Laserfiche WebLink
Project Title: <br /> Engineer: Project ID: <br /> Project Descr: <br /> P:fated:2 JUN 2017,12,59PM <br /> Wood Beam File=CAUsersIBRUCEW-1t0neDrivewWB201-11EVEREr-11calc5.ec5 <br /> ENERCALC,INC.1983-2017,Build6.17.3.29,Ver 6.17.3.29 <br /> Lic.#:KW-0600670& Licensee:AWB ENGINEERING <br /> Description: Stair Header 100psf <br /> CODE REFERENCES <br /> Calculations per NDS 2012, IBC 2012,CBC 2013,ASCE 7-10 - - <br /> Load Combination Set: IBC 2015 <br /> Material Properties <br /> Analysis Method: Allowable Stress Design Fb-Tension 900.0 psi E:Modulus of Elasticity <br /> Load Combination IBC 2015 Fb-Compr 900.0 psi Ebend-xx 1,600.0 ksi <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 <br /> Beam Bracing : Beam is Fully Braced against lateral-torsional buckling 575.Opsl Density 31.20pcf <br /> 0(0.12)L(0.6) <br /> 'i * V s v <br /> xi <br /> 1 <br /> 1 <br /> 2x12 <br /> Span=4.0 ft <br /> Applied Loads Service loads entered.Load Factors will be applied for calculations. <br /> Uniform Load 0=0.120, L=0.60, Tributary Width=1.0 ft ^ -- - <br /> DESIGN SUMMARY Design oK <br /> Maximum Bending Stress Ratio = 0.607. 1 Maximum Shear Stress Ratio = 0.379 : 1 <br /> Section used for this span 2x12 Section used for this span 2x12 <br /> fb:Actual = 546.13psi fv:Actual = 68.20 psi <br /> FB:Allowable = 900.00 psi Fv:Allowable = 180.00 psi <br /> Load Combination +D+L+ff Load Combination +D+L+H <br /> Location of maximum on span = 2.000ft Location of maximum on span = 3.066 ft <br /> Span#where maximum occurs = Span#1 Span#where maximum occurs = Span#1 <br /> Maximum Deflection <br /> Max Downward Transient Deflection 0.012 in Ratio= 3932>=360 <br /> Max Upward Transient Deflection 0.000 in Ratio= 0<360 <br /> Max Downward Total Deflection 0.015 in Ratio= 3276>=180 <br /> Max Upward Total Deflection 0.000 in Ratio= 0<180 <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 Ci Cr C m C t CL M fb Pb V fv F'v <br /> 4D+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 <br /> Length=4.0 ft 1 0.112 0.070 0.90 1.000 1.00 1.00 1.00 1.00 1.00 0.24 91.02 810.00 0.13 11.37 162.00 <br /> +D+L+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 <br /> Length=4.0 ft 1 0.607 0.379 1.00 1.000 1.00 1.00 1.00 1.00 1.00 1.44 546.13 900.00 0.77 68.20 180.00 <br /> +D+Lr+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 <br /> Length=4.0 ft 1 0.081 0.051 1.25 1.000 1.00 1.00 1.00 1.00 1.00 0.24 91.02 1125.00 0.13 11.37 225.00 <br /> +0+S+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 <br /> Length=4.0 ft 1 0.088 0.055 1.15 1.000 1.00 1.00 1.00 1.00 1.00 0.24 91.02 1035.00 0.13 11.37 207.00 <br /> +D+0.750Lr+0.750L+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 <br /> Length=4.0 ft 1 0.384 0.240 1.25 1.000 1.00 1.00 1.00 1.00 1.00 1.14 432.36 1125.00 0.61 54.00 225.00 <br /> +0+0,750L+0.750S+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 <br /> Length=4.0 ft 1 0.418 0.261 1.15 1.000 1.00 1.00 1.00 1.00 1.00 1.14 432.36 1035.00 0.61 54.00 207.01 <br /> f <br />