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Wood Beam <br />LIC# : KW-06018875, Build:20.23.08.30 FA STRUCTURAL (c) ENERCALC INC 1983-2023 <br />DESCRIPTION:RB3- 5.5X18 GLLM_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 />DF/HF <br />24F-V5 <br />2,400.0 <br />1,600.0 <br />1,450.0 <br />650.0 <br />1,700.0 <br />900.0 <br />215.0 <br />1,100.0 26.840 <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 />1,500.0 ksi <br />790.0 ksi <br />Ebend- yy <br />Eminbend - yy <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 />Load for Span Number 1 <br />Point Load : D = 5.140, Lr = 3.040 k @ 0.0 ft, (RB2) <br />Uniform Load : D = 0.010, Lr = 0.0120 ksf, Tributary Width = 31.0 ft, (ROOF) <br />Load for Span Number 2 <br />Uniform Load : D = 0.010, Lr = 0.0120 ksf, Tributary Width = 31.0 ft, (ROOF) <br />.DESIGN SUMMARY Design OK <br />Maximum Bending Stress Ratio 0.823: 1 <br />Load Combination +D+Lr <br />Span # where maximum occurs Span # 2 <br />Location of maximum on span 0.000 ft <br />150.50 psi= <br />= <br />1,881.72 psi <br />5.5x18Section 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 />268.75 psi== <br />Section used for this span 5.5x18 <br />Maximum Shear Stress Ratio 0.560 : 1 <br />2.503 ft= <br />= <br />1,548.43 psi <br />Maximum Deflection <br />852 >=360 <br />451 <br />Ratio =1330 >=240 <br />Max Downward Transient Deflection 0.409 in 704Ratio =>=360 <br />Max Upward Transient Deflection -0.112 in Ratio = <br />Max Downward Total Deflection 0.637 in Ratio =>=240 <br />Max Upward Total Deflection -0.072 in <br />fb: Actual <br />F'b <br />fv: Actual <br />F'v <br />Span: 2 : Lr Only <br />Span: 1 : Lr Only <br />Span: 2 : +D+Lr <br />Span: 1 : +D+Lr <br />.Maximum Forces & Stresses for Load Combinations <br />Span #C iCLx CCCMCV 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 0.651 0.467 0.90 1.000 1.001.00 1.00 23.19 936.9 1,440.0 5.96 193.590.3 <br />2 0.692 0.467 0.90 0.941 1.001.00 1.00 23.19 936.9 1,354.8 4.42 193.590.3 <br />0.00.0 <br />1 0.774 0.560 1.25 1.000 1.001.00 1.00 38.32 1,548.4 2,000.0 9.93 268.8150.5 <br />2 0.823 0.560 1.25 0.941 1.001.00 1.00 38.32 1,548.4 1,881.7 8.97 268.8150.5 <br />0.00.0 <br />Page 25 <br />800 N Tustin Ave Unit <br />#H5/1/2025