Standard Specifications for Road, Bridge, and Municipal Construction 2020 (M 41-10)

Page 9-6

Bituminous Materials

9-02

Bituminous Materials

9-02.1

Asphalt Material, General

Asphalt furnished under these Specifications shall not have been distilled at a
temperature high enough to produce flecks of carbonaceous matter, and upon arrival at
the Work, shall show no signs of separation into lighter and heavier components.

The Asphalt Supplier of Performance Graded (PG) asphalt binder and emulsified asphalt
shall have a Quality Control Plan (QCP) in accordance with WSDOT QC 2 “Standard
Practice for Asphalt Suppliers That Certify Performance Graded and Emulsified Asphalts”.
The Asphalt Supplier’s QCP shall be submitted and approved by the WSDOT State
Materials Laboratory. Once accepted, any change to the QCP will require a new QCP to
be submitted for acceptance. The Asphalt Supplier of PG asphalt binder and emulsified
asphalt shall certify through the Bill of Lading that the PG asphalt binder or emulsified
asphalt meets the Specification requirements of the Contract.

9-02.1(1) Vacant

9-02.1(2) Vacant

9-02.1(3) Vacant

9-02.1(4) Performance Graded

(PG)

Asphalt Binder

PG asphalt binder meeting the requirements of AASHTO M332 Table 1 of the grades
specified in the Contract shall be used in the production of HMA. For HMA with greater
than 20 percent RAP by total weight of HMA, or any amount of RAS, the new asphalt
binder, recycling agent and recovered asphalt (RAP and/or RAS) when blended in the
proportions of the mix design shall meet the PG asphalt binder requirements of AASHTO
M332 Table 1 for the grade of asphalt binder specified by the Contract.

In addition to AASHTO M 332 Table 1 specification requirements, PG asphalt binders
shall meet the following requirements:

Additional Requirements by

Performance Grade (PG) Asphalt Binders

Property

Test Method

PG 58

S-22

PG 58

H-22

PG 58

V-22

PG 64

S-28

PG 64

H-28

PG 64

V-28

RTFO Residue:

Average percent

Recovery @ 3.2 kPa

AASHTO

T 350

30% Min. 20% Min. 25% Min. 30% Min.

Specimen conditioned in accordance with AASHTO T 240 – RTFO.

The RTFO J

nrdiff

and the PAV direct tension specifications of AASHTO M 332 are not

required.

Bituminous Materials

9-02

9-02.1(5) Vacant

9-02.1(6) Cationic Emulsified Asphalt

Cationic Emulsified Asphalt meeting the requirements of AASHTO M 208 Table 1 of the
grades specified in the Contract shall be used.

If the particle charge test for CSS-1 and CSS-1h is inconclusive, material having maximum
pH value of 6.7 when tested in accordance with ASTM E 70 will be acceptable.

9-02.1(6)A

Polymerized Cationic Emulsified Asphalt CRS-2P

CRS-2P shall be a polymerized cationic emulsified asphalt. The polymer shall be milled
into the asphalt or emulsion during the manufacturing of the emulsified asphalt. CRS-2P
shall meet the following requirements:

AASHTO

Test Method

Specifications

Minimum

Maximum

Viscosity @122ºF, SFS

T 59

100

400

Storage Stability 1 day %

T 59

Demulsibility 35 ml. 0.8% Dioctyl Sodium Sulfosuccinate

T 59

Particle Charge

T 59

positive

Sieve Test %

T 59

0.30

Distillation
Oil distillate by vol. of emulsion %

T 59

Residue

T 59

Tests on the Residue From Distillation
Penetration @77ºF

T 49

100

250

Elastic Recovery %

T 301

Distillation modified to use 300 grams of emulsified asphalt heated to 350ºF ± 9ºF and maintained for

20 minutes.

The residue material for T 301 shall come from the modified distillation per note 1.

9-02.1(7) Vacant

9-02.1(8) Flexible Bituminous Pavement Marker Adhesive

Flexible bituminous pavement marker adhesive is a hot melt thermoplastic bituminous
material used for bonding raised pavement markers and recessed pavement markers to
the pavement.

The adhesive material shall conform to the following requirements when prepared in
accordance with WSDOT

SOP 318

in the WSDOT

Materials Manual

M 46-01:

Page 9-8

Bituminous Materials

Property

Test Method

Requirement

Penetration, 77ºF, 100g, 5 sec, dmm

AASHTO T 49

30 Max.

Softening Point, F

AASHTO T 53

200 Min.

Rotational Thermosel Viscosity, cP, #27 spindle, 20 RPM,

400ºF

AASHTO T 316

5000 Max.

Ductility, 77ºF, 5 cm/minute, cm

AASHTO T 51

15 Min.

Ductility, 39.2ºF, 1 cm/minute, cm

AASHTO T 51

5 Min.

Flexibility, 1”, 20ºF, 90 deg. Bend, 10 sec., ⅛"× 1" × 6"

specimen

ASTM D3111

Pass

Bond Pull-Off Strength

WSDOT

T 426

Greater than 50 psi

Flexibility test is modified by bending specimen through an arc of 90 degrees at a uniform rate in 10 seconds

over a 1-inch diameter mandrel.

9-02.2

Sampling and Acceptance

9-02.2(1) Certification of Shipment

Bituminous materials may be accepted by the Engineer based on the asphalt binder
supplier’s Certification of Compliance incorporated in their Bill of Lading. The Certification
will include a statement certifying Specification compliance for the product shipped.
Failure to provide this Certification with the shipment shall be cause for rejection of the
material. The following information is required on the Bill of Lading:
1. Date
2. Contract Number and/or Project

Name

3. Grade of Commodity and

Certification of Compliance

4.  Anti-strip Type
5.  Percent Anti-strip
6.  Mass (Net Tons)
7.  Volume (Gross Gallons)
8.  Temperature of Load (F)

9.  Bill of Lading Number
10.  Consignee and Delivery Point
11.  Signature of Supplier’s

Representative

12. Supplier (Bill of Lading

Generator)

13. Supplier’s Address
14. Refiner
15. Refiner’s Location

The Bill of Lading shall be supplied at the time of shipment of each truck load, truck and
trailer, or other lot of asphalt binder. In addition to the copies the Contractor requires,
one copy of the Bill of Lading including the Certification Statement shall be sent with the
shipment for agency use.

9-02.2(2) Samples

When requested by the Engineer, the asphalt supplier shall ship, by prepaid express or
U.S. mail, samples of asphalt that represent current production.

Page 9-10

9-03 Aggregates

9-03.1

Aggregates for Concrete

9-03.1(1) General Requirements

Concrete aggregates shall be manufactured from ledge rock, talus, or sand and gravel in
accordance with the provisions of

Section 3-01

. Reclaimed aggregate may be used if it

complies with the specifications for concrete. Reclaimed aggregate is aggregate that has
been recovered from plastic concrete by washing away the cementitious materials.

Aggregates for Concrete shall meet the following test requirements:

Los Angeles Wear, 500 Rev.

35 max.

Degradation Factor (Structural and Paving Concrete) 30 min.

Degradation Factor (Other as defined in 6-02.3(2)B

20 min.

Aggregates tested in accordance with AASHTO T 303 with expansion greater than
0.20 percent are Alkali Silica Reactive (ASR) and will require mitigating measures.
Aggregates tested in accordance with ASTM C1293 with expansion greater than
0.04 percent are Alkali Silica Reactive (ASR) and will require mitigating measures.

Aggregates for use in Commercial Concrete as defined in

Section 6-02.3(2)B

shall not

require mitigation.

Mitigating measures for aggregates with expansions from 0.21 to 0.45 percent, when
tested in accordance with AASHTO T 303, may be accomplished by using low alkali
cement as per

Section 9-01.2(1)A

or by using 25 percent Class F fly ash by total weight of

the cementitious materials. The Contractor may submit an alternative mitigating measure
through the Engineer to the State Materials Laboratory for approval along with evidence
in the form of test results from ASTM C1567 that demonstrate the mitigation when used
with the proposed aggregate controls expansion to 0.20 percent or less. The agency may
test the proposed ASR mitigation measure to verify its effectiveness. In the event of a
dispute, the agency’s results will prevail.

Mitigating measures for aggregates with expansions greater than 0.45 percent when
tested in accordance with AASHTO T 303 shall include the use of low alkali cement per

Section 9-01.2(1)A

and may include the use of fly ash, lithium compound admixtures,

ground granulated blast furnace slag or other material as approved by the Engineer.
The Contractor shall submit evidence in the form of test results from ASTM C1567
through the Engineer to the State Materials Laboratory that demonstrate the proposed
mitigation when used with the aggregates proposed will control the potential expansion
to 0.20 percent or less before the aggregate source may be used in concrete. The agency
may test the proposed ASR mitigation measure to verify its effectiveness. In the event of
a dispute, the agency’s results will prevail.

Aggregates 9-03

The use of fly ash that does not meet the requirements of Table 2 of AASHTO M295
may be approved for use. The Contractor shall submit test results according to ASTM
C1567 through the Engineer to the State Materials Laboratory that demonstrate that
the proposed fly ash when used with the proposed aggregates and cement will control
the potential expansion to 0.20 percent or less before the fly ash and aggregate sources
may be used in concrete. The Contracting Agency may test the proposed ASR mitigation
measure to verify its effectiveness. In the event of a dispute, the Contracting Agency’s
results will prevail.

ASTM C1293 sampling and testing must be coordinated through the WSDOT State
Materials Laboratory, Documentation Section utilizing the ASA (Aggregate Source
Approval) process. Cost of sampling, testing, and processing will be borne by the
source owner.

9-03.1(2) Fine Aggregate for Concrete

Fine aggregate shall consist of natural sand or manufactured sand, or combinations
thereof, accepted by the Engineer, having hard, strong, durable particles free from
adherent coating. Fine aggregate shall be washed thoroughly to meet the specifications.

9-03.1(2)A

Deleterious Substances

The amount of deleterious substances in the washed aggregate shall be tested in
accordance with AASHTO M 6 and not exceed the following values:

Material finer than No. 200 Sieve

2.5 percent by weight

Clay lumps and friable particles

3.0 percent by weight

Coal and lignite

0.25 percent by weight

Particles of specific gravity less than 2.00

1.0 percent by weight

Organic impurities shall be tested in accordance with AASHTO T 21 by the glass color
standard procedure and results darker than organic plate no. 3 shall be rejected. A darker
color results from AASHTO T 21 may be used provided that when tested for the effect
of organic impurities on strength of mortar, the relative strength at 7 days, calculated in
accordance with AASHTO T 71, is not less than 95 percent.

Page 9-12

9-03.1(2)B Grading

Fine aggregate shall be graded to conform to the following requirements expressed
as percentages by weight:

Sieve Size

Class 1

Percent Passing

Class 2

Percent Passing

Min.

Max.

Min.

Max.

⅜″

100

No. 4

100

No. 8

No. 16

No. 30

No. 50

No. 100

No. 200

2.5

For fine aggregate Class 1, individual test variations under the minimum or over the
maximum will be permitted as follows, provided the average of three consecutive tests is
within the Specification limits:

Sieve Size

Permissible percent of Variation

in Individual Tests

No. 30 and coarser

No. 50 and finer

0.5

Within the gradation limits for fine aggregate Class 2, uniformity of gradation shall be
limited to a range of plus or minus 0.20 of the reference fineness modulus. The reference
fineness modulus shall be determined from a representative sample from the proposed
source as submitted by the Contractor.

9-03.1(3) Vacant

9-03.1(4) Coarse Aggregate for Concrete

Coarse aggregate for concrete shall consist of gravel, crushed stone, or combinations
thereof having hard, strong, durable pieces free from adherent coatings. Coarse aggregate
shall be washed to meet the specifications.

Aggregates 9-03

9-03.1(4)A

Deleterious Substances

The amount of deleterious substances in the washed aggregate shall be tested in
accordance with AASHTO M 80 and not exceed the following values:

Material finer than No. 200

1.0

percent by weight

Clay lumps and Friable Particles

2.0 percent by weight

Shale

2.0 percent by weight

Wood waste

0.05 percent by weight

Coal and Lignite

0.5 percent by weight

Sum of Clay Lumps, Friable Particles, and Chert
(Less Than 2.40 specific gravity SSD)

3.0 percent by weight

If the material finer than the No. 200 sieve is free of clay and shale, this percentage

may be increased to 1.5.

9-03.1(4)B Vacant
9-03.1(4)C Grading

Coarse aggregate for concrete when separated by means of laboratory sieves shall
conform to one or more of the following gradings as called for elsewhere in these
Specifications, Special Provisions, or in the Plans:

Passing

AASHTO

Grading

No. 467

AASHTO

Grading

No. 4

AASHTO

Grading

No. 57

AASHTO

Grading

No. 67

AASHTO

Grading

No. 7

AASHTO

Grading

No. 8

Sieve Size Min. Max. Min. Max. Min. Max. Min. Max. Min. Max. Min. Max.

2″

100

1½″

100

1″

100

¾″

100

½″

100

⅜″

100

No. 4

No. 8

No. 16

All percentages are by weight.

Where coarse aggregate size 467 is used, the aggregate may be furnished in at least
two separate sizes. Coarse aggregate shall contain no piece of greater size than two
times the maximum sieve size for the specified grading measured along the line of
greatest dimension.

Page 9-14

9-03.1(5) Combined Aggregate Gradation for Concrete

As an alternative to using the fine aggregate sieve grading requirements in

Section

9-03.1(2)B

, and coarse aggregate sieve grading requirements in

Section 9-03.1(4)C

, a

combined aggregate gradation conforming to the requirements of

Section 9-03.1(5)A

may

be used.

9-03.1(5)A

Deleterious Substances

The amount of deleterious substances in the washed aggregates ⅜ inch or larger shall not
exceed the values specified in

Section 9-03.1(4)A

and for aggregates smaller than ⅜ inch

they shall not exceed the values specified in

Section 9-03.1(2)A

9-03.1(5)B Grading

The combined aggregate shall conform to the following requirements based upon the
nominal maximum aggregate size.

Nominal

Maximum

Aggregate Size

2-½

1-½

⅜

No. 4

3½″

99-100

3″

93-100* 99-100

2½″

92-100* 99-100

2″

76-90

90-100* 99-100

1½″

66-79 71-88

87-100* 99-100

1″

54-66 58-73 64-83

82-100* 99-100

¾″

47-58 51-64 55-73 62-88

87-100* 99-100

½″

38-48 41-54 45-61

57-83

81-100* 99-100

⅜″

33-43 35-47 39-54 43-64

60-88

86-100* 99-100

No. 4

22-31 24-34 26-39 29-47 34-54 41-64 48-73

68-100*

No. 8

15-23 16-25 17-29 19-34 22-39 27-47 31-54 39-73

No. 16

9-17

10-18 11-21 12-25 14-29 17-34 20-39 24-54 28-73

No. 30

5-12

6-14

6-15

7-18

8-21

9-25

11-29 13-39 16-54

No. 50

2-9

2-10

3-11

3-14

3-15

4-18

5-21

6-29

7-39

No. 100

0-7

0-8

0-10

0-11

0-14

0-15

0-21

0-29

No. 200

0-2.0

0-2.5

*Nominal Maximum Size
All percentages are by weight.

Nominal maximum size for concrete aggregate is defined as the smallest standard sieve
opening through which the entire amount of the aggregate is permitted to pass. Standard
sieve sizes shall be those listed in ASTM C33.

The Contracting Agency may sample each aggregate component prior to introduction to
the weigh batcher or as otherwise determined by the Engineer. Each component will be
sieve analyzed separately in accordance with FOP for WAQTC/AASHTO T 27/T 11. All

Aggregates 9-03

aggregate components will be mathematically re-combined by the proportions (percent
of total aggregate by weight), provided by the Contractor on Concrete Mix Design
Form 350-040.

9-03.2

Aggregate for Job-Mixed Portland Cement or Blended Hydraulic

Cement Mortar

Fine aggregate for portland cement or blended hydraulic cement mortar shall consist of
sand or other inert materials, or combinations thereof, accepted by the Engineer, having
hard, strong, durable particles free from adherent coating. Fine aggregate shall be washed
thoroughly to remove clay, loam, alkali, organic matter, or other deleterious matter.

The amount of deleterious substances in the washed aggregate shall not exceed the limit
specified in

Section 9-03.1(2)A

9-03.2(1) Grading for Surface Finishing Applications

Fine aggregate shall be graded to conform to the following requirements expressed
as percentage by weight:

Sieve

Percent Passing

Natural Sand

Manufactured Sand

Min.

Max.

Min.

Max.

No. 4

100

No. 8

100

No. 16

No. 30

No. 50

No. 100

No. 200

9-03.2(2) Grading for Masonry Mortar Applications

Fine aggregate shall be graded to conform to the following requirements expressed
as percent age by weight:

Sieve

Percent Passing

Natural Sand

Manufactured Sand

Min.

Max.

Min.

Max.

No. 4

100

No. 8

100

No. 16

100

No. 30

No. 50

No. 100

No. 200

Page 9-16

9-03.3 Vacant
9-03.4

Aggregate for Bituminous Surface Treatment

9-03.4(1) General Requirements

Aggregate for bituminous surface treatment shall be manufactured from ledge rock, talus,
or gravel, in accordance with

Section 3-01

. Aggregates for Bituminous Surface Treatment

shall meet the following test requirements:

Los Angeles Wear, 500 Rev.

35 percent max.

Degradation Factor

30 min.

9-03.4(2) Grading and Quality

Aggregate for bituminous surface treatment shall conform to the requirements in the
table below for grading and quality. The particular type or grading to be used shall be as
shown in the Plans. All percentages are by weight.

The material shall meet the requirements for grading and quality when placed in hauling
vehicles for delivery to the roadway, or during manufacture and placement into a
temporary stockpile. The exact point of acceptance will be determined by the Engineer.

Crushed Screening percent Passing

¾″-½″

⅝″-No. 4

½″-No. 4

⅜″-No. 4

No. 4-0

1″

99-100

¾″

95-100

99-100

⅝″

95-100

99-100

½″

0-20

90-100

99-100

⅜″

0-5

60-85

70-90

99-100

No. 4

0-10

0-3

0-5

76-100

No. 10

0-3

30-60

No. 200

0-1.5

0-10.0

% fracture, by weight, min.

All percentages are by weight.

The fracture requirement shall be at least one fractured face and will apply to the
combined aggregate retained on the No. 4 sieve in accordance with FOP for AASHTO
T 335.

The finished product shall be clean, uniform in quality, and free from wood, bark, roots,
and other deleterious materials.

Crushed screenings shall be substantially free from adherent coatings. The presence of
a thin, firmly adhering film of weathered rock shall not be considered as coating unless
it exists on more than 50 percent of the surface area of any size between successive
laboratory sieves.

Aggregates 9-03

The portion of aggregate for bituminous surface treatment retained on a No. 4 sieve shall
not contain more than 0.1 percent deleterious materials by weight.

Fine aggregate used for choke stone applications meeting the grading requirements of

Section 9-03.1(2)B

may be substituted for the No. 4-0 gradation.

9-03.5 Vacant
9-03.6 Vacant
9-03.7 Vacant
9-03.8

Aggregates for Hot Mix Asphalt

9-03.8(1) General Requirements

Aggregates for Hot Mix Asphalt shall meet the following test requirements:

Los Angeles Wear, 500 Rev.

30 percent max.

Degradation Factor, Wearing Course

30 min.

Degradation Factor, Other Courses

20 min.

Sand Equivalent

45 min.

Aggregate sources that have 100 percent of the mineral material passing the No. 4 sieve
shall be limited to no more than 5 percent of the total weight of aggregate.

Aggregates shall be uniform in quality, substantially free from wood, roots, bark,
extraneous materials, and adherent coatings. The presence of a thin, firmly adhering
film of weathered rock will not be considered as coating unless it exists on more than
50 percent of the surface area of any size between consecutive laboratory sieves.

Aggregate removed from deposits contaminated with various types of wood waste shall
be washed, processed, selected, or otherwise treated to remove sufficient wood waste
so that the oven dried material retained on a No. 4 sieve shall not contain more than
0.1 percent by weight of material with a specific gravity less than 1.0.

9-03.8(2) HMA Test Requirements

Aggregate for HMA shall meet the following test requirements:
1. Vacant
2. The fracture requirements for the combined coarse aggregate shall apply to the

material retained on the No. 4 sieve and above, when tested in accordance with FOP
for AASHTO T 335.

ESAL’s (millions)

# Fractured Faces

% Fracture

< 10

1 or more

≥ 10

2 or more

Page 9-18

3. The uncompacted void content for the combined fine aggregate is tested in

accordance with FOP for AASHTO T 304, Method A. The minimum percent voids
shall be as required in the following table:

Traffic

HMA Evaluation

ESAL’s (millions)

Statistical

Commercial

< 3

≥ 3

4. The minimum sand equivalent for the aggregate shall be 45.

The mix design shall produce HMA mixtures when combined with RAP, RAS, coarse and
fine aggregate within the limits set forth in

Section 9-03.8(6)

and mixed in the laboratory

with the designated grade of asphalt binder, using the Superpave gyratory compactor in
accordance with FOP for AASHTO T 312, and at the required gyrations for N initial, N
design, and N maximum with the following properties:

Mix Criteria

HMA Class

⅜ inch

½ inch

¾ inch

1 inch

Min. Max. Min. Max. Min. Max. Min. Max.

Voids in Mineral Aggregate (VMA), %

15.0

14.0

13.0

12.0

Voids Filled With Asphalt (VFA), %
ESAL’s (millions)

VFA

< 0.3

0.3 to < 3

≥ 3

Dust/Asphalt Ratio

0.6

1.6

0.6

1.6

0.6

1.6

0.6

1.6

Test Method

ESAL’s

(millions)

Number of

Passes

Hamburg Wheel-Track Testing, FOP for AASHTO T 324
Minimum Number of Passes with no Stripping Inflection

Point and Maximum Rut Depth of 10 mm

< 0.3

10,000

0.3 to < 3

12,500

≥ 3

15,000

Indirect Tensile (IDT) Strength (psi) of Bituminous Materials

FOP for ASTM D6931

175 Maximum

ESAL’s (millions)

N initial

N design

N maximum

% Gmm

< 0.3

≤ 91.5

96.0

≤ 98.0

0.3 to < 3

≤ 90.5

96.0

≤ 98.0

≥ 3

≤ 89.0

96.0

≤ 98.0

Gyratory Compaction

(number of gyrations)

< 0.3

0.3 to < 3

115

> 3

100

160

Aggregates 9-03

The mix criteria for Hamburg Wheel-Track Testing and Indirect Tensile Strength do not
apply to HMA accepted by commercial evaluation.

When material is being produced and stockpiled for use on a specific contract or
for a future contract, the uncompacted void content, fracture, and sand equivalent
requirements shall apply at the time of stockpiling. When material is used from a stockpile
that has not been tested as provided above, the Specifications for uncompacted void
content, fracture, and sand equivalent shall apply at the time of its introduction to the
cold feed of the mixing plant.

9-03.8(3) Grading

9-03.8(3)A Gradation

The Contractor may furnish aggregates for use on the same contract from multiple
stockpiles. The gradation of the aggregates shall be such that the completed mixture
complies in all respects with the pertinent requirements of

Section 9-03.8(6)

Acceptance of the aggregate gradation shall be based on samples taken from the final
mix.

9-03.8(3)B

Gradation – Recycled Asphalt Pavement and Mineral Aggregate

The gradation for the new aggregate used in the production of the HMA shall be the
responsibility of the Contractor, and when combined with recycled material, the combined
material shall meet the gradation Specification requirements for the specified Class HMA
as listed in

Section 9-03.8(6)

or as shown in the Special Provisions. The new aggregate

shall meet the general requirements listed in

Section 9-03.8(1)

and

Section 9-03.8(2)

. No

contamination by deleterious materials shall be allowed in the old asphalt concrete used.

For HMA with greater than 20 percent RAP by total weight of HMA the RAP shall be
processed to ensure that 100 percent of the material passes a sieve twice the size of the
maximum aggregate size for the class of mix to be produced.

When any amount of RAS is used in the production of HMA the RAS shall be milled,
crushed or processed to ensure that 100 percent of the material passes the ½ inch sieve.
Extraneous materials in RAS such as metals, glass, rubber, soil, brick, tars, paper, wood
and plastic shall not exceed 2.0 percent by mass as determined on material retained on
the No. 4 sieve.

9-03.8(4) Vacant

9-03.8(5) Mineral Filler

Mineral filler, when used in HMA mix, shall conform to the requirements of AASHTO
M 17.

Page 9-20

9-03.8(6) HMA Proportions of Materials

The materials of which HMA is composed shall be of such sizes, grading, and quantity
that, when proportioned and mixed together, they will produce a well graded mixture
within the requirements listed below.

The aggregate percentage refers to completed dry mix, and includes mineral filler
when used.

Aggregate Gradation Control Points

Sieve Sizes

Percent Passing

⅜ inch

½ inch

¾ inch

1 inch

1½″

99-100

1″

99-100

90-100

¾″

99-100

90-100

90 Maximum

½″

99-100

90-100

90 Maximum

⅜″

90-100

90 Maximum

No. 4

90 Maximum

No. 8

32-67

28-58

23-49

19-45

No. 200

2.0-7.0

1.0-7.0

9-03.8(7) HMA Tolerances and Adjustments

1. Job Mix Formula Tolerances – The constituents of the mixture at the time of

acceptance shall conform to the following tolerances:

Aggregate, percent Passing

Statistical Evaluation

Visual Evaluation

1″, ¾″, ½″ and ⅜″ sieves

± 6%

± 8%

No. 4 sieve

± 5%

± 8%

No. 8 sieve

± 4%

± 8%

No. 200 sieve

± 2.0%

± 3.0%

Asphalt binder

-0.4% to 0.5%

± 0.7%

Voids in Mineral Aggregate, VMA

-1.0%

Air Voids, Va

2.5% minimum and 5.5% maximum

These tolerance limits constitute the allowable limits as described in

Section

1-06.2

. The tolerance limit for aggregate shall not exceed the limits of the control

points, except the tolerance limits for sieves designated as 100 percent passing
will be 99-100.

2. Job Mix Formula Adjustments – An adjustment to the aggregate gradation or asphalt

binder content of the JMF requires approval of the Engineer. Adjustments to the JMF
will only be considered if the change produces material of equal or better quality
and may require the development of a new mix design if the adjustment exceeds the
amounts listed below.

Standard Specifications for Road, Bridge, and Municipal Construction 2020 (M 41-10) - page 46