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Steel Beam <br />LIC# : KW-06018621, Build:20.24.10.30 KPFF (c) ENERCALC, LLC 1982-2025 <br />DESCRIPTION:Elevator Guide rail Support <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 :Minor Axis Bending <br />Completely Unbraced <br />Load Resistance Factor Design Fy : Steel Yield :46.0 ksi <br />Beam Bracing :E: Modulus :29,000.0 <br />Span = 13.0 ft <br />HSS10x6x1/4 <br />1 2 <br /> L(1.60) <br />.Service loads entered. Load Factors will be applied for calculations.Applied Loads <br />Beam self weight NOT internally calculated and addedLoad(s) for Span Number 1 <br />Point Load : L = 1.60 k @ 6.50 ft, (Guide rail seismic reaction (weak axis)) <br />.Design OKDESIGN SUMMARY <br />Maximum Bending Stress Ratio =0.175 : 1 <br />Load Combination +1.60L <br />Span # where maximum occurs Span # 1 <br />1.280 k <br />Mn * Phi : Allowable 47.623 k-ft Vn * Phi : Allowable <br />HSS10x6x1/4Section used for this span <br />Span # where maximum occurs <br />Location of maximum on span <br />Span # 1 <br />Load Combination +1.60L <br />61.361 k <br />Section used for this span HSS10x6x1/4 <br />Mu : Applied <br />Maximum Shear Stress Ratio =0.021 : 1 <br />0.000 ft <br />8.320 k-ft Vu : Applied <br />0 <360 <br />1570 <br />Ratio =0 <180 <br />Maximum Deflection <br />Max Downward Transient Deflection 0 in 0Ratio =<360 <br />Max Upward Transient Deflection 0 in Ratio = <br />Max Downward Total Deflection 0.099 in Ratio =>=180 <br />Max Upward Total Deflection 0 in <br />n/a <br />n/a <br />Span: 1 : L Only <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 VnyMu Max Phi*Mny Cb VuMaxMny Phi*VnySegment Length <br />Dsgn. L = 13.00 ft 1 0.000 52.91 47.62 1.00 1.00 -0.00 68.18 61.36 <br />+1.60L <br />Dsgn. L = 13.00 ft 1 0.175 0.021 8.32 8.32 52.91 47.62 1.32 1.00 1.28 68.18 61.36 <br />+0.50L <br />Dsgn. L = 13.00 ft 1 0.055 0.007 2.60 2.60 52.91 47.62 1.32 1.00 0.40 68.18 61.36 <br />. <br />Location in SpanLoad CombinationMax. "-" Defl Location in SpanLoad Combination Span Max. "+" Defl <br />Overall Maximum Deflections <br />L Only 1 0.0994 6.500 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 0.800 0.800 <br />Max Upward from Load Combinations 0.600 0.600 <br />Max Upward from Load Cases 0.800 0.800 <br />L Only 0.800 0.800 <br />+0.750L 0.600 0.600 <br />< 1/8" <br />MAX