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Rack: Existing Warehouse rill • <br /> Loading: I Seismic Factors(LRFD): <br /> Seismic C&C Category: -Storage racks&contents <br /> Horz.Fp: 0.33 *W Ip: 1.00 no: 2.00 <br /> Vert.Fp: 0.22 *W SDC: SDC C->F <br /> Case B: .\II racks fully loaded <br /> Fixture Geometry: I 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 3000 lb 997.2 lb 664.8 lb 3.83 ft 273 lb 724.2 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: I Shelf 10 0 lb 0 I 0 lb 0.0 ft 0 lb 0 lb <br /> Anchorage Width: 3.2 II Fixture 0 lb 0 lb 0 lb 9.4 ft 0 lb 0 lb <br /> Anchorage Length: 14.25 11 I Total Reactions: 854.7 lb 1140 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 Tauow.: 1447.8 lb[LRFD] <br /> exp.Anchors,2-1/2"nom. Min.Spacing: 6 in Seismic Valk,„..: 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: 1139.66 lb Horz.DL: 0 lb No Net Uplift I Tnet: -4070 lb I Unity <br /> Length:(LRFD) Vert E: 1329.6 lb Vert.DL: 5400 lb V0: 285 lb[LRFD w/S2o] 0.48 Ol. <br /> Seismic Forces Perp.to I-lorz.E: 1139.66 lb Horz.DL: 0 lb Te: 0 lb[LRFD w/no] 0.00 Oh <br /> Width:(LRFD) Vert E: 1329.6 lb Vert.DL: 5400 lb Total: 0.48 Oh <br /> 1 Input data <br /> Anchor type and diameter: Kwlk Bon 722-CS 1/212)hnom2 eneammiamoot <br /> ttnm number 221025s K8-TZ2 12133,4 <br /> Ettecuve emsedmenl depth: h,,=2.000 in..h,o,,,=2.500 on safe• <br /> Motors& Carron Steel 7 <br /> Evaluation Service Reixxi. ESR.4288 <br /> Issued!Valid 12/1 72021 1 1 2112023 <br /> Prod. Deafen Method ACI 318-14/Mech <br /> 51204.oft/netallaton o=0.000 in.(no stand-o f).I=0.500 In <br /> , <br /> Anchor Mate" a I,,x 1=8.000 In.x 8.000 in.a 0.500In;(-^.^+„=.abed sub thickness.not caicubted) <br /> Profile Square MSS(AISC),MSS3K3X250.(L x W a T)=3000 et x 3.0301n-In,0250 in <br /> Base matenal cracked concrete,2500,f,=2.500 path=5.000 in. <br /> lssla&latbn: hammer drilled hole,Installation condition:Dry <br /> Reinkxrenlenl tension.condition B,shear.condition B.no supplemental spinieg reinforcement present <br /> edge molten:errant crone or 0 No.4 bar <br /> Sennuc loads(cat C.D.E a F) Tension load.yea(17.2,34 3(d)) <br /> Sneer bad.yea(17.2.3.5.31c)) <br /> 'ire.1./ calculation,s based on a rigid anchor plate assumption. <br /> 3 Tension load <br /> Load No,(lb] Capacty♦ No[lb] Utilization B"a N„14 No Status <br /> Stool Strength' 0 8.433 1 OK <br /> Pullout Strength' NIA NIA N/A NSA <br /> Concrete Breakout Fadure" 1 5,791 1 OK <br /> •highest loaded anchor "anchor grodp(anchors in tension) <br /> 4 Shear load <br /> Load V,,,tlb] Capacity 4 V.plea Utilization A.=V=a74 V. Status <br /> Steel Strength' 0 3,599 1 OK <br /> Steel failure(With(ever senor N/A N/A N/A 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'1 ,5(44- <br /> 15I15 <br />