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17 of 26 <br /> Project Title: <br /> Engineer: <br /> Project ID: <br /> Project Descr: <br /> Steel Beam Software copyright ENERCALC,INC.1983-2020,Build:12.20.8.24 <br /> Lic.#:KW46011993 L120 Engineering and Design <br /> DESCRIPTIO L6x6x3/8 -4ft Segment(Max Load) <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 /> Dsgn. L= 1.60 ft 1 0.684 0.148 -4.56 4.56 11.14 6.67 1.00 1.00 4.30 48.60 29.10 <br /> Dsgn.L= 0.83 ft 2 0.680 0.148 -0.00 -4.56 4.56 11.21 6.71 1.02 1.00 4.30 48.60 29.10 <br /> Dsgn.L= 1.60 ft 3 0.684 0.148 -4.56 4.56 11.14 6.67 1.00 1.00 4.30 48.60 29.10 <br /> +D+0.750L <br /> Dsgn.L= 1.60 ft 1 0.849 0.175 -5.66 5.66 11.14 6.67 1.00 1.00 5.10 48.60 29.10 <br /> Dsgn.L= 0.83 ft 2 0.844 0.175 -0.00 -5.66 5.66 11.20 6.71 1.02 1.00 5.10 48.60 29.10 <br /> Dsgn.L= 1.60 ft 3 0.849 0.175 -5.66 5.66 11.14 6.67 1.00 1.00 5.10 48.60 29.10 <br /> +D+0.750L+0.7505 <br /> Dsgn.L= 1.60 ft 1 0.993 0.206 -6.62 6.62 11.14 6.67 1.00 1.00 6.00 48.60 29.10 <br /> Dsgn.L= 0.83 ft 2 0.987 0.206 -0.00 -6.62 6.62 11.20 6.71 1.02 1.00 6.00 48.60 29.10 <br /> Dsgn.L= 1.60 ft 3 0.993 0.206 -6.62 6.62 11.14 6.67 1.00 1.00 6.00 48.60 29.10 <br /> +0.60D <br /> Dsgn.L= 1.60 ft 1 0.295 0.064 -1.97 1.97 11.14 6.67 1.00 1.00 1.86 48.60 29.10 <br /> Dsgn.L= 0.83 ft 2 0.293 0.064 -0.00 -1.97 1.97 11.21 6.71 1.02 1.00 1.86 48.60 29.10 <br /> Dsgn. L= 1.60 ft 3 0.295 0.064 -1.97 1.97 11.14 6.67 1.00 1.00 1.86 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+0.750L+0.7505 1 0.0362 0.000 0.0000 0.000 <br /> 2 0.0000 0.000 +D+0.750L+0.7505 -0.0022 0.416 <br /> +D+0.750L+0.7505 3 0.0360 1.600 0.0000 0.416 <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 0.0178 0.000 2 -0.0011 0.416 <br /> +D+L 1 0.0354 0.000 2 -0.0021 0.416 <br /> +D+5 1 0.0247 0.000 2 -0.0015 0.416 <br /> +D+0.750L 1 0.0310 0.000 2 -0.0019 0.416 <br /> +D+0.750L+0.7505 1 0.0362 0.000 2 -0.0022 0.416 <br /> +0.60D 1 0.0107 0.000 2 -0.0007 0.416 <br /> L Only 1 0.0176 0.000 2 -0.0011 0.416 <br /> S Only 1 0.0069 0.000 2 -0.0004 0.416 <br /> Vertical Reactions Support notation:Far left is#' Values in KIPS <br /> Load Combination Support 1 Support 2 Support 3 Support 4 <br /> Overall MAXimum 6.968 6.968 <br /> Overall MINimum 1.408 1.408 <br /> D Only 3.651 3.651 <br /> +D+L 6.666 6.666 <br /> +D+S 5.060 5.060 <br /> +D+0.750L 5.912 5.912 <br /> +D+0.750L+0.7505 6.968 6.968 <br /> +0.60D 2.191 2.191 <br /> L Only 3.014 3.014 <br /> S Only 1.408 1.408 <br /> Steel Section Properties : L6x6x3/8 <br /> Depth = 6.000 in I xx = 15.40 inA4 J = 0.218 inA4 <br /> S xx 3.51 inA3 Cw = 0.58 in^6 <br /> Leg Width = 6.000 in R xx = 1.870 in Ro = 3.340 in <br /> Thickness = 0.375 in Zx = 6.270 inA3 <br /> Area = 4.380 in^2 I yy = 15.400 inA4 <br /> Weight = 14.900 plf S yy = 3.510 inA3 <br /> Kdesign = 0.875 in R yy = 1.870 in <br /> Ycg = 1.620 in Qs = 0.912 <br /> lz = 6.210 inA4 <br /> Sz = 2.690 inA3 <br /> Yp = 0.365 in Rz = 1.190 in <br /> Tarp = 1.00 deg <br /> Eo = 0.365 in <br />