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Wood Beam <br />LIC# : KW-06011781, Build:20.24.08.01 Standley Structural Design (c) ENERCALC INC 1983-2023 <br />DESCRIPTION:HDR #1 <br />Project File: 2017 Greenleaf St.ec6 <br />Project Title: <br />Engineer: <br />Pro ect ID: <br />Project Descr: <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 <br />llowable Stress Design <br />Douglas Fir-Larch <br />No.2 <br />900 <br />900 <br />1350 <br />625 <br />1600 <br />580 <br />180 <br />575 31.21 <br />nalysis 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 SCE 7-16 <br />Applied Loads Service loads entered. Load Factors will be applied for calculations. <br />Beam self weight calculated and added to loading <br />Uniform Load : D = 0.0150, Lr = 0.020 ksf, Tributary Width = 6.830 ft, (Roof) <br />DESIGN SUMMARY Design OK <br />Maximum Bending Stress Ratio 0.524: 1 <br />Load Combination +D+L <br />Span # where maximum occurs Span # 1 <br />Location of maximum on span 4.000ft <br />49.38 psi= <br />= <br />1,462.50psi <br />4x8Section 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 />225.00 psi== <br />Section used for this span 4x8 <br />Maximum Shear Stress Ratio 0.219 : 1 <br />7.416 ft= <br />= <br />765.68psi <br />Maximum Deflection <br />1348 <br /><360 <br />753 <br />Ratio =0 <180 <br />Max Downward Transient Deflection 0.071 in <br />0 <br />Ratio = >=360 <br />Max Upward Transient Deflection 0 in Ratio = <br />Max Downward Total Deflection 0.127 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 = 8.0 ft 1 0.321 0.135 0.90 1.300 1.001.00 1.00 0.86 338.0 1,053.0 0.37 162.01.00 21.81.00 <br />1.00+D+Lr 1.300 1.001.00 1.00 0.0 0.00 0.01.00 0.01.00 <br />1.00Length = 8.0 ft 1 0.524 0.219 1.25 1.300 1.001.00 1.00 1.96 765.7 1,462.5 0.84 225.01.00 49.41.00 <br />1.00+D+0.750Lr 1.300 1.001.00 1.00 0.0 0.00 0.01.00 0.01.00 <br />1.00Length = 8.0 ft 1 0.450 0.189 1.25 1.300 1.001.00 1.00 1.68 658.8 1,462.5 0.72 225.01.00 42.51.00 <br />1.00+0.60D 1.300 1.001.00 1.00 0.0 0.00 0.01.00 0.01.00 <br />1.00Length = 8.0 ft 1 0.108 0.045 1.60 1.300 1.001.00 1.00 0.52 202.8 1,872.0 0.22 288.01.00 13.11.00