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Wood Beam <br />LIC# : KW-06011877, Build:20.25.07.09 Mike Santos (c) ENERCALC, LLC 1982-2025 <br />DESCRIPTION:4x12 BEAM <br />Project File: 2121 lewis.ec6 <br />Project Title: <br />Engineer: <br />Project ID: <br />Project Descr: <br />Referenced Design Standard(s) : NDS 2018 <br />Load Combination Set : ASCE 7-16 <br />Code References <br />Governing Code : IBC 2018, CBC 2019 <br />Material Properties <br />Beam Bracing :Beam is Fully Braced against lateral-torsional buckling <br />Allowable Stress Design <br />Douglas Fir-Larch (North) <br />No. 1/No. 2 <br />850.0 <br />850.0 <br />1,400.0 <br />625.0 <br />1,600.0 <br />580.0 <br />180.0 <br />500.0 30.590 <br />Analysis Method : <br />Eminbend - xx ksi <br />Wood Species : <br />Wood Grade : <br />Fb + <br />psi <br />psi <br />Fv psi <br />Fb - <br />Ft psi <br />Fc - Prll psi <br />psiFc - Perp <br />E : Modulus of Elasticity <br />Ebend- xx ksi <br />Density pcf <br />Load Combination :ASCE 7-16 <br />4x12 <br />Span = 11.50 ft <br />1 2 <br />D(0.08) Lr(0.1) <br />.Applied Loads Service loads entered. Load Factors will be applied for calculations. <br />Beam self weight NOT internally calculated and added <br />Uniform Load : D = 0.0160, Lr = 0.020 ksf, Tributary Width = 5.0 ft <br />.DESIGN SUMMARY Design OK <br />Maximum Bending Stress Ratio 0.414: 1 <br />Load Combination <br />+D+Lr <br />Span # where maximum occurs Span # 1 <br />Location of maximum on span 5.750 ft <br />33.10 psi= <br />= <br />1,168.75 psi <br />4x12Section used for this span <br />Span # where maximum occurs <br />Location of maximum on span <br />Span # 1= <br />Load Combination <br />+D+Lr <br />= <br />= <br />= <br />225.00 psi== <br />Section used for this span 4x12 <br />Maximum Shear Stress Ratio 0.147 : 1 <br />0.000 ft= <br />= <br />483.66 psi <br />Maximum Deflection <br />2316 <br /><360 <br />1286 <br />Ratio =0 <180 <br />Max Downward Transient Deflection 0.060 in <br />0 <br />Ratio =>=360 <br />Max Upward Transient Deflection 0 in Ratio = <br />Max Downward Total Deflection 0.107 in Ratio =>=180 <br />Max Upward Total Deflection 0 in <br />fb: Actual <br />F'b <br />fv: Actual <br />F'v <br />Span: 1 : Lr Only <br />n/a <br />Span: 1 : +D+Lr <br />n/a <br />.Maximum Forces & Stresses for Load Combinations <br />Span # <br />Moment ValuesLoad Combination <br />C iCLx CCCMCF rt <br />Shear ValuesMax Stress Ratios <br />M CDV fbM fvF'b V F'vSegment Length Cfu <br />D Only 0.0 0.00 0.00.0 <br />1.00Length = 11.50 ft 1 0.255 0.091 0.90 1.100 1.001.00 1.00 1.32 215.0 841.5 0.39 162.01.00 14.71.00 <br />1.00+D+Lr 1.100 1.001.00 1.00 0.0 0.00 0.01.00 0.01.00 <br />1.00Length = 11.50 ft 1 0.414 0.147 1.25 1.100 1.001.00 1.00 2.98 483.7 1,168.8 0.87 225.01.00 33.11.00 <br />1.00+D+0.750Lr 1.100 1.001.00 1.00 0.0 0.00 0.01.00 0.01.00 <br />1.00Length = 11.50 ft 1 0.356 0.127 1.25 1.100 1.001.00 1.00 2.56 416.5 1,168.8 0.75 225.01.00 28.51.00 <br />1.00+0.60D 1.100 1.001.00 1.00 0.0 0.00 0.01.00 0.01.00 <br />1.00Length = 11.50 ft 1 0.086 0.031 1.60 1.100 1.001.00 1.00 0.79 129.0 1,496.0 0.23 288.01.00 8.81.00 <br />.