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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 <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 />RedBuilt <br />RedLam LVL Beam/Joist <br />2,900.0 <br />2,900.0 <br />2,635.0 <br />750.0 <br />2,000.0 <br />1,036.83 <br />285.0 <br />1,660.0 42.010 <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 />5.25x14 <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 0.281 : 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 />23.64 psi= <br />= <br />2,565.68 psi <br />5.25x14Section 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 />256.50 psi== <br />Section used for this span 5.25x14 <br />Maximum Shear Stress Ratio 0.092 : 1 <br />0.000 ft= <br />= <br />719.89 psi <br />Maximum Deflection <br />929 <br />>=360 <br />290 <br />Ratio =0 >=180 <br />Max Downward Transient Deflection 0.439 in <br />929 <br />Ratio =>=360 <br />Max Upward Transient Deflection -0.439 in Ratio = <br />Max Downward Total Deflection 1.406 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 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 />1.00Length = 34.0 ft 1 0.281 0.092 0.90 0.983 1.001.00 1.00 10.29 719.9 2,565.7 1.16 256.51.00 23.61.00 <br />1.00+D+Lr 0.983 1.001.00 1.00 0.0 0.00 0.01.00 0.01.00 <br />1.00Length = 34.0 ft 1 0.259 0.085 1.25 0.983 1.001.00 1.00 13.18 922.1 3,563.4 1.48 356.31.00 30.11.00