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ICC ESR-1545 for HSL-3 Heavy Duty Expansion Anchors

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Table Of Contents
ESR-1545
|
Most Widely Accepted and Trusted Page 3 of 14
anchor in tension, N
b
, must be calculated in accordance
with ACI 318-14 17.4.2.2 or ACI 318-11 D.5.2.2, as
applicable, using the values of h
ef,min
and k
cr
as given in
Tables 2 and 4 of this report in lieu of h
ef
and k
c
,
respectively. 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 318-11
D.5.2.6, as applicable, must be calculated with Ψ
c,N
= 1.0
and using the value of k
uncr
as given in Tables 2 and 4 of
this report.
4.1.4 Requirements for Static Pullout Strength in
Tension, N
pn
: The nominal pullout strength of a single
anchor, 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 and uncracked concrete, N
p,cr
and N
p,uncr
,
respectively, is given in Tables 2 and 4 of this report. 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 cracked
concrete must be adjusted by calculation according to the
following equation:
𝑁
ī‡Ŗ,ī‡™ķ°†’
ī‹Ž
īŒđ‘
ī‡Ŗ,ī‡–ī‡Ĩ
īŽ§
ī‡™ķ°†’
ī‹Ž
ī„ļ,ī„šī„´ī„´
(lb, psi) (Eq-1)
𝑁
ī‡Ŗ,ī‡™ķ°†’
ī‹Ž
īŒđ‘
ī‡Ŗ,ī‡–ī‡Ĩ
īŽ§
ī‡™ķ°†’
ī‹Ž
ī„ĩī„ģ.ī„ļ
(N, MPa)
In regions where analysis indicates no cracking in
accordance with ACI 318-14 17.4.3.6 or ACI 318-11
D.5.3.6, as applicable, the nominal pullout strength in
tension must be calculated according to the following
equation for all anchors except the HSL-3-R M8:
𝑁
ī‡Ŗ,ī‡™ķ°†’
ī‹Ž
īŒđ‘
ī‡Ŗ,ī‡¨ī‡Ąī‡–ī‡Ĩ
īŽ§
ī‡™ķ°†’
ī‹Ž
ī„ļ,ī„šī„´ī„´
(lb, psi) (Eq-2)
𝑁
ī‡Ŗ,ī‡™ķ°†’
ī‹Ž
īŒđ‘
ī‡Ŗ,ī‡¨ī‡Ąī‡–ī‡Ĩ
īŽ§
ī‡™ķ°†’
ī‹Ž
ī„ĩī„ģ.ī„ļ
(N, MPa)
For the HSL-3-R M8:
𝑁
ī‡Ŗ,ī‡™ķ°†’
ī‹Ž
īŒđ‘
ī‡Ŗ,ī‡¨ī‡Ąī‡–ī‡Ĩ
ķ°‡›
ī‡™
ķ°†“
ī‹Ž
ī„ļī„šī„´ī„´
ķ°‡œ
0.1
(lb, psi) (Eq-3)
𝑁
ī‡Ŗ,ī‡™ķ°†’
ī‹Ž
īŒđ‘
ī‡Ŗ,ī‡¨ī‡Ąī‡–ī‡Ĩ
ķ°‡›
ī‡™
ķ°†“
ī‹Ž
ī„ĩī„ģ.ī„ļ
ķ°‡œ
0.1
(N, MPa)
Where values for N
p,cr
or N
p,uncr
are not provided in
Tables 2 and 4, the pullout strength in tension need not be
evaluated.
4.1.5 Requirements for Static Steel Strength in Shear,
V
sa
: The nominal steel strength in shear, V
sa
, in
accordance with ACI 318-14 17.5.1.2 or ACI 318-11
D.6.1.2, as applicable, is given in Tables 2 and 4 of this
report must be used in lieu of the value derived by
calculation from ACI 318-14 Eq. 17.5.1.2b or ACI 318-11,
Eq D-29, as applicable. Strength reduction factors,
īĻ
,
corresponding to ductile steel elements may be used for
the HSL-3 and HSL-3-R.
4.1.6 Requirements for Static Concrete Breakout
Strength in Shear, V
cb
or V
cbg
: The nominal concrete
breakout strength in shear of a single anchor or group of
anchors, 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 provided in this
section. The basic concrete breakout strength of a single
anchor 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 values of l
e
and d
a
(d
o
) given in Tables 2 and 4 of
this report.
4.1.7 Requirements for Static Concrete Pryout
Strength in Shear, V
cp
or V
cpg
: The nominal static
concrete pryout strength of a single anchor or group of
anchors in shear, V
cp
or V
cpg
, 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 Tables 2 and 4 of this report and the value of N
cb
or N
cbg
as calculated in accordance with Section 4.1.3 of this
report.
4.1.8 Requirements for Seismic Design:
4.1.8.1 General: 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 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.
4.1.8.2 Seismic Tension: The nominal steel strength and
the nominal concrete breakout strength for anchors in
tension must be calculated according to ACI 318-14 17.4.1
and 17.4.2 or ACI 318-11 D.5.1 and D.5.2, respectively, as
applicable, as described in Sections 4.1.2 and 4.1.3 of this
report. In accordance with ACI 318-14 17.4.3.2 or ACI
318-11 D.5.3.2, as applicable, the appropriate pullout
strength in tension for seismic loads, N
p,eq
, described in
Tables 2 and 4 must be used in lieu of N
p
. The value of
N
p,eq
may be adjusted by calculation for concrete strength
in accordance with Eq-1 and Section 4.1.4 whereby the
value of N
p,eq
must be substituted for N
p,cr
. If no values for
N
p,eq
are given in Tables 2 and 4, the static design strength
values govern.
4.1.8.3 Seismic Shear: The nominal concrete breakout
strength and pryout strength for anchors in shear must be
calculated according to ACI 318-14 17.5.2 and 17.5.3 or
ACI 318-11 D.6.2 and D.6.3, respectively, as applicable, as
described in Sections 4.1.6 and 4.1.7 of this report. In
accordance with ACI 318-14 17.5.1.2 or ACI 318-11
D.6.1.2, as applicable, the appropriate value for nominal
steel strength for seismic loads, V
sa,eq
described in Tables
2 and 4 must be used in lieu of V
sa
.
4.1.9 Requirements for Interaction of Tensile and
Shear Forces: For anchors or groups of anchors that are
subject to the effects of combined tensile and shear forces,
the design must be performed in accordance with ACI
318-14 17.6 or ACI 318-11 D.7, as applicable.
4.1.10 Requirements for Critical Edge Distance: In
applications where c < c
ac
and supplemental reinforcement
to control splitting of the concrete is not present, the
concrete breakout strength in tension for uncracked
concrete, calculated according to ACI 318-14 17.4.2 or ACI
318-11 D.5.2, as applicable, must be further multiplied by
the factor Ψ
cp,N
as given by the following equation:
Ψ
cp,N
=
c
c
c
a
(Eq-4)
where the factor Ψ
cp,N
need not be taken as less than
1.5
h
c
ef
ac
. For all other cases, Ψ
cp,N
= 1.0. In lieu of ACI
318-14 17.7.6 or ACI 318-11 D.8.6, as applicable, values
for the critical edge distance c
ac
must be taken from
Tables 3 or 5 of this report. For the HSL-3 carbons steel
anchors, the values c
ac,A
are valid for a member thickness
h ī‚ŗ h
min,A
and the values c
ac,B
for h
min,B
ī‚Ŗ h < h
min,A
.
4.1.11 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, respectively, as applicable, values