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16 of 26 <br /> Project Title: <br /> Engineer: <br /> Project ID: <br /> Project Descr: <br /> Steel Beam Software copyright ENERCALC,INC.1983-2020,Build:12.20.8.24 <br /> Lic* KW-06011993 L120 Engineering and Design <br /> DESCRIPTIO L6x6x3/8 -4ft Segment(Max Load) <br /> CODE REFERENCES <br /> Calculations per AISC 360-10, IBC 2015, CBC 2016,ASCE 7-10 <br /> Load Combination Set: IBC 2018 <br /> Material Properties <br /> Analysis MethooNllowable Strength Design Fy: Steel Yield 36.0 ksi <br /> Beam Bracing Completely Unbraced E: Modulus : 29,000.0 ksi <br /> Bending Axis: Major Axis Bending <br /> Vertical Leg Up D(1)L(1.3)S(0 4) D(1)L(1 3)S(0.4) <br /> D(1.3)L(O.85)S(0.5) _ D(1.3)L(0.85)S(0.5),_ D(1.3)L(0.85)S(0 5) <br /> x Y <br /> x <br /> L6x6x3/8 L6x6x3/8 L6x6x3/8 <br /> Span=1_60 ft Span=0.8330 ft Span=1-60 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 for Span Number 1 <br /> Uniform Load : D= 1.30, L=0.850, S =0.50 k/ft, Tributary Width = 1.0 ft, (Typical Uniform) <br /> Point Load : D= 1.0, L= 1.30, S=0.40 k @ 0.0 ft, (Point Load) <br /> Load for Span Number 2 <br /> Uniform Load : D= 1.30, L=0.850, S=0.50 k/ft, Tributary Width= 1.0 ft, (Typical Uniform) <br /> Load for Span Number 3 <br /> Uniform Load : D= 1.30, L=0.850, S=0.50 k/ft, Tributary Width= 1.0 ft, (Typical Uniform) <br /> Point Load : D = 1.0, L= 1.30, S= 0.40 k @ 1.60 ft, (Point Load) <br /> DESIGN SUMMARY Des ri OK <br /> Maximum Bending Stress Ratio = 0.993: 1 Maximum Shear Stress Ratio= 0.206 : 1 <br /> Section used for this span L6x6x3/8 Section used for this span L6x6x3/8 <br /> Ma:Applied 6.619 k-ft Va:Applied 5.999 k <br /> Mn/Omega:Allowable 6.668 k-ft Vn/Omega:Allowable 29.102 k <br /> Load Combination +D+0.750L+0.7505 Load Combination +D+0.750L+0.7505 <br /> Location of maximum on span 0.000ft Location of maximum on span 1.600 ft <br /> Span#where maximum occurs Span#3 Span#where maximum occurs Span# 1 <br /> Maximum Deflection <br /> Max Downward Transient Deflection 0.018 in Ratio= 2,175>=360 <br /> Max Upward Transient Deflection -0.001 in Ratio= 9,461 >=360 <br /> Max Downward Total Deflection 0.036 in Ratio= 1061 >=180 <br /> Max Upward Total Deflection -0.002 in Ratio= 4556 >=180 <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= 1.60 ft 1 0.492 0.107 -3.28 3.28 11.14 6.67 1.00 1.00 3.10 48.60 29.10 <br /> Dsgn.L= 0.83 ft 2 0.489 0.107 -0.00 -3.28 3.28 11.21 6.71 1.02 1.00 3.10 48.60 29.10 <br /> Dsgn.L= 1.60 ft 3 0.492 0.107 -3.28 3.28 11.14 6.67 1.00 1.00 3.10 48.60 29.10 <br /> +D+L <br /> Dsgn.L= 1.60 ft 1 0.967 0.198 -6.45 6.45 11.14 6.67 1.00 1.00 5.76 48.60 29.10 <br /> Dsgn.L= 0.83 ft 2 0.962 0.198 -0.00 -6.45 6.45 11.20 6.71 1.02 1.00 5.76 48.60 29.10 <br /> Dsgn.L= 1.60 ft 3 0.967 0.198 -6.45 6.45 11.14 6.67 1.00 1.00 5.76 48.60 29.10 <br /> +D+S <br />