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ICC-ES Report
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000
ESR-3187
Reissued 03/2014
This report is subject to renewal 03/2016.
DIVISION: 03 00 00—CONCRETE
SECTION: 03 16 00—CONCRETE ANCHORS
DIVISION: 05 00 00—METALS
SECTION: 05 05 19—POST-INSTALLED CONCRETE ANCHORS
REPORT HOLDER:
HILTI, INC.
7250 DALLAS PARKWAY, SUITE 1000
PLANO, TEXAS 75024
EVALUATION SUBJECT:
HILTI HIT-HY 200 ADHESIVE ANCHORS AND POST INSTALLED REINFORCING BAR
CONNECTIONS IN CONCRETE
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“2014 Recipient of Prestigious Western States Seismic Policy Council
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ICC-ES Evaluation Reports are not to be construed as representing aesthetics or any other attributes not
specifically addressed, nor are they to be construed as an endorsement of the subject of the report or a
recommendation for its use. There is no warranty by ICC Evaluation Service, LLC, express or implied, as
to any finding or other matter in this report, or as to any product covered by the report.
Copyright © 2015
A Subsidiary of
ICC-ES Evaluation Report
ESR-3187*
Reissued March 2014
This report is subject to renewal March 2016.
www.icc-es.org | (800) 423-6587 | (562) 699-0543
A Subsidiary of the International Code Council ®
3.0 DESCRIPTION
3.1 General:
The Hilti HIT-HY 200 Adhesive Anchoring System and
Post-Installed Reinforcing Bar System are comprised of
the following components:
DIVISION: 03 00 00—CONCRETE
Section: 03 16 00—Concrete Anchors
DIVISION: 05 00 00—METALS
Section: 05 05 19—Post-installed Concrete Anchors
REPORT HOLDER:
 Hilti HIT-HY 200 adhesive packaged in foil packs (either
Hilti HIT-HY 200-A or Hilti HIT-HY 200-R)
HILTI, INC.
7250 DALLAS PARKWAY, SUITE 1000
PLANO, TEXAS 75024
(800) 879-8000
www.us.hilti.com
[email protected]
 Adhesive mixing and dispensing equipment
EVALUATION SUBJECT:
HILTI HIT-HY 200 ADHESIVE ANCHORS AND POST
INSTALLED REINFORCING BAR CONNECTIONS IN
CONCRETE
1.0 EVALUATION SCOPE
Compliance with the following codes:
 2012, 2009 and 2006 International Building Code® (IBC)
 2012, 2009 and 2006 International Residential Code
(IRC)
®
Property evaluated:
Structural
2.0 USES
The Hilti HIT-HY 200 Adhesive Anchoring System and
Post-Installed Reinforcing Bar System are used to resist
static, wind and earthquake (Seismic Design Categories A
through F) tension and shear loads in cracked and
uncracked normal-weight concrete having a specified
compressive strength, f′c, of 2,500 psi to 8,500 psi
(17.2 MPa to 58.6 MPa).
The anchor system complies with anchors as described
in Section 1909 of the 2012 IBC and is an alternative to
cast-in-place anchors described in Section 1908 of the
2012 IBC, and Sections 1911 and 1912 of the 2009 and
2006 IBC. The anchor systems may also be used where
an engineered design is submitted in accordance with
Section R301.1.3 of the IRC.
The post-installed reinforcing bar system is an alternative
to cast-in-place reinforcing bars governed by ACI 318 and
IBC Chapter 19.
 Equipment for hole cleaning and adhesive injection
The Hilti HIT-HY 200 Adhesive Anchoring System may
be used with continuously threaded rod, Hilti HIT-Z(-R)
anchor rods, Hilti HIS-(R)N internally threaded inserts
or deformed steel reinforcing bars as depicted in Figure 1.
The Hilti HIT-HY 200 Post-Installed Reinforcing Bar
System may only be used with deformed steel reinforcing
bars as depicted in Figure 2. The primary components of
the Hilti Adhesive Anchoring and Post-Installed Reinforcing
Bar Systems, including the Hilti HIT-HY 200 Adhesive,
HIT-RE-M static mixing nozzle and steel anchoring
elements, are shown in Figure 6 of this report.
The manufacturer’s printed Installation instructions
(MPII), as included with each adhesive unit package, are
replicated as Figure 9.
3.2 Materials:
3.2.1 Hilti HIT-HY 200
Adhesive:
Hilti HIT-HY 200
Adhesive is an injectable, two-component hybrid adhesive.
The two components are separated by means of a dualcylinder foil pack attached to a manifold. The two
components combine and react when dispensed through
a static mixing nozzle attached to the manifold.
Hilti HIT-HY 200 is available in 11.1-ounce (330 mL) and
16.9-ounce (500 mL) foil packs. The manifold attached to
each foil pack is stamped with the adhesive expiration
date. The shelf life, as indicated by the expiration date,
applies to an unopened foil pack stored in a dry, dark
environment and in accordance with Figure 9.
Hilti HIT-HY 200 Adhesive is available in two options,
Hilti HIT-HY 200-A and Hilti HIT-HY 200-R. Both options
are subject to the same technical data as set forth in this
report. Hilti HIT-HY 200-A will have shorter working times
and curing times than Hilti HIT-HY 200-R. The packaging
for each option employs a different color, which helps the
user distinguish between the two adhesives.
3.2.2 Hole Cleaning Equipment:
3.2.2.1 Standard Equipment: Standard hole cleaning
equipment, comprised of steel wire brushes and air
nozzles, is described in Figure 9 of this report.
*Revised July 2015
ICC-ES Evaluation Reports are not to be construed as representing aesthetics or any other attributes not specifically addressed, nor are they to be construed
as an endorsement of the subject of the report or a recommendation for its use. There is no warranty by ICC Evaluation Service, LLC, express or implied, as
to any finding or other matter in this report, or as to any product covered by the report.
1000
Copyright © 2015
Page 1 of 41
ESR-3187 | Most Widely Accepted and Trusted
3.2.2.2 Hilti Safe-Set™ System: The Hilti Safe-Set™
with Hilti HIT-HY 200 consists of one of the following:
 For the Hilti HIT-Z and HIT-Z-R anchor rods, hole
cleaning is not required after drilling the hole, except if
the hole is drilled with a diamond core drill bit.
 For the elements described in Sections 3.2.4.2 through
3.2.4.4 and Section 3.2.5, the Hilti TE-CD or TE-YD
hollow carbide drill bit with a carbide drilling head
conforming to ANSI B212.15. Used in conjunction with
a Hilti VC 20/40 vacuum, the Hilti TE-CD or TE-YD drill
bit will remove the drilling dust, automatically cleaning
the hole.
3.2.3 Dispensers: Hilti HIT-HY 200 must be dispensed
with manual or electric dispensers provided by Hilti.
3.2.4 Anchor Elements:
3.2.4.1 Hilti HIT-Z and HIT-Z-R Anchor Rods: Hilti HIT-Z
and HIT-Z-R anchor rods have a conical shape on the
embedded section and a threaded section above the
concrete surface. Mechanical properties for the Hilti HIT-Z
and HIT-Z-R anchor rods are provided in Table 2. The
rods are available in diameters as shown in Table 7 and
Figure 1. Hilti HIT-Z anchor rods are produced from carbon
steel and furnished with a 0.005-millimeter-thick (5 m)
zinc electroplated coating. Hilti HIT-Z-R anchor rods are
fabricated from grade 316 stainless steel.
3.2.4.2 Threaded Steel Rods: Threaded steel rods must
be clean, continuously threaded rods (all-thread) in
diameters as described in Tables 11 and 15 and Figure 1
of this report. Steel design information for common grades
of threaded rods is provided in Table 3. Carbon steel
threaded rods must be furnished with a 0.0002-inch-thick
(0.005 mm) zinc electroplated coating complying with
ASTM B633 SC 1 or must be hot-dipped galvanized
complying with ASTM A153, Class C or D. Stainless steel
threaded rods must comply with ASTM F593 or ISO 3506
A4. Threaded steel rods must be straight and free of
indentations or other defects along their length. The ends
may be stamped with identifying marks and the embedded
end may be blunt cut or cut on the bias to a chisel point.
3.2.4.3 Steel Reinforcing Bars for use in Post-Installed
Anchor Applications: Steel reinforcing bars are deformed
bars as described in Table 4 of this report. Tables 11, 15,
and 19 and Figure 1 summarize reinforcing bar size
ranges. The embedded portions of reinforcing bars must
be straight, and free of mill scale, rust, mud, oil and other
coatings (other than zinc) that may impair the bond with
the adhesive. Reinforcing bars must not be bent after
installation except as set forth in Section 7.3.2 of ACI
318-11, with the additional condition that the bars must be
bent cold, and heating of reinforcing bars to facilitate field
bending is not permitted.
3.2.4.4 Hilti HIS-N and HIS-RN Inserts: Hilti HIS-N and
HIS-RN inserts have a profile on the external surface and
are internally threaded. Mechanical properties for Hilti
HIS-N and HIS-RN inserts are provided in Table 5. The
inserts are available in diameters and lengths as shown in
Table 22 and Figure 1. Hilti HIS-N inserts are produced
from carbon steel and furnished with a 0.005-millimeterthick (5 μm) zinc electroplated coating complying with
ASTM B633 SC 1. The stainless steel Hilti HIS-RN
inserts are fabricated from X5CrNiMo17122 K700 steel
conforming to DIN 17440. Specifications for common bolt
types that may be used in conjunction with Hilti HIS-N and
HIS-RN inserts are provided in Table 6. Bolt grade and
material type (carbon, stainless) must be matched to the
insert. Strength reduction factors, , corresponding to
brittle steel elements must be used for Hilti HIS-N and
HIS-RN inserts.
Page 2 of 41
3.2.4.5 Ductility: In accordance with ACI 318-11 D.1, in
order for a steel element to be considered ductile, the
tested elongation must be at least 14 percent and
reduction of area must be at least 30 percent. Steel
elements with a tested elongation of less than 14 percent
or a reduction of area of less than 30 percent, or both, are
considered brittle. Values for various steel materials are
provided in Tables 2, 3, and 6 of this report. Where values
are nonconforming or unstated, the steel must be
considered brittle.
3.2.5 Steel Reinforcing Bars for Use in Post-Installed
Reinforcing Bar Connections: Steel reinforcing bars
used in post-installed reinforcing bar connections are
deformed bars (rebar) as depicted in Figures 2 and 3.
Tables 25, 26, 27, and Figure 9 summarize reinforcing bar
size ranges. The embedded portions of reinforcing bars
must be straight, and free of mill scale, rust and other
coatings that may impair the bond with the adhesive.
Reinforcing bars must not be bent after installation, except
as set forth in Section 7.3.2 of ACI 318-11 with the
additional condition that the bars must be bent cold, and
heating of reinforcing bars to facilitate field bending is not
permitted.
3.3 Concrete:
Normal-weight concrete must comply with Sections 1903
and 1905 of the IBC, as applicable. The specified
compressive strength of the concrete must be from
2,500 psi to 8,500 psi (17.2 MPa to 58.6 MPa).
4.0 DESIGN AND INSTALLATION
4.1 Strength Design of Post-Installed Anchors:
Refer to Table 1 for the design parameters for specific
installed elements, and refer to Figure 4 and Section 4.1.4
for a flowchart to determine the applicable design bond
strength or pullout strength.
4.1.1 General: The design strength of anchors under the
2012, 2009 and 2006 IBC, as well as the 2012, 2009 and
2006 IRC must be determined in accordance with ACI
318-11 (ACI 318) and this report.
A design example according to the 2012 IBC based on
ACI 318-11 is given in Figure 7 of this report.
Design parameters are based on ACI 318-11 for use with
the 2012, 2009 and 2006 IBC unless noted otherwise in
Sections 4.1.1 through 4.1.11 of this report.
The strength design of anchors must comply with ACI
318-11 D.4.1, except as required in ACI 318-11 D.3.3.
Design parameters, are provided in Table 7 through
Table 24. Strength reduction factors, , as given in ACI
318-11 D.4.3 must be used for load combinations
calculated in accordance with Section 1605.2 of the 2012,
2009 or 2006 IBC or Section 9.2 of ACI 318-11. 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.
4.1.2 Static Steel Strength in Tension: The nominal
static steel strength of a single anchor in tension, Nsa, in
accordance with ACI 318-11 Section D.5.1.2 and the
associated strength reduction factors, , in accordance
with ACI 318-11 Section D.4.3, are provided in the tables
outlined in Table 1 for the anchor element types included in
this report.
4.1.3 Static Concrete Breakout Strength in Tension:
The nominal concrete breakout strength of a single anchor
or group of anchors in tension, Ncb or Ncbg, must be
calculated in accordance with ACI 318-11 D.5.2 with the
following addition:
ESR-3187 | Most Widely Accepted and Trusted
Page 3 of 41
The basic concrete breakout strength of a single anchor
in tension, Nb, must be calculated in accordance with ACI
318-11 D.5.2.2 using the values of kc,cr, and kc,uncr as
described in this report. Where analysis indicates no
cracking in accordance with ACI 318-11 D.5.2.6, Nb must
be calculated using kc,uncr and Ψc,N = 1.0. See Table 1. For
anchors in lightweight concrete, see ACI 318-11 D.3.6.
The value of f′c used for calculation must be limited to
8,000 psi (55 MPa) in accordance with ACI 318-11 D.3.7.
Additional information for the determination of nominal
bond strength in tension is given in Section 4.1.4 of this
report.
4.1.4 Static Bond Strength/Static Pullout Strength in
Tension:
4.1.4.1 Static Pullout Strength In Tension: Hilti HIT-Z
and HIT-Z-R Anchor Rods: The nominal static pullout
strength of a single anchor in accordance with ACI 318-11
D.5.3.1 and D.5.3.2 in cracked and uncracked concrete,
Np,cr and Np,uncr, respectively, is given in Table 10. For all
design cases Ψc,P = 1.0.
Pullout strength values are a function of the concrete
compressive strength, whether the concrete is cracked or
uncracked, the drilling method (hammer drill, including
Hilti hollow drill bit, diamond core drill) and installation
conditions (dry or water-saturated). The resulting
characteristic pullout strength must be multiplied by the
associated strength reduction factor nn as follows:
HILTI HIT-Z AND HIT-Z-R THREADED RODS
ASSOCIATED
PERMISSIBLE
DRILLING CONCRETE
PULLOUT
STRENGTH
INSTALLATION
METHOD
TYPE
STRENGTH REDUCTION
CONDITIONS
FACTOR
HammerDry
N
d
p,uncr
drill
Uncracked
(or Hilti TEWater saturated
Np,uncr
ws
CD or TEYD Hollow
Dry
Np,cr
d
Drill Bit) or
Cracked
Diamond
Water saturated
Np,cr
ws
Core Bit
Figure 4 of this report presents a pullout strength design
selection flowchart. Strength reduction factors for
determination of the bond strength are given in the tables
referenced in Table 1 of this report.
4.1.4.2 Static Bond Strength in Tension: Threaded
Rod, Steel Reinforcing Bars, and Hilti HIS-N and HISRN Inserts: The nominal static bond strength of a single
adhesive anchor or group of adhesive anchors in tension,
Na or Nag, must be calculated in accordance with ACI
318-11 D.5.5. Bond strength values are a function of the
concrete compressive strength, whether the concrete is
cracked or uncracked, the concrete temperature range,
and the installation conditions (dry or water-saturated
concrete). The resulting characteristic bond strength shall
be multiplied by the associated strength reduction factor
nn as follows:
PERMISSIBLE
DRILLING CONCRETE
BOND
INSTALLATION
METHOD
TYPE
STRENGTH
CONDITIONS
Hammerdrill
(or Hilti TECD or TEYD Hollow
Drill Bit)
Dry
Uncracked
Water saturated
Dry
Cracked
Water saturated
k,uncr
k,uncr
k,cr
k,cr
ASSOCIATED
STRENGTH
REDUCTION
FACTOR
d
ws
d
ws
Figure 4 of this report presents a bond strength design
selection flowchart. Strength reduction factors for
determination of the bond strength are outlined in Table 1
of this report. Adjustments to the bond strength may also
be made for increased concrete compressive strength as
noted in the footnotes to the bond strength tables.
4.1.5 Static Steel Strength in Shear: The nominal static
strength of a single anchor in shear as governed by the
steel, Vsa, in accordance with ACI 318-11 D.6.1.2 and
strength reduction factors, , in accordance with ACI
318-11 D.4.3 are given in the tables outlined in Table 1 for
the anchor element types included in this report.
4.1.6 Static Concrete Breakout Strength in Shear: The
nominal static concrete breakout strength of a single
anchor or group of anchors in shear, Vcb or Vcbg, must be
calculated in accordance with ACI 318-11 D.6.2 based on
information given in the tables outlined in Table 1. The
basic concrete breakout strength of a single anchor in
shear, Vb, must be calculated in accordance with ACI
318 -11 D.6.2.2 using the values of d given in the tables as
outlined in Table 1 for the corresponding anchor steel in
lieu of da (2012 and 2009 IBC) and do (2006 IBC). In
addition, hef must be substituted for ℓe. In no case must ℓe
exceed 8d. The value of f′c must be limited to a maximum
of 8,000 psi (55 MPa) in accordance with ACI 318-11
D.3.7.
4.1.7 Static Concrete Pryout Strength in Shear: The
nominal static pryout strength of a single anchor or group
of anchors in shear, Vcp or Vcpg, must be calculated in
accordance with ACI 318-11 D.6.3.
4.1.8 Interaction of Tensile and Shear Forces: For
designs that include combined tension and shear, the
interaction of tension and shear loads must be calculated
in accordance with ACI 318-11 Section D.7.
4.1.9 Minimum Member Thickness,
Spacing, smin and Edge Distance, cmin:
hmin,
Anchor
4.1.9.1 Hilti HIT-Z and HIT-Z-R Anchor Rods: In lieu of
ACI 318-11 D.8.1 and D.8.3, values of smin and cmin
described in Table 9 of this report must be observed for
anchor design and installation. The minimum member
thicknesses, hmin, given in Table 9 of this report must be
observed for anchor design and installation.
4.1.9.2 Threaded Rod, Steel Reinforcing Bars, and
Hilti HIS-N and HIS-RN Inserts: In lieu of ACI 318-11
D.8.1 and D.8.3, values of cmin and smin described in this
report must be observed for anchor design and installation.
Likewise, in lieu of ACI 318-11 D.8.5, the minimum
member thicknesses, hmin, described in this report must be
observed for anchor design and installation. For adhesive
anchors that will remain untorqued, ACI 318-11 D.8.4
applies.
For edge distances cai and anchor spacing sai, the
maximum torque Tmax shall comply with the following
requirements:
REDUCED MAXIMUM INSTALLATION TORQUE Tmax,red FOR
EDGE DISTANCES cai < (5 x da)
EDGE DISTANCE,
cai
MINIMUM ANCHOR
SPACING, sai
1.75 in. (45 mm) ≤ cai 5 x da ≤ sai < 16 in.
< 5 x da
sai ≥ 16 in. (406 mm)
MAXIMUM
TORQUE, Tmax,red
0.3 x Tmax
0.5 x Tmax
4.1.10 Critical Edge Distance cac:
4.1.10.1 Hilti HIT-Z and HIT-Z-R Anchor Rods: In lieu of
ACI 318-11 D.8.6, for the calculation of Ncb and Ncbg in
accordance with D.5.2.7 and Section 4.1.3 of this report,
the critical edge distance, cac, must be determined as
follows:
i.
cac = 1.5.hef for h/hef ≥ 2.35
ii.
cac = 3.5.hef for h/hef ≤ 1.35
E
ESR-3187 | Mo
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age 4 of 41
For definitio
ons of h and heff, see Figure 1..
ceptions:
Exc
1. F
For the calcula
ation of the in
n-plane shear sstrength of
ancchor bolts atta
aching wood ssill plates of bearing or
non
n-bearing wallls of light-fram
me wood strructures to
foun
ndations or fou
undation stem walls, the in-p
plane shear
stre
ength in accord
dance with D.6
6.2 and D.6.3 n
need not be
com
mputed and D..3.3.5.3 need n
not apply provvided all of
the following are ssatisfied:
Linear interpolation is permitted to deterrmine the ratio of
alues of h/heff between 2.3
35 and 1.35 as
cac/hef for va
illustrated in the graph above.
4.1.10.2 Thre
eaded Rod, Steel
S
Reinforc
cing Bars, and
Hilti HIS-N and
a
HIS-RN In
nserts: In lieu of ACI 318--11
D.8.6, cac mus
st be determine
ed as follows:
=
·
τk,uncr 0.4
11
160
h
·max 3.1-0.7 h ;1.4
Eq. (4--1)
ef
where τk,uncrr is the cha
aracteristic bo
ond strength in
uncracked co
oncrete, h is the member thic
ckness, and heff is
the embedme
ent depth.
τk,uncr need not be taken as
a greater than::
'
τk,uncr =
kunccr hef fc
π·d
4.1.11 Design
n Strength in
n Seismic Des
sign Categoriies
C, D, E and F: In structure
es assigned to
o Seismic Desiign
Category C, D, E or F und
der the IBC or IRC, the desiign
must be perfo
ormed accordin
ng to ACI 318--11 Section D.3
3.3
The nominal steel
s
shear stre
ength, Vsa, mus
st be adjusted by
V,seis as give
en in the tables
s summarized in
i Table 1 for the
t
anchor eleme
ent types included in this rep
port. For tensio
on,
the nominal pullout
p
strength
h Np,cr or bond strengthcr mu
ust
be adjusted by
b αN,seis. See Tables 10, 13
3, 14, 17, 18, 21
and 24.
Modify ACI 318-11 Sectio
ons D.3.3.4.2, D.3.3.4.3(d) and
a
ead as follows::
D.3.3.5.2 to re
D.3.3.4.2 - Where the tensile componen
nt of the streng
gthuake force applied
a
to an
nchors excee
eds
level earthqu
20 percent of the total factored anch
hor tensile forrce
w the same load
l
combinatiion, anchors and
a
associated with
their attachm
ments shall be designed in accordance with
w
D.3.3.4.3. Th
he anchor des
sign tensile strength
s
shall be
determined in
n accordance with
w D.3.3.4.4
Exception:
1. Anchors designed to resist wall ou
ut-of-plane forc
ces
with design strengths equ
ual to or greate
er than the forrce
determined in accordance
e with ASCE 7 Equation
E
12.11
1-1
or 12.14-1
10 shall be deemed to satisfy Sectiion
D.3.3.4.3(d)).
D.3.3.4.3(d)) – The ancho
or or group of anchors shall be
designed for the maximum
m tension obtaiined from desiign
load combina
ations that inclu
ude E, with E increased by Ω0.
The anchor design
d
tensile strength shall be
e calculated fro
om
D.3.3.4.4.
nt of the streng
gthD.3.3.5.2 – Where the shear componen
level earthqu
uake force applied
a
to an
nchors excee
eds
20 percent of the total factored anch
hor shear forrce
associated with
w the same load
l
combinatiion, anchors and
a
their attachm
ments shall be designed in accordance with
w
D.3.3.5.3. Th
he anchor desiign shear stren
ngth for resistiing
earthquake fo
orces shall be determined in accordance with
w
D.6.
1..1. The allow
wable in-plane shear streng
gth of the
an
nchor is determ
mined in accorrdance with AF
F&PA NDS
Ta
able 11E for lateral design va
alues parallel to
o grain.
1..2. The maximum anchor nom
minal diameterr is 5/8 inch
16 mm).
(1
1..3. Anchor bo
olts are emb
bedded into cconcrete a
m
minimum of 7 inches (178 mm)).
1..4. Anchor boltts are located a minimum of 13/4 inches
(4
45 mm) from th
he edge of the
e concrete parrallel to the
le
ength of the wo
ood sill plate.
1..5. Anchor boltts are located a minimum off 15 anchor
diiameters from the edge of th
he concrete perrpendicular
to
o the length of tthe wood sill pllate.
1..6. The sill plate
te is 2-inch or 3
3-inch nominal thickness.
2. F
For the calcu
ulation of the in-plane shea
ar strength
of anchor bolts attaching colld-formed stee
el track of
aring or non-be
earing walls off light-frame construction
bea
to ffoundations orr foundation sstem walls, th
he in-plane
she
ear strength in accordance w
with D.6.2 and D
D.6.3 need
not be computed and D.3.3.5.3 need not applly provided
of the following
g are satisfied:
all o
2..1. The maximum anchor nom
minal diameterr is 5/8 inch
16 mm).
(1
2..2. Anchors arre embedded iinto concrete a minimum
off 7 inches (178
8 mm).
2..3. Anchors are located a minimum of 13/4 inches
45 mm) from th
he edge of the
e concrete parrallel to the
(4
le
ength of the tracck.
2..4. Anchors a
are located a minimum of 15 anchor
he concrete perrpendicular
diiameters from the edge of th
to
o the length of tthe track.
2..5. The track iss 33 to 68 mil d
designation thicckness.
Allowable in-p
plane shear stre
ength of exemp
pt anchors,
parallel to the edge of concrrete shall be p
permitted to
d in accordance
e with AISI S1
100 Section
be determined
E3.3.1.
3. In light-frame construction, bearing or n
nonbearing
ngth of concre
ete anchors le
ess than or
walllls, shear stren
equ
ual to 1 inch [2
25 mm] in diam
meter attaching a sill plate
or ttrack to founda
ation or founda
ation stem walll need not
satiisfy D.3.3.5.3(a
a) through (c) w
when the desig
gn strength
of the anchors is determine
ed in accord
dance with
D.6
6.2.1(c).
4.2 S
Strength Des
sign of Pos
st-Installed R
Reinforcing
Bars::
4.2.1 General: T
The design o
of straight po
ost-installed
deform
med reinforc ing bars mu
ust be determined in
accorrdance with A
ACI 318-11 (AC
CI 318) rules for cast-in
place
e reinforcing b
bar developme
ent and splices and this
report
rt.
Exa
amples of typiical application
ns for the usse of postinstal led reinforcing
g bars are illusstrated in Figurre 3 of this
report
rt.
A d
design example in accordance with the 2012 IBC
based
d on ACI 318-1
11 is given in F
Figure 8 of this report.
ESR-3187 | Most Widely Accepted and Trusted
4.2.2
Determination of bar development length ld:
Values of ld must be determined in accordance with the
ACI 318-11 development and splice length requirements
for straight cast-in place reinforcing bars.
Exceptions:
1. For uncoated and zinc-coated (galvanized) postinstalled reinforcing bars, the factor e shall be taken as
1.0. For all other cases, the requirements in ACI 318-11
Section 12.2.4 (b) shall apply.
2. When using alternate methods to calculate the
development length (e.g., anchor theory), the applicable
factors for post-installed anchors generally apply.
4.2.3
Minimum Member Thickness, hmin, Minimum
Concrete Cover, cc,min, Minimum Concrete Edge
Distance, cb,min, Minimum Spacing, sb,min,: For postinstalled reinforcing bars, there is no limit on the minimum
member thickness. In general, all requirements on
concrete cover and spacing applicable to straight cast-in
bars designed in accordance with ACI 318-11 shall be
maintained.
For post-installed reinforcing bars installed at
embedment depths, hef, larger than 20d (hef > 20d), the
minimum concrete cover shall be as follows:
REBAR SIZE
MINIMUM CONCRETE
COVER, cc,min
db ≤ No. 6 (16mm)
1 /16 in.(30mm)
No. 6 < db ≤ No.10
(16mm < db ≤ 32mm)
1 /16 in.
(40mm)
3
9
The following requirements apply for minimum concrete
edge and spacing for hef > 20d:
Required minimum edge distance for post-installed
reinforcing bars (measured from the center of the bar):
cb,min = d0/2 + cc,min
Required minimum center-to-center spacing between postinstalled bars:
sb,min = d0 + cc,min
Required minimum center-to-center spacing from existing
(parallel) reinforcing:
sb,min = db/2 (existing reinforcing) + d0/2 + cc,min
4.2.4
Design Strength in Seismic Design Categories
C, D, E and F: In structures assigned to Seismic Category
C, D, E or F under the IBC or IRC, design of straight postinstalled reinforcing bars must take into account the
provisions of ACI 318-11 Chapter 21. The value of f'c to be
used in ACI 318-11 Section 12.2.2, 12.2.3, and 12.3.2
calculations shall not exceed 2,500 psi for post-installed
reinforcing bar applications in SDCs C, D, E, and F.
4.3 Installation:
Installation parameters are illustrated in Figure 1.
Installation must be in accordance with ACI 318-11 D.9.1
and D.9.2. Anchor and post-installed reinforcing bar
locations must comply with this report and the plans and
specifications approved by the code official. Installation of
the Hilti HIT-HY 200 Adhesive Anchor and Post-Installed
Reinforcing Bar Systems must conform to the
manufacturer’s printed installation instructions (MPII)
included in each unit package as provided in Figure 9 of
this report. . The MPII contains additional requirements for
combinations of drill hole depth, diameter, drill bit type, and
dispensing tools.
4.4 Special Inspection:
Periodic special inspection must be performed where
required in accordance with Section 1705.1.1 and Table
Page 5 of 41
1705.3 of the 2012 IBC, Sections 1704.4 and 1704.15 of
the 2009 IBC, or Section 1704.13 of the 2006 IBC, and this
report. The special inspector must be on the jobsite initially
during anchor or post-installed reinforcing bar installation
to verify anchor or post-installed reinforcing bar type and
dimensions, concrete type, concrete compressive strength,
adhesive identification and expiration date, hole
dimensions, hole cleaning procedures, spacing, edge
distances, concrete thickness, anchor or post-installed
reinforcing bar embedment, tightening torque and
adherence to the manufacturer’s printed installation
instructions.
The special inspector must verify the initial installations
of each type and size of adhesive anchor or post-installed
reinforcing bar by construction personnel on site.
Subsequent installations of the same anchor or postinstalled reinforcing bar type and size by the same
construction personnel are permitted to be performed in
the absence of the special inspector. Any change in the
anchor or post-installed reinforcing bar product being
installed or the personnel performing the installation
requires an initial inspection. For ongoing installations over
an extended period, the special inspector must make
regular inspections to confirm correct handling and
installation of the product.
Continuous special inspection of adhesive anchors or
post-installed reinforcing bar installed in horizontal or
upwardly inclined orientations to resist sustained tension
loads shall be performed in accordance with ACI 318-11
D.9.2.4.
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 HIT-HY 200 Adhesive Anchor System and PostInstalled Reinforcing Bar System described in this report
complies with or is a suitable alternative to what is
specified in the codes listed in Section 1.0 of this report,
subject to the following conditions:
5.1 Hilti HIT-HY 200 Adhesive anchors and post-installed
reinforcing bars must be installed in accordance with
the manufacturer’s printed installation instructions
(MPII) as included in the adhesive packaging and
provided in Figure 9 of this report.
5.2 The anchors and post-installed reinforcing bars must
be installed in cracked and uncracked normal-weight
concrete having a specified compressive strength
f′c = 2,500 psi to 8,500 psi (17.2 MPa to 58.6 MPa).
5.3 The values of f′c used for calculation purposes must
not exceed 8,000 psi (55.1 MPa) except as noted in
Sections 4.2.2 and 4.2.4 of this report.
5.4 Anchors and post-installed reinforcing bars must be
installed in concrete base materials in holes predrilled
in accordance with the instructions in Figure 9, using
carbide-tipped masonry drill bits manufactured with
the range of maximum and minimum drill-tip
dimensions specified in ANSI B212.15-1994. The
Hilti HIT-Z(-R) anchor rods may be installed in holes
predrilled using diamond core drill bits.
5.5 Loads applied to the anchors must be adjusted in
accordance with Section 1605.2 of the IBC for
strength design.
5.6 Hilti HIT-HY 200 adhesive anchors and post-installed
reinforcing bars are recognized for use to resist shortand long-term loads, including wind and earthquake,
subject to the conditions of this report.
ESR-3187 | Most Widely Accepted and Trusted
5.7 In structures assigned to Seismic Design Category C,
D, E or F under the IBC or IRC, anchor strength must
be adjusted in accordance in accordance with Section
4.1.11 of this report, and post-installed reinforcing
bars must comply with section 4.2.4 of this report.
5.8 Hilti HIT-HY 200 adhesive anchors and post-installed
reinforcing bars are permitted to be installed in
concrete that is cracked or that may be expected to
crack during the service life of the anchor, subject to
the conditions of this report.
5.9 Anchor strength design values must be established in
accordance with Section 4.1 of this report.
5.10 Post-installed reinforcing bar development and splice
length is established in accordance with Section 4.2
of this report.
5.11 Minimum anchor spacing and edge distance as well
as minimum member thickness must comply with the
values noted in this report.
5.12 Post-installed reinforcing bar spacing, minimum
member thickness, and cover distance must be in
accordance with the provisions of ACI 318-11 for
cast-in place bars and section 4.2.3 of this report.
5.13 Prior to anchor installation, calculations and details
demonstrating compliance with this report must be
submitted to the code official. The calculations and
details must be prepared by a registered design
professional where required by the statutes of the
jurisdiction in which the project is to be constructed.
5.14 Anchors and post-installed reinforcing bars are not
permitted to support fire-resistive construction. Where
not otherwise prohibited by the code, Hilti HIT-HY 200
adhesive anchors and post-installed reinforcing
bars are permitted for installation in fire-resistive
construction provided that at least one of the following
conditions is fulfilled:
 Anchors and post-installed reinforcing bars are
used to resist wind or seismic forces only.
 Anchors and post-installed reinforcing bars that
support gravity load–bearing structural elements
are within a fire-resistive envelope or a fireresistive membrane, are protected by approved
fire-resistive materials, or have been evaluated for
resistance to fire exposure in accordance with
recognized standards.
 Anchors and post-installed reinforcing bars are
used to support nonstructural elements.
5.15 Since an ICC-ES acceptance criteria for evaluating
data to determine the performance of adhesive
anchors and post-installed reinforcing bars subjected
to fatigue or shock loading is unavailable at this time,
the use of these anchors under such conditions is
beyond the scope of this report.
5.16 Use of zinc-plated carbon steel threaded rods or steel
reinforcing bars is limited to dry, interior locations.
5.17 Use of hot-dipped galvanized carbon steel and
stainless steel rods is permitted for exterior exposure
or damp environments.
5.18 Steel anchoring materials in contact with preservativetreated and fire-retardant-treated wood must be of
zinc-coated carbon steel or stainless steel. The
minimum coating weights for zinc-coated steel must
comply with ASTM A153.
5.19 Periodic special inspection must be provided in
accordance with Section 4.4 of this report. Continuous
special inspection for anchors and post-installed
Page 6 of 41
reinforcing bars installed in horizontal or upwardly
inclined orientations to resist sustained tension loads
must be provided in accordance with Section 4.4 of
this report.
5.20 Installation of anchors and post-installed reinforcing
bars in horizontal or upwardly inclined orientations to
resist sustained tension loads shall be performed by
personnel certified by an applicable certification
program in accordance with ACI 318-11 D.9.2.2 or
D.9.2.3.
5.21 Hilti HIT-HY 200-A adhesive anchors and postinstalled reinforcing bars may be used to resist
tension and shear forces in floor, wall, and overhead
installations only if installation is into concrete with a
temperature between 14°F and 104°F (-10°C and
40°C) for threaded rods, rebar, and Hilti HIS-(R)N
inserts, or between 41°F and 104°F (5°C and 40°C)
for Hilti HIT-Z(-R) anchor rods. Overhead installations
require the use of piston plugs (HIT-SZ, -IP) during
injection, and the anchor or post-installed reinforcing
bars must be supported until fully cured (i.e., with
Hilti HIT-OHW wedges, or other suitable means).
Installations in concrete temperatures below 32°F
require the adhesive to be conditioned to a minimum
temperature of 32°F.
5.22 Anchors and post-installed reinforcing bars shall not
be used for applications where the concrete
temperature can rise from 40°F or less to 80°F or
higher within a 12-hour period. Such applications may
include but are not limited to anchorage of building
facade systems and other applications subject to
direct sun exposure.
5.23 Hilti HIT-HY 200-A and Hilti HIT-HY 200-R adhesives
are manufactured by Hilti GmbH, Kaufering,
Germany, under a quality control program with
inspections by ICC-ES.
5.24 Hilti HIT-Z and HIT-Z-R rods are manufactured by Hilti
AG, Schaan, Liechtenstein, under a quality-control
program with inspections by ICC-ES.
5.25 Hilti HIS-N and HIS-RN inserts are manufactured by
Hilti (China) Ltd., Guangdong, China, under a qualitycontrol program with inspections by ICC-ES.
6.0 EVIDENCE SUBMITTED
Data in accordance with the ICC-ES Acceptance Criteria
for Post-installed Adhesive Anchors in Concrete (AC308),
dated February 2015, which incorporates requirements in
ACI 355.4-11, and Table 3.8 for evaluating post-installed
reinforcing bars.
7.0 IDENTIFICATION
7.1 Hilti HIT-HY 200-A and Hilti HIT-HY 200-R adhesive
is identified by packaging labeled with the
manufacturer’s name (Hilti Corp.) and address,
product name, lot number, expiration date, and
evaluation report number (ESR-3187).
7.2 Hilti HIT-Z and HIT-Z-R rods are identified by
packaging labeled with the manufacturer's name
(Hilti Corp.) and address, anchor name, and
evaluation report number (ESR-3187).
7.3 Hilti HIS-N and HIS-RN inserts are identified by
packaging labeled with the manufacturer's name
(Hilti Corp.) and address, anchor name and size, and
evaluation report number (ESR-3187).
7.4 Threaded rods, nuts, washers, bolts, cap screws, and
deformed reinforcing bars are standard elements and
must conform to applicable national or international
specifications.
E
ESR-3187 | Mo
ost Widely Acc
cepted and Trus
sted
Pa
age 7 of 41
HILT
TI HIT-Z AND HIIT-Z-R ANCHOR
R ROD
h
Name and Size
l
lhelix
Anchor
A
Length
Helix Length
in
3
3
4 /8
3
1
1
5 /8
3
3
3
6 /8
1
1
1
4 /2
1
1
1
6 /2
1
3
3
HIT-Z(-R) /8''' x 4 /8''
HIT-Z(-R) /8''' x 5 /8''
HIT-Z(-R) /8''' x 6 /8''
HIT-Z(-R) /2''' x 4 /2''
HIT-Z(-R) /2''' x 6 /2''
HIT-Z(-R) /2''' x 7 /4''
5
HIT-Z(-R) /8'' x 6''
3
7 /4
6
5
HIT-Z(-R) /8'' x 8''
8
in
(111)
1
2 /4
(130)
1
2 /4
(162)
1
2 /4
(114)
1
2 /2
(165)
1
2 /2
(197)
1
2 /2
(152)
5
3 /8
(203)
5
3 /8
(241)
5
(mm)
(57)
(57)
5
(57)
5
(63)
5
(63)
5
(63)
5
(92)
7
(92)
7
(92)
15
1
9 /2
3
1
1
8 /2
(216)
4
(102)
HIT-Z(-R) /4''' x 9 /4''
3
3
9 /4
3
(248)
4
(102)
HIT-Z(-R) M10x95
3
3 /4
(95)
3
2 /8
HIT-Z(-R) M1
10x115
1
(115)
3
2 /8
(135)
3
2 /8
(160)
3
2 /8
(105)
3
2 /8
(140)
3
2 /8
(155)
3
2 /8
(196)
3
HIT-Z(-R) /4''' x 8 /2''
HIT-Z(-R) M1
10x135
4 /2
5
5 /16
5
HIT-Z(-R) M1
10x160
6 /16
HIT-Z(-R) M1
12x105
1
4 /8
HIT-Z(-R) M1
12x140
1
5 /2
HIT-Z(-R) M1
12x155
1
6 /8
HIT-Z(-R) M1
12x196
3
7 /4
HIT-Z(-R) M1
16x155
1
6 /8
HIT-Z(-R) M1
16x175
7
HIT-Z(-R) M1
16x205
6 /8
1
8 /16
7
(155)
(175)
(205)
3 /8
2 /8
11
3 /16
11
3 /16
11
3 /16
(215)
3 /16
HIT-Z(-R) M2
20x250
13
9 /16
(250)
15
3 /16
/166
/166
/166
/166
/166
1 / 16
(8)
(8)
(8)
(8)
(8)
(8)
(11)
(11)
(49)
In
13
1 /16
9
2 /16
(m
mm)
((46)
((65)
Usab
ble Thread
Length
in
(33)
1
(52)
5
3 /16
(84)
1 /16
2 /16
13
((97)
11
((43)
1
(26)
((94)
1
(77)
(1
126)
5
4 /16
(109)
((49)
1
1 /8
(28)
(1
100)
1
3 /8
(79)
(1
100)
1
(79)
1
(77)
1
(77)
3 /16
1 /16
11
3 /16
15
4 /16
15
1 /16
15
3 /16
15
3 /16
3 /16
3 /8
(12)
4
(1
102)
3 /16
(44)
4
(1
102)
3 /16
(8)
1
1 /8
(8)
7
1 /8
(8)
5
2 /8
(8)
5
3 /8
(8)
1
1 /2
(8)
7
2 /8
(8)
3
/166
(60)
(60)
5
(60)
5
(60)
5
(60)
5
(60)
5
(93)
7
(93)
7
(93)
7
/166
/166
/166
/166
/166
/166
/166
/166
/166
/166
/166
1
1 /4
1
/2
7
1 /8
(8)
3 /8
5
(11)
2
(11)
13
2 /16
((27)
9
/16
(14)
((47)
5
1 /16
(34)
((67)
1
2 /8
(54)
((92)
1
3 /8
(79)
((37)
13
(21)
((72)
3
(56)
13
(71)
7
(112)
3
(30)
((71)
15
1 /16
(50)
(1
101)
1
(80)
11
(94)
1
(78)
1
(78)
((87)
(1
128)
((51)
/16
2 /16
2 /16
4 /16
1 /16
(11)
4
(32)
1
4 /2
(1
115)
3 /16
(13)
4
(1
102)
3 /16
(48)
(mm)
5
11
1 / 16
5
(100)
(mm)
Total Threa
ad
Length
7
(60)
(93)
3 /16
1
/166
5
(100)
(240)
8 /2
/166
(60)
15
9 /16
HIT-Z(-R) M2
20x215
/166
5
11
HIT-Z(-R) M1
16x240
in
n
5
5
HIT-Z(-R) /8''' x 9 /2''
1
(mm)
Sm
mooth Shank
Length
4
(1
102)
FIGURE 1—INSTALLATIO
1
ON PARAMETE
ERS FOR POST--INSTALLED AD
DHESIVE ANCH
HORS
3 /8
3 /16
E
ESR-3187 | Mo
ost Widely Acc
cepted and Trus
sted
Pa
age 8 of 41
DEFORMED REINFORCMENT
R
T
THREADED RO
OD
h
h
HILTI HIS-N A
AND HIS-RN THR
READED INSER
RTS
h
FIGURE 1—INS
STALLATION PARAMETERS FOR
F
POST INST
TALLED ADHES IVE ANCHORS (Continued)
E
ESR-3187 | Mo
ost Widely Acc
cepted and Trus
sted
Pa
age 9 of 41
FIGURE 2—INSTALLATI
2
ION PARAMATE
ERS FOR POST
T-INSTALLED RE
EINFORCING B ARS
(A
A)
(B)
(C)
FIGURE
E 3—APPLICAT
TION EXAMPLES
S FOR POST-IN
NSTALLED REIN
NFORCING BAR
RS:
(A) TENSION LAP SPLICE WITH EXISTING FLEXURAL
F
REIN
NFORCEMENT; (B) TENSION D
DEVELOPMENT
T OF COLUMN D
DOWELS;
EVELOPMENT OF
O SHEAR DOW
WELS FOR NEW
WLY THICKENE D SHEAR WALL
L
(C) DE
E
ESR-3187 | Mo
ost Widely Acc
cepted and Trus
sted
Pag
ge 10 of 41
TABLE 1—D
DESIGN TABLE INDEX
Frac
ctional
Design Table
Page
Table
Page
Steel Strength - Nsa, Vsa
7
14
7
14
Concrrete Breakout - Ncb, Ncbg, Vcb, Vcbgg,
Vcp, Vcppg
8
15
8
15
Pullout Streng
gth – Np
10
19
10
19
Steel Strength - Nsa, Vsa
11
20
15
24
Concrrete Breakout - Ncb, Ncbg, Vcb, Vcbgg,
Vcp, Vcppg
12
21
16
25
Bond Strength - Na, Nag
14
23
18
27
Steel Strength - Nsa, Vsa
22
31
22
31
Concrrete Breakout - Ncb, Ncbg, Vcb, Vcbgg,
Vcp, Vcppg
23
32
23
32
Bond Strength - Na, Nag
24
33
24
33
Hilti HIT-Z and
d HIT-Z-R Ancho
or Rod
Standard
d Threaded Rod
d
Hilti HIS-N an
nd HIS-RN Intern
nally
Threaded Insert
Fractionall
Design Table
Steel Re
einforcing Bars
Metric
c
Table
EU Mettric
Can
nadian
Table
Pag
ge
Table
Page
Table
Page
Steel Strength - Nsa, Vsa
11
20
0
15
24
19
28
Concrrete Breakout - Ncb, Ncbg, Vcb, Vcbgg,
Vcp, Vcppg
12
1
21
16
25
20
29
Bond Strength - Na, Nag
13
22
2
17
26
21
30
Determ
mination of develo
opment length fo
or
post-ins
stalled reinforcing bar connection
ns
25
34
4
26
35
27
35
FIGURE 4—
—FLOWCHART FOR THE ESTA
ABLISHMENT OF
F DESIGN BOND
D OR PULLOUT
T STRENGTH FO
OR POST-INSTA
ALLED
ADHE
ESIVE ANCHORS
S
E
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ost Widely Acc
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Pag
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TABLE
E 2—SPECIFICA
ATIONS AND PH
HYSICAL PROPE
ERTIES OF FRA
ACTIONAL AND METRIC HIT-Z AND HIT-Z ROD
DS
Minimum
specified
ultimate
strength,
s
futa
Minimum
specified
yield
strength
0.2
0 percent
offset, fya
psi
94,200
75,300
(MPa)
(650)
(520)
psi
88,400
71,000
HIT-Z AND HIT-Z-R ROD SPE
ECIFICATION
CARBON STEEL
3
STAINLESS STEEL
1
2
Elonga
ation,
mi n.
perc
cent
Reduc
ction
of Arrea,
min
n.
percent
Specification for
2
n
nuts
1.25
8
20
0
ASTM A563
ade A
Gra
1.25
8
20
0
ASTM F594
pe 316
Typ
5
/8-in. to /8-in. and M10 to
o
M12 - AIS
SI 1038
3
/4-in. - AISI
A 1038 or
18MnV5
M16 - AIS
SI 1038
M20 - AIS
SI 1038 or 18Mn
nV5
3
f uta/fya
(MPa)
(610)
(490)
psi
86,200
69,600
(MPa)
(595)
(480)
psi
94,200
75,300
(MPa)
(650)
(520)
psi
88,400
71,000
(MPa)
(610)
(490)
psi
86,200
69,600
(MPa)
(595)
(480)
3
/8-in. to /4-in. and M10 to
o
M12
Grade 31
16 DIN-EN 10263
3-5
X5CrNiM
Mo 17-12-2+AT
M16
16 DIN-EN 10263
3-5
Grade 31
X5CrNiM
Mo 17-12-2+AT
M20
16 DIN-EN 10263
3-5
Grade 31
X5CrNiM
Mo 17-12-2+AT
Steel propertie
es are minimum values and maximum values will vary due to the cold forming of t he rod.
Nuts of other grades
g
and styles having specifie
ed proof load stre
esses greater tha
an the specified g
are also suitable
e. Nuts must
grade and style a
have specified
d proof load stres
sses equal to or greater
g
than the minimum tensile
e strength of the specified threade
ed rod.
TABLE
T
3—SPEC
CIFICATIONS AN
ND PHYSICAL P
PROPERTIES O
OF COMMON
1
CARBON AN
ND STAINLESS STEEL THREAD
DED ROD MATE
ERIALS
Minimum
M
Minimum
M
specified
s
specified
s
yielld strength
ultimate
u
0.2
2 percent
strrength, futa
offset,
o
fya
T
THREADED RO
OD SPECIFICATION
2
CARBON STEEL
ASTM A19
93 Grade B7
1
≤ 2 /2 in. (≤
≤ 64 mm)
3
ASTM F56
68M Class 5.8
1
M5 ( /4 in.)) to M24 (1 in.)
(equivalent to ISO 898-1)
4
ISO 898-1 Class 5.8
4
ISO 898-1 Class 8.8
STAINLESS STEEL
5
1
ASTM F59
93 CW1 (316)
1
5
/4-in. to /8-in.
5
ASTM F59
93 CW2 (316)
3
1
/4-in. to 1 /2-in.
6
ISO 3506-1 A4-70
M8 – M24
6
ISO 3506-1 A4-50
M27 – M30
0
psi
125,000
105,000
(MPa)
(862)
(724)
psi
72,500
58,000
(MPa)
(500)
futa
ta/fya
Elongatio
on,
min.
7
percentt
Reduction
n
of Area,
min.
percent
Specificatio
on for nuts
1 .19
16
50
ASTM A563
3 Grade DH
1 .25
10
35
9
ASTM A563 Grade DH
(400)
MPa
500
400
(psi)
(72,500)
(58,000)
(
MPa
800
640
(psi)
(116,000)
(92,800)
(
psi
100,000
65,000
(MPa)
(689)
(448)
psi
85,000
45,000
(MPa)
(586)
(310)
MPa
700
450
(psi)
(101,500)
(65,250)
(
MPa
500
210
(psi)
(72,500)
(30,450)
(
8
DIN 934 (8-A2K)
1 .25
22
-
DIN 934 Grade 6
1 .25
12
52
DIN 934 Grade 8
1 .54
20
-
ASTM F594
1 .89
25
-
ASTM F594
1 .56
40
-
ISO 4
4032
2 .38
40
-
ISO 4
4032
Hilti HIT-HY 200
0 adhesive may be
b used in conjun
nction with all gra
ades of continuo
ously threaded ca
arbon or stainlesss steel rod (all-th
hread) that
comply with the code reference standards
s
and th
hat have thread characteristics
c
co
omparable with A
ANSI B1.1 UNC Coarse Thread S
Series or
ANSI B1.13M M Profile Metric Thread Series. Va
alues for threade
ed rod types and associated nuts supplied by Hiltii are provided he
ere.
2
Standard Speciffication for Alloy--Steel and Stainle
ess Steel Bolting
g Materials for Hiigh-Temperature
e Service
3
Standard Speciffication for Carbo
on and Alloy Stee
el Externally Thrreaded Metric Fa
asteners
4
Mechanical prop
perties of fastene
ers made of carb
bon steel and allo
oy steel – Part 1:: Bolts, screws an
nd studs
5
Standard Steel Specification
S
for Stainless Steel Bolts,
B
Hex Cap Screws,
S
and Stud
ds
6
Mechanical prop
perties of corrosiion-resistant stain
nless steel fasten
ners – Part 1: Bo
olts, screws and studs
7
Based on 2-in. (50
( mm) gauge le
ength except for A 193, which are
e based on a gau
uge length of 4d and ISO 898, which is based on
n 5d.
8
Nuts of other gra
ades and styles having specified proof load stresses greater than
n the specified grrade and style arre also suitable. N
Nuts must
have specified proof
p
load stresse
es equal to or greater than the minimum
m
tensile sstrength of the sp
pecified threaded
d rod.
9
Nuts for fractional rods.
E
ESR-3187 | Mo
ost Widely Acc
cepted and Trus
sted
Pag
ge 12 of 41
TABLE
T
4—SPEC
CIFICATIONS AN
ND PHYSICAL PROPERTIES
P
O
OF COMMON ST
TEEL REINFORC
CING BARS
R
REINFORCING BAR
B
SPECIFICA
ATION
1
A
ASTM A615 Gr. 60
1
A
ASTM A615 Gr. 40
2
A
ASTM A706 Gr. 60
3
D
DIN 488 BSt 500
0
4
C
CAN/CSA-G30.18 Gr. 400
Mini mum specified ultimate
strength, futta
M
Minimum speciffied yield
strength, fya
60,000
ps
si
90,000
(MP
Pa)
(620)
(414)
ps
si
60,000
40,000
(MP
Pa)
(414)
(276)
ps
si
80,000
60,000
(MP
Pa)
(550)
(414)
MP
Pa
550
500
(ps
si)
(79,750)
(72,500)
MP
Pa
540
400
(ps
si)
(78,300)
(58,000)
1
S
Standard Specific
cation for Deform
med and Plain Ca
arbon Steel Bars for Concrete Re
einforcement
S
Standard Specific
cation for Low Allloy Steel Deform
med and Plain Ba
ars for Concrete R
Reinforcement
3
R
Reinforcing steel;; reinforcing stee
el bars; dimension
ns and masses
4
B
Billet-Steel Bars for
f Concrete Rein
nforcement
2
TABLE 5—
—SPECIFICATIO
ONS AND PHYS
SICAL PROPERT
TIES OF FRACT
TIONAL AND ME
ETRIC HIS-N AN
ND HIS-RN INSE
ERTS
H
HILTI HIS-N AND
D HIS-RN INSER
RTS
C
Carbon Steel
D
DIN EN 10277-3 11SMnPb30+c or
o DIN
1
1561 9SMnPb28K
3
/8-in. and M8 to M10
C
Carbon Steel
D
DIN EN 10277-3 11SMnPb30+c or
o DIN
1
1561 9SMnPb28K
1
3
/2 to /4-in. and M12
M to M20
S
Stainless Steel
E
EN 10088-3 X5C
CrNiMo 17-12-2
Minimum
M
speciffied ultimate
strength
h, futa
Minimum s
specified yield s
strength, fya
psi
71,05
50
59,450
(M
MPa)
(490))
(410)
psi
66,70 0
54,375
(M
MPa)
(460))
(375)
psi
101,50
00
50,750
(M
MPa)
(700))
(350)
TABLE 6—SPECIFICAT
6
TIONS AND PHY
YSICAL PROPE RTIES OF COM
MMON BOLTS, C
CAP
1,2
SCREWS AND
D STUDS FOR USE WITH HIS-N
N AND HIS-RN IN
NSERTS
BO
OLT, CAP SCRE
EW OR STUD
SP
PECIFICATION
3
Minimum
specified
ultimate
stren
ngth futa
Min
nimum
spe
ecified
yield strength
0.2 percent
p
offfset fya
psi
120
0,000
92
2,000
(MPa)
(8
828)
(634)
psi
120
0,000
92
2,000
(MPa)
(8
828)
(634)
psi
110
0,000
95
5,000
S
SAE J429 Grade
e5
4 1
A
ASTM A325 /2 to 1-in.
5
A
ASTM A193 Gra
ade B8M (AISI
3
316) for use with HIS-RN
5
A
ASTM A193 Gra
ade B8T (AISI
3
321) for use with HIS-RN
1
(MPa)
(7
759)
(655)
psi
125
5,000
10
00,000
(MPa)
(8
862)
(690)
futa//fya
Elongatio
on,
min.
Reduction
n
of Area,
min.
Specificatio
on for nuts
1.3
30
14
35
SAE J995
1.3
30
14
35
A563 C, C
C3, D, DH,
DH3 He
eavy Hex
1.1
16
15
45
ASTM
M F594
Alloy Grou
up 1, 2 or 3
1.2
25
12
35
ASTM
M F594
Alloy Grou
up 1, 2 or 3
7
7
M
Minimum Grade 5 bolts, cap screw
ws or studs must be used with ca
arbon steel HIS iinserts.
O
Only stainless ste
eel bolts, cap scrrews or studs mu
ust be used with HIS-RN inserts.
3
M
Mechanical and Material
M
Requirem
ments for Extern
nally Threaded Fa
asteners
4
S
Standard Specific
cation for Structu
ural Bolts, Steel, Heat Treated, 12
20/105 ksi Minim
mum Tensile Stre
ength
5
S
Standard Specific
cation for Alloy-S
Steel and Stainles
ss Steel Bolting Materials
M
for Hig
gh-Temperature S
Service
6
N
Nuts must have specified
s
minimum proof load stre
ess equal to or greater than the sspecified minimu m full-size tensile strength of the
e specified
sstud.
7
N
Nuts for stainless
s steel studs mus
st be of the same
e alloy group as the
t specified boltt, cap screw, or sstud.
2
6
E
ESR-3187 | Mo
ost Widely Acc
cepted and Trus
sted
Pag
ge 13 of 41
Fractional and Metric HIT--Z and HIT-Z-R
Anchor Rod
d
Steel Sttrength
TABL
LE 7—STEEL DE
ESIGN INFORMATION FOR FR
RACTIONAL AND
D METRIC HIT-Z
Z AND HIT-Z-R A
ANCHOR RODS
S
D
DESIGN
IN
NFORMATION
R
Rod O.D.
STAINLESS STEEL
CARBON STEEL
R
Rod effective cros
ssse
ectional area
Nominal
N
Rod Dia. (in.) Fraction
nal
Symbol
Units
3
/8
d
Ase
1
5
/2
3
/8
Nominal Rod Dia. (mm) Metric
Units
/4
10
2
16
20
in.
0.3
375
0.5
0.625
0
0.75
mm
10
12
16
20
(mm)
(9..5)
(12.7)
(15.9)
(1
19.1)
(in.)
(0.39)
(0
0.47)
(0.63)
(0.79)
0.07
775
0.1419
0.2260
0. 3340
mm
58.0
8
84.3
157.0
245.0
in.
2
2
2
2
(mm )
(50)
(92)
(146)
(2
216)
(in. )
(0.090)
(0.131)
(0.243))
(0.380)
lb
7,3
306
13,377
21,306
31
1,472
kN
37.7
5
54.8
95.8
145.8
(kN)
(32
2.5)
(59.5)
(94.8)
(1 40.0)
(lb)
(8,475)
(12
2,318)
(21,529
9)
(32,770)
lb
3,2
215
5,886
9,375
13
3,848
kN
16.6
2
24.1
42.2
64.2
(kN)
(14
4.3)
(26.2)
(41.7)
(6
61.6)
(lb)
(3,729)
(5,420)
(9,476))
(14,421)
V,seis
-
1..0
-
1.0
Strength reduction
2
sion
factor for tens

-
0.65
-
0.65
Strength reduction
2
factor for shea
ar

-
0.60
-
0.60
Nominal stren
ngth
as governed by
b
1
steel strength
Reduction for
seismic shearr
Nominal stren
ngth
as governed by
b
1
steel strength
Nsa
Vsa
Nsa
0.65
0.65
lb
7,3
306
13,377
21,306
31
1,472
kN
37.7
5
54.8
95.8
145.8
(kN)
(32
2.5)
(59.5)
(94.8)
(1 40.0)
(lb)
(8,475)
(12
2,318)
(21,529
9)
(32,770)
lb
4,3
384
8,026
12,783
18
8,883
kN
22.6
3
32.9
57.5
87.5
(kN)
(19
9.5)
(35.7)
(56.9)
(8
84.0)
(lb)
(5,085)
(7,391)
(12,922
2)
(19,666)
V,seis
-
1..0
0.75
-
1.0
0
0.75
Strength reduction
2
factor for tens
sion

-
0.65
-
0.65
Strength reduction
2
factor for shea
ar

-
0.60
-
0.60
Reduction for
seismic shearr
Vsa
0.65
Fo
or SI: 1 inch ≡ 25.4 mm, 1 lbf = 4.4
448 N, 1 psi = 0..006897 MPa.
Fo
or pound-inch uniits: 1 mm = 0.039
937 inches, 1 N = 0.2248 lbf, 1 MPa
M = 145.0 psi
1
12
S
Steel properties are
a minimum valu
ues and maximum
m values will varry due to the cold
d forming of the rrod.
For use with the lo
oad combinations of ACI 318-11 Section 9.2, as set
s forth in ACI 3
318-11 D.4.3.
0.65
E
ESR-3187 | Mo
ost Widely Acc
cepted and Trus
sted
Pag
ge 14 of 41
Fractional and Metric HIIT-Z and HIT-Z-R
R
Anchor Ro
od
Con
ncrete Breakoutt Strength
Ca
arbide Bit or
Hilti Hollow Carbide Bit or
Diam
mond Core Bit
CONCRETE BR
REAKOUT DESIG
GN INFORMATIO
ON FOR U.S. CU
USTOMARY UN
NIT HIT-Z AND H
HIT-Z-R ANCHOR
R ROD
TABLE 8—C
1
IN HOLES DR
RILLED WITH A HAMMER DRIL
LL AND CARBID
DE BIT (OR HILT
TI HOLLOW CA
ARBIDE DRILL B
BIT) OR A CORE
E DRILL
Nominal Rod Dia.
D (in.) Fractio
onal
D
DESIGN
IN
NFORMATION
Symb
bol
Units
3
1
/8
E
Effectiveness fac
ctor for
ccracked concrete
e
kc,crr
E
Effectiveness fac
ctor for
u
uncracked concre
ete
kc,unccr
M
Minimum embedm
ment
3
d
depth
hef,min
M
Maximum embed
dment
3
d
depth
hef,maax
10
12
SI
7.1
(SI)
(7.1)
(in-lb)
(17)
in-lb
24
SI
10
(SI)
(10)
(in-lb)
(24)
16
20
in.
2 /8
3
2 /4
3
3 /4
3
4
mm
60
70
96
100
(mm)
(60)
(70)
(95)
(102)
(in.)
(2.4)
((2.8)
(3.8)
(3.9)
in.
4 /2
1
6
7 /2
1
8 /2
1
mm
120
144
192
220
(mm)
(114)
(152)
(190)
(216)
(in.)
(4.7)
((5.7)
(7.6)
(8.7)
-
M
Min. edge distanc
ce
cminn
in.
hmin,2
Nominall Rod Dia. (mm)) Metric
Units
/4
17
sminn
hmin,1
3
/8
in-lb
M
Min. anchor spac
cing
M
Minimum concrette
th
hickness
3
H
Hole condition 1
M
Minimum concrette
th
hickness
3
H
Hole condition 2
C
Critical edge dista
ance –
ssplitting
(ffor uncracked co
oncrete)
5
/2
See Section 4..1.9.1 of this repo
ort.
nchor
Pre-calculated
P
co
ombinations of an
spacing
s
and edge
e distance are givven in
Table 9 of
o this report.
1
-
hef + 2 /4
hef + 4
mm
(mm)
(hef + 57)
(hef + 10
02)
in.
hef + 1 /4 > 4
hef + 1 /4
(mm)
(h
( ef + 32 > 100)
(hef + 45
5)
1
3
See Section 4.1.9.1 of thiss report.
Pre-calculatted combinationss of anchor
spacing and edge distance a
are given in
Tab
ble 9 of this report.
hef + 60
0
heef + 100
(in.)
(hef + 2.4
4)
(heef + 3.9)
mm
hef + 30 > 1
100
hef + 45
(in.)
(hef + 1.25 > 3.9)
(heef + 1.8)
cac
-
See Section 4.1.10.1 of this rep
port
-
See Section 4.1.10.1 of th
his report
S
Strength reductio
on factor
fo
or tension, concrrete
fa
ailure modes,
2
C
Condition B

-
0.65
-
0.65
S
Strength reductio
on factor
fo
or shear, concrette
fa
ailure modes,
2
C
Condition B

-
0.70
-
0.70
Fo
or SI: 1 inch ≡ 25
5.4 mm, 1 lbf = 4..448 N, 1 psi = 0.006897 MPa.
Fo
or pound-inch units: 1 mm = 0.03937 inches, 1 N = 0.2248 lbf, 1 MPa
M = 145.0 psi
1
2
3
A
Additional setting information is de
escribed in Figurre 9, Manufacture
ers Printed Insta
allation Instruction
ns (MPII).
V
Values provided for
f post-installed anchors under Condition
C
B witho
out supplementa
ary reinforcementt as defined in ACI 318-11 Sectio
on D.4.3.
B
Borehole conditio
on is described in
n Figure 5 below..
Hole Condition
n 1 → non-clea
aned hole
Hole Condition
n 2 → drilling d
dust is completelly removed
FIGURE 5–-BOREHOLE SE
ETTING CONDIT
TIONS FOR HILT
TI HIT-Z AND HIT-Z-R ANCHOR
R RODS
ESR-3187 | Most Widely Accepted and Trusted
Page 15 of 41
TABLE 9—PRE-CALCULATED EDGE DISTANCE AND SPACING COMBINATIONS FOR HILTI HIT-Z AND HIT-Z-R RODS
DESIGN INFORMATION
Symbol
Rod O.D.
d
Effective embedment
hef
-
Minimum concrete thickness
h
CRACKED
CONCRETE
UNCRACKED
CONCRETE
Drilled hole condition1
Minimum edge and
spacing
Case 1 2
Minimum edge and
spacing
Case 2 2
Minimum edge and
spacing
Case 1 2
Minimum edge and
spacing
Case 2 2
DESIGN INFORMATION
cmin,1
smin,1
cmin,2
smin,2
cmin,1
smin,1
cmin,2
smin,2
Symbol
Rod O.D.
d
Effective embedment
hef
-
Minimum concrete thickness
h
CRACKED
CONCRETE
UNCRACKED
CONCRETE
Drilled hole condition1
Minimum edge and
spacing
Case 1 2
Minimum edge and
spacing
Case 2 2
Minimum edge and
spacing
Case 1 2
Minimum edge and
spacing
Case 2 2
DESIGN INFORMATION
cmin,1
smin,1
cmin,2
smin,2
cmin,1
smin,1
cmin,2
smin,2
Symbol
Rod O.D.
d
Effective embedment
hef
Drilled hole condition1
-
CRACKED
CONCRETE
UNCRACKED
CONCRETE
Minimum concrete thickness
Minimum edge and
spacing
Case 1 2
Minimum edge and
spacing
Case 2 2
Minimum edge and
spacing
Case 1 2
Minimum edge and
spacing
Case 2 2
h
cmin,1
smin,1
cmin,2
smin,2
cmin,1
smin,1
cmin,2
smin,2
Units
in.
(mm)
in.
(mm)
in.
(mm)
in.
(mm)
in.
(mm)
in.
(mm)
in.
(mm)
in.
(mm)
in.
(mm)
in.
(mm)
in.
(mm)
Units
in.
(mm)
in.
(mm)
in.
(mm)
in.
(mm)
in.
(mm)
in.
(mm)
in.
(mm)
in.
(mm)
in.
(mm)
in.
(mm)
in.
(mm)
Units
in.
(mm)
in.
(mm)
in.
(mm)
in.
(mm)
in.
(mm)
in.
(mm)
in.
(mm)
in.
(mm)
in.
(mm)
in.
(mm)
in.
(mm)
2
4
(102)
31 / 8
(79)
91 / 8
(232)
55 / 8
(143)
17 / 8
(48)
21 / 8
(54)
63 / 8
(162)
35 / 8
(92)
17 / 8
(48)
Nominal Rod Diameter (in.) – Fractional
3
/8
(9.5)
3
3
3 /8
2 /8
(60)
(86)
1 or 2
2
1 or 2
2
53/4
45/8
55/8
63/8
53/4
4 5/ 8
(117)
(146)
(117)
(143)
(162)
(146)
23/4
21/4
23/4
21/4
2
21/4
(70)
(57)
(70)
(57)
(51)
(57)
73/4
61/8
73/4
61/2
55/8
61/8
(197)
(156)
(197)
(165)
(143)
(156)
43/4
33/4
43/4
37/8
31/4
33/4
(121)
(95)
(121)
(98)
(83)
(95)
17/8
17/8
17/8
17/8
17/8
17/8
(48)
(48)
(48)
(48)
(48)
(48)
17/8
17/8
17/8
17/8
17/8
17/8
(48)
(48)
(48)
(48)
(48)
(48)
51/2
41/4
51/2
31/2
25/8
31/4
(140)
(108)
(140)
(89)
(67)
(83)
31/8
23/8
31/8
21/2
21/8
23/8
(79)
(60)
(79)
(64)
(54)
(60)
17/8
17/8
17/8
17/8
17/8
17/8
(48)
(48)
(48)
(48)
(48)
(48)
2
4
(102)
51 / 8
(130)
147/8
(378)
91 / 4
(235)
21 / 2
(64)
35 / 8
(92)
107/8
(276)
61 / 2
(165)
21 / 2
(64)
Nominal Rod Diameter (in.) – Fractional
1
/2
(12.7)
3
1
4 /2
2- /4
(70)
(114)
1 or 2
2
1 or 2
2
53/4
63/4
81/4
71/4
5
7 1/ 8
(127)
(181)
(146)
(171)
(210)
(184)
41/8
27/8
35/8
3
21/2
27/8
(105)
(73)
(92)
(76)
(64)
(73)
117/8
85/8
101/4
9
71/4
81/8
(302)
(219)
(260)
(229)
(184)
(206)
71/4
47/8
61/4
51/4
41/8
43/4
(184)
(124)
(159)
(133)
(105)
(121)
21/2
21/2
21/2
21/2
21/2
21/2
(64)
(64)
(64)
(64)
(64)
(64)
3
21/2
25/8
21/2
21/2
21/2
(76)
(64)
(67)
(64)
(64)
(64)
81/2
6
73/8
51/2
31/8
41/2
(216)
(152)
(187)
(140)
(79)
(114)
5
31/4
41/4
31/2
23/4
31/4
(127)
(83)
(108)
(89)
(70)
(83)
21/2
21/2
21/2
21/2
21/2
21/2
(64)
(64)
(64)
(64)
(64)
(64)
2
51/ 2
(140)
61 / 4
(159)
183/8
(467)
113/8
(289)
31 / 8
(79)
45 / 8
(117)
137/8
(352)
81 / 4
(210)
31 / 8
(79)
Nominal Rod Diameter (in.) – Fractional
5
/8
(15.9)
3
5
5 /8
3 /4
(95)
(143)
1 or 2
2
1 or 2
2
73/4
93/8
73/8
95/8
101/2
91/4
(197)
(238)
(187)
(244)
(267)
(235)
41/2
33/4
45/8
35/8
31/4
33/4
(114)
(95)
(117)
(92)
(83)
(95)
127/8
105/8
137/8
103/8
93/4
107/8
(327)
(270)
(352)
(264)
(248)
(276)
73/4
61/4
81/4
61/8
51/2
63/8
(197)
(159)
(210)
(156)
(140)
(162)
31/8
31/8
31/8
31/8
31/8
31/8
(79)
(79)
(79)
(79)
(79)
(79)
33/8
31/8
31/2
31/8
31/8
31/8
(86)
(79)
(89)
(79)
(79)
(79)
91/2
83/4
101/8
61/2
53/8
71/8
(241)
(222)
(257)
(165)
(137)
(181)
51/2
43/8
57/8
41/4
37/8
41/2
(140)
(111)
(149)
(108)
(98)
(114)
31/8
31/8
31/8
31/8
31/8
31/8
(79)
(79)
(79)
(79)
(79)
(79)
For SI: 1 inch ≡ 25.4 mm
1
See Figure 5 for description of drilled hole condition.
2
Linear interpolation is permitted to establish an edge distance and spacing combination between case 1 and case 2.
Linear interpolation for a specific edge distance c, where cmin,1 < c < cmin,2, will determine the permissible spacing, s, as follows:
s  smin,2 
smin,1  smin,2 
cmin,1  cmin,2  c  cmin,2 
41/2
(114)
1 or 2
63/4
(171)
17/8
(48)
53/8
(137)
31/8
(79)
17/8
(48)
17/8
(48)
2
(51)
2
(51)
17/8
(48)
73/8
(187)
17/8
(48)
41/2
(114)
23/4
(70)
17/8
(48)
17/8
(48)
17/8
(48)
17/8
(48)
17/8
(48)
6
(152)
1 or 2
81/4
(210)
21/2
(64)
71/4
(184)
41/8
(105)
21/2
(64)
21/2
(64)
31/8
(79)
23/4
(70)
21/2
(64)
93/4
(248)
21/2
(64)
5
(127)
33/8
(86)
21/2
(64)
21/2
(64)
21/2
(64)
21/2
(64)
21/2
(64)
71/2
(191)
1 or 2
111/2
(292)
31/8
(79)
83/8
(213)
47/8
(124)
31/8
(79)
31/8
(79)
37/8
(98)
33/8
(86)
31/8
(79)
121/4
(311)
31/8
(79)
73/8
(187)
45/8
(117)
31/8
(79)
31/8
(79)
31/8
(79)
31/8
(79)
31/8
(79)
ESR-3187 | Most Widely Accepted and Trusted
Page 16 of 41
TABLE 9—PRE-CALCULATED EDGE DISTANCE AND SPACING COMBINATIONS FOR HILTI HIT-Z AND HIT-Z-R RODS (Continued)
DESIGN INFORMATION
Symbol
Rod O.D.
d
Effective embedment
hef
Drilled hole condition1
-
CRACKED
CONCRETE
UNCRACKED
CONCRETE
Minimum concrete thickness
h
cmin,1
Minimum edge and
spacing
Case 1 2
smin,1
cmin,2
Minimum edge and
spacing
Case 2 2
smin,2
cmin,1
Minimum edge and
spacing
Case 1 2
smin,1
cmin,2
Minimum edge and
spacing
Case 2 2
smin,2
DESIGN INFORMATION
Symbol
Rod O.D.
d
Effective embedment
hef
Drilled hole condition1
-
CRACKED
CONCRETE
UNCRACKED
CONCRETE
Minimum concrete thickness
h
cmin,1
Minimum edge and
spacing
Case 1 2
smin,1
cmin,2
Minimum edge and
spacing
Case 2 2
smin,2
cmin,1
Minimum edge and
spacing
Case 1 2
smin,1
cmin,2
Minimum edge and
spacing
Case 2 2
smin,2
DESIGN INFORMATION
Symbol
Rod O.D.
d
Effective embedment
hef
-
Minimum concrete thickness
h
CRACKED
CONCRETE
UNCRACKED
CONCRETE
Drilled hole condition1
cmin,1
Minimum edge and
spacing
Case 1 2
smin,1
cmin,2
Minimum edge and
spacing
Case 2 2
smin,2
cmin,1
Minimum edge and
spacing
Case 1 2
smin,1
cmin,2
Minimum edge and
spacing
Case 2 2
smin,2
Units
in.
(mm)
in.
(mm)
in.
(mm)
in.
(mm)
in.
(mm)
in.
(mm)
in.
(mm)
in.
(mm)
in.
(mm)
in.
(mm)
in.
(mm)
Units
mm
(in.)
mm
(in.)
mm
(in.)
mm
(in.)
mm
(in.)
mm
(in.)
mm
(in.)
mm
(in.)
mm
(in.)
mm
(in.)
mm
(in.)
Units
mm
(in.)
mm
(in.)
mm
(in.)
mm
(in.)
mm
(in.)
mm
(in.)
mm
(in.)
mm
(in.)
mm
(in.)
mm
(in.)
mm
(in.)
2
53/ 4
(146)
93 / 4
(248)
283/4
(730)
181/8
(460)
33 / 4
(95)
71 / 4
(184)
213/4
(552)
131/4
(337)
33 / 4
(95)
Nominal Rod Diameter (in.) – Fractional
3
/4
(19.1)
4
63/ 4
(102)
(171)
1 or 2
2
1 or 2
2
8
111/2
81/2
103/4
131/8
101/4
(203)
(292)
(216)
(273)
(333)
(260)
7
5
65/8
51/4
41/4
51/2
(178)
(127)
(168)
(133)
(108)
(140)
205/8
14
193/8
151/4
125/8
16
(524)
(356)
(492)
(387)
(321)
(406)
125/8
81/2
117/8
91/8
71/4
95/8
(321)
(216)
(302)
(232)
(184)
(244)
33/4
33/4
33/4
33/4
33/4
33/4
(95)
(95)
(95)
(95)
(95)
(95)
51/4
41/8
5
4
33/4
41/8
(133)
(105)
(127)
(102)
(95)
(105)
151/2
121/4
141/2
113/8
9
121/8
(394)
(311)
(368)
(289)
(229)
(308)
91/4
6
85/8
65/8
51/8
7
(235)
(152)
(219)
(168)
(130)
(178)
3
3
3
3
3
3 /4
3 /4
3 /4
3 /4
3 /4
33/4
(95)
(95)
(95)
(95)
(95)
(95)
156
(6.14)
64
(2.52)
187
(7.36)
110
(4.33)
50
(1.97)
52
(2.05)
150
(5.91)
74
(2.91)
50
(1.97)
Nominal Rod Diameter (mm) – Metric
10
(0.39)
90
(3.54)
2
1 or 2
120
150
176
(4.72)
(5.91)
(6.91)
83
66
57
(3.27)
(2.60)
(2.24)
244
197
166
(9.61)
(7.76)
(6.54)
148
115
96
(5.83)
(4.53)
(3.78)
50
50
50
(1.97)
(1.97)
(1.97)
59
50
50
(2.32)
(1.97)
(1.97)
174
131
106
(6.85)
(5.16)
(4.17)
101
77
64
(3.98)
(3.03)
(2.52)
50
50
50
(1.97)
(1.97)
(1.97)
1 or 2
130
184
(5.12)
(7.24)
107
76
(4.21)
(2.99)
320
225
(12.60)
(8.86)
194
131
(7.64)
(5.16)
60
60
(2.36)
(2.36)
78
62
(3.07)
(2.44)
232
186
(9.13)
(7.32)
136
90
(5.35)
(3.54)
60
60
(2.36)
(2.36)
Nominal Rod Diameter (mm) – Metric
12
(0.47)
108
(4.25)
2
1 or 2
138
168
209
(5.43)
(6.61)
(8.21)
101
83
67
(3.98)
(3.27)
(2.64)
300
247
199
(11.81)
(9.72)
(7.83)
181
146
114
(7.13)
(5.75)
(4.49)
60
60
60
(2.36)
(2.36)
(2.36)
74
61
60
(2.91)
(2.40)
(2.36)
217
178
126
(8.54)
(7.01)
(4.96)
127
101
77
(5.00)
(3.98)
(3.03)
60
60
60
(2.36)
(2.36)
(2.36)
60
(2.36)
2
100
(3.94)
99
(3.90)
295
(11.61)
181
(7.13)
50
(1.97)
71
(2.80)
209
(8.23)
124
(4.88)
50
(1.97)
1 or 2
120
(4.72)
83
(3.27)
244
(9.61)
148
(5.83)
50
(1.97)
59
(2.32)
174
(6.85)
101
(3.98)
50
(1.97)
70
(2.76)
2
100
(3.94)
139
(5.47)
416
(16.38)
258
(10.16)
60
(2.36)
101
(3.98)
303
(11.93)
182
(7.17)
60
(2.36)
81/2
(216)
1 or 2
121/2
(318)
41/2
(114)
131/4
(337)
73/4
(197)
33/4
(95)
33/4
(95)
83/4
(222)
51/2
(140)
33/4
(95)
120
(4.72)
2
150
(5.91)
66
(2.60)
197
(7.76)
115
(4.53)
50
(1.97)
50
(1.97)
131
(5.16)
77
(3.03)
50
(1.97)
1 or 2
180
(7.09)
55
(2.17)
164
(6.46)
93
(3.66)
50
(1.97)
50
(1.97)
84
(3.31)
62
(2.44)
50
(1.97)



197
(7.74)
51
(2.01)
148
(5.83)
84
(3.31)
50
(1.97)
50
(1.97)
66
(2.60)
55
(2.17)
50
(1.97)
144
(5.67)
2
174
(6.85)
80
(3.15)
239
(9.41)
140
(5.51)
60
(2.36)
60
(2.36)
168
(6.61)
96
(3.78)
60
(2.36)
1 or 2
204
(8.03)
68
(2.68)
204
(8.03)
116
(4.57)
60
(2.36)
60
(2.36)
117
(4.61)
79
(3.11)
60
(2.36)
For SI: 1 inch ≡ 25.4 mm
1
See Figure 5 for description of drilled hole condition.
2
Linear interpolation is permitted to establish an edge distance and spacing combination between case 1 and case 2.
Linear interpolation for a specific edge distance c, where cmin,1 < c < cmin,2, will determine the permissible spacing, s, as follows:
s
 smin,2
c  cmin,2
s  smin,2  min,1
cmin,1  cmin,2


141/2
(368)
4
(102)
11
(279)
61/2
(165)
33/4
(95)
33/4
(95)
61/2
(165)
41/2
(114)
33/4
(95)
234
(9.21)
60
(2.36)
176
(6.93)
99
(3.90)
60
(2.36)
60
(2.36)
79
(3.11)
67
(2.64)
60
(2.36)
ESR-3187 | Most Widely Accepted and Trusted
Page 17 of 41
TABLE 9—PRE-CALCULATED EDGE DISTANCE AND SPACING COMBINATIONS FOR HILTI HIT-Z AND HIT-Z-R RODS (Continued)
DESIGN INFORMATION
Symbol
Rod O.D.
d
Effective embedment
Drilled hole condition
hef
1
-
CRACKED
CONCRETE
UNCRACKED
CONCRETE
Minimum concrete thickness
Minimum edge and
spacing
Case 1 2
Minimum edge and
spacing
Case 2 2
Minimum edge and
spacing
Case 1 2
Minimum edge and
spacing
Case 2 2
DESIGN INFORMATION
h
cmin,1
smin,1
cmin,2
smin,2
cmin,1
smin,1
cmin,2
smin,2
Symbol
d
Effective embedment
hef
Drilled hole condition1
-
Minimum concrete thickness
h
CRACKED
CONCRETE
UNCRACKED
CONCRETE
Rod O.D.
Minimum edge and
spacing
Case 1 2
Minimum edge and
spacing
Case 2 2
Minimum edge and
spacing
Case 1 2
Minimum edge and
spacing
Case 2 2
cmin,1
smin,1
cmin,2
smin,2
cmin,1
smin,1
cmin,2
smin,2
Units
mm
(in.)
mm
(in.)
mm
(in.)
mm
(in.)
mm
(in.)
mm
(in.)
mm
(in.)
mm
(in.)
mm
(in.)
mm
(in.)
mm
(in.)
Units
mm
(in.)
mm
(in.)
mm
(in.)
mm
(in.)
mm
(in.)
mm
(in.)
mm
(in.)
mm
(in.)
mm
(in.)
mm
(in.)
mm
(in.)
2
141
(5.55)
158
(6.22)
473
(18.62)
289
(11.38)
80
(3.15)
116
(4.57)
343
(13.50)
204
(8.03)
80
(3.15)
Nominal Rod Diameter (mm) – Metric
16
(0.63)
96
144
(3.78)
(5.67)
1 or 2
2
1 or 2
2
196
237
189
244
269
237
(7.72)
(9.33)
(7.44)
(9.61)
(10.57)
(9.33)
114
94
118
92
83
94
(4.49)
(3.70)
(4.65)
(3.62)
(3.27)
(3.70)
339
281
352
271
248
281
(13.35)
(11.06)
(13.86)
(10.67)
(9.76)
(11.06)
201
161
209
156
139
161
(7.91)
(6.34)
(8.23)
(6.14)
(5.47)
(6.34)
80
80
80
80
80
80
(3.15)
(3.15)
(3.15)
(3.15)
(3.15)
(3.15)
83
80
86
80
80
80
(3.27)
(3.15)
(3.39)
(3.15)
(3.15)
(3.15)
248
211
258
160
129
171
(9.76)
(8.31)
(10.16)
(6.30)
(5.08)
(6.73)
139
111
146
107
95
111
(5.47)
(4.37)
(5.75)
(4.21)
(3.74)
(4.37)
80
80
80
80
80
80
(3.15)
(3.15)
(3.15)
(3.15)
(3.15)
(3.15)
2
145
(5.71)
235
(9.25)
702
(27.64)
436
(17.17)
100
(3.94)
176
(6.93)
526
(20.71)
318
(12.52)
100
(3.94)
Nominal Rod Diameter (mm) – Metric
20
(0.79)
100
180
(3.94)
(7.09)
1 or 2
2
1 or 2
2
200
282
225
280
335
265
(7.87)
(11.08)
(8.86)
(11.02)
(13.17)
(10.43)
170
121
152
122
103
129
(6.69)
(4.76)
(5.98)
(4.80)
(4.06)
(5.08)
511
362
451
363
301
383
(20.12)
(14.25)
(17.76)
(14.29)
(11.85)
(15.08)
307
209
269
210
170
224
(12.09)
(8.23)
(10.59)
(8.27)
(6.69)
(8.82)
100
100
100
100
100
100
(3.94)
(3.94)
(3.94)
(3.94)
(3.94)
(3.94)
128
102
114
100
100
100
(5.04)
(4.02)
(4.49)
(3.94)
(3.94)
(3.94)
380
298
337
246
163
277
(14.96)
(11.73)
(13.27)
(9.69)
(6.42)
(10.91)
222
148
193
149
119
159
(8.74)
(5.83)
(7.60)
(5.87)
(4.69)
(6.26)
100
100
100
100
100
100
(3.94)
(3.94)
(3.94)
(3.94)
(3.94)
(3.94)
192
(7.56)
1 or 2
292
312
(11.50)
(12.28)
80
80
(3.15)
(3.15)
217
188
(8.54)
(7.40)
126
116
(4.96)
(4.57)
80
80
(3.15)
(3.15)
80
80
(3.15)
(3.15)
94
81
(3.70)
(3.19)
85
80
(3.35)
(3.15)
80
80
(3.15)
(3.15)
220
(8.66)
1 or 2
320
370
(12.60)
(14.57)
107
100
(4.21)
(3.94)
317
252
(12.48)
(9.92)
180
151
(7.09)
(5.94)
100
100
(3.94)
(3.94)
100
100
(3.94)
(3.94)
178
113
(7.01)
(4.45)
126
105
(4.96)
(4.13)
100
100
(3.94)
(3.94)
For SI: 1 inch ≡ 25.4 mm
1
See Figure 5 for description of drilled hole condition.
2
Linear interpolation is permitted to establish an edge distance and spacing combination between case 1 and case 2.
Linear interpolation for a specific edge distance c, where cmin,1 < c < cmin,2, will determine the permissible spacing, s, as follows:
s ≥ smin2 +
smin1 - smin2
cmin1 - cmin2
c- cmin2
E
ESR-3187 | Mo
ost Widely Acc
cepted and Trus
sted
Pag
ge 18 of 41
Fractional and
a
Metric HIT-Z
Z and HIT-Z-R
Anchor Rod
Pullout Sttrength
Carbide Bit or
Hil ti Hollow Carbid
de Bit or
Diamond Core
e Bit
TABLE 10—
—PULLOUT STR
RENGTH DESIGN INFORMATIO
ON FOR FRACTIIONAL AND MET
TRIC HILTI HIT--Z AND HIT-Z-R RODS
1
IN HOLES DR
RILLED WITH A HAMMER DRIL
LL AND CARBID
DE BIT (OR HILT
TI HOLLOW CA
ARBIDE DRILL B
BIT) OR A CORE
E DRILL
D
DESIGN
IN
NFORMATION
M
Minimum embedm
ment
d
depth
Permissible
installation
conditions
Temperature
2
range C
Temperature
2
range B
Temperature
2
range A
M
Maximum embed
dment
d
depth
Nominal Rod Dia. (in.) Fraction
nal
Symb
bol
hef,min
hef,maax
Np,ccr
Pullout strength
s
in uncra
acked
concrete
e
Np,unncr
Pullout strength
s
in cracked
concrete
e
Np,ccr
Pullout strength
s
in uncra
acked
concrete
e
Np,unncr
Pullout strength
s
in cracked
concrete
e
Np,ccr
Pullout strength
s
in uncra
acked
concrete
e
Np,unncr
R
Reduction for seismic
te
ension
3
/8
Pullout strength
s
in cracked
e
concrete
Dry conc
crete,
water sa
aturated
concrete
e
Units
1
5
/2
3
/8
Nominal R
Rod Dia. (mm) M
Metric
Units
/4
10
1
12
16
20
mm
60
7
70
96
100
(1 02)
(in.)
(2.4)
(2.8)
(3.8)
(3.9)
8 /2
1
mm
120
14
44
192
220
(190)
(2
216)
(in.)
(4.7)
(5.7)
(7.6)
(8.7)
10,936
21,391
27,,930
kN
39.1
43
3.8
98.0
127.9
(3
35.4)
(48.6)
(95.1)
(12
24.2)
(lb)
(8,790)
(9,8
847)
(22,032))
(28,754)
lb
7,952
11,719
21,391
28,,460
kN
39.1
46
6.9
98.0
130.3
(kN)
(3
35.4)
(52.1)
(95.1)
(12
26.6)
(lb)
(8,790)
(10,545)
(22,028))
(29,293)
lb
7,952
10,936
21,391
27,,930
kN
39.1
43
3.8
98.0
127.9
(kN)
(3
35.4)
(48.6)
(95.1)
(12
24.2)
(lb)
(8,790)
(9,8
847)
(22,032))
(28,754)
lb
7,952
11,719
21,391
28,,460
kN
39.1
46
6.9
98.0
130.3
(kN)
(3
35.4)
(52.1)
(95.1)
(12
26.6)
(lb)
(8,790)
(10,545)
(22,028))
(29,293)
lb
7,182
9,877
19,321
25,,227
kN
35.3
39
9.5
88.5
115.5
(kN)
(3
31.9)
(43.9)
(85.9)
(11
12.2)
(lb)
(7,936)
(8,8
880)
(19,897))
(25,967)
lb
7,182
10,585
19,321
25,,705
kN
35.3
42
2.4
88.5
117.7
(kN)
(3
31.9)
(47.1)
(85.9)
(11
14.3)
(lb)
(7,936)
(9,5
532)
(19,897))
(26,461)
in.
3
2 /8
3
2 /4
3
3 /4
4
(mm)
(60)
(
(70)
(95)
in.
4 /2
1
6
7 /2
1
(mm)
(1
114)
(152)
lb
7,952
(kN)
Anchor
Catego
ory
-
1
-
1
d, ws
w
-
0.65
0
-
0.65
N,seeis
-
0.94
0
1.0
-
1.0
0.89
1.0
Fo
or SI: 1 inch ≡ 25.4 mm, 1 lbf = 4.448 N, 1 psi = 0.006897 MPa.
Fo
or pound-inch units: 1 mm = 0.039
937 inches, 1 N = 0.2248 lbf, 1 MPa
M = 145.0 psi
1
T
Temperature rang
ge A: Maximum short
s
term tempe
erature = 130°F (55°C),
(
Maximum
m long term temp
perature = 110°F
F (43°C).
T
Temperature rang
ge B: Maximum short
s
term tempe
erature = 176°F (80°C),
(
Maximum
m long term temp
perature = 110°F
F (43°C).
T
Temperature rang
ge C: Maximum short
s
term tempe
erature = 248°F (120°C),
(
Maximu
um long term tem
mperature = 162°°F (72°C).
S
Short term elevated concrete temperatures are tho
ose that occur ov
ver brief intervalss, e.g., as a resu
ult of diurnal cycliing. Long term co
oncrete
te
emperatures are roughly constan
nt over significantt periods of time..
E
ESR-3187 | Mo
ost Widely Acc
cepted and Trus
sted
Pag
ge 19 of 41
Fractional Th
hreaded Rod an
nd Reinforcing B
Bars
Steel S
Strength
TABLE
T
11—STE
EEL DESIGN INF
FORMATION FO
OR FRACTIONA
AL THREADED R
ROD AND REINF
FORCING BARS
S
D
DESIGN INFORMA
ATION
R
Rod O.D.
ASTM F593,, CW
Stainless
ASTM A193 B7
ISO 898-1
Class 5.8
R
Rod effective cross--sectional area
Nominal stren
ngth as governed by
b steel
strength
Reduction forr seismic shear
Strength redu
uction factor for tension2
Strength redu
uction factor for she
ear2
Nominal stren
ngth as governed by
b steel
strength
Reduction forr seismic shear
Strength redu
uction factor for tension3
Strength redu
uction factor for she
ear3
Nominal stren
ngth as governed by
b steel
strength
Reduction forr seismic shear
Strength redu
uction factor for tension2
Strength redu
uction factor for she
ear2
D
DESIGN INFORMA
ATION
N
Nominal bar diametter
ASTM A615
Grade 40
Nominal stren
ngth as governed by
b steel
strength
ASTM A615
Grade 60
Nominal stren
ngth as governed by
b steel
strength
ASTM A706
Grade 60
B
Bar effective cross-s
sectional area
Nominal stren
ngth as governed by
b steel
strength
Reduction forr seismic shear
Strength redu
uction factor  for te
ension2
Strength redu
uction factor  for sh
hear2
Reduction forr seismic shear
Strength redu
uction factor  for te
ension2
Strength redu
uction factor  for sh
hear2
Reduction forr seismic shear
Strength redu
uction factor  for te
ension3
Strength redu
uction factor  for sh
hear3
Symbol
Units
V,seiss


in.
(mm)
in.2
(mm2)
lb
(kN)
lb
(kN)
lb
(kN)
lb
(kN)
lb
(kN)
lb
(kN)
-
Symbol
Units
d
Ase
Nsa
Vsa
V,seiss


Nsa
Vsa
V,seiss


Nsa
Vsa
d
Ase
Nsa
Vsa
V,seiss


Nsa
Vsa
V,seiss


Nsa
Vsa
V,seiss


in.
(mm)
in.2
(mm2)
lb
(kN)
lb
(kN)
lb
(kN)
lb
(kN)
lb
(kN)
lb
(kN)
Nomiinal rod diameter (in.)1
3
1
5
/8
0.375
(9.5)
0.0775
(50)
5,620
(25.0)
2,810
(12.5)
/2
0.5
5
(12..7)
0.14
419
(92
2)
10,2
290
(45..8)
6,17
75
(27..5)
/8
0.625
(15.9)
0.2260
(146)
16,385
(72.9)
9,830
(43.7)
9,685
(43.1)
4,845
(21.5)
17,7
735
(78..9)
10,6
640
(47..3)
28,250
(125.7)
16,950
(75.4)
7,750
(34.5)
3,875
(17.2)
14,1
190
(63..1)
8,51
15
(37..9)
22,600
(100.5)
13,560
(60.3)
3
/4
0.75
(19.1)
0.3345
(216)
24,250
(107.9)
14,550
(64.7)
0.70
0.65
0.60
41,810
(186.0)
25,085
(111.6)
0.70
0.75
0.65
28,430
(126.5)
17,060
(75.9)
0.70
0.65
0.60
7
/8
0.875
(22.2)
0.4617
(298)
33,470
(148.9)
20,085
(89.3)
1
1
(25
5.4)
0.6
6057
(39
91)
43,910
(19
95.3)
26,345
(117.2)
11 / 4
1.25
(31.8)
0.9691
(625)
70,260
(312.5)
42,155
(187.5)
57,710
(256.7)
34,625
(154.0)
75,710
(33
36.8)
45,425
(20
02.1)
121,135
(538.8)
72,680
(323.3)
39,245
(174.6)
23,545
(104.7)
51,485
(22
29.0)
30,890
(13
37.4)
82,370
(366.4)
49,425
(219.8)
Nominal R
Reinforcing bar sizze (Rebar)
#3
3
/8
(9.5)
0.11
(71)
6,600
(29.4)
3,960
(17.6)
#4
1
/2
(12.7)
0.2
(129)
12,000
0
(53.4)
7,200
(32.0)
#5
5
/8
(15.9)
0.31
(200)
18,600
(82.7)
11,160
(49.6)
#6
3
/4
(19.1)
0.44
(284)
2
26,400
((117.4)
1
15,840
(70.5)
#7
7
/8
(22.2)
0.6
(387)
36,000
0
(160.1))
21,600
0
(96.1)
#8
1
(25.4)
0.79
(510)
47,400
(210.9)
28,440
(126.5)
#9
11 / 8
(28.6)
1.0
(645)
6
60,000
((266.9)
3
36,000
((160.1)
#10
11 / 4
(31.8)
1.27
(819)
76,200
0
(339.0))
45,720
0
(203.4))
54,000
0
(240.2))
32,400
0
(144.1))
71,100
(316.3)
42,660
(189.8)
9
90,000
((400.4)
5
54,000
((240.2)
114,300
0
(508.5))
68,580
0
(305.1))
48,000
0
(213.5))
28,800
0
(128.1))
63,200
(281.1)
37,920
(168.7)
8
80,000
((355.9)
4
48,000
((213.5)
101,600
0
(452.0))
60,960
0
(271.2))
0.70
0.65
0.60
9,900
(44.0)
5,940
(26.4)
18,000
0
(80.1)
10,800
0
(48.0)
27,900
(124.1)
16,740
(74.5)
3
39,600
((176.2)
2
23,760
((105.7)
0.70
0.65
0.60
8,800
(39.1)
5,280
(23.5)
16,000
0
(71.2)
9,600
(42.7)
24,800
(110.3)
14,880
(66.2)
3
35,200
((156.6)
2
21,120
(94.0)
0.70
0.75
0.65
Fo
or SI: 1 inch = 25.4 mm, 1 lbf = 4.448 N. For pound-inch units: 1 mm = 0.03937 i nches, 1 N = 0.2
2248 lbf
1
V
Values provided for
f common rod material
m
types arre based on spec
cified strengths a
and calculated in
n accordance with
h ACI 318-11 Eq
q. (D-2) and
E
Eq. (D-29). Nuts and
a washers must be appropriate
e for the rod.
F
For use with the load combination
ns of IBC Section
n 1605.2 or ACI 318-11
3
Section 9
9.2, as set forth in
n ACI 318-11 D.4
4.3. If the load
ccombinations of ACI
A 318-11 Appe
endix C are used, the appropriate
e value of  mustt be determined iin accordance with ACI 318-11 D
D.4.4.
V
Values correspon
nd to a brittle stee
el element.
3
F
For use with the load combination
ns of IBC Section
n 1605.2 or ACI 318-11
3
Section 9
9.2, as set forth in
n ACI 318-11 D.4
4.3. If the load
ccombinations of ACI
A 318-11 Appe
endix C are used, the appropriate
e value of  mustt be determined iin accordance with ACI 318-11 D
D.4.4.
V
Values correspon
nd to a ductile ste
eel element.
2
E
ESR-3187 | Mo
ost Widely Acc
cepted and Trus
sted
Pag
ge 20 of 41
Conc
crete Breakout Strength
Fractional Th
hreaded Rod and
Reinforcing Bars
Carbide B
Bit or
Hilti Hollow C
Carbide Bit
—CONCRETE BR
REAKOUT DESIGN INFORMAT
TION FOR FRAC
CTIONAL THREA
ADED ROD AND
D REINFORCING
G BARS
TABLE 12—
1
IN HOLES DRILLE
ED WITH A HAM
MMER DRILL AN
ND CARBIDE BI T (OR HILTI HO
OLLOW CARBID
DE DRILL BIT)
D
DESIGN INFORM
MATION
E
Effectiveness fac
ctor for
ccracked concrete
e
E
Effectiveness fac
ctor for
u
uncracked concre
ete
Symbol
S
kc,cr
kc,uncr
M
Minimum Embedment
hef,min
M
Maximum Embed
dment
hef,max
M
Min. anchor spac
cing
M
Min. edge distanc
ce
3
3
M
Minimum concrette thickness
C
Critical edge dista
ance –
ssplitting
(ffor uncracked co
oncrete)
S
Strength reductio
on factor for
te
ension, concrete
e failure
2
m
modes, Condition
nB
S
Strength reductio
on factor for
sshear, concrete fa
ailure
2
m
modes, Condition
nB
smin
cmin
hmin
Units
3
/8 or #3
in-lb
Nominal rod diameter (i n.) / Reinforcing
g bar size
3
/4 or
1 or
5
7
/2 or #4
/8 orr #5
/8 or #7
#9
#6
#8
1
17
1
(SI)
(7
7.1)
in-lb
2
24
(SI)
1
1 /4 or
#10
(1
10)
in.
2 /8
3
2 /4
3
3 /8
1
3 /2
1
3 /2
1
4
4 /2
1
5
(mm)
(60)
(70)
(79
9)
(89)
(89)
(102)
(114)
(127)
in.
7 /2
1
10
12 / 2
15
17 /2
20
22 /2
25
(mm)
(191)
(254)
(318
8)
(381)
(445)
(508)
(572)
(635)
in.
1 /8
7
2 /2
1
3 /8
1
3 /4
3
4 /8
3
5
5 /8
5
6 /4
(mm)
(48)
(64)
(79
9)
(95)
(111)
(127)
(143)
(159)
-
1
1
1
1
5d; or see Section
S
4.1.9.2 off this report for d
design with reducced minimum edg
ge distances
1
in.
hef + 1 /4
(mm)
(hef + 30)
3
4)
(4
hef + 2d0
cac
-
S
See Section 4.1.1
10.2 of this reporrt.

-
0. 65

-
0. 70
Fo
or SI: 1 inch ≡ 25.4 mm, 1 lbf = 4.448 N, 1 psi = 0.006897 MPa.
Fo
or pound-inch units: 1 mm = 0.039
937 inches, 1 N = 0.2248 lbf, 1 MPa
M = 145.0 psi
1
A
Additional setting
g information is described in Figure 9, Manufacturrers Printed Insta
allation Instructio
ons (MPII).
V
Values provided for
f post-installed anchors under Condition
C
B witho
out supplementa
ary reinforcementt as defined in ACI 318-11 Sectio
on D.4.3.
3
F
For installations with
w 1 /4-inch edg
ge distance, referr to Section 4.1.9
9.2 for spacing a nd maximum torrque requirementts.
4
d0 = hole diamete
er.
2
3
E
ESR-3187 | Mo
ost Widely Acc
cepted and Trus
sted
Pag
ge 21 of 41
Bond Stre ngth
Frractional Reinfo
orcing Bars
C
Carbide Bit or
Hilti H
Hollow Carbide B
Bit
TABLE 13—
—BOND STRENG
GTH DESIGN INF
FORMATION FO
OR FRACTIONA
AL REINFORCIN
NG BARS
1
IN HOLES DRILLE
ED WITH A HAM
MMER DRILL AN
ND CARBIDE BI T (OR HILTI HO
OLLOW CARBID
DE DRILL BIT)
Nominal reinfo
orcing bar size
D
DESIGN INFORM
MATION
Symbol
S
hef,min
M
Maximum Embed
dment
hef,max
Permissible installation
conditions
Temperature
2
range C
Temperature
2
range B
Temperature
2
range A
M
Minimum Embedment
Characteristic bond
strength
h in cracked
concrete
e
Characteristic bond
strength
h in
uncracked concrete
Characteristic bond
strength
h in cracked
concrete
e
Characteristic bond
strength
h in
uncracked concrete
Characteristic bond
strength
h in cracked
concrete
e
Characteristic bond
strength
h in
uncracked concrete
k,cr
k,uncr
k,cr
k,uncr
k,cr
k,uncr
Units
#3
#4
#5
5
#6
#7
#8
#9
#10
in.
(mm)
in.
(mm)
2 /8
(60)
1
7 /2
(191)
3
2 /4
(70)
10
(254)
3
3 /8
(79
9)
1
12 / 2
(318
8)
1
3 /2
(89)
15
(381)
1
3 /2
(89)
1
17 /2
(445)
1
4
(102)
20
(508)
4 /2
(114)
1
22 /2
(572)
1
5
(127)
25
(635)
psi
1,080
1,080
1,09
90
1,090
835
840
850
850
(MPa))
(7.4)
(7.4)
(7.5
5)
(7.5)
(5.7)
((5.8)
(5.9)
(5.9)
psi
1,560
1,560
1,56
60
1,560
1,560
1,560
1,560
0
1,560
(MPa))
(10.8)
(10.8)
(10.8
8)
(10.8)
(10.8)
(1
10.8)
(10.8))
(10.8)
psi
990
995
100
00
1005
770
775
780
780
(MPa))
(6.8)
(6.9)
(6.9
9)
(6.9)
(5.3)
((5.3)
(5.4)
(5.4)
psi
1,435
1,435
1,43
35
1,435
1,435
1,435
1,435
5
1,435
(MPa))
(9.9)
(9.9)
(9.9
9)
(9.9)
(9.9)
((9.9)
(9.9)
(9.9)
psi
845
850
855
5
855
660
665
665
670
(MPa))
(5.8)
(5.9)
(5.9
9)
(5.9)
(4.5)
((4.6)
(4.6)
(4.6)
psi
1,230
1,230
1,23
30
1,230
1,230
1,230
1,230
0
1,230
(MPa))
(8.5)
(8.5)
(8.5
5)
(8.5)
(8.5)
((8.5)
(8.5)
(8.5)
0.85
0.90
0.95
1.0
Anchor
Category
C
-
1
d
-
0. 65
Anchor
Category
C
-
2
ws
-
0. 55
N,seis
-
Dry conc
crete
Water sa
aturated
concrete
e
R
Reduction for seismic tension
0.8
Fo
or SI: 1 inch ≡ 25.4 mm, 1 lbf = 4.448 N, 1 psi = 0.006897 MPa.
Fo
or pound-inch units: 1 mm = 0.039
937 inches, 1 N = 0.2248 lbf, 1 MPa
M = 145.0 psi
1
Bond strength values correspond to
t concrete comp
pressive strength
h f′c = 2,500 psi ((17.2 MPa). For cconcrete compre
essive strength, ff’c, between
0.1
2
2,500 psi (17.2 MPa)
M
and 8,000 psi (55.2 MPa), th
he tabulated charracteristic bond sstrength may be increased by a ffactor of (f’c / 2,50
00) [For
0.1
S
SI: (f'c / 17.2) ]. See
S Section 4.1.4
4 of this report fo
or bond strength determination.
2
T
Temperature rang
ge A: Maximum short
s
term tempe
erature = 130°F (55°C),
(
Maximum
m long term temp
perature = 110°F
F (43°C).
T
Temperature rang
ge B: Maximum short
s
term tempe
erature = 176°F (80°C),
(
Maximum
m long term temp
perature = 110°F
F (43°C).
T
Temperature rang
ge C: Maximum short
s
term tempe
erature = 248°F (120°C),
(
Maximu
um long term tem
mperature = 162°°F (72°C).
S
Short term elevated concrete temperatures are tho
ose that occur ov
ver brief intervalss, e.g., as a resu
ult of diurnal cycliing. Long term co
oncrete
te
emperatures are roughly constan
nt over significantt periods of time..
E
ESR-3187 | Mo
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Pag
ge 22 of 41
Fractional
F
Threa
aded Rod
Bond Stre ngth
C
Carbide Bit or
Hilti H
Hollow Carbide B
Bit
TABLE 14
4—BOND STREN
NGTH DESIGN INFORMATION
I
FOR FRACTION
NAL THREADED
D ROD
1
IN HOLES DRILLE
ED WITH A HAM
MMER DRILL AN
ND CARBIDE BI T (OR HILTI HO
OLLOW CARBID
DE DRILL BIT)
Nominal rod diameter (in.)
D
DESIGN INFORM
MATION
Symbol
S
hef,min
M
Maximum Embed
dment
hef,max
Permissible installation
conditions
Temperature
2
range C
Temperature
2
range B
Temperature
2
range A
M
Minimum Embedment
Characteristic bond
strength
h in cracked
concrete
e
Characteristic bond
strength
h in
uncracked concrete
Characteristic bond
strength
h in cracked
concrete
e
Characteristic bond
strength
h in
uncracked concrete
Characteristic bond
strength
h in cracked
concrete
e
Characteristic bond
strength
h in
uncracked concrete
k,cr
k,uncr
k,cr
k,uncr
k,cr
k,uncr
Units
3
/8
1
5
/2
/8
3
/4
7
/8
1
1
1 /4
in.
(mm)
in.
(mm)
3
2 /8
(60)
1
7 /2
(191)
3
2 /4
(70)
10
(254)
1
3 /8
(79)
1
12 /2
(318)
1
3 /2
(8
89)
1
15
(38
81)
1
3 /2
(89)
1
17 /2
(445))
4
(102)
20
(508)
5
(127)
25
(635)
psi
930
935
940
94
45
800
805
810
(MPa))
(6.4)
(6.4)
(6.5)
(6
6.5)
(5.5)
(5.5)
(5.6)
psi
1,670
1,670
1,670
1,6
670
1,670
0
1,670
1,670
(MPa))
(11.5)
(11.5)
(11.5)
(11
1.5)
(11.5)
(11.5)
(11.5)
psi
855
860
865
87
70
735
740
745
(MPa))
(5.9)
(5.9)
(6.0)
(6
6.0)
(5.1)
(5.1)
(5.1)
psi
1,540
1,540
1,540
1,5
540
1,540
0
1,540
1,540
(MPa))
(10.6)
(10.6)
(10.6)
(10
0.6)
(10.6)
(10.6)
(10.6)
psi
730
735
740
74
45
630
635
635
(MPa))
(5.0)
(5.1)
(5.1)
(5
5.1)
(4.3)
(4.4)
(4.4)
psi
1,315
1,315
1,315
1,3
315
1,315
5
1,315
1,315
(MPa))
(9.1)
(9.1)
(9.1)
(9
9.1)
(9.1)
(9.1)
(9.1)
Anchor
Category
C
-
1
d
-
0. 65
Anchor
Category
C
-
2
ws
-
0. 55
N,seis
-
Dry conc
crete
Water sa
aturated
concrete
e
R
Reduction for seismic tension
0.8
1.0
Fo
or SI: 1 inch ≡ 25.4 mm, 1 lbf = 4.448 N, 1 psi = 0.006897 MPa.
Fo
or pound-inch units: 1 mm = 0.039
937 inches, 1 N = 0.2248 lbf, 1 MPa
M = 145.0 psi
1
B
Bond strength values correspond to concrete com
mpressive strengtth f′c = 2,500 psi (17.2 MPa). For concrete comprressive strength, f’c, between
0.1
2
2,500 psi (17.2 MPa)
M
and 8,000 psi (55.2 MPa), th
he tabulated charracteristic bond sstrength may be increased by a ffactor of (f’c / 2,50
00) [For
0.1
S
SI: (f'c / 17.2) ]. See
S Section 4.1.4
4 of this report fo
or bond strength determination.
2
T
Temperature rang
ge A: Maximum short
s
term tempe
erature = 130°F (55°C),
(
Maximum
m long term temp
perature = 110°F
F (43°C).
T
Temperature rang
ge B: Maximum short
s
term tempe
erature = 176°F (80°C),
(
Maximum
m long term temp
perature = 110°F
F (43°C).
T
Temperature rang
ge C: Maximum short
s
term tempe
erature = 248°F (120°C),
(
Maximu
um long term tem
mperature = 162°°F (72°C).
S
Short term elevated concrete temperatures are tho
ose that occur ov
ver brief intervalss, e.g., as a resu
ult of diurnal cycliing. Long term co
oncrete
te
emperatures are roughly constan
nt over significantt periods of time..
E
ESR-3187 | Mo
ost Widely Acc
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sted
Pag
ge 23 of 41
Metric Threaded Rod and
a EU Metric
Reinforcing Bars
B
Steel Sttrength
TABLE 15—STEEL DESIGN INFORM
MATION FOR ME
ETRIC THREAD ED ROD AND E
EU METRIC REIN
NFORCING BAR
RS
D
DESIGN INFORMA
ATION
R
Rod Outside Diame
eter
R
Rod effective cross--sectional area
Symbol
d
Ase
ISO 898-1
Class 5.8
Nsa
Nominal stren
ngth as governed by
b
steel strength
h
Vsa
ISO 898-1
Class 8.8
Nominal rod
d diameter (mm)1
mm
10
10
12
12
16
16
20
20
24
4
24
4
27
27
30
30
(1.18)
(in.)
(0.39)
(0.47)
(0.63)
(0.79)
(0.9
94)
(1.06)
mm2
58.0
84.3
157
245
353
3
459
561
(in.2)
(0.090)
(0.131)
(0.243)
((0.380)
(0.54
47)
(0.711)
(0.870)
kN
29.0
42.0
78.5
122.5
176
6.5
229.5
280.5
(lb)
(6,519)
(9,476)
(17,647)
(2
27,539)
(39,6
679)
(51,594)
(63,059)
kN
14.5
25.5
47.0
73.5
106
6.0
137.5
168.5
(lb)
(3,260)
(5,685)
(10,588)
(1
16,523)
(23,8
807)
(30,956)
(37,835)
V,seis
-
0.70
Strength redu
uction factor for tension2

-
0.65
Strength redu
uction factor for she
ear2

-
Reduction forr seismic shear
Nsa
ISO 3506-1 Class
A4 Stainless3
Units
Nominal stren
ngth as governed by
b
steel strength
h
Vsa
0.60
kN
46.5
67.5
125.5
196.0
282
2.5
367.0
449.0
(lb)
(10,431))
(15,161)
(28,236)
(4
44,063)
(63,4
486)
(82,550)
(100,894)
kN
23.0
40.5
75.5
117.5
169
9.5
220.5
269.5
(lb)
(5,216)
(9,097)
(16,942)
(2
26,438)
(38,0
092)
(49,530)
(60,537)
V,seis
-
0.70
Strength redu
uction factor for tension2

-
0.65
Strength redu
uction factor for she
ear2

-
Reduction forr seismic shear
Nsa
Nominal stren
ngth as governed by
b
steel strength
h
Vsa
0.60
kN
40.6
59.0
109.9
171.5
247
7.1
183.1
223.8
(lb)
(9,127)
(13,266)
(24,706)
(3
38,555)
(55,5
550)
(41,172)
(50,321)
kN
20.3
35.4
65.9
102.9
148
8.3
109.9
134.3
(lb)
(4,564)
(7,960)
(14,824)
(2
23,133)
(33,3
330)
(24,703)
(30,192)
V,seis
-
0.70
Strength redu
uction factor for tension2

-
0.65
Strength redu
uction factor for she
ear2

-
Reduction forr seismic shear
D
DESIGN INFORMA
ATION
d
B
Bar effective cross-s
sectional area
Ase
DIN 488 BSt 550/500
N
Nominal bar diametter
Symbol
Nsa
Nominal stren
ngth as governed by
b
steel strength
h
Vsa
Units
0.60
Reinforrcing bar size
mm
10
10.0
12
12.0
14
14.0
16
16.0
20
20.0
25
25.0
28
28.0
0
32
32.0
(1.260)
(in.)
(0.394)
(0.472)
(0
0.551)
(0.630))
(0.787)
(0.984)
(1.102
2)
mm2
78.5
113.1
1
153.9
201.1
314.2
490.9
615.8
8
804.2
(in.2)
(0.122)
(0.175)
(0
0.239)
(0.312))
(0.487)
(0.761)
(0.954
4)
(1.247)
kN
43.0
62.0
84.5
110.5
173.0
270.0
338.5
5
442.5
(lb)
(9,711)
(13,984)
(1 9,034)
(24,860
0)
(38,844)
((60,694)
(76,13
35)
(99,441)
kN
26.0
37.5
51.0
66.5
103.0
162.0
203.0
0
265.5
(lb)
(5,827)
(8,390)
(1 1,420)
(14,916
6)
(23,307)
((36,416)
(45,68
81)
(59,665)
V,seis
-
0.70
Strength redu
uction factor for tension2

-
0.65
Strength redu
uction factor for she
ear2

-
0.60
Reduction forr seismic shear
Fo
or SI: 1 inch ≡ 25.4 mm, 1 lbf = 4.448 N, 1 psi = 0.006897 MPa.
Fo
or pound-inch units: 1 mm = 0.039
937 inches, 1 N = 0.2248 lbf, 1 MPa
M = 145.0 psi
1
V
Values provided for common rod material
m
types arre based on spec
cified strengths a
and calculated in accordance with
h ACI 318-11 Eq. (D-2) and
E
Eq. (D-29). Nuts and
a washers mus
st be appropriate
e for the rod.
2
For use with the lo
oad combinations of IBC Section 1605.2 or ACI 318-11
3
Section 9
9.2, as set forth in
n ACI 318-11 D.4
4.3. If the load
ombinations of ACI
A 318-11 Appe
endix C are used, the appropriate value of  must be determined i n accordance wiith ACI 318-11 D
D.4.4.
co
V
Values correspond to a brittle stee
el element.
3
A4-70 Stainless (M8- M24); A4-5
502 Stainless (M27- M30)
E
ESR-3187 | Mo
ost Widely Acc
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sted
Pag
ge 24 of 41
Metric
M
Threaded
d Rod and EU Metric
Reinforcing Bars
Conc
crete Breakout Strength
Carbide B
Bit or
Hilti Hollow C
Carbide Bit
THREADED RO
TABLE 16—CO
ONCRETE BREA
AKOUT DESIGN
N INFORMATION
N FOR METRIC T
OD AND EU MET
TRIC REINFORC
CING BARS
1
IN HOLES DRILLE
ED WITH A HAM
MMER DRILL AN
ND CARBIDE BI T (OR HILTI HO
OLLOW CARBID
DE DRILL BIT)
Nominal rod d
diameter (mm)
D
DESIGN INFORM
MATION
M
Minimum Embedment
M
Maximum Embed
dment
M
Min. anchor spac
cing
M
Min. edge distanc
ce
3
3
Symbol
S
hef,min
hef,max
smin
cmin
M
Minimum concrette thickness
hmin
Units
10
12
16
2
20
24
27
30
mm
60
70
80
9
90
96
108
120
(in.)
(2.4)
(2.8)
(3.1)
(3
3.5)
(3.8)
(4.3)
(4.7)
mm
200
240
320
40
00
480
540
600
(in.)
(7.9)
(9.4)
(12.6)
(15
5.7)
(18.9))
(21.3)
(23.6)
mm
50
60
80
10
00
120
135
150
(in.)
(2.0)
(2.4)
(3.2)
(3
3.9)
(4.7)
(5.3)
(5.9)
-
5d; or see Section
S
4.1.9.2 off this report for d
design with reducced minimum edg
ge distances
mm
hef + 30
(in.)
(hef + 1 /4)
(4)
hef + 2do
1
Reinforcin
ng bar size
D
DESIGN INFORM
MATION
M
Minimum Embedment
M
Maximum Embed
dment
M
Min. anchor spac
cing
M
Min. edge distanc
ce
3
3
Symbol
S
hef,min
hef,max
smin
cmin
M
Minimum concrette thickness
hmin
C
Critical edge dista
ance –
ssplitting
(ffor uncracked co
oncrete)
cac
E
Effectiveness fac
ctor for
ccracked concrete
e
kc,cr
E
Effectiveness fac
ctor for
u
uncracked concre
ete
kc,uncr
S
Strength reductio
on factor for
te
ension, concrete
e failure
2
m
modes, Condition
nB
S
Strength reductio
on factor for
sshear, concrete fa
ailure
2
m
modes, Condition
nB
Units
10
12
14
4
16
20
25
28
32
mm
60
70
75
5
80
90
100
112
128
(in.)
(2.4)
(2.8)
(3.0
0)
(3.1)
(3.5)
((3.9)
(4.4)
(5.0)
mm
200
240
280
0
320
400
500
560
640
(in.)
(7.9)
(9.4)
(11.0
0)
(12.6)
(15.7)
(1
19.7)
(22.0))
(25.2)
mm
50
60
80
0
100
120
135
140
160
(in.)
(2.0)
(2.4)
(3.2
2)
(3.9)
(4.7)
((5.3)
(5.5)
(6.3)
-
5d; or see Section 4.1.9 of this report for de
esign with reduce
ed minimum edge distances
mm
hef + 30
(in.)
(hef + 1 /4)
1
(4)
hef + 2do
-
S
See Section 4.1.1
10.2 of this reporrt.
SI
7
7.1
(in-lb)
(1
17)
SI
1
10
(in-lb)
(2
24)

-
0. 65

-
0. 70
Fo
or SI: 1 inch ≡ 25.4 mm, 1 lbf = 4.448 N, 1 psi = 0.006897 MPa.
Fo
or pound-inch units: 1 mm = 0.039
937 inches, 1 N = 0.2248 lbf, 1 MPa
M = 145.0 psi
1
A
Additional setting information is described in Figurre 9, Manufacturrers Printed Insta
allation Instructio ns (MPII).
V
Values provided for
f post-installed anchors installe
ed under Conditio
on B without sup
pplementary reinfforcement as deffined in ACI 318--11 D.4.3.
3
3
F
For installations with
w 1 /4-inch edg
ge distance, refer to Section 4.1.9
9.2 for spacing a
and maximum torrque requirements.
4
d0 = hole diamete
er.
2
E
ESR-3187 | Mo
ost Widely Acc
cepted and Trus
sted
Pag
ge 25 of 41
EU
E Metric Reinfo
orcing Bars
Bond
h
Strength
Ca
arbide Bit or
Hilti Ho
ollow Carbide Biit
TABLE 17—
—BOND STRENGTH DESIGN IN
NFORMATION F
FOR EU METRIC
C REINFORCING
G BARS
1
IN HOLES DRILLE
ED WITH A HAM
MMER DRILL AN
ND CARBIDE BI T (OR HILTI HO
OLLOW CARBID
DE DRILL BIT)
Reinforcin
ng bar size
D
DESIGN INFORM
MATION
Symbol
S
hef,min
M
Maximum Embed
dment
hef,max
Permissible Installation
Conditions
Temperature
2
range C
Temperature
2
range B
Temperature
2
range A
M
Minimum Embedment
Characteristic bond
strength
h in cracked
concrete
e
Characteristic bond
strength
h in
uncracked concrete
Characteristic bond
strength
h in cracked
concrete
e
Characteristic bond
strength
h in
uncracked concrete
Characteristic bond
strength
h in cracked
concrete
e
Characteristic bond
strength
h in
uncracked concrete
k,cr
k,uncr
k,cr
k,uncr
k,cr
k,uncr
Units
10
12
14
4
16
20
25
28
32
mm
(in.)
mm
(in.)
60
(2.4)
200
(7.9)
70
(2.8)
240
(9.4)
75
5
(3.0
0)
280
0
(11.0
0)
80
(3.1)
320
(12.6)
90
(3.5)
400
(15.7)
100
((3.9)
500
(1
19.7)
112
(4.4)
560
(22.0))
128
(5.0)
640
(25.2)
MPa
7.4
7.5
7.5
5
7.5
7.5
5.8
5.8
5.9
(psi)
(1,075)
(1,080)
(1,08
85)
(1,090)
(1,095)
(840)
(845)
(850)
MPa
10.8
10.8
10.8
8
10.8
10.8
1
10.8
10.8
10.8
(psi)
(1,560)
(1,560)
(1,56
60)
(1,560)
(1,560)
(1,560)
(1,560
0)
(1,560)
MPa
6.8
6.9
6.9
9
6.9
6.9
5.3
5.4
5.4
(psi)
(990)
(995)
(995
5)
(1000)
(1005)
(770)
(775)
(785)
MPa
9.9
9.9
9.9
9
9.9
9.9
9.9
9.9
9.9
(psi)
(1,435)
(1,435)
(1,43
35)
(1,435)
(1,435)
(1,435)
(1,435
5)
(1,435)
MPa
5.8
5.9
5.9
9
5.9
5.9
4.6
4.6
4.6
(psi)
(845)
(850)
(850
0)
(855)
(860)
(660)
(665)
(670)
MPa
8.5
8.5
8.5
5
8.5
8.5
8.5
8.5
8.5
(psi)
(1,230)
(1,230)
(1,23
30)
(1,230)
(1,230)
(1,230)
(1,230
0)
(1,230)
0.85
0.90
1.00
Anchor
Category
C
-
1
d
-
0. 65
Anchor
Category
C
-
2
ws
-
0. 55
N,seis
-
Dry conc
crete
Water sa
aturated
concrete
e
R
Reduction for seismic tension
0.8
8
Fo
or SI: 1 inch ≡ 25.4 mm, 1 lbf = 4.448 N, 1 psi = 0.006897 MPa.
Fo
or pound-inch units: 1 mm = 0.039
937 inches, 1 N = 0.2248 lbf, 1 MPa
M = 145.0 psi
1
B
Bond strength values correspond to concrete com
mpressive strengtth f′c = 2,500 psi (17.2 MPa). For concrete comprressive strength, f'c, between
0.1
2
2,500 psi (17.2 MPa)
M
and 8,000 psi (55.2 MPa), th
he tabulated charracteristic bond sstrength may be increased by a ffactor of (f'c / 2,50
00) [For
0.1
S
SI: (f'c / 17.2) ]. See
S Section 4.1.4
4 of this report fo
or bond strength determination.
2
T
Temperature rang
ge A: Maximum short
s
term tempe
erature = 130°F (55°C),
(
Maximum
m long term temp
perature =110°F (43°C).
T
Temperature rang
ge B: Maximum short
s
term tempe
erature = 176°F (80°C),
(
Maximum
m long term temp
perature = 110°F
F (43°C).
T
Temperature rang
ge C: Maximum short
s
term tempe
erature = 248°F (120°C),
(
Maximu
um long term tem
mperature = 162°°F (72°C).
S
Short term elevated concrete temperatures are tho
ose that occur ov
ver brief intervalss, e.g., as a resu
ult of diurnal cycliing. Long term co
oncrete
te
emperatures are roughly constan
nt over significantt periods of time..
E
ESR-3187 | Mo
ost Widely Acc
cepted and Trus
sted
Pag
ge 26 of 41
Metric Thread
ded Rod
Ca
arbide Bit or
Hilti Ho
ollow Carbide Biit
Bond
h
Strength
TABLE 18—BOND STR
RENGTH DESIG
GN INFORMATIO
ON FOR METRIC
C THREADED R
ROD
1
IN HOLES DRILLE
ED WITH A HAM
MMER DRILL AN
ND CARBIDE BI T (OR HILTI HO
OLLOW CARBID
DE DRILL BIT)
Nominal rod d
diameter (mm)
D
DESIGN INFORM
MATION
Symbol
S
hef,min
M
Maximum Embed
dment
hef,max
Permissible Installation
Conditions
Temperature
2
range C
Temperature
2
range B
Temperature
2
range A
M
Minimum Embedment
Characteristic bond
strength
h in cracked
concrete
e
Characteristic bond
strength
h in
uncracked concrete
Characteristic bond
strength
h in cracked
concrete
e
Characteristic bond
strength
h in
uncracked concrete
Characteristic bond
strength
h in cracked
concrete
e
Characteristic bond
strength
h in
uncracked concrete
k,cr
k,uncr
k,cr
k,uncr
k,cr
k,uncr
Units
10
12
16
2
20
24
27
30
mm
60
70
80
9
90
96
108
120
(in.)
(2.4)
(2.8)
(3.1)
(3
3.5)
(3.8)
(4.3)
(4.7)
mm
200
240
320
40
00
480
540
600
(in.)
(7.9)
(9.4)
(12.6)
(15
5.7)
(18.9)
(21.3)
(23.6)
MPa
6.4
6.4
6.5
6
6.5
5.5
5.6
5.6
(psi)
(930)
(935)
(940)
(94
45)
(800))
(805)
(810)
MPa
11.5
11.5
11.5
11
1.5
11.5
11.5
11.5
(psi)
(1,670)
(1,670)
((1,670)
(1,6
670)
(1,670
0)
(1,670)
(1,670)
MPa
5.9
5.9
6.0
6
6.0
5.1
5.1
5.1
(psi)
(855)
(860)
(865)
(87
70)
(740))
(740)
(745)
MPa
10.6
10.6
10.6
10
0.6
10.6
10.6
10.6
(psi)
(1,540)
(1,540)
((1,540)
(1,5
540)
(1,540
0)
(1,540)
(1,540)
MPa
5.0
5.1
5.1
5
5.1
4.4
4.4
4.4
(psi)
(730)
(735)
(740)
(74
45)
(630))
(635)
(635)
MPa
9.1
9.1
9.1
9
9.1
9.1
9.1
9.1
(psi)
(1,315)
(1,315)
((1,315)
(1,3
315)
(1,315
5)
(1,315)
(1,315)
Anchor
Category
C
-
1
d
-
0. 65
Anchor
Category
C
-
2
ws
-
0. 55
N,seis
-
Dry conc
crete
Water sa
aturated
concrete
e
R
Reduction for seismic tension
0.8
1.0
Fo
or SI: 1 inch ≡ 25.4 mm, 1 lbf = 4.448 N, 1 psi = 0.006897 MPa.
Fo
or pound-inch units: 1 mm = 0.039
937 inches, 1 N = 0.2248 lbf, 1 MPa
M = 145.0 psi
1
B
Bond strength values correspond to concrete com
mpressive strengtth f′c = 2,500 psi (17.2 MPa). For concrete comprressive strength, f'c, between
0.1
2
2,500 psi (17.2 MPa)
M
and 8,000 psi (55.2 MPa), th
he tabulated charracteristic bond sstrength may be increased by a ffactor of (f'c / 2,50
00) [For
0.1
S
SI: (f'c / 17.2) ]. See
S Section 4.1.4
4 of this report fo
or bond strength determination.
2
T
Temperature rang
ge A: Maximum short
s
term tempe
erature = 130°F (55°C),
(
Maximum
m long term temp
perature = 110°F
F (43°C).
T
Temperature rang
ge B: Maximum short
s
term tempe
erature = 176°F (80°C),
(
Maximum
m long term temp
perature = 110°F
F (43°C).
T
Temperature rang
ge C: Maximum short
s
term tempe
erature = 248°F (120°C),
(
Maximu
um long term tem
mperature = 162°°F (72°C).
S
Short term elevated concrete temperatures are tho
ose that occur ov
ver brief intervalss, e.g., as a resu
ult of diurnal cycliing. Long term co
oncrete
te
emperatures are roughly constan
nt over significantt periods of time..
E
ESR-3187 | Mo
ost Widely Acc
cepted and Trus
sted
Pag
ge 27 of 41
Ca
anadian Reinforrcing Bars
Steel Stren
ngth
TABLE 19
9—STEEL DESIGN INFORMATIION FOR CANA
ADIAN METRIC R
REINFORCING BARS
D
DESIGN INFORM
MATION
Symbol
S
N
Nominal bar diam
meter
d
CSA G30
B
Bar effective cros
ss-sectional area
a
Ase
Nsa
Nominal stre
ength as governe
ed by steel
strength
Reduction fo
or seismic shearr
Strength red
duction factor forr tension
Strength red
duction factor forr shear
Vsa
Units
mm
(in.)
2
mm
2
(in. )
kN
(lb)
kN
(lb)
Bar size
10 M
11.3
(0.445)
100.3
(0.155)
54.0
(12,175)
32.5
(7,305)
15 M
16.0
(0.630)
201.1
(0.312)
108.5
(24,408)
65.0
(14,645)
20 M
19.5
(0.768)
298.6
(0.463)
161.5
(36,255)
97.0
(21,753)
V,seis
-
0.70

-
0.65

-
0.60
1
1
25 M
25.2
(0.992)
498.8
(0.773)
270.0
(60,548)
161.5
(36,329)
30 M
29.9
(1.177)
702.2
(1.088)
380.0
(85,239)
227.5
(51,144)
Fo
or SI: 1 inch ≡ 25.4 mm, 1 lbf = 4.448 N, 1 psi = 0.006897 MPa.
Fo
or pound-inch units: 1 mm = 0.039
937 inches, 1 N = 0.2248 lbf, 1 MPa
M = 145.0 psi
1
F
For use with the load combination
ns of ACI 318-11 Section 9.2, as set
s forth in ACI 3
318-11 Section D
D.4.3. Values corrrespond to a britttle steel
ele
ement.
Canadian Reinforcing Bars
s
Concrete Breakout Strength
Carbide Bit or
Carbide Bit
Hilti Hollow C
TAB
BLE 20—CONC
CRETE BREAKO
OUT DESIGN INF
FORMATION FO
OR CANADIAN M
METRIC REINFO
ORCING BARS
1
IN HOLES DRILLE
ED WITH A HAM
MMER DRILL AN
ND CARBIDE BI T (OR HILTI HO
OLLOW CARBID
DE DRILL BIT)
D
DESIGN INFORM
MATION
E
Effectiveness fac
ctor for cracked concrete
c
Sym
mbol
kc,cr
E
Effectiveness fac
ctor for uncracked
d
cconcrete
kc,uncr
c
M
Minimum Embedment
hef,min
e
M
Maximum Embed
dment
hef,max
e
3
M
Min. bar spacing
M
Min. edge distanc
ce
smin
3
M
Minimum concrette thickness
cmin
hmin
Units
SI
(in-lb)
SI
(in-lb)
mm
(in.)
mm
(in.)
mm
(in.)
mm
(in.)
mm
(in.)
Bar size
10 M
20 M
25 M
30 M
7.1
(17)
10
(24)
70
80
101
120
90
(2.8)
(3.1)
(3.5)
(4.0)
(4.7)
226
320
390
504
598
(8.9)
(12.6)
(15.4)
(19.8)
(23.5)
57
80
98
126
150
(2.2)
(3.1)
(3.8)
(5.0)
(5.9)
5d; or see Se
ection 4.1.9.2 of this report for de
esign with reduce
ed minimum
edge distances
hef + 30
(4)
hef + 2
2do
1
(hef + 1 /4)
C
Critical edge dista
ance – splitting
cac
(ffor uncracked co
oncrete)
S
Strength reductio
on factor for tensiion,

2
cconcrete failure modes,
m
Condition
nB
S
Strength reductio
on factor for shea
ar,

2
cconcrete failure modes,
m
Condition
nB
Fo
or SI: 1 inch ≡ 25.4 mm, 1 lbf = 4.448 N, 1 psi = 0.006897 MPa.
Fo
or pound-inch units: 1 mm = 0.039
937 inches, 1 N = 0.2248 lbf, 1 MPa
M = 145.0 psi
1
15 M
See Secti on 4.1.10.2 of th
his report.
0.65
0.70
A
Additional setting information is
de
escribed in Figure
e 9, Manufacture
ers Printed Installlation Instructions (MPII).
2
V
Values provided for
f post-installed anchors installe
ed under Conditio
on B without sup
pplementary reinfforcement.
3
3
F
For installations with
w 1 /4-inch edg
ge distance, refer to Section 4.1.9
9.2 for spacing a
and maximum torrque requirements.
4
d0 = hole diamete
er.
E
ESR-3187 | Mo
ost Widely Acc
cepted and Trus
sted
Pag
ge 28 of 41
Canadian Reinforcing
R
Barrs
Bond Streng
gth
Carbide B
Bit or
Hilti Hollow Ca
arbide Bit
CANADIAN MET
TABLE 21—BOND STRENGTH
H DESIGN INFOR
RMATION FOR C
TRIC REINFORC
CING BARS
1
ED WITH A HAM
MMER DRILL AN
ND CARBIDE BIT
T (OR HILTI HO
OLLOW CARBID
DE DRILL BIT)
IN HOLES DRILLE
Bar size
D
DESIGN INFORM
MATION
M
Minimum Embedment
Permissible installation
conditions
Temperature
2
range C
Temperature
2
range B
Temperature
2
range A
M
Maximum Embed
dment
Characteristic bond
strength
h in cracked
concrete
e
Characteristic bond
strength
h in
uncracked concrete
Characteristic bond
strength
h in cracked
concrete
e
Characteristic bond
strength
h in
uncracked concrete
Characteristic bond
strength
h in cracked
concrete
e
Characteristic bond
strength
h in
uncracked concrete
Symbol
S
hef,min
hef,max
k,cr
k,uncr
k,cr
k,uncr
k,cr
k,uncr
Units
10 M
15 M
20
0M
25 M
30 M
mm
70
80
9
90
101
120
(in.)
(2.8)
(3.1))
(3
3.5)
(4.0)
(4.7)
mm
226
320
39
90
504
598
(in.)
(8.9)
(12.6 )
(15
5.4)
(19.8)
(23.5)
MPa
7.4
7.5
7
7.5
5.8
5.9
(psi)
(1,075)
(1,085
5)
(1,0
095)
(840)
(850)
MPa
10.8
10.8
10
0.8
10.8
10.8
(psi)
(1,560)
(1,560
0)
(1,5
560)
((1,560)
(1,560)
MPa
6.8
6.9
6
6.9
5.3
5.4
(psi)
(990)
(995))
(10
005)
(775)
(780)
MPa
9.9
9.9
9
9.9
9.9
9.9
(psi)
(1,435)
(1,435
5)
(1,4
435)
((1,435)
(1,435)
MPa
5.8
5.9
5
5.9
4.6
4.6
(psi)
(845)
(850))
(86
60)
(660)
(670)
MPa
8.5
8.5
8
8.5
8.5
8.5
(psi)
(1,230)
(1,230
0)
(1,2
230)
((1,230)
(1,230)
0.85
0.97
Anchor
Category
C
-
1
d
-
0. 65
Anchor
Category
C
-
2
ws
-
0. 55
N,seis
-
Dry conc
crete
Water sa
aturated
concrete
e
R
Reduction for seismic tension
0.8
Fo
or SI: 1 inch ≡ 25.4 mm, 1 lbf = 4.448 N, 1 psi = 0.006897 MPa.
Fo
or pound-inch units: 1 mm = 0.039
937 inches, 1 N = 0.2248 lbf, 1 MPa
M = 145.0 psi
1
B
Bond strength values correspond to concrete com
mpressive strengtth f′c = 2,500 psi (17.2 MPa). For concrete comprressive strength, f'c, between
0.1
2
2,500 psi (17.2 MPa)
M
and 8,000 psi (55.2 MPa), th
he tabulated charracteristic bond sstrength may be increased by a ffactor of (f'c / 2,50
00) [For
0.1
S
SI: (f'c / 17.2) ]. See
S Section 4.1.4
4 of this report fo
or bond strength determination.
2
T
Temperature rang
ge A: Maximum short
s
term tempe
erature = 130°F (55°C),
(
Maximum
m long term temp
perature = 110°F
F (43°C).
T
Temperature rang
ge B: Maximum short
s
term tempe
erature = 176°F (80°C),
(
Maximum
m long term temp
perature = 110°F
F (43°C).
T
Temperature rang
ge C: Maximum short
s
term tempe
erature = 248°F (120°C),
(
Maximu
um long term tem
mperature = 162°°F (72°C).
S
Short term elevated concrete temperatures are tho
ose that occur ov
ver brief intervalss, e.g., as a resu
ult of diurnal cycliing. Long term co
oncrete
te
emperatures are roughly constan
nt over significantt periods of time..
E
ESR-3187 | Mo
ost Widely Acc
cepted and Trus
sted
Pag
ge 29 of 41
Fractiona
al and Metric HIS-N and HIS-RN
N
In
nternal Threade
ed Insert
Steel Stren
ngth
TABLE 22—STEEL
2
DESIGN INFORMAT
TION FOR FRAC
CTIONAL AND M
METRIC HIS-N A
AND HIS-RN THREADED INSER
RTS
DE
ESIGN
IN
NFORMATION
Symbol Units
Nom
minal Bolt/Cap Screw
S
Diameterr
(in.) Frac
ctional
3
/8
HIIS Insert O.D.
D
HIIS insert length
L
Ase
HIIS insert effective
e
cro
oss-sectional are
ea
Ainsert
ISO 3506-1 Class
A4-70 Stainless
ISO 898-1
Class 8.8
ASTM A193
Grade B8M SS
ASTM A193 B7
Bo
olt effective cross
sse
ectional area
Nominal ste
eel
strength – ASTM
A
3
A193 B7 bo
olt/cap
screw
Nominal ste
eel
strength –
HIS-N insert
Nominal ste
eel
strength – ASTM
A
A193 Grade
e B8M
SS bolt/cap screw
Nominal ste
eel
strength –
HIS-RN inse
ert
Nominal ste
eel
strength – IS
SO
898-1 Class
s 8.8
bolt/cap scre
ew
Nominal ste
eel
strength –
HIS-N insert
Nominal ste
eel
strength – IS
SO
3506-1 Clas
ss A470 Stainless
s
bolt/cap scre
ew
Nominal ste
eel
strength –
HIS-RN inse
ert
Re
eduction for seismic
sh
hear
Nsa
Vsa
Nsa
Nsa
Vsa
Nsa
Nsa
Vsa
Nsa
Nsa
Vsa
Nsa
in.
(mm)
in.
(mm)
2
in.
2
(mm )
2
in.
2
(mm )
1
5
/2
/8
1.00
(25.4)
6.69
(170)
0.2260
(146)
0.404
(260)
/4
1.09
9
(27.6
6)
8.07
7
(205 )
0.334
45
(216 )
0.410
0
(265 )
Nominal Bolt/Cap Screw Diiameter
(mm) Metric
Units
3
1
8
10
12
16
6
20
mm
(in.)
mm
(in.)
2
mm
2
(in. )
2
mm
2
(in. )
1 2.5
(0
0.49)
90
(3
3.54)
3
36.6
(0..057)
5
51.5
(0..080)
16.5
(0.65)
110
(4.33)
58
(0.090)
108
(0.167)
20.5
(0.81)
125
(4.92)
84.3
(0.131)
169.1
(0.262)
25.4
(1.0
00)
17
70
(6.6
69)
15
57
(0.243)
256
6.1
(0.397)
27.6
(1.09)
205
(8.07)
245
(0.380)
237.6
(0.368)
0.65
5
(16.5
5)
4.33
3
(110
0)
0.0775
(50
0)
0.17
78
(115
5)
0.81
(20.5)
4.92
(125)
0.1419
(92)
0.243
(157)
lb
9,69
90
17,740
28,250
41,81 5
kN
-
-
-
-
-
(kN)
(43.1)
(78.9)
(125.7)
(186.0
0)
(lb)
-
-
-
-
-
lb
5,81
15
10,645
16,950
25,09
90
kN
-
-
-
-
(kN)
(25.9
9)
(47.3)
(75.4)
(111.6
6)
(lb)
-
-
-
-
-
lb
12,65
50
16,195
26,925
27,36
60
kN
-
-
-
-
-
(kN)
(56.3
3)
(72.0)
(119.8)
(121.7
7)
(lb)
-
-
-
-
-
lb
8,52
25
15,610
24,860
36,79
95
kN
-
-
-
-
-
(kN)
(37.9
9)
(69.4)
(110.6)
(163.7
7)
(lb)
-
-
-
-
-
lb
5,11
15
9,365
14,915
22,07
75
kN
-
-
-
-
-
(kN)
(22.8
8)
(41.7)
(66.3)
(98.2
2)
(lb)
-
-
-
-
-
lb
17,16
65
23,430
38,955
39,53
35
kN
-
-
-
-
-
(kN)
(76.3
3)
(104.2)
(173.3)
(175.9
9)
(lb)
-
-
-
-
-
lb
-
-
-
-
kN
2
29.5
46.5
67.5
125
5.5
196.0
(kN)
-
-
-
-
(lb)
(6,,582)
(10,431) (15,161) (28,2
236) (44,063)
lb
-
-
-
-
kN
1 7.5
28.0
40.5
(kN)
-
-
-
-
(lb)
(3,,949)
(6,259)
(9,097)
lb
-
-
-
-
kN
2
25.0
53.0
78.0
(kN)
-
-
-
-
(lb)
(5,,669)
lb
-
-
-
-
kN
2
25.5
40.5
(kN)
-
-
-
-
(lb)
(5,,760)
(9,127)
lb
-
-
-
-
kN
1 5.5
24.5
35.5
(kN)
-
-
-
-
(lb)
(3,,456)
(5,476)
(7,960)
lb
-
-
-
-
kN
3
36.0
75.5
118.5
(kN)
-
-
-
-
(lb)
(8,,099)
75.5
117.5
(16,9
942) (26,438)
118
8.0
110.0
(11,894) (17,488) (26,4
483) (24,573)
59.0
110
0.0
171.5
(13,266) (24,7
706) (38,555)
66.0
103.0
(14,8
824) (23,133)
179
9.5
166.5
(16,991) (26,612) (40,3
300) (37,394)
V,seis
-
0.70
0
-
0.70
Sttrength reduction
n factor
2
forr tension

-
0.65
5
-
0.65
Sttrength reduction
n factor
2
forr shear

-
0.60
0
-
0.60
Forr SI: 1 inch ≡ 25.4
4 mm, 1 lbf = 4.4
448 N, 1 psi = 0.0
006897MPa.
Forr pound-inch units: 1 mm = 0.03937 inches, 1 N = 0.2248 lbf, 1 MP
Pa = 145.0 psi
1
Va
alues provided fo
or common rod material
m
types bas
sed on specified strengths and ca
alculated in acco
ordance with ACI 318-11 Eq. (D-2
2) and Eq.
(D
D-29). Nuts and washers
w
must be appropriate for the
t rod.
Fo
or use with the lo
oad combinations
s of ACI 318-11 9.2,
9 as set forth in ACI 318-11 D. 4.3. Values corre
espond to a brittle steel element for the HIS
inssert.
3
Fo
or the calculation of the design steel strength in te
ension and shearr for the bolt or s crew, the  facto
or for ductile stee
el failure accordin
ng to ACI
318-11 D.4.3 can be
b used.
2
E
ESR-3187 | Mo
ost Widely Acc
cepted and Trus
sted
Pag
ge 30 of 41
Fra
actional and Mettric HIS-N and HIS-RN
H
Internal Th
hreaded Insert
Concrete Breakout Strength
Carbide Bit or
Carbide Bit
Hilti Hollow C
TABLE 23—CO
ONCRETE BREA
AKOUT DESIGN
N INFORMATION FOR FRACTIO
ONAL AND MET
TRIC HILTI HIS--N AND HIS-RN INSERTS
1
IN HOLES
H
DRILLE
ED WITH A HAMMER DRILL AND CARBIDE BIT
T (OR HILTI HOL
LLOW CARBIDE
E DRILL BIT)
D
DESIGN
IN
NFORMATION
Symb
bol
Units
No
ominal Bolt/Cap
p Screw Diametter
(in.) Fra
actional
3
/8
E
Effectiveness fac
ctor for
ccracked concrete
e
E
Effectiveness fac
ctor for
u
uncracked concre
ete
E
Effective embedm
ment
d
depth
M
Min. anchor spac
cing
M
Min. edge distanc
ce
3
3
kc,crr
kc,unccr
hef
sminn
cminn
1
5
/2
/8
Nominal Boltt/Cap Screw Dia
ameter
(m
mm) Metric
Units
3
/4
8
10
12
in-lb
17
SI
7.1
(SI)
(7.1)
(in-lb)
(17)
in-lb
24
2
SI
10
(in-lb)
(24)
(SI)
(10)
in.
3
4 /8
(mm)
in.
16
20
5
3
6 /4
1
8 /8
mm
90
110
125
0
170
205
(1
110)
(125)
(170)
(205
5)
(in.)
(3
3.5)
(4.3)
(4.9)
(6.7
7)
(8.1)
3 /4
1
4
5
5 /2
1
mm
63
83
102
127
7
140
(mm)
(83)
(102)
(127)
(140
0)
(in.)
(2
2.5)
(3.25)
(4.0)
(5.0
0)
(5.5)
in.
1
3 /4
4
5
1
5 /2
mm
63
83
102
127
7
140
(mm)
(83)
(102)
(127)
(140
0)
(in.)
(2
2.5)
(3.25)
(4.0)
(5.0
0)
(5.5)
in.
5.9
5
6.7
9.1
10.6
6
mm
1
120
150
170
230
0
270
(mm)
(1
150)
(170)
(230)
(270
0)
(in.)
(4
4.7)
(5.9)
(6.7)
(9.1)
(10.6)
M
Minimum concrette
th
hickness
hminn
C
Critical edge dista
ance –
ssplitting
(ffor uncracked co
oncrete)
cac
-
See
S Section 4.1.1
10.2 of this reporrt
-
See Section 4.1.10.2 of this report
S
Strength reductio
on factor
fo
or tension, concrrete
fa
ailure modes,
2
C
Condition B

-
0.6
65
-
0.65
S
Strength reductio
on factor
fo
or shear, concrette
fa
ailure modes,
2
C
Condition B

-
0.7
70
-
0.70
Fo
or SI: 1 inch ≡ 25.4 mm, 1 lbf = 4.448 N, 1 psi = 0.006897MPa.
Fo
or pound-inch units: 1 mm = 0.039
937 inches, 1 N = 0.2248 lbf, 1 MPa
M = 145.0 psi
1
2
3
A
Additional setting information is described in Figurre 9, Manufacturrers Printed Insta
allation Instructio ns (MPII).
V
Values provided for
f post-installed anchors installe
ed under Conditio
on B without sup
pplementary reinfforcement as deffined in ACI 318--11 D.4.3.
3
F
For installations with
w 1 /4-inch edg
ge distance, refer to Section 4.1.9
9.2 for spacing a
and maximum torrque requirements.
E
ESR-3187 | Mo
ost Widely Acc
cepted and Trus
sted
Pag
ge 31 of 41
Fraction
nal and Metric HIS-N
H
and HIS-R
RN
Internal Thread
ded Insert
Bond
d
Streng
gth
C
Carbide Bit or
Hilti H
Hollow Carbide B
Bit
TABLE 24—
—BOND STRENGTH DESIGN IN
NFORMATION FOR
F
FRACTIONA
AL AND METRI C HILTI HIS-N A
AND HIS-RN INS
SERTS
1
IN HOLES
H
DRILLE
ED WITH A HAMMER DRILL AND CARBIDE BIT
T (OR HILTI HOL
LLOW CARBIDE
E DRILL BIT)
D
DESIGN
IN
NFORMATION
Symb
bol
Units
No
ominal Bolt/Cap
p Screw Diametter
(in.) Fra
actional
3
/8
E
Effective embedm
ment
d
depth
Permissible
installation conditions
Temperature
2
range C
Temperature
2
range B
Temperature
2
range A
H
HIS Insert O.D.
Characteristic
bond strrength
in cracked
concrete
e
Characteristic
bond strrength
in uncra
acked
concrete
e
Characteristic
bond strrength
in cracked
e
concrete
Characteristic
bond strrength
in uncra
acked
concrete
e
Characteristic
bond strrength
in cracked
concrete
e
Characteristic
bond strrength
in uncra
acked
concrete
e
hef
D
k,crr
k,unccr
k,crr
k,unccr
k,crr
k,unccr
1
5
10
12
16
20
mm
90
110
125
170
0
205
(205
5)
(in.)
(3
3.5)
(4.3)
(4.9)
(6.7
7)
(8.1)
1.09
9
mm
1 2.5
16.5
20.5
25.4
4
27.6
(25.4)
(27.6
6)
(in.)
(0
0.49)
(0.65)
(0.81)
(1.00
0)
(1.09)
950
805
805
5
MPa
6
6.4
6.5
6.5
5.5
5
5.6
(6
6.5)
(6.5)
(5.5)
(5.5
5)
(psi)
(9
935)
(940)
(950)
(805
5)
(805)
psi
1,,670
1,670
1,670
1,67
70
MPa
1 1.5
11.5
11.5
11.5
5
11.5
(MPa)
(1
11.5
(11.5)
(11.5)
(11.5
5)
(psi)
(1,,670)
(1,670)
(1,670)
(1,67
70)
(1,670)
psi
865
8
870
740
740
0
MPa
5
5.9
6.0
6.0
5.1
5.1
(MPa)
(6
6.0)
(6.0)
(5.1)
(5.1
1)
(psi)
(8
860)
(865)
(870)
(740
0)
(740)
psi
1,,540
1,540
1,540
1,54
40
MPa
1 0.6
10.6
10.6
10.6
6
10.6
(MPa)
(10.6)
(10.6)
(10.6)
(10.6
6)
(psi)
(1,,540)
(1,540)
(1,540)
(1,54
40)
(1,540)
psi
740
7
745
635
635
5
MPa
5
5.1
5.1
5.1
4.4
4
4.4
(MPa)
(5
5.1)
(5.1)
(4.4)
(4.4
4)
(psi)
(7
735)
(740)
(745)
(635
5)
(635)
psi
1,,315
1,315
1,315
1,31
15
MPa
9
9.1
9.1
9.1
9.1
9.1
(MPa)
(9
9.1)
(9.1)
(9.1)
(9.1
1)
(psi)
(1,,315)
(1,315)
(1,315)
(1,315)
(1,315)
in.
4 /8
(mm)
in.
/8
3
8
3
/2
Nominal Boltt/Cap Screw Dia
ameter
(m
mm) Metric
Units
/4
5
3
6 /4
1
8 /8
(1
110)
(125)
(170)
0.65
0
0.81
1.00
(mm)
(16.5)
(20.5)
psi
940
9
(MPa)
Anchor
Catego
ory
-
1
-
1
d
-
0.6
65
-
0.65
Anchor
Catego
ory
-
2
-
2
0.5
55
-
0.55
0.8
-
0.8
Dry conc
crete
Water
saturate
ed
concrete
e
R
Reduction for seismic
te
ension
ws
N,seeis
-
Fo
or SI: 1 inch ≡ 25.4 mm, 1 lbf = 4.448 N, 1 psi = 0.006897 MPa.
Fo
or pound-inch units: 1 mm = 0.039
937 inches, 1 N = 0.2248 lbf, 1 MPa
M = 145.0 psi
1
B
Bond strength values correspond to concrete com
mpressive strengtth f′c = 2,500 psi (17.2 MPa). For concrete comprressive strength, f'c, between
0.1
2
2,500 psi (17.2 MPa)
M
and 8,000 psi (55.2 MPa), th
he tabulated charracteristic bond sstrength may be increased by a ffactor of (f'c / 2,50
00) [For
0.1
S
SI: (f'c / 17.2) ]. See
S Section 4.1.4
4 of this report fo
or bond strength determination.
2
T
Temperature rang
ge A: Maximum short
s
term tempe
erature = 130°F (55°C),
(
Maximum
m long term temp
perature =110°F (43°C).
T
Temperature rang
ge B: Maximum short
s
term tempe
erature = 176°F (80°C),
(
Maximum
m long term temp
perature = 110°F
F (43°C).
T
Temperature rang
ge C: Maximum short
s
term tempe
erature = 248°F (120°C),
(
Maximu
um long term tem
mperature = 162°°F (72°C).
S
Short term elevated concrete temperatures are tho
ose that occur ov
ver brief intervalss, e.g., as a resu
ult of diurnal cycliing. Long term co
oncrete
te
emperatures are roughly constan
nt over significantt periods of time..
E
ESR-3187 | Mo
ost Widely Acc
cepted and Trus
sted
Pag
ge 32 of 41
HILTI HIT
T-HY 200 FOIL PACK
P
AND MIXIN
NG NOZZLE
HILTI DISPENS
SER
ANCHORIN
NG ELEMENTS
HIL
LTI TE-CD OR T
TE-YD HOLLOW
W CARBIDE DRIL
LL BIT
RE 6—HILTI HIT
T-HY 200 ANCHO
ORING SYSTEM
M
FIGUR
Units
Symbol
TABLE 25—D
DEVELOPMENT LENGTH FOR U.S.
U
CUSTOMA
ARY UNIT REINF
FORCING BARS
S IN HOLES DRILLED WITH A H
HAMMER
1, 2, 4
DRILL AND
D CARBIDE BIT OR
O HILTI HOLL
LOW CARBIDE B
BIT
Bar size
Criteria Section
S
of
DESIGN
INFORM
MATION
Reference Standard
#3
#
#4
#5
#6
#7
#8
#9
Nominal reinforcing
bar diam
meter
db
ASTM A615/A706
A
Nominal bar area
Ab
ASTM A615/A706
A
Developm
ment length
for fy = 60
0 ksi and f’c
= 2,500 p
psi (normal
3
weight co
oncrete)
ld
ACI 318-11 12.2.3
Developm
ment length
for fy = 60
0 ksi and f’c
= 4,000 p
psi (normal
3
weight co
oncrete)
ld
in.
0.3
375
0.500
0.625
0
0.750
0.875
5
1.000
1.125
1.250
(mm)
2
in
2
(mm )
(9..5)
0.11
(71.3)
(12.7)
0.20
(126.7)
(15.9)
0.31
(197.9)
((19.1)
0.44
(2
285.0)
(22.2))
0.60
(387.9
9)
(25.4)
0.79
(506.7)
(28.6)
1.00
(644.7)
(31.8)
1.2
27
(817
7.3)
in.
12
2.0
14.4
18.0
21.6
31.5
36.0
40.5
45.0
(mm)
(304
4.8)
(365.8)
(457.2)
(5
548.6)
(800.1
1)
(914.4)
(1028.7)
(114
43)
in.
12
2.0
12.0
14.2
17.1
24.9
28.5
32.0
35.6
(mm)
(304
4.8)
(304.8)
(361.4)
(4
433.7)
(632.5
5)
(722.9)
(812.8)
(904
4.2)
ACI 318-11 12.2.3
For SI: 1 inch ≡ 25.4 mm, 1 lbf = 4.448 N, 1 psi = 0.006897
7 MPa.
For pound
d-inch units: 1 mm = 0.03937 inches, 1 N = 0.224
48 lbf, 1 MPa = 145.0 psi
1
Develop
pment lengths valid for static, wind, and earthquak
ke loads (SDC A and B).
Development lengths in SDC
S
C through F must comply with
w ACI 318-11 Chapter
C
21 and ssection 4.2.4 of th
his report. The va
alue of f'c used to
o calculate
developm
ment lengths shall not exceed 2,50
00 psi for post-in
nstalled reinforcin
ng bar application
ns in SDCs C, D
D, E, and F.
3
For sand
d-lightweight con
ncrete, increase development
d
length by 33%, unle
ess the provision
ns of ACI 318-11 12.2.4 (d) are m
met to permit  > 0.75.
2
4
 c b  K tr

 db
#10

  2.5 , t = 1.0, e = 1.0, s = 0.8 for db ≤ #6, 1.0 for db > #6.

ESR-3187 | Most Widely Accepted and Trusted
Page 33 of 41
Criteria Section of
Reference
Standard
Nominal reinforcing
bar diameter
db
BS 4449: 2005
Nominal bar area
Ab
BS 4449: 2005
Development length
for fy = 72.5 ksi and f’c
= 2,500 psi (normal
3
weight concrete)
ld
ACI 318-11 12.2.3
Development length
for fy = 72.5 ksi and f’c
= 4,000 psi (normal
3
weight concrete)
ld
Bar size
Units
DESIGN
INFORMATION
Symbol
TABLE 26—DEVELOPMENT LENGTH FOR EU METRIC REINFORCING BARS IN HOLES DRILLED WITH A HAMMER DRILL AND
1, 2, 4
CARBIDE BIT OR HILTI HOLLOW CARBIDE BIT
8
10
12
16
20
25
32
mm
8
10
12
16
20
25
32
(in.)
2
mm
2
(in )
(0.315)
50.3
(0.08)
(0.394)
78.5
(0.12)
(0.472)
113.1
(0.18)
(0.630)
201.1
(0.31)
(0.787)
314.2
(0.49)
(0.984)
490.9
(0.76)
(1.260)
804.2
(1.25)
mm
305
348
417
556
871
1087
1392
(in.)
(12.0)
(13.7)
(16.4)
(21.9)
(34.3)
(42.8)
(54.8)
mm
305
305
330
439
688
859
1100
(in.)
(12.0)
(12.0)
(13.0)
(17.3)
(27.1)
(33.8)
(43.3)
ACI 318-11 12.2.3
For SI: 1 inch ≡ 25.4 mm, 1 lbf = 4.448 N, 1 psi = 0.006897 MPa.
For pound-inch units: 1 mm = 0.03937 inches, 1 N = 0.2248 lbf, 1 MPa = 145.0 psi
1
Development lengths valid for static, wind, and earthquake loads (SDC A and B).
Development lengths in SDC C through F must comply with ACI 318-11 Chapter 21 and section 4.2.4 of this report. The value of f'c used to
calculate development lengths shall not exceed 2,500 psi for post-installed reinforcing bar applications in SDCs C, D, E, and F.
3
For sand-lightweight concrete, increase development length by 33%, unless the provisions of ACI 318-11 12.2.4 (d) are met to permit  > 0.75.
2
 c b  K tr

 db

  2.5 , t = 1.0, e = 1.0, s = 0.8 for db < 20mm, 1.0 for db ≥ 20mm.

TABLE 27—DEVELOPMENT LENGTH FOR CANADIAN METRIC REINFORCING BARS IN HOLES DRILLED WITH A HAMMER DRILL
1, 2, 4
AND CARBIDE BIT OR HILTI HOLLOW CARBIDE BIT
Criteria Section of
Reference Standard
Nominal reinforcing
bar diameter
db
CAN/CSA-G30.18 Gr. 400
Nominal bar area
Ab
CAN/CSA-G30.18 Gr. 400
Development length
for fy = 58 ksi and f’c =
2,500 psi (normal
3
weight concrete)
ld
ACI 318-11 12.2.3
Development length
for fy = 58 ksi and f’c =
4,000 psi (normal
3
weight concrete)
ld
Units
Bar size
DESIGN
INFORMATION
Symbol
4
10M
15M
20M
25M
30M
mm
11.3
16.0
19.5
25.2
29.9
(in.)
(0.445)
(0.630)
(0.768)
(0.992)
(1.177)
2
100.3
201.1
298.6
498.8
702.2
(in )
(0.16)
(0.31)
(0.46)
(0.77)
(1.09)
mm
315
445
678
876
1041
(in.)
(12.4)
(17.5)
(26.7)
(34.5)
(41.0)
mm
305
353
536
693
823
(in.)
(12.0)
(13.9)
(21.1)
(27.3)
(32.4)
mm
2
ACI 318-11 12.2.3
For SI: 1 inch ≡ 25.4 mm, 1 lbf = 4.448 N, 1 psi = 0.006897 MPa.
For pound-inch units: 1 mm = 0.03937 inches, 1 N = 0.2248 lbf, 1 MPa = 145.0 psi
1
Development lengths valid for static, wind, and earthquake loads (SDC A and B).
Development lengths in SDC C through F must comply with ACI 318-11 Chapter 21 and section 4.2.4 of this report. The value
of f'c used to calculate development lengths shall not exceed 2,500 psi for post-installed reinforcing bar applications in SDCs C,
D, E, and F.
3
For sand-lightweight concrete, increase development length by 33%, unless the provisions of ACI 318-11 12.2.4 (d) are met
to permit  > 0.75.
2
4
 c b  K tr

 d
b


  2.5 , t = 1.0, e = 1.0, s = 0.8 for db < 20M, 1.0 for db ≥20M.


E
ESR-3187 | Mo
ost Widely Acc
cepted and Trus
sted
Pag
ge 34 of 41
S
Specifications / Assumptions:
A
ASTM A193 Grad
de B7 threaded rod
r
N
Normal weight co
oncrete, f’c = 4,00
00 psi
S
Seismic Design Category
C
(SDC) B
N
No supplementarry reinforcing in accordance
a
with
ACI 318-11 D.1
1 will be provided
d.
A
Assume maximum
m short term (diu
urnal) base
material temperature < 130° F.
A
Assume maximum
m long term base
e material
temperature < 110° F.
A
Assume installatiion in dry concrette and hammerdrilled holes.
A
Assume concrete
e will remain uncrracked for
service life of anchorage.
D
Dimensional Parrameters:
hef
s
ca,min
h
d
= 9.0
0 in.
= 4.0
0 in.
= 2.5
5 in.
= 12..0 in.
= 1/2
2 in.
C
Calculation for the
t 2012, 2009 and
a 2006 IBC in accordance with ACI 318-11 A
Appendix D and
th
this report
ACI 318-11 C
Code Ref.
Report Ref.
-
Table 12
Table 14
D.5.1
1.2
Eq. (D
D-2)
Table 3
Table 11
D.5.2
2.1
Eq. (D
D-4)
-
-
-
D.5.2.1 and Eq. (D-5)
-
D.5.2
2.4
-
D.5.2.5 and E
Eq. (D-10)
-
D.5.2
2.6
Table 12
-
S
Section 4.1.10
Table 14
 0.60
D.5.2.7 and E
Eq. (D-12)
-
0,983 lb.
 24  1 . 0  4,000  9 1 .5 = 40
D.5.2.2 and Eq. (D-6)
Table 12
-
-
D.4.3(c)
Table 12
S
Step 1. Check miinimum edge dis
stance, anchor sp
pacing and member thickness:
cmin = 2.5 in. < ca,min = 2.5 in. OK
smin = 2.5 in. ≤ s = 4.0 in. OK
O
hmin = hef + 1.25 in. = 9.0 + 1.2
25 = 10.25 in. ≤ h = 12.0 OK
hef,min ≤ hef ≤ hef,max = 2.75 in
n. ≤ 9 in. ≤ 10 in. OK
S
Step 2. Check ste
eel strength in te
ension:
2
Single Ancho
or: Nsa = Ase • futaa = 0.1419 in • 125,000
1
psi = 17,,738 lb.
Anchor Group
p:  Nsa =  • n • Ase • futa = 0.75 • 2 • 17,738 lb. = 26,606 lb.
Or using Tab
ble 11:  Nsa = 0.75 • 2 • 17,735 lb
b. = 26,603 lb.
S
Step 3. Check co
oncrete breakoutt strength in tensiion:
N cbg 
ANc
  ec ,N   ed ,N  c ,N   cp ,N  N b
ANc 0
2
ANc = (3 • hef + s)(1.5 • hef + ca,min
) = (3 • 9 + 4))(13.5 + 2.5) = 49
96 in
a
ANc0 = 9 • h
2
ef
= 729 in
2
ec,N = 1.0 no
o eccentricity of tension load with
h respect to tensiion-loaded ancho
ors
 ed,N  0.7  0.3 
ca,min
1.5 hef
 0.7  0.3 
2.5
 0.76
1.5  9
c,N = 1.0 un
ncracked concrette assumed (kc,uncr = 24)
Determine cac:
From Table 14:
1 uncr = 1,670 psi
 uncr 
kc,unncr
hef  f 'c 
 d
24
9.0  4,000  2,899 psii > 1,670 psi  uuse 1,670 psi
  0.5
0.4
0.4
h 
12 
 
 1, 670  

 3.1  0.7  
cac  hef   uncr   3.1
1  0.7    9  

hef 
9
 1,160  
 1,160  
For ca,min < cac
a
 cp,N 
N b  k c ,uncr   
N cbg 
max ca ,min ;1.5  hef
f ' c  hef
cac
1 .5

496
1.0  0.76 1.0  0.60  40,983
729
Ncbg = 0.65 • 12,715 = 8,265
5 lb.
max 2.5;1.5  9
22.6
= 22.6 in.
= 12,715 lb.
FIGURE 7—S
SAMPLE CALCU
ULATION [POST
T-INSTALLED A
ANCHORS]
ESR-3187 | Most Widely Accepted and Trusted
Page 35 of 41
Step 4. Check bond strength in tension:
N ag 
ANa
 ec ,Na  ed ,Na  cp ,Na  N ba 
ANa 0
D.5.5.1
Eq. (D-19)
-
D.5.5.1
Eq. (D-21)
Table 14
D.5.5.1 and Eq. (D-20)
-
D.5.5.3
-
D5.5.4
-
D.5.5.5
-
D.5.5.2 and Eq. (D-22)
Table 14
-
-
D.4.3(c)
Table 14
D.4.1
-
ANa = (2cNa + s)(cNa + ca,min)
cNa =
10d a
 uncr
1,100
 10  0.5 
1, 670 = 6.16 in.
1,100
ANa = (2 • 6.16 + 4)(6.16 + 2.5) = 141.3 in
2
2
2
2
ANa0 = (2cNa) = (2 • 6.16) = 151.8 in
ec,Na = 1.0 no eccentricity – loading is concentric

 ed , Na   0.7  0.3 

 cp , Na 
ca ,min  
2.5  = 0.82
   0.7  0.3 

6.16 
cNa  
max ca ,min ; cNa
cac

max 2.5; 6.16
22.6
 0.27
Nba = • uncr • • d • hef = 1.0 • 1,670 • • 0.5 • 9.0 = 23,609 lb.
Nag 
141.3
1.0  0.82  0.27  23,609
151.8
= 4,865 lb.
Nag = 0.65 • 4,865 = 3,163 lb.
Step 5. Determine controlling strength:
Steel Strength
Nsa =
26,603 lb.
Concrete Breakout Strength
Ncbg =
8,265 lb.
Bond Strength
Nag =
3,163 lb. CONTROLS
FIGURE 7—SAMPLE CALCULATION [POST-INSTALLED ANCHORS] (Continued)
E
ESR-3187 | Mo
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cepted and Trus
sted
Pag
ge 36 of 41
S
Specifications / Assumptions:
D
Development len
ngth for column
n starter bars
E
Existing construc
ction (E):
F
Foundation grade
e beam 24 wide x 36-in deep., 4
kksi normal weightt concrete, ASTM
M A615 Gr. 60
re
reinforcement
N
New construction
n (N):
1
18 x 18-in. colum
mn as shown, cen
ntered on 24-in
w
wide grade beam
m, 4 ksi normal we
eight concrete,
A
ASTM A615 Gr. 60
6 reinforcementt, 4 - #7 column
b
bars
T
The column mustt resist moment and
a shear arising
g
fr
from wind loading
g.
D
Dimensional Parrameters:
db
= 0.8
875 in.
 c b  K tr

 d
b

t
e
s




= 2.5
= 1.0
0
= 1.0
0
= 1.0
0
C
Calculation in ac
ccordance with ACI 318-11
ACI 318-11 Code
Re
ef.
S
Step 1. Determin
nation of development length for the
t column bars:

3
fy
 
ld   
 t e s
 40   f 'c cb  K tr

db


60000
(1.0)(1.0)(11.0) 
3
  db   

  0.875  25in.
4 1.0  4000
2.5


 40

Note that the confinement terrm Ktr is taken eq
qual to the maxim
mum value 2.5 giv
iven the edge disstance and
confinement condition
S
Step 2 Detailing (not to scale)
FIGU
URE 8—SAMPL
LE CALCULATIO
ON [POST-INSTA
ALLED REINFO
ORCING BARS]
Eq. (1
12-1)
E
ESR-3187 | Mo
ost Widely Acc
cepted and Trus
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FIGURE
F
9—MAN
NUFACTURER’S
S PRINTED INST
TALLATION INS
STRUCTIONS (M
MPII)
Pag
ge 37 of 41
E
ESR-3187 | Mo
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cepted and Trus
sted
Pag
ge 38 of 41
FIG
GURE 9—MANUFACTURER’S PRINTED INSTA
ALLATION INSTR
RUCTIONS (MP
PII) (Continued)
E
ESR-3187 | Mo
ost Widely Acc
cepted and Trus
sted
FIGURE 9—
—MANUFACTURER’S PRINTED INSTALLATION
N INSTRUCTION
NS (MPII) (Continued)
Pag
ge 39 of 41
E
ESR-3187 | Mo
ost Widely Acc
cepted and Trus
sted
FIGURE 9—MANUFACT
TURER’S PRINT
TED INSTALLAT
TION INSTRUCT
TIONS (MPII) (Co
ontinued)
Pag
ge 40 of 41
E
ESR-3187 | Mo
ost Widely Acc
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FIGURE 9—
—MANUFACTUR
RER’S PRINTED INSTALLATION
N INSTRUCTION
NS (MPII) (Contiinued)
Pag
ge 41 of 41
ESR-3187 FBC Supplement*
ICC-ES Evaluation Report
Reissued March 2014
This report is subject to renewal March 2016.
www.icc-es.org | (800) 423-6587 | (562) 699-0543
A Subsidiary of the International Code Council ®
DIVISION: 03 00 00—CONCRETE
Section: 03 16 00—Concrete Anchors
DIVISION: 05 00 00—METALS
Section: 05 05 19—Post-Installed Concrete Anchors
REPORT HOLDER:
HILTI, INC.
7250 DALLAS PARKWAY, SUITE 1000
PLANO, TEXAS 75024 (800) 879-8000
www.us.hilti.com
[email protected]
EVALUATION SUBJECT:
HILTI HIT-HY 200 ADHESIVE ANCHORS AND POST INSTALLED REINFORCING BARS IN CONCRETE
1.0 REPORT PURPOSE AND SCOPE
Purpose:
The purpose of this evaluation report supplement is to indicate that the Hilti HIT-HY 200 Adhesive Anchors and PostInstalled Reinforcing Bar System in Concrete, recognized in ICC-ES master evaluation report ESR-3187, has also been
evaluated for compliance with the codes noted below.
Applicable code editions:
 2014 and 2010 Florida Building Code—Building
 2014 and 2010 Florida Building Code—Residential
2.0 CONCLUSIONS
The Hilti HIT-HY 200 Adhesive Anchor System and Post-Installed Reinforcing Bar System, described in Sections 2.0 through
7.0 of the master evaluation report ESR-3187, comply with the 2014 and 2010 Florida Building Code—Building and the 2014
and 2010 Florida Building Code—Residential, provided the design and installation are in accordance with the International
®
Building Code provisions noted in the master report, and under the following conditions:
 Design wind loads must be based on Section 1609 of the 2014 and 2010 Florida Building Code—Building or Section
R301.2.1.1 of the 2014 and 2010 Florida Building Code—Residential, as applicable.
 Load combinations must be in accordance with Section 1605.2 or Section 1605.3 of the 2014 and 2010 Florida Building
Code—Building, as applicable.
Use of the Hilti HIT-HY 200 Adhesive Anchor System and Post-Installed Reinforcing Bar System with stainless steel
threaded rod materials and reinforcing bars, stainless steel Hilti HIT-Z-R anchor rods, and stainless steel Hilti HIS-RN inserts
has also been found to be in compliance with the High-Velocity Hurricane Zone provisions of the 2014 and 2010 Florida
Building Code—Building and the 2014 and 2010 Florida Building Code—Residential, when the following condition is met:
The design wind loads for use of the anchors in a High-Velocity Hurricane Zone are based on Section 1620 of the Florida
Building Code—Building.
Use of the Hilti HIT-HY 200 Adhesive Anchor System and Post-Installed Reinforcing Bar System with carbon steel
threaded rod materials and reinforcing bars, carbon steel Hilti HIT-Z anchor rods and carbon steel Hilti HIS-N inserts for
compliance with the High-velocity Hurricane Zone provisions of the 2014 and 2010 Florida Building Code—Building and the
2014 and 2010 Florida Building Code—Residential has not been evaluated and is outside the scope of this supplemental
report.
For products falling under Florida Rule 9N-3, verification that the report holder’s quality-assurance program is audited by a
quality-assurance entity approved by the Florida Building Commission for the type of inspections being conducted is the
responsibility of an approved validation entity (or the code official, when the report holder does not possess an approval by
the Commission).
This supplement expires concurrently with the master report, reissued March 2014 and revised July 2015.
*Revised July 2015
ICC-ES Evaluation Reports are not to be construed as representing aesthetics or any other attributes not specifically addressed, nor are they to be construed
as an endorsement of the subject of the report or a recommendation for its use. There is no warranty by ICC Evaluation Service, LLC, express or implied, as
to any finding or other matter in this report, or as to any product covered by the report.
1000
Copyright © 2015
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