The URL can be used to link to this page

2015 Vela Norte i LEGEND iNiPECTION GUIDE FOR POOL ENCLOSURES portion of the Aluminum Structures Design Manual(ASDM")developed and owned by Bennett Engineering Group,Inc. trite for the following: Yes No This engineering is a Po 1.Check the building pe — a.Permit card&address- - - . . . . . . . . . - . - . . . - . . . — ("Bennett)-Contractor acknowledges and agrees that the following conditions are a mandatory prerequisite to Contradicts purchase of these s and addendums as required. • - - • - • - — o z b•Approved drawing - - - - - - - _- materials. :•Plot plan or survey... 1. Contractor represents and warrants the Contractor. e a m J.Notice aF commencement . . . 2. 'heck the aPProv�site specific drawings or shop drawings against the"AS Yes No 1.1, is a contractor licensed in the state of Florida to build the structures encompassed in the ASDM; ," ¢¢ 3UIL1-structure for _ E S action,plan&height as shown on the plans. . . . 1.2, Has attended the ASDM training course within two years prior to the date of+he purchase: su 3 a.Structures length.Prof E b.Beam size,span,spacing&stitching screws . . - - • . - . - . . . - . • . - %3. Has signed a Masterfile License Agreement and obtained a valid approval card from Bennett evidencing the license granted in such m c.Pullin size,sPan&spacing. - . . - . . Al &stitching screws- - - — agreement d.Upright size.height,spacing 9 ro z e.Chair rail size,length&spacing - - . . . - . . - - . . — 1-4. Will not alter,amend,or obscure any notice on the ASDM: f.Eve reit size,length,spacing&stitching of 1"x 7 to 2"x 2' . - - 1-5. Will only use the ASDM in accord with the provisions of Florida Status section 489-113(9xb)and the notes limiting the appropriate use m LL e g.EnGosure roof diagonal bracing is installed snug - �e o h.Wall cables or'K'bracing are installed snug . . . . - . . - . . . of the plans and the calculations in the ASDM: LL I.Knee braces are property installed - - - Yes No 1.6- Understands that the ASDM is protected by the federal Copyright Act and that further distribution of the ASDM to any third party(other m ui 3.Check load beefing uprights for the following: a.Angle bracket size&thickness. - - - - - - than a local building department as part of any Contractors own work)would constitute infringement of Bennett Engineering Groups z b.Correct number,size&spacing of fasteners to upright- - _/ copyright and S e.Correct number,size&spacing of fasteners of angle to deck and sola plate• 1 7 Contractor is alley responsible for its construction of any and all structures using the ASDM. 5 d.Upright is anchored to deck through brick pavers then anchors shall go through - pavers into concrete.- . - - - - - - 2. -DISCLAIMER OF WARRANTIES.Contractor acknowledges and agrees that the ASDM is provided"as is"and"as available." Bennett hereby J 4. Check etre load bearing beam to upright for expressly disclaims all warranties of merchantability,fitness for a particular purpose.and non infringement In particular,Bennett its officers, Z ui a.Upright to beam connection and/or splices have correct numtfer&spacing of Yes No P Y Z — rl screws - - - - - _ _ employees,agents,representatives,and successors,do not represent or warrant that(a)use of the ASDM will meet Contractors requirements Z F- b.Overlap beam to upright or gusset plate. . . . . . . . . . . . . . . . . . or that the ASDM is free from error. Q W 0 L c.If angle brackets are used in framing check for correct thicicrtess and size&number 3. LIMITATION OF LIABILITY. Contractor agrees that Bennett's anfire liability,if any,for any claims)for damages relating to Contractors use of Z C] W W of fasteners. . . . . Yes No Z U W O CA m :;.Check load bearing beam to host structure and!or gutter for the ASDM,which are made against Bennett,whether based in contract negligence,or otherwise.shall be limited to the amount paid by (� W Vr U O ui a.Receiver bracket angle or receiving channel size&thickness . . . . . . . . . — Contractor for the ASDM.In no event will Bennett be liable for any consequential,exemplary,incidental,indirect a special damages,arising Cn W (7 N v b.Size.number&spacing of anchors of beam to receiver . . . . . . - . . - - • W Z ' z o Size,number&spacing of anchors of receiver to host stricture of gutter- . — from or in any way related to,Contractors use of the ASDM,even if Bennett has been advised of the possibility of such damages. 0 U 0 U cur, d Correct anchoring of gutters to host stricture. . - • - • - . • - ' • • • yes No 4: INDEMNIFICATION.Contractor agrees to indemnify„defend,and hold Bennett harmless,from and against any action brought against Bennett, 3 W 0 WW j Z g li.Check the wall cables: by any third party(nciuding but not limited t0 any customer or subcontractor of Contractor),with respect to any claim,demand,cause of action, W a.Location&number . . . . . . . . . . . . . ? W f m O b.Top bracket size and fasteners- . . • • . . • • • • . ' debt,or liability,including reasonable attomeys'fees,to the the extent that such action is based upon,or in any way related to,Contractors use z c.Eye bolts are welded. . . . . . . . . . . . . . . . ` Z CL V5 of the ASDM- d.Bottom strap to con6e connection . . . . . . . . . . . . . . . . . . . — O D W 0 X O_ U) T. Check wall"K bracing(if required): Yes No z �' W a.Location&size . . . . . . . . . . . . . . . CONTRACTOR NAME: S L N ~ ( n�4 "�T f ~ O_ U O a b.Angle,gussZ. et or dip size&number. . . . - . . - • • . • . - - U U W W a Number 8 size of fasteners - - - � CA d ~ C) 9.Check electrical ground: Yes No CONTRACTOR LICENSE NUMBER: C L t9 t d 3 c'O So a Z) Z O O a- Properly completed. O Z NCV b. Angle,gusset or clip size&number . . . . . . . . . . . . . . . . . . . — u Z o Q LL _ C.Number&size of fasteners COURSE#0002299 ATTENDANCE DATE H Yes No 9-Check the doors on pool enclosures: > Q > ~ a. Door handle Q 54"from the deck . . . . . . . . . . . . . . . . —' CONTRACTOR SIGNATURE: / m = O F f- SUPPLIER- TO wIJ C vAJr/L`t lies Q_27A/er S z d F uj CO aq ¢a .d W (0 z BUILDING DEPARTMENT l z �' `� INITIAL j� O CONTRACTOR INFORMATION AND COURSE#0002299 ATTENDANCE DATE HAS BEEN VERIFIED: ( ) l I (j w -J Lu w V" W K 2 i''0 LJX JO LL X = Lu O_ W `B " z ao � W iu Cr:: a D U :3 Co p W CO fE t 9 FL to m L d 0 W ,a 4) C110) W ul C U '"� C O IV o U m F m O Q � z 0 0 N FBUILDING ESIGNS AND SPANS SHOWN ON THESE t?RAVi,iGS ARE ON THE LOAD REQUIREMENTS FOR THE FL%XIDA` T? CODE 2007 EDITION W/2009 SUPPLEMENTS. EL O of O z L w w CAQL4 11) JOB NAME w ADDRESS: ZO t rf t t-L> s�Nt�fIL rr?G 4-rL 1;r-ft Ft, 3 as 33 Z Z Z W m 21 DRAWING FOR ONE PERMIT ONLY 2009 OF GENERAL NOTES AND SPECIFICATIONS Conversion Table 1A Wind Zone Conversion Factors for Screen Roof or Wall Frame Members SIDE WALL MEMBER 1. The following structures are designed to be married to site built block or wood frame DCA approved From 120 MPH Wend Zone to Others;Exposure's• SCREEN PPr (TYP.) W r CABLE CONNECTION A o modular structures of adequate structural capacity.The contractor/home owner shall verify that the RO°h wales r I �- (SEE DETAILS SECTION 1) host structure is in good condition and of sufficient strength to hold the proposed addition. Wind Zone Applied Conversion Applied Conversion W 2. If the owner or contractor has a question about the host structure,the owner at his own MPtt toad#/SF Factor toad 0/SF Factor HOST STRUCTURE ( expense)Shall 700 3 1.15 72 1.12 7F- GIRT .12 i X hire an architect,engineer,or a certified home inspection company to verify host structure capacity. 710 a 1.00 t3 tm O 3. The structures designed using this section shall be limited to a maximum combined span and upright 120 a 1.00 15 t00 1'x Y(TYP-) a„ height of 50'and a maximum upright height of 16'.Structures larger than these limits shall have site 123 4.3 0.98 15.9 0.97 GRADE y $ specific engineering. 130 5 0.89 18 0.91 K-BRACING(OPTIONAL) CABLE CONNECTION z 4. Spans are for enclosures with mean roof heights less than 30'. For greater heights,site specific is loot a 2 e 0.821 21 0.85 required. 1) (SEE DETAILS SECTION m 3 150 7 0.76 24 0.79` C 5: Connections to fascia shag be limited to overhangs shown in table 1.11 or less unless site specific No": TYPICAL FLAT ROOF-FRONT WALL ELEVATION w engineering is provided. Multipliers are far wall bads only. 6. The proper structural name for a chair rail or top rail of an enclosure is a girt.Thus the terminology shag Multipliers only apply to members when spans/heights are controlled by wind pressure,not by SCALE: N.T.S. C1 Q be interchangeable. point load. _ m y LL 7. Screws that penetrate the water channel of the super gutter shall have ends dipped orConversion Table 1 B EXISTING STRUCTURE SIDE WALLS AND FRAMING for safety of ro ° 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" SIZES o8. Span tables and attachment details for composite panels are in the solid roof panel products section. (TABLES 1.3,1.4&1.6) 9. When using TEK screws in lieu of S.M.S.,longer screws must be used to corn Exposure"B"to- t ALUMINUM BEAMS i W pennate for drill head. Exposure-B to L ryy m a 10. An additional super gutter strap or ferrule is required to be located near the midpoint of the beam Mean Hoot toad span Multiplier toad Span Multiplier 1z< (TABLE 1.1 OR 1.8) spacng.Straps shall be attached to each truss/rafter tail when a Y sub-fascia does not exist Straps at Haight• Conversion conversion the beam are not required when straps are placed @ each truss/rafter tail and spacing of straps does Factor Bending Deflection Factor BondingDeaeeflon H PURLIN 3 0 0-15 1.21 0.91 0.94 1.47 0.837.98 K-BRACING(OPTIONAL) SS not exceed 7-0". 15'.20' 1.29 0.88 0.92 1.54 0.81 0.87 DIAGONAL ROOF BRACING 11. Super or extruded gutter details are applicable to all widths of super or extruded gutters,and gutters 20'-25' 1.34 0.88 7391 1.60 0.79 0.86 (SEE SCHEMATIC SECTION 1) may be substituted. Gutter straps and/or ferrules shall be the width of the inside and outside of the 26'-30' 7.40 0385 0.89 1.66 7.78 0.85 Q Z ui super or extruded gutter respectively.The center of the knee braces shall not be more than 6"above the 30'-40' 1.37 0.85 0.90 tat o.79 a 085 top of the super or extruded gutter. 12. If the sub-fascia is 314",and the sub-fascia is in good repair,a 3 'Use larger mean roof freight of host structure or andosure GIRT(TYP.) 0 /4"P.T.P.strip the width Of the fascia Values are from ASCE 7-05 SIZE MEMBERS PER SW Z H• may be added to the existing sub-fascia by attaching the plywood with(2)16d x 3"common nails or(2) Multipliers only appy 10 members when spans/heights are controlled by wind pressure,not by pant load. APPROPRIATE TABLES < W 1.1.1 tQ Z #8 x 3"screws. This gives the equivalent of a Y fascia CABLE BRACING 13. Spans may be interpolated between values but not extrapolated outside values. conversion Example(convert span for Exposure"S'to"Cl: (Z9 U I- U 0 w 14. All 2'X 4" and larger purlins shag have an internal or external angle dip or screw boss to fasten the If max span found from span tables for Exposure's-=3r-11"=31.9z TYPICAL FLAT ROOF-ISOMETRIC W bottom of the purlin to the beam. and the mean roof height of the structure is 0-15'then multiply span by 0.91 Z Q N U the span for Exposure•C'is 31.97.0.97=2905=29'-T co X SCALE: N.T.S. 0 :01J Z r K 15. Load width and!or panel spacing used in determining spans/heights is measured from center to center of the members. SITE EXPOSURE EVALUATION FORM TYPICAL NOMENCLATURE FOR SCREENED ENCLOSURES: OJ U F' EXAMPLE: g _ __ __ __ - Screen panel A is 6 center to center.Screen panel B is T center to center.The load width of the H- MAXIMUM UPRIGHT HEIGHTS fW Z Z �-m LZLI p -•--•--•--•--•--•-- frame member between panel A and B is(6'/2+T/2)=6.5 or 6-6*. r -I L- MAXIMUM BEAM SPAN WITHOUT KNEE BRACE. H Z W tU Q 00 The distance,spacing or load width is not measured between frame members as that would reduce it (ADD HORIZONTAL LENGTH OF KNEE BRACE TO SPAN FROM TABLES) U UJIZ U d < LU o by 2"to the load width if figured that way. I i SW- SIDE WALLS CAN BE FRAMED WITHOUT TOP 864M AND CAN BE SMALLEST 0 Z r' U - _J y 16. Definition,standards and specifications can be viewed online at www.lebpe.com. EXTRUSIONS ALLOWED BY SPAN TABLES 17. .Moment connections and moment tables can not be used in solid roof/screen roof combination I QUADRANT 1 I W- SCREEN PANEL SPACING � U O Z O � z enclosures or any connection that requires a knee brace such as in a dome roof. Epp i Q 18. AJIOther ;a r shape ehan those shall meet the strength requirements of ASTM 8221 after powder coating. ! EXPOSURE CONNECTION DETAILS AND NOTES ARE FOUND IN SUBSEQUENT PAGES. 2 fA W o 0 Z 19. Other shapes than those shown in Section B with State Product Approvals may be used with the details I I of this section so long as the shapes are compatible with the details. I Z LU it N N 20. All aluminum shall be ordered as to the alloy and hardness after heat treatment and paint is applied. i Goo I = w Example:6063-T6 after heat treatment and paint process. J W 21.. Aluminum metals that will come in contact with ferrous metal surfaces or concrete/masonry products or pressure treated wood shall be coated w/two coats of aluminum metal-and-masonry paint or a coat of QUADRANT IV i I Q 'heavy-bodied bituminous paint,or the wood or other absorbingmaterial shall be p painted with two coats 0 of aluminum house paint and the joints sealed with a good quality caulking compound.The protective I EXPOSUREI t4 -materials shall be as listed in section 2003.8.4.3 through 2003.8.4.6 of the Florida Building Code or � ar 11 I Corobound Cold Galvanizing Primer and Finisher. QUADRANT 11( I i i y 22. All fasteners or aluminum parts shall be corrosion resistant,such as non magnetic stainless steel grade EXPOSURE�/ t�0} I _� 304 or 316;Ceramic coated,double zinc coated or powder coated steel fasteners.Only fasteners that I I tar are warrantied as corrosion resistant shall be used;Unprotected steel fasteners shall not be used. ( sotr I # Z N ID Z m Z 23. Any structure within 1500 feet of a salt water area;(bay or ocean)shall have fasteners made of ��-'- -- 0 non-magnetic stainless steel 304 or 316 series.410 series has not been approved for use with I I -1 rrr Ni 55 w I 0 LL J aluminum by the Aluminum Associaton and should not be used. I Z � O 24. Any project covering a pool with a salt water chlorination disinfection system shall use the above QUADRANT til W 2 c m 0 recommended fasteners.This is not limited to base anchoring systems but includes all connection types. d W m LL Z EXPOSUREtwo Q Wui SECTION 1 DESIGN STATEMENT o c ? (L a � U 0 0) J co 0 The structures designed for Section 1 are framing systems with screen roofs&walls and loads have I I J m � � ... ii � been determined by wind tunnel test that include any negative internal pressure coefficient Since these ¢ y L w structures are open,the negative internal pressure coefficient is considered to be 0.00. The design L-•--•--•--•--•--•-_. .__.__._-.J § !L m `m of loads used are from Chapter 20 of The 2007 Florida Building Code with 2009 Supplements.The loads NOTE: ZONES ARE MEASURED FROM STRUCTURE OUTWARD O U > `r t m assume a mean roof height of less than 30%roof slope of 0"to 20";1=0.87 for 100 MPH and 0.77 for j ro o O 110 or higher.All loads are based on 20/20 screen or larger. All SITE 0 0 g pressures shown in the below table are in PSF(#/SF).All framing components are considered to be 6063-T6 alloy. z ro 0 Z GENERAL NOTES AND SPECIFICATIONS FOR SECTION 1 TABLES USING THE FOLLOWING CRITERIA,EVALUATE EACH QUADRANT AND MARK IT AS'B•,•C',OR'D' w EXPOSURE. 'C'OR'D`EXPOSURE IN ANY QUADRANT MAKES THE SITE THAT EXPOSURE. Z SECTION 1 Uniform Loads for Structures with Screen Roof 8 Walls EXPOSURE C: Open terrain wih scattered obstructions,inducting surface urxtulaltions or other u 0 o Basic Wind Ex aura's' Ex osure c irregularities,having heights generally less than 30 feet extending more than 1,500 feet �' Wind velocity Pressure Roofs Windward Leeward Roofs Windward Leeward from the building site in any quadrant �• (mp'h') p.s.f. lo-f-I Walla s.f. Walls .s.f. s.t. Walls(p.sJ. Walls a ' (p.s.f• 1. Any building located within Exposure B-type w 0. too 73 3 72 to 5 n terrain where the building is within 100 feet 13 horizontally in any direction of open areas of Exposure C-type terrain that extends more r O 5 18 14 than 600 feet and width greater than 150 ft / 7 4 5. 13 6 21 7. (( O�O t23 1s 222 n.g 2. No short term changes in b•,2 years before site evaluation and build out within 3 years, S z t30 20 5 18 74 7 25 19 Site will be V. toot a 2 23 a 21 is 8 zs 23 3. Flat,open country,grasslands,ponds and ocean or shorelines in any quadrant for greater SHEET w tso 26 7 za to s 33 27 than 1,500 feet U = Loads per table 20024 4. Open terrain for more than 1,500 feet in any quadrant Multipliers only apply to members when spans/heights are controlled by wind pressure,not by point load. D W W SITE IS EXPOSURE: VALUATED BY: ( I E L,,Q 5 tLnty�1�_ DAT W3 uJ uJ �_ SIGNATURE: LICENSE#: L 12C tV 4{IV w 21 12-01-2009 OF O U 2-1/2'MIN.S.M.S.OR LAG IF TRANSOM HEIGHT EXCEEDS 6-0" SCREW INTO 2"x FASCIA OR SCREW PATTERN SHOWN IS USE CANTILI EVER BRACE DETAIL IF SUB-FASCIA INTO APOSSIBLE NUMBER OF 6c a a SELF-MATING BEAM RAFTER TAILS SCREWS.ACTUAL FIELD 1. SCREW PATTERN MAY VARY. (SIZE VARIES) 2"WIDE x 0.050•(MIN.)STRAP SPACING PER LOCATION FOR SCREW SIZES SEE COMPOSITE 2'x 3'EAVE RAIL 114•x 2'LAG SCREWS 24" DETAIL SEE PREVIOUS PAG SECTION 9 _jw LU m $ i< O.C.OR#10 x 2'SCREWS @ ( w¢ = iL 12"O.C. ® ® ® SELF MATING BEAM BEAM-SCREEN ROOF a g> ® ® y a TAIL CUT OFF BEAM ® ® (SIZE VARIES) --to FFULL LAP CUT p 0.050'H CHANNEIw m ® ® ® ® (OPTIONAL) FASCIA OR GUSSETS z w m ® ® ® ® (3EETTABLE TO BEAM FASTENING W 2"x 2"ANGLE WITH(4)S.M.S. 2 ) it S (SEE SECTION 9 FOR SCREW ® fJ' E ZPEUROR 3/4"FERRULE WITH 3/8"x 8" ® ® ® ® ® ® ® POST `� = SIZES)EACH SIDE TO fER LAG SCREWS @ EACH BEAM SUPER OR ® ®® m (SEE TABLE 1.3) i Q � BEAM TO SUPER GUTTER SCREEN rr RECEIVING CHANNEL MAX DISTANCE FROM FASCIA EXTRUDED 45to 08 y t® LL 2-118"x 1"W/(2)#8 x 1/T TO HOST STRUCTURE WALL ) GUTTER (MAY FACE IN OR OUT) .6ro EACH SIDE OF BEAM (SEE TABLE 1.11) ® SOFFIT M QUIRE CE SIZE AND 3 w ® NOT MORE 1"x 2"x 0.062'P.T.LUMBER CONNECTION(SEE TABLE 1.7) o THAN 1/3 OF BLOCKING W/0.024"BREAK rc SELF MATING BEAM AND SUPER OR EXTRUDED GUTTER CONNECTION ® ® GUTTER HEIGHT LENG OF IF KNEE BRACE LENGTH 3 0 FORM CAP OR 1'x2" KNEE B E EXCEEDS TABLE 1.7 USE 8 2"x 2"ANGLE W1(4)S.M.S. (ALLOWABLE ONLY W/ROOF CANTILEVERED BEAM .5 SCALE: 2'=1'0" EACH SIDE TO BEAM TO ANGLES LESS THAN Zr UP TO CONNECTION DETAILS SUPER OR EXTRUDED 5•IN 12`ROOF SLOPES) ® J ui GUTTER FOR ROOF SLOPES GREATER HOST STRUCTURE j ZD d THAN 5"IN 12"USE 1/8"x 2"x_" ROOFING RECEIVING CHANNEL ® H 2-1/8"x l"W/(2)#8 x 1/2" ANGLE AS REQUIRED ® Q (2)T LAG SCREWS S.M.S.EACH SIDE OF BEAM (SEE SECTION 9 FOR SIZE) w MAX.DISTANCE FROM FASCIA W TO HOST STRUCTURE WALL Z (n O O) °. (SEE TABLE 1.11) 2"STRAP-LOCATE ANDU O C9 W w 1/4"x 2"LAG SCREWS @ 24" TYPICAL SELF MATING BEAM AND FASTEN PER STRAP co w -j 0 N 0 O.C.OR#10 x 2"SCREWS @ SUPER OR EXTRUDED GUTTER CONNECTION LOCATION DETAIL PAGE 1-24 LULU D Q _Z , L 12"O.C.MIN.AND(2)@ EACH SCALE: 2"=1'-(" ® ~ 0 U) 3 FASCIA AND co O W --I STRAP _ COMPOSITE EAVE RAIL W/ CC® W U O Z g BEAM-SCREEN ROOF 2"x 2"FASTENED TO BEAM/ T x T ANGLE WITH(4)S.M.S. ® Z m 0 :OPTIONAL 1"x T OR T x T w w UPRIGHT W/(3)#10 x 1-1/2 (SEE SECTION 9 FOR SCREW ® SUPER OR H W Z Q W O POST TO BEAM FASTENING SIZES)EACH SIDE TO BEAM 0 Z _0 C) J m FOR SCREEN ��_ S.M.S.MIN.INTO SCREW EXTRUDED rn (SEE TABLE 1.6) TO SUPER OR EXTRUDED ® 3 Lu H d 3 m> BOSSES. 1'x 7 ATTACHED GUTTER GUTTER MAX DISTANCE TO W (1 d m w 0=c ® ® � TO 2"x 2"W/#10 x 1-1/2•S.M.S. HOST STRUCTURE w w W o iL w r2 Z O&D ® ® ® ® @ 24"O.C. CONTINUOUS 2"x WALL(SEE TABLE 1.11) U) V U) I j U) z SELF-MATIN 2"x_"x 0.050'STRAP @ w ® ® ® ® 3"SNAP SECTION FASTENED O BEAM EACH BEAM CONNECTION THRU SCREW BOSSES W/ p O SUPER )R ® ® ® t= ® ® ® ® (3) SUPER OR EXTRUDED GUTTER (SIZE VARIES EXTRUDED AND @ 1/2 BEAM SPACING W/ MIN.#10 x 1-1/2'OR T x 3" _RISER(OR TRANSOM)WALL AT FASCIA-DETAIL 2 ? N N 3 ® GUTTER (2)#8 x 1/2"S.M.S.PER STRAP ® ® ® HOLLOW SECTION FASTENED SCALE: 3"=1'-0` ANGLE,INTERIOR OR THRU SCREW BOSSES W/ F= F EXTERIOR RECEIVING MAX.DISTANCE FROM FASCIA CHANNEL(SEE SECTION 9) TO HOST STRUCTURE WALL #10 x 1-1/2"S.M.S. (SEE TABLE 1.11) NOTE: J ~O MINIMUM POST SIZES ARE Q ENGTH SCREEN(MAY FACE REQUIRED FOR EACH BEAM E BRAC Ay IN OR OUT) SIZE(SEE TABLE 1.6) SELF MATING BEAM CONNECTION TO SUPER OR EXTRUDED GUTTER w SELF-MATING BEAM F SCREW PATTERN SHOWN IS cr l REQUIRED KNEE BRACE m m A POSSIBLE NUMBER OF (SEE TABLE 1.1 OR 1.8) c0 9 IL MININUM SIZE AND a SCREWS.ACTUAL FIELD z CONNECTION(PER TABLE 1.7) ® w SCREW PATTERN MAY VARY. �$ 2 ni 10 O IF KNEE BRACE LENGTH ® 2"x 3'COMPOSITE EAVE GIRT LL w_- °'a w i EXCEEDS TABLE 1.7 USE ® ® O U- W LL _ -' 1/4"x 2"LAG EWS @ 24" CANTILEVERED BEAM ® ® ® z W 6 %m O.G.OR#1 T SCREWS @ CONNECTION DETAILS ® @ k 2 c LL ® ® FASTENERS SIZE,NUMBER m D- W E $ z 1T O.C. AND(2)@ EACH KNEE BRACE ATTACHMENT 6" ® ® ® ® AND PATTERN(SEE TABLE 1.6) w ¢ v m O ABOVE TOP OF GUTTER MAX ® ® a p c w OP ZONAL 1"x T OR T x 2" FOR SCREEN FASCIA AND SUB-FASCIA ® ® POST SIZE(SEE 1.3 OR 1.6) 0 (2)T SCREWS(SEE SECTION D m f r co) co o 9 FOR SCREW SIZES) ¢ ti .t w > W m C it 1/4"0 BOLT @ 24"O.C.MAX. HOST STRUCTURE ROOFING w U > m WITHIN 6"OF EACH POST g O FASTEN 2x 2"POST W/(3) ® (S E SECTILAG ON 9 aO z o 0 EACH#10 S.M.S.INTO SCREW m O SELFFORSCREW -MATING ® SPLINES SEXTRU ED 2"STRAP LOCATE AND w J Im z MAX.DISTANCE TO (SIZE VARIES) ® GUTTER HOST STRUCTURE FASTEN PER STRAP \i Z USE ANGLE EACH SIDE FOR ALL(SEE TABLE 1.11) w o ® @ EACH BEAM CONN TION ALTERNATE ILAG SCREW AND z SUPER OR 2"x 2`TO POST CONNECTION ® AND @ 1/2 BEAM SPA ING W/ 0 4 EXTRUDED W/HOLLOW POST O GUTTER (2)#8 x 1/2"S.M.S.PE STRAP FERRULE SOFFIT LL IF TRANSOM HEIGHT EXCEEDS MAX DISTANCE FRO FASCIA 2"STRAP-LOCATE AND 6'-0"USE CANTILWER BRACE 2•x T ANGLE WITH(4)S.M.S. ® SUPER OR �` I ANGLE,INTERIOR OR O J TO HOST STRUCTU E WALL FASTEN(DETAILS PAGE 1-24 DETAIL (SEE SECTION 9 FOR SCREW ® EXTRUDED ,((.pp EXTERIOR RECEIVING (SEE TABLE 1.11) ) SIZES)EACH SIDE OF BEAM GUTTER w A N � 201 0 NNEL(SEE SECTION 9) 2"x Tx 0.093"ANGLE W/(4) AND SUPER OR EXTRUDED ® z S.M.S.(SEE SECTION 9 FOR m SEALMAX.DISTANCE TO SCREW SIZES)EACH SIDE TO GUTTER w j BEAM TO SUPER OR FASCIA AND SUB-FASCIA HOST STRUCTURE SHcET wWALL _ p z ALTERNATE SELF MATING BEAM CONNECTION EXTRUDED GUTTER (SEE TABLE 1.11) " w TO SUPER OR EXTRUDED GUTTER SUPER OR EXTRUDED GUTTER SUPER OR EXTRUDED GUTTER co w SCALE: z• r-0• $ i = RISER(OR TRANSOM)WALL AT FASCIA-DETAIL 1 RISER(OR TRANSOM)WALL AT FASCIA-DEz SCALE: 3"=1'-0` TAIL 3 w 12-01-2009 OF 2 O i I DOUBLE COMPRESSION K-BRACING PURLINS ANCHORED W/ j SLEEVES CLIPS OR#10 SCREWS 3'ASTM A-36 STEEL CLIP WITH THROUGH PURLINS INTO General Notes and Specifications: o Z CONCRETE ANCHORS TO SCREW BOSSES �p CONCRETE DECK 1) The following shall apply to the installation of K-BRACINGas additional bracing to diagonal wind bracing for a °x 1/8'STAINLESS STEEL pool enclosures: y a m CABLE 40"TO 60'MAX. a) FRONT WALL K-BRACING-ONE SET FOR EACH 800 SF OF TOTAL WALL AREA p o ANGLE TO SLAB TOTAL WALL AREA=100%OF FRONT WALL+50%OF ONE SIDE WALL z EXAMPLE: FRONT WALL AREA @ 100%(8'x 37)= 256 Sq.Ft. w c SIDE WALL AREA @ 50%(8'x20')= 80 Sq.Ft. TOTAL WALL AREA= 336 Sq.Ft. 2 800 SF>336 SF THUS ONE SET OF FRONT WALL K-BRACING IS REQUIRED. —m g` b) SIDE WALL K-BRACING-ONE SET FOR 233 SF TO SW SF OF WALL. EAVE RAILS SHALL BE c) To calculate the required pair of k-bracing for free standing pod enclosures use 100%of each wall STITCHED W/#10 x 1-1/2"SMS POST PER TABLE o g " area&50%of the area of one adjacent wall. @ 6"FROM EACH END AND 24" 1.3 SERIES a OC MAX. NOTES: m 30 NOTE: 2500 P.S.I.CONCRETE 1. K-bracing shall be used for all wind zones of 120 MPH EXPOSURE"C" and higher. M CLIP MAY ALSO BE MOUNTED TO SIDE 6 x 6-10 x 10 WELDED WIRE 2. Side walls do not require k-bracing until the side wall area is greater than 233 SF. $5 OF SLAB.MAINTAIN 2"EDGE DISTANCE MESH OR FIBER MESH 3. Standard rounding off rules apply.ie:if the number of k-bracing sets calculated is less than 1.5 CONCRETE sets use one set of k-braces;if the number of k-braces calculated is 1.5 sets or greater use 2 sets GIRTS ANCHORED W/CLIPS J of k-bracing. OR THROUGH#10 SCREWS Q Z a ALTERNATE CABLE CONNECTIONS AT FOUNDATION-DETAIL 2D INTO SCREW BOSSES Z SCALE: 2"=1'-0" Q LU 0 Z FRONT AND SIDE BOTTOM 0 W m RAILS ATTACHED TO Z O 0) j CONCRETE W/1/4"x2-1/4" W to V 0 w CONCRETE/MASONRY (n x N U ANCHORS @ PRIMARY& 1"x 2"OR 1"x 3" W D Q Z . w SECONDARY ANGLES OR @ 6- 0 (n H 0 (n 3 FROM EACH POST AND 24" (Q 0 LU J (— O.C.MAX.AND WALLS MIN.1" W J 0 Z LL FROM EDGE OF CONCRETELL Z m W O • :.°• �' � W Z QW p c C Z O O J Co ' Z) W H d W Ix W 0� w . 4'. (n (.) In I j (n Z U) I.- M CD O _ --- EAVE RAIL EAVE RAIL PURLIN&CHAIR RAIL DETAIL Z_ C) N of of SCALE: 2"=T-0" = w ® ® Oj (4)#10 x 1/4"S.M.S.OR TEK --t Z ® c 4"x 4"x 0.062'PLATE FASTENER TYP.OF CLIP OR Q O I®® 0 \ FRAME CONNECTION 2 = e ® ®e® " 2 x "x .044'BRACE P.) ® ®e ® ® 2"x 2"x 0.044"BRACE(TYP.) F \ ' PURLIN OR CHAIR RAIL �1 * ATTACHED TO BEAM OR POST � a 1 1/8"x 2"x 1-3/4'x2"INTERIOR z W/INTERNAL OR EXTERNAL'L' ® ® U-CLIP OF EITHER EXTRUDED * CLIP OR'U'CHANNEL W/MIN. SCRE BOSSES s e e 6063-T6 ALLOY OR BREAK (4)#10 S.M.S. I J M w e e e ® e FORMED 5052-H-32 ALLOY W/ 0 LL W _ e e (4)#10 SCREWS INTO FRAMING z Z m a6 = CHAIR RAIL ® ® &(4)TOTAL INTO BRACING ®-� 02 01 k W Z c �LL e e ® ® Lu 2 m JO a. O Qq ov m ® ® ® CHAIR RAIL o- Lu ® ® ® ® ® ® PURLIN,GIRT,OR CHAIR RAIL SNAP SELF MATING OLL j (0 zzz O BEA ONLY CO o r c tr ®� w W -a a x �i SNAP OR SELF MATING BEAM p U `' m m ® M !®® 1 �� ONLY Z U ' a O F ® ®®®®®® ! ® Lu F z O FOR WALLS LESS THAN 6'-8'FROM TOP OF PLATE TO CENTER OF BEAM CONNECTION OR w ® ® ® 11/4"CONCRETE FASTENER W/ BOTTOM OF TOP RAIL THE GIRT IS DECORATIVE AND SCREW HEADS MAY BE REMOVED AND t1l4"MINEMBEDMENT @ INSTALLED IN PILOT HOLES z o 1/4"x 1-1/4"EMBEDMENT - . w $ EXPANSION BOLT @ 24"O.C. CLIP CONNECTION AND 24' O.C. O FOR ALL OTHER PURLINS AND GIRTS IF THE SCREW HEADS ARE REMOVED THEN THE OUTSIVE_ O OF THE CONNECTION MUST BE STRAPPED FROM GIRT TO POST WITH 0.050"x 1-3/4"x 4"STRAP u W 1 x 2 SOLE PLATE 1 x 2 SOLE PLATEo AND(4)#10 x 3/4'S.M.S.SCREWS TO POST AND GIRT w SEE TABLE QUANTITI OF S.M.S. FOR REQUIRED O IF GIRT IS ON BOTH SIDES OF THE POST THEN STRAP SHALL BE 6"LONG AND CENTERED ON QU x TIT3/4"S.M.S. THE POST AND HAVE A TOTAL(12)#10 x 3/4"S.M.S.#10 O •TELSCOPING BRACE SYSTEM O z K-BRACING CONNECTION DETAILS ALTERNATE K-BRACING CONNECTION DETAILS PURLIN TO BEAM OR GIRT TO POST DETAIL z NOTES: SCALE: 2"=1'-0' SCALE: 2"=1'-0" SHEET W O W CT Z 1. Can trim plate this area. SCALE:2"=1'0'NOS' Z 2. Alternate connections use'H'bar cut to fit connections. w Altemate connections use'H'bar cut to fit connections. N I ^ I' `{J W U) Z K Z W 12-01-2009 OF 21O i i I x 0-063•PRIMARY ANGLE SCREWS OR THRU BOLTS POST SIZE 2"x_ 1/8'x 2"x 1-314"1 SCREEN FJ1C#10 4DE SEE SECTION 9 SEE 1.3 SERIES TABLES U CLIP OF EITH T 5 d'VARIES PRIMARY 2"x 2"x 0.063'ANGLE A ( ) ALLOY OR ORMED (4"SHOWN) SCREEN a v EN (SEE SCHIH �CH SIDE SHEE505 -32 O 34 ALLOY 1'x2'O.B.BASE PLATE C' w S.M.S.EACH SIDE ) 5d'MINIMDGE DISTANCE2-3l8'B CK PAVERS oLL EDULE THIS PAGE) SECO DARY ® ® FROM ANTO OUTSIDE �THIN ET BETWEEN ® .BASE PLATE(TYP.) TX(D-2')x0. ANGLE EDGE OF C a m CONC AND PAVERS EACH SIDE OF COLU N W/#10 v ® ® BOLT 0 •5d DIST 4d ti M EDGE DISTANCE S.M.S. 1/a• t-Ila r e 1'x 2"EXTRUSION ANCHOR ALL CONCRETE NCHOR BOLTS C R TO OUTSIDE SEE SCHEDUL IS PAGE) a 3!a' t-Ire• t-t2 TO CONCRETE W/ ( TO BE RAWL ANSION BOL S ° W c ro CONCRETE ANCHORS WITHIN p p MIN-3-1/2*SLAB 2500 P.S.I. OR EQUIY CONC ANCHOR GRADE 6"OF EACH SIDE OF EACH CONCRETE 6 x 6-10 x 10 5d ISTANCE p C CRETE R 1 /a• (SEE SCHED ETHIS PAGE) , o POST AND @ 24"O.C.MAX WELDED WIRE MESH OR 1-1/4'MIN.CONCRETE Q SELECT CONCRETE ANCHORS FIBER MESH CONCRETE (SEE SCH DULE S PAGE) <. t:e . ' ale 1- ANCHOR EMBEDMENT z m FROM SECTION 9 OP ..CONCRETE NOTED L ILLUSTRATES GRADE TYPICAL 2"x S.M.B.COLUMN 2500 P.S.I.CONCRETE R co NOTE:D AIL ILLUSTRATES • • a 1-1/4•(MIN.)CONC CONNECTION MIN- (M N-) ALTERNATE 2 X_W D 'C SIDE WALL ICAL 2"x 4"S.M.B. ANCHOR EMBEDM DECK a POST TO PLATE TO CONCRETE DETAIL CO UMN CONNECTION Z"( ) (MIN•)5d SIDE VIEW TYPICAL S.M.OR SNAP SCALE: Y=V-0" SCREEN SECTION COLUMN 2"x 2"x 0.063"ANGLE EACH PRI ARY 2"x T ANGLE SIDE VIEW TYPICAL SELF MATIN OR CONIC ANCHOR THRU #10x3/4'S.M.S.EACH IDE ;c SIDE ATTACH TO POST AND (SEE SECTION 9) SNAP SECTION ANG E OR WITHIN 6"OF (SEE SCHEDULE THIS GE) 8 5 CONCRETE @ LOAD BEARING CONC ANCHOR THRU UP IGHT IF INTERNAL PRIMARY 2")PLATE ANGLE WALL W!(2)MIN. S.M.S.(PER POST SIZE 2"x_ PRIMARY ANGLE (2)#10x3/4"S.M. H SIDE J SC S INTO SCREW ui SECTION 9)EACH SIDE SEE 1.3 SERIES TABLES 1'x2•BASE ) j ZO CONCR CHO S BOSSES a 1"x 2" E PLATE(TYP.) @ 24• Z W u < W p z z O W m I ALL CONCR ANCHO 4 . c ° • °° , co �p ui MIN-3 1/2"SLAB 2500 P.S.I. BOLTS BE RA 1"x 2"EXTRUSION ANCHOR TO EXPANSIO L W D J z , v CONCRETE 6 x 6-10 x 10 1-1/4" RETEW Q Z w WELDED WIRE MESH OR CONCRETE W/CONCRETE E IVA NT NOTE:SELF T CONCRETE °° ANCHMENT 0 3 ANCHORS 6'MAX.EACH SIDE � - ANCHOR F M TABLE 9-1 O W _( � FIBER MESH CONCRETE D OF EACH POST AND @ 24"O.C. r " 6-(MAX-) 6"(MAX.) W J 0 Z S MAX.OR THRU PRIMARY 2-318'BRI PAVERS MAX.S ACING 24"O.C. U r- m W O 6"(MAX.) MAX.SP INC 24'O.C. Z ANGLES AS SHOWN ABOVE ANGLE AND @ 24"O.C.MAX THIN S EEN FOR TH SIDES 2500 P.S.I.C CRETE FOR B SIDES ►_— W Z Q (W O MAY BE USED TO CONNECT SELECT CONCRETE ANCHORS CONCR YERS 1- 4"(MIN.)CONCRETE U Z 0 0 —1 CHAIR RAILS AND PURLINS FROM TABLE 9.1 2500 P.S-.CONC FRONT VIEW NCHOR EMBEDMENT FRONT VIEW 5 W U n SIDE WALL 2"x 4"OR RGE F MATING SECTION POST T ECKIPAVER DETAILS 2"x 4"OR LARGER S F MATING OR SNAP SECTIO ST TO DECK DETAILS O w ALTERNATE POST TO BEAM AND PLATE TO CONCRETE DETAIL SCALE: 2"--1'-0" SCALE: 2"=r-0" U U U) LL � z NOTE: z SCALE: 2"=1'-0" NOTE: FOR SIDE W SOF 2"x 4"OR SMALLE Y ONE ANGLE IS REQUIRED- ti C> FOR WOOD DECKS(MIN.2"NOMINAL THICKNESS USE WOOD FASTENERS W!THESE DETAILS 1.FOR SIDE WALLS OF 2"x 4'0 SMALLE LE IS REQUIRED. z O O 2.PREDRILL PAVERS W/MIN.1!4"MASONRY BIT. 1/8'X 2'X 1-3/4•X 2"INTERIOR Z_ N N � 1'x.2"EXTRUSION ANCHOR U-CLIP OF EITHER EXTRUDED SCREEN DETAIL ILLUSTRATES TYPICAL = W TO CONCRETE W!CONCRETE 6005 T-5 ALLOY OR BREAK 'd'VARIES ALL CONCRETE ANCHOR BOLTS TO BE 2"x 4'S.M.B.THRU 2'x 9•SUB (4"SHOWN CONNECTIONS D f— F ANCHORS OR THRU PRIMARY POST SIZE 2"x— FORMED 6063 T-6 OR 5052 H-32 ) RAWL EXPANSION BOLTS OR EQUIVALENT _I ANGLE 6•MAX.EACH SIDE OF -a- SEE 1.3 SERIES TABLES OR 34 ALLOY #10 x 3/4'S.M-S.EACH SIDE CONCRETE DECK EDGE Q O _ EACH POST AND @ 2-318"BRICK PAVERS (SEE SCHEDULE THIS PAGE) F_ 24"O.C.MAX 2"x 2"PRIMARY ANGLE SCREEN SELECT CONCRETE ANCHORS THIN SET BETWEEN 'ABSOLUTE MINIMUM EDGE It FROM SECTION 9 v CONCRETE AND PAVERS 5d'MINIMUM EDGE DISTANCE _ OF CONCRETE TO C.O. CIO G FROM ANCHOR TO OUTSIDE VARIES tB FASTENER=5d Cp z j MIN.3 1/2'SLAB 2500 P.S.I. EDGE OF SLAB 5d(MIN.' c7 0' K BOLT 0 •Sd DISTANCE ) A' Z a O CONCRETE 6 x 6-10 x 10 p CONCRETE ANCHOR t/a 1-t/4" J W jWELDED WIRE MESH OR p A (SEE SCHEDULE THIS PAGE) d - ; 5/16" 1-Sre•MAX zIL W E: _FIBER MESH CONCRETE p a ` 2-1/2-(MIN.) SECONDARY Y x 2'x 0.063' z Z a i£ 2 i 2500 P.S.I.CONCRETE GRADE ANGLE(SEE SECONDARY W 2mANGLE ANCHOR SCHEDULE d tuSIDE WALL POST TO PLATE TO CONCRETE DETAIL NOTE:DETAIL ILLUSTRATES °` 1-1/4'(MIN.)CONCRETE rx 2'O.B.BASE PLATE(Tl PJ AND TABLE 9.1) w Q � o TYPICAL 2"x 4"S.M.B. ,' ANCHOR EMBEDMENT C o. N o 0 w SCALE: 2"=V-0" COLUMN CONNECTION CONCRETE ANCHORS INTO (D o U T x 2",2"x WOR 2"x 4" 2"(MIN.) (MIN.)5d #10 x 3/4"S-M.S.(TYP.) O I- 1"x T EXTRUSION ANCHOR ® !b PRIMARY AND SECONDARY 0 C U p HOLLOW SECTION SIDE VIEW 2"x S.M.B.COLUMN B LL TO CONC-W/CONC.ANCH.6" SEE TABLES ANGLES a) ti o IR, o_ MAX.EA SIDE OF EA POST ( ) ¢ m m w AND @ 24"O.C.MAX SELECT 1/8'X 2"X 1-3/4"X Z•INTERIOR MIN.EDGE DISTANCE&O.C. > W 40 m W MIN.(3)#10x 1-1/2-S.M.S.INTO TYPICAL SELF MATING OR w CONCRETE ANCHORS FROM o-- ANCHOR SPACING m (U S.M.S.STITCHING SCREWS w x SCREW BOSSES U-CLIP OF EITHER EXTRUDED 24"O.C.FOR S.M.B. U > 0 m ---\ I SECTION 9 SNAP SECTION ANCHOR ALUM WOOD CONIC. @ O m O 6005 T-5 ALLOY OR BRFJUC 2-1� 4d (SEE TABLE 1.6 FOR SIZE) C o FORMED 6063 T-6 OR 5052 H-32 #10 x 3/4"S.M.S.EACH SIDE 1/a' 5re^ t 1-1/a" O L ~O CL OR 34 ALLOY (SEE SCHEDULE THIS PAGE) -91-6. 25137 1-1/a 1-sns z 3 m MASONRY ANCHOR @ 6"FA 1"x 2'BASE PLATE(TYP-) 3/6• 1,j, 1-t 1-7/e TOP VIEW POST TO DECK DETAIL W _ z MIN.3-112"SLAB 2500 P.S.I. SIDE OF POST AND @ 24'O.C. Sd'MINIMUM EDGE SCALE: 2'=1'0" z ALL CONCRETE ANCHOR DISTANCE Primary and Secondary Anchor Schedule n o, CONC.6 x 6-10 x 10 W.W.M. MAX- SELECT CONCRETE z o p p BOLTS TO BE RAWL FROM ANCHOR TO Column Saco A le Maximum Number and S Spacing Anchors w o OR FIBER MESH CONC. ANCHORS FROM TABLE 9.1 OUTSIDE EDGE OF SLAB P 9 p EXPANSION BOLTS OR Size Angle NumberofAnchors 714" 5116' 3/6' BOLT 0 •5d DISTANCE. Length"L• 1/4" 'Slt6" 3/&" # "A' "B• "C" # •A" "B' 'C" # "A' 'B" -Zr -u- EQUIVALENT - , 1/a• t-1/4• xa 7 4 4 4 4 44 1, 1-rt12• t 4 4 tr• 1-r1 t•n VCONCRETEANCOR +ate • a rSIDE WALL HOLLOW POST TO BASE DETAIL 4 4 a a 1• 1-12 - a SCALE: 2'=1'-(r @ 24 O-C. 2x6 a 4 4 4 4 1' r r PREDRILL PILOT HOLE r eWo- 1-1/4" 2 x 7 6" 6 4 4 6 1• SW 1-Ire• 4 1" 2-12• 4 1• 2-in" POOL ENCLOSURE UPRIGHT TO DECK ANCHOR REQUIREMENTS MIN. 2x8 6• 6 a a s r 518* 2-3/8' a r 3• - a r r z 2-3/8"BRICK PAVERS 2-7W 2x9 7• s s a s • t3/18a 1 General Notes and Specifications: 6,(MAX) MAXSPACING24'O.C. 6 " w 1/2"(MAX.)TYPE S MOREFOR' RIDES zx as e t• 58s tt3/t633tss t• a• 01. The uplift load on a pod enclosure upright is calculated as 112 the beam span x the beam a `SFJ\L w HEET w spacing x the screen load of 7#!Sq.Ft BETWEEN CONCRETE LAYERS Example: U Z p g 1-1/4'(MIN.)CONCRETE Calculate the number of andhors required:1.5 x beam span 12 x beam spacing x roof wind pressure(PSF)=total P, - - C9 EXAMPLE 2500 P.S.I.CONCRETE FRONT VIEW ANCHOR EMBEDMENT if 1.5 x 30'2 x 6'x 10 PSF==13507E and 1/4"x 1/4'Tapson in tension @ 5d=427#/ea.(see table 9.1) w FOR A 2"x 6"BEAM WITH A SPAN OF 23'AND A BEAM&UPRIGHT SPACING Visa 13500/427#/ea.=3.16 ea use(3)ea-,secondary angle not required co /� Z OFT USE: 1/2 x lT-11"x T x 10#/Sq.Ft.=627.2#UPLIFT 2"x 4"OR LARGER SELF MATING SECTION POST TO DECKWAVER DETAILS Actual Edge Distance Example: t0 L_1T w 2. Table 1.6 of this manual uses the worst case toads for all cases. SCALE: 2'=1'-0" N%tme edge of concrete to fastener=2"]dia.of 0.25 =ad in Z 3. In all cases there must be a primary anchor within 6•of each side of the upright. NOTE: aa 4. For attachment to wood deck(min.2"nominal thickness) use wood anchors with details shown 1.FOR SIDE WALLS OF 2"x 4"OR SMALLER ONLY ONE ANGLE IS REQUIRED. For attachment to wood deck substitute wood fasteners for concrete fasteners&calculate the required number of fasteners using tables K m 2.PREDRILL PAVERS W/MIN.1!4•MASONRY BIT. above(min.1-3/8•embedment). from Table 9.2 12 01-2009 OF L ' ' O I 2.00" 2.00' *2.00^* I *200' I I I A=0.776in.' A=0.434 m.' 0.040" Ix=0.234 in.' Ix=1.853 in.• m'� a 0.046 o Sx=0.977 in.' LL Sx=0.240 in' 6005-TS S m 6005-T5 $ 2"x 2"x 0.040"HOLLOW SECTION 0.072* $ SCALE 2*=1'-0" A=1.855 in.' 0-090 c w e STITCH W/(1)#10x3/4"S.D.S.HEX HEAD @ "O.C. Ix=16.622 in.` TOP AND BOTTOM OF EACH BEAM Sx=4.156 in.' A=3.023 in.' c sa 2.00• 2"x 4"x 0:046"x 0.100" 6005-TS Ix=42.466 irr' z m SELF MATING SECTION Sx=8.493 in.' °i 0.045' A=0.538 in.' S - '0" 6m5- �e o Ix=0.642 in.• 3 STITCH W1(1)#10x314'S.D.S.HEX HEAD @ 24"O.C. 0.428 in.' �`2.00" TOP AND BOTTOM OF EACH BEAM c 6005-T5 I I 2"X 8"X 9.072"x 0.112" STITCH W!(1)#10x3/4"S.D.S.HEX HEAD Q 24"O.C. 3 2"x 3"x 0.045"HOLLOW SECTION TOP AND BOTTOM OF EACH BEAM 8 5 SCALE r=1'-0" A=0.964 in.' SELF MATING SECTION 2"x 10"x 0.092"x 0.187" c Ix=3.688 in.' SCALE r=r-0" SELF MATING SECTION 0.050" Sx=1.475 in? Q _3 w 2.00' SCALE 2"=1'-0" Z) 2 a 6005-T5 *2.00" Z Ht Q W W 0Z 0. o A=0.768 in? 0 W w o Ix=0.530 in.' M Sx=0.585 in.' STITCH W/(1)#10x314"S.D.S.HEX HEAD @24- C. (D m Z � O w TOP AND BOTTOM OF EACH BEAM (� Q N w 6005-TS IX 2"x 5"x 0.050"x 0.096" z z 2"x 3"x 0.060"HOLLOW SECTION SELF MATING SECTION 0 p H 0 H w SCALE 2*=1'-0' SCALE r=1'-0" 0.072* w V W(L co W p 2.00" A=1.999 in.' H W S Q W z W 2.00" Ix=22.116 -0.050' Sx=4.915 in. V Z - ' 0 W O_ (L `n c A=0.697 in.' 6005-T5 W W O O- `f Ix=1.428 in' m V Z) LL m z Sx=0.714 in.' A=1.098 in? 0 ti 00 o Ix=5.938 in.' O O 6005-T5 0.050` c STITCH W/(1)#10x3/4'S.D.S.HEX HEAD @ 24"O.C. O 2"x 4"x 0.050"HOLLOW SECTION S�x051 T79 in.' N m w TOP AND BOTTOM OF EACH BEAM D_ SCALE 2•=r-0" 2"x 9"x 0.072"x 0.112" 0 0 CD SELF MATING SECTION Q 0 3.00" SCALE r=1'-0' STITCH W/(1)#10x3/4"S.D.S.HEX HEAD @ 24"O.C. A=0.552 in.' TOP AND BOTTOM OF EACH BEAM 0.045 l_J Ix=0.342 in.' " co 2.00'* d. N Sx=0.342 in.' 2"x 6"x 0.050"x 0.120 co 4 �` soo5-Ts SELF MATING SECTION ie z SCALE r=T-0' � ? `�' p 3"x 2"x 0.045"HOLLOW SECTION o _j �M w SCALE 2"=1'-0' z 2 �` i6 0 D x CD 2.Or 0.082* 0 Il J o w iq zo of wa ¢ire $ w A=2.398 in.' t2* C h a° q Ix=27.223 in.` N j in m O Sx=6.050 in? o m r n 9 a 0. o A=1.277 in? 6005-T5 > Lu LLU 0.060" n Ix=8.873 in.4 w1 00 e O wSx=2.534 in?6005-T5 STITCH W/(1)#10x3/4"S.D.S.HEX HEAD @ 24"O.C. p TOP AND BOTTOM OF EACH BEAM wH z w 2"x 9"x 0.082"x 0.153" ? STITCH W/(1)#10x3]4"S.D.S.HEX HEAD @ 24-O.C. SELF MATING SECTION z o TOP AND BOTTOM OF EACH BEAM SCALE 2"=1'-0" w r 2"x 7"x 0.060"x 0.120" o SELF MATING SECTIONw a SCALE 2*=1'-0" 2010 LU a z SEAL - w SHEET z C5 Z 16 w o w w Z LU to 12-01-2009 OF 21 O U I 6& �m Table 1.6 Minimum Upright Sizes and Number of Screws for Table 1.11 Maximum Overhang for Rafter/Truss Tails LATITUDES NORTH 30-30'-00"NORTH(JACKSONVILLE,FL) Connection of Roof Beams To Wall Uprights or Beam Splicing when Connected to Screen Roof Beam Minimum Minimum Minimum Girt Minimum Sawn Stitching 20'Max,Enclosure Span Rafter/Truss Tail#2 /bendingor deflactin d Table 1.9.1 Allowable Beam Spans p i Size upright/Column Purlin 8 Number of Screws' screws Wind TCI 6005 Town&Country Industries,Inc. O LL Size size Knee Brace Size 1877-rill-ox V#12 x X" &Spacing Wind Zone Pressure 2x4 2x6 2x8 200 2x12 Aluminum Alloy 6005 T-5 2"x 3-x 0.045'Hollow 2"x 3"x 0.045'HoHow Y x Y x 0.044"Hcdow Y x Y x 0.044'Hollow B 6 4 (-8- ') (#IS for Areas in Wind Zones up to 130 M.P.H.,Exposure"B'and Latitudes North 30•-30'-00"North(Jacksonville,FL) « Beam Soacin 2'x Y x 0.044'Hollow 6 - 100.110 4 7-7 b S4' b 9'-3' b 1S-0' b 27-3' b Uniform Load=15#/SF,a Point Load of 300T#/SF over W is a=1 considered 2"x S"x g.062" ri Load Hotow Y x 3'x 0.045 Hollow 2'x Y x 0.044'Hollow 8 4 - 12p 4 7-2" b 34- b 9'-3- b 1S-0' b 273' b E e x x x x ow x Y x 0.044"Hdbw #8 24'O.C. Hollow Sections 3 4 -0" 5-0 of: g 2"x 5'x 0:050•x0.116"SMB Y x 3'x 0.045'Hollow Y x Y x 0.044'Hollow 7 x 2"x 0.044"Hollow 8 6 4 #8 24 O.C. 123 4.3 7-0' b 4'-tt' b 5-T b 13'-11' b 20'$' b w m Allowable n 1'1 Palm Load Or Uniform Load bends defleeton K ti 130 5 1'-9" b 4'-3' b T-S b 12-0- D 1T-10' b 2"x Y x 0.040- S-6" Pb 5'-6" Pb S-8' 5'-S Pb 5'-Y Po 4'-11' 2"x 6"x 0.050"x 0.120"SMB Y x 3'x 0.045'Hollow Y x Y x 0.044'Hollow 2"x T x 0.044'Hollow 10 8 6 "#10 24'O.C. 140 g Y-5' b 3'-T 6 5-Y b 10'-0" b 14'-10' b 3"x Y x 0.045" 5-S 5-3" PD 5-0' Pb 5.9" Pb 5-T Po S-Y b 4'-9' r3 - Y x T x 0.85W x 0.120"SMB Y x 4'Hollow or SMS Y x 3•x 0.045'Hogow 7 x Y x 0.13W Hollow 14 12 10 #12 24'O.C- I Y x 8'x O.O7Y x 0.224"SMB Y x S Hollow o SMB Y x 3'x 0.045 Hollow 7 x 2'z 0.044'Hogaw 16 14 12 #14 24'O.C. 150 7 1'3' b 3'-0' b S-3" b 5-T b 17-9' b 2"x 3"x 0.045" 9'-6' PA 8'-tit' d 8'-4' T-10' T-4' 5-8' -b 5-Y Z Q 2"x 9"x 0.077 x 0.224"SMB12"x.,',!2.050'x 0.120'SMB Y x 3'x 0.045'Hollow Y x 3'x 0.045 iidbw 18 16 14 #14 13 O.C. 30'Max.Enclosure Span Rafter/Truss Tall#2 I bant6n or deflactin d 2"x 3'x 0.060" 10'-1 t' 9'-11' 9'3'-' d 5- 8'3' T-17' T-T m �.,. 2"x9'x0.087'x0.305'SMB Yxx0.0 W.0.120'SMB Yx4'x0.050'Hogowor SMB Yx3'z0.04S Hollow 20 18 16 #14 16'O.C. wind 2"x4"x 0.050" 17-1 t' d 11'4r td-10' 10'3' 9'S' 8'-S b T-11' y oQ Y x 19"x 0.097 x 0.374"SMB Y x 8-x 0.077 x 0.224"SMB 2'x 6-x 0.060•Hollow or SMB Y x 4"x 0.050'Hollow or SMB 20 78 18 #14 13O.C- Zne Pressure .2x4 2x6 2x8 2x10 2x12 2"x 5 x 0.062" 18'-8' 14'-i 1' 73'-1(' Ub 17-8' 11'8 10'-T 9'-10' m Screw Size Minimum Distance and S ere n of Screws �) O/S Tri Load width W=Beam p 100410 4 T-S b 3'-T b 5-2' b 10'-0' b 14'-10' b rc LL Ed To Center Carter To Center Sett Noting Sections 3-0" -0 -0 120 4 t'-5' b 3'-T b 5-7 b 10'-0' b 14'-10' b Allowable Span V I PWM Load P or Uniform Load bends b deflection d # S10 te, meq, 123 4.3 1'4' b 3'4' b 5-9' b 9'8 b 13'-10• b x x x 14'-4' d 17-11' 11'-8' b t0'-6• b 5.8- 8'-11" Ub 8'-4' b j #12 12' 1' 130 5 T-7 b T-13 b 4'-11' b B'-0' b 11'-70' b Y x 5"x 0.050"x 0.096" Ir4r 16'-0• 14'-2' b 17-10' t'-10' b 10'-11' Ub t V3• b 3 Q #14 or 1/4' 3/4' 1-12' 140 6 0'-11' b 74' b 4'-P b 5-B" b _777,1" b Y x 6"x 0.050"x 0.120• 20'4r 1T-8' 1S-g' Ub 14'3" 13'-1' b 17-2' b 11'-4' b SIt6' 7/B' 1-3/4' 1S9 7 0'-10' b 7-0" b 3'-6' b 5-9- b g'-8' b 2"x Tx8.06(rx0.120" 23'-7 19-11' 1T-6' b 15.0" Ub 14'-9' t3'-8' D IZ4r - $g y8" 1" 2" 40'Max.Enclosure Span Rafter I Truss Tail#2 Span/bending or dsflactin 2'x 8'x 0.072'x 0.224" 29'-7 d 25-6' 24'-8' Ud 23'-Y 21'-8' b 20'-0' Ub 15-10' b 2'x 9"x 0.072"x 0.224 37-1- d 29'-7 2T-1' Ud 24'-8' 27-9' 21'-Y Ub 19-1T b Gusset Plate Thickness W(nd Zone Wind 2"x9'x0.082"x0.208" 34'-6- 31'-3' 2944 2r-C 25-11' 24'-4' b 27-11' Ub J Pressure 2x4 2x6 2x8 2210 2x12 til; Beam Size Thickness tom"F-xP•) g 2"x 10"x 0.092"x 0.374" 39'-11' 35-3' d 33'-B' Ud 31'-8' 30'-1' 25-9' Ud 2T-B' d Q Z a 2"x T'x 0.055"x 0.120'SMB 0.063' 100-110 4 1'-1' b 73' b 4'-T b T8 b 11'-1" b Note: i 2"x 8'x 0.072"x 0.224"SMB 0.125 120 4 1'-1' b 7-S' b 4'-T b T-5' b 11'.1' b 1.Thidmesses shown are'rwminal'industry standard Inferences.No wad thidmess shall be less 0um 0.040'. Z (- 2"x V x 0.077 x 0.224 SMB 0.725 123 4.3 1'-0' b 7-5 b 4'4' b 5-11' b 10'-4" b 2 The structures Unttormed using this section shall be limited to a maximum combined span and upright height of 50'end a Q W 0 Z Y x 9"x 0.082"x 0.308'SMB 0.190' next upright height W 15.Structures larger than these limits shall have site specific engineering. Z 130 5 0'-70' D 7-2" b 3'-8' D 8'-0" D 5-11' b 0 W w Y x 10'x 0.092'x 0.374"SMB 0.250' 3.Span is measured from center W beam and upright connection to fascia or wall connection. 00 140 6 0'-9" b 1'-9' b 3'-1' b 5'-0' b T-5 D 4. Above spans do not include length W knee brace.Add horizontal distance from upright to center W brace to beam (n O Connection Example•. 150 7 0'-T b 1'-6' b 7.8' 6 4'-4' b 5-4- b connection to the above spare for total beam sports. tJ,J W 2x T Beam&Y x 4'W beam&gusset pate,(14)#8 x 1/2"sms&upright&gusset plate(14)#8 x 1/2"sms ea.side W beam&upright Note: 5.Tables are based n a madmum wall height of 15 irhdtding a 4'max mansard o gable. U) Of W Note: 6.sports may be interpolated. W 0 W N Z 7.To con vert spans to'C and"D'exposure categories sea exposure multipliers and example on Table 1B Page 3. J _Z m W 1.Connection W 2x 6'to 7 x 4'shall use a full lap cut or 1/16'gusset plate. 1.For overhangs with spans that exceed nurse listed above site specific engineering is required. 0 Q) i:1,I it 2 For beam splice connections the number d screws spawn is the total for each splice with 12 the screws n each side W the marl. If truss bottom cord extends more there 24'over the wall site specific a gineaing is required. F�rempia:Max'L'for 2"x 4"x 0.050"hollow section will W=S-0'=10'-10- 0 [!) 0 Q 3.The number of deck anchors is based on BAWL R Tapper allowable lad data for 2,500 pas concrete and 1 o equal anchors may a used. 2 To convert from exposure W spans to"C'or*D"exposure spans see multipliers and example W J F J Z The number shown is Me tom use 12 per side. Table 1 B n page3. (, = W O 4_ Hollow splice connections an be made provided the connection is approved by the engineer. Ert°mPl° 0 UJ CO Z ! 5. If a larger than minimum upright is used the number of screws is the same for each splice with 12 the screws on each side W the cut For a pod indosure with 30'max.beam span,in a 123 MPH wind zone.B'exposure.For 2 x 6 6>.The antic wall upright shall have a mirnmum beam size as shown above,is..a 2"x 4'upright shall have a 7x3•beam. rafter truss the max overhand from the wall W the host struxrxe b the sub-fascia is 34•. ~ Q Q W 7.for minimum girt size read upright size as a beam and Purim size is minimum ( Y girt size. .e. x 9'x 0.077 x 0.219's.m.b.witW U Z U � CL Y x S x 0.050 x 0.133 s.m.b.upright requires a Y x 3'x 0.045'girt f chair rail.) � W O lr &--Ali connectors shall use a full lap cul U U) tL C/� 2 Table 1-7 Minimum Size Screen Enclosure Knee Braces D and Anchoring Required Z NCV 3 Aluminum 6005 T-5 Table 1.9.2 Allowable Pullin Spans = W Brace Lan Extrusion Anchorin System Town&COUtttty Industries,Inc. 0 � H '.-7-0' 7 x 2"x 0.044' Y H-Chanel With 3#10x 1/7 each I W chanrhd Aluminum Alloy 6005 T-5 > SII for Areas in Wind Zonas up to 130 M.P.H.,Exp.'B'and Latitudes North of 30'-30'-00"North(Jacksonville,FL) > ?0 T 0" Y x 3'x 0.045 Y H-Channel With 3#10 x 12'each I W channel J Up j to 5-0' Y x 4'x 0.046-x 0.100' Y H-Channel with 4 010 x 12'each I W channel Uniform Load ten d To a PWM Lad of 300#!SF over(1)linear R is also considered Q = A.Sections Fastened To Beams With Clips � Knee trace length shed be the horizontal and vertical length @ a 45'angle from the anter W theTh Load Width W=Perin S connection to to the faof the beam or upright Hollow Sections 4-0 '-6 5-0 -0 Nom: Allowable Span V/PWM Load or Uniform Load MI.bands deflection d I. For required knee braces greater than 4'-6'contad engineer for specifications and details. 2'x Y x 0.044" 5'8 IPb I 5'8 IP 1 5'-6' !Pb 1 SS' Po S-Ylb 2.Canfilever beam detail shown n page 1-40 shall be used for transom wall to host structure 3"x 2"x 0.045" 58 Po 53" Po 5-0' Pb 5-9' Po 5-T 5-4' S-1" Pit tO attachment when knee Mace length exceeds 5-0'. r C9 oh 1- of2"x 3'x 0.045" 9'4' S-11' d 5-T 54' S-1' T-9" T-Y Ub2"x 3"x 0.060" 10'-V Ud 9'-71' 9'-T 9'-3' S-11- S-8' S-5 Ud � Z a �2"x4'x0.050' 173' d 11'4r tit'-3' 1V-10' Ud 1d-6- Ud 10'-3' 9'-8' Ub J to Table 1.6 K-Bracing Fastening Schedule 2"x5"x0.062" 15'4r u'-tit" 14'-5 d TAW ub t3•-Y ub tz-s" tri-9" b tg LL W- - Number of#10x314"S.M.S. ulrod Sections as m Into Z 2 u' 7£ Hollow ',. WallWidth= op mum Comer t Diagonalsper End Post r Raft Bottom Pla to Sole Plate 2"x Y x 044' ons 7'33LE �ble S 7 n 1:Point Lola h or Uniform Purls 5d. banding detection«Ub W - w O v _ Q 20'-0' 2 2 4 2 2 Pit Ub I IL 0) o ;mK- W 3'x 2"x 0.045" 5-T Pb T-f0" b T3' b 5-9' Ub 54' b 5-11" 5-6- Ub a j 30'-0" 2 2 4 2 2 2"x 3'x 0.045" 10'-9'. Ub. 70'-1' _ 9'8 b 8'-10' b 8'-3' b T-9• T-2' Ub O C U -n 50'-0' 4 5 8 3 3 2"x 3`x 0.060' 174' Ub 11'-0' t0'-t0' 10-3' Ub 9'-10' Ub 8'S' 6 5-11' Ub Q) ]ui O 65.0" 6 7 8 3 3 2"x 4'x 0.050" 13'-1 T b 73'-1' 17-Y b 11'-6- Ub 10'-10' Ub 10'4' 6 9'3' Ub m m o. W 2"x 5"x 0.062" 76'-13 b 75-6' 14'-8' b 13'-10' Ub 13'-Y Ub 77-6' 11'-9' Ub Q v) a oro L w 'Use screw dies specified in the table below. Note: W W -a 2 W ,! Use front wall width when determining number of s.m.s.for the side well K-bracing. m 0) 1.Thicknesses shown are•nordnal'industry standard tolerances.No wall thickness shall be less than 0.040'. U -i 7t m Use side wag width when detentning number W sms.for the front and/or back wall K-bracing. p m 2.The structures Uniformed using this section shad be limited to a maximum combined span and upright height of 50'and a F C U c O I Wind ne Screw Size maximum upright height W IF.Structures lager than these limits shall have site specific engineering. O 0) o ~ 90 MPH #10 3.Span is measured from center W beam and upright connection to fascia or wall connection. Zo- ~ 100 MPH #10 4. Above spans do not include length W knee brace.Add horizontal distance from upright to center ofbrace to beam m Z 110 MPH #10 connection to the above spans for total beam spans. W J ' H 120 PH #10 5.Tables ere based n W a maximum wall height 15 including a 4'max.mansard w gable. Z 140-182 MPH 14 6.Spans may p interpolated. Wl �7.To convert spans to'C'hsnd'D'exposure categories see exposure mdtipiere and example n Table 1B Page 3. Z 150 MPH 4 Example.Max V for Y x 4"x 0.050"hollow section with W=S-0':W-10" ur Q nLL W w a L w O SHEET w O 2 Z 17B � rn Z W IX n m 12-01-2009 OF 21 O DESIGN CHECK LIST FOR POOL ENCLOSURES I. Dmcign Statement: Yes No '�`W2 These:plans have been designed in accordance with the Aluminum Structures Design Manual by 7. Anchors go through pavers into concrete. . . . . . . . . . . . . . . .- ,� R 'm Lawrence E.Bennett and are in compliance with The 2007 Florida Building Code with 2009 8. Minimum footing and/or knee wall details. . . . . . . . . . . . . . . Suppl9pents,Chapter 20,ASM35 and The 2005 Aluminum Design Manual Part I-A&11-A;Exposure 9..Cable or K-brace details Section 1. . H 'B' or'C_or'D'_; Importance Factor 0.87 for 100 MPH and 0.77 for 110 MPH and Wall area calculations for cables: higher-, Negative I.P.C.0.00;_MPH Wind Zone for 3 second wind gust;Basic Wind Pressure ; W=wall width,H=wall height,R=rise '�`-W 1�` �� oi,m Design pressures are y PSF for roofs&�PSF for walls.(see page&for wind loads and design W1=width @ top of mansard,W2=width @ top of wall 2 $ pressures)A 300 PLF point load is also considered for screen roof members. Example 4: ManXRoof ty exposure category is determined by local code.Design pressures and E.Select footing from examples in manual. 3 ¢ Notes,: Wind velocity zones and S conversion multipliers are on page 3. F.To calculate the number of cables needed. Front wall @'eve. _R x R= 8'@ 100%= iL° z II. Hast Structure Adequacy Statement W a H E I have inspected and verify that the host structure is in good repair and attachments made to the Example 1: Flat Roof _ c structure will be slid. , Front mansard rise: _ft x 1/2 ft.+ fL)= fL @ 100%= R= z Q Front wail @eave: R x�R=1 R=@ t00%= ft= R 1 = W2 b Q r- S N 1?(C Phone: a.. i s t H a Largest side wall: _ft.x - @ 50%_ ft= m Largest side wall: ft x i 0 R= R= 50%_ ft.. Largest side mansard rise: _ft x 1/2�_ +_ft)__R @ 50%= ft? o Contra •zad ep'Name(please print) rg -& H � @ . . . . . . 1 d W H c = l7 = R W1 W2 d m W Date: ' 11� Total area/ 233 ft.=/cable for 3132' =0 cable TOTAL= . .�sL ft. _ ntractor/Authsized Rep'Signature ( ) Pairs Total area/ 233 ft=/cable for 3/3 TOTAL= R c or ( _ Z*__cable pairs f¢ or CR 1 t.l gi U t5y s ke tyA-r a C vQC.L� Total area/(445 ft=!cable for 1/81_ cable pairs Total area!(445 R°/cable for 1/8 __cable pairs 8' Job Name&Address Side wall cable calculation:�R=@ 100%_• I ft. 5 Must have attended Engineer's Continuing Education Class within the past two years. b Side wall cable calculation: _fL2+ R=__ft=@ 100%= ft.2 Note: If the total of beams an&upright hei ht exceeds 50'or u Side wall area/(233 ft.=/cable for 31320_ cables) c d Q F Z ui pg Aright height exceeds or Side wall area!(233 ft.=!cable for 3/32")=_cable(s) fn d 1B',site specific engineering is required. Side wall area/(445 ft?/cable for 1/8)=�cable(s) or Z J F III. Building Permit Application Package contains the following: Yes No Side wall area/(445 ft=/cable for 1/8 __cable(s) Q Y A. Project name&address on plans . . . . . . . . . . . . . . . . . . . . L11 Z B. Site plan or survey with enclosure location . . . . . . . . . . . . . . . . r:� R Exam 5: Dome Roof Z W m G. Contractor's/Designer's name,address,phone number,&signature on plans . . 0 W U U O ur exposure form completed HOST Front d wall eave: Wft.x H R=aft. 100%_ ft= W ? Z 0 N z D. Site ex H @ @ E. Enclosure layout drawing @ 1/8"or 1/10"scale with the following: . . . . . Q � Ur _Z r wu 1. Plan view with host structure,enclosure length, FRONT SIDE Front dome rise. ft x 112( ft.)__R=@ 100%_ ft= Q C0 9 projection from host structure,. . - WALL WALL R W b c) O C0 J and all dimensions Example 2: Gable Roof Largest side wall: ft.x R=@ 50%_ . • • • . , , R= W J W Z g 2. Front and side elevation views with all dimensions&heights . H c Q' Z m W p Note: Front wall @ eave: x_R= R=@ 100%_ _ _ ft= Largest side dome rise: ft.x ft._ R=@ 50%= . , , . . . • ft,= L� W W Q ZO All mansard wall drawings shall include mansard panel at the top of the wall. / W H a W d U Z o 0 J co 3. Beam location(show in plan&elevation view)&size . . . . . . . . . . . Jt Front gable rise: _ft.x 1 R)__R=@ 100%= ft= TOTAL= . . . . . . R= Z) W W u) Total area/(233 ft=/cable for 3/327 cable rrs (Table 1.1&1.6) R W b I'Of LIJ•- � C9 O d � Largest side wall: ft.x ft=@ 50%_ : or _I ur Roof frame member allowable span conversions from 120 MPH wind zone, W H c ft Total area/(445 ft_2!cable for 1/8")_ ble pairs U) V Z LL U) Z 'B'Exposure to MPH wind zone and/or_"C"or_"D"Exposure for load Largest side gable rise: R x = 8.=@ 50%= ft= width of R W d Side wall cable calculation: _ft'+_ft== ft'@ 100%_ ft.= O Note:Conversion factors do not apply to members subject to point load(P). c d Z V N N Look up span in appropriate 120 MPH span table and apply the following formula: Total area/(233 ft.'/cable for 3/32")= ca pairs TOTAL= R' Side wall area!(233 ft.'/cable for 3132")_ cables) LU = w SPAN REQUIRED REQUIRED SPAN NEEDED IN TABLE or or fn f- 3: Total area/(445 ft.'/cable for 1/8")=_cable pal Side wall area (445 ft-2/cable for 1/8")__cables) Q Z j O (b or d)= Side wall cable calculation: _fL2+ ft=_ R 100%= ft= Example 6: K-Bracing t EXPOSURE MULTIPLIER c d (see this page 3) Side wall area/(233 ft'/cable for 3132')__cables} K-bracing shall be used for a 'nd zones of 130 MPH and higher. Q 4. Upright location(show in plan&elevation view)&size X _ or �45 ¢ (Table 1.3&1.6) J Side wall area/(445 ft=/cable for 1/8")__cable(s) 1) The following shall apply to the tallation of K-BRACING as additional bracing to diagonal wind bracing for to � Z r 5. Chair rail&girt size,length,&spacing . /1 pod enclosures: # 2N n (Table 1.4) a) FRONT WALL K-BRACING-ONE FOR EACH 800 SF OF TOTAL WALL AREA J N O 6. Eave rail size,length,spacing and stitching of . . . . . . . . . . . . . . X R x W R R x(112)W TOTAL WALL ARFJ1=100%OF FR T WALL+50%OF ONE SIDE WALL z LL W LL O (Table 1.2) EXAMPLE: FRONT WALL AREA @ 1 %(8'x 3Z)= 256 Sq.Ft. LU 2 m x _ W H HOST SIDE WALL AREA @ 0 8'x20}= 80 Sq.Ft f Q iz LU LL W all frame member allowable span conversions from 120 MPH wind zone,"B"Exposure to TOTAL WAL EA= 336 Sq.FL -+ O MPH wind zone and/or_"C'or_"D'Exposure far load width of FRONT SIDE w m o Po 800 SF>336 SF THUS ONE SET FRONT WALL K-BRACING IS REQUIRED. o- W o w Look up span in appropriate 120 MPH span table and apply the following formula: WALL WALL b) SIDE WALL K-BRACING-ONE SET FOR 233 SF TO SF OF WALL C ti a SPAN REQUIRED REQUIRED SPAN NEEDED IN TABLE LL N j ui p -1 Example 3: Transverse Ga c) To calculate the required pair of k-bracing for free standin enclosures use 100%of each wall o m co a 0 8. = _ ftr W a area&50%of the area of one adjacent wall. co L a (b or d)= Front wall > , m of W @eave: x ft. ft=@ 100% EXPOSURE MULTIPLIER W a m a) �' a # m Front gable rise: ft.x 8 R=@ 100%= O U > � m (see this page 3) R W b R' i'- v M c O Yes No Largest side wall: ft.x_= ft.=@ 50%_ _ _ ft' Z mO W H c w Z F. Enclosure roof diagonal bracing in plan view Largest side gable rise: _ft.x 1/2 _ ft.,@ 50%_ ft= z L Knee braces length,location,&size. . . . . . . . . . . . . . . . . . R W d (Table 1.7) TOTAL= ft.. m 9. Wall cables or K-bracing sizes shown in wall views . . . . . . . . . . . . Total area 1(233 R=/cable for 3132")__cable psi S IV.Highlight details from the Aluminum Structures Design Manual: X or , A.Beam&purlin tables with size,thickness,spacing,&spans!lengths Total area I(445 R /cable for 118')__cable pairs o IL (Tables 1.1&1.2 or 1.9.1 81.9.2) Side wall cable calculation: ft=+ R=_ R=@ 1 = R'Side B.Upright&girt tables with size,thickness,spacing,&spans/lengths . - c d Q 10 • (Tables 1.3&1.4) Side wall area!(233 R=/cable for 3132") C.Table 1.6 with beam&upright combination . . . . . . . . . . . . . . . . . or 03. S L z Side wall area/ 445 R=/cable for 1!8" _ cable(s) � D. Connection details to be use such as: J ( ) IL lu t. Beam to upright. . . . . . . . . . . . . . . . . . . . . . . . . . SHEET z 2. Beam to wall. . . . . . . . . . . . . . . . . . . . . . . . . . . . - w Z _w ^ 3. Beam to beam. n- j 4. Chair rail,purlins,&knee braces O _` k _ . w z 5. Extruded gutter connections. . . . . . . . . . . . . . . . . . . 9 Z ' 6. Angle to deck and/or sole plate. 12-01-2009 21 OF 0 U OPTIONAL POSITION OF TOP BEAM/PURLIN 2'x 3•MAX. BEAM POSITION VARIES RAIL W/1'x2' (MANSARD SHOWN) 1"x 2"SNAP SECTIONS ATTACHED TO RECEIVING ATTACH TO 2'x 2"W1 PURLIN W% #10 x 1-1/2'S.M.S.@ 24.O.C. Lo GALVANIZED METAL PLATE OR CONTINUOUS SNAPSEC2'xa W TRUSS TAIL#2 P.T.P.AND SPLINETGROOVE SECTION : ® • MP�NGBFJ 2'EXTRUSION y SUB-FASCIA >e o • ALTERNATE FLAT ROOF • w c $ • Lot 1"x 2'OPEN BACK ® • z Q 4 rs EXTRUSION -m 2"x 2•AND 1'x 2"MAY BE SELECT FASTENER SIZE, to ROTATED TO RECEIVE a NUMBER AND PATTERN 0.045'x 1'X Y H CHANNEL W/ ro (1)#10 x 1-112"S.M.S.24"O.C. 'SEE TABLE 1.11 FOR MAX SCREEN (SEE TABLE 1.6&9.5A OR 9.5B) (6)#10 x 1/2"S.M.S.EA SIDE(6) o TRUSSES OR SPAN(Lot) TOTAL LL RAFTERS ASSUMED TO BE @ NOTCH POST r-o"O.C. UPRIGHT CONNECTION DETAIL(FULL LAP) TRUSS/RAFTER TAIL SCALE: 2'=1'-0" COLUMN PER TABLE 1.3 OR 1.4 5 SCALE: 1"=V-0" 2"x 4"MAXIMUM 1/2"x 8""L"BOLT W/2"SQUARE WASHER ON PLATE FOR LARGER UPRIGHT USE _j ALTERNATE BEAM TO POST D O to CL THIS PAGE AND MIN.PURLIN TO Z ~ ALTERNATE ROOF TYPE CONNECTION FULL LAP DETAIL z p p z RAFTER TAIL#2 P.T.P.AND UPRIGHT SAME AS MIN. LU SUB FASCIA . 0D 2 x 8 P.T.P.TOP PLATE Z O W w UPRIGHT TO BEAM TABLE 16 (I.E. 2"x 7" UPRIGHTUr U) C 1 uj Lm* REQUIRES Y x 4'BEAM) (5 X co LU o N w 'SEE TABLE 1.11 FOR MAX. <.a 1" 2"SNAP SECTIONS LU � Z t W BEAM TO POST CONNECTION p U) Q w '< ATTACH TO 2"x2"W/ SCALE: 2"=V-0' (n O W TRUSSES OR SPAN(Lott) #10 1-1/2'S.M.S.@ 24"O.C. • • _ RAFTERS ASSUMED TO BE @ LU J p Z g OR CONTINUOUS SNAP • 0Ff 3J ADDITIONAL FASTENING, w C 1 = LL LLO 2'-0'O.C. a' SECTIONS OR r x 3"(4) NG #8 x 314"WASHER HEADED Z m PLINE GROOVE SECTION • • �F MPS CORROSIVE RESISTANT NUMBER OF FASTENERS PER W Z Q W O ALTERNATE TOP PLATE TRUSS/RAFTER TAIL ASSEMBLY . sE SCREWS AS SHOWN TABLE 1.6&9.5 EXCEPT ALL O Z O p � y SCALE: 1"=1'-0" • • ALTERNATE FLAT ROOF (SEE TABLE 1.6) SHADED LOCATIONS SHALL BE 5 LU )— d a FILLED MINIMUM OF ALL Q' W UC- MINIMUM POST SIZES GUSSETT PLATE 0.05("OR OUTER LOCATIONS F w LU _j D w REQUIRED FOR EACH BEAM I GREATER.GUSSET PLATE 1'x 2"SNAP SECTIONS U) (-) U) LLL CD Z SIZE(SEE TABLE 1.6) SHALL HAVE AN ULTIMATE ATTACH TO 2"x 2'W/ U) M YIELD STRENGTH OF 30 KSI #10 x 1-1/2•S.M.S.@ 24"O.C. O o OR HIGHER OR CONTINUOUS SNAP Z N N SELF-MATING BEAM SELECT FASTENER SIZE, SECTIONS OR 2"x 3"(4) = w SPLINE GROOVE SECTION F_ 1"x 2"OPEN BACK SECTIONS NUMBER AND PATTERN ® J F ATTACHED TO 2"x 2"W/ \\ (SEE TABLE 1.6&9.5A OR 9.5B) Q #10 xOR CONTINUOUS SNAP UPRIGHT CONNECTION •ssss�(�• • MPS N eo 0 WITH GUSSET PLATE DETAIL(FULL LAP) 1"x 2"OPEN BACK FASTENED •q SES SECTIONS OR 2"x 3•(4) a(l SPLINE GROOVE SECTION ®m SCALE: 2"=1•-0" TO POST W/(1)#10 x 1-1/2" ® • • fee S.M.S. 1"x 2"OPEN BACK FASTENED •• ®�® • " z 2 TO POST W/(2)#10 x 1-1/ S.M.S. ® NOTCH BEAM TO RECEIVE O EDGE OF EXISTING UPRIGHT POST ADDITION LL W c7 M " SELECT FASTENER SIZE, ALTERNATE EXISTING 2"x 3"OR LARGER z NUMBER AND PATTERN FLAT ROOF PURLIN 2"x3" ATTACH AUXILLARY MEMER W x = (SEE TABLE 1.6&9.5A OR 9.5B) MAX � li ?� UPRIGHT TO BEAMS W/(2Ht10 x 2-1/2' d W q z ATTACH GUSSET PLATES TO -t O AT PURLINS TO S.M.S.AND16'O.C. w p SELF-MATING BEAMS W/ PURLIN&POSTS a N o m w O n U S.M.S.PER TABLES a C U 0 0 Existing Hdlow Member Addad Equivalent Hollow ,to I'D p SLOPING BEAM TO UPRIGHT CONNECTION DETAIL(PARTIAL LAP) 2"x2"EXTRUSION r Member oao rxrxo.oaa z Member o m � n a SCALE:2"=1'-0• Y x Y x 0.044 > h mt w Tx x 0.040• i•x 2"x 0.044• 2 x 3•x 0.045 w LL a7 • rxrxo.o4a 00 � d u) m U o' 2'x4"x0.040• 1'xrx0.044• 2x4'x0.045 0 C F O ® ® Yx4•x0.Q44" 1'x 2'OPEN BACK • • ALL GUSSET PLATES SHALL an us ng amel z 3 m O EXTRUSION — BE A MINIMUM OF 5052 H-32 COMPOSITE BEAM W/ADDITION OF AUXILLARY MEMBER TO EXISTING W z • s ALLOY OR HAVE A ULTIMATE HOLLOW MEMBER FOR EQUIVALENT HOLLOW MEMBER Z BEAM NOTCHED AROUND YEILD STRENGTH OF 30 KSI. U CONTINUOUS 2"x T OR(4) 6 (1)#10 x 1-1/Z"S.M.S.24"O.C. • • SCALE: 3"=1'-0" zw m SPLINE GROOVE 2'x 3' • SE ANG 1/16'RECEIVING CHANNEL OR a ® • • MPS NOTCH POST GUSSET PLATES Q o (4)#10 S.M.S.EACH SIDE o ® • • ALTERNATE FLAT ROOF COLUMN PER TABLE 1.3 OR 1.4 L 2"x 4'MAXIMUM MINIMUM POST SIZES t7 sF REQUIRED FOR EACH BEAM FOR LARGER UPRIGHT USE w SIZE(SEE TABLE 1.6) ALTERNATE BEAM TO POST SEA _ (L CONNECTION FULL LAP a SHEET z SELECT FASTENER SIZE, PURLIN TO UPRIGHT SAME AS NUMBER AND PATTERN MIN.UPRIGHT TO BEAM z (SEE TABLE 1.6&9.5A OR 9.5B) TABLE 1.6(I.E. 2"x T t�i w UPRIGHT REQUIRES 2"x 4" O h BEAM TO UPRIGHT CONNECTION DETAIL(FULL LAP) BEAM) J Z SCALE: 2"=r-0" SIDE WALL TO PURLIN DETAIL SCALE: 2"=1'-0" 12-01-2009 OF 2 m PANELS/ELEMENTS HOST STRUCTURE CABLE BRACING 3-1/2"ASTM A-36 PRESSED UNBRACED BY HOST STEEL CLIP MAY BE O ELEMENTS BRACED BY d' STRUCTURE TO BE BRACED SUBSTITUTED FOR 6; BY DIAGONALS IN DIAGONALS General Notes and Specifications: r x 2"x 0.125'ANGLE m_ PERIMETER PANELS(MIN.) ALTERNATE BRACING 1) The following shall apply to the installation of cables as additional bracing to DIAGONAL tracing for pod MIN.3 3/4" o u i� ELEMENTS BRACED BY HOST Q - - PATTERN,CORNER BRACES enclosures: (4"NOMINAL)SLAB 3 0 STRUCTURE CONNECTION STILL REQUIRED c ii m CABLE OR a) FRONT WALL CABLES-7 x 19 STAINLESS STEEL y BEAMS AND/OR PURLINS K-BRACING CABLE DIAMETER TOTAL ALLOWABLE WALL AREA (IN WALLS) S.S.CABLE 40°-60°MAX MIN.(2)1/4'OR 5/16'x 1-3/4" E $ Y 3/32" 233 Sq.Ft./PAIR OF CABLES ANGLE W/SLAB MIN.5d CONCRETE ANCHORS W c 1/8" 445 .FL/PAIR OF CABLES ALTERNATE CUP: 'TOTAL WALL AREA=100%OF FRONT WALL+50%OF ONE SIDE WALL MIN. �� 3'ASTM A-36 0 ( 2�= 256 Sq.Ft. PRESSED STEEL CLIP z Q EXAMPLE: FRONT WALL AREA 100% 8'x 3 m cri SIDE WALLAREA(a1 50%(8'x 20r)= 80 Sq.Ft o TOTAL WALL AREA= 336 Sq.Ft o g o2 233 Sq.Ft.x 2 sets=466 Sq.Ft.>336 Sq.Ft;thus two sets of 3/32"cables is required. a TYPICAL CABLE CONNECTION AT SLAB DETAIL-DETAIL 2 m w g a b) SIDE WALL CABLES-7 x 19 STAINLESS STEEL SCALE: 2"=1'-W a' p CABLE DIAMETER SIDE WALL CABLE" ANCHOR PER TABLE 9-1A MIN. 3 U rnSHEAR 607#FOR 3/32"CABLE a 3132" ONE PER 233 Sq.Ft.OF WALL AND 902#FOR 1/8'CABLE SLAB FOR 1/8"CABLE SHALL 5 1/8" ONE PER 445 Sq.Ft OF WALL IFOR 3/32"CABLE 5116'x 2" p HAVE A THICKENED EDGE TO SIDE WALL CABLES ARE NOT REQUIRED FOR SIDE WALLS LESS THAN 233 Sq.Ft. CONCRETE ANCHOR W! ACHIEVE 5d MIN.AND A 3/8"x J ui CABLE THIMBLE AND WASHER 2 2"ANCHOR Z a c) To calculate the required pair of cables for free standing pod enclosures use 100%of each wall c° Z area&50%of the area of one adjacent wall. a Q W C) O W w z Z co O m uJi EXAMPLE OF ALTERNATING NOTES: O z 'a W U 0 w BRACE POSITION 1. Where wall height is such that a girt is required between the top or eave rail and the chair rail,(i.e. Z M ' J CD N z a mid-rise girt),then the front wall shall have two cable pairs and they shall be attached to the top m �` W Q Z CABLE OR TYPICAL LAYOUT CABLE OR rail and the mid-rise rail. If more than one additional girt is required between the top or eave rail Q(D ~ 0 BEAMS OR PURLINS (n W _! I.-" K-BRACING K-BRACING and the chair rail,then there shall be an additional front wall cable pair a0hat girt also. M W J 0 Z (IN WALLS) ADDITIONAL ROOF BRACING IS (IN WALLS) 2. Side walls do not require cables until the side wall area is greater than 233 Sq.Ft.. The side wall it U m W u- cable may be attached at the mid-rise girt or the top rail Z Z REQUIRED FOR ALL SIDE W Z p 3. Standard rounding off rules apply.ie:if the number of cables calculated is less than 2.5 pairs use H Q W EACH DIAGONAL TO BE WALLS LARGER THAN 4 2 x 2(MIN)ROOF DIAGONAL, two cables;if the number of cables calculated is 2.5 pairs or ter use 3 2500 P.S.I.CONCRETE U Z ER 0- 4. J m FASTENED EACH END W/(2) PANELS.NUMBER OF PANELS MEET WALL AT WALL BRACING 9� pars of cables. 6 x 6-10 x 10 WELDED WIRE W 0- 4. Additional roof bracing is required for all side walls larger than 4 panels.Number of panels shall EACH#10 S.M.S.(MIN.) SHOULD BE EVEN TO PERMIT AT CORNERS('TYP.) be even and position shall be alternating. MESH OR FIBER MESH W U O f3_ w POSITION OF BRACES 5. Cables shall be snugged up tight only to not put strain on cables. CONCRETE U LJL D a ALTERNATING fn r- 0 (POOL ENCLOSURE SCREEN ROOF MAY BE FLAT,GABLE,MANSARD,DOME,OR HIP) /// ALTERNATE CABLE CONNECTIONS AT FOUNDATION-DETAIL 2A 0 o POOL ENCLOSURE DIAGONAL BRACING-SCHEMATIC PLAN VIEW Z N 04 SCALE: 2'=1'-0' � SCALE: 114"=1'-W = w HOST STRUCTURE (5)#10 S.M.S.(MIN.) S.CABLE @ 40°TO 60"MAX. - 2"x 2"x 0.125'ANGLE Q j j1/8"x 1-1/2"x 8"FLAT B ANGLE TO SLAB = ® CABLE CLAMP - 0 2-1/4"x 1-1/2"CONCRETE m ® ANCHORS(MIN.) Nt CO ID ID j ®® ® ® ® ® (SEE TABLE) �NN•� ALTERNATE CLIP:3'ASTM A-36 CID Z a ® PRESSED STEEL CLIP MAY BE r C9 rn r 0.125"PLATE ON NOTE: MiN SUBSTITUTED FOR 2"x 2"x ? O Q O 45°ANC, S GENERAL NOTES AND Sj J K N FL T ® S ECS. FOR NUMBER OF 2 m z LL 2 m _ o m 0.125'ANGLE W "� w w EYE-BOLT OR TU UCKLE FOR CABLES REQUIRED 2�Z g Li (� x NNIm CABLE TEN ION ® Z" m k 2 a 0 —'k DO NOT OVER TIG N CABLES 3- !2"ASTM A-36 PRESSED -`* D_ J O a z SNUG UP LY STEEL CLIP MAY BE DISTANCE FROM EDGE OF TED FOR a ¢ > m o TYPICAL LAYOUT Lu STAINLESS STEEL EE TABLE) 2"x 2Bx 01.125"ANGLE SLAB=5(D)OF SCREW m C U n° v 0 BEAMS OR PURLINS O PERIMETER F ING a (D :a m m zz O WIND BRACING PATTERN o MEMBER ALTERNATE CABLE CONNECTION AT SLAB DETAIL-DETAIL 2B Co e (on a TYPICAL FOR EVEN NUMBER OF SIDE PANELS OVER 4 SCALE: 2"=1'-0" W � m �-' SCALE: 1/8"=r-0" TYPICAL CABLE CONNECTIONS A CORNER-DETAIL 1 SELECT ANCHOR FROM TABLE °wo d m i SCALE: 2"=1'-0" O U m HOST STRUCTURE 9 1, IN SHEAR 607# FOR F c O $ 3132"CABLE AND 594#FOR 1/8" Q r F C) LE,FOR 3132"CABLE(1) -z Z j A TERNATE: to of F O USE x 1-1/4'FENDER 2p hs 1/4 1-1/2'CONCRETE ® Q ANC R(MIN.) Sd MIN. W WASHER EACH SIDE OF FRAME MEMBER 0 1"x 2"x 0.125"CLIP AND(4) ® Q m m #10 x 314" S.M.S.EACH ® ut o 0z SIDE FOR CABLES U - c i >> u g a EITHER A OR B p z a of Zg o m B MIN.(2)CLAMPS REQUIRED 00 rr -p Z 6_� p M Lu m ® ® W SEAL_ r 4 Lu SHEET 2 P.S.I.CONCRETE z TYPICAL LAYOUT 6-10 x 10 WELDED WIRE ug _ w CLOSED EYE BOLT.WELD EYE ESH OR FIBER MESH BEAMS OR PURLINS m WIND BRACING PATTERN ) CONCRETE 12co z TYPICAL FOR ODD NUMBER OF SIDE PANELS OVER 4 ALTERNATE TOP CORNER OF CABLE CONNECTION-DETAIL 1A ALTER CABLE CONNECTIONS AT NDATION DETAIL 2C m SCALE: 118"=1'-0' SCALE: 2"=1'-X SCAL -T-0" 12-01-2009 OF 21 O I 18"x T x 1-3/4'x T INTERIOR DETAIL ILLUSTRATES TYPICAL 1/4'x 6•RAWL TAPPER d ' U-CLIP OF EITHER EXTRUDEDg W 6005 T-5 ALLOY OR BREAK Tx 4'S.M.B.THRU 2"x 9'SUB THROUGH 1'x T AND ALUMINUM FRAME SCREEN FORMED 6063 T-6 RO 5052 H-32 CONNECTIONS ROWLOCK INTO FIRST WALL COURSE OF BRICKS PAVERS -o- CAP BRICK o LL I OR 34 ALLOY o-. OPTIONAL BRICK CONCRETE DECK EDGE _ � _ 81 BRICK KNEEWALL TYPE'S' e a° SCREEN a - o- MORTAR REQUIRED FOR V .. oR tr 8• ALTERNATE CONNECTION OF ti LOAD BEARING BRICK WALL i "�- o stance - g- �F BRICK OR OTHER NOW 36"MAX. E "•'. • OR 12 $GREENED ENCLOSURE FOR VARIES 2-1/2 BOLT 0 Metal 2-Ind concreca Sol OR 1r x- �c STRUCTURAL KNEE WALL 4"(NOMINAL)PATIO W rz 5d(MIN.)' Ila sla• t-vol 1•WIDEx D.063'THICKSTRAP CONCRETE SLAB(SEE NOTES t■)u, E 4.1-T ts" 13ne 1-911s @ EACH POST FROM POST TO CONCERNING FIBER MESH) o ale' t5n6 tale ALUMINUM STRUCTURE ALUMINUM STRUCTURE ,� z Q 5d TYP• (16'MAX HEIGHT SIDE WALL FOOTING W/(2)#10x3!4' (ALL FRONT WALLS) S.M.S.STRAP TO POST AND a co o< ONLY) FOOTING 2500 PSI CONCRETE (1).1/4•x 1-Ne CONCRETE a (3)#30 BARS OR(1) m 2- WALL SCREWS FOOTING 2500 PSI CONCRETE W/(n1)#30 OR(n2)#50 BARS ANCHOR TO SLAB OR #50 BAR W/2-1/T COVER #10 x 3/4'S.M.S.(TYP.) W/(1)#50 OR(2)#30 CONT. CONTINUOUS BARS MIN.2-1/2"OFFi I 0 o (SEE PRIMARY AND BARS MIN.2-1/2'OFF GROUND GROUND FOOTING gyp.) �y m ui 1"x T O.B.BASE PLATE(rYP.) I I SECONDARY ANCHOR 5 a SCHEDULE PREvlous PAGE) RIBBON FOOTING-TYPE 1 RIBBON FOOTING-TYPE 2 BRICK KNEEWALL AND FOUNDATION FOR SCREEN WALLS 2-1 2d uj SCALE: 1/T=V-0• SCALE: 1/2'=1'-0" SCALE: 1/2"=ll'-0' 3 S.M.S.STITCHING SCREWSjh 2 x S.M.B.COLUMN @ 24"O.C.FOR S.M.B. �� C 1 #5 BAR CONT, J w (SEE TABLE 1.6 FOR SIZE) Allowable Beam Span for Wind Zone 8 Exposure Category f 33#3 BAR CONT.OR Q z a t. Ribbon Foot?ng Data 100.125 MPH 126-134 MPH 135744 mPHI 14s-iso MPH Areas sq.In. Number of Bann ((2 #3 BAR CONT.OR O TOP VIEW POST THRU PAVER DETAIL De th x nt• n2"J7. c B c B c B c Footing steel #30 950 1•PER FT.MAX FOR 3-1/2" (1;#5 BAR CONT. .' ° Z SCALE: 2'=1'-17 9' a 2 ISM 1 t .a 1t. 1 .5'_ tiff .s tz 2 t 7-0"MIN. ALL S • %' v Q W C) 1 1 . 1 . 14.a 1 =1 -77- 1 1 BEFORE SLOPE y -'�� 1T , z EXAMPLE OF NUMBER OF SRCREWS REQUIRED: 1 t 1 1 .a t . 12.3 t 8" y ' ••� m ANCHOR LOAD=BEAM/UPRIGHT SPACING x BEAM SPAN/2 x 10 PSF'=P 1 12 3 4. 1 .t 1 .1 1 . t .t' t3.3 44 0.2 - - • ,e." Z W ui 1 1s 2. 19. 1.9' 17.1 192 0. 1. CONCRETE ANCHORS:ANCHORS ARE IN TENSILE OR TENSION LOAD r W (n U �p W P/ALLOWABLE LOAD FROM TABLE 9.1=TOTAL NUMBER OF ANCHORS 1 2 30 5 2 t 0.39 4 W Z) -I C7 Ly4 .' 34.3 .5 288 0.5 - L11 Zz 2. UPRIGHT WALL ANCHORS:ANCHORS ARE IN SHEAR&THROUGH BOLTS ARE IN DOUBLE SHEAR 1 30 3 48. 1 .0, 3s.f a1.1 _3FF 380 oss 8" 1' Q P/ALLOWABE LOAD FROM TABLE 9.4=TOTAL NUMBER OF ANCHORS -4-2-1-36* 5 4 69.1 57. 49.4 57. 4. .4 4 0.78 3 TYPE I TYPE II TYPE III 0 I- (n SEE PAGE 3 FOR ROOF WIND LOAD Nominal "slab PH 26 MPH 35 MPH 50 MPH FLAT SLOPE/NO FOOTING MOD TE BACK SLOPE FOOTING STEEP SLOPE FOOTING U) 0 W J g B B B 0-T1 1T T/1T-1'-4" >1'-4' W Q W O .a 42.f 31.s 36.f 28. Z m Notes for all foundation types: D z 'm-number of#30 bars Q 0.11 sq.IrL grade 60 steel 1. The foundations shown are based a minimum soil hearing pressure of 1,500 PSF.Bearing capacity of z n2=number of#50 bars 0.31 sq in grade 60 steal soil shall be verified prior t0 placin lab by field sal test(sal penetrometer)Or a sal testing lab. W d rn 2. The slab/foundation shall Geared of debris,roots and compacted prior to placement of concrete. of d ALUMINUM FRAME SCREEN 3. No footing is required pt when addressing erosion until the slab width in the direction of the primary � W a WALL per table on to the left,then a type 11 slab is required under the load bearing wall only U) U U) LL fn z Ness the side wall exceeds maximum height of tables in which case a type II foong s required. U) ANCHOR ALUMINUM FRAME CONCRETE CAP BLOCK OR tiiid � ti M BRICK OPTIONAL 4.Monolithic slabs and footings shall be minimum 2,500 psi concrete with 6 x 6-10 x 10 welded wire mesh or O TO WALL OR SLAB W/ (OPTIONAL) UPRIGHT SIZE VARIES - p Z O N 1/4"x 2-1/4•MASONRY (T x 6'SHOWN) SEE POST TO DECK DETAILS crack control fiber mesh;Fibenneshe Mesh,InForce-e3-(Formerly Fbennesh MD)per manufacturers CV specification may be used in lieu of wire mesh.All slabs/footings shall be allowed to cure for 7 s before ANCHOR W/IN 6-OF POST 8"x 8"x 16'BLOCK WALL SLOPE OF GRADE MUST �- ON PREVIOUS PAGES y 2 w AND' 24"D.C.MAXIMUM o installing anchors. F- (MAX.32) BE FLAT FOR AT LEAST 5. If local codes require a minimum footing use Type 11 footing or footing section required by local code.Local J > l~- ] #5 0 BAR CONTINUOUS 7 FROM OUTER <' `'•° > t) codes govern. Q (1)#4 BAR @CORNERS AND O "x"O.C.FILL CELLS AND SURFACEOF FOOTING HI' II #30 BARS HORIZONTALLY = CONCRETE ANCHORS SHALL 4: •) SLAB-FOOTING DETAILS EMBED INTO CONC.THROUGH "H"VARIES �• KNOCK OUT BLOCK TOP CONTINUOUS @ 1T O.C.MAX. CAP BLOCK OR BRICK 1-1/T COURSE W/2500 PSI PEA SCALE: 1!2'=1'0' F MIN. ROCK CONCRETE GRADE MAX GRADE 1+•'. i� DIFFERENCE t 8' • #30 BARS VERTICALLY CAGE c0a. LDECK OR GROUND LEVEL z STEEL @ 12"O.C.MAX O W u- • •• * z N 0 GRADE .°• `j T--- RIBBON FOOTING OR Hz' i .• I -J W ; v w O 1 8 IF MONOLITHIC 2'MIN.TO 2-1/2'MAX. O lL W EL- MONOLITHIC -� l c 'H7=H2=24'MAX. NEW SLAB ��`� t2" 41r" z 2 di = 8"MIN. �+: SLAB IS USED(SEE NOTES OF 'k �` COVER(TYP.ALL AROUND) I EXISTING SLAB W cpm x DETAILS THIS PAGE) •'-• d W u- .z (•N")#5 0 BARS MIN.2-1/T OFF W -u .W- GROUND #30 RE-BAR DRILLED AND a r` wa) o 12'MIN.TO 18"MAX. • o' C a j EPDXY SET A MIN.4"INTO O RETAINING WALL FOOTING-DETAIL 1 MIN.(1)#30 BAR EXISTING SLAB ANDAMIN.4" LL (D u) 0 o � � SCALE: 1/2•=V-0* INTO 8" INTO NEW SLAB T FROM m y a r w Knee Wall Table > W ,5 m C W EACH END AND 48'O.C. h WGo 93 N #a X SEE POST TO DECK DOWEL DETAIL FOR EXTENDING EXISTING 4"SLAB o O >_ .- m m #30 BARS HORIZONTALLY F C O M c 2 12- 3 2 101-V DETAILS ONSCALE: 314"=1'-0' N o CONTINUOUS @ 12"O.C.MAX c7 r F 40*' 1r 3 2 e'-o• PREVIOUS PAGES z ?� a O ole 1e• N/A 3 s-o BEND(1)#30 BAR INTO 3T OF X m z 56• 1e• NIA 3 a'-o- UPRIGHT SIZE VARIES - SLAB @ 24.O.C. W 12 64- 24- wA 3 7-e- (2"x 6"SHOWN) z 72' 30- WA 4 1'-8' - •• ujuj c KNEE WALL FOOTING FOR SCREENED ENCLOSURES �} SCALE: 1/2"=V-Cr 24'MAX FA #30 BARS VERTICALLY CAGESTEEL @ 12"O.C.MAX in cL GRADET MIN.TO 2-11T MAX. O COVER(TYP.ALL AROUND) fB•MI . i _. W AN ?L20 '�-- 1T MIN.TO 18"MAX U SHEET Z RETAINING WALL TO FOOTING-DETAIL 2 W SCALE: 1/2"=1'-0" O to 15 to z w 12-01-2009OF 21 m 0 Table 1.1 120 Allowable Beam Spans Table 1.5.1 120 Town&Country Industries,Inc. Pa Table 1.3120 Allowable Post!Upright Heights 6005 TCI Allowable Spans for Miscellaneous Framing Beams as Supporting Screen Roof Frame Members ^ 6005 TCI Town&Country Industries,Inc. 6005 TO Town&CountryIndustries,irte g Aluminum Alloy 6005 T-5 y Aluminum Alloy 6005 T-5 Aluminum Alloy 6005 TS for Areas with Wind Los&up to 120 M.P.H.,Exposurs'B'and Latitudes Below 30•-30'-00'North(Jacksonville,FL) 3S For 120 M.P.H.wind Zones,Exposure'B"and Latitudes Balm 30'3x4)0"North(Jacksonville,FL) For 3 second wind gust at a velocity of 120 MPH,Exposure`B"or an applied load of 15#/sq.R Uniform Load-4 i#SF,a PWM Load of 300 tt/SF over(1)linear ft.is also considered Lri Uniform Load=4 NSF,a Point Load of 300 NSF over 1 linear R is also considered TributaryTnbub Load Width Td Load W dth'W'=Beam oln Hoilow Sections -0 4 N = acing8'-0' 9-(t" Single Self-Mating 10'-0" 4-0' t8'-0' -0 26-0' 3g 34'-0 -0' 4Y-0 4G-0" -0' S4' -,C Hollow Sections 8'S Allowable He[ i bendingdeflection d Beams Allowable 3 1'/Point Load w Unffonn Load handl deflection +C-. n°' Allowable S n'C/PWM Load or Utriform Load U handl deflection Yxrx0.044• T•1" d 65' d 5-11' d S-Ir d SW d 5'-t' d 4'-11' d Yx4"x0.046'x0.100^ y 2'x Yx0.044" S-9• Po 5-9• Pd S-9• Po S-9' 5-9' Pd 5-9" Pd S-9• Pd 16=T t3'-11 174• tit'-r U 1x-3' 9'-T U B'-11' 8'-6' U 3-1• T-9' U TS T-Y $ 3"x 2"x 0.045' T-1 Y d T-3' d T-S d 8'-9' d 8'-r d 5-9' b 5-S b b b b b b b b b b b b ta 3'x Y x 0.046` B'-1 Y Po 6-11' Pd 5-1 P Po 6'-1 T 6'-11" Pd 5-t t' Pd &-11' Po Y x Y x 0.045' 9'-10' d-8'-11' d- 9'-0' d tY-3' d T-T d T-Y d 6'-9' b Y x 5'x 0.050"x 8096' 1'4' 18'-0' 1S 11 14S t3 U 174' 11=T to-11 1aS U 9'-1 T U 9-T 9'-Y U _W j Y x 3'x 0.045• W-6' Po W-6' Pd 9.8• Pd WS Po W-6' d 9S Pd 9-6' Pd Y x r x 0.060' to-11' d 9'-11' d 10,r d W-V d 8'-Ir d 8'-Y d T-8' d b b b b b b b b b D b b C 2'x 3"x 0.060' 11'-1' Po 11'-1' Pd 11'-1' Po it'-1• Pd 11'-t- Po 11'-1' Pd 11'-1' Pd Y x 4'x 0.050" 17-11' d 11'-8• d 11'-3' d 19-8' d 5-1a' d 5-3' b 8'-T b Y x 6"x 0.050"x 0.120" 4'-3' 21Y-8' 18'-t' 154' 15-t' U 14'-0' 13'-2" U 17S t'-ta 11'4' t a-t 1aS U 2"x 4"x 0.050" 14'-Y Pd 14'-Y Pd 14'-Z' Po 14'-r Pd 14'-Y Po 14'-Y Pd 13'-8' Y x 5'x YOU 16'S d 14'-11'.d 14'-N' d 17-1' b 17-1' bit'-3' b 1a-T b U b b b b D b D b b b b T x 5"x 0.062" 20'5 Pd 2aS Po 2x-6• d 20'4" 19'4' 18'S Uri 1T-W Y x T'x 0.060'x 0.120" 8'4' 231-11'u21•-l" 19'-t' iT-T 16'4• 15-4 U 74'-6' IT-lir 13'-2' 77-8' tY-Y U A bb b b b It b b b b b b Q Tn dlfi W=Beam Self Mating Sections -0 9-0' 9r- 2'x 3"x O.OTY x 0.224' 30'4' 2T-7 U 4'-71 U 23'4• 27-1'IT -11 19'-6" 18'-T 1T-8' 15-11' 76'-3•U 15'r ewe (D Self ung deed°" 8'-D' 9 Allowable Hei 1 be deflection d d d d d b b b b b. b b ` y Allowable 'L'!P jW31477-7d Load handl defladlon x . x 144•...4 ]7-1i" -Y d. -11• taz__D..5-8' b 8411' b Yxrx0.O7Yx0.2w -S -1 ZTS 25-8Ir- ' U 4.-r 2Z4r 'S -3' t9'-3' 18'S 1T-8' 16'-it UZZAA� 1 i6'-T Pd 16'-T Pd - Pd IT 16'-T Po ifP-0' 15-5' Yx5•x x 1T-fr d 16'-1' d 1 b 1 b 174' b 11'-6" b 1a-10' b d d d d d D b b b b b b p S-x 0. Z7-9• Po 27-9' P 27-9' Po 2x4r Ud 19'-10• Ud 17-1' Y x 6'x 0.060"x 0.120" 2a-Y d 18'J' b 16'-3' b 14'-10' b 13'4r b 17-9' b 17-0' b Y x r x O.osr x 0.206" 35-9' 1'-11 29'S 2T-6' 26'-0• 4'-1 23'-9' S 21'4' 2a-5' 19'-T 1B-i L d d d d d d b b b b b b m nri 2'x x 0.1 29-10" Pd 28'-70' Pd 2- d 24'-3' Uri 23'-Y Ud 27-3' b Y x T x 0.05T x 0.135" 23'-T b 2aS b 78'-Y b 16'-T b 164• b 14'4' b ITS b Y x 10'x 0.09r x 0.374' 41'S 3T-7' 34'-1" 1'-11 3a-Y 23'-9• 2T-T -T 254' 24'-Y 23'-Y 274- r x T x 0.Wr x 0.120" 35-3' Po 33'-S d -11' lM 2T-9' Ud 29-W 24'-11' Ub Y x 8"x 0.07Y x 0.224" 29'-Y d 28'S d 24'-8' d 23'-Y d 21'-11' b 2a-5' b 79'-3' b d d d d d d d d b b b b Y x 8'x 0.07r x 0.224 4S4' 4i'3' d 38'•3' 34'-Y Ud 37-W Ud 31'-5" Uri Y x r x 0.07r x 0.224" 37-1" d -7 d ZT-7• d 2S-r b 23'-3' b 21'-9' b 2x-6' b Tri Load 1Mdtlf w Y x 9'x 0.072"x 8.224" W-t i' d 45'4' tJd 47-t' Ud 3T-T d 35'-71' d 34'-T Ud Y x 9'x 0.032"x 0.206" 34'S d 31'-3' d 29'-0' d 2T4• d 2S-11' d 24'-9' b 23'-4' b Double Self-Mating 0-0 14 1 2Y -0 -0 4 Yx 8'x 0.08Y x 0.308" 53'-6• d 45-T 45-1" 4x4' 38'-T 3T-7' d Y x 10'x 0.09Y x 0.374" 39'-11' d 38'J' d 33'S d 31'S d 3a-Y d 28'-9' d 2TS d �BAm lowable 'L'/ oint Load or Uniform Load U barMl defl�tlon' d 574' lJd 4B'-9' Ud 44'-9' d 7-11' Ud Note: Nota: 1.Thidaxsases storm are"nominal"industry standard tolerances.No wall thiGmess shall be less than 0.040'. (2)Y x 8'z O.O7r x 0.224" 57'4'b 43'4'b 38'-3"D 34'-T b 1'-1 b 29'-T b -1 b 26'4'b W D 23'-11'b -11 D 27-1'jb !, 1.Thicknesses shown are'nominer industry standard tolerances.ND was thickness shall be less than 0.040'. 2 Using screen panel width W select upright Iergth'H'• (2)r x 9"x 0.07r x 0.224' 55-9' 4T-Y 41'-T 3T-T 34'-T U 37-3' 3aJ' 28'-T U 2T-3•U 2S-0' U 4'-11 24'-0' Q Z W 2.The structures designed using this section shall be limited to a maximum combined span and upright height of 5a and a 3.Above heights do not include length W Imes brace.Add vertical distance from upright to center W brace to beam b b D b b b b b b b b = O d maximum upright Might 0116.Structures larger than these limits shat have site specific engineering. connection to the above spans for total beam spans. (2)Y x 9"x 0.062"x 0.206' t'-1 t 57.4' 4S-Y 41'-W 38'-5' 3SA' 33'-T 31'-9' 3a-7 2$'-10' 2T-8" 28'-B' Z 3.Span is measured from center W beam and upright connection b fascia or well connection. 4.Site specific engneering required for pod enclosures over 3a in mean roof height b b b b D b b b b b b IFS 4. Above spans do not Include length W knee brace.Add horizontal distance from upright to center of trace to beam & Haght is to be measured from Center of beam and upright connection to fascia or wap connection. (2)2'x 10"x 0.092"x 0.374" 73'4°U._t'-i i - 54'-8' 49'-5`11 45-6" 47-4" 39-9' 3T-T 35-9' 34'-Y3Z-10'931'-T Q d ~ connection to tat above spans for total beam spans. 6. Chair rebs of r x Y x 0.044•ruin.and set 38'in height are designed to be residential guardrails provided they are b b b b b b b b b bb W Q z 5.Tables are based on a maximum wap height of 1 S including a 4'max mansard or gable, attached with min.(3)#10 x 1-1/2"S.M.S.into the screw hoses$and do not exceed 8'4'in span. °te� 2 co Q W ' 6.Spans may be interpolated. 7.Max.beam size for 2x 5•is Y x T x 0.055 x 0.120• I. It is recommended that the engineer be consulted on any carver beam that sparks more than RY W 7.To convert spans to'C'and•D'exposure categories see exposure multipliers and example on Table 1 B Page 3. S.Spans may be interpolated. 2 Span is measured from center d Connection b fascia or wall connection. z (n Of O lu 9.To convert spans to•C"and"D'exposure categories see exposure multipliers and example on Table 1 B Page 3. for 3. team��spans do Include length of Imes brace.Add horizontal distance from upright to center ed brace to beam Connection to the above spans W m V 0 Wj2 CV z 4. Spans may M interpolated. O 5. To convert spans to"C'and"D'exposure cetegaios see exposure multipliers and example on Table 1B Page 3. Q O Q 3 Example: The Maximum L'fora Y x 4"x 0.046'x D.1 OD•Single Self-Mating Beam with Tributary Load Width=274r is 11'-Y - NLLJ J J J F S IL z Q m 2 Z FW �: aW s Uz DIS QJ � Ix W 0 LL 0 a Table 1.2120 Allowable Pullin Spans W 005TC1 p Table 1.4120 Allowable Post!Girt!Chair Rail!Header Spans&Upright Heights Table 1.5.2120 T Town&Country Industries,Inc. U LL Allowable Spans for Miscellaneous FramiBeams as Sz--I U) a Town&Country Industries,Inc. 6005 TCI Town S Country Industries,Inc- ng Supporting Screen Roof Frame Members US Z Aluminum Alloy 6005 T-5 Aluminum Alloy 6005 T-5 One End of Beam Attached to Host Structure = O C) F For 120 M.P.H.Wind Zones,Exposure'B'and Latitudes Below 3g•-3x-00"North(Jacksonville,FL) For 3 second wind gust at a velocity of 120 MPH,Exposure"Er w an applied load of 15 91 sq.R _ for Areas wlth Wind Loads up to 120 M.P.H.,Exposure"B'and Latitudes Below 30°30'-00"North(Jacksonville,FL) Q d 0 C) Uniform Load-4#/SF,a Point Load of 3DO#/SF over(1)linear ft.is also considered - A.Sections As Horizontals Fastened To Posts Wth qi Uniform with =4#ind a PWM Load of 300 M.P over t t near fl.B also considered z N N X li A Sections Fastened To Beams with Clips Aluminum All 4 XSF,a ()1 N-4 M =Member cin Alloy = W i Tribute Loed width W=Purt{n 3 ci Hollow Sections 3-6 -4 4 -0" -6 s,-V 61-8- Q O F HoliowSectiorka -6 4-0 4'-0 5'-0' -6' . -V 63" Allowable "Wor3 "L"/bendin b deflection d gl Tdtwb Load Wnfllh _I � F Allowable S an V/Point Load or Uniform Load be deflection d x Y x 0.044' S-9' d d S-Y 0 5'-11' d S-9' d S-8' d 5'-S d Single! > x J)44 S-9' Pd 5'-9' Pd 5-9' Pd S-9' Pd 5-9' Po Pd S-9' Pd Single Self-Mating 1a-0" 14'-0" 13'-0' 2YS 28'-0' 3a-0" 34'-0" 38'-0• 4Y-0' 46'-0' 50'-0" 54•-0` X x T-T d - d T-5• d 6'-71' d 6'-7- d 6'-3' b 5-N' b Q O Y x ,x-: 6-11' Pd 5-11' Po 6'-11' Pd 6-11' Po 8'-11' Pd - Pd 6'-t t' Pd 2"x 3'x 0.045" 9'4• d 8'-i t' d g'-6' d 9'-0' d 8'-T d 8'-Y d T-8' d Beams Allowable an'L'/Point Load P or Uniform Load ,bandl b defleeton d 2"x r x 0:045" 9-6' Pd W5" Pd 9'-6' Pit 9'-6' Pd 9'-6' Pd 9'S Pd 9-5 Pd Y x 3"x 0.060' 1 aS d 9-1 T d a-10' d to-3' d 9'-10' d 9'S' d 8'-11' d Y x 4"x 0.046"x 0.100" 17-17 17-11 d tY-r 1 RO• 1a-r b 9'S' 8'-10' 8'-S T-11' D T-T b T4' TA' D 3 2'x 3"x 0.060" 1 T-1' Pd 11'-P Po 1 T-1' Po i t'-1' Pd11111-1' Pd 1 T-1' Po 11'-1• Po Y x 4•x 0.050" 173 d 11'-8' d 174' 0 1 7-T d a-11• d 1aS' d 9-10' b lb 2'x 4'x 0.050" 14'-Y Pd 14'-Y 14'-Y Pd 14'-Y Pd 74'-Y Pd 14'-2' Pd 14'-Y Po 2"x 5'x 0.06Y 15S d 4'-11' d 14'-9' d T-11' d 13'J' Ibll?--r b 1'-11' b Y x 5"x 0.050' 0.116" 15-9' 16-9' 14'-8• 13.4'lu 1YJ' 11'S to-8' U 1a-7• U 9-T 9-7 8'-10' 8'S' U 2'x 5'x 0.062' 2aS Pd 2aS Po 2x5' Pd 2a-5 Po 20'5' Pd 20'4' Ud 19'-3' Uri 'ons 'zontals eaten r°Posts ro ide 1 aBossaLoad Width n Y x 6'x 0.050"x 0.120" 18'S P 18'3' U it h16'-Y b 14'-T 13'•5' U 17S 1 t'-9' 71'-1' U 1 a-T Uta-1'b 9S b 94• b uns a- 4 i coons eaten am Into Bosses z Tri Load widN W=Pudin 3 adn Hollow Sections -0 -0 8'-0' -8 2`x T x 0.055"x 0.120" a-11 19'-1 tTS 75-10 14'-T 13'-T 17-9' 17-1' 11'S a-1 t' 1 aS 1W-T Hollow Sections 3 W-0' B 3 Allowable Hai M'H•or S n'L"/bendin b deflection D b # z a X Allowable n'L'/PWM Load P or Uniform Load bendin b deflection d 2'x Y x 0.040' T-11' D TS b 6-11' b B'-T b S4• b 5-0' !b8'-Il- S-8' b Y x B"x 0.070'x 0.224 2S4' 254• 4'-11 b 27-T 2x-9" 194' lir Y 1T-Y 154' p 15-8• U 4'-11' 14'S U J 2'x Y x 0.044" T3' Pb T-3' Po T-3" PD T-3' Pb T-3" Pb T-3' Pb T-3' Pb r x Y x 0.045' 8'-T b T-1 T b T-5' b 6'-11' b 8'-T b 6-3' 5-11' b 2'x 9'x 0.070'x 0204" 273 O Or 2T3• 25-9' 23'3• 21'5• IL Al 19-11 18'-9• b 17-9' 15-10 U 1S-t' b 15'-5' b 74'-10 Z LL LU ik O IC 3"x r x 0.045" W-2' Pb W-r Po 9-Y Pb 9-Y Pb 9-Y Pb W-Y Pb 9-2Pb 2"x Y x 0.045" to-9• D to-l- b 9-8' b 9-0' b 8'-T b 8'-r TS b IL Y x 3•x 0.045" t3'S Po 13'-6' Pb 13'S Pb 73'-6' PD 13'-8' Pb 13'-6' Pb i3'S Pb Y x r x 0.060' 774' b 11'S b a-10" b 1a-3' b 9'-10' b W-Y b 2'x3'x0.080' 16-T Po 1S-T Pd 1S-T Po iS-T Po 16'-T Pd 16'-T Pd 15-T. Pd 2'x 4"x 0.050" 3'-1 T b 13'-1' b 1 Y4' b I T 7' b a-11' b to-5' W-10' b Y x 9'x 0.082"x 0.326" 2W3 O 293. O 29'-3• 2T-S 5-7 t 24'S -17 21'-9' 2aS 1 W-9' 8'-t i' 18'3" a w mat to LL z Y x 4'x 0.050• 21'-r Pd 21'-Y Po 2T-Y Pd 2T-7 Po 21'-Y Pd 20'.3' D 78'-t Y Ub r x 5'x 0.06r 8'-11' b 15-9' b 14'-9• b 3'-11' b 13'-3' 6 17-T b 1'-11' b r x 10'x 0.090'x 0.374' 34'-r 34'-Y 34'-r 1'-11' 3x-3' 8'-1 7TS 2S-Y 4'-10 b 23'-9• -10 T-11 W ¢O •p p 2 x 5"x OOBr 30'-W' Pd 3a-S 28'-T Ub 26-11' Ub 25'-7' b 24'-5' Ub 23'-0' Ub Nom: b. 0:Note Nod 1.Thicknesses shown are-nominal-industry standard tolerances.No wall thidmess shall be less than 0.040•. 1. it is recommended that the engineer be consulted on any carrier beam that spanthan s more an 50' W C j O 1 Thicknesses shown are'nOmirkal'industry standard tolerances.No ward thickness shay be less than 0.040'. 2 Usingscreen mel width W salad girt - ' pa g' lengths. 2 Span is measured flan center d connection to fascia or wall Connection. � 0) u1 n p 2.Stan is measured from center W beam and upright cennecDon to fascia or wall connection. 3.Site specific engineering required for pod enclosures over 3a in mean roof height. 3.Above spans de not include length d knee brace.Add horizontal distance from upright to center of brace to beam connection to the above sparks m a 3.Tables are based on a maximum wall height W 15 including a 4'max mansard or gale. 4.SparMeight is to be measured from center of beam and upright connection to fascia or wall connection. for total beam spans. h L W 4.Spans may be interpolated. 5.Chair rails of Y x Y x 0.044'min.and set @ 35 in height are designed to be residential gardmits provided they are 4.Spans maybe interpolated. ) q1 m 5.Y x 4'&2'x S'Hdknv Girt$shah be connected w/an internal o external 1-12'x 1-1/2"x 0.044'angle. attached wird min.i3j#10 x 1-1l2's.m.s.into the scow Dosses and do not exceed 8'40"o.e. 5.To converts ns to and'D'ex W N = W 6.To convert spans to-C-and•D'exposure categories see exposure multipliers and example on Table 1 B Page 3. 6.Girt spacing shall not exceed 6S, pe posure categories see exposure multipliers and example on Table 1 B Page 3. (D m CHECK TABLE 1.6 FOR MINIMUM PURLIN SIZE FOR BFJ1M3. 7.Max beam size for Y x 5 is Y x T x 0.055 x 0.120' OF O 8.2"x 4&r x S hollow girls shall be connected w/an internal or external 7-1/Y x 1-1l2'x 0.044"angle- 0 0 F- 9.Spans/heights may be interpolated. z n F- 10.To convertsparks to'C"and'W exposure categories see exposure multipliers and example on Table 18 Page 3. K 0z W t6 _I (D Ole foSHEET O W a 4 10SEALIX z W W W 17A-120 z W 21 12-01-2009 OF O i } GENERAL NOTES AND SPECIFICATIONS: Table 9.1 Allowable Loads for Concrete Anchors Table 9.2 Wood&Concrete Fasteners for Open or Enclosed Buildings Table 9.3 Wood&Concrete Fasteners for Partially Enclosed Buildings 1. The Section 9 tables were developed from data for anchors that are screw size Embedment fMMchw Dist& Allowable Loads Loads and Areas for Screws in Tension Only considered to be"Industry Standard'anchors. The allowable loads are pth Spaci^g Maximum Allowable-Load and Attributable Roof Area for 120 MPH Wind Zone 27.42#/ Loads and Areas for Screws in Tension Only C ( Maximum Allowable-Load and Attributable Roof Area for 120 MPH Wind Zone(35.53#/SF) m m based On data from catalogs from POWERS FASTENING,INC.(BAWL d=�� (in) Sd(in.) Tension Shear For Wind ions other than 120 MPH,Use Cemrerslon Table at Bottom of this page) ZAMAC NAILIN(Drive Anchors) CONNEC TING TO:WOOD for OPEN w ENCLCiSFJ7 Buildin For Wind ions other than 120 MPH,Use Conversion Table at Bottom of this age PRODUCTS},other anchor suppliers,and design Criteria and reports from 1/4" 1-112" 1_114" 273# 236# Fastener Length of Number of Fasteners CONNECTING TO:WOOD for PARTIALLY ENCLOSED Buildings the American Forest and Paper Products and the American Plywood 2" /4' 316# Diameter Embedment 1 y 3 4 Fastener length of Number of Fasteners i ai Association TAPPER Cone.. Screws Diameter Embedment 1 2 3 4 5 1" 264#-10 SF 528#-19 SF 792#-29 SF 1056#-39 SF _ _ 2. Unless edotherwiseiclnoted,the following minimum properties Of materials 3/16" t-714" 15/16" 288# 167# 114"e 1-112" 396#-14W 782#-29 SF 1188#-43 SF 1584#-58 SF t 264#-7 SF 528#-15 SF 792#-22 SF 1056#-TSF were used in calculating allowed loadings; 1.314" 15/16- 371# 259# 2.1/2* 680#-24 SF 132D#-48 SF 1980#-72 SF 2640#-96 SF 114"a 1-1/2* 396#-11 SF 792#-22SF 1188#-33SF 1584#-45 SF A. Aluminum; Or 1-114" 1-0/4" 427# 200# 1' 312N-11 SF 624#• 2.112• 660#-19 SF 1320#-37 SF 1980#-56 SF 2640#-74 SF 1. Sheet,3105 H-14 or H-26 al 23 SF 938#-34 SF 1248#-46 SF ' 2 F,tflUSlonS,6063 T$el 1314• 1-1/4' 544# 216# 5115^e 1-12' 4ti -17 SF gag#-34 SF 1404#-51 SF 1872#-68 SF 1'- 312#•-9 SF 624#-18 SF 936#-26 SF 1248#-35 SF by 318" t-712• 1-9/16" 511# 402# 2- 5/16'a 1-1/2* 468#-13 SF 938#-26 SF 7404#-40 SF 1872#-53 SF W 3 $m t/2*" 780#-28 SF 1560#-57 SF 2340#-85 SF 3120#-114S C B. Concrete,FC=2,500 psi @ 28 days 1-3/4' 3378' 703# 455# 1" 356#-13 SF 7.•12#-26 SF 1066#-39 SF 1424#-52 SF 2-1/2* 780#-22 SF 1560#--=44.SF 2340#-66 SF 312D#-88 SF y E C. Steel,Grade D Fb/C=33.0 psi POWER BOLT Ex(Expansion Boit 318"e 1-112*r 534#-t9 SF 11)sB#c39 BF 3692#-59 SF 2136#-78 SF t' 356#-10 SF 712#-203E 1068#-30 SF 1424#-40 SF D. Wood; 1/4 Y 1-114• 624# 261# 2-1/2* 890N- 3/8"e 1-t/T' 534#-15 SF 1068#-30 SF 1 :36 SF 2136#-60 SF Z Q 32 SF 1780#-65 SF 2670#•97 SF 3560#-130 S 1. Framing Lumber#2 S.P.F.minimum 3118' 3• -1-7/a• 936# 751# - zttY 890#-25 SF 17600-50SF 2670#-75SF 3560#-700 y o� li CONNECTING TO:CONCRETE 2,500 for PARTIALLY ENCLOSED Buik6rt CONNECTING TO-CONCRETE n LL 2.Sheathing,1/Y 4 ply COX Or 7/16"OSB 381" 3.112• 1.9H8' 1,575# 1,425# Fastener Length of Number of Fastaxem 2.500 for PARTIALLY ENCLOSED Buildings 112' S" 2-1J2" 2.332# 2,220# Diameter Embedment 1 2 3 4 Fxutanar Length of Number of Fasteners a 3. 120 MPH wind load was used for all allowable area calculations. pOyyER STUD Diameter Enioedn. 1 2 3 a a 4. For high velocity hurricane zones the minimum rive load/applied load shall 1J4- TYPE OF FASTENER "Quick Ser Concrete Screw Rawl Zamae Nsiiin or uivalent E OF FASTENER. m ui 2-3/4• t-114" 812# 326# 1/4"o 1-1/2" 27W W.10 SF 546#-20 SF 819#-30 SF 1092#-4o SF 'ick Ser Concrete Screw Rawl Zamac Nailin or E uivale be 30PSF. 31a" t-7f8' 1,358# 921# 1/4"a 1-112• 233#-BSE 466#-iTSF 688#-25 SF 932#-34 SF � 5. Spans may be interpolated between values but not extrapdated otrlside 13!2' 6" 2-112" 2,271# 1,218# 2" 318#-12 SF 832#_23 SF 948#-35 SF 1284#-a6 SF 2- 77011-10 SF 540#-20 SF 810#-30 SF 1080#-39 SF 3 0 values TYPE OF FASTENER=Conereb k427#-16SF Ta or E ivalen E OF FASTENER concrete Screw Ta or E Ivakn 5/8' 7' 2-1/4• 3,288# 2,202# 3/16"a 1-1/4" 11 SF 578#-21 SF 884#-32 SF 7152#-42 SF �g 6. Aluminum metals that will come in contact with ferrous metal surfaces Or W gat 3116'e 1-1/2* 246#-7 SF 492#-74 SF 738#-21 SF 964#-281 SF Concrete/masonry products W pressure treated wood t/4' 2-iJ2' 2-1/4" 878# 385# 1/a"e 1-1/4• 133 SF 730#_27 SF t095#-40 SF 1460#-53 SF 1' 317#-9 SF 63a#-18 SF 951#-27 SF 12B&!-36SF 27 3F-"ff19MMr shall be Coated w/tW0 COatS Of aluminum metal-and-nxaSOnry paint Ora 318" 3.7/2" 3-1/4" 1705# 916# 1314' -47 _6 1!4"e 1•t/T' 365#-10 SF730#-21 SF 1095#-31 SF 1coat of heavy-bodied bituminous paint,or the wood or other absorbing 1/2 4' 33/4' 1,774# 1,095# 1314• 465#-13 SF 930#•26 SF 1395#-38SF 1860#-52 SFuimaterial shall be painted with two coats of aluminum house paint and the Notes: 1022#-37 SF 1533#-56 SF 2044#-75 SF 318.s 1_1!2" 437#-12 SF 874#-25 SF 1311#-37 SF 1748#-49 SF QL4joints sealed with a good quality caulking compound.The 1314' 26 SF 1406#-51 SF 2109#-77 SF 2812#-103 SF protective I.Concrete screws aro limited lo Y embedment try marwfacWrers. TYPE OF FASTENER= rhsfon Bats Rawl power gotta Wal 1314" 601#•17 SF 1202#-34 SF 180.31E-51 SF 2404#-68 SF Z F materials shall be as listed in section 2003,8.4.3 through 2003.8.4.6 of the 2 Velum fisted are anoared kinds with a safety fader a 4 applied. E OF FASTENER=Ex rhWon Bolts Rawl Power Bok or uWalant Q Florida Building Code or Corobound Cold Galvanizing Primer and Finisher. 9.�' >b to rtaM may nd substituted. Allowable Load Coversion Multipliers 318"a 2.1/2' 105D#-3a SF 2100#-77 SF 3150#•115 S 4200#-753 S W 0 Z 318'e 2-1/2' 1205#-34 SF 2410#-68 SF 3615#-102 SF 4820#-138 Z 7. All fasteners or aluminum parts shall be Corrosion resistant such as non 4.Anchors receiving bads perpendicular to the diameter are in tension. for Edge Distances More Than Sd 3-1/2' 1575#-51 SF 3150#-115 4725#-172 S 6300#-230 SF 0 W w 5.Allowable loads roe increased try 1.00 for wind load. Edge Multi fats 1/2"e 3' 1393#-51 SF 2798#-1M SF 4197#-159 S 5598#-204 S Y7/2" 1303#-37 SF 2606#-73 SF 3909#-110 SF 5212#-147 S Z Q O m magnetic stainless steel grade 304 or 316;Ceramic Coated,double 6.Minimum 7/2"e 3' 1806#-51 SF 3612#-102 54131!-152 SF 7224#-203 SF ul edge distance and center to center spacing shall be 5d. Distance Tension Shear 5" 2332#-85 SF 4864#-170 SF 69931/-255 SF 9328#-340 SF 8• 1993#-56 SF 3966A!-112 5979#-168 SF 7972#-224 SF W U O zinc coated Or powder coated steel fasteners.Only fasteners that are Z Anchors receiving loads parallel to the diameter are shear loads. 5d 1.00 1.00 Note: WIND LOAD CONVERSION TABLE: U) C7 N W warrantied as corrosion resistant shall be used;Unprotected steel fasteners 8- Manufacturers recommended reductions for edge distance,of Sd have been 6d 1.04 120 1.The rrirvmum distance from the edge of the For Wind Note: Z_ h w shall not be used, applied. 1concrete r in the wncram anchor and Zones/Regions other than 120 MPH W 7d 1.08 1.40spacing (rabies&akvn), 1.The rttininnxn distance from the edge of the WIND LOAD CONVERSION TABLE Cl CO � W 8. Any structure within 1500 feet of a salt water area;(bay or ocean)shall Example. 8d 1.11 1.60 between anchors shall not be less than Sit where d multiply allowable beds ant roe arees by Ne concrete to the concrete anchor and spacing For wind ZoneslRegions other then 120 MPH Q Q ?� Determine the number of concrete anchors required fora conversion factor. between anchors shad not nd less tlhmh Sd where d (Tables Sthoarth),multiply albwabla loads and roof U) J LL, have fasteners made of non-magnetic stainless steel 304 or 316 sanies. enclosure pool 9d t.ta 1.80 the anchor diameter. is the anchor diameter. areas by the conversion tactor. 410 series has not been a d^^d^g uplift bad by the ander allowed load. 2 Allowable roof areas am based on bads for W Z approved for use with aluminum by the For 2'x s•beset with: 10d 1.18 2.00 Glass/Enclosed Rooms WIND APPLIED CONVERSION 2.Allowable loads have been increased 1.33 for Z Z M W LL Aluminum Associaton and should not be used. spacing=7--Cr D.C. ltd 1.21 _ (MWFRSg I=1.00. wind I� by Z W C� O 3.For partially enclosed buildings use a multiplier to REGION LOAD FACTOR ng. WIND APPLIED CONVERSION - Z 9. Any project covering a pool with a salt water chlorination disinfection allowed span=20-5 (Table 1.1) 12d 1.25 root ares of 0.77- 100 26.6 1.01 3.Allowable roof areas we based rnh bads for REGION LOAD FACTOR W Q W O system shall use the above recommended fasteners.This is not limited to UPLIFT LOAD=ANCHORS SPAN)x BEAM&UPRIGHT SPACING 4.For sections 1&2 multiply roof areas by 1.30. 110 26.8 1.01 Glass/Partially Enclosed Rooms(MWFRS)I.too 100 25 722 U Z Q _0 J NUMBER OF ANCHORS= 7/2(20.42 x T x-I.,Sq.FL 120 27.4 1.00 4.For Glass f Enclosed Roane and Sections 1 8 2 110 30 1.11 W l.L d K base anchoring systems but includes all Connection types. ALLOWED LOAD ON ANCHOR 123 28.9 0.97 use a multiplier to roof area of 1.30. 120 35 1.11 Q W NUMBER OF ANCHORS= 714.70# =1.67 130 32.2 0.92 123 37 1.00 � U (n W SECTION'0 DESIGN STATEMENT: a2T# 140 t 37.3 o.es 130 4z os4 Z Therefore.use 2 anchors,one(t)on each side of upright 140-2 37.3 0.86 140-182 48 0.88 ti 00 The anchor systems in Section 9 are designed for a 130 MPH wind load. Multipliers for other wind zones have been provided.Allowable loads include a Table is based on Rawl Products'allowable loads for 2,500 ps.i.concrete. 150 42.8 0.80 150 56 0.81 D 00 O Z 133%wind load increase as provided for in The 2007 Florida Building Code with N CV 3 I 2 2009 Supplements.The use of this multiplier is only allowed once and I have W_ � F selected anchoring systems which include strapping,nails and other fasteners. Table 9.5A Allowable Loads&Roof Areas Over Posts Table 9.6 Maximum Allowable Fastener Loads Table 9.9 Minimum Anchor Size for Extrusions Bolt Connections ht JQ t for Metal to Metal,Beam to Upright P 9 for Metal Plate to Wood Support Wan Connection O Open or Enclosed Structures(4127.42#!SF Metal to Plywood Fastener 112 4 S/8Extrusions wan Metal u t Concrete wood F=_ " "4 314'4 Y x 10" 114" #14 1/4' 1!4' diem. min.edge min.ctr. No.of Fasteners/Roof Areas SAear Pull Out Shear Pull Out SMar Pull OW 2•x9" 1/4' #14 1J4' 114" �1' {- Table 9.4 Maximum Allowable Fastener Loads distance to etr. 1 f Arae 2/Area 3/Ares 4/oma 8uew 0 Obs.) ba. bs. ibe- bs. bs. Y x 8" 1/4' #12 1/4' #12 Q for SAE Grade S Steel Fasteners Into 6005 T-5 Alloy Aluminum Framing 1/4' 1/2' 518" 1.454-53 2,909-106 4,362-159 5,819-212 93 48 7133 59 134 713 Y x T 3N6" #70 3/136• //10 COp d (As Recommended By Manufacturers) 5/16" 318" 718" 1,894-69 3,788-138 5,682-207 7,576-276 010 100 55 120 69 141 78 2'x B"or less 3/18" #8 3176" #8 r• n Self-Tapping and Machine Screws Allowable Loads Tensile " 314' 1' 2,272-82 4,544-166 6,816-249 9,088-331 #12 118 -71 131 78 143 94 0_ #14 132 70 145 88 157 105 Note: ? O Strength 55,000 psi;Shear 24,000 pal 13/2 t" 1.7/4' 3,030-170 8,060-221 9.090-332 12,720-442 Wall.beam and upright minimum anchor sizes shad be used for super gutterW M W scr isolt Allowable Tensile Loads on Screws for Nominal Wall Thickness Ph � 64" (Ibs.) Table 9.56 Allowable Loads&Roof Areas Over Posts Table 9.7 Aluminum Rivets with Aluminum or Steel Mandrel connections. W LL Z 2 #8 0.1 122 139 153 top 228 255 - for Metal Aluminum Mandrel Steel Mandrel _ 177 231 263 to Metal,Beam to Upright Bolt Connections RWet Diameter Tension lbs. shear Tension(Iba. sneer Table 9.10 Alternative Anchor Selection Factors for Anchor/Screw Sizes W W is ro, 3 Lij #12 0.210" 156 178 196 256 291 1-19-0- 141 161 327 _ Partial Enclosed Structures Q 35.53#/SF 1181' 129 77s 210 325 Metal to Metal 21 LL g Z -W4--F2-5V 186 212 232 305 347 389 529 Festener 5132* 1 7 263 340 490 W Q O v m 0 diem. min.edge min,etr. No.a Fasteners J Roof Area S 3/16" 262 375 445 720 '°rh�i1Of Sim #a #10 #12 llie 5116" 3/1' d St r W 114 0240" 179 203 223 292 333 374 508 W C ti tip 5/16' 0.3125" 232 265 291 381 433 466 661 distance to dr. 1/Ares 2/Area 3/Ares 4/Area Table 9.8 Alternative Angle and Anchor Systems for Beams Anchored to #B 1.00 0.80 0.58 0.46 0.27 0.21 C 318" 0.375• 2T9 317 349 457 520 584 793 1/4" 112" 518" 1,454-41 2908-82 4,362-125 5,819-164 #10 0.80 1.00 0.72 0.57 0.33 0.26 LL O m n O 1!2' 0.50" 373 423 465 609 693 779 1057 3116' 3a" 718" 1.894-53 3,788-107 5,682-160 7,576-213 Walls,Uprights,Carrier Beams,or Other Connections m ii K 120 mph"C"Exposure Vary Screw Size w/Wind Zone Use Next Larger Size for"C" #12 0.58 0.72 1.00 0.78 0-46 0.36 ¢ ti e IL 318' 314" i" 2272-64 4,544-128 6,816-192 9,088-256 co m L Allowable SAear Loads on Screws for Nominal Wall Thickness ft7 cabs. ' 1" 1-1/4" 3,030-85 6,060-171 9,090-256 12,120-341 Exposures #14 0.46 0.57 0.78 1.00 0.59 0.46 W ro = Screw/Bolt Sin le Shear Notes for Tables 9.5 A.B: Maximum Screw/Anchor Size N16' 0.27 0.33 0.46 0.59 1.00 0.79 co U ) m Lu m Sill Nd 0.04x" 0.050" 0.055" 0.072' OA82" 0.092* 6.t25" Max Stu of Beam #8 0.164" 117 133 747 192 218 245 _ 7.Tablet 9.5 A 8 B aro leased on 3 second Attachment Type Size Description To Wall To Upright J Bea �" 0.21 0.26 0.36 0.58 0.79 1.00 wind gusts at 120 MPH;Exposure"B';I=1.0. Allowable Load Conversions Upright #10 0.190" 136 154 170 222 253 284 ~ U o #12 0.210• 150 4315q yq8 P80 293 For carports&screen rooms multiply the for Edge Distances More Than 5d Y x 4'x 0.044" Angle t"x 1'x 0.045- 3/16' #10 Alternative Anchor Selection Factors for Anchor I Screw Sizes _Z n Grass/Parially Enclosed loads If areas Allowable Load Concrete and Wood Anchom #14 0250• 179 292 333 374 508 iedg. Muki liars 2'x 4•x 0.044 le 1'x t"x 1/16'0. Dyna Bolts(1.58"and m Z above by 1.3. ( 3/16' #12 (concrete screws:Y maximum embedment) 244 embedment res W E- 1/4 0240" 172 287 320 358 487 Distance Tension Shear respectively) W 2.Minimum spacing is 2-12d O.C.far Y x 5"x 0.072* U-channel 7-11'2"x 2-1/8'x 1-5J2'x 0.043" tI2' #74 Z ' 5/16' 0.3125" 223 366 476 467 634 screws&bolts and 3d O.C.for rivets. t2d 1.25 - Anchor Y x B•x 0.072* U-channel i'x 2-1/8•x 1'x 0.050" 5/16" 5118 Anchor Size 3J76• 1/4" 318' �u 3116" 1R" `•L1- _ 3x8" 0.375" 288 439 498 560 761 3. Minimum edge distance is 2d for screws, 11d 1.21 Y x 8"x 0.072* Angle t'x 1'x 118•(0.1257 3118• #12 Z - a 3116• 1.00 0.83 0.50 3116" 1.00 0.4& W 1/2" 0.50' 35T 585 666 747 1s.) belts,and rivets. lid 1.18 20D Y x 10'x 0.072" Angie 1-1/2*x 1-112'1/16"(0.062*) 1/4" #12 114 0.83 1.00 0.59 1/2" 0.46 1.60 -Cr N Allowable Sfhear Loads on Screws for Nominal Wail Thickness( Obs.) 9d 1.14 1.80 Y x 7'x 0.072* Angle 1-1/2*x 1-112*3118"(0.188") 1/4" #14 318" 0.50 0.59 1.00 �0 � Bolt Double Shear ad 1.11 1.60 Y x 130"x 0.072* Angle 1-1/2*x 1-1/2'1/8"(0.002') - 114' #134 "n Sill Nd 0.044" 0.050" 0.055" 0.072* 0.082" 0.092" 0.125' 7d 1.08 1.40 •Multiply the number of#8 screws x size of anchodscrew desired and round up to the next even number - a 1!4' 0240' 343 390 429 561 639 717 974 Bd 1.04 1.20 Y x 7'x 0.072" ,Angle 1-3/4'x t-314"x 1/8(0.1257 1/4• 014 of sciaws. -[C O Site" 0.3125' - 446 508 559 732 832 934 1269 5d 1.00 1.00 Y x 10"x 0.072' U-channel 1-314•x t-W4"x 1-We x 18" 318' #14 temple: - 0 38' 0.3757 536 610 670 878 996 1120 1522 2'x 10"x 0.072* Angle Y x Y x 0.093' 112• 0.50' 714 812 894 1170 7332 1494 2030 Y x 10'x 0.072* 3ff k(10)f8 screws ata required,tM number a#10 screws desired is: Notes: 3/8• 0.8 x 10=B#10 Angle Y x Y x 18'(0-125') 5118• 5/16" () [C - SE L O" Z 7.Screw goes through two sides of members. Y x 10'x O.OTY Angle Y x Y x 3116"(0.313') 1YY 112* m K : SHEET i 2.All barrel lengths;Cetus Industrial Quality.Use manufacturers grip range a match atal wall thidvhess 1.#of screws to beam,wall.and/or post equal to depth of beam.For screw sizes use the of on necti n.Use tables to select rivet substibBon for screws of anchor specifications in drawings. f of acre screw size for beam/upright found in fable 1.6. _ _ 3. Minimum thickness of forme members tr 0.036'aluaninum and 26 ga.steel. CD 2. For post attachments use wan attachment type=to wall of member thickness to W 21 Z determine angle or u channel and use next higher thickness for angle or u channel than the to to F- Multipliers for Mar Alloys upright wall thickness. Z 6063 T-6 1269 3.Inside connections members shall be used whenever possible Q Z 5052 F25 1522 i.e.Use lo lieu of angles whem possible. I!1 6005 T-5 2030 4.The ducker of the two members u channel angle should be place on the inside of the ^,r Ip connection if possible. 12-01-2009 0F L I O