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Project Title: <br />Engineer: <br />Project ID: <br />Project Descr: <br />Steel Beam <br />LIC# : KW-06014122, Build:20.23.08.30 PCs STRUCTURAL SOLUTIONS <br />DESCRIPTION: South Canopy- Check Exist. W8x10 -Worst case <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 />D(0.080) S(0.10) <br />Span = 16.0 ft <br />Fy : Steel Yield <br />E: Modulus: <br />Project File: Everett Mall Canopy.ec6 <br />(c) ENERCALC INC 1983-2023 <br />36.0 ksi <br />29,000.0 ksi <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 = 0.020, S = 0.0250 ksf, Tributary Width = 4.0 ft <br />DESIGN SUMMARY <br />Maximum Bending Stress Ratio = <br />Section used for this span <br />Ma: Applied <br />Mn / Omega: Allowable <br />Load Combination <br />Span # where maximum occurs <br />Maximum Deflection <br />Max Downward Transient Deflection <br />Max Upward Transient Deflection <br />Max Downward Total Deflection <br />Max Upward Total Deflection <br />0.943 : 1 <br />Maximum Shear Stress Ratio = <br />W8x10 <br />Section used for this span <br />5.760 k-ft <br />Va : Applied <br />6.109 k-ft <br />Vn/Omega : Allowable <br />+D+S <br />Load Combination <br />Location of maximum on span <br />Span # 1 <br />Span # where maximum occurs <br />0.166 in Ratio = <br />1,157 <br />> 360 Span: 1 : S Only <br />0 in Ratio = <br />0 <br /><360 n/a <br />0.299 in Ratio = <br />643 <br />> 180 Span: 1 : +D+S <br />0 in Ratio = <br />0 <br /><180 n/a <br />Maximum Forces & Stresses for Load Combinations <br />0.075 <br />W8x10 <br />1.440 k <br />19.315 k <br />+D+S <br />0.000 ft <br />Span # 1 <br />Load Combination <br />Max stress <br />Ratios Summary of Moment <br />Values <br />- <br />Summary <br />of Shear Values <br />Segment Length <br />Span # <br />M <br />V Mmax + Mmax - <br />- <br />Me Max <br />Mnx Mnx/Omega Cb Rm <br />Va Max <br />VnxVnx/Omega <br />DOnly <br />------ <br />- - <br />Dsgn. L = 16.00 ft <br />1 <br />0.419 <br />0.033 2.56 <br />2.56 <br />10.20 <br />6.11 1.14 1.00 <br />0.64 <br />28.97 19.31 <br />+D+S <br />Dsgn. L = 16.00 ft <br />1 <br />0.943 <br />0.075 5.76 <br />5.76 <br />10.20 <br />6.11 1.14 1.00 <br />1.44 <br />28.97 19.31 <br />+D+0.750S <br />Dsgn. L = 16.00 ft <br />1 <br />0.812 <br />0.064 4.96 <br />4.96 <br />10.20 <br />6.11 1.14 1.00 <br />1.24 <br />28.97 19.31 <br />+0.60D <br />Dsgn. L = 16.00 ft <br />1 <br />0.251 <br />0.020 1.54 <br />1.54 <br />10.20 <br />6.11 1.14 1.00 <br />0.38 <br />28.97 19.31 <br />Overall Maximum Deflections <br />Load Combination <br />Span Max. ' " Defl Location in Span <br />Load Combination <br />Max. '+" Defl Location in Span <br />+D+S <br />1 <br />0.2985 8.046 <br />0.0000 <br />0.000 <br />Vertical Reactions Support notation : Far left is #' Values in KIPS <br />Load Combination <br />Support 1 <br />Support 2 <br />Max Upward from all Load Conditions <br />1.440 <br />1.440 <br />Max Upward from Load Combinations <br />1.440 <br />1.440 <br />Max Upward from Load Cases <br />0.800 <br />0.800 <br />D Only <br />0.640 <br />0.640 <br />+D+S <br />1.440 <br />1.440 <br />+D+0.750S <br />1.240 <br />1.240 <br />+0.60D <br />0.384 <br />0.384 <br />