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Steel Beam <br />LIC# : KW-06014491, Build:20.23.07.20 Melqart Inc (c) ENERCALC INC 1983-2023 <br />DESCRIPTION:(E) W beam with (E)+(N)Loads <br />Project File: saint andrew (Melqartengineer5@outlook.com).ec6 <br />Project Title:Saint Andrew <br />Engineer:LR <br />Project ID:23-12434 <br />Project Descr: <br />CODE REFERENCES <br />Calculations per AISC 360-16, IBC 2021, ASCE 7-16 <br />Load Combination Set : IBC 2021 <br />Material Properties <br />Analysis Method : <br />ksi <br />Bending Axis :Major Axis Bending <br />Beam is Fully Braced against lateral-torsional buckling <br />Load Resistance Factor Design Fy : Steel Yield :36.0 ksi <br />Beam Bracing :E: Modulus :29,000.0 <br />.Service loads entered. Load Factors will be applied for calculations.Applied Loads <br />Beam self weight calculated and added to loading <br />Uniform Load : D = 0.0120, L = 0.0120 ksf, Tributary Width = 28.0 ft, ((E) Dead and Live Loads) <br />Point Load : D = 5.172 k @ 9.330 ft, (From (N)B2) <br />Point Load : D = 5.172 k @ 18.670 ft, (From (N)B2) <br />.Design OKDESIGN SUMMARY <br />Maximum Bending Stress Ratio =0.734 : 1 <br />Load Combination +1.20D+1.60L <br />Span # where maximum occurs Span # 1 <br />20.097 k <br />Mn * Phi : Allowable 211.680 k-ft Vn * Phi : Allowable <br />W18x40Section used for this span <br />Span # where maximum occurs <br />Location of maximum on span <br />Span # 1 <br />Load Combination +1.20D+1.60L <br />121.792 k <br />Section used for this span W18x40 <br />Mu : Applied <br />Maximum Shear Stress Ratio =0.165 : 1 <br />0.000 ft <br />155.455 k-ft Vu : Applied <br />0 <360 <br />351 <br />Ratio =0 <180 <br />Maximum Deflection <br />Max Downward Transient Deflection 0.265 in 1,268Ratio =>=360 <br />Max Upward Transient Deflection 0 in Ratio = <br />Max Downward Total Deflection 0.959 in Ratio =>=180 <br />Max Upward Total Deflection 0 in <br />Span: 1 : L Only <br />n/a <br />Span: 1 : +D+L <br />n/a <br />.Maximum Forces & Stresses for Load Combinations <br />Span # <br />Summary of Moment Values Summary of Shear ValuesLoad Combination Max Stress Ratios <br />M V max Mu -max Mu +Rm VnxMu Max Phi*Mnx Cb VuMaxMnx Phi*VnxSegment Length <br />+1.40D <br />Dsgn. L = 28.06 ft 1 0.565 0.120 119.62 119.62 235.20 211.68 1.00 1.00 14.65 121.79 121.79 <br />+1.20D+1.60L <br />Dsgn. L = 28.06 ft 1 0.734 0.165 155.45 155.45 235.20 211.68 1.00 1.00 20.10 121.79 121.79 <br />+1.20D+0.50L <br />Dsgn. L = 28.06 ft 1 0.563 0.122 119.07 119.07 235.20 211.68 1.00 1.00 14.91 121.79 121.79 <br />+1.20D <br />Dsgn. L = 28.06 ft 1 0.484 0.103 102.53 102.53 235.20 211.68 1.00 1.00 12.55 121.79 121.79 <br />+0.90D <br />Dsgn. L = 28.06 ft 1 0.363 0.077 76.90 76.90 235.20 211.68 1.00 1.00 9.42 121.79 121.79 <br />. <br />Location in SpanLoad CombinationMax. "-" Defl Location in SpanLoad Combination Span Max. "+" Defl <br />Overall Maximum Deflections <br />+D+L 1 0.9594 14.031 0.0000 0.000 <br />. <br />P1.39P1.39 <br />1700 E St Andrew Pl - 101118387, <br />20182190, 30146952 & 40138878 <br />6/5/2024