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A PROJECT: Cross Dock
<br /> �` 0 FOR: Tuff Shed_Jeffery Beag
<br /> ^ ^ tiE�'li�, '4.v ADDRESS: 6501 Rainier Dr.,
<br /> Everett,WA
<br /> SHEET#: 11
<br /> MATERIAL HANDLI sue' IN- `;RING 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 /> COLUMN ANALYSIS:Type 144"(Level 1)
<br /> AnalyzedperRML AISI 2012(LRFD)and the 2021 IBC.
<br /> Lateral-torsional buckling strength[Resistance](Section C3.1.2)
<br /> P, =P,o,=24309 lbs 3 x 3-.075
<br /> Where: SECTION PROPERTIES
<br /> Depth 3 in.
<br /> P, =A,F =0.52.55=28599 lbs Width 3 in.
<br /> t 0.075 in.
<br /> M =M =S F =S,F (Eq C3.1.2.1-1) Radius 0.125 in
<br /> P =C6 0A(o y ai)"2/Sf=283.31 ksi Area 0.743 in.2
<br /> F =C Aa,,(j+C(j2+0 2(o/6,a))12)/(CTFS)=129.891 ksi (Eq 3.1.2.1-4) AreaNet 0.556 in.2
<br /> Ix 1.184 in.4
<br /> F =(Cr72Ed1„)/(Sf(K,,LL)2=748.771 ksi (Eq 3.1.2.1-10) Sx 0.789 in.'
<br /> P m;,, =129.891 ksi s 3
<br /> x Net 0.632 in
<br /> Since:0.56 F<2.78F R., 1.262 in.
<br /> F, =(10/9)F(1-(10F/36F))=53.9 ksi (Eq C3.1.2.1-2) Iy 0.926 in.4
<br /> Sy 0.538 in.s
<br /> Reduced FC,,f=1 -((1 -Q)/2)•(F,/F)Q.F=51.3ksi RY 1.116i
<br /> n.
<br /> M.=32442 in-lbs My=27584 in-lbs M=Mn J 0.001 in.4
<br /> M,0b =29197 in-lbs MA=24825 in-lbs C,. 2.395 in.6
<br /> PE„ =II2 E1/(I,L„)2=61612 lbs (Eq C5.2.2-6) J. 3.126 in.
<br /> X, -2.853 in.
<br /> PE, =IVEli,/(I,,L)2=197001 lbs (Eq C5.2.2-7) - -
<br /> I 1.7
<br /> a. =(1-(¢,P/P,x))=0.947 (Eq C5.2.2-4) L. 44 in.
<br /> ay =(1-(qi,P/P,y))=0.983 (Eq C5.2.2-5) IS 1
<br /> P„,,,, =5,478 lbs P,0„g=3,605 lbs L1, 37 in.
<br /> M =M=4111 in-lbs (Eq C5.2.2-2) Kt 0.8
<br /> F 55 ksi
<br /> P_,,, =(1.2•D)+(1.4•P)=5160lbs Fu 65ksi
<br /> P„s,/P, =5160/ 15130=0.34 Static Stress=34% Q 0.9
<br /> Since: P,/P>0.15 G 11300ksi
<br /> Stress 1 =P,/P +M/(�6M,,,)+M/(�6M,) (Eq C5.2.2-2) , 29500 ksi
<br /> C,„t 0.85
<br /> =((3,605/ 15130)+(4111/29197)+(1/24825))=37% C, -1
<br /> Stress2 =P,/P, +C, M/(06M,a„)+Cylg/(06 ,ay) (Eq C5.2.2-1) Cb 1
<br /> =(3,605/24309)+(0.85.4111/29197-0.947))+(0.85.1 /24825.0.983)))=27% Cr 1
<br /> Stress3 Pt/P„=5,478/24309=22% Phib 0.9
<br /> Phi, 0.85
<br /> Column Stress=Max(Stressl,Stress2,Stress3,Static)=37%
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