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

Division 5

Surface Treatments and Pavements

5-01

Cement Concrete Pavement Rehabilitation

5-01.1 Description

This Work consists of rehabilitating or replacing section(s) of cement concrete pavement
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.

5-01.2 Materials

Materials shall meet the following requirements of the following sections:
Cement

Fine Aggregate

Coarse Aggregate

Combined Aggregate

Joint Filler

Joint Sealants

Closed Cell Foam Backer Rod

9-04.2(3)A

Dowel Bars

9-07.5

Tie Bars

9-07.6

Concrete Patching Material, Grout, and Mortar

9-20.1

Curing Materials and Admixtures

9-23

Water

9-25

Epoxy Resins (bonding agents)

9-26

Parting Compound shall be a curing compound, grease or other substance approved by
the Engineer.
Dowel Bar Retrofit
Dowel bar expansion caps shall be tight fitting and made of non-metallic material, which
will allow for ¼ inch of movement at each end of the bar.
Chairs for supporting the dowel bar shall be epoxy coated according to

Section 9-07.3

made from non-metallic material.
The foam insert shall be closed cell foam faced with poster board material or plastic
faced material on each side commonly referred to as foam core board by office suppliers.
The foam insert shall be capable of remaining in a vertical position and tight to all edges
during the placement of the concrete patching material. Caulking filler used for sealing
the transverse joint at the bottom and sides of the slot shall be a silicone caulk.

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Cement Concrete Pavement Rehabilitation

5-01.3

Construction Requirements

5-01.3(1) Vacant

5-01.3(1)A

Mix Designs

The Contractor shall use either concrete patching materials or cement concrete for the
rehabilitation of cement concrete pavement. Concrete patching materials shall be used
for spall repair and dowel bar retrofitting and cement concrete shall be used for concrete
panel replacement.

5-01.3(1)A1

Concrete Patching Materials

1. Materials – The prepackaged concrete patching material and the aggregate extender

shall conform to

Section 9-20.1

2. Submittals and Mix Approval – The Contractor shall use the Manufacturer’s

recommended proportions for the mix design to be submitted to the Engineer
for the concrete patching material. The Contractor’s submittal shall include the
mix proportions of the prepackaged concrete patching material, water, aggregate
extender, and the proposed sources for all aggregates. If not approved for use on the
QPL, submit test data indicating compliance with

Section 9-20

5-01.3(1)A2

Cement Concrete for Panel Replacement

Cement concrete for panel replacement shall meet the requirements of Sections

5-05.3(1)

and

5-05.3(2)

and be air entrained with a design air content of 5.5 percent. Cement

concrete for panel replacement may use rapid hardening hydraulic cement meeting the
requirements of

Section 9-01.2(2)

. Rapid hardening hydraulic cement will be considered

a cementitious material for the purpose of calculating the water/cementitious materials
ratio and the minimum cementitious materials requirement.

5-01.3(1)B

Equipment for Panel Replacement

In addition to Sections

the following

shall apply:
1. Mobile volumetric mixers shall be calibrated in accordance with

Section 6-09.3(1)H

The references to the latex admixture shall not apply.

2. The equipment for grinding cement concrete pavement shall use diamond embedded

saw blades gang mounted on a self propelled machine that is specifically designed
to smooth and texture concrete pavement. The equipment shall not damage the
underlying surface, cause fracture, or spalling of any joints.

Cement Concrete Pavement Rehabilitation

5-01

5-01.3(2) Material Acceptance

5-01.3(2)A

Concrete Patching Material

Acceptance shall be based on field verification of the prepackaged patching material,
and whether the amount of added water and aggregate extender complies with the
mix design.

5-01.3(2)B

Cement Concrete for Panel Replacement

The point of acceptance will be at the discharge of the placement system.

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

Section 6-02.3(5)B

Acceptance testing for compliance of air content and 28-day compressive strength shall
be conducted from samples obtained 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 22 and FOP for AASHTO T 23. 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 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

5-01.3(2)B1

Conformance to Mix Design

Acceptance of cement concrete pavement for panel replacement shall be in accordance
with

Section 5-01.3(2)B

. The cement, coarse, and fine aggregate weights shall be within

the tolerances of the mix design in accordance with

Section 5-05.3(1)

5-01.3(2)B2

Rejection of Concrete

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. The replacement material will be sampled, tested and evaluated for acceptance.

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.

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Cement Concrete Pavement Rehabilitation

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 and 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 for at actual invoice cost and the cost of the sampling
and testing will borne by the Contracting Agency.

5-01.3(3) Vacant

5-01.3(4) Replace Cement Concrete Panel

5-01.3(4)A

General

Curing, cold weather Work, concrete pavement construction in adjacent lanes, and
protection of pavement shall meet the requirements of

Section 5-05.3(13) through

Section 5-05.3(15)

. The Contractor, at no cost to the Contracting Agency, shall repair any

damage to existing pavement caused by the Contractor’s operations.

5-01.3(4)B

Sawing and Dimensional Requirements

Concrete slabs to be replaced as shown in the Plans or staked by the Engineer shall be
at least 6.0 feet long and full width of an existing pavement panel. The portion of the
panel to remain in place shall have a minimum dimension of 6 feet in length and full panel
width; otherwise the entire panel shall be removed and replaced. There shall be no new
joints closer than 3.0 feet to an existing transverse joint or crack. A vertical full depth
saw cut is required along all longitudinal joints and at transverse locations and, unless the
Engineer

allows otherwise, an additional vertical full depth relief saw cut located 12 to

18 inches from and parallel to the initial longitudinal and transverse saw cut locations is
also required. Removal of existing cement concrete pavement shall not cause damage to
adjacent slabs that are to remain in place. In areas that will be ground, slab replacements
shall be performed prior to pavement grinding.

Side forms shall meet the requirements of Section 5-05.3(7)B whenever a sawed full
depth vertical face cannot be maintained.

5-01.3(4)C

Dowel Bars and Tie Bars

For the half of a dowel bar or tie bar placed in fresh concrete, comply with the
requirements of Section 5-05.

For the half of a dowel bar or tie bar placed in hardened concrete, comply with the
Standard Plans and the following.

After drilling, secure dowel bars and tie bars into the existing pavement with either an
epoxy bonding agent Type I or IV as specified in Section 9-26.1, or a grout Type 2 for non-
shrink applications as specified in

Section 9-20.3

Cement Concrete Pavement Rehabilitation

5-01

Dowel bars shall be placed at the mid depth of the concrete slab, centered over the
transverse joint, and parallel to the centerline and to the Roadway surface, within the
tolerances within the table below. Dowel bars may be adjusted to avoid contact with
existing dowel bars in the transverse joint at approach slabs or existing panels provided
the adjusted dowel bars meet the tolerances below.

Tie bars shall be placed at the mid depth of the concrete slab, centered over the joint,
perpendicular to centerline, and parallel to the Roadway surface, within the tolerances in
the table below. The horizontal position of tie bars may be adjusted to avoid contact with
existing tie bars in the longitudinal joint where panel replacement takes place, provided
the adjusted tie bars meet the tolerances below.

Placement Tolerances

Dowel Bars

Tie Bars

Vertical: Center of Bar to Center of Slab Depth

± 1.00 inch max

Dowel Bar Centered Over the Transverse Joint

± 1.00 inch max

N/A

Tie Bar Centered Over the Longitudinal Joint

N/A

± 1.00 inch max

Parallel to Centerline Over the Length of the Dowel Bar

± 0.50 inch max

N/A

Perpendicular to Longitudinal Joint Over the Length

of the Tie Bar

N/A

± 1.00 inch max

Parallel to Roadway Surface Over the Length of the Bar

± 0.50 inch max

± 1.00 inch max

Dowel bars and tie bars shall be placed according to the Standard Plan when multiple
panels are placed. Panels shall be cast separately from the bridge approach slab.

Dowel bars to be drilled into existing concrete or at a new transverse contraction joint
shall have a parting compound, such as curing compound, grease, or other Engineer
accepted equal, applied to them prior to placement.

Clean the drilled holes in accordance with the epoxy or grout manufacturer’s instructions.
Holes shall be clean and dry at the time of placing the epoxy, or grout and tie bars.
Completely fill the void between the tie bar and the outer limits of the drilled hole with
epoxy or grout. Use retention rings to prevent leakage of the epoxy or grout and support
the tie bar to prevent movement until the epoxy or grout has cured the minimum time
recommended by the manufacturer.

5-01.3(4)D

Foundation Preparation

The Contractor shall smooth the surfacing below the removed panel and compact it to
the satisfaction of the Engineer. Crushed surfacing base course, or hot mix asphalt may be
needed to bring the surfacing to grade prior to placing the new concrete.

If the material under the removed panel is uncompactable and the Engineer requires it,
the Contractor shall excavate the Subgrade 2 feet, place a soil stabilization construction
geotextile meeting the requirements of

Section 9-33

, and backfill with crushed surfacing

base course. This Work may include:
1. Furnishing and hauling crushed surfacing base course to the project site.
2. Excavating uncompactable material.

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Cement Concrete Pavement Rehabilitation

3.  Furnishing and placing a soil stabilization construction geotextile.
4.  Backfilling and compacting crushed surfacing base course.
5.  Removing, hauling and restocking any unused crushed surfacing base course.

5-01.3(4)E

Concrete Finishing

Grade control shall be the responsibility of the Contractor.

All panels shall be struck off level with the adjacent panels and floated to a smooth
surface.

Final finish texturing shall meet the requirements of

Section 5-05.3(11)

In areas where the Plans do not require grinding, the surface smoothness will be
measured with a 10-foot straightedge by the Engineer in accordance with

Section

5-05.3(12)

. If the replacement panel is located in an area that will be ground as part

of concrete pavement grinding in accordance with

Section 5-01.3(9)

, the surface

smoothness shall be measured, by the Contractor, in conjunction with the smoothness
measurement done in accordance with

Section 5-01.3(10)

5-01.3(4)F

Joints

All transverse and longitudinal joints shall be sawed and sealed in accordance with

Section 5-05.3(8)

. The Contractor may use a hand pushed single blade saw for

sawing joints.

5-01.3(4)G

Cracked Panels

Replacement panels that crack shall be repaired as specified in Section 5-05.3(22)
at no cost to the Contracting Agency. When repairing replacement panels that have
cracked, epoxy-coated dowel bars meeting the requirements of Section 9-07.5(1) may be
substituted for the corrosion resistant dowel bars specified.

5-01.3(4)H

Opening to Traffic

Opening to traffic shall meet the requirements of

Section 5-05.3(17)

5-01.3(5) Partial Depth Spall Repair

Removal of the existing pavement shall not damage any pavement to be left in place.
Any existing pavement that is to remain that has been damaged shall be repaired at
the Contractor’s expense. If jackhammers are used for removing pavement, they shall
not weigh more than 30 pounds, and chipping hammers shall not weigh more than 15
pounds. All power driven hand tools used for the removal of pavement shall be operated
at angles less than 45 degrees as measured from the surface of the pavement to the tool.
The patch limits shall extend beyond the spalled area a minimum of 3 inches. Repair areas
shall be kept square or rectangular. Repair areas that are within 12 inches of another
repair area shall be combined.

Cement Concrete Pavement Rehabilitation

5-01

A vertical saw cut shall be made to a minimum depth of 2 inches around the area to be
patched as marked by the Engineer. The Contractor shall remove material within the
perimeter of the saw cut to a depth of 2 inches, or to sound concrete as determined by
the Engineer.

The surface patch area shall be sand blasted and all loose material removed. All
sandblasting residue shall be removed.

Spall repair shall not be done in areas where dowel bars are encountered.

When a partial depth repair is placed directly against an adjacent longitudinal joint, a
bond-breaking material such as polyethylene film, roofing paper, or other material as
approved by the Engineer shall be placed between the existing concrete and the area to
be patched.

Patches that abut working transverse joints or cracks require placement of a compressible
insert. The new joint or crack shall be formed to the same width as the existing joint or
crack. The compressible joint material shall be placed into the existing joint 1 inch below
the depth of repair. The compressible insert shall extend at least 3 inches beyond each
end of the patch boundaries.

Patches that abut the lane/Shoulder joint require placement of a formed edge, along the
slab edge, even with the surface.

The patching material shall be mixed, placed, consolidated, finished, and cured according
to manufacturer’s recommendations. Slab/patch interfaces that will not receive
pavement grinding shall be sealed (painted) with a 1:1 cement-water grout along the
patch perimeter.

The Contractor shall reseal all joints in accordance with

Section 5-05.3(8)B

Opening to traffic shall meet the requirements of

Section 5-05.3(17)

5-01.3(6) Dowel Bar Retrofit

Dowel bars shall be installed in the existing concrete pavement joints and transverse
cracks where shown in the Plans or as marked by the Engineer.

Saw cut slots will be required in the pavement to place the center of the dowel at mid-
depth in the concrete slab. The completed slot shall provide a level, secure surface for the
feet of the dowel bar chairs. Slots that intersect longitudinal or random cracks shall not be
retrofitted. When gang saws are used, slots that are not used shall be cleaned and sealed
with either Type I or IV epoxy resin as specified in

Section 9-26

. The transverse joint

between cement concrete pavement and a Bridge approach slab shall not be retrofitted.

Saw cut slots shall be prepared such that dowel bars can be placed at the mid depth of
the concrete slab, centered over the transverse joint, and parallel to the centerline and to
the Roadway surface.

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Cement Concrete Pavement Rehabilitation

Placement Tolerances for Dowel Bars
1.  ± 1 inch of the middle of the concrete slab depth.
2.  ± 1 inch of being centered over the transverse joint.
3.  ± ½ inch from parallel to the centerline.
4.  ± ½ inch from parallel to the Roadway surface.

If jackhammers are used to break loose the concrete they shall weigh less than 30 pounds.

All slot surfaces shall be cleaned to bare concrete by sand blasting. The cleaning shall
remove all slurry, parting compound, and other foreign materials prior to installation of
the dowel. Any damage to the concrete shall be repaired by the Contractor at no cost
to the Contracting Agency. Traffic shall not be allowed on slots where concrete has
been removed.

Prior to placement, the dowel bars shall be lightly coated with a parting compound and
placed on a chair that will provide a minimum of ½-inch clearance between the bottom of
the dowel and the bottom of the slot.

The chair design shall hold the dowel bar tightly in place during placement of the concrete
patching material. If the transverse joint or crack is open ¼ inch or more, the Contractor
shall caulk the transverse joint or crack at the bottom and sides of the slot as shown
in the Plans immediately prior to placement of the dowel bar and concrete patching
material. The caulking filler shall not be placed any farther than ½ inch outside either side
of the joint or crack. The transverse joint or crack shall be caulked sufficiently to satisfy
the above requirements and to prevent any of the patching material from entering the
joint/crack at the bottom or sides of the slot.

A ⅜-inch-thick foam insert shall be placed at the middle of the dowel to maintain the
transverse joint. The foam insert shall fit tightly around the dowel and to the bottom and
edges of the slot and extend to the top of the existing pavement surface. The foam insert
shall be capable of remaining in a vertical position and held tightly to all edges during
placement of the patch. If for any reason the foam insert shifts during placement of the
patch the Work shall be rejected and redone at the Contractor’s expense.

Patching material shall be consolidated by using a 1-inch or less diameter vibrator as
approved by the Engineer. The Contractor shall not overwork the patching material during
the patch consolidation process.

The patching material on the surface of the dowel bar slots shall not be overworked,
causing segregation and leaving the fine material on the surface. The patching material
shall be left ⅛ to ¼ inch high and not finished flush with the existing concrete surface.

The joint shall be maintained by saw cutting the surface with a hand pushed single blade
saw. The cut width shall be 3/16 to 5/16 inch and the depth 1½ inches. The cut length shall
be 2

feet long centered over the three retrofit dowel bars and shall be sawed within 24

hours after placement of the concrete patching material.

Cement Concrete Pavement Rehabilitation

5-01

5-01.3(7) Sealing Existing Concrete Random Cracks

The Contractor shall route, clean and seal existing concrete random cracks where
indicated by the Engineer. Cracks smaller than

inch in width shall be routed to

inch

wide by 1 inch deep prior to placing the sealant. Cracks over

inch in width shall be

cleaned and sealed.

All incompressible material shall be completely removed from the existing random crack
to a depth of ¾ inch. Immediately prior to sealing, the cracks shall be clean.

The top surface of the sealant shall be at least ¼ inch below the surface of the pavement.

5-01.3(8) Sealing Existing Longitudinal and Transverse Joint

The Contractor shall clean and seal existing longitudinal and transverse joints where
shown in the Plans or as marked by the Engineer.

Old sealant and incompressible material shall be completely removed from the joint to the
depth of the new reservoir with a diamond blade saw in accordance with the detail shown
in the

Standard Plans

. The removed sealant shall become the property of the Contractor

and be removed from the jobsite.

Removal of the old sealant for the entire depth of the joint is not required if the depth of
the new reservoir is less than the depth of the existing joint.

Joints constructed with joint tape do not require cleaning and sealing.

Immediately prior to sealing, the cracks shall be clean. If shown in the Plans, a backer rod
shall be placed at the base of the sawn reservoir. The joints shall be completely dry before
the sealing installation may begin. Immediately following the air blowing and backer
rod replacement, if required, the sealant material shall be installed in conformance to
manufacturer’s recommendations and in accordance with

Section 5-05.3(8)B

The top surface of the sealant shall be at least ¼ inch below the surface of the pavement.

5-01.3(9) Cement Concrete Pavement Grinding

Pavement grinding shall begin within 10 working days of placing dowel bar retrofit
patching materials. Once the grinding operation has started it shall be continuous until
completed. If new cement concrete pavement, in accordance with

Section 5-05

, is to be

placed next to rehabilitated cement concrete pavement, grind one pass along the edge of
the rehabilitated cement concrete pavement adjacent to where the new cement concrete
pavement is to be placed before the new cement concrete pavement is placed.

The pavement shall be ground in a longitudinal direction beginning and ending at lines
normal to the pavement centerline. Ninety-five percent of the surface area of the
pavement to be ground shall have a minimum of ⅛ inch removed by grinding.

Bridge decks, bridge approach slabs, and bridge overlay insets shall not be ground. The
ground pavement shall be feathered to match the elevation of the above features.

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Cement Concrete Pavement Rehabilitation

5-01.3(9)A

Surface Finish

The final surface texture shall be uniform in appearance with longitudinal corduroy
type texture. The grooves shall be between

and

inches wide, and no deeper than

inch. The land area between the grooves shall be between

and ⅛ inches wide.

5-01.3(10) Pavement Smoothness

Pavement surface smoothness for cement concrete pavement grinding on this project will
include International Roughness Index (IRI) testing. 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.

Smoothness Testing Equipment and Operator Certification

Use an inertial profiler and operator that meet the requirements of Section 5-05.3(3)E.

Surface Smoothness

Operate the inertial profiler in accordance with AASHTO R 57. Collect two longitudinal
traces, one in each wheel path. Collect the control profile at locations designated in
Table 2 prior to any pavement rehabilitation Work on the areas to be tested. Collect
an acceptance profile at locations designated in Table 2 after completion of all cement
concrete pavement grinding on the project. Profiles shall be collected in a continuous pass
including areas excluded from pay adjustments. Provide notice to the Engineer a minimum
of seven calendar days prior to testing.

Table 2

Locations Requiring MRI Testing

Travel lanes where cement concrete grinding is shown in the plans

Control profile

Additional locations designated by the Engineer

Control profile

Travel lanes with completed cement concrete pavement grinding

Acceptance profile

Bridges, approach panels and 0.02 miles before and after bridges and

approach panels and other excluded areas within lanes requiring testing

Control and acceptance

profile

Ramps, Shoulders and Tapers

Do not test

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
10 percent, the following resolution process will be followed:
1. The profiles, equipment and procedures will be evaluated to determine the cause of

the difference.

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 for pavement smoothness acceptance.

Cement Concrete Pavement Rehabilitation

5-01

The Contractor shall evaluate profiles for acceptance 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 3
calendar days of completing each days profile testing. 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 areas listed in Table 3.

Table 3

Areas Excluded from MRI Acceptance Requirements

Location

Exclude

Beginning and end of grinding

Pavement within 0.02 mile

Bridges and approach slabs

The bridge and approach slab and 0.02 mile

from the ends of the bridge or approach slab

Defects in the existing roadway identified by the

Contractor that adversely affect the MRI such as

dips, depressions and wheel path longitudinal joints.

0.01-mile section containing the defect

and the 0.01-mile section following the

section with the defect.

The presence of defects is subject to verification by the Engineer

Report the MRI results in inches per mile for each 0.01-mile section and each 0.10-mile
section. Do not truncate 0.10-mile sections for areas excluded from MRI acceptance
requirements. MRI requirements will not apply to 0.10-mile sections with more than three
0.01 mile-sections excluded. MRI requirements for the individual 0.01-mile sections shall
still apply. The Engineer will verify the analysis.

The MRI for each 0.10 mile of ground lane will comply with the following:

Control Profile per 0.10 Mile

Maximum MRI of Acceptance Profile per 0.10 Mile

≤130 inches/mile

78 inches/mile

>130 inches/mile

0.6 x Control Profile MRI

The MRI for each 0.01 mile of the completed cement concrete grinding shall not exceed
160 inches/mile.

All Work is subject to parallel and transverse 10-foot straightedge requirements,
corrective work and disincentive adjustments.

Surface smoothness of travel lanes including areas subject to MRI testing 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 smoothness perpendicular to the centerline will be measured with a 10-foot
straightedge within the lanes. There shall be not vertical elevation difference of more than
a ¼ inch between lanes.

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Cement Concrete Pavement Rehabilitation

Pavement that does not meet these requirements will be subject to corrective Work.
All corrective Work shall be completed at no additional expense, including traffic
control, to the Contracting Agency. Pavement shall be repaired by one or more of the
following methods:
1. Diamond grinding.
2. By other method accepted by the Engineer.

Repair areas shall be re-profiled to ensure they no longer require corrective Work.
With concurrence of the Engineer, a 10-foot straight edge may be used in place of the
inertial profiler.

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 5-01.5.
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.

5-01.3(11) Concrete Slurry and Grinding Residue

All concrete slurry and grinding residue shall be removed from the pavement surface on a
continual basis immediately behind the grinding or cutting operations. Slurry shall not be
allowed to drain into an area open to traffic, off of the paved surface, into any drainage
structure, water of the state, or wetlands.

The Contractor shall collect the concrete slurry and grinding residue from the pavement
surface and dispose of it in accordance with

Section 2-03.3(7)C

. The Contractor shall

submit copies of all disposal tickets to the Engineer within 5 calendar days.

Opening to traffic shall meet the requirements of

Section 5-05.3(17)

5-01.4 Measurement

Replacement cement concrete panels will be measured by the square yard, based on the
actual width and length of the surface area placed.

Retrofit dowel bars will be measured per each for the actual number of bars used in the
completed Work.

Sealing existing concrete random cracks will be measured by the linear foot, measured
along the crack sealed.

Sealing existing longitudinal and transverse joint will be measured by the linear foot,
measured along the line of the completed joint.

Cement concrete pavement grinding will be measured by the square yard, based on
the actual width and length of area ground. Extra passes to meet the Specifications or
overlaps will not be measured.

Cement Concrete Pavement Rehabilitation

5-01

5-01.5 Payment

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

“Replace Cement Concrete Panel”, per square yard.
The unit Contract price per square yard shall be full payment for all costs to complete
the Work as specified, including saw cutting full depth, removal and disposal of the
existing panels off of the Contracting Agency’s Right of Way, preparing the surfacing
below the new panel, provide, place and compact the crushed surfacing or hot mix
asphalt, furnishing and placing polyethylene film or building paper, furnishing and
placing the cement concrete, drilling the holes, providing and anchoring the dowel
bars and tie bars, and for all incidentals required to complete the Work as specified.
“Retrofit Dowel Bars”, per each.
The unit Contract price per each shall be full payment for all costs to complete the
Work as specified, including furnishing and installing parting compound, dowel
bar expansion caps, caulking filler, foam core insert material, cement patch where
pavement is removed for dowel bar retrofit and for all incidentals required to
complete the Work as specified.
“Partial Depth Spall Repair”, by force account as provided in

Section 1-09.6

To provide 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.
“Sealing Existing Concrete Random Crack”, per linear foot.
The unit Contract price per linear foot for “Sealing Existing Concrete Random
Crack” shall be full payment for all costs to complete the Work as specified,
including removing incompressible material, preparing and sealing existing random
cracks where existing random cracks are cleaned and for all incidentals required to
complete the Work as specified.
“Grinding Smoothness Compliance Adjustment”, by calculation.
Grinding Smoothness Compliance Adjustments will be based on the requirements in
Section 5-01.3(10) and the following calculations:

A smoothness compliance adjustment will be calculated in the sum of minus
$100 for each and every section of single traffic lane 0.01 mile in length and
$1,000 for each and every section of single traffic lane 0.10 mile in length that
does not meet the requirements in Section 5-01.3(10) after corrective Work.

“Sealing Existing Longitudinal and Transverse Joint”, per linear foot.
The unit Contract price per linear foot for “Sealing Existing Longitudinal and
Transverse Joint”, shall be full payment for all costs to complete the Work as
specified, including removing incompressible material, preparing and sealing existing
transverse and longitudinal joints where existing transverse and longitudinal joints
are cleaned and for all incidentals required to complete the Work as specified.
“Cement Concrete Pavement Grinding”, per square yard.

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Cement Concrete Pavement Rehabilitation

The unit Contract price per square yard for “Cement Concrete Pavement Grinding”,
when multiplied by the number of units measured, shall be full payment for all
costs to complete the Work as specified. The costs of any additional pavement
grinding and profiling required to complete the Work as specified is also included in
this payment.
“Replace Uncompactable Material”, by force account as provided in

Section 1-09.6

Payment for “Replace Uncompactable Material” will be by force account as
provided in

Section 1-09.6

and will be full payment for all work required to replace

uncompactable material and provide base for the Concrete panel. This will include,
but not be limited to, excavating the subgrade, placement of a soil stabilization
construction geotextile, and backfilling with crushed surfacing base course, as well
as the work detailed in items 1 through 5 noted in

Section 5-01.3(4)

. For the purpose

of providing a common Proposal for Bidders, the Contracting Agency has entered an
amount in the Proposal to become a part of the total Bid by the Contractor.
All costs associated with the containment, collection and disposal of concrete slurry
and grinding residue shall be included in the applicable concrete grinding or cutting
items of Work.

Bituminous Surface Treatment

5-02

Bituminous Surface Treatment

5-02.1 Description

This Work shall consist of constructing a single or multiple course bituminous surface
treatment (BST) in accordance with these Specifications and in conformity with the lines
and cross-sections shown in the Plans or as designated by the Engineer.

5-02.1(1) New Construction

This method of treatment requires two applications of emulsified asphalt and three
applications of aggregate. The first application of emulsified asphalt is applied to an
untreated Roadway that is followed with an application of aggregate. The second
application of emulsified asphalt is followed with two additional applications of aggregate.

5-02.1(2) Seal Coats

This method requires the placing of one application of emulsified asphalt and one or more
sizes of aggregate as specified to an existing pavement to seal and rejuvenate the surface
and to produce a uniform Roadway surface with acceptable nonskid characteristics.

5-02.1(3) Pavement Sealers – Fog Seal

This method of treatment requires an application of emulsified asphalt over an existing
or newly constructed pavement as specified.

5-02.2 Materials

Materials shall meet the requirements of the following sections:

Cationic Emulsified Asphalt

9-02.1(6)

Aggregates for Bituminous Surface Treatment

9-03.4

Each source of aggregate for bituminous surface treatment shall be evaluated separately
for acceptance in accordance with

Section 3-04

5-02.3

Construction Requirements

5-02.3(1) Equipment

The equipment used by the Contractor shall be subject to approval by the Engineer
before its use.

The distributor shall be capable of uniformly applying emulsified asphalt at the required
application temperature and rate. A temperature measuring device shall be capable
of reporting the temperature of emulsified asphalt in the tank. A tachometer shall be
required to accurately control the application of emulsified asphalt. Distributors shall
be equipped with an adjustable spray bar with pressure pump and gauge. The power
for operating the pressure pump shall be supplied by a power unit which will provide
a uniform spray from each of the nozzles across the spray bar and extensions. The

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Bituminous Surface Treatment

distributor truck shall have a volume control gauge. All reading devices and gauges shall
be easily accessible by Inspectors from the ground.

Rollers for seal coats shall be self-propelled pneumatic tired rollers. Rollers for new
construction shall be a combination of self-propelled pneumatic tired rollers and smooth-
wheeled rollers. Each roller shall not weigh less than 12 tons and shall be capable
of providing constant contact pressure. Operation of the roller shall be in accordance
with the manufacturer’s recommendations.

Aggregate spreading equipment shall be self-propelled, supported on at least four
pneumatic tires, with an approved device for accurately metering and distributing the
aggregate uniformly over the Roadway surface. Spreading equipment shall be so equipped
that the operator has positive width control. This control shall allow the operator to adjust
the spreading width of aggregates in 6-inch increments without stopping the machine.

Brooms shall be motorized and capable of controlling vertical pressure.

Other equipment necessary to satisfactorily perform the Work as specified herein or
as designated by the Engineer shall be subject to approval by the Engineer before its
use in the Work.

Additional units shall be used in the Work when, in the opinion of the Engineer, it
is considered necessary in order to fulfill the requirements of these Specifications,
or to complete the Work within the time specified.

5-02.3(2) Preparation of Roadway Surface

5-02.3(2)A

New Construction

The existing Roadway surface shall be shaped to a uniform grade and cross-section
as shown in the Plans, or as designated by the Engineer.

The Roadway shall be dampened, bladed and rolled until the entire Roadway surface
shows a uniform grading and conforms to the line, grade, and cross-section shown in the
Plans, or as staked. During the operation of blading and rolling, water shall be applied,
if necessary, in the amount and at the locations designated by the Engineer.

The entire surface shall be rolled with a smooth-wheeled or pneumatic-tired roller,
or both, as designated by the Engineer, except that the final rolling shall be accomplished
with a smooth-wheeled roller as specified in

Section 5-02.3(1)

. Rolling shall continue until

the entire Roadway presents a firm, damp and unyielding surface.

Immediately before the first application of emulsified asphalt, the Roadway surface shall
be in the following condition: firm and unyielding, damp, free from irregularities and
material segregation, and true to line, grade, and cross-section.

No traffic will be allowed on the prepared surface until the first application of emulsified
asphalt and aggregate has been completed.

Standard Specifications for Road, Bridge, and Municipal Construction 2020 (M 41-10) - page 58