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Truss: 1OR <br /> JobName: tuff <br /> TrueBuild® Software v4.06 Date: 07/07/09 10:18 AM <br /> Page: 1 of 1 <br /> by Keymark Enterprises, LLC. <br /> SPAN PITCH QTY OHL OHR CANT L CANT R PLYS SPACING WGT /PLY <br /> 10 -0-0 4 /12 1 0 -0-0 0 -0-0 0 -0-0 0 -0-0 1 24 in 23 Ibs <br /> 10 -0-0 <br /> 5 -0-0 I 5 -0-0 <br /> 3Xg- <br /> N 4 12 1 4 <br /> 0 <br /> 1 3 <br /> Ad illo• <br /> 11 IP" <br /> Loading General CSI Summary Deflection L/ (loc) Allowed <br /> Load (psf) Bldg Code : FBC 2007/ TC: 0.89 (1 -3) Vert TL: 0.99 in L / 121 (2 -3) L /120 <br /> TCLL: 20 TPI 1 -2002 Vert LL: 0.66 in L/ 182 (2 -3) L /180 <br /> TCDL : 10 Rep Mbr Increase : Yes Horz TL: 0.47 in 3 <br /> D.O.L.: 125% <br /> Reaction Summary <br /> JT Type Bog Combo Brg WidtlRgd Brg Width Max Read Max Gray Uplift Max MWFRS Uplift Thrust <br /> 1 Pin (Wall) 1 3.5 in 1.50 in 300 Ibs - -300 lbs 82 Ibs <br /> 3 H Roll/SPRING (Wall) 1 3.5 m 1.50 in 300 Ibs -300 lbs <br /> Material Summary Bracing Summary <br /> TC SP #1 2 x 4 TC Bracing: Sheathed <br /> Loads Summary <br /> 1) This truss has been designed for the dress of wind loads in accordance with ASCE7 - 05 with the following user defined input: 140 mph, Exposure C, Enclosed, <br /> Gable/Hip, Building Category 1 (1= 0.87), Overall Bldg Dims 6 ft x 16 ft, h = 12 ft, Not End Zone Truss, Both end webs considered. DOL = 1.60 <br /> UNIQUE BEARING CONDITIONS MAY REQUIRE SPECIAL ATTENTION <br /> THE BUILDING DESIGNER MUST ACCOUNT FOR NOT ONLY THE BEARING REACTION BUT <br /> FOR THE HORIZONTAL THRUST AND THE UPLIFT. PROVIDE MECHANICAL CONNECTION <br /> (BY OTHERS) TO RESIST FORCES SHOWN. FOR SUPPLIED A WALL SPRING CONSTANT OF <br /> 0.081 K/IN <br /> ' 44 23 e aG <br /> /21it//109 y// <br /> // ti <br /> f <br /> lads A copy of this design shall b<Lmished to M aMa. <br /> e nation n0 This design is for r individual building component lmvdd <br /> pont (. miss). It is based on specifwaio <br /> 2001 NDS design sand.. No raponsau a <br /> ity is aumd fate tlm am nee Doris. (bighead performed a ac Creep deftaticois two mhmmatidly scow.1 br byi b eso n S le Metal Products <br /> ebuiW{ designer im desi ary d dieLrroatiun provided by the Tmss Desigves. Llmesions stall be veiled bY building designee igun. soft.. <br /> � <br /> shall maw kdi 4004, coMaaatim and initial ddestion der shown m awe Ma this design menor exoes m um exceeds mini loading required byi n 4 n dng soda. Compassion chords sh. be lima braced 2711 LB3 Freeway, Su <br /> thereof or... teething, di attached, . mood. d. BBracing shown is for lard support of individual tma mnpooana mly to reduce buckling knelt. C ft is tat and or land bed ra <br /> bracing orovemg building design bring Dallas, Texas 75234 <br /> which is by others. Rein b BCa for rnaananln.nnd rid Miss hurdling ad maim. Do not apply rods beyond weight of... until all premenConcentrate t bracts is in pima Concentrate ofomModin pad. lds pdra the design shall <br /> not be... to the hussy at ay y time. Tmss■ shall be handled with core prior to nation to avoid dente. Iambs mor.re melee shall be 19% or bas at be time offsbdeabm, unless mod tMvise(UN.O.). Creator phb tall be <br /> manufactured by Ugh Metal Pm (ESR- 10{2). Pales shall be applied on both (noes of truss a e will be . dimensions r ae dimsie listed width Sbts (holes) in piste shall ma mad b the pine length. net. stall beanbed co <br /> joint nitor pled in accadaa with the ernntunion of TPI. Daum amines Mara* achonte will be pprovided b resist uplift a supports. The sal m this rimming indiates <br /> 2, m cofproina amine.. responsibiliresponsibilresponsibility solely for <br /> be. es component design own. The suitability..ux.this component br try panialarbuiidng design is the responsibility of Le building designee, pa ANSVTPI 1-2002 Chapter 2. <br />