Designation: D 3515 ± 01

Standard Speci®cation for

Hot-Mixed, Hot-Laid Bituminous Paving Mixtures 1
This standard is issued under the ®xed designation D 3515; 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 D 979 Practice for Sampling Bituminous Paving Mixtures3

1.1 This speci®cation covers hot-mixed, hot-laid asphalt, D 995 Speci®cation for Mixing Plants for Hot-Mixed, Hot-
tar, emulsi®ed asphalt, and recycled bituminous paving mix- Laid Bituminous Paving Mixtures3
tures for base, binder, leveling, and surface courses. D 1073 Speci®cation for Fine Aggregate for Bituminous
1.2 The values stated in SI units are to be regarded as the Paving Mixtures3
standard. Combining values from the two systems may result D 1856 Test Method for Recovery of Asphalt from Solution
in nonconformance with the standard. by Abson Method3
1.3 This standard does not purport to address all of the D 2171 Test Method for Viscosity of Asphalts by Vacuum
safety concerns, if any, associated with its use. It is the Capillary Viscometer3
responsibility of the user of this standard to establish appro- D 2172 Test Methods for Quantitative Extraction of Bitu-
priate safety and health practices and determine the applica- men from Bituminous Paving Mixtures3
bility of regulatory limitations prior to use. D 2489 Test Method for Degree of Particle Coating of
Bituminous-Aggregate Mixtures3
2. Referenced Documents D 3203 Test Method for Percent Air Voids in Compacted
2.1 ASTM Standards: Dense and Open Bituminous Paving Mixtures3
C 127 Test Method for Speci®c Gravity and Absorption of D 3381 Speci®cation for Viscosity-Graded Asphalt Cement
Coarse Aggregate2 for Use in Pavement Construction3
C 128 Test Method for Speci®c Gravity and Absorption of D 4318 Test Method for Liquid Limit, Plastic Limit, and
Fine Aggregate2 Plasticity Index of Soils4
C 136 Test Method for Sieve Analysis of Fine and Coarse D 4552 Practice for Classifying Hot-Mix Recycling Agents3
Aggregates2
D 5 Test Method for Penetration of Bituminous Materials 3 3. Terminology
D 8 Terminology Relating to Materials for Roads and Pave-
ments 3.1 De®nitions are in accordance with Terminology D 8.
D 75 Practice for Sampling Aggregates3 3.2 De®nitions:
D 140 Practice for Sampling Bituminous Materials3 3.2.1 bitumen aggregate for recyclingÐbituminous pave-
D 242 Speci®cation for Mineral Filler for Bituminous Pav- ment or paving mixture removed from its original location and
ing Mixtures3 reduced by suitable means to such particle size as may be
D 448 Classi®cation for Sizes of Aggregate for Road and required for use in hot-mixed, hot-laid recycled bituminous
Bridge Construction3 paving mixtures.
D 490 Speci®cation for Road Tar3 NOTE 1ÐAlternative terminology may be used for bitumen aggregate for
D 546 Test Method for Sieve Analysis of Mineral Filler for recycling so long as the terms are de®ned or understood to refer to the same
Bituminous Paving Mixtures3 material. Reclaimed asphalt pavement (RAP) that has been removed from its
D 692 Speci®cation for Coarse Aggregate for Bituminous original location and reduced in size as may be required.
Paving Mixtures3 3.2.2 hot-mixed, hot-laid paving mixturesÐmixtures of
D 946 Speci®cation for Penetration-Graded Asphalt Ce- coarse and ®ne aggregate or ®ne aggregate alone, with or
ment for Use in Pavement Construction3 D 977 without mineral ®ller, uniformly mixed with asphalt, tar, or
Speci®cation for Emulsi®ed Asphalt3 emulsi®ed asphalt.
3.2.3 hot-mixed, hot-laid recycled bituminous paving
mixturesÐmixtures of bitumen aggregate for recycling with or
1 This speci®cation is under the jurisdiction of ASTM Committee D04 on Road without mineral aggregates and mineral ®ller, mixed at el-
and Paving Materials and is the direct responsibility of Subcommittee D04.23 on
Plant-Mix Bituminous Surfaces and Bases.
evated temperatures with or without additional bitumen.
Current edition approved June 10, 2001. Published August 2001. Originally
published as D 3515 ± 76a. Last previous edition D 3515 ± 96.
2 Annual Book of ASTM Standards, Vol 04.02.
3 Annual Book of ASTM Standards, Vol 04.03. 4Annual Book of ASTM Standards, Vol 04.08.

Copyright © ASTM, 100 Barr Harbor Drive, West Conshohocken, PA 19428-2959, United States.

1
 D 3515
4. Ordering Information shown that satisfactory performance will result.
4.1 Orders for bituminous paving mixtures under this speci- 7.5 When hot-mixed, hot-laid recycled bituminous paving
®cation shall include the following information: mixtures are produced, bitumen conforming to Speci®cations
4.1.1 Type of bitumen (asphalt cement, tar cement, emulsi- D 946, D 977, or D 3381 or recycling agents with or without
®ed asphalt), bitumen conforming to Practice D 4552 shall be added to the
4.1.2 Grade of bitumen, asphalt bitumen for recycling as necessary.
4.1.3 The composition of the bituminous paving mixture 8. Composition of Bituminous Paving Mixtures
(dense mixture and mix designation; open mixture and mix
8.1 The mixture shall conform to one of the compositions
designation; open graded friction course mixture and mix
by weight given in Table 1 or Table 2.
designation),
4.1.4 The maximum percentage of bitumen aggregate for NOTE 5ÐThe mix designation selected should be determined by the
recycling permitted in the mixture when limited, and intended use, thickness of paving courses, and desired texture.
4.1.5 The percentage of crushed particles required in the 8.1.1 Compositions shown in Table 1 or Table 2 are based
aggregate if different from that speci®ed in Speci®cation D on the use of ®ne and coarse aggregates having
692. approximately the same bulk speci®c gravities; grading of the
5. Aggregates total aggregate, therefore, would be the same on either a
weight or bulk volume basis. If the bulk speci®c gravities of
5.1 The aggregates shall be crushed stone, crushed slag, coarse and ®ne aggre-gates differ by more than 0.20, it may
crushed gravel, and natural or manufactured sand conforming be necessary to adjust the job mix aggregate grading slightly
to the quality and crushed particle requirements of the appro- to account for the differ-ences in volume.
priate ASTM speci®cations as follows: 8.2 A job mixture shall be selected that comes within the
5.1.1 Coarse AggregateÐSpeci®cation D 692. speci®cation limits and that is suitable for the traffic, climatic
5.1.2 Fine AggregateÐSpeci®cation D 1073. conditions, and speci®c gravities of the aggregates used.
NOTE 2ÐOther mineral aggregates, such as uncrushed gravel, crushed Below the 2.36-mm (No. 8) sieve size, the job-mix formula
shell, and various synthetic aggregates, may be speci®ed, provided that grading curve shall be reasonably parallel to the curves of the
local experience or tests have demonstrated their ability to produce grading limits as selected from Table 1.
satisfactory bituminous paving mixtures. 8.3 Any variation from the job-mix formula in the grading
5.2 Recommended grading requirements for coarse and ®ne of the aggregate, as shown by the sieve analyses of materials
aggregate may be selected from Classi®cation D 448 and in the plant (Note 6) or, any variation from the job-mix
Speci®cation D 1073, respectively. Other aggregate formula in the bitumen content, as indicated by extraction
gradations may be used, provided that the combined coarse tests of the ®nished mixture, greater than the percentage
and ®ne aggregates, and ®ller, when used, produce a mixture shown in Table 3, shall be investigated, and the conditions
that conforms to the requirements for grading of total causing such variation shall be corrected (Note 7).
aggregate prescribed in Table 1. NOTE 6ÐIt is recognized that the extraction test is a generally accepted
5.3 When hot-mixed, hot-laid recycled bituminous mixtures and approved method for determining the composition of a bituminous
are produced, aggregates conforming to 5.1 may be blended concrete mixture. However, due to the relatively wide difference in the
with the bitumen aggregate for recycling as necessary to bitumen content and aggregate gradation sometimes found in individual
produce the result required by 5.2. samples of mixture taken from the same batch, as shown by extraction
tests, it is recommended that the extraction test results on individual
6. Mineral Filler small samples be used as an indication of the mix composition, and not
as the sole basis for acceptance or rejection of the product. Unless the
6.1 The mineral ®ller shall conform to Speci®cation D 242.
mixing plant has automatic batching and recording equipment, it may be
7. Bitumen necessary to determine both aggregate gradation and bitumen content
from extraction test samples.
7.1 When asphalt cement is used, it shall conform to either NOTE 7ÐApplication of tolerances may result in a gradation outside the
Speci®cations D 3381 or D 946. composition limits in Table 1 or Table 2. This will not be cause for
investigation.
NOTE 3ÐThe viscosity grade or the penetration grade to be used
depends on the type of construction, climatic conditions, and amount and 9. Mixing Plant
nature of traffic. The required viscosity grade or penetration grade should
be speci®ed. 9.1 The mixing plant shall conform to Speci®cation D 995.
When emulsi®ed asphalt is used, the pugmill shall be ad-
7.2 When tar cement is used, it shall conform to Speci®ca-
equately vented to allow for the escape of steam.
tion D 490.
NOTE 4ÐThe grade to be used shall be RT-10, RT-11, or RT-12,
10. Mixing Plant Operation
depending upon the type of construction, climatic conditions, and the 10.1 Aggregate StorageÐAggregates furnished in different
amount and nature of traffic. The required grade should be speci®ed. sizes or from different sources shall be kept separate, and
7.3 When emulsi®ed asphalt is used it shall conform to adequate provision shall be made to keep them from
Speci®cation D 977, Grade HFMS-2h or MS-2h. becoming mixed or otherwise contaminated. Stockpiles shall
7.4 When speci®cally approved by the purchaser, other be built and the materials removed therefrom in such a
types of emulsi®ed asphalt may be used, if experience has manner as to minimize size segregation.

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 D 3515
TABLE 1 Composition of Bituminous Paving Mixtures
Dense Mixtures
Mix Designation
Sieve Size D-1 D-2 D-3 D-4 D-5 D-6 D-7 D-8 D-9
50 mm 37.5 mm 25.0 mm 19.0 mm 12.5 mm 9.5 mm 4.75 mm 2.36 mm 1.18 mm
(No. 4) (No. 16)
(2 in.) (11¤2 in.) (1 in.) (3¤4 in.) (1¤2 in.) (3¤8 in.) (Sand Asphalt)
(No. 8)
(Sheet Asphalt)
Grading of Total Aggregate (Coarse Plus Fine, Plus Filler if Required)
Amounts Finer Than Each Laboratory Sieve (Square Opening), Weight %
63-mm (21¤2 in.) 100 ... ... ... ... ... ... ... ...
50-mm (2 in.) 90 to 100 100 ... ... ... ... ... ... ...
37.5-mm (11¤2 in.) ... 90 to 100 100 ... ... ... ... ... ...
25.0-mm (1 in.) 60 to 80 ... 90 to 100 100 ... ... ... ... ...
19.0-mm (3¤4 in.) ... 56 to 80 ... 90 to 100 100 ... ... ... ...
12.5-mm (1¤2 in.) 35 to 65 ... 56 to 80 ... 90 to 100 100 ... ... ...
9.5-mm (3¤8 in.) ... ... ... 56 to 80 ... 90 to 100 100 ... ...
4.75-mm (No. 4) 17 to 47 23 to 53 29 to 59 35 to 65 44 to 74 55 to 85 80 to 100 ... 100
2.36-mm (No. 8)A 10 to 36 15 to 41 19 to 45 23 to 49 28 to 58 32 to 67 65 to 100 ... 95 to 100
1.18-mm (No. 16) ... ... ... ... ... ... 40 to 80 ... 85 to 100
600-µm (No. 30) ... ... ... ... ... ... 25 to 65 ... 70 to 95
300-µm (No. 50) 3 to 15 4 to 16 5 to 17 5 to 19 5 to 21 7 to 23 7 to 40 ... 45 to 75
150-µm (No. 100) ... ... ... ... ... ... 3 to 20 ... 20 to 40
75-µm (No. 200)B 0 to 5 0 to 6 1 to 7 2 to 8 2 to 10 2 to 10 2 to 10 ... 9 to 20
Open Mixtures
Mix Designation
Sieve Size 0-1 0-2 0-3 0-4 0-5 0-6 0-7 0-8 0-9
50 mm 37.5 mm 25.0 mm 19.0 mm 12.5 mm 9.5 mm 4.75 mm 2.36 mm 1.18 mm
(No. 4) (No. 16)
(2 in.) (11¤2 in.) (1 in.) (3¤4 in.) (1¤2 in.) (3¤8 in.) (Sand Asphalt)
(No. 8)
(Sheet Asphalt)
Base and Binder Courses Surface and Leveling Courses
63-mm (21¤2 in.) 100 ... ... ... ... ... ... ... ...
50-mm (2 in.) 90 to 100 100 ... ... ... ... ... ... ...
37.5-mm (11¤2 in.) ... 90 to 100 100 ... ... ... ... ...
25.0-mm (1 in.) 40 to 70 ... 90 to 100 100 ... ... ... ... ...
19.0-mm (3¤4 in.) ... 40 to 70 ... 90 to 100 100 ... ... ... ...
12.5-mm (1¤2 in.) 18 to 48 ... 40 to 70 ... 85 to 100 100 ... ... ...
9.5-mm (3¤8 in.) ... 18 to 48 ... 40 to 70 60 to 90 85 to 100 ... ... ...
4.75-mm (No. 4) 5 to 25 6 to 29 10 to 34 15 to 39 20 to 50 40 to 70 ... 100 ...
2.36-mm (No. 8)A 0 to 12 0 to 14 1 to 17 2 to 18 5 to 25 10 to 35 ... 75 to 100 ...
1.18-mm (No. 16) ... ... ... ... 3 to 19 5 to 25 ... 50 to 75 ...
600-µm (No. 30) 0 to 8 0 to 8 0 to 10 0 to 10 ... ... ... 28 to 53 ...
300-µm (No. 50) ... ... ... ... 0 to 10 0 to 12 ... 8 to 30 ...
150-µm (No. 100) ... ... ... ... ... ... ... 0 to 12 ...
75-µm (No. 200)B ... ... ... ... ... ... ... 0 to 5 ...
Bitumen, Weight % of Total Mixture C
2 to 7 3 to 8 3 to 9 4 to 10 4 to 11 5 to 12 6 to 12 7 to 12 8 to 12
Suggested Coarse Aggregate Sizes
3 and 57 4 and 67 5 and 7 67 or 68 7 or 78 8
or or or
4 and 68 57 6 and 8
A
In considering the total grading characteristics of a bituminous paving mixture, the amount passing the 2.36-mm (No. 8) sieve is a signi®cant and convenient ®eld
control point between ®ne and coarse aggregate. Gradings approaching the maximum amount permitted to pass the No. 8 sieve will result in pavement surfaces having
comparatively ®ne texture, while coarse gradings approaching the minimum amount passing the No. 8 sieve will result in surfaces with comparatively coarse texture.
B
The material passing the 75-µm (No. 200) sieve may consist of ®ne particles of the aggregates or mineral ®ller, or both but shall be free of organic matter and clay
particles. The blend of aggregates and ®ller, when tested in accordance with Test Method D 4318, shall have a plasticity index of not greater than 4, except that this
plasticity requirement shall not apply when the ®ller material is hydrated lime or hydraulic cement.
C
The quantity of bitumen is given in terms of weight % of the total mixture. The wide difference in the speci®c gravity of various aggregates, as well as a onsiderablec
difference in absorption, results in a comparatively wide range in the limiting amount of bitumen speci®ed. The amount of bitumen required for a givenmixture should be
determined by appropriate laboratory testing or on the basis of past experience with similar mixtures, or by a combination of both.

10.2 Old Bituminous PavementÐBitumen aggregate for 10.3 Preparation of BitumenÐThe bitumen shall be main-
recycling shall be reduced in size so that the maximum tained at a temperature at which it can be properly handled
aggregate particle size conforms with 8.1 and shall be kept through the pumping system and uniformly distributed
separate from aggregate stockpiles. Adequate provisions shall throughout the mixture. At no time during the processing,
be made to keep bitumen aggregate for recycling from being from storage to mixing, will temperature of the bitumen be
mixed with aggregates or otherwise contaminated. allowed to exceed the following:

3
 D 3515
TABLE 2 Composition of Open Graded Friction Course Mixtures bitumen, ambient temperature, and workability of the mixture.
Mix Designation Aggregates in the hot bins shall not contain moisture to such
Sieve Size Type I Type II an extent as to cause the mixture to foam, slump, or segregate
Percent Passing
3
19.0 mm ( ¤4 in.) 100 100
during hauling and placing operations.
12.5 mm (1¤2-in.) 100 90 to 100 10.5 Preparation and Handling of Bitumen Aggregate for
9.5 mm (3¤8-in.) 90 to 100 60 to 100 RecyclingÐBitumen aggregate for recycling shall be fed into
4.75 mm (No. 4) 30 to 50 15 to 40
2.36 mm (No. 8)A 5 to 15 4 to 12 the plant in proper proportion at a location and rate to permit
75 µm (No. 200)B 2 to 5 2 to 5 correct and uniform temperature control of the heating and
Bitumen, weight % of total mixture C drying operation. It shall be delivered to the mixer at a
5±81¤2 41¤2±8 temperature such that the mixture will be produced within the
Suggested Aggregate Sizes from
Speci®cation D 448 range speci®ed in 10.4.
8 and 9 7 and 89 10.6 Preparation of MixtureÐThe proportions of the com-
or or ponents of the mixture, within the limits speci®ed, shall be
89 7 and 8
regulated so as to produce a satisfactory mixture. The
A
In considering the total grading characteristics of the bituminous paving mixture, sequence in which the several aggregates or the several
the amount passing the No. 8 (2.36-mm) sieve is a signi®cant and convenient ®eld
control point between ®ne and coarse aggregate. In open-graded friction course aggregates and asphalt aggregate for recycling shall be drawn
mixtures, the amount passing the No. 8 shall be limited to that required to provide a or weighed may vary under different conditions. The bitumen
chocking of the coarser particles.
B
The material passing the 75-µm (No. 200) sieve may consist of ®ne particles
shall be added in an evenly spread sheet over the length of the
of the aggregates or mineral ®ller, or both but shall be free of organic matter and mixer box in a batch plant, or shall be spread evenly across
clay particles. The blend of aggregates and ®ller, when tested in accordance with the mixer box in a continuous mix plant.
Test Method D 4318, shall have a plasticity index of not greater than 4, except that
this plasticity requirement shall not apply when the ®ller material is hydrated lime 10.6.1 The mixing shall be accomplished in the shortest
or hydraulic cement. time that will produce a satisfactory mixture. Mixing time
C
The quantity of bitumen is given in terms of weight % of the total mixture and is shall be speci®ed within the following limits, except that the
applicable to a variety of aggregates of conventional speci®c gravities, approxi-
mately 2.50±2.80. The wide difference in the speci®c gravity of some aggregates, minimum may be determined as provided in 10.6.2 and the
as well as a considerable difference in absorption, may require bitumen contents maximum dry mixing time may be determined as provided by
outside the range shown. The amount of bitumen required for a given mixture 10.6.3.
should be determined by appropriate laboratory testing or on the basis of past
experience with similar mixtures, or by a combination of both. 10.6.1.1 Batch PlantsÐ0 to 10-s dry mixing followed by 25
to 50-s additional mixing after the addition of the bitumen.
TABLE 3 Tolerances from Job-Mix Formula 10.6.1.2 Continuous Mix PlantsÐ25 to 60 s based on the
Sieve Size Tolerances,%
following equation:
12.5 mm (1¤2 in.) and larger 68 pugmill capacity, ~kg! lb
9.5 mm (3¤8 in.) and 4.75 mm (No. 4) 67 Mix time, s 5 (1)
2.36 mm (No. 8) and 1.18 mm (No. 16) 66
pugmill output, ~kg/s! lb/s
600 µm (No. 30) and 300 µm (No. 50) 65 10.6.2 Minimum mixing time may be established on the
75 µm (No. 200) 63
Bitumen content, weight % of total 60.5
percentage of coated particles as determined by Test Method
mixture D 2489. The minimum values for percentage of coated par-
Temperature ticles used to establish the minimum mixing time shall be set
by the engineer. These values will vary with aggregate grada-
tion, particle shape, and surface texture, and with the bitumen
Bitumen °C °F content and use for which the mix is intended.
Asphalt cement 176.6 350 10.6.3 When any component of the mixture except bitumen
Tar cement 107.2 225
Emulsi®ed asphalt 82.2 180
is not heated in the dryer, the dry mixing period may be
extended as necessary so that the mixture will be produced at
10.4 Preparation and Handling of Mineral AggregatesÐ a uniform temperature within the range speci®ed in 10.4.
Each size aggregate shall be separately fed by feeders to the 10.7 Mixing Plant InspectionÐThe engineer or his autho-
cold elevator or elevators in proper proportion and at a rate to rized representatives shall have access at any time to all parts
permit correct and uniform temperature control of the heating of the mixing plant in order to ensure the manufacture of the
and drying operation. The aggregate shall be dried and deliv- mixture in strict accordance with this speci®cation. In order
ered to the mixer at a temperature such that the mixture will that accurate and sufficiently large samples of aggregate may
be produced at a temperature within the range suited to the be obtained from the hot aggregate bins, easy and safe access
bitumen used, as follows: shall be provided to the location on the plant where such
Temperature Range samples may be taken.
Bitumen °C °F
Asphalt cement (conventional 121.1 to 162.7 250 to 325
10.8 Special Requirements for Asphalt Mix from Surge or
mixes) Storage BinsÐAsphalt cement recovered from the mix shall
Asphalt cement (open graded 104.5 to 126.6 220 to 260 comply with Alternative 1 or 2 as follows:
friction mixes)
Tar cement 79.4 to 107.2 175 to 225 Alternative 1
Emulsi®ed asphalt 104.5 to 126.6 220 to 260 for Penetration Graded Asphalt Cement, Speci®cation D 946

The temperature between those limits shall be regulated Grade Penetration Equal to or More Than
according to the grade and viscosity characteristics of the 200±300 74

4
 D 3515
120±150 50 those mixes. In addition, ªopen mixturesº generally harden faster than
85±100 40 ªdense mixturesº and, therefore, the storage time limits given above for
60±70 31 coarse mixes should also be used for ªopen mixtures.º The arbitrary
40±50 22 separation point should be adjusted as data on percent air voids of
Alternative 2
laboratory compacted specimens become available. A value of 10 % air
void content is suggested as an arbitrary separation point between coarse
for Viscosity Graded Asphalt Cement, Speci®cation D 3381
Grade Viscosity 140°F(60°C), P Equal to or Less Than
and ®ne mixes, with coarse mixes having an air void content above 10 %
and ®ne mixes having an air void content less than 10 %. This value is
AC-2.5 and AR-1000 1 250 arbitrary and may also require adjustment as additional mix design data
AC-5 and AR-2000 2 500 becomes available.
AC-10 and AR-4000 5 000
AC-20 and AR-8000 10 000
AC-40 and AR-16000 20 000
11. Methods of Sampling and Testing
11.1 Sample all material and determine the properties enu-
Samples for these tests shall be taken from trucks loaded merated in this speci®cation in accordance with the following
from the bin. The addition of solvent according to procedures ASTM standards:
of Test Methods D 2172 shall be started within 4 h of 11.1.1 Sampling Mineral AggregatesÐPractice D 75.
sampling or the samples shall be placed in a cold storage 11.1.2 Sampling Bituminous MixturesÐPractice D 979.
facility and maintained at 0°C (32°F) or lower until testing is
11.1.3 Sieve Analysis of AggregatesÐTest Method C 136.
started. Where delivery to cold storage will take more than 4
11.1.4 Sieve Analysis of Mineral FillerÐTest Method
h, one of the following procedures shall be used:
D 546.
(a) Chill the samples by placing in plastic coolers contain-
ing dry ice. Maintain dry ice in coolers during delivery to the 11.1.5 Determination of Bitumen ContentÐTest Methods D
laboratory. 2172. Determine the tar content in accordance with explana-
(b) Place the sample in a gallon can containing dry ice. Cap tory note appended to Test Methods D 2172.
the can immediately with a lid that has a pinhole in it. When 11.1.6 Sampling Bituminous MaterialsÐPractice D 140.
pressure buildup ceases, solder the pinhole. Keep the can tight 11.1.7 Speci®c Gravity of Coarse AggregateÐTest Method
during delivery to laboratory. C 127.
10.8.1 The following storage times will be permitted until 11.1.8 Speci®c Gravity of Fine AggregateÐTest Method
the results of tests on the recovered asphalt are available. The C 128.
times may be increased or decreased on the basis of the test 11.1.9 Plasticity IndexÐTest Method D 4318.
results. 11.1.10 Percentage of Coated ParticlesÐTest Method
Time, h D 2489.
Fine MixA Coarse MixB
Untreated asphalt, air in bin 12 6
11.1.11 Recovery of Extracted AsphaltÐTest Method D
Treated asphalt,C air in bin; untreated 36 18 1856.
asphalt, inert gas in bin 11.1.12 Penetration of Recovery AsphaltÐTest Method
Treated asphalt,C inert gas in bin 96 72
D 5.
A Dense Mixtures: 3¤4 in., 1¤2 in., 3¤8 in., No. 4, and No. 11.1.13 Air VoidsÐTest Method D 3203.
16. BDense Mixtures: 2 in., 11¤2 in., and 1 in.
C
11.1.14 Absolute Viscosity of AsphaltsÐTest Method D
Treated with Dow-Corning Fluid DC-200 at rate of approximately 30 cm 3 (1
oz)/18.93 m3 (5000 gal) of asphalt.
2171.
NOTE 8ÐAn arbitrary separation point has been made above, based on 12. Keywords
ASTM Composition Requirements for Dense Mixtures, between the coarse
and ®ne mixes. It has been observed that the coarser mixes undergo a faster 12.1 aggregates; bitumen; bituminous mixtures; hot-laid;
rate of hardening when stored due to a higher volume of voids in hot-mixed; mixing plant; sampling; speci®cation; testing

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