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Structural <br /> Engineering & Design Inc. <br /> 1815 Wright Ave La Verne, CA 91750 Tel: 909.596.1351 Fax: 909.596..7186 <br /> By: Bob S Project: Terra Power Project#: 24-0325-11 <br /> BEAM Configuration:TYPE 1 SELECTIVE RACK <br /> DETERMINE ALLOWABLE MOMENT CAPACITY 2.5o In <br /> A)Check compression flange for local buckling(B2.1) ,,-,1.63 In ,J <br /> w= c 2*t-2*r <br /> = 1.625 in r <br /> = 1.385 in 1.625 In <br /> w/t= 23.08 <br /> 1=lambda= [1.052/(k)^0.5]*(w/t)*(Fy/E)^0.5 Eq.B2.1-4 <br /> = [1.052/(4)^0,5]*23.08*(55/29500)"0,5 3,000 in # <br /> = 0.524 <0.673,Flange is fully effective Eq.B2.1-1 0.060 In <br /> �r- <br /> B)check web for local buckling per section b2.3 <br /> f1(comp)= Fy*(y3/y2)= 48.53.ksi ,ibrairar_ rr,il <br /> f2(tension)= Fy*(y1/y2)= 100.29 ksi <br /> Y= f2/f1 Eq, B2.3-5 Beam= SpaceRak SR306M 3 in x 0.06 in <br /> 2.067 Ix= 0.725 in^4 <br /> k= 4+2*(1-Y)A3+2*(1-Y) Eq. B2.3-4 Sx= 0.444 in^3 <br /> = 67.83 Ycg= 1.980 in <br /> flat depth=w y1+y3 t= 0,060 In <br /> = 2.760 in w/t= 46 OK Bend Radius=r= 0.060 in <br /> I=lambda= [1.052/(k)^0.5]*(w/t)*(fl/E)A0.5 Fy=Fyv= 55.00 ksi <br /> [1.052/(67.83)"0.5]*2.76*(48.53/29500)^0,5 Fu=Fuv= 65.00 ksi <br /> 0.238 <0.673 E= 29500 ksi <br /> be=w= 2.760 in b2= be/2 Eq B2.3-2 top flange=b= 1.625 in <br /> bl= be(3-Y) = 1.38 in bottom flange= 2.500 in <br /> = 0.545 Web depth= 3.P^F!" <br /> bl+b2= 1.925 in > 0.9 in,Web is fully effective <br /> Determine effect of cold working on steel yield point(Fva)per section A7.2 } r1(cump) <br /> Fya= C*Fyc+(1-C)*Fy (EQ A7.2-1) I <br /> Lcorner=Lc= (p/2)*(r+t/2) <br /> 0.141 in C= 2*Lc/(Lf+2*Lc) r2 <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 <br /> Bc= 3.69*(Fu/Fy)-0.819*(Fu/Fy)A2- 1.79 (EQ A7.2-3) <br /> = 1.427 <br /> since fu/Fv= 1.18 < 1,2 Ycg Y' <br /> and 'It= 1 <7 0K <br /> then Fyc= Bc*Fy/(R/t)^m (EQ A7.2-2) i2(ten5Ion) <br /> = 78,485 ksi <br /> Thus, Fya-top= 58.97 ksi (tension stress at top) <br /> Fya-bottom= Fya*Ycg/(depth-Ycg) y1= Ycg-t-r= 1.860 in <br /> = 114.48 ksi (tension stress at bottom) y2= depth-Ycg= 1.020 in <br /> Check allowable tension stress for bottom flange y3= y2-t-r= 0.900 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 ksl <br /> Fya= (Fya-top)*(Fyb/Fya-bottom) <br /> = 29,68 ksl <br /> if F= 0.95 Then F*Mn=F*Fya*Sx= 12.52 in-k <br />