ICC ESR-1546 for HDA Undercut Anchors
Table Of Contents
ESR-1546
|
Most Widely Accepted and Trusted Page 2 of 16
3.2.3 Washer: The M10 through M16 sizes are equipped
with spring washers. The M20 size is equipped with a
washer fabricated from galvanized carbon steel.
3.2.4 Hex Nut: The M10 through M20 sizes are equipped
with a hexagonal nut formed from galvanized carbon steel
conforming to DIN 934.
3.2.5 Plastic Retention Ring: The expansion sleeve is
equipped with a red plastic ring stamped with the name
HILTI. The ring nests in the recess provided in the sleeve
at the terminus of the expansion sections. It prevents
displacement of the concrete into the recess at ultimate
load levels.
3.3 Stainless Steel HDA-R:
3.3.1 Cone Bolt: The anchor rod and cone bolt are
machined from stainless steel. The geometry and function
are as described in Section 3.2.1. The cone bolt is
equipped with a clear plastic cap as described in Section
3.2.1 of this report.
3.3.2 Sleeve: The sleeve is machined from solid bar
stock stainless steel or precision steel tubing. The
geometry and function are as described in Section 3.2.2 of
this report.
3.3.3 Washer: The spring washer is fabricated from
stainless steel.
3.3.4 Hex Nut: The hex nut is fabricated from stainless
steel.
3.3.5 Plastic Retention Ring: As described in Section
3.2.5 of this report, but the color of the retention ring is
black.
3.4 Concrete:
Normal-weight and lightweight concrete must conform to
Sections 1903 and 1905 of the IBC.
4.0 DESIGN AND INSTALLATION
4.1 Strength Design:
4.1.1 General: Design Strength of anchors complying
with the 2018 and 2015 IBC, as well as Section R301.1.3
of the 2018 and 2015 IRC must be determined in
accordance with ACI 318-14 Chapter 17 and this report.
Design strength of anchors complying with the 2012 IBC
as well as Section R301.1.3 of the 2012 IRC, must be
determined in accordance with ACI 318-11 Appendix D
and this report.
Design strength of anchors complying with the 2009 IBC
and Section R301.1.3 of the 2009 IRC must be in
accordance with ACI 318-08 Appendix D and this report.
A design example in accordance with the 2018 and 2015
IBC and 2012 IBC is provided in Figure 9 of this report.
Design parameters provided in Tables 5 and 6 and
references to ACI 318 are based on the 2018 and 2015
IBC (ACI 318-14) and the 2012 IBC (ACI 318-11) unless
noted otherwise in Sections 4.1.1 through 4.1.12 of this
report. The strength design of anchors must comply with
ACI 318-14 17.3.1 or ACI 318-11 D.4.1, as applicable,
except as required in ACI 318-14 17.2.3 or ACI 318-11
D.3.3, as applicable. Strength reduction factors,
, as given
in ACI 318-14 17.3.3 or ACI 318-11 D.4.3, as applicable,
must be used for load combinations calculated in
accordance with Section 1605.2 of the IBC and Section 5.3
of ACI 318-14 or Section 9.2 of ACI 318-11, as applicable.
Strength reduction factors,
, as given in ACI 318-11 D.4.4
must be used for load combinations calculated in
accordance with ACI 318-11 Appendix C.
The value of f′
c
used in the calculations must be limited to
8,000 psi (55.2 MPa), maximum, in accordance with
ACI 318-14 17.2.7 or ACI 318-11 D.3.7, as applicable.
4.1.2 Requirements for Static Steel Strength in
Tension: The nominal static steel strength, N
sa
, of a single
anchor in tension calculated in accordance with
ACI 318-14 17.4.1.2 or ACI 318-11 D.5.1.2, as applicable,
is given in Table 5 of this report. Strength reduction factors,
, corresponding to ductile steel elements may be used.
4.1.3 Requirements for Static Concrete Breakout
Strength in Tension: The nominal static concrete
breakout strength of a single anchor or group of anchors in
tension, N
cb
or N
cbg
, respectively, must be calculated in
accordance with ACI 318-14 17.4.2 or ACI 318-11 D.5.2,
as applicable, with modifications as described in this
section. The basic concrete breakout strength, N
b
, must be
calculated in accordance with ACI 318-14 17.4.2.2 or
ACI 318 D.5.2.2, as applicable, using the values of h
ef
and
k
cr
as given in Table 5 of this report. The nominal concrete
breakout strength in tension in regions where analysis
indicates no cracking in accordance with ACI 318-14
17.4.2.6 or ACI 318 D.5.2.6, as applicable, must be
calculated with k
uncr
as given in Table 5 with Ψ
c,N
=
1.0.
4.1.4 Requirements for Static Pullout Strength in
Tension: The nominal pullout strength of a single anchor
in tension in accordance with ACI 318-14 17.4.3.1 and
17.4.3.2 or ACI 318-11 D.5.3.1 and D.5.3.2, as applicable,
in cracked concrete N
p,cr
is given in Table 5. In lieu of
ACI 318-14 17.4.3.6 or ACI 318-11 D.5.3.6, as applicable,
Ψ
c,P
=
1.0 for all design cases. In accordance with
ACI 318-14 17.4.3.2 or ACI 318-11 D.5.3.2, as applicable,
the nominal pullout strength in tension in cracked concrete
must be adjusted by calculation in accordance with Eq-1:
𝑁
,
𝑁
,
,
(lb, psi) (Eq-1)
𝑁
,
𝑁
,
.
(N, MPa)
In uncracked concrete, pullout failure does not control
and therefore need not be evaluated.
4.1.5 Requirements for Static Steel Strength in Shear
V
sa
: The nominal steel strength in shear, V
sa
, of a
single anchor in accordance with ACI 318-14 17.5.1.2 or
ACI 318-11 D.6.1.2, as applicable, is given in Table 5 and
Table 6, and must be used in lieu of the values derived by
calculation from ACI 318-14 Eq. 17.5.1.2b or ACI 318-11,
Eq. D-29, as applicable. The strength reduction factor,
,
corresponding to ductile steel elements may be used.
4.1.6 Requirements for Static Concrete Breakout
Strength in Shear, V
cb
or V
cbg
: The nominal concrete
breakout strength of a single anchor or group of anchors in
shear, V
cb
or V
cbg
, respectively, must be calculated in
accordance with ACI 318-14 17.5.2 or ACI 318-11 D.6.2,
as applicable, with modifications as described in this
section. The basic concrete breakout strength in shear, V
b
,
must be calculated in accordance with ACI 318-14 17.5.2.2
or ACI 318-11 D.6.2.2, as applicable, using the value of l
e
and d
a
given in Table 5. In no case shall l
e
be taken as
greater than 8d
a
in the calculation of V
cb
or V
cbg
.
4.1.7 Requirements for Static Concrete Pryout
Strength in Shear, V
cp
or V
cpg
: The nominal concrete
pryout strength of a single anchor or group of anchors, V
cp
or V
cpg
, respectively, must be calculated in accordance with
ACI 318-14 17.5.3 or ACI 318-11 D.6.3, as applicable,
modified by using the value of k
cp
provided in Table 5 and
the value of N
cb
or N
cbg
as calculated in Section 4.1.3 of
this report.