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Steel Beam <br />LIC# : KW-06014491, Build:20.23.07.20 Melqart Inc (c) ENERCALC INC 1983-2023 <br />DESCRIPTION:(N)B1 <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 :50.0 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 />Load(s) for Span Number 1 <br />Point Load : D = 3.443 k @ 14.0 ft, (Weight of RTU7) <br />Point Load : D = 3.425 k @ 14.0 ft, ((N) weight of concrete) <br />.Design OKDESIGN SUMMARY <br />Maximum Bending Stress Ratio =0.755 : 1 <br />Load Combination +1.40D <br />Span # where maximum occurs Span # 1 <br />5.179 k <br />Mn * Phi : Allowable 92.625 k-ft Vn * Phi : Allowable <br />W12x19Section used for this span <br />Span # where maximum occurs <br />Location of maximum on span <br />Span # 1 <br />Load Combination +1.40D <br />86.010 k <br />Section used for this span W12x19 <br />Mu : Applied <br />Maximum Shear Stress Ratio =0.060 : 1 <br />0.000 ft <br />69.908 k-ft Vu : Applied <br />0 <360 <br />222 <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 1.516 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 = 28.00 ft 1 0.755 0.060 69.91 69.91 102.92 92.63 1.00 1.00 5.18 86.01 86.01 <br />+1.20D <br />Dsgn. L = 28.00 ft 1 0.647 0.052 59.92 59.92 102.92 92.63 1.00 1.00 4.44 86.01 86.01 <br />+0.90D <br />Dsgn. L = 28.00 ft 1 0.485 0.039 44.94 44.94 102.92 92.63 1.00 1.00 3.33 86.01 86.01 <br />. <br />Location in SpanLoad CombinationMax. "-" Defl Location in SpanLoad Combination Span Max. "+" Defl <br />Overall Maximum Deflections <br />D Only 1 1.5157 14.080 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 3.699 3.699 <br />Max Upward from Load Combinations 2.220 2.220 <br />Max Upward from Load Cases 3.699 3.699 <br />D Only 3.699 3.699 <br />+0.60D 2.220 2.220 <br />P1.16P1.16 <br />1700 E St Andrew Pl - 101118387, <br />20182190, 30146952 & 40138878 <br />6/5/2024