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META WOOD CORP.META WOOD CORP. WO:9788U WE:Y/88U.UU I uuao tv.vuu. TC FORCE AXL BUD CSI TOP CRORDS: 2x6 SPA 2400F-2.06 Ki 2X9 continuous lateral brace attached w/(2) Joint Locations.... 1- 2 -12193 0.66 0.28 0.93 1907 QIORDSt 2x6 SPF 2400F-2.00 (d 16.5 nails each member.Erace MUST be located 1) 0- 0- 0 6) 18- 5- 1 11) 21-10- 2 2- 3 -1125.3 0.56 0.27 0.84 WEBS: 2x4 SPF STAND (N) to provide equal unbraced segments OP.; for 2) 4- 8-12 7) 21-10- 2 12) 16- 0- 0 3- 4 -11365 0.58 0.23 0.61 2x4 SPF' 01/1(2 (N) 3,5,7 single ply truss a "7' brace may be nailed 3) 8- 1-19 8) 25- 3- 4 13) 15- 0- 0 4- 5 -8261 0.30 0.22 0.52 All 01/{PRESSION Chords are assumed to be flat to edge of web w/16d nails ® 8" a.c., 4) 11- 6-15 9) 30- 0- 0 10 6- 1-14 5- 6 -8261 0.30 0.22 0.52 continuously braced unless noted otherwise. using sante size, grade F. species as web. 5) 15- 0- 0 10) 30- 0- 0 15) 0- 0- C CQ 6- 7 -11386 0.58 0.27 0.91 This design based o;s chord bracing applied Brace Whist extend 90% of web length. ----MAX. REACTIONS PER BEARING LOCATION CD 7- 8 -11253 0.56 0.27 0.84 per the following schedule: X-Loc Vert Noriz Uplift Y-Loc Type Q-. 8- 9 -12193 0.66 0.28 0.94 Max 0.0. Froze To 20- 3- 0 5400 0 0- 9- 0 5400 0 0 B0; PIN NOLL TC 24.0 0- 0- 0 30- 0- 0 BC FORCE AXL BUD CST BC 120.0" 0- 0- 0 30- 0- 0 15-14 11256 0.62 0.03 0.65 Bracing shown is for visual purposes only. 14-13 9201 0.50 0.03 0.57 MAX Ia1VE WAD DEFLECTION: 13-12 9201 0.50 0.03 0.53 1/538 at JOINS' ()12 12-11 9201 0.50 0.03 0.53 L--0.65" D.-0.08" T.-0.73" 11-10 11256 0.62 0.03 0.65 )MAX HORIZONTAL DEFLECTION: T. 0.23" WEB FORCE WEB FORCE 1 2-14 -773 6-13 -2391 3-14 -1437 6-11 2131 L!7 4-14 2111 7-11 -1437 . ..:3. 4-13 -2391 8-11 -773 CV 5-17 3823 OD RMB - 1.00 6 - d- CV CD O Z , - 1 _ 15-0-0 1 t 15.0.0 f ¢ 'I 2 3 V 6 7 8 9 [u F- 1 -4 8X8 IXI :iw 4X8 3X4 3X4 5-6-1 3X4 / 3X4 5-hl O 0.6_1 0.6-1 f8X16 r 4X12 TL16-6X13.8 4X12 8X16 �., 6- 8 X z Ls- Fes-• 139 P9 3u-o•o 15 14 1'3 12 11 l8 >= 5400# 6.00" 5400# 6.00" ¢ 14 30-0-0 aj co Lo EXCRPr AS SHOWN PLATES ARE T120 GA TESTES) PER ANSIiTPI 1-1995 scale = 0.1875 CD qq ccaapp WARNING: READ ALL NOTES ON THIS SHEET. TC Live 40.0 int Designed By:BMJ 10 BRACING WA 1' IVGY OF THIS DRAWING Tk)amyR*QAEis(TlING CONTRACTOR, 7'C Dead 4.0 Fa Checked By: '_ nI "`I Brining ehessrt on tlJa.I ravrlttgis rot erection braslrey,wind 4?pu'Klns deetgrt is for an lixllridntel building component end has been he_cd en hLomts BC Live 0.0 �t O7 portal bracing or sander bracing u-loch Ise part of the leaf:hits l Ion prmtdrd by:la dlcr:l.1 he dealq-ea disclaims any no pan,thlli(y fro slut nova O7 design and which must he toted deret b/the building designer. as nreaulI.of Nulty or-Incorrect IrCormatlon.specillcol lots and/or d'stgne BC 1)eod 1.0 In[ Date: 10-01-99 0 UTTFUDraehtgrho4el s1forinterchignonofadet acn:hc dyton Ighls rsttetogtr('eItdenfiner t the`liner analtct.Thi he orate. un brettacyo[ DraehIruckli g shown I Per lateral aler must be f trusts anther lateral o eth reduhan Inosnetlonre truss may reldesigner to a client pand et.This tees hes been TOTAL 45.0 [16f ed owls medspecified lee allele determined by the building destgedealgred In a000rdertoa with-11'1-93'end-NDS•9 C to heincorporal d as part of Dwg. No: AdeLiloltal hnset of the mere.al:nxtute tn.,/he required. the buildingLex9t N/a Building Designer.When redewed for avow.'by the LOAD DUR. FAC: 1.15 F- (Sea I-116-91 of 7Pll. Per specific trine bnsottg regnarernerne. building dumpier.the design feedings shown must be checked to be sure that the C) ---'1:OGD1RUSSSYSPEMS--- contact:itkblifdesigner. Muss Bale Meittute7P1,Islocate' date shaven an I: $saoflCti'sith the local building ood looM sJI,,Mt;recent. SPACING: 96.0" .SeCIn:09.28.99-165292 O et 593 CMMnclna Drt:e.tsfedlaea.Motet g in S.^:719). for wrd or craw loads.protect epeelOcatleret ee spesial applied loads