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COMPANY PROJECT <br /> Design Build Services, Inc. King Fire Damage Repair <br /> Wo o d Wo r k s 28119 ,120th St st Everett <br /> Monroe,WA 98277 McKinley McKinll ey Hoo mes <br /> SOFIW,%RfFOR WOOL)DESIGN (360)793-9659 b19.wwb <br /> Apr.8,2011 14:24 <br /> Design Check Calculation Sheet <br /> Sizer 8.3 <br /> LOADS: <br /> Load Type Distribution Pat- Location [ft] Magnitude Unit <br /> tern Start End Start End <br /> 1 wll Dead Partial UDL No 0.00 16.00 260.0 260.0 plf <br /> 2_wll Roof live Partial UDL No 0.00 16.00 715.0 715.0 plf <br /> Loa d3 Dead Full UDL DIS 100.0 plf <br /> MAXIMUM REACTIONS (lbs) and BEARING LENGTHS (in) : <br /> 10• 4, g' 12' 161 <br /> Unfactored: <br /> Dead 577 1679 1364 1679 577 <br /> Other 1124 3269 2656 3269 1124 <br /> Factored: <br /> Total 1701 4947 4020 4947 1701 <br /> Bearing: <br /> Load Comb #2 42 #2 #2 #2 <br /> Length 0.50* 1.06 0.79 1.06 0.50* <br /> Cb 1.00 1.35 1.47 1.351 1 1.00 <br /> *Min.bearing length for beams is 1/2"for exterior supports <br /> Timber-soft, D.Fir-L, No. 1, 6x6" <br /> Self-weight of 7.19 plf included in loads; <br /> Lateral support:top=full,bottom=at supports; <br /> Analysis vs. Allowable Stress (psi) and Deflection (in) using NDS 2005: <br /> Criterion Analysis Value Design Value Analysis/Design <br /> Shear fv = 106 Fv' = 195 fv/Fv' = 0.54 <br /> Bending(+) fb = 578 Fb' = 1380 fb/Fb' = 0.42 <br /> Bending(-) fb = 803 Fb' = 1380 fb/Fb' = 0.58 <br /> Dead Defl'n 0.01 = <L/999 <br /> Live Defl'n 0.02 = <L/999 0.13 = L/360 0.12 <br /> Total Def1'n 0.03 = <L/999 0.20 = L/240 0.15 <br /> ADDITIONAL DATA: <br /> FACTORS: F/E CD CM Ct CL CF Cfu Cr Cfrt Ci Cn LC# <br /> Fv' 170 1.15 1.00 1.00 - - - - 1.00 1.00 1.00 2 <br /> Fb'+ 1200 1.15 1.00 1.00 1.000 1.000 1.00 1.00 1.00 1.00 - 2 <br /> Fb'- 1200 1.15 1.00 1.00 1.000 1.000 1.00 1.00 1.00 1.00 - 2 <br /> Fcp' 625 - 1.00 1.00 - - - - 1.00 1.00 - - <br /> E' 1.6 million 1.00 1.00 - - - - 1.00 1.00 - 2 <br /> Emin' 0.00 million 1.00 1.00 - - - - 1.00 1.00 - 2 <br /> Shear : LC #2 = D+L, V = 2628, V design = 2132 lbs <br /> Bending(+) : LC #2 = D+L, M = 1336 lbs-ft <br /> Bending(-) : LC #2 = D+L, M = 1855 lbs-ft <br /> Deflection: LC #2 = D+L (live) <br /> LC #2 = D+L (total) <br /> EI = 122e06 lb-int <br /> Total Deflection = 1.50(Dead Load Deflection) + Live Load Deflection. <br /> D=dead L=live S=snow W=wind I=impact Lr=roof live Lc=concentrated <br /> All LC's are listed in the Analysis output <br /> Load combinations: ASCE 7-05 <br /> DESIGN NOTES: <br /> 1.Please verify that the default deflection limits are appropriate for your application. <br /> 2.Continuous or Cantilevered Beams:NDS Clause 4.2.5.5 requires that normal grading provisions be extended to the middle 2/3 of 2 span beams <br /> and to the full length of cantilevers and other spans. <br /> 3.Sawn lumber bending members shall be laterally supported according to the provisions of NDS Clause 4.4.1. <br />