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Structural <br /> Engineering & Design Inc. <br /> 1815 Wright Ave La Verne. CA 91750 Tel: 909.596,1351 Fax: 909.596 71 R <br /> By: Bob S Project: Fast Signs Project#: 24-0917-16 <br /> BEAM Configuration:TYPE A SELECTIVE RACK <br /> DETERMINE ALLOWABLE MOMENT CAPACITY 2.50 In <br /> A) Check compression flange for local buckling(62.1) 1.63 in I <br /> w= c-2*t-2*r 11 1 <br /> = 1.625 in-2*0.06 in-2*0.06 in <br /> = 1.385 In <br /> 1.625 in <br /> w/t= 23.08 <br /> 1=lambda= [1.052/(k)^0.5] *(w/t)*(Fy/E)^0.5 Eq. 82.1-4 <br /> [1.052/(4)^0.5] *23.08*(55/29500)^0.5 3.750 in <br /> = 0.524 < 0.673, Flange is fully effective Eq. B2.1-1 o.oso in <br /> -► q <br /> B) check web for local buckling per section b2.3 <br /> f1(comp)= Fy*(y3/y2)= 49.82 ksi <br /> f2(tension)= Fy*(yi/y2)= 101.59 ksi <br /> Y= f2/f1 Eq. B2.3-5 Beam= Space62ak SR376M 3.75 in x 0.06 in <br /> _ -2.039 Ix= 1.253 inA4 <br /> k= 4+ 2*(1-Y)^3 +2*(1-Y) Eq. B2.3-4 Sx= 0.627 in^3 <br /> = 66.21 Ycg= 2.475 in <br /> flat depth=w= y1+y3 t= 0.060 in <br /> = 3.510 in w/t= 58.5 OK Bend Radius=r= 0.060 in <br /> 1=lambda= [1.052/(k)^0.5] *(w/t)* (f1/E)^0.5 Fy=Fyv= 55,00 ksi <br /> _ [1.052/(66.21)^0.5] *3.51 *(49.82/29500)^0.5 Fu=Fuv= 65.00 ksl <br /> = 0.311 < 0.673 E= 29500 ksl <br /> be=w= 3.510 In b2= be/2 Eq B2.3-2 top flange=b= 1.625 In <br /> b1= be(3-Y) = 1.76 In bottom flange= 2.500 in <br /> = 0.697 Web depth= 3?r-^ it <br /> b1+b2= 2.457 In > 1.155 in,Web is fully effective <br /> Determine effect of cold working on steel yield point(Fya)per section A7.2 "(pomp) Fy <br /> Fya= C*Fyc+(I-C)*Fy (EQ A7.2-1) <br /> Lcorner=Lc= (p/2)* (r+t/2) y2 <br /> 0.141 in C= 2*Lc/(Lf+2*Lc) <br /> Lflange-top=Lf= 1.385 in = 0.169 in y3 <br /> m= 0.192*(Fu/Fy)-0.068 (EQ A7.2-4) depth <br /> = 0.1590 11 <br /> Bc= 3.69*(Fu/Fy)-0.819*(Fu/Fy)^2- 1.79 (EQ A7.2-3) <br /> = 1.427 <br /> since fu/Fv= 1.18 < 1.2 Ycg y1 <br /> and r/t= 1 < 7 OK l <br /> then Fyc= Bc*Fy/(R/t)^m (EQ A7.2-2) z <br /> Q(tenslon) <br /> = 78.485 ksl <br /> Thus, Fya-top= 58.97 ksi (tension stress at top) <br /> Fya-bottom= Fya*Ycg/(depth-Ycg) y1= Ycg-t-r= 2.355 in <br /> = 114.48 ksi (tension stress at bottom) y2= depth-Ycg= 1,275 in <br /> Check allowable tension stress for bottom flange y3= y2-t-r= 1.155 in <br /> Lflange-bot=Lfb= Lbottom-2*r*-2*t <br /> = 2.260 in <br /> Cbottom=Cb= 2*Lc/(Lfb+2*Lc) <br /> = 0.111 <br /> Fy-bottom=Fyb= Cb*Fyc+(1-Cb)*Fyf <br /> = 57.61 ksi <br /> Fya= (Fya-top)*(Fyb/Fya-bottom) <br /> = 29.68 ksi <br /> if F= 0.95 Then F*Mn=F*Fya*Sx= 17.68 in-k <br />