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� 40-23.1 /NG <br /> , PALLET RACK DESIGN ox 3707 <br /> ,Washington 98124-2207 <br /> PROJECT New Pallet Rack- Fourth Floor JOB NO. W3928716 <br /> FIG. BY C. Rossell CHECKED BY M. Abdi DATE 03/16/16 REV'D <br /> Sigma ey=pi^2"E/(KyLy/ry)^2= 423.9 Eq. C3.1.2.1-8 <br /> Sigma t= (1/(A'`ro^2))'`(GJ+pi^2'`E'`Cw/(Kt"Lt)^2) Eq. C3.1.2.1-9 <br /> Sigma t = 23.99 <br /> Fe = (Cb'ro*A/Sf)'`sqrt(Sigma ey'`Sigma t) Eq. C3.1.2.1-4 <br /> Fe = 161.3 <br /> 2.78*Fy= 116.8 0.56*Fy= 23.52 <br /> When Fe>2.78" Fy : <br /> Mn =Se*Fy= 92.82 in-K when Fe>2.78'' Fy <br /> When 2.78* Fy > Fe > 0.56*Fy : <br /> Fc= (10/9)*Fy*(1 - 10"Fy/(36"Fe)) = 43.29 Eq. C3.1.2.1-2 <br /> Mn = Sc"Fc = 95.67 in-K when 2.78'` Fy > Fe > 0.56"Fy <br /> W hen Fe <= 0.56"Fv : <br /> Fc= Fe = 161.3 <br /> Mn = Sc*Fc = 356.4 in-K when Fe <= 0:56"Fy <br /> Governs Mn = 92.82 in-K <br /> Omega = 1.67 <br /> Allowable Bending Strength=Mn/Omega= 55.58 in-K <br /> * Lateral-Tarsional Buckling Strength per C3.1.2 <br /> Lu= ( (0.36xCbxPi )/FyxSf))x(sqrt( ExGxJxly) ) <br /> Lu= 66.35 < 48 in <br /> Fe= ((CbxPi)/(KyxLyxSf))x(sqrt(ExGxJxly) ) <br /> Fe= 161.3 <br /> Compression: <br /> Fe=piQ^2'`E/(K"Ur)^2 K= 1.7 Fe= 72.84 in-K Eq. C4.1.1-1 <br /> Lambda c=sqrt(Fy/Fe) = 0.759 Eq. C4.1-4 <br /> Fn=[0.658^(Lambda c)^2]* Fy= 22.24 when Lambda c<= 1.5 Eq. C4.1-2 <br /> Fn= [0.877/(Lambda c)^2]*Fy= 63.88 when Lambda c > 1.5 Eq. C4.1-3 <br /> Fn = 22.24 Governs <br /> ��� <br /> LELNAME: W3928716-14'Pallet Rack.xls �2i.ge-j.7-�A�23"" �� �� 3/17/2016 9:07 AM <br />