ASTM C1105-23a

Standard Test Method for Length Change of Concrete Due to Alkali-Carbonate Rock Reaction

SIGNIFICANCE AND USE
4.1 Two types of alkali reactivity of aggregates have been described in the literature: the alkali-silica reaction involving certain siliceous rocks, minerals, and artificial glasses (1),3 and the alkali-carbonate reaction involving dolomite in certain calcitic dolomites and dolomitic limestones (2). This test method is not recommended as a means to detect combinations susceptible to expansion due to alkali-silica reaction since it was not evaluated for this use in the work reported by Buck (2). This test method is not applicable to aggregates that do not contain or consist of carbonate rock (see Descriptive Nomenclature C294).  
4.2 This test method contains two methods. Method A is used to evaluate the susceptibility of a coarse aggregate to alkali-carbonate reaction. Method B is to evaluate the behavior of specific combinations of concrete-making materials to be used in concrete construction. However, provisions are made for the use of substitute materials when required. This test method assesses the potential for expansion of concrete caused by alkali-carbonate rock reaction from tests performed under prescribed laboratory curing conditions that will probably differ from field conditions. Thus, actual field performance will not be duplicated due to differences in wetting and drying, temperature, other factors, or combinations of these.  
4.3 Use of this test method is of particular value when samples of aggregate from a source have been determined to contain constituents that are regarded as capable of participation in a potentially deleterious alkali-carbonate rock reaction either by petrographic examination, Guide C295/C295M, by the rock cylinder test, Test Method C586, by service record; or by a combination of these.  
4.4 Results of tests conducted as described herein should form a part of the basis for a decision as to whether or not the aggregate under test can be used in portland cement concrete construction. Interpretation of results can be found in G...
SCOPE
1.1 This test method covers the determination, by measurement of length change of concrete prisms, the susceptibility of a coarse aggregate or cementitious materials aggregate combinations to expansive alkali-carbonate reaction involving hydroxide ions associated with alkalies (sodium and potassium) and certain calcitic dolomites and dolomitic limestones.  
1.2 Results of tests conducted as described herein should form a part of the basis for a decision as to whether or not the coarse aggregate or specific combinations of concrete-making materials under test can be used in portland cement concrete construction. Interpretation of results can be found in Guide C1778.  
1.3 The text of this standard refers to notes and footnotes that provide explanatory material. These notes and footnotes (excluding those in tables and figures) shall not be considered as requirements of the standard.  
1.4 Units—The values stated in SI units are to be regarded as the standard. No other units of measurement are included in this standard. When combined standards are cited, the selection of measurement system is at the user's discretion subject to the requirements of the referenced standard.  
1.5 This standard does not purport to address all of the safety concerns, if any, associated with its use. It is the responsibility of the user of this standard to establish appropriate safety, health, and environmental practices and determine the applicability of regulatory limitations prior to use.  
1.6 This international standard was developed in accordance with internationally recognized principles on standardization established in the Decision on Principles for the Development of International Standards, Guides and Recommendations issued by the World Trade Organization Technical Barriers to Trade (TBT) Committee.

General Information

• Status: Published
• Publication Date: 14-Dec-2023
• ICS: 91.100.30 - Concrete and concrete products
• Technical Committee: C09 - Concrete and Concrete Aggregates
• Drafting Committee: C09.50 - Aggregate Reactions in Concrete

Relations

• Replaces: ASTM C1105-23 - Standard Test Method for Length Change of Concrete Due to Alkali-Carbonate Rock Reaction
• Effective Date: 15-Dec-2023
• Refers: ASTM C1260-22 - Standard Test Method for Potential Alkali Reactivity of Aggregates (Mortar-Bar Method)
• Effective Date: 01-Nov-2022
• Referred By: ASTM C586-19 - Standard Test Method for Potential Alkali Reactivity of Carbonate Rocks as Concrete Aggregates (Rock-Cylinder Method)
• Effective Date: 15-Dec-2023
• Referred By: ASTM C1778-23 - Standard Guide for Reducing the Risk of Deleterious Alkali-Aggregate Reaction in Concrete
• Effective Date: 15-Dec-2023

Overview

ASTM C1105-23a is the recognized standard test method for measuring length change in concrete as a result of alkali-carbonate rock reaction. Developed by ASTM International, this method helps determine the susceptibility of coarse aggregates or cementitious material-aggregate combinations to potentially damaging expansion in portland cement concrete. The focus is on the reaction between hydroxide ions (from alkalies like sodium and potassium) and certain carbonate rocks-mainly calcitic dolomites and dolomitic limestones-which can compromise concrete durability if not properly assessed.

This standard informs decisions about material acceptance and suitability for concrete construction, ensuring quality and longevity in infrastructure projects.

Key Topics

• Alkali-Carbonate Reaction: Assesses expansion due to reactions between concrete alkalies and susceptible carbonate rocks, not alkali-silica reactions.
• Applicable Materials: Intended for testing aggregates that contain or consist of carbonate rock.
• Test Methods: Comprises two approaches:
  • Method A: Evaluates the reactivity of a specific coarse aggregate.
  • Method B: Assesses the behavior of particular combinations of concrete-making materials.
• Laboratory Conditions: Tests are conducted under controlled curing environments, which may differ from field conditions.
• Interpretation of Results: Findings form part of the decision-making process for material acceptance, with guidance referenced in ASTM C1778.
• Reporting: Requires detailed documentation of materials, mixture proportions, results, and any deviations from standard procedures.
• Precision and Bias: Outlines the level of reproducibility achievable within and between laboratories, supporting reliable use in comparative studies.

Applications

The ASTM C1105-23a test method provides practical value in several contexts:

• Aggregate Source Evaluation: Used when aggregates may contain reactive carbonate constituents, as established by petrographic analysis (ASTM C295), rock cylinder tests (ASTM C586), or service records.
• Material Selection for Concrete Construction: Results guide whether specific aggregates or material combinations are appropriate for use in portland cement concrete, helping prevent undesirable expansion and cracking.
• Quality Control and Risk Mitigation: Adds an important quality assurance step to concrete supply chains, ensuring aggregates with deleterious reactivity are identified and either managed or excluded.
• Supplementary Petrographic Examination: Post-test analysis can further confirm the suspected cause of expansion, improving root-cause analysis of material durability issues in concrete.
• Specification Compliance: Assists project engineers, ready-mix producers, and quality assurance teams in meeting performance requirements set by industry standards for concrete durability.

Related Standards

ASTM C1105-23a frequently references and is used in conjunction with other key ASTM standards and guides, including:

• ASTM C33/C33M - Specification for Concrete Aggregates
• ASTM C150/C150M - Specification for Portland Cement
• ASTM C1778 - Guide for Reducing the Risk of Deleterious Alkali-Aggregate Reaction in Concrete
• ASTM C295/C295M - Guide for Petrographic Examination of Aggregates for Concrete
• ASTM C586 - Test Method for Potential Alkali Reactivity of Carbonate Rocks (Rock-Cylinder Method)
• ASTM C157/C157M - Test Method for Length Change of Hardened Hydraulic-Cement Mortar and Concrete
• ASTM C125 - Terminology Relating to Concrete and Concrete Aggregates

By adhering to ASTM C1105-23a and its referenced standards, industry professionals can better manage the risk of alkali-carbonate reaction, select suitable materials, and ensure resilient, durable concrete structures. Using the standard supports compliance with international best practices for aggregate testing and concrete construction quality.

Standards Content (Sample)

This international standard was developed in accordance with internationally recognized principles on standardization established in the Decision on Principles for the
Development of International Standards, Guides and Recommendations issued by the World Trade Organization Technical Barriers to Trade (TBT) Committee.
Designation: C1105 − 23a
Standard Test Method for
Length Change of Concrete Due to Alkali-Carbonate Rock
Reaction
This standard is issued under the fixed designation C1105; the number immediately following the designation indicates the year of
original adoption or, in the case of revision, the year of last revision. A number in parentheses indicates the year of last reapproval. A
superscript epsilon (´) indicates an editorial change since the last revision or reapproval.
1. Scope* 2. Referenced Documents
2.1 ASTM Standards:
1.1 This test method covers the determination, by measure-
C33/C33M Specification for Concrete Aggregates
ment of length change of concrete prisms, the susceptibility of
C125 Terminology Relating to Concrete and Concrete Ag-
a coarse aggregate or cementitious materials aggregate combi-
gregates
nations to expansive alkali-carbonate reaction involving hy-
C150/C150M Specification for Portland Cement
droxide ions associated with alkalies (sodium and potassium)
C157/C157M Test Method for Length Change of Hardened
and certain calcitic dolomites and dolomitic limestones.
Hydraulic-Cement Mortar and Concrete
1.2 Results of tests conducted as described herein should
C294 Descriptive Nomenclature for Constituents of Con-
form a part of the basis for a decision as to whether or not the
crete Aggregates
coarse aggregate or specific combinations of concrete-making
C295/C295M Guide for Petrographic Examination of Ag-
materials under test can be used in portland cement concrete
gregates for Concrete
construction. Interpretation of results can be found in Guide
C490 Practice for Use of Apparatus for the Determination of
C1778.
Length Change of Hardened Cement Paste, Mortar, and
Concrete
1.3 The text of this standard refers to notes and footnotes
C494 Specification for Chemical Admixtures for Concrete
that provide explanatory material. These notes and footnotes
C511 Specification for Mixing Rooms, Moist Cabinets,
(excluding those in tables and figures) shall not be considered
Moist Rooms, and Water Storage Tanks Used in the
as requirements of the standard.
Testing of Hydraulic Cements and Concretes
1.4 Units—The values stated in SI units are to be regarded
C586 Test Method for Potential Alkali Reactivity of Carbon-
as the standard. No other units of measurement are included in
ate Rocks as Concrete Aggregates (Rock-Cylinder
this standard. When combined standards are cited, the selection
Method)
of measurement system is at the user’s discretion subject to the
C595/C595M Specification for Blended Hydraulic Cements
requirements of the referenced standard.
C670 Practice for Preparing Precision and Bias Statements
for Test Methods for Construction Materials
1.5 This standard does not purport to address all of the
C702/C702M Practice for Reducing Samples of Aggregate
safety concerns, if any, associated with its use. It is the
to Testing Size
responsibility of the user of this standard to establish appro-
C856/C856M Practice for Petrographic Examination of
priate safety, health, and environmental practices and deter-
Hardened Concrete
mine the applicability of regulatory limitations prior to use.
C1260 Test Method for Potential Alkali Reactivity of Ag-
1.6 This international standard was developed in accor-
gregates (Mortar-Bar Method)
dance with internationally recognized principles on standard-
C1778 Guide for Reducing the Risk of Deleterious Alkali-
ization established in the Decision on Principles for the
Aggregate Reaction in Concrete
Development of International Standards, Guides and Recom-
D75/D75M Practice for Sampling Aggregates
mendations issued by the World Trade Organization Technical
Barriers to Trade (TBT) Committee.
3. Terminology
3.1 Terminology used in this standard is defined in Termi-
nology C125 or Descriptive Nomenclature C294.
This test method is under the jurisdiction of ASTM Committee C09 on
Concrete and Concrete Aggregates and is the direct responsibility of Subcommittee
C09.50 on Aggregate Reactions in Concrete. For referenced ASTM standards, visit the ASTM website, www.astm.org, or
Current edition approved Dec. 15, 2023. Published April 2024. Originally contact ASTM Customer Service at [e-mail]. For Annual Book of ASTM
approved in 1989. Last previous edition approved in 2023 as C1105 – 23. DOI: Standards volume information, refer to the standard’s Document Summary page on
10.1520/C1105-23A. the ASTM website.
*A Summary of Changes section appears at the end of this standard
Copyright © ASTM International, 100 Barr Harbor Drive, PO Box C700, West Conshohocken, PA 19428-2959. United States
C1105 − 23a
4. Significance and Use carbonate rocks suspected of being alkali-carbonate reactive is
unknown and as far as is known has not been evaluated.
4.1 Two types of alkali reactivity of aggregates have been
described in the literature: the alkali-silica reaction involving
3 5. Apparatus
certain siliceous rocks, minerals, and artificial glasses (1), and
the alkali-carbonate reaction involving dolomite in certain 5.1 The molds, the associated items for molding test
calcitic dolomites and dolomitic limestones (2). This test specimens, and the length comparator for measuring length
method is not recommended as a means to detect combinations change shall conform to the applicable requirements of Test
susceptible to expansion due to alkali-silica reaction since it Method C157/C157M and Practice C490, and the molds shall
was not evaluated for this use in the work reported by Buck (2). have nominal 75 mm square cross sections and nominal 285
This test method is not applicable to aggregates that do not mm length.
contain or consist of carbonate rock (see Descriptive Nomen-
clature C294). 6. Materials for Method A – Aggregate Reactivity
Determination
4.2 This test method contains two methods. Method A is
used to evaluate the susceptibility of a coarse aggregate to
6.1 Materials:
alkali-carbonate reaction. Method B is to evaluate the behavior 6.1.1 To evaluate the potential alkali-carbonate reactivity of
of specific combinations of concrete-making materials to be
a coarse aggregate, use an alkali-silica nonreactive fine aggre-
used in concrete construction. However, provisions are made gate. An alkali-silica nonreactive fine aggregate is defined as an
for the use of substitute materials when required. This test
aggregate that develops an expansion in the accelerated mortar
method assesses the potential for expansion of concrete caused bar, (see Test Method C1260) of less than 0.10 % at 14 days
by alkali-carbonate rock reaction from tests performed under
(see Guide C1778 for interpretation of expansion data). Use a
prescribed laboratory curing conditions that will probably fine aggregate meeting Specification C33/C33M.
differ from field conditions. Thus, actual field performance will
6.1.2 Sieve the coarse aggregate and recombine in accor-
not be duplicated due to differences in wetting and drying, dance with the requirements in Table 1. Select the Table 1
temperature, other factors, or combinations of these.
grading based on the as-received grading of the sample. Coarse
aggregate fractions larger than 19.0 mm sieve are not to be
4.3 Use of this test method is of particular value when
tested as such. When petrographic examination using Guide
samples of aggregate from a source have been determined to
C295/C295M reveals that the material making up the size
contain constituents that are regarded as capable of participa-
fraction larger than the 19.0 mm sieve is of such a composition
tion in a potentially deleterious alkali-carbonate rock reaction
and lithology that no difference should be expected compared
either by petrographic examination, Guide C295/C295M, by
with the smaller size material, then no further attention need be
the rock cylinder test, Test Method C586, by service record; or
paid to the larger sizes. If petrographic examination suggests
by a combination of these.
the larger size material to have a different reactivity, the
4.4 Results of tests conducted as described herein should
material should be studied for its effect in concrete according
form a part of the basis for a decision as to whether or not the
to one of the other alternative procedures described herein:
aggregate under test can be used in portland cement concrete
6.1.2.1 Proportional Testing—Crush material larger than the
construction. Interpretation of results can be found in Guide
19.0 mm sieve to pass the 19.0 mm sieve. The crushing
C1778.
operation shall be performed in a manner that minimizes
4.5 At the conclusion of the test it may be useful to conduct production of material passing the 4.75 mm sieve. Grade this
petrographic examination on the concrete following Practice crushed material in accordance with the Table 1 grading and
C856/C856M and the aggregate following Guide C295/ add to the original mass of graded aggregate produced in 6.1.2
C295M to confirm that the aggregate causing expansive such that the ratio of crushed, graded, oversize aggregate to
behaviour of the concrete, if any, is comparable to the total graded aggregate equals the ratio of material retained on
petrography and chemistry of known deleteriously expansive the 19.0 mm sieve to the total material retained above the
alkali-carbonate reactive rocks. It is important to check the 4.75 mm sieve (see Note 1).
presence of potentially reactive silica that may not necessarily
NOTE 1—For example, if the material retained on the 19 mm sieve
be visible at the scale of conventional transmitted light optical
formed 25 % of the total material retained above the 4.75 mm sieve, then
microscopy examination.
the mass of crushed and returned oversize material shall form 25 % of the
total graded aggregate.
4.6 The research, evaluation, and precision and bias state-
ment for this test method were done on crushed quarried
carbonate coarse aggregate (3). Therefore, the results of
evaluating alkali-carbonate reactive expansion of manufac-
TABLE 1 Gradation Requirement for Coarse Aggregate in
tured fine aggregate or natural sand containing crusher screen-
Procedure A
ings derived from quarried carbonate rocks is unknown.
Sieve Size Mass Fraction
Further, the applicability of this test to gravels containing
Passing Retained Coarse Intermediate
19.0 mm 12.5 mm ⁄3 .
1 1
12.5 mm 9.5 mm ⁄3 ⁄2
1 1
The boldface numbers in parentheses refer to the list of references at the end of 9.5 mm 4.75 mm ⁄3 ⁄2
this test method.
C1105 − 23a
3 3
from 1.61 kg/m to 2.50 kg/m assuming a cement alkali content of 0.52%
6.1.2.2 Separated Size Testing—Crush material larger than
Na O . This would produce a cement alkali content between 1.80 kg ⁄m
2 eq
the 19.0 mm sieve to pass the 19.0 mm sieve, grade that
and 3.10 kg/m per the test method.
material as in accordance with Table 1 and test in concrete as
6.3.5 Water to Cement Materials Ratio (w/c)—Maintain w/c
a separate aggregate. In the event that the required aggregate
in the range of 0.42 to 0.45 by mass. Adjust the w/c within this
gradation is not available or supplied, include that in the
range to give sufficient workability to permit satisfactory
reporting section according to 13.1.5.
compaction of the concrete in the molds. If necessary to obtain
6.1.3 Cement—An ASTM C150 Type I cement shall be
sufficient workability within the required w/c range, use of a
used.
high-range water reducer (HRWR), meeting the requirements
6.2 Reagents:
of Specification C494 Type F is permitted. If, within the
6.2.1 Sodium Hydroxide (NaOH)—USP or technical grade
required w/c range, specimens representative of the concrete
may be used. (Warning—Before using NaOH, review: (1) the
mixture cannot be fabricated due to excessive bleeding or
safety precautions for using NaOH; (2) first aid for burns; and
segregation, the use of a viscosity modifying admixture
(3) the emergency response to spills as described in the
(VMA) is permitted. Report the w/c ratio used and the amount,
manufacturers Material Safety Data Sheet or other reliable
if any, of HRWR or VMA.
safety literature. NaOH can cause severe burns and injury to
unprotected skin and eyes. Always use suitable personal
7. Materials for Method B – Cementitious Material-
protective equipment including: full-face shields, rubber
Aggregate Combination Reactivity Determination
aprons, and gloves impervious to NaOH. (Check periodically
7.1 Maximum Size of Coarse Aggregate—Coarse-aggregate
for pinholes.)
fractions larger than the 19.0 mm sieve shall not be tested as
6.2.2 Water—Use potable tap water for mixing and storage.
such. When petrographic examination using Guide C295/
6.3 Mixture Proportions:
C295M reveals that the material making up the size fractions
6.3.1 Aggregate Content—The aggregate shall be propor-
larger than the 19.0 mm sieve is of such a composition and
tioned in a coarse to fine aggregate ratio of 60:40 by mass.
lithology that no differences should be expected compared with
6.3.2 Cement Content—The total cement content in the
the smaller size material to be tested, or when tests, made in
3 3
concrete mixture shall be 310 kg/m 6 10 kg/m .
accordance with Test Method C586, of materi
...

This document is not an ASTM standard and is intended only to provide the user of an ASTM standard an indication of what changes have been made to the previous version. Because
it may not be technically possible to adequately depict all changes accurately, ASTM recommends that users consult prior editions as appropriate. In all cases only the current version
of the standard as published by ASTM is to be considered the official document.
Designation: C1105 − 23 C1105 − 23a
Standard Test Method for
Length Change of Concrete Due to Alkali-Carbonate Rock
Reaction
This standard is issued under the fixed designation C1105; the number immediately following the designation indicates the year of
original adoption or, in the case of revision, the year of last revision. A number in parentheses indicates the year of last reapproval. A
superscript epsilon (´) indicates an editorial change since the last revision or reapproval.
1. Scope*
1.1 This test method covers the determination, by measurement of length change of concrete prisms, the susceptibility of
cement-aggregate a coarse aggregate or cementitious materials aggregate combinations to expansive alkali-carbonate reaction
involving hydroxide ions associated with alkalies (sodium and potassium) and certain calcitic dolomites and dolomitic limestones.
1.2 Results of tests conducted as described herein should form a part of the basis for a decision as to whether or not the coarse
aggregate or specific combinations of concrete-making materials under test can be used in portland cement concrete construction.
Interpretation of results can be found in Guide C1778.
1.3 The text of this standard refers to notes and footnotes that provide explanatory material. These notes and footnotes (excluding
those in tables and figures) shall not be considered as requirements of the standard.
1.4 Units—The values stated in SI units are to be regarded as the standard. No other units of measurement are included in this
standard. When combined standards are cited, the selection of measurement system is at the user’s discretion subject to the
requirements of the referenced standard.
1.5 This standard does not purport to address all of the safety concerns, if any, associated with its use. It is the responsibility
of the user of this standard to establish appropriate safety, health, and environmental practices and determine the applicability of
regulatory limitations prior to use.
1.6 This international standard was developed in accordance with internationally recognized principles on standardization
established in the Decision on Principles for the Development of International Standards, Guides and Recommendations issued
by the World Trade Organization Technical Barriers to Trade (TBT) Committee.
2. Referenced Documents
2.1 ASTM Standards:
C33/C33M Specification for Concrete Aggregates
C125 Terminology Relating to Concrete and Concrete Aggregates
C150/C150M Specification for Portland Cement
C157/C157M Test Method for Length Change of Hardened Hydraulic-Cement Mortar and Concrete
C233/C233M Test Method for Air-Entraining Admixtures for Concrete
This test method is under the jurisdiction of ASTM Committee C09 on Concrete and Concrete Aggregates and is the direct responsibility of Subcommittee C09.50 on
Aggregate Reactions in Concrete.
Current edition approved Dec. 1, 2023Dec. 15, 2023. Published December 2023April 2024. Originally approved in 1989. Last previous edition approved in 20162023 as
C1105 – 08aC1105 – 23.(2016). DOI: 10.1520/C1105-08AR16.10.1520/C1105-23A.
For referenced ASTM standards, visit the ASTM website, www.astm.org, or contact ASTM Customer Service at [e-mail]. For Annual Book of ASTM Standards
volume information, refer to the standard’s Document Summary page on the ASTM website.
*A Summary of Changes section appears at the end of this standard
Copyright © ASTM International, 100 Barr Harbor Drive, PO Box C700, West Conshohocken, PA 19428-2959. United States
C1105 − 23a
C294 Descriptive Nomenclature for Constituents of Concrete Aggregates
C295/C295M Guide for Petrographic Examination of Aggregates for Concrete
C490 Practice for Use of Apparatus for the Determination of Length Change of Hardened Cement Paste, Mortar, and Concrete
C494 Specification for Chemical Admixtures for Concrete
C511 Specification for Mixing Rooms, Moist Cabinets, Moist Rooms, and Water Storage Tanks Used in the Testing of Hydraulic
Cements and Concretes
C586 Test Method for Potential Alkali Reactivity of Carbonate Rocks as Concrete Aggregates (Rock-Cylinder Method)
C595/C595M Specification for Blended Hydraulic Cements
C670 Practice for Preparing Precision and Bias Statements for Test Methods for Construction Materials
C702/C702M Practice for Reducing Samples of Aggregate to Testing Size
C856/C856M Practice for Petrographic Examination of Hardened Concrete
C1260 Test Method for Potential Alkali Reactivity of Aggregates (Mortar-Bar Method)
C1778 Guide for Reducing the Risk of Deleterious Alkali-Aggregate Reaction in Concrete
D75/D75M Practice for Sampling Aggregates
3. Terminology
3.1 Terminology used in this standard is defined in Terminology C125 or Descriptive Nomenclature C294.
4. Significance and Use
4.1 Two types of alkali reactivity of aggregates have been described in the literature: the alkali-silica reaction involving certain
siliceous rocks, minerals, and artificial glasses (1), and the alkali-carbonate reaction involving dolomite in certain calcitic
dolomites and dolomitic limestones (2). This test method is not recommended as a means to detect combinations susceptible to
expansion due to alkali-silica reaction since it was not evaluated for this use in the work reported by Buck (2). This test method
is not applicable to aggregates that do not contain or consist of carbonate rock (see Descriptive Nomenclature C294).
4.2 This test method is intended for evaluating the contains two methods. Method A is used to evaluate the susceptibility of a
coarse aggregate to alkali-carbonate reaction. Method B is to evaluate the behavior of specific combinations of concrete-making
materials to be used in the work.concrete construction. However, provisions are made for the use of substitute materials when
required. This test method assesses the potential for expansion of concrete caused by alkali-carbonate rock reaction from tests
performed under prescribed laboratory curing conditions that will probably differ from field conditions. Thus, actual field
performance will not be duplicated due to differences in wetting and drying, temperature, other factors, or combinations of these
(see these.Appendix X1).
4.3 Use of this test method is of particular value when samples of aggregate from a source have been determined to contain
constituents that are regarded as capable of participation in a potentially deleterious alkali-carbonate rock reaction either by
petrographic examination, Guide C295/C295M, by the rock cylinder test, Test Method C586, by service record; or by a
combination of these.
4.4 Results of tests conducted as described herein should form a part of the basis for a decision as to whether precautions be taken
against excessive expansion due to alkali-carbonate rock reaction. This decision should be madeor not the aggregate under test can
be used in portland cement concrete construction. Interpretation of results can be found in Guide C1778before a particular
cement-aggregate combination is used in concrete construction (see .Note 1).
NOTE 1—Other elements that may be included in the decision-making process for categorizing an aggregate or a cement-aggregate combination with
respect to whether precautions are needed, and examples of precautions that may be taken, are described in Appendix X1.
4.5 At the conclusion of the test it may be useful to conduct petrographic examination on the concrete following Practice
C856/C856M and the aggregate following Guide C295/C295M to confirm that the aggregate causing expansive behaviour of the
concrete, if any, is comparable to the petrography and chemistry of known deleteriously expansive alkali-carbonate reactive rocks.
It is important to check the presence of potentially reactive silica that may not necessarily be visible at the scale of conventional
transmitted light optical microscopy examination.
4.6 While the basic intent of The research, evaluation, and precision and bias statement for this test method is to develop
The boldface numbers in parentheses refer to the list of references at the end of this test method.
C1105 − 23a
information on a particular cement-aggregate combination, itwere done on crushed quarried carbonate coarse aggregate will(3).
usually be very useful to conduct control tests in parallel using the aggregate of interest with other cements or the cement of interest
with other aggregates.Therefore, the results of evaluating alkali-carbonate reactive expansion of manufactured fine aggregate or
natural sand containing crusher screenings derived from quarried carbonate rocks is unknown. Further, the applicability of this test
to gravels containing carbonate rocks suspected of being alkali-carbonate reactive is unknown and as far as is known has not been
evaluated.
5. Apparatus
5.1 The molds, the associated items for molding test specimens, and the length comparator for measuring length change shall
conform to the applicable requirements of Test Method C157/C157M and Practice C490, and the molds shall have nominal 75-mm
square cross sections.75 mm square cross sections and nominal 285 mm length.
6. Materials for Method A – Aggregate Reactivity Determination
6.1 Materials:
6.1.1 To evaluate the potential alkali-carbonate reactivity of a coarse aggregate, use an alkali-silica nonreactive fine aggregate. An
alkali-silica nonreactive fine aggregate is defined as an aggregate that develops an expansion in the accelerated mortar bar, (see
Test Method C1260) of less than 0.10 % at 14 days (see Guide C1778 for interpretation of expansion data). Use a fine aggregate
meeting Specification C33/C33M.
6.1.2 Sieve the coarse aggregate and recombine in accordance with the requirements in Table 1. Select the Table 1 grading based
on the as-received grading of the sample. Coarse aggregate fractions larger than 19.0 mm sieve are not to be tested as such. When
petrographic examination using Guide C295/C295M reveals that the material making up the size fraction larger than the 19.0 mm
sieve is of such a composition and lithology that no difference should be expected compared with the smaller size material, then
no further attention need be paid to the larger sizes. If petrographic examination suggests the larger size material to have a different
reactivity, the material should be studied for its effect in concrete according to one of the other alternative procedures described
herein:
6.1.2.1 Proportional Testing—Crush material larger than the 19.0 mm sieve to pass the 19.0 mm sieve. The crushing operation
shall be performed in a manner that minimizes production of material passing the 4.75 mm sieve. Grade this crushed material in
accordance with the Table 1 grading and add to the original mass of graded aggregate produced in 6.1.2 such that the ratio of
crushed, graded, oversize aggregate to total graded aggregate equals the ratio of material retained on the 19.0 mm sieve to the total
material retained above the 4.75 mm sieve (see Note 1).
NOTE 1—For example, if the material retained on the 19 mm sieve formed 25 % of the total material retained above the 4.75 mm sieve, then the mass
of crushed and returned oversize material shall form 25 % of the total graded aggregate.
6.1.2.2 Separated Size Testing—Crush material larger than the 19.0 mm sieve to pass the 19.0 mm sieve, grade that material as
in accordance with Table 1 and test in concrete as a separate aggregate. In the event that the required aggregate gradation is not
available or supplied, include that in the reporting section according to 13.1.5.
6.1.3 Cement—An ASTM C150 Type I cement shall be used.
6.2 Reagents:
6.2.1 Sodium Hydroxide (NaOH)—USP or technical grade may be used. (Warning—Before using NaOH, review: (1) the safety
precautions for using NaOH; (2) first aid for burns; and (3) the emergency response to spills as described in the manufacturers
TABLE 1 Gradation Requirement for Coarse Aggregate in
Procedure A
Sieve Size Mass Fraction
Passing Retained Coarse Intermediate
19.0 mm 12.5 mm ⁄3 .
1 1
12.5 mm 9.5 mm ⁄3 ⁄2
1 1
9.5 mm 4.75 mm ⁄3 ⁄2
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Material Safety Data Sheet or other reliable safety literature. NaOH can cause severe burns and injury to unprotected skin and eyes.
Always use suitable personal protective equipment including: full-face shields, rubber aprons, and gloves impervious to NaOH.
(Check periodically for pinholes.)
6.2.2 Water—Use potable tap water for mixing and storage.
6.3 Mixture Proportions:
6.3.1 Aggregate Content—The aggregate shall be proportioned in a coarse to fine aggregate ratio of 60:40 by mass.
3 3
6.3.2 Cement Content—The total cement content in the concrete mixture shall be 310 kg/m 6 10 kg/m .
6.3.3 Concrete Alkali Loading—The cement used shall produce an alkali loading in the final concrete not less than 1.80 kg/m and
not greater than 3.10 kg/m . (See Note 2.)
NOTE 2—This range of alkali loadings is known to identify alkali-carbonate reactive rocks. Some very highly reactive alkali-silica reactive rocks may
react at a test temperature of 23 °C. (4)
Determine the total alkali content of the cement either by analysis or by obtaining a mill certificate from the cement
manufacturer. If needed add NaOH to the concrete mixing water to produce the alkali loading required in this section (see Note
3).
6.3.4 Example A:
(Cement Only)
Cement content of concrete = 310.0 kg/m
Amount of alkali in the concrete = 310.0 kg/m × 0.52 %
= 1.61 kg/m
Required amount of alkali in concrete (1.80 to 3.10 kg/m )
Target 2.50 kg/m
3 3
Amount of alkali to be added to concrete = 2.50 kg/m – 1.61 kg/m
= 0.89 kg/m
The difference (0.89 kg/m ) is the amount of alkali, expressed as Na O , to be added to the mix water. The factor to convert
2 eq
Na O to NaOH since:
(Na O + H O → 2 NaOH)
2 2
Compound Molecular Weight
Na O 61.980
NaOH 39.997
Conversion factor:
2 ×39.997⁄61.980 5 1.291 (1)
Amount of NaOH required in Example A:
3 3
0.89kg/m ×1.291 5 1.15kg/m (2)
NOTE 3—Example calculations for determining the amount of NaOH to be added to the mixing water to increase the alkali content of the cement from
3 3 3
1.61 kg/m to 2.50 kg/m assuming a cement alkali content of 0.52% Na O . This would produce a cement alkali content between 1.80 kg ⁄m and 3.10
2 eq
kg/m per the test method.
6.3.5 Water to Cement Materials Ratio (w/c)—Maintain w/c in the range of 0.42 to 0.45 by mass. Adjust the w/c within this range
to give sufficient workability to permit satisfactory compaction of the concrete in the molds. If necessary to obtain sufficient
workability within the required w/c range, use of a high-range water reducer (HRWR), meeting the requirements of Specification
C494 Type F is permitted. If, within the required w/c range, specimens representative of the concrete mixture cannot be fabricated
due to excessive bleeding or segregation, the use of a viscosity modifying admixture (VMA) is permitted. Report the w/c ratio used
and the amount, if any, of HRWR or VMA.
7. Materials for Method B – Cementitious Material-Aggregate Combination Reactivity Determination
7.1 Maximum Size of Coarse Aggregate—Coarse-aggregate fractions larger than the 19.0-mm19.0 mm sieve shall not be tested as
such. When petrographic examination using Guide C295/C295M reveals that the material making up the size fractions larger than
the 19.0-mm19.0 mm sieve is of such a composition and lithology that no differences should be expected compared with the
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smaller size material to be tested, or when tests, made in accordance with Test Method C586, of material in such sizes reveal no
significant diffe
...