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Rack: Existing Warehouse rac• • <br /> ' Loading: I Seismic Factors(LRFD): I <br /> Seismic C&C Category: -Storage racks&contents <br /> Horz.Fp: 0.33 *W Ip: 1.0O 52,, <br /> Vert.Fp: 0.22 *W SDC: SDC C->F <br /> Case B: ,111 racks fully loaded <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 6.54 ft 466 lb 531.2 lb <br /> Length: 14.25 ft Shelf 2 3000 lb 997.2 lb 664.8 lb 3.5 ft 252.3 lb 744.9 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 I It Shelf 5 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 0 lb 0 lb 0 lb 9.4 ft 0 lb 0 lb <br /> Anchorage Length: 14.25 ft Total Reactions: 718.2 lb 1276 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 Ta(014.: 1447.8 lb[LRFD] <br /> exp.Anchors,2-1/2"nom. Min.Spacing: Seismic <br /> P g� 6 in V altnw. 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: 1276.18 lb Horz.DL: 0 lb No Net Uplift I Tnet: -4070 lb IUnity <br /> Length:(LRFD) Vert E: 1329.6 lb Vert.DL: 5400 lb V0: 319 lb[LRFD w/S2o1 0.54 Oh <br /> Seismic Forces Perp.to Horz.E: 1276.18 lb Horz.DL: 0 lb T": 0 lb[LRFD w/S2o] 0.00 OK <br /> Width:(LRFD) Vert E: 1329.6 lb Vert.DL: 5400 lb Total: 0.54 OK <br /> 1 Input data a�.ys�aal� <br /> Anchor typo and diameter. Kent Bolt TZ2-CS 1/2(2)henna WYro+aE llille.. i <br /> Item nivnber 22102541E-T22 112x3 3/4 <br /> Effective embedment depth tyrz,=2.000 n..h,=„a 2.500 in. ♦ safe <br /> Matertai. Carbon Steel v set <br /> Evaluation Service Report ESR-4260 <br /> Issued t Vabd 12/17,2021 112/112023 <br /> Prod. Design Method ACI 318.14 f Mach <br /> Stand-off insfallatton en=0.000 In.(no etendoft).I n 0.500 in. <br /> Anchor date' k x 1,,x t=8.000 in.x 8.000 in.s 0.500 n.:(Recommended plate thickness,not calculated) <br /> Probe Square HSS(AISC(.NS53X3X250,g x W x T)e 3.000 in k 3.000 In x 0.250 in. <br /> Base material naked concrete.2500,t,=2.500 psi;h.5000 M. <br /> inetytatbn: hammer drilled hole,installed.condition:Dry <br /> Reinforcement. tension.cpnd one B.cheat.coldOon B.no supplemental splitU g reintorcanent present <br /> edge reinforcement.none or c No.4 tar <br /> Seisms loads(cat.C.D.E.Of F) Tension load.yes(17.2.3 4.3(d)) <br /> Shear toad yes(17.2 3.5.3(c)) <br /> a-The anchor calculetbn Is based on a rgid audio plate acsumwon <br /> 3 Tension load <br /> Load N„a fib] Capacity+N„(lb) Utilization 8,4 N„J$ N, Status <br /> Steel Strength' 0 8.433 1 OK <br /> Pullout Strength' NIA N/A N/A NIA <br /> Concrete Breakout Failure" 1 5.191 1 OK <br /> •highest loaded anchor "anchor group(anchors in tension) <br /> 4 Shear load <br /> Load V„s(lb) Capacity•V,[lb) Utilization av-V„J*V„ Status <br /> Steel Strength' 0 3.599 1 OK <br /> Steel failure(with lever arm)' N/A NIA N/A N/A <br /> Pryout Strength" 1 8.316 1 OK <br /> Concrete edge failure in direction" N/A NIA N/A N/A <br /> 'highest loaded anchor **anchor group(relevant anchors) <br /> 728 134th St.SW,Ste 200,Everett,WA 98204 (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 /> I3 / ) s <br />