HomeMy WebLinkAboutTechnical Specifications-Addendum #1-08-09-2021
TECHNICAL
SPECIFICATIONS
Addendum No. 1
August 9, 2021
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TECHNICAL SPECIFICATIONS
TABLE OF CONTENTS
01000 FOD Prevention Controls
01160 General Requirements
01300 Airport Safety
Item C-100 Contractor Quality Control Program (CQCP)
Item C-102 Temporary Air and Water Pollution, Soil Erosion, and Siltation Control
Item C-105 Mobilization
Item P-101 Preparation/Removal of Existing Pavements
Item P-501 Cement Concrete Pavements
Item P-605 Joint Sealants for Pavements
Item P-621 Saw-Cut Grooves
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CENTURY WEST ENGINEERING 01000 FOD Prevention Controls - 1 of 2 JULY 2021 | #35022.002.02
Section 01000 FOD Prevention Controls
DESCRIPTION
01000-1 This item shall consist of providing manpower and equipment necessary to avoid the possibility
for FOD (foreign object debris) damage to aircraft. FOD present on an active runway, taxiway, shoulder,
ramp, road, or any other paved surfaces may result in aircraft damage from engine ingestion, engine blast
or any high-speed ground operation. To prevent such damage from occurring, FOD prevention controls
must be maintained throughout the duration of the contract period. FOD is considered to be objects/debris
of any visible size. Active aircraft surfaces shall be kept clean as work progresses and shall be free of FOD
as described above, before these surfaces are opened to aircraft operations.
EQUIPMENT
01000-2 Equipment shall include power brooms, hand tools, and other equipment as necessary to eliminate
FOD.
CONSTRUCTION
01000-3.1 FOD Control Plan. Procedures to be followed for purposes of preventing FOD shall be observed
with the maximum degree of effort. It shall be understood that unlike general “best effort” cleanup
requirements associated with typical construction projects, the FOD prevention controls are to be
considered a primary project objective. The Contractor shall review the safety and phasing requirements
carefully as presented in the project plans and specifications and submit a FOD Control Plan, for review
and acceptance by the Engineer, along with the contractor’s Safety Plan Compliance Document (SPCD).
The basic philosophy of the FOD Control Plan shall be to minimize the work necessary to remove debris
from aircraft movement areas by minimizing the source debris along immediate haul and access routes.
01000-3.2 FOD prevention requirements. Access/haul routes shall be confined strictly to the areas
designated on the Project Site Plan, Safety, Phasing, or Work Area Plan. These routes shall be confined to
the smallest possible area in order to limit the amount of sweeping and clean-up required. These routes shall
be marked clearly by the Contractor with signs and cones so vehicles will not stray from the designated
routes.
The Contractor shall return all aircraft movement areas to a clean, FOD-free state to the satisfaction of the
airport before re-opening those surfaces to aircraft traffic. FOD cleanup equipment and methods used by
the Contractor are subject to approval by the Engineer and/or Airport Staff. Equipment judged to be
unsuitable by the Engineer shall be replaced by the Contractor.
The Contractor shall provide signs, barricades, and cones to delineate clearly and confine access routes to
prevent vehicle and aircraft conflicts and to prevent FOD.
Whenever directed by the Engineer, the Contractor shall begin cleanup operations or shut down cleanup
operations already in progress. In the event the Airport or Engineer determines any active aircraft movement
area to be unusable due to construction generated debris, and if the Contractor is not on site, cleanup
equipment will be called to the airport and billed directly to the Contractor.
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MEASUREMENT AND PAYMENT
01000-4 Basis of measurement and payment. FOD Prevention Controls will be paid for at the contract
lump sum price for item “FOD Prevention Controls.” This price shall be full compensation for all labor,
equipment, tools, and incidentals necessary to complete the item.
END OF SECTION 01000
CENTURY WEST ENGINEERING 01160 General Requirements - 1 of 4 JULY 2021 | #35022.002.02
Section 01160 General Requirements
GENERAL SCOPE
01160-1.1 Location and Plans. The location of the work is at the Renton Municipal Airport, Renton,
Washington. For the purpose of this contract the terms Airport and Owner are considered the same.
The contract plans for this project consist of eight sheets entitled Renton Municipal Airport (RNT) –
Clayton Scott Field – Runway PCC Panel Repair Project.
01160-1.2 Airport Security. During the course of the contract, the Contractor shall be responsible for
maintaining security against unauthorized access to the Airport. The Contractor will be held responsible
for any fines, damages, or civil penalties filed against the Airport for the Contractor's failure to maintain
the regulations set forth herein.
The Contractor shall be fully responsible for compliance of all employees with the Airport security
program and following regulations and orders of the Airport management. These regulations may affect
identification requirements of employees and subcontractors, movement around the Airport, parking,
entry, and other circumstances affecting the safety or protection of persons or property. The security
requirements are subject to change at any time during the project without prior notice.
For the intent and purpose of these regulations, Air Operations Area (AOA) is construed to mean any area
used or intended to be used for takeoff, landing, or surface maneuvering of aircraft, and all other areas
restricted to public access on the field. Work boundaries within the Air Operations Area shall be
established as shown on the drawings. Only Contractor's employees are permitted in the work sites.
The term “gate” used herein shall mean any controlled, securable opening in the security fence. The
Contractor must enter and exit the Air Operations Area only through the gates designated by the
Engineer. Deliveries to work sites will be controlled by the Contractor or, if applicable, a security gate
guard (employed by the Contractor), who will record name and license of driver, vehicle license, and
times in and out. The Contractor shall keep the gates locked and secured at all times when not in use. The
Contractor shall account for Airport-issued keys in a manner approved by the Airport.
Within the Air Operations Area, all equipment, vehicle, and personnel travel shall be restricted to
designated work sites.
Only vehicles used for construction purposes shall enter the Air Operations Area. Contractor personnel
shall park their personal vehicles within a designated staging area.
FAA-approved orange and white checkered flags shall be provided by the Contractor on all vehicles and
equipment within the Airfield.
During night operations, each vehicle entering the Air Operations Area shall be equipped with a yellow
flashing light mounted on the roof of the cab. Headlights, taillights, and flashers shall be used for all
activities during these hours.
In the event of an emergency, personnel and equipment shall move immediately to the staging area.
01160-1.3 Environmental Codes and Regulations. If the Contractor must undertake additional work
due to the enactment of new or the amendment of existing statutes, ordinances and regulations dealing
with the prevention of the successful bid, the Airport will issue a supplemental agreement setting forth the
additional work that must be undertaken. The supplemental agreement shall not invalidate the contract
and there shall be, in addition to a reasonable extension of contract time, if necessary, a reasonable
adjustment in the contract price to compensate the successful bidder for all costs and expenses incurred,
including overhead and profits, as a result of the additional work.
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01160-1.4 Inspection and Testing. Contractor shall schedule quality assurance testing at least 48 hours
in advance of when he is ready for the test. In the event test results do not meet the specifications, any
cost for re-testing as may be required by the Engineer shall be at the Contractor's expense, charged at the
rate established in the Engineer's standard fee schedule.
01160-1.5 Contractor's Staging Area. An area (or areas) will be set aside on the Airport property for the
Contractor's use as a staging area for personnel, equipment, and materials. The Contractor shall obtain all
necessary building permits and operating licenses from local governmental agencies. The Engineer will
define the actual location in the field. The Contractor may install a security fence.
01160-1.6 Disposal of Waste Material. Concrete and other debris shall be disposed of offsite. Disposal
of waste materials shall be in accordance with governing agency safety, health, and other requirements.
01160-1.7 Fire Prevention and Protection. The Contractor shall perform all work in a fire-safe manner.
The Contractor shall comply with applicable local and State fire prevention regulations.
GENERAL CONSTRUCTION RESPONSIBILITIES AND PROCEDURES
01160-2.1 Haul Routes and Maintenance. The Contractor shall abide by prevailing legal load limit
regulations when hauling over airfield pavements and public roads. The Contractor shall perform all
necessary maintenance of haul routes during construction and shall perform all work as necessary to
restore the routes used by all his equipment to their original condition at the conclusion of construction.
New construction haul roads shall be obliterated and original vegetation re-established. Existing
roadways, runways, and taxiways shall be patched or overlaid at the Contractor’s expense, as necessary to
restore them.
Unsurfaced haul roads shall be sprinkled with water as necessary to prevent dust diffusion during the
course of the work.
All maintenance and restoration work shall be completed to the Engineer's satisfaction before final
payment is awarded. No direct payment will be made for this work.
01160-2.2 Cleanup. The Contractor shall at all times during the work keep the premises clean and orderly
and shall promptly remove all waste materials and rubbish. All directions from the Engineer and other
authorized public officials having jurisdiction over health and safety shall be obeyed. Areas to be opened
up to aircraft operations shall be swept thoroughly clean with power broom equipment. Any debris
resisting sweeping shall be removed by hand labor or other suitable means.
01160-2.3 Blasting. The Airport facilities must be able to maintain radio transmission operations at all
times. The Contractor shall use detonating devices that will safely allow radio transmission from these
facilities.
The Contractor shall notify the Engineer, both twenty-four (24) hours and one (1) hour before any
blasting is done.
WORK PROGRESS SCHEDULE
01160-3.1 Scope. The work specified in this subsection includes planning, scheduling, and reporting that
is required to be performed by the Contractor.
01160-3.2 Preconstruction Conference. A preconstruction conference will be held at the Airport before
Notice to Proceed is issued. The conference shall be attended at a minimum by the Contractor’s project
manager and superintendent, and representatives of all subcontracting firms that will provide five percent
(5%) or more of the total value of the project. A copy of the Contractor’s anticipated construction
schedule shall be submitted to the Engineer at least 5 days prior to the preconstruction conference. The
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Contractor shall be prepared to discuss details of how construction will progress, how they expect to
conduct their operations, and discuss operational and safety requirements associated with the work.
01160-3.3 Coordination Meetings. Coordination meetings will be held on a weekly basis, or more often
if necessary, to communicate work efforts between the Engineer, the Airport and the Contractor. The
Resident Engineer will schedule the meetings with attendance required by at least one person from each
organization.
END OF SECTION 01160
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CENTURY WEST ENGINEERING 01300 Airport Safety - 1 of 4 JULY 2021 | #35022.002.02
Section 01300 Airport Safety
DESCRIPTION
01300-1 This specification outlines safety procedures and regulations to be followed by the
Contractor during the course of this work. The work item “Temporary Flagging, Marking and
Signing” shall consist of furnishing, installing, and removing temporary marking, signing, lighting,
temporary fencing, and barricades required during the course of this work. All work shall be in
conformance with the most current version of FAA Advisory Circular 150/5370-2 (latest edition)
“Operational Safety on Airports During Construction”, and the “Manual of Uniform Traffic Control.”
The Contractor shall provide, erect, and maintain all necessary protection of the work and the safety
of the public for both land and air traffic. Suitable warning signs and barricades, illuminated at night,
shall be provided.
In order to protect air traffic against turning off of active runways or taxiways into construction areas,
barricades shall be placed at the locations as shown on the plans, or as described in the Construction
Safety and Phasing Plan (CSPP) or as directed by the Engineer.
The Contractor shall place, service, and maintain Airport-provided lighted runway closure crosses
during the closure of the runway. Maintenance of the lighted closure crosses includes fueling, changes
of engine oil and additional maintenance, as needed. The Contractor shall anticipate maintenance and
service of two closure crosses.
GENERAL REQUIREMENTS
01300-2 A Construction Safety and Phasing Plan (CSPP) has been developed by the Owner to mitigate
the adverse impacts of construction on aeronautical operations on the airport. Strict adherence to the
provisions of the CSPP by all personnel assigned to or visiting the construction site is mandatory for
all construction projects. When an Airport safety item is covered by more than one section in the
contract documents, the Contractor shall adhere to the more stringent requirements for each safety item.
In the event contractor activities are not in conformance with the provisions of the CSPP, the contractor
shall immediately cease those operations involved in the violation of the provisions of the construction
operations plan and conduct a safety meeting. The owner may direct the contractor, in writing, to
immediately cease those operations involved in the violation of the provisions of the construction
operations plan. The contractor shall not resume construction operations until an appropriate action is
taken as determined by the Owner. Costs associated with work stoppages or additional meetings
required due to the violations of the safety plans shall be paid by the Contractor. Contract time and
liquidated damages will apply to periods or work stoppage related to safety plan violations.
MATERIALS
01300-3.1 General. All barricades with flashing lights shall be inspected and tested each day, prior
to project shut down to verify operation during nighttime usage. All barricade types shall be checked
daily by the Contractor to ensure they are functioning as intended, including periods of time when
work is not occurring or temporarily suspended.
The Contractor shall designate a person or persons who will be available 24 hours per day should
any of the barricades, closure markers, or other safety measures fail. This person/persons shall be
capable of immediately dispatching to the site for making repairs or adjustments as needed.
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At no time will the Contractor, the Contractor’s employees, or subcontractors be given authorization
to enter an active runway, or taxiway unless they are being escorted by Airport Operations or the
Resident Engineer. Hauling across active runways, taxiways, or aprons shall not be permitted.
01300-3.2 Barricades and Tubular Markers. Tubular Markers shall be a minimum of 28” high
and a maximum of 42” high, with a weighted bottom to prevent overturning due to wind or prop
wash. They shall be florescent orange with at least two white reflective bands providing full 360
degree visibility and shall have a flashing red light attached to the top.
Barricades shall be Type I, “A” frame style barricades and shall have a flashing red light attached.
Barricades shall be weighted to prevent overturning due to wind and prop wash.
Barricades or tubular markers shall be used to delineate “off pavement” construction work area
boundaries, safety areas or other limits as directed by the engineer. Use barricades or tubular markers
“on pavement” only when directed by the Engineer. Maximum barricade/tubular marker spacing
shall be 10 feet. The Contractor shall furnish, arrange and otherwise maintain a sufficient number of
barricades or tubular markers to complete the work.
01300-3.3 Low Level Barricades. Low level barricades shall have nominal dimensions of 10”H x
96”L x 10”W, shall be specifically designed for airport use and shall be equipped with pins or
connectors so that a “string” of barricades can be formed. They shall be weighted with water or sand
as ballast. The low level barricades shall be in conformance with FAA AC 150/5370-2 (latest
version). Low level barricades shall have diagonal striped, alternating, orange/white high reflective
sheeting on both sides of the barricade, and two battery or solar powered flashing red lights. If solar
powered lights are used, the contractor shall ensure that they are “on” during periods of low visibility,
during daylight hours.
Low level barricades shall be used to delineate “on pavement” work area limits, safety areas, or other
boundaries as directed by the engineer. When in place, low level barricades shall form a continuous
“string” across the designated boundary. The Contractor shall furnish, arrange and otherwise
maintain a sufficient number of low level barricades to complete the work.
01300-3.4 Portable Lighted Runway Closure Markers (Crosses). The Airport-provided portable
lighted runway closure markings (crosses) shall be placed at the end of runway pavement for the
duration of runway closures. The closure markers shall be L-893 portable runway closure markers in
conformance with FAA AC 150/5345-55 (latest version), and manufactured by an approved
manufacturer as listed in FAA AC 150/5345-53 (latest version), Appendix 3 Addendum. The
Contractor shall maintain and service the closure crosses during the project. This includes fueling
and changing of oil, including oil filter, and replacing the light bulbs, as needed. Perform additional
maintenance as described in the closing cross O & M Manual.
01300-3.5 Airport Radios. Airport radios shall be VHF Air Band Transceivers, as manufactured by
ICOM, Model IC-A16, or equal. Radios shall be supplied with a compatible wall charge unit, and a
vehicle “cigarette lighter” style plug in charger. The contractor shall provide two (2) radios for use
on the project.
The contractor shall designate one lead person to monitor the Airport UNICOM frequency at all
times during construction operations in each Work Area. The person shall be familiar with
construction vehicular movements, operations and airport layout. The contractor shall allow time for
proper training of airport radio communications with the Owner prior to the start of construction.
At no time will the Contractor, the Contractor’s employees, or subcontractors be given authorization
to enter an active runway, or taxiway unless they are being escorted by Airport Operations or the
Resident Engineer. Hauling across active runways, taxiways, or aprons shall not be permitted.
01300-3.6 Temporary Marking and Signing. The Contractor shall install temporary closing
crosses, lights, lenses, traffic control devices, temporary threshold markings, and other temporary
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markings, temporary fencing, barricades and signs required during the course of this contract. The
temporary markings shall conform to applicable Federal Aviation Administration markings and shall
be constructed of materials approved by the Engineer.
MEASUREMENT AND PAYMENT
01300-4.1 Temporary Flagging, Marking and Signing. Temporary Flagging, Marking and Signing
will be paid for at the contract lump sum price for item “Temporary Flagging, Marking, and Signing”.
This price shall be full compensation for furnishing and maintenance of flaggers, radio operators,
radio operator guards, temporary fencing, low level barricades, tubular markers, lights, lenses,
runway closure markers, temporary signs and markings, for maintenance of those items during the
work, any necessary relocation and for all labor, equipment, tools, and incidentals necessary to
complete the item.
END OF SECTION 01300
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CENTURY WEST ENGINEERING C-100 Contractor Quality Control Program (CQCP) - 1 of 8 JULY 2021 | #35022.002.02
Item C-100 Contractor Quality Control Program (CQCP)
100-1 General. The Contractor shall establish, provide, and maintain an effective Contractor Quality
Control Program (CQCP) that details the methods and procedures that will be taken to assure that all
materials and completed construction required by this contract conform to contract plans, technical
specifications and other requirements, whether manufactured by the Contractor, or procured from
subcontractors or vendors. Although guidelines are established and certain minimum requirements are
specified here and elsewhere in the contract technical specifications, the Contractor shall assume full
responsibility for accomplishing the stated purpose.
The Contractor shall establish a CQCP that will:
a.Provide qualified personnel to develop and implement the CQCP.
b.Provide for the production of acceptable quality materials.
c.Provide sufficient information to assure that the specification requirements can be met.
d.Document the CQCP process.
The Contractor shall not begin any construction or production of materials to be incorporated into the
completed work until the CQCP has been reviewed and approved by the Resident Project Representative
(RPR). No partial payment will be made for materials subject to specific quality control (QC)
requirements until the CQCP has been reviewed and approved.
The QC requirements contained in this section and elsewhere in the contract technical specifications are
in addition to and separate from the quality assurance (QA) testing requirements. QA testing requirements
are the responsibility of the RPR or Contractor as specified in the specifications.
A Quality Control (QC)/Quality Assurance (QA) workshop with the Engineer, Resident Project
Representative (RPR), Contractor, subcontractors, testing laboratories, and Owner’s representative must
be held prior to start of construction. The QC/QA workshop will be facilitated by the Contractor. The
Contractor shall coordinate with the Airport and the RPR on time and location of the QC/QA workshop.
Items to be addressed, at a minimum, will include:
a. Review of the CQCP including submittals, QC Testing, Action & Suspension Limits for
Production, Corrective Action Plans, Distribution of QC reports, and Control Charts.
b. Discussion of the QA program.
c. Discussion of the QC and QA Organization and authority including coordination and information
exchange between QC and QA.
d. Establish regular meetings to discuss control of materials, methods and testing.
e. Establishment of the overall QC culture.
100-2 Description of program.
a. General description. The Contractor shall establish a CQCP to perform QC inspection and testing
of all items of work required by the technical specifications, including those performed by subcontractors.
The CQCP shall ensure conformance to applicable specifications and plans with respect to materials, off-
site fabrication, workmanship, construction, finish, and functional performance. The CQCP shall be
effective for control of all construction work performed under this Contract and shall specifically include
surveillance and tests required by the technical specifications, in addition to other requirements of this
section and any other activities deemed necessary by the Contractor to establish an effective level of QC.
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b. Contractor Quality Control Program (CQCP). The Contractor shall describe the CQCP in a
written document that shall be reviewed and approved by the RPR prior to the start of any production,
construction, or off-site fabrication. The written CQCP shall be submitted to the RPR for review and
approval at least 10 calendar days before the CQCP Workshop. The Contractor’s CQCP and QC testing
laboratory must be approved in writing by the RPR prior to the Notice to Proceed (NTP).
The CQCP shall be organized to address, as a minimum, the following:
1. QC organization and resumes of key staff
2. Project progress schedule
3. Submittals schedule
4. Inspection requirements
5. QC testing plan
6. Documentation of QC activities and distribution of QC reports
7. Requirements for corrective action when QC and/or QA acceptance criteria are not met
8. Material quality and construction means and methods. Address all elements applicable to the
project that affect the quality of the pavement structure including subgrade, subbase, base,
and surface course. Some elements that must be addressed include, but is not limited to mix
design, aggregate grading, stockpile management, mixing and transporting, placing and
finishing, quality control testing and inspection, smoothness, laydown plan, equipment, and
temperature management plan.
The Contractor must add any additional elements to the CQCP that is necessary to adequately control all
production and/or construction processes required by this contract.
100-3 CQCP organization. The CQCP shall be implemented by the establishment of a QC organization.
An organizational chart shall be developed to show all QC personnel, their authority, and how these
personnel integrate with other management/production and construction functions and personnel.
The organizational chart shall identify all QC staff by name and function, and shall indicate the total staff
required to implement all elements of the CQCP, including inspection and testing for each item of work.
If necessary, different technicians can be used for specific inspection and testing functions for different
items of work. If an outside organization or independent testing laboratory is used for implementation of
all or part of the CQCP, the personnel assigned shall be subject to the qualification requirements of
paragraphs 100-03a and 100-03b. The organizational chart shall indicate which personnel are Contractor
employees and which are provided by an outside organization.
The QC organization shall, as a minimum, consist of the following personnel:
a. Program Administrator. The Contractor Quality Control Program Administrator (CQCPA) must
be a full-time employee of the Contractor, or a consultant engaged by the Contractor. The CQCPA must
have a minimum of five (5) years of experience in QC pavement construction with prior QC experience
on a project of comparable size and scope as the contract.
Included in the five (5) years of paving/QC experience, the CQCPA must meet at least one of the
following requirements:
(1) Professional Engineer with one (1) year of airport paving experience.
(2) Engineer-in-training with two (2) years of airport paving experience.
(3) National Institute for Certification in Engineering Technologies (NICET) Civil Engineering
Technology Level IV with three (3) years of airport paving experience.
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(4) An individual with four (4) years of airport paving experience, with a Bachelor of Science
Degree in Civil Engineering, Civil Engineering Technology or Construction.
The CQCPA must have full authority to institute any and all actions necessary for the successful
implementation of the CQCP to ensure compliance with the contract plans and technical specifications.
The CQCPA authority must include the ability to immediately stop production until materials and/or
processes are in compliance with contract specifications. The CQCPA must report directly to a principal
officer of the construction firm. The CQCPA may supervise the Quality Control Program on more than
one project provided that person can be at the job site within two (2) hours after being notified of a
problem.
b. QC technicians. A sufficient number of QC technicians necessary to adequately implement the
CQCP must be provided. These personnel must be either Engineers, engineering technicians, or
experienced craftsman with qualifications in the appropriate field equivalent to NICET Level II in Civil
Engineering Technology or higher, and shall have a minimum of two (2) years of experience in their area
of expertise.
The QC technicians must report directly to the CQCPA and shall perform the following functions:
(1) Inspection of all materials, construction, plant, and equipment for conformance to the
technical specifications, and as required by paragraph 100-6.
(2) Performance of all QC tests as required by the technical specifications and paragraph100-8.
(3) Performance of tests for the RPR when required by the technical specifications.
Certification at an equivalent level of qualification and experience by a state or nationally recognized
organization will be acceptable in lieu of NICET certification.
c. Staffing levels. The Contractor shall provide sufficient qualified QC personnel to monitor each
work activity at all times. Where material is being produced in a plant for incorporation into the work,
separate plant and field technicians shall be provided at each plant and field placement location. The
scheduling and coordinating of all inspection and testing must match the type and pace of work activity.
The CQCP shall state where different technicians will be required for different work elements.
100-4 Project progress schedule. Critical QC activities must be shown on the project schedule as
required by Section 80, paragraph 80-03, Execution and Progress.
100-5 Submittals schedule. The Contractor shall submit a detailed listing of all submittals (for example,
mix designs, material certifications) and shop drawings required by the technical specifications. The
listing can be developed in a spreadsheet format and shall include as a minimum:
a. Specification item number
b. Item description
c. Description of submittal
d. Specification paragraph requiring submittal
e. Scheduled date of submittal
100-6 Inspection requirements. QC inspection functions shall be organized to provide inspections for all
definable features of work, as detailed below. All inspections shall be documented by the Contractor as
specified by paragraph 100-9.
Inspections shall be performed as needed to ensure continuing compliance with contract requirements
until completion of the particular feature of work. Inspections shall include the following minimum
requirements:
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a. During plant operation for material production, QC test results and periodic inspections shall be
used to ensure the quality of aggregates and other mix components, and to adjust and control mix
proportioning to meet the approved mix design and other requirements of the technical specifications. All
equipment used in proportioning and mixing shall be inspected to ensure its proper operating condition.
The CQCP shall detail how these and other QC functions will be accomplished and used.
b. During field operations, QC test results and periodic inspections shall be used to ensure the quality
of all materials and workmanship. All equipment used in placing, finishing, and compacting shall be
inspected to ensure its proper operating condition and to ensure that all such operations are in
conformance to the technical specifications and are within the plan dimensions, lines, grades, and
tolerances specified. The CQCP shall document how these and other QC functions will be accomplished
and used.
100-7 Contractor QC testing facility.
a. For projects that include Item P-401, Item P-403, and Item P-404, the Contractor shall ensure
facilities, including all necessary equipment, materials, and current reference standards, are provided that
meet requirements in the following paragraphs of ASTM D3666, Standard Specification for Minimum
Requirements for Agencies Testing and Inspecting Road and Paving Materials:
8.1.3 Equipment Calibration and Checks;
8.1.9 Equipment Calibration, Standardization, and Check Records;
8.1.12 Test Methods and Procedures
b. For projects that include P-501, the Contractor shall ensure facilities, including all necessary
equipment, materials, and current reference standards, are provided that meet requirements in the
following paragraphs of ASTM C1077, Standard Practice for Agencies Testing Concrete and Concrete
Aggregates for Use in Construction and Criteria for Testing Agency Evaluation:
7 Test Methods and Procedures
8 Facilities, Equipment, and Supplemental Procedures
100-8 QC testing plan. As a part of the overall CQCP, the Contractor shall implement a QC testing plan,
as required by the technical specifications. The testing plan shall include the minimum tests and test
frequencies required by each technical specification Item, as well as any additional QC tests that the
Contractor deems necessary to adequately control production and/or construction processes.
The QC testing plan can be developed in a spreadsheet fashion and shall, as a minimum, include the
following:
a. Specification item number (e.g., P-401)
b. Item description (e.g., Hot Mix Asphalt Pavements)
c. Test type (e.g., gradation, grade, asphalt content)
d. Test standard (e.g., ASTM or American Association of State Highway and Transportation Officials
(AASHTO) test number, as applicable)
e. Test frequency (e.g., as required by technical specifications or minimum frequency when
requirements are not stated)
f. Responsibility (e.g., plant technician)
g. Control requirements (e.g., target, permissible deviations)
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The QC testing plan shall contain a statistically-based procedure of random sampling for acquiring test
samples in accordance with ASTM D3665. The RPR shall be provided the opportunity to witness QC
sampling and testing.
All QC test results shall be documented by the Contractor as required by paragraph 100-9.
100-9 Documentation. The Contractor shall maintain current QC records of all inspections and tests
performed. These records shall include factual evidence that the required QC inspections or tests have
been performed, including type and number of inspections or tests involved; results of inspections or
tests; nature of defects, deviations, causes for rejection, etc.; proposed remedial action; and corrective
actions taken.
These records must cover both conforming and defective or deficient features, and must include a
statement that all supplies and materials incorporated in the work are in full compliance with the terms of
the contract. Legible copies of these records shall be furnished to the RPR daily. The records shall cover
all work placed subsequent to the previously furnished records and shall be verified and signed by the
CQCPA.
Contractor QC records required for the contract shall include, but are not necessarily limited to, the
following records:
a. Daily inspection reports. Each Contractor QC technician shall maintain a daily log of all
inspections performed for both Contractor and subcontractor operations. These technician’s daily reports
shall provide factual evidence that continuous QC inspections have been performed and shall, as a
minimum, include the following:
(1) Technical specification item number and description
(2) Compliance with approved submittals
(3) Proper storage of materials and equipment
(4) Proper operation of all equipment
(5) Adherence to plans and technical specifications
(6) Summary of any necessary corrective actions
(7) Safety inspection.
(8) Photographs and/or video
The daily inspection reports shall identify all QC inspections and QC tests conducted, results of
inspections, location and nature of defects found, causes for rejection, and remedial or corrective actions
taken or proposed.
The daily inspection reports shall be signed by the responsible QC technician and the CQCPA. The RPR
shall be provided at least one copy of each daily inspection report on the work day following the day of
record. When QC inspection and test results are recorded and transmitted electronically, the results must
be archived.
b. Daily test reports. The Contractor shall be responsible for establishing a system that will record
all QC test results. Daily test reports shall document the following information:
(1) Technical specification item number and description
(2) Test designation
(3) Location
(4) Date of test
CENTURY WEST ENGINEERING C-100 Contractor Quality Control Program (CQCP) - 6 of 8 JULY 2021 | #35022.002.02
(5) Control requirements
(6) Test results
(7) Causes for rejection
(8) Recommended remedial actions
(9) Retests
Test results from each day’s work period shall be submitted to the RPR prior to the start of the next day’s
work period. When required by the technical specifications, the Contractor shall maintain statistical QC
charts. When QC daily test results are recorded and transmitted electronically, the results must be
archived.
100-10 Corrective action requirements. The CQCP shall indicate the appropriate action to be taken
when a process is deemed, or believed, to be out of control (out of tolerance) and detail what action will
be taken to bring the process into control. The requirements for corrective action shall include both
general requirements for operation of the CQCP as a whole, and for individual items of work contained in
the technical specifications.
The CQCP shall detail how the results of QC inspections and tests will be used for determining the need
for corrective action and shall contain clear rules to gauge when a process is out of control and the type of
correction to be taken to regain process control.
When applicable or required by the technical specifications, the Contractor shall establish and use
statistical QC charts for individual QC tests. The requirements for corrective action shall be linked to the
control charts.
100-11 Inspection and/or observations by the RPR. All items of material and equipment are subject to
inspection and/or observation by the RPR at the point of production, manufacture or shipment to
determine if the Contractor, producer, manufacturer or shipper maintains an adequate QC system in
conformance with the requirements detailed here and the applicable technical specifications and plans. In
addition, all items of materials, equipment and work in place shall be subject to inspection and/or
observation by the RPR at the site for the same purpose.
Inspection and/or observations by the RPR does not relieve the Contractor of performing QC inspections
of either on-site or off-site Contractor’s or subcontractor’s work.
100-12 Noncompliance.
a. The Resident Project Representative (RPR) will provide written notice to the Contractor of any
noncompliance with their CQCP. After receipt of such notice, the Contractor must take corrective action.
b. When QC activities do not comply with either the CQCP or the contract provisions or when the
Contractor fails to properly operate and maintain an effective CQCP, and no effective corrective actions
have been taken after notification of non-compliance, the RPR will recommend the Owner take the
following actions:
(1) Order the Contractor to replace ineffective or unqualified QC personnel or subcontractors
and/or
(2) Order the Contractor to stop operations until appropriate corrective actions are taken.
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METHOD OF MEASUREMENT
100-13 Basis of measurement and payment. Contractor Quality Control Program (CQCP) is for the
personnel, tests, facilities and documentation required to implement the CQCP. The CQCP will be paid as
a lump sum with the following schedule of partial payments:
a. With first pay request, 25% with approval of CQCP and completion of the Quality Control
(QC)/Quality Assurance (QA) workshop.
b. When 50% or more of the original contract is earned, an additional 60%.
c. After final inspection and acceptance of project, the final 15%.
BASIS OF PAYMENT
100-14 Payment will be made under:
Item C-100 Contractor Quality Control Program – Lump Sum
REFERENCES
The publications listed below form a part of this specification to the extent referenced. The publications
are referred to within the text by the basic designation only.
National Institute for Certification in Engineering Technologies (NICET)
ASTM International (ASTM)
ASTM C1077 Standard Practice for Agencies Testing Concrete and Concrete
Aggregates for Use in Construction and Criteria for Testing Agency
Evaluation
ASTM D3665 Standard Practice for Random Sampling of Construction Materials
ASTM D3666 Standard Specification for Minimum Requirements for Agencies Testing
and Inspecting Road and Paving Materials
END OF ITEM C-100
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CENTURY WEST ENGINEERING C-102 Erosion Control - 1 of 4 JUNE 2021 | #35022.002.02
Item C-102 Temporary Air and Water Pollution, Soil Erosion, and Siltation Control
DESCRIPTION
102-1. This item shall consist of temporary control measures as shown on the plans or as ordered by the
Resident Project Representative (RPR) during the life of a contract to control pollution of air and water,
soil erosion, and siltation through the use of silt fences, berms, dikes, dams, sediment basins, fiber mats,
gravel, mulches, grasses, slope drains, and other erosion control devices or methods.
Temporary erosion control shall be in accordance with the approved erosion control plan; the approved
Construction Safety and Phasing Plan (CSPP) and AC 150/5370-2, Operational Safety on Airports
During Construction. The temporary erosion control measures contained herein shall be coordinated with
the permanent erosion control measures specified as part of this contract to the extent practical to assure
economical, effective, and continuous erosion control throughout the construction period.
Temporary control may include work outside the construction limits such as borrow pit operations,
equipment and material storage sites, waste areas, and temporary plant sites.
Temporary control measures shall be designed, installed and maintained to minimize the creation of
wildlife attractants that have the potential to attract hazardous wildlife on or near public-use airports.
MATERIALS
102-2.1 Grass. Grass that will not compete with the grasses sown later for permanent cover. The grass
shall be a quick-growing species (such as ryegrass, Italian ryegrass, or cereal grasses) suitable to the area
providing a temporary cover. Selected grass species shall not create a wildlife attractant. The grass shall
be selected from an approved Washington DOT mix.
102-2.2 Mulches. Mulches may be hay, straw, fiber mats, netting, bark, wood chips, or other suitable
material reasonably clean and free of noxious weeds and deleterious materials. Mulches shall not create a
wildlife attractant and shall conform to Washington DOT specifications.
102-2.3 Fertilizer. Fertilizer shall be a standard commercial grade and shall conform to all federal and
state regulations and to the standards of the Association of Official Agricultural Chemists.
102-2.4 Slope drains. Slope drains may be constructed of pipe, fiber mats, rubble, concrete, asphalt, or
other materials that will adequately control erosion.
102-2.5 Silt fence. Silt fence shall consist of polymeric filaments which are formed into a stable network
such that filaments retain their relative positions. Synthetic filter fabric shall contain ultraviolet ray
inhibitors and stabilizers to provide a minimum of six months of expected usable construction life. Silt
fence shall meet the requirements of ASTM D6461.
102-2.6 Other. All other materials shall meet commercial grade standards and shall be approved by the
RPR before being incorporated into the project.
CONSTRUCTION REQUIREMENTS
102-3.1 General. In the event of conflict between these requirements and pollution control laws, rules, or
regulations of other federal, state, or local agencies, the more restrictive laws, rules, or regulations shall
apply.
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The RPR shall be responsible for assuring compliance to the extent that construction practices,
construction operations, and construction work are involved.
102-3.2 Schedule. Prior to the start of construction, the Contractor shall submit schedules in accordance
with the approved Construction Safety and Phasing Plan (CSPP) and the plans for accomplishment of
temporary and permanent erosion control work for clearing and grubbing; grading; construction; paving;
and structures at watercourses. The Contractor shall also submit a proposed method of erosion and dust
control on haul roads and borrow pits and a plan for disposal of waste materials. Work shall not be started
until the erosion control schedules and methods of operation for the applicable construction have been
accepted by the RPR.
102-3.3 Construction details. The Contractor will be required to incorporate all permanent erosion
control features into the project at the earliest practicable time as outlined in the plans and approved
CSPP. Except where future construction operations will damage slopes, the Contractor shall perform the
permanent seeding and mulching and other specified slope protection work in stages, as soon as
substantial areas of exposed slopes can be made available. Temporary erosion and pollution control
measures will be used to correct conditions that develop during construction that were not foreseen during
the design stage; that are needed prior to installation of permanent control features; or that are needed
temporarily to control erosion that develops during normal construction practices, but are not associated
with permanent control features on the project.
Where erosion may be a problem, schedule and perform clearing and grubbing operations so that grading
operations and permanent erosion control features can follow immediately if project conditions permit.
Temporary erosion control measures are required if permanent measures cannot immediately follow
grading operations. The RPR shall limit the area of clearing and grubbing, excavation, borrow, and
embankment operations in progress, commensurate with the Contractor’s capability and progress in
keeping the finish grading, mulching, seeding, and other such permanent control measures current with
the accepted schedule. If seasonal limitations make such coordination unrealistic, temporary erosion
control measures shall be taken immediately to the extent feasible and justified as directed by the RPR.
The Contractor shall provide immediate permanent or temporary pollution control measures to minimize
contamination of adjacent streams or other watercourses, lakes, ponds, or other areas of water
impoundment as directed by the RPR. If temporary erosion and pollution control measures are required
due to the Contractor’s negligence, carelessness, or failure to install permanent controls as a part of the
work as scheduled or directed by the RPR, the work shall be performed by the Contractor and the cost
shall be incidental to this item.
The RPR may increase or decrease the area of erodible earth material that can be exposed at any time
based on an analysis of project conditions.
The erosion control features installed by the Contractor shall be maintained by the Contractor during the
construction period.
Provide temporary structures whenever construction equipment must cross watercourses at frequent
intervals. Pollutants such as fuels, lubricants, bitumen, raw sewage, wash water from concrete mixing
operations, and other harmful materials shall not be discharged into any waterways, impoundments or into
natural or manmade channels.
102-3.4 Installation, maintenance and removal of silt fence. Silt fences shall extend a minimum of 16
inches (41 cm) and a maximum of 34 inches (86 cm) above the ground surface. Posts shall be set no more
than 10 feet (3 m) on center. Filter fabric shall be cut from a continuous roll to the length required
minimizing joints where possible. When joints are necessary, the fabric shall be spliced at a support post
with a minimum 12-inch (300-mm) overlap and securely sealed. A trench shall be excavated
approximately 4 inches (100 mm) deep by 4 inches (100 mm) wide on the upslope side of the silt fence.
The trench shall be backfilled and the soil compacted over the silt fence fabric. The Contractor shall
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remove and dispose of silt that accumulates during construction and prior to establishment of permanent
erosion control. The fence shall be maintained in good working condition until permanent erosion control
is established. Silt fence shall be removed upon approval of the RPR.
METHOD OF MEASUREMENT
102-4.1 Temporary erosion and pollution control work required will be performed as scheduled or
directed by the RPR. Completed and accepted work will be measured as follows:
a.The cost for erosion control measures as necessary shall be included and paid for in the contract
bid item “Temporary Erosion Control.” The bid item “Temporary Erosion Control” is set and
listed at a predetermined, stipulated price. If necessary, the predetermined cost will be adjusted up
or down to accommodate actual costs for additional erosion control measures necessary to
facilitate construction of this project. Any adjustments shall be determined by the Owner.
Payment for this item will be for actual documented costs of erosion control measures only, as
determined by the Owner. Payment for this item shall include all materials, equipment, labor,
placement, maintenance, and removal at the completion of the project.
102-4.2 Control work performed for protection of construction areas outside the construction limits, such
as borrow and waste areas, haul roads, equipment and material storage sites, and temporary plant sites,
will not be measured and paid for directly but shall be considered as a subsidiary obligation of the
Contractor.
BASIS OF PAYMENT
102-5.1 Accepted quantities of temporary water pollution, soil erosion, and siltation control work ordered
by the RPR and measured as provided in paragraph 102-4.1 will be paid for under:
Item C-102-5.1a Temporary Erosion Control – per force account
REFERENCES
The publications listed below form a part of this specification to the extent referenced. The publications
are referred to within the text by the basic designation only.
Advisory Circulars (AC)
AC 150/5200-33 Hazardous Wildlife Attractants on or Near Airports
AC 150/5370-2 Operational Safety on Airports During Construction
ASTM International (ASTM)
ASTM D6461 Standard Specification for Silt Fence Materials
United States Department of Agriculture (USDA)
FAA/USDA Wildlife Hazard Management at Airports, A Manual for Airport Personnel
END OF ITEM C-102
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CENTURY WEST ENGINEERING C-105 Mobilization - 1 of 2 JULY 2021 | #35022.002.02
Item C-105 Mobilization
105-1 Description. This item of work shall consist of, but is not limited to, work and operations
necessary for the movement of personnel, equipment, material and supplies to and from the project site
for work on the project except as provided in the contract as separate pay items.
105-2 Mobilization limit. Mobilization shall be limited to 10 percent of the total project cost.
105-3 Posted notices. Prior to commencement of construction activities, the Contractor must post the
following documents in a prominent and accessible place where they may be easily viewed by all
employees of the prime Contractor and by all employees of subcontractors engaged by the prime
Contractor: Equal Employment Opportunity (EEO) Poster “Equal Employment Opportunity is the Law”
in accordance with the Office of Federal Contract Compliance Programs Executive Order 11246, as
amended; Davis Bacon Wage Poster (WH 1321) - DOL “Notice to All Employees” Poster; and
Applicable Davis-Bacon Wage Rate Determination. These notices must remain posted until final
acceptance of the work by the Owner.
105-4 Engineer/RPR field office. An Engineer/RPR field office is not required.
METHOD OF MEASUREMENT
105-5 Basis of measurement and payment. Based upon the contract lump sum price for “Mobilization”
partial payments will be allowed as follows:
a. With first pay request, 25%.
b. When 25% or more of the original contract is earned, an additional 25%.
c. When 50% or more of the original contract is earned, an additional 40%.
d. After Final Inspection, Staging area clean-up and delivery of all Project Closeout materials as
required by Section 90, paragraph 90-11, Contractor Final Project Documentation, the final 10%.
BASIS OF PAYMENT
105-6 Payment will be made under:
Item C-105 Mobilization – Lump Sum
REFERENCES
The publications listed below form a part of this specification to the extent referenced. The publications
are referred to within the text by the basic designation only.
Office of Federal Contract Compliance Programs (OFCCP)
Executive Order 11246, as amended
EEOC-P/E-1 – Equal Employment Opportunity is the Law Poster
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United States Department of Labor, Wage and Hour Division (WHD)
WH 1321 – Employee Rights under the Davis-Bacon Act Poster
END OF ITEM C-105
CENTURY WEST ENGINEERING P-101 Preparation/Removal of Existing Pavements - 1 of 4 JULY 2021 | #35022.002.02
Item P-101 Preparation/Removal of Existing Pavements
DESCRIPTION
101-1 This item shall consist of preparation of existing pavement surfaces for overlay, surface treatments,
removal of existing pavement, and other miscellaneous items. The work shall be accomplished in
accordance with these specifications and the applicable plans.
EQUIPMENT AND MATERIALS
101-2 All equipment and materials shall be specified here and in the following paragraphs or approved by
the Resident Project Representative (RPR). The equipment shall not cause damage to the pavement to
remain in place.
CONSTRUCTION
101-3.1 Removal of existing pavement.
The Contractor’s removal operation shall be controlled to not damage adjacent pavement structure, and
base material, cables, utility ducts, pipelines, or drainage structures which are to remain under the
pavement.
a. Concrete pavement removal. Full depth saw cuts shall be made perpendicular to the slab surface.
The Contractor shall saw through the full depth of the slab including any dowels at the joint, removing the
pavement and installing new dowels as shown on the plans and per the specifications. Where the
perimeter of the removal limits is not located on the joint and there are no dowels present, the perimeter
shall be saw cut the full depth of the pavement. The pavement inside the saw cut shall be removed by
methods which will not cause distress in the pavement which is to remain in place. All excavated
material shall be disposed of off Airport property, unless specified or specifically approved by the RPR.
Concrete slabs that are damaged by under breaking shall be repaired or removed and replaced as directed
by the RPR.
The edge of existing concrete pavement against which new pavement abuts shall be protected from
damage at all times. Spall and underbreak repair shall be in accordance with the plans. Any underlaying
material that is to remain in place, shall be recompacted and/or replaced as shown on the plans. Adjacent
areas damaged during repair shall be repaired or replaced at the Contractor’s expense.
b. Asphalt pavement removal. Not Used.
c. Repair or removal of Base, Subbase, and/or Subgrade. All failed material including surface,
base course, subbase course, and subgrade shall be removed and repaired as shown on the plans or as
directed by the RPR. Materials and methods of construction shall comply with the applicable sections of
these specifications. Any damage caused by Contractor’s removal process shall be repaired at the
Contractor’s expense.
101-3.2 Preparation of joints and cracks prior to overlay/surface treatment. Not Used.
101-3.3 Removal of Foreign Substances/contaminates. Not Used.
101-3.4 Concrete spall or failed asphaltic concrete pavement repair.
a. Repair of concrete spalls. Not Used.
b. Asphalt pavement repair. Not Used.
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101-3.5 Cold milling. Not Used.
101-3.6. Preparation of asphalt pavement surfaces prior to surface treatment. Not Used.
101-3.7 Maintenance. The Contractor shall perform all maintenance work necessary to keep the
pavement in a satisfactory condition until the full section is complete and accepted by the RPR. The
surface shall be kept clean and free from foreign material. The pavement shall be properly drained at all
times. If cleaning is necessary or if the pavement becomes disturbed, any work repairs necessary shall be
performed at the Contractor’s expense.
101-3.8 Preparation of Joints in Rigid Pavement prior to resealing. Prior to application of sealant
material, clean and dry the joints of all scale, dirt, dust, old sealant, curing compound, moisture and other
foreign matter. The Contractor shall demonstrate, in the presence of the RPR, that the method used cleans
the joint and does not damage the joint.
101-3.8.1 Removal of Existing Joint Sealant. All existing joint sealants will be removed by
plowing or use of hand tools. Any remaining sealant and or debris will be removed by use of wire
brushes or other tools as necessary. Resaw joints removing no more than 1/16 inch (2 mm) from
each joint face. Immediately after sawing, flush out joint with water and other tools as necessary to
completely remove the slurry.
101-3.8.2 Cleaning prior to sealing. Immediately before sealing, joints shall be cleaned by
removing any remaining laitance and other foreign material. Allow sufficient time to dry out joints
prior to sealing. Joint surfaces will be surface-dry prior to installation of sealant.
101-3.8.3 Joint sealant. Joint material and installation will be in accordance with Item P-605.
101-3.9 Preparation of Cracks in Flexible Pavement prior to sealing. Not Used.
101-3.9.4 Removal of Pipe and other Buried Structures. Not used.
METHOD OF MEASUREMENT
101-4.1 PCC Pavement Removal. The unit of measurement for PCC Pavement Removal shall be the
number of square yards removed by the Contractor. Any pavement removed outside the limits of removal
because the pavement was damaged by negligence on the part of the Contractor shall not be included in
the measurement for payment. No direct measurement or payment shall be made for saw cutting. Saw
cutting shall be incidental to pavement removal. Dowel bar installation shall be incidental to pavement
removal.
BASIS OF PAYMENT
101-5.1 Payment. Payment shall be made at contract unit price for the unit of measurement as specified
above. This price shall be full compensation for furnishing all materials and for all preparation, hauling,
and placing of the material and for all labor, equipment, tools, and incidentals necessary to complete this
item.
Item P 101-5.1 PCC Pavement Removal - per square yard
CENTURY WEST ENGINEERING P-101 Preparation/Removal of Existing Pavements - 3 of 4 JULY 2021 | #35022.002.02
REFERENCES
The publications listed below form a part of this specification to the extent referenced. The publications
are referred to within the text by the basic designation only.
Advisory Circulars (AC)
AC 150/5380-6 Guidelines and Procedures for Maintenance of Airport Pavements.
ASTM International (ASTM)
ASTM D6690 Standard Specification for Joint and Crack Sealants, Hot Applied, for
Concrete and Asphalt Pavements
END OF ITEM P-101
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CENTURY WEST ENGINEERING P-501 Cement Concrete Pavement - 1 of 28 JULY 2021 | #35022.002.02
Item P-501 Cement Concrete Pavement
DESCRIPTION
501-1.1 This work shall consist of pavement composed of cement concrete without reinforcement
constructed on a prepared underlying surface in accordance with these specifications and shall conform to
the lines, grades, thickness, and typical cross-sections shown on the plans. The terms cement concrete,
hydraulic cement concrete, and concrete are interchangeable in this specification.
MATERIALS
501-2.1 Aggregates.
a. Reactivity. Fine and Coarse aggregates to be used in PCC on this project shall be tested and
evaluated by the Contractor for alkali-aggregate reactivity in accordance with both ASTM C1260 and
ASTM C1567. Tests must be representative of aggregate sources which will be providing material for
production. ASTM C1260 and ASTM C1567 tests may be run concurrently.
(1) Coarse aggregate and fine aggregate shall be tested separately in accordance with ASTM
C1260, however, the length of test shall be extended to 28 days (30 days from casting). Tests must have
been completed within 6 months of the date of the concrete mix submittal.
(2) The combined coarse and fine aggregate shall be tested in accordance with ASTM C1567,
modified for combined aggregates, using the proposed mixture design proportions of aggregates,
cementitious materials, and/or specific reactivity reducing chemicals. If the expansion does not exceed
0.10% at 28 days, the proposed combined materials will be accepted. If the expansion is greater than
0.10% at 28 days, the aggregates will not be accepted unless adjustments to the combined materials
mixture can reduce the expansion to less than 0.10% at 28 days, or new aggregates shall be evaluated and
tested.
(3) If lithium nitrate is proposed for use with or without supplementary cementitious materials,
the aggregates shall be tested in accordance with Corps of Engineers (COE) Concrete Research Division
(CRD) C662 in lieu of ASTM C1567. If lithium nitrate admixture is used, it shall be nominal 30% ±0.5%
weight lithium nitrate in water. If the expansion does not exceed 0.10% at 28 days, the proposed
combined materials will be accepted. If the expansion is greater than 0.10% at 28 days, the aggregates
will not be accepted unless adjustments to the combined materials mixture can reduce the expansion to
less than 0.10% at 28 days, or new aggregates shall be evaluated and tested.
b. Fine aggregate. Grading of the fine aggregate, as delivered to the mixer, shall conform to the
requirements of ASTM C33 and the parameters identified in the fine aggregate material requirements
below. Fine aggregate material requirements and deleterious limits are shown in the table below.
CENTURY WEST ENGINEERING P-501 Cement Concrete Pavement - 2 of 28 JULY 2021 | #35022.002.02
Fine Aggregate Material Requirements
Soundness of Aggregates
by Use of Sodium Sulfate or
Magnesium Sulfate
Loss after 5 cycles:
10% maximum using Sodium sulfate - or -
15% maximum using magnesium sulfate
ASTM C88
Sand Equivalent 45 minimum ASTM D2419
Fineness Modulus (FM) 2.50 ≤ FM ≤ 3.40 ASTM C136
Limits for Deleterious Substances in Fine Aggregate for Concrete
Clay lumps and friable
particles
1.0% maximum ASTM C142
Coal and lignite 0.5% using a medium with a density of Sp. Gr.
of 2.0
ASTM C123
Total Deleterious Material 1.0% maximum
c. Coarse aggregate. The maximum size coarse aggregate shall be 3/4 inch.
Aggregates delivered to the mixer shall be clean, hard, uncoated aggregates consisting of crushed
stone, crushed or uncrushed gravel, air-cooled iron blast furnace slag, crushed recycled concrete
pavement, or a combination. The aggregates shall have no known history of detrimental pavement
staining. Steel blast furnace slag shall not be permitted. Coarse aggregate material requirements and
deleterious limits are shown in the table below; washing may be required to meet aggregate requirements.
Coarse Aggregate Material Requirements
Material Test Requirement Standard
Resistance to Degradation Loss: 40% maximum ASTM C131
Soundness of Aggregates
by Use of Sodium Sulfate or
Magnesium Sulfate
Loss after 5 cycles:
12% maximum using Sodium sulfate - or -
18% maximum using magnesium sulfate
ASTM C88
Flat, Elongated, or Flat and
Elongated Particles
8% maximum, by weight, of flat, elongated, or
flat and elongated particles at 5:1 for any size
group coarser than 3/8 (9.5 mm) sieve 1
ASTM D4791
Bulk density of slag 2 Weigh not less than 70 pounds per cubic foot
(1.12 Mg/cubic meter)
ASTM C29
D-cracking (Freeze-Thaw)3 Durability factor ≥ 95 ASTM C666
1 A flat particle is one having a ratio of width to thickness greater than five (5); an elongated particle is one
having a ratio of length to width greater than five (5).
2 Only required if slag is specified.
3 Coarse aggregate may only be accepted from sources that have a 20-year service history for the same gradation
to be supplied with no history of D-Cracking. Aggregates that do not have a 20-year record of service free from
major repairs (less than 5% of slabs replaced) in similar conditions without D-cracking shall not be used unless
the material currently being produced has a durability factor greater than or equal to 95 per ASTM C666. The
Contractor shall submit a current certification and test results to verify the aggregate acceptability. Test results
will only be accepted from a State Department of Transportation (DOT) materials laboratory or an accredited
laboratory. Certification and test results which are not dated or which are over one (1) year old or which are for
different gradations will not be accepted.
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The amount of deleterious material in the coarse aggregate shall not exceed the following limits:
Limits for Deleterious Substances in Coarse Aggregate
Deleterious material ASTM Percentage
by Mass
Clay Lumps and friable particles ASTM C142 1.0
Material finer than No. 200 sieve (75 µm) ASTM C117 1.01
Lightweight particles ASTM C123 using a medium
with a density of Sp. Gr. of 2.0
0.5
Chert2 (less than 2.40 Sp Gr.) ASTM C123 using a medium
with a density of Sp. Gr. of 2.40)
0.1
1 The limit for material finer than 75-μm is allowed to be increased to 1.5% for crushed aggregates consisting of
dust of fracture that is essentially free from clay or shale. Test results supporting acceptance of increasing limit
to 1.5% with statement indicating material is dust of fracture must be submitted with Concrete mix. Acceptable
techniques to characterizing these fines include methylene blue adsorption or X-ray diffraction analysis.
2 Chert and aggregates with less than 2.4 specific gravity.
d. Combined aggregate gradation. This specification is targeted for a combined aggregate
gradation developed following the guidance presented in United States Air Force Engineering Technical
Letter (ETL) 97-5: Proportioning Concrete Mixtures with Graded Aggregates for Rigid Airfield
Pavements. Base the aggregate grading upon a combination of all the aggregates (coarse and fine) to be
used for the mixture proportioning. Three aggregate sizes may be required to achieve an optimized
combined gradation that will produce a workable concrete mixture for its intended use. Use aggregate
gradations that produce concrete mixtures with well-graded or optimized aggregate combinations. The
Contractor shall submit complete mixture information necessary to calculate the volumetric components
of the mixture. The combined aggregate grading shall meet the following requirements:
(1) The materials selected and the proportions used shall be such that when the Coarseness Factor
(CF) and the Workability Factor (WF) are plotted on a diagram as described in paragraph 501-2.1d(4)
below, the point thus determined shall fall within the parallelogram described therein.
(2) The CF shall be determined from the following equation:
CF = (cumulative percent retained on the 3/8 in. (9.5 mm) sieve)(100) /
(cumulative percent retained on the No. 8 (2.36 mm) sieve)
(3) The WF is defined as the percent passing the No. 8 (2.36 mm) sieve based on the combined
gradation. However, WF shall be adjusted, upwards only, by 2.5 percentage points for each 94 pounds (42
kg) of cementitious material per cubic meter yard greater than 564 pounds per cubic yard (335 kg per
cubic meter).
(4) A diagram shall be plotted using a rectangular scale with WF on the Y-axis with units from 20
(bottom) to 45 (top), and with CF on the X-axis with units from 80 (left side) to 30 (right side). On this
diagram a parallelogram shall be plotted with corners at the following coordinates (CF-75, WF-28), (CF-
75, WF-40), (CF-45, WF-32.5), and (CF-45, WF-44.5). If the point determined by the intersection of the
computed CF and WF does not fall within the above parallelogram, the grading of each size of aggregate
used and the proportions selected shall be changed as necessary. The point determined by the plotting of
the CF and WF may be adjusted during production ±3 WF and ±5 CF. Adjustments to gradation may not
take the point outside of the parallelogram.
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e. Contractors combined aggregate gradation. The Contractor shall submit their combined
aggregate gradation using the following format:
Contractor’s Combined Aggregate Gradation
Sieve Size Contractor’s Concrete mix Gradation
(Percent passing by weight)
2 inch (50 mm) *
1-1/2 inch (37.5
mm)
*
1 inch (25.0 mm) *
3/4 inch (19.0 mm) *
1/2 inch (12.5 mm) *
3/8 inch (9.5 mm) *
No. 4 (4.75 mm) *
No. 8 (2.36 mm) *
No. 16 (1.18 mm) *
No. 30 (600 µm) *
No. 50 (300 µm) *
No. 100 (150 µm) *
501-2.2 Cement. Cement shall conform to the requirements of ASTM C150 Type I or II.
501-2.3 Cementitious materials.
a. Fly ash. Fly ash shall meet the requirements of ASTM C618, with the exception of loss of ignition,
where the maximum shall be less than 6%. Fly ash shall have a Calcium Oxide (CaO) content of less than
15% and a total alkali content less than 3% per ASTM C311. The Contractor shall furnish the previous
three most recent, consecutive ASTM C618 reports for each source of fly ash proposed in the concrete
mix, and shall furnish each additional report as they become available during the project. The reports can
be used for acceptance or the material may be tested independently by the Resident Project
Representative (RPR).
b. Slag cement (ground granulated blast furnace (GGBF)). Slag cement shall conform to ASTM
C989, Grade 100 or Grade 120. Slag cement shall be used only at a rate between 25% and 55% of the
total cementitious material by mass.
c. Raw or calcined natural pozzolan. Natural pozzolan shall be raw or calcined and conform to
ASTM C618, Class N, including the optional requirements for uniformity and effectiveness in controlling
Alkali-Silica reaction and shall have a loss on ignition not exceeding 6%. Class N pozzolan for use in
mitigating Alkali-Silica Reactivity shall have a total available alkali content less than 3%.
d. Ultrafine fly ash and ultrafine pozzolan. UltraFine Fly Ash (UFFA) and UltraFine Pozzolan (UFP)
shall conform to ASTM C618, Class F or N, and the following additional requirements:
(1) The strength activity index at 28 days of age shall be at least 95% of the control specimens.
(2) The average particle size shall not exceed 6 microns.
501-2.4 Joint seal. The joint seal for the joints in the concrete pavement shall meet the requirements of
Item P-605 and shall be of the type specified in the plans.
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501-2.5 Isolation joint filler. Premolded joint filler for isolation joints shall conform to the requirements
of ASTM D1751 or ASTM D1752 and shall be where shown on the plans. The filler for each joint shall
be furnished in a single piece for the full depth and width required for the joint, unless otherwise specified
by the RPR. When the use of more than one piece is required for a joint, the abutting ends shall be
fastened securely and held accurately to shape by stapling or other positive fastening means satisfactory
to the RPR.
501-2.7 Dowel and tie bars. Dowel bars shall be plain steel bars conforming to ASTM A615 and shall
be free from burring or other deformation restricting slippage in the concrete.
a. Dowel Bars. Before delivery to the construction site each dowel bar shall be epoxy coated per
ASTM A1078, Type 1, with a coating thickness after curing greater than 10 mils. Patched ends are not
required for Type 1 coated dowels. The dowels shall be coated with a bond-breaker recommended by the
manufacturer. Dowel sleeves or inserts are not permitted. Grout retention rings shall be fully circular
metal or plastic devices capable of supporting the dowel until the grout hardens.
b. Tie Bars. Tie bars shall be deformed steel bars and conform to the requirements of ASTM A615.
Tie bars designated as Grade 60 in ASTM A615 or ASTM A706 shall be used for construction requiring
bent bars.
501-2.8 Water. Water used in mixing or curing shall be potable. If water is taken from other sources
considered non-potable, it shall meet the requirements of ASTM C1602.
501-2.9 Material for curing concrete. Curing materials shall conform to one of the following
specifications:
a. Liquid membrane-forming compounds for curing concrete shall conform to the requirements of
ASTM C309, Type 2, Class A, or Class B.
b. White polyethylene film for curing concrete shall conform to the requirements of ASTM C171.
c. White burlap-polyethylene sheeting for curing concrete shall conform to the requirements of
ASTM C171.
d. Waterproof paper for curing concrete shall conform to the requirements of ASTM C171.
501-2.10 Admixtures. Admixtures shall conform to the following specifications:
a. Air-entraining admixtures. Air-entraining admixtures shall meet the requirements of ASTM
C260 and shall consistently entrain the air content in the specified ranges under field conditions. The air-
entraining agent and any water reducer admixture shall be compatible.
b. Water-reducing admixtures. Water-reducing admixture shall meet the requirements of ASTM
C494, Type A, B, or D.
c. Other admixtures. The use of set retarding and set-accelerating admixtures shall be approved by
the RPR prior to developing the concrete mix. Retarding admixtures shall meet the requirements of
ASTM C494, Type A, B, or D and set-accelerating admixtures shall meet the requirements of ASTM
C494, Type C. Calcium chloride and admixtures containing calcium chloride shall not be used.
d. Lithium Nitrate. The lithium admixture shall be a nominal 30% aqueous solution of Lithium
Nitrate, with a density of 10 pounds/gallon (1.2 kg/L), and shall have the approximate chemical form as
shown below:
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Lithium Admixture
Constituent Limit (Percent by Mass)
LiNO3 (Lithium Nitrate) 30 ±0.5
SO4 (Sulfate Ion) 0.1 (max)
Cl (Chloride Ion) 0.2 (max)
Na (Sodium Ion) 0.1 (max)
K (Potassium Ion) 0.1 (max)
The lithium nitrate admixture dispensing and mixing operations shall be verified and certified by the
lithium manufacturer’s representative.
501-2.11 Epoxy-resin. All epoxy-resin materials shall be two-component materials conforming to the
requirements of ASTM C881, Class as appropriate for each application temperature to be encountered,
except that in addition, the materials shall meet the following requirements:
a. Material for use for embedding dowels and anchor bolts shall be Type IV, Grade 3.
b. Material for use as patching materials for complete filling of spalls and other voids and for use in
preparing epoxy resin mortar shall be Type III, Grade as approved.
c. Material for use for injecting cracks shall be Type IV, Grade 1.
d. Material for bonding freshly mixed Portland cement concrete or mortar or freshly mixed epoxy
resin concrete or mortar to hardened concrete shall be Type V, Grade as approved.
501-2.12 Bond Breaker. Fabric shall meet the requirements of AASHTO M 288 Class I fabric with
elongation not less than 50% at the specified strengths, with a weight not less than 14.5 oz/sy. A
certificate of compliance (COC) shall be provided by the fabric manufacturer that the material may be
used as a bond breaker.
CONCRETE MIX
501-3.1. General. No concrete shall be placed until an acceptable concrete mix has been submitted to the
RPR for review and the RPR has taken appropriate action. The RPR’s review shall not relieve the
Contractor of the responsibility to select and proportion the materials to comply with this section.
501-3.2 Concrete Mix Laboratory. The laboratory used to develop the concrete mix shall be accredited
in accordance with ASTM C1077. The laboratory accreditation must be current and listed on the
accrediting authority’s website. All test methods required for developing the concrete mix must be
included in the lab accreditation. A copy of the laboratory’s current accreditation and accredited test
methods shall be submitted to the RPR prior to start of construction.
501-3.3 Concrete Mix Proportions. Develop the mix using the procedures contained in Portland Cement
Association (PCA) publication, "Design and Control of Concrete Mixtures." Concrete shall be
proportioned to achieve a 28-day flexural strength that meets or exceeds the acceptance criteria contained
in paragraph 501-6.6 for a flexural strength of 650psi per ASTM C78.
The minimum cementitious material shall be adequate to ensure a workable, durable mix. The minimum
cementitious material (cement plus fly ash, or slag cement) shall be 470 pounds per cubic yard (280 kg
per cubic meter). The ratio of water to cementitious material, including free surface moisture on the
aggregates but not including moisture absorbed by the aggregates shall be between 0.38 – 0.45 by weight.
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Flexural strength test specimens shall be prepared in accordance with ASTM C192 and tested in
accordance with ASTM C78. At the start of the project, the Contractor shall determine an allowable
slump as determined by ASTM C143 not to exceed 2 inches (50 mm) for slip-form placement. For fixed-
form placement, the slump shall not exceed 3 inches (75 mm). For hand placement, the slump shall not
exceed 4 inches (100 mm).
The results of the concrete mix shall include a statement giving the maximum nominal coarse aggregate
size and the weights and volumes of each ingredient proportioned on a one cubic yard (meter) basis.
Aggregate quantities shall be based on the mass in a saturated surface dry condition.
If a change in source(s) is made, or admixtures added or deleted from the mix, a new concrete mix must
be submitted to the RPR for approval.
The RPR may request samples at any time for testing, prior to and during production, to verify the quality
of the materials and to ensure conformance with the applicable specifications.
501-3.4 Concrete Mix submittal. The concrete mix shall be submitted to the RPR at least 15 days prior
to the start of operations. The submitted concrete mix shall not be more than 180 days old and must use
the materials to be used for production for the project. Production shall not begin until the concrete mix is
approved in writing by the RPR.
Each of the submitted concrete mixes (i.e, slip form, side form machine finish and side form hand finish)
shall be stamped or sealed by the responsible professional Engineer of the laboratory and shall include the
following items and quantities as a minimum:
· Certified material test reports for aggregate in accordance with paragraph 501-2.1. Certified
reports must include all tests required; reporting each test, test method, test result, and
requirement specified (criteria).
· Combined aggregate gradations and analysis; and including plots of the fine aggregate
fineness modulus.
· Reactivity Test Results.
· Coarse aggregate quality test results, including deleterious materials.
· Fine aggregate quality test results, including deleterious materials.
· Mill certificates for cement and supplemental cementitious materials.
· Certified test results for all admixtures, including Lithium Nitrate if applicable.
· Specified flexural strength, slump, and air content.
· Recommended proportions/volumes for proposed mixture and trial water-cementitious
materials ratio, including actual slump and air content.
· Flexural and compressive strength summaries and plots, including all individual beam and
cylinder breaks.
· Correlation ratios for acceptance testing and Contractor QC testing, when applicable.
· Historical record of test results documenting production standard deviation, when applicable.
501-3.5 Cementitious materials.
a. Fly ash. When fly ash is used as a partial replacement for cement, the replacement rate shall be
determined from laboratory trial mixes, and shall be between 20 and 30% by weight of the total
cementitious material. If fly ash is used in conjunction with slag cement the maximum replacement rate
shall not exceed 10% by weight of total cementitious material.
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b. Slag cement (ground granulated blast furnace (GGBF)). Slag cement may be used. The slag
cement, or slag cement plus fly ash if both are used, may constitute between 25 to 55% of the total
cementitious material by weight.
c. Raw or calcined natural pozzolan. Natural pozzolan may be used in the concrete mix. When
pozzolan is used as a partial replacement for cement, the replacement rate shall be determined from
laboratory trial mixes, and shall be between 20 and 30% by weight of the total cementitious material. If
pozzolan is used in conjunction with slag cement the maximum replacement rate shall not exceed 10% by
weight of total cementitious material.
d. Ultrafine fly ash (UFFA) and ultrafine pozzolan (UFP). UFFA and UFP may be used in the
concrete mix with the RPR’s approval. When UFFA and UFP is used as a partial replacement for cement,
the replacement rate shall be determined from laboratory trial mixes, and shall be between 7% and 16%
by weight of the total cementitious material.
501-3.6 Admixtures.
a. Air-entraining admixtures. Air-entraining admixture are to be added in such a manner that will
ensure uniform distribution of the agent throughout the batch. The air content of freshly mixed air-
entrained concrete shall be based upon trial mixes with the materials to be used in the work adjusted to
produce concrete of the required plasticity and workability. The percentage of air in the mix shall be
6.0%. Air content shall be determined by testing in accordance with ASTM C231 for gravel and stone
coarse aggregate and ASTM C173 for slag and other highly porous coarse aggregate.
b. Water-reducing admixtures. Water-reducing admixtures shall be added to the mix in the manner
recommended by the manufacturer and in the amount necessary to comply with the specification
requirements. Tests shall be conducted with the materials to be used in the work, in accordance with
ASTM C494.
c. Other admixtures. Set controlling, and other approved admixtures shall be added to the mix in
the manner recommended by the manufacturer and in the amount necessary to comply with the
specification requirements. Tests shall be conducted with the materials to be used in the work, in
accordance with ASTM C494.
d. Lithium nitrate. Lithium nitrate shall be added to the mix in the manner recommended by the
manufacturer and in the amount necessary to comply with the specification requirements in accordance
with paragraph 501-2.10d.
CONSTRUCTION METHODS
501-4.1 Control Strip. The control strip(s) shall be to the next planned joint after the initial 250 feet (75
m) of each type of pavement construction (slip-form pilot lane, slip-form fill-in lane, or fixed form). The
Contractor shall demonstrate, in the presence of the RPR, that the materials, concrete mix, equipment,
construction processes, and quality control processes meet the requirements of the specifications. The
concrete mixture shall be extruded from the paver meeting the edge slump tolerance and with little or no
finishing. Pilot, fill-in, and fixed-form control strips will be accepted separately. Minor adjustments to
the mix design may be required to place an acceptable control strip. The production mix will be the
adjusted mix design used to place the acceptable control strip. Upon acceptance of the control strip by the
RPR, the Contractor must use the same equipment, materials, and construction methods for the remainder
of concrete paving. Any adjustments to processes or materials must be approved in advance by the RPR.
Acceptable control strips will meet edge slump tolerance and surface acceptable with little or no finishing,
air content within action limits, strength equal or greater than requirements of P501-3.3. The control strip
will be considered one lot for payment (no sublots required for control strip). Payment will only be made
for an acceptable control strip in accordance with paragraph 501-8.1 using a lot pay factor equal to 100.
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501-4.2 Equipment. The Contractor is responsible for the proper operation and maintenance of all
equipment necessary for handling materials and performing all parts of the work to meet this
specification.
a. Plant and equipment. The plant and mixing equipment shall conform to the requirements of
ASTM C94 and/or ASTM C685. Each truck mixer shall have attached in a prominent place a
manufacturer’s nameplate showing the capacity of the drum in terms of volume of mixed concrete and the
speed of rotation of the mixing drum or blades. The truck mixers shall be examined daily for changes in
condition due to accumulation of hard concrete or mortar or wear of blades. The pickup and throwover
blades shall be replaced when they have worn down 3/4 inch (19 mm) or more. The Contractor shall have
a copy of the manufacturer’s design on hand showing dimensions and arrangement of blades in reference
to original height and depth.
Equipment for transferring and spreading concrete from the transporting equipment to the paving lane
in front of the finishing equipment shall be provided. The equipment shall be specially manufactured,
self-propelled transfer equipment which will accept the concrete outside the paving lane and will spread it
evenly across the paving lane in front of the paver and strike off the surface evenly to a depth which
permits the paver to operate efficiently.
b. Finishing equipment.
(1) Slip-form. The standard method of constructing concrete pavements shall be with an
approved slip-form paving equipment designed and operated to spread, consolidate, screed, and finish the
freshly placed concrete in one complete pass of the machine so that the end result is a dense and
homogeneous pavement which is achieved with a minimum of hand finishing. The paver-finisher shall be
a heavy duty, self-propelled machine designed specifically for paving and finishing high quality concrete
pavements.
(2) Fixed-form. On projects requiring less than 10,000 cubic yards of concrete pavement or
irregular areas at locations inaccessible to slip-form paving equipment, concrete pavement may be placed
with equipment specifically designed for placement and finishing using stationary side forms. Methods
and equipment shall be reviewed and accepted by the RPR. Hand screeding and float finishing may only
be used on small irregular areas as allowed by the RPR.
c. Vibrators. Vibrator shall be the internal type. The rate of vibration of each vibrating unit shall be
sufficient to consolidate the pavement without segregation or voids. The number, spacing, and frequency
shall be as necessary to provide a dense and homogeneous pavement and meet the recommendations of
American Concrete Institute (ACI) 309R, Guide for Consolidation of Concrete. Adequate power to
operate all vibrators shall be available on the paver. The vibrators shall be automatically controlled so that
they shall be stopped as forward motion ceases. The Contractor shall provide an electronic or mechanical
means to monitor vibrator status. The checks on vibrator status shall occur a minimum of two times per
day or when requested by the RPR.
Hand held vibrators may only be used in irregular areas and shall meet the recommendations of ACI
309R, Guide for Consolidation of Concrete.
d. Concrete saws. The Contractor shall provide sawing equipment adequate in number of units and
power to complete the sawing to the required dimensions. The Contractor shall provide at least one
standby saw in good working order and a supply of saw blades at the site of the work at all times during
sawing operations.
e. Fixed forms. Straight side fixed forms shall be made of steel and shall be furnished in sections not
less than 10 feet (3 m) in length. Forms shall be provided with adequate devices for secure settings so that
when in place they will withstand, without visible spring or settlement, the impact and vibration of the
consolidating and finishing equipment. Forms with battered top surfaces and bent, twisted or broken
forms shall not be used. Built-up forms shall not be used, except as approved by the RPR. The top face of
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the form shall not vary from a true plane more than 1/8 inch (3 mm) in 10 feet (3 m), and the upstanding
leg shall not vary more than 1/4 inch (6 mm). The forms shall contain provisions for locking the ends of
abutting sections together tightly for secure setting. Wood forms may be used under special conditions,
when approved by the RPR. The forms shall extend the full depth of the pavement section.
501-4.3 Form setting. Forms shall be set to line and grade as shown on the plans, sufficiently in advance
of the concrete placement, to ensure continuous paving operation. Forms shall be set to withstand,
without visible spring or settlement, the impact and vibration of the consolidating and finishing
equipment. Forms shall be cleaned and oiled prior to the concrete placement.
501-4.4 Base surface preparation prior to placement. Any damage to the prepared base, subbase, and
subgrade shall be corrected full depth by the Contractor prior to concrete placement. The underlying
surface shall be entirely free of frost when concrete is placed. The prepared grade shall be moistened
with water, without saturating, immediately ahead of concrete placement to prevent rapid loss of moisture
from concrete. Bond breaker shall be applied in accordance with 501-2.12.
501-4.5 Handling, measuring, and batching material. Aggregate stockpiles shall be constructed and
managed in such a manner that prevents segregation and intermixing of deleterious materials. Aggregates
from different sources shall be stockpiled, weighed and batched separately at the concrete batch plant.
Aggregates that have become segregated or mixed with earth or foreign material shall not be used. All
aggregates produced or handled by hydraulic methods, and washed aggregates, shall be stockpiled or
binned for draining at least 12 hours before being batched. Store and maintain all aggregates at a uniform
moisture content prior to use. A continuous supply of materials shall be provided to the work to ensure
continuous placement.
501-4.6 Mixing concrete. The concrete may be mixed at the work site, in a central mix plant or in truck
mixers. The mixer shall be of an approved type and capacity. Mixing time shall be measured from the
time all materials are placed into the drum until the drum is emptied into the truck. All concrete shall be
mixed and delivered to the site in accordance with the requirements of ASTM C94 or ASTM C685.
Mixed concrete from the central mixing plant shall be transported in truck mixers, truck agitators, or non-
agitating trucks. The elapsed time from the addition of cementitious material to the mix until the concrete
is discharged from the truck should not exceed 30 minutes when the concrete is hauled in non-agitating
trucks, nor 90 minutes when the concrete is hauled in truck mixers or truck agitators. In no case shall the
temperature of the concrete when placed exceed 90°F (32°C). Retempering concrete by adding water or
by other means will not be permitted. With transit mixers additional water may be added to the batch
materials and additional mixing performed to increase the slump to meet the specified requirements
provided the addition of water is performed within 45 minutes after the initial mixing operations and
provided the water/cementitious ratio specified is not exceeded.
501-4.7 Weather Limitations on mixing and placing. No concrete shall be mixed, placed, or finished
when the natural light is insufficient, unless an adequate and approved artificial lighting system is
operated.
a. Cold weather. Unless authorized in writing by the RPR, mixing and concreting operations shall be
discontinued when a descending air temperature in the shade and away from artificial heat reaches 40°F
(4°C) and shall not be resumed until an ascending air temperature in the shade and away from artificial
heat reaches 35°F (2°C).
The aggregate shall be free of ice, snow, and frozen lumps before entering the mixer. The temperature
of the mixed concrete shall not be less than 50°F (10°C) at the time of placement. Concrete shall not be
placed on frozen material nor shall frozen aggregates be used in the concrete.
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When concreting is authorized during cold weather, water and/or the aggregates may be heated to not
more than 150°F (66°C). The apparatus used shall heat the mass uniformly and shall be arranged to
preclude the possible occurrence of overheated areas which might be detrimental to the materials.
Curing during cold weather shall be in accordance with paragraph 501-4.13d.
b. Hot weather. During periods of hot weather when the maximum daily air temperature exceeds
85°F (30°C), the following precautions shall be taken.
The forms and/or the underlying surface shall be sprinkled with water immediately before placing the
concrete. The concrete shall be placed at the coolest temperature practicable, and in no case shall the
temperature of the concrete when placed exceed 90°F (32°C). The aggregates and/or mixing water shall
be cooled as necessary to maintain the concrete temperature at or not more than the specified maximum.
The concrete placement shall be protected from exceeding an evaporation rate of 0.2 psf (0.98 kg/m2
per hour) per hour. When conditions are such that problems with plastic cracking can be expected, and
particularly if any plastic cracking begins to occur, the Contractor shall immediately take such additional
measures as necessary to protect the concrete surface. If the Contractor’s measures are not effective in
preventing plastic cracking, paving operations shall be immediately stopped.
Curing during hot weather shall be in accordance with paragraph 501-4.13e.
c. Temperature management program. Prior to the start of paving operation for each day of
paving, the Contractor shall provide the RPR with a Temperature Management Program for the concrete
to be placed to assure that uncontrolled cracking is avoided. (Federal Highway Administration
HIPERPAV 3 is one example of a temperature management program.) As a minimum, the program shall
address the following items:
(1) Anticipated tensile strains in the fresh concrete as related to heating and cooling of the
concrete material.
(2) Anticipated weather conditions such as ambient temperatures, wind velocity, and relative
humidity; and anticipated evaporation rate using Figure 19-9, PCA, Design and Control of Concrete
Mixtures.
(3) Anticipated timing of initial sawing of joint.
(4) Anticipated number and type of saws to be used.
d. Rain. The Contractor shall have available materials for the protection of the concrete during
inclement weather. Such protective materials shall consist of rolled polyethylene sheeting at least 4 mils
(0.1 mm) thick of sufficient length and width to cover the plastic concrete slab and any edges. The
sheeting may be mounted on either the paver or a separate movable bridge from which it can be unrolled
without dragging over the plastic concrete surface. When rain appears imminent, all paving operations
shall stop and all available personnel shall begin covering the surface of the unhardened concrete with the
protective covering.
501-4.8 Concrete Placement. At any point in concrete conveyance, the free vertical drop of the concrete
from one point to another or to the underlying surface shall not exceed 3 feet (1 m). The finished
concrete product must be dense and homogeneous, without segregation and conforming to the standards
in this specification. Backhoes and grading equipment shall not be used to distribute the concrete in front
of the paver. Front end loaders will not be used. All concrete shall be consolidated without voids or
segregation, including under and around all load-transfer devices, joint assembly units, and other features
embedded in the pavement. Hauling equipment or other mechanical equipment can be permitted on
adjoining previously constructed pavement when the concrete strength reaches a flexural strength of 450
psi (3.8 MPa), based on the average of four field cured specimens per 2,000 cubic yards (1,530 cubic
meters) of concrete placed. The Contractor must determine that the above minimum strengths are
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adequate to protection the pavement from overloads due to the construction equipment proposed for the
project.
The Contractor shall have available materials for the protection of the concrete during cold, hot
and/or inclement weather in accordance with paragraph 501-4.7.
a. Slip-form construction. The concrete shall be distributed uniformly into final position by a self-
propelled slip-form paver without delay. The alignment and elevation of the paver shall be regulated from
outside reference lines established for this purpose. The paver shall vibrate the concrete for the full width
and depth of the strip of pavement being placed and the vibration shall be adequate to provide a
consistency of concrete that will stand normal to the surface with sharp well-defined edges. The sliding
forms shall be rigidly held together laterally to prevent spreading of the forms. The plastic concrete shall
be effectively consolidated by internal vibration with transverse vibrating units for the full width of the
pavement and/or a series of equally placed longitudinal vibrating units. The space from the outer edge of
the pavement to longitudinal unit shall not exceed 9 inches (23 cm) for slipform and at the end of the
dowels for the fill-in lanes. The spacing of internal units shall be uniform and shall not exceed 18 inches
(0.5 m).
The term internal vibration means vibrating units located within the specified thickness of pavement
section.
The rate of vibration of each vibrating unit shall be sufficient to consolidate the pavement without,
segregation, voids, or vibrator trails and the amplitude of vibration shall be sufficient to be perceptible on
the surface of the concrete along the entire length of the vibrating unit and for a distance of at least one
foot (30 cm). The frequency of vibration or amplitude should be adjusted proportionately with the rate of
travel to result in a uniform density and air content. The paving machine shall be equipped with a
tachometer or other suitable device for measuring and indicating the actual frequency of vibrations.
The concrete shall be held at a uniform consistency. The slip-form paver shall be operated with as
nearly a continuous forward movement as possible and all operations of mixing, delivering, and spreading
concrete shall be coordinated to provide uniform progress with stopping and starting of the paver held to a
minimum. If for any reason, it is necessary to stop the forward movement of the paver, the vibratory and
tamping elements shall also be stopped immediately. No tractive force shall be applied to the machine,
except that which is controlled from the machine.
When concrete is being placed adjacent to an existing pavement, that part of the equipment which is
supported on the existing pavement shall be equipped with protective pads on crawler tracks or rubber-
tired wheels on which the bearing surface is offset to run a sufficient distance from the edge of the
pavement to avoid breaking the pavement edge.
Not more than 15% of the total free edge of each 500-foot (150 m) segment of pavement, or fraction
thereof, shall have an edge slump exceeding 1/4 inch (6 mm), and none of the free edge of the pavement
shall have an edge slump exceeding 3/8 inch (9 mm). (The total free edge of 500 feet (150 m) of
pavement will be considered the cumulative total linear measurement of pavement edge originally
constructed as nonadjacent to any existing pavement; that is, 500 feet (150 m) of paving lane originally
constructed as a separate lane will have 1,000 feet (300 m) of free edge, 500 feet (150 m) of fill-in lane
will have no free edge, etc.). The area affected by the downward movement of the concrete along the
pavement edge shall be limited to not more than 18 inches (0.5 m) from the edge.
When excessive edge slump cannot be corrected before the concrete has hardened, the area with
excessive edge slump will be removed the full width of the slip form lane and replaced at the expense of
the Contractor as directed by the RPR.
b. Fixed-form construction. Forms shall be drilled in advance of being placed to line and grade to
accommodate tie bars / dowel bars where these are specified.
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Immediately in advance of placing concrete and after all subbase operations are completed, side
forms shall be trued and maintained to the required line and grade for a distance sufficient to prevent
delay in placing.
Side forms shall remain in place at least 12 hours after the concrete has been placed, and in all cases
until the edge of the pavement no longer requires the protection of the forms. Curing compound shall be
applied to the concrete immediately after the forms have been removed.
Side forms shall be thoroughly cleaned and coated with a release agent each time they are used and
before concrete is placed against them.
Concrete shall be spread, screed, shaped and consolidated by one or more self-propelled machines.
These machines shall uniformly distribute and consolidate concrete without segregation so that the
completed pavement will conform to the required cross-section with a minimum of handwork.
The number and capacity of machines furnished shall be adequate to perform the work required at a
rate equal to that of concrete delivery. The equipment must be specifically designed for placement and
finishing using stationary side forms. Methods and equipment shall be reviewed and accepted by the
RPR.
Concrete for the full paving width shall be effectively consolidated by internal vibrators. The rate of
vibration of each vibrating unit shall be sufficient to consolidate the pavement without segregation, voids,
or leaving vibrator trails.
Power to vibrators shall be connected so that vibration ceases when forward or backward motion of
the machine is stopped.
c. Consolidation. Concrete shall be consolidated with the specified type of lane-spanning, gang-
mounted, mechanical, immersion type vibrating equipment mounted in front of the paver, supplemented,
in rare instances as specified, by hand-operated vibrators. The vibrators shall be inserted into the concrete
to a depth that will provide the best full-depth consolidation but not closer to the underlying material than
2 inches (50 mm). Vibrators shall not be used to transport or spread the concrete. For each paving train, at
least one additional vibrator spud, or sufficient parts for rapid replacement and repair of vibrators shall be
maintained at the paving site at all times. Any evidence of inadequate consolidation (honeycomb along
the edges, large air pockets, or any other evidence) or over-consolidation (vibrator trails, segregation, or
any other evidence) shall require the immediate stopping of the paving operation and adjustment of the
equipment or procedures as approved by the RPR.
If a lack of consolidation of the hardened concrete is suspected by the RPR, referee testing may be
required. Referee testing of hardened concrete will be performed by the RPR by cutting cores from the
finished pavement after a minimum of 24 hours curing. The RPR shall visually examine the cores for
evidence of lack of consolidation. Density determinations will be made by the RPR based on the water
content of the core as taken. ASTM C642 shall be used for the determination of core density in the
saturated-surface dry condition. When required, referee cores will be taken at the minimum rate of one for
each 500 cubic yards (382 m2) of pavement, or fraction. The Contractor shall be responsible for all
referee testing cost if they fail to meet the required density.
The average density of the cores shall be at least 97% of the original concrete mix density, with no
cores having a density of less than 96% of the original concrete mix density. Failure to meet the referee
tests will be considered evidence that the minimum requirements for vibration are inadequate for the job
conditions. Additional vibrating units or other means of increasing the effect of vibration shall be
employed so that the density of the hardened concrete conforms to the above requirements.
501-4.9 Strike-off of concrete and placement of reinforcement. Following the placing of the concrete,
it shall be struck off to conform to the cross-section shown on the plans and to an elevation that when the
concrete is properly consolidated and finished, the surface of the pavement shall be at the elevation shown
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on the plans. When reinforced concrete pavement is placed in two layers, the bottom layer shall be struck
off to such length and depth that the sheet of reinforcing steel fabric or bar mat may be laid full length on
the concrete in its final position without further manipulation. The reinforcement shall then be placed
directly upon the concrete, after which the top layer of the concrete shall be placed, struck off, and screed.
If any portion of the bottom layer of concrete has been placed more than 30 minutes without being
covered with the top layer or if initial set has taken place, it shall be removed and replaced with freshly
mixed concrete at the Contractor’s expense. When reinforced concrete is placed in one layer, the
reinforcement may be positioned in advance of concrete placement or it may be placed in plastic concrete
by mechanical or vibratory means after spreading.
Reinforcing steel, at the time concrete is placed, shall be free of mud, oil, or other organic matter that may
adversely affect or reduce bond. Reinforcing steel with rust, mill scale or a combination of both will be
considered satisfactory, provided the minimum dimensions, weight, and tensile properties of a hand wire-
brushed test specimen are not less than the applicable ASTM specification requirements.
501-4.10 Joints. Joints shall be constructed as shown on the plans and in accordance with these
requirements. All joints shall be constructed with their faces perpendicular to the surface of the pavement
and finished or edged as shown on the plans. Joints shall not vary more than 1/2-inch (12 mm) from their
designated position and shall be true to line with not more than 1/4-inch (6 mm) variation in 10 feet (3 m).
The surface across the joints shall be tested with a 12-foot (3 m) straightedge as the joints are finished and
any irregularities in excess of 1/4 inch (6 mm) shall be corrected before the concrete has hardened. All
joints shall be so prepared, finished, or cut to provide a groove of uniform width and depth as shown on
the plans.
a. Construction. Longitudinal construction joints shall be slip-formed or formed against side forms
as shown in the plans.
Transverse construction joints shall be installed at the end of each day’s placing operations and at any
other points within a paving lane when concrete placement is interrupted for more than 30 minutes or it
appears that the concrete will obtain its initial set before fresh concrete arrives. The installation of the
joint shall be located at a planned contraction or expansion joint. If placing of the concrete is stopped, the
Contractor shall remove the excess concrete back to the previous planned joint.
b. Contraction. Contraction joints shall be installed at the locations and spacing as shown on the
plans. Contraction joints shall be installed to the dimensions required by forming a groove or cleft in the
top of the slab while the concrete is still plastic or by sawing a groove into the concrete surface after the
concrete has hardened. When the groove is formed in plastic concrete the sides of the grooves shall be
finished even and smooth with an edging tool. If an insert material is used, the installation and edge finish
shall be according to the manufacturer’s instructions. The groove shall be finished or cut clean so that
spalling will be avoided at intersections with other joints. Grooving or sawing shall produce a slot at least
1/8 inch (3 mm) wide and to the depth shown on the plans.
c. Isolation (expansion). Isolation joints shall be installed as shown on the plans. The premolded
filler of the thickness as shown on the plans, shall extend for the full depth and width of the slab at the
joint. The filler shall be fastened uniformly along the hardened joint face with no buckling or debris
between the filler and the concrete interface, including a temporary filler for the sealant reservoir at the
top of the slab. The edges of the joint shall be finished and tooled while the concrete is still plastic
d. Dowels and Tie Bars for Joints
(1) Tie bars. Tie bars shall consist of deformed bars installed in joints as shown on the plans. Tie
bars shall be placed at right angles to the centerline of the concrete slab and shall be spaced at intervals
shown on the plans. They shall be held in position parallel to the pavement surface and in the middle of
the slab depth and within the tolerances in paragraph 501-4.10(f.). When tie bars extend into an unpaved
lane, they may be bent against the form at longitudinal construction joints, unless threaded bolt or other
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assembled tie bars are specified. Tie bars shall not be painted, greased, or enclosed in sleeves. When slip-
form operations call for tie bars, two-piece hook bolts can be installed.
(2) Dowel bars. Dowel bars shall be placed across joints in the proper horizontal and vertical
alignment as shown on the plans. The dowels shall be coated with a bond-breaker or other lubricant
recommended by the manufacturer and approved by the RPR. Dowels bars at longitudinal construction
joints shall be bonded in drilled holes.
(3) Placing dowels and tie bars. Horizontal spacing of dowels shall be within a tolerance of ±3/4
inch (19 mm). The vertical location on the face of the slab shall be within a tolerance of ±1/2 inch (12
mm). The method used to install dowels shall ensure that the horizontal and vertical alignment will not be
greater than 1/4 inch per feet (6 mm per 0.3 m), except for those across the crown or other grade change
joints. Dowels across crowns and other joints at grade changes shall be measured to a level surface.
Horizontal alignment shall be checked perpendicular to the joint edge. The portion of each dowel
intended to move within the concrete or expansion cap shall be wiped clean and coated with a thin, even
film of lubricating oil or light grease before the concrete is placed. Dowels shall be installed as specified
in the following subparagraphs.
(a) Contraction joints. Dowels and tie bars in longitudinal and transverse contraction
joints within the paving lane shall be held securely in place by means of rigid metal frames or basket
assemblies of an approved type. The basket assemblies shall be held securely in the proper location by
means of suitable pins or anchors. Do not cut or crimp the dowel basket tie wires.
At the Contractor’s option, dowels and tie bars in contraction joints may be installed by
insertion into the plastic concrete using approved equipment and procedures per the paver manufacturer’s
design. Approval of installation methods will be based on the results of the control strip showing that the
dowels and tie bars are installed within specified tolerances as verified by cores or non-destructive rebar
location devices approved by the RPR.
(b) Construction joints. Install dowels and tie bars by the cast-in- place or the drill-and-
dowel method. Installation by removing and replacing in preformed holes will not be permitted. Dowels
and tie bars shall be prepared and placed across joints where indicated, correctly aligned, and securely
held in the proper horizontal and vertical position during placing and finishing operations, by means of
devices fastened to the forms.
(c) Joints in hardened concrete. Install dowels in hardened concrete by bonding the
dowels into holes drilled into the concrete. The concrete shall have cured for seven (7) days or reached a
minimum flexural strength of 450 psi (3.1 MPa) before drilling begins. Holes 1/8 inch (3 mm) greater in
diameter than the dowels shall be drilled into the hardened concrete using rotary-core drills. Rotary-
percussion drills may be used, provided that excessive spalling does not occur. Spalling beyond the limits
of the grout retention ring will require modification of the equipment and operation. Depth of dowel hole
shall be within a tolerance of ±1/2 inch (12 mm) of the dimension shown on the drawings. On completion
of the drilling operation, the dowel hole shall be blown out with oil-free, compressed air. Dowels shall be
bonded in the drilled holes using epoxy resin. Epoxy resin shall be injected at the back of the hole before
installing the dowel and extruded to the collar during insertion of the dowel so as to completely fill the
void around the dowel. Application by buttering the dowel will not be permitted. The dowels shall be held
in alignment at the collar of the hole by means of a suitable metal or plastic grout retention ring fitted
around the dowel.
e. Sawing of joints. Sawing shall commence, without regard to day or night, as soon as the concrete
has hardened sufficiently to permit cutting without chipping, spalling, or tearing and before uncontrolled
shrinkage cracking of the pavement occurs and shall continue without interruption until all joints have
been sawn. All slurry and debris produced in the sawing of joints shall be removed by vacuuming and
washing. Curing compound or system shall be reapplied in the initial saw-cut and maintained for the
remaining cure period.
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Joints shall be cut in locations as shown on the plans. The initial joint cut shall be a minimum 1/8
inch (3 mm) wide and to the depth shown on the plans. Prior to placement of joint sealant or seals, the top
of the joint shall be widened by sawing as shown on the plans.
501-4.11 Finishing. Finishing operations shall be a continuing part of placing operations starting
immediately behind the strike-off of the paver. Initial finishing shall be provided by the transverse screed
or extrusion plate. The sequence of operations shall be transverse finishing, longitudinal machine floating
if used, straightedge finishing, edging of joints, and then texturing. Finishing shall be by the machine
method. The hand method shall be used only on isolated areas of odd slab widths or shapes and in the
event of a breakdown of the mechanical finishing equipment. Supplemental hand finishing for machine
finished pavement shall be kept to an absolute minimum. Any machine finishing operation which requires
appreciable hand finishing, other than a moderate amount of straightedge finishing, shall be immediately
stopped and proper adjustments made or the equipment replaced. Equipment, mixture, and/or procedures
which produce more than 1/4 inch (6 mm) of mortar-rich surface shall be immediately modified as
necessary to eliminate this condition or operations shall cease. Compensation shall be made for surging
behind the screeds or extrusion plate and settlement during hardening and care shall be taken to ensure
that paving and finishing machines are properly adjusted so that the finished surface of the concrete (not
just the cutting edges of the screeds) will be at the required line and grade. Finishing equipment and tools
shall be maintained clean and in an approved condition. At no time shall water be added to the surface of
the slab with the finishing equipment or tools, or in any other way. Fog (mist) sprays or other surface
applied finishing aids specified to prevent plastic shrinkage cracking, approved by the RPR, may be used
in accordance with the manufacturers requirements.
a. Machine finishing with slipform pavers. The slipform paver shall be operated so that only a very
minimum of additional finishing work is required to produce pavement surfaces and edges meeting the
specified tolerances. Any equipment or procedure that fails to meet these specified requirements shall
immediately be replaced or modified as necessary. A self-propelled non-rotating pipe float may be used
while the concrete is still plastic, to remove minor irregularities and score marks. Only one pass of the
pipe float shall be allowed. Equipment, mixture, and/or procedures which produce more than 1/4 inch (6
mm) of mortar-rich surface shall be immediately modified as necessary to eliminate this condition or
operations shall cease. Remove excessive slurry from the surface with a cutting straightedge and wipe off
the edge. Any slurry which does run down the vertical edges shall be immediately removed by hand,
using stiff brushes or scrapers. No slurry, concrete or concrete mortar shall be used to build up along the
edges of the pavement to compensate for excessive edge slump, either while the concrete is plastic or
after it hardens.
b. Machine finishing with fixed forms. The machine shall be designed to straddle the forms and
shall be operated to screed and consolidate the concrete. Machines that cause displacement of the forms
shall be replaced. The machine shall make only one pass over each area of pavement. If the equipment
and procedures do not produce a surface of uniform texture, true to grade, in one pass, the operation shall
be immediately stopped and the equipment, mixture, and procedures adjusted as necessary.
c. Other types of finishing equipment. Clary screeds, other rotating tube floats, or bridge deck
finishers are not allowed on mainline paving, but may be allowed on irregular or odd-shaped slabs, and
near buildings or trench drains, subject to the RPR’s approval.
Bridge deck finishers shall have a minimum operating weight of 7500 pounds (3400 kg) and shall
have a transversely operating carriage containing a knock-down auger and a minimum of two immersion
vibrators. Vibrating screeds or pans shall be used only for isolated slabs where hand finishing is permitted
as specified, and only where specifically approved.
d. Hand finishing. Hand finishing methods will not be permitted, except under the following
conditions: (1) in the event of breakdown of the mechanical equipment, hand methods may be used to
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finish the concrete already deposited on the grade and (2) in areas of narrow widths or of irregular
dimensions where operation of the mechanical equipment is impractical.
e. Straightedge testing and surface correction. After the pavement has been struck off and while
the concrete is still plastic, it shall be tested for trueness with a 12-foot (3.7-m) finishing straightedge
swung from handles capable of spanning at least one-half the width of the slab. The straightedge shall be
held in contact with the surface in successive positions parallel to the centerline and the whole area gone
over from one side of the slab to the other, as necessary. Advancing shall be in successive stages of not
more than one-half the length of the straightedge. Any excess water and laitance in excess of 1/8 inch (3
mm) thick shall be removed from the surface of the pavement and wasted. Any depressions shall be
immediately filled with freshly mixed concrete, struck off, consolidated, and refinished. High areas shall
be cut down and refinished. Special attention shall be given to assure that the surface across joints meets
the smoothness requirements. Straightedge testing and surface corrections shall continue until the entire
surface is found to be free from observable departures from the straightedge and until the slab conforms
to the required grade and cross-section. The use of long-handled wood floats shall be confined to a
minimum; they may be used only in emergencies and in areas not accessible to finishing equipment.
501-4.12 Surface texture. The surface of the pavement shall be finished as designated below for all
newly constructed concrete pavements. It is important that the texturing equipment not tear or unduly
roughen the pavement surface during the operation. The texture shall be uniform in appearance and
approximately 1/16 inch (2 mm) in depth. Any imperfections resulting from the texturing operation shall
be corrected to the satisfaction of the RPR.
a. Brush or broom finish. Shall be applied when the water sheen has practically disappeared. The
equipment shall operate transversely across the pavement surface.
b. Burlap drag finish. Burlap, at least 15 ounces per square yard (555 grams per square meter), will
typically produce acceptable texture. To obtain a textured surface, the transverse threads of the burlap
shall be removed approximately one foot (30 cm) from the trailing edge. A heavy buildup of grout on the
burlap threads produces the desired wide sweeping longitudinal striations on the pavement surface.
c. Artificial turf finish. Not used.
501-4.13 Curing. Immediately after finishing operations are completed and bleed water is gone from the
surface, all exposed surfaces of the newly placed concrete shall be cured for a 7-day cure period in
accordance with one of the methods below. Failure to provide sufficient cover material of whatever kind
the Contractor may elect to use, or lack of water to adequately take care of both curing and other
requirements, shall be cause for immediate suspension of concreting operations. The concrete shall not be
left exposed for more than 1/2 hour during the curing period.
When a two-saw-cut method is used to construct the contraction joint, the curing compound shall be
applied to the saw-cut immediately after the initial cut has been made. The sealant reservoir shall not be
sawed until after the curing period has been completed. When the one cut method is used to construct the
contraction joint, the joint shall be cured with wet rope, wet rags, or wet blankets. The rags, ropes, or
blankets shall be kept moist for the duration of the curing period.
a. Impervious membrane method. Curing with liquid membrane compounds should not occur until
bleed and surface moisture has evaporated. All exposed surfaces of the pavement shall be sprayed
uniformly with white pigmented curing compound immediately after the finishing of the surface and
before the set of the concrete has taken place. The curing compound shall not be applied during rainfall.
Curing compound shall be applied by mechanical sprayers under pressure at the rate of one gallon (4
liters) to not more than 150 square feet (14 sq m). The spraying equipment shall be of the fully atomizing
type equipped with a tank agitator. At the time of use, the compound shall be in a thoroughly mixed
condition with the pigment uniformly dispersed throughout the vehicle. During application, the
compound shall be stirred continuously by mechanical means. Hand spraying of odd widths or shapes and
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concrete surfaces exposed by the removal of forms will be permitted. When hand spraying is approved by
the RPR, a double application rate shall be used to ensure coverage. Should the film become damaged
from any cause, including sawing operations, within the required curing period, the damaged portions
shall be repaired immediately with additional compound or other approved means. Upon removal of side
forms, the sides of the exposed slabs shall be protected immediately to provide a curing treatment equal to
that provided for the surface.
b. White burlap-polyethylene sheets. The surface of the pavement shall be entirely covered with the
sheeting. The sheeting used shall be such length (or width) that it will extend at least twice the thickness
of the pavement beyond the edges of the slab. The sheeting shall be placed so that the entire surface and
both edges of the slab are completely covered. The sheeting shall be placed and weighted to remain in
contact with the surface covered, and the covering shall be maintained fully saturated and in position for
seven (7) days after the concrete has been placed.
c. Water method. The entire area shall be covered with burlap or other water absorbing material. The
material shall be of sufficient thickness to retain water for adequate curing without excessive runoff. The
material shall be kept wet at all times and maintained for seven (7) days. When the forms are stripped, the
vertical walls shall also be kept moist. It shall be the responsibility of the Contractor to prevent ponding
of the curing water on the subbase.
d. Concrete protection for cold weather. Maintain the concrete at a temperature of at least 50°F
(10°C) for a period of 72 hours after placing and at a temperature above freezing for the remainder of the
7-day curing period. The Contractor shall be responsible for the quality and strength of the concrete
placed during cold weather; and any concrete damaged shall be removed and replaced at the Contractor’s
expense.
e. Concrete protection for hot weather. Concrete should be continuous moisture cured for the
entire curing period and shall commence as soon as the surfaces are finished and continue for at least 24
hours. However, if moisture curing is not practical beyond 24 hours, the concrete surface shall be
protected from drying with application of a liquid membrane-forming curing compound while the
surfaces are still damp. Other curing methods may be approved by the RPR.
501-4.14 Removing forms. Unless otherwise specified, forms shall not be removed from freshly placed
concrete until it has hardened sufficiently to permit removal without chipping, spalling, or tearing. After
the forms have been removed, the sides of the slab shall be cured in accordance with paragraph 501-4.13.
If honeycombed areas are evident when the forms are removed, materials, placement, and consolidation
methods must be reviewed and appropriate adjustments made to assure adequate consolidation at the
edges of future concrete placements. Honeycombed areas that extend into the slab less than
approximately 1 inch (25 mm), shall be repaired with an approved grout, as directed by the RPR.
Honeycombed areas that extend into the slab greater than a depth of 1 inch (25 mm) shall be considered
as defective work and shall be removed and replaced in accordance with paragraph 501-4.19.
501-4.15 Saw-cut grooving. If shown on the plans, grooved surfaces shall be provided in accordance
with the requirements of Item P-621.
501-4.16 Sealing joints. The joints in the pavement shall be sealed in accordance with Item P-605.
501-4.17 Protection of pavement. The Contractor shall protect the pavement and its appurtenances
against both public traffic and traffic caused by the Contractor’s employees and agents until accepted by
the RPR. This shall include watchmen to direct traffic and the erection and maintenance of warning signs,
lights, pavement bridges, crossovers, and protection of unsealed joints from intrusion of foreign material,
etc. Any damage to the pavement occurring prior to final acceptance shall be repaired or the pavement
replaced at the Contractor’s expense.
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Aggregates, rubble, or other similar construction materials shall not be placed on airfield pavements.
Traffic shall be excluded from the new pavement by erecting and maintaining barricades and signs until
the concrete is at least seven (7) days old, or for a longer period if directed by the RPR.
In paving intermediate lanes between newly paved pilot lanes, operation of the hauling and paving
equipment will be permitted on the new pavement after the pavement has been cured for seven (7) days,
the joints are protected, the concrete has attained a minimum field cured flexural strength of [ 450 psi
(3100 kPa) ], and the slab edge is protected.
All new and existing pavement carrying construction traffic or equipment shall be kept clean and spillage
of concrete and other materials shall be cleaned up immediately.
Damaged pavements shall be removed and replaced at the Contractor’s expense. Slabs shall be removed
to the full depth, width, and length of the slab.
501-4.18 Opening to construction traffic. The pavement shall not be opened to traffic until test
specimens molded and cured in accordance with ASTM C31 have attained a flexural strength of [ 450
pounds per square inch (3100 kPa) ] when tested in accordance with ASTM C78. If such tests are not
conducted, the pavement shall not be opened to traffic until 14 days after the concrete was placed. Prior to
opening the pavement to construction traffic, all joints shall either be sealed or protected from damage to
the joint edge and intrusion of foreign materials into the joint. As a minimum, backer rod or tape may be
used to protect the joints from foreign matter intrusion.
501-4.19 Repair, removal, or replacement of slabs. New pavement slabs that are broken or contain
cracks or are otherwise defective or unacceptable as defined by acceptance criteria in paragraph 501-6.6
shall be removed and replaced or repaired, as directed by the RPR, at the Contractor’s expense. Spalls
along joints shall be repaired as specified. Removal of partial slabs is not permitted. Removal and
replacement shall be full depth, shall be full width of the slab, and the limit of removal shall be normal to
the paving lane and to each original transverse joint. The RPR will determine whether cracks extend full
depth of the pavement and may require cores to be drilled on the crack to determine depth of cracking.
Such cores shall be have a diameter of 2 inches (50 mm) to 4 inches (100 mm), shall be drilled by the
Contractor and shall be filled by the Contractor with a well consolidated concrete mixture bonded to the
walls of the hole with a bonding agent, using approved procedures. Drilling of cores and refilling holes
shall be at no expense to the Owner. Repair of cracks as described in this section shall not be allowed if in
the opinion of the RPR the overall condition of the pavement indicates that such repair is unlikely to
achieve an acceptable and durable finished pavement. No repair of cracks shall be allowed in any panel
that demonstrates segregated aggregate with an absence of coarse aggregate in the upper 1/8 inch (3 mm)
of the pavement surface.
a. Shrinkage cracks. Shrinkage cracks which do not exceed one-third of the pavement depth shall be
cleaned and either high molecular weight methacrylate (HMWM) applied; or epoxy resin (Type IV,
Grade 1) pressure injected using procedures recommended by the manufacturer and approved by the
RPR. Sandblasting of the surface may be required following the application of HMWM to restore skid
resistance. Care shall be taken to ensure that the crack is not widened during epoxy resin injection. All
epoxy resin injection shall take place in the presence of the RPR. Shrinkage cracks which exceed one-
third the pavement depth shall be treated as full depth cracks in accordance with paragraphs 501-4.19b
and 501-19c.
b. Slabs with cracks through interior areas. Interior area is defined as that area more than 6 inches
(150 mm) from either adjacent original transverse joint. The full slab shall be removed and replaced at no
cost to the Owner, when there are any full depth cracks, or cracks greater than one-third the pavement
depth, that extend into the interior area.
c. Cracks close to and parallel to joints. All full-depth cracks within 6 inches (150 mm) either side
of the joint and essentially parallel to the original joints, shall be treated as follows.
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(1) Full depth cracks and original joint not cracked. The full-depth crack shall be treated as
the new joint and the original joint filled with an epoxy resin.
i. Full-depth crack. The joint sealant reservoir for the crack shall be formed by sawing to a
depth of 3/4 inches (19 mm), ±1/16 inch (2 mm), and to a width of 5/8 inch (16 mm), ±1/8 inch (3 mm).
The crack shall be sawed with equipment specially designed to follow random cracks. Any equipment or
procedure which causes raveling or spalling along the crack shall be modified or replaced to prevent
raveling or spalling. The joint shall be sealed with sealant in accordance with P-605 or as directed by the
RPR.
ii. Original joint. If the original joint sealant reservoir has been sawed out, the reservoir and
as much of the lower saw cut as possible shall be filled with epoxy resin, Type IV, Grade 2, thoroughly
tooled into the void using approved procedures.
If only the original narrow saw cut has been made, it shall be cleaned and pressure injected
with epoxy resin, Type IV, Grade 1, using approved procedures.
Where a parallel crack goes part way across paving lane and then intersects and follows the
original joint which is cracked only for the remained of the width, it shall be treated as specified above for
a parallel crack, and the cracked original joint shall be prepared and sealed as originally designed.
(2) Full depth cracks and original joint cracked. If there is any place in the lane width where a
parallel crack and a cracked portion of the original joint overlap, the entire slab containing the crack shall
be removed and replaced.
d. Removal and replacement of full slabs. Make a full depth cut perpendicular to the slab surface
along all edges of the slab with a concrete saw cutting any dowels or tie-bars. Remove damaged slab
protecting adjacent pavement from damage. Damage to adjacent slabs may result in removal of
additional slabs as directed by the RPR at the Contractor’s expense.
The underlying material shall be repaired, re-compacted and shaped to grade.
Dowels of the size and spacing specified for other joints in similar pavement on the project shall be
installed along all four (4) edges of the new slab in accordance with paragraph 501-4.10d.
Placement of concrete shall be as specified for original construction. The joints around the new slab shall
be prepared and sealed as specified for original construction.
e. Spalls along joints.
(1) Spalls less than one inch wide and less than the depth of the joint sealant reservoir, shall be
filled with joint sealant material.
(2) Spalls larger than one inch and/or deeper than the joint reservoir, but less than ½ the slab
depth, and less than 25% of the length of the adjacent joint shall be repaired as follows:
i. Make a vertical saw cut at least one inch (25 mm) outside the spalled area and to a depth of
at least 2 inches (50 mm). Saw cuts shall be straight lines forming rectangular areas surrounding the
spalled area.
ii. Remove unsound concrete and at least 1/2 inch (12 mm) of visually sound concrete
between the saw cut and the joint or crack with a light chipping hammer.
iii. Clean cavity with high-pressure water jets supplemented with compressed air as needed to
remove all loose material.
iv. Apply a prime coat of epoxy resin, Type III, Grade I, to the dry, cleaned surface of all
sides and bottom of the cavity, except any joint face.
v. Fill the cavity with low slump concrete or mortar or with epoxy resin concrete or mortar.
vi. An insert or other bond-breaking medium shall be used to prevent bond at all joint faces.
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vii. A reservoir for the joint sealant shall be sawed to the dimensions required for other joints,
or as required to be routed for cracks. The reservoir shall be thoroughly cleaned and sealed with the sealer
specified for the joints.
(3) Spalls deeper than 1/2 of the slab depth or spalls longer than 25% of the adjacent joint require
replacement of the entire slab.
f. Diamond grinding of Concrete surfaces. Diamond grinding shall be completed prior to pavement
grooving. Diamond grinding of the hardened concrete should not be performed until the concrete is at
least 14 days old and has achieved full minimum strength. Equipment that causes ravels, aggregate
fractures, spalls or disturbance to the joints will not be permitted. The depth of diamond grinding shall not
exceed 1/2 inch (13 mm) and all areas in which diamond grinding has been performed will be subject to
the final pavement thickness tolerances specified.
Diamond grinding shall be performed with a machine specifically designed for diamond grinding
capable of cutting a path at least 3 feet (0.9 m) wide. The saw blades shall be 1/8-inch (3-mm) wide with
sufficient number of flush cut blades that create grooves between 0.090 and 0.130 inches (2 and 3.5 mm)
wide; and peaks and ridges approximately 1/32 inch (1 mm) higher than the bottom of the grinding cut.
The Contractor shall determine the number and type of blades based on the hardness of the aggregate.
Contractor shall demonstrate to the RPR that the grinding equipment will produce satisfactory results
prior to making corrections to surfaces.
Grinding will be tapered in all directions to provide smooth transitions to areas not requiring grinding.
The slurry resulting from the grinding operation shall be continuously removed and the pavement left in a
clean condition. All grinding shall be at the expense of the Contractor.
CONTRACTOR QUALITY CONTROL (CQC)
501-5.1 Quality control program. Not Required
501-5.2 Contractor Quality Control (CQC). Not Used
501-5.3 Contractor QC testing. The Contractor shall perform all QC tests necessary to control the
production and construction processes applicable to this specification.
a. Fine aggregate.
(1) Gradation. A sieve analysis shall be made at least twice daily in accordance with ASTM
C136 from randomly sampled material taken from the discharge gate of storage bins or from the conveyor
belt.
(2) Moisture content. If an electric moisture meter is used, at least two direct measurements of
moisture content shall be made per week to check the calibration. If direct measurements are made in lieu
of using an electric meter, two tests shall be made per day. Tests shall be made in accordance with ASTM
C70 or ASTM C566.
(3) Deleterious substances. Fine aggregate as delivered to the mixer shall be tested for
deleterious substances in fine aggregate for concrete as specified in paragraph 501-2.1b, prior to
production of the control strip, and a minimum of every 30-days during production or more frequently as
necessary to control deleterious substances.
b. Coarse Aggregate.
(1) Gradation. A sieve analysis shall be made at least twice daily for each size of aggregate.
Tests shall be made in accordance with ASTM C136 from randomly sampled material taken from the
discharge gate of storage bins or from the conveyor belt.
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(2) Moisture content. If an electric moisture meter is used, at least two direct measurements of
moisture content shall be made per week to check the calibration. If direct measurements are made in lieu
of using an electric meter, two tests shall be made per day. Tests shall be made in accordance with ASTM
C566.
(3) Deleterious substances. Coarse aggregate as delivered to the mixer shall be tested for
deleterious substances in coarse aggregate for concrete as specified in paragraph 501-2.1c, prior to
production of the control strip, and a minimum of every 30-days during production or more frequently as
necessary to control deleterious substances.
c. Slump. One test shall be made for each sublot. Slump tests shall be performed in accordance with
ASTM C143 from material randomly sampled from material discharged from trucks at the paving site.
Material samples shall be taken in accordance with ASTM C172.
d. Air content. One test shall be made for each sublot. Air content tests shall be performed in
accordance with ASTM C231 for gravel and stone coarse aggregate and ASTM C173 for slag or other
porous coarse aggregate, from material randomly sampled from trucks at the paving site. Material
samples shall be taken in accordance with ASTM C172.
e. Unit weight and Yield. One test shall be made for each sublot. Unit weight and yield tests shall
be in accordance with ASTM C138. The samples shall be taken in accordance with ASTM C172 and at
the same time as the air content tests.
f. Temperatures. Temperatures shall be checked at least four times per lot at the job site in
accordance with ASTM C1064.
g. Smoothness for Contractor Quality Control.
The Contractor shall perform smoothness testing in transverse and longitudinal directions daily to
verify that the construction processes are producing pavement with variances less than ¼ inch in 12 feet,
identifying areas that may pond water which could lead to hydroplaning of aircraft. If the smoothness
criteria is not met, appropriate changes and corrections to the construction process shall be made by the
Contractor before construction continues
The Contractor may use a 12-foot (3.7 m) “straightedge, a rolling inclinometer meeting the
requirements of ASTM E2133 or rolling external reference device that can simulate a 12-foot (3.7m)
straightedge approved by the RPR. Straight-edge testing shall start with one-half the length of the
straightedge at the edge of pavement section being tested and then moved ahead one-half the length of the
straightedge for each successive measurement. Testing shall be continuous across all joints. The surface
irregularity shall be determined by placing the freestanding (unleveled) straightedge on the pavement
surface and allowing it to rest upon the two highest spots covered by its length, and measuring the
maximum gap between the straightedge and the pavement surface in the area between the two high
points. If the rolling inclinometer or external reference device is used, the data may be evaluated using
either the FAA profile program, ProFAA, or FHWA profile program ProVal, using the 12-foot
straightedge simulation function.
Smoothness readings shall not be made across grade changes or cross slope transitions. The
transition between new and existing pavement shall be evaluated separately for conformance with the
plans.
(1) Transverse measurements. Transverse measurements shall be taken for each day’s
production placed. Transverse measurements shall be taken perpendicular to the pavement centerline
each 50 feet (15 m) or more often as determined by the RPR. The joint between lanes shall be tested
separately to facilitate smoothness between lanes.
(2) Longitudinal measurements. Longitudinal measurements shall be taken for each day’s
production placed. Longitudinal tests shall be parallel to the centerline of paving; at the center of paving
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lanes when widths of paving lanes are less than 20 feet (6 m); and at the third points of paving lanes when
widths of paving lanes are 20 ft (6 m) or greater. When placement abuts previously placed material the
first measurement shall start with one half the length of the straight edge on the previously placed
material.
Deviations on the final surface course in either the transverse or longitudinal direction that will
trap water greater than 1/4 inch (6 mm) shall be corrected with diamond grinding per paragraph 501-4.19f
or by removing and replacing the surface course to full depth. Grinding shall be tapered in all directions
to provide smooth transitions to areas not requiring grinding. All areas in which diamond grinding has
been performed shall be subject to the final pavement thickness tolerances specified in paragraph 501-6.6.
Control charts shall be kept to show area of each day’s placement and the percentage of
corrective grinding required. Corrections to production and placement shall be initiated when corrective
grinding is required. If the Contractor’s machines and/or methods produce significant areas that need
corrective actions in excess of 10 percent of a day’s production, production shall be stopped until
corrective measures are implemented by the Contractor.
h. Grade. Grade will be not be evaluated.
501-5.4 Control charts. Not Used
501-5.5 Corrective action at Suspension Limit. Not Used
MATERIAL ACCEPTANCE
501-6.1 Quality Assurance (QA) Acceptance sampling and testing. All acceptance sampling and
testing necessary to determine conformance with the requirements specified in this section, with the
exception of coring for thickness determination, will be performed by the RPR. The Contractor shall
provide adequate facilities for the initial curing of beams. The Contractor shall bear the cost of providing
initial curing facilities and coring and filling operations, per paragraph 501-6.5b(1).
The samples will be transported while in the molds. The curing, except for the initial cure period, will be
accomplished using the immersion in saturated lime water method. During the 24 hours after molding,
the temperature immediately adjacent to the specimens must be maintained in the range of 60° to 80°F
(16° to 27°C), and loss of moisture from the specimens must be prevented. The specimens may be stored
in tightly constructed wooden boxes, damp sand pits, temporary buildings at construction sites, under wet
burlap in favorable weather, or in heavyweight closed plastic bags, or using other suitable methods,
provided the temperature and moisture loss requirements are met.
501-6.2 Quality Assurance (QA) testing laboratory. Quality assurance testing organizations
performing these acceptance tests will be accredited in accordance with ASTM C1077. The quality
assurance laboratory accreditation must be current and listed on the accrediting authority’s website. All
test methods required for acceptance sampling and testing must be listed on the lab accreditation. A copy
of the laboratory’s current accreditation and accredited test methods will be submitted to the RPR prior to
start of construction.
501-6.3 Lot size. Concrete will be accepted for strength and thickness on a lot basis. A lot will consist of
a day’s production not to exceed 2,000 cubic yards. Each lot will be divided into approximately equal
sublots with individual sublots between 400 to 600 cubic yards. Where three sublots are produced, they
will constitute a lot. Where one or two sublots are produced, they will be incorporated into the previous or
next lot. Where more than one plant is simultaneously producing concrete for the job, the lot sizes will
apply separately for each plant.
501-6.4 Partial lots. When operational conditions cause a lot to be terminated before the specified
number of tests have been made for the lot or for overages or minor placements to be considered as partial
lots, the following procedure will be used to adjust the lot size and the number of tests for the lot.
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Where three sublots have been produced, they will constitute a lot. Where one or two sublots have been
produced, they will be incorporated into the next lot or the previous lot and the total number of sublots
will be used in the acceptance criteria calculation, that is, n=5 or n=6.
501-6.5 Acceptance Sampling and Testing.
a. Strength.
(1) Sampling. One sample will be taken for each sublot from the concrete delivered to the job
site. Sampling locations will be determined by the RPR in accordance with random sampling procedures
contained in ASTM D3665. The concrete will be sampled in accordance with ASTM C172.
(2) Test Specimens. The Contractor will be responsible for the casting, initial curing,
transportation, and curing of specimens in accordance with ASTM C31. Six (6) specimens will be made
from each sample and slump, air content, unit weight, and temperature tests will be conducted for each set
of strength specimens. Within 24 to 48 hours, the samples will be transported from the field to the
laboratory while in the molds. Samples will be cured in saturated lime water.
The strength of each specimen will be determined in accordance with ASTM C78. The strength
for each sublot will be computed by averaging the results of the two test specimens representing that
sublot.
(3) Acceptance. Acceptance of pavement for strength will be determined by the RPR in
accordance with paragraph 501-6.6b(1). All individual strength tests within a lot will be checked for
outliers in accordance with ASTM E178, at a significance level of 5%. Outliers will be discarded and the
remaining test values will be used to determine acceptance in accordance with paragraph 501-6.5b.
b. Pavement thickness. Not Used
501-6.6 Acceptance criteria.
a. General. Acceptance will be based on the following characteristics of the completed pavement
discussed in paragraph 501-6.5b:
(1) Strength
(2) Thickness. Not Used
(3) Grade. Not Used
(4) Profilograph smoothness - Not used.
(5) Adjustments for repairs
Acceptance for strength, thickness, and grade, will be based on the criteria contained in accordance
with paragraph 501-6.6b(1), 501-6.6b(2), and 501-6.6b(3), respectively.
b. Acceptance criteria.
(1) Strength. The strength for each sublot shall be computed by averaging the results of
that sublot. When sublot strength equals or exceeds the strength as specified in paragraph 501-
3.3, the lot will be acceptable. Acceptance and payment for the lot will be determined in
accordance with paragraph 501-8.1.
(2) Thickness. Not Used
(3) Grade. Not Used
(4) Profilograph roughness for QA Acceptance. Not used.
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METHOD OF MEASUREMENT
501-7.1 Concrete Pavement shall be measured by the number of cubic yards of pavement as specified in-
place, completed and accepted.
BASIS OF PAYMENT
501-8.1 Payment. Payment for concrete pavement meeting all acceptance criteria as specified in
paragraph 501-6.6. Acceptance Criteria shall be based on results of strength.
Payment shall be full compensation for all labor, materials, tools, equipment, and incidentals, including
dowels and bond breaker, required to complete the work as specified herein and on the drawings.
Payment shall be made under:
Item P-501-8.1 Concrete Pavement – w/ dowels and bond breaker – per cubic yard
REFERENCES
The publications listed below form a part of this specification to the extent referenced. The publications
are referred to within the text by the basic designation only.
ASTM International (ASTM)
ASTM A184 Standard Specification for Welded Deformed Steel Bar Mats for
Concrete Reinforcement
ASTM A615 Standard Specification for Deformed and Plain Carbon-Steel Bars for
Concrete Reinforcement
ASTM A704 Standard Specification for Welded Steel Plain Bar or Rod Mats for
Concrete Reinforcement
ASTM A706 Standard Specification for Low-Alloy Steel Deformed and Plain Bars for
Concrete Reinforcement
ASTM A775 Standard Specification for Epoxy-Coated Steel Reinforcing Bars
ASTM A884 Standard Specification for Epoxy-Coated Steel Wire and Welded Wire
Reinforcement
ASTM A934 Standard Specification for Epoxy-Coated Prefabricated Steel Reinforcing
Bars
ASTM A996 Standard Specification for Rail-Steel and Axle-Steel Deformed Bars for
Concrete Reinforcement
ASTM A1035 Standard Specification for Deformed and Plain, Low-Carbon,
Chromium, Steel Bars for Concrete Reinforcement
ASTM A1064 Standard Specification for Carbon-Steel Wire and Welded Wire
Reinforcement, Plain and Deformed, for Concrete
ASTM A1078 Standard Specification for Epoxy-Coated Steel Dowels for Concrete
Pavement
ASTM C29 Standard Test Method for Bulk Density (“Unit Weight”) and Voids in
Aggregate
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ASTM C31 Standard Practice for Making and Curing Concrete Test Specimens in the
Field
ASTM C33 Standard Specification for Concrete Aggregates
ASTM C39 Standard Test Method for Compressive Strength of Cylindrical Concrete
Specimens
ASTM C70 Standard Test Method for Surface Moisture in Fine Aggregate
ASTM C78 Standard Test Method for Flexural Strength of Concrete (Using Simple
Beam with Third-Point Loading)
ASTM C88 Standard Test Method for Soundness of Aggregates by Use of Sodium
Sulfate or Magnesium Sulfate
ASTM C94 Standard Specification for Ready-Mixed Concrete
ASTM C114 Standard Test Methods for Chemical Analysis of Hydraulic Cement
ASTM C117 Standard Test Method for Materials Finer than 75-μm (No. 200) Sieve in
Mineral Aggregates by Washing
ASTM C123 Standard Test Method for Lightweight Particles in Aggregate
ASTM C136 Standard Test Method for Sieve Analysis of Fine and Coarse Aggregates
ASTM C131 Standard Test Method for Resistance to Degradation of Small-Size
Coarse Aggregate by Abrasion and Impact in the Los Angeles Machine
ASTM C136 Standard Test Method for Sieve or Screen Analysis of Fine and Coarse
Aggregates
ASTM C138 Standard Test Method for Density (Unit Weight), Yield, and Air Content
(Gravimetric) of Concrete
ASTM C142 Standard Test Method for Clay Lumps and Friable Particles in
Aggregates
ASTM C143 Standard Test Method for Slump of Hydraulic-Cement Concrete
ASTM C150 Standard Specification for Portland Cement
ASTM C171 Standard Specification for Sheet Materials for Curing Concrete
ASTM C172 Standard Practice for Sampling Freshly Mixed Concrete
ASTM C173 Standard Test Method for Air Content of Freshly Mixed Concrete by the
Volumetric Method
ASTM C174 Standard Test Method for Measuring Thickness of Concrete Elements
Using Drilled Concrete Cores
ASTM C227 Standard Test Method for Potential Alkali Reactivity of Cement-
Aggregate Combinations (Mortar-Bar Method)
ASTM C231 Standard Test Method for Air Content of Freshly Mixed Concrete by the
Pressure Method
ASTM C260 Standard Specification for Air-Entraining Admixtures for Concrete
ASTM C295 Standard Guide for Petrographic Examination of Aggregates for
Concrete
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ASTM C309 Standard Specification for Liquid Membrane-Forming Compounds for
Curing Concrete
ASTM C311 Standard Test Methods for Sampling and Testing Fly Ash or Natural
Pozzolans for Use in Portland Cement Concrete
ASTM C494 Standard Specification for Chemical Admixtures for Concrete
ASTM C566 Standard Test Method for Total Evaporable Moisture Content of
Aggregates by Drying
ASTM C595 Standard Specification for Blended Hydraulic Cements
ASTM C618 Standard Specification for Coal Fly Ash and Raw or Calcined Natural
Pozzolan for Use in Concrete
ASTM C642 Standard Test Method for Density, Absorption, and Voids in Hardened
Concrete
ASTM C666 Standard Test Method for Resistance of Concrete to Rapid Freezing and
Thawing
ASTM C685 Standard Specification for Concrete Made by Volumetric Batching and
Continuous Mixing
ASTM C881 Standard Specification for Epoxy-Resin-Base Bonding Systems for
Concrete
ASTM C989 Standard Specification for Slag Cement for Use in Concrete and Mortars
ASTM C1017 Standard Specification for Chemical Admixtures for Use in Producing
Flowing Concrete
ASTM C1064 Test Method for Temperature of Freshly Mixed Hydraulic-Cement
Concrete
ASTM C1077 Standard Practice for Agencies Testing Concrete and Concrete
Aggregates for Use in Construction and Criteria for Testing Agency
Evaluation
ASTM C1157 Standard Performance Specification for Hydraulic Cement
ASTM C1260 Standard Test Method for Potential Alkali Reactivity of Aggregates
(Mortar-Bar Method)
ASTM C1365 Standard Test Method for Determination of the Proportion of Phases in
Portland Cement and Portland-Cement Clinker Using X-Ray Powder
Diffraction Analysis
ASTM C1567 Standard Test Method for Determining the Potential Alkali-Silica
Reactivity of Combinations of Cementitious Materials and Aggregate
(Accelerated Mortar-Bar Method)
ASTM C1602 Standard Specification for Mixing Water Used in the Production of
Hydraulic Cement Concrete
ASTM D75 Standard Practice for Sampling Aggregates
ASTM D1751 Standard Specification for Preformed Expansion Joint Filler for Concrete
Paving and Structural Construction (Nonextruding and Resilient
Bituminous Types)
ASTM D1752 Standard Specification for Preformed Sponge Rubber and Cork and
Recycled PVC Expansion Joint Fillers for Concrete Paving and
Structural Construction
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ASTM D2419 Standard Test Method for Sand Equivalent Value of Soils and Fine
Aggregate
ASTM D3665 Standard Practice for Random Sampling of Construction Materials
ASTM D4791 Standard Test Method for Flat Particles, Elongated Particles, or Flat and
Elongated Particles in Coarse Aggregate
ASTM E178 Standard Practice for Dealing with Outlying Observations
ASTM E1274 Standard Test Method for Measuring Pavement Roughness Using a
Profilograph
ASTM E2133 Standard Test Method for Using a Rolling Inclinometer to Measure
Longitudinal and Transverse Profiles of a Traveled Surface
American Concrete Institute (ACI)
ACI 305R Guide to Hot Weather Concreting
ACI 306R Guide to Cold Weather Concreting
ACI 309R Guide for Consolidation of Concrete
Advisory Circulars (AC)
AC 150/5320-6 Airport Pavement Design and Evaluation
Federal Highway Administration (FHWA)
HIPERPAV 3, version 3.2
Portland Concrete Association (PCA)
PCA Design and Control of Concrete Mixtures, 16th Edition
U.S. Army Corps of Engineers (USACE) Concrete Research Division (CRD)
CRD C662 Determining the Potential Alkali-Silica Reactivity of Combinations of
Cementitious Materials, Lithium Nitrate Admixture and Aggregate
(Accelerated Mortar-Bar Method)
United States Air Force Engineering Technical Letter (ETL)
ETL 97-5 Proportioning Concrete Mixtures with Graded Aggregates for Rigid
Airfield Pavements
END ITEM P-501
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Item P-605 Joint Sealants for Pavements
DESCRIPTION
605-1.1 This item shall consist of providing and installing a resilient and adhesive joint sealing material
capable of effectively sealing joints in pavement; joints between different types of pavements; and cracks
in existing pavement.
MATERIALS
605-2.1 Joint sealants. Joint sealant materials shall meet the requirements of ASTM D5893 Type SL.
Each lot or batch of sealant shall be delivered to the jobsite in the manufacturer’s original sealed
container. Each container shall be marked with the manufacturer’s name, batch or lot number, the safe
heating temperature, and shall be accompanied by the manufacturer’s certification stating that the sealant
meets the requirements of this specification.
605-2.2 Backer rod. The material furnished shall be a compressible, non-shrinking, non-staining,
non-absorbing material that is non-reactive with the joint sealant in accordance with ASTM
D5249. The backer-rod material shall be 25% ± 5 % larger in diameter than the nominal width of
the joint.
605-2.3 Bond breaking tapes. Not Used.
CONSTRUCTION METHODS
605-3.1 Time of application. Joints shall be sealed as soon after completion of the curing period as
feasible and before the pavement is opened to traffic, including construction equipment. The pavement
temperature shall be 50°F and rising and below 95°F at the time of application of the poured joint sealing
material. Do not apply sealant if moisture is observed in the joint.
605-3.2 Equipment. Machines, tools, and equipment used in the performance of the work required by
this section shall be approved before the work is started and maintained in satisfactory condition at all
times. Submit a list of proposed equipment to be used in performance of construction work including
descriptive data, 30 days prior to use on the project.
a. Tractor-mounted routing tool. Provide a routing tool, used for removing old sealant from the
joints, of such shape and dimensions and so mounted on the tractor that it will not damage the sides of the
joints. The tool shall be designed so that it can be adjusted to remove the old material to varying depths as
required. The use of V-shaped tools or rotary impact routing devices will not be permitted. Hand-operated
spindle routing devices may be used to clean and enlarge random cracks.
b. Concrete saw. Provide a self-propelled power saw, with water-cooled diamond or abrasive saw
blades, for cutting joints to the depths and widths specified.
c. Sandblasting equipment. The Contractor must demonstrate sandblasting equipment including the
air compressor, hose, guide and nozzle size, under job conditions, before approval in accordance with
paragraph 605-3.3. The Contractor shall demonstrate, in the presence of the Resident Project
Representative (RPR), that the method cleans the joint and does not damage the joint.
d. Waterblasting equipment. The Contractor must demonstrate waterblasting equipment including
the pumps, hose, guide and nozzle size, under job conditions, before approval in accordance with
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paragraph 605-3.3. The Contractor shall demonstrate, in the presence of the RPR, that the method cleans
the joint and does not damage the joint.
e. Hand tools. Hand tools may be used, when approved, for removing defective sealant from a crack
and repairing or cleaning the crack faces. Hand tools should be carefully evaluated for potential spalling
effects prior to approval for use.
f. Hot-poured sealing equipment. Not Used.
g. Cold-applied, single-component sealing equipment. The equipment for installing ASTM D5893
single component joint sealants shall consist of an extrusion pump, air compressor, following plate, hoses,
and nozzle for transferring the sealant from the storage container into the joint opening. The dimension of
the nozzle shall be such that the tip of the nozzle will extend into the joint to allow sealing from the
bottom of the joint to the top. Maintain the initially approved equipment in good working condition,
serviced in accordance with the supplier’s instructions, and unaltered in any way without obtaining prior
approval. Small hand-held air-powered equipment (i.e., caulking guns) may be used for small
applications.
605-3.3 Preparation of joints. Pavement joints for application of material in this specification must be
dry, clean of all scale, dirt, dust, curing compound, and other foreign matter. The Contractor shall
demonstrate, in the presence of the RPR, that the method cleans the joint and does not damage the joint.
a. Sawing. All joints shall be sawed in accordance with specifications and plan details. Immediately
after sawing the joint, the resulting slurry shall be completely removed from joint and adjacent area by
flushing with a jet of water, and by use of other tools as necessary.
b. Sealing. Immediately before sealing, the joints shall be thoroughly cleaned of all remaining
laitance, curing compound, filler, protrusions of hardened concrete, old sealant and other foreign material
from the sides and upper edges of the joint space to be sealed. Cleaning shall be accomplished by
sandblasting, tractor-mounted routing equipment, concrete saw, and/or water blasting as specified in
paragraph 605-3.2. The newly exposed concrete joint faces and the pavement surface extending a
minimum of 1/2 inch (12 mm) from the joint edge shall be sandblasted clean. Sandblasting shall be
accomplished in a minimum of two passes. One pass per joint face with the nozzle held at an angle
directly toward the joint face and not more than 3 inches (75 mm) from it. After final cleaning and
immediately prior to sealing, blow out the joints with compressed air and leave them completely free of
debris and water. The joint faces shall be surface dry when the seal is applied.
c. Backer Rod. When the joint opening is of a greater depth than indicated for the sealant depth, plug
or seal off the lower portion of the joint opening using a backer rod in accordance with paragraph 605-2.2
to prevent the entrance of the sealant below the specified depth. Take care to ensure that the backer rod is
placed at the specified depth and is not stretched or twisted during installation.
d. Bond-breaking tape. Not Used.
605-3.4 Installation of sealants. Joints shall be inspected for proper width, depth, alignment, and
preparation, and shall be approved by the RPR before sealing is allowed. Sealants shall be installed in
accordance with the following requirements:
Immediately preceding, but not more than 50 feet (15 m) ahead of the joint sealing operations, perform a
final cleaning with compressed air. Fill the joints from the bottom up to 3/8 inch ±1/16 inch below the
top of pavement surface; or bottom of groove for grooved pavement. Remove and discard excess or
spilled sealant from the pavement by approved methods. Install the sealant in such a manner as to prevent
the formation of voids and entrapped air. In no case shall gravity methods or pouring pots be used to
install the sealant material. Traffic shall not be permitted over newly sealed pavement until authorized by
the RPR. When a primer is recommended by the manufacturer, apply it evenly to the joint faces in
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accordance with the manufacturer’s instructions. Check the joints frequently to ensure that the newly
installed sealant is cured to a tack-free condition within the time specified.
605-3.5 Inspection. The Contractor shall inspect the joint sealant for proper rate of cure and set, bonding
to the joint walls, cohesive separation within the sealant, reversion to liquid, entrapped air and voids.
Sealants exhibiting any of these deficiencies at any time prior to the final acceptance of the project shall
be removed from the joint, wasted, and replaced as specified at no additional cost to the airport.
605-3.6 Clean-up. Upon completion of the project, remove all unused materials from the site and leave
the pavement in a clean condition.
METHOD OF MEASUREMENT
605-4.1 Joint Sealing Filler shall be measured by the linear foot of sealant in place, completed, and
accepted.
BASIS OF PAYMENT
605-5.1 Payment for joint sealing material shall be made at the contract unit price per linear foot. The
price shall be full compensation for furnishing all materials, for all preparation, delivering, and placing of
these materials, and for all labor, equipment, tools, and incidentals necessary to complete the item.
Payment will be made under:
Item P-605-5.1 Joint Sealing Filler – per linear foot
REFERENCES
The publications listed below form a part of this specification to the extent referenced. The publications
are referred to within the text by the basic designation only.
ASTM International (ASTM)
ASTM D789 Standard Test Method for Determination of Relative Viscosity of
Polyamide (PA)
ASTM D5249 Standard Specification for Backer Material for Use with Cold- and Hot-
Applied Joint Sealants in Portland-Cement Concrete and Asphalt Joints
ASTM D5893 Standard Specification for Cold Applied, Single Component, Chemically
Curing Silicone Joint Sealant for Portland Cement Concrete Pavements
ASTM D6690 Standard Specification for Joint and Crack Sealants, Hot Applied, for
Concrete and Asphalt]
ASTM D7116 Standard Specification for Joint Sealants, Hot Applied, Jet Fuel Resistant
Types for Portland Cement Concrete Pavements
Advisory Circulars (AC)
AC 150/5340-30 Design and Installation Details for Airport Visual Aid
END ITEM P-605
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CENTURY WEST ENGINEERING P-621 Saw-Cut Grooves - 1 of 4 JULY 2021 | #35022.002.02
Item P-621 Saw-Cut Grooves
DESCRIPTION
621-1.1 This item consists of constructing saw-cut grooves to minimize hydroplaning during wet weather,
providing a skid resistant surface in accordance with these specifications and at the locations shown on
the plans, or as directed by the Resident Project Representative (RPR).
CONSTRUCTION METHODS
621-2.1 Procedures. The Contractor shall submit to the RPR the grooving sequence and method of
placing guide lines to control grooving operation. Transverse grooves saw-cut in the pavement must form
a 1/4 inch (+1/16 inch, -0 inch) wide by 1/4 inch (±1/16 inch) deep by 1-1/2 inch (-1/8 inch, +0 inch)
center-to-center configuration. The grooves must be continuous for the entire runway length. They must
be saw-cut transversely (perpendicular to centerline) in the runway and high-speed taxiway pavement to
not less than 5 feet from the runway pavement edge to allow adequate space for equipment operation.
The saw-cut grooves must meet the following tolerances. The tolerances apply to each day’s production
and to each piece of grooving equipment used for production. The Contractor is responsible for all
controls and process adjustments necessary to meet these tolerances. The Contractor shall routinely spot
check for compliance each time the equipment aligns for a grooving pass.
a. Alignment tolerance. The grooves shall not vary more than ±1-1/2 inch (38 mm) in alignment for
75 feet (23 m) along the runway length, allowing for realignment every 500 feet (150 m) along the
runway length.
b. Groove tolerance.
(1) Depth. The standard depth is 1/4 inch (6 mm). At least 90% of the grooves must be at least
3/16 inch (5 mm), at least 60% of the grooves must be at least 1/4 inch (6 mm), and not more than 10% of
the grooves may exceed 5/16 inch (8 mm).
(2) Width. The standard width is 1/4 inch (6 mm). At least 90% of the grooves must be at least
3/16 inch (5 mm), at least 60% of the grooves must be at least 1/4 inch (6 mm), and not more than 10% of
the grooves may exceed 5/16 inch (8 mm).
(3) Center-to-center spacing. The standard spacing is 1-1/2 inch (38 mm). Minimum spacing 1-
3/8 inch (34 mm). Maximum spacing 1-1/2 inch (38 mm).
Saw-cut grooves must not be closer than 3 inches (8 cm) or more than 9 inches (23 cm) from
transverse joints in concrete pavements. Grooves must not be closer than 6 inches (150 mm) and no
more than 18 inches (0.5 m) from in-pavement light fixtures. Grooves may be continued through
longitudinal construction joints. Where neoprene compression seals have been installed and the
compression seals are recessed sufficiently to prevent damage from the grooving operation, grooves
may be continued through the longitudinal joints. Where neoprene compression seals have been
installed and the compression seals are not recessed sufficiently to prevent damage from the grooving
operation, grooves must not be closer than 3 inches (8 cm) or more than 5 inches (125 mm) from the
longitudinal joints. Where lighting cables are installed, grooving through longitudinal or diagonal
saw kerfs shall not be allowed.
621-2.2 Environmental requirements. Grooving operations will not be permitted when freezing
conditions prevent the immediate removal of debris and/or drainage of water from the grooved area.
Discharge and disposal of waste slurry shall be the Contractor’s responsibility.
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621-2.3 Control strip. Groove a control strip in an area of the pavement outside of the trafficked area, as
approved by the RPR. The area shall be one PCC panel. Demonstrate the setup and alignment process, the
grooving operation, and the waste slurry disposal.
621-2.4 Existing pavements. Bumps, depressed areas, bad or faulted joints, and badly cracked and/or
spalled areas in the pavement shall not be grooved until such areas are adequately repaired or replaced.
621-2.5 New pavements. New asphalt and Portland cement concrete pavements shall be allowed to cure
for a minimum of 30 days before grooving, to allow the material to become stable enough to prevent
closing of the grooves under normal use. If it can be demonstrated that grooves are stable, and can be
installed with no spalling, tearing or raveling of the groove edge, grooving may occur sooner that 30 days
with approval of the RPR. All grade corrections must be completed prior to grooving. Spalling along or
tearing or raveling of the groove edges shall not be allowed.
621-2.6 Grooving machine. Provide a grooving machine that is power driven, self-propelled,
specifically designed and manufactured for pavement grooving, and has a self-contained and integrated
continuous slurry vacuum system as the primary method for removing waste slurry. The grooving
machine shall be equipped with diamond-saw cutting blades, and capable of making at least 18 inches
(0.5 m) in width of multiple parallel grooves in one pass of the machine. Thickness of the cutting blades
shall be capable of making the required width and depth of grooves in one pass of the machine. The
cutting head shall not contain a mixture of new and worn blades or blades of unequal wear or diameter.
Match the blade type and configuration with the hardness of the existing airfield pavement. The wheels
on the grooving machine shall be of a design that will not scar or spall the pavement. Provide the machine
with devices to control depth of groove and alignment.
621-2.7 Water supply. Water for the grooving operation shall be provided by the Contractor.
621-2.8 Clean-up. During and after installation of saw-cut grooves, the Contractor must remove from the
pavement all debris, waste, and by-products generated by the operations to the satisfaction of the RPR.
Cleanup of waste material must be continuous during the grooving operation. Flush debris produced by
the machine to the edge of the grooved area or pick it up as it forms. The dust coating remaining shall be
picked up or flushed to the edge of the area if the resultant accumulation is not detrimental to the
vegetation or storm drainage system. Accomplish all flushing operations in a manner to prevent erosion
on the shoulders or damage to vegetation. Waste material must be disposed of in an approved manner.
Waste material must not be allowed to enter the airport storm sewer system. The Contractor must dispose
of these wastes in strict compliance with all applicable state, local, and federal environmental statutes and
regulations
621-2.9 Repair of damaged pavement. Grooving must be stopped and damaged pavement repaired at
the Contractor’s expense when directed by the RPR.
ACCEPTANCE
621-3.1 Acceptance testing. Grooves will be accepted based on results of testing each panel. All
acceptance testing necessary to determine conformance with the groove tolerances specified will be
performed by the RPR.
Instruments for measuring groove width and depth must have a range of at least 0.5 inch (12 mm) and a
resolution of at least 0.005 inch (0.13 mm). Gauge blocks or gauges machined to standard grooves width,
depth, and spacing may be used.
Instruments for measuring center-to-center spacing must have a range of at least 3 inches (8 cm) and a
resolution of at least 0.02 inch (0.5 mm).
The Engineer will be responsible for measuring the grooves in each panel.
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At a random location within each panel, five consecutive grooves sawed by each cutting head on each
piece of grooving equipment will be measured for width, depth, and spacing. The five consecutive
measurements must be located about the middle blade of each cutting head ±4 inches (100 mm).
Measurements will be made along a line perpendicular to the grooves.
Width or depth measurements less than 0.170 inch shall be considered less than 3/16 inch.
Width or depth measurements more than 0.330 inch shall be considered more than 5/16 inch.
Width or depth measurements more than 0.235 inch shall be considered more than 1/4 inch.
Production must be adjusted when more than one groove on a cutting head fails to meet the standard
depth, width, or spacing in more than one zone.
METHOD OF MEASUREMENT
621-4.1 The quantity of grooving to be paid for shall be the number of square yards of grooving
performed in accordance with the specifications and accepted by the RPR per paragraph 621-3.1.
BASIS OF PAYMENT
621-5.1 Payment for saw-cut grooving. Payment for saw-cut grooving will be made at the contract unit
price per square yard for grooving. This price shall be full compensation for furnishing all materials, and
for all preparation, delivering, and application of these materials, and for all labor, equipment, tools, and
incidentals necessary to complete the item.
Payment will be made under:
Item P-621-5.1 Grooving – per square yard
REFERENCES
The publications listed below form a part of this specification to the extent referenced. The publications
are referred to within the text by the basic designation only.
Advisory Circulars (AC)
AC 150/5320-12 Measurement, Construction, and Maintenance of Skid Resistant Airport
Pavement Surfaces
END OF ITEM P-621
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