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H r • 0 <br /> .-'; and then using the"Printing& <br /> `i•" AWB Engineering,Inc. <br /> 206.650.6196 <br /> Wood Beam File=c:\UserslWadelDesktoplAWB201-21TOMMY'-1\Calcslcalcs.ec6 <br /> ENERCALC,INC.1983-2013,Build:6.13.1.31,Ver.6.13.1.31 <br /> Lk.#:KW-06006706 Licensee:AWB ENGINEERING <br /> Description: Deck Beam <br /> CODE REFERENCES <br /> Calculations per NDS 2005, IBC 2006, CBC 2007,ASCE 7-05 <br /> Load Combination Set : 20061BC&ASCE7-05 <br /> Material Properties <br /> Analysis Method: Allowable Stress Design Fb-Tension 2,400.0 psi E:Modulus of Elasticity <br /> Load Combination 20061BC&ASCE7-05 Fb-Compr 1,850.0 psi Ebend-xx 1,800.0 ksi <br /> Fc-Prll 1,650.0 psi Eminbend-xx 930.0 ksi <br /> Wood Species : DF/DF Fc-Perp 650.0 psi Ebend-yy 1,600.0 ksi <br /> Wood Grade :24F-V4 Fv 265.0 psi Eminbend-yy 830.0 ksi <br /> Ft 1,100.0 psi Density 32.21 o pcf <br /> Beam Bracing : Beam is Fully Braced against lateral-torsion buckling <br /> D(0.O3) L(0.12) <br /> • • • • + <br /> g 5.5x13.5 <br /> Span = 27.0 ft <br /> Applied Loads Service loads entered.Load Factors will be applied for calculations. <br /> Uniform Load: D=0.030, L=0.120, Tributary Width=1.0 ft <br /> DESIGN SUMMARY Design OK <br /> Maximum Bending Stress Ratio = 0.427: 1 Maximum Shear Stress Ratio = 0.142 : 1 <br /> Section used for this span 5.5x13.5 Section used for this span 5.5x13.5 <br /> fb:Actual = 981.82psi fv:Actual = 37.62 psi <br /> FB:Allowable = 2,296.75 psi Fv:Allowable = 265.00 psi <br /> Load Combination +D+L+H Load Combination +D+L+H <br /> Location of maximum on span = 13.500ft 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 0.748 in Ratio= 432 <br /> Max Upward L+Lr+S Deflection 0.000 in Ratio= 0<360 <br /> Max Downward Total Deflection 0.936 in Ratio= 346 <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 F'v <br /> D Only 0.00 0.00 0.00 0.00 <br /> Length=26.901 ft 1 0.085 0.028 1.00 0.96 1.00 1.00 1.00 1.00 1.00 2.73 196.36 2296.75 0.37 7.52 265.00 <br /> Length=0.09854 ft 1 0.001 0.028 1.00 0.96 1.00 1.00 1.00 1.00 1.00 0.04 2.86 2296.75 0.37 7.52 265.00 <br /> +D+L+H 0.96 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 <br /> Length=26.901 ft 1 0.427 0.142 1.00 0.96 1.00 1.00 1.00 1.00 1.00 13.67 981.82 2296.75 1.86 37.62 265.00 <br /> Length=0.09854 ft 1 0.006 0.142 1.00 0.96 1.00 1.00 1.00 1.00 1.00 0.20 14.28 2296.75 1.86 37.62 265.00 <br /> +D+Lr44 0.96 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 <br /> Length=26.901 ft 1 0.085 0.028 1.00 0.96 1.00 1.00 1.00 1.00 1.00 2.73 196.36 2296.75 0.37 7.52 265.00 <br /> Length=0.09854 ft 1 0.001 0.028 1.00 0.96 1.00 1.00 1.00 1.00 1.00 0.04 2.86 2296.75 0.37 7.52 265.00 <br /> +D+S+H 0.96 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 <br /> Length=26.901 ft 1 0.085 0.028 1.00 0.96 1.00 1.00 1.00 1.00 1.00 2.73 196.36 2296.75 0.37 7.52 265.00 <br /> Length=0.09854 ft 1 0.001 0.028 1.00 0.96 1.00 1.00 1.00 1.00 1.00 0.04 2.86 2296.75 0.37 7.52 265.00 <br />