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

Hot Mix Asphalt

5-04

5-04.3(10)B

HMA Compaction – Cyclic Density

Low cyclic density areas are defined as spots or streaks in the pavement that are less
than 90 percent of the theoretical maximum density. At the Engineer’s discretion, the
Engineer may evaluate the HMA pavement for low cyclic density, and when doing so will
follow

WSDOT SOP 733

. A $500 Cyclic Density Price Adjustment will be assessed for any

500-foot section with two or more density readings below 90 percent of the theoretical
maximum density.

5-04.3(10)C

HMA Compaction Acceptance – Statistical Evaluation

HMA compaction which is accepted by Statistical Evaluation will be based on acceptance
testing performed by the Contracting Agency, and statistical analysis of those acceptance
tests results. This will result in a Compaction Price Adjustment.

5-04.3(10)C1 HMA Compaction Statistical Evaluation – Lots and Sublots

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

Each compaction lot comprises a maximum of 15 compaction sublots, except for the
final compaction lot of each mix design on the Contract, which comprises a maximum of
25 sublots.

Each compaction sublot shall be uniform in size as shown in

Table 15

, except that the

last compaction sublot of each day may be increased to a maximum of two times the
compaction sublot quantity calculated. Minor variations in the size of any sublot shall not
be cause to invalidate the associated test result.

Table 15

HMA Compaction Sublot Size

HMA Original Plan Quantity (tons)

Compaction Sublot Size (tons)

<20,000

100

20,000 to 30,000

150

>30,000

200

In determining the plan quantity tonnage, do not include any tons accepted by test

point evaluation.

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The following will cause one compaction lot to end prematurely and a new compaction lot
to begin:

•

For a compaction lot in progress with a compaction CPF less than 0.75 using an LSL

= 91.5, a new compaction 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

All HMA which is paved on a bridge and accepted for compaction by Statistical Evaluation
will compose a bridge compaction lot. If the contract includes such HMA on more than
one bridge, compaction will be evaluated on each bridge individually, as separate bridge
compaction lots.

Bridge compaction sublots will be determined by the Engineer subject to the following:

•

All sublots on a given bridge will be approximately the same size.

•

Sublots will be stratified from the lot.

•

In no case will there be less than 3 sublots in each bridge compaction lot.

•

No sublot will exceed 50 tons.

•

Compaction test locations will be determined by the Engineer in accordance with

WSDOT Test Method

T 716

5-04.3(10)C2 HMA Compaction Statistical Evaluation – Acceptance

Testing

Comply with

Section 1-06.2(1)

The location of HMA compaction acceptance tests will be randomly selected by the
Contracting Agency from within each sublot, with one test per sublot. The Contracting
Agency will determine the random sample location using WSDOT Test Method

T 716

Use

Table 16

to determine compaction acceptance test procedures and to allocate

compaction acceptance sampling and testing responsibilities between the Contractor and
the Contracting Agency. HMA cores shall be taken or nuclear density testing shall occur
after completion of the finish rolling, prior to opening to traffic, and on the same day that
the mix is placed.

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5-04

Table 16

HMA Compaction Acceptance Testing Procedures and Responsibilities

When Contract Includes

Bid Item “HMA Core –

Roadway” or “HMA Core

– Bridge”

When Contract Does Not Include Bid Item “HMA

Core – Roadway” or “HMA Core – Bridge”

Basis for Test:

Cores

Nuclear Density Gauge

In-Place

Density

Determined by:

Contractor shall take

cores

using WSDOT

SOP

734

Contracting Agency will

determine core density

using FOP for AASHTO

T 166

Contracting Agency will

take cores

using WSDOT

SOP 734

Contracting Agency will

determine core density

using FOP for AASHTO

T 166

Contracting Agency, using

FOP for AASHTO T 355

Theoretical

Maximum

Density

Determined by:

Contracting Agency, using FOP for AASHTO T 209

Rolling Average

of Theoretical

Maximum

Densities

Determined by:

Contracting Agency, using WSDOT

SOP 729

Percent

Compaction

in Each Sublot

Determined by:

Contracting Agency,

using WSDOT

SOP 736

Contracting Agency,

using WSDOT

SOP 736

Contracting Agency,

using FOP for AASHTO

T 355

The core diameter shall be 4-inches unless otherwise approved by the Engineer.

The Contractor shall take the core samples in the presence of the Engineer, at locations designated by the

Engineer, and deliver the core samples to the Contracting Agency.

The Contracting Agency will determine, in its sole discretion, whether it will take cores or use the nuclear

density gauge to determine in-place density. Exclusive reliance on cores for density acceptance is generally
intended for small paving projects and is not intended as a replacement for nuclear gauge density testing on
typical projects.

The basis for test of all compaction sublots in a bridge compaction lot shall be cores. These cores shall be

taken by the Contractor when the Proposal includes the bid item “HMA Cores – Bridge”. When there is no
bid item for “HMA Cores – Bridge”, the Engineer will be responsible for taking HMA cores for all compaction
sublots in a bridge compaction lot. In either case, the Engineer will determine core location, in-place density
of the core, theoretical maximum density, rolling average of theoretical maximum density, and percent
compaction using the procedure called for in this section.

When using the nuclear density gauge for acceptance testing of pavement density, the
Engineer will follow WSDOT

SOP 730

for correlating the nuclear gauge with HMA cores.

When cores are required for the correlation, coring and testing will be by the Contracting
Agency. When a core is taken for gauge correlation at the location of a sublot, the relative
density of the core will be used for the sublot test result and is exempt from retesting.

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5-04.3(10)C3 HMA Statistical Compaction – Price Adjustments

For each HMA compaction lot (that is accepted by Statistical Evaluation) which has
less than three compaction sublots, for which all compaction sublots attain a minimum
of 91 percent compaction determined in accordance with FOP for AASHTO T 355 (or
WSDOT

SOP 736

when provided by the Contract), the HMA will be accepted at the unit

Contract price with no further evaluation.

For each HMA compaction lot (that is accepted by Statistical Evaluation) which does
not meet the criteria in the preceding paragraph, the compaction lot shall be evaluated
in accordance with

Section 1-06.2(2)D5

to determine the appropriate Composite Pay

Factor (CPF). All of the test results obtained from the acceptance samples from a given
compaction lot shall be evaluated collectively. Additional testing by either a nuclear
density gauge or cores will be completed as required to provide a minimum of three tests
for evaluation.

Determine the Compaction Price Adjustment (CPA) from the table below, selecting the
equation for CPA that corresponds to the value of CPF determined above.

Calculating HMA Compaction Price Adjustment (CPA)

Value of CPF

Equation for Calculating CPA

When CPF > 1.00

CPA = [1.00 × (CPF – 1.00)] × Q × UP

When CPF = 1.00

CPA = $0

When CPF < 1.0

CPA = [0.60 × (CPF – 1.00)] × Q × UP

Where

CPA = Compaction Price Adjustment for the compaction lot ($)

CPF = Composite Pay Factor for the compaction lot (maximum is 1.05)

= Quantity in the compaction lot (tons)

= Unit price of the HMA in the compaction lot ($/ton)

5-04.3(10)C4 HMA Statistical Compaction – Requests for Retesting

For a compaction sublot that has been tested with a nuclear density gauge that did not
meet the minimum of 91.5 percent of the theoretical maximum density in a compaction
lot with a CPF below 1.00 and thus subject to a price reduction or rejection, the
Contractor may request that a core, taken at the same location as the nuclear density
test, be used for determination of the relative density of the compaction sublot. The
relative density of the core will replace the relative density determined by the nuclear
density gauge for the compaction sublot and will be used for calculation of the CPF and
acceptance of HMA compaction lot. When cores are taken by the Contracting Agency
at the request of the Contractor, they shall be requested by noon of the next workday
after the test results for the compaction sublot have been provided or made available to
the Contractor. Traffic control shall be provided by the Contractor as requested by the
Engineer. Failure by the Contractor to provide the requested traffic control will result in
forfeiture of the request for retesting. When the CPF for the compaction lot based on the
results of the cores is less than 1.00, the Contracting Agency will deduct the cost for the
coring from any monies due or that may become due the Contractor under the Contract
at the rate of $200 per core and the Contractor shall pay for the cost of the traffic control.

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5-04

5-04.3(10)D HMA Compaction – Visual Evaluation

Visual Evaluation will be the basis of acceptance for compaction of the Bid items “HMA
for Pavement Repair Cl. ___ PG ___” and “HMA for Prelevelling Class___ PG___”. This HMA
shall be thoroughly compacted to the satisfaction of the Engineer. HMA that is used to
prelevel wheel ruts shall be compacted with a pneumatic tire roller.

5-04.3(10)E

HMA Compaction – Test Point Evaluation

When compaction acceptance is by Test Point Evaluation, compact HMA based on
a test point evaluation of the compaction train. Perform the test point evaluation in
accordance with instructions from the Engineer. The number of passes with an approved
compaction train, required to attain the maximum test point density, shall be used on all
subsequent paving.

5-04.3(10)F

HMA Compaction Acceptance – Notification of Acceptance

Test Results

The obligations and responsibilities for notifying the Contractor of compaction
acceptance test results are the same as for mixture acceptance test results. See

Section 5-04.3(9)E

5-04.3(11) Reject Work

This section applies to HMA and all requirements related to HMA (except aggregates prior
to being incorporated into HMA). For rejection of aggregate prior to its incorporation into
HMA refer to

Section 3-04

5-04.3(11)A

Reject Work – General

Work that is defective or does not conform to Contract requirements shall be rejected.
The Contractor may propose, in writing, alternatives to removal and replacement of
rejected material. Acceptability of such alternative proposals will be determined at the
sole discretion of the Engineer.

5-04.3(11)B

Rejection by Contractor

The Contractor may, prior to acceptance sampling and testing, elect to remove any
defective material and replace it with new material. Any such new material will be
sampled, tested, and evaluated for acceptance.

5-04.3(11)C

Rejection Without Testing (Mixture or Compaction)

The Engineer may, without sampling, reject any batch, load, or section of Roadway that
appears defective. Material rejected before placement shall not be incorporated into
the pavement.

No payment will be made for the rejected materials or the removal of the materials unless
the Contractor requests the rejected material to be tested. If the Contractor requests
testing, acceptance will be by Statistical Evaluation, and a minimum of three samples
will be obtained and tested. When uncompacted material is required for testing but

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not available, the Engineer will determine random sample locations on the roadway in
accordance with WSDOT Test Method

T 716

, take cores in accordance with WSDOT

SOP 734

, and test the cores in accordance with WSDOT

SOP 737

If the CPF for the rejected material is less than 0.75, no payment will be made for the
rejected material; in addition, the cost of sampling and testing shall be borne by the
Contractor. If the CPF is greater than or equal to 0.75, the cost of sampling and testing
will be borne by the Contracting Agency. If the material is rejected before placement
and the CPF is greater than or equal to 0.75, compensation for the rejected material
will be at a CPF of 0.75. If rejection occurs after placement and the CPF is greater than
or equal to 0.75, compensation for the rejected material will be at the calculated CPF
with an addition of 25 percent of the unit Contract price added for the cost of removal
and disposal.

5-04.3(11)D Rejection – A Partial Sublot (Mixture or Compaction)

In addition to the random acceptance sampling and testing, the Engineer may also isolate
from a mixture or compaction sublot any material that is suspected of being defective
in relative density, gradation or asphalt binder content. Such isolated material will not
include an original sample location. The Contracting Agency will obtain a minimum
of three random samples of the suspect material and perform the testing. When
uncompacted material is required for testing but is not available, the Engineer will select
random sample locations on the roadway in accordance with WSDOT Test Method

T 716

, take cores samples in accordance with WSDOT

SOP 734

, and test the material in

accordance with WSDOT

SOP 737

. The material will then be statistically evaluated as an

independent lot in accordance with

Section 1-06.2(2)

5-04.3(11)E

Rejection – An Entire Sublot (Mixture or Compaction)

An entire mixture or compaction sublot that is suspected of being defective may be
rejected. When this occurs, a minimum of two additional random samples from this sublot
will be obtained. When uncompacted material is required for the additional samples but
the material has been compacted, the Contracting Agency will take and test cores from
the roadway as described in

Section 5-04.3(11)D

. The additional samples and the original

sublot will be evaluated as an independent lot in accordance with

Section 1-06.2(2)

5-04.3(11)F

Rejection - A Lot in Progress (Mixture or Compaction)

The Contractor shall shut down operations and shall not resume HMA placement until
such time as the Engineer is satisfied that material conforming to the Specifications can
be produced when:
1. the Composite Pay Factor (CPF) of a mixture or compaction lot in progress drops

below 1.00 and the Contractor is taking no corrective action, or

2. the Pay Factor (PF

) for any constituent of a mixture or compaction lot in progress

drops below 0.95 and the Contractor is taking no corrective action, or

3. either the PF

for any constituent (or the CPF) of a mixture or compaction lot in

progress is less than 0.75.

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5-04

5-04.3(11)G Rejection – An Entire Lot (Mixture or Compaction)

An entire lot with a CPF of less than 0.75 will be rejected.

5-04.3(12) Joints

5-04.3(12)A

HMA Joints

5-04.3(12)A1 Transverse Joints

Conduct operations such that the placement of the top or wearing course is a continuous
operation or as close to continuous as possible. Unscheduled transverse joints will be
allowed, but the roller may pass over the unprotected end of the freshly laid HMA only
when the placement of the course is discontinued for such a length of time that the
HMA will cool below compaction temperature. When the Work is resumed, cut back the
previously compacted HMA to produce a slightly beveled edge for the full thickness of
the course.

Construct a temporary wedge of HMA on a 50H:1V where a transverse joint as a result
of paving or planing is open to traffic. Separate the HMA in the temporary wedge from
the permanent HMA upon which it is placed by strips of heavy wrapping paper or other
methods approved by the Engineer. Remove the wrapping paper and trim the joint to a
slightly beveled edge for the full thickness of the course prior to resumption of paving.

Waste the material that is cut away and place new HMA against the cut. Use rollers or
tamping irons to seal the joint.

5-04.3(12)A2 Longitudinal Joints

Offset the longitudinal joint in any one course from the course immediately below by
not more than 6 inches nor less than 2 inches. Locate all longitudinal joints constructed
in the wearing course at a lane line or an edge line of the Traveled Way. Construct a
notched wedge joint along all longitudinal joints in the wearing surface of new HMA
unless otherwise approved by the Engineer. The notched wedge joint shall have a vertical
edge of not less than the maximum aggregate size nor more than ½ of the compacted lift
thickness, and then taper down on a slope not steeper than 4H:1V. Uniformly compact
the sloped portion of the HMA notched wedge joint.

On one-lane ramps a longitudinal joint may be constructed at the center of the traffic
lane, subject to approval by the Engineer, if:
1. The ramp must remain open to traffic, or
2. The ramp is closed to traffic and a hot-lap joint is constructed.

a. Two paving machines shall be used to construct the hot-lap joint.
b. The pavement within 6 inches of the hot-lap joint will not be excluded from

random location selection for compaction testing.

c. Construction equipment other than rollers shall not operate on any

uncompacted HMA.

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When HMA is placed adjacent to cement concrete pavement, construct longitudinal joints
between the HMA and the cement concrete pavement. Saw the joint to the dimensions
shown on Standard Plan A-40.10 and fill with joint sealant meeting the requirements of

Section 9-04.2

5-04.3(12)B

Bridge Paving Joint Seals

5-04.3(12)B1 HMA Sawcut and Seal

Prior to placing HMA on the bridge deck, establish sawcut alignment points at both
ends of the bridge paving joint seals to be placed at the bridge ends, and at interior
joints within the bridge deck when and where shown in the Plans. Establish the sawcut
alignment points in a manner that they remain functional for use in aligning the sawcut
after placing the HMA overlay.

Submit a Type 1 Working Drawing consisting of the sealant manufacturer’s application
procedure.

Construct the bridge paving joint seal as specified in the Plans and in accordance
with the detail shown in the Standard Plans. Construct the sawcut in accordance with

Section 5-05.3(8)

. Apply the sealant in accordance with

Section 5-05.3(8)B

and the

manufacturer’s application procedure.

5-04.3(12)B2 Paved Panel Joint Seal

Construct the paved panel joint seal in accordance with the requirements specified in

Section 5-04.3(12)B1

and the following requirement:

1. Clean and seal the existing joint between concrete panels in accordance with

Section

5-01.3(8)

and the details shown in the Standard Plans.

5-04.3(13) Surface Smoothness

The completed surface of all courses shall be of uniform texture, smooth, uniform as to
crown and grade, and free from defects of all kinds. The completed surface of the wearing
course shall not vary more than ⅛ inch from the lower edge of a 10-foot straightedge
placed on the surface parallel to the centerline. The transverse slope of the completed
surface of the wearing course shall vary not more than ¼ inch in 10 feet from the rate of
transverse slope shown in the Plans.

When deviations in excess of the above tolerances are found that result from a high place
in the HMA, correct the pavement surface by one of the following methods:
1.  Remove material from high places by grinding with an approved grinding machine, or
2.  Remove and replace the wearing course of HMA, or
3.  By other method approved by the Engineer.

Correct defects until there are no deviations anywhere greater than the allowable
tolerances.

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5-04

Deviations in excess of the above tolerances that result from a low place in the HMA
and deviations resulting from a high place where corrective action, in the opinion of the
Engineer, will not produce satisfactory results will be accepted with a price adjustment.
The Engineer shall deduct from monies due or that may become due to the Contractor
the sum of $500.00 for each and every section of single traffic lane 100 feet in length in
which any excessive deviations described above are found.

When concrete pavement is to be placed on HMA, the surface tolerance of the HMA
shall be such that no surface elevation lies above the Plan grade minus the specified
Plan depth of concrete pavement. Prior to placing the concrete pavement, bring any
such irregularities to the required tolerance by grinding or other means allowed by the
Engineer.

When utility appurtenances such as manhole covers and valve boxes are located in the
Traveled Way, pave the Roadway before the utility appurtenances are adjusted to the
finished grade.

5-04.3(14) Planing Bituminous Pavement

Plane in such a manner that the underlying pavement is not torn, broken, or otherwise
damaged by the planing operation. Delamination or raveling of the underlying pavement
will not be construed as damage due to the Contractor’s operations. Pavement outside
the limits shown in the Plans or designated by the Engineer that is damaged by the
Contractor’s operations shall be repaired to the satisfaction of the Engineer at no
additional cost to the Contracting Agency.

For mainline planing operations, use equipment with automatic controls and with sensors
for either or both sides of the equipment. The controls shall be capable of sensing the
grade from an outside reference line, or a mat-referencing device. The automatic controls
shall have a transverse slope controller capable of maintaining the mandrel at the desired
transverse slope (expressed as a percentage) within plus or minus 0.1 percent.

Remove all loose debris from the planed surface before opening the planed surface to
traffic. The planings and other debris resulting from the planing operation shall become
the property of the Contractor and be disposed of in accordance with

Section 2-03.3(7)C

or as otherwise allowed by the Contract.

5-04.3(15) Sealing Pavement Surfaces

Apply a fog seal where shown in the Plans. Construct the fog seal in accordance with

Section 5-02.3

. Unless otherwise approved by the Engineer, apply the fog seal prior to

opening to traffic.

5-04.3(16) HMA Road Approaches

Construct HMA approaches at the locations shown in the Plans or where staked by the
Engineer, in accordance with

Section 5-04

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5-04.4 Measurement

HMA Cl. ___ PG ___, HMA for ___ Cl. ___ PG ___, and Commercial HMA will be measured
by the ton in accordance with

Section 1-09.2

, with no deduction being made for the

weight of asphalt binder, mineral filler, or any other component of the HMA. If the
Contractor elects to remove and replace HMA as allowed by

Section 5-04.3(11)

, the

material removed will not be measured.
Roadway cores will be measured per each for the number of cores taken.
Crack Sealing-LF will be measured by the linear foot along the line of the crack.
Soil residual herbicide will be measured by the mile for the stated width to the nearest
0.01 mile or by the square yard, whichever is designated in the Proposal.
Pavement repair excavation will be measured by the square yard of surface marked prior
to excavation.
Asphalt for fog seal will be measured by the ton, as provided in

Section 5-02.4

Longitudinal joint seals between the HMA and cement concrete pavement will be
measured by the linear foot along the line and slope of the completed joint seal.
HMA sawcut and seal, and paved panel joint seal, will be measured by the linear foot
along the line and slope of the completed joint seal.

Planing bituminous pavement will be measured by the square yard.
Temporary pavement marking will be measured by the linear foot as provided in

Section 8-23.4

Water will be measured by the M gallon as provided in

Section 2-07.4

5-04.5 Payment

Payment will be made for each of the following Bid items that are included in the
Proposal:

“HMA Cl. ___ PG ___”, per ton.
“HMA for Approach Cl. ___ PG ___”, per ton.
“HMA for Preleveling Cl. ___ PG ___”, per ton.
“HMA for Pavement Repair Cl. ___ PG ___”, per ton.
“Commercial HMA”, per ton.
The unit Contract price per ton for “HMA Cl. ___ PG ___”, “HMA for Approach Cl. ___
PG ___”, “HMA for Preleveling Cl. ___ PG ___”, “HMA for Pavement Repair Cl. ___ PG
___”, and “Commercial HMA” shall be full compensation for all costs, including anti-
stripping additive, incurred to carry out the requirements of

Section 5-04

except for

those costs included in other items which are included in this Subsection and which
are included in the Proposal.
“Crack Sealing-FA”, by force account.

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5-04

“Crack Sealing-FA” will be paid for by force account as specified in

Section 1-09.6

For the purpose of providing a common Proposal for all Bidders, the Contracting
Agency has entered an amount in the Proposal to become a part of the total Bid by
the Contractor.
“Crack Sealing-LF”, per linear foot.
The unit Contract price per linear foot for “Crack Sealing-LF” shall be full payment
for all costs incurred to perform the Work described in

Section 5-04.3(4)A

“Soil Residual Herbicide ____ ft. Wide”, per mile, or
“Soil Residual Herbicide”, per square yard.
The unit Contract price per mile or per square yard for “Soil Residual Herbicide”
shall be full payment for all costs incurred to obtain, provide and install herbicide in
accordance with

Section 5-04.3(4)B

“Pavement Repair Excavation Incl. Haul”, per square yard.
The unit Contract price per square yard for “Pavement Repair Excavation Incl. Haul”
shall be full payment for all costs incurred to perform the Work described in

Section

5-04.3(4)C

with the exception, however, that all costs involved in the placement of

HMA shall be included in the unit Contract price per ton for “HMA for Pavement
Repair Cl. ___ PG ___”, per ton.
“Asphalt for Fog Seal”, per ton.
Payment for “Asphalt for Fog Seal” is described in

Section 5-02.5

“Longitudinal Joint Seal”, per linear foot.
The unit Contract price per linear foot for “Longitudinal Joint Seal” shall be full
payment for all costs incurred to construct the longitudinal joint between HMA and
cement concrete pavement, as described in

Section 5-04.3(12)B

“HMA Sawcut And Seal”, per linear foot.
The unit Contract price per linear foot for “HMA Sawcut And Seal” shall
be full payment for all costs incurred to perform the Work described in

Section 5-04.3(12)B1

“Paved Panel Joint Seal”, per linear foot.
The unit Contract price per linear foot for “Paved Panel Joint Seal” shall
be full payment for all costs incurred to perform the Work described in

Section 5-04.3(12)B2

“Planing Bituminous Pavement”, per square yard.
The unit Contract price per square yard for “Planing Bituminous Pavement”
shall be full payment for all costs incurred to perform the Work described
in

Section 5-04.3(14)

“Temporary Pavement Marking”, per linear foot.
Payment for “Temporary Pavement Marking” is described in

Section 8-23.5

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“Water”, per M gallon.
Payment for “Water” is described in

Section 2-07.5

“Job Mix Compliance Price Adjustment”, by calculation.
“Job Mix Compliance Price Adjustment” will be calculated and paid for as described
in

Section 5-04.3(9)B6

and

5-04.3(9)D1

“Compaction Price Adjustment”, by calculation.
“Compaction Price Adjustment” will be calculated and paid for as described in

Section 5-04.3(10)C3

“HMA Core – Bridge”, per each.
The unit Contract price per each for “HMA Core – Bridge” shall be full payment
for all costs, including traffic control, associated with taking HMA density cores in
pavement that is on a bridge deck.
“HMA Core – Roadway”, per each.
The unit Contract price per each for “HMA Core – Roadway” shall be full payment
for all costs, including traffic control, associated with taking HMA density cores in
pavement that is not on a bridge deck.
“Cyclic Density Price Adjustment”, by calculation.
“Cyclic Density Price Adjustment” will be calculated and paid for as described in

Section 5-04.3(10)B

Cement Concrete Pavement

5-05

Cement Concrete Pavement

5-05.1 Description

This Work shall consist of constructing a pavement composed of cement concrete on a
prepared Subgrade or base in accordance with these Specifications and in conformity with
the lines, grades, thicknesses, and typical cross-sections shown in the Plans or established
by the Engineer.

5-05.2 Materials

Materials shall meet the requirements of the following sections:
Cement

Fine Aggregate

Coarse Aggregate

Combined Aggregate

Joint Filler

Joint Sealants

Corrosion Resistant Dowel Bars

9-07.5(2)

Tie Bars

9-07.6

Concrete Patching Material

9-20.

Curing Materials and Admixtures

9-23

Water

9-25

Epoxy Resins

9-26

Cementitious materials are considered to be the following: portland cement, blended
hydraulic cement, fly ash, ground granulated blast furnace slag, and microsilica fume.

5-05.3

Construction Requirements

5-05.3(1) Concrete Mix Design for Paving

The Contractor shall provide a concrete mix design for each design of concrete specified
in the Contract. The Contractor shall use ACI 211.1 as a guide to determine proportions.
Concrete strength, placement, and workability shall be the responsibility of the
Contractor. Following approval of the Contractor’s proposal, all other requirements of

Section 5-05

shall apply.

1. Materials – Materials shall conform to

Section 5-05.2

. Fine aggregate shall conform

Section 9-03.1(2)

, Class 1. Coarse aggregate shall conform to

Section 9-03.1(4)

AASHTO grading No. 467. An alternate combined gradation conforming to

Section

9-03.1(5)

may be proposed, that has a nominal maximum aggregate size equal to or

greater than a 1½-inch sieve.

Fly ash, if used, shall not exceed 35 percent by weight of the total cementitious
material, shall conform to

Section 9-23.9

and shall be limited to Class F with a

maximum CaO content of 15 percent by weight.

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Cement Concrete Pavement

Ground granulated blast furnace slag, if used, shall not exceed 30 percent by weight
of the total cementitious material and shall conform to

Section 9-23.10

. When both

ground granulated blast furnace slag and fly ash are included in the concrete mix,
the total weight of both these materials is limited to 35 percent by weight of the
total cementitious material. As an alternative to the use of fly ash, ground granulated
blast furnace slag and cement as separate components, a blended hydraulic cement
that meets the requirements of

Section 9-01.2(1)B

Blended Hydraulic Cements may

be used.

The water/cement ratio shall be calculated on the total weight of cementitious
material. Cementitious materials are those listed in

Section 5-05.2

. The minimum

cementitious material for any mix design shall be 564 pounds per cubic yard.

2. Submittals – The Contractor’s submittal shall include the mix proportions per

cubic yard, test results from beams and cylinders, and the proposed sources for all
ingredients including the fly ash. The mix shall be capable of providing a minimum
flexural strength of 650 psi at 14 days. Evaluation of strength shall be based on
statistically analyzed results of five beam specimens made according to WSDOT

T 808

and tested according to WSDOT

T 802

that demonstrate a quality level of

not less than 80 percent analyzed in accordance with

Section 1-06.2(2)D

. In addition

the Contractor shall fabricate, cure, and test five sets of cylinders, for evaluation of
28-day strengths, according to FOP for AASHTO T 22 and FOP for AASHTO T 23
using the same mix design as used in fabrication of the beams.

Mix designs submitted by the Contractor shall provide a unique identification
for each proposal and shall include test data confirming that concrete made
in accordance with the proposed design will meet the requirements of these
Specifications and the 28-day compressive strength result. Test data shall be from
an independent testing lab or from a commercial concrete producer’s lab. If the test
data is developed at a producer’s lab, the Engineer or a representative may witness
all testing.

3. Mix Design Modifications – The Contractor may initiate adjustments to the

aggregate proportions of the approved mix design. An adjustment in both the fine
and coarse aggregate batch target weights of plus or minus 200 pounds per cubic
yard will be allowed without resubmittal of the mix design. The adjusted aggregate
weights shall become the new batch target weights for the mix design.

4. Conformance to Mix Design – Cement and coarse and fine aggregate weights shall

be within the following tolerances of the batch target weights of the mix design:

Concrete Batch Weights

Cement

+5%

-1%

Coarse Aggregate

+ 2%

- 2%

Fine Aggregate

+ 2%

- 2%

If the total cementitious material weight is made up of different components, these
component weights shall be within the following tolerances:

Cement Concrete Pavement

5-05

a. Cement weight plus 5 percent or minus 1 percent of that specified in the mix

design.

b. Fly ash and ground granulated blast furnace slag weight plus or minus 5 percent

of that specified in the mix design.

c. Microsilica weight plus or minus 10 percent of that specified in the mix design.

Water shall not exceed the maximum water specified in the mix design.

The Contractor may initiate minor adjustments to the approved mix proportions
within the tolerances noted above without resubmitting the mix design.

The Contractor shall notify the Engineer in writing of any proposed modification. A new
mix design will designate a new lot.

5-05.3(2) Consistency

The materials shall be mixed with sufficient water to produce a stiff concrete which will
hold its shape when deposited upon the Subgrade. Concrete placed during wet weather
must be mixed with sufficient water to produce a very stiff mixture. The consistency
shall be such that separation of the mortar from the coarse aggregate will not occur in
handling.

The water/cementitious material ratio, by weight, shall not exceed 0.44. When slip-form
paving equipment is used, the Contractor shall further control concrete consistency to
ensure that edge slump conforms to the requirements of

Section 5-05.3(11)

5-05.3(3) Equipment

Equipment necessary for handling materials and performing all parts of the Work shall
conform to the following requirements:

5-05.3(3)A

Batching Plant and Equipment

1. General – The batching plant shall include bins, weighing hoppers, and scales for the

fine aggregate and for each size of coarse aggregate. If cement is used in bulk, a bin,
hopper, and separate scale for cement shall be included. The weighing hoppers shall
be properly sealed and vented to preclude dusting during operation. The batching
plant shall be equipped with a suitable batch counter that cannot be reset, which will
correctly indicate the number of batches proportioned.

2. Bins and Hoppers – Bins with adequate separate compartments for fine aggregate

and for each size of the coarse aggregate shall be provided in the batching plant.

5-05.3(3)B

Mixing Equipment

1. General – Concrete may be mixed at a batching plant or wholly or in part in truck

mixers. Each mixer shall have attached in a prominent place a manufacturer’s plate
showing the capacity of the drum in terms of volume of mixed concrete and the
speed of rotation of the mixing drum or blades.

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Cement Concrete Pavement

2. Batching Plant – Mixing shall be in an approved mixer capable of combining the

aggregates, cement, and water into a thoroughly mixed and uniform weight within
the specified mixing period.

Mixers shall be cleaned at suitable intervals. The pickup and throw-over blades in the
drum shall be repaired or replaced when they are worn down ¾ inch or more. The
Contractor shall have available at the jobsite a copy of the manufacturer’s design,
showing dimensions and arrangements of the blades in reference to original height
and depth, or provide permanent marks on blades to show points of ¾ inch wear
from new conditions. Drilled holes ¼ inch in diameter near each end and at midpoint
of each blade are recommended.

3. Truck Mixers and Truck Agitators – Truck mixers used for mixing and hauling

concrete, and truck agitators used for hauling plant-mixed concrete, shall conform to
the requirements of

Section 6-02.3(4)A

4. Nonagitator Trucks – Bodies of nonagitating hauling equipment for concrete shall

be smooth, mortar-tight, metal containers and shall be capable of discharging the
concrete at a satisfactory controlled rate without segregation. Covers shall be
provided when needed for protection. Plant-mixed concrete may be transported
in nonagitated vehicles provided that concrete is in a workable condition when
placed and:
a. discharge is completed within 45 minutes after the introduction of mixing water

to the cement and aggregates, or

b. discharge is completed within 60 minutes after the introduction of mixing water

to the cement and aggregates, provided the concrete mix temperature is 70°F
or below during placement, or

c. discharge is completed within 60 minutes after the introduction of mixing

water to the cement and aggregates, provided the mix contains an approved set
retarder at the manufacturer’s minimum dosage rate.

5-05.3(3)C

Finishing Equipment

The standard method of constructing concrete pavement on State Highways shall be
with approved slip-form paving equipment designed to spread, consolidate, screed,
and float-finish the freshly placed concrete in one complete pass of the machine so a
dense and homogeneous pavement is achieved with a minimum of hand finishing. On
other roads and on WSDOT projects requiring less than 1,000 square yards of cement
concrete pavement or requiring individual placement areas of less than 1,000 square
yards, irregular areas, intersections, and at locations inaccessible to slip-form paving
equipment, cement concrete pavement may be placed with approved placement and
finishing equipment utilizing stationary side forms. Hand screeding and float finishing
of cement concrete pavement may only be utilized on small irregular areas as allowed
by the Engineer.

Standard Specifications for Road, Bridge, and Municipal Construction 2020 (M 41-10) - page 61