3301 SEAWAY BLVD 120 TERRA POWER 2024-10-25

Structural Engineering & Design Inc. 1815 Wright Ave La Verne, CA 91750 Tel: 909.596,1351 Fax: 909,596.7185 By: Bob S Project: Terra Power Project#:24-0325-11 Base Plate Configuration:TYPE 1 SELECTIVE RACK Section 4-- a —► p Baseplate= 8x8x0.375 Eff Width=W= 8.00 in a = 3.00 in Mb Eff-Depth=D= 8.00 in Anchor c.c. =2*a=d= 6.00 in Column Width=b= 3,00 in N=#Anchor/Base= 4 b Column Depth=dc= 3.00 in Fy= 36,000 psi I I~L w L= 2,50 in Plate Thickness=t= 0,375 in Downaisie Elevation Down Aisle Loads Load Case 5;:(1+0.105*Sds)D+0.75*[(1.4+0.14Sds)*B*P+0.75*[0.7*rho*E/<=1.0,ASD Method COLUMN DL= 113 lb Axial=P= 1.112308* 112.5 lb+ 0.75 * (1.549744 * 0.7*4200 lb) COLUMN PL= 4,200 lb = 3,542 lb Base Moment= 8,000 in-lb Mb= Base Moment*0.75*0.7*rho 1+0.105*Sds= 1.1123 = 8000 in-lb* 0.75*0.7*rho 1.4+0.14Sds= 1.5497 = 4,200 in-lb Efft B=anentign Axial Load P = 3,542 lb Mbase=Mb= 4,200 in-lb Effe Axial stress=fa= P/A=P/(D*W) M1= wL^2/2=fa*LA2/2 = 55 psi = 173 in-lb Moment Stress=fb= M/S =6*Mb/[(D*B^2] Moment Stress=fb2= 2*fb*L/W = 49.2 psi = 30.8 psi Moment Stress=fbl = fb-fb2 M2= fbl*LA2)/2 1 = 18.5 psi = 58 in-lb M3= (1/2)*fb2*L*(2/3)*L= (1/3)*fb2*LA2 Mtotal = M1+M2+M3 = 64 in-lb = 295 in-lb/in S-plate= (1)(t^2)/6 Fb= 0.75*Fy = 0.023 in^3/in = 27,000 psi fb/Fb= Mtotal/[(S-plate)(Fb)] F'p= 0.7*F'c 0.47 OK = 2,800 psi OK Tanchor= (Mb-(PLapp*0,75*0.46)(a))/[(d)*N/2] Tallow= 1,850 lb OK _ -654 lb No Tension Cross Aisle Loads Qitke/load case RMlS..2.1,item 4:(1+0.115ds)DL+(1+0.145DS)PL40.75+EL"OJSt=1.0,ASD Method Check uplift load on Baseplate Check uplift forces on baseplate with 2 or more anchors per RMI 7.2.2. Pstatic= 3,542 lb When the base plate configuration consists of two anchor bolts located on either side of the column and a net uplift force exists,the minimum base plate thickness Movt*0.75*0.7*rho= 93,924 in-lb Pseismic= Movt/Frame Depth shall be determined based on a design bending moment In the plate equal Frame Depth= 42.0 in = 2,236 lb to the uplift force on one anchor times 1/2 the distance from P=Pstatic+Pseismic= 5,779 lb the centerline of the anchor to the nearest edge of the rack column" b=Column Depth= 3.00 in T c * L=Base Plate Depth-Col Depth= 2,50 in Ta Mu Ta fa = P/A=P/(D*W) M= wLA2/2=fa*LA2/2 b I s = 90 psi = 282 in-lb/in Elevation Uplift per Column= 5,604 lb Sbase/in = (1)(t^2)/6 Fbase= 0.75*Fy Qty Anchor per BP= 4 = 0.023 in^3/in = 27,000 psi Net Tension per anchor=Ta= 1,401 lb c= 2.50 in fb/Fb = M/[(S-plate)(Fb)] Mu=Moment on Baseplate due to uplift= Ta*c/2 0.45 OK = 1,751 in-lb Splate= 0.188 in^3 [fb/Fb]*0.75= 0,259 OK type 2 select-96-Terra.xls Page (L. of e y 3/26/2024