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r <br /> Structural <br />�I <br /> Engineering & Design Inc. <br /> 1815 Wright Ave La Vurn A 91750 Tel: Q9 6 1 1 FaxG 909.596,7186 <br /> By: NIHAL Project: NORTHWEST PUMP Project#: <br /> Transverse Brace Configuration:TYPE A <br /> Section Properties <br /> 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 /> 711,m 1.250 inQc= 1.92I.250 in <br /> 0.075 m <br /> Frame Dimensions <br /> Bottom Panel Height=H= 54.0 in Clear Depth=D-B*2= 38.0 in <br /> Frame Depth=D= 44.0 in X Brace= NO <br /> Column Width=B= 3.0 in rho= 1.00 <br /> Diagonal Member <br /> 0 <br /> Load Case 6.•:(1—+a104A5d Fj .85+0.14Sds)*B*P+j0.7*rho*EJ<=1.0,ASD Method <br /> Vtransverse= 7791b vb <br /> Vb=Vtransv*0.7*rh0= 779 lb*0.7* 1 (kl/r)= (k*Ldiag)/r min <br /> = 545 lb = (1 x 61.2 in/0.43 in) <br /> Ldiag= [(D-B*2)^2+(H-6")A2]^1/2 = 142.3 in Wag <br /> = 61.2 in Fe= pi^2*E/(kl/r)^2 H <br /> Pmax= V*(Ldlag/D)* 0.75 = 14,378 psi it Pmax <br /> = 569lb <br /> axial load on diagonal brace member Since Fe<Fy/2, 3^tyP <br /> Pn= AREA*Fn Fn= Fe . �, <br /> = 0.292 inA2* 14378 psi = 14,378 psi Typical Panel <br /> = 4,198 lb ConFlouratlon <br /> Pallow= Pn/52 Check End Weld <br /> = 4198 lb/1.92 Lweld= 3.0 in <br /> = 2,187 lb Fu= 65 ksi <br /> tmin= 0.075 in <br /> Pn/Pallow= 0.26 <= 1.0 OK Weld Capacity= 0.75*tmin*L*Fu/2.5 <br /> = 4,388 lb OK <br /> Horizontal brace <br /> Vb=Vtransv*0.7*rho= 545 lb <br /> (kl/r)= (k* Lhoriz)/r min Fe= pi^2*E/(kl/r)^2 Fy/2= 27,500 psi <br /> = (1 x 44 in)/0.43 in = 27,821 psi <br /> = 102.3 in <br /> Since Fe>Fy/2, Fn=Fy*(1-fy/4fe) Pn= AREA*Fn Pallow= Pn/92c <br /> = 27,817 psi = 0.2921nA2*27817 psi = 8123 lb/1.92 <br /> = 8,123 lb = 4,231 lb <br /> Pn/Pallow= 0.13 <= 1.0 OK <br /> TYPE A Page LO of Z p 7/2/2024 <br />