ICC ESR-1546 for HDA Undercut Anchors

ESR-1546
|
Most Widely Accepted and Trusted Page 11 of 16
TABLE 5—DESIGN INFORMATION, HILTI HDA UNDERCUT ANCHORS
Design Parameter Symbol Units
Nominal anchor diameter
M10 M12 M16 M20
HDA HDA-R HDA HDA-R HDA HDA-R HDA
Anchor O.D. d
a
mm
(in.)
19
(0.75)
21
(0.83)
29
(1.14)
35
(1.38)
Effective minimum embedment
depth
1
h
ef,min
l
e
10
mm 100 125 190 250
(in.) (3.94) (4.92) (7.48) (9.84)
Minimum edge distance c
min
mm 80 100 150 200
(in.) (3-1/8) (4) (5-7/8) (7-7/8)
Minimum anchor spacing s
min
mm 100 125 190 250
(in.) (4) (5) (7-1/2) (9-7/8)
Critical edge distance
9
c
ac
- See Section 4.1.11 of this report
Minimum thickness of concrete
member
h
min
- See Tables 3A and 3B
Anchor category
2
1,2 or 3 - 1 1 1 1 1 1 1
Strength reduction factor for
tension, steel failure modes
3

- 0.75
Strength reduction factor for
shear, steel failure modes
3

- 0.65
Strength reduction factor for
tension, concrete failure modes
3

Cond. A 0.75
Cond. B 0.65
Strength reduction factor for
shear, concrete failure modes
3

Cond. A 0.75
Cond. B 0.70
Yield strength of anchor carbon
steel
f
ya
lb/in
2
92,800
(N/mm
2
) (640)
Yield strength of anchor stainless
steel
f
ya
lb/in
2
87,000
(N/mm
2
) (600)
Ultimate strength of anchor
carbon and stainless steel
f
uta
lb/in
2
116,000
(N/mm
2
) (800)
Tensile stress area A
se
in
2
0.090 0.131 0.243 0.380
(mm
2
) (58.1) (84.5) (156.8) (235.2)
Steel strength in tension N
sa
lb 10,440 15,196 28,188 44,080
(kN) (46.4) (67.6) (125.4) (196.1)
Effectiveness factor uncracked
concrete
k
uncr
- 30 30 30 30 30 30 30
Effectiveness factor cracked
concrete
4
k
cr
- 24 24 24 24 24 24 24
k
uncr
/k
cr
5
Ψ
c,N
- 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Pullout strength cracked
concrete
6
N
p,cr
- 8,992 8,992 11,240 11,240 22,481 22,481 33,721
Coefficient for pryout
k
cp
- 2.00 2.00 2.00 2.00 2.00 2.00 2.00
Steel strength in shear static
7
HDA-P/PR
V
sa
lb 5,013 6,070 7,284 8,992 13,556 16,861 20,772
(kN) (22.3) (27.0) (32.4) (40.0) (60.3) (75.0) (92.4)
Steel strength in shear, seismic
7, 8
HDA-P/PR
V
sa,eq
lb 4,496 5,620 6,519 8,093 12,140 15,062 18,659
(kN) (20.0) (25.0) (29.0) (36.0) (54.0) (67.0) (83.0)
Axial stiffness in service load
range in cracked / uncracked
concrete
10³
lb/in
80 / 100
1
Actual h
ef
for HDA-T is given by h
ef,min
+ (t - t
fix
) where t is given in Table 1 and t
fix
is the thickness of the part(s) being fastened.
2
See ACI 318-14 17.3.3 or ACI 318-11 D.4.3, as applicable.
3
For use with the load combinations of ACI 318-14 Section 5.3 or ACI 318-11 Section 9.2, as applicable. Condition A applies where the potential
concrete failure surfaces are crossed by supplementary reinforcement proportioned to tie the potential concrete failure prism into the structural
member. Condition B applies where such supplementary reinforcement is not provided, or where pullout or pryout governs.
4
See ACI 318-14 17.4.2.2 or ACI 318-11 D.5.2.2, as applicable, and Section 4.1.3 of this report.
5
See Section 4.1.3 of this report.
6
See Section 4.1.4 of this report.
7
For HDA-T/TR see Table 6.
8
See Section 4.1.8 of this report.
9
See Section 4.1.11 of this report.
10
To calculate the basic concrete breakout strength in shear, V
b
, l
e
equals h
ef
. In no cases shall l
e
exceed 8d
a
. See ACI 318-14 17.5.2.2 or ACI 318-
11 D.6.2.2, as applicable.
