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Calculation: (4)bay Rack-Anchorage Design • • <br /> Rack: Existing Warehouse rack <br /> Loading: I Seismic Factors(LRFD): <br /> Seismic C&C Category: -Storage racks&contents <br /> Horz.Fp: 0.33 *W Ip: 1.00 520: <br /> Vert.Fp: 0.22 *W SDC: SDC C->F' <br /> ('ase;1:Top rack fully loaded&all other racks unloaded <br /> Fixture Geometry: Seismic Loading: <br /> Height: 14 ft Dead Load: Horz.Fp Vert.Fp Height above Base: Top Reaction Base Reaction <br /> Width: 3.2 ft Top shelf 3000 lb 997.2 lb 664.8 lb 8.17 ft 581.7 lb 415.5 lb <br /> Length: 14.25 ft Shelf2 0 lb 0 lb 0 lb 3.8 ft 0 lb 0 lb <br /> C.G.Height: 9.4 ft Shelf 3 0 lb 0 lb 0 lb 0.0 ft 0 lb 0 lb <br /> C.G.Width: 1.6 ft Shelf4 0 lb 0 lb 0 lb 0.0 ft 0 lb 0 lb <br /> C.G.Length: 7.1 It Shelf5 0 lb 0 lb 0 lb 0.0 ft 0 lb 0 lb <br /> Shelf 6 0 lb 0 lb 0 lb 0.0 ft 0 lb 0 lb <br /> Fixture Geometry: _ Shelf 7 0 lb 0 lb 0 lb 0.0 ft 0 lb 0 lb <br /> Shelf 8 0 lb 0 lb 0 lb 0.0 ft 0 lb 0 lb <br /> (#)of Shear Conn: 8 Shelf 9 0 lb 0 lb 0 lb 0.0 ft 0 lb 0 lb <br /> (#)of Uplift Conn: 4 Shelf 10 0 lb 0 lb 0 lb 0.0 ft 0 lb 0 lb <br /> Anchorage Width: 3.2 ft Fixture 610 lb 202.8 lb 135 2 lb 9.4 ft 135.9 lb 66.91 lb <br /> Anchorage Length: 14.25 ft I Total Reactions: 717.6 lb 482.4 lb <br /> Fixture Connection to Floor Structure Connection Properties Anchor Capacities <br /> Try: (4)1/2"diameter Hilti KB-TZ2 Min.Conc.f'c: 2500 psi T�1O1 <br /> V1: 1447.8 lb[LRFD] <br /> exp.Anchors,2-1/2"nom. Min.Spacing: 6 in Seismic <br /> a(.„_ 588.0 lb[LRFD] <br /> Embed.&2"eff.Embed.At each Min.Slab Thickness: 4 in <br /> post Min.Edge Dist.: 6 in <br /> ICC ESR Report: ICC ESR-4266 <br /> Base Connection Analyses: I <br /> Seismic Forces Perp.to Horz.E: 482.412 lb Horz.DL: 0 lb No Net Uplift Tnet: -2449 lb (Units <br /> Length:(LRFD) Vert E: 799.976 lb Vert.DL: 3249 lb VD: 121 lb[LRFD w/S2o] 0.21 OK <br /> Seismic Forces Pert).to Horz.E: 482.412 lb Horz.DL: 0 lb T": 0 lb[LRFD w/Do] 0.00 OK <br /> Width:(LRFD) Vert E: 799.976 lb Vert.DL: 3249 lb Total: 0.21 OK <br /> 1 Input data <br /> _ i <br /> Anchor typo and dtamotor. Kwtk Bon m T22-CS 1/2(2)hno2 a..-4�ahkr x"""" V <br /> Item number 2210254 KB-T22 112x3 3/4 <br /> Effective embedment depth: hd,i=2.000 In..had=2.500 tn. � Safe <br /> Material Cad/on Steel V set <br /> Evawaoa,Service Report ESR-1266 <br /> Issued 1 Vald 12/17/2021 112,1/2023 <br /> Prod. Design Method AC1318.14/Moth <br /> stand-off instana0v,, e,=0.000 in(no stendolt).I=OS00 In <br /> Anchor plate' 1,a I,x t=8.000 in.x 8 000 in x 0.500 a.,(Rntom a ded place thickness:not Wku/fed/ <br /> Profile Square MSS(RISC).M553X3X250:(L X W x T)=3.000 in x 3.000 in.x 0.250 in. <br /> Base material_ cracked=corete.2500.,,•=2.500 psi:h=5.000 in. <br /> Installation: hammer towed hole,InatNWon Condition:Dry <br /> Reinfo,cemant. tension:condition B.shear.eondihon B:no supplemental spatting reinforcement present <br /> edge reafacernenl.hone or s No.4 bar <br /> Seismic bads(cal.C•D.E•or F) Tension Mod.yes(17.2.3.4.3(d)) <br /> Shea toad_yes(17.2 35.3(c)) <br /> '.The anchor calculation a based on a rgd anchor plate assumption <br /> 3 Tension load <br /> Load N.,.[lb] Capacity♦Nn[lb] Utilization Pas N„4 Na Status <br /> Steel Strength' 0 8,433 1 OK <br /> Pullout Strength' N/A N/A N/A N/A <br /> Concrete Breakout Failure" 1 5,791 1 OK <br /> 'highest loaded anchor "anchor group(anchors in tension) <br /> 4 Shear toad <br /> Load V,p pb] Capacity i V.(lb] UtlllzatIon ft,.v j#Ve Status <br /> Steel Strength' 0 3.599 1 OK <br /> Steel(allure(with lever arm)' N/A NIA NIA N/A <br /> Pryout Strength" 1 8,316 1 OK <br /> Concrete edge failure in direction" N/A N/A N/A N/A <br /> •highest loaded anchor "anchor group(relevant anchors) <br /> 728 134th St.SW,Ste 200,Everett,WA 98204 I (425)741-3800 <br /> Project: Boeing Bldg 40-31/40-03 Pg.No: <br /> Reid iddleton Address: 3003 W Casino Rd,Everett,WA 98204 Date: 9/11/2023 <br /> Client: Sazan Group Job No.: 26.2023.057 <br /> � � Page 13 of 14 <br /> 15 <br />