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Project No. : <br />Description : <br />A DIVISION OF NUCOR CORPORATION Engineer : <br />BEAM-COLUMN S.S. (AISC 15th Edition)Date : <br />MAIN REPORT: DESIGN SUMMARY <br />Version: 2018.09.12 (Date: 09/12/18) By NBG-GS <br />Span and Loading Conditions <br />Column Rafter Remarks <br />Member Length Lbx ft.14.00 17.30 Assumes Lbx = L <br />Unbraced Length - Minor Lby ft.14.00 8.00 <br />FALSE FALSE <= See cell comment & Chapter G. <br />a in.<= See cell comment & Section G2. <br />Cb 1.000 1.000 <= See cell comment <br />Kx 1.000 1.000 <br />Ky 1.000 1.000 <br />Kz 1.000 1.000 <= See cell comment <br />Section Geometry <br />Select Wide-flange or Built-up Section:BU BU <br />Section Description:BU16x60 BU24x42 <br />Total Depth d in.16.000 24.000 <br />Web Thickness tw in.0.188 0.188 <br />Outside Flange Width bof in.12.000 8.000 <br />Outside Flange Thickness tof in.0.625 0.500 <br />Inside Flange Width bif in.12.000 8.000 <br />Inside Flange Thickness tif in.0.625 0.500 <br />Material Information <br />Material Strength Fy ksi 55 55 <br />Elastic Modulus E ksi 29,000 29,000 Standard for steel shown <br />Shear Modulus G ksi 11,200 11,200 Standard for steel shown <br />Flange Yield Strength Fyf ksi 55 55 <br />Web Yield Strength Fyw ksi 55 55 <br />Ultimate Strength Fu ksi 70 70 <br />Applied Loads <br />Factor of Safety (Allowable Stress Factor)Sf 1.000 1.000 Slender Ratio (y-axis) [KyLy/ry ≤ 200] <br />Axial (compression => + pos., tension => - neg.)Pa kips 6.300 1.000 <br />Shear (absolute value)Vx kips 5.380 10.630 Major Axis (x-axis) <br />Moment (outside flange in compression => + pos.)Mx ft-kip 101.200 94.400 <br />Shear (absolute value)Vy kips 4.300 4.300 Minor Axis (y-axis) <br />Moment (absolute value)My ft-kip 60.200 26.015 <br />Design Results:OK OK Remarks <br />ASD Combined Strength Ratio CSR 0.850 0.935 Eq. H1-1a or H1-1b <br />ASD Shear Strength Ratio (x-axis)Vrx/Vcx 0.133 0.262 Major Axis (x-axis) <br />ASD Shear Strength Ratio (y-axis)Vry/Vcy 0.015 0.027 Minor Axis (y-axis) <br />Deflection Results (Major-axis)OK OK Remarks <br />Deflection Limits (about x-axis)L / 90 L / 90 Limits as numerals (i.e. 360 = L/360) <br />Maximum Deflection (about x-axis)Dmax in.1.867 in.2.307 in. <br />Dx-axis in.0.131 in.0.135 in.Dx-axis ≤ Dmax <br />Deflection Results (Minor-axis)OK OK Remarks <br />Deflection Limits (about y-axis)L / 90 L / 90 Limits as numerals (i.e. 360 = L/360) <br />Maximum Deflection (about y-axis)Dmax in.1.867 in.2.307 in. <br />Dy-axis in.0.407 in.1.132 in.Dy-axis ≤ Dmax <br />C23F6009A <br />Samueli Academy - BP-CP1 <br />AA <br />6/1/2023 <br />Member Deflection (about x-axis) <br />Member Deflection (about y-axis) <br />ASD <br />Kz Factor <br />GENERAL INFORMATION <br />(Enter Data In Gray Shaded Cells!) <br />Ky Factor <br />Consideration of Tension Field Action for Shear <br />Clear Distance between Transverse Stiffeners <br />Lateral-torsional buckling factor <br />Kx Factor <br />Enter WF-Section: <br />Applied Loading includes second order effects. <br />153 1901 N Fairview St & Bldg A, B, <br />C, F & 1919 N Fairview St Bldg E <br />4/11/2024