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: C1293 − 08b (Reapproved 2015)

Standard Test Method for

Determination of Length Change of Concrete Due to Alkali-
Silica Reaction1
This standard is issued under the fixed designation C1293; 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* C157/C157M Test Method for Length Change of Hardened

1.1 This test method covers the determination of the sus- Hydraulic-Cement Mortar and Concrete
ceptibility of an aggregate or combination of an aggregate with C192/C192M Practice for Making and Curing Concrete Test
pozzolan or slag for participation in expansive alkali-silica Specimens in the Laboratory
reaction by measurement of length change of concrete prisms. C227 Test Method for Potential Alkali Reactivity of
Cement-Aggregate Combinations (Mortar-Bar Method)
1.2 The values stated in SI units are to be regarded as the C289 Test Method for Potential Alkali-Silica Reactivity of
standard. No other units of measurement are included in this Aggregates (Chemical Method)
standard. When combined standards are cited, the selection of C294 Descriptive Nomenclature for Constituents of Con-
measurement system is at the user’s discretion subject to the crete Aggregates
requirements of the referenced standard. C295 Guide for Petrographic Examination of Aggregates for
1.3 This standard does not purport to address all of the Concrete
safety concerns, if any, associated with its use. It is the C490 Practice for Use of Apparatus for the Determination of
responsibility of the user of this standard to establish appro- Length Change of Hardened Cement Paste, Mortar, and
priate safety and health practices and determine the applica- Concrete
bility of regulatory limitations prior to use. (Warning—Fresh C494/C494M Specification for Chemical Admixtures for
hydraulic cementitious mixtures are caustic and may cause Concrete
chemical burns to skin and tissue upon prolonged exposure.2) C511 Specification for Mixing Rooms, Moist Cabinets,
Moist Rooms, and Water Storage Tanks Used in the
2. Referenced Documents Testing of Hydraulic Cements and Concretes
2.1 ASTM Standards:3 C618 Specification for Coal Fly Ash and Raw or Calcined
C29/C29M Test Method for Bulk Density (“Unit Weight”) Natural Pozzolan for Use in Concrete
and Voids in Aggregate C702 Practice for Reducing Samples of Aggregate to Testing
C33 Specification for Concrete Aggregates Size
C125 Terminology Relating to Concrete and Concrete Ag- C856 Practice for Petrographic Examination of Hardened
gregates Concrete
C138/C138M Test Method for Density (Unit Weight), Yield, C989 Specification for Slag Cement for Use in Concrete and
and Air Content (Gravimetric) of Concrete Mortars
C143/C143M Test Method for Slump of Hydraulic-Cement C1240 Specification for Silica Fume Used in Cementitious
Concrete Mixtures
C150 Specification for Portland Cement C1260 Test Method for Potential Alkali Reactivity of Ag-
gregates (Mortar-Bar Method)
D75 Practice for Sampling Aggregates
1
This test method is under the jurisdiction of Committee C09 on Concrete and 2.2 CSA Standards:4
Concrete Aggregatesand is the direct responsibility of Subcommittee C09.26 on CSA A23.2-14A Potential Expansivity of Aggregates (Pro-
Chemical Reactions. cedure for Length Change due to Alkali-Aggregate Reac-
Current edition approved Aug. 1, 2015. Published October 2015. Originally
approved in 1995. Last previous edition approved in 2008 as C1293 – 08b. DOI: tion in Concrete Prisms at 38 °C)
10.1520/C1293-08BR15. CSA A23.2-27A Standard Practice to Identify Degree of
2
Section on Safety Precautions, Manual of Aggregate and Concrete Testing, Alkali-Reactivity of Aggregates and to Identify Measures
Annual Book of ASTM Standards, Vol. 04.02.
3
For referenced ASTM standards, visit the ASTM website, www.astm.org, or
contact ASTM Customer Service at service@astm.org. For Annual Book of ASTM
4
Standards volume information, refer to the standard’s Document Summary page on Available from Canadian Standards Association (CSA), 5060 Spectrum Way,
the ASTM website. Mississauga, ON L4W 5N6, Canada, http://www.csa.ca.

*A Summary of Changes section appears at the end of this standard

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 C1293 − 08b (2015)
to Avoid Deleterious Expansion in Concrete struction. Criteria to determine the potential deleteriousness of
CSA A23.2-28A Standard Practice for Laboratory Testing to expansions measured in this test are given in Appendix X1.
Demonstrate the Effectiveness of Supplementary Cement- 4.7 When the expansions in this test method are greater than
ing Materials and Lithium-Based Admixtures to Prevent the limit shown in X1.2, the aggregate or combination of
Alkali-Silica Reaction in Concrete aggregate with the tested amount of pozzolan or slag is
potentially alkali-reactive. Supplemental information should be
3. Terminology
developed to confirm that the expansion is actually due to
3.1 Terminology used in this standard is as given in Termi- alkali-silica reaction. Petrographic examination of the concrete
nology C125 or Descriptive Nomenclature C294. prisms should be conducted after the test using Practice C856
to confirm that known reactive constituents are present and to
4. Significance and Use identify the products of alkali-silica reactivity. Confirmation of
4.1 Alkali-silica reaction is a chemical interaction between alkali-silica reaction is also derived from the results of the test
some siliceous constituents of concrete aggregates and hy- methods this procedure supplements (see Appendix X1).
droxyl ions (1).5 The concentration of hydroxyl ion within the 4.8 If the supplemental tests show that a given aggregate is
concrete is predominantly controlled by the concentration of potentially deleteriously reactive, additional studies may be
sodium and potassium (2). appropriate to evaluate preventive measures in order to allow
4.2 This test method is intended to evaluate the potential of safe use of the aggregate. Preventive measures are mentioned
an aggregate or combination of an aggregate with pozzolan or in the Appendix to Specification C33.
slag to expand deleteriously due to any form of alkali-silica 4.9 This test method does not address the general suitability
reactivity (3,4). of pozzolans or slag for use in concrete. These materials should
4.3 When testing an aggregate with pozzolan or slag, the comply with Specification C618, Specification C989, or Speci-
results are used to establish minimum amounts of the specific fication C1240.
pozzolan or slag needed to prevent deleterious expansion.
Pozzolan or slag from a specific source can be tested individu- 5. Apparatus
ally or in combination with pozzolan or slag from other 5.1 The molds, the associated items for molding test
sources. specimens, and the length comparator for measuring length
4.4 When selecting a sample or deciding on the number of change shall conform to the applicable requirements of Test
samples for test, it is important to recognize the variability in Method C157/C157M and Practice C490, and the molds shall
lithology of material from a given source, whether a deposit of have nominal 75-mm square cross sections.
sand, gravel, or a rock formation of any origin. For specific 5.2 The storage container options required to maintain the
advice, see Guide C295. prisms at a high relative humidity are described in 5.2.1.
4.5 This test method is intended for evaluating the behavior 5.2.1 Recommended Container—The recommended con-
of aggregates in portland cement concrete with an alkali (alkali tainers are 19 to 22-L polyethylene pails with airtight lids and
metal oxide) content of 5.25 kg/m3 or in concrete containing approximate dimensions of 250- to 270-mm diameter at
pozzolan or slag with an alkali content proportionally reduced bottom, 290 to 310 mm at top, by 355 to 480 mm high. Prevent
from 5.25 kg/m3 Na2O equivalent by the amount of pozzolan significant loss of enclosed moisture due to evaporation with
or slag replacing portland cement. This test method assesses airtight lid seal. Place a perforated rack in the bottom of the
the potential for deleterious expansion of concrete caused by storage container so that the prisms are 30 to 40 mm above the
alkali-silica reaction, of either coarse or fine aggregates, from bottom. Fill the container with water to a depth of 20 6 5 mm
tests performed under prescribed laboratory curing conditions above the bottom. A significant moisture loss is defined as a
that will probably differ from field conditions. Thus, actual loss greater than 3 % of the original amount of water placed at
field performance will not be duplicated due to differences in the bottom of the pail. Place a wick of absorbent material
concrete alkali content, wetting and drying, temperature, other around the inside wall of the container from the top so that the
factors, or combinations of these (5). bottom of the wick extends into the water (See Note 1).
5.2.2 Alternative Containers—Alternative storage contain-
4.6 Results of tests conducted on an aggregate as described ers may be used. Confirm the efficiency of the alternative
herein should form a part of the basis for a decision as to storage container with an alkali-reactive aggregate of known
whether precautions should be taken against excessive expan- expansion characteristics.6 The expansion efficiency is con-
sion due to alkali-silica reaction. Results of tests conducted on firmed when expansions at one year obtained using the
combinations of an aggregate with pozzolans or slag should alternative container are within 10 % of those obtained using
form a part of the basis for a decision as to whether the specific
pozzolan or slag, when used in the amount tested, was effective
in preventing excessive expansion. These decisions should be 6
The sole source of supply of non-reactive aggregates and alkali-silica reactive
made before a particular aggregate is used in concrete con- aggregates of known expansion characteristics (6) known to the committee at this
time is The Petrographer, Engineering Materials Office, Ministry of Transportation,
1201 Wilson Ave., Downsview, Ontario, Canada, M3M1J8.. If you are aware of
alternative suppliers, please provide this information to ASTM International
5
The boldface numbers in parentheses refer to the list of references at the end of Headquarters. Your comments will receive careful consideration at a meeting of the
this test method. responsible technical committee 1, which you may attend.

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 C1293 − 08b (2015)
the recommended container. Alternative storage containers cement either by analysis or by obtaining a mill run certificate
must contain the required depth of water. When reporting from the cement manufacturer. Add NaOH to the concrete
results, note the use of an alternative container, if one is used, mixing water so as to increase the alkali content of the mixture,
together with documentation proving compliance with the expressed as Na2O equivalent, to 1.25 % by mass of cement
above. (see Note 3).
NOTE 1—Polypropylene geotextile fabric or blotting paper are suitable NOTE 3—The value of 1.25 % Na2O equivalent by mass of cement has
materials for use as the wick. been chosen to accelerate the process of expansion rather than to
reproduce field conditions. At the 420 kg/m3 cement content, this
5.3 The storage environment necessary to maintain the 38.0 corresponds to an alkali level of 5.25 kg/m3 .
°C reaction accelerating storage temperature consistently and
homogeneously is described in 5.3.1. 7.2 Aggregates:
5.3.1 Recommended Environment—The recommended stor- 7.2.1 To evaluate the reactivity of a coarse aggregate, use a
age environment is a sealed space insulated so as to minimize nonreactive fine aggregate. A nonreactive fine aggregate is
heat loss. Provide a fan for air circulation so the maximum defined as an aggregate that develops an expansion in the
variation in temperature measured within 250 mm of the top accelerated mortar bar, (see Test Method C1260) of less than
and bottom of the space does not exceed 2.0 °C. Provide an 0.10 % at 14 days (see X1.6 for interpretation of expansion
insulated entry door with adequate seals so as to minimize heat data). Use a fine aggregate meeting Specification C33 with a
loss. Racks for storing containers within the space are not to be fineness modulus of 2.7 6 0.2.
closer than 30 mm to the sides of the enclosure and are to be 7.2.2 To evaluate the reactivity of a fine aggregate, use a
perforated so as to provide air flow. Provide an automatically nonreactive coarse aggregate. Prepare the nonreactive coarse
controlled heat source to maintain the temperature at 38.0 6 aggregate according to 7.2.3.6 A nonreactive coarse aggregate
2.0 °C (see Note 2). Record the ambient temperature and its is defined as an aggregate that develops an expansion in the
variation within the space to ensure compliance. accelerated mortar bar (see Test Method C1260) of less than
0.10 % at 14 days (see X1.6 for interpretation of expansion
NOTE 2—It has been found to be good practice to monitor the efficiency data). Use a coarse aggregate meeting Specification C33. Test
of the storage environment by placing thermocouples inside dummy
concrete specimens inside a dummy container within the storage area. The
the fine aggregate using the grading as delivered to the
storage room described in Test Method C227 generally will be satisfac- laboratory.
tory. 7.2.3 Sieve the coarse aggregate and recombine in accor-
5.3.2 Alternative Storage Environment—Use of an alterna- dance with the requirements in Table 1. Select the Table 1
tive storage environment is permitted. Confirm the efficiency grading based on the as-received grading of the sample. Coarse
of the alternative storage container with an alkali-reactive aggregate fractions larger than 19.0-mm sieve are not to be
aggregate of known expansion characteristics.6 The expansion tested as such. When petrographic examination using Guide
efficiency is confirmed when expansions at one year obtained C295 reveals that the material making up the size fraction
using the alternative storage environment are within 10 % of larger than the 19.0-mm sieve is of such a composition and
those obtained using the recommended environment. When lithology that no difference should be expected compared with
reporting the results, note the use of an alternative storage the smaller size material, then no further attention need be paid
environment, if one is utilized, together with documentation to the larger sizes. If petrographic examination suggests the
proving compliance with the above. larger size material to have a different reactivity, the material
should be studied for its effect in concrete according to one of
6. Reagents the other alternative procedures described herein:
6.1 Sodium Hydroxide (NaOH)—USP or technical grade 7.2.3.1 Proportional Testing—Crush material larger than the
may be used. (Warning—Before using NaOH, review: (1) the 19.0-mm sieve to pass the 19.0-mm sieve. The crushing
safety precautions for using NaOH; (2) first aid for burns; and operation shall be performed in a manner that minimizes
(3) the emergency response to spills as described in the production of material passing the 4.75-mm sieve. Grade this
manufacturers Material Safety Data Sheet or other reliable crushed material per the Table 1 grading, and add to the
safety literature. NaOH can cause severe burns and injury to original mass of graded aggregate produced in 7.2.3 such that
unprotected skin and eyes. Always use suitable personal the ratio of crushed, graded, oversize aggregate to total graded
protective equipment including: full-face shields, rubber aggregate equals the ratio of material retained on the 19.0-mm
aprons, and gloves impervious to NaOH (Check periodically sieve to the total material retained above the 4.75-mm sieve
for pinholes.).) (See Note 4).
6.2 Water: NOTE 4—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
6.2.1 Use potable tap water for mixing and storage.
7. Materials
TABLE 1 Grading Requirement
7.1 Cement—Use a cement meeting the requirements for a Sieve Size Mass Fraction
Type I Portland cement as specified in Specification C150. The Passing Retained Coarse Intermediate
cement must have a total alkali content of 0.9 6 0.1 % Na2O 19.0-mm 12.5-mm 1⁄ 3 ...
12.5-mm 9.5-mm 1⁄ 3 1 ⁄2
equivalent (Na2O equivalent is calculated as percent Na2O + 9.5-mm 4.75-mm 1⁄ 3 1 ⁄2

0.658 × percent K2O). Determine the total alkali content of the

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 C1293 − 08b (2015)
the mass of crushed and returned oversize material shall form 25 % of the 2 3 39.997/61.98 5 1.291; (1)
total graded aggregate. Amount of NaOH required in Example A:
7.2.3.2 Separated Size Testing—Crush material larger than 1.47 3 1.291 5 1.898 kg/m 3 (2)
the 19.0-mm sieve to pass the 19.0-mm sieve, grade that Example B (20 % of cement is replaced
material as per Table 1 and test in concrete as a separate by pozzolan)
Cementitious materials = 420 kg
aggregate. content of 1 m3 concrete
7.3 Concrete Mixture Proportions—Proportion the concrete Cement content of = 420 kg × 0.8
concrete (20 % by mass pozzolan)
mixture to the following requirements: = 336 kg
7.3.1 Cementitious Materials Content—420 6 10 kg/m.3 Amount of alkali in the concrete = 336 kg × 0.90 %
= 3.02 kg
7.3.1.1 When evaluating the susceptibility of an aggregate Specified amount of alkali in concrete = 336 kg × 1.25 %
to expansive alkali-silica reaction, use cement as 100 % of the = 4.20 kg
cementitious material. Amount of alkali to be added to concrete = 4.20 kg – 3.02 kg
= 1.18 kg
7.3.1.2 When evaluating combinations of aggregate with
pozzolan or slag, replace cement with the desired amount of The difference (1.18 kg) is the amount of alkali, expressed as Na2O
equivalent, to be added to the mix water.
pozzolan or slag on a percent by mass basis. Amount of NaOH required for Example B:
7.3.2 Coarse Aggregate Content—Use a dry mass of coarse
aggregate per unit volume of concrete equal to 0.70 6 0.02 of 1.18 3 1.291 5 1.523 kg/m 3 (3)
its dry-rodded bulk density as determined by Test Method 8. Sampling
C29/C29M for all classes of aggregates (for example, low
density, normal, and high density). 8.1 Obtain the aggregate sample in accordance with Practice
7.3.3 Water-Cementitious Materials Ratio (w/cm)— D75 and reduce it to test portion size in accordance with
Maintain w/cm in the range of 0.42 to 0.45 by mass. Adjust the Practice C702.
w/cm within this range to give sufficient workability to permit 9. Specimen Preparation
satisfactory compaction of the concrete in the molds. If
necessary to obtain sufficient workability within the specified 9.1 Mixing Concrete:
w/cm range, use of a high-range water reducer (HRWR), 9.1.1 General—Mix concrete in accordance with the stan-
meeting the requirements of Specification C494/C494M Type dard practice for making and curing concrete test specimens in
F is permitted. If, within the specified w/cm range, specimens the laboratory as described in Practice C192/C192M.
representative of the concrete mixture cannot be fabricated due 9.1.2 Slump—Measure the slump of each batch of concrete
to excessive bleeding or segregation, the use of a viscosity- immediately after mixing in accordance with Test Method
modifying admixture (VMA) is permitted. Report the w/cm C143/C143M.
ratio used and the amount, if any, of HRWR or VMA. 9.1.3 Yield, and Air Content—Determine the yield, and air
content of each batch of concrete in accordance with Test
7.3.4 Admixture (NaOH)—Dissolve in the mixing water and
Method C138/C138M. Concrete used for slump, yield, and air
add as required to bring the alkali content of the concrete
content tests may be returned to the mixing pan and remixed
mixture, expressed as Na2Oe = % Na2O + 0.658× % K2O, up
into the batch.
to 1.25 % by mass of cement (see Note 5). Use no other
admixture in the concrete except as permitted in the section on 9.2 Prepare three specimens of the type required for con-
Water-Cementitious Materials Ratio. crete in Test Method C157/C157M from one batch of concrete
(see Note 6).
NOTE 5—Example calculations for determining the amount of NaOH to
be added to the mixing water to increase the alkali content of the cement NOTE 6—It has been found useful to cast an additional (4th) prism that
from 0.90 % to 1.25 %: can be removed from the test and used for petrographic examination at any
Example A (Cement Only) time.
Cementitious materials = 420 kg 9.3 Initial Conditioning—Cure, store, and remove molds in
content of 1 m3 concrete
Cement content of concrete = 420 kg accordance with Test Method C157/C157M.
Amount of alkali in the concrete = 420 kg × 0.90 %
= 3.78 kg 10. Procedure
Specified amount of alkali in concrete = 420 kg × 1.25 %
= 5.25 kg 10.1 Initial Comparator Reading—Follow the procedure of
Amount of alkali to be added to concrete = 5.25 kg − 3.78 kg Test Method C157/C157M, except do not place in saturated
= 1.47 kg
lime water. Make initial length reading at the time of removal
The difference (1.47 kg) is the amount of alkali, expressed as Na2O from the mold at an age of 23.5 6 0.5 h. Thereafter, keep the
equivalent, to be added to the mix water. Factor to convert Na2O to specimens at 38.0 6 2 °C in storage containers in accordance
NaOH: with 5.2.
since
(Na2O + H2O → 2 NaOH) 10.2 Subsequent Comparator Readings—Stand the speci-
Compound Molecular Weight men on end. Specimens shall not be in contact with water in the
Na2O 61.98
NaOH 39.997
reservoir within the storage container. Seal the container and
place container in a 38.0 6 2 °C storage environment. At no
Conversion factor: time should the storage container be in contact with the walls

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 C1293 − 08b (2015)
or floor of the 38.0 6 2 °C storage environment and there shall 12.1.8 The w/cm based on saturated, surface dry (SSD)
be an adequate flow of air around the container. aggregates,
10.2.1 When the specimens are 7 days old, take a compara- 12.1.9 The slump, with mass yield and air content of the
tor reading after removal of the container and contents from the concrete batched,
storage environment according to 10.2.2. Subsequent readings 12.1.10 The average length change in percent at each
are required at the ages of 28 and 56 days, as well as 3, 6, 9, reading of the prisms along with the individual length change
and 12 months when testing an aggregate for susceptibility to in percentage for each prism,
expansive alkali-silica reaction and additionally at 18 and 24 12.1.11 Any significant features revealed by examination of
months when testing combinations of aggregates with pozzo- the concrete prisms either during the test or at the end of the
lans or slag. Additional readings beyond those required for the test (for example, cracks, gel formation, or peripheral reaction
specific application are suggested at 6-month intervals. rims on aggregate particles), and
10.2.2 Remove the containers holding the prisms from the 12.1.12 Type of storage container and 38.0 6 2.0 °C storage
38.0 6 2.0 °C temperature environment and place in a moist environment used to store the concrete prisms if they differ
cabinet or moist room that is in compliance with Specification from those specified in 5.2.1 and 5.3.1.
C511 for a period 16 6 4 h before reading.
13. Precision and Bias
10.3 Fabricate all specimens placed in a given storage
13.1 Multi-Laboratory Precision:
container at the same time so that all specimens in that
13.1.1 Average Expansion Less Than 0.014 %—The multi-
container are due for comparator reading at the same time.
laboratory standard deviation of a single test result (mean of
10.4 Identify the specimens so as to place the specimens in measurements of three prisms) for average expansion less than
the comparator with the same end up. After the comparator 0.014 % has been found to be 0.0032 % (CSA A23.2-14A).4
reading of the prism, replace the specimen in the storage Therefore, results of two properly conducted tests in different
container but invert the upper end as compared with the laboratories on the same aggregate should not differ by more
previous storage period. In this way the prisms are not stored than 0.009 %, nineteen times out of twenty.
through two consecutive storage periods with the same ends 13.1.2 Average Expansion Greater Than 0.014 %—The
up. multi-laboratory coefficient of variation of a single test result
(mean of measurements of three prisms) for average expansion
11. Calculation greater than 0.014 % has been found to be 23 % (CSA
11.1 Calculate the change in length between the initial A23.2-14A).4 Therefore, results of two properly conducted
comparator reading of the specimen and the comparator tests in different laboratories on the same aggregate should not
reading at each time interval to the nearest 0.001 % of the differ from each other by more than 65 % of their average,
effective gage length and record as the length change of the nineteen times out of twenty.
prism for that period. Calculate the average length change in 13.2 Within-Laboratory Precision:
percentage for the group of prisms at the age. 13.2.1 Average Expansion Less Than 0.02 %—For average
11.2 Data from at least three bars must be available at any expansions of less than 0.02 %, the multi-specimen, within-
age to constitute a valid test at that age. laboratory standard deviation has been found to be 0.0025 %
(CSA A23.2-14A). Therefore, the range (difference between
12. Report highest and lowest) of the three individual prism measurements
12.1 Report the following information: used in calculating an average test result should not exceed
12.1.1 Type and source of coarse and fine aggregates, and 0.008 %, nineteen times out of twenty.
the coarse aggregate grading used, 13.2.2 Average Expansion Greater Than 0.02 %—For aver-
12.1.2 Type and source of portland cement, age expansions of more than 0.02 %, the multi-specimen,
12.1.3 The alkali content of the cement as percent potas- within-laboratory coefficient of variation has been found to be
sium oxide (K2O), sodium oxide (Na2O), and calculated 12 % (CSA A23.2-14A). Therefore, the range (difference
percent NaOe, between highest and lowest) of the three individual prism
12.1.4 Type, source, and amount (percent by mass of measurements used in calculating an average test result should
cementitious material) of any pozzolan or slag used, not exceed 40 % of the average, nineteen times out of twenty.
12.1.5 The amount, if any, of high-range water reducer or 13.3 Bias—Since there is no accepted reference material for
viscosity-modifying admixture used, determining the bias of this test method, no statement is being
12.1.6 Concrete mixture proportions based on SSD made.
aggregates, and corrected for yield,
12.1.7 The amount of sodium hydroxide (NaOH) added to 14. Keywords
the mixing water, expressed as percent sodium oxide (Na2O) 14.1 aggregate; alkali-silica reactivity; concrete; length
equivalent by mass of the cement, change ; pozzolan; slag

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 C1293 − 08b (2015)
APPENDIX

(Nonmandatory Information)

X1. Interpretation of Results

X1.1 The question of whether or not criteria based on the Method C1260. It is recommended that the relevant proce-
results obtained using this test method should be used for dure(s) be performed concurrently with this test method and
acceptance of materials for use as concrete aggregate will be any discrepancies between the results explained. Care should
dealt with, if deemed appropriate, in Specification C33. be exercised in the interpretation of these other test method
results (9-14).
X1.2 Work has been reported from which it may be inferred
that an aggregate might reasonably be classified as potentially X1.6 The use of this test method should especially be
deleteriously reactive if the average expansion of three con- considered when other test methods may be inadequate. Some
crete specimens is equal to or greater than 0.04 % at one year examples of such problems are as follows: The potential
(7) (CSA A23.2-27A-00 Table 1). reactivity of various varieties of quartz may not be accurately
determined by Test Method C227 since the test method may
X1.3 It is reasonable to conclude that the amount of produce a false-negative result (3). False-negative results are
pozzolan or slag used in combination with an aggregate is at possible with a number of aggregates such as slow-late
least the minimum needed to prevent excessive expansion in expanding argillaceous greywackes, strained quartz and micro-
field concrete if the average expansion is less than 0.04 % at crystalline quartz associated with strained quartz (3,4,13).
two years (CSA A23.2-28A-02). False-negative results are also possible due to storage condi-
tions (9), reactive aggregate levels far above or below pessi-
X1.4 A history of satisfactory field performance in concrete mum (3) or insufficient alkali to accelerate the test (3). The
is the best method of evaluating the potential for an aggregate potential reactivity of various varieties of quartz may not be
to cause premature deterioration of concrete due to alkali-silica accurately determined by Test Method C1260 since the test
reaction. When field performance of an aggregate in concrete is method may produce a false-positive result with a number of
to be accepted, the following conditions should be met (8): marginally reactive aggregates (13). Test Method C1260 may
X1.4.1 The cement content and alkali content of the cement also give a false-negative result with aggregates suspected of
should be the same or higher in the field concrete than is containing deleterious strained quartz (14).
proposed in the new structure.
X1.7 If the data generated with other test methods and
X1.4.2 The concrete examined should be at least 10 years supplemented with information from this test method judge an
old. aggregate to be “not potentially deleteriously alkali-silica
X1.4.3 The exposure conditions of the field concrete should reactive,” no restrictions are usually required with the use of
be at least as severe as those in the proposed structure. that aggregate in order to protect against expansion due to
alkali-silica reaction (7) (see Note X1.1).
X1.5 This test method supplements the results of other test
X1.8 Additional interlaboratory testing data is provided in
methods. The results of the other test methods are usually
Ref (15).
reported before the results of this test method are available. NOTE X1.1—In critical structures such as those used for nuclear
Standards that this test method supplements include: Test containment or large dams, where slight expansions cannot be tolerated, a
Method C227, Guide C295, Test Method C289, and Test lower expansion limit may be required.

REFERENCES

(1) Diamond, S., “Alkali Reactions in Concrete-Pore Solution Effects,” (5) Rogers, C. A., and Hooton, R. D., “Comparison Between Laboratory
Proceedings, 6th International Conference on Alkali-Aggregate Re- and Field Expansion of Alkali-Carbonate Reactive Concrete,”
action in Concrete, Copenhagen, Denmark, 1983, pp. 155–166. Proceedings, 9th International Conference on Alkali-Aggregate Re-
(2) Diamond, S., “ASR—Another Look at Mechanisms,” Proceedings, action in Concrete, Concrete Society, Slough, U.K., 1992, pp.
8th International Conference on Alkali-Aggregate Reaction, Kyoto, 877–884.
Japan, 1989, pp. 83–94. (6) Rogers, C. A., “General Information on Standard Alkali-Reactive
(3) Grattan-Bellew, P. E., “Test Methods and Criteria for Evaluating the Aggregates from Ontario, Canada,” Ontario Ministry of
Potential Reactivity of Aggregates,” Proceedings, 8th International Transportation, Engineering Materials Office, 1988, p. 59.
Conference on Alkali-Aggregate Reaction, Kyoto, Japan, 1989, pp. (7) Grattan-Bellew, P. E., “Reevaluation of Standard Mortar Bar and
279–294. Concrete Prism Tests,” Materiaux et Constructions, Vol 16, No. 94,
(4) Grattan-Bellew, P. E., “Microcrystalline Quartz, Undulatory Extinc- 1983, pp. 243–250.
tion and Alkali-Silica Reaction,” Proceedings, 9th International Con- (8) British Cement Association, “The Diagnosis of Alkali-silica
ference on Alkali-Aggregate Reaction in Concrete, Concrete Society, Reaction,” British Cement Association, Crowthorne, Berks, RG1
Slough, U.K., 1992, pp. 383–394. 6YS, United Kingdom, Second edition, 1992.

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 C1293 − 08b (2015)
(9) Rogers, C. A., and Hooton, R. D., “Reduction in Mortar and Concrete Various Parameters on the Test Results, Cement and Concrete
Expansion with Reactive Aggregates Due to Leaching,” Cement, Research, Vol 21, 1991, pp. 853–862.
Concrete and Aggregates, CCAGDP, Vol 13, 1991, pp. 42–49. (13) Hooton, R. D., “New Aggregate Alkali-Reactivity Test Methods,”
(10) Bérubé, M. A., and Fournier, B., “Accelerated Test Methods for Ontario Ministry of Transportation, Research and Development
Alkali-Aggregate Reactivity,” Advances in Concrete Technology, Branch Report MAT-91-14, November, 1991.
Malhotra, V. M., ed., Canada Communication Group, Ottawa, 1992, (14) Kerrick, D. M., and Hooton, R. D., “ASR of Concrete Aggregate
pp. 583–627. Quarried from a Fault Zone: Results and Petrographic Interpretation
(11) Sorrentino, D., Clément, J. Y., and Goldberg, J. M., “A New of Accelerated Mortar Bar Test,” Cement and Concrete Research,
Approach to Characterize the Chemical Reactivity of the Vol 22, 1992, pp. 949–960.
Aggregates,” Proceedings, 9th International Conference on Alkali-
(15) Fournier, B. and Malhotra, V.M., “Interlaboratory Study on the CSA
Aggregate Reaction in Concrete, Concrete Society, Slough, U.K.,
A 23.2-14A Concrete Prism Test for Alkali-Silica Reactivity in
1992, pp. 1009–1016.
Concrete”, Proceedings, 10th International Conference on Alkali-
(12) Fournier, B., and Bérubé, M. A., “Application of the NBRI Accel-
erated Mortar Bar Test to Siliceous Carbonate Aggregates Produced Aggregate Reaction in Concrete”, CSIRO, Melbourne, Australia,
in the St. Lawrence Lowlands (Quebec, Canada), Part 1: Influence of 1996, pp. 302-309.

SUMMARY OF CHANGES

Committee C09 has identified the location of selected changes to this test method since the last issue,
C1293 – 08a, that may impact the use of this test method. (Approved December 1, 2008)

(1) Revised 1.2. (3) Deleted old 12.1.13.

(2) Revised 7.2.3, 12.1.1, and Table 1.

Committee C09 has identified the location of selected changes to this test method since the last issue,
C1293 – 08, that may impact the use of this test method. (Approved February 1, 2008)

(1) Revised 1.2, 5.1, 7.2.3, and 7.2.3.1. (4) Removed all informational inch-pound units throughout to
(2) Added new 12.1.13 and Note 4. conform to ASTM Form and Style.
(3) Revised Table 1.

Committee C09 has identified the location of selected changes to this test method since the last issue,
C1293 – 06, that may impact the use of this test method. (Approved January 15, 2008)

(1) Revised 7.3.2.

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