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

Hot Mix Asphalt

5-04

2. Provide thermometric equipment:

•

In the asphalt binder feed line near the charging valve at the mixer unit, capable

of detecting temperature ranges expected in the HMA and in a location

convenient and safe for access by Inspectors.

•

At the discharge chute of the drier to automatically register or indicate the

temperature of the heated aggregates, and situated in full view of the plant

operator.

3. When heating asphalt binder:

•

Do not exceed the maximum temperature of the asphalt binder recommended by

the asphalt binder supplier.

•

Avoid local variations in heating.

•

Provide a continuous supply of asphalt binder to the mixer at a uniform average

temperature with no individual variations exceeding 25°F.

4. Provide a mechanical sampler for sampling mineral materials that:

•

Meets the crushing or screening requirements of

Section 1-05.6

5. Provide HMA sampling equipment that complies with FOP for AASHTO T 168:

•

Use a mechanical sampling device accepted by the Engineer, or

•

Platforms or devices to enable sampling from the truck transport without

entering the truck transport for sampling HMA.

6. Provide for setup and operation of the Contracting Agency’s field testing:

•

As required in

Section 3-01.2(2)

7. Provide screens or a lump breaker:

•

When using any RAP or any RAS, to eliminate oversize RAP or RAS particles from

entering the pug mill or drum mixer.

5-04.3(3)B

Hauling Equipment

Provide HMA hauling equipment with tight, clean, smooth metal beds and a cover of
canvas or other suitable material of sufficient size to protect the HMA from adverse
weather. Securely attach the cover to protect the HMA whenever the weather
conditions during the work shift include, or are forecast to include, precipitation or an air
temperature less than 45°F.

Prevent HMA from adhering to the hauling equipment. Spray metal beds with an
environmentally benign release agent. Drain excess release agent prior to filling hauling
equipment with HMA. Do not use petroleum derivatives or other coating material that
contaminate or alter the characteristics of the HMA. For hopper trucks, operate the
conveyer during the process of applying the release agent.

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Hot Mix Asphalt

5-04.3(3)C Pavers

Use self-contained, power-propelled pavers provided with an internally heated vibratory
screed that is capable of spreading and finishing courses of HMA in lane widths required
by the paving section shown in the Plans.

When requested by the Engineer, provide written certification that the paver is equipped
with the most current equipment available from the manufacturer for the prevention of
segregation of the coarse aggregate particles. The certification shall list the make, model,
and year of the paver and any equipment that has been retrofitted to the paver.

Operate the screed in accordance with the manufacturer’s recommendations and
in a manner to produce a finished surface of the required evenness and texture
without tearing, shoving, segregating, or gouging the mixture. Provide a copy of the
manufacturer’s recommendations upon request by the Contracting Agency. Extensions to
the screed will be allowed provided they produce the same results, including ride, density,
and surface texture as obtained by the primary screed. In the Traveled Way do not use
extensions without both augers and an internally heated vibratory screed.

Equip the paver with automatic screed controls and sensors for either or both sides of
the paver. The controls shall be capable of sensing grade from an outside reference line,
sensing the transverse slope of the screed, and providing automatic signals that operate
the screed to maintain the desired grade and transverse slope. Construct the sensor so
it will operate from a reference line or a mat referencing device. The transverse slope
controller shall be capable of maintaining the screed at the desired slope within plus or
minus 0.1 percent.

Equip the paver with automatic feeder controls, properly adjusted to maintain a uniform
depth of material ahead of the screed.

Manual operation of the screed is permitted in the construction of irregularly shaped
and minor areas. These areas include, but are not limited to, gore areas, road approaches,
tapers and left-turn channelizations.

When specified in the Contract, provide reference lines for vertical control. Place
reference lines on both outer edges of the Traveled Way of each Roadway. Horizontal
control utilizing the reference line is permitted. Automatically control the grade and
slope of intermediate lanes by means of reference lines or a mat referencing device and a
slope control device. When the finish of the grade prepared for paving is superior to the
established tolerances and when, in the opinion of the Engineer, further improvement
to the line, grade, cross-section, and smoothness can best be achieved without the use
of the reference line, a mat referencing device may be substituted for the reference line.
Substitution of the device will be subject to the continued approval of the Engineer. A
joint matcher may be used subject to the approval of the Engineer. The reference line may
be removed after completion of the first course of HMA when approved by the Engineer.
Whenever the Engineer determines that any of these methods are failing to provide the
necessary vertical control, the reference lines will be reinstalled by the Contractor.

Hot Mix Asphalt

5-04

Furnish and install all pins, brackets, tensioning devices, wire, and accessories necessary
for satisfactory operation of the automatic control equipment.

If the paving machine in use is not providing the required finish, the Engineer may
suspend Work as allowed by

Section 1-08.6

5-04.3(3)D

Material Transfer Device or Material Transfer Vehicle

Use a material transfer device (MTD) or material transfer vehicle (MTV) to deliver the
HMA from the hauling equipment to the paving machine for any lift in (or partially in)
the top 0.30 feet of the pavement section used in traffic lanes. However, an MTD/V is
not required for HMA placed in irregularly shaped and minor areas such as tapers and
turn lanes, or for HMA mixture that is accepted by Visual Evaluation. At the Contractor’s
request the Engineer may approve paving without an MTD/V; the Engineer will determine
if an equitable adjustment in cost or time is due. If a windrow elevator is used, the
Engineer may limit the length of the windrow in urban areas or through intersections.

To be approved for use, an MTV:
1.  Shall be self-propelled vehicle, separate from the hauling vehicle or paver.
2.  Shall not be connected to the hauling vehicle or paver.
3.  May accept HMA directly from the haul vehicle or pick up HMA from a windrow.
4.  Shall mix the HMA after delivery by the hauling equipment and prior to placement

into the paving machine.

5. Shall mix the HMA sufficiently to obtain a uniform temperature throughout the

mixture.

To be approved for use, an MTD:
1.  Shall be positively connected to the paver.
2.  May accept HMA directly from the haul vehicle or pick up HMA from a windrow.
3.  Shall mix the HMA after delivery by the hauling equipment and prior to placement

into the paving machine.

4. Shall mix the HMA sufficiently to obtain a uniform temperature throughout the

mixture.

5-04.3(3)E Rollers

Operate rollers in accordance with the manufacturer’s recommendations. When
requested by the Engineer, provide a Type 1 Working Drawing of the manufacturer’s
recommendation for the use of any roller planned for use on the project. Do not use
rollers that crush aggregate, produce pickup or washboard, unevenly compact the surface,
displace the mix, or produce other undesirable results.

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Hot Mix Asphalt

5-04.3(4) Preparation of Existing Paved Surfaces

Before constructing HMA on an existing paved surface, the entire surface of the
pavement shall be clean. Entirely remove all fatty asphalt patches, grease drippings,
and other deleterious substances from the existing pavement to the satisfaction of the
Engineer. Thoroughly clean all pavements or bituminous surfaces of dust, soil, pavement
grindings, and other foreign matter. Thoroughly remove any cleaning or solvent type
liquids used to clean equipment spilled on the pavement before paving proceeds. Fill
all holes and small depressions with an appropriate class of HMA. Level and thoroughly
compact the surface of the patched area.

Apply a uniform coat of asphalt (tack coat) to all paved surfaces on which any course
of HMA is to be placed or abutted. Apply tack coat to cover the cleaned existing
pavement with a thin film of residual asphalt free of streaks and bare spots. Apply a heavy
application of tack coat to all joints. For Roadways open to traffic, limit the application
of tack coat to surfaces that will be paved during the same working shift. Equip the
spreading equipment with a thermometer to indicate the temperature of the tack
coat material.

Do not operate equipment on tacked surfaces until the tack has broken and cured. Repair
tack coat damaged by the Contractor’s operation, prior to placement of the HMA.

Unless otherwise allowed by the Engineer, use cationic emulsified asphalt CSS-1, CSS-1h,
or Performance Graded (PG) asphalt for tack coat. The CSS-1 and CSS-1h may be diluted
with water at a rate not to exceed one part water to one part emulsified asphalt. Do not
allow the tack coat material to exceed the maximum temperature recommended by the
asphalt supplier.

When shown in the Plans, prelevel uneven or broken surfaces over which HMA is to be
placed by using an asphalt paver, a motor patrol grader, or by hand raking, as approved by
the Engineer.

5-04.3(4)A

Crack Sealing

5-04.3(4)A1 General

When the Proposal includes a pay item for crack sealing, seal all cracks ¼ inch in width
and greater.

Cleaning: Ensure that cracks are thoroughly clean, dry and free of all loose and foreign
material when filling with crack sealant material. Use a hot compressed air lance to dry
and warm the pavement surfaces within the crack immediately prior to filling a crack with
the sealant material. Do not overheat pavement. Do not use direct flame dryers. Routing
cracks is not required.

Sand Slurry: For cracks that are to be filled with sand slurry, thoroughly mix the
components and pour the mixture into the cracks until full. Add additional CSS-1 cationic
emulsified asphalt to the sand slurry as needed for workability to ensure the mixture
will completely fill the cracks. Strike off the sand slurry flush with the existing pavement

Hot Mix Asphalt

5-04

surface and allow the mixture to cure. Top off cracks that were not completely filled with
additional sand slurry. Do not place the HMA overlay until the slurry has fully cured.

Hot Poured Sealant: For cracks that are to be filled with hot poured sealant,
apply the material in accordance with these requirements and the manufacturer’s
recommendations. Furnish a Type 1 Working Drawing of the manufacturer’s product
information and recommendations to the Engineer prior to the start of work, including
the manufacturer’s recommended heating time and temperatures, allowable storage
time and temperatures after initial heating, allowable reheating criteria, and application
temperature range. Confine hot poured sealant material within the crack. Clean any
overflow of sealant from the pavement surface. If, in the opinion of the Engineer, the
Contractor’s method of sealing the cracks with hot poured sealant results in an excessive
amount of material on the pavement surface, stop and correct the operation to eliminate
the excess material.

5-04.3(4)A2 Crack Sealing Areas Prior to Paving

In areas where HMA will be placed, use sand slurry to fill the cracks.

5-04.3(4)A3 Crack Sealing Areas Not to be Paved

In areas where HMA will not be placed, fill the cracks as follows:
1. Cracks ¼ inch to 1 inch in width - fill with hot poured sealant.
2. Cracks greater than 1 inch in width – fill with sand slurry.

5-04.3(4)B

Soil Residual Herbicide

Where shown in the Plans, apply one application of an approved soil residual herbicide.
Comply with

Section 8-02.3(3)B

. Complete paving within 48 hours of applying the

herbicide.

Use herbicide registered with the Washington State Department of Agriculture for use
under pavement. Before use, obtain the Engineer’s approval of the herbicide and the
proposed rate of application. Include the following information in the request for approval
of the material:
1.  Brand Name of the Material,
2. Manufacturer,
3.  Environmental Protection Agency (EPA) Registration Number,
4.  Material Safety Data Sheet, and
5.  Proposed Rate of Application.

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Hot Mix Asphalt

5-04.3(4)C

Pavement Repair

Excavate pavement repair areas and backfill these with HMA in accordance with the
details shown in the Plans and as staked. Conduct the excavation operations in a manner
that will protect the pavement that is to remain. Repair pavement not designated to be
removed that is damaged as a result of the Contractor’s operations to the satisfaction
of the Engineer at no cost to the Contracting Agency. Excavate only within one lane
at a time unless approved otherwise by the Engineer. Do not excavate more area than
can be completely backfilled and compacted during the same shift.

Unless otherwise shown in the Plans or determined by the Engineer, excavate to a
depth of 1.0 feet. The Engineer will make the final determination of the excavation
depth required.

The minimum width of any pavement repair area shall be 40 inches unless shown
otherwise in the Plans. Before any excavation, sawcut the perimeter of the pavement
area to be removed unless the pavement in the pavement repair area is to be removed
by a pavement grinder.

Excavated materials shall be the property of the Contractor and shall be disposed
of in a Contractor-provided site off the Right of Way or used in accordance with
Sections

2-02.3(3)

9-03.21

Apply a heavy application of tack coat to all surfaces of existing pavement in the
pavement repair area, in accordance with

Section 5-04.3(4)

Place the HMA backfill in lifts not to exceed 0.35-foot compacted depth. Thoroughly
compact each lift by a mechanical tamper or a roller.

5-04.3(5) Producing/Stockpiling Aggregates, RAP, & RAS

Produce aggregate in compliance with

Section 3-01

. Comply with

Section 3-02

for

preparing stockpile sites, stockpiling, and removing from stockpile each of the following:
aggregates, RAP, and RAS. Provide sufficient storage space for each size of aggregate,
RAP and RAS. Fine aggregate or RAP may be uniformly blended with the RAS as a method
of preventing the agglomeration of RAS particles. Remove the aggregates, RAP and RAS
from stockpile(s) in a manner that ensures minimal segregation when being moved to the
HMA plant for processing into the final mixture. Keep different aggregate sizes separated
until they have been delivered to the HMA plant.

5-04.3(5)A

Stockpiling RAP or RAS for High RAP/Any RAS Mixes

Do not place any RAP or RAS into a stockpile which has been sequestered for a High
RAP/Any RAS mix design. Do not incorporate any RAP or RAS into a High RAP/Any RAS
mixture from any source other than the stockpile which was sequestered for approval of
that particular High RAP/Any RAS mix design.

RAP that is used in a Low RAP/No RAS mix is not required to come from a sequestered
stockpile.

Hot Mix Asphalt

5-04

5-04.3(6) Mixing

The asphalt supplier shall introduce recycling agent and anti-stripping additive, in the
amount designated on the QPL for the mix design, into the asphalt binder prior to
shipment to the asphalt mixing plant.

Anti-strip is not required for temporary work that will be removed prior to Physical
Completion.

Use asphalt binder of the grade, and from the supplier, in the approved mix design.

Prior to introducing reclaimed materials into the asphalt plant, remove wire, nails, and
other foreign material. Discontinue use of the reclaimed material if the Engineer, in their
sole discretion, determines the wire, nails, or other foreign material to be excessive.

Size RAP and RAS prior to entering the mixer to provide uniform and thoroughly mixed
HMA. If there is evidence of the RAP or RAS not breaking down during the heating and
mixing of the HMA, immediately suspend the use of the RAP or RAS until changes have
been approved by the Engineer.

After the required amount of mineral materials, RAP, RAS, new asphalt binder and
recycling agent have been introduced into the mixer, mix the HMA until complete
and uniform coating of the particles and thorough distribution of the asphalt binder
throughout the mineral materials, RAP and RAS is ensured.

Upon discharge from the mixer, ensure that the temperature of the HMA does not exceed
the optimum mixing temperature shown on the accepted Mix Design Report by more
than 25°F, or as allowed by the Engineer. When an additive is included in the manufacture
of HMA, do not heat the additive (at any stage of production including in binder storage
tanks) to a temperature higher than the maximum recommended by the manufacturer of
the additive.

A maximum water content of 2 percent in the mix, at discharge, will be allowed providing
the water causes no problems with handling, stripping, or flushing. If the water in the
HMA causes any of these problems, reduce the moisture content.

During the daily operation, HMA may be temporarily held in approved storage facilities.
Do not incorporate HMA into the Work that has been held for more than 24 hours after
mixing. Provide an easily readable, low bin-level indicator on the storage facility that
indicates the amount of material in storage. Waste the HMA in storage when the top level
of HMA drops below the top of the cone of the storage facility, except as the storage
facility is being emptied at the end of the working shift. Dispose of rejected or waste
HMA at no expense to the Contracting Agency.

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Hot Mix Asphalt

5-04.3(7) Spreading and Finishing

Do not exceed the maximum nominal compacted depth of any layer in any course, as
shown in

Table 6

, unless approved by the Engineer:

Table 6

Maximum Nominal Compacted Depth of Any Layer

HMA Class

Wearing Course

Other than Wearing Course

1 inch

0.35 feet

¾ and ½ inch

0.30 feet

0.35 feet

⅜ inch

0.25 feet

0.30 feet

Use HMA pavers complying with

Section 5-04.3(3)

to distribute the mix. On areas where

irregularities or unavoidable obstacles make the use of mechanical spreading and finishing
equipment impractical, the paving may be done with other equipment or by hand.

When more than one JMF is being utilized to produce HMA, place the material produced
for each JMF with separate spreading and compacting equipment. Do not intermingle
HMA produced from more than one JMF. Each strip of HMA placed during a work shift
shall conform to a single JMF established for the class of HMA specified unless there is a
need to make an adjustment in the JMF.

5-04.3(8) Aggregate Acceptance Prior to Incorporation in HMA

Sample aggregate for meeting the requirements of

Section 3-04

prior to being

incorporated into HMA. (The acceptance data generated for the

Section 3-04

acceptance

analysis will not be commingled with the acceptance data generated for the

Section

5-04.3(9)

acceptance analysis.) Aggregate acceptance samples shall be taken as described

Section 3-04

. Aggregate acceptance testing will be performed by the Contracting

Agency. Aggregate contributed from RAP and/or RAS will not be evaluated under

Section 3-04

The Contracting Agency’s combined aggregate bulk specific gravity (Gsb) blend as shown
on the HMA Mix Design will be used for VMA calculations until the contactor submits
a written request for a Gsb test. The new Gsb will be used in the VMA calculations for
HMA from the date the Project Engineer receives the written request for a Gsb retest.
The Contractor may request aggregate specific gravity (Gsb) testing be performed by the
Contracting Agency twice per project. The Gsb blend of the combined stockpiles will be
used to calculate voids in mineral aggregate (VMA) of any HMA produced after the new
Gsb is determined.

For aggregate that will be used in HMA mixture which will be accepted by Statistical
Evaluation, the Contracting Agency’s acceptance of the aggregate will be based on:
1. Samples taken prior to mixing with asphalt binder, RAP, or RAS;
2. Testing for the materials properties of fracture, uncompacted void content, and sand

equivalent;

Hot Mix Asphalt

5-04

3. Evaluation by the Contracting Agency in accordance with

Section 3-04

, including

price adjustments as described therein.

For aggregate that will be used in HMA which will be accepted by Visual Evaluation,
evaluation in accordance with items 1, 2, and 3 above is at the discretion of the Engineer.

5-04.3(9) HMA Mixture Acceptance

The Contracting Agency will evaluate HMA mixture for acceptance by one of two
methods as determined from the criteria in

Table 7

Table 7

Basis of Acceptance for HMA Mixture

Visual Evaluation

Statistical Evaluation

Criteria for

Selecting

the

Evaluation

Method

•

Commercial HMA placed at any location

•

Any HMA placed in:

– sidewalks
– road approaches
– ditches
– slopes
– paths
– trails
– gores
– prelevel
– temporary pavement

– pavement repair

•

Other nonstructural applications of HMA as

approved by the Engineer

•

All HMA mixture other than

that accepted by Visual

Evaluation

Temporary pavement is HMA that will be removed before Physical Completion of the Contract.

5-04.3(9)A

Test Sections

This section applies to HMA mixture accepted by Statistical Evaluation. A test section is
not allowed for HMA accepted by Visual Evaluation.

The purpose of a test section is to determine whether or not the Contractor’s mix design
and production processes will produce HMA meeting the Contract requirements related
to mixture. Construct HMA mixture test sections at the beginning of paving, using at least
600 tons and a maximum of 1,000 tons or as specified by the Engineer. Each test section
shall be constructed in one continuous operation.

5-04.3(9)A1 Test Section – When Required, When to Stop

Use Tables

and

to determine when a test section is required, optional, or not allowed,

and to determine when performing test sections may end. Each mix design will be
evaluated independently for the test section requirements.

If more than one test section is required, each test section shall be evaluated separately
by the criteria in Tables

and

Page 5-42

Hot Mix Asphalt

Table 8

Criteria for Conducting and Evaluating HMA Mixture Test Sections (For

HMA Mixture Accepted by Statistical Evaluation)

High RAP/Any RAS

Low RAP/No RAS

Is Mixture Test Section

Optional or Mandatory?

Mandatory

At Contractor’s Option

Waiting period after

paving the test section.

4 calendar days

What Must Happen

to Stop Performing Test

Sections?

Meet “Results Required to Stop

Performing Test Sections” in

Table 9

for High RAP/Any RAS.

Provide samples and respond to

WSDOT test results required by

Table 9

for Low RAP/No RAS.

If a mix design has produced an acceptable test section on a previous contract (paved in the same calendar

year, from the same plant, using the same JMF) the test section may be waived if approved by the Engineer.

This is to provide time needed by the Contracting Agency to complete testing and the Contractor to adjust

the mixture in response to those test results. Paving may resume when this is done.

Table 9

Results Required to Stop Performing HMA Mixture Test Sections

(For HMA Mixture Accepted by Statistical Evaluation)

Test Property

Type of HMA

High RAP/Any RAS

Low RAP/No RAS

Gradation

Minimum PF

of 0.95 based on the

criteria in

Section 5-04.3(9)B4

None

Asphalt Binder

Minimum PF

of 0.95 based on the

criteria in

Section 5-04.3(9)B4

None

VMA

Minimum PF

of 0.95 based on the

criteria in

Section 5-04.3(9)B4

None

Minimum PF

of 0.95 based on the

criteria in

Section 5-04.3(9)B4

None

Hamburg Wheel Track

Indirect Tensile Strength

Meet requirements of

Section 9-03.8(2)

These tests will not be done as

part of Test Section.

Aggregates Sand

Equivalent Uncompacted

Void Content Fracture

Nonstatistical Evaluation

in accordance with the

requirements of

Section 3-04

None

In addition to the requirements of this table, acceptance of the HMA mixture used in each test section

is subject to the acceptance criteria and price adjustments for Statistical Evaluation (see

Table 9a

Section 5-04.3(9)A2

Divide the test section lot into three sublots, approximately equal in size. Take one sample from each sublot,

and test each sample for the properties in the first column.

Take one sample for each test section lot. Test the sample for the property in the first column.

Divide the test section lot into three sublots, approximately equal in size. Take one sample from each sublot,

and test each sample for the property in the first column. There are no criteria for discontinuing test sections
for these mixes; however, the contractor must comply with

Section 5-04.3(11)F

before resuming paving.

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5-04

5-04.3(9)A2 Test Section – Evaluating the HMA Mixture in a Test

Section

The Engineer will evaluate the HMA mixture in each test section for rejection, acceptance,
and price adjustments based on the criteria in

Table 9a

using the data generated from the

testing required by

Table 9

Section 5-04.3(9)A1

. Each test section shall be considered a

separate lot.

Table 9a

Acceptance Criteria for HMA Mixture Placed in a Test Section (For HMA

Mixture Accepted by Statistical Evaluation)

Test Property

Type of HMA

High RAP/Any RAS

Low RAP/No RAS

Gradation, Asphalt

Binder, VMA and V

Statistical Evaluation

Hamburg Wheel Track

Indirect Tensile Strength

Pass/Fail for the requirements of

Section 9-03.8(2)

N/A

Aggregates Sand

Equivalent Uncompacted

Void Content Fracture

Nonstatistical Evaluation

in accordance with the

requirements of

Section 3-04

Nonstatistical Evaluation

in accordance with the

requirements of

Section 3-04

Failure to meet the specifications for Hamburg and/or IDT will cause the mixture in the test section to be

rejected. Refer to

Section 5-04.3(11)

5-04.3(9)B

Mixture Acceptance – Statistical Evaluation

5-04.3(9)B1

Mixture Statistical Evaluation – Lots and Sublots

HMA mixture which is accepted by Statistical Evaluation will be evaluated by the
Contracting Agency dividing that HMA tonnage into mixture lots, and each mixture lot
will be evaluated using stratified random sampling by the Contracting Agency sub-dividing
each mixture lot into mixture sublots. All mixture in a mixture lot shall be of the same
mix design. The mixture sublots will be numbered in the order in which the mixture (of a
particular mix design) is paved.

Each mixture lot comprises a maximum of 15 mixture sublots, except:

•

The final mixture lot of each mix design on the Contract will comprise a maximum of

25 sublots.

•

A mixture lot for a test section will consist of three sublots.

Each mixture sublot shall be approximately uniform in size with the maximum mixture
sublot size as specified in

Table 10

. The quantity of material represented by the final

mixture sublot of the project, for each mix design on the project, may be increased to a
maximum of two times the mixture sublot quantity calculated.

Page 5-44

Hot Mix Asphalt

Table 10

Maximum HMA Mixture Sublot Size For HMA Accepted by

Statistical Evaluation

HMA Original Plan Quantity (tons)

Maximum Sublot Size (tons)

< 20,000

1,000

20,000 to 30,000

1,500

>30,000

2,000

“Plan quantity” means the plan quantity of all HMA of the same class and binder grade which is

accepted by Statistical Evaluation.

The maximum sublot size for each combination of HMA class and binder grade shall be

calculated separately.

•

For a mixture lot in progress with a mixture CPF less than 0.75, a new mixture lot

will begin at the Contractor’s request after the Engineer is satisfied that material

conforming to the Specifications can be produced. See also

Section 5-04.3(11)F

•

If, before completing a mixture lot, the Contractor requests a change to the JMF

which is approved by the Engineer, the mixture produced in that lot after the

approved change will be evaluated on the basis of the changed JMF, and the mixture

produced in that lot before the approved change will be evaluated on the basis of the

unchanged JMF; however, the mixture before and after the change will be evaluated

in the same lot. Acceptance of subsequent mixture lots will be evaluated on the basis

of the changed JMF.

5-04.3(9)B2

Mixture Statistical Evaluation – Sampling

Comply with

Section 1-06.2(1)

Samples of HMA mixture which is accepted by Statistical Evaluation will be randomly
selected from within each sublot, with one sample per sublot. The Engineer will determine
the random sample location using WSDOT Test Method

T 716

. The Contractor shall

obtain the sample when ordered by the Engineer. The Contractor shall sample the HMA
mixture in the presence of the Engineer and in accordance with FOP for AASHTO 168.

5-04.3(9)B3

Mixture Statistical Evaluation – Acceptance Testing

Comply with

Section 1-06.2(1)

The Contracting Agency will test the mixture sample from each sublot (including sublots
in a test section) for the properties shown in

Table 11

Table 11

Testing Required for each HMA Mixture Sublot

Test

Procedure

Performed by

VMA and V

WSDOT

SOP 731

Engineer

Asphalt Binder Content

FOP for AASHTO T 308

Engineer

Gradation: percent Passing

1½″, 1″, ¾″, ½″, ⅜″, No. 4,

No. 8, No. 200

FOP for AASHTO T 30/T 11

Engineer

Hot Mix Asphalt

5-04

The mixture samples and tests taken for the purpose of determining acceptance of the
test section (as described in

Section 5-04.3(9)A

) shall also be used as the test results for

acceptance of the mixture described in Sections

and

5-04.3(9)B4

Mixture Statistical Evaluation – Pay Factors

Comply with

Section 1-06.2(2)

The Contracting Agency will determine a pay factor (PF

) for each of the properties in

Table 11

Section 5-04.3(9)B3

, for each mixture lot, using the quality level analysis in

Section 1-06.2(2)D.

For Gradation, a pay factor will be calculated for each of the sieve

sizes listed in

Table 11

Section 5-04.3(9)B3

, which is equal to or smaller than the

maximum allowable aggregate size (100 percent passing sieve) of the HMA mixture. The
USL and LSL shall be calculated using the Job Mix Formula Tolerances (for Statistical
Evaluation) in

Section 9-03.8(7)

If a constituent is not measured in accordance with these Specifications, its individual pay
factor will be considered 1.00 in calculating the Composite Pay Factor (CPF).

5-04.3(9)B5

Mixture Statistical Evaluation – Composite Pay Factors

(CPF)

Comply with

Section 1-06.2(2)

In accordance with

Section 1-06.2(2)D4

, the Contracting Agency will determine a

Composite Pay Factor (CPF) for each mixture lot from the pay factors calculated in

Section 5-04.3(9)B4

, using the price adjustment factors in

Table 12

. Unless otherwise

specified, the maximum CPF for HMA mixture shall be 1.05.

Table 12

HMA Mixture Price Adjustment Factors

Constituent

Factor “f”

All aggregate passing: 1½″, 1″, ¾″, ½″, ⅜″ and No.4 sieves

All aggregate passing No. 8 sieve

All aggregate passing No. 200 sieve

Asphalt binder

Voids in Mineral Aggregate (VMA)

Air Voids (V

)

Page 5-46

Hot Mix Asphalt

5-04.3(9)B6

Mixture Statistical Evaluation – Price Adjustments

For each HMA mixture lot, a Job Mix Compliance Price Adjustment will be determined
and applied, as follows:

JMCPA = [0.60 × (CPF – 1.00)] × Q × UP

Where

JMCPA

= Job Mix Compliance Price Adjustment for a given lot of mixture ($)

CPF

= Composite Pay Factor for a given lot of mixture (maximum is 1.05)

= Quantity in a given lot of mixture (tons)

= Unit price of the HMA in a given lot of mixture ($/ton)

5-04.3(9)B7

Mixture Statistical Evaluation – Retests

The Contractor may request that a mixture sublot be retested. To request a retest, submit
a written request to the Contracting Agency within 7 calendar days after the specific
test results have been posted to the website or emailed to the Contractor, whichever
occurs first. The Contracting Agency will send a split of the original acceptance sample
for testing by the Contracting Agency to either the Region Materials Laboratory or the
State Materials Laboratory as determined by the Engineer. The Contracting Agency will
not test the split of the sample with the same equipment or by the same tester that ran
the original acceptance test. The sample will be tested for a complete gradation analysis,
asphalt binder content, VMA and V

, and the results of the retest will be used for the

acceptance of the HMA mixture in place of the original mixture sublot sample test results.
The cost of testing will be deducted from any monies due or that may come due the
Contractor under the Contract at the rate of $250 per sample.

5-04.3(9)C Vacant
5-04.3(9)D

Mixture Acceptance – Visual Evaluation

Visual Evaluation of HMA mixture will be by visual inspection by the Engineer or, in the
sole discretion of the Engineer, the Engineer may sample and test the mixture.

5-04.3(9)D1 Mixture Visual Evaluation – Lots, Sampling, Testing, Price

Adjustments

HMA mixture accepted by Visual Evaluation will not be broken into lots unless the
Engineer determines that testing is required. When that occurs, the Engineer will identify
the limits of the questionable HMA mixture, and that questionable HMA mixture shall
constitute a lot. Then, the Contractor will take samples from the truck, or the Engineer will
take core samples from the roadway at a minimum of three random locations from within
the lot, selected in accordance with WSDOT Test Method

T 716

, taken from the roadway

in accordance with WSDOT

SOP 734

, and tested in accordance with WSDOT

SOP 737

The Engineer will test one of the samples for all constituents in

Section 5-04.3(9)B3

If all constituents from that test fall within the Job Mix Formula Tolerances (for Visual
Evaluation) in

Section 9-03.8(7)

, the lot will be accepted at the unit Contract price with no

further evaluation.

Hot Mix Asphalt

5-04

When one or more constituents fall outside those tolerance limits, the other samples will
be tested for all constituents in

Section 5-04.3(9)B3

, and a Job Mix Compliance Price

Adjustment will be calculated in accordance with

Table 13

Table 13

Visual Evaluation – Out of Tolerance Procedures

Comply with the Following

Pay Factors

Section 5-04.3(9)B4

Composite Pay Factors

Section 5-04.3(9)B5

Price Adjustments

Section 5-04.3(9)B6

The Visual Evaluation tolerance limits in

Section 9-03.8(7)

will be used in the

calculation of the PF

The maximum CPF shall be 1.00.

5-04.3(9)E

Mixture Acceptance – Notification of Acceptance Test Results

The results of all mixture acceptance testing and the Composite Pay Factor (CPF) of the
lot after three sublots have been tested will be available to the Contractor through the
Contracting Agency’s website.

The Contracting Agency will endeavor to provide written notification (via email to the
Contractor’s designee) of acceptance test results through its web-based materials testing
system Statistical Analysis of Materials (SAM) within 24 hours of the sample being made
available to the Contracting Agency. However, the Contractor agrees:
1. Quality control, defined as the system used by the Contractor to monitor, assess, and

adjust its production processes to ensure that the final HMA mixture will meet the
specified level of quality, is the sole responsibility of the Contractor.

2. The Contractor has no right to rely on any testing performed by the Contracting

Agency, nor does the Contractor have any right to rely on timely notification by the
Contracting Agency of the Contracting Agency’s test results (or statistical analysis
thereof), for any part of quality control and/or for making changes or correction to
any aspect of the HMA mixture.

3. The Contractor shall make no claim for untimely notification by the Contracting

Agency of the Contracting Agency’s test results or statistical analysis.

5-04.3(10) HMA Compaction Acceptance

For all HMA, the Contractor shall comply with the General Compaction Requirements
in

Section 5-04.3(10)A

. The Contracting Agency will evaluate all HMA for compaction

compliance with one of the following - Statistical Evaluation, Visual Evaluation, or Test
Point Evaluation - determined by the criteria in

Table 14

Page 5-48

Hot Mix Asphalt

Table 14

Criteria for Determining Method of Evaluation for HMA Compaction

Statistical Evaluation of HMA

Compaction is Required For:

Visual Evaluation of HMA

Compaction is Required For:

Test Point Evaluation of HMA

Compaction is Required For:

•

Any HMA for which the

specified course thickness is

greater than 0.10 feet, and

the HMA is in:

– traffic lanes, including

but not limited to:

•

ramp lanes

•

truck climbing lanes

•

weaving lanes

•

speed change lanes

•

“HMA for Preleveling…”

•

“HMA for Pavement

Repair…”

•

Any HMA not meeting

the criteria for Statistical

Evaluation or Visual

Evaluation

This table applies to all HMA, and shall be the sole basis for determining the acceptance method for

compaction.

The Contracting Agency may, at its sole discretion, evaluate any HMA for compliance with
the Cyclic Density requirements of

Section 5-04.3(10)B

5-04.3(10)A

HMA Compaction – General Compaction Requirements

Immediately after the HMA has been spread and struck off, and after surface irregularities
have been adjusted, thoroughly and uniformly compact the mix. The completed course
shall be free from ridges, ruts, humps, depressions, objectionable marks, and irregularities
and shall conform to the line, grade, and cross-section shown in the Plans. If necessary,
alter the JMF in accordance with

Section 9-03.8(7)

to achieve desired results.

Compact the mix when it is in the proper condition so that no undue displacement,
cracking, or shoving occurs. Compact areas inaccessible to large compaction equipment
by mechanical or hand tampers. Remove HMA that becomes loose, broken, contaminated,
shows an excess or deficiency of asphalt, or is in any way defective. Replace the removed
material with new HMA, and compact it immediately to conform to the surrounding area.

The type of rollers to be used and their relative position in the compaction sequence
shall generally be the Contractor’s option, provided the specified densities are attained.
An exception shall be that pneumatic tired rollers shall be used for compaction of the
wearing course beginning October 1

of any year through March 31

of the following

year. Coverage with a steel wheel roller may precede pneumatic tired rolling. Unless
otherwise approved by the Engineer, operate rollers in the static mode when the internal
temperature of the mix is less than 175°F. Regardless of mix temperature, do not operate
a roller in a mode that results in checking or cracking of the mat.

On bridge decks and on roadway approaches within five feet of a bridge/back of
pavement seat, rollers shall not be operated in a vibratory mode, defined as a mode in
which the drum vibrates vertically. However, unless otherwise noted on the plans, rollers
may be operated in an oscillatory mode, defined as a mode in which the drum vibrates in
the horizontal direction only.

Standard Specifications for Road, Bridge, and Municipal Construction 2020 (M 41-10) - page 60