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: 909.596.7186 By: Bob S Project: Terra Power Project#:24-0325-11 Single Row Frame Overturning Configuration:TYPE 1 SELECTIVE RACK Loads Critical Load case(s): 1)RMI Sec 2.2, item 7: (0.9-0.2Sds)D +(0.9-0.20Sds)*B*Papp-E*rho hp Sds= 1.0696 v --- -- trans—V—E— e— 1 565 1b - (0:9=0.2Sds)= 0.6861 DEAD LOAD PER UPRIGHT=D= 225 lb (0.9-0.2Sds)= 0.6861 PRODUCT LOAD PER UPRIGHT=P= 8,400 lb B (i0Q0 H h Papp=P*0.67= 5,628 lb rho= 1.0000 Wst LC1=Wst1=(0.68608*D+0.68608*Papp*1)= 4,015 lb Frame Depth=Df= 42.0 in T Product Load Top Level, Ptop= 2,800 lb Htop-Iv1=H= 184.0 in DL/Lvl= 75 1b # Levels= 3 t Df—► Seismic Ovt based on E,E(Fi*hi)= 178,903 in-lb #Anchors/Base= 4 height/depth ratio= 4.4 in hp= 48.0 in SIDE ELEVATION A) Fully Loaded Rack h=H+hp/2= 208.0 in Load case 1: Movt= E(Fi*hl)*E*rho Mst= Wsti *Df/2 T= (Movt-Mst)/Df = 178,903 in-lb = 4015 lb*42 in/2 = (178903 in-lb-84315 in-lb)/42 in = 84,315 in-lb = 2,252 lb Net Uplift per Column Net Seismic Uplift= 4,504 lb B)Top Level Loaded Only Load case 1: {} V1=Vtop= Cs*Ip*Ptop>= 350 lb for H/D>6.0 Movt= [V1*h +V2*H/2]*rho = 0.2674*2800 lb = 161,269 in-lb = 749 lb T= (Movt-Mst)/Df Vleff= 749 lb Critical Level= 3 = (161269 in-lb-43583 in-lb)/42 in V2=VDL= Cs*Ip*D Cs*Ip= 0.2674 = 2,802 lb Net Uplift per Column = 60 lb Mst= (0.68608*D+0.68608*Ptop*1)*42 in/2 = 43,583 in-lb Net Seismic Uplift= 5,604 lb Anchor Check(4)0.5"x 3.25"Embed Powers SD2 anchor(s) per base plate. Special inspection is notrequired per ESR 2502. Pullout Capacity=Tcap= 1,850 lb L.A. City Jurisdiction? NO Tcap*Phi= 1,850 lb Shear Capacity=Vcap= 2,517 lb Phl= 1 Vcap*Phi= 2,517 lb Fully Loaded: (1126 lb/1850 Ib)^1 +(195 Ib/2517 Ib)^1 = 0.69 <= 1.2 OK Top Level Loaded: (1401 lb/1850 Ib)^1 +(93 lb/2517 Ib)^1 = 0.79 <= 1,2 OK type 2 select-9G-Terra.xls Page // of /S/ 3/26/2024