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1 r 0 • <br /> ^'t.*i f i� r�v s i e r ��j.. <br /> r . yr <br /> f .+ -ts �; ''*; ,A, and then using the"Printing& <br /> 1 <br /> r�� Y e. �:_AWB Engineering,Inc. <br /> 206.650.6196 <br /> WOOd BeamFile=c aUseralWade1Deskrop1AW8201-2lTOMMYL11Calcs1calcs.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: Deck Beam <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 850.0 psi E:Modulus of Elasticity <br /> Load Combination 2006IBC&ASCE7-05 Fb-Compr 850.0 psi Ebend-xx 1,300.0ksi <br /> Fc-Prll 1,300.0 psi Eminbend-xx 470.0 ksi <br /> Wood Species : Hem Fir Fc-Perp 405.0 psi <br /> Wood Grade :No.2 Fv 150.0 psi <br /> Ft 525.0 psi Density 27.70pcf <br /> Beam Bracing : Beam is Fully Braced against lateral-torsion buckling <br /> D(0.03) L(0.12) <br /> i V i i i <br /> 1 -- <br /> 4x8 <br /> Span=7.0 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 = 0.407: 1 Maximum Shear Stress Ratio = 0.215 : 1 <br /> Section used for this span 4x8 Section used for this span 4x8 <br /> fb:Actual = 359.57psi fv:Actual = 25.82 psi <br /> FB:Allowable = 884.00 psi Fv:Allowable = 120.00 psi <br /> Load Combination +D+L+H Load Combination +D+L+H <br /> Location of maximum on span = 3.500ft Location of maximum on span = 6.412ft <br /> Span#where maximum occurs = Span#1 Span#where maximum occurs = Span#1 <br /> Maximum Deflection <br /> Max Downward L+Lr+S Deflection 0.048 in Ratio= 1768 <br /> Max Upward L+Lr+S Deflection 0.000 in Ratio= 0<360 <br /> Max Downward Total Deflection 0.059 in Ratio= 1414 <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 fb F'b V fv F'v <br /> D Only 0.00 0.00 0.00 0.00 <br /> Length=7.0 ft 1 0.081 0.043 1.00 1.30 0.80 1.00 1.00 1.00 1.00 0.18 71.91 884.00 0.09 5.16 120.00 <br /> +D+L+t1 1.30 0.80 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 <br /> Length=7.0 ft 1 0.407 0.215 1.00 1.30 0.80 1.00 1.00 1.00 1.00 0.92 359.57 884.00 0.44 25.82 120.00 <br /> +D+Lr+H 1.30 0.80 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 <br /> Length=7.0 ft 1 0.081 0.043 1.00 1.30 0.80 1.00 1.00 1.00 1.00 0.18 71.91 884.00 0.09 5.16 120.00 <br /> +D+S+H 1.30 0.80 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 <br /> Length=7.0 ft 1 0.081 0.043 1.00 1.30 0.80 1.00 1.00 1.00 1.00 0.18 71.91 884.00 0.09 5.16 120.00 <br /> +D+0.750Lr+0.750L+H 1.30 0.80 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 <br /> Length=7.0 ft 1 0.325 0.172 1.00 1.30 0.80 1.00 1.00 1.00 1.00 0.74 287.66 884.00 0.35 20.66 120.00 <br /> +D+0.750L+0.750S+H 1.30 0.80 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 <br /> Length=7,0 ft 1 0.325 0.172 1.00 1.30 0.80 1.00 1.00 1.00 1.00 0.74 287.66 884.00 0.35 20.66 120.00 <br />