Esr 3814
Esr 3814
Esr 3814
ESR‐3814
ICC‐ES Evaluation Report
Reissued 01/2019
Revised 04/2019
ICC‐ES | (800) 423‐6587 | (562) 699‐0543 | www.icc‐es.org
This report is subject to renewal 01/2021.
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.
EVALUATION SUBJECT:
HILTI HIT‐RE 500 V3 ADHESIVE ANCHORS AND POST‐INSTALLED REINFORCING BAR
CONNECTIONS IN CRACKED AND UNCRACKED CONCRETE
“2014 Recipient of Prestigious Western States Seismic Policy Council
(WSSPC) Award in Excellence” A Subsidiary of
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 © 2019 ICC Evaluation Service, LLC. All rights reserved.
ICC-ES Evaluation Report ESR-3814
Reissued January 2019
Revised April 2019
This report is subject to renewal January 2021.
www.icc-es.org | (800) 423-6587 | (562) 699-0543 A Subsidiary of the International Code Council ®
1.0 EVALUATION SCOPE Equipment for hole cleaning and adhesive injection
Compliance with the following codes: The Hilti HIT-RE 500 V3 Adhesive Anchoring System
may be used with continuously threaded rod, Hilti HIS-(R)N
2018, 2015, 2012 and 2009 International Building internally threaded inserts or deformed steel reinforcing
Code® (IBC) bars as depicted in Figure 4. The Hilti HIT-RE 500 V3
2018, 2015, 2012 and 2009 International Residential Post-Installed Reinforcing Bar System may only be used
Code® (IRC) with deformed steel reinforcing bars as depicted in Figures
2 and 3. The primary components of the Hilti Adhesive
2013 Abu Dhabi International Building Code (ADIBC)† Anchoring and Post-Installed Reinforcing Bar Systems,
†The ADIBC is based on the 2009 IBC. 2009 IBC code sections referenced including the Hilti HIT-RE 500 V3 Adhesive, HIT-RE-M
in this report are the same sections in ADIBC. static mixing nozzle and steel anchoring elements, are
shown in Figure 6 of this report.
For evaluation for compliance with the National Building
Code of Canada® (NBCC), see listing report ELC-3814. The manufacturer’s printed Installation instructions
(MPII), as included with each adhesive unit package, are
For evaluation for compliance with codes adopted by Los
consolidated as Figure 9A and 9B.
Angeles Department of Building and Safety (LADBS), see
ESR-3814 LABC and LARC Supplement. 3.2 Materials:
Property evaluated: 3.2.1 Hilti HIT-RE 500 V3 Adhesive: Hilti HIT-RE 500 V3
Adhesive is an injectable, two-component epoxy adhesive.
Structural
The two components are separated by means of a
2.0 USES dual-cylinder foil pack attached to a manifold. The two
components combine and react when dispensed through
The Hilti HIT-RE 500 V3 Adhesive Anchoring System and
a static mixing nozzle attached to the manifold.
Post-Installed Reinforcing Bar System are used to resist
Hilti HIT-RE 500 V3 is available in 11.1-ounce (330 ml),
static, wind and earthquake (Seismic Design Categories
16.9-ounce (500 ml), and 47.3-ounce (1400 ml) foil packs.
A through F) tension and shear loads in cracked and
The manifold attached to each foil pack is stamped with
uncracked normal-weight concrete having a specified
the adhesive expiration date. The shelf life, as indicated by
compressive strength, f′c, of 2,500 psi to 8,500 psi
the expiration date, applies to an unopened foil pack stored
(17.2 MPa to 58.6 MPa) [minimum of 24 MPa is required
in a dry, dark environment and in accordance with
under ADIBC Appendix L, Section 5.1.1].
Figure 9A.
The anchor system complies with anchors as described 3.2.2 Hole Cleaning Equipment:
in Section 1901.3 of the 2018 and 2015 IBC, Section 1909
of the 2012 IBC and is an alternative to cast-in-place 3.2.2.1 Standard Equipment: Standard hole cleaning
anchors described in Section 1908 of the 2012 IBC, and equipment, comprised of steel wire brushes and air
Sections 1911 and 1912 of the 2009 IBC. The anchor nozzles, is described in Figure 9A of this report.
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 © 2019 ICC Evaluation Service, LLC. All rights reserved. Page 1 of 48
ESR-3814 | Most Widely Accepted and Trusted Page 2 of 48
3.2.2.2 Hilti Safe-Set™ System: For the elements least 14 percent and reduction of area must be at least
described in Sections 3.2.5.1 through 3.2.5.3 and Section 30 percent. Steel elements with a tested elongation of less
3.2.6, the Hilti TE-CD or TE-YD hollow carbide drill bit with than 14 percent or a reduction of area of less than
a carbide drilling head conforming to ANSI B212.15 must 30 percent, or both, are considered brittle. Values for
be used. When used in conjunction with a Hilti vacuum various steel materials are provided in Tables 2, 3, 4, and
with a minimum value for the maximum volumetric flow 5 of this report. Where values are nonconforming or
rate of 129 CFM (61 l/s), the Hilti TE-CD or TE-YD drill bit unstated, the steel must be considered brittle.
will remove the drilling dust, automatically cleaning the 3.2.6 Steel Reinforcing Bars for Use in Post-Installed
hole. Available sizes for Hilti TE-CD or TE-YD drill bit are Reinforcing Bar Connections: Steel reinforcing bars
shown in Figure 9A. used in post-installed reinforcing bar connections are
3.2.3 Hole Preparation Equipment: deformed bars (rebar) as depicted in Figures 2 and 3.
Tables 31, 32, 33, and Figure 4 summarize reinforcing bar
3.2.3.1 Hilti Safe-Set™ System: TE-YRT Roughening size ranges. The embedded portions of reinforcing bars
Tool: For the elements described in Sections 3.2.5.1 must be straight, and free of mill scale, rust, mud, oil, and
through 3.2.5.3 and Tables 9, 12, 17, 20, and 29, the Hilti other coatings that may impair the bond with the adhesive.
TE-YRT roughening tool with a carbide roughening head is Reinforcing bars must not be bent after installation, except
used for hole preparation in conjunction with holes core as set forth in ACI 318-14 26.6.3.1(b) or ACI 318-11 7.3.2,
drilled with a diamond core bit as illustrated in Figure 5. as applicable, with the additional condition that the bars
3.2.4 Dispensers: Hilti HIT-RE 500 V3 must be must be bent cold, and heating of reinforcing bars to
dispensed with manual, electric, or pneumatic dispensers facilitate field bending is not permitted.
provided by Hilti. 3.3 Concrete:
3.2.5 Anchor Elements: Normal-weight concrete must comply with Sections 1903
3.2.5.1 Threaded Steel Rods: Threaded steel rods must and 1905 of the IBC, as applicable. The specified
be clean, continuously threaded rods (all-thread) in compressive strength of the concrete must be from
diameters as described in Tables 6 and 14 and Figure 4 of 2,500 psi to 8,500 psi (17.2 MPa to 58.6 MPa) [minimum
this report. Steel design information for common grades of 24 MPa required under ADIBC Appendix L, Section 5.1.1].
threaded rods is provided in Table 2. Carbon steel 4.0 DESIGN AND INSTALLATION
threaded rods must be furnished with a 0.0002-inch-thick
(0.005 mm) zinc electroplated coating complying with 4.1 Strength Design of Post-Installed Anchors:
ASTM B633 SC 1 or must be hot-dipped galvanized Refer to Table 1 for the design parameters for specific
complying with ASTM A153, Class C or D. Stainless steel installed elements, and refer to Figure 5 and Section 4.1.4
threaded rods must comply with ASTM F593 or ISO 3506 for a flowchart to determine the applicable design bond
A4. Threaded steel rods must be straight and free of strength or pullout strength.
indentations or other defects along their length. The ends
may be stamped with identifying marks and the embedded 4.1.1 General: The design strength of anchors complying
end may be blunt cut or cut on the bias to a chisel point. with the 2018 and 2015 IBC, as well as Section R301.1.3
of the 2018 and 2015 IRC must be determined in
3.2.5.2 Steel Reinforcing Bars for use in Post-Installed accordance with ACI 318-14 Chapter 17 and this report.
Anchor Applications: Steel reinforcing bars are deformed
bars as described in Table 3 of this report. Tables 6, 14, The design strength of anchors under the 2012 and 2009
and 22 and Figure 4 summarize reinforcing bar size IBC, as well as the 2012 and 2009 IRC must be
ranges. The embedded portions of reinforcing bars must determined in accordance with ACI 318-11 and this report.
be straight, and free of mill scale, rust, mud, oil, and other A design example according to the 2018 and 2015 IBC
coatings (other than zinc) that may impair the bond with based on ACI 318-14 is given in Figure 7 of this report.
the adhesive. Reinforcing bars must not be bent after
Design parameters are based on ACI 318-14 for use with
installation, except as set forth in ACI 318-14 26.6.3.1(b)
the 2018 and 2015 IBC, and ACI 318-11 for use with the
or ACI 318-11 7.3.2, as applicable, with the additional
2012 and 2009 IBC unless noted otherwise in Sections
condition that the bars must be bent cold, and heating of
4.1.1 through 4.1.11 of this report.
reinforcing bars to facilitate field bending is not permitted.
The strength design of anchors must comply with ACI
3.2.5.3 Hilti HIS-N and HIS-RN Inserts: Hilti HIS-N and
318-14 17.3.1 or ACI 318-11 D.4.1 as applicable, except
HIS-RN inserts have a profile on the external surface and
as required in ACI 318-14 17.2.3 or ACI 318-11 D.3.3, as
are internally threaded. Mechanical properties for Hilti
applicable.
HIS-N and HIS-RN inserts are provided in Table 4. The
inserts are available in diameters and lengths as shown Design parameters are provided in Table 6A through
in Table 26 and Figure 4. Hilti HIS-N inserts are produced Table 30. Strength reduction factors, , as given in ACI
from carbon steel and furnished with a 0.0002-inch-thick 318-14 17.3.3 or ACI 318-11 D.4.3, as applicable, must be
(0.005 mm) zinc electroplated coating complying with used for load combinations calculated in accordance with
ASTM B633 SC 1. The stainless steel Hilti HIS-RN Section 1605.2 of the IBC or ACI 318-14 5.3 or ACI 318-11
inserts are fabricated from X5CrNiMo17122 K700 steel 9.2, as applicable. Strength reduction factors, , as given
conforming to DIN 17440. Specifications for common bolt in ACI 318-11 D.4.4 must be used for load combinations
types that may be used in conjunction with Hilti HIS-N and calculated in accordance with ACI 318-11 Appendix C.
HIS-RN inserts are provided in Table 5. Bolt grade and
4.1.2 Static Steel Strength in Tension: The nominal
material type (carbon, stainless) must be matched to the
static steel strength of a single anchor in tension, Nsa, in
insert. Strength reduction factors, , corresponding to accordance with ACI 318-14 17.4.1.2 or ACI 318-11
brittle steel elements must be used for Hilti HIS-N and Section D.5.1.2, as applicable, and the associated strength
HIS-RN inserts.
reduction factors, , in accordance with ACI 318-14 17.3.3
3.2.5.4 Ductility: In accordance with ACI 318-14 2.3 or or ACI 318-11 Section D.4.3, as applicable, are provided in
ACI 318-11 D.1, as applicable, in order for a steel element the tables outlined in Table 1 for the anchor element types
to be considered ductile, the tested elongation must be at included in this report.
ESR-3814 | Most Widely Accepted and Trusted Page 3 of 48
4.1.3 Static Concrete Breakout Strength in Tension: 4.1.6 Static Concrete Breakout Strength in Shear: The
The nominal concrete breakout strength of a single anchor nominal static concrete breakout strength of a single
or group of anchors in tension, Ncb or Ncbg, must be anchor or group of anchors in shear, Vcb or Vcbg, must be
calculated in accordance with ACI 318-14 17.4.2 or ACI calculated in accordance with ACI 318-14 17.5.2 or ACI
318-11 D.5.2, as applicable, with the following addition: 318-11 D.6.2, as applicable, based on information given in
the tables outlined in Table 1. The basic concrete breakout
The basic concrete breakout strength of a single anchor
strength of a single anchor in shear, Vb, must be calculated
in tension, Nb, must be calculated in accordance with ACI
in accordance with ACI 318-14 17.5.2.2 or ACI 318-11
318-14 17.4.2.2 or ACI 318-11 D.5.2.2, as applicable using
D.6.2.2, as applicable, using the values of d given in the
the values of kc,cr, and kc,uncr, as described in this report.
tables as outlined in Table 1 for the corresponding anchor
Where analysis indicates no cracking in accordance with
steel in lieu of da (2018, 2015, 2012 and 2009 IBC). In
ACI 318-14 17.4.2.6 or ACI 318-11 D.5.2.6, as applicable,
addition, hef must be substituted for ℓe. In no case must ℓe
Nb must be calculated using kc,uncr and Ψc,N = 1.0. See
exceed 8d. The value of f′c must be limited to a maximum
Table 1. For anchors in lightweight concrete, see of 8,000 psi (55 MPa) in accordance with ACI 318-14
ACI 318-14 17.2.6 or ACI 318-11 D.3.6, as applicable. The 17.2.7 or ACI 318-11 D.3.7, as applicable.
value of f′c used for calculation must be limited to 8,000 psi
(55 MPa) in accordance with ACI 318-14 17.2.7 or ACI 4.1.7 Static Concrete Pryout Strength in Shear: The
318-11 D.3.7, as applicable. Additional information for the nominal static pryout strength of a single anchor or group
determination of nominal bond strength in tension is given of anchors in shear, Vcp or Vcpg, must be calculated in
in Section 4.1.4 of this report. accordance with ACI 318-14 17.5.3 or ACI 318-11 D.6.3,
as applicable.
4.1.4 Static Bond Strength in Tension: The nominal
static bond strength of a single adhesive anchor or group 4.1.8 Interaction of Tensile and Shear Forces: For
of adhesive anchors in tension, Na or Nag, must be designs that include combined tension and shear, the
calculated in accordance with ACI 318-14 17.4.5 or ACI interaction of tension and shear loads must be calculated
318-11 D.5.5, as applicable. Bond strength values are a in accordance with ACI 318-14 17.6 or ACI 318-11 D.7, as
function of the concrete compressive strength, whether applicable.
the concrete is cracked or uncracked, the concrete
4.1.9 Minimum Member Thickness, hmin, Anchor
temperature range, the drilling method, and the installation
Spacing, smin and Edge Distance, cmin: In lieu of ACI
conditions (dry or water-saturated, etc.). The resulting
318-14 17.7.1 and 17.7.3 or ACI 318-11 D.8.1 and D.8.3,
characteristic bond strength shall be multiplied by the
as applicable, values of smin and cmin described in this
associated strength reduction factor nn as follows:
report must be observed for anchor design and installation.
PERMISSIBLE
ASSOCIATED Likewise, in lieu of ACI 318-14 17.7.5 or ACI 318-11 D.8.5,
DRILLING CONCRETE BOND STRENGTH as applicable, the minimum member thicknesses, hmin,
INSTALLATION
METHOD TYPE STRENGTH REDUCTION
CONDITIONS
FACTOR described in this report must be observed for anchor
design and installation. For adhesive anchors that will
k,uncr or remain untorqued, ACI 318-14 17.7.4 or ACI 318-11 D.8.4,
Dry d
k,cr as applicable, applies.
k,uncr or For edge distances cai and anchor spacing sai, the
Water-saturated ws
Hammer-drill Cracked and k,cr maximum torque Tmax shall comply with the following
requirements:
Uncracked
k,uncr or
Water-filled hole wf REDUCED MAXIMUM INSTALLATION TORQUE Tmax,red FOR
k,cr EDGE DISTANCES cai < (5 x da)
Underwater k,uncr or
uw EDGE DISTANCE, MINIMUM ANCHOR MAXIMUM
application
k,cr cai SPACING, sai TORQUE, Tmax,red
Core Drilled
k,uncr or 5 x da ≤ sai < 16 in. 0.3 x Tmax
with Dry d 1.75 in. (45 mm) ≤ cai
Roughening
Tool Cracked and
k,cr < 5 x da
sai ≥ 16 in. (406 mm) 0.5 x Tmax
or Hilti TE-
CD or TE-
Uncracked
k,uncr or
Water-saturated ws 4.1.10 Critical Edge Distance cac: In lieu of ACI 318-14
YD Hollow
Drill Bit k,cr 17.7.6 or ACI 318-11 D.8.6, as applicable, cac must be
Core Drilled Uncracked
Dry k,uncr d determined as follows:
Water-saturated k,uncr ws = ∙
τk,uncr 0.4
∙ 3.1-0.7
h
Eq. (4-1)
1160 hef
Figure 5 of this report presents a bond strength design
selection flowchart. Strength reduction factors for where need not be taken as larger than 2.4: and
determination of the bond strength are outlined in Table 1
of this report. Adjustments to the bond strength may also τk,uncr is the characteristic bond strength in uncracked
be made for increased concrete compressive strength as concrete stated in the tables of this report, whereby τk,uncr
noted in the footnotes to the bond strength tables. need not be taken as greater than:
4.1.5 Static Steel Strength in Shear: The nominal static
'
strength of a single anchor in shear as governed by the kuncr hef ∙fc
steel, Vsa, in accordance with ACI 318-14 17.5.1.2 or ACI τk,uncr =
π∙∙
318-11 D.6.1.2, as applicable, and strength reduction
factors, , in accordance with ACI 318-14 17.3.3 or ACI 4.1.11 Design Strength in Seismic Design Categories
318-11 D.4.3, as applicable, are given in the tables C, D, E and F: In structures assigned to Seismic Design
outlined in Table 1 for the anchor element types included in Category C, D, E or F under the IBC or IRC, the design
this report. must be performed according to ACI 318-14 17.2.3 or ACI
ESR-3814 | Most Widely Accepted and Trusted Page 4 of 48
318-11 Section D.3.3, as applicable. Modifications to ACI 1.6. The sill plate is 2-inch or 3-inch nominal thickness.
318-14 17.2.3 shall be applied under Section 1905.1.8 of
2. For the calculation of the in-plane shear strength
the 2018 and 2015 IBC. For the 2012 IBC, Section
of anchor bolts attaching cold-formed steel track of
1905.1.9 shall be omitted. Modifications to ACI 318-08
bearing or non-bearing walls of light-frame construction
D.3.3 must be applied under Section 1908.1.9 of the 2009
to foundations or foundation stem walls, the in-plane
IBC.
shear strength in accordance with ACI 318-11 D.6.2 and
The nominal steel shear strength, Vsa, must be adjusted D.6.3, need not be computed and ACI 318-11 D.3.3.5.3
by V,seis as given in the tables summarized in Table 1 for need not apply provided all of the following are satisfied:
the anchor element types included in this report. For 5
2.1. The maximum anchor nominal diameter is /8 inch
tension, the nominal pullout strength Np,cr or bond
(16 mm).
strengthcr must be adjusted by αN,seis. See Tables 8, 9,
11, 12, 16, 17, 19, 20, 24, 28 and 29. 2.2. Anchors are embedded into concrete a minimum
of 7 inches (178 mm).
Modify ACI 318-11 Sections D.3.3.4.2, D.3.3.4.3(d) and
D.3.3.5.2 to read as follows: 2.3. Anchors are located a minimum of 13/4 inches
(45 mm) from the edge of the concrete parallel to the
ACI 318-11 D.3.3.4.2 - Where the tensile component of length of the track.
the strength-level earthquake force applied to anchors
exceeds 20 percent of the total factored anchor tensile 2.4. Anchors are located a minimum of 15 anchor
force associated with the same load combination, anchors diameters from the edge of the concrete perpendicular
and their attachments shall be designed in accordance to the length of the track.
with ACI 318-11 D.3.3.4.3. The anchor design tensile
2.5. The track is 33 to 68 mil designation thickness.
strength shall be determined in accordance with
ACI 318-11 D.3.3.4.4 Allowable in-plane shear strength of exempt anchors,
parallel to the edge of concrete shall be permitted to be
Exception:
determined in accordance with AISI S100 Section
1. Anchors designed to resist wall out-of-plane forces E3.3.1.
with design strengths equal to or greater than the force
3. In light-frame construction, bearing or nonbearing
determined in accordance with ASCE 7 Equation 12.11-1
walls, shear strength of concrete anchors less than or
or 12.14-10 shall be deemed to satisfy ACI 318-11
equal to 1 inch [25 mm] in diameter attaching a sill plate
D.3.3.4.3(d).
or track to foundation or foundation stem wall need not
ACI 318-11 D.3.3.4.3(d) – The anchor or group of satisfy ACI 318-11 D.3.3.5.3(a) through (c) when the
anchors shall be designed for the maximum tension design strength of the anchors is determined in
obtained from design load combinations that include E, accordance with ACI 318-11 D.6.2.1(c).
with E increased by Ω0. The anchor design tensile strength
4.2 Strength Design of Post-Installed Reinforcing
shall be calculated from ACI 318-11 D.3.3.4.4.
Bars:
ACI 318-11 D.3.3.5.2 – Where the shear component of
4.2.1 General: The design of straight post-installed
the strength-level earthquake force applied to anchors
deformed reinforcing bars must be determined in
exceeds 20 percent of the total factored anchor shear force
accordance with ACI 318 rules for cast-in place reinforcing
associated with the same load combination, anchors and
bar development and splices and this report.
their attachments shall be designed in accordance with
ACI 318-11 D.3.3.5.3. The anchor design shear strength Examples of typical applications for the use of
for resisting earthquake forces shall be determined in post-installed reinforcing bars are illustrated in Figures 2
accordance with ACI 318-11 D.6. and 3 of this report. A design example in accordance with
the 2018 and 2015 IBC based on ACI 318-14 is given in
Exceptions:
Figure 8 of this report.
1. For the calculation of the in-plane shear strength of
4.2.2 Determination of bar development length ld:
anchor bolts attaching wood sill plates of bearing or
Values of ld must be determined in accordance with the
non-bearing walls of light-frame wood structures to
ACI 318 development and splice length requirements for
foundations or foundation stem walls, the in-plane shear
straight cast-in place reinforcing bars.
strength in accordance with ACI 318-11 D.6.2 and D.6.3
need not be computed and ACI 318-11 D.3.3.5.3 need Exceptions:
not apply provided all of the following are satisfied:
1. For uncoated and zinc-coated (galvanized)
1.1. The allowable in-plane shear strength of the post-installed reinforcing bars, the factor e shall be
anchor is determined in accordance with AF&PA NDS taken as 1.0. For all other cases, the requirements in ACI
Table 11E for lateral design values parallel to grain. 318-14 25.4.2.4 or ACI 318-11 12.2.4 (b) shall apply.
5
1.2. The maximum anchor nominal diameter is /8 inch 2. When using alternate methods to calculate the
(16 mm). development length (e.g., anchor theory), the applicable
factors for post-installed anchors generally apply.
1.3. Anchor bolts are embedded into concrete a
minimum of 7 inches (178 mm). 4.2.3 Minimum Member Thickness, hmin, Minimum
3 Concrete Cover, cc,min, Minimum Concrete Edge
1.4. Anchor bolts are located a minimum of 1 /4 inches
Distance, cb,min, Minimum Spacing, sb,min: For
(45 mm) from the edge of the concrete parallel to the
post-installed reinforcing bars, there is no limit on the
length of the wood sill plate.
minimum member thickness. In general, all requirements
1.5. Anchor bolts are located a minimum of 15 anchor on concrete cover and spacing applicable to straight
diameters from the edge of the concrete perpendicular cast-in bars designed in accordance with ACI 318 shall be
to the length of the wood sill plate. maintained.
ESR-3814 | Most Widely Accepted and Trusted Page 5 of 48
For post-installed reinforcing bars installed at The special inspector must verify the initial installations
embedment depths, hef, larger than 20d (hef > 20d), the of each type and size of adhesive anchor or post-installed
minimum concrete cover shall be as follows: reinforcing bar by construction personnel on site.
Subsequent installations of the same anchor or
MINIMUM CONCRETE
REBAR SIZE post-installed reinforcing bar type and size by the same
COVER, cc,min
construction personnel are permitted to be performed in
db ≤ No. 6 (16 mm)
3
1 /16 in. (30mm) the absence of the special inspector. Any change in the
9
anchor or post-installed reinforcing bar product being
No. 6 < db ≤ No. 10 1 /16 in. installed or the personnel performing the installation
(16mm < db ≤ 32mm) (40mm) requires an initial inspection. For ongoing installations over
an extended period, the special inspector must make
The following requirements apply for minimum concrete regular inspections to confirm correct handling and
edge and spacing for hef > 20d: installation of the product.
Required minimum edge distance for post-installed Continuous special inspection of adhesive anchors or
reinforcing bars (measured from the center of the bar): post-installed reinforcing bar installed in horizontal or
cb,min = d0/2 + cc,min upwardly inclined orientations to resist sustained tension
Required minimum center-to-center spacing between loads shall be performed in accordance with ACI 318-14
post-installed bars: 17.8.2.4, 26.7.1(h), and 26.13.3.2(c) or ACI 318-11
D.9.2.4, as applicable.
sb,min = d0 + cc,min
Under the IBC, additional requirements as set forth in
Required minimum center-to-center spacing from existing Sections 1705, 1706, and 1707 must be observed, where
(parallel) reinforcing: applicable.
sb,min = db/2 (existing reinforcing) + d0/2 + cc,min 5.0 CONDITIONS OF USE
All other requirements applicable to straight cast-in place The Hilti HIT-RE 500 V3 Adhesive Anchor System and
bars designed in accordance with ACI 318 shall be Post-Installed Reinforcing Bar System described in this
maintained. report complies with, or is a suitable alternative to what is
4.2.4 Design Strength in Seismic Design Categories specified in, the codes listed in Section 1.0 of this report,
C, D, E and F: In structures assigned to Seismic Category subject to the following conditions:
C, D, E or F under the IBC or IRC, design of straight 5.1 Hilti HIT-RE 500 V3 Adhesive anchors and
post-installed reinforcing bars must take into account post-installed reinforcing bars must be installed in
the provisions of ACI 318-14 Chapter 18 or ACI 318-11 accordance with the manufacturer’s printed
Chapter 21, as applicable. installation instructions (MPII) as included in the
4.3 Installation: adhesive packaging and consolidated as Figures 9A
Installation parameters are illustrated in Figures 1 and 4. and 9B of this report.
Installation must be in accordance with ACI 318-14 17.8.1 5.2 The anchors and post-installed reinforcing bars must
and 17.8.2 or ACI 318-11 D.9.1 and D.9.2, as applicable. be installed in cracked and uncracked normal-weight
Anchor and post-installed reinforcing bar locations concrete having a specified compressive strength
must comply with this report and the plans and f′c = 2,500 psi to 8,500 psi (17.2 MPa to 58.6 MPa)
specifications approved by the code official. Installation of [minimum of 24 MPa is required under ADIBC
the Hilti HIT-RE 500 V3 Adhesive Anchor and Appendix L, Section 5.1.1].
Post-Installed Reinforcing Bar Systems must conform to
the manufacturer’s printed installation instructions (MPII) 5.3 The values of f′c used for calculation purposes must
included in each unit package consolidated as Figures 9A not exceed 8,000 psi (55.1 MPa).
and 9B of this report. The MPII contains additional 5.4 The concrete shall have attained its minimum design
requirements for combinations of drill hole depth, diameter, strength prior to installation of the Hilti HIT-RE 500 V3
drill bit type, hole preparation, and dispensing tools. adhesive anchors or post-installed reinforcing bars.
The initial cure time, tcure,ini, as noted in Figure 9A of this 5.5 Anchors and post-installed reinforcing bars must be
report, is intended for rebar applications only and is the installed in concrete base materials in holes drilled
time where rebar and concrete formwork preparation may using carbide-tipped drill bits manufactured with the
continue. Between the initial cure time and the full cure range of maximum and minimum drill-tip dimensions
time, tcure,final, the adhesive has a limited load bearing specified in ANSI B212.15-1994, or diamond core drill
capacity. Do not apply a torque or load on the rebar during bits, as detailed in Figure 9A. Use of the
this time Hilti TE-YRT Roughening Tool in conjunction with
4.4 Special Inspection: diamond core bits must be as detailed in Figure 9B.
Periodic special inspection must be performed where 5.6 Loads applied to the anchors must be adjusted in
required in accordance with Section 1705.1.1 and Table accordance with Section 1605.2 of the IBC for
1705.3 of the 2018, 2015 and 2012 IBC, or Section strength design.
1704.15 and Table 1704.4 of the 2009 IBC, as applicable, 5.7 Hilti HIT-RE 500 V3 adhesive anchors and
and this report. The special inspector must be on the post-installed reinforcing bars are recognized for use
jobsite initially during anchor or post-installed reinforcing to resist short- and long-term loads, including wind
bar installation to verify anchor or post-installed reinforcing and earthquake, subject to the conditions of this
bar type and dimensions, concrete type, concrete report.
compressive strength, adhesive identification
and expiration date, hole dimensions, hole cleaning 5.8 In structures assigned to Seismic Design Category C,
procedures, spacing, edge distances, concrete thickness, D, E or F under the IBC or IRC, anchor strength must
anchor or post-installed reinforcing bar embedment, be adjusted in accordance with Section 4.1.11 of this
tightening torque and adherence to the manufacturer’s report, and post-installed reinforcing bars must
printed installation instructions. comply with section 4.2.4 of this report.
ESR-3814 | Most Widely Accepted and Trusted Page 6 of 48
5.9 Hilti HIT-RE 500 V3 adhesive anchors and personnel certified by an applicable certification
post-installed reinforcing bars are permitted to be program in accordance with ACI 318-14 17.8.2.2 or
installed in concrete that is cracked or that may be 17.8.2.3, or ACI 318-11 D.9.2.2 or D.9.2.3, as
expected to crack during the service life of the anchor, applicable.
subject to the conditions of this report. 5.21 Hilti HIT-RE 500 V3 adhesive anchors and
5.10 Anchor strength design values must be established in post-installed reinforcing bars may be used to resist
accordance with Section 4.1 of this report. tension and shear forces in floor, wall, and overhead
5.11 Post-installed reinforcing bar development and splice installations only if installation is into concrete with a
length is established in accordance with Section 4.2 temperature between 23°F and 104°F (-5°C and
of this report. 40°C) for threaded rods, rebar, and Hilti HIS-(R)N
inserts. Overhead installations for hole diameters
5.12 Minimum anchor spacing and edge distance as well 7
larger than /16-inch or 10mm require the use of piston
as minimum member thickness must comply with the plugs (HIT-SZ, -IP) during injection to the back of the
values noted in this report. hole. 7/16-inch or 10mm diameter holes may be
5.13 Post-installed reinforcing bar spacing, minimum injected directly to the back of the hole with the use of
member thickness, and cover distance must be in extension tubing on the end of the nozzle. The anchor
accordance with the provisions of ACI 318 for cast-in or post-installed reinforcing bars must be supported
place bars and section 4.2.3 of this report. until fully cured (i.e., with Hilti HIT-OHW wedges, or
5.14 Prior to anchor installation, calculations and details other suitable means). Where temporary restraint
demonstrating compliance with this report must be devices are used, their use shall not result in
submitted to the code official. The calculations and imparement of the anchor shear resistance.
details must be prepared by a registered design Installations in concrete temperatures below 41°F
professional where required by the statutes of the (5°C) require the adhesive to be conditioned to a
jurisdiction in which the project is to be constructed. minimum temperature of 41°F (5°C).
5.15 Anchors and post-installed reinforcing bars are not 5.22 Anchors and post-installed reinforcing bars shall not
permitted to support fire-resistive construction. Where be used for applications where the concrete
not otherwise prohibited by the code, Hilti HIT-RE 500 temperature can rise from 40°F or less to 80°F or
V3 adhesive anchors and post-installed reinforcing higher within a 12-hour period. Such applications may
bars are permitted for installation in fire-resistive include but are not limited to anchorage of building
construction provided that at least one of the following façade systems and other applications subject to
conditions is fulfilled: direct sun exposure.
Anchors and post-installed reinforcing bars are 5.23 Hilti HIT-RE 500 V3 adhesives are manufactured
used to resist wind or seismic forces only. by Hilti GmbH, Kaufering, Germany, under a
quality-control program with inspections by ICC-ES.
Anchors and post-installed reinforcing bars
that support gravity load–bearing structural 5.24 Hilti HIS-N and HIS-RN inserts are manufactured
elements are within a fire-resistive envelope or a by Hilti (China) Ltd., Guangdong, China, under a
fire-resistive membrane, are protected by approved quality-control program with inspections by ICC-ES.
fire-resistive materials, or have been evaluated for 6.0 EVIDENCE SUBMITTED
resistance to fire exposure in accordance with Data in accordance with the ICC-ES Acceptance Criteria
recognized standards. for Post-installed Adhesive Anchors in Concrete (AC308),
Anchors and post-installed reinforcing bars are dated October 2017 (Editorially revised March 2018),
used to support nonstructural elements. which incorporates requirements in ACI 355.4-11, including
but not limited to tests under freeze/thaw conditions (Table
5.16 Since an ICC-ES acceptance criteria for evaluating
3.2, test series 6), and Table 3.8 for evaluating post-
data to determine the performance of adhesive
installed reinforcing bars.
anchors and post-installed reinforcing bars subjected
to fatigue or shock loading is unavailable at this time, 7.0 IDENTIFICATION
the use of these anchors under such conditions is 7.1 Hilti HIT-RE 500 V3 adhesive is identified by
beyond the scope of this report. packaging labeled with the manufacturer’s name
5.17 Use of zinc-plated carbon steel threaded rods or steel (Hilti Corp.) and address, product name, lot number,
reinforcing bars is limited to dry, interior locations. expiration date, and evaluation report number
(ESR-3814).
5.18 Use of hot-dipped galvanized carbon steel and
stainless steel rods is permitted for exterior exposure 7.2 Hilti HIS-N and HIS-RN inserts are identified by
or damp environments. packaging labeled with the manufacturer's name
(Hilti Corp.) and address, anchor name and size, and
5.19 Steel anchoring materials in contact with
evaluation report number (ESR-3814). Threaded
preservative-treated and fire-retardant-treated wood
rods, nuts, washers, bolts, cap screws, and deformed
must be of zinc-coated carbon steel or stainless steel.
reinforcing bars are standard elements and must
The minimum coating weights for zinc-coated steel
conform to applicable national or international
must comply with ASTM A153. Periodic special
specifications.
inspection must be provided in accordance with
Section 4.4 of this report. Continuous special 7.3 The report holder’s contact information is the
inspection for anchors and post-installed reinforcing following:
bars installed in horizontal or upwardly inclined HILTI, INC.
orientations to resist sustained tension loads must be 7250 DALLAS PARKWAY, SUITE 1000
provided in accordance with Section 4.4 of this report. PLANO, TEXAS 75024
5.20 Installation of anchors and post-installed reinforcing (800) 879-8000
bars in horizontal or upwardly inclined orientations to www.us.hilti.com
resist sustained tension loads shall be performed by HiltiTechEng@us.hilti.com
ESR-3814 | Most Widely Accepted and Trusted Page 7 of 48
c BOLT OR
STUD
Tmax
ALL-THREAD Tmax HILTI HIS-N/HIS-RN
OR REBAR s INTERNALLY
THREADED
INSERT
c
hs
d hef
hef d
h
h
dbit dbit
(A)
(B) (C)
FIGURE 3—(A) TENSION LAP SPLICE WITH EXISTING FLEXURAL REINFORCEMENT; (B) TENSION DEVELOPMENT OF COLUMN
DOWELS; (C) DEVELOPMENT OF SHEAR DOWELS FOR NEW ONLAY SHEAR WALL
DEFORMED REINFORCMENT
h
h
Fractional Metric
Design Table
Table Page Table Page
Standard Threaded Rod Steel Strength - Nsa, Vsa 6A 13 14 20
Concrete Breakout - Ncb, Ncbg, Vcb,
7 15 15 21
Vcbg, Vcp, Vcpg
Bond Strength - Na, Nag 8-10 16-17 16-18 22-24 24-25B 28-29
Minimum
THREADED ROD SPECIFICATION Minimum
specified yield Reduction of
specified Elongation,
strength 0.2 futa/fya Area, min. Specification for nuts8
ultimate min. percent7
percent offset, percent
strength, futa
fya
ASTM A1932 Grade B7 psi 125,000 105,000
1.19 16 50 ASTM A563 Grade DH
≤ 21/2 in. (≤ 64 mm) (MPa) (862) (724)
3
ASTM F568M Class 5.8 psi 72,500 58,000
ASTM A563 Grade DH9
M5 (1/4 in.) to M24 (1 in.) 1.25 10 35
(MPa) (500) (400) DIN 934 (8-A2K)
(equivalent to ISO 898-1)
psi 58,000 36,000
ASTM F1554, Grade 367 1.61 23 40 ASTM A194 or ASTM A563
CARBON STEEL
TABLE 4—SPECIFICATIONS AND PHYSICAL PROPERTIES OF FRACTIONAL AND METRIC HIS-N AND HIS-RN INSERTS
HILTI HIS-N AND HIS-RN INSERTS
Minimum specified ultimate
Minimum specified yield strength, fya
strength, futa
3
psi 120,000 92,000
SAE J429 Grade 5 1.30 14 35 SAE J995
(MPa) (828) (634)
4 1
psi 120,000 92,000 A563 C, C3, D, DH,
ASTM A325 /2 to 1-in. 1.30 14 35
(MPa) (828) (634) DH3 Heavy Hex
5
ASTM A193 Grade B8M (AISI psi 110,000 95,000 ASTM F594
7
1.16 15 45
316) for use with HIS-RN (MPa) (759) (655) Alloy Group 1, 2 or 3
5
ASTM A193 Grade B8T (AISI psi 125,000 100,000 ASTM F594
7
1.25 12 35
321) for use with HIS-RN (MPa) (862) (690) Alloy Group 1, 2 or 3
1
Minimum Grade 5 bolts, cap screws or studs must be used with carbon steel HIS inserts.
2
Only stainless steel bolts, cap screws or studs must be used with HIS-RN inserts.
3
Mechanical and Material Requirements for Externally Threaded Fasteners
4
Standard Specification for Structural Bolts, Steel, Heat Treated, 120/105 ksi Minimum Tensile Strength
5
Standard Specification for Alloy-Steel and Stainless Steel Bolting Materials for High-Temperature Service
6
Nuts must have specified minimum proof load stress equal to or greater than the specified minimum full-size tensile strength of the specified stud.
7
Nuts for stainless steel studs must be of the same alloy group as the specified bolt, cap screw, or stud.
ESR-3814 | Most Widely Accepted and Trusted Page 13 of 48
Nominal strength as governed by steel (kN) (43.1) (78.9) (125.7) (186.0) (256.7) (336.8) (538.8)
strength lb 5,810 10,640 16,950 25,085 34,625 45,425 72,680
Vsa
(kN) (25.9) (47.3) (75.4) (111.6) (154.0) (202.1) (323.3)
Reduction for seismic shear V,seis - 1.0
Strength reduction factor for tension3 - 0.75
Strength reduction factor for shear3 - 0.65
lb - 8,230 13,110 19,400 26,780 35,130 56,210
Nsa
Nominal strength as governed by steel (kN) - (36.6) (58.3) (86.3) (119.1) (156.3) (250.0)
ASTM F1554
Vsa
(kN) - (22.0) (35.0) (51.8) (71.5) (93.8) (150.0)
Reduction factor, seismic shear v,seis - 0.6
Strength reduction factor for tension 3 - 0.75
Strength reduction factor for shear 3 - 0.65
lb - 10,645 16,950 25,090 34,630 45,430 72,685
Nsa
Nominal strength as governed by steel (kN) - (47.4) (75.4) (111.6) (154.0) (202.1) (323.3)
ASTM F1554
Vsa
(kN) - (28.4) (45.2) (67.0) (92.4) (121.3) (194.0)
Reduction factor, seismic shear v,seis - 1.0
Strength reduction factor for tension 3 - 0.75
Strength reduction factor for shear 3 - 0.65
lb - 17,740 28,250 41,815 57,715 75,715 121,135
Nsa
Nominal strength as governed by steel (kN) - (78.9) (125.7) (186.0) (256.7) (336.8) (538.8)
ASTM F1554
Vsa
(kN) - (47.4) (75.4) (111.6) (154.0) (202.1) (323.3)
Reduction factor, seismic shear v,seis - 1.0
Strength reduction factor for tension 3 - 0.75
Strength reduction factor for shear 3 - 0.65
lb 7,750 14,190 22,600 28,435 39,245 51,485 -
ASTM F593, CW
Nsa
Nominal strength as governed by steel (kN) (34.5) (63.1) (100.5) (126.5) (174.6) (229.0) -
Stainless
strength lb - 33,145
Stainless
Vsa
(kN) - (147.4)
Reduction factor, seismic shear v,seis - - 0.8
Strength reduction factor for tension 2 - - 0.75
Strength reduction factor for shear 2 - - 0.65
For SI: 1 inch = 25.4 mm, 1 lbf = 4.448 N. For pound-inch units: 1 mm = 0.03937 inches, 1 N = 0.2248 lbf
1
Values provided for common rod material types are based on specified strengths and calculated in accordance with ACI 318-14 Eq. (17.4.1.2) and Eq (17.5.1.2b)
or ACI 318-11 Eq. (D-2) and Eq. (D-29), as applicable. Nuts and washers must be appropriate for the rod.
2
For use with the load combinations of IBC Section 1605.2, ACI 318-14 5.3 or ACI 318-11 9.2, as applicable, as set forth in ACI 318-14 17.3.3 or ACI 318-11 D.4.3,
as applicable. If the load combinations of ACI 318-11 Appendix C are used, the appropriate value of must be determined in accordance with ACI 318-11 D.4.4.
Values correspond to a brittle steel element.
3
For use with the load combinations of IBC Section 1605.2, ACI 318-14 5.3 or ACI 318-11 9.2, as applicable, as set forth in ACI 318-14 17.3.3 or ACI 318-11 D.4.3,
as applicable. If the load combinations of ACI 318-11 Appendix C are used, the appropriate value of must be determined in accordance with ACI 318-11 D.4.4.
Values correspond to a ductile steel element.
ESR-3814 | Most Widely Accepted and Trusted Page 14 of 48
TABLE 7—CONCRETE BREAKOUT DESIGN INFORMATION FOR FRACTIONAL THREADED ROD AND REINFORCING BARS
1
ALL DRILLING METHODS
TABLE 8—BOND STRENGTH DESIGN INFORMATION FOR FRACTIONAL REINFORCING BARS IN HOLES DRILLED WITH A
1
HAMMER DRILL AND CARBIDE BIT (OR HILTI HOLLOW CARBIDE DRILL BIT)
k,cr
range A2
in cracked concrete (MPa) (9.3) (9.4) (9.6) (9.7) (9.7) (9.8) (9.6) (9.3)
Characteristic bond strength psi 1,770 1,740 1,720 1,690 1,670 1,640 1,620 1,590
k,uncr
in uncracked concrete (MPa) (12.2) (12.0) (11.9) (11.7) (11.5) (11.3) (11.2) (11.0)
Concrete
Characteristic bond strength psi 930 940 960 970 980 980 960 930
k,cr
range B2
in cracked concrete (MPa) (6.4) (6.5) (6.6) (6.7) (6.7) (6.8) (6.6) (6.4)
Characteristic bond strength psi 1,220 1,200 1,190 1,170 1,150 1,130 1,120 1,100
k,uncr
in uncracked concrete (MPa) (8.4) (8.3) (8.2) (8.1) (7.9) (7.8) (7.7) (7.6)
Anchor Category - - 1 1 1 1 1 1 1 1
Strength Reduction factor d, ws - 0.65 0.65 0.65 0.65 0.65 0.65 0.65 0.65
psi 1,000 1,010 1,040 1,060 1,070 1,090 1,070 1,050
Temperature Temperature
in cracked concrete (MPa) (6.9) (6.9) (7.2) (7.3) (7.4) (7.5) (7.4) (7.2)
Characteristic bond strength psi 1,300 1,290 1,290 1,280 1,270 1,260 1,240 1,240
k,uncr
Water-filled hole
in uncracked concrete (MPa) (9.0) (8.9) (8.9) (8.8) (8.7) (8.7) (8.6) (8.6)
Characteristic bond strength psi 690 700 720 730 740 750 740 720
k,cr
range B2
in cracked concrete (MPa) (4.7) (4.8) (5.0) (5.0) (5.1) (5.2) (5.1) (5.0)
Characteristic bond strength psi 900 890 890 880 870 870 860 860
k,uncr
in uncracked concrete (MPa) (6.2) (6.1) (6.1) (6.1) (6.0) (6.0) (5.9) (5.9)
Anchor Category - - 3 3 3 3 3 3 3 3
Strength Reduction factor wf - 0.45 0.45 0.45 0.45 0.45 0.45 0.45 0.45
psi 860 890 920 940 960 990 970 980
Temperature Temperature
in cracked concrete (MPa) (5.9) (6.1) (6.3) (6.5) (6.6) (6.9) (6.7) (6.8)
psi 1,140 1,130 1,140 1,140 1,140 1,150 1,130 1,150
Submerged concrete
in cracked concrete (MPa) (4.1) (4.2) (4.4) (4.5) (4.6) (4.7) (4.6) (4.7)
Characteristic bond strength psi 790 780 790 790 790 790 790 800
k,uncr
in uncracked concrete (MPa) (5.4) (5.4) (5.4) (5.4) (5.4) (5.5) (5.4) (5.5)
Anchor Category - - 3 3 3 3 3 3 3 3
Strength Reduction factor uw - 0.45 0.45 0.45 0.45 0.45 0.45 0.45 0.45
Reduction for seismic tension N,seis - 0.9 0.9 0.9 0.9 0.9 0.9 0.9 0.9
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
Bond strength values correspond to concrete compressive strength f′c = 2,500 psi (17.2 MPa) [minimum of 24 MPa is required under ADIBC Appendix L, Section
5.1.1]. For concrete compressive strength, f’c, between 2,500 psi (17.2 MPa) and 8,000 psi (55.2 MPa), the tabulated characteristic bond strength may be
increased by a factor of (f’c / 2,500)0.25 for uncracked concrete [For SI: (f’c / 17.2)0.25] and (f’c / 2,500)0.15 for cracked concrete [For SI: (f’c / 17.2)0.15]. See Section
4.1.4 of this report for bond strength determination.
2
Temperature range A: Maximum short term temperature = 130°F (55°C), Maximum long term temperature = 110°F (43°C).
Temperature range B: Maximum short term temperature = 176°F (80°C), Maximum long term temperature = 110°F (43°C).
Short term elevated concrete temperatures are those that occur over brief intervals, e.g., as a result of diurnal cycling. Long term concrete temperatures are
roughly constant over significant periods of time.
ESR-3814 | Most Widely Accepted and Trusted Page 17 of 48
strength in cracked
Temperature concrete (MPa) (6.7) (6.8) (6.8) (6.9) (6.7)
2
range A Characteristic bond psi 1,720 1,690 1,670 1,640 1,620
strength in uncracked k,uncr
concrete (MPa) (11.9) (11.7) (11.5) (11.3) (11.2)
Characteristic bond psi 670 680 680 690 670
strength in cracked k,cr
Temperature concrete (MPa) (4.6) (4.7) (4.7) (4.8) (4.6)
range B2 Characteristic bond psi 1,190 1,170 1,150 1,130 1,120
strength in uncracked k,uncr
concrete (MPa) (8.2) (8.1) (7.9) (7.8) (7.7)
Anchor Category - - 1 1 1 1 1
Strength Reduction factor d, ws - 0.65 0.65 0.65 0.65 0.65
Reduction for seismic tension N,seis - 0.9 0.9 0.9 0.9 0.9
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
Bond strength values correspond to concrete compressive strength in the range 2,500 psi ≤ f′c ≤ 8,000 psi) [minimum of 24 MPa is required under ADIBC
Appendix L, Section 5.1.1].
2
Temperature range A: Maximum short term temperature = 130°F (55°C), Maximum long term temperature = 110°F (43°C).
Temperature range B: Maximum short term temperature = 176°F (80°C), Maximum long term temperature = 110°F (43°C).
Short term elevated concrete temperatures are those that occur over brief intervals, e.g., as a result of diurnal cycling. Long term concrete temperatures are
roughly constant over significant periods of time.
TABLE 10—BOND STRENGTH DESIGN INFORMATION FOR FRACTIONAL REINFORCING BARS IN HOLES CORE DRILLED
1
WITH A DIAMOND CORE BIT
k,uncr
range A2 in uncracked concrete
Dry and water
Temperature Characteristic bond strength psi 800 800 800 800 800 800 800 800
k,uncr
range B2 in uncracked concrete (MPa) (5.5) (5.5) (5.5) (5.5) (5.5) (5.5) (5.5) (5.5)
Anchor Category - - 2 2 3 3 3 3 3 3
Strength Reduction factor d, ws - 0.55 0.55 0.45 0.45 0.45 0.45 0.45 0.45
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
Bond strength values correspond to concrete compressive strength f′c = 2,500 psi (17.2 MPa) [minimum of 24 MPa is required under ADIBC Appendix L, Section
5.1.1]. For concrete compressive strength, f’c, between 2,500 psi (17.2 MPa) and 8,000 psi (55.2 MPa), the tabulated characteristic bond strength may be
increased by a factor of (f’c / 2,500)0.25 for uncracked concrete. [For SI: (f’c / 17.2)0.25]. See Section 4.1.4 of this report for bond strength determination.
2
Temperature range A: Maximum short term temperature = 130°F (55°C), Maximum long term temperature = 110°F (43°C).
Temperature range B: Maximum short term temperature = 176°F (80°C), Maximum long term temperature = 110°F (43°C).
Short term elevated concrete temperatures are those that occur over brief intervals, e.g., as a result of diurnal cycling. Long term concrete temperatures are
roughly constant over significant periods of time.
ESR-3814 | Most Widely Accepted and Trusted Page 18 of 48
Characteristic bond strength psi 1,280 1,270 1,260 1,250 1,240 1,240 1,180
Temperature
cr
range A2
in cracked concrete (MPa) (8.8) (8.7) (8.7) (8.6) (8.6) (8.5) (8.1)
Dry concrete and Water
Characteristic bond strength psi 2,380 2,300 2,210 2,130 2,040 1,960 1,790
uncr
Saturated Concrete
in uncracked concrete (MPa) (16.4) (15.8) (15.3) (14.7) (14.1) (13.5) (12.4)
Characteristic bond strength psi 880 870 870 860 860 850 810
Temperature
cr
range B2
in cracked concrete (MPa) (6.1) (6.0) (6.0) (5.9) (5.9) (5.9) (5.6)
Characteristic bond strength psi 1,640 1,590 1,530 1,470 1,410 1,350 1,240
in uncracked concrete uncr
(MPa) (11.3) (10.9) (10.5) (10.1) (9.7) (9.3) (8.5)
Anchor Category - - 1 1 1 1 1 1 1
Strength Reduction factor d ws 0.65 0.65 0.65 0.65 0.65 0.65 0.65
Characteristic bond strength psi 940 940 940 940 940 950 920
Temperature
cr
range A2
in cracked concrete (MPa) (6.5) (6.5) (6.5) (6.5) (6.5) (6.5) (6.4)
Characteristic bond strength psi 1,760 1,700 1,660 1,600 1,550 1,500 1,400
uncr
Water-filled hole
in uncracked concrete (MPa) (12.1) (11.7) (11.4) (11.0) (10.7) (10.4) (9.7)
Characteristic bond strength psi 650 650 650 650 650 650 640
Temperature
cr
range B2
in cracked concrete (MPa) (4.5) (4.5) (4.5) (4.5) (4.5) (4.5) (4.4)
Characteristic bond strength psi 1,210 1,170 1,140 1,110 1,070 1,040 970
in uncracked concrete uncr
(MPa) (8.4) (8.1) (7.9) (7.6) (7.4) (7.1) (6.7)
Anchor Category - - 3 3 3 3 3 3 3
Strength Reduction factor wf - 0.45 0.45 0.45 0.45 0.45 0.45 0.45
Characteristic bond strength psi 820 830 830 840 850 860 860
Temperature
cr
range A2
in cracked concrete (MPa) (5.7) (5.7) (5.8) (5.8) (5.9) (5.9) (5.9)
Characteristic bond strength psi 1,530 1,500 1,470 1,430 1,400 1,370 1,300
Submerged concrete
Characteristic bond strength psi 570 570 580 580 590 590 590
Temperature
cr
range B2
in cracked concrete (MPa) (3.9) (3.9) (4.0) (4.0) (4.0) (4.1) (4.1)
Characteristic bond strength psi 1,060 1,030 1,010 990 960 940 900
in uncracked concrete uncr
(MPa) (7.3) (7.1) (7.0) (6.8) (6.6) (6.5) (6.2)
Anchor Category - - 3 3 3 3 3 3 3
Strength Reduction factor uw - 0.45 0.45 0.45 0.45 0.45 0.45 0.45
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
Bond strength values correspond to concrete compressive strength f′c = 2,500 psi (17.2 MPa) [minimum of 24 MPa is required under ADIBC Appendix L, Section
5.1.1]. For concrete compressive strength, f’c, between 2,500 psi (17.2 MPa) and 8,000 psi (55.2 MPa), the tabulated characteristic bond strength may be
increased by a factor of (f’c / 2,500)0.25 for uncracked concrete [For SI: (f’c / 17.2)0.25] and (f’c / 2,500)0.15 for cracked concrete [For SI: (f’c / 17.2)0.15]. See Section
4.1.4 of this report for bond strength determination.
2
Temperature range A: Maximum short term temperature = 130°F (55°C), Maximum long term temperature = 110°F (43°C).
Temperature range B: Maximum short term temperature = 176°F (80°C), Maximum long term temperature = 110°F (43°C).
Short term elevated concrete temperatures are those that occur over brief intervals, e.g., as a result of diurnal cycling. Long term concrete temperatures are
roughly constant over significant periods of time.
ESR-3814 | Most Widely Accepted and Trusted Page 19 of 48
TABLE 12—BOND STRENGTH DESIGN INFORMATION FOR U.S. CUSTOMARY UNIT THREADED RODS IN HOLES CORE DRILLED
1
WITH A DIAMOND CORE BIT AND ROUGHENED WITH A HILTI ROUGHENING TOOL
Nominal rod diameter (in.)
DESIGN INFORMATION Symbol Units 5 7
/8 ¾ /8 1 1¼
1 1
in. 3 /8 3 /2 3½ 4 5
Minimum Embedment hef,min
(mm) (79) (89) (89) (102) (127)
in. 12½ 11¼ 17½ 20 25
Maximum Embedment hef,max
(mm) (318) (286) (445) (508) (635)
psi 880 875 870 870 825
Dry and water saturated concrete
TABLE 13—BOND STRENGTH DESIGN INFORMATION FOR FRACTIONAL THREADED RODS IN HOLES CORE DRILLED
1
WITH A DIAMOND CORE BIT
Nominal rod diameter (in.)
DESIGN INFORMATION Symbol Units 3 5 7
/8 ½ /8 ¾ /8 1 1¼
3 3 1 1
in. 2 /8 2 /4 3 /8 3 /2 31/2 4 5
Minimum Embedment hef,min
(mm) (60) (70) (79) (89) (89) (102) (127)
in. 7½ 10 12½ 15 17½ 20 25
Maximum Embedment hef,max
(mm) (191) (254) (318) (381) (445) (508) (635)
Characteristic bond psi 1,550 1,550 1,550 1,550 1,550 1,550 1,550
Temperature
strength in k,uncr
Dry concrete and
range A2
Water saturated
uncracked concrete (MPa) (10.7) (10.7) (10.7) (10.7) (10.7) (10.7) (10.7)
concrete
Characteristic bond psi 1,070 1,070 1,070 1,070 1,070 1,070 1,070
Temperature
strength in k,uncr
range B2 (MPa) (7.4) (7.4) (7.4) (7.4) (7.4) (7.4) (7.4)
uncracked concrete
Anchor Category - - 2 2 3 3 3 3 3
Strength Reduction factor d, ws - 0.55 0.55 0.45 0.45 0.45 0.45 0.45
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
Bond strength values correspond to concrete compressive strength f′c = 2,500 psi (17.2 MPa) [minimum of 24 MPa is required under ADIBC Appendix L, Section
5.1.1]. For concrete compressive strength, f’c, between 2,500 psi (17.2 MPa) and 8,000 psi (55.2 MPa), the tabulated characteristic bond strength may be increased
by a factor of (f’c / 2,500)0.25 for uncracked concrete [For SI: (f’c / 17.2)0.25]. See Section 4.1.4 of this report for bond strength determination.
2
Temperature range A: Maximum short term temperature = 130°F (55°C), Maximum long term temperature = 110°F (43°C).
Temperature range B: Maximum short term temperature = 176°F (80°C), Maximum long term temperature = 110°F (43°C).
Short term elevated concrete temperatures are those that occur over brief intervals, e.g., as a result of diurnal cycling. Long term concrete temperatures are roughly
constant over significant periods of time.
ESR-3814 | Most Widely Accepted and Trusted Page 20 of 48
TABLE 14—STEEL DESIGN INFORMATION FOR METRIC THREADED ROD AND EU METRIC REINFORCING BARS
governed by steel strength kN 15.4 20.3 35.4 65.9 102.9 148.3 137.7 168.3
A4 Stainless3
Vsa
(lb) (3,456) (4,564) (7,960) (14,824) (23,133) (33,330) (30,956) (37,835)
Reduction for seismic
V,seis - 0.80
shear
Strength reduction factor
- 0.65
for tension2
Strength reduction factor
- 0.60
for shear2
Nominal reinforcing bar diameter (mm)
DESIGN INFORMATION Symbol Units
10 12 14 16 20 25 28 30 32
mm 10.0 12.0 14.0 16.0 20.0 25.0 28.0 30.0 32.0
Nominal bar diameter d
(in.) (0.394) (0.472) (0.551) (0.630) (0.787) (0.984) (1.102) (1.224) (1.260)
mm2 78.5 113.1 153.9 201.1 314.2 490.9 615.8 706.9 804.2
Bar effective cross-sectional area Ase
(in.2) (0.122) (0.175) (0.239) (0.312) (0.487) (0.761) (0.954) (1.096) (1.247)
kN 43.0 62.0 84.5 110.5 173.0 270.0 338.5 388.8 442.5
Nsa
Nominal strength as (lb) (9,711) (13,984) (19,034) (24,860) (38,844) (60,694) (76,135) (87,406) (99,441)
DIN 488 BSt 550/500
governed by steel strength kN 26.0 37.5 51.0 66.5 103.0 162.0 203.0 233.3 265.5
Vsa
(lb) (5,827) (8,390) (11,420) (14,916) (23,307) (36,416) (45,681) (52,444) (59,665)
Reduction for seismic
V,seis - 0.70
shear
Strength reduction factor
- 0.65
for tension2
Strength reduction factor
- 0.60
for shear2
1
Values provided for common rod material types are based on specified strengths and calculated in accordance with ACI 318-14 Eq (17.4.1.2) or Eq (17.5.1.2b) or
ACI 318-11 Eq. (D-2) and Eq. (D-29), as applicable. Nuts and washers must be appropriate for the rod.
2
For use with the load combinations of IBC Section 1605.2, ACI 318-14 5.3, or ACI 318-11 9.2, as applicable, as set forth in ACI 318-14 17.3.3 or ACI 318 D.4.3, as
applicable. If the load combinations of ACI 318-11 Appendix C are used, the appropriate value of must be determined in accordance with ACI 318-11 D.4.4.
Values correspond to a brittle steel element.
3
A4-70 Stainless (M8- M24); A4-502 Stainless (M27- M30)
ESR-3814 | Most Widely Accepted and Trusted Page 21 of 48
Carbide Bit or
Hilti Hollow Carbide Bit
Metric Threaded Rod and EU Metric Diamond Core Bit +
Concrete Breakout Strength
Reinforcing Bars Roughening Tool, or
Diamond Core Bit
TABLE 15—CONCRETE BREAKOUT DESIGN INFORMATION FOR METRIC THREADED ROD AND EU METRIC REINFORCING BARS
1
ALL DRILLING METHODS
range A2 Characteristic bond MPa 12.2 12.1 12.0 11.8 11.6 11.4 11.2 11.1 11.0
strength in uncracked k,uncr
Dry concrete and
concrete (psi) (1,770) (1,750) (1,730) (1,720) (1,690) (1,650) (1,620) (1,610) (1,590)
Characteristic bond MPa 6.4 6.5 6.5 6.6 6.7 6.8 6.7 6.5 6.4
strength in cracked k,cr
Temperature concrete (psi) (930) (940) (950) (960) (970) (980) (970) (950) (930)
range B2 Characteristic bond MPa 8.4 8.3 8.3 8.2 8.0 7.8 7.7 7.7 7.6
strength in uncracked k,uncr
concrete (psi) (1,220) (1,210) (1,200) (1,190) (1,160) (1,140) (1,120) (1,110) (1,100)
Anchor Category - 1 1 1 1 1 1 1 1 1
Strength Reduction factor d, ws 0.65 0.65 0.65 0.65 0.65 0.65 0.65 0.65 0.65
Characteristic bond MPa 6.9 6.9 7.0 7.2 7.4 7.4 7.4 7.4 7.2
strength in cracked k,cr
Temperature concrete (psi) (1,000) (1,010) (1,020) (1,040) (1,070) (1,080) (1,080) (1,070) (1,050)
2
range A Characteristic bond MPa 9.0 8.9 8.9 8.9 8.8 8.7 8.6 8.6 8.6
strength in uncracked k,uncr
Water-filled hole
concrete (psi) (1,310) (1,300) (1,280) (1,280) (1,270) (1,250) (1,250) (1,250) (1,240)
Characteristic bond MPa 4.7 4.8 4.8 5.0 5.1 5.1 5.1 5.1 5.0
strength in cracked k,cr
Temperature concrete (psi) (690) (700) (700) (720) (740) (740) (740) (740) (720)
2
range B Characteristic bond MPa 6.2 6.2 6.1 6.1 6.1 6.0 5.9 5.9 5.9
strength in uncracked k,uncr
concrete (psi) (900) (890) (890) (890) (880) (870) (860) (860) (860)
Anchor Category - - 3 3 3 3 3 3 3 3 3
Strength Reduction factor wf - 0.45 0.45 0.45 0.45 0.45 0.45 0.45 0.45 0.45
Characteristic bond MPa 6.0 6.1 6.2 6.3 6.6 6.8 6.8 6.8 6.8
strength in cracked k,cr
Temperature concrete (psi) (880) (890) (890) (920) (960) (980) (980) (990) (980)
2
range A Characteristic bond MPa 7.9 7.8 7.8 7.8 7.9 7.8 7.9 8.0 8.0
Submerged concrete
TABLE 17—BOND STRENGTH DESIGN INFORMATION FOR EU METRIC REINFORCING BARS IN HOLES
1
CORE DRILLED WITH A DIAMOND CORE BIT AND ROUGHENED WITH A HILTI ROUGHENING TOOL
Nominal reinforcing bar diameter (mm)
DESIGN INFORMATION Symbol Units
14 16 20 25 28
mm 80 80 90 100 112
Minimum Embedment hef,min
(in.) (3.1) (3.1) (3.5) (3.9) (4.4)
mm 280 320 400 500 560
Maximum Embedment hef,max
(in.) (11.0) (12.6) (15.7) (19.7) (22.0)
Characteristic MPa 6.7 6.7 6.8 6.9 6.8
bond strength in
k,cr
cracked
(psi) (965) (970) (985) (995) (980)
Temperature concrete
Dry and water saturated concrete
TABLE 18—BOND STRENGTH DESIGN INFORMATION FOR EU METRIC REINFORCING BARS IN HOLES CORE DRILLED
1
WITH A DIAMOND CORE BIT
k,uncr
range A2 uncracked
(psi) (1,150) (1,150) (1,150) (1,150) (1,150) (1,150) (1,150) (1,150) (1,150)
concrete
Characteristic bond
concrete
MPa 5.5 5.5 5.5 5.5 5.5 5.5 5.5 5.5 5.5
Temperature strength in
k,uncr
range B2 uncracked
(psi) (800) (800) (800) (800) (800) (800) (800) (800) (800)
concrete
Anchor Category - 2 2 2 3 3 3 3 3 3
Strength Reduction factor d, ws 0.55 0.55 0.55 0.45 0.45 0.45 0.45 0.45 0.45
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
Bond strength values correspond to concrete compressive strength f′c = 2,500 psi (17.2 MPa) ) [minimum of 24 MPa is required under ADIBC Appendix L, Section
5.1.1]. For concrete compressive strength, f’c, between 2,500 psi (17.2 MPa) and 8,000 psi (55.2 MPa), the tabulated characteristic bond strength may be increased
by a factor of (f’c / 2,500)0.25 for uncracked concrete [For SI: (f’c / 17.2)0.25]. See Section 4.1.4 of this report for bond strength determination.
2
Temperature range A: Maximum short term temperature = 130°F (55°C), Maximum long term temperature = 110°F (43°C).
Temperature range B: Maximum short term temperature = 176°F (80°C), Maximum long term temperature = 110°F (43°C).
Short term elevated concrete temperatures are those that occur over brief intervals, e.g., as a result of diurnal cycling. Long term concrete temperatures are roughly
constant over significant periods of time.
ESR-3814 | Most Widely Accepted and Trusted Page 25 of 48
TABLE 19—BOND STRENGTH DESIGN INFORMATION FOR METRIC THREADED RODS IN HOLES DRILLED WITH A HAMMER
DRILL AND CARBIDE BIT (OR HILTI HOLLOW CARBIDE DRILL BIT)1
Nominal rod diameter (mm)
DESIGN INFORMATION Symbol Units
8 10 12 16 20 24 27 30
mm 60 60 70 80 90 100 110 120
Minimum Embedment hef,min
(in.) (2.4) (2.4) (2.8) (3.1) (3.5) (3.9) (4.3) (4.7)
mm 160 200 240 320 400 480 540 600
Maximum Embedment hef,max
(in.) (6.3) (7.9) (9.4) (12.6) (15.7) (18.9) (21.4) (23.7)
Characteristic bond MPa 8.8 8.8 8.8 8.7 8.6 8.5 8.5 8.4
Temperature
Dry and Water Saturated Concrete
strength in k,uncr
(psi) (1,550) (1,530) (1,500) (1,460) (1,420) (1,380) (1,350) (1,320)
uncracked concrete
Characteristic bond MPa 3.9 3.9 3.9 4.0 4.0 4.1 4.1 4.2
Temperature
Metric Threaded Rod Bond Strength Diamond Core Bit + Roughening Tool
TABLE 20—BOND STRENGTH DESIGN INFORMATION FOR METRIC THREADED RODS IN HOLES CORE DRILLED WITH A DIAMOND
CORE BIT AND ROUGHENED WITH A HILTI ROUGHENING TOOL1
Nominal rod diameter (mm)
DESIGN INFORMATION Symbol Units
16 20 24 27 30
mm 80 90 100 110 120
Minimum Embedment hef,min
(in.) (3.1) (3.5) (3.9) (4.3) (4.7)
mm 320 400 480 540 600
Maximum Embedment hef,max
(in.) (12.6) (15.7) (18.9) (21.4) (23.7)
Characteristic bond MPa 6.1 6.0 6.0 6.0 5.9
Dry and water saturated concrete
TABLE 21—BOND STRENGTH DESIGN INFORMATION FOR METRIC THREADED RODS IN HOLES CORE DRILLED
WITH A DIAMOND CORE BIT1
Nominal rod diameter (mm)
DESIGN INFORMATION Symbol Units
8 10 12 16 20 24 27 30
mm 60 60 70 80 90 100 110 120
Minimum Embedment hef,min
(in.) (2.4) (2.4) (2.8) (3.1) (3.5) (3.9) (4.3) (4.7)
mm 160 200 240 320 400 480 540 600
Maximum Embedment hef,max
(in.) (6.3) (7.9) (9.4) (12.6) (15.7) (18.9) (21.4) (23.7)
Water saturated concrete
Characteristic bond MPa 10.7 10.7 10.7 10.7 10.7 10.7 10.7 10.7
Temperature
k,uncr
Dry concrete and
strength in
range A2
uncracked concrete (psi) (1,550) (1,550) (1,550) (1,550) (1,550) (1,550) (1,550) (1,550)
Characteristic bond
Temperature MPa 7.4 7.4 7.4 7.4 7.4 7.4 7.4 7.4
strength in k,uncr
range B2
uncracked concrete (psi) (1,070) (1,070) (1,070) (1,070) (1,070) (1,070) (1,070) (1,070)
Anchor Category - - 2 2 2 3 3 3 3 3
Strength Reduction factor d, ws - 0.55 0.55 0.55 0.45 0.45 0.45 0.45 0.45
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
Bond strength values correspond to concrete compressive strength f′c = 2,500 psi (17.2 MPa) [minimum of 24 MPa is required under ADIBC Appendix L, Section
5.1.1]. For concrete compressive strength, f’c, between 2,500 psi (17.2 MPa) and 8,000 psi (55.2 MPa), the tabulated characteristic bond strength may be
increased by a factor of (f’c / 2,500)0.25 for uncracked concrete [For SI: (f’c / 17.2)0.25]. See Section 4.1.4 of this report for bond strength determination.
2
Temperature range A: Maximum short term temperature = 130°F (55°C), Maximum long term temperature = 110°F (43°C).
Temperature range B: Maximum short term temperature = 176°F (80°C), Maximum long term temperature = 110°F (43°C).
Short term elevated concrete temperatures are those that occur over brief intervals, e.g., as a result of diurnal cycling. Long term concrete temperatures are
roughly constant over significant periods of time.
ESR-3814 | Most Widely Accepted and Trusted Page 27 of 48
1
TABLE 22—STEEL DESIGN INFORMATION FOR CANADIAN METRIC REINFORCING BARS
Vsa
(lb) (7,305) (14,645) (21,753) (36,329) (51,144)
Reduction for seismic shear V,seis - 0.70
2
Strength reduction factor for tension - 0.65
2
Strength reduction factor for shear - 0.60
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
Values provided for common rod material types based on specified strengths and calculated in accordance with ACI 318-14 Eq (17.4.1.2) or Eq (17.5.1.2b) or ACI
318-11 Eq. (D-2) and Eq. (D-29), as applicable. Other material specifications are admissible.
2
For use with the load combinations of ACI 318-14 5.3 or ACI 318-11 9.2, as applicable, as set forth in ACI 318-14 17.3.3 or ACI 318-11 D.4.3, as applicable.
TABLE 24—BOND STRENGTH DESIGN INFORMATION FOR CANADIAN METRIC REINFORCING BARS
1
IN HOLES DRILLED WITH A HAMMER DRILL AND CARBIDE BIT (OR HILTI HOLLOW CARBIDE DRILL BIT)
Characteristic bond
MPa 6.5 6.6 6.7 6.8 6.5
strength in cracked k,cr
Temperature concrete (psi) (940) (960) (970) (980) (950)
range B2 Characteristic bond MPa 8.4 8.2 8.0 7.8 7.7
strength in k,uncr
uncracked concrete (psi) (1,210) (1,190) (1,170) (1,140) (1,110)
Anchor Category - - 1 1 1 1 1
Strength Reduction factor d, ws - 0.65 0.65 0.65 0.65 0.65
Characteristic bond MPa 6.9 7.2 7.3 7.4 7.3
strength in cracked k,cr
Temperature concrete (psi) (1,010) (1,040) (1,060) (1,080) (1,060)
range A2 Characteristic bond MPa 8.9 8.9 8.8 8.6 8.5
strength in k,uncr
Water-filled hole
strength in k,uncr
uncracked concrete (psi) (1,130) (1,140) (1,140) (1,140) (1,130)
Characteristic bond MPa
4.2 4.4 4.5 4.7 4.6
strength in cracked k,cr
concrete (psi) (610) (630) (650) (680) (660)
Temperature
range B2 Characteristic bond MPa 5.4 5.4 5.4 5.4 5.4
strength in k,uncr
uncracked concrete (psi) (780) (790) (780) (780) (780)
Anchor Category - - 3 3 3 3 3
Strength Reduction factor uw - 0.45 0.45 0.45 0.45 0.45
Reduction for seismic tension N,seis - 0.9 0.9 0.9 0.9 0.9
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
Bond strength values correspond to concrete compressive strength f′c = 2,500 psi (17.2 MPa) [minimum of 24 MPa is required under ADIBC Appendix L,
Section 5.1.1]. For concrete compressive strength, f’c, between 2,500 psi (17.2 MPa) and 8,000 psi (55.2 MPa), the tabulated characteristic bond strength may
be increased by a factor of (f’c / 2,500)0.25 for uncracked concrete [For SI: (f’c / 17.2)0.25] and (f’c / 2,500)0.15 for cracked concrete [For SI: (f’c / 17.2)0.15]. See
Section 4.1.4 of this report for bond strength determination.
2
Temperature range A: Maximum short term temperature = 130°F (55°C), Maximum long term temperature = 110°F (43°C).
Temperature range B: Maximum short term temperature = 176°F (80°C), Maximum long term temperature = 110°F (43°C).
Short term elevated concrete temperatures are those that occur over brief intervals, e.g., as a result of diurnal cycling. Long term concrete temperatures are
roughly constant over significant periods of time.
ESR-3814 | Most Widely Accepted and Trusted Page 29 of 48
Canadian Reinforcing Bars Bond Strength Diamond Core Bit + Roughening Tool
TABLE 25A—BOND STRENGTH DESIGN INFORMATION FOR CANADIAN METRIC REINFORCING BARS IN HOLES CORE DRILLED
WITH A DIAMOND CORE BIT AND ROUGHENED WITH A HILTI ROUGHENING TOOL1
Nominal reinforcing bar size
DESIGN INFORMATION Symbol Units
15M 20M
mm 80 90
Minimum Embedment hef,min
(in.) (3.1) (3.5)
mm 320 390
Maximum Embedment hef,max
(in.) (12.6) (15.4)
Dry and Water Saturated concrete
TABLE 25B—BOND STRENGTH DESIGN INFORMATION FOR CANADIAN METRIC REINFORCING BARS IN HOLES CORE DRILLED
1
WITH A DIAMOND CORE BIT
Nominal reinforcing bar size
DESIGN INFORMATION Symbol Units
10M 15M 20M 25M 30M
mm 60 80 90 101 120
Minimum Embedment hef,min
(in.) (2.4) (3.1) (3.5) (4.0) (4.7)
mm 226 320 390 504 598
Maximum Embedment hef,max
(in.) (8.9) (12.6) (15.4) (19.8) (23.5)
Characteristic bond strength MPa 8.0 8.0 8.0 8.0 8.0
Dry and Water
2
Temperature range A k,uncr
in uncracked concrete (psi) (1,150) (1,150) (1,150) (1,150) (1,150)
Saturated
concrete
1
TABLE 26—STEEL DESIGN INFORMATION FOR FRACTIONAL AND METRIC HIS-N AND HIS-RN THREADED INSERTS
Fractional and Metric HIS-N and HIS-RN Concrete Breakout Strength Carbide Bit or
Internal Threaded Insert Hilti Hollow Carbide Bit
TABLE 27—CONCRETE BREAKOUT DESIGN INFORMATION FOR FRACTIONAL AND METRIC HILTI HIS-N AND HIS-RN INSERTS
1
IN HOLES DRILLED WITH A HAMMER DRILL AND CARBIDE BIT (OR HILTI HOLLOW CARBIDE DRILL BIT)
Minimum concrete in. 5.9 6.7 9.1 10.6 mm 120 150 170 230 270
hmin
thickness (mm) (150) (170) (230) (270) (in.) (4.7) (5.9) (6.7) (9.1) (10.6)
Critical edge distance –
splitting cac - See Section 4.1.10 of this report - See Section 4.1.10 of this report
(for uncracked concrete)
Strength reduction factor
for tension, concrete
- 0.65 - 0.65
failure modes,
2
Condition B
TABLE 28—BOND STRENGTH DESIGN INFORMATION FOR FRACTIONAL AND METRIC HILTI HIS-N AND HIS-RN INSERTS
1
IN HOLES DRILLED WITH A HAMMER DRILL AND CARBIDE BIT (OR HILTI HOLLOW CARBIDE DRILL BIT)
Nominal bolt/cap screw diameter
Nominal bolt/cap screw diameter (mm)
DESIGN INFORMATION Symbol Units (in.) Units
3 1 5 3
/8 /2 /8 /4 8 10 12 16 20
in. 43 / 8 5 63/4 81/8 mm 90 110 125 170 205
Embedment hef
(mm) (110) (125) (170) (205) (in.) (3.5) (4.3) (4.9) (6.7) (8.1)
Temperature range
Characteristic bond psi 1,070 1,070 1,070 1,070 MPa 7.4 7.4 7.4 7.4 7.4
strength in cracked k,cr
concrete (MPa) (7.4) (7.4) (7.4) (7.4) (psi) (1,070) (1,070) (1,070) (1,070) (1,070)
A2
Water saturated concrete
Characteristic bond psi 1,790 1,790 1,790 1,790 MPa 12.3 12.3 12.3 12.3 12.3
k,uncr
Dry concrete and
strength in uncracked
concrete (MPa) (12.3) (12.3) (12.3) (12.3) (psi) (1,790) (1,790) (1,790) (1,790) (1,790)
Characteristic bond psi 740 740 740 740 MPa 5.1 5.1 5.1 5.1 5.1
Temperature
concrete (MPa) (5.1) (5.1) (5.1) (5.1) (psi) (740) (740) (740) (740) (740)
Characteristic bond psi 1,240 1,240 1,240 1,240 MPa 8.5 8.5 8.5 8.5 8.5
strength in uncracked k,uncr
concrete (MPa) (8.5) (8.5) (8.5) (8.5) (psi) (1,240) (1,240) (1,240) (1,240) (1,240)
Anchor Category - - 1 1 1 1 - 1 1 1 1 1
Strength Reduction factor d, ws - 0.65 0.65 0.65 0.65 - 0.65 0.65 0.65 0.65 0.65
Characteristic bond psi 800 810 820 820 MPa 5.5 5.5 5.6 5.7 5.7
k,cr
Temperature
strength in cracked
(MPa) (5.5) (5.6) (5.7) (5.7) (psi) (790) (800) (810) (820) (820)
range A2
concrete
Characteristic bond psi 1,340 1,350 1,370 1,380 MPa 9.1 9.2 9.3 9.5 9.5
strength in uncracked k,uncr
Water-filled hole
concrete (MPa) (9.2) (9.3) (9.5) (9.5) (psi) (1,330) (1,340) (1,350) (1,370) (1,380)
Characteristic bond psi 550 560 570 570 MPa 3.8 3.8 3.8 3.9 3.9
Temperature
concrete (MPa) (3.8) (3.8) (3.9) (3.9) (psi) (550) (550) (560) (570) (570)
Characteristic bond psi 920 930 950 950 MPa 6.3 6.4 6.4 6.5 6.6
strength in uncracked k,uncr
concrete (MPa) (6.4) (6.4) (6.5) (6.6) (psi) (920) (920) (930) (950) (950)
Anchor Category - - 3 3 3 3 - 3 3 3 3 3
Strength Reduction factor wf - 0.45 0.45 0.45 0.45 - 0.45 0.45 0.45 0.45 0.45
Characteristic bond psi 710 720 750 750 MPa 4.8 4.9 5.0 5.1 5.2
Temperature
concrete (MPa) (4.9) (5.0) (5.1) (5.2) (psi) (700) (710) (720) (750) (750)
Characteristic bond psi 1,190 1,210 1,250 1,260 MPa 8.0 8.2 8.4 8.6 8.7
Submerged concrete
concrete (MPa) (3.4) (3.4) (3.5) (3.6) (psi) (480) (490) (500) (510) (520)
Characteristic bond psi 820 840 860 870 MPa 5.5 5.6 5.8 5.9 6.0
strength in uncracked k,uncr
concrete (MPa) (5.6) (5.8) (5.9) (6.0) (psi) (800) (820) (840) (860) (870)
Anchor Category - - 3 3 3 3 - 3 3 3 3 3
Strength Reduction factor uw - 0.45 0.45 0.45 0.45 - 0.45 0.45 0.45 0.45 0.45
Reduction for seismic tension N,seis - 1 1 1 1 - 1 1 1 1 1
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
Bond strength values correspond to concrete compressive strength f′c = 2,500 psi (17.2 MPa) [minimum of 24 MPa is required under ADIBC Appendix L, Section
5.1.1]. For concrete compressive strength, f’c, between 2,500 psi (17.2 MPa) and 8,000 psi (55.2 MPa), the tabulated characteristic bond strength may be increased
by a factor of (f’c / 2,500)0.25 for uncracked concrete [For SI: (f’c / 17.2)0.25] and (f’c / 2,500)0.15 for cracked concrete [For SI: (f’c / 17.2)0.15]. See Section 4.1.4 of this
report for bond strength determination.
2
Temperature range A: Maximum short term temperature = 130°F (55°C), Maximum long term temperature = 110°F (43°C).
Temperature range B: Maximum short term temperature = 176°F (80°C), Maximum long term temperature = 110°F (43°C).
Short term elevated concrete temperatures are those that occur over brief intervals, e.g., as a result of diurnal cycling. Long term concrete temperatures are roughly
constant over significant periods of time.
ESR-3814 | Most Widely Accepted and Trusted Page 33 of 48
TABLE 29—BOND STRENGTH DESIGN INFORMATION FOR FRACTIONAL AND METRIC HILTI HIS-N AND HIS-RN INSERTS
IN HOLES CORE DRILLED WITH A DIAMOND CORE BIT AND ROUGHENED
1
WITH A HILTI ROUGHENING TOOL
Nominal bolt/cap screw Nominal bolt/cap screw
DESIGN INFORMATION Symbol Units diameter (in.) Units diameter (mm)
1 5 3
/2 /8 /4 12 16 20
in. 5 6¾ 81 / 8 mm 125 170 205
Embedment hef
(mm) (125) (170) (205) (in.) (4.9) (6.7) (8.1)
Characteristic bond psi 750 750 750 MPa 5.2 5.2 5.2
Dry concrete and Water Saturated
Characteristic bond psi 515 515 515 MPa 3.6 3.6 3.6
strength in cracked k,cr
(MPa) (3.6) (3.6) (3.6) (psi) (515) (515) (515)
Temperature concrete
2
range B Characteristic bond psi 1,240 1,240 1,240 MPa 8.5 8.5 8.5
strength in k,uncr
uncracked concrete (MPa) (8.5) (8.5) (8.5) (psi) (1,240) (1,240) (1,240)
Anchor Category - - 1 1 1 - 1 1 1
Strength Reduction factor d, ws - 0.65 0.65 0.65 - 0.65 0.65 0.65
Reduction for seismic tension N,seis - 1 1 1 - 1 1 1
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
Bond strength values correspond to concrete compressive strength in the range 2,500 psi ≤ f′c ≤ 8,000 psi [minimum of 24 MPa is required under
ADIBC Appendix L, Section 5.1.1].
2
Temperature range A: Maximum short term temperature = 130°F (55°C), Maximum long term temperature = 110°F (43°C).
Temperature range B: Maximum short term temperature = 176°F (80°C), Maximum long term temperature = 110°F (43°C).
Short term elevated concrete temperatures are those that occur over brief intervals, e.g., as a result of diurnal cycling. Long term concrete temperatures
are roughly constant over significant periods of time.
TABLE 30—BOND STRENGTH DESIGN INFORMATION FOR FRACTIONAL AND METRIC HILTI HIS-N AND HIS-RN INSERTS IN
1
HOLES CORE DRILLED WITH A DIAMOND CORE BIT
Nominal bolt/cap screw
Nominal bolt/cap screw diameter (mm)
DESIGN INFORMATION Symbol Units diameter (in.) Units
3 1 5 3
/8 /2 /8 /4 8 10 12 16 20
in. 43 / 8 5 63/4 81/8 mm 90 110 125 170 205
Embedment hef
(mm) (110) (125) (170) (205) (in.) (3.5) (4.3) (4.9) (6.7) (8.1)
Characteristic psi 1,200 1,200 1,200 1,200 MPa 8.3 8.3 8.3 8.3 8.3
Dry concrete and Water
range A2 in uncracked
(MPa) (8.3) (8.3) (8.3) (8.3) (psi) (1,200) (1,200) (1,200) (1,200) (1,200)
concrete
Characteristic psi 830 830 830 830 MPa 5.7 5.7 5.7 5.7 5.7
Temperature bond strength
k,uncr
range B2 in uncracked (MPa) (5.7) (5.7) (5.7) (5.7) (psi) (830) (830) (830) (830) (830)
concrete
Anchor Category - - 3 3 3 3 - 2 3 3 3 3
Strength Reduction factor d, ws - 0.45 0.45 0.45 0.45 - 0.55 0.45 0.45 0.45 0.45
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
Bond strength values correspond to concrete compressive strength f′c = 2,500 psi (17.2 MPa) [minimum of 24 MPa is required under ADIBC Appendix L, Section
5.1.1]. For concrete compressive strength, f’c, between 2,500 psi (17.2 MPa) and 8,000 psi (55.2 MPa), the tabulated characteristic bond strength may be increased
by a factor of (f’c / 2,500)0.25 for uncracked concrete [For SI: (f’c / 17.2)0.25]. See Section 4.1.4 of this report for bond strength determination.
2
Temperature range A: Maximum short term temperature = 130°F (55°C), Maximum long term temperature = 110°F (43°C).
Temperature range B: Maximum short term temperature = 176°F (80°C), Maximum long term temperature = 110°F (43°C).
Short term elevated concrete temperatures are those that occur over brief intervals, e.g., as a result of diurnal cycling. Long term concrete temperatures are roughly
constant over significant periods of time.
ESR-3814 | Most Widely Accepted and Trusted Page 34 of 48
TABLE 31—DEVELOPMENT LENGTH FOR U.S. CUSTOMARY UNIT REINFORCING BARS IN HOLES DRILLED WITH A HAMMER
DRILL AND CARBIDE BIT OR HILTI HOLLOW CARBIDE BIT OR CORE DRILLED WITH A DIAMOND CORE BIT OR A DIAMOND
1,2,4,5,6
CORE BIT AND ROUGHENED WITH A HILTI ROUGHENING TOOL
Bar Size
Criteria Section of
DESIGN INFORMATION Symbol Units
Reference Standard
#3 #4 #5 #6 #7 #8 #9 #10
Development length for fy = 60 in. 12.0 14.4 18.0 21.6 31.5 36.0 40.5 45.0
ksi and f'c = 2,500 psi (normal ld ACI 318 12.2.3
weight concrete)3
(mm) (304.8) (365.8) (457.2) (548.6) (800.1) (914.4) (1028.7) (1143.0)
Development length for fy = 60 in. 12.0 12.0 14.2 17.1 24.9 28.5 32.0 35.6
ksi and f'c = 4,000 psi (normal ld ACI 318 12.2.3
weight concrete)3
(mm) (304.8) (304.8) (361.4) (433.7) (632.5) (722.9) (812.8) (904.2)
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).
2
Development lengths in SDC C through F must comply with ACI 318-14 Chapter 18 or ACI 318-11 Chapter 21, as applicable, and section 4.2.4 of this report.
3
For sand-lightweight concrete, increase development length by 33%, unless the provisions of ACI 318-14 25.4.2.4 or ACI 318-11 12.2.4 (d), as applicable, are
met to permit λ > 0.75.
4
= 2.5, ψt=1.0, ψe=1.0, ψs=0.8 for db ≤ #6,1.0 for db > #6
5
Minimum f'c of 24 MPa is required under ADIBC Appendix L, Section 5.1.1.
6
Calculations may be performed for other steel grades per ACI 318-11 Chapter 12 or ACI 318-14 Chapter 25.
TABLE 32—DEVELOPMENT LENGTH FOR EU METRIC REINFORCING BARS IN HOLES DRILLED WITH A HAMMER DRILL AND
CARBIDE BIT OR HILTI HOLLOW CARBIDE BIT OR CORE DRILLED WITH A DIAMOND CORE BIT OR A DIAMOND CORE BIT
1,2,4,5,6
AND ROUGHENED WITH A HILTI ROUGHENING TOOL
Bar Size
Criteria Section of
DESIGN INFORMATION Symbol Units
Reference Standard 10 12 16 20 25 32
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).
2
Development lengths in SDC C through F must comply with ACI 318-14 Chapter 18 or ACI 318-11 Chapter 21 and section 4.2.4 of this report.
3
For sand-lightweight concrete, increase development length by 33%, unless the provisions of ACI 318-14 25.4.2.4 or ACI 318-11 12.2.4 (d), as applicable, are met
to permit λ > 0.75.
4
= 2.5, ψt=1.0, ψe=1.0, ψs=0.8 for db < 20 mm,1.0 for db ≥ 20 mm
5
Minimum f'c of 24 MPa is required under ADIBC Appendix L, Section 5.1.1.
6
Calculations may be performed for other steel grades per ACI 318-11 Chapter 12 or ACI 318-14 Chapter 25.
ESR-3814 | Most Widely Accepted and Trusted Page 35 of 48
TABLE 33—DEVELOPMENT LENGTH FOR CANADIAN REINFORCING BARS IN HOLES DRILLED WITH A HAMMER DRILL AND
CARBIDE BIT OR HILTI HOLLOW CARBIDE BIT OR CORE DRILLED WITH A DIAMOND CORE BIT OR A DIAMOND CORE BIT AND
1,2,4,5,6
ROUGHENED WITH A HILTI ROUGHENING TOOL
Bar Size
Criteria Section of
DESIGN INFORMATION Symbol Units
Reference Standard
10M 15M 20M 25M 30M
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).
2
Development lengths in SDC C through F must comply with ACI 318-14 Chapter 18 or ACI 318-11 Chapter 21 and section 4.2.4 of this report.
3
For sand-lightweight concrete, increase development length by 33%, unless the provisions of ACI 318-14 25.4.2.4 or ACI 318-11 12.2.4 (d), as applicable, are met
to permit λ > 0.75.
4
= 2.5, ψt=1.0, ψe=1.0, ψs=0.8 for db < 20M,1.0 for db ≥ 20M
5
Minimum f'c of 24 MPa is required under ADIBC Appendix L, Section 5.1.1.
6
Calculations may be performed for other steel grades per ACI 318-11 Chapter 12 or ACI 318-14 Chapter 25.
HILTI DISPENSER
HILTI HIT-RE 500 V3 FOIL PACK AND MIXING NOZZLE
ANCHORING ELEMENTS
HILTI TE-YRT ROUGHENING TOOL
Specifications / Assumptions:
ASTM A193 Grade B7 threaded rod
Normal weight concrete, f’c = 4,000 psi
Seismic Design Category (SDC) B
No supplementary reinforcing in accordance with
ACI 318-14 2.3 will be provided.
Assume maximum short term (diurnal) base
material temperature < 130° F.
Assume maximum long term base material
temperature < 110° F.
Assume installation in dry concrete and hammer-
drilled holes.
Assume concrete will remain uncracked for
service life of anchorage.
Dimensional Parameters:
hef = 9.0 in.
s = 4.0 in.
ca,min = 2.5 in.
h = 12.0 in.
d = 1/2 in.
Calculation for the 2018 and 2015 IBC in accordance with ACI 318-14 Chapter 17 and this
ACI 318-14 Code Ref. Report Ref.
report
Step 1. Check minimum edge distance, anchor spacing and member thickness:
cmin = 2.5 in. < ca,min = 2.5 in. OK
Table 7
smin = 2.5 in. ≤ s = 4.0 in. OK -
hmin = hef + 1.25 in. = 9.0 + 1.25 = 10.25 in. ≤ h = 12.0 OK
hef,min ≤ hef ≤ hef,max = 2.75 in. ≤ 9 in. ≤ 10 in. OK
Step 2. Check steel strength in tension:
2
Single Anchor: Nsa = Ase • futa = 0.1419 in • 125,000 psi = 17,738 lb.
17.4.1.2 Table 2
Anchor Group: Nsa = • n • Ase • futa = 0.75 • 2 • 17,738 lb. = 26,606 lb.
Eq. (17.4.1.2) Table 6A
Or using Table 11: Nsa = 0.75 • 2 • 17,735 lb. = 26,603 lb.
Step 3. Check concrete breakout strength in tension:
17.4.2.1
ANc -
N cbg ec ,N ed ,N c ,N cp ,N N b Eq. (17.4.2.1b)
ANc 0
2
ANc = (3 • hef + s)(1.5 • hef + ca,min) = (3 • 9 + 4)(13.5 + 2.5) = 496 in - -
ANc0 = 9 • h
2
= 729 in
2 17.4.2.1 and
ef -
Eq. (17.4.2.1c)
ec,N = 1.0 no eccentricity of tension load with respect to tension-loaded anchors 17.4.2.4 -
Determine cac:
From Table 11: uncr = 2,300 psi
kc ,uncr 24
uncr hef f 'c 9.0 4,000 2,899 psi > 2,300 psi use 2,300 Section 4.1.10
d 0.5 -
Table 11
psi
, . .
. ,
,
∗ 3.1 0.7 9∗ 3.1 0.7 26.9 in.
, ,
, ; . | . ; . ∗ | 17.4.2.7 and
For ca,min < cac , 0.50 -
. Eq. (17.4.2.7b)
1 .5 17.4.2.2 and
N b k c ,uncr f ' c hef 24 1 . 0 4,000 91 .5 = 40,983 lb. Table 7
Eq. (17.4.2.2a)
, .
, ∗ 17.4.5.1
, Table 11
cNa =10 10 ∗ 0.5 = 7.67 in. Eq. (17.4.5.1d)
, ,
2
ANa = (2 • 7.67 + 4)(7.67 + 2.5) = 196.7 in
2 2 2 17.4.5.1 and
ANa0 = (2cNa) = (2 • 7.67) = 235.3 in -
Eq. (17.4.5.1c)
ec,Na = 1.0 no eccentricity – loading is concentric 17.4.5.3 -
, .
, 0.7 0.3 0.7 0.3 = 0.80 17.4.5.4 -
.
, ; | . ; . |
, 0.29 17.4.5.5 -
.
, . 17.4.5.2 and
Nba = • uncr • • d • hef = 1.0 • 2,300 • • • 0.5 • 9.0 = 36,570 lb. Eq. (17.4.5.2)
Table 11
,
.
∗ 1.0 ∗ .80 ∗ .29 ∗ 36,570 = 7,092lb. - -
.
Specifications / Assumptions:
Development length for column starter bars
Existing construction (E):
Foundation grade beam 24 wide x 36-in deep., 4 ksi normal weight
concrete, ASTM A615 Gr. 60 reinforcement
New construction (N):
18 x 18-in. column as shown, centered on 24-in wide grade beam, 4 ksi
normal weight concrete, ASTM A615 Gr. 60 reinforcement, 4 - #7
column bars
The column must resist moment and shear arising from wind loading.
Dimensional Parameters:
db = 0.875 in.
cb K tr = 2.5
db
t = 1.0
e = 1.0
s = 1.0
Calculation for the 2018 and 2015 IBC in accordance with ACI 318-14 Chapter 17 and this report ACI 318-14 Code Ref.
Step 1. Determination of development length for the column bars:
3 fy 3 60000 (1.0)(1.0)(1.0)
ld t e s db 0.875 25in.
40 f 'c cb K tr 40 1.0 4000 2.5 Eq. (25.4.2.3a)
db
Note that the confinement term Ktr is taken equal to the maximum value 2.5 given the edge distance and
confinement condition
V3
-
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.
EVALUATION SUBJECT:
HILTI HIT-RE 500 V3 ADHESIVE ANCHORS AND POST-INSTALLED REINFORCING BAR CONNECTIONS IN
CRACKED AND UNCRACKED CONCRETE
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 © 2019 ICC Evaluation Service, LLC. All rights reserved. Page 47 of 48
ICC-ES Evaluation Report ESR-3814 FBC Supplement
Reissued January 2019
Revised April 2019
This report is subject to renewal January 2021.
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.
EVALUATION SUBJECT:
HILTI HIT-RE 500 V3 ADHESIVE ANCHORS AND POST-INSTALLED REINFORCING BAR CONNECTIONS IN
CRACKED AND UNCRACKED CONCRETE
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 © 2019 ICC Evaluation Service, LLC. All rights reserved. Page 48 of 48