439.1General 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 with the lines, grades, thicknesses, and typical cross-sections shown on the Plans or established by the Engineer. 439.1.01 Definitions General Provisions 101 through 150. 439.1.02 Related References
AASHTO T 126 AASHTO T 22 AASHTO T 23 ASTM C 94, Requirements for Uniformity GDT 26 GDT 27 GDT 28 GDT 32 GDT 72 GDT 78 SOP 34 539 539 539 539 539 539 539
439.1.03 Submittals
Before paving, ensure that the profilograph and operator 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.
Refer to Subsection 439.3.06.L, Smoothness Testing for report form and submittal requirements.
Submit for approval a concrete design 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. Or, submit for approval concrete mix proportions with commonly used materials without preparation by a laboratory. The Office of Materials and Research may approve proportions based upon the past performance of the material combination.
439.2Materials
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 831.2.02 540 540 540 540 540 540 540
Fly ash may be used as a concrete additive to promote workability and plasticity. Use it as a partial replacement for Portland cement in concrete, but follow these limits:
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. 439.2.01 Delivery, Storage, and Handling Store fine aggregate from different sources in different stockpiles.
439.3Construction Requirements
439.3.01 Personnel
Before paving, have the Office of Materials and Research certify a profilograph equipment operator. Certification includes a written examination by the operator. 541 541 541 541 541 541 541
439.3.02 Equipment
Provide equipment and tools to perform the work. Provide equipment that allows the paver to operate at a constant production rate and minimizes starting and stopping. The Engineer may limit the production rate or batch si ze if equipment does not keep pace with the other operations or causes poor workmanship.
Ramp screeds and hand finishing tools may be used instead of conventional mainline paving equipment.
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.
Provide materials to protect the concrete edges and surface against 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 p avement surface
Keep one auxiliary vibrator available in case of mechanical malfunctions.
Ensure that the tines on the equipment: • Are the same size and length and are rectangular shaped • Have approximately 0.5 in (13 mm) of space between them • Are between 1/16 in and 1/8 in (2 mm and 3 mm) wide 439.3.03 Preparation
Prepare the roadbed as required by the Plans and Specifications before placing concrete pavement.
Check the subgrade and subbase as follows:
yield.
rim high areas to the proper elevation.
439.3.04 Fabrication General Provisions 101 through 150. 542 542 542 542 542 542 542
439.3.05 Construction
Set the forms as follows:
fo r the entire length at the specified grade.
After depositing the concrete on the grade, avoid rehandling it. 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.
For construction or expansion joints, do not use grout that accumulates ahead of the paver.
co ncrete is centered on the joint assembly.
s teel to the concrete.
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 operating frequency of at least 7,000 vibrations per minute. Use tube vibrators with an operating frequency of at least 5,000 vibrations per minute. Use surface pan vibrators with an operating frequency of at least 3,500 vibrations per minute.
Ensure that the operating frequency is at least 4,500 vibrations per minute. The intensity shall be sufficient to affect the mass of concrete having a 1 in. (25 mm) slump through a radius of at least 18 in. (450 mm).
If the pavement is not uniform, stop the operation and provide methods or equipment that will produce p avement that conforms to the Specifications.
543 543 543 543 543 543 543
After striking off and consolidating the concrete, follow these steps:
deviation in 10 ft. (3 m) when tested with a 10 ft. (3 m) straightedge in both transverse and longitudinal directions. c . Ensure that mainline riding surface produces a profile index value of less than 7 in./ mile (100 mm/km) on each travel lane.
Protect the unhardened concrete from rain. See Subsection 439.3.02.D, Protective Equipment. When rain is imminent, stop paving operations and place forms against the sides of the pavement. Cover the s urface of the unhardened concrete with the protective covering.
Remove forms from in-place concrete after it has set for at least 12 hours, unless otherwise provided.
p avement surface.
Provide adequate lighting for work performed at night. If lighting will not be provided at night, stop the concreting ope ration 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.
with no additional cost to the Department.
that are not under expansion-contraction influence.
of the lane.
dowels.
joints in the Plans.
existing pavement with a Type VIII epoxy bonding compound. See Section 886 for epoxy bonding compound
requirements.
slab replacement areas. Coat the protruding dowel portions with a thin film of heavy grease.
replaced continuously from saw-cut construction joint to saw-cut construction joint. Use dowels specified for
contraction joints.
544544544544544544544
of weakness according to the requirements of this Specification and the GDOT construction standard for
contraction joints.
Longitudinal joints shall contain 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 locates 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.
placement.
misalign the dowel bar more than 3/8 in. per foot (10 mm per 300 mm) in the horizontal or vertical plane.
Subsection 430.3.05.J, Provide Joints.
locations. 545545545545545545545
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.
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. in 15 ft. (3 mm in 4.6 m) in any direction.
the length of each dowel bar in the concrete during each phase of joint construction.
dowels.
waterproof grease before resuming joint construction. Grease coating is not required on plastic coated
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 and as follows:
hardened enough to prevent surface raveling, usually 4 hours after placement but no more than 24 hours.
546546546546546546546
Transverse expansion joints are required at locations shown on the Plans.
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.
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.
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.
ft.² (1 L per 3.5 m²).
Use fully atomizing spraying equipment that is equipped with a tank agitator.
removing forms.
immediately with additional compound.
To use this method:
(450 mm).
547547547547547547547
Contractors may cure the pavement surface with burlap, cotton fabrics, or other materials if the section
remains wet for the duration specified by the Engineer.
To use this method:
Department.
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.
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).
Prevent pavement slab stress by constructing a ramp of compacted earth or other material to move on and off the
pavement. Do not allow equipment that exceeds legal load limits on the pavement.
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.
439.3.06 Quality Acceptance
The typical section sheet in the Plans specifies concrete classifications for specific uses.
This Specification establishes minimum requirements for these concrete classifications for concrete design approval,
concrete mix design proportions, batching control responsibilities, and acceptance of hardened concrete based upon
compressive strength development.
Produce Portland cement concrete by combining proportions of approved materials in batches according to the
construction methods specified in this Specification.
Mix concrete produced in a stationary central mix plant for at least 60 seconds after the materials enter the drum. Mix
time may be reduced if the representative tests show that the concrete meets requirements of ASTM C 94,
Requirements for Uniformity. Never mix less than 50 seconds.
Ensure that transit mixed concrete meets the requirements of Subsection 500.3.04.E.3, Transit-Mixed Concrete.
Proportion concrete mix designs using the following requirements: 548548548548548548548
Minimum Cement per
Cubic Yard Concrete
(CWT)
Maximum Water-
Cement Ratio
(lbs./lb.)
Design Air
Content Range
(%)
Minimum Compressive
Strength at 28 Days (psi)
Class 3 5.64 0.53 4.0 to 5.5 3,000
Class
HES
6.58 0.47 4.0 to 5.5 3,500
Minimum Cement per
Cubic Meter Concrete
(kg)
Maximum Water-
Cement Ratio
(kg/kg)
Design Air
Content Range
(%)
Minimum Compressive
Strength at 28 Days (MPa)
Class 3 335 0.53 4.0 to 5.5 20
Class
HES
390 0.47 4.0 to 5.5 25
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 3 concrete is at least 4,000 psi (30 MPa), and the minimum
laboratory compressive strength for Class HES concrete is 3,000 psi (20 MPa) at 72 hours.
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.
Adjustment may be made to the approved proportions of the fine and coarse aggregate and water provided:
• The cement factor is not decreased.
• The water-cement ratio is not increased.
• Adjustments produce concrete proportions according to this Specification.
• The Engineer is notified before use.
Ensure that concrete consistency and air content is maintained 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 3.5 in. (90 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 the following limits:
Lower acceptance limit 3.0%
Upper acceptance limit 6.5% 549549549549549549549
Portland cement concrete pavement strength will be accepted based on compressive strength development
at 28 days. The compressive strength value shall be at least 3,000 psi (20 MPa).
the Department’s Sampling and Testing information.
High early concrete strength pavement may be accepted based on compressive strength development at 72
hours. The compressive strength value shall be at least 3,000 psi (20 MPa).
When concrete is defective based on the 72-hour strength test and the concrete is retained for acceptability
judgment, acceptance will be based on test results conducted at 28 days. The acceptance strength value
shall be at least 3,500 psi (25 MPa).
under which the pavement will be cured.
The Engineer will designate pavement areas to be examined for depth measurement compliance with the Plan and
Specifications.
Remove and replace areas deficient more than 1/4 in. (6 mm). The Engineer may require a reduction in payment.
Correct deficiencies in slab depth as directed by the Engineer.
Ensure that the final finish produces a pavement surface that is true to grade, uniform, and free of irregular, rough,
or porous areas.
Produce the final surface finish using mechanical or hand-operated equipment to groove the plastic concrete. Use
texturing equipment with rectangular-shaped spring steel tines.
Test the pavement surface to determine the texture depth by using GDT 72 at locations selected by the Engineer.
Transversely saw-groove areas that have a surface texture depth less than 0.02 in. (0.5 mm). Ensure that the areas
meet the average depth requirement of 0.04 in. (0.9 mm) or greater. Saw-groove the areas to meet these
dimensions:
• Width—1/8 in. (3 mm)
• Depth—3/16 in. (5 mm)
• Spacing—3/4 in. center-to-center (19 mm) 550550550550550550550
Include in the Contract Unit Bid Price the cost to furnish and operate a Rainhart (Model 860) Profilograph to
measure pavement profile deviations.
Measure and correct pavement profile deviations as follows:
on each travel lane. Conduct tests according to GDT 78.
Determine a profile index value for each tracing in each ¼ mile (0.5 km) segment.
additional expense to the Department.
Take corrective action approved by the Engineer.
value does not exceed 12 in./mile (200 mm/km) for the entire section length.
expense to the Department.
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.
Combine pavement sections less than 650 ft. (200 m) approaching a bridge with the previous 0.25 mile (0.5
km) segment to determine the profile index.
at Project limits.
each end of a bridge, up to and including the joint with the approach slab.
Average the profile index from the right and left wheelpaths for each 100 ft. (30 m) segment for each lane for
each approach. Ensure that the average profile index value is no greater than 30 in./mile (500 mm/ km).
out of every 10 consecutive record segment profiles to compute the profile index and to compare with
Contractor results.
For Projects that include weigh-in-motion truck scales, follow these pavement tolerances:
approach to the scales and the 200 ft. (60 m) beyond the scales.
(3 m). 551551551551551551551
Perform smoothness testing as follows:
When the test run is complete and evaluated, the Engineer may require equipment adjustments to improve
smoothness before paving continues.
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
results no later than the end of the second work day following placement.
using one of these methods:
in./mile (100 mm/km). Use equipment that meets the 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 as specified.
test record segments if the Engineer determines that the Contractor test results are inaccurate. If this occurs,
see Subsection 439.5.01, Adjustments.
Pavement smoothness will accepted when:
• The Engineer determines that the work was satisfactorily performed according to the Specifications.
• The completed pavement, including corrective Work, meets the applicable profile index value
requirements. 552552552552552552552
439.3.07 Contractor Warranty and Maintenance
General Provisions 101 through 150.
439.4Measurement
Portland cement concrete pavement (special) complete, in-place and accepted, is measured by the square yard
(meter).
439.4.01 Limits
General Provisions 101 through 150.
439.5Payment
Concrete pavement completed and accepted will be paid for at the full Contract Unit Price per square yard (meter).
Payment is full compensation for furnishing and placing materials, reinforcements, dowels, joint materials, supplies,
and incidentals to complete the work.
Payment will be made under:
Item No.
439
Plain Portland cement concrete pavement, Class 3 Concrete _____ in.
Per square yard
(meter)
Item No.
439
Plain Portland cement concrete pavement, Class
HES
Concrete _____ in.
Per square yard
(meter)
Item No.
439
Continuously reinforced concrete pavement, Class
Concrete _____ in.
Per square yard
(meter)
Item No.
439
Continuously reinforced concrete pavement, Class
HES
Concrete _____ in.
Per square yard
(meter)
439.5.01 Adjustments
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.. 553 553 553 553 553 553 553
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