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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: BM 2 - Cantilever 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 />1)(0.12 ) S(O.20 <br />W 12x35 <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 = 8 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 />0.496 : 1 <br />Maximum Shear Stress Ratio = <br />W12x35 <br />Section used for this span <br />40.960 k-ft <br />Va : Applied <br />82.594 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 />0.343 in Ratio = <br />1,118 <br />>=360 Span: 1 : S Only <br />0 in Ratio = <br />0 <br /><360 n/a <br />0.549 in Ratio = <br />699 <br />>=180 Span: 1 : +D+S <br />0 in Ratio = <br />0 <br /><180 n/a <br />Maximum Forces & Stresses for Load Combinations <br />0.068 <br />W12x35 <br />5.120 k <br />75.0 k <br />+D+S <br />16.000 ft <br />Span # 1 <br />Load Combination <br />Max <br />Stress <br />Ratios <br />Summary of MomefifVaTu-es <br />ummary of Shear-VaIu-es <br />Segment Length <br />Span # <br />M <br />V Mmax + <br />Mmax - <br />Ma 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 />0.186 <br />0.026 <br />-15.36 <br />15.36 <br />137.93 <br />82.59 1.00 1.00 <br />1.92 <br />112.50 75.00 <br />+D+S <br />Dsgn. L = 16.00 ft <br />1 <br />0.496 <br />0.068 <br />-40.96 <br />40.96 <br />137.93 <br />82.59 1.00 1.00 <br />5.12 <br />112.50 75.00 <br />+D+0.750S <br />Dsgn. L = 16.00 ft <br />1 <br />0.418 <br />0.058 <br />-34.56 <br />34.56 <br />137.93 <br />82.59 1.00 1.00 <br />4.32 <br />112.50 75.00 <br />+0.60D <br />Dsgn. L = 16.00 ft <br />1 <br />0.112 <br />0.015 <br />-9.22 <br />9.22 <br />137.93 <br />82.59 1.00 1.00 <br />1.15 <br />112.50 75.00 <br />Overall Maximum Deflections <br />Load Combination <br />Span Max. " " Defl Location in Span <br />Load Combination <br />Max "+^ Dell Location in Span <br />+D+S <br />1 <br />0.5491 <br />0.000 <br />0.0000 <br />0.000 <br />Vertical Reactions <br />Support notation : <br />Far left is # <br />Values in KIPS <br />Load Combination <br />Support 1 Support 2 <br />Max Upward m all Load Conditions <br />5.120 <br />Max Upward from Load Combinations <br />5.120 <br />Max Upward from Load Cases <br />3.200 <br />D Only <br />1.920 <br />+D+S <br />5.120 <br />+D+0.750S <br />4.320 <br />+0.60D <br />1.152 <br />