Installation Guide
KB-TZ2 expansion anchor technical supplement
19
December 2020
Table 30 — Hilti Carbon Steel KB-TZ2 in the soffit of uncracked lightweight concrete over metal deck
1,2,3,4,5,6
Nominal
anchor
diameter
in.
Effective
embedment
in. (mm)
Nominal
embedment
in. (mm)
Installation per Figure 4 Installation per Figure 5
Min. conc.
thickness
8
in. (mm)
Tension - ФN
n
Shear - ФV
n
Min. conc.
thickness
8
in. (mm)
Tension - ФN
n
Shear - ФV
n
f´
c
= 3,000 psi
(20.7 MPa)
lb (kN)
f´
c
= 4,000 psi
(27.6 MPa)
lb (kN)
f´
c
= 3,000 psi
(20.7 MPa)
lb (kN)
f´
c
= 3,000 psi
(20.7 MPa)
lb (kN)
f´
c
= 4,000 psi
(27.6 MPa)
lb (kN)
f´
c
= 3,000 psi
(20.7 MPa)
lb (kN)
1/4
1-1/2 1-3/4 2-1/2 775 820 1,060 2-1/4 620 655 730
(38) (44) (64) (3.4) (3.6) (4.7) (57) (2.8) (2.9) (3.2)
3/8
1-1/2 1-7/8 2-1/2 1,205 1,285 880 2-1/4 645 685 1,540
(38) (48) (64) (5.4) (5.7) (3.9) (57) (2.9) (3.0) (6.9)
2 2-1/2 2-1/2 1,705 1,830 1,380 2-1/4 1,615 1,730 1,630
(51) (64) (64) ( 7.6) (8.1) (6.1) (57) ( 7. 2) (7.7 ) ( 7.3)
2-1/2 3 2-1/2 1,945 2,155 1,380
N/A N/A N/A N/A
(64) (76) (64) (8.7) (9.6) (6.1)
1/2
1-1/2 2 2-1/2 1,205 1,390 1,165 2-1/4 1,180 1,365 1,740
(38) (51) (64) (5.4) (6.2) (5.2) (57) (5.2) (6.1) ( 7.7 )
2 2-1/2 2-1/2 1,790 2,015 1,470 2-1/4 1,235 1,395 2,065
(51) (64) (64) (8.0) (9.0) (6.5) (57) (5.5) (6.2) (9.2)
2-1/2 3 2-1/2 2,435 2,645 2,135
N/A N/A N/A N/A
(64) (76) (64) (10.8) (11.8) (9.5)
3-1/4 3-3/4 2-1/2 3,065 3,390 2,755 3-1/4 1,730 1,915 2,250
(83) (95) (64) (13.6) (15.1) (12.3) (83) (7.7) (8.5) (10.0)
5/8
2-3/4 3-1/4 2-1/2 2,870 3,315 2,480 3-1/4 1,925 2,225 2,655
(70) (83) (64) (12.8) (14.7) (11.0) (83) (8.6) (9.9) (11.8)
4 4-1/2 2-1/2 3,780 4,365 3,025
N/A N/A N/A N/A
(102) (114) (64) (16.8) (19.4) (13.5)
3/4
3-1/4 4 2-1/2 2,470 2,730 2,655
N/A N/A N/A N/A
(83) (102) (64) (11.0) (12.1) (11. 8)
3-3/4 4-1/2 3-1/4 3,115 3,405 5,110
N/A N/A N/A N/A
(95) (114) (83) (13.9) (15.1) (22.7)
Table 31 — Hilti Carbon Steel KB-TZ2 in the soffit of cracked lightweight concrete over metal deck
1,2,3,4,5,6,7
Nominal
anchor
diameter
in.
Effective
embedment
in. (mm)
Nominal
embedment
in. (mm)
Installation per Figure 4 Installation per Figure 5
Min. conc.
thickness
8
in. (mm)
Tension - ФN
n
Shear - ФV
n
Min. conc.
thickness
8
in. (mm)
Tension - ФN
n
Shear - ФV
n
f´
c
= 3,000 psi
(20.7 MPa)
lb (kN)
f´
c
= 4,000 psi
(27.6 MPa)
lb (kN)
f´
c
= 3,000 psi
(20.7 MPa)
lb (kN)
f´
c
= 3,000 psi
(20.7 MPa)
lb (kN)
f´
c
= 4,000 psi
(27.6 MPa)
lb (kN)
f´
c
= 3,000 psi
(20.7 MPa)
lb (kN)
1/4
1-1/2 1-3/4 2-1/2 230 260 1,060 2-1/4 185 205 730
(38) (44) (64) (1.0) (1.2) (4.7) (57) (0.8) (0.9) (3.2)
3/8
1-1/2 1-7/8 2-1/2 1,055 1,220 880 2-1/4 565 650 1,540
(38) (48) (64) (4.7) (5.4) (3.9) (57) (2.5) (2.9) (6.9)
2 2-1/2 2-1/2 1,490 1.705 1,380 2-1/4 1,385 1,580 1,630
(51) (64) (64) (6.6) ( 7.6) (6.1) (57) (6.2) ( 7.0 ) ( 7.3)
2-1/2 3 2-1/2 1,565 1.695 1,380
N/A N/A N/A N/A
(64) (76) (64) (7.0) ( 7. 5 ) (6.1)
1/2
1-1/2 2 2-1/2 1,075 1.230 1,165 2-1/4 960 1,100 1,740
(38) (51) (64) (4.8) (5.5) (5.2) (57) (4.3) (4.9) (7.7 )
2 2-1/2 2-1/2 1,390 1.600 1,470 2-1/4 960 1,110 2,065
(51) (64) (64) (6.2) ( 7.1) (6.5) (57) (4.3) (4.9) (9.2)
2-1/2 3 2-1/2 2,13 0 2,435 2,135
N/A N/A N/A N/A
(64) (76) (64) (9.5) (10.9) (9.5)
3-1/4 3-3/4 2-1/2 2,170 2,435 2,755 3-1/4 1,230 1,380 2,250
(83) (95) (64) (9.7) (10.8) (12.3) (83) (5.5) (6.1) (10.0)
5/8
2-3/4 3-1/4 2-1/2 2,555 2,950 2,480 3-1/4 1,715 1,980 2,655
(70) (83) (64) (11.4) (13.1) (11.0) (83) ( 7.6) (8.8) (11.8)
4 4-1/2 2-1/2 2,855 3,300 3,025
N/A N/A N/A N/A
(102) (114) (64) (12.7) (14.7) (13.5)
3/4
3-1/4 4 2-1/2 2,16 0 2,395 2,655
N/A N/A N/A N/A
(83) (102) (64) (9.6) (10.7) (11.8)
3-3/4 4-1/2 3-1/4 2,425 2,735 5,110
N/A N/A N/A N/A
(95) (114) (83) (10.8) (12.2) (22.7)
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 Tabular value is for one anchor per ute. Minimum spacing along the length of the ute is 3 x h
ef
(effective embedment).
4 Tabular values are lightweight concrete and no additional reduction factor is needed.
5 No additional reduction factors for spacing or edge distance need to be applied.
6 Comparison of the tabular values to the steel strength is not necessary. Tabular values control.
7 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,
except for 3/4 x 4-3/4 h
ef
where α
N,seis
= 0.73. See PTG 19 Section 3.1.8 for additional information on seismic applications.
8 Minimum concrete thickness over the upper ute when anchor is installed in the lower ute. See Figure 4 and 5.