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Structural <br /> Engineering & Design Inc. <br /> 1815 Wright Ave La Verne CA 91750 Tel: 909 596 1351 Fax! 909 6 7186 <br /> By: Bob S Project: Fast Signs Project#;24-0917-16 <br /> Transverse Brace Configuration:TYPE A SELECTIVE RACK <br /> Section Properties <br /> i Diagonal Member= Sperack 1-1/2x1-1/4x14ga Horizontal Member= Sperack 1-1/2x1-1/4x14ga <br /> Area= 0.292 inA2 1.500 in Area= 0.292 in^2 <br /> r min= 0.430 in `{`� r min= 0.430 in 1.500 in <br /> Fy= 55,000 psi Fy= 55,000 psi <br /> K= 1.0 K= 1.0 <br /> S2c= 1.92 <br /> 0.075 inI.250 in 1.250 in0.075 in <br /> Frame Dimensions <br /> Bottom Panel Height=H= 54.0 in Clear Depth=D-B*2= 42.0 in <br /> Frame Depth=D= 48.0 in X Brace= NO <br /> Column Width=B= 3.0 in rho= 1.00 <br /> Diagonal Member <br /> _—s► 0 <br /> Load Case 6.•:(1__am4A6i9 B 0 85kO.i4Sds)*g*P+[0.7*1-17o*E]<=1,0,ASD Method c —. <br /> Vtransverse= 2,8851b Vb <br /> Vb=Vtransv*0.7*rh0= 2885 Ib* 0.7* 1 (kl/r)= (k* Ldiag)/r min <br /> = 2,020 Ib = (1 x 63,8 in/0.43 In ) <br /> Ldiag= [(D-B*2)^2+ (H-6")^2]^1/2 = 148.4 In Ldlag <br /> = 63.8 in Fe= pi^2*E/(kl/r)^2 " <br /> Pmax= V*(Ldiag/D)* 0.75 = 13,221 psi I� Pmax <br /> = 2,013 Ib <br /> axial load on diagonal brace member Since Fe<Fy/2, s <br /> Pn= AREA*Fn Fn= Fe g <br /> = 0.292 inA2* 13221 psi = 13,221 psi Typical Panel <br /> = 3,861 Ib Confiouratlon <br /> Pallow= Pn/Q Check End Weld <br /> = 3861 Ib/1.92 Lweld= 3.0 in <br /> = 2,011 Ib Fu= 65 ksi <br /> tmin= 0.075 in <br /> Pn/Pallow= 1.00 > 1.0 NG Weld Capacity 0.75 *tmin * L* Fu/2.5 <br /> = 4,388 Ib OK <br /> Horizontal brace <br /> Vb=Vtransv*0.7*rho= 2,020Ib <br /> (kl/r)= (k* Lhoriz)/r min Fe= pi^2*E/(kl/r)^2 Fy/2= 27,500 psi <br /> _ (1 x 481n)/0.43 In = 23,377 psi <br /> = 111.6 in <br /> Since Fe<Fy/2, Fn=Fe Pn= AREA*Fn Pallow= Pn/Qc <br /> = 23,377 psi = 0.292in^2*23377 psi = 6826 Ib/1.92 <br /> = 6,826 Ib = 3,555 Ib <br /> Pn/Pallow= 0.57 <= 1.0 OK <br /> type a Select-fast 51gn5.xl5 Page 00 of It 911 812024 <br />