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Steel Beam <br />LIC# : KW-06014491, Build:20.23.07.20 Melqart Inc (c) ENERCALC INC 1983-2023 <br />DESCRIPTION:B2 <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 = 0.020 ksf, Tributary Width = 1.50 ft, (Dead and Live Loads) <br />.Design OKDESIGN SUMMARY <br />Maximum Bending Stress Ratio =0.044 : 1 <br />Load Combination +1.20D+1.60L <br />Span # where maximum occurs Span # 1 <br />0.5522 k <br />Mn * Phi : Allowable 37.530 k-ft Vn * Phi : Allowable <br />C8x18.7Section 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 />75.738 k <br />Section used for this span C8x18.7 <br />Mu : Applied <br />Maximum Shear Stress Ratio =0.007 : 1 <br />0.000 ft <br />1.657 k-ft Vu : Applied <br />0 <360 <br />5864 <br />Ratio =0 <180 <br />Maximum Deflection <br />Max Downward Transient Deflection 0.011 in 13,038Ratio =>=360 <br />Max Upward Transient Deflection 0 in Ratio = <br />Max Downward Total Deflection 0.025 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 = 12.00 ft 1 0.025 0.004 0.92 0.92 41.70 37.53 1.00 1.00 0.31 84.15 75.74 <br />+1.20D+1.60L <br />Dsgn. L = 12.00 ft 1 0.044 0.007 1.66 1.66 41.70 37.53 1.00 1.00 0.55 84.15 75.74 <br />+1.20D+0.50L <br />Dsgn. L = 12.00 ft 1 0.028 0.005 1.06 1.06 41.70 37.53 1.00 1.00 0.35 84.15 75.74 <br />+1.20D <br />Dsgn. L = 12.00 ft 1 0.021 0.003 0.79 0.79 41.70 37.53 1.00 1.00 0.26 84.15 75.74 <br />+0.90D <br />Dsgn. L = 12.00 ft 1 0.016 0.003 0.59 0.59 41.70 37.53 1.00 1.00 0.20 84.15 75.74 <br />. <br />Location in SpanLoad CombinationMax. "-" Defl Location in SpanLoad Combination Span Max. "+" Defl <br />Overall Maximum Deflections <br />+D+L 1 0.0246 6.034 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 0.400 0.400 <br />Max Upward from Load Combinations 0.400 0.400 <br />Max Upward from Load Cases 0.220 0.220 <br />D Only 0.220 0.220 <br />+D+L 0.400 0.400 <br />P1.96 <br />DCR gravity + DCR wind <br />= 0.044 + 0.671(see next page) <br />=0.715 < 0.9 OK. <br />P1.96 <br />1700 E St Andrew Pl - 101118387, <br />20182190, 30146952 & 40138878 <br />6/5/2024