DEWALT ESR-5144 Adhesive Anchor System Instructions

DEWALT ESR-5144 Adhesive Anchor System

ICC-ES Evaluation Report
ESR-5144
Reissued November 2023 This report also contains:
Revised April 2024 – LABC Supplement
Subject to renewal November 2024 – FBC Supplement
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 © 2024 ICC Evaluation Service, LLC. All rights reserved

• 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:
  DEWALT

• EVALUATION SUBJECT:
  PURE220+™ ADHESIVE
  ANCHOR SYSTEM AND
  POST-INSTALLED
  REINFORCING BAR IN
  CRACKED AND
  UNCRACKED
  CONCRETE (DEWALT)

0EVALUATION SCOPE
Compliance with the following codes:
 2024, 2021, 2018 and 2015 International Building Code® (IBC)
 2024, 2021, 2018 and 2015 International Residential Code® (IRC)
For evaluation for compliance with codes adopted by the Los Angeles Department of Building and Safety
(LADBS), see ESR-5144 LABC and LARC Supplement.
Property evaluated:
Structural

2.0 USES

DEWALT Pure220+ adhesive anchor system is used as anchorage to resist static, wind or earthquake (IBC
Seismic Design Categories A through F) tension and shear loads in cracked and uncracked normal-weight and
lightweight concrete with 3/8-, 1/2-, 5/8-, 3/4-, 7/8-, 1-, and 11/4-inch fractional diameter, and M10, M12, M16, M20,
M24, M27 and M30 metric diameter threaded steel rods and No. 3 through No. 10 fractional size and ø10, ø12,
ø14, ø16, ø20, ø25, ø28 and ø32 metric size steel reinforcing bars in hammer- drilled holes (or DEWALT hollow
drill bit system). Use is limited to normal-weight and lightweight concrete with a specified compressive strength,
f′c, of 2,500 psi to 8,500 psi (17.2 MPa to 58.6 MPa).
DEWALT Pure220+ adhesive anchor system is used as anchorage to resist static, wind or earthquake
(IBC Seismic Design Categories A through F) tension and shear loads in cracked and uncracked normalweight and lightweight concrete with 3/8-, 1/2-, 5/8-, 3/4-, 7/8-, 1-, and 11/4-inch fractional diameter threaded steel
rods in diamond core-drilled holes. Use is limited to normal-weight and lightweight concrete with a specified
compressive strength, f′c, of 2,500 psi to 8,500 psi (17.2 MPa to 58.6 MPa).
DEWALT Pure220+ adhesive anchor system is used as anchorage to resist static, wind or earthquake
(IBC Seismic Design Categories A and B only) tension and shear loads in uncracked normal-weight and
lightweight concrete with No. 3 through No. 10 fractional size steel reinforcing bars in diamond core-drilled
holes. Use is limited to normal-weight and lightweight concrete with a specified compressive strength, f′c, of
2,500 psi to 8,500 psi (17.2 MPa to 58.6 MPa).

DEWALT Pure220+ adhesive post-installed reinforcing bars are used as reinforcing bar connections (for
development lengths and non-contact splice lengths) to resist static, wind and earthquake (IBC Seismic Design
Categories A through F) tension loads in concrete with No. 3 through No. 11 fractional size and ø10, ø12, ø14,
ø16, ø20, ø25, ø28, ø32 and ø36 metric size steel reinforcing bars in hammer- drilled (or DEWALT hollow drill
bit system) and diamond core drilled holes. Use is limited to normal-weight concrete with a specified
compressive strength, f′c, of 2,500 psi to 8,500 psi (17.2 MPa to 58.6 MPa).
The anchor system complies with anchors as described in Section 1901.3 of the 2024, 2021, 2018 and 2015
IBC. The anchor systems may also be used where an engineered design is submitted in accordance with
Section R301.1.3 of the IRC.
The post-installed reinforcing bar connection system is an alternative to cast-in-place reinforcing bars
governed by ACI 318 and IBC Chapter 19.
3.0 DESCRIPTION
3.1 General:
The DEWALT Pure220+ Adhesive Anchor System is comprised of two-component adhesive filled in cartridges,
static mixing nozzles and manual or powered dispensing tools, hole cleaning equipment and adhesive injection
accessories, and steel anchor elements, which are continuously threaded steel rods or steel reinforcing bars
(to form the DEWALT Pure220+ Adhesive Anchor System).
The primary components of the DEWALT Pure220+ Adhesive Anchor System, including the adhesive
cartridge, static mixing nozzle, dispenser, and steel anchor elements, are shown in Figure 2 of this report. The
manufacturer’s printed installation instructions (MPII), included with each adhesive unit package, are shown in
Figure 4 of this report.
3.2 Materials:
3.2.1 DEWALT Pure220+ Adhesive: DEWALT Pure220+ adhesive is an injectable two- component epoxy
adhesive. The two components are kept separate by means of a labelled dual- cylinder cartridge. The two
components combine and react when dispensed through a static mixing nozzle, supplied by DEWALT,
which is attached to the cartridge. DEWALT Pure220+ adhesive is available in 9.5-ounce (280 mL), 13.5-ounce
(400 mL), 20.5-ounce (610 mL) and 50.5-ounce (1500 mL) cartridges. Each cartridge label is marked with the
adhesive expiration date. The shelf life, as indicated by the expiration date, applies to an unopened cartridge
stored in a dry, dark, and cool environment, in accordance with the MPII, as illustrated in Figure 4 of this report.
3.2.2 Hole Cleaning Equipment:
3.2.2.1 Standard Equipment: Hole cleaning equipment is comprised of steel wire brushes supplied by
DEWALT, and air blowers which are shown in Figure 4 of this report. The DEWALT dust extraction system
shown in Figure 1 of this report removes dust with a HEPA dust extractor during the hole drilling and cleaning
operation.
3.2.2.2 DEWALT Hollow Drill Bit System (DustX+™): The DEWALT hollow drill bit system shown in
Figure 1 is comprised of DEWALT hollow drill bits with carbide tips conforming to ANSI B212.15 attached to
a HEPA vacuum that has a minimum air flow rating of 90 cfm (150 m3/h, 42 I/s), e.g. DWV015, DWV905M,
DWV905H or equivalent approved by DEWALT (applicable for both post-installed adhesive anchor system and
post-installed reinforcing bar connections). The vacuum dust extractor system removes the drilling dust during
the drilling operation, eliminating the need for additional hole cleaning.
3.2.3 Dispensers: DEWALT Pure220+ adhesive must be dispensed with manual dispensers, pneumatic
dispensers, or electric powered dispensers supplied by DEWALT.
3.2.4 Steel Anchor Elements:
3.2.4.1 Threaded Steel Rods: Threaded steel rods must be clean and continuously threaded (all-thread) in
diameters described in Tables 4 and 12 and Figure 4 of this report. Specifications for grades of threaded rod,
including the mechanical properties, and corresponding nuts and washers, are included in Table 2 of this
report. Carbon steel threaded rods may be furnished with a minimum 0.0002 -inch-thick (0.005 mm) zinc
electroplated coating complying with ASTM B633 SC1 or a minimum 0.0021-inch- thick (0.053 mm)
mechanically deposited zinc coating complying with ASTM B695, Class 55. The stainless-steel threaded rods
must comply with Table 2 of this report. Steel grades and types of material (carbon, stainless) for the washers
and nuts must match the threaded rods. Threaded steel rods must be clean, straight, and free of indentations
or other defects along their length. The embedded end may be flat cut or cut on the bias to a chisel point.
3.2.4.2 Steel Reinforcing Bars: Steel reinforcing bars are deformed reinforcing bars as described in
Table 3 of this report. Tables 8 and 15, and Figure 4 summarize reinforcing bar size ranges. The embedded
portions of reinforcing bars must be clean, straight, and free of mill scale, rust, mud, oil, and other coatings (other than zinc) that may impair the bond with the adhesive. Reinforcing bars must not be bent after installation
except as set forth in ACI 318-19 Section 26.6.3.2 (b) or ACI 318-14 Section 26.6.3.1 (b), as applicable, 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 Ductility: In accordance with ACI 318-19 and ACI 318-14 2.3, as applicable, in order for a steel
anchor 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 less than 14 percent or a reduction
of area less than 30 percent, or both, are considered brittle. Values for various steel materials are provided in
Table 2 of this report. Where values are nonconforming or unstated, the steel must be considered brittle.
3.2.4.4 Steel Reinforcing Bars for use in Post-Installed Reinforcing Bar Connections: Steel reinforcing
bars used in post-installed reinforcing bar connections are deformed reinforcing bars (rebar), with size ranges
summarized in Tables 18 and 19. The embedded portions of reinforcing bars must be straight, and free of mill
scale, rust and other coatings that may impair the bond with the adhesive. Reinforcing bars must not be bent
after installation except as set forth in ACI 318-19 Section 26.6.3.2 (b) or ACI 318-14 Section 26.6.3.1 (b), as
applicable, with the additional condition that the bars must be bent cold, and heating of reinforcing bars to
facilitate field bending is not permitted.
3.3 Concrete:
Normal-weight and lightweight concrete must comply with Sections 1903 and 1905 of the IBC. 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:
4.1.1 General: The design strength of anchors under the 2024 and 2021 IBC, as well as the 2024 and 2021
IRC, must be determined in accordance with ACI 318-19 and this report. The design strength of anchors under
the 2018 and 2015 IBC, as well as the 2018 and 2015 IRC, must be determined in accordance with ACI 318-
14 and this report.
The strength design of anchors must comply with ACI 318-19 17.5.1.2 or ACI 318-14 17.3.1, as applicable,
except as required in ACI 318-19 17.10 or ACI 318-14 17.2.3, as applicable.
Design parameters are provided in Tables 4 through 17 of this report. Strength reduction factors, φ, as given
in ACI 318-19 17.5.3 or ACI 318-14 17.3.3, as applicable, must be used for load combinations calculated in
accordance with Section 1605.1 of the 2024 and 2021 IBC, Section 1605.2 of the 2018 or 2015 IBC or ACI
318-14 5.3, as applicable.
4.1.2 Static Steel Strength in Tension: The nominal static steel strength of a single anchor in tension, Nsa,
in accordance with ACI 318-19 17.6.1.2 or ACI 318-14 17.4.1.2, as applicable, and the associated strength
reduction factors, φ, in accordance with ACI 318-19 17.5.3 or ACI 318-14 17.3.3, as applicable, are provided
in Tables 4, 8, 12 and 15 of this report for the corresponding anchor steel.
4.1.3 Static Concrete Breakout Strength in Tension: The nominal static concrete breakout strength of a
single anchor or group of anchors in tension, Ncb or Ncbg, must be calculated in accordance with ACI 318-19
17.6.2 or ACI 318-14 17.4.2, as applicable, with the following addition:
The basic concrete breakout strength of a single anchor in tension, Nb, must be calculated in accordance
with ACI 318-19 17.6.2.2 or ACI 318-14 17.4.2.2, as applicable, using the values of kc,cr and kc,uncr as provided
in Tables 5, 9, 13, and 16 of this report. Where analysis indicates no cracking in accordance with ACI 318-19
17.6.2.5 or ACI 318-14 17.4.2.6, as applicable, Nb must be calculated using kc,uncr and Ψc,N = 1.0. For anchors
in lightweight concrete see ACI 318-19 17.2.4 or ACI 318-14 17.2.6, as applicable. The value of f′c used for
calculation must be limited to 8,000 psi (55 MPa) in accordance with ACI 318-19 17.3.1 or ACI 318-14 17.2.7,
as applicable. Additional information for the determination of nominal bond strength in tension is given in
Section 4.1.4 of this report.
4.1.4 Static Bond Strength in Tension: The nominal static bond strength of a single adhesive anchor or
group of adhesive anchors in tension, Na or Nag, must be calculated in accordance with ACI 318-19 17.6.5 or
ACI 318-14 17.4.5, as applicable.
Bond strength values (τk,cr, τk,uncr) are a function of concrete compressive strength, concrete state (cracked,
uncracked), and installation conditions (dry concrete, water-saturated concrete, water-filled holes, submerged
concrete). Special inspection level is qualified as periodic for all anchors except as noted in Section 4.4 of this
report. The selection of continuous special inspection level, with an onsite proof loading program, is not
necessary and does not provide a benefit of a lower anchor category or an increase in the associated strength
reduction factors for design. The following table summarizes the requirements:

Strength reduction factors for determination of the bond strength are given in Tables 6, 7, 10, 11, 14 and 15
of this report. Adjustments to the bond strength may also be made for increased concrete compressive strength
as noted in the footnotes to the corresponding tables and this section.
The bond strength values in Tables 6, 7, 10, 11, 14 and 15 of this report correspond to concrete compressive
strength f′c equal to 2,500 psi (17.2 MPa).
For concrete compressive strength, f′c between 2,500 psi and 8,000 psi (17.2 MPa and 55 MPa), the
tabulated characteristic bond strength in hammer-drilled (or DEWALT hollow drill bit system) holes may be
increased by the following as follows: threaded rod in uncracked concrete by (f’c / 2,500)0.21 [For SI: f’c /
17.2)0.21]; threaded rod in cracked concrete by (f’c / 2,500)0.14 [For SI: f’c / 17.2)0.14]; reinforcing bar in uncracked
concrete by (f’c / 2,500)0.18 [For SI: f’c / 17.2)0.18].
For concrete compressive strength, f′c between 2,500 psi and 8,000 psi (17.2 MPa and 55 MPa), the
tabulated characteristic bond strength in diamond core drilled holes may be increased as follows: threaded rod
in uncracked concrete by (f’c / 2,500)0.24 [For SI: f’c / 17.2)0.24]; threaded rod in cracked concrete by (f’c / 2,500)0.20
[For SI: f’c / 17.2)0.20]; and reinforcing bar in uncracked concrete by (f’c / 2,500)0.35
[For SI: f’c / 17.2)0.35].
Where applicable, the modified bond strength values must be used in lieu of τk,cr and τk,uncr in ACI 318-19
(17.6.5.1.2b) and (17.6.5.2.1) or ACI 318-14 Equations (17.4.5.1d) and (17.4.5.2), as applicable.
The resulting nominal bond strength must be multiplied by the associated strength reduction factor φd, φws,
φwf or φuw, as applicable.
4.1.5 Static Steel Strength in Shear: The nominal static steel strength of a single anchor in shear as
governed by the steel, Vsa, in accordance with ACI 318-19 17.7.1.2 or ACI 318-14 17.5.1.2, as applicable, and
the strength reduction factor, φ, in accordance with ACI 318-19 17.5.3 or ACI 318-14 17.3.3, as applicable, are
given in Tables 4, 8, 12, and 15 of this report for the corresponding anchor steel.
4.1.6 Static Concrete Breakout Strength in Shear: The nominal static concrete breakout strength of a
single anchor or group of anchors in shear, Vcb or Vcbg, must be calculated in accordance with ACI 318-19
17.7.2 or ACI 318-14 17.5.2, as applicable, based on information given in Tables 5, 9, 13, and 16 in this report.
The basic concrete breakout strength of a single anchor in shear, Vb, must be calculated in accordance with
ACI 318-19 17.7.2.2 or ACI 318-14 17.5.2.2, as applicable using the values of d given in Tables 5, 9, 13, and
16 for the corresponding anchor steel in lieu of da (2024, 2021, 2018 and 2015 IBC). In addition, hef must be
substituted for ℓe. In no case shall ℓe exceed 8d. The value of f’c shall be limited to a maximum of 8,000 psi (55
MPa) in accordance with ACI 318-19 17.3.1 or ACI 318-14 17.2.7, as applicable.
4.1.7 Static Concrete Pryout Strength in Shear: The nominal static pryout strength of a single anchor or
group of anchors in shear, Vcp or Vcpg, shall be calculated in accordance with ACI 318-19 17.7.3 or ACI 318-
14 17.5.3, as applicable.
4.1.8 Interaction of Tensile and Shear Forces: For designs that include combined tension and shear, the
interaction of tension and shear loads must be calculated in accordance with ACI 318-19 17.8 or ACI 318-14
17.6, as applicable.
4.1.9 Minimum Member Thickness hmin, Anchor Spacing smin, Edge Distance cmin: In lieu of ACI 318-19
17.9.2 or ACI 318-14 17.7.1 and 17.7.3, as applicable, values of smin and cmin described in this report must be
observed for anchor design and installation. The minimum member thicknesses, hmin, described in this report must be observed for anchor design and installation. For adhesive anchors that will remain untorqued, ACI
318-19 17.9.3 or ACI 318-14 17.7.4, as applicable.
For anchors that will be torqued during installation, the maximum torque, Tmax, must be reduced for edge
distances less than five anchor diameters (5d). Tmax is subject to the edge distance, cmin, and anchor spacing,
smin, and shall comply with the following requirements:

For values of Tmax, see Figure 4 of this report.
4.1.10 Critical Edge Distance cac and ψcp,Na: The modification factor, ψcp,Na, must be determined in
accordance with ACI 318-19 17.6.5.5 or ACI 318-14 17.4.5.5, as applicable, except as noted below:
For all cases where cNa/cac<1.0, ψcp,Na determined from ACI 318-19 Eq. 17.6.5.5.1b or ACI 318-14 Eq.
17.4.5.5b, as applicable, need not be taken less than cNa/cac. For all other cases, ψcp,Na shall be taken as 1.0.
The critical edge distance, cac must be calculated according to Eq. 17.6.5.5.1c of ACI 318-19 or Eq. 17.4.5.5c
for ACI 318-14, in lieu of ACI 318-19 17.9.5 or ACI 318-14 17.7.6, as applicable.

4.1.11 Requirements for 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, anchors must be designed in accordance with ACI 318-
19 17.10 or ACI 318-14 17.2.3, as applicable.
The nominal steel shear strength, Vsa, must be adjusted by αV,seis as given in Tables 4, 8, 12, and 15 for the
corresponding anchor steel. The nominal bond strength τκ,cr must be adjusted by αN,seis as given in Tables 6,
7, 10, 14 and 17 for the corresponding anchor steel.
4.2 Strength Design of Post-Installed Reinforcing Bars:
4.2.1 General: The design of straight post-installed deformed reinforcing bars must be determined in
accordance with ACI 318 rules for cast-in-place reinforcing bar development and splices and this report.
4.2.2 Determination of bar development length ld: Values of ld must be determined in accordance with
the ACI 318 development and splice length requirements for straight cast-in- place reinforcing bars.
Exceptions:
1. For uncoated and zinc-coated (galvanized) post-installed reinforcing bars, the factor Ψe shall be taken
as 1.0. For all other cases, the requirements in ACI 318-19 Table 25.4.2.5 or ACI 318-14 Table 25.4.2.4
or shall apply.
2. When using alternate methods to calculate the development length (e.g. anchor theory), the applicable
factors for post-installed anchors generally apply

Minimum Member Thickness, hmin, Minimum Concrete Cover, cc,min, Minimum Concrete Edge
Distance, cb,min, Minimum Spacing, sb,min: For post-installed reinforcing bars, there is no limit on the
minimum member thickness. In general, all requirements on concrete cover and spacing applicable to straight
cast-in-bars designed in accordance with ACI 318 shall be maintained.
For post-installed reinforcing bars installed at embedment depths greater than 20d (hef > 20d), the minimum
concrete cover shall be as follows:

The following requirements apply for minimum concrete edge and spacing for hef

20d:
Required minimum edge distance for post-installed reinforcing bars (measured from the center of the bar):

Required minimum center-to-center spacing between post-installed bars:

Required minimum center-to-center spacing from existing (parallel reinforcing):

All other requirements applicable to straight cast-in place bars designed in accordance with ACI 318 shall be
maintained.
4.2.4 Design Strength in Seismic Design Categories C, D, E and F: In structures assigned to Seismic
Category C, D, E or F under the IBC or IRC, design of straight post-installed reinforcing bars must consider
the provisions of ACI 318-19 or ACI 318-14 Chapter 18, as applicable.
4.2.5 Design in Fire Resistive Construction Conditions: For post-installed reinforcing bars, the
relationship of bond stress to temperature under fire conditions suitable for use in determining conformance
with fire resistance rating requirements is as given in Figure 3.
For temperatures above ???????? of 477°F (247°C), ??????????(??) = 0.The bond stress ??????????(??), shall not exceed
1,090 psi (7.5 N/ mm2); Where θ is the temperature in the concrete at the post-installed reinforcing bar in ºF
(for psi) or ºC (for N/mm2), as applicable.
Determination of the temperature in the concrete at the location of the post- installed reinforcing bar is
dependent on the geometry of the concrete members under consideration and its calculation is the
responsibility of the design professional. The design professional shall use the bond strength / temperature
curves in Figure 4 along with a determination of the temperature in the concrete appropriate for the member
geometry under consideration to calculate the reinforcing bar development length ld.
4.3 Installation:
Installation parameters are illustrated in Figures 2 and 4 and Tables 5, 9, 13, and 16 of this report. Installation
must be in accordance with ACI 318-19 26.7.2 or ACI 318-14 17.8.1 and 17.8.2. Anchor locations must comply
with this report and the plans and specifications approved by the code official. Installation of the DEWALT
Pure220+ Adhesive Anchor System must conform to the manufacturer’s printed installation instructions
included in each unit package as described in Figure 3 of this report.
The adhesive anchor system may be installed in downwards, horizontally and upwardly inclined orientation
applications (e.g. overhead). If the bottom or back of the drilled hole is not reached with the mixing nozzle, a
mixer extension tube, supplied by DEWALT must be attached to the mixing nozzle as described in Figure 4 of
this report. Additionally, for upwardly inclined or between horizontal and upwardly inclined orientation
applications of all drilled hole depths, and downward and horizontal applications with a drilled depth of more
than 10 inch (250 mm) are to be installed using piston plugs for the 5/8-inch and M16 through 11/4-inch and M30
diameter threaded steel rods, and No. 5 and ø14 through No. 10 and ø32, steel reinforcing bars, installed in
the specified hole diameter, and attached to the mixing nozzle and extension tube supplied by DEWALT as
described in Figure 4 in this report. For installation with the 3/8-inch,1/2-inch, M10 and M12 diameter threaded
steel rods, and No. 3, No. 4, ø10 and ø12 steel reinforcing bars only, a piston plug is not required.

Installation of anchors in horizontal or upwardly inclined orientations shall be fully restrained from movement
throughout the specified curing period using temporary wedges, external supports, or other methods. Where
temporary restraint devices are used, their use shall not result in impairment of the anchor shear resistance.
4.4 Special Inspection:
Periodic special inspection must be performed where required in accordance with Section 1705.1.1 and Table
1705.3 of the 2024, 2021, 2018 and 2015IBC and this report. The special inspector must be on the jobsite
initially during anchor installation to verify the anchor type, adhesive expiration date, anchor dimensions,
concrete type, concrete compressive strength, hole dimensions, hole cleaning procedures, anchor spacing,
edge distances, concrete thickness, anchor embedment, tightening torque, and adherence to the
manufacturer’s printed installation instructions.
The special inspector must verify the initial installations of each type and size of adhesive anchor by
construction personnel on site. Subsequent installations of the same anchor type and size by the same
construction personnel are permitted to be performed in the absence of the special inspector. Any change in
the anchor product being installed or the personnel performing the installation requires an initial inspection.
For ongoing installations over an extended period, the special inspector must make regular inspections to
confirm correct handling and installation of the product.
Continuous special inspection of adhesive anchors installed in horizontal or upwardly inclined orientations to
resist sustained tension loads must be performed in accordance with ACI 318-19 26.13.3.2(e) or ACI 318-14
17.8.2.4, 26.7.1(h) and 26.13.3.2 (c), as applicable.
Under the IBC, additional requirements as set forth in Sections 1705, 1706 or 1707 must be observed, where
applicable.
5.0 CONDITIONS OF USE:
The DEWALT Pure220+ Adhesive Anchor and Post Installed Reinforcing Bar Connection System described in
this report complies with, or is a suitable alternative to what is specified in, those codes listed in Section 1.0 of
this report, subject to the following conditions:
5.1 DEWALT Pure220+ adhesive anchors and post-installed reinforcing bars must be installed in accordance
with the manufacturer’s printed installation instructions included with each cartridge and provided in
Figure 4 of this report.
5.2 Anchors [3/8-, 1/2-, 5/8-, 3/4-, 7/8-, 1-, and 1-1/4-inch fractional diameter and M10, M12, M16, M20, M24,
M27 and M30 metric diameter threaded steel rods, and No. 3 through No. 10 fractional size and ø10, ø12,
ø14, ø16, ø20, ø25, ø28 and ø32 metric steel reinforcing bars] described in this report 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 Post-installed reinforcing bars with diameters No. 3 through No. 11 fractional size and ø10, ø12, ø14, ø16,
ø20, ø25, ø28, ø32 and ø36 metric size steel reinforcing bars in hammer- drilled (or DEWALT hollow drill
bit system) and diamond core holes are used in cracked and uncracked normal- weight concrete only, to
resist static, wind or earthquake (IBC Seismic Design Categories A through F) tension and shear loads.
Use is limited to normal-weight concrete with a specified compressive strength, f′c = 2,500 psi to 8,500 psi
(17.2 MPa to 58.6 MPa)
5.4 The values of f′c used for calculation purposes must not exceed 8,000 psi (55 MPa).
5.5 Anchors and post-installed reinforcing bars must be installed in concrete base materials in holes predrilled
in accordance with the instructions provided in Figure 4 of this report.
5.6 Loads applied to the anchors must be adjusted in accordance with Section 1605.1 of the 2024 and 2021
IBC, or Section 1605.2 of the 2018 and 2015IBC for strength design.
5.7 In structures assigned to Seismic Design Categories C, D, E, and F under the IBC or IRC, anchor strength
must be adjusted in accordance with Section 4.1.11 of this report.
5.8 DEWALT Pure220+ 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 are established in accordance with Section 4.1 of this report.
5.10 Minimum anchor spacing and edge distance as well as minimum member thickness must comply with the
values described in this report.
5.11 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.

5.12 Anchors are not permitted to support fire-resistive construction. Where not otherwise prohibited by the code,
DEWALT Pure220+ 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.
• 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.
• Anchors are used to support nonstructural elements.
• Post-installed reinforcing bars designed in accordance with Section 4.2.5 of this report.
5.13 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.
5.14 Use of zinc-plated carbon steel threaded rods or steel reinforcing bars is limited to dry, interior locations.
5.15 Use of hot-dipped galvanized carbon steel and stainless-steel rods is permitted for exterior exposure or
damp environments.
5.16 Steel anchoring materials in contact with preservative-treated and fire- retardant-treated wood shall be of
zinc-coated steel or stainless steel. The minimum coating weights for zinc- coated steel shall be in
accordance with ASTM A153.
5.17 Periodic special inspection must be provided in accordance with Section 4.3 in this report. Continuous
special inspection for anchors installed in horizontal or upwardly inclined orientations to resist sustained
tension loads must be provided in accordance with Section 4.3 of this report.
5.18 Installation of anchors and post-installed reinforcing bars in horizontal or upwardly inclined orientations to
resist sustained tension loads must be performed by personnel certified by an applicable certification
program in accordance with ACI 318-19 26.7.2(e) or ACI 318-14 17.8.2.2 or 17.8.2.3, as applicable.
5.19 DEWALT Pure220+ adhesive anchors and post-installed reinforcing bars may be used to resist tension and
shear forces in floor, wall for overhead installations into concrete with a temperature between 41°F and
104°F (5°C and 40°C) for threaded rods and reinforcing bars.
5.20 DEWALT Pure220+ adhesive is manufactured under a quality control program with inspections by ICC-ES.
6.0EVIDENCE SUBMITTED
6.1 Data in accordance with the ICC-ES Acceptance Criteria for Post-installed Adhesive Anchors and
Reinforcing Bar Connections in Concrete (AC308), dated February 2023, editorially revised March 2024,
which incorporates requirements in ACI 355.4-19 for use in cracked and uncracked concrete.
7.0 IDENTIFICATION
7.1 The ICC-ES mark of conformity, electronic labelling, or the evaluation report number (ICC-ES ESR-5144)
along with the name, registered trademark, or registered logo of the report holder must be included in the
product label.
7.2 In addition, DEWALT Pure220+ adhesive is identified by packaging labelled with the manufacturer’s name
(DEWALT) and address, anchor name, the lot number, the expiration date, and the evaluation report
number (ESR-5144). Threaded rods, nuts, washers, and deformed reinforcing bars are standard steel
anchor elements and must conform to applicable national or international specifications as set forth in
Tables 2 and 3 of this report.
7.3 The report holder’s contact information is the following:
DEWALT
701 EAST JOPPA ROAD
TOWSON, MARYLAND 21286
800-524-3244
www.DEWALT.com
anchors@DEWALT.com

1Ref. ACI 318-19 17.5.2 or ACI 318-14 17.3.1.1, as applicable. 2See Section 4.1 of this evaluation report.
TABLE 2—SPECIFICATIONS AND PHYSICAL PROPERTIES OF COMMON CARBON
AND STAINLESS STEEL THREADED ROD MATERIALS

1Adhesive must be used with continuously threaded carbon or stainless steel rod (all-thread) having thread characteristics complying with ANSI B1.1 UNC
Coarse Thread Series.
2Standard Specification for Alloy-Steel and Stainless steel Bolting Materials for High temperature of High Pressure service and Other Special Purpose
Applications.
3Standard Specification for Carbon Structural steel
4Standard Specification for Anchor Bolts, Steel 36, 55 and 105-ksi Yield Strength. 5Standard Specification for Hex Cap Screws, Bolts and Studs, Heat Treated, 120/105/50 ksi Minimum Tensile Strength, General Use. 6Standard Specification for Carbon and Alloy Steel external Threaded Metric Fasteners.
7Mechanical properties of fasteners made of carbon steel and alloy steel – Part 1: Bolts, Screws and Studs. 8
Standard Specification for Alloy-Steel and Stainless Steel Bolting for High Temperature or High Pressure Service and Other Special Purpose Applications. 9Standard Specification for Stainless Steel Bolts, Hex Cap Screws, and Studs.
10Mechanical properties of corrosion-resistant stainless steel fasteners – Part 1: Bolts, Screws and Studs. 11Based on 2-in. (50 mm) gauge length except for ASTM A193, which is based on a gauge length of 4d. 12Nuts and washers of other grades and style having specified proof load stress greater than the specified grade and style are also suitable. Nuts must have
specified proof load stresses equal to or greater than the minimum tensile strength of the specified threaded.

TABLE 3—SPECIFICATIONS AND PHYSICAL PROPERTIES OF COMMON CARBON REINFORCING BARS

1Standard Specification for Deformed and Plain Carbon-Steel Bars for Concrete Reinforcement. 2Standard Specification for Low-Alloy Steel Deformed and Plain Bars for Concrete Reinforcement. 3Standard specification for Zinc-Coated (Galvanized) steel Bars for Concrete Reinforcement. 4Standard specification for Rail-Steel and Axle-steel Deformed bars for Concrete Reinforcement. 5Reinforcing steel, reinforcing steel bars; dimensions and masses.

FIGURE 1— EXAMPLES OF DEWALT DUST REMOVAL DRILLING SYSTEMS WITH HEPA DUST EXTRACTORS FOR ILLUSTRATION

FIGURE 2— PURE220+ ADHESIVE ANCHOR SYSTEM INCLUDING TYPICAL STEEL ANCHOR ELEMENTS
AND BASIC INSTALLATION PARAMETERS

TABLE 4—STEEL DESIGN INFORMATION FOR U.S. CUSTOMARY UNIT THREADED ROD1

For SI: 1 inch = 25.4 mm, 1 lbf = 4.448 N, 1 psi = 0.006894 MPa. For pound- inch units: 1 mm = 0.03937 inches, 1 N = 0.2248 lbf, 1 MPa = 145.0 psi.
1Values provided for common rod material types based on specified strengths and calculated in accordance with ACI 318-19 Eq. 17.6.1.2 and Eq. 17.7.1.2b or
ACI 318-14 Eq. 17.4.1.2 and Eq. 17.5.1.2b, as applicable. Nuts and washers must comply with requirements for the rod. 2The tabulated value of φ applies when the load combinations of Section 1605.1 of the 2024 and 2021 IBC or Section 1605.2 of the 2018 or 2015 IBC, ACI 318-19
and ACI 318-14 5.3, as applicable, as set forth in ACI 318-19 17.5.3 or ACI 318-14 17.3.3, as applicable, are used.

TABLE 5—CONCRETE BREAKOUT DESIGN INFORMATION FOR U.S. CUSTOMARY UNIT THREADED ROD1

For SI: 1 inch = 25.4 mm, 1 lbf = 4.448 N, 1 psi = 0.006894 MPa.For pound-inch units: 1 mm = 0.03937 inches, 1 N = 0.2248 lbf, 1 MPa = 145.0 psi.
1Additional setting information is described in Figure 4, installation instructions. 2 The strength reduction factor applies when the load combinations from the IBC or ACI 318 are used and the requirements of ACI 318-19 17.5.3 or ACI 318-14
17.3.3, as applicable, are met.

ABLE 6—BOND STRENGTH DESIGN INFORMATION FOR U.S. CUSTOMARY UNIT THREADED ROD IN HOLES
DRILLED WITH A HAMMER DRILL AND CARBIDE BIT (OR DEWALT HOLLOW CARBIDE DRILL BIT)1

For SI: 1 inch = 25.4 mm, 1 lbf = 4.448 N, 1 psi = 0.006894 MPa. For pound- inch units: 1 mm = 0.03937 inches, 1 N = 0.2248 lbf, 1 MPa = 145.0 psi.
1Bond strength values correspond to concrete compressive strength f’c = 2,500 psi (17.2 N/mm²).. For concrete compressive strength, f’c between 2,500 psi (17.2
N/mm²) and 8,000 psi (55.2 N/mm²), the tabulated characteristic bond strength may be increased by a factor of (f’c / 2500)0.21 [For SI: (f’c / 17.2)
0.21] for uncracked
concrete, and (f’c / 2500)0.14 [For SI: (f’c / 17.2)
0.14] for cracked concrete. See Section 4.1.4 of this report. 2
Temperature range A: Maximum short term temperature = 140°F (60°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 result of diurnal cycling. Long term concrete temperatures are roughly
constant over significant periods of time.
3Characteristic bond strengths are for sustained loads including dead and live loads. For load combinations consisting of short-term loads only such as wind or
seismic, bond strengths may be increased by 17 percent.

TABLE 7—BOND STRENGTH DESIGN INFORMATION FOR U.S. CUSTOMARY UNIT THREADED ROD IN HOLES
DRILLED WITH A DIAMOND CORE BIT1

For SI: 1 inch = 25.4 mm, 1 lbf = 4.448 N, 1 psi = 0.006894 MPa.
For pound-inch units: 1 mm = 0.03937 inches, 1 N = 0.2248 lbf, 1 MPa = 145.0 psi.
1Bond strength values correspond to concrete compressive strength f’c = 2,500 psi (17.2 N/mm²). For concrete compressive strength, f’c between 2,500 (17.2
N/mm²) psi and 8,000 psi (55.2 N/mm²), the tabulated characteristic bond strength may be increased by a factor of (f’c / 2500)0.24 [For SI: (f’c / 17.2)0.24] for
uncracked concrete, and (f’c / 2500)0.20 [For SI: (f’c / 17.2)0.20] for cracked concrete. See Section 4.1.4 of this report. 2Temperature range A: Maximum short term temperature = 140°F (60°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 result of diurnal cycling. Long term concrete temperatures are roughly
constant over significant periods of time.
3Characteristic bond strengths are for sustained loads including dead and live loads. For load combinations consisting of short-term loads only such as wind or
seismic, bond strengths may be increased by 20 percent.

TABLE 8—STEEL DESIGN INFORMATION FOR U.S. CUSTOMARY UNIT REINFORCING BARS1

For SI: 1 inch = 25.4 mm, 1 lbf = 4.448 N, 1 psi = 0.006894 MPa. For pound- inch units: 1 mm = 0.03937 inches, 1 N = 0.2248 lbf, 1 MPa = 145.0 psi.
1Values provided for common bar material types based on specified strengths and calculated in accordance with ACI 318-19 Eq. 17.6.1.2 or ACI 318-14 Eq.
17.4.1.2 and Eq. 17.5.1.2 b, as applicable. 2The tabulated value of φ applies when the load combinations of Section 1605.1 of the 2024 and 2021 IBC, Section 1605.2 of the 2018 or 2015 IBC, ACI 318-19
and ACI 318-14 5.3, as applicable, as set forth in ACI 318-19 17.5.3 or ACI 318-14 17.3.3, as applicable, are used. 3In accordance with ASTM A615, Grade 40 bars are furnished only in sizes No. 3 through No. 6.
TABLE 9—CONCRETE BREAKOUT DESIGN INFORMATION FOR U.S. CUSTOMARY UNIT REINFORCING1

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.
1Additional setting information is described in Figure 4, installation instructions. 2 The strength reduction factor applies when the load combinations from the IBC or ACI 318 are used and the requirements of ACI 318-19 17.5.3 or ACI 318-14
17.3.3, as applicable, are met.

TABLE 10—BOND STRENGTH DESIGN INFORMATION FOR U.S. CUSTOMARY UNIT REINFORCING BARS
IN HOLES DRILLED WITH A HAMMER DRILL AND CARBIDE BIT (OR DEWALT HOLLOW CARBIDE DRILL BIT)1

For SI: 1 inch = 25.4 mm, 1 lbf = 4.448 N, 1 psi = 006894 MPa. For pound-inch units: 1 mm = 0.03937 inches, 1 N = 0.2248 lbf, 1 MPa = 145.0 psi.
1Bond strength values correspond to concrete compressive strength f’c = 2,500 psi (17.2 N/mm²). For uncracked concrete compressive strength, f’c between 2,500
psi (17.2 N/mm²) and 8,000 psi (55.2 N/mm²), the tabulated characteristic bond strength may be increased by a factor of (f’c / 2500)0.18 [For SI: (f’c / 17.2)
0.18]. See
Section 4.1.4 of this report.
2Temperature range A: Maximum short term temperature = 140°F (60°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 result of diurnal cycling. Long term concrete temperatures are roughly
constant over significant periods of time.
3Characteristic bond strengths are for sustained loads including dead and live loads. For load combinations consisting of short-term loads only such as wind or
seismic, bond strengths may be increased by 17 percent.

TABLE 11—BOND STRENGTH DESIGN INFORMATION FOR U.S. CUSTOMARY UNIT REINFORCING BARS
IN HOLES DRILLED WITH A DIAMOND CORE BIT1

For SI: 1 inch = 25.4 mm, 1 lbf = 4.448 N, 1 psi = 0.006894 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 N/mm²). For compressive strength, f’c between 2,500 psi (17.2 N/mm²)
and 8,000 psi (55.2 N/mm²), the tabulated characteristic bond strength may be increased by a factor of (f’c / 2500)0.35 [For SI: (f’c / 17.2)0.35]. See Section 4.1.4 of
this report.
2Temperature range A: Maximum short term temperature = 140°F (60°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 result of diurnal cycling. Long term concrete temperatures are roughly
constant over significant periods of time.
3Characteristic bond strengths are for sustained loads including dead and live loads. For load combinations consisting of short-term loads only such as wind or
seismic, bond strengths may be increased by 20 percent.

TABLE 12—STEEL DESIGN INFORMATION FOR METRIC THREADED ROD1

For SI: 1 inch = 25.4 mm, 1 lbf = 4.448 N, 1 psi = 0.006894 MPa. For pound- inch units: 1 mm = 0.03937 inches, 1 N = 0.2248 lbf, 1 MPa = 145.0 psi
1Values provided for common rod material types based on specified strengths and calculated in accordance with ACI 318-19 Eq. 17.6.1.2 and Eq. 17.7.1.2b or
ACI 318-14 Eq. 17.4.1.2 and Eq. 17.5.1.2b, as applicable. Nuts and washers must comply with requirements for the rod. 2The tabulated value of φ applies when the load combinations of Section 1605.1 of the 2024 and 2021 IBC or Section 1605.2 of the 2018 and 2015 IBC, ACI
318-19 and ACI 318-14 5.3, as applicable, as set forth in ACI 318-19 17.5.3 or ACI 318-14 17.3.3, as applicable, are used. 3A4-70 Stainless steel (M8-M24); A4-50 Stainless steel (M27-M30).
TABLE 13—CONCRETE BREAKOUT DESIGN INFORMATION FOR METRIC THREADED ROD IN HOLES1

For SI: 1 inch = 25.4 mm, 1 lbf = 4.448 N, 1 psi = 0.006894 MPa. For pound- inch units: 1 mm = 0.03937 inches, 1 N = 0.2248 lbf, 1 MPa = 145.0 psi.
1
Additional setting information is described in Figure 4, installation instructions. 2
The strength reduction factor applies when the load combinations from the IBC or ACI 318 are used and the requirements of ACI 318-19 17.5.3 or ACI 318-14
17.3.3, as applicable, are met.

TABLE 14—BOND STRENGTH DESIGN INFORMATION FOR METRIC THREADED ROD IN HOLES
DRILLED WITH A HAMMER DRILL AND CARBIDE BIT (OR DEWALT HOLLOW CARBIDE DRILL BIT)1

For SI: 1 inch = 25.4 mm, 1 lbf = 4.448 N, 1 psi = 0.006894 MPa. For pound- inch units: 1 mm = 0.03937 inches, 1 N = 0.2248 lbf, 1 MPa = 145.0 psi.
1Bond strength values correspond to concrete compressive strength f’c = 2,500 psi (17.2 N/mm²). For concrete compressive strength, f’c between 2,500 psi
(17.2 N/mm²) and 8,000 psi (55.2 N/mm²), the tabulated characteristic bond strength may be increased by a factor of (f’c / 2500)0.21 [For SI: (f’c / 17.2)0.21] for
uncracked concrete and (f’c / 2500)0.14 [For SI: (f’c / 17.2)0.14] for cracked concrete. See Section 4.1.4 of this report. 2Temperature range A: Maximum short term temperature = 140°F (60°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 result of diurnal cycling. Long term concrete temperatures are roughly
constant over significant periods of time.
3
Characteristic bond strengths are for sustained loads including dead and live loads. For load combinations consisting of short-term loads only such as wind or
seismic, bond strengths may be increased by 17 percent.
TABLE 15—STEEL DESIGN INFORMATION FOR METRIC REINFORCING BARS 1

For SI: 1 inch = 25.4 mm, 1 lbf = 4.448 N, 1 psi = 0.006894 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 bar material types based on specified strengths and calculated in accordance with ACI 318-19 Eq. 17.6.1.2 and Eq. 17.7.1.2b
or ACI 318-14 Eq. 17.4.1.2 and Eq. 17.5.1.2b, as applicable. 2
The tabulated value of φ applies when the load combinations of Section 1605.1 of the 2024 and 2021 IBC or Section 1605.2 of the 2018 and 2015IBC, ACI
318-19 and ACI 318-14 5.3, as applicable, as set forth in ACI 318-19 17.5.3 or ACI 318-14 17.3.3, as applicable, are used.

TABLE 16—CONCRETE BREAKOUT DESIGN INFORMATION FOR METRIC REINFORCING BARS 1

For SI: 1 inch = 25.4 mm, 1 lbf = 4.448 N, 1 psi = 0.006894 MPa. For pound- inch units: 1 mm = 0.03937 inches, 1 N = 0.2248 lbf, 1 MPa = 145.0 psi.
1Additional setting information is described in Figure 4, installation instructions. 2The strength reduction factor applies when the load combinations from the IBC or ACI 318 are used and the requirements of ACI 318-19 17.5.3 or ACI 318-
14 17.3.3, as applicable, are met.
TABLE 17—BOND STRENGTH DESIGN INFORMATION METRIC REINFORCING BARS
IN HOLES DRILLED WITH A HAMMER DRILL AND CARBIDE BIT (OR DEWALT HOLLOW CARBIDE DRILL BIT)1

For SI: 1 inch = 25.4 mm, 1 lbf = 4.448 N, 1 psi = 0.006894 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 N/mm²).. For uncracked concrete compressive strength, f’c between 2,500
psi (17.2 N/mm²) and 8,000 psi(55.2 N/mm²), the tabulated characteristic bond strength may be increased by a factor of (f’c / 2500)0.18 [For SI: (f’c / 17.2)
0.18]. See
Section 4.1.4 of this report.
2
Temperature range A: Maximum short term temperature = 140°F (60°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 result of diurnal cycling. Long term concrete temperatures are roughly
constant over significant periods of time.
3
Characteristic bond strengths are for sustained loads including dead and live loads. For load combinations consisting of short-term loads only such as wind or
seismic, bond strengths may be increased by 17 percent.

TABLE 18—DEVELOPMENT LENGTH FOR U.S. CUSTOMARY UNIT REINFORCING BARS IN HOLES DRILLED
WITH A HAMMER DRILL AND CARBIDE BIT (OR DEWALT HOLLOW CARBIDE DRILL BIT) OR DIAMOND CORE BIT1,2,4,5,6

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.
1Development lengths valid for static, wind, and earthquake loads (SDC A and B).
2
Development lengths in SDC C through F must comply with ACI 318-19 and ACI 318-14 Chapter 18 and section 4.2.4 of this report. 3
fy and f’c used in this table are for example purposes only. For sand- lightweight concrete, increase development length by 33%, unless the provisions of ACI 318-
19 25.4.2.5 or ACI 318-14 25.4.2.4 are met to permit λ > 0.75.
5Calculations may be performed for other steel grades per ACI 318 (-19 or -14) Chapter 25. 6Minimum development length shall not be less than 12 in (305 mm) per ACI (-19 or -14) Section 25.4.2.1

TABLE 19—DEVELOPMENT LENGTH FOR EU METRIC REINFORCING BARS IN HOLES DRILLED
WITH A HAMMER DRILL AND CARBIDE BIT (OR DEWALT HOLLOW CARBIDE DRILL BIT) OR DIAMOND CORE BIT 1,2,4,5,6

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.
1Development lengths valid for static, wind, and earthquake loads (SDC A and B).
2Development lengths in SDC C through F must comply with ACI 318-19 and ACI 318-14 Chapter 18 and section 4.2.4 of this report. 3fy and f’c used in this table are for example purposes only. For sand-lightweight concrete, increase development length by 33%, unless the provisions of ACI 318-
Kc , ψt = 1.0, ψe = 1.0, ψs = 0.8 for db < 20mm, 1.0 for db ≥ 20mm.
5Calculations may be performed for other steel grades per ACI 318-14 and ACI 318-19 Chapter 25. 6Minimum development length shall not be less than 12 in (305 mm) per ACI (-19 or -14) Section 25.4.2.1 7ld must be increased by 9.5% to account for ψg in ACI 318-19 25.4.2.4. ψg has been interpolated from Table 25.4.2.5 of ACI 318-19 for fy = 72.5 ksi.

The mean tension bond strength  under fire conditions shall be determined in accordance with the following equations:

1See Section 4.2.5 of this report. With θmax = 247°C (477°F). For temperatures larger than θmax the bond strength ??̅????????(??) = 0. 2For application with rebar #11 (36mm) or larger in an overhead installation, the bond strengths must be decreased by 11 percent. 3
Bond strengths under fire are for short-term loads such as wind and seismic, and for long-term/sustained loads including dead and live loads. 4
For post-installed reinforcing bar applications in holes drilled with a hammer drill and carbide bit (or DEWALT hollow carbide drill bit) or diamond core bit.
FIGURE 3— BOND STRENGTH VS TEMPERATURE FOR POST-INSTALLED REINFORCING BAR APPLICATIONS
SUBJECT TO ELEVATED TEMPERATURE / FIRE1,2,3,4

1. Setting instructions for Adhesive Anchors and Post-installed Reinforcing Bar Connections in solid base material

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