Installation Guide

12
December 2020
Table 16 — Hilti Stainless Steel KB-TZ2 design strength based on concrete failure modes in uncracked
concrete per ACI 318-14 Ch. 17
1,2,3,4
Nominal
anchor
diameter
in.
Effective
embedment
in. (mm)
Nominal
embedment
in. (mm)
Tension (lesser of concrete breakout / pullout) - ФN
n
Shear (lesser of concrete breakout or pryout) - ФV
n
f´
c
= 2,500 psi
(17.2 MP a)
lb (kN)
f´
c
= 3,000 psi
(20.7 MPa)
lb (kN)
f´
c
= 4,000 psi
(27.6 MPa)
lb (kN)
f´
c
= 6,000 psi
(41.1 MPa)
lb (kN)
f´
c
= 2,500 psi
(17.2 MP a)
lb (kN)
f´
c
= 3,000 psi
(20.7 MPa)
lb (kN)
f´
c
= 4,000 psi
(27.6 MPa)
lb (kN)
f´
c
= 6,000 psi
(41.1 MPa)
lb (kN)
1/4
1-1/2 1 3/4 705 760 850 995 1,545 1,690 1,950 2,390
(38) (44) (3.1) (3.4) (3.8) (4.4) (6.9) ( 7. 5 ) (8.7) (10.6)
3/8
1-1/2 1 7/ 8 1,435 1,570 1,815 2,220 1,545 1,690 1,950 2,390
(38) (48) (6.4) (7.0 ) (8.1) (9.9) (6.9) ( 7.5) (8.7) (10.6)
2 2 1/2 2,205 2,415 2,790 3,420 2,375 2,605 3,005 3,680
(51) (64) (9.8) (10.7) (12.4) (15.2) (10.6) (11.6) (13.4) (16.4)
2-1/2 3 2,720 2,910 3,235 3,760 6,640 7, 275 8,400 10,290
(64) (76) (12.1) (12.9) (14.4) (16.7) (29.5) (32.4) (37.4) (45.8)
1/2
2 2 1/2 2,195 2,390 2,725 3,285 2,375 2,605 3,005 3,680
(51) (64) (9.8) (10.6) (12.1) (14.6) (10.6) (11.6) (13.4) (16.4)
2-1/2 3 2,605 2,855 3,295 4,040 6,640 7, 275 8,400 10,290
(64) (76) (11.6) (12.7) (14.7) (18.0) (29.5) (32.4) (37.4) (45.8)
3-1/4 3 3/4 3,575 3,915 4,520 5,540 9,845 10,785 12,450 15,250
(83) (95) (15.9) (17.4) (20.1) (24.6) (43.8) (48.0) (55.4) (67. 8)
5/8
2-3/4 3 1/4 2,655 2,910 3,360 4,115 7, 6 6 0 8,395 9,690 11,870
(70) (83) (11.8) (12.9) (14.9) (18.3) (34.1) (37.3) (43.1) (52.8)
3-1/4 3 3/4 3,910 4,220 4,765 5,645 9,845 10,785 12,450 15,250
(83) (95) (17.4) (18.8) (21.2) (25.1) (43.8) (48.0) (55.4) (67. 8)
4 4 1/2 5,235 5,700 6,525 7,895 13,440 14,725 17,000 20,820
(102) (114) (23.3) (25.4) (29.0) (35.1) (59.8) (65.5) (75.6) (92.6)
3/4
3-1/4 4 4,570 5,005 5,780 7,08 0 9,845 10,785 12,450 15,250
(83) (102) (20.3) (22.3) (25.7) (31.5) (43.8) (48.0) (55.4) (67. 8 )
3-3/4 4 1/2 6,370 6,980 8,060 9,870 13,725 15,035 17,3 60 21,265
(95) (114) (28.3) (31.0) (35.9) (43.9) (61.1) (66.9) ( 7 7. 2) (94.6)
4-3/4 5 1/2 8,075 8,845 10,215 12,510 17,39 0 19,050 22,000 26,945
(121) (140) (35.9) (39.3) (45.4) (55.6) ( 7 7.4) (84.7) (97.9) (119.9)
Table 17 — Hilti Stainless Steel KB-TZ2 design strength based on concrete failure modes in cracked
concrete per ACI 318-14 Ch. 17
1,2,3,4,5
Nominal
anchor
diameter
in.
Effective
embedment
in. (mm)
Nominal
embedment
in. (mm)
Tension (lesser of concrete breakout / pullout) - ФN
n
Shear (lesser of concrete breakout or pryout) - ФV
n
f´
c
= 2,500 psi
(17.2 MP a)
lb (kN)
f´
c
= 3,000 psi
(20.7 MPa)
lb (kN)
f´
c
= 4,000 psi
(27.6 MPa)
lb (kN)
f´
c
= 6,000 psi
(41.1 MPa)
lb (kN)
f´
c
= 2,500 psi
(17.2 MP a)
lb (kN)
f´
c
= 3,000 psi
(20.7 MPa)
lb (kN)
f´
c
= 4,000 psi
(27.6 MPa)
lb (kN)
f´
c
= 6,000 psi
(41.1 MPa)
lb (kN)
1/4
1-1/2 1 3/4 300 330 380 465 1,095 1,195 1,385 1,695
(38) (44) (1.3) (1.5) (1.7) (2.1) (4.9) (5.3) (6.2) ( 7. 5 )
3/8
1-1/2 1 7/ 8 1,255 1,375 1,585 1,940 1,350 1,480 1,710 2,090
(38) (48) (5.6) (6.1) ( 7.1) (8.6) (6.0) (6.6) ( 7.6) (9.3)
2 2 1/2 1,930 2,115 2,440 2,990 2,080 2,275 2,630 3,220
(51) (64) (8.6) (9.4) (10.9) (13.3) (9.3) (10.1) (11.7 ) (14.3)
2-1/2 3 2,185 2,390 2,765 3,385 4,705 5,155 5,950 7, 28 5
(64) (76) (9.7) (10.6) (12.3) (15.1) (20.9) (22.9) (26.5) (32.4)
1/2
2 2 1/2 1,565 1,710 1,975 2,420 1,685 1,845 2,13 0 2,605
(51) (64) ( 7.0) ( 7. 6) (8.8) (10.8) ( 7.5) (8.2) (9.5) (11.6)
2-1/2 3 2,700 2,955 3,415 4,180 5,810 6,365 7, 3 50 9,000
(64) (76) (12.0) (13.1) (15.2) (18.6) (25.8) (28.3) (32.7) (40.0)
3-1/4 3 3/4 3,235 3,545 4,095 5,015 6,970 7, 6 40 8,820 10,800
(83) (95) (14.4) (15.8) (18.2) (22.3) (31.0) (34.0) (39.2) (48.0)
5/8
2-3/4 3 1/4 3,110 3,410 3,935 4,820 6,705 7,345 8,480 10,385
(70) (83) (13.8) (15.2) (17.5) (21.4) (29.8) (32.7) (37.7 ) (46.2)
3-1/4 3 3/4 4,000 4,380 5,060 6,195 8,615 9,435 10,895 13,345
(83) (95) (17.8) (19.5) (22.5) (27.6) (38.3) (42.0) (48.5) (59.4)
4 4 1/2 4,420 4,840 5,590 6,845 9,520 10,430 12,040 14,750
(102) (114) (19.7) (21.5) (24.9) (30.4) (42.3) (46.4) (53.6) (65.6)
3/4
3-1/4 4 4,000 4,380 5,060 6,195 8,615 9,435 10,895 13,345
(83) (102) (17.8) (19.5) (22.5) (27.6) (38.3) (42.0) (48.5) (59.4)
3-3/4 4 1/2 4,955 5,430 6,270 7,680 10,675 11,695 13,505 16,540
(95) (114) (22.0) (24.2) (27.9) (34.2) (47.5) (52.0) (60.1) (73.6)
4-3/4 5 1/2 5,715 6,260 7, 230 8,855 15,220 16,670 19,250 23,575
(121) (140) (25.4) (27. 8 ) (32.2) (39.4) ( 67.7 ) (74.2) (85.6) (104.9)
1 See PTG 19 Section 3.1.8 to convert design strength value to ASD value.
2 Linear interpolation between embedment depths and concrete compressive strengths is not permitted.
3 Apply spacing, edge distance, and concrete thickness factors in tables 20 to 29 as necessary. Compare to the steel values in Table 18. The lesser of the values is to be used for the design.
4 Tabular values are for normal weight concrete only. For lightweight concrete multiply design strength by λ
a
as follows: For sand-lightweight, λ
a
= 0.68; for all-lightweight, λ
a
= 0.60.
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 α
N,seis
= 0.75.
No reduction needed for seismic shear, except for the 3/4 bolts where α
V,seis
= 0.81. See PTG 19 Section 3.1.8 for additional information on seismic applications.