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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-OutOfPlane <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 :Minor 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 = 0.01950 ksf, Tributary Width = 5.0 ft, (Wind) <br />.Design N.G.DESIGN SUMMARY <br />Maximum Bending Stress Ratio =0.671 : 1 <br />Load Combination +1.40D <br />Span # where maximum occurs Span # 1 <br />0.9761 k <br />Mn * Phi : Allowable 4.363 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 +1.40D <br />38.363 k <br />Section used for this span C8x18.7 <br />Mu : Applied <br />Maximum Shear Stress Ratio =0.025 : 1 <br />0.000 ft <br />2.928 k-ft Vu : Applied <br />0 <360 <br />151 <br />Ratio =0 <180.0 <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 0.953 in Ratio =<180.0 <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 VnyMu Max Phi*Mny Cb VuMaxMny Phi*VnySegment Length <br />+1.40D <br />Dsgn. L = 12.00 ft 1 0.671 0.025 2.93 2.93 4.85 4.36 1.00 1.00 0.98 42.63 38.36 <br />+1.20D <br />Dsgn. L = 12.00 ft 1 0.575 0.022 2.51 2.51 4.85 4.36 1.00 1.00 0.84 42.63 38.36 <br />+0.90D <br />Dsgn. L = 12.00 ft 1 0.431 0.016 1.88 1.88 4.85 4.36 1.00 1.00 0.63 42.63 38.36 <br />. <br />Location in SpanLoad CombinationMax. "-" Defl Location in SpanLoad Combination Span Max. "+" Defl <br />Overall Maximum Deflections <br />D Only 1 0.9533 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 0.697 0.697 <br />Max Upward from Load Combinations 0.418 0.418 <br />Max Upward from Load Cases 0.697 0.697 <br />D Only 0.697 0.697 <br />+0.60D 0.418 0.418 <br />P1.98 <br />No concern here since we will be <br />putting (2) C-channels <br />P1.98 <br />1700 E St Andrew Pl - 101118387, <br />20182190, 30146952 & 40138878 <br />6/5/2024