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-=` }.�. Tacoma,Washington Designed: OMA Date: 11/1/2022 Project Number: 19.933 <br /> f .S�ll.S&h��� 253 474 9449 Checked: CJT Date: 11/4/2022 19 i <br /> Project: Emerald Court Carports <br /> MEMBER CHECKS, CONTINUED <br /> Steel Beam Project File:19933.ec6 <br /> LIC#:KW-06014086,Build:20.21.10.27 SITTS&HILL ENGINEERING,INC. (c)ENERCALC INC 1983-2021 <br /> DESCRIPTION: BEAM: HOT-ROLLED WIDE FLANGE i <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 Allowable Strength Design Fy:Steel Yield: 50.0 ksi <br /> Beam Bracing: Completely Unbraced E:Modulus: 29,000.0 ksi <br /> Bending Axis: Major Axis Bending <br /> - I <br /> D(0.2826)S(4.050)W(-1.768) D(0.2826)S(4.050)W(-0.1607) <br /> x x <br /> W8x10 404., W8x10 ( ) W8x10 <br /> Span=4.125 ft I Span=1.750 ft , Span=4.125 ft <br /> Applied Loads Service loads entered.Load Factors will be applied for calculations. <br /> Beam self weight calculated and added to loading <br /> Load(s)for Span Number 1 <br /> Point Load: D=0.2826, S=4.050, W=-1.768 k @ 0.0 ft <br /> Load(s)for Span Number 3 <br /> Point Load: D=0.2826, S=4.050, W=-0.1607 k @ 4.125 ft <br /> DESIGN SUMMARY Design OK <br /> Maximum Bending Stress Ratio = 0.881: 1 Maximum Shear Stress Ratio= 0.163 : 1 <br /> Section used for this span W8x10 Section used for this span W8x10 <br /> Ma:Applied 17.958 k-ft Va:Applied 4.374 k <br /> Mn/Omega:Allowable 20.377 k-ft Vn/Omega:Allowable 26.826 k <br /> Load Combination +D+S Load Combination +D+S <br /> Location of maximum on span 4.125ft Location of maximum on span 4.125 ft <br /> Span#where maximum occurs Span#1 Span#where maximum occurs Span#1 <br /> Maximum Deflection <br /> Max Downward Transient Deflection 0.301 in Ratio= 329 >=180. Span:3:W Only <br /> Max Upward Transient Deflection -0.116 in Ratio= 854 >=180. Span:3:S Only <br /> Max Downward Total Deflection 0.323 in Ratio= 306 >=120. Span:3:+D+S <br /> Max Upward Total Deflection -0.013 in Ratio= 1559 >=120. Span:3:+D+S <br /> Maximum Forces&Stresses for Load Combinations <br /> Load Combination Max Stress Ratios Summary of Moment Values Summary of Shear Values <br /> Segment Length Span# M V Mmax+ Mmax- Ma Max Mnx Mnx/Omega Cb Rm Va Max VnxVnx/Omega <br /> D Only <br /> Dsgn.L= 4.13 ft 1 0.061 0.012 -1.25 1.25 34.03 20.38 1.00 1.00 0.32 40.24 26.83 <br /> Dsgn.L= 1.75 ft 2 0.057 0.012 -0.00 -1.25 1.25 36.52 21.87 1.00 1.00 0.32 40.24 26.83 <br /> Dsgn.L= 4.13 ft 3 0.061 0.012 -1.25 1.25 34.03 20.38 1.00 1.00 0.32 40.24 26.83 <br /> +D+S <br /> Dsgn.L= 4.13 ft 1 0.881 0.163 -17.96 17.96 34.03 20.38 1.00 1.00 4.37 40.24 26.83 <br /> Dsgn.L= 1.75 ft 2 0.821 0.163 -0.00 -17.96 17.96 36.52 21.87 1.00 1.00 4.37 40.24 26.83 <br /> Dsgn.L= 4.13 ft 3 0.881 0.163 -17.96 17.96 34.03 20.38 1.00 1.00 4.37 40.24 26.83 <br /> +D+0.7505 <br /> Dsgn.L= 4.13 ft 1 0.676 0.125 -13.78 13.78 34.03 20.38 1.00 1.00 3.36 40.24 26.83 <br /> Dsgn.L= 1.75 ft 2 0.630 0.125 -0.00 -13.78 13.78 36.52 21.87 1.00 1.00 3.36 40.24 26.83 <br /> Dsgn.L= 4.13 ft 3 0.676 0.125 -13.78 13.78 34.03 20.38 1.00 1.00 3.36 40.24 26.83 <br /> +D+0.60W <br /> Dsgn.L= 4.13 ft 1 0.153 0.084 3.12 3.12 34.03 20.38 1.00 1.00 2.26 40.24 26.83 <br /> Dsgn.L= 1.75 ft 2 0.143 0.085 3.12 -0.85 3.12 36.52 21.87 2.03 1.00 2.28 40.24 26.83 <br /> Dsgn.L= 4.13 ft 3 0.042 0.008 -0.85 0.85 34.03 20.38 1.00 1.00 0.23 40.24 26.83 <br /> +D+0.450W <br /> Dsgn.L= 4.13 ft 1 0.100 0.063 2.03 2.03 34.03 20.38 1.00 1.00 1.70 40.24 26.83 <br />