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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#1 <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 />Load for Span Number 1 <br />Uniform Load : D = 0.0160, Lr = 0.020 ksf, Tributary Width = 4.0 ft <br />Load for Span Number 2 <br />Uniform Load : D = 0.0160, Lr = 0.020 ksf, Tributary Width = 4.0 ft <br />.DESIGN SUMMARY Design OK <br />Maximum Bending Stress Ratio 0.360: 1 <br />Load Combination +D+Lr <br />Span # where maximum occurs Span # 1 <br />Location of maximum on span 12.000 ft <br />40.29 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 0.179 : 1 <br />11.128 ft= <br />= <br />382.29 psi <br />Maximum Deflection <br />17436 <br />>=360 <br />2231 <br />Ratio =9687 >=180 <br />Max Downward Transient Deflection 0.036 in <br />4017 <br />Ratio =>=360 <br />Max Upward Transient Deflection -0.003 in Ratio = <br />Max Downward Total Deflection 0.065 in Ratio =>=180 <br />Max Upward Total Deflection -0.005 in <br />fb: Actual <br />F'b <br />fv: Actual <br />F'v <br />Span: 1 : Lr Only <br />Span: 2 : Lr Only <br />Span: 1 : +D+Lr <br />Span: 2 : +D+Lr <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 = 12.0 ft 1 0.222 0.111 0.90 1.000 1.001.00 1.00 0.90 169.9 765.0 0.40 162.01.00 17.91.00 <br />1.00Length = 4.0 ft 2 0.222 0.111 0.90 1.000 1.001.00 1.00 0.90 169.9 765.0 0.29 162.01.00 17.91.00 <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 = 12.0 ft 1 0.360 0.179 1.25 1.000 1.001.00 1.00 2.02 382.3 1,062.5 0.91 225.01.00 40.31.00 <br />1.00Length = 4.0 ft 2 0.360 0.179 1.25 1.000 1.001.00 1.00 2.02 382.3 1,062.5 0.66 225.01.00 40.31.00 <br />1.00+D+0.750Lr 1.000 1.001.00 1.00 0.0 0.00 0.01.00 0.01.00 <br />2122 N Lewis St & #2 <br />101118132-338/13/2024