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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: North Canopy <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 : Beam is Fully Braced against lateral -torsional buckling <br />Bending Axis : Major Axis Bending <br />D(0.060) S(0.10) <br />HSS6x4x3/16 <br />Span = 16.0 ft <br />Project File: Everett Mall Canopy.ec6 <br />(c) ENERCALC INC 1983-2023 <br />Fy : Steel Yield: 50.0 ksi <br />E: Modulus: 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 = 0,0150, S = 0.0250 ksf, Tributary Width = 4.0 ft <br />DESIGN SUMMARY <br />1 - . • <br />Maximum Bending Stress Ratio = <br />0.311: 1 <br />Maximum Shear Stress Ratio = <br />0.037 : 1 <br />Section used for this span <br />HSS6x4x3/16 <br />Section used for this span <br />HSS6x4x3/16 <br />Me: Applied <br />5.120 k-ft <br />Va : Applied <br />1.280 k <br />Mn / Omega: Allowable <br />16.467 k-ft <br />Vn/Omega : Allowable <br />34.246 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 />0.311 in Ratio = <br />616 > 360 Span: 1 : S Only <br />Max Upward Transient Deflection <br />0 in Ratio = <br />0 <360 n/a <br />Max Downward Total Deflection <br />0.498 in Ratio = <br />385 > 180 Span: 1 : +D+S <br />Max Upward Total Deflection <br />0 in Ratio = <br />n <180 n/a <br />Maximum Forces & Stresses for Load Combinations <br />Load Combination <br />ios <br />Summary of MomentValues <br />ummary of Shear Values <br />Segment Length Span # M <br />- <br />V Mmax + Mmax - Me Max Mnx Mnx/Orrl Cb Rm <br />Va Max VnxVnx/Omega <br />DO i <br />- - - <br />- - - - <br />Dsgn. L = 16.00 ft 1 0.117 <br />0.014 1.92 <br />1.92 27.50 16.47 1.00 1.00 <br />0.48 57.19 34.25 <br />+D+S <br />Dsgn. L = 16.00 ft 1 0.311 <br />0.037 5.12 <br />5.12 27.50 16.47 1.00 1.00 <br />1.28 57.19 34.25 <br />+D+0.750S <br />Dsgn. L = 16.00 ft 1 0.262 <br />0.032 4.32 <br />4.32 27.50 16.47 1.00 1.00 <br />1.08 57.19 34.25 <br />+0.60D <br />Dsgn. L = 16.00 ft 1 0.070 <br />0.008 1.15 <br />1.15 27.50 16.47 1.00 1.00 <br />0.29 57.19 34.25 <br />Overall Maximum Deflections <br />Load Combination Span Max. "--" Defl Location In <br />Span Load Combination Max. "+" Deft Location in Span <br />+D+S 1 <br />0.4983 8.046 <br />0.0000 0.000 <br />Vertical Reactions <br />Support notation : Far left is # Values in KIPS <br />Load Combination <br />Support 1 <br />Support 2 <br />ax Upwa from all Load nditions <br />1.280 <br />1.280 <br />Max Upward from Load Combinations <br />1.280 <br />1.280 <br />Max Upward from Load Cases <br />0.800 <br />0.800 <br />D Only <br />0.480 <br />0.480 <br />+D+S <br />1.280 <br />1.280 <br />+D+0.750S <br />1.080 <br />1.080 <br />+0.60D <br />0.288 <br />0.288 <br />