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Steel Beam <br />LIC# : KW-06018621, Build:20.24.10.30 KPFF (c) ENERCALC, LLC 1982-2025 <br />DESCRIPTION:Elevator Hoist Beam <br />Project File: 20240410 santa ana zoo.ec6 <br />Project Title:Santa Ana Zoo Community Hub Bldg <br />Engineer:MQ <br />Project ID:2300175 <br />Project Descr: <br />CODE REFERENCES <br />Calculations per AISC 360-16, IBC 2021 <br />Load Combination Set : ASCE 7-10 <br />Material Properties <br />Analysis Method : <br />ksi <br />Bending Axis :Major Axis Bending <br />Completely Unbraced <br />Load Resistance Factor Design Fy : Steel Yield :50.0 ksi <br />Beam Bracing :E: Modulus :29,000.0 <br />Span = 8.330 ft <br />W8x28 <br />1 2 <br /> L(7.50) <br />.Service loads entered. Load Factors will be applied for calculations.Applied Loads <br />Beam self weight calculated and added to loadingLoad(s) for Span Number 1 <br />Point Load : L = 7.50 k @ 4.170 ft <br />.Design OKDESIGN SUMMARY <br />Maximum Bending Stress Ratio =0.248 : 1 <br />Load Combination +1.20D+1.60L <br />Span # where maximum occurs Span # 1 <br />6.147 k <br />Mn * Phi : Allowable 102.000 k-ft Vn * Phi : Allowable <br />W8x28Section used for this span <br />Span # where maximum occurs <br />Location of maximum on span <br />Span # 1 <br />Load Combination +1.20D+1.60L <br />68.913 k <br />Section used for this span W8x28 <br />Mu : Applied <br />Maximum Shear Stress Ratio =0.089 : 1 <br />8.330 ft <br />25.251 k-ft Vu : Applied <br />0 <1,667 <br />1778 <br />Ratio =0 <240.0 <br />Maximum Deflection <br />Max Downward Transient Deflection 0.055 in 1,812Ratio =>=1,66 <br />Max Upward Transient Deflection 0 in Ratio = <br />Max Downward Total Deflection 0.056 in Ratio =>=240. <br />Max Upward Total Deflection 0 in <br />Span: 1 : L Only <br />n/a <br />Span: 1 : +D+L <br />n/a <br />.Maximum Forces & Stresses for Load Combinations <br />Span # <br />Summary of Moment Values Summary of Shear ValuesLoad Combination Max Stress Ratios <br />M V max Mu -max Mu +Rm VnxMu Max Phi*Mnx Cb VuMaxMnx Phi*VnxSegment Length <br />+1.40D <br />Dsgn. L = 8.33 ft 1 0.003 0.002 0.34 0.34 113.33 102.00 1.14 1.00 0.16 68.91 68.91 <br />+1.20D+1.60L <br />Dsgn. L = 8.33 ft 1 0.248 0.089 25.25 25.25 113.33 102.00 1.31 1.00 6.15 68.91 68.91 <br />+1.20D+0.50L <br />Dsgn. L = 8.33 ft 1 0.079 0.029 8.09 8.09 113.33 102.00 1.31 1.00 2.02 68.91 68.91 <br />+1.20D <br />Dsgn. L = 8.33 ft 1 0.003 0.002 0.29 0.29 113.33 102.00 1.14 1.00 0.14 68.91 68.91 <br />+0.90D <br />Dsgn. L = 8.33 ft 1 0.002 0.002 0.22 0.22 113.33 102.00 1.14 1.00 0.10 68.91 68.91 <br />. <br />Location in SpanLoad CombinationMax. "-" Defl Location in SpanLoad Combination Span Max. "+" Defl <br />Overall Maximum Deflections <br />+D+L 1 0.0562 4.189 0.0000 0.000 <br />. <br />Load Combination Support 1 Support 2 <br />Vertical Reactions Support notation : Far left is #1 Values in KIPS <br />Max Upward from all Load Conditions 3.862 3.871 <br />Max Upward from Load Combinations 3.862 3.871 <br />Max Upward from Load Cases 3.745 3.755 <br />D Only 0.117 0.117 <br />+D+L 3.862 3.871 <br />+D+0.750L 2.926 2.932