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Wood Beam <br />LIC# : KW-06019339, Build:20.23.08.30 SPS Engineering (c) ENERCALC INC 1983-2023 <br />DESCRIPTION:BM2 <br />SPS Engineering <br />15445 Ventura Blvd #63 <br />Sherman Oaks Ca, 91403 <br />818 747 7269 <br />Project File: 15TH ST.ec6 <br />CODE REFERENCES <br />Calculations per NDS 2018, IBC 2021, ASCE 7-16 <br />Load Combination Set : ASCE 7-16 <br />Material Properties <br />Beam Bracing :Beam is Fully Braced against lateral-torsional buckling Repetitive Member Stress Increase <br />Allowable Stress Design <br />Douglas Fir-Larch <br />No.2 <br />900.0 <br />900.0 <br />1,350.0 <br />625.0 <br />1,600.0 <br />580.0 <br />180.0 <br />575.0 31.210 <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 />.Applied Loads Service loads entered. Load Factors will be applied for calculations. <br />Beam self weight NOT internally calculated and added <br />Loads on all spans... <br />Uniform Load on ALL spans : D = 0.1440, L = 0.360 k/ft <br />.DESIGN SUMMARY Design OK <br />Maximum Bending Stress Ratio 0.796: 1 <br />Load Combination +D+L <br />Span # where maximum occurs Span # 1 <br />Location of maximum on span 2.500 ft <br />80.27 psi= <br />= <br />1,345.50 psi <br />4x6Section used for this span <br />Span # where maximum occurs <br />Location of maximum on span <br />Span # 1= <br />Load Combination +D+L <br />= <br />= <br />= <br />180.00 psi== <br />Section used for this span 4x6 <br />Maximum Shear Stress Ratio 0.446 : 1 <br />0.000 ft= <br />= <br />1,071.07 psi <br />Maximum Deflection <br />0 <360 <br />653 <br />Ratio =0 <240 <br />Max Downward Transient Deflection 0.066 in 914Ratio =>=360 <br />Max Upward Transient Deflection 0 in Ratio = <br />Max Downward Total Deflection 0.092 in Ratio =>=240 <br />Max Upward Total Deflection 0 in <br />fb: Actual <br />F'b <br />fv: Actual <br />F'v <br />Span: 1 : L Only <br />n/a <br />Span: 1 : +D+L <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 = 5.0 ft 1 0.253 0.142 0.90 1.300 1.151.00 1.00 0.45 306.0 1,211.0 0.29 162.01.00 22.91.00 <br />1.00+D+L 1.300 1.151.00 1.00 0.0 0.00 0.01.00 0.01.00 <br />1.00Length = 5.0 ft 1 0.796 0.446 1.00 1.300 1.151.00 1.00 1.58 1,071.1 1,345.5 1.03 180.01.00 80.31.00 <br />1.00+D+0.750L 1.300 1.151.00 1.00 0.0 0.00 0.01.00 0.01.00 <br />1.00Length = 5.0 ft 1 0.523 0.293 1.25 1.300 1.151.00 1.00 1.29 879.8 1,681.9 0.85 225.01.00 65.91.00 <br />1.00+0.60D 1.300 1.151.00 1.00 0.0 0.00 0.01.00 0.01.00 <br />1.00Length = 5.0 ft 1 0.085 0.048 1.60 1.300 1.151.00 1.00 0.27 183.6 2,152.8 0.18 288.01.00 13.81.00 <br />. <br />1806 W 15th St & <br />Unit #25/1/2025