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I Steel Beam Project File: calcs.ec6 <br />-..... --------- -.1-.--.--.-. - - - k4) CIVCRI ^L%.i IIV I' IyOYLV LL <br />DESCRIPTION: Supplemental Steel Angle Analysis <br />CODE REFERENCES <br />Calculations per AISC 360-16, IBC 2018, CBC 2019, ASCE 7-16 <br />Load Combination Set: ASCE 7-10 <br />Material Properties <br />Analysis Method Allowable 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(0.3675) <br />L6x6x3/8 <br />• _ -_ Span = 2.0 ft - ,I <br />lied Loads Service loads entered. Load Factors will be applied for calculations. <br />Beam self weight NOT internally calculated and added <br />Uniform Load : D = 1.470 k/ft, Tributary Width = 1.0 ft <br />Point Load : D = 0.3675 k @ 2.0 ft <br />DESIGN SUMMARY <br />Maximum Bending Stress Ratio = <br />0.552 : 1 <br />Maximum Shear Stress Ratio = <br />0.114 :1- <br />Section used for this span <br />L6x6x3/8 <br />Section used for this span <br />L6x6x3/8 <br />Ma: Applied <br />3.675 k-ft <br />Va : Applied <br />3.308 k <br />Mn / Omega: Allowable <br />6.661 k-ft <br />Vn/Omega : Allowable <br />29.102 k <br />Load Combination <br />D Only <br />Load Combination <br />D Only <br />Location of maximum on span <br />0.000 It <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 />0.000 in Ratio = <br />0 <600.0 <br />Max Upward Transient Deflection <br />0.000 in Ratio = <br />0 <600.0 <br />Max Downward Total Deflection <br />0.015 in Ratio = <br />3171 —600. Span: 1 : D Only <br />Max Upward Total Deflection <br />0.000 in Ratio = <br />0 <600.0 <br />Vertical Reactions <br />Support notation : Far left is #' Values in KIPS <br />Load Combination Support 1 <br />Support 2 <br />Overall AXimum 3.308 <br />Overall MINimum 1.985 <br />D Only 3.308 <br />+0.60D 1.985 <br />