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III • <br /> E' <br /> >'� i?; - and then using the"Printing& <br /> ` AWB Engineering,Inc. <br /> - - 206.650.6196 <br /> Wood Beam File=c:lUsers1Wadellesklop1AWB201-21TOMMv'-11Calslcalcs.ec6 <br /> ENERCALC,INC.1983.2013,Build:6.13.1.31,Ver:6.13.1.31 <br /> Lic.#:KW-06006706 Licensee:AWB ENGINEERING <br /> Description: Header New Addtion Worst Case <br /> CODE REFERENCES <br /> Calculations per NDS 2005, IBC 2006,CBC 2007,ASCE 7-05 <br /> Load Combination Set:2006IBC&ASCE7-05 <br /> Material Properties <br /> Analysis Method: Allowable Stress Design Fb-Tension 900.0 psi E:Modulus of Elasticity <br /> Load Combination 2006lBC&ASCE7-05 Fb-Compr 900.0 psi Ebend-xx I,600.0ksi <br /> Fc-Pril 1,350.0 psi Eminbend-xx 580.0 ksi <br /> Wood Species : Douglas Fir-Larch Fc-Perp 625.0 psi <br /> Wood Grade :No.2 Fv 180.0 psi <br /> Ft 575.0psi Density 32.210pcf <br /> Beam Bracing : Beam is Fully Braced against lateral-torsion buckling <br /> D(0.06)L(0.32) <br /> + + r <br /> 4x8 <br /> Span =6.0 ft <br /> Applied Loads Service loads entered.Load Factors will be applied for calculations. <br /> Uniform Load: D=0.060, L=0.320, Tributary Width=1.0 ft <br /> DESIGN SUMMARY Design OK <br /> Maximum Bending Stress Ratio = 0.572 1 Maximum Shear Stress Ratio = 0.301 : 1 <br /> Section used for this span 4x8 Section used for this span 4x8 <br /> fb:Actual = 669.24psi fv:Actual = 54.11 psi <br /> FB:Allowable = 1,170.00psi Fv:Allowable = 180.00 psi <br /> Load Combination +D+L+H Load Combination +D+L+H <br /> Location of maximum on span = 3.000ft Location of maximum on span = 0.000ft <br /> Span#where maximum occurs = Span#1 Span#where maximum occurs = Span#1 <br /> Maximum Deflection <br /> Max Downward L+Lr+S Deflection 0.053 in Ratio= 1364 <br /> Max Upward L+Lr+S Deflection 0.000 in Ratio= 0<360 <br /> Max Downward Total Deflection 0.063 in Ratio= 1148 <br /> Max Upward Total Deflection 0.000 in Ratio= 0<240 <br /> Maximum Forces&Stresses for Load Combinations <br /> Load Combination Max Stress Ratios Moment Values Shear Values <br /> Segment Length Span# M V Cd C FN C i Cr Cm C t CL M lb F'b V fv Pv <br /> D Only 0.00 0.00 0.00 0.00 <br /> Length=6.0 ft 1 0.090 0.047 1.00 1.30 1.00 1.00 1.00 1.00 1.00 0.27 105.67 1170.00 0.14 8.54 180.00 <br /> +D+L+H 1.30 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 <br /> Length=6.0 ft 1 0.572 0.301 1.00 1.30 1.00 1.00 1.00 1.00 1.00 1.71 669.24 1170.00 0.92 54.11 180.00 <br /> +0+Lr+H 1.30 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 <br /> Length=6.0 ft 1 0.090 0.047 1.00 1.30 1.00 1.00 1.00 1.00 1.00 0.27 105.67 1170.00 0.14 8.54 180.00 <br /> +13+S+H 1.30 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 <br /> Length=6.0 ft 1 0.090 0.047 1.00 1.30 1.00 1.00 1.00 1.00 1.00 0.27 105.67 1170.00 0.14 8.54 180.00 <br /> +0+0.750Lr+0.750L4l 1.30 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 <br /> Length=6.0 ft 1 0.452 0.237 1.00 1.30 1.00 1,00 1.00 1.00 1.00 1.35 528.35 1170.00 0.72 42.72 180.00 <br /> +D+0.750L+0.750S+H 1.30 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 <br /> Length=6.0 ft 1 0.452 0.237 1.00 1.30 1.00 1.00 1.00 1.00 1.00 1.35 528.35 1170.00 0.72 42.72 180.00 <br />