Laserfiche WebLink
• <br /> PROJECT: Cross Dock <br /> FOR: Tuff Shed Jeffery Beag <br /> ADDRESS: 6501 Rainier Dr., <br /> IN Everett,WA <br /> SHEET#: 13 <br /> MATEI,ZIAL HANDLING`EhNGINEERING CALCULATED BY: tchang <br /> esr.1985 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 /> Check Allowable Tension Stress for Bottom Flange <br /> LPonge_bot = B-(2•r)-(2•t) = 2.75-(2•0.09)-(2•0.059) = 2.45 <br /> Cborcom = 2•Lc/(Lunge-hot+2•Lc) = 2•0.188/(2.45+2•0.188) = 0.133 <br /> F = C F +(1 -C ) F = 0.133.73+(1 -0.133)•55 = 57.44 <br /> y-bottom bottom No bottom y <br /> F = Fyt,_t0P = 58.78 ksi D <br /> A l <br /> Determine Allowable Capacity For Beam Pair(Per Section 5.2 of the RMI,PT II) <br /> Check Bending Capacity <br /> Meenter = (1)•M = W•L•S2•Rm/8 <br /> S2 = LRFD Load Factor = (1.2•DL+ 1.4•PL+ 1.4.0.125•PL)/PL <br /> For DL=2%of PL: <br /> S2 = 1.2.0.02+1.4+ 1.4.0.125 = 1.6 5.94x2.75-0.059 <br /> Top flange width C= 1.75 in. <br /> Rm = 1 -((2•F•L)/(6•E•I+3 •F•L)) Bottom width B= 2.75 in. <br /> = 1 -((2.520. 144)/(6.29500.4.21+3•520. 144)) = 0.85 Web depth A= 5.94 in. <br /> (1)•Mn = 4)•F a•Sx = 76.48 in-kip Beam thickness t= 0.059 in. <br /> Radius r= 0.09 in. <br /> W = 4•M•8•(#of Beams)/(L•R.•S2) = (76.48.8•2)/(144.0.85• 1.6) Fy= 55 <br /> = 6284 lbs/pair Fu= 65 <br /> Y 1= 2.72 <br /> Y2= 3.07 <br /> Check Deflection Capacity <br /> Y3= 2.93 <br /> Amax = A„•Rd Ycg= 2.87 <br /> Amax = L 1180 Ix= 4.21 <br /> Sx= 1.37 <br /> Rd = 1-(4•F•L)I(5•F•L+ 10•E•Ix) E= 29500 <br /> = 1 -(4.520• 144)/(5•520• 144+ 10•29500•4.21) = 0.81 FBeam F= 520 <br /> Ass = (5 • W•L3)/(384•E•I) BeamLengthL= 144 <br /> L/180 = (5• W•L3•Rd)/(384•E•I•(#of Beams)) <br /> W = (384•E•Ix•2)/(180.5•L2•Rd) <br /> = (384•29500.4.21 •2)/(180•5 • 1442.0.81)• 1000 = 62741bs/pair <br />