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PROJECT: Cross Dock <br /> FOR: Tuff Shed_Jeffery Beag <br /> ADDRESS: 6501 Rainier Dr., <br /> Everett,WA <br /> SHEET#: 10 <br /> MATERIAL HANDLI IN:2,RING CALCULATED BY: tchang <br /> EST"'985 <br /> DATE: 6/11/2024 <br /> TEL:(909)869-0989 PN: 20240523 5 <br /> 1130 E.CYPRESS ST,COVINA,CA 91724 <br /> COLUMN ANALYSIS:Type 144"(Level 1 ) <br /> Analyzed per RML AISI 2012(LRFD)and the 2021 IBC. <br /> Section subject to torsional or flexural-torsion buckling(Section C4.1.2) <br /> I(,•L/Ii = 1.7.44/1.262 =59.27 <br /> I L/Iis = 1.37/1.116 =33.15 <br /> KL/I x =59.27 <br /> ro =(r2+r2+X2)12 (Eq.C3.1.2.1- 3x3-.075 <br /> 7) SECTION PROPERTIES <br /> =(1.2622+ 1.1162+-2.8532)12=3.314 in. Depth 3 in. <br /> Width 3 in. <br /> R =1 -(Xo/ro)2 (Eq C4.1.2-3) 0.075 in. <br /> = 1 -(-2.853/3.314)2=0.259 Radius 0.125 in. <br /> F, =TEE/(KL/r)2 (Eq C4.1.1-1) Area 0.743 in.2 <br /> =3.142 AreaNet 0.556 in.2 29500/59.272=82.891 ksi Ix 1.184 in.' <br /> F2 =(1/2/3)((6x +6t)-(o,, +0)2-(4)6o ))12) (Eq C4.1.2-1) S. 0.789 in.3 <br /> =(1/(2.0.259)((82.891 +99.439)-(82.891 +99.439)2 SxNet 0.632 in.' <br /> —(4.0.259.82.891.99.439))12)=48.549 ksi K, 1.262 in. <br /> Iy 0.926 in.4 <br /> where: S,, 0.538 in.' <br /> 6x =172E/(K,L/Rk)2 (EgC3.1.2-11) R3 1.116in. <br /> =3.142.29500/59.272=82.891 ksi J 0.001 in.4 <br /> a, =1/Ar2(GJ+(I72EC,,.)/(K,L)2) (Eq C3.1.2-9) C,, 2.395 in.' <br /> Jx 3.126 in. <br /> = 1/0.743.3.3142(11300.0.001 X0 -2.853 in. <br /> +(3.142-29500.2.395)/(0.8.37)2)=99.439 ksi I 1 7 <br /> L. 44 in. <br /> Fr =Min(F„F2)=48.549 ksi 1 <br /> P,, =Aft.•F (Eq C4.1-1) L 37 in. <br /> =(F/F)12=(55/48.549)12=1.064 (Eq C4.1-4) Kt 0.8 <br /> Since k< 1.5: F 55 ksi <br /> F 65 ksi <br /> F, =(0.658^(k2))•F,=34.232 (Eq C4.1-2) Q 0.9 <br /> Thus: G 11300 ksi <br /> P =178001bs E 29500 ksi <br /> Cm 0.85 <br /> P =151301bs c, -1 <br /> Cb 1 <br /> C,f 1 <br /> Phi,, 0.9 <br /> Phis 0.85 <br />