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PROJECT: Cross Dock <br /> n eti iti 5 FOR: Tuff Shed Jeffery Beag <br /> ADDRESS: 6501 Rainier Dr., <br /> INC Everett,WA <br /> f` SHEET#: 12 <br /> MATERIAL HANDLING ENGINEERING CALCULATED BY: tchang <br /> EST.1985 <br /> DATE: 6/11/2024 <br /> TEL:(909)869-0989 PN: 20240523 5 <br /> 1130 E.CYPRESS ST,COVINA,CA 91724 <br /> BEAM ANALYSIS Type 144" <br /> Determine allowable bending moment per AISI <br /> Check compression flange for local buckling(B2.1) <br /> Effective width w=C-2t-2r = 1.75-(2•0.059)-(2•0.09) = 1.45 in. / B <br /> wit = 1.452/0.059 = 24.61 AC <br /> - <br /> X = (1.052/k1t2)•(w/t)•(F l E)1I2 = (1.052/2)•24.61 •(55/29500)1/2 = 0.56 <br /> X<=0.673:Flange is fully effective. D <br /> Check web for local buckling(B2.3) A TM <br /> j(comp) = Fy•(y3/y) = 55*2.93/3.07 = 52.33 ksi <br /> fz(tension) = Fy•(y,/y) = 55*2.72/3.07 = 48.6 ksi <br /> 'Y = -(f l f) = -(48.6/52.33) = -0.93 <br /> Buckling coefficient k=4+2•(1 -'11)3+2•(1-'Y) <br /> =4+2(1 --0.93)3+2(1 --0.93) = 22.2 <br /> Flat Depth w=yl+y3=2.72+2.93 = 5.642 5.94 x 2.75-0.059 <br /> Top flange width C= 1.75 in. <br /> w/t = 5.642/0.059 = 95.63 w/t<200:OK Bottom width B= 2.75 in. <br /> X = (1.052/k1n)•(w/t)•(6 l E)112 = (1.052/2)•95.627•(52.33/29500)1/2 = 0.9 Web depth A= 5.94 in. <br /> Beam thickness t= 0.059 in. <br /> bl=w•(3-'I') = 6•(3--0.93) = 22.17 Radius r= 0.09 in. <br /> b2=w/2=2.82 Fy= 55 <br /> Fu= 65 <br /> bl+b2=22.17+2.82 = 24.99 Web is fully effective <br /> Y1= 2.72 <br /> Determine effect of cold working on steel yield point(FYA)per section A7.2 Y2= 3.07 <br /> Corner cross-sectional area Lc=(II/2)•(r+t/2) Y3= 2.93 <br /> = (11/2)•(0.09+0.059/2) = 0.188 Ycg= 2.87 <br /> Ix= 4.21 <br /> Lf= effective width=1.452 Sx= 1.37 <br /> C = 2•Lc 1 Lf+2•Lo = 2.0.188/1.452+2•L = 0.2054 E= 29500 <br /> FBeam F= 520 <br /> m = 0.192•(F/F)-0.068 = 0.192•(65/55)-0.068 = 0.1589 Beam Length L= 144 <br /> Bc = 3.69•(F/F)-0.819•(F/F)2- 1.79 <br /> = 3.69•(65/55)-0.819•(65/55)2- 1.79 = 1.43 <br /> Fu/Fy=65/55 = 1 <1.2 <br /> r/t=0.09/0.059 = 1.525 <=7=OK <br /> F = Bo•Fl(r/t)'" = 1.43 •55/(1.525r = 73 <br /> Fa_top = C•Fyo+(1 -C)•F = 0.205.73+(1 -0.205)•55 = 59 <br /> F a_bo«o n = F atop Yg/(A-Ycg) = 59•2.87/(5.94-2.87) = 55 <br />