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, . � I - <br /> Steel Crossbar Angles <br /> Load applied at end of cantilever due to tension in bolts 91.1 Ib <br /> length of cantilever arm= 8.75 ft/2= 4.375 ft <br /> Moment about vertical axis, My= 399 ft-Ib= 4.78 inch-kip <br /> Quarter-weight of EMC= 134.5 Ib <br /> length of cantilever arm= 4.375 ft <br /> Moment about vertical axis, Mx= 588 ft-Ib= 7.06 inch-kip <br /> I{ ASTM A36; Fy= 50 ksi <br /> II� designation Ib/ft area depth tw � bf tf k r z-z I x-x <br /> L2x2x0.3125 3.92 1.15 2 0.3125 2 0.3125 0.625 0.39 0.416 <br /> constant constant Coordinate Constant <br /> S x-x r x-x I y-y S y-y r y-y Zx Zy J Cw r0 H ! <br />' 0.3 0.601 0.416 0.3 0.601 0.541 0.541 0.038 0.01 1.07 0.633 I <br /> AIS�Steel Manual,13th ed.,Specifications,Section B"Design Requirements" <br /> �� <br /> Tab e 64.1 depth/tw= 6.40 <br /> 0.54(E/Fy)l�z= 13.00 <br /> 0.91(E/Fy)l�Z= 21.92 Section is Compact <br /> AISC Steel Manual,13th ed.,Specifications,Section F"Flexure" <br /> F1 SZb= 1.67 <br /> F10 Single angles <br /> y'=Ixx/Sxx= 1.387 inch <br /> y=width-y'= 0.613 inch <br /> S'xx=Ixx/y= 0.678 inch3 <br /> ' Sxx= 0.3 inch3 <br /> F1 .1 Yielding <br /> Yield moment, Myx=Sxx Fy= 15.00 inch-kip <br /> F10-1) Mnx=1.5 Myx= 22.5 inch-kip <br /> . Myy=Syy Fy= 15.00 inch-kip <br /> F10-1) Mny=1.5 Myy= 22.5 inch-kip <br /> F1�.2 Lateral-Torsional Buckling <br /> Assume EMC cabinet offers contraint along the lengthof the angle <br /> so LTB doesn't apply <br /> F1�.3 Leg Local buckling doesn't apply for compact shape <br /> Mnx/S2b= 13.47 inch-kip >Mx;OK <br /> , Mny/S2b= 13.47 inch-kip >My;OK <br /> Co bined Forces <br /> Mx/(Mnx/S2b)+My/(Mny/S2b)= 0.879 <= 1.00;OK <br /> 6 of 6 9/12/16 <br />