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42-of-48 <br /> Case 2. Uniform Load <br /> 8'-0" o.c. spacing <br /> Lic.#:KW-06011993 L120 Engineering and Design <br /> DESCRIPTIO 8ft L6x6x3/8 Angle Iron -Uniform Load, 100% 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(0.325)S(0.375) <br /> b � o b <br /> r6.,; ,fk _- , ,teet ,>``"`"' Z a ,tya?*43 b, sir ^7 4.4... 4,110 UNZ:Z tuy3r,.s q M, 3v7 3VA yi,,i. ),:. <br /> 41411 L6x6x3/8 <br /> Span=8.0 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=0.3250, S=0.3750 k/ft, Tributary Width= 1.0 ft <br /> DESIGN SUMMARY Design OK <br /> Maximum Bending Stress Ratio = 0.846: 1 Maximum Shear Stress Ratio= 0.096: 1 <br /> Section used for this span L6x6x3/8 Section used for this span L6x6x3/8 <br /> Ma:Applied 5.600 k-ft Va:Applied 2.80 k <br /> Mn/Omega:Allowable 6.617 k-ft Vn/Omega:Allowable 29.102 k <br /> Load Combination +D+S Load Combination +D+S <br /> Location of maximum on span 4.000ft 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 0.078 in Ratio= 1,234>=360 <br /> Max Upward Transient Deflection 0.000 in Ratio= 0 <360 <br /> Max Downward Total Deflection 0.145 in Ratio= 662 >=180 <br /> Max Upward Total Deflection 0.000 in Ratio= 0 <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= 8.00 ft 1 0.393 0.045 2.60 2.60 11.05 6.62 1.14 1.00 1.30 48.60 29.10 <br /> +D+S <br /> Dsgn.L= 8.00 ft 1 0.846 0.096 5.60 5.60 11.05 6.62 1.14 1.00 2.80 48.60 29.10 <br /> +D+0.750S <br /> Dsgn.L= 8.00 ft 1 0.733 0.083 4.85 4.85 11.05 6.62 1.14 1.00 2.43 48.60 29.10 <br /> +0.60D <br /> Dsgn.L= 8.00 ft 1 0.236 0.027 1.56 1.56 11.05 6.62 1.14 1.00 0.78 48.60 29.10 <br /> Overall Maximum Deflections <br /> Load Combination Span Max."-"Defl Location in Span Load Combination Max."+"Defl Location in Span <br /> +D+S 1 0.1451 4.023 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 0.0674 4.023 0.0000 0.000 <br /> +D+S 1 0.1451 4.023 0.0000 0.000 <br /> +D+0.750S 1 0.1257 4.023 0.0000 0.000 <br /> +0.60D 1 0.0404 4.023 0.0000 0.000 <br /> S Only 1 0.0777 4.023 0.0000 0.000 <br /> Vertical Reactions Support notation:Far left is#• Values in KIPS <br /> Load Combination Support 1 Support 2 <br /> Overall MAXimum 2.800 2.800 <br />