ICC ESR-1545 for HSL-3 Heavy Duty Expansion Anchors
Table Of Contents
ESR-1545
|
Most Widely Accepted and Trusted Page 4 of 14
of s
min
and c
min
as given in Tables 3 or 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 or 5 of this report must be used. Additional
combinations for minimum edge distance c
min
and spacing
s
min
may be derived by linear interpolation between the
given boundary values. (See example in Tables 3 or 5 and
Figure 4 of this report.)
4.1.12 Lightweight Concrete: For the use of anchors in
lightweight concrete, the modification factor λ
a
equal to
0.8λ 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):
General:
4.2.1 Design values for use with allowable stress design
load combinations calculated in accordance with Section
1605.3 of the IBC shall be established as follows:
n
ASD,allowable
N
T
(Eq-5)
n
ASD,allowable
V
V
(Eq-6)
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 Chapter 17
and 2018 and 2015 IBC Section 1905.1.8,
ACI 318-11 Appendix D, ACI 318-08
Appendix D and 2009 IBC Section
1908.1.9, and Section 4.1 of this report, as
applicable. For 2012 IBC, Secton
1905.1.19 shall be omitted.
V
n
= Lowest design strength of an anchor or
anchor group in shear as determined in
accordance with ACI 318-14 Chapter 17
and 2018 and 2015 IBC Section 1905.1.8,
ACI 318-11 Appendix D, ACI 318-08
Appendix D and 2009 IBC Section
1908.1.9, and Section 4.1 of this report, as
applicable. For 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.
The requirements for member thickness, edge distance
and spacing, described in this report, must apply. An
example of allowable stress design values for illustrative
purposes in shown in Table 6.
4.2.2 Requirements for Interaction of Tensile and
Shear Forces: The interaction must be calculated and
consistent 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
may be taken.
For tension loads T
appplied
0.2T
allowable,ASD
, the full
allowable load in shear V
allowable,ASD
may be taken.
For all other cases:
,
+
,
≤ 1.2 (Eq-7)
4.3 Installation:
Installation parameters are provided in Table 1 and in
Figure 3 of this report. Anchors must be installed per the
manufacturer’s printed installation instructions, as depicted
in Figure 5, and this report. Anchor locations must comply
with this report and the plans and specifications approved
by the code official. Anchors must be installed in holes
drilled into concrete using carbide-tipped drill bits
complying with ANSI B212.15-1994. Alternatively, HSL-3
carbon steel anchors (all variants) may be installed in
holes drilled using the Hilti diamond coring tool DD 120
with the DD-BI core bit or with the Hilti diamond coring tool
DD EC-1 with the DD-C T2 core bit. Prior to anchor
installation, the hole must be cleaned in accordance with
the manufacturer’s published installation instructions. The
nut must be tightened against the washer until the torque
values, T
inst
, specified in Table 1 are achieved.
4.4 Special Inspection:
Periodic 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, anchor
spacing, edge distances, concrete thickness, anchor
embedment, installation 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.”
Under the IBC, additional requirements as set forth in
Sections 1705, 1706 and 1707 must be observed, where
applicable.
5.0 CONDITIONS OF USE
The Hilti HSL-3 and HSL-3-R anchors described in this
report comply with, or are suitable alternatives to what is
specified in, those codes listed in Section 1.0 of this report,
subject to the following conditions:
5.1 Anchor sizes, dimensions and minimum embedment
depths are as set forth in the tables of this report.
5.2 The anchors must be installed in accordance with the
manufacturer’s published installation instructions
and this report, in cracked and uncracked normal-
weight and lightweight concrete having a specified
compressive strength of f
′
c
= 2,500 psi to 8,500 psi
(17.2 MPa to 58.6 MPa)
[minimum of 24 MPa is
required under ADIBC Appendix L, Section 5.1.1]. In
case of conflict between this report and the
manufacturer’s instructions, this report governs.
5.3 The values of f
′
c
used for calculation purposes must
not exceed 8,000 psi (55.1 MPa).
5.4 The concrete shall have attained its minimum design
strength prior to installation of the anchors.
5.5 Strength design values are established in accordance
with Section 4.1 of this report.
5.6 Allowable stress design values are established in
accordance with Section 4.2 of this report.
5.7 Anchor spacing and edge distance as well as
minimum member thickness must comply with Table
4 of this report.