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• <br /> 0 S <br /> = ii(t i !JJR <br /> it:-.: .,- <br /> 3t ,r �4,. : and then using the"Punting& <br /> Veres .4:-,;;;A:ti.4Ue i , AWB Engineering,Inc. <br /> 206.650.6196 <br /> File=c:ulserslwadetDesklop\AWB201-21TOMMY'-11Calcstalcs.ec6 <br /> Wood Beam ENERCALC,INC.1983-2013,Build:6.13.1.31,Ver.6.13.1.31 <br /> Lic.#:KW-06006706 Licensee:AWB ENGINEERING <br /> Description: Header Storage <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 20061 BC&ASCE7-05 Fb-Compr 900.0 psi Ebend-xx 1,600.0ksi <br /> Fc-PrIl 1,350.0 psi Eminbend-xx 580.0ksi <br /> Wood Species : Douglas Fir-Larch Fc-Perp 625.0 psi <br /> Wood Grade :No.2 Fv 180.0 psi <br /> Ft 575.0 psi Density 32.210pcf <br /> Beam Bracing : Beam is Fully Braced against lateral-torsion buckling <br /> D(0.05) S(0.125) <br /> i i 'V ♦ V <br /> 1 <br /> 6x12 <br /> Span = 16.Oft <br /> Applied Loads Service loads entered.Load Factors will be applied for calculations. <br /> Uniform Load: D-0.050, S=0.1250, Tributary Width=1.0 ft <br /> DESIGN SUMMARY Design OK <br /> Maximum Bending Stress Ratio = 0.919 1 Maximum Shear Stress Ratio = 0.262 : 1 <br /> Section used for this span 4x12 Section used for this span 4x12 <br /> fb:Actual = 910.22psi fv:Actual = 47.10 psi <br /> FB:Allowable = 990.00psi Fv:Allowable = 180.00 psi <br /> Load Combination +D+S+H Load Combination +D+S+H <br /> Location of maximum on span = 8.000ft Location of maximum on span = 15.066 ft <br /> Span#where maximum occurs = Span#1 Span#where maximum occurs = Span#1 <br /> Maximum Deflection <br /> Max Downward L+Lr+S Deflection 0.279 in Ratio= 688 <br /> Max Upward L+Lr+S Deflection 0.000 in Ratio= 0<360 <br /> Max Downward Total Deflection 0.391 in Ratio= 491 <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=16.0 ft 1 0.263 0.075 1.00 1.10 1.00 1.00 1.00 1.00 1.00 1.60 260.06 990.00 0.35 13.46 180.00 <br /> +D+L+H 1.10 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 <br /> Length=16.0 ft 1 0.263 0.075 1.00 1.10 1.00 1.00 1.00 1.00 1.00 1.60 260.06 990.00 0.35 13.46 180.00 <br /> +D+Lr+H 1.10 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 <br /> Length=16.0 ft 1 0.263 0.075 1.00 1.10 1.00 1.00 1.00 1.00 1.00 1.60 260.06 990.00 0.35 13.46 180.00 <br /> +0+S+H 1.10 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 <br /> Length=16.0 ft 1 0.919 0.262 1.00 1.10 1.00 1.00 1.00 1.00 1.00 5.60 910.22 990.00 1.24 47.10 180.00 <br /> +0+0.750Lr+0.750L+H 1.10 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 <br /> Length=16.0 ft 1 0.263 0.075 1.00 1.10 1.00 1.00 1.00 1.00 1.00 1.60 260.06 990.00 0.35 13.46 180.00 <br /> +0+0.750L+0.750S+1-1 1.10 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 <br /> Length r 16.0 ft 1 0.755 0.215 1.00 1.10 1.00 1.00 1.00 1.00 1.00 4.60 747.68 990.00 1.02 38.69 180.00 <br />