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Wood Beam <br />LIC# : KW-06011877, Build:20.24.04.09 Mike Santos (c) ENERCALC INC 1983-2023 <br />DESCRIPTION:5.25 x 11.875 PSL (Beam#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 />iLevel Truss Joist <br />Parallam PSL 2.0E <br />2,900.0 <br />2,900.0 <br />2,900.0 <br />750.0 <br />2,000.0 <br />1,016.54 <br />290.0 <br />2,025.0 45.070 <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 = 11.0 ft <br />Point Load : D = 0.480, Lr = 0.60 k @ 10.0 ft <br />.DESIGN SUMMARY Design OK <br />Maximum Bending Stress Ratio 0.675: 1 <br />Load Combination +D+Lr <br />Span # where maximum occurs Span # 1 <br />Location of maximum on span 10.000 ft <br />99.23 psi= <br />= <br />3,629.22 psi <br />5.25x11.875Section 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 />362.50 psi== <br />Section used for this span 5.25x11.875 <br />Maximum Shear Stress Ratio 0.274 : 1 <br />0.000 ft= <br />= <br />2,450.79 psi <br />Maximum Deflection <br />0 <br /><360 <br />201 <br />Ratio =0 <180 <br />Max Downward Transient Deflection 0.662 in <br />362 <br />Ratio =>=360 <br />Max Upward Transient Deflection 0 in Ratio = <br />Max Downward Total Deflection 1.192 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 = 20.0 ft 1 0.417 0.169 0.90 1.001 1.001.00 1.00 11.20 1,089.2 2,613.0 1.83 261.01.00 44.11.00 <br />1.00+D+Lr 1.001 1.001.00 1.00 0.0 0.00 0.01.00 0.01.00 <br />1.00Length = 20.0 ft 1 0.675 0.274 1.25 1.001 1.001.00 1.00 25.20 2,450.8 3,629.2 4.12 362.51.00 99.21.00 <br />1.00+D+0.750Lr 1.001 1.001.00 1.00 0.0 0.00 0.01.00 0.01.00 <br />1.00Length = 20.0 ft 1 0.582 0.236 1.25 1.001 1.001.00 1.00 21.70 2,110.4 3,629.2 3.55 362.51.00 85.41.00 <br />1.00+0.60D 1.001 1.001.00 1.00 0.0 0.00 0.01.00 0.01.00 <br />1.00Length = 20.0 ft 1 0.141 0.057 1.60 1.001 1.001.00 1.00 6.72 653.5 4,645.4 1.10 464.01.00 26.51.00 <br />. <br />2122 N Lewis St & #2 <br />101118132-338/13/2024