ASTM C682-94
(Practice)Standard Practice for Evaluation of Frost Resistance of Coarse Aggregates in Air-Entrained Concrete by Critical Dilation Procedures (Withdrawn 2003)
Standard Practice for Evaluation of Frost Resistance of Coarse Aggregates in Air-Entrained Concrete by Critical Dilation Procedures (Withdrawn 2003)
SCOPE
1.1 This practice covers the evaluation of frost resistance of coarse aggregates in air-entrained concrete. It was developed particularly for use with normal weight aggregates not having vesicular, highly porous structure.
1.2 The values stated in inch-pound units are to be regarded as the standard.
General Information
Standards Content (Sample)
NOTICE: This standard has either been superceded and replaced by a new version or discontinued.
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Designation: C 682 – 94
Standard Practice for
Evaluation of Frost Resistance of Coarse Aggregates in Air-
Entrained Concrete by Critical Dilation Procedures
This standard is issued under the fixed designation C 682; 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 (e) indicates an editorial change since the last revision or reapproval.
1. Scope 3. Significance and Use
1.1 This practice covers the evaluation of frost resistance of 3.1 This practice is primarily intended to provide the pro-
coarse aggregates in air-entrained concrete. It was developed spective user with a technique for estimating the frost suscep-
particularly for use with normal weight aggregates not having tibility of concrete aggregates for known or assumed field
vesicular, highly porous structure. environmental conditions. The significance of the results in
1.2 The values stated in inch-pound units are to be regarded terms of potential field performance will depend upon the
as the standard. degree to which field conditions can be expected to correlate
with those employed in the laboratory. It is of utmost impor-
2. Referenced Documents
tance, therefore, that the user of this practice assess at first the
2.1 ASTM Standards: following anticipated field exposure conditions:
C 33 Specification for Concrete Aggregates
3.1.1 The condition of the aggregate as it enters the concrete
C 138 Test Method for Unit Weight, Yield, and Air Content mixture (that is, stream wet, partially saturated, or dry),
(Gravimetric) of Concrete
3.1.2 The curing procedures anticipated for the concrete,
C 143 Test Method for Slump of Hydraulic Cement Con- 3.1.3 The age and degree of saturation of the concrete when
crete
first exposed to freezing,
C 150 Specification for Portland Cement 3.1.4 The length of the season of potential exposure to
C 171 Specification for Sheet Materials for Curing Con-
freezing temperatures, the frequency of freezing and thawing
crete cycles, and the minimum temperature to be reached by the
C 173 Test Method for Air Content of Freshly Mixed
concrete, at the given location,
Concrete by the Volumetric Method 3.1.5 The accessibility of water to the concrete during the
C 192 Practice for Making and Curing Concrete Test Speci-
period of potential frost damage, and
mens in the Laboratory 3.1.6 Effect of climatic conditions between seasons of
C 231 Test Method for Air Content of Freshly Mixed
freezing weather on the degree of saturation of the concrete at
Concrete by the Pressure Method the onset of freezing.
C 260 Specification for Air-Entraining Admixtures for Con-
3.2 The laboratory moisture conditioning procedures speci-
crete fied in 5.3 and 7.4 are intended to permit simulation of a range
C 295 Guide for Petrographic Examination of Aggregates of environments that aggregates and concretes might be
for Concrete
expected to encounter under field conditions. This approach
C 671 Test Method for Critical Dilation of Concrete Speci- provides information by which to estimate durability when
mens Subjected to Freezing
there is a lack of knowledge as to actual field conditions.
E 104 Practice for Maintaining Constant Relative Humidity
3 4. Apparatus
by Means of Aqueous Solutions
2.2 ACI Standard: 4.1 The apparatus shall be in accordance with Test Method
211.1 Standard Practice for Selecting Proportions for Nor- C 671.
mal, Heavyweight, and Mass Concrete
5. Coarse Aggregate Preparation
5.1 Sampling—Sample in accordance with the applicable
This practice is under the jurisdiction of ASTM Committee C-9 on Concrete
sections of Guide C 295.
and Concrete Aggregatesand is the direct responsibility of Subcommittee C09.67on
Resistance of Concrete to Its Environment. 5.2 Grading—When aggregates are to be compared using
Current edition approved March 15, 1994. Published May 1994. Originally
this practice, gradings of each must be within the limits set
e1
published as C 682 – 71 T. Last previous edition C 682 – 87 (1992) .
forth in Table 1 of Specification C 33. The nominal maximum
Annual Book of ASTM Standards, Vol 04.02.
Annual Book of ASTM Standards, Vol 11.03.
Manual of Concrete Practice, Am. Concrete Institute, Part I, 1985.
Copyright © ASTM, 100 Barr Harbor Drive, West Conshohocken, PA 19428-2959, United States.
NOTICE: This standard has either been superceded and replaced by a new version or discontinued.
Contact ASTM International (www.astm.org) for the latest information.
C 682
aggregate size shall not exceed one third the minimum dimen- practical, the minimum number of specimens may be reduced
sion of the test specimen to be used. to six per batch and 7.4.1 is then followed.
5.3 Conditioning—Whenever possible, maintain the aggre- 7.2 Specimen Preparation—The type and size of the test
gates to be tested in or bring to the condition representative of specimen and the method for molding shall be in accordance
that which might be expected in the field. It should be noted, with the Test Specimen Section of Test Method C 671, unless
however, that aggregate moisture states other than dry or otherwise specified.
saturated are very difficult to maintain during preparation of 7.3 Curing—Immediately after molding the specimens and
tests specimens. Reproducibility of over-all test results is likely setting the gage studs, snugly cover the cylinders and seal with
to be affected adversely by variability in aggregate moisture. a material conforming to the requirements of Specification
C 171 to minimize evaporation. After 1 day in the molds at a
NOTE 1—If the aggregates are not processed in the manner described
temperature between 65 and 75°F (18 and 24°C), remove the
above, the following treatment may be used to simulate a relatively severe
specimens from the molds and store in saturated limewater at
exposure. Air-dry the aggregate to constant weight, then vacuum saturate
73 6 3°F (23 6 1.7°C) for 13 days.
by placing it under a vacuum (2 mm Hg maximum absolute pressure) for
1 h followed by the introduction of water to the sample while still under
7.4 Conditioning—Whenever possible, all the specimens
vacuum. Following vacuum saturation, allow the aggregates to soak for 24
from each batch should be brought to the moisture condition
h before being incorporated into concrete specimens. Record a history of
representative of that which might be anticipated in the field at
moisture conditioning since the effectiveness of vacuum saturation or
the time of initial freezing. However, as noted previously,
resaturation will vary with aggregate type.
moisture states other than dry or saturated are difficult to
achieve and maintain, and so the reproducibility of test results
6. Concrete Mixture
(for specimens at other moisture states) may be unacceptable.
6.1 Ingredients—The portland cement shall meet the re-
If it is not practical or possible to condition the concrete test
quirements of Specification C 150. Use fine aggregate, in-
specimens in the manner described above, employ the follow-
tended for the project, graded in accordance with Specification
ing procedure, which provides conditions that bracket the
C 33. Batches for a particular test series shall use cement and
moderate to very severe range of conditioning.
fine aggregate taken from the same lot. Use an air-entraining
7.4.1 After the 14 days of curing, condition a minimum of
admixture meeting the requirements of Specification C 260.
three specimens from each batch for 3 weeks in 35°F (1.7°C)
6.2 Proportions—Using ACI Recommended Practice 211.1,
water prior to testing. Condition a minimum of three other
proportion all concrete to conform to the following require-
specimens from each batch for 1 week at 75 % relative
ments:
humidity and 73 6 3°F (23 6 1.7°C) followed by 2 weeks in
6.2.1 The cement content shall be 517 6 5 lb/yd (307 6
35°F water. The relative humidity environment may be pro-
2.8 kg/m ) except when tests are being made where mixture
vided either by a humidity-controlled room or a saturated
proportions are those proposed for the work.
solution of sodium acetate (see Practice E 104).
6.2.2 The air content used in the computation of proportions
for all concrete shall be in accordance with Table 1. The
NOTE 2—If specimens larger than 3 by 6 in. (75 by 150 mm) are used,
amount of air-entraining admixture used shall be such as to they may require longer conditioning periods to reach similar average
moisture contents.
give an air content as prescibed in Table 1, 6 1 %, when tested
according to Test Methods C 231 or C 173.
8. Method of Test
6.2.3 The water content and fine aggregate content shall be
1 1 8.1 Following completion of the specimen conditioning,
adjusted to obtain a slump of 2 ⁄2 6 ⁄2 in. (63.5 6 12.7 mm)
immediately commence testing in accordance with the Proce-
in accordance with Test Method C 143. The workability of the
dure Section of Test Method C 671.
concrete mixture shall be suitable for consolidation by hand
rodding.
9. Interpretation of Results
6.3 Mixing—Machine mix the concrete as prescribed in
9.1 Published reports and field experience (1-5) have
Practice C 192. Mix the concrete for 3 min after all materials
established that this practice can discriminate among aggre-
have been introduced into the mixer, allow to rest in the mixer
gates of varying frost susceptibility. However, many years of
for 3 min, remix for 2 min, and then discharge.
experience with various freeze-thaw tests for concrete (6-
6.4 Replication—A minimum of two batches shall be made
15)and extensive study of this particular practice support the
for each test aggregate.
need for using extreme care in performing such tests and in
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