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Calculation: (3)bay Rack-Anchorage Design • <br /> • <br /> Rack: Existing Warehouse rack <br /> Loading: Seismic Factors(LRFD): 1 <br /> Seismic C&C Category: -Storage racks&contents <br /> Horz.Fp: 0.33 *W Ip: 1.00 S2t,: 2(;€i <br /> Vert.Fp: 0.22 *W SDC: SDC C->1• <br /> Case A: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 6.54 ft 466 lb 531.2 lb <br /> Length: 14.25 ft Shelf 2 0 lb 0 lb 0 lb 3.5 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 ft 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: -1 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 Total Reactions: 601.8 lb 598.2 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 Tal1O11.: 1447.8 lb[LRFD] <br /> Seismic <br /> exp.Anchors,2-1/2"nom. Min.Spacing: 6 in Valleµ.: 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: <br /> Seismic Forces Perp.to Horz.E: 598.159 lb Horz.DL: 0 lb No Net Uplift Tnet: -2449 lb Unity <br /> Length:(LRFD) Vert E: 799.976 lb Vert.DL: 3249 lb Va: 150 lb[LRFD w/Do] 0.25 OF, <br /> Seismic Forces Perp.to Horz.E: 598.159 lb Horz.DL: 0 lb T": 0 lb[LRFD w/S2o] 0.00 OK <br /> Width:(LRFD) Vert E: 799.976 lb Vert.DL: 3249 lb Total: 0.25 OK <br /> 1 input data <br /> Anchor type and dlel001er Kwlk Bolt TZ2.CS 1/2(2)hnom2 ; 717011 ' <br /> hem number. 2210254 KB-TZ2 1r243 314 <br /> Effective embedment depth. h..,=2.000 in_h..=2.500 in. ♦ safe <br /> Mater,* Carton steel set <br /> EvaWation Service Repot ESR-4258 <br /> Issued I V.110' 1 211 7/2 0 2 1 i 12r1,dldod <br /> Proof: Design Method ACt 318-14/Meth <br /> Stand-off installation. q=0.000 in_(no standa8):1=05001n. <br /> Anchor plate*: ),it I,x A=8.000 in.s 8.000 le x 0.500 tn.;(Recommended plate 21.221055 not calculated) <br /> Probe_ Square HSS(RISC).HSS3X3X.250:(I.x w s T)in 3000 m_x 3.000 in.x 0250 in <br /> Base material cracked concrete.250,is=2,500 pel;h e 5.000 In. <br /> festattathe: hammer drilled hole,Installation condition:Dry <br /> Reinforcement. tension:condition B.shear.condition B:no supplemental splitting reinforcement present <br /> edge r9Vdorceme0.none or e NO.4 bar <br /> Seismic bads loot C.D.E,or F) 10000n load.yes(17.2.3.4.3(it)) <br /> Shear bad:yes(17.2.35.3(c)) <br /> *-The anchor calcination Is based on a rigid 00000r plate assumption. <br /> 3 Tension load <br /> Load Nei Obi Capacity#Na lib] Utilization 6N=N,,,,J#N. Status <br /> Steel Sirengtt` 0 8.433 1 OK <br /> Pullout Strength' N/A NtA NIA ISA <br /> Concrete Breakout Failure" I 5,791 1 OK <br /> 'highest loaded anchor "anchor group(anchors in tension) <br /> 4 Shear load <br /> Load V1e rib] capacity#V.pb] Utilization 6v.Vwl'i Vs Status <br /> Steel Strength' 0 3.599 1 OK <br /> Steel failure(with lever arm)' N/A NIA NIA NIA <br /> Pryout Strength" 1 8,318 1 OK <br /> Concrete edge failure in direction" N/A N/A N/A NIA <br /> •highest leaded anchor **anchor group(relevant anchors) <br /> 728 134th St.SW,Ste 200,Everett,WA 98204 1 (425)741-3800 <br /> Project: Boeing Bldg 40-31/40-03 Pg.No: <br /> Reid• iddletan Address: 3003 W Casino Rd,Everett,WA 98204 Date: 9/11/2023 <br /> Client: Sazan Group Job No.: 26.2023.057 <br /> Page 11 of 14 <br /> 1'2115 <br />