Product Technical Guides : US-EN Anchor Fastening - August 2021 | Page 348

Table 23 — Hilti KH-EZ , KH-EZ P , KH-EZ PM , KH-EZ PL , KH-EZ C and KH-EZ CRC design information in accordance with CSA A23.3 Annex D1 1
Design parameter Symbol Units
Head Style and coating
Nominal anchor diameter 1 / 4 3 / 8 1 / 2 5 / 8 3 / 4 A23.3
Hex , C head
Hex , P , PM , PL , C head Hex , C head ( Including
CRC )
Hex head ( Including CRC )
Hex head ( Including CRC )
Hex head ( Including CRC )
Nominal anchor diameter
d a
in .
( mm )
0.25
( 6.4 )
0.375
( 9.5 )
0.5
( 12.7 )
0.625
( 15.9 )
0.75
( 19.1 )
Effective embedment 2
h ef
in .
( mm )
1.18
( 30 )
1.92
( 49 )
1.11
( 28 )
1.54
( 39 )
1.86
( 47 )
2.50
( 64 )
1.52
( 39 )
2.16
( 55 )
3.22
( 82 )
2.39
( 61 )
3.03
( 77 )
3.88
( 99 )
2.92
( 74 )
4.84
( 123 )
Min . nominal embedment 2
h nom
in .
( mm )
1-5 / 8
( 41 )
2-1 / 2
( 64 )
1-5 / 8
( 41 )
2-1 / 8
( 54 )
2-1 / 2
( 64 )
3-1 / 4
( 83 )
2-1 / 4
( 57 )
3
( 76 )
4-1 / 4
( 108 )
3-1 / 4
( 83 )
4
( 102 )
5
( 127 )
4
( 102 )
6-1 / 4
( 159 )
Minimum concrete thickness 3
h min
in .
( mm )
3-1 / 4
( 83 )
4-1 / 8
( 105 )
3-1 / 4
( 83 )
3-2 / 3
( 93 )
4
( 102 )
4-3 / 4
( 121 )
4-1 / 2
( 114 )
4-3 / 4
( 121 )
6-3 / 4
( 171 )
5
( 127 )
6
( 152 )
7
( 178 )
6
( 152 )
8-1 / 8
( 206 )
Critical edge distance
c ac
in .
( mm )
2
( 51 )
2.78
( 71 )
2.63
( 67 )
2.75
( 70 )
2.92
( 74 )
3.75
( 95 )
2.75
( 70 )
3.75
( 95 )
5.25
( 133 )
3.63
( 92 )
4.57
( 116 )
5.82
( 148 )
4.41
( 112 )
7.28
( 185 )
Minimum spacing at critical edge distance s min , cac in . 1.5 2.25 3 ( mm ) ( 38 ) ( 57 ) ( 76 )
Minimum edge distance c min in . 1.50 1.75
( mm ) ( 38 ) ( 44 )
Minimum anchor spacing at minimum edge distance for s >
in .
3.0
4
( mm )
( 76 )
( 102 )
Mininimum hole depth in concrete h 0 in . 2 2-7 / 8 1-7 / 8 2-3 / 8 2-3 / 4 3-1 / 2 2-5 / 8 3-3 / 8 4-5 / 8 3-5 / 8 4-3 / 8 5-3 / 8 4-3 / 8 6-5 / 8 ( mm ) ( 51 ) ( 73 ) ( 48 ) ( 60 ) ( 70 ) ( 89 ) ( 67 ) ( 86 ) ( 117 ) ( 92 ) ( 111 ) ( 137 ) ( 111 ) ( 168 )
Minimum specified ultimate strength
f uta
( N / mm 2 )
( 860 )
( 738 )
( 830 )
( 776 )
( 622 )
( 563 )
psi
125,000
106,975
120,300
112,540
90,180
81,600
Effective tensile stress area
A se , N
in 2
( mm 2 )
0.045
( 29.0 )
0.086
( 55.5 )
0.161
( 103.9 )
0.268
( 172.9 )
0.392
( 252.9 )
Steel embed . material resistance factor for reinforcement
ф s
-
0.85
8.4.3
Resistance modification factor for tension , steel failure modes 4
R
-
0.70
D . 5.3
Resistance modification factor for shear , steel failure modes 4
R
-
0.65
D . 5.3
Factored steel resistance in tension
N sar
lb
( kN )
3,370
( 15.0 )
5,475
( 24.4 )
6,150
( 27.4 )
10,780
( 48.0 )
14,405
( 64.1 )
19,050
( 84.7 )
Factored steel resistance in shear
V sar
lb
( kN )
855
( 3.8 )
2,030
( 9.0 )
2,865
( 12.7 )
5,110
( 22.7 )
6,200
( 27.6 )
9,205
( 40.9 )
Factored steel resistance in shear , seismic
V sar , eq lb 770 2,030 1,720 3,065 3,720 6,385 ( kN ) ( 3.4 ) ( 9.0 ) ( 7.7 ) ( 13.6 ) ( 16.5 ) ( 28.4 )
Coeff . for factored conc . breakout resistance , uncracked concrete
k c , uncr
lb
10
11.25
D . 6.2.2
Coeff . for factored conc . breakout resistance , cracked concrete
k c , cr
-
7
D . 6.2.2
Modification factor for anchor resistance , tension , uncracked concrete 5
ψ c , N
-
1.0
D . 6.2.6
Anchor category
-
-
3
1
D . 5.3 ( c )
Concrete material resistance factor ф c - 0.65 8.4.2
Resistance modification factor for
tension and shear , concrete failure
R
-
0.75
1.00
D . 5.3 ( c )
modes , Condition B 6
Factored pullout resistance in
20 MPa uncracked concrete 7
N pr , uncr
lb
( kN )
665
( 3.0 )
1,645
( 7.3 )
Factored pullout resistance in
20 MPa cracked concrete 7
N pr , cr
lb
( kN )
340
( 1.5 )
815
( 3.6 )
510
( 2.3 )
Factored seismic pullout resistance in 20 MPa cracked concrete 7
N pr , eq
lb
( kN )
275
( 1.2 )
815
( 3.6 )
510
( 2.3 )
Ref
D . 6.1.2
D . 7.1.2
NA D . 6.3.2
NA D . 6.3.2
NA D . 6.3.2
1 Design information in this table is taken from ICC-ES ESR-3027 , tables 1 , 3 , and 5 , and converted for use with CSA A23.3 Annex D . 2 See Figure 1 on Page 2 of this document . 3 For concrete over metal deck applications where the concrete thickness over the top flute is less than h min in this table , see figure 4 and tables 20 and 21 of this document .
4 The KH-EZ is considered a brittle steel element as defined by CSA A23.3 Annex D section D . 2 . 5 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 . 6 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 .
7 For all design cases , ψ c , P
= 1.0 . NA ( not applicable ) denotes that this value does not control for design . See section 4.1.4 of ESR-3027 for additional information .
344 Anchor Fastening Technical Guide Edition 22 | 3.0 ANCHORING SYSTEMS | 3.3.6 KWIK HUS-EZ SCREW 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