ICC ESR-3027 for Kwik HUS-EZ Screw Anchors in Concrete

ESR-3027
|
Most Widely Accepted and Trusted Page 2 of 20
3.4 KH-EZ E:
The KH-EZ E anchors are comprised of a body with a long
externally threaded (
3
/
8
-inch external thread) head. The
anchor is manufactured from carbon steel and is heat-
treated. It has a minimum 0.0003-inch-thick (8 μm) zinc
coating in accordance with DIN EN ISO 4042. The KH-EZ E
is available in
1
/
4
-inch diameter. The KH-EZ E is illustrated in
Figure 5.
3.5 KH-EZ C:
The KH-EZ C anchors are comprised of the same thread
profile as the hex head but with a countersunk head. The
anchor is manufactured from carbon steel and is heat-
treated. It has a minimum 0.0003-inch-thick (8 μm) zinc
coating in accordance with DIN EN ISO 4042. The KH-EZ C
is available in
1
/
4
-inch and
3
/
8
-inch diameter. The KH-EZ C is
illustrated in Figure 7.
3.6 KH-EZ CRC:
The KH-EZ CRC anchors are comprised of a body with hex
washer head. The anchor is manufactured from carbon steel
and is heat-treated. It has a minimum of 0.0021-inch-thick
(53 μm) mechanically deposited zinc coating in accordance
with ASTM B695, Class 55. The anchoring system is
available in a variety of lengths with nominal diameters of
3
/
8
-inch,
1
/
2
-inch,
5
/
8
-inch and
3
/
4
-inch. The KH-EZ CRC is
illustrated in Figure 6.
3.7 KH-EZ SS316:
The KH-EZ SS316 anchors are comprised of a body with hex
washer head. The anchor is manufactured from AISI Type
316 stainless steel material. The anchoring system is
available in a variety of lengths with nominal diameters of
¼-inch,
3
/
8
-inch and
1
/
2
-inch. The KH-EZ SS316 is illustrated
in Figure 8.
The hex head is larger than the diameter of the anchor and
is formed with serrations on the underside. The anchor body
is formed with threads running most of the length of the
anchor body. The anchor is installed in a predrilled hole with
a powered impact wrench. The anchor threads cut into the
concrete on the sides of the hole and interlock with the base
material during installation.
3.8 KH-EZ C SS316:
The KH-EZ C SS316 anchors are comprised of the same
thread profile as the stainless steel hex head but with a
countersunk head. The anchor is manufactured from AISI
Type 316 stainless steel material. The KH-EZ C SS316 is
available in
1
/
4
-inch and
3
/
8
-inch diameter. The KH-EZ C
SS316 is illustrated in Figure 9.
3.9 Concrete:
Normal-weight and lightweight concrete must conform to
Sections 1903 and 1905 of the IBC.
3.10 Steel Deck Panels:
Steel deck panels must comply with the configurations in
Figure 12 and have a minimum base steel thickness of
0.035 inch (0.889 mm). Steel must comply with ASTM
A653/A653M SS Grade 50 and have a minimum yield
strength of 50,000 psi (345 MPa).
4.0 DESIGN AND INSTALLATION
4.1 Strength Design:
4.1.1 General: Design strength of anchors complying with
the 2021 IBC as well as Section R301.1.3 of the 2021 IRC
must be determined in accordance with ACI 318-19 Chapter
17 and this report.
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 parameters provided in Table 1 through Table 9 of
this report are based on the 2021 IBC (ACI 318-19), 2018
and 2015 IBC (ACI 318-14) and 2012 IBC (ACI 318-11)
unless noted otherwise in Sections 4.1.1 through 4.1.12.
The strength design of anchors must comply with
ACI 318-19 17.5.1.2, ACI 318-14 17.3.1 or ACI 318-11 D.4.1,
as applicable, except as required in ACI 318-19 17.10,
ACI 318-14 17.2.3 or ACI 318-11 D.3.3, as applicable.
Strength reduction factors,
 , as given in ACI 318-19 17.5.3,
ACI 318-14 17.3.3 or ACI 318-11 D.4.3, as applicable, and
noted in Tables 3, 4 and 7 of this report, must be used for
load combinations calculated in accordance with Section
1605.1 of the 2021 IBC or Section 1605.2 of the 2018, 2015
and 2012 IBC and Section 5.3 of ACI 318 (-19 and -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
a maximum of 8,000 psi (55.2 MPa), in accordance with
ACI 318-19 17.3.1, ACI 318-14 17.2.7 or ACI 318-11 D.3.7,
as applicable. An example calculation in accordance with the
2021, 2018, 2015 and 2012 IBC is provided in Figure 13.
4.1.2 Requirements for Static Steel Strength in Tension,
N
sa
: The nominal static steel strength, N
sa
, of a single anchor
in tension calculated in accordance with ACI 318-19 17.6.1.2,
ACI 318-14 17.4.1.2 or ACI 318-11 D.5.1.2, as applicable, is
given in Tables 3, 4 and 7 of this report. Strength reduction
factors,
 , corresponding to brittle steel elements must be
used.
4.1.3 Requirements for Static Concrete Breakout
Strength in Tension, N
cb
or N
cbg
: The nominal concrete
breakout strength of a single anchor or a group of anchors in
tension, N
cb
and N
cbg
, respectively, must be calculated in
accordance with ACI 318-19 17.6.2, 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 of a single anchor in tension, N
b
, must be calculated
in accordance with ACI 318-19 17.6.2.2, ACI 318-14 17.4.2.2
or ACI 318-11 D.5.2.2, as applicable, using the values of h
ef
and k
cr
as given in Tables 3, 4 and 7 of this report. The
nominal concrete breakout strength in tension in regions
where analysis indicates no cracking in accordance with
ACI 318-19 17.6.2.5, ACI 318-14 17.4.2.6 or ACI 318-11
D.5.2.6, as applicable, must be calculated with the value of
k
uncr
as given in Tables 3, 4 and 7 with ψ
c,N
= 1.0.
For anchors installed in the lower or upper flute of the soffit
of sand-lightweight or normal-weight concrete-filled steel
deck floor and roof assemblies, as shown in Figure 12,
calculation of the concrete breakout strength in accordance
with ACI 318-19 17.6.2, ACI 318-14 17.4.2 or ACI 318-11
D.5.2, as applicable, is not required.
4.1.4 Requirements for Static Pullout Strength in
Tension, N
p
: The nominal pullout strength of a single anchor
in accordance with ACI 318-19 17.6.3.1 and 17.6.3.2.1, 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 3, 4 and 7.
In lieu of ACI 318-19 17.6.3.3, 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 318-19 17.6.3, ACI 318-14