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Wood Beam <br />LIC# : KW-06011877, Build:20.24.04.09 Mike Santos (c) ENERCALC INC 1983-2023 <br />DESCRIPTION:2 - 2x12 hip#2 <br />Project File: lewis_011877.EC6 <br />Project Title: <br />Engineer: <br />Project ID: <br />Project Descr: <br />CODE REFERENCES <br />Calculations per NDS 2018, IBC 2018, CBC 2019, ASCE 7-16 <br />Load Combination Set : IBC 2021 <br />Material Properties <br />Beam Bracing :Beam is Fully Braced against lateral-torsional buckling <br />Allowable Stress Design <br />Douglas Fir-Larch (North) <br />No. 1/No. 2 <br />850.0 <br />850.0 <br />1,400.0 <br />625.0 <br />1,600.0 <br />580.0 <br />180.0 <br />500.0 30.590 <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 NOT internally calculated and added <br />Uniform Load : D = 0.0160, Lr = 0.020 ksf, Tributary Width = 5.0 ft <br />.DESIGN SUMMARY Design OK <br />Maximum Bending Stress Ratio 0.679: 1 <br />Load Combination +D+Lr <br />Span # where maximum occurs Span # 1 <br />Location of maximum on span 6.500 ft <br />44.79 psi= <br />= <br />1,062.50 psi <br />2-2x12Section used for this span <br />Span # where maximum occurs <br />Location of maximum on span <br />Span # 1= <br />Load Combination +D+Lr <br />= <br />= <br />= <br />225.00 psi== <br />Section used for this span 2-2x12 <br />Maximum Shear Stress Ratio 0.199 : 1 <br />12.099 ft= <br />= <br />721.07 psi <br />Maximum Deflection <br />0 <br /><360 <br />763 <br />Ratio =0 <180 <br />Max Downward Transient Deflection 0.113 in <br />1374 <br />Ratio =>=360 <br />Max Upward Transient Deflection 0 in Ratio = <br />Max Downward Total Deflection 0.204 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 = 13.0 ft 1 0.419 0.123 0.90 1.000 1.001.00 1.00 1.69 320.5 765.0 0.45 162.01.00 19.91.00 <br />1.00+D+Lr 1.000 1.001.00 1.00 0.0 0.00 0.01.00 0.01.00 <br />1.00Length = 13.0 ft 1 0.679 0.199 1.25 1.000 1.001.00 1.00 3.80 721.1 1,062.5 1.01 225.01.00 44.81.00 <br />1.00+D+0.750Lr 1.000 1.001.00 1.00 0.0 0.00 0.01.00 0.01.00 <br />1.00Length = 13.0 ft 1 0.584 0.171 1.25 1.000 1.001.00 1.00 3.27 620.9 1,062.5 0.87 225.01.00 38.61.00 <br />1.00+0.60D 1.000 1.001.00 1.00 0.0 0.00 0.01.00 0.01.00 <br />1.00Length = 13.0 ft 1 0.141 0.041 1.60 1.000 1.001.00 1.00 1.01 192.3 1,360.0 0.27 288.01.00 11.91.00 <br />. <br />2122 N Lewis St & #2 <br />101118132-338/13/2024