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Wood Beam <br />LIC# : KW-06020279, Build:20.23.11.13 NEWPORT ENGINEERING & CONSULTING INC.(c) ENERCALC INC 1983-2023 <br />DESCRIPTION:BEAM 1 <br />Project File: 24-22 2805 N Olive Ln, Santa Ana.ec6 <br />Project Title: <br />Engineer: <br />Project ID: <br />Project Descr: <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 <br />Allowable Stress Design <br />iLevel Truss Joist <br />Parallam PSL 2.2E <br />2,900.0 <br />2,900.0 <br />2,900.0 <br />750.0 <br />2,200.0 <br />1,118.19 <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 calculated and added to loading <br />Point Load : D = 1.350, Lr = 1.80 k @ 15.0 ft <br />Uniform Load : D = 0.0150, Lr = 0.020 ksf, Tributary Width = 2.0 ft <br />Point Load : D = 2.40, Lr = 3.0 k @ 10.750 ft <br />.DESIGN SUMMARY Design OK <br />Maximum Bending Stress Ratio 0.804: 1 <br />Load Combination +D+Lr <br />Span # where maximum occurs Span # 1 <br />Location of maximum on span 10.730 ft <br />110.69 psi= <br />= <br />3,629.22 psi <br />7x11.875Section 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 7x11.875 <br />Maximum Shear Stress Ratio 0.305 : 1 <br />19.051 ft= <br />= <br />2,919.29 psi <br />Maximum Deflection <br />0 <240 <br />203 <br />Ratio =0 <180 <br />Max Downward Transient Deflection 0.636 in 377Ratio =>=240 <br />Max Upward Transient Deflection 0 in Ratio = <br />Max Downward Total Deflection 1.178 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 0.511 0.194 0.90 1.001 1.001.00 1.00 18.32 1,336.1 2,613.0 2.81 261.01.00 50.71.00 <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 0.804 0.305 1.25 1.001 1.001.00 1.00 40.02 2,919.3 3,629.2 6.13 362.51.00 110.71.00 <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 0.695 0.264 1.25 1.001 1.001.00 1.00 34.60 2,523.5 3,629.2 5.30 362.51.00 95.71.00 <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 0.173 0.066 1.60 1.001 1.001.00 1.00 10.99 801.6 4,645.4 1.69 464.01.00 30.41.00 <br />. <br />2805 N Olive Ln <br />11/18/2024