ICC ESR-1546 for HDA Undercut Anchors
Table Of Contents
ESR-1546
|
Most Widely Accepted and Trusted Page 3 of 16
4.1.8 Requirements for Seismic Design: For load
combinations including seismic, the design must be
performed in accordance with ACI 318-14 17.2.3 or
ACI 318-11 D.3.3, as applicable. Modifications to ACI 318-
14 17.2.3 shall be applied under Section 1905.1.8 of the
2018 and 2015 IBC. For the 2012 IBC, Section 1905.1.9
shall be omitted. Modifications to ACI 318-08 D.3.3 shall
be applied under Section 1908.1.9 of the 2009 IBC, as
applicable.
The nominal steel strength, the nominal concrete
breakout strength and the nominal pullout strength for
anchors in tension and the nominal concrete breakout
strength and pryout strength for anchors in shear are the
same for seismic and static loading. They must be
calculated in accordance with ACI 318-14 17.4 and 17.5 or
ACI 318-11 D.5 and D.6, as applicable, for tension and
shear, respectively, taking into account the corresponding
values given in Table 5 of this report. The nominal steel
strength for seismic loads, V
sa,eq
, for anchors in shear must
be taken from Tables 5 and 6 of this report.
4.1.9 Requirements for Interaction of Tensile and
Shear Forces: The effects of combined tensile and shear
forces must be determined in accordance with ACI 318-14
17.6 or ACI 318-11 D.7, as applicable.
4.1.10 Requirements for Minimum Member Thickness,
Minimum Anchor Spacing and Minimum Edge
Distance: In lieu of ACI 318-14 17.7.1 and 17.7.3 or
ACI 318-11 D.8.1 and D.8.3, as applicable, values of s
min
and c
min
,
respectively, as given in Table 5 of this report
must be used. In lieu of ACI 318-14 17.7.5 or ACI 318-11
D.8.5, as applicable, minimum member thicknesses h
min
as
given in Tables 3A and 3B of this report must be used.
4.1.11 Requirements for Critical Edge Distance, c
ac
: In
lieu of ACI 318-14 17.4.2.7 or ACI 318-11 D.5.2.7, as
applicable, the modification factor, Ψ
cp,N
, shall be taken as
1.0 for all cases. In accordance with ACI 318-14 17.7.6 or
ACI 318-11 D.8.6, as applicable, tension tests in
accordance with ACI 355.2 have determined splitting
failure under external load does not govern the resistance
of the HDA, i.e. c
ac
= 1.5h
ef
. Therefore, no values for the
critical edge distance c
ac
are provided since this calculation
is not required for design.
4.1.12 Lightweight Concrete: For the use of anchors in
lightweight concrete, the modification factor λ
a
equal to
1.0λ is applied to all values of
c
f
affecting N
n
and V
n
.
For ACI 318-14 (2018 and 2015 IBC), ACI 318-11 (2012
IBC) and ACI 318-08 (2009 IBC), λ shall be determined in
accordance with the corresponding version of ACI 318.
4.2 Allowable Stress Design (ASD):
4.2.1 General: Design values for use with allowable
stress design (working stress design) load combinations
calculated in accordance with Section 1605.3 of the IBC,
must be established using Eq-2 and Eq-3:
𝑇
,
(Eq-2)
𝑉
,
(Eq-3)
where:
T
allowable, ASD
= Allowable tension load (lbf or kN)
V
allowable, ASD
= Allowable shear load (lbf or kN)
N
n
= Lowest design strength of an anchor or
anchor group in tension as determined in
accordance with ACI 318-14 17.3.1 and
2018 and 2015 IBC Section 1905.1.8;
ACI 318 (-11, -08) D.4.1 and 2009 IBC
Section 1908.1.9; and Section 4.1 of this
report, as applicable (lbf or N). For the
2012 IBC, Section 1905.1.9 shall be
omitted.
V
n
= Lowest design strength of an anchor or
anchor group in shear as determined in
accordance with ACI 318-14 17.3.1 and
2018 and 2015 IBC Section 1905.1.8;
ACI 318 (-11, -08) D.4.1 and 2009 IBC
Section 1908.1.9; and Section 4.1 of this
report, as applicable. For the 2012 IBC,
Section 1905.1.9 shall be omitted.
α = Conversion factor calculated as a
weighted average of the load factors for
the controlling load combination. In
addition, α shall include all applicable
factors to account for nonductile failure
modes and required over-strength.
Limits on edge distance, anchor spacing and member
thickness as given in this report must apply. An example of
Allowable Stress Design tension values is given in Table 7
of this report.
4.2.2 Interaction of Tensile and Shear Forces: The
interaction shall be calculated in compliance with
ACI 318-14 17.6 or ACI 318 (-11, -08) D.7, as applicable,
as follows:
For shear loads V
applied
≤ 0.2V
allowable,ASD
, the full allowable
load in tension T
allowable,ASD
shall be permitted.
For tension loads T
applied
≤ 0.2T
allowable,ASD
, the full allowable
load in shear V
allowable,ASD
shall be permitted.
For all other cases:
,
,
1.2 (Eq-4)
4.3 Installation:
Installation parameters are provided in Tables 1 through 4
of this report and in Figures 1 through 3 of this report.
Anchors must be installed per the manufacturer’s
instructions. (See Figures 5 through 8 of this report.)
Anchor locations must comply with this report and the
plans and specifications approved by the code official.
Required stop drill bits and setting tools as indicated in
Tables 4B, 4C and Figure 4 are provided by the
manufacturer. Required hammer drill specifications are
provided in Table 4A of this report.
4.4 Special Inspection:
Special inspection is required in accordance with Section
1705.1.1 and Table 1705.3 of the 2018 and 2015 IBC and
2012 IBC; Section 1704.15 and Table 1704.4 of the 2009
IBC, as applicable. The special inspector must make
periodic inspections during anchor installation to verify
anchor type, anchor dimensions, concrete type, concrete
compressive strength, hole dimensions, hole cleaning
procedures, anchor spacing, edge distances, concrete
thickness, anchor embedment, tightening torque and
adherence to the manufacturer's published installation
instructions. The special inspector must be present as
often as required in accordance with the “statement of
special inspection.” Additional requirements as set forth in
Sections 1705, 1706 and 1707 of the IBC must be
observed, where applicable.
5.0 CONDITIONS OF USE
The Hilti HDA and HDA-R anchors described in this report
comply with, or are suitable alternatives to what is