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

Cement Concrete Pavement

5-05

5-05.3(3)D

Joint Sawing Equipment

The Contractor shall provide approved power driven concrete saws for sawing joints,
adequate in number of units and power to complete the sawing at the required rate.
The Contractor shall provide at least one standby saw in good working order. An ample
supply of saw blades shall be maintained at the site of the Work at all times during sawing
operations. The Contractor shall provide adequate artificial lighting facilities for night
sawing. All of this equipment shall be on the job both before and continuously during
concrete placement. Sawing equipment shall be available immediately and continuously
upon call by the Engineer on a 24-hour basis, including Saturdays, Sundays, and holidays.

5-05.3(3)E

Smoothness Testing Equipment

Inertial profilers shall meet all requirements of AASHTO M 328 and be certified in
accordance with AASHTO R 56 within the preceding 12 months.

The inertial profiler operator shall be certified as required by AASHTO R 56 within three
years preceding profile measurement.

Equipment or operator certification by other states or a profiler certification facility
will be accepted provided the certification meets the requirements of AASHTO R 56.
Documentation verifying certification by another state shall be submitted to the Engineer
a minimum of 14 calendar days prior to profile measurement. Equipment certification
documentation shall include the information required by part 8.5 and 8.6 of AASHTO
R 56. Operator documentation shall include a statement from the certifying state that
indicates the operator is certified to operate the inertial profiler to be used on the project.
The decision whether another state’s certification meets the requirements of AASHTO
R 56 shall be vested entirely in the Engineer.

5-05.3(4) Measuring and Batching Materials

The batch plant site, layout, equipment, and provisions for transporting material shall
ensure a continuous supply of material to the Work.
1. Measuring Materials

a. Aggregates – The fine aggregate and each size of coarse aggregate shall be

measured by weighing, the weight for the particular aggregates used being
proportional to their respective bulk specific gravities. The weighing of each size
of material shall be a separate and distinct operation.

Corrections shall be made for variations in weight of materials due to the
moisture content.

The equipment for weighing aggregates shall conform to the requirements of

Section 1-09.2

b. Cement – Cement shall be weighed on scales meeting the requirements of

Section 1-09.2

. Adequate provision shall be made to prevent loss of cement

between the batch box and the mixer.

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c. Water – Water may be measured either by volume or by weight. The accuracy

of measuring the water shall be within a range of error of not over 1 percent.

2. Batching Materials – On all projects requiring more than 2,500 cubic yards of

concrete for paving, the batching plant shall be equipped to proportion aggregates
and cement by weight by means of automatic and interlocked proportioning devices
of accepted type.

5-05.3(4)A

Acceptance of Portland Cement or Blended Hydraulic Cement

Concrete Pavement

Acceptance of portland cement or blended hydraulic cement concrete pavement shall be
as provided under statistical or nonstatistical acceptance. Determination of statistical or
nonstatistical shall be based on Proposal quantities and shall consider the total of all Bid
items involving of a specific class.

Statistical acceptance will apply only to Contracts advertised, Awarded and administered
by WSDOT, unless specifically provided otherwise in the Special Provisions. Contracting
agencies other than WSDOT must specifically invoke statistical acceptance in their Special
Provisions if it is desired.

Statistical Acceptance, (1) applies only to WSDOT projects, (2) is administered under the
provisions of

Section 5-05.5

, and (3) will be used for a class of mix when the Proposal

quantities for that class of mix is 1,500 cubic yards or greater.

Nonstatistical Acceptance will be used (1) for a class of mix when the Proposal quantities
for that class of mix is less than 1,500 cubic yards and (2) all contracts advertised,
Awarded and administered by agencies other than WSDOT.

The point of acceptance will be in accordance with FOP for WAQTC TM 2 or at the point
of discharge when a pump is used.

Acceptance of Concrete. The concrete producer shall provide a certificate of compliance
for each truckload of concrete in accordance with

Section 6-02.3(5)B

For the purpose of acceptance sampling and testing, a lot is defined as having a maximum
of 15 sublots that was produced for the same class of mix. The final lot may be increased
to 25 sublots. All of the test results obtained from the same lot shall be evaluated
collectively. The quantity represented by each sample will constitute a sublot. Sampling
and testing shall be performed on a random basis at the frequency of one sample per
sublot. Sublot size shall be determined to the nearest 10 cubic yards to provide not less
than three uniform sized sublots with a maximum sublot size of 500 cubic yards.

Acceptance testing for compliance of air content and 28-day compressive strength shall
be conducted from samples prepared according to FOP for WAQTC TM 2. Air content
shall be determined by conducting FOP for AASHTO T 152. Compressive strength shall
be determined by FOP for AASHTO T 23 and FOP for AASHTO T 22.

Cement Concrete Pavement

5-05

The Contractor shall provide cure boxes in accordance with

Section 6-02.3(5)H

, and

protect concrete cylinders in cure boxes from excessive vibration and shock waves during
the curing period in accordance with

Section 6-02.3(6)D

. Payment for cure boxes shall be

in accordance with

Section 6-02.5

Rejection of Concrete
1. Rejection by the Contractor – The Contractor may, prior to sampling, elect to

remove any defective material and replace it with new material at no expense to the
Contracting Agency. Any such new material will be sampled, tested, and evaluated
for acceptance.

2. Rejection Without Testing – The Engineer may reject any load that appears defective

prior to placement. Material rejected before placement shall not be incorporated
into the pavement. No payment will be made for the rejected materials unless the
Contractor requests that the rejected material be tested. If the Contractor elects to
have the rejected materials tested, a sample will be taken and both the air content
and strength shall be tested by WSDOT.

Payment for rejected material will be based on the results of the one sample, which was
taken and tested. If the rejected material fails either test, no payment will be made for the
rejected material; in addition, the cost of sampling and testing at the rate of $250.00 per
sample shall be borne by the Contractor. If the rejected material passes both tests, the
mix will be compensated at a CPF of 1.00 and the cost of the sampling and testing will
borne by the Contracting Agency.

Statistical Acceptance

The results of all acceptance testing performed in the field and the Composite Pay Factor
(CPF) of the lot after three sublots have been tested will be available to the contractor
through WSDOT’s website.

The Specification limits as defined in

Section 1-06.2(2)D

shall be as follows. The lower

Specification limit for Air Content shall be 3 percent, and the upper Specification limit for
Air Content shall be 7 percent. The lower Specification limit for compressive strength shall
be 4,000 psi.

The price adjustment factor (f

) defined in

Section 1-06.2(2)D

shall be six for compressive

strength and four for air content.

If either the air content or compressive strength is not measured in accordance with this
section its individual pay factor will be considered to be 1.00 in calculating the Composite
Pay Factor.

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Non-Statistical Acceptance

Concrete will be accepted based on conformance to the requirement for air content
and the compressive strength at 28 days for sublots as tested and determined by the
Contracting Agency. The lower Specification limit for air content shall be 3 percent, and
the upper Specification limit for air content shall be 7 percent. The lower Specification
limit for compressive strength shall be 4,000 psi.

Each sublot will be deemed to have met the specified compressive strength requirement
when both of the following conditions are met:
1. Individual strength tests do not fall below the lower specification limit for strength

by more than 12½ percent, or 500 psi, whichever is least.

2. An individual strength test averaged with the two preceding individual strength tests

meets or exceeds the lower specification limit for strength.

When compressive strengths fail to satisfy one or both of the above requirements, the
Contractor may request acceptance of in-place concrete strength based on core results.
This method will not be used if the Engineer determines coring would be harmful to
the integrity of the Structure. Cores, if allowed, will be obtained by the Contractor in
accordance with FOP for AASHTO T 24 and delivered to the Contracting Agency for
testing in accordance with AASHTO T 22. If the concrete in the Structure will be dry
under service conditions, the core will be air-dried at a temperature of between 60°F and
80°F and at a relative humidity of less than 60 percent for 7 days before testing, and will
be tested air dry.

Acceptance for each sublot by the core method requires that the average compressive
strength of three cores be at least 85 percent of the specified strength with no one core
less than 75 percent of the specified strength. When the Contractor requests strength
analysis by coring, the results obtained will be accepted by both parties as conclusive and
supersede all other strength data for the concrete sublot.

If the Contractor elects to core, cores shall be obtained no later than 50 days after initial
concrete placement. The Engineer will concur in the locations to be cored. Repair of cored
areas shall be the responsibility of the Contractor. The cost incurred in coring and testing
these cores, including repair of core locations, shall be borne by the Contractor.

5-05.3(5) Mixing Concrete

The concrete may be mixed in a batching plant or in truck mixers. The mixer shall be of an
approved type and capacity. Mixing time shall be measured from the time all materials are
in the drum. Ready-mixed concrete shall be mixed and delivered in accordance with the
requirements of Sections

When mixed in a batching plant, the mixing time shall not be less than 50 seconds nor
more than 90 seconds.

Cement Concrete Pavement

5-05

The mixer shall be operated at a drum speed as shown on the manufacturer’s nameplate
on the mixer. Any concrete mixed less than the specified time shall be discarded and
disposed of by the Contractor at no expense to the Contracting Agency. The volume of
concrete mixed per batch shall not exceed the mixer’s rated capacity, as shown on the
manufacturer’s standard rating plate on the mixer.
Each concrete mixing machine shall be equipped with a device for counting automatically
the number of batches mixed during the day’s operation.
Retempering concrete by adding water or by other means will not be permitted.

5-05.3(5)A

Limitations of Mixing

Concrete shall not be mixed, placed, or finished when the natural light is inadequate, as
determined by the Engineer, unless an adequate and approved artificial lighting system is
operated.

Mixing and placing concrete shall be discontinued when a descending air temperature
in the shade away from artificial heat reaches 40ºF and shall not be resumed until an
ascending air temperature in the shade and away from artificial heat reaches 35ºF unless
authorized in writing by the Engineer.

When mixing and placing is authorized during cold weather, the aggregates may be
heated by either steam or dry heat prior to being placed in the mixer. The apparatus used
shall heat the mass uniformly and shall be arranged to preclude the possible occurrence
of overheated areas which might injure the materials. Unless otherwise authorized, the
temperature of the mixed concrete shall be not less than 50ºF and not more than 90ºF
at the time of discharge into the hauling conveyance. No concrete shall be mixed with
frozen aggregates.

5-05.3(6) Surface Preparation

The Subgrade surface shall be prepared and compacted a minimum of 3 feet beyond each
edge of the area which is to receive concrete pavement in order to accommodate the slip-
form equipment.

Concrete shall not be placed during a heavy rainfall. Prior to placing concrete:
1.  The surface shall be moist;
2.  Excess water (e.g., standing, pooling or flowing) shall be removed from the surface.
3.  The surface shall be clean and free of any deleterious materials.
4.  The surface temperature shall not exceed 120°F or be frozen.

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5-05.3(7) Placing, Spreading, and Compacting Concrete

5-05.3(7)A

Slip-Form Construction

The concrete shall be distributed uniformly into final position by a self-propelled slip-form
paver without delay. The alignment and elevation of the paver shall be regulated from
outside reference lines established for this purpose, or by an electronic control system
capable of controlling the line and grade within required tolerances. The paver shall
vibrate the concrete for the full width and depth of the strip of pavement being placed
and the vibration shall be adequate to provide a consistency of concrete that will stand
normal to the surface with sharp well-defined edges. The sliding forms shall be rigidly
held together laterally to prevent spreading of the forms.

The plastic concrete shall be effectively consolidated by internal vibration with
transverse vibrating units for the full width of pavement and/or a series of equally spaced
longitudinal vibrating units. The space from the outer edge of the pavement to the outer
longitudinal unit shall not exceed 9 inches. The spacing of internal units shall be uniform
and not exceed 18 inches.

The term internal vibration means vibration by vibrating units located within the specified
thickness of pavement section.

The rate of vibration of each vibrating unit shall be not less than 7,500 cycles per minute,
and the amplitude of vibration shall be sufficient to be perceptible on the surface of the
concrete along the entire length of the vibrating unit and for a distance of at least 1 foot.
The frequency of vibration or amplitude shall be varied proportionately with the rate of
travel to result in a uniform density and air content. The paving machine shall be equipped
with a tachometer or other suitable device for measuring and indicating the actual
frequency of vibrations.

The concrete shall be held at a uniform consistency. The slip-form paver shall be operated
with as nearly a continuous forward movement as possible and all operations of mixing,
delivering, and spreading concrete shall be coordinated to provide uniform progress with
stopping and starting of the paver held to a minimum. If, for any reason, it is necessary to
stop the forward movement of the paver, the vibratory and tamping elements shall also
be stopped immediately. No tractive force shall be applied to the machine, except that
which is controlled from the machine.

When concrete is being placed adjacent to an existing pavement, that part of the
equipment which is supported on the existing pavement shall be equipped with
protective pads on crawler tracks or rubber-tired wheels on which the bearing surface is
offset to run a sufficient distance from the edge of the pavement to avoid breaking the
pavement edge.

Cement Concrete Pavement

5-05

5-05.3(7)B

Stationary Side Form Construction

Side form sections shall be straight, free from warps, bends, indentations, or other
defects. Defective forms shall be removed from the Work. Metal side forms shall be used
unless other forms are approved by the Engineer.

Side forms may be built up by rigidly attaching a section to either top or bottom of forms.
If such buildup is attached to the top of metal forms, the buildup shall be of metal.

Side forms shall be of sufficient rigidity, both in the form and in the interlocking
connection with adjoining forms, that springing will not occur under the weight of grading
and paving equipment or from the pressure of concrete. The Contractor shall provide
sufficient forms so that there will be no delay in placing the concrete due to lack of forms.

Before placing side forms, the underlying material shall be at the proper grade. Side forms
shall be placed to the required grade and alignment of the edge of the finished pavement.
Wood wedges may be used to adjust the form elevation provided they do not extend into
the concrete. The forms shall be firmly supported during the entire operation of placing,
compacting, and finishing the pavement.

Forms shall be drilled in advance of being placed to line and grade to accommodate tie
bars where these are specified.

Immediately in advance of placing concrete and after all Subgrade operations are
completed, side forms shall be trued and maintained to the required line and grade for a
distance sufficient to prevent delay in placing concrete.

Side forms shall remain in place at least 12 hours after the concrete has been placed,
and in all cases until the edge of the pavement no longer requires the protection of the
forms. Curing compound shall be applied to the concrete immediately after the forms are
removed.

Side forms shall be thoroughly cleaned and oiled each time they are used and before
concrete is placed against them.

Concrete shall be spread, screeded, shaped, and consolidated by one or more self-
propelled machines. These machines shall uniformly distribute and consolidate concrete
without segregation so that completed pavement will conform to required cross section
with a minimum of handwork.

The number and capacity of machines furnished shall be adequate to perform the Work
required at a rate equal to that of concrete delivery.

Concrete for the full paving width shall be effectively consolidated by means of
surface vibrators, in combination with internal vibrators, or by some other method of
consolidation that produces equivalent results without segregation.

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Cement Concrete Pavement

When vibrators are used to consolidate concrete, the rate of vibration shall be not less
than 3,500 cycles per minute for surface vibrators and shall be not less than 7,000 cycles
per minute for internal vibrators. Amplitude of vibration shall be sufficient to be
perceptible on the surface of the concrete more than 1 foot from the vibrating element.
The Contractor shall furnish a tachometer or other suitable device for measuring and
indicating frequency of vibration.

Power to vibrators shall be connected so that vibration ceases when forward or backward
motion of the machine is stopped.

5-05.3(8) Joints

Joints in cement concrete pavement will be designated as longitudinal and transverse
contraction joints, longitudinal and transverse construction joints, or isolation joints,
and shall be constructed as shown in the Plans and in accordance with the following
provisions:

All contraction joints shall be constructed at the locations, intervals, and depths shown in
the

Standard Plans

. The faces of all joints shall be constructed perpendicular to the surface

of the cement concrete pavement.

5-05.3(8)A

Contraction Joints

All transverse and longitudinal contraction joints shall be formed with suitable power-
driven concrete saws. The Contractor shall provide sufficient sawing equipment capable
of completing the sawing to the required dimensions and at the required rate to control
cracking. The Contractor shall provide adequate artificial lighting facilities for night
sawing. Joints shall not vary from the specified or indicated line by more than ¾ inch.

Commencement of sawing transverse contraction joints will be dependent upon the
setting time of the concrete and shall be done at the earliest possible time following
placement of the concrete without tearing or raveling the adjacent concrete excessively.

Longitudinal contraction joints shall be sawed as required to control cracking and as soon
as practical after the initial control transverse contraction joints are completed.

Any damage to the curing material during the sawing operations shall be repaired
immediately after the sawing is completed.

When cement concrete pavement is placed adjacent to existing cement concrete
pavement, the vertical face of all existing working joints shall be covered with a bond-
breaking material such as polyethylene film, roofing paper, or other material as approved
by the Engineer.

Cement Concrete Pavement

5-05

5-05.3(8)B

Sealing Sawed Contraction Joints

Sawed contraction joints shall be filled with a joint sealant filler conforming to the
requirements of

Section 9-04.2

. Joints shall be thoroughly clean at the time of sealing

and if the hot-poured type is used the joints shall be dry. Care shall be taken to avoid air
pockets. The hot-poured compound shall be applied in two or more layers, if necessary.
The hot-poured compound and the cold-poured compound shall be applied under
sufficient pressure to fill the groove from bottom to top and the cured joint sealant shall
be between ¼ and ⅝ inch below the top surface of the concrete. The joint filled with cold-
poured compound shall then be covered with a strip of nonabsorbent paper at least twice
as wide as the joint and the paper shall be left in place.

5-05.3(8)C

Construction Joints

When placing of concrete is discontinued for more than 45 minutes, a transverse
construction joint shall be installed. Construction joints shall be as shown in the

Standard

Plans

Transverse construction joints shall be constructed between cement concrete pavement
and reinforced concrete bridge approach slabs.

All transverse and longitudinal construction joints, including the joint between new and
existing pavement when widened, shall be sawed and sealed with joint filler conforming
to the requirements of Sections

5-05.3(8)A

and

9-04.2

5-05.3(8)D

Isolation Joints

Premolded joint filler in accordance with

Section 9-04.1(2)

shall be placed as detailed in

the Plans through the full depth of concrete pavement when drainage features are placed
within the concrete pavement.

5-05.3(9) Vacant

5-05.3(10) Tie Bars and Corrosion Resistant Dowel Bars

Tie bars shall be placed at all longitudinal contraction and construction joints, in
accordance with the requirements shown in the

Standard Plans

. In addition, tie bars

shall be installed when concrete Shoulders are placed as a separate operation or when
widening existing pavement.

Tie bars shall be placed at longitudinal construction joints between lanes in a manner
that the individual bars are located at the required elevation and spaced as shown in the

Standard Plans

and in a manner that the vertical edge of the concrete is not deformed or

otherwise damaged during placement of the bars.

Placement tolerances for tie bars shall be within 1 inch of the middle of the concrete
slab, within 1 inch of being centered over the joint and placed parallel or perpendicular to
centerline within 1 inch of the vertical and horizontal plane.

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Cement Concrete Pavement

Corrosion resistant dowel bars will be required for the construction joint at the end of
paving operations each day and they shall be placed in accordance with the

Standard

Plans

. Corrosion resistant dowel bars shall be placed at all transverse contraction joints

as shown in the Contract or in accordance with the

Standard Plans

. All dowel bars shall

have a parting compound, such as curing compound, grease or other Engineer approved
equal applied to them prior to placement. Any dowel bar delivered to the project that
displays rust/oxidation, pinholes, questionable blemishes, or deviates from the round shall
be rejected.

The Contractor shall furnish a Manufacturer’s Certificate of Compliance in accordance
with

Section 1-06.3

, including mill test report verifying conformance to the requirements

Section 9-07.5(2)

as well as written certification identifying the patching material,

when applicable, used at cut dowel bar ends.

Only one type of corrosion resistant dowel bars will be allowed per contract; intermixing
of different corrosion resistant dowel bar types will not be allowed.

Placement tolerances for dowel bars shall be within 1 inch of the middle of the concrete
slab, within 1 inch of being centered over the transverse joint and parallel to centerline
within ½ inch of the vertical and the horizontal plane.

Cutting of stiffeners within the dowel bar cage is not allowed.

When fresh concrete pavement is to be placed against pre-project existing cement
concrete pavement, tie bars shall be drilled and set into the existing pavement with an
epoxy bonding agent in accordance with the

Standard Plans

and specified tolerances for

placement of tie bars. The epoxy-bonding agent shall be either Type I or IV epoxy resin
as specified in

Section 9-26

. The Contractor may use any method for drilling the holes,

provided the method selected does not damage the existing concrete. Any damage
caused by the Contractor’s operations shall be repaired by the Contractor at no cost to
the Contracting Agency in accordance with

Section 1-07.13

The tie bar holes shall be clean before grouting. The bar shall be centered in the hole for
the full length of embedment before grouting. The grout shall then be pumped into the
hole around the bar in a manner that the back of the hole will be filled first. Blocking or
shimming shall not impede the flow of the grout into the hole. Dams, if needed, shall be
placed at the front of the holes to confine the grout. The dams shall permit the escape of
air without leaking grout and shall not be removed until grout has cured in the hole.

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5-05

5-05.3(11) Finishing

After the concrete has been given a preliminary finish by means of finishing devices
incorporated in the slip-form paving equipment, the surface of the fresh concrete shall
be checked by the Contractor with a straightedge device not less than 10 feet in length.
High areas indicated by the straightedge device shall be removed by the hand-float
method. Each successive check with the straightedge device shall lap the previous check
path by at least ½ of the length of the straightedge. The requirements of this paragraph
may be waived if it is successfully demonstrated that other means will consistently
produce a surface with a satisfactory profile index and meeting the 10-foot straightedge
requirement specified in

Section 5-05.3(12)

Any edge slump of the pavement, exclusive of specified edging, in excess of ¼ inch shall
be corrected before the concrete has hardened. If edge slump on any 1 foot or greater
length of hardened concrete exceeds 1 inch, the concrete shall be repaired as provided in

Section 5-05.3(22)

The standard method of surface finish shall be longitudinal tining. In advance of curing
operations, where longitudinal tining is required, the pavement shall be given an initial and
a final texturing. Initial texturing shall be performed with a burlap drag or broom device
that will produce striations parallel with the centerline. Final texturing shall be performed
with a wire comb tine device that will produce grooves parallel with the centerline. The
wire comb tine device shall be operated within 5 inches, but not closer than 3 inches, of
pavement edges.

Burlap drags, brooms, and tine devices shall be installed on self-propelled equipment
having external alignment control. The installation shall be such that, when texturing,
the area of burlap in contact with the pavement surface shall be maintained constant
at all times. Broom and tine devices shall be provided with positive elevation control.
Downward pressure on pavement surface shall be maintained at all times during
texturing so as to achieve uniform texturing without measurable variations in pavement
profile. Self-propelled texturing machines shall be operated so that travel speed when
texturing is maintained constant. Failure of equipment to conform to all provisions in this
paragraph shall constitute cause for stopping placement of concrete until the equipment
deficiency or malfunction is corrected. The wire comb of the final texturing device shall
be rectangular in cross section, 3/32 to 1/8 inch wide, on ¾-inch centers, ± 1/8-inch, and of
sufficient length, thickness, and resilience to form grooves approximately 1/8 inch deep in
the fresh concrete surface. Final texture shall be uniform in appearance with substantially
all of the grooves having a depth between 1/16 and 3/16 inch.

On projects requiring less than 1,000 square yards of cement concrete pavement, for
irregular areas or areas not accessible to slip-form pavers, the surface finish may be either
longitudinal tined or transverse tined.

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Transverse tining shall be done by texturing with a wire comb perpendicular to the
centerline of the pavement. The wire comb tines shall be rectangular in cross section,
3/32 to 1/8 inch wide, on ½-inch centers ± 1/8 inch, and of sufficient length, thickness, and
resilience to form grooves approximately 1/8 inch deep in the fresh concrete surface.
Final texture shall be uniform in appearance with substantially all of the grooves having
a depth between 1/16 to 3/16 inch. Finishing shall take place with the elements of the wire
comb as nearly perpendicular to the concrete surface as is practical, to eliminate dragging
the mortar.

If the tining equipment has not been previously approved, a test section shall be
constructed prior to approval of the equipment.

Regardless of the surface finish, if the pavement has a raised curb without a formed
concrete gutter, the texturing shall end 2 feet from the curb line.

At the beginning and end of paving each day, the Contractor shall, with an approved
stamp, indent the concrete surface near the right hand edge of the panel to indicate the
date, month, and year of placement.

At approximate 500-foot intervals where designated by the Engineer the Contractor shall,
with an approved stamp, indent the concrete surface near the right hand edge of the
pavement with the stationing of the Roadway.

5-05.3(12) Surface Smoothness

Pavement surface smoothness for this project will include International Roughness Index
(IRI) testing. The Contractor shall perform IRI testing on each through lane, climbing
lane, and passing lane, greater than 0.25 mile in length and these lanes will be subject
to incentive/disincentive adjustments. Ride quality will be evaluated using the Mean
Roughness Index (MRI) calculated by averaging the IRI data for the left and right wheel
path within the section.

Ramps, shoulders and tapers will not be included in MRI testing for pavement smoothness
and will not be subject to incentive adjustments. All Work is subject to parallel and
transverse 10-foot straightedge requirements, corrective work and disincentive
adjustments.

Operate the inertial profiler in accordance with AASHTO R 57. Collect two longitudinal
traces, one in each wheel path. Collect profile data after completion of all concrete paving
on the project in a continuous pass including areas excluded from pay adjustments.
Provide notice to the Engineer a minimum of seven calendar days prior to testing.

Within 30 calendar days after the Contractor’s testing, the Engineer may perform
verification testing. If the verification testing shows a difference in MRI greater than
the percentages shown in Table 2 of AASHTO R 54 the following resolution process will
be followed:
1. The profiles, equipment and procedures will be evaluated to determine the cause of

the difference.

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2. If the cause of the discrepancy cannot be resolved the pavement shall be retested

with both profilers at a mutually agreed time. The two profilers will test the section
within 30 minutes of each other. If the retest shows a difference in MRI equal or
greater than the percentages shown in Table 2 of AASHTO R 54 the Engineer’s test
results will be used to establish pay adjustments.

Surface smoothness of travel lanes not subject to MRI testing will be measured with
a 10-foot straightedge no later than 5:00 p.m. of the day following the placing of
the concrete. The completed surface of the wearing course shall not vary more than
1/8 inch from the lower edge of a 10-foot straightedge placed on the surface parallel to
the centerline.

Smoothness perpendicular to the centerline will be measured with a 10-foot straightedge
across all lanes with the same cross slope, including shoulders when composed of
cement concrete pavement. The overlapping 10-foot straightedge measurement shall
be discontinued at a point 6 inches from the most extreme outside edge of the finished
cement concrete pavement. The completed surface of the wearing course shall not vary
more than ¼ inch from the lower edge of a 10-foot straightedge placed on the surface
perpendicular to the centerline. Any deviations in excess of the above tolerances shall
be corrected.

The Contractor shall evaluate profiles for acceptance, incentive payments, disincentive
payments, or corrective action using the current version of ProVAL and provide the results
including the profile data in unfiltered electronic Engineering Research Division (ERD)
file format to the Engineer within 2 calendar days of completing testing each section of
pavement. If the profile data files are created using an export option in the manufacturer’s
software where filter settings can be specified, use the filter settings that were used to
create data files for certification. Analyze the entire profile. Exclude any areas specifically
identified in the Contract. Exclude from the analysis the first 100 feet after the start
of the paving operations and last 100 feet prior to the end of the paving operation,
the first 100 feet on either side of bridge Structures and bridge approach slab. Report
the MRI results in inches per mile for each 52.8 foot section and horizontal distance
measurements in project stationing to the nearest foot. Include pay adjustments in the
results. The Engineer will verify the analysis.

Corrective work for pavement smoothness may be taken by the Contractor prior to
MRI testing. After completion of the MRI testing the Contractor shall measure the
smoothness of each 52.8-foot section with an MRI greater than 125 inches per mile
with a 10-foot straightedge within 14 calendar days or as allowed by the Engineer. The
Contractor shall identify all locations that require corrective work and provide the straight
edge measurements at each location that exceeds the allowable limit to the Engineer.
If all measurements in a 52.8-foot section comply with smoothness requirements, the
Contractor shall provide the maximum measurement to the Engineer and a statement that
corrective work is not required. Unless allowed by the Engineer, corrective work shall be
taken by the Contractor for pavement identified by the Contractor or Engineer that does
not meet the following requirements:

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Cement Concrete Pavement

1. The completed surface shall be of uniform texture, smooth, uniform as to crown

and grade, and free from defects of all kinds.

2. The completed surface shall not vary more than ⅛ inch from the lower edge

of a 10-foot straightedge placed on the surface parallel to the centerline.

3. The completed surface shall vary not more than ¼ inch in 10 feet from the rate of

transverse slope shown in the Plans.

All corrective work shall be completed at no additional expense, including traffic control,
to the Contracting Agency. Corrective work shall not begin until the concrete has reached
its design strength unless allowed by the Engineer. Pavement shall be repaired by one or
more of the following methods:
1. Diamond grinding; repairs shall not reduce pavement thickness by more than ¼ inch

less than the thickness shown in the Plans. When required by the Engineer, the
Contractor shall verify the thickness of the concrete pavement by coring. Thickness
reduction due to corrective work will not be included in thickness measurements for
calculating the Thickness Deficiency in Section 5-05.5(1)A.

2. Removal and replacement of the cement concrete pavement.
3. By other method allowed by the Engineer.

For repairs following MRI testing the repaired area shall be checked by the Contractor
with a 10-foot straightedge to ensure it no longer requires corrective work. With
concurrence of the Engineer an inertial profiler may be used in place of the 10-foot
straight edge.

If correction of the roadway as listed above either will not or does not produce
satisfactory results as to smoothness or serviceability the Engineer may accept the
completed pavement and a credit will be calculated in accordance with Section 5-05.5.
The credit will be in addition to the price adjustment for MRI. Under these circumstances,
the decision whether to accept the completed pavement or to require corrective work as
described above shall be vested entirely in the Engineer.

5-05.3(13) Curing

Immediately after the finishing operations have been completed and as soon as marring of
the concrete will not occur, the entire surface of the newly placed concrete shall be cured
in accordance with one of the following methods the Contractor may elect.

5-05.3(13)A

Curing Compound

Liquid membrane-forming concrete curing compound Type 2 meeting the requirements of

Section 9-23.2

shall be applied to the entire area of the exposed surface of the concrete

with an approved mechanical spray machine. The spray fog shall be protected from the
wind with an adequate shield. It shall be applied uniformly at the rate of one gallon to not
more than 150-square feet.

Cement Concrete Pavement

5-05

The compound shall be applied with equipment of the pressure tank or pump type
equipped with a feed tank agitator which ensures continuous agitation of the compound
during spraying operations. The nozzle shall be of the two-line type with sufficient air to
properly atomize the compound.

The curing compound shall not be applied during or immediately after rainfall. If it
becomes necessary to leave the pavement uncoated overnight, it shall be covered with
polyethylene sheeting, which shall remain in place until weather conditions are favorable
for the application of the curing compound.

In the event that rain falls on the newly coated pavement before the film has dried
sufficiently to resist damage, or in the event of damage to the film from any cause, the
Contractor shall apply a new coat of curing compound in one or two applications to the
affected area at the rate which, in the opinion of the Engineer, will result in a film of
curing value equal to that specified in the original coat.

Before placing the curing compound in the spray tank, it shall be thoroughly agitated as
recommended by the Manufacturer. The compound shall not be diluted by the addition of
solvents nor be altered in any manner. If the compound has become chilled to the extent
that it is too viscous for proper stirring or application or if portions of the vehicle have
been precipitated from solution, it shall be heated to restore proper fluidity but it shall not
be heated above 100ºF. All curing compound shall have approval prior to placing in the
spray tanks.

The curing compound shall be applied immediately after the concrete has been finished
and after any bleed water that has collected on the surface has disappeared, or at a time
designated by the Engineer. If hair checking develops in the pavement before finishing is
completed, the Engineer may order the application of the curing compound at an earlier
stage, in which event any concrete cut from the surface in finishing operations shall be
removed entirely from the pavement. If additional mortar is then needed to fill torn areas,
it shall be obtained ahead of the spraying operations. All areas cut by finishing tools
subsequent to the application of the curing compound shall immediately be given new
applications at the rate specified above.

The curing compound, after application, shall be protected by the Contractor from injury
until the pavement has reached a minimum compressive strength of 2,500 psi. All traffic,
either by foot or otherwise, shall be considered as injurious to the film of the applied
compound.

The Contractor shall provide on the job a sufficient quantity of white polyethylene
sheeting to cover all the pavement laid in 3 hours of maximum operation. This sheeting
shall be reserved exclusively for the protection of the pavement in case of rain or
breakdown of the spray equipment used for applying the curing compound. The
protective sheeting shall be placed over the pavement when ordered, and in the manner
specified by the Engineer.

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Cement Concrete Pavement

Areas from which it is impossible to exclude traffic shall be protected by a covering of
sand or earth not less than 1 foot in thickness or by other suitable and effective means.
The protective covering shall be placed no earlier than 24 hours after application of
the compound.

The Contractor shall assume all liabilities for and protect the Contracting Agency from any
damages or claims arising from the use of materials or processes described herein.

5-05.3(13)B

White Polyethylene Sheeting

The sheeting shall be placed over the pavement immediately after finishing operations are
completed, or at a time designated by the Engineer.

The sheeting shall be laid so that individual sheets overlap at least 2 feet, and the lapped
areas shall be held in close contact with the pavement by weighting with earth or boards
to prevent movement by the wind. The sheeting shall extend downward to cover the
edges of the pavement and shall be secured to the Subgrade with a continuous bank
of earth or surfacing material. Any holes occurring in the sheeting shall be patched
immediately to the satisfaction of the Engineer. The sheeting shall be maintained against
injury and remain in place until the pavement has reached a minimum compressive
strength of 2,500 psi.

5-05.3(13)C

Wet Curing

Wet curing shall be accomplished by applying a continuous fog or mist spray to the entire
pavement surface until it has reached a minimum compressive strength of 2,500 psi. If
water runoff is not a concern, continuous sprinkling is acceptable. Sprinkling shall not
begin until the concrete has achieved initial set as determined by AASHTO T 197 or other
approved method.

5-05.3(14) Cold Weather Work

When the air temperature is expected to reach the freezing point during the day or night
and the pavement has not reached 50 percent of its design strength or 2,500 psi which
ever is greater the concrete shall be protected from freezing. The Contractor shall, at
no expense to the Contracting Agency, provide a sufficient supply of straw, hay, grass,
earth, blankets, or other suitable blanketing material and spread it over the pavement
to a sufficient depth to prevent freezing of the concrete. The Contractor shall be
responsible for the quality and strength of the concrete thus cured. Any concrete injured
by frost action or freezing shall be removed and replaced at the Contractor’s expense in
accordance with these Specifications.

Standard Specifications for Road, Bridge, and Municipal Construction 2020 (M 41-10) - page 62