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01 <br />=T RACK DESIGN <br />FIG. BY C. Rossell <br />UM IRCU 01 m. <br />SEISMIC LOADING - LONGITUDINAL DIRECTION (cont) <br />BEAM LOADS - <br />VERTICAL LOAD = <br />1600 Ibloeam <br />Md+I+Imp CENTER; <br />39.48 k-in <br />Md+l+Imp END = <br />9 87 k-in <br />Mseismic = <br />10.00 k-in (No Impact) <br />l l+s END = <br />16 72 k-in <br />L = <br />168" <br />FOR Special <br />Fy = 55 ksi <br />Sx = 1.364 in^3 <br />Ix = 4.193 in64 <br />CHECK DEFLECTION - <br />Amax = I / 180 = 0.933 In <br />DATE <br />P. O. Box 3707 <br />Seattle, Washington 98124.2207 <br />5WI4 0.81 in <= 0,933 OK <br />A"' 384E1 <br />CHECK END CONNECTION - <br />WELD TYPE: D <br />WELD OR BEAM CAPACITY: 55.00 "k > 16 72 OK CON% TNDERSTRESS <br />PLATE TYPE. 4 PIN END PLATE, COLUMN THICKNESS: 01051, <br />PLATE CAPACITY: 55.75 "k > 16 72 OK <br />Ordinary Moment Frame: <br />0.105'SDs = 0.089 Rho = 1.3 <br />Moment at End of Beam <br />M = (1 0 + 0.105'Sds)MD + 0.525'Rho'M(Oe) +0.75'ML <br />M = 0.457 + 6.822 + 4,725 <br />M = MD + 0.88'MPL +MI = <br />M = 0,42 + 55 + 3,15 <br />Moment at Center of Soon <br />RMI 2.1 Load Combination 5. DL + 0.88PL + IL <br />LELNAME. 40 04 01 W 1779152 xis Page 5 of 14 <br />12 <br />5.96 <br />3n12013 9 26 AM <br />