Installation Guide

KB-TZ2 expansion anchor technical supplement
21
December 2020
DESIGN DATA IN CONCRETE PER CSA A23.3
CSA A23.3-14 Annex D Design
Limit State Design of anchors is described in the provisions of CSA A23.3-14 Annex D for post-installed anchors tested and
assessed in accordance with ACI 355.2 for mechanical anchors and ACI 355.4 for adhesive anchors. Tables 22 and 23 in this
section contains the Limit State Design tables that are based on the published loads in ICC-ES Evaluation Report ESR 4266 and
converted for use with CSA A23.3 Annex D. Tables 35, 36, 40 and 41 are Hilti Simplified Design Tables which are pre-factored
resistance tables based on the design parameters and variables in Tables 32, 33, 37 and 38. All the figures in the previous ACI 318
14 Chapter 17 design section are applicable to Limit State Design and the tables will reference these figures.
For a detailed explanation of the tables developed in accordance with CSA A23.3 Annex D, refer to Section 3.1.8 of the Volume 2:
Anchor Fastening Technical Guide Ed. 19 (PTG 19). Technical assistance is available by contacting Hilti Canada at [phone] or
at www.hilti.ca.
Table 32 — Hilti KB-TZ2 carbon steel tension 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 A23.3-14
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)
Min. concrete thickness h
min
in.
See Table 5
(mm)
Minimum edge distance c
min
in.
See Table 5
(mm)
Minimum anchor spacing s
min
in.
See Table 5
(mm)
Tension, 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
tension, steel failure modes
3
R - 0.80 0.80 0.80 0.80 0.80 D.5.3
Min. specified yield strength f
ya
psi 100,900 100,900 96,300 87,000 84,700
(N/mm
2
) (696) (696) (664) (600) (584)
Min. specified ult. strength f
ut
psi 126,200 126,200 116,000 108,800 105,900
(N/mm
2
) (870) (870) (800) (750) (730)
Effective tensile stress area A
se,N
in
2
0.024 0.051 0.099 0.16 4 0.239
(mm
2
) (15.4) (33.2) (63.6) (106.0) (154.4)
Factored steel resistance in tension N
sar
lb 1,985 4,420 7,6 4 5 11,925 17, 230
D.6.1. 2
(kN) (8.8) (19.7) (34.0) (53.0) (76.6)
Tension, concrete failure modes
Anchor category - - 3 1 1 1 1 D.5.3 (c )
Concrete material resistance
factor
Φ
c
- 0.65 0.65 0.65 0.65 0.65 8.4.2
Resistance modification factor for
tension and shear, concrete failure
modes, Condition B
5
R - 0.75 1.00 1.00 1.00 1.00 D.5.3 (c )
Coeff. for factored conc. breakout
resistance, uncracked concrete
k
c,uncr
- 10.0 10.0 10.0 10.0 11.3 11.3 10.0 10.0 10.0 10.0 10.0 10.0 11.3 10.0 D.6.2.2
Coeff. for factored conc. breakout
resistance, cracked concrete
k
c,cr
- 7.1 8.8 8.8 7.1 10.0 8.8 8.8 7.1 8.8 8.8 7.1 8.8 8.8 8.8 D.6.2.2
Modification factor for anchor
resistance, tension, uncracked
conc.
4
Ψ
c,N
- 1.0 1.0 1.0 1.0 1.0 D.6.2.6
Critical edge distance c
ac
in. 4 5 4-3/8 5-1/ 2 8 5-1/2 6-3/4 10 10 11-1/2 8-3/4 12 10 9
(mm) (102) (127) (111) (140) (203) (140) (171) (254) (254) (292) (222) (305) (254) (229)
Factored pullout resistance in
20 MPa uncracked concrete
6
N
pr,uncr
lb 1,405
N/A N/A
2,865
N/A N/A N/A N/A
3,770
N/A
6,300
N/A N/A N/A D.6.3.2
(kN) (6.3) (12.7) (16.8) (28.0
Factored pullout resistance in
20 MPa cracked concrete
6
N
pr,cr
lb 430
N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A
6,000
D.6.3.2
(kN) (1.9) (26.7)
Factored pullout resistance in
20 MPa cracked concrete, seismic
6
N
pr,eq
lb 430
N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A
5,880
D.6.3.2
(kN) (1.9) (26.1)
Normalization factor, uncracked
concrete
n
uncr
- 0.20 0.22 0.24 0.35 0.50 0.42 0.29 0.35 0.50 0.48 0.50 0.35 0.31 0.39
Normalization factor, cracked
concrete, seismic
n
cr
- 0.39 0.50 0.46 0.28 0.47 0.50 0.48 0.40 0.50 0.47 0.50 0.36 0.42 0.29
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 all design cases, Ψ
c,N
= 1.0. The appropriate coefcient for breakout resistance for cracked concrete (k
c,cr
) or uncracked concrete (k
c,uncr
) must be used.
5 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.
6 For all design cases, Ψ
c,P
= 1.0. Tabular value for pullout strength is for a concrete compressive strength of 2,900 psi (20.0 MPa). Pullout strength for concrete compressive strength greater than 2,900
psi (20.2 MPa) may be increased by multiplying the tabular pullout strength by (f´
c
/ 2,900)
n
for psi, or (f´
c
/ 20.2)
n
for MPa,