0.09r x o.3w 43'4'd 4ff-tff d 38-9•d 3T-1'd 95.8'd 34'-S d 384' 373 d 31'3 d 90'-9"d 3V-1•d 283 d r x 1r x OA9r x 0 38'-r d MW b 31'-7r b 294' b Zr-t" b 2r-T b 2'51'3 D 24'4' b r . Note: ►labs: 1.h le recommended that the argirear be consulted on any miecelkn.ous framing bum that spans mO?Ea then tff 1.Tables assume extnebn oriented with longer extrusion dimension parallel b applled lad. 2 Spans aro band on 130 M.P.H.wind bed plus dead bad for finning. 2 Spare may be Interpolated.. 3.Span is measured from anter of connection to fascia or war correction. t 4.Above spare do not include Wgth of knee brace.Add horimnW distance from upright b anter of brWO to boom connection to be•hove spare for WW beam spans. - r 07-08-2004 OF 5.Spans may be interpolated. 8 s s a i Table 3A.2.1 Allowable Upright Heights,Chair Rail Spans or Header Sys Table 3A.3 Schedule of Post Beam Size and Number of Thru Bolts Required for Screen,Acrylic or Vinyl Rooms Aluminum Alloy!x163 T4 Aluminum Alloy 8063 T-0 ,. For 3 second wind gust at 110 MPH velocky;using design load of 11 ar/SF g III= #Thru43oft Minimum Aaarmb L•D+y,^ MlMmum Tributary Load Width W.Purl Pacing Post SM Min.#Kine Sections 3'-0" 3'-0" 4'-0" 4'$ 5'-0" r x 4"x 0.050"Hollow Pon Sire 1/42* Kms enw• Bray g S-0' 8'-0" 5.8" T$ T-0' 3'x 3'z 0.083' 0-z 3•x 0.050' Allowable Haigh'H'0-banding ro'orr 'd' SaB maw' ath Beams 3#e 2"x 2"x 0.014" Hollow 9'S b B'-9' b g'-Y b T-8' b T-4' b 6'-11'b -g' b 8'S b 8'-7 b 5'-t T b Y x 4•x 0.040"x 0.100" 3'x 3'x 0.093' Y x 3'x 0.050• 2 - 2•x r x 0.050- Hollow 10'-3'b 9'-0' b 8'-71'b 8'S b T-11"b T-r b ']• b 6'-11'b 8'-9' b S$ b 2"x r x 0.050"x 0.100' 3•x- x 0.093' Y x 3'x 0.050• 3#g 3"xrx 0.005" Hollow 11'-3•b to'-5•b 9'-9" b 9'-3' D 8'-9' b 54' b -11'b T-0' b T•5' b T-Y b Y x r x B.05r x 0.120' Y x 3'x 0'050' 2 Y x 9'x 0.050' (3)#g 3•x 2"x 0.070" Hollow 17$d 17-2'd 11'-r d 10'-1 P b 10'-5-b 8'-11'b 3'x 3'x 0.093' Y x 3'x 0.050• 2 TX 3'x 0.050" $ b 9'-Y b 8'-10-6 8'$ b r x r x O.Osr x OnTo' 3'x 3'x 0.093• ---2;'-.3'.0.050' 2 3#10 _ 2'x S•x 0.015 HoOow 17-9'b 11'-8'b 11'-0'b 10'-5"b 9'-10'b ff-5' D -i t•b 8'-8' b 8'-4• b 8'-1' D rxrx 0.o5r w/insert 2 Y x 3•x 0.050• 3#10 2"x 4•x 0.050• Hollow 15-3•D 15'-1'D 14'-1"b 13'-3•b 12'-T b 17-0"b �'-0'b 11-0•b 10'-8'b 10'3'b Yxrx 0.071 x 0.224• 3'x 3•x 0.093' Y x 3'x 0.050' 2 2 2•x 3'x 0.050• 3#10 t 2"x 4•x 0.046" S.M.B. 19'-1'b 1 T-0'b 15$b 15'-T b 14'-9"b 14'-1'b $'b 17-11•b 17$b 17-t•b Y x r x 0.071 x 0324 3•x 3•x 0.093' Y x 4'x 0.050• 3 2 Y x 4'x 0.050' 3#12 p 2'x S'x 0.050" S.M.B. 23'-r b 21'-10•b 20'S b 19'3•b 18'3•b 1 T-S b ' -0'b 18'-0'b 15'-5'b 14'-1 Y b Y x Y x 0.082•x 0.]08' Y x 3'x 0.093• r x r x o.050•x 0.1ar 3 3 Y x 5•x 0.050'x 0.tar 3#14 2"x 6•x 0.050• S.M.B. ZB'-1'b 24'-Y b 221-7 b 21'-3.6 20'-Y b iW-3•b S b 17'-9'D 10--1'b 15.8'b 3'x 3'x 0.125' 0-x 5'x 0.050'x 0.120- 4 3 Y x 6•x 0.050"x 0,120' q#1a 2'x 2'x 0.014" Sm 11'-3•b !0151 b 9'-9' b 9'-2' D B'-0' b 8'3' b -11'D -T b r4' b T-1• b 0-x 10-x 111 x 0.3x9^ 1 x 3"x 0.125• Y x r x 0.055-x 0.12: 5 4 Y x r x 0.055•x 0.120' 6)#1/ t 2'x 3'x 0.045• Sam 14'4•b 13'-4•b 12' •b 11'-9'b 11'-7 b 10'-T b •T'b 9'-9' b 9'$ b g'-1' b �SW We no 8..s 1 T'x 4•x 0.015' Sam 17'-7'b 153•b 153•b 144'b 13-r b 17-11'b b 11'-71'b 1 T$b 11'-1'D 1 Y x M x 0.070-x 0324' Y x r x 0.05:z 0.10: 6 4 r x 4'z 0.010•x 0.10: g#14 For 3 second wind ust at 120 MPH velocity;using design load of 13#SF r x 6•x 0.072^x 0324• Y x 5-z 0.05: 8 a r x 5-x 0.050'x 0.120' 8#7t TMDuta Load Width W. rxrx0.0arxll" Y x r x 0.055'x 0.1z: 8 6 rx5'xo.owxo.i2: e)#14 sscd ns T-0` 3'-0" 4'-0" 4,-0" 5-0" PurHn $ V-0- r4>• T{• 2 r 0.080-x 0.389• 2*x 5-x 0.072*x 0.224 _ The mxWrxsn mxnbar of tlxu boss is(2) 10 6 r xrx 0.055-x 0.12: 10#14 r x r x 0.044" Natow 5-0- b 8'-: b T$I b�T t bin g g iSS b 1' b S-1 T b S$ b S$ D Minkman�0n on Id' Mininn /boom my be used as ainhxxn Imes brae r x Y z 0.055" Hollow 9-5- b B'-9 b b T4' b 6'-11'b $ b 5$ b 5- b SAV b _ 3'x r x 0.040- Hollow 10'-0'b1'b 8'$ T$ b 4' b T-1' b 5.1:b 5-T b r x Y x 0.070• HM 17-i'd 1115 b 101-8'b 10-1'b 9'-r b -0 b 5$ b 5-1• b T-t:b 17-1:le i t'-11'b H'-2*b 10'$b 9'-11'b •1' b 5-8" b 5$ 0 5-2• D J x 'x 0.060" Ho#ow 14'-11'b 13'-1:b 17-11'b 17-Y D 11'-T b 11'0 D T b 10-7 6 8 9' b S b Q 2"x4"x0.046• S.M.B. 1T$b 15-3'b 15'-r b 1114•b 13'-T b 17-1Tb -0•b Ti-11 11'$b 1T-t'D r x r x 0.050" S.M.B. 21'-0•b 20'-1'b 18'-9•b 1T-8-b 16'-1:b 181-0'b 4'D 14748'b 14'-2'b !31-91 b 1 x r x 0.050• S.M.B. 23'•71'b 27-Y b 20'-9'b 19'-T b 18'•0-b 1T$b -11'b 153•b 1S$b 1S-r b 0 tJ.l 1 x Y x 0.044' S 10'4•b 9'-r 6 8'-11'b B'S D T-11•b T-r b 4• D T-0• b -8' b 5$ b Q 1 x]"x 0.045' Sm 13'3•D 173' b 10'3•b 9'-9' D b 5-71'b 5$ b 54• b e, Y x 4"x 0.045" Sm 15-r D114-11-Di 14'-0'b I 13'-2-D 17.6'b 11'-11'b �"b 10'-11'b 1 -T b 10'3•b 0 zLI) U Notes: 1.Above spam o not include length of Imbrace. ee Aad hortzomal distance Dom uprght lo p rof brane b txemn canrroe0on b dw Z Q Z O m may seem t rs for total beesem, 2.Spans ay be InMrpoWW. > < Table 3A.2.2 Allowable Upright Heights,Chair Rail Spans or Header SpanV all j W Q for Screen,Acrylic or Vinyl Rooms U ? fn of t 7 p Aluminum Alloy 6063 T-6 } V Q N0 z O e. For 3 second wind ust at 130 MPH velocity;using design load of 15 WSF Tri Loo WMth W.Pullin Dg Q O Q IU a. Sections T-0' 3'•0- 4'-0' 4'-0' 6'41" T$ r- Allowablo Haight'H'/banding W or W Z CD it ,E LLJ 1 x Y x O.OH^ Hollow B'-1' b r-0" b 5-11'b S-r b 5-3' b 5-11•D b S$ b 53' b 5'-T b U.1 CD O r x 2•x 0.068' Hollow 5-7:b 8'-Y b T-r b T-Y b g'-1:b 5$ b b 5-11.0 5'$ b S-r bLU -4t 3-x r x 0.015" Hollow 8'-0' b 5-17'b 54' b T-1 Y b r$ b T-Y b 6'• b 5-r b 8'4' b 5-1• b Z O p. 3'z r x 0.070• H011ow 11'•8'b 10'-0'b 9'-11'b 9'•5' b 8'-t t'b 8'•8' D b T•t:b T$ b T3' b N Y x r z 0.045" Hollow 10'-11'b 10'-1'b 9'-0' b 5-11'b 8'S x 0. T-2• b 2"x r x 4 x 0.050• Ho9ow 13'_11.6 12'-11•b 17-7•b 11'4•b 10'-9'b 10'3'b 9= b 9'S b g'-1• b 2"x 4• 046' S.M.B. 154•b 15-1'b 14'-Y b 13'4•b 17.8"b 17-1'b 11 J rx0.05r S.M.B. 20'-Y b 78'-8'b iT$b 15.6•b 15'$b 14'-11•b 1 b 13'-9"b i3'-3'b 77-0•b Q ¢ Y x 6•x O.OSr S.M.B. 274"b 20'$b 194•b 153'b 1r3'b 76'-6"b 1 r x r x 0.044' 8m sr-r b 5-11'b 54• b T-1:b 7- 1. b T- Y x 9•x 0.040- Sm 12'4•b 1 -5'b 10'$b 17•1"b 5$ b 9'-1� D 5. b 5$ b 53• b 6'-/' b ',,. t x 0.045" S 15'-T b 13'-11'b 13'-0'b 174•D 11'$b 11'-T le t b 70'3'b 9'-1:b 9'$ b For 3 second wind ust at 140A MPH vel 1133 usidost bad of 17#NSF Uj Q N TA Lwd Width W.PuAM n• J eV Sections ]•$ 3•,g• -0" 4'-0" S-0' t.i Ssoy J s0- 0-r r$ 0-4r r x r x0.044" ble Hollow T-r b T-0• b 5-Tlob s 6'-2" b 5H-10'b S-r,b S b •5-T• b 4'-11'b 4•$ b U.. I 2"x r x O.OSr Hollow 53' b T-0• b T-Y b S-9' b 6'-5' b 5-1• b 5- b 5-7' b 5'$ b 5.7• b CD 0 O 1 3"x r x 0.040- Hollow 9'-1' b 53' le r-1:b T$ b T-0' b 5-0' b 5 b 5-2' b 5-11'b 5-9• b "�} W Q S'x Y X 0.070• Hollow 10'-1:b 10'-0'b 9'4' b 5-7:b SS le r-11'D T b T4' b T-7' b 5-t:b m �} gait Q r. 2"x 3"x O.OM HoOow 11'3•D 10'-5'b 8'$ b 8'-Y D 5$ b 64' b T-1 b T$ b T4' b T-1' b (� t 2"x 4"x 0.050• Hollow 73'-7'b 17-1•b 71'4•b 10'-0'b 1d•t'b 8'$ D q b 8'-11•b 8'-r b 53' b 1 r z 4 x 0.046^ S.M.B 15'4'b 14'2'b 133•b 17$b 11'-11 b 114 b 10- 0 10 6'b t0'$b 8-0' b >>W m r x r x o.oso• S.M.B. 15-11'b 1T-r b 15-5'b iS$b 14'$b 14'-0 D 13 D 17-11•b 17$b 71'-11'b tl7 O Yxrx 0.050' S.M.B. 20'-t i'b 1915 b 15-Y b 10--1'b 15.3 b 15'•8'b 14'- b 14'3'D 19'-8"D 13'3'b W J �+ O v t 0-x 2"x 0.044• X l 8'-0' b S4' b T-1:b T4• b 6'-11•b 5$ b S b 5-11"b 5-0' b � Z. W LL 2'x 3"x 0.015' S 11'-r b 101.8'b 10'-0•b W-5' b 8'-11'b S-0• b g'- b T-1:b T-T b T4• D f Notes: .040- 14'-Y D 13'-1•b 17-3' -11•b td$b 10' b 9'-0- D 8'3• b 8'-i t'D p Notes: � X t 1.Above spans do not induds of knee braes.Add horbanW s.. O 1 above spans for lost beam spans. ^ Dom updpFd No of4lx+a to beam connection to the W m '- 2.Spare may be interpolated. J d a i ;i SEAL SHEET - 3 07-08-2004 OF i i 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 Q EACH TRUSS/RAFTER THE FL,&OR,WALL,AND ROOF SYSTE6M ARE THAT OF MOBILE THE FLOOR,WALL,AND ROOF /MANOACTURED HOME STUD WALL OR POST SYSTEM ARE THAT OF MOBILE /MANUFACTURED HOME _ INTERIOR BEAM(SEE T�LE3) 1. 4 . KNEE BRACE(SEE TABLES BEAM SPAN I 3A.3) 1r USE Wn -fie a " • FOR BEAM SIZE) POST SIZE(SEE TABLE 3A.3) NAIL STRAP W/16d COMMON THE FL490R,WALL,AND ROOF ' MAX.POST HEIGHT(SEE TRUSS RAFTER AND SYSTEIMIARE THAT OF ACTURED HOME / ��,�� SEE INTERIOR BEAM TABLES TABLES 3A.2.1.2) R COMPUTING PERIMETER JOIST /LA MANUS xTING LOAD WIDTH ' SCREW COIL STRAP TO SHEATHING W!#8 x 1"DECK STAL�LL NEW 48"OR 60" Q SCREWS @ 16"O.C. UGEFZdNCHOR PER RULE RIBBON FOOTING Z VERTICALLY 5C @�4CH NEW PIER. SCALE: tn"-1'-0" SUPRjORTS;ON EITHER SIDE OFF THE BEAM OR REPLACE VINYL SIDING STAL41-1n"CARRIAGE BOLT HRU P PERIMETER JOIST AND SUPPORT BEING CONSIDERED 020 TRAffO NEW AUGER Minimum Ribbon Footing TYPICAL S TION"FOURTH"WALL FOR ADDITIONS OZO NCHOR Wind EI s Post Ewd• (7 U lA Zone Ft. 4r O.C. Anchors . ADJACEN O A MOBILE/MANUFACTURED HOME - W (9 Z •J �.. 100-123 +10 -14 1'4" ABU 44 SP1 3r O.C. SCALE: 1/8"=1'-0" Z W Z 0_ Q . 130-140A +30 -17 1'4• ABU 44 SP1 3r O.C. 0 0 W O.C. Extrusiolh Siting Table: 1408-150 +30 -20 1's ABU 44 SPH4 48" W J W 0 PROVIDE NEW 4",6"OR 8"x 16"CMU PIER AND SOLID U tdexlrrxan t8'projection from last stnx;tae. t Bis Max.Beam sin Knee Brace •For stud waft me 1/2•x s 48otls M 48.O.C.and r sgwrs washers b attach eels plate b V � m t th FOUNDATION BLOCK @ 60 boolirg.MW arches shot be at the sols plats ony and cob strap"1181)ovr 90 bP P1919 r x r 0.038• r x r r x r x 0.0:18• Q O MAX.O.C.ALONG an to the Atls orxtwrs and strep•shal be per nmnuradrxers sPeciftab-4. 3"z 0.05(r r x r r x r x 0.05tr } I" C Z ATTACHMENT WALL r x U 0 N O o.t>eo• r x e•SMA3. r x r x o 050 V D d' } H r x o.09rr x 8•S.M.B. r x r x 0.050 TYPICAL WALL SECTION FOR ATTACHMENT T(� —J LLI 4:% o.trs r x I S.M.S. r x r x 0.12r Z�I j LL co MOBILE/MANUFACTURED HOME 0.125• rxltrs.we. rxrxo.l2s W ? o SCALE: 114"=1'-0" U N U) D REMOVE VINYL SIDING AND REMOVE VINYL SIDING AND J SOFFIT ON THE WALL AND SOFFIT ON THE WALL AND Q INSTALL SIMPSON CS-16 COIL INSTALL SIMPSON CS-16 COIL STRAP OR EQUAL FROM STRAP OR EQUAL FROM TRUSS/RAFTER TO BOTTOM TRUSS/RAFTER TO BOTTOM OF DOUBLE TOP PLATE JOIST OF DOUBLE TOP PLATE JOIST EACH TRUSS/RAFTER @ EACH TRUSS/RAFTER W a �r� THE FZlE00R,WALL,AND ROOF THE FLOOR,WALL AND ROOF 2y2 LL SYSTEM ARE THAT OF MOBILE THE FLOORWALLAND ROOF , . SYSTEM ARE THAT OF MOBILE O THE FLOOR,WALL AND ROOF /MANL4FACTURED HOME /MANUFACTURED HOME N U SYSTEM ARE THAT OF MOBILE SYSTEM ARE THAT OF MOBILE C /MANUFACTURED HOME !MANUFACTURED HOME o NAIL STRAP W/16d COMMON Co CID O w 0 TRUSS RAFTER AND W r ;-O i PERIMETER JOIST J o O .. SCREW COIL STRAP TO V' 9 w SHEATHING W/#8 x 1'DECK W Lu NAIL STRAP W/16d COMMON THE FL4§1011,WALL,AND ROOF SCREWS®18'O.C. U. THE FLOOR,WALL AND ROOF 2 X H TRUSS RAFTER AND SYSTEM ARE THAT OF MOBILE VERTICALLY SYSTEM ARE THAT OF MOBILE C7 PERIMETER JOIST !MAN(4FACTURED HOME REPLACE VINYL SIDING /MANUFACTURED HOME ?� W to ? SCREW COIL STRAP TO SHEATHING W/#8 x 1"DECK INSTAl.4L NEW 48.OR 60" KNEE WALL WI 2 x 4 P.T.P. SCREWS 0 16"O.C. AUGEFR ANCHOR PER RULE BOTTOM PLATE,STUDS 8 VERTICALLY 15C COLEACH NEW PIER. DOUBLE TOP PLATE REPLACE VINYL SIDING INSTAlRL tn"CARRIAGE BOLT 8"'L'BOLT @ 3r O.C. NAIL PER TABLE 23D6.1 THROPERIMETER JOIST AND FLORIDA BUILDING CODE STRAFP-TO NEW AUGER EACH STUD SHALL HAVE A ANCHOR SIMPSON SP-1 OR EQUAL SHEATH WI tn•P.T.PLYWOOD TYPE III FOOTING OR 16"x 24" NAILED W!#8 COMMON 6'O.C. ALTERNATE RIBBON FOOTING W!(2)#50 EDGES AND 12'O.C.FIELD OR 4'x 4"P.T.P.POST W/ BARS,2,500 PSI CONCRETE STRUCTURAL GRADE SIMPSON 4"x 4"POST THERMAL PLY FASTENED PER BUCKET INSTALLED PER THE MANUFACTURERS SHEET MANUFACTURERS SPECIFICATIONS SPECIFICATIONS TOP 8 STRAP SIMPSON COIL STRAP BOTTOM OVER SHEATHING ALTERNATE WALL SECTION FOR ATTACHMEW'JO ALTERNATE WALL SECTION FOR ATTACHMENT TO ' MOBILE/MANUFACTURED HOME MOBILE/MANUFACTURED HOME 07-08-2004 OF SCALE: 1/4"=1'-0" SCALE: 114"=1-0' " [SOLID]ROOIrMAXIMUM OR PAN TYPE) FABEAM (PER DD OR 3A) i6"MAXIMUM JIF KNEE BRACE LENGTHEDGE��M TABLES: EXCEEDS TABLE 1.7 USEE 1 11 CANTILEVERED BEAM CONNECTION DETAILS =U m� wW-LL � SCREEN OR SOLID WALL =�(7 zz POST,iELECT PER TABLE 3A.3 (MAY FACE IN OR OUT) �'¢?)� USE 2'xx 3 MINIMUM Lu HOST STRUCTURE ROOFING Lo 2"STRAP-LOCATE @ EACH w z POST,(2)1/4"x 2"LAG =m 0 w SCREWS @ 24"O.C.(MAX.) EACH STRAP (2)#10 x 1/2"SCREWS USE ANGLE EACH SIDE FOR J 2 x 2 TO POST CONNECTION WITH HOLLOW POST co 114"BOLT @ 24"O.C.MAX. co zO � W oZO WITHIN 6"OF EACH POST ® FASTEN 2 x 2 POST z W/(2)EACH S.M.S.INTO ® } w u O J SCREW U EW SPLINES Z 0 Z _ 2"x 2"x 0.062"ANGLE EACH SIDE(3)EACH#8 S.M.S.EACH ® EXTRUDED W Q Q Q LEG INTO POST AND INTO ® OR SUPER Ma�C.DISTANCETOLij GUTTER(MIN.) GUTTER HLQST STRUCTURE oa U W m uJ � cQ k WAIILL 36"WITHOUT FASCIA AND SUB-FASCIA AiTE SPECIFIC } QO Z ENGINEERING V N O EXTRUDED OR SUPER GUTTER/RISER U } F AOR TRANSOM)WALL(�D FASCIA(WITH SOLID RO(W-L Q x O Q U Z C/)LL SCALE: 2"=1'-0" W w woo Z N w ROOF PANEL J (SEE SECTION 7) Q BEAMS MAY BE ANGLED FOR I - GABLED FRAMESa Q ANCHOR IPER DETAIL FOR PAN OR COMPOSITE PANEL FOR NUkWER OF BOLTS ANDh a! ZE BEAM AND POST SIZES ^_� - OF POST(SEE TABLE 22 (SEE TABLES 3A.3) 3A.3) C U O' 1"x 2'MAW BE ATTACHED FOR POST NOTCHED TO SUIT o SCREENIOING(1) co m _ #10 x 1-11ir @ 6"FROM TOP AND BOTTOM AND 24"O.C. OzOui v SIDE NOTCH POST TO CARRIER BEAM CONNECTION 0.. SCALE: 2"s p.0" (D W w J i°12 Lu m Lu ROOF PANEL p (SEE SECTION 7) cc;r - POST 1-&4"x 1-3/4'x 0.063" —RECEIVING CHANNEL THRU BOLTED TO POST W/THRU ® - ANCHOR O(ER DETAIL FOR PAN BOLTS FOR ITE PANO ELSIDE B R COEAM � MPS(SEE TABLE 3A.3 FOR NUMBERFOR NUMR OF BOLTS AND OF BOLTS) ® _ SIZE OF p?gST(SEE TABLE3A.3) BEAM AND POST SIZES(SEE TABLE 3A.3) --~ 1"x 2"MAY 003E ATTACHED FORSCREEN LONG(1)NOTCHED TO SUIT #10 x 1-1/20"A 8"FROM TOP AND BOT749M AND 24"O.C. CENTER NOTCH POST TO CARRIER BEAM CONNECTION SCALE: r-1'-0" 07-06-2004 OF 8 i General Notes and Specifications: IUSTRY STANDARD ROOF PANELS 1. The following attachments are designed to be married to Nock and wood frame structures of EXISTING TRUSS OR RAFTER adequate structural capacity.The contractor/home owner shall verify that the host structure is in rn FORIAAED FLASHING BREAK good condition and of sufficient strength to holo the proposed addition. w 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. /- PANSROOF PANEL k- v/ 3. Roll formed roof panels(pans)are designed for uniform loads and can not be walked on unless L 1200" plywood Is laid across the ribs.Pans have been tested and perform better in wind uplift b . ads than (2)#10 x 1-1/2"S.M.S.OR _+ dead bad+live loads.Spans for pans are based on deflection of 1-180 for high wind zone criteria. 12"WIDE x VARIOUS HEIGHT RISER ROOF PANELw 0- WOOD SCREW PER RAFTER z a 4. Composite panels can be loaded as wall:on or uniform loads and have,when tested performed gOE; 2•=T-0• OR TRUSS TAIL a G w well In either teat.The composite panel tables are based on bending properties determined ata deflection limit r#U180. ALTERNATE: 5. The following rules apply to attachments involving moble and manufactured hones: #10 x S S.M.S.OR WOOD SCREW SPACED @ 12'O.C. a. Structures to be placed adjacent to a motile/manufactured home burin prior ro 1994 shy use ei 'fourth wall construction"or shall provide detailed plans of the moble/manufactured home f ? EXISTING FASCIA along with addition plans for site speoafic review and seal by the engineer.This apples to an screen/glass rooms,and I or other abuctures to be attached. t2.0(• 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 12"WIDE x 3"RISER INTERLOCKING ROOF PANEL PO%T AND BEAM(PER provide verification of the structural system used to build the host structure. SCALE: 2'-1'4' L4A- TALES) 6. The shapes and capacities of pans and composite panels are from"Industry Standard"shapes, J except for manufacturers proprietary shapes.Unless the manufacturer of the product is known, T fn Z use the"Industry Standard"Tables for allowable spans. 7. When converting a screen room to a glass roan or a carport ro a garage,the roof must be ' ALTERNATE MOBILE HOME FLASHING; O W checked and reinforced for the enclosed building requirements. L FOR FOURTH WALL CONSTRUCTION 0 12.Ixr WO PAN ROOF PANELS O B. When using TEK strews In lieu of S.M.S.longer screws must be used to compensate for drill 47 ? head. CLEATED ROOF PANEL SCALE: 2"=T-o" Z W Z Z Q SELECT PANEL DEPTH SCALE: 2"=T-0' ALUMINUM SKIN 9. For high velocity hurricane zones the minimum live bad I applied tread shat be 30 PSF. FROM INSTALLATION INSTRUCTIONS: > 0 0 F" W 10.Interior walls&ceilings of composite panels may have 112'sheet rack added by searing the TABLES E.P.S.CORE to J 0 W sheet rock vel 1'tine thread sheet rock screws at 16'O.C.each way. A. PLACE(2)BEADS OF CAULKING ON BACK SIDE OF HEADER BEFOj INSTALLING. W LU 0 CC ti B. SLIDE 1'TAB AT TOP OF HEADER UNDER DRIP EDGE. DO NOT PLUSH DRIP EDGE UP. J 0 Z 11.Ali feeds gutter end caps shat have water relief ports. w SIDE CONNECTIONS VARY DRIP EDGE MUST MAINTAIN SAME PLANE AS SLOPE OF ROOF. } N 12.Spans may be interpolated between values but not extrapolated outside values. wo LD (DO NOT AFFECT SPANS) _ > 13.Design Check List and inspection Guides for Solid Roof Panel Systems are included in lspectbn t C. FASTEN HEADER TO FASCIA BOARD WiTH#10 x 1'SCREWS 0 6"4b•C•STAGGERED 022* 0 U guides for sections 2,3A&B,4&5. Use section 2 Inspection guide for solid roof in Section 1. _48.001r" TOP AND BOTTOM(SEE DETAIL ABOVE) Zf CO LCL 14.Al exposed screw heads through roof panels Into the roof sub structure shall be caulked w/silicon s D. PLACE PAN ROOF PANEL INTO HEADER AND ATTACH TO 4TH WAa POST AND BEAM UJ et sealant, SYSTEM ONLY. DO NOT ATTACH TO HEADER. HEADER IS USED AS*kASHING ONLY. W f) 8 Section 7 Design Statement: The roof systems designed for section 7 are Main Wind Force Resisting Systems and Components and COMPOSITE ROOF ANCHORING DETAIL N Cladding.In conformance with the 2004 Florida Building Code such systems must be designed using PAN ROOF ANCHORING DETAILS J loads for components&cladding.Thus,Section 7 uses several different categories of these loads as #kx 7/2"S.M.S.SPACED Q described below.Al pressures shown in the table below are In PSF(#ISF). ®EB'O.C.BOTH SIDES CAULK EXISTING TRUSS OR RAFTER -P Atli EXPOSED SCREW HEADS 1. Freestanding Structures with Monoskrped Roofs with a minimum live load of 10 PSF except for ALTERNATE C�91%INECTION: #10 x 1-112"S.M.S.OR WOOD 140B and 150 MPH bads which are 30 PSF.The design wind loads used are from ASCE 7-98 Section (3)#8 SCREWS P@R PAN WITH SEALANT 6.5,Analytical Procedure.The loads ass a mean roof height of less than 30;roof slope of 0'to 10'; 1"MINIMUM EMBEDMENT INTO WOOD SCREW(2)PER HEADER(SEE NOTE BELOW) RAFTER OR TRUSS TAS :::::: W I=0.77 for structures 8 1.00 for all oth are.Negative internal pressure coefficient is 0.18 for FASCIA THROUGHiIPAN BOXEDz' k open eg �-END #10 X 314'SMSOR W000 <:'ur...:'.: CL enclosed and 0.55 nor partially enclosed structures. . . . :¢c...::..... y�+ SCREW SPACED 0 12'O.C. ROP PANEL e i 2. Attached Coven such as carports,patio covers,gabled carports,and screen mons with a EXISTING TRUSEP�RAFTER minimum Ile load of 10 PSF except for 140EI and 150 MPH loads which are 30 PSF.The design wind MISTING FASCIA loads used arefrom ASCE 7-98 Section 6.5,Analytical Procedure.Roof slope of 0't0 25'(+/-10');1= #10 x 1-112"S;W.S•(2)PER p<p ROOF PANEL MONWAVW 1.00.Negative Internal pressure coefficient Is 0.18 for enclosed and 0.55 for partially enclosed RAFTER pRZITRUSS TAIL _- A sfructfres. 72'O.C. #8 x 1/2"S.M.S.(3)PER PAN SCALE: 2•=1'0' m #10x314"S.M!! ® EXISTING HOST STRUCTURE Lu g p �_ (BOTTOM)AND(1)@ RISER WOOD FRAME,MASONRY OR x tl2'S.M.S.SPACED �t iti F+ 3. Glass 6 Modular Rooms design loads use a minimum Ile lid of 20 PSF and wind loads are from EX191�ING FASCIA (TOP)CAULK ALL EXPOSED �/ W ASCE 7-98 Section 6.5,Analytical Proceduna and the 2004 Florida Building Code.The bads assume a SCREW HEADS OTHER CONSTRUCTION /f / 8'O.C.BOTH SIDES CAULK LL m=,v� mean roof height of less than 30;roof slope of 20•to 30'(+1-10');I=1.00. / L EXPOSED SCREW HEADS 0 u- a LL ROOF PANEL TO FASCIA DETAIL FOR MASS usE U ? a. Enclosed structural systems use a rragative internal pressure cDeffident=+/-0.1& SCALE: r■1'-0' 1/4'x 1-114"MASONRY 0 2 a H ANCHOR OR EQUAL Q 24'O.C. Z 2x0 b. Partially Enclosed structural systems use a negative internal pressure coeffxaent=+/-0.55. SEALANT FOR WOOD USE 010 x t-1f2' S.M.S.OR WOOD SCREWS 4. Overhangsuse a minimum live load of 20 PSF except for 140B and 150 MPH bads which are 30 FOR MI 12'O.C:SONRY USE j HEADER(SEE NOTE BELOW) �- RFOOF PANEL J v MASONRY PSF.Wind ds are from ASCE 7-98 Seetknn 6.5,Analytical Procedure for Components&Cladding for 114"x 1-1)�" Y ANCHOR OR EQUAL 0 24"O.C. Enclosed or Partially Enclosed Structural Systems.The loads assume a mean roof height of less than FOR WOOD USEE#10 x 1-1/2" - 30co ;roof slope of 20'to 30'(+/-10•);1=1.0,Negative Internal pressure efficient b S.M.S. R W00E9.0.18 for enclosed �SCRE WS 0 Z� ROOF PANEL TO WALL DETAIL and 0.55 for partially enclosed structures. . 2'O.C. <u�i SCALE: 2'-1'-0" a v ROOF PANEL 5. Anchors for composite panel roof systems were computed on a bad width of 10 and 16 projection EXISTING HOST STRUCTURE WOOD STRUCTURES SHOULD CONNECT TO TRUSS BUTTS OR THE SUB FAS ,itA FRAMING WHERE with a T overhang.Any greater load width shNl be site specific. WOOD FRAME.h*S full x TO S.M.S.(3)PER PAN ONRY OR (BOTTOM)AND(1)@ RISER POSSIBLE ONLY.75%OF SCREWS CAN BE OUTSIDE THE TRUSS BUTTS. SU�ASCIA AND THOSE AREAS` OTHER CONSTRUCTION (TOP)CAULK ALL EXPOSED SHALL HAVE DOUBLE ANCHORS.ALL SCREWS INTO THE HOST STRUCTURE-%HALL HAVE MINIMUM 1-1/4" 02' Conversion Table 7A Conversion Table 7B SCREW HEADS WASHERS OR SHALL BE WASHER HEADED SCREWS. Load Cownbn Factor Based on Conversion Based on Mean Height of Host ROOF PANEL TO WALL DETAIL HEADER INSIDE DIMENSION SHALL BE EQUAL TO PANEL OR PANS DEPTH"Pe THE WALL THICKNESS ' Mean Roof Height of Host Structure Structure for Solid Roof Systems SCALE: 2"■1'40" SHALL BE THE THICKNESS OF THE ALUMINUM PAN OR COMPOSITE PANEL MALL THICKNESS. HEADERS S L For All Components From Exposure 1'to'C' s M RRkTE FOR THE MATERIAL HE Ex ostue'B'to 6101" pan uapser SHALL BE ANCHORED TO THE HOST STRUCTURE.WITH ANCHORS APPROP ttxm Host Low Pans composke ROOF PANELS L BE ATTACHED TO THE HEADER WITH(3)EACH x 1/2'LONG CORROSION CONNECTED T0.THE ANCHORS DETAILED ABOVE ARE BASED ON A LOAD Ffjl 120 M.P.H.FOR SBC uNm Host Pros Co onels 6wcture lisght Mum ser Mnds METAL SCREWS WITH 1/2'WASHERS. ALL SCREW HEADS SHALL BE CAULKED OR SECTION 1806 FOR A MAXIMUM POSSIBLE SPAN OF THE ROOF PANEL FROMATiHE HOST STRUCTURE Structure Height Panels RESISTANT SHUT 6A 0-IF tat 0.94 0.e7 SHALL HAVE N�§iPREJJE GASKET BETWEEN THE WASHER AND THE PAN. PAN RIBS SHALL RECEIVE(1) ANCHORS BASED ON 120 MPH WIND VELOCITY.FOR HIGHER WIND ZONES 43BE THE FOLLOWING. , o•ts 0.91 0.94 is-2a 129 0.� 0.88 REW EACH.THE PANS MAY BE ANCHORED THROUGH BOXED PAN WITH(3)EACH#8 x 1' 15-20' 0.88 0.92 20'•217 1.34 0.91 0.86 EACH#8 x 112"Std! CONVEJRSION: 2W-2W 0.� o.st 2S•pro' 1.40 0.89 0.85 OF THE ABOVE SCREW TYPES AND THE ABOVE SPECIFIED RIZER SCREW. 08 x 9116"TEK SCREWS ARE 100-123 130 140 150 25'.30' 0.85 o.e9 ALLOWED ASA§UBSTITUTE FOR#8 x 1/2"S.M.S. #10 #12 #12 8 074)8-21p4 OF S _ REMOVE RAFTER TAIL TO iHERE je----REMOVE ROOF TO HERE I I #8 x 112"S.M.S.SPACED HOST STRUCTURE TRUSS OR j @ PAN RIB MIN.(3)PER PAIN RAFTER EXISTING TRUSS OR RAFTER v o--FLASH UNDER SHINGLE 1'FASCIA(MIN.) BREAK FORMED METAL SAME HOST STRUCTURE TRUSS OR , #10 x 1-112"S.M.S.OR WOOD _- THICKNESS AS PAN (MIN.) RAFTER SCREW(2)PER RAFTER OR a o ANCHOR TO FASCIA AND TRUSS TAIL RIZER OF PAN AS SHOWN _- #8 x 314'SCREWS @ 8"O.C. R #8 x 1/r SCREWS @ EACH RIB HOST STRUCTURE L ROOF � /7-:: HEAD ROOF PANEL o- 1"FASCIA(MIN.) NEW 2 x_FASCIA - Q <a_-- ---- COMPOSITE ROOF PANEL REMOVED RAFTER TAIL ROOF PAN TO FASCIA DETAIL c REMOVE RAFTER TAIL TO HEREa p J �----REMOVE ROOF TO HERE HEADER(SEE NOTE BELOW) #8 z 112'S.M.S.SPACED #8 x 1/r S.M.S.@ r O.C. @ 8.O.C.BOTH SIDES W FOR MASONRY USE 0 HEADER(SEE NOTE BELOW) D EXISTING TRUSS OR RAFTER a—FLASH UNDER SHINGLE 114"x 1-114"MASONRY O Z O EXISTING HOST STRUCTURE: ANCHOR OR EQUAL #8 x(d+112')S.M.S.M 8'O.C. Ix 0 U #10 x 1-1/2S.M.S.OR WOOD WOOD FRAME.MASONRY OR @ 24"O.C.FOR WOOD USE J co 0 Z J to OTHER CONSTRUCTION #10 x 1-112'S.M.S.OR WOOD FOR MASONRY USE W 0 0 :R SCREW(2)PER RAFTER OR 1!4'x 1-1i4'MASONRY Z TRUSS TAIL Q SCREWS @ 1r O.C. EXISTING HOST STRUCTURE ANCHOR OR EQUAL 0 ~ ~ W000 FRAME MASONRY OR @ 24'O.C.FOR WOOD USE o!S W W 0 OTHER CONSTRUCTION #10 x 1-1/r S.M.S.OR WOOD 4 ALTERNATE ROOF PANEL TO WALL DETAIL U m 0 Z HOST STRUCTURE--� `COMPOSITE ROOF PAN SCALE: 2"-1'0' SCREWS @ 1r O.C. } Q 00 0 U O 7z04 HEADER ROOF PANELS SHALL BE ATTACHED TO THE HEADER W/(3)EACH#8 x 11r LONG CORROSION RESISTANT U D Ir } I_ S.M.S.W111r WASHERS. ALL SCREW HEADS SHALL BE CAULKED OR SHALL HAVE NEOPRENE GASKET ALTERNATE COMPOSITE ROOF PANEL TO WALL DETAIL d w 0 Q U NEW 2 x_FASCIA BETWEEN THE WASHER AND THE PAN. PAN RIBS SHALL RECEIVE(1)EACH#8 x 1!2"SCREW EACH.THE SCALE: 21•=p-0+ Z� _j � PANS MAY BE ANCHORED THROUGH BOXED PAN W/(3)EACH 08 x 1"OF THE ABOVE SCREW TYPES AND THE ABOVE SPECIFIED RIB SCREW. COMPOSITE ROOF PANELS SHALL BE ATTACHED T�EXTRUDED HEADER W/(3)EACH W U)REMOVED RAFTER TAIL COMPOSITE ROOF PANEL TO WALL DETAIL #8 x(d+1lr)LONG CORROSION RESISTANT S.M.S. W Z O o SCALE: r=V-W V z N #8 x 112"ALL PURPOSE fn 2 SCREW @ 1r O.C. D EXISTING TRUSS OR RAFTER JBREAKFORM FLASHING Q 6'x'I'x 6'0.024"MIN.BREAD 6' 10" #8 x 112'WASHER HEADED FORMED FLASHING CAULK ALL EXPOSED SCREW CORROSIVE RESISTANT HEADS SCREWS @ r O.C. ROOF PANEL ALUMINUM FLASHING ui e (2)#10 x 1-1/2"S.M.S.OR SEALANT UNDER FLASHING LUMBER BLOCKING TO FIT Q. 'j pt —'--'� hh LL� WOOD SCREW PER RAFTER 2 a rn PLYWOOD!OSB BRIDGE �+ O OR TRUSS TAIL a W �++ 3'COMPOSITE OR PAN ROOF n j a a n. r a 3" (SPAN PER TABLES) FILLER H-1 ALTERNATE: Z MPO AN ROOFANEL Q #10 x 3/4"S.M.S.OR WOOD A SCREW SPACED1r O.C. @ STRIP SEALANT BETWEEN Lu p iti EXIISTING FASCIA SCREW#10 x(T+1/2*)W/ FASCIA AND HEADER Ij.l J p�?p 1-1/4'FENDER WASHER 112'SHEET ROCK FASTEN TOLL s d PANEL W/1'FINE THREAD U W v ul u- POST AND BEAM(PER SHEET ROCK SCREWS @ 16' WHEN SEPARATION BETWEEN � Z tu X TABLES) O.C.EACH WAY DRIP EDGE AND PANEL IS 2 O FASTENING SCREW SHOULD LESS THAN 314"THE FLASHING 3 6 m O BE A MIN.OF 1'BACK FROM SYSTEM SHOWN IS REQUIRED (c THE EDGE OF FLASHING _ __ __ _—__ COMPOSITE ROOF: J ALTERNATE MOBILE HOME FLASHING ALTERNATE DETAIL FOR FLASHING ON SHINGLE ROOFS #6 x'P+1lr LAG SCREWS W/ " FOR FOURTH WALL CONSTRUCTION SCALE: 2 -r-0' 1-1/4 0 FENDER WASHERS @ 8'O.C.THRU PANEL INTO 2 x 2 COMPOSITE ROOF PANELS NOTES: SCALE: 2"=1'-0' 1. FLASHING TO BE INSTALLED A MIN.6"UNDER THE FIRST ROW OF SHINGLES. r X r x 0.044'HOLLOW EXT. 2. STANDARD COIL FOR FLASHING 1S 16" .019 M1L COIL —— — — ————— INSTALLATION INSTRUCTIONS: 3. FIRST ROW OF EXISTING NAILS MUST BE REMOVED TO INSTALL FLASHING PROPERLY. SH6'0 z 4'LONG(MINI LAG _ SCREW FOR 1-itr 4. FLASHINGWILLBEINSTALLEDUNDERAULFELTPAPERWHEN OUGHPOSSIBLE. EMBEDMENT(MIN.)INTO` L)o A. PLACE(2)BEADS OF CAULKING ON BACK SIDE OF HEADER BEFORE INSTALLING. 5. HEADER WILL BE PUTTY TAPED AND CAULKED EVEN THOUGH FLASHING IS TO BE RAFTER OR TRUSS TAIL INSTALLED. B. SLIDE E TAB AT TOP OF HEADER UNDER DRIP EDGE DO NOT PUSH DRIP EDGE UR 6. IF THE DROP FROM THE EDGE OF THE SHINGLE DOWN TO THE TOP OF THE HEADER IS CONVENTIONAL RAFTER OR DRIP EDGE MUST MAINTAIN SAME PLANE AS SLOPE OF ROOF. MORE THAN 1"THEN THE DRIP EDGE WILL HAVE TO BE BROKEN TO CONFORM TO THIS TRUSS TAIL S)IE'ET DROP. C. FASTEN HEADER EE FASCIA BOARD WITH#10 x 1"SCREWS @ 6"O.C.STAGGERED 7. WHEN USING FLASHING THE SMALLEST SIZE HEADER AVAILABLE SHOULD BE USED.12' TOP/WD BOTTOM(SEE DETAIL ABOVE) .03 MIL ROLLFORM OR 8'BREAKFORM IS BEST SUITED FOR HEADER SINCE IT KEEPS THE D. PLACE COMPOSITE ROOF PANEL INTO HEADER AND ATTACH TO 4TH WALL POST AND 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' BEAM SYSTEM ONLY. DO NOT ATTACH TO HEADER. HEADER IS USED AS FLASHING SEPARATION MINIMUM.. WEDGE ROOF COI1N11ECTION DETAIL ONLY. 9. STRIP SEALANT BETWEEN FASCIA AND HEADER PRIOR TO INSTALLATION. SCALE: 21• 074)8-2004 OF PAN ROOF ANCH RING DETAILS FLASHING 0.024'OR 26 GA RIDGE CAP SEALANT GUTTER BRACE @ 2'-0"O/C GALV' PAN HEADER(BREAK- CAULK #8 x 9/16"TEK SCREWS @ FORMED OR EXT.) SLOPE PAN RIBS EACH SIDE HEADERS AND PANELS ON BOTH SIDES OF BEAM FOR o-- T x 2'x 0.06"x BEAM DEPTH+ ----- ----- CAULK ALL EXPOSED SCREW - GABLED APPLICATION 4"ATTACH ANGLE"A"TO HEADS&WASHERS FASCIA W/2-318'LAG ... SCREWS @ EACH ANGLE --------- #8 x 1/2'S.M.S.(3)PER PAN AND(1)AT PAN RISER MIN.2"x 3"x 0.050 S.M.B.(4) ® ALTERNATE CONNECTION: PAN OR COMPOSITE ROOF #10 S.M.S.�EACH ANGLE #8 x 1-1/4"SCREWS(3)PER PANEL COMPOSITE ROOF PAN INTO SUPER OR EACH SIDE ® BOXED END OF PAN AND #B x 112'S.M.S.(3)PER PAN HEADER EXTRUDED HEADER ALONG PAN BOTTOM GUTTER SOFFIT CAULK I ROOF PANEL 191%EAM DETAIL 2"x 9"BEAM _ ; �k-A B SCALE: 0-=1--a- WHEN FASTENING PANELS FOR PAN ROOFS: J (2)#10 x 1/2'S.lA.S. 16'OIC 2'0 HOLE EACH END FOR OR PANS TO WOOD PLATES FROM GUTTER TO BEAM WATER RELIEF A= WIDTH REQ.FOR GUTTER (3)EACH#B z 1l2'LONG S.M.S. B=OVERHANG DIMENSION SCREWS SHALL HAVE A PER 12"PANEL W/314" MINIMUM EMBEDMENT OF 1' ALUMINUM PAN WASHER 010 W CAULK ALL EXPOSED SCREW O Z BEAM TO WALL CONNECTION: HEADS&WASHERS J - L] U) 0 _3 (2)2'x 2'x 0.060"EXTERNALLY MOUNTED ANGLES ATTACHED TO WOOD WALL W/MIN.(2)3/8'x2" FOR COMPOSITE ROOFS: ROOF PANEL Z W Z � Q LAG SCREWS PER SIDE OR(2)1/4"x 2-1/4'CONCRETE ANCHORS TO CONCRETE OR MASONRY #10 x(t+12")S.M.S.WI (PER TABLES SECTION 7) _ Lu WALL ADD(1)ANCHOR PER SIDE FOR EACH INCH OF BEAM DEPTH LARGER THAN 3' 1-1/4"0 FENDER WASHERS U) 0 F J 0 W 12"O.C.(LENGTH- �_ SUPPORTING BEAM W - W 0 PANEL THICKNESS+17 (PER TABLES) U W m (ALTERNATE)(1)1-314"x 1-314'x 1-314"x 1/8"INTERNAL U-CLIP ATTACHED TO WOOD WALL W/MIN.(3) @ ROOF BEARING ELEMENT 318"x 2"LAG SCREWS PER SIDE OR(3)1/4'x 2-1/4'CONCRETE ANCHORS TO CONCRETE OR (SHOWN)AND 24"O.C.Q J I- Q Z MASONRY WALL ADD(1)ANCHOR PER SIDE FOR EACH INCH OF BEAM DEPTH LARGER THAN 3" NON-BEARING ELEMENT(SIDE W (1 N 0 .SUPER OR EXTRUDED GUTTER TO 2"x 9"BEAM DETAIL WALLS) UQ : Q U SCALE: 2"=1'-T Zco LJL LU CANTILEVERED BEAM CONNECTION TO FASCIA DETAIL ROOF PANEL TO BEAWFASTENING DETAIL UJI 2 v SCALE: 2'=1'-0' SCALE: 4-a 1-.U- V Z No 04 0.024"x 12'ALUMINUM BRK #10 x 4"S.M.S.WI 1/4x 1-1/2'--------------- J MTL RIDGE CAP S.S.NEOPRENE WASHER 0 Q B"O.C. ALTERNATE 3/4"0 HOLE GUTTER VARIABLE HEIGHT RIDGE SEALANT PAN ROOF BEAM EXTRUSION #8 x 9118'TEK SCREW®B" I jj i O.C. d CAULK ALL EXPOSED �R ROOF PANEL I HEADS AND WASHERS f C 1� — -- -- — -- --- f O g� •qR/ o---(3)1/4'0 THRU BOLTS(TYP.) m tp e�rS FS ® ® 118•x 3"x 3"POST OR SIMILAR - f iii ® ® f #8 x 9/16'TEK SCREW C B' W J C m " ® ® O.C.BOTH SIDES N LL 060" C) ujvw w PANEL ROOF TO RIDGEi%EAM POST DETAIL ?x ' S 2'x G S.M.B.Wl(4)#10 SSE '`1'-0' L co W 31W x 3.1/2'LOUVER VNT� RECEIVING CHANNEL OVER S.M.S. EACH ANGLE 0.024"X 12"ALUMINUM BRK - #10 x 4"S.M.S.W/1/4 x 1-112" 3 -+O FASCIA COVERS PAN&SEAM OR 3/4"0 WATER RELIEF BEAM ANGLE PROVIDE OMEN"0.09r EACH SIDE MTL RIDGE CAP . - NEOPRENE WASHER @ B"O.C. J V OF PAN&ROOF HOLES REQUIRED FOR 2-11th SPACER RECEIVING &3'RISER PANS CHANNEL ANCHOR POINTS(2) NOTCH ANGLE OPTIONAL #10 x 2-1/2"S.M.S.@ RAFTER VARIABLE HEIGHT RIDGE SEALANT TAILS OR 0 2.O.C.MAX.W/ MUST REMAIN FOR ANGLE BEAM EXTRUSION Mr 2"x 6'SUB FAS7 CIA STRENGTH #8 x 9116'TEK SCREW®B" O.C. CANTILEVERED BEAM CONNECTION AT FASCIA END VI ROOF PANEL CAULK ALL EXPOSED SCREW HEADS AND WASHERS O GUTTERS FOR 2-1/2"AND LARGER PANS SHALL HAVE A 3/4"0 HOLE OR A 3/8"x 4"LOUVER SCALE: 2"=1'-0' � 2"x_SELF MATING BEAM 12"FROM EACH END AND 48'O.C.BELOW THE PAN RISE BREAK TO PREVENT WATER tl8'WELDED PLATE SADDLE S BUILD-UPON THE ROOF.THIS WATER RELIEF SYSTEM IS RECOMMENDED FOR PANS W/(2) LD D PLAT SA EET SMALLER.THAN 2-12"ALSO #5 REBAR IMBEDDED IN TOP OF CONCRETE COLUMN(BY OTHERS) 6 IRAN FASCIA&GUTTER END CAP WATER RELIEF DETAIL PANEL ROOF TO RIDGE BEAII01,(M CONCRETE POST DETAIL p SCALE: T=1'-0' SCALE: 21•=p 0• 07-08-2004 OF 8 Table 7.1.1 Allowable Spans for Industry Standard Riser Panels for Various LojRdS TWO 7.1.3 Allowable Spans for Industry Standard Riser Panels for Various Loads Table 7.1.5 Allowable Aluminum Alloy 3105 H-14 or H-25 Aluminum Alloy 3105 H-14 or H-25 Aluminum-Alloy for Industry Standard Cleated Panels for Various Loads 1414"z 1r x 0.024"2 or 5 Rib Riser Panel r x tY x CAW 2 or 5 Rib Riser Panel j°Mllloy 3105 H-14 or H-25 1314'x 1r x 0.024'Cbated y Open Structures Attached Rooms Glass i Modular Rooms Ovefieng l Open Ssrudures 8enm Rooms (ilw i Modular Rooms Overhang/ Open Strucluree- Wind Meru+-Sb Roof i Atgehed Coven Enclosed Cantilever wind Roof i Arielud Covers Enclosed Cantilever YYlnd MonoSb ed Roof. Screen R� Glass i Modular Roam Overhang/ Rplon tit 3 4 182 3 4 tit 3 4 All Regi 182 3 46AtiachedCeven Enclosed Cantibwr 182 3 4 182 3 4 All Regien 1i2 ] !, span span span span spm span span span span Roof span span span open span span open span open Root' span span s tit ] 4 1i2 ] 4 AM 700MPH 5A• 9'-3' 8'-5 5-17• 1-.5' T$ 4'-1r 5-r 6'3' 1'•11• 100MPF1 14•-5• 1r-,0• 18'-Y13'.r 717.0' 11--T 11'-1• 14'-r 74'17 4'-0" seen spm spm spm spm spm Roofs 110 MPH g'-1• T$ T•ir 5'-r 6'-11' r-1• 4'-8• 5'•9• 5'-11• 1'-10' 110 MPH 13'-11 11--10- 15-r 12-T 15-T 15.11' 10'-4• 13'-4' 13'-T 3'-11• 100 MPH 10'-8• 72-11' 13.- g_r 11'-70' 12.5' S-i• 9'-71• to-r 3'-0' 120 MPN 5-70' 1--3• 7'-4" S'�• 6'•1- 17.6• 4'•17 5'-5• 5'-T 1'-g" 120 MPH 13'-3• 754• 11--r 11'$ 14'-11• 15-3" 0'-g• 77$ 17$ 3'A• 110 MPH 9'-10• 72$ ,7- 0•_71' 11'-1• 11'-3' 1--4• g'-4• g•.6' 7-70• 123 MPN 5-9' r-7• 1-3• 5'-2' 8'-5• 5-r 4'4" 5'4• 5-5• 7'A" 123 MPH 7.0' 15-7• 1517' ,1'$ 14'48• 14'-71' 9$ 17.4' 17$ t.g• 120 MPH 94' 11'-T 17'- -74-r- 10$ 70'-8• 5-11 g••9• 5.11- 7$ 130 MPH S$ 6'A' S-11' 4'-17- 6'-Y 5-3• 4'•r S-r 5'3• 1'$ 180 12'-T 15'-T 1 -11• 11'•1• 14'-2' 14'-5' 9'4• 11'$ 11'$ 3'$• 123 MPH 9'-Y 71'-4• 11= g•4• 10.4• 10'17 g'-0• 5.8' 5-70' 2'$ 140 MPH 4•$ 5'$ S'-10' 4•$ 5-9" 5'-70• 3'-11• 4'-11' 5-0• 1'-T 140 NPN 10$ 774' 17-T 10'-0" 12'4• 7r-r 5•,0' 10'-71' 11' 3•.4• 130 MPN 5$ 10-10' 11': g•_1' 0'-17• 7a-r 5-T 54• 5B' 2'.7" 150 MPH 4'$ 5'$ 5-10' 4'$ 5'-r 5'•9' 3'-70' 4'$ 4'-10' t'$ 1170 MPH 10'-0' 174• 17-T 70'-0" 124• 77- 5 10-5' 10$ 7.2• 140 MPN T-7 5-17' 9 3" 8-11' S-Y g'3- T-17• 5-7' 7-17 1 MPN 1-3- 5-11• 9 T-7' 5_11• 9-2' V-11m T-5• r-W 24• 1-1/1"x 12"x 0.030"2 a•5 Rib Riser Panel 3'x 12"x 0.030'2 or S Rib RimParol Open Structures Screen Rooms Glass i Modular Roam Overhang/ Overhang I 1.aµ'x 1r x 0.030"CNWW Pa Open Structures Screen Roam Glassi Modular Rooms Wind Mono-Sb Root i Attached Enclosed CmtOw•r Wind Mono,O Roof i Attached Covers Enclosed Cantilever �� 8 Sevum Roam Glass i Modular Rooms Overhang I Region tit 3 4 162 1 4 1i2 3 4 All Reil 162 3 4 ,82 ] ! 162 3 4 AN Rpbn 182 3 4.Roof8AltaehedCoven Enclosed Cantilever span spm span span span span span span span Roof 'j cpm spm spm $pen open span spm � open Roof tit 3 4 7E2 9 ! AN 100 MPH 5-11' 5.10' 9'-0' SS 5.7• B'-3' 54' B'-7• 5$ 7-1• 100 MPH IS-71 10'3' 10'$ 74'4' 18'$ 10'-7• 1717 1174' 15-T 4'-0' am Ponspan apxr span ePan span spm Roof 110 MPH 6'-r 54' a'$ 5-71• Fir T-r 5-0' S-Y 54' t'-11• 118 ISH ,5-1" 19'3' 1V4r 13'•1- 17.8' 117-0" 71'-2' 14'17 14'$ - 4'-0" 108ISH 11'-3' 13'-11' 14' 104• t3'-1• 134• 5.6• 10'$ 70'•11• 3'3• 120 MPH g'-3' T-,7' S-1• 5'3" 1-.0' T-r 4'-9• 5••10 5'-11- 1'-to' 120 MPH 11'3' 18•$ 79-1• 13'•1' 15-r 75$ 75-7- 13'--8" 13'$ 4'$ 110 ISH 10'-T 13'$ 13' g.g• it'-17' 17-5• 5.1' 4-17' 10'-2- 7-1- 12SMPH 5-Y T-T 1-.11" 5'-T 5-17' T-0' 4'-6- 5-g• 5'-10" 1'-70' 123 MPH U'.1" 18'•2' iirr 12-1G' ,5'-10' 15-2. 7GS 13'3• 13'-T 3'-11' 1�� 10'-1• 77-9' i1- g_1• 11'3' it'$ TS 9'17' 9'$ 7-11' 130 MPH 5-71• 1--3' TS 5'4• 5.1- 5$ 4'$ 5'$ S-8' 1'-g' 130 MPH t3'- 10'-10" 11--T 1rS 754• 75-T ,d-t` 72-10' 13'-1' 3'-10• 123 W-10- 17-T 17- g'_1T it'-1" 11.3• 1-4• 9'4• 9'-0' 7-10• 110 MPH 4'-11' S-Y 5-3• 4'-1t• 6'-r 5-3' 4'3' 173• SFi- 1'$ 140 MPH 10-10" 17-C 13'$ 10'-10- 734• 13'$ 7-T 11'-10" 17.8' 3•.1- 1�MPHI 5•'•P it'$ 17 g•-0• 15$ ,0'-11• 1-.0• g.0" g.2• 7.8' 150 MPH 4'•1,• 5-Y 53' 4'-,0• 5.0• 5-1• 4'-1• 17-0' S-r 1'-T 160 MPH 1U-10' i3'4• 13'$ 10'-10' 13'4• 73'-8' B'-1' 11'3• 11'-8' 3'-5• 1'ta T-10" -Y$ 9'-7 T-10' 9'$ 9'-10' 17.9' 8'•1- 1501 FI T-10• 9'•B' 9I • T-10' B'$ 9'-10• 5.5• 5-7 54' 1-1µ"xirx0.05r2or5Rib ItlewPanels rxir LOW 2or5Rib Rim panda � Z Open Structures Screen Rooms Glass i Modular Rooms Overhang I t3µ•x 12'x 0.43r tSee1M Pu Dan SWe,eee Sawn Roap lime$i Msdubr Roam Ovedwng 1 Wlod Mono3loped Root i Attached Cows Enclosed CmtOevr Wind Roof i Attached Coven Enclosed CaMibvr �n Structures Screen Roam Gies i Modular Rooms Overhang/ Ui 0 Region 162 3 ! 162 1 4 tit 3 4 AO Reglan 182 3 4 tit ] 4 182 3 4 AO fen Reel 6 Aaadnd Cewn Enclosed Cantilever 0 Z span span span open spm sore span span span Roof span open open 182 3 4 tit 3 4 tit 3 4 M span span spm •sen open spm Roots span span sprier span spm spm span sem spm Roofs Cn Z W 100 MPH 55' 10'-4• 10-T T$ 9$ 9$ 53" T-17• 8'-2' 717 W10MUMMPH8'3•12r-r22-11" 11-$ 21'•10' 22en 14'17 15$ 15-10" 4'-0'110MPH T-7P 5$ W-17' T$ 5-10• 9'-7• 5-11" T-3• TS 23• 5$ 27.11- iS-71• 20'-T 21'-0" 13'-T lr-T Jr-11• 4'-0• 00 ,3'-2" 15.4" 15- 17$ 154• 15$ ,0'-r 17-11' 17-Y T-10' Z L(J Z Z 120 MPH 1-4• 93' 917 5$ B'4' S$ 5$ 5-10- 5-17" 7-r 1-$ 273• iS3' ,C$' 20'-1' 17$ 117$ 15-7' 4'$ 110MpH 1r$ ,S$ 15- ' ' 14'3' 14'$ 9'$ 11'$ 7217 3'-T123 MPN T-Y g'-1' g'-3• 5$ 5-3• 8'-5" 5'17 5-9• 5-10- 7-1' 5.17• 21'$ 117-0' 19'3' 17-r ,2-T 15-6• 15'-10• 4'-0' 1p 71--9" 14'-11" 117 10'$ 13'-8' 13'-it' S-1, it-t11'3' W-V > (n -i ES Q 190 MPH 5-11• 5$ 5-70" 53' T-71• B'-2' 5-3' S$ 5.r 7t" -11' 20'$ 14'17 15$ 15-70" 11'•0' 14'-11• 153' 4•$ 127hRH it'•T 14'-0" 15 ,0'$ 17 13'-0" 5-t0' 1D-i t• 11'-t' 3'4" W � W140 MPN 5-t0' T-r 1-4• 5-10• T-Y 1-4• S'-0' 8'-T 54" 1'-17• $ .5-11• ir$ ,5-T ,5-17" 11',r 14'4• 14•-T 4•.p 130MP11 11'-1' 14'-3' 14' to•-r lr-tY 13'-r 5$ ,0'-6• 10'8"5-70• 1--2' 1-4• 5-0' 1--0• 1--2' 4'-9• 5'-11• B'-0• 7'10• 7$ 15-17• 17$ 15-T 15-11' 1V$ 13'$ 19'-17- 4'-0• 1'a MMH g-r 11'4• 17' g_2 11'4' 11'$ 5-1• 10'-0' 10'-3' 3'-1• } Q O O Nae:Total roof Panel width=mom width+wall worth+overhang. 150 MPH 92• 11'4• /1' • 9'-r 1,'4' 1,'$ T$ B'-0• U 0 Nob:Taal root panel width=room widf+well width+overhang. Nae:Told roof panel width= r°°mfMdth+wad width+overhvp. V : } V Table 7.1.2 Allowable Spans for Industry Standard Riser Panels for Various Loadlf Table 7.1.4 Allowable Spans for Industry Standard Riser panels for Various Loads Q 0 Q W Aluminum Alloy 3105 H-14 or H-25 Aluminum Alloy 3105 H-2ti �A� 9Stns for Industry Standard Composite Roof Panels Z fn 141r x 1r x 0.024-2 or 5 Rib Riser Panel s"x 12•x OA24'2 x S Rib Riser panda ,.,: - 4_%{r��d�s W Open Structures Seven Rooms GWs i Modular Roorm overhang/. open Seudurse 3'z 10"x 0.024-parol Alumroom ft by 3105 H-14 or H-251.0 EPS Core Density Foam W O Wind MaroSb Roof i Attached Covers EnebaW Gntllever Ylfrd Screen Rooms Glees i Modular Romp Overhang/ W Z N Roof i Apaelred Coven Enclosed CanWaver Open Sft-h - Sawn Rocas GWa i Modular Roam Owdarg/ V - Region 182 ] 4 162 3 4 162 3 4 AN Region 162 3 4 182 3 4 162 3 4 All Wird M1anaSload Roof i�taa„d Coven Endopd Carrtibvr (n span spm span spm span spm spm span span Roots spm spm spm spm open spm spm spm spm Roofs Reglan 182 3 4 182 3 t 162 3 4 A• 100MPH 75-7,• 27'-0" 21.17 15-17" 20'4" 20$ IZ-rIY-r 15$ WIir- 4'-0' 100 MPH ,4'-T Ir-11' 1lr 13'$ i1-$ lr4r ,t' 1r-r 14'-T 4'4r � spm spm span spm span span spm Roof J 110 MPH 18'$ 27'4' 21.17 74'-10' 10'3• 19.8' 17$ 75$ 15-0' 4'-0' 10 YPH t4•-1• t1--77' 4• 17-9' 15.0• ,5-0• 15$ 13'-5" 73'-9" T-11• 100 MPH lr-4' 194' 15 •tl .5 1 40" 11'4r 13'$ 1 a' 4'-1- Q 120 MPH 15-T 294• 20•-0• 14'3• 154- 15.9• 11'-8• 14'$ iS-0' 4'-0' 120 MPN 13'4• ITS 1 11' 15-1• 1517' 9-7,' 17-T 77-10 3•$ 110 MPH 15.8• 194• 15. g'-4� 117.1- 10'$ 17$ 11' 4' 123 MP N 1174• 19.10' 20'-3• 73'-11• i 61-r 18'4• gll'W4* 74'-8' 14'•8' 4'-0" 123 MPH ,3'r 153• -{ it'-T 14-17 15-1' 9$ 17-5' 17$ 3'$ S'r 15-C 1 - 4'-,0" 744' 9$ 19.10- 10'-0•130 MPH 1410• 15$ 792• 73'4r 75�' 11--T 13'-11' 74'-3• 4'-0' 130 MPH 72'$ 15-9• 1 itT 1 /4'- .V 11'$ 11'-10• 3'-T 14'-10' 1 $ 15 14'$' , -11" 9B' iV-T 193' 3••11"140 MPH 11'A" 14'T 74'-10' 11'$ 14'-T 14'-10' 13'4• 13'-T 3'-i t' 140 701- 12-r ,7 19- 72 7.9• 5-i t' 17'-t• 71'3' 3'4• 1m 11'-r 1 -10" iS 3' 73'3' 9-0' 10'-1 150 MPN 11'-9" 14'-T 14'-10' 11':9" 74'-T 14'-70' 77-9" 17-11' 3'-9• 1170 MPH 19-1• 17-0• 17$ t0'-1'RIM, 5$ ,0'$ 10'$ 3'3' 140 MPH 10'-0• 11'-2" 1 -1 ~ 11' 10.1 54' 94 -11' ISO MPN 10-0• 11'-2' 10-1 ,j4' Uj 1-1tY x 12'x 8.030'2 or g Rib Rleer Panel 3"N 12'x 043r 2 or 5 Rib Riser Panel 3'x 10"x e.0.t0'Forest Open Struanxss Sween Rooms GWa i Modular Roam Overheng/ �an .�n Roam Gloss i ModuScreen Reap Obse i Modular Room• Ovedlerg/ iE,, Mone-8 Roof i Attached Coven EnclosedCantilever Winded Covers Enclosed Cantlbver Wind Mon 4 Roof i Attached Cows Enodular Cr�eng112 3 4 tit ] 4 182Ei Aa Regien 4 182 3 4 All Replan 182 3 4 spm spm spm span spm spm spm Roof m span span spm span Roof span spm open. 782 3 4 tit 1 4 AN C W Q 17$ 10$ 19-9' 1-.10" 9$ 9-10" 54• r$ too MPH 75$ 79s 19-10' 14'-W 15.1P 19-Y 17$ 15.6• 15-9" 4'-0' 100MSN 20'$ 27-i t' 2r span span spM span open spm Roaf 17-0' 9-71• 10-7• 1--2• 5-1 t' 92' • 74• 110 MPN 1173' 1917 19-10' 13'$ it-70' 15-r it'-3• 11'$ 14'-10' 4'-0" 1101NM1 20'$ 27-11' 27 19-0' 2i'-1� 21'-1- 14'$ 15-Y tffi' 4'$ 0 TS 917 9-T 5-9" 5$ 5$ S-r 5-11- 1-.1• 7-2• 120 MPH 11'-17' Erl IV- 13'-2' 153' 15-T 79$ 13'-T 13'-11• 4'-0• .11--17' 20-1' 19$ .13'3• 14'$ 14'3' 4-0" v 120 MWF1 19.8• 21'-10" 21'-1 117$ 15$ IV-1• 77'17 ly4r 17-1 4'-0• Ina -11 92' 9i-j g'-1- 54• 5$ 5$ 5-70" 5-7,• 7-2' 123M0PH 14'-r 77-11" 15-11" 154" 1d.8- 77-5• 13'•6• T-11" in WN /5$ 21'-0" 254• 1174' 152' ,T-T 11'-r 13'-1' 1-'4r 4'-0' � >p u!_ 5-11' 8'-10" 5.11 174• 5-1- 53' 54' S-T 5.9" 7-T 130 MPH 77-0" ir$ 1517 15-9• ,a-r 17-1P 17-2' 7-10" 130IPH 15-9" 794' 75 /4'$ 752• iS$ 10'$ 1217 t,-0' 5-17• 1-3' TS 5'-71• 1--3' 1-.S• S-r 17.7 517 1'-11' 140MPFi 19-11' 10'-11' 19'$ 77$ 9$ ,7.4' 17-T 7$• 140 MPH 17'-10" ,3'3' 17$ 11'-1- t9$ 4'-1' LL-5-11' r T TS 5$ T-r 1-3• 4'-10 S'-11' S-1' 1'-t1- 160 MxH 10'-i,' 17.8 10-11' 17.0' 17$ 9-2• 11'4' t,'-T 3'$ 180 MM1 11'-10• 17-3' 12.-0' 11'-10' 173• tr-9" 92" 70'3' 9.7r 34' U t�ti e w LL or 4"x 40'x 0.021•Panel C 1�If2'x 12"x 0.050.2 ruS Rib Riser Parol 3"z Ir x SAW 2 or S Rib Rbr panel ppm Dtructraes � X Open Struelwee Sween Roam Glass i Mainbr Rooms Sawn Obee i Modular Rooms Overhang� nS/ Dan Struehew 8aem Rang Olps i Madder Raxp Ovedrang/ Whid Roof 8 Attached Covers Enebeed CanWeverl ? W�m Wind Mono-Sloped Rod i Attached Coven Enclosed CanMevr Wind -M--41""Roof i Aifached Covera Eaebaed Crndlovr Region 182 3 4 182 3 4 182pen S 4 dN > 6 O Rasion tit 3 4 182 3 4 tit S 4 AO Region 182 3 4 182 3 4 182 ] 4 AM open sp•n .spm son span • AN spm Rads span span span can can spm span spm span Rods can open spm spm open spm open span span Reny 100 MPH 20'.0' 27.4' 21'-T .19-1' 21'4• �'•T 14'-r 75-10' 1173` M-0` 100 MPH 9-7 t" 173' 17$ 9-1' 11'3' it'$ TS 917 9$ 7-11" In MPH 15-r 2-2 23-r 11--10' 27-0' 27$ 14'-T 15.8' 79-i' 4'-0" 110MPN 25-0• 274• 21'.,r -_era" 19-1- 15-71• 17-ter 14'17 17.11' r4r 110 MPH -11 17'-1- 11'-0" r4rV4. 10$ 10'-9" 5-7 r 5-/0' 8'-1 T 2.$ 170 MPH 15$ 22.9' 23'2' 15-r 20.10' 21.3• 77-9' ,T-9• 15-7• 4'-0" 120 MPH 19-7• 21'4• 20'-T 15-P 153• 1r$ 11'-r 17-r 17$ 4'-0' 120 MPH 5-11' 70•,1" 11'-2' 8'-0• 9-11' 10-1' S-T 54- 5.6' r-r 120 MPH 1r-,o- 2r-0' 22._5 7517 19-10' 20'3• 17-17" 15-11' 15-3• 4'-0' 123 MPH 16'4• 20'$ 19-1 _t'1'-11' 11--0' 15-r 10-1 r 77-11- ,74' 4'-0' 123 MPH 8'$ 10$ 10-11' T-11' 9-0' 9-11• 5-5• 53' 8'4• 7.6• 127 M�F1 11-4• 21'3' 27-10 1172 19-0• 19.10 ir$ 75$ 15-11' 4'-0" 130 MPH 1@-4• 15-11' 153• -14'-r iS-70' 153' tOS 11'-T 11'3' 4'4• #SHEET 130 MPH 8'4' 104' 10$ TS 917 9-' 17-3' r-71• 5-1' 7.17 - 130YPH 15-720'4• 20-9' 14'-T 15-0" 19-i' 71'-11' 15-1' 7517 4•-0' ,40MPM 11'-T 17-77' 17$ ,1'-T 17-11• 17.8' 9$ 10$ tOS 4'-0' 1lO MpH 5-11• B'•6' 17-8• 5_i1` 5.6• 5$ 5-7r 1-4' ' 74• 148MWH-12.$ 15.9' 151• 179' 15.0' t8'1" 17.4' 14'-5• 14'-9' 4'-0" 150 MW1 11'-T 17.17' 178• yt'-T171• 341 5-11' 10-0' 9-0' 73•150MPH 5-11' S$ 8'-0• 5-9' B'$ 5$ 5.8• 1-.0' T-r 7-r 150 MPH 17-9• 15.9' 15-r 128" ISA' 15-1• 70-9• 17.9• 14'$ #4r r x 40'x 0.030"PanelTaalodPanel width=room width+wag width+overhang. Nob:Total rod Pinel www=room wksh+waM wide,+overherg. Open Sfneinree Screen Rooms Gloss i Modular Roam Overhang/Wind Rod i Attached Covers Enclosed Glvokww Reglan �n sus spoon tit 14 182 S 4 AR too MPN 27-7' 25-70' 24'-ter. spanam spm span span span Roofs 27-0" 24'-r 27$ 15.1• 19-3' 117-T 4'4r110 MPH 27-1' 25'•,0• 24'-7Y ;W-r 274r 21'-11' 14'-11• lr-10' 15-T W-(r 123 MPH 21'-r 27A' 27-10• - 7 - 1301APH 19$ 2,'-70' 21'-1' .154" 20'6 19$ 73'3' , 4-r 17-F 140 MPH 174" 14'-17" 11'3" 54- 19 15-7 17-8• 14'-0' 17$ 4'-0• 150 MPH 174' 74'-,1• 134' 14'-17. 14'17• 11'-r 17-T 17$ 1'-0• X174• 74'-11• 14'17' 104• 11'-T 1,'-Y 44• Noy:Total roof panel width=room, +wall width+overhang 07408-2004 OF 8 2.00' 4.00' a.000 (2)#B x 2-11rOR BOTTOM A D �3'�� I A=1.323 In.' FROM ENDS,TOP OR BOTTOM AND Q 18'O.C.OR PILOT HOLE W/CAP A=1.367 h? WT=1.516 p.l.f. AND(t)#S x 12•S.M.S.INTERNAL S• h 5+ O.O6r + $ be-7.027 h.' FROM ENDS,TOP OR BOTTOM 0.093• WT=1.566 p.11 e4i o Sx=2.342 hs AND 61 1S'O.C. $ + g Ix=2.655 in.' o `* Sx=1.328 in? A=6.249 In? 6083-TO LOAD APPLIED NORMAL TO THE I 6063-T6 A=4.710 h? €, WT=7.160 p.l.f. 4'DIRECTION -'k s Ix=101.44610 0.082' + WT=5.397 pJ f. -} -F ci Ix=52.963 h.' 0.09r Sx-16.901 In' 1"x 3"x 0.044"OPEN BACK SECTION WITH Sx=11.770 in.* 6063-T6 2"x 6"x 0.062!'%NAP EXTRUSION 3"x 3"):0.093"PATIO SECTION CORNER POST 6063-T6 STITCH w/(1)#8 S.M.S.Q 24•D.C. SCAL:E: r=2'-o• SCALE: r=t'-o" STITCH W/(1)#8 S.M.S.Q 24'O.C. TOP AND BOTTOM OF EACH BEAM TOP AND BOTTOM OF EACH BEAM 2'� (2)#e x 2.12'S.M.S.Q r 1.00'8 FROM ENDS,TOP OR BOTTOM AND A=1.367 h? (2)2"x 9")6(0.082"x 0.306"SELF MATING BEAMS $ 15'O.C.OR PILOT HOLE W/CAP WT=1.566 p.l.f. SCALE: r=1'-0' + n � AND(1)#S x 12'S.M.S.INTERNAL W �c A=1.447 h. FROM ENDS,TOP OR BOTTOM + g Ix=1.892 in.• AND @ 15'O.C. 6 h? s, WT-1.658 P.I.I. Sx=1.267 J 4.00df" ` g O.Ofir + 8 Ix=10.151 h LOAD APPLIED NORMAL TO THE 6063- TDIRECTION � � Sc=2.900 h.' 4.�._�e 8063-TS < w (2)2" x 10"x 0.092"x 0.369"SELF MATING BEAMS 0 1"x 3"x 0.044"OPEN BACK SECTION WITH WITH 2"x 4"x 0.038" z U 3"x 3"x 0.093"PATIO SECTION WALL POST WT-6.947 pJ.f. A=6.063 SCALE: r=2'0' CO) SCALE: 2'=1'0" " ti Z W Z -< Ix=85.165 h• 2"x 7 x 0.062 ' NAp EXTRUSION o 0 F_ I- + } Sx a 17.007 In? 2.00' SCAL co J w (2)#B z 2-12'S.M.S. 8• 1.00• o 0.097 fi r=2'.0' 06 W W � FROM ENDS,TOP OR BOTTOM AND A=1.654 h? 6083-T6 A=0.569 h? w aD 15.O.C.OR PILOT HOLE W1 CAP STITCH W/(1)#8 S.M.S.Q 24.O.C. 0.045' -F WT=0.652 pJ.t• J m o8 Z AND(1)#re x 12•S.M.S.INTERNAL S WT=1.895 p.l.f. TOP AND BOTTOM OF EACH BEAM a Ix=0.332 h? U p N O FROM ENDS.TOP OR BOTTOM �.. ix-2.260 h.' Sx-0.332 h? AND 18•D.C. Sx=1.50710 8063.T6 Q Q_j 2 U T6 , T- LOAD APPLIED NORMAL TO THE ZI 6063- Z LL. CO) 7 DIRECTION --5.00" 2"x 2"x 0.045"SNAP EXTRUSION W28 (2)2"x 10"TK 0.092"x 0.369"SELF MATING BEAMS SCALE: r=1'4" w =) o (2)1"x 3"x 0.044"OPEN BACK SECTION WITH o H SCALE: r=1' " U Z cj 3"x 3"x 0.093"PATIO SECTION WALL POST N 2.00' J SCALE: r=V-v 41•0ir A-0.591 h? Q y, WT=0.677 pJ.f. 4.00' 0.045• + S Ix=0. In. "' Sc=0.5454 h?5 c 6063-T6 I IJ r A 4.429 x 10 Q. '- o WT=4.246 p.l f. (- wr=5.075�in.''f' 2"x 3"x 0.045"SNAP EXTRUSION co� o.or -IiZ Ix -8.316 n.* Sc-9.7547n! SCALE: r=1'-0' U Y b Sx=8.314 h' �' O.or + + m 6083 6063-T6 C Z W< STITCH w2'(1)#8 S.M.S.Q 24.O.C. STITCH W/(1)#8 SALS.Q 24.O.C. (-2.00• m TOP AND BO7TOM OF EACH BEAM TOP AND BOTTOM OF EACH BEAM W O W �+ A-0.682 h? W i ONO.r --�k 0.045 WT-0.781 P.Lf. 1' _ 0) LL K e (2)2"x 8"x 0.072"x 0.224"SELF MATING BEAMS_ " " " 224 SELF MATING BEAMS W/2"x 4"x 0.038" a Ix -0.81 h' 'L C a N " (2)2 x 8 x 0.072 �• Sx=0.616 h? z � �x 16- SCALE. r=1'-0' SCALE: r=11-0" 6063-TB + T1 T1 4.00" c A=4.702 h? -yy A=3.980 h? WT-5.386 pJ.f. WT=4.560 p.11y, I`=62.947 k'• 2"x 4"x 0.045"SNAP F-KcTfRUSION - Ix=43.953 in.' 0.072' + a Sx-11.425 h? Sx=9770 h. °I 6063_76 SCALE: r=1'-0' O bot O.Or + + 6063-.T6 STITCH W1(1)08 S.M.S.Q 24'O.C. L STITCH W/(1)#8 S.M.S.Q 24"O.C. TOP AND BOTTOM OF EACH BEAM Sermon Alloy W n, in. in. in. I I Sx S Rx )n.4 in. in. in. in. HEET TOP AND BOTTOM OF EACH BEAM 6063 T-5 4 H1 B 0.08 0.08 7.76 1 4.05 0.96 3.40 L 1.8 1.85 I A-L Gutter H2 4 1.89 8 1.44 R `o+ Edge 6063 T-5 5 H1 5 0.065 0.065 0.96 5 4.43 0.73 1.80 L 1.59 2.14 7 C4 H2 4LL 1.49(B) 1.74 r jgj2"'x 9"x 0.072"x 0.224"SELF MATING BEAMS (2)2"x 9"x 0.072"xx 0.224"SELF MATING BEAMS W/2"x 4"x 0.038" 07-011-2004 oI= 8 ' SCALE: 2"=1'-0" SCALE: 2"=1'-0" . ,n.a Table 9.1 Allowable Loads for Concrete Anchors Table 9.3 Wood b Concrete Fasteners for Partially Enclosed Buildings Table 9.5A Allowable Loads&Roof Areas Over Posts Embedment Min.Ed Dist.b Loads and Areas for Screws In Tension Only for Metal to Metal,Beam to Upright Bolt Connections Table 9.10 Altematiylo Anchor Selection Factors for Anchor/Screw Sues screw ttlu Edge Allowable Loads Depth Anchor Spacing Maxil(Rum AilowWN-Load and Attributable Roos Ave for 120 MPH Wind Zone(98.89#I SF) Open or Enclosed Structures @ 27.42#/SF Mead to Matd d=diarrieter (in.) 5d(in.) Tension Shear (For!;Reploea other than 120 MPH,Use Conversion Table d Bottom of this page) Fastener ZAMAC NAIL IN(Drive Anchors) C CTINO TO:WOOD for PARTIALLY ENCLOSED Build AnchorSin #8 Ik10 #12 #14• Y18" 9N• 114" 1-12' 7-1/4' 273# 236# Length of Number of Fasteners dlem. mine edge min.rtr. No.of Fasteners I Rod Area:SF) #B 1.00 F distance to ctr. 1/Area 2/Area 31 Area 41 Area 0.80 0.56 OAS 0.27 0.21 -1/4 3100 1 zMNollig"tar Embedment 1 2 3 4 114• 112• 5!11' 1,454-53 2,906-106 4,362-159 5,819-212 #10 0.80 1.00 0.72 0.57 0.33 028 TAPPER Concrete Screws 1• 264#-7 OF 528#-15 SF 792#-22 SF 1056#-30 SF 914 9/6" T. 1,894.69 3,788-138 5.682-207 7,576.276 #12 0.58 0.72 1.00 0.78 0.46 0.36 3118• 1-1/4" 15116' 288# 167# i14{y 1-12' 398# 11 SF 7920-22 SF 1188#-33 SF 1564#-45 SF 318' 3/4" 1' 2.272-92 4,544-168 6.816.249 9,088-331 #14 0.46 0.57 0.78 1.00 0.59 0.46 1-314' 15116' 371# 259# 2-1/2" 880#-19 SF 1320#-37 SF 19600.56 SF 2640#-74SF 112' 1" 1-174• 3,030-110 6,060-221 9,090-332 7$120-442 916" 027 114' 1-1/4• 1-1/4' 427# 200# 1' 3129-9 SF 38# 624#-183F 9 -26SF 1248#-35 SF 0.33 0.46 0.59 1. 0.79 1-314• 7-1/a• 5440 216# Are 7-12' 4N#-133# 936#-28 SF 1404#-40sF. 1672#-533F Table 9.5B Allowable Loads 3Roof MeasOver Posts mss" 0.21t o.2s 0.36 o.s8 0.7799 t.ao 318" 1.12" 1-7/8" 511# 402# 2-12' 1 780#-22 SF 1560#-44 SF 2340#-66 SF 3120#-88 SF for Metal to Metal,Beam to Upright Bok Connections Alternative Anchor SAIlliction Factors for Anchor 1 Screw Sizes 1-314" 3-3/8' 703# 455# 7" 356#-10 SF 772#-!0 SF 1068#-30 SF 14240-40 SF Partially Enclosed Structures Q 35.53 f11SF Concrete and WRSbd Anchors Dyna Bolts(1318^and POWER BOLT Ex nslon Solt 9"• 1-12' 5340-15 SF 1066#-30 SF 1802#-45 SF 1 21360.80 SF Featecer (concrete screws:Y ny4itmum embedment) 244 embedment respectively) Ile Y 1-1/4' 624# 261# 2-12" ago#-25 SF 1 1780#-50 SF 26700-75 SF 13569#-100 SF Amy min.edge min.etre No.d Fasteners I the Atea S Anchor 5116• 3' 1-718' 936# 751# Anchor Sire 9/18' 316 3-12' 1-7/8' .7,5]5# 1,425# O CTING TO:CONCRETE n. 800 for PARTIALLY ENCLOSED Buildingsdistance to cin. 1 I Ara 21 Area 31 Ana 4/Ara 114' 3ID' ave 3116' trY 12' 5' 2-12' 2,3320 2,220# F mer Length of Number of Fasteners t/4 12' B/6" 1,464-41 2,908-82 4,362-125 5.819-164 8" LOO 0.63 OSO 9#18 1.00 0.48 POWER STUD ed Anchor) Dl Embedment 1 2 ] 4 5118• 9/11" 718' 1,894-53 3,7811-107 5,692-180 7,576-213 1N" 0.83 1.00 0.59 12' 0.46 1.00 114' 2J/4' 1-1/4' 812# 326# FASTENER="Quick Bar Coact Screw Rawl Zonae Nailin or 3h' 3/4" 1' 2,272-64 4,544-128 6,818.192 9,088-256 918" 0.50 0.59 1.00 1 ^• 1-12• 233#-BSE 4OW-17SF 699#-25 SF 932#-34 SF 1/2" 1' 1-114• 3.03035 6,060-171 9,090-256 12,1211-341 3Po" 4-1/4' t-7/8' 1,358# 921# 'MUilyly are numbs d#B 12' s• 2-1rY 2,271# 7,218# Y 270#-10 SF 540#-zo SF 810#-30 5# 1080#-39 SF Nota fr Tables 9.S M B: Example: 8(10)#8 s6ifews x else d�desired cad mead up b 9e rept even rsxber d screws. 7' 2.714' 3,288# 2,202# FASTENER=Concrete Senw T er Equivalent newSi dee requited.01s numbs d#10 saaws desYsd b: J Not": "• 1-12' Toa#-7SF 49M-14 SFW736#-21SF984#.F 984#-28 SF 1.Tables9.5AbB aro basedon3second E dge DleleM n nices •Than� 0.8x10=(8)N(bwind push at 120 MPH;Exposure"B';I=1.0. for 2 Canasta screws ere il edIo d Y embedment ct mof 4 ackuene. 1-96' 9170-0 SF 634#-18 SFSF :1268#-36 SF For creole b ween rooms mufi*the Glass2 Values woad an slbwad bade with a satsy fader d 4 apptiad. Allowable Load Cowrsion Mu18p0ars • 1-112' 385#-10 SF 730#-21 WSF 1{60#-f 1 SF /Poraaay ErrJoaed leads b roof areas above EdgeAllQ3.Products equal to ravel may be substituted. for E Distances More Then 5d -1-3/4" 165#-13 SF 930#-26 SF SF wable Load U) z 1880#-52 SF by I.3• Distance Tension Shea Wreceivft pempwW ge uttipllers • 1-1/T" 437#-12 SF 874#-25 SF 1T -49 SF 2.M•nimun Is 2-12d O.C.for screws4.Anders bads xxdar b me diameter are in tension. Ed Mg5.Aaowabkrbads ere leaeased by 1.00 for wind bad. Distance Tension Shear 1-3/4' 601#-17 SF 1202#-34 SF3E -8B SF b bolls and 3d O.C.for rMte. 12d 125 0 Z 0 lid 1.21 8.Minimum edge distance and center to center spacing shall be 5d. 5d t.00 1.00 P FASTENER= Belle Rawl Power Bolt or Equivalent) 3.Minknum edge distance le 2d for screws. 10d 1 18 2.00 U 7.Anchors reaivin9 bads parallel b Ors diameter aro shear bads. Sd 1.04 1.20 • 2-12' 1205#-94 SF 2x10#-88 SF 3815#-102 S -736 S bolts,and rivets. ad 1.14 ��,• N Z W 8.A 133%Increase has been applied because wind uplift Is only bad. 7d 1.08 1.40 3.1/7' 1303#-37 SF 2808#-73 SF 3909#-1 t0 S 521 -147 SF ad 1.11 1.60 Z Uel Z 0 J Example: ad 1.11 1.80 7 • 3' 1806#-51 SF 3612#-102 SF 5418#.152 7YL4#-203 S 7d 1.OB 1.10 Q I- m Determine 9e number d concrete anchors required for a pod ad 1.14 1.80 5" 1993#-56 SF 3988#-112 S 5979#-166 -224 S ed 1.04 1.29 > Cl) J p Q enclosure tqr dividing ae upiia toad by to anchor slowed bad. 10d 1.18 2.00 Naele - 5d 1.00 1.00 06 LLJ � LU ~ For a 2"x 6"beam with:spacing=T-0'O.C. 11 d 121 - 1.Th*m* ffn dntence from On edge d ils WIND LOAD CONVERSION TABLE V w' m ��afff O allowed open-W-S'(Table 1.1) 12d 1.25 1 concrWo to 9s co ncrels anchor and I For Wind Zones/Regions other mar 129 MPH J D Z UPLIFT LOAD=12(BEAM SPAN)x BEAM b UPRIGHT SPACING Deav,n axders shay not be Iw man 5d whose d (Tao""`Shown),m ukiply stowable bab e d reef Table 9.6 Maximum Allowable Fastener Loath H Q 0 diameter. by the conversion factor. C-4 - pport NUMBEft OF ANCHORS= 120.47)x r x 10#/Sg.FL 2 bads have been' 'by 133 WINS APPLIED CONVERSION for Metal Plate to Metal to oodU 2( (,) �-• V 1. ALLOWED LOAD ON ANCHOR for WJW bocin0. REGION LOAD FACTOR tl2"4Ply SIB-4 ply 914"4 QLU NUMBER OF ANCHORS= 714.70#=1.67 3.A ISpawbb roof aegis we loped an bads for 100 25 112 Sher PuN Out Shea Pull cit Shear Pull Out Q O (n C,�1 Partially Enclosed Rooms(MWFRS);I= 110 30 1.11 screw Dlenneter Ibs. Ibs. IM. Z fn IL Theretonr,up 2 enders,one(1)on each side d upright 1.00. 120 35 1.03 . 0 93• 48 113 59 134 1. ul 4.4.FFor Glees/Enclosed Rooms and Sedbm 1 123 37 1.00 0 tOD 55 129 69 141 78 W O Table te bpad on Rawl Produda'allowable beds for 2,500 p.a.i.concrete. b 2 a multlPller b red era ol 1.90. 130 42 17.94 2 1 to 71 131 78 143 94 V Z N 119 46 OAS 974 132 70 145 B8 -15f- Table 5 Table 9.2 Wood&Concrete Fasteners for Open or Enclosed Buildings 150 56 o.a1 J Loads and Areas for Screws in Tension Only Maximum Allowable-Load and Attribut"Roof Area for 120 MPH Wind Zone(27A2 01 SF) Table 9.7 Aluminum Rivets with Aluminum or Steel Mandrel Q For Wind Regions other Man 120 MPH,Use Conversion Table at Bottom of this Aluminum Mandrel Steal Mandel CONNEC'nNG TO:WOOD for OPEN or ENCLOSED Buildings 9.4 Maximum Allowable Fastener Loads RNet Dlamebr Tension lbs. Sher Tension Ibs. shear FastenersFastener Length of Number of Fasteners Table 116' 1� 176 210 325 Diamear Embedment 1 2 s 4 for Grads 5 Steel FastenersInto 8063 T$Alloy Aluminum Framing 6/32 187 263 349 1 490 1' 254#-10 SF 528#-19 SF 702#-29 SF 1056#-39 SF (As By Manufacturers) 91i8' 262 375 445 720 W Q 1/4"• 142' 396#-14 SF 7920-29 SF 1188#-43 SF 1584#.SB SF S•lt•7VPPin9 and Machine Screws Allowable Loads Tensile Iz 2-12• 660#-24 SF 1320#-48 SF 1990#-72 SF 2640#-96 SF S"With 55,000 Pak show 24'000 Pel Table 9.8 Alternative Angle and Anchor Systema for Beems a -'% 1' 312#-11 SF 624#•23 SF 936#•34 SF 1248#-46 SF Allowable Tensile Loads on Screws for Nominal Wag Thickness (les.) Anchored to Wails,Uprights,or Carrier Beams to LL 910"8 1-12" 468#-17 SF 936#.34 SF 1404#-51 SF 1872#-68 SF Nd 0.044' 0.050^ 0.066' e.0 0.082• 0 0.125" 9 Moxkmra Screw 1 Anchor Sip � � LZO7 1 rz 2-72" 78M-28 OF 1560#-57 SF 2340#-85 SF 31200-114 IIAW 182 207 228 296 340 381 Exbuslon Type SIM Description To Wap Upright#Beam C I-O'T gl 1' 356#-13 SF 712#.26 SF 10OW-39 SF 7424#-52 SF 0.190" 211 240 264 345 393 441 - AVe 1'x 1"z 0.045' 3K #W C ZW<.A•. il. 319'• 1-12' 534#•19 SF 1068#•39 SF 1602#-58 SF 21360-78 SF #1 0310' 233 285 2 382 435 488 - Angle1'x t'x 1/18'0.063 7 #12 (v m �O ro ro 2-12' 990#.32 SF 1780#-65 SF 26700-97 SF 3560#-130 S #1 0350' 278 316 347 455 518 Silt 7a9 Angle1'x 1"x 1/6'0.125' 3118' nri2 m 1p O �_ 7 0240' 267 303 436 497 558 758 1-12'x 1-12'1/18'0.062" 1 #12 e9 ONNECTING TO:CONCRETE in.2,500 for PARTIALLY ENCLOSED Bultdl W SIt 0.91 347 134 588 847 726 986 1.12'x 1-12'3/1 0.188 1/4 #74 U IU O W- Fastest Length of Number of Fesbnen 037'5' 417 1 882 8 871 1, 7-1/2•x 1-712"lie 1H" #14 W J Wp W pX Diameter Embedrne nt 1 2 3 4 - O.N. 555 831 894 909 1,035 1,62 1,578 1.314 x - 4'x 7/11' .1 1M' #14 Il = TYPE OF FASTENER-"Quick 8eC Concrete Screw Rawl Zomac NaiNn a lerxt 7 Albwatte Sher Loads on Screws for Nominal Wall Tirkbses Y x x .099' 3B" 316 114'• 1-12' 233#-8SF 188#-1]SF 699#-25 SF 932#-34 SF Sheer x z1re'0.125' 91 918' Wr-u�J Y 270#-10 SF 540#-20 SF 810#-30 SF LOBO#-39 SF Y x x3/18.0.313• 712" 12' 2 f- led COW 0.050" 0 OA 0.082' CAW 0.125' ty Vr x TYPE OF FASTENER=Comercio Screw Rawl T r er Relent t1•dnanrel 136•x 1-9/1'x 1-31{'x 1/8' 318' #14 3/16• 1-72" 246#-9 8F 492#-18 3F 738#-27 SF 9M.-36 SF 0.1N' 175 199 219 266 326 366 ` W cOp 0.790' 203 230 253 932 378 424 1x2-119•x 1•x 0.050' 5/18' 918 �j 13/4• 3170-12 SF 634#-23 SF 951#-35 SF 1288#-46 SF U•dnanal 1-12"x 2-1/6"x 1-12'x 0.043" 1#Y 414 `p 0310' 224 245 260 413 438 - aaew$to er t� 1/4"• 1.12" 365#-13 SF 7300.27 SF 1095#-40 SF 1180#-53 SF 0350' 267 303 333 436 558 756 J 1-314" 465#-17 SF 930#-34 SF 1395#.51 SF 1860#-all SF 1l 0.240' 291 320 419 535 72 Table 9.9 Minimum Anchor Size for Extrusions 3111"e 1.12" 437#-16 SF 874#-32 SF 13110-48 SF 1748#-64 SF 03125 333 3 417 518 621 897 94 1-314" 601#-22 SF 1202#•44 SF 1803#-OR SF 2404#-88 SF o. S' 400 455 500 655 745 838 1,136 W W caneacBon TYPE OF FASTENER a Expansion Bolls Rawl Power Bolt or Equivalent) 1 0 533 667 873 994 1,115 1,515 Extrusions Wall Mehl Upright cwmvb _ Wood E9h"• 2.12" 1205#-14 SF 2410#-88 5# 3675#-132 1820#-178 5 Y a III" 1/4• #14 t/4 /M' 3-12' 1303#-48 SF ZBOr#-95 SF 39060-143 S 52129-190 5 ANowabN Sher Louts on Sones for Nominal Wall Thkkneas Y x 8" 1/4' #74 t/4' 1K' Double Shear 2'x$" 114• #12 IM #12 �+� 12"• 3' 1806#-68 SF 3612#-132 S 54180-198 5 7224#•263 S SMC 0.050' 0.055' 0 " O.OaY 0.09 0.125' Y x T• 3/18' #10 3118" #70 C S 1993#-73 SF 3986#-145 3 5979#-219 SF 7972#-291 5 0.164' 350 398 a 572 652 732 Y x p'or Was 3/16' to 3/tli" p8 ma"' WIND LOAD CONVERSION TABLE: 480 506 854 756 me - Mau: I.The miniwnan dishere d i hem the edge d me concrete b For Wind Zones/Regbns other man 120 MPH 0110' 118 510 560 836 876 - conn bears end tpdght nrFnbaxrx anchor sizes shad los used for super getter me cercretB anchor and spacing between anchors shall not (Tables Shown),multiply allowable bads and rod #t 534 606 666 __87r__ 984 1116 1516 wall.b ions. SEAL ` be less man Sd where d is the anchor diameter. areas by the conversion hclor. 0.210' S72 640 838 951 1070 1454 2.Allowable bads have been knaaaad try 7.33 for wind 7/ 0.3125 886 7 834 1 1243 1394 1884 loading. - WIND APPLIED CONVERSION 0.37 SOO 810 1000 1310 7490 1672 2272 HEET 3.Allowable roof areas aro based on bads for Glees/ REGION LOAD FACTOR Enclosed Roans(MWFRS);I=1.00. 100 19 1.19 1 0.50" 1056 1212 1334 1746 1 2230 3030 4.For parially enclosed buildings nae a mu low to rod Ila 23 IDS Ni. area of O.7•i'. 120 27 1.00 1.36@#"'goes through two sides of membw& 8 5.For section 1 b 2 multiply roofI.M. roareas by 1. 123 29 0.97 2.Aliad le VW ^gi m;Cslus kKkt6 W Oueay.Use manufacturers s grip range match total ' 130 32 0.92 Walltnoss of xxxuedicrn. Use tables to select rival wb•10rtlan for sawn of ander ,.Vkqationsb 7401 37 0.85 43 0.79 3.Mdd ponwxn Os frame members is OMr abmiman and 26 go.steel. 8 tso 07-08-2004 0F !s PLACE SUPER OR EXTRUDED GUTTER BEHIND DRIP EDGE 10 0 SCH.40 PVC FERRULE RIDGE BEAM o 3"PAN ROOF PANEL (MIN.SLOPE 1/4':11 COMPOSITE PANEL BEAM(SEE TABLES) EXISTING TRUSS OR RAFTER ( 2"x 6"FOLLOWS I 314*ALUMINUM / ALUMINUM PAN WASHER 1'x 2"OR 1'x 3"FASTENED REMOVE EXISTING SHINGiS ROOF SLOPE - ? TO PANEL W/(2)1/4"x 3"LAG UNDER NEW ROOF #10x2'S.M.S. 1r O.C. CAULK EXPOSED SCREW SCREWS W/WASHERS - HEADS FOR 140&150 MPH USE 12 --- ? (2)3/8"x 3"LAG SCREWS 6 SEALANT W/WASHERS 1/4"x 8'LAG SCREW(1)PER EXISTING FASCIA : CTRUDED OR TRUSS I RAFTER TAIL AND APER GUTTER 1/4'x SLAG SCREW MID WAY B-B-ELEVATION VIEW SEALANT BETWEEN RAFTER TAILS SCALE: 1/2"-r-a SUPER OR EXTIfRUDED GUTTER ATTACH TO ROOF W/ RECEIVING CHANNEL AND EXISTING ROOF TOPA N ROOF PANEL DETAIL 1 (8)#10 x 1'DECK SCREWS SCALE:: 2-=V-0- AND(8)#10x3/4"S.M.S. POST SIZE PER TABLES EXISTING FASCIA PLACE SUPER OR EXTRUDED INSTALL W1 EXTRUDED OR EXISTING TRUSS OR RAFTER GUTTER BEHIND DRIP EDGE BREAK FORMED 0.050" _I ALUMINUM U-CLIP W/(4)1/4'x SEALANT RIDGE BEAM I 1-1/2-LAG SCREWS AND(2) #10 x 2'S.M.S.C 12.O.C. Z 1(TYPICAL)/4" ROUGH BOLTS 112"0 SCH.40 PVC FERRULE W Q TRUSSES OR RAFTERS SEALANT O z 0 -- (1)#8 x 3/4'PER PAN RM �' � U ? 2"x 6' I (2)1/4"x 4'LAG SCREWS AND --- SLOP- WASHERS EACH SIDE CAULK EXPOSED SCREW } W Z 0 :R J ONLY HEADS ; O h FQ- Lu EXISTING 1/r OR 7/16" EXTRUDE OR 3"PAN ROOF PANEL co LSI„T � W 0 SHEATHING POST SIZE PER TABLES 1/4"x 8"LAG SCREW(1)PER SUPER GyjR = p POST SIZE PER TABLES I (MIN.SLOPE 1/4':11 O M m d. 1� INSTALL W/EXTRUDED OR TRUSS I RAFTER TAIL AND 3"HEADER EXTRUSION J Q p Z BREAK FORMED 0.050' 1/4"x SLAG SCREW MIDWAY FASTEN TO PANEL WI(3) U N 0 i ALUMINUM U-CUP W/(4)1/4"x BETWEEN RAFTER TAILS #8 x 1/2"S.M.S.EACH PANEL () D } ,— SCREEN OR SOLID WALL ROOM VALLEY CONNECTION I 1-1/r LAG SCREWS AND(2) SUPER OR EXTifRUDED GUTTER Q 0 W FRONT WALL ELEVATION VIEW 1/a"x a•THRouGH 80LTS (TYPICAL) EXISTING ROOF TO LAN ROOF PANEL DETAIL 2 Z W LL SCALE: 1/4'-l-o" B-B-PLAN VIEW SCALE:. W c ? r=ro' p N II u SCALE: 1/2'=1'-0" BREAK FORMED OR V Z N EXISTING TRUSSES OR w 1 1 A I I I II I - RAFTERS __ (3)#8 WASHER HEADED _ EXTRUDED HEADER ? I 1 II II I 1/ II ----- --- SCREWS W/1'EMBEDMENTCE SUPER GUTTER I A B II II B I 1 /I[ HOST STRUCTURE CAULK ALL EXPOSED SCREW P�BEHIND DRIP EDGE J� SEALANT Q I—_ 1——II — / 1 _ - HEADS AND WASHERS Q #10 x a•s.M.s.wr 1-1rr0 FENDER WASHER G 1r O.C. --- CAULK SCREW HEADS 6 EXISTING TRUSS OR RAFTER WASHERS II 1 I FASCIA OF HOST STRUCT0RE � SEALANT CAULK EXPOSED SCREW W '- G II II RISER PANEL UNTREATED OR PRESSURE #10x2'3.M.3. 24'O.C. HEADS Q- h L) II 2"x_RIDGE OR ROOF BESTREATED W/VAPOR BARRIER ---- 3'COMPOSITE ROOF PANEL 2 a O II II (SEE TABLES) ALL LUMBER#2 GRADE OR 1/4'x r LAG SCREW(1)PER -- (MIN.SLOPE 1/4:11 U BETTER TRUSS I RAFTER TAIL C Y j,/ a 1/r 0 SCH.40 PVC FERRULE II II SCREEN OR GLASS R0017TI (OPTIONAL)DOUBLE PLATE / N o II II WALL(SEE TABLES) FOR NON-SPLICED PLATE ! EXISTING FASCIA WTRUDED OR WALLS IV-(r OR LESS OPER GUTTER m W ? EXISTING ROOF TO COMPQ � w ITE ROOF PANEL DETAIL 1 W 0 o" MAX. PAN TO WOOD FRAME DETAIL sCgLE: r=p 0- N LL a (WITHOUT ADDITIONAL ROOF BEAM AND SUPPORTS SCALE: 2'=1'0" 2"x x 0.050"STRAP @ EACH C N LL MAX.ROOF BEAM SPACING IS 6'O.C.) WHEN FASTENING PANELS COMPOSITE SEAM AND 112 C9 SCREEN OR SOLID WALL ROOM VALLEY CONNECTION OR PANS TO WOOD PLATES CAULK EXPOSE HEADS wav BETWEEN EACH SIDE wI 3 2 m PLAN VIEW SCREWS SHALL HAVE A ___\ AND PLACE SUPER OR EXTRUDED (3)#10x3/4"IINTO GUTTER MINIMUM EMBEDMENT OF 1' COMPOSITE PANEL SCALE: 1/8'=l-(r �— GUTTER BEHIND DRIP EDGE OPTION 2 1/4"x B'LAG SCREW(1)PER 30#FELT UNDERLAYMENT W/ TRUSS/RAFTER TAIL IN 1/2'0 220#:iHINGLES OVER SCH.40 PVC FERRULE COMPOSITE PANELS CUT PANEL TO FIT FLAT 0.024'FLASHING UNDER AGAINST EXISTING ROOF /-- SEALANT EXISTING AND NEW SHINGLES FASTENERS PER TABLE 3# / MIN.1-1/2"PENETRATION, #10 x 2"S.M.S.®24'O.C. - -- 3'COMPOSITE ROOF PANEL UNTREATED OR PRESSURE (MIN.SLOPE 1/4':11 2 x 4 RIDGE RAKE RUNNETR ALL LUMBER#2 GRADE OR TREATED W/VAPOR BARRIER - --- SEAL TRIM TO FIT ROOF MIN.1""p BETTER INSIDE FACE p EXT%jDED OR 3'HEADER EXTRUSION SHEET FASTEN W/(2)#8 x 3"DEC* (OPTIONAL)DOUBLE PLATE / EXISTING TRUSS OR RAFTER SUPS GUTTER FASTEN TO PANEL W/ EXISTING RAFTER OR SCREWS THROUGH DECKS FOR NON-SPLICED PLATE --JJ #8 x 1/2"S.M.S.EACH SIDE TRUSS ROOF INTO EXISTING TRUSSES'ISR WALLS IV-O"OR LESS EXISTING FASCIA C 12-O.C.AND FASTEN TO RAFTERS SEALANT GUTTER W/LAG BOLT AS SHOWN A-A-SECTION VIEW COMPOSITE PANEL TO WOOD FRAME DETAIL EXISTING ROOF TO COMPI&ffE ROOF PANEL DETAIL 2 SCALE: 1/r-1'-0 SCALE:2"=1'-0' SCALE:: 2-=1'.p- 07-08-2004 OF 'S 5 COVERED AREA TAB AREA W/1"ROOFING NAILS #8 x 1/2"CORROSION' INSTALLED PER o RESISTIVE WASHER AtEADED MANUFACTURERS 0.024"ALUMINUM COVER PAN SCREWS @ 24"O.C. SPECIFICATION FOR NUMBER c OR CONTINUOUS ALUMINUM ALTERNATE#8 x 1/2'.,P-M•S• AND LOCATION SHEET W/112'0 WASHER. o SUBSEQUENT ROWS 0 3/8"TO 1/2"ADHESIVE BEAD FOR A 1"WIDE ADHESIVE STRIP UNDER SHINGLE W STARTER ROW TYPICAL INSULATED PANEL COMPOSITE PANEL W/ SCALE: 2"=1'0" EXTRUDED OR BREAK FORMED CAP SEALED IN NOTES: PLACE W/ADHESIVE OR 1.INSTALL RIGID FOAM INSULATION INTO ALUMINUM ROOF PAN. SCREWS 2.COVER INSULATION WITH 0.024"PROTECTOR PANEL WITH OVERLAPPING SEAMS. 7/16"O.S.B.PANELS 3.INSULATION PANEL SHALL BE CLOSED WITH ALUMINUM END CAP TO SECURE PLACEMENT AND TO DISCOURAGE THE NESTING OF WILDLIFE AND OR INSECTS. PROFAB COMPOSITE ROOF PANEL WITH O.S.B. 4.PROTECTOR PANEL WILL BE SECURED BY#8 x 518"CORROSION RESISTIVE WASHEW AND STANDARD SHINGLE FINISH DETAIL HEADED SCREWS. SCALE: N.T.S. S.SCREW PATTERN WILL BE 12"ON ALL PERIMETERS AND 24"O.C.FIELD ON EACH PANEL. SPECIFICATIONS FOR APPLYING O.S.B.AND SHINGLES FOR ROOF SLOPES OF 3:12 AND GREATER 6.ALUMINUM END CAP WILL BE ATTACHED WITH(3)#8 x 1/2"CORROSION RESISTIVE WASHER HEADED SCREWS. 1.INSTALL PRO-FAB PANELS IN ACCORDANCE WITH MANUFACTURERS INSTRUCTIONS. NOTE:FOR PANEL SPANS W/0.024"ALUMINUM PROTECTIVE COVER MULTIPLY 2. SEAL ALL SEAMS WITH PRO 2000 CHEMREX 948 URETHANE AND CLEAN THE ROOF OF ANY SPANS IN SECTION 5 OR 7 BY 1.28 FOR H-28 METAL 61.20 FOR H-14 OR H-25 METAL. DIRT,GREASE,WATER OR OIL 3. APPLY 16 MILS OF MORTON 652 GLUE TO THE PANELS AND INSTALL 7116'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 0000/ UNIFORM LOAD UNIFORM LOAD TAB AREA 00 3/8"TO 1/2"ADHESIVE BEAD FOR A 1"WIDE ADHESIVE na Z a L W N STRIP UNDER SHINGLE Q A B A B a ;$ SUBSEQUENT ROWS' y e 00 STARTER Row SINGLE SPAN CANTILEVER 1 OR SINGLE SPAN 2 V COMPOSITE PANEL*/ c � Io EXTRUDED OR BREAIK UNIFORM LOAD UNIFORM LOAD C FORMED CAP SEALS P IN m tp p n PLACE W/ADHESIVE SCREWS W ; ON— SEALANT BEADS L L4 LT ZT LL I 1 W cd LL -O-=X o-LL PROFAB COMPOSITE ROOF PANEL WITH SHINGLE FINISH DETAIL_ A B C A B C D N 1 SCALE: N.T.S. 2 SPAN 3 SPAN N i o m ATTACH SHINGLES TO COMPOSITE ROOF PANELS WITH INDUSTRIAL ADHESIVE". AFIPLY ADHESIVE INA CONTINUOUS BEAD 3/8"TO 112"DIAMETER SO THAT THERE IS A 1"Vp(IDE UNIFORM LOAD J 40 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 SHIN&LE AT MID COVERED AREA AND ONE UNDER THE SHINGLE AT MID TAB AREA. STARTER Z I L L SHINGLE ROW INSTALLED WITH THE TABS FACING IN THE UPWARD DIRECTION OF THE A B C D E ROOF SLOPE. 2) SUBSEQUENT ROWS OF SHINGLES INSTALLED WITH THE TABS FACING IN THE DOWN%*RD 4 SPAN DIRECTION OF THE ROOF SLOPE WITH ONE STRIP OF ADHESIVE UNDER THE SHINGLE/PIT AHEE MID COVERED AREA. FOR AREAS ABOVE 120 M.P.H.WIND ZONE: NOTES: 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 1. Z-Span LengthINSTALLED WITH THE TABS FACING IN THE UPWARD DIRECTION OF THE ROOF SLOPE. a-Overhang Lenge 2) SUBSEQUENT ROWS OF SHINGLES INSTALLED PER PREVIOUS SPECIFICATION WITH TOO 2. Ali spans listed In the tables are for equally spaced distances between supports or anchor points. STRIPS OF ADHESIVE AT MID COVERED AREA 3. Panels shall not be spliced except at support. ADHESIVE: CHEM REX-PL PREMIUM 948 URETHANE ADHESIVE OR OSI-RF140 6E ) MINIMUM ROOF SLOPE: 2"IN 12" SPAN EXAMPLES FOR SECTION 7 TABLES p SCALE: N.T.S. 07-08-2004 OF 8 General Notes and Specifications: 2.00" * * '�` The following extrusions are considered to be"Industry Standard"shapes.The prd es are based on die 2 00" 12 0� I 2 op I WT=6 63 p.l.f. drawings furnished by Florida Extruders International,Inc.. '� '� , A=0.613 in. (1)#8 x 1-1/2' }, UPRIGHT: A=0.716 in' S.M.S. 6' 1.00' A=0.2431n? �`-3.00' WT=773 I p.l.f. A=1.259 In' T 0 044 + S Ix=0.694 h! Sx=0.466 h? WT=0.820 p•1•f• Ix=0.773 in.' � FROM ENDS,OP N WT=0.278 p.l.f. WT=1.443 pJ.f. o A=1. a OR BOTTOM AND BEAM: Ix=0.477 h. Sx=0.515 h? fin• b Ix=0.136 in. , 0.04 0.055, } y- 0.044 o , 0.07 + Sx=0.477 in. 6063-T6 a Ix=8.746 in'' WT=2.2,%op.l.f. 18'O.C. 0.044 IY=0.408 h! 5 -0.410 in? a Sx=0.137 in. 6063-T6 Sx-2.490 h. Ix=21.9ht in. 6063-T6 � 6063-T6 2.00' ,14. "X 044"flP BJ4CIIC SI`C 1f31 3"x 2"x 0.070"P*TiO SECTION 2"x 3"x 0.045"SPECIAL SECTION so63- o.o6r + $ 3a'T h' 1"x 2"x 0.044"OPEN BACK SECTION WITH SCALE: 2"=1'0" SCALE: 24 1'0" SCALE: 2"=1'0" 2"x 2"x 0.044"PATIO SECTION 1.00" 3.00" 3•�" SCALE: r=1'-0' A=0.287 in? A=O'562 in.a STITCH W/(1)#8 S.M.S.@ 24'O.C. (1)#6 x 2-1/2' A=1.081 h? S.M.S. 6' WT=0.329 pJ.f. ` �` WT=1.122 pJ.f. TOP AND BOTTOM 2.00' Ix-0.366 h! WT=1.238 p.l.f. Ix=0.762 in.' FROM BOTTOM TOP A=0.847 h.a Sx=0.247 In.a 0.09 + iP S=1.01 i 0• + vi Sx-0.920 h? 2"x 7"x 0.055"x 0.120" OR BOTTOM AND WT-0.971 p.l.f. 0.044 � �' �=1.015 h? STITCH W/(1)#8 S.M.S.�24'0.�6. Q 16'D.C.OR I 6063-T6 � 6063-T6 SELF MATING BEAM TOP AND BOTTOM PILOT HOLE W/0•� + N UPRIGHT: �k 6063-T6 w w w w CAP AND(1)#8 x �� Ix-1.295 h! Sx-0.654 h? 1"x 3"x 0.044"OPEN BACK SECTION 3"x 3"x 0.045"FLUTED SECTION SCALE: r=1`� 2 x 9 x MATING x BEAM ' 112'S.M.S. BEAM: 3"x 3"x 0.093"p�(1T10 SECTION SCALE: r=1'-0' SELF MATING BEAM SCALE: r=1'-0' 2.00' INTERNAL(• y=0.540 h.' By=0.545 In? 'J SCALE: 2r-1 1'0' SCALE: 2"-1W FROM ENDS,OP 6063-T6 D *2.00' A=0.424 in.' OR BOTTOM CO) Z I WT=0.486 p.l.f. AND Q 16"O.C. m 2 W Ix=0.232 h' 3�, 200. 2"x 2"x 0.044"PATIO SECTION WITH o 0.044 + a A=2.2.6 8 *2.00' X Z L) Sx=0.234 h. WT=2.576 p.Lf. I � 2"x 2"x 0.044"PATIO SECTION X (9 U -'k 6063-T6 a A=0.772 in.a . J A=1.438 h 0.055" Ix=15.427 in. SCALE: 2"=1'-0" 07 0 Z J 2"x 2"x 0.044"PATIO SECTION 0.12SU §3 WT=1.648 0.11 } WT=0.885p.i f. Sx=4.406 h? Z W Z I Q SCALE: r=1'-0" ``p Ix=1.984 h.' 0.048' +$ $ Ix=1.940 h! 6063-T6 c }, j 0 0� ' W 2.00' A=0.496 in? Sx=1.323 h? A 235 c Sx h? c = . ,�ha *200'* S A=0.582ha ad W 5 W o 6063-T6 6063-T6 . I I WT-0.678 p.l.f. U W Co 'r 00 WT=0.568 p.l.f. WT=2. 8 p.l.f. �c Ix=0.276 h! 0.082' -} ix=26. • 0• I UPRIGHT: J Q 0 Z a �h' -'k Ix=0.457 h.' Sx=0.355 h? r p N 0 O.o5r + $ Sx=0.279 in? 3"x 3"x 0.125"PATIO SECTION STITCH W/(1)#8 S.M.S.Q 24'O.C. Sx=5.e5 h? o 044 o U j C14 - �k 6063-T6 SCALE: 2�"=1.4r STITCH TOPANDBOTTa�iA24'O.C. TOP AND BOTTOM 6063- 6 � ly=0.369 h! By-0.369 h? Q F- _ W _ X r X 0055'PATV-SI�G 6063-T6 Z fn LL C0 SCALE: r=1'o" 2"x 4"x 0.046"x 0.100" 2"x 7"x 0.055"x 0.120" W SELF MATING BEAM WI INSERT j a 3.00" A=0.451 h.= SELF MATING BEAM SCALE: r=1'-0" 1"x 2"x 0.044"SNAP CAP SECTION WITH V z N WT=0.620 p.l.f. 4�" SCALE: r=1'-0' STITCH W/(1)#8 S.M.S. 24"O.C6 Ix=0.336 in. A=1.938 h? TOP AND BOTTOM 2"x 2"x 0.044„PATIO SECTION In 0.04 Sx=0.336 in? -� WT=2.221 pJ.f. SCALE: r=r-0' 4E] cNi Q *2.00"* 2"x 9"x 0.062"x 0.306" �k 6063-T6 Ix=4.654 h.• II SELF MATING BEAM 0.12 + Sx=2.427 h? 3"x 2"X 0.045"PATIO SECTION Ia 6063-T5 200 SCALE: r=r-T SCALE: r=1'-0' _ I `r N Uj e� A=0.864 h? A-1.8531n? N *2.00' WT=1.105 p1f. WT-2.123 plf. d h� A=0.451 in.' 4"x 4"x 0.125"P*TK)SECTION 0.049" -I- Ix=3.691 h! 0.07" be=16.636 h' 2.00' 3r o d v Ix=0.640-0.620p.Lf. 1'0' Y' Sx=1.468 h? 60634 15 Ina C W 0 Y 4 SCALE: + h 0 6063-T6 0.045' c i Sx=0.427 h? T 2'� A-0.482 h! O io n 6063-T6 WT-0.552 P.O. c m CDO -_ Ix-0.609 h. • * 4, W 0.0 Sx=0.408 h? A=3.Q>1J2 h? W J �w O SCALE: 2'=1'-0" " 6063.Tg STITCH WO1AND BOTTOM 4'O.C. STITCH TOPIAND BOTTOM WT O.C. WT=3A74 pJ.f. LL Go 2"x 8"x 0.072"x 0224" o.09r + Ix=4?�5583 h• 2 N " 2.00' 2"x 3"x 0.050"STILT SECTION " sx= _. a '� 2"x 5"x 0.050 x 0.120" SELF MATING BEAM h" A=0.665 h? SCALE: 9=1'-0" 8�--�8 W m SELF MATING BEAM SCALE: r=1.0" 3 WT=0.785 p.l.f. 2.00" >a ,1I� SCALE: r-1'-0' Ix-1.393 h! I A=0.582 W STITC+h'W/({) J v 0.050' + Sx=0.697 h? #8 S-141%,®24" a WT=0.667 p.Lt 2.00" O.C. ft AND 6063-TB �,, &=1.228 in.' BOTTOM 0• I a' Sx=0.614 In? v 2"x 4"x 0.050"PATIO SECTION 6063.T6 A-1.09510 2"x 10"x 0.092"x 0.3691% SCALE: r=T-(r WT=1.255 p.l.f. SELF MATING BEAM 2"X4 x 0.050">TILT SECTION 0.050" + $ ix=5.919 In.' SCALE: 2"=1*4r 2.00'* SCALE: "=1'-0' S Sx=1.965 h? 6063-TS A=0.954 in? c SEAL WT=1.093 pJ.f. Ix-2.987 in.' SHEET 0•06r + Sx=1.195 h.a STITCH W/(1)#8 S.M.S.Q 24'O.C. ui 6063.T6 TOP AND BOTTOM HA 2"x 6"x 0.050"x 0.120" 7A 2"x 5"x 0.062"PATIO SECTION SELF MATING BEAM p SCALE: 2"=1'-0" SCALE: 2'z 1'-0" 07408-2004 OF