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COMPANY PROJECT <br /> Design Build Services, Inc. King Fire Damage Repair <br /> WoodWorks 28119 ,120th St st , Everett <br /> Monroe,WA 98277 McKinley McKinll ey Hoo mes <br /> SOFIWARE FOR wooD Dff/ex (360)793-9659 b14.wwb <br /> Apr.8,2011 15:23 <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_w8 Dead Partial UDL 0.00 9.00 159.3 159.3 plf <br /> 2 w8 Roof live Partial UDL 0.00 9.00 385.0 385.0 plf <br /> 3_j7 Dead Full UDL 30.1 plf <br /> 4 j7 Live Full UDL 112.9 plf <br /> Load5 Dead Full UDL 1 80.0 1plf <br /> MAXIMUM REACTIONS (Ibs) and BEARING LENGTHS (in) : <br /> 10' 9( <br /> Unfactored: <br /> Dead 1268 1268 <br /> Other 2241 2241 <br /> Factored: <br /> Total 3509 3509 <br /> Bearing: <br /> Load Comb #2 #2 <br /> Length 1.02 1.02 <br /> Cb 1.00 1.00 <br /> Timber-soft, D.Fir-L, No. 1, 6x10" <br /> Self-weight of 12.41 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 = 83 Fv' = 195 fv/Fv' = 0.42 <br /> Bending(+) fb = 1145 Fb' = 1552 fb/Fb' = 0.74 <br /> Dead Defl'n 0.07 = <L/999 <br /> Live Defl'n 0.12 = L/923 0.30 = L/360 0.39 <br /> Total Defl'n 0.22 = L/499 0.45 = L/240 0.48 <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'+ 1350 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 = 3509, V design = 2892 lbs <br /> Bending(+) : LC #2 = D+L, M = 7895 lbs-ft <br /> Deflection: LC #2 = D+L (live) <br /> LC #2 = D+L (total) <br /> EI = 629e06 lb-in2 <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. Sawn lumber bending members shall be laterally supported according to the provisions of NDS Clause 4.4.1. <br />