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<br /> KB-TZ2 expansion anchor technical supplement
<br /> Table 3 - Hilti Carbon Steel KB-TZ2 design strength based on concrete failure modes in cracked concrete
<br /> per ACI 318-14 Ch. 17 1'2'3'4'5
<br /> Nominal Tension(lesser of concrete breakout/pullout)-(DNn Shear(lesser of concrete breakout or pryout)-ct)Vn
<br /> anchor Effective Nominal
<br /> embedment embedment f' =2,500 psi f' =3,000 psi f' =4,000 psi f' =6,000 psi f' =2,500 psi f' =3,000 psi f' =4,000 psi f' =6,000 psi
<br /> diameter in.(mm) in.(mm) (17.2 MPa) (20.7 MPa) (27.6 MPa) c(41.1 MPa) (17.2 MPa) (20.7 MPa) 127.6 MPa) c(41.1 MPa)
<br /> in. lb (kN) lb (kN) lb (kN) lb (kN) lb (kN) lb (kN) lb (kN) lb (kN)
<br /> 1/4 1-1/2 13/4 280 300 340 395 1,095 1,195 1,385 1,695
<br /> (38) (44) (1.2) (1.3) (1.5) (1.8) (4.9) (5.3) (6.2) (7.5)
<br /> 1-1/2 1 7/8 1,255 1,375 1,585 1,940 1,350 1,480 1,710 2,090
<br /> (38) (48) (5.6) (6.1) (7.1) (8.6) (6.0) (6.6) (7.6) (9.3)
<br /> 3/8 2 21/2 1,930 2,115 2,440 2,990 2,080 2,275 2,630 3,220
<br /> (51) (64) (8.6) (9.4) (10.9) (13.3) (9.3) (10.1) (11.7) (14.3)
<br /> 2-1/2 3 2,185 2,390 2,765 3,385 4,705 5,155 5,950 7,285
<br /> (64) (76) (9.7) (10.6) (12.3) (15.1) (20.9) (22.9) (26.5) (32.4)
<br /> 1-1/2 2 1,435 1,570 1,815 2,220 1,545 1,690 1,950 2,390
<br /> (38) (51) (6.4) (7.0) (8.1) (9.9) (6.9) (7.5) (8.7) (10.6)
<br /> 2 21/2 1,930 2,115 2,440 2,990 2,080 2,275 2,630 3,220
<br /> 1/2 (51) (64) (8.6) (9.4) (10.9) (13.3) (9.3) (10.1) (11.7) (14.3)
<br /> 2-1/2 3 2,700 2,955 3,415 4,180 5,810 6,365 7,350 9,000
<br /> (64) (76) (12.0) (13.1) (15.2) (18.6) (25.8) (28.3) (32.7) (40.0)
<br /> 3-1/4 3 3/4 3,235 3,545 4,095 5,015 6,970 7,640 8,820 10,800
<br /> (83) (95) (14.4) (15.8) (18.2) (22.3) (31.0) (34.0) (39.2) (48.0)
<br /> r2-3/4 31/4 3,110 3,410 3,935 4,820 6,705 7,345 8,480 10,385
<br /> (70) (83) (13.8) (15.2) (17.5) (21.4) (29.8) (32.7) (37.7) (46.2)
<br /> 5/8 3-1/4 3 3/4 4,000 4,380 5,060 6,195 8,615 9,435 10,895 13,345
<br /> (83) (95) (17.8) (19.5) (22.5) (27.6) (38.3) (42.0) (48.5) (59.4)
<br /> 4 41/2 4,420 4,840 5,590 6,845 9,520 10,430 12,040 14,750
<br /> (1021 (114) (19.7) (21.5) _(24.9) (30.4) (42.3) (46.41 (53.6) (65.6)
<br /> 3-1/4 4 4,000 4,380 5,060 6,195 8,615 9,435 10,895 13,345
<br /> (83) (102) (17.8) (19.5) (22.5) (27.6) (38.3) (42.0) (48.5) (59.4)
<br /> 3/4 3-3/4 41/2 4.955 5.430 6,270 7,680 10.675 11.695 13,505 16.540
<br /> (95) (114) (22.0) (24.2) (27.9) (34.2) (47.5) (52.0) (60.1) (73.6)
<br /> 4-3/4 51/2 5,745 6,055 6,580 7,405 15,220 16,670 19,250 23,575
<br /> (121) (140) (25.6) (26.9) (29.3) (32.9) (67.7) (74.2) (85.6) (104.9)
<br /> 1 See PTG 19 Section 3.1.8 to convert design strength value to ASD value.
<br /> 2 Linear interpolation between embedment depths and concrete compressive strengths is not permitted.
<br /> 3 Apply spacing,edge distance,and concrete thickness factors in tables 6 to 15 as necessary.Compare to the steel values in table 4.The lesser of the values is to be used for the design.
<br /> 4 Tabular values are for normal weight concrete only.For lightweight concrete multiply design strength by A.as follows:For sand-lightweight,Aa=0.68;for all-lightweight,Aa=0.60.
<br /> 5 Tabular values are for static loads only.Seismic design is not permitted for uncracked concrete.For seismic tension loads,multiply cracked concrete tabular values in tension only by a„, =
<br /> 0.75,except for 3/4 x 4-3/4 ha,where a„ =0.73. No reduction needed for seismic shear.See PTG 19 Section 3.1.8 for additional information on seismic applications.
<br /> December 2020 5
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