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, i 0 0 23 of 40 <br /> L6x6x5/8 Angle Iron <br /> 6'-0" o.c. spacing <br /> Steel Beam Software copyright ENERCALC,INC.1983-2020,Build:12.20.8.24 <br /> Lic.#:KW-06011993 L120 Engineering and Design <br /> DESCRIPTIO 6ft L6x6x3/8 Angle Iron- Uniform 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 MethoAllowable 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 <br /> D(0.71)L(1.2)S(0.1) <br /> s _ b a c <br /> X-- ---_. x <br /> L6x6x5/84. <br /> 4 <br /> Span=6.0 ft <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=0.710, L= 1.20, S=0.10 k/ft, Tributary Width = 1.0 ft <br /> DESIGN SUMMARY Design OK <br /> Maximum Bending Stress Ratio = 0.707: 1 Maximum Shear Stress Ratio= 0.118 : 1 <br /> Section used for this span L6x6x5/8 Section used for this span L6x6x5/8 <br /> Ma:Applied 8.595 k-ft Va:Applied 5.730 k <br /> Mn/Omega:Allowable 12.158 k-ft Vn/Omega:Allowable 48.503 k <br /> Load Combination +D+L Load Combination +D+L <br /> Location of maximum on span 3.000ft Location of maximum on span 0.000 ft <br /> Span#where maximum occurs Span#1 Span#where maximum occurs Span#1 <br /> Maximum Deflection <br /> Max Downward Transient Deflection 0.050 in Ratio= 1,431>=360 <br /> Max Upward Transient Deflection 0.000 in Ratio= 0 <360 <br /> Max Downward Total Deflection 0.080 in Ratio= 899 >=180 <br /> Max Upward Total Deflection 0.000 in Ratio= 0 <180 <br /> Maximum Force s &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= 6.00 ft 1 0.263 0.044 3.20 3.20 20.30 12.16 1.14 1.00 2.13 81.00 48.50 <br /> +D+L <br /> Dsgn. L= 6.00 ft 1 0.707 0.118 8.60 8.60 20.30 12.16 1.14 1.00 5.73 81.00 48.50 <br /> +D+S <br /> Dsgn. L= 6.00 ft 1 0.300 0.050 3.65 3.65 20.30 12.16 1.14 1.00 2.43 81.00 48.50 <br /> +D+0.750L <br /> Dsgn.L= 6.00 ft 1 0.596 0.100 7.25 7.25 20.30 12.16 1.14 1.00 4.83 81.00 48.50 <br /> +D+0.750L+0.7505 <br /> Dsgn.L= 6.00 ft 1 0.624 0.104 7.58 7.58 20.30 12.16 1.14 1.00 5.06 81.00 48.50 <br /> +0.60D <br /> Dsgn. L= 6.00 ft 1 0.158 0.026 1.92 1.92 20.30 12.16 1.14 1.00 1.28 81.00 48.50 <br /> Overall Maximum Deflections <br /> Load Combination Span Max."-Defl Location in Span Load Combination Max."+"Defl Location in Span <br /> +D+L 1 0.0801 3.017 0.0000 0.000 <br /> Maximum Deflections for Load Combinations <br /> Load Combination Span Max.Downward Defl Location in Span Span Max. Upward Defl Location in Span <br /> D Only 1 0.0298 3.017 0.0000 0.000 <br /> +D+L 1 0.0801 3.017 0.0000 0.000 <br /> +D+S 1 0.0339 3.017 0.0000 0.000 <br /> +D+0.750L 1 0.0675 3.017 0.0000 0.000 <br /> +D+0.750L+0.7505 1 0.0706 3.017 0.0000 0.000 <br />