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Permit 90 Ocean Breeze Dr 10 1342 ISI INSPE:CTION GUIDE FOR POOL ENCLOSURES LEGEND 1.Check the building panni for the following: Yes No This engineering is a a.Permit card&address. portion of the Aluminum Structures Design Manual�-ASDM")developed and owned by Bennett Engineering Group,Ina , ,hj^: b. ved drawl s and addendums as required ("Bennett).Contractor acknowledges and agrees that the following ), � ,,,i AF'Pro ng eq red. a9 ng conditions are a mandatory prerequisite to Contractors purchase of these c.Plot plan or survey . materials. �) d.Nctice of commencement V 2_Chedc the approved site specific drawings or shop drawings against the"AS 1. Contractor represents and warrants the Contractor.+ I i 'aI q BUIL11"structure for, Yes No 1.1. Is a contractor licensed in the state of Florida to build the structures encompassed in the AS ~ i { I a.Structures length,Projection,plan&height as shown on the plans. . . . . . •+i o0 rl I t 41 E b.Beam size,span,s 1.2. Has attended the ASDM training course within two years prior to the date of the purchase; D It P pacing&stitching screws P _en "k C. Pullin size,span&sparing. _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ — 1.3_ Has signed a Masterfile Lkense Agreement and obtained a valid approval card from Bennett evidencing the 1 c` f I ng license granted in such n d.Upright size,height,spacing&stitching screws . . . . . . . . . . . . . — agreement Cp N N n e.Chair rail size.length&spacing . . . . . . . -, o M M it� p ,ii 1 ;M r✓ 1 , -. -..-. ..' -1.4- ._.W[Hnotalter,:amend or- "r c mnM L Ev a rail size,length.spacng&&Itchmg of 1 x 2 to 2"x 2 obscure any notice on the ASDM .- _ N e v_ ro Enclosure roof diagonal bred is I O /' (/�/�/fir,/� 9 9 ng installed snug . — 1.5. Will only use the ASDM in accord with the provisions of Florida Status NO>I�' >: '•- ,.- c�b..� a pit N Pro s section 489.113 9 b and Ore notes Nmitln the nate use ii— h.h.WoN cables or'IC ( X) 9 appropriate 11 N bracing are installed snug . . . . . . . . of the fans and the calculations in the ASDM; � �-+i o c' I.Knee braces are properly Installed p 3 �I pfE 3.Check load bearing uprights for the following: Yes No 1.6• Understands that the ASDM is protected b the federal Q y� o c Y Copyright Act and that further distribution of the ASDM to any third party(other o 40 n6 D � � a.Angle bracket size&thickness. . . . . . . . . . . . — — (� �T� b.Coned number,size&spacing of fasteners to upright . , . than a local building department as part of any Contractors own work)would constitute infringement of Bennett Engineering Group's a r�tr'�i�1 Nmi+ri f I) and c.Correct number,size&spacing of fasteners of angle to deck and sole plate . copyright d.Upright Is anchored to deck through brick pavers then anchors shall go through 1.7. Contractor Is soley responsible for Its construction of an and all structures usingthe e ASDM. pavers into concrete . . . . . . . . . . y 4.Check the load bearing beam to upright for. 2. DISCLAIMER OF WARRANTIES-Contractor acknowledges and agrees that the ASDM is provided'as is"and"as available." Bennett hereby 9 Pd9 a.Upright to beam connection and/or splices have correct number&spacing of expressly disclaims all warranties of merchantability,fitness s� p g Yes No ity, ss for a particular purpose,and run-infingement.In particular,Bennett its officers, w {; t, employees,agents,representatives, { 11 PbY age and successors,do not represent or warrant that a use of the ASDM will meet Contractors J n I, { 41I)9 P upright or gusset plate. . . requirements Q Z i` b.Ovaria beam to u ( ) { or that the ASDM is free from error. Q I', C.If angle brackets are used in framing check for correct thickness and size&number W ,{ I4 of fasteners. 3. LIMITATION OF LIABILITY. Contractor agrees that Bennetts entire liability,if an for an daim s Z 1— Z b Y. Y ( )for damages relating to Contractors use of Q Z 5. Chad;toad bearing beam to host structure and/or gutter for: Yes No the ASDM,which are made against Bennett,whether based in contract,negligence,or otherwise,shall be limited to the amount a 0 W m paid by Z p W ui 1 b.Size,number&sparing of anchors of beam to receiver . . Contractor for the ASDM.In no event will Bennett be liable fora consequential,exemplary, Z Q rry eq cal ry,inridental,indirect,or special damages,arising to W 01 w c.Size,number&spacing of anchors of receiver to bust structure of gutter. . — (� O d.Correct anchoring of gutters to host structure from or in arty way related to,Contractors use of the ASDM,even If Bennett has been advised of the possibility of such damages. — W Q U O z g (n W W () CV w R, 4. INDEMNIFICATION.Contractor a { 6.Check the wag cables: Yes No 9r�to indemnify,defend,and hold Bennett harmless,from and against an a UJ —I � a.Location&number . . . . — by any third party(including but not tirrdted to an customer g Y dxm brought against Bennett, 0 ` Z r { ',i �, %C� ` i�,a b.Top bracket size and fasteners. . . . . . . . — Y tomer or subcontractor of Contractor),with rasped ro any claim,demand,cause of action, Q W D g fn J J F- : , _ debt,or liability,Includingreasonable attome fees,to the the extent that such action Is based upon,or in any way related to,Contractors use W — Z O f j p) (q c.Eye bolts are welded . . — ys' d.Bottom strap to concrete connection . _ _ of the ASDM. Q U �/�p� CWC Z V C 7.Check wall bracing Mre required): H W Q W 19 9( 9 ) Yes No A r 1 n a.Location&size . . . . . . . . . . . . . . . . . . . . . . . . . Jf b.Angle,gusset or clip size&number. CONTRACTOR NAME: �tc.Number&size d fasteners . . . . . . . . . . . . . . . Z W Q 0- 8.I Check electrical round: g Yes H � N o / I a.Properly completed. _ CONTRACTOR LICENSE NUMBER. (� ` L,� (n V W LL to W b,Angle,gusset or dip size&number . . . . . w U a ^ O C.Number&size of fasteners . . . . . . . . . . . a O O ' (COURSE 00002299 ATTENDANCE DATE: Z O O. Check the doors on pool enc, - Yes No p Z — CV 04 w a Door handle Q 54"from the deck . . . . . . . . . . . — ILL D I .;.+ (CONTRACTOR SIGNATURE: it �<< �IljI'II 11 ; Iii iul , o j Q ~ _ { ro , It ry AUPPLIER: m t. �__.. of LBUILDING DEPARTMENT v a W Z II�; (CONTRACTOR INFORMATION AND COURSE 00002299 ATTENDANCE DATE HAS BEEN VERIFIED: Lu (INITIAL) uJ gr I, +� { k61FrEi � lL LU 0 ? m } IVB k + ui I w li ui ` LL o I A it UJ m �t ,p C1 : I' W 0 1 lir, 1�I I11 It, l I ' ' !! k c a " � rn N j � r�o a a ib � mko= Lu e 1 t - O Q) r it �V Ll U W W i.. i i'd I r t 4 ,p S4 3 ` // V 1 m � I ';�I � �I 1 �.� I I !I ;.� � r1 �,,' ,., � � © h U c !- I I � ` GH � m � � 0 0 it ANTIC BEA o 1�e '" 0 lit I�rLI ' 9 Z '�I , `� i h ' '' C►TY�ptPIG OFFICE I I I I i. I I 0 I� I I fi d, b O 2�IO THE DESIGNS AND SPANS SHOWN ON THESE DRAWIhaARE L: GJ nv BASED OI`IJFiHE LOAD REQUIREMENTS FOR THE 2 ''FLORIDA _ t _ BUILDING WITH 2009 SUPPLEMENTS. � -a:. v� d t df I � f II r l 7 � f O 2rZ 1 a 1 K r a i ,4 I i ' JOB NAME: SHEET I w GGG,'.. U' 'IIS �P 71 a ADDRESS:- k I h r- Z 1 II I E, k i I I 1 li to Z �' I DRAWING Fj£OR ONE PERMIT ONLY 12/01/2009 OF " I ( { t „ Conversion Table 1A GENERAL NOTES AND SPECIFICATIONS _ . ' Wind Zona Conversion Factors to►Screen Roof or Wall Frame Members SIDE WALL MEMBER 1 From 120 MPH Ylgnd Zone to O them: •g' SCREEN J 1. The following structures are designed to be married to site built block or wood frame DCA approved (TMP•) ftT/I/� CABLE CONNECTION modular structures of adequate structural capacity.The contractor/homeowner snail verify that the Wkd Zone Apppsd Conversion 00011 Watls (SEE DETAILS SECTION 1) host structure is in good condition and of sufficient strength to hold the proposed addition. Applied Conversion MPH Faun Fay HOST STRUCTURE V 2, q the owner or contractor has a question about the host structure,the owner(at his own expense)shatl' 100 3 t.t5 12 L12 , 1 �` , ( 1 hire an architect engineer,or a certified home inspection company love' host structure ca ! P Y rift capacity. 110 4 1.00 13 1.07 GRT e. y, :I t ` 1'1 3. The structures designed using this section shall be limited to a maximum combined n and upright tze 4 1 ~ �:l heightr 9 00 1s 1.00 r x 2"(TYP.) c of 50'and a maximum upright height of 16'.Structures larger than these limits shall have site iz3 4.3 0,96 15.9 0.97 GRADE ^+ o • ,,` specific engineering. 130 5 0.� 18 0-91 K BRACING(OPTIONAL)1401_&2 6 0.82 zt 0.65 ( ) CABLE CONNECTION n , 4. Spans are for enclosures with mean roof heights less than W. For greater heights,site specific Is (SEE DETAILS SECTION 1) N N I npuhed, 150 7 0.76 24 0.79 5. Connections to fascia shag be limited to overhangs shown in table 1.11 or less unless site s c Hoa �• o >_.r'�,_..., peGfi TYPICAL FLAT ROOF- *� can^ engineering is provided. reareforwBGioadsonly FR@iNT WALL ELEVATION N'N m v M Oonrembr»E - .x _ _ 6. The proper structural name for a chair rail or top rail of an enclosure is a girt.Thus the temunol l °Ah'aPPN when spent I heights are eontroled My wind pressure,not M SCALE. Ni. 9 oily shag poke ked. T.S. interchangeable. u ti um 7. Screws that penetrate the water channel of the super utter shall have ends d Conversion Table 1 B EXISTING STRUCTURE SIDE WALLS AND FRAMING 3 e P 9 clipped off for safety of --1 :; i0` ( cleaning gutter and the heads of screws through the gutter into the fascia shall be caulked. Load Conversion Factors Based on Mean Roof Height from Exposure"B"to"C"&"D" Y SIZES Q t,1 72 O Q 8. Span tables and attachment details for composite panels are In the solid roof panel products section. f� (TABLES 1.3,1 A&1.6) 9. When using TEK screws in lieu of S_M.S.,longer screws must be used to compensateExpoaurs "to" n to D" L rW ALUMINUM BEAMS t R for drip head. Mean Roof Load Span MUMPS l.oed span MWtlpRar AB i 10. An additional super gutter strap or ferrule is required to be located near the midpoint of the beam lelpht• Conversion (T LE 1.1 OR 1.8) spadng,Straps shall be attached to each truss/rafter tail when a 2"sub-fascia does not exist Straps aft Conversion the beam are not ulnad when slue are F� Be"a"9 aMego" Factor Bending neasdlon H PURLIN 1 rI I S1 !eq Straps placed @each truss/rafter tail and spacing of straps does 0-t s 1.21 0.91 o.94 1.a7 0.83 088 K-BRACING(OPTIONAL) oil i IsSS r rxrt exceed 2'-0". 1 ,l<,. : - IT 1.29 0,86 0.92 t5a DIAGONAL R E, 1 AL OOF 0.8 BRACING 11. 5 a r or extruded utter de 0.C- 7 G ' 1 details ar I @@ Pe e applicable b s a 4 1 �1iI 1€I 1 (I 1 9 ppl ca le to all widths of super or extruded gutters,and gutters zo-25 t 34 0.86 0,91 160 0.79 0.86 (SEE SCHEMATIC SECTION 1) J W F& 'it { II,P1 i I'' may be substituted. Gutter straps and/or ferrules shall be the width of the inside and outside of the 25•30 Loo 0,85 0,89 166 0.78 085 Q Z ti • 'i i �' tt)I i '!, I. super or extruded gutter respectively.The center of the knee braces shall not be more than 6"above theP 30''40' 1.37 0-&5 0,90 1.81 0.79 0.85 tap of the super or extruded gutter. Use � O t ergo moan roof height of host structure o enclosure GIRT(TYP.) Gu 1' n 111 12. if he sub-fasda is 3/4",and the sub-fascia is in good repair,a 3/4"P.T.P.strip the width of file fascia values are from ASCE 7.05 SIZE MEMBERS PER SW Z H Z may be added to the existing sub-fasda by attaching the plywood with(2)16d x 3"common nails or(2), MNtlWnds orgy apply to members when spans/heights are controlled wind assure not b APPROPRIATE TAB / Q W - Z This gives the equivalent of a 2"fascia. CABLE Bf2A N W °D ( ) by Pr Y pool load. LES Q W 13. Spans may be Interpolated between values but not extra polated Outside values. .HCo"wndO" (Convert span for t=xposun B-10"C'): CI G Z W O LLl ,1 ,. { ., •" , ,,i 14. All 2"X4" spa"found from span tabes for Exposure•S"-31•-11"= � (/� 1 4 ), a and larger purlins shall have an Internal or external angle clip or screw boss to fasten 31 _U U O W �k I y !` I l 9 P the and Ore mean roof height of the structure is 0.15'tlren multi TYPICAL FLAT ROOfi=. W O Z o bottom of the purlfn to the beam. l� qy span byo.91 ISOMETRIC the span for Exposure-C'k31.92.0.91=29.05'=29'-1• Z Q N W 15. Load width and/or panel spacing used in determining spans/heights is measured from center to SCALE: NiTf S W J Z r X center of the members. t7 to p 3. SITE EXPOSURE EVALUATION FORM Q- $GREENED ENCLOSURES J U_ f EXAMPLE: TYPICAL NOMENCLATURE FOR O W W _ J Z g I Screen panel A is 6'center to center.Screen panel B is T center to center.The bad width of the O 3 : y - --•--• - -----.- H- MAXIMUM UPRIGHT HEIGHTS Q-' Z Z m W z r_._ C I, Name member between panel A and B is(6'!2+T/2)=6.5'or 6'6', - -- -- -- �I L- MAXIMUM BEAM SPAN WITHOUT KN W U O l BRACE. 1 the distance,sparing or Toad width Is not measured between frame members as that would reduce it I I (ADD HORIZONTAL LENGTH OF KNEE W a W Q W inn by 2"to the load width•d figured that way. _E$RACE TO SPAN FROM TABLES) U Z a O J N i SW- SIDE WALLS CAN BE FRAMED WITHOt(j•f TOP BEAM AND CAN BE SMALLEST LJJ `- to d 16. Definition,standards and specifications can be viewed online at www.Eebpe.com. EXTRUSIONS ALLOWED BY SPAN - M t! 17. Moment connections and moment tables can not be used in solid roof/screen roof combination I QUADRANT 1 I W- TA9 ES W Z tZ 0. I Goo• SCREEN PANEL SPACING 0 O : a enclosures or any connection that requires a knee brace such as In a dome roof. U 18. All aluminum extrusions Z gg ons shall meet the strength I U P 4' re th r utremen LJL w is of ASTM B EXPOSU 9 eq 221 after r RE F- , e coo 19, Other she than those - CONNECTION DETAILS AND NOTES ARE Fr�i�� (/) Q O ells J I pas Mown In Section 8 w -vkrND IN SU U with State Product I SUBSEQUENT PAGES. 1 f els I may be used APProv Y with the details of this section so long as the shapes are compatible with the details. I I Z U O N 3 O '20. All aluminum shall be ordered as to the alloy and hardness after heat treatment and paint Is applied. - N W Example:6063-T6 after heat treatment and paint process. I I = x ry products or -'-_ -- eoa H F 21. Aluminum metals that will come in cooled with ferrous metal surfaces or concrete/mason I 9 I --E > O pmssure treated wood shall be coated w/two coats of aluminum metal-and-masonry paint or a coat of QUADRANT IV. ( 1 1ar Q x ), heavy-bodied bituminous paint,or the wood or other absorbing material shall is painted with two coats ,{ i of aluminum house paint and the joints sealed with a good quality caulks coo nd.The protective I EXPOSURE I �iw i Pqu mzrterials shag be as listed in section 2003.8.4.3 throe h 2003.9 8.4.6 ol the Florida Building Code or. ICorobound Cold Galvanizing Primer and Finisher. QUADRANTq a w .T..y 22. All fasteners or aluminum parts shall be corrosion resistant,such as non magnetic stainless steel grade O 301 or 316;Ceramic coated.double zinc coated or powder coated steel fasteners.Only fasteners that I lar I EXPOSURE- I kp rq Z are,warrantled as corrosion resistant shall be used;Unprotected steel fasteners shall not be used, eoo 23. Any structure within 1500 feet of a salt water area;(bay or ocean)shall have fasteners made of - - -- I Z CM ro W non-magnetic stainless steel 304 or 316 seri 4 I I J tu M °D 0 es. 10 series has not been approved for use with LL W c� O aluminum by the Aluminum Assodaton and should not be used. I z W t LLI ai x 3 )I I 24. Any Project covering a pool with a sap water chlorination disinfection system shag use the above o, e b' Yn I QUADRANT I $ Z recommended fasteners.This is not limited to base anchoring systems but incudes all conn ecgon types, g d uZ m EXPOSURE- Gar I w -+O o w SECTION 1 DESIGN STATEMENT I nt a. c c.: o o The stnictures designed for Section 1 are framing systems with screen roofs&walls are bads have I o `moo n been determined by wind tunnel test that include any negative internal pressure coefficient Siris these I i m c tLu structures are open,the negative internal pressure coefficient is considered b be 0.00.The design - -- -- -- -- -- -- - --•--•--•-I w W as " ca bads used are from Chapter 20 of The 2007 Florida Building Code with 2009 Supplements.The bads NOTE:ZONES ARE MEASURED FROM STRUCTURE OUTWARD m 4) j za ZK Q assume a mean roof height of less than 30';roof slope of 0°to 20`;I=0.87 for 100 MPH and 0.77 for 0 V ISITE110 or higher.All loads are based on 20/20 screen or larger.ANtable0) o ~ r9 res shown in the below Presse are in PSF(#/SF).All framing components are considered to be 6063-T6 alloy. m z ItIi i. I• W F USING THE FOLLOWING CRITERIA,EVALUATE EACH QUADRANT AND MARK 1u GENERAL NOTE iTAST3,C. D t"` Pat A„ SAND SPECIFICATIONS FOR SECTION 1 TABLES Expo z SURE. 'C'OR'D'F-XPOSURE IN ANY QUADRANT MAKES THE SITE THAT EXPOSURE. 1 - SECTKIN 1 UMform al L EXP r• cads for Structures with Screen Roof& all EXPOSURE C: Open terrain win scattered obstructions, Z „l , I tl It _ _.,--IN.-s• ., -.. _ -� .. ctions,including surface undulalgons or other .� a W < Irregularities,having_ risk wind re,g. tr►e9 heights less ttiah 30 feet e 7 1Mnd vuiocly Expose Exposure Cgenerally extending more than I,SOO feet g Pressure Roots- Windward from the buckling site in an quadrant - �: O i .{ i.., 1 � :°: I ( ,i II 1 34„ 1. .E1 ;•I!. ,. Leeward Roofs windward Leeward any LL h s s , 1' - ;1" t ,d ',1 •e•f• s.f. Wale .f. Wags s.f. aJ. Wage s!. Wale .s f. � 1. Any building located within B It, r I l,. II, ._ . Exposu. B74W terrain where the building is within 100 feet .11 ;. s fit 14 14 4 3 9 5 17 13 C-type horizontally M arty direction of open areas of Exposure terrain that extends rrrore 5 1e 14 than 600 feet and width greater than 150 it K 12e 17 4 15 t3 6 21 17 b - . 123 18 4.3 15.9 13.3 6.3 222 17.6 2. No short term changes site via be'b'. in 2 years before site evaluation and build out within 3 years. - W _ Z t�. 130 20 5 18 14 7 25 19 _ ponds and ocean or shorelines in any quadrant for greater a W t4o1 it 2 23 s zT 15 8 29 23 3• country,grasslands, 26 7 24 18 9 33 27 Loads per table 2002A 4. O 1. feet yquadrant. O �}iEET i U : pen terrain for more Than 1.500 feet in an � z .,: 1 t.1 h'1 1 ", Muidp0enr only appy to members when spans/heights are controlled by wind prsssun,not by polo load, {� CI w SITE IS EXPOSURE:_ EVALUATED BY: DATE: p €{ Z � 1 { � I I� SIGNATURE: LICENSE w 1 12/01/2009 OF 21 If � f 11 � I� ;i 1 ! { r' y � ' i i I ; s OPTIONAL - --. POSITION OF TOP .._ RAIL W/1"x 2" BEAM/PURLIN r x 3"MAX BEAM POSITION VARIES i c 1xSNAP SECTIONS ATTACHED TO RECEIVING (MANSARD SHOWN) 2' \\ j ATTACH TO 2"x 2•W/ " I +j PURLIN #10 x 1-1/r S.M.S-@ 24"D.C.OR,GNUOUS SNAP GALVANIZED METAL PLATE SECTIONS OR 2"x 3"(4) �1 F l y • • • G 2"x r EXTRUSION I I SPLINE GROOVE SECTION • t\N ~ TRUSS TAIL#2 P.T.P.AND • f n p 1, �1r 1 � � i SUB FASCIA • • �� ALTERNATE FLAT ROOF ':. - ° .. • • ~ NNIS Lar _ • • i�.R.0 d^r^1 M 1,x 2"OPEN BACK .. • Q� N • M • ro ,-0 is = EXTRUSION • (Cj a v N " { t "I Ir.• 3„� �. n 2 xrAND 1 xrMAY BE SELECT FASTENER b. -o.,N ROTATED TO RECEIVE ASTENERSIZE, b 3�� _ e' NUMBER AND PATTERN 1 #1 iy I 'SEE:TABLE 1.11 FOR MAX " .^' { TRUSSES OR SPAN SCREEN O 0 x 1-1/2"S.M.S.24"O.C. o RAFTERS ASSUMED TO BES) ( ) O �C u SEE TABLE 1.6&9.5A OR 9.56 0.045 x 1 X 2 H CHANNEL W/ k � TOTAL 1l2•S.M.S.EA.SIDE 8 r I -0"o.c. NOTCH rrrr I OCH r j 1 POST W N tq h 1 li ; UPRIGHT CONNECT fy ION DETAIL(FULL LAS TRUSS/RAFTER TAIL SCALE:2"=1-0" 1 1!2"x 8""I_BOLT W!2"SQUARE SCALE: 1"=1'0" - d WASHER ON PLATE COLUMN PER TABLE 1.3 OR 1.4 2"�x4"MAXIMUM .. FOR LARGER UPRIGHT USE w ALTERNATE BEAM TO POST ALTERNATE ROOF TYPE Q Z d RAPIER TAIL#2 P.T.P.AND CONNECTION FULL LAP DETAIL Z F- j 8 THIS PAGE AND MIN.PURLIN TO Q z SUB-FASCIA x 8 P.T.P.TOP PLATE UPRIGHT SAME AS MIN. W O w UPRIGHT TO BEAM TABLE 1.6 0Lu to ui jl. j ik U O II (I.E. 2'x r UPRIGHT V) w LO REQUIRES 2"x 4"BEAM) W (/) p U } k Gln; I1 p 1•x r SNAP SECTIONS (/J J Q N z 'SEE TABLE 1.11 FOR MAX. TRUSSES OR SPAN(Lor+) < ATTACH TO 2"x 2"W/ Lu BEAM TO POST CONNECTION W Z RAFTERS ASSUMED TO BE #10 x 1-1/2'S.M.S.(oj 24"O.C. SCALE: 2"=1' 0 3 nz @ OR • • -0 F- 0 Co a = 2'-0"O.C. CONTINUOUS SNAP (n O W J F- g I I L,I li a SECTIONS OR 2"x 3" 4 LU LaSPLINE GROOVE SECTION • Pj\NC'B #8 x 3!4"WASHER HEADED ADDITIO U = W O ALTERNATE TOP PLATE TRUSS/RAFTER TAI ION �A NAL FASTENING, L ASSEMBLY • • • �F CORROSIVE RESISTANT LU m p I S NUMBER OF FASTENERS PER SCREWS AS SHOWN F- W Z Q Lu v� ,I 4 I lift `i i SCALE: 1"=1'-0" • • ALTERNATE FLAT ROOF TABLE 1.6&9.5 EXCEPT ALL U J ),3 I SEE TABLE 1.6 Z S;I II€ { I ( ) SHADED LOCATIONS SHALL BE W � a X. 1 t y 4i it tf MINIMUM POST SIZES GUSSETT PLATE 0.050"OR FILLED MINIMUM OF ALL W U d w REQUIRED FOR EACH BEAM :: GREATER.GUSSET PLATE 1"x 2'SNAP SECTIONS OUTER LOCATIONS U LU U a. w di 9 fj, j SIZE(SEE TABLE 1.6) SHALL HAVE AN ULTIMATE ATTACH TO 2"x r Wl !I I' YIELD STRENGTH OF 30 KSI (� #10 x 1-112"S.M•S. 24"O.C. U p f l ) ; I ., OR HIGHER p F I SELF-MATING BEAM � OR CONTINUOUS SNAP Z N N 3 r)V 91 i 1i 3 y : f 1"x 2"OPEN BACK SECTIONS - SELECT FASTENER S¢E, SECTIONS OR 2"x 3."(4) = w NUMBER AND PATTERN SPLINE GROOVE SECTION ATTACHED TO r x 2"W/ SEE TABLE 1 ( .6&9.5AOR9 _ #`10 xOR CONTINUOUS(�24"O.C. SB) UPRIGHT CONNECTION • • x < uous sNAP WITH GUSSET PLATE DETAIL FULL SECTIONS OR 2"x 3"(4) ( LAP) ' C SPLINE GROOVE SECTION •• - - SCALE 2'=1'-0" 1'x 2`OPEN BACK FASTENED �.F � � - q •• Sti F { I t 1"A r OPEN BACK FASTENED •• S.M.S. v u`S TO POST W!(1)#10 x 1-1/2" • s a s ( 1,1 I i. F{ 1 �* TO POST W/(2)#10 x 1-1/2" ®'• • Co z S.M.S. • � p m R i O _ NOTCH BEAM TO RECEIVE W ii �� Iklr z t I SELECT FASTENER SIZE, EDGE OF EXISTING UPRIGHT `�' NUMBER AND PATTERN ALTERNATE POST ADDITION LL W "r p J O N (SEE TABU=1.6 8 9.SA LAT ROOF PURLIN r x 3"MAX O W OR _ 9.5B x 1., I � EXISTWG 2' , i ) x 3• z ) x 1 OR I II I ! f q LARGER - ATTACH AUXILLARY MEMER W 01 x ATTACH PURLINS TO ATTACH GUSSET PLATES TO 2 c = §� UPRIGHT a S.M.S.PER TABLES TO BEAMS W/(2)#10 x 2-1YY WI'D- [L W m • z SELF-MATING BEAMS W/ PURLIN&POSTS o S.M.S.ANDt6"O.C. a N c j fI 0 c pe a q o E MemWr Member Added 10 Hollow C U" m V i [ SLOPING BEAM TO UPRIGHT CONNECTION DETAIL(PARTIAL LAP) y 2'x2"EXTRUSION o SCALE:2 =1'-0" 2"x2-x0.040" 1"x x0.044" 3.x5 m a C c. W 9 2"x r x 0.044" - j y 4 .0 t W _ S m - 3-x0.oa5 as 0 W i J. itI Z'x3"x0.040" 1"x Yx0.044" LLI 2'x 2'X0. m N J I' ALL GUSSET PLATES SHALL x 4 x x x G 1"x2"OPENBACK • • us x nte. - 4 x O M o EXTRUSION BE A MINIMUM OF 5052 W32 COMPOSITE BEAM W/ADDITION 3 m z {, { ION OF AUXIL"px cm m 6, I ,�( , ) ;r, k, .: BEAM NOTCHED AROUND • • ALLOY OR HAVE A ULTIMATE HO RY MEMBER TO EXISTING w ig ilk X14 v i N, � - 1EaosrRENGrHOF3oKst. HOLLOW MEMBER FOR EQUIVALE G € I cDNnrvuous r x r oR(4) (>#to x t-1rr S.M.S,24"D.C.oc • • "_ " HOLLOW MEMBER z E _ ..... .. .._ SCALE: 3 -1-0 �� C7 �� II SPLINE GROOVE 2"x 3" 08 / )��. I I • • • Mp,-CAN �. 1/16'%REGEMNGCHANNELOR "e w t i: • • ��- NOTCH POST GUSSET PLATES ?I {„ u 1 { I :� s• �'': �!'.j.. : I' :I '`• ;r'` t • s (4)#10 S.M.S.EACH SIDE • • i [(' I (i j' '% ia � E, t= • • ALTERNATE FLAT ROOF 4,-t �� j� 't il' q+ ;wt I; 1':i 2"x4'h IMUMER BLEI.3OR1.4 MINIMUM POST SIZES -2"x 4"MAXIMUM REQUIRED FOR EACH BEAM FOR LARGER UPRIGHT USE ul SIZE SEE TABLE 1.6 ��, t7 cr ( ) ALTERNATE BEAM TO POST _ N z f w �� CONNECTION FULL LAP � �f SELECT FASTENER SIZE. + E f PURLIN TO UPRIGHT SAME AS E k., i l ;1 1 ii aQG f d ", i NUMBER AND PATTERN MIN.UPRIGHT TO BEAM v SHEET O (SEE TABLE I.6&9.5AOR9.5B) TABLE 1.6(LE. r x P = 11 UPRIGHT REQUIRES r x 4• w I BEAM TO UPRIGHT CONNECTION DETAIL(FULL LAP) BEAM) 5 SCALE: r=1'0" SIDE WALL TO PURLIN DETAIL {{ CC SCALE: 2"=VZ -W W 21 12/01/2009 OF � s � e I, i h d t it � i 4 ( i t} z i ± Y li'� I ., x+ "•.g,. ' , pp f f I I f I i } G r. : q i r ADDITIONAL FASTENING, CI-112" y its � NUMBER OF FASTENERS PER 1-314 TABLE 1.6&9.5 EXCEPT ALL EXISTING HOLLOW OR STRAP MADE FROM V SHADED LOCATKHJS SHALL SELF MATING BEAM REQUIRED GUSSET PLATE FILLED MINIMUM OF ALL MATERIAL ir.L 1w- BE Q (SEE TABLE FOR LENGTH AND F.y OUTER LOCATIONS #OF SCREWS REQUIRED) 4- L TOTAL { rf 1 i -I' s a� fmi ' ii (10)#8 x 12"S.M.S.111CH SIDE #10 x 31/2"S.M.S.16"O.C. I CON BEAM W/MIN.(3)#10 x 1-1/2" �i oFaEAMlPosT -►- � a SPLICE POINTS FOR FLAT Ola DOME ROOF SCALE: N.T.S. t M e'er^r 1"x T OPEN BACK ATTACH TO S.M.S.INTO SCREW BOSSES "r -i' � O N ry� z•xz'w/#1ox1-1rrs.M.s.@ ' 24"O.C.OR CONTINUOUS t r 2"x 3"(4)SPLINE GROOVE �.. �'_�_, _ ►1'C 7 � �R 41 r'r1 N SECTION • I ; c #� J sl s • • r ( SPLICE POINT «v SPLICE POINT O 1.� o CONNECT 2"x2"OFt2"x3"TO t },a } BEAM W/MIN.OF(3) 1x2'OPEN BACK ATTACHED } 3 F 'v #10 x 1 1!2"E'.M.S.INTO • • TO 2`x 2"W/#10 x 1-1/Z S.M.S. h e o m SCRE N BOSSES • • @ 24"O.C. � � � � I �W f►1 cv�(,0. � �& 1 i 1 .I i i � " i I • • �. 114L BEAM y t/tL �� f h } r k • • • 1 BEAM CUT TO ACCEPT WALL PROPOSED 2"x 3"x 0.050" I �k— -- I d • • L=TOTAL SPAN FROM TAB SCREW LOCATIONS PER UPRIGHT ra r • • SMOOTH SIDE DOWN TABLE 1.6 FILL OUTSIDE J w + y .i ,� fid ={k I ,(r • 1-3/4 STRAP MADE FROM SPLICE POINTS FOR FLAT Ol DOME ROO Q Z ° LOCATIONS FIRST 1/8"x 2-314"x 8"GUSSET EACH REQUIRED GUSSET PLATE � O SCALE: N.T.S. SIDE OF POST AND BEAM MATERIAL Z Z #OF SCREWS REQUIRED) SPLICE POINT p W m (FASTEN PER TABLE 1.6) (SEE TABLE FOR LENGTH AND Q W ~ z UPRIGHT PER TABLE 1.6 0) ui Table Cn O Z SELF-MATING UPRIGHT CUT W � U TO MATCH BEAM ANGLE U J U N eam saews W - Z r ate' ADDITION OF 2"x 3"TO EXISTING S.M.B.Ssize #/S2e I=% Q e �° + l Y1 �, I, ita SPLICE POINT I { ;.jj zJ,. SCALE: 2"=1'-0" rxe (q#7a 3 a" GUTTER fn 0 W -D F- g r x s arta 3 to SPLICE POINT OR SUPER W U W O I, 'I ADDITIONAL FASTENING, () NUMBER OF FASTENERS PER 2"x t0" (e)r14 Z CO TABLE 1.6&9.5 EXCEPT ALL ALL SCREWS 3/4"LONG SPLICE AT H W Z Q W C/) SHADED LOCATIONS SHALL BE ua 1l3L V9L RIGHT ANGLE U Z 0 EE CL i '•{. t', IN stz •`. FILLED MINIMUM OF ALL Notes: �µL TO BEAM W F- a' a t "'`' 1) Fill outer screw positions first until required number of screws is achieved. L-TOTAL srrw FROM Tqs W U a w (,• OUTER LOCATIONS O a #8x3/4'WASHER HEADED 2)See Table 1.6 for screw sizes and number. E- W CORROSIVE RESISTANT NEW POST ADDITION INSIDE 3) Screw pattern layout with spacing between screws greater than minimum is allowed so that equal spacing Is SPLICE POINTS FOR ftBLE ROOF U U U LL U w SCREWS AS SHOWN BEAM achieved. U ti SCALE: N.T.S, O O ( (SEE'TABLE 1.6) 4)2"x 8"beam with 2"x 5"upright shown. Other beam to upright combinations par table 1.6 may be used. D O O h Z N N 3 ALTERNATE BEAM TO POST CONNECTION(FULL LAP) _ _ 11"x 2'SNAP SECTIONS ATTACH TO 2".x 2"W/ #10 x 1-1/2"S.M.S. 24"O.C. J > O } j( 1 _ OR CONTINUOUS SNAP OR DOOR Q ' i 1 l� '`i 1 11 SECTIONS Oft 2"x3"(4) s � 0� SPLINE GROOVE SECTION 1v�GN�NGg - • • �pM IL 1"x 2"OPEN BACK FASTENED � �Q Z 'f HINGE LOCATION O (' TO POST W! 1 *'10 x 1-1/2" • • • n C O .„ S.M.S. ® • 4t 2 w I - - uj rc :. ' ® ® - c� ao I C I t i sh } , w � � t � I ;; I � 'p C SII`fit t I I ® • o 2 x 2 EXTRUSION 2 x 2 EXTRUSION Z CH BEAM TO RECEIVE d 2 $ Z EDGE OF EXISTING UPRIGHT ® W U m x POST ADDITION f W O { 1 _ k lY _,O . W ( t , ll 9 t 2"x '(0.044"MIN.)HOLLOW HINGE LOCATION �u t o m U i EXISTING 2"x 3"CR LARGER N ADDITION ATTACH TO BEAMS C a o W/H-CHANNEL O C O u t y t G (2)#10 x 1/2"S.M.S.AND p Co n a ul 16"O.C.BOTH SIDES m m t t I P 2"x_HOLLOW EXTRUSION w W x• m y HINGE LOCATION m N 2"H-CHANNEL O o F� # Z O m Z 1 `' f - i i ALTERNATE POST/BEAM ADDITION OF 2"x "TO EXISTING 2"x w NOTES. (r SCALE: 2"=V-T -Z I 1 a 1. Door to be attached to structure with minimum two(2))M hinges. c9 ' 1 % 2. Each hingeto be attached to structure with minimu f r nh four(4)#12x3/4"S.M.S.. a`a 1 I s !. i ) I i: ' III - 3. Each hinge to be attached to door with minimum ih LL" t ,. 3#12 x 3/4"S.M.S.. € j : III { �I, € ! � Idd`r: ( ) s � 1; i ' (a r � # I g jl 14. Bottom hi a to be mounted between 10 inches and; O I � i }• � 1 � } p . ,• ' =I I � 5.Top hinge to be mounted between 10 inches and 20.i��es from top of door. � i r =�rxl .7. .{ fI .t 1 t�W ,:l !'� I":• I �. �. E��' _� N � � door location is adjacent to upright a 1"x 2•x 0.04 "may be fastened tu upright wtt(r#�2 x d w HEET S.M.S.at 12"on center and within 3"from end of uprigt U i L SCALE: N.T. •m TYPICAL SCREEN DOOR CONNECTION DETAIL w p - - ` = i 21Lu 12/01/2009 OF 1 III } I , � - `f�fi# I 1 14,.9.,.1 �i.tl�i;.^•.E! qQ 'It' �.1� .�i�l �` ', _ I kliil{ r I y"s' 2-1/2'MIN.S.M.S.OR LAG s. IF TRANSOM HEIGHT EXCEEDS 6.0- lid SCREWINT02'x_FASCIAOR SCREW PATTERN SHOWN IS IF NO SUB-FASCIA INTO USE CANTILIEVER BRACE DETAIL RAFTER TAILS A POSSIBLE NUMBER OF i € SELF-MATING BEAM SCREWS.ACTUAL FIELD 4€ L: 1SIZE VARIES) 2"WIDE x 0.050'(MIN.)STRAP � � _ � SCREW PATTERN MAY VARY. I ;i SPACING PER LOC ATK)N FOR SCREW SIZES SEE V I J 1!4 x 2 LAG S..REWS Q 24" f w m COMPOSITE 2"x 3'SAVE RAIL O.C.OR#10 x:!"SCREWS Q DETAIL SEE PREVIOUS PAGE SECTION 9 w Z w 1 I I!> �I ij 4 : ',I _ 12"O.C. ® ._ ( ) �y ff {{ Z Q r 1 ® ® — SELF MATING BEAM BEAM-SCREEN ROOF ® a >f, ®(SIZEVIES)TAILCIJTOFFBEAM O f ® ® FULL LAP CUT0.05 "H-CHANNEIw nj (OPTIONAL) FASCIA ^(C+^I r_n 2&D POST TO BEAM FASTENING tom. 2"x 2"ANGLE WITH(4)S.M.S. OR GUSSETS _ ® ® ® ® (SEE TABLE 1.6) t' n - (SEE SECTION 9 FOR SCREW ® �UP�_OR e 3/4 FERRULE WITH 3/8 x 8" ® ®® POST Li °n SIZES)EACH SIDE TO UDEDr. _ .�, � p�1 ' I LAG SCREWS EACH BEAM a C v BEAM TO SUPER GUTTER GUTTER Q ®®® (SEE TABLE 1.3) cCI ry hf SUPER OR MAX DISTANCE FROM FASCIA EXTRUDED 45"t ms vM ' 1, SCREEN ..y r f RECEIVING CHANNEL iy 3 4 2-1/8"x 1"W/ 2 #8 x 1/2"S.M.S. OUT) t v O TO HOST STRUCTURE WALL ® GUTTER (MAY FACE IN OR EACH SIDE OF BEAM (SEE TABLE 1.11) ® SOFFIT REQUIRED KNEE BRACE fr �y v y r MINIMUM SIZE AND "`I W t`V N rz[4 v. ® NOT MORE 1"x 2"x 0.062"P.T.LUMBER THAN 1/3 OF CONNECTION(SEE TABLE 1.7) t� SELF MATING BEAM AND SUPER OR EXTRUDED GUTTER CONNECTION BLOCKING wi o.o2a"BRF1uc ® ® GUTTER HEIGHT LENG OF ;r SCALE: 2"=11-0" FORM CAP OR 1"x 2" IF KNEE BRACE LENGTH .( 2"x2'ANGLE W/(4)S.M.S. (ALLOWABLE ONLY W/ROOF KNEE B E EXCEEDS TABLE 1.7 USE oil i ;: -K EACH SIDE TO BEAM TO ANGLES LESS THAN CANTILEVERED ' " 'tiF-arci. 23'UPTOBEAM SUPER OR EXTRUDED 5"IN 12"ROOF SLOPES) ® CONNECTION DETAILS pj GUTTER FOR ROOF SLOPES GREATER HOST STRUCTURE Q Z a 3 P THAN 5"IN 12"USE 1/8"x 2"x ROOFING O 4 RECEIVING CHANNEL ANGLE AS REQUIRED ® ® Z j 2-1/8"x t"W/(2)#8 x 12" (2)2•LAG SCREWS _ S.M.S.EACH SIDE OF BEAM (SEE SECTION 9 FOR SIZE) X W 0 w a n MAX.DISTANCE FROM FASCIA to a p W m I TO HOST STRUCTURE WALL Z u) (SEE TABLE 1.11) 2"STRAP-LOCATE AND (� p w ' [ , Cn q I,i a ( , 1/4"x 2"LAG SCREWS Q 24" O.C.OR#1 o x r scREws Q SUP TYPICAL SELF MATING BEAM AND LOCATION DETAIL PAGEPER STRAP 12.O.C.MIN.AND(2)Q EACH LU W' Q Z C ER OR EXTRUDED GUTTER CONNECTION 1 FASCIA AN h 124 W � — I r y I E� STRAP SCALE: 2"-1=0" D SUB FASCIA ® u V) W a F- g COMPOSITE EAVE RAIL W/ ® W U 0 Z p Z m n I I )� ', BEAM-SCREEN ROOF 2"x 2"FASTENED TO BEAM/ 2"x 2"ANGLE WITH(4)S.M.S. ® — W z i OPTIONAL 1"x;r OR 2"x 2" w m (3)#10 x 1-1/2 SEE SECTION 9 FOR SCREW W Z g POST TO BEAM FASTENING UPRIGHT W/ ( ® S F- Q W rn h ":I 1 I a,p { FOR SCREEN _j z w SIZES EACH OPER OR f 'I , t I SEE TABLE 1.6 a a S.M.S.MIN.INTO SCREW ) SIDE TO BEAM U Z J y III li ( ) 3 j ® BOSSES. 1"x 2"ATTACHED TO SUPER OR EXTRUDED ® EXTRUDED W p., O TO 2"x 2"W/#10 x 1-10 S GUTTER � W U W w ; i !-. GUTTER MAX.DISTANCE TO uwi y i 4 ®® ®® M.S. HOST STRUCTURE 0 a { I. _z C7 m 24'O.C. CO i W Lu s a _ Q CONTINUOUS 2"x J SELF-MATIN 2 x— x 0.050 STRAP Q w WALL(SEE TABLE 1.11) fn V (n LL (� z ®® ®® 3"SNAP SECTION FASTENED w _ BEAM EACH BEAM CONNECTION z I , 3t SUPER OR ®®® ®® •® THRU SCREW BOSSES W/3 i� C) 5 € (SIZE VARIES AND Q 1/2 BEAM SPACING W/ O SUPER OR EXTRUDED G CI TFR O EXTRUDED MIN.#10 x 1-1/2.OR 2"x 3" 'w..,.a,.,.r; ® 2 #8 X 1/2"S.M z , GUTTER O S.PER STRAP Goo RISER OR TRANSOM WALL AT Z cv ANGLE,INTERIOR OR HOLLOW SECTION FASTENED ( ) DETAIL 2 — cV w I EXTERIOR RECEIVING MAX.DISTANCE FROM f THRU SCREW BOSSES W/ SCALE: 3"=1'-0" FASCIA F- #10 x 1- CHANNEL SE 1/2"'S.M.S. E�E d � I CTION 9 r `'r I ( T O HOST STRUCTURE- ) � RE WALL NOTE: J D � SEE TABLE 1.11 .O .. ( ) ENGTH SCREEN MAY FACE MINIMUM POST SIZES ARE Q s { IN OR OUT E BRAC ( REQUIRED FOR EACH BEAM t I fff p5 M ) SIZE(SEE TABLE 1.6) i SELF MATING BEAM CONNECTION TO SUPER OR EXTRUDED GUTTER w Fl t I SCREW PATTERN SHOWN IS SELF-MATING BEAM ¢. REQUIRED KNEE BRACE m m a SCALE: 2"=1'-0" F--r I g O¢ A POSSIBLE NUMBER OF (SEE TABLE 1.1 OR 1.8) ;r �:I i Ilpl I It i 4H - MININUMSIZEAND CO ? `( CONNECTION(PER TABLE 1.7) ® w SCREWS.ACTUAL FIELD IF KNEE BRACE LENGTH ® rn SCREW PATTERN MAY VARY. O w �, w _ EXCEEDS TABLE 1.7 USE ® LL 2 N O I 2"x 3"COMPOSITE EAVE GIRT 'j W .� 1/4 x 2"LAG SCREWS Q 24" CANTILEVERED BEAM ® z 2 LL ® ® - 3 I ! r m O.C.OR#10 x 2"..,CREWS Q CONNECTION DETAILS k W C9 0, � � Z i 12"O.C.MIN.AND 2 EACH ® ® ® ® W W LL ' O Q KNEE BRACE ATTACHMENT 6" ®® ® ® FASTENERS SIZE,NUMBER w p a w (II i`t" III rl is !II 1 j , STRAP ABOVE TOP OF GUTTER MAX. ro ® ® AND PATTERN(SEE TABLE 1.6) w v m w a u s OPTIONAL 1'x ® ® — ` � � 1 2 OR2'x2" N POST SIZE SEE 1.3 OR 1.6 O C O FOR SCREEN ( ) a U. Ic FASCIA AND SUB FASCIA ,s (2)2"SCREWS(SEE SECTION 0) p N m ' 9 FOR SCREW SIZES) m a w 1 t ti m ij P9 1/4"0 BOLT Q 24"O.C.MAX HOST STRUCTURE ROOFING w W °a i " m I . WITHIN 6'OF EACH POST m V j_ m O 2"LAG SCREWS n I I"t t,, FASTEN 2"x 2"POST W/(3) io O o t N I � 1 l I I ® (SEE SECTION 9 O L r O qq EACH#10 S.M.S.INTO SCREW a Z l d. SUPER OR z ® SPLINES FOR SCREW SIZE) m BEAM EXTRUDED 2'STRAP LOCATE AND w 0 i I I MAX DISTANCE TO (SIZE VARIES) ® GUTTER " HOST STRUCTURE FASTEN PER STRAP i Al 2"x x 0.050"STRAP C9 ' � I LOCATION g {{ ® USE ANGLE EACH SIDE FOR ALL(SEE TABLE 1.11 N DETAIL PAGE 1-24 — ) Z Iti ' I(t w $ !' ;.t SUPER6R' EACH BEAM CONNECTION 2"x 2`TO POST CONNECTION— - ALTERNATE LAG SCREW AND, � � ® EXTRUDED AND 1/2 BEAM SPACING W/ I � W!HOLLOW POST (2)#8 XX 1/2"S.M.S.PER STRAP FERRULE GUTTER SOFFIT $ 1 IF TRANSOM HEIGHT EXCEEDS ® o i � HtRtI�nW I I {{ MAX DISTANCE FROM FASCIA 2"STRAP-LOCATE AND 6-0'U3E C 2"X 2"ANGLE WITH 4 S.M.S. SU "r r ANGLE,INTERIOR OR FAS AN7IUVER BRACE O RjER OR I a TO HOST STRUCTURE WALL TEN(DETAILS PAGE 1-24) DETAIL (SEE SECTION 9 FOR SCREW ® - O F EXTERIOR RECEIVING EX FRUDED CHANNEL(SEE SECTION 9 2"x 2"X 0.093•AN Gt(ITTER V' dI" � �� ) (SEE TABLE 1.11) G�W/(4) SIZES)EACH SIDE OF BEAM °° II AND SUPER OR EXTRUDED i S.M.S.(SEE SECTION 9 FOR GUTTER w z SCREW SIZES)EACH SIDE TO MAX.DISTANCE TO w BEAM TO SUPER OR HOST STRUCTURE O E w FASCIA AND SUB-FASCIA EXTRUDED GUTTER WALL .V ALTERNATE SELF MATING BEAM CONNECTION (SEE TABLE 1.11) 2 - e R OR EXTRUDED GUTTER ug w SUPER OR EXTRUDED GUTTER SUPER OR EXTRUDED GU n - SCALE: 2"=1,-0. „L ,r�:: _ - - RISER(OR TRANSOM _ SER w w Ji � )WALL AT FASCIA DETAIL 1 RISER(OR TRANSOM)WALL AT FASB z SCALE: 3"=1'-0" DETAIL 3 w _ 12/01/2009 OF 21 ICI + !z I r i r I COMPOSITE 2"x 2"+1'x 2"_ i I II i, I � } 111 PRIMARY BEAM ALL 0.044"MIN EAVE RAIL SCREEN ROOF NOTE: BEAM TO MIN.POST Y�t, t !I C i 1 yyt p� 1 t uI � ' �I I" i t R C� +sl .I IF HEIGHT FROM GUTTER TO ❑ ®® (SEE TABLE 1.6) H BEAM IS GREATER THAN 1'-0" ®® ® ® n @ � z� 0.050'H CHANNEL OR GUSSETS SEE TABLE 2.3 OR 3.3 FOR A KNEE BRACE IS FIEOUIRED ® ® ®®® ®® ®® PURLIN/GIRT Q C r j h� 'il -- BRACE SIZE SAME AS t` i l I I MINIMUM CANTILEVER BRACE , 45.t WW^ CONSULT TABLE 1:fr�23 OR 3:3_ "d � �p N W y 2"x 3"x 0.050"OR EQUAL TO f a POST SIZE(BRACE DEPTH 1 J m w o0 REQUIRED NUMBER OF y.. see #10 x 9116"S.M.S.EACH SIDE ti h v v c 4 _ a (2)ANGLE STRAPS OR ® N �+1 W►-1 N E~R FERRULES REQUIRED ® ® W (3)#10x1 111 1/2'S.A.S.EACH rI CONNECTION - -- 11 a1 II Inc --- I LENGTH C o. _ - a�� KNEE BRACE 2 Z Mu I e CI I { til e 00 (1)#10 SMS za"D.C. _ 0 6 0 GUTTER IS NON STRUCTURAL Q z 6 r,� j I L, a e e MAY USE ROLL FORMED LU 1,; f;? e e GUTTER m ( ,il: s a e s 1 _ _ NO STRAP IS REQUIRED W e e 6 s 0 • (9)#12 x 3/4"TEK SCREWS (3)#10 x 3'INTO 2"x 4"(MIN.) Z O) W `. ;' e e 6 s a • THROUGH ANGLE INTO SUPER SUB-FASCIA EACH SIDE EXCEPT W (q U �p O h k al _ LU Z s 9 GUTTER FOR EXTRUDED GUTTER !n J (� N w FASTENE BEAMTOWALLCONNECTION Q PATTERN RSEE TABLEBE6R AND (SEE SECTION 9) Q g FASTENER SIZE,NUNIBER AND ( ) - In O W J z LL PATTERN(SEE(ABLE 1.6) BEAM AND UPRIGHT U W O { SEE TABLE 1.6 FOR BRACE W 0 Z SIZE SAME AS RISER ® r m 2 F I IA EXTRUSION SIZES ® ® ® ® D Z O SEE TABLE 1.1 AND 1.3 ® H W Z Q W '.. 1 l; ( ) ANGLE CUT FROM S.M.B. 3 114•x 1-3/4"TAP CON OR {{ I � I O cn � ryl ® ® ® ® U Z J SAME SIZE AS CANTILEVER ® LAG SCREW VARY SIZE WITH BRACE OR LARGER(#OF ® ® ® ® ® WIND ZONE Q' LL! U (I a s. if SCREWS BASED ON DEPTH OF H W z PRIMARY BEAM PER SIDE OR ® � (� (A LL W "I dd SUPER GUTTER TO UPRIGHT WITH ANGLE CONNECTION DETAIL. PER CONNECTION)= I rn 9 41 I. (D-1)#10 FOR 2•x4'-2"x7" O C) � I till i (D-1)#12FOR2"x8" Z N N W ,I i 4FOR2•x9"a2•x10" lttHa '�, 2"x2"(MIN.)x1/8"ANGLE 0 k' 11 k'i 1 �I i ,li P ;r J > O O ' ^a �! NOTE Q z f 1. For to beam see Table 1.6 2.2 or 3.3 { Post , c 2. For con I � NOTE: rection members see Table 9.8 U-Channel � 'AI. a =A,t i.: " IF HEIGHT FROM GJTTER TO 3. Inside connection members shall.be used wherever ¢ {. I , possible_ i a i Le.Use U Channel In Neu of, " o where Bible. � BEAM IS GREATER THAN 1-0 ao K ! A KNEE BRACE Is REQUIRED ALTERNATE CANTILEVERED BRACE CONNECTION „ o II r T WALL AND F W I r f � O ALA ASCIA DETAIL l u . -� W � p 4 LL �. iiB ll �i� 4 6 r rI Ly G 2LL # 1 O Opt z _ I �� a tl a ,i �� p a w 9 1 9 t W ' J FASTENER SIZE,NUMBER AND O e! C ,a° `� o a l l! € t 2'x 4"PURLIN a c _ PATTERN(SEE TABLE 1.6) O C U O LL N ❑rn � of 2 ANGLE STRAPS OR MIN. 3 #10 x 1-1/2" M a S. .S. r ^x Lu Jill�:1 o: ; Lu z FERRULES REQUIRED ¢ v� m a0 m ... I •', s � � 4 { l;I;. ', �p I (3)#10 x 112"S.M.S.EACH CONNECTION O m � E t II E 1 7 s f.t a X11I f , ® ® z z O 00 w 0 MINIMUM 2"x 4"FASCIA O e e O • e e NQJ�TCH ANGLE FOR GUTTER z T i�1" f ) it YII eee Ods • s #12 2 3/a•TEK scREws .. _...- M t �'�?.'� �r i t I Ii , Ez ^f � s, �I,I I s I � e Oso • � O ��ST REMAIN FOR ANGLE i I ' q THROUGH ANGLE INTO SUPER STPRENGTH GUTTER 2"x 9"S.M.B. 2"• _ O FASTENER SIZE,NUMBER AND ❑ BSc 3"x 0.050"MIN.W/(4) ANGLE,ANCHORS,AND LPR I PATTERN(SEE TABLE 1.6) SIMS USE BEAM DEP H+1 �7i"1 V 4 O1 O t7 d I RECIEVING CHANNEL PER # x 314'S.M.S.FOR AGE; O Z c t 4I d r FASTENER RNSIZE,NUMBER AN) BEAM AND UPRIGHT SECTION 9 B NUMBER OF SCREWS' W - SEAL (I PATTERN 'TABLE 1.6 EXTRUSION SIZES (SkE SECTION 9) a W I i'? k ri ('I f'�1 �I lr ieI �' t (SEE TABLEI.IAND1.3} _x2"x2"5052H-320RH34 3 p SHEET i i (�CFTER TAILS OR 2.O.C.MAX O� i BREAK FORM ANGLE 2"WIDE IDE z_5052 H32 PLATE W/(1)#10 S.M.S. WI w -/2'x 6"SUB FACIA i YI�a: D.l JI 1. a ( �I ( : - • ❑ W SUPER GUTTER TO UPRIGHT WITH ANGLE CONNECTION DETAIL Go BRACING SYSTEM FOR STEEP ANGLE GABLES CANTILEVERED BRACE CONNECTION AT FASCI�h(END VIEW y z a i 21 12/01/2009 OF NOWB I f rr ([ , i I iI ', I { � I - `�.x.. - .,: J {` BEAM (CONNECTOR MAYBE(2) EXTRUSIONS W1 INTERNAL { SLOPED ROOF OR GABLED ANGLES.INTERNAL U SCREW BOSSES MAY BE CH*NNEL OR EXTERNALLU' END ROOF V (CHANNEL EACH SIDE OF CONNECTED W/(3)#10x 1-1/2 INTERNALLY 1"x 2"OR 2"x 2"ATTACHED �i ONNECTING BEAM W/ TO WALL W/#10 x 2"S.M.S.Q 6 I CONNECTION APPLIES AT (CONNECTING PER SECTION 9 o BOTH ENDS OF BRACE SLS ( ) ® 16"O.C. �+ o (2)#10 x 1/2"S.M.S.TOE —� r, SCREWINTOBE4M ANDIOR ANGLE OR PLATE AT BOTTOM ® w C2:dF �! �� SIDE WALL RAIL OF BRACE CARRIER BEAM ® � Q � N N(, v '.. (SEE TABLE wrL tie wREQUIRED EQUAL TO w i�MINIWUM NUMBER S.M.S.3/4" p C i.i +ti LOf� o �� ok y0... "1 q PRIMARY BEAM Z h W y a q r nJ 1j �T BEAM DEPTH \ (SEE SECTION 9) ® r'�1 W ti N vt(.1y (SEE TABLE 1.1 OR 1.8) HOST STRUCTURE TRUSS/ rl '( I \ WIND BRACE v RAFTER TAILS OR BARGE I RAFTER(SELECT FASTENERS I , � � PRIMARY OR l o r 1' \' \ MISCELLANEOUS FRAMING oil I s t �k�, � I I \ � FROM SECTION 9 I CARRIER BEAM TO BEA BEAM(SIZE PER.TABLEs) M CONNECTION DETAIL SCALE:2"=1*-0" J L4 t �, $ 4 II• fi )I BEAM TO WALL CONNECTION: Q Z 1� (2)2"x Y x 0.060" D O 4 EXTERNALLY MOUNTED I Q F_- Z I " ALTERNATE: 1 ANGLES ATTACHED TO WOOD UPLIFT/FORCE W 1"x 2".1"x 3"OR 2"x 2" FRAME WALL W/MIN. 2 3/8"x 4� W w ( m I O ON FASTENER HED TO W Z ui hII {i ALL /#10 x 2'LAG SCREWS PER SIDE OR O ATT/{ \ O j 2"S.M.S.@ 16"O.C. TO CONCRETE W/(2)1/4"x ANCHOR IN SHEAR C9 W U O Lu GY` ,. 2"x2"EXTRUSION W/ fA. O 1"x 2"EXTRUSION ® 2-1/4"ANCHORS OR MASONRY ANCHOR IN LOAD J (7 N w WALL ADD 1 ANCHOR PER W D Q Z EAVE RAIL O TENSILE 0 Vp I.- 0 U) 'Ih w SIDE FOR EACH INCH OF BEAM T RUCTURE MASONRY I MAS Y II I I HOST(. (Ia I =m DEPTH LARGER THAN 3" NOW ' E ,I { b OR FRAMED WALL a J w l ;z � 4 I — Z t: j:` W f SELECT FASTENERS FROM w U W O I ( O ® ALTERNATE CONNECTION CALCULATE THE NUMBER OF SCREWS§FREQUIRED BY I , { SECTION 9 TABLES) w Z O (1)1-3/4"x 1-3/4"x 1-3/4"x 1/8" SOLVING THE FOLLOWING EQUATION: W Z - F- Q W rn WIND BRACE CONNECTION DETAIL ® INTERNAL U-CHANNEL U Z O p J L { .l SCALE: 2"=1'-0" ATTACHED TO WOOD FRAME W )- CL P, I. BEAM S#jfAN d' W WALL Wl MIN.(3)3/8"x 2"LAG ROOF WIND LOAD`x BEAM SPACING x \ W W U d w NOTES: PRIMARY OR MISC.FRAMING / SCREWS OR TO CONCRETE 2 J =#OF ANCHORS F- x W o 1. Wind brad provided at each side wall panel when enclosure projects more than 4 panels from AM(SIZE PER TABLES) OR MASONRY WALL W/(3)1/4" ANCHOR ALLOWABLE LOAD U V- w ng:;hall be Prol O Pa O # host structure. ANGLE OR RECEIVING x 2-1/4"ANCHORS OR ADD(1) p `FIS ON PAGE 3 D O 1 CHANNEL ANCHOR PER SIDE FOR EACH 'FIND ROOF WIND LOAD IN DESIGN SPECIFICATI O Z N N INCH OF BEAM DEPTH w BEAM TO FASCIA CONNECT(p DETAIL _ . LARGER THAN 3" N t CUT RECEIVING _ F- I G CHANNEL TO SCALE. 2" 1'-0" D �- I M FIT BEAM AND BRACE ANGLE BEAM TO WALL CON J I �y, •.' � Is J I � � a�• , t {,�� - � .. x s•BEAM CONNECTION DETAIL � o SCALE:2"=1'-0" Q Z WIND BRACE x G'. a f OPTIONAL BRACE TELESCOPE o P-a-, t s ' ,� MIN.12" z p LL w� x WN O f I Z 2 .ac pil W m W g r uJ a III j K m C ! < h I E ,I�')i l avPl I ,r \ 12"MIN. 0 m rn ^ E W 1-3/4"x 2"x 1-3/4"RECEIVING (y.� c �' w co CHANNEL ATTACHED T O BEAM m W1(4)(TOTAL)#10 x v2"S.M.S• m v o 2"x2"EXTRUSION W/ C , '• { 1"xs O O L 2"EXTRUSION OR a Z FIad {� I � '� � ' I I � I 2"x 3"SPECIAL SECTION ,�_ 3 � BRACE ATTACHED TO Y z $ w CHANNEL W/4 (TOTAL) 4 ,�i � y• ]I' 1� 61 2100PAND 2 BOTTOM � �a.r_ O O ti o: 10 F {y EAVE RAIL 1 k # 0 1 � z ' IN ! �" �� )� TELESCOPING WIND BRACE CONNECTION DETAIL � z � l i � A � a w SCALE: 2"=1'-0" .. � p ,SHEET w p J > f F; y ,I NOTES: ¢ z ¢ J 1. Wind bras shall be provided at each side wall panel when enclosure projects more than three panels from w i 1 I ' {, Er, host structure. Structures of four or more panels shall be spaced for even number of panels for opposing wind D Lu 11Lu bracing. 2. Cut brace parts with min.12"lap of larger and smaller brace. w 3. Cut receiving(hannel with angle. 21 12/01/20OF m 1 q l{ s - sE3€. Io � I t {{ o �. � , f ! I I o ;. ti. ,,; l{f i I i ,I,�p:� � w p 1 ..__._. r.., :,.._..:_.,_ _, _._,_.,. _. _.. -• -- _ .... ._ -_. 3.1/2"ASTM/4.36 PRESSED STEEL CLIP MAYBE CABLE BRACING SUBSTITUTED FOR f 2"x 2'x 0.125"ANGLE HOST STRUCTURE U ns: ;I UI BRACED BY HOST ELEMENTS BRACED BY II ; I ;I :il 1 11 EI I. STRUCTURE TO BE BRACED DIAGONALS General NOf@S and Sp@CIfIC8L10 `1 �{ „•i`,j,l i� i', MIN.3314" PERIMETEBY DIAGONALS INR PANELS(MIN.) - 1 The following shall appy to the instaKatlon of cables as additional bracing to DIAGONAL bracing for pool (4'NOMINAL)SLAB ALTERNATE BRACING ) Fla — S r-i i tl t ELEMENTa BRACED BY HOST — PATTERN,CORNER BRACT a) FRONT p " ( y STILL REQUIRED a) FRONT WALL CABLES-7 x 19 STAINLESS STEEL M STRUCiURECONNECTION CABLE DIAMETER TOTAL ALLOWABLE WALL AREA' ) rte+N K BRACIt MIN.5d CONCRETE ANCHORS o rn�M CABLE OFA MIN.(2 114"OR 5/16'x 1-0/4" S.S. CABLE X40°-50"MAX Q ' BEAMS AND I OR.PURLINS (IN WALLS')) 3/32" 233 FL I PAIR OF CABLES ANGLE W/SLAB ALTERNATE CLIP: lu iia a-6 p`.� R - Y � 445 FL l PAIR OF CABLES �� tij a_a w 1/8' MIN. AtA-� 3'ASTM A 36 o H TOTAL WALL AREA=700°(t OF FRONT WALL+50°6 OF ONE SIDE WALL PRESSED STEEL CLIP ar¢ v M TO c c ,- EXAMPLE FRONT WALL AREA Q 100%(8'x 32')= 256 Sq.FL �'" SIDE WALLAREA@ 50%(8'x AREA 36Sq.Ft „ TOTAL WALL AREA= 336 Sq.Ft 233 Sq.Ft x 2 sets=466 Sq.Ft.>336 Sq.Ft:thus two sets of 3/32"cables is required. TYPICAL CABLE CONNECTION g►T SLAB DETAIL-DETAIL 2 3 i, E: 2"4 1'-0• 1 �— C, oil b SIDE WALL CABLES-7 x 19 STAINLESS STEEL ) ANCHOR PER TABLE 9.1A MIN. irr 'i�l ! I e(' ° SIDE WALL CABLE" '' !I r • :,, k CABLE 2METER ONE PER 233 Sq.Ft OF WALL SHEAR 607#FOR 3132"CAkE AND 902#FOR 1/8"CABLE SLAB FOR 118"CABLE SHALL J a „ ,� la a ONE PER 445 S .Ft.OF WALL FOR 3/32"CABLE 5/16"x 2" �O HAVE A THICKENED EDGE TO 1/8^ CONCRETE ANCHOR W/ ACHIEVE 5d MIN.AND A 3/8"x Q O k f I' "SIDE WALL CABLES ARE NOT REQUIRED FOR SIDE WALLS LESS THAN 233 Sq.Ft 2 2"ANCHOR CABLE THIMBLE AND WASHER Z H z c)To calculate the required pair of poles for free standing pool enclosures use 100%of each we v Q W Q w a area&50%of the area of one adjacent wall. --- z p W m z Z � Orn w Ell \ 0W Uo z O z (n J () CV w ! z— W — r m • i I, �d, NOTES:' here wall height is such that a girt is required between the top a save rag and the chair rag,(i.e. v m �` Q (n Q tj 1 + I' EXAMPLE OF ALTERNATING (I I 1 I. J, I! I .d BRACE POSITION a mid rise girt),then the front wall shall have two cable pairs and they shy be adadred to the top N W Q Q J Z i,fa ,j reit and the mid-rise rail. If more than one additional girt is required between the top or save reg p TYPICAL LAYOUT CABLE �,- - R TYP G and the chair rail,then there shall be an addiBonai front wall Able pair at that girt also. z r m g N. CABLED L BEAMS OR PURLINS K BRACfI1N ' • K-BR4CiNG 2. Side walls do not require cables until the side wall area is greater than 233 Sq.Ft.The side wall ,� W Z (IN WALL) Q W IN WALLS) Tess than 2.5 airs use 2500 P.S_I.CONCRETE d f Cbz O L3 _3 cable may be attached at the mid rise girt or the top rail W m 3. Standard rounding oft rules apply.ie:If the number of cables calculated is P WELDED WIRE d ( ADDITIONAL ROOF BRACING IS pairs cables. 6 x 6 -10x10 w REQUIRED FOR ALL SIDE O)gJAL, two cables,H the number of pMes calculated is 2.5 pairs or greater use 3 pal H � W U 0 � a 2 x 2 MIN ROOF DIAG Number of nets shall MESH OR FIBER MES W THAN 4 (MIN) walls larger than 4 panels. pa F— J z ER de Pa DIAGONAL TO BE WALLS LARGER all sr it I EACH CING 4. Additional roof bracing is required for rg � FASTENED EACH END W/(2) PANELS.NUMBER OF PANELS MEET WALL AT WALL BES be even and position shall be alternating. CONCRETE (n O LL w . Cables shall be snugged up tight only to not put strain on cables. �p k AT CORNERS(TYP.) r : f EACH#10 S.M.S.(MIN.) SHOULD BE EVEN TO PERMIT 5 POSITION OF BRACES ALTERNATING EN ROOF MAY BE FLAT,GABLE,MANSARD,DOME,OR HIP) ALTERNATE CABLE CONNECTION AT FOUNDATION-DETAIL 2A Z c:1 N w 1 ! I i!�. I', i k II (POOL ENCLOSURE SCREEN PLAN VIEW SCALE: 25, r o^ j j 3 k I I p I EI POOL ENCLOSURE DIAGONAL BRACING-SCHEMATIC gR a #k E'•. i i e. 'I SCALE: 1/4"=1,-0" Ea E N F i �, Ili HOST STRUCTURE 2'x 2"x 0.125"ANGLE J > O I i (5)#10 S.M.S.(MIN.) S.S. CABLE'Q 40"TO TO MAX. Q ANGLE TO SLAB 1/8'x1-112"x8•FLAT BAR t II CABLE CLAMP 2-1/4'x 1-1/2"CONCRETE ANCHORS(MIN.) d a CID I I c,}1 — — I TABLE SEE ) P:3"ASTM A-36 � ( RNATE CLI r ro I ALTE as ® \ ® NOTE: PRESSED STEEL CLIP MAY BE 2 ul 9 l O a F4 as 0.125"PLATE OUT ON 0125 SUBSTANGLED FOR 2'x 2'x O J W _ 45"ANGLE ® SSP CS. FOR NUMBER OF m f Co z 2 m aE <O CABLES REQUIRED z g LLl 2 LL EYE BOLT OR TURNBUCKLE FOR _ $ CABLE TENSION STEEL CLIP MAY 1 p 3-112 ASTM A-36 PRESSEDLu DO NOT OVER TIGHTEN CABLES DISTANCE FROM EDGE OF a o it SUBSTITUTED FOR SNUG UP ONLY SLAB=5(D)OF SCREW O C � p ..� ( i } �� 2"x 2"x 0.125"ANGLE U. U S m k t i� 'f 1e TYPICAL IAYOl1T STAINLESS STEEL(SEE TABLE) BEAMS OR PURLINS PERIMETER FRAMING % a MEMBER ALTERNATE CABLE CONNECTI AT SLAB DETAIL-DETAIL 2B m PATTERN SCui ALE: 22"=1'-0" SELECT ANCHOR FROM TABLE m U >_ 'r m > W m m 1 t WIND BRACING TYPICAL CABLE CONNECTIONS AT CORNER-DETAIL 1 TYPICAL FOR EVEN NUMBER OF SIDE PANELS OVER 4 scALE: 2•=r-0" 9-1,MIN.SHEAR 607#FOR � � O" c O - 3/32"CABLE AND 594#FOR 1i8" O n z CABLE FOR 3/4 "CABLE(l) SCALE: 1/8"=V'0" `E, 3 0 A ALTERNATE: 114"x 1-112"CQNORETE w r HOST STRUCTURE E 1 1/4"x 1-1/4'FENDER 2 �i IN. z ! t' <e-11I�E� ^t�II: I 41 IIII ill I `I USE O Q ANCHOR( N7��M .r yµ WASHER EACH SIDE OF y "� it I ! I,, �. I,., ®® FRAME MEMBER _ Q - I^" I Ii1 {� ° i iI 1 I .� � • 1"x 2"x 0.125'CLIP AND(4) �•' .`O 4., S.M.S.EACH #10 x 3/4" SM SIDE FOR CABLES ^ J - Z Z ._� a' O O ro EITHER AORB . .� D K B MIN.(2)CLAMPS REQUIRED %g �� N 2O z V y ® ® (TYP.) b m SEAL a .I ; SHEET w jI ( J pp 2500 P.S.I.CONCRETE Z 6x6-10x10 WELDED WIRE ug w MESH m MESH OR FIBER o w MIN.114"EYE BOLT.WELD EYE CONCRETE w 1 a jj CLOSED(TYP. m TYPICAL LAYOUT q BEAMSORPURLINS 21 ALTERNATE CABLE CONNECTIQ�NS AT FOUNDATION-DETAIL 2C qa WIND BRACING PATTERN ALTERNATE TOP CORNER OF CABLE CONNECTION-DETAIL 1A TYPICAL FOR ODD NUMBER OF SIDE PANELS OVER 4 SCALE.,: 2•=1-0. t2ro1noo9 of p SCALE: 1/8"=1'-0" SCALE: 2"=1'-0" " I !•� al I j i I a a I �I '°' I I I I, , I „ YxYx0.083PY ANGLE 14 �' R(MAR SCREEN EACH SIDE 118"x Y x 13/4"INTERIOR SCREEN #10x3/4"S.M.S.EACH SIDE Y x L OF ERHFJ2 6005 T$ d VARIES c vnwEs ' SCREW �_ P 11 C IP 2"x 0.063"ANGLE P BnowN SEE SCHEDULE S OR THRU BOLTS OST SI'L+E i EACH SIDE t 9' SEE 1.3 FRIES TABLES ALLOY OR BREAK FORMED (4•SHOWN) PRIMARY 2"x ( ) _(SEE SECTION 9) 5052 H 32 OR 34 ALLOY #10 x 3/4•S.M.S.EACH SIDE (1YP) Q t'x Y O.B.BASE PLATE 1 )) d. ,d x{ {u' j 7i- r t w+Y;, (SEE SCHEDULE THIS PAGE) SFROM ANCHOR d'MINIMUM EDGE DISTANCE Irv'' (r °t ' }GI Ilr 2318"BRICK PAVERS ® ® Y x(D-2')x 0.0630"ANGLE ® ® EDGE OF SLAB TO OUTSIDE �I o ® ® V x Y O.B.BASE PLATE THIN SET BETWEEN (TYP.) hey o EACH SIDE OF COLUMN W/#10 ® ® BOLT 9 •5d DISTANCE 4d eh CONCRETE AND PAVERS N Sd'MINIMUM EDGE DISTANCE S.M.S. 11a 1-va r TO E ` s f 1'x 2'EXTRUSION ANCHOR ALL CONCRETE ANCHOR BOLTS FROM ANCHOR T (SE SCHEDULE THIS PAGE) a aro• 1-716 . . TO CONCRETE W/ TO BE RAWL EXPANSION BOLTS EDGE OF SLAB o :s CONCRETE ANCHORS WITHIN D MIN.3 1t/2'SLAB 2500 P.S.I. O D SEE SCHEDULETHLS PAPAGORE • GRADE i.t•h"y p e� I!9 OR EQU NALENT •i"a W tt O M G CONCFTE 6 X 6-10 X 10 7M' t-1/4. ( ) C� 1 t v I , I BIX T 0 •5d DISTANCE v 6"OF EACH SIDE OF EACH CONCRETE ANCHOR _. _ -- _ 1-1/4'MIN.CONCRETE �U. 14 OST AND 24"O.C.MAX D WELDED 1NIRE MESH OR e : aro, taro Y P @ SH CONCRETE (SEE SCHEDULE THIS PAGE) a NOTE:DETAIL ILLUSTRATES ANCHOR EMBEDMENT o u' SELECT CONCRETE ANCHORS FIBER f ONCRETE 4" M.B.COLUMN 2500 P.S.I.CONCRETE OR d t o^o jt�sx ( i ,I FROM SECTION 9 2" 5d p c `^ ,I I ' 2500 P.S.I.C GRADE TYPICAL Y x S CONNECTION ALTERNATE Y x_WOOD O 1-114" MIN. CONCRETE u n I' NOTE:DETAIL ILLUSTRATES (MIN.) TYPICAL Y x 4'S.M.B. ANCHOR EMBEDMENT DECK t 4 1 i� :I ;fu :, I' II. • r'vlPvl�l NV1 1 ° SIDE WALL SIDE VIEW TYPICAL S.M.OR SNAP a COLUMN CONNECTION Y(MIN.) (MIN-)5d POST TO PLATE TO CONCRETE DETAIL i, i;�- .• _ VIEW #10 x13/4 S M SMEACH SIDE SCREEN SCALE: 2"=1'-0' SIDE I TYPICAL SELF MATING OR i PRIMARY Y x TANGLE CONCRETE ANCHOR THRU SEE SCHEDULE THIS PAGE (SEE SECTION 9) SNAP SECTION Y x 2"x 0.063'ANGLE EACH ANGLE OR WITHIN 6"OF G ' I PRIMARY Y x Tit 0.063'ANGLE CONCRETE ANCHOR O UPRIGHT IF INTERNAL J ui I{ �' SIDE ATTACH TO POST AND SCREWS INTO SCREW Z 2 #10x3/4'S.M.S.EACH SIDE a 1JI j: CONCRETE Q LOAD BEARING PRIMARY ANGLE Vic 2'BASE PLATE(TYP.) ? 0 WALL W/(2)MIN. S.M.S.(PER o POST 5`i 2'X- CONCRETE ANCHORS BOSSES SECTION 9)EACH SIDE SEE 1.33 SERIES TABLES 1"x Y BASE PLATE(TYP.) 24'O.C. Z F- i J I t I W w 0 W m Z ui ALL CONCRETE ANCHOR . �. •• W U z W (1) C5 BOLTS TO BE RAWL : . 4 W 0 Z h I 11'�' f11l' I P.S.I. RUSIONANCHORTO EXPANSION BOLTS OR •' Q ,., I �, (' MIN.3-1/2"SLAB 2500 1"x 2"`EFXT NOTE:SELECT CONCRETE 1-1/4'MIN.CONCRETE 0 (n � 0 U) y III(�'� �' t, I ANCHOR FROM TABLE 9.1 ANCHOR EMBEDMENT i G L.. r .. y h tl� GI CONCRETE 6 x 6-10 x 10 p CONCFETE W/CONCRETE EQUIVALENT a . WELDED WIRE MESH OR D ANCH(ARS 6'MAX.EACH SIDE : (5" "(MAX) W J O_ 0 Z O MAX SPACING 24'O.C. m )» FIBER MESH CONCRETE p OF EACH POST AND @ 24"O.C. 2-W BRICK PAVERS (MAX)( ) U W z MAX� THRU PRIMARY 6"(MAX) O ANGLES AS SHOWN ABOVE THIN SET BETWER� FOR BOTH SIDES 2500 P.S.I.CONCRETE MAX SPACING 24"O.C. Z O AND Q 24"O.C.MAX 1-114"(MIN.)CONCRETE FOR BOTH SIDES I- 0 CONCRETE ANCHORS CONCRETE LA MAY BE USED TO CONNECT SELECT 4kk ,� ABLE 9.1 FRONT VIEW ANCHOR EMBEDMENT FRONT VIEW W U w 1I :I CHAIR RAILS AND PURLINS FROMITT 2500 P.S.I.CONCRETE DE WALL 2"x 4"OR LARGER SELF MATING SECTION POST TO DECK/PAVER DETAILS 2"x 4"OR LARGER SELF 11ehTING OR SNAP SECTION POST TO DECK DETAILS I- W z SI 1.Q. SCALE: 2'=1'-0" (� O (A LL w DETAIL SCALE: 2"=- �,.. : AND PLATE TO CONCREIT)� NOTE: K v i ALTERNATE POST TO BEAM A Ma LLER ONLY ONE ANGLE IS REQUIRED- o " NOTE: FOR SIDE WALLS OF 2"x 4'ORS p s �, I I : j,' j ( '11'r: f ,1 , ,�:,., :s SCALE: 2 =1-0 l 2.PREDRILL PAVERS W!MIN.1/4" NRY BIT. Z C 1.FOR SIDE WALLS OF 2'x 4"OR S ff �f}(LLER ONLY ONE ANGLE IS REQUIRED. FOR WOOD DECKS(MIN.2"NOMINAL THICKNESS)USE WOOD FASTENERS NP//THESE DETAILS t/8'X 2'X 1-314"X 2'INTERIOR SCREENO DETAIL ILLUSTRATES TYPICAL Z i x�l' U-CUP OF EITHER EXTRUDED 2"x 4"S.M.B.THRU 2'x 9"SUB F- -d- t' 2" ONCRETE J VARIES ALL CONCRETE ANCHOR BOLTS TO BE � 6005 TS ALLOY OR BREAK CONNECTIONS s TO CONCRETE W/ (4"SHOWN) BAWL IXPANSIONBOLTS OR EQUNALENT DECK EDGE POST��2"x_ FORMED 6063 T-6 OR 5052 H32 CONCRETE ANCHORS OR THRU PRIMARY l o - tag SERIES TABLES OR 34 ALLOY #10 x 3/4"S.M.S.EACH SIDE t F SEE 1... ANGLE 6"MAX EACH SIDE O 3 2-3/8"BRICK PAVERS (SEE SCHEDULE THIS PAGE) EACH.POST AND 4 @ 2"x Y PRIMARY ANGLE SCREEN 24"O.C.MAX � THIN SET BETWEEN 'ABSOLUTE MINIMUM EDGE �. � a SELECT CONCRETE ANCHORS CONCRETE AND PAVERS 5d•MINIMUM EDGE DISTANCE _ OF CONCRETE TO C.O. r FROM SECTION 9 ` 1" m FROM ANCHOR TO OUTSIDE VARIES FASTENER=5d i' EDGE OF SLAB 5d(MIN-r A. k 2 m w I: : BOLT O "Sri DISTANCE it N ;5 MIN.3-1/2*SLAB 2500 P.S.I. R 1A" t-ta ® LL " .r CONCRETE ANCHOR I c� w- x d .�' " LL 1 CONCRETE 6 x6-10X10 ?' r D (SEE SCHEDULE THIS PAGE :a p • 5116 15ro MAX. SECONDARY 2"x 2"x 0.063 z { ) 2-1/2' MIN. m WELDED WIRE MESH OR 2500 P.S.I.CONCRETE a GRADE (MIN.) B W Z a ANGLE ANCHOR SCHEDULE d W m ANGLE(SEE SECONDARY FIBER MESH CONCRETEp { I NOTE:DETAIL ILLUSTRATES ( ) ) w � v m v s e s Q) G I II I � 1 � � „ ' � � 1-1/4" MIN. CONCRETE SE PLATE AND TABLE 9.1 ' IL ANCHOR EMBEDMENT 1'x 2'O.B.BA (TYPJ a N rS II t SIDE WALL POST TO PLATE TO CONCRETE DEQ TYPICAL 2"x 4"S.M.B. c f �I CONCRETE ANCHORS INTO cc C o a 0 - COLUMN CONNECTION MIN. 5d #10 x 3/4"S.M.S.(TYP-) qRY O C I' SCALE- 2 -1-0' 4 ( I (MIN.) D SECOND Y M N.) PRIMARY AN U ,.;-) " 2"x2".2'x3'ORYx ® LL m a , a 1 x Y EXTRUSION ANCHOR jl ;M ! HOLLE4IW SECTION 2'x S.M.B.COLUMN g ANGLES o m �e �i4 w 3.' y+ €;. I TO CONC.W/CONC.ANCH.6" SES SIDE VIEW t (SEES ) > W m cn w �, •.o. . . •„ t MAX.EA.SIDE OF EA.POST MCREWS w x a m 6J.EDGE DISTANCE 6 D.C.O C h AND 24"O.C.MAX SELECT MIN �3j#10 x 1-112"S.M.S.INTO 1/8'X Y X 13/4"X Y INTERIOR TYPICAL SELF MATING OR PACING S.M.S.STITCHING m U > �£ O ' t o--- ( U-CUP OF EITHER EXTRUDED @ 24'O.C.FOR S.M.B. O m r CONCRETE ANCHORS SECTION 9 SCR BOSSES 6005 T 5 ALLOY OR BREAK SNAP SECTION ANCHOR wooD corm.2-112d 4d 5d (SEE TABLE 1.6 FOR SIZE) l- y o 0 p t k( 9,1 I I �i( II FORMED 6063 T-6 OR 5052 H32 #10x3/4"S.M.S.EACH SIDE Z OR 34 ALLOY (SEE SCHEDULE THIS PAGE) a 25132 t-1k' te' 3 : G ANCHOR 6"EPw BASEPLATE P. 15116 t-1 to TOPtrVIEW POST 20 DECK DETAIL uj J 1 < I,o- MAg�NRY AN 1"x Y (TY ) _ Sd'MINIMUM EDGE a ±( t .„ F POST AND 24"O.C. and Seconds Anchor Schell Prima f> ?i �) ` MIN.3-1/2 SLAB 2500 P.S.I. SIDCCO DISTANCE Primary Secondary Mule CONC.6 x 6-10 x 10 W.W.M. MAX:SELECT CONCRETE ALL CONCRETE ANCHOR FROM ANCHOR TO CoWmn 3aeonda An k Maximum Number and S Anchors W $ D BOLTS TO BE RAWL OUTSIDE EDGE OF SLAB g� M tiumbar a Anchors snow aro D RS FROM TABLE 9.1 � �I • ... .. .__.-PM.: iN - .O. . . I s t,r '+� I I r I; 'l l a 1 v 1i p I � II - � p ANCI§� f L. OR FIBER MESH CONC. EXPANSION BATS OR_- G f I _.._......--... .-- -........ .. -. _._.. ..._.. .__ .. �_. .-_.._..�.-_. ... _... . ._.. .... --._ .�..:,... ... .. �.. M"C 1i4" 5116" 316" � . . # .A. .B. ...C. r r I , ... D _ . ". ... ...... � BOLT Sri DISTANCE A "B "C" _. I, 1 ., ,,,, I: • ._ .., ._....,.. ...._ _ - EQUNALENT .. ..... 1N' 1-1N" 2 x 4 Y 4 4 .4 P 1' 1" 4 1" t" 1' 4 1'• t' 1" .�,p d Ll 0 I" t:l,) ', I: '. I CONCRETE ANCHORS 5116' tL18"MAX. 2x5 3" 4. 4 4 P 1-1l2' - 4 1' 1412' - 4 1" 1-1 O "; "! IP,'' �' SIDE WALL HOLLOW POST TO BASE DETAIL 24'O.G. 2 x 6 4' 4 4 4 SCALE Y=1'0" PREDRILL PILOT HOLE Q. 1-1/4" 2x 7 5• 6 4 a e O MIN a 1" r 4 T1. r a r 3' z a• - 2x8 6' 6 4 4 1" 3" d 1• S/8' 23/6" 1 T 2412' POOL ENCLOSURE UPRIGHT TO DECK ANCHOR REaIREMENTS I'I 2-3/8"BRICK PAVERS 2 x 9 T 6 6 4 _ 6"AMAX) " 2x10 8' 8 6 6 t' 518' 2-718' 6 t• 13/16' 2-7I8' 4 4' 31 - �� I General Notes and Specifications: YPE S MORTER FUR BOTH S DES"O C p SHEET z ':. beam 1/2"(MAX.)( ) ( 1" 518" Y 6 P 13/16'33116 6 1::. 3l4" ! 3 w 1.The u Mt load on a I enclosure upright Is calculated as 1R the beam span x ih� EN CONCRETE LAYERS O P P� BETWEEN 1-114'(MIN.)CONCRETE CakWete the number or anchors req~.1.5 x tbsam�12 x beam sPedrg x root wYM Wessure(PSF)=total tk z s r,l t ) GI �.,;• of7#/ .Ft spacing X the screen bad Sq 5 x W/2 x 6'x 10 PSF.•13W#Bnd 1/4"x, 5d-427#1 ea.see table 9.1 w 2500 P.S.I.CONCRETE FRONT VIEW ANCHOR EMBEDMENT 61. 1114 7epcon h tarean ( ) u� d ,q ,I i I!r E ill : :-: ,-- c `' r;•,, ,. 1'5,�-� , je„- EXAMPLE. 350#/427#/ea•3.16 ea.use(3)ea.. not required tlorn t rWary angb 8 UPRIGHT SPACIfN Exa b z FOR 2 x 6 BEAM WITH A SPAN OF 23 AND A BEAM � .. ON POST TO DECK/PAVER DETAILS Actual Edge Distance mp 14 2 x 4 OR LARGER SELF MATING SECT/ _� S2 z OF T USE: 1/2 x 1T-1 1"x T x 10#/Sq.FL=627.2#UPLIFT From edge of oorxxete to fastener=2"/rile.of _ z manual uses The worst case bads for all cases. SCALE: Y=1'-0' �; w 2- Table 1.6 of this For attederrene towood deckwbs6tute wood NOTE: f°ilI(eners for concrete fasteners 6 calwlate the required number of fasteners using tables m 3. In all cases there must be a primary anchor within 6"of each side of the upright 1.FOR SIDE WALLS OF Y x 4`OR SMALLER ONLY ONE ANGLE IS REQUIRED. r 92 21 l i,G l ' tads shown than slob 121/2009 OF p n 99 >>l 4. For attachment to wood deck(min.2"rximinalthickness}use wood arx hors with 2.PREDRILL PAVERS W/MIN.1/4"MASONRY BIT. above(min.1-3/8'embedment). pp v I 11 E i SII I i r i 3 7, I • , • t i - I , t I I , I , 2 x 1 4 x 2 i _ 1/8 x 3/ INTERIOR k ) ,9. �. DETAIL ILLUSTRATES TYPIeAL x 6"RAWL TAPPER a. U CLIP OF EITHER EXTRUDED t I ALUMINUM FRAME SCREEN 2"x 4"S.M.B.THRU 2"x 9•SIO THROUGH 1"x 2'AND 111 t 6005 T 5 ALLOY OR BREAK FORMED 606:3 T-6 RO 5052 H-32 CONNECTIONS ROWLOCK INTO FIRST WALL s r t CAP BRICK ICK OR 34 ALLOY OPTIONAL BRICKCOURSE OF BRICKS U PAVERS -- CONCRETE DECK EDGE ti 111 SCREEN e° 6 8' ALTERNATE CONNECTION OF BRICK KNEEWALL TYPE'S' n �) Ids i1 s OR 17 • • OR 12 �- MORTAR REQUIRED FOR ~ �1 SCREENED ENCLOSURE FOR R3 1{ LOAD BEARING BRICK WALL n" '�- 6. F 2-1/2 E Distance BRICK OR OTHER NON 36"MAX, t.r1 1 x- _,Ie STRUCTURAL KNEE WALL 4"(NOMINAL)PATIO VARIES BOLT 0 Metal V/2d CorLcrete OR 72' N N n 5d(MIN.. va 5re t-va• ( r ss76 t3/ts tsns� 1'WIDEx0.063 THICK STRAP (SEE CONCRETE SLAB SEE NOTES +�+ M ALUMINUM STRUCTURE @ EACH POST FROKPOST TO ( .I C v are 1u1s ta/a" ALUMINUM STRUCTURE FOOTING W 1 " { CONCERNING FIBER MESH) "�� o N G /(2)#0x3/4 5d TYP. - (16'MAX.HEIGHT SIDE WALL _ b (ALL FRONT WALLS) AND _ S.M.S.1/4"x 1-314" O CRETE a'i • o ONLY) FOOTING 2500 PSI CONCRETE 2-1 2d W/ n1 #30 0R n2 #50 BARS O ( ) WALL SCREWS FOOTING 2500 PSI CONCRETE ) 3 #30 BARS OR 1 ( ) ( ) ANCHOR TO SLAB OR C ++ pyo 4 #10 x 3/4"S.M.S.(TYP.) W/(1)#50 OR(2)#30 CONT. CONTINUOUS BARS MIN.2-112"OFF FOOTING •i #50 BAR W/2-1/2"COVER �+ cam{x haven 6 (SEE PRIMARY AND BARS MIN.2-1/2"OFF GROUND ��TT ��TT�� GROUND (IYP.) 5d I I SECONDARY ANCHOR 1"x 2'O.B.BASE PLATE(TYP.) SCHEDULE PREVIOUS PAGcg) RIBBON FOOTING-TYPE 1 RIBBON FOOTING-TYPE 2 BRICK KNEEWALL AND FOUNDAT_1N FOR SCREEN WALLS 2 d SCALE: 112"=1'-0" SCALE: 1/2"=1'-0• SCALE: 1/2"= f 111 : S.M.S.STITCHING SCREWS; 2"x S.M.B.COLUMN @ 24'O.C.FOR S.M.B. Lt! ypi) (SEE TABLE 1.6 FOR SIZE Allowable Beam Span for Wind Zone 3 Exposure Category _ _ 1 #5 BAR CONT. Z a i11, SS J s --` - ) Ribbon Footl Data 100.125 MPH 128.734 MPH 136.144 MPH 746150 MPH Aroas .M. Number of Bars _ (2 #3 CONT.OR l3;#3 BAR CONT.OR j O q.� i If" 1' �' TOP VIEW POST THRU PAVER DETAIL Depth x n1" n2' B c B c B c B c Footln stew sa0 050 r PER FT.MAX FOR 31 . Z e 2 1 75.4 1 1 . 12. t . s' 0.12 1 2-0'MIN._ ALL SLABS . % Q - Z {{ SCALE: 2"=1'-T 12' e" 2 1 23.0• 792 23. 192' 14.4' 16.' 1 .e• 72 0.13 2 1 BEFQRE SLOPE i ) - 12" :�• °'. W 0 w EXAMPLE OI°NUMBER OF SRCREWS REQUIRED: a" 2 1 1 1 1 .4' t .6' 72 0.1 1 8" ry / 0 W m 12- 1 ' 3 2 2470' 24 �"�IIy • !' I, = W. A' 1.1 7 .7 16.0' 17.1' 1 144 0.26 3 _ 2 I -r •' Z LLI ANCHOR L AD=BEAM PR HT P N x 8 O /U IG S ACI G EAM SPAN/2 x 1 P F'- O I ( 0 S P �r i "e. I CO 1. CONCRETE ANCHORS.ANCHORS ARE IN TENSILE OR TENSION LOAD O W 2• 16" 37.9' T .5' 0. 0. 4 Z F'/ALLOWABLE LOAD FROM TABLE 9.1=TOTAL NUMBER OF ANCHORS t2 2a 4 46. 4. 0• fn J C9 N w - 2 UPRIGHT 8' W r X I U IG WALL ANCHORS:ANCHORS ARE IN SHEAR&THROUGH BOLTS 7 � i O S ARE IN 8 H r } DOUBLE EAR a. a7.r 3 1' Q Z s i i FI (+� I _ F'/ALLOWABE LOAD FROM TABLE 9.4=TOTAL NUMBER OF ANCHORS z- 38 6 .4 .6 43. 49- A 3 TYPE 1 TYPE 111 (n TYPE III H O g SEE PAGE 3 FOR ROOF WIND LOAD ominal4" b 100126 MPH 126134 t 144 MPH 146.160 PH FLAT SLOPE/NO FOOTING MODERATE BACK SL fA O LU J H C �( C B J Li i € 0 2"/12" 2"/12--1E FOOTING STEEP SLOPE FOOTING W O Z 60.4 42.0' 60.4' 42.0' 31.5 36.0' 28.0' ' 1' >1'-4" (� _ W O Notes for an foundation types: 5 Z m O 1 i� { i�, I IfiI I , ' ;+ •n1=number or 030 bars Ott In BO staN W Z sq ynde 1. The foundations shown are based on a minimums bee' H Q W rn nf1Sg pressure of 1,500 PSF.Bearing capacity of O Q J "n2+•number of 050 bars 0.31 sq.In rade 60 steal V i k i 1 3 D soil shall be verified prior to placing slab by field soil test(soil>�rtrometer)or a soil testing lab. Z -- f ALUMINUM FRAME SCREEN 2. The slab/foundation shall be cleared of debris,roots andcEpmpacted prior to placement of concrete. W C 1 d w WALL 3. No footlng is required except when addressing erosion untj(Itthe slab width in the direction of the primary ti- W J beams exceeds the span per table on to the left,then a type 11�ab is required under the load bearing wall only U) l j fA LL_ � w ANCHOR ALUMINUM FRAME unless the side wall exceeds maximum height of tables M w CONCRETE CAP BLOCK OFR �h case a type II footing is required- (� t` � TO WALL OR SLAB W/ BRICK,(OPTIONAL) UPRIGHT SIZE VARIES 4.Monolithic slabs and footings shall be minimum 2,500 psi C%ncrete with 6 x 6-10 x 10 welded wire mesh or c) 1/4"x 2-114"MASONRY -0 crack control fiber mesh Fibermesh®Mesh InForce*e3� CD 3 (2'x 6'SHOWN) SEE POST TO DECK DETAILS ( Srmedy Fibennesh MD)per manufacturers Z N o (V w i,•, ANCHOR W!IN 6"OF POST specification may be used in lieu of wire mesh.Allslabs/ - I 8'x 8'x 16"BLOCK WALL SLOPE OF GRADE MUST ON PREVIOUS PAGES1lhgs span be allowed to cure for 7 days before I x AND @'24"O.C.MAXIMUM o F •• • installing anchors. f MAX.32 BE LAT FOR AT LEAST 5. If tical codes require a minknum,footing use Type It foots - ' i I �� • or footin section wired b local code.Local codes em. 4� 1 (1)#5 0 BAR CONTINUOUS (1)#4 BAR @ CORNERS AN(9 Z FROM OUTER 9� 9 req Y J O §, i' SURFACEOF FOOTING Q x O.C.FILL CELLS AND Ht #30 BARS HORIZONTALLY CONCRETE ANCHORS SHALL •�' SLAB-FOOTING DFF EMBED INTO CONC.THROUGH "H"-VARIES _ KNOCK OUT BLOC CONTINUOUS @ 12'O.C.MAX. - TAILS $ i' , CAP BLOCK OR BRICK 1-1/2, SCALE: 1/2't 1' l COURSE W/2500 PSI PEA GRADE MAX GRADE I••. . 4 Q MIN. • •. a DIFFERENCE:t 8" (D j" F tl ROCK CONCRETE • #30 BARS VERTICALLY CAGE _r i Y f } "r I' DECK OR GROUND LEVEL (O p s, d i r� STEEL @ 12"O.C.MAX- r O ^ o �? I I J KNm Uj J ` IT E ' GRADE °. t ---.. RIBBON FOOTING OR • W 'o O "H1=H2=24"MAX. 1Y -14741,r (7 W a: SLAB IS USED SEE NOTE9GOF COVER P.ALL AROUND NEW SLAB ? 'c 8'MIN. MONOLITHIC I(MONOLITHlf� • 2"MIN.TO 2-t/2"MAX. ) LL s 1 .,1 11, `I A i ,,, . - S ;• DETAILS THIS PAGE) • d EXISTING SLAB W C7 a x ('N")#5 0 BARS MIN.2-12"�F W O a w i 41L• �i 4` j i[, } y i,i r VV GROUND 12"MIN.TO 18"MAX #30 RE-BAR DRILLED AND Cro EPDXY SET A MIN.4"INTO O C Y O ( RETAINING WALL FOOTING-DETAIL 1 MIN.(1)#30 BAR EXISTING SLAB AND A MIN.4" LL a� i uj CONTINUOUS 8' 0 d Knee Wall TableANDy tO i z SCALE: 1/2"=1'-0* m t - a (EACHEND 48"O.CM > W �`Q w h W N x ul J Z m 03 as SEE POST ToDECK DOWEL DETAIL FOR EXTEi>IJ� m >- o #30 BARS HORIZONTALLY O - m E � LNG EXISTING 4"SLAB d ,'I 1, CONTINUOUS @ 12"O.C.MAX SCALE: 3/4, = F O 32• i2^ 3 2 10'-0• DETAILS ON C U c t r 40- 12- 3 2 6•-0' PREVIOUS PAGES O i$ r i I ' L {• I I}I I'I Q. 1a WA 3 6 o BEND(1)#30 BAR INTO 32'OF Z w '1l f ,,' -.�' e ( t n�,. 66• 1e• NIA 3 a•-0• a"SIZE VARIES SLAB@2a"O.C. w H UPRIGHT x 6* w e 72" 30' WA 4 11-8- Z • �' -- ` w a y` KNEE WALL FOOTING FOR SCREENED ENCLOSURES N 1 r= It• Id:. SCALE: 1/2"=1,-0. , I ' I (, i: a l ,.Pa 1�� 1 ill t C', I' 24 MAX - •� #30 BARS VERTICALLY CAGE � + a °' STEEL @ 1Z O.C.MAX 1 t ti { • Z"MIN.TO 2-1Y2"MAX. 1 - � I`�.� � i � �1I �,'I �I� ) I 11 I. I �i I I • GRADE I � COVER(TYP.ALL AROUND) 0 Z12"MIN.TO 18•MAX -a SHEET w -� X111 1$1-r , J I: 3 RETAINING WALL TO FOOTING-DETAIL 2 E J w 0) i SCALE: 1/2"=1'-015 z " ft l i �t k, - - 12!01/2009 of 21 O I Y I K oze kk 3.00• _ 2.00• J ��, A=0.76g1,n? aoo V 11 tIt A=0.801 ki? $ 9 p.Lf. 2.00 A=0.425 in' _ pill O.oss + WT 0.0 754 I f O.aa. $ I�1' in.' ~ o t) WT 0932 If ? WT 0.495 p.l.f. + $ 2.503 Ix 0.937 in.4 Sx 0.90 s A-2.201 in' +►� M ' $ Ix=0.236 in. ° Sx=0.625 in? 60D5-T5. �.{ P1 t o.oaa Sx=0.238 in. Sx=1.001 in. 6005 T5 o.oar + n M .. 41 NNN l N 0 WT=2.562 p.Lf. ,k f Ilii f, J=�'$,gi I ,I ; .. c -# 6005-T5 Ix=20.061 in.' O m R M M F, X 510051 T5 " " 55"PATIO SECTION OUR BOSS HOLLOW 3 x 3 x 0.0 2"x 4"x 0.044"x 0.100" Sx=5.012 in? +.� v c•, € f Y 5"x 0 050"F = 6005 T5 tt3 o v N 'x 0.044"FOUR BOSS HOLLOW - 1 2"x 2' Sc F: 2•=r o' SCALE: r r o" SELF-MATING BEAM o II III ii SCALE: 2"=1'-0' SCALE: 2'=1'-0" '"'i � �•moo"�n �t o r C{ STITCH W/(1)#10 x 3l4'S.M.S.HEX HEAD _iIill,� I #C f , - 24"O.C.TOP AND BOTTOM ~'f'T`ji. h s� ( I �,Ifi ill, 'i,�I 2ao �(-2.00• @ I + i ]kI , r s.ov-t I 1.01 2..x 8"x 0.082"x 0.306- Aim: ul I I A=1.081 in? _' p... WT_1 1 ftS SELF-MATING BEAM s'I' LI,h j`C A=0.513in.' A=0.963 in. WT p.l.f. OV-- V.00`1 + $ WT=1.121 p.l.f. 00513 + $ ix=1.523 in.' Ix=3.7 SCALE: 2"=1 0"' ! A iWT=0.59 np.l.f. o.oer Ix=3.007 in. Sx=1.015 in? m Sx1.Sf7jn•'tl Ix 0.286 i 0.0510 o _ Sx=1.203 m. 6005 T5 6005-TS + Sx-0.289 in. J w 0.0551 600x'-T5 2.00 Q Z d y 6005-T5 I �'Y "FOUR BOSS HOLLOW 3"x 3"x 0.093"PATIO SECTION } 22 5 x 0 062 Z ALE: 2'=1'0" _. 2"x 2"x 0.055"FOUR BOSS HOLLOW _ sc = SCALE: 2"=1'-0" @ 24'O.C.TOP AND BOTTOM- - _ STITCH W/(1)#10x3/4"S.M.S.HEX HEA{Dj Q W 0 Z SCALE: 2' 1'-0" A 1.997 in' w f � - h x 0.116" WT=2.733 p.I.f. - Z U Orn w D W m 6 9 k SELF-MATING BEAM o.o,z + $ U 4.1 } 66 , IX=22.133 W 0 o w SCALE: 2"=1'0" Sx=4.195 in? W 5 Q Z N L : A=1.438 in 6011 ,J it h ;pIj v l I 0 3.00-f A=0.540 in. Lf. 0 0 (A 0 fA �z.ao y A=0.524 in. I WT-0.629 p. - 3-°° WT=1.674 p.l.f. 2.00 W Ix-1.984 in.' W J 0 p OLL I I { WT=0.610.i.f. p O.ors + $ Ix=0.331 in' , A=1 in? CC U CO W O O r d 1{ 9I I r o.oa51 + Ix=0.654 in. �----' Sx=0.334 in.' o.�z51 + $ Sx=1.323 in. WT=1fi p.l.f. W Z m z I r Sx=0.436 in? 6005-175 ix=5.9 O U Z O Q J rn 6005 753 in. STITCH W/ 1 #10x314'S.M.S.HEX HEAD I- 6005 T5 0.0510 + " $ Sx=1-9f&in? @ 24'O.C.TOP AND BOTTOM 3"x 3"x 0.125"PATIO SECTION �5 L x 2"x 0 045 FOUR BOSS HOLLOW W U p Ua. T� 2"x 9"x 0.072 x 0.224" a w 2"x 3"x 0.045"TRIPLE BOSS HOLLOW _ _ SELF-MATING BEAM U W U w ��i�� r SCALE: 2"=1'0" SCALE: 2'=1'-0' SCALE: 2"=1'-0" c SCALE: 2"-1'-0' 0 I pp77 ~ O ( ,I p ICD it _•, 1 I 'I l a - 1,.. .-4.0(r-; l L I t I j A=1.938 in. STITCH W/(1)#10 x 3/4"S.M.S.HEX HEA( C-4 w i{I��l ,`„ 3.00• I _ A=0.541 in? {-- WT 6 r I l y I A=1.039 in. Z N 2.00 1 $ WT=1.209 p.l.f: 2"x 6"x 0.050"BOTTOM0.0" II 4. I li 1 f 'I 1 WT=0.630 p.l.f. Q Ix=4.854 in.' H ii z.00• � s I i I Ix=0.640 in.' o.ow + Ix=1.402 In.' O.�zs + Sx=T527 in? SELF-MATING BEAM Q 51x=0.935k. 61 + 8 Sx=0.427 in? 6005-175 SCALE: 2"=1'-0" 33 ! jl I 11w l i w,! w ( " o.D4s• 6005-TSF t 'I r7 }�,iI_� J ' ��'I. I �'. III ''' IIS :''' ! '�" n " _ s,F l ;-I I,I I pl X18 + , , •�I x 3"x 0.070"NINE BOSS SECTION " 2"x 3"x 0.045"FOUR BOSS HOLLOW A=2.363 in' _ SCALE: 2'=1'0" 4 x 4"x 0.125"PATIO SECTION z.00 o.oer + vVT-2.75t p.l.f. a I i� i' h'I °, it SCALE: 2"-4`-0" - z _ : A-1. : Ix=26.606 in. t0 4 SCALE: 2'=1'0' Sx k ;, ,-1 A-0.656 in. .159 in. 6005 T5� , Z C'i r w -4.00- WT=0.764 p.l.f. WT=-11.465 pill � LL w J N �z.00 A=0.560 in? Ix=0.448 in.' 0.05151 + Ix=8i�149 in.4 z Z 0.0510 sg �� IJr i C N ;L, j I WT-0.675 p.l.f. Tom._J Sx=0.453 in.' Sx=22`490 in? Z c z i �� " I:` I + 8 Sx 0.0.448 in? 6005 T5 6005 T{r� STITCH@ 24'O.C.TOP AND BOTTOMHS w W W $ D.oae " I ' 0 v U I 51005175 2"x 9"x 0.082 x 0.306 a o •• •• •• S HOLLOW x 2 x 0.050 TRIPLE BOSS HOLLOW STITCH W/(1)#10 x 3/4'S.M.S.HEX HkM SELF-MATING BEAM ° �; a 2 x 3 x 0.045 SIX BOSS - SCALE: 2"=1.-0" (�24"O.C.TOP AND BOTTOM SCALE 2"=1-(r g m e w SCALE: 2"=1'-0" y m r yp rt � �� , 1 1111 III �I itl, K 2"x 7"x 0.055"x 0.120"' > W ,a m m 200 m SELF-MATING BEAM m o , �� o - M II SCALE: Y=1'-0' F o Ii O =i �I � ,11II Cr ' 8 i 2.00• A=0.768 in? A=0562 in: z { �! WT=0.654p.1.f. F i, Ix=0.762 in.' W WT=0.894 p.l.f. 2.om w �!I o� 1 t I I rl Ix=0.846 in.' noc + � Z , a Z o -� $ SX=0.563 in? U w I o.oeo Sx=0.564 in. 6005 T5 - $ z w N 6005-T5 A-14.869 in? 0.097 + A=3.025 in. rr, , I ksl "x 3" CID x 0.045"FLUTED SECTION a 3 o.orr + $ Ix'=1f 6.868 in. Ix=42.492 In. IL O a ,• " - WT=2.178 n:4 n Sx z-4.214 in. e Sx=8.498 in. O 2 x 3"x 0.060 SIX BOSS HOLLOW 1 �I �I t K• i SCALE: 2"-1'-0' " a F I j r ^ I , �� 1 .i, I €' '`• 2.om VEIAW z 1 a �. STITCH WI 1)#10 x 3/4'S.M.S.HEX HEAD z Ir A=0.685 in? ( - SHEET w pt W + WT=0.797 p.l.f. STITCH W/(1)#10 x 314'S.M.S.HEX:I�IEAD v (4124"O.C.TOP AND BOTTOM t7 @ 24"O.C.TOP AND BOTTOMI � z - �• Z x 10 x 0.092 x 0.374" IX=1.418 in. w a a W 0.0510 2 x 8"x 0.072"x 0.229{ Sx-0.709 in? 16 51005-T5 SELF-MATING BEANS SELF-MATING BEAM w z �Ij v SCALE: 2'=1'0' SCALE: 2"-1'-0' w 2"x 4"x 0.050"FOUR BOSS HOLLOW m 6 i I li I 1 1i � , �� I 12/01/2009 OF 4 :I I I h SCALE: 2"=1-0' " Ill I • f , I 1 , i _ y li I I ' t��l ^ I + �i� illi ii} !. I I Ila ' i C II + € I � 1ILI , I 1 _. _ - 1 If _. ._. � 11 � 11 I �� ;: ,, ! I I: i I ,l i I . . k 16 c 1111 d I a xr# I '' III�I I I ` I�� '111`{i " ' Table 1 3120 FloridaExtruder Mternatlonai Me Table 15.7 120 Florida Extruders Intematlonal,I 4 .I I {{, i{ t s; Table 7.1 120 Florida Extruders Intematlonal.inc. �c. { �{� lI°; 4'<1( 1,1 6005 FL-EXT Allowable Spans for Prima Screen Roof Frame Members 8005 FL-EXT Allowable Past I upright Heights 6005 F4EXT Allowable Spans for M i) I �4i' Pa Primary nBStltrs Framing Beams as Supporting Screen Roof Frame Members V 1; i �� I { j,I Aluminum Alloy 6005 T-5 Aluminum Alloy 6005 T� One End of Beam Attached to Hit Structure(Axially Loaded) f ° ,; d: { I '� 1 : For 120 Wind Zones M.PJI"Exposure"B"and Latitudes Below 30'35-00"North(Jacksonville,FL) For 3 second wind gust at a velocity of 120 MPH,Exposure B"or an applied load of 15#1441.R (120 MPH) Aluminum Alloy 6005 T-5 -, ".�,�-4 _ I Ip(I y - Untfonn Load.4#/SF,a Point Load of 300#/SF over 7 linear}L b also cornlMred t for Areas with wind Leads up to 120 M.P.H.,Exposure"B"and Latltu ! i : : tea Below 30"35-00"North(Jacksonvil e,FL) { 41 .1 : Uniform load.4 a Point Load of 300# n O I. I Trlbuda Load WMN W Beam S ads #Ill. over 1 linear R Is also Hollow tactors 8'-0' O I I .�hnsidared 'I o 9 I i h i^. 114:: Hollow SeeflormW.O. r S M II I Atlowable M'H'/handl b deMetlon d .�i + `L.. y ! + I'. I / ^,: AMowable S n'L'/Print Load P a Uniform Load U handl b x r x 0.044"Fow Boss T-T d 8•S' d 5-11• d S-T tl S4' d 5-1" b 4•$ D Single SeK-Mating 1 14-0 1 Uta Oa r� - i,, ,I r {1 : x 2"x 0.044'Four Boss S3' Pb 5'-0" Pb 5'S" Pb S$ eb 5$• Pb 5•-B" P 64' Pb 30'-0" 38 �y n c + I '1 (. 77 y, i 71 tl:I : , x r x 0AW Fow Boa T$ d 8'-t0' d S-4' d 5-11' d 5'•8' d S-6' d 5'3' d Beams ova " " i;,, + 71 ta�s ;i 4 I I'. - x 2"x 0.055"Four Boss 6W Po S4' Pd S4' Pd 6'4' Po 54' Po S4" P S4' Po •Oa Of Uniform Oa n n I:Ill r.: I �I !!!+ .1 { I• x r x OAW Four Boa T-11' d T-Y d 8'-8' 0 53' d 5-70' b SS' b 5'-1' b U a c'7 r.t ^.:,..,,:I, .;:., % ;1 r ,+. ., I i. _ -10' Pb 4'-1 13'3" t'-1 15$ U U +., x t : ++, I' 1 x r x OA45 Four Boa 6 70' Pb 6 10 Pb 6 10" Pb S 10 Pb 5-10' Po 8'-10' 'x r x 0.050"TriBoss• S-9'•,d T-11' d T-Y D S$ b 5•-11" b 5'-T b 5'3• x 4'x 0.044"x 0.100"SMB d d b b. '9'S' W-W -10" T-r 6'$ 5-2' S-8 S-3• �•r"I m t�M ,^k.'t'...° °u I :',;C i d ` '� �+ �', "x r x 0.e5o"T Boss• T-1' Pb T-1• Pb T-1' Po T-1" Pb T-7" Pb T-1• P T"1� Po x r x 0,045'.Four.Boss 9'-70• d Ill d V-4 d T-10" d T3' b 5-10' D SS' D b b b b b b b b Q)i t y O r7 I - 1a,T .1 -7'. U . U u u Rt 3 c c ... Po S 3'. 13;6•.. N �.. ., - r x.8 _ x¢oso'xo 115sMe n r 4 a 4 1 . ,. t.. s :.. 1.::. 44 : , : _ . . x3 x OA45 FourvBoa •9'S-- Pd- 9'-6' Pd 9 S' Po.9'-6 Pd 9-&.. Po 5.8" P d d b� 1TJ' 0 - 9'...... B.a1 8:.. .. T..A'. T-5'_ rty +.�,,,, - ,, 1 {" - xs"k SA45' .Boa 9-11 d 9-0" -d S4 d T-t1 d T4 b 6 10' 6 6'$ b b D b D b b tr b .4 �•.t.v-- U O .cV. . --. ). I I , .I 1 + k y, !. a, • ,,,i I "x 3"z 0.045 Six Boss 5-7' Pd 9'-T Pd 9'-T Po 9•-T Pd 5-T Po 9'-T P g-T d z 3"x OA45"T Boss• 15.0' d -1' d SS• d T-11" d TS• D 5-11" b 6'-T b 21'$U .U .U ,v ��.yy a k,O M '9 S I s lel ! - , y'fi, ii I ,; �::i 9-9' Po x 5x0.050"z 0.120"SMB tl 19•-3"d iT$b 15-T D '14'-1 7-11 1'-11' 11'-1" 154 9'-9' S-2" 8'$ � i,I „q .l !` r !; :f.p t ',k.d;:. y x 3"z DA45"7N Boss• 9-9' Po 9-9" Po 9-9" Pd 9'-9" Pd 9'-9" Pd 5-9" P z r x OA00"ill Boa 5-10' d 9'-15 d 9'-1• d 8'-T d 8'-2• d T-10" tl T$ d b b b b b D b b �y � p re + „W „ J}', ;.y I .I. r - 15-11' Po 15-11' Pd 15-1 ' P 1 - P 1' P 15-11' Po O 1 + k i„ ;L;I ,+ Y I� x 3"x 0.060"Six Boss ' 1 d 0'11 d 15 1 d 15-11' P x 4"x OA55 Boss 17-10" d 11'S' d 15-10" d 15-1' b 9'4• b S-9" D 8'-3" b 24'$ 1'.11 9-1 1T$ ,U .U U ,U �-. •C '' _< 1 + , ` ,. .L,I, : x 7"x O.O5S x 0.120"SMB d d b b 16'-1 14'-9 3'6' 17-9' 1 T-11 11.3" 15-7" 15-7 p `t• :T a j(� ,pI?a •nil: - "x 4"x 0.050"Four Boa 14'-1" Po 14'-1" Pd 14'-t' Pd 14'-7• Pd 14'-1" Pd 14•-1' P 3'•70' b b b b b b b b 0 'I`l O 4.p tl f{ jl cu::r. I'I 16'-T x 5 x OA50'Fow Boa 15'$ d 14'-1' d 1T-10' b 11'S' b 15-9' b 10-1" b 9'S" b ray er a a� ! ' 1 {:, III,, : x 5 x OA50'Four Boss 18'A" Pd 18'A' Po t8'-9' Po 18'-9• Po 18'-2' lid ITS' 35$ 27"3• •T 23•-5` U U U U U +y 1c ,1�t, /; Ir ! i I x 5'x OAW Fow Boa 1S$ d 14'-11 d 14'-5' d 13'-Y d 17-Y b t t'-S b 15-9' b x r x 0.wm z 0224"SMB d d d 1'$ 9-1 8'-6 1T4' 1 S4' 1 SS' 14'$ 74•$ r,. vt m y d I 1�: 1 PP -�` I I x 5"x Ol Four Boa 25$ Pd 20'S" Pd 20'S" Pd 20'4" Utl 194" Ud !W-6" 1T-9'• tr D b b b b b b b hi(W i " N r4 I•,ly t ;a `�! � IhI ;, •U 374"U -71 2S-T 4•-1 U U I'(t Ir+ p ++I j _ x Y z e.ONr x 0.308"SMB d d d 23'•8' 1'-1 S' 19-Y 18'-1" iT4'" 18'•4' 15-T 'r;3 lee. 1 q �' 1 }, ( i r: �'I Tribute W.Beam 3 Allowable M"H"/ de6eetlon 33•S" -1 2T5' 25$ { , I Sent-Mating Sections 3' 4 6-0" 8'-0" d b b b b b b b l= :4 ,.�II 1 ! I °._; 1 F"`� SaH-M Sedlons T-V 4-0 S-0 S-0 T 8'-0" x9'x0.M2"x0224"SMB d d d 23'4"b 21'S'b 25-1'b B'-70 D 1T-9'b 6'-10' D 5-11 b 1S3' b 4 h y. i 1 ','. : :.� 's :I': : "x 0.100 8k16 '3' d 1T-11" 114' d 10'$ b 9-11' b 9$ b ill - ' +,�+,t: III{ ''' ,.� t fi, . ": I +_ '':I Allowable S n'I:! olnt Load or Uniform Load U bends b ' lJ'' _1 .-, t :' { •�I 4 � - " - - • _ 15'4' "x 5 x 0 -9' d 1S-P d 14'-11" d 14'-T d 13'-7• b 12'3' b 11'S' b x 9"x Ill z 0.306"SMB •5 d 31•"Y d �3•d �4" -2S '-1 22'-3' S-1 19-9" 18'-0" T•1 1T-0" � + , { t.R t is -;ru - x4 20.044 x0.100 SMB 156' Pd 166 P 156 165 Pd 165 Po IS, D b b b b b b b 'h;{{'. '] ,{ 9 'w ;, c 23'-P 23'-1' Po Po 21'-11" Ud 25-11" tJd 1941" 19-r x P x OA50"x 0.120"8MB 25$ d 15-10" tl 1T-2' b 7S$ b 14'-5 b 13'$ b 176' b U V, f 1` :V'+ + .fl - 41'$ 3T-1 34•-7" 1'-11 .U U U U a. x10" - z 0.092'z 0.374"SMB 30'-2 S-9' -i t 25S" 24'-0" -10"- '-9" 1 tl 2 27 .4. 7" M 2'-T 21'-T b 19-11' b 1T b 1'-11' 14'-10' b 13'-11" b d d d .1;�, ( .I 274' x x 0.055"x 0.120"3 8 3 d 3 5 b #,:I 'F a.. 1 i i ''. s F3',,& x 6'x 0.050"x 0.120"SMB 28'-10' Pd 28'-10' Pd 2T-1" Ud 256" Ud 24'-3" lJd 23'-2" d d b b b D b b W ' ,€ +` J t j; , 7 ' d,i .^ I' . g ,.' „j. 25'$ x 8"x OA7r x 0224'SMfi 294' d 2SS' d 24'-9' d 23'3" d 22'-0• b 25-T b 19S' b _ ., +I:� ' (f€ 6';; rt •:.,.: it :.; ." ..- •... r 'x 7"x 0.055 x 0.120"SMB 35'-0' Po 33'3" 30'-71' Utl 29'-1" Ud 2T-T lJd 2S$ ---_? _ 1 t �,: :, n f ,,,:; : I. ,:t„.., .,sur 7-..s .....,,:: , , t8 �.. __. Q _ I:.' d; '-�-�*^ '-' €,, 'x 8"x 0.072"x 0224'SMB 45'-T 41'S' Ud 38'-S Utl 38'-2" Ud 34'4' Ud 37-10' t-7• x 8 x 0.08r x 0.906"SMB 37-1 d 283' d 283 d 24-8' d 23 S' d 27-5 d 21-7 d pOUbM SeM-0AaU - --- - ii,k .,. d I, _+i ,h :I.a v9.j:'., . ..:: -1' 4'- b '-T b 4' b - -0 -0 -0 $ 46 54-0 Q {. I I4 :,[ 1 s {,, x g z OAg2 x 0.306 SMB 48.3 43-10 Ud 45-9' Ud 38'4 Ud 3SS' ilei 34'-10" 33'$ x 9"x OATr x 0 'SMB 37-1' d 29 d 2T d 2 11 b 23'-t" 21 20' Bea111s or n Z - W s 1! I �� i •I^K I^i rf I`""' 1- F ti r:'' I'I I - " "x 9"x 0.072"x 0224'SMS 49-11' d 454" Ud 4Y-1' Ud 39-7" Ud 3T-T Ud 35'-11' 34•'T x 9"x Ol x 0.306"SMB 34•-2' d 31'-0• d 28'-10" d 2T-t• d 25'-9" d 24W b 23•-5 b = Orn Oa n n n Z Q F- Z g i I ,.i. +"i 38'0 x 10"z 0.09r x 0.374"SMB 39-71' d 35-3' d 33'S' d 31'$ d 30'•7' d 28'-7 d 2T6' d (2)r x 8"x OAM x 0224'•- 35 4•U 31'-T 29'-T U .U U U U ,U ({ k 'I. - x 9"x OA82"x 0.306"SMB 53'-t" d 48'-2' Ud 44'-9' Ud 47-i" d 39-11' Ud 38'3" d d d T•11 26'-0 25'-T 24'S" 3'-1 23'-0" 1'-11 21'-i Q �. W f 1 - I.t,i' ,` 'I: a IIµL, d d d d d b b b W i CE "I t I. 7-11" U m y 9 t k l:{ I + t "x 10'x 0.092"x 0.374"SMB ST4" Ld 56'4" Ud 5Y4' Ud 49-3' Ud 46'-9' l/d 44'-9" NOW: (2)2'x 8"x 0.08?"--x 0,3_0°"- 40'-9'd 3W.V d 33'$d 31'4" 29-T U 253• 27,_1•U 2li'-t•U 253' 24'S' U 3'-1 23'-Y U L� W 333 K R + '.i 1i 11 il.. Note: 1.Thicknesses shovnr am't ortineP indtartry standard tderanws.No wall Ohkkness shall oa leu tlsrh 0.040". - "M d d d d d d d b Z � 0 � W t}^ + I i 111', ) '� #�i 7.TWrJvhesses shown ere'nomkhal'Ind standard tderences.No wall Nklcrhess shat be lase Nan 0.040'. 2.t14frhg screen panel wldN W acted upright lengtlh'H'. (-r x 9"x 0.072'x 0224" 4Y-7' 3T-T 34'-T 3T4" U U ,U U lb W p w , ol`+. {4 F'.1 I '� l n ! industry - d d d 30'-T 29-Y T-11 -11 25-1 24'-11" '-1 -1 U ,,� t ,(( .;,> I ,s;I` r1¢¢�: ;i: ',.I' 2 Tsar structures designed using this settlor shell be NmBed to a maximum combined span and upright height of SFp.and a 3.Above heights do rrot Include length d knee bre.Add vertical detente from upright 6o center of brace to Deem wnnecbr+D W d d d d d b b W m O Z '/ f y ,I: IS. ± _ Ne above spans for toil beam spans- (2)r x 9"x 0.082"x 0.308" 44'-9' -1 t 3v4r 34'S• U U U ll) (7 N { 1 1 { E maximum upright height d 15.Structures larger than these limits shall have site specific engineering. d d d Y6" 31'-0' 29-9' 25$ 2T-9" 26'-11" 26'-Y 25-3' w 4.Site spedOc engi serfrg required for pod enclosures over 35 in mean rod d d d d d d d W4{. I ..:i Il 'I 's - ��!) {i ; 3.Span is measured from center of beam and upright connection to fascia a wall connection. cia orWZ r C:„ ,(... ,,:. I g- ,( 1 '�', ..I : . 1 4. Above spans do not include length of knee brace.Add horizontal distance from upright to center ol brace to be�'fn 5.Hem le b be nh�hxad iron center of beam and 11p1gM kxxhnekpJort tu fascia a wan cahnecllon. (2)2"x 10'x 0.09r x 0.37'r 574•d 46'-9'd -1t d 453• .0•U 35-3" 34'-9"U 33•$ 375' 31W 35--r U 9-1 0 � 0 (n 31^ + (:. , +,! 1i� I ��I -- kxxhnectlah to the above spans for total beam spans. 8.Chale raps d 2'x Y z 0.844.ddn.ertrTW V 36"In height are designed to be residential guardrails provided they am attachetl Nota: - d d d d d d O O J f + 'I t.�. -�rlNt M[t"(�#10 x 1-t2'S.M.3,into the screw bosses end do red exceed 9-0'in span. 11 �IN', { { 't 5.Tables are based on a maxlowm wall height d 1S kduxOng a 4'max.mansard a gable. 7.Mex.beam alae for r x b'le Y x T x 0.055'x 0.120' i.t le reconwnarhded that the engineer be cons died on any tannin beam t spans more than 55 W -i J - Z u- 4. j. I.: J O il•., 3 :.;' L : �. {t 3a 6.Spans may be IMerpdated. 2 S n le measured from center of connection to fascia a wet V _ +(yy :., I ;� j { t :I - 7.To convert spans to"C'and'D"exposure categories see exposure multipliers and example on Table t B Page-4P. 8.Spens maybe lolerpdetBd. 3.Above spars do not Irxlude lengm d knes brace.Add halmnWh' Q m W Z 5 ! r. g {� Ir r :' 'j 1 y titl (:. y I : _ 9.To convert spare to"C'and'O"exposure categories see exposure rs and example on Table 18 Page 3. total beam spans. dib frau upright to center d brace to beam connection b the above spans for D W > O 3 �a r ! II all i,l Spans be i- > Q W r s t r ! •Carred by U.S.Patent#:6A92,348 and U.S.Patent#:6.430,888 spars xpesure categories see exposure m U Z ea 0_ J r I , a and exam ' 7 I �: EpBers pia on Table t B Page 3. I i i 5.To txmvert s M'C'ard'D"e •Covered by U.S.U-S.Patent#:6,092,348 and U.S.Patent#:6,430,888 PB ' Interpolated. �� t II 7'i W W II + O O a I I � i i;@ + {I�� I' i� i 11 k c � �. t{f �:( I. - (� LCL 0 W I + 113 j r .al. 3141 p t i�I del,,, r 14� .. Z O 1:1 itO u. • ,1 I� x- Table 1.4120 Florida Extruders International Inc. Florida} g ^ ]7 <o II k,x. t ,' Table 1.2120 Florida Extruders International,dna Table 1.5 2120 lorida Extruders International, Z N % ,C i u (skN, N ii ! u•.r ^ �, sl 1 v i, '�.U_ ��- sl,.� 6005 FL-EXT Allowable Spans for Secondary Screen Roof Frame Members 6005 F4FJ(T Allowable Post/Girt/Chair Rall Spans,Header Spans 6005 FL EXT Allowable Spans for MlsceBaneo�Fran Beams as Supporting Screen Roof Frame Members � _ s f ,� _' log pPortl g 2 �' ({( ? ^� I�,I ;i '11^ a ' i I Aluminum Alloy 6005 T-5 3 Upright Heights Both Ends of Beam Attached to est Structure(Not Axially Loaded) F_- I" 11';. 1` d 1 '�t 11 2 a. i •I +�1 For Wind Zones up to 120 M.P.H.,Exposure"B"and Latitudes Below 30.30'-00"North Jacksonville.FL Aluminum Alloy 6005 T-5 - (120 MPH) Aluminum Alloy 6005 T-6 N 7 I "' ( ) J r ;g 7 {} .t I"11, I jj i I I _ UnHorm Load a 4 XSF,a Po1M Load of 300#BF over(1)linear R Is akw considered For 3 second wind govt ata wkdty of 120 NPH,Exposure B"or an applied�lead of 15#I sq.R for Ana with Wind Loads up to 120 M.P.H.,Ezposure'B'a d LMR dr�EBs1cw,30••30'-00"North(Jacksonville.FL) Q � O I '1 l 3 t ,j { 't, + � 'I 4 i I I'.,,, _ A.Sections Fastened To Bares With CN A.Seetlory As HodmnWs Fastened To Posh WIM .UMForm Load.4 4yR.,a Print Load of 300#over(7)NnarR is,deo t: l � - 66 q _ . ember T toad WMth - f t�' r I r Load Width W s PurIM S do31 1p*I u d 9 t1'+ i I i I" . Hollow Sections 3'6 4'-0" 4 S-0 5'6" 6' "I" �I' : - - .. de6actlen Hollow Section ..Allowable M"H"a S 'L"J DenAi b doMctlon d Single Set-Madnq t . 4 -0 4 54' t- . p^.: `' �+ { '''�.��' ii f. : Allowable Span T.!,Point Load P a Uniform Load U bends - - - I ('1':,. I 5 8' z r x 0.044"Fow Boss 5-0' d 6'S" d S 2' d 5-11' d 5'6' d 5'-T d 5'-S d Beams Allowable 1'J Pokrt P or UnHorm Loxt U bend deMeUon ` t. b,' �' , i. >"I : 2"x 2"x O.OM"Four Boss 5'6' Pb 5'6` Po 5'6" Pb 5•S' Pb 5'6' Pb 5'6". U 2 tL ' •I `II U _ i, ' : 6W x r x SAW Four T 4'-t 13'3' 17-Y 11'S" CD r0 , ., ; r 9 ,I..9E. _ 1 - 2"x r x 0.055 Four Boa 6'4" Pd S4' Po 6'4' Pd 6'4' Pd 6'4" Pd 6'4'_ Boa -2' d S-t0' d 5-T d S4' d S-2" d 5'-11' tl 5'-9" d x 4"x OAW x 0.100'SNB d d d d '7 15-1' 9•$ 5-11" 8'$ 5-Y T-10" T$ Z ..f,: I ( I 'I -..;i, ,s f ' d b b b b b b b (O _ I i o + :.3 v j Y r�, : !, i 3"x r x 0.045"Four Boss 6'$ Pb 6'-r 6'6" Pb 56" Pb 53' Pb 6'$ Pb S$ Pb x r x 0.045"Four Boa T$ d T-r d S-t P - 5-T b 6'J• 5-11' b 5'$ b r . .; q, 'I 4 'II., ^Y .. 18•-T 1S-T 153• 14'-3' 1 ' � ra of `, 4 • P;�! a `tt '4' 'i : 4'x 2"x 0.050"T le Boas• 8'-11' Pb 8'-71' Pb 5-11' Pb 8'-11" Pb 6'-11' Pb 5-11•. 8'-11• "z r x OASS T Boas• 8' b T$ b T-Y b 5-9' b 8'S' b 8'-t' b 5'$ b x b"x OA50"x 0.116"SMB d d d d �J'6' 17-T t•-10 11•-2" 156" 15-r 9-8' 95" O r { I+ ,{b Vir { d b b b b b b b 4 O ?t V ' ' �� ! I' , + 1 '! I, I' --- r x 3"x 0.045"Four Boa 9$ Pd 9$ Pd 96' Po 9'$ Pd 9'S" Po 9$ d 9$ x 3"z 0.045"Four Boa 94" d 8'-11' d 5-T d S4' d 8'-t" d T-9" b T3' b _ 2 w 't.:1 .;:t i 'd 1 .:J.h j 2t'$ 193' 1T6" 1S-T 1 t'< .' I k 9I '�^ I' 2"x 3"x 0.045"Six Boss 9-T PO 9-T Pd 9'-T Pd 9'-T Pd 9-T Pd -T g"T z 3'z OA45'Six Boa 9S" d 941" d 9$ d 84" d 8'-1' d T-11' d T$ b x 5 x 0.050"x 0.120"SMB d d d d {S6' 14'S" 13'$ 2•-10 17-r t t'$ 11'-Y 10'-9' J �N J 'S, _} f ' Il'u+: {y, '.'I '1 'I' I,. 9-9" Po x 3"x 0.045'T 96' 0 9-T d 8'$ d 5 g'-Y U b D b D D D b b W W r"r O [•,y + 17 ,: ,, .. 2"x 3"x 0.045"Trials Boss• 9-9" Pd 9-9' Pd 9'-9' Ptl 9'-9" Pd 9-9' Po 9-9" S d d T-10' b T-4" 6 24'$ 1'-11 ZS-r B'-1 1 ' U ,U ,U U ,U C7 W- = I e ^' �: fx r x 0.055"x 0.120'SMB d d d d �TS" 153" 153 14'5' 13'S 13•-1• 12•-T 12•-1 LL :! #'.. �> 1' l f I '�: I' : _ r x 3"x 0.060"Six Boss 15-11' Ptl 75-i t" Po 15-11' Pd 10'-11" Pd 15-71" Pd 10'-11. d 15-t i' Po x 3'z OA60"Six Be"B153' d 9-t0' d 9S" d 9-1• d Ill d S-T d 8'-3• d b b b b b b b b ? Z -ac ?: ''s I I. I. U W m ; ! , „ ,.... �I, ,I_.n d; (' ':1': , - x 4"x 0.050"Four Boa 14'-P Po U'-1' Po 4'•• " •_• d 14'-1' x 4"x OA50'Fow Boa 17-Y d 11'6' d 11'3' d 10'-10' d 10'S' b 9'-10" b 9-3' b 35$ 2T3 25'-t' 3'$ U U C9 ro !:,m i':.S.I i t� ,:,i d 1" " :4' : r 1 1 Pd 14 1 Po 14 1 Po 14 1 2 Z _r.: ,i.( „ l i, � x 8 x OA7r z 0224'SMB d d d d 2'-2'd 21'-i'b 9-1 b 18'-9•D T-10'D 1T-0• b 16.4"b 15•-9" D � 2 c _ $ - =4i.JJ; l"' r 1, .„y + I i • 2"x 5 x 0.050"Four Boss 15.9' Po 18'-9' Ptl 1 B•-9" Pd 18'•9' Po i8'S Po 18'-9' d 15S' x 5 x O.OW Four Boss 14'-9' d 13'-11' b 17-11' b 12 33 b 71'-T b Il l'-(P b 754' b d W oro m O I C' 1 fi 7. 'I +� '.� Y ({ 'I If 2"x 5"x 0.062"Fow Boa 25$ Po 25$ Pd 20'$ 19$ z 5 x OABr Fow Boa 15'6' d 14'-11' d t4'S" d 13'-11' d 13'6' d 13'-1" d 17$ b 3T4" 8'-17 Z _'_ 4'-10 U U U = - _j n W 1 ! 1. +f� Po 25$ Pd 25$ Pd 254 'x B"x OA82"x 0.308'SMB d d d d .i'$d ZYS'd 21'$d 25S"b 19$b 19-T b T-1 D T-r b w O a k• i,& k ons este ro am • nto craw see v d U f .t t B.Sections As HorizonWs Fastened To Posts Th 31M Info Srnw Bolsa 0. r` I 9 I I s f - Tntbula Load WIdN rlin d z 9'x DA7r z 0224'SMB 33'6"d -10 d Zr-S'd 25$d 2p4.-r 2?-- 21'5" 253' 193" 18'S' 1T$ 6'-11 � r� O Hollow Sections S 4' 4.6 6' O CO d b b b b b b U = I, U"L: 0 itr`i !c;, "t i'+ I. �, " "'{ 7,11 ! Hollow Sectbns S-0" 3S$ 31'-9• 29-r 27'4` Ei,r.. ! k k tl. i q I 'I t a, : x 9"x 0l z 0.306"SMB d d d d ='-1 24'-T 23'$ 2Y-r 21'-1• 25-r 194" 18•-T 2 m W s 1 i 1i I:G 1. 9p1, 1. �{ 1 Allowable an 1'/Point Load or UnHorm oed U be Allowable X 'H 8 'L' bendin re d d d b b b b b b 0 O! n a k 4.:, n i t, {t ,F I r Boa 6'-1 t" Pb 5-11' Pb 6'-7 7" 6'-11' -11' S-17" Pb M CC C - W I ^ , I I' z ;:L+ 1 S Po 5-11' -x x 0.041"Four Boa T$ b T-Y b S-9" SS 8'-2' b 5'-10" b 41'$ 3T- 34'-t' 1'-11 U - � y I' tl s P 7 k 5$ b x 1T x 0.09r x 0.374"SMB d d d d7'-T 25-9" ZT-T 26'-T 254' 24'-r 23'-r 274' to = " 84' D d d d d b b b b y re t 4 s ( h� ,u� + +I : l r x r x 0.055 Fare 84' Pb 54' Pb B'4' Pb Pb 54' Pb 54'. c ° !4 ,�. ow 8'$ b T-71" b TS" b b SA" b 6'$ b 6'•1' b ., t,, ala lel i ,�,4�k .! i."• V_r > W O w .h:. i { :�F, , : 'l ,; ,, ....^z ,,i '`: k Ntr.`�,,,,.-, ^. 3"x r x 0.045"Four Boa 8'3' Pb ill Pb &-3 Pb 8'3' Pb 53' Pb tl'-3" _• _ . • , tl s ,i,!; ! ;:.. 9iI� 1 +': a. k' ^k =.o ' -, ,,. aF '€•sad• ^ .;..:l.r., -xrx0.045Four Boa 51 b T$ b 511 b ST b 53 b 5-tt D 5'$ b T Load WldM w = m .^F,r :`s ",Ii 11� I ,�. ,.� k '. :,= . ;, , .J,.. ,ot3};; '" 4"x 2"x 0.050'Td Boa• 8'-T Pb 5-T Pb 8'-T Pb 8'-T Po 8'-T Po 9-T 8-T Po . Double Set-Matin a) d .{:, 4.;p I ,., 1- ,,., k ,.4,.� �. , „1 s,:. " " xrx0.055'T Boa S T$ b T-r b 5$ b 8S b'S-1" b 5'S' b 9 m .. O .ir..:" "..,. I ..( I' d. ;�{ i^'II' .' "',`1't"=' `:':°'`". rx3 x0.045 Four Boa 12'4 Pb 174 Pb 1Y4 Pb 174' Pb 12'4" Pb tT4' 174 Pb " _ Bans ANowsble3 ni /Pobhtload U t- •(o#. tl ,b 4 ,,{I t - x 3"x 0.045 Four Boa 153' b 9 T b 9-t b 5-T b 8-2 b T-9" b T-3 b or Uniform Load U bend D daBaetbn FO a r.> r �l h {i : _ 2"x 3"x 0.045"Six Boss 12'-T Pb 17-T Pb 1Y-T Pb 17-T Pb 1r-T Pb 17-T. T T o r1� Ile r: p p x 3"x Ill Six Boa 15$.b 9-9" b 9-Y b SS' D 53' b T-11' b A'M � " 2 r x r x OA7r x 02W 3V.r 344" 31•-T 29-T� 07 � ,'. # II I^ ,I ,. O Tit 25$ 2S-T 2W-r 3'-1 23'-7• 2Z-W T-11 'U 5 t O y { I. 1° ";a f �: .p: r I 2'x3"x 0.045"Tri leBoss. 17-11' Pb 12'-11• Pb 17.11• Pb 12'-11" Pb 1T-i t' Pb 12'-11 1T-11' tl. d d d d d d d d d d d a Z ?' ` y I x 5 x 0.045"T Boss• 755' D 9-10' b 93• b SA' b 8'3' b 7'-10' b Z.. & I' [{ :': 2'x 3'x 0.080"Six Boss 193' Po 16'3' Po 153' Po 16'3' Pd 16'3' P 1'- d 18'3' Po U U U U U - ary-, t ;I r a i, I d 8 3" x 3"x OA60"Six Boa t7-0' 71'3' D 15-T b 1 - D (2)r x 5 x 0.082'x 0.308' 45$ 35 5' 33'$ 31'4'a :,t^ 51' 9-T b 9-Y b -T 28'3' ZT-1' 26'-1' 25'3' 24'$ -10 27-7 = m 9 I. - .:`L.: li� j l I•. 1T-11• b d d d d `J' d d d d d d d did(. + i'{ i;t (. '• I d I _" .3, r z 4"x COW Four Boss --- Pb 25$ Pb 25$ Pb 2W-6" Pb 25-1" Ub 19t' x 4"x 0.050"Four Boa . 13•-3' b 17S• b l l'S' b 79-11' b 155' b 9-10" b W f- :a + (I ;�. 3 I':. �r -, r x 5 x OA50"Four Boss 2T-t0' Pb 26'-1 t' b 25'-Y Ub 23'-9" b 27S 21'4•. $ 2"x9'x0.07rx 0224' 47-t" 3T-T34'-T 374' U Wqq I' ii { , x S"x 0050"Four Ba 14•-11' b 13'-1 Y b 1T-11' D 1Y-3' b N'-T b N'-0" b �i d d d dT-T 29'-2' T-11 -11 26'-1' 254" 21'-T -11 Z�+" S "� 9 I SI'. J I il:i I 1 2"x 5 x 0.062"Four Boa 30'•9" Pd 35-9" Po 29$ Ub 2T-11" Ub 28.6" Ub 25'6' 24''r Ub d d d d d d d d' 9 I i it x 5"x 0.06r Fow Boa 1T3" b 1 S-Y b 153' b 14'$ b 13'-9" b 413'-2' b U U U (9 a + i ; j i` { {k , (2)r x r z 0.011r x 0.306" 44'-9" 9-11 38•-9' 34'S" I , ' s 1 I'4 7 4 �' i I '. ,' Noir. d d d d �t,6'Note: d 31'-0"d 29-0•d 29$d 2T-9'd 26'-11'd 26'-Y d 25'$d Z oo Pd ' + , 1 I ti 1 ,� i .' L Thkknesses shown are"nondnal'industry standard tolerances.No wall thickness shall be less than 0.040". (2)r x 10'x 0.092"z 0.374" 574" 48'-0'U.-•11 U 453' U U U ` - r• ,.i ,. :i " ., I', .... ..-..-. ......._.. - ._ ._ L d d d d X8'•0' 353" 34'-0• 33'S' 32'S' 31'S' 35-T '-10 .o _u .-.b..._. 4ddmemes.shown aos.bomkbC soisrances.No.wal tl sts9be imminan>0.045' •^j"¢ ,r,,1. i ',,, 1,, ^ ,{ t {i,7 , r _ 2.span B nreasuredTrom barrier d Deem area uprlgfrf rnnnedfon to Fascia«wan cohnectibn:` _ :_ .::: hdudryslendard _ Note: d d d d d rc t [r ( __ " 3.Tables am based on a maximum wall ol 16' a 4'max.mansard or able. ...t.ft Y recomoterded that the ' s l�,R,.., l x { :I {, n i a 11 r Vii,. ;' � I,.. 9M k 9 9 2 Using steer Pend width W aebet 0141lengtlhs, ergkheer los eorawlstl on arty ander beam tl rare then 55 O I + i f 1 J _ 3-She specific engineering required for pod wrdo omss over 35 In mean rod teens CL 2 :, .1 �., ` e' i;t a .I 4.Spars may be Interpolated. 4. is to be rnepaumdfian venter of beam and u connection to fascia a wall connection. 2.Spon Is meawred fran Carina d connection to fascia a wed connectlah. - s ". 9 + { 'ir ,` I SP�hei9M Fright 3.Above do not include N of false brace.Add horizontal ,-f , .( 1 i; i i. : 5.Y x 4'&Y x 5 Hollow Guts shall be connected vel an Internal a external t-12'x 1-11r x 0.044•angle. spans lent i�wn upright lo center d brace b beam connection tu the above spans fa• _ O f^ 6.To convert spans to'C'anti"D'exposure eetegodes see exposure multipliers rs and example Pageheight designed genitals P they am attached with' ?, „, , i. , pile mple on Table 1 B 3r 5-Chef raft of 2"x 2"x O.O4P min.and set 38'h are to be residential total beam 1 ,I ( � +i m1n.(3)#10 x 1-1/r ams.Into the screw bosses and do not exceed 9-0`as 4.Spans be Interpolated. O CHECK TABLE 1.8 FOR MINIMUM UPRIGHT SIZE FOR BEAMS. may 3;d, I I, i 6.Girl spacing athel rel exceed 5$. 5.To conveA spans to"C"ma"M exposure categories see exposure mks w [ 7.Max.Deem size forYxSleYxTx0A55x0.120' Z s ,S,e r 4 I 1 gl I•M` II + k + I 11 example on Table 1 B Page 3. C7 ,°(' --'+' 1 III �` i!I '..f� t '. 'Cowrod by U.S.Patent#:6,092,348 and U.3.Patein#:8.130,888 8. x 4'&Y xr ':I .i I.,I ' +;y .r I'. _ r x 5 holow gfb slat be conascted w/sn fderml a exlemal 7-1/r x 1-1/r x 0.044•antis. • w K _ i k 1 �a.: '�" , , , 2G i ! it {` + 9-Spens#telghts may loterPdated " 4. w 7, 1 ;� 1 �. - {' 1 tl• : - 10.To convert spans to•C"ant"D"exposure cMegales sea exposure multipedal rd example on Table to Page 3. p SFjEET i 1 O 1 I ') . C9 I �.6 a " { 1 I` j •Covered by U.S.Patent X.6.092,348 and us.Patent r 6,430,888 w m I . 11 :, sy �Ii 1 t. + {,I . �� . 7A-120 W �' 1 - r ii # 1 �I + I. • :I:.,i� ([L' ` ^P it .- 11 ti ci i I n �€. is x `r x 1 Z sal, I ' ! F :11:.�:I, P 11 �': t 'i 11� 21 ry ',, I I{1 � I1. 12!01/2009 OF O 1 x p 11 + ( I I i _ rl,� - + h �fi ,.i + �I t I{, �r l� r t+ i i { , i �7 ,: (GI,':6 -- !I - E t I f 1, w� 1 r ,, I1. I . 31 ! 11 11 �, {'I f t , . I II I � ....:,, . - :;, I1� � , Ij: f}ol , :'111I _...__ _. .I El { i; IRS ';I j l ` I Table 1.3140 Florida Extruders International,Inc. Table 1.5.1 140 Florida Extruders International,l I F iJI � Table 1.1 140 Florida Extruders International,Inc. 6005 FL-E}(T Allowable S a Ina I I 8005 FL-EXT Allowable Poet I Upright Heights P ns for Miseellan I 1 II @ { j 6005 FL-EXT Allowable Spans for Primary Screen Roof Frame Members Ella Framing Beams as Supporting Screen Roof Frame Members "`d '" + 1 Aluminum Alloy 6005 T5 Aluminum Allay T5 One End of Beam Attached to H%st Structure(Axially Loaded) I ! { in led:, : g Eq. applied sq. . l } Alloy 6005 T-6 i .I,; 1j i� `'.( 1. - For 3 second wind ust at a veixity of 140-td2 MPH. "B"or an bad of 2f p ft. 1401a21!�N AlwMnum U I. + '... I,I I, '.I t ,� t For 140.162 MP.H.Wind Zorm,Exposure"B•and Latitudes Below 30'30'•00"North(Jaeksomgle,FL) _ tr2""r ff 'I Por Mas with What Loads up to 140162 M,PJi-,Exposure"B'and M r 4- 4 of 300 sxSF over 1 flnear R h also considered t' fltnside Below 30.30'-00"North Jactrsomitle FL w 8 srsF a Print Load ii:. e, ,1'':�. �,. Uniform Load - ( ) ;x �� P , Ili ! : TAbub Load Wldtin W a Beam S Hoitow Sections 4 -0 3 8'-0" 9'-0" Uniform Load w B#JR.,a Poled Load of 300 If (1)linear R b also n ) "i., ' s oncidered ^ p f i` ', .Ale} ,i, ,I ,1 „.... Hollow Sections •-0' 5'-0" 6'-0" •-0" W.0" Aitowabla Hs M"H"/ b deflection d Td Load Width AI `` '... I, ;�'I,.., 1 I"°..,`'{ I e� E. 1' '.;:. , ';':,, ` .,..- :.'. Allowable S 1.'/Pohrt Load P a UnNorm Load U b d x r x 0.044'Four Boss 31' d S-9' d S1" d 4'-11' b 4'-T b 4'-4' b 4'-1• b Sell p : ! .__.. `� t` Pb aV1aWg 5W-05W4 `-� (, 11 "., III b 4'- - b 4'-5' D N {] Pb 5'-8' Pb 5�' Pb S-8" Pb 'F Boss 3-9' d 8'-1' d S-8' d S4" d S-1' 9" Beams Afiowabb8 n'L'/Pd (( f Iii - erg-,-,,,• . '1,ga rt-, 'x Y x 0.044'Four Bou S-0' Pb S-8' Pb 5'-0" x Y x 0.065 our ret or ntiorm Load U bendn b deMetlon d I` � '^ii + ! :r : ,�?' 1' Pd 6'1' Pd S1" P 6'1' Pd T-1' 'S d 5-10' b 3' D 4'-10' b 4'-6" b 4'3' b U , U �I t� + e..5'., C , ;a x Y x 0.055"Four Boss 6'1' Pd 6'1" Pd 3 "x Y x OA45"Four Boss d 6 S ,1 I!. n 'a' i 2'-11 0'-11 9'-4 U U U U U ! , ,... ,.. ! .I .:t %; ,., ,t 't . I Li ::. ,. . ' < ,t;2" NNh ! d r : , t : + r Pb 6'-10' V-10" Pb 6•-10' Pb 6'-10- Pb 6'-10" Pb 6• "x Y x 0.050"T Boss' T-10' b 6-8' b 5-11• b SS- b 4•-,1" b q•-8- b 4'd' b x 4"x OAM x 0.100"SMB d b b I 8'-8" 5'-10' 5-3' 4'11' 4'3' 3'-10' 3'S Vj r `i: n:`, s^ y, -ii'' { . '+ : 'x r x 0.045'Four Bwa 3-10' b b b b b b b b o r »,, ... 1 �'. 'I Pb 2"•t M ' .! t +I 9:P' . x 0.050 Td Bou• r-t" PD T-1' Pb T-1" Pb T-t' Pb T-1' Pb T-1' Pb "x 3"x OA45"Fov Bou 8'-10" d 8'-07 d T3" b 8'11' b 8'-2' b S-8• b SS b U U 2"'•t a C7 let 6 +). ,:'. , +:. s' ,. ,i ::r, ):: 'zY 134' W-(r 17-1' 10'-0' A 1 3-0 T.-11' T1' .8'-9' 6'3' S-9' Ste' `F.i ' ..:::. a, �,,.I :;.: I �' ._ _. ,. xS'x0AS0 x0.1 8"SMB d b bb b b b b b b b Q3 tlpn'°1 ,, r cast. � i;"° i i li 1 , 1: I. �.. -' I • x3 x-0.045"Four Boss 9'-0 Pd 9'S Pd 9'S Pd 9'-6 Po- 9'-0 Pd 9'-6' Po x3 x0:015"Sdc•Boss 8 t0 d 8'.1 d T-0 b 6'•8' ti 8',Y 5 10' b' S-6" b 3 I , . I 1 , _ U U .:, :,.::. I : ..:.P. ....PO-.9 T Po.. 1 b 5 b-:3' b 8 t 1 1 .... - " T. _. _.. . x 9'7...Pd. P. d. 9' _ tY 7 3'S_ b 6�tfY-b.. B 8K'1 13 1 ,...17-0 _. .._. .: ..- .:. . . I .a... � ..:. : (tI ..,. ,. ... -. 3"x 00451. Boss-... ..g T ..Po..9'T._Pd- .=7" x 3 zeA4S'T :Boss 3 d 3 ti ,. .._ .. ..-... .... .. ,.0.. .: .. ,i3 r .d r, ,I ,(,!. �. i,... x. Six x6'x " -0.120"- d b b 10'-1 9'-3 b 8.8' T-it_ T4_.. 8-10 8'4� .fir xIL. N. It i i^' 9 ` 1 :i p:2"i: �I{ ",'.+ ! ,r 'I, •x 3"x 0.015"Tri 'ecu• 9'-9' Po '9'-9" Pd 9'-9' Pd 9'-9' Po 9-9' Po 9'-9' Po D x 3"x 8.860"86c Boss 7-8' d 8'11' d 8'-Y d T-8' d T-r b 6'-9" b 6'-4' b b b b b b D b b V o y 2".1 , a ' :. s d k i'' U U '•-n i ` _ U , �.. ii ) u _ - _ 1 '7 _ _ 21 5' 18'1 S1 14 t _ , -- -• _ 3 O ' •,�_:;�, ,,. ,11 if.il .+ r, .I I :. x3"x0.060 Sbc Bou ,0'11 Pd 10'11 Pd 10'17 Pd 1011 Pd 10'11 Pd 0 d 1 x4 x0A50'Four Boss 11.8' d tOS d 9'1 b BT b T1t b T5 6 311 b x7 x0A55'x0.120'SMB d b b 11-7 10-0 3,1 9'2 BT 31 TT •Ota , '< .�, I,M1 a. �, Ia[I� AEn.J, { t i : , ! b b b b b b b b b )"4 d p h � L:',."_ ^< ;: ! .,I. ;N .Ir, , - d . - x 4 x 0.050 Four Boss 14-1 Pd 14-1 Po 14-1 Pd 13'-10" d 13-7 12"-r d 1 x 5'x 0.050'Four Boss 13'-11' d 17-1' b 10'-9' b 9'-9' b 8'-11' b 8'1" b T-,0' b U •i.n Q� y .G r 8 I t ,. 1 {R { _ sit D 26'-8 3'-10 21-2 8'-1, U U U ,U U U U Q .1",n O `t a + :• i[':� 1 'j 1 "x S•x 0.050"Four Boss 18'-9" Pd 13-9' Po iTA' Ud 16'-9' d 15'-5' b 14'-1' b 1 "x 5"z OA6Y Four Bou I -42" d 13'-6" d 17-2- D 1 T-2" b 10'-4- b 5-0' b 9-1' b x 8"z OA7Y X 0.224'SMB d d b S-1 14'-8 13'-9 7-t t2'-r 11'-0" V-,1 X -4-q., y ill i a, it +',�' ' : b b D D b D b b �"•1 �a ff��1t rt ''' I'! i 't (R t °P. G i' ill 'x 5"x 0.06Y Four Boss 20'-6' Pd 20'1" Ud 8'-11- Ud 1T-9' Uel 16'-1 P Ud 18-2" Ud t U ,r a y K ,sir`: g ,I:, { �I q.: ':I 1- Load ht 23-3" 253 3'3' -,0U U h m '` 11I ' a I ,j, i it 8eN Sections 8'-0" 9' x S'x OABY x11308"SMS d d tl D 1T8 D 18'-3-b 15-3" b 14'1' D 13'-T b 7-10 D 173'D �(W(y N Uj[.,{y i : 1 1 P �, I $. , y +' I, D UU-11 It 2"l :: , TdDub Load Width W a Beam 3 in 29'-2' 28'-1 -11 20'-0' U ! ',.. .: "f i ` 11. + ' AAowable Hal ht"H"/bentli deflection,I d "x 9'x OA7Y x 0.224"SMB d d b 1T-Y 75-11 4'-11 14'•0' 13'-3' 17.6" 1'41 + i + { Ij . , �. - SaN-Matin Sections -0 5'-0" -0 T 8'-0" b b b b b b b b + - _ g x 4"x OA44'x 0.100'SMB 17-9' d 1,••2" d ,0'-0" b 9'Ar b 8'-11' b 8'-4' b T-10' b U U + .;:fff..•, In "t , j' I q(, ,�� 1,11 I':. , .,,t. A @ i i I 1'', II Allowable 'L I Point Load P a Uniform Load U bend b defle d . 31'-u 2T-9" 251" 2711 U , "U U .U U U1 - { i1 ,. xSx0.950'x0,116'SMB 1S•t0' d 14-5 d 13-1 b 1 t-1 t b 11-0' b 10'-3 b 9'-8 b x 9"x 0.082'x 0.306"SMB d d b 19-1 1T-9' 15-8 15-8" 74-10" 14'-1 13'-5'�..i: r "'1 I�. + 2"l til t 1 "x 4"x 0.044"x 0.100"SMB 16•-6" Pd 16'-6' Po ,64' Ud 151' d 14'-T Ud 13'-,1" d , '� ��„ " b b b b b D b b''! it x 6'x 0.050"X 0.120"SMB 18'•8' d 1S-Y b 14'5' b 13'-Y b 1 r-Y b 11'1' b 10'F b U U ;' ,, ' (:'. = a 'l ,_, _. .g- 36-3' 378 0-10 2TSU .U.•,'r ('! "r 1 ,t. : : x 5 x O.OSO"x 0.1111 SMB 23 1 Pd 21 11 Ud 205 Ud 19'2 Ud 18'-3" Ud 1T5' d 1 23'-3 21'-6" 20'1' 19'-3" 18'-3' 1T1' 16'-Tit,. I', ,! 4 .., : I' x r x 0.055"x 0.120"SMB 20-0' b iT-10' b 15'-11' b 14'E' b ,3'S b 17.6' b 11'-9" b "x 10'x 0.09Y x 0.374"SMB d d d b b b b b b b b iI 'I G€ 11. )!` : - - 050"x 0.,20"SMB 28'-i" Ud 25'-0' Uel 23'-0" Ud 271' Ud 21'-r Ud 20'-3' d 1 ,11' b I i t. �! { I:` 7. I ;I: i ' I' - 'x 6"x 0. ,1/" b. "x S"x 0.07r x 0124" 22"-0' 13-r b.1T1 b 161 b :; I l 11 l` I ,t..! t } ^a. : _ "x T x 0.055'x 0.120"SMB 31'-11' d 29'-1" Ud 26'-11" Ud 255' Ud 24'-1' Ub 271" Ub .( _. 1, ''i P:,..I 0.306" TA' '3' d 23'-5' d 27-1' d 20'-10' b 19'5' b 18'1" b Tribute Load Wldeh J w ! .,( I q'.. ,i ,.j, : .r Ud "x S"x OA82 x SNB 2 d 25 DoubN SeB-MaSnp tit'-0" 14'-0" 16'-0 30-0 34-0 •0" -0' •0 •0 '-0" Z a F 3 ,I l "x It"x 0.072"x 0.224"SMB 39'-10' Ud 36'-r 33'-7' Ud 31'-7" Ud 30'-0" Ud 20'-9" 2 '-0 Z i _i,,,, f I "x 9"x OA7r x 0.22P SMB 28'-8" d 5'-10" b 23'-1' b 21'-0' b 19'8 b 18'-Y b 1 T-1' b Seems ANoweble S n•L'/Point L Q ='!t. I '�'l;j j ,� ! tl I; : "x S"x O.OBY x 0.306"SMB a2"-r ilei 38'1' lJd 35'-T Ud 33'5' Ud 31'-10' Ud 30-5' Ud •3- or Uniform Load U bend b deflection d Q r,.,� F is i ;E• ::!.' + 9; I'2" _ "x 9'x 0.062"x 0.306"SMB 30.6' d 2T-9' d 25.9' d 23'-10' b 27-1" b 20'-T D 19'8' b 0 ,�.ft _ k n .ilk :, ; 3' d d �I t a. a ISI d '-r d r-10' Ud 31'5' Ud dr:,+ !':_: >! 77 Ii1' "x 9"z 0.072"z 0.224"SMB 43'-r Ud 33-r lJd 36'-9" U 3a 3 (2)Y x r x 0A7r x 0.$24" 33'-r W4r 2T-T S-1 i ,ti I t -T b 24'-10' b 23'5' b d d d 24'8' 23'3" t'-10 20- 19'8 18'-6' 1T-' 8'-10 Z r,€ n 8 ^I }.1 i .��" 1 .2- x 10"x 0.092"x 0.374"SMB 35'-0' d 37-5' d 30-1' d 28'1' d 23 d d b b b b b b � Z 3 I I, I I "x 9"x O.O8Y x 0,305"SMB 46'1" Ud 47-1' Ud 39'-1" Ud 36'-9" Ud 34'-11' Ud 33'-5' Ud U - : : !I.E 9 pp t Q Z k' '11 -T 2 Y x 8'x OA8r x 0.306' U ,U U U .1, f' I Ud 49-3' Ud 46-8" Ud 47-11" Ud 40'-10' Ud 33-1' Ud 3 Nob: (} 35-T 1'-1 29'3' 22"1' W 0 �t: I-- I', 'i: I' {�. rot I", , "x 10'x01192"x0.374"SMS 54'-2" d d d b b b b D � 1 1 i{} ...�. : 1.Thicknesses shown are"ramhnar Industry standard tolerances.No wag Mrdvess shag be less than 0.040'. d d d -10 24'$ 23'-8' 22'-T 21'-5' 201' 19'8 18'-r � - W m .';: .,2":s-i,l ' !i: } il, Note: U U U .U U .U .U U -U ll.l f t ,ti:, x 1 1 +i, :!,. 1 u, +:,'. I. i , , r 2.Using screen parcel wk1M W select upright length W. (2)Y x r x OA7r x 0124" 36'-9 d -10 30-3 20.3' 26'-9" 254 2'Y4r 22'-3 21'.1 20-0' 19'-7 18'3' U, s',::, ! . {. ,.{ {. t, 1.Thicknesses shown are nanbar Industry standard tolerances.No wall thkkness shag be less than 0.040. Is ) ,I 3.Above h do not kalude length d knee brace.Add vertical distance iter u lo center of brace lo beam connection to 9 4 , ,. `!3t - a hWight d d d b b b b b b b Z m O O + '.:,:i' ,:r r 'I :.r r .C ,, , , .'i ,. `et s., -..;,., r shag be Moiled lo a maximum comMned span and upright ht of 50 arf/P U U U U U sr._. 7 ,t1 +,.. _ ::,� i , ::., _,...- - �:, ,'_- t ~k ., ? ,.,.:.. 2.The struchrres designed using Mh sedan Pa Png height 2 r x 9"x OA112'x 0.306' 35-1 -11 37-2" 30-t ,U U ,_, _ €( p r d ..4 e,,:. a,.�, ,kk„c,} .,-,..:> tine above spwrm for sxhl beam spans. (1 23-5 2T-1 5 11 24 7 23'1 27 r 2,r 2I1'-3" IJ.I U :: I' ' ;f FFxl ;S.,I N s € 4 ,l .l " x¢' maximum u t t d 16.Structures larger Oran these limits shag have site specific engineedrg. d d d d d d b b b b b O Z I,'t: �. f a: 9 J'r .,s..`,+ .. , ,.:.. P helBh 4.Site spook i required for pod andmines over W In mean roof h f/1 W N ' ,,. : ,1 ' ,!, .+ 1.,. ; I':. I i- „t. 4 .... ,..-„ {,•z.., erg neerhg eIBAL U W ;t':. { ,. r ,: . 2"...,u.o,:..: ,, 3.S n Is measured iron center d beam and u connection to fascia a wall connection. _ _ .U ,U .U .U U .U i I ,AA. s { 2"o.. , ,;'. i ,! pl a.:,: , r : ::. ...,, , Pa P 5. h b be measured from center d beam and ht connection b fascia or wall cornedan. (2)2 x 10"x OAW x 0.374 46-2" 1 3T T 38-Y 3Y-3 31-0 305 29'3 233 26-1, 25-8" 24-8 W � r tY ' i I'I¢.+ + ( ' r f y..,,; I I' 'I s 4. Above urs do not Include len of Wee brace.Add horizontal distance from u to center d brace to beam'' Hem d d d d d d d b b b b Z i,i,t' {) . o (1 , 1, li: 1 i d� ,I. I: length upright S.Chair pals d r x Y x 0.044•min.and set @ W kr freight are designed to be residential guardrails Provided they are a0ached Nota: 0 fn J 0 3 ;, I 1 i 77 ) : I connection to the above spans for total beam spans. with min.3#10 x 1-1Y2'S.M.S.hnd the screw bosses and do rat exceed 3-0"In zi I r° 'r I , t �'+ f : 't () i.It h recommended Mat the engineer be consulted on any carrier�"!><Uet s re moa Man sa O J g r S I I k '': _ 5.Tables are based on a maximum.all height d 18'Induding a W max.mansard a gable. Pa (0 J a"' tt ,1 .� � .li I I : 7.Max.beam size for 2"x S h 2'x T x O.O5S x 0.120" 2.Span M measured from center d connection to fascia a wag conneclfl�h. J Q LL f ill ;� .a.+ k Y !`" _.� ,'° {, f 6.Spare rrmy be Interpolated. W Z iii , , i ! R2" : 7.To convert ns a'C and"D'a sure ce s see multipliers ale example on Table 1 B Page 3. 8.Spann maybe irnbrpolated.- 3.Above spans do red iruiuda lengM d knee Mace.Atli hodzonhl dhte from upright ro center d brace to beam cannectbn to the above spans for U 0 W O d r" �i I { 2"I ^i �I s»i ,�:': + < r spa xpo tegorle exposure 9.To convert spans to and D'exposure categories see exposure multipliers and example on Table,S Page 3. total beam opens. > m Z `i!,,8}E.. 11 j t ,I til` '!, 1. 1: :ill. • - ori I,. 't : 4.Spans may be Interpolated. 0 Z 06 2 O ij �,nk t y q �, 8 » , r1: 1,It1 'Covered by U.S.Patent#:8,092.348 and U.S.Patent 11,430.888 •Covered by U.S.Patent#:6.092,346 and U.S_Petards:6,430,888 5.To convert spans to"C"and"D"exposure categories see exposure myl,�g�and example on Table 1 B Page 3. )--• W Q W 2"n r: ! , LL -1 U Z 11 ''11 IId I ofW O � a w i.., I', Table 1.4140 Florida Extruders International,Inc, Table 1.52140 Florida Extruders Intemationall lin, O EL { 1 I Table 1.2140 Florida Extruders International,In, 0 , : „ __ Allowable Spans for Mlecellan ' J i ,, »: i, + I,,I f2" ;i ,i» , 6005 FL-EXT Allowable Post I Girt/Chair Rail Spans,Header Spans 6005 FL-EXT P o e4bus Framing Beams as Supporting Screen Roof Frame Members (n Z u:a. x t I; {, '( ": .� .,:i, 6005 FL-EXT Allowable Spans for Secondary Screen Roof Frame Members 9 (n U L.L w i P l� I1. Aluminum Allo 6005 T5 3 Upright Heights Both Ends of Beam Attached t%'Host Structure(Not Axial Loaded _ I ! E' i. x ,;r, I For 140-162 M.P.H.wind Zone,Exposure and Latitudes Below 30'30-00"North(Jacksonvi le,FL Aluminum Allo 6005 T5 (140 18,2 MPH) Aluminum Alloy 6005 T-5 qq i,i:k: n r { ;R d11 r ,}..t: For 3 second wind gust ata velocity of 140 162 MP Exposure or an bad of 21#I s.iL for Areas with WInd Lwde up to 140162 N.P.H..Exposure"B"and 0 O O IS ii jji { I at. ;;x ,i (( , _ - Uniform Load-6#NSF,a Point Load of 300#ISF over(t)On ear it is also considered 0 ity H,Expos applied q tibdes Below 30'-W.W'North(Jacksonville,FL) O 3 i ° s {, f t;-j, t° �'I 1 'I;I�°@ : A.Settlors Fastened To Beams With CII s A.Ssetlorm As Horhontah Fastened To Posh With Cg Untiorm Load w 8 s/N.,a Print Load of 300#over(1)linear R h elfO,reawidened Z N N rel W C 4 d»r 1 1 1 1. -I I. c >_ j : .. Tri Load Width W.Puriln n 7 Load Vllidth 2 = H. 3 a ii l ,{ .1 'l S j �i d ,r ,I' I:. Hollow Sections 4'-0 4-0" S-0 S-0 8-0 Hollow Seetlons 4'$ 5' S 6'-0" 3-0' .Single SON-Mating 1 14'-0 1 ••0 Sq••0- 0 n � i_ F ,C . .,!y:. x ,� - Allow"He "H"or Soon"L"/bendi deflection d - 0 - I I! E�Lj . I,y ! ill L .. , °: { , •P a Uniform Loaf U benign b deflection d "J O -:t {.. 1ff{. $ :.. Allowable S 'L'I Print Load P or Unirorm Load U bend b .Beams Allowable Siam #Print .lit ill ^ t, 11 i ii11� , '-0' Pb 5-0' Pb 5-0' Pb 5'-0' S'S Pb z Y z 0.014"Four Bou 8'-0" d S-9' d S-0" d 51' d 5'-1'- b 4'-10" b 4'S b U O C. . 2"x Y x 0.014"Four Boss 6'-0' Pb 5'-0' Pb 5 u u v t ,< 741 11 0-T 9' _ _ _ Q 2 ., ' ,.. j I r':. yj 1^: .. 1' 2"xY z 0.055"Four Bou 31' Pd 31' Pd 6'1' Pd S1' Pd 31' Pd. 6'1•� x Y x 0.055"Four Bou 3S d 3-1' d 5-10 d 5-S" d 55 d 5-4 d 5-2" d .x 4 x 0.044 x 0.100"SMB d d b 3-10'D 33 D T 9' b T1 �b 11 b 6-8" b 3.4 b 8 r D r H ''' I ;2"h«.: r N ° !' :, r t ,' $ ate. a %" , L - '.- , S-0' Pb 'x Y x OA45"Four Bou 3-0' b 6'-2' b 5'-9' b 5'S' b 5'-1' b 4'40' b 4'-6' b , .U - .,::..' ..+ a I; .:� . .I:,I „ I 3 x Yx 0.045 Four Boss 6'-8 Pb 3.8• Pb 3-0 Pb 8-0 Pb 3-0 Pb 6-0 13-2 14.8 134" 17-0' U U U. 3- ',t ;I I,.; 3-1P Pb b 4'-11' b 4'-8" b x5"x0AWx0.t1S"3MB d d b 11-1 10d 9`4r 9'-r 8-B 81 T-,1 -T-S' b ,F,})...! e. A, ji 4"x 2"x 0.050"Triple Boss' 5-11' Pb 6'-11' Pb 8-11' Pb 3-11' Pb 6'-11' -Pb 8-11" 'x Y x 0.050"T Bose• 8'-11' b 31• b 5-11" b 5'-T b 5'3' b b b b b b b . %. �` I. y, "I car .�... - 9'-0' d tY ` ::, , ; .' �� ,.+:: :+,,;.:` `'-: 'x3'xi 0.045'Four Bou -8'1' d�3-0' d T-r b" r-1' b 6'-8' U U U ,i 4•'' ":,.y. , ,g YYn � .I .. rri,... - <.,:.< _. _. ;. 8'-0 Pd 9'-0 Pd 95. Pd 9'-0' Pd 9'-0' Pd 9'-0' � '-1 - 1 - ' _,:.. r .;, ,;. „I 9:, :. �; � - .. ,. +.i,_.,, ... :.,,, ..._:; .,.. 2 x 3 x 0.045 Four Bou - 8 0 3 10 5 2" 13'•8" 1-, 108 9'-11- 9'-6' .5-1 3-9• � ' ' a:.: :{ n .. It ,: s; ,., _.v. �.._, ., .,.w .,.<; 120 SMB d d 17-8 11-9' 1 Q .,:::... i:.:..: ,. , 7...,,2".: _, s ,:. , ._r x6 x0.050"x0. D b b b .;^.. , i. u e _.n,� : ::: ,,. .,,,:< " _ _ _ _ _ _ 9'T Pd x 3 x 0.048'Sbt Bou 8 S- d -, d T-9' b TJ b 340' b 3.6" b 6-1. b b b b b b `$ r:- ,,,} ..1} „ :f y 2":o, : - ,_ .-.,l,...,. 2 x 3 x 0.045 Six Boss 9'r Pd 9'7 Pd 9 r Pd 9 T Pd 8'T Pd 9 r 8 D- :. �u.. [ 1 1 2"r .: i:. a ;._I ,,.._.... - _ _ U I Ir. .,4 a ,: a ...,.< _.., .. ,.„ 9'-0' Po _ 4 ppp 3g ., . x3"x0.045"Td Boss 3-0 d 32" d T8 b Tr b 69 b 3S b 511 b 218 192 tT1 iSS r,.:,� ., tt I I.,,, „,,.. 2 x 3 x 0.045 Td Boss 9'9 Pd 9-9 Pd 9 9 Pd 9-9" Pd 9'9' Pd tY-9' ,..« z i I -n .. ' x 7 x 0.065"x 0.120 SMB d d b 143 b. 13'3 b 128 b 11-9'b 11 Y b 10.8' b 10'3 b 8'10'b O 2"Q Z =,w`tt ' V.:I::r 'ti �t. 1 V;I. 2"x 3"x 0.060'Six Bou 10-11' Pd 10-11' Pd 10-1 t' Pd 10-i t' Pd 10-01' Pd 10-11" 10-it Po x 3 x 0.060"Six Boas 9'-Y d 8-9' d 85 d 3-Y d T-17 d T-8 d T1 b r� l „ I. ,. I: U U r t0 .:i + :k y]' :'�'. I I , � � I I A :a.. 1 (.,.,� i': . . 14-1 Pd 14-1 Pd-14-1 Pd 14-1 Pd 14-1 Pd 13'-10" 131 lJd x4 x0.050"Far Bou 10-11 d 10'1 b 9'-0 b 91 b BT b 3Y b Tr b SMB d 13.8 1T3 1S-Y 181 14-T 13-11' 13'1' 7-10 O o n :I ,ip ns,.+ d a,.v.�,� id It ,I. ,l I :I ,I I.. ,� 2x4 x0.050 Four Boss x8 x0.072 x0.224 d d b D b b b b b b N - O i r r y , 1 � "r 050"F r Bou i8'-2"J' PO 13-9• Pd 18'5' Ud 1T-9' Ud 1T3' Ud 16'-9' t5-t0' UD 'x S'x 0.050"Four Boca 778 b ,1'-r b 10'-9" b 10-Y b 9'-T b 9-1' b 3S b 2 w ', ., 28'3• 283• 23'3' 22".9' %a. „., +� :i: +,. ac. ud zo2" ,a-0" ,2"•s 13-0" is to 1s-r 1a'-r s-11 •""l o; i,"d7�;;., I,x i"IF 1 f, - : 2"x S'x 0.082"Four Bou 20'-0' Pd 201' Ud 19'-T Ud 18'-1 T Ud 18'1' Ud 1T-9' 1T'2- x s x 0.o6Y Four Boss 14-0s d 135 d 7-10' b 17-r b 1 t-T b 11-0 b 101 b x 8 x 0.082 x Otos SM6 d d b b 2"y 2"n - r�4.= , H:.1 a I,i, ", :I � til I' ! ore asb Through am Webs oto raw see U U U U U f7 IJ_ W- _ l 3 d;:. i : !aa r ti -11 18'-T 1TS 13.8• 155! 15'-0' 14'-S 3'-10 ,.. .. !.y r` ,.I{ u` p f gg , " B.Seetlorm Aa Horkontah Fasbned To Posh Th SMa bio Screw Bosses 29'-Y 23-1" .t 1 21'-9' tL v " { i 9 { ,I 7-tII: _ Td Lost WMM W w Purlin 3 In ribub load m 1 "x 9"x 0.07Y x 0,224"SMS d d d g' b b b b D b b b ? ? i! 3 1 i!.4 , 'F:d,t 6� Fp{ ,' It r i I' : I. U U W C7 ® x Il f�: g x 4,i `II 4 j, t ^[!,9::: Hollow Sections 'E" 4'-0" 4-0" 5' 3-0" Hollow Sections 4 4 6'-0" 31'-0 2TA" 25'-6' -1 U .U w ce 6 Z g j r j ) I' x 9"x 0.062"x 0.306•SMB d d d 1'-11 208 19'•2" i8'-1 1T-3' 16'-0' S'-1 15-2" 2 - :; I, I �,;.: p { " + �' I' - ° Allowable He "H"or Spain"L"/bend b deNedlon d b b D b b b b b 2"r_ 6 0 ¢�.. t I I Albwatie 3 'L'I Print Load P w Unlfonn Load U bend b a- W ':! I F....., ,�,. : ,, ,I, : c _ _ - _ 3-11' Pb 333' 37-5 -1 -11 _ If - .r O W :! ,. s1 d �i 1( ;} .,;I ,: : 2 x r x 0.044 Four Boss 3 11 Pb 8 11- Pb 3 11 Pb 8 11 Pb 8 11 Pb 8 11 x r x 0.044 Four Boss 3a b S-t b 6 b 55 b 5-1 b 4-10 b 4-0' b x 10'x 0.097•x 0.374 SMB d d d 28-3 24 5 11 21.8 20.8 19'-9' 8 11 ,33"b .0 I s „ i:I': "t i,t all r:il: g ,lit 11 ? & N Pb D b b b D b b W x" r, 0 m U i r .r _�q, , if I. - I 2"xY x 0.055"Four Bou 31" Pb 8'1' Pb 8'1' PbF'b 8'1' Pb 8'1' Pb V-4 'x r x 0.055"Four Be" T-2" b 3.6' b 31• b 5-11' b 5'-0' b 5'-5• b S-r b a N o � f ,r# ' E !;:' 1 i� cj 't1 f 83 Pb ? ,11}' +++,'j I, : i 3"x r x 0.045"Four Boss 33' Pb 8.3" PD 8'3' Pb 8'3" Pb 8'-3' Pb 8'3' q• b Trib Load Widh C a O 7 ,i ' �dl. : I'- "x Yx 0.045"Far Boss 3-0' b 3-2" b 5-9' b 5'S b 5'-1' D 4'-10' b S 1, y ` '• � i . II" s �'. _„ - 3•T Pb Double SeN-Nating 10'-0 4 3 -0" -0 34-0 42-0" 43-0" 50'-0 O C O ,1:#; TM} �,' I'' 'I- : 4"x 2"x 0.050"Triple Boss• 8'-r Pb 3-r Pb W-r Pb 8'-T Pb 8'-7" Pb 8'-7' "x r x OA50"Td Boss• 3-11" b 31' b 5'-t t' b S- b S3' b 4'-11' b W-Er b U ..F r� j iI I r Beams Allowable 'L'I PoIM U. m 0_ ., n':,. ( �{ .,j yS ..1i " 1' P 1 4" P 1 1" P 171' Pb 11'-10' 11''1- Ub -P w Uniform load U bend) b deflection N J 2"q 'I 1, I �,.r.,, r( '{ {p(:1 ,1, .- 2 x 3 x 0,045 Four Bou 171 Pb 17 ti 2 D 7 b x 3"x 0.045"Four Boss W-r b 3-1• b T-T b T-t' b 8'-B' b W-C b 6-,1' b p n EL ! r 1 I' 10'1' Ub U •U W . 17-r Pb 17-T Pb 12"-T Pb 17-T Pb 17-7" Pb 17-Y i ,I U { ,' 1.1 2"x 3"x 0.045"Slot Boss x 3"x 0.045"31X goes 33" b 33' D3-10" b 6'-6" (2)2'x 8"x g.07Y x 0.224" 33'-T 30'-0' 2T-r '-10 - q•{- 23'-3' 271' 21'-6' 20-T 19'-8' 8'-1 13-Y co I 4),. ;d i 2"a .i d d d 2 t2" ,�i ,1�. ''' til - Y x 3"x 0.045"Td Boss- 17-11" Pb /2'-11" Pb 12'-11' Pb 17-11' Pb 17.8" Ub ,t'-11' 11'-2" Ub x 3"x 0.045"T Bose' 3-11' b Ir 3- b T-8' b T- b 6'$' b 8'S b S-1 P b d d d d b b b b a - ttl,a oro t I 13'-9' Y x 8'x 0.082'x 0.308" T "6 I iI` 133' Pd 183' Pd 16'3' Pd 15'-11' Ub 15-Y Up 14'-8' R) 3S-T t'-10 29'-3' 2 1 -1 -1' 21'-5' 20-T 5-1 [0 , a,. ' LU i I 1 2"x 3"x 0.080'Six Boas -0 24'-8' 23'•8' 22" i ;(, 'tt, ii ,,j .I 'i!, �' : i` I'' I'. "x.3"x 0.080'BbcBws 10,2". b 9'-0'_..b 3-1P_..b S'S b 8'-0" b T. b T1' b d d d 1 d d d d d b - b W S d ` -Y. '- '` ;: 2'x 4"x 0.050"Four Bou 20'8 Po 151" Ub 18'-i" Ub 13-11• Ub 16'-1' b 15'3' 1a-3' Ub _. _ _ d m N d O , r i s% 1 I'..:j' 1 x 4 x 0,050 Four Boss 11 2" b 10'1 b 9' b 3 1 b 3 T b 8 2" D T T D - _j.; ,: `2"i' ": _ U ::; :„1 :.-„.. + :I, " _ 2 Y x 9 x 0.07Y x 0124 36-9' 1 303 233 ,. i ,` h;a ,1 { -1, s I I,'. 2 x 5'x 0.050 Four Bass 23'1 Ub 21-T Ub ZO-2 Ub 13-11 Ub 1 T-11 UD 13-11 S x 5"x 0.050"Four Sou 178 b 10'-T b 10'-9' b 10-r b 9'-T b 9'-1" b 3S b O d d d 23-9'tl 25.8 tl 24S d 23'1 D 27 3 b 213' D 20'1 D 19'T D O C f" a 1i i q" j �II. Ub 20-0" 19'-W Ub U c .:j 's z ,, f 1 , 'I 'r •, i ( ,ell ;.. ,'. 2"x 5"x 0.062"Four Bws 2" Ub 255' b 24'•P Ub '-10 Ub 21'-8' "x 5'x 0.062'Four Rasa 14'-T b 13'$' b 17.10' b 17-r b lttr b 71'-0" b 101' b _- _ _• U N p I k r I : I'. Noll: _ It I :, l'5'g1 .. d d d d d b b D Z _(,r.. ' :. I'+ o- •i' I', Nob: (2)Y x r x 0 O8Y x 0,306" W 1 d i t tl 37 Y d 30 1 --235 2T-1 -11 25-1 243 23'-3' 271' 21'�i Z g f k1 Il I f h,... i ` I. ` i ',. II. 1.Thicknesses shown are'rxxmhcel'incl standard tolerances.No wall Mklecess shag be less Man 0.040'. (2)r x 10"x 0.092"x 0.374' 48-8" -, 3T-T 3S-Y 3.3- 31'•8' 308 29'3' 231' 2TS 23.9' 258 0= m c i i , k Y , 1 .�: 1, ,��:, industry Note: d d d W 11 r 1!,:° 4 '�.r Iii(.i` # m : 1.Thicknesses shown ere'rnanhnar hdustry standard tolerances.No wag tlridkrees shag be less than 0.040'. d d d d d d d b W H i ,"ti I, { r 'I{ .r, , 2.Span h measured from center d beam and upright connection to fascia a wag connection. 2 screen reel width W -- Z + s!, , = u n C i i.. , .Using pa select ght la gUce, 1.h h reconnmanded that the engineer be wrt5ultad on arty Carrie than 50 - ;. 2" v..F.I i ,:2" t �^I+inat more i; r - x: 3.Tables are based on a maximum wag he d 13Ineludi a 4'max.mansard a able. rm ,ti 1 { l:. i 1i ��I 'Y,e- i9tnt n9 g I" .:,�: 'I a sst=,, 3.Site far enclosures over W In mean rod 2. M nraasured trom wnbr d cermce�wx fo teach a waB 1. i ' 2"k=. ".+,:'g{ specific engineering Pod fK+ight• car"n°�4Sh. x ' „ ,: ", -i' s ,i. ` , I', ;, i '% 4.Spans maybe Interpolated. 4 s ,.I 11, a,.. 4 ,ill , !..: :.,, -z ` kt.I D YSpan ,M... s x ^' °'tt .. *`, t ..:::_,.: 4.S h lo be from d mend M connection m hacie a wall connection. 3.Above sperm do not Include MngM d Imes brace.Add horizontal dM to above 3 to ° d r.. ] t.r',: s ;!. :.;! , - xs :.,.r, n. ;-,1.k.• ::. _ _ PenRndght measured center bee updg 'a51See from upright to center d brace b beam canrtetilen the span ! , ;t , f - ! I i , ;n 2"z$ ;? ,_-�• ;.r.-..`.: 5.Y x 4 6 2 x S Hobos Glrts sh�l be connected w/a2"intemel a edema)1 1/Y x 1 1/2'x 0.044 angle. i ,:.I+„1 r , n ,- ,I. ,� :i' .:$ ,.#, tnelgM designed gaMragsP Y =,2"r i ,F , »!, ', 8.To convert ens to'C and'D'exposure one s see exposure muitlpllers and example on Table 18 Pelle 3. 5.Chair rags ol2"x r x 0.044-rein.and set 3s In ere b be residerttlal rovided Me are attached with tial beam sperm. y - N s ,It E:, .t .. �I ui a.: II gond ..,_. .:: 4.BPPnP., ,....IraaPa+ot4t1.., .. I. ,.u.., .all a :..:..I � �.:.:. � �. il. k , ;: : - rtin.(3) x t#2'a..msanotM screw boaees and do not exceed -6'0. _ - _ .. .. _ ,2",r a I I r : CHECK TABLE to FOR MINIMUM URRIGHT SIZE F1'M BEAMS. 5.To spwre expoar bgales exposure ff b'C'and"D' re ce gee j r + I{# { ! I 1 I r i ;k: 41 I'' I: I'. 6.Girt spacing g shag not exceed 3.8'. m I ale example an raDM 18 Page 3. G G,.I i ,�, .I: iii C �IIII 7,Max boom she for Y x W Is 2"x r x 01155'x 0.120' '• 0. •Covered by U.S.Patent s:6,092,348 and US.Patent s:8,430,888 i i2", "s ( i- I{ !I, '':,I + I:. Lj 8.2'x4"62"x5'hollow gift stall be connected w/an Memel orextenW 1-1/Yx1-12'x 0.044'angle. - - C 13 t ii I k, 1 i I �� w `� .11 11 i l 9 spanNhaights may be hderpohbd. .- _ ii I r i t ( it , 1 f I ! I °I�': III j - 10.To convert spans to'C end'D"exposwe wtegoles see exposure multipliers and example on Table 1B Page 3. Q - - C`7 �i I I ' 11 jI, ,I; ,t r : : _ •Covered by U.3.Patents:6,892,346 and US.Pabnt t,6,430,888 '� @ j W JAI�EQL� 20 11A:I j NISI 1» i ''l� a "' ? » I i 4{ 2"i p SHEET Z II '.,, J 2":r il� i� I ,1 I'I i Ir _ _ U J ill Z i 2"i j ,. .� _ LU 31., r 3. 4 I 2"I �t � `;�a �j :�: If ; i iI � 1711-140 j.j I :I11 p 1 , % I Z fi g. I l i i� � r _ j j (�' � C i�'I II tvotrzoog of 11 11 a 'r, -I m h i » I r i SII ASG I I i. i,, iI I +i'i I { {I I�'`Glt I, �j ,�. iu4i I : zi r qM -t xa� r` 6s sly ,•. Ip 1 � ) ,j I { �I .I S. talo- i( i , p : r •,. _..z, ' tl t I"ry ,• 1` s p �: 3 p 1!1 +t...,�� ...,...4�. 1 .. r! ,,: ri. ,. � E,t. �::. ': s -' ,.. T.n,�.,:,,,Y.�rYzuamib.v.Y�.._#6a .::'. ,. � es>iit:.Ax.:M^. - i 4 . ° 1 6 I I Y , "tl' DESIGN CHECK LIST FOR POOL ENCLOSURES w2 L Design Statement: a. Anchors h Yes No �I` t I ! go through Pavers Into concrete. R + These plans have been designed in accordance with the Aluminum Structures Design Manual by 8. Minimum footing and!or knee wag defogs. Lawrence E.Bennett and are in compliance with The 2007 Florida Building Code with 2009 - - 1 Supplements,Chapter 20,ASM35 and The 2005 Aluminum Design Manual Part I-A&it-A:Exposure :9. Cable or K-.brace details Section 1. . . . . . . . . . . . H U 'B'-or'C-or'D'� Importance Factor 0.87 for 100 MPH and 0.77 for 110 MPH and Wag area calculations for cables: higher, Negative LP.C.0.00:_MPH Wired Zone for 3 second wind gust,Basic Wind Pressure_ W=wag width,H=wall height R=rise W 1�k Design pressures are _PSF for roofs&_PSF for walls.(see page 3 for wind loads and design W1=wklth @ top of mansard.W2=wkilh @ top of wag pressures)A 300 PLF point load is also considered for screen roof members. Example 4: Mansard Roof �c� Select food from exam in manual. n Notes: Wind velocity zones and exposure category is determined by local code.Design pressures and E' (� conversion multi To calculate the number of cables needed. N N t` 1 !! pliers are on page 3. F. Front wall save:it.x fL= R @ 100% II. Host Structure Adequ .,.:. W H a u Example 1. Flat Roof - ._, _ , C v 1 have inspected and verify that the host structure is in good repair and attachments made to the Front mansard rise:_ft:x1/2( ft+_R) R 7 _ - , c� ;' fl Front wail @eave:_R x R= R'@ 100%= R W1 W2 b 45b% g, d ti v in l� f � �i 1,1 structure will be sold. ft' - : 1 i ,l Phone: W H a Largest skis wag:�R x�- ft @ 50%_ ft' P oc o j r W H y L- )'-i @ 50%= ft° v c-,X W Contractor!Authorized Rep'Name(Please Print) ft Largest side mansard rise:-ft x 1/2 ft+R - z ►�+ o u Largest side wag: R x R= R'@ 50%= z W-4 TQ�T� I.r o qa �f R W1 W2 d1 WyW�I Nyr9[L on or TOTAL= . ft - _ R I 1 ! , Date: Total area/(233 R'/cable for31327- cede pairs TOT' : s -P I i C tract !Authorized Re `Si nature P 9 or Total area!(233 ft? cable for 3/32")--cable pairs Total area/(445 8?/cable for 1/8")__cede pairs °f Total area/(445 ft' cable for 1/8")_-cable pairs t ,I' Skis wag carie calculation: R'�100%_. ft.. I I Job Name&Address `Must have attended En sneer's Continua Education Class within the Side wall cable calculation:-n'+-ft'_ i { 9 n9 Past two years. b -R2@100%= ft' w ! j Side wag area/(233 lit'/cable for 3/32") cade(s) c d Z a 1 t 4 Note: If the total of beams n&upright he ht exceeds 50'or upright he ht exceeds 16,she speclflc engineering Is required. 19 or _ amide wall area/(233 ft'1 cable for 3132") cade(s) D J Q 111 Bulldln Permit Application Package contains the following: Side wall area/(445 fL /cable for 1/8")- cade(s) Z F_ z 9 PP 9 ng: Yes No Side wall area/(445 ft'/cable for 1/8")= cade(s) Q Y W Z RR 9, ti ` W A.Project name 3 address on plans - U m L I ! W I{ :t + { f + }( + r{ B. She plan or survey with enclosure location . . . . . . . . . . . . . . . - R Example 5: Dome Roof Z W ui i '1 i I ', I co 2 QO t' C.Contractor's/Designers name,address,phone number,&signature on plans (D li) 0 U O U j g 1 E HOST Front dome wag O D. Site ex a w 7 1 , 1 exposure form completed . W H W @ eave:-ft x ft=ft @ 100%= ft. U Z C9 N ', i'#+ I •i, E. Enclosure layout drawing @ 1/8"or 1/10"scale with the following: . . . . . . . FRONT Front dome rise:-ft x 1 eft) fl' 100%= : D (n NNN Z rof I I G i SIDE ft D fn 1. Plan view with host structure,enclosure length,projection from host structure,. . WALL WALL R W b U Q U L g and all dimensions LExampie 2: Gable Roof Largest side wag: ft.x = R'@ 50%_ ft, W J Z 0 :u 2. Front and side elevation views W H c U W with all dimensions , � x; 1 s&heights . ._ z t Note: Front wall @ save: ft x @ 100%_ - ft, Largest side dome rise:-ft x ft = R'@ 50%_ ft' W W m O gpN H Q W V) An mansard wall drawings shall include mansard panel at the to of the wall. W H a R W d rn r 9 P P UZ � DJ c sol � t 1 C p i 3. Beam loeadon(show in plan&elevation view)&size . . . . . . . . Front gable rise:-ft.x 1/2�_R)=ft'@ 100%_ - ft= TOTAL= . ft' W D d 91 4 R W b ( 3132") cable P� 1L w (Table 1.1&1.6) Q' W Total area/ 233 ft'/cable for 3/32" cable pairs i i I k .1 iii R - _ C? Q d Largest side wall: ft.x R' 50%_ °f h iY Roof frame me nber allowable span conversions from 120 MPH wind zone, yy H c @ ft� Total area 1(445 ft'!cable for 1/8")= cede pairs Cl) U Z LLL fA w f _ _ Exposure for load Largest side gable rise:R x ft= R' 50%_ : 'B"Exposure to MPH wind zone and/or 'C"or "D"E (A Q_ OD width of @ f t Side wall cable calculation: IL'+ R'= ft' 100%= I- O O �l- R W C�2 � I - k - O c d U N N ote:Conv c n en b factor do not _ to members subject to in a Z clod P : PPb I Po _ N TOTAL ft : W w P P appropriate 120 MPH span table and apply the following formula: ( ' ).-cede pairs amide wall area/233 ft /cable for3/32" cables Look u span in a Total area/ 233 ft. l cable for3/32" _ ( ) { , or G 'tl ' SPAN REQUIRED- REQUIRED SPAN NEEDED IN TABLE 1a I' 1 �4 1 ,r� j, TOtal aree!(445 ft'/cable for 1/8')=-cable Pairs Side wall gree/(445 R'/Able for 1/8")= cables) -J Z O _(b or d)_ Side we cable calculation: ft'+ ft'__ft'@ 100%_ ft: Example 6: K-Bracing 3 m a. EXPOSURE MULTIPLIER c d r (see this page 3j Skis wag area/(233 ft'/cable for3/32")--cade(s) K-bracing shall be used for all wind zones of 130 MPH and higher. Q or 4. Upright k�crtlon(show in plan&elevation view)&size � w (Table 1.3 A 1.6) � Side wall area/(4451t'1 cable for 1/8")_-cabie(s) � 1) The following shag apply to the installation of K-BRACING�as additli bracingto diagonalwind bradn for pool enclosures: g O O m m 5. Chair rail 8.girt size,length,&spacing Z m w (Table 1.4) a) FRONT WALL K-BRACING-ONE SET FOR EACH 800 SF OF T1fOTAL WALL AREA _J W N m 0 6. Eave rail size,length,spacing and stitchingof . . . . . . . . . . . R x W R R x 1/2 W 531DE WALL O TOTAL WALL AREA=100%OF FRONT WALL+50%OF ONE LL tO i (Table 12) EXAMPLE: FRONT WALL AREA @ 100%(8'x 32')= 256 FL Z a ai LL 'E H W HOST SIDE WALL AREA @ 50%(8'x 20')_ 80 W W L $ z h a Wall frame member allowable span conversions from 120 MPH wind zone'B'Exposure to TOTAL WALL AREA= 336 Ft ro - O lip, l ? r 1 MPH wind zone and/or 'C"or "D*Exposure for load width of FRONT SIDE 800 SF>336 SF THUS ONE SET OF FRONT W w -c O $ v WA K-BRACING IS REQUIRED. a- 0) C4 o r` i1 "if �k f P : WALL WALL c n <) Look up span in appropriate 120 MPH span table and apply the following formula: b) SIDE WALL K-BRACING-ONE SET FOR 233 SF TO 800 SF m C a v o 4 I I OFF WALL O C U(a n O SPAN REQUIRED- REQUIRED SPAN NEEDED IN TABLE Example 3:Transverse Gable Roof c) To calculate the required pair of k-bracing for free standing pool eShclosures use 100%of each wall o m w p �.. of ' area&50%of the area of one adjacent wail. O m m -/_(bond)= Front wall@eave: Rx tt = R'@100%= ft: > W w Front lois rise:-ft x it= 8 w = m EXPOSURE MULTIPLIER m m if O page 3) 9a ' 100%= : U m f t (see this R W b O o O } I P I Largestsidewall:ft.x =-ft' 50%= : Z F i Yes No@ . . . . . . . ft. Z 3 W H c m di „... r 7. Enclosure roof diagonal bracing In plan view. - . - Largest side gable rise: tt x 1/2 L_ft)=ft @ 50%_ . . . . . . ft' h' III i 8. Knee braces I angth,location,&size. . . . . . . . . . . . . . . . . R W d z u• t - §rP (Table 1.7) TOTAL= ft? 4 � I , - - r -Total area L(233 fL./cable for 3/32")= cable pairs w g r'r( i ,k' a 9. Wag cables of K-bracing sizes shown in wall views . . . . . . or i IV.Highlight details from the Aluminum Structures Design Manual: Total area/(445 R'/cable for 1/8")=-cable Pairs i O .r ui A.Beam&puriin tables with size,thickness,spacing,&spans/I d g. s m (Tables 1.1&1.2 or 1.9.1&1.9.2) P lengths Site wad Able calculation: @ 100%= ft� ro O �� B.Upright&girt tables with size,thickness,spacing,&spans I lengths . . . . . . . c d �� (Tables 1.3&1 A) Side wall area/(233 R'/cable for 3132')= cable(s) - Lu � or - N �L2010 =- ` C.Table 1.6 with beam&upright combination . - m Side wag area/(445IL /cable for 1/8")= cable(s) D.Connection details to be use such as: w ! + O SHEET ' Iii rl, 1. Beam to upright. . . . . . . . . . w 2. Beam to wall. � > �� z yy , kip + i.Ei 9' 3. Beam to beam. . . . . . - y w ni4 Ii! 1 _ s... I.. j., .. 3 (I d 4. Chair rag.Pudms,&knee braces . ._ w if j: �� ;I. ! i 11 :rl' 5. Extrudadgutterconnections. . . . . . . . . . . . i �� '" 6. Angie to deck and/or sole plate. . . . . . . . . . . . . . . . . . .- 21 m 12(01/2009 OF OF se if �. f PURLINS(TYP.) r, I V PURLIN SIDE MEMBER SIDE WALL MEMBER W S m P•) W L 111 �'I II Il II i I if I � Id' I CABLE CONNECTION ALUMINUM BEAM I I I I (TABLE 1.1 OR 1.8) SCREEN(TYP.) , CABLE CONNECTION (SEE DETAILS SECTION 1) CABLE CONN ECTiON ( ) 1• II j " SEE DETAILS SECTION 1 SEE TABLES a (SEE DETAILS SECTION 1) '�- „ 4 „ 1.3,1.4&1.6 x H GIRT(TYP.) ,may 11 7 ppI _ H 1•x 2" GIRT (TYP.) i a SEE TABLE 1.3 ( ) 1"x 2'(TYP.) (SEE TABLES � GIRT � � P � g �J GRADE GRADE GRADE M`N'M ! ^;, mo6 - K E3RACING REQUIRED FOR 120 CABLE CONNECTION K-BRACING REQUIRED FOR CABLE CONNECTION +-+ q v p�ii g a _., S REEN ir h '.,. A 5 ,v i� MPH EXPOSURE C OR HIGHER CABLE CONNECTION (SEE DETAILS SECTION 1 C �-YP) - 1201NPH EXPOSURE C OR SEE DETAILS SECTION Ili' GIRT SEE DETAILS SECTION 1 ) ( 1) ro� o ITYP.) ( ) HIGHER 7r.'..a ��c� TYPICAL GABLE ROOF-FRONT WALL ELEVATION , o SCREEN(TYP.) SCALE: N.T.S. v TYPICAL MODIFIED HIP ROOF-FRQ� °; •+ , II I j i a K BRACING REQUIRED FOR NT WALL ELEVATION •.y X E u NOTE:USE H2 FOR CABLE AREA CALCULATION 120 MPH EXPOSURE C OR SCALE: N.T.S. 3 �f Ii N65I.w TYPICAL MANSARD ROOF-FRONT WALL ELEVATION HIGHER i EXISTING STRUCTURE t I p V €11 EXISTING STRUCTURE PURLINS(TYP.) SCALE: N.T.S. L EXISTING STRUCTURE L RISER.WALL WHERE ALUMINUM BEAMS ABLE 1.1 OR 1.9.1 ALUMINUM BEAM . ( ui W I REQUIRED (T ) W a J W ALUMINUM BEAM a ➢r f )I L SEE TABLE 1.1 OR 1.9.1 (TABLE 1.1 OR 1.9.1) DIAGONAL ROOF BRACING Z i. I � SCREEN(TYP.) ( ) Q (SEE SCHEMATIC SECTION 1) � O + ,i }} Z _ I : 1:. I SIDE WALL FRAME F- �� i Z (TABLES 1.3.1.4&1.6) DIAGONAL ROOF BRACING Q w 3 w tt t ° H H (SEE SCHEMATIC SECTION 1) m I I, K-BRACING REQUIRED FOR 120 MPH Z W ui EXPOSURE C OR HIGHER DIAGONAL ROOF BRACING` FRONT WALL ALUMINUM (� (� O w W i' FRONT WALL ALUMINUM (TYP.) W' J (7 N w , (SEE SCHEMATIC SECTION'11) COLUMNS H � O O d 111,x1 'll` COLUMNS R ) W t E?g (TABLES 1.3,1 A&1.6) SW Q 3 )' A SIZE MEMBERS PER GIRT P. K BRACING REQUIRED (� Z x ' p K' (TYP.) r I SII I� `: i �ip ' i "i „"` �.t�"� CABLE BRACING APPROPRIATE TABLES FOR 120 MPH EXPOSURE (� O W l g{i II �1 �6 ,{ { �' GIRT(TYP.) SW SCREEN(TYP.) C OR HIGHER SW GIRT W _j 0 Z O �II i SIZE MEMBERS PER SIDE WALL FRAMING(SEE �P) U r W 1"x 2"(TYP.) TABLES 1.3,1.4&1.6) CABLE BRACING FRONT WALL ALUMINUM Z) Z m O Q W w APPROPRIATE TABLES CABLE BRACING COLUMNS W Z j x (TABLE 1.3,1.4&1.6) SIDE WALLS AND FRAMING (� Z 0 d -I SIZE MEMBERS PER SIZES Z) W H ER (L I TYPICAL MANSARD ROOF-ISOMETRIC TYPICAL GABLE ROOF-ISOMETRIC APPROPRIATE TABLES (TABLE 1.3,1.4&1.6) w w w O EL u TYPICAL MODIFIED HIP R SCALE: N.T.S. U) f j (O W fn w SCALE: N.T.S. J z { a CONNECTION DETAILS AND NOTES ARE FOUND IN THE SUBSEQUENT PAGES OAF-ISOMETRIC Tn O) ,I CONNECTION DETAILS AND NOTES ARE FOUND IN THE SUBSEQUENT PAGES. SCALE: N.T.S. uj O O x CDt itI I� j 1 ( 'I i t,I. I' W PURLINS(TYP.) PURLIN(TYP.) W PURLIN(TYP.) CABLE CONNECTION j SCREEN(TYP.) SCREEN P. CABLE CONNECTION SCREEN'(TYP.) SEE DETAILS SECTION 1 � O (TY ) c ) a {' SEE DETAILS SECTION 1 I x ( ) c CABLE CONNECTION (SEE DETAILS SECTION 1) '�-- GIRT(1YP.) g •I I. j '1 I {1 11'I H 1'x 2" P. H K BRACING REQUIRED FOR ¢� { �) H ALTERNATE CABLE (SEE TABLES CD �q z gyp.) 120 MPH EXPOSURE C OR SEE TABLES ( 1•x2• 1.3&1.6) � co K (SEE TABLE HIGHER O � 2 � 1.3 OR 1.6 ) 2 �P•) 1.3&1.6 l 111 ) GRADE GIRT(TYP.) ,u O Ig y d i f jq I I l li r a..3.:. GRADE K-BRACING REQUIRED FOR J �cN� 0 s I ,. a ,i i; I� '.h .� a I. K-BRACING REQUIRED FOR 120 I 1"X2"(TYP.) O LL 111- O :. f �;c �,`i{ j' .al jdl I i. . ,i MPH EXPOSURE C OR HIGHER CABLE CONNECTION 120 MPH EXPOSURE C OR I LL CABLE CONNECTION "'III��--- 2 SEE DETAILS SECTION 1 ( ) HIGHER GRADE W m CABLE CONNECTION D u per` " o w SEE DETAILS SECTION 1 O w GIRT(TYP.) ( ) � 2 c dGr z z: (SEE DETAILS SECTION 1) w e o m U d ' ,-I {„ I ij I( III TYPICAL DOME ROOF-FRONT WALL ELEVATION TYPICAL TRANSVERSE GABLE ROOF-FRONT WALL ELEVATION a y c ^ - SCALE: N.T.S. SCALE: N.T.S. z C a Y o O E , 1 � I I O n TYPICAL TWO STORY POOL ENCLOSURfG- RISER WALL WHERE FRONT WALL ELEVATION ' pp rn L EXISTING STRUCTURE RISER WALL WHERE EXISTING STRUCTURE REQUIRED ALL ROOF TY 0 x x REQUIRED PURLIN P. ro m ALUMINUM BEAM W (TYP.) w z m y W SCALE: N.T.S. > W w I'I ( ) APPROPRIATE TABLES ALUMINUM BEAM PURLIN P. m C )M �t O j TAB LES 1.3,1 A&1.6 (TY ) j PURLINS(TYP.) �� /� p m �- 7kr j L ABLE 1.1 OR 1.9.1 L T W p U c R ) ALUMINUM BEAM y o ABLE 1.1 OR 1.9.1 a z (, SR E MEMBERS PER DIAGONAL ROOF BRACING L ( 0 t O P k APPROPRIATE TABLES SEE SCHEMATIC SECTION 1) 3 m ;' I r �� t l,� �• ' ( 11 DIAGONAL ROOF BRACING (TABLE ) z FRONT WALLS FRAMING x to m (SEE SCHEMATIC SECTION 1 DIAGONAL ROOF BRACING ' 1 CABLE BRACING ) w ~ SEE SCHEMATIC SECTION z H (SEE TABLE 1.3,1.4&1.6) ( 1) H K-BRACING REQUIRED SIZE MEMBERS PER = w g 9 I > ! FOR 120 MPH I ( ,.: _ .. SIDE WALL FRAMING. k. _. 04 APPROPRIATE TABLES' K, k. ..- . K-BRACING REQUIRED FOR 120 yy •) w, 1,;, (TABLE 1.3,1.4&1.6 EXPOSURE C OR 1 F, '•' '`h s a t K-BRACING REQUIRED FOR 120 MPH EXPOSURE C OR HIGHER ) 00 I I I,:, f 1 ,., HIGHER EXISTING STRUCTIROE p Lr .I I'I )" MPH EXPOSURE C OR HIGHER w 3 s � I " , I , L j •` :I; FRONT WALL ALUMINUM SIDE WALL CABLE " p � F. GIRT(TYP.) / /\y COLUMNS(TYP.) /\J' K (TABLES 1.3,1A&1.6) ALUMINUM COLUMNS t7 r SCREEN(TYP.) SW SW FRONT WALL SCREEN(TYP.) (TABLE 1.3,1.4&1.6)(fYi ', x' DIE p FRONT WALL ALUMINUM SCREEN(TYP.) GIRT(TYP.) T y z i COLUMNS P. SIDE WALL FRAMING(SEE • 1•x 2• E a l j SIDE WALL FRAMING (T ) 1"x 2 P. OYP) - w j TABLES 1.3,1.4&1.6 ) SW ) l (TABLES 1.3,1.4&1.6 ) O HEET w k ABLE 1.3 1.4 1 z r � JJ I III 1• (T & .6 x 2"(TYP. ) CABLE BRACING p TYPICAL TWO STORY POOL ENC4h Q W SURE-ISOMETRIC ti w TYPICAL DOME ROOF-ISOMETRIC TYPICAL TRANSVERSE STACKED GABLE ROOF-ISOMETRIC ALL ROOF SCALE: N.T.S. SCALE: N.T.S. w 4 w 3 Ii jf t i({ SCALE N.T.S. z CONNECTION DETAILS AND NOTES ARE FOUND IN THE SUBSEQUENT PAGES. CONNECTION DETAILS AND NOTES ARE FOUND IN THE SUBSEQUENT PAGES CONNECTION DETAILS AN OTES ARE F N 1 z I p�I OU IN THE SUBSEQUENT_PAGES �4 m jr 21 9� ' a }i'�'� if'14 � �{I Irl i r. � � f deem ' „. a) i { a` @+ l 3w :i {. II , . r !� :,:�, .h III ,;) ,' j�:,li >} �I 'I. a I � lit CUT Y x 4".2"x 5".OR Y x 6' BEAMS TO SLIDE OVER EACH 2-x 2"PURLINS ATTACHED OTHER 2'x 7"&LARGER (� TO BEAM WJ MIN. PROVIDE GUSSET PLATE (3)#10 x 1.1/2"S.M.S.' (INSIDE OR OUTSIDE BEAM) H SAME WALL THICKNESS AS o „ • BEAM WALLS OR LARGER E � G (SEE TABLE 1.6j SPLICE LOCATED 1/4 TO 1/3 t�M ) ! � BEAM SPLICE SHALL BE MIN. BEAM SPAN STAGGERED ! SEAM 2 x(d-.501)LENGTH + ® HEIGHT MINUS 1/2'AND Vj ( EACH SIDE OF BEAM FOR Y x 8"BEAMS AND u # �I I 3/6'x 'o LARGER ADD O (W Q� , o j ® ® ® ® ® d=HEIGHT OF BEAM PLATE CAN BE INSIDE OR CC3 (� -1 C O ry d-O50" 2-1/2')LAG SCREW INTO THE '� p ,:,o. . OUTSIDE BEAM OR LAP CUT - HOST SiTRUCTURE-..:-: IL ufn N MIN.EDGE CORNER ON EACH SIDE �y u RAFTER TAIL CLOSEST TO THEY 3 ; I I �T a. I MINI MUM SPACING v e�K PER TABLE 1.6) + + + + + + + + MAX ® �I W►—1 N [-,w. , (SEE SPLICING DETAIL PAGE 1-21) c [ I FASTENER SIZE,NUMBER AND �? oil + SPACING PER "TYPICAL BEAM .) c 1• 2 x FRAMING BEAM a ijIll�� SPLICE DETAIL AND TABLE" + + + + + + + + MAX. :I �' THIS PAGE(SEE TABLE 1.6) Y x 2 )t 1/6"ANGLE W/(4)#10 x TYPICAL SIDE PLATE CONNECTION DETAIL 5/6"EACH SIDE Z a MIN.EDGE DISTANCEFASTENER SIZE,NUMBER AND SCALE: 2"=t'-0• a DENOTES SCREW PATTERN SPACING(SEE TABLE 1.6) z z ZQ F_ z ® ® W 0 w CUT 2'x 4 2"x ,OR Y x 6" NOT NUMBER OF SCREWS W m BEAMS TO SLIDE OVER EACH OTHER 2"x 7"&LARGER ®®® S um d Gusset Plea (o w PROVIDE GUSSET PLATE ® ® E Carter to C CHANNEL W/THRU BOLT 0 W U v Z Orn w (OUTSIDE BEAM)SAME WALL THICKNESS AS BEAM WALLS ® ®�® SW (In.) gds M. 2-tnM esam Slu 7Mckmas Lu Y REINFORCING STRAP W/(2) to � J U N w DR LARGER ® ® ®® e #6 O.ts 3B 7It x 7•x o: "x 0.120- 1/76-0.063 #10 x 2'INTO HOST THRU BOLT SIZING: W Q Z 3 (SEE GUSSET PLATE TABLE) ® 4) t t9 1 x e x 0.0 x o a tl6=0.125 STRUCTURE AND(2)#10 x 5/8' (2}1/4"UP TO 2"x 7"BEAM D fn I— D N INTO GUTTER (3)1/4'FOR 2"x 7"BEAM (n O W J f- g 2 33/8"FOR 2"x 8"&9•BEAM W 0 p SIZE.NUMBER AND = 25 1/6"PLATE OF 5053 H-0 ( ) #12 011 7r1 1 x x0.072"x0 4" 1r8=0.125 #14«1!a' T2 1r2 x9"x0.082•x0.306• 1/6=0.125 J Z i, FASTENERS 16 0.31 a x 10"x 0.092"x .369- 1 a 0. U W Z j. ' € '' II e ® SPACING PER PAGE"TYPICAL ALLOY OR ULTIMATE YEILD (3)1/2"FOR Y x 10"BEAM m Z o ,s'{ I {I� It j �i ' ® _ BEAM SPLICE DETAIL AND �erere each side or spYea 'use for 2 x Cam!Y x 8"aho STRENGTH OF 30 KSI S E U Z O Q J TABLETABLE6)S PAGE AND(SEE NOq�p gusset plates shah be mFdmum 50.52 H32 Ahoy Of a minimum yield of 30 ksi. #10x5/8"EACH SIDE W U a. a w s " I ;I• 'f „I [II, k OUTER MITER DETAIL FOR SUPER GUTTA TO CARRIER BEAM ALL GUSSET PLATES SHALL O a LIJSCALE: 2"=1'-0" N � N fLL-` O i � BE A MINIMUM of 5052 H-32 TYPICAL BEAM SPLICE DETAIL I ALLOY OR HAVE AN ULTIMATE 4. SCALE: Y=1'-0" N dd t YIELD STRENGTH OF 30 KSI O 3 �1 lig` I Pb T € Z N w STRAP SUPER OR EXTR}ODED GUTTER _ O O r � ( ROOF S N DETAIL MANSARD • TYPICAL SIDE PLATE CONNECTION SCALE: 2"=1'-T >~ ~ INTERNAL BRACING: J > O HOST STRUCTURE ! II" d, 'I CUT 2"x 4".2"x 5",OR Y x 6' 1-0/4"x 1314"x 0.125'ANGLE :., it J "' k BEAMS TO SLIDE OVER EACH R-0 ALLOY)OR CUT FROM 2"x 2"PURLINS ATTACHED OTHER 2'x 7"&LARGER BEAM MATERIAL ^ I TO EIEAM W/MIN.' SPACING/2-7I`-SPACING/2 SPACINCG/2�c SPACING 12 PROVIDE.GUSSET PLATE EMAA SET SPACING a (3) 10 x 1-1/Y S.M.S. ¢ ) BEAM SET SPACING B INSIDE OR OUTSIDE BEAM SAME WALL THICKNESS AS ? BEAM WALLS OR LARGER E! ? ) I (SEE TABLE 1.6) MIN_(3)#10 x Y CORROSION STRAP LOCATION FOR SUPER OR EXTRUDEROGUTTER REINFORCEMENT ? <n^o w �I SCREWS O W w = ( I ® ® SCALE: 1/4"=1'-0• W O ® RESISTIVE WASHER HEADED J ` 2"S.M.S.OR LAG SCREWS (L m LL I i } g ® (SEE SECTION 9) 0_ - _j O m U I p N VIEW w e m I� 3 PLA _ a s r 0 SCALE: 2•=1'0• 2'x_x 0.050"STRAP(d m C o a o �+ MINIMUM SPACING EACH BEAM CONNECTION O C p n k E " F_ � I. N (. 16 o a f LE I: _ PER TAB ION NG W/ n RROS PACT ) x2 C0 S MIN.(4)#10 AND�1/2 BEAMLu SEE SPLICING DETAIL THIS PAGE) FASTENER SIZE,NUMBER AND o m a ( RESISTIVE WASHER HEADED (2)S.M.S.PER STRAP a h m co t AL BEAM pp E „ SPACING PER"TYPIC m w I. x SPLICE DETAIL AND TABLE' SCREWS (SEE TABLE 9.8) > W ' [ 1 T1.HIS PAGE AND(SEE TABLE INTERNAL BRACING CUT FROM WIDTH m V > r' m O C U 0 SAME BEAM SIZE W/2-114' z � z ALTERNATE SIDE PLATE CONNECTION DETAIL II aM GUSSET PLATE MOUNTED INTERNALLY * w V CUT 2'x 4",2"x 5,OR Y x 6' SCALE: 2"=1'-0• SELF SUPER OR � V, 1 BEAMS TO SLIDE OVER EACH MATING ® EXTRUDED Z 11 M s i1 OTHER Y u T&LARGER BEAM GUTTER w -i t 1 d �I 1" ® ANGLE OR RECEIVINO.1 {. j (.: PROVIDE GUSSET PLATE ®®® (SIZE CHANNEL(SEE SECTION 9 . 'O S, kt INSIDE BEAM}SAME WALL VARIES) I ( ® FOR DETAILS) 0 THICKNESS AS BEAM WALLS r 1 I OR LARGER16 ® ® ®�® ® ® ® w EE TABLE ® ® FASTENER SIZE,NUMBER AND BEAM WEB PURLINS MAX DISTANCE FROM FASGlA 10 0 SPACING PER"TYPICAL BEAM SEE TABLES 1.2,1.6,OR 1.9.2) TO HOST STRUCTURE roEE ( TABLE 1.11) rn -SEAL z w k ® ® SPLICE DETAIL AND TABLE' w THIS PAGE(SEE ALSO TABLE - d w BIf 1.6 C VIEW I ) ISOMETRI S MAY VARY SHEET SCREW PATTERN ALTERNATE CUT OFF ANN L w = " [r i •. ,' SEE TABLES OR NOTES FOR w ; ALL GUSSET PLATES SHALL ( SIZE AND NUMBER OF CAP W/RECENING CHANNEL SCALE: N.T.S. +:^ BE A MINIMUM OF 5052 FI-32 ALTERNATE FLAT BEAM dl s, ;.'a., s ' ,rl I; �E p ALLOY OR HAVE AN ULTIMATE LATERAL BEAM BRACING DETAILS FOR SP NS GREATER THAN 40'-0" SCREWS) w 7 z KSIm z YIELD STRENGTH OF 30 NOTES: THAN 40'AND ALL DO E OR TRANSVERSE GABLE ENCLOSURES_ I o ARD ROOF 1 REQUIRED FOR SPANS GREATER SELF-MATING BEAM CQNNECTION TO SUFFER OR EXTRUDED GUTTER m ALTIMNATE SIDE PLATE CONNECTION DETAIL-MANS 21 OR ALL PURLINS&GIRTS SHALL USE ALL SCREW BOSSES AVAILABLE-&IF THERE IS NO BOTTOM GUSSET PLATE-MOUNTED-INTERNALLY 2. F _..-_... 12/01!2009 OF � SCREW BOSS ADD AN EXTERANAL OR INTERNAL CLIP TO ANCHOR BOTTOM OF PURLIN OR GIRT. i SCALE: 2'=1'-0' { t 1 I iI ) � f, ly;,, „1 •Ili I � r � i �I I I „ :I f ,I , , , , , --____":' 13{ A I I F"4'r ro (;)T SCREWSON 9 FOR SIZES) pMM^ �i� OS90M 2"x x O.0 50"STRAP t l� .I }11111; EACH BRACE I_ONNECTION I •, 9 I ( i rl I I AND @ 1/2 BIJ1M SPAN W/ «3 cti a'a a N r (2)#8 x 1/2"S.M.S.PER STRAP - l FASTEN THRU MEMBER INTO ! SCREW BOSSES Wl o m tX. (ZIWti Nv,E,w (4)#10 x 1-112"S.M.S. � � �+ a c { & — 2"x2" i t A �I fa 1 t ' oil t 11C Z a SUPER D O w � i ' I EXTRUDED Q z s, 1r I }t ff GUTTER w W 0I f i!i yl {p{ 49� i EI ILII RECEIVING CHANNEL HOST STRUCTURE WALL r ¢ to h Z O w 2-1/8"x 1"WITH(2)#8 x 1/2" w U O z I k ! ) : S.M.S.EACH SIDE OF (SEE TABLE 1.11) W _j C14 Z co I— o_ cn g I is a CHA/JNELT02'x2" 3 ! I -. k i jr BRACE 1C11 O 0 J ~ 0 o m 0 NON-STRIJCTURAL BRACE CONNECTION TO SUPER OR EXTRUDED GUTTER U Z O 0 w p r t tl SCALE:2"=1:-0" W F- a � � w U p a r a I U w i U) " - # 9 O � 3 Ir tl Q _ I W g I d. J LL W ri 3 wLL w W (D ¢ p n D It a i" O CY] a C y4 W W w m w � ID i�I`Il i 1�g E iI r It w co 3 z zLu g $f I i I .. C7 13n <<� I 0 SHEET z d g [ r I 16 IIIA °, W q I �7 I I I , I co z 21 I 12101/2009 OF 0 ! i� If (itl Ei �� t 'kl SII I jgp t I J 1 pp I I I � I,r Iq ij e - € 5. K"BRACING PURLINS ANCHORED W/ DOUBLE COMPRESSION SLEEVES { r pp { CLIPS OR#10 SCREWS 3"ASTM A-W STEEL CLIP WITH THROUGH PURLINS INTO i 111 s I - - CONC � 4 RETE ANCHORS TO GgerAl Notes and Specifications: BOSSES CONCRETE V RETE DECK 1) Tt�following shall apply to the installation of K-BRACINGas additional bracing to di agonal Wind bracing for 1/8"STAINLESS STEEL P�enclosures: � CABLE 40°TO 50"MAX a)):FRONT WALL K-BRACING ONE SET FOR EACH 800 SF OF TOTAL WALL AREA o ANGLE TO SLAB TOTAL WALL AREA:100%OF FRONT WALL+ 50% ONE SIDE WALL ^M IEXAMPLE: FRONT WALL AREA @ 100%(8'x 32')== 256 Sq.Ft gs € ,III 'i 1 {{ i', I I _ _ _ .. SIDE WALL AREA TOTAL WALL AREA= 80 Sq.FL ® ® r u M M yr9gEr p' .,i , I�{ aJ -i - 336 Sq.Ft �•~ uar`M � II II - _- 800 SF>336 SF THUS ONE SET OF FRONT WALL K-BRACING IS REQUIRED. nay tj3 .l'C v 3 b) SiDE WALL K-BRACING-ONE SET FOR 233 SF TO 800 SF OF WALL ® ® o ry o M b IV I it I fi i'1r .&t ..r bum ) m 1 { k y.- To calculate the required EAVE RAILS SHALL BE 3 c c) ' req pair of k-bracing for free standing pool enclosures use 100%of each wall STfiCHED W/#10 x 1-12"SMS "t o 0 0 Y1 {tl — area&50%of the area of one adjacent wan. 6"FROM EACH END AND 24" POST PER TABLE O l.� o° N&TES: OC MAX 1.3 SERIES CIA NOTE: tl8 2500 P.S.I.CONCRETE 1, K-Ixading shall be used for an wind zones of 120 MPH EXPOSURE"C"and higher. . OF SLAB.MAINTAIN�2"EDGE DISTANCE 2- require k-bracing until the side wall area is greater than 233 SF. i n "I ��I 6 x 6-10 x 10 WELDED WIRE Side wails do not too 1 { MESH OR FIBER MESH 3 Standard rounding off rules apply.le:if the number of k braGng sets calculated is less than 1.5 CONCRETE �use one set of k-braces if the number of k-braces calculated is 1.5 sets or ter use 2 (4f k-bracing. �� GIRTS ANCHORED W/CUPS J w ALTERNATE CABLE CONNECTIONS AT FOUNDATION-DETAIL 2D oRTHROUGH#10 SCREWS Z ° INTO BOSSES _O gg SCALE: 2"=1'-0" t Z kik _ z FRONT AND SIDE BOTTOM W 0 Z w { RAILS ATTACHED TO 0 W m CONCRETE W/1/4'x 2-1/4- Z U 0 ui CONCRETE I MASONRY U W f/j U 1"x2"ORi"x3" W w ANCHORS Q PRIMARY& U) EL J U N SECONDARY ANGLES OR @ 6- 0 Q Z r � FROM EACH POST AND 24" 0 ; O.C.MAX,AND WALLS MIN.1" U W _ 1; FROM EDGE OF CONCRETE NO W J Z O U W i Z r m Z �y I' ,I 1- W QLU O a U Z O O J �. . Ix W U d w I�. EAVERAIL - �' fn O J � a BB& LL, f0 w I SAVE RAIL F �� r l ��i,� II• �� ' PURLIN&CHAIR RAILDETA1h D o o z � o _ _ 0 3 SCALE:2"=1'-0" Z (V = _ ® � o_ (4)#10 x 1/4"S.M.S.OR TEK r N 4"x 4"x 0.062"PLATE t t ®®® 2"x 2"x0.044"BRACE ) FRAME CONNECTION Q ® t8 I ®® FASTENER TYP.OF CLIP OR J F ® 2-x 2"x 0.044"BRACE(fYP.) � PURLIN OR CHAIR RAIL �� { ATTACHED TO BEAM OR POST ' I - „ x 2"x 1-3/4"x 2'INTERIOR } -L- U-CUP OF EITHER EXTRUDED a i 't WCL P OR'll'CHANNEL W//MIN. Z ®® ® ® 6063-T6 ALLOY OR BREAK r t7 ^ C °`4 ( +'= a" { j, ;i C,k{ •. ®®® ® ® SCREW BOSSES O FORMED 5052-H-32 ALLOY W/ (4)#10 S.M.S. I O ® ® (4)#10 SCREWS INTO FRAMING ( CHAIR RAIL- r- .s, &(4)TOTAL INTO BRACING W rL I TV 2 1 LLJ O mm ,� CHAIR RAIL W W ru p w mo Lu ® ® PURLIN.GIRT,OR CHAIR RAIL BEAMS ONLY o m 0. 1 SNAP OR SELF MATING C U O 0. t7] r io r w y aD p w W s rn w w x " m SNAP OR SELF MATING BEAM m � tij� F a ® ® ® k- I i I � �®®®®®� ONLY ® z a i ® � / 3 m {t V f{l I ) ) 1 FOR WALLS LESS THAN 6-8-FROM TOP OF PLATE TO CENTER OF w F ( 1/4"CONCRETE FASTENER W/ BOTTOM OF TOP RAIL THE GIRT S DECORATIVE AND SCREW H SEAM CONNECTION OR w J m x 1-1/4"EMBEDMENT 1-1/4"MIN,EMBEDMENT Q INSTALLED IN PILOT HOLES MAY BE REMOVED AND- " C7 { EXPANSION BOLT Q24.D.C. _. CLIP CONNECTION AND 24 w $ O.C. 2 .FOR ALL OTHER PURLINS AND GIRTS IF THE SCREW HEADS ARE. I I I I t { { 1 x 2 SOLE PLATE REMOVED THEN TH$Oi1TSIDE "O OF THE CONNECTION MUST BE STRAPPED FROM GIRT TO POST W) LL -- �TFf 0.050"x 1-3/4 4"STRAP g { 1 x 2 SOLE PLATE AND(4)#10 x 3/4"S.M.S.SCREWS TO POST AND GIRT I , ; I I �I �i I � I I � � � ' SEE TABLE 1-8 FOR REQUIRED � - QUANTITY #10 x 3/4"S.M.S. FIF GIRT IS ON BOTH SIDES OF THE POST THEN STRAP SHALL B i ( , •TELSCO? G BRACE SYSTEM E 6"tLtfNiG AND CE!4[ERED fiN y� IN THE POST AND HAVE A TOTAL(12)#10x3/4"S.M.S. O ill' -BRACING CONNECTION DETAILS c3 S _ Nores: ALTERNATE K-BRACING CONNECTION DETAILS SCALE:2"=1'0" PURLIN TO BEAM OR GIRT TO PO�eT DETAIL - pp 1. Can trim plate this area. SCALE:2'=1'0" w 2 Alternate connections use'H'bar cut to fit connections. NOTE: SCALE:2"=11-0" SHEET Z 4 ons use'H'bar cut to M connections. c7 I Alternate cdifrti { LLlLu Y 'r , � F W G 3 ' ' I.� ,�1 } I. �I'. I ��. i III... I;• -. — 2 11`� � ' � �� {�� IF �I i' � Ili I," I � l - � m- • - I 120M OF 21 O - t ji 1 t $ b 4 s V c'1', t i" >iI t Mbmatlona4 Mc Tabic 1 51 110 FloridaFbrida Extruders Internet nal.Inc.lac as Sun Scraen Roof Frame embers If, ,. Table 1.3110 Florida !Post Upright Heights 6065 FLfJCT Allowable.Spans.for M n� Loaded) g V i+t{ "!i' I,IG}q T _. Inc. 6005 FL-EXT moble one End of Beam Attacht�to Ho ost Framing (Axially }I li , I r,. Florida Extruders International, Table 1.1 110 Screen Roof Frame Members ml Aluminum kNoY 6005 fib Aluminum AIIoY SMT-6 ~i }, Allowable Spans for Primary wee of t3 Nsq 1L 6005 FL-EXT 6085 T•a For 3 second wind 9 ht for Areas with Wind Loads up to 110 MA.H.,Ezpw Aluminum Alloy FI•) gust at a velocity of 110 NPH.Exposure a an■PPS (110 MPH) un'•B�a�•,tip,des B.la:3o�30'-00'North WaDksonx0la•FL) ►.y u to 110 M.P.H..Exposure"B"and l.atltudes Below 30'30•-00"North( a.2 4 W.O. Unlwnrrr Load a N14 1 I ' .-• J Jadcaonvdo• i .lis ako considered For Wind Zones P 4 a POW Load of 300 f over 11 Onwr ti. ti O e b n M M Self-Mating n 'H'I 5'•a' d 5'-r d � a Y ng Orlrt 04 M �¢,,(} � p � ,, 4 UnNorm Load�4 OISF a Powt Lwd of 300 a18F overt 8nearLOR�b �BeamS. do -0• eOons �� n -0 T3 d 5A' U U .;.,,, Four Bosi Siactlom ad U ba ' • 52. 5.g• 53• � M��;;,. Hotbw m Lo geama eo5$" Po F BoaPo 5'3" Po Pd Four bosbPd 5•a' � �'�' Pd bp Po 5-10' Pb T BoD 5-10' Po Four BosPo T-t' Pb d T-10• d T-5• b 8'-11' b x 5'x 0A50'x 0.178'SMB d ate' g-0. g-Y B.g D v- �?,•N I; i),"s ! r+ g•_10' S-10" •i' d- 8'A• d: 8'3' I � r8os -1" Po `( ,". r °' I, '' •' .045"Fou _• Po T b _ A455ht Boss , P... � � ': dry,. (i; 'r: � "xYxO -1 Pb 71 Po T1 : � -1 Po T -0' g3' x3'x0 _ 8'-t0• d.-8'-4 d T 11 , �.I � I} �I E � , _ r-ter d XB'xa.050 xoazo'srre- r1"•''i� :,.::, .:.. 1 i , .. R• : ., ; I I' I xYx0.050 T leBoss T Pd Pd T -'Boss• 1a$ 'd 9'T 'E 52• d 14'-t' r-11 1'-tt• 11'-1• 7 b D D �•1 M ,, .. ,> : II ., � ;, i g_g• Pd 9'S' Pd 9'3' Pd 9'3 V• Ole.Oft s'-r x 3"X o.045 }t!N' , x0.045• T Pd 9'-T Pd 1t'4' d 1a-4' d 9'-T d 9'-0' d 5-T d - ._ p p b b „•.., ,,:, ri , .. .h.. ,,p I .4 ...I. . - , I 9'T Pd .9- Pa - -d 7a5''d to-1• b' 8'-0 b 8'-10• D 120'SMB u� d 1'-11 d 9'-t p TA' b 16'-1•D tq•_S'D 9.3' p t7A" D 1'-11 11'-3• to-r 1a'1• •�'+� Q� •-Oi�•°rav ' " t ,:. : •i 9 :''�, I ', x 3'x 0.045 Six Boss , :..4.. 'i : 5-9' Pd 9'-9" Pa 9'-9' Pd 9'-9' Pd ... 17�".. . 17-3•--d 11.4 x T x 0.086 X 0. , ,. A45 .. Pd +11•' ta11'-' x4"z0A50"FourBwft D tT•a' 164' 15'-0• 14'-8'D /4-0' A80'Feu floss i..,.. t... s., . :.,� ,. ,. ..._.. _ Pd'.1tY-t7 _• t3'-10" x5x0 � ,,�::.. u•.. . ._, ,,.: i _, _ 7a 1t'< 153' d 14'-ter' d 13-17 d 12'-T D 11'-r D 1a-10' b to-Y b y•• .i .,{ t SDtt3oss 14-1 Pd 17-4• d 15-9' d t55' d t4'T d 13'-1' d 1?-3• D 11•_7• b 30'-8•d 2Ta' d S-t' d _. .5.a i.-8. y g_i b 8'-6' b ' ,';I' } !: ! rl ": I ?I', 'r :,. s - _.... .. _ x`3' OA60"' •_• Pd 14'-1' Pd 14'-1' Pd x 6'x Q07Y x 0.224"SMB U. U 3 19'-r 15-T 1T-r D 15�'b 15-r p C "�,�,:,' i ,t ,I}I ';.+ i ' r,�l I II„ : I ` - 4"z 0.060"Four Boss 14-1 Pd 14 1 3 15.5• x 5 x 0.082"Four Boss (� 37.4 d '17 A ZB'-T d •_1 d 23'-0'd 1'-1 p b b D r'i'll 4 I } �41 ;Y { 1 �#!' I "x 5 x 0.050•Four Boss 15-9' Pd 18'-8• Pd 18'-9' Pd 18'-0" Pd 15-Y d 3. 17.9" E .-0 -0^ -0" 5.O' •-0' x 0"x OABY x 0.308'8MB . ,,,.. '; ` � :. i, tali" Pd 2a5' Pd 20'-6' Po 2a-4" Ud 19'-4• lJd 8eN•MatM08ectlorn b detlectbn 33'3'd -1 d 273 d, 5"b 23'-4'y 21'5'p 20•_1 y 5-1 h iT-9'y 5-10• D 5-11 p 153' b Lwd Width'1M Beam Atlowable x 9"x 0.072'x 0.224"SMB U U 7 U 19-9"U 15-9" U T-1 iT-0'U lot - D'-0' x4'x0.044'x0.100'SMB 14'-71' d 13'-T d t7-T d 1'-1P d 113' d ta-9• b 1a-1" D - d b D ,I,j F J , , I I '� ,:I:! i 11, •0 -0 r 18'-T O 8-11 d 155 d 14'•9• d 14'-0• d 13'-Y b 17-4' b d d. d b . 3-o deMeHon 'x OA60"x 0178'SMB 35.6' 31'-9• 29'-Y _4. 25.• _1 D 27.3'p p b b Self Mating SsMlorrs x 5 t'I Po1M Load or UnNorm Lwd U _11• IS-4' SMB 21'3" tl 79'-9• d 15•x' d 15-ter b 15'-6' b 14'-8' b 13'5' b 41'•8' 3T-1'a 34-1 �t'-11 d 3a-Y a 26'-8•d -11 D 253'D 24-0'D i :il':8,., _ I I ,1 'i :,!.t 4 •��': I, i ' ,ra'::!. A6owabNB :i::. � :) •-t, p ,I e. 'I + , x. , 5' Pd 16'-6' Po 153' Pd x 8•x 0A60•x&120" r I i •I , .r �' `#.: ,.B:.,I Pd 7 -1P lid 19' :,,..... , ..I ,-L3.,. � it "I: 1 -. .... • 76'•6• rx0A55"x0.120"SMB 24'-a' d 273" , ? • ;e:" {{ f ', -. � a '. :., .„_ .044 z 0.100 SMB 2a•4' b 18'3• b 1T-1• b 15'-11' b 15'-0• b x 70'x 0.09Y x 0.374"SMB d n. �. t.. r .,:. ", }, , � • ' x4 x0 Pd 23'-1' Pd 23'-1• Pd 21'•11' lJd 2a-11 Ud x x OA7Y 0 SMB 3a-9' d 2T-11" d 25'-1P 24'3• d 23'-r d 71'-T b 20'-10' b • Ud 243 Ud - x 8• � I. Vj Ud 253 3 37-T d 29'-T d 2T•8' d 2.i^-1a d 24'-T d 23'3• d 27.7 d - q• t - -0. 6•-0- a-0" '-0" 38'-0' 42' I 72o SMS 28-10 Pa 25 Ud 3 x 8"x 0.082'z 0.306'SMB Double Self-Mad n n a n ❑ Q W 8'x O.OTY x 0,224'SMB 33'-8' d 3a-T d 253" d 26'A' d 24'-ter b 23'-Y b 21'-10' b 688me � n Ont O Or n Orm Oa '7.'::. Ir, : sr x7•x0.0 36'-Y Ud 34-4 d x d I I� 41'3• Ud 353' U U '-10' 33'3• -8y7g 35-ter d 37-8• d 3a d 28'3' d 2T-0" d 5-10' d �-0 0 '-70 U 23'-0' 1'-1/U 21'-1' Z 'F I• `� 45-T d x OAtiY x 0.306 •-T d 3a-r 2 Y x 5 x OA7Y x 0.214• 38'3•d 34'J'd 3T•T 29_7 E T-11 d 253'd 25-T d 24'3"a D b D Q a Ljj F- Z �'i 41 !I I : I � y i 7Yx0124'SMB , •r,t: '.I's 40'_9• Ud 38'x' Ud 36'3 Ud x9' :t.+. :ale ia� .I s ',I 11':. r If.• " "x8"x0.0 :.'r. . r l 6'3' lJd 43'-10" Ud "11' 3+•- - .r:.: 1 ,,:, 'x8"x0.082'x0.30Buj ___ .rn;^. , �,::,, ( i 47-i• 39'-T Ud 3T-7 -0. Yx8"z0A62"x0306' d d 33'fi 31'x•d 2g-T d 28'-3•d 27_1•d 26q•d 253•d 24.8' � -7 d �-Y� �._ W ❑ LLI m .,.,? 'i , .i 454• Ud •3" 36' (� U - _ .I ,i j l,,;� il. + Irl illi'' Ili r n 072'x0.224"SMB 49'-tT rxres No wet mkkrress shah ba less than 0.040'. .U -i t U '-11 U 26•_7•d 24'-i t•b '-1 _1 tL ,k.. - ! h,.,,y. } ,�,:, I. : hs,� " B r _i 8[,, :s " x 9"x 0.082 x 0308 SM d . •�• d Sr 4 ua ag3 ud a5-s ud 9 ud z-t r ThkMasm alwam ars namkiai industry standard t 4ero d d d "r a a d D b Z UJ W o ! J ...., ��:, ,I ,...,� � I .,..i .� ,... 47-P 3T-T 34'•7 � --- :. h h , �..,:i" 11,.G.. : ,,!€j.. ;. x 10'x 0.092"x 0.374"SMB STS Ld Y x 8"x 0.tY7Y x 0224" .::..: ,," I � a r ::.. wldh 11V'sated tprigM sang I, .il., , L.>.. , ,; ,i.,+ � ,..� � '. :' I 2.Usktg screen pend m H. upright connection (2) -,. .. .,. _ ", ,:^I, „ !' 040•. do not include length d knee brace.Add vertical distance Iran sprig :., , ,, , ••r :.I: shau ba less manTp- 3.ADove tialphts 2 2 x 9"x 0,082"x0.308' 44'-8' -t t 36'-9' 34'S' 373' 31'-0• 29'-9• 28'3' 27-9'd 25-11'd 26'-r d 25'J'p LU [p O Z - + Nota: standard tolerances.No well mkkmass d d d U _ lY are•nominar industry and u • "Ici d 5a ane a the above span fa WW bran s(rena. over 3a In mean rod halgM. O .u u d d d A a "1 a W W Z W 1.Thiduresss shownbe Iknited to a maximum combined span Pn9M for enclosures feeds a wag connection. Y x 75 x 0.092"x 0.374" 57-4• 46'-9" 7-11 4a3 35.0• 36=3' 34'-9'a 33'3' 37-5" 31'•6 30'-T r K 2.The structures assigned using Ove--1 ensu ne�,�. a.s8e sveeMe enel^eedng rsauined r,od t d 76. Structures larger Oran masa ArnBa shaO nava site spacOk S.tie b be measured from wnta d beam dna upright De reswsntlal gua'drels provided may are attached �) ❑ 0 ❑_ g ,l h E . � d d d d ,', i +, +!% i' '. ,,.! maximum upright d beam and upright connecilon to tasda a wall connection. LL z :� s¢ a,, ^.u i :,,, r g }( 3.Span le measured from center r{zonlel distance from upright to center d►}breed w beam 8.Chale rats d r x Y x 0.044 mIn.and set 36 In neigh ".9.:!•:, #I� ::, It ::.L, h r { + J... not Include d knee brace.Add ho 8'-0"N span �., 4. Above spans do cont rote.(3)610 x 1-1/Y S.M.3.kiw the screw bosses and do not exceed I.8 b recommended that the engineer bit catsu9ed co airy beam mat spans more Cum 5a ll:l J J � Z O s for total been spans. 7.Max.beam size taY x 5'b Y x T x 0.055'x 0.128 2. is measured from center Of connection 3, IncAWa kmgtli to fesdn ah, tai distance tram fconnecdon upright to center d brace to beam connection to me above spans Q m 0 P� a 4'max.mansard or 9a on Table 18 Page 3. d knee brace.Add I, I ,�x :I _ A - {I r' y G.. �. i•'k:: !r a!, 5.Tables are based co a madmum waY belgM d 151ndudln9 8.Spans may be see exposure muIDDlars arts exams total basin spans• 7 y J , f _ !".3;,;. 1 ;(I.y;j. �I' : , t 18 Page 3. w'C end•D'expoewe categories -_ mey ' ' ;ia P.•�. „I ,n '! 6.Spans may be lnterpoleted. exposure multlplers and example on Tatem 9.To convert spans - converts 'D"exposure categories (.) Z 'J pp Table 18 i tt, ,i. 1 i kf:o . i i ! 7.To convert spans to•C'and'Ir exposure categories see expos 5.Tpans see anal example P 3 urs muMplers on •Covera by U.S.Patent a:6,092.316 std Vs-PaaM Zl:6rf30.�8!__. _. = W n' LL and U.S.Patent a:6,430.888 _ d W Covered by U.S.Patent#:6,092,348 - . Florida Extruders Intal _ 8' 0 fhatlonal,Inc. 6005 FL-EXT ming Screen Roof Frame Members Table 1.5,2110 Ends of Beam ched to Host Structure(Not Axially Loaded Both �?Miscellaneous Framing Beams as Supporting Florida Extruders International.Ina Allowable Spans for •.rfi. , "I .i� ter. pp : (110 MPH) _ _ z .I f; Table 1 4110 _ ,,,,,' 6005 FL-EXT Albwabk Post I Girt I Chair Rail Spans,Header Spans Awminum Ahoy ao6s r3 dILI k } "i •yy a, : `, _ :�. Extruders International,Inc 8i Opdght Heights for Areas w8h YYlnd Loos up to 110 M.P.H..Exposure B;"and latauds Below 30'30'-00'NoRh Waeksomllk.FL) Z (V S Table1.2110 FloridaF 6005 FL-EXT Unlforrn Loa e 4 NR,a Poled Loa of 300 a over(t)Air fL is also considered O Allowable Spans for Secondary Screen Roof Frame MemtQ Alumhwm AHOY 6005 TS Aluminum Ahoy 6005 T-5pmlM,FL) For 3 second vfiW!Win at a valodty d 110 MPH,Ezposun"B•or r shpts coed or 13•I sq.ft atl q 25-0 Tribute LOS wwm 0 vis, i' t.11 { t. 1r , a „} } fir' f , , 1 ', : : , 'i sure"B"and Latitude Below 3030'-00"North( M Setf-AI rg d t 4 + a r 1 NSF on (1)9rwu'f.is also cornidead Beam _ ! For Wind Zone up b 710 M.P.H.,Fxpo A.Sadlors As Hoclzadals Fasbned To Pwb Wkh Sint Q r Atowe •1 Pond Load P or UnNomr Lwd U bends b deMetlon jls, 1 Vf NSF.a PdM load of 300 >i ms Yshn CH n 7Sectlom dafledlon 0100"SNB d �I I 6'•0" 8'-11• 56' p 53• y T-10•b A.Sections Fastened To Bea Loa Wldm W�PurBn Ho9ovr e Trlbub 8'-0" ABowabM S-8' d U 17-T 1'-7 11'-2' ta-8• b 1a_2• p g-9" D 9'3• b � - ' i,;;. ., it f 1, HoBow Swtlom 18'-r 15-T 153; 14.3" 13'-8' b b M Lwd P or Unaorm $ _pp x 2 x OA44 Four Boss d 54 i' -0' d 53 d 53 d 8 1 x 5 x 0.050 x ..i..<, � � GG :II •i .I. r ' I I ', �'I a NS Po 5.8'" Pb S " OAfiS' Boss d 55• 6 5-7" b ..err,.. k I Ir 7,.:,. , ,:I I + Po 5 x x T3 d T-Y d 5-8' 21'-6• t4-3'd 1T-8y 16._7.d 15-6'b 10',6.b 73'5"p 7-1 D iz-7 p b b 2 I� t: ::t � } :. s 55' Po. 5 Po 5.4' Pd 5-4' gp�-Four Bos" b 6'3' b 5-3' b x 5 x 0.066"x OA20'SMB d U •U •5•U 13'-1' 17-T p 17-T p Cp � 75-3' 153' 14'3 p 13 p p ..),.# :,'� : l: I : 5.4• Po 5.4' Pd 5�" Pd 5-4' Pd 5 'x Y X ,V'. •Four 5 Po 5-6' Po 5.8' •x Y x OA60'T Boss' 8'-0' d 8'-4' d T-10' b T3 b 5-t t' '� I.I Y x 2`x 0.055 g-1 173• =t I ' r 88 I Stas d T-11' d i '.; i i s , • ' � r. 5 Po 5-t t' Po 5-7 t' Po d 9'3 d 9'-0' x r x 0.065'x O.t20'SMB d - d C7 rn � O :. ,:,:: '.A , ,,:4 ,i , .� I: ':I • �:'. :f,,� , ;. ,�.. 3 x 6'-11• Po 5-11• Pb.6- x3"x0.045"Four f h„ � y I I 9'-11' d 9'-6' d 5-t' d 5-9' d 5-6' d 53' S i' d 3a3' 273"d 25-1j 23.3 27 r d 21'-1• b 9'-1 D 18'-9'D T-t b b � W i`, I ' iI i i..i , }„ i I"f I,': i' .�}y-:,:.1 4•xYx0.050'T leBoss• Pd 9'S" Pd x3"x0.045"Slx Boss 1,-.:: w t I I ", i) 9'S Pd 9'S' Po 9'•6' Po 9'S" Ptl ,+.: ',';i ,1 +.: ( T Boss• 9'-11' d 9'-T d g-Y d 5-0' d 5-T d 54' d d d J 'xOAt+" d 9'fi d 55' d b ll S Pd x 3 0 9'3' '-11 25-T 73'l" 273•U 15-T T-7 T-r D W c� : � 2•X 3 x 9'-T Pd 9'-T x 6"x 0.072'x 0224"SMB ��• 1 4-1 d 21.3•d 2a3•D 19'3 O -9" Pd g-9' Pd Pd g ta-9" d 1a-4' d 9'-11' d 9'-T D b U' Z ti ,...e- ,. .0 J. I �,I..:< .. . , r " irl. '. �l. " 3"x0.045•Sm Bos Pd 9'A" Pd x 3"x 0.1160"Sbt to 11 t2-10' d 12'3' d 71'-9' d 114' d 11'-0' d tai" d 10'-Y b x5x0.08Yx0.306"8MB d d d d a U U U U U U ,.. .... , ,:,' + ,r1,, •T N Bos` Pd 1 "x 4'x OA50'Fee Boss b t2'-8' 17-7• b 11'x' b 33.3 -1 275; 25-g- 24,3•U 27A'p 21'3 D 2a3'p 19'-3'p 18-5 b 77-8 p 5-11 b Z � U e W � Z - 14'-1• Pd 14-1 53 d 14'-10' d 14-2' b 13-4 4•SM 13'3' d x 0.22 15.7 O7Y 4' a � t x O.MS 1a-71 1a-11' Po 10'-11 Po to-11 Pd Ga� I i yl=> al.• } ,�i.s^ : I '..I. •x 0.080•.Sbt Boas 'q• Pd t ' Pd x 5 x OA59'Four 1 U •_p 20'-r p b d W O 1 i „ . Po 14'-1' Po 14 Pd 15-8' 15.9" d 15'2' d 74'-T d 14'- •U U 79' ai III,�' 1. " 7a-r Pd 1a-r Pa 15� 7s3' d rZ a e b - o a I •�:.:- �1 r 17 it `I ,, t d 2 z4 x0.050 Four Boss ,.: , : 5 : 1 I "r Ib• ii '. '; 78-9' Po 15-9• Pd 1 xS"x0.06Y Foar Bos d d d D U a... hSIdelMo9erew8osss. x 5 z 0.062"x0.306 SMB � I i I ' �.,i I x 0.060"Four floss 353' 31'-9'd 29'- 27.4 5'-7 24'-T 23'3' 27-Y p 21 D g y, •s, -f C it =u t= r ` I 'r 2"x 5 15-9' Pd Po 2a�' lhl 19'-8 B.Sec-dons As Hormaibis U 2T_T 25.7 25�" b b n 1Y ,r. ,l� t :i I� 2a3' Pd tali' Pd 2a-6" Pd 2a5' Pd Fastened To Posts Fwr Boss U U 24'-Y 23'-r 22�• b W � v m U 8'6 x10"x0.09Yx0.374"SNB d d d d O pC- ).!'r., 41'3' 3T-1• 34'-?" 0- N O n 1:! +,, .IRI ° )7• .S Ho9ow Sst:tlas b deflection 1 t•-tt -rTgg Lwd Width d b W.Purlin -0„ a•/ 6 d a 45 K C U «T m K tea Width g• M'H'or -0 50' - 54'-0 O C ti O 38' to +.r I� Aflowalile Z G. 'S re 9} � .a( �, ;,� � � il'I : : �I nr 3 _ -T b 6'�' b 5'•1 q -0 -0 r` L. fleetlon b pp , U bents D do b T3' b 511' s.a b defleetien d D tY Y .-. W Allowable S n 1_'1 PdM Lwd P a UMform 8'3' b T-9' Doubts •Mating ,. � a� �. : ,. !.. 1 Po 1' Po 5-11' Po 6'-t/' Pb z2'xO.ON'Four Bos bend r :. � .. t I _ 6 4• Pb 53 "x 2"z 0.065 Four Bos AMowabN n •./Po1M Load P or UMwnn Lwd f....I t.,... [. 6 11 Pb Po 8 6 Tom' b T-Y 8'-70' ... I ... ,.. R [ :.,, I' � h - - Bou 5-9' b 5-2' •I.. i 7 G ,.,,. ) I I. r• 2X6.644 Four Pb Beams a ,., ., t I <p, s I. , !-': "'` - , 8'•4• PD Po 53' •xYx0.045•Fow Boss d d d d 257a 24'•8'd 6'3' b 53' b (2)Y x 8'x 0.072'x 0.224" 355• 344 31'-jj+ 29,_7• T_t t d 28'-B"a > I,J,J , m : , _ Po 5-r PD •XYxoAso'T Bove• • ,: ..,. a ,', ,., i.. �• r 8 iN ....;:3 ,'. 2"x2'x0.055 g3' Po 53' Po 53 P 5r b 9'3' b 5-10' b 8'S• b T-11• b j4 ..1 :y ,{ ...,!. � ,.+ :1, , ,:I } ' �, 53' T Po a•4 b 9'-9" " X0.305 4a-e" 38'fi 33'l�•- 31'x' 2g-T d 23'-3•d 2T-1'd 25-1• U � t li _ k {I { „t •,l , _9::� ,;I `I 3"zY x0.045 Four Boss pp 5-T Pb 11'-0' b t Po 8'-T - 17�' Po 17•d' PD •x S'x 0.045 Four Bos l) 24'-T 3'-11 d O V cn c I- t 5 T -4 Po D tai b 9'10• b g-4' b 5-11• b S'•8' b 5-1 b 2 Y x 6 x 0.�2" a d d d '- b 5-1' b :a:.. i' I '''a' -4" Po 17�' Pb 77� Po 17�' Pb 11-2• ', ,"r ,::: .� .. . <. II ' , 'r _• ;, .:. 17 -T Po 174• Po 1z-r PD xs"xeo46'sa Boas ,. ., i(.. I I 'I i ;_: { ±.' , _: :. `' i :} ` r. Four Boss • 11'-4' b 1a-T D 9'-11' b fY3 b 9'-0 b 8 T C Po 1z-r Po 7r-r Po r r PD 1r-1r PD xa'xeA4s'r Boss 17 17 1 b to-10" b ta-4• 9'-4' b (2)Y x 8"x OA72•x o.724' a7-t d 3T T d 34,TT d 37.4 d 3a T d d � 3 d �A. � Z 17-T Po -71" Po -1P b 17-Y D 173 _ 'x0.045•TWO 77-71• PD Boss t7 Yx3 '-11' Po 12'-11' Po Po 16'3' x3'XOA60'Sbt •-t' b tt'-4• b 1a-10' b 10'-Y b qq•3• .t1 d 38'-�j:. 34•_5 37E' a 31'-0•d 29'A'd 25 d d 28'-17•d 28'-Y 3 s• 17-11 Po 12 b 13'-4• b 17-T b 11 1 "x0.0457 leBw 3• PO 15.3" yy � 12"x 3 Pd 153' Pd OA50'Four Boss 14'3• b 17-1' b 11'-4' b (Z)Y x 9'x OABY x 6.308• d d 153' Pd 18'3" 15-3• Pd .5• t8'S' b 15-4• x4 x Bos 153' b 75-7• 6 14'-Y b 13'x' b 17-5• U 373• 31'3 m 2a3 Po 2a3 Po 2a3 Pb 24' Pb d d W ,,.,:w S• C. i-, :,J our Boss -t0. 21'A' Ub 2a3 "x 6'x OA50'Four Boss 753• D 17.4' 6 15x7' b 15'5• D 14'-9" b 74'-2' b 133' b (2)Y x 10'x 0.882'z 0.374• 57.4'd 45 d •]it'I d 4a3•d 38'-0" d 3a3'd 34'•9'd 333' a 2•x4"x0.050 F Y x 5"x 0.050"Four Bws 2T-10' PD 2T-Y Ub 25-6• Ub 24' 3' 255' Ub 24'-Y b z 5'x 0A6Y Four Bos Yx5"x0.062"FcorBws Nob: connec111 CO a i a•,]] 1 i f { ! I ! 3a-9' Pd 3a-9" Pd 2g5' Ub 2T-1 t' Ub mag man SO ere'rromInar kidustrY standard tolerances. 2. le measured mat the engineer brace. I dlstaice from updgta to carter d brace w bsm mnn..d .111 o than 0.040•. be txxisuOa on carrier beam that spans Z }1ra < { Note: 1.TMdvbsaes shown shah be less tlrert 0.040'. i.O n Is nw murOd d knee „" :,. ' ,': t �' '',• .:,: shag be beset. No well tldclaress 3.Above spam do not Include length w baa r weC connection. wore above spam for ru I O ..._..,. rA.. , s d, i4 i shown are"nomwar Industry standard tolerances No wait thickness screen P�width W select Ski isrgOn• total beam spam• t Thicknesses _ 2 Using n rod he19M• - .. -3• - _. 'b'z , "• a , s s 'k ;rl 91 - r. , I. r.. ;;I conriectwn 10 feeds a wall conrreellai for ped a,gosuras over 3a In area 4.gilds. be interpolated. '.D rs and example on cable 1B Page R s s. I'; .' . ' ?;, • i' r : N,, red irorrt center d beam and upright raQWrad ..ff 3.Site g e I is to a me s to'C'and•D•exposure txtegorles §'e exposrx (�: r; 7 ,1_.. • .: I ... , , ., ,• + 2.Span N mases pie, cerxtectlon to fide a wag cert provi _ e m t d 151ndudirg a a'rix mansard a 9e les b De rnreastaa tran center d bash and t am d __ ...,rase f may era atredred with` 5.To spar _k O 3.Tables are based on a maximum web neigh 4.Chair ralWO -O.be- gra r.,,. o- i ,:', a� I,! :77, ,r, r ''. I ,i i I z',i• , - •angle.� - - - 5.(2ialr rale of r x Y x 0.044'-min:aod-set�3b'in hel9M are dealgrnd O.C. .I ,.d r } ( •: i } 4 1 }; I. I. i ;�}4,+s 4.Spans maY be interpolated. 1-1r -10 x 0.t� I'Al,. t ,, 7.. ., i I.ri'r i f x 4'S 2'x 5•.Holbw Certs sheY be canneded w/ah kderml pr external and example dip 3. () r P�. tt ' 1 , : , 5.2 . . re ales See exposure multipliers Table:18 Page ��MaO�x 1-1/2's.ms.tNo me screw bows and do not exceed 6.To convert spans to"C and D expose categories b slte8 not aaceed 5-8'. .? i . . CHECK TABLE 1.6 FOR MMBMIM UPRIGHT SIZE FOR BEAMS. 7.Max.boom ams fa 2•x S b Y x T x 0.055•x 0.1207 K Z N K R ( C e.r x a•s r x s tioloar gkb Ji� steal be connects w!en Intertral a external 7-1/Y x 1-11Y x 0.04x'angle. W j a�, i I a .i ��i { i iII i'Y , °':.,�; •Covera by U.S.Patent 1F.6,092,348 and U.S.Patent 0:8.430.888 , i .,', it j:. f 9.O.To convert sPsrsy be krlerPob ss tulphatire rrn1MDlers and exempla on Tale 76 Page 3. _ a �. :G 4Ori•�{ i' ,. ;, I (fltl� t I � y'Ii� I I to•Card•D'exposurscalegtxles O SH€ET •Covera by U,S.p Nml6:6,092.348 as U.B.Patentfi 6,430.888 W W 17e 1 ',, { l 6 !""� 1 O Z I 009 OF 21 v i ',I 'I t 12/01/2 i I � if, E p I^ } H If � i 41' Pds_I r ,G, .mss:' ,:•, Ili :,:, I u.�._ ,: : 1�k :.�, :i�, ,,. I' U,��,l,i ;I, ........ " ... ,_. :_.k�,,iD�t" s ��:.,,.t� � ,�,�. � ..„ ��' �I ;� rill { 'Y' � �� i+'� I �r. � Mffl � � r' + . t I l I I li k I11 � 'i`i+ t 5. . + I { r W Table 1"S.1 130 Florida Extruders International,1 ': { �� I 6 II r(1 Table 1.1 130 FloridaExtruders International,Inc. Table 1.3130ml ,.__, }} JJ � rnation Florida Extruders International,Inc.Mc (�. { '1 j i li � { I ^.,, 6005 FL-EXT Allowable Spans for Primary Screen Roof Frame Members 6005 FL-EXT Allowable Post/Upright He hts 6005 FL-EXT Allowable Spans for Miscel k,, a ,;I+ I j ;µ;i k a ., Framing Beams as Supporting Screen Roof Frame,Members (� t a r ;t (, I ;,, E'° ,,, Aluminum Alloy 6005 T$ Aluminum Alloy 6005 T-5 . One End of Beam Attached to H�Structure Axial Loaded . r i r I r I; )i`, :..;. + x << �4; 'q +or,1, For 130 M.P.H.Wind Zorn 'B"and Latitudes Below 30.30'-00'North(Jacksonville,FL For 3 second (130 MPH) Aluminum SOS Td ( y ) - x�,i 1 ;,'r iE.I J { ^r Yui; li _ ,' •..0 t:,K +. ,Exposure ( I wind gust at a velocky of 130 MPH,Exposure"B"or an applied bad of 18 Wsq.fL abY ,:i p l ` I Y� ,t v. S' i; { i 11 ',I. ,1�` q „,t 5�:i, +' Uniform Load=5 WSF,a Point Load of 300 WSF over 1 linear R Is also considered for Maes with Wind Loads up to 130 M.P.H.,Exposure"B'and Latltu �' 9 1 h +t : ML,a Point Load of 300 N over(l)nnarit b tlao Below 30'30'-00"North Jacksonville,FL O I r v i h I')� f �^,,. I �'I T Load Width•W'.Beam 3 �ow� _11ons Urdform Load.S O (Jacksonville, r': f ,`. 'I - 'I� Hollow sections 5 8-0 5-0' s'-0" 4OSnsidarod € yry' v `s j1 E ::Ii rr,1 #,� Nr f •1 �I' : d - ,) 'I Anowable 'L"/Point Load P or Uniform Load bendin b Allowable He "H"/be deflection ri Trite Load Width M i r; li.} ! it _, III `>I: ;�! 1 I. ,,. ,8• pts x Y x 0.044"Four Boss 5-0' d 5-P d 5'-T d S3' d 4'-11• b 4'-8" b 4'4• b Single SNf-Ma11nY t•-0" 4-0" -0" 3•-0• 42•-0" t� GI "z 2"x 0.044"Four Boss S-8• Pb 5'-8' Pb S-8• Pb 5'-8• Pb 5'3' Pb 5'-8" Pb q t,A rj a ill I j. 3i , G4 ut I x 2"x 0.055"Four Boss 54' S4• Pd 54' Pd 54• Pd 54' Pd 54• Pd 4" Po "x 2'z 0.055'four Boss T-1" d 5-b' tl 5'-11' d 5'-0' d 5-4' d 5'-t' b 4'-10" b �Mns NbwabM S n'L•/PpNd - P or Uniform Load handl b deflection C ~ N N t, x r til .•I ,I:', I i I: q= ,0' Pb "x Y x 0.045"four Boss T-5' d 5-9• d 8'3' d 5-9' b S-3' b 4'-11' b 4'.T b 13'-9' 1T-T 10'-8" O o j{ � "x 2"x 0.45"Four Boss 6'-10" Pb 6'-10" Pb 6'-10• Pb6'-10" Pb 6'-10" Pb 6'-10" Pb " 9'-2" :;':: x,.,' , { ! ,I�t[p# j r `l�i, -... x1 x8 x0.100"SMB d b b.. _ b -2' T4' 6'S B-t' S-T 5-1- 4'-8• 4'-3' �'^t 'ro I! ,I €. " -1• Pbxrx0.0WTrl- Boas 8-3" d-7%3 b '-SW b 5-11 b -5-5 b 5-0- b 4'-9' b b b b b b b . b b d.l C r ,r°; i til _,'.. .t, ',. ,1 7- ;�, �, i .� x 2"x 0.050"T Boss, T-1" Pb T-1- Po T-1" Pb T-1" Pb T-1' Pb T-1' Po , , Q) al'a p It 11 ,.,-: y �... ,... h .. . . -. ,. - .. 0', d Y b $'3'.... b.,Sir b510'_b _. . .T ..5 l { x3�c 0.045:-fnnrl3osa 9 6' Po- 9 8. Po °8-8 Po` 9-8 Pd -8 Pd 9-8 d r x Y x x OdiB SMB d d D .. 7 9. 9 9 1 5 T T- `r N ad ", i I,! fie, �,: ., .. 8,....1 -�.._ ray :.7 3.. , ,. , - z 3"x 0.045"Six 94' d 5-8' d T-11' d TJ• 5 b 8'3' b S-1 T D - b .-...D. , b D c0....b. _2'.,..b, $'..b.8' '... D - .-,V. -0... .>.,. _...,.� ,I Ir.I, 'rS .,.,''�; - _ _ _ _ 7-11 T-10 U U �.,r u urn f rr x 3 x 0.045"Stec Boss 9'-T Po 9-T Pd 9-7 Po 9-T Pd 9-T PO 9'-T Po y I i x 3 x 0.045 Triple Boss 9 S d 5 T d T 11 d T4 b 5 70' b 54 b 5 17 b 15.6' 13'-B' 6. , I l i, x + Ii r '. " t i I : : ' "x 3"x 0.045'T Boss' 9-9' Po 9-9' Po 9-9" Pd 9-9• Pd 9-9' Po 9'-9" Po -0" Pd x P x arse"x O.izo SMB d b b b HZ'S 114 9-S 9-8" 8'-1 P 5<' T-t0' T4' �I I ( <' b b b b D b b b 3 .Mt4. `Sv, [[ Vii.t r1-•{' r „ 'i 1 'fl,)' - "x 3'x 0.080"Sbr Boss t0'-11' Pd 10'-1 T Pd t0'-11' Pd 10'-1 P Pd 10'-11' Pd 10'-11" Po '1� x 3•z 0.080"Shu Boss 10'-Y d 9'-3" d 8'-T d B'-P tl T-8• d TJ• b 6'-10• b ),.l r�ty�+ 0 "O M:,. f 5(.. "x 4"x OA50"Four Boss 17-1' d 10'-i t' 1 -1' x 7"x. z 1 27-9• 20'3" 1 T-T 15-8• 'X Q� •�'t O 4' r `v rf' :'I I I.. - - x 4"x 0.050"Four Boss 14'-1' Pd 14'-1' Pd 14'-t' Pd 14'-1• Pd 13'-11` Ud 13'4' Ud '1� d 0' b 9.3` b 8'-T D T-1 T b T-6• b a�3" 0.20"SMB d b b 0 2" b -11' 1'-11 11'-2' 10'fi' 9'-9' 9'.2" g-8• O • 0 �l• Ii `� ., ��^, t ( L 7 { t vl _7, "x 5"z 0.050"Four Boss 14'-T d 13'-1• b 71'-B" b tO-T b 9'-9' b 9'-1" b 8'-7" b .U b b b b I b b '� O ri�.. ,); r a v i k. ( "€, :Ill "x 5"z 0.050"Fout Boss 15-9' Pd 15-9" PO 18'•0" Po 1T-9' Ud 8'-1 T Ud 15'-9" Ub + - 28'4' 25-4 23'3' -11 U U U ti R C K r :j . 1 ,_. ! }I. , :� I{ ,' -8• Ud x S•x 0.082"Four Boss 15.8' d 14-1 d 13-Y d 12-0' D 11-Y b 10'-5 b 9-10" b x Y x x 0.224 SMB d d d b -0 b iT-T b 154 b 153 b i44 D 13=7 b 7-1 D 1TJ D �" vt aI 0 ell + j., { 4 , x 5'x O.OBY Four Boss 20-8' Po 20'•8' Pd 29-1' Ud 15-17" Ud 7T-17" Ud 1 T-Y Ud W N ryj(.•,f7" 'I '# .s ^� �vld .1,k, i �iim I'" 1 � .,,,`, f. -. 39-0'U 26'-1 U 24'-8' -11 U U U U U M1r I. I : '. x81 x0.306"SMB d d d b. -11 b 19'4•D 15-0"b 75-11 b t5'-11 b 15-1• b 144'b 13'•'8'D - 1 + ..H Tribute Load YYldth'W'=Beams act Set-Mating Sections 3• % 5• 8•-0• y Y I ;i .,, r, �.,.r !,(, . - " 31'-0•U 2T-9"U 2SJ• 27-8' U U U U U U U r" r V ! ° I p Set4rlat ng Sections Allowable He ht'H"/bands dsneetlon d 'x 9'x Q 072'z 0324"SMB d d b b -8" 19'-0" 17-9" 76'-T 15'-7" 14'-0' 14'-0' 13'4' ° 4 'e v p til E• + +t i Allowable S 'L'!Point Load P or Uniform Load U bendin b de d "x 4"x 0.044". OA00"SMB 13'-5- d 17-Y d 12"41 d IT-W b V-W b 9'-1" b S-0i" b III r It or ! t 1 ,Vii, -11 29'•6' 2T-1" 25-1' U .U U U U g9 - 3' lJd 'x 9"x 082"x 0.308"SMB d d 10 2i'-i 19'-81 18'S 1 TS t ;,t r I.,,;, ,,,, "x 4"x 0.044"x 0.100"SMB 16'-6• Pd 1G-8' Pd 16'$" Pd 154' Ud 15'-8' Ud 4'10' Ud "x S•x 0.050"x 0.116•SMB 16'-8" d 15 2' d 14'1' d 7-11' D i'-11' b 11'-Y b 10•-8• b d b b b b D b 5� D 15-8 D 4'-11 b I rPi iii 'f. Ytl - - .1 .Ix" ;„( ", '� 1 ;, {{ ',I^ , I, •x 5•x 0.050"x 0.116"SMB 23'-P Po 23'-1" Pd 21'$" Ud 20'-5' UA 19'-8' Ud 18'-T Ud x 6'x 0.050"x 0.120"SNB 19'•6' d 1T-8• b 15-8' D 1C-3• b 13'-Y b 17-3 b 71-T D 38'$' 34'_S.U 31'$'U 29'-8" .U .-IU U U .,a7.,,, ( I4� iv .�, /; t�s 8 ;s ,g- Ud x10 x0.092"x 0.374 SMB d d d d. T-9' 25A 1 27-8• 21-3". 2g'-218'-5" 4 rvS. i j ,� S 1,� ^ "x 8"x 0.050"x 0.120"SMB 28'-10' Pd 2T-1' Ud 25'-Y Ud 23'-8" Ud 22'-8' Ud 2T-8' Ud 'x 7"z 0,055"x 0.120"SMB 22'-Y d 194" b 1731 b 15.6' b 14'-6- b 13'-8" b 17-9" b b bb b b b D b uJ 1 i, III° I'�'1 ++ `', ' "x T x 0.055"x 0.120"SMB 33'-11" Ud 30'-11" Ud 28'-8• Ud 28'-11' Ud 25'-8" Ud 24'-6' Ud '1" x 8'z 0.72"x 0.221"SMB 2T•T d 2S-t• d 23'-3' d 21'-9" b 2tl-1' b 16'-9' b iT-B' b J d i' ;l j 1 }' I ��" !p;: "�I .i{ : .: ;. • "x 3"x 0.072"x 0.224"SMB 474' d W-T d 35-8" Ud 33'-7' Ud 31'-t 1" Ud 30'-8" Ud 4' Ud z 8"x 0.052"x 0.306"SMB 293' d 26'-T d 24'-8' d 3' d -1' d 21'-1• b 19'-10' b Double Tdb Load Widtlh Q � Z i 'leis '1 '.:'�I: ; :,, i,l G �Ii -1, d 3elf•Mafbg �_ r•,,: ;`, I } z 6"x 0.082"x 0.306"SMB 44'-10' 40'-9' Ud 3T-10' Ud 35-T Ud 33'-10' Ud 32"41 Ud "x 9"z O.O7Y x 0.224'SMB 30'-3• d 27-81 d 24'-t t• b 27-0' b 21'-1" b 19'-8' b 18'-8" b paras Abwabb S 'L'/ Z 11 s:�i. : I' -o ° Load a Uniform Load U Mndl b deflection d ➢- ^1 ',5 '�) 1:. � -t,.t)a' ,,,t •1' lid Z I " , (,,,. s ,,;, ,.. ;� ' s'. +:::. _ r. a` -mss a, ,a ' "x 9"x 0.072"x 0.224"SMB 46'-4" Ud 42"-t' Ud 39'-1, 'z 9'z 0.082"x 0.303"SM - - I; • 1 :I�, v r,. : I,'. ...- s;,, , �._�cr ,;..' Ud 36'-9 Ud 34 11 Ud 33S lJd B 3T Y d 29 Y d 2T 1 d 25.8' d 23•iD' b 27 3 b 20'-11' b 2 " U Q z .v .a. y l •. 1. ,; •2"':P,�' :� r„. - ., ,(_,:. O2 x8'xQAYrx0324 36.8 1-17 294 ZT•8' U U U U U U e ..,: :. ;,,,, :. :.,., ,. ,.-^'. .08 _ , _. _ -Y Ud d d -t t 24-9' 23'-9' 27$ 27-5' 20'-5 1 Q d Z ,�.., fi r Ill hk o., y ., ;,4,^, ^ x 9 x 0 2"x 0.306 SMB 49'•3 d 44 9' Ud 47.6 Ud 39 t Ud 3T Y Ud 35.6' W x 10 x 0.092"x 0.374 SMB 3T-T d 34'-l- d 31'-8" d 29'-10' d 254' d 26'-10' b 25'-3" b d d d d d b b b g'� b tS'� b W #, r .{ .�' .:,`I , `r "x 10"x 0.092"z 0.374'SMB 5741 Ld 574" Ud 48'-T Ud 46-8" Ud 43'S' Ud 41'-6" •11' Ud Y x 8"x 6.082•x 0.306• U 2 W m s p , r v N1, . Nob: (2) T-10 '-1 31'-1' 29'-1' U U U U U W I v r it r, �, ,i', y - Note: 1.Tt4dmesses shown are-nominel"industry standard tolerances.No wan thickness shag be less than 0.040•. Z W Q ui t: i , �� f + I. d d d d d b b D I y 1 v ,� j �I .', `1 d d d tl. 3Tfi 26'.3- '-7 24'-3' 2T-Y 275' 211W 20'-6" �" j; t> I,. ,I 'I I I.' �I, _ 1.Thicknesses shown ere'norMnal'Industry standard tolerances.No well thickness shah be less than 0.040". 2.Using screen panel width W selecl.upright length W. (2)Y z 9"x 0,072`x 0324' 39'4'd '-11 d 37_1,tl 30'-0' •6' 2T-1' 5-11 24'-T 23'-3' 27-1' 21'-7' 201 W O W :? {@, s{ ( 1'�r 7;I. I I 2,The structures designed using g this section shat)be limited to a maximum combined span and uptight height of NY aiRd a 3,Above heights do not include length of knee brace.Add vertical distance from upright to center of brace W beam connection b U d t d d b b b D b W lb U O U Itly Ivt , .II, I. s; 1 I pright height of 15.Structures larger man these limits shall have site specific engineering. Ore above spans for total beam sperm. O d d d d -Y 8'-1 T-T 25-T 25'-8' 24'S' 23'4 275 N 11 r I j " '�I !til I SII madmum u 2 2"x Y;O.ser x 0.306" 41'-8' 37-2' 34'-2"U 1'-11 U U U U U U (n W z , , ``n 9 Ij j ^ �„ k s 3,Span Is measured from center of beam and upright connection to fascia or wag connection. 4.Site specific engineering required for pool enclosures over 30 in mean rod heW& .U d d d d b b b b LU Z r W Ea$. c v I ' ,L. r I' r 6, (2)2"x iD'x&082'x 0.374" 48'-T 13-5 -11 3T-4 .U U U W 3 I r I� I' 4. Above spans do not Indude length d knee brace.Add horizontal distance from upright to center of brace to beam Height Is to be measured from cancer d beam and upright connection to feuds or wall connection. d d d d .'' 5'4' 33'-9 73 31'-t" 30'-1" 29'-Y 2B'4' 2T-Y 0 (1) Q (n 3 r ;:. ? I t I Y r. ,I i , , '... ;'' 11 connection to the above ns for total beam G E , u I II. spa spans. S.Chair rens d Y x Y z 0.044"min.and set Q 38•h height are designed b De residential guardrails provided they are attached Ma: d d d d d d b b O J 5 I + i j - v I 5.Tables are based on a maximum wan height d 16'including a 4'max.mansard a gable. with min.(3)#10 x 1-10 S.M.S.kao me screw Dosses and do not exceed 5-0"in span. 1.t le retinrrxruendad tlhat The be canuuMed on an carrier beam J J <L gig I' v I; - 7. ;f + engineer Y 'fit spans more than 50' W Z 1: '`,i V.:r 'p ' �1 i,} Jig s 1 ' I, '.. I. 6.Spans may be interpolated. 7.Max.beam size for y x 5'b Y x T x 0.055•x 0.120" 2.Span kc measured hen carder d connection to fascia a wan cahrsectlon; (,) -1 W O ,kly K N !9 ,^ 'J, y S ;'. i,�l.�I.., ' I ,, : 7.To cawM spans to'C'and'D•exposure categories see exposure multipliers and example on Table 18 Page 3. S.Spans may be Interpolated. 3.Above spans do rho)kiduda of knee brace.Add hortwmal d Q m Z s s total beam n. �` from upright to center d brace to beam connactlon to 1M above sperm for Z 7 9.To convert sperm te"C and exposure categories see exposure mulNpOare and example on Table 16 Page 3, �a O I 1 t til pv fff 11 i I J tl[ 11 - •Covered by U.S.Patent 6,092,348 and U.S.Patent t.BA3g,888 4.Spans may los Interpolated )"+ W Q W rte f 1 IrI k d 5.To convertb'C•and'D' W {i �. !(;ill ry, : y : *Covered by U.S.Patent#:6.092.348 and U.S.PabM#:8.130.8885 exposure categories see exposure^alnere and example an Table 16 Page 3. V Z 0 J pf I I d f a ll i , ,' I) s i�' i �t{ ,, i W (y o 1 15 A •, !f � �,, ' 1 I.- Q O O a C a 17 w v. Ec 1 r i j O J z i ' l ' (r; 1,1 ;f t I; I' I I Table 1.2130 Florida Extruders International,Inc. Table 1"4130 FloAda Extruders International,Inc. Table 1.52130 Florida In U I2" LL W Extruders intematlonal J. 6 FL r- ;'j a'I II '1pi 005 EXT Allowable Spans for Secondary Screen Roof Frame Members 6005 FL EXT Allowable Post/Girt/Chair Rail Spans,deader Spans 6005 FL-EXT Allowable Spans for Miscellaneo)l}s Framing Beams as Supporting Screen Roof Frame Members = O O 11 I . :I , 1$ j , '' Aluminum Alloy 6005 T-6 3 Upright Heights Both Ends of Beam Attached to P� 9 D a. O O � >. „ i 1 'P� I For 130 M.P.H.Wind Zone,Exposure"B'and Latitudes Below 30.30'-00`North Jacksonville,fL Most Structure(Hot Axially Loaded) Z 04 v Y v '`.. { I:. ',}I I, ' ill ' EXPos ( ) Alumbim Alloy 6005 Thi (130 MPM Aluminum ASoy 8005 TS .CV W I h 4 E !f f {, : : Uniform Load=5#ISF,a Poled Load of 300 WSF over(1)linear R is also considered For 3 second wind gust at a vebclly of 130 MPH, - _ i': j qg n .A..Secdons Fastened To Beams YNM CII ( 1 p t- i d, t i.S i' Y I t i+ l h PP W.R tun„a Point Load of 8newf.le also cclrsldand F- !- ro'8"a an a ted bad of 18#/ for Areas vett Wbd Loads u b 130 M.P.H., A.Sections Aa NoAmrhteb Fuisbnad To Posts iNNfu Uniform Laad=3 LatlbrdlBS Below'30'30'-00"North(Jacksonville,fl Trite load width•hM=Partin 3 do J �-- ' rt'" `i'. 1� I`.yry 1(� d '� !v ,{ s 3v�st,Ss'L. Hollow sections 3-0 4 •8" 8' Hobw Stolons 6'-0' T Load Width. . I+I +' "'` n it 'I',j !:'. S `u x � ". '4q;;. Avowable n'L'/Point Load P orUntorm Load U bends d 5 -0 Q Z . I: - f o i ,�. I I -,v,° I v .`< ;,«„*:^, :,,s - Allowable HOW or Span"L'I bandit deflection d .� e. 1 E ;i r Y I' I+- Y x 2"x 0.041"Four Boss F-Er Pb 5' S-8' Pb Beams Allowable S 'L'/PoNn L „ + ( ,. ,I 1, -.j' I - -8 Pb S-8' Pb S-8" Pb 5'-8' Pb 5'-8' •x 2'x0.044"Four Boas 54" d 8'-1' d 5'-10' d S-T d 5'-5' d 5'J' b 4'-11' D P or.Untorm Load U bend) b dsMetlon 114., 7 o -I j 'll, p ' :I - Y x 2"x 0.055"Four Bou 54' Po 8'4• Pd 6'4" Pd 54' d 8'4" Pd 54' S4" 13'-9" 12'4' 11'4• U U .s 'I t` �� ,�{ ®';i. " x 2"z a05S'Four 8055 8'-9' d 0'a•- d 8'-2" d 6-11• d.5-10' d S-8' d F-5• "z,r z 0.044"z 0.100"SNB d d tU� j BJ'-8' 9'-0' -JUI 8'-0" T-T TJ• 6'-t t' 6'-9• F- 'n ;s v it .�! x ;':i 1 til 3"x 2"x 0.045"Four Boss 6'-8' Pb 5-8' Pb 6'-8' Pb 5-8" Pb 6'-8' Pb -8'-8" 5.8' Pb d b b b b b b b b b I 1. v '4.1' : "x 2"x 0.045`Four Boss T-1' d 5-9" d 6'4` b 6-1 V b 5'-T S4• b 4'-11` b �f _ X . ..,ore, ,.I j �, L. U 5-11• � u �a ,L• • t 4"x r x "r ss• 14'-Y t - h ' C 0.050 tl leBoss• 6'ar Pb s''-7r PbPD 5-tr Pb 'ar� all" �'r I s v'' ° & 8 PD 5 Pb 6'-1 P 'x 2'x 0.050•Td Boss' T 6• b 8-1 T b 6 6' b 8-1 D 5'-9' x 5"z D.O80"x 0.116"SNB d d d b =�2-1' 11'3' 10'-T 10-0 9-8 9-1" 8-9 6 S' C I a1�.1. ',G.v 1 1 I ..�' �� 7'' �r 5'-8' b 5'-1• b b b b b D b b b n 0. I 2"x 3"x 0.045`Four Boss 9$• Pd 9.6" Pd 9-8' Pd 9-8" Po 9-6" Pd 9'-8' g'� Po t0 ,C' S. 1^ I, x3'x OdMS'Four Bou 8'-10' 8' '� r � � j y. r. I d $ d 5-1' d T-0" b T4' 6'-11' b G-6' b rQ Z ?� d ) I I' ;U r r. - 2'x 3'x 0.045•Snr 9-T Pd 9-T Po 9-T Pd 9-T Pd 9'-T Pd 9-T - 9'-T I'd k Y x 0.060'x 0.120"SMB 0'11 d T-1 a 75d'd 15'-1'b 'q0 Z-11 17-1' 1 Ta' 0'-11 10'fi 9'-11' 9'-T r� s.v'.r1 ,i ., v- ;i i r :. I r; i. e x 3'z 0.045"Sbt Boss 5-10' d 5$ d 8'-Y d T-71' d T•6• T-T b 6'-8' b b b b b b D b b m i, '� �'i {,, i j,I... v , I` 2"x 3"z 0.045"T Boss' 9-9" Pd 9-9" Pd 9'-9' Pd 9-9' Pd 9'S" Pd 9'3" d 9-9" Po x 3'x 0.046•T le Boss• 8'-11• d 8'-T •U C9 w u v a t >v. '�1 d 53' d T-10' b T-5" b T-0• b 6'-T b 22"-9 20'4' 18'-8' 5-11 1 _ U U .U U O ", t:i .I r J^I _ 2"x 3"x 0.060"Six Boss W'-11" Pd 19-11" Pd 10'-11' Pd 19-11" Pd 70'-11' Pd 10'-11' 1P-11' d "x 7"x 0.055"x 0.120"SMB d d d b T 14'-8' 13'-T 17-11 173 111-8" 11'-3 9-10 4r 2 N ^ _ '" '; r,;e. f {,:;jJ "� I,. - - "x 3"x 0.000"Stec Bou 9S d 93• d 5-11' d 5-T d 54• d 8'-1• d T-10' d b b D b b b b b W ,v,`�E - „I, l' 1 '. 2"x 4"x 0.050'Four Bou 14'-1' Pd 14'-i• Pd 14'-i" Pd 14'-1" Pd 14'-1' Pd 14'-1' 14'1• Pd z 1'x 0 050" ur U U J 0; N -u 7 �', i h:. !N. � i I Fo Boss 11'-8' d 70'-1T d 1V-8' b 9-11' D 94• b 8'-11• b 8'4' b "x • ZB'4' 25'4' 23'3' 21'-9" ,_1 1 m i s.P I '1 :.L.`: ,4� �' ` 'I 2"x 5'x 0.050'Four Boss 18'-9" Pd 18'-9" Po 18'-9' Pd 1 ti'-9" Pd 18'4' lid 1 T-9' " " O7Y x 0324'SMB d d d d X1'-3'D 8 D T-9•b 18'-9'b 5-11 b 15-3' D 14'-T D 14•-1' b W O qq 8x0. g 4,1, 1 I;(.{ �.. �` ,i :a :'ff' H t{I 5;,... I ;I ^r _ 1T-Y x 5 x 0.050 Four Boss 13 T b 17-T b 11.9 b 11'-1' b 10'-8' D 9-11" b 9'4" b U O LL W t� `� S h s.-s.. 9:+ I + n,II i' I a.. ! : r Y x 5"x 0.082•Four Boss 20'-8' Pd 20•-6' Pd 20'-8' Pd 29-1" Ud 19S Ud B'-t t' 1013' ,_• _ _• _ 30'-0' -1 24'-8' 23'-1' U U .U U ,U ? 2 a£ 3. {kp P 1 ns este am Webs ino raw us x 6 x 0.082"four Boss 14.9• d 1// d 13'T d 13'i d 17-T b 12"-01 b 714 b x 8 z 0.082"x 0.308"$M8 d d d d 7'-10'd 20'-7 b 19'4 b t8'J"b 77-5'b 18'-7 b 5-71 b 154 6 W U 0 + ?4,7. { 0 9 i { r .l �r adx i i,v is v� n : - - U W t Z ! f 1 I. I. B.Saetlate As Horizoinale Fastened To Posts Side Into Sasw flosses x 9'x 0 31'-0' 27-9" 25-8' 23'-9' 1 _ ,U U - d 2 eb Ir utas,S: It 3. i i ' I !!q< � : Trite Load Wldth'IM=PurBnS ckh xe "SMB d d d b : T-17 20'4' 92" 16-1 17.3' i6' " 15'-9' 15'-2' W LL Irl°, 1 ' '1� / ;i i, - Hollow Sections 3.6" 4 - 4 5'-0 5 5 b b b b b b b b - O '[ r J I. Ii. O a W t Hollow Sections } ,;I! ' I, v; i ';f ,,I Is ^ !, Avowable$ n'L'/Point Load P or Untonn Load U band) on 5-0' z 9'x 9.082`x 0.306"SMB 7 11 d 29-0"d 2T-1'd 2S4'd `-11 274' -11 19-1 fP-11 18'-0• 17-4 76'-8' d >= m U a I , j' l� ;.I ;.j1 I; - AQowable Hal M'If"or 3 R'/bend6h b deflection d - d b b b b b b b p Z) I! i"a�., 1 4, 4 I .III II' - Y x 2'x 0.041"Four Boss B'-11' Pb 6'-11' Pb 6'-11" Pb 6'-11" Pb 6'-11" Pb 5-71' 5-11" Pb ] u. r 1i v JP+ j �. ;,1 v , x 2"x 0.044"Four Boss T-0' b 5-T b 6'-Y b 5-10' b 5'-T b 5'3' b 4'-11' b 38'•6' 34'S• 31'-S' 29.8• "U U U U U 0: C h a O 3 k�G. 'I v .w 2"x 2'x 0.055"Four Bou 54' Pb 8'4' Pb 8'4' Pb 54' Pb 54' Pb 94" 54' Pb x 10•x 0.092"z 0.374"SM8 d d d d '-0 25.9' 25'-Y 3'-70' - - 21'-8 20'- 9-11 Y r I . d d b b D b b b O C r O r".' k ti t r'f j. le l ,1::. 8'3' Pbx 2"x 0.055"Four Boss T-9" D T3' b 5-10' D 5-8• b 5-Y b 5-11' b S-T b W V m W '.n< I I: �I. 3"x 2"x 0.045"Four Bou 53' Pb 8'3' Pb 8'3' Pb 8'3' Pb 8'3' Pb 53' - N O y n {r p t�r+, + N les �+' , i : 4"x2"x 0.050"Triple Boss• 5-T 5-T pts •x Y x 0.045 four Boss T4" D 5.9' 6 54• b S-1 T b 5-T b 5'4• b 4'-1 T b Td O B ,,1 €" �: �; :I� Ip ,I + I� Pb 8'-T Pb 8'-T Pb 8'-T Pb 8'-7" Pb 5-7" Double SaN-0latlng 1 m ^y4 W d i i^t ' I "x 2"a 0.050`T Bou• T-8" b 9-11' b 8'•8' b 5-1" b 5'-9' b 5'-8• b 5'-1' b ,$:�a. , ' ,I ' ,:d! € ,t ,'.1 i I Y x 3"x 0.045"Four Boss 174' Pb 72'4" Pb 12'4• Pb 174" Pb 12'4' Pb I Z4' 174• Beams Allowable 1.'/Pokn Loin " 34' 48 50' m t It i x " 3 x 0.045"Four Boss Unif Load ndl I L IS b 5-9' b 8'3' b 7 or ohm M b deflection d c0 31, l i•.?. 1 I'.:'�,. .� "; 1 +s I. Y i 3"x 0.045".Six 12'-7' Pb 17-T Pb..17-7" Pb.12-7" Pb.77-T Pb_P17-T 12-T Pb �9' b T4' D 6'-i t' b 5.6• b W ,a 0 � W I yr �:; ^I ,I. , ., ,r. r.. 1 ,. a; I, i,1: � : _„ �., Y. 1.. , -; - z3'x0.045•Slz Bou 9-8" b 5-7g' b 54' b -1• 2 2"x 8'x 0.072"x 0.224" 35-8' 1'-it. -.4• U . U ,-.U - W S m ;IW.e (, 7a, :,u, I. : 2 x3 x0.W5 Td bBoss 17-11 Pb 17-11 Pb 12-17 Pb 17-it Pb 17-11 PD t2-11' 12-5' Ti b T-8' b T1 b 5$ b O d d 29 d 27.8'd _11 24-9" 23' -1 22'-1 21S 20-0 9-11 a) d . e. I`"t t .�.�iv H « I`� v "i t+ I 15,_1• b "x 3'x0.045'Td Boss• 9-T b 5-71' b 8'4• b T-1g' b T-5' b T-0• b 5-7" b d d d d d d b b m U ) vn aE O I - $ II. i. s 2'x 3"x 0.060•Six Boss 16'-3" Pd 18'-3• Pd 15-3• Pd 15-3" Pd 153" Po 75-11'. " 0 H v:::^ , ,ill,[ �„ I' 2 2"x 8"x 0.082"x 0.308" T-1 U U .U O i 'x 3"x 0.080.36[Bou t - O T-1 31'-7• 29=7 C M 1, y 2"x 4'x 0.050"Four B 15-10' V 1 b 10'3' b 9-8• D 9-Y b 8'-9' D 5�S b T-11• b d d d dT-6• 25-3• 2S-Y 243• 23'S' 27.9' 27-1 27-T F U c € 1 I I,;; , ( ,I! ^.� our 20'-8' Pb 20'-8" Pb 19-71" lJb 18'-t0" Ub 1T-9' Ub 15-71' d d d d d d d d N 0 t- (:: ,.+ r -...: ' I I,' " I :?: . ,` 2"'t ;.; ,, :,.: , 'x 4'x 0.050" 1 ' a '::.} �;.. 9,C , :I , .#9,•..x .x„! " _ 17.8" lib Four Bou 17-T b 11'3' b 19.6' b 9'-11• b 94' b 8'-11' b 8'4' b U - 0 t O I , s v y Ir „., - •,- .,.- .,., 2 x5 x0.050 four Boas 25-0 Ub 2310 Ub 22"4 Ub 20'11 Ub 1910 Ub 18-10 r ,.,:r ^. L..: l, ++ -,� .a: „ ., _ �..,..,. -•._, ,., §,:. , , (2)Y x 9'x OA7Y x 0.224 39-1" -11 37 1 3947 U U a z ,I, + , : '_ _..,, x5 x0.050 Four Bou 13'-T b 17-T b 71.9' 0 11-1 b 7Q-5' b 9-11 b 94 b d d d d �_T 27.1 -11 25-0' 243 23'3 274 21 Vi' Z I• +r ;,,.I .;;,_ v w ,�, 'i: I. ,.;:, .� �.._ .. of 2"x5 x0.062 four Bou 29-11 b 2T-11 Ub 254 Ub 25-0` Ub 23-10 UD 27.9 r,st ,.L,I ,t - § i, ,'. ; '.11 .,_:�. ., ,,r'^,h. x 5'x 0.082"Four Bou 15-9• b 11'•9' b 13'-11" b 13'-2" b 1 -T b 12"-0' b 11'4' b f�0 m r�.. a '. ��. ;� , i� 21S Ub F d d d d d b b b Nob: (2)2"x Y x 0.082"x 0.306" 41'-8 37-2 a 34•-2' 1'-11 W Ii i tr.rj.,: I. .I _L.(i i, Vii: t'1 ,,.h ( III 11 I1.Thkknesses dawn are'nondnar Ind standard Note: d d d d1'-2•d -1 d 2T-T d 25-T d 25-9"d 24-11"d 24'3'd 23'-T D Ul -J j }# s t I,s ,v} tis ii: I� .;l'," industry tolerances.No wall tMclums shah be lass than 0,040•, O 43'5' -it 374 z .,': j.. { � !^ ,+ :I ustry standard tolewnws.No wall thickness shat be less than 0.040". d d d d �$'4'd 33'-8'd 373'd 31'-P d 30'-t'd 293' d 25.5•d 2-4r d - y{ 2 2"X 10'x0.092'x 0.374" 45- Now h .,(«;t,.. 9 t r 7I,� �, .�.I I v I i` �. 2 Span is measured(ran center d beam end uptight connection b fasde a well connection. 1.Tfdcknasses sfawn are•mom )'Nd ��++ i I i-I V' i I I 3.Tables are based on a maximum wan height of 16'Including a 4'max.mansard a 2.Using screen panel with 1N'sebct girt S 1 ,v « d9 14e. len9ms• 7 �9 n le �[> recommended that the I., S>a be consulted _ I on Carver beam k, _ engineer any n i L^ 1. N 1 I � mare the 59 `,� � sperm : a.,a� '. a I"� � ;�, ,:', : � � I: ;I 'r, - - .. ,.SPaO.!rYaY De lrt6rPd@led._.__...,,...:._.... . .............. _ ... - ...,. ..3.Spssped8c .bG usxlosiaoaow30' ..rreart roof .. _ 2. K , ,1,, ,I h 3 .....,. ... .- - engineerthg.regtnrsd lad in fh5gft•, .... -_..._ �_ -. rf!.l.5hpl44d OOrq.0lrhbrdp9tnherXloe.bl.leeyle or.wal corstQclkiri.,.- ^. r� , , ^ . r '' 5. -x4- 2"x - .. ..,,._..._ ,o ... -. ..-. . E ).,�; r,,,,, +I v til Ill I 'I ,: + 1� :": I',. r Gkfs sham be connected w/an internal a external t 1/2'x 1 1/2'x 0.044 angle. 4.SpuxJheight te b be measured from cederd beers and upright cahnec6ah b/ease a wall connection. J.A�vebspern d0 not kxAd'e k3ngm a>krhee brace.Add thortrahbl dab Y - .. ... :. O- .. .. ... i : ;,(�, (.d ?I ;I; ; ;' ;i: I - I t 6.To convert sperm 10-C-and"D'exposure categories see exposure multipliers and example on Table 18 P n horn upright le ceder d brace a beam connadion to the hmove spans u_ ;II ,I I.' age 3. 5.Chale nab d 2"x2"x 0.041•mh and set 38'in height re designed b be rssWaruHal gxdrals.provided they are attached with hotel beam 5Wn5. ... ._ 1 d 1 v f 4.Spero may,be YxwPdaled. '' k.'r, k 1Ij, CHECK TABLE 1.8 FOR MINIMUM UPRIGHT SIZE FOR BEAMS. min.(3)#70 x 1-7l2's.m.s inb the screw'bosses and do rat exceed 5-0'O.C. 3 ;I ' .. t: . ,r „.I : - .8.qA sten not exceed 5-8". 5.To convert spurn to"C and•D'exposure categories see exposure I i°r , 1,� !, LI q i ii. spacing ra and example M Table 18 Page 3. e. cc - O , I a.... v ":. a 1, t •Covered by U.S.Pabm#:&092,348 and US.Patein#:6,430,888 7.Max.beam size for Y x S k:Y x T x 0.055•x 0.120' K �� , FI !a .'° ,i }I hi I - a.rxa•arxs•nohowginb>hanbe daearanin�worexu�,alt-10x1-Irex0.044•angle. "' t� « 8 I:. :is t 7: b 9.Spanslheights may be y r yy 9polated. _ t5 ' s ' q , k 1, Ali 11 ` r a Y { I -; , � ° } yyi 1 _ 10.To comes scans te•C antl'D"exposure categories see exposure nx4tlp0era and example on Table t8 Page 3. •• z - j I M 1 1 I i 3: ," I _ W _ rc mR : f I:, +. d a+ a v s, •Covered by U.S.Patent#:6.OS2,348 and US-Patm #:6AW,88S D. W 2 v 7 �:z O S s V�,( r I �I rI ^ I - - - _ n - - { W I Y 9 • 1 t - w 4 + �i4 ��. Ii I �I � qtr I �I� i ��' ] 1,,I �{ 17A 130 j ,.t{' , - v{� `i' �"r'4! °I. i ,r 11 `.,I. , : +�r ;'' - - .. - - m r2" 11 r k 'I. ,{+, 1 1 + Lu � 51 �'(; y; j l 'j 11 11 ! I t' !i 1 I, a fi :s; t 12/01/2009 OF 21 0 j r i r 7`„ r.. .srl'. x17, r { i '€ I '' x ,1 . a ; 1 I �1 IIdI. li �': ) I Ill , II;I �t �� 6 1 I, !, t I 11f�:'�`^s It`s 1a�1!�Ili �1€;�1 G ifl ; .1j V I I I �'" i. III i Ca � 4 sill I I I I i I qI t + } 1 .f , + I 1 LATITUDES NORTH 30-30'-00"NORTH(JACKSONVILLE,FL) +�• I� �� 1 I{1{�. ik ire i i �l -. Table 1.8 Minimum Upright Sizes and Number of Screws for I I'E Connection of Roof Beams To Wall Uprights or Beam Spfin9 Table 1.11 Maximum Overhang for Rafter/ Tails V imam size requirements for the beams. Table 1.9.1 Florida Extrulre International,Inc. •Uprights,purlins,and lute in this table are based on map rems+ g when Connected to Screen Roof Tables 1.3 and 1.4 must be checked to ve members 6005 FL-D(T Allowable Spat for Primary Screen Roof Frame Members �( Beam 'Minimum 'Minimum •p Inimum C,kt Mfrdmum Number Beam 20 Max.Enclosure Span RafterI Truss Tall 7f2 /bendin b or deflactlon Aluminum All s of Screws each side Screws " y 6005 T-5 .� O Size Upright I Column Pull lin wind for Mas In Wind Zones up to 130 M.P r►y p : r _ Wind Zone i:,Exposure and Latitudes North 30.30'-00"North(Jacksonville.FL I. EXP { Bree•Sae #Bx h'#10xX #12x54 d8 ( ) Sia ata Pressure 2x4 2x6 2x6 2x10 2x1 M i 2 fed Load=9#/SF 1 x 0.044 Hotow 8 6 4 - (" P) M Y x 3'x 0.045"Four Boss 2'x 3'x 0.045 Hollow 2'x 2'x 0.044•Hollow Y Unborn Load=15#/3F a Point Load 'r x 0.044•FMxkiw 8 6 4 #/SF over 1 linear ft Is also Considered A r'1 2'x 3'x 0.045'Six Boss 2x 3'x 0.045"Hollow 2'x Y x 0.044'Hollow 2' 100-170 4 7-Y b 54' b 9'3' b 15-0" b 273' D - x0.044'Hollow a 6 4 - Tribttta Load Width'W'=Beams (� O NNt` Y x 3'x 0.045'Triple Boss' Y x 3'x 0.045"Hollow Y x r x 0.044"Follow r 120 4 7-r b 54• b 9'3' b 15-0• b 2Z-r b Hollow Sections -0 5'-0' 6 -0" Y4t" W4h" Y x 3'x 0.060•Six Boss Y x 3'x 0.045•Hollow 2'x 2'x 0.044•Hollow Y x 0.044'Hdbw 8 6 4 - 7:+' • 99� I,( ,I' , I �uls +� p '.. 'Y x 0.044'tidow 8 B 4 123 4.3 Y-0' b 4--11" b 8'-T b 13'-11" b 20'8' b S 'L'/Point toad P w Uniform Load b dMlecdon '�•� of•p O r� 2•x4'x0:050'Four Boss 2"x3"x0.045'Hdlow 2'x2'x0.044"HdkXv 2" - 130 6 1'-9' b 4'J' b T xYx 0.044`Fow Boa 5rr. .]C.t ' •,I,;i d =+ I; x0.044'Hollow 8 6 4 - 3 b 12'4r b 7T-10' b S-2" Pb 5'-Y Pb 5'-r Pb 5'-r Pb 4'-10' b W--Y lb �1 N Y x 5 x 0.050'Four Bass r x 3'x 0.045'Hollow 2'x 2'x 0.044"Floflav r ._., x 2'x 0.055"Four.Boas W4' V 140 B 1- - - 8-4 Pb 6.4 Pb 5 11 54r S-5• 5-r -. _ S b 3'T b W r b 10'-0' b- 14 t0' -D.. ►�y i =V`S' ',.:' 1 �,• :'.}�� 'I, :�, '.I^',. I' +� f I. r x 5`x 0.062'Four Boss 2'x 3 x 0.045 Hollow 2 x Y x 0.044 Hollow Y x 0.M4'Hollow 8 8 4 x 2 x 0.048"Four Boa 8'-4• 4•x 'x 0.100'SMB Y x 3'x 0.045•Hollow Y x 2'x 0.044'Hollow 2'Mx0l Hdbw 8 6 4 #a tr O.C. 160 7 1-3' b 3-0- b 5 3• b 8-T b 17-T b •x 2'x 0. W4 Pb W4 Pb 5-10' Ub 5-3 b 4-70' D 4!-S' ^I rt��•F+ 3 "G 2 x 0 044 050"T Boss• 8'-T iy O - z 0.044"Hollow 8 6 4 #8 12'O.C. 30'Max.Enclosure S n Ra wI Truu Tail#2 n/brldlo b or deft•ction W-T PD W-T Pb 5-11' b 5'-5' D 4'-11• b 4'-T 1-t.4•s 47'04 O Y x 5•x 0.050'x 0.116"SMB 2x 3'x 0.045'Hollow 2"x Y x 0.044"Hollow 2" ) loll x 3"x 0.045`Four Boa 9'3' b 8'-t t' d 8'<" Ud T-T Ub 6'-11' b 6'-4' b 5'-10' •fit O a 2"x s•x 0.050•x 0.120"SMB Y x 3'x 0.045"Hollow 2"x 2'x 0.044"Hollow Y x 0.044'Hollow 10 8 6 #10 tr O.C. yyl�Zone x 3"x 0.045"six 9'$' r� W-0' d W4' Ud T-9' Ub T-1' 6'-T tib 5-11' 7 G r x T x 0.055'x 0.120"SMB Y x 4"SMB or Hollow 2•x 3"x 0.045'Hollow r x 0.044"HdkxO 14 72 10 #12 tr O.C. Pressure 2x4 2x6 2x8 2x10 2x12f� ("g"f=xP•) "x 3"x 0.045"T Boss• ff$ d g-1' d W-5' ltd T-8' Ub 6'-11' b W4' Ub 5-10'- x 0.044Honaw 16 14 12 S14 t2'O.C. #/ ... N m F;14 Y x 8'x 0.072'x 0.224'SMB Yx 5"SMS or Hollow 2"x 3"x 0.045'Hotow r x 3'x 0.080 Slot Boss 70'-1 _t -1'x0.04416 14 12 tY4 tY O.C. 100-NO 4 1'3 b 3'-T b 6'-r b 10'-0' b 14'-t0• bW D' 9' Ud 8'-T Ud W-r T-10' TS'x 8'x 0.082'x 0.306'SMB rx 5'SMB er Hotow r x 3•x 0.045'Fkrtow 2' x 4-x 0.050'Four Boa 17-1 11'-8' d 10'-1 U '-1.045'HolkXv Y '3x0.045 Follow 18 16 14 #14 tYO.C. 120 4 1'-5 b 7-T b 6'2' b 10'-0' b 14'-10' b x5"x0.050"flow tS-0• d 9'-9' 8 0• b W-r b T-T - x0.045 Hollow 20 18 18 #14 t2'O.C. 723 4.3 1'4' b 3'4' b S-9' d 13'-9' b 17-1' b 10'-10" b 9'-t t' b 9'-t' b WS' b I. I,I• ! ,fi 2';9'x0.082"x0.306•SMB Y x T x 0.055'x 0.120"SMB 2"x4"HoloworSM6 r D W4' b 13'-10• b "x5"x0.082`Fow Boa 76'-0' d 14'-11• 13'-11' Ud 13'-1' Ud 17-1' b 11'-r b 10'-5' I j r Y a l I� I� I• `� ',..,, : Y x 10•x 0.092•x 0.374'SMB Y x Ir x 0.072"x 0.224"SMB 2'x S Hollow or SMB 2- 4•Hollow or SMB 20 18 16 #14 t2'O.C. 130 5 1'-2' b Z-10• b 4'-11• b 8`4r b 11'-10• It { 9� ''.P i i Tr( Load WIdM'1M=Beam S aUn I jy j" I I t y,, al : I Screw Sia Minimum Distal and e{ of Screws 140 6 0'-17' b 7�' b 4'-i' b 8'-B' b 9-17' D SON Mating Sections -0 T 8'-0• 9 9, 3' Edge To Center Center To Center 150 7 d-10• b 7-0" b 3'6' b 5'-9" b &-V b /J S an'L'/Point Load P or Uniform Load U ben In b deflection : : '�. #8 5/16' 5/B' 40'Max.Enclosure n Raftw/Truss Tan f/2 Span/be b or deflection d) "x 4'x 0.044"x 0.100"SMB " -•1 EI F I. I I 17-11' 12-0" 11'-2' Ub 1fY-3' D 9'-8' W-10' Ub Z I i, ,(" ^I I i I' £ + � '.r+ i ,{i . !, #10 3/8' 3/4- ��Zone Wind "x 5'x 0.050"X 0.116'SMB 1 T-1 d 16'-Y 15'-0' Uri 13'-10" Ub 12'-9• 11'-10' Ub t t'-1' Ub Q W 9 ,•th¢ ` q I, r { I , #12 1l2" 1' Prauur• 2x4 2xB 2x8 2x10 2x12 "x 6"x 0.050"x 0.120`SMB 20'-8• O �': ("B"EXP-) 18'-10' 16'-9' Ub 15'-r Ub 13'-tt• b 17-i t' b 17-T - a. #14or114" 314' 1-1/2' hill "x 7"x 0.055"x 0.129'SMB 2W-T- Z � �'... 20'-9' 18'3 ler 16'-8' Ub 15'-4' 14'-3' Ub 13'-4' Ub I q•.' �' I 1 Ile a k �I, ! + i I: ` 5/16' 700.170 4 1'-1' b 7-8' b 4'-T b T4' b 71'-1' b "x 8"x O.O7Y x 0.224"SMB 29'x• Q - Iu,�..: d 26'-8' 24'-9' Ud 23'3' Ud 21'-T b NY-Y b 8'-i t' b W Q j I 3/8" 1• Y 120 4 t'-1' b 7-8' b 4'-T b T-6' b 11'-1' b 'x 8'x 0.082'X0.306"SMB 31'-1' t 28'-3' 26'-3' Ud 24'-8' Ud 23'-5• 273 21'-5' Ub (JJ Gusset Plate Thfckrrsas 123 4.3 1'-0• b 73 b 4'4• b W-11' b 10'-4' b x 9"x 0.072"x 0224"BMB -1' Z 25-2' d 26'-i t' Ub 24'-T b 27-8' 21'-1' Ub 1 -1 .a 9' 0' Ub 9^ 130 5 Fur b 7-r b Y4r b 6'-0' b 8'-1 P b "x 9"x 0.082'x 0.308'-:SMB: •_2'.. Z (n W Beam Sae Thickness d 3t'-0• d 28'-10' Ud 2T-7• Ud 25-9' 24'-0' uD 27-T (, (� O m ' "i• lie, _',I'I� !' ¢. .I i.11+.", I 140 8 0'-9• D 7'-S2' b 3'-1' b 5-0' b T3 D 'x 10"x 0.092 x 0.37 -1 d 3W-3' 33'-8' Ud 31'-8' d 30'-1' d 28'-9" Ud 2T<' b - W Ii ,Y I I I tt Y x T x 0.055'x 0.120'SMB 0.063' f (n O ui Y x 8'x 0.077 x 0.224•SMB 0.125' 150 7 0'-T b 1'-0' b 7-8' b 4'-4' b 8'-0' b Nolo: U) W 2 o N W 1.Thicknesses shown we nominal'hrd W -J J Z r U Y x 8•x 0.082'x 0.306"SMB 0.125" Note: standard tolerances.No wall thickness shall be kiss than 0.040'. Z C p "[ I. a - Y x 9•x 0.072'z 0.224•SMB 0.125' - - 2.The structures UnNomned using this sect shall be molted o a maximum combined span and upright height of 50'and a maximum upright m 0 (� w # �I'I height of 16'.Structures larger UM Mesa Iktf4r{ts shell have site specific engineering. (n O Q J F 1 �'1 k • c. ^ + } 2`x 9"x 0.082"x 0.306'SMB 0.190" 1.For werhal with spans that exceed those listed above site specific erginesting is required. !,.. !, r :. 3.Span{s measured from CenW of beam. J H - I P I' 631`id u connection o tasr9a wall Connection. I P or W Z : d r x 10"x 0.092'x 0.374•sate 0.250' N true bottom cord extends more tl>an 24'over the wall site specific engineering B required. 4. Above spans do not trahrde brglh of N41See brus.-Add h=onlel distance from upright to center of brace to beam connection o the above V W g y y + • `g , �1I i'I I, .�, 1 " i, 1 ¢: 2.To convert from exposure"B•spans o'C"or•D•exposure spans see multipliers and example spans for total team spans. Z m u_ !I. `• V Connection Example: Table 18 on Da9e3 5,tables are based an a maximum wall Z O + .,:: r.., ,•I t i,..' , : fight of 16'Including a 4'max.mansard or gable. W 1!2'seas.a.side of beam d upright. Q W h F- I' 2'x T self-mating Beam&Y x 4'at beam&gusset plate.(14)#8 x t/2"ems 8 upright 8 gusset plata(14)llh`> ExariWl•• 6. be' Z scM+s may mtMawated. O_ '� Nota: For a pod indostxe with 30'max.beams expoel see urs iers and example on Table 1 B e 3. 0 rafter buss max t Ex calti exposure n W P Page LU H d N pan,n a 123 MPH wind zone, exposure.For 2 x 6 T.To convert spare to"i and'W V Z 1.All connections shat use a full la Cut or 1/16"interior late with#of fasteners table. One overhand born the eve of the host structure o the sub-fascia is 3'-4'. Example*Max.1'for Y x 4"x 0.950" P 9tP Perhlow section wkh'W'=S-0'=10'-10' (� t0 ? i, �, I,;;! : w : , 2.For beam splice connections the number of screws shown is the total for each splice with 1/2 the screws o side of the art W W g ! i'. d - i lel )' :� a yy& ':. 3.The number of deck anchors is based on RAWL R Tapper allowable load data for 2.500 psi Concrete and/kdK�at anchors may used.The number statim is the iota)use 1/2 per side. � � � J W 1,; : •Covered by U.S-Pabnt#:6,092,348 U W ! `. !I 1 i Ii M^ ',j. a�I s!I; splice Provided approved M erg' a!ISb U.S.Patent#:6.430,888 4.Hollow ice connections can be made the connection le a ed the +neer. o- II , 5. N a larger than minimum upright is used the number of screws is the same for each splice with 112 the scri9M's on each side of the qR 1� Z it h."'7.. - f I )+ r 'RyIy 4'' 'll' 6.The side wall upright shall have a minimum beam sae as sham above,is.,a Y x 4"upright shall have a 22"^x 3'beam. _ O 7.For minimum girt sae read upright size as a beam and pudin size Is minimum girt size. Table 1.0.2 FI Z N N o�irHRruders International,Inc. - Q.e.2•x 9"sen-ma8ng beam w/r x 6'se8-mating upright requires a 2'x 3'girt 1 chair rat.) 6005 FL-EXT Al I fe Puffin Spans Covered by U.S.Patent#:6,092,348 and U.S.Patent#:6,430,888 w i Alum"I'Mm AN"6005 T-5 D , ;�. forArouin Wind Zonis upo130 Y.P -� � {. ,I: •Nle - 'B"orb Lafitudu North of 30.30'-00'North Jacksonville,FL o(f00#/Sf over 1 linear fL le also considered uniform Load 16 tgSF,.a Point Load O Q F A.Sections Fastened To Beams With C O NolbwSeWoTs Trib LoadWfdth W=PuAin3 8� f- (ti Table 1.7 Minimum Size Screen Enclosure Knee Braces NIS 3 1'/Print load P or Uniform load U bend) b on d and Anchoring Required x 2'x 0.04!•Four aces S-Y F 5-r Pb 5-r Pb S- Pb S-2' Pb 5'-2' PD 5'-Y UD CO Aluminum 6063 T•6 x 2'x 0i Four Boss 8'-4' `4 } IP. W4• Pb 6'-4' 6'4• Pb W-r 5-11" Ud 5-9• W Q ,G^•;I„'{ L.,,-, , i fl.,f, + r .I , gl •xrxoo4rFa,reos. S-4• to a ;� •'. 'i ,€,, �. !, : { Brace L h• Extrusion Anchorin S tem 6'd" Pb W4' W4' PD 5-11' b 5-T Ub 5'- b 2 'x 2"x 0.050"7 Boa• 5-T O 4 {I,i . +. ;f 1 y 1 W-T 6'-T Pb S-T Ub 6'-Y b 5'-9" Ub 5'4' b 2_ ^ c r 0'-7-0' Y x 2'x 0.044' 12"H-Channel With(3)#10x 112.each of channel , k x 3"x 0.045'Fow Boas W-3' g�^+ '',' + ` I' n. il i • L' I'i I I I' To 3'-0' Y x 3'x 0.045• 2"14Channet With 3#10 x 112"each of channel W-11' d 8'-T 54' Ud T-9" T4' b 6'-9• Ub LL K O U o F-Cr 2"x 4•x 0.044"x 0.100' Y H-Channel With 4#lox 1/'l"each of channel x 3"x 0.045"Six Boss 9'-5' 9'-0• Ir4r %4' T-11' b T3 Ub 6'_11• b Cg LL W - Ik : x 3"x . 7d Bou' W-6• a W 9'-1' S-9' Ud a'-5' Ub T-10' b T4' b 8'-10' b 2 2 -ale J 66 N brace length shag be the horizontal and verbal length @ a 45 angle from the Center of the x 3'x 0. Slot Boa 10'-3' W-10' W-5' Ud W-t" Ud 8'-10' 8'-T Ud 8'3" d W CO m x O 1 connection o the face of the Deem or upright. x 4"x 0.01 F /7-2" ,I; Note: x S"x 0.050 Four Boss 14'-9' W $ 3 i t'-3' 10'-8' Ub 10'-0• 9'-5' b 8'-9' b a I p hi r t 73'-9• 17-9' 1T-11• Ub 11'-r 10'3 9'-9' b � 1. For required knee braces grater than 4'$"contact engineer for specifications and details. x 5"x 0.062-Four Bas 15'-6• 14'-71• d 14' 1 '-11' t ' -1 W O Z 3 Ud 3 Ud 33 12 0' Ub 17-7' C ': J 'i. i ','r 2. Cantilever beam del shat be used for transom wall o host structure attachment when leve ons O o f] + ,r + brace exceeds 6'-0'. C a w I length T Load WMth'W'=Purlin S 1 4 _ O U i ' I o {' :�� ' it '', I' '•' I HollowSsetbns Al an'L•/Print Load or uniform Load W "fit)deflection m C e c O I I I t ` '6 1 l , Ill § x Y x O.OM' Four Boss 6'-11' 8'-1 t' PD 8'-9' 6'4' D 5"-11" 5.8• b S-Y Ub ~ m k� c X 2'x 0.066"Fow Be" 8'4' T-11' TS• T-1' Ub 8'-9' 6'3 b 6'-1" Ub W ea m W Table 1.8 K-Bracing Fastening Schedule For 120 MPH"C"Exposure "x r x 0.646"Four Boa W-r Ts" b 6-10• uD c4• ub 5-1r 5-T uD 5-r uD w "x2"x0. T Bou` W-3" m u1 is �. } Number of 110x314'S.M.S.R aired T-T b T-t' b 61 b W-2' b 5-9' b 5'4' Ub O U m W Maximum Comer Poat Dlegonala IntermWlate CorrNr Post Plats to _ o x 3`x 0.046"Sbt Boss 10'3 U � t O i, co 9'T W 11 W4 b T-9' T4 6 9' b I r) +i }j I 9'-9' 9-r W-6• b T-11' T-6' W-11' Ub 4 „ f,"^ a:_? k ! 1 i � �! i �. {' • I ' '+ �, I.. P Per End Post�Chant Rafl Q Bottom Sole Plate x 3"x 0.045'T� Bou• 10'-0" b ' Z � U c � " � -`l •I Wall Width= fro .. - x S'x 0.080' Boss 17.0• - m 20'-0' 2 2 4 2 2 ,-0" y 30 2 2 4 2 2 x 4'x 0.090'F 13•-3' Z 12.4• 11.3 b 10'-8• b 70'-0' 9'3 b W-9" lJD IU 3 „ -], , ,;i 1 r 6 2 2 zS'x0.050'Four Bass t4'-1 t' t ,.t.•,. 141 ?: til - 1 I _ + .I'_ ' '. 50'-0• 4 5 8 3 3 x S"x 0.082"Four Bou 173' 14'3• Ub 13'-T b 17-10' 12� b ��Z w 6 1j 60'-0" 6 7 12 3 3 Nob: �w g 7: _. ... b. specified - ... Use 6Cr•nrl tau in the fable below. r 1.TMdoiesses ahavm am'nadnal'irldust ;yy�� Mica.No wet thickness shat be lou MMi 0.040•. '^ Use front wall wkfth when determining number of s.m.s.for Die skis wall K-0bracing. 2 The strictures Uniformed using ale shat be Thrnitad b a mexlmum Carflbkied span end uPrr9fx of 50' �a mextr0um u ht @ s Y .) • I�, ,t t. , { .�, Use side wet width when detemdning number of s.m.s.for the(rant and/or back wall K-braekg• height of 1W.Stru tures larger than thesesshellhe"shisspecific P� -- °�: 11:. , • are row 3.Span 6 measured from center of beam aMA upright connection o fasusl or well Com l ren Connection. .. " i I. r 4. Above spans do rid kclude length ol O Ica s I -�' -,I , ;I : 1 1 e brace.Add horizonlel dnslerae from upright o center of brace o beam connection 3 � I e o the above sports for total beam opens. � A 1 5.rasa are Dared on a maximum wan a t9 t -1 M #14 ht M 18'knckrdirg 4 max mansard or gable. ,U 8.Spens may be interpolated. Z Covered by U.S.Patent#:6,092,348 al U.S.patent#:6,430,66(1 W L K - I. W pp f o i W pl p SHEET i YtY 17B W W 12101/2009 OF O r i^