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--_7 Nae.: ROOF1 Customer:Charles Cudd Co WO:350694 TI:J Qty:l 1
<br /> TC FORCE AXL B)D CSI Cr TC: 2x 4 FL #1/12 (N) Bottom chord has been loaded with 10 psf -- ====Joint Locations- - --- -
<br /> 1- 2 -2390 0.05 0.12 0.16 A BC: 2x 4 FL #1/42 (N) live load applied non-concurrently. 1) 0- 0- 0 7) 24- 7- 0 13) 14- 7- 8
<br /> 2- 3 -3688 0.17 0.40 0.57 A NB: 2x 4 SPF STUD (N1 MULTIPLE LOADCASES -- This design is the 2) 2- 0- 0 8) 28-11-13 14) 12- 7- 8
<br /> 2x 3 SPF STUD (N) 2-16.2-15,3-15,3-14 composite result of multiple loadcases. 3) 6- 8-14 9) 33- 6- 8 15) 4- 0- 0
<br /> 3- 4 -2728 0.07 0.34 0.41 A 4-14,4-13,5-13,5-12.6-12.8-11 All CCHPRESSION Chords are assumed to be 4) 11- 5-12 10) 33- 6- 8 16) 2- 0- 0
<br /> 4- 5 -2376 0.11 0.89 1.00 B WG: 2x 4 FL 41/12 (N) continuously braced unless noted otherwise. 5) 17- 2- 8 11) 27- 1- 9 17) 0- 0- 0
<br /> 5- 6 -2277 0.10 0.84 0.94 B 1] or (): Plate(s) OFFSET from joint center. WndLod per ASCE 7-05, MdfRS, V= 90mph, 6) 22-11- 4 12) 20-10- 9
<br /> 6- 7 -1323 0.04 0.15 0.19 B The Joint Detail Report must be included H= 23.0 ft, I= 1.00, Exp.Cat. C, Kzt= 1.0 TOTAL DESIGN LOADS
<br /> 7- 8 -2218 0.03 0.41 0.44 A with any submittal, inspection, and/or Bld Type= enc! L= 33.5 ft N= 33.5 ft Truss Uniform PLF From PLF To
<br /> 8- 9 -2401 0.06 0.64 0.70 A fabrication documentation. in END zone, TCDL= 6.0 psf, BCDI- 6.0 psf IC Vert L+D -90 0- 0- 0 -90 11- 5-12
<br /> End vertical(s) not designed for exposure Bracing Schedule: TC Vert L+D -90 11- 5-12 -90 22-11- 4
<br /> to lateral wind pressure. Chords Max 0.C. From To TC Vert L+D -90 22-11- 4 -90 24- 7- 0
<br /> BC FORCE AXL BND CSI Cr This truss is designed in accordance with TC 24.0" 11- 6- 0 22-11- 0 TC Vert 1+0 -90 24- 7- 0 -90 34- 0- 8
<br /> 17-16 -179 0.00 0.46 0.46 B the 2006 International Residential Code Webs Brace Pt Joint to Joint BC Vert L+D -20 0- 0- 0 -20 33- 6- 8
<br /> 16-15 2380 0.48 0.41 0.88 B sections R502.11.1 and 8802.10.2 and 1/3 6-11 In-Plant Quality Assurance with Cq = 1.00
<br /> 15-14 2959 0.59 0.29 0.88 B referenced standards, U.N.O. Bracing shown is for visual purposes only. In-Plant Quality Assurance, per
<br /> ----MAX. REACTIONS PER BEARING LOCATION---- M Continua lateral bracing attached to sec. 3.2.4 of TPI-1-02, for joint(s):.
<br /> 14-13 2843 0.57 0.18 0.75 B X-Loc BSet Vert Horiz Uplift Y Type either edge of web(s) shown OR a I-brace, 1,2,11,12,13,14,17
<br /> 13-12 2477 0.50 0.19 0.69 B 0- 1- 8 1 1840 179 -186 8 Pin nailed flat to edge of web with 3.5"x 0.135"
<br /> 12-11 2124 0.43 0.19 0.62 B 33- 3-12 1 1894 0 -205 B 8 Roll nails spaced 6" o.c. T-brace must extend I hereby certify that this plan,specification,
<br /> 11-10 1716 0.34 0.65 0.99 B PROVIDE UPLIFT CONNECTION PER SCHEDULE at least 90% of web length and be same
<br /> size, species, and grade as web. or report was prepared by me or under my
<br /> Web FORCE Web FORCE -7-Ru[[ RE-PA2x6 T-Brace required on any web over 14'-0". direct supervision and that I am a duly
<br /> 1 -1712 4-13 -646 // a7�� JGLOBAL MAX DaF�acTL Licensed Professional Engineer under the
<br /> LL
<br /> cS
<br /> 1-16 2188 13- 5 -257 S i+6-&-T L 0 PZ in./Ratio in./Ratio Jut(s). laws of the State of Minnesota.
<br /> 16- 2 -1317 5-12 -392 I.Span -0.16/999 -0.63/620 14-15 ROBERT L TiBBITS
<br /> 2-15 1047 12- 6 509 Mori:. 0.13 0.25 NA
<br /> 15- 3 434 6-11 -1918 Beer Camber top and bottom chord: -0.72
<br /> 3-14 -6752 7-11 1913 Long term deflection factor = 1.50
<br /> 4-14 1332 11- 8 -211
<br /> See explanation of Repetitive Date 1/
<br /> �!�� License No. 12469
<br /> Member Factor, Cr, on 11-5-12 11-5-8 1y 7- 8-11-8
<br /> reverse side of paper or '' I I 'I' 1 I T 1 Ir
<br /> TEC Form 8.14.2007. 1 2 3 4 5 6 7 8 9
<br /> 6.00 Drop=0-1-11 10.00 -10.0(
<br /> 6x6
<br /> 6x12 .. ,T
<br /> 6x8 334 .._.
<br /> •
<br /> 3x411k 15x4
<br /> 8-3-2 8-0-1
<br /> .340e, /A/ \
<br /> 1 lkbh
<br /> 0.10-124 6x6 0-6-8
<br /> „ft
<br /> 0v 4x6 3x4 8x8
<br /> 1.5x4- 1 i---
<br /> 8 RI
<br /> 184 0 " 1894#5.50"
<br /> �3- 0- 8-7-8 0-0 18-11-0 X
<br /> ry7 16 15 14 1333-6-a 12 11 aid 0
<br /> EXCEPT AS SHOWN PLATES ARE MiTek MT20 (RO-7-13) Scale=0.1250
<br /> WARNING: Eng Job: WO: 350694 I
<br /> READ ALL DOTES ON THIS SMUT. A COPY OF TN'S DRAWING TO BE GIVEN TO
<br /> ERECTING CONTRACTOR. BRACING WARNING: Dwg: TI: J I
<br /> _! •4<"!/**.......--
<br /> Brac,gshaw'nasthis thawing4,cotcmli,,b,wl. ,\�bracing.portalbiachiewsiilarbrssswhichis\pen"Rils Damn':Joe Chk: 11/16/2011
<br /> Wawa design and which mag be,,widetai b,the MWS dcdmrn.mowing loam■fee laical suppose d We
<br /> OTTE] =neei este le wince hackling ,.Ad itionil ti timing
<br /> ft rade M sineector a no be
<br /> at ends and specIS-' cd P1)lbrt
<br /> deeroisd try the Wilding designer.Additional brw�slsef the weal sersmme oar be aTdwd.(Sc,HIB-91 K7Pq.For TC Live 3 5.0 pmt Lbr DF: 1.15
<br /> I specific Mist bests*requirements,contact bighting designer.(Tms Plate lednae,TPI r Maned el 583 D 0"af b TC Dead 10.0 9 f Pl t DF: 1.15
<br /> SL�LZ'(!` Dn4e,Madison Wia""m5771v) p O.L., ; 2- 0- 0
<br /> �f � Cowpoo:a ScSiaec,bey:1nm PIO Ca,P.A.,118 BC Live 0.0 psf
<br /> IRC-06/TPI-02/NDS-05
<br /> BC Dead 10.0 psf Code: MN-RES
<br /> TOTAL 55.0 lisf v5.5.30-9560656
<br /> Design: Matrix Analysis Profile Path: F:\trumjobs\350000\350694\RJOFl\J.prx
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