Laserfiche WebLink
Project Title: <br />Engineer: <br />Project ID: <br />Project Descr: <br />Steel Beam <br />LIC# : KW-06014122, BuiId:20.23.08.30 PCs STRUCTURAL SOLUTIONS <br />DESCRIPTION: North Canopy: BM 2 - Simply Supported option <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 <br />Beam Bracing : Completely Unbraced <br />Bending Axis: Major Axis Bending <br />Project File: Everett Mail Canopy.ec6 <br />(c) ENERCALC INC 1983-2023 <br />Fy : Steel Yield: 50.0 ksi <br />E: Modulus: 29,000.0 ksi <br />O(0.120) S(0.20) <br />W12x35 <br />Span = 16.0 ft <br />Applied Loads Service loads entered. Load Factors will be applied for calculations. <br />Beam self weight NOT internally calculated and added <br />Uniform Load : D = 0.0150, S = 0.0250 ksf, Tributary Width = 8.0 ft <br />DESIGN SUMMARY <br />MEN= IM <br />Maximum Bending Stress Ratio = <br />0.109 : 1 <br />Maximum <br />Shear Stress Ratio = <br />0.034 <br />Section used for this span <br />W12x35 <br />Section used for this span <br />W12x35 <br />Ma: Applied <br />10.240 k-ft <br />Va : Applied <br />2.560 k <br />Mn / Omega: Allowable <br />93.827 k-ft <br />Vn/Omega : Allowable <br />75.0 k <br />Load Combination <br />+D+S <br />Load Combination <br />+D+S <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 />Maximum Deflection <br />Max Downward Transient Deflection <br />0.036 in Ratio = <br />5,356 <br />-360 Span: 1 : S Only <br />Max Upward Transient Deflection <br />0 in Ratio = <br />0 <br /><360 n/a <br />Max Downward Total Deflection <br />0.057 in Ratio = <br />3348 <br />-180 Span: 1 : +D+S <br />Max Upward Total Deflection <br />0 in Ratio = <br />n <br /><180 n/a <br />Maximum Forces & Stresses for Load Combinations <br />Load Combination <br />Max Stress <br />Ratios <br />Summary of MomentValues <br />Summary <br />of Shear Values <br />Segment Length <br />- - <br />Span # <br />M <br />V Mmax + <br />Mmax - Ma Max <br />Mnx Mnx/Omega Cb Rm <br />Va Max <br />VnxVnx/Omega <br />D Only <br />- - - <br />- <br />Dsgn. L = 16.00 ft <br />1 <br />0.041 <br />0.013 3.84 <br />3.84 <br />156.69 <br />93.83 1.14 1.00 <br />0.96 <br />112.50 75.00 <br />+D+S <br />Dsgn. L = 16.00 ft <br />1 <br />0.109 <br />0.034 10.24 <br />1024 <br />156.69 <br />93.83 1.14 1.00 <br />2.56 <br />112.50 75.00 <br />+D+0.750S <br />Dsgn. L = 16.00 ft <br />1 <br />0.092 <br />0.029 8.64 <br />8.64 <br />156.69 <br />93.83 1.14 1.00 <br />2.16 <br />112.50 75.00 <br />+0.60D <br />Dsgn. L = 16.00 ft <br />1 <br />0.025 <br />0.008 2.30 <br />2.30 <br />156.69 <br />93.83 1.14 1.00 <br />0.58 <br />112.50 75.00 <br />Overall Maximum Deflections <br />Load Combination <br />Span Max. ' ' Defl Location in Span Load Combination <br />Max. "+• Deft Location in Span <br />+D+S <br />1 <br />0.0574 <br />8.046 <br />0.0000 <br />0.000 <br />Vertical Reactions <br />Support notation : <br />Far left is #' <br />Values <br />in KIPS <br />Load Combination <br />Support 1 <br />Support 2 <br />Max Upward from all Load Conditions <br />2.560 <br />2.560 <br />Max Upward from Load Combinations <br />2.560 <br />2.560 <br />Max Upward from Load Cases <br />1.600 <br />1.600 <br />D Only <br />0.960 <br />0.960 <br />+D+S <br />2.560 <br />2.560 <br />+D+0.750S <br />2.160 <br />2.160 <br />+0.60D <br />0.576 <br />0.576 <br />