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

ESR-3027
|
Most Widely Accepted and Trusted Page 12 of 20
TABLE 4—HILTI KH-EZ SS316 AND KH-EZ C SS316 TENSION AND SHEAR STRENGTH DESIGN DATA
1
Characteristic Symbol Units
Nominal anchor diameter (in)
1
/
4
3
/
8
1
/
2
Head style - - Hex and C Hex and C Hex
Anchor O.D. d
a
in. 0.250 0.375 0.5
(mm) (6.4) (9.5) (12.7)
Effective embedment h
ef
in. 1.19 1.93 1.49 1.92 2.55 1.56 2.20 3.26
(mm) (30) (49) (38) (49) (65) (40) (56) (83)
Nominal embedment h
nom
in. 1
5
/
8
2
1
/
2
2 2
1
/
2
3
1
/
4
2
1
/
4
3 4
1
/
4
(mm) (41) (64) (51) (64) (83) (57) (76) (108)
Strength reduction factor for steel
in tension
1,2

sa,N
- 0.75 0.75 0.75
Min. specified yield strength f
ya
psi 135,600 125,000 101,400
(N/mm
2
) (935) (862) (699)
Min. specified ult. strength f
uta
psi 153,000 139,300 120,100
(N/mm
2
) (1055) (961) (828)
Effective-cross sectional steel
area in tension
A
se,N
in
2
0.040 0.094 0.172
(mm
2
) (25.5) (60.8) (111.2)
Nominal steel strength in tension
4
N
sa
lb 6,120 13,095 20,655
(kN) (27.2) (58.2) (91.9)
Anchor category
‐
- 2 3 1 2
Strength reduction factor for
concrete failure modes in tension
2

c,N
- 0.55 0.45 0.65 0.55
Effectiveness factor for uncracked
concrete
k
uncr
in-lb 24 27 27
(SI) (10.0) (11.3) (11.3)
Effectiveness factor for cracked
concrete
k
cr
in-lb 17 17 21
(SI) (7.1) (7.1) (8.8)
Modification factor for anchor
resistance, tension, uncracked
conc.
3

c,N
- 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0
Critical edge distance c
ac
in. 4.76 7.72 5.96 7.68 10.20 6.24 8.80 7.50
(mm) (121) (196) (151) (195) (259) (158) (224) (191)
Pullout strength in uncracked
N
p,uncr
lb
N/A N/A N/A N/A N/A N/A N/A N/A
concrete (kN)
Pullout strength in cracked
N
p,cr
lb 570 1,100 1,510 2,215
N/A N/A N/A N/A
concrete
4
(kN) (2.5) (4.9) (6.7) (9.9)
Pullout strength in cracked
N
p,eq
lb 390 1,100 1,510 2,215
N/A N/A N/A N/A
concrete, seismic
4
(kN) (1.7) (4.9) (6.7) (9.9)
Strength reduction factor for steel
in shea
r
1,2

sa,V
- 0.65 0.65 0.65
Nominal steel strength in shear V
sa
lb 1,830 1,830 4,355 4,355 4,355 4,790 4,790 4,790
(kN) (8.1) (8.1) (19.4) (19.4) (19.4) (21.3) (21.3) (21.3)
Nominal steel strength in shear,
seismic
V
sa,eq
lb 1,200 1,200 4,355 4,355 4,355 4,790 4,790 4,790
(kN) (5.3) (5.3) (19.4) (19.4) (19.4) (21.3) (21.3) (21.3)
Strength reduction factor for
concrete failure modes in shea
r
2

c,V
- 0.70 0.70 0.70
Effectiveness factor for pryout
k
cp
- 1.0 1.0 1.0 1.0 2.0 1.0 1.0 2.0
Mean axial stiffness, uncracked
concrete
5

uncr
lbf/in 519,400 770,900 1,244,000
Mean axial stiffness, cracked
concrete
5

cr
lbf/in 341,600 452,600 757,000
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 KH-EZ SS is considered a ductile steel element as defined by ICC-ES AC193 Section 6.3.6.
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
For all design cases, 
c,N
= 1.0. The appropriate effectiveness factor for cracked concrete (k
cr
) or uncracked concrete (k
uncr
) must be used.
4
For all design cases, 
c,P
= 1.0. Tabular value for pullout strength is for a concrete compressive strength of 2,500 psi (17.2 MPa). Pullout strength
for concrete compressive strength greater than 2,500 psi (17.2 MPa) may be increased by multiplying the tabular pullout strength by
(f'
c
/ 2,500)
n
for psi or (f'
c
/ 17.2)
n
for MPa where n=0.15 for 1/4" x 1-5/8" and n=0.35 for 1/4" x 2-1/2". NA (not applicable) denotes that pullout strength does
not need to be considered for design.
5
Mean values shown. Actual stiffness varies considerably depending on concrete strength, loading, and geometry of application.