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PROJECT: Cross Dock <br /> FOR: Tuff Shed Jeffery Beag <br /> t: 7• �he�rArw ADDRESS: 6501 Rainier Dr., <br /> Everett,WA <br /> SHEET#: 17 <br /> MATERIAL HANDLI'' IN`R RING CALCULATED BY: tchang <br /> esr.'ses DATE: 6/11/2024 <br /> TEL:(909)869-0989 PN: 20240523 5 <br /> 1130 E.CYPRESS ST,COVINA,CA 91724 <br /> BRACE ANALYSIS Type 144"(Panel 1) <br /> Analyzed per RMI.AISI 2012(LRFD)and the 2021 IBC. <br /> Lateral-torsional buckling strength[Resistance](Section C3.1.2) <br /> P, =Poo=10820 lbs 1.5 x 1.25-.0625 <br /> Where: SECTION PROPERTIES <br /> Depth 1.5 in. <br /> Po =AAF =0.255.50=12730 lbs Width 1.25 in. <br /> t 0.06 in. <br /> M =M=SP=S,;.F (EgC3.1.2.1-1) Radius 0.125in <br /> F =C oA(o )/2/St.=61.935 ksi Area 0.255 in.2 <br /> P =C A6 x(j+C(j2+r 2(6/6 x))"2)/(CTFSf)=18.589 ksi (Eq 3.1.2.1-4) AreaNet 0.255 in.2 <br /> Ix 0.093 in.4 <br /> F =(C5172Ed1,e)/(Sf(K,L)2=62.007 ksi (Eq 3.1.2.1-10) S. 0.124 in ' <br /> Fe1„„, =18.589 ksi S3 <br /> x Net 0.124 in. <br /> Since:F <0.56F I 0.605 in. <br /> F, =F=18.589 ksi (Eq C3.1.2.1-3) I,, 0.053 in.' <br /> Sy 0.073 in.' <br /> Reduced Fetf=1 -((1-Q)/2)-(F0/F)Q•F=18.6ksi RY 0.457 in <br /> M=2308in-lbs M3,=1357 in-lbs M=M,,,. J o in.4 <br /> Mx0b =2077 in-lbs Mf95v=1222 in-lbs C„, 0.033 in.6 <br /> P =112 E1 /((T x)2=8960 lbs (Eq C5.2.2-6) Jx 1.301 in. <br /> P5 =112 EL/(IC,L)2=5130 lbs (Eq C5.2.2-7) X. -1.149 in <br /> K, 0 <br /> L. 55 in. <br /> P, =19981bs IS 1 <br /> VT =10281bs L, 55 in. <br /> VT,,,(,,,,) = 1028.1.3=13361bs Kt 0.8 <br /> F, 50 ksi <br /> LD8 =((L-6)2+(D-2B)2)"2=55.97 in. Fu 60 ksi <br /> YUiaB =(YT,0, •L0 9)ID=1781 lbs Q 1 <br /> Brace Stress= Vm.8/P=89% G 11300 ksi <br /> E 29500 ksi <br /> Cm. 0.85 <br /> C, -1 <br /> Cb 1 <br /> C,t 1 <br /> Phi, 0.9 <br /> Phi, 0.85 <br />