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Project Title: <br />Engineer: <br />Project ID: <br />Project Descr: <br />Steel Beam Project File: 24029.ec6 <br />LIC# : KW-06014061, Build:20.23.08.30 PETERSON-STREHLE-MARTINSON, INC (c) ENERCALC INC 1983-2023 <br />DESCRIPTION: HSS beam at opng <br />CODE REFERENCES <br />Calculations per AISC 360-16, IBC 2018, CBC 2019, ASCE 7-16 <br />Load Combination Set: IBC 2021 <br />Material Properties <br />Analysis Method :Allowable Strength Design Fy : Steel Yield: 46.0 ksi <br />Beam Bracing : Beam bracing is defined as a set spacing overall spans E: Modulus: 29,000.0 ksi <br />Bending Axis : Major Axis Bending <br />Unbraced Lengths <br />First Brace starts at 1.0 ft from Left -Most support <br />Regular spacing of lateral supports on length of beam = 4.0 ft <br />HSS4x4x 1 /4 <br />Span = 10.0 ft <br />kpplied Loads <br />Beam self weight NOT internally calculated and added <br />Uniform Load : W = 0.0050 ksf, Tributary Width = 8.0 ft <br />Service loads entered. Load Factors will be applied for calculations. <br />DESIGN SUMMARY <br />• <br />Maximum Bendin Stress Ratio <br />0.028: 1 <br />Maximum Shear Stress Aatio - <br />0.005 : 1 <br />Section used for this span <br />HSS4x4x1/4 <br />Section used for this span <br />HSS4x4x1/4 <br />Ma: Applied <br />0.300 k-ft <br />Va : Applied <br />0.120 k <br />Mn / Omega: Allowable <br />10.765 k-ft <br />Vn/Omega : Allowable <br />25.423 k <br />Load Combination <br />+0.60W <br />Load Combination <br />+0.60W <br />Location of maximum on span <br />0.000 ft <br />Span # where maximum occurs <br />Span # 1 <br />Span # where maximum occurs <br />Span # 1 <br />j <br />Maximum Deflection <br />Max Downward Transient Deflection <br />0.040 in Ratio = <br />3,002 <br />-360 Span: 1 : W Only <br />Max Upward Transient Deflection <br />0 in Ratio = <br />0 <br /><360 n/a <br />Max Downward Total Deflection <br />0.024 in Ratio = <br />5004 <br />-180 Span: 1 :+0.60W <br />Max Upward Total Deflection <br />0 in Ratio = <br />0 <br /><180 n/a <br />1 <br />Maximum Forces & Stresses for Load Combinations <br />- <br />Load Combination Max Stress <br />Ratios <br />Summary of MomentValues <br />Summary of Shear values <br />Segment Length Span # M <br />V Mmax + Mmax - <br />Ma Max Mnx Mnx/Omega Cb Rm <br />Va Max <br />Vnx Vnx/Omega <br />Dsgn. L = 1.00 ft 1 <br />0.000 <br />17.98 10.77 1.00 1.00 <br />-0.00 <br />42.46 <br />25.42 <br />Dsgn. L = 4.00 ft 1 <br />0.000 <br />17.98 10.77 1.00 1.00 <br />-0.00 <br />42.46 <br />25.42 <br />Dsgn. L = 4.00 ft 1 <br />0.000 <br />17.98 10.77 1.00 1.00 <br />-0.00 <br />42.46 <br />25.42 <br />Dsgn. L = 1.00 ft 1 <br />0.000 <br />17.98 10.77 1.00 1.00 <br />-0.00 <br />42.46 <br />25.42 <br />+0.60W <br />Dsgn. L = 1.00 ft 1 0.010 <br />0.005 0.11 <br />0.11 17.98 10.77 1.65 1.00 <br />0.12 <br />42.46 <br />25.42 <br />Dsgn. L = 4.00 ft 1 0.028 <br />0.004 0.30 <br />0.11 <br />0.30 17.98 10.77 1.17 1.00 <br />0.10 <br />42.46 <br />25.42 <br />Dsgn. L = 4.00 ft 1 0.028 <br />0.004 0.30 <br />0.11 <br />0.30 17.98 10.77 1.17 1.00 <br />0.10 <br />42.46 <br />25.42 <br />Dsgn. L = 1.00 ft 1 0.010 <br />0.005 0.11 <br />0.11 17.98 10.77 1.59 1.00 <br />0.12 <br />42.46 <br />25.42 <br />+0.450W <br />Dsgn. L = 1.00 ft 1 0.008 <br />0.004 0.08 <br />0.08 17.98 10.77 1.65 1.00 <br />0.09 <br />42.46 <br />25.42 <br />Dsgn. L = 4.00 ft 1 0.021 <br />0.003 0.23 <br />0.08 <br />0.23 17.98 10.77 1.17 1.00 <br />0.07 <br />42.46 <br />25.42 <br />Dsgn. L = 4.00 ft 1 0.021 <br />0.003 0.23 <br />0.08 <br />0.23 17.98 10.77 1.17 1.00 <br />0.07 <br />42.46 <br />25.42 <br />Dsgn. L = 1.00 ft 1 0.008 <br />0.004 0.08 <br />0.08 17.98 10.77 1.59 1.00 <br />0.09 <br />42.46 <br />25.42 <br />Overall Maximum Deflections <br />Load Combination Span Max. "-" Defl Location in Span Load Combination Max. "+" Defl Location in Span <br />W Only 1 0.0400 5.029 0.0000 0.000 <br />