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IssenssuE.171.1111"."IVIIC <br /> INC. J PROJECT Cross Dock <br /> MATERIAL HANDLING ENGINEERING FOR Tuff Shed <br /> TEL:(909)869-0989 SHEET NO. 28 <br /> 1130 E.CYPRESS STREET,COVINA,CA 91724 CALCULATED BY TC <br /> DATE 6/11/2024 <br /> COLUMN ANALYSIS:SINGLE SIDE <br /> 1)STATIC LOADS <br /> Pmax= #LVLS x ARM LOAD <br /> = 3,850 LB <br /> Mstatic= 1ARM MOMENTS <br /> #LVLS x W x(L/2+A/2) <br /> = 2 x 1925 LB x(102 IN/2+10.17 IN/2) <br /> = 215,927 IN-LB <br /> (kI/r)x= 2.4 x 114 IN/4.27 IN <br /> = 64.07 <br /> (kl/r)y= 1.2 x 60 IN/1.33 IN <br /> = 54.14 <br /> (kl/r)max= 64.07 <br /> Cc= (2702E/Fy)^0.5 <br /> = 107.9 <br /> SINCE(KL/r)max<Cc,USE EQTN E2-1 <br /> COLUMN <br /> Fa= [1-((kl/r)^2/2Cc^2)]Fy TYPE= W 10x22 <br /> 5/3+3(kl/r)/8Cc-(kI/r)^3/8Cc^3 A= 10.17 IN <br /> = 22,106 PSI B= 5.75 IN <br /> Area= 6.49 IN^2 <br /> fa= P/AREA Ix= 118.00IN^4 <br /> = 593 PSI Sx= 23.20 IN^3 <br /> rx= 4.27 IN <br /> fa/Fa= 0.03 <0.15 Iy= 11.40IN^4 <br /> Sy= 3.97 INA3 <br /> fbx= M/S Fbx= 0.6Fy ry= 1.33 IN <br /> = 9,307 PSI = 30,000 PSI Fy= 50,000 PSI <br /> Kx= 2.4 <br /> F'ex= (12*rt^2*E)/(23*(KL/rx)^2) Ky= 1.2 <br /> = 36,373 PSI Lx= 114 IN <br /> Ly= 60 IN <br /> fb/Fb= 0.31 (1-fa/F'e)= 1.00 Cm= 0.85 <br /> CHECK INTERACTION EQTN(S): <br /> (H1-3): fa/Fa+fb/Fb= 0.34 <1.0 OK <br /> 2)CHECK EFFECT OF SEISMIC LOAD <br /> 0.75*Mseis-sgl= 61,069 IN-LB <br /> fb= (Mstatic+Mseismic)/Sx <br /> = (215927 IN-LB+61069 IN-LB)/23.2 IN^3 <br /> = 11,940 PSI <br /> CHECK INTERACTION EQTN(S): <br /> (H1-3): fa/Fa+fb/Fb= 0.42 <1.0 OK <br />