Table 42 — Hilti KB-TZ2 stainless steel tension design information in accordance with CSA A23.3 Annex D , applicable for both hammer and core drilled installations 1
Design parameter Symbol Units
Nominal anchor diameter ( in .) 1 / 4 3 / 8 1 / 2 5 / 8 3 / 4 1 A23.3
Effective min . embedment 2 h ef in . 1-1 / 2 1-1 / 2 2 2-1 / 2 2 2-1 / 2 3-1 / 4 2-3 / 4 3-1 / 4 4 3-1 / 4 3-3 / 4 4-3 / 4 4 5-3 / 4 ( mm ) ( 38 ) ( 38 ) ( 51 ) ( 64 ) ( 51 ) ( 64 ) ( 83 ) ( 70 ) ( 83 ) ( 102 ) ( 83 ) ( 95 ) ( 121 ) ( 102 ) ( 146 )
Min . concrete thickness h min in . ( mm )
Minimum edge distance c min in . ( mm )
Minimum anchor spacing s min in .
Steel embed . material resistance factor for reinforcement
( mm ) Tension , steel failure modes
See Table 19
See Table 19
See Table 19
Φ s
- 0.85 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 0.80
Min . specified yield strength f ya psi 100,900 96,300 96,300 91,600 84,100 65,000 ( N / mm 2 ) ( 696 ) ( 664 ) ( 664 ) ( 632 ) ( 580 ) ( 448 )
Min . specified ult . strength f ut psi 122,400 120,100 120,400 114,600 100,500 99,900 ( N / mm 2 ) ( 844 ) ( 828 ) ( 790 ) ( 693 ) ( 689 )
Effective tensile stress area A se , N in 2 0.024 0.051 0.099 0.164 0.239 0.470 ( mm 2 ) ( 15.4 ) ( 33.2 ) ( 63.6 ) ( 106.0 ) ( 154.4 ) ( 303.2 )
Factored steel resistance in tension lb 2,050 4,210 8,070 12,810 16,350 31,930
N sar
( kN ) ( 9.1 ) ( 18.7 ) ( 35.9 ) ( 57.0 ) ( 72.7 ) ( 142.0 ) Tension , concrete failure modes
Anchor category - - 3 1 1 1 1 1 D . 5.3 ( c )
Concrete material resistance factor
Ref
D . 6.1.2
Φ c
- 0.65 0.65 0.65 0.65 0.65 0.65 8.4.2
Resistance modification factor |
|
|
|
|
|
|
|
|
|
for tension and shear , concrete |
R |
- |
0.75 |
1.00 |
1.00 |
1.00 |
1.00 |
1.00 |
D . 5.3 ( c ) |
failure modes , Condition B 5
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|
Coeff . for factored conc . breakout resistance , uncracked concrete
Coeff . for factored conc . breakout resistance , cracked concrete k c , uncr
- 10.0 10.0 10.0 10.0 10.0 10.0 10.0 10.0 10.0 10.0 10.0 11.3 7 10.0 11.3 11.3 D . 6.2.2 k c , cr
- 7.1 8.8 8.8 7.1 7.1 8.8 7.1 8.8 8.8 7.1 8.8 8.8 7 8.8 10.0 8.8 D . 6.2.2
Modification factor for anchor |
|
|
|
|
|
|
|
|
resistance , tension , uncracked |
Ψ c , N
|
- |
1.0 |
1.0 |
1.0 |
1.0 |
1.0 |
1.0 |
conc . 4
|
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|
Critical edge distance c ac in . 4 4-1 / 2 5-1 / 2 4-1 / 8 5-1 / 2 6-1 / 4 7-1 / 2 10 7 9 12 10 10 11 15-1 / 2 ( mm ) ( 102 ) ( 114 ) ( 140 ) ( 105 ) ( 140 ) ( 159 ) ( 191 ) ( 254 ) ( 178 ) ( 229 ) ( 305 ) ( 254 ) ( 254 ) ( 279 ) ( 394 )
Factored pullout resistance in lb 810
N 20 MPa uncracked concrete 6 pr , uncr
N / A N / A 2 , 875 2 , 355 2 , 810 3 , 855 2 , 860 4 , 165 5 , 615 N / A N / A N / A N / A N / A D . 6.3.2 ( kN ) ( 3.6 ) ( 12.8 ) ( 10.5 ) ( 12.5 ) ( 17.1 ) ( 12.7 ) ( 18.5 ) ( 25.0 )
Factored pullout resistance in lb 360
N 20 MPa cracked concrete 6 pr , cr
N / A N / A N / A N / A N / A N / A 8 N / A N / A N / A N / A N / A 6 , 160 N / A N / A D . 6.3.2 ( kN ) ( 1.6 ) ( 27.4 )
Factored pullout resistance in 20 MPa cracked concrete , seismic 6
Normalization factor , uncracked concrete
Normalization factor , cracked concrete , seismic
N pr , eq
lb |
360 |
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|
6,160 |
|
|
|
( kN ) |
( 1.6 ) |
N / A |
N / A |
N / A |
N / A |
N / A |
N / A 8
|
N / A |
N / A |
N / A |
N / A |
N / A |
( 27.4 ) |
N / A |
N / A |
D . 6.3.2 |
n uncr
- 0.39 N / A N / A 0.37 0.46 0.50 0.50 0.50 0.42 0.47 N / A N / A 0.30 N / A N / A n cr
- 0.50 N / A N / A N / A N / A N / A 0.50 N / A N / A N / A N / A N / A 0.50 N / A N / A
1 Design information in this table is taken from ICC-ES ESR-4266 , dated December , 2020 , and revised July , 2021 Tables 5 and 7 , and converted for use with CSA A23.3 Annex D . 2 See Figure 1 of this document . 3 The KB-TZ2 stainless steel anchor is considered a ductile steel element as defined by CSA A23.3 Annex D section D . 2 . 4 For all design cases , Ψ c , N
= 1.0 . The appropriate coefficient 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 verified , the resistance modification 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 .
7 For core drilled installation k c , uncr = 10.0 and k c , cr
= 7.1 for 3 / 4 “ diameter installed at 3-3 / 4 “ effective embedment
8 For core drilled installation , N p , c r = 4245 lb ( 18.9 kN ) and N p , eq
= 4245 lb ( 18.9 kN ) for 1 / 2-inch diameter anchors installed at 3-3 / 4 inches ( 95 mm ) effective embedment .
322 Anchor Fastening Technical Guide Edition 22 | 3.0 ANCHORING SYSTEMS | 3.3.5 KWIK BOLT TZ2 EXPANSION ANCHOR Hilti , Inc . 1-800-879-8000 | en español 1-800-879-5000 | www . hilti . com | Hilti ( Canada ) Corporation | www . hilti . ca | 1-800-363-4458