Installation Guide

22
December 2020
Table 33 — Hilti KB-TZ2 carbon steel shear design information
in accordance with CSA A23.3-14 Annex D
1
Design parameter Symbol Units
Nominal anchor diameter (in.) Ref
1/4 3/8 1/2 5/8 3/4 A 23.3-14
Anchor O.D. d
a
in. 0.25 0.375 0.5 0.625 0.75
(mm) (6.4) (9.5) (12.7) (15.9) (19.1)
Effective min. embedment
2
h
ef
in. 1-1/2 1-1/ 2 2 2-1/2 1-1/2 2 2-1/2 3-1/4 2-3/4 3-1/4 4 3-1/4 3-3/4 4-3/4
(mm) (38) (38) (51) (64) (38) (51) (64) (83) (70) (83) (102) (83) (95) (121)
Shear, steel failure modes
Steel embed. material resistance
factor for reinforcement
Φ
s
- 0.85 0.85 0.85 0.85 0.85 8.4.3
Resistance modification factor for
shear, steel failure modes
3
R - 0.75 0.75 0.75 0.75 0.75 D.5.3
Factored steel resistance in shear V
sar
lb 855 2,055 3,530 6,540 8,800
D.7.1.2
(kN) (3.8) (9.1) (15.7) (29.1) (39.1)
Factored steel resistance in
shear, seismic
V
sar,e q
lb 855 2,055 3,530 6,540 8,800
(kN) (3.8) (9.1) (15.7) (29.1) (39.1)
Shear, concrete failure modes
Concrete material resistance
factor
Φ
c
- 0.65 0.65 0.65 0.65 0.65 8.4.2
Resistance modification factor for
shear, concrete failure modes
4
R - 1.00 1.00 1.00 1.00 1.00 D.5.3
Load bearing length of anchor in
shear
ℓ
e
in. 1-1/2 1-1/ 2 2 2-1/2 1-1/2 2 2-1/2 3-1/4 2-3/4 3-1/4 4 3-1/4 3-3/4 4-3/4
(mm) (38) (38) (51) (64) (38) (51) (64) (83) (70) (83) (102) (83) (95) (121)
Effectiveness factor for pryout k
cp
- 1.0 1.0 1.0 2.0 1.0 1.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0
1 Design information in this table is taken from ICC-ES ESR-4266, dated December 1, 2020,Tables 4 and 6, and converted for use with CSA A23.3 Annex D.
2 See Figure 1 of this document.
3 The KB-TZ2 carbon steel anchor is considered a ductile steel element as dened by CSA A23.3 Annex D section D.2.
4 For use with the load combinations of CSA A23.3 chapter 8. Condition B applies where supplementary reinforcement in conformance with CSA A23.3 section D.5.3 is not provided, or where pullout or
pryout strength governs. For cases where the presence of supplementary reinforcement can be veried, the resistance modication factors associated with Condition A may be used.
Table 34 — Steel resistance for Hilti KB-TZ2 carbon steel anchors
1,2
Nominal anchor
diameter
in.
Effective embedment depth
in. (mm)
Tensile
3
ФN
sar
lb (kN)
Shear
4
ФV
sar
lb (kN)
Seismic Shear
5
ФV
sar,e q
lb (kN)
1/4
1-1/2 1,985 855 855
(38) (8.8) (3.8) (3.8)
3/8
1-1/2 4,420 2,055 2,055
(38) (19.7) (9.1) (9.1)
3/8
2 2-1/2 4,420 2,160 2,16 0
(51) (64) (19.7) (9.6) (9.6)
1/2
1-1/2 2 7,6 45 3,530 3,530
(38) (51) (34.0) (15.7) (15.7)
1/2
2-1/2 3-1/4 7,6 45 4,385 4,385
(64) (83) (34.0) (19.5) (19.5)
5/8
2-3/4 3-1/4 4 11,925 6,540 6,540
(70) (83) (102) (53.0) (29.1) (29.1)
3/4
3-1/4 3-3/4 4-3/4 17, 2 3 0 8,800 8,800
(83) (95) (121) (76.6) (39.1) (39.1)
1 See PTG 19 Section 3.1.8 to convert factored resistance value to ASD value.
2 Hilti KB-TZ2 carbon steel anchors are to be considered ductile steel elements.
3 Tensile N
sar
= A
se,N
ф
s
f
uta
R as noted in CSA A23.3 Annex D.
4 Shear determined by static shear tests with V
sar
< 0.6 A
se ,V
ф
s
f
ut
a R as noted in CSA A23.3 Annex D.
5 Seismic shear values determined by seismic shear tests with V
sa r,eq
≤ 0.60 A
se ,V
ф
s
f
uta
R as noted in CSA A23.3 Annex D.
See PTG 19 Section 3.1.8 for additional information on seismic applications.