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0 <br />Project Title: <br />Engineer: <br />Project ID: <br />Project Descr: <br />I Steel Beam Project Filename: Byrne Angle Check.ec6 <br />DESCRIPTION: Angle check for 4 ft <br />CODE REFERENCES <br />Calculations per AISC 360-10, IBC 2012, CBC 2013, ASCE 7-10 <br />Load Combination Set: IBC 2018 <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 <br />L6x6x3/8 <br />Span = 2.0 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 = 1.363 k/ft, Tributary Width = 1.0 ft <br />DESIGN SUMMARY <br />• ' <br />Maximum Bending Stress Ratio = <br />0.409 : 1 Maximum Shear Stress Ratio = <br />0.094 <br />Section used for this span <br />L6x6x3/8 <br />Section used for this span <br />L6x6x3/8 <br />Ma : Applied <br />2.726 k-ft <br />Va : Applied <br />2.726 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 />0.000ft <br />Location of maximum on span <br />0.000 ft <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 /><360 <br />Max Upward Transient Deflection <br />0.000 in Ratio = <br /><360 <br />Max Downward Total Deflection <br />0.011 in Ratio = <br />4560 —180 <br />Max Upward Total Deflection <br />0.000 in Ratio = <br /><180 <br />Maximum Forces & Stresses for Load Combinations <br />Load Combination <br />max stress Kauos <br />summary of moment <br />values <br />Summary or snear vaues <br />Segment Length <br />Span # M <br />V Mmax + <br />Mmax - Ma Max <br />Mnx Mnx/Omega Cb Rm Va Max VnxVnx/Omega <br />D Only <br />Dsgn. L = 2.00 ft <br />1 0.409 <br />0.094 <br />-2.73 2.73 <br />11.12 <br />6.66 1.00 1.00 2.73 48.60 29.10 <br />+0.60D <br />Dsgn. L = 2.00 ft <br />1 0.246 <br />0.056 <br />-1.64 1.64 <br />11.12 <br />6.66 1.00 1.00 1.64 48.60 29.10 <br />Overall Maximum Deflections <br />Load Combination <br />Span Max. "-" Deft Location in Span Load Combination <br />Max. °+" Defl Location in Span <br />D Only <br />1 <br />0.0105 <br />2.000 <br />0.0000 0.000 <br />Vertical Reactions <br />Support notation : <br />Far left is #1 <br />Values in KIPS <br />Load Combination <br />Support 1 <br />Support 2 <br />Overall MINimum -1.636 <br />D Only 2.726 <br />+0.60D 1.636 <br />