AC308-0213-R1
#15
CONCRETE ANCHOR MANUFACTURERS ASSOCIATION 1300 Sumner Ave
Cleveland, Ohio 44115
(T) +1 216‐241‐7333
(F) +1 216‐241‐0105
[email protected]
Thomas Associates, Inc. www.concreteanchors.org Executive Director January 18, 2013
Andra Hoermann-Gast
Staff Engineer
ICC Evaluation Service, LLC
5360 Workman Mill Road
Whittier, CA 90601
[email protected]
Re: Proposed Revisions to the Acceptance Criteria for Post-installed Adhesive Anchors in Concrete
Elements, Subject AC308-0213-R1 (AHG/HS)
Dear Andra,
We are proposing changes to the Proposed Revisions to the Acceptance Criteria for Post-installed
Adhesive Anchors in Concrete Elements, Subject AC308-0213-R1 (AHG/HS) as posted for the February
2013 hearing in Birmingham, Alabama. The proposed changes were approved by the CAMA Board of
Directors at our January 18, 2013 meeting. The changes are provided in Attachment 1 in
strikeout/underline format.
The primary change that CAMA is proposing is to the bond test for post-installed reinforcing bar
applications as described in Section 9.4.3.1 and shown in Figure 4.6. This test is currently being verified
at the University of Stuttgart at the direction of CAMA. Initial tests indicated that the specimen should be
simplified as shown in the attachment. Other proposed changes reflect our ongoing efforts to improve the
clarity and accuracy of the criteria language, to correct errors made in our original submission, and to
include input received from the CAMA membership since the issuance of the original proposal.
We will be prepared to address the Committee regarding the proposed changes at the hearing in
Birmingham.
We thank you for your consideration.
Respectfully yours,
Jeffrey J. Dunagan
CAMA President
cc: Board of Directors
Attachment 1
Attachment 1
Part 1: Summary of CAMA proposed changes to Proposed Revisions to the
Acceptance Criteria for Post-installed Adhesive Anchors in Concrete Elements;
Subject AC308-0213-R1 (AHG/HS) dated December 28, 2012.
No.
Reference
Description
1
1.1 and 1.3
Editorial change to include 2006, 2009, 2012 IBC and IRC
2
2.1.3
editorial revision
3
4.2
substantive revision to make this section applicable to both adhesive and tc adhesive
anchors
4
6.1
editorial revision
5
6.3.2
editorial revision
Annex 1
6
Table 1.2
substantive revision to include metric reinforcing bars
7
2.1
added notation for post-installed reinforcing bar tests
8
Table 3.8 Test No. 2
revised test description – bond tests
9
Table 3.8 Test No. 3
revised test description – test for sensitivity to hole cleaning
10
Table 3.8 Test No. 4
revised test description – test for sensitivity to installation in sat. conc.
11
Table 3.8 Test No. 8
added footnote
12
Table 3.8 Test No.
11a
editorial revisions
13
Table 3.8 Test No.
11b
editorial revisions
14
Table 3.8 footnote a
revised to permit other specimen geometries
15
Table 3.8 footnote c
revised to require high strength reinforcing bars
16
Added 4.1
clarified requirements for testing by ITEA and manufacturer
17
Fig. 4.6
revised figure to reflect new test specimen for bond test
18
8.8.3
section moved to correct numerical sequence location - editorial
19
8.6.2.2.1
revised to provide better guidance for conduct of cold-temperature installation tests
20
9.3.1.2 and 9.3.1.3
revised to provide better guidance for inclusion of supplemental tests to determine
bond strengths for reinforcing bars designed as anchor elements
21
9.4.3.1
revised requirements for test specimen for bond tests
22
current 9.4.3.2.1
moved to 9.4.3.2.2
23
new 9.4.3.2.1
specifies requirements for reinforcing bars used in bond tests
24
9.4.3.2.3
revised description of bond test procedure
25
10.25.4
revised notation for relative rib area to U.S. customary
26
10.25.6
revised acceptance criteria for bond test results
27
12.3
section deleted (conflicts with 4.1)
Part 2: Proposed revisions in underline-strikeout format
AC308 revision for 2012 IBC – November 1, 2012
1Not
www.icc-es.org | (800) 423-6587 | (562) 699-0543
A Subsidiary of the International Code Council ®
PROPOSED REVISIONS TO THE ACCEPTANCE CRITERIA FOR
POST-INSTALLED ADHESIVE ANCHORS IN CONCRETE
ELEMENTS
AC308
Approved XXXX
Effective XXXX
Proposed December 2012
Previously approved November 2009, June 2009, October 2008, August
2008, May 2008, February 2008, January 2008, October 2007, June 2007,
February 2007, June 2006
PREFACE
Evaluation reports issued by ICC Evaluation Service, Inc. (ICC-ES), are based upon performance features of
the International family of codes and other widely adopted code families, including the Uniform Codes, the BOCA
®
National Codes, and the SBCCI Standard Codes. Section 104.11 of the International Building Code reads as
follows:
The provisions of this code are not intended to prevent the installation of any materials or to
prohibit any design or method of construction not specifically prescribed by this code,
provided that any such alternative has been approved. An alternative material, design or
method of construction shall be approved where the building official finds that the proposed
design is satisfactory and complies with the intent of the provisions of this code, and that the
material, method or work offered is, for the purpose intended, at least the equivalent of that
prescribed in this code in quality, strength, effectiveness, fire resistance, durability and safety.
Similar provisions are contained in the Uniform Codes, the National Codes, and the Standard Codes.
This acceptance criteria has been issued to provide all interested parties with guidelines for demonstrating
compliance with performance features of the applicable code(s) referenced in the acceptance criteria. The criteria
was developed and adopted following public hearings conducted by the ICC-ES Evaluation Committee, and is
effective on the date shown above. All reports issued or reissued on or after the effective date must comply with
this criteria, while reports issued prior to this date may be in compliance with this criteria or with the previous
edition. If the criteria is an updated version from the previous edition, a solid vertical line (|) in the margin within
the criteria indicates a technical change, addition, or deletion from the previous edition. A deletion indicator (→)
is provided in the margin where a paragraph has been deleted if the deletion involved a technical change. This
criteria may be further revised as the need dictates.
ICC-ES may consider alternate criteria, provided the report applicant submits valid data demonstrating that the
alternate criteria are at least equivalent to the criteria set forth in this document, and otherwise demonstrate
compliance with the performance features of the codes. Notwithstanding that a product, material, or type or
method of construction meets the requirements of the criteria set forth in this document, or that it can be
demonstrated that valid alternate criteria are equivalent to the criteria in this document and otherwise
demonstrate compliance with the performance features of the codes, ICC-ES retains the right to refuse to issue
or renew an evaluation report, if the product, material, or type or method of construction is such that either
unusual care with its installation or use must be exercised for satisfactory performance, or if malfunctioning is
apt to cause unreasonable property damage or personal injury or sickness relative to the benefits to be achieved
by the use of the product, material, or type or method of construction.
1
AC308 revision for 2012 IBC – November 1, 2012
Acceptance criteria are developed for use solely by ICC-ES for purposes of issuing ICC-ES evaluation reports.
Copyright © 2009
2
AC308 revision for 2012 IBC – November 1, 2012
PROPOSED REVISIONS TO THE ACCEPTANCE CRITERIA FOR POSTINSTALLED ADHESIVE
ANCHORS IN CONCRETE ELEMENTS (AC308)
1.0
INTRODUCTION
1.3.121.3.8 ASTM A 490-04a, Standard Specification
for Heat-Treated Steel Structural Bolts, 150 ksi Minimum
Tensile Strength, ASTM International.
1.1 Purpose: The purpose of this acceptance criteria
is to establish requirements for post-installed adhesive
anchors in concrete elements to be recognized in an ICC
Evaluation Service, Inc. (ICC-ES), evaluation report under
®
the 2012, 2009 and 2006 International Building Code
®
(2012 IBC), 2009 International Building Code (2009
IBC),and the 2012, 2009 and 2006 International
Residential Code® (2012 IRC), and the 2009 International
Residential Code® (2009 IRC).. Bases of recognition are
IBC Section 104.11 and IRC Section R104.11.
1.3.131.3.9 ANSI B 212.15-1994, American National
Standard for Cutting Tools – Carbide Tipped Masonry
Drills and Blanks for Carbide-Tipped Masonry Drills,
American National Standards Institute.
1.3.141.3.10 ASTM B 695, Standard Specification for
Coatings of Zinc Mechanically Deposited on Iron and
Steel, ASTM International.
1.3.151.3.11 ASTM C 31, Standard Practice for Making
and Curing Concrete Test Specimens in the Field, ASTM
International.
The reason for the development of this criteria is to
allow for recognition of the use of adhesive anchors in
concrete to create connections between structural
concrete and attachments in accordance with the code.
1.3.161.3.12 ASTM C 33-03, Standard Specification for
Concrete Aggregates, ASTM International.
1.2 Scope: Anchors recognized under this criteria are
alternatives to anchors permitted by Section 1913 of the
IBC. The anchors recognized in this criteria may also be
used where an engineered design is permitted in
accordance with Section R301.1.2 of the IRC.
1.3.171.3.13 ASTM C 39, Standard Test Method for
Compressive Strength of Cylindrical Concrete Specimens,
ASTM International.
1.3.181.3.14 ASTM C 42, Standard Test Method for
Obtaining and Testing Drilled Cores and Sawed Beams of
Concrete, ASTM International.
1.3 Codes and Referenced Standards: Where
standards are referenced in this criteria, these standards
shall be applied consistently with the code upon which
compliance is based. Standards editions listed in this
section apply to all codes. Where standards editions are
not listed in this section, Table 1 summarizes the specific
date applicable to each code.
1.3.191.3.15 ASTM C 150, Standard Specification for
Portland Cement, ASTM International.
1.3.201.3.16 ASTM C 330, Standard Specification for
Lightweight Aggregates for Structural Concrete, ASTM
International.
1.3.1 2012, 2009 and 2006 International Building
Code® (2012 IBC), International Code Council.
1.3.211.3.17 ASTM C 882-05, Standard Test Method
for Bond Strength of Epoxy-Resin Systems Used with
Concrete by Slant Shear, ASTM International.
1.3.2 2012, 2009 and 2006 International Residential
Code® (2012 IRC), International Code Council.
1.3.221.3.18 ASTM D 1875-03, Standard Test Method
for Density of Adhesives in Fluid Form, ASTM
International.
1.3.3 2009 International Building Code® (2009 IBC),
International Code Council.
1.3.4 2009 International Residential Code® (2009
IRC), International Code Council.
1.3.231.3.19 ASTM D 2471-99, Standard Test Method
for Gel Time and Peak Exothermic Temperature of
Reacting Thermosetting Resins, ASTM International.
1.3.5 2006 International Building Code® (2006 IBC),
International Code Council.
1.3.61.3.2 2006 International Residential
(2006 IRC), International Code Council.
1.3.241.3.20 ASTM D 2556-93a(2005), Standard Test
Method for Apparent Viscosity of Adhesives Having
Shear-Rate-Dependent
Flow
Properties,
ASTM
International.
Code®
1.3.71.3.3 ACI 318, Building Code Requirements for
Structural Concrete, American Concrete Institute.
1.3.251.3.21 ASTM E 119, Standard Test Methods for
Fire Tests of Building Construction and Materials, ASTM
International.
1.3.81.3.4 ACI 355.4, Acceptance Criteria for
Qualification of Post-installed Adhesive Anchors in
Concrete, American Concrete Institute.
1.3.261.3.22 ASTM E 488-96(2003), Standard Test
Method for Strength of Anchors in Concrete and Masonry
Elements, ASTM International.
1.3.91.3.5 ACI 211.1-91 (2002), Standard Practice
for Selecting Proportions for Normal, Heavyweight and
Mass Concrete, American Concrete Institute.
1.3.271.3.23 ASTM E 1252-98(2002), Standard
Practice for General Techniques for Obtaining Infrared
Spectra for Qualitative Analysis, ASTM International.
1.3.101.3.6 ASTM A 153, Standard Specification for
Zinc Coating (Hot-Dip) on Iron and Steel Hardware, ASTM
International.
1.3.281.3.24 ASTM E 1512-01, Standard Test Methods
for Testing Bond Performance of Adhesive-Bonded
Anchors, ASTM International.
1.3.111.3.7 ASTM A 193/A 193 M-06a, Standard
Specification for Alloy-Steel and Stainless Steel Bolting
Materials for High Temperature or High Pressure Service
and Other Special Purpose Applications, ASTM
International.
1.3.291.3.25 ASTM F 606-05, Standard Test Methods
for Determining the Mechanical Properties of Externally
and Internally Threaded Fasteners, Washers, and Rivets,
ASTM International.
3
PROPOSED REVISIONS TO THE ACCEPTANCE CRITERIA FOR POST-INSTALLED ADHESIVE ANCHORS IN CONCRETE ELEMENTS
(AC308)
2.1.1.6.1.1 Proprietary
Steel
Anchor
Elements: Proprietary steel anchor elements for which
recognition is sought shall be tested for compliance with
an appropriate national standard for verification of physical
properties.
1.3.301.3.26 ASTM F 1080-93(2002), Standard Test
Method for Determining the Consistency of Viscous
Liquids Using a Consistometer, ASTM International.
1.3.311.3.27 EB001, Design and Control of Concrete
Mixtures, 14th edition, 2002, Portland Cement Association.
1.4
2.1.1.6.1.2 Elongation and Reduction of
Area: For both standard specification and proprietary steel
anchor elements, elongation and reduction of area shall
be determined according to a recognized standard and
reported on the data sheet (Chapter 11 of ACI 355.4). If
the elongation is at least 14 percent and the reduction of
area is at least 30 percent, the anchor shall be considered
to meet the ductile steel requirements. If the ductility and
reduction of area cannot be determined, the anchor shall
be in the evaluation report described as brittle.
Definitions:
1.4.1 ACI 355.4: The referenced document in
Section 1.3.8 as amended by Annex 1.
1.4.2 Anchor Test Series: A group of identical
anchors tested under identical conditions. Identical
anchors originate from the same adhesive formulation
batch, use identical anchor elements, and are installed
with identical installation equipment. Identical conditions
are adhesive type, anchor element diameter, anchor
embedment depth, spacing, edge distance, test member
thickness and concrete compressive strength. Consistent
adhesive anchor formulation shall be verified by
fingerprinting tests (see Section 5.3 of ACI 355.4), by
batch identification, or by other means acceptable to ICCES.
2.1.1.6.2 Adhesive: For the adhesive used in the
anchor tests, the components shall be tested in
accordance with Section 5.3 of ACI 355.4 to establish a
standard fingerprint for comparison with future production
during the required quality control inspections. For quality
control procedures, refer to Section 5.0 of this criteria.
2.1.2 Installation Instructions: Manufacturer’s
printed instructions for installation, application, curing and
design as included in the product packaging shall be
submitted.
1.4.3 Adhesive Anchor: Anchor elements set in
adhesive and torque-controlled adhesive anchors. Anchor
elements include threaded rod, reinforcing bar and
internally-threaded sleeves.
2.1.3 Packaging and Identification: A description
shall be provided of the method of packaging and field
identification of the adhesive anchor components.
Packaging of the adhesive materials shall include the
manufacturer’s name, the lot number, the packing date
and shelf life or product expiration date, the ICC-ES
ESRevaluation report number (ESR-XXXX), the name of
the inspection agency used for manufacturing quality
control, the MPII, Material Safety Data Sheet and, for
those products not qualified for other orientations, Fig. 7.2
from ACI 355.4-11 restricting use to down-hole
applications.
1.4.4 Test Member: The concrete element receiving
anchors to be tested.
1.4.5 Other Definitions: Definitions in the IBC, IRC,
ACI 318 Appendix D and ACI 355.4 apply within this
criteria.
1.4.6 Test Specimen: The anchor being tested to
determine its performance capacities.
1.5 Notations: Notations are as presented in Chapter
2 of ACI 355.4.
2.0
BASIC INFORMATION
2.2 Testing Laboratories: Testing laboratories shall
comply with Section 2.0 of the ICC-ES Acceptance Criteria
for Test Reports (AC85) and Section 4.2 of the ICC-ES
Rules of Procedure for Evaluation Reports.
2.1 General: The following information shall be
submitted:
2.1.1 Product Description:
described as to:
Anchors shall be
2.3 Test Reports: Test reports shall include
information specified in AC85 and Section 11.3 of ACI
355.4.
2.1.1.1 Generic or trade name.
2.1.1.2 Manufacturer’s catalog number.
2.4 Product Sampling: Sampling of the products for
tests under this criteria shall comply with Section 3.1 of
AC85.
2.1.1.3 Adhesive name.
2.1.1.4 Adhesive packaging.
2.5 Data Analysis: The documents containing
analysis of data shall be sealed by a registered design
professional.
2.1.1.5 Basic Materials:
2.1.1.5.1 Steel Anchoring Materials: The bar,
bolt, or threaded rod specifications shall be described. The
description shall include protective coatings and
compliance with an appropriate national standard,
including physical properties, i.e., tensile strength and
hardness.
3.0
TEST AND PERFORMANCE REQUIREMENTS
3.1 Testing Requirements: Testing requirements
shall be in accordance with Chapter 3 of ACI 355.4.
3.2 Test Specimens, Installation, General Test
Procedures: Test specimens, test members, test anchor
installation and general testing procedures shall be in
accordance with Chapter 4 of ACI 355.4.
2.1.1.5.2 Adhesive
Components:
The
components shall be described as to the packaging
system, mixing system, mixing ratios, gel time, setting
time, storage information and shelf life.
3.3 Assessment: Assessment of test results and
other data shall be in accordance with Chapter 10 of ACI
355.4.
2.1.1.6 Material Properties:
2.1.1.6.1 Steel:
4
PROPOSED REVISIONS TO THE ACCEPTANCE CRITERIA FOR POST-INSTALLED ADHESIVE ANCHORS IN CONCRETE ELEMENTS
(AC308)
4.0 STRUCTURAL
REQUIREMENTS
DESIGN
AND
INSTALLATION
4.2.4 D.8.7 – For torque-controlled adhesive
anchors the minimum edge distance shall be taken as 8do
unless otherwise determined by test.
4.1 General: Structural design and installation of
adhesive anchors shall comply with the applicable
provisions of ACI 318-11.
5.0
5.1 The products shall be manufactured under an
approved quality control program with inspections by an
inspection agency accredited by the International
Accreditation Service (IAS) or as otherwise acceptable to
ICC-ES. The program shall address requirements in
Chapter 13 of ACI 355.4, except that inspection agency
inspections shall be performed at least four times per year.
4.2 Torque-controlled adhesive anchors: This section
provides amendments to ACI 318 Appendix D (ACI 318)
as required for the strength design of adhesive anchors
and torque-controlled adhesive anchors.
4.2.1 Add Section D.5.3.7, D.5.3.14 and D.8.7 to
ACI 318 as follows:
5.2 Quality documentation complying with the ICC-ES
Acceptance Criteria for Quality Documentation (AC10)
shall be submitted.
4.2.2 D.5.3.7 – For torque-controlled adhesive
anchors, the value of Np shall be based on the 5 percent
fractile of tests performed and evaluated in accordance
with ACI 318-11.
5.3 A qualifying inspection shall be conducted at each
manufacturing facility when required by the ICC-ES
Acceptance Criteria for Inspections and Inspection
Agencies (AC304).
4.2.3 D.5.3.14 – When an adhesive anchor or a
group of adhesive anchors is located in a region of a
concrete member where analysis indicates no cracking at
service load levels, the modification factor shall be taken
as
 p,Na  1.0
p,Na =
5.4 Special inspection is required in accordance with
Section 1705.1.1 of the 2012 IBC, Section 1704.15 of the
2009 IBC, and Section 1704.13 of the 2006 IBC. For each
type of anchoring system, the manufacturer shall submit
inspection procedures to verify proper usage.
(D-16o)
max ca,min ; ccr ,Na
when
6.0
(D-16p)
cac
where
6.2 Jobsite Quality Control: Jobsite quality control
shall comply with Sections 13.3 of ACI 355.4.
cac shall be determined in accordance with Eq. (D-16q)
for anchor diameters up to 1 1/4 inches and for
characteristic bond strengths in uncracked concrete
less than or equal to 3000 psi, and Eq. (D-16r) for
anchor diameters larger than 1 1/4 inches or for
characteristic bond strengths in uncracked concrete
greater than 3000 psi.


cac  hef   k ,uncr 
 664 
0 .4
0 .4

h 
  2 .8  0 .7 
hef 

(D-16q)

h
  2 .8  0 . 7
hef

(D-16r)



6.3
6.3.2 For all modifications that are determined to
have the potential to affect anchor performance, the
testing and evaluation agency shall perform the requisite
reference and reliability tests to assess the impact of the
modification. If the modified product can be shown to be
statistically equivalent to those of the originally tested
product, no additional testing shall be required. Otherwise,
the modified product shall be tested in accordance with
Tables 3.1 through 3.3 as applicable.
7.0
 need not be taken as larger than 2.0; and


EVALUATION REPORT
The evaluation report shall include the following:
Information and statements set forth in Section
7.1
11.2 of ACI 355.4.
 k ,uncr = characteristic bond strength stated in the
7.2 Basic information required by Section 2.1,
including product description, installation procedures, and
packaging and identification information, including the
MPII.
Evaluation Service Report whereby  k ,uncr need not be
taken as larger than:
 k ,uncr 
Product Modifications:
6.3.1 Prior to implementing any substantive
modification to an anchor system which has previously
been assessed according to this criteria, the manufacturer
shall report the nature and significance of the modification
to the independent testing and evaluation agency (see
Chapter 12.0 of ACI 355.4).
where
 h

 hef
EVALUATION REPORT RECOGNITION
6.1 Quality Control During Manufacture: Quality
control during manufacture of products shall comply with
Sections 13.1 and 13.2 of Annex 1ACI 355.4.
ca,min < cac


cac  hef   k ,uncr 
 1160 
QUALITY CONTROL
kuncr hef f c'
7.3 Exposure: When anchors are recognized for
exterior exposure or damp environments, evidence of
durability shall be submitted. The steel shall be corrosionresistant, stainless, or zinc-coated steel. The zinc-coating
shall be either hot-dipped in accordance with ASTM A 153
 d
5
PROPOSED REVISIONS TO THE ACCEPTANCE CRITERIA FOR POST-INSTALLED ADHESIVE ANCHORS IN CONCRETE ELEMENTS
(AC308)
Class C or D or mechanically deposited in accordance
with ASTM B 695 with a Class 65 coating having a
minimum thickness of 2.1 mils (0.053 mm). Other
corrosion-resistant coatings shall be demonstrated
through tests to be equivalent to the coatings previously
described. In addition, the corrosion-resistant materials
shall be tested for conformance to the specified standards.
wood shall be of zinc-coated steel or stainless steel. The
coating weights for zinc-coated steel shall be in
accordance with ASTM A 153.
7.5 Special Inspection: All adhesive anchors shall be
installed with special inspection. The evaluation report
shall include applicable information as called for in Section
13.3 of ACI 355.4.
7.4 Treated Wood: Steel anchoring materials in
contact with preservative-treated and fire-retardant-treated
TABLE 1—APPLICABLE EDITIONS OF REFERENCED STANDARDS
STANDARD EDITION
REFERENCED
STANDARD
2012 IBC
2009 IBC
2006 IBC
ACI 318
2011
2011
2011
ACI 355.4
2011
-
-
ASTM A 153
2005
2003
2003
ASTM B 695
2004
2000
2000
ASTM C 31
2006
1998
1998
ASTM C 39
2005
2003
2003
ASTM C 42
2004
2003
2003
ASTM C 150
2007
2004
2004
ASTM C 330
2005
2004
2004
ASTM E 119
2007
2000
2000
6
ACCEPTANCE CRITERIA FOR POST-INSTALLED ADHESIVE ANCHORS IN CONCRETE ELEMENTS (AC308)
ANNEX 1
Annex 1 summarizes amendments to ACI 355.4. These amendments supersede applicable portions in ACI 355.4.
For the purpose of satisfying this acceptance criteria, Annex 1 shall be used with ACI 355.4. The revisions herein
reflect the difference in content from ACI 355.4. Tables of ACI 355.4 that are modified by the Annex are presented
in their modified form in Annex 1. The numbering system within Annex 1 of AC308 uses the number that
corresponds to the location in ACI 355.4 where that change would be located. New sections, tables, and figures
are noted as such.
Keywords: anchors, concrete; cracked concrete; adhesive anchors; torque-controlled adhesive anchors, postinstalled anchors
1.1 – Introduction
This criteria prescribes testing and evaluation requirements for post-installed adhesive anchor systems, torquecontrolled adhesive anchor systems, and post-installed reinforcing bar systems intended for use in concrete under
the provisions of ACI 318. Criteria are separately prescribed to determine the suitability of adhesive anchors and
torque-controlled adhesive anchors. Included are assessments of the adhesive anchor and torque-controlled
adhesive anchor systems for bond strength, reliability, service conditions, and quality control. Special inspection
(13.3) is required during anchor installation as noted in 10.22. Table 1.1 provides an overview of the scope.
1 of 51
ACCEPTANCE CRITERIA FOR POST-INSTALLED ADHESIVE ANCHORS IN CONCRETE ELEMENTS (AC308)
1.2 – Scope
This criteria applies to post-installed adhesive anchors, post-installed torque-controlled adhesive anchors, and
post-installed reinforcing bars as defined herein.
Table 1.1 – Overview of anchor systems
Anchor
type
Embedded part
Adhesive
anchor
Torquecontrolled
adhesive
anchor
Postinstalled
reinforcing
bar
Assessment criteria
Threaded rods, deformed reinforcing
bars, or internally threaded steel sleeves
with external deformations
Uncracked
concrete
Cracked and
uncracked
concrete
Proprietary threaded and deformed steel
element
Cracked and
uncracked
concrete
Table 3.6 or Table 3.7
Deformed reinforcing bars, see Table 1.2
Cracked and
uncracked
concrete
Table 3.8
Table 3.1
Table 3.2 or Table 3.3
1.2.1 This standard applies to anchors with a diameter da of 1/4 in. or larger and to reinforcing bar #3 and
larger. The drilled hole shall be approximately cylindrical with a diameter do ≤ 1.5da. This standard also applies to
anchors with an anchor embedment depth hef not less than four diameters (4da), or 1-5/8 in., and an embedment
depth not exceeding 20da.
Exception: Where the adhesive anchor system is qualified for use with reinforcing bars in accordance
with Table 3.8, there is no limit on the embedment depth.
1.2.6 ACI 355.4 provides parameters for the design of adhesive anchors in accordance with the anchor design
provisions of ACI 318-11 Appendix D. It also addresses the assessment and design of post-installed reinforcing
bars proportioned according to the concepts of development and splicing of reinforcement as given in ACI 318-11
Chapter 12 and Chapter 21 and in accordance with Table 1.2. In all cases, the limits on concrete strength as
given in ACI 318-11 Appendix D for adhesive anchor systems apply.
New Table 1.2
Table 1.2 – Post-installed reinforcing bars
Bar sizes
#3 through #11
Types*
ASTM A615, A706, A955
*Equivalent metric reinforcing bar types shall be permitted to be
included. See Table 9.3 for requirements on relative rib area Rr
2 of 51
ACCEPTANCE CRITERIA FOR POST-INSTALLED ADHESIVE ANCHORS IN CONCRETE ELEMENTS (AC308)
Add to 2.1 Notation
db
=
nominal diameter of post-installed reinforcing bar (e.g., #4/12)
db,max
=
maximum nominal diameter of post-installed reinforcing bar sought for recognition ≤ #11/35
ℓb
=
embedded length of post-installed reinforcing bar, in.
N ci
=
mean peak load as measured in tests with cast-in-place reinforcing bars in accordance with 9.4.3.2,
…
lb.
N pi
=
mean peak load as measured in tests with post-installed reinforcing bars in accordance with 9.4.3.2,
lb.
 ci
=
mean displacement at peak load as measured in tests with cast-in-place reinforcing bars in
accordance with 9.4.3.2, in.
 pi
=
mean peak load as measured in tests in tests with post-installed reinforcing bars in accordance with
9.4.3.2, in.
3.4.1 When the assessment encompasses multiple anchor element material types such as carbon and
stainless steel, the entire assessment shall be permitted to be performed with one anchor type; however, the
other anchor element types shall be subject to additional tests in accordance with Table 3.4. Table 3.4 does not
apply to the testing for recognition of deformed reinforcing bar in conjunction with the adhesive anchor system.
For recognition of deformed reinforcing bars, see 9.3 and 9.4.
3 of 51
ACCEPTANCE CRITERIA FOR POST-INSTALLED ADHESIVE ANCHORS IN CONCRETE ELEMENTS (AC308)
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ACCEPTANCE CRITERIA FOR POST-INSTALLED ADHESIVE ANCHORS IN CONCRETE ELEMENTS (AC308)
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ACCEPTANCE CRITERIA FOR POST-INSTALLED ADHESIVE ANCHORS IN CONCRETE ELEMENTS (AC308)
6 of 51
ACCEPTANCE CRITERIA FOR POST-INSTALLED ADHESIVE ANCHORS IN CONCRETE ELEMENTS (AC308)
7 of 51
ACCEPTANCE CRITERIA FOR POST-INSTALLED ADHESIVE ANCHORS IN CONCRETE ELEMENTS (AC308)
8 of 51
ACCEPTANCE CRITERIA FOR POST-INSTALLED ADHESIVE ANCHORS IN CONCRETE ELEMENTS (AC308)
9 of 51
ACCEPTANCE CRITERIA FOR POST-INSTALLED ADHESIVE ANCHORS IN CONCRETE ELEMENTS (AC308)
New Table 3.6:
Table 3.6– Test program for evaluating torque-controlled adhesive anchor systems for use in cracked and
uncracked concrete: Bond/slip force relationship confirmed in accordance with 10.4.9.1
Crack
width
Testing
Test
no. Test ref.
Purpose
w
Test parameters
Assessment
No. of
tests
inches
(mm)
 req
Load &
displ.
fc
hef
d
nmin
Reference tests
1a
Chpt 6
Reference tension in lowstrength concrete
Tension, confined, single
anchor away from edges
NA
NA
10.4.2
10.4.4
low
min five per
max batch
1b
Chpt 6
Reference tension in highstrength concrete
Tension, confined, single
anchor away from edges
NA
NA
NA
high
min
five per
batch
Reliability tests
2a
7.20
Sensitivity to reduced
installation effort
Tension, unconfined, single
anchor away from edgesj
0.012
(0.3)
10.4.3
10.4.2
10.4.4
low
max
fivea
2b
7.5
Sensitivity to hole
cleaning, dry substrate
Tension, unconfined, single
anchor away from edgesk
0.012
(0.3)
10.4.3
10.4.2
10.4.4
low
max
fivea
2c
7.6
Sensitivity to hole
cleaning, installation in
saturated concreteh
Tension, unconfined, single
anchor away from edgesk
0.012
(0.3)
10.4.3
10.4.2
10.4.4
low
max
fivea
2d
7.7
Sensitivity to hole
cleaning, installation in a
water-filled holeh
Tension, unconfined, single
anchor away from edgesk
0.012
(0.3)
10.4.3
10.4.2
10.4.4
low
max
fivea
2e
7.8
Sensitivity to hole
cleaning, installation in
submerged concreteh
Tension, unconfined, single
anchor away from edgesk
0.012
(0.3)
10.4.3
10.4.2
10.4.4
low
max
fivea
2f
7.9
Sensitivity to mixing effort
Tension, unconfined
single anchor away from
edgesk
0.012
(0.3)
10.4.3
10.4.2
10.4.4
low
max
fiveb
3
7.13
Sensitivity to crack width
low-strength concrete
Tension, unconfined
single anchor away from
edgesk
0.020
(0.5)
0.80
10.4.2
10.4.4
low
min
fivea
4
7.14
Sensitivity to crack width
high strength concrete
Tension, unconfined
single anchor away from
edgesk
0.020
(0.5)
0.80
10.4.2
10.4.4
high
min
fivea
7.15
Sensitivity to crack width
cycling
Sustained tension
single anchor away from
edges residual capacity,
unconfined testk
0.0040.012
(0.1-0.3)
0.90
10.4.2
10.4.4
10.9
low
min
fivee
7.16
Sensitivity to freeze/thaw
conditionsh,m
Sustained tension
residual capacity, confined
testk
0.90
10.4.2
10.4.4
10.10
high
min
fiveb
5
6
10 of 51
NA
ACCEPTANCE CRITERIA FOR POST-INSTALLED ADHESIVE ANCHORS IN CONCRETE ELEMENTS (AC308)
Table 3.6– Test program for evaluating torque-controlled adhesive anchor systems for use in cracked and
uncracked concrete: Bond/slip force relationship confirmed in accordance with 10.4.9.1
Crack
width
Testing
Test
no. Test ref.
w
Purpose
Test parameters
Sustained tension
residual capacity, confined
testk
inches
(mm)
Assessment
No. of
tests
 req
Load &
displ.
fc
hef
d
nmin
NA
0.90
10.4.2
10.4.4
10.11
low
min
fiveb
7
7.17
Sensitivity to sustained
loadm
8
7.18
Sensitivity to installation
directionh
Tension, unconfined
single anchor away from
edgesk
0.012
(0.3)
0.90
10.4.2
10.4.4
10.12
low
max
fiven
9
7.19
Torque test
Application of torque,
confined, single anchor away
from edgesf
NA
NA
10.8
high
min
fivee
10
7.20
Sensitivity to reduced
installation effort
Tension, single anchor with
no edge distance influence
0.012
(0.3)
NA
10.4.2
10.4.4
10.26
high
min
fiveb
11a
7.21
Slip force test
Tension, confined, single
anchor away from edgesi
0.012
(0.3)
low
min
fiven
Bond force test
Tension, confined, single
anchor away from edgesi
0.012
(0.3)
low
min
fivee
NA
11b
7.22
10.4.9.3
Service-condition tests
12a
8.4
Tension in low-strength
concrete
Tension, unconfined
single anchor away from
edgesk
NA
NA
10.4.2
10.4.4
low
all
fivee
12b
8.4
Tension in high-strength
concrete
Tension, unconfined
single anchor away from
edgesk
NA
NA
10.4.2
10.4.4
high
all
fivee
12c
8.4
Tension in low-strength,
cracked concrete
Tension, unconfined
single anchor away from
edgesk
0.012
(0.3)
NA
10.4.2
10.4.4
low
all
fivee
12d
8.4
Tension in high-strength,
cracked concrete
Tension, unconfined
single anchor away from
edgesk
0.012
(0.3)
NA
10.4.2
10.4.4
high
all
fivee
13a
8.5
Tension at elevated
temperatures
Tension, confined
single anchor away from
edgesk,l,m
NA
NA
10.4.2
10.4.4
10.13
low
min
fiveb
8.6
Tension at decreased
installation temperatureh
Tension, confined
single anchor away from
edgesk,l,m
NA
10.4.2
10.4.4
10.14
low
min
fiveb
8.7
Curing time at standard
temperature
Tension, confined
single anchor away from
edgesk,l,m
NA
10.4.2
10.4.4
10.15
low
min
fiveb
13b
13c
11 of 51
NA
NA
A
ACCEPTANCE CRITERIA
C
FOR POST-INSTALL
P
ED ADHESIVE ANCHORS
A
IN C
CONCRETE ELE
EMENTS (AC308
8)
Ta
able 3.6– Tes
st program for evaluating
g torque-con
ntrolled adhe
esive anchorr systems forr use in crac
cked and
un
ncracked concrete: Bond
d/slip force relationship
r
confirmed in
n accordance
e with 10.4.9
9.1
Crack
width
Testing
T
Test
n
no. Test ref.
w
Assessment
No. of
tests
Purp
pose
Test parrameters
inches
(mm)
 req
Loadd &
disppl.
fc
heff
d
nmin
114a
8.8
Resistance to
o alkalinity
Slice tests
t l,m
NA
NA
10.116
low
NA
A
tenb
114b
8.8
Resistance to sulfurh
Slice tests
t l,m
NA
NA
10.116
low
NA
A
tenb
15
8.9
Edge distancce in corner
condition to develop
d
full
capaccity
Tension, unconfined
u
single anchor in corner with
proximatee edgesg,k
NA
NA
10.117
low
miin
maax
foure
16
8.10
Minimum sp
pacing and
edge distancee to preclude
splitting on
n loading
High installaation tension
(torque or direct) - two
n edgeg
anchors near
NA
NA
10.118
low
miin
fivee
17
8.11
Shear capacity of steel
ving a nonelement hav
uniform cross sectionc
Shear – singlee anchor away
k
from edges
e
NA
NA
10.66
low
miin
fivee
Pulsating ten
nsion, single
anchor away from edgesk
0.020
(0.5)
NA
10.4.2
10.4.4
10.119
low
miin
maax
fivee
Alternating shear,
s
single
anchor away from edgesk
0.020
(0.5)
NA
10.220
low
miin
fivea
NA
NA
10.77
low
Maax
tene
18
8.12
Seismic tension
t
19
8.13
Seismic shearh
h
Supp
plemental testss
220
9.2
Minimum member
nessh
thickn
Installatiion testsg
Nootes for 3.6:
Test small,, medium and larrge diameters.
Test the 1/2
2 in. (M12) diam
meter or the smalllest nominal diaameter if it is larrger than 1/2 in. (M12).
Test is requ
uired only for an
nchors having a cross
c
sectional area,
a
within five anchor diameterrs of the shear faailure plane, thatt is less than
that of a threaded bolt haviing the same nom
minal diameter as
a the anchor.
Where the manufacturer’s printed installatiion instructions specify multiplee embedment deppths for a single anchor diameter, test the
anchor at th
he minimum or maximum
m
embeedment depth as noted, whereby
hef ,max hef ,miin  5.0
. See aalso 4.7.2.
Test all diaameters.
This test co
onfirms the value of Tinst to be used
u
for the test program.
p
As succh, it should be cconducted beforee performing othher tests
requiring application
a
of torrque.
Minimum member
m
thickneess hmin shall be used for these teests.
Optional teest.
Anchors un
ntorqued.
Install anch
hors with 50% of the recommend
ded installation torque
t
Tinst .
See 4.5.4.1
1 for torque requ
uirements.
l.
These testss shall be permittted to be perform
med with threadeed steel rod subsstituted for the annchor element. IIn this case, reference tests
must be performed with thrreaded steel rod as well.
12 of 51
A
ACCEPTANCE CRITERIA
C
FOR POST-INSTALL
P
ED ADHESIVE ANCHORS
A
IN C
CONCRETE ELE
EMENTS (AC308
8)
Nootes for 3.6:
m.
If these tessts have been preeviously been peerformed in acco
ordance with Tabble 3.1 or Table 3.2 using the saame adhesive as tthat
employed
d for the torque-ccontrolled adhesiive anchor and th
he correct static load, they may be omitted here..
For overheead and horizonttal orientations, test
t the largest diameter
d
for whicch recognition iss sought.
13 of 51
ACCEPTANCE CRITERIA FOR POST-INSTALLED ADHESIVE ANCHORS IN CONCRETE ELEMENTS (AC308)
New Table 3.7:
Table 3.7– Test program for evaluating torque-controlled adhesive anchor systems for use in cracked and
uncracked concrete: Bond/slip force relationship unconfirmed
Crack
width
Testing
Test
no. Test ref.
Purpose
w
Test parameters
Assessment
No. of
tests
inches
(mm)
 req
Load &
displ.
fc
hef
d
nmin
Reference tests
1a
Chpt 6
Reference tension in lowstrength concrete
Tension, confined, single
anchor away from edges
NA
NA
NA
low
min five per
max batch
1b
Chpt 6
Reference tension in highstrength concrete
Tension, confined, single
anchor away from edges
NA
NA
NA
high
min
five per
batch
Reliability tests
2a
7.20
Sensitivity to reduced
installation effort
Tension, unconfined, single
anchor away from edgesj
0.012
(0.3)
10.4.3
10.4.2
10.4.4
low
max
tene
2b
7.5
Sensitivity to hole
cleaning, dry substrate
Tension, unconfined, single
anchor away from edgesk
0.012
(0.3)
10.4.3
10.4.2
10.4.4
low
max
tene
2c
7.6
Sensitivity to installation in Tension, unconfined, single
anchor away from edgesk
saturated concreteh
0.012
(0.3)
10.4.3
10.4.2
10.4.4
low
max
tene
2d
7.7
Sensitivity to installation in Tension, unconfined, single
anchor away from edgesk
a water-filled holeh
0.012
(0.3)
10.4.3
10.4.2
10.4.4
low
max
tene
2e
7.8
Sensitivity to hole
cleaning, installation in
submerged concreteh
Tension, unconfined, single
anchor away from edgesk
0.012
(0.3)
10.4.3
10.4.2
10.4.4
low
max
tene
2f
7.9
Sensitivity to mixing effort
Tension, unconfined
single anchor away from
edgesk
0.012
(0.3)
10.4.3
10.4.2
10.4.4
low
max
tenb
3
7.13
Sensitivity to crack width
Tension, unconfined
single anchor away from
edgesk
0.020
(0.5)
0.80
10.4.2
10.4.4
low
min
tene
4
7.14
Sensitivity to crack width
Tension, unconfined
single anchor away from
edgesk
0.020
(0.5)
0.80
10.4.2
10.4.4
high
min
tene
7.15
Sustained tension
0.004Sensitivity to crack width single anchor away from edges
0.012
cycling
residual capacity, unconfined
(0.1-0.3)
testk
0.90
10.4.2
10.4.4
10.9
low
min
tene
7.16
Sensitivity to freeze/thaw
conditionsh,m
0.90
10.4.2
10.4.4
10.10
high
min
fiveb
5
6
Sustained tension
residual capacity, confined
testk
14 of 51
NA
ACCEPTANCE CRITERIA FOR POST-INSTALLED ADHESIVE ANCHORS IN CONCRETE ELEMENTS (AC308)
Table 3.7– Test program for evaluating torque-controlled adhesive anchor systems for use in cracked and
uncracked concrete: Bond/slip force relationship unconfirmed
Crack
width
Testing
Test
no. Test ref.
w
Purpose
Test parameters
Sustained tension
residual capacity, confined
testk
Assessment
No. of
tests
 req
Load &
displ.
fc
hef
NA
0.90
10.4.2
10.4.4
10.11
low
min
fiveb
inches
(mm)
d
nmin
7
7.17
Sensitivity to sustained
loadm
8
7.18
Sensitivity to installation
direction
Tension, unconfined
single anchor away from
edgesk
0.012
(0.3)
0.90
10.4.2
10.4.4
10.12
low
max
fiven
9
7.19
Torque test
Application of torque,
confined, single anchor away
from edgesf
NA
NA
10.8
high
min
fivee
7.20
Sensitivity to reduced
installation effort
Tension, single anchor with no
edge distance influence
0.012
(0.3)
NA
10.4.2
10.4.4
10.26
high
min
fiveb
10
Service-condition tests
10a
8.4
Tension in low-strength
concrete
Tension, unconfined
single anchor away from
edgesk
NA
NA
10.4.2
10.4.4
low
all
fivee
10b
8.4
Tension in high-strength
concrete
Tension, unconfined
single anchor away from
edgesk
NA
NA
10.4.2
10.4.4
high
all
fivee
10c
8.4
Tension in low-strength,
cracked concrete
Tension, unconfined
single anchor away from
edgesk
0.012
(0.3)
NA
10.4.2
10.4.4
low
all
fivee
10d
8.4
Tension in high-strength,
cracked concrete
Tension, unconfined
single anchor away from
edgesk
0.012
(0.3)
NA
10.4.2
10.4.4
high
all
fivee
11a
8.5
Tension at elevated
temperatures
Tension, confined
single anchor away from
edgesk,l,m
NA
NA
10.4.2
10.4.4
10.13
low
min
fiveb
11b
8.6
Tension at decreased
installation temperature
Tension, confined
single anchor away from
edgesk,l,m
NA
NA
10.14
low
min
fiveb
11c
8.7
Curing time at standard
temperature
Tension, confined
single anchor away from
edgesk,l,m
NA
NA
10.4.2
10.4.4
10.15
low
min
fiveb
12a
8.8
Resistance to alkalinity
Slice testsl,m
NA
NA
10.16
low
NA
tenb
12b
8.8
Resistance to sulfurh
Slice testsl,m
NA
NA
10.16
low
NA
tenb
13
8.9
Edge distance in corner
condition to develop full
capacity
Tension, unconfined
single anchor in corner with
proximate edgesg,k
NA
NA
10.17
low
min
max
foure
15 of 51
ACCEPTANCE CRITERIA FOR POST-INSTALLED ADHESIVE ANCHORS IN CONCRETE ELEMENTS (AC308)
Table 3.7– Test program for evaluating torque-controlled adhesive anchor systems for use in cracked and
uncracked concrete: Bond/slip force relationship unconfirmed
Crack
width
Testing
Test
no. Test ref.
w
Purpose
Test parameters
Assessment
No. of
tests
inches
(mm)
 req
Load &
displ.
fc
hef
d
nmin
14
8.10
Minimum spacing and
edge distance to preclude
splitting on loading
High installation tension
(torque or direct) - two
anchors near edgeg
NA
NA
10.18
low
min
fivee
15
8.11
Shear capacity of steel
element having a nonuniform cross sectionc
Shear – single anchor away
from edgesk
NA
NA
10.6
low
min
fivee
16
8.12
Seismic tensionh
Pulsating tension, single
anchor away from edgesk
0.020
(0.5)
NA
10.4.2
10.4.4
10.19
low
min
max
fivee
17
8.13
Seismic shearh
Alternating shear, single
anchor away from edgesk
0.020
(0.5)
NA
10.20
low
min
fivea
NA
NA
10.7
low
max
tene
Supplemental tests
18
9.1
Minimum member
thicknessh
Installation testsg
Notes for Table 3.7:
a.
Test small, medium and large diameters.
b.
Test the 1/2 in. (M12) diameter or the smallest nominal diameter if it is larger than 1/2 in. (M12).
c.
Test is required only for anchors having a cross sectional area, within five anchor diameters of the shear failure plane, that is less
than that of a threaded bolt having the same nominal diameter as the anchor.
d.
Where the manufacturer’s printed installation instructions specify multiple embedment depths for a single anchor diameter, test the
anchor at the minimum or maximum embedment depth as noted, whereby hef ,max
e.
f.
hef ,min  5.0 . See also 4.7.2.
Test all diameters.
This test confirms the value of Tinst to be used for the test program. As such, it should be conducted before performing other tests
requiring application of torque.
g.
Minimum member thickness hmin shall be used for these tests.
h.
Optional test.
i.
(not used)
j.
Install anchors with 50% of the recommended installation torque Tinst .
k.
See 4.5.4.1 for torque requirements.
l.
These tests shall be permitted to be performed with threaded steel rod substituted for the anchor element. In this case, reference
tests must be performed with threaded steel rod as well.
m. If these tests have been previously been performed in accordance with Table 3.1 or Table 3.2 using the same adhesive as that
employed for the torque-controlled adhesive anchor and the correct static load, they may be omitted here.
n. For overhead and horizontal orientations, test the largest diameter for which recognition is sought.
16 of 51
ACCEPTANCE CRITERIA FOR POST-INSTALLED ADHESIVE ANCHORS IN CONCRETE ELEMENTS (AC308)
New Table 3.8:
Table 3.8– Test program for evaluating deformed reinforcing bars for use in post-installed reinforcing bar
connections
Testing
Test
no. Test ref.
Purpose
Bar size
Test parametersa
Assessment
No. of
tests
US/Mb,c
αreq
Load &
displ.
fc
ℓb
nmin
Service condition tests
1a
9.4.3.1
Bond resistance
Tension, confined, single
reinforcing bar
#4/12
≥ 1.0
10.25.2
10.25.3
low
7db
five
1b
9.4.3.1
Bond resistance
Tension, confined, single
reinforcing bar
#8/25
≥ 1.0
10.25.2
10.25.3
low
7db
five
1c
9.4.3.1
Bond resistance
Tension, confined, single
reinforcing bar
db,max
≥ 1.0
10.25.2
10.25.3
low
7db
five
1d
9.4.3.1
Bond resistanceg
Tension, confined, single
reinforcing bar
db,max
≥ 1.0
10.25.2
high
10.25.3
7db
five
Bond/splitting behavior
Tension, unconfined,
twoconfined, reinforcing bars
in a narrow membercorner
condition
#8/25
≥ 1.0
10.25.6
≥ 0.8
10.25.7
low
7db
five
≥ 0.8
10.25.7
low
7db
five
2
9.4.3.2
highlo 40db35
twosixi
w
db
Reliability tests
3
4
9.4.4.1
9.4.4.2
Sensitivity to hole
cleaning, dry substrated,e
Tension, confined, single
reinforcing bar
#4/12db,m
Sensitivity to installation in
saturated concreted,e
Tension, confined, single
reinforcing bar
#4/12db,m
ax
ax
5
9.4.4.3
Sensitivity to freeze/thaw
conditionsd
Tension, confined, single
reinforcing bar
#4/12
≥ 0.9
10.25.7 high
7db
five
6
9.4.4.4
Sensitivity to sustained
load at elevated Td
Tension, confined, single
reinforcing bar
#4/12
≥ 0.9
10.25.7
low
7db
five
7
9.4.4.5
Decreased installation
temperatured
Tension, confined, single
reinforcing bar
#4/12
≥ 0.9
10.25.7
low
7db
five
8
9.4.4.6
Sensitivity to installation
directiondirectiond
Tension, confined, single
reinforcing bar
db,max
≥ 0.9
10.25.7
low
7db
five
Installation procedure verification
9
9.4.5.1
Installation at deep
embedment
Bar installation in injected
hole, horizontal
db,max
-
10.25.8
-
60db
three
10
9.4.5.2
Injection verification
Injection in clear tube
db,max
-
10.25.8
-
60db
three
#4/12
-
10.25.10 low
7db-
ten
Durabiltiy
11a 9.4.6.1.1
Alkaline water
exposuredResistance to
alkalinityd
Slice test
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ACCEPTANCE CRITERIA FOR POST-INSTALLED ADHESIVE ANCHORS IN CONCRETE ELEMENTS (AC308)
Table 3.8– Test program for evaluating deformed reinforcing bars for use in post-installed reinforcing bar
connections
Testing
Test
no. Test ref.
11b 9.4.6.1.2
12
Bar size
Assessment
ℓb
nmin
10.25.10 low
7db-
ten
-
10.25.9
low
7db
three
-
10.25.11 low
7db
five
Purpose
Test parametersa
US/Mb,c
αreq
Kesternich TestdResistance
to sulfurd
Slice test
#4/12
-
Corrosion resistance
Current and potential test
#4/12
db,max
9.4.7
Load &
displ.
No. of
tests
fc
Special conditions
13
9.4.8
Seismic qualification for
reinforcing bar
connectionsf,h
Cyclic tension, confined,
single reinforcing bar
Notes for Table 3.8:
a.
All tests performed in cylinderstest specimens in accordance with Fig. 4.5 and having minimum length/thickness of ℓb + 2 in. (ℓb + 50
mm).
b.
Sizes are U.S. customary and European metric. db,max is maximum size sought for recognition.
c.
Perform tests with deformed reinforcing bars conforming to ASTM A706, Gr. 60 or equivalentthe mechanical requirements of
9.4.3.2.1.
d. Tests are not required if corresponding test has been performed in accordance with Table 3.1, 3.2 or 3.3.
e. Tests shall be required if hole cleaning equipment and technique varies from that used for tests in accordance with Table 3.1, 3.2 or
3.3.
f. Where the adhesive anchor system has not otherwise been qualified for cracked and uncracked concrete, also perform tests in
accordance with Table 3.2, Test Nos. 3 and 4 using #4 (12 mm) reinforcing bars with 7db embedment.
g. Optional test. If this test is not performed, the evaluation report shall note that the value of f’c to be used in the determination of
development and splice lengths in accordance with ACI 318 shall not exceed 4000 psi (27.5 MPa).
h. Optional test.
h.i. Test bars in three test specimens for a total of six tests with cast-in bars and six tests with post-installed bars.
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ACCEPTANCE CRITERIA FOR POST-INSTALLED ADHESIVE ANCHORS IN CONCRETE ELEMENTS (AC308)
4.1
Testing by ITEA and manufacturer
The required minimum sample size of reference, reliability and service-condition test numbers given in Tables 3.1,
through 3.3 of this standard shall be performed by the ITEA (Chapter 12) in their facility. Additional results of tests
performed by the manufacturer shall be permitted to be considered only if the results are statistically equivalent to
those of the ITEA. In the assessment, the number of tests conducted by the manufacturer shall not exceed the
number of tests performed by the ITEA.
Add 4.5.4
4.5.4 Where specified in this criteria, torque-controlled adhesive anchors shall be torqued in accordance with
4.5.4.1.
4.5.4.1 Apply the installation torque Tinst specified in the MPII using a calibrated torque wrench having a
measuring error within ±5% of the specified torque. A minimum of ten minutes after the initial application of Tinst,
loosen the nut or anchor bolt and req-apply torque to a level of 0.5Tinst.
New Fig. 4.6:
Fig. 4.6 – Test specimen to confirm bond and splitting behavior at deep embedment
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ACCEPTANCE CRITERIA FOR POST-INSTALLED ADHESIVE ANCHORS IN CONCRETE ELEMENTS (AC308)
New Fig. 4.7:
LVDTs
Install reinforcing bar with end of hole
temporarily plugged
Prestress rods to strong floor
Support beams
Test specimen
Supports
Strong floor
Fig. 4.7 – Example of confined tension test setup for cyclic testing of reinforcing bar
Add 7.20
7.20
Sensitivity to reduced installation effort
7.20.1
Purpose – These reliability tests are performed to determine the sensitivity of the anchor to
adverse installation conditions. Perform these tests under tension loading.
7.20.2 General test conditions – In cracked concrete, use a minimum crack-opening width of 0.012 in. (0.3
mm), except as noted. Perform tests on anchors installed in high-strength concrete with setting torque T = 0.5Tinst
and a drill bit of diameter dm.
Add 7.21 and 7.22
7.21
Slip force tests
7.21.1 Slip force tests shall be conducted on torque-controlled adhesive anchors in cracked concrete to
estimate the tension force corresponding to loss of adhesion between the anchor element and the adhesive. A
significant and sudden change in slope of the load-displacement curve or a sudden increase in the expansion
force (as measured on pre-split test blocks) may be assumed to indicate loss of adhesion. An acceptable method
for conducting the slip force tests is given in 7.20.2.
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ACCEPTANCE CRITERIA FOR POST-INSTALLED ADHESIVE ANCHORS IN CONCRETE ELEMENTS (AC308)
7.21.2 Install the anchor in accordance with the manufacturer’s printed installation instructions in a hairline
crack; however, do not apply the recommended installation torque. Open the crack by and perform a confined
tension test to failure with continuous measurement of load and displacement at the unloaded end of the anchor
element (see Fig. 7.5). The displacement of the anchor element relative to the concrete as measured at the
unloaded end of the anchor element shall be permitted to be used to estimate the force corresponding to loss of
adhesion (slip force). Other methods shall also be permitted.
7.22
Bond force tests
7.22.1 Bond force tests shall be conducted in cracked concrete with the adhesive used for torque-controlled
adhesive anchors to estimate the tension force corresponding to loss of adhesion between the adhesive and the
concrete under the most adverse conditions anticipated by these criteria. For these tests, Unified National Coarse
(UNC) threaded rod of an equivalent nominal diameter shall be substituted for the anchor element specified by
the manufacturer and no installation torque shall be applied. The adhesive shall otherwise be installed in
accordance with the manufacturer’s printed installation instructions; however, the hole cleaning and condition
shall correspond to the installation safety test included in the test program (see 7.5, 7.6, 7.7, 7.8) that represents
the most adverse condition for the adhesive.
New Figure 7.5
LVDT
Fig. 7.5 – Schematic of slip force test setup
8.4.2 Conduct of tests – Perform confined service-condition tests in accordance with 4.7 in both low- and highstrength concrete. Perform the evaluation for τk,cr in accordance with 10.4.5.3.3. All tests shall be conducted with
anchors installed in accordance with the MPII.
8.4.2.1 It shall be permitted to perform the service-condition tests described in Table 3.1, Tests 7a and 7b;
Table 3.2, Tests 11a through 11d; and Table 3.3, Tests 8a and 8b as unconfined tests. All tests shall be
conducted with anchors installed in accordance with the MPII.
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ACCEPTANCE CRITERIA FOR POST-INSTALLED ADHESIVE ANCHORS IN CONCRETE ELEMENTS (AC308)
8.8.3 Punch tests – Specimens shall be tested within 4 hours following removal from storage (exposure)
whereby the specimens shall not be permitted to dry out prior to testing. This condition shall be
considered to be fulfilled if the specimens are maintained at standard temperature.
Alternately, within 15 minutes of removal from storage (exposure), double wrap the individual specimens in
plastic food wrap and place them in sealable plastic bags or impermeable containers until testing. Test
the specimens within 4 hours following removal from plastic food wrap whereby the specimens shall not be
permitted to dry out prior to testing. This condition shall be considered to be fulfilled if the specimens are
maintained at standard temperature. The time during which the specimens may be contained in the sealed
condition shall be minimized and shall not exceed 14 days.
The thickness of the slices shall be measured and the slices shall be tested in a test apparatus that permits
the anchor element of the slice to be punched through the slice while restraining the surrounding concrete (see
Fig. 8.1).
The loading punch shall act centrally on the metal element. The peak load for each test shall be recorded.
Discard results from slices that split curing the punch test. Evaluate the bond stress τdur,i for each punch test
using Eq. (8-1).
8.5.2.3 Qualify anchors for one or both of the temperature categories given in Table 8.1. The minimum
long-term temperature for which anchors shall be qualified is 110°F. The minimum short-term temperature for
which anchors shall be qualified is 176°F. Install and test a minimum of five anchors at each temperature data
point. For Temperature Category A, perform tests at standard temperature and at the short- and long-term
temperatures. For Temperature Category B, perform tests on anchors at standard temperature, at the long-term
and short-term test temperatures and a minimum of two intermediate temperatures between the long-term and
short-term temperatures with a maximum increment of 35°F. If the difference between the long- and short-term
test temperatures is less than 35°F, then testing at intermediate temperatures is not required.
R8.6 These tests establish the suitability of the adhesive anchor system for installation in concrete at lower-thanstandard temperatures. All adhesive anchor systems qualified for installation in concrete temperatures below 50°F are
required to be installed and tested at the target concrete temperature. When the target temperature for the system to be
qualified falls below 40°F, additional tests are required to assess the effect of rising concrete temperatures on the anchor
response. The rate of temperature rise is intended to be consistent with sun exposure.
A further distinction in testing of adhesive anchor systems for low temperature installation is made for systems that are
intended to be installed in concrete which can vary within a 12-hour period from a low of 40°F (5°C) or less to a high of
80°F (27°C) or more. Such a high rate of concrete temperature change may occur with relatively thin concrete members
directly exposed to solar warming (e.g., façade panels). Adhesive anchors installed in such members at the time when the
concrete is at its lowest temperature are assumed to be subject to a subsequent accelerated temperature rise of 5K/hr. The
supplemental tests in 8.6.2.3 address this issue.
Follow special procedures where the MPII includes them for low-temperature installation conditions. Where preheating of
adhesive cartridges to reduce viscosity and facilitate adhesive flow is specified in the MPII, observations should be made
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ACCEPTANCE CRITERIA FOR POST-INSTALLED ADHESIVE ANCHORS IN CONCRETE ELEMENTS (AC308)
to determine whether this results in retarded cure, lowering of the glass-transition temperature, and impaired resistance
to creep.
8.6.1 Purpose – These service-condition tests are used to assess the sensitivity of the adhesive anchor
system to installation in concrete having a temperature at the time of installation less than 50°F (10°C).
8.6.2 General test conditions – Tests are confined tension tests performed in uncracked concrete.
8.6.2.1 Test all adhesive anchor systems to be installed in concrete having a temperature less than 50°F
(10°C) in accordance with either 8.6.2.2 or 8.6.2.3. Tests according to 8.6.2.3 shall be performed for all systems
to be used in applications where concrete temperatures can vary within a 12-hour period from a low of 40°F (5°C)
or less to a high of 80°F (27°C) or more.
8.6.2.2 When anchors are recommended for installation in concrete temperatures below 50°F (510°C),
perform the following test:
(a) Install and test a minimum of (5) anchors. Install anchors per the MPII. Prior to installation, condition the
anchor rod and test member to the target temperature (i.e., the lowest installation temperature
recommended by the manufacturer) and maintain that temperature for a minimum of 24 hours.
(b) Install the anchors in concrete test members and allow them to cure at the stabilized temperature for the
cure time according to the manufacturer’s printed installation instructions.
(c) Immediately thereafter, remove the test members from the cooling chamber and tension test the anchors
in order to assure the test members remain at the conditioned temperature. A thermocouple inserted into
the test member may be used to confirm the temperature at the time of testing.
8.6.2.2.1 When anchors are recommended for installation in concrete temperatures below 40°F (5°C), in
addition to the tests described in 8.6.2.2, perform the following test:
a) Install and test a minimum of (5) anchors. Install anchors per the MPII. Prior to installation, condition the
anchor rod and test member to the target temperature (i.e., the lowest installation temperature
recommended by the manufacturer) and maintain that temperature for a minimum of 24 hours.
(b) Install the anchors in accordance with the MPII and allow them to cure at the stabilized target
temperature for the cure time according to the MPII.
(c) Apply a constant tension load as given by Eq. 8.3.
Raise the temperature of the test chamber at a constant rate to standard temperature over a period of 72 to 96
hours while monitoring the displacement response for each anchor. A thermocouple inserted into the test
member may be used to confirm the temperature of the test members during the test. Once the test member
attains standard temperature and the displacements stabilize, conduct a confined tension test to failure with
continuous measurement of load and displacement. If the displacements do not stabilize within 150 hours from
the start of temperature rise, the test shall be discontinued.
Add 8.6.2.3
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ACCEPTANCE CRITERIA FOR POST-INSTALLED ADHESIVE ANCHORS IN CONCRETE ELEMENTS (AC308)
8.6.2.3 Where anchors are recommended for installation in concrete that is subject to temperature variations
within a 12-hour period from a low of 40°F (5°C) or less to a high of 80°F (27°C) or more,.perform the following
test:
(a) Perform sustained load tests at standard temperature in accordance with 7.17.
(b) Concrete test members shall have maximum dimensions 30 in. by 18 in. by 12 in. (760 mm by 460 mm by
300 mm). Alternatively, a 12-in. (300 mm) high cylinder with maximum diameter 13 in. (330 mm) may be
used.
(c) Install and test a minimum of (5) anchors. Install anchors per the MPII. Prior to installation, condition the
anchor rod and test member to the target temperature (i.e., the lowest installation temperature
recommended by the manufacturer) and maintain that temperature for a minimum of 24 hours.
(d) Install the anchors in the concrete test members of the target temperature and allow them to cure at the
stabilized temperature for the cure time according to the manufacturer’s printed installation instructions.
(e) Immediately after the curing period has elapsed, remove the test members from the cooling chamber and
apply a tension preload not exceeding 5% of Nsust,lt as given by Eq. (7-3) or 300 lbs to the anchor prior to
zeroing displacement readings. Then increase the load on the anchor to a constant tension load Nsust,lt
as given by Eq. 8.3, raise the temperature of the test chamber at a constant rate of 5K/hr to standard
temperature and maintain Nsust,lt over a minimum duration of 42 days while monitoring the displacement
response for each anchor according to 7.17.3.3. A thermocouple inserted into the test member shall be
used to confirm the temperature at the time of testing.
(f) Immediately following the sustained load portion of the test, conduct a confined tension test to failure at
standard temperature with continuous measurement of load and displacement.
8.8.3 Punch tests – Specimens shall be tested within 4 hours following removal from storage (exposure)
whereby the specimens shall not be permitted to dry out prior to testing. This condition shall be
considered to be fulfilled if the specimens are maintained at standard temperature.
Alternately, within 15 minutes of removal from storage (exposure), double wrap the individual specimens in
plastic food wrap and place them in sealable plastic bags or impermeable containers until testing. Test
the specimens within 4 hours following removal from plastic food wrap whereby the specimens shall not be
permitted to dry out prior to testing. This condition shall be considered to be fulfilled if the specimens are
maintained at standard temperature. The time during which the specimens may be contained in the sealed
condition shall be minimized and shall not exceed 14 days.
The thickness of the slices shall be measured and the slices shall be tested in a test apparatus that permits
the anchor element of the slice to be punched through the slice while restraining the surrounding concrete (see
Fig. 8.1).
24 of 51
ACCEPTANCE CRITERIA FOR POST-INSTALLED ADHESIVE ANCHORS IN CONCRETE ELEMENTS (AC308)
The loading punch shall act centrally on the metal element. The peak load for each test shall be recorded.
Discard results from slices that split curing the punch test. Evaluate the bond stress τdur,i for each punch test
using Eq. (8-1).
8.12.2 General test conditions – Test each anchor diameter at the embedment at embedments as specified in
Table 3.2, Table 3.6 and Table 3.7. Install the anchor in a closed crack in accordance with 4.8. If no torque is
specified by the MPII, finger-tighten the anchor prior to testing. Open the crack by ∆w = 0.020 in. where ∆w is
additive to the width of the closed hairline crack after anchor installation. Subject the anchors to the sinusoidal
tension loads specified in Table 8.2 and Fig. 8.3 with a cycling frequency between 0.1 and 2 Hz, whereby Neq is
given by Eq. (8-2), Nm is given by Eq. (8-3), and Ni is given by Eq. (8-4). The minimum load for each load level
shall not be greater that 5% Neq or 100 lbs. If the mean tension capacity from reference service condition tests is
determined from unconfined tests, conduct load cycling as an unconfined test. If the mean tension capacity from
reference service condition tests is determined from confined tests, conduct load cycling as a confined test.
 f

N eq  0.5 N o ,i  c ,test 
 f c ,test ,2 
n
lb
(8-2)
where
N o ,i =
mean tension capacity from reference service condition tests in low-strength cracked concrete
as follows: Table 4.2, Test 11c, Table 4.3, Test No. 11c or Table 4.4, Test No. 11c if load
cycling is performed as an unconfined test or mean tension capacity from confined reference
service condition tests in low-strength cracked concrete as follows: Table 4.2, Test No. 1b,
Table 4.3, Test No. 1b or Table 4.4, Test No. 1b if load cycling is performed as a confined test,
lb (N).
f c ,test =
compressive strength of concrete used at time of testing, psi;
f c ,test ,2 =
compressive strength of concrete corresponding to the tests used to establish N o ,i , psi; and
n
normalization exponent determined in accordance with 10.2.
=
8.12.2.1 Record the crack width, anchor displacement, and applied tension load in accordance with 4.8.
Following completion of the simulated seismic-tension cycles, open the crack to a width not less than the crack
opening width as measured at the end of the cyclic test and load the anchor in tension to failure. Record the
maximum tension load, that is, residual tension capacity; the corresponding displacement; and plot the loaddisplacement response. If the mean tension capacity from reference service condition tests is determined from
unconfined tests, conduct the tension test to failure as an unconfined test. If the mean tension capacity from
reference service condition tests is determined from confined tests, conduct the tension test to failure as a
confined test.
9.1.7 Install anchors in accordance with the MPII. Perform a minimum of five confined tension tests to failure
on anchors in concrete produced in accordance with Mixture Design A and a minimum of five confined tension
25 of 51
ACCEPTANCE CRITERIA FOR POST-INSTALLED ADHESIVE ANCHORS IN CONCRETE ELEMENTS (AC308)
tests to failure in concrete produced in accordance with Mixture Design B. Perform tests in accordance with 4.7
within the age interval of 28 to 56 days.
Add 9.3
9.3—Supplemental tests for recognition of deformed reinforcing bars as anchor elements
9.3.1 Perform tests on all diameters of deformed reinforcing bar anchor elements sought for recognition in
accordance with Table 3.1, Table 3.2, or Table 3.3.
Exception: If tests have been performed on a minimum of five diameters of threaded rod anchor elements in
accordance with Table 3.1, Table 3.2, or Table 3.3, it shall be permitted to obtain recognition for the use of
deformed reinforcing bar anchor elements corresponding to the tested range of threaded rod anchor element
diameters as follows:
9.3.1.1 Perform tests with deformed reinforcing bars in accordance with Table 9.2. The range of reinforcing
bar anchor element diameters tested shall correspond to the tested range of threaded rod anchor element
diameters.
9.3.1.2 Demonstrate for all tested diameters that test results from tests according to 9.3.1.1 are statistically
equivalent to or exceed the tests with threaded rod anchor elements for all testedof approximately equivalent
diameters.
9.3.1.3 If statistical equivalence ofit cannot be shown that the test results from tests according to 9.3.1.1
cannot be shownare statiscally equivalent to or exceed the tests with threaded rod anchor elements for all
approximately equivalent diameters, adjust the characteristic tension bond stresses in uncracked and cracked
concrete with the minimum ratio of the mean bond stress for the tested deformed reinforcing bar diameters to the
mean bond stress for threaded rod diameters of approximately equivalent diameter.
26 of 51
ACCEPTANCE CRITERIA FOR POST-INSTALLED ADHESIVE ANCHORS IN CONCRETE ELEMENTS (AC308)
Table 9.2 – Minimum required tests for supplementary recognition of reinforcing bars
as anchor elements
Table 3.1
Table 3.2
Table 3.3
Test No.
Diameters
Test No.
Diameters
Test No.
Diameters
1a
all
1a
all
1a
all
7a
all
1b
all
3
all
1d
all
8a
all
4
sm., med., lg.
5
sm., med., lg.
†
sm., med., lg.
†
11c
sm., med., lg.
17*
all
*
all
11a
18
†
Not required if tests with threaded rod are conducted as confined tests.
*
Where recognition for seismic is to be included.
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ACCEPTANCE CRITERIA FOR POST-INSTALLED ADHESIVE ANCHORS IN CONCRETE ELEMENTS (AC308)
Add 9.4
9.4—Supplemental tests for recognition of deformed reinforcing bars for use in post-installed reinforcing
bar connections
9.4.1 Perform tests in accordance with Table 3.8.
9.4.2 Recogntion shall be limited to the hole drilling and cleaning methods included in the MPII. Tests in
accordance with Table 3.8 shall be repeated for each drilling/hole cleaning method included in the MPII.
9.4.3 Service condition tests
9.4.3.1 Bond performance tests – Perform tests as confined tension tests in test specimens in accordance
with Fig. 4.5 and having minimum length of ℓb + 2 in. (ℓb + 50 mm).4.5. Tension load and bar displacement relative
to a fixed point outside of the concrete of the test specimen shall be continuously recorded.
9.4.3.2 Tests for bond and splitting behavior at deep embedment – Perform tests as tension tests to failure
with test specimens as shown in Fig. 4.6. It shall be permitted to include additional hoop reinforcing as required to
prevent premature failure of the specimen. The prestressing steel is connected to a fixed loading plate at one end
of the specimen. The bars to be tested are connected to the loading plate at the opposite end.4.6.
9.4.3.2.1 Reinforcing bars shall be fabricated in accordance with recognized standards and shall fulfill the
requirements of Table 9.3:
Table 9.3 – Requirements for reinforcing bars used in bond tests
Tensile strength, min.
Yield strength, min.
Relative rib area, Rr*
psi
MPa
psi
MPa
min.
max.
95000
650
73000
500
0.05
0.10
* R  0.75 hr
r
sr
where
hr =average height of deformations and sr =average spacing of deformations
Reinforcing bars conforming to the requirements of ASTM A706 Grade 80 shall be assumed to fulfill 9.4.3.2.1.
9.4.3.2.2 Cast test specimens vertically so the concrete is well consolidated around the reinforcing.
9.4.3.2.2 Test two bars simultaneously. Test the two cast-in bars first, then test the two post-installed bars.
The load shall be applied concentric with the test specimen. The test fixture shall not restrain rotation of the
loading plate. Measure load and displacement continuously. Displacement of the loading plate relative to the
concrete surface shall be recorded on at least three sides of the loading plate.
9.4.3.2.3 Perform tests as confined tests. The bearing plate shall be at least 1-inch (25 mm) thick and
shall be so constructed to cover the entire surface of the test specimen with 4 holes with diameter 1.5 times the
28 of 51
ACCEPTANCE CRITERIA FOR POST-INSTALLED ADHESIVE ANCHORS IN CONCRETE ELEMENTS (AC308)
bar diameter. The friction reducing surface shall consist of two layers of friction-reducing material (PTFE, other).
Lubricate the interstitial surfaces of the PTFE layers with Teflon spray. Measure load and displacement
continuously. The tests shall be performed as displacement-controlled tests. The rate of displacement shall be
established so that the test duration to peak load is not less than five minutes and not more than 15 minutes.
9.4.4 Reliability tests
9.4.4.1 Dry concrete - Perform tests in accordance with 7.5.
9.4.4.2 Saturated concrete – Perform tests in accordance with 7.6.
9.4.4.3 Freezing and thawing – Perform tests in accordance with 7.16.
9.4.4.4 Sustained load at elevated temperature – Perform tests in accordance with 7.17 whereby the load
Nsust,lt shall be determined in accordance with Eq. (7-3a).
N sust ,lt   min,req     b  db
(7-3a)
where
 min,req
=830 psi (5.7 MPa)
9.4.4.5 Tension tests with decreased installation temperature – Perform tests in accordance with 8.6.
9.4.4.6 Sensitivity to installation direction – Perform tests in accordance with 7.18.
9.4.5 Tests to verify installation procedure
9.4.5.1 Installation at maximum recognized embedment – Perform tests with minimum concrete cover as
indicated in the MPII. Repeat tests for each installation system included in the MPII for the tested bar diameter.
Perform hole drilling, adhesive injection, and bar installation in the horizontal postion with the concrete test
member, reinforcing bar, and adhesive conditioned to the maximum installation temperature indicated in the MPII.
9.4.5.2 Injection verification – Perform tests with each installation system included in the MPII for the tested
bar diameter in clear rigid tubing that is resistant to the heat generated by the adhesive, does not react with the
adhesive, and that has an inner diameter approximately equal to the hole diameter specified in the MPII. Perform
tests in the horizontal position with the tube hidden from the view of the personnel performing the injection. Inject
adhesive in accordance with the MPII and install the deformed reinforcing bar to the required embedment.
9.4.6 Durability tests
9.4.6.1 Perform slice tests in accordance with 8.8.
9.4.6.1.1 Tests for exposure to alkaline water – Perform tests in accordance with 8.8.2.2.1.
9.4.6.1.2 Kesternich Test – Peform tests in accordance with 8.8.2.2.2.
9.4.7Corrosion tests
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ACCEPTANCE CRITERIA FOR POST-INSTALLED ADHESIVE ANCHORS IN CONCRETE ELEMENTS (AC308)
9.4.7.1 Perform tests in 6 in. (150 mm) concrete cubes or in a rectangular section of any length with cross
section 6 in. x 6 in. (150 mm x 150 mm). The concrete shall conform to the requirements of 4.3 with the following
exceptions:
1. The water-cement ratio used for the mix design shall be equal to or greater than 0.6.
2. The mix design shall be supplemented with a source of chloride ions to result in water-soluble chloride ion (CI-)
content in concrete by weight of cement of 0.30 percent. Water-soluble chloride ion content shall be determined
by ASTM C1218 on the concrete at age between 28 and 42 days.
The concrete shall have a minimum age of 21 days and shall be free of surface carbonization at the
commencement of the test. Prior to installation, ensure that reinforcing bars are free of mill scale or other loose
contaminants or coatings and clean with ethanol. Install bars in accordance with the MPII for dry concrete at an
edge distance of 3 in. (75 mm) at an embedment depth of 2-3/4 inches (70 mm) and with the end of the bar in
contact with the end of the drilled hole. Where multiple anchors are installed in a rectangular section, the
minimum spacing between bars shall be 2 in. (50 mm). Following installation of the anchors, coat the surface of
the concrete around each installed reinforcing bar with an epoxy sealer. The coating shall extend for a distance of
3/4 inch (2 cm) from the perimeter of the bar.
9.4.7.2 The test apparatus is shown in Fig. 9.1 and consists of a non-reactive, non-metallic container in
which the concrete test specimen is immersed in a water solution to a depth of 3-1/2 inches (90 mm) with a 3/8
inch (10 mm) clear distance maintained between the bottom of the test specimen and the floor of the container by
means of non-reactive spacer blocks. L-shaped cathodes constructed from austenitic stainless steel (316) plate
shall be so dimensioned and positioned on the floor of the container to result in a surface exposure to the water
solution of not less than 15.5 in2 (100 cm2), not including that portion of the electrode that rests on the bottom of
the container. The cathodes shall be equipped with a 100 Ohm resistor (accuracy of ± 1%), and shall have been
degreased with ethanol, exposed to a 5% nitric acid solution for 10 minutes, rinsed with distilled water and placed
in distilled water distilled water conditioned with dissolved sodium sulfate and sodium bicarbonate each in the
amount of 200 mg per liter for a period of at least 14 days immediately prior to the conduct of the test.
9.4.7.3 After the adhesive cure time has elapsed, install the test specimen and the cathodes in the
container, fill the container with distilled water conditioned with dissolved sodium sulfate and sodium bicarbonate
each in the amount of 200 mg per liter, and connect the reinforcing bars to the cathodes.
9.4.7.3 Measure the current between the reinforcing bars and the attached cathodes by measuring the
potential drop over the resistor using a micro voltmeter with a resolution of 100 nV and input resistance of at least
10 MOhm.
9.4.7.4 Measure the corrosion potential of each reinforcing bar against a reference electrode in the
container with a voltmeter having a minimum input resistance of 10 MOhm and a resolution of 0.1 mV.
9.4.7.5 Perform measurement of current flow and potential at maximum 1 hour intervals for the duration of
the test.
9.4.7.6 Use reference electrodes equipped with porous stoppers that have been stored, maintained, and
calibrated in accordance with manufacturer instructions. Alternatively, if calibration information for the reference
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ACCEPTANCE CRITERIA FOR POST-INSTALLED ADHESIVE ANCHORS IN CONCRETE ELEMENTS (AC308)
electrode is unavailable, it is permissible to check the potential of the reference electrode weekly with a saturated
Cu/CuSO4 electrode (CSE).
9.4.7.7 It shall be permitted to use an electrolyte bridge to avoid contamination of the electrolyte solution
with copper ions or chlorides.
9.4.7.8 Plot the current flow and potential over time.
9.4.7.9 The duration of the tests shall be at least 3 months.
Fig. 9.1 – Corrosion test apparatus
9.4.8Seismic resistance
9.4.8.1 Perform all tests in test specimens similar to that shown in Fig. 4.7. The bar shall be prevented from
contacting the end of the drilled hole during the test by extending the drilled hole beyond the required embedment
and inserting a compressible material at the bottom of the hole prior to injection and bar insertion. Tests are
conducted as confined tests with a friction reducing material (PTFE, other) placed between the confining plate
and the concrete surface.
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ACCEPTANCE CRITERIA FOR POST-INSTALLED ADHESIVE ANCHORS IN CONCRETE ELEMENTS (AC308)
9.4.8.2 Perform cyclic tension tests (push-pull) using displacement control in accordance with Fig. 9.2. The
value of su shall be taken as the mean displacement at peak load from tension tests in accordance with Table 3.9,
Test No. 1a.
9.4.8.3 Tension load and bar displacement relative to a fixed point outside of the concrete of the test
specimen shall be continuously recorded and plotted in a manner similar to that shown in Fig. 9.2.
9.4.8.4 Perform ten loading cycles as shown in Fig. 9.2. Thereafter, perform a static tension test to failure.
New Fig. 9.2:
Fig. 9.2 – Cyclic loading protocol for seismic qualification of post-installed reinforcing bar connections
10.3.2 It shall be permitted to establish bond stresses over several diameters using a trend line (regression
analysis). The trend line shall satisfy the following requirements:
a. The coefficient of variation associated with the trend line shall be in accordance with 10.4.2 for adhesive
anchors and 10.4.9.4 andfor torque-controlled adhesive anchors.
b. The value of the correlation coefficient (r) associated with the trend line shall be equal to or greater than
the value given in Table 10.3.1 for a given data population (n). It shall be permitted to calculate r as the
square root of the coefficient of determination, R2. For values of n between the tabular values, the value
of r shall be taken from Table 10.4.1 as the next higher value.
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ACCEPTANCE CRITERIA FOR POST-INSTALLED ADHESIVE ANCHORS IN CONCRETE ELEMENTS (AC308)
c.
The value of the slope of the trend line shall not change sign.
d. A minimum of four evenly distributed anchor diameters shall be tested to develop the trend line.
e. Values for diameters outside of the tested diameter range shall not be extrapolated from the trend line.
Table 10.3.1 – Minimum values of correlation coefficient (r) for trend lines*
n
rmin
n
rmin
n
rmin
n
rmin
4
0.999
14
0.78
24
0.629
50
0.451
5
0.991
15
0.76
25
0.618
60
0.414
6
0.974
16
0.742
26
0.607
70
0.385
7
0.951
17
0.725
27
0.597
80
0.361
8
0.925
18
0.708
28
0.588
90
0.341
9
0.898
19
0.693
29
0.579
100
0.324
10
0.872
20
0.679
30
0.57
200
0.231
11
0.847
21
0.665
35
0.532
300
0.189
12
0.823
22
0.652
40
0.501
400
0.164
13
0.801
23
0.64
45
0.474
500
0.147
1000
0.104
*
Critical values of Pearson’s correlation coefficient for one-tailed level of significance of 0.0005, two-tailed 0.001.
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ACCEPTANCE CRITERIA FOR POST-INSTALLED ADHESIVE ANCHORS IN CONCRETE ELEMENTS (AC308)
10.4.3.3 Alternatively, it shall be permitted to perform the comparison of reliability and reference test
results using trend lines developed from regression analysis of the calculated bond stress as a function of
diameter in accordance with Section 10.3.2 for the reliability and reference test results.
10.4.5.3.3 If the value τk,cr is derived from service condition tests in cracked concrete performed as
confined tests, the value τk,cr shall not exceed αsetup • τk,nom,cr , where τk,nom,cr is evaluated from service-condition tests
in cracked concrete performed as unconfined tests and evaluated in accordance with 10.4.5.2.
10.4.7.1 Where a reduced sustained load is required to meet the displacement requirements in the crack
width cycling, freezing and thawing tests, or in tension tests at decreased installation temperature in accordance
with 8.6.3, the reduction factor
  shall be evaluated in accordance with Eq. (10.17).
 N red 
  1. 0
 N req 
   min 
(10.17)
where
N red =
reduced sustained load in a reliability test series test series or in tension tests at decreased
installation temperature in accordance with 8.6.3 as required to satisfy displacement criteria,
lb; and
N req =
required sustained load for a reliability test series – N w for tests in accordance with Eq. (7-1),
N sust , ft for tests in accordance with Eq. (7-2), and for tension tests at decreased installation
temperature in accordance with 8.6.3, lb.
Add 10.4.9
10.4.9 Assessment of characteristic tension capacity associated with concrete breakout and pullout for
torque-controlled adhesive anchors
10.4.9.1 Verification of test requirement – The testing and assessment of torque-controlled adhesive
anchors shall be conducted in accordance with Table 3.7.
Exception: If tests to determine the slip force and bond force have been conducted in accordance with Table 3.6,
Test Nos. 10a and 10b, respectively, and it can be shown that either Eq. (10-18a) or Eq. (10-18b) is fulfilled, then
testing and assessment of torque-controlled adhesive anchors shall be permitted to be conducted in accordance
with Table 3.6.
10.4.9.2 Slip force and bond force test assessment
10.4.9.2.1 In the slip force and bond force tests, the load at which loss of adhesion between the adhesive
and the concrete occurs shall be determined in accordance with 10.4.4.
10.4.9.2.2 The results of the bond force tests shall be normalized to fc = 2,500 psi (17.2 MPa) in
accordance with 10.2. The coefficient of variation of the slip force tests shall not exceed 15% and the coefficient
of variation of the bond force tests shall not exceed 10%. If these conditions are not fulfilled, a larger ratio of bond
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ACCEPTANCE CRITERIA FOR POST-INSTALLED ADHESIVE ANCHORS IN CONCRETE ELEMENTS (AC308)
force to slip force shall be required in Eq. (10-18a) or Eq. (10-18b) to ensure that the slip force exceeds the bond
3
force with a probability p  10 .
N bond ,
N slip ,
 3.0
(10-18a)
where:
N bond , = the mean force corresponding to loss of adhesion between the adhesive and the
concrete (mean bond force) for anchor diameter  , lb [N]; and
N slip , =
the mean force corresponding to loss of adhesion between the anchor element and
the adhesive (mean slip force) for anchor diameter  , lb [N].
N k ,bond ,
N 95%,slip ,
 1.3
(10-18b)
where:
N k ,bond , = the characteristic force (5% fractile, 90% confidence) corresponding to loss of
adhesion between the adhesive and the concrete (characteristic bond force) for
anchor diameter  , lb [N]; and
N95%,slip , = the 95% fractile at 90% confidence of the force corresponding to loss of adhesion
between the anchor element and the adhesive (characteristic slip force) for anchor
diameter  , lb [N].
10.4.9.3 Torque-controlled adhesive anchors shall not exhibit pull-out characterized by failure at the
adhesive/concrete boundary. Pull-out failure whereby the failure occurs at the adhesive/anchor element boundary
is permissible.
10.4.9.4 Requirements on coefficient of variation
10.4.9.4.1 In each reliability test series, the coefficient of variation of the ultimate loads shall not exceed
20%. For all other test series, the coefficient of variation of the ultimate loads shall not exceed 15%.
10.4.9.5 Comparison with reference tests
10.4.9.5.1 For all reliability tests listed in Table 3.6 or Table 3.7 with the exception of torque tests, slip
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ACCEPTANCE CRITERIA FOR POST-INSTALLED ADHESIVE ANCHORS IN CONCRETE ELEMENTS (AC308)
force tests and bond force tests, calculate the value using Eq. (10-18c).
 N r ,i N k ,r ,i 
;
  1.0
 N o ,i N k ,o ,i 
  min 
(10-18c)
where:
N r ,i =
mean failure load from reliability test series i, lb (N);
N o ,i =
mean failure load from the corresponding reference test series, lb (N);
N k ,r ,i =
characteristic failure load from reliability test series i calculated in accordance with
10.4, lb (N); and
N k ,o ,i =
characteristic failure load from the corresponding reference test series calculated in
accordance with 10.4, lb (N).
10.4.9.5.2 The evaluation of
N k ,r ,i
in Eq. (10-18c) is valid for cases where a comparable number of test
N k ,o ,i
results are used for both series (reliability and reference). Comparison of the characteristic values may be omitted
if either of the following conditions is met:
1. For both test series, the coefficient of variation of the failure loads ≤ 10%.
2. The difference in the number of tests in each series n  5 and the coefficient of variation of the
reliability test series is equal to or less than the coefficient of variation of the reference test
series.
10.4.9.5.3 For the purpose of evaluating  in accordance with Eq. (10-18c), the value
N k ,o ,i shall be
permitted to be calculated using Eq. 10.18d. In this case, N o ,i shall be taken as 1.3N k ,o ,i .
N k ,o ,i  khef
1.5
f c ,i lb [N]
(10-18d)
where
k  kcr ,kuncr  = calculated according to 10.4.9.7.
10.4.9.6 Requirements for load-displacement behavior
10.4.9.6.1 The tension load-displacement behavior of single torque-controlled adhesive anchors shall
be predictable, except as noted in 10.4.9.6.1.1 and 10.4.9.6.1.2. Fig. 10.1.1 provides examples of acceptable and
unacceptable load-displacement curves for torque-controlled adhesive anchors. For each anchor tested, a
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ACCEPTANCE CRITERIA FOR POST-INSTALLED ADHESIVE ANCHORS IN CONCRETE ELEMENTS (AC308)
plateau with a slip larger than 5% of the displacement at ultimate load, or a temporary drop in load, shall not occur
at load levels less than N1 . For tests in uncracked concrete, N1 is taken as the lesser of 0.8N u and Ase f y . For
tests in cracked concrete, N1 is taken as the lesser of 0.7N u and Ase f y . This requirement shall be fulfilled in all
confined and unconfined tension tests specified in Table 3.6 and Table 3.7 that are conducted to failure with
continuous measurement of load and displacement.
10.4.9.6.1.1
Minor deviations in the tension load-displacement behavior from the requirements of
10.4.9.6.1 at the point of loss of adhesion between the anchor element and the
adhesive shall be permitted when conducting tests in cracked concrete. Such
deviations, characterized by a loss of load prior to the attainment of peak load, shall not
extend for more than 0.020 inches (0.5 mm) of displacement.
10.4.9.6.1.2
Within a test series, if not more than one test shows a load-displacement curve not
complying with 10.4.9.6.1, the anchor shall be considered acceptable provided that two
conditions are met:
a. There is little or no drop in load; and
b. The deviation is justified as being uncharacteristic of the anchor behavior and is
due to an external cause such as a defect in the test procedure or in the base
material. Such defects shall be described in detail in the evaluation report, and the
results of an additional ten tension tests shall display load-displacement curves
meeting the requirements of 10.4.9.6.1.
10.4.9.6.2 Where the requirements of 10.4.9.6.1 are not met in reliability and service-condition tension
tests, calculate the adjustment factor  slip in accordance with Eq. (10-18e).
 slip 
N 1,x
 1.0
N1
(10-18e)
where
N1 =
=
N 1,x =
min 0.8N u ; Ase f y  uncracked concrete, lb (N).
min 0.7N u ; Ase f y 
load corresponding to uncontrolled slip in tension test x, lb (N).
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ACCEPTANCE CRITERIA FOR POST-INSTALLED ADHESIVE ANCHORS IN CONCRETE ELEMENTS (AC308)
NU
1
2
N1
Load, N
3
Displacement
Curves 1 and 2 show load-displacement responses in conformance with 10.4.9.6.1.
Curve 3 shows uncontrolled slip requiring calculation of  slip . See 10.11.3 for requirements on  lim .
Fig. 10.1.1 – Load-displacement requirements
10.4.9.7 Concrete cone breakout capacity
10.4.9.7.1 Evaluate the concrete cone breakout capacity N m from test results considering test conditions
and sample size.
10.4.9.7.2 Calculate mean effectiveness factors k m independently for unconfined tension tests conducted
in uncracked concrete and for unconfined tension tests conducted in cracked concrete using Eq. (10-18f).
km 
Nu
1  h
1.5
ef
f c ,test ,i
in., lb [N,mm]
(10-18f)
where
1  1 -
0.19
n
n  no. of tests included in evaluation of N u
10.4.9.7.3 If the values of k m calculated with Eq. (10-18f) do not meet the minimum permissible values
of k m given in Table 10.6.1, the minimum value of k in Table 10.6.1 shall be reported and the characteristic tension
resistance shall be determined in accordance with 10.4.9.8.1. The values of kuncr and kcr reported in Table 11.3
shall not exceed the maximum reportable k values given in Table 10.6.1.
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ACCEPTANCE CRITERIA FOR POST-INSTALLED ADHESIVE ANCHORS IN CONCRETE ELEMENTS (AC308)
Table 10.6.1 – Minimum and maximum values of effectiveness factors, kcr and kuncr
Effectiveness
factor
kcr
kuncr
Permissible range of calculated mean
effectiveness factor, k m
Value of kcr and kuncr to be
reported
in., lb
SI
in., lb
SI
22 ≤ k m < 27
9.2 ≤ k m < 11.3
17
7.1
27 ≤ k m < 32
11.3 ≤ k m < 13.4
21
8.8
k m  32
k m  13.4
24
10.0
32 ≤ k m < 35
13.4 ≤ k m < 14.6
24
10.0
35 ≤ k m < 40
14.6 ≤ k m < 16.7
27
11.3
k m  40
k m  16.7
30
12.6
10.4.9.7.4 If tension tests conducted at the embedment and steel strength reported in Table 11.3 result
in steel failure at a load corresponding to a k that is less than the minimum reportable value from Table 10.6.1,
report the minimum reportable values given in Table 11.3 for kcr and kuncr . If tension tests conducted at the
embedment and steel strength reported in Table 11.3 result in steel failure at a load corresponding to a k that is
greater than the minimum reportable value from Table 10.6.1, report the corresponding values kcr and kuncr from
Table 10.6.1. Alternatively, it shall be permitted to perform the tests used to determine the effectiveness factors in
such a manner as to result in concrete failure. Acceptable methods include substituting a bolt of higher steel
strength in the anchor or setting the anchor at a reduced embedment depth. Where a change in the specified
components of the anchor is required, an assessment shall be made to determine that the functioning of the
anchor is not enhanced by the required modification.
10.4.9.8
Pull-out capacity
10.4.9.8.1 For torque-controlled adhesive anchors qualified in accordance with Table 3.6 or Table 3.7,
reduce the nominal characteristic tension pullout capacities for cracked and uncracked concrete
N k , p ,nom( cr ,uncr ) in
accordance with Eq. (10-18g) and report the characteristic pull-out capacity in cracked and uncracked concrete
N k , p( cr ,uncr ) for each combination of mandatory and optional use conditions specified.
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ACCEPTANCE CRITERIA FOR POST-INSTALLED ADHESIVE ANCHORS IN CONCRETE ELEMENTS (AC308)
Exception: For short-term loads such as wind or earthquake, the factor
  in accordance with Eq. (10-18j)
need not be included in the determination of Nk,p in accordance with Eq. (10-18g).
N k , p ( cr ,uncr )  N k , p , nom ( cr ,uncr )     lt   st   dur      cat 3 lb [N]
(10-18g)
where
N k , p ,nom ,uncr = the characteristic capacity as determined from service-condition tests in low- and
high-strength uncracked concrete in accordance with this criteria; and
N k , p ,nom ,cr =
the characteristic capacity as determined from service-condition tests in low- and
high-strength cracked concrete in accordance with this criteria.

=



min min
; min  slip  for the reliability and service-condition tests listed in
 req


Table 10.6.2 and Table 10.6.3, respectively.
 slip
=
reduction factor for uncontrolled slip, see Eq. (10-18e).
 lt
=
reduction factor for maximum long-term temperature, see Eq. (10-26).
 st
=
reduction factor for maximum short-term temperature, see Eq. (10-27).
 dur
=
reduction factor for durability, see Eq. (10-29).

=
min. reduction factor for reduced sustained/repeated load in reliability tests, see
Eq. (10-18j).
 cat 3
=
reduction factor for anchor category 3, see Eq. (10-18i).
Table 10.6.2 – Reliability tests relevant for the determination of
min
3

 req
4
and min  slip in Eq. (10-18g).
Table 3.6
Table 3.7
Test No.
Test No.
5
6*
7
8*
3
*Optional tests.
40 of 51
4
5
6*
7
8*
ACCEPTANCE CRITERIA FOR POST-INSTALLED ADHESIVE ANCHORS IN CONCRETE ELEMENTS (AC308)
Table 10.6.3 – Service-condition tests relevant for the determination of min  slip in Eq. (10-18g).
12a1
2a
12b1
2b
12c1
2c
Table 3.6
Test No.
12d1 13a1
2d
3a
13b1
3b*
13c1
3c
11*
10a1
0a
10b1
0b
10c1
0c
Table 3.7
Test No.
10d1 11a1
0d
1a
11b1
1b*
11c1
1c
1616
*
*Optional tests.
10.4.9.8.2 Further modify the characteristic tension resistance
N k , p ,cr for seismic load cases in
accordance with Eq. (10-18h)
N k , p ,seis  N k , p ,cr   N ,seis lb [N]
(10-18h)
where:
 N ,seis
=
reduction factor for seismic tension loading, see Eq. (10-30).
N k , p ,seis =
10.4.9.9
seismic tension pull-out resistance, lb (N).
Anchor category
10.4.9.9.1
The tested anchor system shall be assigned an anchor category in accordance with
Table 10.6.4. The anchor category shall be reported in Table 11.3.
Table 10.6.4 – Anchor categories for torque-controlled adhesive anchors
Value of
Anchor
category
 req
for selected installation safety tests
Table 3.6
Table 3.7
Test No.
Test No.
2a
2b
2c*
2d*
2e*
2f
2a
2b
2c*
2d*
2e*
2f
1
0.95
0.95
0.90
0.90
0.90
0.90
0.95
0.95
0.90
0.90
0.90
0.90
2
0.80
0.80
0.75
0.75
0.75
0.75
0.80
0.80
0.75
0.75
0.75
0.75
3
0.70
0.70
0.65
0.65
0.65
0.65
0.70
0.70
0.65
0.65
0.65
0.65
*Optional tests, see Table 10.7.1.
10.4.9.9.2
Where α is less than the values of αreq corresponding to anchor category 3 in Table
10.6.4, the anchor shall be assigned to anchor category 3 and a reduction factor αcat3 for the determination of
Nk,p(cr,uncr) in accordance with Eq. (10-18g) shall be determined in accordance with Eq. (10-18i). For all other cases,
αcat3 shall be taken as 1.0.
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ACCEPTANCE CRITERIA FOR POST-INSTALLED ADHESIVE ANCHORS IN CONCRETE ELEMENTS (AC308)
αcat3 = min
  

 ≤ 1.0
  req.cat 3 
(10-18i)
where
αreq,cat3
αcat3 corresponding to anchor category 3 for corresponding installation safety test
=
in accordance with Table 10.6.4.
10.4.9.10
Adjustment for reduced sustained load
10.4.9.10.1
Where a reduced sustained load is required to meet the displacement requirements in a
reliability test series or in tension tests at decreased installation temperature in accordance with 8.6.3, the
reduction factor   shall be evaluated in accordance with Eq. (10-18j).
 N red 
  1.0
 N req 
   min 
(10-18j)
where
N red =
reduced sustained or repeated load in a reliability test series or in tension tests at
decreased installation temperature in accordance with 8.6.3 as required to satisfy
displacement criteria; and
N req =
required sustained or repeated load for a reliability test series or in tension tests at
decreased installation temperature in accordance with 8.6.3;
=
N w for tests in accordance with Eq. (7-1);
=
N sust , ft for tests in accordance with Eq. (7-2);
=
N sust ,lt for tests in accordance with Eq. (7-3).
In no case shall the value of
  be less than 0.40.
10.11.3 The mean values of the extrapolated estimates of the total displacement over the anchor intended
service life
 service shall not exceed limiting values  lim of displacement at standard temperature,  lim ,std , and at
elevated temperature,
lim ,elev .
10.11.3.1 Tests conducted at standard temperature shall satisfy Eq. (10.25a).
 service   lim,std
(10.25a)
where
 lim ,std =
mean displacement corresponding to loss of adhesion N adh for adhesive anchors (10.4.4 and
Fig. 10.1 (a) through(d)) or to uncontrolled slip N 1,x for torque-controlled adhesive anchors
(10.4.9.6 and Fig. 10.1.1) as measured in standard temperature reference tests (Chapter 6).
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ACCEPTANCE CRITERIA FOR POST-INSTALLED ADHESIVE ANCHORS IN CONCRETE ELEMENTS (AC308)
Exception: It shall be permitted to omit sustained load tests at standard temperature if the mean
displacement
 service measured in sustained load tests at long-term temperature and extrapolated to 50
years is less than or equal to
 lim ,std .
10.11.3.2 Tests conducted at long-term elevated temperature shall satisfy (Eq. 10.25b).
 service   lim,elev
(10.25b)
where
lim ,elev = mean displacement corresponding to the loss of adhesion N adh for adhesive anchors (10.4.4
and Fig. 10.1 (a) through(d)) or to uncontrolled slip N 1,x for torque-controlled adhesive
anchors (10.4.9.6 and Fig. 10.1.1) as measured in maximum long-term elevated temperature
service-condition tests (Section 8.5).
Add 10.14.4
10.14.4 Where anchors are recommended for installation in concrete that is subject to temperature variations
within a 12-hour period from a low of 40°F (5°C) or less to a high of 80°F (27°C) or more, Eq. (10.27a) shall be
satisfied.
 service   lim,std    dt,42d   sust,42d 
(10.27a)
where
 lim ,std =
mean displacement corresponding to the loss of adhesion N adh for adhesive anchors (10.4.4
and Fig. 10.1 (a) through(d))
or to uncontrolled slip N1,x for torque-controlled adhesive
anchors (10.4.9.6 and Fig. 10.1.1) as measured in standard temperature reference tests
(Chapter 6);
 dt,42d =
mean displacement measured in tension tests with decreased installation temperature at 42
days (see Section 8.6.3); and
 sust,42d = mean displacement measured in the sensitivity to sustained load tests at standard
temperature at 42 days (see Section 7.17.3).
10.14.4.1 The value of
 req
for the residual tension capacity shall be 0.90.
10.14.4.2 Retest anchors that do not fulfill the requirements for a given target temperature at a temperature
at which the requirements are fulfilled. Alternately, retest anchors with a reduced sustained load for which the
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ACCEPTANCE CRITERIA FOR POST-INSTALLED ADHESIVE ANCHORS IN CONCRETE ELEMENTS (AC308)
requirements are met and evaluate the factor
  in
anchors, 10.4.9.10. In no case shall the value of
accordance with 10.4.7.1 or, for torque-controlled adhesive
  be less than 0.40.
Add 10.16.2
10.16.2 Exception: For the assessment of torque-controlled adhesive anchors in cracked concrete where allthread rod has been substituted for the anchor element specified by the manufacturer, the value of αdur in Eq. (1018g) shall be taken as 1.0 if
min dur ,i
0.95 oi
> 0.9.
10.19.1.1 Successful completion of the cyclic loading history and fulfillment of the residual tension capacity
requirement of 10.19.1 shall be reported together with an anchor capacity in cracked concrete according to 10.4
for adhesive anchors and 10.4.9 for torque-controlled adhesive anchors in Table 11.2 or Table 11.3 for use in
designing for load cases that include earthquake loading.
Add 10.22.3
10.22.3 For restrictions on installation conditions based on installation safety tests performed, see Table 10.7.1.
Table 10.7.1 – Limitations on installation conditions for torque-controlled adhesive anchors *,†
Table 3.6 or Table 3.7 installation safety tests performed
Installation conditions permitted
2a
2b
Installation shall be limited to dry indoor
locations.
X
X
Installation in exterior locations shall be
permitted.
X
X
X
Installation in water-filled holes shall be
permitted.
X
X
X
Installation in submerged concrete shall be
permitted.
X
X
*
2c
2d
2e
X
X
See Chapter 13 for quality control requirements.
†
See Eq. (10-12) for limitations on use.
Add 10.25
10.25—Assessment of tests for recognition of deformed reinforcing bars for use in post-installed
reinforcing bar connections
10.25.1 The qualification of post-installed reinforcing bar systems shall be evaluated in accordance with this
section. Qualification tests shall be conducted for each system for which recognition is sought, including drilling
44 of 51
ACCEPTANCE CRITERIA FOR POST-INSTALLED ADHESIVE ANCHORS IN CONCRETE ELEMENTS (AC308)
method and injection equipment. Tests shall be conducted with deformed reinforcing bars of sufficient strength to
avoid steel failure.
10.25.1.1 The coefficient of variation for all tests except the bond/splitting tests (Test No. 2, Table 3.8) shall
be equal to or less than 15%.
10.25.1.2 Where the adhesive anchor system has not otherwise been qualified for cracked and uncracked
concrete, the peak loads recorded in tests in accordance with Table 3.2, Test Nos. 3 and 4 using #4 (12 mm)
reinforcing bars with 7db embedment.shall not be less than 50% of the results in uncracked concrete from Table
3.8, Test No. 1. The displacement at peak load shall not exceed by more than 0.5 mm the displacement at peak
load as recorded in tests in uncracked cracked concrete.
10.25.2 Required bond strength – The required minimum tension bond strength for the post-installed
reinforcing bar system shall be in accordance with Eq. (10-18k).
 rebar   min,req
(10-18k)
where:
 rebar
 min,req
= 1090 psi (7.5 MPa) for Table 3.8, Test Nos. 1a, 1b and 1c
 min,req
= 1715 psi (11.8 MPa) where tests have been conducted in accordance with Table, 3.8,
= adjusted mean tension bond strength determined in accordance with Eq. (10-18n).
Test No. 1d
10.25.3 Limiting displacement – The maximum displacement in tension for the post-installed reinforcing bars
systems shall be in accordance with Eq. (10-18i).
 ult   max
(10-18l)
where:
 ult =
 max
mean displacement at ultimate load for tests in accordance with Table 3.8, Test Nos. 1a,
1b, and 1c.
= maximum permissible mean displacement
= 0.06 in. (1.5 mm) for bar sizes #9 and smaller;
= 0.08 in. (2.0 mm) for bar sizes #10 and #11.
45 of 51
ACCEPTANCE CRITERIA FOR POST-INSTALLED ADHESIVE ANCHORS IN CONCRETE ELEMENTS (AC308)
10.25.4 Calculation of mean tension bond strength – Calculate the mean tension bond strength in accordance
with Eq. (10-18m).
0.4
 0.08 
 0.08 
Nu
Nu


 
  

  db   b  f R 
  db   b  Rr 
0.4
(10-18m)
where:
 = calculated mean tension bond strength.
N u = measured mean ultimate loads from tests in accordance with Table, 3.8, Test No. 1a, 1b,
and 1c, normalized for fc in accordance with Eq. (10-1) with n = 0.1.
db = nominal diameter of tested reinforcing bar.
 b = reinforcing bar embedment.
relative rib area of tested reinforcing bar.
f R Rr =
10.25.5 Assessment of adjusted mean tension bond strength – The mean tension bond strength,  rebar , shall
be determined in accordance with Eq. (10-18n).
 rebar      min
 dur
 
 req ,dur  seis
(10-18n)
where:
 rebar

= adjusted mean tension bond strength
= calculated mean tension bond strength in accordance with Eq. (10-18l).

=
  
min  nn  for reliability tests, Table 3.8, Test Nos. 3, 4, 5, 6, 7, and 8
  req ,nn 
≤ 1.0
min
 dur
 req ,dur
= minimum ratio for durability tests, see 10.25.8.
≤ 1.0.
 seis
= minimum ratio for seismic tests, see 10.25.10.
≤ 1.0.
10.25.6 Assessment of tests for bond and splitting behavior at deep embedment – Compare the mean failure
loadsload-slip measurements for the cast-in bars and post-installed bars. The mean failurepeak loads for the
post-installed bars N shall be equal to or greater than the mean failure load for the cast-normalized in
46 of 51
ACCEPTANCE CRITERIA FOR POST-INSTALLED ADHESIVE ANCHORS IN CONCRETE ELEMENTS (AC308)
bars.accordance with 10.2 whereby the exponent, n, shall be taken as 0.25. The mean peak loads shall satisfy Eq.
(10-18o).
N pi  0.95 N ci
(10-18o)
The mean displacement at peak load shall satisfy Eq. (10-18p).
 pi  0.95 ci
(10-18p)
The coefficient of variation of the peak loads for the post-installed tests shall not exceed 10%. It shall be
permissible to perform additional tests to fulfill these requirements. The number of tests with post-installed bars
shall be equal to the number of tests with cast-in bars.
10.25.7 Reliability test assessment – Each set of reliability test results (Table 3.2, Test Nos. 3, 4, 5, 7, and 8)
shall be used to determine a reduction factor in accordance with Eq. (10-18q).
 nn 
 nn
1
(10-18q)
where:
 nn
 nn
1
= reduction factor corresponding to reliability test no. nn.
= calculated bond stress corresponding to reliability test no nn.
= calculated bond stress corresponding to test nos. 1a, 1b and 1c.
10.25.7.1 The assessment of the sustained load test shall be in accordance with 10.11. For the
determination of
  ,sust in accordance with Eq. (10-17) the value of N sust ,lt shall be taken from Eq. (7-3a). The
residual tension capacity from the sustained load test is evaluated in accordance with Eq. (10-18q).
10.25.8 Requirements for installation assessment
10.25.8.1 Installation at maximum recognized embedment – Verify for each test that:
a. the bar has been installed to the correct embedment
b. adhesive fills the hole to the surface of the concrete; and
c. the concrete around the bar is not split, spalled or otherwise damaged by the installation
process.
Failure to meet these requirements in any test shall be cause for rejection.
10.25.8.2 Requirements for injection verification – Verify for each test by visual inspection that the resulting
specimen is relatively free of voids along the length of the bar. The presence of more than incidental voids over
the length of the bar as may affect curing, bond strength or corrosion resistance shall be cause for rejection.
10.25.9 Requirements for corrosion test
10.25.9.1 For the last one-third of the test period, the following requirements shall be met by all test
specimens:
a. the daily mean value of the measured current shall not exceed 0.28A; and
b. the measured potential shall not fall below the value of -0.2 CSE.
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ACCEPTANCE CRITERIA FOR POST-INSTALLED ADHESIVE ANCHORS IN CONCRETE ELEMENTS (AC308)
Exception: Where visual inspection of the reinforcing bars after the test reveals no products of
corrosion, the requirement on measured potential in accordance with Section 10.25.9.1b may be
disregarded.
10.25.10 Durability test assessment
10.25.10.1
 dur 
For each test series, calculate the reduction factor
 dur in accordance with Eq. (10-18r).
 u ,stored
 u ,dry
(10-18r)
where
 u ,stored
= mean bond stress derived from tests on slices conditioned in accordance with 8.8.2.2.1 or
8.8.2.2.2.
 u ,dry
10.25.10.2
 req ,dur
= mean bond stress derived from tests on reference specimens.
Calculate the value of
min
 dur
 req ,dur
where
= 1.0 for slice tests on specimens stored in accordance with 8.8.2.2.1.
= 0.9 for slice tests on specimens conditioned in accordance with 8.8.2.2.2.
10.25.11 Seismic test assessment
10.25.11.1
The calculated mean bond stresses in accordance with Eq. (10-18m) from the tests for
seismic resistance shall be evaluated in accordance with Eq. (10-18s).
 u , pi ,n 

  u ,n 
 seis  min 
(10-18s)
where
 u , pi ,n
= normalized peak calculated bond stress in cycle n
 u ,n
= bond stress in cycle n in accordance with Table 10.10.
48 of 51
ACCEPTANCE CRITERIA FOR POST-INSTALLED ADHESIVE ANCHORS IN CONCRETE ELEMENTS (AC308)
Add Table 10.10
Table 10.10 – Requirements on bond stress for cyclic seismic test1
 u ,n
Cycle no. n
1
2500 psi
8000 psi
(psi)
(MPa)
(psi)
(MPa)
1
1670
10.5
2680
18.5
2
960
6.0
1350
9.3
5
540
3.4
800
5.5
10
360
2.3
540
3.7
residual ult.
680
4.3
1090
7.5
Values to be normalized for concrete strength of test specimen with n = 0.5
Add 10.26
10.26—Assessment of tests for sensitivity to reduced installation effort
10.26.1 The coefficient of variation ν of the ultimate tension load in any test series, including those performed
with an increased number of replicates shall not exceed 20%. If the coefficient of variation of the original or
cumulative test series does not meet this requirement, the sample size shall be permitted to be increased. If the
requirement for maximum coefficient of variation is not met, the anchor shall be considered unqualified. The
capacity of the anchor as determined in this test series shall be used to establish the anchor category.
11.3.1 As applicable, report the data required by ACI 355.4 in the format shown in Table 11.1, 11.2 or 11.3.
The format may be modified as appropriate provided that the basic intent of the content of these tables is met.
11.3.2 Where systems are qualified for post-installed reinforcing bars in accordance with Table 3.8 provide the
following finding:
System xyz is qualified for the installation of post-installed reinforcing bars where bar embedment is
determined in conformance with the ACI 318 development and splice length requirements for straight
deformed bars. The requirements for epoxy-coated bars in 12.2.4 (b) need not apply.
11.3.2.1 For systems that have not fulfilled the minimum bond stress requirements in high strength concrete,
add the following statement:
Exception: The value of f’c to be inserted in 12.2.2, 12.2.3 and 12.3.2 shall not exceed 4000 psi.
New Table 11.3:
Table 11.3 – Sample format for reporting torque-controlled adhesive anchor data for anchors qualified for
use in both cracked and uncracked concrete
Anchor qualified per Table 3.6 (Table 3.7)—Test program for evaluating torque-controlled adhesive anchor systems for use
in cracked and uncracked concrete
49 of 51
ACCEPTANCE CRITERIA FOR POST-INSTALLED ADHESIVE ANCHORS IN CONCRETE ELEMENTS (AC308)
Anchor
Designation1
Criteria
and
Code(s)
Symbol
Anchor
Manufacturer
Bolt diameter
Criteria
Section of
Reference
Standard2
Units3
db
in.
Installation torque4
Tinst
ft-lb
Effective bolt tension area
Ase
in.2
Strength reduction factor for tension, steel
failure modes
Strength reduction factor for shear, steel failure
modes
Minimum specified yield
strength
Minimum specified ultimate
strength
Anchor bolt
Bolt steel elongation at
break
Bolt steel cross-section
reduction at break
Nominal strength of a single anchor loaded in
shear as governed by steel rupture


Vk
lb
Embedment depth(s)
hef
in.
fy
fut
Anchor category
ASTM
F606
ASTM
F606
ASTM
F606
ASTM
F606
lb/in.2
lb/in.2
%
in.2
-
-
kuncr
-
kcr
-
kuncr/kcr
c,N
-
Characteristic pullout resistance in uncracked
concrete6
Characteristic pullout resistance in cracked
concrete6
Np,uncr
lb
Np,cr
lb
Strength reduction factor for tension, concrete
failure modes5

Strength reduction factor for shear, concrete
failure modes5

Minimum member thickness
hmin
Effectiveness factor – uncracked concrete
Effectiveness factor – cracked concrete
Adjustment for temperature category B
Adjustment for exposure to sulfur


Anchor nominal diameters
Cond. A
-
Cond. B
-
Cond. A
-
Cond. B
in.
temp B
-
sulfur
-
Minimum anchor spacing
smin
in.
Minimum edge distance
cmin
in.
Nk,seis
lb
Optional simulated seismic tests
Pullout resistance for seismic loading
Nominal strength of a single anchor for seismic
lb
Vk,seis
shear loading
1
Trade name. For anchors distributed under multiple trade names, list all.
2
ASTM or ISO Standards.
3
Fractional units shown. SI units may also be used.
4
Manufacturer’s recommended torque as applicable for torque-controlled adhesive anchors.
5
For use with the load combinations of IBC Section 1605.2.1 or ACI 318 9.2. Condition A applies where the potential concrete failure surfaces are
crossed by supplementary reinforcement proportioned to tie the potential concrete failure prism into the structural member. Condition B applies where
such supplementary reinforcement is not provided, or where pullout or pryout strength governs.
6
Provide two pullout resistances for each of the pullout resistance values Np,uncr and Np,cr in Table 11.3: one for load combinations that include sustained
loads, where pullout resistance is calculated in accordance with Eq. (10-18g) including αp; and one for short-term loading only such as wind, where
pullout resistance is calculated in accordance with Eq. (10-18g) but without αp.
50 of 51
ACCEPTANCE CRITERIA FOR POST-INSTALLED ADHESIVE ANCHORS IN CONCRETE ELEMENTS (AC308)
12.3 – Testing by Independent Testing and Evaluation Agency and Manufacturer
12.3.1 The required minimum number of reference, reliability, supplemental, and at least 50 percent of the
service-condition test series shall be performed by the independent testing and evaluation agency in their facility.
Not more than 50 percent of the tests for each conducted service-condition test series are permitted to be
performed by the manufacturer. All such tests shall be witnessed by an independent, accredited testing laboratory.
12.3.2 Additional results of tests performed by the manufacturer shall be permitted to be considered in the
evaluation. All tests performed by the manufacturer shall be permitted to be considered only if the results are
statistically equivalent to those of the independent testing and evaluation agency. The number of tests conducted
by the manufacturer shall not exceed the number of tests by the independent accredited testing laboratory.
51 of 51
Part 2: Clean version with proposed revisions
1Not
www.icc-es.org | (800) 423-6587 | (562) 699-0543
A Subsidiary of the International Code Council ®
PROPOSED REVISIONS TO THE ACCEPTANCE CRITERIA FOR
POST-INSTALLED ADHESIVE ANCHORS IN CONCRETE
ELEMENTS
AC308
Proposed December 2012
Previously approved November 2009, June 2009, October 2008, August
2008, May 2008, February 2008, January 2008, October 2007, June 2007,
February 2007, June 2006
PREFACE
Evaluation reports issued by ICC Evaluation Service, Inc. (ICC-ES), are based upon performance features of
the International family of codes and other widely adopted code families, including the Uniform Codes, the BOCA
®
National Codes, and the SBCCI Standard Codes. Section 104.11 of the International Building Code reads as
follows:
The provisions of this code are not intended to prevent the installation of any materials or to
prohibit any design or method of construction not specifically prescribed by this code,
provided that any such alternative has been approved. An alternative material, design or
method of construction shall be approved where the building official finds that the proposed
design is satisfactory and complies with the intent of the provisions of this code, and that the
material, method or work offered is, for the purpose intended, at least the equivalent of that
prescribed in this code in quality, strength, effectiveness, fire resistance, durability and safety.
Similar provisions are contained in the Uniform Codes, the National Codes, and the Standard Codes.
This acceptance criteria has been issued to provide all interested parties with guidelines for demonstrating
compliance with performance features of the applicable code(s) referenced in the acceptance criteria. The criteria
was developed and adopted following public hearings conducted by the ICC-ES Evaluation Committee, and is
effective on the date shown above. All reports issued or reissued on or after the effective date must comply with
this criteria, while reports issued prior to this date may be in compliance with this criteria or with the previous
edition. If the criteria is an updated version from the previous edition, a solid vertical line (|) in the margin within
the criteria indicates a technical change, addition, or deletion from the previous edition. A deletion indicator (→)
is provided in the margin where a paragraph has been deleted if the deletion involved a technical change. This
criteria may be further revised as the need dictates.
ICC-ES may consider alternate criteria, provided the report applicant submits valid data demonstrating that the
alternate criteria are at least equivalent to the criteria set forth in this document, and otherwise demonstrate
compliance with the performance features of the codes. Notwithstanding that a product, material, or type or
method of construction meets the requirements of the criteria set forth in this document, or that it can be
demonstrated that valid alternate criteria are equivalent to the criteria in this document and otherwise
demonstrate compliance with the performance features of the codes, ICC-ES retains the right to refuse to issue
or renew an evaluation report, if the product, material, or type or method of construction is such that either
unusual care with its installation or use must be exercised for satisfactory performance, or if malfunctioning is
apt to cause unreasonable property damage or personal injury or sickness relative to the benefits to be achieved
by the use of the product, material, or type or method of construction.
Acceptance criteria are developed for use solely by ICC-ES for purposes of issuing ICC-ES evaluation reports.
Copyright © 2009
1
PROPOSED REVISIONS TO THE ACCEPTANCE CRITERIA FOR POSTINSTALLED ADHESIVE
ANCHORS IN CONCRETE ELEMENTS (AC308)
1.0
INTRODUCTION
1.3.11 ASTM C 31, Standard Practice for Making and
Curing Concrete Test Specimens in the Field, ASTM
International.
1.1 Purpose: The purpose of this acceptance criteria
is to establish requirements for post-installed adhesive
anchors in concrete elements to be recognized in an ICC
Evaluation Service, Inc. (ICC-ES), evaluation report under
®
the 2012, 2009 and 2006 International Building Code
(IBC), and the 2012, 2009 and 2006 International
®
Residential Code (IRC), . Bases of recognition are IBC
Section 104.11 and IRC Section R104.11.
1.3.12 ASTM C 33-03, Standard Specification for
Concrete Aggregates, ASTM International.
1.3.13 ASTM C 39, Standard Test Method for
Compressive Strength of Cylindrical Concrete Specimens,
ASTM International.
1.3.14 ASTM C 42, Standard Test Method for
Obtaining and Testing Drilled Cores and Sawed Beams of
Concrete, ASTM International.
The reason for the development of this criteria is to
allow for recognition of the use of adhesive anchors in
concrete to create connections between structural
concrete and attachments in accordance with the code.
1.3.15 ASTM C 150, Standard Specification for
Portland Cement, ASTM International.
1.2 Scope: Anchors recognized under this criteria are
alternatives to anchors permitted by Section 1913 of the
IBC. The anchors recognized in this criteria may also be
used where an engineered design is permitted in
accordance with Section R301.1.2 of the IRC.
1.3.16 ASTM C 330, Standard Specification for
Lightweight Aggregates for Structural Concrete, ASTM
International.
1.3.17 ASTM C 882-05, Standard Test Method for
Bond Strength of Epoxy-Resin Systems Used with
Concrete by Slant Shear, ASTM International.
1.3 Codes and Referenced Standards: Where
standards are referenced in this criteria, these standards
shall be applied consistently with the code upon which
compliance is based. Standards editions listed in this
section apply to all codes. Where standards editions are
not listed in this section, Table 1 summarizes the specific
date applicable to each code.
1.3.18 ASTM D 1875-03, Standard Test Method for
Density of Adhesives in Fluid Form, ASTM International.
1.3.19 ASTM D 2471-99, Standard Test Method for
Gel Time and Peak Exothermic Temperature of Reacting
Thermosetting Resins, ASTM International.
1.3.1 2012, 2009 and 2006 International Building
Code® (IBC), International Code Council.
1.3.20 ASTM D 2556-93a(2005), Standard Test
Method for Apparent Viscosity of Adhesives Having
Shear-Rate-Dependent
Flow
Properties,
ASTM
International.
1.3.2 2012, 2009 and 2006 International Residential
Code® (IRC), International Code Council.
1.3.3 ACI 318, Building Code Requirements for
Structural Concrete, American Concrete Institute.
1.3.21 ASTM E 119, Standard Test Methods for Fire
Tests of Building Construction and Materials, ASTM
International.
1.3.4 ACI
355.4,
Acceptance
Criteria
for
Qualification of Post-installed Adhesive Anchors in
Concrete, American Concrete Institute.
1.3.22 ASTM E 488-96(2003), Standard Test Method
for Strength of Anchors in Concrete and Masonry
Elements, ASTM International.
1.3.5 ACI 211.1-91 (2002), Standard Practice for
Selecting Proportions for Normal, Heavyweight and Mass
Concrete, American Concrete Institute.
1.3.23 ASTM E 1252-98(2002), Standard Practice for
General Techniques for Obtaining Infrared Spectra for
Qualitative Analysis, ASTM International.
1.3.6 ASTM A 153, Standard Specification for Zinc
Coating (Hot-Dip) on Iron and Steel Hardware, ASTM
International.
1.3.24 ASTM E 1512-01, Standard Test Methods for
Testing Bond Performance of Adhesive-Bonded Anchors,
ASTM International.
1.3.7 ASTM A 193/A 193 M-06a, Standard
Specification for Alloy-Steel and Stainless Steel Bolting
Materials for High Temperature or High Pressure Service
and Other Special Purpose Applications, ASTM
International.
1.3.25 ASTM F 606-05, Standard Test Methods for
Determining the Mechanical Properties of Externally and
Internally Threaded Fasteners, Washers, and Rivets,
ASTM International.
1.3.8 ASTM A 490-04a, Standard Specification for
Heat-Treated Steel Structural Bolts, 150 ksi Minimum
Tensile Strength, ASTM International.
1.3.26 ASTM F 1080-93(2002), Standard Test
Method for Determining the Consistency of Viscous
Liquids Using a Consistometer, ASTM International.
1.3.9 ANSI B 212.15-1994, American National
Standard for Cutting Tools – Carbide Tipped Masonry
Drills and Blanks for Carbide-Tipped Masonry Drills,
American National Standards Institute.
1.3.27 EB001, Design and Control of Concrete
th
Mixtures, 14 edition, 2002, Portland Cement Association.
1.3.10 ASTM B 695, Standard Specification for
Coatings of Zinc Mechanically Deposited on Iron and
Steel, ASTM International.
1.4.1 ACI 355.4: The referenced document in
Section 1.3.8 as amended by Annex 1.
1.4
Definitions:
1.4.2 Anchor Test Series: A group of identical
anchors tested under identical conditions. Identical
2
PROPOSED REVISIONS TO THE ACCEPTANCE CRITERIA FOR POST-INSTALLED ADHESIVE ANCHORS IN CONCRETE ELEMENTS
(AC308)
to meet the ductile steel requirements. If the ductility and
reduction of area cannot be determined, the anchor shall
be in the evaluation report described as brittle.
anchors originate from the same adhesive formulation
batch, use identical anchor elements, and are installed
with identical installation equipment. Identical conditions
are adhesive type, anchor element diameter, anchor
embedment depth, spacing, edge distance, test member
thickness and concrete compressive strength. Consistent
adhesive anchor formulation shall be verified by
fingerprinting tests (see Section 5.3 of ACI 355.4), by
batch identification, or by other means acceptable to ICCES.
2.1.1.6.2 Adhesive: For the adhesive used in the
anchor tests, the components shall be tested in
accordance with Section 5.3 of ACI 355.4 to establish a
standard fingerprint for comparison with future production
during the required quality control inspections. For quality
control procedures, refer to Section 5.0 of this criteria.
2.1.2 Installation Instructions: Manufacturer’s
printed instructions for installation, application, curing and
design as included in the product packaging shall be
submitted.
1.4.3 Adhesive Anchor: Anchor elements set in
adhesive and torque-controlled adhesive anchors. Anchor
elements include threaded rod, reinforcing bar and
internally-threaded sleeves.
2.1.3 Packaging and Identification: A description
shall be provided of the method of packaging and field
identification of the adhesive anchor components.
Packaging of the adhesive materials shall include the
manufacturer’s name, the lot number, the packing date
and shelf life or product expiration date, the ICC-ES
evaluation report number (ESR-XXXX), the name of the
inspection agency used for manufacturing quality control,
the MPII, Material Safety Data Sheet and, for those
products not qualified for other orientations, Fig. 7.2 from
ACI 355.4-11 restricting use to down-hole applications.
1.4.4 Test Member: The concrete element receiving
anchors to be tested.
1.4.5 Other Definitions: Definitions in the IBC, IRC,
ACI 318 Appendix D and ACI 355.4 apply within this
criteria.
1.4.6 Test Specimen: The anchor being tested to
determine its performance capacities.
1.5 Notations: Notations are as presented in Chapter
2 of ACI 355.4.
2.0
2.2 Testing Laboratories: Testing laboratories shall
comply with Section 2.0 of the ICC-ES Acceptance Criteria
for Test Reports (AC85) and Section 4.2 of the ICC-ES
Rules of Procedure for Evaluation Reports.
BASIC INFORMATION
2.1 General: The following information shall be
submitted:
2.1.1 Product Description:
described as to:
2.3 Test Reports: Test reports shall include
information specified in AC85 and Section 11.3 of ACI
355.4.
Anchors shall be
2.1.1.1 Generic or trade name.
2.4 Product Sampling: Sampling of the products for
tests under this criteria shall comply with Section 3.1 of
AC85.
2.1.1.2 Manufacturer’s catalog number.
2.1.1.3 Adhesive name.
2.5 Data Analysis: The documents containing
analysis of data shall be sealed by a registered design
professional.
2.1.1.4 Adhesive packaging.
2.1.1.5 Basic Materials:
2.1.1.5.1 Steel Anchoring Materials: The bar,
bolt, or threaded rod specifications shall be described. The
description shall include protective coatings and
compliance with an appropriate national standard,
including physical properties, i.e., tensile strength and
hardness.
3.0
TEST AND PERFORMANCE REQUIREMENTS
3.1 Testing Requirements: Testing requirements
shall be in accordance with Chapter 3 of ACI 355.4.
3.2 Test Specimens, Installation, General Test
Procedures: Test specimens, test members, test anchor
installation and general testing procedures shall be in
accordance with Chapter 4 of ACI 355.4.
2.1.1.5.2 Adhesive
Components:
The
components shall be described as to the packaging
system, mixing system, mixing ratios, gel time, setting
time, storage information and shelf life.
3.3 Assessment: Assessment of test results and
other data shall be in accordance with Chapter 10 of ACI
355.4.
2.1.1.6 Material Properties:
2.1.1.6.1 Steel:
4.0 STRUCTURAL
REQUIREMENTS
2.1.1.6.1.1 Proprietary
Steel
Anchor
Elements: Proprietary steel anchor elements for which
recognition is sought shall be tested for compliance with
an appropriate national standard for verification of physical
properties.
DESIGN
AND
INSTALLATION
4.1 General: Structural design and installation of
adhesive anchors shall comply with the applicable
provisions of ACI 318-11.
2.1.1.6.1.2 Elongation and Reduction of
Area: For both standard specification and proprietary steel
anchor elements, elongation and reduction of area shall
be determined according to a recognized standard and
reported on the data sheet (Chapter 11 of ACI 355.4). If
the elongation is at least 14 percent and the reduction of
area is at least 30 percent, the anchor shall be considered
4.2 : This section provides amendments to ACI 318
Appendix D (ACI 318) as required for the strength design
of adhesive anchors and torque-controlled adhesive
anchors.
4.2.1 Add Section D.5.3.7, D.5.3.14 and D.8.7 to
ACI 318 as follows:
3
PROPOSED REVISIONS TO THE ACCEPTANCE CRITERIA FOR POST-INSTALLED ADHESIVE ANCHORS IN CONCRETE ELEMENTS
(AC308)
5.2 Quality documentation complying with the ICC-ES
Acceptance Criteria for Quality Documentation (AC10)
shall be submitted.
4.2.2 D.5.3.7 – For torque-controlled adhesive
anchors, the value of Np shall be based on the 5 percent
fractile of tests performed and evaluated in accordance
with ACI 318-11.
5.3 A qualifying inspection shall be conducted at each
manufacturing facility when required by the ICC-ES
Acceptance Criteria for Inspections and Inspection
Agencies (AC304).
4.2.3 D.5.3.14 – When an adhesive anchor or a
group of adhesive anchors is located in a region of a
concrete member where analysis indicates no cracking at
service load levels, the modification factor shall be taken
as
 p,Na  1.0
p,Na =
(D-16o)
5.4 Special inspection is required in accordance with
Section 1705.1.1 of the 2012 IBC, Section 1704.15 of the
2009 IBC, and Section 1704.13 of the 2006 IBC. For each
type of anchoring system, the manufacturer shall submit
inspection procedures to verify proper usage.
(D-16p)
6.0
max ca,min ; ccr ,Na
cac
when
6.1 Quality Control During Manufacture: Quality
control during manufacture of products shall comply with
Sections 13.1 and 13.2 of ACI 355.4.
ca,min < cac
where
6.2 Jobsite Quality Control: Jobsite quality control
shall comply with Sections 13.3 of ACI 355.4.
cac shall be determined in accordance with Eq. (D-16q)
for anchor diameters up to 1 1/4 inches and for
characteristic bond strengths in uncracked concrete
less than or equal to 3000 psi, and Eq. (D-16r) for
anchor diameters larger than 1 1/4 inches or for
characteristic bond strengths in uncracked concrete
greater than 3000 psi.


cac  hef   k ,uncr 
 1160 


cac  hef   k ,uncr 
 664 
0.4
0.4

h
  2. 8  0 .7
hef




(D-16q)

h
 2.8  0.7
hef




(D-16r)
6.3
6.3.2 For all modifications that are determined to
have the potential to affect anchor performance, the
testing and evaluation agency shall perform the requisite
reference and reliability tests to assess the impact of the
modification. If the modified product can be shown to be
statistically equivalent to the originally tested product, no
additional testing shall be required. Otherwise, the
modified product shall be tested in accordance with Tables
3.1 through 3.3 as applicable.
7.0
 need not be taken as larger than 2.0; and


The evaluation report shall include the following:
7.2 Basic information required by Section 2.1,
including product description, installation procedures, and
packaging and identification information, including the
MPII.
taken as larger than:
kuncr hef f c'
7.3 Exposure: When anchors are recognized for
exterior exposure or damp environments, evidence of
durability shall be submitted. The steel shall be corrosionresistant, stainless, or zinc-coated steel. The zinc-coating
shall be either hot-dipped in accordance with ASTM A 153
Class C or D or mechanically deposited in accordance
with ASTM B 695 with a Class 65 coating having a
minimum thickness of 2.1 mils (0.053 mm). Other
corrosion-resistant coatings shall be demonstrated
through tests to be equivalent to the coatings previously
described. In addition, the corrosion-resistant materials
shall be tested for conformance to the specified standards.
 d
4.2.4 D.8.7 – For torque-controlled adhesive
anchors the minimum edge distance shall be taken as 8do
unless otherwise determined by test.
5.0
EVALUATION REPORT
7.1
Information and statements set forth in Section
11.2 of ACI 355.4.
 k ,uncr = characteristic bond strength stated in the
Evaluation Service Report whereby  k ,uncr need not be
 k ,uncr 
Product Modifications:
6.3.1 Prior to implementing any substantive
modification to an anchor system which has previously
been assessed according to this criteria, the manufacturer
shall report the nature and significance of the modification
to the independent testing and evaluation agency (see
Chapter 12.0 of ACI 355.4).
where
 h

 hef
EVALUATION REPORT RECOGNITION
QUALITY CONTROL
5.1 The products shall be manufactured under an
approved quality control program with inspections by an
inspection agency accredited by the International
Accreditation Service (IAS) or as otherwise acceptable to
ICC-ES. The program shall address requirements in
Chapter 13 of ACI 355.4, except that inspection agency
inspections shall be performed at least four times per year.
7.4 Treated Wood: Steel anchoring materials in
contact with preservative-treated and fire-retardant-treated
wood shall be of zinc-coated steel or stainless steel. The
coating weights for zinc-coated steel shall be in
accordance with ASTM A 153.
4
PROPOSED REVISIONS TO THE ACCEPTANCE CRITERIA FOR POST-INSTALLED ADHESIVE ANCHORS IN CONCRETE ELEMENTS
(AC308)
7.5 Special Inspection: All adhesive anchors shall be
installed with special inspection. The evaluation report
shall include applicable information as called for in Section
13.3 of ACI 355.4.
TABLE 1—APPLICABLE EDITIONS OF REFERENCED STANDARDS
STANDARD EDITION
REFERENCED
STANDARD
2012 IBC
2009 IBC
2006 IBC
ACI 318
2011
2011
2011
ACI 355.4
2011
-
-
ASTM A 153
2005
2003
2003
ASTM B 695
2004
2000
2000
ASTM C 31
2006
1998
1998
ASTM C 39
2005
2003
2003
ASTM C 42
2004
2003
2003
ASTM C 150
2007
2004
2004
ASTM C 330
2005
2004
2004
ASTM E 119
2007
2000
2000
5
ACCEPTANCE CRITERIA FOR POST-INSTALLED ADHESIVE ANCHORS IN CONCRETE ELEMENTS (AC308)
ANNEX 1
Annex 1 summarizes amendments to ACI 355.4. These amendments supersede applicable portions in ACI 355.4.
For the purpose of satisfying this acceptance criteria, Annex 1 shall be used with ACI 355.4. The revisions herein
reflect the difference in content from ACI 355.4. Tables of ACI 355.4 that are modified by the Annex are presented
in their modified form in Annex 1. The numbering system within Annex 1 of AC308 uses the number that
corresponds to the location in ACI 355.4 where that change would be located. New sections, tables, and figures
are noted as such.
Keywords: anchors, concrete; cracked concrete; adhesive anchors; torque-controlled adhesive anchors, postinstalled anchors
1.1 – Introduction
This criteria prescribes testing and evaluation requirements for post-installed adhesive anchor systems, torquecontrolled adhesive anchor systems, and post-installed reinforcing bar systems intended for use in concrete under
the provisions of ACI 318. Criteria are separately prescribed to determine the suitability of adhesive anchors and
torque-controlled adhesive anchors. Included are assessments of the adhesive anchor and torque-controlled
adhesive anchor systems for bond strength, reliability, service conditions, and quality control. Special inspection
(13.3) is required during anchor installation as noted in 10.22. Table 1.1 provides an overview of the scope.
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ACCEPTANCE CRITERIA FOR POST-INSTALLED ADHESIVE ANCHORS IN CONCRETE ELEMENTS (AC308)
1.2 – Scope
This criteria applies to post-installed adhesive anchors, post-installed torque-controlled adhesive anchors, and
post-installed reinforcing bars as defined herein.
Table 1.1 – Overview of anchor systems
Anchor
type
Embedded part
Adhesive
anchor
Torquecontrolled
adhesive
anchor
Postinstalled
reinforcing
bar
Assessment criteria
Threaded rods, deformed reinforcing
bars, or internally threaded steel sleeves
with external deformations
Uncracked
concrete
Cracked and
uncracked
concrete
Proprietary threaded and deformed steel
element
Cracked and
uncracked
concrete
Table 3.6 or Table 3.7
Deformed reinforcing bars, see Table 1.2
Cracked and
uncracked
concrete
Table 3.8
Table 3.1
Table 3.2 or Table 3.3
1.2.1 This standard applies to anchors with a diameter da of 1/4 in. or larger and to reinforcing bar #3 and
larger. The drilled hole shall be approximately cylindrical with a diameter do ≤ 1.5da. This standard also applies to
anchors with an anchor embedment depth hef not less than four diameters (4da), or 1-5/8 in., and an embedment
depth not exceeding 20da.
Exception: Where the adhesive anchor system is qualified for use with reinforcing bars in accordance
with Table 3.8, there is no limit on the embedment depth.
1.2.6 ACI 355.4 provides parameters for the design of adhesive anchors in accordance with the anchor design
provisions of ACI 318-11 Appendix D. It also addresses the assessment and design of post-installed reinforcing
bars proportioned according to the concepts of development and splicing of reinforcement as given in ACI 318-11
Chapter 12 and Chapter 21 and in accordance with Table 1.2. In all cases, the limits on concrete strength as
given in ACI 318-11 Appendix D for adhesive anchor systems apply.
New Table 1.2
Table 1.2 – Post-installed reinforcing bars
Bar sizes
#3 through #11
Types*
ASTM A615, A706, A955
*Equivalent metric reinforcing bar types shall be permitted to be
included. See Table 9.3 for requirements on relative rib area Rr
2 of 49
ACCEPTANCE CRITERIA FOR POST-INSTALLED ADHESIVE ANCHORS IN CONCRETE ELEMENTS (AC308)
Add to 2.1 Notation
db
=
nominal diameter of post-installed reinforcing bar (e.g., #4/12)
db,max
=
maximum nominal diameter of post-installed reinforcing bar sought for recognition ≤ #11/35
ℓb
=
embedded length of post-installed reinforcing bar, in.
N ci
=
mean peak load as measured in tests with cast-in-place reinforcing bars in accordance with 9.4.3.2,
…
lb.
N pi
=
mean peak load as measured in tests with post-installed reinforcing bars in accordance with 9.4.3.2,
lb.
 ci
=
mean displacement at peak load as measured in tests with cast-in-place reinforcing bars in
accordance with 9.4.3.2, in.
 pi
=
mean peak load as measured in tests in tests with post-installed reinforcing bars in accordance with
9.4.3.2, in.
3.4.1 When the assessment encompasses multiple anchor element material types such as carbon and
stainless steel, the entire assessment shall be permitted to be performed with one anchor type; however, the
other anchor element types shall be subject to additional tests in accordance with Table 3.4. Table 3.4 does not
apply to the testing for recognition of deformed reinforcing bar in conjunction with the adhesive anchor system.
For recognition of deformed reinforcing bars, see 9.3 and 9.4.
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ACCEPTANCE CRITERIA FOR POST-INSTALLED ADHESIVE ANCHORS IN CONCRETE ELEMENTS (AC308)
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ACCEPTANCE CRITERIA FOR POST-INSTALLED ADHESIVE ANCHORS IN CONCRETE ELEMENTS (AC308)
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ACCEPTANCE CRITERIA FOR POST-INSTALLED ADHESIVE ANCHORS IN CONCRETE ELEMENTS (AC308)
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ACCEPTANCE CRITERIA FOR POST-INSTALLED ADHESIVE ANCHORS IN CONCRETE ELEMENTS (AC308)
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ACCEPTANCE CRITERIA FOR POST-INSTALLED ADHESIVE ANCHORS IN CONCRETE ELEMENTS (AC308)
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ACCEPTANCE CRITERIA FOR POST-INSTALLED ADHESIVE ANCHORS IN CONCRETE ELEMENTS (AC308)
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ACCEPTANCE CRITERIA FOR POST-INSTALLED ADHESIVE ANCHORS IN CONCRETE ELEMENTS (AC308)
New Table 3.6:
Table 3.6– Test program for evaluating torque-controlled adhesive anchor systems for use in cracked and
uncracked concrete: Bond/slip force relationship confirmed in accordance with 10.4.9.1
Crack
width
Testing
Test
no. Test ref.
Purpose
w
Test parameters
Assessment
No. of
tests
inches
(mm)
 req
Load &
displ.
fc
hef
d
nmin
Reference tests
1a
Chpt 6
Reference tension in lowstrength concrete
Tension, confined, single
anchor away from edges
NA
NA
10.4.2
10.4.4
low
min five per
max batch
1b
Chpt 6
Reference tension in highstrength concrete
Tension, confined, single
anchor away from edges
NA
NA
NA
high
min
five per
batch
Reliability tests
2a
7.20
Sensitivity to reduced
installation effort
Tension, unconfined, single
anchor away from edgesj
0.012
(0.3)
10.4.3
10.4.2
10.4.4
low
max
fivea
2b
7.5
Sensitivity to hole
cleaning, dry substrate
Tension, unconfined, single
anchor away from edgesk
0.012
(0.3)
10.4.3
10.4.2
10.4.4
low
max
fivea
2c
7.6
Sensitivity to hole
cleaning, installation in
saturated concreteh
Tension, unconfined, single
anchor away from edgesk
0.012
(0.3)
10.4.3
10.4.2
10.4.4
low
max
fivea
2d
7.7
Sensitivity to hole
cleaning, installation in a
water-filled holeh
Tension, unconfined, single
anchor away from edgesk
0.012
(0.3)
10.4.3
10.4.2
10.4.4
low
max
fivea
2e
7.8
Sensitivity to hole
cleaning, installation in
submerged concreteh
Tension, unconfined, single
anchor away from edgesk
0.012
(0.3)
10.4.3
10.4.2
10.4.4
low
max
fivea
2f
7.9
Sensitivity to mixing effort
Tension, unconfined
single anchor away from
edgesk
0.012
(0.3)
10.4.3
10.4.2
10.4.4
low
max
fiveb
3
7.13
Sensitivity to crack width
low-strength concrete
Tension, unconfined
single anchor away from
edgesk
0.020
(0.5)
0.80
10.4.2
10.4.4
low
min
fivea
4
7.14
Sensitivity to crack width
high strength concrete
Tension, unconfined
single anchor away from
edgesk
0.020
(0.5)
0.80
10.4.2
10.4.4
high
min
fivea
7.15
Sensitivity to crack width
cycling
Sustained tension
single anchor away from
edges residual capacity,
unconfined testk
0.0040.012
(0.1-0.3)
0.90
10.4.2
10.4.4
10.9
low
min
fivee
7.16
Sensitivity to freeze/thaw
conditionsh,m
Sustained tension
residual capacity, confined
testk
0.90
10.4.2
10.4.4
10.10
high
min
fiveb
5
6
10 of 49
NA
ACCEPTANCE CRITERIA FOR POST-INSTALLED ADHESIVE ANCHORS IN CONCRETE ELEMENTS (AC308)
Table 3.6– Test program for evaluating torque-controlled adhesive anchor systems for use in cracked and
uncracked concrete: Bond/slip force relationship confirmed in accordance with 10.4.9.1
Crack
width
Testing
Test
no. Test ref.
w
Purpose
Test parameters
Sustained tension
residual capacity, confined
testk
Assessment
No. of
tests
 req
Load &
displ.
fc
hef
d
nmin
NA
0.90
10.4.2
10.4.4
10.11
low
min
fiveb
inches
(mm)
7
7.17
Sensitivity to sustained
loadm
8
7.18
Sensitivity to installation
directionh
Tension, unconfined
single anchor away from
edgesk
0.012
(0.3)
0.90
10.4.2
10.4.4
10.12
low
max
fiven
9
7.19
Torque test
Application of torque,
confined, single anchor away
from edgesf
NA
NA
10.8
high
min
fivee
10
7.20
Sensitivity to reduced
installation effort
Tension, single anchor with
no edge distance influence
0.012
(0.3)
NA
10.4.2
10.4.4
10.26
high
min
fiveb
11a
7.21
Slip force test
Tension, confined, single
anchor away from edgesi
0.012
(0.3)
low
min
fiven
Bond force test
Tension, confined, single
anchor away from edgesi
0.012
(0.3)
low
min
fivee
NA
11b
7.22
10.4.9.3
Service-condition tests
12a
8.4
Tension in low-strength
concrete
Tension, unconfined
single anchor away from
edgesk
NA
NA
10.4.2
10.4.4
low
all
fivee
12b
8.4
Tension in high-strength
concrete
Tension, unconfined
single anchor away from
edgesk
NA
NA
10.4.2
10.4.4
high
all
fivee
12c
8.4
Tension in low-strength,
cracked concrete
Tension, unconfined
single anchor away from
edgesk
0.012
(0.3)
NA
10.4.2
10.4.4
low
all
fivee
12d
8.4
Tension in high-strength,
cracked concrete
Tension, unconfined
single anchor away from
edgesk
0.012
(0.3)
NA
10.4.2
10.4.4
high
all
fivee
13a
8.5
Tension at elevated
temperatures
Tension, confined
single anchor away from
edgesk,l,m
NA
NA
10.4.2
10.4.4
10.13
low
min
fiveb
8.6
Tension at decreased
installation temperatureh
Tension, confined
single anchor away from
edgesk,l,m
NA
10.4.2
10.4.4
10.14
low
min
fiveb
8.7
Curing time at standard
temperature
Tension, confined
single anchor away from
edgesk,l,m
NA
10.4.2
10.4.4
10.15
low
min
fiveb
13b
13c
11 of 49
NA
NA
ACCEPTANCE CRITERIA FOR POST-INSTALLED ADHESIVE ANCHORS IN CONCRETE ELEMENTS (AC308)
Table 3.6– Test program for evaluating torque-controlled adhesive anchor systems for use in cracked and
uncracked concrete: Bond/slip force relationship confirmed in accordance with 10.4.9.1
Crack
width
Testing
Test
no. Test ref.
w
Assessment
No. of
tests
Purpose
Test parameters
inches
(mm)
 req
Load &
displ.
fc
hef
d
nmin
14a
8.8
Resistance to alkalinity
Slice testsl,m
NA
NA
10.16
low
NA
tenb
14b
8.8
Resistance to sulfurh
Slice testsl,m
NA
NA
10.16
low
NA
tenb
15
8.9
Edge distance in corner
condition to develop full
capacity
Tension, unconfined
single anchor in corner with
proximate edgesg,k
NA
NA
10.17
low
min
max
foure
16
8.10
Minimum spacing and
edge distance to preclude
splitting on loading
High installation tension
(torque or direct) - two
anchors near edgeg
NA
NA
10.18
low
min
fivee
17
8.11
Shear capacity of steel
element having a nonuniform cross sectionc
Shear – single anchor away
from edgesk
NA
NA
10.6
low
min
fivee
Pulsating tension, single
anchor away from edgesk
0.020
(0.5)
NA
10.4.2
10.4.4
10.19
low
min
max
fivee
Alternating shear, single
anchor away from edgesk
0.020
(0.5)
NA
10.20
low
min
fivea
NA
NA
10.7
low
Max
tene
18
8.12
Seismic tension
19
8.13
Seismic shearh
h
Supplemental tests
20
9.2
Minimum member
thicknessh
Installation testsg
Notes for 3.6:
a.
Test small, medium and large diameters.
b.
Test the 1/2 in. (M12) diameter or the smallest nominal diameter if it is larger than 1/2 in. (M12).
c.
Test is required only for anchors having a cross sectional area, within five anchor diameters of the shear failure plane, that is less than
that of a threaded bolt having the same nominal diameter as the anchor.
d.
Where the manufacturer’s printed installation instructions specify multiple embedment depths for a single anchor diameter, test the
anchor at the minimum or maximum embedment depth as noted, whereby hef ,max
hef ,min  5.0 . See also
4.7.2.
e.
Test all diameters.
f.
This test confirms the value of Tinst to be used for the test program. As such, it should be conducted before performing other tests
requiring application of torque.
g.
Minimum member thickness hmin shall be used for these tests.
h.
Optional test.
i.
Anchors untorqued.
j.
Install anchors with 50% of the recommended installation torque Tinst .
k.
See 4.5.4.1 for torque requirements.
l.
These tests shall be permitted to be performed with threaded steel rod substituted for the anchor element. In this case, reference tests
must be performed with threaded steel rod as well.
12 of 49
ACCEPTANCE CRITERIA FOR POST-INSTALLED ADHESIVE ANCHORS IN CONCRETE ELEMENTS (AC308)
Notes for 3.6:
m.
n.
If these tests have been previously been performed in accordance with Table 3.1 or Table 3.2 using the same adhesive as that
employed for the torque-controlled adhesive anchor and the correct static load, they may be omitted here.
For overhead and horizontal orientations, test the largest diameter for which recognition is sought.
13 of 49
ACCEPTANCE CRITERIA FOR POST-INSTALLED ADHESIVE ANCHORS IN CONCRETE ELEMENTS (AC308)
New Table 3.7:
Table 3.7– Test program for evaluating torque-controlled adhesive anchor systems for use in cracked and
uncracked concrete: Bond/slip force relationship unconfirmed
Crack
width
Testing
Test
no. Test ref.
Purpose
w
Test parameters
Assessment
No. of
tests
inches
(mm)
 req
Load &
displ.
fc
hef
d
nmin
Reference tests
1a
Chpt 6
Reference tension in lowstrength concrete
Tension, confined, single
anchor away from edges
NA
NA
NA
low
min five per
max batch
1b
Chpt 6
Reference tension in highstrength concrete
Tension, confined, single
anchor away from edges
NA
NA
NA
high
min
five per
batch
Reliability tests
2a
7.20
Sensitivity to reduced
installation effort
Tension, unconfined, single
anchor away from edgesj
0.012
(0.3)
10.4.3
10.4.2
10.4.4
low
max
tene
2b
7.5
Sensitivity to hole
cleaning, dry substrate
Tension, unconfined, single
anchor away from edgesk
0.012
(0.3)
10.4.3
10.4.2
10.4.4
low
max
tene
2c
7.6
Sensitivity to installation in Tension, unconfined, single
anchor away from edgesk
saturated concreteh
0.012
(0.3)
10.4.3
10.4.2
10.4.4
low
max
tene
2d
7.7
Sensitivity to installation in Tension, unconfined, single
anchor away from edgesk
a water-filled holeh
0.012
(0.3)
10.4.3
10.4.2
10.4.4
low
max
tene
2e
7.8
Sensitivity to hole
cleaning, installation in
submerged concreteh
Tension, unconfined, single
anchor away from edgesk
0.012
(0.3)
10.4.3
10.4.2
10.4.4
low
max
tene
2f
7.9
Sensitivity to mixing effort
Tension, unconfined
single anchor away from
edgesk
0.012
(0.3)
10.4.3
10.4.2
10.4.4
low
max
tenb
3
7.13
Sensitivity to crack width
Tension, unconfined
single anchor away from
edgesk
0.020
(0.5)
0.80
10.4.2
10.4.4
low
min
tene
4
7.14
Sensitivity to crack width
Tension, unconfined
single anchor away from
edgesk
0.020
(0.5)
0.80
10.4.2
10.4.4
high
min
tene
7.15
Sustained tension
0.004Sensitivity to crack width single anchor away from edges
0.012
cycling
residual capacity, unconfined
(0.1-0.3)
testk
0.90
10.4.2
10.4.4
10.9
low
min
tene
7.16
Sensitivity to freeze/thaw
conditionsh,m
0.90
10.4.2
10.4.4
10.10
high
min
fiveb
5
6
Sustained tension
residual capacity, confined
testk
14 of 49
NA
ACCEPTANCE CRITERIA FOR POST-INSTALLED ADHESIVE ANCHORS IN CONCRETE ELEMENTS (AC308)
Table 3.7– Test program for evaluating torque-controlled adhesive anchor systems for use in cracked and
uncracked concrete: Bond/slip force relationship unconfirmed
Crack
width
Testing
Test
no. Test ref.
w
Purpose
Test parameters
Sustained tension
residual capacity, confined
testk
Assessment
No. of
tests
 req
Load &
displ.
fc
hef
NA
0.90
10.4.2
10.4.4
10.11
low
min
fiveb
inches
(mm)
d
nmin
7
7.17
Sensitivity to sustained
loadm
8
7.18
Sensitivity to installation
direction
Tension, unconfined
single anchor away from
edgesk
0.012
(0.3)
0.90
10.4.2
10.4.4
10.12
low
max
fiven
9
7.19
Torque test
Application of torque,
confined, single anchor away
from edgesf
NA
NA
10.8
high
min
fivee
7.20
Sensitivity to reduced
installation effort
Tension, single anchor with no
edge distance influence
0.012
(0.3)
NA
10.4.2
10.4.4
10.26
high
min
fiveb
10
Service-condition tests
10a
8.4
Tension in low-strength
concrete
Tension, unconfined
single anchor away from
edgesk
NA
NA
10.4.2
10.4.4
low
all
fivee
10b
8.4
Tension in high-strength
concrete
Tension, unconfined
single anchor away from
edgesk
NA
NA
10.4.2
10.4.4
high
all
fivee
10c
8.4
Tension in low-strength,
cracked concrete
Tension, unconfined
single anchor away from
edgesk
0.012
(0.3)
NA
10.4.2
10.4.4
low
all
fivee
10d
8.4
Tension in high-strength,
cracked concrete
Tension, unconfined
single anchor away from
edgesk
0.012
(0.3)
NA
10.4.2
10.4.4
high
all
fivee
11a
8.5
Tension at elevated
temperatures
Tension, confined
single anchor away from
edgesk,l,m
NA
NA
10.4.2
10.4.4
10.13
low
min
fiveb
11b
8.6
Tension at decreased
installation temperature
Tension, confined
single anchor away from
edgesk,l,m
NA
NA
10.14
low
min
fiveb
11c
8.7
Curing time at standard
temperature
Tension, confined
single anchor away from
edgesk,l,m
NA
NA
10.4.2
10.4.4
10.15
low
min
fiveb
12a
8.8
Resistance to alkalinity
Slice testsl,m
NA
NA
10.16
low
NA
tenb
12b
8.8
Resistance to sulfurh
Slice testsl,m
NA
NA
10.16
low
NA
tenb
13
8.9
Edge distance in corner
condition to develop full
capacity
Tension, unconfined
single anchor in corner with
proximate edgesg,k
NA
NA
10.17
low
min
max
foure
15 of 49
ACCEPTANCE CRITERIA FOR POST-INSTALLED ADHESIVE ANCHORS IN CONCRETE ELEMENTS (AC308)
Table 3.7– Test program for evaluating torque-controlled adhesive anchor systems for use in cracked and
uncracked concrete: Bond/slip force relationship unconfirmed
Crack
width
Testing
Test
no. Test ref.
w
Purpose
Test parameters
Assessment
No. of
tests
inches
(mm)
 req
Load &
displ.
fc
hef
d
nmin
14
8.10
Minimum spacing and
edge distance to preclude
splitting on loading
High installation tension
(torque or direct) - two
anchors near edgeg
NA
NA
10.18
low
min
fivee
15
8.11
Shear capacity of steel
element having a nonuniform cross sectionc
Shear – single anchor away
from edgesk
NA
NA
10.6
low
min
fivee
16
8.12
Seismic tensionh
Pulsating tension, single
anchor away from edgesk
0.020
(0.5)
NA
10.4.2
10.4.4
10.19
low
min
max
fivee
17
8.13
Seismic shearh
Alternating shear, single
anchor away from edgesk
0.020
(0.5)
NA
10.20
low
min
fivea
NA
NA
10.7
low
max
tene
Supplemental tests
18
9.1
Minimum member
thicknessh
Installation testsg
Notes for Table 3.7:
a.
Test small, medium and large diameters.
b.
Test the 1/2 in. (M12) diameter or the smallest nominal diameter if it is larger than 1/2 in. (M12).
c.
Test is required only for anchors having a cross sectional area, within five anchor diameters of the shear failure plane, that is less
than that of a threaded bolt having the same nominal diameter as the anchor.
d.
Where the manufacturer’s printed installation instructions specify multiple embedment depths for a single anchor diameter, test the
anchor at the minimum or maximum embedment depth as noted, whereby hef ,max
e.
f.
hef ,min  5.0 . See also 4.7.2.
Test all diameters.
This test confirms the value of Tinst to be used for the test program. As such, it should be conducted before performing other tests
requiring application of torque.
g.
Minimum member thickness hmin shall be used for these tests.
h.
Optional test.
i.
(not used)
j.
Install anchors with 50% of the recommended installation torque Tinst .
k.
See 4.5.4.1 for torque requirements.
l.
These tests shall be permitted to be performed with threaded steel rod substituted for the anchor element. In this case, reference
tests must be performed with threaded steel rod as well.
m. If these tests have been previously been performed in accordance with Table 3.1 or Table 3.2 using the same adhesive as that
employed for the torque-controlled adhesive anchor and the correct static load, they may be omitted here.
n. For overhead and horizontal orientations, test the largest diameter for which recognition is sought.
16 of 49
ACCEPTANCE CRITERIA FOR POST-INSTALLED ADHESIVE ANCHORS IN CONCRETE ELEMENTS (AC308)
New Table 3.8:
Table 3.8– Test program for evaluating deformed reinforcing bars for use in post-installed reinforcing bar
connections
Testing
Test
no. Test ref.
Purpose
Bar size
Test parametersa
No. of
tests
Assessment
US/Mb,c
αreq
Load &
displ.
fc
ℓb
nmin
Service condition tests
1a
9.4.3.1
Bond resistance
Tension, confined, single
reinforcing bar
#4/12
≥ 1.0
10.25.2
10.25.3
low
7db
five
1b
9.4.3.1
Bond resistance
Tension, confined, single
reinforcing bar
#8/25
≥ 1.0
10.25.2
10.25.3
low
7db
five
1c
9.4.3.1
Bond resistance
Tension, confined, single
reinforcing bar
db,max
≥ 1.0
10.25.2
10.25.3
low
7db
five
1d
9.4.3.1
Bond resistanceg
Tension, confined, single
reinforcing bar
db,max
≥ 1.0
10.25.2
high
10.25.3
7db
five
2
9.4.3.2
Bond/splitting behavior
Tension, confined,
reinforcing bars in corner
condition
#8/25
≥ 1.0
10.25.6
low
35db
sixi
Reliability tests
3
9.4.4.1
Sensitivity to hole
cleaning, dry substrated,e
Tension, confined, single
reinforcing bar
db,max
≥ 0.8
10.25.7
low
7db
five
4
9.4.4.2
Sensitivity to installation in
saturated concreted,e
Tension, confined, single
reinforcing bar
db,max
≥ 0.8
10.25.7
low
7db
five
5
9.4.4.3
Sensitivity to freeze/thaw
conditionsd
Tension, confined, single
reinforcing bar
#4/12
≥ 0.9
10.25.7 high
7db
five
6
9.4.4.4
Sensitivity to sustained
load at elevated Td
Tension, confined, single
reinforcing bar
#4/12
≥ 0.9
10.25.7
low
7db
five
7
9.4.4.5
Decreased installation
temperatured
Tension, confined, single
reinforcing bar
#4/12
≥ 0.9
10.25.7
low
7db
five
8
9.4.4.6
Sensitivity to installation
directiond
Tension, confined, single
reinforcing bar
db,max
≥ 0.9
10.25.7
low
7db
five
Installation procedure verification
9
9.4.5.1
Installation at deep
embedment
Bar installation in injected
hole, horizontal
db,max
-
10.25.8
-
60db
three
10
9.4.5.2
Injection verification
Injection in clear tube
db,max
-
10.25.8
-
60db
three
Durabiltiy
11a 9.4.6.1.1
Resistance to alkalinityd
Slice test
#4/12
-
10.25.10 low
-
ten
11b 9.4.6.1.2
Resistance to sulfurd
Slice test
#4/12
-
10.25.10 low
-
ten
12
Corrosion resistance
Current and potential test
#4/12
-
10.25.9
7db
three
9.4.7
17 of 49
low
ACCEPTANCE CRITERIA FOR POST-INSTALLED ADHESIVE ANCHORS IN CONCRETE ELEMENTS (AC308)
Table 3.8– Test program for evaluating deformed reinforcing bars for use in post-installed reinforcing bar
connections
Testing
Test
no. Test ref.
Purpose
Bar size
Test parametersa
No. of
tests
Assessment
US/Mb,c
αreq
db,max
-
Load &
displ.
fc
ℓb
nmin
7db
five
Special conditions
13
9.4.8
Seismic qualification for
reinforcing bar
connectionsf,h
Cyclic tension, confined,
single reinforcing bar
10.25.11 low
Notes for Table 3.8:
a.
All tests performed in test specimens in accordance with Fig. 4.5 and having minimum length/thickness of ℓb + 2 in. (ℓb + 50 mm).
b.
Sizes are U.S. customary and European metric. db,max is maximum size sought for recognition.
c.
d.
e.
Perform tests with deformed reinforcing bars conforming to the mechanical requirements of 9.4.3.2.1.
Tests are not required if corresponding test has been performed in accordance with Table 3.1, 3.2 or 3.3.
Tests shall be required if hole cleaning equipment and technique varies from that used for tests in accordance with Table 3.1, 3.2 or
3.3.
Where the adhesive anchor system has not otherwise been qualified for cracked and uncracked concrete, also perform tests in
accordance with Table 3.2, Test Nos. 3 and 4 using #4 (12 mm) reinforcing bars with 7db embedment.
Optional test. If this test is not performed, the evaluation report shall note that the value of f’c to be used in the determination of
development and splice lengths in accordance with ACI 318 shall not exceed 4000 psi (27.5 MPa).
Optional test.
Test bars in three test specimens for a total of six tests with cast-in bars and six tests with post-installed bars.
f.
g.
h.
i.
18 of 49
ACCEPTANCE CRITERIA FOR POST-INSTALLED ADHESIVE ANCHORS IN CONCRETE ELEMENTS (AC308)
4.1
Testing by ITEA and manufacturer
The required minimum sample size of reference, reliability and service-condition test numbers given in Tables 3.1,
through 3.3 of this standard shall be performed by the ITEA (Chapter 12) in their facility. Additional results of tests
performed by the manufacturer shall be permitted to be considered only if the results are statistically equivalent to
those of the ITEA. In the assessment, the number of tests conducted by the manufacturer shall not exceed the
number of tests performed by the ITEA.
Add 4.5.4
4.5.4 Where specified in this criteria, torque-controlled adhesive anchors shall be torqued in accordance with
4.5.4.1.
4.5.4.1 Apply the installation torque Tinst specified in the MPII using a calibrated torque wrench having a
measuring error within ±5% of the specified torque. A minimum of ten minutes after the initial application of Tinst,
loosen the nut or anchor bolt and req-apply torque to a level of 0.5Tinst.
New Fig. 4.6:
Fig. 4.6 – Test specimen to confirm bond and splitting behavior at deep embedment
19 of 49
ACCEPTANCE CRITERIA FOR POST-INSTALLED ADHESIVE ANCHORS IN CONCRETE ELEMENTS (AC308)
New Fig. 4.7:
LVDTs
Install reinforcing bar with end of hole
temporarily plugged
Prestress rods to strong floor
Support beams
Test specimen
Supports
Strong floor
Fig. 4.7 – Example of confined tension test setup for cyclic testing of reinforcing bar
Add 7.20
7.20
Sensitivity to reduced installation effort
7.20.1
Purpose – These reliability tests are performed to determine the sensitivity of the anchor to
adverse installation conditions. Perform these tests under tension loading.
7.20.2 General test conditions – In cracked concrete, use a minimum crack-opening width of 0.012 in. (0.3
mm), except as noted. Perform tests on anchors installed in high-strength concrete with setting torque T = 0.5Tinst
and a drill bit of diameter dm.
Add 7.21 and 7.22
7.21
Slip force tests
7.21.1 Slip force tests shall be conducted on torque-controlled adhesive anchors in cracked concrete to
estimate the tension force corresponding to loss of adhesion between the anchor element and the adhesive. A
significant and sudden change in slope of the load-displacement curve or a sudden increase in the expansion
force (as measured on pre-split test blocks) may be assumed to indicate loss of adhesion. An acceptable method
for conducting the slip force tests is given in 7.20.2.
20 of 49
ACCEPTANCE CRITERIA FOR POST-INSTALLED ADHESIVE ANCHORS IN CONCRETE ELEMENTS (AC308)
7.21.2 Install the anchor in accordance with the manufacturer’s printed installation instructions in a hairline
crack; however, do not apply the recommended installation torque. Open the crack by and perform a confined
tension test to failure with continuous measurement of load and displacement at the unloaded end of the anchor
element (see Fig. 7.5). The displacement of the anchor element relative to the concrete as measured at the
unloaded end of the anchor element shall be permitted to be used to estimate the force corresponding to loss of
adhesion (slip force). Other methods shall also be permitted.
7.22
Bond force tests
7.22.1 Bond force tests shall be conducted in cracked concrete with the adhesive used for torque-controlled
adhesive anchors to estimate the tension force corresponding to loss of adhesion between the adhesive and the
concrete under the most adverse conditions anticipated by these criteria. For these tests, Unified National Coarse
(UNC) threaded rod of an equivalent nominal diameter shall be substituted for the anchor element specified by
the manufacturer and no installation torque shall be applied. The adhesive shall otherwise be installed in
accordance with the manufacturer’s printed installation instructions; however, the hole cleaning and condition
shall correspond to the installation safety test included in the test program (see 7.5, 7.6, 7.7, 7.8) that represents
the most adverse condition for the adhesive.
New Figure 7.5
LVDT
Fig. 7.5 – Schematic of slip force test setup
8.4.2 Conduct of tests – Perform confined service-condition tests in accordance with 4.7 in both low- and highstrength concrete. Perform the evaluation for τk,cr in accordance with 10.4.5.3.3. All tests shall be conducted with
anchors installed in accordance with the MPII.
8.4.2.1 It shall be permitted to perform the service-condition tests described in Table 3.1, Tests 7a and 7b;
Table 3.2, Tests 11a through 11d; and Table 3.3, Tests 8a and 8b as unconfined tests. All tests shall be
conducted with anchors installed in accordance with the MPII.
21 of 49
ACCEPTANCE CRITERIA FOR POST-INSTALLED ADHESIVE ANCHORS IN CONCRETE ELEMENTS (AC308)
8.5.2.3 Qualify anchors for one or both of the temperature categories given in Table 8.1. The minimum
long-term temperature for which anchors shall be qualified is 110°F. The minimum short-term temperature for
which anchors shall be qualified is 176°F. Install and test a minimum of five anchors at each temperature data
point. For Temperature Category A, perform tests at standard temperature and at the short- and long-term
temperatures. For Temperature Category B, perform tests on anchors at standard temperature, at the long-term
and short-term test temperatures and a minimum of two intermediate temperatures between the long-term and
short-term temperatures with a maximum increment of 35°F. If the difference between the long- and short-term
test temperatures is less than 35°F, then testing at intermediate temperatures is not required.
R8.6 These tests establish the suitability of the adhesive anchor system for installation in concrete at lower-thanstandard temperatures. All adhesive anchor systems qualified for installation in concrete temperatures below 50°F are
required to be installed and tested at the target concrete temperature. When the target temperature for the system to be
qualified falls below 40°F, additional tests are required to assess the effect of rising concrete temperatures on the anchor
response. The rate of temperature rise is intended to be consistent with sun exposure.
A further distinction in testing of adhesive anchor systems for low temperature installation is made for systems that are
intended to be installed in concrete which can vary within a 12-hour period from a low of 40°F (5°C) or less to a high of
80°F (27°C) or more. Such a high rate of concrete temperature change may occur with relatively thin concrete members
directly exposed to solar warming (e.g., façade panels). Adhesive anchors installed in such members at the time when the
concrete is at its lowest temperature are assumed to be subject to a subsequent accelerated temperature rise of 5K/hr. The
supplemental tests in 8.6.2.3 address this issue.
Follow special procedures where the MPII includes them for low-temperature installation conditions. Where preheating of
adhesive cartridges to reduce viscosity and facilitate adhesive flow is specified in the MPII, observations should be made
to determine whether this results in retarded cure, lowering of the glass-transition temperature, and impaired resistance
to creep.
8.6.1 Purpose – These service-condition tests are used to assess the sensitivity of the adhesive anchor
system to installation in concrete having a temperature at the time of installation less than 50°F (10°C).
8.6.2 General test conditions – Tests are confined tension tests performed in uncracked concrete.
8.6.2.1 Test all adhesive anchor systems to be installed in concrete having a temperature less than 50°F
(10°C) in accordance with either 8.6.2.2 or 8.6.2.3. Tests according to 8.6.2.3 shall be performed for all systems
to be used in applications where concrete temperatures can vary within a 12-hour period from a low of 40°F (5°C)
or less to a high of 80°F (27°C) or more.
8.6.2.2 When anchors are recommended for installation in concrete temperatures below 50°F (10°C),
perform the following test:
(a) Install and test a minimum of (5) anchors. Install anchors per the MPII. Prior to installation, condition the
anchor rod and test member to the target temperature (i.e., the lowest installation temperature
recommended by the manufacturer) and maintain that temperature for a minimum of 24 hours.
22 of 49
ACCEPTANCE CRITERIA FOR POST-INSTALLED ADHESIVE ANCHORS IN CONCRETE ELEMENTS (AC308)
(b) Install the anchors in concrete test members and allow them to cure at the stabilized temperature for the
cure time according to the manufacturer’s printed installation instructions.
(c) Immediately thereafter, remove the test members from the cooling chamber and tension test the anchors
in order to assure the test members remain at the conditioned temperature. A thermocouple inserted into
the test member may be used to confirm the temperature at the time of testing.
8.6.2.2.1 When anchors are recommended for installation in concrete temperatures below 40°F (5°C), in
addition to the tests described in 8.6.2.2, perform the following test:
a) Install and test a minimum of (5) anchors. Install anchors per the MPII. Prior to installation, condition the
anchor rod and test member to the target temperature (i.e., the lowest installation temperature
recommended by the manufacturer) and maintain that temperature for a minimum of 24 hours.
(b) Install the anchors in accordance with the MPII and allow them to cure at the stabilized target
temperature for the cure time according to the MPII.
(c) Apply a constant tension load as given by Eq. 8.3.
Raise the temperature of the test chamber at a constant rate to standard temperature over a period of 72 to 96
hours while monitoring the displacement response for each anchor. A thermocouple inserted into the test
member may be used to confirm the temperature of the test members during the test. Once the test member
attains standard temperature and the displacements stabilize, conduct a confined tension test to failure with
continuous measurement of load and displacement. If the displacements do not stabilize within 150 hours from
the start of temperature rise, the test shall be discontinued.
Add 8.6.2.3
8.6.2.3 Where anchors are recommended for installation in concrete that is subject to temperature variations
within a 12-hour period from a low of 40°F (5°C) or less to a high of 80°F (27°C) or more,.perform the following
test:
(a) Perform sustained load tests at standard temperature in accordance with 7.17.
(b) Concrete test members shall have maximum dimensions 30 in. by 18 in. by 12 in. (760 mm by 460 mm by
300 mm). Alternatively, a 12-in. (300 mm) high cylinder with maximum diameter 13 in. (330 mm) may be
used.
(c) Install and test a minimum of (5) anchors. Install anchors per the MPII. Prior to installation, condition the
anchor rod and test member to the target temperature (i.e., the lowest installation temperature
recommended by the manufacturer) and maintain that temperature for a minimum of 24 hours.
(d) Install the anchors in the concrete test members of the target temperature and allow them to cure at the
stabilized temperature for the cure time according to the manufacturer’s printed installation instructions.
(e) Immediately after the curing period has elapsed, remove the test members from the cooling chamber and
apply a tension preload not exceeding 5% of Nsust,lt as given by Eq. (7-3) or 300 lbs to the anchor prior to
zeroing displacement readings. Then increase the load on the anchor to a constant tension load Nsust,lt
23 of 49
ACCEPTANCE CRITERIA FOR POST-INSTALLED ADHESIVE ANCHORS IN CONCRETE ELEMENTS (AC308)
as given by Eq. 8.3, raise the temperature of the test chamber at a constant rate of 5K/hr to standard
temperature and maintain Nsust,lt over a minimum duration of 42 days while monitoring the displacement
response for each anchor according to 7.17.3.3. A thermocouple inserted into the test member shall be
used to confirm the temperature at the time of testing.
(f) Immediately following the sustained load portion of the test, conduct a confined tension test to failure at
standard temperature with continuous measurement of load and displacement.
8.8.3 Punch tests – Specimens shall be tested within 4 hours following removal from storage (exposure)
whereby the specimens shall not be permitted to dry out prior to testing. This condition shall be
considered to be fulfilled if the specimens are maintained at standard temperature.
Alternately, within 15 minutes of removal from storage (exposure), double wrap the individual specimens in
plastic food wrap and place them in sealable plastic bags or impermeable containers until testing. Test
the specimens within 4 hours following removal from plastic food wrap whereby the specimens shall not be
permitted to dry out prior to testing. This condition shall be considered to be fulfilled if the specimens are
maintained at standard temperature. The time during which the specimens may be contained in the sealed
condition shall be minimized and shall not exceed 14 days.
The thickness of the slices shall be measured and the slices shall be tested in a test apparatus that permits
the anchor element of the slice to be punched through the slice while restraining the surrounding concrete (see
Fig. 8.1).
The loading punch shall act centrally on the metal element. The peak load for each test shall be recorded.
Discard results from slices that split curing the punch test. Evaluate the bond stress τdur,i for each punch test
using Eq. (8-1).
8.12.2 General test conditions – Test each anchor diameter at the embedment at embedments as specified in
Table 3.2, Table 3.6 and Table 3.7. Install the anchor in a closed crack in accordance with 4.8. If no torque is
specified by the MPII, finger-tighten the anchor prior to testing. Open the crack by ∆w = 0.020 in. where ∆w is
additive to the width of the closed hairline crack after anchor installation. Subject the anchors to the sinusoidal
tension loads specified in Table 8.2 and Fig. 8.3 with a cycling frequency between 0.1 and 2 Hz, whereby Neq is
given by Eq. (8-2), Nm is given by Eq. (8-3), and Ni is given by Eq. (8-4). The minimum load for each load level
shall not be greater that 5% Neq or 100 lbs. If the mean tension capacity from reference service condition tests is
determined from unconfined tests, conduct load cycling as an unconfined test. If the mean tension capacity from
reference service condition tests is determined from confined tests, conduct load cycling as a confined test.
 f

N eq  0.5 N o ,i  c ,test 
 f c ,test ,2 
n
lb
(8-2)
where
N o ,i =
mean tension capacity from reference service condition tests in low-strength cracked concrete
as follows: Table 4.2, Test 11c, Table 4.3, Test No. 11c or Table 4.4, Test No. 11c if load
cycling is performed as an unconfined test or mean tension capacity from confined reference
24 of 49
ACCEPTANCE CRITERIA FOR POST-INSTALLED ADHESIVE ANCHORS IN CONCRETE ELEMENTS (AC308)
service condition tests in low-strength cracked concrete as follows: Table 4.2, Test No. 1b,
Table 4.3, Test No. 1b or Table 4.4, Test No. 1b if load cycling is performed as a confined test,
lb (N).
f c ,test =
compressive strength of concrete used at time of testing, psi;
f c ,test ,2 =
compressive strength of concrete corresponding to the tests used to establish N o ,i , psi; and
n
normalization exponent determined in accordance with 10.2.
=
8.12.2.1 Record the crack width, anchor displacement, and applied tension load in accordance with 4.8.
Following completion of the simulated seismic-tension cycles, open the crack to a width not less than the crack
opening width as measured at the end of the cyclic test and load the anchor in tension to failure. Record the
maximum tension load, that is, residual tension capacity; the corresponding displacement; and plot the loaddisplacement response. If the mean tension capacity from reference service condition tests is determined from
unconfined tests, conduct the tension test to failure as an unconfined test. If the mean tension capacity from
reference service condition tests is determined from confined tests, conduct the tension test to failure as a
confined test.
9.1.7 Install anchors in accordance with the MPII. Perform a minimum of five confined tension tests to failure
on anchors in concrete produced in accordance with Mixture Design A and a minimum of five confined tension
tests to failure in concrete produced in accordance with Mixture Design B. Perform tests in accordance with 4.7
within the age interval of 28 to 56 days.
Add 9.3
9.3—Supplemental tests for recognition of deformed reinforcing bars as anchor elements
9.3.1 Perform tests on all diameters of deformed reinforcing bar anchor elements sought for recognition in
accordance with Table 3.1, Table 3.2, or Table 3.3.
Exception: If tests have been performed on a minimum of five diameters of threaded rod anchor elements in
accordance with Table 3.1, Table 3.2, or Table 3.3, it shall be permitted to obtain recognition for the use of
deformed reinforcing bar anchor elements corresponding to the tested range of threaded rod anchor element
diameters as follows:
9.3.1.1 Perform tests with deformed reinforcing bars in accordance with Table 9.2. The range of reinforcing
bar anchor element diameters tested shall correspond to the tested range of threaded rod anchor element
diameters.
9.3.1.2 Demonstrate for all tested diameters that test results from tests according to 9.3.1.1 are statistically
equivalent to or exceed the tests with threaded rod anchor elements of approximately equivalent diameters.
9.3.1.3 If it cannot be shown that the test tests according to 9.3.1.1 are statiscally equivalent to or exceed
the tests with threaded rod anchor elements for all approximately equivalent diameters, adjust the characteristic
25 of 49
ACCEPTANCE CRITERIA FOR POST-INSTALLED ADHESIVE ANCHORS IN CONCRETE ELEMENTS (AC308)
tension bond stresses in uncracked and cracked concrete with the minimum ratio of the mean bond stress for the
tested deformed reinforcing bar diameters to the mean bond stress for threaded rod diameters of approximately
equivalent diameter.
Table 9.2 – Minimum required tests for supplementary recognition of reinforcing bars
as anchor elements
Table 3.1
Table 3.2
Table 3.3
Test No.
Diameters
Test No.
Diameters
Test No.
Diameters
1a
all
1a
all
1a
all
7a
all
1b
all
3
all
1d
all
8a
all
4
sm., med., lg.
5
sm., med., lg.
†
sm., med., lg.
†
11c
sm., med., lg.
17*
all
*
all
11a
18
†
Not required if tests with threaded rod are conducted as confined tests.
*
Where recognition for seismic is to be included.
26 of 49
ACCEPTANCE CRITERIA FOR POST-INSTALLED ADHESIVE ANCHORS IN CONCRETE ELEMENTS (AC308)
Add 9.4
9.4—Supplemental tests for recognition of deformed reinforcing bars for use in post-installed reinforcing
bar connections
9.4.1 Perform tests in accordance with Table 3.8.
9.4.2 Recogntion shall be limited to the hole drilling and cleaning methods included in the MPII. Tests in
accordance with Table 3.8 shall be repeated for each drilling/hole cleaning method included in the MPII.
9.4.3 Service condition tests
9.4.3.1 Bond performance tests – Perform tests as confined tension tests in test specimens in accordance
with Fig. 4.5. Tension load and bar displacement relative to a fixed point outside of the concrete of the test
specimen shall be continuously recorded.
9.4.3.2 Tests for bond and splitting behavior at deep embedment – Perform tests as tension tests to failure
with test specimens as shown in Fig. 4.6.
9.4.3.2.1 Reinforcing bars shall be fabricated in accordance with recognized standards and shall fulfill the
requirements of Table 9.3:
Table 9.3 – Requirements for reinforcing bars used in bond tests
Tensile strength, min.
Yield strength, min.
Relative rib area, Rr*
psi
MPa
psi
MPa
min.
max.
95000
650
73000
500
0.05
0.10
* R  0.75 hr
r
sr
where
hr =average height of deformations and sr =average spacing of deformations
Reinforcing bars conforming to the requirements of ASTM A706 Grade 80 shall be assumed to fulfill 9.4.3.2.1.
9.4.3.2.2 Cast test specimens vertically so the concrete is well consolidated around the reinforcing.
9.4.3.2.3 Perform tests as confined tests. The bearing plate shall be at least 1-inch (25 mm) thick and
shall be so constructed to cover the entire surface of the test specimen with 4 holes with diameter 1.5 times the
bar diameter. The friction reducing surface shall consist of two layers of friction-reducing material (PTFE, other).
Lubricate the interstitial surfaces of the PTFE layers with Teflon spray. Measure load and displacement
continuously. The tests shall be performed as displacement-controlled tests. The rate of displacement shall be
established so that the test duration to peak load is not less than five minutes and not more than 15 minutes.
9.4.4 Reliability tests
9.4.4.1 Dry concrete - Perform tests in accordance with 7.5.
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ACCEPTANCE CRITERIA FOR POST-INSTALLED ADHESIVE ANCHORS IN CONCRETE ELEMENTS (AC308)
9.4.4.2 Saturated concrete – Perform tests in accordance with 7.6.
9.4.4.3 Freezing and thawing – Perform tests in accordance with 7.16.
9.4.4.4 Sustained load at elevated temperature – Perform tests in accordance with 7.17 whereby the load
Nsust,lt shall be determined in accordance with Eq. (7-3a).
N sust ,lt   min,req     b  db
(7-3a)
where
 min,req
=830 psi (5.7 MPa)
9.4.4.5 Tension tests with decreased installation temperature – Perform tests in accordance with 8.6.
9.4.4.6 Sensitivity to installation direction – Perform tests in accordance with 7.18.
9.4.5 Tests to verify installation procedure
9.4.5.1 Installation at maximum recognized embedment – Perform tests with minimum concrete cover as
indicated in the MPII. Repeat tests for each installation system included in the MPII for the tested bar diameter.
Perform hole drilling, adhesive injection, and bar installation in the horizontal postion with the concrete test
member, reinforcing bar, and adhesive conditioned to the maximum installation temperature indicated in the MPII.
9.4.5.2 Injection verification – Perform tests with each installation system included in the MPII for the tested
bar diameter in clear rigid tubing that is resistant to the heat generated by the adhesive, does not react with the
adhesive, and that has an inner diameter approximately equal to the hole diameter specified in the MPII. Perform
tests in the horizontal position with the tube hidden from the view of the personnel performing the injection. Inject
adhesive in accordance with the MPII and install the deformed reinforcing bar to the required embedment.
9.4.6 Durability tests
9.4.6.1 Perform slice tests in accordance with 8.8.
9.4.6.1.1 Tests for exposure to alkaline water – Perform tests in accordance with 8.8.2.2.1.
9.4.6.1.2 Kesternich Test – Peform tests in accordance with 8.8.2.2.2.
9.4.7Corrosion tests
9.4.7.1 Perform tests in 6 in. (150 mm) concrete cubes or in a rectangular section of any length with cross
section 6 in. x 6 in. (150 mm x 150 mm). The concrete shall conform to the requirements of 4.3 with the following
exceptions:
1. The water-cement ratio used for the mix design shall be equal to or greater than 0.6.
2. The mix design shall be supplemented with a source of chloride ions to result in water-soluble chloride ion (CI-)
content in concrete by weight of cement of 0.30 percent. Water-soluble chloride ion content shall be determined
by ASTM C1218 on the concrete at age between 28 and 42 days.
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ACCEPTANCE CRITERIA FOR POST-INSTALLED ADHESIVE ANCHORS IN CONCRETE ELEMENTS (AC308)
The concrete shall have a minimum age of 21 days and shall be free of surface carbonization at the
commencement of the test. Prior to installation, ensure that reinforcing bars are free of mill scale or other loose
contaminants or coatings and clean with ethanol. Install bars in accordance with the MPII for dry concrete at an
edge distance of 3 in. (75 mm) at an embedment depth of 2-3/4 inches (70 mm) and with the end of the bar in
contact with the end of the drilled hole. Where multiple anchors are installed in a rectangular section, the
minimum spacing between bars shall be 2 in. (50 mm). Following installation of the anchors, coat the surface of
the concrete around each installed reinforcing bar with an epoxy sealer. The coating shall extend for a distance of
3/4 inch (2 cm) from the perimeter of the bar.
9.4.7.2 The test apparatus is shown in Fig. 9.1 and consists of a non-reactive, non-metallic container in
which the concrete test specimen is immersed in a water solution to a depth of 3-1/2 inches (90 mm) with a 3/8
inch (10 mm) clear distance maintained between the bottom of the test specimen and the floor of the container by
means of non-reactive spacer blocks. L-shaped cathodes constructed from austenitic stainless steel (316) plate
shall be so dimensioned and positioned on the floor of the container to result in a surface exposure to the water
solution of not less than 15.5 in2 (100 cm2), not including that portion of the electrode that rests on the bottom of
the container. The cathodes shall be equipped with a 100 Ohm resistor (accuracy of ± 1%), and shall have been
degreased with ethanol, exposed to a 5% nitric acid solution for 10 minutes, rinsed with distilled water and placed
in distilled water distilled water conditioned with dissolved sodium sulfate and sodium bicarbonate each in the
amount of 200 mg per liter for a period of at least 14 days immediately prior to the conduct of the test.
9.4.7.3 After the adhesive cure time has elapsed, install the test specimen and the cathodes in the
container, fill the container with distilled water conditioned with dissolved sodium sulfate and sodium bicarbonate
each in the amount of 200 mg per liter, and connect the reinforcing bars to the cathodes.
9.4.7.3 Measure the current between the reinforcing bars and the attached cathodes by measuring the
potential drop over the resistor using a micro voltmeter with a resolution of 100 nV and input resistance of at least
10 MOhm.
9.4.7.4 Measure the corrosion potential of each reinforcing bar against a reference electrode in the
container with a voltmeter having a minimum input resistance of 10 MOhm and a resolution of 0.1 mV.
9.4.7.5 Perform measurement of current flow and potential at maximum 1 hour intervals for the duration of
the test.
9.4.7.6 Use reference electrodes equipped with porous stoppers that have been stored, maintained, and
calibrated in accordance with manufacturer instructions. Alternatively, if calibration information for the reference
electrode is unavailable, it is permissible to check the potential of the reference electrode weekly with a saturated
Cu/CuSO4 electrode (CSE).
9.4.7.7 It shall be permitted to use an electrolyte bridge to avoid contamination of the electrolyte solution
with copper ions or chlorides.
9.4.7.8 Plot the current flow and potential over time.
9.4.7.9 The duration of the tests shall be at least 3 months.
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ACCEPTANCE CRITERIA FOR POST-INSTALLED ADHESIVE ANCHORS IN CONCRETE ELEMENTS (AC308)
Fig. 9.1 – Corrosion test apparatus
9.4.8Seismic resistance
9.4.8.1 Perform all tests in test specimens similar to that shown in Fig. 4.7. The bar shall be prevented from
contacting the end of the drilled hole during the test by extending the drilled hole beyond the required embedment
and inserting a compressible material at the bottom of the hole prior to injection and bar insertion. Tests are
conducted as confined tests with a friction reducing material (PTFE, other) placed between the confining plate
and the concrete surface.
9.4.8.2 Perform cyclic tension tests (push-pull) using displacement control in accordance with Fig. 9.2. The
value of su shall be taken as the mean displacement at peak load from tension tests in accordance with Table 3.9,
Test No. 1a.
9.4.8.3 Tension load and bar displacement relative to a fixed point outside of the concrete of the test
specimen shall be continuously recorded and plotted in a manner similar to that shown in Fig. 9.2.
9.4.8.4 Perform ten loading cycles as shown in Fig. 9.2. Thereafter, perform a static tension test to failure.
30 of 49
ACCEPTANCE CRITERIA FOR POST-INSTALLED ADHESIVE ANCHORS IN CONCRETE ELEMENTS (AC308)
New Fig. 9.2:
Fig. 9.2 – Cyclic loading protocol for seismic qualification of post-installed reinforcing bar connections
10.3.2 It shall be permitted to establish bond stresses over several diameters using a trend line (regression
analysis). The trend line shall satisfy the following requirements:
a. The coefficient of variation associated with the trend line shall be in accordance with 10.4.2 for adhesive
anchors and 10.4.9.4 for torque-controlled adhesive anchors.
b. The value of the correlation coefficient (r) associated with the trend line shall be equal to or greater than
the value given in Table 10.3.1 for a given data population (n). It shall be permitted to calculate r as the
square root of the coefficient of determination, R2. For values of n between the tabular values, the value
of r shall be taken from Table 10.4.1 as the next higher value.
c.
The value of the slope of the trend line shall not change sign.
d. A minimum of four evenly distributed anchor diameters shall be tested to develop the trend line.
e. Values for diameters outside of the tested diameter range shall not be extrapolated from the trend line.
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ACCEPTANCE CRITERIA FOR POST-INSTALLED ADHESIVE ANCHORS IN CONCRETE ELEMENTS (AC308)
Table 10.3.1 – Minimum values of correlation coefficient (r) for trend lines*
n
rmin
n
rmin
n
rmin
n
rmin
4
0.999
14
0.78
24
0.629
50
0.451
5
0.991
15
0.76
25
0.618
60
0.414
6
0.974
16
0.742
26
0.607
70
0.385
7
0.951
17
0.725
27
0.597
80
0.361
8
0.925
18
0.708
28
0.588
90
0.341
9
0.898
19
0.693
29
0.579
100
0.324
10
0.872
20
0.679
30
0.57
200
0.231
11
0.847
21
0.665
35
0.532
300
0.189
12
0.823
22
0.652
40
0.501
400
0.164
13
0.801
23
0.64
45
0.474
500
0.147
1000
0.104
*
Critical values of Pearson’s correlation coefficient for one-tailed level of significance of 0.0005, two-tailed 0.001.
32 of 49
ACCEPTANCE CRITERIA FOR POST-INSTALLED ADHESIVE ANCHORS IN CONCRETE ELEMENTS (AC308)
10.4.3.3 Alternatively, it shall be permitted to perform the comparison of reliability and reference test
results using trend lines developed from regression analysis of the calculated bond stress as a function of
diameter in accordance with Section 10.3.2 for the reliability and reference test results.
10.4.5.3.3 If the value τk,cr is derived from service condition tests in cracked concrete performed as
confined tests, the value τk,cr shall not exceed αsetup • τk,nom,cr , where τk,nom,cr is evaluated from service-condition tests
in cracked concrete performed as unconfined tests and evaluated in accordance with 10.4.5.2.
10.4.7.1 Where a reduced sustained load is required to meet the displacement requirements in the crack
width cycling, freezing and thawing tests, or in tension tests at decreased installation temperature in accordance
with 8.6.3, the reduction factor
  shall be evaluated in accordance with Eq. (10.17).
 N red 
  1 .0
 N req 
   min 
(10.17)
where
N red =
reduced sustained load in a reliability test series test series or in tension tests at decreased
installation temperature in accordance with 8.6.3 as required to satisfy displacement criteria,
lb; and
N req =
required sustained load for a reliability test series – N w for tests in accordance with Eq. (7-1),
N sust , ft for tests in accordance with Eq. (7-2), and for tension tests at decreased installation
temperature in accordance with 8.6.3, lb.
Add 10.4.9
10.4.9 Assessment of characteristic tension capacity associated with concrete breakout and pullout for
torque-controlled adhesive anchors
10.4.9.1 Verification of test requirement – The testing and assessment of torque-controlled adhesive
anchors shall be conducted in accordance with Table 3.7.
Exception: If tests to determine the slip force and bond force have been conducted in accordance with Table 3.6,
Test Nos. 10a and 10b, respectively, and it can be shown that either Eq. (10-18a) or Eq. (10-18b) is fulfilled, then
testing and assessment of torque-controlled adhesive anchors shall be permitted to be conducted in accordance
with Table 3.6.
10.4.9.2 Slip force and bond force test assessment
10.4.9.2.1 In the slip force and bond force tests, the load at which loss of adhesion between the adhesive
and the concrete occurs shall be determined in accordance with 10.4.4.
10.4.9.2.2 The results of the bond force tests shall be normalized to fc = 2,500 psi (17.2 MPa) in
accordance with 10.2. The coefficient of variation of the slip force tests shall not exceed 15% and the coefficient
of variation of the bond force tests shall not exceed 10%. If these conditions are not fulfilled, a larger ratio of bond
33 of 49
ACCEPTANCE CRITERIA FOR POST-INSTALLED ADHESIVE ANCHORS IN CONCRETE ELEMENTS (AC308)
force to slip force shall be required in Eq. (10-18a) or Eq. (10-18b) to ensure that the slip force exceeds the bond
3
force with a probability p  10 .
N bond ,
N slip ,
 3.0
(10-18a)
where:
N bond , = the mean force corresponding to loss of adhesion between the adhesive and the
concrete (mean bond force) for anchor diameter  , lb [N]; and
N slip , =
the mean force corresponding to loss of adhesion between the anchor element and
the adhesive (mean slip force) for anchor diameter  , lb [N].
N k ,bond ,
N 95%,slip ,
 1.3
(10-18b)
where:
N k ,bond , = the characteristic force (5% fractile, 90% confidence) corresponding to loss of
adhesion between the adhesive and the concrete (characteristic bond force) for
anchor diameter  , lb [N]; and
N95%,slip , = the 95% fractile at 90% confidence of the force corresponding to loss of adhesion
between the anchor element and the adhesive (characteristic slip force) for anchor
diameter  , lb [N].
10.4.9.3 Torque-controlled adhesive anchors shall not exhibit pull-out characterized by failure at the
adhesive/concrete boundary. Pull-out failure whereby the failure occurs at the adhesive/anchor element boundary
is permissible.
10.4.9.4 Requirements on coefficient of variation
10.4.9.4.1 In each reliability test series, the coefficient of variation of the ultimate loads shall not exceed
20%. For all other test series, the coefficient of variation of the ultimate loads shall not exceed 15%.
10.4.9.5 Comparison with reference tests
10.4.9.5.1 For all reliability tests listed in Table 3.6 or Table 3.7 with the exception of torque tests, slip
34 of 49
ACCEPTANCE CRITERIA FOR POST-INSTALLED ADHESIVE ANCHORS IN CONCRETE ELEMENTS (AC308)
force tests and bond force tests, calculate the value using Eq. (10-18c).
 N r ,i N k ,r ,i 
;
  1.0
 N o ,i N k ,o ,i 
  min 
(10-18c)
where:
N r ,i =
mean failure load from reliability test series i, lb (N);
N o ,i =
mean failure load from the corresponding reference test series, lb (N);
N k ,r ,i =
characteristic failure load from reliability test series i calculated in accordance with
10.4, lb (N); and
N k ,o ,i =
characteristic failure load from the corresponding reference test series calculated in
accordance with 10.4, lb (N).
10.4.9.5.2 The evaluation of
N k ,r ,i
in Eq. (10-18c) is valid for cases where a comparable number of test
N k ,o ,i
results are used for both series (reliability and reference). Comparison of the characteristic values may be omitted
if either of the following conditions is met:
1. For both test series, the coefficient of variation of the failure loads ≤ 10%.
2. The difference in the number of tests in each series n  5 and the coefficient of variation of the
reliability test series is equal to or less than the coefficient of variation of the reference test
series.
10.4.9.5.3 For the purpose of evaluating  in accordance with Eq. (10-18c), the value N k ,o ,i shall be
permitted to be calculated using Eq. 10.18d. In this case, N o ,i shall be taken as 1.3N k ,o ,i .
N k ,o ,i  khef
1.5
f c ,i lb [N]
(10-18d)
where
k  kcr ,kuncr  = calculated according to 10.4.9.7.
10.4.9.6 Requirements for load-displacement behavior
10.4.9.6.1 The tension load-displacement behavior of single torque-controlled adhesive anchors shall
be predictable, except as noted in 10.4.9.6.1.1 and 10.4.9.6.1.2. Fig. 10.1.1 provides examples of acceptable and
unacceptable load-displacement curves for torque-controlled adhesive anchors. For each anchor tested, a
35 of 49
ACCEPTANCE CRITERIA FOR POST-INSTALLED ADHESIVE ANCHORS IN CONCRETE ELEMENTS (AC308)
plateau with a slip larger than 5% of the displacement at ultimate load, or a temporary drop in load, shall not occur
at load levels less than N1 . For tests in uncracked concrete,
tests in cracked concrete,
N1 is taken as the lesser of 0.8N u and Ase f y . For
N1 is taken as the lesser of 0.7N u and Ase f y . This requirement shall be fulfilled in all
confined and unconfined tension tests specified in Table 3.6 and Table 3.7 that are conducted to failure with
continuous measurement of load and displacement.
10.4.9.6.1.1
Minor deviations in the tension load-displacement behavior from the requirements of
10.4.9.6.1 at the point of loss of adhesion between the anchor element and the
adhesive shall be permitted when conducting tests in cracked concrete. Such
deviations, characterized by a loss of load prior to the attainment of peak load, shall not
extend for more than 0.020 inches (0.5 mm) of displacement.
10.4.9.6.1.2
Within a test series, if not more than one test shows a load-displacement curve not
complying with 10.4.9.6.1, the anchor shall be considered acceptable provided that two
conditions are met:
a. There is little or no drop in load; and
b. The deviation is justified as being uncharacteristic of the anchor behavior and is
due to an external cause such as a defect in the test procedure or in the base
material. Such defects shall be described in detail in the evaluation report, and the
results of an additional ten tension tests shall display load-displacement curves
meeting the requirements of 10.4.9.6.1.
10.4.9.6.2 Where the requirements of 10.4.9.6.1 are not met in reliability and service-condition tension
tests, calculate the adjustment factor  slip in accordance with Eq. (10-18e).
 slip 
N 1,x
 1.0
N1
(10-18e)
where
N1 =
=
N 1,x =
min 0.8N u ; Ase f y  uncracked concrete, lb (N).
min 0.7N u ; Ase f y 
load corresponding to uncontrolled slip in tension test x, lb (N).
36 of 49
ACCEPTANCE CRITERIA FOR POST-INSTALLED ADHESIVE ANCHORS IN CONCRETE ELEMENTS (AC308)
NU
1
2
N1
Load, N
3
Displacement
Curves 1 and 2 show load-displacement responses in conformance with 10.4.9.6.1.
Curve 3 shows uncontrolled slip requiring calculation of  slip . See 10.11.3 for requirements on  lim .
Fig. 10.1.1 – Load-displacement requirements
10.4.9.7 Concrete cone breakout capacity
10.4.9.7.1 Evaluate the concrete cone breakout capacity N m from test results considering test conditions
and sample size.
10.4.9.7.2 Calculate mean effectiveness factors km independently for unconfined tension tests conducted
in uncracked concrete and for unconfined tension tests conducted in cracked concrete using Eq. (10-18f).
km 
Nu
1  h
1.5
ef
in., lb [N,mm]
(10-18f)
f c ,test ,i
where
1  1 -
0.19
n
n  no. of tests included in evaluation of N u
10.4.9.7.3 If the values of km calculated with Eq. (10-18f) do not meet the minimum permissible values
of km given in Table 10.6.1, the minimum value of k in Table 10.6.1 shall be reported and the characteristic tension
resistance shall be determined in accordance with 10.4.9.8.1. The values of kuncr and kcr reported in Table 11.3
shall not exceed the maximum reportable k values given in Table 10.6.1.
37 of 49
ACCEPTANCE CRITERIA FOR POST-INSTALLED ADHESIVE ANCHORS IN CONCRETE ELEMENTS (AC308)
Table 10.6.1 – Minimum and maximum values of effectiveness factors, kcr and kuncr
Effectiveness
factor
kcr
kuncr
Permissible range of calculated mean
effectiveness factor, km
Value of kcr and kuncr to be
reported
in., lb
SI
in., lb
SI
22 ≤ km < 27
9.2 ≤ km < 11.3
17
7.1
27 ≤ km < 32
11.3 ≤ km < 13.4
21
8.8
km  32
km  13.4
24
10.0
32 ≤ km < 35
13.4 ≤ km < 14.6
24
10.0
35 ≤ km < 40
14.6 ≤ km < 16.7
27
11.3
km  40
km  16.7
30
12.6
10.4.9.7.4 If tension tests conducted at the embedment and steel strength reported in Table 11.3 result
in steel failure at a load corresponding to a k that is less than the minimum reportable value from Table 10.6.1,
report the minimum reportable values given in Table 11.3 for
kcr and kuncr . If tension tests conducted at the
embedment and steel strength reported in Table 11.3 result in steel failure at a load corresponding to a k that is
greater than the minimum reportable value from Table 10.6.1, report the corresponding values kcr and kuncr from
Table 10.6.1. Alternatively, it shall be permitted to perform the tests used to determine the effectiveness factors in
such a manner as to result in concrete failure. Acceptable methods include substituting a bolt of higher steel
strength in the anchor or setting the anchor at a reduced embedment depth. Where a change in the specified
components of the anchor is required, an assessment shall be made to determine that the functioning of the
anchor is not enhanced by the required modification.
10.4.9.8
Pull-out capacity
10.4.9.8.1 For torque-controlled adhesive anchors qualified in accordance with Table 3.6 or Table 3.7,
reduce the nominal characteristic tension pullout capacities for cracked and uncracked concrete
N k , p ,nom( cr ,uncr ) in
accordance with Eq. (10-18g) and report the characteristic pull-out capacity in cracked and uncracked concrete
N k , p ( cr ,uncr ) for each combination of mandatory and optional use conditions specified.
38 of 49
ACCEPTANCE CRITERIA FOR POST-INSTALLED ADHESIVE ANCHORS IN CONCRETE ELEMENTS (AC308)
Exception: For short-term loads such as wind or earthquake, the factor
  in accordance with Eq. (10-18j)
need not be included in the determination of Nk,p in accordance with Eq. (10-18g).
N k , p ( cr ,uncr )  N k , p ,nom ( cr ,uncr )     lt   st   dur      cat 3 lb [N]
(10-18g)
where
N k , p ,nom ,uncr = the characteristic capacity as determined from service-condition tests in low- and
high-strength uncracked concrete in accordance with this criteria; and
N k , p ,nom ,cr =
the characteristic capacity as determined from service-condition tests in low- and
high-strength cracked concrete in accordance with this criteria.

=



min min
; min  slip  for the reliability and service-condition tests listed in
 req


Table 10.6.2 and Table 10.6.3, respectively.
 slip
=
reduction factor for uncontrolled slip, see Eq. (10-18e).
 lt
=
reduction factor for maximum long-term temperature, see Eq. (10-26).
 st
=
reduction factor for maximum short-term temperature, see Eq. (10-27).
 dur
=
reduction factor for durability, see Eq. (10-29).

=
min. reduction factor for reduced sustained/repeated load in reliability tests, see
Eq. (10-18j).
 cat 3
=
reduction factor for anchor category 3, see Eq. (10-18i).
Table 10.6.2 – Reliability tests relevant for the determination of
min
3

 req
4
and min  slip in Eq. (10-18g).
Table 3.6
Table 3.7
Test No.
Test No.
5
6*
7
8*
3
*Optional tests.
39 of 49
4
5
6*
7
8*
ACCEPTANCE CRITERIA FOR POST-INSTALLED ADHESIVE ANCHORS IN CONCRETE ELEMENTS (AC308)
Table 10.6.3 – Service-condition tests relevant for the determination of min  slip in Eq. (10-18g).
12a1
2a
12b1
2b
12c1
2c
Table 3.6
Test No.
12d1 13a1
2d
3a
13b1
3b*
13c1
3c
11*
10a1
0a
10b1
0b
10c1
0c
Table 3.7
Test No.
10d1 11a1
0d
1a
11b1
1b*
11c1
1c
1616
*
*Optional tests.
10.4.9.8.2 Further modify the characteristic tension resistance
N k , p ,cr for seismic load cases in
accordance with Eq. (10-18h)
N k , p ,seis  N k , p ,cr   N ,seis lb [N]
(10-18h)
where:
 N ,seis
=
reduction factor for seismic tension loading, see Eq. (10-30).
N k , p ,seis =
10.4.9.9
seismic tension pull-out resistance, lb (N).
Anchor category
10.4.9.9.1
The tested anchor system shall be assigned an anchor category in accordance with
Table 10.6.4. The anchor category shall be reported in Table 11.3.
Table 10.6.4 – Anchor categories for torque-controlled adhesive anchors
Value of
Anchor
category
 req
for selected installation safety tests
Table 3.6
Table 3.7
Test No.
Test No.
2a
2b
2c*
2d*
2e*
2f
2a
2b
2c*
2d*
2e*
2f
1
0.95
0.95
0.90
0.90
0.90
0.90
0.95
0.95
0.90
0.90
0.90
0.90
2
0.80
0.80
0.75
0.75
0.75
0.75
0.80
0.80
0.75
0.75
0.75
0.75
3
0.70
0.70
0.65
0.65
0.65
0.65
0.70
0.70
0.65
0.65
0.65
0.65
*Optional tests, see Table 10.7.1.
10.4.9.9.2
Where α is less than the values of αreq corresponding to anchor category 3 in Table
10.6.4, the anchor shall be assigned to anchor category 3 and a reduction factor αcat3 for the determination of
Nk,p(cr,uncr) in accordance with Eq. (10-18g) shall be determined in accordance with Eq. (10-18i). For all other cases,
αcat3 shall be taken as 1.0.
40 of 49
ACCEPTANCE CRITERIA FOR POST-INSTALLED ADHESIVE ANCHORS IN CONCRETE ELEMENTS (AC308)


 ≤ 1.0
  req.cat 3 

αcat3 = min 
(10-18i)
where
αreq,cat3
αcat3 corresponding to anchor category 3 for corresponding installation safety test
=
in accordance with Table 10.6.4.
10.4.9.10
Adjustment for reduced sustained load
10.4.9.10.1
Where a reduced sustained load is required to meet the displacement requirements in a
reliability test series or in tension tests at decreased installation temperature in accordance with 8.6.3, the
reduction factor   shall be evaluated in accordance with Eq. (10-18j).
 N red 
  1.0
 N req 
   min 
(10-18j)
where
N red =
reduced sustained or repeated load in a reliability test series or in tension tests at
decreased installation temperature in accordance with 8.6.3 as required to satisfy
displacement criteria; and
N req =
required sustained or repeated load for a reliability test series or in tension tests at
decreased installation temperature in accordance with 8.6.3;
=
N w for tests in accordance with Eq. (7-1);
=
N sust , ft for tests in accordance with Eq. (7-2);
=
N sust ,lt for tests in accordance with Eq. (7-3).
In no case shall the value of
  be less than 0.40.
10.11.3 The mean values of the extrapolated estimates of the total displacement over the anchor intended
service life  service shall not exceed limiting values  lim of displacement at standard temperature,  lim ,std , and at
elevated temperature,  lim ,elev .
10.11.3.1 Tests conducted at standard temperature shall satisfy Eq. (10.25a).
 service   lim,std
(10.25a)
where
 lim ,std =
mean displacement corresponding to loss of adhesion
Fig. 10.1 (a) through(d)) or to uncontrolled slip
N adh for adhesive anchors (10.4.4 and
N1,x for torque-controlled adhesive anchors
(10.4.9.6 and Fig. 10.1.1) as measured in standard temperature reference tests (Chapter 6).
41 of 49
ACCEPTANCE CRITERIA FOR POST-INSTALLED ADHESIVE ANCHORS IN CONCRETE ELEMENTS (AC308)
Exception: It shall be permitted to omit sustained load tests at standard temperature if the mean
displacement  service measured in sustained load tests at long-term temperature and extrapolated to 50
years is less than or equal to  lim ,std .
10.11.3.2 Tests conducted at long-term elevated temperature shall satisfy (Eq. 10.25b).
 service   lim,elev
(10.25b)
where
 lim ,elev = mean displacement corresponding to the loss of adhesion N adh for adhesive anchors (10.4.4
and Fig. 10.1 (a) through(d)) or to uncontrolled slip
N1,x for torque-controlled adhesive
anchors (10.4.9.6 and Fig. 10.1.1) as measured in maximum long-term elevated temperature
service-condition tests (Section 8.5).
Add 10.14.4
10.14.4 Where anchors are recommended for installation in concrete that is subject to temperature variations
within a 12-hour period from a low of 40°F (5°C) or less to a high of 80°F (27°C) or more, Eq. (10.27a) shall be
satisfied.
 service   lim,std    dt,42d   sust,42d 
(10.27a)
where
 lim ,std =
mean displacement corresponding to the loss of adhesion
and Fig. 10.1 (a) through(d))
N adh for adhesive anchors (10.4.4
or to uncontrolled slip N1,x for torque-controlled adhesive
anchors (10.4.9.6 and Fig. 10.1.1) as measured in standard temperature reference tests
(Chapter 6);
 dt,42d =
mean displacement measured in tension tests with decreased installation temperature at 42
days (see Section 8.6.3); and
 sust,42d = mean displacement measured in the sensitivity to sustained load tests at standard
temperature at 42 days (see Section 7.17.3).
10.14.4.1 The value of
 req
for the residual tension capacity shall be 0.90.
10.14.4.2 Retest anchors that do not fulfill the requirements for a given target temperature at a temperature
at which the requirements are fulfilled. Alternately, retest anchors with a reduced sustained load for which the
42 of 49
ACCEPTANCE CRITERIA FOR POST-INSTALLED ADHESIVE ANCHORS IN CONCRETE ELEMENTS (AC308)
requirements are met and evaluate the factor
  in
anchors, 10.4.9.10. In no case shall the value of
accordance with 10.4.7.1 or, for torque-controlled adhesive
  be less than 0.40.
Add 10.16.2
10.16.2 Exception: For the assessment of torque-controlled adhesive anchors in cracked concrete where allthread rod has been substituted for the anchor element specified by the manufacturer, the value of αdur in Eq. (1018g) shall be taken as 1.0 if
min dur ,i
0.95 oi
> 0.9.
10.19.1.1 Successful completion of the cyclic loading history and fulfillment of the residual tension capacity
requirement of 10.19.1 shall be reported together with an anchor capacity in cracked concrete according to 10.4
for adhesive anchors and 10.4.9 for torque-controlled adhesive anchors in Table 11.2 or Table 11.3 for use in
designing for load cases that include earthquake loading.
Add 10.22.3
10.22.3 For restrictions on installation conditions based on installation safety tests performed, see Table 10.7.1.
Table 10.7.1 – Limitations on installation conditions for torque-controlled adhesive anchors *,†
Table 3.6 or Table 3.7 installation safety tests performed
Installation conditions permitted
2a
2b
Installation shall be limited to dry indoor
locations.
X
X
Installation in exterior locations shall be
permitted.
X
X
X
Installation in water-filled holes shall be
permitted.
X
X
X
Installation in submerged concrete shall be
permitted.
X
X
*
2c
2d
2e
X
X
See Chapter 13 for quality control requirements.
†
See Eq. (10-12) for limitations on use.
Add 10.25
10.25—Assessment of tests for recognition of deformed reinforcing bars for use in post-installed
reinforcing bar connections
10.25.1 The qualification of post-installed reinforcing bar systems shall be evaluated in accordance with this
section. Qualification tests shall be conducted for each system for which recognition is sought, including drilling
43 of 49
ACCEPTANCE CRITERIA FOR POST-INSTALLED ADHESIVE ANCHORS IN CONCRETE ELEMENTS (AC308)
method and injection equipment. Tests shall be conducted with deformed reinforcing bars of sufficient strength to
avoid steel failure.
10.25.1.1 The coefficient of variation for all tests except the bond/splitting tests (Test No. 2, Table 3.8) shall
be equal to or less than 15%.
10.25.1.2 Where the adhesive anchor system has not otherwise been qualified for cracked and uncracked
concrete, the peak loads recorded in tests in accordance with Table 3.2, Test Nos. 3 and 4 using #4 (12 mm)
reinforcing bars with 7db embedment.shall not be less than 50% of the results in uncracked concrete from Table
3.8, Test No. 1. The displacement at peak load shall not exceed by more than 0.5 mm the displacement at peak
load as recorded in tests in uncracked cracked concrete.
10.25.2 Required bond strength – The required minimum tension bond strength for the post-installed
reinforcing bar system shall be in accordance with Eq. (10-18k).
 rebar   min,req
(10-18k)
where:
 rebar
 min,req
 min,req
= adjusted mean tension bond strength determined in accordance with Eq. (10-18n).
= 1090 psi (7.5 MPa) for Table 3.8, Test Nos. 1a, 1b and 1c
= 1715 psi (11.8 MPa) where tests have been conducted in accordance with Table, 3.8,
Test No. 1d
10.25.3 Limiting displacement – The maximum displacement in tension for the post-installed reinforcing bars
systems shall be in accordance with Eq. (10-18i).
 ult   max
(10-18l)
where:
 ult =
mean displacement at ultimate load for tests in accordance with Table 3.8, Test Nos. 1a,
 max =
1b, and 1c.
maximum permissible mean displacement
= 0.06 in. (1.5 mm) for bar sizes #9 and smaller;
= 0.08 in. (2.0 mm) for bar sizes #10 and #11.
44 of 49
ACCEPTANCE CRITERIA FOR POST-INSTALLED ADHESIVE ANCHORS IN CONCRETE ELEMENTS (AC308)
10.25.4 Calculation of mean tension bond strength – Calculate the mean tension bond strength in accordance
with Eq. (10-18m).
 0.08 
Nu

 

  db   b  Rr 
0.4
(10-18m)
where:

=
calculated mean tension bond strength.
N u = measured mean ultimate loads from tests in accordance with Table, 3.8, Test No. 1a, 1b,
and 1c, normalized for fc in accordance with Eq. (10-1) with n = 0.1.
nominal diameter of tested reinforcing bar.
db =
b =
Rr =
reinforcing bar embedment.
relative rib area of tested reinforcing bar.
10.25.5 Assessment of adjusted mean tension bond strength – The mean tension bond strength,  rebar , shall
be determined in accordance with Eq. (10-18n).
 rebar      min
 dur
 
 req ,dur  seis
(10-18n)
where:
 rebar

= adjusted mean tension bond strength
= calculated mean tension bond strength in accordance with Eq. (10-18l).

=
  
min  nn  for reliability tests, Table 3.8, Test Nos. 3, 4, 5, 6, 7, and 8
  req ,nn 
≤ 1.0
min
 dur
 req ,dur
= minimum ratio for durability tests, see 10.25.8.
≤ 1.0.
 seis
= minimum ratio for seismic tests, see 10.25.10.
≤ 1.0.
45 of 49
ACCEPTANCE CRITERIA FOR POST-INSTALLED ADHESIVE ANCHORS IN CONCRETE ELEMENTS (AC308)
10.25.6 Assessment of tests for bond and splitting behavior at deep embedment – Compare the load-slip
measurements for the cast-in bars and post-installed bars. The peak loads N shall be normalized in accordance
with 10.2 whereby the exponent, n, shall be taken as 0.25. The mean peak loads shall satisfy Eq. (10-18o).
N pi  0.95 N ci
(10-18o)
The mean displacement at peak load shall satisfy Eq. (10-18p).
 pi  0.95 ci
(10-18p)
The coefficient of variation of the peak loads for the post-installed tests shall not exceed 10%. It shall be
permissible to perform additional tests to fulfill these requirements. The number of tests with post-installed bars
shall be equal to the number of tests with cast-in bars.
10.25.7 Reliability test assessment – Each set of reliability test results (Table 3.2, Test Nos. 3, 4, 5, 7, and 8)
shall be used to determine a reduction factor in accordance with Eq. (10-18q).
 nn 
 nn
1
(10-18q)
where:
 nn
 nn
1
= reduction factor corresponding to reliability test no. nn.
= calculated bond stress corresponding to reliability test no nn.
= calculated bond stress corresponding to test nos. 1a, 1b and 1c.
10.25.7.1 The assessment of the sustained load test shall be in accordance with 10.11. For the
determination of
  ,sust in accordance with Eq. (10-17) the value of N sust ,lt shall be taken from Eq. (7-3a). The
residual tension capacity from the sustained load test is evaluated in accordance with Eq. (10-18q).
10.25.8 Requirements for installation assessment
10.25.8.1 Installation at maximum recognized embedment – Verify for each test that:
a. the bar has been installed to the correct embedment
b. adhesive fills the hole to the surface of the concrete; and
c. the concrete around the bar is not split, spalled or otherwise damaged by the installation
process.
Failure to meet these requirements in any test shall be cause for rejection.
10.25.8.2 Requirements for injection verification – Verify for each test by visual inspection that the resulting
specimen is relatively free of voids along the length of the bar. The presence of more than incidental voids over
the length of the bar as may affect curing, bond strength or corrosion resistance shall be cause for rejection.
10.25.9 Requirements for corrosion test
10.25.9.1 For the last one-third of the test period, the following requirements shall be met by all test
specimens:
a. the daily mean value of the measured current shall not exceed 0.28A; and
46 of 49
ACCEPTANCE CRITERIA FOR POST-INSTALLED ADHESIVE ANCHORS IN CONCRETE ELEMENTS (AC308)
b. the measured potential shall not fall below the value of -0.2 CSE.
Exception: Where visual inspection of the reinforcing bars after the test reveals no products of
corrosion, the requirement on measured potential in accordance with Section 10.25.9.1b may be
disregarded.
10.25.10 Durability test assessment
10.25.10.1
 dur 
For each test series, calculate the reduction factor
 dur in accordance with Eq. (10-18r).
 u ,stored
 u ,dry
(10-18r)
where
 u ,stored
= mean bond stress derived from tests on slices conditioned in accordance with 8.8.2.2.1 or
8.8.2.2.2.
 u ,dry
10.25.10.2
 req ,dur
= mean bond stress derived from tests on reference specimens.
Calculate the value of min
 dur
 req ,dur
where
= 1.0 for slice tests on specimens stored in accordance with 8.8.2.2.1.
= 0.9 for slice tests on specimens conditioned in accordance with 8.8.2.2.2.
10.25.11 Seismic test assessment
10.25.11.1
The calculated mean bond stresses in accordance with Eq. (10-18m) from the tests for
seismic resistance shall be evaluated in accordance with Eq. (10-18s).
 u , pi ,n 

  u ,n 
 seis  min 
(10-18s)
where
 u , pi ,n
= normalized peak calculated bond stress in cycle n
 u ,n
= bond stress in cycle n in accordance with Table 10.10.
47 of 49
ACCEPTANCE CRITERIA FOR POST-INSTALLED ADHESIVE ANCHORS IN CONCRETE ELEMENTS (AC308)
Add Table 10.10
Table 10.10 – Requirements on bond stress for cyclic seismic test1
 u ,n
Cycle no. n
1
2500 psi
8000 psi
(psi)
(MPa)
(psi)
(MPa)
1
1670
10.5
2680
18.5
2
960
6.0
1350
9.3
5
540
3.4
800
5.5
10
360
2.3
540
3.7
residual ult.
680
4.3
1090
7.5
Values to be normalized for concrete strength of test specimen with n = 0.5
Add 10.26
10.26—Assessment of tests for sensitivity to reduced installation effort
10.26.1 The coefficient of variation ν of the ultimate tension load in any test series, including those performed
with an increased number of replicates shall not exceed 20%. If the coefficient of variation of the original or
cumulative test series does not meet this requirement, the sample size shall be permitted to be increased. If the
requirement for maximum coefficient of variation is not met, the anchor shall be considered unqualified. The
capacity of the anchor as determined in this test series shall be used to establish the anchor category.
11.3.1 As applicable, report the data required by ACI 355.4 in the format shown in Table 11.1, 11.2 or 11.3.
The format may be modified as appropriate provided that the basic intent of the content of these tables is met.
11.3.2 Where systems are qualified for post-installed reinforcing bars in accordance with Table 3.8 provide the
following finding:
System xyz is qualified for the installation of post-installed reinforcing bars where bar embedment is
determined in conformance with the ACI 318 development and splice length requirements for straight
deformed bars. The requirements for epoxy-coated bars in 12.2.4 (b) need not apply.
11.3.2.1 For systems that have not fulfilled the minimum bond stress requirements in high strength concrete,
add the following statement:
Exception: The value of f’c to be inserted in 12.2.2, 12.2.3 and 12.3.2 shall not exceed 4000 psi.
New Table 11.3:
Table 11.3 – Sample format for reporting torque-controlled adhesive anchor data for anchors qualified for
use in both cracked and uncracked concrete
Anchor qualified per Table 3.6 (Table 3.7)—Test program for evaluating torque-controlled adhesive anchor systems for use
in cracked and uncracked concrete
48 of 49
ACCEPTANCE CRITERIA FOR POST-INSTALLED ADHESIVE ANCHORS IN CONCRETE ELEMENTS (AC308)
Anchor
Designation1
Criteria
and
Code(s)
Symbol
Anchor
Manufacturer
Bolt diameter
Criteria
Section of
Reference
Standard2
Units3
db
in.
Installation torque4
Tinst
ft-lb
Effective bolt tension area
Ase
in.2
Strength reduction factor for tension, steel
failure modes
Strength reduction factor for shear, steel failure
modes
Minimum specified yield
strength
Minimum specified ultimate
strength
Anchor bolt
Bolt steel elongation at
break
Bolt steel cross-section
reduction at break
Nominal strength of a single anchor loaded in
shear as governed by steel rupture


Vk
lb
Embedment depth(s)
hef
in.
fy
fut
Anchor category
ASTM
F606
ASTM
F606
ASTM
F606
ASTM
F606
lb/in.2
lb/in.2
%
in.2
-
-
kuncr
-
kcr
-
kuncr/kcr
c,N
-
Characteristic pullout resistance in uncracked
concrete6
Characteristic pullout resistance in cracked
concrete6
Np,uncr
lb
Np,cr
lb
Strength reduction factor for tension, concrete
failure modes5

Strength reduction factor for shear, concrete
failure modes5

Minimum member thickness
hmin
Effectiveness factor – uncracked concrete
Effectiveness factor – cracked concrete
Adjustment for temperature category B
Adjustment for exposure to sulfur


Anchor nominal diameters
Cond. A
-
Cond. B
-
Cond. A
-
Cond. B
in.
temp B
-
sulfur
-
Minimum anchor spacing
smin
in.
Minimum edge distance
cmin
in.
Nk,seis
lb
Optional simulated seismic tests
Pullout resistance for seismic loading
Nominal strength of a single anchor for seismic
lb
Vk,seis
shear loading
1
Trade name. For anchors distributed under multiple trade names, list all.
2
ASTM or ISO Standards.
3
Fractional units shown. SI units may also be used.
4
Manufacturer’s recommended torque as applicable for torque-controlled adhesive anchors.
5
For use with the load combinations of IBC Section 1605.2.1 or ACI 318 9.2. Condition A applies where the potential concrete failure surfaces are
crossed by supplementary reinforcement proportioned to tie the potential concrete failure prism into the structural member. Condition B applies where
such supplementary reinforcement is not provided, or where pullout or pryout strength governs.
6
Provide two pullout resistances for each of the pullout resistance values Np,uncr and Np,cr in Table 11.3: one for load combinations that include sustained
loads, where pullout resistance is calculated in accordance with Eq. (10-18g) including αp; and one for short-term loading only such as wind, where
pullout resistance is calculated in accordance with Eq. (10-18g) but without αp.
49 of 49
AC308-0213-R1
I EA
IEA GMBH & CO. KG
ELIGEHAUSEN - ASMUS - HOFMANN
HAUPTSTRAßE 4
70563 STUTTGART
IEA GMBH & CO. KG  HAUPTSTRAßE 4  D-70563 STUTTGART
ELIGEHAUSEN - ASMUS - HOFMANN
TELEFON 0711 677 19 08
TELEFAX 0711 677 19 27
INTERNET: WWW.I-EA.DE
E-MAIL: [email protected]
ICC Evaluation Service
Attn: Andra Hoermann-Gast
ICC Evaluation Service, LLC
Los Angeles Business/Regional Office
5360 Workman Mill Road
Whittier, CA 90601
U.S.A.
#15
akkreditiert durch / accredited by
—
09 January 2013
Acceptance Criteria AC308 (Approved October 2012), Annex A, Section 3.3.1.1; D
5.3.14, "Splitting failure"
Dear Andra,
According to AC308, approved October 2012, the influence of splitting on the strength
of anchorages with adhesive anchors is calculated according to Section D 5.3.14.
GESCHÄFTSFÜHRER:
PROF. DR. -ING. ROLF ELIGEHAUSEN
DR. -ING. JÖRG ASMUS
PROF. DR. -ING. JAN HOFMANN
SITZ DER GESELLSCHAFT: IEA GMBH & CO. KG
70563 STUTTGART, HAUPTSTR. 4
AMTSGERICHT STUTTGART: HRA 727094
UST-ID.NR.: DE 280812259
KOMPLEMENTÄR
IEA INGENIEURBÜRO ELIGEHAUSEN UND ASMUS GMBH
BANKVERBINDUNG:
KONTO-NR.:
BANKLEITZAHL:
IBAN:
SWIFT/BIC CODE:
STUTTGARTER VOLKSBANK AG
153631007
600 901 00
DE22 600 901 000 153631 007
VOBADESS
2
According to Equ. (D-16q) the critical edge distance cac depends on the characteristic
bond strength k,uncr in uncracked concrete given in the Evaluation Service Report and
the ratio member thickness h to embedment depth hef. Equ. (D-16q) is similar to the
current approach in Evaluation Service Reports, but takes additionally the influence of
the bond strength into account. However, it neglects the limitation of the bond strength
by concrete breakout. This limitation is especially relevant for systems with a relatively
high bond strength and a low embedment depth.
This problem has been discussed during the meeting of the CAMA-Task Group
"Splitting failure" October 1, 2012. It was proposed to limit k,uncr in Equ. (D-16q) to the
maximum bond strength k,max,uncr for concrete cone failure. This proposal has been
endorsed by the CAMA-Board during the meeting on October 2, 2012 (see following
text taken from the minutes):
In the following the current approach (AC308, Oct. 2012) and the proposal by CAMA
for the critical edge distance cac are compared with theoretical values, which were
3
evaluated by equating the strength for steel failure, bond failure and concrete cone
failure with the strength for splitting failure calculated according to the predictive
equation by Asmus [1]. This predictive equation is sufficiently accurate (see Fig. 1).
For about 220 tests the mean value of the ratios Nu,test/Nu,calc is about 1.0 with a
COV  18%. This predictive equation was used also to evaluate Equ. (D-16q) in the
current version of AC308.
In Fig. 2 and Fig. 3 the critical edge distances cac calculated according to the current
approach (Equ. (D-16q)) and the proposal by CAMA (Equ. (D-16q) with limitation of the
bond strength k,uncr by k,max,uncr for concrete cone failure) related to the test values
(evaluated with the predictive equation for splitting) are plotted as a function of the
anchor diameter. Both figures are valid for the following parameters: k,uncr = 20 N/mm²
(2900 psi), fc = 20 N/mm² (2900 psi), fu = 1000 N/mm² (145 ksi) and member thickness
equal to the minimum value. Fig. 2 is valid for the minimum embedment depth
(hef = 5d), and Fig. 3 for the maximum embedment depth to avoid steel failure (hef  8d
(d = 8 mm) to 14d (d = 30 mm)).
Fig. 2 and Fig. 3 show that the current approach is conservative, while the proposal of
CAMA might lead to critical edge distances which are up to 20% lower than the value
required by tests. This will lead to an underestimation of the strength of adhesive
anchors of up to 20% compared to the strength expected in tests.
According to AC308 the critical edge distances is evaluated such that the splitting
failure load of adhesive anchors at the corner is equal to the strength of anchors tested
away from the edge. To fulfill this requirement the following equation is proposed:
c ac  k ,uncr

hhef  8



0.4


h
 max 3.1  0.7
;1.4 
h ef


(mm, N)
(1)
4
The only difference between the proposed equation and the CAMA-proposal is the
increase of the factor 2.8 to 3.1 in Equ. (D-16q). Fig. 2 and Fig. 3 show that with this
modification the calculated critical edge distances agree sufficiently well with the
values expected from tests.
Summarizing we proposed the following text for D5.3.14:
D.5.3.14 – When an adhesive anchor or a group of adhesive anchors is located in a region of
a concrete member where analysis indicates no cracking at service load levels, the
modification factor p,Na shall be taken as
cac shall be determined in accordance with Eq. (D-16q) for anchor diameters up to 1¼ inches
and for characteristic bond strengths in uncracked concrete less than or equal to 3000 psi. For
anchor diameters larger than 1¼ inches or for characteristic bond strengths in uncracked
concrete greater than 3000 psi, multiply Eq. (D-16q) by 1.25.
c ac  k,uncr 


hhef  1160 
0.4

c ac
  k,uncr
hhef  8
0 .4





h
 max 3.1  0.7
;1.4
h ef


(inch, lb )
(D16-q)


h
 max 3 .1  0.7
;1.4 
hef


(mm, N)
(D16-q)
5
If you have any questions, please do not hesitate to contact me.
Sincerely yours
Prof. Dr.-Ing. R. Eligehausen
Dr.-Ing. J. Asmus
Used documents
[1]
Asmus, J.: Design method for splitting failure mode of Adhesive anchor systems, ACI,
2010, SP-283, pp 6.1 to 6.13
Fig. 1: Histogram of the ratios Nu,test/Nu,calc, tests with single adhesive anchors at the
corner, Asmus [1]
6
Ratio cac (Equ. X)/cac (test) [-]
1,40
current
approach
1,20
CAMA
proposal
0,80
1,00
New proposal
0,60
0,40
0,20
0,00
1
current approach 0,96
CAMA proposal
0,79
New proposal
0,93
diameter, mm
8
2
1,05
0,80
0,94
10
3
1,20
0,83
0,96
16
4
1,32
0,83
0,97
25
5
1,35
0,82
0,96
30
tk,uncr,
d
h ef
h
pullout
Nba,pul lout
Nb,breakout tuncr,breakout
tests
fccyl=20N/mm²
mm
8
10
16
25
30
mm
50
50
80
125
150
mm
80
80
112
175
210
N/mm²
20
20
20
20
20
kN
25,1
31,4
80,4
196,3
282,7
kN
15,8
15,8
32,0
62,5
82,2
cac/hef
N/mm²
12,6
10,1
8,0
6,4
5,8
2,5
2,3
2,2
2
1,95
cac/hef
cac/hef
Current
CAMA
approach proposal
2,4
2,42
2,63
2,63
2,63
1,98
1,85
1,82
1,66
1,6
cac/hef
New
proposal
2,33
2,17
2,12
1,93
1,87
Fig. 2: Critical edge distances cac calculated according to different proposals to values
cac,test evaluated using the predictive equation for splitting by Asmus [1]. The
figure is valid for: k,uncr = 20 N/mm² (2900 psi), fc = 20 N/mm² (2900 psi),
fu = 1000 N/mm² (145 ksi), minimum member depth and minimum embedment
depth
7
Ratio cac (Equ. X)/cac (test) [-]
1,20
current
approach
CAMA
proposal
New
proposal
1,00
0,80
0,60
0,40
0,20
0,00
1
current approach 0,97
CAMA proposal
0,85
New proposal
0,98
diameter, mm
8
2
1,03
0,87
1,01
10
3
1,09
0,87
1,00
16
4
1,12
0,85
0,97
25
5
1,11
0,83
0,96
30
tk,uncr,
d
h ef
h
pullout
Nba,pul lout
Nb,breakout tuncr,breakout
tests
fccyl=20N/mm²
mm
8
10
16
25
30
mm
64
85
160
300
420
mm
94
115
192
350
480
N/mm²
20
20
20
20
20
kN
32,2
53,4
160,8
471,2
791,7
kN
22,9
35,0
90,5
232,4
384,9
cac/hef
N/mm²
14,2
13,1
11,3
9,9
9,7
2,65
2,6
2,6
2,55
2,6
cac/hef
cac/hef
Current
CAMA
approach proposal
2,56
2,67
2,83
2,86
2,89
2,24
2,26
2,25
2,16
2,17
cac/hef
New
proposal
2,61
2,62
2,59
2,48
2,49
Fig. 3: Critical edge distances cac calculated according to different proposals to values
cac,test evaluated using the predictive equation for splitting by Asmus [1], The
figure is valid for: k,uncr = 20 N/mm² (2900 psi), fc = 20 N/mm² (2900 psi),
fu = 1000 N/mm² (145 ksi), minimum member depth and maximum embedment
depth to avoid steel failure
AC308-0213-R1
#15
January 18, 2013
Ms. Andra Hoermann-Gast
Staff Engineer
ICC Evaluation Service, LLC
5360 Workman Mill Road
Whittier, CA 90601
RE: Proposed Revisions to the Acceptance Criteria for Post-installed Adhesive Anchors in
Concrete Elements, Subject AC308-0213-R1
Dear Ms. Hoermann-Gast,
We have reviewed the proposed revisions to AC308 and offer the following comments and
suggested modifications:
�
Section 2.1.3 of the proposed revisions to AC308 and section 5.4 of ACI 355.4 are
similar (both address packaging requirements), but section 2.1.3 contains more
requirements. Having both sections in AC308 leads to confusion. If section 2.1.3 is
designed to replace section 5.4 of ACI 355.4, this fact should be noted.
�
Section 4.2 of the proposed revisions to AC308 applies to both adhesive anchors and
torque-controlled adhesive anchors. The language must be revised.
�
Section 6.3 of the proposed revisions to AC308 is already addressed by section 4.9 of
ACI 355.4. Having both sections in AC308 leads to confusion.
�
Test 10 in Table 3.6 of Annex 1 should be deleted. It is redundant. The sensitivity to
reduced installation effort is covered by Test 2a in Table 3.6.
�
Test 10 in Table 3.7 of Annex 1 should be deleted. It is redundant. The sensitivity to
reduced installation effort is covered by Test 2a in Table 3.7.
�
The compressive strength of the concrete noted in footnote “g” of Table 3.8 of Annex 1
should be changed to 2500 psi. This would make the footnote consistent with footnote
“j” of Table 4.2 of the current Annex A (omit testing in high strength concrete – limit the
value of f’c to 2500 psi for calculation purposes).
�
Section 4.4 of the current Annex A (Test requirements for torque-controlled adhesive
anchors) in not included in Annex 1. This information is needed in Annex 1.
�
Section 4.6 and Table 4.6 of the current Annex A (Assessment for multiple anchor
element types of torque-controlled adhesive anchors) in not included in Annex 1. This
information is needed in Annex 1.
Simpson Strong-Tie Company Inc.
5956 W. Las Positas Boulevard
Pleasanton, CA 94588
Phone: 925.560.9000
Fax: 925.847.1605
www.strongtie.com
�
Section 7 of the current Annex A includes information pertaining to torque-controlled
adhesive anchors that is not covered by Chapter 6 of ACI 355.4. This additional
information is needed in Annex 1.
�
Section 7.2.1 of ACI 355.4 does not include the information pertaining to torquecontrolled adhesive anchors that is included in section 8.2.1 of the current Annex A. This
information is needed in Annex 1.
�
Section 7.5 of ACI 355.4 does not include the information pertaining to torque-controlled
adhesive anchors that is included in section 8.5 of the current Annex A. This information
is needed in Annex 1.
�
Section 7.6 of ACI 355.4 does not include the information pertaining to torque-controlled
adhesive anchors that is included in section 8.6 of the current Annex A. This information
is needed in Annex 1.
�
Section 7.7 of ACI 355.4 does not include the information pertaining to torque-controlled
adhesive anchors that is included in section 8.7 of the current Annex A. This information
is needed in Annex 1.
�
Section 7.8 of ACI 355.4 does not include the information pertaining to torque-controlled
adhesive anchors that is included in section 8.8 of the current Annex A. This information
is needed in Annex 1.
�
Section 7.9 of ACI 355.4 does not include the information pertaining to torque-controlled
adhesive anchors that is included in section 8.9 of the current Annex A. This information
is needed in Annex 1.
�
Section 7.13 of ACI 355.4 does not include the information pertaining to torquecontrolled adhesive anchors that is included in section 8.14 of the current Annex A. This
information is needed in Annex 1.
�
Section 7.14 of ACI 355.4 does not include the information pertaining to torquecontrolled adhesive anchors that is included in section 8.15 of the current Annex A. This
information is needed in Annex 1.
�
Section 7.15 of ACI 355.4 does not include the information pertaining to torquecontrolled adhesive anchors that is included in section 8.16 of the current Annex A. This
information is needed in Annex 1.
�
Section 7.16 of ACI 355.4 does not include the information pertaining to torquecontrolled adhesive anchors that is included in section 8.17 of the current Annex A. This
information is needed in Annex 1.
�
Section 7.17 of ACI 355.4 does not include the information pertaining to torquecontrolled adhesive anchors that is included in section 8.18 of the current Annex A. This
information is needed in Annex 1.
�
Section 7.18 of ACI 355.4 does not include the information pertaining to torquecontrolled adhesive anchors that is included in section 8.19 of the current Annex A. This
information is needed in Annex 1.
Simpson Strong-Tie Company Inc.
5956 W. Las Positas Boulevard
Pleasanton, CA 94588
Phone: 925.560.9000
Fax: 925.847.1605
www.strongtie.com
�
Section 7.19 of ACI 355.4 does not include the information pertaining to torquecontrolled adhesive anchors that is included in section 8.20 of the current Annex A. This
information is needed in Annex 1.
�
The concrete used in the tests defined in section 7.20.2 of Annex 1 should be lowstrength, not high-strength, as is defined in Test 2a of Table 3.6 and 3.7. In addition, the
words “and drill bit of diameter dm” should be removed. This section should closely
match section 8.10 of the current Annex A.
�
Section 8.2 of ACI 355.4 does not include the information pertaining to torque-controlled
adhesive anchors that is included in section 9.2 of the current Annex A. This information
is needed in Annex 1.
�
Section 8.4 of ACI 355.4 does not include the information pertaining to torque-controlled
adhesive anchors that is included in section 9.4 of the current Annex A. This information
is needed In Annex 1.
�
Section 8.4.2 of Annex 1 does not apply to torque-controlled adhesive anchors.
Language stating this fact should be added to Annex 1.
�
Section 8.5 of ACI 355.4 does not include the information pertaining to torque-controlled
adhesive anchors that is included in section 9.5 of the current Annex A. This information
is needed in Annex 1.
�
Section 8.6 of ACI 355.4 does not include the information pertaining to torque-controlled
adhesive anchors that is included in section 9.6 of the current Annex A. This information
is needed in Annex 1.
�
Section 8.7 of ACI 355.4 does not include the information pertaining to torque-controlled
adhesive anchors that is included in section 9.7 of the current Annex A. This information
is needed in Annex 1.
�
Section 8.8 of ACI 355.4 does not include the information pertaining to torque-controlled
adhesive anchors that is included in section 9.8 of the current Annex A. This information
is needed in Annex 1.
�
Testing per section 8.9 of ACI 355.4 is not required for adhesive anchors as noted in
Tables 3.1, 3.2 and 3.3 of Annex 1. However, in accordance with Tables 3.6 and 3.7 of
Annex 1, testing per section 8.9 of ACI 355.4 for torque-controlled adhesive anchors is
required, yet section 8.9 does not make any reference to torque-controlled adhesive
anchors. This information needs to be included in Annex 1.
�
Section 8.10 of ACI 355.4 does not include the information pertaining to torquecontrolled adhesive anchors that is included in section 9.10 of the current Annex A. This
information is needed in Annex 1.
�
Section 8.11 of ACI 355.4 does not include the information pertaining to torquecontrolled adhesive anchors that is included in section 9.11 of the current Annex A. This
information is needed in Annex 1.
Simpson Strong-Tie Company Inc.
5956 W. Las Positas Boulevard
Pleasanton, CA 94588
Phone: 925.560.9000
Fax: 925.847.1605
www.strongtie.com
�
Section 8.12 of ACI 355.4 does not include the information pertaining to torquecontrolled adhesive anchors that is included in section 9.12 of the current Annex A. This
information is needed in Annex 1.
�
The table references in the definition of Noi in Equation 8-2 of section 8.12.2 of Annex 1
are incorrect.
�
Section 8.13 of ACI 355.4 does not include the information pertaining to torquecontrolled adhesive anchors that is included in section 9.13 of the current Annex A. This
information is needed in Annex 1.
�
Section 9.2 of ACI 355.4 does not include the information pertaining to torque-controlled
adhesive anchors that is included in section 10.2 of the current Annex A. This
information is needed in Annex 1.
�
The number of tests required to be performed in the Table 3.2 section of Table 9.2 of
Annex 1 is excessive. It is our opinion that the following list of tests for the Table 3.2
portion of Table 9.2 is sufficient to comply with sections 9.3.1.2 and 9.3.1.3:
Test Number
Diameters
1a - Uncracked Concrete
all
1b - Cracked Concrete
all
5 – Crack Width Cycling
sm., med., lg.
17 – Seismic Tension
sm., med., lg.
18 – Seismic Shear
sm., med., lg.
�
The requirements of section 9.4.3.1 of Annex 1 appear to prohibit testing in accordance
with Table 3.8 in concrete slabs. A revision is needed so that the use of concrete slabs, as
is shown in Figure 6.1 of ACI 355.4, is permitted. In addition, this language change will
also apply to footnote “a” of Table 3.8 in Annex 1 as well.
�
There is an error in section 9.4.8.2 of Annex 1. Table 3.9 does not appear in Annex 1 or
in ACI 355.4.
�
Section 10.4.5.3.3 of Annex 1 is redundant. This section already exists in ACI 355.4.
�
Section 11.8 of the current Annex A addresses the assessment of minimum member
thickness for torque-controlled adhesive anchors. The assessment for torque-controlled
adhesive anchors is different than the assessment for adhesive anchors. Section 10.7 of
ACI 355.4 (Assessment of minimum member thickness) does not address torquecontrolled adhesive anchors. This information is needed in Annex 1.
�
Section 10.23 and Table 10.9 of ACI 355.4 do not include the information pertaining to
torque-controlled adhesive anchors that is included in section 11.26 and Table 11.3 of the
current Annex A. This information is needed in Annex 1.
Simpson Strong-Tie Company Inc.
5956 W. Las Positas Boulevard
Pleasanton, CA 94588
Phone: 925.560.9000
Fax: 925.847.1605
www.strongtie.com
�
The requirements of section 10.25.1.2 of Annex 1 are very restrictive (peak load obtained
in the 0.020” wide crack tests shall not exceed 50% of peak load obtained in uncracked
concrete & the peak displacement in the 0.020” wide crack tests shall not be more than
the peak displacement in uncracked concrete + 0.020”). It is doubtful that any product
can meet this requirement. The basis for the severity of this requirement is questioned.
�
It is suggested that the notation for the relative rib area of tested reinforcing bar in section
10.25.4 of Annex 1 be changed from “fR” to “Rr” to be consistent with ACI 408.3.
�
Section 10.26 of Annex 1 contradicts section 10.4.2 of ACI 355.4. Section 10.26 should
be removed from Annex 1.
We believe that these changes and modifications are needed before AC308 can be addressed by
the evaluation committee. Should you have any questions regarding our recommended changes,
please feel free to contact me.
Sincerely,
Chris La Vine
Senior Engineer
Simpson Strong-Tie Company Inc.
5956 W. Las Positas Boulevard
Pleasanton, CA 94588
Phone: 925.560.9000
Fax: 925.847.1605
www.strongtie.com