430Portland Cement Concrete Pavement

430.1General Description

This work includes constructing pavement composed of Portland cement concrete, with or without reinforcement as specified, on a prepared subgrade or subbase course. Follow the requirements of these Specifications and conform to the lines, grades, thicknesses, and cross-sections shown on the plans or by the Engineer. 430.1.01 Definitions General Provisions 101 through 150. 430.1.02 Related References

AASHTO T 126 AASHTO T 97 AASHTO T 22 AASHTO T 23 ACI 214 ASTM C 94, Requirements for Uniformity ASTM C 684, Method A GDT 26 GDT 27 GDT 28 GDT 31 491 491 491 491 491 491 491

GDT 32 GDT 72 GDT 78 SOP 34 Report form, furnished by the Engineer Requests for certification 430.1.03 Submittals

Include in the Contract Unit Bid Price the cost to furnish and operate a Rainhart (Model 860) Profilograph to measure pavement profile deviations. Before paving, ensure that the operator and the profilograph are certified by the Office of Materials and Research in accordance with Standard Operating Procedure No. 34, Certification of Contractor Personnel and Equipment for Smoothness Testing of Portland Cement Concrete Pavement with the Rainhart Profilograph. Certification includes a mechanical check of the profilograph functions and a written examination by the operator. Request certification in writing to the Office of Materials and Research at least two weeks before it is needed.

Submit for approval a concrete design that is prepared by a testing laboratory approved by the Office of Materials and Research. The Contractor will transmit the design to the Engineer for approval at least 35 days before use.

Obtain approval from the Office of Materials and Research for proposed concrete mix designs. Class 1 and 2 concrete mix designs will be verified for early compressive strength according to ASTM C-684, Method A. Class HES concrete mix designs will be verified for compressive strength development at 72 hours according to AASHTO T 126 and AASHTO T 22. 492 492 492 492 492 492 492

430.2Materials

Ensure that materials meet the requirements of the following Specifications: Material Section Portland cement 830.2.01 Portland Pozzolan cement 830.2.03 Water 880.2.01 Fine Aggregate, Size No. 10 801.2.02 Coarse Aggregate, Class A or B Crushed Stone or Gravel, Sizes as Specified 800.2.01 Steel Bars for Reinforcement 853.2.01 Steel Wire for Concrete Reinforcement 853.2.06 Welded Steel Wire Fabric for Concrete Reinforcement 853.2.07 Dowel Bars and Bar Coatings 853.2.08 Curing Agents 832 Air Entraining Admixtures 831.2.01 Fly Ash and Slag 831.2.03 Joint Fillers and Sealers 833 Low Modulus Silicone Sealant for Roadway Construction Joints 833.2.06 Epoxy Adhesive for Repairing Cracks 886.2.01 Chemical Admixtures 831.2.02

Use fly ash, if appropriate, as a concrete additive to promote workability and plasticity. It may be used as a partial replacement for Portland cement in concrete, but follow these limits:

493 493 493 493 493 493 493

If high early strengths are not desired, use granulated slag as a partial replacement for Portland cement in concrete. Follow these limits:

Service expects temperatures higher than 60 °F (15 °C).

quantity of cement 30 percent or less by weight.

Design the concrete mix to conform to the following requirements:

Use coarse aggregate size No. 467, 67, or 57 for plain Portland cement concrete pavement. Use size No. 67 or 57 coarse aggregate for continuous reinforced concrete pavement. Separate size No. 467 or 456 in individual stockpiles of size No. 4 and size No. 67. Blend according to approved mix proportions.

Use fine aggregate that meets the requirements for size No. 10. When using two sizes or sources of fine aggregate to produce the proper gradation, blend according to the approved design proportions.

Provide materials to protect the concrete edges and surface from rain, including: • Standard metal forms or wood planks to protect the pavement edges • Covering material such as burlap or cotton mats, curing paper, or plastic sheeting material to protect the pavement surface 430.2.01 Delivery, Storage, and Handling Store aggregate from different sources in separate stockpiles. 494 494 494 494 494 494 494

430.3Construction Requirements

430.3.01 Personnel

Before paving, have the Office of Materials and Research, certify a profilograph equipment operator. Certification includes a written examination by the operator. 430.3.02 Equipment

Provide equipment and tools to perform the work. Provide equipment that allows the paver to operate at a constant production rate and rarely start and stop. The Engineer may limit the production rate or batch size if equipment does not keep pace with the other operations or causes poor workmanship.

Before use, the Engineer will inspect and approve the scales to weigh concrete materials and the devices to measure water. Tolerances are ± 1.0 percent throughout the operating range. Measure admixtures to ± 3.0 percent.

Ensure that equipment operating on the pavement has rubber-tired wheels or flat steel wheels. Wait to operate concrete or shoulder paving equipment on the pavement until the concrete slab is 14 days old or has 2,500 psi (15 MPa) compressive strength. Paving equipment may be either slip-form or fixed form.

Use mechanical equipment to produce the surface finish of the mainline and transverse plastic concrete grooving. Ensure that the equipment uses rectangular-shaped steel tines of the same size and uniform length. Use tines with a width between 0.08 in. (2 mm) and 0.130 in. (3.5 mm). Space the tines approximately 1/2 in. (13 mm) apart.

Provide a field laboratory according to Section 152.

Provide fully atomizing spraying equipment with a tank agitator to place curing compounds. 430.3.03 Preparation

Prepare the roadbed as required by the Plans and Specifications before placing concrete pavement.

Check the subgrade and subbase as follows:

and yield.

430.3.04 Fabrication General Provisions 101 through 150. 495 495 495 495 495 495 495

430.3.05 Construction

Produce Portland cement concrete by combining authorized proportions of materials in batches according to the construction methods in this Specification. Mix the concrete produced in a stationary central mix plant for at least 60 seconds after all materials have entered the drum. Reduce the mix time if representative tests show that the concrete meets requirements of ASTM C 94, Requirements for Uniformity. Never reduce the mix time to less than 50 seconds.

Set the forms as follows:

for the entire length at the specified grade.

Provide dowel bars at transverse joints unless otherwise noted in the Contract Plans.

After depositing the concrete on the grade, avoid re-handling. Unload and place it as follows:

NOTE: Do not allow personnel to walk in freshly mixed concrete with shoes coated with dirt or other materials.

joint assemblies.

For construction or expansion joints, do not use grout that accumulates ahead of the paver.

increments across the slab.

workday. Provide the results to the Engineer when requested.

bond of the steel to the concrete.

approve “leave-outs” in emergencies if a plan is approved to increase the reinforcement. The Department will not pay for extra leave-outs. 496 496 496 496 496 496 496

Place reinforcement according to the plans and as follows:

damaged bars at no additional cost to the Department.

Prevent pavement slab stress by constructing a ramp of compacted earth or other material for movement on and

off the pavement. Do not allow equipment that exceeds legal load limits on the pavement.

Ensure that the sequence of operations is continuous from placement to final finish.

Perform vibration for the full width and depth of the pavement as follows:

Use spud vibrators with an adjustable operating frequency between 8,000 and 12,000 vibrations

per minute.

Use surface pan vibrators with an adjustable operating frequency between 3,000 and 6,000 vibrations

per minute.

If it is not uniform, stop the operation and provide methods or equipment that will produce pavement that

conforms to the Specifications.

After striking off and consolidating the concrete, follow these steps:

Perform hand finishing only under the following conditions:

Irregular dimension areas where operating mechanical equipment is impractical

Mechanical equipment breakdown (only finish the concrete already deposited when the

breakdown occurred)

Abnormal circumstances approved by the Engineer

rough, or porous areas.

10 ft. (3 m) when tested with a 10 ft. (3 m) straightedge in both transverse and longitudinal directions.

mainline and ramps.

selected locations.

(0.5 mm). Meet the depth requirement of 0.035 in. (0.9 mm) or greater. 497497497497497497497

Perform saw-grooving to meet the following dimensions:

Width 1/8 in. (3 mm)

Depth 3/16 in. (5 mm)

Spacing 3/4 in. (19 mm) center-to-center

mainline requirements. Finish irregular sections to a surface texture of at least 0.025 in. (0.64 mm) as

shown in GDT 72.

Cast station numbers with a die in the pavement every 500 ft. (200 m) and 1 ft. (300 mm) from the right edge

of the travel lane.

Protect the unhardened concrete from rain. See Subsection 430.2.D, Protective Materials.

When rain is imminent, stop paving operations and place forms against the sides of the pavement. Cover the

surface of the unhardened concrete with the protective covering.

Do not remove forms from freshly placed concrete until it has set for at least 12 hours, unless otherwise provided.

pavement surface.

Provide adequate lighting for work performed at night. If lighting will not be provided at night, stop the concreting

operation in time to finish and saw during daylight hours.

Ensure that joints are designed, configured, and located as shown on the Plans or required by the specifications.

Department, at the Engineer’s discretion.

contraction influence and that meet Subsection 886.2.01.

of the lane.

with dowels.

joints in the plans.

of the existing pavement with a Type VIII epoxy bonding compound. See Section 886 for epoxy

bonding requirements. 498498498498498498498

replacement areas. Coat the protruding dowel portions with a thin film of heavy grease.

continuously from saw-cut construction joint to saw-cut construction joint. Use dowels specified for

contraction joints.

planes of weakness according to the requirements of this Specification and the standard drawing for

contraction joints.

For longitudinal joints, use unpainted and uncoated deformed steel bars that are the size and length specified

on the plans.

Place the bars perpendicular to the joint using a mechanical device, or rigidly secure the bars in place

with supports.

Construct longitudinal formed joints while the concrete is in a plastic state.

Use methods and equipment that locate the joint reinforcement properly without disrupting it

during construction.

Cut longitudinal sawed joints with a mechanical saw within three days after the concrete is placed and before

traffic or equipment enters the pavement.

Transverse joints consist of construction joints, contraction joints, or expansion joints constructed at

required locations.

unless otherwise specified on the plans.

either plastic-coated or epoxy-coated dowels.

concrete placement.

Do not misalign the dowel bar more than 3/8 in per 1 ft. (10 mm per 300 mm) in the horizontal or the

vertical plane.

Subsection 430.3.05.J.

assembly locations.

Construct transverse construction joints when interrupting concreting operations for more than one hour.

NOTE: Do not construct transverse construction joints within 10 ft (3 m) of an expansion joint, contraction

joint, or transverse plane of weakness. 499499499499499499499

excess concrete.

1) Place the board so that it conforms to the full cross section of the pavement. Secure it flush with the

subbase and parallel to the normal transverse joints.

2) Slot or drill the board to allow placement of reinforcement as required by the plans.

NOTE: Do not use the roll of laitance and grout that forms in front of the paver adjacent to transverse

construction joints.

hand-type spud vibrators. Keep one auxiliary vibrator available in case of mechanical malfunctions.

within 30 ft. (9 m) on either side of the transverse construction joints. Provide equipment and tools

such as:

• Work bridges

• Personnel

• String lines

• Straightedges

• Lighting

deviations greater than 1/8 in. per 15 ft. (3 mm per 4.6 m) in any direction.

the length of each dowel bar in the concrete during each phase of joint construction.

waterproof grease before resuming joint construction. Grease coating is not required on plastic

coated dowels.

the dowels.

Create planes of weakness in plain Portland cement concrete pavement by cutting joints in the pavement

surface. Create the planes according to the Plans as follows:

hardened enough to prevent surface raveling, usually 4 hours after placement, but no more than 24 hours.

Transverse expansion joints are required at locations shown on the plans.

the pavement. Use bulkheads that can construct a vertical expansion wall without offsets, indentations,

or burrs.

Do not use damaged or repaired joint fillers.

other device to secure the expansion joint filler at the proper grade and alignment. 500500500500500500500

Immediately after finishing the concrete, cure the entire surface when the concrete will not mar. Use one or more

of these methods:

To use this method:

finishing the surface and before the concrete has set.

If the pavement is cured initially with cotton mats, burlap, or cotton fabric, apply the compound after

removing the mats.

NOTE: Do not apply curing compound during rain.

(1 L per 3.5 m²).

removing forms.

immediately with additional compound.

To use this method:

(450 mm).

Contractors may cure the pavement with burlap, cotton fabrics, or other materials if the section remains wet

for the duration specified by the Engineer.

To use this method:

within 24 hours of placement. Ensure that the internal concrete temperature is above freezing for at least

24 hours after placing the concrete.

change the duration of the protection. 501501501501501501501

Clean and seal the joints according to Section 461 and the plans.

Immediately after completing the curing period, fill in the joints with joint sealing material before opening the

pavement to traffic.

During sealing, do not spill the material on the concrete surface. Immediately remove excess material on the

concrete surface and clean the surface.

Do not use sand or similar material as a cover for the seal. Seal joints according to the plans.

Wait to open the pavement slab to traffic, except for joint sawing vehicles, until the concrete is 14 days old unless

representative compressive tests show that the slab has a compressive strength of 2,500 psi (15 MPa). Cure

compressive test specimens used for traffic opening as near as possible to the roadway.

Protect the pavement against traffic from the public, employees, and agents.

the period required in this specification.

concrete. Construct the crossing without additional compensation.

compensation. Make repairs to the Engineer’s satisfaction.

430.3.06 Quality Acceptance

The typical section sheet in the Plans gives specific uses for each concrete classification. Refer to this specification for

the minimum requirements of the concrete classifications for concrete design approval, concrete mix design

proportions, batching control responsibilities, and acceptance of hardened concrete based upon compressive

strength development.

Ensure that transit mixed concrete meets the requirements of Subsection 500.2, Materials.

Proportion concrete mix designs using the following requirements:

Minimum Cement Content per

Cubic Yard Concrete (CWT)

Max. Water-Cement Ratio

(lbs./lb.)

Design Air Content Range (%)

Class 1 5.41 0.53 4.0 to 5.5

Class 2 5.64 0.50 4.0 to 5.5

Class

HES

6.58 0.47 4.0 to 5.5 502502502502502502502

Minimum Cement Content per

Cubic Meter Concrete (kg)

Maximum Water-Cement

Ratio (kg/kg)

Design Air Content Range (%)

Class 1 320 0.53 4.0 to 5.5

Class 2 335 0.50 4.0 to 5.5

Class

HES

390 0.47 4.0 to 5.5

Produce evidence that the mix design proportions for Class 1 and 2 concrete have strength development potential

for 24 hours plus or minus 15 minutes and at 28 days as specified in Subsection 430.3.06.C, Approval of Mix

Design Proportions.

The Department will approve each proposed combination of materials and mix designs based on the use of

approved materials, compliance with Subsection 430.3.06.B, Mix Design Criteria, and the following:

Prepare at least 9 normally cured flexural specimens and test according to AASHTO T 126 and T 97 to ensure

that the demonstrated laboratory flexural design strength at 28 days meets the following minimum Design

Acceptance Requirement (DAR).

NOTE: Take the 9 flexural specimens from 3 separate trial batches. Make 3 specimens from each batch.

Class No. 1 Concrete DAR = 600 psi + .67 s

Concrete DAR = 4.1 MPa + .67 s

Class No. 2 Concrete DAR = 700 psi + .50 s

Concrete DAR = 4.8 MPa + .50 s

Class HES Concrete DAR = 700 psi + .50 s

Concrete DAR = 4.8 MPa + .50 s

s = a standard deviation of all 28-day flexural specimens for a given combination of materials and mix proportions

prepared together. Do not use a value of “s” greater than 37 psi (255 kPa) to calculate DAR.

Prepare and test at least 6 cylinders according to AASHTO T 126 and T 22 to ensure that the demonstrated

laboratory compressive strength at 28 days for Class 1 and 2 concrete exceeds the minimum Job

Performance Value (JPV).

Produce similar evidence that demonstrates strength development at 72 hours for Class HES concrete.

Class 1 Concrete JPV Minimum = 3,000 psi + .18 R

Concrete JPV Minimum = 20 MPa + .18 R

Class 2 Concrete JPV Minimum = 3,500 psi + .21 R

Concrete JPV Minimum = 25 MPa + .21 R

Class HES Concrete JPV Minimum = 3,000 psi + .05 R

Concrete JPV Minimum = 20 MPa + .05 R

R = the difference between the largest observed value and the smallest observed value for all compressive strength

specimens at 28 days for a combination of materials and mix proportions prepared together. 503503503503503503503

1) Submit early compressive strength test results made at 24 hours plus or minus 30 minutes for at least

12 cylinders. Prepare and test according to ASTM C 684, Method A.

2) Prepare cylinders from three separate trial batches and make four specimens from each batch.

3) Determine the average strength, standard deviation, and coefficient of variation for the design

according to ACI 214. Do not use designs that produce a coefficient variation greater than

10 percent.

Submit evidence that designs proposed for use as Class HES concrete have compressive strength

development potential at 72 hours of 3,000 psi (20 MPa) plus .05 R.

Determine the aggregate surface moisture and apply free moisture corrections to the approved mix design.

The Engineer will verify that the corrections are made properly.

Adjust the approved proportions of the fine and coarse aggregate and water as desired, provided:

Keep concrete consistency and air content to vary within the following limits:

Immediately before placement, use GDT 27 to determine concrete slump. Do not use concrete for Portland

cement concrete pavement with a slump value greater than 2.5 in. (65 mm).

Immediately before placement, use GDT 26, GDT 28, or GDT 32 to determine the air content of the concrete.

Concrete will not be accepted that has an air content outside of these limits:

Lower acceptance limit 3.0%

Upper acceptance limit 6.5%

The concrete strength of Portland cement concrete pavement is accepted based upon development of

compressive strength at a specific time.

Strength development is determined by a lot acceptance plan. The pavement is subdivided into separate concrete

lots of approximately 5,334 yd² (4400 m²) placed continuously, except for required work stoppages.

Ramps may be set apart as individual lots. Include acceleration or deceleration lanes, wedges, or other varied

width sections in other lots if the total paving quantity is not greater than 7,500 yd² (6300 m²). The Engineer

will randomly select three production units from each lot for strength determination tests. 504504504504504504504

according to ASTM C-684, Method A. Cure the other set according to AASHTO T 23.

NOTE: A set is defined as two 6 by 12 inch (150 by 300 mm) or three 4 by 8 inch (100 by 200 mm) cylinders.

strength of the two cylinders.

Concrete may be accepted by early strength determinations. However, concrete will not be accepted based

on early strength development when the difference between the largest observed strength value and the

smallest observed strength value exceeds 35 percent of the average.

The minimum early acceptance strength is the average strength at 24 hours plus or minus 30 minutes of

the laboratory design less 1.5 times the standard deviation of the laboratory design.

at the full contract price, and 28-day cylinders for this lot can be discarded.

the Contractor immediately. The Contractor may immediately remove the concrete in the lot or leave it in

place pending acceptance or rejection from the 28-day strength test results.

When a lot is potentially defective based on the early strength determinations and the Contractor leaves the

lot in place to be judged by the 28-day strength tests results, retain and cure all 3 sets of 28-day cylinders.

the Engineer may either:

Order removal of the concrete in the lot

Apply a pay factor of 0.50 for the lot

the specified compressive strength at 28 days according to the following schedule:

Pay Factor Schedule for Strength Determinations at 28 Days

Acceptance Limits for Pay Factor Levels

1.00LAL* 0.95 LAL 0.70 LAL

Concrete Class 1 3,000 psi (20 MPa) + 0.18 R 3,000 psi (20 MPa) - 0.07 R 3,000 psi (20 MPa)- 0.30 R

Concrete Class 2 3,500 psi (25 MPa)+ 0.21 R 3,500 psi (25 MPa)- 0.07 R 3,500 psi (25 MPa)-0.30 R

* Lower acceptance limit (LAL) 505505505505505505505

Cast at least two sets of cylinders for each production unit selected for acceptance testing.

other set of cylinders for 28 days according to AASHTO T 23.

the average strength of the two cylinders.

exceeds the JPV established in Subsection 430.3.06.C.

notify the Contractor. At this time, the Engineer may require the immediate removal of the pavement

in question.

If the Engineer does not require immediate removal of the pavement, select removal or acceptance on the

basis of the 28-day strength development.

for subsequent judgment, conduct acceptance tests at 28 days on selected cylinders cured according to

AASHTO T 23.

Questionable lots will be accepted based on the 28-day strength and provisions for testing,

computations, and payment for Classification No. 2 concrete in Subsection

430.3.06.F.2, Class 1 and 2 Concrete.

Pavement smoothness will be accepted only after the Engineer determines that the work was performed

according to this and other specifications. The completed pavement, including corrective work, must meet the

applicable profile index value requirements.

Perform smoothness testing as follows:

on each travel lane. Conduct tests according to GDT 78.

bumps or depressions that exceed the blanking band by more than 0.2 in. (5 mm) at no additional expense

to the Department.

suspend the paving operation and take corrective action approved by the Engineer.

no greater than 12 in./mile (200 mm/km) by Rainhart Profilograph for the entire section length. Correct

individual bumps or depressions that exceed 0.2 in. (5 mm) from the blanking band at no additional expense

to the Department.

greater than 16 ft. (4.8 m) wide and up to 24 ft. (7.2 m) wide.

Test pavement 6 to 16 ft. (1.8 to 4.8 m) wide parallel to and at the center line of the pavement section.

completion, except as noted in this specification.

(0.5 km) segment to determine the profile index.

Calculate as a separate record segment 700 ft. (200 m) sections or greater that approach a bridge. This

exception applies also to sections at project limits. 506506506506506506506

of a bridge up to and including the joint with the approach slab.

Average the profile index from the right and left wheel paths for each 100 ft. (30 m) segment for each lane for

each approach. The average profile index value shall not exceed 30 in./mile (500 mm/km).

smoothness before paving continues.

Include the following information in each trace:

• Project number

• Beginning and ending station numbers

• 500 ft. (150 m) paving stations

• Traffic direction

• Lane number

• Date paved and tested

• Construction joint locations

Have the certified profilograph operator obtain and evaluate the traces and submit the evaluation to the

Engineer. Provide results no later than the end of the second work day following placement.

one of these methods:

(100 mm/km). Use equipment that meets requirements in Section 431.

index value no greater than 7 in./mile (100 mm/km).

If more than 50 ft. (15 m) of grinding is required, grind the complete 0.25-mile (0.5 km) segment according

to Method a, above.

profile index no greater than 12 in./mile (200 mm/km). Prevent individual bumps from exceeding 0.2 in. (5 mm)

from the blanking band. Use equipment specified in Section 431.

the Department. Retest segments after correction with the Rainhart Profilograph.

of 1 out of every 10 consecutive record segment profiles to compute the profile index and to compare with

Contractor results.

The Engineer may conduct profilograph tests at any time to verify Contractor results. The Department may

test record segments if the Engineer determines that the Contractor test results are inaccurate. See

Subsection 430.5.01, Adjustments.

The Engineer shall determine the pavement thickness using average core measurements tested according to

GDT 31. 507507507507507507507

The following table contains units for paving widths:

Paving Widths – Feet (meters) Length of Unit (Bridges Excluded)—Feet (meters)

0 – 24.0 (0 – 7.2) 1000 (300)

24.1 – 36.0 (7.2 – 10.8) 750 (225)

36.1 – 48.0 (10.8 – 14.4) 500 (150)

Areas of equal depth in intersections, entrances, crossovers, ramps, etc. are considered one unit, and the

thickness of each unit is determined separately. If appropriate, include small irregular areas as part of another unit.

Engineer selects.

The Department will take one core at random in each unit.

is made.

the plan thickness, two additional cores are secured from the unit and used to determine the

average thickness.

within 50 ft. (15 m) of other thickness measurement cores. The adjusted Unit Price in Subsection

430.5.01.A, Concrete Pavement Thickness Deficiency is used to determine payment for the unit.

plus 0.2 in. (5 mm). Measurements more than 1 in. (25 mm) less than the specified thickness are not included

in the average.

(3 m) intervals parallel to the center line in each direction.

and replace with concrete pavement of the thickness shown on the plans, if the Engineer requires.

Exploratory cores for deficient thickness are not used in averages for adjusted Unit Price.

430.3.07 Contractor Warranty and Maintenance

General Provisions 101 through 150.

430.4Measurement

The area that will be paid for under this Item is the number of square yards (meters) of concrete pavement accepted as

measured complete in place. The pavement width measured is shown on the typical cross section of the plans,

including additional widening as required or widening directed in writing by the Engineer.

The length is measured along the pavement surface.

Work is accepted lot-to-lot according to Section 106 and this specification.

430.4.01 Limits

General Provisions 101 through 150. 508508508508508508508

430.5Payment

Concrete pavement completed and accepted that meets the Specification requirements will be paid for at the full

Contract Unit Price per square yard (meter).

Payment for other accepted concrete pavement will be based on an adjusted Unit Price per square yard (meter). This

price will be adjusted for payment for concrete pavement accepted but deficient in depth or compressive strength at

28 days. Price adjustments are specified in Subsection 430.5.01, Adjustments.

No additional payment over the Contract Unit Price will be made for pavement units with an average thickness

greater than on the Plans. No additional payment over the Contract Unit Price will be made for a lot of concrete that

develops more strength at 28 days than the compressive strength established in Subsection 430.3.06.F, Concrete

Strength Acceptance.

Payment is full compensation for furnishing and placing materials, reinforcements, dowel and joint materials, supplies,

and incidentals to complete the work.

Payment will be made under:

Item No. 430 Plain Portland cement concrete pavement, class no. 1 concrete ______ in

Per square yard (meter)

Item No. 430 Plain Portland cement concrete pavement class no. 2 concrete _____ in

Per square yard (meter)

Item No. 430 Plain Portland cement concrete pavement, class HES concrete _____ in

Per square yard (meter)

Item No. 430 Continuously reinforced concrete pavement, class no. 1 concrete ______

in (mm) thick

Per square yard (meter)

Item No. 430 Continuously reinforced concrete pavement, class no. 2 concrete ______

in (mm) thick

Per square yard (meter)

Item No. 430 Continuously reinforced concrete pavement, class HES concrete ______

in (mm) thick

Per square yard (meter)

430.5.01 Adjustments

The Contract Unit Price per square yard (meter) of concrete pavement will be adjusted for concrete pavement

accepted but deficient in thickness or compressive strength at 28-days. Adjusted Unit Prices per square yard (meter)

of concrete pavement are based on one or both of the following conditions: 509509509509509509509

deficient in thickness more than 0.2 in. (5 mm), but not more than 1 in. (25 mm) from the Plan thickness,

2 additional cores will be taken from the area.

payment will be made.

(25 mm), payment will be made at a portion of the Unit Price per square yard (meter) of concrete

pavement as shown in the following table:

Concrete Pavement Deficiency

Deficiency in Thickness Determined by Cores–in.

(mm)

Proportional Part of Contract Price Allowed

0.0 through 0.20 (0.0 through 5.0) 100 percent

0.21 through 0.25 (5.1 through 6.4) 95 percent

0.26 through 0.30 (6.5 through 7.6) 91 percent

0.31-0.40 (7.7 through 10.0) 86 percent

0.41-0.50 (10.1 through 12.8) 80 percent

0.51-0.75 (12.9 through 19.2) 70 percent

0.76-1.00 (19.3 through 25.0) 60 percent

the deficient area should not be removed or replaced, 50 percent of the Contract Unit Price will be paid.

When the compressive strength at 28-days, expressed as an average strength (X) for a lot of concrete pavement is

less than the values established by the Pay Factor Table, payment will be made at a reduced Unit Price per square

yard (meter) as shown in the Pay Factor Table.

When a pavement section is deficient in thickness and compressive strength, the Contract Unit Price will be

adjusted by the total reduction from applying the percentages in Subsections 430.5.01.A and Subsection

430.5.01.B, above.

For combined deficiencies of 50 percent or more, the Engineer may leave the pavement in place at the combined

payment reduction or order the deficient areas removed and replaced at no additional cost to the Department.

If the Engineer orders removal of the pavement, payment will not be made for the original pavement or removal.

Pavement replaced will be paid for at the appropriate Unit Price.

If, based on the Department’s profilograph tests, the Engineer determines that the Contractor profilograph test

results are inaccurate, the Contractor will be charged for profilograph testing at $500 for each trace mile ($250 for

each trace kilometer), with a minimum charge of $500.. 510 510 510 510 510 510 510