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

ESR-3027
|
Most Widely Accepted and Trusted Page 15 of 20
TABLE 7—HILTI KH-EZ E AND KH-EZ I TENSION AND SHEAR STRENGTH DESIGN DATA
1,2,3,6
Characteristic Symbol Units
Nominal Anchor Dimension
1
/
4
(
KH-EZ I and KH-EZ E)
3
/
8
(
KH-EZ I)
Head style - - Internally (I) or Externally (E) Threaded Internally (I)
Nominal diameter d
a
in. 0.250 0.375
(mm) (6.4) (9.5)
Effective embedment h
ef
in. 1.18 1.92 1.54
(mm) (30) (49) (39)
Nominal embedment h
nom
in. 1
5
/
8
2
1
/
2
2
1
/
8
(mm) (41) (64) (54)
Strength reduction factor for steel in
tension
2,7

sa
- 0.65 0.65
Min. specified ult. strength A
se
in.
2
0.045 0.086
(mm
2
) (29.0) (55.5)
Effective-cross sectional steel area in
tension
f
uta
psi 125,000 106,975
(MPa) (862) (738)
Nominal steel strength in tension N
sa
lbf. 5,660 9,200
(kN) (25) (41)
Anchor category 1, 2 or 3 - - 3 1 1
Strength reduction factor for concrete
failure modes in tension
2

c,N
- 0.45 0.65 0.65
Effectiveness factor for uncracked oncrete k
uncr
- 24 24
Effectiveness factor for cracked concrete k
cr
- 17 17
Modification factor for anchor resistance,
tension, uncracked concrete
Ψ
c,N
- 1.0 1.0
Critical edge distance c
ac
in. 2.00 2.78 2.75
(mm) (51) (71) (70)
Pullout strength in uncracked concrete N
p,uncr
6
lbf. 1,305
5
2,350
4
N/A
(kN) (5.8) (10.5)
Pullout strength in cracked concrete N
p,cr
6
lbf. 665
5
1,165
4
N/A
(kN) (3.0) (5.2)
Pullout strength in cracked concrete,
seismic
N
p,eq
6
lbf. 535
5
1,165
4
N/A
(kN) (2.4) (5.2)
Strength reduction factor for steel in
shea
r
2

sa,V
- 0.60 0.60
Nominal steel strength in shear
8
V
sa
lbf. 1,360 1,315 1,885
(mm) (6.4) (9.5) (12.7)
Nominal steel strength in shear, seismic
8
V
sa,eq
lbf. 605 1,120 1,885
(kN) (2.7) (5.0) (8.4)
Load bearing length of anchor
ℓ
e
in. 1.18 1.92 1.54
(mm) (30) (49) (39)
Strength reduction factor for concrete
failure modes in shear
2

c,V
- 0.70 0.70
Coefficient for Pryout Strength k
cp
- 1.0 1.0 1.0
Mean axial stiffness, uncracked concrete β
uncr

lb/in. 760,000
(N/mm) (133,000)
Mean axial stiffness, cracked concrete β
cr

lb/in. 293,000
(N/mm) (51,275)
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 E and KH-EZ I 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.