ASTM D3744/D3744M-18

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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: D3744/D3744M − 11a D3744/D3744M − 18
Standard Test Method for
Aggregate Durability Index
This standard is issued under the fixed designation D3744/D3744M; 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 of a durability index of an aggregate. The calculated durability index is a value
indicating the relative resistance of an aggregate to production of detrimental clay-like fines when subjected to the prescribed
mechanical methods of degradation.
1.2 Units—The values stated in either SI units or inch-pound units are to be regarded separately as standard. The values stated
in each system may not be exact equivalents; therefore, each system shall be used independently of the other. Combining values
from the two systems may result in non-conformancenonconformance with the standard.
1.2.1 Measurements of volume and mass are only given in SI units because they are the only units typically used in practice
when performing this test method.
1.2.2 Measurements in Section 11, Section 15, Eq 3Equation, Eq 43, Equation 4, Table 1, and Figure 2, and Table 1 are only
given in inch-pound units because the equipment used in these sections is only manufactured using the inch-pound system.
1.3 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 safety, health, and healthenvironmental practices and determine the
applicability of regulatory limitations prior to use.
1.4 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:
C127 Test Method for Relative Density (Specific Gravity) and Absorption of Coarse Aggregate
C136C136/C136M Test Method for Sieve Analysis of Fine and Coarse Aggregates
C702C702/C702M Practice for Reducing Samples of Aggregate to Testing Size
D75D75/D75M Practice for Sampling Aggregates
D2419 Test Method for Sand Equivalent Value of Soils and Fine Aggregate
D3666 Specification for Minimum Requirements for Agencies Testing and Inspecting Road and Paving Materials
D4753 Guide for Evaluating, Selecting, and Specifying Balances and Standard Masses for Use in Soil, Rock, and Construction
Materials Testing
E11 Specification for Woven Wire Test Sieve Cloth and Test Sieves
3. Summary of Test Method
3.1 This test method was developed to permit prequalification of aggregates proposed for use in the construction of
transportation facilities. Basically, the This test establishes an aggregate’s resistance to generating fines when agitated in the
presence of water. Separate and different test procedures are used to evaluate the coarse and the fine portions of a material.an
aggregate.
3.2 A sample of coarse aggregate is prepared to a specific grading and then washed in a mechanical washing vessel for a 2-min
agitation time. secured in a mechanical agitator for 2 min. After discarding the minus 4.75-mm (No. 4) material, dry the washed
test sample.
This test method is under the jurisdiction of ASTM Committee D04 on Road and Paving Materials and is the direct responsibility of Subcommittee D04.51 on Aggregate
Tests.
Current edition approved Dec. 1, 2011Sept. 1, 2018. Published December 2011September 2018. Originally approved in 1979. Last previous edition approved in 2011 as
D3744 – 11.D3744/D3744M – 11a. DOI: 10.1520/D3744_D3744_D3744M–11A10.1520/D3744_D3744M-18.
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 Standards
volume information, refer to the standard’s Document Summary page on the ASTM website.
Copyright © ASTM International, 100 Barr Harbor Drive, PO Box C700, West Conshohocken, PA 19428-2959. United States
D3744/D3744M − 18
3.3 The coarse aggregate test sample is then mechanically agitated in the mechanical washing vessel for a period of 10 min.
A representative portion of the resulting wash water and minus 75-μm (No. 200) size fines is collected and mixed with a stock
calcium chloride solution and placed in a plastic cylinder. After a 20-min sedimentation time, the level of the sediment column
is read. The height of the sediment value is then used to calculate the durability index of the coarse aggregate (D ).
cc
3.4 The fine aggregate sample is prepared by washing a specific quantity of the material in the mechanical washing vessel for
a 2-min agitation period. secured in a mechanical agitator for 2 min. All minus 75-μm (No. 200) size material is washed from the
sample through a 75-μm (No. 200) sieve and discarded. The plus 75-μm (No. 200) fraction is dried.
3.5 The fine aggregate test sample is tested by the Standard Sand Equivalent Test Methodstandard sand equivalent test method
(Test Method D2419) except for modifications to the test sample preparation and duration of the shaking time. The mechanical
shaker method is required. A shaking time of 10 min instead of 45 s is used.
3.6 This test method includes procedures for testing aggregates exhibiting a wide range in specific gravity, including lightweight
and porous coarse aggregates, and also procedures for testing small maximum size maximum-size aggregate which is too fine to
test as a coarse aggregate and too coarse to consider as a fine aggregate, such as a pea gravel or a very coarse sand.
3.7 The durability index for coarse aggregate (D ) or for fine aggregate (D ) is calculated, as applicable, by appropriate
cc ff
equations presented in the method. The durability index of a well-graded aggregate containing both coarse and fine fractions is
defined as the lowest of the two values, D or D , obtained by the test. This value is recommended to be the controlling value for
cc f
specification purposes.
4. Significance and Use
4.1 This test method assigns an empirical value to the relative amount, fineness, and character of clay-like material that may
be generated in an aggregate when subjected to mechanical degradation.
4.2 The procedure has been used in limited geographical areas of the United States, and the results have been correlated with
aggregate performance in various construction applications, including: aggregate base, permeable material for backfill, fine
3,4
concrete aggregate, and riprap for rock slope protection.
4.3 A minimum durability index is permitted to be specified to prohibit the use of an aggregate in various construction
applications that is prone to degradation, resulting in generation of clay-like fines.
4.4 This test method provides a rapid test for evaluation of the quality of a new aggregate source. Research has indicated it may
also be suitable for use instead of the sodium sulfate soundness test for evaluating the durability characteristics of fine aggregate
for use in portland-cement portland cement concrete, thereby reducing the need for time-consuming and expensive soundness
tests.
4.5 Although the application of this method has been limited to aggregates for specific construction uses, the possibility exists
for expanding the application of this method to control the quality of aggregates used in other areas of construction, such as
aggregates for use in bituminous paving mixtures, coarse aggregate for use in portland-cement portland cement concrete, and
aggregate for use as railroad ballast.
NOTE 1—The text of this test method references notes and footnotes which provide explanatory material. These notes and footnotes (excluding those
in tables and figures) shall not be considered as requirements of the test method.
NOTE 2—The quality of the results produced by this standard are dependent on the competence of the personnel performing the procedure and the
capability, calibration, and maintenance of the equipment used. Agencies that meet the criteria of PracticeSpecification D3666 are generally considered
capable of competent and objective testing/sampling/inspection/etc. testing, sampling, inspection, etc. Users of this standard are cautioned that compliance
with PracticeSpecification D3666 alone does not completely assureensure reliable results. Reliable results depend on many factors; following the
suggestions of PracticeSpecification D3666 or some similar acceptable guideline provides a means of evaluating and controlling some of those factors.
5. Apparatus
5.1 Mechanical Washing Vessel or Wash Vessel (Pot)—A flat-bottomed, straight-sided cylindrical vessel similar to the design
shown in Fig. 1, with a volume of approximately 7 litersL and inner diameter of approximately 200 mm [8 in.]. The vessel lid must
be equipped with a rubber gasket or another means of preventing leaks during agitation.
5.2 Collection Pan—A round pan (at least 230 mm [9 in.] in diameter and approximately 100 mm [4 in.] deep), suitable to
collect the wash water from the washed sample. The pan shall have vertical or nearly vertical sides and shall be equipped as
necessary to hold the wire mesh of a 200-mm [8-in.] diameter sieve at least 75 mm [3 in.] above the bottom. An adaptor that will
not allow loss of fines or wash water may be used to nest the sieve with the container, or the sieve may be nested with a blank
sieve frame resting in the bottom of the pan.
Hamilton, R. D., Smith, R. E., and Sherman, G. B., “Factors Influencing the Durability of Aggregates,” Research Report 633476, State of California, Division of
Highways, Materials and Research Department, June 1971.
Hveem, F. N., and Smith, T. N., “Durability of Aggregates,” Research Report, State of California, Division of Highways, Materials and Research Department, January
1964.
D3744/D3744M − 18
FIG. 1 Mechanical Washing Vessel (Wash Vessel)
5.3 Mechanical Agitator—A mechanical device designed to hold the wash vessel in an upright position while subjecting it to
3 1
a lateral reciprocating motion of 45 6 6 mm [1 ⁄4 6 ⁄4 in.] at a rate of 285 6 10 complete cycles per minute. Fig. 2See Note
3shows a Tyler portable sieve shaker modified to meet these requirements.
NOTE 3—The Tyler portable shaker previously referenced and requiring modifications hasn’t been manufactured since 1986. Further, it was a
manufactured sieve shaker that required each customer to modify the equipment from its original design to meet the lateral reciprocating requirements
listed in 5.3. While it is possible some modified Tyler shakers are still in use today, there are other manufactured agitators that do not require customer
modifications to meet the lateral reciprocating requirements listed in 5.3.
5.4 All equipment required to perform the Test for Sand Equivalent Value of Soils and Fine Aggregatesand equivalent value of
soils and fine aggregate (Test Method D2419).
5.5 Sieves—The sieves shall conform to Specification E11.
5.6 Balance—A balance having a minimum capacity of 500 g 500 g and meeting the requirements of Guide D4753, Class GP5.
5.7 Oven—An oven capable of maintaining a temperature of 110 6 5°C5 °C [230 6 10°F].10 °F].
5.8 Graduated Cylinder—A 1000-mL graduated cylindercylinder.
5.9 Funnel—A funnel of sufficient size to allow for transfer of wash water from the collection pan to the graduated cylinder.
D3744/D3744M − 18
6. Reagents and Materials
6.1 Calcium Chloride Solutions—Use stock and working calcium chloride solutions as specified in the Reagents and Materials
section of Test Method D2419.
6.2 Water—Use distilled or demineralized water for the normal performance of this test method. The test results are likely to
be affected by certain minerals dissolved in water. However, if it is determined that local tap water is of such purity that it does
not affect the test results, the use of tap water is permissible in place of distilled or demineralized water. For referee purposes,
distilled or demineralized water shall be used for all steps in the test.
7. Temperature Control
7.1 This test method is normally performed without strict temperature control; however, for referee purposes, retest the material
with the temperature of the distilled or demineralized water and the working calcium chloride solution at 22 6 3°C3 °C [72 6
5°F].5 °F].
8. Sampling
8.1 Obtain samples of the aggregate to be tested in accordance with Practice D75D75/D75M.
9. Initial Sample Preparation
9.1 Dry aggregate samples sufficiently to permit a complete separation on the 4.75-mm (No. 4) sieve and to develop a
free-flowing condition in the portion passing the sieve. Perform drying by any method that does not heat the aggregate in excess
of 60°C [140°F]60 °C [140 °F] or cause degradation of the particles. Sunlight, ovens, or forced drafts of warm air are the most
commonly used sources of heat.
9.2 If the sample contains an appreciable amount of clay, turn the aggregate frequently during the drying process to obtain even
drying throughout and to prevent the formation of hard clay lumps.
9.3 Break up any hard clods and remove coatings of fines from the coarse aggregate particles by any means that will not
appreciably reduce the natural individual particle sizes.
9.4 Determine the sample grading by sieving in accordance with Test Method C136C136/C136M on 19.0, 12.5, 9.5, 4.75, 2.36,
3 1 3 3
and 1.18-mm ( ⁄4, ⁄2, and ⁄8-in. and Nos. 4, 8, and 16) sieves. Discard any material that is retained on the 19.0-mm ( ⁄4-in.) sieve.
9.5 Determine the test procedures to be used for establishing the durability index of the aggregate based upon the grading of
the aggregate as determined in 9.4.
9.5.1 If less than 10 % of the aggregate passes the 4.75-mm (No. 4) sieve, test coarse aggregate (Procedure A) only.
9.5.2 If less than 10 % of the aggregate is coarser than the 4.75-mm (No. 4) sieve, test fine aggregate (Procedure B) only.
9.5.3 When both coarse and fine aggregate fractions are each present in quantities equal to or greater than 10 % and if the
percent passing the 1.18-mm (No. 16) sieve is greater than 10 %, use both Procedures A and B on the appropriate aggregate sizes.
If the percent passing the 1.18-mm (No. 16) sieve is less than or equal to 10 %, use Procedure A or Procedure C.
9.5.4 If most of the aggregate (75 to 80 %) is retained between the 9.5 and 1.18-mm ( ⁄8-in. and No. 16) sieves, use Procedure
C only.
PROCEDURE A—COARSE AGGREGATE
PROCEDURE A – COARSE AGGREGATE
10. Test Sample Preparation
10.1 Prepare a 2550 6 25-g (air-dry) preliminary test sample using the grading given below:
Aggregate Size Air Dry Mass, g
Aggregate Size Air-Dry Mass, g
3 1
19.0 to 12.5 mm ( ⁄4 to ⁄2 in.) 1070 ± 10
1 3
12.5 to 9.5 mm ( ⁄2 to ⁄8 in.) 570 ± 10
9.5 to 4.75 mm ( ⁄8 in. to No. 4) 910 ± 5
2550 ± 25
For materials with less than 10 % in any of the size fractions given in 10.1, prepare the test sample using the actual percentage
for the deficient fraction and proportionally increase the mass of the remaining fractions to obtain the 2550 g 2550-g test sample.
Two examples follow.
3 1
Example 1—Less than 10 % in 19.0 to 12.5 mm ( ⁄4 to ⁄2 in.) fraction
Aggregate Size Percent Calculation Air Dry Mass, g
Aggregate Size Percent Calculation Air-Dry Mass, g
3 1
19.0 to 12.5 mm ( ⁄4 to ⁄2 in.) 6 0.06 × 2550 153 ± 10
1 3
12.5 to 9.5 mm ( ⁄2 to ⁄8 in) 26 570 (2550 − 153) 923 ± 10
570 + 910
D3744/D3744M − 18
9.5 to 4.75 mm ( ⁄8 to No. 4) 68 910 (2550 − 153) 1474 ± 5
570 + 910
Totals 100 2550 ± 25
Example 2—Less than 10 % in two fractions
Aggregate Size Percent Calculation Air Dry
Mass, g
Aggregate Size Percent Calculation Air-Dry
Mass, g
3 1
19.0 to 12.5 mm ( ⁄4 to ⁄2 in.) 4 0.04 × 2550 102 ± 10
1 3
12.5 to 9.5 mm ( ⁄2 to ⁄8 in) 7 0.07 × 2550 179 ± 10
9.5 to 4.75 mm ( ⁄8 to No. 4) 89 2550 − (102 + 179) 2269 ± 5
Totals 100 2550 ± 25
10.2 Place the preliminary test sample in the mechanical washing vessel and add 1000 6 5 mlmL of distilled or demineralized
water.
10.3 Because of the low specific gravity or high absorption rate, or both, of some aggregates, the proportions of aggregate to
water will not provide the intended interparticle abrasion. Testing of these materials will require adjustment of the test specimen
mass or volume of both wash and test water, or both.
10.3.1 Wash all materials that are not completely inundated when 1000 mlmL of water areis added to the test sample and test
with adjusted sample masses and water volumes.
10.3.2 Determine the bulk, oven-dry specific gravity, and percentage of absorption of the aggregate in accordance with Test
Method C127.
10.3.3 Adjust the total mass of the test sample using the following equation:
specific gravity of aggregate
Adjusted sample mass, g5 3W (1)
2.65
where:
W = mass of oven-dried test sample, g.
Adjust the mass of material in each size fraction proportionally to the masses specified in 10.1.
10.3.4 Adjust the volume of test water using the following equation:
Adjusted water 5 10001~A 3W! 2 50 (2)
where:
A = absorption of aggregate, % (expressed as a decimal fraction), and
W = mass of oven-dried test sample, g.
10.4 Clamp the vessel lid in place, on the wash vessel and secure the vessel in the sieve shaker.mechanical agitator. Begin
agitation after a time of 60 1 min (60 6 10 ss) has elapsed from the introduction of the wash water. Agitate the wash vessel in
the sieve shaker for 120 mechanical agitator for 2 min (120 6 5 s.s).
10.5 After the 2-min (120 6 5 s) agitation time is completed, remove the washing vessel from the shaker, mechanical agitator,
unclamp the lid, and pour the contents onto a 4.75-mm (No. 4) sieve. Rinse any remaining fines from the wash vessel onto the
sieve and direct water (from a flexible hose attached to a faucet) onto the aggregate until the water passing through the sieve comes
out clear.
10.6 Dry the fraction retained on the 4.75-mm (No. 4) sieve to constant mass at a temperature of 110 6 5°C5 °C [230 6
10°F]10 °F] and weigh. IfCalculate the loss in mass due to washing in accordance with 10.2, 10.3, 10.4, and 10.5 is . If it’s equal
to or less than 75 g, a test sample suitable for further testing has been prepared and the procedures in 10.7 – 10.12 are omitted.
If the loss in mass exceeds 75 g, the preliminary test sample is permitted to be retained and used if a second sample is washed
by the same procedure and the two samples are combined according to the specified masses to provide the desired test sample.
10.7 Determine the grading to be used in preparing the preliminary test sample as follows:
10.7.1 If each of the aggregate sizes listed in the following table represents 10 % or more of the 19.0-mm to 4.75-mm ( ⁄4-in.
to No. 4) portion, as determined from the masses recorded in 9.4, use the oven-dry masses of material specified below for preparing
the preliminary test sample.
Aggregate Size Oven-Dry Mass,
g
3 1
19.0 to 12.5 mm ( ⁄4 to ⁄2 in.) 1050 ± 10
1 3
12.5 to 9.5 mm ( ⁄2 to ⁄8 in.) 550 ± 10
9.5 to 4.75 mm ( ⁄8 in. to No. 4) 900 ± 5
2500 ± 25
10.8 Prepare a 2500-g preliminary test sample using the prescribed grading. Dry the test sample to constant mass at a
temperature of 110 6 5°C5 °C [230 6 10°F].10 °F].
...