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Wood Beam <br />LIC# : KW-06017366, Build:20.25.08.20 B&J HBK, INC.(c) ENERCALC, LLC 1982-2025 <br />DESCRIPTION:RB-1 - GLB <br />Project File: Post Footings.ec6 <br />Project Title: <br />Engineer: <br />Project ID: <br />Project Descr: <br />Referenced Design Standard(s) : NDS 2018 <br />Load Combination Set : IBC 2018 <br />Code References <br />Governing Code : IBC 2018, CBC 2019 <br />Material Properties <br />Beam Bracing :Beam is Fully Braced against lateral-torsional buckling <br />Allowable Stress Design <br />DF/DF <br />24F-V4 <br />2,400.0 <br />1,850.0 <br />1,650.0 <br />650.0 <br />1,800.0 <br />950.0 <br />265.0 <br />1,100.0 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 2018 <br />5.125x13.5 <br />Span = 34.0 ft <br />1 2 <br />D(0.2) W(0.4)D(0.2) W(0.4)D(0.2) W(0.4)D(0.2) W(0.4)D(0.2) W(0.4) <br />D(0.02) Lr(0.02) <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 = 0.020, Lr = 0.020 , Tributary Width = 1.0 ft <br />Point Load : D = 0.20, W = 0.40 k @ 3.0 ft, (P1) <br />Point Load : D = 0.20, W = 0.40 k @ 10.0 ft, (P2) <br />Point Load : D = 0.20, W = 0.40 k @ 17.0 ft, (P3) <br />Point Load : D = 0.20, W = 0.40 k @ 24.0 ft, (P4) <br />Point Load : D = 0.20, W = 0.40 k @ 31.0 ft, (P5) <br />.DESIGN SUMMARY Design OK <br />Maximum Bending Stress Ratio 0.355 : 1 <br />Load Combination <br />D Only D Only <br />Span # where maximum occurs Span # 1 <br />Location of maximum on span 17.000 ft <br />22.89 psi= <br />= <br />2,034.29 psi <br />5.125x13.5Section used for this span <br />Span # where maximum occurs <br />Location of maximum on span <br />Span # 1= <br />Load Combination <br />= <br />= <br />= <br />238.50 psi== <br />Section used for this span 5.125x13.5 <br />Maximum Shear Stress Ratio 0.096 : 1 <br />0.000 ft= <br />= <br />721.27 psi <br />Maximum Deflection <br />732 <br />>=360 <br />242 <br />Ratio =0 >=180 <br />Max Downward Transient Deflection 0.557 in <br />732 <br />Ratio =>=360 <br />Max Upward Transient Deflection -0.557 in Ratio = <br />Max Downward Total Deflection 1.682 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 : +0.60W <br />Span: 1 : -0.60W <br />Span: 1 : +D+0.750Lr+0.450W <br />n/a <br />.Maximum Forces & Stresses for Load Combinations <br />Span # <br />Moment ValuesLoad Combination <br />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 />1.00Length = 34.0 ft 1 0.355 0.096 0.90 0.942 1.001.00 1.00 9.36 721.3 2,034.3 1.06 238.51.00 22.91.00 <br />1.00+D+Lr 0.942 1.001.00 1.00 0.0 0.00 0.01.00 0.01.00 <br />1.00Length = 34.0 ft 1 0.334 0.090 1.25 0.942 1.001.00 1.00 12.25 944.1 2,825.4 1.37 331.31.00 29.81.00