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Project Title: <br />Engineer: <br />Project ID: <br />Project Descr: <br />Steel Column Project File: Everett Mall Canopy.ec6 <br />LIC# : KW-06014122, Build:20.23.08.30 PCs STRUCTURAL SOLUTIONS (c) ENERCALC INC 1983-2023 <br />DESCRIPTION: North Canopy Column <br />Extreme Reactions <br />Axial Reaction <br />X-X Axis Reaction k <br />Y-Y Axis Reaction <br />Mx - End Moments k-ft <br />My - End Moments <br />Item Extreme Value <br />@ Base <br />@ Base <br />@ Top <br />@ Base <br />@ Top <br />@ Base @ Top <br />@ Base @ Top <br />Reaction, Y-Y Axis Base Maximum <br />1.773 <br />0.004 <br />0.004 <br />-0.401 <br />0.401 <br />-9.216 <br />-0.096 <br />Minimum <br />6.155 <br />0.019 <br />0.019 <br />-1.781 <br />1.781 <br />-40.960 <br />-0.427 <br />Reaction, X-X Axis Top Maximum <br />6.155 <br />0.019 <br />0.019 <br />-1.781 <br />1.781 <br />-40,960 <br />-0.427 <br />Minimum <br />1.773 <br />0.004 <br />0.004 <br />-0.401 <br />0.401 <br />-9.216 <br />-0.096 <br />Reaction, Y-Y Axis Top Maximum <br />2.955 <br />0.007 <br />0.007 <br />-0,668 <br />0.668 <br />-15.360 <br />-0.160 <br />" Minimum <br />3.200 <br />0.012 <br />0.012 <br />-1.113 <br />1.113 <br />-25.600 <br />-0.267 <br />Moment, X-X Axis Base Maximum <br />2.955 <br />0.007 <br />-0.668 <br />0.668 <br />-15.360 <br />-0.160 <br />Minimum <br />2.955 <br />0.007 <br />-0.668 <br />0.668 <br />-15.360 <br />-0,160 <br />Moment, Y-Y Axis Base Maximum <br />2.955 <br />0.007 <br />0.007 <br />-0.668 <br />0.668 <br />-0.160 <br />-15.360 <br />" Minimum <br />2.955 <br />0.007 <br />0.007 <br />-0.668 <br />0.668 <br />-0.160 <br />-15.360 <br />Moment, X-X Axis Top Maximum <br />1.773 <br />0.004 <br />0.004 <br />-0.401 <br />0.401 <br />-9.216 <br />-0.096 <br />" Minimum <br />6.155 <br />0.019 <br />0.019 <br />-1.781 <br />1.781 <br />-40.960 <br />-0.427 <br />Moment, Y-Y Axis Top Maximum <br />1.773 <br />0.004 <br />0.004 <br />-0.401 <br />0.401 <br />-9.216 <br />-0.096 <br />" Minimum <br />6.155 <br />0.019 <br />0.019 <br />-1.781 <br />1.781 <br />-40.960 <br />-0.427 <br />Maximum Deflections for Load Combinations <br />Load Combination <br />Max. Deflection in X dir <br />D Only <br />-0.0065 in <br />+D+S <br />-0.0174 in <br />+D+0.750S <br />-0.0147 in <br />+0.60D <br />-0.0039 in <br />S Only <br />-0.0109 in <br />Steel Section Properties W12x45 <br />Depth = <br />12.100 in <br />I xx <br />Web Thick = <br />0.335 in <br />S xx <br />Flange Width = <br />8.050 in <br />R xx <br />Flange Thick = <br />0.575 in <br />Zx <br />Area = <br />13.100 inA2 <br />1 yy <br />Weight = <br />45.000 plf <br />S yy <br />Kdesign = <br />1.080 in <br />R yy <br />K1 = <br />0.938 in <br />Zy <br />rts = <br />2.230 in <br />Ycg = <br />0.000 in <br />Distance <br />Max. Deflection in Y dir <br />Distance <br />13.430 ft <br />-0.090 in <br />11430 ft <br />13.430 ft <br />-0.240 in <br />13.430 ft <br />13.430 ft <br />-0.203 in <br />13.430 ft <br />13.430 ft <br />-0.054 in <br />13.430 ft <br />13.430 ft <br />-0.150 in <br />13.430 ft <br />= 346. 00 16A4 <br />J <br />= 1.260 inA4 <br />= 57.70 inA3 <br />Cw <br />= 1,650.00 inA6 <br />= 5.150 in <br />= 64.200 inA3 <br />= 50.000 inA4 <br />= 12.400 inA3 <br />Wno <br />= 23.200 inA2 <br />= 1.950 in <br />Sw <br />= 26.800 inA4 <br />= 19.000 inA3 <br />Of <br />= 12.800 inA3 <br />Qw <br />= 31.700 inA3 <br />