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Wood Beam <br />LIC# : KW-06014654, Build:20.23.10.31 Elevated Design & Consulting (c) ENERCALC INC 1983-2023 <br />DESCRIPTION:RB-3 <br />Project File: 2517 W Huckleberry Rd.ec6 <br />Project Title:2517 W Huckleberry Rd #2 <br />Engineer:CD <br />Project ID: <br />Project Descr:Detached ADU <br />CODE REFERENCES <br />Calculations per NDS 2018, IBC 2021, ASCE 7-16 <br />Load Combination Set : IBC 2021 <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 :IBC 2021 <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 = 0.0080, L = 0.010 ksf, Tributary Width = 1.330 ft, (CEILING) <br />.DESIGN SUMMARY Design OK <br />Maximum Bending Stress Ratio 0.307: 1 <br />Load Combination +D+L <br />Span # where maximum occurs Span # 1 <br />Location of maximum on span 4.500 ft <br />19.05 psi= <br />= <br />1,345.50 psi <br />2x6Section 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 2x6 <br />Maximum Shear Stress Ratio 0.106 : 1 <br />8.573 ft= <br />= <br />413.35 psi <br />Maximum Deflection <br />0 <360 <br />940 <br />Ratio =0 <180 <br />Max Downward Transient Deflection 0.059 in 1819Ratio =>=360 <br />Max Upward Transient Deflection 0 in Ratio = <br />Max Downward Total Deflection 0.115 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 : 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 = 9.0 ft 1 0.165 0.057 0.90 1.300 1.151.00 1.00 0.13 199.7 1,211.0 0.05 162.01.00 9.21.00 <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 = 9.0 ft 1 0.307 0.106 1.00 1.300 1.151.00 1.00 0.26 413.4 1,345.5 0.10 180.01.00 19.11.00 <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 = 9.0 ft 1 0.214 0.074 1.25 1.300 1.151.00 1.00 0.23 359.9 1,681.9 0.09 225.01.00 16.61.00 <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 = 9.0 ft 1 0.056 0.019 1.60 1.300 1.151.00 1.00 0.08 119.8 2,152.8 0.03 288.01.00 5.51.00 <br />. <br />Page 13