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Steel Beam <br />JACOBSLic. # : KW-06001057 <br />DESCRIPTION:Antenna Support Post <br />Title Block Line 1 <br />You can change this area <br />using the "Settings" menu item <br />and then using the "Printing & <br />Title Block" selection. <br />Title Block Line 6 <br />Software copyright ENERCALC, INC. 1983-2020, Build:12.20.8.24 <br />File: 555 California Way.ec6 <br />Project Title: <br />Engineer: <br />Project ID: <br />Printed: 25 FEB 2021, 12:15PM <br />Project Descr: <br />CODE REFERENCES <br />Calculations per AISC 360-16, IBC 2018, CBC 2019, ASCE 7-16 <br />Load Combination Set : ASCE 7-16 <br />Material Properties <br />Analysis Method : <br />ksi <br />Bending Axis :Major Axis Bending <br />Completely Unbraced <br />Allowable Strength Design Fy : Steel Yield :35.0 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 />Load(s) for Span Number 2 <br />Point Load : W = 0.0250 k @ 3.0 ft <br />Design OKDESIGN SUMMARY <br />Maximum Bending Stress Ratio =0.036 : 1 <br />Load Combination +0.60W <br />Span # where maximum occurs Span # 1 <br />Location of maximum on span 2.000ft <br />0.02250 k <br />Mn / Omega : Allowable 1.245 k-ft Vn/Omega : Allowable <br />Pipe2STDSection used for this span <br />Span # where maximum occurs <br />Location of maximum on span <br />Span # 1 <br />Load Combination +0.60W <br />6.413 k <br />Section used for this span Pipe2STD <br />Ma : Applied <br />Maximum Shear Stress Ratio =0.004 : 1 <br />0.000 ft <br />0.045 k-ft Va : Applied <br />13,054 >=360 <br />3373 <br />Ratio =21758 >=180 <br />Maximum Deflection <br />Max Downward Transient Deflection 0.036 in 2,023Ratio =>=360 <br />Max Upward Transient Deflection -0.002 in Ratio = <br />Max Downward Total Deflection 0.021 in Ratio =>=180Max Upward Total Deflection -0.001 in <br />Maximum Forces & Stresses for Load Combinations <br />Span # <br />Summary of Moment ValuesLoad Combination Summary of Shear ValuesMax Stress Ratios <br />M V Mmax -Mmax +Rm VnxMa Max Mnx/Omega Cb Va MaxMnx Vnx/OmegaSegment Length <br />Dsgn. L = 2.00 ft 1 0.000 2.08 1.25 1.00 1.00 -0.00 10.71 6.41 <br />Dsgn. L = 3.00 ft 2 0.000 2.08 1.25 1.00 1.00 -0.00 10.71 6.41 <br />+0.60W <br />Dsgn. L = 2.00 ft 1 0.036 0.004 -0.05 0.05 2.08 1.25 1.67 1.00 0.02 10.71 6.41 <br />Dsgn. L = 3.00 ft 2 0.036 0.002 -0.05 0.05 2.08 1.25 1.00 1.00 0.02 10.71 6.41 <br />+0.450W <br />Dsgn. L = 2.00 ft 1 0.027 0.003 -0.03 0.03 2.08 1.25 1.67 1.00 0.02 10.71 6.41 <br />Dsgn. L = 3.00 ft 2 0.027 0.002 -0.03 0.03 2.08 1.25 1.00 1.00 0.01 10.71 6.41 <br />Location in SpanLoad CombinationMax. "-" Defl Location in SpanLoad Combination Span Max. "+" Defl <br />Overall Maximum Deflections <br />W Only1 0.0000 0.000 -0.0018 1.160 <br />W Only 2 0.0356 3.000 0.0000 1.160 <br />Load Combination Support 1 Support 2 Support 3 <br />Vertical Reactions Support notation : Far left is #1 Values in KIPS <br />Overall MAXimum -0.038 0.063 <br />Overall MINimum -0.017 0.028 <br />+0.60W -0.023 0.038 <br />+0.450W -0.017 0.028 <br />W Only -0.038 0.063 <br />REV: 10-26-21 SK <br />ATTY/AGR.2021.270/Citizens for Emergency Response and Preparedness Program, Inc. (Page 35 of 41)