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Structural <br />Engineering & Design Inc. <br />By: NIHAL <br />Project: THE DOT PRINTER <br />BEAM Configuration: TYPE 1 SELECTIVE RACK <br />A) Check compression flange for local bucklino (B2.1 <br />w= c - 2*t -2*r <br />= 1.5 in - 2*0.067 in - 2*0.067 in <br />= 1.232 in <br />w/t= 18.39 <br />I=lambda= [1.052/(k)^0.5] * (w/t) * (Fy/E)^0.5 <br />= [1.052/(4)^0.5] * 18.39 * (55/29500)^0.5 <br />= 0.418 < 0.673, Flange is fully effective <br />B) check web for local buckling per section b2 3 <br />fl(comp)= Fy*(y3/y2)= 49.58 ksi <br />f2(tension)= Fy*(yl/y2)= 101.35 ksl <br />Y= f2/f1 Eq. B2.3-5 <br />= -2.044 <br />k= 4 + 2*(1-Y)^3 + 2*(1-Y) Eq. B2.3-4 <br />= 66.50 <br />flat depth=w= yl+y3 <br />= 3.732 in w/t= 55.70149254 <br />1=lambda= [1.052/(k)^0.5] * (w/t) * (f1/E)A0.5 <br />= [1.052/(66.5)^0.5] * 3.732 * (49.58/29500)^0.5 <br />= 0.295 < 0.673 <br />be=w= 3.732 in b2= be/2 <br />bl= be(3-Y) = 1.87 in <br />= 0.74 <br />bl+b2= 2.610 in > 1.226 in, Web is fully effective <br />Determine effect of cold working on steel yield point (E)La) per section A7 2 <br />Fya= C*Fyc + (I-C)*Fy (EQ A7.2-1) <br />Lcorner=Lc= (p/2) * (r + t/2) <br />0.158 in C= 2*Lc/(Lf+2*Lc) <br />Lflange-top=Lf= 1.232 in = 0.204 in <br />m= 0.192*(Fu/Fy) - 0.068 (EQ A7.2-4) <br />= 0.1590 <br />Bc= 3.69*(Fu/Fy) - 0.819*(Fu/Fy)^2 - 1.79 <br />= 1.427 <br />since fu/Fv= 1.18 < 1.2 <br />and r/t= 1 < 7 OK <br />then Fyc= Bc * Fy/(R/t)^m (EQ A7.2-2) <br />= 78.485 ksi <br />Thus, Fya-top= 59.79 ksi (tension stress at top) <br />Fya-bottom= Fya*Ycg/(depth -Ycg) <br />= 116.07 ksi (tension stress at bottom) <br />Check allowable tension stress for bottom flange <br />Lflange-bot=Lfb= Lbottom - 2*r*-2*t <br />= 2.232 in <br />Cbottom=Cb= 2*Lc/(Lfb+2*Lc) <br />= 0.124 <br />Fy-bottom=Fyb= Cb*Fyc + (I-Cb)*Fyf <br />= 57.91 ksi <br />Fya= (Fya-top)*(Fyb/Fya-bottom) <br />= 29.83 ksi <br />CITY OF SANTA ANA <br />Planning and Building Agency <br />Approved <br />FOR PERMIT ISSUANCE <br />Pr : 25-0421-7 <br />Date: <br />2.50 in <br />r1-50 in <br />1.625 in <br />Eq. 62.1-4 <br />4.000 in <br />Eq. B2.1-1 <br />OK <br />Eq B2.3-2 <br />depth <br />(EQ A7.2-3) <br />if F= 0.95 Then F*Mn=F*Fya*Sx= 21.65 1n-k <br />1 <br />Beam= <br />67 in <br />Ix= 1.629 in^4 <br />Sx= 0.764 in^3 <br />Ycg= 2.640 in <br />t= 0.067 in <br />Bend Radius=r= 0.067 In <br />Fy=Fyv= 55.00 ksl <br />Fu=Fuv= 65.00 ksi <br />E= 29500 ksl <br />top Flange=b= 1.500 in <br />bottom flange= 2.500 in <br />Web depth= 4.( nn c„ <br />Fy _ <br />fi(come) <br />Bien) <br />yl= Ycg-t-r= 2.506 in <br />y2= depth-Ycg= 1.360 in <br />y3= y2-t-r= 1.226 in <br />g -1 <br />