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Wood Beam <br />LIC# : KW-06018875, Build:20.23.08.30 FA STRUCTURAL (c) ENERCALC INC 1983-2023 <br />DESCRIPTION:(N) RB4 <br />Fa Structural Engineering <br />Email : atefg@fastructural.com <br />Address : 15041 Genoa Cir <br />Huntington Beach <br />CA 92647 <br />Phone :+1 714.519.5027 <br />Project File: 35-24.ec6 <br />Project Title: <br />Engineer: <br />CODE REFERENCES <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 calculated and added to loading <br />Point Load : D = 0.750 k @ 1.0 ft, (CHILLER#1) <br />Point Load : D = 0.750 k @ 7.0 ft, (CHILLER#2) <br />Uniform Load : D = 0.0160, Lr = 0.020 ksf, Tributary Width = 4.0 ft, (Roof) <br />Point Load : D = 0.20 k @ 13.0 ft, (TRANSFORMER) <br />.DESIGN SUMMARY Design OK <br />Maximum Bending Stress Ratio 0.367: 1 <br />Load Combination +D+Lr <br />Span # where maximum occurs Span # 1 <br />Location of maximum on span 13.803 ft <br />63.89 psi= <br />= <br />3,425.18 psi <br />3.5x20Section 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 3.5x20 <br />Maximum Shear Stress Ratio 0.176 : 1 <br />0.000 ft= <br />= <br />1,258.03 psi <br />Maximum Deflection <br />0 <360 <br />406 <br />Ratio =0 <240 <br />Max Downward Transient Deflection 0.358 in 1038Ratio =>=360 <br />Max Upward Transient Deflection 0 in Ratio = <br />Max Downward Total Deflection 0.914 in Ratio =>=240 <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 #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 0.314 0.153 0.90 0.945 1.001.00 1.00 15.04 773.7 2,466.1 1.87 261.040.0 <br />0.00.0 <br />1 0.367 0.176 1.25 0.945 1.001.00 1.00 24.46 1,258.0 3,425.2 2.98 362.563.9 <br />0.00.0 <br />1 0.332 0.160 1.25 0.945 1.001.00 1.00 22.09 1,136.1 3,425.2 2.70 362.557.9 <br />0.00.0 <br />1 0.106 0.052 1.60 0.945 1.001.00 1.00 9.03 464.2 4,384.2 1.12 464.024.0 <br />. <br />Page 17 <br />800 N Tustin Ave Unit <br />#H1/23/2025