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Project Title: <br />Engineer: <br />Project ID: <br />Project Descr: <br />CITY OF SANTA ANA <br />Planning and Building Agency <br />Steel Beam <br />LIC# - KW-06016753, BuiId:20.23.2.14 VCA ENGINEERS INC <br />DESCRIPTION: W16x50 <br />CODE REFERENCES <br />Calculations per AISC 360-16, IBC 2018, CBC 2019, ASCE 7-16 <br />Load Combination Set: IBC 2021 <br />Material Properties _ <br />Analysis Method Allowable Strength Design Fy : Steel Yield <br />Beam Bracing : Beam is Fully Braced against lateral -torsional buckling E: Modulus <br />Bending Axis: Major Axis Bending <br />L(0.3550) <br />D(0.0350, 0.0350)-L(0.120.0.120) <br />Approved <br />_EDR PERMIT ISSUANCE <br />Project File: de1hi.ec6 <br />ENERCALC INC 1983-2022 <br />Master ID: <br />Date: <br />50.0 ksi <br />29,000.0 ksi <br />W16x50 <br />Span =30.0ft <br />i <br />Applied Loads Service loads entered. Load Factors will be applied for calculations. <br />Beam self weight NOT internally calculated and added <br />Uniform Load : D = 0.3550 k/ft, Tributary Width = 1.0 ft <br />Varying Uniform Load : D= 0.0350->0.0350, L= 0.120->0.120 k/ft, Extent = 0.0 -->> 30.0 ft, Trib Width = 1.0 ft <br />Uniform Load : L = 0.3550 k/ft, Tributary Width = 1.0 ft <br />DESIGN SUMMARY <br />.:.. • <br />Maximum Bending Stress Ratio = <br />0.424 : 1 <br />Maximum Shear Stress Ratio = <br />0.105 : 1 <br />Section used for this span <br />W16x50 <br />Section used for this span <br />W16x50 <br />Ma: Applied <br />97.313 k-ft <br />Va : Applied <br />12.975 k <br />Mn / Omega: Allowable <br />229.541 k-ft <br />Vn/Omega : Allowable <br />123.880 k <br />Load Combination <br />+D+L <br />Load Combination <br />+D+L <br />Location of maximum on span <br />0.000 ft <br />Span # where maximum occurs <br />Span # 1 <br />Span # where maximum occurs <br />Span # 1 <br />Maximum Deflection <br />Max Downward Transient Deflection <br />0.455 in Ratio = <br />791 <br />>=240. <br />Max Upward Transient Deflection <br />0.000 in Ratio = <br />0 <br /><240.0 Span: 1 : L Only <br />Max Downward Total Deflection <br />0.829 in Ratio = <br />434 <br />>=240. Span: 1 +D+L <br />Max Upward Total Deflection <br />0.000 in Ratio = <br />0 <br /><240.0 <br />Maximum Forces & Stresses for Load CombinationE <br />Load Combination Max Stress Ratios Summary of Moment Values <br />Summary <br />of Shear Values <br />Segment Length Span # M <br />V Mmax + Mmax - <br />Ma Max <br />Mnx Mnx/Omega Cb Rm <br />Va Max <br />VnxVnx/Omega <br />D Only <br />Dsgn. L = 30.00 ft 1 0.191 <br />0.047 43.88 <br />43.88 <br />383.33 229.54 1.00 1.00 <br />5.85 <br />185.82 123.88 <br />+D+L <br />Dsgn. L = 30.00 ft 1 0.424 <br />0.105 97.31 <br />97.31 <br />383.33 229.54 1.00 1.00 <br />12.98 <br />185.82 123.88 <br />+D+0.750L <br />Dsgn. L = 30.00 ft 1 0.366 <br />0.090 83.95 <br />83.95 <br />383.33 229.54 1.00 1.00 <br />11.19 <br />185.82 123.88 <br />+0.60D <br />Dsgn. L = 30 00 ft 1 0.115 <br />0 028 26.33 <br />26.33 <br />38333 229.54 1.00 1.00 <br />3.51 <br />185.82 123.88 <br />Overall Maximum Deflections <br />Load Combination Span Max. <br />"" Defl Location in Span <br />Load Combination <br />Max <br />"+" Deft Location in Span <br />+D+L 1 <br />0.8287 15.086 <br />0-0000 <br />0.000 <br />Vertical Reactions <br />Support <br />notation : <br />Far left is # Values in KIPS <br />Load Combination <br />Support 1 Support 2 <br />Max Upward from al of editions <br />12.975 12.975 <br />Max Upward from Load Combinations <br />12.975 12.975 <br />