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Steel Beam <br />LIC# : KW-06014368, Build:20.23.2.14 Core Structure, inc.(c) ENERCALC INC 1983-2022 <br />DESCRIPTION:BEAM SB1 (WIND OUT OF PLAN) <br />Core Structure, Inc. <br />23172 Plaza Pointe Drive <br />Suite 145 <br />Laguna Hills, CA 92653 <br />925-270-0755 <br />Project File: 23033.ec6 <br />Project Title:TOM'S JR <br />Engineer:A.T. <br />Project ID:23033 <br />Project Descr: <br />CODE REFERENCES <br />Calculations per AISC 360-16, IBC 2021, ASCE 7-16 <br />Load Combination Set : ASCE 7-16 <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 />.Service loads entered. Load Factors will be applied for calculations.Applied Loads <br />Beam self weight NOT internally calculated and added <br />Uniform Load : W = 0.1280 k/ft, Tributary Width = 1.0 ft, (WIND OUT OF PLAN) <br />.Design OKDESIGN SUMMARY <br />Maximum Bending Stress Ratio =0.120 : 1 <br />Load Combination W Only <br />Span # where maximum occurs Span # 1 <br />1.408 k <br />Mn * Phi : Allowable 64.515 k-ft Vn * Phi : Allowable <br />HSS10x5x3/8Section used for this span <br />Span # where maximum occurs <br />Location of maximum on span <br />Span # 1 <br />Load Combination W Only <br />68.538 k <br />Section used for this span HSS10x5x3/8 <br />Mu : Applied <br />Maximum Shear Stress Ratio =0.021 : 1 <br />0.000 ft <br />7.744 k-ft Vu : Applied <br />0 <360 <br />764 <br />Ratio =0 <240.0 <br />Maximum Deflection <br />Max Downward Transient Deflection 0.575 in 458Ratio =>=360 <br />Max Upward Transient Deflection 0.000 in Ratio = <br />Max Downward Total Deflection 0.345 in Ratio =>=240. <br />Max Upward Total Deflection 0.000 in <br />Span: 1 : W Only <br />Span: 1 : +0.60W <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 = 22.00 ft 1 0.000 71.68 64.52 1.00 1.00 -0.00 76.15 68.54 <br />+0.50W <br />Dsgn. L = 22.00 ft 1 0.060 0.010 3.87 3.87 71.68 64.52 1.14 1.00 0.70 76.15 68.54 <br />W Only <br />Dsgn. L = 22.00 ft 1 0.120 0.021 7.74 7.74 71.68 64.52 1.14 1.00 1.41 76.15 68.54 <br />. <br />Location in SpanLoad CombinationMax. "-" Defl Location in SpanLoad Combination Span Max. "+" Defl <br />Overall Maximum Deflections <br />W Only 1 0.5756 11.063 0.0000 0.000 <br />Location in SpanSpanMax. Downward Defl Location in SpanLoad Combination Span Max. Upward Defl <br />Maximum Deflections for Load Combinations <br />+0.60W 1 0.3454 11.063 0.0000 0.000 <br />+0.450W 1 0.2590 11.063 0.0000 0.000 <br />W Only 1 0.5756 11.063 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 1.408 1.408 <br />Max Upward from Load Combinations 0.845 0.845 <br />Max Upward from Load Cases 1.408 1.408 <br />+0.60W 0.845 0.845 25 <br />1430 E Edinger Ave <br />3/27/2025