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Wood Beam <br />LIC# : KW-06014251, Build:20.23.05.25 GET STRUCTURAL ENGINEERING AND CONSULTING (c) ENERCALC INC 1983-2023 <br />DESCRIPTION:1 - H. <br />Project File: 1600 Mabury St. - Member Check.ec6 <br />Project Title: <br />Engineer: <br />Project 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 :Completely Unbraced <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 calculated and added to loading <br />Uniform Load : D = 0.010, Lr = 0.020 ksf, Tributary Width = 13.083 ft, (Roof) <br />Uniform Load : D = 0.0050, L = 0.010 ksf, Tributary Width = 9.917 ft, (Ceiling) <br />.DESIGN SUMMARY Design OK <br />Maximum Bending Stress Ratio 0.555: 1 <br />Load Combination +D+0.750Lr+0.750L <br />Span # where maximum occurs Span # 1 <br />Location of maximum on span 3.000 ft <br />80.96 psi= <br />= <br />1,447.55 psi <br />4x8Section used for this span <br />Span # where maximum occurs <br />Location of maximum on span <br />Span # 1= <br />Load Combination +D+0.750Lr+0.750L <br />= <br />= <br />= <br />225.00 psi== <br />Section used for this span 4x8 <br />Maximum Shear Stress Ratio 0.360 : 1 <br />0.000 ft= <br />= <br />804.04 psi <br />Maximum Deflection <br />0 <360 <br />956 <br />Ratio =0 <240 <br />Max Downward Transient Deflection 0.043 in 1668Ratio =>=360 <br />Max Upward Transient Deflection 0 in Ratio = <br />Max Downward Total Deflection 0.075 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 : Lr Only <br />n/a <br />Span: 1 : +D+0.750Lr+0.750L <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 />0.99Length = 6.0 ft 1 0.313 0.204 0.90 1.300 1.001.00 1.00 0.84 327.4 1,045.6 0.56 162.01.00 33.01.00 <br />0.99+D+L 1.300 1.001.00 1.00 0.0 0.00 0.01.00 0.01.00 <br />0.99Length = 6.0 ft 1 0.433 0.281 1.00 1.300 1.001.00 1.00 1.28 502.1 1,160.8 0.86 180.01.00 50.61.00 <br />0.99+D+Lr 1.300 1.001.00 1.00 0.0 0.00 0.01.00 0.01.00 <br />0.99Length = 6.0 ft 1 0.545 0.353 1.25 1.300 1.001.00 1.00 2.01 788.3 1,447.5 1.34 225.01.00 79.41.00 <br />0.99+D+0.750Lr+0.750L 1.300 1.001.00 1.00 0.0 0.00 0.01.00 0.01.00 <br />0.99Length = 6.0 ft 1 0.555 0.360 1.25 1.300 1.001.00 1.00 2.05 804.0 1,447.5 1.37 225.01.00 81.01.00 <br />0.99+D+0.750L 1.300 1.001.00 1.00 0.0 0.00 0.01.00 0.01.00 <br />0.99Length = 6.0 ft 1 0.344 0.223 1.15 1.300 1.001.00 1.00 1.17 458.4 1,333.0 0.78 207.01.00 46.21.00 <br />1606 N Mabury St <br />4/28/2025