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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-2 <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 0.740: 1 <br />Load Combination +D+L <br />Span # where maximum occurs Span # 1 <br />Location of maximum on span 8.750 ft <br />29.65 psi= <br />= <br />1,242.00 psi <br />2x8Section 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 2x8 <br />Maximum Shear Stress Ratio 0.165 : 1 <br />0.000 ft= <br />= <br />919.30 psi <br />Maximum Deflection <br />0 <360 <br />286 <br />Ratio =0 <180 <br />Max Downward Transient Deflection 0.370 in 566Ratio =>=360 <br />Max Upward Transient Deflection 0 in Ratio = <br />Max Downward Total Deflection 0.732 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 = 17.50 ft 1 0.406 0.090 0.90 1.200 1.151.00 1.00 0.50 454.4 1,117.8 0.11 162.01.00 14.71.00 <br />1.00+D+L 1.200 1.151.00 1.00 0.0 0.00 0.01.00 0.01.00 <br />1.00Length = 17.50 ft 1 0.740 0.165 1.00 1.200 1.151.00 1.00 1.01 919.3 1,242.0 0.21 180.01.00 29.71.00 <br />1.00+D+0.750L 1.200 1.151.00 1.00 0.0 0.00 0.01.00 0.01.00 <br />1.00Length = 17.50 ft 1 0.517 0.115 1.25 1.200 1.151.00 1.00 0.88 803.1 1,552.5 0.19 225.01.00 25.91.00 <br />1.00+0.60D 1.200 1.151.00 1.00 0.0 0.00 0.01.00 0.01.00 <br />1.00Length = 17.50 ft 1 0.137 0.031 1.60 1.200 1.151.00 1.00 0.30 272.6 1,987.2 0.06 288.01.00 8.81.00 <br />. <br />Page 11