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Steel Beam <br />LIC# : KW-06014491, Build:20.24.04.09 Melqart Inc (c) ENERCALC INC 1983-2023 <br />DESCRIPTION:(N)L6x4x5/16 <br />Project File: X Engineering.ec6 <br />Project Title:X Engineering <br />Engineer:LR <br />Project ID:24-3134 <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 :50.0 ksi <br />Beam Bracing :E: Modulus :29,000.0 <br />Vertical Leg Up <br />.Service loads entered. Load Factors will be applied for calculations.Applied Loads <br />Beam self weight calculated and added to loading <br />Load(s) for Span Number 1 <br />Point Load : D = 0.4750 k @ 5.0 ft <br />.Design OKDESIGN SUMMARY <br />Maximum Bending Stress Ratio =0.167 : 1 <br />Load Combination +1.40D <br />Span # where maximum occurs Span # 1 <br />0.4046 k <br />Mn * Phi : Allowable 11.039 k-ft Vn * Phi : Allowable <br />L6x4x5/16Section used for this span <br />Span # where maximum occurs <br />Location of maximum on span <br />Span # 1 <br />Load Combination +1.40D <br />50.625 k <br />Section used for this span L6x4x5/16 <br />Mu : Applied <br />Maximum Shear Stress Ratio =0.008 : 1 <br />0.000 ft <br />1.843 k-ft Vu : Applied <br />0 <360 <br />2034 <br />Ratio =0 <180 <br />Maximum Deflection <br />Max Downward Transient Deflection 0 in 0Ratio =<360 <br />Max Upward Transient Deflection 0 in Ratio = <br />Max Downward Total Deflection 0.059 in Ratio =>=180 <br />Max Upward Total Deflection 0 in <br />n/a <br />n/a <br />Span: 1 : D Only <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 = 10.00 ft 1 0.167 0.008 1.84 1.84 12.27 11.04 1.00 1.00 0.40 56.25 50.63 <br />+1.20D <br />Dsgn. L = 10.00 ft 1 0.143 0.007 1.58 1.58 12.27 11.04 1.00 1.00 0.35 56.25 50.63 <br />+0.90D <br />Dsgn. L = 10.00 ft 1 0.107 0.005 1.18 1.18 12.27 11.04 1.00 1.00 0.26 56.25 50.63 <br />. <br />Location in SpanLoad CombinationMax. "-" Defl Location in SpanLoad Combination Span Max. "+" Defl <br />Overall Maximum Deflections <br />D Only 1 0.0590 5.029 0.0000 0.000 <br />. <br />Load Combination Support 1 Support 2 <br />Vertical Reactions Support notation : Far left is #1 Values in KIPS <br />Max Upward from all Load Conditions 0.289 0.289 <br />Max Upward from Load Combinations 0.173 0.173 <br />Max Upward from Load Cases 0.289 0.289 <br />D Only 0.289 0.289 <br />+0.60D 0.173 0.173 <br />P1.46 <br />PDL=95plf x 5ft = 475lbs <br />6 E Hutton Center Dr <br />Unit# 625 & 6509/23/2024