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Wood Beam <br />LIC# : KW-06019339, Build:20.24.10.30 SPS Engineering (c) ENERCALC, LLC 1982-2024 <br />DESCRIPTION:HDR1-6 <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, SDPWS 2021 <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 = 0.120, L = 0.120 k/ft <br />.DESIGN SUMMARY Design OK <br />Maximum Bending Stress Ratio 0.546: 1 <br />Load Combination <br />+D+L <br />Span # where maximum occurs Span # 1 <br />Location of maximum on span 3.000 ft <br />47.91 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 <br />+D+L <br />= <br />= <br />= <br />180.00 psi== <br />Section used for this span 4x6 <br />Maximum Shear Stress Ratio 0.266 : 1 <br />0.000 ft= <br />= <br />734.45 psi <br />Maximum Deflection <br />1588 <br /><360 <br />794 <br />Ratio =0 <240 <br />Max Downward Transient Deflection 0.045 in <br />0 <br />Ratio =>=360 <br />Max Upward Transient Deflection 0 in Ratio = <br />Max Downward Total Deflection 0.091 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 = 6.0 ft 1 0.303 0.148 0.90 1.300 1.151.00 1.00 0.54 367.2 1,211.0 0.31 162.01.00 24.01.00 <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 = 6.0 ft 1 0.546 0.266 1.00 1.300 1.151.00 1.00 1.08 734.5 1,345.5 0.61 180.01.00 47.91.00 <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 = 6.0 ft 1 0.382 0.186 1.25 1.300 1.151.00 1.00 0.95 642.6 1,681.9 0.54 225.01.00 41.91.00 <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 = 6.0 ft 1 0.102 0.050 1.60 1.300 1.151.00 1.00 0.32 220.3 2,152.8 0.18 288.01.00 14.41.00 <br />. <br />1806 W 15th St & <br />Unit #25/1/2025