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Steel Beam <br />LIC# : KW-06014491, Build:20.23.07.20 Melqart Inc (c) ENERCALC INC 1983-2023 <br />DESCRIPTION:B3 <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 :46.0 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 = 6.50 ft <br />.Design N.G.DESIGN SUMMARY <br />Maximum Bending Stress Ratio =0.948 : 1 <br />Load Combination +1.20D+1.60L <br />Span # where maximum occurs Span # 1 <br />8.688 k <br />Mn * Phi : Allowable 116.846 k-ft Vn * Phi : Allowable <br />HSS12x8x1/4Section 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 />130.814 k <br />Section used for this span HSS12x8x1/4 <br />Mu : Applied <br />Maximum Shear Stress Ratio =0.066 : 1 <br />0.000 ft <br />110.776 k-ft Vu : Applied <br />0 <360 <br />89 <br />Ratio =0 <180 <br />Maximum Deflection <br />Max Downward Transient Deflection 3.709 in 164Ratio =<360 <br />Max Upward Transient Deflection 0 in Ratio = <br />Max Downward Total Deflection 6.895 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 = 51.00 ft 1 0.431 0.030 50.34 50.34 129.83 116.85 1.00 1.00 3.95 145.35 130.81 <br />+1.20D+1.60L <br />Dsgn. L = 51.00 ft 1 0.948 0.066 110.78 110.78 129.83 116.85 1.00 1.00 8.69 145.35 130.81 <br />+1.20D+0.50L <br />Dsgn. L = 51.00 ft 1 0.550 0.039 64.28 64.28 129.83 116.85 1.00 1.00 5.04 145.35 130.81 <br />+1.20D <br />Dsgn. L = 51.00 ft 1 0.369 0.026 43.15 43.15 129.83 116.85 1.00 1.00 3.38 145.35 130.81 <br />+0.90D <br />Dsgn. L = 51.00 ft 1 0.277 0.019 32.36 32.36 129.83 116.85 1.00 1.00 2.54 145.35 130.81 <br />. <br />Location in SpanLoad CombinationMax. "-" Defl Location in SpanLoad Combination Span Max. "+" Defl <br />Overall Maximum Deflections <br />+D+L 1 6.8948 25.646 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 6.135 6.135 <br />Max Upward from Load Combinations 6.135 6.135 <br />Max Upward from Load Cases 3.315 3.315 <br />D Only 2.820 2.820 <br />+D+L 6.135 6.135 <br />P1.99 <br />No concern here for the deflection since we <br />have bracing every 10ft in the (E) building <br />P1.99 <br />1700 E St Andrew Pl - 101118387, <br />20182190, 30146952 & 40138878 <br />6/5/2024