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Wood Beam <br />LIC# : KW-06018875, Build:20.23.08.30 FA Trinity Engineering (c) ENERCALC INC 1983-2023 <br />DESCRIPTION:RTU-Curb <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 />Douglas Fir-Larch <br />No.2 <br />875.0 <br />875.0 <br />600.0 <br />625.0 <br />1,300.0 <br />470.0 <br />170.0 <br />425.0 31.210 <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 />Uniform Load : D = 0.1250 ksf, Tributary Width = 3.0 ft, (Chiller) <br />.DESIGN SUMMARY Design OK <br />Maximum Bending Stress Ratio 0.655: 1 <br />Load Combination D Only <br />Span # where maximum occurs Span # 1 <br />Location of maximum on span 3.000 ft <br />54.18 psi= <br />= <br />1,023.75 psi <br />4x8Section used for this span <br />Span # where maximum occurs <br />Location of maximum on span <br />Span # 1= <br />Load Combination D Only <br />= <br />= <br />= <br />153.00 psi== <br />Section used for this span 4x8 <br />Maximum Shear Stress Ratio 0.354 : 1 <br />0.000 ft= <br />= <br />670.12 psi <br />Maximum Deflection <br />0 <360 <br />932 <br />Ratio =0 <240 <br />Max Downward Transient Deflection 0 in 0Ratio =<360 <br />Max Upward Transient Deflection 0 in Ratio = <br />Max Downward Total Deflection 0.077 in Ratio =>=240 <br />Max Upward Total Deflection 0 in <br />fb: Actual <br />F'b <br />fv: Actual <br />F'v <br />n/a <br />n/a <br />Span: 1 : D Only <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 0.655 0.354 0.90 1.300 1.001.00 1.00 1.71 670.1 1,023.8 0.92 153.054.2 <br />0.00.0 <br />1 0.221 0.120 1.60 1.300 1.001.00 1.00 1.03 402.1 1,820.0 0.55 272.032.5 <br />. <br />Location in SpanLoad CombinationMax. "-" Defl Location in SpanLoad Combination Span Max. "+" Defl <br />Overall Maximum Deflections <br />D Only 1 0.0772 3.022 0.0000 0.000 <br />. <br />Load Combination Support 1 Support 2 <br />Vertical Reactions Support notation : Far left is #1 Values in KIPS <br />Max Upward from all Load Conditions 1.141 1.141 <br />Page 25 <br />800 N Tustin Ave Unit <br />#H1/23/2025