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Wood Beam <br />LIC# : KW-06018875, Build:20.23.08.30 FA STRUCTURAL (c) ENERCALC INC 1983-2023 <br />DESCRIPTION:RB2_R2 <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: R1.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.1 <br />1,350.0 <br />1,350.0 <br />925.0 <br />625.0 <br />1,600.0 <br />580.0 <br />170.0 <br />675.0 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 = 0.0160, Lr = 0.0120 ksf, Tributary Width = 13.0 ft, (ROOF) <br />Point Load : D = 1.720, Lr = 0.580 k @ 5.0 ft, (RB4A) <br />Point Load : D = 1.950, Lr = 0.680 k @ 10.50 ft, (RB4) <br />Uniform Load : D = 0.0160, Lr = 0.0120 ksf, Extent = 12.0 -->> 19.0 ft, Tributary Width = 15.0 ft, (ROOF) <br />.DESIGN SUMMARY Design OK <br />Maximum Bending Stress Ratio 0.615: 1 <br />Load Combination +D+Lr <br />Span # where maximum occurs Span # 1 <br />Location of maximum on span 10.471 ft <br />76.65 psi= <br />= <br />1,566.07 psi <br />6x24Section 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 />212.50 psi== <br />Section used for this span 6x24 <br />Maximum Shear Stress Ratio 0.361 : 1 <br />17.058 ft= <br />= <br />963.78 psi <br />Maximum Deflection <br />0 <360 <br />842 <br />Ratio =0 <240 <br />Max Downward Transient Deflection 0.093 in 2446Ratio =>=360 <br />Max Upward Transient Deflection 0 in Ratio = <br />Max Downward Total Deflection 0.271 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 0.563 0.321 0.90 0.928 1.001.00 1.00 26.77 634.7 1,127.6 4.23 153.049.1 <br />0.00.0 <br />1 0.615 0.361 1.25 0.928 1.001.00 1.00 40.66 963.8 1,566.1 6.60 212.576.6 <br />0.00.0 <br />1 0.563 0.328 1.25 0.928 1.001.00 1.00 37.19 881.5 1,566.1 6.01 212.569.7 <br />0.00.0 <br />1 0.190 0.108 1.60 0.928 1.001.00 1.00 16.06 380.8 2,004.6 2.54 272.029.5 <br />. <br />Page 23 <br />800 N Tustin Ave Unit <br />#H5/1/2025