ICC-ES Evaluation Report
ESR-3187
Issued March 1, 2013
This report is subject to renewal March 1, 2014.
www.icc-es.org | (800) 423-6587 | (562) 699-0543
DIVISION: 03 00 00—CONCRETE
Section: 03 16 00—Concrete Anchors
REPORT HOLDER:
HILTI, INC.
5400 SOUTH 122ND EAST AVENUE
TULSA, OKLAHOMA 74146
(800) 879-8000
www.us.hilti.com
HiltiTechEng@us.hilti.com
EVALUATION SUBJECT:
HILTI HIT-HY 200 ADHESIVE ANCHORS IN CONCRETE
1.0 EVALUATION SCOPE
Compliance with the following codes:
 2009, 2006, and 2003 International Building Code®
(IBC)
 2009, 2006, and 2003 International Residential Code®
(IRC)
Property evaluated:
Structural
2.0 USES
The Hilti HIT-HY 200 Adhesive Anchoring System is used
to resist static, wind and seismic (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 is an
alternative to anchors described in Sections 1911 and
1912 of the 2009 and 2006 IBC, and Sections 1912 and
1913 of the 2003 IBC. The anchor systems may also be
used where an engineered design is submitted in
accordance with Section R301.1.3 of the 2009, 2006 and
2003 IRC.
A Subsidiary of the International Code Council ®
 Equipment for hole cleaning and adhesive injection
The Hilti HIT-HY 200 Adhesive Anchoring System may
be used with continuously threaded rod, Hilti HIS-(R)N
internally threaded inserts or deformed steel reinforcing
bars as depicted in Figure 1. The primary components of
the Hilti Adhesive Anchoring System, including the
Hilti HIT-HY 200 Adhesive, HIT-RE-M static mixing nozzle
and steel anchoring elements, are shown in Figure 3 of this
report.
Installation information and parameters, as included with
each adhesive unit package, are replicated as Figure 5.
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 5.
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/gel
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 5 of this report.
3.1 General:
3.2.2.2 Hilti Safe-Set™ System: The Hilti Safe-Set™
with Hilti HIT-HY 200 consists of 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 drilling dust, automatically cleaning the hole.
The Hilti HIT-HY 200 Adhesive Anchoring System is
comprised of the following components:
3.2.3 Dispensers: Hilti HIT-HY 200 must be dispensed
with manual or electric dispensers provided by Hilti.
 Hilti HIT-HY 200 adhesive packaged in foil packs (either
Hilti HIT-HY 200-A or Hilti HIT-HY 200-R)
3.2.4 Anchor Elements:
3.0 DESCRIPTION
 Adhesive mixing and dispensing equipment
3.2.4.1 Threaded Steel Rods: Threaded steel rods must
be clean, continuously threaded rods (all-thread) in
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 © 2013
Page 1 of 29
ESR-3187 | Most Widely Accepted and Trusted
diameters as described in Tables 6 and 10 and Figure 1 of
this report. Steel design information for common grades of
threaded rods is provided in Table 2. Carbon steel
threaded rods must be furnished with a 0.0002-inch-thick
(0.005 mm) zinc electroplated coating complying with
ASTM B 633 SC 1 or must be hot-dipped galvanized
complying with ASTM A 153, Class C or D. Stainless steel
threaded rods must comply with ASTM F 593 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.
3.2.4.2 Steel Reinforcing Bars: Steel reinforcing bars
are deformed bars (rebar). Tables 6, 10, and 14 and Figure
1 summarize reinforcing bar size ranges. Table 3
summarizes specifications of common reinforcing bar
types and grades. The embedded portions of reinforcing
bars must be straight, and free of mill scale, rust, debris
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, with the additional condition that the bars must be
bent cold, and heating of reinforcing bars to facilitate field
bending is not permitted.
3.2.4.3 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 4. The
inserts are available in diameters and lengths as shown in
Table 17 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 B 633 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 5. 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 HISRN inserts.
3.2.4.4 Ductility: In accordance with ACI 318 Appendix
D, 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 common steel materials are
provided in Tables 2, 3, and 5 of this report. Where values
are nonconforming or unstated, the steel must be
considered brittle.
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: Refer to Table 1 for the design
parameters for specific installed elements, and refer to
Figure 2 and Section 4.1.8 for a flowchart to determine the
applicable design bond strength.
4.1.1 General: The design strength of anchors under the
2009 and 2003 IBC, as well as Section 301.1.3 of the 2009
and 2003 IRC, must be determined in accordance with ACI
318-08 Appendix D and this report.
Page 2 of 29
The design strength of anchors under the 2006 IBC, as
well as Section 301.1.3 of the 2006 IRC, must be
determined in accordance with ACI 318-05 Appendix D
and this report.
A design example in accordance with the 2009 IBC is
given in Figure 4 of this report.
Design parameters are based on the 2009 IBC (ACI 31808) unless noted otherwise in Sections 4.1.1 through
4.1.12 of this report.
The strength design of anchors must comply with ACI
318 D.4.1, except as required in ACI 318 D.3.3.
Design parameters, including strength reduction factors,
, corresponding to each limit state, are provided in Table
6 through Table 19. Strength reduction factors, , as given
in ACI 318 D.4.4 must be used for load combinations
calculated in accordance with Section 1605.2.1 of the IBC
or Section 9.2 of ACI 318. Strength reduction factors, , as
given in ACI 318 D.4.5 must be used for load combinations
calculated in accordance with ACI 318 Appendix C.
The following section provides amendments to ACI 318
Appendix D as required for the strength design of adhesive
anchors. In conformance with ACI 318, all equations are
expressed in inch-pound units.
Modify ACI 318 D.4.1.2 as follows:
D.4.1.2—In Eq. (D-1) and (D-2), Nn and Vn are the
lowest design strengths determined from all appropriate
failure modes. Nn is the lowest design strength in tension
of an anchor or group of anchors as determined from
consideration of Nsa, either Na or Nag, and either Ncb or
Ncbg. Vn is the lowest design strength in shear of an
anchor or a group of anchors as determined from
consideration of Vsa, either Vcb or Vcbg, and either Vcp
or Vcpg. For adhesive anchors subject to tension resulting
from sustained loading, refer to D.4.1.4 for additional
requirements.
Add ACI 318 D.4.1.4 as follows:
D.4.1.4—For adhesive anchors subjected to tension
resulting from sustained loading, a supplementary design
analysis shall be performed using Eq. (D-1) whereby Nua is
determined from the sustained load alone, e.g., the dead
load and that portion of the live load acting that may be
considered as sustained and Nn is determined as follows:
D.4.1.4.1—For single anchors: Nn = 0.75Na0.
D.4.1.4.2—For anchor groups, Equation (D-1) shall be
satisfied by taking Nn = 0.75Na0 for that anchor in an
anchor group that resists the highest tension load.
D.4.1.4.3—Where shear loads act concurrently with the
sustained tension load, interaction of tension and shear
shall be analyzed in accordance with ACI 318 Section
D.4.1.3.
Modify ACI 318 D.4.2.2 in accordance with the 2009 IBC
Section 1908.1.10 as follows:
D.4.2.2—The concrete breakout strength requirements
for anchors in tension shall be considered satisfied by the
design procedure of D.5.2 provided Equation D-8 is not
used for anchor embedments exceeding 25 inches. The
concrete breakout strength requirements for anchors in
shear with diameters not exceeding 2 inches shall be
considered satisfied by the design procedure of D.6.2. For
anchors in shear with diameters exceeding 2 inches, shear
anchor reinforcement shall be provided in accordance with
the procedures of D.6.2.9.
ESR-3187 | Most Widely Accepted and Trusted
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4.1.2 Static Steel Strength in Tension: The nominal
strength of an anchor in tension as governed by the steel,
Nsa, in accordance with ACI 318 Section D.5.1.2 and
strength reduction factors, , in accordance with ACI 318
Section D.4.4, are given in the tables outlined in Table 1
for the corresponding anchor steel.
with:
4.1.3 Static Concrete Breakout Strength in Tension:
The nominal concrete breakout strength in tension, Ncb or
Ncbg, must be calculated in accordance with ACI 318 D.5.2
with the following addition:
scr,Na
=
ccr,Na
=
D.5.2.10—(2009 IBC) or D.5.2.9 (2006 IBC) – The
limiting concrete strength of adhesive anchors in tension
shall be calculated in accordance with D.5.2.1 to D.5.2.9
under the 2009 IBC or D.5.2.1 to D.5.2.8 under the 2006
IBC where the value of kc to be used in Eq. (D-7) shall be:
kc,cr
= 17
kc,uncr = 24
where analysis indicates cracking at
service load levels in the anchor vicinity
(cracked concrete)
where analysis indicates no cracking at
service load levels in the anchor vicinity
(uncracked concrete)
The basic concrete breakout strength of a single anchor
in tension, Nb, must be calculated in accordance with ACI
318 D.5.2.2 using the values of hef, and kc,cr or kc,uncr as
described in this report . Additional information for the
determination of the nominal concrete breakout strength
(Ncb or Ncbg) is given in the tables outlined in Table 1 for
the corresponding anchor steel. The modification factor
must be taken as 1.0. Anchors must not be installed in
lightweight concrete. The value of f′c must be limited to a
maximum of 8,000 psi (55 MPa) in accordance with ACI
318 Section D.3.5.
4.1.4 Static Pullout Strength in Tension: In lieu of
determining the nominal pullout strength in accordance
with ACI 318 D.5.3, nominal bond strength in tension must
be calculated in accordance with the following sections
added to ACI 318:
D.5.3.7—The nominal bond strength of an adhesive
anchor, Na, or group of adhesive anchors, Nag, in tension
shall not exceed:
(a)
Na
(b)
Na
For a single anchor:
ANa
=
  ed ,Na   p ,Na  N a0
ANa0
=
as given by Eq. (D-16d)
D.5.3.8—The critical spacing scr,Na and critical edge
distance ccr,Na shall be calculated as follows:
 k,uncr
20  d 
1,450
Na0
=
(D-16e)
2
 k ,cr    d  hef
ANa is the projected area of the failure surface for the
single anchor or group of anchors that shall be
approximated as the base of the rectilinear geometrical
figure that results from projecting the failure surface
outward a distance ccr,Na from the centerlines of the single
anchor, or in the case of a group of anchors, from a line
through a row of adjacent anchors. ANa shall not exceed
nANa0 where n is the number of anchors in tension in the
group. In ACI 318 Figures RD.5.2.1(a) and RD.5.2.1(b),
the terms 1.5hef and 3.0hef shall be replaced with ccr,Na and
scr,Na, respectively.
ANa0 is the projected area of the failure surface of a
single anchor without the influence of proximate edges in
accordance with Eq. (D-16c):
=
(scr,Na)
2
(D-16c)
(D-16f)
where:
k,cr is the characteristic bond strength in cracked concrete.
D.5.3.10—The modification factor for the influence of the
failure surface of a group of adhesive anchors is:
g,Na
=
 g ,Na0

s
 
 scr ,Na





0 .5

 1   g ,Na0 




(D-16g)

  1 .0


(D-16h)
where:
g,Na0
=

n   n 1



   

k ,cr
k ,max,cr




1 .5
where:
n
=
the number of tension-loaded adhesive
anchors in a group
s
=
spacing of anchors
k,max,cr
=
 d
k c ,cr
hef  f ' c
(D-16i)
The value of f’c must be limited to maximum of 8,000 psi
(55 MPa) in accordance with ACI 318 Section D.3.5.
D.5.3.11—The modification factor
loaded adhesive anchor groups is:
=
(D-16a)
(D-16b)
(D-16d)
scr ,Na
for
eccentrically
1
 1 .0
2 e' N
1
s cr ,Na
For a group of anchors:
ANa
=
  ed ,Na   g ,Na   ec ,Na   p ,Na  N a0
ANa0
 3  hef
D.5.3.9—The basic strength of a single adhesive anchor
in tension in cracked concrete shall not exceed:
ec,Na
where:
ANa0
scr,Na
Eq. (D-16j) is valid for e' N 
(D-16j)
s
2
If the loading on an anchor group is such that only
certain anchors are in tension, only those anchors that are
in tension shall be considered when determining the
eccentricity, e′N, for use in Eq. (D-16j).
In the case where eccentric loading exists about two
orthogonal axes, the modification factor ec,Na shall be
computed for each axis individually and the product of
these factors used as ec,Na in Eq. (D-16b).
D.5.3.12—The modification factor for the edge effects for
single adhesive anchors or anchor groups loaded in
tension is:
ed,Na
=
1.0
for ca,min > ccr,Na
(D-16l)
or:

c

ed,Na =  0.7  0.3 a ,min   1.0 for ca,min < ccr,Na
c cr ,Na


(D-16m)
ESR-3187 | Most Widely Accepted and Trusted
Page 4 of 29
D.5.3.13—When an adhesive anchor or a group of
adhesive anchors is located in a region of a concrete
member where analysis indicates no cracking at service
load levels, the nominal strength, Na or Nag, of a single
adhesive anchor or a group of adhesive anchors shall be
calculated according to Eq. (D-16a) and Eq. (D-16b) with
k,uncr substituted for k,cr in the calculation of the basic
strength Na0, in accordance with Eq. (D-16f). The factor
g,Na0 shall be calculated in accordance with Eq. (D-16h)
whereby the value of k,max,uncr shall be calculated in
accordance with Eq. (D-16n) and substituted fork,max,cr in
Eq. (D-16h).
k,max,uncr
=
k c ,uncr
 d
hef  f ' c
(D-16n)
D.5.3.14—When an adhesive anchor or a group of
adhesive anchors is located in a region of a concrete
member where analysis indicates no cracking at service
load levels, the modification factor p,Na shall be taken as:
p,Na
=
1.0
for ca,min  cac
(D-16o)
or:
p,Na
=
max c a ,min ; c cr ,Na
c ac
for ca,min < cac
(D-16p)
where cac must be determined in accordance with Section
4.1.10 of this report.
For all other cases: p,Na = 1.0
Additional information for the determination of nominal
bond strength in tension is given in Section 4.1.8.
4.1.5 Static Steel Strength in Shear: The nominal static
strength of an anchor in shear as governed by the steel,
Vsa, in accordance with ACI 318 Section D.6.1.2 and the
corresponding strength reduction factors, , are given in
the tables outlined in Table 1 for the corresponding anchor
steel.
4.1.6 Static Concrete Breakout Strength in Shear: The
nominal concrete breakout strength of a single anchor or
group of anchors in shear, Vcb or Vcbg, must be calculated
in accordance with ACI 318 D.6.2 based on information
given in the tables outlined in Table 1 for the
corresponding anchor steel. The basic concrete breakout
strength of a single anchor in shear, Vb, must be calculated
in accordance with ACI 318 D.6.2.2 using the values of d
and hef given in the tables as outlined in Table 1 for the
corresponding anchor steel in lieu of do and le,
respectively. 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 D.3.5.
4.1.7 Static Concrete Pryout Strength in Shear: In lieu
of determining the nominal pryout strength in accordance
with ACI 318 D.6.3.1, nominal pryout strength in shear
must be calculated in accordance with the following
sections added to ACI 318 Appendix D:
D.6.3.2—The nominal pryout strength of a single
adhesive anchor Vcp or group of adhesive anchors Vcpg
shall not exceed:
(a)
For a single adhesive anchor:
Vcp
=
(b)
For a group of anchors:
Vcpg
=
min k cp  N a ; k cp  N cb
min k cp  N ag ; k cp  N cbg
(D-30a)
where:
kcp
=
1.0 for hef < 2.5 in. (64 mm)
kcp
=
2.0 for hef > 2.5 in. (64 mm)
Na shall be calculated in accordance with Eq. (D-16a)
Nag shall be calculated in accordance with Eq. (D-16b)
Ncb and Ncbg are determined in accordance with D.5.2.1 to
D.5.2.9.
4.1.8 Bond Strength Determination: Bond 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), the
steel element type, and installation conditions (dry, water
saturated). The resulting characteristic bond strength must
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)
Water saturated
Dry
Cracked
Water saturated
k,uncr
k,uncr
k,cr
k,cr
d
ws
d
ws
Figure 2 of this report presents a bond strength design
flowchart. Strength reduction factors for determination of
the bond strength are given in the tables outlined in Table
1 of this report. Adjustments to the bond strength may also
be taken for increased concrete compressive strength, as
given in the footnotes to the bond strength tables.
4.1.9 Minimum Member Thickness hmin, Minimum
Anchor Spacing smin and Minimum Edge Distance cmin:
In lieu of ACI 318 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 D.8.5, the
minimum member thicknesses, hmin, described in this
report must be observed for anchor design and installation.
In determining minimum edge distance, cmin, the following
section must be added to ACI 318:
D.8.8—For adhesive anchors that will remain un-torqued,
the minimum edge distance shall be based on minimum
cover requirements for reinforcement in Section 7.7. For
adhesive anchors that will be torqued, the minimum edge
distance and spacing are given in Tables 7, 11, 15, and 18
of this report.
For edge distance cai=1.75 inch (45 mm)and anchor
spacing sai, the maximum torque Tmax must be reduced
according to the table provided below:
Reduced Installation Torque, Tmax, for Edge
Distances cai < (5 x d)
Edge Distance,
cai
Minimum Anchor
Spacing, sai
=> Maximum
Torque, Tmax
1.75 in. (45 mm)
< cai < 5 x d
5 x d < sai < 16 in.
0.3 x Tmax
sai > 16 in. (406 mm)
0.5 x Tmax
4.1.10 Critical Edge Distance cac: In lieu of ACI 318
D.8.6, cac must be determined as follows:
=
(D-30b)
Dry
Uncracked
ASSOCIATED
STRENGTH
REDUCTION
FACTOR
τk,uncr 0.4
1160
h
·max 3.1-0.7 h ;1.4
ef
Eq. (4-1)
ESR-3187 | Most Widely Accepted and Trusted
Page 5 of 29
where τk,uncr is the characteristic bond strength in
uncracked concrete, h is the member thickness, and hef is
the embedment depth.
τk,uncr need not be taken as greater than:
τk,uncr
4.1.11 Design Strength in Seismic Design Categories
C, D, E and F: In structures assigned to Seismic Design
Category C, D, E or F under the IBC or IRC, the anchor
strength must be determined in accordance with ACI 318
D.3.3, and must be adjusted in accordance with 2009 IBC
Section 1908.1.9 or 2006 IBC Section 1908.1.16. For
brittle steel elements, the anchor strength must be
adjusted in accordance with ACI 318-08 D.3.3.5 or D.3.3.6,
or ACI-05 D.3.3.5, as applicable. The nominal steel shear
strength, Vsa, must be adjusted by V,seis as given in the
tables summarized in Table 1 for the corresponding anchor
steel. For tension, the nominal pullout strength Np,cr or
bond strength k,cr must be adjusted by N,seis as given in
the tables summarized in Table 1 for the corresponding
anchor steel.
4.1.12 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 Section D.7.
4.2 Allowable Stress Design:
4.2.1 General: For anchors designed using load
combinations in accordance with IBC Section 1605.3
(Allowable Stress Design), allowable loads must be
established using Eq. (4-2) and Eq. (4-3):
N n

Eq. (4-2)
Vn

Eq. (4-3)
and:
Vallowable , ASD 
For tension loads T ≤ 0.2Tallowable,ASD, the full allowable
load in shear shall be permitted.
For all other cases:
k uncr hef fc'
π∙d
Tallowable ,ASD 
For shear loads V ≤ 0.2Vallowable,ASD, the full allowable
load in tension shall be permitted.
where:
Tallowable,ASD = Allowable tension load (lbf or kN)
Vallowable,ASD = Allowable shear load (lbf or kN)
Nn = Lowest design strength of an anchor or anchor
group in tension as determined in accordance with ACI 318
Appendix D with amendments in this report and 2009 IBC
Sections 1908.1.9 and 1908.1.10 and 2006 IBC Section
1908.1.16, as applicable.
Vn = Lowest design strength of an anchor or anchor
group in shear as determined in accordance with ACI 318
Appendix D with amendments in this report, 2009 IBC
Sections 1908.1.9 and 1908.1.10 and 2006 IBC Section
1908.1.16, as applicable.
 = Conversion factor calculated as a weighted average
of the load factors for the controlling load combination. In
addition,  must include all applicable factors to account
for non-ductile failure modes and required over-strength.
Limits on edge distance, anchor spacing and member
thickness described in this report must apply. Example
Allowable Stress Design calculations are provided in Table
20.
4.2.2 Interaction of Tensile and Shear Forces: In Lieu of
ACI 318 D.7.1, D.7.2, and D.7.3, interaction must be
calculated as follows:
T
V

 1 .2
Tallowable ,ASD Vallowable ,ASD
Eq. (4-4)
4.3 Installation:
Installation parameters are illustrated in Figure 1.
Installation of the Hilti HIT-HY 200 Adhesive Anchor
System must conform to the manufacturer’s published
installation instructions included in each unit package as
provided in Figure 5 of this report. Anchor locations must
comply with this report and the plans and specifications
approved by the code official.
4.4 Special Inspection:
Periodic special inspection must be performed where
required in accordance with Sections 1704.4 and 1704.15
of the 2009 IBC, or Section 1704.13 of the 2006 or 2003
IBC, whereby periodic special inspection is defined in
Section 1702.1 of the IBC and this report. The special
inspector must be on the jobsite initially during anchor
installation to verify anchor type, anchor dimensions,
concrete type, concrete compressive strength, hole
dimensions, hole cleaning procedures, anchor spacing,
edge distances, concrete thickness, anchor embedment,
and tightening torque. The special inspector must verify the
initial installations of each type and size of adhesive
anchor by construction personnel on site. Subsequent
installations of the same anchor type and size by the same
construction personnel may be performed in the absence
of the special inspector. Any change in the anchor 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 is required for all cases
where anchors installed overhead (vertical up) are
designed to resist sustained tension loads.
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 described
in this report 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 must be installed
in accordance with the manufacturer’s published
installation instructions as included in the adhesive
packaging and provided in Figure 5 of this report.
5.2 The anchors 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)
5.4 Anchors must be installed in concrete base materials
in holes predrilled in accordance with the instructions
in Figure 5, using carbide-tipped masonry drill bits
ESR-3187 | Most Widely Accepted and Trusted
manufactured with the range of maximum and
minimum drill-tip dimensions specified in ANSI
B212.15-1994.
5.5 Loads applied to the anchors must be adjusted in
accordance with Section 1605.2 of the IBC for
strength design and in accordance with Section
1605.3 of the IBC for allowable stress design.
5.6 Hilti HIT-HY 200 adhesive anchors are recognized for
use to resist short- and long-term loads, including
wind and earthquake, subject to the conditions of this
report.
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 with 2009 IBC Section
1908.1.9 or 2006 IBC Section 1908.1.16.
5.8 Hilti HIT-HY 200 adhesive anchors 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 Strength design values must be established in
accordance with Section 4.1 of this report.
5.10 Allowable design values must be 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 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.
5.13 Anchors are not permitted to support fire-resistive
construction. Where not otherwise prohibited by the
code, Hilti HIT-HY 200 adhesive anchors are
permitted for installation in fire-resistive construction
provided that at least one of the following conditions is
fulfilled:
 Anchors are used to resist wind or seismic forces
only.
Page 6 of 29
5.15 Use of zinc-plated carbon steel threaded rods or steel
reinforcing bars is limited to dry, interior locations.
5.16 Use of hot-dipped galvanized carbon steel threaded
rods with a coating complying with ASTM A153 Class
C or D, and stainless steel rods, is permitted for
exterior exposure or damp environments.
5.17 Steel anchor 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 A 153 Class C or D.
5.18 Periodic special inspection must be provided in
accordance with Section 4.4 of this report. Continuous
special inspection for overhead installations (vertical
up) that are designed to resist sustained tension loads
must be provided in accordance with Section 4.4 of
this report.
5.19 Hilti HIT-HY 200-A adhesive anchors 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). Overhead installations require the
use of piston plugs (HIT-SZ, -IP) during injection, and
the anchor 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.
5.20 Hilti HIT-HY 200-A and Hilti HIT-HY 200-R adhesives
are manufactured by Hilti GmbH, Kaufering,
Germany, with quality control inspections by UL LLC
(AA-668).
5.21 Hilti HIS-N and HIS-RN inserts are manufactured by
Hilti (China) Ltd., Guangdong, China, with quality
control inspections by UL LLC (AA-668).
6.0 EVIDENCE SUBMITTED
Data in accordance with the ICC-ES Acceptance Criteria
for Post-installed Adhesive Anchors in Concrete (AC308),
dated February 2013, including but not limited to tests
under freeze/thaw conditions (Table 4.2, test series 6).
7.0 IDENTIFICATION
 Anchors that support gravity load–bearing structural
elements are within a fire-resistive envelope or a
fire-resistive membrane, are protected by approved
fire-resistive materials, or have been evaluated for
resistance to fire exposure in accordance with
recognized standards.
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, evaluation
report number (ICC-ES ESR-3187), and the name of
the inspection agency (UL LLC).
 Anchors are
elements.
7.2 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,
evaluation report number (ICC-ES ESR-3187), and
the name of the inspection agency (UL LLC).
used
to
support
nonstructural
5.14 Since an ICC-ES acceptance criteria for evaluating
data to determine the performance of adhesive
anchors 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.
7.3 Threaded rods, nuts, washers, bolts, cap screws, and
deformed reinforcing bars are standard elements and
must conform to applicable national or international
specifications.
E
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TABLE 1—D
DESIGN TABLE INDEX
Fractional
Design
D
Table
Table
P
Page
Table
Page
Steel
S
Strength - Nsa, Vsa
6
11
10
15
14
19
Concrrete Breakout - Ncb, Ncbg, Vcb,
Vcbg, Vcp, Vcpg
c
7
12
11
16
15
19
Bond Strength - Na, Nag
8
13
12
17
16
20
Fractional
Design
D
Table
Hilti HIS-N an
nd HIS-RN Interrnally
Threaded Insert
Can
nadian
Page
e
Steel Re
einforcing Bars
Standard
d Threaded Rod
d
EU Metrric
Table
Metric
c
Table
Page
Table
Page
Steel
S
Strength - Nsa, Vsa
6
11
10
15
Concrrete Breakout - Ncb, Ncbg, Vcb,
Vcbg, Vcp, Vcpg
c
7
12
11
16
Bond Strength - Na, Nag
9
14
13
18
Steel
S
Strength - Nsa, Vsa
17
21
17
21
Concrrete Breakout - Ncb, Ncbg, Vcb,
Vcbg, Vcp, Vcpg
c
18
22
18
22
Bond
B
Strength - Na, Nag
19
23
19
23
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DEFORMED REINFORCMEN
NT
THREADED RO
OD
h
h
HILTI HIS-N AN
READED INSERTS
ND HIS-RN THR
h
FIGURE
F
1—INST
TALLATION PAR
RAMETERS
E
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FIGURE
E 2—FLOW CHA
ART FOR THE ESTABLISHMEN
E
NT OF DESIGN B
BOND STRENGTH
TABLE
T
2—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 A 193 Grade B7
1
≤ 2 /2 in. (≤
≤ 64 mm)
3
ASTM F 56
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 F 59
93 CW1 (316)
1/4-in. to 5/8-in.
5
5
ASTM F 59
93 CW2 (316)
3/4-in. to 1-1/2-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 A 563
3 Grade DH
1 .25
10
35
ASTM A 563
3 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 F 594
1 .89
25
-
ASTM F 594
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.
9
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TABLE
T
3—SPEC
CIFICATIONS AN
ND PHYSICAL PROPERTIES
P
O
OF COMMON ST
TEEL REINFORC
CING BARS
R
REINFORCING BAR
B
SPECIFICA
ATION
1
A
ASTM A 615 Grr. 60
1
A
ASTM A 615 Grr. 40
2
A
ASTM A 706 Grr. 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
Standard Speciffication for Deforrmed and Plain Carbon
C
Steel Barrs for Concrete R
Reinforcement
Standard Speciffication for Low Alloy
A
Steel Deforrmed and Plain Bars
B
for Concrete
e Reinforcement
Reinforcing stee
el; reinforcing ste
eel bars; dimensiions and masses
s
4
Billet-Steel Bars
s for Concrete Re
einforcement
2
3
TABLE 4—
—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
3/8-in. and M8 to
o M10
C
Carbon Steel
D
DIN EN 10277-3 11SMnPb30+c or
o DIN
1
1561 9SMnPb28K
1
1/2 to 3/4-in. and M12 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 5—SPECIFICAT
5
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 A 325 /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
A 563 C, C
C3, D, DH,
DH3 He
eavy Hex
1.1
16
15
45
ASTM F 594
Alloy Grou
up 1, 2 or 3
1.2
25
12
35
ASTM F 594
up 1, 2 or 3
Alloy Grou
7
7
Minimum Grade
e 5 bolts, cap scre
ews or studs must be used with carbon
c
steel HIS
S inserts.
Only stainless steel bolts, cap sc
crews or studs must
m
be used with
h HIS-RN insertss.
Mechanical and
d Material Require
ements for Exterrnally Threaded Fasteners
F
4
Standard Speciffication for Structtural Bolts, Steell, Heat Treated, 120/105
1
ksi Minim
mum Tensile Strrength
5
Standard Speciffication for Alloy--Steel and Stainle
ess Steel Bolting
g Materials for Hiigh-Temperature
e Service
6
Nuts must have specified minimum proof load stress equal to or greater than the specified minim um full-size tenssile strength of the specified
stud.
7
Nuts for stainles
ss steel studs mu
ust be of the sam
me alloy group as
s the specified bo
olt, cap screw, orr stud.
2
3
6
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Fractional Th
hreaded Rod an
nd Reinforcing B
Bars
Steel S
Strength
TABLE 6—STEEL DESIGN INFORMATION FOR FRACTIONAL
L THREADED R
ROD AND REINF
FORCING BARS
S
D
DESIGN INFORMA
ATION
R
Rod O.D.
ASTM F593,, CW
Stainless
ASTM A 193 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 ten
nsion2
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 A 615
Grade 40
Nominal stren
ngth as governed by
b steel
strength
ASTM A 615
Grade 60
Nominal stren
ngth as governed by
b steel
strength
ASTM A 706
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
3/8
0.375
(9.5)
0.0775
(50)
5,620
(25.0)
2,810
(12.5)
1/2
2
0.5
5
(12..7)
0.14
419
(92
2)
10,2
290
(45..8)
6,17
75
(27..5)
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)
1-1/4
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
1-1/8
(28.6)
1.0
(645)
6
60,000
((266.9)
3
36,000
((160.1)
#10
1-1/4
(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
F
For SI: 1 inch = 25.4
2
mm, 1 lbf = 4.448
4
N. For pound-inch units: 1 mm = 0.03937
7 inches, 1 N = 0
0.2248 lbf
1
Values provided
d for common rod
d material types are
a based on spe
ecified strengthss and calculated in accordance w
with ACI 318 Eq. ((D-3) and
Eq. (D-20). Nuts
s and washers must
m
be appropria
ate for the rod.
2
For use with the
e load combinatio
ons of IBC Sectio
on 1605.2.1 or AC
CI 318 Section 9
9.2, as set forth in
n ACI 318 D.4.4.. If the load com
mbinations of
ACI 318 Append
dix C are used, th
he appropriate value of  must be
e determined in a
accordance with ACI 318 D.4.5. Values correspo
ond to a
brittle steel elem
ment.
3
For use with the
e load combinatio
ons of IBC Sectio
on 1605.2.1 or AC
CI 318 Section 9
9.2, as set forth in
n ACI 318 D.4.4.. If the load com
mbinations of
ACI 318 Append
dix C are used, th
he appropriate value of  must be
e determined in a
accordance with ACI 318 D.4.5. Values correspo
ond to a
ductile steel elem
ment.
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Conc
crete Breakout Strength
Fractional Th
hreaded Rod and
Reinforcing Bars
Carbide B
Bit or
Hilti Hollow C
Carbide Bit
—CONCRETE BR
REAKOUT DESIG
GN INFORMATIION FOR FRACT
TIONAL THREA
ADED ROD AND
D REINFORCING
G BARS
TABLE 7—
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
Symbol
S
kc,cr
E
Effectiveness fac
ctor for
u
uncracked concre
ete
kc,uncr
M
Minimum Embedment
hef,min
M
Maximum Embed
dment
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
hef,max
smin
cmin
hmin
Units
3/8 or
#3
1/2 or
#4
in-lb
Nominal rod diameter (i n.) / Reinforcing
g bar size
5/8 o
or
3/4 or
7/8 or
1 or
#9
#5
5
#6
#7
#8
1
17
(SI)
(7
7.1)
in-lb
2
24
(SI)
(1
10)
in.
3-1/2
4
(89)
(89)
15
17-1/2
(318
8)
(381)
(445)
2-1/2
3-1//8
3-3/4
4-3/8
5
5-5/8
6-1/4
(64)
(79
9)
(95)
(111)
(127)
(143)
(159)
2-3/8
2-3/4
3-1//8
3-1/2
(mm)
(60)
in.
7-1/2
(70)
(79
9)
10
12-1 /2
(mm)
(191)
(254)
in.
1-7/8
(mm)
(48)
-
1-1/4 or
#10
4-1/2
5
(102)
(114)
(127)
20
22-1/2
2
25
(508)
(572)
(635)
5d; or see Section 4.1.9 of this report for de
esign with reduce
ed minimum edge distances
in.
hef + 1-1
1/4
(mm)
(hef + 30)
3
4)
(4
hef + 2d0
cac
-
See Section 4.1 .10 of this reportt.

-
0. 65

-
0. 70
F
For SI: 1 inch ≡ 25.4
2
mm, 1 lbf = 4.448
4
N, 1 psi = 0.006897 MPa.
F
For pound-inch units: 1 mm = 0.03937 inches, 1 N = 0.2248 lbf, 1 MPa = 145.0 ps i
1
Additional settin
ng information is described in Figure 5, Manufactu
urers Printed Insttallation Instructiions (MPII).
Values provided
d for post-installe
ed anchors underr Condition B without supplementtary reinforceme
ent as defined in ACI 318 Section
n D.4.4.
3
For installations
s with 1-3/4 inch edge
e
distance, re
efer to section 4..1.9 for spacing a
and maximum to
orque requiremen
nts.
4
d0 = hole diameter.
2
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Bond Stre ngth
Frractional Reinfo
orcing Bars
C
Carbide Bit or
Hilti H
Hollow Carbide B
Bit
TABLE 8—B
BOND STRENGT
TH DESIGN INF
FORMATION FO
OR FRACTIONAL
L 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)
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)
2-3/8
(60)
7-1/2
(191)
2-3/4
(70)
10
(254)
3-1//8
(79
9)
12-1 /2
(318
8)
3-1/2
(89)
15
(381)
3-1/2
(89)
17-1/2
(445)
4
(102)
20
(508)
4-1/2
(114)
22-1/2
2
(572)
5
(127)
25
(635)
psi
1,044
1,051
1,05
57
1,062
900
904
908
910
(MPa))
(7.2)
(7.2)
(7.3
3)
(7.3)
(6.2)
((6.2)
(6.3)
(6.3)
psi
1,661
1,661
1,66
61
1,661
1,661
1,661
1,661
1,661
(MPa))
(11.5)
(11.5)
(11.5
5)
(11.5)
(11.5)
(1
11.5)
(11.5))
(11.5)
psi
842
847
852
2
857
726
729
732
734
(MPa))
(5.8)
(5.8)
(5.9
9)
(5.9)
(5.0)
((5.0)
(5.0)
(5.1)
psi
1,340
1,340
1,34
40
1,340
1,340
1,340
1,340
0
1,340
(MPa))
(9.2)
(9.2)
(9.2
2)
(9.2)
(9.2)
((9.2)
(9.2)
(9.2)
psi
731
735
740
0
744
630
633
635
637
(MPa))
(5.0)
(5.1)
(5.1
1)
(5.1)
(4.3)
((4.4)
(4.4)
(4.4)
psi
1,163
1,163
1,16
63
1,163
1,163
1,163
1,163
3
1,163
(MPa))
(8.0)
(8.0)
(8.0
0)
(8.0)
(8.0)
((8.0)
(8.0)
(8.0)
Anchor
Category
C
-
1
d
-
0. 65
Anchor
Category
C
-
2
ws
-
0. 55
N,seis
-
0
0.8
Dry conc
crete
Water sa
aturated
concrete
e
R
Reduction for seismic tension
F
For SI: 1 inch ≡ 25.4
2
mm, 1 lbf = 4.448
4
N, 1 psi = 0.006897 MPa.
F
For pound-inch units: 1 mm = 0.03937 inches, 1 N = 0.2248 lbf, 1 MPa = 145.0 ps i
1
v
correspond to concrete compressive streng
gth in the range 2
4,500 psi. For the range 4,500 pssi < f′c ≤
Bond strength values
2,500 psi ≤ f′c ≤ 4
6,500 psi, tabula
ated characteristic bond strengths may be increas
sed by 6 percentt. For the range 6
6,500 psi < f′c ≤ 8
8,000 psi, tabulated
characteristic bo
ond strengths ma
ay be increased by
b 10 percent.
2
Temperature ran
nge A: Maximum
m short term temp
perature = 104°F
F (40°C), Maximu
um long term tem
mperature = 75°F
F (24°C).
Temperature ran
nge B: Maximum
m short term temp
perature = 176°F
F (80°C), Maximu
um long term tem
mperature = 122°°F (50°C).
Temperature ran
nge C: Maximum
m short term temp
perature = 248°F
F (120°C), Maxim
mum long term te
emperature = 162
2°F (72°C).
Short term eleva
ated concrete tem
mperatures are those that occur over
o
brief interva
als, e.g., as a ressult of diurnal cyccling. Long term concrete
temperatures arre roughly consta
ant over significant periods of time.
E
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Fractional
F
Threa
aded Rod
Bond Stre ngth
C
Carbide Bit or
Hilti H
Hollow Carbide B
Bit
TABLE 9—
—BOND STREN
NGTH DESIGN IN
NFORMATION F
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
1/2
5/8
3
3/4
7/8
1
1-1/4
in.
(mm)
in.
(mm)
2-3/8
(60)
7-1/2
(191)
2-3/4
(70)
10
(254)
3-1/8
(79)
12-1/2
(318)
3-1/2
(8
89)
1
15
(38
81)
3-1/2
2
(89)
17-1/2
2
(445))
4
(102)
20
(508)
5
(127)
25
(635)
psi
1,044
1,051
1,057
1,0
062
900
904
910
(MPa))
(7.2)
(7.2)
(7.3)
(7
7.3)
(6.2)
(6.2)
(6.3)
psi
1,879
1,879
1,879
1,8
879
1,879
9
1,879
1,879
(MPa))
(13.0)
(13.0)
(13.0)
(13
3.0)
(13.0)
(13.0)
(13.0)
psi
842
847
852
85
57
726
729
734
(MPa))
(5.8)
(5.8)
(5.9)
(5
5.9)
(5.0)
(5.0)
(5.1)
psi
1,515
1,515
1,515
1,5
515
1,515
5
1,515
1,515
(MPa))
(10.4)
(10.4)
(10.4)
(10
0.4)
(10.4)
(10.4)
(10.4)
psi
731
735
740
74
44
630
633
637
(MPa))
(5.0)
(5.1)
(5.1)
(5
5.1)
(4.3)
(4.4)
(4.4)
psi
1,316
1,316
1,316
1,3
316
1,316
6
1,316
1,316
(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
F
For SI: 1 inch ≡ 25.4
2
mm, 1 lbf = 4.448
4
N, 1 psi = 0.006897 MPa.
F
For pound-inch units: 1 mm = 0.03937 inches, 1 N = 0.2248 lbf, 1 MPa = 145.0 ps i
1
v
correspond to concrete compressive streng
gth in the range 2
4,500 psi. For the range 4,500 pssi < f′c ≤
Bond strength values
2,500 psi ≤ f′c ≤ 4
6,500 psi, tabula
ated characteristic bond strengths may be increas
sed by 6 percentt. For the range 6
6,500 psi < f′c ≤ 8
8,000 psi, tabulated
characteristic bo
ond strengths ma
ay be increased by
b 10 percent.
2
Temperature ran
nge A: Maximum
m short term temp
perature = 104°F
F (40°C), Maximu
um long term tem
mperature = 75°F
F (24°C).
Temperature ran
nge B: Maximum
m short term temp
perature = 176°F
F (80°C), Maximu
um long term tem
mperature = 122°°F (50°C).
Temperature ran
nge C: Maximum
m short term temp
perature = 248°F
F (120°C), Maxim
mum long term te
emperature = 162
2°F (72°C).
Short term eleva
ated concrete tem
mperatures are those that occur over
o
brief interva
als, e.g., as a ressult of diurnal cyccling. Long term concrete
temperatures arre roughly consta
ant over significant periods of time.
E
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Metric Threaded Rod and
a EU Metric
Reinforcing Bars
B
Steel Sttrength
TABLE 10—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
229.5
280.5
(lb)
(9,127)
(13,266)
(24,706)
(3
38,555)
(55,5
550)
(51,594)
(63,059)
kN
20.3
35.4
65.9
102.9
148
8.3
137.7
168.3
(lb)
(4,564)
(7,960)
(14,824)
(2
23,133)
(33,3
330)
(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
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
F
For SI: 1 inch ≡ 25.4
2
mm, 1 lbf = 4.448
4
N, 1 psi = 0.006897 MPa.
F
For pound-inch units: 1 mm = 0.03937 inches, 1 N = 0.2248 lbf, 1 MPa = 145.0 ps i
1
d for common rod
d material types are
a based on spe
ecified strengthss and calculated in accordance w
with ACI 318 Eq. ((D-3) and
Values provided
Eq. (D-20). Nuts
s and washers must
m
be appropria
ate for the rod.
2
For use with the
e load combinatio
ons of IBC Sectio
on 1605.2.1 or AC
CI 318 Section 9
9.2, as set forth in
n ACI 318 D.4.4.. If the load com
mbinations of
ACI 318 Append
dix C are used, th
he appropriate value of  must be
e determined in a
accordance with ACI 318 D.4.5. Values correspo
ond to a
brittle steel elem
ment.
3
A4-70 Stainless
s (M8- M24); A4-5
502 Stainless (M
M27- M30)
E
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Conc
crete Breakout Strength
Metric
M
Threaded
d Rod and EU Metric
Reinforcing Bars
Carbide B
Bit or
Hilti Hollow C
Carbide Bit
THREADED RO
TABLE 11—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
Symbol
S
M
Minimum Embedment
hef,min
M
Maximum Embed
dment
hef,max
M
Min. anchor spac
cing
M
Min. edge distanc
ce
3
3
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 4.1.9 of this report for de
esign with reduce
ed minimum edge distances
mm
hef + 30
(in.)
(hef + 1-1/4)
(4)
hef + 2do
Reinforcin
ng bar size
D
DESIGN INFORM
MATION
Symbol
S
M
Minimum Embedment
hef,min
M
Maximum Embed
dment
hef,max
M
Min. anchor spac
cing
M
Min. edge distanc
ce
3
3
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
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
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 + 1-1/4)
(4)
hef + 2do
-
See Section 4.1 .10 of this reportt.
SI
7
7.1
(in-lb)
(1
17)
SI
1
10
(in-lb)
(2
24)

-
0. 65

-
0. 70
kc,uncr
28
F
For SI: 1 inch ≡ 25.4
2
mm, 1 lbf = 4.448
4
N, 1 psi = 0.006897 MPa.
F
For pound-inch units: 1 mm = 0.03937 inches, 1 N = 0.2248 lbf, 1 MPa = 145.0 ps i
1
ng information is described in Figure 5, Manufactu
urers Printed Insttallation Instructiions (MPII).
Additional settin
Values provided
d for post-installe
ed anchors installed under Condittion B without su
upplementary rein
nforcement as de
efined in ACI 318
8 D.4.4.
3
For installations
s with 1-3/4 inch edge
e
distance, re
efer to section 4..1.9 for spacing a
and maximum to
orque requiremen
nts.
4
d0 = hole diameter.
2
E
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Pag
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EU
E Metric Reinfo
orcing Bars
Bond
h
Strength
Ca
arbide Bit or
Hilti Ho
ollow Carbide Biit
TABLE 12—
—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
7.2
7.2
7.2
2
7.3
7.3
6.2
6.3
6.3
(psi)
(1,045)
(1,049)
(1,05
53)
(1,057)
(1,064)
(904)
(907)
(910)
MPa
11.5
11.5
11.5
5
11.5
11.5
1
11.5
11.5
11.5
(psi)
(1,661)
(1,661)
(1,66
61)
(1,661)
(1,661)
(1,661)
(1,661)
(1,661)
MPa
5.8
5.8
5.9
9
5.9
5.9
5.0
5.0
5.1
(psi)
(843)
(846)
(849
9)
(852)
(858)
(729)
(731)
(734)
MPa
9.2
9.2
9.2
2
9.2
9.2
9.2
9.2
9.2
(psi)
(1,340)
(1,340)
(1,34
40)
(1,340)
(1,340)
(1,340)
(1,340
0)
(1,340)
MPa
5.0
5.1
5.1
1
5.1
5.1
4.4
4.4
4.4
(psi)
(732)
(734)
(737
7)
(740)
(745)
(633)
(635)
(637)
MPa
8.0
8.0
8.0
0
8.0
8.0
8.0
8.0
8.0
(psi)
(1,163)
(1,163)
(1,16
63)
(1,163)
(1,163)
(1,163)
(1,163
3)
(1,163)
Anchor
Category
C
-
1
d
-
0. 65
Anchor
Category
C
-
2
ws
-
0. 55
N,seis
-
0
0.8
Dry conc
crete
Water sa
aturated
concrete
e
R
Reduction for seismic tension
F
For SI: 1 inch ≡ 25.4
2
mm, 1 lbf = 4.448
4
N, 1 psi = 0.006897 MPa.
F
For pound-inch units: 1 mm = 0.03937 inches, 1 N = 0.2248 lbf, 1 MPa = 145.0 ps i
1
v
correspond to concrete compressive streng
gth in the range 2
4,500 psi. For the range 4,500 pssi < f′c ≤
Bond strength values
2,500 psi ≤ f′c ≤ 4
6,500 psi, tabula
ated characteristic bond strengths may be increas
sed by 6 percentt. For the range 6
6,500 psi < f′c ≤ 8
8,000 psi, tabulated
characteristic bo
ond strengths ma
ay be increased by
b 10 percent.
2
Temperature ran
nge A: Maximum
m short term temp
perature = 104°F
F (40°C), Maximu
um long term tem
mperature = 75°F
F (24°C).
Temperature ran
nge B: Maximum
m short term temp
perature = 176°F
F (80°C), Maximu
um long term tem
mperature = 122°°F (50°C).
Temperature ran
nge C: Maximum
m short term temp
perature = 248°F
F (120°C), Maxim
mum long term te
emperature = 162
2°F (72°C).
Short term eleva
ated concrete tem
mperatures are those that occur over
o
brief interva
als, e.g., as a ressult of diurnal cyccling. Long term concrete
temperatures arre roughly consta
ant over significant periods of time.
E
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usted
Pag
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Metric Thread
ded Rod
Ca
arbide Bit or
Hilti Ho
ollow Carbide Biit
Bond
h
Strength
TABLE 13—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
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
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
7.2
7.2
7.3
7
7.3
6.2
6.2
6.3
(psi)
(1,045)
(1,049)
((1,057)
(1,0
064)
(902))
(905)
(909)
MPa
13.0
13.0
13.0
13
3.0
13.0
13.0
13.0
(psi)
(1,879)
(1,879)
((1,879)
(1,8
879)
(1,879
9)
(1,879)
(1,879)
MPa
5.8
5.8
5.9
5
5.9
5.0
5.0
5.1
(psi)
(843)
(846)
(852)
(85
58)
(728))
(730)
(733)
MPa
10.4
10.4
10.4
10
0.4
10.4
10.4
10.4
(psi)
(1,515)
(1,515)
((1,515)
(1,5
515)
(1,515
5)
(1,515)
(1,515)
MPa
5.0
5.1
5.1
5
5.1
4.4
4.4
4.4
(psi)
(732)
(734)
(740)
(74
45)
(632))
(633)
(636)
MPa
9.1
9.1
9.1
9
9.1
9.1
9.1
9.1
(psi)
(1,316)
(1,316)
((1,316)
(1,3
316)
(1,316
6)
(1,316)
(1,316)
Anchor
Category
C
-
1
d
-
0. 65
Anchor
Category
C
-
2
ws
-
0. 55
N,seis
-
0
0.8
Dry conc
crete
Water sa
aturated
concrete
e
R
Reduction for seismic tension
F
For SI: 1 inch ≡ 25.4
2
mm, 1 lbf = 4.448
4
N, 1 psi = 0.006897 MPa.
F
For pound-inch units: 1 mm = 0.03937 inches, 1 N = 0.2248 lbf, 1 MPa = 145.0 ps i
1
v
correspond to concrete compressive streng
gth in the range 2
4,500 psi. For the range 4,500 pssi < f′c ≤
Bond strength values
2,500 psi ≤ f′c ≤ 4
6,500 psi, tabula
ated characteristic bond strengths may be increas
sed by 6 percentt. For the range 6
6,500 psi < f′c ≤ 8
8,000 psi, tabulated
characteristic bo
ond strengths ma
ay be increased by
b 10 percent.
2
Temperature ran
nge A: Maximum
m short term temp
perature = 104°F
F (40°C), Maximu
um long term tem
mperature = 75°F
F (24°C).
Temperature ran
nge B: Maximum
m short term temp
perature = 176°F
F (80°C), Maximu
um long term tem
mperature = 122°°F (50°C).
Temperature ran
nge C: Maximum
m short term temp
perature = 248°F
F (120°C), Maxim
mum long term te
emperature = 162
2°F (72°C).
Short term eleva
ated concrete tem
mperatures are those that occur over
o
brief interva
als, e.g., as a ressult of diurnal cyccling. Long term concrete
temperatures arre roughly consta
ant over significant periods of time.
E
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usted
Pag
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Ca
anadian Reinforrcing Bars
Steel Stren
ngth
TABLE 14
4—STEEL DESIG
GN INFORMATION FOR CANAD
DIAN METRIC R
REINFORCING B
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
2
2
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)
F
For SI: 1 inch ≡ 25.4
2
mm, 1 lbf = 4.448
4
N, 1 psi = 0.006897 MPa.
F
For pound-inch units: 1 mm = 0.03937 inches, 1 N = 0.2248 lbf, 1 MPa = 145.0 ps i
1
2
Values provided
d for common rod
d material types based
b
on specified strengths and
d calculated in acccordance with A
ACI 318 Eq. (D-3
3) and Eq.
(D-20). Other material specificattions are admissiible.
For use with the
e load combinatio
ons of ACI 318 Section 9.2, as se
et forth in ACI 31 8 Section D.4.4.
Canadian Reinforcing Bars
s
Concrete Breakout Strength
Carbide Bit or
Carbide Bit
Hilti Hollow C
TAB
BLE 15—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)
90
70
80
101
120
(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 S
Section 4.1.9 of t his report for dessign with reduced
d minimum
edge distances
hef + 30
(4)
hef + 2
2do
(hef + 1-1/4)
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
F
For SI: 1 inch ≡ 25.4
2
mm, 1 lbf = 4.448
4
N, 1 psi = 0.006897 MPa.
F
For pound-inch units: 1 mm = 0.03937 inches, 1 N = 0.2248 lbf, 1 MPa = 145.0 ps i
1
15 M
See Secttion 4.1.10 of thiss report.
0.65
0.70
Additional settin
ng information is described in Figure 5, Manufactu
urers Printed Insttallation Instructiions (MPII).
Values provided
d for post-installe
ed anchors installed under Condittion B without su
upplementary rein
nforcement.
3
For installations
s with 1-3/4 inch edge
e
distance, re
efer to section 4..1.9 for spacing a
and maximum to
orque requiremen
nts.
4
d0 = hole diameter.
2
E
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M
Widely Acc
cepted and Tru
usted
Pag
ge 20 of 29
Canadian Reinforcing
R
Barrs
Bond Streng
gth
Carbide B
Bit or
Hilti Hollow Ca
arbide Bit
CANADIAN MET
TABLE 16—BOND STRENGTH
H DESIGN INFOR
RMATION FOR C
TRIC REINFORC
CING BARS
1
IN HOLES DRILLE
ED WITH A HAM
MMER DRILL AN
ND CARBIDE BIT
T (OR HILTI HO
OLLOW CARBID
DE DRILL BIT)
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 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
7.2
7.3
7
7.3
6.2
6.3
(psi)
(1,045)
(1,057
7)
(1,0
064)
(904)
(909)
MPa
11.5
11.5
5
11
1.5
11.5
11.5
(psi)
(1,661)
(1,661
1)
(1,6
661)
((1,661)
(1,661)
MPa
5.8
5.9
5
5.9
5.0
5.1
(psi)
(843)
(852))
(85
58)
(729)
(733)
MPa
9.2
9.2
9
9.2
9.2
9.2
(psi)
(1,340)
(1,340
0)
(1,3
340)
((1,340)
(1,340)
MPa
5.0
5.1
5
5.1
4.4
4.4
(psi)
(732)
(740))
(74
45)
(633)
(636)
MPa
8.0
8.0
8
8.0
8.0
8.0
(psi)
(1,163)
(1,163
3)
(1,1
163)
((1,163)
(1,163)
Anchor
Category
C
-
1
d
-
0. 65
Anchor
Category
C
-
2
ws
-
0. 55
N,seis
-
0
0.8
Dry conc
crete
Water sa
aturated
concrete
e
R
Reduction for seismic tension
F
For SI: 1 inch ≡ 25.4
2
mm, 1 lbf = 4.448
4
N, 1 psi = 0.006897 MPa.
F
For pound-inch units: 1 mm = 0.03937 inches, 1 N = 0.2248 lbf, 1 MPa = 145.0 ps i
1
Bond strength values
2,500 psi ≤ f′c ≤ 4
v
correspond to concrete compressive streng
gth in the range 2
4,500 psi. For the range 4,500 pssi < f′c ≤
6,500 psi, tabula
ated characteristic bond strengths may be increas
sed by 6 percentt. For the range 6
6,500 psi < f′c ≤ 8
8,000 psi, tabulated
characteristic bo
ond strengths ma
ay be increased by
b 10 percent.
2
Temperature ran
nge A: Maximum
m short term temp
perature = 104°F
F (40°C), Maximu
um long term tem
mperature = 75°F
F (24°C).
Temperature ran
nge B: Maximum
m short term temp
perature = 176°F
F (80°C), Maximu
um long term tem
mperature = 122°°F (50°C).
Temperature ran
nge C: Maximum
m short term temp
perature = 248°F
F (120°C), Maxim
mum long term te
emperature = 162
2°F (72°C).
Short term eleva
ated concrete tem
mperatures are those that occur over
o
brief interva
als, e.g., as a ressult of diurnal cyccling. Long term concrete
temperatures arre roughly consta
ant over significant periods of time.
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Fractiona
al and Metric HIS-N and HIS-RN
N
In
nternal Threade
ed Insert
ngth
Steel Stren
TION FOR FRAC
CTIONAL AND M
METRIC HIS-N A
AND HIS-RN THREADED INSER
RTS
TABLE 17—STEEL DESIGN INFORMAT
DE
ESIGN
IN
NFORMATION
Symbol Units
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 A 193 B7
Bo
olt effective cross
sse
ectional area
Nominal ste
eel
strength – ASTM
A
3
A 193 B7
bolt/cap scre
ew
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 –
ert
HIS-RN inse
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 –
ert
HIS-RN inse
Re
eduction for seismic
sh
hear
Nsa
Vsa
Nsa
Nsa
Vsa
Nsa
Nsa
Vsa
Nsa
Nsa
Vsa
Nsa
Nom
minal Bolt/Cap Screw
S
Diameterr
(in.) Frac
ctional
1
Nominal Bolt/Cap Screw Diiameter
(mm) Metric
Units
3/8
8
1/2
5/8
3/4
8
10
12
16
6
20
in.
(mm)
in.
(mm)
2
in.
2
(mm )
2
in.
2
(mm )
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)
1.00
(25.4)
6.69
(170)
0.2260
(146)
0.404
(260)
1.09
9
(27.6
6)
8.07
7
(205 )
0.334
45
(216 )
0.410
0
(265 )
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)
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)
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)
(10,431) (15,161) (28,2
236) (44,063)
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)
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)
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
F
For SI: 1 inch ≡ 25.4
2
mm, 1 lbf = 4.448
4
N, 1 psi = 0.006897MPa.
F
For pound-inch units: 1 mm = 0.03937 inches, 1 N = 0.2248 lbf, 1 MPa = 145.0 ps i
1
d for common rod
d material types based
b
on specified strengths and
d calculated in acccordance with A
ACI 318 Eq. (D-3
3) and Eq.
Values provided
(D-20). Nuts and
d washers must be appropriate fo
or the rod.
2
For use with the
e load combinatio
ons of ACI 318 9.2, as set forth in
n ACI 318 D.4.4. Values correspo
ond to a brittle steel element for tthe HIS
insert.
3
n tension and she
ear for the bolt orr screw, the  facctor for ductile stteel failure accorrding to ACI
For the calculation of the design steel strength in
e used.
318 D4.4 can be
E
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Fra
actional and Mettric HIS-N and HIS-RN
H
Internal Th
hreaded Insert
Pag
ge 22 of 29
Concrete Breakout Strength
Carbide Bit or
Hilti Hollow C
Carbide Bit
ONCRETE BREA
AKOUT DESIGN
N INFORMATION FOR FRACTIO
ONAL AND MET
TRIC HILTI HIS--N AND HIS-RN INSERTS
TABLE 18—CO
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
3
E
Effectiveness fac
ctor for
ccracked concrete
e
kc,crr
E
Effectiveness fac
ctor for
u
uncracked concre
ete
kc,unccr
E
Effective embedm
ment
d
depth
M
Min. anchor spac
cing
M
Min. edge distanc
ce
3
3
hef
sminn
cminn
1/2
5/8
Nominal Boltt/Cap Screw Dia
ameter
(m
mm) Metric
Units
3/4
4
8
10
12
in-lb
17
SI
7.1
(SI)
(7.1)
(in-lb)
(17)
in-lb
24
2
SI
10
(SI)
(10)
(in-lb)
16
20
(24)
in.
4-3/8
5
6-3/4
8-1//8
mm
90
110
125
0
170
205
(mm)
(1
110)
(125)
(170)
(205
5)
(in.)
(3
3.5)
(4.3)
(4.9)
(6.7
7)
(8.1)
in.
3-1/4
4
5
5-1//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.
3-1/4
4
5
5-1//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 Section 4.1.10 of this reportt
-
See Section
n 4.1.10 of this re
eport
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
F
For SI: 1 inch ≡ 25.4
2
mm, 1 lbf = 4.448
4
N, 1 psi = 0.006897MPa.
F
For pound-inch units: 1 mm = 0.03937 inches, 1 N = 0.2248 lbf, 1 MPa = 145.0 ps i
1
Additional settin
ng information is described in Figure 5, Manufactu
urers Printed Insttallation Instructiions (MPII).
Values provided
d for post-installe
ed anchors installed under Condittion B without su
upplementary rein
nforcement as de
efined in ACI 318
8 D.4.4.
3
For installations
s with 1-3/4 inch edge
e
distance, re
efer to Section 4.1.9 for spacing and maximum to
orque requiremen
nts.
2
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Pag
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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 19—
—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
3
hef
H
HIS Insert O.D.
D
Permissible
installation conditions
Temperature
2
range C
Temperature
2
range B
Temperature
2
range A
E
Effective embedm
ment
d
depth
Characteristic
bond strrength
in cracked
e
concrete
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
k,crr
k,unccr
k,crr
k,unccr
k,crr
k,unccr
1/2
5/8
Nominal Boltt/Cap Screw Dia
ameter
(m
mm) Metric
Units
3/4
4
8
10
12
16
20
in.
4-3/8
5
6-3/4
8-1//8
mm
90
110
125
170
0
205
(mm)
(1
110)
(125)
(170)
(205
5)
(in.)
(3
3.5)
(4.3)
(4.9)
(6.7
7)
(8.1)
in.
0.65
0
0.81
1.00
1.09
9
mm
1 2.5
16.5
20.5
25.4
4
27.6
(mm)
(16.5)
(20.5)
(25.4)
(27.6
6)
(in.)
(0
0.49)
(0.65)
(0.81)
(1.00
0)
(1.09)
psi
1,,058
1,065
904
907
7
MPa
7
7.2
7.3
7.3
6.2
2
6.3
(MPa)
(7
7.3)
(7.3)
(6.2)
(6.3
3)
(psi)
(1,,050)
(1,058)
(1,065)
(904
4)
(907)
psi
1,,879
1,879
1,879
1,87
79
MPa
1 3.0
13.0
13.0
13.0
0
13.0
(MPa)
(13.0)
(13.0)
(13.0)
(13.0
0)
(psi)
(1,,879)
(1,879)
(1,879)
(1,87
79)
(1,879)
psi
853
8
859
729
731
1
MPa
5
5.8
5.9
5.9
5.0
0
5.0
(MPa)
(5
5.9)
(5.9)
(5.0)
(5.0
0)
(psi)
(8
847)
(853)
(859)
(729
9)
(731)
psi
1,,515
1,515
1,515
1,51
15
MPa
1 0.4
10.4
10.4
10.4
4
10.4
(MPa)
(10.4)
(10.4)
(10.4)
(10.4
4)
(psi)
(1,,515)
(1,515)
(1,515)
(1,515)
(1,515)
psi
740
7
745
633
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)
(633
3)
(635)
psi
1,,316
1,316
1,316
1,31
16
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,,316)
(1,316)
(1,316)
(1,316)
(1,316)
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
-
F
For SI: 1 inch ≡ 25.4
2
mm, 1 lbf = 4.448
4
N, 1 psi = 0.006897 MPa.
F
For pound-inch units: 1 mm = 0.03937 inches, 1 N = 0.2248 lbf, 1 MPa = 145.0 ps i
1
Bond strength values
2,500 psi ≤ f′c ≤ 4
v
correspond to concrete compressive streng
gth in the range 2
4,500 psi. For the range 4,500 pssi < f′c ≤
6,500 psi, tabula
ated characteristic bond strengths may be increas
sed by 6 percentt. For the range 6
6,500 psi < f′c ≤ 8
8,000 psi, tabulated
characteristic bo
ond strengths ma
ay be increased by
b 10 percent.
2
Temperature ran
nge A: Maximum
m short term temp
perature = 104°F
F (40°C), Maximu
um long term tem
mperature = 75°F
F (24°C).
Temperature ran
nge B: Maximum
m short term temp
perature = 176°F
F (80°C), Maximu
um long term tem
mperature = 122°°F (50°C).
Temperature ran
nge C: Maximum
m short term temp
perature = 248°F
F (120°C), Maxim
mum long term te
emperature = 162
2°F (72°C).
Short term eleva
ated concrete tem
mperatures are those that occur over
o
brief interva
als, e.g., as a ressult of diurnal cyccling. Long term concrete
temperatures arre roughly consta
ant over significant periods of time.
E
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Pag
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TABLE
E 20—ALLOWAB
BLE STRESS DE
ESIGN EXAMPL
LE
FRACTION
NAL THREADED
D ROD
Nomin
nal
ancho
or
diametter
Effectiive
embedm
ment
depth
Concrrete
Compre
essive
Strength
Effectiv
veness
facttor
AS
SD
Conve
ersion
Fac
ctor
Stren
ngth
Reduc
ction
Fac tor
Nomina
al
strength
Allowable
e
tension loa
ad
Φ Nn /α
do
hef
f’c
k
α
Φ
Nn
(in.))
(in.))
(psi)
(-)
( -)
(-))
(lb)
(lb)
3/8
2-3/8
8
2,50
00
24
4
1. 48
0.6
65
4,392
1,928
1/2
2-3/4
4
2,50
00
24
4
1. 48
0.6
65
5,472
2,403
5/8
3-1/8
8
2,50
00
24
4
1. 48
0.6
65
6,629
2,911
3/4
3-1/2
2
2,50
00
24
4
1. 48
0.6
65
7,857
3,450
7/8
3-1/2
2
2,50
00
24
4
1. 48
0.6
65
7,857
3,450
1
4
2,50
00
24
4
1. 48
0.6
65
9,600
4,216
1-1/4
4
5
2,50
00
24
4
1. 48
0.6
65
13,415
5
5,892
For SI: 1 lb = 4.45 kN, 1 psi = 0.00689 MPa, 1 in. = 25.4 mm
D
Design Assumptions:
1.
hor with static ten
nsion load only; ASTM
A
A 193 Gra
ade B7 threaded rod
Single anch
2
2.
Vertical dow
wnward installatio
on direction
3
3.
Inspection Regimen
R
= Periodic
4
4.
Installation temperature
t
= 41
1 – 104°F
5
5.
Long term te
emperature = 80
0°F
6
6.
Short term temperature
t
= 11
10°F
7
7.
Dry hole condition – carbide
e drilled hole
8
8.
Embedment depth = hef min
9
9.
Concrete de
etermined to rem
main uncracked fo
or the life of the anchorage
a
10. Load combination from ACI 318 Section 9.2 (no seismic load
ding)
L
(D) and 70%
% Live Load (L); Controlling load
d combination 1.2
2 D + 1.6 L
11. 30% Dead Load
12. Calculation of α based on weighted
w
average
e: α = 1.2 D + 1.6
6 L = 1.2 (0.30) + 1.6 (0.70) = 1.4
48
13. Normal weig
ght concrete: f′c = 2,500 psi
14. Edge distan
nce ca1 = ca2 > cacc
15. Member thic
ckness h ≥ hmin
HILTI HIT
T-HY 200 FOIL PACK
P
AND MIXIN
NG NOZZLE
SER
HILTI DISPENS
ANCHORIN
NG ELEMENTS
LTI TE-CD OR T
TE-YD HOLLOW
W CARBIDE DRIL
LL BIT
HIL
FIGUR
RE 3—HILTI HIT
T-HY 200 ANCHO
ORING SYSTEM
M
E
ESR-3187 | Most
M
Widely Acc
cepted and Tru
usted
Pag
ge 25 of 29
S
Specifications / Assumptions:
A
ASTM A 193 Gra
ade B7 threaded rod
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 D.1 wiill be provided.
A
Assume maximum
m short term (diu
urnal) base
material temperature < 100° F.
A
Assume maximum
m long term base
e material
temperature < 80°
8 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 in ac
ccordance with ACI 318-08 App
pendix D and th
his report
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
ACI 318 Co
ode Ref.
R
Report Ref.
D.8
8
Se
ection 4.1.9
and
Table 7
D.5.1
1.2
Table 6
D.5.2.1 and Eq. (D-5)
-
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,,735 lb.
Anchor Group
p:  Nsa =  • n • Ase • futa = 0.75 • 2 • 17,735 lb. = 26,603 lb.
S
Step 3. Check co
oncrete breakoutt strength in tensiion:
Ncbg 
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
2
= 729 in
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)
-
-
D.5.2.1 and Eq. (D-6)
-
D.5.2
2.4
-
D.5.2.5 and E
Eq. (D-11)
-
D.5.2
2.6
Table 11
-
Section
4.1.10
D.5.2.7 and E
Eq. (D-13)
-
D.5.2.2 and Eq. (D-7)
-
-
-
D.4.4(c)
-
Determine cac:
 k ,uncr 
kc ,uncr
u
 d

cac  hef   k ,uncr
1
 1160
23.6 in.
hef  f ' c 



0 .4
Ncbg 
9.0  4 ,000  2,899 psi > 1,879
1
psi  use 1,879 psi
0 .4


h
12
 1,879 


 max 3.1  0.7
;1.4   9  
;1.4 
  max 3.1  0.7
1160
h
9




ef


For ca,min < cac
a  cp,N 
N b  kc ,uncr   
24
  0.5
max ca ,min ;1.5  hef
cac

max 2.5 ;1.5  9
23 .6
 0.57
f 'c  hef 1.5  24  (1
1.0)  4, 000
0  (9)1.5  40,9983 lb.
496
1.0  0.76 1.0  0..57  40,983  12
2,079 lb.
729
Ncbg = 0.65 • 12,079= 7,852 lb.
FIGURE 4—
—DESIGN EXAM
MPLE
=
ESR-3187 | Most Widely Accepted and Trusted
Page 26 of 29
Step 4. Check bond strength in tension:
Nag 
ANa
 ed ,Na  g ,Na  ec ,Na  p ,Na  Na0 
ANa 0



1,879
scr ,Na  min 20  d  k ,uncr ;3  hef   20  0.5 
 11.4 in.


1,450
1,450


-
Section 4.1
Eq. (D-16b)
-
Section 4.1
Eq. (D-16d)
Table 14
-
Section 4.1
Eq. (D-16e)
D.5.3.7
Section 4.1
D.5.3.7
Section 4.1
Eq. (D-16c)
-
Section 4.1
Eq. (D-16m)
-
Section 4.1
Eq. (D-16i)
Table 12
-
Section 4.1
Eq. (D-16h)
Table 14
-
Section 4.1
Eq. (D-16g)
-
Section 4.1
-
Section 4.1
Eq. (D-16p)
-
Section 4.1
Eq. (D-16f)
-
Section 4.1
Eq. (D-16b)
-
-
D.4.1.2
-
-
Section 4.2
3 • hef = 27 in. > 11.4 in.  scr,Na = 11.4 in.
ccr ,Na 
scr ,Na

2
11.4
 5.7 in.
2
2
ANa = (2ccr,Na + s)(ccr,Na + ca,min) = 126.3 in
2
2
ANa0 = (scr,Na) = 130.0 in

c
For ca,min < ccr,Na :  ed ,Na   0.7  0.3  a ,min

c
cr ,Na

 k ,max,uncr 
k c ,uncr
 d

hef  f ' c 
   


 g ,Na0  n   n  1  


24
9.0  4 ,000  2,899 psi
  0.5
1.5 
k ,uncr
k ,max,uncr





  12,,879

899 


  2   2 1




0.5

s 
 1   g ,Na0
 scr ,Na 



 g ,Na   g ,Na0  
 
   0.7  0.3  2.5   0.83
 
5.7 






1.5 
0.5
  1.20



  1.20   114..04   1  1.20   1.08



ec,Na = 1.0 no eccentricity – loading is concentric
 p ,Na 
max ca ,min ; ccr ,Na
cac

max 2.5 ;5.7
23 .6
 0.24
Na0 = k,uncr • • d • hef = 1,879 • • 0.5 • 9.0 = 26,564 lb.
Nag 
126.3
 0.83 1.08 1.0  0.24  26 ,564  5,552 lb.
130.0
Nag = 0.65 • 5,552 = 3,609 lb.
Step 5. Determine controlling strength:
Steel Strength
Nsa =
26,603 lb.
Concrete Breakout Strength
Ncbg =
7,852 lb.
Bond Strength
Nag =
3.609 lb. CONTROLS
Step 6. Convert strength to ASD using factor provided in Section 4.2:
Tallowable,ASD 
Nn 3 ,609

 2,438 lb.
1.48

Note: For this example 30% dead load, 70% live load and a controlling load combination of
1.2D + 1.6L is assumed:  = 0.3 • 1.2 + 0.7 • 1.6 = 1.48.
FIGURE 4—DESIGN EXAMPLE (Continued)
E
ESR-3187 | Most Widely Acc
cepted and Tru
usted
FIGU
URE 5—MANUF
FACTURER’S PRINTED INSTAL
LLATION INSTR
RUCTIONS (MPIII)
Pag
ge 27 of 29
E
ESR-3187 | Most Widely Acc
cepted and Tru
usted
FIGURE 5—MANUFACTU
URER’S PRINTE
ED INSTALLATIO
ON INSTRUCTIO
ONS (MPII) (Con
ntinued)
Pag
ge 28 of 29
E
ESR-3187 | Most Widely Acc
cepted and Tru
usted
FIGURE 5—
—MANUFACTURER’S PRINTED
D INSTALLATIO
ON INSTRUCTIO
ONS (MPII) (Con
ntinued)
Pag
ge 29 of 29