1420 80TH ST SW NORTHWEST PUMP & EQUIPMENT CO 2024-12-30

N Structural Engineering & Design Inc. i I 1d15 Wright Ave La V_Qrne, CA 9175Q Tel* 0 6 1 1 Fax• 909,596.7186 By: NIHAL Project: NORTHWEST PUMP Project#: Base Plate Configuration:TYPE A Section 4— a --► F Baseplate= 8x5x3/8 Eff Width=W = 7.00 in a = 2.50 in Mb Eff Depth=D = 5.00 in Anchor c.c.=2*a=d = 5.00 in Column Width=b = 3.00 in N=#Anchor/Base= 2 I I b 1~ b Column Depth=dc= 3.00 in Fy= 36,000 psi a W L = 2.00 in Plate Thickness=t= 0.375 in Downalsle Elevation Down Aisle Loads Load Case 5.•:(1+0.105*Sds)D+0.75* ,4+0.14Sds)*B*P+0.75*l0.7*rho*EI<=1.0 ASD Method COLUMN DL= 75 lb Axial=P= 1.115584* 75 lb+ 0.75*(1.554112* 0.7* 2000 lb) COLUMN PL= 2,000 lb = 1,715 lb Base Moment= 0 in-lb Mb= Base Moment*0.75*0.7*rho 1+0.105*Sds= 1.1156 = 0 in-lb* 0.75*0.7*rho 1.4+0.14Sds= 1.5541 = 0 in-lb Eff( B 10, Axial Load P= 1,715 lb Mbase=Mb= 0 in-lb Effe Axial stress=fa = P/A= P/(D*W)i M1= wLA2/2=fa*LA2/2 = 49 psi = 98 in-lb Moment Stress=fb = M/S=6*Mb/[(D*BA2] Moment Stress=fb2= 2*fb* L/W = 0.0 psi = 0.0 psi Moment Stress=fbl = fb-fb2 M2= fbl*L^2)/2 I = 0.0 psi = 0 in-lb M3 = (1/2)*fb2*L*(2/3)*L= (1/3)*fb2*LA2 Mtotal = M1+M2+M3 = 0 in-lb = 98 in-lb/in S-plate = (1)(t^2)/6 Fb= 0.75*Fy = 0.023 inA3/in = 27,000 psi fb/Fb = Mtotal/[(S-plate)(Fb)] F'p= 0.7*F'c = 0.15 OK = 1,750 psi OK Tanchor= (Mb-(PLapp*0.75*0.46)(a))/[(d)*N/2] Tallow= 970 Ib OK _ -962 Ib No Tension Cross Aisle Loads Cr/tical/nadcaseRMlSec2.1,Item 4.(1+0.115ds)DL+(1+a145DS)P1V75+EV0.75a=1.0,ASOMethod Check uplift load on Baseplate Check uplift forces on basepiate with 2 or more anchors per RMI 7.2.2, Pstatie= 1,715 lb "When the base plate configuration consists of two anchor bolts located on either side f the column and a net uplift force exists,the minimum base plate thickness Movt*0.75*0.7*rho= 27,537 in-lb Pseismic= Movt/Frame Depth shall be determined based on a design bending moment in the plate equal Frame De th= 44.0 in = 626 Ib to the uplift force on one anchor times 1/2 the distance from P=Pstatic+Pseismic= 2,341 lb he centerline of the anchor to the nearest edge of the rack column" b=Column Depth= 3.00 in T Irci L=Base Plate Depth-Col Depth= 2.00 in Ta Mu a fa = P/A=-P/(D*W) M= wL^2/2= fa*L^2/2 I b = 67 psi = 134 in-lb/in Elevation Uplift per Column= 566 Ib Sbase/in = (1)(t^2)/6 Fbase = 0.75*Fy Qty Anchor per BP= 2 = 0.023 inA3/in = 27,000 psi Net Tension per anchor=Ta= 283 Ib c= 2.00 in fb/Fb= M/[(S-plate)(Fb)] Mu=Moment on Baseplate due to uplift= Ta*c/2 0.21 OK = 283 in-lb Splate= 0.117 inA3 11 fb Fb *0.75= 0.067 OK TYPE A Page `� of 'Za 7/2/2024