ICC ESR-3027 for Kwik HUS-EZ Screw Anchors in Concrete

ESR-3027
|
Most Widely Accepted and Trusted Page 11 of 20
TABLE 3—HILTI KH-EZ, KH-EZ P, KH-EZ PM, KH-EZ PL, KH-EZ C AND KH-EZ CRC TENSION AND SHEAR STRENGTH DESIGN DATA
1,2,3,6
Characteristic Symbol Units
Nominal Anchor Diameter (inches)
1
/
4
3
/
8
1
/
2
5
/
8
3
/
4
Head style and coating - -
Hex, P, PM, PL, C
Head
Hex, C Head
Hex, C Head
(including CRC)
Hex
Head
(including CRC)
Hex
Head (including CRC)
Hex
Head
(including
CRC
)
Nominal diameter d
a
in. 0.250 0.375 0.500 0.625 0.750
(mm) (6.4) (9.5) (12.7) (15.9) (19.1)
Effective embedment h
ef
in. 1.18 1.92 1.11 1.54 1.86 2.50 1.52 2.16 3.22 2.39 3.03 3.88 2.92 4.84
(mm) (30) (49) (28) (39) (47) (64) (39) (55) (82) (61) (77) (99) (74) (123)
Nominal embedment h
nom
in. 1
5
/
8
2
1
/
2
1
5
/
8
2
1
/
8
2
1
/
2
3
1
/
4
2
1
/
4
3 4
1
/
4
3
1
/
4
4 5 4 6
1
/
4
(mm) (41) (64) (41) (54) (64) (83) (57) (76) (108) (83) (102) (127) (102) (159)
Strength reduction factor
for steel in tension
2,7

sa
- 0.65 0.65 0.65 0.65 0.65
Effective tensile stress
area
A
se
in.
2
0.045 0.086 0.161 0.268 0.392
(mm
2
) (29.0) (55.5) (103.9) (172.9) (252.9)
Minimum specified
ultimate strength
f
uta
psi 125,000 106,975 120,300 112,540 90,180 81,600
(MPa) (862) (738) (829) (776) (622) (563)
Tension resistance of
steel
N
sa
lbf. 5,660 9,200 10,335 18,120 24,210 32,015
(kN) (25) (41) (46) (81) (108) (142)
Anchor category - - 3 1 1 1 1 1
Strength reduction factor
for concrete failure
modes in tension
2

c,N
- 0.45 0.65 0.65 0.65 0.65 0.65
Effectiveness factor –
uncracked concrete
k
uncr
- 24 24 27 27 27
Effectiveness factor –
cracked concrete
k
cr
- 17 17 17 17 17
Modification factor for
cracked and uncracked
concrete
6
Ψ
c,N
- 1.0 1.0 1.0 1.0 1.0
Critical edge distance c
ac
in. 2.00 2.78 2.63 2.75 2.92 3.75 2.75 3.75 5.25 3.63 4.57 5.82 4.41 7.28
(mm) (51) (71) (67) (70) (74) (95) (70) (95) (133) (92) (116) (148) (112) (185)
Pullout strength in
uncracked concrete
N
p,uncr
6
lbf. 1,305
5
2,350
4
N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A
(kN) (5.8) (10.5)
Pullout strength in
cracked concrete
N
p,cr
6
lbf. 665
5
1,165
4
725
4
N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A
(kN) (3.0) (5.2) (3.2)
Pullout strength in
cracked concrete,
seismic
N
p,eq
6
lbf. 535
5
1,165
4
725
4
N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A
(kN) (2.4) (5.2) (3.2)
Strength reduction factor
for steel in shear
2,7

sa
- 0.60 0.60 0.60 0.60 0.60
Nominal steel strength in
shear
8
V
sa
lbf. 1,550 3,670 5,185 9,245 11,220 16,660
(kN) (6.9) (16.3) (23.1) (41.1) (49.9) (74.1)
Nominal steel strength in
shear, seismic
8
V
sa,eq
lbf. 1,395 3,670 3,110 5,545 6,735 11,555
(kN) (6.2) (16.3) (13.8) (24.7) (30.0) (51.4)
Load bearing length of
anchor
ℓ
e
in. 1.18 1.92 1.11 1.54 1.86 2.50 1.52 2.16 3.22 2.39 3.03 3.88 2.92 4.84
(mm) (30) (49) (28) (39) (47) (64) (39) (55) (82) (61) (77) (99) (74) (123)
Strength reduction factor
for concrete failure
modes in shea
r
2

c,V
- 0.70 0.70 0.70 0.70 0.70
Effectiveness factor for
pryout
k
cp
- 1.0 1.0 1.0 1.0 1.0 2.0 1.0 1.0 2.0 1.0 2.0 2.0 2.0 2.0
Mean axial stiffness,
uncracked concrete
β
uncr

lb/in.
760,000
Mean axial stiffness,
cracked concrete
β
cr
 293,000
For SI: 1 inch = 25.4 mm, 1 ft-lbf = 1.356 N-m, 1 psi = 6.89 kPa, 1 in
2
= 645 mm
2
, 1 lb/in = 0.175 N/mm.
1
The data in this table is intended for use with the design provisions of ACI 318-19 Chapter 17, ACI 318-14 Chapter 17 or ACI 318-11 Appendix D, as applicable; for anchors resisting
seismic load combinations the additional requirements of ACI 318-19 17.10, ACI 318-14 17.2.3 or ACI 318-11 D.3.3, as applicable, shall apply.
2
The strength reduction factor applies when the load combinations from the IBC or ACI 318 are used and the requirements of ACI 318-19 17.5.3, ACI 318-14 17.3.3 or ACI 318-11
D.4.3, as applicable, are met. If the load combinations of ACI 318-11 Appendix C are used, the appropriate strength reduction factor must be determined in accordance with ACI 318-
11 D.4.4.
3
In this report, N/A denotes that pullout resistance does not govern and does not need to be considered.
4
The characteristic pullout resistance for concrete compressive strengths greater than 2,500 psi may be increased by multiplying the value in the table by (f'
c
/2,500)
0.5
for psi or
(f'
c
/17.2)
0.5
for MPa.
5
The characteristic pullout resistance for concrete compressive strengths greater than 2,500 psi may be increased by multiplying the value in the table by (f'
c
/2,500)
0.3
for psi or
(f'
c
/17.2)
0.3
for MPa.
6
For lightweight concrete, calculate values according to Section 4.1.12 of this report.
7
The KH-EZ, KH-EZ P, PM, PL and KH-EZ CRC are considered brittle steel elements as defined by ACI 318 (-19 and -14) 2.3 or ACI 318-11 D.1, as applicable.
8
Reported values for steel strength in shear are based on test results per ACI 355.2, Section 9.4 and must be used for design in lieu of calculated results using equation 17.7.1.2b of
ACI 318-19, equation 17.5.1.2b of ACI 318-14 or equation D-29 of ACI 318-11, as applicable.