Aci 355.4 m
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About This Presentation
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Slide Content
ACI 355.4M-11
Reported by ACI Committee 355
Qualification of Post-Installed Adhesive
Anchors in Concrete (ACI 355.4M-11)
An ACI Standard
and Commentary
Reported by ACI Committee 355
Qualification of Post-Installed Adhesive
Anchors in Concrete (ACI 355.4M-11)
An ACI Standard
and Commentary
Qualification of Post-Installed Adhesive Anchors
in Concrete (ACI 355.4M-11) and Commentary
First Printing
September 2011
ISBN 978-0-87031-409-4
American Concrete Institute
®
Advancing concrete knowledge
Copyright by the American Concrete Institute, Farmington Hills, MI. All rights reserved. This material may not be
reproduced or copied, in whole or part, in any printed, mechanical, electronic, film, or other distribution and storage
media, without the written consent of ACI.
The technical committees responsible for ACI committee reports and standards strive to avoid ambiguities, omissions,
and errors in these documents. In spite of these efforts, the users of ACI documents occasionally find information or
requirements that may be subject to more than one interpretation or may be incomplete or incorrect. Users who
have suggestions for the improvement of ACI documents are requested to contact ACI via the errata website at
www.concrete.org/committees/errata.asp. Proper use of this document includes periodically checking for errata
for the most up-to-date revisions.
ACI committee documents are intended for the use of individuals who are competent to evaluate the significance
and limitations of its content and recommendations and who will accept responsibility for the application of the
material it contains. Individuals who use this publication in any way assume all risk and accept total responsibility
for the application and use of this information.
All information in this publication is provided “as is” without warranty of any kind, either express or implied, including
but not limited to, the implied warranties of merchantability, fitness for a particular purpose or non-infringement.
ACI and its members disclaim liability for damages of any kind, including any special, indirect, incidental, or conse-
quential damages, including without limitation, lost revenues or lost profits, which may result from the use of this
publication.
It is the responsibility of the user of this document to establish health and safety practices appropriate to the
specific circumstances involved with its use. ACI does not make any representations with regard to health and
safety issues and the use of this document. The user must determine the applicability of all regulatory limitations
before applying the document and must comply with all applicable laws and regulations, including but not limited to,
United States Occupational Safety and Health Administration (OSHA) health and safety standards.
Participation by governmental representatives in the work of the American Concrete Institute and in the development
of Institute standards does not constitute governmental endorsement of ACI or the standards that it develops.
Order information: ACI documents are available in print, by download, on CD-ROM, through electronic subscription, or
reprint and may be obtained by contacting ACI.
Most ACI standards and committee reports are gathered together in the annually revised ACI Manual of Concrete
Practice (MCP).
American Concrete Institute
38800 Country Club Drive
Farmington Hills, MI 48331
U.S.A.
Phone: 248-848-3700
Fax: 248-848-3701
www.concrete.org
in Concrete (ACI 355.4M-11) and Commentary
First Printing
September 2011
ISBN 978-0-87031-409-4
American Concrete Institute
®
Advancing concrete knowledge
Copyright by the American Concrete Institute, Farmington Hills, MI. All rights reserved. This material may not be
reproduced or copied, in whole or part, in any printed, mechanical, electronic, film, or other distribution and storage
media, without the written consent of ACI.
The technical committees responsible for ACI committee reports and standards strive to avoid ambiguities, omissions,
and errors in these documents. In spite of these efforts, the users of ACI documents occasionally find information or
requirements that may be subject to more than one interpretation or may be incomplete or incorrect. Users who
have suggestions for the improvement of ACI documents are requested to contact ACI via the errata website at
www.concrete.org/committees/errata.asp. Proper use of this document includes periodically checking for errata
for the most up-to-date revisions.
ACI committee documents are intended for the use of individuals who are competent to evaluate the significance
and limitations of its content and recommendations and who will accept responsibility for the application of the
material it contains. Individuals who use this publication in any way assume all risk and accept total responsibility
for the application and use of this information.
All information in this publication is provided “as is” without warranty of any kind, either express or implied, including
but not limited to, the implied warranties of merchantability, fitness for a particular purpose or non-infringement.
ACI and its members disclaim liability for damages of any kind, including any special, indirect, incidental, or conse-
quential damages, including without limitation, lost revenues or lost profits, which may result from the use of this
publication.
It is the responsibility of the user of this document to establish health and safety practices appropriate to the
specific circumstances involved with its use. ACI does not make any representations with regard to health and
safety issues and the use of this document. The user must determine the applicability of all regulatory limitations
before applying the document and must comply with all applicable laws and regulations, including but not limited to,
United States Occupational Safety and Health Administration (OSHA) health and safety standards.
Participation by governmental representatives in the work of the American Concrete Institute and in the development
of Institute standards does not constitute governmental endorsement of ACI or the standards that it develops.
Order information: ACI documents are available in print, by download, on CD-ROM, through electronic subscription, or
reprint and may be obtained by contacting ACI.
Most ACI standards and committee reports are gathered together in the annually revised ACI Manual of Concrete
Practice (MCP).
American Concrete Institute
38800 Country Club Drive
Farmington Hills, MI 48331
U.S.A.
Phone: 248-848-3700
Fax: 248-848-3701
www.concrete.org
ACI 355.4M-11 supersedes ACI 355.4-10 (provisional), was adopted July 5, 2011, and
published September 2011.
Copyright © 2011, American Concrete Institute.
All rights reserved including rights of reproduction and use in any form or by any
means, including the making of copies by any photo process, or by electronic or
mechanical device, printed, written, or oral, or recording for sound or visual reproduction
or for use in any knowledge or retrieval system or device, unless permission in writing
is obtained from the copyright proprietors.
1
ACI Committee Reports, Guides, and Commentaries are
intended for guidance in planning, designing, executing, and
inspecting construction. This document is intended for the use
of individuals who are competent to evaluate the significance
and limitations of its content and recommendations and who
will accept responsibility for the application of the material it
contains. The American Concrete Institute disclaims any and all
responsibility for the stated principles. The Institute shall not be
liable for any loss or damage arising therefrom.
Reference to this document shall not be made in contract
documents. If items found in this document are desired by the
Architect/Engineer to be a part of the contract documents, they
shall be restated in mandatory language for incorporation by
the Architect/Engineer.
Qualification of Post-Installed Adhesive Anchors
in Concrete (ACI 355.4M-11) and Commentary
An ACI Standard
Reported by ACI Committee 355
ACI 355.4M-11
This standard prescribes testing programs and evaluation requirements for
post-installed adhesive anchors intended for use in concrete under the
design provisions of ACI 318M. Testing and assessment criteria are
provided for various conditions of use, including seismic loading;
sustained loading; aggressive environments; reduced and elevated temper-
atures; and for determining whether anchors are acceptable for use in
uncracked concrete only, or acceptable for service both in cracked and
uncracked concrete. Criteria are provided for establishing the characteristic
bond strength, reductions for adverse conditions, and the anchor category
and associated job-site quality control requirements.
The official version of this ACI document uses inch-pound units. A
conversion of an ACI document into SI units is for the convenience of
users. Care has been taken to ensure that the conversion is correct;
however, ACI does not guarantee its accuracy. Official interpretation of
this ACI document shall be based only on the U.S. customary units.
Keywords: adhesive anchors; cracked concrete; fasteners; post-installed
anchors; qualification procedures; uncracked concrete.
CONTENTS
Chapter 1—Introduction and scope, p. 3
1.1—Introduction
1.2—Scope
1.3—Units of measurement
Chapter 2—Notation and definitions, p. 5
2.1—Notation
2.2—Defintions
Chapter 3—General requirements, p. 11
3.1—Test organization
3.2—Variables and options
3.3—Test requirements
3.4—Assessment for multiple anchor element types for
adhesive anchors
3.5—Assessment for alternate drilling methods
Tarek S. Aziz Werner A. F. Fuchs Richard E. Klingner Jake Olsen
Ranjit L. Bandyopadhyay
*
Branko Galunic Anthony J. Lamanna Alan D. Price
Peter J. Carrato Brian C. Gerber Harry B. Lancelot III John F. Silva
Harry A. Chambers Michael Gong Nam-Ho Lee Patrick J. E. Sullivan
Ronald A. Cook Herman L. Graves III Lee W. Mattis Harry Wiewel
Rolf Eligehausen Christopher Heinz Robert R. McGlohn Richard E. Wollmershauser
Sam S. Eskildsen Bruce I. Ireland
*
Deceased.
The committee would like the recognize Christopher LaVine for his significant contributions to this document.
Donald F. Meinheit
Chair
J. Bret Turley
Secretary
Consulting members
Edwin G. Burdette Paul R. Hollenbach
Robert W. Cannon Conrad Paulson
Neil M. Hawkins Dan R. Stoppenhagen
A U.S. Customary version of this document
(ACI 355.4-11) is available at www.concrete.org
published September 2011.
Copyright © 2011, American Concrete Institute.
All rights reserved including rights of reproduction and use in any form or by any
means, including the making of copies by any photo process, or by electronic or
mechanical device, printed, written, or oral, or recording for sound or visual reproduction
or for use in any knowledge or retrieval system or device, unless permission in writing
is obtained from the copyright proprietors.
1
ACI Committee Reports, Guides, and Commentaries are
intended for guidance in planning, designing, executing, and
inspecting construction. This document is intended for the use
of individuals who are competent to evaluate the significance
and limitations of its content and recommendations and who
will accept responsibility for the application of the material it
contains. The American Concrete Institute disclaims any and all
responsibility for the stated principles. The Institute shall not be
liable for any loss or damage arising therefrom.
Reference to this document shall not be made in contract
documents. If items found in this document are desired by the
Architect/Engineer to be a part of the contract documents, they
shall be restated in mandatory language for incorporation by
the Architect/Engineer.
Qualification of Post-Installed Adhesive Anchors
in Concrete (ACI 355.4M-11) and Commentary
An ACI Standard
Reported by ACI Committee 355
ACI 355.4M-11
This standard prescribes testing programs and evaluation requirements for
post-installed adhesive anchors intended for use in concrete under the
design provisions of ACI 318M. Testing and assessment criteria are
provided for various conditions of use, including seismic loading;
sustained loading; aggressive environments; reduced and elevated temper-
atures; and for determining whether anchors are acceptable for use in
uncracked concrete only, or acceptable for service both in cracked and
uncracked concrete. Criteria are provided for establishing the characteristic
bond strength, reductions for adverse conditions, and the anchor category
and associated job-site quality control requirements.
The official version of this ACI document uses inch-pound units. A
conversion of an ACI document into SI units is for the convenience of
users. Care has been taken to ensure that the conversion is correct;
however, ACI does not guarantee its accuracy. Official interpretation of
this ACI document shall be based only on the U.S. customary units.
Keywords: adhesive anchors; cracked concrete; fasteners; post-installed
anchors; qualification procedures; uncracked concrete.
CONTENTS
Chapter 1—Introduction and scope, p. 3
1.1—Introduction
1.2—Scope
1.3—Units of measurement
Chapter 2—Notation and definitions, p. 5
2.1—Notation
2.2—Defintions
Chapter 3—General requirements, p. 11
3.1—Test organization
3.2—Variables and options
3.3—Test requirements
3.4—Assessment for multiple anchor element types for
adhesive anchors
3.5—Assessment for alternate drilling methods
Tarek S. Aziz Werner A. F. Fuchs Richard E. Klingner Jake Olsen
Ranjit L. Bandyopadhyay
*
Branko Galunic Anthony J. Lamanna Alan D. Price
Peter J. Carrato Brian C. Gerber Harry B. Lancelot III John F. Silva
Harry A. Chambers Michael Gong Nam-Ho Lee Patrick J. E. Sullivan
Ronald A. Cook Herman L. Graves III Lee W. Mattis Harry Wiewel
Rolf Eligehausen Christopher Heinz Robert R. McGlohn Richard E. Wollmershauser
Sam S. Eskildsen Bruce I. Ireland
*
Deceased.
The committee would like the recognize Christopher LaVine for his significant contributions to this document.
Donald F. Meinheit
Chair
J. Bret Turley
Secretary
Consulting members
Edwin G. Burdette Paul R. Hollenbach
Robert W. Cannon Conrad Paulson
Neil M. Hawkins Dan R. Stoppenhagen
A U.S. Customary version of this document
(ACI 355.4-11) is available at www.concrete.org
2 QUALIFICATION OF POST-INSTALLED ADHESIVE ANCHORS IN CONCRETE (ACI 355.4M-11) AND COMMENTARY
Chapter 4—Requirements for test specimens,
anchor installation, and testing, p. 17
4.1—Testing by ITEA and manufacturer
4.2—Test samples
4.3—Concrete for test members
4.4—Requirements for test members
4.5—Anchor installation
4.6—Drill bit requirements
4.7—Test methods
4.8—Tests in cracked concrete
4.9—Changes to products
Chapter 5—Requirements for anchor identification,
p. 24
5.1—Basic requirements
5.2—Verification
5.3—Fingerprinting adhesive materials
5.4—Packaging
Chapter 6—Reference tests, p. 24
6.1—Purpose
6.2—Required tests
6.3—Conduct of tests
Chapter 7—Reliability tests, p. 25
7.1—Purpose
7.2—Required tests
7.3—Conduct of tests
7.4—Reliability tests
7.5—Sensitivity to hole cleaning—dry concrete
7.6—Sensitivity to hole cleaning—saturated concrete
7.7—Sensitivity to hole cleaning—water-filled hole
7.8—Sensitivity to hole cleaning—submerged concrete
7.9—Sensitivity to mixing effort
7.10—Sensitivity to installation in water-saturated concrete
7.11—Sensitivity to installation in water-filled hole—
saturated concrete
7.12—Sensitivity to installation in submerged concrete
7.13—Sensitivity to crack width—low-strength concrete
7.14—Sensitivity to crack width—high-strength concrete
7.15—Sensitivity to crack width cycling
7.16—Sensitivity to freezing and thawing
7.17—Sensitivity to sustained loading at standard and
maximum long-term temperature
7.18—Sensitivity to installation direction
7.19—Torque test
Chapter 8—Service-condition tests, p. 32
8.1—Purpose
8.2—Required tests
8.3—Conduct of tests
8.4—Tension tests in uncracked and cracked concrete
8.5—Tension tests at elevated temperature
8.6—Tension tests with decreased installation temperature
8.7—Establishment of cure time at standard temperature
8.8—Durability assessment
8.9—Verification of full concrete capacity in a corner
8.10—Determination of minimum spacing and edge
distance to preclude splitting
8.11—Tests to determine shear capacity of anchor elements
with nonuniform cross section
8.12—Simulated seismic tension tests
8.13—Simulated seismic shear tests
Chapter 9—Supplemental tests, p. 38
9.1—Round-robin tests
9.2—Tests to determine minimum member thickness
Chapter 10—Assessment of anchors, p. 39
10.1—Analysis of data
10.2—Normalization of anchor capacities for measured
concrete bond and steel strengths
10.3—Establishing characteristic values
10.4—Assessment of characteristic tension capacity
associated with concrete breakout and pullout
10.5—Assessment of steel tension capacity
10.6—Assessment of steel shear capacity
10.7—Assessment of minimum member thickness
10.8—Assessment of maximum tightening torque
10.9—Assessment of behavior under crack cycling
10.10—Assessment of freezing-and-thawing behavior
10.11—Assessment of sustained load behavior
10.12—Assessment of performance associated with
installation direction
10.13—Assessment of performance at elevated temperature
10.14—Assessment of performance with decreased
installation temperature
10.15—Assessment for cure time at standard temperature
10.16—Assessment of durability requirement
10.17—Assessment of performance in corner test
10.18—Assessment of performance in minimum spacing
and edge distance test
10.19—Assessment of performance under seismic tension
10.20—Assessment of performance under seismic shear
10.21—Establishment of hole cleaning procedures
10.22—Establishment of on-site quality control and
installation conditions
10.23—Assessment based on installation and environmental
conditions
10.24—Assessment for fire exposure
Chapter 11—Data presentation, p. 51
11.1—General requirements
11.2—Contents of evaluation report
11.3—Data presentation
Chapter 12—Independent testing and evaluation
agency requirements, p. 53
12.1—General requirements
12.2—Certification
Chapter 13—Quality control requirements, p. 54
13.1—Quality assurance program
13.2—Quality control manuals
13.3—Special inspection
Chapter 14—References, p. 54
14.1—Referenced standards and reports
14.2—Cited references
Chapter 4—Requirements for test specimens,
anchor installation, and testing, p. 17
4.1—Testing by ITEA and manufacturer
4.2—Test samples
4.3—Concrete for test members
4.4—Requirements for test members
4.5—Anchor installation
4.6—Drill bit requirements
4.7—Test methods
4.8—Tests in cracked concrete
4.9—Changes to products
Chapter 5—Requirements for anchor identification,
p. 24
5.1—Basic requirements
5.2—Verification
5.3—Fingerprinting adhesive materials
5.4—Packaging
Chapter 6—Reference tests, p. 24
6.1—Purpose
6.2—Required tests
6.3—Conduct of tests
Chapter 7—Reliability tests, p. 25
7.1—Purpose
7.2—Required tests
7.3—Conduct of tests
7.4—Reliability tests
7.5—Sensitivity to hole cleaning—dry concrete
7.6—Sensitivity to hole cleaning—saturated concrete
7.7—Sensitivity to hole cleaning—water-filled hole
7.8—Sensitivity to hole cleaning—submerged concrete
7.9—Sensitivity to mixing effort
7.10—Sensitivity to installation in water-saturated concrete
7.11—Sensitivity to installation in water-filled hole—
saturated concrete
7.12—Sensitivity to installation in submerged concrete
7.13—Sensitivity to crack width—low-strength concrete
7.14—Sensitivity to crack width—high-strength concrete
7.15—Sensitivity to crack width cycling
7.16—Sensitivity to freezing and thawing
7.17—Sensitivity to sustained loading at standard and
maximum long-term temperature
7.18—Sensitivity to installation direction
7.19—Torque test
Chapter 8—Service-condition tests, p. 32
8.1—Purpose
8.2—Required tests
8.3—Conduct of tests
8.4—Tension tests in uncracked and cracked concrete
8.5—Tension tests at elevated temperature
8.6—Tension tests with decreased installation temperature
8.7—Establishment of cure time at standard temperature
8.8—Durability assessment
8.9—Verification of full concrete capacity in a corner
8.10—Determination of minimum spacing and edge
distance to preclude splitting
8.11—Tests to determine shear capacity of anchor elements
with nonuniform cross section
8.12—Simulated seismic tension tests
8.13—Simulated seismic shear tests
Chapter 9—Supplemental tests, p. 38
9.1—Round-robin tests
9.2—Tests to determine minimum member thickness
Chapter 10—Assessment of anchors, p. 39
10.1—Analysis of data
10.2—Normalization of anchor capacities for measured
concrete bond and steel strengths
10.3—Establishing characteristic values
10.4—Assessment of characteristic tension capacity
associated with concrete breakout and pullout
10.5—Assessment of steel tension capacity
10.6—Assessment of steel shear capacity
10.7—Assessment of minimum member thickness
10.8—Assessment of maximum tightening torque
10.9—Assessment of behavior under crack cycling
10.10—Assessment of freezing-and-thawing behavior
10.11—Assessment of sustained load behavior
10.12—Assessment of performance associated with
installation direction
10.13—Assessment of performance at elevated temperature
10.14—Assessment of performance with decreased
installation temperature
10.15—Assessment for cure time at standard temperature
10.16—Assessment of durability requirement
10.17—Assessment of performance in corner test
10.18—Assessment of performance in minimum spacing
and edge distance test
10.19—Assessment of performance under seismic tension
10.20—Assessment of performance under seismic shear
10.21—Establishment of hole cleaning procedures
10.22—Establishment of on-site quality control and
installation conditions
10.23—Assessment based on installation and environmental
conditions
10.24—Assessment for fire exposure
Chapter 11—Data presentation, p. 51
11.1—General requirements
11.2—Contents of evaluation report
11.3—Data presentation
Chapter 12—Independent testing and evaluation
agency requirements, p. 53
12.1—General requirements
12.2—Certification
Chapter 13—Quality control requirements, p. 54
13.1—Quality assurance program
13.2—Quality control manuals
13.3—Special inspection
Chapter 14—References, p. 54
14.1—Referenced standards and reports
14.2—Cited references
QUALIFICATION OF POST-INSTALLED ADHESIVE ANCHORS IN CONCRETE (ACI 355.4M-11) AND COMMENTARY 3
CHAPTER 1—INTRODUCTION
1.1—Introduction
This standard prescribes testing and evaluation requirements
for post-installed adhesive anchor systems intended for use
in concrete under the provisions of ACI 318M. Criteria are
separately prescribed to determine the suitability of adhesive
anchors used in uncracked concrete only, or in both cracked
and uncracked concrete. Criteria are prescribed to determine
the design parameters and performance category for adhesive
anchors. Included are assessments of the adhesive anchor
system 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.
R1.1 This standard prescribes the testing programs
required to qualify post-installed adhesive anchor systems
for design in accordance with ACI 318M, Appendix D.
Appendix D requires that anchors be tested either for use
exclusively in uncracked concrete or for use in cracked and
uncracked concrete conditions, whereby it is understood that
the presence of cracking may occur at any time over the
service life of the anchors. Test and assessment criteria are
provided for various conditions, including loads (seismic
and sustained), environmental with regard to humidity and
temperature, and determination if anchors are acceptable
for use in cracked or uncracked concrete. Refer to Cook and
Konz (2001) for a review of factors that influence adhesive
anchor behavior. Refer to Fuchs et al. (1995) for background
on the concrete breakout design model and to Eligehausen et
al. (2006) and Zamora et al. (2003) for a discussion of bond
models for adhesive and grouted anchors. For a discussion
of issues associated with the qualification and design of
systems for post-installed reinforcing bars, refer to Spieth et
al. (2001).
1.2—Scope
This standard applies only to post-installed adhesive
anchors as defined herein.
R1.2 Adhesive anchors resist tension loads with a combi-
nation of adhesion and mechanical bond (micro-interlock).
Different anchor designs and adhesive types may exhibit a
range of performance characteristics. In particular, the
sensitivity of adhesive anchors to variations in installation
and service-condition parameters (such as hole cleaning,
installation orientation, and cracked concrete characteristics)
may vary widely from each system. ACI 318M addresses this
situation by matching capacity reduction factors to anchor
performance categories that are, in turn, established
through a series of reliability tests.
1.2.1 This standard applies to anchors with a diameter d
a
of 6 mm or larger. The drilled hole shall be approximately
cylindrical with a diameter d
o
≤ 1.5d
a
. This standard also
applies to anchors with an anchor embedment depth h
ef
not
less than four diameters (4d
a
), or 41 mm, and an embedment
depth not exceeding 20d
a
.
R1.2.1 The minimum diameter of 6 mm is based on
practical considerations regarding the limit of structural
anchor applications. The upper limit on the ratio of hole
diameter to anchor element diameter provides a demarcation
between conditions where a single bond strength can be used
to evaluate anchor strength and conditions where bond
strengths at both the anchor interface and concrete interface
must be determined to evaluate anchor strength. In addition,
the value of 1.5d
a
is based on consideration of typical practice
whereby most organic adhesives are used with thin bond
lines to limit both adhesive shrinkage and creep of the
anchor when under load. The design method deemed to
satisfy the anchor design requirements of ACI 318M,
Appendix D, is based on an analysis of an anchor database
with a maximum diameter of 50.8 mm. While ACI 355.4M
gives no limitations on maximum anchor diameter, for
anchors beyond this dimension, the testing authority should
decide if the tests described in this standard are appli-
cable or if alternative tests and analyses are more appro-
priate. It may also be desirable to reconsider those tests
where only small, medium, and large diameters are tested
when the upper diameter is much larger than 38 mm.
A limitation on the minimum embedment length of adhesive
anchors is necessary to ensure conformance with the design
method deemed to satisfy the anchor design requirements of
ACI 318M, Appendix D.
1.2.2 The minimum member thickness shall not be less
than the value given by Eq. (10-21). Values of Δh in Eq. (10-21)
shall be permitted if they are verified by tests according to
Table 3.1, Test no. 14, and Table 3.2, Test no. 20, or Table 3.3,
Test no. 15.
1.2.3 This standard does not address the following systems
and use conditions:
1.Bulk adhesives mixed in open containers without auto-
matically controlled metering and mixing of adhesive
components.
2.Adhesives to adhere structural elements to concrete
surfaces outside of a drilled hole.
3.Adhesive anchors in aggressive environments not
specifically considered in this standard.
4.Adhesive anchors to resist fatigue or shock loading.
R1.2.3 Correct proportioning (metering) and mixing of
adhesive components is critical to their performance. Bulk
mixing and delivery of adhesives (for example, those with
paddle mixers in buckets), while appropriate for some appli-
cations, may not provide anchor performance consistent
with the assumptions of this standard. These systems are not
considered to provide controlled metering of adhesive
components. Bulk dispensing equipment that provides
automatic metering and mixing of the adhesive components
is included; however, ongoing monitoring is required to
check that the equipment is operating within tolerances in
accordance with the Manufacturer’s Printed Installation
Table 1.1—Overview of anchor systems
Anchor
type Embedded part Assessment criteria
Adhesive
anchor
Threaded rods, deformed
reinforcing bars, or inter-
nally threaded steel sleeves
with external deformations
Uncracked
concrete
Table 3.1
Cracked and
uncracked
concrete
Table 3.2 or
Table 3.3
CHAPTER 1—INTRODUCTION
1.1—Introduction
This standard prescribes testing and evaluation requirements
for post-installed adhesive anchor systems intended for use
in concrete under the provisions of ACI 318M. Criteria are
separately prescribed to determine the suitability of adhesive
anchors used in uncracked concrete only, or in both cracked
and uncracked concrete. Criteria are prescribed to determine
the design parameters and performance category for adhesive
anchors. Included are assessments of the adhesive anchor
system 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.
R1.1 This standard prescribes the testing programs
required to qualify post-installed adhesive anchor systems
for design in accordance with ACI 318M, Appendix D.
Appendix D requires that anchors be tested either for use
exclusively in uncracked concrete or for use in cracked and
uncracked concrete conditions, whereby it is understood that
the presence of cracking may occur at any time over the
service life of the anchors. Test and assessment criteria are
provided for various conditions, including loads (seismic
and sustained), environmental with regard to humidity and
temperature, and determination if anchors are acceptable
for use in cracked or uncracked concrete. Refer to Cook and
Konz (2001) for a review of factors that influence adhesive
anchor behavior. Refer to Fuchs et al. (1995) for background
on the concrete breakout design model and to Eligehausen et
al. (2006) and Zamora et al. (2003) for a discussion of bond
models for adhesive and grouted anchors. For a discussion
of issues associated with the qualification and design of
systems for post-installed reinforcing bars, refer to Spieth et
al. (2001).
1.2—Scope
This standard applies only to post-installed adhesive
anchors as defined herein.
R1.2 Adhesive anchors resist tension loads with a combi-
nation of adhesion and mechanical bond (micro-interlock).
Different anchor designs and adhesive types may exhibit a
range of performance characteristics. In particular, the
sensitivity of adhesive anchors to variations in installation
and service-condition parameters (such as hole cleaning,
installation orientation, and cracked concrete characteristics)
may vary widely from each system. ACI 318M addresses this
situation by matching capacity reduction factors to anchor
performance categories that are, in turn, established
through a series of reliability tests.
1.2.1 This standard applies to anchors with a diameter d
a
of 6 mm or larger. The drilled hole shall be approximately
cylindrical with a diameter d
o
≤ 1.5d
a
. This standard also
applies to anchors with an anchor embedment depth h
ef
not
less than four diameters (4d
a
), or 41 mm, and an embedment
depth not exceeding 20d
a
.
R1.2.1 The minimum diameter of 6 mm is based on
practical considerations regarding the limit of structural
anchor applications. The upper limit on the ratio of hole
diameter to anchor element diameter provides a demarcation
between conditions where a single bond strength can be used
to evaluate anchor strength and conditions where bond
strengths at both the anchor interface and concrete interface
must be determined to evaluate anchor strength. In addition,
the value of 1.5d
a
is based on consideration of typical practice
whereby most organic adhesives are used with thin bond
lines to limit both adhesive shrinkage and creep of the
anchor when under load. The design method deemed to
satisfy the anchor design requirements of ACI 318M,
Appendix D, is based on an analysis of an anchor database
with a maximum diameter of 50.8 mm. While ACI 355.4M
gives no limitations on maximum anchor diameter, for
anchors beyond this dimension, the testing authority should
decide if the tests described in this standard are appli-
cable or if alternative tests and analyses are more appro-
priate. It may also be desirable to reconsider those tests
where only small, medium, and large diameters are tested
when the upper diameter is much larger than 38 mm.
A limitation on the minimum embedment length of adhesive
anchors is necessary to ensure conformance with the design
method deemed to satisfy the anchor design requirements of
ACI 318M, Appendix D.
1.2.2 The minimum member thickness shall not be less
than the value given by Eq. (10-21). Values of Δh in Eq. (10-21)
shall be permitted if they are verified by tests according to
Table 3.1, Test no. 14, and Table 3.2, Test no. 20, or Table 3.3,
Test no. 15.
1.2.3 This standard does not address the following systems
and use conditions:
1.Bulk adhesives mixed in open containers without auto-
matically controlled metering and mixing of adhesive
components.
2.Adhesives to adhere structural elements to concrete
surfaces outside of a drilled hole.
3.Adhesive anchors in aggressive environments not
specifically considered in this standard.
4.Adhesive anchors to resist fatigue or shock loading.
R1.2.3 Correct proportioning (metering) and mixing of
adhesive components is critical to their performance. Bulk
mixing and delivery of adhesives (for example, those with
paddle mixers in buckets), while appropriate for some appli-
cations, may not provide anchor performance consistent
with the assumptions of this standard. These systems are not
considered to provide controlled metering of adhesive
components. Bulk dispensing equipment that provides
automatic metering and mixing of the adhesive components
is included; however, ongoing monitoring is required to
check that the equipment is operating within tolerances in
accordance with the Manufacturer’s Printed Installation
Table 1.1—Overview of anchor systems
Anchor
type Embedded part Assessment criteria
Adhesive
anchor
Threaded rods, deformed
reinforcing bars, or inter-
nally threaded steel sleeves
with external deformations
Uncracked
concrete
Table 3.1
Cracked and
uncracked
concrete
Table 3.2 or
Table 3.3
4 QUALIFICATION OF POST-INSTALLED ADHESIVE ANCHORS IN CONCRETE (ACI 355.4M-11) AND COMMENTARY
Instructions (MPII), particularly with respect to mixture
ratios, leak tightness, and dwell time.
This standard is not appropriate for assessing the use of
adhesives to adhere structural elements to the concrete surface.
Examples include bonded steel plates or external carbon fiber
reinforcement. Other standards exist for these purposes. This
standard includes tests to assess the sensitivity of adhesive
anchor systems to a limited range of aggressive environments,
including moisture, highly alkaline fluids, and sulfur dioxide.
While it is believed that these exposure environments envelop a
range of possible exposures, specific environments (for
example, radiation exposure and chemical production
environments) may require unique assessment.
Due to the variety of possible loading conditions associated
with fatigue and shock loading, this standard does not
include tests for these loading variants. Fatigue and shock
loading may result in reductions in bond strength, steel
strength, and concrete strength, and these effects are not
addressed by this standard. Caution should be exercised in
the determination of whether cyclic loading should be
explicitly considered. These conditions may be evaluated
separately for specific systems using generally accepted
principles. Fatigue is generally less of a problem for the
adhesive than for the anchor element; provisions of preload
in the anchor to reduce the level of stress fluctuation in the
anchor element is only effective if sufficient unbonded length
is provided to ensure a reasonable degree of elastic stretch.
1.2.4 Adhesive anchors shall be evaluated for sustained
loading with the provisions of this standard. Qualification of
adhesive anchors exclusively for short-term loads is not
permitted by this standard.
R1.2.4 While it is permissible to use adhesive anchors to
resist short-term loads such as those from wind or earthquake,
the sustained load tests and corresponding assessment
described herein are not optional. All anchors qualified in
accordance with ACI 355.4M are suitable for sustained
loads within the use parameters established in the assess-
ment (7.17 and 10.4.7).
1.2.5 Adhesive anchor systems shall exhibit characteristic
bond strengths as determined in accordance with Eq. (10-12)
equal to or exceeding the minimum permissible bond
strength τ
k,min
. Adhesive anchor systems that do not exhibit
characteristic bond strengths equal to or exceeding the
minimum permissible bond strength in accordance with
10.2, shall not be qualified according to this standard.
R1.2.5 ACI 318M, Appendix D, provides default bond
stress values for specific constellations of use parameters
that may be used in place of values from an evaluation report
in accordance with this standard. Because the default values
are independent of the adhesive anchor system selected, they
represent minimum values for the assessment of any adhesive
anchor system under this standard. The minimum values and
corresponding use parameters are given in Table 10.2.
1.2.6 In general, ACI 355.4M is intended to address the
assessment of adhesive anchors for cases where anchor
design theory applies. It is not intended to address the
assessment or design of post-installed reinforcing bars
proportioned according to the concepts of development and
splicing of reinforcement.
Fig. R1.1—Examples of post-installed reinforcing bars proportioned with anchor theory
and with concepts of reinforcement development and splicing.
Instructions (MPII), particularly with respect to mixture
ratios, leak tightness, and dwell time.
This standard is not appropriate for assessing the use of
adhesives to adhere structural elements to the concrete surface.
Examples include bonded steel plates or external carbon fiber
reinforcement. Other standards exist for these purposes. This
standard includes tests to assess the sensitivity of adhesive
anchor systems to a limited range of aggressive environments,
including moisture, highly alkaline fluids, and sulfur dioxide.
While it is believed that these exposure environments envelop a
range of possible exposures, specific environments (for
example, radiation exposure and chemical production
environments) may require unique assessment.
Due to the variety of possible loading conditions associated
with fatigue and shock loading, this standard does not
include tests for these loading variants. Fatigue and shock
loading may result in reductions in bond strength, steel
strength, and concrete strength, and these effects are not
addressed by this standard. Caution should be exercised in
the determination of whether cyclic loading should be
explicitly considered. These conditions may be evaluated
separately for specific systems using generally accepted
principles. Fatigue is generally less of a problem for the
adhesive than for the anchor element; provisions of preload
in the anchor to reduce the level of stress fluctuation in the
anchor element is only effective if sufficient unbonded length
is provided to ensure a reasonable degree of elastic stretch.
1.2.4 Adhesive anchors shall be evaluated for sustained
loading with the provisions of this standard. Qualification of
adhesive anchors exclusively for short-term loads is not
permitted by this standard.
R1.2.4 While it is permissible to use adhesive anchors to
resist short-term loads such as those from wind or earthquake,
the sustained load tests and corresponding assessment
described herein are not optional. All anchors qualified in
accordance with ACI 355.4M are suitable for sustained
loads within the use parameters established in the assess-
ment (7.17 and 10.4.7).
1.2.5 Adhesive anchor systems shall exhibit characteristic
bond strengths as determined in accordance with Eq. (10-12)
equal to or exceeding the minimum permissible bond
strength τ
k,min
. Adhesive anchor systems that do not exhibit
characteristic bond strengths equal to or exceeding the
minimum permissible bond strength in accordance with
10.2, shall not be qualified according to this standard.
R1.2.5 ACI 318M, Appendix D, provides default bond
stress values for specific constellations of use parameters
that may be used in place of values from an evaluation report
in accordance with this standard. Because the default values
are independent of the adhesive anchor system selected, they
represent minimum values for the assessment of any adhesive
anchor system under this standard. The minimum values and
corresponding use parameters are given in Table 10.2.
1.2.6 In general, ACI 355.4M is intended to address the
assessment of adhesive anchors for cases where anchor
design theory applies. It is not intended to address the
assessment or design of post-installed reinforcing bars
proportioned according to the concepts of development and
splicing of reinforcement.
Fig. R1.1—Examples of post-installed reinforcing bars proportioned with anchor theory
and with concepts of reinforcement development and splicing.
QUALIFICATION OF POST-INSTALLED ADHESIVE ANCHORS IN CONCRETE (ACI 355.4M-11) AND COMMENTARY 5
R1.2.6 This standard is intended to provide parameters for
the design of adhesive anchors in conjunction with the
provisions of ACI 318M, Appendix D. Those provisions are
derived from the principles of anchor theory, whereby
anchor forces are transferred to the concrete in a manner
that generally precludes splitting of the concrete and where
spacing, edge distance, and member thickness are explicitly
considered in the evaluation of the concrete breakout capacity
(Fig. R1.1(a)). It is not intended to address the assessment or
design of post-installed reinforcing bars proportioned
according to the concepts of development and splicing of
reinforcement (Fig. R1.1(b)). While the provisions of
Chapter 12 of ACI 318M may be used to establish embed-
ment lengths for post-installed reinforcing bars in such
cases, the ability of an adhesive anchor system to transfer
loads to adjacent embedded bars, particularly where longer
splice lengths are required, should be verified by appro-
priate testing. Testing for the splice length is outside the
scope of this standard.
1.3—Units of measurement
Values in this specification are stated in SI units. A
companion specification in inch-pound units is also available.
CHAPTER 2—NOTATION AND DEFINITIONS
2.1— Notation
A
se,N
=effective cross-sectional area of anchor in
tension, mm
2
A
se,V
=effective cross-sectional area of anchor in
shear, mm
2
c
ac
=critical edge distance required to develop the
basic concrete breakout strength of anchor in
uncracked concrete without supplementary
reinforcement to control splitting, mm
c
min
=minimum anchor edge distance required to
prevent splitting during anchor installation,
mm, see 8.10
d
a
=nominal outside diameter of post-installed
anchor, mm, see Fig. 2.1
d
e
=nominal diameter of bolt or threaded anchor
element in a sleeved insert, mm, see Fig. 2.1
d
o
=nominal diameter of drilled hole in the
concrete, mm, see 2.1
F
i
=test result normalized to considered concrete
strength i, N
F
k
=characteristic capacity for a test series,
calculated according to 10.3, N
F
test,i
=mean anchor capacity as determined from test
series i, N
F
test,i,fc
=mean capacity for test series i, normalized to
concrete strength f
c
, in accordance with 10.2, N
F
y
=tension force corresponding to bolt yield in
accordance with Eq. (10-22), N
f
c
′ =specified strength of concrete, MPa
f
c,i
=mean concrete compressive strength measured
with standard cylinders for concrete of
batch i, MPa
f
c,test,x
=mean concrete compressive strength
measured with standard cylinders of the test
members used for test series x, MPa
f
t
=mean ultimate tensile strength of anchor steel
as determined by test, MPa
f
uta
= specified tensile strength of anchor steel, MPa
f
ut,test
=specified ultimate tensile strength of steel
anchor elements used in seismic tests, MPa
f
ya
= specified yield strength of anchor steel, MPa
h =thickness of test member in which an anchor
is installed, measured perpendicular to the
concrete surface, mm, see Fig. 2.1
h
ef
= effective embedment depth, measured from
the concrete surface to the deepest point at
which bond to the concrete is established,
mm, see Fig. 2.1
h
min
= minimum member thickness specified by the
anchor manufacturer and verified in accordance
with 9.2 and 10.7, mm
h
sl
=slice thickness as measured immediately prior
to punch testing in accordance with 8.8, mm
K = tolerance factor corresponding to a 5 percent
probability of nonexceedence with a confidence
of 90 percent, derived from a noncentral t-
distribution for which the population standard
deviation is unknown
Fig. 2.1—Adhesive anchor dimensional parameters.
R1.2.6 This standard is intended to provide parameters for
the design of adhesive anchors in conjunction with the
provisions of ACI 318M, Appendix D. Those provisions are
derived from the principles of anchor theory, whereby
anchor forces are transferred to the concrete in a manner
that generally precludes splitting of the concrete and where
spacing, edge distance, and member thickness are explicitly
considered in the evaluation of the concrete breakout capacity
(Fig. R1.1(a)). It is not intended to address the assessment or
design of post-installed reinforcing bars proportioned
according to the concepts of development and splicing of
reinforcement (Fig. R1.1(b)). While the provisions of
Chapter 12 of ACI 318M may be used to establish embed-
ment lengths for post-installed reinforcing bars in such
cases, the ability of an adhesive anchor system to transfer
loads to adjacent embedded bars, particularly where longer
splice lengths are required, should be verified by appro-
priate testing. Testing for the splice length is outside the
scope of this standard.
1.3—Units of measurement
Values in this specification are stated in SI units. A
companion specification in inch-pound units is also available.
CHAPTER 2—NOTATION AND DEFINITIONS
2.1— Notation
A
se,N
=effective cross-sectional area of anchor in
tension, mm
2
A
se,V
=effective cross-sectional area of anchor in
shear, mm
2
c
ac
=critical edge distance required to develop the
basic concrete breakout strength of anchor in
uncracked concrete without supplementary
reinforcement to control splitting, mm
c
min
=minimum anchor edge distance required to
prevent splitting during anchor installation,
mm, see 8.10
d
a
=nominal outside diameter of post-installed
anchor, mm, see Fig. 2.1
d
e
=nominal diameter of bolt or threaded anchor
element in a sleeved insert, mm, see Fig. 2.1
d
o
=nominal diameter of drilled hole in the
concrete, mm, see 2.1
F
i
=test result normalized to considered concrete
strength i, N
F
k
=characteristic capacity for a test series,
calculated according to 10.3, N
F
test,i
=mean anchor capacity as determined from test
series i, N
F
test,i,fc
=mean capacity for test series i, normalized to
concrete strength f
c
, in accordance with 10.2, N
F
y
=tension force corresponding to bolt yield in
accordance with Eq. (10-22), N
f
c
′ =specified strength of concrete, MPa
f
c,i
=mean concrete compressive strength measured
with standard cylinders for concrete of
batch i, MPa
f
c,test,x
=mean concrete compressive strength
measured with standard cylinders of the test
members used for test series x, MPa
f
t
=mean ultimate tensile strength of anchor steel
as determined by test, MPa
f
uta
= specified tensile strength of anchor steel, MPa
f
ut,test
=specified ultimate tensile strength of steel
anchor elements used in seismic tests, MPa
f
ya
= specified yield strength of anchor steel, MPa
h =thickness of test member in which an anchor
is installed, measured perpendicular to the
concrete surface, mm, see Fig. 2.1
h
ef
= effective embedment depth, measured from
the concrete surface to the deepest point at
which bond to the concrete is established,
mm, see Fig. 2.1
h
min
= minimum member thickness specified by the
anchor manufacturer and verified in accordance
with 9.2 and 10.7, mm
h
sl
=slice thickness as measured immediately prior
to punch testing in accordance with 8.8, mm
K = tolerance factor corresponding to a 5 percent
probability of nonexceedence with a confidence
of 90 percent, derived from a noncentral t-
distribution for which the population standard
deviation is unknown
Fig. 2.1—Adhesive anchor dimensional parameters.
6 QUALIFICATION OF POST-INSTALLED ADHESIVE ANCHORS IN CONCRETE (ACI 355.4M-11) AND COMMENTARY
k =effectiveness factor, whose value depends on
the type of anchor
k
cr
=effectiveness factor for anchors tested in
cracked concrete
k
f
=friction factor of threads
k
m
=mean coefficient for the concrete breakout
tension
k
uncr
=effectiveness factor for anchors tested in
uncracked concrete
l
side
=dimension of the side of a cube or diameter of a
cylinder for conducting a freezing-and-
thawing test, mm
N
95%
=95 percent fractile at 90 percent confidence of
the induced tension force corresponding to
1.3T
inst
, N
N
95%,slip,d
=95 percent fractile at 90 percent confidence of
the force corresponding to loss of adhesion
between the anchor element and the adhesive
for anchor diameter d, N
minN
adh,i
=minimum value of tension load corresponding
to loss of adhesion in test series i, N
N
adh
=tension load corresponding to loss of adhesion
between the adhesive and the concrete, N
N
adh,i,j
=tension load corresponding to loss of adhesion
in reliability test series i, test j, N
N
cure
=
N
cure+24h
=mean tension capacity corresponding to the
manufacturer’s published minimum cure
time plus 24 hours, N
N
eq
=maximum tension load to be applied in the
simulated seismic tension test, N
N
eq,reduced
=reduced maximum tension load at which the
anchor successfully completes the simulated
seismic tension test, N, see 10.19.1.2
N
i
=intermediate tension load to be applied in the
simulated seismic tension test, N
N
i,reduced
=reduced intermediate tension load at which the
anchor successfully completes the simulated
seismic tension test, N, see 10.19.1.2
N
k
= characteristic tension capacity of an
anchor, 5 percent fractile of test results, as
determined in accordance with 10.3, N
N
k,cure
=characteristic tension capacity corresponding
to the manufacturer’s published minimum
cure time, N
N
k,cure+24h
=characteristic tension capacity corresponding
to the manufacturer’s published minimum
cure time plus 24 hours, N
N
k,i
=characteristic tension capacity of an anchor in
test member i or concrete batch i, N
N
k,lt
=characteristic tension capacity at long-term
elevated temperature, N
N
k,o,i
=characteristic tension capacity of an anchor in
reference test series i, N
N
k,p,nom,cr
=characteristic tension capacity corresponding
to service-condition tests in low- and high-
strength cracked concrete, N
N
k,p,nom,uncr
=characteristic tension capacity corresponding
to service-condition tests in low- and high-
strength uncracked concrete, N
N
k,r,i
=characteristic tension capacity of an anchor in
reliability test series i, N
N
k,st
=characteristic tension capacity at short-term
elevated temperature, N
N
lt
=mean tension capacity of an anchor at long-
term elevated temperature, N
N
m
=minimum tension load to be applied in the
simulated seismic tension test, N
N
m,reduced
=reduced minimum tension load at which the
anchor successfully completes the simulated
seismic tension test, N, see 10.19.1.2
N
o
=mean tension capacity of an anchor, N
N
o,i
=mean tension capacity of an anchor in reference
test series i, N
N
o,i,confined
=mean tension capacity of anchor in confined
reference tests i, N
N
origin
=tension load corresponding to origin of load-
displacement curve, N
N
p
=characteristic tension pullout capacity of an
anchor, 5 percent fractile of test results, as
determined in accordance with 10.3, N
N
r,i
=mean tension capacity of an anchor in reliability
test series i, N
N
s
=characteristic tension steel capacity of an anchor
as determined in accordance with 10.3, N
N
st
=mean tension capacity at short-term elevated
temperature, N
N
sust,ft
=sustained tension load applied during
freezing-and-thawing cycles, N
N
sust,lt
=sustained tension load applied at long-term
test temperature, N
N
u
=peak tension load measured in a tension test, N
N
u,i
=peak tension load measured in a tension test
in test series i or concrete batch i, N
N
u,i
=mean ultimate tension load measured in a
tension test in test series i or concrete batch i, N
N
u,i,fc
=peak tension load measured in a tension test
conducted in test series i or concrete batch i,
normalized to concrete strength f
c
, N
N
u,i,j
=peak tension load measured in a tension test
in test series or concrete batch i, test j, N
N
w
=tension load applied to anchor during crack
width cycling, N
n =number of replicates in a test series, number of
anchors in an anchor group, and exponent for
determining relationship of bond stress as a
function of concrete compressive strength
s
min
=minimum anchor spacing as required to
prevent splitting during anchor installation or
tension loading, mm, see 8.10
T
inst
= specified tightening torque for setting or
prestressing of an anchor, according to the
MPII, N-m
t
service
= intended anchor service life, in hours
k =effectiveness factor, whose value depends on
the type of anchor
k
cr
=effectiveness factor for anchors tested in
cracked concrete
k
f
=friction factor of threads
k
m
=mean coefficient for the concrete breakout
tension
k
uncr
=effectiveness factor for anchors tested in
uncracked concrete
l
side
=dimension of the side of a cube or diameter of a
cylinder for conducting a freezing-and-
thawing test, mm
N
95%
=95 percent fractile at 90 percent confidence of
the induced tension force corresponding to
1.3T
inst
, N
N
95%,slip,d
=95 percent fractile at 90 percent confidence of
the force corresponding to loss of adhesion
between the anchor element and the adhesive
for anchor diameter d, N
minN
adh,i
=minimum value of tension load corresponding
to loss of adhesion in test series i, N
N
adh
=tension load corresponding to loss of adhesion
between the adhesive and the concrete, N
N
adh,i,j
=tension load corresponding to loss of adhesion
in reliability test series i, test j, N
N
cure
=
N
cure+24h
=mean tension capacity corresponding to the
manufacturer’s published minimum cure
time plus 24 hours, N
N
eq
=maximum tension load to be applied in the
simulated seismic tension test, N
N
eq,reduced
=reduced maximum tension load at which the
anchor successfully completes the simulated
seismic tension test, N, see 10.19.1.2
N
i
=intermediate tension load to be applied in the
simulated seismic tension test, N
N
i,reduced
=reduced intermediate tension load at which the
anchor successfully completes the simulated
seismic tension test, N, see 10.19.1.2
N
k
= characteristic tension capacity of an
anchor, 5 percent fractile of test results, as
determined in accordance with 10.3, N
N
k,cure
=characteristic tension capacity corresponding
to the manufacturer’s published minimum
cure time, N
N
k,cure+24h
=characteristic tension capacity corresponding
to the manufacturer’s published minimum
cure time plus 24 hours, N
N
k,i
=characteristic tension capacity of an anchor in
test member i or concrete batch i, N
N
k,lt
=characteristic tension capacity at long-term
elevated temperature, N
N
k,o,i
=characteristic tension capacity of an anchor in
reference test series i, N
N
k,p,nom,cr
=characteristic tension capacity corresponding
to service-condition tests in low- and high-
strength cracked concrete, N
N
k,p,nom,uncr
=characteristic tension capacity corresponding
to service-condition tests in low- and high-
strength uncracked concrete, N
N
k,r,i
=characteristic tension capacity of an anchor in
reliability test series i, N
N
k,st
=characteristic tension capacity at short-term
elevated temperature, N
N
lt
=mean tension capacity of an anchor at long-
term elevated temperature, N
N
m
=minimum tension load to be applied in the
simulated seismic tension test, N
N
m,reduced
=reduced minimum tension load at which the
anchor successfully completes the simulated
seismic tension test, N, see 10.19.1.2
N
o
=mean tension capacity of an anchor, N
N
o,i
=mean tension capacity of an anchor in reference
test series i, N
N
o,i,confined
=mean tension capacity of anchor in confined
reference tests i, N
N
origin
=tension load corresponding to origin of load-
displacement curve, N
N
p
=characteristic tension pullout capacity of an
anchor, 5 percent fractile of test results, as
determined in accordance with 10.3, N
N
r,i
=mean tension capacity of an anchor in reliability
test series i, N
N
s
=characteristic tension steel capacity of an anchor
as determined in accordance with 10.3, N
N
st
=mean tension capacity at short-term elevated
temperature, N
N
sust,ft
=sustained tension load applied during
freezing-and-thawing cycles, N
N
sust,lt
=sustained tension load applied at long-term
test temperature, N
N
u
=peak tension load measured in a tension test, N
N
u,i
=peak tension load measured in a tension test
in test series i or concrete batch i, N
N
u,i
=mean ultimate tension load measured in a
tension test in test series i or concrete batch i, N
N
u,i,fc
=peak tension load measured in a tension test
conducted in test series i or concrete batch i,
normalized to concrete strength f
c
, N
N
u,i,j
=peak tension load measured in a tension test
in test series or concrete batch i, test j, N
N
w
=tension load applied to anchor during crack
width cycling, N
n =number of replicates in a test series, number of
anchors in an anchor group, and exponent for
determining relationship of bond stress as a
function of concrete compressive strength
s
min
=minimum anchor spacing as required to
prevent splitting during anchor installation or
tension loading, mm, see 8.10
T
inst
= specified tightening torque for setting or
prestressing of an anchor, according to the
MPII, N-m
t
service
= intended anchor service life, in hours
QUALIFICATION OF POST-INSTALLED ADHESIVE ANCHORS IN CONCRETE (ACI 355.4M-11) AND COMMENTARY 7
V
eq
=maximum shear load to be applied in the
simulated seismic shear test, N
V
eq,reduced
=reduced maximum shear load at which the
anchor successfully completes the simulated
seismic shear test, N, see 10.20.1.2
V
i
=intermediate shear load to be applied in the
simulated seismic shear test, N
V
i,reduced
=reduced intermediate shear load at which the
anchor successfully completes the simulated
seismic shear test, N, see 10.20.1.2
V
m
=minimum shear load to be applied in the
simulated seismic shear test, N
V
m,reduced
=reduced minimum shear load at which the
anchor successfully completes the simulated
seismic shear test, N, see 10.20.1.2
V
o,i
=mean shear capacity of an anchor in reference
test series i, N
V
s
= characteristic shear capacity corresponding
to steel failure, N
V
S,seis
=seismic shear capacity as governed by steel
failure, N
α =ratio of reliability to reference tension test
results calculated in accordance with 10.4.3
α
alk
=reduction factor for alkalinity in accordance
with 10.16
α
adh
=ratio of the load at loss of adhesion to the peak
load calculated in accordance with 10.4.4
α
cat3
=additional reduction factor for Anchor
Category 3 in accordance with 10.4.6.2
α
conc
=adjustment factor for regional variations in
concrete in accordance with 10.4.1.2
α
COV
=reduction factor for larger coefficients of
variation in accordance with 10.4.2
α
dur
=reduction factor for durability tests in
accordance with 10.16
α
lt
=reduction factor for maximum long-term
temperature in accordance with 10.13.1
α
N,seis
=reduction factor for seismic tension loading
in accordance with 10.19
α
req
=threshold value of α given in Table 3.1, 3.2,
or 3.3
α
req,cat3
=α
req
for Anchor Category 3 for corresponding
reliability test in accordance with Table 10.5
or 10.6
α
setup
=reduction factor for service-condition tests
performed as confined tests in accordance
with 10.4.5.1
α
st
=reduction factor for maximum short-term
temperature in accordance with 10.13.2
α
sulf
=reduction factor for sulfur in accordance with
10.16
α
V,seis
=reduction factor for seismic shear loading in
accordance with 10.20
α
ρ
=reduction factor for reliability tests in
accordance with 10.4.7.1
α
ρ,sust
=reduction factor for sustained load reliability
test in accordance with 10.4.7.2
β =reduction factor evaluated as the minimum of
α/α
req
and α
adh
for reliability tests and
service-condition tests listed in Tables 10.3
and 10.4 in accordance with Eq. (10-12)
Δ
=anchor displacement as measured in a test, mm
Δ
0.3
=displacement at N = 0.3N
u
, mm
Δ
lim
=mean displacement corresponding to loss of
adhesion load N
adh
, mm
Δ
origin
=displacement at origin of load displacement
curve, mm
Δ
service
=extrapolated estimate of the total displacement
over the anchor intended service life, mm
Δ
service
=mean value of the extrapolated estimate of the
total displacement over the anchor intended
service life, mm
Δ
t=0
=initial displacement under sustained load, mm
Δh =concrete thickness beyond h
ef
, mm, see 2.1
Δ(t) =displacement at time t under sustained load, mm
Δw =required change in crack width, in addition to
the initial hairline crack width as measured
after anchor installation, mm
φ =strength reduction factor for concrete failure
and steel failure modes corresponding to the
anchor category established in accordance
with 10.4.6 and 10.5, respectively
ν
test,x
=sample coefficient of variation for test series
x equal to the sample standard deviation
divided by the mean, percent
τ
dur,i
=minimum of mean bond stress corresponding
to durability tests with test member i or
concrete batch i stored in different media
according to 8.8.3, MPa
τ
i
=calculated bond stress corresponding to peak
load in a tension test, MPa
τ
i
=mean bond stress corresponding to test series i
or concrete batch i, MPa
τ
k,(cr,uncr)
=characteristic bond stress in cracked or
uncracked concrete, respectively, adjusted for
variations in concrete batches and reduced in
accordance with 10.4.5.3.2, MPa
τ
k,i
=characteristic bond stress corresponding to
tension tests in test member i or concrete
batch i, MPa
τ
k,min
=minimum permissible bond strength in accor-
dance with 1.7, MPa
τ
k,o,i
=characteristic bond stress corresponding to
reference tension tests in test member i or
concrete batch i, MPa
τ
k,seis,(cr,uncr)
=seismic tension bond resistance calculated in
accordance with 10.4.5.5, MPa
τ
o,i
=bond stress corresponding to a reference
tension test in test member i or concrete batch i,
MPa
τ
ref,fc
=mean bond stress corresponding to round-
robin tests, MPa
τ
u
=calculated bond stress adjusted for variations in
concrete batches, MPa
τ
u
=mean bond stress, MPa
V
eq
=maximum shear load to be applied in the
simulated seismic shear test, N
V
eq,reduced
=reduced maximum shear load at which the
anchor successfully completes the simulated
seismic shear test, N, see 10.20.1.2
V
i
=intermediate shear load to be applied in the
simulated seismic shear test, N
V
i,reduced
=reduced intermediate shear load at which the
anchor successfully completes the simulated
seismic shear test, N, see 10.20.1.2
V
m
=minimum shear load to be applied in the
simulated seismic shear test, N
V
m,reduced
=reduced minimum shear load at which the
anchor successfully completes the simulated
seismic shear test, N, see 10.20.1.2
V
o,i
=mean shear capacity of an anchor in reference
test series i, N
V
s
= characteristic shear capacity corresponding
to steel failure, N
V
S,seis
=seismic shear capacity as governed by steel
failure, N
α =ratio of reliability to reference tension test
results calculated in accordance with 10.4.3
α
alk
=reduction factor for alkalinity in accordance
with 10.16
α
adh
=ratio of the load at loss of adhesion to the peak
load calculated in accordance with 10.4.4
α
cat3
=additional reduction factor for Anchor
Category 3 in accordance with 10.4.6.2
α
conc
=adjustment factor for regional variations in
concrete in accordance with 10.4.1.2
α
COV
=reduction factor for larger coefficients of
variation in accordance with 10.4.2
α
dur
=reduction factor for durability tests in
accordance with 10.16
α
lt
=reduction factor for maximum long-term
temperature in accordance with 10.13.1
α
N,seis
=reduction factor for seismic tension loading
in accordance with 10.19
α
req
=threshold value of α given in Table 3.1, 3.2,
or 3.3
α
req,cat3
=α
req
for Anchor Category 3 for corresponding
reliability test in accordance with Table 10.5
or 10.6
α
setup
=reduction factor for service-condition tests
performed as confined tests in accordance
with 10.4.5.1
α
st
=reduction factor for maximum short-term
temperature in accordance with 10.13.2
α
sulf
=reduction factor for sulfur in accordance with
10.16
α
V,seis
=reduction factor for seismic shear loading in
accordance with 10.20
α
ρ
=reduction factor for reliability tests in
accordance with 10.4.7.1
α
ρ,sust
=reduction factor for sustained load reliability
test in accordance with 10.4.7.2
β =reduction factor evaluated as the minimum of
α/α
req
and α
adh
for reliability tests and
service-condition tests listed in Tables 10.3
and 10.4 in accordance with Eq. (10-12)
Δ
=anchor displacement as measured in a test, mm
Δ
0.3
=displacement at N = 0.3N
u
, mm
Δ
lim
=mean displacement corresponding to loss of
adhesion load N
adh
, mm
Δ
origin
=displacement at origin of load displacement
curve, mm
Δ
service
=extrapolated estimate of the total displacement
over the anchor intended service life, mm
Δ
service
=mean value of the extrapolated estimate of the
total displacement over the anchor intended
service life, mm
Δ
t=0
=initial displacement under sustained load, mm
Δh =concrete thickness beyond h
ef
, mm, see 2.1
Δ(t) =displacement at time t under sustained load, mm
Δw =required change in crack width, in addition to
the initial hairline crack width as measured
after anchor installation, mm
φ =strength reduction factor for concrete failure
and steel failure modes corresponding to the
anchor category established in accordance
with 10.4.6 and 10.5, respectively
ν
test,x
=sample coefficient of variation for test series
x equal to the sample standard deviation
divided by the mean, percent
τ
dur,i
=minimum of mean bond stress corresponding
to durability tests with test member i or
concrete batch i stored in different media
according to 8.8.3, MPa
τ
i
=calculated bond stress corresponding to peak
load in a tension test, MPa
τ
i
=mean bond stress corresponding to test series i
or concrete batch i, MPa
τ
k,(cr,uncr)
=characteristic bond stress in cracked or
uncracked concrete, respectively, adjusted for
variations in concrete batches and reduced in
accordance with 10.4.5.3.2, MPa
τ
k,i
=characteristic bond stress corresponding to
tension tests in test member i or concrete
batch i, MPa
τ
k,min
=minimum permissible bond strength in accor-
dance with 1.7, MPa
τ
k,o,i
=characteristic bond stress corresponding to
reference tension tests in test member i or
concrete batch i, MPa
τ
k,seis,(cr,uncr)
=seismic tension bond resistance calculated in
accordance with 10.4.5.5, MPa
τ
o,i
=bond stress corresponding to a reference
tension test in test member i or concrete batch i,
MPa
τ
ref,fc
=mean bond stress corresponding to round-
robin tests, MPa
τ
u
=calculated bond stress adjusted for variations in
concrete batches, MPa
τ
u
=mean bond stress, MPa
8 QUALIFICATION OF POST-INSTALLED ADHESIVE ANCHORS IN CONCRETE (ACI 355.4M-11) AND COMMENTARY
τ
u,i
=mean bond stress from reliability test series in
concrete batch or test member i, MPa
2.2—Definitions
adhesive—any adhesive comprised of chemical components
that cure when blended together. Adhesives are formulated
from organic polymers, or a combination of organic polymers
and inorganic materials. Organic polymers used in adhesives
can include, but are not limited to, epoxies, polyurethanes,
polyesters, methyl methacrylates, and vinyl esters.
adhesive—it is not intended that adhesives be restricted to
those listed in this standard and the listing of a specific
adhesive does not imply any preference. The suitability of a
specific adhesive for anchoring applications may also be
dictated by health and safety requirements as contained, for
example, in the product Material Safety Data Sheet (MSDS).
This standard does not address issues such as adhesive
toxicity, safe disposal of adhesive compounds, or confor-
mance with sustainable building requirements as applicable.
adhesive anchor—a post-installed anchor, inserted into
hardened concrete with an anchor hole diameter not greater
than 1.5 times the anchor diameter, that transfers loads to the
concrete by bond between the anchor and the adhesive and
bond between the adhesive and the concrete.
adhesive anchor—evaluation of the tension resistance of
grouted anchors installed in hole diameters greater than
1.5d
a
requires separate consideration of bond stresses
developed along the anchor element/grout interface, as well
as between the grout and the concrete. Because these
anchors may demonstrate tension behavior that does not
conform to the design method deemed to satisfy the anchor
design requirements of ACI 318M, Appendix D, they are not
considered in this standard.
adhesive anchor system—for the purposes of this standard,
the adhesive anchor system is comprised of the following
components:
Anchor
Proprietary adhesive compounds in combination with a
mixing and delivery system where different mixing and
delivery systems are provided for the same adhesive
anchor system, it shall be verified through testing that
the mixing and delivery systems yield equivalent
performance of the installed anchor
Accessories for cleaning the drilled hole, including
brushes, air nozzles, and other items needed to
complete the cleaning process
Printed instructions for the adhesive anchor installation
including hole preparation, injection, and cure for all
environmental conditions permitted in the qualification.
adhesive anchor system—this standard addresses the
testing and assessment of adhesive anchor systems, whereby
all components of the system (for example, the anchor itself
and all accessories and instructions necessary for the
installation in the drilled hole) are included in the assessment.
Instructions for use as provided by the manufacturer, should
include specific instructions for all conditions of installation
to be included in the evaluation, including installation in
water-saturated concrete, water-filled holes, overhead
installation, and other adverse installation conditions.
aggressive environment—any anchor environmental
exposure that may be characterized as equivalent to that
produced by exposure of the adhesive compound to an alkaline
environment and a high sulfur dioxide concentration.
aggressive environment —testing of adhesive compounds
as used in adhesive anchor applications to resist chemical
exposure is limited in this standard to alkalinity, which is
mandatory, and sulfur dioxide, which is optional. As both of
these tests involve exposure to water, evaluation of the adhesive
for susceptibility to hydrolyzation is included as well. ACI
Committee 355 believes alkalinity is the most common
aggressive chemical exposure condition. This standard
considers the effects of alkalinity and sulfur dioxide separately,
and the α
dur
factor is taken as the condition representing the
greatest reduction in strength.
anchor—a steel element post-installed into a hardened
concrete member and used to transmit applied loads. Steel
elements for adhesive anchors may include threaded rods,
deformed reinforcing bars, or internally threaded steel
sleeves with external deformations.
anchor—the term “anchor,” as used herein, refers to the
steel component bonded to the concrete with adhesive. The
bond model used in ACI 318M is appropriate for steels only
because the use of non-steel elements may influence the bond
stress distribution and may involve failure modes not
considered in the model.
anchor category—an assigned rating that corresponds to
a specific strength reduction factor φ for concrete failure
modes associated with anchors in tension. The anchor
category is established by performance of the anchor in
reliability tests.
anchor category—assignment of the anchor category is
intended to represent sensitivity of the anchor system (for
example, variations in installation conditions). It is used to
determine the strength reduction factor in ACI 318M,
Appendix D.
anchor installation—unless otherwise noted, the process
defined by the MPII for the subject anchor.
anchor installation—anchor installation parameters
shall include, but are not limited to, ambient air and
concrete temperature at the time of installation, concrete
type and strength, presence of moisture or water in the
drilled hole at installation time, hole drilling method, hole
diameter, hole cleaning and preparation requirements,
adhesive material conditioning, mixing and placement,
anchor element installation and retention, gel and cure time
restrictions, and installer safety requirements. It is assumed
that all aspects of anchor installation are described in the
MPII for all installation conditions, including installation
direction and concrete temperature.
bulk adhesives—two-component adhesives supplied in
industrial quantities in either barrels or 4 to 19 L cans. They
are delivered with a bulk dispensing machine whereby
metering and mixing of the components are automatically
controlled during dispensing through a metering manifold
and disposable mixing nozzle.
τ
u,i
=mean bond stress from reliability test series in
concrete batch or test member i, MPa
2.2—Definitions
adhesive—any adhesive comprised of chemical components
that cure when blended together. Adhesives are formulated
from organic polymers, or a combination of organic polymers
and inorganic materials. Organic polymers used in adhesives
can include, but are not limited to, epoxies, polyurethanes,
polyesters, methyl methacrylates, and vinyl esters.
adhesive—it is not intended that adhesives be restricted to
those listed in this standard and the listing of a specific
adhesive does not imply any preference. The suitability of a
specific adhesive for anchoring applications may also be
dictated by health and safety requirements as contained, for
example, in the product Material Safety Data Sheet (MSDS).
This standard does not address issues such as adhesive
toxicity, safe disposal of adhesive compounds, or confor-
mance with sustainable building requirements as applicable.
adhesive anchor—a post-installed anchor, inserted into
hardened concrete with an anchor hole diameter not greater
than 1.5 times the anchor diameter, that transfers loads to the
concrete by bond between the anchor and the adhesive and
bond between the adhesive and the concrete.
adhesive anchor—evaluation of the tension resistance of
grouted anchors installed in hole diameters greater than
1.5d
a
requires separate consideration of bond stresses
developed along the anchor element/grout interface, as well
as between the grout and the concrete. Because these
anchors may demonstrate tension behavior that does not
conform to the design method deemed to satisfy the anchor
design requirements of ACI 318M, Appendix D, they are not
considered in this standard.
adhesive anchor system—for the purposes of this standard,
the adhesive anchor system is comprised of the following
components:
Anchor
Proprietary adhesive compounds in combination with a
mixing and delivery system where different mixing and
delivery systems are provided for the same adhesive
anchor system, it shall be verified through testing that
the mixing and delivery systems yield equivalent
performance of the installed anchor
Accessories for cleaning the drilled hole, including
brushes, air nozzles, and other items needed to
complete the cleaning process
Printed instructions for the adhesive anchor installation
including hole preparation, injection, and cure for all
environmental conditions permitted in the qualification.
adhesive anchor system—this standard addresses the
testing and assessment of adhesive anchor systems, whereby
all components of the system (for example, the anchor itself
and all accessories and instructions necessary for the
installation in the drilled hole) are included in the assessment.
Instructions for use as provided by the manufacturer, should
include specific instructions for all conditions of installation
to be included in the evaluation, including installation in
water-saturated concrete, water-filled holes, overhead
installation, and other adverse installation conditions.
aggressive environment—any anchor environmental
exposure that may be characterized as equivalent to that
produced by exposure of the adhesive compound to an alkaline
environment and a high sulfur dioxide concentration.
aggressive environment —testing of adhesive compounds
as used in adhesive anchor applications to resist chemical
exposure is limited in this standard to alkalinity, which is
mandatory, and sulfur dioxide, which is optional. As both of
these tests involve exposure to water, evaluation of the adhesive
for susceptibility to hydrolyzation is included as well. ACI
Committee 355 believes alkalinity is the most common
aggressive chemical exposure condition. This standard
considers the effects of alkalinity and sulfur dioxide separately,
and the α
dur
factor is taken as the condition representing the
greatest reduction in strength.
anchor—a steel element post-installed into a hardened
concrete member and used to transmit applied loads. Steel
elements for adhesive anchors may include threaded rods,
deformed reinforcing bars, or internally threaded steel
sleeves with external deformations.
anchor—the term “anchor,” as used herein, refers to the
steel component bonded to the concrete with adhesive. The
bond model used in ACI 318M is appropriate for steels only
because the use of non-steel elements may influence the bond
stress distribution and may involve failure modes not
considered in the model.
anchor category—an assigned rating that corresponds to
a specific strength reduction factor φ for concrete failure
modes associated with anchors in tension. The anchor
category is established by performance of the anchor in
reliability tests.
anchor category—assignment of the anchor category is
intended to represent sensitivity of the anchor system (for
example, variations in installation conditions). It is used to
determine the strength reduction factor in ACI 318M,
Appendix D.
anchor installation—unless otherwise noted, the process
defined by the MPII for the subject anchor.
anchor installation—anchor installation parameters
shall include, but are not limited to, ambient air and
concrete temperature at the time of installation, concrete
type and strength, presence of moisture or water in the
drilled hole at installation time, hole drilling method, hole
diameter, hole cleaning and preparation requirements,
adhesive material conditioning, mixing and placement,
anchor element installation and retention, gel and cure time
restrictions, and installer safety requirements. It is assumed
that all aspects of anchor installation are described in the
MPII for all installation conditions, including installation
direction and concrete temperature.
bulk adhesives—two-component adhesives supplied in
industrial quantities in either barrels or 4 to 19 L cans. They
are delivered with a bulk dispensing machine whereby
metering and mixing of the components are automatically
controlled during dispensing through a metering manifold
and disposable mixing nozzle.
QUALIFICATION OF POST-INSTALLED ADHESIVE ANCHORS IN CONCRETE (ACI 355.4M-11) AND COMMENTARY 9
bulk adhesives—the use of bulk adhesive in conjunction
with automatic mixing and metering equipment that ensures
the correct proportioning and mixing of the adhesive
components is permitted in conjunction with the standard.
Such equipment is considered part of the adhesive anchor
system. The use of bulk adhesive components metered,
mixed, and delivered manually (that is, poured) is not
addressed by this standard.
capsule anchor systems—adhesives for anchor applications
packaged in glass or foil capsules. Capsule diameter
corresponds approximately to nominal anchor diameter. The
quantity of resin, hardener, and aggregate component in each
capsule is suitable for a single anchor application. Component
mixing is achieved during anchor installation. The capsule is
fragmented and becomes part of the hardened resin matrix.
capsule anchor systems—unlike cartridge and bulk adhesive
anchor systems, capsule anchor systems are designed to
deliver a finite quantity of adhesive into the drilled hole.
Their use, therefore, is generally limited to discrete embedment
depths for each anchor diameter corresponding to complete
filling of the annular gap with cured adhesive. For deeper
embedments, use of multiple capsules may be specified by the
manufacturer. The drilling action during setting of spin-set
capsule anchors is critical to the correct mixing and curing
of adhesive. Unlike cartridge systems, the characteristics of
the tool used for setting of the anchor, such as horsepower,
torque, and rpm, is an integral part of the anchor system.
Capsule anchors that are set with hammering action only,
hammer-set may have other parameters that are critical in
this regard.
cartridge systems—two-component adhesives for anchor
applications packaged in cartridges for use with either manually-
or power-driven dispensers. Metering and mixing of the
components is automatically controlled as the adhesive is
dispensed through a manifold and disposable mixing nozzle.
cartridge systems—cartridge systems may employ
different types of injection equipment depending on, for
example, the anchor size and hole depth. Each injection
system used with the adhesive anchor system should be
evaluated as part of the anchor qualification in accordance
with this standard.
characteristic value—the 5 percent fractile, that is, value
with a 95 percent probability of being exceeded with a
confidence of 90 percent. Refer to five percent fractile.
characteristic value—the characteristic value is used for
design in ACI 318M, Appendix D. The characteristic value is
less than the average by a percentage of the average and
based on the number of tests conducted, the confidence level
that the code writing body elects to use, and an accepted
failure rate. The characteristic value or 5 percent fractile
has been selected for anchorage design.
closed crack—condition of a crack in an unloaded test
member. Refer to hairline crack.
closed crack—crack closure in cracked concrete test
members is facilitated by tension forces in the test member of
the longitudinal reinforcing steel. Following unloading of
the test member, a residual crack width approximately
0.05 mm will typically remain. The residual crack width
associated with a closed crack may be influenced by the
presence of anchors installed in the crack path and by the
crack width cycling history of the test member.
concrete batch—a mixture of specific amounts of
cement, aggregate, water, and admixtures prepared and
placed at a specific time and cured in a specific manner.
concrete batch—a concrete batch is one mixture of
concrete from which test members are made. It represents a
single mixture so that variations from different batches can
be eliminated in the testing. Batch control requirements are
provided in 4.4.
concrete breakout failure—failure of the anchor in an
unconfined tension test, characterized by the formation of a
conical fracture surface originating at or near the embedded
end of the anchor element and projecting to the surface of the
concrete test member.
concrete breakout failure—the concrete breakout surface
is associated with concrete breakout failure mode. The
design method deemed to satisfy the anchor design require-
ments of ACI 318M, Appendix D, idealizes the shape and
dimensions of the concrete breakout surface to establish
spacing and edge distance effects associated with concrete
breakout, edge breakout, and pryout failure modes. Adhesive
anchors may exhibit concrete breakout failure before
attainment of the maximum bond stress achievable for the
adhesive in question. Sometimes concrete breakout surface
formation is observable in the test and in other cases it may
not reach the concrete surface before the associated fracture
process in the concrete precipitates a bond failure. Care
should be taken in the characterization of failure modes
based on test observations.
cracked concrete—for the purposes of this standard, a
test member with a uniform crack width over the depth of the
concrete test member.
cracked concrete—for purposes of this test program,
cracked concrete refers to an idealized crack with parallel
walls, and not the wedge-shaped crack opening expected in
bending. Parallel crack openings are used because they
represent the most critical condition for the anchor response
to loading.
cure time—the elapsed time from after mixing the adhesive
material components until the adhesive material in the
drilled hole achieves mechanical properties that correspond
to those established with the test conducts described in this
standard and are consistent with final design.
cure time—cure time is influenced by concrete and
ambient temperature. For adhesive placement in deep
embedments and/or large-diameter holes, rapid cure
brought on by high concrete temperatures may result in
voids, incomplete embedment of the anchor, and loss of
bond. Retarded cure associated with low temperatures may
likewise result in loss of adhesive in nondownhole applications.
The manufacturer should specify proper procedures for
permissible installation temperatures as required ensuring
correct anchor placement and attainment of maximum bond
strength. Refer to gel time.
bulk adhesives—the use of bulk adhesive in conjunction
with automatic mixing and metering equipment that ensures
the correct proportioning and mixing of the adhesive
components is permitted in conjunction with the standard.
Such equipment is considered part of the adhesive anchor
system. The use of bulk adhesive components metered,
mixed, and delivered manually (that is, poured) is not
addressed by this standard.
capsule anchor systems—adhesives for anchor applications
packaged in glass or foil capsules. Capsule diameter
corresponds approximately to nominal anchor diameter. The
quantity of resin, hardener, and aggregate component in each
capsule is suitable for a single anchor application. Component
mixing is achieved during anchor installation. The capsule is
fragmented and becomes part of the hardened resin matrix.
capsule anchor systems—unlike cartridge and bulk adhesive
anchor systems, capsule anchor systems are designed to
deliver a finite quantity of adhesive into the drilled hole.
Their use, therefore, is generally limited to discrete embedment
depths for each anchor diameter corresponding to complete
filling of the annular gap with cured adhesive. For deeper
embedments, use of multiple capsules may be specified by the
manufacturer. The drilling action during setting of spin-set
capsule anchors is critical to the correct mixing and curing
of adhesive. Unlike cartridge systems, the characteristics of
the tool used for setting of the anchor, such as horsepower,
torque, and rpm, is an integral part of the anchor system.
Capsule anchors that are set with hammering action only,
hammer-set may have other parameters that are critical in
this regard.
cartridge systems—two-component adhesives for anchor
applications packaged in cartridges for use with either manually-
or power-driven dispensers. Metering and mixing of the
components is automatically controlled as the adhesive is
dispensed through a manifold and disposable mixing nozzle.
cartridge systems—cartridge systems may employ
different types of injection equipment depending on, for
example, the anchor size and hole depth. Each injection
system used with the adhesive anchor system should be
evaluated as part of the anchor qualification in accordance
with this standard.
characteristic value—the 5 percent fractile, that is, value
with a 95 percent probability of being exceeded with a
confidence of 90 percent. Refer to five percent fractile.
characteristic value—the characteristic value is used for
design in ACI 318M, Appendix D. The characteristic value is
less than the average by a percentage of the average and
based on the number of tests conducted, the confidence level
that the code writing body elects to use, and an accepted
failure rate. The characteristic value or 5 percent fractile
has been selected for anchorage design.
closed crack—condition of a crack in an unloaded test
member. Refer to hairline crack.
closed crack—crack closure in cracked concrete test
members is facilitated by tension forces in the test member of
the longitudinal reinforcing steel. Following unloading of
the test member, a residual crack width approximately
0.05 mm will typically remain. The residual crack width
associated with a closed crack may be influenced by the
presence of anchors installed in the crack path and by the
crack width cycling history of the test member.
concrete batch—a mixture of specific amounts of
cement, aggregate, water, and admixtures prepared and
placed at a specific time and cured in a specific manner.
concrete batch—a concrete batch is one mixture of
concrete from which test members are made. It represents a
single mixture so that variations from different batches can
be eliminated in the testing. Batch control requirements are
provided in 4.4.
concrete breakout failure—failure of the anchor in an
unconfined tension test, characterized by the formation of a
conical fracture surface originating at or near the embedded
end of the anchor element and projecting to the surface of the
concrete test member.
concrete breakout failure—the concrete breakout surface
is associated with concrete breakout failure mode. The
design method deemed to satisfy the anchor design require-
ments of ACI 318M, Appendix D, idealizes the shape and
dimensions of the concrete breakout surface to establish
spacing and edge distance effects associated with concrete
breakout, edge breakout, and pryout failure modes. Adhesive
anchors may exhibit concrete breakout failure before
attainment of the maximum bond stress achievable for the
adhesive in question. Sometimes concrete breakout surface
formation is observable in the test and in other cases it may
not reach the concrete surface before the associated fracture
process in the concrete precipitates a bond failure. Care
should be taken in the characterization of failure modes
based on test observations.
cracked concrete—for the purposes of this standard, a
test member with a uniform crack width over the depth of the
concrete test member.
cracked concrete—for purposes of this test program,
cracked concrete refers to an idealized crack with parallel
walls, and not the wedge-shaped crack opening expected in
bending. Parallel crack openings are used because they
represent the most critical condition for the anchor response
to loading.
cure time—the elapsed time from after mixing the adhesive
material components until the adhesive material in the
drilled hole achieves mechanical properties that correspond
to those established with the test conducts described in this
standard and are consistent with final design.
cure time—cure time is influenced by concrete and
ambient temperature. For adhesive placement in deep
embedments and/or large-diameter holes, rapid cure
brought on by high concrete temperatures may result in
voids, incomplete embedment of the anchor, and loss of
bond. Retarded cure associated with low temperatures may
likewise result in loss of adhesive in nondownhole applications.
The manufacturer should specify proper procedures for
permissible installation temperatures as required ensuring
correct anchor placement and attainment of maximum bond
strength. Refer to gel time.
10 QUALIFICATION OF POST-INSTALLED ADHESIVE ANCHORS IN CONCRETE (ACI 355.4M-11) AND COMMENTARY
dry concrete—concrete that, at the time of adhesive
anchor installation, is 21 days and older and has not been
exposed to water for the preceding 14 days.
dry concrete—the term “dry concrete” as used herein
is relevant to the establishment of anchor performance in
connection with reliability tests.
elevated concrete temperature—interior temperature of
concrete within vicinity of anchor location. Short-term elevated
concrete temperatures occur over brief intervals, for example, as
a result of diurnal cycling. Long-term concrete temperatures are
roughly constant over significant periods of time.
elevated concrete temperature—elevated concrete
temperatures arise from a number of factors, including sun
exposure, proximity to operating machinery, or containment
of liquids or gasses at elevated temperature.
To establish design bond strengths, two classes of elevated
concrete temperature are identified:
1. Where elevated concrete temperatures are transient or
part of a regular cycle of heating and cooling, such as
day-night temperature rise and fall, they are considered
short-term elevated temperatures for the purposes of
this standard; and
2.Where concrete temperatures may remain elevated
over weeks or months, they should be considered long-
term elevated temperatures.
Concrete temperature as an installation parameter is
addressed separately in 8.6 and 8.7.
five percent fractile—a value corresponding to a 5 percent
probability of nonexceedence with a confidence of 90 percent
based on a Gaussian distribution for which the population
standard deviation is unknown. Refer to characteristic value.
five percent fractile—this section intentionally left blank.
gel time—the elapsed time after mixing adhesive material
components to onset of significant chemical reaction as
characterized by an increase in viscosity.
gel time—mechanical disturbance of the chemical reaction
after the gel time has elapsed and before the attainment of
full cure as defined by the cure time is likely to result in
impairment of adhesive material mechanical properties.
hairline crack—a crack in an unloaded test member
resulting from tension loading of the member.
hairline crack—hairline cracks in test members used for
anchor testing in cracks are typically 0.05 mm. The residual
crack width associated with a hairline crack may be influenced
by the presence of anchors installed in the crack path and the
crack width cycling history of the test member.
Independent Testing and Evaluation Agency (ITEA)—
a laboratory accredited in conformance with requirements in
Chapter 12 having responsibility for testing and assessment
of an anchor product in accordance with the criteria in this
standard.
Independent Testing and Evaluation Agency (ITEA)—
laboratories engaged in testing and evaluation of adhesive
anchor systems must be familiar with the test procedures and
reference standards described in this standard as applicable
and have demonstrated conformance with the procedures
and policies set forth in ISO 17020 and ISO 17025. The
testing agency and evaluation agency may be separate
organizations.
load at loss of adhesion—load corresponding to the loss
of adhesion between adhesive and concrete in a tension test
(10.4.4.1).
load at loss of adhesion—loss of adhesion is typically
identified as an abrupt change in the load-slip response of an
adhesive anchor in a tension test and marks the transition
from resistance associated primarily with adhesion, or
chemical bond, to frictional resistance or micro-keying.
Manufacturer’s Printed Installation Instructions
(MPII)—published instructions for correct anchor installation
under all covered installation conditions as supplied in
product packaging by the manufacturer of the adhesive
anchor system. The MPII shall include information on
storage conditions, shelf life, and all restrictions on installation
conditions (10.22.1).
Manufacturer’s Printed Installation Instructions
(MPII)—for the purposes of this standard, the MPII is the
sole source of instruction for the installation of the adhesive
anchor system. It must be included in packaging for the
adhesive anchor system and cannot be supplied in the form
of supplementary documentation or verbal instruction. The
format, text, pictograms, photos, or other graphic devices
used to convey the installation procedures should be legible,
self-explanatory, and understandable for persons having a
secondary school or higher education level. It is the respon-
sibility of the ITEA to evaluate the MPII and assess its
suitability prior to beginning the test program.
primary testing laboratory—ITEA with primary respon-
sibility for testing and assessment of an anchor product in
accordance with this standard.
primary testing laboratory—while it is permissible for
multiple ITEAs to be engaged in the assessment of a single
adhesive anchor system, one laboratory is responsible for
the coordination and overall assessment of the system.
pullout failure—a failure mode characterized by the
withdrawal of the anchor element from the concrete without
rupture of the embedded part—for example, the threaded rod
or reinforcing bar—and without formation of a full-depth
conical breakout surface. The formation of limited-depth
conical breakout surfaces shall also be considered as pullout
failures.
pullout failure—visual assessment of pullout failure is
difficult in many cases. This standard compares the
predicted concrete breakout strength with the maximum
bond strength, as based on the characteristic limiting bond
stress, to determine pullout failure.
saturated concrete—concrete that, at the time of adhesive
anchor installation, has been exposed to water over a sufficient
length of time to have the maximum possible amount of
absorbed water into the concrete pore structure to a depth
equal to the anchor embedment depth.
saturated concrete—the term “saturated concrete” as
used herein is relevant to the establishment of anchor perfor-
mance in connection with reliability tests.
shelf life—recommended time that adhesive materials
may be stored before degradation may begin. Shelf life shall
dry concrete—concrete that, at the time of adhesive
anchor installation, is 21 days and older and has not been
exposed to water for the preceding 14 days.
dry concrete—the term “dry concrete” as used herein
is relevant to the establishment of anchor performance in
connection with reliability tests.
elevated concrete temperature—interior temperature of
concrete within vicinity of anchor location. Short-term elevated
concrete temperatures occur over brief intervals, for example, as
a result of diurnal cycling. Long-term concrete temperatures are
roughly constant over significant periods of time.
elevated concrete temperature—elevated concrete
temperatures arise from a number of factors, including sun
exposure, proximity to operating machinery, or containment
of liquids or gasses at elevated temperature.
To establish design bond strengths, two classes of elevated
concrete temperature are identified:
1. Where elevated concrete temperatures are transient or
part of a regular cycle of heating and cooling, such as
day-night temperature rise and fall, they are considered
short-term elevated temperatures for the purposes of
this standard; and
2.Where concrete temperatures may remain elevated
over weeks or months, they should be considered long-
term elevated temperatures.
Concrete temperature as an installation parameter is
addressed separately in 8.6 and 8.7.
five percent fractile—a value corresponding to a 5 percent
probability of nonexceedence with a confidence of 90 percent
based on a Gaussian distribution for which the population
standard deviation is unknown. Refer to characteristic value.
five percent fractile—this section intentionally left blank.
gel time—the elapsed time after mixing adhesive material
components to onset of significant chemical reaction as
characterized by an increase in viscosity.
gel time—mechanical disturbance of the chemical reaction
after the gel time has elapsed and before the attainment of
full cure as defined by the cure time is likely to result in
impairment of adhesive material mechanical properties.
hairline crack—a crack in an unloaded test member
resulting from tension loading of the member.
hairline crack—hairline cracks in test members used for
anchor testing in cracks are typically 0.05 mm. The residual
crack width associated with a hairline crack may be influenced
by the presence of anchors installed in the crack path and the
crack width cycling history of the test member.
Independent Testing and Evaluation Agency (ITEA)—
a laboratory accredited in conformance with requirements in
Chapter 12 having responsibility for testing and assessment
of an anchor product in accordance with the criteria in this
standard.
Independent Testing and Evaluation Agency (ITEA)—
laboratories engaged in testing and evaluation of adhesive
anchor systems must be familiar with the test procedures and
reference standards described in this standard as applicable
and have demonstrated conformance with the procedures
and policies set forth in ISO 17020 and ISO 17025. The
testing agency and evaluation agency may be separate
organizations.
load at loss of adhesion—load corresponding to the loss
of adhesion between adhesive and concrete in a tension test
(10.4.4.1).
load at loss of adhesion—loss of adhesion is typically
identified as an abrupt change in the load-slip response of an
adhesive anchor in a tension test and marks the transition
from resistance associated primarily with adhesion, or
chemical bond, to frictional resistance or micro-keying.
Manufacturer’s Printed Installation Instructions
(MPII)—published instructions for correct anchor installation
under all covered installation conditions as supplied in
product packaging by the manufacturer of the adhesive
anchor system. The MPII shall include information on
storage conditions, shelf life, and all restrictions on installation
conditions (10.22.1).
Manufacturer’s Printed Installation Instructions
(MPII)—for the purposes of this standard, the MPII is the
sole source of instruction for the installation of the adhesive
anchor system. It must be included in packaging for the
adhesive anchor system and cannot be supplied in the form
of supplementary documentation or verbal instruction. The
format, text, pictograms, photos, or other graphic devices
used to convey the installation procedures should be legible,
self-explanatory, and understandable for persons having a
secondary school or higher education level. It is the respon-
sibility of the ITEA to evaluate the MPII and assess its
suitability prior to beginning the test program.
primary testing laboratory—ITEA with primary respon-
sibility for testing and assessment of an anchor product in
accordance with this standard.
primary testing laboratory—while it is permissible for
multiple ITEAs to be engaged in the assessment of a single
adhesive anchor system, one laboratory is responsible for
the coordination and overall assessment of the system.
pullout failure—a failure mode characterized by the
withdrawal of the anchor element from the concrete without
rupture of the embedded part—for example, the threaded rod
or reinforcing bar—and without formation of a full-depth
conical breakout surface. The formation of limited-depth
conical breakout surfaces shall also be considered as pullout
failures.
pullout failure—visual assessment of pullout failure is
difficult in many cases. This standard compares the
predicted concrete breakout strength with the maximum
bond strength, as based on the characteristic limiting bond
stress, to determine pullout failure.
saturated concrete—concrete that, at the time of adhesive
anchor installation, has been exposed to water over a sufficient
length of time to have the maximum possible amount of
absorbed water into the concrete pore structure to a depth
equal to the anchor embedment depth.
saturated concrete—the term “saturated concrete” as
used herein is relevant to the establishment of anchor perfor-
mance in connection with reliability tests.
shelf life—recommended time that adhesive materials
may be stored before degradation may begin. Shelf life shall
QUALIFICATION OF POST-INSTALLED ADHESIVE ANCHORS IN CONCRETE (ACI 355.4M-11) AND COMMENTARY 11
be determined by appropriate testing, indicated on the
adhesive anchor system packaging, with required storage
conditions described in the MPII.
shelf life—influenced by storage conditions. The MPII
should clearly state the storage requirements associated
with predicted shelf life for the adhesive.
small, intermediate, and large diameters—the smallest,
intermediate, and largest diameters are to be determined from
the manufacturer’s published or production anchor diameters
of the tested anchor system. The intermediate diameter shall
be taken as least 3 mm larger than the smallest diameter and
the diameter most closely representing the arithmetic mean
of the smallest and largest diameters.
small, intermediate, and large diameters—this section
intentionally left blank.
splitting failure—a concrete failure mode characterized
by the formation of a planar crack in the concrete parallel to
and extending through the axis of the anchor or anchors.
standard temperature—23°C ± 4°C.
statistically equivalent—two groups of test results shall
be considered statistically equivalent if there are no significant
differences between the means and the standard deviations
of the two groups. Such statistical equivalence shall be
demonstrated using a one-sided Student’s t-Test at a confidence
level of 90 percent.
steel failure—a failure mode characterized by fracture of
the anchor element.
test member—a concrete element in which anchors are
installed and tested.
test member—this section intentionally left blank.
test series—a group of identical anchors tested under
identical conditions. Identical conditions include anchor
diameter, length, embedment, spacing, edge distance, hole
diameter and depth, concrete density/weight, test member
thickness, and concrete compressive strength.
uncracked concrete—for purposes of this standard, a
concrete test member that is uncracked at the beginning of
the test.
CHAPTER 3—GENERAL REQUIREMENTS
3.1—Test organization
3.1.1 Qualification of an anchor system in accordance with
ACI 355.4M evaluates the anchor system under four types of
tests:
1.Identification tests to evaluate anchor compliance with
manufacturer’s specifications (Chapter 5)
2.Reference tests to obtain baseline values for the
evaluation of reliability and service-condition test
results (Chapter 6)
3.Reliability tests to assess anchor sensitivity to adverse
installation conditions and long-term loading (Chapter 7)
4.Service-condition tests to establish anchor performance
under expected service conditions (Chapter 8)
R3.1.1 The classification of test types in this standard is
identical to that established in ACI 355.2 (ACI Committee
355 2007).
3.1.2 In addition, the following supplemental service-condi-
tion tests (3.1.2.1 through 3.1.2.3) are included (Chapter 9).
3.1.2.1 Mandatory round-robin tests for adhesive
anchors shall be performed to establish the effects of
regional variations in concrete on anchor behavior (9.1).
R3.1.2.1 Round-robin tests were introduced in ACI 355.4M
to avoid undue influence of regional concrete composition
on anchor tension strength. Round-robin tests followed
extensive, but inconclusive, investigations to determine
the precise nature of concrete composition influence on
adhesive anchor performance. Theories regarding this effect
include variations in concrete porosity, as reflected in the
concrete density, and aggregate hardness. Limited experi-
mental evidence indicates these effects may lessen as the
concrete age increases.
Round-robin tests are performed in regional concretes to
establish and compare a nominal bond strength for generally
expected anchor performance against the tested anchor
bond strength. Based on round-robin tests (establishing a
bond strength above or below the ITEA value) the reported
bond strength is adjusted up or down. Refer to 9.1 and 10.4.1
for further methodology.
3.1.2.2 Supplemental assessment tests for multiple
anchor element types (refer to 3.4).
3.1.2.3 Supplemental assessment tests for alternate
drilling methods (refer to 3.5).
3.2—Variables and options
R3.2 Optional tests are specified in ACI 355.4M. Omission of
optional tests will result in limitations being placed on use of
the adhesive anchor system.
3.2.1 The assessment of a given anchor system in accordance
with ACI 355.4M includes consideration of the following
system variables and optional installation and use conditions:
1.Presence of water during anchor installation—
Installation procedures, including hole cleaning
procedures, are as specified in the MPII. Hole cleaning
procedures typically include vacuuming, evacuation
with forced air, and brushing. Quantification of the
number, order, and duration of cleaning operations and
description of equipment used is required. The default
installation condition for verification of the hole
cleaning procedure is dry concrete. Verification in
water-saturated concrete is mandatory. Options include
installation in water-filled holes and in submerged
concrete (7.6 through 7.8 and 7.10 through 7.12).
2.Drilling method—The default drilling method uses a
rotary hammer drill with carbide bit. Optional drilling
methods for assessment includes core drilling and rock
drilling (3.5).
3.Installation direction—Installation direction is the
orientation of the axis of the anchor relative to gravity.
Unless otherwise noted, the installation direction is
vertically down. Optional installation directions for
assessment extenuation are horizontal and vertical (7.18).
4.Installation temperature—The default concrete
temperature range during anchor installation is 10 to
27°C. Options include installation at lower concrete
temperatures (8.6).
be determined by appropriate testing, indicated on the
adhesive anchor system packaging, with required storage
conditions described in the MPII.
shelf life—influenced by storage conditions. The MPII
should clearly state the storage requirements associated
with predicted shelf life for the adhesive.
small, intermediate, and large diameters—the smallest,
intermediate, and largest diameters are to be determined from
the manufacturer’s published or production anchor diameters
of the tested anchor system. The intermediate diameter shall
be taken as least 3 mm larger than the smallest diameter and
the diameter most closely representing the arithmetic mean
of the smallest and largest diameters.
small, intermediate, and large diameters—this section
intentionally left blank.
splitting failure—a concrete failure mode characterized
by the formation of a planar crack in the concrete parallel to
and extending through the axis of the anchor or anchors.
standard temperature—23°C ± 4°C.
statistically equivalent—two groups of test results shall
be considered statistically equivalent if there are no significant
differences between the means and the standard deviations
of the two groups. Such statistical equivalence shall be
demonstrated using a one-sided Student’s t-Test at a confidence
level of 90 percent.
steel failure—a failure mode characterized by fracture of
the anchor element.
test member—a concrete element in which anchors are
installed and tested.
test member—this section intentionally left blank.
test series—a group of identical anchors tested under
identical conditions. Identical conditions include anchor
diameter, length, embedment, spacing, edge distance, hole
diameter and depth, concrete density/weight, test member
thickness, and concrete compressive strength.
uncracked concrete—for purposes of this standard, a
concrete test member that is uncracked at the beginning of
the test.
CHAPTER 3—GENERAL REQUIREMENTS
3.1—Test organization
3.1.1 Qualification of an anchor system in accordance with
ACI 355.4M evaluates the anchor system under four types of
tests:
1.Identification tests to evaluate anchor compliance with
manufacturer’s specifications (Chapter 5)
2.Reference tests to obtain baseline values for the
evaluation of reliability and service-condition test
results (Chapter 6)
3.Reliability tests to assess anchor sensitivity to adverse
installation conditions and long-term loading (Chapter 7)
4.Service-condition tests to establish anchor performance
under expected service conditions (Chapter 8)
R3.1.1 The classification of test types in this standard is
identical to that established in ACI 355.2 (ACI Committee
355 2007).
3.1.2 In addition, the following supplemental service-condi-
tion tests (3.1.2.1 through 3.1.2.3) are included (Chapter 9).
3.1.2.1 Mandatory round-robin tests for adhesive
anchors shall be performed to establish the effects of
regional variations in concrete on anchor behavior (9.1).
R3.1.2.1 Round-robin tests were introduced in ACI 355.4M
to avoid undue influence of regional concrete composition
on anchor tension strength. Round-robin tests followed
extensive, but inconclusive, investigations to determine
the precise nature of concrete composition influence on
adhesive anchor performance. Theories regarding this effect
include variations in concrete porosity, as reflected in the
concrete density, and aggregate hardness. Limited experi-
mental evidence indicates these effects may lessen as the
concrete age increases.
Round-robin tests are performed in regional concretes to
establish and compare a nominal bond strength for generally
expected anchor performance against the tested anchor
bond strength. Based on round-robin tests (establishing a
bond strength above or below the ITEA value) the reported
bond strength is adjusted up or down. Refer to 9.1 and 10.4.1
for further methodology.
3.1.2.2 Supplemental assessment tests for multiple
anchor element types (refer to 3.4).
3.1.2.3 Supplemental assessment tests for alternate
drilling methods (refer to 3.5).
3.2—Variables and options
R3.2 Optional tests are specified in ACI 355.4M. Omission of
optional tests will result in limitations being placed on use of
the adhesive anchor system.
3.2.1 The assessment of a given anchor system in accordance
with ACI 355.4M includes consideration of the following
system variables and optional installation and use conditions:
1.Presence of water during anchor installation—
Installation procedures, including hole cleaning
procedures, are as specified in the MPII. Hole cleaning
procedures typically include vacuuming, evacuation
with forced air, and brushing. Quantification of the
number, order, and duration of cleaning operations and
description of equipment used is required. The default
installation condition for verification of the hole
cleaning procedure is dry concrete. Verification in
water-saturated concrete is mandatory. Options include
installation in water-filled holes and in submerged
concrete (7.6 through 7.8 and 7.10 through 7.12).
2.Drilling method—The default drilling method uses a
rotary hammer drill with carbide bit. Optional drilling
methods for assessment includes core drilling and rock
drilling (3.5).
3.Installation direction—Installation direction is the
orientation of the axis of the anchor relative to gravity.
Unless otherwise noted, the installation direction is
vertically down. Optional installation directions for
assessment extenuation are horizontal and vertical (7.18).
4.Installation temperature—The default concrete
temperature range during anchor installation is 10 to
27°C. Options include installation at lower concrete
temperatures (8.6).
12 QUALIFICATION OF POST-INSTALLED ADHESIVE ANCHORS IN CONCRETE (ACI 355.4M-11) AND COMMENTARY
5.Embedment depth and anchor diameter—The anchor
diameters and associated embedment depth range are
specified by the manufacturer within the ranges
permitted by this standard (refer to Chapter 1).
6.Anchor element type—Anchor element types used in
the anchorage system include different steel material
types such as carbon and stainless steels, different
tensile strengths of the steel, and different anchor
elements such as threaded rods, reinforcing bars, and
internally threaded inserts (3.4).
7.Environmental use conditions—Default conditions are
dry and wet environments with service temperatures
ranging from –40°C to the maximum long- and short-
term service temperatures corresponding to the
temperature categories given in Table 8.1.
8.Chemical exposure—The default exposure condition
is high alkalinity in a wet environment. The optional
exposure condition is sulfur dioxide (8.8).
9.Concrete condition—Options include uncracked
concrete or uncracked and cracked concrete.
10.Loading—Default loading conditions are static
loading including sustained loads. Qualification for
seismic loading is optional in conjunction with qualifi-
cation for cracked concrete (8.12 and 8.13).
11.Member thickness—The default minimum member
thickness is h
ef,min
+ Δh. Refer to 1.2.1 for h
ef,min
and
10.7 for Δh. For smaller values of Δh, tests shall be
conducted to verify that holes may be drilled and
anchors installed without concrete spalling on the
backside of the member for specific ratios of h
ef
/h.
3.2.2 Limitations on conditions of use as a function of which
optional tests are performed are described in 10.22.1.
3.3—Test requirements
R3.3 This standard makes a fundamental distinction
between anchors qualified for use exclusively in concrete
that is expected to remain uncracked over the service life of
the anchorage and anchors qualified for use in concrete that
may be cracked or uncracked over the service life of the
anchorage.
Table 3.1 addresses qualification for use in uncracked
concrete only, while Table 3.2 addresses cracked concrete
qualification as well as qualification for seismic loading.
Note that qualification for seismic loading can only be
conducted in the context of qualification for cracked concrete.
Table 3.3 provides an abbreviated test program for anchors to
be qualified for use in cracked concrete, but without the option
to achieve qualification for seismic loading.
3.3.1 Test requirements for adhesive anchors assessed to
resist static loads in uncracked concrete conditions are
defined in Table 3.1.
3.3.2 Test requirements for adhesive anchors assessed to
resist static loads in both cracked and uncracked concrete
conditions are defined in Tables 3.2 and 3.3. The reduced test
program in Table 3.3 is associated with a predefined and
conservative value for the ratio of characteristic limiting
bond stresses in uncracked and cracked concrete. For optimi-
zation of the predicted strength of anchors in cracked
concrete conditions, the entire test program outlined in
Table 3.2 must be conducted.
3.3.3 Test requirements for adhesive anchors to be
assessed to resist seismic loads are defined in Table 3.2.
Tables 3.1 and 3.3 may not be used to assess anchors to
resist seismic loads.
3.4—Assessment for multiple anchor element
types for adhesive anchors
R3.4 When tests are performed on one type of anchor
material such as carbon steel-threaded rod and the qualification
is intended to include other types of threaded rod, such as
stainless steel or hot-dip galvanized rod, then the testing and
assessment of the adhesive anchor system is conducted for
the primary rod type (usually carbon steel) and supplementary
tests are conducted using the second rod type in accordance
with Table 3.4. This abbreviated testing and assessment is
primarily intended to address change in the torque-tension
relationship associated with different rod materials, coatings,
and thread types (ANSI/ASME B1.1 1989).
If the additional testing performed using Table 3.4 indicates
significant differences between the bond stresses of the two
anchor elements, then repeat the entire test program for the
anchor element.
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 subjected to additional tests in accor-
dance with Table 3.4.
3.5—Assessment for alternate drilling methods
R3.5 Hammer drilling and rock drilling are assumed to
produce similar hole wall characteristics from the standpoint
of bond strength development. Drilling with diamond core
bits, dry or wet, produces a smoother hole wall with a layer of
drilling slurry or dust that can impair bond development.
3.5.1 Qualification of anchors using drilling methods other
than carbide bit rotary-hammer must meet the requirements
noted in 3.5.1.1 and 3.5.1.2.
3.5.1.1 Perform supplemental tests in accordance with
Table 3.5 using the alternate drilling method. Install anchors
in accordance with the MPII.
3.5.1.2 Results of supplemental testing required in
Table 3.5 must be compared to corresponding tests conducted
using a carbide rotary-hammer bit. If the comparison does
not indicate statistical equivalence in test results between
carbide rotary-hammer drilling and the alternative drilling
method, then the alternative drilling method must be qualified
using the test requirements of 3.3.
There are, however, two exceptions: 1) testing for shear
capacity of the anchor element need not be repeated.
Additional testing for shear capacity of the anchor element
is not required and may be omitted (Table 3.1, Test 12;
Table 3.2, Test 16; or Table 3.3, Test 13); and 2) testing
using a carbide rotary-hammer drill shall also be valid for
percussive drilling, like pneumatic rock drilling, without
supplementary tests. Testing using percussive drilling,
5.Embedment depth and anchor diameter—The anchor
diameters and associated embedment depth range are
specified by the manufacturer within the ranges
permitted by this standard (refer to Chapter 1).
6.Anchor element type—Anchor element types used in
the anchorage system include different steel material
types such as carbon and stainless steels, different
tensile strengths of the steel, and different anchor
elements such as threaded rods, reinforcing bars, and
internally threaded inserts (3.4).
7.Environmental use conditions—Default conditions are
dry and wet environments with service temperatures
ranging from –40°C to the maximum long- and short-
term service temperatures corresponding to the
temperature categories given in Table 8.1.
8.Chemical exposure—The default exposure condition
is high alkalinity in a wet environment. The optional
exposure condition is sulfur dioxide (8.8).
9.Concrete condition—Options include uncracked
concrete or uncracked and cracked concrete.
10.Loading—Default loading conditions are static
loading including sustained loads. Qualification for
seismic loading is optional in conjunction with qualifi-
cation for cracked concrete (8.12 and 8.13).
11.Member thickness—The default minimum member
thickness is h
ef,min
+ Δh. Refer to 1.2.1 for h
ef,min
and
10.7 for Δh. For smaller values of Δh, tests shall be
conducted to verify that holes may be drilled and
anchors installed without concrete spalling on the
backside of the member for specific ratios of h
ef
/h.
3.2.2 Limitations on conditions of use as a function of which
optional tests are performed are described in 10.22.1.
3.3—Test requirements
R3.3 This standard makes a fundamental distinction
between anchors qualified for use exclusively in concrete
that is expected to remain uncracked over the service life of
the anchorage and anchors qualified for use in concrete that
may be cracked or uncracked over the service life of the
anchorage.
Table 3.1 addresses qualification for use in uncracked
concrete only, while Table 3.2 addresses cracked concrete
qualification as well as qualification for seismic loading.
Note that qualification for seismic loading can only be
conducted in the context of qualification for cracked concrete.
Table 3.3 provides an abbreviated test program for anchors to
be qualified for use in cracked concrete, but without the option
to achieve qualification for seismic loading.
3.3.1 Test requirements for adhesive anchors assessed to
resist static loads in uncracked concrete conditions are
defined in Table 3.1.
3.3.2 Test requirements for adhesive anchors assessed to
resist static loads in both cracked and uncracked concrete
conditions are defined in Tables 3.2 and 3.3. The reduced test
program in Table 3.3 is associated with a predefined and
conservative value for the ratio of characteristic limiting
bond stresses in uncracked and cracked concrete. For optimi-
zation of the predicted strength of anchors in cracked
concrete conditions, the entire test program outlined in
Table 3.2 must be conducted.
3.3.3 Test requirements for adhesive anchors to be
assessed to resist seismic loads are defined in Table 3.2.
Tables 3.1 and 3.3 may not be used to assess anchors to
resist seismic loads.
3.4—Assessment for multiple anchor element
types for adhesive anchors
R3.4 When tests are performed on one type of anchor
material such as carbon steel-threaded rod and the qualification
is intended to include other types of threaded rod, such as
stainless steel or hot-dip galvanized rod, then the testing and
assessment of the adhesive anchor system is conducted for
the primary rod type (usually carbon steel) and supplementary
tests are conducted using the second rod type in accordance
with Table 3.4. This abbreviated testing and assessment is
primarily intended to address change in the torque-tension
relationship associated with different rod materials, coatings,
and thread types (ANSI/ASME B1.1 1989).
If the additional testing performed using Table 3.4 indicates
significant differences between the bond stresses of the two
anchor elements, then repeat the entire test program for the
anchor element.
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 subjected to additional tests in accor-
dance with Table 3.4.
3.5—Assessment for alternate drilling methods
R3.5 Hammer drilling and rock drilling are assumed to
produce similar hole wall characteristics from the standpoint
of bond strength development. Drilling with diamond core
bits, dry or wet, produces a smoother hole wall with a layer of
drilling slurry or dust that can impair bond development.
3.5.1 Qualification of anchors using drilling methods other
than carbide bit rotary-hammer must meet the requirements
noted in 3.5.1.1 and 3.5.1.2.
3.5.1.1 Perform supplemental tests in accordance with
Table 3.5 using the alternate drilling method. Install anchors
in accordance with the MPII.
3.5.1.2 Results of supplemental testing required in
Table 3.5 must be compared to corresponding tests conducted
using a carbide rotary-hammer bit. If the comparison does
not indicate statistical equivalence in test results between
carbide rotary-hammer drilling and the alternative drilling
method, then the alternative drilling method must be qualified
using the test requirements of 3.3.
There are, however, two exceptions: 1) testing for shear
capacity of the anchor element need not be repeated.
Additional testing for shear capacity of the anchor element
is not required and may be omitted (Table 3.1, Test 12;
Table 3.2, Test 16; or Table 3.3, Test 13); and 2) testing
using a carbide rotary-hammer drill shall also be valid for
percussive drilling, like pneumatic rock drilling, without
supplementary tests. Testing using percussive drilling,
QUALIFICATION OF POST-INSTALLED ADHESIVE ANCHORS IN CONCRETE (ACI 355.4M-11) AND COMMENTARY 13
Table 3.1—Test program for evaluating adhesive anchor systems in uncracked concrete
Testing Assessment
f
c
*
h
ef
†
Minimum
sample size
n
min
Test no.Test reference Purpose Test parameters α
req
Load and
displacement
Reference tests
1a Chapter 6
Reference tension in
low-strength concrete
Tension, confined, single anchor away
from edges
— — low
min
max
Five per
concrete batch
1b Chapter 6
Reference tension in
high-strength concrete
Tension, confined, single anchor away
from edges
— — highmin
Five per
concrete batch
Reliability tests
2a 7.5
Sensitivity to hole cleaning, dry
substrate
Tension, confined, single anchor away
from edges
10.4.6
10.4.2
10.4.4
lowmax Five
‡
2b 7.6
Sensitivity to hole cleaning, installation
in water-saturated concrete
Tension, confined, single anchor away
from edges
10.4.6
10.4.2
10.4.4
lowmax Five
‡
2c 7.7
Sensitivity to hole cleaning, installation
in a water-filled hole
§
Tension, confined, single anchor away
from edges
10.4.6
10.4.2
10.4.4
lowmax Five
‡
2d 7.8
Sensitivity to hole cleaning,
installation in submerged concrete
§
Tension, confined, single anchor away
from edges
10.4.6
10.4.2
10.4.4
lowmax Five
||
2e 7.9 Sensitivity to mixing effort
Tension, confined, single anchor away
from edges
10.4.6
10.4.2
10.4.4
lowmax Five
#
2f
**
7.10
Sensitivity to installation
in water-saturated concrete
Tension, confined, single anchor away
from edges
10.4.6
10.4.2
10.4.4
lowmax Five
‡
2g 7.11
Sensitivity to installation
in a water-filled hole
§
Tension, confined, single anchor away
from edges
10.4.6
10.4.2
10.4.4
lowmax Five
‡
2h 7.12
Sensitivity to installation in submerged
concrete
§
Tension, confined, single anchor away
from edges
10.4.6
10.4.2
10.4.4
lowmax Five
||
3 7.16
Sensitivity to freezing/thawing
conditions
Sustained tension, residual capacity,
confined test
0.90
10.4.2
10.4.4
10.10
highmin
††
Five
#
4 7.17 Sensitivity to sustained load
Sustained tension, residual capacity,
confined test
0.90
10.4.2
10.4.4
10.11
lowmin
††
Five
#
5 7.18 Sensitivity to installation direction
§
Tension, confined, single anchor away
from edges
0.90
10.4.2
10.4.4
10.12
lowmax Five
#
6 7.19 Torque test
‡‡
Application of torque, confined, single
anchor away from edges
— 10.8 highmin Five
||
Service-condition tests
7a 8.4 Tension in low-strength concrete
Tension, unconfined, single anchor
away from edges
§§
—
10.4.2
10.4.4
10.4.5
low
min
max
Five
||
7b 8.4 Tension in high-strength concrete
||||
Tension, unconfined, single anchor
away from edges
§§
—
10.4.2
10.4.4
10.4.5
highmin Five
||
8a 8.5 Tension at elevated temperatures
Tension, confined, single anchor away
from edges
—
10.4.2
10.4.4
10.13
lowmin Five
#
8b 8.6
Tension at decreased installation
temperature
§
Tension, confined single anchor away
from edges
—
10.4.2
10.4.4
10.14
lowmin Five
#
8c 8.7
Curing time at standard installation
temperature
Tension, confined single anchor away
from edges
—
10.4.2
10.4.4
10.15
lowmin Five
#
9a 8.8 Resistance to alkalinity Slice tests — 10.16 low— Ten
#
9b 8.8 Resistance to sulfur
§
Slice tests — 10.16 low— Ten
#
10 8.9
Edge distance in corner condition to
develop full capacity
Tension, unconfined single anchor in
corner with proximate edges
##
— 10.17 low
min
max
Four
||
11 8.10
Minimum spacing and edge distance to
preclude splitting
High installation tension (torque or
unconfined tension), two anchors near
an edge
##
— 10.18 lowmin Five
||
12 8.11
Shear capacity of steel element having a
non-uniform cross section
***
Shear, single anchor away from edges— 10.6 lowmin Five
||
13 9.1
Round-robin tests for regional concrete
variation
Tension, confined and unconfined
single anchor away from edges
— 10.4.1low
†††
7d
a
Five
#
14 9.2 Minimum member thickness
§
Installation tests
##
— 10.7 lowmax Ten
||
*
For definition of high- and low-strength concrete, refer to 4.3.4.
†
Where MPII specifies multiple embedment depths for single anchor diameter, test anchor at minimum or maximum embedment depth as noted, whereby h
ef,max
/h
ef,min
≤ 5.0 (4.7.2).
‡
Test small, medium, and large diameters.
§
Optional test.
||
Test all diameters.
#
Test the nominal M12 diameter or the smallest nominal diameter if it is larger than M12. For overhead and horizontal orientations, test the largest diameter for which recognition is sought.
For tests conducted in accordance with 9.1, tests shall be performed with a nominal M12 anchor only.
**
Test 2f may be omitted if Test 2g is performed.
††
Refer to 4.7.2.2.
‡‡
Refer to 3.4 for multiple anchor element types.
§§
Alternatively, tests may be performed as confined tests.
|| ||
Tests are optional if test results of Test 1b can be shown to be statistically equivalent to or greater than the results of Test 1a. If Test 7b is not performed, limit the calculated anchor
tension resistance to f
c
′ = 17 MPa regardless of the in-place concrete strength.
##
Use minimum member thickness h
min
for these tests.
***
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.
†††
Test in concrete having a measured compressive strength of 21 ± 3.5 MPa at the time of testing.
Table 3.1—Test program for evaluating adhesive anchor systems in uncracked concrete
Testing Assessment
f
c
*
h
ef
†
Minimum
sample size
n
min
Test no.Test reference Purpose Test parameters α
req
Load and
displacement
Reference tests
1a Chapter 6
Reference tension in
low-strength concrete
Tension, confined, single anchor away
from edges
— — low
min
max
Five per
concrete batch
1b Chapter 6
Reference tension in
high-strength concrete
Tension, confined, single anchor away
from edges
— — highmin
Five per
concrete batch
Reliability tests
2a 7.5
Sensitivity to hole cleaning, dry
substrate
Tension, confined, single anchor away
from edges
10.4.6
10.4.2
10.4.4
lowmax Five
‡
2b 7.6
Sensitivity to hole cleaning, installation
in water-saturated concrete
Tension, confined, single anchor away
from edges
10.4.6
10.4.2
10.4.4
lowmax Five
‡
2c 7.7
Sensitivity to hole cleaning, installation
in a water-filled hole
§
Tension, confined, single anchor away
from edges
10.4.6
10.4.2
10.4.4
lowmax Five
‡
2d 7.8
Sensitivity to hole cleaning,
installation in submerged concrete
§
Tension, confined, single anchor away
from edges
10.4.6
10.4.2
10.4.4
lowmax Five
||
2e 7.9 Sensitivity to mixing effort
Tension, confined, single anchor away
from edges
10.4.6
10.4.2
10.4.4
lowmax Five
#
2f
**
7.10
Sensitivity to installation
in water-saturated concrete
Tension, confined, single anchor away
from edges
10.4.6
10.4.2
10.4.4
lowmax Five
‡
2g 7.11
Sensitivity to installation
in a water-filled hole
§
Tension, confined, single anchor away
from edges
10.4.6
10.4.2
10.4.4
lowmax Five
‡
2h 7.12
Sensitivity to installation in submerged
concrete
§
Tension, confined, single anchor away
from edges
10.4.6
10.4.2
10.4.4
lowmax Five
||
3 7.16
Sensitivity to freezing/thawing
conditions
Sustained tension, residual capacity,
confined test
0.90
10.4.2
10.4.4
10.10
highmin
††
Five
#
4 7.17 Sensitivity to sustained load
Sustained tension, residual capacity,
confined test
0.90
10.4.2
10.4.4
10.11
lowmin
††
Five
#
5 7.18 Sensitivity to installation direction
§
Tension, confined, single anchor away
from edges
0.90
10.4.2
10.4.4
10.12
lowmax Five
#
6 7.19 Torque test
‡‡
Application of torque, confined, single
anchor away from edges
— 10.8 highmin Five
||
Service-condition tests
7a 8.4 Tension in low-strength concrete
Tension, unconfined, single anchor
away from edges
§§
—
10.4.2
10.4.4
10.4.5
low
min
max
Five
||
7b 8.4 Tension in high-strength concrete
||||
Tension, unconfined, single anchor
away from edges
§§
—
10.4.2
10.4.4
10.4.5
highmin Five
||
8a 8.5 Tension at elevated temperatures
Tension, confined, single anchor away
from edges
—
10.4.2
10.4.4
10.13
lowmin Five
#
8b 8.6
Tension at decreased installation
temperature
§
Tension, confined single anchor away
from edges
—
10.4.2
10.4.4
10.14
lowmin Five
#
8c 8.7
Curing time at standard installation
temperature
Tension, confined single anchor away
from edges
—
10.4.2
10.4.4
10.15
lowmin Five
#
9a 8.8 Resistance to alkalinity Slice tests — 10.16 low— Ten
#
9b 8.8 Resistance to sulfur
§
Slice tests — 10.16 low— Ten
#
10 8.9
Edge distance in corner condition to
develop full capacity
Tension, unconfined single anchor in
corner with proximate edges
##
— 10.17 low
min
max
Four
||
11 8.10
Minimum spacing and edge distance to
preclude splitting
High installation tension (torque or
unconfined tension), two anchors near
an edge
##
— 10.18 lowmin Five
||
12 8.11
Shear capacity of steel element having a
non-uniform cross section
***
Shear, single anchor away from edges— 10.6 lowmin Five
||
13 9.1
Round-robin tests for regional concrete
variation
Tension, confined and unconfined
single anchor away from edges
— 10.4.1low
†††
7d
a
Five
#
14 9.2 Minimum member thickness
§
Installation tests
##
— 10.7 lowmax Ten
||
*
For definition of high- and low-strength concrete, refer to 4.3.4.
†
Where MPII specifies multiple embedment depths for single anchor diameter, test anchor at minimum or maximum embedment depth as noted, whereby h
ef,max
/h
ef,min
≤ 5.0 (4.7.2).
‡
Test small, medium, and large diameters.
§
Optional test.
||
Test all diameters.
#
Test the nominal M12 diameter or the smallest nominal diameter if it is larger than M12. For overhead and horizontal orientations, test the largest diameter for which recognition is sought.
For tests conducted in accordance with 9.1, tests shall be performed with a nominal M12 anchor only.
**
Test 2f may be omitted if Test 2g is performed.
††
Refer to 4.7.2.2.
‡‡
Refer to 3.4 for multiple anchor element types.
§§
Alternatively, tests may be performed as confined tests.
|| ||
Tests are optional if test results of Test 1b can be shown to be statistically equivalent to or greater than the results of Test 1a. If Test 7b is not performed, limit the calculated anchor
tension resistance to f
c
′ = 17 MPa regardless of the in-place concrete strength.
##
Use minimum member thickness h
min
for these tests.
***
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.
†††
Test in concrete having a measured compressive strength of 21 ± 3.5 MPa at the time of testing.
14 QUALIFICATION OF POST-INSTALLED ADHESIVE ANCHORS IN CONCRETE (ACI 355.4M-11) AND COMMENTARY
Table 3.2—Test program for evaluating adhesive anchor systems for cracked and uncracked concrete (cont.)
Testing
Crack
width Δ
w
,
mm
Assessment
f
c
*
h
ef
†
Minimum
sample size
n
min
Test
no.
Test
reference Purpose Test parameters α
req
Load and
displace-
ment
Reference tests
1aChapter 6
Reference tension in low-strength
concrete
Tension, confined, single anchor away
from edges
— — — low
min
max
Five per
concrete batch
1bChapter 6
Reference tension in low-strength,
cracked concrete
Tension, confined, single anchor away
from edges
0.3 — — lowmin
Five per
concrete batch
1cChapter 6
Reference tension in high-strength
concrete
Tension, confined, single anchor away
from edges
— — — highmin
Five per
concrete batch
1dChapter 6
Reference tension in high-strength,
cracked concrete
‡
Tension, confined, single anchor away
from edges
0.3 — — highmin
Five per
concrete batch
Reliability tests
2a 7.5Sensitivity to hole cleaning, dry substrate
Tension, confined, single anchor away
from edges
— 10.4.6
10.4.2
10.4.4
lowmax Five
§
2b 7.6
Sensitivity to hole cleaning, installation
in water-saturated concrete
Tension, confined, single anchor away
from edges
— 10.4.6
10.4.2
10.4.4
lowmax Five
§
2c 7.7
Sensitivity to hole cleaning, installation
in a water-filled hole
||
Tension, confined, single anchor away
from edges
— 10.4.6
10.4.4
10.4.4
lowmax Five
§
2d 7.8
Sensitivity to hole cleaning, installation
in submerged concrete
||
Tension, confined, single anchor away
from edges
— 10.4.610.4.4lowmax Five
#
2e 7.9 Sensitivity to mixing effort
Tension, confined, single anchor away
from edges
— 10.4.6
10.4.2
10.4.4
lowmax Five
**
2f
††
7.10
Sensitivity to installation
in water-saturated concrete
Tension, confined, single anchor away
from edges
— 10.4.6
10.4.2
10.4.4
lowmax Five
§
2g 7.11
Sensitivity to installation
in a water-filled hole
||
Tension, confined, single anchor away
from edges
— 10.4.6
10.4.2
10.4.4
lowmax Five
§
2h 7.12
Sensitivity to installation in submerged
concrete
||
Tension, confined, single anchor away
from edges
— 10.4.6
10.4.2
10.4.4
lowmax Five
#
3 7.13
Sensitivity to crack width in
low-strength concrete
Tension, confined, single anchor away
from edges
0.5 0.80
10.4.4
10.4.4
lowmin Five
§
4 7.14
Sensitivity to crack width in
high-strength concrete
‡
Tension, confined, single anchor away
from edges
0.5 0.80
10.4.2
10.4.4
highmin Five
§
5 7.15 Sensitivity to crack width cycling
Sustained tension, single anchor away
from edges, residual capacity,
confined test
0.1 to 0.30.90
10.4.2
10.4.4
10.9
lowmin Five
#
6 7.16
Sensitivity to freezing/thawing
conditions
Sustained tension, residual capacity,
confined test
— 0.90
10.4.2
10.4.4
10.10
highmin
‡‡
Five
**
7 7.17 Sensitivity to sustained load
Sustained tension, residual capacity,
confined test
— 0.90
10.4.2
10.4.4
10.11
lowmin
‡‡
Five
**
8 7.18 Sensitivity to installation direction
||
Tension, confined, single anchor away
from edges
— 0.90
10.4.2
10.4.4
10.12
lowmax Five
**
9 7.19 Torque test
§§
Application of torque, confined, single
anchor away from edges
— — 10.8 highmin Five
#
Service-condition tests
11a 8.4 Tension in low-strength concrete
Tension, unconfined, single anchor
away from edges
— —
10.4.2
10.4.4
10.4.5
low
min
max
Five
#
11b 8.4 Tension in high-strength concrete
‡
Tension, unconfined, single anchor
away from edges
— —
10.4.2
10.4.4
10.4.5
highmin Five
#
11c 8.4
Tension in low-strength, cracked
concrete
Tension, unconfined, single anchor
away from edges
0.3 —
10.4.2
10.4.4
10.4.5
lowmin Five
#
11d 8.4
Tension in high-strength, cracked
concrete
‡
Tension, unconfined, single anchor
away from edges
0.3 —
10.4.2
10.4.4
10.4.5
highmin Five
#
12a 8.5 Tension at elevated temperatures
Tension, confined single anchor away
from edges
— —
10.4.2
10.4.4
10.13
lowmin Five
**
12b 8.6
Tension at decreased installation
temperature
||
Tension, confined single anchor away
from edges
— —
10.4.2
10.4.4
10.14
lowmin Five
**
12c 8.7
Curing time at standard installation
temperature
Tension, confined single anchor away
from edges
— —
10.4.2
10.4.4
10.15
lowmin Five
**
Table 3.2—Test program for evaluating adhesive anchor systems for cracked and uncracked concrete (cont.)
Testing
Crack
width Δ
w
,
mm
Assessment
f
c
*
h
ef
†
Minimum
sample size
n
min
Test
no.
Test
reference Purpose Test parameters α
req
Load and
displace-
ment
Reference tests
1aChapter 6
Reference tension in low-strength
concrete
Tension, confined, single anchor away
from edges
— — — low
min
max
Five per
concrete batch
1bChapter 6
Reference tension in low-strength,
cracked concrete
Tension, confined, single anchor away
from edges
0.3 — — lowmin
Five per
concrete batch
1cChapter 6
Reference tension in high-strength
concrete
Tension, confined, single anchor away
from edges
— — — highmin
Five per
concrete batch
1dChapter 6
Reference tension in high-strength,
cracked concrete
‡
Tension, confined, single anchor away
from edges
0.3 — — highmin
Five per
concrete batch
Reliability tests
2a 7.5Sensitivity to hole cleaning, dry substrate
Tension, confined, single anchor away
from edges
— 10.4.6
10.4.2
10.4.4
lowmax Five
§
2b 7.6
Sensitivity to hole cleaning, installation
in water-saturated concrete
Tension, confined, single anchor away
from edges
— 10.4.6
10.4.2
10.4.4
lowmax Five
§
2c 7.7
Sensitivity to hole cleaning, installation
in a water-filled hole
||
Tension, confined, single anchor away
from edges
— 10.4.6
10.4.4
10.4.4
lowmax Five
§
2d 7.8
Sensitivity to hole cleaning, installation
in submerged concrete
||
Tension, confined, single anchor away
from edges
— 10.4.610.4.4lowmax Five
#
2e 7.9 Sensitivity to mixing effort
Tension, confined, single anchor away
from edges
— 10.4.6
10.4.2
10.4.4
lowmax Five
**
2f
††
7.10
Sensitivity to installation
in water-saturated concrete
Tension, confined, single anchor away
from edges
— 10.4.6
10.4.2
10.4.4
lowmax Five
§
2g 7.11
Sensitivity to installation
in a water-filled hole
||
Tension, confined, single anchor away
from edges
— 10.4.6
10.4.2
10.4.4
lowmax Five
§
2h 7.12
Sensitivity to installation in submerged
concrete
||
Tension, confined, single anchor away
from edges
— 10.4.6
10.4.2
10.4.4
lowmax Five
#
3 7.13
Sensitivity to crack width in
low-strength concrete
Tension, confined, single anchor away
from edges
0.5 0.80
10.4.4
10.4.4
lowmin Five
§
4 7.14
Sensitivity to crack width in
high-strength concrete
‡
Tension, confined, single anchor away
from edges
0.5 0.80
10.4.2
10.4.4
highmin Five
§
5 7.15 Sensitivity to crack width cycling
Sustained tension, single anchor away
from edges, residual capacity,
confined test
0.1 to 0.30.90
10.4.2
10.4.4
10.9
lowmin Five
#
6 7.16
Sensitivity to freezing/thawing
conditions
Sustained tension, residual capacity,
confined test
— 0.90
10.4.2
10.4.4
10.10
highmin
‡‡
Five
**
7 7.17 Sensitivity to sustained load
Sustained tension, residual capacity,
confined test
— 0.90
10.4.2
10.4.4
10.11
lowmin
‡‡
Five
**
8 7.18 Sensitivity to installation direction
||
Tension, confined, single anchor away
from edges
— 0.90
10.4.2
10.4.4
10.12
lowmax Five
**
9 7.19 Torque test
§§
Application of torque, confined, single
anchor away from edges
— — 10.8 highmin Five
#
Service-condition tests
11a 8.4 Tension in low-strength concrete
Tension, unconfined, single anchor
away from edges
— —
10.4.2
10.4.4
10.4.5
low
min
max
Five
#
11b 8.4 Tension in high-strength concrete
‡
Tension, unconfined, single anchor
away from edges
— —
10.4.2
10.4.4
10.4.5
highmin Five
#
11c 8.4
Tension in low-strength, cracked
concrete
Tension, unconfined, single anchor
away from edges
0.3 —
10.4.2
10.4.4
10.4.5
lowmin Five
#
11d 8.4
Tension in high-strength, cracked
concrete
‡
Tension, unconfined, single anchor
away from edges
0.3 —
10.4.2
10.4.4
10.4.5
highmin Five
#
12a 8.5 Tension at elevated temperatures
Tension, confined single anchor away
from edges
— —
10.4.2
10.4.4
10.13
lowmin Five
**
12b 8.6
Tension at decreased installation
temperature
||
Tension, confined single anchor away
from edges
— —
10.4.2
10.4.4
10.14
lowmin Five
**
12c 8.7
Curing time at standard installation
temperature
Tension, confined single anchor away
from edges
— —
10.4.2
10.4.4
10.15
lowmin Five
**
QUALIFICATION OF POST-INSTALLED ADHESIVE ANCHORS IN CONCRETE (ACI 355.4M-11) AND COMMENTARY 15
Table 3.3—Reduced test program for evaluating adhesive anchor systems in cracked and uncracked
concrete (cont.)
Testing Crack
width Δ
w
,
mm
Assessment
f
c
*
h
ef
†
Minimum
sample size
n
min
Test
no.
Test
reference Purpose Test parameters α
req
Load and
displacement
Reference tests
1aChapter 6
Reference tension in
low-strength concrete
Tension, confined, single anchor
away from edges
— — — low
min
max
Five per
concrete batch
1bChapter 6
Reference tension in
high-strength concrete
Tension, confined, single anchor
away from edges
— — — highmin
Five per
concrete batch
Reliability tests
2a 7.5
Sensitivity to hole cleaning,
dry substrate
Tension, confined, single anchor
away from edges
— 10.4.6
10.4.2
10.4.4
lowmax Five
‡
2b 7.6
Sensitivity to hole cleaning,
installation in water-saturated
concrete
Tension, confined, single anchor
away from edges
— 10.4.6
10.4.2
10.4.4
lowmax Five
‡
2c 7.7
Sensitivity to hole cleaning,
installation in a water-filled hole
§
Tension, confined, single anchor
away from edges
— 10.4.6
10.4.2
10.4.4
lowmax Five
‡
2d 7.8
Sensitivity to hole cleaning,
installation in submerged
concrete
§
Tension, confined, single anchor
away from edges
— 10.4.6
10.4.2
10.4.4
lowmax Five
||
2e 7.9 Sensitivity to mixing effort
Tension, confined, single anchor
away from edges
— 10.4.6
10.4.2
10.4.4
lowmax Five
#
2f**7.10
Sensitivity to installation in
water-saturated concrete
Tension, confined, single anchor
away from edges
— 10.4.6
10.4.2
10.4.4
lowmax Five
‡
2g 7.11
Sensitivity to installation in a
water-filled hole
§
Tension, confined, single anchor
away from edges
— 10.4.6
10.4.2
10.4.4
lowmax Five
‡
2h 7.12
Sensitivity to installation in
submerged concrete
§
Tension, confined, single anchor
away from edges
— 10.4.6
10.4.2
10.4.4
lowmax Five
||
Testing
Crack
width Δ
w
,
mm
Assessment
f
c
*
h
ef
†
Minimum
sample size
n
min
Test
no.
Test
reference Purpose Test parameters α
req
Load and
displace-
ment
13a 8.8 Resistance to alkalinity Slice tests — — 10.16 low — Ten
**
13b 8.8 Resistance to sulfur
||
Slice tests — — 10.16 low — Ten
**
14 8.9
Edge distance in corner condition to
develop full capacity
Tension, unconfined single anchor in
corner with proximate edges
##
— — 10.17 low
min
max
Four
#
15 8.10
Minimum spacing and edge distance to
preclude splitting
High installation tension (torque or
unconfined tension) two anchors near
an edge
##
— — 10.18 lowmin Five
#
16 8.11
Shear capacity of anchor element having
a non-uniform cross section
Shear, single anchor away from
edges
***
— — 10.6 lowmin Five
#
17 8.12 Seismic tension
||
Pulsating tension, single anchor away
from edges
0.5 —
10.4.2
10.4.4
10.19
low
min
max
Five
#
18 8.13 Seismic shear
||
Alternating shear, single anchor away
from edges
0.5 — 10.20 lowmin Five
§
19 9.1
Round-robin tests for regional concrete
variation
Tension, confined and unconfined
single anchor away from edges
— — 10.4.1low
†††
7d
a
Five
**
20 9.2 Minimum member thickness
||
Installation tests
##
— — 10.7 lowmax Ten
#
*
For definition of high- and low-strength concrete, refer to 4.3.4.
†
Where MPII specify multiple embedment depths for single anchor diameter, test anchor at minimum or maximum embedment depth as noted, whereby h
ef,max
/h
ef,min
≤ 5.0 (4.7.2).
‡
Tests are optional if test results of Test 1c can be shown to be statistically equivalent to or greater than results of Test 1a. If any of Tests 1d, 4, 11b, and 11d are not performed, limit
calculated anchor tension resistance to f
c
′ = 17 MPa.
§
Test small, medium, and large diameters.
||
Optional test.
#
Test all diameters.
**
Test the nominal M12 diameter or the smallest nominal diameter if it is larger than M12. For overhead and horizontal orientations, test the largest diameter for which recognition
is sought. For tests conducted in accordance with Section 9.1, tests shall be performed with a nominal M12 anchor only.
††
Test 2f may be omitted if Test 2g is performed.
‡‡
Refer to Section 4.7.2.2.
§§
Refer to Section 3.4 for multiple anchor element types.
##
Use minimum member thickness h
min
for these tests.
***
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.
†††
Test in concrete having a measured compressive strength of 21 MPa ± 3.5 MPa at the time of testing.
Table 3.2—Test program for evaluating adhesive anchor systems for cracked and uncracked concrete (cont.)
Table 3.3—Reduced test program for evaluating adhesive anchor systems in cracked and uncracked
concrete (cont.)
Testing Crack
width Δ
w
,
mm
Assessment
f
c
*
h
ef
†
Minimum
sample size
n
min
Test
no.
Test
reference Purpose Test parameters α
req
Load and
displacement
Reference tests
1aChapter 6
Reference tension in
low-strength concrete
Tension, confined, single anchor
away from edges
— — — low
min
max
Five per
concrete batch
1bChapter 6
Reference tension in
high-strength concrete
Tension, confined, single anchor
away from edges
— — — highmin
Five per
concrete batch
Reliability tests
2a 7.5
Sensitivity to hole cleaning,
dry substrate
Tension, confined, single anchor
away from edges
— 10.4.6
10.4.2
10.4.4
lowmax Five
‡
2b 7.6
Sensitivity to hole cleaning,
installation in water-saturated
concrete
Tension, confined, single anchor
away from edges
— 10.4.6
10.4.2
10.4.4
lowmax Five
‡
2c 7.7
Sensitivity to hole cleaning,
installation in a water-filled hole
§
Tension, confined, single anchor
away from edges
— 10.4.6
10.4.2
10.4.4
lowmax Five
‡
2d 7.8
Sensitivity to hole cleaning,
installation in submerged
concrete
§
Tension, confined, single anchor
away from edges
— 10.4.6
10.4.2
10.4.4
lowmax Five
||
2e 7.9 Sensitivity to mixing effort
Tension, confined, single anchor
away from edges
— 10.4.6
10.4.2
10.4.4
lowmax Five
#
2f**7.10
Sensitivity to installation in
water-saturated concrete
Tension, confined, single anchor
away from edges
— 10.4.6
10.4.2
10.4.4
lowmax Five
‡
2g 7.11
Sensitivity to installation in a
water-filled hole
§
Tension, confined, single anchor
away from edges
— 10.4.6
10.4.2
10.4.4
lowmax Five
‡
2h 7.12
Sensitivity to installation in
submerged concrete
§
Tension, confined, single anchor
away from edges
— 10.4.6
10.4.2
10.4.4
lowmax Five
||
Testing
Crack
width Δ
w
,
mm
Assessment
f
c
*
h
ef
†
Minimum
sample size
n
min
Test
no.
Test
reference Purpose Test parameters α
req
Load and
displace-
ment
13a 8.8 Resistance to alkalinity Slice tests — — 10.16 low — Ten
**
13b 8.8 Resistance to sulfur
||
Slice tests — — 10.16 low — Ten
**
14 8.9
Edge distance in corner condition to
develop full capacity
Tension, unconfined single anchor in
corner with proximate edges
##
— — 10.17 low
min
max
Four
#
15 8.10
Minimum spacing and edge distance to
preclude splitting
High installation tension (torque or
unconfined tension) two anchors near
an edge
##
— — 10.18 lowmin Five
#
16 8.11
Shear capacity of anchor element having
a non-uniform cross section
Shear, single anchor away from
edges
***
— — 10.6 lowmin Five
#
17 8.12 Seismic tension
||
Pulsating tension, single anchor away
from edges
0.5 —
10.4.2
10.4.4
10.19
low
min
max
Five
#
18 8.13 Seismic shear
||
Alternating shear, single anchor away
from edges
0.5 — 10.20 lowmin Five
§
19 9.1
Round-robin tests for regional concrete
variation
Tension, confined and unconfined
single anchor away from edges
— — 10.4.1low
†††
7d
a
Five
**
20 9.2 Minimum member thickness
||
Installation tests
##
— — 10.7 lowmax Ten
#
*
For definition of high- and low-strength concrete, refer to 4.3.4.
†
Where MPII specify multiple embedment depths for single anchor diameter, test anchor at minimum or maximum embedment depth as noted, whereby h
ef,max
/h
ef,min
≤ 5.0 (4.7.2).
‡
Tests are optional if test results of Test 1c can be shown to be statistically equivalent to or greater than results of Test 1a. If any of Tests 1d, 4, 11b, and 11d are not performed, limit
calculated anchor tension resistance to f
c
′ = 17 MPa.
§
Test small, medium, and large diameters.
||
Optional test.
#
Test all diameters.
**
Test the nominal M12 diameter or the smallest nominal diameter if it is larger than M12. For overhead and horizontal orientations, test the largest diameter for which recognition
is sought. For tests conducted in accordance with Section 9.1, tests shall be performed with a nominal M12 anchor only.
††
Test 2f may be omitted if Test 2g is performed.
‡‡
Refer to Section 4.7.2.2.
§§
Refer to Section 3.4 for multiple anchor element types.
##
Use minimum member thickness h
min
for these tests.
***
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.
†††
Test in concrete having a measured compressive strength of 21 MPa ± 3.5 MPa at the time of testing.
Table 3.2—Test program for evaluating adhesive anchor systems for cracked and uncracked concrete (cont.)
16 QUALIFICATION OF POST-INSTALLED ADHESIVE ANCHORS IN CONCRETE (ACI 355.4M-11) AND COMMENTARY
Testing Crack
width Δ
w
,
mm
Assessment
f
c
*
h
ef
†
Minimum
sample size
n
min
Test
no.
Test
reference Purpose Test parameters α
req
Load and
displacement
3 7.15
Sensitivity to crack width
cycling
Sustained tension, single anchor
away from edges, residual
capacity, confined test
0.1 to 0.30.90
10.4.2
10.4.4
10.9
lowmin Five
||
4 7.16
Sensitivity to freezing/thawing
conditions
Sustained tension, residual
capacity, confined test
— 0.90
10.4.2
10.4.4
10.10
highmin
††
Five
#
5 7.17 Sensitivity to sustained load
Sustained tension, residual
capacity, confined test
— 0.90
10.4.2
10.4.4
10.11
lowmin
††
Five
#
6 7.18
Sensitivity to installation
direction
§
Tension, confined, single anchor
away from edges
-— 0.90
10.4.2
10.4.4
10.12
lowmax Five
#
7 7.19 Torque test
‡‡
Application of torque, confined,
single anchor away from edges
— — 10.8 highmin Five
||
Service-condition tests
8a 8.4Tension in low-strength concrete
Tension, unconfined, single
anchor away from edges
— —
10.4.2
10.4.4
10.5
low
min
max
Five
||
8b 8.4
Tension in high-strength
concrete
§§
Tension, unconfined, single
anchor away from edges
— —
10.4.2
10.4.4
10.5
highmin Five
||
9a 8.5Tension at elevated temperatures
Tension, confined single anchor
away from edges
— —
10.4.2
10.4.4
10.13
lowmin Five
#
9b 8.6
Tension at decreased installation
temperature
§
Tension, confined single anchor
away from edges
— —
10.4.2
10.4.4
10.14
lowmin Five
#
9c 8.7
Curing time at standard
installation temperature
Tension, confined single anchor
away from edges
— —
10.4.2
10.4.4
10.15
lowmin Five
#
10a 8.8 Resistance to alkalinity Slice tests — — 10.16 low - Ten
#
10b 8.8 Resistance to sulfur
§
Slice tests — — 10.16 low - Ten
#
11 8.9
Edge distance in corner condition
to develop full capacity
Tension, unconfined single
anchor in corner with proximate
edges
##
— — 10.17 low
min
max
Four
||
12 8.10
Minimum spacing and edge
distance to preclude splitting
High installation tension (torque
or unconfined tension), two
anchors near an edge
##
— — 10.18 lowmin Five
||
13 8.11
Shear capacity of anchor element
having a non-uniform cross
section
Shear, single anchor away from
edges
***
— — 10.6 lowmin Five
||
14 9.1
Round-robin tests for regional
concrete variation
Tension, confined and unconfined
single anchor away from edges
— — 10.4.1low
†††
7d
a
Five
#
15 9.2 Minimum member thickness
§
Installation tests
##
— — 10.7 lowmax Ten
||
*
For definition of high- and low-strength concrete, refer to 4.3.4.
†
Where MPII specify multiple embedment depths for single anchor diameter, test anchor at minimum or maximum embedment depth as noted, whereby h
ef,max
/h
ef,min
≤ 5.0 (4.7.2).
‡
Test small, medium, and large diameters.
§
Optional test.
||
Test all diameters.
#
Test nominal M12 diameter or smallest nominal diameter if it is larger than M12. For overhead and horizontal orientations, test largest diameter for which recognition is sought.
For tests conducted in accordance with 9.1, tests shall be performed with nominal M12 anchor only.
**
Test 2f may be omitted if Test 2g is performed.
††
Refer to 4.7.2.2.
‡‡
Refer to 3.4 for multiple anchor element types.
§§
Tests are optional if test results of Test 1b can be shown to be statistically equivalent to or greater than results of Test 1a. If Test 8b is not performed, limit calculated anchor
tension resistance to f
c
′ = 17 MPa.
##
Use minimum member thickness h
min
for these tests.
***
Test is required only for anchors having cross-sectional area within five anchor diameters of the shear failure plane that is less than that of threaded bolt having same nominal
diameter as anchor.
†††
Test in concrete having measured compressive strength of 21 ± 3.5 MPa at time of testing.
Table 3.3—Reduced test program for evaluating adhesive anchor systems in cracked and uncracked
concrete (cont.)
Testing Crack
width Δ
w
,
mm
Assessment
f
c
*
h
ef
†
Minimum
sample size
n
min
Test
no.
Test
reference Purpose Test parameters α
req
Load and
displacement
3 7.15
Sensitivity to crack width
cycling
Sustained tension, single anchor
away from edges, residual
capacity, confined test
0.1 to 0.30.90
10.4.2
10.4.4
10.9
lowmin Five
||
4 7.16
Sensitivity to freezing/thawing
conditions
Sustained tension, residual
capacity, confined test
— 0.90
10.4.2
10.4.4
10.10
highmin
††
Five
#
5 7.17 Sensitivity to sustained load
Sustained tension, residual
capacity, confined test
— 0.90
10.4.2
10.4.4
10.11
lowmin
††
Five
#
6 7.18
Sensitivity to installation
direction
§
Tension, confined, single anchor
away from edges
-— 0.90
10.4.2
10.4.4
10.12
lowmax Five
#
7 7.19 Torque test
‡‡
Application of torque, confined,
single anchor away from edges
— — 10.8 highmin Five
||
Service-condition tests
8a 8.4Tension in low-strength concrete
Tension, unconfined, single
anchor away from edges
— —
10.4.2
10.4.4
10.5
low
min
max
Five
||
8b 8.4
Tension in high-strength
concrete
§§
Tension, unconfined, single
anchor away from edges
— —
10.4.2
10.4.4
10.5
highmin Five
||
9a 8.5Tension at elevated temperatures
Tension, confined single anchor
away from edges
— —
10.4.2
10.4.4
10.13
lowmin Five
#
9b 8.6
Tension at decreased installation
temperature
§
Tension, confined single anchor
away from edges
— —
10.4.2
10.4.4
10.14
lowmin Five
#
9c 8.7
Curing time at standard
installation temperature
Tension, confined single anchor
away from edges
— —
10.4.2
10.4.4
10.15
lowmin Five
#
10a 8.8 Resistance to alkalinity Slice tests — — 10.16 low - Ten
#
10b 8.8 Resistance to sulfur
§
Slice tests — — 10.16 low - Ten
#
11 8.9
Edge distance in corner condition
to develop full capacity
Tension, unconfined single
anchor in corner with proximate
edges
##
— — 10.17 low
min
max
Four
||
12 8.10
Minimum spacing and edge
distance to preclude splitting
High installation tension (torque
or unconfined tension), two
anchors near an edge
##
— — 10.18 lowmin Five
||
13 8.11
Shear capacity of anchor element
having a non-uniform cross
section
Shear, single anchor away from
edges
***
— — 10.6 lowmin Five
||
14 9.1
Round-robin tests for regional
concrete variation
Tension, confined and unconfined
single anchor away from edges
— — 10.4.1low
†††
7d
a
Five
#
15 9.2 Minimum member thickness
§
Installation tests
##
— — 10.7 lowmax Ten
||
*
For definition of high- and low-strength concrete, refer to 4.3.4.
†
Where MPII specify multiple embedment depths for single anchor diameter, test anchor at minimum or maximum embedment depth as noted, whereby h
ef,max
/h
ef,min
≤ 5.0 (4.7.2).
‡
Test small, medium, and large diameters.
§
Optional test.
||
Test all diameters.
#
Test nominal M12 diameter or smallest nominal diameter if it is larger than M12. For overhead and horizontal orientations, test largest diameter for which recognition is sought.
For tests conducted in accordance with 9.1, tests shall be performed with nominal M12 anchor only.
**
Test 2f may be omitted if Test 2g is performed.
††
Refer to 4.7.2.2.
‡‡
Refer to 3.4 for multiple anchor element types.
§§
Tests are optional if test results of Test 1b can be shown to be statistically equivalent to or greater than results of Test 1a. If Test 8b is not performed, limit calculated anchor
tension resistance to f
c
′ = 17 MPa.
##
Use minimum member thickness h
min
for these tests.
***
Test is required only for anchors having cross-sectional area within five anchor diameters of the shear failure plane that is less than that of threaded bolt having same nominal
diameter as anchor.
†††
Test in concrete having measured compressive strength of 21 ± 3.5 MPa at time of testing.
Table 3.3—Reduced test program for evaluating adhesive anchor systems in cracked and uncracked
concrete (cont.)
QUALIFICATION OF POST-INSTALLED ADHESIVE ANCHORS IN CONCRETE (ACI 355.4M-11) AND COMMENTARY 17
however, shall not be valid for rotary-hammer drilling
without supplemental tests, as described in 3.5.
CHAPTER 4—REQUIREMENTS
FOR TEST SPECIMENS,
ANCHOR INSTALLATION, AND TESTING
4.1—Testing by ITEA and manufacturer
The minimum number of reference, reliability, and
service-condition tests given in Tables 3.1 through 3.3 of this
standard shall be performed by the ITEA (Chapter 12).
Results of additional tests performed by the manufacturer
can be considered in the evaluation, only if the results are
statistically equivalent to those of the ITEA.
R4.1 It is required that the testing program be performed
under the guidance and direction of a single qualified ITEA
with experience in anchor testing. The primary testing labo-
ratory may have specific tests performed by other qualified
laboratories, but retains the overall responsibility for testing
and evaluating the anchor system. Tests performed in the
manufacturer’s laboratory shall only be considered for
improvement of the statistical accuracy of a test series and
must be shown to belong to the same data population by
establishing statistical equivalency with test data developed
by the primary laboratory or other ITEAs.
4.2—Test samples
4.2.1 The ITEA (Chapter 12) shall randomly select
anchors for testing from a manufacturing or distribution
facility and verify the samples are representative of production
of the manufacturer as supplied to the marketplace.
R4.2.1 Practical considerations may dictate that sampling
be performed at a distribution center instead of the manufac-
turing facility. Due diligence should be exercised by the
ITEA to ensure the samples are representative of production
in all cases. Methods for ensuring the integrity of randomly
sampled product throughout the custody chain include
stamping or signing over the packaging, recording serial
and batch numbers, and photographing the sampled product.
4.2.2 To test newly developed anchor adhesives not in
production, use samples produced by the expected production
methods. After production has begun, perform identification
and reference tests to verify the constituent materials have
not changed and performance of the production anchors is
statistically equivalent to the anchors originally evaluated.
R4.2.2 The use of preproduction prototypes for testing to
develop qualification data is foreseen by ACI 355.4M. The
prototypes, however, must be produced using the production
methods foreseen for the full-scale production and must be
accompanied by a complete MPII. Supplemental testing of
the production product to confirm validity of the prototype
tests is required.
4.2.3 When internally threaded anchors are supplied
without fastening items such as bolts, threaded rods, or nuts,
the manufacturer shall specify the fastening items to be used.
Table 3.4—Additional tests required for assessment of multiple anchor element types in accordance with 3.4
Nature of variation from tested anchor element
*
ReferenceTest no. Purpose RequirementMaterial
†
Geometry Surface coating
— X X Table 3.1 6
Torque test
‡
Refer to Section 10.8— X X Table 3.2 9
— X X Table 3.3 7
— X X Table 3.1 10
Corner test
§
Refer to Section 10.17— X X Table 3.2 14
— X X Table 3.3 11
— X X Table 3.1 11
Minimum spacing and edge
distance
§
Refer to Section 10.18— X X Table 3.2 15
— X X Table 3.3 12
X X — Table 3.1 12
Shear test to determine shear
capacity as governed by steel
failure
Required for anchor elements with
reduced cross section; refer to
Section 8.11
X X — Table 3.2 16
X X — Table 3.3 13
X X — Table 3.2 18 Seismic shear testOptional test; refer to Section 10.20
*
In cases where anchor element varies in more than one characteristic (for example, material, geometry, or surface coating), test requirements indicated for each variation shall apply.
†
For stainless steels, conduct tests as required for change in geometry.
‡
In cases where results of torque testing can show statistical equivalence to tested anchor element type, repetition of corner and minimum spacing and edge distance tests shall be
permitted to be omitted.
§
Where reference test results indicate that anchor element has statistically meaningful influence on bond stress, repeat entire test program for anchor element.
Table 3.5—Required supplemental tests for each alternative drilling method
Table no.
Test numbers to be conducted for each alternative drilling method
Reference Reliability/installation safety Reliability/crack width
3.1 1a 1b — — 2a 2b 2c
*
2d
*
2f 2g
*
2h
*
— —
3.2 1a 1b 1c 1d 2a 2b 2c
*
2d
*
2f 2g
*
2h
*
3 4
3.3 1a 1b 1c 1d 2a 2b 2c
*
2d
*
2f 2g
*
2h
*
— —
*
Optional tests required only if conditions of use associated with these tests are to be included for recognition.
however, shall not be valid for rotary-hammer drilling
without supplemental tests, as described in 3.5.
CHAPTER 4—REQUIREMENTS
FOR TEST SPECIMENS,
ANCHOR INSTALLATION, AND TESTING
4.1—Testing by ITEA and manufacturer
The minimum number of reference, reliability, and
service-condition tests given in Tables 3.1 through 3.3 of this
standard shall be performed by the ITEA (Chapter 12).
Results of additional tests performed by the manufacturer
can be considered in the evaluation, only if the results are
statistically equivalent to those of the ITEA.
R4.1 It is required that the testing program be performed
under the guidance and direction of a single qualified ITEA
with experience in anchor testing. The primary testing labo-
ratory may have specific tests performed by other qualified
laboratories, but retains the overall responsibility for testing
and evaluating the anchor system. Tests performed in the
manufacturer’s laboratory shall only be considered for
improvement of the statistical accuracy of a test series and
must be shown to belong to the same data population by
establishing statistical equivalency with test data developed
by the primary laboratory or other ITEAs.
4.2—Test samples
4.2.1 The ITEA (Chapter 12) shall randomly select
anchors for testing from a manufacturing or distribution
facility and verify the samples are representative of production
of the manufacturer as supplied to the marketplace.
R4.2.1 Practical considerations may dictate that sampling
be performed at a distribution center instead of the manufac-
turing facility. Due diligence should be exercised by the
ITEA to ensure the samples are representative of production
in all cases. Methods for ensuring the integrity of randomly
sampled product throughout the custody chain include
stamping or signing over the packaging, recording serial
and batch numbers, and photographing the sampled product.
4.2.2 To test newly developed anchor adhesives not in
production, use samples produced by the expected production
methods. After production has begun, perform identification
and reference tests to verify the constituent materials have
not changed and performance of the production anchors is
statistically equivalent to the anchors originally evaluated.
R4.2.2 The use of preproduction prototypes for testing to
develop qualification data is foreseen by ACI 355.4M. The
prototypes, however, must be produced using the production
methods foreseen for the full-scale production and must be
accompanied by a complete MPII. Supplemental testing of
the production product to confirm validity of the prototype
tests is required.
4.2.3 When internally threaded anchors are supplied
without fastening items such as bolts, threaded rods, or nuts,
the manufacturer shall specify the fastening items to be used.
Table 3.4—Additional tests required for assessment of multiple anchor element types in accordance with 3.4
Nature of variation from tested anchor element
*
ReferenceTest no. Purpose RequirementMaterial
†
Geometry Surface coating
— X X Table 3.1 6
Torque test
‡
Refer to Section 10.8— X X Table 3.2 9
— X X Table 3.3 7
— X X Table 3.1 10
Corner test
§
Refer to Section 10.17— X X Table 3.2 14
— X X Table 3.3 11
— X X Table 3.1 11
Minimum spacing and edge
distance
§
Refer to Section 10.18— X X Table 3.2 15
— X X Table 3.3 12
X X — Table 3.1 12
Shear test to determine shear
capacity as governed by steel
failure
Required for anchor elements with
reduced cross section; refer to
Section 8.11
X X — Table 3.2 16
X X — Table 3.3 13
X X — Table 3.2 18 Seismic shear testOptional test; refer to Section 10.20
*
In cases where anchor element varies in more than one characteristic (for example, material, geometry, or surface coating), test requirements indicated for each variation shall apply.
†
For stainless steels, conduct tests as required for change in geometry.
‡
In cases where results of torque testing can show statistical equivalence to tested anchor element type, repetition of corner and minimum spacing and edge distance tests shall be
permitted to be omitted.
§
Where reference test results indicate that anchor element has statistically meaningful influence on bond stress, repeat entire test program for anchor element.
Table 3.5—Required supplemental tests for each alternative drilling method
Table no.
Test numbers to be conducted for each alternative drilling method
Reference Reliability/installation safety Reliability/crack width
3.1 1a 1b — — 2a 2b 2c
*
2d
*
2f 2g
*
2h
*
— —
3.2 1a 1b 1c 1d 2a 2b 2c
*
2d
*
2f 2g
*
2h
*
3 4
3.3 1a 1b 1c 1d 2a 2b 2c
*
2d
*
2f 2g
*
2h
*
— —
*
Optional tests required only if conditions of use associated with these tests are to be included for recognition.
18 QUALIFICATION OF POST-INSTALLED ADHESIVE ANCHORS IN CONCRETE (ACI 355.4M-11) AND COMMENTARY
4.2.4 The sample sizes given in Tables 3.1 through 3.3
are the minimum required to satisfy ACI 355.4M. The
sample size may be increased at the discretion of the ITEA
or manufacturer.
4.2.5 Where tension tests on anchor elements are required
to establish steel properties, a minimum of three replicates
shall be performed.
4.3—Concrete for test members
4.3.1 Concrete used in testing shall meet the requirements
of 4.3. To assess the performance of an anchor for use in
concrete outside of the scope of ACI 355.4M, additional
tests consistent with the requirements of Tables 3.1 through
3.3 shall be conducted with that concrete.
R4.3.1 As a rule, testing is conducted in concrete using
portland cement, normalweight aggregate, and natural sand
without cement replacements, admixtures, or other enhance-
ments. The results of these tests are assumed to be generally
applicable to a wide range of concrete mixture designs with
modification factors applied to the bond strength or concrete
breakout strength where applicable. Where specific qualifi-
cation is desired for anchors used in lightweight concrete or
concrete containing cement replacements, admixtures, or
other enhancements such as to support increased design
values over those provided for in ACI 318M, the test
program must be repeated using mixture designs that employ
the lightweight aggregate, cement replacement, admixture,
or enhancement in question.
4.3.2 Coarse and fine aggregates in concrete shall comply
with ASTM C33/C33M. The aggregate description shall
include rock and mineral components, shape, hardness, and
maximum size and grading specification. Use a maximum
coarse aggregate size of either 19.0 or 25.0 mm.
R4.3.2 The influence of aggregate type on bond strength is
not well understood. Round-robin tests are required to minimize
the potential impact of locally favorable or unfavorable
aggregate types on the results of qualification testing.
4.3.3 For general qualification for use of the anchor
system in normalweight concrete, use portland cement
conforming to ASTM C150/C150M. The concrete mixture
shall not include cement replacements such as slag cement,
fly ash, and silica fume or limestone powder. If a concrete
mixture is used for test members that do not conform to the
mixture requirements listed herein, a description of the
concrete mixture components and proportions shall be
included in the test report. In this case, qualification will be
specific to the tested concrete mixture.
R4.3.3 Use of blended cements constitutes a nonstandard
concrete mixture design. Use of lightweight aggregates can
result in a reduction of bond strength. Where bond values in
excess of those specified in ACI 318M, Appendix D, for
adhesive anchors in lightweight concrete are required, these
must be based on testing in lightweight concrete.
4.3.3.1 For qualification of anchors in lightweight
concrete, all tests shall be conducted in lightweight concrete
unless the default values in ACI 318M, Appendix D, are used.
4.3.4 Test anchors in test members cast of concrete within
two nominal compressive strength ranges:
Low-strength concrete: 17 to 28 MPa
High-strength concrete: 46 to 60 MPa
R4.3.4 The influence of concrete compressive strength (as
measured in a uniaxial compressive test) on anchor bond
strength is dependent on specific bonding properties of the
adhesive anchor system and must be established by test.
Tests are conducted in low- and high-strength concrete to
assess whether there is a direct or inverse correlation
between concrete compressive strength and bond strength
for the adhesive anchor system in question.
4.3.5 Test members shall be at least 21 days old at the time
of anchor installation and testing.
R4.3.5 Testing of anchors in concrete less than 21 days old
constitutes testing in a nonstandard concrete.
4.3.6 Refer to 9.1 for additional requirements in conjunction
with round-robin testing for adhesive anchors.
4.3.7 It shall be permitted to test anchors, when required,
in test members cast of concrete with a nominal compressive
strength of 14 MPa; however, the results may not be normal-
ized for any other strength concrete.
R4.3.7 ACI 318M currently specifies a minimum concrete
strength of 17 MPa. In prior codes, the minimum concrete
compressive strength was 14 MPa. Testing in concrete with
a compressive strength of 14 MPa may be necessary to validate
the use of anchors in existing structures. The results of tests
obtained in 14 MPa concrete may not be increased for use of
anchors in higher concrete strengths.
4.4—Requirements for test members
4.4.1 Test members shall conform to the requirements of
ASTM E488. Where the requirements of ASTM E488
conflict with this standard, the provisions of this standard
shall take precedence.
R4.4.1 ASTM E488 establishes general procedures for the
testing of anchors in tension and shear.
4.4.2 Reliability tests and reference tests to which they are
compared shall be conducted in the same batch of concrete.
R4.4.2 Batch control (refer to Fig. R.4.1) is required for
reference tests to ensure that the resultant
α
values reflect
actual variations in anchor behavior, not concrete composition.
4.4.3 Casting, curing, and strength determination of test
members
4.4.3.1 Cast test member either horizontally or vertically. If
the test member is cast vertically, limit the maximum height
of a concrete lift to 1.5 m.
R4.4.3.1 Casting of test members in the vertical position
provides for formed surfaces on the top and bottom sides of
the test member and minimizes the effect of irregularities in
the surface concrete on anchor performance. Care should be
exercised in vertical casting that the casting process does
not result in concrete with significant strength variation due
to segregation and bleeding effects, especially in the case of
lower-strength concrete.
4.4.3.2 Sample, mold, and cure compressive strength
cylinders in accordance with ASTM C31/C31M. Cure
cylinders to the same environmental conditions as the test
member. Remove molds from cylinders concurrent with
removal of forms and curing covers from the test member.
4.2.4 The sample sizes given in Tables 3.1 through 3.3
are the minimum required to satisfy ACI 355.4M. The
sample size may be increased at the discretion of the ITEA
or manufacturer.
4.2.5 Where tension tests on anchor elements are required
to establish steel properties, a minimum of three replicates
shall be performed.
4.3—Concrete for test members
4.3.1 Concrete used in testing shall meet the requirements
of 4.3. To assess the performance of an anchor for use in
concrete outside of the scope of ACI 355.4M, additional
tests consistent with the requirements of Tables 3.1 through
3.3 shall be conducted with that concrete.
R4.3.1 As a rule, testing is conducted in concrete using
portland cement, normalweight aggregate, and natural sand
without cement replacements, admixtures, or other enhance-
ments. The results of these tests are assumed to be generally
applicable to a wide range of concrete mixture designs with
modification factors applied to the bond strength or concrete
breakout strength where applicable. Where specific qualifi-
cation is desired for anchors used in lightweight concrete or
concrete containing cement replacements, admixtures, or
other enhancements such as to support increased design
values over those provided for in ACI 318M, the test
program must be repeated using mixture designs that employ
the lightweight aggregate, cement replacement, admixture,
or enhancement in question.
4.3.2 Coarse and fine aggregates in concrete shall comply
with ASTM C33/C33M. The aggregate description shall
include rock and mineral components, shape, hardness, and
maximum size and grading specification. Use a maximum
coarse aggregate size of either 19.0 or 25.0 mm.
R4.3.2 The influence of aggregate type on bond strength is
not well understood. Round-robin tests are required to minimize
the potential impact of locally favorable or unfavorable
aggregate types on the results of qualification testing.
4.3.3 For general qualification for use of the anchor
system in normalweight concrete, use portland cement
conforming to ASTM C150/C150M. The concrete mixture
shall not include cement replacements such as slag cement,
fly ash, and silica fume or limestone powder. If a concrete
mixture is used for test members that do not conform to the
mixture requirements listed herein, a description of the
concrete mixture components and proportions shall be
included in the test report. In this case, qualification will be
specific to the tested concrete mixture.
R4.3.3 Use of blended cements constitutes a nonstandard
concrete mixture design. Use of lightweight aggregates can
result in a reduction of bond strength. Where bond values in
excess of those specified in ACI 318M, Appendix D, for
adhesive anchors in lightweight concrete are required, these
must be based on testing in lightweight concrete.
4.3.3.1 For qualification of anchors in lightweight
concrete, all tests shall be conducted in lightweight concrete
unless the default values in ACI 318M, Appendix D, are used.
4.3.4 Test anchors in test members cast of concrete within
two nominal compressive strength ranges:
Low-strength concrete: 17 to 28 MPa
High-strength concrete: 46 to 60 MPa
R4.3.4 The influence of concrete compressive strength (as
measured in a uniaxial compressive test) on anchor bond
strength is dependent on specific bonding properties of the
adhesive anchor system and must be established by test.
Tests are conducted in low- and high-strength concrete to
assess whether there is a direct or inverse correlation
between concrete compressive strength and bond strength
for the adhesive anchor system in question.
4.3.5 Test members shall be at least 21 days old at the time
of anchor installation and testing.
R4.3.5 Testing of anchors in concrete less than 21 days old
constitutes testing in a nonstandard concrete.
4.3.6 Refer to 9.1 for additional requirements in conjunction
with round-robin testing for adhesive anchors.
4.3.7 It shall be permitted to test anchors, when required,
in test members cast of concrete with a nominal compressive
strength of 14 MPa; however, the results may not be normal-
ized for any other strength concrete.
R4.3.7 ACI 318M currently specifies a minimum concrete
strength of 17 MPa. In prior codes, the minimum concrete
compressive strength was 14 MPa. Testing in concrete with
a compressive strength of 14 MPa may be necessary to validate
the use of anchors in existing structures. The results of tests
obtained in 14 MPa concrete may not be increased for use of
anchors in higher concrete strengths.
4.4—Requirements for test members
4.4.1 Test members shall conform to the requirements of
ASTM E488. Where the requirements of ASTM E488
conflict with this standard, the provisions of this standard
shall take precedence.
R4.4.1 ASTM E488 establishes general procedures for the
testing of anchors in tension and shear.
4.4.2 Reliability tests and reference tests to which they are
compared shall be conducted in the same batch of concrete.
R4.4.2 Batch control (refer to Fig. R.4.1) is required for
reference tests to ensure that the resultant
α
values reflect
actual variations in anchor behavior, not concrete composition.
4.4.3 Casting, curing, and strength determination of test
members
4.4.3.1 Cast test member either horizontally or vertically. If
the test member is cast vertically, limit the maximum height
of a concrete lift to 1.5 m.
R4.4.3.1 Casting of test members in the vertical position
provides for formed surfaces on the top and bottom sides of
the test member and minimizes the effect of irregularities in
the surface concrete on anchor performance. Care should be
exercised in vertical casting that the casting process does
not result in concrete with significant strength variation due
to segregation and bleeding effects, especially in the case of
lower-strength concrete.
4.4.3.2 Sample, mold, and cure compressive strength
cylinders in accordance with ASTM C31/C31M. Cure
cylinders to the same environmental conditions as the test
member. Remove molds from cylinders concurrent with
removal of forms and curing covers from the test member.
QUALIFICATION OF POST-INSTALLED ADHESIVE ANCHORS IN CONCRETE (ACI 355.4M-11) AND COMMENTARY 19
4.4.3.3 Determine test member concrete compressive
strength at the time of anchor testing from compression tests
conducted on concrete cylinders in accordance with ASTM
C39/C39M or cores extracted from the test member in
accordance with ASTM C42/C42M. The results of tests on
cylinders and cores shall not be combined for the establishment
of the mean compressive strength at a given concrete age.
Determine mean strength test values from: (a) linear interpola-
tion of a test series using the beginning and ending tests as
endpoints; or (b) strength-age relationships developed using
compression tests of concrete test members at various test ages.
R4.4.3.3 Cylinder compressive strengths are preferable
to concrete cores for the determination of member
compressive strength. The potential differences in measured
compressive strength resulting from tests on cores or on
cylinders should be accounted for.
4.4.4 Test members for tests in uncracked concrete—Test
members for tests in uncracked concrete shall be unreinforced
except as required to permit efficient handling of the test
member or distribution of reaction loads from test equipment.
Position such reinforcement so that the capacity of the tested
anchor is not affected. For concrete breakout failure, this
requirement is satisfied for anchors tested in tension if the
reinforcement is located outside of a virtual cone projecting
from the embedded end of the anchor to the concrete surface
with an internal vertex angle of 120 degrees. Additionally,
for splitting failure, reinforcement shall be omitted between
the anchor location and the concrete edge.
R4.4.4 Positioning of reinforcement as required for safe
transportation of the test member should consider the potential
formation of concrete breakout surfaces. Where anchors are
to be tested in tension, reinforcement should be placed near
the surface and toward the outer edges of the member. Where
anchors are to be tested in shear, reinforcement should not be
placed near the surface or corners of the test member.
4.4.5 Test members for tests in cracked concrete—Test
members for tests in cracked concrete shall be designed to
produce cracks of reasonably constant width throughout the
thickness of the component. The cracks should be spaced
sufficiently apart to facilitate testing of individual anchors
placed in a crack without influence from adjacent cracks. For
test members that use internal reinforcement to control the
crack width or for specimen handling, place the reinforcement
so there is no influence on the anchor performance. Refer to
Fig. 4.1 for an example test slab configuration.
R4.4.5 For additional guidance on preparing and testing
in cracked concrete, refer to Eligehausen et al. (2004).
4.4.5.1 Control the crack width using embedded reinforcing
bars oriented perpendicular to the intended crack plane and
distributed symmetrically over the test member cross section.
The ratio of tension reinforcement for top and bottom layers to
the area of the crack plane shall be approximately 1 percent.
4.4.5.2 The crack control reinforcement shall be
permitted to cross the potential concrete cone breakout
surface associated with the test anchor. The centerline-to-
centerline distance between any crack control reinforcement
and the anchor shall not be less than 0.4h
ef
. Greater values
for spacing of reinforcement are allowed as in the case of
narrow concrete components, for example:
width x depth = 500 mm x 250 mm
where it is ensured that planar cracks of uniform width
throughout the thickness of the component are produced and
the crack width requirements of ACI 355.4M are satisfied.
Furthermore, smaller values for center-to-center distance
between reinforcement and anchor are allowed in the case of
deep embedments where the anchorage mechanism is not
influenced by the reinforcement. It shall be permitted to
Fig. R4.1—Concept of concrete batches.
Fig. 4.1—Example of test slab for testing in cracked concrete.
4.4.3.3 Determine test member concrete compressive
strength at the time of anchor testing from compression tests
conducted on concrete cylinders in accordance with ASTM
C39/C39M or cores extracted from the test member in
accordance with ASTM C42/C42M. The results of tests on
cylinders and cores shall not be combined for the establishment
of the mean compressive strength at a given concrete age.
Determine mean strength test values from: (a) linear interpola-
tion of a test series using the beginning and ending tests as
endpoints; or (b) strength-age relationships developed using
compression tests of concrete test members at various test ages.
R4.4.3.3 Cylinder compressive strengths are preferable
to concrete cores for the determination of member
compressive strength. The potential differences in measured
compressive strength resulting from tests on cores or on
cylinders should be accounted for.
4.4.4 Test members for tests in uncracked concrete—Test
members for tests in uncracked concrete shall be unreinforced
except as required to permit efficient handling of the test
member or distribution of reaction loads from test equipment.
Position such reinforcement so that the capacity of the tested
anchor is not affected. For concrete breakout failure, this
requirement is satisfied for anchors tested in tension if the
reinforcement is located outside of a virtual cone projecting
from the embedded end of the anchor to the concrete surface
with an internal vertex angle of 120 degrees. Additionally,
for splitting failure, reinforcement shall be omitted between
the anchor location and the concrete edge.
R4.4.4 Positioning of reinforcement as required for safe
transportation of the test member should consider the potential
formation of concrete breakout surfaces. Where anchors are
to be tested in tension, reinforcement should be placed near
the surface and toward the outer edges of the member. Where
anchors are to be tested in shear, reinforcement should not be
placed near the surface or corners of the test member.
4.4.5 Test members for tests in cracked concrete—Test
members for tests in cracked concrete shall be designed to
produce cracks of reasonably constant width throughout the
thickness of the component. The cracks should be spaced
sufficiently apart to facilitate testing of individual anchors
placed in a crack without influence from adjacent cracks. For
test members that use internal reinforcement to control the
crack width or for specimen handling, place the reinforcement
so there is no influence on the anchor performance. Refer to
Fig. 4.1 for an example test slab configuration.
R4.4.5 For additional guidance on preparing and testing
in cracked concrete, refer to Eligehausen et al. (2004).
4.4.5.1 Control the crack width using embedded reinforcing
bars oriented perpendicular to the intended crack plane and
distributed symmetrically over the test member cross section.
The ratio of tension reinforcement for top and bottom layers to
the area of the crack plane shall be approximately 1 percent.
4.4.5.2 The crack control reinforcement shall be
permitted to cross the potential concrete cone breakout
surface associated with the test anchor. The centerline-to-
centerline distance between any crack control reinforcement
and the anchor shall not be less than 0.4h
ef
. Greater values
for spacing of reinforcement are allowed as in the case of
narrow concrete components, for example:
width x depth = 500 mm x 250 mm
where it is ensured that planar cracks of uniform width
throughout the thickness of the component are produced and
the crack width requirements of ACI 355.4M are satisfied.
Furthermore, smaller values for center-to-center distance
between reinforcement and anchor are allowed in the case of
deep embedments where the anchorage mechanism is not
influenced by the reinforcement. It shall be permitted to
Fig. R4.1—Concept of concrete batches.
Fig. 4.1—Example of test slab for testing in cracked concrete.
20 QUALIFICATION OF POST-INSTALLED ADHESIVE ANCHORS IN CONCRETE (ACI 355.4M-11) AND COMMENTARY
debond reinforcement over a length of 75 mm on either side
of the anticipated crack plane location using tape, plastic
tubing, or other debonding agents.
4.4.5.3 An acceptable method for crack formation and
crack opening is described in 4.4.5.4. Other methods shall be
permitted subject to the requirements of ACI 355.4M.
4.4.5.4 Initiate and control the crack progression with
planar sheet metal shapes, or crack initiators, placed in the
formwork prior to casting of the test member. Position crack
initiators so the capacity of the tested anchor is not affected
by their presence. Extend tension reinforcing as required in
4.4.5 beyond the ends of the test member to facilitate
application of external tension loads directly to the reinforce-
ment. Apply external loading to both ends of the reinforce-
ment to facilitate development of uniform strain over the
length of the reinforcing. External loads for crack opening
shall not be reacted against the test member. Support the test
member to permit uniform tension strain distribution over
the length of the test member. Refer to Fig. 4.2 for an
example test setup.
4.4.5.5 The average crack width for each test series,
measured by the two-crack measurement devices for each
anchor before the load application, shall be equal to or
greater than the specified crack width for that test series.
Individual crack widths shall be within ±15 percent of the
specified crack width for the test series.
4.5—Anchor installation
4.5.1 General requirements
4.5.1.1 Install anchors according to the MPII, except as
otherwise required in ACI 355.4M.
R4.5.1.1 The MPII should be the sole source of information
for the specified anchor installation unless modified by this
standard.
4.5.1.2 Install anchors in a formed face of the concrete or
in concrete with a steel-troweled finish.
R4.5.1.2 Testing of anchors in shear and in confined
tension should be conducted on a flat, smooth concrete
surface. Preferably, formed concrete surfaces should be
used for shear testing.
4.5.1.3 Drilled holes for anchors shall be within six degrees
of perpendicular to the surface of the concrete test member.
R4.5.1.3 The allowance of six degrees in the drilling angle
is intended to permit use of a hand-held hammer drill. It is not
intended that anchors should be installed with a six-degree tilt
as a means of enhancing resistance to tension loads.
4.5.1.4 Components of the anchor on which the reliability
and capacity depend shall not be exchanged. Bolts, nuts, and
washers not supplied with the anchors shall conform to the
specifications given by the manufacturer, which shall be
included in the test report.
R4.5.1.4 Substitution of bolts, nuts, and washers to
achieve bond failure is permitted.
4.5.2 For installation of anchors in cracks, follow
procedures in R4.5.2.
R4.5.2 The creation of planar cracks in the test member is
a matter of experience and may be influenced by the position
and type of crack inducers, the type and position of reinforce-
ment, and the method used to generate the necessary tensile
stresses in the concrete. Positioning of the anchor in the
crack is likewise a matter of judgment. Ideally, the crack
runs vertically down the centerline axis of the anchor over its
entire length. For anchors to be tested in tension, deviation
of the crack position from the anchor centerline should be
limited to the surface of the member. For anchors to be
tested in shear, it is more important that the crack transect
the anchor position at the concrete surface. These conditions
are best confirmed using a boroscope.
4.5.2.1 With the test member unloaded, drill the hole for
the anchor in a hairline crack that is sufficiently planar to
ensure the crack will approximately bisect the anchor location
over the embedment depth of the anchor.
4.5.2.2 Visually verify positioning of the anchor in the
crack before installation by using a boroscope or similar device.
4.5.3 Unless otherwise specified in ACI 355.4M, adhesive
anchors shall not be torqued prior to testing.
R4.5.3 Unlike torque-controlled expansion anchors, adhesive
anchors do not require the application of torque for proper set.
4.6—Drill bit requirements
R4.6 Unlike some types of expansion anchors, adhesive
anchors are generally insensitive to minor variations in
drilled hole diameter. Bit wear should, nevertheless, be
monitored during the test program.
4.6.1 Drill holes with a rotary-percussive hammer drill
using carbide-tipped, hammer-drill bits meeting the
requirements of ANSI B212.15.
R4.6.1 For drill bits not covered by ANSI B212.15, for
example, core bits, the ITEA shall measure and report the
cutting diameter of the bits.
Fig. 4.2—Example of test rig for testing in cracked concrete.
debond reinforcement over a length of 75 mm on either side
of the anticipated crack plane location using tape, plastic
tubing, or other debonding agents.
4.4.5.3 An acceptable method for crack formation and
crack opening is described in 4.4.5.4. Other methods shall be
permitted subject to the requirements of ACI 355.4M.
4.4.5.4 Initiate and control the crack progression with
planar sheet metal shapes, or crack initiators, placed in the
formwork prior to casting of the test member. Position crack
initiators so the capacity of the tested anchor is not affected
by their presence. Extend tension reinforcing as required in
4.4.5 beyond the ends of the test member to facilitate
application of external tension loads directly to the reinforce-
ment. Apply external loading to both ends of the reinforce-
ment to facilitate development of uniform strain over the
length of the reinforcing. External loads for crack opening
shall not be reacted against the test member. Support the test
member to permit uniform tension strain distribution over
the length of the test member. Refer to Fig. 4.2 for an
example test setup.
4.4.5.5 The average crack width for each test series,
measured by the two-crack measurement devices for each
anchor before the load application, shall be equal to or
greater than the specified crack width for that test series.
Individual crack widths shall be within ±15 percent of the
specified crack width for the test series.
4.5—Anchor installation
4.5.1 General requirements
4.5.1.1 Install anchors according to the MPII, except as
otherwise required in ACI 355.4M.
R4.5.1.1 The MPII should be the sole source of information
for the specified anchor installation unless modified by this
standard.
4.5.1.2 Install anchors in a formed face of the concrete or
in concrete with a steel-troweled finish.
R4.5.1.2 Testing of anchors in shear and in confined
tension should be conducted on a flat, smooth concrete
surface. Preferably, formed concrete surfaces should be
used for shear testing.
4.5.1.3 Drilled holes for anchors shall be within six degrees
of perpendicular to the surface of the concrete test member.
R4.5.1.3 The allowance of six degrees in the drilling angle
is intended to permit use of a hand-held hammer drill. It is not
intended that anchors should be installed with a six-degree tilt
as a means of enhancing resistance to tension loads.
4.5.1.4 Components of the anchor on which the reliability
and capacity depend shall not be exchanged. Bolts, nuts, and
washers not supplied with the anchors shall conform to the
specifications given by the manufacturer, which shall be
included in the test report.
R4.5.1.4 Substitution of bolts, nuts, and washers to
achieve bond failure is permitted.
4.5.2 For installation of anchors in cracks, follow
procedures in R4.5.2.
R4.5.2 The creation of planar cracks in the test member is
a matter of experience and may be influenced by the position
and type of crack inducers, the type and position of reinforce-
ment, and the method used to generate the necessary tensile
stresses in the concrete. Positioning of the anchor in the
crack is likewise a matter of judgment. Ideally, the crack
runs vertically down the centerline axis of the anchor over its
entire length. For anchors to be tested in tension, deviation
of the crack position from the anchor centerline should be
limited to the surface of the member. For anchors to be
tested in shear, it is more important that the crack transect
the anchor position at the concrete surface. These conditions
are best confirmed using a boroscope.
4.5.2.1 With the test member unloaded, drill the hole for
the anchor in a hairline crack that is sufficiently planar to
ensure the crack will approximately bisect the anchor location
over the embedment depth of the anchor.
4.5.2.2 Visually verify positioning of the anchor in the
crack before installation by using a boroscope or similar device.
4.5.3 Unless otherwise specified in ACI 355.4M, adhesive
anchors shall not be torqued prior to testing.
R4.5.3 Unlike torque-controlled expansion anchors, adhesive
anchors do not require the application of torque for proper set.
4.6—Drill bit requirements
R4.6 Unlike some types of expansion anchors, adhesive
anchors are generally insensitive to minor variations in
drilled hole diameter. Bit wear should, nevertheless, be
monitored during the test program.
4.6.1 Drill holes with a rotary-percussive hammer drill
using carbide-tipped, hammer-drill bits meeting the
requirements of ANSI B212.15.
R4.6.1 For drill bits not covered by ANSI B212.15, for
example, core bits, the ITEA shall measure and report the
cutting diameter of the bits.
Fig. 4.2—Example of test rig for testing in cracked concrete.
QUALIFICATION OF POST-INSTALLED ADHESIVE ANCHORS IN CONCRETE (ACI 355.4M-11) AND COMMENTARY 21
4.7—Test methods
4.7.1 Test anchors in conformance with ASTM E488 and
this standard. Where differences occur, ACI 355.4M shall
take precedence over ASTM E488. The recorded displace-
ments should be corrected so that they represent the
displacement at the concrete surface.
R4.7.1 ASTM E488 provides general guidelines for testing
anchors in tension and shear. It does not contain specific
instructions for many of the tests described in this standard.
4.7.2 Configure tension tests used to establish the characteristic
limiting bond stress so that bond failure is the controlling
mode of failure.
R4.7.2 In general, the objective of tension tests in ACI
355.4M is to measure the tension resistance of the adhesive
anchor as governed by bond strength. Where either steel or
concrete breakout failures occur, it may be assumed that the
maximum potential bond strength associated with the adhesive
anchor system is not reflected in the measured peak load.
4.7.2.1 To avoid steel failure, unconfined and confined
tension tests may be performed with an anchor element
having a documented strength exceeding the product
specification, subject to: 1) the geometry and coatings of the
substitute anchor element shall be identical to the product
specification; or 2) it shall be demonstrated that the substitute
anchor element does not affect the function or performance
of the anchor.
R4.7.2.1 For deeper embedments, it may be necessary to
use a high-strength threaded rod to avoid steel failure.
ASTM A193 B7 is a readily available high-strength threaded
rod material. Heat-treatment may also be used to increase
the rod strength. In all cases, the thread configuration
should be representative of the threaded rod types included
in the qualification of the adhesive anchor system.
4.7.2.1.1 An exception to this is in cases where use of
a high-strength steel anchor element is insufficient to prevent
steel failure (minimum strength equivalent to ASTM A193);
the anchor embedment may be reduced accordingly. In cases
where the embedment depth must be reduced to avoid failure
modes other than bond failure, check the effectiveness of the
MPII by other means; with respect to hole cleaning and
injection at the unreduced maximum hole depth, also check
by other means. The method described in 4.7.2.1.2 shall be
permitted.
R4.7.2.1.1 Where it is not possible to preclude steel
failure for a specific embedment, it is permissible to reduce
the bonded length to force a bond failure. When this step is
taken, it is necessary to simulate the hole cleaning and
adhesive injection processes for the full-depth hole condition by
some other means. The use of stacked blocks is one such
method.
4.7.2.1.2 For cases where the embedment depth must
be reduced to avoid failure modes other than bond failure,
the following test method shall be permitted for use to verify
the installation method.
Stack concrete blocks A and B, as shown in Fig. 4.3(a), as
required to achieve the desired embedment and perform the
drilling operation. Although the core drill is shown, other
drilling methods may be used as appropriate. Seal the interface
between the blocks.
1.Clean the hole in accordance with the procedures
described in the MPII (Fig. 4.3(b));
2.Perform adhesive injection in accordance with the
procedures described in the MPII. Limit injection depth
to the bottom block B (Fig. 4.3(c));
3.Remove the upper block A and install the anchor
element in accordance with the procedures described in
the manufacturer’s published installation instructions
(Fig. 4.3(d)); and
4.Perform a confined tension test to failure (Fig. 4.3(e)).
R4.7.2.1.2 The use of stacked concrete blocks enables
duplication of installation conditions, with respect to hole
depth, while still enabling tension testing that results in bond
failure as opposed to failure of the anchor element. Other
methods may be used subject to assessment by the primary
testing laboratory.
4.7.2.2 Proof of maximum bond stress for freezing-and-
thawing and sustained load tests—For establishing the
sustained load applied in freezing-and-thawing and
sustained load, tests and all other test series where h
ef,min
is
specified in Table 3.1, 3.2, or 3.3, it shall be demonstrated
that Eq. (4-1) is fulfilled for the h
ef,min
value used. If Eq. (4-1)
is not satisfied with the results of unconfined tests, increase
the embedment depth until Eq. (4-1) is satisfied; however,
steel failure should be avoided in all tests. Alternatively,
conduct confined tests with an embedment of approximately
7d
a
in accordance with 4.7.3.2 and with the value N
o,i
in
accordance with Eq. (4-2).
N
o,i
≤ k
m
N (4-1)
where k
m
equals 10 for tests conducted in uncracked
concrete, and 7 for tests conducted in cracked concrete; N
o,i
is the mean ultimate tension load as determined from uncon-
fined tests, N; and f
c,test,i
is the concrete compressive
strength in test series i, MPa.
N
o,i
= α
setup
N
o,i,confined
N (4-2)
where N
o,i,confined
is the mean ultimate tension load
measured in confined reference tests at h
ef
≈ 7d
a
, N, and
α
setup
is the reduction factor for service-condition tests
performed as confined tests in accordance with 10.4.5.1.
R4.7.2.2 For sustained load tests, it is important that the
sustained load is based on the maximum potential bond
strength on which the anchor design will be based. Many
adhesive anchor systems exhibit concrete breakout failure
when tested in tension at minimum embedment. In these
cases, it is necessary to increase the embedment to a point
where bond failure occurs. The establishment of bond failure
solely on the basis of physical observation of the failed
specimen, however, is problematic. Development of fracture
surfaces that do not project to the concrete surface may
preclude the attainment of maximum potential bond
strength. Comparison of the mean strength obtained in the
tension tests with a predicted value for the concrete breakout
f
ctesti,,
h
ef
1.5
4.7—Test methods
4.7.1 Test anchors in conformance with ASTM E488 and
this standard. Where differences occur, ACI 355.4M shall
take precedence over ASTM E488. The recorded displace-
ments should be corrected so that they represent the
displacement at the concrete surface.
R4.7.1 ASTM E488 provides general guidelines for testing
anchors in tension and shear. It does not contain specific
instructions for many of the tests described in this standard.
4.7.2 Configure tension tests used to establish the characteristic
limiting bond stress so that bond failure is the controlling
mode of failure.
R4.7.2 In general, the objective of tension tests in ACI
355.4M is to measure the tension resistance of the adhesive
anchor as governed by bond strength. Where either steel or
concrete breakout failures occur, it may be assumed that the
maximum potential bond strength associated with the adhesive
anchor system is not reflected in the measured peak load.
4.7.2.1 To avoid steel failure, unconfined and confined
tension tests may be performed with an anchor element
having a documented strength exceeding the product
specification, subject to: 1) the geometry and coatings of the
substitute anchor element shall be identical to the product
specification; or 2) it shall be demonstrated that the substitute
anchor element does not affect the function or performance
of the anchor.
R4.7.2.1 For deeper embedments, it may be necessary to
use a high-strength threaded rod to avoid steel failure.
ASTM A193 B7 is a readily available high-strength threaded
rod material. Heat-treatment may also be used to increase
the rod strength. In all cases, the thread configuration
should be representative of the threaded rod types included
in the qualification of the adhesive anchor system.
4.7.2.1.1 An exception to this is in cases where use of
a high-strength steel anchor element is insufficient to prevent
steel failure (minimum strength equivalent to ASTM A193);
the anchor embedment may be reduced accordingly. In cases
where the embedment depth must be reduced to avoid failure
modes other than bond failure, check the effectiveness of the
MPII by other means; with respect to hole cleaning and
injection at the unreduced maximum hole depth, also check
by other means. The method described in 4.7.2.1.2 shall be
permitted.
R4.7.2.1.1 Where it is not possible to preclude steel
failure for a specific embedment, it is permissible to reduce
the bonded length to force a bond failure. When this step is
taken, it is necessary to simulate the hole cleaning and
adhesive injection processes for the full-depth hole condition by
some other means. The use of stacked blocks is one such
method.
4.7.2.1.2 For cases where the embedment depth must
be reduced to avoid failure modes other than bond failure,
the following test method shall be permitted for use to verify
the installation method.
Stack concrete blocks A and B, as shown in Fig. 4.3(a), as
required to achieve the desired embedment and perform the
drilling operation. Although the core drill is shown, other
drilling methods may be used as appropriate. Seal the interface
between the blocks.
1.Clean the hole in accordance with the procedures
described in the MPII (Fig. 4.3(b));
2.Perform adhesive injection in accordance with the
procedures described in the MPII. Limit injection depth
to the bottom block B (Fig. 4.3(c));
3.Remove the upper block A and install the anchor
element in accordance with the procedures described in
the manufacturer’s published installation instructions
(Fig. 4.3(d)); and
4.Perform a confined tension test to failure (Fig. 4.3(e)).
R4.7.2.1.2 The use of stacked concrete blocks enables
duplication of installation conditions, with respect to hole
depth, while still enabling tension testing that results in bond
failure as opposed to failure of the anchor element. Other
methods may be used subject to assessment by the primary
testing laboratory.
4.7.2.2 Proof of maximum bond stress for freezing-and-
thawing and sustained load tests—For establishing the
sustained load applied in freezing-and-thawing and
sustained load, tests and all other test series where h
ef,min
is
specified in Table 3.1, 3.2, or 3.3, it shall be demonstrated
that Eq. (4-1) is fulfilled for the h
ef,min
value used. If Eq. (4-1)
is not satisfied with the results of unconfined tests, increase
the embedment depth until Eq. (4-1) is satisfied; however,
steel failure should be avoided in all tests. Alternatively,
conduct confined tests with an embedment of approximately
7d
a
in accordance with 4.7.3.2 and with the value N
o,i
in
accordance with Eq. (4-2).
N
o,i
≤ k
m
N (4-1)
where k
m
equals 10 for tests conducted in uncracked
concrete, and 7 for tests conducted in cracked concrete; N
o,i
is the mean ultimate tension load as determined from uncon-
fined tests, N; and f
c,test,i
is the concrete compressive
strength in test series i, MPa.
N
o,i
= α
setup
N
o,i,confined
N (4-2)
where N
o,i,confined
is the mean ultimate tension load
measured in confined reference tests at h
ef
≈ 7d
a
, N, and
α
setup
is the reduction factor for service-condition tests
performed as confined tests in accordance with 10.4.5.1.
R4.7.2.2 For sustained load tests, it is important that the
sustained load is based on the maximum potential bond
strength on which the anchor design will be based. Many
adhesive anchor systems exhibit concrete breakout failure
when tested in tension at minimum embedment. In these
cases, it is necessary to increase the embedment to a point
where bond failure occurs. The establishment of bond failure
solely on the basis of physical observation of the failed
specimen, however, is problematic. Development of fracture
surfaces that do not project to the concrete surface may
preclude the attainment of maximum potential bond
strength. Comparison of the mean strength obtained in the
tension tests with a predicted value for the concrete breakout
f
ctesti,,
h
ef
1.5
22 QUALIFICATION OF POST-INSTALLED ADHESIVE ANCHORS IN CONCRETE (ACI 355.4M-11) AND COMMENTARY
strength serves to determine whether that value is representative
of the maximum potential bond strength or reflects a
premature concrete breakout failure. For cases where the
resistance at the embedment required to promote bond
failure exceeds the strength of the high-strength rods used
for testing, confined tests may be performed and converted
to unconfined values via the term
α
setup
.
4.7.3 Unconfined and confined tension tests
R4.7.3 This standard permits the use of confined testing
for service-condition tests in cases where unconfined testing
is either impractical or does not facilitate the assessment of
the characteristic bond stress for the product. Table R4.1
provides guidance for the conduct of specific tests in
accordance with ACI 355.4M.
4.7.3.1 Conduct unconfined tension tests where specified.
Figure 4.4 shows a typical unconfined tension test setup
whereby the supports are spaced a suitable distance from the
anchor to permit unrestricted development of a conical
concrete fracture surface.
4.7.3.2 Confined instead of unconfined tension tests may
be conducted where permitted (Table 3.1, 3.2, or 3.3).
Figure 4.5 shows a typical confined tension test setup for
adhesive anchors, whereby the reaction force is transferred into
the concrete in close proximity to the anchor element. The hole
in the confining plate shall be 1.5d
o
to 2.0d
o
and the thickness
shall be greater than or equal to d
a
. Place a sheet of tetrafluoro-
ethylene (TFE), polytetrafluoroethylene (PTFE), fluorinated
ethylene (FEP), or perfluoroalkoxy (PFA) of 0.5 ± 0.1 mm
corresponding to the area of the confining plate between the
confining plate and concrete surface to reduce friction.
4.7.3.3 Confined tests are specified primarily to reduce
the size and quantity of concrete test members required. In no
case shall the results of confined tests be compared with the
results of unconfined tests, for example, for the determination
of α (10.4.3).
4.8—Tests in cracked concrete
4.8.1 Perform tests in concrete test members meeting the
requirements of 4.3. Initiate cracking in the test member.
Install the anchor according to 4.5 so that the axis of the
anchor is coincident with the crack plane. Install instrumentation
for monitoring crack-opening width. Monitor crack-opening
width using dial gauges or electronic transducers located
roughly symmetrically on either side of the anchor on an axis
Fig. 4.3—Establishing bond strength at deeper embedments: optional method to verify
installation.
strength serves to determine whether that value is representative
of the maximum potential bond strength or reflects a
premature concrete breakout failure. For cases where the
resistance at the embedment required to promote bond
failure exceeds the strength of the high-strength rods used
for testing, confined tests may be performed and converted
to unconfined values via the term
α
setup
.
4.7.3 Unconfined and confined tension tests
R4.7.3 This standard permits the use of confined testing
for service-condition tests in cases where unconfined testing
is either impractical or does not facilitate the assessment of
the characteristic bond stress for the product. Table R4.1
provides guidance for the conduct of specific tests in
accordance with ACI 355.4M.
4.7.3.1 Conduct unconfined tension tests where specified.
Figure 4.4 shows a typical unconfined tension test setup
whereby the supports are spaced a suitable distance from the
anchor to permit unrestricted development of a conical
concrete fracture surface.
4.7.3.2 Confined instead of unconfined tension tests may
be conducted where permitted (Table 3.1, 3.2, or 3.3).
Figure 4.5 shows a typical confined tension test setup for
adhesive anchors, whereby the reaction force is transferred into
the concrete in close proximity to the anchor element. The hole
in the confining plate shall be 1.5d
o
to 2.0d
o
and the thickness
shall be greater than or equal to d
a
. Place a sheet of tetrafluoro-
ethylene (TFE), polytetrafluoroethylene (PTFE), fluorinated
ethylene (FEP), or perfluoroalkoxy (PFA) of 0.5 ± 0.1 mm
corresponding to the area of the confining plate between the
confining plate and concrete surface to reduce friction.
4.7.3.3 Confined tests are specified primarily to reduce
the size and quantity of concrete test members required. In no
case shall the results of confined tests be compared with the
results of unconfined tests, for example, for the determination
of α (10.4.3).
4.8—Tests in cracked concrete
4.8.1 Perform tests in concrete test members meeting the
requirements of 4.3. Initiate cracking in the test member.
Install the anchor according to 4.5 so that the axis of the
anchor is coincident with the crack plane. Install instrumentation
for monitoring crack-opening width. Monitor crack-opening
width using dial gauges or electronic transducers located
roughly symmetrically on either side of the anchor on an axis
Fig. 4.3—Establishing bond strength at deeper embedments: optional method to verify
installation.
QUALIFICATION OF POST-INSTALLED ADHESIVE ANCHORS IN CONCRETE (ACI 355.4M-11) AND COMMENTARY 23
oriented perpendicular to the crack plane to permit interpolation
for the crack width at the anchor location. Keep the distance
from the crack width measurement point to the anchor
centerline as small as possible; not to exceed the greater of
1.0h
ef
or 125 mm. Increase the crack width by the specified
crack value prior to applying external loads to the anchor.
Verify by suitable means that the system used for crack
formation and the associated test procedures produce cracks
that remain parallel during the performance of tests. The
crack width, as measured at the opposite face of the test
member in line with the anchor location, or as estimated
based on the crack width measurement on each side of the
test member as close to the opposite face as possible, should be
approximately equal to the crack width measured on the
anchor side. Verification that the test procedure used for a
specific test will produce the appropriate crack geometry
shall be performed at the beginning of the test series.
R4.8.1 The test specimen geometry and loading method
are determinants in whether the cracks remain parallel over
the depth of the member. It is important that the crack width
measurement devices reflect the crack width at the anchor
location. It is generally acceptable to check the performance
of the specimen at the beginning of the test series.
4.8.2 Subject the anchor to the specified loading sequence
while monitoring the crack opening width at the surface as
required in the specific test
4.8.3 Record the applied load, corresponding anchor
displacement, and crack width during the test as required in
the specific test. Use a sampling frequency appropriate for
the load or strain rate employed for the test.
4.9—Changes to products
4.9.1 Prior to modifying an anchor adhesive system
previously assessed in accordance with ACI 355.4M, the
manufacturer shall report the nature and significance of the
change in the system to the ITEA serving as the primary
laboratory for the original assessment. The ITEA shall
determine which tests, if any, shall be performed to determine
whether the change in the adhesive anchor system is equivalent
to the previously assessed adhesive anchor system.
Table R4.1—Confined and unconfined testing
*
Suitability test Test configuration
Reference test for establishing
applied load
†
Reference test for residual capacity
Sensitivity to crack width cycling
Unconfined during crack cycling
and confined for residual capacity
Unconfined Confined
Sensitivity to freezing/thawing conditionsConfined unconfined Confined
Sensitivity to sustained load Confined Unconfined Confined
Seismic tension load cycling Unconfined or confined
Unconfined or confined depending on
configuration of test during load cycling
NA
Seismic tension residual capacityUnconfined or confined NA
Unconfined or confined depending on
configuration of residual capacity test
*
In no case are the results of confined tests compared with the results of unconfined tests.
†
All reference tests should be configured to result in bond failure.
Fig. 4.4—Example of unconfined tension test setup for
adhesive anchors.
Fig. 4.5—Example of confined tension test setup for adhesive
anchors.
oriented perpendicular to the crack plane to permit interpolation
for the crack width at the anchor location. Keep the distance
from the crack width measurement point to the anchor
centerline as small as possible; not to exceed the greater of
1.0h
ef
or 125 mm. Increase the crack width by the specified
crack value prior to applying external loads to the anchor.
Verify by suitable means that the system used for crack
formation and the associated test procedures produce cracks
that remain parallel during the performance of tests. The
crack width, as measured at the opposite face of the test
member in line with the anchor location, or as estimated
based on the crack width measurement on each side of the
test member as close to the opposite face as possible, should be
approximately equal to the crack width measured on the
anchor side. Verification that the test procedure used for a
specific test will produce the appropriate crack geometry
shall be performed at the beginning of the test series.
R4.8.1 The test specimen geometry and loading method
are determinants in whether the cracks remain parallel over
the depth of the member. It is important that the crack width
measurement devices reflect the crack width at the anchor
location. It is generally acceptable to check the performance
of the specimen at the beginning of the test series.
4.8.2 Subject the anchor to the specified loading sequence
while monitoring the crack opening width at the surface as
required in the specific test
4.8.3 Record the applied load, corresponding anchor
displacement, and crack width during the test as required in
the specific test. Use a sampling frequency appropriate for
the load or strain rate employed for the test.
4.9—Changes to products
4.9.1 Prior to modifying an anchor adhesive system
previously assessed in accordance with ACI 355.4M, the
manufacturer shall report the nature and significance of the
change in the system to the ITEA serving as the primary
laboratory for the original assessment. The ITEA shall
determine which tests, if any, shall be performed to determine
whether the change in the adhesive anchor system is equivalent
to the previously assessed adhesive anchor system.
Table R4.1—Confined and unconfined testing
*
Suitability test Test configuration
Reference test for establishing
applied load
†
Reference test for residual capacity
Sensitivity to crack width cycling
Unconfined during crack cycling
and confined for residual capacity
Unconfined Confined
Sensitivity to freezing/thawing conditionsConfined unconfined Confined
Sensitivity to sustained load Confined Unconfined Confined
Seismic tension load cycling Unconfined or confined
Unconfined or confined depending on
configuration of test during load cycling
NA
Seismic tension residual capacityUnconfined or confined NA
Unconfined or confined depending on
configuration of residual capacity test
*
In no case are the results of confined tests compared with the results of unconfined tests.
†
All reference tests should be configured to result in bond failure.
Fig. 4.4—Example of unconfined tension test setup for
adhesive anchors.
Fig. 4.5—Example of confined tension test setup for adhesive
anchors.
24 QUALIFICATION OF POST-INSTALLED ADHESIVE ANCHORS IN CONCRETE (ACI 355.4M-11) AND COMMENTARY
For all changes that might affect the anchor performance,
the ITEA shall perform sufficient reference and reliability
tests to assess the impact of the change. Test results shall be
shown statistically equivalent to those of the originally tested
product. If the results of the reference and reliability tests
cannot be shown to be statistically equivalent to the results
of the original testing, retest and evaluate the modified
adhesive anchor system in accordance with ACI 355.4M.
R4.9.1 Modifications to the adhesive anchor system that
should trigger this provision include significant changes to
the MPII including, but not limited to, changes to scope of
use, hole cleaning methodology, injection technique, and
listed cure times. Other changes include the adhesive
formulation, adhesive confectioning, adhesive mixing and
delivery system, and the supplementary tools and devices
used to clean the drilled hole.
CHAPTER 5—REQUIREMENTS FOR ANCHOR
IDENTIFICATION
5.1—Basic requirements
R5.1 The description of the adhesive anchor system should
be developed by the ITEA based on information provided by
the manufacturer.
5.1.1 Provide the following information in the evaluation
report.
5.1.1.1 Product description, including:
Generic or trade name.
Anchor element dimensions; constituent materials; and
appropriate physical properties including tensile
strength, hardness, and coatings.
A description of the adhesive components including the
adhesive name, packaging system, mixing ratios, gel
time, cure time, storage information, and shelf life.
5.2—Verification
R5.2 Additional testing as required to verify the components
of the adhesive anchor system is at the discretion of the ITEA.
5.2.1 The testing and evaluation agency shall verify the
characteristics reported in accordance with 5.1.1.1 against
the manufacturer’s product specifications.
5.3—Fingerprinting adhesive materials
R5.3 Fingerprinting the adhesive anchoring materials
involves the performance of specific tests to establish a
baseline of the adhesive material for comparing future
batches of product. If the adhesive material is changed by the
manufacturer, that change may or may not significantly
affect the published performance of the anchor system.
Selection of appropriate tests for comparison with future
batches is a critical function. The use of alternate tests to
address other materials is at the discretion of the ITEA. The
fingerprinting tests may or may not be part of the manufac-
turer’s quality control system.
5.3.1 Test the adhesive material components used for the
qualification testing to establish a standard fingerprint for
comparison with future production of adhesive material in
accordance with the required quality audits. It shall be
permitted to test the components separately or their mixture,
as appropriate. The manufacturer shall select from the following
list a minimum of three fingerprint tests for this purpose:
Infrared absorption spectroscopy—ASTM E1252
Bond strength—ASTM C882/C882M or equivalent
method
Specific gravity—ASTM D1875
Gel time—ASTM C881/C881M
Viscosity—ASTM D2556, ASTM F1080, or equivalent
method
Other tests that may be appropriate for the specific product
that can be shown to provide positive identification
5.3.2 Test methods not described herein shall be proposed to
and accepted by the ITEA prior to commencing tests. Other test
methods shall be permitted if approved by the ITEA.
5.4—Packaging
R5.4 The packaging of adhesive components in the adhe-
sive anchor system should contain the information required
in 5.4 in a legible and readily-understandable format.
5.4.1 Packaging of the adhesive materials shall include:
Manufacturer’s name and address
Lot number
Packing date and shelf life or product expiration date
MPII and application information
CHAPTER 6—REFERENCE TESTS
6.1—Purpose
R6.1 Reference tests form the basis for the adhesive
anchor system when subjected to suboptimal conditions. As
such, it is important that the concrete used for these tests is
as closely related as possible to the concrete used for the
suitability tests. Depending on the manner in which the
reference tests are conducted, they may also serve as
service-condition tests for the system (Chapter 8).
6.1.1 Reference tests are performed in each batch of concrete
to obtain baseline values for reliability and service-condition
tests where reference values are required to assess the effects of
suboptimal hole cleaning, temperature variation, mixing effort,
cracking, sustained load, installation direction, spacing, edge
distance, type of loading (shear or tension), environmental
exposure, and member thickness on anchor performance.
6.1.2 Unless otherwise noted, perform reference tests as
confined tension tests (4.7.3).
R6.1.2 The use of confined tests is based on two
considerations:
1.Confined tests measure the bond strength of the
anchorage as opposed to the concrete capacity associated
with concrete failure modes such as concrete cone
breakout. As such, they are suitable to assess the effects
of temperature variation, suboptimal hole cleaning,
mixing effort, sustained load, installation direction,
temperature variations, and environmental exposure
on anchor performance.
2.Confined tests do not generate large spall cones, and as
such serve to reduce the volume of concrete required
for the test program.
6.1.3 Reference tests shall be permitted to be performed as
unconfined tension tests only if the service-condition tests
For all changes that might affect the anchor performance,
the ITEA shall perform sufficient reference and reliability
tests to assess the impact of the change. Test results shall be
shown statistically equivalent to those of the originally tested
product. If the results of the reference and reliability tests
cannot be shown to be statistically equivalent to the results
of the original testing, retest and evaluate the modified
adhesive anchor system in accordance with ACI 355.4M.
R4.9.1 Modifications to the adhesive anchor system that
should trigger this provision include significant changes to
the MPII including, but not limited to, changes to scope of
use, hole cleaning methodology, injection technique, and
listed cure times. Other changes include the adhesive
formulation, adhesive confectioning, adhesive mixing and
delivery system, and the supplementary tools and devices
used to clean the drilled hole.
CHAPTER 5—REQUIREMENTS FOR ANCHOR
IDENTIFICATION
5.1—Basic requirements
R5.1 The description of the adhesive anchor system should
be developed by the ITEA based on information provided by
the manufacturer.
5.1.1 Provide the following information in the evaluation
report.
5.1.1.1 Product description, including:
Generic or trade name.
Anchor element dimensions; constituent materials; and
appropriate physical properties including tensile
strength, hardness, and coatings.
A description of the adhesive components including the
adhesive name, packaging system, mixing ratios, gel
time, cure time, storage information, and shelf life.
5.2—Verification
R5.2 Additional testing as required to verify the components
of the adhesive anchor system is at the discretion of the ITEA.
5.2.1 The testing and evaluation agency shall verify the
characteristics reported in accordance with 5.1.1.1 against
the manufacturer’s product specifications.
5.3—Fingerprinting adhesive materials
R5.3 Fingerprinting the adhesive anchoring materials
involves the performance of specific tests to establish a
baseline of the adhesive material for comparing future
batches of product. If the adhesive material is changed by the
manufacturer, that change may or may not significantly
affect the published performance of the anchor system.
Selection of appropriate tests for comparison with future
batches is a critical function. The use of alternate tests to
address other materials is at the discretion of the ITEA. The
fingerprinting tests may or may not be part of the manufac-
turer’s quality control system.
5.3.1 Test the adhesive material components used for the
qualification testing to establish a standard fingerprint for
comparison with future production of adhesive material in
accordance with the required quality audits. It shall be
permitted to test the components separately or their mixture,
as appropriate. The manufacturer shall select from the following
list a minimum of three fingerprint tests for this purpose:
Infrared absorption spectroscopy—ASTM E1252
Bond strength—ASTM C882/C882M or equivalent
method
Specific gravity—ASTM D1875
Gel time—ASTM C881/C881M
Viscosity—ASTM D2556, ASTM F1080, or equivalent
method
Other tests that may be appropriate for the specific product
that can be shown to provide positive identification
5.3.2 Test methods not described herein shall be proposed to
and accepted by the ITEA prior to commencing tests. Other test
methods shall be permitted if approved by the ITEA.
5.4—Packaging
R5.4 The packaging of adhesive components in the adhe-
sive anchor system should contain the information required
in 5.4 in a legible and readily-understandable format.
5.4.1 Packaging of the adhesive materials shall include:
Manufacturer’s name and address
Lot number
Packing date and shelf life or product expiration date
MPII and application information
CHAPTER 6—REFERENCE TESTS
6.1—Purpose
R6.1 Reference tests form the basis for the adhesive
anchor system when subjected to suboptimal conditions. As
such, it is important that the concrete used for these tests is
as closely related as possible to the concrete used for the
suitability tests. Depending on the manner in which the
reference tests are conducted, they may also serve as
service-condition tests for the system (Chapter 8).
6.1.1 Reference tests are performed in each batch of concrete
to obtain baseline values for reliability and service-condition
tests where reference values are required to assess the effects of
suboptimal hole cleaning, temperature variation, mixing effort,
cracking, sustained load, installation direction, spacing, edge
distance, type of loading (shear or tension), environmental
exposure, and member thickness on anchor performance.
6.1.2 Unless otherwise noted, perform reference tests as
confined tension tests (4.7.3).
R6.1.2 The use of confined tests is based on two
considerations:
1.Confined tests measure the bond strength of the
anchorage as opposed to the concrete capacity associated
with concrete failure modes such as concrete cone
breakout. As such, they are suitable to assess the effects
of temperature variation, suboptimal hole cleaning,
mixing effort, sustained load, installation direction,
temperature variations, and environmental exposure
on anchor performance.
2.Confined tests do not generate large spall cones, and as
such serve to reduce the volume of concrete required
for the test program.
6.1.3 Reference tests shall be permitted to be performed as
unconfined tension tests only if the service-condition tests
QUALIFICATION OF POST-INSTALLED ADHESIVE ANCHORS IN CONCRETE (ACI 355.4M-11) AND COMMENTARY 25
are also performed as unconfined tests. Where unconfined
tension tests are used as reference tests, they shall be
compared to unconfined reliability or service-condition
tests. In all cases, bond failure is required (refer to 4.7.3).
6.2—Required tests
R6.2 The use of confined tests serves to reduce the volume
of concrete required for the tests, and may also be necessary
to force bond failures for shallower embedments. Note the
use of unconfined tests for reference tests can lead to an
unconservative assessment if the unconfined reference tests
result in concrete cone failures. One example is under-
representing the maximum bond strength of the adhesive
anchor system.
6.2.1 Required reference tests are given in Table 3.1 for
anchors to be qualified for use in uncracked concrete only
and in Table 3.2 or 3.3 for anchors to be qualified for use in
both uncracked and cracked concrete.
6.2.2 Conduct reference tests in the same concrete batch
used for the reliability or service-conditions tests to which
they are compared. Reference tests may be used for comparison
with more than one series of reliability or service-condition
tests. Refer to Fig. 6.1 for an example test layout.
6.2.3 The anchor diameters for which reference tests are
required shall correspond to requirements for the reliability
or service-condition tests for which the reference tests are
performed.
6.2.4 Reference tests for the assessment of tests conducted
in uncracked concrete shall be performed in uncracked
concrete. Reference tests for the assessment of tests conducted
in cracked concrete shall be performed in cracked concrete.
6.2.5 It shall be permitted to perform additional reference
tests (4.2.4).
6.3—Conduct of tests
R6.3 Reference tests should be conducted under ideal
laboratory conditions to avoid under-representing the bond
strength of the adhesive anchor system.
6.3.1 Prepare test members, install anchors, and test in
accordance with Chapter 4.
6.3.2 Perform tests listed in Chapter 3 under Reference
Tests in dry concrete.
6.3.3 Perform tests listed in Chapter 3 under Reference
Tests with air, concrete, and anchor at standard temperature.
CHAPTER 7—RELIABILITY TESTS
7.1—Purpose
R7.1 Reliability tests are intended to check the sensitivity of
the adhesive anchor system to foreseeable variations from
optimal installation conditions. They are not pass-fail tests, but
rather provide the necessary input for determining the charac-
teristic maximum bond stress for the adhesive anchor system.
7.1.1. Reliability tests are performed to establish that the
anchor is capable of safe, effective behavior under normal
and adverse installation conditions.
7.2—Required tests
R7.2 Required reliability tests are a function of the options
selected for the assessment, including uncracked or cracked
concrete assessment, admissible exposure conditions, and
required job-site quality control measures.
7.2.1 Required reliability tests are given in Table 3.1 for
adhesive anchors to be qualified for use in uncracked
concrete only and in Table 3.2 or 3.3 for adhesive anchors to
be qualified for use in both uncracked and cracked concrete.
7.2.2 Tests for the influence of drill tolerance on anchor
behavior are not required.
7.3—Conduct of tests
R7.3 Reliability tests should be conducted under ideal
laboratory conditions to avoid under-representing the bond
strength characteristics of the adhesive anchor system.
7.3.1 Prepare test members, install anchors, and test in
accordance with Chapter 4 unless otherwise noted.
7.3.2 Perform tests in dry concrete except as required by
specific tests.
7.3.3 Perform tests with air, concrete, and anchor at standard
temperature unless otherwise noted.
7.4—Reliability tests
R7.4 Reliability tests are not intended to sanction or
otherwise imply acceptance of job-site variations from the
MPII, nor do they ensure proper functioning under all
possible and foreseeable job-site errors. While it is assumed
that the on-site installation personnel will generally conform
to the MPII, the potential for inadvertent deviations from the
MPII, particularly with respect to hole cleaning procedures,
forms the basis for many of the reliability tests.
Fig. 6.1—Example test layout.
are also performed as unconfined tests. Where unconfined
tension tests are used as reference tests, they shall be
compared to unconfined reliability or service-condition
tests. In all cases, bond failure is required (refer to 4.7.3).
6.2—Required tests
R6.2 The use of confined tests serves to reduce the volume
of concrete required for the tests, and may also be necessary
to force bond failures for shallower embedments. Note the
use of unconfined tests for reference tests can lead to an
unconservative assessment if the unconfined reference tests
result in concrete cone failures. One example is under-
representing the maximum bond strength of the adhesive
anchor system.
6.2.1 Required reference tests are given in Table 3.1 for
anchors to be qualified for use in uncracked concrete only
and in Table 3.2 or 3.3 for anchors to be qualified for use in
both uncracked and cracked concrete.
6.2.2 Conduct reference tests in the same concrete batch
used for the reliability or service-conditions tests to which
they are compared. Reference tests may be used for comparison
with more than one series of reliability or service-condition
tests. Refer to Fig. 6.1 for an example test layout.
6.2.3 The anchor diameters for which reference tests are
required shall correspond to requirements for the reliability
or service-condition tests for which the reference tests are
performed.
6.2.4 Reference tests for the assessment of tests conducted
in uncracked concrete shall be performed in uncracked
concrete. Reference tests for the assessment of tests conducted
in cracked concrete shall be performed in cracked concrete.
6.2.5 It shall be permitted to perform additional reference
tests (4.2.4).
6.3—Conduct of tests
R6.3 Reference tests should be conducted under ideal
laboratory conditions to avoid under-representing the bond
strength of the adhesive anchor system.
6.3.1 Prepare test members, install anchors, and test in
accordance with Chapter 4.
6.3.2 Perform tests listed in Chapter 3 under Reference
Tests in dry concrete.
6.3.3 Perform tests listed in Chapter 3 under Reference
Tests with air, concrete, and anchor at standard temperature.
CHAPTER 7—RELIABILITY TESTS
7.1—Purpose
R7.1 Reliability tests are intended to check the sensitivity of
the adhesive anchor system to foreseeable variations from
optimal installation conditions. They are not pass-fail tests, but
rather provide the necessary input for determining the charac-
teristic maximum bond stress for the adhesive anchor system.
7.1.1. Reliability tests are performed to establish that the
anchor is capable of safe, effective behavior under normal
and adverse installation conditions.
7.2—Required tests
R7.2 Required reliability tests are a function of the options
selected for the assessment, including uncracked or cracked
concrete assessment, admissible exposure conditions, and
required job-site quality control measures.
7.2.1 Required reliability tests are given in Table 3.1 for
adhesive anchors to be qualified for use in uncracked
concrete only and in Table 3.2 or 3.3 for adhesive anchors to
be qualified for use in both uncracked and cracked concrete.
7.2.2 Tests for the influence of drill tolerance on anchor
behavior are not required.
7.3—Conduct of tests
R7.3 Reliability tests should be conducted under ideal
laboratory conditions to avoid under-representing the bond
strength characteristics of the adhesive anchor system.
7.3.1 Prepare test members, install anchors, and test in
accordance with Chapter 4 unless otherwise noted.
7.3.2 Perform tests in dry concrete except as required by
specific tests.
7.3.3 Perform tests with air, concrete, and anchor at standard
temperature unless otherwise noted.
7.4—Reliability tests
R7.4 Reliability tests are not intended to sanction or
otherwise imply acceptance of job-site variations from the
MPII, nor do they ensure proper functioning under all
possible and foreseeable job-site errors. While it is assumed
that the on-site installation personnel will generally conform
to the MPII, the potential for inadvertent deviations from the
MPII, particularly with respect to hole cleaning procedures,
forms the basis for many of the reliability tests.
Fig. 6.1—Example test layout.
26 QUALIFICATION OF POST-INSTALLED ADHESIVE ANCHORS IN CONCRETE (ACI 355.4M-11) AND COMMENTARY
Gross installation errors as denoted in this section are not
addressed by this standard and are assumed to be precluded
by attention to worker training and job-site inspection and
quality control practices.
7.4.1 Reliability tests are intended to assess the sensitivity
of the tested system to variations in installation and service-
condition parameters that are likely experienced in practice.
They are not intended to address gross installation errors.
Gross installation errors are characterized by significant
deviations from the MPII or design specifications and
include, but are not limited to:
Deviations from the specified embedment depth
Use of a nominal diameter drill bit other than that specified
Incorrect assembly or operation of the adhesive mixing
and dispensing equipment
Use of the product in base materials other than structural
concrete
Use of the product in concrete exhibiting compressive
strength outside of the specified range
Use of the product in base materials having a temperature
outside of the specified range for the product
Violation of specified gel and cure times
Violation of storage and shelf life restrictions for the
adhesive
7.5—Sensitivity to hole cleaning—dry concrete
Refer to Table 3.1, Test 2a; Table 3.2, Test 2a; and Table 3.3,
Test 2a.
R7.5 Hole cleaning procedures can have a significant
influence on bond strength. This reliability test checks for the
sensitivity of anchor bond strength to suboptimal hole
cleaning effort (50 percent) in dry concrete conditions. The
MPII should provide necessary instructions for hole
cleaning with the required degree of specificity to permit
evaluation of the 50 percent hole cleaning effort. For
example, if the MPII calls for blowing out the hole twice with
compressed air followed by four insertions of a brush and
two additional applications of compressed air, 50 percent
effort would be assessed as one application of compressed
air followed by two insertions of the brush and one application
of compressed air. Where three repeats of a specific operation
are specified, one should be performed; where one is
specified, the cleaning step should be omitted. The type of
brush, such as steel and nylon, and its diameter should be
specified in the MPII together with any other details, such as
air pressure, that might affect the effectiveness of the hole-
cleaning process. If the MPII does not contain sufficient
information to permit the establishment of a cleaning effort
that represents 50 percent of the specified effort, hole
cleaning should be omitted.
An effective upper limit on repetitions of any single hole-
cleaning operation of four is intended to prevent the speci-
fication of excessive hole cleaning effort in the MPII as a
means of satisfying reliability test criteria.
7.5.1 Purpose—These reliability tests are used to assess
the sensitivity of the anchor tension capacity to the degree of
hole cleaning employed prior to anchor installation.
7.5.2 General test conditions—Perform confined tension
tests in uncracked concrete.
7.5.3 The test description provided herein presumes a
method of hole cleaning that includes cleaning the hole wall
with a brush and blowing out the hole with air. Other
cleaning methods are permitted; however, the MPII for the
product shall contain sufficient specificity to permit the
determination of a numeric (50 percent) reduction of hole
cleaning effort. For hole cleaning methods involving
brushing and blowing operations, such specificity shall
include as a minimum:
1.Requirements for all equipment to be used in the hole
cleaning process, including air/vacuum pressure,
nozzle construction, and brush dimension and materials
as applicable
2.Acceptable methods and minimum number and duration
of operations required for removal of drilling debris
from hole
3.Acceptable methods and minimum number and duration
of operations required for removal of dust or drilling
flour from the hole wall
4.The required sequence of operations
An exception to determine the reduced hole cleaning
effort, regardless of the number of hole cleaning operations
specified in the MPII, the number of times the operation step
is repeated in tests for reduced cleaning effort shall not
exceed two. For the purposes of this section, an operation
shall be considered to be an action that is repeated not more
than three times in succession.
7.5.4 Drill the hole downward to the depth defined by the
manufacturer. Clean the hole with 50 percent of the specified
minimum number of operations in the specified sequence,
rounding down to the next whole number of operations. So
if a total of four brushing and four blowing operations are
specified, install the anchor with only two brushing and two
blowing operations.
7.5.4.1 If the MPII does not contain sufficient specificity
with respect to hole cleaning as defined in 7.5.3, to permit
the determination of a numeric reduction of hole cleaning
effort per this section, or if the required equipment is not
specified as defined in 7.5.3, conduct the tests without hole
cleaning. Load the anchor to failure with continuous
measurement of load and displacement.
7.6—Sensitivity to hole cleaning—saturated
concrete
Refer to Table 3.1, Test 2b; Table 3.2, Test 2b; and Table 3.3,
Test 2b.
R7.6 Hole cleaning procedures appropriate for dry
concrete may be inappropriate for a hole drilled into saturated
concrete due to the presence of wet drilling mud. It is antic-
ipated that the MPII will contain specific procedures, such
as flushing the hole with water, for cleaning holes drilled
into saturated concrete or where the drilled hole has been
subjected to water prior to the anchor installation (for
example, from rain). Due to the likelihood that products will
be installed in concrete exposed to water (such as concrete
exposed to weather), these tests are mandatory.
Gross installation errors as denoted in this section are not
addressed by this standard and are assumed to be precluded
by attention to worker training and job-site inspection and
quality control practices.
7.4.1 Reliability tests are intended to assess the sensitivity
of the tested system to variations in installation and service-
condition parameters that are likely experienced in practice.
They are not intended to address gross installation errors.
Gross installation errors are characterized by significant
deviations from the MPII or design specifications and
include, but are not limited to:
Deviations from the specified embedment depth
Use of a nominal diameter drill bit other than that specified
Incorrect assembly or operation of the adhesive mixing
and dispensing equipment
Use of the product in base materials other than structural
concrete
Use of the product in concrete exhibiting compressive
strength outside of the specified range
Use of the product in base materials having a temperature
outside of the specified range for the product
Violation of specified gel and cure times
Violation of storage and shelf life restrictions for the
adhesive
7.5—Sensitivity to hole cleaning—dry concrete
Refer to Table 3.1, Test 2a; Table 3.2, Test 2a; and Table 3.3,
Test 2a.
R7.5 Hole cleaning procedures can have a significant
influence on bond strength. This reliability test checks for the
sensitivity of anchor bond strength to suboptimal hole
cleaning effort (50 percent) in dry concrete conditions. The
MPII should provide necessary instructions for hole
cleaning with the required degree of specificity to permit
evaluation of the 50 percent hole cleaning effort. For
example, if the MPII calls for blowing out the hole twice with
compressed air followed by four insertions of a brush and
two additional applications of compressed air, 50 percent
effort would be assessed as one application of compressed
air followed by two insertions of the brush and one application
of compressed air. Where three repeats of a specific operation
are specified, one should be performed; where one is
specified, the cleaning step should be omitted. The type of
brush, such as steel and nylon, and its diameter should be
specified in the MPII together with any other details, such as
air pressure, that might affect the effectiveness of the hole-
cleaning process. If the MPII does not contain sufficient
information to permit the establishment of a cleaning effort
that represents 50 percent of the specified effort, hole
cleaning should be omitted.
An effective upper limit on repetitions of any single hole-
cleaning operation of four is intended to prevent the speci-
fication of excessive hole cleaning effort in the MPII as a
means of satisfying reliability test criteria.
7.5.1 Purpose—These reliability tests are used to assess
the sensitivity of the anchor tension capacity to the degree of
hole cleaning employed prior to anchor installation.
7.5.2 General test conditions—Perform confined tension
tests in uncracked concrete.
7.5.3 The test description provided herein presumes a
method of hole cleaning that includes cleaning the hole wall
with a brush and blowing out the hole with air. Other
cleaning methods are permitted; however, the MPII for the
product shall contain sufficient specificity to permit the
determination of a numeric (50 percent) reduction of hole
cleaning effort. For hole cleaning methods involving
brushing and blowing operations, such specificity shall
include as a minimum:
1.Requirements for all equipment to be used in the hole
cleaning process, including air/vacuum pressure,
nozzle construction, and brush dimension and materials
as applicable
2.Acceptable methods and minimum number and duration
of operations required for removal of drilling debris
from hole
3.Acceptable methods and minimum number and duration
of operations required for removal of dust or drilling
flour from the hole wall
4.The required sequence of operations
An exception to determine the reduced hole cleaning
effort, regardless of the number of hole cleaning operations
specified in the MPII, the number of times the operation step
is repeated in tests for reduced cleaning effort shall not
exceed two. For the purposes of this section, an operation
shall be considered to be an action that is repeated not more
than three times in succession.
7.5.4 Drill the hole downward to the depth defined by the
manufacturer. Clean the hole with 50 percent of the specified
minimum number of operations in the specified sequence,
rounding down to the next whole number of operations. So
if a total of four brushing and four blowing operations are
specified, install the anchor with only two brushing and two
blowing operations.
7.5.4.1 If the MPII does not contain sufficient specificity
with respect to hole cleaning as defined in 7.5.3, to permit
the determination of a numeric reduction of hole cleaning
effort per this section, or if the required equipment is not
specified as defined in 7.5.3, conduct the tests without hole
cleaning. Load the anchor to failure with continuous
measurement of load and displacement.
7.6—Sensitivity to hole cleaning—saturated
concrete
Refer to Table 3.1, Test 2b; Table 3.2, Test 2b; and Table 3.3,
Test 2b.
R7.6 Hole cleaning procedures appropriate for dry
concrete may be inappropriate for a hole drilled into saturated
concrete due to the presence of wet drilling mud. It is antic-
ipated that the MPII will contain specific procedures, such
as flushing the hole with water, for cleaning holes drilled
into saturated concrete or where the drilled hole has been
subjected to water prior to the anchor installation (for
example, from rain). Due to the likelihood that products will
be installed in concrete exposed to water (such as concrete
exposed to weather), these tests are mandatory.
QUALIFICATION OF POST-INSTALLED ADHESIVE ANCHORS IN CONCRETE (ACI 355.4M-11) AND COMMENTARY 27
7.6.1 Purpose—These reliability tests are used to assess
the sensitivity of the adhesive material to hole cleaning for
applications in water-saturated concrete.
7.6.2 General test conditions—Perform confined tension
tests in uncracked concrete.
7.6.3 Qualification for use with carbide drill bits—Drill a
pilot hole downward to the specified hole depth with a bit
approximately half the diameter of the specified hole diam-
eter. Fill the pilot hole with potable water and ensure that the
hole remains flooded for a minimum of 8 days or 192 hours.
Immediately prior to installing the anchor, remove all free-
standing water with a vacuum and redrill the existing hole
with the specified drill bit diameter. Clean the hole in accor-
dance with the reduced cleaning effort specified in 7.5.3 and
7.5.4. Install the anchor in accordance with the MPII. Load the
anchor to failure with continuous measurement of load and
displacement. Other methods of achieving saturation of the
concrete, such as immersing the test member, shall be
permitted. If methods other than those described previously
are used, it shall be shown by appropriate methods that the
concrete in the area of the anchorage is water saturated.
7.6.4 Qualification for water-flushed holes—Redrill the
pilot hole with the specified drill bit. If the MPII specifies
flushing of the hole with water prior to anchor installation, it
shall be permitted to flush the hole with potable water prior
to installing the anchors. Prepare the hole with reduced
cleaning effort in accordance with 7.6.3. Immediately prior
to installing the anchors, remove freestanding water from the
hole with a vacuum. Install the anchor in accordance with the
MPII. Load the anchor to failure with continuous measurement
of load and displacement.
7.7—Sensitivity to hole cleaning—water-filled hole
Refer to Table 3.1, Test 2c; Table 3.2, Test 2c; and Table 3.3,
Test 2c.
R7.7 For installation of adhesive anchors in water-filled
holes, specific instructions should be provided in the MPII.
These tests are optional; however, failure to assess this
condition will result in restrictions on the use of the adhesive
anchor system.
7.7.1 Purpose—These optional reliability tests are used to
assess the sensitivity of the adhesive material to hole cleaning
for applications in water-saturated concrete where the drilled
holes contain standing water at the time of anchor installation.
7.7.2 General test conditions—Perform confined tension
tests in uncracked concrete.
7.7.3 Qualification for use with carbide drill bits—
Prepare and clean the hole in accordance with 7.6.3;
however, refill the hole with potable water immediately prior
to installing the anchor and install the anchor in the water-
filled hole. Load the anchor to failure with continuous
measurement of load and displacement.
7.7.4 Qualification for water-flushed holes—Prepare and
clean the hole in accordance with 7.6.4; however, refill the
hole with potable water immediately prior to installing the
anchor. Install the anchor in accordance with the MPII. Load
the anchor to failure with continuous measurement of load
and displacement.
7.8—Sensitivity to hole cleaning—submerged
concrete
Refer to Table 3.1, Test 2d; Table 3.2, Test 2d; and Table 3.3,
Test 2d.
R7.8 For installation of adhesive anchors in submerged
concrete, specific instructions should be provided in the
MPII. These tests are optional; however, failure to assess
this condition will result in restrictions on the use of the
adhesive anchor system.
7.8.1 Purpose—These optional reliability tests are used to
assess the sensitivity of the adhesive material to hole
cleaning for applications in submerged concrete.
7.8.2 General test conditions—Perform confined tension
tests in uncracked concrete.
7.8.3 Cover the surface of the water-saturated concrete test
member with potable water to a minimum depth of 13 mm
for the duration of the test, including anchor installation and
tension testing. Drill the hole downward in the submerged
concrete, clean the hole in accordance with the reduced
cleaning effort specified in 7.5.3 at 50 percent of the cleaning
efforts given in the MPII for this application, and install the
anchor in accordance with the MPII. Load the anchor to failure
with continuous measurement of load and displacement.
7.9—Sensitivity to mixing effort
Refer to Table 3.1, Test 2e; Table 3.2, Test 2e; and Table 3.3,
Test 2e.
R7.9 For adhesive anchor systems that do not use automatic
metering and mixing systems, it is necessary to check the
sensitivity of the system to suboptimal mixing of the adhesive
components.
7.9.1 Purpose—These reliability tests are used to assess
the sensitivity of the adhesive material to mixing effort.
These tests are required only for those anchor systems where
the mixing of the adhesive material is substantially
controlled by the installer. Such cases include systems that
require components to be mixed until a color change is
effected throughout the adhesive material, the adhesive
materials to be mixed with recommended equipment for a
specific duration, and the adhesive materials be mixed with
a repetitive mixing operation a specific number of times.
7.9.1.1 These tests are not required for capsule anchor
systems or cartridge or bulk systems that employ automatic
metering and mixing through a manifold and disposable
mixing nozzle.
7.9.2 General test conditions—Perform confined tension
tests in uncracked concrete.
7.9.3 Conduct tests as required to establish the required
time for full mixing using standard mixing equipment.
Reduced mixing effort shall be achieved by decreasing the
mixing time required for full mixing by 25 percent. Load the
anchor to failure with continuous measurement of load and
displacement.
7.10—Sensitivity to installation in water-saturated
concrete
Refer to Table 3.1, Test 2f; Table 3.2, Test 2f; and Table 3.3,
Test 2f.
7.6.1 Purpose—These reliability tests are used to assess
the sensitivity of the adhesive material to hole cleaning for
applications in water-saturated concrete.
7.6.2 General test conditions—Perform confined tension
tests in uncracked concrete.
7.6.3 Qualification for use with carbide drill bits—Drill a
pilot hole downward to the specified hole depth with a bit
approximately half the diameter of the specified hole diam-
eter. Fill the pilot hole with potable water and ensure that the
hole remains flooded for a minimum of 8 days or 192 hours.
Immediately prior to installing the anchor, remove all free-
standing water with a vacuum and redrill the existing hole
with the specified drill bit diameter. Clean the hole in accor-
dance with the reduced cleaning effort specified in 7.5.3 and
7.5.4. Install the anchor in accordance with the MPII. Load the
anchor to failure with continuous measurement of load and
displacement. Other methods of achieving saturation of the
concrete, such as immersing the test member, shall be
permitted. If methods other than those described previously
are used, it shall be shown by appropriate methods that the
concrete in the area of the anchorage is water saturated.
7.6.4 Qualification for water-flushed holes—Redrill the
pilot hole with the specified drill bit. If the MPII specifies
flushing of the hole with water prior to anchor installation, it
shall be permitted to flush the hole with potable water prior
to installing the anchors. Prepare the hole with reduced
cleaning effort in accordance with 7.6.3. Immediately prior
to installing the anchors, remove freestanding water from the
hole with a vacuum. Install the anchor in accordance with the
MPII. Load the anchor to failure with continuous measurement
of load and displacement.
7.7—Sensitivity to hole cleaning—water-filled hole
Refer to Table 3.1, Test 2c; Table 3.2, Test 2c; and Table 3.3,
Test 2c.
R7.7 For installation of adhesive anchors in water-filled
holes, specific instructions should be provided in the MPII.
These tests are optional; however, failure to assess this
condition will result in restrictions on the use of the adhesive
anchor system.
7.7.1 Purpose—These optional reliability tests are used to
assess the sensitivity of the adhesive material to hole cleaning
for applications in water-saturated concrete where the drilled
holes contain standing water at the time of anchor installation.
7.7.2 General test conditions—Perform confined tension
tests in uncracked concrete.
7.7.3 Qualification for use with carbide drill bits—
Prepare and clean the hole in accordance with 7.6.3;
however, refill the hole with potable water immediately prior
to installing the anchor and install the anchor in the water-
filled hole. Load the anchor to failure with continuous
measurement of load and displacement.
7.7.4 Qualification for water-flushed holes—Prepare and
clean the hole in accordance with 7.6.4; however, refill the
hole with potable water immediately prior to installing the
anchor. Install the anchor in accordance with the MPII. Load
the anchor to failure with continuous measurement of load
and displacement.
7.8—Sensitivity to hole cleaning—submerged
concrete
Refer to Table 3.1, Test 2d; Table 3.2, Test 2d; and Table 3.3,
Test 2d.
R7.8 For installation of adhesive anchors in submerged
concrete, specific instructions should be provided in the
MPII. These tests are optional; however, failure to assess
this condition will result in restrictions on the use of the
adhesive anchor system.
7.8.1 Purpose—These optional reliability tests are used to
assess the sensitivity of the adhesive material to hole
cleaning for applications in submerged concrete.
7.8.2 General test conditions—Perform confined tension
tests in uncracked concrete.
7.8.3 Cover the surface of the water-saturated concrete test
member with potable water to a minimum depth of 13 mm
for the duration of the test, including anchor installation and
tension testing. Drill the hole downward in the submerged
concrete, clean the hole in accordance with the reduced
cleaning effort specified in 7.5.3 at 50 percent of the cleaning
efforts given in the MPII for this application, and install the
anchor in accordance with the MPII. Load the anchor to failure
with continuous measurement of load and displacement.
7.9—Sensitivity to mixing effort
Refer to Table 3.1, Test 2e; Table 3.2, Test 2e; and Table 3.3,
Test 2e.
R7.9 For adhesive anchor systems that do not use automatic
metering and mixing systems, it is necessary to check the
sensitivity of the system to suboptimal mixing of the adhesive
components.
7.9.1 Purpose—These reliability tests are used to assess
the sensitivity of the adhesive material to mixing effort.
These tests are required only for those anchor systems where
the mixing of the adhesive material is substantially
controlled by the installer. Such cases include systems that
require components to be mixed until a color change is
effected throughout the adhesive material, the adhesive
materials to be mixed with recommended equipment for a
specific duration, and the adhesive materials be mixed with
a repetitive mixing operation a specific number of times.
7.9.1.1 These tests are not required for capsule anchor
systems or cartridge or bulk systems that employ automatic
metering and mixing through a manifold and disposable
mixing nozzle.
7.9.2 General test conditions—Perform confined tension
tests in uncracked concrete.
7.9.3 Conduct tests as required to establish the required
time for full mixing using standard mixing equipment.
Reduced mixing effort shall be achieved by decreasing the
mixing time required for full mixing by 25 percent. Load the
anchor to failure with continuous measurement of load and
displacement.
7.10—Sensitivity to installation in water-saturated
concrete
Refer to Table 3.1, Test 2f; Table 3.2, Test 2f; and Table 3.3,
Test 2f.
28 QUALIFICATION OF POST-INSTALLED ADHESIVE ANCHORS IN CONCRETE (ACI 355.4M-11) AND COMMENTARY
R7.10 For systems used only in conjunction with
increased levels of job-site quality control (for example,
continuous inspection and proof loading), lower thresholds
are established for the reliability tests. It is therefore necessary
to perform supplemental checks for the sensitivity of the
adhesive anchor system to installation in water-saturated
concrete where the full cleaning effort in accordance with
the MPII is used.
7.10.1 Purpose—These reliability tests are used to
independently assess the sensitivity of the adhesive material
to applications in water-saturated concrete where the anchor
category shall be determined in accordance with Table 10.6.
7.10.2 General test conditions—Perform tests in accordance
with 7.6; however, hole cleaning shall be conducted in
accordance with the MPII.
7.11—Sensitivity to installation in water-filled
hole—saturated concrete
Refer to Table 3.1, Test 2g; Table 3.2, Test 2g; and Table 3.3,
Test 2g.
R7.11 For systems used only in conjunction with increased
levels of job-site quality control (for example, continuous
inspection and proof loading), lower thresholds are established
for the reliability tests. It is therefore necessary to perform
supplemental checks for the sensitivity of the adhesive anchor
system to installation in water-filled holes where the full
cleaning effort in accordance with the MPII is used.
7.11.1 Purpose—These optional reliability tests are used
to independently assess the sensitivity of the adhesive material
to applications in water-filled hole in saturated concrete for
cases where the anchor category shall be determined in
accordance with Table 10.6.
7.11.2 General test conditions—Perform tests in accordance
with 7.7; however, hole cleaning shall be conducted in
accordance with the MPII.
7.12—Sensitivity to installation in submerged
concrete
Refer to Table 3.1, Test 2h; Table 3.2, Test 2h; and Table 3.3,
Test 2h.
R7.12 For systems used only in conjunction with
increased levels of job-site quality control (for example,
continuous inspection and proof loading), lower thresholds
are established for the reliability tests. It is therefore necessary
to perform supplemental checks for the sensitivity of the
adhesive anchor system to installation in submerged
concrete where the full cleaning effort in accordance with
the MPII is used.
7.12.1 Purpose—These optional reliability tests are used
to assess the sensitivity of the adhesive material to applications
in submerged concrete where the anchor category shall be
determined in accordance with Table 10.6.
7.12.2 General test conditions—Perform tests in accordance
with 7.8; however, hole cleaning shall be conducted in
accordance with the MPII.
7.13—Sensitivity to crack width—low-strength
concrete
Refer to Table 3.2, Test 3.
R7.13 The effect of upper-bound service-condition
cracking on the tension resistance of adhesive anchors in
low-strength concrete is assessed with a crack width of 0.5 mm.
7.13.1 Purpose—These reliability tests are used to assess
the sensitivity of the anchor system installed in low-strength
concrete to a wide crack in the concrete passing through the
anchor location.
7.13.2 General test conditions—Perform tension tests in
cracked concrete. Tests on adhesive anchors shall be
confined tension tests.
7.13.3 Initiate the crack in the test member and install the
anchor at the crack location so that the axis of the anchor lies
approximately in the plane of the crack. Visually confirm the
correct location of the crack in the drilled hole prior to
installing the anchor in accordance with 4.5.2. Open the
crack by the specified value Δw. Perform a confined tension
test to failure with continuous measurement of load,
displacement, and crack width.
7.14—Sensitivity to crack width—high-strength
concrete
Refer to Table 3.2, Test 4.
R7.14 The effect of upper-bound service-condition
cracking on the tension resistance of adhesive anchors in
high-strength concrete is assessed with a crack width of
0.5 mm. This corresponds to a tolerable crack width for inte-
rior exposures.
7.14.1 Purpose—These reliability tests are used to assess
the sensitivity of the anchor system installed in high-strength
concrete to a wide crack in the concrete passing through the
anchor location.
7.14.2 General test conditions—Perform tension tests in
cracked concrete. Tests on adhesive anchors shall be
confined tension tests.
7.14.3 Initiate the crack in the test member and install the
anchor at the crack location so that the axis of the anchor lies
approximately in the plane of the crack. Visually confirm the
correct location of the crack in the drilled hole prior to
installing the anchor in accordance with 4.5.2. Open the
crack to the specified value Δw. Perform a confined tension
test to failure with continuous measurement of load,
displacement, and crack width.
7.15—Sensitivity to crack width cycling
Refer to Table 3.2, Test 5, and Table 3.3, Test 3.
R7.15 The crack-width cycling test simulates the effect of
crack opening and closing as it might occur over the anchor
service life due to diurnal temperature changes, settlement,
or restraint of shrinkage and creep on the anchor tension
resistance. The test consists of three parts:
1.Installation of the anchor in the crack and application
of the static sustained load to the anchor.
2.Cycling of the crack width and monitoring of the
anchor displacement.
3.Performance of a tension test to failure to measure the
residual tension resistance of the tested anchor.
R7.10 For systems used only in conjunction with
increased levels of job-site quality control (for example,
continuous inspection and proof loading), lower thresholds
are established for the reliability tests. It is therefore necessary
to perform supplemental checks for the sensitivity of the
adhesive anchor system to installation in water-saturated
concrete where the full cleaning effort in accordance with
the MPII is used.
7.10.1 Purpose—These reliability tests are used to
independently assess the sensitivity of the adhesive material
to applications in water-saturated concrete where the anchor
category shall be determined in accordance with Table 10.6.
7.10.2 General test conditions—Perform tests in accordance
with 7.6; however, hole cleaning shall be conducted in
accordance with the MPII.
7.11—Sensitivity to installation in water-filled
hole—saturated concrete
Refer to Table 3.1, Test 2g; Table 3.2, Test 2g; and Table 3.3,
Test 2g.
R7.11 For systems used only in conjunction with increased
levels of job-site quality control (for example, continuous
inspection and proof loading), lower thresholds are established
for the reliability tests. It is therefore necessary to perform
supplemental checks for the sensitivity of the adhesive anchor
system to installation in water-filled holes where the full
cleaning effort in accordance with the MPII is used.
7.11.1 Purpose—These optional reliability tests are used
to independently assess the sensitivity of the adhesive material
to applications in water-filled hole in saturated concrete for
cases where the anchor category shall be determined in
accordance with Table 10.6.
7.11.2 General test conditions—Perform tests in accordance
with 7.7; however, hole cleaning shall be conducted in
accordance with the MPII.
7.12—Sensitivity to installation in submerged
concrete
Refer to Table 3.1, Test 2h; Table 3.2, Test 2h; and Table 3.3,
Test 2h.
R7.12 For systems used only in conjunction with
increased levels of job-site quality control (for example,
continuous inspection and proof loading), lower thresholds
are established for the reliability tests. It is therefore necessary
to perform supplemental checks for the sensitivity of the
adhesive anchor system to installation in submerged
concrete where the full cleaning effort in accordance with
the MPII is used.
7.12.1 Purpose—These optional reliability tests are used
to assess the sensitivity of the adhesive material to applications
in submerged concrete where the anchor category shall be
determined in accordance with Table 10.6.
7.12.2 General test conditions—Perform tests in accordance
with 7.8; however, hole cleaning shall be conducted in
accordance with the MPII.
7.13—Sensitivity to crack width—low-strength
concrete
Refer to Table 3.2, Test 3.
R7.13 The effect of upper-bound service-condition
cracking on the tension resistance of adhesive anchors in
low-strength concrete is assessed with a crack width of 0.5 mm.
7.13.1 Purpose—These reliability tests are used to assess
the sensitivity of the anchor system installed in low-strength
concrete to a wide crack in the concrete passing through the
anchor location.
7.13.2 General test conditions—Perform tension tests in
cracked concrete. Tests on adhesive anchors shall be
confined tension tests.
7.13.3 Initiate the crack in the test member and install the
anchor at the crack location so that the axis of the anchor lies
approximately in the plane of the crack. Visually confirm the
correct location of the crack in the drilled hole prior to
installing the anchor in accordance with 4.5.2. Open the
crack by the specified value Δw. Perform a confined tension
test to failure with continuous measurement of load,
displacement, and crack width.
7.14—Sensitivity to crack width—high-strength
concrete
Refer to Table 3.2, Test 4.
R7.14 The effect of upper-bound service-condition
cracking on the tension resistance of adhesive anchors in
high-strength concrete is assessed with a crack width of
0.5 mm. This corresponds to a tolerable crack width for inte-
rior exposures.
7.14.1 Purpose—These reliability tests are used to assess
the sensitivity of the anchor system installed in high-strength
concrete to a wide crack in the concrete passing through the
anchor location.
7.14.2 General test conditions—Perform tension tests in
cracked concrete. Tests on adhesive anchors shall be
confined tension tests.
7.14.3 Initiate the crack in the test member and install the
anchor at the crack location so that the axis of the anchor lies
approximately in the plane of the crack. Visually confirm the
correct location of the crack in the drilled hole prior to
installing the anchor in accordance with 4.5.2. Open the
crack to the specified value Δw. Perform a confined tension
test to failure with continuous measurement of load,
displacement, and crack width.
7.15—Sensitivity to crack width cycling
Refer to Table 3.2, Test 5, and Table 3.3, Test 3.
R7.15 The crack-width cycling test simulates the effect of
crack opening and closing as it might occur over the anchor
service life due to diurnal temperature changes, settlement,
or restraint of shrinkage and creep on the anchor tension
resistance. The test consists of three parts:
1.Installation of the anchor in the crack and application
of the static sustained load to the anchor.
2.Cycling of the crack width and monitoring of the
anchor displacement.
3.Performance of a tension test to failure to measure the
residual tension resistance of the tested anchor.
QUALIFICATION OF POST-INSTALLED ADHESIVE ANCHORS IN CONCRETE (ACI 355.4M-11) AND COMMENTARY 29
7.15.1 Purpose—These reliability tests are performed to
evaluate the performance of anchors located in cracks whose
width is cycled.
7.15.2 General test conditions— Perform crack cycling
tests as unconfined tension tests in cracked concrete. Tests
for residual capacity following crack cycling are confined
tension tests performed in cracked concrete.
7.15.3 Prior to installing anchors in the test member, it
shall be permitted to run opening and closing cycles as
required to stabilize the relationship between crack width
and applied load. Loading shall not exceed the elastic limit
of the test member reinforcement. With the test member
unloaded, install the anchor in a closed (hairline) crack that
is sufficiently planar to ensure that the crack will approximately
bisect the anchor location over the extent of the anchor load-
transfer zone. Visually verify the positioning of the anchor in
the crack in accordance with 4.5.2.2. Measure the crack
width in accordance with 4.8. After installation of the anchor
but before the anchor is loaded, subject the test member to
loading as required to open the crack width by Δ
w1
= 0.3 mm,
where Δ
w1
is additive to the initial width of the crack after
installation of the anchor but before loading of the anchor.
Following application of load to the anchor sufficient to
remove any slack in the loading mechanism, begin recording
the anchor displacement, and increase the tension load on the
anchor to N
w
as given by Eq. (7-1). Apply the load in
accordance with 4.7.2.2, unconfined.
N (7-1)
where
N
k,i
=an anchor assessed in accordance with Table 3.2—
characteristic resistance as determined from
reference service-condition tests in low-strength
cracked concrete per Table 3.2, Test 11c, N;
=an anchor assessed in accordance with Table 3.3—
25 percent of the characteristic resistance from
reference service-condition tests in low-strength
uncracked concrete per Table 3.3, Test 8a, N;
f
c,test
=concrete compressive strength as measured at the
time of testing, MPa;
f
c,test,2
=concrete compressive strength corresponding to
the tests used to establish N
k,i
, MPa; and
n = normalization exponent determined in accordance
with 10.2.
While maintaining the static load on the anchor within
5 percent of N
w
, cyclically load the test member as required
to cause the crack width to alternate continuously between
Δ
w1
(0.3 mm) and the lower crack width limit Δ
w2
(0.1 mm),
where Δ
w2
is additive to the initial width of the crack as
measured after installation of the anchor but prior to loading
of the anchor. Open and close the crack 1000 times at a
maximum frequency of approximately 0.2 Hz. During crack
cycling, adjustment of the force required to maintain the
crack opening width Δ
w1
constant shall be permitted. Hold
the minimum load applied to the test member constant
N
w
0.3N
ki,
f
ctest,
f
ctest2,,
----------------
n
=
during the crack cycling portion of the test. The crack
opening width Δ
w2
shall be permitted to increase (Fig. 7.1);
however, the difference Δ
w1
– Δ
w2
shall be not less than
0.1 mm for the duration of the crack cycling portion of the
test. During the test, adjust the amplitude of the load applied
to the test member as required to maintain a minimum
differential Δ
w1
– Δ
w2
of 0.1 mm. This may result in an
increase in the crack width Δ
w1
beyond 0.3 mm for part of
the crack cycling portion of the test.
R7.15.3 The crack width is dependent, in part, on the bond
stress developed by the embedded reinforcement on each
side of the crack. Running opening and closing cycles serves
to stabilize the bond stresses at a constant level and permits
control of the crack width via application of a defined external
load. Equation (7-1) provides a load level N
w
on the anchor
that is consistent with the load on headed anchors corre-
sponding to the threshold displacements established for this
test. Where these threshold displacements are exceeded in the
test, the load N
w
is reduced to a level that does not generate
displacements in excess of the threshold values. Crack closing
is accomplished with the embedded reinforcement and may be
influenced by slippage of the anchor in the crack. It is not
intended that crack closure should be controlled externally, for
example, with a hydraulic cylinder.
7.15.3.1 Measure the load-displacement relationship up
to load N
w
. At load N
w
, measure the displacements of the
anchor and the crack-opening widths Δ
w1
and Δ
w2
, either
continuously or at least after 1, 2, 5, 10, 20, 50, 100, 200,
500, and 1000 cycles of crack opening and closing.
7.15.4 Following completion of the crack cycling portion
of the test, unload the anchor, record the anchor displacement,
open the crack width to Δ
w
= 0.3 mm and perform a tension
test of the anchor to failure with continuous measurement of
load and displacement.
7.16—Sensitivity to freezing and thawing
Refer to Table 3.1, Test 3; Table 3.2, Test 6; and Table 3.3,
Test 4.
R7.16 The test for sensitivity to freezing and thawing is
intended to simulate in-service temperature fluctuations that
the anchor might be subjected to during its service life.
7.16.1 Purpose—These reliability tests are performed to
evaluate the performance of anchors under freezing-and-
thawing conditions.
Fig. 7.1—Crack-width requirements for crack cycling.
7.15.1 Purpose—These reliability tests are performed to
evaluate the performance of anchors located in cracks whose
width is cycled.
7.15.2 General test conditions— Perform crack cycling
tests as unconfined tension tests in cracked concrete. Tests
for residual capacity following crack cycling are confined
tension tests performed in cracked concrete.
7.15.3 Prior to installing anchors in the test member, it
shall be permitted to run opening and closing cycles as
required to stabilize the relationship between crack width
and applied load. Loading shall not exceed the elastic limit
of the test member reinforcement. With the test member
unloaded, install the anchor in a closed (hairline) crack that
is sufficiently planar to ensure that the crack will approximately
bisect the anchor location over the extent of the anchor load-
transfer zone. Visually verify the positioning of the anchor in
the crack in accordance with 4.5.2.2. Measure the crack
width in accordance with 4.8. After installation of the anchor
but before the anchor is loaded, subject the test member to
loading as required to open the crack width by Δ
w1
= 0.3 mm,
where Δ
w1
is additive to the initial width of the crack after
installation of the anchor but before loading of the anchor.
Following application of load to the anchor sufficient to
remove any slack in the loading mechanism, begin recording
the anchor displacement, and increase the tension load on the
anchor to N
w
as given by Eq. (7-1). Apply the load in
accordance with 4.7.2.2, unconfined.
N (7-1)
where
N
k,i
=an anchor assessed in accordance with Table 3.2—
characteristic resistance as determined from
reference service-condition tests in low-strength
cracked concrete per Table 3.2, Test 11c, N;
=an anchor assessed in accordance with Table 3.3—
25 percent of the characteristic resistance from
reference service-condition tests in low-strength
uncracked concrete per Table 3.3, Test 8a, N;
f
c,test
=concrete compressive strength as measured at the
time of testing, MPa;
f
c,test,2
=concrete compressive strength corresponding to
the tests used to establish N
k,i
, MPa; and
n = normalization exponent determined in accordance
with 10.2.
While maintaining the static load on the anchor within
5 percent of N
w
, cyclically load the test member as required
to cause the crack width to alternate continuously between
Δ
w1
(0.3 mm) and the lower crack width limit Δ
w2
(0.1 mm),
where Δ
w2
is additive to the initial width of the crack as
measured after installation of the anchor but prior to loading
of the anchor. Open and close the crack 1000 times at a
maximum frequency of approximately 0.2 Hz. During crack
cycling, adjustment of the force required to maintain the
crack opening width Δ
w1
constant shall be permitted. Hold
the minimum load applied to the test member constant
N
w
0.3N
ki,
f
ctest,
f
ctest2,,
----------------
n
=
during the crack cycling portion of the test. The crack
opening width Δ
w2
shall be permitted to increase (Fig. 7.1);
however, the difference Δ
w1
– Δ
w2
shall be not less than
0.1 mm for the duration of the crack cycling portion of the
test. During the test, adjust the amplitude of the load applied
to the test member as required to maintain a minimum
differential Δ
w1
– Δ
w2
of 0.1 mm. This may result in an
increase in the crack width Δ
w1
beyond 0.3 mm for part of
the crack cycling portion of the test.
R7.15.3 The crack width is dependent, in part, on the bond
stress developed by the embedded reinforcement on each
side of the crack. Running opening and closing cycles serves
to stabilize the bond stresses at a constant level and permits
control of the crack width via application of a defined external
load. Equation (7-1) provides a load level N
w
on the anchor
that is consistent with the load on headed anchors corre-
sponding to the threshold displacements established for this
test. Where these threshold displacements are exceeded in the
test, the load N
w
is reduced to a level that does not generate
displacements in excess of the threshold values. Crack closing
is accomplished with the embedded reinforcement and may be
influenced by slippage of the anchor in the crack. It is not
intended that crack closure should be controlled externally, for
example, with a hydraulic cylinder.
7.15.3.1 Measure the load-displacement relationship up
to load N
w
. At load N
w
, measure the displacements of the
anchor and the crack-opening widths Δ
w1
and Δ
w2
, either
continuously or at least after 1, 2, 5, 10, 20, 50, 100, 200,
500, and 1000 cycles of crack opening and closing.
7.15.4 Following completion of the crack cycling portion
of the test, unload the anchor, record the anchor displacement,
open the crack width to Δ
w
= 0.3 mm and perform a tension
test of the anchor to failure with continuous measurement of
load and displacement.
7.16—Sensitivity to freezing and thawing
Refer to Table 3.1, Test 3; Table 3.2, Test 6; and Table 3.3,
Test 4.
R7.16 The test for sensitivity to freezing and thawing is
intended to simulate in-service temperature fluctuations that
the anchor might be subjected to during its service life.
7.16.1 Purpose—These reliability tests are performed to
evaluate the performance of anchors under freezing-and-
thawing conditions.
Fig. 7.1—Crack-width requirements for crack cycling.
30 QUALIFICATION OF POST-INSTALLED ADHESIVE ANCHORS IN CONCRETE (ACI 355.4M-11) AND COMMENTARY
7.16.2 General test conditions—Perform sustained
tension tests in uncracked concrete followed by confined
tension tests to failure.
7.16.3 The test member shall consist of a cube or cylinder
with side length (or diameter) of 200 mm ≤ l
side
≤ 300 mm
for anchor diameters M12 to M16. For anchor diameters greater
than 16 mm, the test member shall have a side length 15d ≤ l
side
≤ 25d. Dimensions of the test member shall be chosen to
avoid splitting the test member during the test conduct.
Freezing-and-thawing-resistant concrete shall be permitted.
Restraint of the test member as required to prevent splitting
shall be permitted. Where such restraint is used (for example,
steel cylinder), dimensions of the specimen may be reduced.
7.16.3.1 Install and cure anchors at standard temperature.
7.16.3.2 Cover the top surface of the test member within
a minimum 75 mm radius from the center of the test anchor,
with potable water maintaining a minimum of 13 mm depth
throughout the test. Seal all other exposed surfaces to
prevent evaporation of water. Load the anchor with a
constant tension load N
sust,ft
given by Eq. (7-2), to be
maintained throughout the test.
N (7-2)
where
N
o,i
=mean tension capacity as determined from reference
service-condition tests in high-strength concrete as
follows: Table 3.1, Test 7b; Table 3.2, Test 11b; or
Table 3.3, Test 8b whereby results that are less than
85 percent of the mean value shall be excluded
from the determination of the mean (for example,
the mean shall be recalculated with the remaining
results, N) (refer also to 4.7.2.2);
f
c,test
=concrete compressive strength as measured at the
time of testing, MPa;
f
c,test,i
=concrete compressive strength corresponding to
the tests used to establish N
o,i
, MPa; and
n =normalization exponent determined in accordance
with 10.2.
7.16.3.3 Carry out 50 freezing-and-thawing cycles.
1.Maintain load at N
sust,ft
throughout the freezing-and-
thawing test.
2.Raise the temperature of the chamber within 1 hour to
20°C ± 2°C.
3.Maintain the chamber temperature at 20°C ± 2°C for an
additional 7 hours.
4.Lower the temperature of the chamber to –20°C ± 2°C
within 2 hours.
5.Maintain the chamber temperature at –20°C ± 2°C for
an additional 14 hours.
7.16.3.4 Measure the displacements during the temperature
cycles.
7.16.3.5 If the test is interrupted, the samples shall always
be stored at a temperature of –20°C ± 2°C between cycles.
7.16.3.6 After the completion of 50 cycles, conduct a
confined tension test to failure at standard temperature.
N
sustft,
0.55N
oi,
f
ctest,
f
ctesti,,
---------------
n
=
7.17—Sensitivity to sustained loading at standard
and maximum long-term temperature
Refer to Table 3.1, Test 4; Table 3.2, Test 7; and Table 3.3,
Test 5.
R7.17 The sustained load, or creep test, is conducted to
establish the creep behavior of the adhesive anchor system
over its service life. Tests are performed at standard tempera-
ture of 23°C ± 4°C, and at long-term elevated temperature.
The long-term elevated temperature corresponds to the
temperature category as per Table 8.1.
7.17.1 Purpose—These reliability tests are performed to
evaluate the performance of anchors under sustained loads at
standard temperature and maximum long-term temperature.
7.17.2 General test conditions
7.17.2.1 Perform sustained tension tests in uncracked
concrete, followed by confined tension tests to failure.
7.17.2.2 Install and cure anchors at standard temperature.
7.17.2.3 Conduct tests at standard and long-term test
temperatures corresponding to the desired temperature categories
in accordance with Table 8.1. If tests at the long-term test
temperature are performed with N
sust
in accordance with
Eq. (7-3), unreduced by the factor α
lt
and extrapolated to
50 years, and compared to the limiting displacement at loss of
adhesion derived from tests at standard temperature, the tests at
standard temperature are permitted to be omitted (10.11.3).
7.17.2.4 Temperature control shall be maintained via ther-
mocouples in the concrete test member. Embed thermocouples
a maximum of 115 mm from the surface of the concrete into
which the anchors are to be installed. Distance from the outer
perimeter of the installed anchor and thermocouple shall not
exceed 10 mm. The thermocouples shall be either cast in the
concrete or positioned in holes drilled in the cured test member.
Drilled holes for thermocouples shall have a maximum nominal
diameter of 13 mm and shall be sealed in such a manner that the
temperature readings reflect the concrete temperature.
The exception to this is that thermocouples are not
required if it can be experimentally demonstrated that the
test procedure will consistently produce test member
temperatures in accordance with the target temperatures. The
test procedure will include monitoring of test chamber
temperature at maximum 1-hour intervals.
7.17.2.5 Each test shall have a minimum duration of
42 days.
7.17.3 Tests at standard temperature
7.17.3.1 After the curing period has elapsed, apply a
tension preload to the anchor prior to zeroing displacement
readings not to exceed 5 percent of N
sust,lt
or 1300 N, then
increase the load on the anchor to a constant tension load
N
sust,lt
as given by Eq. (7-3). The load shall be applied using
an unconfined test setup as shown in 4.4 or a confined test
setup as shown in Fig. 4.5. After the load has been applied,
adjust the temperature of the test member until the temperature,
as recorded by the embedded thermocouples, is stabilized at
the target temperature.
N (7-3)
N
sustlt,
0.55N
oi,
f
ctest,
f
ctesti,,
---------------
n
=
7.16.2 General test conditions—Perform sustained
tension tests in uncracked concrete followed by confined
tension tests to failure.
7.16.3 The test member shall consist of a cube or cylinder
with side length (or diameter) of 200 mm ≤ l
side
≤ 300 mm
for anchor diameters M12 to M16. For anchor diameters greater
than 16 mm, the test member shall have a side length 15d ≤ l
side
≤ 25d. Dimensions of the test member shall be chosen to
avoid splitting the test member during the test conduct.
Freezing-and-thawing-resistant concrete shall be permitted.
Restraint of the test member as required to prevent splitting
shall be permitted. Where such restraint is used (for example,
steel cylinder), dimensions of the specimen may be reduced.
7.16.3.1 Install and cure anchors at standard temperature.
7.16.3.2 Cover the top surface of the test member within
a minimum 75 mm radius from the center of the test anchor,
with potable water maintaining a minimum of 13 mm depth
throughout the test. Seal all other exposed surfaces to
prevent evaporation of water. Load the anchor with a
constant tension load N
sust,ft
given by Eq. (7-2), to be
maintained throughout the test.
N (7-2)
where
N
o,i
=mean tension capacity as determined from reference
service-condition tests in high-strength concrete as
follows: Table 3.1, Test 7b; Table 3.2, Test 11b; or
Table 3.3, Test 8b whereby results that are less than
85 percent of the mean value shall be excluded
from the determination of the mean (for example,
the mean shall be recalculated with the remaining
results, N) (refer also to 4.7.2.2);
f
c,test
=concrete compressive strength as measured at the
time of testing, MPa;
f
c,test,i
=concrete compressive strength corresponding to
the tests used to establish N
o,i
, MPa; and
n =normalization exponent determined in accordance
with 10.2.
7.16.3.3 Carry out 50 freezing-and-thawing cycles.
1.Maintain load at N
sust,ft
throughout the freezing-and-
thawing test.
2.Raise the temperature of the chamber within 1 hour to
20°C ± 2°C.
3.Maintain the chamber temperature at 20°C ± 2°C for an
additional 7 hours.
4.Lower the temperature of the chamber to –20°C ± 2°C
within 2 hours.
5.Maintain the chamber temperature at –20°C ± 2°C for
an additional 14 hours.
7.16.3.4 Measure the displacements during the temperature
cycles.
7.16.3.5 If the test is interrupted, the samples shall always
be stored at a temperature of –20°C ± 2°C between cycles.
7.16.3.6 After the completion of 50 cycles, conduct a
confined tension test to failure at standard temperature.
N
sustft,
0.55N
oi,
f
ctest,
f
ctesti,,
---------------
n
=
7.17—Sensitivity to sustained loading at standard
and maximum long-term temperature
Refer to Table 3.1, Test 4; Table 3.2, Test 7; and Table 3.3,
Test 5.
R7.17 The sustained load, or creep test, is conducted to
establish the creep behavior of the adhesive anchor system
over its service life. Tests are performed at standard tempera-
ture of 23°C ± 4°C, and at long-term elevated temperature.
The long-term elevated temperature corresponds to the
temperature category as per Table 8.1.
7.17.1 Purpose—These reliability tests are performed to
evaluate the performance of anchors under sustained loads at
standard temperature and maximum long-term temperature.
7.17.2 General test conditions
7.17.2.1 Perform sustained tension tests in uncracked
concrete, followed by confined tension tests to failure.
7.17.2.2 Install and cure anchors at standard temperature.
7.17.2.3 Conduct tests at standard and long-term test
temperatures corresponding to the desired temperature categories
in accordance with Table 8.1. If tests at the long-term test
temperature are performed with N
sust
in accordance with
Eq. (7-3), unreduced by the factor α
lt
and extrapolated to
50 years, and compared to the limiting displacement at loss of
adhesion derived from tests at standard temperature, the tests at
standard temperature are permitted to be omitted (10.11.3).
7.17.2.4 Temperature control shall be maintained via ther-
mocouples in the concrete test member. Embed thermocouples
a maximum of 115 mm from the surface of the concrete into
which the anchors are to be installed. Distance from the outer
perimeter of the installed anchor and thermocouple shall not
exceed 10 mm. The thermocouples shall be either cast in the
concrete or positioned in holes drilled in the cured test member.
Drilled holes for thermocouples shall have a maximum nominal
diameter of 13 mm and shall be sealed in such a manner that the
temperature readings reflect the concrete temperature.
The exception to this is that thermocouples are not
required if it can be experimentally demonstrated that the
test procedure will consistently produce test member
temperatures in accordance with the target temperatures. The
test procedure will include monitoring of test chamber
temperature at maximum 1-hour intervals.
7.17.2.5 Each test shall have a minimum duration of
42 days.
7.17.3 Tests at standard temperature
7.17.3.1 After the curing period has elapsed, apply a
tension preload to the anchor prior to zeroing displacement
readings not to exceed 5 percent of N
sust,lt
or 1300 N, then
increase the load on the anchor to a constant tension load
N
sust,lt
as given by Eq. (7-3). The load shall be applied using
an unconfined test setup as shown in 4.4 or a confined test
setup as shown in Fig. 4.5. After the load has been applied,
adjust the temperature of the test member until the temperature,
as recorded by the embedded thermocouples, is stabilized at
the target temperature.
N (7-3)
N
sustlt,
0.55N
oi,
f
ctest,
f
ctesti,,
---------------
n
=
QUALIFICATION OF POST-INSTALLED ADHESIVE ANCHORS IN CONCRETE (ACI 355.4M-11) AND COMMENTARY 31
where
N
o,i
=mean tension capacity as determined from refer-
ence service-condition tests in low-strength
concrete as follows: Table 3.1, Test 7a; Table 3.2,
Test 11a; or Table 3.3, Test 8a whereby results
that are less than 85 percent of the mean value
shall be excluded from the determination of the
mean, that is, the mean shall be recalculated with
the remaining results, N (refer also to 4.7.2.2);
f
c,test
=concrete compressive strength as measured at the
time of testing, MPa;
f
c,test,i
=concrete compressive strength corresponding to the
tests used to establish N
o,i
, MPa; and
n =normalization exponent determined in accordance
with 10.2.
7.17.3.2 Maintain the load at N
sust,lt
and maintain the
temperature at the target temperature.
7.17.3.3 Record anchor displacement for the test duration.
The frequency of monitoring displacements shall be chosen
to demonstrate the anchor characteristics. As displacements
are greatest in the early stages, monitoring frequency should
be high initially, but reduced over time. As an example, the
following monitoring schedule would be acceptable:
a)During the first hour—every 10 minutes
b)During the next 6 hours—every hour
c)During the next 10 days—every day
d)Thereafter—every 5 to 10 days
7.17.3.4 Temperatures in the test chamber may vary by
±6°C due to day/night and seasonal effects, but the required
test chamber temperature shall be achieved as an average
over the test period. Record the concrete test member
temperature at maximum 1-hour intervals. If thermocouples
are not used in accordance with 7.17.2.4, record the tempera-
ture in the test chamber at maximum 1-hour intervals.
7.17.3.5 Alternatively, the concrete test member
temperature shall be recorded at maximum 24-hour intervals
provided the temperature of the conditioning chamber
necessary to maintain the target test member temperature is
recorded at maximum 1-hour intervals.
7.17.3.6 If the concrete test member temperature falls
below the minimum target temperature, including tolerances,
for more than 24 hours, extend the test duration by the length
of time the temperature was below the target minimum.
7.17.3.7 At the conclusion of the sustained loading
portion of the test, conduct a confined tension test to failure
at standard temperature with continuous measurement of
load and displacement.
7.17.4 Tests at long-term elevated temperature
7.17.4.1 It is required to perform the tests in a concrete test
member made from the same concrete batch as the test member
used for the tests at elevated short-term temperature.
7.17.4.2 After the curing period has elapsed, increase the
temperature of the test member until the temperature, as
recorded by the embedded thermocouples, is stabilized at the
target temperature. Raise the temperature of the test chamber
to the maximum long-term test temperature (either Category A
or B according to Table 8.1) at a rate of approximately 20°C
per hour. Apply a tension preload not exceeding 5 percent of
N
sust,lt
or 1300 N to the anchor prior to zeroing displacement
readings. Then increase the load on the anchor to a constant
tension load N
sust,lt
as given by Eq. (7-3) multiplied by α
lt
as
determined in accordance with Eq. (10-26).
7.17.4.3 Maintain load N
sust,lt
and maintain temperature
at the maximum long-term test temperature. For the
frequency of displacement monitoring, refer to 7.17.3. At the
long-term test temperature, the temperature in the test
chamber may vary by ±3°C due to day/night and seasonal
effects, but the required test chamber temperature shall be
achieved as an average over the test period.
7.17.4.4 To check the remaining load capacity after the
sustained load test, unload the anchor and carry out a confined
tension test at the maximum long-term test temperature.
7.18—Sensitivity to installation direction
Refer to Table 3.1, Test 5; Table 3.2, Test 8; and Table 3.3,
Test 6.
R7.18 The majority of ACI 355.4M tests are performed on
anchors installed in the downward position. Where anchors
are to be installed in other orientations, such as horizontal and
overhead, tests are required to validate the performance of the
adhesive anchor system for these orientations. These tests are
intended to ensure the MPII is adequate to describe the neces-
sary installation steps, the adhesive anchor system is appro-
priate for installation in the tested orientation, and the bond
strength has been correctly assessed for anchors installed in
the tested orientation. Factors of particular importance in the
assessment include completely filling the hole with adhesive,
avoiding excessive adhesive run-out during the installation
process, and preventing anchor element sag during adhesive
cure. Because of the possibility for run-out of adhesive during
overhead installations, particular care should be exercised to
prevent skin or eye exposure, and all precautions indicated by
the MSDS for the product should be exercised.
For adhesive anchor systems not designed for other than
down-hole installation, these tests may be omitted. To avoid
accidental misuse of such products, however, it is necessary
to provide a standardized warning label on the product (for
example, cartridge and foil pack) and on the packaging
indicating restrictions on use (Fig. 7.2).
7.18.1 Purpose—These optional reliability tests are
performed to evaluate the performance of adhesive anchors
installed horizontally and overhead, that is, vertically up.
7.18.2 General test conditions—Perform confined tension
tests in uncracked concrete. Conduct tests on all-thread
anchors that have been installed in accordance with the MPII.
7.18.3 Perform separate test series with anchors installed
horizontally and overhead. Perform tension tests to failure
with continuous measurement of load and displacement.
Install and cure anchors at the minimum and maximum
installation temperatures for concrete and adhesive included
in the MPII for downhole installation. Perform tension tests
at standard temperature.
7.18.3.1 Anchor installation used for testing shall be
reviewed for effectiveness. A procedure for verifying the
effectiveness of overhead installation procedures using blind
injection into a clear tube of equivalent diameter and length is
where
N
o,i
=mean tension capacity as determined from refer-
ence service-condition tests in low-strength
concrete as follows: Table 3.1, Test 7a; Table 3.2,
Test 11a; or Table 3.3, Test 8a whereby results
that are less than 85 percent of the mean value
shall be excluded from the determination of the
mean, that is, the mean shall be recalculated with
the remaining results, N (refer also to 4.7.2.2);
f
c,test
=concrete compressive strength as measured at the
time of testing, MPa;
f
c,test,i
=concrete compressive strength corresponding to the
tests used to establish N
o,i
, MPa; and
n =normalization exponent determined in accordance
with 10.2.
7.17.3.2 Maintain the load at N
sust,lt
and maintain the
temperature at the target temperature.
7.17.3.3 Record anchor displacement for the test duration.
The frequency of monitoring displacements shall be chosen
to demonstrate the anchor characteristics. As displacements
are greatest in the early stages, monitoring frequency should
be high initially, but reduced over time. As an example, the
following monitoring schedule would be acceptable:
a)During the first hour—every 10 minutes
b)During the next 6 hours—every hour
c)During the next 10 days—every day
d)Thereafter—every 5 to 10 days
7.17.3.4 Temperatures in the test chamber may vary by
±6°C due to day/night and seasonal effects, but the required
test chamber temperature shall be achieved as an average
over the test period. Record the concrete test member
temperature at maximum 1-hour intervals. If thermocouples
are not used in accordance with 7.17.2.4, record the tempera-
ture in the test chamber at maximum 1-hour intervals.
7.17.3.5 Alternatively, the concrete test member
temperature shall be recorded at maximum 24-hour intervals
provided the temperature of the conditioning chamber
necessary to maintain the target test member temperature is
recorded at maximum 1-hour intervals.
7.17.3.6 If the concrete test member temperature falls
below the minimum target temperature, including tolerances,
for more than 24 hours, extend the test duration by the length
of time the temperature was below the target minimum.
7.17.3.7 At the conclusion of the sustained loading
portion of the test, conduct a confined tension test to failure
at standard temperature with continuous measurement of
load and displacement.
7.17.4 Tests at long-term elevated temperature
7.17.4.1 It is required to perform the tests in a concrete test
member made from the same concrete batch as the test member
used for the tests at elevated short-term temperature.
7.17.4.2 After the curing period has elapsed, increase the
temperature of the test member until the temperature, as
recorded by the embedded thermocouples, is stabilized at the
target temperature. Raise the temperature of the test chamber
to the maximum long-term test temperature (either Category A
or B according to Table 8.1) at a rate of approximately 20°C
per hour. Apply a tension preload not exceeding 5 percent of
N
sust,lt
or 1300 N to the anchor prior to zeroing displacement
readings. Then increase the load on the anchor to a constant
tension load N
sust,lt
as given by Eq. (7-3) multiplied by α
lt
as
determined in accordance with Eq. (10-26).
7.17.4.3 Maintain load N
sust,lt
and maintain temperature
at the maximum long-term test temperature. For the
frequency of displacement monitoring, refer to 7.17.3. At the
long-term test temperature, the temperature in the test
chamber may vary by ±3°C due to day/night and seasonal
effects, but the required test chamber temperature shall be
achieved as an average over the test period.
7.17.4.4 To check the remaining load capacity after the
sustained load test, unload the anchor and carry out a confined
tension test at the maximum long-term test temperature.
7.18—Sensitivity to installation direction
Refer to Table 3.1, Test 5; Table 3.2, Test 8; and Table 3.3,
Test 6.
R7.18 The majority of ACI 355.4M tests are performed on
anchors installed in the downward position. Where anchors
are to be installed in other orientations, such as horizontal and
overhead, tests are required to validate the performance of the
adhesive anchor system for these orientations. These tests are
intended to ensure the MPII is adequate to describe the neces-
sary installation steps, the adhesive anchor system is appro-
priate for installation in the tested orientation, and the bond
strength has been correctly assessed for anchors installed in
the tested orientation. Factors of particular importance in the
assessment include completely filling the hole with adhesive,
avoiding excessive adhesive run-out during the installation
process, and preventing anchor element sag during adhesive
cure. Because of the possibility for run-out of adhesive during
overhead installations, particular care should be exercised to
prevent skin or eye exposure, and all precautions indicated by
the MSDS for the product should be exercised.
For adhesive anchor systems not designed for other than
down-hole installation, these tests may be omitted. To avoid
accidental misuse of such products, however, it is necessary
to provide a standardized warning label on the product (for
example, cartridge and foil pack) and on the packaging
indicating restrictions on use (Fig. 7.2).
7.18.1 Purpose—These optional reliability tests are
performed to evaluate the performance of adhesive anchors
installed horizontally and overhead, that is, vertically up.
7.18.2 General test conditions—Perform confined tension
tests in uncracked concrete. Conduct tests on all-thread
anchors that have been installed in accordance with the MPII.
7.18.3 Perform separate test series with anchors installed
horizontally and overhead. Perform tension tests to failure
with continuous measurement of load and displacement.
Install and cure anchors at the minimum and maximum
installation temperatures for concrete and adhesive included
in the MPII for downhole installation. Perform tension tests
at standard temperature.
7.18.3.1 Anchor installation used for testing shall be
reviewed for effectiveness. A procedure for verifying the
effectiveness of overhead installation procedures using blind
injection into a clear tube of equivalent diameter and length is
32 QUALIFICATION OF POST-INSTALLED ADHESIVE ANCHORS IN CONCRETE (ACI 355.4M-11) AND COMMENTARY
shown in Fig. 7.3. The procedure used shall enable the
evaluation of the installation procedure as described in 10.12.
7.19—Torque test
Refer to Table 3.1, Test 6; Table 3.2, Test 9; and Table 3.3,
Test 7.
R7.19 Torque tests establish a tightening torque that
produces a clamping force to be applied to the connection
through the adhesive anchor, but not too high of a clamping
force so that the bond between the adhesive and concrete or
between the anchor rod and the adhesive is broken. For
anchor elements that do not require the application of
torque, such as deformed reinforcing bar dowels, these tests
may be omitted.
7.19.1 Purpose—These reliability tests are used to establish
the maximum level of torque that can be applied to the
installed anchor without inducing tension yield of the anchor
element or damaging the adhesive bond.
7.19.2 General test conditions—Figure 7.4 shows the test
setup. The fixture shall contain all elements shown. The
double-sided abrasive paper shall have sufficient roughness
to prevent rotation of the washer relative to the test fixture
during the application of torque. Other methods of preventing
rotation of the washer shall be permitted, provided it can be
shown they do not affect the anchor performance.
7.19.3 Apply increasing torque and record the torque and
corresponding induced tension in the anchor bolt. The
washer shall not turn during the application of torque.
CHAPTER 8—SERVICE-CONDITION TESTS
8.1—Purpose
The purpose of the service-condition tests is to determine
the basic data required to predict the performance of the
anchor under service conditions.
R8.1 Service-condition tests establish the general strength
data for the anchor system in uncracked and cracked concrete
and under various temperature and environmental exposure
conditions, as well as in conjunction with seismic loading.
8.2—Required tests
Required service-condition tests are given in Table 3.1 for
adhesive anchors qualified for use in uncracked concrete
only and in Table 3.2 or 3.3 for adhesive anchors qualified
for use in both uncracked and cracked concrete. Test require-
ments for adhesive anchors assessed to resist seismic loads
are defined in Table 3.2.
R8.2 Anchors to be qualified for use in cracked concrete
are installed in hairline cracks, which are then opened to a
crack width w of 0.3 mm before anchor loading. This crack
width is consistent with the expected response of rein-
forced concrete structures under sustained load.
8.3—Conduct of tests
R8.3 Service-condition tests are to be performed on
anchors installed in accordance with the MPII.
8.3.1 Prepare test members, install anchors, and test in
accordance with Chapter 4 unless otherwise noted.
8.3.2 Perform tests in dry concrete.
8.3.3 Perform tests with air, concrete, and anchor at
standard temperature unless otherwise noted.
8.4—Tension tests in uncracked and cracked
concrete
Refer to Table 3.1, Tests 7a and 7b; Table 3.2, Tests 11a,
11b, 11c, and 11d; and Table 3.3, Tests 8a and 8b.
R8.4 Tests are conducted in low- and high-strength
concrete to establish the characteristic limiting bond stress.
Fig. 7.3—Procedure to verify effectiveness of adhesive
injection method.
Fig. 7.4—Torque test setup.
Fig. 7.2—Required labeling for products not tested for
sensitivity to installation orientation.
shown in Fig. 7.3. The procedure used shall enable the
evaluation of the installation procedure as described in 10.12.
7.19—Torque test
Refer to Table 3.1, Test 6; Table 3.2, Test 9; and Table 3.3,
Test 7.
R7.19 Torque tests establish a tightening torque that
produces a clamping force to be applied to the connection
through the adhesive anchor, but not too high of a clamping
force so that the bond between the adhesive and concrete or
between the anchor rod and the adhesive is broken. For
anchor elements that do not require the application of
torque, such as deformed reinforcing bar dowels, these tests
may be omitted.
7.19.1 Purpose—These reliability tests are used to establish
the maximum level of torque that can be applied to the
installed anchor without inducing tension yield of the anchor
element or damaging the adhesive bond.
7.19.2 General test conditions—Figure 7.4 shows the test
setup. The fixture shall contain all elements shown. The
double-sided abrasive paper shall have sufficient roughness
to prevent rotation of the washer relative to the test fixture
during the application of torque. Other methods of preventing
rotation of the washer shall be permitted, provided it can be
shown they do not affect the anchor performance.
7.19.3 Apply increasing torque and record the torque and
corresponding induced tension in the anchor bolt. The
washer shall not turn during the application of torque.
CHAPTER 8—SERVICE-CONDITION TESTS
8.1—Purpose
The purpose of the service-condition tests is to determine
the basic data required to predict the performance of the
anchor under service conditions.
R8.1 Service-condition tests establish the general strength
data for the anchor system in uncracked and cracked concrete
and under various temperature and environmental exposure
conditions, as well as in conjunction with seismic loading.
8.2—Required tests
Required service-condition tests are given in Table 3.1 for
adhesive anchors qualified for use in uncracked concrete
only and in Table 3.2 or 3.3 for adhesive anchors qualified
for use in both uncracked and cracked concrete. Test require-
ments for adhesive anchors assessed to resist seismic loads
are defined in Table 3.2.
R8.2 Anchors to be qualified for use in cracked concrete
are installed in hairline cracks, which are then opened to a
crack width w of 0.3 mm before anchor loading. This crack
width is consistent with the expected response of rein-
forced concrete structures under sustained load.
8.3—Conduct of tests
R8.3 Service-condition tests are to be performed on
anchors installed in accordance with the MPII.
8.3.1 Prepare test members, install anchors, and test in
accordance with Chapter 4 unless otherwise noted.
8.3.2 Perform tests in dry concrete.
8.3.3 Perform tests with air, concrete, and anchor at
standard temperature unless otherwise noted.
8.4—Tension tests in uncracked and cracked
concrete
Refer to Table 3.1, Tests 7a and 7b; Table 3.2, Tests 11a,
11b, 11c, and 11d; and Table 3.3, Tests 8a and 8b.
R8.4 Tests are conducted in low- and high-strength
concrete to establish the characteristic limiting bond stress.
Fig. 7.3—Procedure to verify effectiveness of adhesive
injection method.
Fig. 7.4—Torque test setup.
Fig. 7.2—Required labeling for products not tested for
sensitivity to installation orientation.
QUALIFICATION OF POST-INSTALLED ADHESIVE ANCHORS IN CONCRETE (ACI 355.4M-11) AND COMMENTARY 33
Depending on the characteristics of the adhesive and the
embedment depths for which the system is to be assessed, it
may be necessary to take special measures to achieve bond
failures in these tests (refer to 4.7). The use of confined tests
is permitted under certain conditions and can enable the use
of reference tests for establishing characteristic limiting
bond stress values.
8.4.1 Purpose—These tests are used to establish the bond
resistance of the anchor system.
8.4.2 Conduct of tests—Perform unconfined service-
condition tension tests in accordance with Section 4.7 in both
low- and high-strength concrete.
8.4.2.1 It shall be permitted to perform the service-
condition tension 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 confined tests if the evaluation for τ
k,cr
is
performed in accordance with 10.4.5.3.3.
8.5—Tension tests at elevated temperature
Refer to Table 3.1, Test 8a; Table 3.2, Test 12a; and
Table 3.3, Test 9a.
R8.5 Tension tests establish the anchor performance at
concrete temperatures elevated above standard temperature
for long and short durations (2.2—elevated concrete
temperature). Temperature Category A provides a standard
approach that assumes a potential long-term elevated
temperature consistent with hot climate exposures and a
short-term temperature reflective of diurnal cycling in such
climates for a given sun exposure duration and concrete
mass. Typical sources of elevated concrete temperature are
anticipated, with the exception of heat of hydration in early-
age concrete, extreme elevated temperature (for example,
boiler rooms), and exposure to nuclear radiation in contain-
ment structure. Temperature Category B establishes the
same long-term temperature as temperature Category A.
This temperature is relevant for testing to establish response
to sustained load. The short-term temperature remains open-
ended, however, and the response of the adhesive anchor to
intermediate levels of elevated concrete temperature is
established. Products may be tested and assessed for either
or both categories under this standard.
8.5.1 Purpose—These service-condition tests are used to
assess the sensitivity of the adhesive material to applications
in concrete with elevated temperatures that can occur over
short periods of time, that is, short-term test temperatures, as
well as elevated temperatures that may occur over more
extended periods, that is, long-term test temperatures.
8.5.2 General test conditions—Conduct static tension
tests at long-term and short-term concrete temperatures
corresponding to the desired temperature category (Table 8.1).
It shall be permitted to obtain qualification at multiple
temperature categories.
8.5.2.1 Conduct confined tension tests in uncracked
concrete.
8.5.2.2 Maintain temperature control with thermocouples
in accordance with 7.17.2.4. Alternatively, it shall be permitted
to correlate the chamber temperature with the test member
internal temperature by separate investigations and control
the chamber temperature for the elevated temperature tests.
8.5.2.3 Qualify anchors for one or both of the temperature
categories given in Table 8.1. Install and test a minimum of
five anchors at each temperature data point. For Temperature
Category A, perform tests at the short- and long-term test
temperatures. For Temperature Category B, perform tests on
anchors—at standard temperature, at the long-term and
short-term test temperatures, and at a minimum of two
intermediate temperatures between the long-term and short-
term temperatures with a maximum increment of 20°C. If the
difference between the standard temperature and the selected
short-term test temperature is less than 20°C, then testing at
intermediate temperatures is not required.
8.5.2.4 Install and cure all anchors at standard temperature.
Following the recommended cure period, heat and maintain
the test members at the desired temperature for a minimum
of 24 hours. Remove each test member from the heating
chamber and conduct a confined tension test to failure with
continuous measurement of load and displacement before
the temperature of the test member falls below the temperature
listed in Table 8.1.
8.6—Tension tests with decreased installation
temperature
Refer to Table 3.1, Test 8b; Table 3.2, Test 12b; and
Table 3.3, Test 9b.
R8.6 These tests establish the suitability of the adhesive
anchor system for installation in concrete at lower-than-
standard temperatures. All adhesive anchor systems qualified
for installation in concrete temperatures below 10°C are
required to be installed and tested at the target concrete
temperature. When the target temperature for the system to
be qualified falls below 5°C, 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.
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 adhesive material to installation in
concrete below the standard temperature.
8.6.2 General test conditions—Perform confined tension
tests in uncracked concrete for anchors to be installed in
Table 8.1—Required temperatures for
testing at long- and short-term elevated
concrete temperatures
*
Temperature
category
Long-term temperature,
T
lt
, °C
Short-term temperature,
T
st
, °C
A 43 80
B ≥ 43 ≥ T
lt
+ 11
*
All test temperatures have a minus tolerance of 0 degrees.
Depending on the characteristics of the adhesive and the
embedment depths for which the system is to be assessed, it
may be necessary to take special measures to achieve bond
failures in these tests (refer to 4.7). The use of confined tests
is permitted under certain conditions and can enable the use
of reference tests for establishing characteristic limiting
bond stress values.
8.4.1 Purpose—These tests are used to establish the bond
resistance of the anchor system.
8.4.2 Conduct of tests—Perform unconfined service-
condition tension tests in accordance with Section 4.7 in both
low- and high-strength concrete.
8.4.2.1 It shall be permitted to perform the service-
condition tension 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 confined tests if the evaluation for τ
k,cr
is
performed in accordance with 10.4.5.3.3.
8.5—Tension tests at elevated temperature
Refer to Table 3.1, Test 8a; Table 3.2, Test 12a; and
Table 3.3, Test 9a.
R8.5 Tension tests establish the anchor performance at
concrete temperatures elevated above standard temperature
for long and short durations (2.2—elevated concrete
temperature). Temperature Category A provides a standard
approach that assumes a potential long-term elevated
temperature consistent with hot climate exposures and a
short-term temperature reflective of diurnal cycling in such
climates for a given sun exposure duration and concrete
mass. Typical sources of elevated concrete temperature are
anticipated, with the exception of heat of hydration in early-
age concrete, extreme elevated temperature (for example,
boiler rooms), and exposure to nuclear radiation in contain-
ment structure. Temperature Category B establishes the
same long-term temperature as temperature Category A.
This temperature is relevant for testing to establish response
to sustained load. The short-term temperature remains open-
ended, however, and the response of the adhesive anchor to
intermediate levels of elevated concrete temperature is
established. Products may be tested and assessed for either
or both categories under this standard.
8.5.1 Purpose—These service-condition tests are used to
assess the sensitivity of the adhesive material to applications
in concrete with elevated temperatures that can occur over
short periods of time, that is, short-term test temperatures, as
well as elevated temperatures that may occur over more
extended periods, that is, long-term test temperatures.
8.5.2 General test conditions—Conduct static tension
tests at long-term and short-term concrete temperatures
corresponding to the desired temperature category (Table 8.1).
It shall be permitted to obtain qualification at multiple
temperature categories.
8.5.2.1 Conduct confined tension tests in uncracked
concrete.
8.5.2.2 Maintain temperature control with thermocouples
in accordance with 7.17.2.4. Alternatively, it shall be permitted
to correlate the chamber temperature with the test member
internal temperature by separate investigations and control
the chamber temperature for the elevated temperature tests.
8.5.2.3 Qualify anchors for one or both of the temperature
categories given in Table 8.1. Install and test a minimum of
five anchors at each temperature data point. For Temperature
Category A, perform tests at the short- and long-term test
temperatures. For Temperature Category B, perform tests on
anchors—at standard temperature, at the long-term and
short-term test temperatures, and at a minimum of two
intermediate temperatures between the long-term and short-
term temperatures with a maximum increment of 20°C. If the
difference between the standard temperature and the selected
short-term test temperature is less than 20°C, then testing at
intermediate temperatures is not required.
8.5.2.4 Install and cure all anchors at standard temperature.
Following the recommended cure period, heat and maintain
the test members at the desired temperature for a minimum
of 24 hours. Remove each test member from the heating
chamber and conduct a confined tension test to failure with
continuous measurement of load and displacement before
the temperature of the test member falls below the temperature
listed in Table 8.1.
8.6—Tension tests with decreased installation
temperature
Refer to Table 3.1, Test 8b; Table 3.2, Test 12b; and
Table 3.3, Test 9b.
R8.6 These tests establish the suitability of the adhesive
anchor system for installation in concrete at lower-than-
standard temperatures. All adhesive anchor systems qualified
for installation in concrete temperatures below 10°C are
required to be installed and tested at the target concrete
temperature. When the target temperature for the system to
be qualified falls below 5°C, 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.
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 adhesive material to installation in
concrete below the standard temperature.
8.6.2 General test conditions—Perform confined tension
tests in uncracked concrete for anchors to be installed in
Table 8.1—Required temperatures for
testing at long- and short-term elevated
concrete temperatures
*
Temperature
category
Long-term temperature,
T
lt
, °C
Short-term temperature,
T
st
, °C
A 43 80
B ≥ 43 ≥ T
lt
+ 11
*
All test temperatures have a minus tolerance of 0 degrees.
34 QUALIFICATION OF POST-INSTALLED ADHESIVE ANCHORS IN CONCRETE (ACI 355.4M-11) AND COMMENTARY
concrete having a temperature less than 10°C. Prior to
installation, condition the anchor rod and test member to
the lowest installation temperature and maintain it for a
minimum of 24 hours. Install anchors in concrete test
members and allow them to cure at the stabilized tempera-
ture according to the MPII. Remove the test member from
the cooling chamber and tension test the anchors immedi-
ately to assure the test members reasonably remains at the
conditioned temperature. A thermocouple inserted into the
test member may be used to confirm the temperature at the
time of testing.
8.6.2.1 When the adhesives are recommended for
installation in concrete temperatures below 5°C in addition to
the tests described in 8.6.2, perform the following test:
a)Install and test a minimum of five anchors per the MPII.
Prior to installation, condition the anchor rod and test
member to the target temperature 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
recommended by the MPII.
c)Apply a constant tension load N
sust,ft
as given by Eq. (7-2).
Raise the temperature of the test chamber at a constant rate
to standard temperature for 72 to 96 hours while monitoring
the displacement response for each anchor. A thermocouple
inserted into the test member may be used to confirm test
member temperatures during the test.
Once the test member attains standard temperature,
conduct a confined tension test to failure with continuous
measurement of load and displacement.
8.7—Establishment of cure time at standard
temperature
Refer to Table 3.1, Test 8c; Table 3.2, Test 12c; and
Table 3.3, Test 9c.
R8.7 Cure time of most adhesive compounds is inversely
proportional to temperature. Where cure times are provided
for temperature ranges that overlap the standard temperature
range, a temperature should be selected that corresponds to
the lower end of the range.
8.7.1 Purpose—These service-condition tests are used to
establish the minimum curing time of the adhesive material
for the anchor to achieve full tension capacity.
8.7.2 General test conditions—Perform confined tension
tests in uncracked concrete. Tests are conducted on anchors
installed in accordance with the MPII at standard temperature.
The anchors are allowed to cure for the minimum curing
time. Tests are also conducted on anchors installed in the
same way and allowed to cure for the time specified in the
MPII plus an additional 24 hours.
8.8—Durability assessment
Refer to Table 3.1, Tests 9a and 9b; Table 3.2, Tests 13a
and 13b; and Table 3.3, Tests 10a and 10b.
R8.8 Durability tests are intended to assess the response
of the adhesive to aggressive exposure conditions. The slice
test, where a thin slice of the installed anchor is exposed to
a specific environmental condition and then tested for
residual bond strength in the punch test apparatus, provides
for a relatively uniform and conservative assessment of the
exposure condition by assuring the entire bond layer is
subjected to the aggressive compound. Care must be taken in
preparation of the slices and punch testing to ensure reliable
results. An austenitic stainless steel anchor element of
sufficient resistance should be used in the sulfur dioxide tests
to avoid steel failure. It does not capture all possible environ-
mental exposures deleterious to anchor performance. The
two exposure conditions—alkalinity and sulfur—are
considered two of the most common and aggressive and,
therefore, used as the baseline classification of anchor use.
8.8.1 Purpose—These service-condition tests are used to
assess the response of the adhesive material to attack by
environmental aggressors. Verify the durability of the adhe-
sive material with slice tests. With slice tests, the sensitivity
of installed anchors to different environmental exposures
can be assessed. The test for exposure to high alkalinity
(8.8.2.2.1) is required. The test for exposure to sulfur dioxide
(8.2.2.2.2) is optional.
8.8.2 General test conditions—Conduct tests on 13 mm
diameter all-thread anchors or the smallest nominal diameter
if it is larger than 13 mm. Embed anchors in cylindrical
concrete test members having a minimum diameter of 150 mm.
Cast the concrete test members in lengths of steel or plastic
pipe having a wall thickness as required to prevent slice
splitting during punch testing. All test members shall originate
from the same concrete batch. Install anchors along the central
axis of the concrete test members according to the MPII. For
tests in sulfur dioxide, fabricate the anchor element from
austenitic stainless steel. After curing the adhesive, concrete
cylinders in which the anchors are installed shall be sawn with
a diamond saw into 30 mm ± 3 mm thick slices so the resulting
slices are undamaged. Slices shall be oriented perpendicular to
the anchor axis and consist of the concrete, adhesive material,
and anchor element. Discard the top and bottom slices.
Prepare a minimum of 10 slices for each environmental
exposure to be investigated and 10 reference slices subjected
to standard climate conditions.
8.8.2.1 Storage of reference slices—Store the slices
under normal climate conditions (dry/standard tempera-
ture/relative humidity 50 ± 5%) for 2000 hours.
8.8.2.2 Storage of slices under aggressive environmental
exposure—Store 10 slices each under the following environ-
mental exposures.
8.8.2.2.1 High alkalinity— Store slices under standard
climate conditions in a container filled with an alkaline fluid
(pH = 13.2). All slices shall be completely covered for
2000 hours. Produce the alkaline fluid by mixing water with
potassium hydroxide (KOH) powder or tablets until the pH
value of 13.2 is reached. Maintain a mean alkalinity value of
pH = 13.2 ± 0.2 during storage. If the measured alkalinity
falls below 13.0, extend the test duration by the total length
of time during which the pH value was less than 13.0. The
length of time the pH was less than 13.0 shall not be included
in the calculation of the mean alkalinity value. Monitor the
pH value on a daily basis.
concrete having a temperature less than 10°C. Prior to
installation, condition the anchor rod and test member to
the lowest installation temperature and maintain it for a
minimum of 24 hours. Install anchors in concrete test
members and allow them to cure at the stabilized tempera-
ture according to the MPII. Remove the test member from
the cooling chamber and tension test the anchors immedi-
ately to assure the test members reasonably remains at the
conditioned temperature. A thermocouple inserted into the
test member may be used to confirm the temperature at the
time of testing.
8.6.2.1 When the adhesives are recommended for
installation in concrete temperatures below 5°C in addition to
the tests described in 8.6.2, perform the following test:
a)Install and test a minimum of five anchors per the MPII.
Prior to installation, condition the anchor rod and test
member to the target temperature 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
recommended by the MPII.
c)Apply a constant tension load N
sust,ft
as given by Eq. (7-2).
Raise the temperature of the test chamber at a constant rate
to standard temperature for 72 to 96 hours while monitoring
the displacement response for each anchor. A thermocouple
inserted into the test member may be used to confirm test
member temperatures during the test.
Once the test member attains standard temperature,
conduct a confined tension test to failure with continuous
measurement of load and displacement.
8.7—Establishment of cure time at standard
temperature
Refer to Table 3.1, Test 8c; Table 3.2, Test 12c; and
Table 3.3, Test 9c.
R8.7 Cure time of most adhesive compounds is inversely
proportional to temperature. Where cure times are provided
for temperature ranges that overlap the standard temperature
range, a temperature should be selected that corresponds to
the lower end of the range.
8.7.1 Purpose—These service-condition tests are used to
establish the minimum curing time of the adhesive material
for the anchor to achieve full tension capacity.
8.7.2 General test conditions—Perform confined tension
tests in uncracked concrete. Tests are conducted on anchors
installed in accordance with the MPII at standard temperature.
The anchors are allowed to cure for the minimum curing
time. Tests are also conducted on anchors installed in the
same way and allowed to cure for the time specified in the
MPII plus an additional 24 hours.
8.8—Durability assessment
Refer to Table 3.1, Tests 9a and 9b; Table 3.2, Tests 13a
and 13b; and Table 3.3, Tests 10a and 10b.
R8.8 Durability tests are intended to assess the response
of the adhesive to aggressive exposure conditions. The slice
test, where a thin slice of the installed anchor is exposed to
a specific environmental condition and then tested for
residual bond strength in the punch test apparatus, provides
for a relatively uniform and conservative assessment of the
exposure condition by assuring the entire bond layer is
subjected to the aggressive compound. Care must be taken in
preparation of the slices and punch testing to ensure reliable
results. An austenitic stainless steel anchor element of
sufficient resistance should be used in the sulfur dioxide tests
to avoid steel failure. It does not capture all possible environ-
mental exposures deleterious to anchor performance. The
two exposure conditions—alkalinity and sulfur—are
considered two of the most common and aggressive and,
therefore, used as the baseline classification of anchor use.
8.8.1 Purpose—These service-condition tests are used to
assess the response of the adhesive material to attack by
environmental aggressors. Verify the durability of the adhe-
sive material with slice tests. With slice tests, the sensitivity
of installed anchors to different environmental exposures
can be assessed. The test for exposure to high alkalinity
(8.8.2.2.1) is required. The test for exposure to sulfur dioxide
(8.2.2.2.2) is optional.
8.8.2 General test conditions—Conduct tests on 13 mm
diameter all-thread anchors or the smallest nominal diameter
if it is larger than 13 mm. Embed anchors in cylindrical
concrete test members having a minimum diameter of 150 mm.
Cast the concrete test members in lengths of steel or plastic
pipe having a wall thickness as required to prevent slice
splitting during punch testing. All test members shall originate
from the same concrete batch. Install anchors along the central
axis of the concrete test members according to the MPII. For
tests in sulfur dioxide, fabricate the anchor element from
austenitic stainless steel. After curing the adhesive, concrete
cylinders in which the anchors are installed shall be sawn with
a diamond saw into 30 mm ± 3 mm thick slices so the resulting
slices are undamaged. Slices shall be oriented perpendicular to
the anchor axis and consist of the concrete, adhesive material,
and anchor element. Discard the top and bottom slices.
Prepare a minimum of 10 slices for each environmental
exposure to be investigated and 10 reference slices subjected
to standard climate conditions.
8.8.2.1 Storage of reference slices—Store the slices
under normal climate conditions (dry/standard tempera-
ture/relative humidity 50 ± 5%) for 2000 hours.
8.8.2.2 Storage of slices under aggressive environmental
exposure—Store 10 slices each under the following environ-
mental exposures.
8.8.2.2.1 High alkalinity— Store slices under standard
climate conditions in a container filled with an alkaline fluid
(pH = 13.2). All slices shall be completely covered for
2000 hours. Produce the alkaline fluid by mixing water with
potassium hydroxide (KOH) powder or tablets until the pH
value of 13.2 is reached. Maintain a mean alkalinity value of
pH = 13.2 ± 0.2 during storage. If the measured alkalinity
falls below 13.0, extend the test duration by the total length
of time during which the pH value was less than 13.0. The
length of time the pH was less than 13.0 shall not be included
in the calculation of the mean alkalinity value. Monitor the
pH value on a daily basis.
QUALIFICATION OF POST-INSTALLED ADHESIVE ANCHORS IN CONCRETE (ACI 355.4M-11) AND COMMENTARY 35
8.8.2.2.2 Sulfur dioxide—Perform tests according to EN
ISO 6988 (Kesternich Test); the theoretical sulfur dioxide
concentration, however, shall be 0.67 percent at the beginning
of a cycle, corresponding to 2 dm
3
of SO
2
for a test chamber
volume of 300 dm
3
. Perform at least 80 cycles.
8.8.3 Punch tests—Within 24 hours after removal of the
specimen from storage, measure the thickness of the slices
and test them in a test apparatus that permits the metal, that
is, the anchor element part of the slice, to be punched through
the slice while restraining the surrounding concrete (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 during the punch test. Evaluate the bond stress
τ
dur,i
for each punch test using Eq. (8-1).
MPa (8-1)
where
h
sl
=measured thickness of slice i, mm;
d
a
= anchor diameter, mm; and
N
u,i
=measured axial load corresponding to failure
of slice i, N.
R8.8.3 Slices removed from storage should be tested as
soon as possible to avoid the potential effects of specimen
drying on the measured bond strength.
8.9—Verification of full concrete capacity
in a corner
Refer to Table 3.1, Test 10; Table 3.2, Test 14; and Table 3.3,
Test 11.
R8.9 The concrete capacity design method assumes that
maximum concrete breakout or bond capacity is reached at
edge distances equal to or greater than c
ac
. To check this
assumption for a specific anchor system, tests are performed
with single anchors in a corner with c
a1
= c
a2
= c
ac
. This
edge distance represents the critical edge distance at which
there is no edge influence on the tensile capacity of the anchor
as governed by concrete failure. The tests are performed in
concrete members having the smallest thickness h
min
for
which the manufacturer wishes to qualify the anchor. These
tests permit the selection of product-specific values for c
ac
that, in conjunction with some value of h
min
, will allow
anchor installation without damage in the form of splitting
cracks to the concrete. There can be more than one
combination of these values.
8.9.1 Purpose—This test is performed to determine the
critical edge distance c
ac
in test members with the minimum
specified thickness for that anchor.
8.9.2 General test conditions—Perform tests on single
anchors in uncracked, low-strength concrete at a corner with
equal edge distances of c
ac
, and test member thickness h
min
(Fig. 8.2).
8.10—Determination of minimum spacing and
edge distance to preclude splitting
Refer to Table 3.1, Test 11; Table 3.2, Test 15; and
Table 3.3, Test 12.
τ
duri,
N
ui,
πd
a
h
sl
---------------=
R8.10 Tests are performed with two anchors installed
parallel to an edge with the minimum edge and spacing
distances and in a test member having the smallest thickness
for which the manufacturer wishes to qualify the anchor.
Minimum values for edge distance and anchor spacing are
given in ACI 318M, Appendix D. These tests permit the selec-
tion of product-specific values for c
min
and s
min
that, in
conjunction with some value of h
min
, will allow anchor
installation without damage in the form of splitting cracks to
the concrete. There can be more than one combination of
these three minimum values. While the application of torque is
not required to set normal adhesive anchor systems, most
MPIIs specify a maximum torque value for the clamp attach-
ment to the concrete. Use of an elevated torque value (1.7T
inst
)
is intended to compensate for possible inaccuracies in torque
wrenches on site. For conditions in which torque is not applied
to the anchor, the minimum edge distance is governed by the
drilling process used to install the adhesive anchor.
8.10.1 Purpose—This test is performed to verify for the
s
min
and c
min
requested by the manufacturer that the concrete
will not experience splitting failure during installation and
the required tension capacity is achieved.
Fig. 8.1—Punch test.
Fig. 8.2—Corner test.
8.8.2.2.2 Sulfur dioxide—Perform tests according to EN
ISO 6988 (Kesternich Test); the theoretical sulfur dioxide
concentration, however, shall be 0.67 percent at the beginning
of a cycle, corresponding to 2 dm
3
of SO
2
for a test chamber
volume of 300 dm
3
. Perform at least 80 cycles.
8.8.3 Punch tests—Within 24 hours after removal of the
specimen from storage, measure the thickness of the slices
and test them in a test apparatus that permits the metal, that
is, the anchor element part of the slice, to be punched through
the slice while restraining the surrounding concrete (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 during the punch test. Evaluate the bond stress
τ
dur,i
for each punch test using Eq. (8-1).
MPa (8-1)
where
h
sl
=measured thickness of slice i, mm;
d
a
= anchor diameter, mm; and
N
u,i
=measured axial load corresponding to failure
of slice i, N.
R8.8.3 Slices removed from storage should be tested as
soon as possible to avoid the potential effects of specimen
drying on the measured bond strength.
8.9—Verification of full concrete capacity
in a corner
Refer to Table 3.1, Test 10; Table 3.2, Test 14; and Table 3.3,
Test 11.
R8.9 The concrete capacity design method assumes that
maximum concrete breakout or bond capacity is reached at
edge distances equal to or greater than c
ac
. To check this
assumption for a specific anchor system, tests are performed
with single anchors in a corner with c
a1
= c
a2
= c
ac
. This
edge distance represents the critical edge distance at which
there is no edge influence on the tensile capacity of the anchor
as governed by concrete failure. The tests are performed in
concrete members having the smallest thickness h
min
for
which the manufacturer wishes to qualify the anchor. These
tests permit the selection of product-specific values for c
ac
that, in conjunction with some value of h
min
, will allow
anchor installation without damage in the form of splitting
cracks to the concrete. There can be more than one
combination of these values.
8.9.1 Purpose—This test is performed to determine the
critical edge distance c
ac
in test members with the minimum
specified thickness for that anchor.
8.9.2 General test conditions—Perform tests on single
anchors in uncracked, low-strength concrete at a corner with
equal edge distances of c
ac
, and test member thickness h
min
(Fig. 8.2).
8.10—Determination of minimum spacing and
edge distance to preclude splitting
Refer to Table 3.1, Test 11; Table 3.2, Test 15; and
Table 3.3, Test 12.
τ
duri,
N
ui,
πd
a
h
sl
---------------=
R8.10 Tests are performed with two anchors installed
parallel to an edge with the minimum edge and spacing
distances and in a test member having the smallest thickness
for which the manufacturer wishes to qualify the anchor.
Minimum values for edge distance and anchor spacing are
given in ACI 318M, Appendix D. These tests permit the selec-
tion of product-specific values for c
min
and s
min
that, in
conjunction with some value of h
min
, will allow anchor
installation without damage in the form of splitting cracks to
the concrete. There can be more than one combination of
these three minimum values. While the application of torque is
not required to set normal adhesive anchor systems, most
MPIIs specify a maximum torque value for the clamp attach-
ment to the concrete. Use of an elevated torque value (1.7T
inst
)
is intended to compensate for possible inaccuracies in torque
wrenches on site. For conditions in which torque is not applied
to the anchor, the minimum edge distance is governed by the
drilling process used to install the adhesive anchor.
8.10.1 Purpose—This test is performed to verify for the
s
min
and c
min
requested by the manufacturer that the concrete
will not experience splitting failure during installation and
the required tension capacity is achieved.
Fig. 8.1—Punch test.
Fig. 8.2—Corner test.
36 QUALIFICATION OF POST-INSTALLED ADHESIVE ANCHORS IN CONCRETE (ACI 355.4M-11) AND COMMENTARY
8.10.2 General test conditions; test anchors in uncracked,
low-strength concrete—Install two anchors at the minimum
spacing s
min
and the minimum edge distance c
min
in test
members with the minimum thickness h
min
to be reported for
the anchor. Place the two anchors in a line parallel to the
edge of a concrete test element at a distance of at least 3h
ef
from other groups. Select s
min
, c
min
, and h
min
depending on
anchor characteristics.
8.10.2.1 Separate bearing plates shall be permitted to be
used for each anchor to simplify the detection of concrete
cracking. The distance to the edge of the bearing plate from
the centerline of the corresponding anchor shall be three
times the diameter d
a
of the anchor being tested.
8.10.2.2 Calculate the expected mean tension failure
load corresponding to the edge distance and spacing of the
anchor group to be tested considering the service-condition
tests and effects of reduced spacing and edge distance. If the
average prestressing force corresponding to 1.7T
inst
exceeds
the calculated mean tension failure load of the anchor group
in uncracked concrete, perform a torque test in accordance
with 8.10.2.3. Otherwise, perform a load test in accordance
with 8.10.2.4.
8.10.2.3 Torque test—Torque the anchors alternately in
increments of 0.2T
inst
. After each increment, inspect the
concrete surface for cracks. Stop the test when splitting or
steel failure prevents the torque from being increased
further. For each test, simultaneously record the torque at
first formation of a hairline crack at one or both anchors and
the maximum torque that can be applied to the anchors.
8.10.2.4 Load test—Install anchors according to the
MPII using the minimum specified spacing and edge
distances. Load the anchor group in tension to failure as an
unconfined test.
8.11—Tests to determine shear capacity of anchor
elements with nonuniform cross section
Refer to Table 3.1, Test 12; Table 3.2, Test 16; and Table 3.3,
Test 13.
8.11.1 Purpose—This test is performed to evaluate the
shear capacity of anchors as governed by element shear
failure in situations where the shear capacity cannot be
reliably calculated.
R8.11.1 Where the cross-sectional area of the anchor
shear plane is less than a threaded section of the same
nominal diameter within five anchor diameters of the shear
plane, the shear capacity may be affected by the reduced
section. Additionally, shallow anchors that exhibit pullout
failure in unconfined tension tests may exhibit shear
strengths away from edges that are below those predicted by
ACI 318M, Appendix D. Tests shall be performed to estab-
lish the appropriate shear capacity in these cases. For
anchors assessed for use in cracked concrete and resisting
seismic loads, it may be advantageous to establish the
reference shear capacity of the anchor system in cracked
concrete.
8.11.2 General test conditions—Perform shear tests in
uncracked concrete away from edges in accordance with
ASTM E488.
1.Test anchor elements having a cross-sectional area that
is less than a threaded bolt of the same nominal diam-
eter as the anchor within five anchor diameters of the
shear failure plane.
2.Test anchors at h
ef
= h
ef, min
and at h
ef
= 2h
ef, min
for
anchor diameters that exhibit pullout failure in uncon-
fined tension tests at h
ef
= h
ef, min
where h
ef, min
≤ 8d
a
.
8.11.3 For anchors evaluated according to Table 3.2, at the
manufacturer’s option, shear tests shall be performed in
cracked concrete with a crack width of 0.3 mm, with the
shear load applied parallel to the crack.
8.12—Simulated seismic tension tests
Refer to Table 3.2, Test 17.
R8.12 Simulated seismic tests are intended to assess the
anchor performance in cracked concrete conditions under
cyclic loading. The crack width is assumed to be roughly
150 percent of the maximum crack width associated with
elastic conditions, with the maximum level of cyclic loading
approximately twice the service load level under
nonseismic conditions. These tests are not intended to simulate
all possible loading conditions that may occur in an earthquake
or intended to represent the degree of cracking that might occur
in plastic hinge regions of reinforced concrete structures.
8.12.1 Purpose—These optional tests are intended to
evaluate the performance of anchors in seismic tension,
including the effects of cracks, but without edge effects.
Qualification for seismic loading shall only be considered in the
context of a cracked concrete test program in accordance with
Table 3.2.
8.12.2 General test conditions—Test each anchor diameter at
embedments as specified in Table 3.2. 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 Δw = 0.5 mm, where Δw 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 N
eq
is given by Eq. (8-2), N
m
is given by Eq. (8-3),
and N
i
is given by Eq. (8-4).
N (8-2)
where
N
o,i
=mean tension capacity from reference service-
condition tension tests in low-strength cracked
concrete (Table 3.2, Test 11c), N;
f
c,test
=compressive strength of concrete used at time of
testing, MPa;
f
c,test,2
=concrete compressive strength corresponding to
the tests used to establish N
o,i
, MPa; and
n =normalization exponent determined in accordance
with 10.2.
N (8-3)
N
eq
0.5N
oi,
f
ctest,
f
ctest2,,
----------------
n
=
N
m
N
eq
2
--------=
8.10.2 General test conditions; test anchors in uncracked,
low-strength concrete—Install two anchors at the minimum
spacing s
min
and the minimum edge distance c
min
in test
members with the minimum thickness h
min
to be reported for
the anchor. Place the two anchors in a line parallel to the
edge of a concrete test element at a distance of at least 3h
ef
from other groups. Select s
min
, c
min
, and h
min
depending on
anchor characteristics.
8.10.2.1 Separate bearing plates shall be permitted to be
used for each anchor to simplify the detection of concrete
cracking. The distance to the edge of the bearing plate from
the centerline of the corresponding anchor shall be three
times the diameter d
a
of the anchor being tested.
8.10.2.2 Calculate the expected mean tension failure
load corresponding to the edge distance and spacing of the
anchor group to be tested considering the service-condition
tests and effects of reduced spacing and edge distance. If the
average prestressing force corresponding to 1.7T
inst
exceeds
the calculated mean tension failure load of the anchor group
in uncracked concrete, perform a torque test in accordance
with 8.10.2.3. Otherwise, perform a load test in accordance
with 8.10.2.4.
8.10.2.3 Torque test—Torque the anchors alternately in
increments of 0.2T
inst
. After each increment, inspect the
concrete surface for cracks. Stop the test when splitting or
steel failure prevents the torque from being increased
further. For each test, simultaneously record the torque at
first formation of a hairline crack at one or both anchors and
the maximum torque that can be applied to the anchors.
8.10.2.4 Load test—Install anchors according to the
MPII using the minimum specified spacing and edge
distances. Load the anchor group in tension to failure as an
unconfined test.
8.11—Tests to determine shear capacity of anchor
elements with nonuniform cross section
Refer to Table 3.1, Test 12; Table 3.2, Test 16; and Table 3.3,
Test 13.
8.11.1 Purpose—This test is performed to evaluate the
shear capacity of anchors as governed by element shear
failure in situations where the shear capacity cannot be
reliably calculated.
R8.11.1 Where the cross-sectional area of the anchor
shear plane is less than a threaded section of the same
nominal diameter within five anchor diameters of the shear
plane, the shear capacity may be affected by the reduced
section. Additionally, shallow anchors that exhibit pullout
failure in unconfined tension tests may exhibit shear
strengths away from edges that are below those predicted by
ACI 318M, Appendix D. Tests shall be performed to estab-
lish the appropriate shear capacity in these cases. For
anchors assessed for use in cracked concrete and resisting
seismic loads, it may be advantageous to establish the
reference shear capacity of the anchor system in cracked
concrete.
8.11.2 General test conditions—Perform shear tests in
uncracked concrete away from edges in accordance with
ASTM E488.
1.Test anchor elements having a cross-sectional area that
is less than a threaded bolt of the same nominal diam-
eter as the anchor within five anchor diameters of the
shear failure plane.
2.Test anchors at h
ef
= h
ef, min
and at h
ef
= 2h
ef, min
for
anchor diameters that exhibit pullout failure in uncon-
fined tension tests at h
ef
= h
ef, min
where h
ef, min
≤ 8d
a
.
8.11.3 For anchors evaluated according to Table 3.2, at the
manufacturer’s option, shear tests shall be performed in
cracked concrete with a crack width of 0.3 mm, with the
shear load applied parallel to the crack.
8.12—Simulated seismic tension tests
Refer to Table 3.2, Test 17.
R8.12 Simulated seismic tests are intended to assess the
anchor performance in cracked concrete conditions under
cyclic loading. The crack width is assumed to be roughly
150 percent of the maximum crack width associated with
elastic conditions, with the maximum level of cyclic loading
approximately twice the service load level under
nonseismic conditions. These tests are not intended to simulate
all possible loading conditions that may occur in an earthquake
or intended to represent the degree of cracking that might occur
in plastic hinge regions of reinforced concrete structures.
8.12.1 Purpose—These optional tests are intended to
evaluate the performance of anchors in seismic tension,
including the effects of cracks, but without edge effects.
Qualification for seismic loading shall only be considered in the
context of a cracked concrete test program in accordance with
Table 3.2.
8.12.2 General test conditions—Test each anchor diameter at
embedments as specified in Table 3.2. 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 Δw = 0.5 mm, where Δw 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 N
eq
is given by Eq. (8-2), N
m
is given by Eq. (8-3),
and N
i
is given by Eq. (8-4).
N (8-2)
where
N
o,i
=mean tension capacity from reference service-
condition tension tests in low-strength cracked
concrete (Table 3.2, Test 11c), N;
f
c,test
=compressive strength of concrete used at time of
testing, MPa;
f
c,test,2
=concrete compressive strength corresponding to
the tests used to establish N
o,i
, MPa; and
n =normalization exponent determined in accordance
with 10.2.
N (8-3)
N
eq
0.5N
oi,
f
ctest,
f
ctest2,,
----------------
n
=
N
m
N
eq
2
--------=
QUALIFICATION OF POST-INSTALLED ADHESIVE ANCHORS IN CONCRETE (ACI 355.4M-11) AND COMMENTARY 37
N (8-4)
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 load-displacement response.
8.13—Simulated seismic shear tests
Refer to Table 3.2, Test 18.
R8.13 Simulated seismic shear tests are performed in
cracks that are parallel to the load direction. Load cycling
may be conducted at a relatively low frequency because the
loading rate has not been determined to be a significant
factor in anchor performance. The use of a ramped loading
function through the zero point of the cyclic load may be
advantageous for operation of the testing apparatus.
8.13.1 Purpose—These optional tests are intended to
evaluate the performance of anchors subjected to seismic shear
loads, including the effects of concrete cracking. Qualification
for seismic loading shall only be considered in the context of a
cracked concrete test program as given in Table 3.2.
8.13.2 General test conditions—Test each anchor diameter
at embedments as specified in Table 3.2. 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. Test inter-
nally-threaded anchors with the bolt specified by the manufac-
turer and report the bolt type (refer to Table 11.1 or Table 11.2
for forms). Open the crack by Δw = 0.5 mm, where Δw is addi-
tive to the width of the initial hairline crack after anchor instal-
lation. Subject the anchors to the sinusoidal shear loads
specified in Table 8.3 and Fig. 8.4, with the shear load applied
parallel to the direction of the crack, whereby V
eq
is given by
Eq. (8-5), V
m
is given by Eq. (8-6), and V
i
is given by Eq. (8-7).
N (8-5)
where
V
o,i
= mean shear capacity of anchors from reference
service-condition tests in uncracked, low-
strength concrete (Table 3.2, Test 16), N;
f
ut,test
=specified ultimate tensile strength of steel
anchor elements used in seismic tests, MPa and
f
ut,test,2
=measured ultimate tensile strength of steel
anchor elements used in reference service-
condition tests, MPa.
N (8-6)
N (8-7)
8.13.2.1 If the service-condition shear tests have not
been performed, V
eq
shall be permitted to be evaluated in
accordance with Eq. (8-8).
V
eq
= 0.35A
se
f
ut,test
N (8-8)
8.13.2.2 The frequency of loading shall be between 0.1
and 2 Hz. To reduce the potential for uncontrolled slip during
load reversal, the alternating shear loading shall be permitted
to be approximated by the application of two half-sinusoidal
load cycles at the desired frequency connected by a reduced-
speed ramped load, as shown in Fig. 8.5.
8.13.2.3 Record the crack width, anchor displacement,
and applied shear load in accordance with 4.8. Plot the load-
displacement history in the form of hysteresis loops.
N
i
N
eq
N
m
+
2
-----------------------=
V
eq
0.5V
oi,
f
ctest,
f
ctest2,,
----------------=
V
m
V
eq
2
---------=
V
i
V
eq
V
m
+
2
---------------------=
Table 8.3—Required loading history for simulated
seismic shear test
Load level ±V
eq
±V
i
±V
m
Number of cycles 10 30 100
Fig. 8.4—Required load history for simulated seismic shear test.
Fig. 8.3—Required load history for simulated seismic
tension test.
Table 8.2—Required loading history for simulated
seismic tension test
Load level N
eq
N
i
N
m
Number of cycles 10 30 100
N (8-4)
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 load-displacement response.
8.13—Simulated seismic shear tests
Refer to Table 3.2, Test 18.
R8.13 Simulated seismic shear tests are performed in
cracks that are parallel to the load direction. Load cycling
may be conducted at a relatively low frequency because the
loading rate has not been determined to be a significant
factor in anchor performance. The use of a ramped loading
function through the zero point of the cyclic load may be
advantageous for operation of the testing apparatus.
8.13.1 Purpose—These optional tests are intended to
evaluate the performance of anchors subjected to seismic shear
loads, including the effects of concrete cracking. Qualification
for seismic loading shall only be considered in the context of a
cracked concrete test program as given in Table 3.2.
8.13.2 General test conditions—Test each anchor diameter
at embedments as specified in Table 3.2. 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. Test inter-
nally-threaded anchors with the bolt specified by the manufac-
turer and report the bolt type (refer to Table 11.1 or Table 11.2
for forms). Open the crack by Δw = 0.5 mm, where Δw is addi-
tive to the width of the initial hairline crack after anchor instal-
lation. Subject the anchors to the sinusoidal shear loads
specified in Table 8.3 and Fig. 8.4, with the shear load applied
parallel to the direction of the crack, whereby V
eq
is given by
Eq. (8-5), V
m
is given by Eq. (8-6), and V
i
is given by Eq. (8-7).
N (8-5)
where
V
o,i
= mean shear capacity of anchors from reference
service-condition tests in uncracked, low-
strength concrete (Table 3.2, Test 16), N;
f
ut,test
=specified ultimate tensile strength of steel
anchor elements used in seismic tests, MPa and
f
ut,test,2
=measured ultimate tensile strength of steel
anchor elements used in reference service-
condition tests, MPa.
N (8-6)
N (8-7)
8.13.2.1 If the service-condition shear tests have not
been performed, V
eq
shall be permitted to be evaluated in
accordance with Eq. (8-8).
V
eq
= 0.35A
se
f
ut,test
N (8-8)
8.13.2.2 The frequency of loading shall be between 0.1
and 2 Hz. To reduce the potential for uncontrolled slip during
load reversal, the alternating shear loading shall be permitted
to be approximated by the application of two half-sinusoidal
load cycles at the desired frequency connected by a reduced-
speed ramped load, as shown in Fig. 8.5.
8.13.2.3 Record the crack width, anchor displacement,
and applied shear load in accordance with 4.8. Plot the load-
displacement history in the form of hysteresis loops.
N
i
N
eq
N
m
+
2
-----------------------=
V
eq
0.5V
oi,
f
ctest,
f
ctest2,,
----------------=
V
m
V
eq
2
---------=
V
i
V
eq
V
m
+
2
---------------------=
Table 8.3—Required loading history for simulated
seismic shear test
Load level ±V
eq
±V
i
±V
m
Number of cycles 10 30 100
Fig. 8.4—Required load history for simulated seismic shear test.
Fig. 8.3—Required load history for simulated seismic
tension test.
Table 8.2—Required loading history for simulated
seismic tension test
Load level N
eq
N
i
N
m
Number of cycles 10 30 100
38 QUALIFICATION OF POST-INSTALLED ADHESIVE ANCHORS IN CONCRETE (ACI 355.4M-11) AND COMMENTARY
8.13.2.4 Following completion of the simulated seismic-
shear cycles, open the crack to a width not less than the crack
opening width as measured at the end of the cyclic shear test
and load the anchor parallel to the crack in shear to failure.
Record the maximum shear load or residual shear capacity
and the corresponding displacement, and plot the load-
displacement response.
CHAPTER 9—SUPPLEMENTAL TEST
9.1—Round-robin tests
Refer to Table 3.1, Test 13; Table 3.2, Test 19; and Table 3.3,
Test 14.
R9.1 The relationship between concrete composition and
adhesive anchor performance is not well understood.
Anecdotal evidence indicates there may be a direct relationship
between aggregate types used and bond strength. Round-
robin tests are intended to establish the consistency of bond
properties of the tested system over a range of concrete
mixture designs originating from various geographic regions.
Two mixture designs—one without and one with fly ash as a
cement replacement—are intended to provide a representa-
tive sample of concrete compositions in North America.
9.1.1 Purpose—These round-robin tests are performed to
calibrate adhesive anchor test results for regional variations
in concrete.
9.1.2 General test conditions—Perform round-robin
tension tests on anchor diameters and embedments as
specified in Table 3.1, 3.2, or 3.3.
9.1.3 Round-robin tension tests shall be performed by the
primary testing laboratory and three additional independent
laboratories (also known as secondary laboratories) accredited
for testing adhesive anchors in accordance with Chapter 12.
The three additional independent laboratories shall be
selected by the primary testing laboratory and accredited for
testing of anchors according to ASTM E488.
9.1.4 All round-robin tests shall be conducted with ASTM
A193 B7 Unified National Coarse (UNC) threaded rod
anchors. If steel failure occurs, the embedment depth shall be
reduced for all round-robin tests. Anchor test specimens
sampled in accordance with 4.2 shall be provided by the
primary testing laboratory to the three additional laboratories.
Where the primary laboratory uses data from more than one
laboratory for the assessment of the service-condition
tension capacity in low-strength concrete, each laboratory
shall provide round-robin tests.
9.1.5 Each of the four laboratories performing round-robin
tests shall be located in a different geographic region of
North America, whereby the geographic regions shall be
defined by time zone as follows: Region 1: Pacific Time Zone;
Region 2: Mountain Time Zone; Region 3: Central Time Zone;
and Region 4: Eastern and Atlantic Time Zones. Aggregates
used for the concrete shall be representative of typical concrete
production in each laboratory’s immediate geographic loca-
tion. It shall be permitted, however, to transport specimens
prepared by the regional laboratories in the different
geographic regions to the primary testing laboratory for testing.
9.1.5.1 If the primary laboratory is located outside of
North America, four secondary laboratories, each located in
a different geographic region in North America, shall be
selected by the primary laboratory and round-robin tests
shall be provided by the secondary laboratories only. The
aggregates used for the concrete shall be representative of
typical production in each laboratory’s geographic location.
9.1.6 For the purpose of round-robin testing, each
secondary laboratory shall cast unreinforced concrete test
members 300 mm thick with minimum plan dimensions of
1.2 x 0.9 m from normalweight concrete using mixture
designs formulated to achieve 21 ± 3.5 MPa at the time of
testing. Mixture designs shall be in accordance with 4.3 and
9.1.6. Aggregates shall be in accordance with 4.3.2. Test
member strength shall be confirmed based on field prepared
and cured cylinders in accordance with 4.4.3.2. Concrete
shall be produced from Mixture Designs A and B with
materials in accordance with Table 9.1.
9.1.7 Install anchors in accordance with the MPII. Perform
a minimum of five confined and five unconfined tension tests
to failure on anchors in concrete produced in accordance with
Mixture Design A and a minimum of five confined and five
unconfined tension tests to failure in concrete produced in
accordance with Mixture Design B. Perform tests in accordance
with 4.7 within the concrete age interval of 28 to 56 days.
Confined round-robin tests may be omitted, however, if
Eq. (9-1) is fulfilled.
k ≤ 10
where
(9-1)
k
N
u
h
ef
1.5
f
ctesti,,
----------------------------=
Fig. 8.5—Permitted approximation of seismic shear cycle.
Table 9.1—Materials for concrete round robin tests
Mixture
design
Coarse
aggregate
Fine
aggregate Cementitious material
A NormalweightNormalweightASTM C150 Type II cement
B NormalweightNormalweight
ASTM C150 Type II cement
combined with 25% Class F
fly ash conforming to
ASTM C618
8.13.2.4 Following completion of the simulated seismic-
shear cycles, open the crack to a width not less than the crack
opening width as measured at the end of the cyclic shear test
and load the anchor parallel to the crack in shear to failure.
Record the maximum shear load or residual shear capacity
and the corresponding displacement, and plot the load-
displacement response.
CHAPTER 9—SUPPLEMENTAL TEST
9.1—Round-robin tests
Refer to Table 3.1, Test 13; Table 3.2, Test 19; and Table 3.3,
Test 14.
R9.1 The relationship between concrete composition and
adhesive anchor performance is not well understood.
Anecdotal evidence indicates there may be a direct relationship
between aggregate types used and bond strength. Round-
robin tests are intended to establish the consistency of bond
properties of the tested system over a range of concrete
mixture designs originating from various geographic regions.
Two mixture designs—one without and one with fly ash as a
cement replacement—are intended to provide a representa-
tive sample of concrete compositions in North America.
9.1.1 Purpose—These round-robin tests are performed to
calibrate adhesive anchor test results for regional variations
in concrete.
9.1.2 General test conditions—Perform round-robin
tension tests on anchor diameters and embedments as
specified in Table 3.1, 3.2, or 3.3.
9.1.3 Round-robin tension tests shall be performed by the
primary testing laboratory and three additional independent
laboratories (also known as secondary laboratories) accredited
for testing adhesive anchors in accordance with Chapter 12.
The three additional independent laboratories shall be
selected by the primary testing laboratory and accredited for
testing of anchors according to ASTM E488.
9.1.4 All round-robin tests shall be conducted with ASTM
A193 B7 Unified National Coarse (UNC) threaded rod
anchors. If steel failure occurs, the embedment depth shall be
reduced for all round-robin tests. Anchor test specimens
sampled in accordance with 4.2 shall be provided by the
primary testing laboratory to the three additional laboratories.
Where the primary laboratory uses data from more than one
laboratory for the assessment of the service-condition
tension capacity in low-strength concrete, each laboratory
shall provide round-robin tests.
9.1.5 Each of the four laboratories performing round-robin
tests shall be located in a different geographic region of
North America, whereby the geographic regions shall be
defined by time zone as follows: Region 1: Pacific Time Zone;
Region 2: Mountain Time Zone; Region 3: Central Time Zone;
and Region 4: Eastern and Atlantic Time Zones. Aggregates
used for the concrete shall be representative of typical concrete
production in each laboratory’s immediate geographic loca-
tion. It shall be permitted, however, to transport specimens
prepared by the regional laboratories in the different
geographic regions to the primary testing laboratory for testing.
9.1.5.1 If the primary laboratory is located outside of
North America, four secondary laboratories, each located in
a different geographic region in North America, shall be
selected by the primary laboratory and round-robin tests
shall be provided by the secondary laboratories only. The
aggregates used for the concrete shall be representative of
typical production in each laboratory’s geographic location.
9.1.6 For the purpose of round-robin testing, each
secondary laboratory shall cast unreinforced concrete test
members 300 mm thick with minimum plan dimensions of
1.2 x 0.9 m from normalweight concrete using mixture
designs formulated to achieve 21 ± 3.5 MPa at the time of
testing. Mixture designs shall be in accordance with 4.3 and
9.1.6. Aggregates shall be in accordance with 4.3.2. Test
member strength shall be confirmed based on field prepared
and cured cylinders in accordance with 4.4.3.2. Concrete
shall be produced from Mixture Designs A and B with
materials in accordance with Table 9.1.
9.1.7 Install anchors in accordance with the MPII. Perform
a minimum of five confined and five unconfined tension tests
to failure on anchors in concrete produced in accordance with
Mixture Design A and a minimum of five confined and five
unconfined tension tests to failure in concrete produced in
accordance with Mixture Design B. Perform tests in accordance
with 4.7 within the concrete age interval of 28 to 56 days.
Confined round-robin tests may be omitted, however, if
Eq. (9-1) is fulfilled.
k ≤ 10
where
(9-1)
k
N
u
h
ef
1.5
f
ctesti,,
----------------------------=
Fig. 8.5—Permitted approximation of seismic shear cycle.
Table 9.1—Materials for concrete round robin tests
Mixture
design
Coarse
aggregate
Fine
aggregate Cementitious material
A NormalweightNormalweightASTM C150 Type II cement
B NormalweightNormalweight
ASTM C150 Type II cement
combined with 25% Class F
fly ash conforming to
ASTM C618
QUALIFICATION OF POST-INSTALLED ADHESIVE ANCHORS IN CONCRETE (ACI 355.4M-11) AND COMMENTARY 39
N
u
is the mean ultimate tension load in unconfined round-
robin tests, N.
9.2—Tests to determine minimum member
thickness
Refer to Table 3.1, Test 14; Table 3.2, Test 20; and
Table 3.3, Test 15.
R9.2 The determination of alternate minimum member
thicknesses h
min
is permitted through testing conducted in
accordance with this section. Refer also to 8.9 and 8.10.
9.2.1 Purpose—These optional tests are performed to
check the minimum member thickness h
min
specified by the
manufacturer.
9.2.2 General test conditions—Test anchor diameters and
embedments as specified in Table 3.1, 3.2, or 3.3.
9.2.2.1 Perform a minimum of 10 installation tests for
the maximum embedment depth h
ef
associated with each
anchor diameter to demonstrate that hole drilling and instal-
lation (for example, setting and torquing of the anchor) does
not result in cracking or breakthrough of the concrete test
member. A test shall consist of drilling the hole, setting the
anchor, and inspecting the test member for visible concrete
cracking or spalling. For the purpose of these tests, support
the test member, that is, slab and beam, with a shear span
length, which is the distance from anchor to support, not less
than 1.5h
ef
. Use drilling equipment and setting procedures
that are representative of normal anchor installation as
specified by the anchor manufacturer.
9.2.2.2 Instead of 9.2.2.1, tests in accordance with 8.9
and 8.10 shall be permitted to be conducted with the test
member supported with a shear span length not less than
1.5h
ef
. Drilling equipment and setting procedures shall be
representative of normal anchor installation as specified by
the manufacturer. Subsequent to drilling the holes and
setting anchors, the balance of tests in accordance with 8.9
and 8.10 shall be permitted, conducted without supports.
CHAPTER 10—ASSESSMENT OF ANCHORS
10.1—Analysis of data
Analyze data according to the procedures of this chapter and
report the results according to the requirements of Chapter 11.
10.2—Normalization of anchor capacities for
measured concrete bond and steel strengths
R10.2 Normalization to 17 MPa is based on the minimum
concrete compressive strength permitted by ACI 318M.
10.2.1 Consider the failure type when reporting results and
data and comparing anchor capacities of tests that require
normalization to a specific or a common strength.
10.2.2 Normalize all test results to a concrete compressive
strength of 17 MPa and report according to the requirements
of Chapter 11, unless otherwise specified by this standard.
10.2.3 Concrete breakout, splitting, and pullout failure
10.2.3.1 Normalize test results for the influence of the
concrete compressive strength in accordance with Eq. (10-1).
N (10-1)
F
i
F
utestx,,
f
ci,
f
ctestx,,
----------------
n
=
where
F
i
= test result normalized to considered concrete
strength i, N;
F
u,test,x
=test result from test series x, N;
f
c,i
=concrete compressive strength corresponding
to concrete to which the test result shall be
normalized, MPa;
f
c,test,x
=concrete compressive strength corresponding
to concrete used for test series x, MPa; and
n =0.5 for concrete breakout and splitting failure
or shall be determined from tests when failure
under tension load is characterized by pullout
or when tests are performed as confined tests.
10.2.4 Anchor element failure
10.2.4.1 Where failure is characterized by metal rupture,
normalize the capacity for nominal anchor element material
strength using Eq. (10-2). For steels conforming to a standard,
the characteristic tensile strength shall be taken as the
minimum specified tensile strength f
uta
.
N (10-2)
where
F
ut
=normalized test result, N;
F
u,test,x
=test result from test series x, N;
f
uta
= specified steel tensile strength to which the
test result shall be normalized, MPa; and
f
u,test,x
=measured steel tensile strength corresponding
to anchors used for test series x, MPa.
10.3—Establishing characteristic values
R10.3 Establishment of characteristic values is based on
factors for one-sided tolerance limits for normal distributions.
10.3.1 Evaluate the characteristic value—for example, N
k
,
N
p
, N
s
, and V
s
—from the mean value and the associated
coefficient of variation v using Eq. (10-3).
F
k
= F
test,x
(1 – K · ν
test,x
) (10-3)
where
K =tolerance factor corresponding to a 5 percent
probability of nonexceedence with a confidence
of 90 percent derived from a noncentral t-
distribution for which the population standard
deviation is unknown (values for specific
samples sizes n are provided in Table 10.1);
F
k
=characteristic value (5 percent fractile), N;
F
test,x
=mean of test results for test series x, N; and
ν
test,x
=coefficient of variation of the population
sample corresponding to test series x, percent.
10.4—Assessment of characteristic tension
capacity associated with concrete breakout and
pullout
10.4.1 Adjustment for regional variations in concrete
(Section 9.1)
R10.4.1 Variations in adhesive anchor bond strength as
determined from round-robin tests is reflected in the value of
F
u
F
utestx,,
f
uta
f
utestx,,
----------------=
N
u
is the mean ultimate tension load in unconfined round-
robin tests, N.
9.2—Tests to determine minimum member
thickness
Refer to Table 3.1, Test 14; Table 3.2, Test 20; and
Table 3.3, Test 15.
R9.2 The determination of alternate minimum member
thicknesses h
min
is permitted through testing conducted in
accordance with this section. Refer also to 8.9 and 8.10.
9.2.1 Purpose—These optional tests are performed to
check the minimum member thickness h
min
specified by the
manufacturer.
9.2.2 General test conditions—Test anchor diameters and
embedments as specified in Table 3.1, 3.2, or 3.3.
9.2.2.1 Perform a minimum of 10 installation tests for
the maximum embedment depth h
ef
associated with each
anchor diameter to demonstrate that hole drilling and instal-
lation (for example, setting and torquing of the anchor) does
not result in cracking or breakthrough of the concrete test
member. A test shall consist of drilling the hole, setting the
anchor, and inspecting the test member for visible concrete
cracking or spalling. For the purpose of these tests, support
the test member, that is, slab and beam, with a shear span
length, which is the distance from anchor to support, not less
than 1.5h
ef
. Use drilling equipment and setting procedures
that are representative of normal anchor installation as
specified by the anchor manufacturer.
9.2.2.2 Instead of 9.2.2.1, tests in accordance with 8.9
and 8.10 shall be permitted to be conducted with the test
member supported with a shear span length not less than
1.5h
ef
. Drilling equipment and setting procedures shall be
representative of normal anchor installation as specified by
the manufacturer. Subsequent to drilling the holes and
setting anchors, the balance of tests in accordance with 8.9
and 8.10 shall be permitted, conducted without supports.
CHAPTER 10—ASSESSMENT OF ANCHORS
10.1—Analysis of data
Analyze data according to the procedures of this chapter and
report the results according to the requirements of Chapter 11.
10.2—Normalization of anchor capacities for
measured concrete bond and steel strengths
R10.2 Normalization to 17 MPa is based on the minimum
concrete compressive strength permitted by ACI 318M.
10.2.1 Consider the failure type when reporting results and
data and comparing anchor capacities of tests that require
normalization to a specific or a common strength.
10.2.2 Normalize all test results to a concrete compressive
strength of 17 MPa and report according to the requirements
of Chapter 11, unless otherwise specified by this standard.
10.2.3 Concrete breakout, splitting, and pullout failure
10.2.3.1 Normalize test results for the influence of the
concrete compressive strength in accordance with Eq. (10-1).
N (10-1)
F
i
F
utestx,,
f
ci,
f
ctestx,,
----------------
n
=
where
F
i
= test result normalized to considered concrete
strength i, N;
F
u,test,x
=test result from test series x, N;
f
c,i
=concrete compressive strength corresponding
to concrete to which the test result shall be
normalized, MPa;
f
c,test,x
=concrete compressive strength corresponding
to concrete used for test series x, MPa; and
n =0.5 for concrete breakout and splitting failure
or shall be determined from tests when failure
under tension load is characterized by pullout
or when tests are performed as confined tests.
10.2.4 Anchor element failure
10.2.4.1 Where failure is characterized by metal rupture,
normalize the capacity for nominal anchor element material
strength using Eq. (10-2). For steels conforming to a standard,
the characteristic tensile strength shall be taken as the
minimum specified tensile strength f
uta
.
N (10-2)
where
F
ut
=normalized test result, N;
F
u,test,x
=test result from test series x, N;
f
uta
= specified steel tensile strength to which the
test result shall be normalized, MPa; and
f
u,test,x
=measured steel tensile strength corresponding
to anchors used for test series x, MPa.
10.3—Establishing characteristic values
R10.3 Establishment of characteristic values is based on
factors for one-sided tolerance limits for normal distributions.
10.3.1 Evaluate the characteristic value—for example, N
k
,
N
p
, N
s
, and V
s
—from the mean value and the associated
coefficient of variation v using Eq. (10-3).
F
k
= F
test,x
(1 – K · ν
test,x
) (10-3)
where
K =tolerance factor corresponding to a 5 percent
probability of nonexceedence with a confidence
of 90 percent derived from a noncentral t-
distribution for which the population standard
deviation is unknown (values for specific
samples sizes n are provided in Table 10.1);
F
k
=characteristic value (5 percent fractile), N;
F
test,x
=mean of test results for test series x, N; and
ν
test,x
=coefficient of variation of the population
sample corresponding to test series x, percent.
10.4—Assessment of characteristic tension
capacity associated with concrete breakout and
pullout
10.4.1 Adjustment for regional variations in concrete
(Section 9.1)
R10.4.1 Variations in adhesive anchor bond strength as
determined from round-robin tests is reflected in the value of
F
u
F
utestx,,
f
uta
f
utestx,,
----------------=
40 QUALIFICATION OF POST-INSTALLED ADHESIVE ANCHORS IN CONCRETE (ACI 355.4M-11) AND COMMENTARY
α
conc
. Testing in conformance with round-robin testing
requirements may result in significant scatter and adjustment of
the characteristic bond stress from round-robin testing
should be limited to cases where there is a clear trend. As
such, a 5 percent tolerance on the ratio of the round-robin
bond stress to the reference bond stress is included in the
assessment. Where confined tests have been performed in
accordance with Section 9.1.7, the value of
α
conc
corresponding
to the confined tests should be used in Eq. (10-12).
10.4.1.1 The primary testing laboratory shall determine
the mean bond stress τ
ref,fc
from the results of the combined
round-robin tests in accordance with Eq. (10-4). If the mean
bond stress corresponding to the tests conducted in any one
laboratory exceeds the mean of the combined results from
the remaining three laboratories by more than 15 percent,
discard that test series and use the remaining three test series
to establish τ
ref,fc
. Perform this evaluation separately for the
results for unconfined and confined tests.
MPa (10-4)
where
τ
ref,fc
=normalized mean bond stress corresponding
to round-robin tests, MPa; and
F
test,fc
= mean peak load for all round-robin tests
normalized to concrete strength f
c
= 21 MPa in
accordance with Section 10.2, N.
10.4.1.2 Based on the results of all round-robin testing,
evaluate the adjustment factor α
conc
in accordance with
Eq. (10-5) separately for unconfined and confined round-
robin tests. The minimum value of α
conc
shall be used in
Eq. (10-12). Where the primary laboratory uses data from
more than one laboratory for the assessment of service-
condition tension capacity in low-strength concrete, a unique
τ
reff
c
,
F
testf
c
,
πd
a
h
ef
---------------=
value of α
conc
shall be calculated for each laboratory and
applied to the service-condition tension tests originating
from that laboratory.
(10-5a)
(10-5b)
(10-5c)
where
τ
u,fc
= mean bond stress from unconfirmed round-
robin service-condition tests in uncracked
concrete normalized to concrete strength f
c
=
21 MPa in accordance with Section 10.2, MPa;
or the mean bond stress from confirmed round-
robin reference tests in uncracked concrete
normalized to concrete strength f
c
= 21 MPa
in accordance with Section 10.2, MPa; and
τ
ref,fc
=as per Eq. (10-4).
10.4.2 Requirements on coefficient of variation
R10.4.2 The limits of 20 and 15 percent on the coefficient
of variation (COV) for reliability and reference/service-
condition tests, respectively, are derived from extensive
experience with adhesive anchor testing. For systems that
exhibit larger variation, a reduction is taken on the bond
stress in the form of
α
COV
.
10.4.2.1 In each reliability test series, the (COV)ν
test,x
of
the peak loads shall not exceed 30 percent. For all other test
series, the (COV)ν
test,x
of the peak loads shall not exceed
20 percent.
10.4.2.2 For cases where the (COV)ν
test,x
of the peak
loads in reliability tests exceeds 20 percent, determine a
reduction factor α
COV
in accordance with Eq. (10-6).
10.4.2.3 For cases where the (COV)ν
test,x
of the peak loads
in tests other than reliability tests exceeds 15 percent, determine
a reduction factor α
COV
in accordance with Eq. (10-6).
10.4.2.4 The minimum value of α
COV
as determined in
accordance with Sections 10.4.2.2 and 10.4.2.3 shall control for
the determination of τ
k(cr,uncr)
in accordance with Eq. (10-12).
(10-6)
where ν
test,x
is the sample coefficient of variation for test
series x equal to the mean divided by the sample standard
deviation, percent, and COV is the threshold COV for adhesive
anchors, percent (20 for peak loads from reliability tests and
15 for peak loads from tests other than reliability tests).
10.4.3 Comparison with reference tests
R10.4.3 The assessment for performance in reliability
tests is conducted through the determination of
α
-values that
τ
reff
c
,
τ
uf
c
,
--------------1.05α
conc
>
τ
reff
c
,
τ
uf
c
,
--------------=
τ
reff
c
,
τ
uf
c
,
--------------0.95α
conc
<
τ
reff
c
,
τ
uf
c
,
--------------=
0.95
τ
reff
c
,
τ
uf
c
,
--------------1.05α
conc
≤ ≤ 1=
α
COV
1
10.03ν
testx,
COV–( )+
---------------------------------------------------------1.0≤=
Table 10.1—K values for 5 percent probability of
nonexceedence with a confidence of 90 percent
Number of tests n K Number of tests n K
3 5.311 21 2.190
4 3.957 22 2.174
5 3.400 23 2.159
6 3.092 24 2.145
7 2.894 25 2.132
8 2.754 26 2.120
9 2.650 27 2.109
10 2.568 28 2.099
11 2.503 29 2.089
12 2.448 30 2.080
13 2.402 35 2.041
14 2.363 40 2.010
15 2.329 45 1.986
16 2.299 50 1.965
17 2.272 60 1.933
18 2.249 120 1.841
19 2.227 240 1.780
20 2.208 ∞ 1.645
α
conc
. Testing in conformance with round-robin testing
requirements may result in significant scatter and adjustment of
the characteristic bond stress from round-robin testing
should be limited to cases where there is a clear trend. As
such, a 5 percent tolerance on the ratio of the round-robin
bond stress to the reference bond stress is included in the
assessment. Where confined tests have been performed in
accordance with Section 9.1.7, the value of
α
conc
corresponding
to the confined tests should be used in Eq. (10-12).
10.4.1.1 The primary testing laboratory shall determine
the mean bond stress τ
ref,fc
from the results of the combined
round-robin tests in accordance with Eq. (10-4). If the mean
bond stress corresponding to the tests conducted in any one
laboratory exceeds the mean of the combined results from
the remaining three laboratories by more than 15 percent,
discard that test series and use the remaining three test series
to establish τ
ref,fc
. Perform this evaluation separately for the
results for unconfined and confined tests.
MPa (10-4)
where
τ
ref,fc
=normalized mean bond stress corresponding
to round-robin tests, MPa; and
F
test,fc
= mean peak load for all round-robin tests
normalized to concrete strength f
c
= 21 MPa in
accordance with Section 10.2, N.
10.4.1.2 Based on the results of all round-robin testing,
evaluate the adjustment factor α
conc
in accordance with
Eq. (10-5) separately for unconfined and confined round-
robin tests. The minimum value of α
conc
shall be used in
Eq. (10-12). Where the primary laboratory uses data from
more than one laboratory for the assessment of service-
condition tension capacity in low-strength concrete, a unique
τ
reff
c
,
F
testf
c
,
πd
a
h
ef
---------------=
value of α
conc
shall be calculated for each laboratory and
applied to the service-condition tension tests originating
from that laboratory.
(10-5a)
(10-5b)
(10-5c)
where
τ
u,fc
= mean bond stress from unconfirmed round-
robin service-condition tests in uncracked
concrete normalized to concrete strength f
c
=
21 MPa in accordance with Section 10.2, MPa;
or the mean bond stress from confirmed round-
robin reference tests in uncracked concrete
normalized to concrete strength f
c
= 21 MPa
in accordance with Section 10.2, MPa; and
τ
ref,fc
=as per Eq. (10-4).
10.4.2 Requirements on coefficient of variation
R10.4.2 The limits of 20 and 15 percent on the coefficient
of variation (COV) for reliability and reference/service-
condition tests, respectively, are derived from extensive
experience with adhesive anchor testing. For systems that
exhibit larger variation, a reduction is taken on the bond
stress in the form of
α
COV
.
10.4.2.1 In each reliability test series, the (COV)ν
test,x
of
the peak loads shall not exceed 30 percent. For all other test
series, the (COV)ν
test,x
of the peak loads shall not exceed
20 percent.
10.4.2.2 For cases where the (COV)ν
test,x
of the peak
loads in reliability tests exceeds 20 percent, determine a
reduction factor α
COV
in accordance with Eq. (10-6).
10.4.2.3 For cases where the (COV)ν
test,x
of the peak loads
in tests other than reliability tests exceeds 15 percent, determine
a reduction factor α
COV
in accordance with Eq. (10-6).
10.4.2.4 The minimum value of α
COV
as determined in
accordance with Sections 10.4.2.2 and 10.4.2.3 shall control for
the determination of τ
k(cr,uncr)
in accordance with Eq. (10-12).
(10-6)
where ν
test,x
is the sample coefficient of variation for test
series x equal to the mean divided by the sample standard
deviation, percent, and COV is the threshold COV for adhesive
anchors, percent (20 for peak loads from reliability tests and
15 for peak loads from tests other than reliability tests).
10.4.3 Comparison with reference tests
R10.4.3 The assessment for performance in reliability
tests is conducted through the determination of
α
-values that
τ
reff
c
,
τ
uf
c
,
--------------1.05α
conc
>
τ
reff
c
,
τ
uf
c
,
--------------=
τ
reff
c
,
τ
uf
c
,
--------------0.95α
conc
<
τ
reff
c
,
τ
uf
c
,
--------------=
0.95
τ
reff
c
,
τ
uf
c
,
--------------1.05α
conc
≤ ≤ 1=
α
COV
1
10.03ν
testx,
COV–( )+
---------------------------------------------------------1.0≤=
Table 10.1—K values for 5 percent probability of
nonexceedence with a confidence of 90 percent
Number of tests n K Number of tests n K
3 5.311 21 2.190
4 3.957 22 2.174
5 3.400 23 2.159
6 3.092 24 2.145
7 2.894 25 2.132
8 2.754 26 2.120
9 2.650 27 2.109
10 2.568 28 2.099
11 2.503 29 2.089
12 2.448 30 2.080
13 2.402 35 2.041
14 2.363 40 2.010
15 2.329 45 1.986
16 2.299 50 1.965
17 2.272 60 1.933
18 2.249 120 1.841
19 2.227 240 1.780
20 2.208 ∞ 1.645
QUALIFICATION OF POST-INSTALLED ADHESIVE ANCHORS IN CONCRETE (ACI 355.4M-11) AND COMMENTARY 41
are, in turn, compared with limiting values
α
req
, below
which a reduction in the bond stress is required.
10.4.3.1 For those reliability tests listed in Tables 3.1,
3.2, or 3.3 for which α
req
is defined, calculate the value of α
using Eq. (10-7) and the results of reference tension tests
conducted in the same test member or concrete batch with
anchors having the same diameter.
(10-7)
where
τ
u,i
= mean bond stress from reliability test series in
concrete batch or test member i, MPa;
τ
o,i
= mean bond stress from reference test series in
concrete batch or test member i, MPa;
τ
k,i
= characteristic bond stress from reliability
test series in concrete batch or test member i
calculated in accordance with Section 10.3,
MPa; and
τ
k,o,i
= characteristic bond stress from reference test
series in concrete batch or test member i calcu-
lated in accordance with Section 10.3, MPa.
10.4.3.2 Omit comparison of the 5 percent fractile values
if either of the following conditions is met:
For both test series, the COV of the failure loads v ≤
10 percent; or
The difference in the number of tests in the series to be
compared is Δn ≤ 5 and the COV of the reliability test
series is equal to or less than the COV of the reference
test series.
10.4.4 Requirements for load-displacement behavior
R10.4.4 The point at which the adhesive anchor loses
initial adhesion to the concrete and begins to slip, with
further resistance provided by the rough interface between
the concrete and the adhesive matrix, is generally determined
by examination of the load-slip curve. Where this is not
possible, rules are provided for consistent determination of
N
adh
. Where the measured load at loss of adhesion is less
than 50 percent of the mean tensile strength, which is generally
an undesirable response, a reduction in the bond stress is taken
through the factor
α
adh
.
10.4.4.1 Uncontrolled slip under tension load corresponds
to the loss of adhesion between the adhesive material and the
concrete. Upon loss of adhesion, both the anchor element
and adhesive material are extracted together from the
concrete. In such cases, the subsequent load-slip behavior is
substantially dependent on the roughness of the drilled hole.
The onset of uncontrolled slip is therefore defined as loss of
adhesion and the load corresponding to loss of adhesion is
denoted as N
adh
.
10.4.4.2 Evaluate the load N
adh
for each test of the reliability
test series (Table 10.3), the service-condition test series
(Table 10.4), and the reliability tests (Table 10.5 or 10.6).
10.4.4.3 Evaluate the load N
adh
by examination of the
load-displacement curve recorded during the test conduct. In
general, loss of adhesion is characterized by a significant
change in stiffness as reflected in an abrupt change in the slope
of load-displacement curve (Fig. 10.1(a)).
10.4.4.4 In cases where the load corresponding to loss of
adhesion may not readily be identified by direct observation
of the load-displacement curve, evaluate the load N
adh
as
follows.
1.Compute the tangent to the load-displacement curve at a
load N = 0.3N
u
, where N
u
is the peak tension load resisted
by the anchor in the test. In general, the tangent stiffness
k
tan
can be conservatively estimated as the secant stiffness
between the origin of the load-displacement curve and the
point defined by 0.3N
u
and Δ
0.3
in Eq. (10-8).
αmin
τ
ui,
τ
oi,
---------
τ
ki,
τ
koi
,
,
-------------;=
Table 10.2—Minimum limiting characteristic bond stress τ
k,min
, in MPa
Reduction factors included in the evaluation of τ
k(cr,uncr)
in accordance with Eq. (10-12)
Table 3.1 Table 3.2, Table 3.3
Uncracked
concrete
Uncracked
concrete
Cracked
concrete
β α
lt
α
st
α
dur
α
ρ
α
conc
α
COV
α
cat3
4.5 4.5 1.4
β — — — α
ρ
α
conc
α
COV
α
cat3
7 7 2.1
Table 10.3—Reliability tests relevant for determination of min(α/α
req
) and minα
adh
in Eq. (10-12)
Table 3.1 Table 3.2 Table 3.3
Test no. Test no. Test no.
3 4 5
*
3 4 5 6 7 8
*
3 4 5 6
*
*
Optional tests.
Table 10.4—Service-condition tests relevant for determination of min(α/α
req
) and minα
adh
in Eq. (10-12)
Table 3.1 Table 3.2 Table 3.3
Test no. Test no. Test no.
7a 7b 8a 8b
*
8c 11a11b 11c11d 12a12b
*
12c 17 8a 8b 9a 9b
*
9c
*Optional tests.
are, in turn, compared with limiting values
α
req
, below
which a reduction in the bond stress is required.
10.4.3.1 For those reliability tests listed in Tables 3.1,
3.2, or 3.3 for which α
req
is defined, calculate the value of α
using Eq. (10-7) and the results of reference tension tests
conducted in the same test member or concrete batch with
anchors having the same diameter.
(10-7)
where
τ
u,i
= mean bond stress from reliability test series in
concrete batch or test member i, MPa;
τ
o,i
= mean bond stress from reference test series in
concrete batch or test member i, MPa;
τ
k,i
= characteristic bond stress from reliability
test series in concrete batch or test member i
calculated in accordance with Section 10.3,
MPa; and
τ
k,o,i
= characteristic bond stress from reference test
series in concrete batch or test member i calcu-
lated in accordance with Section 10.3, MPa.
10.4.3.2 Omit comparison of the 5 percent fractile values
if either of the following conditions is met:
For both test series, the COV of the failure loads v ≤
10 percent; or
The difference in the number of tests in the series to be
compared is Δn ≤ 5 and the COV of the reliability test
series is equal to or less than the COV of the reference
test series.
10.4.4 Requirements for load-displacement behavior
R10.4.4 The point at which the adhesive anchor loses
initial adhesion to the concrete and begins to slip, with
further resistance provided by the rough interface between
the concrete and the adhesive matrix, is generally determined
by examination of the load-slip curve. Where this is not
possible, rules are provided for consistent determination of
N
adh
. Where the measured load at loss of adhesion is less
than 50 percent of the mean tensile strength, which is generally
an undesirable response, a reduction in the bond stress is taken
through the factor
α
adh
.
10.4.4.1 Uncontrolled slip under tension load corresponds
to the loss of adhesion between the adhesive material and the
concrete. Upon loss of adhesion, both the anchor element
and adhesive material are extracted together from the
concrete. In such cases, the subsequent load-slip behavior is
substantially dependent on the roughness of the drilled hole.
The onset of uncontrolled slip is therefore defined as loss of
adhesion and the load corresponding to loss of adhesion is
denoted as N
adh
.
10.4.4.2 Evaluate the load N
adh
for each test of the reliability
test series (Table 10.3), the service-condition test series
(Table 10.4), and the reliability tests (Table 10.5 or 10.6).
10.4.4.3 Evaluate the load N
adh
by examination of the
load-displacement curve recorded during the test conduct. In
general, loss of adhesion is characterized by a significant
change in stiffness as reflected in an abrupt change in the slope
of load-displacement curve (Fig. 10.1(a)).
10.4.4.4 In cases where the load corresponding to loss of
adhesion may not readily be identified by direct observation
of the load-displacement curve, evaluate the load N
adh
as
follows.
1.Compute the tangent to the load-displacement curve at a
load N = 0.3N
u
, where N
u
is the peak tension load resisted
by the anchor in the test. In general, the tangent stiffness
k
tan
can be conservatively estimated as the secant stiffness
between the origin of the load-displacement curve and the
point defined by 0.3N
u
and Δ
0.3
in Eq. (10-8).
αmin
τ
ui,
τ
oi,
---------
τ
ki,
τ
koi
,
,
-------------;=
Table 10.2—Minimum limiting characteristic bond stress τ
k,min
, in MPa
Reduction factors included in the evaluation of τ
k(cr,uncr)
in accordance with Eq. (10-12)
Table 3.1 Table 3.2, Table 3.3
Uncracked
concrete
Uncracked
concrete
Cracked
concrete
β α
lt
α
st
α
dur
α
ρ
α
conc
α
COV
α
cat3
4.5 4.5 1.4
β — — — α
ρ
α
conc
α
COV
α
cat3
7 7 2.1
Table 10.3—Reliability tests relevant for determination of min(α/α
req
) and minα
adh
in Eq. (10-12)
Table 3.1 Table 3.2 Table 3.3
Test no. Test no. Test no.
3 4 5
*
3 4 5 6 7 8
*
3 4 5 6
*
*
Optional tests.
Table 10.4—Service-condition tests relevant for determination of min(α/α
req
) and minα
adh
in Eq. (10-12)
Table 3.1 Table 3.2 Table 3.3
Test no. Test no. Test no.
7a 7b 8a 8b
*
8c 11a11b 11c11d 12a12b
*
12c 17 8a 8b 9a 9b
*
9c
*Optional tests.
42 QUALIFICATION OF POST-INSTALLED ADHESIVE ANCHORS IN CONCRETE (ACI 355.4M-11) AND COMMENTARY
(a) N
adh
at loss of adhesion.
(b) N
adh
when peak load-displacement is after
Δ
lim
.
(c) N
adh
when peak load is before
Δ
lim
.
(d) N
adh
when
Δ
0.3
< 0.05 mm
Fig. 10.1—Evaluation of N
adh
load under different load-displacement conditions.
Table 10.5—Anchor categories for adhesive
anchors subject to installation conditions
according to Table 10.7*
Anchor
category
Threshold value of α
req
for selected reliability tests
Reliability test numbers according to
Table 3.1, Table 3.2, or Table 3.3
2a 2b 2c
†
2d
†
2e
1 0.95 0.90 0.90 0.90 0.95
2 0.80 0.75 0.75 0.75 0.80
3 0.70 0.65 0.65 0.65 0.70
*
(periodic special inspection)
†
Optional tests; refer to Table 10.7 for permissible combinations.
Table 10.6—Anchor categories for adhesive
anchors subject to installation conditions
according to Table 10.8*
Anchor
category
Threshold value of α
req
for selected reliability tests
Reliability test numbers according to
Table 3.1, Table 3.2, or Table 3.3
2a 2b 2c
†
2d
†
2e2f
‡§
2g
†§
2h
†§
1 0.800.750.750.750.800.900.900.90
2 0.700.650.650.650.700.750.750.75
3 0.600.550.550.550.600.650.650.65
*
(continuous special inspection and on-site proof loading program)
†
Optional tests; refer to Table 10.8 for permissible combinations.
‡
If Test 2g is performed, then Test 2f may be omitted.
§
Omission of less severe tests is permitted in specific cases: for example, if the
desired category is fulfilled with the results of Tests 2b, 2c, and 2d, then Tests 2f, 2g,
and 2h may be omitted.
(a) N
adh
at loss of adhesion.
(b) N
adh
when peak load-displacement is after
Δ
lim
.
(c) N
adh
when peak load is before
Δ
lim
.
(d) N
adh
when
Δ
0.3
< 0.05 mm
Fig. 10.1—Evaluation of N
adh
load under different load-displacement conditions.
Table 10.5—Anchor categories for adhesive
anchors subject to installation conditions
according to Table 10.7*
Anchor
category
Threshold value of α
req
for selected reliability tests
Reliability test numbers according to
Table 3.1, Table 3.2, or Table 3.3
2a 2b 2c
†
2d
†
2e
1 0.95 0.90 0.90 0.90 0.95
2 0.80 0.75 0.75 0.75 0.80
3 0.70 0.65 0.65 0.65 0.70
*
(periodic special inspection)
†
Optional tests; refer to Table 10.7 for permissible combinations.
Table 10.6—Anchor categories for adhesive
anchors subject to installation conditions
according to Table 10.8*
Anchor
category
Threshold value of α
req
for selected reliability tests
Reliability test numbers according to
Table 3.1, Table 3.2, or Table 3.3
2a 2b 2c
†
2d
†
2e2f
‡§
2g
†§
2h
†§
1 0.800.750.750.750.800.900.900.90
2 0.700.650.650.650.700.750.750.75
3 0.600.550.550.550.600.650.650.65
*
(continuous special inspection and on-site proof loading program)
†
Optional tests; refer to Table 10.8 for permissible combinations.
‡
If Test 2g is performed, then Test 2f may be omitted.
§
Omission of less severe tests is permitted in specific cases: for example, if the
desired category is fulfilled with the results of Tests 2b, 2c, and 2d, then Tests 2f, 2g,
and 2h may be omitted.
QUALIFICATION OF POST-INSTALLED ADHESIVE ANCHORS IN CONCRETE (ACI 355.4M-11) AND COMMENTARY 43
(10-8)
where Δ
0.3
is the anchor displacement at N = 0.3N
u
.
2.Multiply the tangent stiffness by 2/3.
3.Project a straight line from the origin of the load-
displacement curve with a slope corresponding to the
stiffness as calculated in No. 2.
4.The load N
adh
shall be taken from the point of intersection
between the projected line and the measured load-
displacement curve (Fig. 10.1(b)).
5.If the peak load occurs at a displacement that is less
than that corresponding to the intersection of the
projected line and the load-displacement curve, then
N
adh
shall be taken as the peak load (Fig. 10.1(c)).
6.If the displacement Δ
0.3
≤ 0.05 mm, the origin of the
projected line shall be shifted to a point on the load-
displacement curve given by 0.3N
u
and Δ
0.3
(Fig. 10.1(d)).
10.4.4.5 For all values of N
adh
calculated in accordance
with Section 10.4.4.3 or 10.4.4.4, evaluate the adjustment
factor α
adh
using Eq. (10-9).
(10-9)
where
N
adh,i,j
=tension load corresponding to loss of adhesion
for Test Series i, Test j, N; and
N
u,i,j
=peak tension load corresponding to Test
Series i, Test j, N.
10.4.4.6 In cases where a minimum of 10 replicates have
been performed in a given test series, it shall be permitted to
calculate α
adh
for that test series in accordance with Eq. (10-10)
instead of Eq. (10-9).
(10-10)
where
minN
adh,i
=minimum value of adhesion force determined
for Test Series i, N; and
N
u,i
= mean tension capacity for reliability Test
Series i, N.
10.4.4.7 Where failure under tension load is characterized
by slip between the anchor rod and adhesive material along the
entire embedded length—as indicated by extraction of the
threaded rod without adherence of adhesive to the rod—
evaluation of the load corresponding to loss of adhesion is not
required and the value of α
adh
shall be taken as 1.0.
10.4.5 Bond stress
R10.4.5 The calculation of bond stress, made on the basis
of the uniform bond stress mode, is assumed essentially
independent of concrete strength within the concrete
strength range addressed by ACI 318M, Appendix D. An
adjustment is made for values determined through confined
testing, which generally increases the measured peak load
over that measured in unconfined testing because confined
testing restrains splitting cracks and provides for a triaxial
stress state under the bearing plate. For anchor systems
evaluated using the reduced test program of Table 3.3, the
bond strength in cracked concrete is given as 25 percent of
the value determined in uncracked concrete. The determina-
tion of the limiting characteristic bond stress to be used in
the design equations of ACI 318M, Appendix D is based on
a range of factors that may or may not apply in each case. It is
therefore permissible to determine a range of limiting charac-
teristic bond stress values associated with specific conditions.
10.4.5.1 Calculate the corresponding bond stress τ
i
for
each service-condition tension test (Table 3.1, Tests 7a and 7b;
Table 3.2, Tests 11a through 11d; and Table 3.3, Tests 8a and
8b) in concrete test member i or concrete batch i, normalized
to concrete strength equal to 17 MPa using Eq. (10-11).
(10-11)
where
N
u,i,fc
= peak tension load measured in a tension test
conducted in test series i or concrete batch i,
normalized to concrete strength f
c
= 17 MPa,
N; and
α
setup
=1.0 if service-condition tests are performed as
unconfined tests, 0.75 if service-condition
tests are performed as confined tests, and
0.70 if service-condition tests in cracked
concrete are performed as confined tests.
10.4.5.2 Nominal characteristic bond stress
10.4.5.2.1 Calculate the nominal characteristic bond
stress value τ
k,nom(cr,uncr)
from the values τ
i
in accordance
with Eq. (10-3).
10.4.5.2.2 If the bond stress can be shown to vary with
anchor diameter in a nonrandom manner, report the bond
stress as a continuous function of anchor diameter. Other-
wise, calculate a single bond stress τ
k,nom(cr,uncr)
with the
results for all diameters using the lowest bond stress.
R10.4.5.2.2 While uniform bond stresses calculated in
accordance with Eq. (10-11) typically trend downward with
increasing anchor diameter, the relationship between bond
stress and diameter may be system-dependent and may not
show a uniform trend. In this case, where the bond stress
rises and falls across several diameters in a random manner,
the minimum derived bond stress should be taken across all
diameters. Where a trend can be established between bond
stress and diameter, a best-fit approximation to the recorded
values should be established and used to establish unique
bond stresses for each diameter as appropriate.
10.4.5.2.3 For adhesive anchor assessed in accordance
with Table 3.3, the value of τ
k,nom,cr
shall be taken as
τ
k,nom,cr
= 0.25τ
k,nom,uncr
.
10.4.5.3 Determination of limiting characteristic bond
stress
10.4.5.3.1 For adhesive anchors qualified in accordance
with Table 3.1, reduce the nominal characteristic bond stress
k
tan
0.3N
u
N
origin
–
Δ
0.3
Δ
origin
–
-------------------------------------≈
α
adh
N
adhij,,
0.5N
uij,,
--------------------1.0≤=
α
adh
minN
adhi,
0.5N
ui,
-------------------------1.0≤=
τ
i
α
setup
N
uif
c
,,
πd
a
h
ef
---------------=
(10-8)
where Δ
0.3
is the anchor displacement at N = 0.3N
u
.
2.Multiply the tangent stiffness by 2/3.
3.Project a straight line from the origin of the load-
displacement curve with a slope corresponding to the
stiffness as calculated in No. 2.
4.The load N
adh
shall be taken from the point of intersection
between the projected line and the measured load-
displacement curve (Fig. 10.1(b)).
5.If the peak load occurs at a displacement that is less
than that corresponding to the intersection of the
projected line and the load-displacement curve, then
N
adh
shall be taken as the peak load (Fig. 10.1(c)).
6.If the displacement Δ
0.3
≤ 0.05 mm, the origin of the
projected line shall be shifted to a point on the load-
displacement curve given by 0.3N
u
and Δ
0.3
(Fig. 10.1(d)).
10.4.4.5 For all values of N
adh
calculated in accordance
with Section 10.4.4.3 or 10.4.4.4, evaluate the adjustment
factor α
adh
using Eq. (10-9).
(10-9)
where
N
adh,i,j
=tension load corresponding to loss of adhesion
for Test Series i, Test j, N; and
N
u,i,j
=peak tension load corresponding to Test
Series i, Test j, N.
10.4.4.6 In cases where a minimum of 10 replicates have
been performed in a given test series, it shall be permitted to
calculate α
adh
for that test series in accordance with Eq. (10-10)
instead of Eq. (10-9).
(10-10)
where
minN
adh,i
=minimum value of adhesion force determined
for Test Series i, N; and
N
u,i
= mean tension capacity for reliability Test
Series i, N.
10.4.4.7 Where failure under tension load is characterized
by slip between the anchor rod and adhesive material along the
entire embedded length—as indicated by extraction of the
threaded rod without adherence of adhesive to the rod—
evaluation of the load corresponding to loss of adhesion is not
required and the value of α
adh
shall be taken as 1.0.
10.4.5 Bond stress
R10.4.5 The calculation of bond stress, made on the basis
of the uniform bond stress mode, is assumed essentially
independent of concrete strength within the concrete
strength range addressed by ACI 318M, Appendix D. An
adjustment is made for values determined through confined
testing, which generally increases the measured peak load
over that measured in unconfined testing because confined
testing restrains splitting cracks and provides for a triaxial
stress state under the bearing plate. For anchor systems
evaluated using the reduced test program of Table 3.3, the
bond strength in cracked concrete is given as 25 percent of
the value determined in uncracked concrete. The determina-
tion of the limiting characteristic bond stress to be used in
the design equations of ACI 318M, Appendix D is based on
a range of factors that may or may not apply in each case. It is
therefore permissible to determine a range of limiting charac-
teristic bond stress values associated with specific conditions.
10.4.5.1 Calculate the corresponding bond stress τ
i
for
each service-condition tension test (Table 3.1, Tests 7a and 7b;
Table 3.2, Tests 11a through 11d; and Table 3.3, Tests 8a and
8b) in concrete test member i or concrete batch i, normalized
to concrete strength equal to 17 MPa using Eq. (10-11).
(10-11)
where
N
u,i,fc
= peak tension load measured in a tension test
conducted in test series i or concrete batch i,
normalized to concrete strength f
c
= 17 MPa,
N; and
α
setup
=1.0 if service-condition tests are performed as
unconfined tests, 0.75 if service-condition
tests are performed as confined tests, and
0.70 if service-condition tests in cracked
concrete are performed as confined tests.
10.4.5.2 Nominal characteristic bond stress
10.4.5.2.1 Calculate the nominal characteristic bond
stress value τ
k,nom(cr,uncr)
from the values τ
i
in accordance
with Eq. (10-3).
10.4.5.2.2 If the bond stress can be shown to vary with
anchor diameter in a nonrandom manner, report the bond
stress as a continuous function of anchor diameter. Other-
wise, calculate a single bond stress τ
k,nom(cr,uncr)
with the
results for all diameters using the lowest bond stress.
R10.4.5.2.2 While uniform bond stresses calculated in
accordance with Eq. (10-11) typically trend downward with
increasing anchor diameter, the relationship between bond
stress and diameter may be system-dependent and may not
show a uniform trend. In this case, where the bond stress
rises and falls across several diameters in a random manner,
the minimum derived bond stress should be taken across all
diameters. Where a trend can be established between bond
stress and diameter, a best-fit approximation to the recorded
values should be established and used to establish unique
bond stresses for each diameter as appropriate.
10.4.5.2.3 For adhesive anchor assessed in accordance
with Table 3.3, the value of τ
k,nom,cr
shall be taken as
τ
k,nom,cr
= 0.25τ
k,nom,uncr
.
10.4.5.3 Determination of limiting characteristic bond
stress
10.4.5.3.1 For adhesive anchors qualified in accordance
with Table 3.1, reduce the nominal characteristic bond stress
k
tan
0.3N
u
N
origin
–
Δ
0.3
Δ
origin
–
-------------------------------------≈
α
adh
N
adhij,,
0.5N
uij,,
--------------------1.0≤=
α
adh
minN
adhi,
0.5N
ui,
-------------------------1.0≤=
τ
i
α
setup
N
uif
c
,,
πd
a
h
ef
---------------=
44 QUALIFICATION OF POST-INSTALLED ADHESIVE ANCHORS IN CONCRETE (ACI 355.4M-11) AND COMMENTARY
in uncracked concrete, τ
k,nom,uncr
, in accordance with Eq. (10-
12) and report the limiting characteristic bond stress in
uncracked concrete, τ
k,uncr
, for each combination of mandatory
and optional use conditions specified.
10.4.5.3.2 For adhesive anchors qualified in accordance
with Table 3.2 or 3.3, reduce the nominal characteristic
tension bond stresses in cracked and uncracked concrete
τ
k,nom(cr,uncr)
in accordance with Eq. (10-12) and report the
limiting characteristic bond stresses in cracked concrete,
τ
k,cr
, and uncracked concrete, τ
k,uncr
, for each combination
of mandatory and optional use conditions specified.
τ
k(cr,uncr)
=
τ
k,nom(cr,uncr)
βα
lt
α
st
α
dur
α
ρ
α
conc
α
COV
α
cat3
MPa(10-12)
where
β =min[min(α/α
req
); minα
adh
] for the reliability and
service-condition tests listed in Tables 10.3 and
10.4; α is the ratio of reliability test result to refer-
ence test result evaluated for all reliability tests
listed in Table 10.3 (refer to Eq. (10-7)); α
adh
is
the reduction factor for loss of adhesion as evalu-
ated for all reliability tests listed in Table 10.3 and
for all service-condition tests listed in Table 10.4
(10.4.4.2);
α
req
=threshold value of α given in Table 3.1, 3.2, or 3.3;
α
lt
= reduction factor for maximum long-term
temperature (refer to Eq. (10-26));
α
st
= reduction factor for maximum short-term
temperature (refer to Eq. (10-27));
α
dur
=reduction factor for durability (refer to Eq. (10-29));
α
ρ
= minimum reduction factor for reduced load in
crack width cycling and freezing-and-thawing tests
(refer to Eq. (10-16));
α
conc
=adjustment factor for regional concrete variation
(refer to Section 10.4.1);
α
COV
=reduction factor associated with the coefficient of
variation of peak loads (refer to Eq. (10-6)); and
α
cat3
=reduction factor for Anchor Category 3 (refer to Eq.
(10-15)).
10.4.5.3.3 If the value τ
k,cr
is derived from service-
condition tests in cracked concrete performed as confined
tests, the value τ
k,cr
shall not exceed α
conc
· τ
k,nom,cr
, where
τ
k,nom,cr
is evaluated from service-condition tests in cracked
concrete performed as unconfined tests and evaluated in
accordance with 10.4.5.2.
10.4.5.4 Further modify the limiting characteristic bond
resistance τ
k(cr,uncr)
for sustained tension load cases in
accordance with Eq. (10-13).
τ
k,sust(cr,uncr)
= τ
k(cr,uncr)
α
ρ,sust
MPa (10-13)
where
α
ρ,sust
= reduction factor for sustained tension loading
in accordance with Eq. (10-17); and
τ
k,sust(cr,uncr)
=the sustained tension loading bond resistance,
MPa.
10.4.5.5 Further modify the limiting characteristic bond
resistance τ
k(cr,uncr)
for seismic tension load cases in
accordance with Eq. (10-14).
τ
k,seis(cr,uncr)
= τ
k(cr,uncr)
α
N,seis
MPa (10-14)
where
α
N,seis
= reduction factor for seismic tension loading
(Eq. (10-30)); and
τ
k,seis(cr,uncr)
=seismic tension bond resistances in cracked
and uncracked concrete, respectively, MPa.
10.4.5.6 Minimum limiting characteristic bond stress
10.4.5.6.1 The nominal characteristic bond stress
evaluated in accordance with Eq. (10-12) shall not be less
than that shown in Table 10.2. Where this condition is not
satisfied, the product shall be reported as unqualified.
R10.4.5.6.1 ACI 318M, Appendix D, contains default
minimum bond stresses that may be used for design in the
absence of direct information regarding the bond stresses
associated with common use conditions for a qualified
product. Because any qualified product is assumed to be
able to develop these minimum bond stresses, the same
values (as derived from Eq. (10-12) for the specific constella-
tion of use parameters described in ACI 318M, Appendix D)
must be taken as minimums for the qualification. A basic
differentiation is made between outdoor and indoor use.
Outdoor implies exposure to weather such as water,
temperature, and aggressive environments, while indoor is
associated with a less demanding set of parameters. This is
reflected in the omission of the
α
lt
,
α
st
, and
α
dur
from the
second higher set of bond stresses corresponding to indoor
uses in ACI 318M, Appendix D (Table 10.2).
10.4.6 Anchor category
R10.4.6 The anchor category is determined by the results of
reliability tests in terms of the same
α
-factors used to determine
the limiting characteristic bond stress. Two sets of
α
req
values
are provided for determining the anchor category, each
associated with specific job-site inspection and testing
requirements. For anchors that are assessed under the more
relaxed threshold values for the determination of the anchor
category, more stringent requirements for job-site inspection
and testing are required. For anchors that do not meet the
threshold values for the lowest anchor category, a further
reduction in the limiting characteristic bond stress is taken.
10.4.6.1 Assign an anchor category to the tested anchor
system in accordance with Table 10.5 or 10.6, depending
on the installation conditions specified for the anchor and
the results of the reliability tests. The minimum value of α
and α
adh
shall control for the determination of the anchor
category.
10.4.6.2 Where the controlling value of α or α
adh
is less
than the value of α
req
corresponding to Anchor Category 3
in Table 10.5 or 10.6, the anchor shall be assigned to Anchor
Category 3 and an additional reduction factor α
cat3
for the
determination of τ
k(cr,uncr)
in accordance with Eq. (10-12)
shall be determined in accordance with Eq. (10-15). For all
other cases, α
cat3
shall be taken as 1.0.
in uncracked concrete, τ
k,nom,uncr
, in accordance with Eq. (10-
12) and report the limiting characteristic bond stress in
uncracked concrete, τ
k,uncr
, for each combination of mandatory
and optional use conditions specified.
10.4.5.3.2 For adhesive anchors qualified in accordance
with Table 3.2 or 3.3, reduce the nominal characteristic
tension bond stresses in cracked and uncracked concrete
τ
k,nom(cr,uncr)
in accordance with Eq. (10-12) and report the
limiting characteristic bond stresses in cracked concrete,
τ
k,cr
, and uncracked concrete, τ
k,uncr
, for each combination
of mandatory and optional use conditions specified.
τ
k(cr,uncr)
=
τ
k,nom(cr,uncr)
βα
lt
α
st
α
dur
α
ρ
α
conc
α
COV
α
cat3
MPa(10-12)
where
β =min[min(α/α
req
); minα
adh
] for the reliability and
service-condition tests listed in Tables 10.3 and
10.4; α is the ratio of reliability test result to refer-
ence test result evaluated for all reliability tests
listed in Table 10.3 (refer to Eq. (10-7)); α
adh
is
the reduction factor for loss of adhesion as evalu-
ated for all reliability tests listed in Table 10.3 and
for all service-condition tests listed in Table 10.4
(10.4.4.2);
α
req
=threshold value of α given in Table 3.1, 3.2, or 3.3;
α
lt
= reduction factor for maximum long-term
temperature (refer to Eq. (10-26));
α
st
= reduction factor for maximum short-term
temperature (refer to Eq. (10-27));
α
dur
=reduction factor for durability (refer to Eq. (10-29));
α
ρ
= minimum reduction factor for reduced load in
crack width cycling and freezing-and-thawing tests
(refer to Eq. (10-16));
α
conc
=adjustment factor for regional concrete variation
(refer to Section 10.4.1);
α
COV
=reduction factor associated with the coefficient of
variation of peak loads (refer to Eq. (10-6)); and
α
cat3
=reduction factor for Anchor Category 3 (refer to Eq.
(10-15)).
10.4.5.3.3 If the value τ
k,cr
is derived from service-
condition tests in cracked concrete performed as confined
tests, the value τ
k,cr
shall not exceed α
conc
· τ
k,nom,cr
, where
τ
k,nom,cr
is evaluated from service-condition tests in cracked
concrete performed as unconfined tests and evaluated in
accordance with 10.4.5.2.
10.4.5.4 Further modify the limiting characteristic bond
resistance τ
k(cr,uncr)
for sustained tension load cases in
accordance with Eq. (10-13).
τ
k,sust(cr,uncr)
= τ
k(cr,uncr)
α
ρ,sust
MPa (10-13)
where
α
ρ,sust
= reduction factor for sustained tension loading
in accordance with Eq. (10-17); and
τ
k,sust(cr,uncr)
=the sustained tension loading bond resistance,
MPa.
10.4.5.5 Further modify the limiting characteristic bond
resistance τ
k(cr,uncr)
for seismic tension load cases in
accordance with Eq. (10-14).
τ
k,seis(cr,uncr)
= τ
k(cr,uncr)
α
N,seis
MPa (10-14)
where
α
N,seis
= reduction factor for seismic tension loading
(Eq. (10-30)); and
τ
k,seis(cr,uncr)
=seismic tension bond resistances in cracked
and uncracked concrete, respectively, MPa.
10.4.5.6 Minimum limiting characteristic bond stress
10.4.5.6.1 The nominal characteristic bond stress
evaluated in accordance with Eq. (10-12) shall not be less
than that shown in Table 10.2. Where this condition is not
satisfied, the product shall be reported as unqualified.
R10.4.5.6.1 ACI 318M, Appendix D, contains default
minimum bond stresses that may be used for design in the
absence of direct information regarding the bond stresses
associated with common use conditions for a qualified
product. Because any qualified product is assumed to be
able to develop these minimum bond stresses, the same
values (as derived from Eq. (10-12) for the specific constella-
tion of use parameters described in ACI 318M, Appendix D)
must be taken as minimums for the qualification. A basic
differentiation is made between outdoor and indoor use.
Outdoor implies exposure to weather such as water,
temperature, and aggressive environments, while indoor is
associated with a less demanding set of parameters. This is
reflected in the omission of the
α
lt
,
α
st
, and
α
dur
from the
second higher set of bond stresses corresponding to indoor
uses in ACI 318M, Appendix D (Table 10.2).
10.4.6 Anchor category
R10.4.6 The anchor category is determined by the results of
reliability tests in terms of the same
α
-factors used to determine
the limiting characteristic bond stress. Two sets of
α
req
values
are provided for determining the anchor category, each
associated with specific job-site inspection and testing
requirements. For anchors that are assessed under the more
relaxed threshold values for the determination of the anchor
category, more stringent requirements for job-site inspection
and testing are required. For anchors that do not meet the
threshold values for the lowest anchor category, a further
reduction in the limiting characteristic bond stress is taken.
10.4.6.1 Assign an anchor category to the tested anchor
system in accordance with Table 10.5 or 10.6, depending
on the installation conditions specified for the anchor and
the results of the reliability tests. The minimum value of α
and α
adh
shall control for the determination of the anchor
category.
10.4.6.2 Where the controlling value of α or α
adh
is less
than the value of α
req
corresponding to Anchor Category 3
in Table 10.5 or 10.6, the anchor shall be assigned to Anchor
Category 3 and an additional reduction factor α
cat3
for the
determination of τ
k(cr,uncr)
in accordance with Eq. (10-12)
shall be determined in accordance with Eq. (10-15). For all
other cases, α
cat3
shall be taken as 1.0.
QUALIFICATION OF POST-INSTALLED ADHESIVE ANCHORS IN CONCRETE (ACI 355.4M-11) AND COMMENTARY 45
(10-15)
where α
req,cat3
= α
req
corresponding to Anchor Category 3
for corresponding reliability test in accordance with Table 10.5
or 10.6.
10.4.6.3 The anchor category shall be reported in
Table 11.1 or 11.2.
10.4.7 Adjustment for reduced load in crack width
cycling, freezing-and-thawing, and sustained load tests is
permissible if the limiting characteristic bond stress is
reduced (10.9, 10.10, and 10.11).
R10.4.7 Sustained loads are required for the crack width
cycling test, the freezing-and-thawing test, the standard
temperature creep tests, and the maximum long-term
temperature creep tests. If the sustained load used in the test
is less than required, a reduction on the limiting characteristic
bond stress is taken.
10.4.7.1 Where a reduced sustained load is required to
meet the displacement requirements in the crack width
cycling or freezing-and-thawing tests, the reduction factor
α
ρ
shall be evaluated in accordance with Eq. (10-16).
(10-16)
where
N
red
=reduced sustained load in a reliability test series as
required to satisfy displacement criteria, N; and
N
req
=required sustained load for a reliability test
series—N
w
for tests in accordance with Eq. (7-1),
and N
sust,ft
for tests in accordance with Eq. (7-2), N.
10.4.7.2 Where a reduced sustained load is required to
meet the displacement requirements in the sustained load
test, the reduction factor α
ρ,sust
shall be evaluated in accordance
with Eq. (10-17).
(10-17)
where
N
red
=reduced sustained load applied in the sustained
load test as required to satisfy displacement
criteria, N; and
N
sust,lt
=sustained load in accordance with Eq. (7-3), N.
10.4.8 Determination of effectiveness factors
10.4.8.1 It shall be permitted to evaluate the effectiveness
factors k
cr
and k
uncr
for adhesive anchors in accordance with
ACI 355.2. Unconfined tension tests shall be conducted at
the smallest, middle, and largest diameters in low- and high-
strength concrete with five replicates per test series. The tests
shall be conducted at the greatest embedment depth for
which concrete cone failure is anticipated to occur and may
be approximated using Eq. (10-18). The assessment of the
effectiveness factor shall fulfill the requirements of ACI
355.2 for all test series.
mm (10-18)
where
τ
u,fc,uncr
=mean bond strength evaluated from unconfined
tests in uncracked concrete normalized to f
c
′,
MPa; and
k
m,uncr
=17 for recognition of k
uncr
= 13, and 15 for
recognition of k
uncr
= 11.
10.5—Assessment of steel tension capacity
R10.5 Where the strength of the anchor element is
addressed by other standards, for example, all-thread rods
by ASTM, separate tension tests to determine the tension
strength of the rod/nut assembly are not required.
10.5.1 Evaluate the steel tension capacity in accordance
with D.5.1.2 of ACI 318M.
10.5.2 Where the steel anchor element carrying tension
load has a variable cross section, A
se,N
shall be taken as the
minimum cross-sectional area over the load-bearing length
of the anchor.
10.6—Assessment of steel shear capacity (8.11)
10.6.1 For anchors without a reduced cross section within
five diameters of the shear plane, the steel shear capacity
shall be evaluated in accordance with D.6.1.2 of ACI 318M.
R10.6.1 In no case shall the shear strength of an anchor
element exceed the value given in ACI 318M, Appendix D.
10.6.1.1 For anchors without threads in the critical shear
plane, A
se,V
shall be taken as the gross anchor cross-sectional
area.
10.6.1.2 For anchors with threads in the shear plane but
without a reduced cross section, A
se,V
shall be taken in
accordance with Eq. (10-19).
mm
2
(10-19)
where n
t
is the number of threads per millimeter.
10.6.1.3 For anchors that exhibit pullout failure in
unconfined tension tests at h
ef
= h
ef,min
, determine the
characteristic shear capacity V
s
by test as prescribed in
8.11, but V
s
shall not exceed the value determined in accor-
dance with D.6.1.2 of ACI 318M, where A
se
is as defined
in 10.6.1.1 or 10.6.1.2.
10.6.2 For anchors with a reduced cross section within five
diameters of the shear plane, the characteristic shear capacity
V
s
shall be determined by test as prescribed in 8.11, but shall
not exceed the value determined in accordance with D.6.1.2
of ACI 318M, assuming an unreduced cross section.
10.6.3 Further modify the characteristic shear capacity V
s
for seismic load cases in accordance with Eq. (10-20)
V
s,seis
= V
s
α
V,seis
N (10-20)
α
cat3
minmin
α
α
reqcat3,
-------------------- m i n
α
adh
α
reqcat3,
--------------------; 1.0≤=
α
ρ
min
N
red
N
req
----------1.0≤=
α
ρsust,
min
N
red
N
sustlt,
----------------1.0≤=
h
ef
τ
uf
c
uncr,,
πd
a
k
muncr,
-----------------------------
f
c
′
-----------------------------------
2
=
A
seV,
π
4
----d
a
0.9743
n
t
----------------–
2
=
(10-15)
where α
req,cat3
= α
req
corresponding to Anchor Category 3
for corresponding reliability test in accordance with Table 10.5
or 10.6.
10.4.6.3 The anchor category shall be reported in
Table 11.1 or 11.2.
10.4.7 Adjustment for reduced load in crack width
cycling, freezing-and-thawing, and sustained load tests is
permissible if the limiting characteristic bond stress is
reduced (10.9, 10.10, and 10.11).
R10.4.7 Sustained loads are required for the crack width
cycling test, the freezing-and-thawing test, the standard
temperature creep tests, and the maximum long-term
temperature creep tests. If the sustained load used in the test
is less than required, a reduction on the limiting characteristic
bond stress is taken.
10.4.7.1 Where a reduced sustained load is required to
meet the displacement requirements in the crack width
cycling or freezing-and-thawing tests, the reduction factor
α
ρ
shall be evaluated in accordance with Eq. (10-16).
(10-16)
where
N
red
=reduced sustained load in a reliability test series as
required to satisfy displacement criteria, N; and
N
req
=required sustained load for a reliability test
series—N
w
for tests in accordance with Eq. (7-1),
and N
sust,ft
for tests in accordance with Eq. (7-2), N.
10.4.7.2 Where a reduced sustained load is required to
meet the displacement requirements in the sustained load
test, the reduction factor α
ρ,sust
shall be evaluated in accordance
with Eq. (10-17).
(10-17)
where
N
red
=reduced sustained load applied in the sustained
load test as required to satisfy displacement
criteria, N; and
N
sust,lt
=sustained load in accordance with Eq. (7-3), N.
10.4.8 Determination of effectiveness factors
10.4.8.1 It shall be permitted to evaluate the effectiveness
factors k
cr
and k
uncr
for adhesive anchors in accordance with
ACI 355.2. Unconfined tension tests shall be conducted at
the smallest, middle, and largest diameters in low- and high-
strength concrete with five replicates per test series. The tests
shall be conducted at the greatest embedment depth for
which concrete cone failure is anticipated to occur and may
be approximated using Eq. (10-18). The assessment of the
effectiveness factor shall fulfill the requirements of ACI
355.2 for all test series.
mm (10-18)
where
τ
u,fc,uncr
=mean bond strength evaluated from unconfined
tests in uncracked concrete normalized to f
c
′,
MPa; and
k
m,uncr
=17 for recognition of k
uncr
= 13, and 15 for
recognition of k
uncr
= 11.
10.5—Assessment of steel tension capacity
R10.5 Where the strength of the anchor element is
addressed by other standards, for example, all-thread rods
by ASTM, separate tension tests to determine the tension
strength of the rod/nut assembly are not required.
10.5.1 Evaluate the steel tension capacity in accordance
with D.5.1.2 of ACI 318M.
10.5.2 Where the steel anchor element carrying tension
load has a variable cross section, A
se,N
shall be taken as the
minimum cross-sectional area over the load-bearing length
of the anchor.
10.6—Assessment of steel shear capacity (8.11)
10.6.1 For anchors without a reduced cross section within
five diameters of the shear plane, the steel shear capacity
shall be evaluated in accordance with D.6.1.2 of ACI 318M.
R10.6.1 In no case shall the shear strength of an anchor
element exceed the value given in ACI 318M, Appendix D.
10.6.1.1 For anchors without threads in the critical shear
plane, A
se,V
shall be taken as the gross anchor cross-sectional
area.
10.6.1.2 For anchors with threads in the shear plane but
without a reduced cross section, A
se,V
shall be taken in
accordance with Eq. (10-19).
mm
2
(10-19)
where n
t
is the number of threads per millimeter.
10.6.1.3 For anchors that exhibit pullout failure in
unconfined tension tests at h
ef
= h
ef,min
, determine the
characteristic shear capacity V
s
by test as prescribed in
8.11, but V
s
shall not exceed the value determined in accor-
dance with D.6.1.2 of ACI 318M, where A
se
is as defined
in 10.6.1.1 or 10.6.1.2.
10.6.2 For anchors with a reduced cross section within five
diameters of the shear plane, the characteristic shear capacity
V
s
shall be determined by test as prescribed in 8.11, but shall
not exceed the value determined in accordance with D.6.1.2
of ACI 318M, assuming an unreduced cross section.
10.6.3 Further modify the characteristic shear capacity V
s
for seismic load cases in accordance with Eq. (10-20)
V
s,seis
= V
s
α
V,seis
N (10-20)
α
cat3
minmin
α
α
reqcat3,
-------------------- m i n
α
adh
α
reqcat3,
--------------------; 1.0≤=
α
ρ
min
N
red
N
req
----------1.0≤=
α
ρsust,
min
N
red
N
sustlt,
----------------1.0≤=
h
ef
τ
uf
c
uncr,,
πd
a
k
muncr,
-----------------------------
f
c
′
-----------------------------------
2
=
A
seV,
π
4
----d
a
0.9743
n
t
----------------–
2
=
46 QUALIFICATION OF POST-INSTALLED ADHESIVE ANCHORS IN CONCRETE (ACI 355.4M-11) AND COMMENTARY
where
α
V,seis
= reduction factor for seismic shear loading,
refer to Eq. (10-31);
V
s
=characteristic steel shear capacity determined
in accordance with 10.6.1 or 10.6.2; and
V
s,seis
=seismic shear capacity of the anchor as
governed by steel failure.
10.6.4 For anchor diameters not tested in shear, the
minimum values of α
V,seis
determined for the tested anchor
diameters closest to the untested diameters shall be used in
Eq. (10-20).
10.6.5 Report shear capacities obtained in Table 11.1 or 11.2.
10.7—Assessment of minimum member thickness
(9.2)
R10.7 When anchors are to be installed with small back-
side cover distance, which is the distance from the end of the
drilled hole to the remote concrete face, the impact energy of
the drilling system is decisive for preventing spalling of the
concrete at the remote face.
10.7.1 In those test series where the minimum member
thickness h
min
is required to be used, conduct tests in
members having the minimum member thicknesses specified
for each anchor type, diameter, and embedment. The
minimum member thickness h
min
shall not be less than the
value given by Eq. (10-21).
h
min
= h
ef
+ Δh ≥ 50 mm (10-21)
where Δh ≥ 2d
o
≥ 30 mm applies to all anchor types without
restriction and Δh ≥ 2d
o
≥ 15 mm applies to all anchor types
in cases where the remote face of the concrete member can
be inspected. If concrete breakthrough occurs during
drilling, take measures to ensure that the effective anchor
embedment has not been compromised and that adhesive
material losses are prevented (Δh = 0 applies to injection
anchor systems in cases where the effective anchor embedment
is adjusted for spalling on the backside of the concrete
member and measures are taken to ensure that adhesive
material losses are prevented).
10.8—Assessment of maximum tightening torque
(7.19)
R10.8 Because the relationship between torque and
tension in a bolted connection is highly dependent on the
condition of the threads, fraying surfaces, and the presence
of lubricants or contaminants, the specific conditions associated
with the reported torque value should be stated.
10.8.1 The torque test shall achieve a torque resistance of
at least 1.3T
inst
. The anchor shall not turn in the anchor hole
prior to reaching a torque resistance of 1.3T
inst
. In addition,
Eq. (10-22) shall be fulfilled. If this requirement is not met,
reduce the installation torque T
inst
as required to fulfill the
requirement.
N
95%
≤ min[F
y
; 0.8N
k,test
] (10-22)
where
N
95%
=95 percent fractile (90 percent confidence) of
the induced tension force corresponding to
1.3T
inst
;
N
k,test
= characteristic tension capacity evaluated
from reference tension tests in low-strength
concrete (Table 3.1, Test 1a; Table 3.2, Test
1a; and Table 3.3, Test 1a), N; and
F
y
=A
se,N
f
ya
for bolts with a defined yield stress
and F
y
= A
se,N
⋅ 0.8f
uta
for bolts without a
well-defined yield stress, MPa.
10.8.2 It shall be permitted to satisfy the requirement of
Eq. (10-22) using a calculated value for N
95%
in accordance
with Eq. (10-23).
(10-23)
where k
f
is the friction factor of threads. The friction factor
shall be taken as a lower-bound value. For normal threaded
rods without lubricants or friction-reducing coatings, k = 0.2
may be assumed.
10.9—Assessment of behavior under crack
cycling (7.15)
R10.9 Compare Fig. 7.1 to Fig. 8.1 in ACI 355.2. Unlike
expansion and undercut anchors, adhesive anchors do not
develop wedging forces in the crack during the conduct of
the crack movement test. As such, changes in the lower crack
width with increasing crack cycling are likely to be due to
other causes, for example, changes in the bond relationship
of the embedded reinforcement in the test specimen.
10.9.1 In each test in cracks whose opening width is
cycled, the cumulative recorded anchor displacement shall
not exceed 2 mm following the initial 20 cycles of crack
opening and closing, nor 3 mm following 1000 cycles.
10.9.2 If the anchor displacement exceeds these limits
during the crack-cycling portion of the test, it shall be
permitted to increase the number of replicates. For a sample
size of 10 to 20 replicates, one of the tested anchors shall be
permitted to exhibit a maximum displacement of 3 mm after
the initial 20 cycles and 4 mm after 1000 cycles. For sample
sizes larger than 20, 5 percent of the tested anchors shall be
permitted to exhibit these increased displacements. If the
requirements are not met, repeat the tests with a reduced
sustained load until the requirements are met and evaluate the
reduction factor α
ρ
in accordance with 10.4.7. For anchors
evaluated in accordance with Table 3.3, reduction of the
sustained load is not permitted and anchors that fail to satisfy
the displacement requirements of this section are not qualified
for use in cracked concrete in accordance with this standard.
10.9.3 The value of α
req
for the residual tension capacity
is 0.90.
10.9.3.1 For assessment under Table 3.3, the reference
value for cracked concrete used to determine α shall be 0.25
times the reference value in uncracked concrete, normalized
to 17 MPa.
N
95%
1.3T
inst
k
f
d
a
-------------------=
where
α
V,seis
= reduction factor for seismic shear loading,
refer to Eq. (10-31);
V
s
=characteristic steel shear capacity determined
in accordance with 10.6.1 or 10.6.2; and
V
s,seis
=seismic shear capacity of the anchor as
governed by steel failure.
10.6.4 For anchor diameters not tested in shear, the
minimum values of α
V,seis
determined for the tested anchor
diameters closest to the untested diameters shall be used in
Eq. (10-20).
10.6.5 Report shear capacities obtained in Table 11.1 or 11.2.
10.7—Assessment of minimum member thickness
(9.2)
R10.7 When anchors are to be installed with small back-
side cover distance, which is the distance from the end of the
drilled hole to the remote concrete face, the impact energy of
the drilling system is decisive for preventing spalling of the
concrete at the remote face.
10.7.1 In those test series where the minimum member
thickness h
min
is required to be used, conduct tests in
members having the minimum member thicknesses specified
for each anchor type, diameter, and embedment. The
minimum member thickness h
min
shall not be less than the
value given by Eq. (10-21).
h
min
= h
ef
+ Δh ≥ 50 mm (10-21)
where Δh ≥ 2d
o
≥ 30 mm applies to all anchor types without
restriction and Δh ≥ 2d
o
≥ 15 mm applies to all anchor types
in cases where the remote face of the concrete member can
be inspected. If concrete breakthrough occurs during
drilling, take measures to ensure that the effective anchor
embedment has not been compromised and that adhesive
material losses are prevented (Δh = 0 applies to injection
anchor systems in cases where the effective anchor embedment
is adjusted for spalling on the backside of the concrete
member and measures are taken to ensure that adhesive
material losses are prevented).
10.8—Assessment of maximum tightening torque
(7.19)
R10.8 Because the relationship between torque and
tension in a bolted connection is highly dependent on the
condition of the threads, fraying surfaces, and the presence
of lubricants or contaminants, the specific conditions associated
with the reported torque value should be stated.
10.8.1 The torque test shall achieve a torque resistance of
at least 1.3T
inst
. The anchor shall not turn in the anchor hole
prior to reaching a torque resistance of 1.3T
inst
. In addition,
Eq. (10-22) shall be fulfilled. If this requirement is not met,
reduce the installation torque T
inst
as required to fulfill the
requirement.
N
95%
≤ min[F
y
; 0.8N
k,test
] (10-22)
where
N
95%
=95 percent fractile (90 percent confidence) of
the induced tension force corresponding to
1.3T
inst
;
N
k,test
= characteristic tension capacity evaluated
from reference tension tests in low-strength
concrete (Table 3.1, Test 1a; Table 3.2, Test
1a; and Table 3.3, Test 1a), N; and
F
y
=A
se,N
f
ya
for bolts with a defined yield stress
and F
y
= A
se,N
⋅ 0.8f
uta
for bolts without a
well-defined yield stress, MPa.
10.8.2 It shall be permitted to satisfy the requirement of
Eq. (10-22) using a calculated value for N
95%
in accordance
with Eq. (10-23).
(10-23)
where k
f
is the friction factor of threads. The friction factor
shall be taken as a lower-bound value. For normal threaded
rods without lubricants or friction-reducing coatings, k = 0.2
may be assumed.
10.9—Assessment of behavior under crack
cycling (7.15)
R10.9 Compare Fig. 7.1 to Fig. 8.1 in ACI 355.2. Unlike
expansion and undercut anchors, adhesive anchors do not
develop wedging forces in the crack during the conduct of
the crack movement test. As such, changes in the lower crack
width with increasing crack cycling are likely to be due to
other causes, for example, changes in the bond relationship
of the embedded reinforcement in the test specimen.
10.9.1 In each test in cracks whose opening width is
cycled, the cumulative recorded anchor displacement shall
not exceed 2 mm following the initial 20 cycles of crack
opening and closing, nor 3 mm following 1000 cycles.
10.9.2 If the anchor displacement exceeds these limits
during the crack-cycling portion of the test, it shall be
permitted to increase the number of replicates. For a sample
size of 10 to 20 replicates, one of the tested anchors shall be
permitted to exhibit a maximum displacement of 3 mm after
the initial 20 cycles and 4 mm after 1000 cycles. For sample
sizes larger than 20, 5 percent of the tested anchors shall be
permitted to exhibit these increased displacements. If the
requirements are not met, repeat the tests with a reduced
sustained load until the requirements are met and evaluate the
reduction factor α
ρ
in accordance with 10.4.7. For anchors
evaluated in accordance with Table 3.3, reduction of the
sustained load is not permitted and anchors that fail to satisfy
the displacement requirements of this section are not qualified
for use in cracked concrete in accordance with this standard.
10.9.3 The value of α
req
for the residual tension capacity
is 0.90.
10.9.3.1 For assessment under Table 3.3, the reference
value for cracked concrete used to determine α shall be 0.25
times the reference value in uncracked concrete, normalized
to 17 MPa.
N
95%
1.3T
inst
k
f
d
a
-------------------=
QUALIFICATION OF POST-INSTALLED ADHESIVE ANCHORS IN CONCRETE (ACI 355.4M-11) AND COMMENTARY 47
10.10—Assessment of freezing-and-thawing
behavior (7.16)
10.10.1 The change in displacement as a function of time
in the freezing-and-thawing tests (7.16) shall continually
decrease with an increasing number of freezing-and-thawing
cycles and shall approach zero.
10.10.2 If the requirement on displacement is not met,
reduce the sustained load until the requirement is met and
evaluate the reduction factor α
ρ
in accordance with 10.4.7.
10.10.3 The value of α
req
for the residual tension capacity
shall be 0.90.
10.11—Assessment of sustained load behavior
(7.17)
R10.11 Equation (10-24) provides a conservative estimate
of anchor displacement over long periods of sustained
loading. The determination of the coefficients a and b is
sensitive to the number of data points evaluated and should
be approached with care.
10.11.1 The total displacement over the anchor intended
service life, which includes the initial elastic displacement
plus the creep displacement, is determined for each specimen
by projecting a logarithmic trend line forward over the
intended anchor service life. The trend line shall be determined
by calculating a least-squares fit through the data points using
Eq. (10-24) and shall be constructed with data from the last
20 days, with a minimum of 20 data points, of the creep test.
Δ(t) = Δ
t=0
+ at
b
(10-24)
where
Δ(t) =total displacement recorded in the test at time
t, mm;
Δ
t=0
= initial displacement under sustained load, mm;
t =time corresponding to the total recorded
displacement, in hours; and
a,b = constants evaluated by regression analysis.
10.11.2 Calculate the estimated displacement corresponding
to the anchor intended service life for each test using Eq. (10-25).
Δ
service
= Δ
t=0
+ a(t
service
)
b
(10-25)
where
Δ
service
= extrapolated estimate of the total displacement
over the anchor intended service life, mm;
Δ
t=0
= initial displacement recorded under sustained
load, mm;
t
service
= intended anchor service life, in hours, at 50 years
(standard temperature conditions) and 10 years
(elevated temperature conditions); and
a,b = constants evaluated by regression analysis in
accordance with 10.11.1.
10.11.3 The mean values of the extrapolated estimates of
the total displacement over the anchor intended service life
Δ
service
at standard temperature and at the long-term elevated
temperature shall not exceed Δ
lim
, where Δ
lim
is the mean
displacement corresponding to loss of adhesion N
adh
for
adhesive anchors (10.4.4, Fig. 10.1(a) through (d)) as
measured in the corresponding reference tests at standard
temperature or maximum long-term elevated temperature,
respectively. It shall be permitted to omit the sustained load
tests at standard temperature, however, if the displacements
measured in the sustained load tests at long-term temperature
are extrapolated to 50 years and the mean value Δ
service
does
not exceed Δ
lim
as defined in 10.11.3.
10.11.4 The calculated estimated displacement Δ
service
for
any one test shall not exceed 1.2Δ
lim
with Δ
lim
as defined in
10.11.3.
10.11.5 If the requirement on displacement is not met,
reduce the sustained load until the requirement is met and
evaluate the reduction factor α
ρ,sust
in accordance with 10.4.7.
The applied sustained load shall not be less than 40 percent of
N
sust,lt
as determined in accordance with Eq. (7-3).
10.11.6 The value of α
req
for the residual tension capacity
shall be 0.90.
10.12—Assessment of performance associated
with installation direction (7.18)
R10.12 While many injectable adhesives are formulated
as gels with a viscosity that is suitable to permit their use in
other than down-hole applications, the injection of adhesive
and positioning of the anchor element for orientations where
gravity works against the installation may require special
techniques and equipment. Temperature extremes can also
affect the installation process, whereby hotter ambient
temperatures will simultaneously decrease the adhesive
viscosity and accelerate the curing process and colder
temperatures will generally increase viscosity and retard
curing. The use of a clear polycarbonate tube to simulate
blind injection conditions, as shown in Fig. 10.2, can be
particularly effective for establishing the effectiveness of
installation procedures, especially for deeper holes.
10.12.1 When installed horizontally and overhead in
accordance with the MPII, the annular gap around the anchor
element shall remain completely filled with adhesive and the
anchor element shall not displace downward more than d
a
/20
or 2.5 mm during the cure time. Include the following
criteria in the assessment:
1.The adequacy of the MPII for the installation orientation
being evaluated.
2.For overhead installations, the adequacy of measures,
as required, to prevent sag of the anchor element prior
to adhesive cure (Fig. 10.2(a)).
3.For overhead and horizontal installations, the adequacy
of measures, as required, to capture excess adhesive
during installation of the anchor element, to protect the
unbonded portion of the anchor element from adhesive,
and to ensure that the annular gap around the anchor
element is completely filled with adhesive over the
bonded length (Fig. 10.2(b) and (c)).
4.The adequacy of installation procedures to prevent
formation of gaps and/or trapped air in the adhesive
along bonded length of the anchor (Fig. 10.2(d)).
10.12.2 The value of α
req
for the tension capacity shall
be 0.90.
10.10—Assessment of freezing-and-thawing
behavior (7.16)
10.10.1 The change in displacement as a function of time
in the freezing-and-thawing tests (7.16) shall continually
decrease with an increasing number of freezing-and-thawing
cycles and shall approach zero.
10.10.2 If the requirement on displacement is not met,
reduce the sustained load until the requirement is met and
evaluate the reduction factor α
ρ
in accordance with 10.4.7.
10.10.3 The value of α
req
for the residual tension capacity
shall be 0.90.
10.11—Assessment of sustained load behavior
(7.17)
R10.11 Equation (10-24) provides a conservative estimate
of anchor displacement over long periods of sustained
loading. The determination of the coefficients a and b is
sensitive to the number of data points evaluated and should
be approached with care.
10.11.1 The total displacement over the anchor intended
service life, which includes the initial elastic displacement
plus the creep displacement, is determined for each specimen
by projecting a logarithmic trend line forward over the
intended anchor service life. The trend line shall be determined
by calculating a least-squares fit through the data points using
Eq. (10-24) and shall be constructed with data from the last
20 days, with a minimum of 20 data points, of the creep test.
Δ(t) = Δ
t=0
+ at
b
(10-24)
where
Δ(t) =total displacement recorded in the test at time
t, mm;
Δ
t=0
= initial displacement under sustained load, mm;
t =time corresponding to the total recorded
displacement, in hours; and
a,b = constants evaluated by regression analysis.
10.11.2 Calculate the estimated displacement corresponding
to the anchor intended service life for each test using Eq. (10-25).
Δ
service
= Δ
t=0
+ a(t
service
)
b
(10-25)
where
Δ
service
= extrapolated estimate of the total displacement
over the anchor intended service life, mm;
Δ
t=0
= initial displacement recorded under sustained
load, mm;
t
service
= intended anchor service life, in hours, at 50 years
(standard temperature conditions) and 10 years
(elevated temperature conditions); and
a,b = constants evaluated by regression analysis in
accordance with 10.11.1.
10.11.3 The mean values of the extrapolated estimates of
the total displacement over the anchor intended service life
Δ
service
at standard temperature and at the long-term elevated
temperature shall not exceed Δ
lim
, where Δ
lim
is the mean
displacement corresponding to loss of adhesion N
adh
for
adhesive anchors (10.4.4, Fig. 10.1(a) through (d)) as
measured in the corresponding reference tests at standard
temperature or maximum long-term elevated temperature,
respectively. It shall be permitted to omit the sustained load
tests at standard temperature, however, if the displacements
measured in the sustained load tests at long-term temperature
are extrapolated to 50 years and the mean value Δ
service
does
not exceed Δ
lim
as defined in 10.11.3.
10.11.4 The calculated estimated displacement Δ
service
for
any one test shall not exceed 1.2Δ
lim
with Δ
lim
as defined in
10.11.3.
10.11.5 If the requirement on displacement is not met,
reduce the sustained load until the requirement is met and
evaluate the reduction factor α
ρ,sust
in accordance with 10.4.7.
The applied sustained load shall not be less than 40 percent of
N
sust,lt
as determined in accordance with Eq. (7-3).
10.11.6 The value of α
req
for the residual tension capacity
shall be 0.90.
10.12—Assessment of performance associated
with installation direction (7.18)
R10.12 While many injectable adhesives are formulated
as gels with a viscosity that is suitable to permit their use in
other than down-hole applications, the injection of adhesive
and positioning of the anchor element for orientations where
gravity works against the installation may require special
techniques and equipment. Temperature extremes can also
affect the installation process, whereby hotter ambient
temperatures will simultaneously decrease the adhesive
viscosity and accelerate the curing process and colder
temperatures will generally increase viscosity and retard
curing. The use of a clear polycarbonate tube to simulate
blind injection conditions, as shown in Fig. 10.2, can be
particularly effective for establishing the effectiveness of
installation procedures, especially for deeper holes.
10.12.1 When installed horizontally and overhead in
accordance with the MPII, the annular gap around the anchor
element shall remain completely filled with adhesive and the
anchor element shall not displace downward more than d
a
/20
or 2.5 mm during the cure time. Include the following
criteria in the assessment:
1.The adequacy of the MPII for the installation orientation
being evaluated.
2.For overhead installations, the adequacy of measures,
as required, to prevent sag of the anchor element prior
to adhesive cure (Fig. 10.2(a)).
3.For overhead and horizontal installations, the adequacy
of measures, as required, to capture excess adhesive
during installation of the anchor element, to protect the
unbonded portion of the anchor element from adhesive,
and to ensure that the annular gap around the anchor
element is completely filled with adhesive over the
bonded length (Fig. 10.2(b) and (c)).
4.The adequacy of installation procedures to prevent
formation of gaps and/or trapped air in the adhesive
along bonded length of the anchor (Fig. 10.2(d)).
10.12.2 The value of α
req
for the tension capacity shall
be 0.90.
48 QUALIFICATION OF POST-INSTALLED ADHESIVE ANCHORS IN CONCRETE (ACI 355.4M-11) AND COMMENTARY
10.12.3 Where testing and assessment to address sensitivity
to installation direction in accordance with this standard is
not conducted, the product shall be limited to down-hole
installation only and the product labeling will include the
notification shown in Fig. 7.2.
10.13—Assessment of performance at elevated
temperature (8.5)
R10.13 The assessment for performance at the long- and
short-term elevated temperature permits a 20 percent decrease
in strength for the short-term event. Short-term elevated
temperatures are those associated with diurnal cycles or other
transient phenomena. Long-term elevated temperatures are
those that occur over extended periods of time.
10.13.1 Calculate α
lt
from the tension test results at the
long-term test temperature using Eq. (10-26).
(10-26)
10.13.2 Calculate α
st
from the tension test results at the
short-term test temperature using Eq. (10-27).
(10-27)
10.13.3 Omit comparison of the 5 percent fractile values if
either of the following conditions is met:
For both test series, the COV of the failure loads v ≤ 10%.
The difference in the number of tests in each series Δn
≤ 5 and the COV of the temperature test series is equal
to or less than the COV of the reference test series.
10.13.4 Refer to Section 10.4.4 for requirements on
displacement.
α
lt
min
N
lt
N
o
------
N
klt,
N
ko,
----------; 1.0≤=
α
st
min
N
st
0.8N
lt
--------------
N
kst,
0.8N
klt,
------------------; 1.0≤=
10.14—Assessment of performance with
decreased installation temperature (8.6)
R10.14 A distinction is made for systems that are intended
for installation at 10°C or above and those intended for
installation at temperatures below 10°C. At low tempera-
tures, curing of the adhesive may be retarded to the degree
that the bond is developed in part through freezing of the
adhesive. This bond mechanism may not be reliable if the
concrete temperature should rise.
10.14.1 For anchors recommended for installation in
concrete temperatures below 10°C, the mean and the 5 percent
fractile of the failure loads associated with the reduced
temperature installation shall equal or exceed the mean and
the 5 percent fractile of the corresponding reference tests.
Alternatively, it shall be shown that the two data sets are
statistically equivalent.
10.14.1.1 Omit comparison of the 5 percent fractile
values if either of the following conditions are met:
For both test series, the COV of the failure loads is v
≤ 10%.
The difference in the number of tests in each series Δn
≤ 5 and the COV of the temperature test series is equal
to or less than the COV of the reference test series.
10.14.2 For anchors recommended for installation in
concrete temperatures below 5°C, the conditions of 10.14.1
shall be fulfilled. In addition, the displacement of the anchor
under sustained load just prior to tension testing to failure
shall stabilize to the degree that an assessment can be made
that failure is unlikely to occur.
10.14.3 Retest anchors that do not fulfill the requirements
for a given target temperature at a temperature at which the
requirements are fulfilled. Report the temperature at which
the requirements are fulfilled as the minimum concrete
temperature at the time of installation.
10.15—Assessment for cure time at standard
temperature (8.7)
R10.15 Manufacturers usually provide cure times for a
variety of temperatures, typically in the MPII. Tests for the
cure time at standard temperature represent a spot check of
the validity of the data provided by the manufacturer.
10.15.1 Assess the results of the tests for curing at standard
temperature in accordance with Eq. (10-28).
(10-28)
where
N
cure
= mean tension capacity corresponding to the
manufacturer’s published minimum cure
time, N;
N
cure+24h
=mean tension capacity corresponding to the
manufacturer’s published minimum cure time
plus 24 hours, N;
N
k,cure
= characteristic tension capacity corresponding
to the manufacturer’s published minimum
cure time, N; and
min
N
cure
N
cure+24h
---------------------
N
kcure,
N
kcure+24h,
-------------------------; 0.9≥
Fig. 10.2—Assessment criteria for evaluation of effectiveness
of installation procedures for overhead installations.
10.12.3 Where testing and assessment to address sensitivity
to installation direction in accordance with this standard is
not conducted, the product shall be limited to down-hole
installation only and the product labeling will include the
notification shown in Fig. 7.2.
10.13—Assessment of performance at elevated
temperature (8.5)
R10.13 The assessment for performance at the long- and
short-term elevated temperature permits a 20 percent decrease
in strength for the short-term event. Short-term elevated
temperatures are those associated with diurnal cycles or other
transient phenomena. Long-term elevated temperatures are
those that occur over extended periods of time.
10.13.1 Calculate α
lt
from the tension test results at the
long-term test temperature using Eq. (10-26).
(10-26)
10.13.2 Calculate α
st
from the tension test results at the
short-term test temperature using Eq. (10-27).
(10-27)
10.13.3 Omit comparison of the 5 percent fractile values if
either of the following conditions is met:
For both test series, the COV of the failure loads v ≤ 10%.
The difference in the number of tests in each series Δn
≤ 5 and the COV of the temperature test series is equal
to or less than the COV of the reference test series.
10.13.4 Refer to Section 10.4.4 for requirements on
displacement.
α
lt
min
N
lt
N
o
------
N
klt,
N
ko,
----------; 1.0≤=
α
st
min
N
st
0.8N
lt
--------------
N
kst,
0.8N
klt,
------------------; 1.0≤=
10.14—Assessment of performance with
decreased installation temperature (8.6)
R10.14 A distinction is made for systems that are intended
for installation at 10°C or above and those intended for
installation at temperatures below 10°C. At low tempera-
tures, curing of the adhesive may be retarded to the degree
that the bond is developed in part through freezing of the
adhesive. This bond mechanism may not be reliable if the
concrete temperature should rise.
10.14.1 For anchors recommended for installation in
concrete temperatures below 10°C, the mean and the 5 percent
fractile of the failure loads associated with the reduced
temperature installation shall equal or exceed the mean and
the 5 percent fractile of the corresponding reference tests.
Alternatively, it shall be shown that the two data sets are
statistically equivalent.
10.14.1.1 Omit comparison of the 5 percent fractile
values if either of the following conditions are met:
For both test series, the COV of the failure loads is v
≤ 10%.
The difference in the number of tests in each series Δn
≤ 5 and the COV of the temperature test series is equal
to or less than the COV of the reference test series.
10.14.2 For anchors recommended for installation in
concrete temperatures below 5°C, the conditions of 10.14.1
shall be fulfilled. In addition, the displacement of the anchor
under sustained load just prior to tension testing to failure
shall stabilize to the degree that an assessment can be made
that failure is unlikely to occur.
10.14.3 Retest anchors that do not fulfill the requirements
for a given target temperature at a temperature at which the
requirements are fulfilled. Report the temperature at which
the requirements are fulfilled as the minimum concrete
temperature at the time of installation.
10.15—Assessment for cure time at standard
temperature (8.7)
R10.15 Manufacturers usually provide cure times for a
variety of temperatures, typically in the MPII. Tests for the
cure time at standard temperature represent a spot check of
the validity of the data provided by the manufacturer.
10.15.1 Assess the results of the tests for curing at standard
temperature in accordance with Eq. (10-28).
(10-28)
where
N
cure
= mean tension capacity corresponding to the
manufacturer’s published minimum cure
time, N;
N
cure+24h
=mean tension capacity corresponding to the
manufacturer’s published minimum cure time
plus 24 hours, N;
N
k,cure
= characteristic tension capacity corresponding
to the manufacturer’s published minimum
cure time, N; and
min
N
cure
N
cure+24h
---------------------
N
kcure,
N
kcure+24h,
-------------------------; 0.9≥
Fig. 10.2—Assessment criteria for evaluation of effectiveness
of installation procedures for overhead installations.
QUALIFICATION OF POST-INSTALLED ADHESIVE ANCHORS IN CONCRETE (ACI 355.4M-11) AND COMMENTARY 49
N
k,cure+24h
=characteristic tension capacity corresponding
to the manufacturer’s published minimum
cure time plus 24 hours, N.
10.15.2 Omit comparison of the 5 percent fractile values if
either of the following conditions is met.
For both test series, the COV of the failure loads is v ≥
10 percent; or
The difference in the number of tests in each series is Δn
≤ 5 and the COV of the temperature test series is equal to
or less than the COV of the reference test series.
10.15.3 If the conditions of Eq. (10-28) are not fulfilled,
increase the cure time and repeat the test until Eq. (10-28) is
fulfilled.
10.16—Assessment of durability requirement (8.8)
R10.16 Durability is assessed on the basis of the mean of
the punch tests.
10.16.1 Requirement—Calculate the reduction factor
α
dur
, lower of α
alk
, and α
sulf
, when punch tests are
performed, using Eq. (10-29).
(10-29)
where
τ
dur,i
= mean bond stress corresponding to durability
tests with test member i or concrete batch i
stored in different media calculated
according to Eq. (8-1); and
τ
o,i
= mean reference bond stress corresponding to
durability tests with test member i or concrete
batch i calculated according to Eq. (8-1).
10.17—Assessment of performance in corner test
(8.9)
10.17.1 The tension capacity of the anchor positioned in
the corner of a test member with edge distances c
ac
and
minimum member thickness h
min
shall be statistically
equivalent to the tension capacity from reference tests
performed away from the edges. Report the critical edge
distance c
ac
and the corresponding minimum member
thickness in Table 11.1 or 11.2.
R10.17.1 Several combinations of critical edge distance
and member thickness may be reported, depending on the
extent of testing performed.
10.18—Assessment of performance in minimum
spacing and edge distance test (8.10)
R10.18 Several combinations of minimum edge distance,
spacing, and member thickness may be reported, depending
on the extent of testing performed.
10.18.1 Requirement for torque tests—The 5 percent fractile
of the maximum recorded torque calculated according to 10.3
and normalized to f
c
= 17 MPa according to 10.23 shall be:
Greater than the lesser of 1.7T
inst
and 1.0T
inst
+ 135 N-m
for anchors to be designed assuming uncracked
concrete conditions.
Greater than the lesser of 1.3T
inst
and 1.0T
inst
+ 40 N-m
for anchors that are qualified for cracked concrete and
are to be designed assuming cracked concrete conditions
where the crack width is restrained by reinforcement in
the concrete.
10.18.2 If these requirements are not met, determine c
min
and s
min
by either:
1.Holding c
min
constant and increase s
min
until the
requirements are fulfilled.
2.Holding s
min
constant and increase c
min
until the
requirements are fulfilled.
3.Increasing c
min
and s
min
until the requirements are fulfilled.
10.18.3 Requirements for load tests—The concrete shall
not crack during anchor installation. The mean failure load
shall equal or exceed 90 percent of the expected load calcu-
lated on the basis of the service-condition tests in uncracked
concrete, taking into account the effects of reduced spacing
and edge distances.
10.18.4 Report the minimum edge and spacing distances
and the associated minimum member thickness.
10.19—Assessment of performance under seismic
tension (8.12)
R10.19 The assignment of specific anchor bond strength
reductions corresponding to seismic loading may be made
for specific anchor diameters.
10.19.1 All anchors in a test series shall complete the
simulated seismic-tension load history specified in Table 8.2
and Fig. 8.3. Failure of an anchor to develop the required
tension resistance in any cycle prior to completing the
loading history specified in Table 8.2 and Fig. 8.3 shall be
recorded as an unsuccessful test. The mean residual capacity
of the anchors in the test series shall be equal to or greater
than 160 percent of N
eq
as given in Eq. (8-2).
10.19.1.1 Successful completion of the cyclic loading
history and fulfillment of the residual tension capacity
requirement of this section shall be noted in Table 11.2.
10.19.1.2 If the anchor does not fulfill the aforemen-
tioned requirements at N
eq
, it shall be permitted to conduct
the test with reduced cyclic loads conforming to the loading
history specified in Table 8.2 and Fig. 8.3 whereby
N
eq,reduced
, N
i,reduced
, and N
m,reduced
are substituted for N
eq
,
N
i
, and N
m
, respectively. All anchors in a test series shall
complete the simulated seismic-tension load history. Failure
of an anchor to develop the required tension resistance in any
cycle prior to completing the loading history given in Table 8.2
and Fig. 8.3 shall be recorded as an unsuccessful test. The
mean residual capacity of the anchors in the test series in the
tension test shall be at least 160 percent of the reduced peak
load N
eq,reduced
. Report successful completion of the
reduced cyclic loading history and fulfillment of the residual
tension capacity requirement of this section together with the
reduction factor α
Neq
as given by Eq. (10-30).
(10-30)
α
dur
minτ
duri,
0.95τ
oi,
-----------------------1.0≤=
α
Nseis,
N
eqreduced,
N
eq
---------------------------=
N
k,cure+24h
=characteristic tension capacity corresponding
to the manufacturer’s published minimum
cure time plus 24 hours, N.
10.15.2 Omit comparison of the 5 percent fractile values if
either of the following conditions is met.
For both test series, the COV of the failure loads is v ≥
10 percent; or
The difference in the number of tests in each series is Δn
≤ 5 and the COV of the temperature test series is equal to
or less than the COV of the reference test series.
10.15.3 If the conditions of Eq. (10-28) are not fulfilled,
increase the cure time and repeat the test until Eq. (10-28) is
fulfilled.
10.16—Assessment of durability requirement (8.8)
R10.16 Durability is assessed on the basis of the mean of
the punch tests.
10.16.1 Requirement—Calculate the reduction factor
α
dur
, lower of α
alk
, and α
sulf
, when punch tests are
performed, using Eq. (10-29).
(10-29)
where
τ
dur,i
= mean bond stress corresponding to durability
tests with test member i or concrete batch i
stored in different media calculated
according to Eq. (8-1); and
τ
o,i
= mean reference bond stress corresponding to
durability tests with test member i or concrete
batch i calculated according to Eq. (8-1).
10.17—Assessment of performance in corner test
(8.9)
10.17.1 The tension capacity of the anchor positioned in
the corner of a test member with edge distances c
ac
and
minimum member thickness h
min
shall be statistically
equivalent to the tension capacity from reference tests
performed away from the edges. Report the critical edge
distance c
ac
and the corresponding minimum member
thickness in Table 11.1 or 11.2.
R10.17.1 Several combinations of critical edge distance
and member thickness may be reported, depending on the
extent of testing performed.
10.18—Assessment of performance in minimum
spacing and edge distance test (8.10)
R10.18 Several combinations of minimum edge distance,
spacing, and member thickness may be reported, depending
on the extent of testing performed.
10.18.1 Requirement for torque tests—The 5 percent fractile
of the maximum recorded torque calculated according to 10.3
and normalized to f
c
= 17 MPa according to 10.23 shall be:
Greater than the lesser of 1.7T
inst
and 1.0T
inst
+ 135 N-m
for anchors to be designed assuming uncracked
concrete conditions.
Greater than the lesser of 1.3T
inst
and 1.0T
inst
+ 40 N-m
for anchors that are qualified for cracked concrete and
are to be designed assuming cracked concrete conditions
where the crack width is restrained by reinforcement in
the concrete.
10.18.2 If these requirements are not met, determine c
min
and s
min
by either:
1.Holding c
min
constant and increase s
min
until the
requirements are fulfilled.
2.Holding s
min
constant and increase c
min
until the
requirements are fulfilled.
3.Increasing c
min
and s
min
until the requirements are fulfilled.
10.18.3 Requirements for load tests—The concrete shall
not crack during anchor installation. The mean failure load
shall equal or exceed 90 percent of the expected load calcu-
lated on the basis of the service-condition tests in uncracked
concrete, taking into account the effects of reduced spacing
and edge distances.
10.18.4 Report the minimum edge and spacing distances
and the associated minimum member thickness.
10.19—Assessment of performance under seismic
tension (8.12)
R10.19 The assignment of specific anchor bond strength
reductions corresponding to seismic loading may be made
for specific anchor diameters.
10.19.1 All anchors in a test series shall complete the
simulated seismic-tension load history specified in Table 8.2
and Fig. 8.3. Failure of an anchor to develop the required
tension resistance in any cycle prior to completing the
loading history specified in Table 8.2 and Fig. 8.3 shall be
recorded as an unsuccessful test. The mean residual capacity
of the anchors in the test series shall be equal to or greater
than 160 percent of N
eq
as given in Eq. (8-2).
10.19.1.1 Successful completion of the cyclic loading
history and fulfillment of the residual tension capacity
requirement of this section shall be noted in Table 11.2.
10.19.1.2 If the anchor does not fulfill the aforemen-
tioned requirements at N
eq
, it shall be permitted to conduct
the test with reduced cyclic loads conforming to the loading
history specified in Table 8.2 and Fig. 8.3 whereby
N
eq,reduced
, N
i,reduced
, and N
m,reduced
are substituted for N
eq
,
N
i
, and N
m
, respectively. All anchors in a test series shall
complete the simulated seismic-tension load history. Failure
of an anchor to develop the required tension resistance in any
cycle prior to completing the loading history given in Table 8.2
and Fig. 8.3 shall be recorded as an unsuccessful test. The
mean residual capacity of the anchors in the test series in the
tension test shall be at least 160 percent of the reduced peak
load N
eq,reduced
. Report successful completion of the
reduced cyclic loading history and fulfillment of the residual
tension capacity requirement of this section together with the
reduction factor α
Neq
as given by Eq. (10-30).
(10-30)
α
dur
minτ
duri,
0.95τ
oi,
-----------------------1.0≤=
α
Nseis,
N
eqreduced,
N
eq
---------------------------=
50 QUALIFICATION OF POST-INSTALLED ADHESIVE ANCHORS IN CONCRETE (ACI 355.4M-11) AND COMMENTARY
10.19.1.3 The reduction factor α
N,seis
shall be used to
determine τ
k,seis(cr,uncr)
in accordance with 10.4.5.5. Report
these values in Table 11.2 for load combinations that include
seismic loading.
10.20—Assessment of performance under seismic
shear (8.13)
R10.20 The assignment of specific anchor shear strength
reductions corresponding to seismic loading may be made
for specific anchor diameters.
10.20.1 All anchors in a test series shall complete the
simulated seismic-shear load history specified in Table 8.3
and Fig. 8.4. Failure of an anchor to develop the required
shear resistance in any cycle prior to completing the specified
loading history in Table 8.3 and Fig. 8.4 shall be recorded as
an unsuccessful test. The mean residual capacity of the
anchors in the test series shall be at least 160 percent of V
eq
,
as given by Eq. (8-5) or (8-8).
10.20.1.1 Report successful completion of the cyclic
loading history and fulfillment of the residual shear capacity
requirement of this section together with an anchor capacity
V
s,seis
, equal to the characteristic value V
st
, determined from
the static shear test results to be reported in Table 11.2 for
use in cases that include seismic loading.
10.20.1.2 If the anchor fails to fulfill the aforementioned
requirements at V
eq
, it shall be permitted to conduct the test
with reduced cyclic loads conforming to the loading history
specified in Table 8.3 and Fig. 8.4 whereby V
eq,reduced
,
V
i,reduced
, and V
m,reduced
are substituted for V
eq
, V
i
, and V
m
,
respectively. All anchors in a test series shall complete the
simulated seismic-shear load history. Failure of an anchor to
develop the required shear resistance in any cycle prior to
completing the loading history given Table 8.3 and Fig. 8.4
shall be recorded as an unsuccessful test. The mean residual
capacity of the anchors in the test series in the tension test
shall be at least 160 percent of the reduced peak load
V
eq,reduced
. Report successful completion of the reduced
cyclic loading history and fulfillment of the residual shear
capacity requirement of this section together with a reduction
factor α
V,seis
as given by Eq. (10-31).
(10-31)
10.20.2 The reduction factor α
V,seis
shall be used to determine
V
s,seis
in accordance with 10.6.3. Report this value in Table 11.2
for load combinations that include seismic loads.
10.20.3 For a given anchor diameter, all embedment
depths greater than the tested embedment depth shall be
qualified at the value of V
s
determined in accordance with
10.6. Use linear interpolation for the evaluation of V
s
for
embedment depths between the tested embedment depths.
10.21—Establishment of hole-cleaning procedures
R10.21 Hole-cleaning procedures are critical to the
performance of most adhesive anchor systems. It is therefore
critical that the hole-cleaning procedures used in the test
program correspond to those given in the MPII. The ITEA
should receive no supplemental instruction regarding the
installation of the adhesive anchor system beyond what is
contained in the MPII. It is recognized that each laboratory
may have varying levels of experience with respect to anchor
installations. Nevertheless, the evaluation of the adhesive
anchor system should include a critical evaluation of the
effectiveness of the MPII as an instrument for ensuring
correct anchor installation and the MPII should be viewed
as a component of the adhesive anchor system, subject to
quality control requirements and specifically linked to the
test data generated as part of the qualification under this
standard.
10.21.1 Hole-cleaning procedures given in the MPII shall
correspond to the procedures used in the test program. If no hole
cleaning is used in the testing program, it shall be permitted to
specify installation of the anchor without hole cleaning.
10.21.2 Report hole-cleaning procedures (refer to 7.5.3).
10.22—Establishment of on-site quality control
and installation conditions
R10.22 Installation quality control is a critical component
in ensuring achievement of the predicted design strengths.
Two levels of quality control are provided.
10.22.1 For restrictions on installation conditions based on
the level of on-site quality control and reliability tests
α
Vseis,
V
eqreduced,
V
eq
-------------------------=
Table 10.8—Limitations on installation conditions
for adhesive anchors installed under continuous
special inspection and an on-site proof loading
program
*†‡
Installation conditions
permitted
Table 3.1, Table 3.2, or Table 3.3
optional reliability tests performed
2c 2d 2g 2h
Installation in interior and exterior
locations shall be permitted
— — — —
Installation in water-filled holes
shall be permitted
X — X —
Installation in submerged concrete
shall be permitted
— X — X
*
Refer to Chapter 13 for quality control requirements.
†
Refer to Table 10.9 for limitations.
‡
Omission of less severe tests is permitted in specific cases.
Table 10.7—Limitations on installation conditions
for adhesive anchors installed under periodic
special inspection only
*†
Installation conditions permitted
Table 3.1, Table 3.2, or
Table 3.3 optional reliability
tests performed
2c 2d
Installation in interior and exterior
locations shall be permitted
— —
Installation in water-filled holes shall
be permitted
X —
Installation in submerged concrete shall
be permitted
— X
*
Refer to Chapter 13 for quality control requirements.
†
Refer to Table 10.9 for limitations of use.
10.19.1.3 The reduction factor α
N,seis
shall be used to
determine τ
k,seis(cr,uncr)
in accordance with 10.4.5.5. Report
these values in Table 11.2 for load combinations that include
seismic loading.
10.20—Assessment of performance under seismic
shear (8.13)
R10.20 The assignment of specific anchor shear strength
reductions corresponding to seismic loading may be made
for specific anchor diameters.
10.20.1 All anchors in a test series shall complete the
simulated seismic-shear load history specified in Table 8.3
and Fig. 8.4. Failure of an anchor to develop the required
shear resistance in any cycle prior to completing the specified
loading history in Table 8.3 and Fig. 8.4 shall be recorded as
an unsuccessful test. The mean residual capacity of the
anchors in the test series shall be at least 160 percent of V
eq
,
as given by Eq. (8-5) or (8-8).
10.20.1.1 Report successful completion of the cyclic
loading history and fulfillment of the residual shear capacity
requirement of this section together with an anchor capacity
V
s,seis
, equal to the characteristic value V
st
, determined from
the static shear test results to be reported in Table 11.2 for
use in cases that include seismic loading.
10.20.1.2 If the anchor fails to fulfill the aforementioned
requirements at V
eq
, it shall be permitted to conduct the test
with reduced cyclic loads conforming to the loading history
specified in Table 8.3 and Fig. 8.4 whereby V
eq,reduced
,
V
i,reduced
, and V
m,reduced
are substituted for V
eq
, V
i
, and V
m
,
respectively. All anchors in a test series shall complete the
simulated seismic-shear load history. Failure of an anchor to
develop the required shear resistance in any cycle prior to
completing the loading history given Table 8.3 and Fig. 8.4
shall be recorded as an unsuccessful test. The mean residual
capacity of the anchors in the test series in the tension test
shall be at least 160 percent of the reduced peak load
V
eq,reduced
. Report successful completion of the reduced
cyclic loading history and fulfillment of the residual shear
capacity requirement of this section together with a reduction
factor α
V,seis
as given by Eq. (10-31).
(10-31)
10.20.2 The reduction factor α
V,seis
shall be used to determine
V
s,seis
in accordance with 10.6.3. Report this value in Table 11.2
for load combinations that include seismic loads.
10.20.3 For a given anchor diameter, all embedment
depths greater than the tested embedment depth shall be
qualified at the value of V
s
determined in accordance with
10.6. Use linear interpolation for the evaluation of V
s
for
embedment depths between the tested embedment depths.
10.21—Establishment of hole-cleaning procedures
R10.21 Hole-cleaning procedures are critical to the
performance of most adhesive anchor systems. It is therefore
critical that the hole-cleaning procedures used in the test
program correspond to those given in the MPII. The ITEA
should receive no supplemental instruction regarding the
installation of the adhesive anchor system beyond what is
contained in the MPII. It is recognized that each laboratory
may have varying levels of experience with respect to anchor
installations. Nevertheless, the evaluation of the adhesive
anchor system should include a critical evaluation of the
effectiveness of the MPII as an instrument for ensuring
correct anchor installation and the MPII should be viewed
as a component of the adhesive anchor system, subject to
quality control requirements and specifically linked to the
test data generated as part of the qualification under this
standard.
10.21.1 Hole-cleaning procedures given in the MPII shall
correspond to the procedures used in the test program. If no hole
cleaning is used in the testing program, it shall be permitted to
specify installation of the anchor without hole cleaning.
10.21.2 Report hole-cleaning procedures (refer to 7.5.3).
10.22—Establishment of on-site quality control
and installation conditions
R10.22 Installation quality control is a critical component
in ensuring achievement of the predicted design strengths.
Two levels of quality control are provided.
10.22.1 For restrictions on installation conditions based on
the level of on-site quality control and reliability tests
α
Vseis,
V
eqreduced,
V
eq
-------------------------=
Table 10.8—Limitations on installation conditions
for adhesive anchors installed under continuous
special inspection and an on-site proof loading
program
*†‡
Installation conditions
permitted
Table 3.1, Table 3.2, or Table 3.3
optional reliability tests performed
2c 2d 2g 2h
Installation in interior and exterior
locations shall be permitted
— — — —
Installation in water-filled holes
shall be permitted
X — X —
Installation in submerged concrete
shall be permitted
— X — X
*
Refer to Chapter 13 for quality control requirements.
†
Refer to Table 10.9 for limitations.
‡
Omission of less severe tests is permitted in specific cases.
Table 10.7—Limitations on installation conditions
for adhesive anchors installed under periodic
special inspection only
*†
Installation conditions permitted
Table 3.1, Table 3.2, or
Table 3.3 optional reliability
tests performed
2c 2d
Installation in interior and exterior
locations shall be permitted
— —
Installation in water-filled holes shall
be permitted
X —
Installation in submerged concrete shall
be permitted
— X
*
Refer to Chapter 13 for quality control requirements.
†
Refer to Table 10.9 for limitations of use.
QUALIFICATION OF POST-INSTALLED ADHESIVE ANCHORS IN CONCRETE (ACI 355.4M-11) AND COMMENTARY 51
performed, refer to Tables 10.7 and 10.8. For the determination
of the anchor category, refer to 10.4.6.
10.22.2 Report the required installation conditions.
10.23—Assessment based on installation and
environmental conditions
10.23.1 For use restrictions based on installation conditions
and environmental tests performed within the anchor assessment
program, refer to Table 10.9. Report any use restrictions.
R10.23.1 The response of the adhesive anchor system to
other environmental aggressors may be assessed.
10.24—Assessment for fire exposure
10.24.1 Assessment of resistance to fire exposure shall be
based on a recognized national standard for the testing and
assessment of structural components under fire conditions.
R10.24.1 Anchor testing under fire exposure conditions
typically consists of placing a static weight on the anchor in
a burn chamber and measuring the time to failure for a
specific time-temperature curve. While standards have been
issued for the testing and assessment of anchors for exposure
to fire, little guidance exists for the use of the resulting
resistance values in design.
CHAPTER 11—DATA PRESENTATION
11.1—General requirements
Report the following information.
11.1.1 Presentation of the anchor evaluation shall include
the reporting requirements of ASTM E488 and sufficient
information for product identification, design, installation,
and quality control.
11.2—Contents of the evaluation report
R11.2 It is important that all of the restrictions on use and
special inspection requirements be included in the report, as
well as a true facsimile of the MPII used for the evaluation
program.
11.2.1 The report shall include, but not be limited to, the
following:
Description of adhesive anchor system components
including constituent materials and markings.
The MPII as used in the testing and evaluation of the
adhesive anchor system, reproduced in full.
Special inspection requirements.
Anchor performance data in accordance with 10.3.
Limitations on installation conditions in accordance
with Table 10.7 or Table 10.8.
Limitations on use based on environmental conditions
in accordance with Table 10.9.
Service temperature range.
Restrictions on use with respect to concrete cracking as
follows.
°This version applies where the anchor has been
qualified in accordance with Table 3.1. Anchors are
limited to installation in concrete that is uncracked
and may be expected to remain uncracked for the
service life of the anchor.
°This version applies where the anchor has been
qualified in accordance with Table 3.2 or Table 3.3.
Anchors are permitted to be installed in concrete that
is cracked and may be expected to crack during the
service life of the anchor.
11.3—Data presentation
R11.3 Tables 11.1 and 11.2 are intended to express one
option for conveying the results of the assessment in tabular
form. Other table configurations are permissible. The
adjustments on bond stress for temperature, environmental
exposure, and sustained tension loading may be expressed
by listing the adjusted bond stress or including a properly
designated factor. In the sample tables, the symbol
κ
is used
for this purpose.
11.3.1 Report the data required by ACI 355.4M in the
format shown in Table 11.1 or Table 11.2. The format may be
modified as appropriate provided that the basic intent of the
content of these tables is met.
R11.3.1 The format provided is suggested. Other formats
are permissible.
Table 10.9—Limitations on use of adhesive anchors based on environmental conditions
Permitted use conditions
Reliability and service-condition tests performed
Table 3.1 Table 3.2 Table 3.3
3 9a 9b 6 13a 13b 4 10a 10b
Applications limited to dry interior environments without
aggressive atmospheric conditions
— X — — X — — X —
Applications in interior or
exterior environments
*
Without aggressive
atmospheric conditions
†
X X — X X — X X —
With aggressive
atmospheric conditions
‡
X X X X X X X X X
*
Use in exterior or aggressive exposure conditions is predicated on the appropriate steel type or coating.
†
Classification predicated on exposure to alkaline environment but no exposure to sulfuric atmosphere.
‡
Classification predicated on exposure to alkaline environment and sulfuric atmosphere.
performed, refer to Tables 10.7 and 10.8. For the determination
of the anchor category, refer to 10.4.6.
10.22.2 Report the required installation conditions.
10.23—Assessment based on installation and
environmental conditions
10.23.1 For use restrictions based on installation conditions
and environmental tests performed within the anchor assessment
program, refer to Table 10.9. Report any use restrictions.
R10.23.1 The response of the adhesive anchor system to
other environmental aggressors may be assessed.
10.24—Assessment for fire exposure
10.24.1 Assessment of resistance to fire exposure shall be
based on a recognized national standard for the testing and
assessment of structural components under fire conditions.
R10.24.1 Anchor testing under fire exposure conditions
typically consists of placing a static weight on the anchor in
a burn chamber and measuring the time to failure for a
specific time-temperature curve. While standards have been
issued for the testing and assessment of anchors for exposure
to fire, little guidance exists for the use of the resulting
resistance values in design.
CHAPTER 11—DATA PRESENTATION
11.1—General requirements
Report the following information.
11.1.1 Presentation of the anchor evaluation shall include
the reporting requirements of ASTM E488 and sufficient
information for product identification, design, installation,
and quality control.
11.2—Contents of the evaluation report
R11.2 It is important that all of the restrictions on use and
special inspection requirements be included in the report, as
well as a true facsimile of the MPII used for the evaluation
program.
11.2.1 The report shall include, but not be limited to, the
following:
Description of adhesive anchor system components
including constituent materials and markings.
The MPII as used in the testing and evaluation of the
adhesive anchor system, reproduced in full.
Special inspection requirements.
Anchor performance data in accordance with 10.3.
Limitations on installation conditions in accordance
with Table 10.7 or Table 10.8.
Limitations on use based on environmental conditions
in accordance with Table 10.9.
Service temperature range.
Restrictions on use with respect to concrete cracking as
follows.
°This version applies where the anchor has been
qualified in accordance with Table 3.1. Anchors are
limited to installation in concrete that is uncracked
and may be expected to remain uncracked for the
service life of the anchor.
°This version applies where the anchor has been
qualified in accordance with Table 3.2 or Table 3.3.
Anchors are permitted to be installed in concrete that
is cracked and may be expected to crack during the
service life of the anchor.
11.3—Data presentation
R11.3 Tables 11.1 and 11.2 are intended to express one
option for conveying the results of the assessment in tabular
form. Other table configurations are permissible. The
adjustments on bond stress for temperature, environmental
exposure, and sustained tension loading may be expressed
by listing the adjusted bond stress or including a properly
designated factor. In the sample tables, the symbol
κ
is used
for this purpose.
11.3.1 Report the data required by ACI 355.4M in the
format shown in Table 11.1 or Table 11.2. The format may be
modified as appropriate provided that the basic intent of the
content of these tables is met.
R11.3.1 The format provided is suggested. Other formats
are permissible.
Table 10.9—Limitations on use of adhesive anchors based on environmental conditions
Permitted use conditions
Reliability and service-condition tests performed
Table 3.1 Table 3.2 Table 3.3
3 9a 9b 6 13a 13b 4 10a 10b
Applications limited to dry interior environments without
aggressive atmospheric conditions
— X — — X — — X —
Applications in interior or
exterior environments
*
Without aggressive
atmospheric conditions
†
X X — X X — X X —
With aggressive
atmospheric conditions
‡
X X X X X X X X X
*
Use in exterior or aggressive exposure conditions is predicated on the appropriate steel type or coating.
†
Classification predicated on exposure to alkaline environment but no exposure to sulfuric atmosphere.
‡
Classification predicated on exposure to alkaline environment and sulfuric atmosphere.
52 QUALIFICATION OF POST-INSTALLED ADHESIVE ANCHORS IN CONCRETE (ACI 355.4M-11) AND COMMENTARY
Table 11.1—Sample format for reporting adhesive anchor data for anchors qualified for use in uncracked
concrete only
Anchor qualified per Table 3.1—Test program for evaluating adhesive anchor systems for use in uncracked concrete
Anchor
manufacturerAnchor name
*
Criteria and
code(s)
Symbol
Criteria
section of
reference
standard
†
Units
‡
Anchor nominal diameters
Anchor outside diameter d
a
mm
Hole diameter d
o
mm
Installation torque
§
T
inst
N-m
Maximum permissible torque
||
T
max
N-m
Effective cross-sectional area of anchor elementA
se
mm
2
Anchor bolt
Minimum specified yield
strength
f
y
ASTM F606 MPa
Minimum specified ultimate
strength
f
ut
ASTM F606 MPa
Bolt steel elongation at break— ASTM F606 %
Bolt steel cross section
reduction at break
— ASTM F606 %
Anchor sleeve
Minimum specified yield
strength
f
y,sl
ASTM E8 MPa
Minimum specified ultimate
strength
f
ut,sl
ASTM E8 MPa
Nominal steel tension strength of single anchorN
s
N
Strength reduction factor for tension steel failure
modes
φ —
Nominal steel shear strength of a single anchorV
s
N
Strength reduction factor for shear steel failure
modes
φ —
Effective embedment depth(s) h
ef
mm
Anchor category for continuous special inspection
#
— —
Anchor category for periodic special inspection— —
Characteristic limiting bond resistance in uncracked
concrete
τ
k,uncr
MPa
Adjustment for Temperature Category B κ
temp B
—
Adjustment for exposure to sulfur κ
sulfur
—
Adjustment for sustained tension loading κ
sust
—
Minimum member thickness h
min
mm
Minimum anchor spacing s
min
mm
Minimum edge distance c
min
mm
Critical edge distance c
ac
mm
Special reporting requirements
*
Trade name. For anchors distributed under multiple trade names, list all.
†
ASTM or ISO standards.
‡
Fractional units shown.
§
Manufacturer’s recommended torque as applicable for adhesive anchors.
||
Limit on torque as governed by bolt stress.
#
Includes proof load program.
Table 11.1—Sample format for reporting adhesive anchor data for anchors qualified for use in uncracked
concrete only
Anchor qualified per Table 3.1—Test program for evaluating adhesive anchor systems for use in uncracked concrete
Anchor
manufacturerAnchor name
*
Criteria and
code(s)
Symbol
Criteria
section of
reference
standard
†
Units
‡
Anchor nominal diameters
Anchor outside diameter d
a
mm
Hole diameter d
o
mm
Installation torque
§
T
inst
N-m
Maximum permissible torque
||
T
max
N-m
Effective cross-sectional area of anchor elementA
se
mm
2
Anchor bolt
Minimum specified yield
strength
f
y
ASTM F606 MPa
Minimum specified ultimate
strength
f
ut
ASTM F606 MPa
Bolt steel elongation at break— ASTM F606 %
Bolt steel cross section
reduction at break
— ASTM F606 %
Anchor sleeve
Minimum specified yield
strength
f
y,sl
ASTM E8 MPa
Minimum specified ultimate
strength
f
ut,sl
ASTM E8 MPa
Nominal steel tension strength of single anchorN
s
N
Strength reduction factor for tension steel failure
modes
φ —
Nominal steel shear strength of a single anchorV
s
N
Strength reduction factor for shear steel failure
modes
φ —
Effective embedment depth(s) h
ef
mm
Anchor category for continuous special inspection
#
— —
Anchor category for periodic special inspection— —
Characteristic limiting bond resistance in uncracked
concrete
τ
k,uncr
MPa
Adjustment for Temperature Category B κ
temp B
—
Adjustment for exposure to sulfur κ
sulfur
—
Adjustment for sustained tension loading κ
sust
—
Minimum member thickness h
min
mm
Minimum anchor spacing s
min
mm
Minimum edge distance c
min
mm
Critical edge distance c
ac
mm
Special reporting requirements
*
Trade name. For anchors distributed under multiple trade names, list all.
†
ASTM or ISO standards.
‡
Fractional units shown.
§
Manufacturer’s recommended torque as applicable for adhesive anchors.
||
Limit on torque as governed by bolt stress.
#
Includes proof load program.
QUALIFICATION OF POST-INSTALLED ADHESIVE ANCHORS IN CONCRETE (ACI 355.4M-11) AND COMMENTARY 53
CHAPTER 12—INDEPENDENT TESTING AND
EVALUATION AGENCY REQUIREMENTS
12.1—General requirements
The testing and evaluation of anchors under ACI 355.4M
shall be performed or witnessed by an independent testing and
evaluation agency (ITEA) or agencies accredited under
ISO/IEC 17025 by a recognized accreditation body conforming
to the requirements of ISO/IEC 17011. In addition to these stan-
dards, listing of the ITEA shall be predicated on documented
experience in the testing and evaluation of anchors according
to ASTM E488, ASTM E1512, and ACI 355.2, including
demonstrated competence to perform the tests described in
ACI 355.4M. The ITEA shall verify that all elements of the
test program and analysis are in compliance with ACI
355.4M and shall conduct or directly verify all procedures.
12.2—Certification
The test reports and evaluation reports shall be certified by
a licensed design professional (or equivalent technical
competency where licensing provisions do not exist) and is
employed or retained by the ITEA.
Table 11.2—Sample format for reporting adhesive anchor data for anchors qualified for use in both
cracked and uncracked concrete
Anchor qualified per Table 3.2 or Table 3.3—Test program for evaluating adhesive anchor systems for use in cracked and uncracked concrete
Anchor
manufacturerAnchor name
*
Criteria and
code(s)
Symbol
Criteria
section of
reference
standard
†
Units
‡
Anchor nominal diameters
Anchor outside diameter d
a
mm
Hole diameter d
o
mm
Installation torque
§
T
inst
N-m
Maximum permissible torque
||
T
max
N-m
Effective bolt tension area A
se
mm
2
Anchor bolt
Minimum specified yield strength f
y
ASTM F606MPa
Minimum specified ultimate strengthf
ut
ASTM F606MPa
Bolt steel elongation at break — ASTM F606 %
Bolt steel cross section reduction at break— ASTM F606 %
Anchor sleeve
Minimum specified yield strengthf
y,sl
ASTM E8 MPa
Minimum specified ultimate strengthf
ut,sl
ASTM E8 MPa
Nominal steel tension strength of single anchor N
s
N
Strength reduction factor for tension steel failure modesφ
Nominal steel shear strength of a single anchor V
s
N
Strength reduction factor for shear steel failure modesφ
Effective embedment depth(s) h
ef
mm
Anchor category for continuous special inspection
#
— —
Anchor category for periodic special inspection — —
Characteristic limiting bond resistance in uncracked concreteτ
k,uncr
MPa
Characteristic limiting bond resistance in cracked concreteτ
k,cr
MPa
Adjustment for Temperature Category B
κ
temp B
—
Adjustment for exposure to sulfur
κ
sulfur
—
Adjustment for sustained tension loading
κ
sust
—
Minimum member thickness h
min
mm
Minimum anchor spacing s
min
mm
Minimum edge distance c
min
mm
Critical edge distance c
ac
mm
Optional simulated seismic tests (Table 3.2 only)
Adjustment for seismic tension loading
κ
seismic
—
Nominal strength of a single anchor for seismic shear
loading
V
k,seis
N
Special reporting requirements
*
Trade name. For anchors distributed under multiple trade names, list all.
†
ASTM or ISO standards.
‡
Fractional units shown.
§
Manufacturer’s recommended torque as applicable for adhesive anchors.
||
Limit on torque as governed by bolt stress.
#
Includes proof load program.
CHAPTER 12—INDEPENDENT TESTING AND
EVALUATION AGENCY REQUIREMENTS
12.1—General requirements
The testing and evaluation of anchors under ACI 355.4M
shall be performed or witnessed by an independent testing and
evaluation agency (ITEA) or agencies accredited under
ISO/IEC 17025 by a recognized accreditation body conforming
to the requirements of ISO/IEC 17011. In addition to these stan-
dards, listing of the ITEA shall be predicated on documented
experience in the testing and evaluation of anchors according
to ASTM E488, ASTM E1512, and ACI 355.2, including
demonstrated competence to perform the tests described in
ACI 355.4M. The ITEA shall verify that all elements of the
test program and analysis are in compliance with ACI
355.4M and shall conduct or directly verify all procedures.
12.2—Certification
The test reports and evaluation reports shall be certified by
a licensed design professional (or equivalent technical
competency where licensing provisions do not exist) and is
employed or retained by the ITEA.
Table 11.2—Sample format for reporting adhesive anchor data for anchors qualified for use in both
cracked and uncracked concrete
Anchor qualified per Table 3.2 or Table 3.3—Test program for evaluating adhesive anchor systems for use in cracked and uncracked concrete
Anchor
manufacturerAnchor name
*
Criteria and
code(s)
Symbol
Criteria
section of
reference
standard
†
Units
‡
Anchor nominal diameters
Anchor outside diameter d
a
mm
Hole diameter d
o
mm
Installation torque
§
T
inst
N-m
Maximum permissible torque
||
T
max
N-m
Effective bolt tension area A
se
mm
2
Anchor bolt
Minimum specified yield strength f
y
ASTM F606MPa
Minimum specified ultimate strengthf
ut
ASTM F606MPa
Bolt steel elongation at break — ASTM F606 %
Bolt steel cross section reduction at break— ASTM F606 %
Anchor sleeve
Minimum specified yield strengthf
y,sl
ASTM E8 MPa
Minimum specified ultimate strengthf
ut,sl
ASTM E8 MPa
Nominal steel tension strength of single anchor N
s
N
Strength reduction factor for tension steel failure modesφ
Nominal steel shear strength of a single anchor V
s
N
Strength reduction factor for shear steel failure modesφ
Effective embedment depth(s) h
ef
mm
Anchor category for continuous special inspection
#
— —
Anchor category for periodic special inspection — —
Characteristic limiting bond resistance in uncracked concreteτ
k,uncr
MPa
Characteristic limiting bond resistance in cracked concreteτ
k,cr
MPa
Adjustment for Temperature Category B
κ
temp B
—
Adjustment for exposure to sulfur
κ
sulfur
—
Adjustment for sustained tension loading
κ
sust
—
Minimum member thickness h
min
mm
Minimum anchor spacing s
min
mm
Minimum edge distance c
min
mm
Critical edge distance c
ac
mm
Optional simulated seismic tests (Table 3.2 only)
Adjustment for seismic tension loading
κ
seismic
—
Nominal strength of a single anchor for seismic shear
loading
V
k,seis
N
Special reporting requirements
*
Trade name. For anchors distributed under multiple trade names, list all.
†
ASTM or ISO standards.
‡
Fractional units shown.
§
Manufacturer’s recommended torque as applicable for adhesive anchors.
||
Limit on torque as governed by bolt stress.
#
Includes proof load program.
54 QUALIFICATION OF POST-INSTALLED ADHESIVE ANCHORS IN CONCRETE (ACI 355.4M-11) AND COMMENTARY
CHAPTER 13—QUALITY CONTROL
REQUIREMENTS
13.1—Quality assurance program
Anchors shall be manufactured under an approved quality
assurance program with follow-up inspections by an inspection
agency under ISO/IEC 17020 by a recognized accreditation
body conforming to the requirements of ISO/IEC 17011.
13.2—Quality control manuals
13.2.1 For each product assessed in accordance with ACI
355.4M, include a quality control manual complying with a
nationally accredited criteria for quality control systems for
each manufacturing facility supplying anchors for the
marketplace.
13.2.2 Inspections of the manufacturing facility shall be
unannounced and shall be conducted quarterly.
13.3.3 Inspections shall assess conformance of ongoing
production with the quality control manual on file.
13.3—Special inspection
13.3.1 Special inspection shall be provided in accordance
with the building code and ACI 355.4M. For each type of
anchoring system, the manufacturer shall submit inspection
procedures to verify proper usage.
R13.3.1 Special inspection is defined in ACI 318M as a func-
tion performed by qualified special inspectors in the employ
of the owner or the owner’s agent. A distinction is made
between continuous special inspection and periodic special
inspection. In the context of anchor installation, continuous
special inspection is generally understood to mean that the
inspector is present for each anchor installation.
13.3.2 Continuous special inspection—Where required, a
program for continuous special inspection shall conform to
the following additional requirements.
13.3.2.1 The special inspector shall observe all aspects
of the anchor installation with the exception of holes drilled
in the absence of the special inspector, provided the special
inspector examines the drill bits used for the drilling and
verifies the hole sizes.
13.3.2.2 As a minimum, verify the following items:
1.Hole drilling method in accordance with the MPII.
2.Anchor edge distance and spacing.
3.Hole diameter and depth.
4.Hole cleaning in accordance with the MPII.
5.Anchor element type, material, diameter, and length.
6.Adhesive identification and expiration date.
7.Adhesive installation in accordance with the MPII.
13.3.3 Periodic special inspection—Where required, a
program for periodic special inspection shall conform to the
following additional requirements. The special inspector
shall verify the initial installations of each type and size of
adhesive anchor by construction personnel on site in accor-
dance with 13.3.2.2. Subsequent installations of the same
anchor type and size by the same construction personnel
shall be permitted to be performed in the absence of the
special inspector. Any change in the anchor product being
installed or the personnel performing the installation shall
require an initial inspection in accordance with 13.3.2.2. For
ongoing installations over an extended period, the special
inspector shall make regular inspections to confirm correct
handling and installation of the product.
R13.3.3 Periodic special inspection refers to a more
intermittent form of inspection with special emphasis on the
initial installations.
13.3.4 Proof loading program—Where required, a
program for on-site proof loading, that is, proof loading
program, to be conducted as part of the special inspection shall
be established by the engineer or design professional of record
and shall conform to the following minimum requirements.
1.Frequency of proof loading based on anchor type,
diameter, and embedment.
2.Proof loads by anchor type, diameter, embedment, and
location.
3.Acceptable displacements at proof load.
4.Remedial action in the event of failure to achieve proof
load or excessive displacement.
Unless otherwise directed by the engineer or design
professional of record, proof loads shall be applied as
confined tension tests (4.7.3.2). Proof load levels shall not
exceed the lesser of 50 percent of the expected peak load
based on adhesive bond strength or 80 percent of the anchor
yield strength. Maintain the proof load at the required load
level for a minimum of 10 seconds.
R13.3.4 Proof loading programs are traditionally
included in the contract documents to enhance the quality
control for safety-related anchor installations. Significant
latitude is given to the engineer of record in determining the
parameters of the proof load program, which will depend in
large part on the type, size, and quantity of anchors being
installed.
CHAPTER 14—REFERENCES
14.1—Referenced standards and reports
The standards and reports listed below were the latest
editions at the time this document was prepared. Because
these documents are revised frequently, the reader is advised
to contact the proper sponsoring group if it is desired to refer
to the latest version.
American Concrete Institute
318M Building Code Requirements for Structural
Concrete and Commentary
355.2 Qualification of Post-Installed Mechanical
Anchors in Concrete and Commentary
American National Standards Institute
B212.15-94American National Standard for Cutting
Tools—Carbide-Tipped Masonry Drills and
Blanks for Carbide-Tipped Masonry Drills
ASTM International
A193/A193MStandard Specification for Alloy Steel and
Stainless Steel Bolting for High Temperature
or High Pressure Service and Other Special
Purpose Applications
C31/C31M Standard Practice for Making and Curing
Concrete Test Specimens in the Field
CHAPTER 13—QUALITY CONTROL
REQUIREMENTS
13.1—Quality assurance program
Anchors shall be manufactured under an approved quality
assurance program with follow-up inspections by an inspection
agency under ISO/IEC 17020 by a recognized accreditation
body conforming to the requirements of ISO/IEC 17011.
13.2—Quality control manuals
13.2.1 For each product assessed in accordance with ACI
355.4M, include a quality control manual complying with a
nationally accredited criteria for quality control systems for
each manufacturing facility supplying anchors for the
marketplace.
13.2.2 Inspections of the manufacturing facility shall be
unannounced and shall be conducted quarterly.
13.3.3 Inspections shall assess conformance of ongoing
production with the quality control manual on file.
13.3—Special inspection
13.3.1 Special inspection shall be provided in accordance
with the building code and ACI 355.4M. For each type of
anchoring system, the manufacturer shall submit inspection
procedures to verify proper usage.
R13.3.1 Special inspection is defined in ACI 318M as a func-
tion performed by qualified special inspectors in the employ
of the owner or the owner’s agent. A distinction is made
between continuous special inspection and periodic special
inspection. In the context of anchor installation, continuous
special inspection is generally understood to mean that the
inspector is present for each anchor installation.
13.3.2 Continuous special inspection—Where required, a
program for continuous special inspection shall conform to
the following additional requirements.
13.3.2.1 The special inspector shall observe all aspects
of the anchor installation with the exception of holes drilled
in the absence of the special inspector, provided the special
inspector examines the drill bits used for the drilling and
verifies the hole sizes.
13.3.2.2 As a minimum, verify the following items:
1.Hole drilling method in accordance with the MPII.
2.Anchor edge distance and spacing.
3.Hole diameter and depth.
4.Hole cleaning in accordance with the MPII.
5.Anchor element type, material, diameter, and length.
6.Adhesive identification and expiration date.
7.Adhesive installation in accordance with the MPII.
13.3.3 Periodic special inspection—Where required, a
program for periodic special inspection shall conform to the
following additional requirements. The special inspector
shall verify the initial installations of each type and size of
adhesive anchor by construction personnel on site in accor-
dance with 13.3.2.2. Subsequent installations of the same
anchor type and size by the same construction personnel
shall be permitted to be performed in the absence of the
special inspector. Any change in the anchor product being
installed or the personnel performing the installation shall
require an initial inspection in accordance with 13.3.2.2. For
ongoing installations over an extended period, the special
inspector shall make regular inspections to confirm correct
handling and installation of the product.
R13.3.3 Periodic special inspection refers to a more
intermittent form of inspection with special emphasis on the
initial installations.
13.3.4 Proof loading program—Where required, a
program for on-site proof loading, that is, proof loading
program, to be conducted as part of the special inspection shall
be established by the engineer or design professional of record
and shall conform to the following minimum requirements.
1.Frequency of proof loading based on anchor type,
diameter, and embedment.
2.Proof loads by anchor type, diameter, embedment, and
location.
3.Acceptable displacements at proof load.
4.Remedial action in the event of failure to achieve proof
load or excessive displacement.
Unless otherwise directed by the engineer or design
professional of record, proof loads shall be applied as
confined tension tests (4.7.3.2). Proof load levels shall not
exceed the lesser of 50 percent of the expected peak load
based on adhesive bond strength or 80 percent of the anchor
yield strength. Maintain the proof load at the required load
level for a minimum of 10 seconds.
R13.3.4 Proof loading programs are traditionally
included in the contract documents to enhance the quality
control for safety-related anchor installations. Significant
latitude is given to the engineer of record in determining the
parameters of the proof load program, which will depend in
large part on the type, size, and quantity of anchors being
installed.
CHAPTER 14—REFERENCES
14.1—Referenced standards and reports
The standards and reports listed below were the latest
editions at the time this document was prepared. Because
these documents are revised frequently, the reader is advised
to contact the proper sponsoring group if it is desired to refer
to the latest version.
American Concrete Institute
318M Building Code Requirements for Structural
Concrete and Commentary
355.2 Qualification of Post-Installed Mechanical
Anchors in Concrete and Commentary
American National Standards Institute
B212.15-94American National Standard for Cutting
Tools—Carbide-Tipped Masonry Drills and
Blanks for Carbide-Tipped Masonry Drills
ASTM International
A193/A193MStandard Specification for Alloy Steel and
Stainless Steel Bolting for High Temperature
or High Pressure Service and Other Special
Purpose Applications
C31/C31M Standard Practice for Making and Curing
Concrete Test Specimens in the Field
QUALIFICATION OF POST-INSTALLED ADHESIVE ANCHORS IN CONCRETE (ACI 355.4M-11) AND COMMENTARY 55
C33/C33M Standard Specification for Concrete Aggregates
C39/C39M Standard Test Method for Compression
Strength of Cylindrical Concrete Specimens
C42/C42M Standard Test Method for Obtaining and
Testing Drilled Cores and Sawed Beams of
Concrete
C150/C150MStandard Specification for Portland Cement
C618 Standard Specification for Coal Fly Ash and
Raw or Calcined Natural Pozzolan for Use in
Concrete
C881/C881MStandard Specification for Epoxy Resin Base
Bonding Systems for Concrete
C882/C882MStandard Test Method for Bond Strength of
Epoxy Resin Systems Used with Concrete by
Slant Shear
D1875 Standard Test Method for Density of
Adhesives in Fluid Form
D2556 Standard Test Method for Apparent Viscosity
of Adhesives Having Shear Rate Dependent
Flow Properties
E488/E488MStandard Test Methods for Strength of
Anchors in Concrete Elements
E1252 Standard Practice for General Techniques for
Obtaining Infrared Spectra for Qualitative
Analysis
E1512 Standard Test Methods for Testing Bond
Performance of Bonded Anchors
F1080 Standard Test Method for Determining the
Consistency of Viscous Liquids Using a
Consistometer
International Organization for Standardization (ISO)
EN ISO 6988Metallic and Other Nonorganic Coatings—
Sulfur Dioxide Test with General Condensa-
tion of Moisture
ISO 17011Conformity Assessment—General Require-
ments for Accreditation Bodies Accrediting
Conformity Assessment Bodies
ISO 17020General Criteria for the Operation of Various
Types of Bodies Performing Inspection
ISO 17025General Requirements for the Competence of
Testing and Calibration Laboratories
14.2—Cited references
ACI Committee 355, 2007, “Qualification of Post-
Installed Mechanical Anchors in Concrete (ACI 355.2-07)
and Commentary,” American Concrete Institute, Farmington
Hills, MI, 31 pp.
ACI Committee 318, 2008, “Building Code Requirements
for Structural Concrete (ACI 318M-08) and Commentary,”
American Concrete Institute, Farmington Hills, MI, 473 pp.
ANSI/ASME B1.1, 1989, “Unified Inch Screw Threads
(UN and UNR Thread Form),” ASME, Fairfield, NJ, 188 pp.
Cook, R. A., and Konz, R. C., 2001, “Factors Influencing
Bond Strength of Adhesive Anchors,” ACI Structural
Journal, V. 98, No. 1, Jan.-Feb., pp. 76-86.
Eligehausen, R.; Cook, R.; and Appl, J., 2006, “Behavior
and Design of Adhesive Bonded Anchors,” ACI Structural
Journal, V. 103, No. 6, Nov.-Dec., pp. 822-831.
Eligehausen, R.; Mattis, L.; Wollmershauser, R.; and
Hoehler, M., 2004, “Testing Anchors in Cracked Concrete,”
Concrete International, V. 26, No. 7, July, pp. 66-71.
Fuchs, W.; Eligehausen, R.; and Breen, J., 1995,
“Concrete Capacity Design (CCD) Approach for Fastening
to Concrete,” ACI Structural Journal, V. 92, No. 1, Jan.-
Feb., pp. 73-94.
Spieth, H.; Ozbolt, J.; Eligehausen, R; and Appl, J., 2001,
“Numerical and Experimental Analysis of Post-Installed
Rebars Spliced with Cast-in-Place Rebars,” Proceedings of
International Symposium on Connections between Steel and
Concrete, Stuttgart, Germany, 1448 pp.
Zamora, N. A.; Cook, R. A.; Konz, R. C.; and Consolazio,
G. R., 2003, “Behavior and Design of Single, Headed, and
Unheaded Grouted Anchors under Tensile Load,” ACI
Structural Journal, V. 100, No. 2, Mar.-Apr., pp. 222-230.
C33/C33M Standard Specification for Concrete Aggregates
C39/C39M Standard Test Method for Compression
Strength of Cylindrical Concrete Specimens
C42/C42M Standard Test Method for Obtaining and
Testing Drilled Cores and Sawed Beams of
Concrete
C150/C150MStandard Specification for Portland Cement
C618 Standard Specification for Coal Fly Ash and
Raw or Calcined Natural Pozzolan for Use in
Concrete
C881/C881MStandard Specification for Epoxy Resin Base
Bonding Systems for Concrete
C882/C882MStandard Test Method for Bond Strength of
Epoxy Resin Systems Used with Concrete by
Slant Shear
D1875 Standard Test Method for Density of
Adhesives in Fluid Form
D2556 Standard Test Method for Apparent Viscosity
of Adhesives Having Shear Rate Dependent
Flow Properties
E488/E488MStandard Test Methods for Strength of
Anchors in Concrete Elements
E1252 Standard Practice for General Techniques for
Obtaining Infrared Spectra for Qualitative
Analysis
E1512 Standard Test Methods for Testing Bond
Performance of Bonded Anchors
F1080 Standard Test Method for Determining the
Consistency of Viscous Liquids Using a
Consistometer
International Organization for Standardization (ISO)
EN ISO 6988Metallic and Other Nonorganic Coatings—
Sulfur Dioxide Test with General Condensa-
tion of Moisture
ISO 17011Conformity Assessment—General Require-
ments for Accreditation Bodies Accrediting
Conformity Assessment Bodies
ISO 17020General Criteria for the Operation of Various
Types of Bodies Performing Inspection
ISO 17025General Requirements for the Competence of
Testing and Calibration Laboratories
14.2—Cited references
ACI Committee 355, 2007, “Qualification of Post-
Installed Mechanical Anchors in Concrete (ACI 355.2-07)
and Commentary,” American Concrete Institute, Farmington
Hills, MI, 31 pp.
ACI Committee 318, 2008, “Building Code Requirements
for Structural Concrete (ACI 318M-08) and Commentary,”
American Concrete Institute, Farmington Hills, MI, 473 pp.
ANSI/ASME B1.1, 1989, “Unified Inch Screw Threads
(UN and UNR Thread Form),” ASME, Fairfield, NJ, 188 pp.
Cook, R. A., and Konz, R. C., 2001, “Factors Influencing
Bond Strength of Adhesive Anchors,” ACI Structural
Journal, V. 98, No. 1, Jan.-Feb., pp. 76-86.
Eligehausen, R.; Cook, R.; and Appl, J., 2006, “Behavior
and Design of Adhesive Bonded Anchors,” ACI Structural
Journal, V. 103, No. 6, Nov.-Dec., pp. 822-831.
Eligehausen, R.; Mattis, L.; Wollmershauser, R.; and
Hoehler, M., 2004, “Testing Anchors in Cracked Concrete,”
Concrete International, V. 26, No. 7, July, pp. 66-71.
Fuchs, W.; Eligehausen, R.; and Breen, J., 1995,
“Concrete Capacity Design (CCD) Approach for Fastening
to Concrete,” ACI Structural Journal, V. 92, No. 1, Jan.-
Feb., pp. 73-94.
Spieth, H.; Ozbolt, J.; Eligehausen, R; and Appl, J., 2001,
“Numerical and Experimental Analysis of Post-Installed
Rebars Spliced with Cast-in-Place Rebars,” Proceedings of
International Symposium on Connections between Steel and
Concrete, Stuttgart, Germany, 1448 pp.
Zamora, N. A.; Cook, R. A.; Konz, R. C.; and Consolazio,
G. R., 2003, “Behavior and Design of Single, Headed, and
Unheaded Grouted Anchors under Tensile Load,” ACI
Structural Journal, V. 100, No. 2, Mar.-Apr., pp. 222-230.
As ACI begins its second century of advancing concrete knowledge, its original chartered purpose
remains “to provide a comradeship in finding the best ways to do concrete work of all kinds and in
spreading knowledge.” In keeping with this purpose, ACI supports the following activities:
· Technical committees that produce consensus reports, guides, specifications, and codes.
· Spring and fall conventions to facilitate the work of its committees.
· Educational seminars that disseminate reliable information on concrete.
· Certification programs for personnel employed within the concrete industry.
· Student programs such as scholarships, internships, and competitions.
· Sponsoring and co-sponsoring international conferences and symposia.
· Formal coordination with several international concrete related societies.
· Periodicals: the ACI Structural Journal and the ACI Materials Journal, and Concrete International.
Benefits of membership include a subscription to Concrete International and to an ACI Journal. ACI
members receive discounts of up to 40% on all ACI products and services, including documents, seminars
and convention registration fees.
As a member of ACI, you join thousands of practitioners and professionals worldwide who share a
commitment to maintain the highest industry standards for concrete technology, construction, and
practices. In addition, ACI chapters provide opportunities for interaction of professionals and practitioners
at a local level.
American Concrete Institute
38800 Country Club Drive
Farmington Hills, MI 48331
U.S.A.
Phone: 248-848-3700
Fax: 248-848-3701
www.concrete.org
American Concrete Institute
®
Advancing concrete knowledge
remains “to provide a comradeship in finding the best ways to do concrete work of all kinds and in
spreading knowledge.” In keeping with this purpose, ACI supports the following activities:
· Technical committees that produce consensus reports, guides, specifications, and codes.
· Spring and fall conventions to facilitate the work of its committees.
· Educational seminars that disseminate reliable information on concrete.
· Certification programs for personnel employed within the concrete industry.
· Student programs such as scholarships, internships, and competitions.
· Sponsoring and co-sponsoring international conferences and symposia.
· Formal coordination with several international concrete related societies.
· Periodicals: the ACI Structural Journal and the ACI Materials Journal, and Concrete International.
Benefits of membership include a subscription to Concrete International and to an ACI Journal. ACI
members receive discounts of up to 40% on all ACI products and services, including documents, seminars
and convention registration fees.
As a member of ACI, you join thousands of practitioners and professionals worldwide who share a
commitment to maintain the highest industry standards for concrete technology, construction, and
practices. In addition, ACI chapters provide opportunities for interaction of professionals and practitioners
at a local level.
American Concrete Institute
38800 Country Club Drive
Farmington Hills, MI 48331
U.S.A.
Phone: 248-848-3700
Fax: 248-848-3701
www.concrete.org
American Concrete Institute
®
Advancing concrete knowledge
The AMERICAN CONCRETE INSTITUTE
was founded in 1904 as a nonprofit membership organization dedicated to public
service and representing the user interest in the field of concrete. ACI gathers and
distributes information on the improvement of design, construction and
maintenance of concrete products and structures. The work of ACI is conducted by
individual ACI members and through volunteer committees composed of both
members and non-members.
The committees, as well as ACI as a whole, operate under a consensus format,
which assures all participants the right to have their views considered. Committee
activities include the development of building codes and specifications; analysis of
research and development results; presentation of construction and repair
techniques; and education.
Individuals interested in the activities of ACI are encouraged to become a member.
There are no educational or employment requirements. ACI’s membership is
composed of engineers, architects, scientists, contractors, educators, and
representatives from a variety of companies and organizations.
Members are encouraged to participate in committee activities that relate to their
specific areas of interest. For more information, contact ACI.
www.concrete.org
Qualification of Post-Installed Adhesive Anchors
in Concrete (ACI 355.4M-11) and Commentary
American Concrete Institute
®
Advancing concrete knowledge
was founded in 1904 as a nonprofit membership organization dedicated to public
service and representing the user interest in the field of concrete. ACI gathers and
distributes information on the improvement of design, construction and
maintenance of concrete products and structures. The work of ACI is conducted by
individual ACI members and through volunteer committees composed of both
members and non-members.
The committees, as well as ACI as a whole, operate under a consensus format,
which assures all participants the right to have their views considered. Committee
activities include the development of building codes and specifications; analysis of
research and development results; presentation of construction and repair
techniques; and education.
Individuals interested in the activities of ACI are encouraged to become a member.
There are no educational or employment requirements. ACI’s membership is
composed of engineers, architects, scientists, contractors, educators, and
representatives from a variety of companies and organizations.
Members are encouraged to participate in committee activities that relate to their
specific areas of interest. For more information, contact ACI.
www.concrete.org
Qualification of Post-Installed Adhesive Anchors
in Concrete (ACI 355.4M-11) and Commentary
American Concrete Institute
®
Advancing concrete knowledge
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