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Steel Beam <br />LIC# : KW-06018621, Build:20.24.10.30 KPFF (c) ENERCALC, LLC 1982-2025 <br />DESCRIPTION:Partition 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 :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 = 36.0 ft <br />W10x45 <br />1 2 <br />D(0.130) <br />.Service loads entered. Load Factors will be applied for calculations.Applied Loads <br />Beam self weight calculated and added to loading <br />Uniform Load : D = 0.130 k/ft, Tributary Width = 1.0 ft <br />.Design OKDESIGN SUMMARY <br />Maximum Bending Stress Ratio =0.376 : 1 <br />Load Combination +1.40D <br />Span # where maximum occurs Span # 1 <br />4.410 k <br />Mn * Phi : Allowable 105.430 k-ft Vn * Phi : Allowable <br />W10x45Section used for this span <br />Span # where maximum occurs <br />Location of maximum on span <br />Span # 1 <br />Load Combination +1.40D <br />106.050 k <br />Section used for this span W10x45 <br />Mu : Applied <br />Maximum Shear Stress Ratio =0.042 : 1 <br />0.000 ft <br />39.690 k-ft Vu : Applied <br />0 <360 <br />468 <br />Ratio =0 <240.0 <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 0.924 in Ratio =>=240. <br />Max Upward Total Deflection 0 in <br />n/a <br />n/a <br />Span: 1 : D 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 VnxMu Max Phi*Mnx Cb VuMaxMnx Phi*VnxSegment Length <br />+1.40D <br />Dsgn. L = 36.00 ft 1 0.376 0.042 39.69 39.69 117.14 105.43 1.14 1.00 4.41 106.05 106.05 <br />+1.20D <br />Dsgn. L = 36.00 ft 1 0.323 0.036 34.02 34.02 117.14 105.43 1.14 1.00 3.78 106.05 106.05 <br />+0.90D <br />Dsgn. L = 36.00 ft 1 0.242 0.027 25.52 25.52 117.14 105.43 1.14 1.00 2.84 106.05 106.05 <br />. <br />Location in SpanLoad CombinationMax. "-" Defl Location in SpanLoad Combination Span Max. "+" Defl <br />Overall Maximum Deflections <br />D Only 1 0.9238 18.103 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 3.150 3.150 <br />Max Upward from Load Combinations 1.890 1.890 <br />Max Upward from Load Cases 3.150 3.150 <br />D Only 3.150 3.150 <br />+0.60D 1.890 1.890 <br />=10.5 PSF(12')