Laserfiche WebLink
• <br /> "� • • <br /> r 'and then using the"Printing& <br /> f- ,y :4 F L�K ; AWB Engineering,Inc. <br /> = t `.'' `206.650.6196 <br /> Wood Beam File=c:\Users\Wade\DesklopAW8201-22TOMMY'-11Calcs1calcs.ec6 <br /> ENERCALC,INC.19133-2013,Build:6.13.1.31,Ver.6.13.1.31 <br /> Lic.#:KW-06006706 Licensee:AWB ENGINEERING <br /> Description: Header New Addtion at new opening <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 2006IBC&ASCE7-05 Fb-Compr 900.0 psi Ebend-xx I,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(0.125) L(0.312) <br /> i v V V V <br /> j <br /> 4x8 <br /> Span =5.0 ft <br /> Applied Loads Service loads entered.Load Factors will be applied for calculations. <br /> Uniform Load: D=0.1250, L=0.3120, Tributary Width=1.0 ft <br /> DESIGN SUMMARY Design OK <br /> Maximum Bending Stress Ratio = 0.457: 1 Maximum Shear Stress Ratio = 0.272: 1 <br /> Section used for this span 4x8 Section used for this span 4x8 <br /> fb:Actual = 534.47 psi fv:Actual = 49.03 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 = 2.500ft Location of maximum on span = 0.000 ft <br /> Span#where maximum occurs = Span#1 Span#where maximum occurs = Span#1 <br /> Maximum Deflection <br /> Max Downward L+Lr+S Deflection 0.025 in Ratio= 2417 <br /> Max Upward L+Lr+S Deflection 0.000 in Ratio= 0<360 <br /> Max Downward Total Deflection 0.035 in Ratio= 1726 <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=5.0 ft 1 0.131 0.078 1.00 1.30 1.00 1.00 1.00 1.00 1.00 0.39 152.88 1170.00 0.24 14.02 180.00 <br /> •+0+L+H 1.30 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 <br /> Length=5.0 ft 1 0.457 0.272 1.00 1.30 1.00 1.00 1.00 1.00 1.00 1.37 534.47 1170.00 0.83 49.03 180.00 <br /> +D+Lr+H 1.30 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 <br /> Length=5.0 ft 1 0.131 0.078 1.00 1.30 1.00 1.00 1.00 1.00 1.00 0.39 152.88 1170.00 0.24 14.02 180.00 <br /> +D+S4I 1.30 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 <br /> Length=5.0 ft 1 0.131 0.078 1.00 1.30 1.00 1.00 1.00 1.00 1.00 0.39 152.88 1170.00 0.24 14.02 180.00 <br /> +D+0.750Lr+0.750L+1-1 1.30 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 <br /> Length=5.0 ft 1 0.375 0.224 1.00 1.30 1.00 1.00 1.00 1.00 1.00 1.12 439.07 1170.00 0.68 40.27 180.00 <br /> +0+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=5.0 ft 1 0.375 0.224 1.00 1.30 1.00 1.00 1.00 1.00 1.00 1.12 439.07 1170.00 0.68 40.27 180.00 <br />