TAXIWAY Y RECONSTRUCTION AT TAXIWAY B · 2015-08-03 · 26 05 43 Underground Ducts and Raceways for Electrical Systems . 26 05 53 Electrical Identification . ... Maintain a vacuum/sweeper

SPECIFICATIONS

WASHINGTON DULLES INTERNATIONAL AIRPORT Washington, D.C.

TAXIWAY Y RECONSTRUCTION AT TAXIWAY B

PROJECT IA1103

Prepared for:

METROPOLITAN WASHINGTON AIRPORTS AUTHORITY Washington, D.C. 20001

Prepared by

CRAWFORD, MURPHY & TILLY, INC.

September 17, 2012

Washington Dulles International Airport IA1103 Taxiway Y Reconstruction at Taxiway B September 17, 2012

TABLE OF CONTENTS TOC - 1

TABLE OF CONTENTS PROFESSIONAL SEALS

DIVISION 00 - CONDITIONS OF THE CONTRACT

00 73 00 Supplementary Conditions

DIVISION 01 - GENERAL PROVISIONS

01 10 00 Summary 01 22 00 Unit Prices 01 22 10 Measurement and Payment 01 29 00 Application for Payment 01 31 00 Project Management and Coordination 01 32 00 Construction Progress Documentation 01 32 33 Photographic Documentation 01 33 00 Submittals 01 40 00 Quality Requirements 01 42 00 References 01 50 00 Temporary Facilities and Controls 01 60 00 Product Requirements 01 71 13 Mobilization and Demobilization 01 71 14 Maintenance and Protection of Air Traffic During Construction 01 73 00 Execution 01 77 00 Project Closeout 01 78 39 Project Record Documents DIVISION 20 – FAA SPECIFICATIONS

P-152 Excavation and Embankment P-160 Bituminous Pavement Removal P-161 Soil Stabilization Fabric P-162 Geogrid For Subgrade Stabilization P-209 Crushed Aggregate Base Course P-219 Recycled Concrete Aggregate Base Course P-220 Undercut Backfill Stone P-221 Choke Stone Interlayer P-301 Soil Cement Subgrade Course P-304 Cement-Treated Base Course P-405 Bituminous Concrete Pavement P-501 Portland Cement Concrete Pavement P-510 Rigid Pavement Repair P-603 Bituminous Tack Coat P-605 Joint Sealing Filler P-606 Adhesive Compounds, Two-Component, For Sealing Lights In Pavement P-610 Structural Portland Cement Concrete P-620 Pavement Marking P-621 Pavement Marking Removal D-701 Pipe for Storm Drains and Culverts D-705 Pipe Underdrains for Airports D-751 Drainage Structures


TABLE OF CONTENTS TOC - 2

L-108 Installation of Underground Cable for Airports L-110 Installation of Airport Underground Electrical Duct L-112 Horizontal Directional Drilling L-125 Installation of Airport Lighting Systems L-126 Taxiway and Runway Signs L-130 Electrical Removals DIVISION 26 – ELECTRICAL

26 00 11 Electrical Testing Requirements 26 05 43 Underground Ducts and Raceways for Electrical Systems 26 05 53 Electrical Identification 26 25 06 Constant Current Regulators

DIVISION 31 – _EARTHWORK

31 25 14 Storm Water Pollution Prevention Plan DIVISION 32 – _EXTERIOR IMPROVEMENTS

32 92 00 Turf Preparation, Seeding and Sodding


PROFESSIONAL SEAL PS-3

METROPOLITAN WASHINGTON AIRPORTS AUTHORITY WASHINGTON DULLES INTERNATIONAL AIRPORT

Washington, D.C.

TAXIWAY Y RECONSTRUCTION AT TAXIWAY B

PROJECT NO. IA1103

BURNS ENGINEERING, INC.

Burns Engineering Responsibility for Specifications Include:

DIVISION 20 – FAA SPECIFICATIONS

P-606 Adhesive Compounds, Two-Component, For Sealing Lights In Pavement L-108 Installation of Underground Cable for Airports L-110 Installation of Airport Underground Electrical Duct L-112 Horizontal Directional Drilling L-125 Installation of Airport Lighting Systems L-126 Taxiway and Runway Signs L-130 Electrical Removals DIVISION 26 – ELECTRICAL

26 00 11 Electrical Testing Requirements 26 05 43 Underground Ducts and Raceways for Electrical Systems 26 05 53 Electrical Identification 26 25 06 Constant Current Regulators


SUPPLEMENTARY CONDITIONS 007300 - 1

SECTION 007300 — SUPPLEMENTARY CONDITIONS

PART 1 - GENERAL

1.1 RELATED DOCUMENTS

A. Drawings, Contract Provisions, Special Provisions, and other Division 01 Specification Sections, apply to this Section.

1.2 SUMMARY

A. The articles and paragraphs of this Section represent supplements or additions to the Contract Provisions or the Special Provisions.

1.3 WORK UNDER OTHER CONTRACTS

A. During the period of this Project, the Authority anticipates that other construction contracts may be underway at or near the site of work of this Contract. A list of adjacent construction activities follows:

1. MWAA PAVEMENT MAINTENANCE CONTRACT 2. TAXILANE E REHABILITATION 3. TRENCH DRAIN REHABILITATION 4. HOLD APRON PIPE REHABILITATION

1.4 PERMITTING

A. Comply with all requirements set forth in the Authority's “Building Codes Manual”. This manual describes Building Codes organization, Building Code inspection process, Certificate of Occupancy requirements, and information regarding elevators, escalators, and moving walks. The Authority will file for and provide the construction permit.

B. Comply with all requirements set forth in the Authority's “Building Codes Manual”. This manual describes Building Codes organization, Construction permitting process, Building Code inspection process, Certificate of Occupancy requirements, and information regarding elevators, escalators, and moving walks.

1.5 MAINTENANCE OF PEDESTRIAN AND VEHICULAR TRAFFIC

A. Maintain adequate pedestrian and vehicular traffic flow and safety along the service roads, sidewalks, parking lots and other roadways on Airport property. In addition, this requirement applies to crossroads, approaches, and entrances affected by or made necessary by the Work. Coordinate activities throughout the project in a manner that allows emergency access, without delays to emergency response vehicles, to all areas of the Project that are occupied by employees.

B. Comply with requirements indicated in the Traffic Maintenance Plan provided in the contract documents. Obtain COTR's written approval prior to implementing any deviations from the provided plan.



C. Prior to starting construction operations affecting pedestrian, vehicular, or aircraft traffic movement, submit and obtain the COTR's written approval of a Traffic Maintenance Plan. Develop plan in accordance with the safety requirements of the FAA, Airport Operations, and the Commonwealth of Virginia Department of Transportation’s “Manual of Uniform Traffic Control Devices”. Utilize the form indicated in the latest edition of the Virginia Department of Transportation’s “Virginia Work Area Protection Manual – Standards and Guidelines”.

D. Provide and maintain temporary signage, "Jersey barriers," and such other traffic control devices or personnel as required complying with approved Traffic Maintenance Plan.

E. Maintain the construction operations affecting pedestrian, vehicular, or aircraft traffic movement from the beginning of construction operations until final acceptance of the project. The maintenance shall constitute continuous and effective work prosecuted day by day with adequate equipment and forces to the end of project to ensure that roadways and structures are maintained in satisfactory condition at all times, including barricades and warning signs as necessary for performance of the work.

F. Keep the portions of the project being used by public, pedestrian, aircraft, [mobile lounges] and vehicular traffic, whether it is through or local traffic, in such condition that traffic will be adequately accommodated. Remove snow and control all ice within the project boundaries. Removal of snow and ice for the benefit of the traveling public will be performed by the Authority. Bear all cost of maintenance work during construction and before the project receives a Certificate of Occupancy for constructing and maintaining approaches, crossings, intersections and other features as may be necessary.

G. Keep the portions of the road and aircraft pavement surfaces being used by the public free from irregularities, obstructions, mud, dirt, snow, ice, and any characteristic that might present a hazard or annoyance to traffic in such condition that traffic will be adequately accommodated. Maintain a vacuum/sweeper and flusher truck at the site at all times to clean roadway and aircraft surfaces affected by construction traffic at the request of Airport Operations or the COTR. `

1.6 AIRFIELD AND TERMINAL BUILDING OPERATIONAL REQUIREMENTS

A. The Work, or a portion thereof, will be performed in proximity to the Air Operations Area (AOA), including, active runways, taxiways, and aprons. Normal airport operations will continue adjacent to the Work during all phases of the Project. These activities include:

1. Aircraft movement on runways, taxiways, aprons; aircraft landing and takeoff operations. 2. Aircraft parking, refueling and other aircraft servicing. 3. Baggage handling. 4. Routine aircraft maintenance. 5. Apron maintenance, snow removal and ice control. 6. Mobile lounge and Plane mate operations.

B. The Work, or a portion thereof, will be performed nearby the public Terminal or Concourse

buildings. Normal airport operations and public activities will continue adjacent to the Work during all phases of the Project. These include:

1. Passenger enplaning and deplaning.



2. Passenger baggage deposit/retrieval. 3. Passenger ticketing operations. 4. Food/Concession services. 5. Ground transportation arrivals/departures. 6. Maintenance, custodial and support activities.

C. Phase construction activities as necessary to accommodate all airport operations without

disruption. Adhere to all current Airport Orders and Instructions (O & Is), Airport Bulletins, and Airport Advisories. The Authority will provide relevant Orders and Instructions to Offerors in the Solicitation Package. Bulletins and Advisories will be provided to the offeror by the Authority as they are issued.

1.7 TENANT OPERATIONAL REQUIREMENTS

A. The Work of this Project will be performed in close proximity to tenant-occupied areas. Coordinate and conduct work activities in such fashion that public circulation, tenant operations, and access to the tenant spaces will not be impaired in any manner except as detailed on Contractor's Work Plans. COTR will review and approve in writing all Work Plans.

1.8 ENVIRONMENTAL PROTECTION

A. Comply with all Federal, state and local laws and regulations controlling pollution of the environment. Take necessary precautions to prevent pollution of streams, rivers, lakes, ponds, and reservoirs with fuels, oils, bitumens, chemicals, or other harmful materials and to prevent pollution of the atmosphere from particulate and gaseous matter.

B. Notify COTR immediately in the event that abnormalities, discolorations, odors, oil, or other signs of potential contamination by hazardous materials are encountered during excavation or other construction activities. Follow with written notice within 24 hours, indicating date, time, and location of potential contaminants encountered. The COTR will provide further direction to Contractor regarding disposition of materials encountered.

C. All painted surfaces are assumed to contain lead-based paint. The Contractor shall maintain the necessary health and safety requirements for all personnel in accordance with OSHA regulations to work in these conditions. The removal and disposal of lead-based paint is part of this contract.

D. Aircraft deicing fluids will be encountered in the water (including utility manholes) and in the soils. Concentrations of aircraft deicing fluids in water and soils will range from non-detect to saturation. Aircraft deicing fluids are propylene based Type I and Type IV fluids. The fluids emit an unpleasant odor when the breakdown (biodegradation) is occurring. Follow OSHA requirements while working in aircraft deicing impacted areas. Coordinate with the COTR for obtaining Material Safety Data Sheet (MSDS) for aircraft deicing fluids.

E. Petroleum contaminated soils and water may be encountered during the construction of this project. Petroleum impacted soils range from saturated to 1.0 ppm. Petroleum impacted water ranges from free product to “non - detect.” Maintain the necessary health and safety requirements for all personnel in accordance with OSHA regulations.



1. Do not use petroleum-contaminated soils as backfill around new piping or utilities. Transport petroleum contaminated soils to a location identified by the COTR. Place the contaminated soils on two layers of reinforced 6 mil plastic sheeting, install and maintain sediment and erosion controls, and adequately cover the stockpile to prevent water infiltration.

1.9 ARCHAEOLOGICAL AND HISTORICAL FINDINGS

A. Notify immediately, through the COTR, the PMC Archaeology/Historic Preservation Coordinator if subsurface structural features, concentrations of artifacts, rubble, bone/shell, or burnt material are uncovered or otherwise discovered. Prompt reporting will avoid potentially severe problems resulting from the destruction of significant resources and may limit the impact on construction operations and schedules.

1.10 DAMAGES AND PRE-EXISTING CONDITIONS

A. Be responsible for all damages caused by Contractor’s construction activities. Provide all labor, materials, etc. to return any damaged areas, systems or equipment to their original condition at no additional cost to the Authority.

B. Perform a survey of pre-existing conditions in the vicinity of Contractor’s construction activities, utilizing photographs and other means as necessary to document existing damage or conditions. Submit two copies of this survey to the Contracting Officer within 21 calendar days after Notice-to-Proceed. This survey will assist in resolving any damage claims against the Contractor during and after construction.

C. Preserve all roadways, pedestrian and directional signage. Deliver all signs removed and not required for reinstallation to the Authority as directed by the COTR.

D. Replace or repair lost or damaged signs at no cost to the Authority.

1.11 SECURITY DURING CONSTRUCTION

A. Maintain the integrity of the Airport Security fence. Maintain the integrity of doors and walls between public areas and Air Operations Area (AOA) at all times. Comply with Title 49 Code of Federal Regulations, Parts 1500, 1540, 1542 and 1544.

B. Possession of and display of a proper and current Airport Identification Badge, issued by Airport Operations is required for all Contractor personnel passing into the AOA. Refer to "Airport Orders and Instructions" attached as part of the Contract for specific requirements. Security requirements have increased significantly at Washington Dulles International Airport and Ronald Reagan Washington National Airport. Contractor can expect up to two hours waiting time to clear construction vehicles into the AOA. Offerors shall become intimately familiar with all TSA and Authority security requirements. No increase in contract price will be provided to the Contractor should the contractor not be aware of any security procedure in place at time of submitting their offer that leads to increased time and inconvenience to accomplish the work.

C. Pay all fines levied by the Transportation Security Administration for penalties resulting from security infractions perpetrated by or caused by Contractor’s personnel or work forces of Contractor’s subcontractors or suppliers.



D. Establish and maintain the security of Contractor’s staging areas, equipment and materials.

E. Provide escort for delivery vehicles transporting materials and supplies to or from the Contractor's staging or work areas into the AOA, in accordance with requirements stated in "Airport Orders and Instructions" attached as part of the Contract.

F. Do not park within 300 feet of a terminal building unless specifically authorized by Airport Operations.

G. All workers in the sterile areas, which are defined as areas accessible to ticketed passengers only, may utilize tools in their work provided that:

1. Tools are essential and necessary to the Work. 2. Keep tools controlled at all times. 3. Do not leave tools unattended. 4. Store tools in locked boxes.

H. No knives will be permitted in the sterile areas.

I. When Work involves need for access to restricted areas under jurisdiction of U.S. Customs & Border Protection (CBP), secure necessary special security clearances to operate in the International Arrivals Building areas as prescribed by the U.S. Customs & Border Protection. Each company working in the CBP area shall apply for and obtain a bond from the CBP.

J. No firearms or weapons of any type are allowed on the airport.

K. No cartridge style nail guns, nor any tools that use a cartridge or any explosive charge, are allowed without prior written notification of COTR. Obtain written approval from the COTR before bringing such tools on the project.

L. Conform to all Orders and Instructions pertaining to vehicle inspection.

1.12 MATERIAL HAULING

A. Restrict deliveries and removal of bulk materials, supplies, waste soils and equipment to and from the Project site to the Authority-designated roads and haul routes indicated on the Drawings.

B. Access and egress to and from the Airport for hauling operations shall be through the entrances indicated. Conduct hauling operations during the hours indicated in the plans; no hauling outside these hours is allowed.

C. The designated haul routes for hauling operations will not require vehicles crossing and/or utilizing existing taxi lanes or taxiways. Under no conditions shall the Contractor plan use of taxiways and taxi lanes for hauling equipment. Haul routes for this project are as indicated.

D. Schedule, phase, and sequence work operations to minimize the number and duration of taxiway closures. Submit a detailed Work Plan for Contractor’s entire operations to the COTR for approval prior to commencing work. Obtain written approval from the COTR of the Work Plan. Identify clearly on Work Plan each operation requiring coordination with Airport Operations.



1. For taxiway closures of short duration, provide flagmen, with radio contact with the FAA Airport Traffic Control Tower and the Authority Ramp Control Tower, at taxiway crossing intersections. COTR will determine the number of flagmen required.

2. For long-term taxiway closures, clearly mark, light, and barricade the taxiway closures and haul routes in accordance with FAA and Airport Operations requirements.

E. Notify the COTR at least 72 hours in advance of his requirement for scheduled taxiway, taxi lane or roadway closures. Obtain the written approval of the Authority prior to closing or crossing a taxiway, taxi lane or roadway.

F. Bear all costs associated with establishing, maintaining, signing, lighting and marking haul routes and taxiway crossings. These costs are considered incidental to the pay items of this Contract.

G. Use load covers on all dump trucks. Load dump trucks so that no spillage occurs during transit on the State, municipal, or Airport roadways, taxiways, and aprons. Clean wheels of trucks leaving the Project construction site of all soil and rocks. Provide a truck washing rack on the Project site to minimize the tracking of soil onto paved surfaces.

H. Be responsible for the cost of the immediate cleaning of earth tracking and spills on paved surfaces resulting from the Contractor's operations. Because of the potential for extreme damage to aircraft engines due to the ingestion of foreign objects, maintain on the project mechanical sweeper/vacuum (wet/dry) equipment with nylon brushes complete with operators. Maintain a water truck on site at all times in order to effectively control dust rising from construction activities.

I. Provide sweeper/vacuum equipment with a usable hopper capacity of 6 cubic yards and with a regenerative air capacity of 15,000 CFM. Provide equipment with gutter brooms of poly brush material so as not to damage airfield pavement markings; a dust control system that includes an external spray system with front mounted spray bar, nozzles located at each gutter broom; and an internal spray system with nozzles in the internal air stream. Maintain the equipment in good working order throughout the project and replace the brooms and or spray systems, as necessary, to ensure proper sweeping and vacuuming of paved surfaces.

1.13 PORTABLE LIGHTING

A. Portable lighting: If used for Contractor operations, aim and shield portable lighting at all times to eliminate glare that could impair runway, taxiway, apron, ground operations, and Airport Traffic Control Tower operations. Equip portable lighting with reflectors and glare shields to prevent spillover of light into operational areas.

1.14 RADIO COMMUNICATIONS

A. Provide two-way radio communication between certain of the Contractor’s personnel on the job site. Provide radios with a minimum of 5 watts transmitting power. Select the frequency utilized for these transmissions. Submit proposed frequencies to COTR for approval in writing by the COTR. Frequencies shall not conflict with or overlay any of the Airports radio frequencies.



B. Provide, at a minimum, the following with radio equipment: The Project Superintendent, Foreman of all work groups physically separated from the general vicinity of the Project Superintendent, gate guards, and others who may be working in a separate and remote area. Provide two additional radios with the same frequencies to PMC for use by the COTR and the Lead Inspector.

C. Provide two-way radios capable of operating on both the "Ground" and "Ramp" frequencies for work adjacent to or affecting taxiways, Mobile Lounge roads, or Mobile Lounge docking areas. Such radios shall be either a handheld programmable type capable of operating off of vehicle power and antenna or a vehicle-mounted type, which operates solely off of the vehicle’s power, and antenna. Provide radios that provide a minimum of 3 watts transmitting power. Provide radios of sufficient power to communicate with the appropriate controller.

D. Cellular telephones are an acceptable alternative at Ronald Reagan Washington National Airport. For information purposes the Authority currently uses the Nextel system.

1.15 SPECIAL AUTHORITY CONSULTANT

A. The Contractor is hereby advised of the involvement of Parsons Management Consultants (PMC) as Program Management Support Services Consultant to the Authority for the capital construction programs at Ronald Reagan Washington National Airport and Washington Dulles International Airport. PMC will have a continuing role in this project by assisting the Authority in specialized areas.

1. PMC will provide administrative support during design, solicitation, and construction. 2. PMC will coordinate Contractor requests for technical information and receive, review

and manage all Contractor submittals. 3. PMC has reviewed technical submittals during design, including drawings, specifications,

cost estimates, construction phasing plans, and technical reports. 4. PMC will be responsible for review of technical submittals during construction, including

selected shop drawings, certifications, test reports, calculations and samples. 5. PMC will conduct field inspections of the Work in progress and inspect for Substantial

Completion and Final Acceptance. PMC inspection does not relieve Contractor of responsibilities of performing Contract required inspections as required by contract documents.

B. All other contract management is the sole responsibility of the Authority.

1.16 SAFETY

A. Comply with all requirements set forth in the most current edition of the Authority Construction Safety Manual”. Offerors are provided with the most recent addition when obtaining contract documents prior to proposal. Requirements included in this Section are in addition to the Authority’s Construction Safety Manual. Comply with all local, State and Federal requirements. Where conflicts or discrepancies exist between requirements, the more stringent requirement shall govern. For additional information see Division 01 Section “Quality Requirements”.

B. Contractor Safety Organization:

1. NOT USED.



2. Safety Engineer.

a. Duties: Outlined in The Authority Construction Safety Manual. b. Qualifications: Outlined in The Authority Construction Safety Manual.

C. Submit the résumés of individuals proposed to serve in the role of Contractor’s Safety Engineer

to the COTR for approval in writing. In addition to indicating the qualifications in the Authority Construction Safety Manual résumés shall include but not be limited to such items as: work experience, education, safety and health training completed, memberships in professional associations, professional certifications, professional registrations and professional references confirming the qualifications and personal references of contacts for verification shall also be required.

D. Provide safe and healthful working conditions on each operation at all times during execution the work of this Contract. Conduct the various operations connected with the Work so that they will not be injurious to safety or health. Comply with all provisions, regulations and recommendations issued pursuant to the Occupational Safety and Health Act of 1970 and the Construction Safety Act of 1969, as well as amendments to these laws. Comply with laws, rules and regulations of other authorities having jurisdiction, with regard to all matters relating to the safety and health of workers and the general public. Compliance with government requirements is mandated by law and considered only a minimum level of safety performance. Perform all work in accordance with best safe work practices recognized by the construction industry. Stop work whenever a work procedure or a condition at a work site is deemed unsafe by the either of the following individuals: COTR, Program Safety Manager (PSM), the Contractor’s Project Manager, the Contractor’s Foreman, or the Contractor’s Safety Engineer(s).

E. Provide a full-time on-site Contractor Safety Engineer for the duration of this Contract with no other duties assigned. The Safety Engineer shall be responsible for all safety and health requirements as included herein and as required by the Authority’s Construction Safety Manual.

F. The contractor shall submit the resumes of all proposed safety and health professionals who shall serve in the role of Contractor’s Safety Engineer(s) to the COTR for approval. The resumes shall include, but not be limited to such items as: work experience, education, safety and health training completed, memberships in professional associations, professional certifications, professional registrations, and professional references confirming the qualifications shall also be required. Documentation confirming the qualifications and personal references of contacts for verification shall also be required.

G. Comply with all requirements set forth in the Authority's "Construction Safety Manual." Provide during the Work the services of Safety Engineer(s) as outlined in the Authority’s “Construction Safety Manual” and in Division 01 Section “Quality Requirements”. The Safety Engineer shall undertake the duties and responsibilities as stated in the Authority's "Construction Safety Manual".

H. Prior to start of construction activities in the Air Operations Area (AOA), the Contractor's Safety Engineer(s) shall tour the AOA with the Authority Safety Program Manager.



I. Flagmen Training: The Authority will sponsor Flagman training sessions. Contractor's personnel who will be assigned flagmen duties on the Airport for this project shall attend training sessions.

J. Fire Safety: Conform to the following requirements:

1. Obtain a permit to perform any welding, cutting, or hot work from the Office of the Authority Fire Marshal.

2. Ensure adequate access to all construction areas for emergency response. 3. Obtain a permit from the Office of the Authority Fire Marshal to store, handle, or use any

hazardous material, including but not limited to fuels for equipment. Complete an application prior to issuance.

4. Remove combustible debris from the site daily. 5. Provide at least seven (7) days notice for any request for inspections, tests, permits, etc.,

required of personnel from the Office of the Authority Fire Marshal. 6. Obtain a permit from the Office of the Authority Fire Marshal for the use, storage or

handling of any explosives. 7. Provide to the Office of the Authority Fire Marshal a list of emergency contact numbers

for the COTR and the Contractor prior to the commencement of Work.

K. Submit Site-Specific Safety and Health Plans to COTR within 15 calendar days of Notice to Proceed and prior to the start of any construction activities. Prepare this plan using the Authority’s Guidelines as defined in the Authority’s “Construction Safety Manual” and as supplemented by these specifications for each and every work zone as shown on the drawings or as anticipated by the Contractor. COTR must approve the Site-Specific Safety Plan prior to the start of any work.

L. Be responsible for the safe operation of all job site motor vehicles. Provide a “spotter” or flagman for all backing operations of construction vehicles with restricted rear vision.

M. All motorized equipment and vehicles working on or entering MWAA construction project work areas shall be equipped with functional audible backup alarms.

N. Crane Operators. On Airports Authority projects, Crane Operators shall be certified to operate the equipment by an approved independent certifying agency.

O. For all airside projects attach a Safety Plan to the Safety Program. Include in the Safety Plan, to the extent applicable, provisions for the following:

1. Scope of work performed by Contractor, including proposed duration of work. 2. Possible safety problems (job hazard analysis program). 3. Work control measures. 4. Limitations on equipment height. 5. Location of airport operational areas. 6. Location of and access to stockpiled construction materials and equipment. 7. Inspection requirements. 8. Trenches and excavations, and cover requirements. 9. Threshold marking and lighting. 10. Closed runway marking. 11. Vehicle operation and pedestrian access in airport movement areas.



12. Construction site access and haul roads, includes maintenance of and keeping open ARFF access routes.

13. Limitations on construction. 14. Radio communications. 15. Foreign object debris (FOD) control provisions. 16. Hazardous materials (HAZMAT) management. 17. Wildlife abatement. 18. NOTAM issuance. 19. Vehicle identification. 20. Vehicle parking. 21. Use of temporary visual aids. 22. Obstacle-free zones (OFZ). 23. Approach clearance to runways. 24. Runway and taxiway safety areas. 25. Procedures and equipment, such as barricades (identify type) for closing portions of the

movement area. 26. Required compliance of contractor personnel. 27. Procedures for notification of aircraft rescue firefighting (ARFF) if deactivating water

lines or fire hydrants, or if emergency access routes are rerouted or blocked. 28. Emergency notification for fire, medical, and police response. 29. Coordination of plan with an FAA airport certification safety inspector.

P. Comply with sample safety plan as designated in the MWAA Construction Safety Manual.

1.17 HEIGHT LIMITATION

A. For all demolition and construction within the Airport, limit the height of Contractor's equipment to a maximum of 20 feet.

B. Prior to beginning any work coordinate with the COTR the height of all cranes, boom trucks, scaffolds or similar vehicles of construction. Properly mark all construction equipment with safety flags and warning lights in accordance with current FAA and Airport Operations requirements. Submit FAA Form 7460, provided by COTR, for all variations on approved crane heights.

1.18 NOISE CONTROL

A. The Authority recognizes and can tolerate a normal level of noise created by a majority of construction activity. However, in the interest of the Authority's neighbors, the maximum acceptable noise level between the hours of 5:00 pm and 7:00 am the following morning is limited to 55 decibels. During daytime hours of 7:00 am through 5:00 pm, the maximum acceptable noise level for sustained or repetitive noises is 72 decibels. Measure the noise level using an "A" scale at a point 4'-0" above ground at property line nearest noise source.

B. Secure advance written approval from the COTR prior to scheduling any activity that is anticipated to produce a sustained or repetitive noise level higher than the decibel limits indicated above.

C. In and around terminal facilities and buildings whose normal occupancy is from 7 a.m. to 7 p.m., perform work that causes noise that is disruptive to the airport’s tenants or the traveling



public between the hours of 11:00 pm and 5:00 am. Measure noise for this situation using an “A” scale at a point 4’-0” above ground at the closest point to airport tenants or the traveling public.

1.19 EXAMINATION OF PLANS, SPECIFICATIONS AND SITE OF WORK

A. The offeror is expected to examine carefully the site of the proposed work, the proposal, plans, specifications, solicitation provisions, contract provisions, special provisions and contract forms before submitting a proposal. The submission of a proposal will be considered conclusive evidence that the offeror has made such examination and is satisfied as to the conditions to be encountered in performing the work as to the requirements of the Contract.

1.20 AIRPORT SECURITY/VEHICLE INSPECTION PROCEDURE

A. The number of vehicular access points into secure areas at IAD has been reduced to an operational minimum. Those gates that remain open are divided into two categories:

1. Vehicular gates for approved vehicles and individuals who hold appropriate and valid airport access media and do not require escorts.

2. Vehicular gates for those vehicles that have invalid or no airport access authorization and/or the vehicle operator and passenger(s) do not have valid access authorization media and require escorts.

B. The access points for vehicle operator and passenger(s) who have appropriate and valid airport access media are Gates 127 and 141. Vehicles that require escorts of any type are prohibited at those gates.

C. All vehicles and personnel that will require an escort shall enter the AOA via Gates 313, Gate 317, Gate 141, or Gate 118. The vehicle gates at Gate 118 and Gate 141 are designated as AOA entry points for vehicles and persons that require an escort and their primary work site is located on the north side of the airport. Gate 313 is designated as large equipment contractor/construction access point, and Gate 317 is to be used by contractors and employees whose primary work site is located on the south side of the airport. These access gates are as indicated.

D. Other access gates through which the contractor may gain access to a specific project site are as indicated and must be approved by Airport Operations and the Transportation Security Agency.

E. The following procedures will be utilized for all escorted vehicles and AOA approved vehicles with non-badged passengers seeking entry to the AOA:

1. All vehicles are searched. 2. Coordinate all vehicle deliveries with the COTR in advance. Provide the vehicle license

plate number and expected delivery time for all vehicle deliveries. Contractor may compile the expected daily delivery schedule on one sheet for submission to the COTR.

3. The vehicle operator shall have in his or her possession a commercial manifest, which identifies the contents of the vehicle and/or trailer.

4. An escort from the company for whom the shipment is intended shall respond to the vehicle access gate and remain with the vehicle until the vehicle exits the secured area.



5. A vehicle search will be conducted and once cleared, vehicles will be permitted escorted access to their delivery point.

6. Contractors should expect delays up to 2 hours at Gate 313 as a result of these security provisions.

7. Priority consideration may be offered to concrete trucks with resulting delays estimated to be 20 minutes. To receive priority consideration, schedule concrete deliveries with Airport Operations and COTR at time of batching.

F. Prior approval from the Manager of Airport Operations or his/her designated representative is

required for any exceptions to the above procedures.

PART 2 - PRODUCTS (Not Used)

PART 3 - EXECUTION (Not Used)

END OF SECTION 007300


SUMMARY 011000 - 1

SECTION 011000 - SUMMARY

PART 1 - GENERAL


A. Drawings, Contract Provisions, Special Provisions, Supplementary Conditions, and other Division 01 Specification Sections apply to this Section.

1.2 SUMMARY

A. This Section includes the following:

1. Work covered by the Contract Documents. 2. Type of the Contract. 3. Work phases. 4. Work under other contracts. 5. Products ordered in advance. 6. Authority-furnished products. 7. Use of premises. 8. The Authority's occupancy requirements. 9. Work restrictions. 10. Specification formats and conventions.

B. Related Sections include the following:

1. Division 01 Section "Temporary Facilities and Controls" for limitations and procedures governing temporary use of the Authority's facilities.

1.3 WORK COVERED BY CONTRACT DOCUMENTS

A. Project Identification: Project consists of reconstructing of Taxiway Y between high speed Taxiways Y4 and Y7 and the incorporation of Taxiway B connector.

1. Project Location: Washington Dulles International Airport.

B. Architect/Engineer Identification: The Contract Documents, dated September 17, 2012, were prepared for Project by Crawford, Murphy & Tilly, Inc.

C. Construction Manager: Parsons Management Consultants has been engaged as Construction Manager for this Project to serve as an advisor to the Authority and to provide assistance in administering the Contract for Construction between the Authority and Contractor, according to a separate contract between the Authority and Construction Manager.

1. For additional functions of Parsons Management Consultants, see "Supplementary Conditions."


SUMMARY 011000 - 2

D. The Work consists of airfield concrete pavement repair.

1. The Work includes PCC pavement demolition, new PCC pavement, joint sealant installation, pavement marking, airfield lighting, grading, seeding, storm sewer, and drainage structures.

2. For additional requirements for the examination of plans, specifications, and Project site see Section "Supplementary Conditions."

1.4 TYPE OF CONTRACT

A. Project will be constructed under a general construction contract.

1.5 WORK PHASES

A. Conduct the Work in 4 phases.

1. Phase 1: Mobilize and Submittal Review. This includes the contractor’s mobilization and submittal of required documents for review. Complete within 30 calendar days of Notice to Proceed.

2. Phase 2: This work area includes Taxiway Y reconstruction between high speed Taxiways Y4 and Y7, Taxiway B Connector between Runway 1C-19C and Taxiway Y, and a portion of Taxiways A and B between Taxiways Y and Z. Work of this phase shall be substantially complete and ready for occupancy within 141 calendar days of Notice to Proceed for this phase.

3. Phase 3: This work includes the portion of Taxiway B immediately adjacent to Taxiway Z and shall be completed immediately after Phase 3. Work within this phase shall be substantially complete and ready for occupancy within 64 calendar days of Notice to Proceed for this phase.

4. Phase 4: This work includes the portion of Taxiway A immediately adjacent to Taxiway

Z. Work within this phase shall be substantially complete and ready for occupancy within 63 calendar days of Notice to Proceed for this phase.

B. Work phasing indicated above is not intended to restrict Contractor to this specific phasing. Contractor may submit its own phasing schedule to COTR for review and written approval.

C. Schedule the execution of the Work according to the phasing sequence indicated and to avoid interference with normal functions of the Airport.

D. Before commencing Work of each phase, submit a schedule to COTR showing the sequence, the commencement and completion dates, and the move-out and move-in dates of personnel for the various phases of the Work.

E. On completion, each phase of the Work shall be fully operational.


SUMMARY 011000 - 3

1.6 USE OF PREMISES

A. Use of Site: Limit use of premises to work in areas indicated. Do not disturb portions of site beyond areas in which the Work is indicated.

1. Limits: Confine constructions operations to the areas indicated in the plans. 2. Authority Occupancy: Allow for Authority occupancy of site and day-to-day use by

tenants, air carriers, and the public. 3. Contractor shall have full use of premises for construction operations within the Contract

Limit Lines indicated during construction period, during the hours indicated, and as directed by COTR. Contractor's use of premises is limited only by the Authority's right to perform work or to retain other contractors on portions of Project.

4. Driveways and Entrances: Keep driveways and entrances serving premises clear and available to the Authority, the Authority's employees, tenants, air carriers, and emergency vehicles at all times. Do not use driveways and entrances for parking or storage of materials.

a. Schedule deliveries to minimize use of driveways and entrances. b. Schedule deliveries to minimize space and time requirements for storage of

materials and equipment on-site.

B. Utilize areas designated for Contractor staging, storage, and parking, as indicated. For additional requirements, see Section "Supplementary Conditions."

1.7 OCCUPANCY REQUIREMENTS

A. Full Authority Occupancy: The Authority and/or its tenants will occupy site and existing building during entire construction period. Cooperate with COTR during construction operations to minimize conflicts and facilitate Authority usage, and perform the Work so as not to interfere with day-to-day Airport operations.

B. For additional requirements for tenant operational requirements, see Section "Supplementary Conditions."

1.8 CONTRACTOR HOURS OF OPERATION

A. Contractor Working Hours: The Authority anticipates that the Contractor may be required to work multiple shifts to accomplish the work of this Contract within the established schedule. Contractor will be allowed and may be required by the nature of the Project to work 24 hours a day, seven days a week in the performance of the Work. Work is subject to restrictions of the Airport operational requirements. Notify the COTR 24-hours in advance of any change to the work schedule.

1.9 SPECIFICATION FORMATS AND CONVENTIONS

A. Specification Format: With the exception of Federal Aviation Administration (FAA) standard specifications and Virginia Department of Transportation standard specifications the


SUMMARY 011000 - 4

Specifications are organized into Divisions and Sections using the 33-Division format using the CSI/CSC's "MasterFormat 2004" numbering system.

1. Section Identification: The Specifications use Section titles to help with cross-referencing in the Contract Documents. Sections in the Project Manual are in numeric sequence; however, the sequence is incomplete as all available Sections and Section numbers are not used and the CSI numbering system is not sequentially complete. Consult the table of contents at the beginning of the Project Manual to determine numbers and names of sections in the Contract Documents.

B. Specification Content: The Specifications use certain conventions for the style of language and the intended meaning of certain terms, words, and phrases when used in particular situations. These conventions are as follows:

1. Abbreviated Language: Language used in the Specifications and other Contract Documents is abbreviated. Interpret words and meanings as appropriate. Infer words implied, but not stated, as the sense requires. Interpret singular words as plural, and plural words as singular where applicable as the context of the Contract Documents indicates.

2. Imperative mood and streamlined language are used in these Specifications. This imperative language is directed to the Contractor, unless specifically noted otherwise. Requirements expressed in the imperative mood are to be performed by Contractor. Occasionally, the indicative or subjunctive mood may be used in the Section Text for clarity to describe responsibilities that must be fulfilled indirectly by Contractor or by others when so noted.

a. The words "shall," "shall be," or "shall comply with," depending on the context, are implied where a colon (:) is used within a sentence or phrase.

1.10 MARKING UTILITY SERVICES

A. Employ underground utilities location subcontractor to locate and mark the horizontal location of all utility lines that might be impacted by construction activities, including, but not limited to, the following:

1. Electric power lines. 2. Natural gas lines. 3. Sanitary Sewers. 4. Storm Sewers. 5. FAA communications, signal, and security lines. 6. Runway lighting lines 7. Water supply piping. 8. Fuel Lines. 9. Telephone lines. 10. Data lines. 11. Underground Storage Tanks. 12. High Temperature Hot Water (HTHW) and chilled water lines. 13. Dedicated Fire System (DFS) lines.


SUMMARY 011000 - 5

B. Contact the Airport Communications System (ACS) Help Desk at (703) 417-8300 a minimum of 72 hours prior to starting activities that include but are not limited to location and marking of horizontal locations of telephone and telecommunications lines belonging to the Authority as part of the Airport Communication System. Contact the Airport Communications System (ACS) Help Desk a minimum of 72 hours prior to beginning operations, that include but are not limited to excavating, boring, pile-driving, digging or planting. Note the ACS does not locate utilities. Location is the responsibility of the Contractor’s underground utilities location subcontractor. The Airport Communications System (ACS) is merely notified as indicated previously.

C. The information in the Contract Documents concerning the type and location of underground utilities is neither guaranteed nor inclusive. The Contractor is responsible for determining the type and location of underground utilities, regardless of whether such utilities are indicated or not, so as to avoid damage thereto.

D. Check and verify the horizontal and vertical location (coordinates and elevation) of all utility lines that may exist within the limits of new work, regardless of whether such utilities are indicated or not, by use of a Subsurface Utility Engineering company. Reconfirm such locations and verification of utilities discovered, regardless of whether such utilities are indicated or not, and submit to the COTR a dimensional survey with such notations.

E. Dig test pits by hand shovel in the vicinity of the discovered utilities. Excavate test holes utilizing a vacuum excavator.

F. Repair any damage to discovered utility lines due to construction operations at no expense to the Authority. The Authority will assist the Contractor by making available any known information.

G. Submit to the COTR, for written approval, the name of the independent subsurface utility engineering company to be used.

H. The individual who performs the utility detection and location work shall have as a minimum five (5) years of similar experience in the area of subsurface utility detection and location engineering.

I. Submit to COTR the following:

1. List of utility detection equipment along with product information and data sheets that will be used specifically for this contract.

2. List of employee qualifications and résumés of those individuals who will be assigned specifically to this contract.

3. Within 60 calendar days of Notice to Proceed, a survey of all subsurface utility engineering results indicating the horizontal and vertical location, coordinates and elevation of all utilities.

1.11 UTILITY OUTAGES

A. Prior to any utility outage/interruption, prepare a schedule of such outage. Include in outage schedule duration, identification of the service affected, temporary utility service to be provided, identification of available service alternative, and the action to be taken in any


SUMMARY 011000 - 6

emergency. Apply for all outages of utility systems in writing. Fully coordinate outage requests with COTR. Obtain approval in writing by COTR. Schedule all outages at least three (3) weeks in advance with a 96-hour notification provided by the Contractor confirming date, time, and duration. Outages will normally be scheduled to occur between the hours of 11:00 pm and 5:30 am, Tuesday through Thursday.





UNIT PRICES 012200 - 1

SECTION 012200 - UNIT PRICES

PART 1 - GENERAL



B. The Price Proposal Form can be found in Section III, "Schedule”.

1.2 SUMMARY

A. This Section includes administrative and procedural requirements for unit prices.

B. Related Sections include the following: 1. Division 01 Section "Measurement and Payment" for procedures for measurement and

payment for unit-price items.

1.3 DEFINITIONS

A. A unit price is an amount proposed by offerors and stated on the Schedule as a price per unit of measurement for materials or services. An estimate of the quantities of work to be done and materials to be furnished under these specifications is given in Section III, "Schedule." It is given only as a basis for comparison of proposals and the award of the Contract. The Authority does not expressly or by implication agree that the actual quantities involved will correspond exactly therewith; nor shall Contractor plead misunderstanding or deception because of such estimates of quantities, or of the character, location, or other conditions pertaining to the work. Payment to Contractor will be made only for the actual quantities of work performed or materials furnished according to the plans and specifications. Refer to “Contract Provisions”, Section VII, Payments - Construction Contracts, Paragraph H, "Variation in Estimated Quantities."

1.4 PROCEDURES

A. Unit prices include all necessary material, plus cost for delivery, installation, insurance, applicable taxes, overhead, and profit. The sum of all extended unit prices in the Section III, "Schedule," shall be deemed to include all work described in the Contract Documents including Drawings and Specifications.

B. Measurement and Payment: Refer to individual Specification Sections for work that requires establishment of` unit prices. Methods of measurement and payment for unit prices are specified in those Sections and in Division 01 Section "Measurement and Payment."


UNIT PRICES 012200 - 2

C. The Authority reserves the right to reject Contractor's measurement of work-in-place that involves use of established unit prices and to have this work measured, at the Authority's expense, by an independent surveyor acceptable to Contractor.

D. List of Unit Prices: A list of unit prices is included in Section III “Schedule” of the Contract Documents Specification Sections referenced in the Schedule contain requirements for materials described under each unit price.

1. The Price Proposal Form can be found in Section III, "Schedule," of the Contract Documents. If applicable, Specification Sections referenced in the Schedule contain requirements for materials and methods described under each unit price.


PART 3 - EXECUTION



MEASUREMENT AND PAYMENT 012210 - 1

SECTION 012210 - MEASUREMENT AND PAYMENT

PART 1 - GENERAL



1.2 SUMMARY

A. This Section includes administrative and procedural requirements governing methods of measurement and computations to be used in determination of quantities of material furnished and unit amount of Work performed under the Contract in order for Contractor to receive payment according to pre-established unit prices.

B. At the discretion of the COTR, payment may be reduced for any Work which is not in full compliance with the Contract Documents or which has been damaged or repaired by Contractor. Such action may be used when the end product may have a reduced service life or less than desirable aesthetic characteristics.

C. Descriptions of unit-price items are specified in Section III, "Schedule," of the Contract Provisions.

1.3 MEASUREMENT OF QUANITITES

A. All volumes or quantities used to determine unit-price payment will be measured by COTR, or by COTR’s authorized representatives, using methods generally recognized as conforming to good engineering practice. Unless otherwise indicated, measurement shall be in U.S. Customary Units of Measurement.

B. Unless otherwise indicated, longitudinal measurements for area computations will be made horizontally, and no deductions will be made for individual fixtures (or leave-outs) having an area of 9 sq. ft. or less. Unless otherwise indicated, transverse measurements for area computations will be the neat dimensions shown on Drawings.

1. Structures will be measured according to neat lines shown on the plans or as altered to fit field conditions.

2. Measure all Contract items measured by the linear foot, such as electrical ducts, conduits, pipe culverts, under drains, and similar items, parallel to the base of foundation on which such items are placed, unless otherwise indicated.

3. In computing volumes of excavation, use the average end area method or other acceptable method.



C. The thickness of plates and galvanized sheet used in the manufacture of corrugated metal pipe, metal plate pipe culverts and arches, and metal cribbing will be specified and measured in decimal fraction of inches.

D. Haul materials, to be measured by volume in the hauling vehicle, in approved vehicles and measured therein at the point of delivery. Vehicles for this purpose may be of any size or type acceptable to and approved in advance by COTR, provided that the body is of such shape that the actual contents may be readily and accurately determined. Load all vehicles to at least their water-level capacity. Level loads when the vehicles arrive at the point of delivery.

1. When requested by Contractor and approved by COTR in writing, material specified to be measured by the cubic yard may be weighed, and such weights will be converted to cubic yards for payment purposes. Factors for conversion from weight measurement to volume measurement will be determined by COTR and agreed to by Contractor before such method of measurement of pay quantities is used.

2. The term "ton" will mean the short ton consisting of 2000-lb avoirdupois. Weigh all materials, which are measured or proportioned by weights, on accurate, approved scales by competent, qualified personnel at locations designated by COTR.

a. If material is shipped by rail, the car weight may be accepted, provided that only the actual weight of material will be paid for. However, car weights will not be acceptable for material to be passed through mixing plants.

b. Weigh trucks used to haul material being paid for by weight empty daily at such times as COTR directs. Each truck shall bear a plainly legible identification mark.

E. Measure bituminous materials by the gallon or ton. When measured by volume, measure such volumes at 60 deg F or measure corrected to the volume at 60 deg F, using ASTM D 1250 for asphalts or ASTM D 633 for tars.

1. Net certified scale weights or weights based on certified volumes in the case of rail shipments will be used as a basis of measurement, subject to correction when bituminous material has been lost from the car or the distributor, wasted, or otherwise not incorporated into the Work.

2. When bituminous materials are shipped by truck or transport, net certified weights by volume, subject to correction for loss or foaming, may be used for computing quantities.

F. Concrete will be measured by the cubic yard in place, unless otherwise indicated.

G. The term "each" when used as an item of payment shall mean complete payment for the work described in the Contract.

1. When a complete structure or structural unit is to be provided, and "each" is specified, as the unit of measurement, the unit will be construed to include all necessary fitting, accessories, and work incidental to the work item.

H. Rental of equipment will be measured by time in hours of actual working time and necessary traveling time of the equipment within the limits of the Work. Special equipment ordered by COTR in connection with "force account work" will be measured as agreed in Contract Modification authorizing such force account work as provided in the Contract Documents.



I. When standard manufactured items are specified such as fence, wire, plates, rolled shapes, pipe conduit, etc., and these items are identified by gage, unit weight, section dimensions, etc., such identification will be considered to be nominal weights or dimensions. Unless more stringently controlled by tolerances in cited Specifications, manufacturing tolerances established by the industries involved will be accepted.

J. When estimated quantities for a specific portion of the Work are designated as the pay quantities in the Contract, they shall be the final quantities for which payment for such specific portion of the Work will be made, unless the dimensions of said portions of the Work shown on Drawings are revised by Contract Modification signed by the Contracting Officer.

1. If revised dimensions result in an increase or decrease in quantities of such Work, final quantities for payment will be revised in the amount represented by the authorized changes in the dimensions.

1.4 SCALES

A. Scales for weighing materials, which are required to be proportioned or measured and paid for by weight, shall be furnished, erected, and maintained by Contractor or be certified permanently installed commercial scales.

B. Scales shall be accurate within one-half percent of the current weight throughout the range of use. Contractor shall have scales checked under the observation of the inspector before beginning Work and at such other times as requested. The intervals shall be uniform in spacing throughout the graduated or marked length of the beam or dial and shall not exceed one-tenth of 1 percent of the nominal rated capacity of the scale, but not less than 1 lb. The use of spring balances will not be permitted.

1. Beams, dials, platforms, and other scale equipment shall be so arranged that the operator and the inspector can safely and conveniently view them.

2. Scale installations shall have available 10 standard 50-lb weights for testing the weighing equipment or suitable weights and devices for other approved equipment.

3. Scales must be tested for accuracy and serviced before use at a new site. Platform scales shall be installed and maintained with the platform level and rigid bulkheads at each end.

4. Scales "overweighing" (indicating more than correct weight) will not be permitted to operate, and all materials received subsequent to the last previous correct weighing-accuracy test will be reduced by the percentage of error in excess of one-half of 1 percent.

5. In the event inspection reveals the scales have been "under-weighing" (indicating less than correct weight), they shall be adjusted, and no additional payment to Contractor will be allowed for materials previously weighted and recorded.

C. All costs in connection with furnishing, installing, certifying, testing, and maintaining scales; for furnishing check weights and scale house; and for all other items specified in this Section for the weighing of materials for proportioning or payment shall be included in the unit Contract prices for the various items of Project.



1.5 PAYMENT FOR MATERIALS ON HAND

A. Partial payments may be made to the extent of the delivered cost of materials to be incorporated into the Work, provided that such materials meet the requirements of the Contract, Drawings, and Specifications and are delivered to acceptable sites on the Airport property or at other sites in the vicinity that are acceptable to COTR. Such delivered costs of stored or stockpiled materials may be included in the next partial payment application after the following conditions are met:

1. COTR accepts the manner in which the material has been stored at or on an approved site.

2. Contractor provides COTR with acceptable evidence of quantity and quality of the materials.

3. Contractor provides COTR with acceptable evidence that the material and transportation costs have been paid.

4. Contractor provides the Authority legal title, free of liens or encumbrances of any kind, to the material so stored and stockpiled.

5. Contractor provides the Authority evidence that the material so stored or stockpiled is insured against loss by damage to or disappearance of such materials at anytime before use in the Work.

6. Contractor provides the Authority with manufacturer’s installation and maintenance information.

B. It is understood and agreed that the transfer of title and the Authority's payment for such stored or stockpiled materials shall in no way relieve Contractor of responsibilities for furnishing and placing such materials according to the requirements of the Contract Documents.

C. In no case will the amount of partial payments of materials on hand exceed the Contract price for the materials or the Contract price for the Contract item in which the material is intended to be used.

D. No partial payment will be made for living or perishable plant materials.

E. Contractor bears all costs associated with the partial payment of stored or stockpiled materials according to the provisions of this Section.





APPLICATION FOR PAYMENT 012900 - 1

SECTION 012900 – APPLICATION FOR PAYMENT

PART 1 - GENERAL



1.2 SUMMARY

A. This Section specifies administrative and procedural requirements necessary to prepare and process Applications for Payment.

1. Coordinate the Schedule of Values and Applications for Payment with Contract CPM Schedule, List of Subcontracts, and Submittal Log.


1. Division 01 Section "Allowances" for procedural requirements governing handling and processing of allowances.

2. Division 01 Section "Unit Prices" for administrative requirements governing use of unit prices.

3. Division 01 Section "Measurement and Payment" for administrative requirements governing methods of measurement and determination of quantities of materials for use with unit prices.

4. Division 01 Section "Construction Progress Documentation" for administrative requirements governing preparation and submittal of Contractor's Construction Schedule and Submittals Schedule.

5. Division 01 Section “Project Closeout” for submittal of items required before final payment.

6. Division 01 Section “Project Record Documents” for procedural requirements governing the submission of Project Record Documents.

7. Division 01 Section “Operation and Maintenance Data” for submittal of items required before final payment.

1.3 DEFINITIONS

A. Schedule of Values: A statement furnished by Contractor allocating portions of the Contract Price to various portions of the Work and once accepted, to be used as the basis for reviewing Contractor's Applications for Payment.



1.4 SCHEDULE OF VALUES

A. Coordination: Coordinate preparation of the Schedule of Values with preparation of Contractor's Construction Schedule.

1. Correlate line items in the Schedule of Values with other required administrative forms and schedules, including the following:

a. Application for Payment forms with Continuation Sheets. b. Submittals Schedule. c. Contract CPM Schedule. d. List of products. e. List of principal suppliers and fabricators.

2. Submit the Schedule of Values to Contracting Officer at earliest possible date, but no later than 21 calendar days after the date of the Notice to Proceed.

a. On projects requiring cost-loaded CPM Schedules, the accepted cost loading will satisfy the requirements for the Schedule of Values.

B. Format and Content: Use the Project Manual table of contents as a guide to establish line items for the Schedule of Values. Provide at least one line item for each Specification Section.

1. Identification: Include the following Project identification on the Schedule of Values:

a. Project name and location. b. Name of COTR. c. Name of Architect/Engineer. d. The Authority’s Project number. e. Contractor's name and address. f. Date of submittal.

2. Arrange the Schedule of Values in tabular form with separate columns to indicate the following for each item listed:

a. Related Specification Section or Division. b. Description of the Work. c. Name of subcontractor. d. Name of manufacturer or fabricator. e. Name of supplier. f. Contract Modifications (numbers) that affect value. g. Dollar value.

1) Percentage of the Contract Price to nearest one-hundredth percent, adjusted to total 100 percent.

3. Provide a breakdown of the Contract Price in enough detail to facilitate continued evaluation of Applications for Payment and progress reports. Coordinate with the Project Manual table of contents. Provide several line items for principal subcontract amounts, where appropriate. Include separate line items under required principal subcontracts for



the following items. The value assigned to the total of these line items shall be 5 percent of the Contract Price:

a. Testing and commissioning activities. b. Operation and Maintenance manuals. c. Punch list activities. d. Project Record Documents. e. Bonds and warranties. f. Demonstration and training.

4. Round amounts to nearest whole dollar. Total shall equal the Contract Price. 5. Provide a separate line item in the Schedule of Values for each part of the Work where

Application for Payment may include materials or equipment purchased or fabricated and stored, but not yet installed.

a. Differentiate between potential items stored on-site and items stored off-site. Include evidence of insurance or bonded warehousing if required.

6. Provide separate line items in the Schedule of Values for initial cost of materials, for each subsequent stage of completion, and for total installed value of that part of the Work.

7. Each item in the Schedule of Values and Application for Payment shall be complete. Include total cost and proportionate share of general overhead and profit for each item.

a. At COTR’s option, temporary facilities and other major cost items that are not direct cost of actual work-in-place may be shown either as separate line items in the Schedule of Values or distributed as general overhead expense.

8. Schedule Updating: Update and resubmit the Schedule of Values with the next Applications for Payment when Contract Modifications result in a change in the Contract Price.

1.5 APPLICATION FOR PAYMENT

A. Each Application for Payment shall be consistent with previous applications and payments as certified by Contracting Officer and paid for by the Authority.

1. Initial Application for Payment, Application for Payment at time of Substantial Completion, and final Application for Payment involve additional requirements.

B. Payment Application Times: Application for Payment shall coincide with CPM schedule monthly update, or as otherwise indicated in the Agreement between the Authority and Contractor. The period covered by each Application for Payment starts on the day following the end of the preceding period and shall not exceed one calendar month, unless otherwise approved by COTR.

C. Payment Application Forms: Use forms provided by the Contracting Officer, but supplied by COTR, for Application for Payment.



D. Application Preparation: Complete every entry on form. Notarize and execute by a person authorized to sign legal documents on behalf of Contractor. The Authority will return incomplete applications without action.

1. Entries shall match data on the Schedule of Values and Contractor's Construction Schedule. Use updated schedules if revisions were made.

2. Include amounts of Contract Modifications issued before last day of construction period covered by application.

E. Transmittal: Submit one original and four copies of Application for Payment to the address indicated in the Section VII - Contract Provision, paragraph 04.B, each one signed and notarized. Include waivers of lien and similar attachments if required.

1. Transmit Applications for Payment with a transmittal form listing attachments and recording appropriate information about application in a manner acceptable to Contracting Officer.

F. Waivers of Mechanic's Lien: With Final Application for Payment, submit waivers of mechanic's liens from subcontractors, sub-subcontractors, and suppliers.

1. The Authority reserves the right to designate which entities involved in the Work must submit waivers.

2. Waiver Forms: Submit waivers of lien on forms, executed in a manner acceptable to the Authority.

G. Initial Application for Payment: Administrative actions and submittals that shall precede or coincide with submittal of first Application for Payment include the following:

1. List of subcontractors. 2. Schedule of Values. 3. Contractor's Construction Schedule (preliminary if not final). 4. Schedule of unit prices. 5. Submittals Schedule (preliminary if not final). 6. List of Contractor's staff assignments. 7. List of Contractor's principal consultants. 8. Copies of building permits. 9. Copies of authorizations and licenses from authorities having jurisdiction for performance

of the Work. 10. Initial progress report. 11. Report of pre-construction conference. 12. Performance and payment bonds. 13. Initial settlement survey and damage report if required. 14. Submittal and approval of Contractor Safety Plan. 15. Subcontractor Payment Form: (Form J, "Contract Conditions," Section IX, "LDBE").

H. Monthly Application for Payment: Administrative actions and submittals that shall accompany the submittal of Contractor's monthly Application for Payment include the following:

1. Subcontractor Payment Form.



2. Monthly Progress Report, prepared according to requirements specified in Division 01 Section "Construction Progress Documentation."

3. Evidence of payment for material on-site if reimbursement for such material is being requested.

4. Update of Contract Record Documents.

I. Application for Payment at Substantial Completion: After issuance of the Certificate of Substantial Completion, submit an Application for Payment showing 100 percent completion for portion of the Work claimed as substantially complete.

1. Include documentation supporting claim that the Work is substantially complete and a statement showing an accounting of changes to the Contract Price.

2. This application shall reflect Certificates of Partial Substantial Completion issued previously for Authority occupancy of designated portions of the Work, if applicable.

3. Advise COTR of change-over in security provisions.

J. Final Payment Application: Submit final Application for Payment with releases and supporting documentation not previously submitted and accepted, including, but not limited, to the following:

1. Evidence of completion of Project closeout requirements. 2. Insurance certificates for products and completed operations where required and proof

that taxes, fees, and similar obligations were paid. 3. Updated final statement, accounting for final changes to the Contract Price. 4. Evidence that claims have been settled. 5. Final meter readings for utilities, a measured record of stored fuel, and similar data as of

date of Substantial Completion or when the Authority took possession of and assumed responsibility for corresponding elements of the Work.

6. Final, liquidated damages settlement statement. 7. Return of all Airport identification badges and keys.





PROJECT MANAGEMENT AND COORDINATION 013100 - 1

SECTION 013100 - PROJECT MANAGEMENT AND COORDINATION

PART 1 - GENERAL



1.2 SUMMARY

A. This Section includes administrative provisions for coordinating construction operations on Project including, but not limited to, the following:

1. General project coordination procedures. 2. Conservation. 3. Coordination drawings. 4. Administrative and supervisory personnel. 5. Project meetings.

a. Pre-award conference. b. Pre-construction conference. c. Pre-installation conference. d. Progress meetings. e. Partnering meetings.


1. Division 01 Section: "Execution" for the coordination of general installation and field-engineering services, including establishment of benchmarks and control points.

2. Division 01 Section "Project Closeout" for coordinating Contract closeout.

1.3 COORDINATION

A. Coordination: Coordinate construction operations included in various Sections of the Specifications to ensure efficient and orderly installation of each part of the Work. Coordinate construction operations, included in different Sections that depend on each other for proper installation, connection, and operation.

1. Schedule construction operations in sequence required to obtain the best results where installation of one part of the Work depends on installation of other components, before or after its own installation.

2. Coordinate installation of different components with other contractors to ensure maximum accessibility for required maintenance, service, and repair.

3. Where availability of space is limited, coordinate installation of different components to ensure maximum performance and accessibility for required maintenance, service, and



repair of all components, mechanical, electrical, and otherwise. Contractor is cautioned that, where specific dimensions are not indicated or where Drawings are schematic in nature, as with most Electrical and Mechanical Drawings, Contractor shall have sole responsibility to coordinate the work to meet this requirement. Prepare and submit Coordination Drawings to COTR for review and approval as provided in "Coordination Drawings" Paragraph in "Submittals" Article of this Section.

4. Make adequate provisions to accommodate items scheduled for later installation.

B. Prepare memoranda for distribution to each party involved, outlining special procedures required for coordination. Include such items as required notices, reports, and list of attendees at meetings.

1. Prepare similar memoranda for COTR and separate contractors if coordination of their Work is required.

C. Administrative Procedures: Coordinate scheduling and timing of required administrative procedures with other construction activities and activities of other contractors to avoid conflicts and to ensure orderly progress of the Work and completion within the specified Contract duration. Such administrative activities include, but are not limited to, the following:

1. Preparation of Contractor's Construction Schedule. 2. Preparation of the Schedule of Values. 3. Installation and removal of temporary facilities and controls. 4. Delivery and processing of submittals. 5. Progress meetings. 6. Pre-installation conferences. 7. Start-up, check-out, and final acceptance of systems. 8. Project closeout activities. 9. Protection of existing and new work.

D. Conservation: Coordinate construction activities to ensure that operations are carried out with consideration given to conservation of energy, water, and materials.

1. Salvage materials and equipment involved in performance of, but not actually incorporated into, the Work. Refer to other sections for disposition of salvaged materials that are designated as the Authority's property.

E. Temporary Utility Outages: Comply with requirements in Division 01 Section "Summary."

1.4 SUBMITTALS

A. Coordination Drawings: Before start of the Work, prepare Coordination Drawings for areas with limited space availability that necessitate maximum utilization of space for efficient installation of different components, and areas requiring coordination for installation of products and materials fabricated by separate entities.

1. Indicate relationship of components shown on separate Shop Drawings. 2. Indicate all dimensions provided on Contract Drawings and make specific note of

dimensions that appear to be in conflict with submitted equipment, minimum clearance



requirements, amounts of equipment and material to be installed, or other requirements. Provide alternate sketches for resolution of such conflicts to COTR for review. Minor dimension changes and difficult installations shall not be considered changes to the Contract.

3. Indicate required installation sequences. 4. Comply with requirements contained in Division 01 Section "Submittals." 5. Prepare coordination drawings of involved trades in a scale of not less than 1/4 inch = 1

foot or larger for integration of different construction elements. Show sequences and relationships of separate components to avoid conflicts in use of space. Any Work installed prior to review of coordination drawings will be at the Contractor’s risk and subsequent relocation require to avoid interference shall be made at no additional cost to the Authority.

B. Key Personnel Names: At the pre-construction meeting, submit a list of Contractor's key personnel assignments. Key personnel shall include but not necessarily be limited to Project Manager, Project Superintendent, Safety Engineer, Quality Control Manager, Project Scheduler, and other personnel in attendance at Project site along with alternates. Identify individuals and their duties and responsibilities; list addresses and telephone numbers, including home and office telephone numbers. Provide names, addresses, and telephone numbers of individuals assigned as standbys in the absence of individuals assigned to Project.

1. Post copies of list in Project meeting room, in temporary field office, and by each temporary telephone. Keep the list current at all times.

1.5 REQUESTS FOR INFORMATION (RFIs)

A. Procedure: Immediately on discovery of the need for interpretation of the Contract Documents, prepare and submit an RFI in the form specified. 1. RFIs shall originate with Contractor. RFIs submitted by entities other than Contractor

will be returned with no response. 2. Coordinate and submit RFIs in a prompt manner so as to avoid delays in Contractor's

work or work of subcontractors.

B. Content of the RFI: Include a detailed, legible description of item needing interpretation and the following: 1. Contract Name 2. Contract Number 3. Date. 4. Name of Contractor. 5. Name of Resident Engineer 6. Name of Task Manager 7. RFI number, numbered sequentially. 8. Specification Section number and title and related paragraphs, as appropriate. 9. Drawing number and detail references, as appropriate. 10. Field dimensions and conditions, as appropriate. 11. Contractor's suggested solution(s). If Contractor's solution(s) impact the Contract Time

or the Contract Sum, Contractor shall state impact in the RFI. 12. Contractor's signature.



13. Attachments: Include drawings, descriptions, measurements, color photos, Product Data, Shop Drawings, and other information necessary to fully describe items needing interpretation. a. Supplementary drawings prepared by Contractor shall include dimensions,

thicknesses, structural grid references, and details of affected materials, assemblies, and attachments.

C. Hard-Copy RFIs: 1. Identify each page of attachments with the RFI number and sequential page number.

D. Software-Generated RFIs: Software-generated form with substantially the same content as indicated above. 1. Attachments shall be electronic files in Adobe Acrobat PDF format. 2. RFI must be signed and scanned for electronic transmission. 3. Hard-Copy RFI shall follow Software-Generated RFI for the record.

E. COTR’s Action: COTR will review each RFI, determine action required, and return it. Allow seven calendar days for COTR's response for each RFI. RFIs received after 1:00 p.m. will be considered as received the following working day. 1. The following RFIs will be returned without action:

a. Requests for approval of submittals. b. Requests for approval of substitutions. c. Requests for coordination information already indicated in the Contract

Documents. d. Requests for adjustments in the Contract Time or the Contract Sum. e. Requests for interpretation of Architect's actions on submittals. f. Incomplete RFIs or RFIs with numerous errors.

2. COTR's action may include a request for additional information, in which case COTR's time for response will start again.

3. COTR's action on RFIs that may result in a change to the Contract Time or the Contract Sum may be eligible for Contractor to submit Change Proposal. a. If Contractor believes the RFI response warrants change in the Contract Time or

the Contract Sum, notify COTR in writing within 10 days of receipt of the RFI response.

F. On receipt of COTR’s action, update the RFI log and immediately distribute the RFI response to affected parties. Review response and notify COTR within seven days if Contractor disagrees with response.

G. RFI Log: Prepare, maintain, and submit a tabular log of RFIs organized by the RFI number. Submit log weekly prior to progress meeting for inclusion in progress meeting minutes. Include the following: 1. Project name. 2. Name and address of Contractor. 3. Name of COTR. 4. RFI number including RFIs that were dropped and not submitted. 5. RFI description. 6. Date the RFI was submitted. 7. Date COTR’s response was received.



8. Identification of related Minor Change in the Work, Construction Change Directive, and Proposal Request, as appropriate.

1.6 ADMINISTRATIVE AND SUPERVISORY PERSONNEL

A. General: In addition to Project Superintendent, provide other administrative and supervisory personnel as required for proper performance of the Work.

1.7 PROJECT MEETINGS

A. Pre-award Conference:

1. General: At the request of the Contracting Officer, a pre-award conference with Contractor may be held before actual award of the Contract. The meeting will review Contractor's understanding of the Contract Documents, cost and pricing data, contractual requirements, and Contractor's capabilities, financial standing, and past experience prior to award.

a. Minutes: COTR will record and distribute meeting minutes to all attendees and all relevant parties.

2. Attendees: Contracting Officer, COTR, Authority Design Project Manager, Architect/Engineer, Contractor and its key personnel nominated for assignment to the Contract, and major subcontractors if so requested by the Contracting Officer. Concerned parties shall each be represented by persons thoroughly familiar with and authorized to conclude matters relating to the work described in the Contract Documents. The Contracting Officer will chair the pre-award meeting.

3. Agenda: Significant discussion items that could affect award include, but are not limited to, the following:

a. Provision and acceptability of payment and performance bonds. b. LDBE/MBE/WBE/DBE participation. c. Qualifications of key individuals. d. Quality-control experience. e. Percentage of work performed by own forces. f. Contractor's experience with similar work, including previous Authority contracts. g. Scheduling capabilities of Contractor. h. Financial standing of Contractor. i. Mobilization plan. j. Understanding of work described in the Contract Documents and the physical

constraints associated with work at the Airport. k. Equipment and manpower availability. l. Cost and pricing data.

4. Representations and commitments made by Contractor or its subcontractors shall be construed as binding to the Contract.

B. Pre-construction Conference:



1. General: COTR will schedule pre-construction conference and organizational meeting with Contractor after the Contracting Officer issues a notice of intent to award, or actually awards the Contract. The meeting will review the parties' responsibilities and personnel assignments.

a. Minutes: COTR will record and distribute meeting minutes to all attendees and relevant parties.

2. Attendees: Contracting Officer, COTR, Architect/Engineer, and their sub-consultants; Contractor and its superintendent; major subcontractors; manufacturers; suppliers; and other concerned parties. All participants at the conference shall be familiar with Project and authorized to conclude matters relating to the Work.

3. Agenda: Discuss items of significance that could affect progress, including the following:

a. Airport security. b. LBDE/MBE/WBE/DBE participation and certifications. c. Authority-controlled wrap-up insurance program. d. Airport Operations coordination. e. Preliminary construction schedule. f. Phasing. g. Critical work sequencing. h. Designation of key personnel. i. Procedures for processing field decisions and Contract Modifications. j. Procedures for processing Applications for Payment. k. Distribution of the Contract Documents. l. Authority Construction guidelines. m. Submittal procedures. n. Preparation of Record Documents. o. Use of the premises. p. Responsibility for temporary facilities and controls. q. Parking availability. r. Office, work, and storage areas. s. Equipment deliveries and priorities. t. Safety procedures. u. Quality-control requirements. v. First aid. w. Progress cleaning. x. Working hours. y. Authority Building Code requirements/permits.

4. Refer to Contract Provision "Pre-construction Requirements" for required submittals due at the pre-construction conference.

C. Pre-installation Conferences:

1. General: COTR will conduct a pre-installation conference at Project site before each construction activity that requires coordination with other construction.

a. Minutes: COTR will record and distribute meeting minutes.



2. Attendees: Contractor, Installer, and representatives of manufacturers and fabricators involved in or affected by the installation and its coordination or integration with other materials and installations that have proceeded, or will follow.

3. Agenda: Review progress of other construction activities and preparations for the particular activity under consideration, including requirements for the following:

a. Contract Documents. b. Options. c. Related Contract Modifications. d. Purchases. e. Deliveries. f. Submittals. g. Review of mockups. h. Possible conflicts. i. Compatibility problems. j. Time schedules. k. Weather limitations. l. Manufacturer's written recommendations. m. Warranty requirements. n. Compatibility of materials. o. Acceptability of substrates. p. Temporary facilities and controls. q. Space and access limitations. r. Governing regulations and permits. s. Safety. t. Testing and inspecting requirements. u. Required performance results. v. Recording requirements. w. Protection of construction and personnel. x. Review material selection. y. Fabrication and installation procedures. z. Coordination of involved trades.

4. Do not proceed with installation if the conference cannot be successfully concluded. Initiate whatever actions are necessary to resolve impediments to performance of the Work and reconvene the conference at earliest feasible date.

D. Weekly Progress Meetings:

1. General: COTR will conduct progress meetings weekly at regularly scheduled times convenient for all parties involved. Progress meetings are in addition to specific meetings held for other purposes, such as coordination and special pre-installation meetings. Additionally, discussions will address administrative and technical issues of concern, determining resolutions, and development of deadlines for resolution within allowable time frames.

a. Minutes: COTR will record and distribute meeting minutes.

2. Attendees: As may be required by COTR, in addition to representatives of the Authority and Contractor, each subcontractor, supplier, Contractor’s Project Scheduler, and other



entities concerned with current progress or involved in planning, coordination, or performance of future activities. All participants at the conference shall be familiar with Project and authorized to conclude matters relating to the Work.

3. Agenda: Review and correct or approve minutes of previous progress meeting. Review other items of significance that could affect progress. Include topics for discussion as appropriate to status of Project.

a. Contractor's Construction Schedule: Review progress since the last meeting. Determine whether each activity is on time, ahead of schedule, or behind schedule, in relation to Contractor's Construction Schedule. Determine how construction behind schedule will be expedited; secure commitments from parties involved to do so. Discuss whether schedule revisions are required to ensure that current and subsequent activities will be completed within the Contract Time.

b. Review present and future needs of each entity present, including the following:

1) Safety and Security. 2) Interface requirements. 3) Time. 4) Sequence of operations. 5) Status of submittals. 6) Deliveries. 7) Off-site fabrication. 8) Storage Areas 9) Access. 10) Site utilization. 11) Requests for information. 12) Submittals. 13) Noncompliance notices. 14) Temporary facilities and controls. 15) Work hours. 16) Resource allocation. 17) Hazards and risks. 18) Progress cleaning. 19) Quality and work standards. 20) Contract Modifications. 21) Documentation of information for payment requests. 22) Preparation of Record Documents.

4. Submit at the weekly progress meeting, a two-week look-ahead schedule. This schedule shall include a three-week period, one week showing actual progress from the previous week and two weeks showing planned work for the two weeks after the meeting date. Include in the schedule all activities in sufficient detail as approved by COTR. A two-week look-ahead schedule form will be distributed at the pre-construction conference. Submit a list of subcontractors identifying dates of when subcontractors will be on-site or off-site. A form for this information will be provided by COTR.

5. Schedule Updating: Revise Contractor's Construction Schedule after each progress meeting where revisions to the schedule have been made or recognized. Issue revised schedule concurrently with the report of each meeting.

E. Schedule Update Meetings:



1. Conduct schedule update meetings before submittal of Contractor's Application for Payment. Determine where each activity is, in relation to Contractor's CPM Schedule. Ensure the incorporation of all changes made to the sequence of work and all change notices issued by the Contracting Officer. Submit the narrative and information specified in Division 01 Section "Construction Progress Documentation" if applicable.

2. Attendees: COTR, Contractor's Project manager or superintendent, the Contractor’s Project Scheduler, and the Authority's representative.

3. Submit the updated schedule, as bilaterally agreed on, along with the Application for Payment.

4. Present delay claims for discussion and, when possible, resolution.





CONSTRUCTION PROGRESS DOCUMENTATION 013200 - 1

SECTION 013200 - CONSTRUCTION PROGRESS DOCUMENTATION

PART 1 - GENERAL



1.2 SUMMARY

A. This Section specifies administrative and procedural requirements for various CPM schedules and reports required for proper performance of the Work.

B. All costs incurred by Contractor to correctly implement and update the schedule shall be borne by Contractor and are part of this Contract.

C. Schedules required include the following:

1. Contract Construction Progress Schedule in CPM format and related narrative and cash flow projection curves.

2. Submittals Schedule. 3. Schedule of Tests and Inspections. 4. Record, As-Built CPM Schedule.

D. Reports required include the following:

1. Daily Construction Reports. 2. Material Location Reports. 3. Field Correction Reports. 4. Special Reports. 5. Monthly Progress Reports. 6. Contractor Quality Control Reports.

E. Related Sections include the following:

1. Division 01 Section "Application for Payment" for Schedule of Values. 2. Division 01 Section "Project Management and Coordination" for Project meeting

minutes. 3. Division 01 Section "Quality Requirements" for test and inspection reports.

1.3 DEFINITIONS

A. Activity: The fundamental unit of work in a Project plan and schedule. Each activity has defined geographical boundaries and a detailed estimate of resources required to construct the



task. Each activity is assigned a unique description, activity number, activity codes, and dollar value.

B. CPM Network: The structure of the schedule. The network is the representation that defines the construction logic in terms of all the activities with their logical dependencies.

C. Contract CPM Schedule: A cost-loaded CPM schedule covering the entire Contract Duration from the Notice to Proceed through Final Acceptance of the Work.

D. Contract Duration/Time: The total time, in calendar days identified in Section III, "Schedule," representing the duration necessary for completion of all physical and administrative requirements under this Contract and any authorized extension thereof.

E. Critical Path: The critical path is the longest connected chain of interdependent activities in a CPM network that impacts the completion of the Project.

F. Excusable Delay: An unforeseeable delay, beyond the control of Contractor, experienced due to no fault or negligence by Contractor, its subcontractors, or suppliers.

G. Predecessor Activity: An activity that precedes another activity in the network.

H. Cost Loading: The allocation of the Schedule of Values for the completion of an activity as scheduled. The sum of costs for all activities shall equal the total Contract Price, unless otherwise approved by COTR.

I. Successor Activity: An activity that follows another activity in the network.

J. Total Float: The amount of time an activity can be delayed from its earliest start date without delaying the end of Project.

1. Float time is not for the exclusive use or benefit of either the Authority or Contractor, but is a jointly owned, expiring Project resource available to both parties as needed to meet schedule milestones and Contract completion date.

2. Free float is the amount of time an activity can be delayed without adversely affecting the early start of the successor activity.

1.4 PLANNING

A. The total Contract Duration and intermediate milestones if applicable, as indicated in Section III, "Schedule," are the Contract requirements.

B. Contractor shall prepare a practical work plan to complete the Work within the Contract Duration, and complete those portions of work relating to each intermediate milestone date and other Contract requirements. Contractor shall generate a computerized cost-loaded CPM schedule in Precedence Diagram Method (PDM) format for the Work.

C. Failure to include any work item required for performance of this Contract shall not excuse Contractor from completing all work within applicable completion dates, regardless of COTR approval of the Schedule.



D. Failure of Contractor to comply with requirements of this Section may be considered cause for withholding progress payments or termination for default.

1.5 SUBMITTALS

A. General: Contractor shall provide all schedule submittals on computer disk media as well as tabular printouts, resource curves and histograms, and 24-by-36-inch time-scaled logic diagrams. The latest version of Primavera P3 or SureTrak scheduling software shall be used. All costs incurred by Contractor to correctly implement, computerize and update the CPM Schedule shall be borne by Contractor and are included in the Contract Price. The number of copies of each submittal shall be as described in this Section or as may be requested by COTR.

B. Contract CPM Schedule: The Contract CPM Schedule and its related narrative as described in this Section shall be submitted along with the projected cash-flow curve as early as practicable after the Notice to Proceed, but in no event later than 30 calendar days after the Notice to Proceed. Within 15 calendar days, COTR will respond with approval or direction to change and Contractor shall resubmit within 10 calendar days, if required.

C. Daily Progress Report: Submit duplicate copies to COTR by noon on the day following the date of actual progress.

D. Monthly Progress Report: All components of the Monthly Progress Report described in this Section shall be submitted as attachments to Contractor's monthly Application for Payment.

E. Record As-Built CPM Schedule: A Record CPM Schedule accurately reflecting actual progress of Work shall be submitted, as part of this Contract's Record Documents. All activities shall have actual dates that are true and accurate.

F. Qualification Data: For Project Scheduler.

1.6 QUALITY ASSURANCE

A. Project Scheduler Qualifications: Minimum of two years experience and not less than one project of similar size and scope, with capability to produce CPM reports and diagrams within 24 hours of COTR's request. Project Scheduler is classified as one of Contractor's key personnel.


PART 3 - EXECUTION

3.1 PROJECT SCHEDULER

A. Engage a project scheduler, either as Contractor's employee or as Contractor's consultant, to provide planning, evaluation, and reporting using CPM scheduling, and to prepare required schedules.



1. Project Scheduler shall be an active participant at all meetings related to Project progress, alleged delays, and time impact.

3.2 CONTRACT CPM SCHEDULE

A. Scheduling Requirements: The Contract CPM Schedule shall be a computerized cost-loaded, time-scaled CPM Schedule in PDM format that includes the following:

1. The order, sequence, and interdependence of all significant work items including mobilization, demobilization, testing and commissioning, construction, procurement, fabrication, and delivery of critical or special materials and equipment; utility interruption coordination; submittals and approvals of critical Samples, Shop Drawings, procedures, or other reasonable requirements that may be requested by COTR.

2. Work by the Authority, or utility agencies, and other third parties that may affect or be affected by Contractor's activities.

3. Adequate referencing of all work items to identify subcontractors or other performing parties.

4. Activity Coding may be provided by the COTR to establish minimum requirements for structure and values for the first 5 code fields.

5. Activity durations not in excess of 14 calendar days, except nonconstruction activities such as procurement and fabrication. Activities shall be broken down in the level of detail prescribed by COTR.

6. Activities that are cost loaded to show the direct costs required to perform the Work, including work by subcontractors.

7. A narrative that explains the basis for Contractor's determination of construction logic, estimated durations, cost allocations, estimated quantities and production rates, hours per shift, workdays per week, and types, numbers, and capacities of major construction equipment to be used. A listing of nonworking days and holidays incorporated into the schedule shall be provided.

B. Critical Path Activities: The Contract CPM Schedule shall be prepared to include the data for the total Contract and the critical path activities shall be identified, including critical paths for interim completion dates. Scheduled start or completion dates imposed on the schedule by Contractor shall be consistent with Contract milestone dates. Milestone dates shall be the scheduled dates specified in Section III, "Schedule," if applicable, and shall be prominently identified. The Contract CPM Schedule shall accurately show all as-built activities completed from the issuance of the Notice to Proceed up to the submittal of this schedule.

C. Assignment of Costs to Activities for Progress Payments:

1. Contractor shall assign cost to construction activities on the Contract CPM Schedule. Costs shall not be assigned to submittal activities unless specified otherwise but may, with COTR's approval, be assigned to fabrication and delivery activities. Costs shall be assigned to testing and commissioning activities, O&M manuals, punchlist activities, and Project Record Documents.

2. Each activity cost shall reflect an accurate value subject to approval by COTR. 3. The total cost assigned to activities shall equal the total Contract Price. 4. Activities shall be cost coded as directed by COTR.



D. Required Submittals: On a monthly basis, Contractor shall submit five copies of each of the following components of the Contract CPM Schedule:

1. A time-scaled plot of the schedule network in PDM format showing logic ties for all activities including submittals and procurement activities.

2. Computer-generated CPM Schedule Reports that contain the following data for each work item: activity identification number, description, resource loading, duration, early start and early finish calendar dates, late start and late finish calendar dates, and total float in calendar days. The reports shall also show the logic ties of successor and predecessor work items. The reports shall be sorted as follows, or other sorts as required by COTR:

a. By activity identification. b. By total float x early start. c. By early start x early finish x total float.

3. The narrative described in Subparagraph 3.2-A-6 above. 4. A cash-flow report showing monthly expenditures projected over the life of the Contract.

A cumulative cash-flow curve based on early and late schedule events shall also be submitted. These reports shall be derived from the Contract CPM Schedule.

3.3 DAILY CONSTRUCTION REPORTS

A. Prepare a daily construction report, recording the following information concerning events at the site, coordinate with requirements in Division 01 Section "Quality Requirements," and submit duplicate copies to COTR by noon of the day following day of actual progress:

1. List of subcontractors (by trade group) at the site. 2. List of separate contractors at the site. 3. Approximate count of personnel (by trade group) at the site. 4. Equipment (by trade group) at the site. 5. High and low temperatures, general weather conditions. 6. Accidents (refer to accident reports). 7. Meetings and significant decisions. 8. Unusual events (refer to special reports). 9. Stoppages, delays, shortages, losses. 10. Meter readings and similar recordings. 11. Emergency procedures. 12. Orders and requests of governing authorities. 13. Change Notices/Directives and Contract Modifications received, implemented. 14. Services connected, disconnected. 15. Equipment or system tests and startups. 16. Partial Completions, occupancies. 17. Substantial Completions authorized. 18. Material deliveries.



3.4 MATERIAL LOCATION REPORTS

A. At weekly intervals, prepare a comprehensive list of materials delivered to and stored at the site. List shall be cumulative, showing materials previously reported plus items recently delivered. Include with list a statement of progress on and delivery dates for all materials or items of equipment being fabricated or stored away from the building site. Submit copies of list to COTR at weekly intervals.

3.5 FIELD CORRECTION REPORT

A. When the need to take corrective action that requires a departure from the Contract Documents arises, prepare a detailed report including a statement describing the problem and recommended changes. Indicate reasons the Contract Documents cannot be followed. Submit a copy to COTR immediately.

3.6 SPECIAL REPORTS

A. When an event of unusual or significant nature occurs at the site, prepare and submit a special report. List the chain of events, persons participating, response by Contractor's personnel, an evaluation of the results or effects, and similar pertinent information. Advise COTR in advance when such events are known or predictable.

1. Include tabular CPM reports, time-scaled logic diagrams, resource curves and histograms, and narratives as requested by COTR.

B. Submit special reports directly to COTR within seven calendar days of an occurrence. Submit a copy to other parties affected by the occurrence.

3.7 MONTHLY PROGRESS REPORTING

A. General: Approval of Contractor's monthly Application for Payment shall be contingent, among other factors, on the submittal of a satisfactory monthly schedule update.

B. Monthly Schedule Update Meetings: Monthly schedule updates shall be the product of joint review meetings between Contractor, COTR, and major active subcontractors. The joint review shall focus on actual progress for the preceding month, planned progress for the upcoming month supported by a Contractor-prepared Four-Week Look-Ahead Schedule, impact to schedule if any due to change notices issued, adverse weather, and any effected changes to the Construction CPM Schedule. The agreed on progress, and changes, if any, shall be incorporated into the schedule update to be submitted. The update shall always represent the actual history of accomplishment of all activities, and will form the basis for Contractor's Application for Payment. Contractor's delay claims shall be presented for discussion and, when possible, resolution.

C. Required Submittals: On a monthly basis, Contractor shall submit two copies in electronic format of the updated CPM schedule and five copies of each of the following components of the Monthly Progress Report:



1. A monthly progress narrative, the content of which shall be prescribed by COTR, but shall include as a minimum a description of overall progress for the preceding month, a critical path analysis, a discussion of problems encountered and proposed solution thereof, delays experienced and proposed recovery measures, a monthly reconciliation of weather impact, the status and impact of contract modifications, documentation of any logic changes, and any other changes made to the schedule since the previous monthly update.

2. CPM schedule reports listing completed activities, activities in progress, and remaining activities in the format requested by COTR. For each activity, Contractor shall provide those details identified in Subparagraph 3.2-D-2.

3. Monthly and cumulative cash-flow curves that show actual vs. planned cash-flow status. 4. Documentation of delivered material in the form of paid invoices or other evidence that

Contractor has clear title for the material delivered.

D. If critical activities of the schedule are delayed and such delay is not excusable as defined in this Section, the remaining sequence of activities and/or duration thereof shall be adjusted by Contractor through such measures as additional manpower, additional shifts, or the implementation of concurrent operations until the schedule produced indicates Work will be completed on schedule. Except as provided elsewhere in the Contract, all costs incurred by Contractor to recover from inexcusable delays shall be borne by Contractor.

E. The monthly schedule update shall form the basis for Contractor's Application for Payment. The progress payment for an activity shall be based on its agreed on percentage of completion. On unit-priced contracts, the approval of Contractor's monthly requisition is contingent on the submittal of a satisfactory monthly schedule update; however, the basis of payment will be the actual measurement of COTR-accepted, in-place units of work.

3.8 DELAYS AND REQUESTS FOR EXTENSION OF TIME

A. The determination for an extension of the Contract Time will be made by the Contracting Officer according to the Contract Provision "Default."

B. Contractor acknowledges and agrees that delays in activities, irrespective of the party causing the delay, which according to the computer mathematical analysis do not affect any critical activity or milestone dates on the CPM network at the time of the delay, shall not become the basis for an extension of the Contract Time. The only basis for any extension of time will be the demonstrated impact of an excusable delay on the critical path. In demonstrating such impact, Contractor shall provide adequate detail as required by the Contract, and Contractor shall prove that:

1. An event occurred. 2. Contractor was not responsible for the event in that the event was beyond the control of

Contractor, and was without fault or negligence of Contractor, subcontractor, or supplier, and the event was unforeseeable.

3. The event was the type for which an excuse is granted according to the "Default" provision of this Contract.

4. Activities on the critical path of the Work were delayed. 5. The event in fact caused the delay of the Work.



6. The requested additional time is an appropriate and reasonable extension of the Contract Time, given the actual delay encountered.

C. Time Extensions for Unusually Severe Weather:

1. If unusually severe weather conditions are the basis for a request for an extension of the Contract Time, such request shall be documented by data substantiating that weather conditions were abnormal for the period of time and could not have been reasonably anticipated, and that weather conditions had an adverse effect on the critical activities of the scheduled construction.

2. The schedule of anticipated adverse weather below will constitute the base line for monthly (or a prorated portion thereof) weather/time evaluation by the Contracting Officer. On issuance of the Notice to Proceed and continuing throughout the Contract on a monthly basis, actual adverse weather days will be recorded by Contractor on a calendar day basis (include weekends and holidays) and compared to the monthly anticipated adverse weather days set forth below.

a. For purposes of this clause, the term "actual adverse weather days" shall include days that can be demonstrated to have been impacted by adverse weather.

b. Monthly Anticipated Adverse Weather Calendar Days:

1) January - 7. 2) February - 5. 3) March - 6. 4) April - 6. 5) May - 8. 6) June - 6. 7) July - 6. 8) August - 7. 9) September - 5. 10) October - 5. 11) November - 5. 12) December - 6.

c. The number of actual adverse weather days shall be calculated chronologically from the first to the last day in each month. Contractor shall not be entitled to any claim for time extension based on adverse weather unless the number of actual adverse weather days exceeds the number of anticipated adverse weather days, and unless such adverse weather days prevent work for 50 percent or more of Contractor's workday. In preparing the Contract Schedule, Contractor shall reflect the above anticipated adverse weather days on all weather-dependent activities. Weather-caused delays shall not result in any additional compensation to Contractor.

3. On days where adverse weather is encountered, Contractor shall list all critical activities under progress and shall indicate the impact adverse weather had, if any, on the progress of such activities. This information shall be presented at the end of the adverse weather day to COTR or its authorized representative for its review and approval.



4. If Contractor is found eligible for an extension of the Contract Time, the Contracting Officer will issue a modification extending the time for Contract completion. The extension of time will be made on a calendar day basis.

D. Required Submittals:

1. Provide time-impact analysis that illustrates impact during update period in which event occurred, that event has been mitigated to greatest possible extent, and that event still impacts overall completion of Project.

2. Include with request, two copies of submittal of impacted schedule, in electronic format, and photocopies of all relevant documents that support the claim.

3. Submit all required items within the following time periods:

a. 10 calendar days of event occurrence. b. 10 calendar days of Contractor's knowledge of impact. c. 14 calendar days of written request by COTR.

4. Expiration of time periods without submittal shall constitute forfeiture of rights for these specific impacts.

3.9 RECORD SCHEDULE

A. After all Contract work items are complete, and as a condition of final payment, Contractor shall submit three copies of a Record, As-Built CPM Schedule showing actual start and finish dates for all work activities and milestones, based on the accepted monthly updates. These schedule submittals shall be in tabular and in time-scaled PDM plot formats.



PHOTOGRAPHIC DOCUMENTATION 013233 - 1

SECTION 013233 - PHOTOGRAPHIC DOCUMENTATION

PART 1 - GENERAL



1.2 SUMMARY

A. This Section includes administrative and procedural requirements for the following:

1. Preconstruction photographs. 2. Periodic construction photographs. 3. Final Completion construction photographs.


1. Division 01 Section "Submittals" for submitting construction photographs. 2. Division 01 Section "Project Closeout" for submitting photographic negatives as Project

Record Documents at Project closeout.

1.3 SUBMITTALS

A. Qualification Data: For firms and persons specified in "Quality Assurance" Article to demonstrate their capabilities and experience. Include lists of completed projects with project names and addresses, names and addresses of architects and owners, and other information specified.

B. Key Plan: Submit key plan of Project site and building including a detailed description of each project area with notation of vantage points marked for location and direction of each photograph. Indicate elevation or story of construction. Include the same label information as the corresponding set of photographs.

C. Construction Photographs: Submit four prints of each photographic view within five days of taking photographs.

1. Format: 8-by-10-inch smooth-surface matte prints on single-weight commercial-grade photographic paper mounted on card stock to allow a 1-inch-wide margin and enclosed back to back in clear plastic sleeves that are punched for standard 3-ring binder.

2. Identification: On back of each print, provide a computer generated applied label with the following information:



a. Name of Project. b. Name and address of photographer. c. Name of COTR. d. Name of Architect/Engineer. e. Name of Contractor. f. Date photograph was taken.

g. Description of vantage point, indicating location, direction (by compass point), and elevation or story of construction.

3. Negatives: Submit a complete set of photographic negatives in protective envelopes with

each submittal of prints. Identify date photographs were taken.


A. Photographer Qualifications:

1. Photographer: Individual of established reputation who has been regularly engaged as a professional construction photographer for not less than three years.

2. Videographer: Individual of established reputation who has been regularly engaged as a professional construction videographer for not less than three years.

B. Costs: Include photographer's services in the Contract Price.

1.5 COORDINATION

A. Auxiliary Services: Cooperate with photographer. Provide auxiliary services requested, including access to Project site and use of temporary facilities including temporary lighting required to produce clear, well-lighted photographs without obscuring shadows.

1.6 USAGE RIGHTS

A. Obtain and transfer copyright usage rights from photographer to the Authority for unlimited reproduction of photographic documentation.

1.7 EXTRA PRINTS

A. Extra Prints: If requested by COTR, photographer shall prepare extra prints of photographs. Contractor will not be responsible for the cost of such additional prints.



PART 2 - PRODUCTS

2.1 PHOTOGRAPHIC MEDIA

A. Photographic Film: Manual Single Lens Reflex camera using 35 mm 100, 200 or 400 ISO color film. Do not use point and shoot cameras. Use lenses with focal length of either 50 mm or 55 mm.

PART 3 - EXECUTION

3.1 PHOTOGRAPHS, GENERAL

A. Photographer: Engage a qualified commercial photographer to take construction photographs.

B. Date Stamp: Unless otherwise indicated, date and time stamp each photograph as it is being taken so stamp is integral to photograph.

C. Field Office Prints: Retain one set of prints of progress photographs in the field office at Project site, available at all times for reference. Identify photographs the same as for those submitted to COTR.

3.2 CONSTRUCTION PHOTOGRAPHS

A. Preconstruction Photographs: Before starting construction, take color photographs of Project site and surrounding properties from different vantage points, as directed by COTR.

1. Take a minimum of 30 photographs to show existing conditions adjacent to the project before starting the Work.

B. Periodic Construction Photographs: Take a minimum of 10 color photographs monthly, coinciding with the cutoff date associated with each Application for Payment. The COTR will select vantage points to best show status of construction and progress since the last photographs were taken.

C. Final Completion Construction Photographs: Take 30 color photographs after date of Substantial Completion for submission as Project Record Documents. COTR will direct photographer for desired vantage points.

D. Additional Photographs: COTR may issue requests for additional photographs, in addition to periodic photographs specified. Additional photographs will be paid for by Contract Modification and are not included in the Contract Price.

1. Photographer will be given three days notice, where feasible. 2. In emergency situations, photographer shall take additional photographs within 24 hours

of request. 3. Circumstances that could require additional photographs include, but are not limited to,

the following:



a. Special events planned at Project site. b. Immediate follow-up when on-site events result in construction damage or losses. c. Photographs to be taken at fabrication locations away from Project site. These

photographs are not subject to unit prices or unit-cost allowances. d. Substantial Completion of a major phase or component of the Work. e. Extra record photographs at time of final acceptance. f. COTR's request for special publicity photographs.



SUBMITTALS 013300 - 1

SECTION 013300 - SUBMITTALS

PART 1 - GENERAL



1.2 SUMMARY

A. This Section includes administrative and procedural requirements for submitting Shop Drawings, Product Data, Samples, and other miscellaneous submittals.

B. Related Sections include the following: 1. Division 01 Section "Project Closeout" for submitting warranties. 2. Division 01 Section "Project Record Documents" for submitting Record Drawings,

Record Specifications, and Record Product Data. 3. Divisions 02 through 33 Sections for specific requirements for submittals in those

Sections.

1.3 DEFINITIONS

A. Action Submittals: Written and graphic information that requires COTR's responsive action.

B. Informational Submittals: Written information that does not require COTR's approval. Submittals may be rejected for not complying with requirements.

1.4 SUBMITTAL PROCEDURES

A. General: COTR will provide electronic copies of CADD electronic files of the drawings for Contractor's use in preparing submittals.

B. Coordination: Coordinate preparation and processing of submittals with performance of construction activities.

1. Coordinate each submittal with fabrication, purchasing, testing, delivery, other submittals, and related activities that requires sequential activity.

2. Coordinate transmittal of different types of submittals for related parts of the Work so processing will not be delayed because of need to review submittals concurrently for coordination.

a. Without change to the Contract Duration, COTR reserves the right to withhold action on a submittal requiring coordination with other submittals until related submittals are received.



C. Submittals Schedule: Comply with requirements in Division 01 Section "Construction Progress Documentation" for list of submittals and time requirements for scheduled performance of related construction activities.

D. Contractor's Responsibilities: Contractor is responsible for the scheduling and submission of all submittals. Submit to COTR all required Submittals. The COTR will forward submittals to the appropriate parties for review.

E. Processing Time: Allow enough time for submittal review, including time for re-submittals, as follows. Time for review shall commence on COTR’s receipt of submittal. No extension of the Contract Time will be authorized because of failure to transmit submittals enough in advance of the Work to permit processing, including re-submittals.

1. Initial Review: Allow 15 calendar days for initial review of each submittal. Allow additional time if coordination with subsequent submittals is required. COTR will advise Contractor when a submittal processed must be delayed for coordination. Allow an additional 45 calendar days for submittals related to fire-protection systems.

2. Intermediate Review: If intermediate submittal is necessary, process it in same manner as initial submittal.

3. Re-submittal Review: Allow 15 calendar days for review of each re-submittal. 4. Sequential Review: Where sequential review of submittals by COTR, or other parties is

indicated, allow 21 calendar days for initial review of each submittal. 5. No extension of the Contract Time will be authorized because of failure to transmit

submittals to COTR enough in advance of the Work to permit processing. Processing of incomplete or unacceptable submissions by COTR shall not reduce the number of calendar days specified above for COTR's review. Resubmissions shall be treated the same as initial submissions relative to review time.

6. Notations on submittals that increase the Contract cost or time of completion shall be brought to COTR's attention before proceeding with the Work.

F. Identification: Place a permanent label or title block on each submittal for identification.

1. Indicate name of firm or entity that prepared each submittal on label or title block. 2. Provide a space approximately 6 by 8 inches on label or beside title block to record

Contractor's review and approval markings and action taken by COTR and Architect. 3. Include the following information on label for processing and recording action taken:

a. Contract name and number. b. Date. c. Name and address of Architect/Engineer. d. Name and address of Contractor. e. Name and address of subcontractor, if applicable. f. Name and address of supplier, if applicable. g. Name of manufacturer, if applicable. h. Submittal number or other unique identifier, including revision identifier.

1) Submittal number shall use Specification Section number followed by a dash and then a sequential number (e.g., 061000-001 or 070150.19-001). Re-submittals shall include an alphabetic suffix after another dash (e.g., 061000-001-A or 070150.19-001-A).



i. Alphanumeric project Identifier. Identifier is shown on the Project Drawings cover sheet.

j. Number and title of appropriate Specification Section. k. Drawing number and detail references, as appropriate. l. Location(s) where product is to be installed, as appropriate. m. Transmittal number. n. Allow 15 calendar days for processing each re-submittal.

G. Resubmissions: Re-submittal procedure shall follow the same procedures and same number as the initial submittal with the following exceptions:

1. Transmittal shall contain the same information as the first transmittal and the submission number shall indicate second, third, etc., submission. The drawing number/description shall be identical to the initial submission and the date shall be the revised date for that submission.

2. No new material shall be included on the same transmittal for a resubmission. 3. COTR rejection shall not warrant a claim by Contractor for additional time or cost.

H. Deviations: Highlight, encircle, or otherwise specifically identify deviations from the Contract Documents on submittals. Where significant deviations from the Contract requirements exist, follow the guidelines set forth in Division 01 Section "Product Requirements" for substitutions.

I. Additional Copies: Unless additional copies are required for final submittal, and unless COTR observes noncompliance with provisions of the Contract Documents, initial submittal may serve as final submittal.

1. Additional copies submitted for Operations and Maintenance manuals will be marked with action taken and will be returned.

J. Transmittal: Package each submittal individually and appropriately for transmittal and handling. Transmit each submittal from Contractor to COTR using the approved transmittal form provided by COTR. COTR will return submittals, without review, received from sources other than Contractor.

1. Transmittal Form: Use transmittal forms and follow other submittal procedures according to information provided to Contractor at the preconstruction meeting.

K. Distribution: Furnish copies of final submittals to manufacturers, subcontractors, suppliers, fabricators, installers, and authorities having jurisdiction, and others as necessary for performance of construction activities. Show distribution on transmittal forms.

1. Bear all costs incurred for such reproduction and distribution. Prints of all reviewed Shop Drawings may be made from transparencies that carry the appropriate review stamps.

L. Use for Construction: Use only final submittals with mark indicating “approved” by COTR in connection with construction.

1.5 SUBMITTAL LOG



A. Prepare a log that contains a complete listing of all submittals required by Contract. Submit the log at the preconstruction meeting along with Contractor's construction schedule specified in Division 01 Section "Construction Progress Documentation." Organize the submittal log by Section number. Assign each submittal a sequential number for identification and tracking purposes.

1. Coordinate the submittal log with Division 01 Section "Construction Progress Documentation." The submittal log shall be submitted for COTR's review. Include the following information:

a. Title of submittal/description. b. Submittal number (sequential). c. Scheduled date for the first submittal. d. Drawing number, if applicable. e. Applicable Section number. f. Name of subcontractor/vendor. g. Scheduled date of COTR's final release or approval.

PART 2 - PRODUCTS

2.1 ACTION SUBMITTALS

A. General: Prepare and submit Action Submittals required by individual Specification Sections

B. Product Data: Collect information into a single submittal for each element of construction and type of product or equipment.

1. If information must be specially prepared for submittal because standard printed data are not suitable for use, submit as Shop Drawings, not as Product Data.

2. Mark each copy of each submittal to show which products and options are applicable. 3. Include the following information, as applicable:

a. Manufacturer's written recommendations. b. Manufacturer's product specifications. c. Manufacturer's installation instructions. d. Standard color charts. e. Manufacturer's catalog cuts. f. Wiring diagrams showing factory-installed wiring. g. Printed performance curves. h. Operational range diagrams. i. Mill reports. j. Standard product operating and maintenance manuals. k. Compliance with recognized trade association standards. l. Compliance with recognized testing agency standards. m. Application of testing agency labels and seals. n. Notation of coordination requirements.

4. Submit Product Data before or concurrent with Samples.



5. Number of Copies: Submit six copies, in addition to the number of copies to be returned to Contractor. Provide one additional copy for submittals related to fire-protection system.

6. Do not submit Product Data until compliance with requirements of the Contract Documents has been confirmed.

C. Shop Drawings: Prepare Project-specific information, drawn accurately to scale. Do not base Shop Drawings on reproductions of the Contract Documents or standard printed data.

1. Preparation: Include the following information, as applicable:

a. Dimensions. b. Identification of products. c. Fabrication and installation drawings. d. Roughing-in and setting diagrams. e. Wiring diagrams showing field-installed wiring, including power, signal, and

control wiring. Differentiate between manufacturer-installed and field-installed wiring.

f. Shopwork manufacturing instructions. g. Templates and patterns. h. Schedules. i. Design calculations. j. Compliance with specified standards. k. Notation of coordination requirements. l. Notation of dimensions established by field measurement. m. Relationship to adjoining construction clearly indicated. n. Seal and signature of professional engineer if specified.

2. Sheet Size: Except for templates, patterns, and similar full-size drawings, submit Shop Drawings on sheets at least 8-1/2 by 11 inches but no larger than 30 by 40 inches.

3. Number of Copies: Submit one reproducible transparency and two black-line prints of each submittal. Provide one additional black-line print for items related to fire-protection systems. COTR will return the marked up reproducible transparency for Contractor’s distribution.

a. Both the reproducible transparency and the prints shall bear Contractor's approval stamp on each sheet.

D. Coordination Drawings:

1. Coordination Drawings are Shop Drawings prepared by Contractor that detail the relationship and integration of different construction elements that require careful coordination during fabrication or installation. Preparation of Coordination Drawings is specified in Division 01 Section "Project Management and Coordination."

2. Submit Coordination Drawings for integration of different construction elements. Show sequences and relationships of separate components to avoid conflicts in use of space.

E. Samples: Submit Samples for review of kind, color, pattern, and texture for a check of these characteristics with other elements and for a comparison of these characteristics between submittal and actual component as delivered and installed.



1. Transmit Samples that contain multiple, related components such as accessories together in one submittal package.

2. Identification: Attach label on unexposed side of Samples that includes the following:

a. Generic description of Sample. b. Product name and name of manufacturer. c. Sample source. d. Number and title of appropriate Specification Section.

3. Disposition: Maintain sets of approved Samples at Project site, available for quality-control comparisons throughout the course of construction activity. Sample sets may be used to determine final acceptance of construction associated with each set.

a. Samples that may be incorporated into the Work are indicated in individual Specification Sections. Such Samples must be in an undamaged condition at time of use.

b. Samples not incorporated into the Work, or otherwise designated as the Authority’s property, are the property of Contractor.

4. Samples for Initial Selection: Submit manufacturer's color charts consisting of units or sections of units showing the full range of colors, textures, and patterns available.

a. Number of Samples: Submit three full set(s) of available choices where color, pattern, texture, or similar characteristics are required to be selected from manufacturer's product line. COTR will return submittal with options selected.

5. Samples for Verification: Submit full-size units or Samples of size indicated, prepared from same material to be used for the Work, cured and finished in manner specified, and physically identical with material or product proposed for use, and that show full range of color and texture variations expected. Samples include, but are not limited to, the following: partial sections of manufactured or fabricated components; small cuts or containers of materials; complete units of repetitively used materials; swatches showing color, texture, and pattern; color range sets; and components used for independent testing and inspection.

a. Number of Samples: Submit three sets of Samples. COTR will retain two Sample sets; remainder will be returned.

1) Submit a single Sample where assembly details, workmanship, fabrication techniques, connections, operation, and other similar characteristics are to be demonstrated.

2) If variation in color, pattern, texture, or other characteristic is inherent in material or product represented by a Sample, submit at least three sets of paired units that show approximate limits of variations.

F. Product Schedule or List: As required in individual Specification Sections, prepare a written summary indicating types of products required for the Work and their intended location. Include the following information in tabular form:

1. Type of product. Include unique identifier for each product.



2. Number and name of room or space. 3. Location within room or space. 4. Number of Copies: Submit three copies of product schedule or list, unless otherwise

indicated. COTR will return two copies.

a. Mark up and retain one returned copy as a Project Record Document.

G. Submittals Schedule: Comply with requirements in Division 01 Section "Construction Progress Documentation."

H. Application for Payment: Comply with requirements in Division 01 Section "Application for Payment."

I. Schedule of Values: Comply with requirements in Division 01 Section "Application for Payment."

J. Subcontract List: Prepare a written summary identifying individuals or firms proposed for each portion of the Work, including those who are to furnish products or equipment fabricated to a special design. Include the following information in tabular form:

1. Name, address, and telephone number of entity performing subcontract or supplying products.

2. Number and title of related Specification Section(s) covered by subcontract. 3. Drawing number and detail references, as appropriate, covered by subcontract.

K. Contractor Warranty Letter: Comply with requirements in Contract Provision "Warranty of Construction." Provide the dates of warranty coverage and provide point of contact information for warranty service.

L. Special Warranty Letters: Provide dates of warranty coverage and provide point of contact information for warranty service for special warranties required in Division 02 through 33 Sections.

2.2 INFORMATIONAL SUBMITTALS

A. General: Prepare and submit Informational Submittals required by other Specification Sections.

1. Number of Copies: Submit four copies of each submittal, unless otherwise indicated. COTR will not return copies.

2. Certificates and Certifications: Provide a notarized statement that includes signature of entity responsible for preparing certification. An officer shall sign certificates and certifications or other individual authorized to sign documents on behalf of that entity.

3. Test and Inspection Reports: Comply with requirements in Division 01 Section "Quality Requirements."

B. Contractor's Construction Schedule: Comply with requirements in Division 01 Section "Construction Progress Documentation."



C. Qualification Data: Prepare written information that demonstrates capabilities and experience of firm or person. Include lists of completed projects with project names and addresses, names and addresses of Architects and Owners, and other information specified.

D. Product Certificates: Prepare written statements on manufacturer's letterhead certifying that product complies with requirements.

E. Welding Certificates: Prepare written certification that welding procedures and personnel comply with requirements. Submit record of Welding Procedure Specification (WPS) and Procedure Qualification Record (PQR) on AWS forms. Include names of firms and personnel certified.

F. Installer Certificates: Prepare written statements on manufacturer's letterhead certifying that Installer complies with requirements and, where required, is authorized for this specific Project.

G. Manufacturer Certificates: Prepare written statements on manufacturer's letterhead certifying that manufacturer complies with requirements. Include evidence of manufacturing experience where required.

H. Material Certificates: Prepare written statements on manufacturer's letterhead certifying that material complies with requirements.

I. Material Test Reports: Prepare reports written by a qualified testing agency, on testing agency's standard form, indicating and interpreting test results of material for compliance with requirements.

J. Preconstruction Test Reports: Prepare reports written by a qualified testing agency, on testing agency's standard form, indicating and interpreting results of tests performed before installation of product, for compliance with performance requirements.

K. Compatibility Test Reports: Prepare reports written by a qualified testing agency, on testing agency's standard form, indicating and interpreting results of compatibility tests performed before installation of product. Include written recommendations for primers and substrate preparation needed for adhesion.

L. Field Test Reports: Prepare reports written by a qualified testing agency, on testing agency's standard form, indicating and interpreting results of field tests performed either during installation of product or after product is installed in its final location, for compliance with requirements.

M. Product Test Reports: Prepare written reports indicating current product produced by manufacturer complies with requirements. Base reports on evaluation of tests performed by manufacturer and witnessed by a qualified testing agency, or on comprehensive tests performed by a qualified testing agency.

N. Design Data: Prepare written and graphic information, including, but are not limited to, performance and design criteria, list of applicable codes and regulations, and calculations. Include list of assumptions and other performance and design criteria and a summary of loads. Include load diagrams if applicable. Provide name and version of software, if any, used for calculations. Include page numbers.



O. Manufacturer's Instructions: Prepare written or published information that documents manufacturer's recommendations, guidelines, and procedures for installing or operating a product or equipment. Include name of product and name, address, and telephone number of manufacturer. Include the following, as applicable:

1. Preparation of substrates. 2. Required substrate tolerances. 3. Sequence of installation or erection. 4. Required installation tolerances. 5. Required adjustments. 6. Recommendations for cleaning and protection.

P. Manufacturer's Field Reports: Prepare written information documenting factory-authorized service representative's tests and inspections. Include the following, as applicable:

1. Name, address, and telephone number of factory-authorized service representative making report.

2. Statement on condition of substrates and their acceptability for installation of product. 3. Statement that products at Project site comply with requirements. 4. Summary of installation procedures being followed, whether they comply with

requirements and, if not, what corrective action was taken. 5. Results of operational and other tests and a statement of whether observed performance

complies with requirements. 6. Statement on whether conditions, products, and installation will affect warranty. 7. Other required items indicated in individual Specification Sections.

Q. Bonds: Prepare written information indicating current status of bonding coverage. Include name of entity covered by insurance or bond, limits of the coverage, amounts of deductibles, if any and term of coverage.

R. Manufacturers' warranties.

S. Construction Photographs: Comply with requirements in Division 01 Section "Photographic Documentation."

T. Material Safety Data Sheets: Submit information directly to COTR.

2.3 DELEGATED DESIGN

A. Performance and Design Criteria: Where professional design services or certifications by a design professional are specifically required of Contractor by the Contract Documents, provide products and systems complying with specific performance and design criteria indicated.

1. If criteria indicated are not sufficient to perform services or certification required, submit a written request for additional information to COTR.

B. Delegated-Design Submittal: In addition to Shop Drawings, Product Data, and other required submittals, submit three copies of a statement, signed and sealed by the responsible design professional, for each product and system specifically assigned to Contractor to be designed or certified by a design professional.



1. Indicate that products and systems comply with performance and design criteria in the Contract Documents. Include list of codes, loads, and other factors used in performing these services.

PART 3 - EXECUTION

3.1 CONTRACTOR'S REVIEW

A. Review each submittal and check for compliance with the Contract Documents. Note corrections and field dimensions. Mark with approval stamp before submitting to COTR.

1. In checking Shop Drawings and Product Data, verify all dimensions and field conditions and check and coordinate Shop Drawings and Product Data of any Section or trade with the requirements of other sections or trades as related thereto, as required for proper and complete installation of the Work.

B. Approval Stamp: Stamp each submittal with a uniform, approval stamp. Include Project name and location, submittal number, Section title and number, name of reviewer, date of Contractor's approval, and statement certifying that submittal has been reviewed, checked, and approved for compliance with the Contract Documents, which shall include dimensions, clearances, compatibility, and coordination with Shop Drawings and Product Data submitted for other work.

C. If Contractor has not checked the submittals carefully, even though stamped as checked and approved, submittals shall be returned to Contractor for proper checking before further processing or review by COTR regardless of any urgency claimed by Contractor. In such a situation, Contractor will be responsible for any resulting delays to the scheduled Contract completion. Furthermore, Contracting Officer may hold Contractor responsible for increased Authority costs resulting from Contractor's failure to comply with the requirements set forth herein.

3.2 COTR’S ACTION

A. General: COTR will not review submittals that do not bear Contractor's approval stamp and will return them without action.

B. COTR Responsibilities: The review of Shop Drawings and other submittals by COTR will be for general conformance with the Contract only, and the review shall not be interpreted as a checking of detailed dimensions, quantities, or approval of deviations from the Contract Documents. COTR review shall not relieve Contractor of its responsibility for accuracy of Shop Drawings nor for the furnishing and installation of materials or equipment according to the Contract requirements.

1. Approval of Shop Drawings or other submittals is not to be interpreted as approval of a substitute material. Approval of substitutions will be accomplished according to requirements set forth in Division 01 Section "Product Requirements."



C. Action Submittals: COTR will review each submittal, make marks to indicate corrections or modifications required, and return it. COTR will stamp each submittal with an action stamp and will mark stamp appropriately to indicate action taken, as follows. Do not permit submittals marked "Revise and Resubmit" or "Rejected" to be used at Project site, or elsewhere where Work is in progress.

1. Approved: Means fabrication/installation may be undertaken. Approval does not authorize changes to the Contract Price or the Contract Time.

2. Approved as Corrected: Same as "Approved," providing Contractor complies with corrections noted on submittal. Resubmission required only if Contractor is unable to comply with noted corrections.

3. Revise and Resubmit: Fabrication and/or installation may not be undertaken. Make appropriate revisions and resubmit, limiting corrections to items marked.

4. Rejected: Submittal does not comply with requirements. Fabrication and/or installation may not be undertaken. Prepare a new submittal according to requirements and submit without delay.

D. Informational Submittals: COTR will review each submittal and will not return it, or will reject and return it, if it does not comply with requirements. COTR will forward each submittal to appropriate party.

E. Partial submittals are not acceptable, will be considered non-responsive, and will be returned without review.

F. Submittals not required by the Contract Documents will not be reviewed and may be discarded.



QUALITY REQUIREMENTS 014000 - 1

SECTION 014000 - QUALITY REQUIREMENTS

PART 1 - GENERAL


A. Drawings and Contract Provisions, Special Provisions, Supplementary Conditions, and other Division 01 Specification Sections apply to this Section.

B. Related Sections:

1. Division 01 Section “Submittals” for process required to submit the Contractor’s Quality Control Plan.

2. Division 01 Section “Construction Progress Documentation” for developing a schedule of required tests and inspections.

3. Division 01 “Project Management and Coordination” 4. Division 01 Section “Project Closeout” 5. Divisions 02 through 33 Sections for specific test and inspection requirements.

1.2 SUMMARY


1. Administrative and procedural requirements for Contractor to provide and maintain an effective Quality-Control Program that complies with this Section and with requirements of the "Contract Provisions," Section VII, "Inspection of Construction and Final Inspection and Acceptance."

2. Establish a QC Program that consists of the following:

a. QC Organization b. QC Plan c. QC Plan Meeting d. Coordination and Mutual Understanding Meeting e. QC meetings f. Phases of Control g. Submittal review and approval h. Operation & Maintenance data and Warranty receipt verification prior to product

delivery i. Material verification at delivery j. Testing, completion inspections, and QC certifications and documentation

necessary to provide materials, equipment, workmanship, fabrication, construction and operations that comply with the requirements of this Contract.



3. Specific quality-control requirements for individual construction activities are specified in the Sections that require those activities. Requirements in those Sections may also cover production of standard products.

4. Schedule of Values: Contractor shall include all test and inspection activities in its CPM and establish a Schedule of Values for all quality test and inspection activities; and all required reports, and procedures required in the Contract on a Section-by-Section basis. Additionally, Contractor shall include a pay line item specifically for CQC activities and QCM position(s) required by the General Conditions. CQC activities shall be reported per Division 01 Section "Applications for Payment."

5. Testing and inspecting services are required to verify compliance with requirements specified or indicated. These services do not relieve Contractor of its responsibilities for compliance with the Contract Document requirements.

6. Specified tests, inspections, and related actions do not limit Contractor's quality-control procedures that facilitate compliance with the Contract Document requirements.

7. The provisions of this Section shall not limit requirements for Contractor to provide quality-control services required by the Authority or other agencies having jurisdiction.

1.3 REFERENCES

A. The publications listed below form a part of this specification to the extent referenced. The publications are referred to in the text by the basic designation only.

1. AMERICAN SOCIETY FOR TESTING AND MATERIALS (ASTM)

a. ASTM C 1077 Laboratories Testing Concrete and Concrete Aggregates for Use

in Construction and Criteria for Laboratory Evaluation latest edition. b. ASTM D 3666 Minimum Requirements for Agencies Testing and Inspecting

Road and Paving Materials latest edition. c. ASTM D 3740 Minimum Requirements for Agencies Engaged in the Testing

and/or Inspection of Soil and Rock as Used in Engineering Design and Construction latest edition.

d. ASTM E 329 Agencies engaged in the Testing and/or Inspection of Materials Used in Construction latest edition. ASTM E 543 Agencies Performing Nondestructive Testing latest edition.

e. ASTM E 543 Agencies performing Nondestructive Testing latest edition.

2. METROPOLITAN WASHINGTON AIRPORT AUTHORITY

a. Construction Safety Manual, most current edition



1.4 DEFINITIONS

A. Quality: Conformance to the requirements established by the contract specifications and drawings.

B. Control: To guide and have influence over.

C. Contractor Quality Control (CQC): The construction contractor’s system to manage, control, and document their own, their supplier’s, and their subcontractor’s activities to comply with the contract requirements.

D. Contracting Officers Technical Representative (COTR). Primary on-site representative of the Contracting Officer for technical matters. Duties and responsibilities of the COTR will be transmitted to the contractor via letter from the Contracting Officer.

E. Quality-Assurance Services: Activities, actions, and procedures performed by the Authority before and during execution of the Work to guard against defects and deficiencies and substantiate that proposed construction will comply with requirement. Additionally, the Authority fulfills its responsibility to be certain that the CQC is functioning and the specified end product is achieved.

F. Definable Feature of Work: A definable feature of work (DFOW) is a task, which is separate and distinct from other tasks, has the same control requirements and work crews.

G. Experienced: When used with an entity, “experienced” means having successfully completed a minimum of 10 projects similar in size and scope to this Project; being familiar with special requirements indicated; and having complied with requirements of authorities having jurisdiction. Specific experience requirements enumerated in these specifications supersede this requirement.

1.5 CONFLICTING REQUIREMENTS

A. General: If compliance with two standards is specified and the standards establish different or conflicting requirements for minimum quantities or quality levels, comply with the most stringent requirement. Refer uncertainties and requirements that are different, but apparently equal, to the COTR for a decision before proceeding. This paragraph refers to industry and government standards. In case of a difference between drawings and the specifications, the specifications shall govern.

1.6 SUBMITTALS

A. Submit the following in accordance with Division 01 Section, "Submittals."

1. Action Submittals.

a. Quality Control (QC) Plan.



B. NOTE: Coordinate the submittal requirement dates with the submittal dates in Division 01 Section “Construction Progress Documentation”.

C. Submit a QC plan within 20 calendar days after receipt of Notice to Proceed. The QC Plan shall include a preliminary submittal of the list of definable features of work that shall cover the first 90 calendar days of construction.

1. Submit at this time résumés of key personnel to be assigned to this contract and the limits of their authority. Show how this project management structure fits into the Contractor’s corporate management structure.

D. Any approval by the COTR of the QC Plan shall be treated as “accepted, predicated upon successful implementation.” Stop work if the QC Plan becomes disapproved. The exception is the work authorized in the paragraph entitled "Preliminary Work Authorized Prior to Approval," shall stop.

1.7 INFORMATION FOR THE CONTRACTING OFFICER

A. Provide a sample copy set of report forms to the Contracting Officer during the Pre-Construction Conference. The report forms shall consist of the Quality Control Daily Report, Preparatory Phase Report, Initial Phase Report, and Project Quality Control Monthly Summary. These forms may be edited to support the project. Other reports referenced below may be in formats customarily used by the Contractor, Testing Laboratories, etc. and shall contain the information required by this specification.

B. Deliver the following listed items to the COTR at the times specified:

1. Quality Control Daily Report: Original and 6 copies, by 12:00 noon the next working day after each day that work is performed.

2. Superintendent’s Daily Report: Original and 6, by 12:00 noon the next working day after each day that work is performed, attached to the Quality Control Daily Report.

3. Material Receiving Inspection Report: Original and 6 copies, by 12:00 noon the next working day after each day that work is performed, attached to the Quality Control Daily Report.

4. Preparatory Phase Report: Original attached to the original Quality Control Daily Report and 1 copy attached to each copy of the Quality Control Daily Report.

5. Initial Phase Report: Original attached to the original Quality Control Daily Report and 1 copy attached to each copy of the Quality Control Daily Report.

6. QC Specialist Reports: Originals and 6 copies, by 12:00 noon the next working day after each day that work is performed, attached to the Quality Control Daily Report.

7. Field Test Reports: 2 copies, within 2 working days after the test is performed, do not attach to the Quality Control Daily Report.

8. Monthly Summary Report of Tests: 2 copies, do not attach to a Quality Control Daily Report.

9. Project Quality Control Monthly Summary Report: 2 copies, do not attach to a Quality Control Daily Report.

10. Inspection Log and Signoff Sheets: one copy, submitted daily within 1 day of the inspection.

11. Testing Plan and Log: 2 copies, submitted within 2 working days of the end of the month. 12. Deficiency List: 2 copies, submitted to the COTR weekly.



13. Monthly Deficiency Report: 2 copies within two working days of the end of the month. 14. QC Meeting Minutes: 2 copies, within 2 working days after the meeting. 15. QC Certifications: As required by paragraph entitled "QC Certifications."

1.8 QC PROGRAM REQUIREMENTS

A. Establish and maintain a QC Program as described in this Section. The QC Program consists of but is not limited to the following:

1. QC Organization. 2. QC Plan. 3. QC Plan Meeting. 4. Coordination and Mutual Understanding Meeting 5. QC meetings. 6. Phases of Control. 7. Submittal review and approval. 8. Operations and Maintenance data. 9. Warranty receipt verification prior to product delivery. 10. Material verification at delivery. 11. Testing. 12. Completion inspections. 13. QC certifications and documentation necessary to provide materials, equipment,

workmanship, fabrication, construction and operations that comply with the requirements of this Contract.

14. The QC Program shall cover on-site and off-site work and shall be keyed to the work sequence.

15. No work or testing may be performed unless the QCM or a pre-approved alternate is on the work site.

16. The QCM shall report to an officer of the firm and shall not be subordinate to the Project Superintendent or the Project Manager.

17. Quality Control Manager is the primary individual responsible for quality control. The QCM, Project Superintendent and Project Manager shall be responsible for the quality of work on the job. Project Superintendent shall be held responsible for the quality of production.

B. Preliminary Work Authorized Prior to Approval

1. The only work that is authorized to proceed prior to the approval of the QC Plan is mobilization of storage and office trailers, temporary utilities, and surveying.

C. Approval

1. Approval of the QC Plan is required prior to the start of any construction. The Contracting Officer reserves the right to require changes in the QC Plan and operations as necessary, including but not limited to removal of personnel, to ensure the specified quality of work. The Contracting Officer reserves the right to interview any member of the QC organization at any time in order to verify the submitted qualifications. All QC organization personnel shall be subject to acceptance by the Contracting Officer. The Contracting Officer may



require the removal of any individual for non-compliance with quality requirements specified in the contract.

D. Notification of Changes

1. Notify the COTR, in writing, of any proposed change, including changes in the QC organization personnel, a minimum of seven calendar days prior to a proposed change. Proposed changes shall be subject to acceptance by the Contracting Officer.

1.9 QC ORGANIZATION

A. Staffing Levels: Provide sufficient qualified quality-control personnel to monitor each work activity at all times. Scheduling and coordinating of all inspections and testing shall match the type and pace of work activity.

1. In cases where multiple trades, disciplines, or subcontractors are on site at same time, each activity shall be tested and inspected by personnel skilled in that portion of the work.

2. In cases where multiple shifts are employed, the quality-control staff shall be increased as required to monitor the work on each shift.

B. The following positions are key personnel as defined by the Authority in this and other Division 01 Specification Sections.

1. Project Manager

a. To enhance the effectiveness of the Quality Control Organization Project Manager shall be intimately involved in Quality Control. To this end, the Project manager shall have successfully completed the Army Corps of Engineers/NAVFAC Contractor Quality Control Course (details in Paragraph “Construction Quality Management Training” below).

b. Qualifications: Fifteen years of experience, with six years of project management experience on major underground projects of similar size, type, and complexity to this Project in which the individual had overall project responsibility.

2. Quality Control Manager (QCM)

a. Duties

1) Provide a QCM at the work site to implement and manage the QC Program. The only duties and responsibilities of the QCM are to manage and implement the QC Program on this contract. The QCM is required to attend the QC Plan Meeting, attend the Coordination and Mutual Understanding Meeting, conduct the QC meetings, perform the Phases Control, perform submittal review and approval, ensure testing is performed and provide QC certifications and documentation required in this contract. The QCM is responsible for managing and coordinating the Phases Control and



documentation performed by Testing Laboratory personnel and any other inspection and testing personnel required by this Contract.

b. Qualifications

1) An individual with a minimum of 5 years experience as a superintendent, inspector, QCM, project manager, project engineer or construction manager on similar size and type construction contracts which included the major trades that are part of this Contract. The individual shall be familiar with the requirements of the Construction Safety Manual, and have experience in the areas of hazard identification and safety compliance. The QCM shall be interviewed by both PMC QA and COTR and approved by COTR.

c. Construction Quality Management Training

1) In addition to the above experience and education requirements, the QCM shall have completed the course entitled "Construction Quality Management for Contractors." If the QCM does not have a current certification, they shall obtain the CQM course certification within 60 - calendar days of award. This short course is periodically offered in alternate months by: (1) the Maryland Chapter, Associated General Contractors (AGC), 410-321-7870; [email protected] and by (2) the Virginia Chapter, Associated Builders and Contractors (ABC), 703-968-6205, [email protected]; [email protected]. The training uses Army Corps of Engineers course content. The course is facilitated by instructors from Army Corps of Engineers, North Atlantic Division, Baltimore District, and by instructors from the Naval Facilities Engineering Command, Engineering Field Activity Chesapeake.

3. Alternate QCM Duties and Qualifications

a. Designate an alternate for the QCM at the work site to serve in the event of the designated QCM's absence. The period of absence may not exceed two weeks at one time, and not more than 30 workdays during a calendar year. The qualification requirements for the Alternate QCM shall be the same as for the QCM.

4. QC Specialists Duties and Qualifications

a. Provide a separate QC specialist at the work site for each of the areas of responsibilities, specified below, who shall assist and report to the QCM and who shall have no duties other than the assigned quality control duties. QC specialists are required to attend the Coordination and Mutual Understanding Meeting, QC meetings, and be physically present at the construction site to perform the Phases Control and prepare documentation for each definable feature of work in their area of responsibility at the frequency specified below.

Qualification/Experience in Area

of Responsibility Area of Responsibility Frequency

Airfield Concrete Paving Concrete Mix Production, Pave-ment Placement, & Finishing

During any paving opera-tions



5. Erosion and Sediment Control Inspector

a. The Erosion and Sediment Control Inspector shall be responsible for inspecting the erosion and sediment controls, reporting requirements, and for ensuring conformance with the approved Storm Water Pollution Prevention Plan (SPPP). The Erosion and Sediment Control Inspector may have other duties, however, the designated individual shall be familiar with the requirements set forth in the Virginia Erosion and Sediment Control Handbook.

6. Project Engineer/Scheduler

a. Qualifications: Refer to Division 01 Section “Construction Progress Documentation”.

7. Professional Land Surveyor

a. Qualifications: Registered Professional Land Surveyor licensed to practice in the Commonwealth of Virginia.

1.10 QC PLAN MEETING

A. Within 10 calendar days of notice of award and prior to submission of the QC plan, meet with the COTR to discuss the QC plan requirements of this Contract. The purpose of this meeting is to communicate expectations and facilitate understanding of the QC plan requirements prior to plan development and submission.

1.11 QUALITY CONTROL (QC) PLAN

A. Provide, for approval by the COTR, a QC plan submitted in a 3-ring binder with pages numbered sequentially that covers both on-site and off-site work and includes but may not necessarily be limited to the following:

B. A table of contents listing the major sections identified with tabs in the following order:

1. QC ORGANIZATION 2. PERSONNEL MATRIX 3. NAMES AND QUALIFICATIONS 4. DUTIES, RESPONSIBILITY AND AUTHORITY OF QC PERSONNEL 5. APPOINTMENT LETTERS 6. OUTSIDE ORGANIZATIONS INCLUDING BOCA INSPECTION COMPANIES 7. TESTING LABORATORY INFORMATION AND CERTIFICATIONS



8. TESTING PLAN AND LOG 9. SUBMITTAL PROCEDURES AND INITIAL SUBMITTAL REGISTER 10. LIST OF DEFINABLE FEATURES 11. PROCEDURES FOR PERFORMING THE PHASES OF CONTROL 12. SPECIAL INSPECTIONS 13. DOCUMENTATION PROCEDURES 14. PROCEDURES TO COMPLETE REWORK ITEMS 15. PROCEDURES FOR COMPLETION INSPECTION 16. FORMS 17. ATTACHMENTS

C. A chart showing the QC organizational structure.

D. A personnel matrix showing for each Section of the specification who shall review and approve submittals, who shall perform and document the Phases Control, and who shall perform and document the testing.

E. Names and qualifications, in résumé format, for each person in the QC organization. Include the CQM course certifications for the QCM and Alternate QCM as required by the paragraphs entitled "Construction Quality Management Training" and "Alternate QCM Duties and Qualifications".

F. Duties, responsibilities and authority of each person in the QC organization.

G. Letters signed by an officer of the firm appointing the QCM and Alternate QCM and stating that they are responsible for implementing and managing the QC Program as described in this contract. Include in this letter the responsibility of the QCM and Alternate QCM to implement and manage the three phases of quality control, and their authority to stop work that is not in compliance with the contract. The QCM shall issue letters of direction to all other QC specialists outlining their duties, authorities, and responsibilities. Copies of the letters shall be included in the QC plan.

H. A listing of outside organizations such as, architectural and consulting engineering firms that will be employed by the Contractor and a description of the services these firms will provide.

I. Testing laboratory information required by the paragraphs entitled "Accreditation Requirements" or "Construction Materials Testing Laboratory Requirements", as applicable.

J. A Testing Plan and Log that includes the tests required, referenced by the specification paragraph number requiring the test, the frequency, the desired results and the person responsible for each test and shall be identified as a scheduled (CPM) activity.

K. Procedures for reviewing, approving and managing submittals. Provide the name(s) of the person(s) in the QC organization authorized to review and certify submittals prior to approval. Provide the initial submittal of the Submittal Register as specified in Section entitled "Submittals."

L. List of definable features of work. The list shall be cross-referenced to the contractor's Construction Schedule and the specification sections. For projects requiring a Progress Chart, the list of definable features of work shall include but not be limited to all items of work on the



schedule. For projects requiring a Network Analysis Schedule, the list of definable features of work shall include but not be limited to all critical path activities. Include a chart of common deficiencies for the Definable Feature of work. Detail the control procedures that shall be employed to eliminate this common deficiency.

M. Procedures for Performing the Phases of Control. The contractor shall develop a plan for incorporating each of the control phases into the work. The plan shall detail who shall be responsible for scheduling the phases, conducting the phase as well as documenting the phase. The use of project specific forms may be helpful. However, the entire plans and specifications establish the quality and not just the checklists. The Preparatory and Initial Phases and meetings shall be conducted with a view towards obtaining quality construction by planning ahead and identifying potential problems for each definable feature of work.

N. Include all activities for which this specification requires QC specialists or Specialty Inspection Personnel, and for any specific definable features of work as identified in the QC Plan.

O. Documentation procedures, including proposed report formats.

P. Procedures to identify, record, track and complete rework items.

Q. Procedures for Identifying and Documenting the Completion Inspection process. Include in these procedures the responsible party for punch out inspection, pre-final inspection, and final acceptance inspection.

R. A complete set of report forms to be utilized on this project.

S. All applicable subcontractors and suppliers Quality Control Plans complete with Contactor’s CQC planned involvement.

1.12 COORDINATION AND MUTUAL UNDERSTANDING MEETING

A. After submission of the QC Plan, and prior to the start of any physical construction, meet with the COTR to present the QC Program required by this Contract. The purpose of this meeting is to develop a mutual understanding of the QC details, including documentation, administration for on-site and off-site work, and the coordination of the Contractor's management, production and QC personnel. At the meeting, the Contractor shall be required to explain in detail how Phases Control shall be implemented for each definable feature of work. As a minimum, the Contractor's personnel required to attend shall include an officer of the firm, the project manager, project superintendent, QCM, Alternate QCM QC specialists and subcontractor representatives. Each subcontractor who shall be assigned QC responsibilities shall have a principal of the firm at the meeting. Minutes of the meeting shall be prepared by the QCM and signed by the Contractor. The Contractor shall provide a copy of the signed minutes to all attendees.

1.13 QC MEETINGS

A. After the start of construction, the QCM shall conduct weekly QC meetings at the work site with the project superintendent and QC specialists. The QCM shall prepare the minutes of the



meeting and provide a copy to the COTR within 2 working days after the meeting. The COTR may attend these meetings. The QCM shall notify the COTR at least 48 hours in advance of each meeting. These meetings shall be scheduled to precede or follow the regular weekly progress meeting. As a minimum, the following shall be accomplished at each meeting:

1. Review the minutes of the previous meeting

2. Review the schedule and the status of work:

a. Work or testing accomplished since last meeting b. Rework items identified since last meeting c. Rework items completed since last meeting;

3. Review the status of submittals, O & M data and Warranty Manuals:

a. Submittals, O & M data and Warranties reviewed and approved since last meeting b. Submittals, O & M data and Warranties required in the near future;

4. Review the work to be accomplished in the next 2 week(s) and documentation required:

a. Establish completion dates for rework items b. Update the schedule showing planned and actual dates of the preparatory, initial

and follow-up phases, including testing and any other inspection required by this contract

c. Discuss construction methods and the approach that shall be used to provide quality construction by planning ahead and identifying potential problems for each definable feature of work

d. Discuss status of off-site work or testing e. Documentation required; f. Discuss upcoming Activity Hazard Analyses.

5. Resolve QC and production problems, assist in resolving Request for Information issues; 6. Address items that may require revising the QC plan:

a. Changes in QC organization personnel b. Changes in procedures.

7. Review health and safety plan

1.14 PHASES OF CONTROL

A. The Phases of Control shall adequately cover both on-site and off-site work and shall include the following for each definable feature of work.

B. Material Receiving Inspection: Contractor shall establish a formal material receiving inspection program to verify material compliance to approved Shop Drawings, approved submittals, and the contract plans and specifications.



C. Preparatory Phase: Notify the COTR at least 2 workdays in advance of each preparatory phase. This phase shall include a meeting conducted by the QCM and attended by the QC specialists, the superintendent, and the foreman responsible for the definable feature. Document the results of the preparatory phase actions in the daily Quality Control Daily Report and in the Preparatory Phase Report. As a minimum the following should be covered prior to beginning work on each definable feature of work:

1. Review each paragraph of the applicable specification sections. 2. Review the project drawings. 3. Verify that appropriate shop drawings, O & M data, Warranties, and submittals for

materials and equipment have been submitted and approved. Verify receipt of approved factory test results, when required.

4. Establish control to be utilized to assure work complies with the contract plans and specifications.

5. Review the testing plan and ensure that provisions have been made to provide the required QC testing.

6. Examine the work area to ensure that the required preliminary work has been completed. 7. Examine the required materials, equipment and sample work to ensure that they are on

hand and conform to the approved shop drawings and submitted data. 8. Discuss construction methods, construction tolerances, workmanship standards, and the

approach that shall be used to provide quality construction by planning ahead and identifying potential problems for each definable feature of work.

9. Review the safety plan and appropriate activity hazard analysis to ensure that applicable safety requirements are met, and that required Material Safety Data Sheets (MSDS) are submitted.

D. Initial Phase: Notify the COTR at least 2 workdays in advance of each initial phase. When construction crews are ready to start work on a definable feature of work, conduct the initial phase with the QC Specialists, the superintendent, and the foreman responsible for that definable feature of work. Observe the initial segment of the definable feature of work to ensure that the work complies with Contract requirements. Document the results of the initial phase in the daily Quality Control Daily Report and in the Initial Phase Report. Repeat the initial phase for each new crew to work on-site, or when acceptable levels of specified quality are not being met. As a minimum the following should be covered for each definable feature of work:

1. Ensure controls established during Preparatory Phase are adequate to allow work to proceed in compliance with the plans and specifications.

2. Establish the quality of workmanship required. 3. Resolve conflicts. 4. Ensure that testing is performed by the approved laboratory. 5. Check work procedures for compliance with the Safety Plan and the appropriate activity

hazard analysis to ensure that applicable safety requirements are met.

E. Follow-Up Phase: Perform the following for on-going work daily, or more frequently as necessary until the completion of each definable feature of work and document in the daily Quality Control Daily Report:

1. Ensure the work is in compliance with Contract requirements.



2. Maintain the quality of workmanship required. 3. Ensure that testing is performed by the approved laboratory. 4. Ensure that rework items are being corrected. 5. Perform safety inspections.

F. Code-Required Inspections:

1. Comply with current edition approved by the Commonwealth of Virginia of the USBC, "Special Inspections” or other agencies having jurisdiction. Special Inspections are to be performed by the Authority’s agent. Perform and document all tests, inspections, notifications to the Authority, coordination with the Authority’s agent and other activities listed in the USBC or other agencies having jurisdiction.

2. Notice to COTR: Notify COTR, in writing, at least 48 hours in advance of all code-required inspections. COTR should be apprised in advance of every preparatory and initial inspection. All preparatory, initial, and follow-up inspections shall be made a matter of record in Contractor's quality-control documentation.

G. Additional Preparatory and Initial Phases

1. Additional Preparatory and Initial Phases shall be conducted on the same definable features of work if the quality of on-going work is unacceptable, if there are changes in the applicable QC organization, if there are changes in the on-site production supervision or work crew, if work on a definable feature is resumed after substantial period of inactivity, or if other problems develop as directed by the COTR in writing.

H. Notification of Phases of Control for Off-Site Work

1. On determination by COTR that an item shall require surveillance by the Authority at the point of production, manufacture, or shipment, Contractor shall be notified, in writing, of such determination. Contractor shall furnish to COTR three copies of all purchase orders or subcontracts, for all tiers of subcontractors or suppliers for each item. In addition, copies of documented quality-control operations, tests, and inspections shall be made available to the Authority's representative at the point of production, manufacture, or shipment. The CQC shall notify the COTR at least two weeks prior to the start of the preparatory and initial phases.

1.15 SUBMITTAL REVIEW AND APPROVAL

A. Procedures for submission, review and approval of submittals are described in Division 01 Section “Submittals”.

1.16 TESTING

A. Except as stated otherwise in the technical specification sections, perform sampling and testing required under this Contract.

B. Independent Testing Laboratory: When tests are required by civil, electrical, USBC and other codes in effect, a corporately and financially independent testing organization that can function



as an unbiased testing authority, professionally independent of manufacturers, suppliers, and installers of equipment, or systems evaluated by the testing organization shall be contracted by the Contractor to perform the contractually required tests. The various types of independent laboratories and their requirements are listed below:

C. Accreditation Requirements: Construction materials testing laboratories performing work for Authority construction contracts shall be accredited by one of the laboratory accreditation authorities. The laboratory's scope of accreditation shall include the ASTM standards listed in the paragraph titled "Construction Materials Testing Laboratory Requirements" as appropriate to the testing field. The policy applies to the specific laboratory performing the actual testing, not just the "Corporate Office".

D. Electrical testing of components, equipment and systems: The testing firm shall be regularly engaged in the testing of electrical equipment, devices, installations, and systems. The testing firm shall have at least five years experience in the testing of electrical equipment of the type, rating, and voltage used on this Project. The testing laboratories shall be a current full-member company of the International Electrical Testing Association (http://www.neta.org/). This independent testing firm shall perform duties as required under the terms of this Contract.

E. Structural and Pipe Welding: An independent testing firm shall perform all structural and pipe welding examinations as required by this Contract. The inspectors employed by the firm shall hold current certification as an AWS Certified Welding Inspector (CWI) for visual weld examinations and ASNT-TC-1A Certification for nondestructive examination of welds. ASNT-TC-1A certifications shall be by an ASNT-TC-1A ACCP Level III.

F. Construction Materials Testing Laboratory Requirements: Provide an independent construction material testing laboratory accredited by an acceptable laboratory accreditation authority to perform sampling and tests required by this Contract. Testing laboratories that have obtained accreditation by an acceptable laboratory accreditation authority listed in the paragraph entitled "Laboratory Accreditation Authorities" submit with the Quality Control Plan, a copy of the Certificate of Accreditation and Scope of Accreditation. The scope of the laboratory's accreditation shall include the test methods required by the Contract. On-site testing facilities shall submit a certified statement by the Supervising Professional Engineer, licensed in the Commonwealth of Virginia, as meeting the requirements of the following minimum ASTM standards listed below as appropriate to the testing field.

1. Laboratories engaged in testing of construction materials shall meet the requirements of ASTM E 329.

2. Laboratories engaged in testing of concrete and concrete aggregates shall meet the requirements of ASTM C 1077.

3. Laboratories engaged in testing of bituminous paving materials shall meet the requirements of ASTM D 3666.

4. Laboratories engaged in testing of soil and rock, as used in engineering design and construction, shall meet the requirements of ASTM D 3740.

5. Laboratories engaged in nondestructive testing (NDT) shall meet the requirements of ASTM E 543.

6. Laboratories engaged in Hazardous Materials Testing shall meet the requirements of OSHA and EPA.

http://www.neta.org/



G. Laboratory Accreditation Authorities: Laboratory Accreditation Authorities are the National Voluntary Laboratory Accreditation Program (NVLAP) administered by the National Institute of Standards and Technology, the American Association of State Highway and Transportation Officials (AASHTO) program, ICBO Evaluation Service, Inc. (ICBO ES), and the American Association for Laboratory Accreditation (A2LA) program and the Washington Area Council of Engineering Laboratories (WACEL). Furnish to the COTR, a copy of the current Certificate of Accreditation and Scope of Accreditation. The scope of the laboratory's accreditation shall include the test methods required by the Contract.

H. Capability Check: The COTR retains the right to check laboratory equipment in the proposed laboratory and the laboratory technician's testing procedures, techniques, and other items pertinent to testing, for compliance with the standards set forth in this Contract.

I. Capability Recheck: If non-conformities are discovered during the capability check or any succeeding recheck, Contractor shall be assessed a charge of $750.00 to reimburse the Authority for each recheck of the laboratory or the checking of a subsequently selected laboratory. These charges shall be deducted from the total amount due Contractor.

J. Test Results: Cite applicable Contract requirements, tests or analytical procedures used. Provide actual results and include a statement that the item tested or analyzed conforms or fails to conform to specified requirements. If the item fails to conform, notify COTR immediately. Conspicuously stamp the cover sheet for each report in large red letters "CONFORMS" or "DOES NOT CONFORM" to the specification requirements, whichever is applicable. A testing laboratory representative authorized to sign certified test reports shall sign test results. Furnish the signed reports, certifications, and other documentation to the COTR via the QCM. Furnish a summary report of field tests at the end of each month

K. Test Reports and Monthly Summary Report of Tests:

1. The QCM shall furnish the signed reports, certifications, and a summary report of field tests at the end of each month to the COTR.

L. Control and Verification Tests: Control tests are those tests made for Contractor under the Quality Control Plan to assist Contractor in maintaining control of his operations. As described above, Contractor shall procure the services of an independent commercial laboratory to perform the required control tests. The Specifications contain the minimum of the following:

1. Testing criteria 2. Frequency of testing 3. Procedures 4. Methods of construction 5. Number of control tests to be made for each phase of the Work. 6. Notify COTR a minimum of 24 hours in advance of the time samples shall be taken by

Contractor for quality control testing. COTR shall then notify its own testing laboratory contractor so that verification test samples may be taken.

M. Check Tests: Contractor shall furnish to COTR the quantities of materials to be used for check testing as required in the Specifications. Check testing shall be performed by the Authority at an independent laboratory at no cost to Contractor. No direct payment shall be made to Contractor for the furnishing of materials used for check testing.



N. Staffing: All laboratory personnel shall work under the supervision of a Professional Engineer licensed in the Commonwealth of Virginia.

1.17 QC CERTIFICATIONS

A. Quality Control Daily Report Certification

1. Each Quality Control Daily Report shall contain the following statement:

a. “On behalf of (Name of Contractor), I certify that this report and the Inspector's Daily Reports are complete and correct, and that all materials and equipment used, as well as work performed during this reporting period are in compliance with Drawings, Specifications, and Contract provisions, except as noted in this report or attached reports.”

B. Application for Payment Certification

1. Refer to Division 01 Section "Application for Payment" for address to which the Applications shall be sent.

C. Completion Certification:

1. Upon completion of work under this Contract, the QCM shall furnish a certificate to the Contracting Officer attesting that "the work has been completed, inspected, tested and is in compliance with the Contract."

1.18 COMPLETION INSPECTIONS

A. Punch-Out Inspection: Near the completion of all work or any increment thereof established by a completion time stated in the Contract Clause entitled "Commencement, Prosecution, and Completion of Work," or stated elsewhere in the specifications, the QCM shall conduct an inspection of the work and develop a "punch list" of items which do not conform to the approved drawings and specifications. Include in the punch list any remaining items on the "Rework Items List" which were not corrected prior to the Punch-Out Inspection. The punch list shall include the estimated date by which the deficiencies will be corrected. A copy of the punch list shall be provided to the COTR. The QCM or staff shall make follow-on inspections to ascertain that all deficiencies have been corrected. Once this is accomplished the Contractor shall notify the COTR that the facility is ready for the Authority "Pre-Final Inspection."

B. Pre-Final Inspection: The Authority will perform this inspection to verify that the facility is complete and ready to be occupied. An Authority "Pre-Final Punch List" may be developed as a result of this inspection. The QCM shall ensure that all items on this list are corrected prior to notifying the Authority that a "Final" inspection with the customer can be scheduled. Any items noted on the "Pre-Final" inspection shall be corrected in timely manner and shall be accomplished before the contract completion date for the work or any particular increment thereof if the project is divided into increments by separate completion dates.



C. Final Acceptance Inspection: The QCM, the QC specialists, the superintendent or other primary contractor management personnel shall be in attendance at this inspection. The COTR will be in attendance at this inspection. Additional Authority personnel may be in attendance. The Contracting Officer based upon results of the “Pre-Final” inspection will formally schedule the final acceptance inspection. Notice shall be given to the COTR at least 14 calendar days prior to the final inspection stating that all specific items previously identified to the Contractor, as being unacceptable, along with all the remaining work performed under the contract, shall be complete and acceptable by the date scheduled for the final acceptance inspection. Failure of the Contractor to have all contract work acceptably complete for this inspection shall be cause for the Contracting Officer to bill the Contractor for the Authority's additional inspection cost in accordance with the clause in the Contract Provisions entitled "Inspection of Construction." When the Contracting Officer takes possession of partially completed work, it shall be in accordance with clause in the Contract Provisions entitled "Use and Possession Prior to Completion".

1.19 DOCUMENTATION

A. Contractor shall maintain current quality control records, on approved forms, of all control activities, production, tests and inspections performed. These records shall include factual evidence that required tests or inspections have been performed, including type and number of tests or inspections involved; results of tests or inspections; nature of defects, causes for rejection, etc.; proposed remedial action; and corrective actions taken. These records shall cover both conforming and defective or deficient features (non-conforming) and shall include a statement that all supplies and materials incorporated into the Work are in full compliance with terms of the Contract. Legible copies of these records shall be furnished to COTR daily. The records shall cover all work placed subsequent to the previously furnished records and shall be verified by Contractor's QCM. Contractor shall document tests and inspections as specified in the technical provisions of the Specifications, and these records shall be available for review by COTR throughout the life of the Contract.

B. Maintain current and complete records of on-site and off-site QC Program operations and activities. Establish and maintain the following in a series of 3 ring binders. Binders shall be divided and tabbed as shown below. These binders shall be readily available to the Authority's Quality Assurance Team during normal business hours.

1. All completed Preparatory and Initial Phase Reports, arranged by specification Section. 2. All milestone inspections, arranged by Activity/Event Number. 3. A current up-to-date copy of the Testing Plan and Log with supporting field test reports,

arranged by specification section. 4. Copies of all contract modifications, arranged in numerical order. Also include

documentation that modified work was accomplished. 5. A current, up-to-date copy, of the Deficiency List.

C. Report Forms - The contractor shall design all forms to be used in the Quality Control Program. A copy of all forms shall be included with the Quality Control Plan. The forms shall be designed to assist in the control of the quality. The following minimum requirements are listed for specific reports:



1. Quality Control Daily Report: Reports are required for each day that work is performed and for every seven consecutive calendar days of no work and on the last day of a no-work period. Account for each calendar day throughout the life of the Contract. The reporting of work shall be identified by terminology consistent with the construction schedule. Quality Control Daily Reports are to be prepared, signed and dated by the QCM and shall contain the following information:

a. Date of report, report number, Contract Number, and Contract Title. b. Identify Schedule Activity No., Submittal # and list equipment/material received

each day that is incorporated into the job. c. Indicate if Preparatory Phase work was performed today (Yes/No checkboxes). d. If Preparatory Phase work was performed today (including on-site and off-site

work), identify its Schedule Activity Number and Definable Feature of Work. The Index number is a cross reference to the Preparatory Phase Checklist. An example of the Index number is: 0025-P01, where "0025" is the Quality Control Daily Report Number, "P" indicates Preparatory Phase, and "01" is the Preparatory Phase Checklist number(s) for this date. Each entry in this Section shall be accompanied with a corresponding Preparatory Phase Checklist.

e. Indicate if Initial Phase work was performed today (Yes/No checkboxes). f. If Initial Phase work was performed today (including on-site and off-site work),

identify its Schedule Activity Number and Definable Feature of Work. The Index Number is a cross reference to the Initial Phase Checklist. An example of the Index Number is: 0025-I01, where "0025" is the Quality Control Daily Report Number, "I" indicates Initial Phase, and "01" is the Initial Phase Checklist number(s) for this date. Each entry in this Section shall be accompanied with a corresponding Initial Phase Checklist.

g. Results of the Follow-up Phase inspections held today (including on-site and off-site work), including Schedule Activity Number, location of definable feature of work, Specification Sections, etc. Indicate in the report for this definable feature of work that the work complies with the Contract as approved in the Initial Phase, work complies with safety requirements, and that required testing has been performed. Include a list of who performed the tests.

h. List the rework items identified, but not corrected by close of business, along with its associated Schedule Activity Number.

i. List the rework items corrected from the rework items list along with the corrective action taken and its associated Schedule Activity Number.

j. Include a "remarks" section in this report that shall contain pertinent information including but not limited to:

1) Directions received. 2) Quality control problem areas. 3) Deviations from the QC plan. 4) Construction deficiencies encountered. 5) QC meetings held,. 6) Acknowledgement that record drawings, specifications, O & M data, and

Warranty Manuals, have been updated. 7) Corrective direction given by the QC Organization and corrective action

taken by the Contractor.



8) For each remark given, identify the Schedule Activity Number that is associated with the remark.

k. Quality Control Daily Report certification, signature and date.

2. Preparatory Phase Report: Each Definable Feature of Work that is in the Preparatory Phase shall have this report filled out for it. The report shall be identified by terminology consistent with the construction schedule. Attach this report to the Quality Control Daily Report of the same date.

a. Specification Section, date of report, and Contract number shall be filled out. Duplicate this information in the header of the second page of the report.

b. Definable Feature of Work, Schedule Activity Number and Index Number entry and format shall match entry in the Preparatory Phase section of the Quality Control Daily Report. Duplicate this information in the header of the second page of the report.

c. Personnel Present: Indicate the number of hours of advance notice that was given to the COTR and indicate (Yes/No checkboxes) whether or not the COTR was notified. Indicate the Names of Preparatory Phase Meeting attendees, their position and their company affiliation.

d. Submittals: Indicate if submittals have been approved (Yes/No checkboxes), if no indicate what has not been submitted. Are materials on hand (Yes/No checkboxes) and if not, what items are missing. Check delivered material/equipment against approved submittals and comment as required.

e. Material Storage: Indicate if materials/equipment is stored properly (Yes/No checkboxes) and if not, what action is/was taken.

f. Specifications: Review and comment on Specification Paragraphs that describe the material/equipment, procedure for accomplishing the work and clarify any differences.

g. Preliminary Work & Permits: Ensure preliminary work is in accordance with the contract documents and necessary permits are on file, if not, describe the action taken.

h. Testing: Identify who performs tests, the frequency, and where tests are to occur. Review the testing plan, report abnormalities, and if the test facilities have been approved.

i. Discuss Control Procedures that shall be employed to consistently obtain the required specified quality.

j. Safety: Indicate if the activity hazard analysis has been approved (Yes/No checkboxes) and comment on the review of the applicable portions of the Construction Safety Manual.

k. Meeting Comments: Note comments and remarks during the Preparatory Phase Meeting that was not addressed in previous sections of this checklist.

l. Other Items or Remarks: Note any other remarks or items that were a result of the Preparatory Phase.

m. QCM shall sign and date the report.

3. Initial Phase Report: Complete this report for each Definable Feature of Work that is in the Initial Phase. The report shall be identified by terminology consistent with the



construction schedule. Attach this report to the Quality Control Daily Report of the same date.

a. Specification Section, date of report, and Contract number shall be entered. b. Definable Feature of Work, Schedule Activity Number and Index Number entry

and format shall match entry in the Initial Phase section of the Quality Control Daily Report.

c. Personnel Present: Indicate the number of hours of advance notice that was given to the COTR and indicate (Yes/No checkboxes) whether or not the COTR was notified. Indicate the Names of Initial Phase Meeting attendees, their position and company/Authority they are with.

d. Control Procedures: Comment on control procedures identified at Preparatory Phase of Control and assurance that work is in accordance with plans, specifications and submittals. Control procedures not producing the required compliance shall be adjusted until the procedures consistently obtain the required quality.

e. Preliminary Work: Ensure preliminary work being placed is in compliance and if not, what action is/was taken.

f. Workmanship: Identify where initial work is located; if a sample panel is required (Yes/No checkboxes); is the initial work the sample (Yes/No checkboxes); and if Yes, describe the panel location and precautions taken to preserve the sample.

g. Resolution: Comment on any differences and the resolutions reached. h. Check Safety: Comment on the safety review of the job conditions. i. Other: Note any other remarks or items that were a result of the Initial Phase. j. QCM shall sign and date the report.

D. Reports from the QC Specialist(s): Reports are required for each day that work is performed in their area of responsibility. QC specialist reports shall include the same documentation requirements as the Quality Control Daily Report for their area of responsibility. QC specialist reports are to be prepared, signed and dated by the QC specialists and shall be attached to the Quality Control Daily Report prepared for the same day.

E. Testing Log: As tests are performed, the QCM shall record on the "Testing Log" the date the test was conducted, the date the test results were forwarded to the COTR, remarks and acknowledgement that an accredited or Contracting Officer approved testing laboratory was used. Forward a copy of the updated "Testing Plan and Log" on the last day of each month. Do not attach to the Quality Control Daily Report.

F. Deficiency Log: The QCM shall maintain a list of work that does not comply with the Contract, identifying what items need to be reworked, the date the item was originally discovered, the date the item shall be corrected by, and the date the item was corrected. There is no requirement to report a rework item that is corrected the same day it is discovered. Provide a copy of the deficiency log to the COTR at the weekly progress meeting. The Contractor shall be responsible for including on this list items needing rework including those identified by the COTR.

G. Special Inspection Control Log: Contractor shall maintain a Special Inspection Control Log chronologically recording each Special test and inspection performed under the USBC, or other agencies having jurisdiction on-site, including the nature of the test or inspection, the date



performed, the results, causes for rejection, corrective action taken, and dates of subsequent tests and final acceptance.

H. Test Reports: Contractor shall be responsible for establishing a system that shall record all tests results. Information on test designation, location, date of test, specification requirements, results and retest results, causes for rejection and recommended remedial actions shall be documented. A copy of the test results shall be sent directly from the Agency performing the testing services to COTR. A copy of any failing report shall be sent immediately. All test reports shall be reviewed and signed by a professional engineer, licensed in the Commonwealth of Virginia.

I. Signoff Sheets: Contractor shall be responsible for establishing a system of signoff sheets certifying that all work required before the construction or startup of critical work elements has been constructed and installed according to the plans and specifications.

J. Monthly Deficiency Report: Contractor shall submit a monthly deficiency report to COTR identifying all substandard tests and inspections taken during the month including the nature of the test or inspection, location and nature of defects, causes for rejection, and remedial actions taken or proposed for any open items on prior deficiency reports including the date scheduled for resolution of the item.

K. Record Drawings: The QCM is required to ensure the record drawings, required by Division 01 Section "Project Record Documents," are kept current on a daily basis and marked to show deviations which have been made from the construction drawings. Ensure each deviation has been identified with the appropriate modifying documentation (e.g. CN No., Modification No., Request for Information No., etc.). The QCM or QC specialist assigned to an area of responsibility shall initial each deviation and each revision. Upon completion of work, the QCM shall furnish a certificate attesting to the accuracy of the record drawings prior to submission to the COTR.

L. Operation, Maintenance, and Warranty Manuals: The QCM shall ensure that the Operation and Maintenance data required by Division 01 Section “Operation and Maintenance Data” and the Warranties specified in Division 01 Section “Project Closeout” are inserted on a daily basis in the appropriate sections of the approved formatted manuals after they have been approved by the COTR.

M. Materials Receiving Inspection Report: Contractor shall establish a formal materials receiving inspection program to verity material compliance to approved Shop Drawings, approved submittals, and the contract plans and specifications.

1.20 NOTIFICATION ON NON-COMPLIANCE

A. The COTR will notify the Contractor of any detected non-compliance with the foregoing requirements. The Contractor shall take immediate corrective action after receipt of such notice. Such notice, when delivered to the Contractor at the work site, shall be deemed sufficient for the purpose of notification. If the Contractor fails or refuses to comply promptly, the Contracting Officer may:



1. Issue an order stopping all or part of the work until satisfactory corrective action has been taken. The Contractor shall make no part of the time lost due to such stop orders the subject of a claim for extension of time for excess costs or damages.

2. Repair, replace or otherwise remedy the defective work at the Contractor’s expense. Cost incurred by the Authority to correct defective work shall be deducted from the total amount due the Contractor.

3. Withhold an amount from the payment due the Contractor as may be deemed necessary at the discretion of the Contracting Officer.

4. Terminate the Contractor’s right to proceed for Default after providing required notice.

B. In cases where implementation of the Quality Control Program does not comply with the Contractor’s Quality Control Plan or the contract provisions. Or Contractor fails to properly operate and maintain an effective Quality Control Program, the Contracting Officer may:

1. Order the Contractor to replace ineffective or unqualified Quality Control Personnel or subcontractors.

2. Issue an order stopping all or part of the work until acceptable personnel are on site and a new Quality Control Plan is approved by the COTR. The Contractor shall make no part of the time lost due to such stop orders the subject of claim for extension of time for excess costs or damages.

3. Take a credit from the contract for Quality Control Activities not performed. 4. Terminate the Contractors right to proceed for Default after providing required notice.

C. The Contractor shall maintain a detailed record of every non-compliance and corrective action taken.





REFERENCES 014200 - 1

SECTION 014200 - REFERENCES

PART 1 - GENERAL



1.2 SUMMARY

A. This Section defines many of the terms used elsewhere in the Construction Documents and lists complete names and telephone numbers for many of the associations and agencies identified elsewhere in the Construction Documents by their acronym.

B. Abbreviations, where not defined in the Contract Documents, will be interpreted by the Contracting Officer to mean the normal construction industry terminology.

C. Plural words will be interpreted as singular and singular words will be interpreted as plural where applicable for context of the Contract Documents.

1.3 DEFINITIONS

A. General: Basic Contract definitions are included in Sections I and II of the Authority Solicitation Offer and Award. Certain terms used in the Contract Documents are defined generally in this Article. Definitions and explanations contained in this Section are not necessarily either complete or exclusive, but are general for the Work to the extent that they may not be stated more explicitly in another element of the Contract Documents.

B. Approve: The term "approved," where used in regard to COTR's action on Contractor's submittals, applications, and requests, is limited to COTR's duties and responsibilities as delegated by the Contracting Officer in the Contract and Special Provisions.

C. Architect/Engineer: For the purpose of this Project, the "Design Professional of Record." To distinguish from the Contracting Officer and Contracting Officer's Technical Representative (COTR).

D. Authority: Metropolitan Washington Airports Authority

E. Award: The acceptance, by the Authority, of the successful offeror's proposal.

F. Award Date: The date on which the Authority gives notice of acceptance to the successful offeror.

G. AOA (or A.O.A.): Air Operations Area. The area of the Airport used or intended to be used for landing, taking off, surface maneuvering, loading, unloading, or servicing aircraft. This security area requires security badging. Workers in this area are required to obtain and display an AOA



photo I.D. credential. Drivers in this area are required to obtain an Airport Vehicle Operator's Permit for the Air Operations Area.

H. Beneficial Use: Use by the Authority prior to 100 percent completion and final acceptance.

I. Contract Documents: Documents containing requirements of the Work. These include all Contract provisions and attachments made thereto or referenced therein.

J. Contract Provisions: The administrative and procedural requirements starting at Award Date and ending at Final Acceptance, as provided for in Section VII, "Contract Provisions."

K. Contract Time or Duration (Time Limit): The number of calendar days established in Section III, "Schedule," indicating the time allowed for the completion of all physical and administrative work contemplated in the Contract, including any authorized extensions thereto.

L. Contracting Officer's Technical Representative (COTR): The Contracting Officer's designated representative, as defined in Section VII, "Contract Provisions."

M. Contractor: Individual, partnership, corporation or joint venture under Contract to the Authority for performance of prescribed Work.

N. Drawings: Erection/installation/construction plans, or any other supplementary plans or similar graphic data, illustrating work to be performed that are provided to Contractor as part of the Contract Documents.

O. Directed: A command or instruction by the Authority. Other terms including "requested," "authorized," "selected," "required," and "permitted" have the same meaning as "directed."

P. Final Acceptance: Refer to Division 01 Section "Project Closeout."

Q. "Indicated": Requirements expressed by graphic representations or in written form on drawings, in Specifications, and in other Contract Documents. Other terms including "shown," "noted," "scheduled," and "specified" have the same meaning as "indicated."

R. "Regulations": Laws, ordinances, statutes, and lawful orders issued by authorities having jurisdiction, and rules, conventions, and agreements within the construction industry that control performance of the Work.

S. "Furnish": Supply and deliver to Project site, ready for unloading, unpacking, assembly, installation, and similar operations.

T. "Install": Operations at Project site including unloading, temporarily storing, unpacking, assembling, erecting, placing, anchoring, applying, working to dimension, finishing, curing, protecting, cleaning, and similar operations.

U. "Provide": Furnish and install, complete and ready for the intended use.

V. "Installer": Contractor or another entity engaged by Contractor as an employee, Subcontractor, or Sub-subcontractor, to perform a particular construction operation, including installation, erection, application, and similar operations.



1. Using a term such as "carpentry" does not imply that certain construction activities must be performed by accredited or unionized individuals of a corresponding generic name, such as "carpenter." It also does not imply that requirements specified apply exclusively to trades people of the corresponding generic name.

W. "Experienced": When used with an entity, "experienced" means having successfully completed a minimum of ten previous projects similar in size and scope to this Project; being familiar with special requirements indicated; and having complied with requirements of authorities having jurisdiction.

X. "Project Site": Space available for performing construction activities. The extent of Project site is indicated.

Y. Punch list Work: Minor corrective actions required to achieve "Final Acceptance." Occurs after "Substantial Completion" of the Work in strict compliance with quality-control requirements.

Z. Roadway: General term denoting a public way for purposes of vehicular travel, including the entire area within the right-of-way.

AA. Special Provisions: For the purpose of this Contract, the directions and requirements provided for in Section VI of the Contract Documents.

BB. Shop Drawings: Refer to Division 01 Section "Submittals."

CC. Specifications: General term comprising all directions, provisions and requirements contained herein, together with any other contractual requirements such as may be added or adopted as the Contract Provisions, Special Provisions, or Supplementary Conditions, all of which are necessary for the proper performance of the Contract.

DD. Substantial Completion: Refer to Division 01 Section "Project Closeout."

EE. Factory-Authorized Service Representative: An authorized representative of a manufacturer who is trained and approved by the manufacturer to inspect and approve the installation of manufacturer’s products and that are similar in material, design, and extent to those indicated for this Project and who is authorized by the manufacturer to confirm the issuance of appropriate warranties.

1.4 INDUSTRY STANDARDS

A. Applicability of Standards: Unless the Contract Documents include more stringent requirements, applicable construction industry standards have the same force and effect as if bound or copied directly into the Contract Documents to the extent referenced. Such standards are made a part of the Contract Documents by reference.

B. Publication Dates: Comply with standards in effect as of date of the Contract Documents, unless otherwise indicated.



C. Conflicting Requirements: Refer to Division 01 Section "Quality Requirements" for additional information regarding conflicting requirements.

1. Minimum Quantity or Quality Levels: The quantity or quality level shown or specified shall be the minimum provided or performed. The actual installation may comply exactly with the minimum quantity or quality specified, or it may exceed the minimum within reasonable limits. To comply with these requirements, indicated numeric values are minimum or maximum, as appropriate, for the context of requirements. Refer uncertainties to COTR for a decision before proceeding.

D. Copies of Standards: Each entity engaged in construction on Project shall be familiar with industry standards applicable to its construction activity. Copies of applicable standards are not bound with the Contract Documents.

1. Where copies of standards are needed to perform a required construction activity, obtain copies directly from publication source and make them available on request.

E. Abbreviations and Acronyms for Standards and Regulations: Where abbreviations and acronyms are used in Specifications or other Contract Documents, they shall mean the recognized name of the standards and regulations in the following list. Names, telephone numbers, and Web site addresses are subject to change and are believed to be accurate and up-to-date as of the date of the Contract Documents.

ADAAG Americans with Disabilities Act (ADA) (800) 872-2253 Accessibility Guidelines for Buildings and Facilities (202) 272-0080 Available from Access Board www.access-board.gov CFR Code of Federal Regulations (888) 293-6498 Available from Government Printing Office (202) 512-1530 www.access.gpo.gov/nara/cfr CRD Handbook for Concrete and Cement (601) 634-2355 Available from Army Corps of Engineers Waterways Experiment Station www.wes.army.mil DOD Department of Defense Military Specifications and Standards (215) 697-6257 Available from Department of Defense Single Stock Point www.dodssp.daps.mil DSCC Defense Supply Center Columbus (See FS) FED-STD Federal Standard (See FS) FS Federal Specification (215) 697-6257 Available from Department of Defense Single Stock Point.

www.dodssp.daps.mil

http://www.access-board.gov/

http://www.access.gpo.gov/nara/cfr

http://www.wes.army.mil/

http://www.dodssp.daps.mil/




Available from General Services Administration www.fss.gsa.gov

(202) 501-1021

Available from National Institute of Building Sciences

www.nibs.org (202) 289-7800

FTMS Federal Test Method Standard (See FS) ICC-ES ICC Evaluation Service, Inc. (800) 423-6587 www.icc-es.org MIL See MILSPEC MS MIL See MILSPEC MILSPEC Military Specification and Standards (215) 697-6257 Available from Department of Defense Single Stock Point www.dodssp.daps.mil MUTCD Manual on Uniform Traffic Control Devices

Department of Transportation Federal Highway Administration (See FHA. Located in Paragraph Federal Government Agencies").

UFAS Uniform Federal Accessibility Standards (800) 872-2253 Available from Access Board (202) 272-0080 www.access-board.gov

1.5 ABBREVIATIONS AND ACRONYMS

A. Industry Organizations: Where abbreviations and acronyms are used in Specifications or other Contract Documents, they shall mean the recognized name of the entities in the following list. Names, telephone numbers, and Web site addresses are subject to change and are believed to be accurate and up-to-date as of the date of the Contract Documents.

AASHTO American Association of State Highway and (202) 624-5800 Transportation Officials http://www.transportation.org ACI ACI International (248) 848-3700 (American Concrete Institute) www.aci-int.org ACPA American Concrete Pipe Association (972) 506-7216 http://www.concrete-pipe.org AGC Associated General Contractors of America (The) (703) 548-3118 www.agc.org

http://www.fss.gsa.gov/

http://www.nibs.org/

http://www.icc-es.org/


http://www.access-board.gov/

http://www.transportation.org/

http://www.aci-int.org/

http://www.concrete-pipe.org/

http://www.agc.org/



AI Asphalt Institute (859) 288-4960 http://www.asphaltinstitute.org ALCA Associated Landscape Contractors of America (800) 395-2522 www.alca.org (703) 736-9666 ANSI American National Standards Institute (202) 293-8020 www.ansi.org AOSA Association of Official Seed Analysts (505) 522-1437 Http://www.aosaseed.com ASCE American Society of Civil Engineers (800) 548-2723 www.asce.org (703) 295-6300 ASTM ASTM International (610) 832-9585 (American Society for Testing and Materials International) www.astm.org AWS American Welding Society (800) 443-9353 www.aws.org (305) 443-9353 AWWA American Water Works Association (800) 926-7337 www.awwa.org (303) 794-7711 CPPA Corrugated Polyethylene Pipe Association (800) 510-2772 http://www.cppa-info.org (202) 462-9607 CRSI Concrete Reinforcing Steel Institute (847) 517-1200 www.crsi.org CSI Construction Specifications Institute (The) (800) 689-2900 www.csinet.org (703) 684-0300 EJCDC Engineers Joint Contract Documents Committee (800) 548-2723 www.asce.org (703) 295-6300 EJMA Expansion Joint Manufacturers Association, Inc. (914) 332-0040 www.ejma.org GSI Geosynthetic Institute (610) 522-8440 www.geosynthetic-institute.org ICEA Insulated Cable Engineers Association, Inc. (770) 830-0369 www.icea.net ICRI International Concrete Repair Institute, Inc. (847) 827-0830 www.icri.org

http://www.asphaltinstitute.org/

http://www.alca.org/

http://www.ansi.org/

http://www.aosaseed.com/

http://www.asce.org/

http://www.astm.org/

http://www.aws.org/

http://www.awwa.org/

http://www.cppa-info.org/

http://www.crsi.org/

http://www.csinet.org/

http://www.asce.org/

http://www.ejma.org/

http://www.geosynthetic-institute.org/

http://www.icea.net/

http://www.icri.org/



IEEE Institute of Electrical and Electronics Engineers, Inc. (The) (212) 419-7900 www.ieee.org IESNA Illuminating Engineering Society of North America (212) 248-5000 www.iesna.org ISO International Organization for Standardization 41 22 749 01 11 www.iso.ch NCMA National Concrete Masonry Association (703) 713-1900 www.ncma.org NCTA National Cable & Telecommunications Association (202) 775-3550 www.ncta.com NECA National Electrical Contractors Association (301) 657-3110 http://www.necanet.org/ NEMA National Electrical Manufacturers Association (703) 841-3200 www.nema.org NETA InterNational Electrical Testing Association (303) 697-8441 www.netaworld.org NFPA NFPA (800) 344-3555 www.nfpa.org (617) 770-3000 NRMCA National Ready Mixed Concrete Association (888) 846-7622 www.nrmca.org (301) 587-1400 PCI Precast/Prestressed Concrete Institute (312) 786-0300 www.pci.org PDI Plumbing & Drainage Institute (800) 589-8956 www.pdionline.org (978) 557-0720 SAE SAE International (724) 776-4841 www.sae.org UL Underwriters Laboratories Inc. (800) 285-4476 www.ul.com (847) 272-8800 UNI Uni-Bell PVC Pipe Association (972) 243-3902 www.uni-bell.org USGBC U.S. Green Building Council (202) 828-7422 www.usgbc.org

B. Code Agencies: Where abbreviations and acronyms are used in Specifications or other Contract Documents, they shall mean the recognized name of the entities in the following list. Names,

http://www.ieee.org/

http://www.iesna.org/

http://www.iso.ch/

http://www.ncma.org/

http://www.ncta.com/

http://www.necanet.org/

http://www.nema.org/

http://www.netaworld.org/

http://www.nfpa.org/

http://www.nrmca.org/

http://www.pci.org/

http://www.pdionline.org/

http://www.sae.org/

http://www.ul.com/

http://www.uni-bell.org/

http://www.usgbc.org/



telephone numbers, and Web site addresses are subject to change and are believed to be accurate and up-to-date as of the date of the Contract Documents.

IAPMO International Association of Plumbing and Mechanical Officials (909) 472-4100 www.iapmo.org ICBO International Conference of Building Officials (See ICC) ICBO ES ICBO Evaluation Service, Inc. (See ICC-ES) ICC International Code Council (703) 931-4533 (Formerly: CABO - Council of American Building Officials) www.iccsafe.org ICC-ES ICC Evaluation Service, Inc. (800) 423-6587 www.icc-es.org (562) 699-0543

C. Federal Government Agencies: Where abbreviations and acronyms are used in Specifications or other Contract Documents, they shall mean the recognized name of the entities in the following list. Names, telephone numbers, and Web site addresses are subject to change and are believed to be accurate and up-to-date as of the date of the Contract Documents.

CE Army Corps of Engineers www.usace.army.mil CPSC Consumer Product Safety Commission (800) 638-2772 www.cpsc.gov (301) 504-0990 DOC Department of Commerce (202) 482-2000 www.doc.gov EPA Environmental Protection Agency (202) 260-2090 www.epa.gov FAA Federal Aviation Administration (202) 366-4000 www.faa.gov FCC Federal Communications Commission (202) 225-5322 www.fcc.gov FDA Food and Drug Administration (888) 463-6332 www.fda.gov FHA Federal Highway Administration (410) 962-0093 www.fhwa.dot.gov

http://www.iapmo.org/

http://www.iccsafe.org/

http://www.icc-es.org/

http://www.usace.army.mil/

http://www.cpsc.gov/

http://www.doc.gov/

http://www.epa.gov/

http://www.faa.gov/

http://www.fcc.gov/

http://www.fda.gov/

http://www.fhwa.dot.gov/



GSA General Services Administration (202) 708-5082 www.gsa.gov NIST National Institute of Standards and Technology (301) 975-6478 www.nist.gov OSHA Occupational Safety & Health Administration (800) 321-6742 www.osha.gov (202) 693-1999 PBS Public Building Service (See GSA) PHS Office of Public Health and Science (202) 690 7694 phs.os.dhhs.gov TRB Transportation Research Board (202) 334-2934 www.nas.edu/trb TSA Transportation Security Administration 1(866)-289-9673 www.tsa.gov/public/index.jsp USDA Department of Agriculture (202) 720-2791 www.usda.gov

D. State Government Agencies: Where abbreviations and acronyms are used in Specifications or other Contract Documents, they shall mean the recognized name of the entities in the following list. Names, telephone numbers, and Web site addresses are subject to change and are believed to be accurate and up-to-date as of the date of the Contract Documents.

DCR Virginia Department of Conservation and Recreation (804) 786-1712 http://www.dcr.state.va.us VDH Virginia Department of Health (540) 829-7340 Culpepper District www.vdh.state.va.us USBC The Virginia Statewide Building Code (USBC)

The Commonwealth of Virginia – Uniform Statewide Building Code

(804) 371- 7160

VDHCD Virginia Department of Housing and Community Development Division of Building and Fire Regulation 501 North 2nd Street Richmond, VA 23219-1321

VDOT Virginia Department of Transportation (703) 383-8368

http://www.gsa.gov/

http://www.nist.gov/

http://www.osha.gov/

http://phs.os.dhhs.gov/

http://www.nas.edu/trb

http://www.usda.gov/

http://www.dcr.state.va.us/

http://www.vdh.state.va.us/



www.virginiadot.org VDEQ Virginia Department of Environmental Quality 1-800-592-5482 www.deq.state.va.us

1.6 GOVERNING REGULATIONS/AUTHORITIES

A. Contact authorities having jurisdiction directly for information and decisions having a bearing on the work. Names and addresses are subject to change; they are believed to be but are not assured to be accurate and up to date as of the date of the Contract Documents.

B. Codes: The contractor shall adhere to all applicable portions of code standards and specifications in the construction of the work. Unless otherwise noted (reference Division 01 Section “Quality Requirements”), the Authority will review the Contractor’s submittals and construction of the work for code compliance. The Authority’s acceptance of completed construction does not relieve the Contractor from strict compliance with all applicable regulations and codes. 1. Definition: The Metropolitan Washington Airports Authority has a “building department”

recognized by the Commonwealth of Virginia. This department is charged with enforcing the Virginia Uniform Statewide Building Code (VUSBC). Where the words “code official”, “department having jurisdiction” or “agency having jurisdiction” is referenced in any code, including the VUSBC or its adopted model codes (ICC), those terms shall mean the Authority Building Official and/or his designated representative.

2. Standards that influence the construction of the project include, but are not limited to, all applicable federal and Commonwealth laws, all applicable codes, rules, regulations and standards applicable to this project.




http://www.virginiadot.org/

http://www.deq.state.va.us/


TEMPORARY FACILITIES AND CONTROLS 015000 - 1

SECTION 015000 - TEMPORARY FACILITIES AND CONTROLS

PART 1 - GENERAL


A. Drawings and Contract Provisions, Special Provisions, Supplementary Conditions, and other Division 01 Specification Sections apply to this Section.

1.2 SUMMARY

A. This Section includes requirements for temporary facilities and controls, including temporary utilities, support facilities, security, and protection facilities for Contractor staging area.

B. Temporary utilities include, but are not limited to, the following:

1. Sewers and drainage. 2. Water service and distribution. 3. Sanitary facilities, including toilets, wash facilities, and drinking-water facilities. 4. Heating and cooling facilities. 5. Ventilation. 6. Electric power service. 7. Telephone and other communication services.

C. Support facilities include, but are not limited to, the following:

1. Temporary roads and paving. 2. Dewatering facilities and drains. 3. Project identification and temporary signs. 4. Waste disposal facilities. 5. Field offices. 6. Storage and fabrication sheds. 7. Construction aids and miscellaneous services and facilities.

D. Security and protection facilities include, but are not limited to, the following:

1. Environmental protection. 2. Storm water control. 3. Site enclosure fence. 4. Security enclosure and lockup. 5. Barricades, warning signs, and lights.

E. Related Sections include the following:

1. Division 01 Section "Submittals" for procedures for submitting copies of implementation and termination schedule and utility reports.



1.3 DEFINITIONS

A. Permanent Enclosure: As determined by COTR, permanent or temporary roofing is complete, insulated, and weather tight; exterior walls are insulated and weather tight; and all openings are closed with permanent construction or substantial temporary closures.

1.4 USE CHARGES

A. General: Temporary utilities are available from the Authority at no charge unless otherwise noted. Provide necessary labor and materials to connect to the Authority's utilities at points designated by COTR and extend utilities to trailers, offices, sheds, etc.

1. Provide COTR approved meters for water, natural gas, electricity, and each other utility used for Project. Supply utilities to Subcontractors' temporary facilities through Contractor's meters. The requirement to provide meters for utilities does not imply that the Contractor will be charged for these utilities, except under provisions outlined in this and other Sections.

2. Report consumption of each utility to COTR each month. Contractor is expected to consume reasonable amounts of each utility. Should Contractor, in COTR's opinion, use excessive amounts of any utility or waste a utility, Contractor may be required to pay for temporary utilities.

B. Allow other entities to use temporary services and facilities without cost, including, but are not limited to, the following:

1. The Authority’s construction forces. 2. Occupants of Project. 3. COTR. 4. Architect/Engineer. 5. Testing agencies. 6. Personnel of authorities having jurisdiction.

1.5 SUBMITTALS

A. Shop Drawings: Submit to COTR, for the Authority's review and approval, site plans indicating all temporary facilities, support and security; utility connections and traffic flows. Provide detailed drawings of utility connections and special facilities.

B. Temporary Utility Reports: Submit reports of tests, inspections, meter readings, and similar procedures performed on temporary utilities at both staging area and the Project site. Make all structures weather proof when heated and air-conditioned. Should Contractor, in COTR's opinion fail to keep the heated and cooled structures sealed and weather proof, Contractor may be required to pay for temporary utilities.

C. Implementation and Termination Schedule: Within 15 calendar days of date established for submittal of Contractor's first Construction Schedule, submit a schedule indicating implementation and termination of each temporary utility.




A. Regulations: Comply with industry standards and applicable laws and regulations of authorities having jurisdiction, that include but are not limited to, the following:

1. Building Code requirements. 2. Health and safety regulations. 3. Police and Fire Department regulations. 4. Environmental protection regulations. 5. ADA Compliance: All temporary facilities shall be ADA compliant.

B. Standards: Comply with ANSI A10.6, NECA's "Temporary Electrical Facilities," and NFPA 241.

1. Trade Jurisdictions: Assigned responsibilities for installation and operation of temporary utilities are not intended to interfere with trade regulations and union jurisdictions.

2. Electrical Service: Comply with NECA, NEMA, and UL standards and regulations for temporary electrical service. Install service to comply with NFPA 70.

C. Tests and Inspections: Arrange for the Authority's Building Codes/Environmental Department to test and inspect each temporary utility before use. Coordinate with the Authority’s Building Codes/Environmental Department for requirements for certifications, permits, and inspections.

1. Obtain permits from the Authority's Building Codes/Environmental Department for temporary construction and temporary utilities.

D. Fire-retardant and Flame Spread Requirements: Unless otherwise noted, fire – retardant treat all wood and wood composition products utilized in the Project and preservative treat all wood utilized on the exterior of any building. Preservative treat all wood utilized on other items indicated or specified with preservative treatment. Provide lumber and plywood with an Underwriters’ Laboratory (UL) stamp certifying a value of 25 or less flame spread and a value of 200 or less smoke development. Fire retardant lumber shall not be ripped or milled.

1.7 PROJECT CONDITIONS

A. Temporary Utilities: At earliest feasible time, when acceptable to COTR, change over from use of temporary service to use of permanent service.

1. Temporary Use of Permanent Facilities: Installer of each permanent service shall assume responsibility for operation, maintenance, and protection of each permanent service during its use as a construction facility before the Authority's acceptance, regardless of previously assigned responsibilities.

B. Conditions of Use: The following conditions apply to use of temporary services, permanent services, and facilities by all parties engaged in the Work:

1. Keep temporary services and facilities clean and neat. 2. Relocate temporary services and facilities as required by progress of the Work. 3. Take necessary fire-prevention measures. 4. Do not overload facilities.



5. Do not allow hazardous, dangerous, or unsanitary conditions, or public nuisances to develop or persist on-site.

1.8 CONTRACTOR PERSONNEL PARKING

A. The Contractor's personnel will be allowed to park their personal vehicles in staging areas or in areas designated by COTR. Such designated parking areas are not necessarily fenced or otherwise protected, and temporary fencing for such parking areas is a requirement of this Contract.

PART 2 - PRODUCTS

2.1 MATERIALS

A. General: Provide new materials. Undamaged, previously used materials in serviceable condition may be used if approved by COTR. Provide materials suitable for use intended.

B. Water: Potable.

C. Temporary Fuel Tanks: For requirements for temporary fuel tanks see Division 31 Section “Storm Water Pollution Protection Plan.” Comply with applicable safety and environmental regulations for temporary surface fuel tanks. Location and installation of tanks will be subject to review and approval of COTR and the Authority's Fire Marshal.

2.2 EQUIPMENT

A. General: Provide new equipment suitable for use intended. If acceptable to COTR, undamaged, previously used equipment in serviceable condition may be used.

B. Field Offices: Prefabricated with lockable entrances, operable windows, and serviceable finishes; heated and air conditioned; on foundations adequate for normal loading, and provided with proper tie-downs.

C. Self-Contained Toilet Units: Single-occupant units of chemical, aerated re-circulation, or combustion type; vented; fully enclosed with a glass-fiber-reinforced polyester shell or similar nonabsorbent material.

D. Drinking-Water Fixtures: Containerized, tap-dispenser, bottled-water drinking-water units, including paper cup supply.

1. Where power is accessible, provide electric water coolers to maintain dispensed water temperature at 45 to 55 deg F.

E. Heating Equipment: Unless COTR authorizes use of permanent heating system, provide temporary heating units with individual space thermostatic control.



1. Use of gasoline-burning space heaters, open-flame heaters, or salamander-type heating units is prohibited.

2. Heating Units: Listed and labeled, by a testing agency acceptable to authorities having jurisdiction, and marked for intended use for type of fuel being consumed.

F. Electrical Outlets: Properly configured, NEMA-polarized outlets that will prevent insertion of 110v or 120v plugs into higher-voltage outlets, and equipped with ground-fault circuit interrupters with reset button.

G. Power Distribution System Circuits: Where permitted, overhead, and visible wiring circuits, not exceeding 125-V ac, 20-A rating, and lighting circuits may be nonmetallic-sheathed cable.

H. Electrical Power Cords: Provide grounded extension cords; use hard-service as defined by NFPA 70, Article 400, where exposed to abrasion and traffic. If single lengths of extension cords will not reach areas where construction activities are in progress provide waterproof connectors to connect separate lengths of electrical extension cords.

PART 3 - EXECUTION

3.1 INSTALLATION, GENERAL

A. Prior to installation of temporary facilities and utilities, submit to the COTR a site layout providing locations and details of the facilities and utilities.

B. Use qualified personnel for installation of temporary facilities. Locate facilities where they will serve Project adequately and result in minimum interference with performance of the Work. Relocate and modify facilities as required.

C. Provide each facility ready for use when needed to avoid delay. Maintain and modify as required. Do not remove until facilities are no longer needed or are replaced by authorized use of completed permanent facilities.

3.2 CONTRACTOR STAGING AREA - GENERAL

A. Contractor will be allowed to store and stage his materials in a staging area located on Airport property as indicated or as designated by the COTR for such purposes. Space is limited to area indicated. COTR and Contractor will make a joint site visit to document condition of staging area prior to occupancy. Take photos for the record.

B. Erect and maintain an 8-foot high chain link fence topped with 3-strands of barbed wire around perimeter of staging area when the fence serves as an AOA barrier as required by the FAA/TSA. A 6-foot high fence as described above, including barbed wire will be acceptable for all other applications. Protect all stored equipment from the weather. The Authority accepts no responsibility for items stored in this area.

C. Upon completion of Construction, remove all temporary staging area facilities and return the areas to their original condition.



D. Park construction equipment in the storage site or storage area identified by the COTR when equipment is not engaged in construction activity.

E. Do not stockpile construction materials, spoils, debris or refuse in any area other than that specifically approved for such purpose by the COTR.

F. Constrain stockpiled material in a manner to prevent its movement by wind, jet blast or propeller wash.

3.3 TEMPORARY UTILITY INSTALLATION

A. General: Provide temporary service for each utility required. Comply with requirements of the Authority's Building Codes Manual, the Authority's Construction Safety Manual, and the requirements of all Sections of these specifications.

1. Arrange with COTR for time when service can be interrupted, if necessary, to make connections for temporary services. For additional information on utility outages see Division 01 Section, "Summary."

2. Provide adequate capacity at each stage of construction. Before temporary utility is available, provide trucked-in services.

3. Perform work associated with utilities owned by the Authority as approved by the Authority.

4. See additional information in Contract Provisions entitled "Availability and Use of Utility Service."

B. Sewers and Drainage: If sewers are available, provide temporary connections to remove effluent that can be discharged lawfully. If sewers are not available or cannot be used, provide drainage ditches, dry wells, stabilization ponds, and similar facilities. If neither sewers nor drainage facilities can be lawfully used for discharge of effluent, provide containers to remove and dispose of effluent off-site in a lawful manner.

C. When using Authority sewers:

1. Filter out excessive soil, construction debris, chemicals, oils, and similar contaminants that might clog sewers or pollute waterways before discharge.

2. Connect temporary sewers to the Authority's system as directed by COTR. 3. Maintain temporary sewers and drainage facilities in a clean, sanitary condition. After

heavy use, restore normal conditions promptly. 4. Provide temporary filter beds, settlement tanks, separators, and similar devices to purify

effluent to levels acceptable to authorities having jurisdiction.

D. Water Service: Provide temporary water service and distribution piping in sizes and pressures adequate for construction until permanent water service is in use. Sterilize temporary water piping before use. Provide Badger Recordall, Turbo II Utility type water meter to meter all water usage for 2-inch water feed lines and above. Provide Badger Recordall bronze disc water meter for to meter all water usage for water feed lines under 2-inches. COTR will approve water meters, in writing prior to installation of water meters. Do not install water meters until written approval has been received from COTR. Provide Watts Model 909, Type RPZ backflow



preventers. Do not install backflow preventers until written approval of backflow preventers has been received from the COTR.

E. Sanitary Facilities: Provide temporary toilets, wash facilities, and drinking-water fixtures. Comply with regulations and health codes for type, number, location, operation, and maintenance of fixtures and facilities.

1. Disposable Supplies: Provide toilet tissue, paper towels, paper cups, and similar disposable materials for each facility. Maintain adequate supply. Provide covered waste containers for disposal of used material.

2. Toilets: Install self-contained toilet units, located as approved by COTR. Shield toilets to ensure privacy. Provide separate facilities for male and female personnel. Use of the Authority's existing toilet facilities will not be permitted.

3. Wash Facilities: Install wash facilities supplied with potable water at convenient locations for personnel who handle materials that require wash up. Dispose of drainage properly. Supply cleaning compounds appropriate for each type of material handled.

a. Provide safety showers, eyewash fountains, and similar facilities for convenience, safety, and sanitation of personnel.

4. Drinking-Water Facilities: Provide bottled-water, drinking-water units.

a. Where power is accessible, provide electric water coolers to maintain dispensed water temperature at 45 to 55 deg F.

5. Locate toilets and drinking-water fixtures so personnel need not walk more than 200 feet horizontally (except on airfield construction site) to facilities.

F. Electric Power Service: Provide weatherproof, grounded electric power service and distribution system of sufficient size, capacity, and power characteristics during construction period. Include meters, transformers, overload-protected disconnecting means, automatic ground-fault interrupters, and main distribution switchgear. Provide kilowatt-hour meters with demand capability.

1. Install electric power service underground, unless overhead service is authorized by COTR.

2. Connect temporary service to the Authority's existing power source, as directed by COTR.

3. Install power distribution wiring overhead and rise vertically where least exposed to damage

G. Electrical Distribution: Provide receptacle outlets adequate for connection of power tools and equipment.

1. Provide waterproof connectors to connect separate lengths of electrical power cords if single lengths will not reach areas where construction activities are in progress. Do not exceed safe length-voltage ratio.

2. Provide warning signs at power outlets other than 110 to 120 V.



3. Provide metal conduit, tubing, or metallic cable for wiring exposed to possible damage. Provide rigid steel conduits for wiring exposed on grades, floors, decks, or other traffic areas.

4. Provide metal conduit enclosures or boxes for wiring devices. 5. Provide 4-gang outlets, spaced so 100-foot extension cord can reach each area for power

hand tools and task lighting. Provide a separate 125-V ac, 20-A circuit for each outlet.

H. Lighting: Provide temporary lighting with local switching that provides adequate illumination for construction operations and traffic conditions.

1. Provide and operate temporary lighting that fulfills security and protection requirements without operating entire system.

2. Provide exterior-yard site lighting that will provide adequate illumination for construction operations, traffic conditions, and signage visibility when the Work is being performed. Provide exterior yard and site lighting aligned as directed by the COTR. Provide lighting so as not to interfere with ground, air traffic and air traffic control.

I. Telephone Service: Provide temporary telephone service for key personnel engaged in construction activities, throughout the construction period. Install telephones on separate lines for each temporary office and first aid station. Where an office has more that two occupants, install a telephone for each additional occupant or pair of occupants. Provide telephones with exchanges within the Metropolitan Washington service area. The Authority owns and operates an airport-wide Airport Communication System (ACS). This system accommodates all normal telecommunications service requirements, i.e., local, long distance, fax, data, etc. The Contractor may obtain information about and choose to utilize this service by contacting the ACS Help Desk at (703) 417-8300.

1. At each telephone, post a list of emergency telephone numbers approved by COTR. 2. Provide a portable cellular telephone for superintendent's use in making and receiving

telephone calls when away from field office.

3.4 SUPPORT FACILITIES INSTALLATION

A. General: Comply with the following:

1. Locate field offices, storage sheds, sanitary facilities, and other temporary construction and support facilities for easy access.

2. Provide incombustible construction for offices, shops, and sheds located within construction area or within 30 feet of building lines. Comply with NFPA 241 and USBC.

B. Dewatering Facilities and Drains: Comply with requirements in applicable Division 31 and Division 32 Sections for temporary drainage and dewatering facilities and operations not directly associated with construction activities included in individual Sections. Where feasible, use same facilities. Maintain Project site, excavations, and construction free of water.

1. Dispose of rainwater in a lawful manner that will not result in flooding Project or adjoining property nor endanger permanent Work or temporary facilities.

2. Before connection and operation of permanent drainage piping system, provide temporary drainage where roofing or similar waterproof deck construction is completed.



3. Remove snow and ice as required to minimize accumulations.

C. Waste Disposal Facilities: Provide waste-collection containers in sizes adequate to handle waste from construction operations. Containerize and clearly label hazardous, dangerous, or unsanitary waste materials separately from other waste. Comply with Division 01 Section "Execution " for progress cleaning requirements.

1. If required by COTR, provide separate containers, clearly labeled, for each type of waste material to be deposited.

2. Develop a waste management plan for Work performed on Project. Indicate types of waste materials Project will produce and estimate quantities of each type. Provide detailed information for on-site waste storage and separation of recyclable materials. Provide information on destination of each type of waste material and means to be used to dispose of all waste materials.

D. Janitorial Services: Provide janitorial services on a daily basis for temporary offices, first-aid stations, toilets, wash facilities, lunchrooms, and similar areas.

3.5 SECURITY AND PROTECTION FACILITIES INSTALLATION

A. Environmental Protection: Provide protection, operate temporary facilities, and conduct construction in ways and by methods that comply with environmental regulations and that minimize possible air, waterway, and subsoil contamination or pollution or other undesirable effects. Avoid using tools and equipment that produce harmful noise. Restrict use of noisemaking tools and equipment to hours of 11:00 p.m. to 5:00 a.m., unless directed otherwise by the COTR, which will minimize complaints from persons or firms near Project site.

B. Storm water Control: Provide earthen embankments and similar barriers in and around excavations and sub grade construction, sufficient to prevent flooding by runoff of storm water from heavy rains.

C. Barricades, Warning Signs, and Lights: Comply with standards and code requirements for erecting structurally adequate barricades. Paint with appropriate colors, graphics, and warning signs to inform personnel and public of possible hazard. Where appropriate and needed, provide lighting, including flashing red or amber lights. See the Authority's Construction Safety Manual for additional requirements.

D. Storage: Where materials and equipment are stored, and are of value or attractive for theft, provide secure lockup. Enforce discipline in connection with installation and release of material to minimize opportunity for theft and vandalism.

3.6 UTILITY PROVISIONS AT SOUTH STAGING AREA

A. EXISTING CONDITIONS

1. The Authority will provide at each lot in the South Staging area the following:



a. Two 2” conduits from the utility sheds, to the limits of the lot, one electrical and one telecommunications. The conduits will be capped below grade and signified by a 4” x 4” x 4’ wood stake at the limits of the lot.

b. Each lot will be allocated 100 A, 480 v 3 phase, 3 wire power. c. The power is available at the utility shed. Provide necessary conductors as

indicated in the “TELECOMMUNICATIONS” and “ELECTRICAL POWER” paragraphs below.

d. Domestic water service will be available at the limit of the lot, identified with a blue painted stake.

B. GENERAL REQUIREMENTS

1. Contractor is responsible for subdividing telecommunications, electrical and water within their assigned lot in a coordinated fashion upon mobilization. Provide a site plan for COTR review and approval. Maintain site plan up-to-date throughout the Project. Indicate on site plan trailer locations, proposed conduit runs, proposed telecom and electrical backboards, proposed water distribution and any other pertinent information. Locate and indicate existing utilities on site plan.

2. Install fence around Contractors allotted area and remove fence upon completion of Contractor’s Work. Refer to other paragraphs of this section for fencing requirements.

3. Contractor employee parking will be limited to within the allotted staging area. Provide transportation for Contractor’s employees between the work site and the staging area.

4. Water tank fill station is located on the south side of the entrance road to the Staging Area. Do not use the fire hydrants along the main staging area road for obtaining water.

5. Restore lot to its original condition upon contract conclusion.

C. TELECOMMUNICATIONS

1. The Airport Communications System (ACS) vendor will provide a pedestal or telecom backboard at the limits of the Contractor’s lot. The pedestal or telecom backboard is supplied via a communications cable installed by the ACS from the nearest utility shed to the limits of the Contractor’s lot. As the electrical and telecommunications are adjacent, excavation at the lot limits for both utilities should be completed at the same time. Determining the routing of all conduits from the telecom pedestal at the lot limits to each subcontractor trailer to avoid future cut cables. Originate all feeds within a lot at the pedestal location. Contractor’s attention is called to the fact that all telecommunications work between the utility sheds and the lot limits is the responsibility of the ACS. Should the Contractor perform any telecommunications work between the utility sheds and the lot limits, the ACS will remove work and the ACS will charge the Contractor for any cost associated with this removal of the work.

2. Provide all conduit installations either above or below ground in accordance with the Virginia Uniform Statewide Building Code and the applicable Division 26 Sections of the specification.

a. Communications cable:

1) Cable must be 24 gauge with solid, annealed, bare copper conductors 2) Conductors shall have polyolefin insulation, color coded to telephone

industry standards 3) Cable must have a black polyethylene outer jacket



4) Cable must have an aluminum or copper shield. 5) Cable must be Gel filled 6) Install in schedule 40 PVC conduits a minimum of 2” in diameter. 7) Advise the COTR of the total number of required telecom cable pairs,

including his subcontractor’s requirements, prior to any communications cable work within the lot.

3. Special telecom provisions— T1 service is available in the South Contractors lot at Contractor's expense. T1 or DSL service will be available in the Northwest Contractors Lot at the contractor’s expense. Telecom services can be ordered through the Airport Communications System vender. Please call Louise Epps at 703/417-8605 to order these services.

D. ELECTRICAL POWER

1. Conduit is provided from one of four sheds, to a location just inside each contractor lot. Extend the conduit, as required, to serve all facilities on Contractor’s site and provide cable back to shed. If power requirements greater than 100 ampere, at 480v, three phase, three – wire are required; requests for additional power will be considered on a case-by-case basis.

a. Transformers:

1) Suitable for outdoor use 2) Pad mounted with fused safety switches on the primary and secondary sides

of the transformer.

2. The Contractor is required to advise the COTR of the estimated electrical consumption including that of his subcontractors prior to provision of cable.

E. PLUMBING

1. Provide a Watts Model 909, Type RPZ backflow prevention device at each trailer. Remove plumbing work in place upon contract completion. There are no sanitary sewer provisions, use above ground tanks specifically designed for sewage holding. The Contractor at his option may use chemical or electrical toilets. Clean, pump and haul sanitary waste. Maintain a clean and odor free lot.

F. MAINTENANCE REQUIREMENTS STAGING AREA

1. Unauthorized soil and concrete stockpiles are prohibited. 2. Cover all containers and drums of any size that are stored on site and their required

secondary containment to prevent rainwater from coming in contact with the containers. Earthen berms are not permitted. Clearly label all drums and containers used to hold trash and debris “Trash”. Empty drums and containers when full. Remove all unused empty drums and containers from the site.

3. Include Contractor’s lot in the South Staging Area in the SPPP.

4. Store all fuel, petroleum based products and products potentially detrimental to the environment in aboveground tanks.

5. Aboveground storage tanks:



a. Double walled and approved for the use intended. b. Submit manufacturer’s literature to COTR for approval in writing for each such

storage tank intended for use by Contractor.

6. Store all trash, construction debris, and other debris in metal containers specifically designed for such use. Do not keep trash containers on the site for more than 90 calendar days.

7. Storage of used tires and batteries is prohibited. 8. Storage of waste oil is prohibited. 9. Only routine light equipment maintenance shall be permitted. Should Contractor require

more than routine maintenance to be performed on site, submit a work execution plan to COTR, for written approval, describing the type of maintenance and the procedures that will be implemented to protect the environment.

3.7 NOT USED

3.8 OPERATION, TERMINATION, AND REMOVAL

A. Supervision: Enforce strict discipline in use of temporary facilities. Limit availability of temporary facilities to essential and intended uses to minimize waste and abuse.

B. Maintenance: Maintain facilities in good operating condition until removal. Protect from damage caused by freezing temperatures and similar elements.

1. Maintain operation of temporary enclosures, heating, cooling, humidity control, ventilation, and similar facilities on a 24-hour basis where required to achieve indicated results and to avoid possibility of damage.

2. Prevent water-filled piping from freezing. Maintain markers for underground lines. Protect from damage during excavation operations.

C. Temporary Facility Changeover: Unless Contractor is able to utilize permanent fire protection, do not change over from using temporary security and protection facilities to permanent facilities until Substantial Completion.

D. Termination and Removal: Remove each temporary facility when need for its service has ended, when it has been replaced by authorized use of a permanent facility, or no later than Substantial Completion. Complete or, if necessary, restore permanent construction that may have been delayed because of interference with temporary facility. Repair damaged Work, clean exposed surfaces, and replace construction that cannot be satisfactorily repaired.

1. Properly recondition and restore those portions of the site occupied by temporary facilities and controls to condition acceptable to COTR, at least equal to condition at time of start of Work, unless otherwise authorized in writing by COTR.

2. Materials and facilities that constitute temporary facilities are the property of Contractor. Owner reserves right to take possession of Project identification signs.

3. Remove temporary paving not intended for or acceptable for integration into permanent paving. Where area is intended for landscape development, remove soil and aggregate fill that do not comply with requirements for fill or subsoil. Remove materials contaminated with road oil, asphalt and other petrochemical compounds, and other substances that



might impair growth of plant materials or lawns. Repair or replace roadway paving, curbs, and sidewalks at temporary entrances, as required by authorities having jurisdiction.

4. At Substantial Completion, clean and renovate permanent facilities used during construction period. Comply with final cleaning requirements in Division 01 Section "Project Closeout."



PRODUCT REQUIREMENTS 016000 - 1

SECTION 016000 - PRODUCT REQUIREMENTS

PART 1 - GENERAL



1.2 SUMMARY

A. This Section includes the following administrative and procedural requirements: selection of products for use in Project; product delivery, storage, and handling; manufacturers' standard warranties on products; special warranties; product substitutions; and comparable products.

1. This Section includes substitutions made for "or as approved by the Authority" items.

B. Related Sections include the following: 1. Division 01 Section "References" for applicable industry standards for products

specified. 2. Divisions 02 through 33 Sections for specific requirements for warranties on products

and installations specified to be warranted.

1.3 DEFINITIONS

A. Products: Items purchased for incorporating into the Work, whether purchased for Project or taken from previously purchased stock. The term "product" includes the terms "material," "equipment," "system," and terms of similar intent.

1. Named Products: Items identified by manufacturer's product name, including make or model number or other designation, shown or listed in manufacturer's published product literature that is current as of date of the Contract Documents.

2. New Products: Items that have not previously been incorporated into another project or facility ,except those products consisting of recycled-content materials are allowed, unless explicitly stated otherwise. Products salvaged or recycled from other projects are not considered new products.

3. Comparable Product: Product that is demonstrated and approved through submittal process, or where indicated as a product substitution, to have the indicated qualities related to type, function, dimension, in-service performance, physical properties, appearance, and other characteristics that equal or exceed those of specified product.

B. Substitutions: Changes in products, materials, equipment, and methods of construction from those required by the Contract Documents and proposed by Contractor.



1.4 SUBMITTALS

A. Product List: Submit a list, in tabular form acceptable to COTR, showing specified products. Include generic names of products required. Include manufacturer's name and proprietary product names for each product.

1. Coordinate product list with Contractor's Construction Schedule and Submittals Schedule.

2. Form: Tabulate information for each product under the following column headings:

a. Specification Section number and title. b. Generic name used in the Contract Documents. c. Proprietary name, model number, and similar designations. d. Manufacturer's name and address. e. Supplier's name and address. f. Installer's name and address. g. Projected delivery date or time span of delivery period. h. Identification of items that require early submittal approval for scheduled delivery

date. i. Item Tag Number or similar ID if identified in the drawings j. Location (room number from the drawings) k. Serial Number (once available)

3. Initial Submittal: Within 90 calendar days after the Notice to Proceed, submit 3 copies of initial product list. Include a written explanation for omissions of data and for variations from the Contract requirements.

4. COTR's Action: COTR will respond in writing to Contractor within 15 calendar days of receipt of initial product list. COTR's response will include a list of unacceptable product selections and a brief explanation of reasons for this action. COTR's response, or lack of response, does not constitute a waiver of requirement that products comply with the Contract Documents.

5. Updated submittal: Submit updated product list every 90 days following initial submittal. The updated list shall be submitted in approved electronic spread sheet format with additional fields as required by COTR.

6. Completed List: Submit 10 hard copies and one electronic copy of completed product list 90 calendar days before requesting inspection for substantial completion. Include a written explanation for omissions of data and for variations from the Contract requirements.

B. Substitution Requests: Submit six copies of each request for consideration. Identify product or fabrication or installation method to be replaced. Include Section number and title and Drawing numbers and titles.

1. Substitution Request Form: Submit requests in the form and according to procedures required for Contract Modification proposals supplied to Contractor at the pre-construction meeting or as directed by COTR. Do not submit requests for substitutions as "Requests for Information" (RFIs).

2. Documentation: Show compliance with requirements for substitutions and the following, as applicable:



a. Statement indicating why specified material or product cannot be provided. b. Coordination information, including a list of changes or modifications needed to

other parts of the Work and to construction performed by the Authority and separate contractors that will be necessary to accommodate proposed substitution.

c. Detailed comparison of significant qualities of proposed substitution with those of the Work specified. Significant qualities may include attributes such as performance, weight, size, durability, visual effect, and specific features and requirements indicated.

d. Product Data, including drawings and descriptions of products and fabrication and installation procedures.

e. Samples, where applicable or requested. f. List of similar installations for completed projects with project names and

addresses and names and addresses of architects and owners. g. Material test reports from a qualified testing agency indicating and interpreting test

results for compliance with requirements indicated. h. Research/evaluation reports evidencing compliance with building code in effect for

Project, from a model code organization acceptable to authorities having jurisdiction.

i. Detailed comparison of Contractor's Construction Schedule using proposed substitution with products specified for the Work, including effect on the overall Contract Time. If specified product or method of construction cannot be provided within the Contract Time, include letter from manufacturer, on manufacturer's letterhead, stating lack of availability or delays in delivery.

j. Cost information, including a proposal of change, if any, in the Contract Price. k. Contractor's certification that proposed substitution complies with requirements in

the Contract Documents and is appropriate for applications indicated. l. Contractor's waiver of rights to additional payment or time that may subsequently

become necessary because of failure of proposed substitution to produce indicated results.

m. Failure by Contractor to include the above requirements in the submittal may cause rejection of the submittal in its entirety.

3. COTR's Action: If necessary, COTR will request additional information or documentation for evaluation within 15 calendar days of receipt of a request for substitution. COTR will notify Contractor of acceptance or rejection of proposed substitution within 15 calendar days of receipt of request, or two weeks of receipt of additional information or documentation, whichever is later.

a. Form of Acceptance: Change notice. b. Use product specified if COTR couldn’t make a decision on use of a proposed

substitution within time allocated.

C. Comparable Product Requests: Submit three copies of each request for consideration. Identify product or fabrication or installation method to be replaced. Include Specification Section number and title and Drawing numbers and titles.

1. COTR’s Action: If necessary, COTR will request additional information or documentation for evaluation within 7 working days of receipt of a comparable product request. COTR will notify Contractor of approval or rejection of proposed comparable



product request within 15 calendar days of receipt of request, or 7 calendar days of receipt of additional information or documentation, whichever is later.

a. Form of Approval: As specified in Division 01 Section "Submittals." b. Use product specified if COTR couldn’t make a decision on use of a comparable

product request within time allocated.


A. Compatibility of Options: If Contractor is given option of selecting between two or more products for use on Project, product selected shall be compatible with products previously selected, even if previously selected products were also options.

1.6 PRODUCT DELIVERY, STORAGE, AND HANDLING

A. Deliver, store, and handle products using means and methods that will prevent damage, deterioration, and loss, including theft. Comply with manufacturer's written instructions.

B. Delivery and Handling:

1. Schedule delivery to minimize long-term storage at Project site and to prevent overcrowding of construction spaces.

2. Coordinate delivery with installation time to ensure minimum holding time for items that are flammable, hazardous, easily damaged, or sensitive to deterioration, theft, and other losses.

3. Deliver products to Project site in an undamaged condition in manufacturer's original sealed container or other packaging system, complete with labels and instructions for handling, storing, unpacking, protecting, and installing.

4. Inspect products on delivery to ensure compliance with the Contract Documents and to ensure that products are undamaged and properly protected.

C. Storage:

1. Store products to allow for inspection and measurement of quantity or counting of units. 2. Store materials in a manner that will not endanger Project structure. 3. Store products that are subject to damage by the elements, under cover in a weather tight

enclosure above ground, with ventilation adequate to prevent condensation. 4. Comply with product manufacturers written instructions for temperature, humidity,

ventilation, and weather-protection requirements for storage. 5. Store foam plastic from exposure to sunlight, except to extent necessary for period of

installation and concealment. 6. Store cementitious products and materials on elevated platforms. 7. Protect stored products from damage. 8. Replace products and materials damaged by the elements due to improper storage at no

additional cost to the Authority. This damage can be, but not limited to, oxidization, mold, mildew, warping, and rust.



1.7 PRODUCT WARRANTIES

A. Warranties specified in other Sections shall be in addition to, and run concurrent with, other warranties required by the Contract Documents. Manufacturer's disclaimers and limitations on product warranties do not relieve Contractor of obligations under requirements of the Contract Documents.

1. Manufacturer's Warranty: Preprinted written warranty published by individual manufacturer for a particular product and specifically endorsed by manufacturer to Authority.

2. Special Warranty: Written warranty required by or incorporated into the Contract Documents, either to extend time limit provided by manufacturer's warranty or to provide more rights for Authority.

B. Special Warranties: Prepare a written document that contains appropriate terms and identification, ready for execution. Submit a draft for approval before final execution.

1. Manufacturer's Standard Form: Modified to include Project-specific information and properly executed.

2. Specified Form: When specified forms are included with the Specifications, prepare a written document using appropriate form properly executed.

3. Refer to Divisions 02 through 33 Sections for specific content requirements and particular requirements for submitting special warranties.

C. Submittal Time: Comply with requirements in Division 01 Section "Project Closeout."

PART 2 - PRODUCTS

2.1 PRODUCT OPTIONS

A. General Product Requirements: Provide products that comply with the Contract Documents, that are undamaged and, unless otherwise indicated, that are new at time of installation.

1. Provide products complete with accessories, trim, finish, fasteners, and other items needed for a complete installation and indicated use and effect.

2. Standard Products: If available, and unless custom products or nonstandard options are specified, provide standard products of types that have been produced and used successfully in similar situations on other projects.

3. The Authority reserves the right to limit selection to products with warranties not in conflict with requirements of the Contract Documents.

4. Where products are accompanied by the term "as selected," COTR will make selection. 5. Where products are accompanied by the term "match sample," sample to be matched is

COTR's. 6. Descriptive, performance, and reference standard requirements in the Specifications

establish "salient characteristics" of products. 7. "Or as approved by the Authority": Note that products submitted under an "or as

approved by the Authority” provision are considered to be substitutions. Substitutions shall follow the requirements of Paragraph VII-42 of Contract Provisions and provisions in "Comparable Products" Article to obtain approval for use of an unnamed product.



B. Product Selection Procedures:

1. Product: Where Specifications name a single product and manufacturer, provide the named product that complies with requirements.

2. Manufacturer/Source: Where Specifications name a single manufacturer or source, provide a product by the named manufacturer or source that complies with requirements.

3. Products: Where Specifications include a list of names of both products and manufacturers, provide one of the products listed that complies with requirements.

4. Manufacturers: Where Specifications include a list of manufacturers' names, provide a product by one of the manufacturers listed that complies with requirements.

5. Available Products: Where Specifications include a list of names of both products and manufacturers, provide one of the products listed, or an unnamed product, that complies with requirements. Comply with provisions in Part - 2 "Comparable Products" Article for consideration of an unnamed product.

6. Available Manufacturers: Where Specifications include a list of manufacturers, provide a product by one of the manufacturers listed, or an unnamed manufacturer, that complies with requirements. Comply with provisions in Part - 2 "Comparable Products" Article for consideration of an unnamed product.

7. Product Options: Where Specifications indicate that sizes, profiles, and dimensional requirements on Drawings are based on a specific product or system, provide the specified product or system. Comply with provisions in Part 2 "Product Substitutions" Article for consideration of an unnamed product or system.

2.2 PRODUCT SUBSTITUTIONS

A. Timing: COTR will consider requests for substitution if received within 60 calendar days after issuance of the Notice to Proceed. Requests received after that time may be considered or rejected at the sole discretion of the Contracting Officer.

B. Conditions: COTR will consider Contractor's request for substitution when the following conditions are satisfied. If the following conditions are not satisfied, COTR will return requests without action, except to record noncompliance with these requirements:

1. Requested substitution does not require extensive revisions to the Contract Documents. 2. Requested substitution is consistent with the Contract Documents and will produce

indicated results. 3. Substitution request is fully documented and properly submitted. 4. Requested substitution will not adversely affect Contractor's Construction Schedule. 5. Requested substitution has received necessary approvals of authorities having

jurisdiction. 6. Requested substitution is compatible with other portions of the Work. 7. Requested substitution has been coordinated with other portions of the Work. 8. Requested substitution provides specified warranty. 9. If requested substitution involves more than one contractor, requested substitution has

been coordinated with other portions of the Work, is uniform and consistent, is compatible with other products, and is acceptable to all contractors involved.



C. Contractor's submittal and COTR's review or approval of Shop Drawings, Product Data, or Samples that relate to a substitute does not by itself constitute a final approval of the requested substitution, nor does it relieve Contractor from fulfilling existing Contract requirements.

D. If a substitution offers a substantial advantage to the Authority, in terms of cost, time, energy conservation, or other considerations of merit, after deducting offsetting responsibilities the Authority may be required to bear, the substitution shall be submitted as a Value Engineering Change Proposal.

2.3 COMPARABLE PRODUCTS

A. Conditions: COTR will consider Contractor's request for comparable product when the following conditions are satisfied. If the following conditions are not satisfied, COTR will return requests without action, except to record noncompliance with these requirements:

1. Evidence that the proposed product does not require extensive revisions to the Contract Documents, it is consistent with the Contract Documents, it will produce the indicated results, and that it is compatible with other portions of the Work.

2. Detailed comparison of significant qualities of proposed product with those named in the Specifications. Significant qualities include attributes such as performance, weight, size, durability, visual effect, and specific features and requirements indicated.

3. Evidence that proposed product provides specified warranty. 4. List of similar installations for completed projects with project names and addresses and

names and addresses of architects and owners, if requested. 5. Samples, if requested.




MOBILIZATION AND DEMOBILIZATION 017113-1

SECTION 017113 - MOBILIZATION AND DEMOBILIZATION PART 1 - GENERAL 1.1 GENERAL

A. This work shall consist of the performance of construction preparatory operations, including the movement of personnel, equipment and materials to the project site, and for establishment and maintenance of the Contractor's offices, and other facilities necessary to begin and sustain work on the contract. In addition, this work shall consist of demobilization including removal of all processing plants, equipment and materials from the site. In addition, the following items are to be included in the cost of mobilization:

1. Maintaining haul roads as shown in the plans. 2. Furnishing and applying water as needed for dust control during construction

operations. 3. Obtaining personnel identification, badges and vehicle clearances on to the AOA

as necessary to qualify personnel and equipment for entering the AOA. 4. Demobilization efforts at completion of the project.

1.2 METHOD OF MEASUREMENT

A. Payment for mobilization and demobilization will be made on a lump sum basis wherein no measurement will be made.

1.3 PAYMENT

A. Mobilization will be paid for at the contract lump sum price which price shall be full compensation for performing the work specified and the furnishing of all materials, labor, tools, equipment and incidentals necessary to mobilize and subsequently demobilize the construction preparatory operations, for furnishing and applying water for dust control, and for all haul road control staffing.

B. The lump sum unit price for mobilization shall not exceed 5.4% of the total contract proposal

price.

C. Payment for mobilization will be made in three installments. The first payment of 50 percent of the lump sum price item will be made on the first estimate following partial mobilization and the initiation of construction work including the placement or erection of all Contractors' and COTR's offices. The second payment of 35% will be made on the next estimate following the completion of substantial mobilization. The completion of the erection of materials processing plants, if any, will not be required as a condition to the release of the second payment. The third and final payment of 15% will be made on the last estimate upon completion of the project, or upon completion of demobilization as determined by the COTR.

D. Payment will be made under:

Item 017113-1.1 – Mobilization - per lump sum.

PART 2 – PRODUCTS (Not Used)


MOBILIZATION AND DEMOBILIZATION 017113-2

PART 3 - EXECUTION 3.1 HAUL ROAD DUST CONTROL AND MAINTENANCE 3.1.1 DUST CONTROL

A. The Contractor shall employ construction methods and means that will keep blowing dust to a minimum. If, due to blowing dust, work area conditions become such that the health and safety of the Contractor’s workers, the public or aircraft movement are affected, the COTR shall instruct the Contractor to rectify the condition through water spraying. As a minimum, Federal, State and Local laws, rules and regulations concerning construction safety and health standards shall be enforced.

B. When directed by the COTR, the Contractor shall apply water on the embankment and other

location within the project site and areas adjacent to taxiways and on haul roads. The watering shall be applied at the locations, in the amounts, and during the hours, including nights, as directed by the COTR. The Contractor shall supply an adequate supply of water for dust control. The equipment used for watering shall be of ample capacity and of such design as to assure uniform application of water in the amounts directed by the COTR. The materials and methods used for watering shall be subject to approval by the COTR.

C. During construction of this project, several other contractors for other separate contracts will be

using the haul roads. The Contractor is responsible for furnishing and applying water for dust control on working days. Coordination of haul road maintenance and dust control will be by the COTR.

3.1.2 MAINTENANCE

A. The Contractor and COTR shall jointly inspect and document the condition of all haul roads prior to the start of hauling operations.

B. The Contractor shall maintain the haul roads in a condition that is equal or better than the initial

condition. When repairs are needed, the Contractor shall place and compact crushed aggregate or crushed concrete with a VDOT 21B Gradation.

3.2 LIGHTED BARRICADES

A. Barricades shall be furnished as discussed in Division 01, Section “Maintenance and Protection of Air Traffic During Construction.”

3.3 PERSONNEL

A. Flagmen, radios and other items necessary to facilitate work shall be furnished as discussed in Division 01, Section “Maintenance and Protection of Air Traffic During Construction.”



MAINTENANCE AND PROTECTION OF AIR TRAFFIC DURING CONSTRUCTION 017114-1

SECTION 017114- MAINTENANCE AND PROTECTION OF AIR TRAFFIC DURING CONSTRUCTION

PART 1 - GENERAL

1.1 SUMMARY

A. Carry out operations in a manner that will cause a minimum of interference with air traffic as indicated in the phasing plans, and shall be required to cooperate with the FAA, the Authority, the airlines, and Contractors involved in work on other projects. All work shall be completed in accordance with FAA Eastern Region Order Number EA-5210-1C and FAA Advisory Circular 150/5370-2E, General Requirements and Technical Specifications, Construction Phasing Plans, and the MWAA Construction Safety Manual, latest edition.

B. Supply barricades and place, maintain, move, and store barricades as indicated in the

plans.

1.2 MEASUREMENT PROCEDURES

A. Maintenance and Protection of Air Traffic shall be measured by the lump sum. B. The quantity of beam barricades, bucket barricades, and Class A barricades to be paid for

under this item shall be the number of barricades delivered to the site, placed, maintained by the Contractor and ready for operation, and accepted by the COTR. Barricades will not be counted separately for each phase. For example, if a barricade for Phase A is also used for Phase B, it will not be counted again for payment.

C. Flag Line shall not be measured separately, but shall be considered incidental to

Maintenance and Protection of Air Traffic.

1.3 PAYMENT PROCEDURES

A. Payment for Maintenance and Protection of Air Traffic (MPAT) will be made at the contract unit price per lump sum. This price shall be full compensation for overall management of the traffic maintenance plan, for placing maintaining and removing flag lines, temporary barricades and for incidentals not specifically listed under other pay items.

B. The accepted quantities of beam barricades, bucket barricades, and Class A barricades

shall be paid for at the contract price per each, which price and payment shall be full compensation for furnishing and maintaining the barricades and for all labor, materials, equipment, tools, and incidentals necessary to complete the work.

C. Payment will be made under:

Item 017114-1.1 – Maintenance and Protection of Air Traffic--per lump sum Item 017114-1.2 – Beam Barricade--per each



Item 017114-1.3 – Bucket Barricade--per each Item 017114-1.4 – Class A Barricade--per each

PART 2 - PRODUCTS 2.1 CONTROL AND WARNING DEVICES

A. Furnish and maintain barricades along the edges of the construction area to warn the air and ground traffic to stay clear of the construction work. Place light fixtures as detailed in the plans or as designated by the COTR. Maintain orange warning flags around all equipment, stockpiles or other areas as directed by the COTR.

B. Omni-directional warning lights on beam, bucket and Class A barricades shall be steady-

burn, omni-directional, 6 or 12 Volt, with Red Lense. Lights shall be: United Safety Authority Model 630AP; TAPCO Item #2771-11; TMC Safety Products Model L-204; or as acceptable to the Authority.

C. Orange warning flags to mark equipment stockpiles or trenches shall be 20” by 20”

square, tacked along a post having a length of five (5) feet and having a minimum thickness of one (1) inch. Securely drive posts into the ground or attach to the pavement so that the top of the flag is minimum four (4) feet above ground.

D. Ensure barricade lights and flags are monitored for proper functioning and serviced as

needed to maintain visibility.

2.2 BARRICADES

A. Beam Barricades. Beam barricades shall be as indicated in the drawings. Mark beams with alternating orange and white striping and one battery operated, steady-burn omni-directional red warning light (see paragraph 2.1.B). Mount light centered on the beam barricade as indicated. At the completion of the Contract beam barricades shall become property of the Contractor and removed from the site.

B. Bucket Barricades. Furnish bucket barricades of the type indicated. Mark paint bucket

with alternating orange and white horizontal striping and one battery operated, steady-burn omni-directional red warning light (see paragraph 2.1.B) mounted on the top, center of each bucket as indicated. At the completion of the Contract, bucket barricades shall become property of the Contractor and removed from the site.

C. Class A Barricades. Furnish Class A barricades of the type indicated. Mark Class A

barricades with colors, stripes, and signage patterns as indicated. Mount two battery operated, steady-burn omni-directional red warning lights (see paragraph 2.1.B) shall be mounted on the top, outer edges of each barricade as indicated. At the completion of the Contract Class A barricades shall become property of the Airport.

PART 3 - EXECUTION 3.1 CONTROL REQUIREMENTS: The Contractor’s responsibility for work areas and marking

equipment is as follows:



A. Place nothing upon runways, taxiways, taxilanes, or aprons without written approval of the COTR. B. No vehicle shall enter a paved surface except at predetermined locations. C. Provide and install barricades, flag lines and other warning markers as indicated or as directed by the COTR. D. No private vehicles shall be allowed on the runways or taxiways at any time unless

approved by the COTR. E. Throughout the duration of the job, immediately rectify any practice or situation that the

COTR determines to be unsafe or a hindrance to regular Airport traffic. F. The responsibility for controlling of Contractor’s employees, subcontractors and their

employees with regard to traffic movement rests with the Contractor. G. Rebuild, repair, restore and make good at the Contractor’s expense all injuries or

damages to any portion of the work occasioned by the Contractor’s use of these facilities before completion and acceptance of his work.

H. Submit to COTR in writing a plan for controlling construction equipment and vehicular

movements in the air operations area. This plan shall be submitted before notice to proceed is given. Include material haul roads in the plan.

I. Provide a responsible Traffic Manager whose duty it shall be to direct all traffic on or

near active runways, taxiways, haul roads and highways. Paved surfaces shall be kept clear and clean at all times and specifically must be kept free from all small stones which might damage aircraft.

J. Furnish two 24-hour emergency contacts for maintenance of the barricades and barricade

lighting.

K. The FAA Control Tower shall at all times have control of operations on or near active runways, taxiways and approach zones. The Contractor shall coordinate through COTR and MWAA Operations with the Control Tower to develop a communication plan that will provide for a safe crossing route without causing unnecessary radio traffic. Before entering upon or crossing any runway or taxiway, the Contractor shall receive proper clearance from the Control Tower. Arrivals and departures of airplanes are under the control of the FAA Control Tower. Emergencies and operating conditions may necessitate sudden changes, both in Airport operations and in the operations of the Contractor. Aircraft operations shall always have priority over any and all of the Contractor’s operations. If runways or taxiways become required for the use of aircraft or if the Control Tower or the COTR deem the Contractor to be too close to Airport areas used by aircraft for safety, the Control Tower or the COTR may, at their discretion, order the Contractor to suspend his operations. Removing this may include his personnel, plant, equipment and materials to a safe distance and standing by until the runways and taxiways are no longer required for use by aircraft.



L. Where any work is to be done on any operational runway or taxiway, notify the COTR sufficiently in advance so that provisions can be made to close the runway or taxiway to aircraft traffic. Such work shall then be prosecuted in the most expeditious manner practicable so that the runway or taxiway can be reopened to air traffic at the earliest possible date. For additional information refer to Section “Supplementary Conditions,” Material Hauling article.

M. Coordinate with the COTR in advance any action that will require removing, relocating

or adding barricades. N. Remove all equipment and all materials that would constitute a hazard to air traffic to the

designated storage area whenever work is not in progress. O. Violations of these requirements shall be considered a violation of the Contract itself and

shall be sufficient cause for halting the work without extending the time limit of the job. 3.2 BARRICADES

A. Place barricades as indicated or as directed by the COTR.

B. Upon completion of each phase of the project, remove barricades from the site or move to a different phase.



EXECUTION 017300 - 1

SECTION 017300 - EXECUTION

PART 1 - GENERAL



1.2 SUMMARY

A. This Section includes general procedural requirements governing execution of the Work including, but not limited to, the following:

1. Construction layout. 2. Field engineering and surveying. 3. General installation of products. 4. Coordination of Authority-installed products. 5. Progress cleaning. 6. Starting and adjusting. 7. Protection of installed construction. 8. Correction of the Work.


1. Division 01 Section "Project Management and Coordination" for procedures for coordinating field engineering with other construction activities.

1.3 SUBMITTALS

A. Qualification Data: Submit qualification data for land surveyors.

B. Certificates: Submit certificate signed and sealed by land surveyor certifying that location and elevation of improvements comply with requirements.

C. Certified Surveys: Submit 2 copies signed and sealed by land surveyor.

D. Project Record Documents: Submit a record of Work performed (materials tests, inspections, acceptance tests, etc.) and record survey data as required under provisions in Division 01 Sections "Submittals" and "Project Closeout."




A. Land Surveyor Qualifications: A professional land surveyor who is legally qualified to practice in the Commonwealth of Virginia and who is experienced in providing land-surveying services of the kind indicated.


PART 3 - EXECUTION

3.1 EXAMINATION

A. Existing Conditions: The existence and location of site improvements, utilities, and other construction indicated as existing are not guaranteed. Before beginning work, investigate and verify the existence and location of mechanical and electrical systems and other construction affecting the Work, including all site utility systems.

1. Before construction, verify the location and points of connection of utility services.

B. Existing Utilities: The existence and location of underground and other utilities and construction indicated as existing are not guaranteed. Before beginning site work, investigate and verify the existence and location of underground utilities and other construction affecting the Work.

1. Before construction, verify the location and invert elevation at points of connection of sanitary sewer, storm sewer, and water-service piping; and underground electrical and communication services.

2. For additional requirements for locating and marking existing utilities, see Division 01 Section "Summary."

C. Acceptance of Conditions: Examine substrates, areas, and conditions, with Installer or Applicator present where indicated, for compliance with requirements for installation tolerances and other conditions affecting performance. Record observations.

1. Written Report: Where a written report listing conditions detrimental to performance of the Work is required by other Sections, include the following:

a. Description of the Work. b. List of detrimental conditions, including substrates. c. List of unacceptable installation tolerances. d. Recommended corrections.

2. Verify compatibility with and suitability of substrates, including compatibility with existing finishes or primers.

3. Examine roughing-in for mechanical and electrical systems to verify actual locations of connections before equipment and fixture installation.

4. Examine walls, floors, and roofs for suitable conditions where products and systems are to be installed.



5. Proceed with installation only after unsatisfactory conditions have been corrected. Proceeding with the Work indicates acceptance of surfaces and conditions.

3.2 PREPARATION

A. Existing Utility Information: Furnish information to COTR that is necessary to adjust, move, or relocate existing utility structures, utility poles, lines, services, or other utility appurtenances located in or affected by construction.

B. Field Measurements: Take field measurements as required to fit the Work properly. Recheck measurements before installing each product. Where portions of the Work are indicated to fit to other construction, verify dimensions of other construction by field measurements before fabrication. Coordinate fabrication schedule with construction progress to avoid delaying the Work.

C. Space Requirements: Verify space requirements and dimensions of items shown diagrammatically on Drawings.

D. Review of Contract Documents and Field Conditions: Immediately on discovery of the need for clarification of the Contract Documents, submit a request for information (RFI) to COTR. Include a detailed description of problem encountered, together with recommendations for changing the Contract Documents.

3.3 CONSTRUCTION LAYOUT

A. Verification: Before proceeding to lay out the Work, verify layout information shown on Drawings, in relation to the property survey and existing benchmarks. If discrepancies are discovered, notify COTR promptly.

B. General: Engage a land surveyor to layout the Work using accepted surveying practices.

1. Establish benchmarks and control points to set lines and levels at each story of construction and elsewhere as needed to locate each element of Project.

2. Establish dimensions within tolerances indicated. Do not scale Drawings to obtain required dimensions.

3. Inform installers of lines and levels to which they must comply. 4. Check the location, level and plumb, of every major element as the Work progresses. 5. Notify COTR when deviations from required lines and levels exceed allowable

tolerances. 6. Close site surveys with an error of closure equal to or less than one inch in 10,000 feet.

C. Site Improvements: Locate and lay out site improvements, including pavements, grading, fill and topsoil placement, utility slopes, and invert elevations.

D. Building Lines and Levels: Locate and lay out control lines and levels for structures, building foundations, column grids, and floor levels, including those required for mechanical and electrical work. Transfer survey markings and elevations for use with control lines and levels. Level foundations and piers from two or more locations.



E. Record Log: Maintain a log of layout control work. Record deviations from required lines and levels. Include beginning and ending dates and times of surveys, weather conditions, name and duty of each survey party member, and types of instruments and tapes used. Make the log available for reference by COTR.

3.4 FIELD ENGINEERING

A. Identification: Existing control points and property line corner stakes are as identified on the Contract Documents.

B. Reference Points: Locate existing permanent benchmarks, control points, and similar reference points before beginning the Work. Preserve and protect permanent benchmarks and control points during construction operations.

1. Do not change or relocate existing benchmarks or control points without prior written approval of COTR. Report lost or destroyed permanent benchmarks or control points promptly. Report the need to relocate permanent benchmarks or control points to COTR before proceeding.

2. Replace lost or destroyed permanent benchmarks and control points promptly with the approval of COTR. Base replacements on the original survey control points.

C. Benchmarks: Establish and maintain a minimum of two permanent benchmarks on Project site, referenced to data established by survey control points. Comply with the Authority for type and size of benchmark.

1. Record benchmark locations, with horizontal and vertical data, on Project Record Documents.

2. Where the actual location or elevation of layout points cannot be marked, provide temporary reference points sufficient to locate the Work.

3. Remove temporary reference points when no longer needed. Restore marked construction to its original condition.

D. Certified Survey: On completion of foundation walls, major site improvements, and other work requiring field-engineering services, including utilities, prepare a certified survey showing coordinates, dimensions, locations, angles, and elevations of construction and site work. Coordinates shall be ACS and elevations shall be NGVD 29.

3.5 INSTALLATION

A. Inspection of Conditions: Require Installer of each major component to inspect both the substrate and conditions under which Work is to be performed. Proceed only after unsatisfactory conditions have been corrected in a manner acceptable to COTR. Coordinate this requirement with Division 01 Section "Quality Requirements."

B. General: Locate the Work and components of the Work accurately, in correct alignment and elevation, as indicated.

1. Make vertical work plumb and make horizontal work level.



C. Comply with manufacturer's written instructions and recommendations for installing products in applications indicated.

D. Install products at the time and under conditions that will ensure the best possible results. Maintain conditions required for product performance until Substantial Completion.

E. Conduct construction operations so no part of the Work is subjected to damaging operations or loading in excess of that expected during normal conditions of occupancy.

F. Tools and Equipment: Do not use tools or equipment that produce harmful noise levels. For additional requirements see Section "Supplementary Conditions."

G. Anchors and Fasteners: Provide anchors and fasteners as required to anchor each component securely in place, accurately located and aligned with other portions of the Work.

1. Mounting Heights: Where mounting heights are not indicated, mount components at heights directed by COTR.

2. Allow for building movement, including thermal expansion and contraction.

H. Joints: Make joints of uniform width. Where joint locations in exposed work are not indicated, arrange joints as directed by COTR. Fit exposed connections together to form hairline joints.

I. Hazardous Materials: Use products, cleaners, and installation materials that are not considered hazardous.

3.6 PROGRESS CLEANING

A. General: Clean Project site and work areas daily, including common areas. Coordinate progress cleaning for joint-use areas where more than one installer has worked. Enforce requirements strictly. Dispose of materials lawfully.

1. Comply with requirements in NFPA 241 for removal of combustible waste materials and debris.

2. Remove combustible debris from the site daily. 3. Do not hold materials more than 7 days during normal weather or 3 days if the

temperature is expected to rise above 80 deg F. 4. Containerize hazardous and unsanitary waste materials separately from other waste.

Mark containers appropriately and dispose of legally, according to regulations.

B. Site: Maintain Project site free of waste materials and debris.

C. Work Areas: Clean areas where work is in progress to the level of cleanliness necessary for proper execution of the Work.

1. Remove liquid spills promptly. 2. Where dust would impair proper execution of the Work, broom-clean or vacuum the

entire work area, as appropriate.

D. Installed Work: Keep installed work clean. Clean installed surfaces according to written instructions of manufacturer or fabricator of product installed, using only cleaning materials



specifically recommended. If specific cleaning materials are not recommended, use cleaning materials that are not hazardous to health or property and that will not damage exposed surfaces.

E. Concealed Spaces: Remove debris from concealed spaces before enclosing the space.

F. Exposed Surfaces: Clean exposed surfaces and protect as necessary to ensure freedom from damage and deterioration at time of Substantial Completion.

G. Cutting and Patching: Clean areas and spaces where cutting and patching are performed. Completely remove paint, mortar, oils, putty, and similar materials.

1. Thoroughly clean piping, conduit, and similar features before applying paint or other finishing materials. Restore damaged pipe covering to its original condition.

H. Waste Disposal: Burying or burning waste materials on-airport property will not be permitted. Washing waste materials down sewers or into waterways will not be permitted.

I. During handling and installation, clean and protect construction in progress and adjoining materials already in place. Apply protective covering where required to ensure protection from damage or deterioration at Substantial Completion.

J. Clean and provide maintenance on completed construction as frequently as necessary through the remainder of the construction period. Adjust and lubricate operable components to ensure operability without damaging effects.

K. Limiting Exposures: Supervise construction operations to ensure that no part of the construction completed or in progress, is subject to harmful, dangerous, damaging, or otherwise deleterious exposure during the construction period.

L. Grass Mowing: Mow grass areas contained in Project site, or made inaccessible to the Authority's mowing contractors.

3.7 STARTING AND ADJUSTING

A. Follow equipment manufacturer's startup procedures, unless otherwise directed by COTR.

B. Start equipment and operating components to confirm proper operation. Remove malfunctioning units, replace with new units, and retest.

C. Adjust operating components for proper operation without binding. Adjust equipment for proper operation.

D. Test each piece of equipment to verify proper operation. Test and adjust controls and safeties. Replace damaged and malfunctioning controls and equipment.

E. Manufacturer's Field Service: If a factory-authorized service representative is required to inspect field-assembled components and equipment installation, comply with qualification requirements in Division 01 Section "Quality Requirements."



3.8 PROTECTION OF INSTALLED CONSTRUCTION

A. Provide final protection and maintain conditions that ensure that installed Work is without damage or deterioration at time of Substantial Completion.

B. Comply with manufacturer's written instructions for temperature and relative humidity.

3.9 CORRECTION OF THE WORK

A. Repair or remove and replace defective construction. Restore damaged substrates and finishes. Comply with requirements in Division 01 Section "Cutting and Patching."

1. Repairing includes replacing defective parts, refinishing damaged surfaces, touching up with matching materials, and properly adjusting operating equipment.

B. Restore permanent facilities used during construction to their specified condition.

C. Remove and replace damaged surfaces that are exposed to view if surfaces cannot be repaired without visible evidence of repair.

D. Repair components that do not operate properly. Remove and replace operating components that cannot be repaired.

E. Remove and replace chipped, scratched, and broken glass or reflective surfaces.



PROJECT CLOSEOUT 017700 - 1

SECTION 017700 - PROJECT CLOSEOUT

PART 1 - GENERAL



1.2 SUMMARY

A. This Section includes administrative and procedural requirements for Project closeout, including, but not limited to, the following:

1. Inspection procedures. 2. Warranties. 3. Final cleaning.


1. Division 01 Section “Quality Requirements” for final requirements of the Warranty Manual.

2. Division 01 Section "Photographic Documentation" for submitting Final Acceptance construction photographs and negatives.

3. Division 01 Section "Project Record Documents" for submitting Record Drawings, Record Specifications, Record Product Data, and other Record Documents.

4. Division 01 Section "Operation and Maintenance Data" for operation and maintenance manual requirements.

5. Divisions 02 through 33 Sections for specific closeout and special cleaning requirements for products of those Sections.

1.3 SUBSTANTIAL COMPLETION

A. Definition: "Substantial Completion" is the stage in the progress of the work when COTR determines that all the Work, or a designated portion thereof, is sufficiently complete and functional according to the Contract Documents so that the Authority can occupy or utilize the Work for its intended use. The only remaining physical work shall be the completion of punch list work prior to Final Acceptance.

B. Preliminary Procedures: Before requesting inspection for determining date of Substantial Completion, complete the following. List items below that are incomplete in request.

1. Prepare a list of items to be completed and corrected (punch list), the value of items on the list, reasons why the Work is not complete, and a schedule for completing punch list work according to Section III of the Contract.



2. Ensure previously outstanding technical submittals and Shop Drawings have been submitted and approved.

3. Advise COTR of pending insurance changeover requirements. 4. Submit warranties required by Contract Documents, workmanship bonds, maintenance

service agreements, final certifications, and similar documents.

a. Submit Contractor Warranty Letter, for review and approval, a minimum of 60 days before requesting inspection for determining date of Substantial Completion. After date of Substantial Completion has been determined revise the Contractor’s Warranty Letter to include that date as start of Warranty period.

5. Obtain and submit releases permitting the Authority unrestricted use of the Work and access to services and utilities. Include occupancy permits, operating certificates, and similar releases.

6. Prepare and submit Project Record Documents except Record Contract CPM Schedule; also prepare and submit Operation and Maintenance manuals, Final Completion construction photographs and photographic negatives, damage or settlement surveys, and similar final record information.

7. Deliver tools, spare parts, extra materials, and similar items to location designated by COTR. Label with manufacturer's name and model number where applicable.

8. Complete startup testing of systems. 9. Submit test/adjust/balance records. 10. Terminate and remove temporary facilities from Project site, along with mockups,

construction tools, and similar elements. 11. Advise the Authority of changeover in utilities. 12. Submit changeover information related to the Authority's occupancy, use, operation, and

maintenance. 13. Instruct the Authority's personnel in operation, adjustment, and maintenance of products,

equipment, and systems, as required by Division 01 Section "Demonstration and Training."

C. Inspection: Submit a written request for inspection for Substantial Completion. On receipt of request, COTR will either proceed with inspection or notify Contractor of unfulfilled requirements. COTR will prepare the Certificate of Substantial Completion after inspection or will notify Contractor of items, either on Contractor's list or additional items identified by COTR, that must be completed or corrected before certificate will be issued.

1. Re-inspection: Request re-inspection when the Work identified in previous inspections as incomplete is completed or corrected.

2. Punch list work must be completed within the duration specified in Section III, "Schedule." Failure to complete the punch list work within the duration specified may result in the Contracting Officer ordering the work to be completed by others at the cost to Contractor.

3. Results of completed inspection will form the basis of requirements for Final Acceptance.

1.4 FINAL COMPLETION AND ACCEPTANCE

A. Definition: "Final Completion" is the stage in the Contract when the Contracting Officer determines that all Work has been 100 percent completed according to the terms and conditions



of the Contract Documents, including administrative obligations. The date of Final Acceptance is the date of execution by the Contracting Officer of a Certificate of Final Acceptance.

B. Preliminary Procedures: Before requesting final inspection for determining date of Final Completion, complete the following:

1. Submit a final Application for Payment according to Division 01 Section "Application for Payment."

2. Submit certified copy of COTR's Substantial Completion inspection list of items to be completed or corrected (punch list), endorsed and dated by COTR. The certified copy of the list shall state that each item has been completed or otherwise resolved for acceptance.

3. Submit a Contractor/COTR joint statement evidencing that all Record Documents, Operation and Maintenance Manuals, warranties, and similar required submittals have been approved.

4. Complete demobilization and removal of temporary facilities from the site including construction equipment and facilities, mockups, and other similar elements. Restore areas to previously existing condition, if applicable.

5. Execute final Contract Modification and submit final Subcontractor Payment Form. 6. Return all AOA badging and all Authority Ids. 7. Submit evidence of final, continuing insurance coverage complying with insurance

requirements. 8. Submit Record Contract CPM Schedule. 9. Submit warranty book.

C. Inspection: Submit a written request for final inspection for acceptance. On receipt of request, COTR will either proceed with inspection or notify Contractor of unfulfilled requirements. COTR will prepare a final Certificate for Payment after inspection or will notify Contractor of construction that must be completed or corrected before certificate will be issued.

1. Re-inspection: Request re-inspection when the Work identified in previous inspections as incomplete is completed or corrected.

1.5 LIST OF INCOMPLETE ITEMS (PUNCH LIST)

A. Preparation: Submit four copies of list. Include name and identification of each space and area affected by construction operations for incomplete items and items needing correction including, if necessary, areas disturbed by Contractor that are outside the limits of construction.

1. Organize list of spaces in sequential order. 2. Organize items applying to each space by major element, including categories for ceiling,

individual walls, floors, equipment, and building systems. 3. Include the following information at the top of each page:

a. Contract name and number. b. Date. c. Name of COTR. d. Name of Architect/Engineer. e. Name of Contractor.



f. Page number.

1.6 WARRANTIES

A. Submittal Time: Submit one draft copy of proposed Warranty Manual Specified below within 90 days of Notice to Proceed. COTR will return comments to the Contractor no later than 30 calendar days after receipt.

1. Provide Manufacturer’s Standard Warranties, made out to the Authority, and statement of willingness to provide any applicable Special Warranties required by the Contract Documents 14 calendar days prior to shipping of materials and equipment. Products and Equipment shall not be considered delivered (for payment purposes) until the approved warranties have been received.

2. Submit written warranties on request of COTR for designated portions of the Work where commencement of warranties other than date of Substantial Completion is indicated.

B. Partial Occupancy: Submit properly executed warranties within 15 days of completion of designated portions of the Work that are completed and occupied or used by the Authority during construction period by separate agreement with Contractor.

C. Warranty Manual: Organize warranty documents into an orderly sequence based on the table of contents of the Contract Specifications. Warranty documents include Contractor and major subcontractors warranty letters, special warranty documents, and manufacturer's warranties.

1. Binders: Heavy-duty, 3-ring, vinyl-covered, loose-leaf binders, in thickness necessary to accommodate contents, sized to hold 8-1/2-by-11-inch paper; with clear plastic sleeve on spine to hold label describing contents. Binders shall not be filled beyond 75 percent of their rated capacity. Binders shall also have boomerang plastic sheet lifters, metal backbone, concealed rivet construction, and three-trigger position locking mechanism (lock, unlock, open) on top and bottom. Binder color shall be black unless another color is selected by COTR.

a. Provide maximum 3-inch binder thickness. b. Identify each binder on front and spine, with printed title "PROJECT

WARRANTIES," Contract number and name, and subject matter of contents. If identification cannot be attached to the front include it as the first page in the manual. Indicate volume number for multiple-volume sets. The use of business labels is prohibited.

2. Dividers: Provide three-hole, heavyweight, plastic tabbed dividers, (, or as approved by the Authority) for each separate section. Provide laser printed description for each tabbed section on the front and back of tabs. Tabs shall indicate the appropriate Specification Section. Provide a description of the warranty or heading for sub tabs using the same laser printed format on the dividers. Provide an index of the contents in each section on the first page behind each section divider. The index shall be generated using a word processor and printed on a laser printer. Include a matching master table of contents for each volume using the same indexing system. Install a colored sheet between each different warranty within a tabbed section.



D. Provide additional copies of each warranty that shall be included in Operation and Maintenance Manuals.

PART 2 - PRODUCTS

2.1 MATERIALS

A. Cleaning Agents: For final cleaning, use cleaning materials and agents recommended by manufacturer or fabricator of the surface to be cleaned. Do not use cleaning agents that are potentially hazardous to health or property or that might damage finished surfaces.

PART 3 - EXECUTION

3.1 FINAL CLEANING

A. General: Provide final cleaning. Conduct cleaning and waste-removal operations to comply with Authority requirements, local laws and ordinances and Federal and local environmental and antipollution regulations. General cleaning during construction is included in Division 01 Section "Execution."

B. Cleaning: Employ experienced workers or professional cleaners for final cleaning. Clean each surface or unit to condition expected in an average commercial building cleaning and maintenance program. Comply with manufacturer's written instructions.

1. Complete the following cleaning operations before requesting inspection for certification of Substantial Completion for entire Project or for a portion of Project:

a. Clean Project site, yard, and grounds, in areas disturbed by construction activities, including landscape development areas, of rubbish, waste material, litter, and other foreign substances.

b. Sweep paved areas broom clean. Remove petrochemical spills, stains, and other foreign deposits.

c. Rake grounds that are neither planted nor paved to a smooth, even-textured surface.

d. Remove tools, construction equipment, machinery, and surplus material from Project site.

e. Clean exposed exterior and interior hard-surfaced finishes to a dirt-free condition, free of stains, films, and similar foreign substances. Avoid disturbing natural weathering of exterior surfaces. Restore reflective surfaces to their original condition.

f. Remove debris and surface dust from limited access spaces, including roofs, plenums, shafts, trenches, equipment vaults, manholes, attics, and similar spaces.

g. Leave Project clean and ready for occupancy.

C. Comply with safety standards for cleaning. Do not burn waste materials. Do not bury debris or excess materials on the Authority's property. Do not discharge volatile, harmful, or dangerous



materials into drainage systems. Remove waste materials from Project site and dispose of lawfully.

1. Where extra materials of value remaining after completion of associated Work have become the Authority's property, arrange for disposition of these materials as directed by COTR.



PROJECT RECORD DOCUMENTS 017839 - 1

SECTION 017839 - PROJECT RECORD DOCUMENTS

PART 1 - GENERAL


A. Drawings, Contract Provisions, Special Provisions, Supplementary Conditions and other Division 01 Specification Sections, apply to this Section.

1.2 SUMMARY

A. This Section includes administrative and procedural requirements for Project Record Documents, including the following:

1. Record Drawings. 2. Record Specifications 3. Record Product Data. 4. Record Samples. 5. Record Schedule. 6. Miscellaneous Record Submittals. 7. Computer Aided Design and Drafting (CADD) requirements for Record Drawings.


1. Division 01 Section “Construction Progress Documentation" for construction schedules as basis for Record Schedule.

2. Division 01 Section “Quality Requirements” for ensuring the record drawings and specifications are kept current on a daily basis and marked to show deviations which have been made from the original Contract documents

3. Division 01 Section "Project Closeout " for general closeout procedures 4. Divisions 02 through 33 Sections for specific requirements for Project Record

Documents of products in those Sections.

1.3 SUBMITTALS

A. CADD Record Drawings. Comply with the following:

1. Submit copies of CADD Record Drawings as follows:

a. Initial Submittal: Submit one set of complete, full-sized, CADD Record Drawings. Additional sets of drawings are not to be copied and submitted until after substantial completion to insure all changes are shown on the drawings. The COTR will facilitate review of drawings and indicate whether the CADD Record Drawings are acceptable. The COTR will return review comments indicating any corrections that need to be made to the drawings. The corrected CADD Record



Drawings may then be reproduced, and organized into sets, printed, bound, and submitted as final submittal.

b. Final Submittal: After construction is complete and changes are recorded, submit six complete, full-sized, printed sets of CADD Record Drawings. Include each sheet, whether or not changes and additional information were recorded. Submit two copies of the CADD Record drawings in the approved electronic format. In addition, submit the original set of marked-up record drawings onto which the mark-ups were made.

B. Record Specifications: Submit two copies of Project Specifications, including addenda and contract modifications.

C. Record Product Data: Submit one copy of each Product Data submittal at the direction of the COTR.

1. Where Record Product Data is required as part of operation and maintenance manuals, submit marked-up Product Data as an insert in the manual instead of submittal as Record Product Data.

D. Record Samples: Submit Record Samples as specified.

E. Record Schedule: Submit three copies of Record Schedule.

F. Miscellaneous Record Submittals: Submit miscellaneous Record Submittals as specified.

PART 2 - PRODUCTS

2.1 RECORD DRAWINGS

A. Record Prints: During construction, maintain one complete, full sized, set of blue- or black-line prints of the Drawings, applicable shop drawings, and coordination drawings for record purposes. These drawings shall be updated periodically, by the contractor, in CADD to replace the hand mark-ups. The mark-ups shall be preserved for the record. A complete set of Conformed Drawings in CADD will be provided to the Contractor for his use in maintaining the CADD Record Drawings. The CADD files will be provided in Bentley Microstation v8

1. Maintenance of Drawings: Maintain the drawings in a clean, dry, legible condition. Keep drawings available during normal working hours for inspection by the COTR.

2. Preparation: Routinely mark Record Prints to show the actual installation where installation varies from that shown originally. Require individual or entity who obtained record data, whether individual or entity is Installer, subcontractor, or similar entity, to prepare the mark-ups on the record set.

a. Give particular attention to information on concealed elements that would be difficult to identify or measure and record later especially underground structures.

b. Record information in an understandable drawing technique. Ensure mark-ups are legible and reproducible.



c. Record data as soon as possible after obtaining it. Record and check markups before enclosing concealed installations.

3. Content: Types of items requiring marking include, but are not limited to, the following:

a. Dimensional changes to Drawings. b. Revisions to details shown on Drawings. c. Depths of foundations below first floor. d. Locations and depths of underground utilities. e. Revisions to electrical circuitry. f. Duct size and routing. g. Locations of concealed internal utilities. h. Changes made by Change Notice and RFI. i. Changes made following COTR's written orders. j. Details not on the original Drawings. k. Field records for variable and concealed conditions. l. Record information on the Work that is shown only schematically.

4. Mark the Drawings or Shop Drawings, whichever is most capable of showing actual physical conditions, completely and accurately. If Shop Drawings are marked, insert them into drawing set and assign an appropriate sheet number (one that follows the number sequence of the contract drawings). Show cross-references to the new sheets on the Drawings. Update drawing index as needed to reflect new sheets.

5. Mark record drawings with red pen that will reproduce clearly. Use different colors to distinguish between changes for different categories of the Work at the same location.

6. Mark important additional information that was either shown schematically or not indicated on the original Drawings.

7. Note applicable Construction Change Notices, Requests for Information, Technical Support Requests, and similar identification numbers, where applicable. Copies of change documentation shall be inserted into the set for clarification but are not a substitute for mark-ups. If identification numbers for documentation are marked on the drawing when no change resulted, indicate "No Change".

B. Newly Prepared Project Record Drawing Sheets: The contractor may add new sheets with supporting sketches and change documentation instead of marking original sheets when neither the original Drawings nor Shop Drawings are suitable to show actual installation or if the new sheets can show the changes more clearly or additional space is required for markup information.

1. Assign a number to each new sheet and cross-reference on the appropriate related sheets. 2. Consult with COTR for proper scale and scope of detailing and notations required to

record the actual physical installation and its relation to other construction. 3. Integrate newly prepared sheets into Record Drawing sets and update drawing index to

reflect new sheets.

C. Format:

1. Identify and date each Record Drawing. Include the designation “PROJECT RECORD DRAWING” in a prominent location on each sheet.



2. Cover Sheet shall have the designation “PROJECT RECORD DRAWINGS”, Date, Name of Contractor, and signature.

3. Record CADD Drawings:

a. CADD files provided by COTR and utilized for recording of record mark-ups shall maintain the format of the files provided. Place electronic mark-ups in a newly created layer on each drawing.

b. CADD files created by Contractor: Organize CADD information into separate electronic files that correspond to each sheet of the Record Drawing set. Name each file with the sheet identification. Include identification in each CADD file.

4. Include the following identification on newly prepared Project Record Drawing Sheets:

a. Project name. b. Date. c. Designation "PROJECT RECORD DRAWING." d. Name of Architect/Engineer (if applicable). e. Name of Contractor. f. Initials of person incorporating the change. g. Drawing identification number. (Ixx/Dxx)

5. Organization of Newly Prepared Project Record Drawing Prints: Organize newly prepared Record Drawings into manageable sets. Include any contract required coordination drawings and applicable shop drawings. Bind each set with durable paper cover sheets. Include identification on cover sheets.

D. ADDITIONAL REQUIREMENTS FOR RECORD DRAWINGS

1. When there are multiple copies of the same sheet with different mark-ups on each copy, the General Contractor is responsible for consolidating all mark-ups onto a single copy of each individual sheet.

2. The information from all RFI's, Change Notices, Design Clarifications, field adjustments, or any other changes, must be noted on the appropriate drawing. These mark-ups must include enough information to clearly show the actual constructed conditions resulting from the change. The information may be drawn onto the drawing, copied onto the drawing or copied onto a new full size sheet. Every change in construction must have RFI’s, Change Orders or similar supplementary documents; therefore they must be copied in original size and attached to the back of the preceding drawing or at the end of the drawing set, as an appendix, as a full size sheet, same in size as the drawing set. Multiple RFI’s, CN’s and other supplemental documents may be copied in each single sheet.

3. All changes made on the drawings shall reference the appropriate RFI, Change Notices, Design Clarification, or details from the contractor prepared shop drawings. If the mark-up is due to a field adjustment, it shall be indicated as such.

4. Additional Sheets such as shop drawings and sheets showing copies of applicable change documentation must be inserted into the set as necessary. Such sheets shall have a title block.

5. All shop drawings showing information not on the construction drawings (with the exception of concrete embedded steel reinforcement bending drawings and steel reaction and fabrication drawings) shall be marked up and included in the record drawing set.



They shall be the same size (changes in scale noted) as all other drawings, include a title block, and clearly indicate that they are record shop drawings. When the shop drawings more accurately show locations and conditions, they may be marked in lieu of referenced on the original drawings. This does not relieve the contractor from the shop drawing inclusion requirements in the Operation and Maintenance Manuals that are a separate item

2.2 RECORD SPECIFICATIONS

A. Preparation: Mark Specifications to indicate the actual product installation where installation varies from that indicated in Specifications, addenda, and contract modifications. Print marked specifications, addenda, and contract modifications on paper any color but white and ensure that black font is clearly legible on the color chosen. Use the same paper color throughout the project. Use black font for these changes.

1. Give particular attention to information on concealed products and installations that cannot be readily identified and recorded later.

2. Mark copy with the brand name and model number of products, materials, and equipment furnished, including substitutions and product options selected.

3. Record the name of the manufacturer, supplier, Installer, and other information necessary to provide a record of selections made.

4. For each principal product, indicate whether Record Product Data has been submitted in operation and maintenance manuals instead of submitted as Record Product Data.

5. Note related Change Orders, Record Drawings, and Product Data where applicable.

2.3 RECORD PRODUCT DATA

A. Preparation: Mark Product Data to indicate the actual product installation where installation varies substantially from that indicated in Product Data submittal.

1. Give particular attention to information on concealed products and installations that cannot be readily identified and recorded later.

2. Include significant changes in the product delivered to Project site and changes in manufacturer's written instructions for installation.

3. Note related Change Orders, Record Drawings, and Product Data where applicable. 4. Upon completion of mark-up, submit a complete set of record Product Data to COTR for

the Authority's records. 5. Where Record Product Data is required as part of maintenance manuals, submit

marked-up product data as an insert in the manual.

2.4 RECORD SAMPLE SUBMITTAL

A. Prior to date of Substantial Completion, the Contractor shall meet the Authority's personnel at the site to determine which of the samples maintained during the construction period shall be transmitted to the Authority for record purposes. Comply with the COTR's instructions for packaging, identification marking, and delivery to the Authority's sample storage space. Dispose of other samples in manner specified for disposal of surplus and waste materials.



2.5 RECORD SCHEDULE

A. Record Schedule Submittal: Immediately prior to date of inspection for Final Acceptance, submit a copy of the As-built Contract CPM Schedule (if applicable) to the COTR.

B. Mark the Contractor’s Construction Schedule to show actual start and finish dates for all work activities and milestones, based on the accepted monthly updates. This Record Schedule shall be in same format as Contractor’s Construction Schedule. This Record Schedule shall be in tabular and in time-scaled PDM plot formats.

2.6 MISCELLANEOUS RECORD SUBMITTALS

A. Assemble miscellaneous records required by other Specification Sections for miscellaneous record keeping and submittal in connection with actual performance of the Work. Bind or file miscellaneous records and identify each, ready for continued use and reference. Submit to COTR.

1. Categories of requirements resulting in miscellaneous records include, but are not limited to the following:

a. Field records on excavations and foundations. b. Field records on underground construction and similar Work. c. Survey showing locations and elevations of underground lines. d. Invert elevations of drainage piping. e. Authorized measurements utilizing unit prices or allowances. f. Ambient and substrate condition tests. g. Certifications received in lieu of labels on bulk products. h. Batch mixing and bulk delivery records. i. Testing and qualification of tradesmen. j. Documented qualification of installation firms. k. Load and performance testing. l. Inspections and certifications by governing authorities. m. Final inspection and correction procedures. n. Summary letter from Special Inspector indicating structural work was completed in

accordance with applicable standards. o. Final inspections of all trades.

PART 3 - EXECUTION

3.1 RECORDING AND MAINTENANCE

A. Recording: Maintain one copy of each submittal during the construction period for Project Record Document purposes. Post changes and modifications to Project Record Documents as they occur.

B. Maintenance of Record Documents and Samples: Store Record Documents and Samples in the field office apart from the Contract Documents used for construction. Do not use Project



Record Documents for construction purposes. Maintain Record Documents in good order and in a clean, dry, legible condition, protected from deterioration and loss. Repair or reproduce torn or dirty sheets. Provide access to Project Record Documents for COTR's reference during normal working hours.



EXCAVATION AND EMBANKMENT P-152-1

ITEM P-152 - EXCAVATION AND EMBANKMENT DESCRIPTION

152-1.1 SUMMARY

This item covers excavation, disposal, stockpiling, and compaction of all materials within the limits of the work required to construct the proposed pavements in accordance with these specifications and in conformity to the dimensions and typical sections shown on the plans. This project consists primarily of excavation, but there may be isolated areas to be filled with embankment material to finish the subgrade to proper grade. To guarantee the material requirements of the specifications are being met, the contractor shall be required to use an independent laboratory to complete material testing. Excavation for storm drainage pipes, utility lines and structures are covered in their respective specification. The Contractor shall dispose of all excess suitable excavated material at the on-airport soil bank. The unit price proposed for unclassified excavation shall include the cost of hauling and disposal of the excavated material. The PCC material removed shall be kept separate from other removal material and be disposed of at the PCC stockpile location at the on-airport soil bank.

The contractor shall keep the subgrade well drained at all times. Depressions or areas that hold water are not permitted at any time in the proposed subgrade. It is expected that pumping will be necessary to maintain a well-drained subgrade. The contractor shall take actions necessary to prevent surface water runoff from entering the excavated trench. All turfed areas that are disturbed shall be topsoiled and sodded.

152-1.2 CLASSIFICATION

All material excavated shall be classified as defined below:

A. Pavement Removal. Pavement removal shall include saw cutting, removal and disposal of various depths of Portland cement concrete (PCC) within the project limits including temporary PCC pavement sections. In addition to the pavements defined above, Pavement Removal shall include aggregate and stabilized subbase materials and any soil materials located above the proposed subgrade elevation.

B. Unclassified Excavation. Unclassified excavation shall consist of the excavation and

disposal of all material, regardless of its nature to finish the compacted subgrade to the lines and grades in the contract plans.

Any over-excavation, including rock removal below the proposed grade elevation necessary to finish the compacted subgrade to the lines and grades shown on the plans, shall not be measured for payment.

C. Unsuitable Subgrade Undercut Excavation. Unsuitable Subgrade Undercut



Excavation shall consist of the removal and disposal of fat clay type material classified as CH, when classified in accordance with the USCS by a Geotechnical Engineer or removal of other soft and yielding subgrade material when directed by the COTR.

152-1.2 UNSUITABLE EXCAVATION

Any material containing vegetable or organic matter, such as muck, peat, organic silt, or sod shall be considered unsuitable for use in embankment construction. Material, when approved by the COTR suitable to support vegetation, may be used for topsoiling. Any fat clay or soft and yielding material shall be considered unsuitable for use in embankment construction.

CONSTRUCTION METHODS 152-2.1 GENERAL

The suitability of material to be placed in embankments shall be subject to approval by the COTR. Those areas outside of the pavement areas in which the top layer of soil material has become compacted, by hauling or other activities of the Contractor shall be scarified and disked to a depth of 4 inches (100 mm), in order to loosen and pulverize the soil. If it is necessary to interrupt existing surface drainage, sewers or under-drainage, conduits, utilities, or similar underground structures, the Contractor shall be responsible for and shall take all necessary precautions to preserve them or provide temporary services. When such facilities are encountered, the Contractor shall notify the COTR, who shall arrange for their removal if necessary. The Contractor shall, at his/her own expense, satisfactorily repair or pay the cost of all damage to such facilities or structures which may result from any of the Contractor's operations during the period of the contract.

152-2.2 EXCAVATION

No excavation shall be started until the work has been staked out by the Contractor, the Contractor has obtained elevations and measurements of the ground surface, and the Contractor has submitted the elevations and measurements of the ground surface to the COTR. All suitable excavated material shall be used in the formation of embankment, subgrade, or for other purposes shown on the plans. All excess excavated material shall be disposed of in accordance with Paragraph 2.2M, Disposal of Excavated Materials. Combustible material shall be removed from the site daily. The contractor shall be required to process and compact the existing subgrade as required in this section as outlined below. The properties of the existing subgrade can be improved by compaction at proper moisture content. The Contractor shall immediately notify the Authority Fire Department and the COTR if a release of a hazardous material occurs or if a hazardous material is detected in the presence of any soil. The grade shall be maintained so that the surface is well drained at all times. When



necessary, temporary drains and drainage ditches shall be installed to intercept or divert surface water that may affect the work. Pumping shall be used to maintain the subgrade in a dry condition if it is not possible by temporary ditches or drains.

A. PCC Pavement and Temporary PCC Pavement Removal. Pavement removal shall be performed as illustrated on the drawings and as specified in the paragraph below.

1) The existing concrete to be removed shall be freed from the pavement to remain.

This shall be accomplished by sawing through the complete depth of the slab 8 to 18 inches inside the perimeter of the final removal limits, distance to be determined by the Contractor. The pavement inside the initial saw cut shall be broken by methods suitable to the Contractor except as noted below. Prior to beginning demolition, a second sawcut shall be made around the perimeter of the area to be removed through the complete depth of slab, including existing load transfer devices. The Contractor’s removal operation shall not cause damage to cables, utility ducts, pipelines, or drainage structures under the pavement.

2) To avoid damaging existing underground utilities, the use of drop hammers or

wrecker balls to break Portland cement pavement slabs will not be permitted; the use of guillotine breakers will not be permitted over top of existing underground utilities. When using the guillotine breaker, the Contractor shall suspend pavement breaking operations a sufficient distance either side of the utility to prevent damage to the utility. The Contractor shall determine this distance based on type of utility, utility depth and breaking equipment. The Contractor shall locate all utilities prior to PCC breaking operations. PCC Pavement removal over top utilities shall be by saw cuts and hoe rammed method.

3) Edge Repair. The edge of existing concrete pavement against which new

pavement abuts shall be protected from damage at all times. Areas which are damaged during construction shall be repaired at no cost to the Authority; repair of previously existing damaged areas will be considered a subsidiary part of concrete pavement construction.

a. Spall Repair. Spalls shall be repaired where directed by the COTR. Repair

shall be performed as indicated on the drawings. b. Underbreak Repair. If bottom 1/3 (or less) of the slab needs repairs, the

repair shall be considered an underbreak repair and shall be performed in accordance with this paragraph. All underbreak shall be repaired. First, all delaminated and loose material shall be removed. Next, the underlying material shall be recompacted, without addition of any new material. Finally, the void shall be completely filled with paving concrete, thoroughly consolidated. Care shall be taken to produce an even joint face from top to bottom. Prior to placing concrete, the underlying material shall be thoroughly moistened. After placement, the exposed surface shall be completely coated with curing compound.

c. Underlying Material. The underlying material adjacent to the edge of and

under the existing pavement to remain in place shall be protected from



damage or disturbance during removal operations and until placement of new concrete, and shall be shaped as shown on the drawings, or as directed. Sufficient underlying material shall be kept in place outside the joint line to completely prevent disturbance of material under the pavement. Any material under the portion of the concrete pavement to remain in place that is disturbed or loses its compaction shall be carefully removed and replaced with concrete as specified in paragraph “Underbreak Repair”. The underlying material outside the joint line shall be thoroughly compacted and shall be moist when new concrete is placed.

B. Selective Grading. Selective grading will be required. The more suitable material

shall be used for structural fill in constructing the embankments or in capping the pavement subgrade. Structural fill shall be placed under areas to be paved plus five feet beyond the edge of pavements. Structural fill shall consist of soil materials complying with ASTM D2487 soil classifications groups GW, GP, GM, SM and SP, and have a plasticity index less than 10. If, at the time of excavation, it is not possible to place this material in its final location, it shall be stockpiled in approved areas. Stockpiling or excavation from the stockpile for the purpose of selective grading will not be measured for payment.

C. Rock Undercut Excavation. Rock, shale, hardpan, loose rock, boulders, or other

material unsatisfactory for the taxiway, roads and shoulders shall be excavated to a minimum depth below subgrade elevation of 12 inches or to the depth specified by the COTR, below the subgrade.

D. Unsuitable Subgrade Undercut Excavation. Fat clay or other soft and yielding

material, such as muck, peat, matted roots, or other yielding material that are considered unsuitable as subgrade material shall be undercut to a depth as determined by the COTR, within the limits of the pavement being replaced. The COTR, prior to removal, shall approve the exact limits of the unsuitable material excavation. Excavation of unsuitable subgrade material shall be measured and paid for at the contract unit price per cubic yard for Unsuitable Subgrade Undercut Excavation.

Satisfactory but wet material shall be dried in accordance with Section 152-2.2E "Drying" when directed by the COTR. The undercut area, whether from rock or unsuitable subgrade material, shall be refilled with P-220 Undercut Backfill Stone and thoroughly compacted by rolling. The use of soil stabilization fabric or geogrid shall be as directed by the COTR. The necessary refilling will constitute a part of the embankment. Where rock cuts are made and refilled with selected material, any pockets created in the rock surface shall be drained. The Contractor shall retain a Geotechnical engineer to determine the limits of fat clay excavation.

E. Drying. Satisfactory but wet material shall be dried and compacted to the density

specified in Section 152-2.2K "Compaction Requirements". The following effort is required to dry the material.

1. Air-dry the top 8 inches of material. This procedure shall include processing

the top 8 inches of material utilizing discs or tillers at least twice each day for



three consecutive good drying days. 2. Recompact the layer processed in Step 1 to achieve not less than the density

specified in Section 152-2.2K "Compaction Requirements" or until at least nine passes of a roller which has demonstrated ability to obtain the density on adjacent earthwork have been made.

Only when the work listed above has been accomplished and a satisfactory dry material has not been obtained, the COTR will make a determination as to whether additional drying and recompaction will be needed to obtain stable dry material or whether undercutting in accordance with Section 152-2.2D "Unsuitable Subgrade Undercut Excavation" is required.

F. Overbreak. Overbreak, including slides, is that portion of any material displaced or

loosened beyond the finished work as planned or authorized by the COTR. The COTR shall determine if the displacement of such material was unavoidable and his/her decision shall be final. All overbreak shall be graded or removed by the Contractor and disposed of as directed; however, payment will not be made for the removal and disposal of overbreak which the COTR determines as avoidable. Unavoidable overbreak will be classified as "Unclassified Excavation".

G. Removal of Utilities. The Contractor will accomplish the removal of existing

structures and utilities required to permit the orderly progress of work. H. Initial Compaction. After the excavation operations have been completed, the

subgrade shall be compacted as discussed in Section 152-2.2K "Compaction Requirements”. Rolling and compacting operations shall continue until the maximum attainable density of the existing subgrade has been reached. If the maximum density is less than the specified percent of maximum density, the Contractor shall either dry the soil or sprinkle the soil with water, as necessary to reach the required moisture content. The Contractor shall then continue recompacting the soil until the maximum density attainable has been reached. If this is less than the specified percent of maximum density, this process shall be repeated until the Contractor has made at least three attempts to compact the soil to the specified percent of maximum density. If after three attempts the specified percent of maximum density cannot be obtained, the Contractor shall undercut as discussed in Section 152-2.2.D.

I. Proofrolling. After initial compaction operations have been completed, the subgrade

should be proofrolled utilizing a heavily loaded dump truck or other pneumatic-tired vehicle of similar size and weight with at least a 12-KIP single axle load. The purpose of the proofrolling is to locate any isolated areas of soft or loose soils requiring improvement or replacement. Proofrolling shall not be attempted during and following wet weather conditions. Soil or loose soil areas identified by proofrolling, which cannot be compacted to specified percent of maximum density or which, due to excess moisture in underlying soils, cannot be compacted to the specified percentage of maximum density, shall be brought to the attention of the COTR. The Contractor shall undercut these areas as directed by the COTR and in accordance Section 152-2.2D. After undercut is complete, the COTR may waive the requirement to proofroll prior to backfilling with P-220 Undercut Backfill Stone.



J. Sump Installation and Pumping. During construction trapped moisture in low areas of the subgrade, may cause undesirable soil conditions, particularly at excavations adjacent to existing pavements. Undrained areas or depressions created in the subgrade by excavation are not permitted at any time in this project. The Contractor shall install gravel sumps and pump the depressed subgrade locations to maintain a well-drained subgrade at all times. The contractor shall install additional sumps at locations as directed by the COTR. No direct payment shall be made for the installation of the sumps or pumping but shall be included in the unit price for pavement removal. K. Compaction Requirements. Subgrade under all areas to be paved shall be compacted to the following depths and densities. In cut areas, the subgrade under areas to be paved shall be compacted to a minimum depth of 9 inches and to a density of not less than 95% for cohesive soils, and 100% for noncohesive soils, of the maximum density at optimum moisture as determined by ASTM D1557. Any unsuitable materials encountered shall be removed and paid for as specified. The Contractor shall provide laboratory densities and supporting test data to the COTR. COTR may, at its sole discretion, utilize a proof roll in lieu of density acceptance. The equipment and labor for the proof roll shall be furnished by the Contractor as directed by COTR.

The in-place field density shall be determined in accordance with ASTM D1556, ASTM D2167 or ASTM D6938. Stones or rock fragments larger than 4 inches in their greatest dimension will not be permitted in the top 6 inches of the subgrade.

L. Blasting. Blasting shall not be permitted.

M. Disposal of Excavated Materials. 1. All unsuitable excavated material shall be legally disposed of off the Airport

Property. 2. All suitable excavated material (excluding removed PCC) to be reused as

backfill for this project shall be stockpiled on the Airport property at a location to be determined by the COTR. The Contractor shall be solely responsible for handling this material, including hauling to and from the stockpile site, loading and unloading the material, as well as protection and maintenance of this stockpile.

3. All suitable excess excavated material (including removed PCC) not to be re-

used as backfill for this project shall be disposed of at the Soil Bank Site on the Airport property, as shown on the drawings. The Contractor shall be responsible for loading, hauling, dumping and grading the material at the Soil Bank site as directed by COTR. The Contractor shall place temporary seed at the Soil Bank Site on the disturbed areas. Cost of seeding and handling material at Soil Bank Site shall be incidental to associated removal or excavation item. See Section 312514 for additional Storm Water Pollution Prevention Requirements. All material disposed of at the soil bank site shall become the property of the Authority and shall not be taken out by the Contractor for any purpose, unless approved by the COTR.

a. All excess material disposed of in the Airport’s soil bank shall be a



maximum size of 18 inches in any direction. Material greater than 18 inches shall be crushed or otherwise broken up to meet the maximum dimensional requirements. All non-cementitious materials such as light bases, steel reinforcement, dowel bars, etc., shall be removed from the material before it is deposited in the soil bank.

b. Contaminated Soil. Soils that have levels of contamination in excess of

applicable state standards shall be disposed of as directed by the COTR and not be stockpiled at the soil bank site. If during earth moving operations there is evidence of any unusual odor, color, or visual indicators such as free product that would lead the Contractor to suspect the soil is contaminated, work should stop and the COTR notified.

c. Organic Matter. Any material containing vegetable or organic matter,

such as muck, peat, organic silt, or sod shall be considered unsuitable for use in the soil bank embankment formation. Material, when approved by the COTR, suitable to support vegetation, may be stored in the topsoil stockpile and used for topsoiling.

d. Soft and Yielding Material. Any fat clay or soft and yielding material

normally considered unsuitable for use in embankment construction may be incorporated into the soil bank embankment, subject to the approval by COTR, and contingent on the material being processed prior to incorporation into the embankment and placed away from the edges of the embankment.

152-2.3 DRAINAGE EXCAVATION

Drainage excavation shall consist of excavating for temporary or permanent drainage ditches as shown on the plans. The contractor shall dispose of excess material in accordance with Paragraph 2.2.M.

152-2.4 PREPARATION OF EMBANKMENT AREA

For all embankment below new pavements all sod and vegetable matter shall be removed from the surface upon which the embankment is to be placed, and the cleared surface shall be completely broken up by plowing or scarifying to a minimum depth of 6 inches (150 mm). This area shall then be compacted as indicated in Paragraph 2.5.No direct payment shall be made for the work performed under this section. The necessary topsoil tripping and the quantity of excavation removed will be paid for under the respective items of work.

152-2.5 FORMATION OF EMBANKMENTS

A. General This project consists primarily of excavation, but embankment construction may be required to bring isolated areas of the subgrade to grade. This section will govern the formation of embankments.



Embankments shall be formed in successive horizontal layers of not more than 8 inches in loose depth for the full width of the cross section, unless otherwise approved by the COTR. The grading operations shall be conducted, and the various soil strata shall be placed, to produce a soil structure as shown on the typical cross section or as directed. Materials such as brush, hedge, roots, stumps, grass and other organic matter, shall not be incorporated or buried in the embankment. Operations on earthwork shall be suspended at any time when satisfactory results cannot be obtained because of rain, freezing, or other unsatisfactory conditions of the field. The Contractor shall drag, blade, or slope the embankment to provide proper surface drainage. The material in the layer shall be within 20 percent of optimum moisture content value at the time of compaction to obtain the prescribed compaction. In order to achieve uniform moisture content throughout the layer, wetting or drying of the material and manipulation shall be required when necessary. Should the material be too wet to permit proper compaction or rolling, all work on all of the affected portions of the embankment shall be delayed until the material has dried to the required moisture content. Sprinkling of dry material to obtain the proper moisture content shall be done with approved equipment that will sufficiently distribute the water. Sufficient equipment to furnish the required water shall be available at all times. Samples of all embankment materials for testing, both before and after placement and compaction, will be taken for each 1,000 S.Y. or as required by the COTR. Based on these tests, the Contractor shall make the necessary corrections and adjustments in methods, materials or moisture content in order to achieve the correct embankment density. Rolling operations shall be continued until the embankment is compacted to no less than 95% percent of maximum density for noncohesive soils, and 90 percent of maximum density for cohesive soils as determined by ASTM D1557. Under all areas to be paved, the embankment shall be compacted to a minimum depth of 9 inches and to a density of not less than 100% for noncohesive soils and 95% for cohesive soils, of the maximum density at optimum moisture as determined by ASTM D1557. The Contractor shall provide laboratory densities and supporting test data to the COTR.

The in-place field density shall be determined in accordance with ASTM D1556, ASTM D2167 or ASTM D6938. Compaction areas shall be kept separate, and no lift shall be covered by another until the proper density is obtained. During construction of the embankment, the Contractor shall route his equipment at all times, both when loaded and when empty, over the layers as they are placed and shall distribute the travel evenly over the entire width of the embankment. The equipment shall be operated in such a manner that hardpan, cemented gravel, clay, or other chunky soil material will be broken up into small particles and become incorporated with the other material in the layer. In the construction of embankments, layer placement shall begin in the deepest portion of the fill; as placement progresses, layers shall be constructed approximately parallel to the finished pavement grade line.



When rock and other embankment material are excavated at approximately the same time, the rock shall be incorporated into the outer portion of the embankment and the other material shall be incorporated under the future paved areas.

P.C. Concrete Pavement removed in preparation of panel replacement, shall not be incorporated into the embankment. Stones or fragmentary rock larger than 4 inches in their greatest dimensions will not be allowed in the top 6 inches of the subgrade. Rock or boulders shall be disposed of outside the excavation or embankment areas, except at places and in the manner designated by the COTR. When the excavated material consists predominantly of rock fragments of such size that the material cannot be placed in layers of the prescribed thickness without crushing, pulverizing or further breaking down the pieces, such material shall be disposed of by the Contractor off of Airport Property. Frozen material shall not be placed in the embankment nor shall embankment be placed upon frozen material. There will be no separate measurement of payment for compacted embankment and all costs incidental to placing in layers, compacting, disking, watering, mixing, sloping, and other necessary operations for construction of embankments will be included in the contract price for unclassified excavation or other items.

152-2.6 FINISHING AND PROTECTION OF SUBGRADE

After the subgrade has been substantially completed the full width shall be conditioned by removing any soft or other unstable material which will not compact properly. The resulting areas and all other low areas, holes or depressions shall be brought to grade with suitable select material. Scarifying, blading, rolling and other methods shall be performed to provide a thoroughly compacted subgrade shaped to the lines and grades shown on the plans.

Grading of the subgrade shall be performed so that it will drain readily. The Contractor shall take all precautions necessary to protect the subgrade from damage. He/she shall limit hauling over the finished subgrade to that which is essential for construction purposes. Areas in the subgrade that hold water and do not drain are not permitted. The contractor shall install a sump and pump the low area so the subgrade is well drained at all times. All ruts or rough places that develop in a completed subgrade shall be smoothed and recompacted. No subbase, base, or surface course shall be placed on the subgrade until the subgrade has been approved by the COTR.

152-2.7 HAUL

All hauling will be considered a necessary and incidental part of the work. Its cost shall be considered by the Contractor and included in the contract unit price for the pay of items or work involved. No payment will be made separately or directly for hauling on any part of the work.



152-2.8 TOLERANCES

In those areas upon which a subbase or base course is to be placed, the top of the subgrade shall be of such smoothness that, when tested with a 16-foot (5 m) straightedge applied parallel and at right angles to the centerline, it shall not show any deviation in excess of 1/2-inch (1.3 cm), or shall not be more than 0.05-foot (.0l5 m) from true grade as established by grade hubs or pins. Any deviation in excess of these amounts shall be corrected by loosening, adding, or removing materials; reshaping; and recompacting by sprinkling and rolling. In turf areas, grading shall provide for the placement of a minimum of 2 inches of topsoil such that the surface of the topsoil shall conform to the final elevations indicated. On turf areas adjacent to the edge of pavement the surface shall be of such smoothness that it will not vary more than 0.10 foot (0.03 m) from true grade as established by grade hubs. Any deviation in excess of this amount shall be corrected by loosening, adding or removing materials, and reshaping.

152-2.9 CONTRACTOR QUALITY CONTROL FOR EXCAVATION AND EMBANKMENT

The Contractor shall provide quality control for excavation and embankment in accordance with the Contractor Quality Control Program. In addition, the Contractor supplied quality control shall be as follows: A. Maximum Density-Optimum Moisture. The Contractor shall obtain a maximum

density-optimum moisture curve in accordance with ASTM D1557 for each material used as embankment and/or subgrade.

B. Compaction Tests. The Contractor shall obtain in place field densities which shall be

determined in accordance with ASTM D1556, ASTM D2167 or ASTM D6938 for each material used as embankment and/or subgrade. Testing will be made at a rate of 1 test per 1,000 Sq. Yd. or less for the full width of the subgrade, full width of prepared embankment area and full width of each layer of embankment placed at the depth specified. Additional tests shall be made as necessary as determined by the COTR.

C. Reports. A report of all maximum density-optimum moisture curves shall be made

and given to the COTR prior to use of the material in embankment. A report of all in-place density tests shall be made and given to the COTR within 48 hours of making the tests. A report on the limits of fat clay excavation shall be made and given to the COTR at least 48 hours prior to removing the fat clay.

152-2.10 PUMPING

It is anticipated that the contractor will have to pump to maintain a dry and well drained subgrade. Depressions in the subgrade that hold water and do not drain are not permitted. The cost of pumping shall be included in the unit cost for unclassified excavation. See Section 312514 for requirements to filter pumped water.



152-2.11 DUST CONTROL

The Contractor shall take all actions necessary to limit and control dust generated by construction activities to the satisfaction of the COTR. Water trucks, vacuum sweepers and brooms shall be used as necessary to stabilize and remove dust from the project site. Slurry from pavement sawcuts shall be cleaned from the pavement before it is allowed to dry.

METHOD OF MEASUREMENT 152-3.1 PAVEMENT REMOVAL

The quantity of Pavement Removal including the removal of the Temporary Pavement Section, to be paid for shall be the number of square yards measured in its original position, for the depth specified. The quantity of pavement removal shall include the PCC pavements, aggregate and stabilized subbase materials and any soils located above the specified depth of removal.

152-3.2 UNCLASSIFIED EXCAVATION

This item shall apply to material excavated under the existing bituminous shoulder removal areas. The quantity of unclassified excavation to be paid for shall be the number of cubic yards measured in its original position. All excavation required to finish the compacted subgrade to plan elevation regardless of its classification shall be measured and paid for as unclassified excavation. Any over excavation, including rock removal required to finish the compacted subgrade to plan elevation, shall not be measured for payment. Pumping to maintain a well-drained and dry subgrade shall not be measured for payment. Measurement shall not include the quantity of material excavated without authorization beyond normal slope lines, or the quantity of material used for purposes other than those directed.

152-3.3 UNSUITABLE SUBGRADE UNDERCUT EXCAVATION

The quantity of unsuitable subgrade undercut excavation to be paid for shall be the number of cubic yards measured in its original position. Undercut excavation, whether rock or unsuitable subgrade, shall be only as authorized by the COTR. Undercut excavation to support the contractors operations shall not be measured for payment.

152-3.4 MEASUREMENT OF EMBANKMENT OR EXCAVATED MATERIAL

For payment specified by the cubic yard, measurement for all excavation or embankment shall be computed by the average end area method. The end area is that bound by the original ground line established by field cross sections and the final theoretical pay line established by



excavation or embankment cross sections shown on the plans, subject to verification by the COTR. After completion of all excavation or embankment operations and prior to the placing of base or subbase material, the final excavation or embankment may be verified by the COTR by means of field cross sections taken randomly at intervals not exceeding 500 linear feet. Final field cross sections shall be employed if the following changes have been made:

A. Plan width of embankments or excavations are changed by more than plus or minus

1.0 foot; or B. Plan elevations of embankments or excavations are changed by more than plus or

minus 0.5 foot. 152-3.5 MEASUREMENT OF SHOULDER ADJUSTMENT

The quantity of shoulder adjustment to be paid for shall be the number of square yards of area disturbed and regraded.

152-3.6 MEASUREMENT OF TOPSOIL STRIPPING

The quantity of Topsoil Stripping shall be paid for shall be the number of square yards of area disturbed and regraded. Topsoil replacement for turf establishment shall be considered incidental to topsoil stripping and shall not be paid separately. Excess topsoil disposal, if required, shall not be paid separately and shall be considered incidental to Unclassified Excavation.

152-3.7 MEASUREMENT OF EMBANKMENT

The quantity of Embankment shall be paid for shall be the number of cubic yards of embankment placed on Taxiway B Connector to establish the proper subgrade elevation for creating the Soil Cement Subgrade Course. Quantity shall be determined by cross-sectional surveys before (after topsoil stripping) and after embankment construction using the end-area method to calculate quantities.

BASIS OF PAYMENT 152-4.1 PAVEMENT REMOVAL

Payment for Pavement Removal, including Temporary Pavement Sections, shall be made at the contract unit price per square yard for the depth specified. This price shall be full compensation for sawcutting, removal and disposal of the pavement materials, undercutting around existing utilities, protection of utilities, and backfilling abound utilities as directed by the COTR and for furnishing all materials, labor, equipment, tools and incidentals necessary to complete the item.

152-4.2 UNCLASSIFIED EXCAVATION



Payment for Unclassified Excavation shall be made at the contract unit price per cubic yard. This price shall be full compensation for all excavation, removal, hauling and disposal and for all labor, equipment, tools, and incidentals necessary to complete the item. This price and payment shall include all French drain construction and pumping to maintain the subgrade in a dry condition. No additional payment will be made by the Authority for rock excavation due to inaccurate determination of rock properties by the Contractor or inappropriate selection of excavation means and methods.

152-4.3 UNSUITABLE SUBGRADE UNDERCUT EXCAVATION

Payment shall be made at the contract unit price for Unsuitable Subgrade Undercut Excavation per cubic yard. This price and payment be full compensation for all excavation, removal, hauling and disposal and for all labor, equipment, tools, and incidentals necessary to complete the item.

152-4.4 SHOULDER ADJUSTMENT

Payment shall be made at the contract unit price for Shoulder Adjustment per square yard. This price and payment shall be full compensation for all excavation, removal, hauling and disposal and for all labor, equipment, tools and incidentals necessary to complete the item.

152-4.5 TOPSOIL STRIPPING

Payment shall be made at the contract unit price for Topsoil Stripping per square yard. This price and payment shall be full compensation for all excavation, removal, hauling and disposal and for all labor, equipment, tools and incidentals necessary to complete the item.

152-4.6 EMBANKMENT IN PLACE

Payment shall be made at the contract unit price for Embankment in Place per cubic yard. This price shall be full compensation for furnishing all materials, labor, equipment, tools, and incidentals necessary to complete the item.

152-4.75 EXCAVATION FOR STRUCTURES, STORM DRAIN PIPE AND UTILITIES

No direct measurement and payment will be made for excavation for structures, storm drain pipes, and utilities below the subgrade elevation. The cost of excavation for structures, storm drain pipes, and utilities shall be considered incidental to the contract unit prices for the respective pay items requiring the excavation. These prices shall be full compensation for furnishing all labor, equipment, tools and incidentals necessary to complete the item.

Payment will be made under: Item P-152-4.1 PCC Pavement Removal, 23” Depth per square yard Item P-152-4.2 Unclassified Excavation per cubic yard



Item P-152-4.3 Unsuitable Subgrade Undercut Excavation per cubic yard Item P-152-4.4 Shoulder Adjustment per square yard Item P-152-4.5 Topsoil Stripping per square yard Item P-152-4.6 Embankment per cubic yard

MATERIAL AND TESTING REQUIREMENTS

ASTM D1556 Test for Density of Soil In-Place by the Sand Cone Method

ASTM D1557 Tests for Moisture-Density Relations of Soils and Soil-Aggregate

Mixtures, Using 10-pound (4.5 kg) ammer and 18-inch (457 mm) Drop

ASTM D2167 Test for Density of Soil In-Place by the Rubber Balloon Method

ASTM D2487 Standard Practice for Classification of Soils for Engineering Purposes (Unified Soil Classification System)

ASTM D6938 Test Methods for In-Place Density and Water Content of Soil and Soil -

Aggregate by Nuclear Methods (Shallow Depth) END ITEM P-152


BITUMINOUS PAVEMENT REMOVAL P-160-1

SECTION P-160 - BITUMINOUS PAVEMENT REMOVAL DESCRIPTION 160-1.1 GENERAL

This item shall consist of removing and disposing of existing taxiway shoulder pavement structure (5” Bituminous Concrete and 6” Cement Treated Base Course) to facilitate the installation of the new PCC pavement and underdrains in accordance with these specifications and at the locations shown in the plans.

MATERIALS 160-2.1 GENERAL

The types of materials to be removed along with approximate depths and typical pavements are shown in the plans. Pavement structure information was taken from airport records. No extra compensation will be allowed if the actual pavement thickness is within 3 inches of the thickness shown on the plans.

CONSTRUCTION METHODS 160-3.1 REMOVAL

The existing pavement areas to be removed shall be removed in such a manner as to prevent damage to the adjacent vertical edges and pavements. Removal limits and all edges adjacent to existing pavements shall be saw cut full depth prior to removal or as directed by the COTR. Cement treated base course shall be considered part of the pavement structure.

160-3.2 HAULING

The Contractor shall provide hauling equipment similar to the type used to transport waste materials on public roads. The hauling equipment shall be equipped with covers adequate to prevent any spillage of waste material on the pavement. Using runways, aprons, taxilanes, or taxiways as haul roads is prohibited unless approved by the COTR and airport operations. Runways, aprons, taxilanes, or taxiways, and all roads used in hauling waste material shall be kept clean.

160-3.3 DISPOSAL OF MATERIALS

All materials resulting from bituminous pavement removal shall become the property of the Contractor and disposed of off the airport property.

METHOD OF MEASUREMENT 160-4.1 BITUMINOUS PAVEMENT REMOVAL

The quantity of bituminous pavement removal to be paid for shall be measured in square yards, measured on a horizontal plane of the actual material removed as marked in the field by the COTR, regardless of depth of the material to be removed. Removal outside of the


BITUMINOUS PAVEMENT REMOVAL P-160-2

limits shown on the plans as marked by the COTR will be at the Contractor’s expense. Removal of the existing cement treated base course under the bituminous pavements shall not be measured separately, but shall be included with the price of this item. The outside 6 inches of shoulder removal only requires removal of the top 5-inch asphalt surface and not the underlying 6-inch CTB; however, this area shall be measured as Bituminous Pavement Removal, 11” depth.

BASIS OF PAYMENT 160-5.1 BITUMINOUS PAVEMENT REMOVAL

The accepted quantity of bituminous pavement removal shall be paid for at the contract unit price per square yard. This price shall be full compensation for furnishing all equipment and for all preparation, sawcutting, excavating, removal of bituminous concrete and cement treated base course material regardless of thickness, dewatering, hauling and disposing; and for all labor, equipment, tools and incidentals necessary to complete the bituminous pavement removal.

Payment will be made under:

Item P-160-5.1 - Bituminous Pavement Removal, 11” depth per square yard. END ITEM P-160


SOIL STABILIZATION FABRIC P-161-1

SECTION P-161 - SOIL STABILIZATION FABRIC DESCRIPTION 161-1.1 GENERAL

This item consists of the installation of a geotechnical fabric over the prepared subgrade surfaces at the locations shown on the plans or as directed by the COTR.

MATERIALS 161-2.1 SUBMITTALS

The geotechnical fabric shall consist of woven or non-woven filaments of polypropylene, polyester, nylon or polyethylene. Non-woven fabric may be needle punched, heat-bonded, or combinations thereof. The fabric shall be inert to commonly encountered chemicals, rot proof, dimensionally stable (i.e. fibers must maintain their relative position with respect to each other), resistant to delamination, and conform to the following physical properties: Test Test Method Units Elongation

<50% Elongation ≥50%

Grab Strength ASTM D 4632 lbs 245 (min) 155 (min) Tear Strength ASTM D 4533 lbs 90 (min) 55 (min) Puncture Strength

ASTM D 6241 lbs 495 (min) 310 (min)

Permittivity ASTM D 4491 sec-1 0.02 (min) Apparent Opening Size

ASTM D 4751 U.S. No. 30 Sieve max. avg. roll value

Notes:

1. For woven fabric, test results shall be referenced to orientation with warp, or weave, whichever case may be. Both woven and nonwoven fabric shall be tested wet.

2. Test results may be obtained by manufacturer's certification.


Soil Stabilization Fabric shall be placed on subgrade where shown in the plans, on subgrade in prepared undercut areas as discussed in Item P-220 and Division 2, Section “Undercut Backfill Stone,”, and as directed by the COTR. If the COTR determines that the use of Soil Stabilization Fabric in undercut areas will expedite construction, the COTR will direct the Contractor to place the Soil Stabilization Fabric prior to placing the aggregate stone used to fill the undercut area. The use of Soil Stabilization Fabric in undercut areas is reserved for the discretion of the COTR.



Fabric to be used for undercut shall be double layered. One layer of fabric shall be placed under the aggregate backfill and one layer of fabric shall be placed on top of the aggregate backfill. The square yard measurement shall include both layers of fabric.

161-3.2 DELIVERY, STORAGE, PREPARATION AND INSTALLATION

The Contractor shall submit samples of the proposed fabric and proposed widths for approval by the Engineer prior to ordering the fabric.

Fabric shall be delivered to the job site in such a manner as to facilitate handling and incorporation into the work without damage. Material shall be stored in such a manner as to prevent exposure to direct sunlight and damage by other construction activities.

Prior to the installation of the fabric, the application surface shall be cleared of debris and sharp objects. All wheel tracks or ruts in excess of three (3) inches in depth shall be graded smooth or otherwise filled with soil to provide a reasonably smooth surface.

Fabric may be installed on the application surface either by hand or mechanical methods, provided that the fabric is not torn or the surface rutted.

Fabric of insufficient width or length to fully cover the specified area shall be lapped, or sewn. The following are minimum laps for each:

1) Lap Only - 24"

2) Sewn - 4"

If sewn, the seam strength shall be equal or more than the minimum grab tensile strength of the fabric when tested wet.

Aggregate material meeting the requirements of P-209 Crushed Aggregate Base Course and/or P-220 Undercut Backfill Stone shall be installed in conjunction with the Soil Stabilization Fabric under this provision. The aggregate material used to fill the undercut area shall be selected by the COTR, and paid for under Item P-209 and/or P-220.

The fabric shall be placed to the width and depth directed by the COTR. Unless otherwise specified, the material shall be back-dumped on the fabric in a sequence of operations beginning at the outer edges of the treatment area with subsequent placement towards the middle.

Placement of the aggregate on the fabric shall be accomplished by spreading dumped material off of previously placed material with a bulldozer blade or end-loader, in such a manner as to prevent tearing or shoving of the cloth. Dumping of material directly on the fabric will only be permitted to establish an initial working platform. No vehicles or construction equipment shall be allowed on the fabric prior to placement of the granular blanket.

Fabric which is damaged during installation or subsequent placement of granular material, due to failure of the Contractor to comply with these provisions, shall be repaired or replaced at his expense, including costs of removal and replacement of the base course material.



Torn fabric may be patched in-place by cutting and placing a piece of the same fabric over the tear. The dimensions of the patch shall be at least two (2) feet larger than the largest dimension secured to prevent the granular material from causing lap separation.

The fabric shall be installed immediately before the base course to minimize exposure to sunlight. No construction traffic will be allowed on the fabric until the fabric is covered by the base course. The Contractor shall keep pedestrian traffic on the applied fabric to a minimum and shall repair any damage to the fabric at his cost as directed by the COTR.

All fabric placed shall be wrinkle free and accepted for paving by the COTR. All fabric placed shall be covered by a layer of base the same day.

METHOD OF MEASUREMENT 161-4.1 Soil Stabilization Fabric will be measured in square yards of subgrade surface covered with

the geotechnical fabric as shown in the plans, in accordance with the provisions of this item and accepted by the COTR. The square yard measurement shall include two layers of fabric (top and bottom of Undercut Backfill Stone). No additional quantity is allowed for lapping of the fabric at joints or for any vertical distance.

BASIS OF PAYMENT 161-5.1 Payment will be made at the contract unit price per square yard for Soil Stabilization Fabric

which shall be full compensation for all materials, fabric, labor, equipment, tools, and incidentals necessary to complete the work as specified. Payment per square yard for Soil Stabilization Fabric will include the cost for two applications of fabric (top and bottom of Undercut Backfill Stone).


Item P-161-5.1 - Soil Stabilization Fabric per square yard

END ITEM P-161


GEOGRID FOR SUBGRADE STABILIZATION P-162-1

SECTION P-162 – GEOGRID FOR SUBGRADE STABILIZATION DESCRIPTION 162-1.1 GENERAL

This item consists of the installation of a geogrid over the prepared subgrade surfaces as directed by the COTR. This item is included as a contingency item when extremely poor soils are encountered and other methods of undercutting and backfill stone are not deemed as sufficient to provide construction platform.

MATERIALS 162-2.1 SUBMITTALS

The geogrid shall be a biaxial grid consisting of polypropylene, polyester, nylon or polyethylene. The geogrid shall be inert to commonly encountered chemicals, rot proof, dimensionally stable (i.e. fibers must maintain their relative position with respect to each other), and resistant to delamination and conform to the following physical properties: Test Test Method Units Longitudinal

Direction Transverse Direction

Ultimate Tensile Strength ASTM D 6637 Lb/ft 1320 2100 Tensile Strength @ 2% Strain ASTM D 6637 Lb/ft 410 600 Tensile Strength @ 5% Strain ASTM D 6637 Lb/ft 810 1340 Initial Modulus ASTM D 6637 Lb/ft 27,400 44,500 Tensile Modulus @ 2% Strain ASTM D 6637 Lb/ft 19,000 29,750 Tensile Modulus @ 5% Strain ASTM D 6637 Lb/ft 16,400 26,800 Junction Strength GFI-GG2 Lb/ft 1,080 1,770 Flexural Rigidity ASTM D 1388 Mg-cm 750,000 NA Acceptable products include: a. Tensar BX1300 b. US Fabric BaseGrid 33 c. Tenax MS330


Geogrid shall be placed on subgrade as directed by the COTR. If the COTR determines that the use of Geogrid in undercut areas will expedite construction, the COTR will direct the Contractor to place the Geogrid prior to placing the aggregate stone used to fill the undercut area. The use of Geogrid in undercut areas is reserved for the discretion of the COTR.



162-3.2 DELIVERY, STORAGE, PREPARATION AND INSTALLATION

The Contractor shall submit samples of the proposed geogrid and proposed widths for approval by the Engineer prior to ordering the geogrid.

Geogrid shall be delivered to the job site in such a manner as to facilitate handling and incorporation into the work without damage. Material shall be stored in such a manner as to prevent exposure to direct sunlight and damage by other construction activities.

Prior to the installation of the geogrid, the application surface shall be cleared of debris and sharp objects. All wheel tracks or ruts in excess of three (3) inches in depth shall be graded smooth or otherwise filled with soil to provide a reasonably smooth surface.

Geogrid of insufficient width or length to fully cover the specified area shall be lapped. The following are minimum laps for each:

1) Overlap = 36”

Aggregate material meeting the requirements of P-209 Crushed Aggregate Base Course and/or P-220 Undercut Backfill Stone shall be installed in conjunction with the Geogrid under this provision. The aggregate material used to fill the undercut area shall be selected by the COTR, and paid for under Item P-209 and/or P-220.

The geogrid shall be placed to the width and depth directed by the COTR. Unless otherwise specified, the material shall be back-dumped on the geogrid in a sequence of operations beginning at the outer edges of the treatment area with subsequent placement towards the middle.

Placement of the aggregate on the geogrid shall be accomplished by spreading dumped material off of previously placed material with a bulldozer blade or end-loader, in such a manner as to prevent tearing or shoving of the geogrid. Dumping of material directly on the geogrid will only be permitted to establish an initial working platform. No vehicles or construction equipment shall be allowed on the geogrid prior to placement of the granular blanket.

Geogrid which is damaged during installation or subsequent placement of granular material, due to failure of the Contractor to comply with these provisions, shall be repaired or replaced at his expense, including costs of removal and replacement of the aggregate course material.

Torn geogrid may be patched in-place by cutting and placing a piece of the same geogrid over the tear. The dimensions of the patch shall be at least two (2) feet larger than the largest dimension secured to prevent the granular material from causing lap separation.

The geogrid shall be installed immediately before the aggregate course to minimize exposure to sunlight. No construction traffic will be allowed on the geogrid until the geogrid is covered by the base course. The Contractor shall keep pedestrian traffic on the applied geogrid to a minimum and shall repair any damage to the geogrid at his cost as directed by the COTR.



All geogrid placed shall be covered by a layer of aggregate the same day. METHOD OF MEASUREMENT 162-4.1 Geogrid will be measured in square yards of subgrade surface covered with the geogrid as

shown in the plans, in accordance with the provisions of this item and accepted by the COTR.. No additional quantity is allowed for lapping of the geogrid at joints or for any vertical distance.

BASIS OF PAYMENT 162-5.1 Payment will be made at the contract unit price per square yard for Geogrid For Subgrade

Stabilization which shall be full compensation for all materials, fabric, labor, equipment, tools, and incidentals necessary to complete the work as specified.


Item P-162-5.1 – Geogrid for Subgrade Stabilization per square yard

END ITEM P-162


CRUSHED AGGREGATE BASE COURSE P-209-1

ITEM P-209 - CRUSHED AGGREGATE BASE COURSE DESCRIPTION 209-1.1 GENERAL

This item consists of a base course composed of crushed aggregates constructed on a prepared subgrade or underlying course in accordance with these specifications and in conformity to the dimensions and typical cross sections on the plans. The Contractor may substitute Item P-219 for the requirements of this item.

209-1.2 SUBMITTALS

Furnish shop drawings, manufacturer's data, test reports and materials certifications for all materials required in the referenced section, including: 1. Aggregate test data and certifications

a. Flat and elongated pieces b. Fractured Face c. Abrasion d. Sulfate soundness e. Gradation f. Sand equivalent value of fine aggregate g. Atterberg limits of minus 40 sieve material h. Source of supply

2. Field Density Reports 3. Moisture Density Curve Reports 4. Compaction Test Reports 5. Surface Tolerance Test Reports 6. Thickness Test Reports

The test data shall not be more than 6 months previous to the date of the submittal.

MATERIALS 209-2.1 AGGREGATE

Aggregates shall consist of clean, sound, durable particles of crushed stone, crushed gravel or recycled crushed concrete pavement and shall be free from coatings of clay, silt, vegetable matter, and other objectionable materials and shall contain no clay balls. Fine aggregate passing the number 4 sieve shall consist of fines from the operation of crushing the coarse aggregate. If necessary, fine aggregate may be added to produce the correct gradation. The fine aggregate shall be produced by crushing stone or gravel that meet the requirements for wear and soundness specified for coarse aggregate.



The crushed aggregate portion which is retained on the number 4 sieve shall contain not more than 15 percent, by weight, of flat or elongated pieces as defined in ASTM D693 and shall have at least 90 percent by weight of particles with at least two fractured faces and 100 percent with at least one fractured face. The area of each face shall be equal to at least 75 percent of the smallest midsectional area of the piece. When two fractured faces are contiguous, the angle between the planes of fractures shall be at least 30 degrees to count as two fractured faces.

The percentage of wear shall not be greater than 45 percent when tested in accordance with ASTM C131. The magnesium sulfate soundness loss shall not exceed 20%, after 5 cycles when tested in accordance with ASTM C88. The fraction passing the No. 40 sieve shall have a liquid limit no greater than 25 and a plasticity index of not more than 4 when tested in accordance with ASTM D4318. The fine aggregate shall have a minimum sand equivalent value of 35 when tested in accordance with ASTM D2419. A. Sampling and Testing. The Contractor prior to the start of production shall furnish

aggregates for preliminary testing. All tests for initial aggregate submittals necessary to determine compliance with the specification requirements will be made by the Contractor at no expense to the Contract.

The Contractor shall furnish samples of aggregates at the start of production and at intervals during production. The sampling points and intervals will be designated by the COTR. The samples will be the basis of approval of specific lots of aggregates from the standpoint of the quality requirements of this section.

In lieu of testing, the COTR may accept certified State test results indicating that the aggregate meets specification requirements.

Samples of aggregates to check gradation shall be taken by the Contractor at least once daily. Sampling shall be in accordance with ASTM D75, and testing shall be in accordance with ASTM C136 and C117.

B. Gradation Requirements. The gradation (job mix) of the final mixture shall fall

within the design range indicated in Table 1, when tested in accordance with ASTM C117 and C136. The final gradation shall be continuously well graded from coarse to fine and shall not vary from the low limit on one sieve to the high limit on an adjacent sieve or vice versa.

TABLE 1. REQUIREMENTS FOR GRADATION OF AGGREGATE 1/ 2/

Sieve Size

Design Range Percentage by Weight Passing

Sieves

Job Mix Tolerances Percentage

2 in. 1 in. 3/8 in. No. 10

100 90-100 59-69 26-36

±5 ±8 ±7



No. 40 No. 200

11-19 5-8

±4 ±2

Notes: 1. VDOT 21B Gradation is permitted 2. Where environmental conditions (temperature and availability of free moisture)

indicate potential damage due to frost action, the maximum percent of material, by weight, of particles smaller than 0.02 mm shall be 3 percent. It also may be necessary to have a lower percentage of material passing the No. 200 sieve to help control the percentage of particles smaller than 0.02 mm.

The job mix tolerances in Table 1 shall be applied to the job mix gradation to establish a job control grading band. The full tolerance still will apply even when application of the tolerances results in a job control grading band outside the design range. The fraction of the final mixture that passes the No. 200 sieve shall not exceed 60 percent of the fraction passing the No. 30 sieve.

CONSTRUCTION METHODS 209-3.1 OPERATION AT SOURCES OF SUPPLY

The base material shall be obtained from sources approved by the Virginia Department of Transportation. The material shall be handled in a manner that shall secure a uniform and satisfactory product.

209-3.2 PREPARING UNDERLYING COURSE FOR NEW PAVEMENTS

The underlying course shall be checked and accepted by the COTR before placing and spreading operations are started. Any ruts or soft yielding places caused by improper drainage conditions, hauling, or any other cause shall be corrected at the Contractor's expense before the base course is placed thereon. Material shall not be placed on frozen subgrade.

209-3.3 MIXING

The aggregate shall be uniformly blended during crushing operations or mixed in a plant. The plant shall blend and mix the materials to meet the specifications and to secure the proper moisture content for compaction.

209-3.4 PLACING

The crushed aggregate base material shall be placed on the moistened subgrade in layers of uniform thickness with a mechanical spreader. The maximum depth of a compacted layer shall be 6 inches. If the total depth of the compacted material is more than 6 inches, it shall be constructed in two or more layers. In multi-layer construction, the base course shall be placed in approximately equal-depth layers. The previously constructed layer should be cleaned of loose and foreign material prior to



placing the next layer. The surface of the compacted material shall be kept moist until covered with the next layer.

209-3.5 COMPACTION

Immediately upon completion of the spreading operations, the crushed aggregate shall be thoroughly compacted. The number, type, and weight of rollers shall be sufficient to compact the material to the required density. The moisture content of the material at time of compaction shall not be below, nor more than 1-1/2 percentage points above, the optimum moisture content as determined by ASTM D1557, Method C. The course shall not be rolled when the underlying course is soft or yielding or when the rolling causes undulation in the base course. When the rolling develops irregularities that exceed 3/8 inch when tested with a l6-foot straightedge, the irregular surface shall be loosened, refilled with the kind of material as that used in constructing the course, and rolled again as required. In areas inaccessible to rollers, the base course material shall be tamped thoroughly with mechanical tampers. The sprinkling during rolling, if necessary, shall be in the amount and by equipment approved by the COTR. Water shall be added in such a manner that free water will not reach the underlying layer and cause it to become soft.

209-3.6 ACCEPTANCE SAMPLING AND TESTING FOR DENSITY

Aggregate base course shall be accepted for density on a lot basis. A lot will consist of one day's production where it is not expected to exceed 2,400 square yards of placed and compacted material. A lot will consist of one-half day's production where a day's production is expected to consist of between 2,400 and 4,800 square yards of placed and compacted material. Each lot shall be divided into four equal sublots. One test shall be made for each sublot. Sampling locations will be determined by the Contractor on a random basis in accordance with statistical procedures contained in ASTM D3665. Each lot will be accepted for density when the field density is at least 100 percent of the maximum density of laboratory prepared specimens. The laboratory density shall be determined in accordance with ASTM D1557, Method C. The lot density shall equal the average density of the four sublot tests. The in-place field density shall be determined in accordance with ASTM D1556 or D2167. If the specified density is not attained, the entire lot shall be reworked and/or re-compacted and two additional random tests made. This procedure shall be followed until the specified density is reached. In lieu of ASTM D1556 or D2167 field density determination acceptance testing may be accomplished using a nuclear gauge in accordance with ASTM D6938. The gauge should be field calibrated in accordance with paragraph 4 of D6938. Calibration tests shall be conducted on the first lot of material placed that meets the density requirements.



Use of D6938 results in a wet unit weight, and when using this method, ASTM D3017 shall be used to determine the moisture content of the material. The calibration curves furnished with the moisture gauges shall be checked as described in paragraph 7 of D3017. The calibration checks of both the density and moisture gauges shall be made at the beginning of a job and at intervals as determined by the COTR.

If a nuclear gauge is used for density determination, two random readings shall be made for each sublot. All acceptance testing and associated costs shall be the Contractor's responsibility.

209-3.7 FINISHING

The surface of the aggregate base course shall be finished by blading or with automated equipment especially designed for this purpose. In no case will the addition of thin layers of material be added to the top layer of base course to meet grade. If the elevation of the top layer is 2 inches or more below grade, the top layer of base shall be scarified to a depth of at least 3 inches, new material added, and the layer shall be blended and re-compacted to bring it to grade. If the finished surface is above plan grade, it shall be cut back to grade and re-compacted.

209-3.8 SURFACE TOLERANCE

The finished surface shall not vary more than 3/8 inch when tested with a 16-foot straight-edge applied parallel with or at right angles to the centerline. The Contractor at the Contractor’s expense shall correct any deviation in excess of this amount. Contractor shall provide personnel for measurement and documentation of surface smoothness. Sampling points and intervals will be designated by the COTR.

209-3.9 THICKNESS CONTROL

The completed thickness of the base course shall be within 1/2 inch of the design thickness. Four determinations of thickness shall be made for each lot of material placed. The lot size shall be consistent with that specified in paragraph 3.6. Each lot shall be divided into four equal sublots. One test shall be made for each sublot. Sampling locations will be determined by the COTR on a random basis in accordance with procedures contained in ASTM D3665. Where the thickness is deficient by more than 1/2 inch, the Contractor shall correct such areas at no additional cost by excavating to the required depth and replacing with new material. Additional test holes may be required to identify the limits of deficient areas.

209-3.10 MAINTENANCE

The base course shall be maintained in a condition that will meet all specification requirements until the work is accepted. Equipment used in the construction of an adjoining section may be routed over completed portions of the base course, provided no damage results and provided that the equipment is routed over the full width of the base course to avoid rutting or uneven compaction.



The Contractor shall perform all maintenance work necessary to keep the base course in a condition satisfactory for priming or construction of the pavement course. The surface of the base course shall be kept clean and free from foreign material, and shall be properly drained at all times. If cleaning is necessary, or if the prime coat becomes disturbed, any work or restriction necessary shall be performed at the expense of the Contractor.

209-3.11 FILLING UNDERCUT

At locations directed by the COTR, crushed aggregate base course, as specified herein, shall be used to refill undercut excavated areas, as discussed in Section P-152 "Excavation and Embankment". Prior to placing the aggregate, if directed by the COTR, the Contractor shall place Soil Stabilization Fabric on the subgrade in accordance with Section P-161. The Contractor shall place the aggregate at locations directed by the COTR using a dump truck or other approved equipment capable of spreading the crushed aggregate base course. Lift thickness shall not exceed 8 inches in depth. The number of lifts shall be as directed by the COTR. The Contractor shall compact each lift to the satisfaction of the COTR using equipment specified herein.

209-3.12 CONTRACTOR QUALITY CONTROL FOR CRUSHED AGGREGATE BASE COURSE

The Contractor shall provide quality control for crushed aggregate base course in accordance with the Contractor Quality Control Program. In addition, the Contractor supplied quality control shall consist of:

1. Material Requirements. The Contractor shall perform all preliminary testing and

testing during production of all material used as crushed aggregate base course. The quality and gradation of the crushed aggregate base course shall meet the requirements specified herein. The certifications and test reports shall be dated within 6 months of the submittal date and shall identify the test method.

2. Maximum Density-Optimum Moisture. The Contractor shall obtain a maximum

density-optimum moisture curve in accordance with ASTM D 1557 Method C for each material used a crushed aggregate base course.

3. Compaction Tests. The Contractor shall obtain in-place field densities, at the

sampling rate specified in paragraph 209-3.6 Acceptance Sampling and Testing for Density.

4. Surface Tolerance. The Contractor shall measure and document the surface

smoothness in accordance with paragraph 209-3.8 Surface Tolerance. 5. Thickness Control. The Contractor shall determine complete thickness in accordance

with paragraph 209-3.9 Thickness Control. 6. Reports. A report of all preliminary test results and maximum density-optimum

moisture curves shall be made and given to the COTR prior to use of the material as crushed aggregate base course. A report of all production testing, in-place densities, surface tolerances and thicknesses shall be made and given to the COTR within 48 hours of making the tests.



METHOD OF MEASUREMENT 209-4.1 Aggregate base course used in the construction of drainage structures, trench drain

construction and backfill, box culverts, circular storm drainage pipe, storm drain removal, lights, etc. will not be measured for payment, but shall be included in the cost of the structure, light, trench drain, storm drain pipe, box culvert, utility trench, etc.

209-4.2 The quantity of aggregate base course to be paid for will be the number of tons placed,

compacted, and accepted. The aggregate shall be weighed either at the place of loading in the trucks, at the place of unloading from the trucks, or at such other point as the COTR may designate. The Contractor shall furnish approved duplicate load tickets upon which is recorded the net weight of the aggregates in each truck. The Contractor shall submit one (1) load ticket to the COTR, or his duly authorized representative, at the job site when the truckload is incorporated into the base. If at the time the aggregates are weighed they contain more than three (3) percent of absorbed and free moisture by weight, a deduction for the moisture in excess of this amount shall be made in determining the pay quantity. The Contractor shall furnish or arrange for the use of scales of a type approved by the COTR.

BASIS OF PAYMENT 209-5.1 Payment shall be made at the contract unit price per ton for Aggregate Base Course. This

price shall be full compensation for furnishing all materials and for all preparation, hauling, 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-209-5.1 - Aggregate Base Course per ton


ASTM C29 Unit Weight of Aggregate

ASTM C88 Soundness of Aggregates by Use of Sodium Sulfate or Magnesium Sulfate

ASTM C177 Materials Finer than 75um (No. 200) Sieve in Mineral Aggregates by

Washing ASTM C131 Resistance to Abrasion of Small Size Coarse Aggregate by Use of the

Los Angeles Machine

ASTM C136 Sieve or Screen Analysis of Fine and Coarse Aggregate

ASTM D75 Sampling Aggregate

ASTM D693 Crushed Stone, Crushed Slag, and Crushed Gravel for Dry-or Water-Bound Macadam Base Courses and Bituminous Macadam Base and Surface Courses of Pavements



ASTM D1556 Density of Soil in Place by the Sand - Cone Method

ASTM D1557 Moisture-Density Relations of Soils and Soil-Aggregate Mixtures Using

10-lb (4.5kg) Rammer and 18 in. (145mm) Drop

ASTM D2167 Density of Soil in Place by the Rubber-Balloon Method

ASTM D2419 Sand Equivalent Value of Soils and Fine Aggregate

ASTM D3017 Moisture Content of Soil and Soil Aggregate in Place by Nuclear Methods

ASTM D3665 Random Sampling of Paving Materials

ASTM D4318 Liquid Limit, Plastic Limit, and Plasticity Index of Soils ASTM D6938 Test Methods for In-Place Density and Water Content of Soil and Soil-

Aggregate by Nuclear Methods

END ITEM P-209


RECYCLED CONCRETE AGGREGATE BASE COURSE P-219-1

ITEM P-219 - RECYCLED CONCRETE AGGREGATE BASE COURSE DESCRIPTION 219-1.1 GENERAL

This item consists of a base course composed of recycled concrete aggregate, crushed to meet a particular grading, constructed on a prepared course in accordance with these specifications and in conformity to the dimensions and typical cross sections shown on the plans. The contractor may elect to purchase crushed recycled PCC material from the Airport’s Stockpile provided it meets the material requirements described below. MWAA makes no guarantee that the existing MWAA owned PCC stockpile material will have sufficient material for the project and/or meet the requirements outlined below. Should this approach be selected and the material approved, the Contractor shall negotiate a credit against the P-209 pay item.

219-1.2 SUBMITTALS

Furnish shop drawings, manufacturer's data, test reports and materials certifications for all materials required in the referenced section, including: 1. Aggregate test data and certifications

a. Flat and elongated pieces b. Fractured Face c. Abrasion d. Sulfate soundness e. Gradation f. Sand equivalent value of fine aggregate g. Atterberg limits of minus 40 sieve material h. Source of supply

2. Field Density Reports 3. Moisture Density Curve Reports 4. Compaction Test Reports 5. Surface Tolerance Test Reports 6. Thickness Test Reports

The test data shall not be more than 6 months previous to the date of the submittal.


Recycled concrete aggregate shall consist of Portland cement concrete or other concrete containing pozzolanic binder material and be derived exclusively from concrete pavements. The recycled concrete material shall be free of reinforcing steel, expansion material, and other foreign material. Asphalt concrete overlays shall be removed from the PCC surface prior to pavement removal and crushing. Also, full-slab asphalt concrete panels (used as a replacement for a removed PCC slab) shall be removed. An incidental amount of recycled asphalt concrete pavement may be present in the recycled concrete aggregate. Recycled concrete aggregate for base course shall consist of at least 90 percent, by weight,



Portland cement concrete, with the following materials making up the remaining 10 percent: Wood - 0.1 percent maximum Brick, mica, schist, or other friable materials - 4 percent maximum Asphalt concrete – 10 percent maximum

Virgin aggregates may be added to meet the 90 percent minimum concrete requirement The percentage of wood, brick, mica, schist, other friable materials, and asphalt concrete shall be determined by weighing that material retained on the No. 4 sieve, and dividing by the total weight of recycled concrete aggregate material retained on the No. 4 sieve. Fine aggregate passing the No.4 (4.75-mm) sieve shall consist of fines from the operation of crushing the recycled concrete aggregate. If necessary, fine aggregate may be added to produce the correct grading. The fine aggregate shall be produced by crushing stone, gravel, slag, or recycled concrete that meet the requirements for wear and soundness specified for coarse aggregate. The amount of flat and elongated particles in recycled concrete aggregate shall not exceed 20 percent for the fraction retained on the 0.5 inch (13 mm) sieve nor 20 percent for the fraction passing the 0.5 inch (13 mm) sieve when tested in accordance with ASTM D 4791. A flat particle is one having a ratio of width to thickness greater than 3; an elongated particle is one having a ratio of length to width greater than 3. The percentage of wear shall not be greater than 45 percent when tested in accordance with ASTM C 131. The sodium sulfate soundness test (ASTM C 88) requirement is waived for recycled concrete aggregate. The fraction passing the No. 40 (0.42-mrn) sieve shall have a liquid limit no greater than 25 and a plasticity index of not more than 4 when tested in accordance with ASTM D 4318. The fine aggregate shall have a minimum sand equivalent value of 35 when tested in accordance with ASTM D 2419. A. Sampling and Testing. The Contractor prior to the start of production shall furnish

aggregates for preliminary testing. All tests for initial aggregate submittals necessary to determine compliance with the specification requirements will be made by the Contractor at no expense to the Contract.

Samples of recycled concrete aggregate shall be furnished by the Contractor at the

start of production and at intervals during production. The sampling points and intervals will be designated by the COTR. The samples will be the basis of approval of specific lots of recycled concrete aggregate for the quality requirements.

Samples of recycled concrete aggregate to check grading shall be taken at least once

daily. Sampling shall be in accordance with ASTM D 75, and testing shall be in accordance with ASTM C 136 and C 117.

B. Gradation Requirements. The grading (job mix) of the final mixture shall fall within

the design range indicated in Table 1, when tested in accordance with ASTM C 117 and C 136. The final grading shall be continuously graded from coarse to fine and shall not vary from the low limit on one sieve to the high limit on an adjacent sieve or



vice versa. TABLE 1. REQUIREMENTS FOR GRADING OF RECYCLED CONCRETE AGGREGATE

Sieve Size

Design Range Percentage by Weight Passing

Sieves


2 in. 1-1/2 in. 1 in. 3/4 in. No. 4 No. 30 No. 200

100 95-100 70-95 55-85 30-60 12-30 0-5

±5 ±8 ±8 ±8 ±5 ±3

--The job mix tolerances in Table 1 shall be applied to the job mix grading to establish a job control grading band. The full tolerance still will apply if application of the tolerances results in a job control grading band outside the design range.

EQUIPMENT 219-3.1 GENERAL

All equipment necessary to mix, transport, place, compact, and finish the recycled concrete aggregate base course shall be furnished by the Contractor as to design, capacity, and mechanical condition. The Contractor shall provide written certification to the COTR that all equipment meets the requirements for this section. The equipment shall be inspected by the COTR at the job site prior to the start of I construction operations.

219-3.2 MIXING EQUIPMENT

Base course shall be thoroughly mixed in a plant suitable for recycled concrete aggregate. The mixer shall be a batch or continuous-flow type and shall be equipped with calibrated metering and feeding device that introduce the aggregate and water into the mixer in specified quantities. If necessary, a screening device shall be installed to remove oversized material greater than 2 in (50 mm) from the recycled concrete aggregate feed. Free access to the plant shall be provided to the COTR at all times for inspection of the plant's equipment and operation and for sampling the mixed recycled concrete aggregate materials.

219-3.3 HAULING EQUIPMENT

The mixed recycled concrete aggregate base course shall be transported from the plant to the job site in hauling equipment having beds that are smooth, clean, and tight. Truck bed covers shall be provided and used to protect the mixed recycled concrete aggregate base course from rain during transport.

219-3.4 PLACING EQUIPMENT



Recycled concrete aggregate shall be placed using a mechanical spreader or machine capable of receiving, spreading, and shaping the material without segregation into uniform layer or lift. The placing equipment shall be equipped with a strike off plate that can be adjusted to the layer thickness. The placing equipment shall have two end gates or cut off plates, so that the recycled concrete aggregate may be spread up to a lane width.

219-3.5 COMPACTION EQUIPMENT

Recycled concrete aggregate base course compaction shall be accomplished using one or combination of the following pieces of equipment:

Steel-wheeled roller, Vibratory roller, Pneumatic-tire roller, Hand-operated power tampers (for areas inaccessible to rollers)

219-3.6 FINISHING EQUIPMENT

Trimming of the compacted recycled concrete aggregate to meet surface requirements shall be accomplished using a self-propelled grader or trimming machine, with a mold board cutting edge of 12 ft (3.7 m) minimum width automatically controlled by sensors in conjunction with an independent grade control from a taut string line. String line will be required on both sides of the sensor controls for all lanes. The job mix tolerances in Table 1 shall be applied to the job mix grading to establish a job control grading band. The full tolerance still will apply if application of the tolerances results in a job control grading band outside the design range.

CONSTRUCTION METHODS 219-4.1 WEATHER LIMITATIONS

Construction is allowed only when the atmospheric temperature is at or above 35 OP (2 °C). When the temperature falls below 35 of (2 °C), the contractor shall protect all completed areas against detrimental effects of freezing. Areas damaged by freezing, rainfall, or other weather conditions shall be corrected.

219-4.2 PREPARING UNDERLYING COURSE

The underlying course shall be checked by the COTR before placing and spreading operations are started. Any ruts or soft yielding places caused by improper drainage conditions, hauling, or any other cause shall be corrected at the Contractor's expense before the base course is placed thereon. Material shall not be placed on frozen material. To protect the existing layers and to ensure proper drainage, the spreading of the recycled concrete aggregate base course shall begin along the centerline of the pavement on a crowned section or on the greatest contour elevation of a pavement with a variable uniform cross slope.

219-4.3 GRADE CONTROL



Grade control between the edges of the recycled concrete aggregate base course shall be accomplished by grade stakes, steel pins, or forms placed in lanes parallel to the centerline and at intervals of 50 ft (15 m) or less on the longitudinal grade and 25 ft (7.5 m) or less on the transverse grade.

219-4.4 MIXING

The recycled concrete shall be uniformly blended during crushing operations and mixed with water in a mixing plant suitable for recycled concrete aggregate. The plant shall blend and mix the materials to meet the specifications and to secure the proper moisture content for compaction.

219-4.5 PLACING

The recycled concrete aggregate base material shall be placed on the moistened sub grade or base in layers of uniform thickness with an approved mechanical spreader. The maximum depth of a compacted layer shall be 6 inches (150 mm). If the total depth of the compacted material is more than 6 inches (150 mm), it shall be constructed in two or more layers. In multi-layer construction, the material shall be placed in approximately equal-depth layers. The previously constructed layer shall be cleaned of loose and foreign material prior to placing the next layer. The surface of the compacted material shall be kept moist until covered with the next layer. Adjustments in placing procedures or equipment shall be made to obtain grades, to minimize segregation grading, to adjust the water content, and to ensure an acceptable recycled concrete aggregate base course.

219-4.6 COMPACTION

Immediately upon completion of the spreading operations, the recycled concrete aggregate shall be compacted. The number, type, and weight of rollers shall be sufficient to compact the material to the required density. Each layer of the recycled concrete aggregate base course shall be compacted to the required density using the compaction equipment. The moisture content of the material at the time of compaction shall not be below, nor more than 1-1/2 percentage points above, the optimum moisture content as determined by ASTM D 1557. Rolling shall begin at the outside edge of the surface and proceed to the center, overlapping on successive trips at least one-half the width of the roller. Alternate trips of the roller shall be slightly different lengths. Speed of the roller shall be such that displacement of the recycled concrete aggregate does not occur. In all places not accessible to the rollers, the base course material shall be compacted with hand-operated power tampers. The compaction shall continue until each layer has a degree of compaction that is at least 100 percent of the laboratory maximum density through the full depth of the layer. The contractor shall make adjustments in compacting or finishing techniques to obtain true grades, to minimize



segregation and degradation, to reduce or increase water content and to ensure a satisfactory base course. Any materials found to be unsatisfactory shall be removed and replaced with satisfactory material or reworked, so that the requirements of this specification are met. In areas inaccessible to rollers, the base course material shall be tamped thoroughly with mechanical tampers. The sprinkling during rolling, if necessary, shall be in the amount and by equipment approved by the COTR. Water shall be added in such a manner that free water will not reach the underlying layer and cause it to become soft.

219-4.7 ACCEPTANCE SAMPLING AND TESTING FOR DENSITY

Recycled concrete aggregate shall be accepted for grading and density on a lot basis. A lot will consist of one day's production where it is not expected to exceed 2,400 square yards per lift. A lot will consist of one-half day's production, where a day's production is expected to consist of between 2,400 and 4,800 square yards per lift. Each lot shall be divided into four equal sublots. One test shall be made for each sublot. Sampling locations will be determined on a random basis in accordance with statistical procedures contained in ASTM D 3665. Each lot will be accepted for grading when it falls within the limits and tolerances shown in Table 1 when tested in accordance with ASTM C117 and C 131. If the proper grading is not attained the grading test will be repeated. The entire lot shall be rejected and replaced by the Contractor at the Contractor's expense. Each lot will be accepted for density when the field density is at least 100 percent of the maximum density of laboratory specimens prepared from samples of the base course material delivered to the job site. The specimens shall be compacted and tested in accordance with ASTM D 1557. The in-place field density shall be determined in accordance with ASTM D 1556 or D 2167. If the specified density is not attained, the entire lot shall be reworked and two additional random tests made. This procedure shall be followed until the specified density is reached. In lieu of ASTM D 1556 or D 2167 method of field density determination, acceptance testing may be accomplished using a nuclear gage in accordance with ASTM D 6938. The gage should be field calibrated in accordance with paragraph 4 of ASTM D 6938. Calibration tests shall be conducted on the first lot of material placed that meets the density requirements. Use of ASTM D 6938 results in a wet unit weight, and when using this method, ASTM D 3017 shall be used to determine the moisture content of the material. The calibration curve furnished with the moisture gages shall be checked as described in paragraph 7 of ASTM D 3017. The calibration checks of both the density and moisture gages shall be made at the beginning of a job and at regular intervals as determined by COTR. If a nuclear gage is used for density determination, two random measurements shall be made for each sublot. All acceptance testing and associated costs shall be the Contractor's responsibility.



219-4.8 FINISHING

The surface of the recycled concrete aggregate base course shall be finished by equipment designed for this purpose. In no case will thin layers of material be added to the top of base course to meet grade. If the elevation of the layer is 1/2 inch (12 mm) or more below grade, the layer shall be scarified to a depth of at least 3 inches (75 mm), new material added, and the layer shall be recompacted. If the finished surface is above plan grade, it shall be cut back to grade and rerolled. Should the surface become rough, corrugated, uneven in texture, or traffic marked prior to completion, the unsatisfactory portion shall be scarified, and recompacted or replaced at Contractor's expense.


The finished surface shall not vary more than 3/8 inch (9 mm) when tested with a 16-ft (4.8-m) straightedge applied parallel with or at right angles to the centerline. The Contractor shall correct any deviation in excess of this amount, at the Contractor's expense. Contractor shall provide personnel for measurement and documentation of surface smoothness. Sampling points and intervals will be designated by the COTR.

219-4.10 THICKNESS CONTROL

The completed thickness of the base course shall be within 0.5 inch (13 mm) of the design thickness. Four determinations of thickness shall be made for each lot of material placed. Each lot shall be divided into four equal sublots. One test shall be made for each sublot. Sampling locations will be determined by the COTR on a random basis in accordance with procedures contained in ASTM D 3665. Where the thickness is deficient by more than 0.5 inch (13 mm), the Contractor shall correct such areas at no additional cost by excavating to the required depth and replacing with new material. Additional test holes may be required to identify the limits of deficient areas.


The base course shall be maintained in a condition that will meet all specification requirements until the work is accepted. Equipment used in the construction of an adjoining section may be routed over completed portions of the base course, provided no damage results and provided that the equipment is routed over the full width of the base course to avoid rutting or uneven compaction. The Contractor shall perform all maintenance work necessary to keep the base course in a condition satisfactory for priming or construction of the pavement course. The surface of the base course shall be kept clean and free from foreign material, and shall be properly drained at all times. If cleaning is necessary, or if the prime coat becomes disturbed, any work or restriction necessary shall be performed at the expense of the Contractor.



219-4.12 FILLING UNDERCUT

At locations directed by the COTR, recycled concrete aggregate base course, as specified herein, shall be used to refill undercut excavated areas, as discussed in Section P-152 "Excavation and Embankment". Prior to placing the aggregate, if directed by the COTR, the Contractor shall place Soil Stabilization Fabric on the subgrade in accordance with Section P-161. The Contractor shall place the aggregate at locations directed by the COTR using a dump truck or other approved equipment capable of spreading the crushed aggregate base course. Lift thickness shall not exceed 8 inches in depth. The number of lifts shall be as directed by the COTR. The Contractor shall compact each lift to the satisfaction of the COTR using equipment specified herein.

219-4.13 CONTRACTOR QUALITY CONTROL FOR RECYCLED CONCRETE AGGREGATE

BASE COURSE

The Contractor shall provide quality control for recycled concrete aggregate base course in accordance with the Contractor Quality Control Program. In addition, the Contractor supplied quality control shall consist of:

1. Material Requirements. The Contractor shall perform all preliminary testing and

testing during production of all material used as recycled concrete aggregate base course. The quality and gradation of the recycled concrete aggregate base course shall meet the requirements specified herein. The certifications and test reports shall be dated within 6 months of the submittal date and shall identify the test method.

2. Maximum Density-Optimum Moisture. The Contractor shall obtain a maximum

density-optimum moisture curve in accordance with ASTM D 1557 Method C for each material used a recycled concrete aggregate base course.

3. Compaction Tests. The Contractor shall obtain in-place field densities, at the

sampling rate specified in paragraph 219-4.7 Acceptance Sampling and Testing for Density.

4. Surface Tolerance. The Contractor shall measure and document the surface

smoothness in accordance with paragraph 219-4.9 Surface Tolerance. 5. Thickness Control. The Contractor shall determine complete thickness in accordance

with paragraph 219-4.10 Thickness Control. 6. Reports. A report of all preliminary test results and maximum density-optimum

moisture curves shall be made and given to the COTR prior to use of the material as recycled concrete aggregate base course. A report of all production testing, in-place densities, surface tolerances and thicknesses shall be made and given to the COTR within 48 hours of making the tests.

METHOD OF MEASUREMENT 219-5.1 The quantity of recycled concrete aggregate base course to be paid for will be the number of

tons placed, compacted, and accepted. The aggregate shall be weighed either at the place of loading in the trucks, at the place of unloading from the trucks, or at such other point as the COTR may designate. The Contractor shall furnish approved duplicate load tickets upon



which is recorded the net weight of the aggregates in each truck. The Contractor shall submit one (1) load ticket to the COTR, or his duly authorized representative, at the job site when the truckload is incorporated into the base. If at the time the aggregates are weighed they contain more than three (3) percent of absorbed and free moisture by weight, a deduction for the moisture in excess of this amount shall be made in determining the pay quantity. The Contractor shall furnish or arrange for the use of scales of a type approved by the COTR.

BASIS OF PAYMENT 219-6.1 Payment shall be made at the contract unit price per ton for Recycled Concrete Aggregate

Base Course. This price shall be full compensation for furnishing and recycling all materials and for all preparation, hauling, 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-209-5.1 at a new negotiated unit price.


ASTM C29 Unit Weight of Aggregate

ASTM C117 Materials Finer than 75um (No. 200) Sieve in Mineral Aggregates by Washing

ASTM C131 Resistance to Abrasion of Small Size Coarse Aggregate by Use of the

Los Angeles Machine

ASTM C136 Sieve or Screen Analysis of Fine and Coarse Aggregate

ASTM D693 Crushed Stone, Crushed Slag, and Crushed Gravel for Dry-or Water-Bound Macadam Base Courses and Bituminous Macadam Base and Surface Courses of Pavements

ASTM D 1556 Density of Soil in Place by the Sand -Cone Method ASTM D 1557 Moisture-Density Relations of Soils and Soil-Aggregate Mixtures Using

10-lb (4.5-kg) Rammer and 18-in (457-mm) Drop ASTM D 2167 Density of Soil in Place by the Rubber-Balloon Method ASTM D 2419

Sand Equivalent Value of Soils and Fine Aggregate ASTM D 3017 Moisture Content of Soil and Soil-Aggregate in Place by Nuclear

Methods ASTM D 3665 Random Sampling of Paving Materials ASTM D 4318 Liquid Limit, Plastic Limit, and Plasticity Index of Soils ASTM D 6938 Test Methods for In-Place Density and Water Content of Soil and Soil-

Aggregate by Nuclear Methods (Shallow Depth) END ITEM P-219


UNDERCUT BACKFILL STONE P-220-1

SECTION P-220 - UNDERCUT BACKFILL STONE DESCRIPTION 220-1.1 GENERAL

The work performed under this item shall consist of the placement of undercut backfill stone on subgrade at locations designated by the COTR as specified in Item P-152.

MATERIALS 220-2.1 UNDERCUT BACKFILL STONE

Undercut backfill stone shall be durable and free from seams and cracks. Weathered stone shall not be used. Stone shall meet the requirements of Virginia Department of Transportation Coarse Aggregate #3 (VDOT #3 Stone), with the gradation shown in Table 1. Recycled crushed concrete pavement is permitted, provided that it meets the gradation requirements in Table 1.

TABLE 1. REQUIREMENTS FOR GRADATION OF AGGREGATE

Sieve Size

Design Range Percentage by Weight Passing Sieves

2.5 in 2 in.

1.5 in. 1 in.

1/2 in.

100

90-100 35-70 0-15

Max. 5 CONSTRUCTION METHODS 220-3.1 PREPARATION OF SUBGRADE

The Contractor shall excavate to subgrade or undercut as directed by COTR as needed to allow placement of the undercut backfill stone. The cost of excavation shall be paid for under Items P-152.

220-3.2 SOIL STABILIZATION FABRIC

Prior to placing the undercut backfill stone, if directed by the COTR, the Contractor shall place Soil Stabilization Fabric on the subgrade in accordance with Section P-161.

220-3.3 PLACEMENT OF UNDERCUT BACKFILL STONE

The Contractor shall place undercut backfill stone at locations directed by the COTR using a dump truck or other approved equipment capable of spreading the stone. Undercut backfill stone shall be placed in lifts not exceeding 12 inches in depth. The number of lifts shall be as


UNDERCUT BACKFILL STONE P-220-2

directed by the COTR and shall not exceed two. 220-3.4 COMPACTION OF SUBGRADE AND UNDERCUT BACKFILL STONE

The Contractor shall seat each lift of undercut backfill stone into the subgrade using tires or tracks of earth moving equipment. Seating operations shall push the stone into the soil subgrade to the satisfaction of the COTR. After seating operations are completed, the Contractor shall place structural fill material in accordance with Item P-209 or P-219 over the subgrade to finish subgrade elevations and compact in accordance with Item P-209 or P-219.

METHOD OF MEASUREMENT 220-4.1 The quantity of undercut backfill stone to be paid for shall be the number of tons of undercut

backfill stone placed on the subgrade completed and accepted by the COTR. The quantity of Soil Stabilization Fabric to be paid for shall be in accordance with Division 2, Section “Soil Stabilization Fabric.”

BASIS OF PAYMENT 220-5.1 Payment for this item shall be at the contract unit price per ton for "Undercut Backfill Stone".

This cost shall be full compensation for the cost of hauling, placement of undercut backfill stone and re-compaction of the final surface and furnishing all materials, labor, equipment, and all else necessary to complete the work, therefore, and all other work in connection therewith and incidental thereto. Payment for Soil Stabilization Fabric shall be in accordance with Section P-161. Payment will be made under:

Item P-220-5.1 - Undercut Backfill Stone per ton

END ITEM P-220


CHOKE STONE INTERLAYER P-221-1

SECTION P-221 – CHOKE STONE INTERLAYER DESCRIPTION 221-1.1 This item shall consist of a choke stone interlayer comprised of fine aggregate applied to

the surface of a stabilized and/or permeable base layer placed beneath Portland cement concrete (PCC) pavement. The material shall be applied to the surface of the subject layer in accordance with these specifications and in conformity to the lines, grades, dimensions, and typical cross sections shown on the plans.


The method used in producing the aggregate shall be such that the finished product is as consistent as practicable. The aggregate shall consist of clean, sound, hard, durable particles that meet the specification requirements. The aggregate shall be free from clay balls, organic matter, and other deleterious substances in accordance with ASTM C 33.

Choke stone shall be made of hard, durable, fine aggregate.

The aggregate shall conform to the gradation shown in Table 1 or the gradation requirements for VDOT Coarse Aggregate No. 10, VDOT Fine Aggregate Class A, B, C or F or ASTM C 33 No. 9, when tested in accordance with ASTM C 136.

Table 1. Aggregate Gradation for Choke Stone Material

Sieve Size Percentage by Weight Passing Sieves ½ in (13 mm) 100

3/8 in (9.5 mm) 100 No. 4 (4.75 mm) 84-100 No. 100 (150 μm) 10-30

221-2.2 SUBMITTALS

At least 15 days prior to the placement of the choke stone, the Contractor shall submit certified test reports to the Engineer for the material proposed for use during construction. The certification shall show the appropriate ASTM specifications or tests for the material, the name of the company performing the tests, the date of the tests, the test results, and a statement that the material did or did not comply with the applicable specifications.

Tests older than 6 months shall not be used. Submittals shall comply with procedures set forth in the “Shop Drawing and Sample Submittals” section of the General Conditions. No choke stone shall be placed until the submittal is approved by the COTR.

EQUIPMENT 221-3.1 WEATHER LIMITATIONS

The choke stone may not be placed when rainfall is occurring or where rain is imminent.



221-3.2 PLACEMENT

The choke stone aggregate shall be spread into a single uniform layer of such width and thickness that, it conforms to the required grade and cross-section. The choke stone shall be placed no sooner than 24 hours prior to placement of the P-501 concrete. The choke stone shall be spread in a thin layer no thicker than 1/4 inch using spreading equipment approved by the COTR.

221-3.3 ACCEPTANCE SAMPLING AND TESTING

Unless otherwise specified, all acceptance sampling and testing necessary to determine conformance with the requirements specified in this section will be performed by the COTR at no cost to the Contractor. Testing organizations performing these tests shall meet the requirements of ASTM D 3666. All equipment in Contractor-furnished laboratories shall be calibrated by the testing organization prior to the start of operations. Aggregate samples shall be furnished by the Contractor in accordance with ASTM D 75 for laboratory testing prior to the start of production. Additionally, the Contractor shall furnish aggregate samples at specified intervals during production. Sampling for gradation shall be in accordance with ASTM D 75, and testing shall be in accordance with ASTM C 136 and C 117.

221-3.4 ACCEPTANCE CRITERIA

Completed choke stone layers shall be determined as “acceptable” or "unacceptable" on the basis of visual inspection. The COTR shall immediately notify the Contractor of visual defects, such as improper thickness, non-uniform texture, evidence of material segregation, and surface irregularities.

METHOD OF MEASUREMENT 221-4.1 No measurement will be made for choke stone interlayer. All costs associated with

choke stone interlayer work shall be considered incidental to the associated P-501 PCC pavement item.

TESTING REQUIREMENTS

ASTM C 117 Materials Finer than 75-µm (No. 200) Sieve in Mineral Aggregates by Washing

ASTM C 136 Sieve or Screen Analysis of Fine and Course Aggregates

ASTM D 75 Sampling Aggregates

ASTM D 3665 Random Sampling of Paving Materials

ASTM D 3666 Minimum Requirements for Agencies Testing and Inspecting Road and Paving Materials



END ITEM P-221


SOIL CEMENT SUBGRADE COURSE P-301 - 1

SECTION P-301- SOIL CEMENT SUBGRADE COURSE

PART 1 - DESCRIPTION

1.1 This item shall consist of constructing a soil cement subgrade course by uniformly mixing together soil, Portland cement, and water. The mixed material shall be spread, shaped, and compacted in accordance with these specifications and in conformity to the dimensions and typical cross sections shown on the plans.

Runway and taxiway pavements shall be built in a series of parallel lanes using a plan of processing that reduces longitudinal and transverse joints to a minimum.

PART 2 - MATERIALS 2.1 PORTLAND CEMENT

Portland cement shall conform to the requirements of ASTM C 150, Type I.

2.2 WATER

Water shall be clean and free from sewage, oil, acid, strong alkalis, or vegetable matter. Water of questionable quality shall be tested in accordance with the requirements of AASHTO T 26. Water known to be of potable quality may be used without testing.

2.3 SOIL

The soil for this work shall consist of materials on the site or selected materials from other sources and shall be uniform in quality and gradation, and shall be approved by the COTR. The soil shall be free of roots, sod, weeds, and shall not contain gravel or stone retained on a 3-inch sieve or more than 45% retained on a No. 4 sieve, as determined by ASTM C 136.

2.4 BITUMINOUS MATERIAL

The types, grades, controlling specifications, and application temperatures for the bituminous materials used for curing the soil-cement are listed in Section P-601.

PART 3 – COMPOSIION AND CEMENT QUANTITY 3.1 PORTLAND CEMENT

Portland cement shall be applied at the rate of 60 pounds per square yard for a 12 inch depth of subgrade treatment as shown on the plans.

3.2 TOLERANCES



At final compaction, the cement and water content for each course of subgrade treatment shall conform to the following tolerances. Material Tolerance Cement + 6 pounds per square yard, - 0 pounds per square yard Moisture content At optimum moisture to + 2 percentage points above

PART 4 – CONSTRUCTION METHODS

4.1 GENERAL

It is the primary requirement of this specification to secure a completed subgrade containing a uniform Portland cement mixture, free from loose or segregated areas, of uniform density and moisture content, well bound for its full depth, and with a smooth surface suitable for placing subsequent courses. It shall be the responsibility of the Contractor to regulate the sequence of his/her work, to use the proper amount of Portland cement, maintain the work, and rework the courses as necessary to meet the requirements of paragraph 3.2.

4.2 WEATHER LIMITATIONS

The cement stabilized soils shall not be mixed or placed while the atmospheric temperature is below 35 degrees F (2 degrees C) or when conditions indicate that the temperature may fall below 35 degree F (2 degrees C) within 24 hours, or when the weather is foggy or rainy, or when the soil or subgrade is frozen.

4.3 EQUIPMENT

The soil cement may be constructed with any equipment that will meet the requirements for soil pulverization, cement application, mixing, water application, incorporation of materials, compaction, finishing and curing specified herein. The details of the equipment to be used shall be submitted to the COTR for review at least 5 calendar days before the machine is brought onto the project site. The COTR may prohibit the use of any piece of equipment that will not, or does not, produce acceptable results.

4.4 PREPARATION

The area to be stabilized shall be graded and shaped to conform to the grades and typical cross section shown on the plans prior to beginning any cement treatment. The area shall meet the requirements specified in Section P-152 “Excavation and Embankment” and shall be shaped, compacted and proof-rolled. Any soft or yielding areas in the subgrade shall be removed and replaced with acceptable soil and compacted as specified in Section P-152 and accepted by the COTR prior to beginning the stabilization operation for the area.

4.5 PULVERIZATION



The soil for the cement stabilized subgrade course shall be so pulverized that at the completion of the moist-mixing, exclusive of gravel or stone retained on the No. 4 sieve, 100 percent by dry weight passes a 1 inch sieve and a minimum of 80 percent passes a No. 4 sieve.

4.6 CEMENT APPLICATION, MIXING, AND SPREADING Mixing of the soil, cement, and water shall be accomplished as described below.

A. The percentage of moisture in the soil, at the time of cement application, shall not exceed the quantity that will permit a uniform and intimate mixture of soil and cement during mixing operations, and shall meet the requirements of paragraph 3.2.

B. The specified quantity of cement shall be spread uniformly on the soil by an approved

spreader or bag distribution. It shall be distributed at a uniform rate and in such a manner as to reduce to a minimum the scattering of cement by wind. Cement shall be placed in a slurry form, if in the opinion of the COTR; the blowing cement becomes objectionable in the safe operations of the adjacent areas of the airport. Cement that has been displaced shall be replaced before mixing is started.

C. The width and depth of the required pulverizing and mixing will be shown on plans. The

depth of pulverizing shall be controlled to insure that the finished thickness will be within the required tolerance limits.

D. After cement has been applied, it shall be mixed with the soil. The contractor shall dry

mix the cement with the pulverized subgrade materials. Dry mixing shall continue until the cement has been sufficiently blended with the soil to reduce the possibility of the formation of cement balls that may occur when water is applied. The cement shall be uniformly distributed throughout the mixture. Water shall then be incorporated into the mixture of cement and pulverized subgrade materials. The addition of water and the mixing shall be completed in one continuous pass. The mixture of the water, cement, and pulverized subgrade materials shall be within the tolerance limits of optimum moisture content and shall be in a condition suitable for immediate compaction without further mixing or grading. Excessive concentrations of water on or near the surface shall be avoided. After all mixing water has been applied, mixing shall continue until a uniform mixture of soil, cement, and water has been obtained. A visual inspection of the final mixture shall be witnessed by the COTR. An inspection area of two feet by two feet shall be removed to the bottom elevation of the soil cement layer. The mixture shall be uniform in color and consistency from the top of the soil cement to the bottom of the layer along the sides of the soil cement that has been left in place. Non-uniform portions of the layer will be noted by the COTR and additional mixing shall be required until the layer is consistent throughout. Once the layer has been found to be consistent, the established mixing pattern shall remain in effect throughout production or until differing soil conditions have been determined. When differing soil conditions have been determined, a new mixing pattern shall be established in accordance with the visual inspection process noted herein.

E. A gage or gages shall be provided to allow the continuous monitoring the amount of

water that is applied. When the mixer will handle only a part of the subgrade width, the successive increments shall be of such length that the full width of treated material may be promptly mixed, compacted and finished, with not more than 30 minutes between



mixing adjacent lanes. The subgrade and cement mix shall not remain undisturbed after mixing and before compaction for more than 30 minutes.

F. When the uncompacted mixture is made too wet by the addition of too much water, or by

rain, the moisture content exceeds the specified tolerance for compaction; the entire affected section shall be reconstructed at the Contractor’s expense. Not more than 60 minutes shall elapse between the start of moist mixing and the start of compaction of the cement stabilized soils.

4.7 BURIED UTILITIES

Buried electrical conduits are located at locations shown on plans within the subgrade. At those locations, the subgrade shall be carefully excavated by manual methods to the secondary grade. Appropriate protection measures for the electrical conduits shall be exercised. The excavated soils shall be thoroughly mixed with cement and placed around the conduits by manual methods.

4.8 COMPACTION

Immediately upon completion of the spreading operations, the mixture shall be thoroughly compacted. The number, type, and weight of rollers shall be sufficient to compact the mixture to the required density.

The field density of the compacted mixture shall be at least 98 percent of the maximum density of laboratory specimens prepared from samples of the cement stabilized subgrade material taken from the material in place. The specimens shall be compacted and testing in accordance with ASTM D 558. The in-place field density and moisture shall be determined at random locations in accordance with ASTM D 1556 or ASTM D 2922 at one test per 2,000 square yards of the constructed cement stabilized subgrade soils. Any mixture that has not been compacted shall not be left undisturbed for more than 30 minutes. The moisture content of the mixture at the start of compaction shall be at optimum or above by 2 percentage points. The optimum moisture content shall be determined in accordance with ASTM D 558 and shall be less than that amount which will cause the mixture to become unstable during compaction and finishing.

When the field density test fails to meet the minimum requirement of 98 percent of the maximum density as determined in accordance with ASTM D 558, two additional tests within the 2,000 square yard area shall be randomly selected and tested. If one of the two additional tests and/or the average of the three tests within the area fail to meet the minimum requirement of 98 percent of the maximum density, the area shall be removed and replaced at the Contractor’s expense.

4.9 FINISHING

Finishing operations shall be completed during daylight hours unless adequate artificial lighting is provided, and the completed cement stabilized subgrade shall conform to the required lines, grades, and cross sections. If necessary, the surface shall be lightly scarified to eliminate any imprints made by the compacting or shaping equipment. The surface shall then be recompacted to the required density.

4.10 CONSTRUCTION JOINTS



A. At the end of each day’s run, a transverse construction joint shall be formed by cutting back into the compacted material to form a true vertical face free of loose material. The protection provided for construction joints shall permit the placing, spreading, and compacting of stabilized material without damage to the work previously laid. Where it is necessary to operate or turn any equipment on the completed soil cement subgrade course material, sufficient protection and cover shall be provided to prevent damage to the finished surface. A supply of mats or wooden planks shall be maintained and used as approved and directed by the COTR. When mixing is to be completed at or below the existing subgrade, mixing along the transverse joint shall begin at a minimum overlap of one foot from the end of the previous days run.

B. Care shall be exercised to ensure thorough compaction of the cement stabilized subgrade

material immediately adjacent to all construction joints. When spreading or compacting the cement stabilized subgrade material adjacent to a previously constructed lane, care shall be taken to prevent damage to the work already constructed.

4.11 PROTECTION AND CURING

A. After the subgrade has been stabilized as specified herein, it shall be protected against during for a period of 7 days by the application of bituminous material or other acceptable methods. However, equipment necessary to construct the next layer of the pavement section may be permitted on the soil cement subgrade course between 3 and 7 days, if warranted by the construction schedule. The curing method shall begin as soon as possible, but no later than 8 hours after the completion of finishing operations. The finished subgrade course shall be kept moist continuously until the curing material is placed. Curing disturbed between 3 and 7 days shall be corrected at the conclusion of each shift, not more than 8 hours from the disturbance.

B. Proof roll soil cement subgrade course in accordance with Item P-152, Paragraph 3.4.A.

If the areas exhibit yielding of 1 inch or greater, the compacted mixture in those areas shall be removed and replaced. The Contractor shall be responsible for the removal and replacement at no additional cost to the Authority.

C. The bituminous material specified shall conform to Item P-602 and be uniformly applied

to the surface of the completed base course at the rate of approximately 0.2 gallon per square yard with approved heating and distributing equipment. The exact rate and temperature of application to give complete coverage without excessive runoff shall be as specified.

D. At the time the bituminous material is applied, the surface shall be dense, free of all loose

and extraneous material, and shall contain sufficient moisture to prevent penetration of the bituminous material. Water shall be applied in sufficient quantity to fill the surface voids immediately before the bituminous curing material is applied.

E. The curing material shall be maintained and applied as needed by the Contractor during

the 7 day protection period so that all of the soil-cement will be covered effectively during this period.



F. Finished portions of cement stabilized subgrade that are used by equipment in constructing an adjoining section shall be protected to prevent equipment from marring or damaging the completed work.

G. When the air temperature may be expected to reach the freezing point, sufficient

protection from freezing shall be given the soil-cement for 7 days after its construction and until it has cured.

H. Other curing materials may be used if approved by the COTR.

4.12 CONSTRUCTION LIMITATIONS

When any of the operations after the application of cement are interrupted for more than 30 minutes or when the uncompacted cement stabilized soils mixture is wetted by rain so that the moisture content is exceeded by a small amount, the decision to reconstruct the affected portion shall rest with the COTR. In the event the uncompacted, rain-wetted mixture exceeds the specified moisture content tolerance, the Contractor shall reconstruct the affected portion at his/her expense. All material along the longitudinal or transverse construction joints not properly compacted shall be removed and replaced, at the Contractor’s expense, with properly moistened and mixed cement stabilized soils compacted to specified density.

4.13 SURFACE TESTS

The finished surface shall not vary more than 3/8 inch when tested with a 16-foot straightedge applied parallel with, or at right angles to, the longitudinal axis of the pavement. Any variations in excess of this tolerance shall be corrected by the Contractor, at his/her own expense, in a manner satisfactory to the COTR.

4.14 GRADE CONTROL

The average grade of the cement stabilized subgrade soils constructed during 1 day shall be within ½ inch of the elevation shown on the plans, except that the elevation of any one point may be within ¾ inch of that shown on the plans. The grade levels shall be established on a uniform survey grid with successive points no more than 50 feet apart in plan view. The grade levels shall be recorded no sooner than 12 hours after the construction of the cement stabilized subgrade course. If the elevation of the cement stabilized subgrade soils made in 1 day’s construction is not within the tolerance defined herein, the deficiency shall be corrected at the Contractor’s expense with the application of the cement treated base course.

4.15 MAINTENANCE

The Contractor shall be required to maintain, at his/her own expense, the entire cement stabilized subgrade course within the limits of his/her contract in a condition satisfactory to the COTR from the time he/she starts work until all the work has been completed and covered by the pavement base layer. Maintenance shall include immediate repairs of any defects that may occur either before or after the cement is applied. The work shall be done by the Contractor at his own expense and repeated as often as necessary to keep the area intact at all times. Repairs shall be made in a manner that will ensure restoration of a uniform surface and the durability of the part repaired. Faulty work must be replaced for the full depth of treatment.



PART 5 – CONTRACTOR QUALITY CONTROL

5.1 QUALITY CONTROL

A. Conform to all applicable provisions of Section 01400 “Contractor Quality Control Program.” Provide the following tests: 1. Material Requirements. The Contractor shall perform all preliminary

testing and testing during production of all material used for the soil cement subgrade course.

2. The Contractor shall monitor the cement content in accordance with the

amount specified in Section 3.1. The cement content shall be measured four times per day during production by means acceptable to COTR.

3. Thickness Control. The Contractor shall monitor the thickness of the soil

cement subgrade course twice daily in accordance with paragraph 4.6 D.

4. Surface Tolerance. The Contractor shall measure and document the surface smoothness in accordance with paragraphs 4.13 and 4.14.

5. Reports. A report of all preliminary test results and maximum density

optimum moisture curves in accordance with ASTM D 558 shall be made and given to the COTR prior to the construction of the soil cement subgrade course. A separate report for all production testing which includes; additional maximum density optimum moisture curves for the various materials encountered, cement contents, in-place densities, surface tolerances, and thicknesses shall be made and given to the COTR within 48 hours of performing the tests.

PART 6 – METHOD OF MEASUREMENT 6.1 The quantity of soil cement subgrade course to be paid for shall be the number of square yards of

completed and accepted cement stabilized subgrade soils.

PART 7 – BASIS OF PAYMENT 7.1 Payment shall be made at the contract unit price per square yard for soil cement subgrade course.

This price shall be full compensation for furnishing all materials, and for all preparation, delivering, placing, and mixing of these materials; and for all labor, equipment, tools and incidentals necessary to complete the item.

Payment will be made under: Item P-301-6.1 Soil Cement Subgrade Course, 12” Depth – per square yard



TEST REQUIREMENTS ASTM C 136 Sieve or Screen Analysis of Fine and Coarse Aggregate ASTM D 558 Moisture-Density Relations of Cement Stabilized Soils Mixtures ASTM D 806 Standard Test Method for Cement Content of Soil-Cement Mixtures ASTM D 1556 Test for Density of Soil In-Place by the Sand Cone Method ASTM D 2922 Test for Density of Soil In-Place by the Nuclear Method AASHTO T 26 Quality of Water to be used in Concrete MATERIAL REQUIREMENTS ASTM C 150 Portland Cement END OF SECTION 017114


CEMENT-TREATED BASED COURSE P-304-1

SECTION P-304 - CEMENT-TREATED BASE COURSE 304-1.1 DESCRIPTION

A. This item shall consist of a base course composed of mineral aggregate and cement uniformly blended and mixed with water. The mixed material shall be spread, shaped, and compacted in accordance with these specifications and in conformity to the lines, grades, dimensions, and typical cross sections shown on the plans. Runway, taxiway or apron courses shall be built in a series of parallel lanes using a plan of processing that reduces longitudinal and transverse joints to a minimum.

304-1.2. QUALITY ASSURANCE

A. Reference Standards: Meet requirements of the referenced standards except to the extent more detailed or stringent requirements are indicated by the Contract Documents, including requirements of this Section and of governing codes and regulations.

B. Compliance with Laws, Codes, Rules, and Regulations: Comply with all local,

State, and Federal laws, rules, and regulations applicable to this Section and to the selective demolition work to be done.

304-1.3. SUBMITTALS

A. Furnish shop drawings, manufacturer's data, test reports and materials certifications for all materials required in the referenced section, including:

1. Cement 2. Water 3. Aggregate

a. Gradation b. Fractured Face c. Flat and elongated pieces d. Abrasion e. Soundness f. Atterberg limits of minus 40 sieve material

4. Curing Compound 5. Mix Design 6. Field Density Reports 7. Straightedge Test Report

The test data or material certifications shall be dated within 6 months of the submittal date. Old or incomplete submittals will not be accepted.



MATERIALS 304-2.1 PORTLAND CEMENT

A. Portland cement shall conform to the requirements of ASTM C 150, Type I or Type II. Contractors may use bulk cement, subject to the COTR's approval of the apparatus for handling, weighing, applying the cement, and performance.

304-2.2 WATER

A. Water shall be clean, clear, and free from injurious amounts of sewage, oil, acid, strong alkalies, or vegetable matter, and it shall be free from clay or silt. If the water is potable, it is considered acceptable; otherwise, it shall be tested in accordance with the requirements of AASHTO T 26.

304-2.3 AGGREGATE

A. The aggregate shall be select granular materials meeting the gradation requirements given in Table 1. Recycled crushed concrete pavement shall not be used. The material shall be free of roots, sod, and weeds. The crushed or uncrushed aggregate shall consist of hard, durable particles of accepted quality, free from an excess of flat, elongated, soft, or disintegrated pieces, or objectionable matter. At least 90% of the aggregate (by weight) shall have at least one (1) fractured face. The method used in producing the aggregate shall be such that the finished product shall be as consistent as practicable. All stones and rocks of inferior quality shall be wasted.

B. Aggregates suspected of containing injurious quantities of sulfates shall be

examined petrographically in accordance with ASTM C 295.

C. The aggregate shall have a percent of wear not more than 40 percent as determined by ASTM C 131.

D. The percentage of wear of the crushed aggregate retained on the No. 4 (4.75-mm)

sieve shall not be greater than 40 percent when tested in accordance with ASTM C131. The sodium sulfate soundness loss shall not exceed 10 percent, or the magnesium sulfate soundness loss shall not exceed 13 percent, after five cycles, when tested in accordance with ASTM C 88.

E. The aggregate shall conform to the gradation shown in Table 1 when tested in

accordance with ASTM C 136. VDOT aggregate material No. 21A gradation is allowed but the contractor shall be required to furnish certifications and test data that verifies the material submitted conforms to the material requirements of the MWAA specification including soundness, abrasion, fractured face and percent elongated particles.



TABLE 1. AGGREGATE CEMENT-TREATED BASE COURSE

Sieve Size Percentage by Weight Passing Sieves

2 in.

100 1 in.

94-100 3/8 In.

63-72 No. 10

32-41 No. 40

14-24 No. 200

6-12

F. The gradations in the table represent the limits that shall determine suitability of aggregate for use from the sources of supply. The final gradations decided on, within the limits designated in the table, shall be well graded from coarse to fine and shall not vary from the low limit on one sieve to the high limit on adjacent sieves, or vice versa. The portion of the base aggregate, including any blended material, passing the No. 40 sieve shall have a liquid limit of not more than 25 and a plasticity index of not more than 6 when tested in accordance with ASTM D 4318.

G. All aggregate samples required for testing shall be furnished by the Contractor at

the expense of the Contractor. Sampling shall be in accordance with ASTM D 75 and will be observed by the Engineer. No aggregate shall be used in production of mixtures without prior approval.

H. Reactivity. Virgin crushed material (stone or gravel) to be used in CTB shall be

evaluated and tested by the Contractor for alkali-aggregate reactivity in accordance with ASTM C 1260. The test results shall have a measured expansion equal to or less than 0.10 percent in 16 days. The laboratory conducting the tests shall meet requirements of ASTM C 3666.

304-2.4 COVER MATERIAL FOR CURING

A. Curing material shall be an approved white pigmented wax-based liquid membrane-forming compound conforming to the requirements of ASTM C 309, Type 2, Class A or B (wax based).

304-2.5 CHOKE STONE

A. A choke stone interlayer shall be used as a bond breaker between the CTB and PCC pavement. Choke stone shall conform to the requirements of Division 20 Section “Choke Stone Interlayer.”



304-3.1 CEMENT CONTENT

A. The cement content of 6-inch cement treated base course used under PCC taxiway pavement shall be 6% by weight of the aggregate.

B. The cement content of 6-inch cement treated base course used under bituminous

shoulder pavement shall be 4% by weight of the aggregate. CONSTRUCTION METHODS 304-4.1 WEATHER LIMITATIONS

A. The cement-treated base shall not be mixed or placed while the atmospheric temperature is below 40oF or when conditions indicate that the temperature may fall below 35oF within 24 hours or when the weather is rainy. Cement-treated base shall not be placed on frozen subgrade or mixed when aggregate is frozen.

304-4.2 EQUIPMENT

A. The Cement treated base course may be constructed with specialized equipment that will meet the requirements for cement application, mixing, water application, incorporation of materials, compaction, finishing, and curing specified herein. Certain equipment shall be as specified below.

B. The methods to be employed in performing the work and the equipment and tools

to be used for handling the materials and executed the work shall be subject to the approval of the COTR before the work is started. Whenever corrections are necessary, changes shall be made. All equipment, tools, machinery, and plants must be maintained in a satisfactory working condition.

. C. Final grading shall be accomplished by survey control established at maximum

50-foot stations. Control shall be checked at centerline, pavement edges and a maximum of 50’ intervals between, by elevation checks on the section. All elevations shall be submitted to the COTR for acceptance.

304-4.3 PREPARING UNDERLYING COURSE

A. The underlying course shall be checked and accepted by the COTR before placing and spreading operations are started. Any ruts or soft yielding places caused by improper drainage conditions, hauling, or any other cause shall be corrected before the base course is placed thereon. The cost for all remedial work on the subgrade shall be incidental to the cost for Item P-304. Grade control between the edges of the pavement shall be accomplished by grade stakes, steel pins, or forms placed in lanes parallel to the centerline and at intervals of 50' or less on the longitudinal grade and at 25' or less on the transverse grade.

B. To protect the subbase and to ensure proper drainage, the spreading of the base

shall begin along the centerline of the pavement on a crowned section or on the greatest contour elevation of the pavement with a variable uniform cross slope.



304-4.4 MIXING (CENTRAL AND CONTINUOUS)

A. The aggregate shall be proportioned and mixed with cement and water in a

central mixing plant. The plant shall be equipped with feeding and metering devices that will introduce the cement, aggregate, and water into the mixer in the quantities specified. Mixing shall continue until a thorough and uniform mixture has been obtained.

B. The continuous mixing Plant method of mixing the aggregate and cement will be

allowed provided the following criteria are achieved. The COTR will be the sole evaluator of the process and will make the final determination.

1. Plant Approved for mixing Cement Treated Base Material by VDOT.

2. Cement Addition System is capable of injecting a minimum 4% cement.

The plant shall be capable of producing the total matrix at a minimum rate of 250 tons per hour.

3. The plant shall be set at the cement content approved by the COTR and

shall not be altered. If the cement content is altered for any reason, all operations for the established project will cease for that day or until the cement content is recalibrated.

4. The cement content shall be determined by the titration method. The

Contractor shall provide for the testing of the cement content in accordance with VTM 40.

304-4.5 PLACING

A. The mixture shall be transported to the job site in suitable vehicles and shall be deposited on the moistened subbase in uniform layers by means of approved mechanical spreaders. Not more than 60 minutes shall elapse between the start of moist mixing and the start of compaction of the cement-treated mixture on the prepared subgrade.

B. Final grading shall be accomplished by survey control established at 50-foot

stations. Control shall be checked at centerline, pavement edges and a maximum of 50-foot intervals between, by elevation checks on the section. All elevations shall be submitted to the COTR for acceptance.

304-4.6 ACCEPTANCE SAMPLING AND TESTING OF CEMENT-TREATED BASE

COURSE (COMPACTION AND THICKNESS)

A. Immediately upon completion of the spreading operations, the mixture shall be thoroughly compacted. The number, type, and weight of rollers shall be sufficient to compact the mixture to the required density.

B. At the start of compaction, the percentage of moisture in the mixture based on

oven-dry weights, shall not be below and not more than two percentage points



above the mix design moisture content and shall be less than that quantity which will cause the Cement treated base course mixture to become unstable during compaction and finishing.

C. The cement-treated base course shall be accepted for density on a lot basis. A lot

will consist of one day’s production, not to exceed 1200 square yards and will be divided into four equal sublots. One test shall be made for each sublot. Sampling locations will be determined by the COTR on a random basis in accordance with statistical procedures contained in ASTM D 3665. The COTR will be performing all acceptance testing and the results obtained will be used as a basis of payment.

D. Each lot of compacted material will be accepted, with respect to density, when

the average field density is equal to or greater than 98 percent of the maximum density of laboratory specimens prepared from samples of cement-treated base course taken from the material in place.

E. The laboratory specimens shall be compacted and tested in accordance with

ASTM D 558. The in-place field density shall be determined in accordance with ASTM D 1556 or ASTM D 2167, or ASTM D 6938. The lot will be accepted without adjustment in payment if the average density, based on four acceptance tests of the lot, is greater than or equal to 98 percent. If the average density does not meet this requirement, the Contractor may elect to leave the lot in place at a reduced unit price determined in accordance with Table 3.

TABLE 3. SLIDING SCALE PAY FACTORS

Average Percent Density Recommended Percent Payment

98.0 and greater 100 97.0-97.9 95 96.0-96.9 90 95.0-95.9 75 Less than 95.0 reject

F. Any mixture that has not been compacted shall not be left undisturbed for more

than 30 minutes. The moisture content of the mixture at the start of compaction shall not be below nor more than 2 percentage points above the optimum moisture content. The optimum moisture content shall be determined in accordance with ASTM D 558 and shall be less than that amount which will cause the mixture to become unstable during compaction and finishing.

G. The thickness of the cement-treated base course shall be determined from

measurements of the depths of mixing at the time intervals so that each test shall represent no more than 300 square yards. The Contractor shall conduct the depth measurements, record the results on daily inspection reports, and supply the daily reports to the COTR. The average thickness of the base constructed during one day shall be within 1/2-inch of the thickness shown on the plans, except that the thickness of any one point may be within 3/4-inch of that shown on the plans. Where the average thickness shown by the measurements made in one day’s



construction is not within the tolerance given; the COTR shall evaluate the area and determine if, in his opinion, it shall be reconstructed at the Contractor’s expense or the deficiency deducted from the total material in place. The determination evaluation and final payment shall rest solely with the COTR. Deficiencies in depth exceeding those tolerances listed hereinberfore shall result in a downward adjustment of payments as follows:

1/2” to 1” - 50% 1” to 1-1/2” - 90% or rejection (at COTR’s option) Greater than 1-1/2” - Rejection (will require reconstruction)

304-4.7 LAYER THICKNESS

A. No layer shall be in excess of 9 inches or less than 4 inches when compacted. In multilayer construction, the surface of the compacted material shall be kept moist until covered with the next layer.

304-4.8 FINISHING

A. The completed base course shall conform to the required lines, grades, and cross section. If necessary, the surface shall be lightly scarified to eliminate any imprints made by the compacting or shaping equipment. The surface shall then be re-compacted to the required density. The moisture content of the surface material must be maintained at its specified optimum moisture content during finishing operations. The compaction and finishing operations shall be completed within 2 hours of the time water is added to the mixture and shall produce a smooth, dense surface that is free of surface checking, ridges, or loose material. Should work be performed at night, adequate lighting shall be provided by the Contractor.

B. The equipment used for final grading shall be a self-propelled machine with a

mold board cutting edge of 12' minimum width which is automatically controlled by sensors in conjunction with an independent grade control from a taut stringline (nylon cord or wire). The automatic control system shall be actuated from the stringline through a system of mechanical sensor or sensor-directed mechanisms which will maintain the cutting edge at a predetermined transverse slope and at the proper elevation to obtain the required base course surface. Stringline will be required on both sides of the sensor controls for all lanes. Under no circumstance will a "lock-in" device be allowed to control the automatic grading machine from the existing subgrade or previously completed lane.

C. The automatic grading machine shall be operated and manned by personnel

experienced and trained on the operations of the equipment. The automatic grading machine shall, when arriving at the job site and at each time the machine is transported from one location to another, be thoroughly inspected and checked, by an experienced person, preferably the manufacturer's representative, for misalignment, warping, breakage, or inadvertent changes in the setting of various control elements. This shall include inspecting the configuration of the main cutting edge when in grading position. Such inspection shall be accomplished in



accordance with the recommendations of the manufacturer of the machine used on the project.

D. Cement treated base course limits which extend beyond the edges of the new

PCC surface course may be rolled down or shaped in such a manner that the slope is away from the new PCC surface course edge.


A. The finished surface shall not vary more than 3/8 inch when tested with a 16-foot straightedge applied parallel with, or at right angles to, the centerline of the stabilized area. The Contractor at the Contractor’s expense shall correct any deviation in excess of this amount.

304-4.10 CONSTRUCTION JOINTS

A. At the end of each day's construction, a transverse construction joint shall be formed by a header or by cutting back into the compacted material to form a true vertical face free of loose material.

B. Longitudinal joints shall be formed by cutting back 6 inches into the compacted

material to form a true vertical edge. The material removed from the six-inch section shall be spread across the subgrade or incorporated into the adjacent lane of material.

C. The protection provided for construction joints shall permit the placing,

spreading, and compacting of base material without injury to the work previously laid. Where it is necessary to operate or turn any equipment on the completed subbase course, sufficient protection and cover shall be provided to prevent damage to the finished surface. A supply of mats or wooden planks shall be maintained and used as approved and directed by the COTR.

D. Care shall be exercised to ensure thorough compaction of the subbase material

immediately adjacent to all construction joints. When spreading or compacting base material adjacent to a previously constructed lane, care shall be taken to prevent injury to the work already constructed.

304-4.11 PROTECTION AND CURING

A. The completed cement-treated base to be overlain with concrete shall be cured with a white-pigmented curing compound applied as soon as possible, and in no case later than 24 hours after completion of the finishing operations. The surface of the base course shall be kept moist until the curing compound is applied.

B. Curing compound shall be uniformly applied by mechanical sprayers under

pressure at a rate of one gallon to not more than 200 square feet of surface. The rate of application shall be approved by the COTR. 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 effective mechanical means. Hand spraying of odd widths or shapes and concrete surfaces exposed by the removal of forms will be permitted. The curing compound shall be of such character that the film will harden within 30 minutes after application. Should the film become damaged from any cause within the required curing period, the damaged portions shall be repaired immediately with additional compound.

C. The curing seal shall be maintained and protected until the Choke Stone

Interlayer is placed or asphalt concrete pavement is placed.

D. Finished portions of the base course that are used by equipment in the construction of an adjoining section shall cure sufficiently and be protected to prevent marring or damaging the completed work. If COTR determines construction traffic is damaging the placed course the contractor shall cease operations until sufficient cure has occurred so that no damage occurs to the course. Any damaged areas shall be replaced at the direction of COTR. The stabilized area shall be protected from freezing during the curing period.

304-4.12 CONSTRUCTION LIMITATION

A. When any of the operations after the application of cement are interrupted for more than 30 minutes or when the uncompacted cement treated base course mixture is wetted by rain so that the moisture content is exceeded by a small amount, the decision to reconstruct the portion affected shall rest with the COTR. In the event the uncompacted, rain-wetted mixture exceeds the specified moisture content tolerance, the Contractor shall reconstruct at his expense the portion affected. All material along the longitudinal or transverse construction joints not properly compacted shall be removed and replaced, at the Contractor's expense, with properly moistened and mixed Cement treated base course compacted to specified density.


A. The Contractor shall be required to maintain, at his own expense, the entire base course within the limit of his contract in a condition satisfactory to the COTR from the time he starts work until all the work has been completed. Maintenance shall include immediate repairs of any defects that may occur either before or after the cement is applied. The work shall be done by the Contractor at his own expense and repeated as often as necessary to keep the area intact at all times. Repairs shall be made in a manner that will ensure restoration of a uniform surface and the durability of the part repaired. Unacceptable work must be replaced for the full depth of treatment. Any low areas shall be remedied by replacing the material for the full depth of treatment rather than by adding a thin layer of Cement treated base course to the completed work.

CONTRACTOR QUALITY CONTROL 304-5.1 QUALITY CONTROL



A. Conform to all applicable provisions of Division 1, Section “Quality Requirements.” Provide the following tests:

1. Material Requirements. The Contractor shall perform all preliminary

testing and testing during production of all material used as cement-treated base course. The quality and gradation of the cement-treated base course shall meet the requirements specified hereinwith.

2. Maximum Density Optimum Moisture. The Contractor shall obtain a

maximum density-optimum moisture curve in accordance with ASTM D 558 for the cement-treated base course.

3. Compaction Tests. The Contractor shall obtain in-place field densities at

the sampling rate specified in Paragraph 4.6, Acceptance Sampling and Testing of Cement-Treated Base Course (Compaction and Thickness).

4. Surface Tolerance. The Contractor shall measure and document the

surface smoothness in accordance with Paragraph 4.9, Surface Tolerance.

5. Thickness Control. The Contractor shall determine complete thickness

in accordance with Paragraph 4.7, Layer Thickness.

6. Reports. A report of all preliminary test results and maximum density-optimum moisture curves shall be made and given to the COTR prior to use of the material as cement-treated base course. A report of all production testing, in-place densities, surface tolerances and thickness shall be made and given to the COTR within 48 hours of making the tests.

7. Titration tests for plant mixed material shall be in accordance with VTM

40; one test for each lot. 304-6.1 METHOD OF MEASUREMENT

A. The quantity of cement-treated base to be paid for will be determined by measurement of the number of square yards of base actually constructed and accepted by the COTR as complying with the plans and specifications.

304-7.1 BASIS OF PAYMENT

A. Payment shall be made at the contract unit price per square yard for cement-treated base course. This price shall be full compensation for furnishing all materials including Portland cement; for all preparation, manipulation, and placing of these materials; and for all labor, equipment, tools, and incidentals necessary to complete the item.

B. Each lot of CTB material will be accepted for density at the contract price

adjusted in accordance with Paragraphs 4.6.E and 4.6.G.




Item P-304-7.1 - Cement-Treated Base Course for Taxiways (6”) per Square Yard Item P-304-7.2 - Cement-Treated Base Course for Shoulders (6”) per Square Yard


ASTM C 88 Soundness of Aggregates by Use of Sodium Sulfate or Magnesium Sulfate

ASTM C 131 Resistance to Degradation of Small-Size Coarse Aggregate by

Abrasion and Impact in the Los Angeles Machine ASTM C 136 Sieve or Screen Analysis of Fine and Coarse Aggregate ASTM C 295 Petrographic Examination of Aggregates for Concrete

ASTM C 1260 Potential Alkali Reactivity of Aggregates (Mortar Bar Method) ASTM D 75 Sampling Aggregates

ASTM D 558 Moisture-Density Relations of Soil-Cement Mixtures

ASTM D 560 Freezing and Thawing Tests of Compacted Soil-Cement

Mixtures

ASTM D 1556 Density of Soil in Place by the Sand-Cone Method

ASTM D 1633 Compressive Strength of Molded Soil-Cement Cylinders

ASTM D 2167 Density of Soil in Place by the Rubber-Balloon Method

ASTM D 3665 Random Sampling of Paving Materials

ASTM D 4318 Liquid Limit, Plastic Limit, and Plasticity Index of Soils

ASTM D 6938 Standard Test Method for In-Place Density and Water Content of Soil and Soil-Aggregate by Nuclear Methods (Shallow Depth)

AASHTO T 26 Quality of Water to be Used in Concrete

MATERIAL REQUIREMENTS

ASTM C 150 Portland Cement

ASTM C 309 Specification for Liquid Membrane-Forming Compounds for

Curing Concrete END ITEM P-304


BITUMINOUS CONCRETE PAVEMENT P-405 - 1

ITEM P-405 – BITUMINOUS CONCRETE PAVEMENT DESCRIPTION 405-1.1 GENERAL

This Work shall consist of constructing one or more courses of bituminous (asphalt) concrete, SUPERPAVE type, on the prepared foundation in accordance with these specifications and in reasonably close conformity with the lines, grades, thicknesses, and typical cross sections shown on the plans or as established by the Contracting Officer’s Technical Representative (COTR).

405-1.2 QUALITY ASSURANCE

A. Reference Standards: Meet requirements of the referenced standards except to the extent more detailed or stringent requirements are indicated by the Contract Documents, including requirements of this Section and of governing codes and regulations.

B. Compliance with Laws, Codes, Rules, and Regulations: Comply with all local, State,

and Federal laws, rules, and regulations applicable to this Section and to the selective work to be done.

405-1.3 SUBMITTALS

Furnish shop drawings, manufacturer’s data, test reports and materials certifications as required in the referenced section, including:

A. Job Mix Formula.

B. Field Density Reports. C. Straightedge Test Report. D. Material delivery weight slips.

The test data or material certifications shall be dated within 6 months of the submittal date. Old or incomplete submittals will not be accepted.


A. Coarse Aggregate: Coarse aggregate shall be VDOT Grade A or B, conforming to the following quality requirements. Coarse aggregate shall be sound, angular crushed stone or crushed gravel, complying with AASHTO M43 and AASHTO M283 for Type A stone. Soundness loss shall be a maximum of 6% per AASHTO T103 or 15% per AASHTO T104. The coarse aggregate sizes retained on and above the No. 4 sieve shall meet the coarse aggregate requirements in the aggregate properties Table 1 below. Flat and Elongated (F&E) shall be tested in accordance with ASTM D 4791 and coarse aggregate angularity (CAA) shall be tested, on crushed gravel only, in accordance with ASTM D 5821.



Abrasion loss shall conform to the requirements of Table 1. Tests will be performed

in accordance with the requirements of AASHTO T96 on aggregate with grading the most nearly identical to the grading to be used in the work.

The amount of deleterious material shall not be more than is listed in Table 1.

B. Fine Aggregate: Sharp-edged natural sand or sand prepared from stone, gravel, or

combination thereof, complying with AASHTO M6. Soundness loss shall be a maximum of 15% per AASHTO T103 or 25% (for surface and intermediate courses) or 30% (for base courses) per AASHTO T104. The fine aggregate requirements in the aggregate properties are shown in Table 1 below. Fine aggregate angularity (FAA) shall be tested in accordance with AASHTO T 304 (Method A) and sand equivalent (SE) in accordance with AASHTO T 176.

The amount of deleterious material in sands shall be not more than is listed in Table

1.

C. Mineral Filler: Rock, hydraulic cement, or other inert material complying with ASTM D242.

D. Bituminous Cement:

1. Mix SM-12.5A shall use a Performance Graded 64-22 bituminous cement

conforming to the requirements of AASHTO Provisional Specification MP-1. 2. Mix IM-19.0A shall use a Performance Graded 64-22 bituminous cement

conforming to the requirements of AASHTO Provisional Specification MP-1.



Table 1 – Aggregate Properties

Coarse Aggregate Properties

Fine Aggregate Properties

Coarse Aggregate Angularity (CAA) Mix Type

1 Fractured Face

2 Fractured Faces

F&E % by Weight

SE

FAA

SM-12.5A

85% Min

80% Min

10% Max1

45% Min

45% Min

IM-19.0A 85% Min 80% Min 10% Max1 45% Min 45% Min Max LA Abrasion Loss Magnesium

Sulphate 100 Rev. Freeze and

Thaw, 500 Rev.

Grade A 9 40 Grade B 12 45 Deleterious Material % by Weight AASHTO Test

Method % by Weight AASHTO Test

Method Coal and Lignite 0.25 T113 - - Clay Lumps 0.25 T112 0.25 T112 Material passing No. 200 sieve by washing

1.002 T11 5.03 T11 and T21

Shale, mica, coated grains, soft or flaky particles

- - 1.0 T113

Organic Material - - 0.0 T21 NOTES 1. Flat and Elongated: 10 Percent measured at 5:1 on maximum to minimum dimension. 2. Coarse Deleterious: When the material passing the No. 200 sieve by washing is dust of fracture, the percentage of deleterious material may be increased to 1.50 percent. 3. Fine Deleterious: In the case of stone sand, if the material passing the No. 200 sieve is dust of fracture, essentially free from clay or shale, the percentages shown for use in concrete subject to abrasion and in other concrete may be increased to 5.0 percent and 7.0 percent, respectively.

E. After performing a gradation: 1. If 10 percent or more of the material is retained on the No. 4 sieve, then that portion will be tested in accordance with Section 2.1.A herein. 2. If 10 percent or more of the material passes the No. 4 sieve, then that portion will be tested for Sand Equivalent. 3. If 10 percent or more of the material passes the No. 8 sieve, then that portion will be tested for Fine Aggregate Angularity. F. Fine or coarse aggregates that tend to polish under traffic will not be permitted in any

final surface exposed to traffic.



G. An antistripping additive shall be used in all asphalt mixes. It may be hydrated lime in accordance with the requirements of (H.) below or an approved chemical additive from the VDOT’s approved list found in VDOT’s Materials Division’s Manual of Instructions, or a combination of both.

The mixture shall produce a tensile strength ratio (TSR) value not less than 0.80 for the design and production tests. The TSR value shall be determined in accordance with AASHTO T283, including a freeze-thaw cycle, (4 inch specimens compacted with Marshall hammer or 3.5 x 6 inch specimens when compacted with a gyratory), except that the 16 hour curing time requirement and 72 to 96 hour storage period will be waived. Design tests shall use the same materials that are to be used in the production mix and shall be conducted in a VDOT approved laboratory.

When a chemical additive is used, it shall be added to the asphalt cement prior to introduction into the mix. Any chemical additive or particular concentration of chemical additive found to be harmful to the asphalt material or which changes the viscosity of the original asphalt cement more than 400 poises or the penetration more than –4 or + 10 shall be changed to obtain compliance with these values.

H. Hydrated lime shall conform to the requirements of ASTM C977. Hydrated lime

shall be added at a rate of not less than 1 percent by weight of the total dry aggregate. I. Reclaimed Asphalt Pavement (RAP) material may be used as a component material

of asphalt mixtures in conformance with the following:

1. Asphalt surface, intermediate, and base mixtures containing RAP shall use the PG grade of asphalt cement as indicated in paragraph 405-2.1.D.

2. The final asphalt mixture shall conform to the requirements for the type specified.

3. During the production process, RAP material shall not be allowed to contact open flame.

4. RAP material shall be handled, hauled and stored in a manner that will minimize contamination. Further, the material shall be stockpiled and used in such manner that variable asphalt contents and asphalt penetration values will not adversely affect the consistency of the mixture.

5. RAP shall be processed in such a manner as to ensure that the maximum top size introduced into the mix shall be 2 inches. The Engineer may require smaller sized particles be introduced into the mix if the reclaimed particles are not broken down or uniformly distributed throughout the mixture during heating and mixing.

405-2.2 BITUMINOUS – AGGREGATE MIXTURE

A. Provide the indicated hot mix bituminous concrete mix indicated on the drawings and in Table 2. Aggregate gradation shall be tested in accordance with AASHTO T27.



TABLE 2 ASPHALT CONCRETE MIXTURES –

DESIGN RANGE PERCENTAGE By Weight Passing Square Mesh Sieves

Mix Type 1 3/4 1/2 3/8 No. 8 No. 200

SM-12.5A Surface Course

100

100

90-100

90 Max

34-50

2-10

IM-19.0A Intermediate Course

100

90-100

90 Max

-

23-49

2-8

TABLE 3 MINIMUM AND MAXIMUM BOUNDARIES OF

RESTRICTED GRADATION Minimum and Maximum Percent Passing

Nominal Maximum Aggregate Size: ½” Nominal Maximum Aggregate Size: ¾” SM-12.5A IM-19.0A Sieve Size Min. Max Min Max No. 4 -- -- -- -- No. 8 39.1 39.1 34.6 34.6 No. 16 25.6 31.6 22.3 28.3 No. 30 19.1 23.1 16.7 20.7 No. 50 15.5 15.5 13.7 13.7

TABLE 4 MIX DESIGN CRITERIA

VTM (%)

VFA (%)

VFA (%)

Production

Min. VMA

Fines

Number of Gyrations

Density

(%) Mix Type

(Note 1)

Design

(Note 2)

(%)

(Note 3)

N Design

N Initial

N Max.

N Initial

SM-12.5A

2.0 – 5.0

70 – 78

65 – 83

14

0.6 – 1.2

65

7

100

< 90.5

IM-19.0A

2.5 – 5.5

69 – 76

64 – 81

13

0.6 – 1.2

65

7

100

<90.5

Note 1: Asphalt content should be selected at the 4.0 percent Air Voids.

Note 2: During production of an approved job mix, the VFA shall be controlled within these limits.

Note 3: Fines-Asphalt Ratio is based on effective asphalt content.



B. The job-mix-formula (JMF) shall be submitted to the COTR for approval prior to construction of the test strip. In support of the JMF, the Contractor shall submit SUPERPAVE design test data for the following minimum list:

1. Aggregate sieve analysis. 2. Percent of aggregate component comprising the aggregate blend.

3. Aggregate gradation after stripping bituminous from the mix for sample preparation.

4. VTM, VMA, VFA, and F/A percentages. 5. Mix specific gravity to 3 decimal places.

6. Mix temperature for testing - 300°F to 300°F; compaction temperature for testing shall be 285°F to 290°F.

7. Field correction factor. 8. SUPERPAVE design data shall be plotted on graphs provided by the software of

the test equipment manufacturer illustrating that the JMF requirements have been met.

C. The JMF shall establish a single percentage of aggregate passing each required sieve,

a single percentage of asphalt material to be added to the aggregate, a temperature at which the mixture is to be produced, and a temperature at which the mixture is to be compacted for SUPERPAVE testing according to the requirements of AASHTO PP28-99. All formulas shall remain in effect until modified in writing by the COTR.

D. SUPERPAVE mixes shall be designed and controlled according to the requirements

of AASHTO PP28-99. The contractor shall have available all of the equipment outlined in AASHTO TP-4 (Section 4-6) and a VDOT certified SUPERPAVE Level I Mix Design Technician. The SUPERPAVE Gyratory Compactor (SGC) shall be one from the approved list maintained by the VDOT Materials Division. The SUPERPAVE mixes shall conform to the criteria outlined in Tables 3 and 4. Section 7.1.2 of AASHTO PP-2-99 shall be modified such that the compaction temperature is as specified in Section 405-2.2B.

The mixture shall be designed and compacted at the N design gyrations specified in Table 4. The N max requirement shall be verified as part of the design process by compacting a minimum of 2 specimens at the design asphalt content.

E. Type SM-12.5A asphalt concrete shall consist of crushed stone, crushed slag, or

crushed gravel and fine aggregate, slag or stone screenings or a combination thereof combined with asphalt cement. No more than 5 percent of the aggregate retained on the No. 4 sieve and no more than 20 percent of the total aggregate may be polish susceptible.

405-2.3 EQUIPMENT

A. Hauling Equipment: Trucks used for hauling bituminous mixtures shall have tight, clean, smooth metal bodies equipped with a positive locking metal tailgate. Metal surfaces in contact with bituminous mixtures shall be given a thin coat of an aliphatic hydrocarbon invert emulsion release agent (nonpuddling), a lime solution, or other material approved by the COTR. Except where a nonpuddling release agent is used,



the beds of dump trucks shall be raised to remove excess agent prior to loading. Only a nonpuddling agent shall be used in truck beds that do not dump. Each truck shall be equipped with a tarpaulin or other cover that will protect the mixture from moisture and foreign matter and prevent the rapid loss of heat during transportation.

B. Asphalt Pavers: The asphalt paver shall be designed and recommended by the

manufacturer for the type of asphalt to be placed and shall be operated in accordance with the manufacturer’s recommendations. Written recommendations pertaining to handling and placing of the mix shall be made readily available on the project site to the COTR. In the absence of manufacturer’s recommendations, the recommendations of the National Asphalt Pavement Association shall be followed. The paver (including when screed extensions are used) shall be capable of producing a smooth uniform texture, dense joints and a smooth riding surface.

C. Rollers: Rollers shall be steel wheel, static or vibratory, or pneumatic tire rollers and

shall be capable of reversing without backflash. Rollers shall be operated at speeds slow enough to avoid displacement of the mixture. The number and weight of rollers shall be sufficient to compact the mixture to the required density while it is still in workable condition. The use of equipment that results in excessive crushing of aggregate or marring of the pavement surface will not be permitted. NOTE: ONLY PNEUMATIC TIRED ROLLERS MAY BE USED TO COMPACT MATERIAL ADJACENT TO EXISTING CONCRETE EDGES.

D. Infrared Measuring Instrument: The Contractor shall furnish a properly calibrated

infrared instrument for the purpose of measuring the surface temperature and shall measure the surface temperature.

405-2.4 PLACEMENT LIMITATIONS

Bituminous concrete mixtures shall not be placed when weather or surface conditions would prevent proper handling, finishing, or compacting of the mixture. The surface upon which bituminous mixtures are to be placed shall be reasonably free from standing water at the time materials are spread. Table 5 shall be used to determine the minimum laydown temperature of the bituminous concrete, except as follows: 1. When the bituminous concrete course is less than 1-1/2 inches (165 pounds per

square yard) and one roller is used for the 15-minute breakdown rolling, the surface temperature of the base shall be 80°F or above.

2. When the base temperature is above 80°F, laydown will be permitted at any mixture

temperature within the specifications limits.

3. When the ambient air temperature is below 50°F, the COTR may approve an increase in the mixing temperature shown on the approved job mixture provided the temperature does not result in exceeding the maximum temperature allowed by the specifications.



4. At no time should the minimum laydown temperature be less than 250°F. 5. The maximum temperature of the mix at the plant shall not exceed 350°F.

Bituminous concrete surface or intermediate course that exceeds the rate of application given in Table 5 shall conform to the requirement for a 2-1/2 inch course when two rollers are used or the requirements of a 2-inch course when one roller is used. The rate of application is based on an average weight of 115 pounds per square yard per inch of depth. If the Contractor is unable to complete the breakdown within the applicable 8–minute or 15-minute period, the placing of the bituminous mixture shall cease until sufficient rollers are available or other corrective action is taken to complete the breakdown rolling within the specified time. All compaction rolling shall be completed prior to the mat cooling down to 175°F. Finish rolling may be performed at lower mat temperature.

TABLE 5

COLD WEATHER PAVING LIMITATIONS RATE OF APPLICATION (LBS/SY)

CONSTRUCTION METHODS



405-3.1 CONDITIONING EXISTING SURFACE

When the surface of the existing pavement or base is irregular, it shall be brought to a uniform grade and cross section as directed by the COTR. The surface on which the bituminous concrete is to be applied on shoulders shall be prepared in accordance with Item P-304. The pavement removal shall be accomplished in accordance with Division 2, Section “Bituminous Pavement Removal.” When specified, prior to placement of bituminous concrete, longitudinal and transverse joints and cracks in hydraulic cement concrete shall be sealed by the application of an approved joint sealing compound. Contact surfaces of curbing, gutters, manholes, and other structures projecting into or abutting the pavement and cold joints of bituminous shall be painted with a thick, uniform coating of bituminous material conforming to Item P-603 prior to bituminous placement. Application of tack at joints, adjacent to curbs, gutters, or other appurtenances shall be applied with a hand wand at the rate of 0.2 gallons per square yard. At joints, the hand wand applied tack shall be 2 feet in width with 4 to 6 inches protruding beyond the joint for the first pass. Tack for the adjacent pass shall completely cover the vertical face of the mat edge, so that slight puddling of asphalt occurs at the joint, and extends a minimum of 1 foot into the lane to be paved. Milled faces that are to remain in place shall be tacked as above for the adjacent pass. Use of tack at longitudinal joint vertical faces will not be required when paving in echelon. Bituminous materials classified as cutbacks or emulsions shall be applied ahead of the paving operations, and the time interval between applying and placing the paving mixture shall be sufficient to ensure a tacky residue providing maximum adhesion of the paving mixture to the base.

Where irregularities in the existing surface would result in a course more than 3 inches in thickness after compaction, the surface shall be brought to a uniform profile by patching with bituminous concrete and thoroughly tamping or rolling until it conforms with the surrounding surface. The mixture used shall be the same as that specified for the course to be placed. When the Contractor elects to conduct operations to eliminate depressions, elevate curves, and place the surface course simultaneously, he shall furnish such additional spreading and compacting equipment as required to maintain the proper interval between the operations.

405-3.2 PLACING AND FINISHING

Bituminous concrete shall not be placed until the surface upon which it is to be placed has been approved by the COTR.

The edge of the pavement shall be marked by means of a continuous line placed and maintained a sufficient distance ahead of the paving operation to provide proper control of the pavement width and horizontal alignment.



A bituminous paver shall be used to distribute bituminous concrete over the widest pavement width practicable. Wherever practicable and when the capacity of sustained production and delivery is such that more than one paver can be operated, pavers shall be used in echelon to place the wearing course in adjacent lanes. Crossovers, as well as areas containing manholes or other obstacles that prohibit the practical use of mechanical spreading and finishing equipment, may be constructed using hand tools. However, care shall be taken to obtain the required thickness, jointing, compaction, and surface smoothness.

Offsetting layers will not be required when adjoining lanes are paved in echelon and the rolling of both lanes occurs within 15 minutes after laydown. The Contractor shall have a certified Bituminous Concrete Paving Technician present during paving operations. Immediately after placement and screeding, the surface and edges of each layer shall be inspected and straightedged by the technician and necessary corrections performed prior to compaction. The finished pavement shall be uniform and smooth. The placement of bituminous concrete shall be as continuous as possible and shall be scheduled such that the interruption occurring at the completion of each day’s work will not detrimentally affect the partially completed work. Material that cannot be spread and finished in daylight shall not be dispatched from the plant unless the use of artificial lighting has been approved. When paving is performed at the night, sufficient light shall be provided to properly perform and thoroughly inspect every phase of the operation. During compaction of bituminous concrete, the roller shall not pass over the end of freshly placed material except when a construction joint is to be formed. Edges shall be finished true and uniform.

405-3.3 COMPACTING

Immediately after the bituminous mixture is placed and struck off and surface irregularities are corrected, the mixture shall be thoroughly and uniformly compacted by rolling. The surface shall be rolled when the mixture is in the proper condition. Rolling shall not cause undue displacement, cracking, or shoving. The number, weight, and type of rollers furnished shall be sufficient to obtain the required compaction while the mixture is in a workable condition. The sequence of rolling operations and the selection of roller types shall provide the specified pavement density.

Immediately after the hot mixture is placed, it shall be sealed with rollers. Thereafter, rolling shall be a continuous process, insofar as practicable, and all parts of the pavement shall receive uniform compaction. On shoulders, rolling shall begin at the low side and progress to the high side by overlapping by at least 1/2 the roller width of longitudinal trips parallel to the center line. When abutting a previously placed lane, the longitudinal joint shall be rolled first, followed by the regular rolling procedure.



Displacements occurring as a result of reversing the direction of a roller, or from other causes, shall be corrected at once by the use of rakes or lutes and addition of fresh mixture when required. Care shall be taken in rolling not to displace the line and grade of the edges of the bituminous mixture. To prevent adhesion of the mixture to the rollers, the wheels shall be kept properly moistened with water or water mixed with a very small quantity of detergent or other approved material. Excess liquid will not be permitted. Along forms, curbs, headers, walls, and other places not accessible to rollers, the mixture shall be thoroughly compacted with hot hand tampers, smoothing irons, or mechanical tampers. Edges of bituminous pavement surfaces shall be true curves or tangents. Irregularities shall be corrected. The surface of the compacted course shall be protected until the material has cooled sufficiently to support normal traffic without marring.

405-3.4 DENSITY

Density shall be determined by the use of a thin-lift nuclear density gage, with printer, using the backscatter method of testing and shall be furnished and operated by the Contractor. The nuclear density gage shall be calibrated in accordance with AASHTO test method T238-86. Submit certification of annual calibration of gages and documentation of licensed operator’s training to the COTR. The required density of the compacted surface and intermediate courses shall be at least 94.0 but not more than 98.0 percent of the compacted unit weight of the mixture, at the job-mix asphalt content and design voids, as established by the SUPERPAVE design gyrations for the mixture. For the purpose of acceptance (density and depth), each day’s production shall be divided into lots. A lot will consist of:

a) one day’s production not to exceed 2,000 tons, or b) a half day’s production where a day’s production is expected to consist of

between 2,000 and 4,000 tons.

Each lot shall be divided into five sublots of equal area. When a partial lot occurs at the end of a day’s production or upon completion of the project, the lot size shall be redefined to be an entire lot. Each lot shall be checked for density by taking a nuclear density reading from two random locations selected by the COTR within each sublot. When readings are taken to determine acceptance for payment of the lot, the readings shall be taken in the presence of the COTR. Readings taken without the presence of the COTR will not be accepted in determining acceptance for payment. Reading shall not be taken within 2 feet of the edge of any application width. The average of the sublot nuclear density readings will be compared to the target nuclear theoretical density, as a guide, to determine the integrity of the lot. Once



the average nuclear density of the lot has been determined, the Contractor will not be permitted to provide additional compaction to raise the average. If two consecutive sublots produce nuclear density results less than 94 or greater than 98 percent of the target nuclear density, the Contractor shall immediately notify the COTR and institute corrective action. By the end of each day, the Contractor shall furnish the test data developed during the day’s paving to the COTR.

Payment will be based on the density as determined by nuclear density gauge as described above.

405-3.5 PAVEMENT CORE SAMPLES

The Contractor shall cut core samples from the compacted pavement and test for depth and density. Cores shall be taken for the full depth of the course at the locations selected by the COTR. The cores will be measured for depth and density by the COTR. The removed pavement shall be replaced with new mixture and refinished. No additional compensation will be allowed for furnishing test cores, testing, and reconstructing areas from which they were taken. Payment will be adjusted for density variations in accordance with Table 6:

TABLE 6 PAYMENT SCHEDULE FOR LOT DENSITIES

% of Target Density % of Payment (per lot)

Greater than 98 95 94 to 98 100

93 to less than 94 95 92 to less than 93 90

Less than 92 75 405-3.6 JOINTS

Transverse joints shall be formed by cutting back on the previous run to expose the full depth of the course. A coat of bituminous material shall be applied to contact surfaces of transverse joints just before additional mixture is placed against the previously rolled material. Joints adjacent to curbs, gutters, or adjoining pavement shall be formed by hand placing sufficient mixture to fill any space left uncovered by the paver. The joint shall then be set up with rakes or lutes to a height sufficient to receive full compression under the rollers.

405-3.7 PAVEMENT TOLERANCES

A. Surface Tolerances: The pavement surface shall not vary more than 1/4 inch for surface course nor more than 3/8 inch for intermediate course when measured using a 12 foot straight edge. Measurements shall be made for every day’s production.



Measurements shall be taken perpendicular and parallel to the direction of paving at less than 50 foot intervals. Not more than 15% of the tests for the lot shall exceed the tolerance, otherwise pavement shall be removed and replaced. No skin patching shall be permitted. High points may be ground to meet the required tolerances.

Corrective actions shall be performed at the Contractor’s expense and shall be completed prior to determining the pavement thickness. Corrections shall consist of cold milling/grinding, overlaying, or removing and replacing. Cold milling and grinding shall be performed until the required surface tolerance is achieved and shall produce a uniform cross section. Milled areas shall be neat and of uniform surface appearance. Overlays shall be subject to the testing requirements of this section and the minimum overlay thickness will be two inches (2”). Only one overlay will be permitted.

B. Thickness Tolerance: The thickness (depth) of each course will be determined by the

measurement of cores as described in ASTM D3549. Acceptance of bituminous concrete for depth will be based on the mean result of

measurements of samples taken from each lot of material placed. Lot sizes are described in paragraph 405-3.4.

The COTR will measure the depth of extracted cores. Pavement m ore than 1/4 inch

deficient in depth and which cannot be satisfactorily corrected, will be considered defective.

When tests show that the pavement is uniformly deficient by more than 1/8-inch

depth in three or more adjoining sections and the deficiency cannot be satisfactorily corrected, the affected area will be considered defective work.

Backfill, compact, and seal test holes with acceptable material after depth

measurements have been completed. Additional test holes may be required to determine the extent of the deficient areas.

Areas which are found to be defective shall be corrected by means of overlays or

removal and replacement in accordance with paragraph 405-3.7 A above. Start the immediate correction of sections which are deficient in depth at the point of

the determined deficiency and proceed longitudinally and transversely until the depth meets the requirements.

C. Grading Tolerance: The finished surface of all courses shall not vary from design

grade more than 1/2 inch for level runs not exceeding 50 feet longitudinally or transversely for lot sizes of 2,000 square yards. No more than 15% of the measurements per lot shall exceed the tolerance otherwise pavement shall be removed and replaced as specified in Paragraph 405-3.7 A. above.

CONTRACTOR QUALITY CONTROL 405-4.1 FIELD QUALITY CONTROL



Conform to all applicable provisions of Division 1, Section “Quality Requirements.” Provide the following tests.

1. Field Density. 2. Depth Tests 3. Straightedge Tests. 4. Percent of Asphalt Content. 5. Gradation. 6. Temperature. MEASUREMENT AND PAYMENT 405-5.1 METHOD OF MEASUREMENT

Bituminous concrete pavement on shoulders (SM-12.5A and IM-19.0A) shall be measured by the ton of bituminous material placed in the accepted work.

BASIS OF PAYMENT 405-6.1 PAYMENT

Payment for accepted Bituminous Intermediate Course and Bituminous Surface Course pavement shall be made at the unit price per ton. The price shall be compensation for furnishing all materials, for all preparation, mixing, and placing of these materials, and for all labor, equipment, tools, and incidentals necessary to complete the item. Table 6 shall be used to determine the adjusted contract price for a lot of material which does not conform to the specified densities or depth tolerances. Payment will be made under: Item P-405-6.1 – SM-12.5A Bituminous Surface Course per ton Item P-405-6.2 – IM-19.0A Bituminous Intermediate Course per ton

END ITEM P-405


PORTLAND CEMENT CONCRETE PAVEMENT P-501-1

SECTION P-501 - PORTLAND CEMENT CONCRETE PAVEMENT 501-1.01 DESCRIPTION

A. This work shall consist of pavement composed of Portland cement concrete, with

and 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.


A. Reference Standards. Meet requirements of the referenced standards except to the extent more detailed or stringent requirements are indicated by the Contract Documents, including requirements of this Section and of governing codes and regulations.

B. Compliance with Laws, Codes, Rules, and Regulations. Comply with all local,

State, and Federal laws, rules, and regulations applicable to this Section and to the selective demolition work to be done.

501-1.03 SUBMITTALS

A. Furnish shop drawings, manufacturer's data, test reports and materials certifications for all materials required in the referenced section, including:

1. Aggregates 2. Cement 3. Cementitious Materials 4. Premolded Joint Filler 5. Expansion Joint Cap 6. Steel Reinforcement 7. Dowel and Tie Bars 8. Dowel Bar Paint 9. Dowel Bar Assembly 10. Water 11. Liquid Curing Compound 12. Admixtures 13. Epoxy-resin 14. Mix-design submittal 15. Testing Laboratory Certification 16. Testing laboratory personnel qualifications 17. Certifications for batch plant, mixers and transportation equipment 18. Concrete batch tickets 19. Test batch data and PCC strength specimen results 20. Tabulation of paving lane edge elevations 21. Paving Plan – show paving lanes, sequence, hand-pours, etc.

The certifications and test data shall be dated not more than 6 months previous to the date of the submittal. A test batch shall be required for this project.



MATERIALS 501-2.01 AGGREGATES

A. Reactivity. The contractor shall furnish written evidence that the aggregates in the proposed concrete mix are not deleteriously reactive with the alkalies in the cement which may cause excessive expansion of the concrete. The evidence shall include tests by a testing laboratory that meets ASTM C 1077. Aggregate shall be free of substances that are deleteriously reactive with the alkalies in the cement in an amount sufficient to cause excessive expansion of the concrete. Acceptable aggregate shall be based on satisfactory evidence furnished by the Contractor that the aggregate is free from such materials. This evidence shall include service records of concrete of comparable properties under similar conditions of exposure and/or certified records of tests by a testing laboratory that meets the requirements of ASTM C 1077. Tests shall be made in accordance with ASTM C 295 and ASTM C 289. (Petrographic & Potential Alkali Silica Reactivity of Aggregate (Chemical Method).

The contractor shall run ASTM C 227 (reactivity of Cement Aggregate combinations (mortar bar method) for new aggregate sources. For existing aggregate sources the aggregate shall be tested in accordance with ASTM C 1260 and shall have a measured expansion of less than 0.1% at 28 days. Should the test data indicate an expansion greater than 0.1%, additional testing (per ASTM C1567) by the contractor may be performed using Type I/II low alkali cement and/or Class F fly ash or ground granulated blast furnace slag substitution to lower the expansion.

B. Fine Aggregate. Fine aggregate shall conform to the requirements of ASTM C

33. Gradation shall meet the requirements of Table 1 when tested in accordance with ASTM C 136, except as may otherwise be qualified under Section 5 of ASTM C 33.

TABLE 1. GRADATION FOR FINE AGGREGATE (ASTM C 33)

--------------------------------------------------------------------------------------------------

-- Sieve Designation Percentage by Weight

(Square Openings) Passing Sieves --------------------------------------------------------------------------------------------------

-- 3/8 in. (9.5 mm) 100 No. 4 (4.75 mm) 95-100 No. 8 (2.36 mm) 80-100 No. 16 (1.18 mm) 50-85 No. 30 (600 micro-m) 25-60 No. 50 (300 micro-m) 10-30 No. 100 (150 micro-m) 2-10 --------------------------------------------------------------------------------------------------

-



C. Coarse Aggregate. Coarse aggregate shall conform to the requirements of ASTM

C 33. Gradation, within the separated size groups, shall meet the requirements of Table 2 when tested in accordance with ASTM C 136. When the nominal maximum size of the aggregate is greater than 1 inch, the aggregates shall be furnished in two size groups.

Aggregates delivered to the mixer shall consist of crushed stone, crushed or uncrushed gravel, air-cooled blast furnace slag, or a combination thereof. Recycled crushed concrete pavement shall not be used in the mixture. The aggregate shall be composed of clean, hard, uncoated particles and shall meet the requirements for deleterious substances contained in ASTM C 33, Class 4S. Dust and other coating shall be removed from the aggregates by washing. The aggregate in any size group shall not contain more than 8 percent by weight of flat or elongated pieces when tested in accordance with ASTM D 4791. A flat or elongated particle is one having a ratio between the maximum and the minimum dimensions of a circumscribing rectangular prism exceeding 5 to 1.

The percentage of wear shall be no more than 40 when tested in accordance with ASTM C 131 or ASTM C 535.

TABLE 2. GRADATION FOR COARSE AGGREGATE (ASTM C 33)

Sieve Designations (square openings) Percentage/Weight Passing Sieves in. 1-1/2"-3/4" 3/4"-No.4

2-1/2 --- --- 2 100 --- 1-1/2 90-100 --- 1 20-55 100 3/4 0-15 90-100 1/2 --- --- 3/8 0-5 20-55 No. 4 --- 0-10 No. 8 --- 0-5

D. Aggregate Certifications. Certifications testing results shall be provided for the

referenced criteria and standards. The certification and test results shall be dated within 6 months of the submittal date.

E. Aggregate susceptibility to Disintegration (D) Cracking. Aggregates that have a history of D-cracking shall not be used. Prior to approval of mixture design and production of Portland cement concrete the Contractor shall submit written certification that the aggregate does not have a history of D-Cracking and that the aggregate meets the specified state requirements.

1. Other sources of crushed stone aggregate shall be approved if the durability factor as

determined by ASTM C 666 is greater than or equal to 95 and all other quality test requirements within these specifications are fulfilled.



2. Crushed gravel and sand gravel aggregates shall not be required to meet freeze thaw

durability ratings. These aggregates shall be approved for use in concrete by the VDOT and shall meet all other criteria within these specifications.

501-2.02 CEMENT

A. Cement shall conform to the requirements of ASTM 150 Type I or II. Only cements containing less than 0.6% equivalent alkali or cements that can demonstrate a positive reduction in the expansion created by alkali-silica reactions shall be used.

B. If for any reason, cement becomes partially set or contains lumps of caked

cement, it shall be rejected. Cement salvaged from discarded or used bags shall not be used.

501-2.03 CEMENTITIOUS MATERIALS

A. Fly Ash. Fly ash shall meet the requirements of ASTM C 618, Class F with the exception of loss of ignition, where the maximum shall be less than 6 percent for Class F. The following tests in supplementary optional physical Requirements of Tables 3 contained in ASTM C 618 shall apply. Fly ash that is produced in furnace operations utilizing liming materials or soda ash (sodium carbonate) as an additive shall not be acceptable. The Contractor shall furnish the previous three most recent, consecutive ASTM C-618 reports for each source of fly ash proposed in the mix design, and shall furnish each additional report as they become available during the project. The reports can be used for acceptance of the material may be tested independently by the COTR.

B. Blast Furnace Slag. Ground blast furnace slag shall meet the requirements of

ASTM C 989, Grade 100 or 120. Ground blast furnace slag shall be used only at a rate between 25 and 55 percent of the total cementitious material by mass.

501-2.04 PREMOLDED JOINT FILLER

A. Premolded joint filler for expansion joints shall be a non-absorptive closed cell foam material that conforms to the requirements of ASTM D 1752 Section 5.1 through 5.4, with the compression requirement modified to 10psi minimum and 25psi maximum, and shall be punched to admit the dowels where called for on the plans. The material shall be flexible enough to conform to the irregularities of the joint face so that gaps are not created behind the joint material. The filler for each joint shall be furnished in a single piece for the full depth and thickness required for the joint, unless otherwise specified by the COTR. 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 COTR.

501-2.05 JOINT SEALER



A. The joint sealer for the joints in the concrete pavement shall meet the requirements of Item P-605 and shall be of the type(s) specified in the plans.

501-2.06 STEEL REINFORCEMENT

A. Where Steel Reinforcing Mats are shown on the plans, the mats shall consist of welded steel wire fabric conforming to the requirements of ASTM A1064 and bar mats conforming to ASTM A184 or A704, as shown on the plans. Where Steel Reinforcing Bars are shown on the plans, the bars shall consist of steel bars conforming to the requirements of ASTM A184 or A704.

501-2.07 DOWEL AND TIE BARS

A. Tie bars shall be deformed steel bars and conform to the requirements of ASTM

A 615 or A 996 except that rail steel bars, Grade 50 or 60, shall not be used for tie bars that are to be bent or re-straightened during construction. Tie bars designated as Grade 40 in ASTM A 615 can be used for construction requiring bent bars.

B. Dowel bars shall be plain steel bars conforming to ASTM A 615 or ASTM A 996

and shall be free from burring or other deformation restricting slippage in the concrete. High strength dowel bars shall conform to ASTM A714, Class 2, Type S, Grade I, II or III, Bare Finish. Before delivery to the construction site each dowel bar shall be painted on all surfaces with one coat of paint meeting Federal Specification TT-P-664. If plastic or epoxy-coated steel dowels are used no paint coating is required, except when specified for a particular situation on the plans. Coated dowels shall conform to the requirements of AASHTO M 254.

The sleeves for dowel bars used in expansion joints shall be metal, of an approved design to cover 2 to 3 inches of the dowel, with a closed end and with a suitable stop to hold the end of the bar at least 1 inch from the closed end of the sleeve. Sleeves shall be of such design that they will not collapse during construction.

C. Reinforcing steel shall consist of deformed bars of either structural, intermediate,

or hard grade billet steel meeting ASTM A 615, or deformed bars of rail steel meeting ASTM A 996.

501-2.08 WATER

A. Water used in mixing or curing shall be clean and free of oil, salt, acid, alkali, sugar, vegetable, or other substances injurious to the finished product. Water will be tested in accordance with the requirements of AASHTO T 26. Water known to be of potable quality may be used without testing.

501-2.09 COVER MATERIAL FOR CURING

A. Only the following curing material shall be used:



1. Liquid membrane-forming compounds for curing concrete shall conform to the requirements of ASTM C 309, Type 2, Class B (white pigment).

501-2.10 ADMIXTURES

A. The use of any material added to the concrete mix shall be approved by the COTR. The Contractor shall submit certificates indicating that the material to be furnished meets all of the requirements indicated below. In addition, the COTR may require the Contractor to submit complete test data from an approved laboratory showing that the material to be furnished meets all of the requirements of the cited specifications. Subsequent tests may be made of samples taken by the COTR from the supply of the material being furnished or proposed for use on the work to determine whether the admixture is uniform in quality with that approved.

B. Air-Entraining Admixtures. Air-entraining admixtures shall meet the

requirements of ASTM C 260 and shall consistently entrain the air content in the specified ranges under field conditions. The air-entrainment agent and any water reducer admixture shall be compatible.

C. Water Reducing Admixtures. A water-reducing admixture shall be used. Water-

reducing, set-controlling admixtures shall meet the requirements of ASTM C494, Type A, water-reducing, or Type D, water-reducing and retarding, including the flexural strength test. Water-reducing admixtures shall be added at the mixer separately from air-entraining admixtures in accordance with the manufacturer's printed instructions.

D. Chemical Admixtures. Set retarding and set-accelerating admixtures shall meet

the requirements of ASTM C 494, including the flexural strength test. 501-2.11 EPOXY-RESIN

A. Epoxy-resin used to anchor dowels and tie bars in pavements shall conform to the requirements of ASTM C 881, Type IV, Grade 3, Class C. Class A or B shall be used when the surface temperature of the hardened concrete is below 60 degrees F (16 degrees C). In addition, the materials shall meet the following requirements:

1. All materials shall have a 24-hour absorption not greater than 1.0 percent.

2. Epoxy Resin Materials for bonding freshly mixed Portland cement

concrete or mortar or freshly mixed epoxy resin concrete or mortar to hardened concrete shall be Type II materials, grade as approved.

3. Epoxy Resin Materials for use as patching materials for complete filling

of spall repair overcuts, for use for embedding dowels and anchor bolts, and for use as a binder in preparing epoxy resin mortars and concretes shall be Type III materials and shall in addition meet the following requirements:



The bond strength at 14 days (moist cure) shall be at least 1000 psi.

The volatile content, cured system, shall not exceed 3.0 percent. Grade shall be approved except that Grade 3 shall be used for embedding dowels in hardened concrete.

501-2.12 MATERIAL ACCEPTANCE

A. Prior to use of materials, the Contractor shall submit certified test reports to the COTR for those materials proposed for use during construction. The certification shall show the appropriate ASTM and AASHTO test(s) for each material, the test results, and a statement that the material passed or failed.

B. The COTR may request samples for testing, prior to and during production, to

verify the quality of the materials and to ensure conformance with the applicable specifications.

MIX DESIGN 501-3.01 PROPORTIONS

A. Plain PCC shall be designed to achieve a 28-day flexural strength such that meets or exceeds the acceptance criteria contained in paragraph 5.02 for a flexural strength of 650 psi.

The mixes shall be designed using the procedures contained in Chapter 12 of the

Portland Cement Association's manual, "Design and Control of Concrete Mixtures".

B. The Contractor shall note that to ensure that the concrete actually produced will

meet or exceed the specified strength, the mix design average strength must be considerably higher than the specified strength. The amount of over-design necessary to meet specification requirements depends on the producer's standard deviation of flexural test results and the accuracy which that value can be estimated from historic data for the same or similar materials.

C. The minimum cementitious material (cement plus fly ash or slag) shall be

determined by the Contractor. The ratio of water to cementitious material, including free surface moisture on the aggregates but not including moisture absorbed by the aggregates shall not be more than 0.45 by weight.

D. Prior to the start of paving operations and after approval of all material to be used

in the concrete, the Contractor shall submit a Plain PCC mix design showing the proportions and flexural strength obtained from the concrete at 7 and 28 days. The mix design shall include copies of test reports, including test dates, and a complete list of materials including type, brand, source, and amount of; cement, fly ash, ground slag, coarse aggregate, fine aggregate, water, and admixtures. The fineness modulus of the fine aggregate and the air content shall also be shown. The mix design shall be submitted to the COTR prior to the test batch.



The Contractor shall then complete the test batch in accordance with Section 501-3.04. Production shall not begin until the mix design and test batch are approved in writing by the COTR.

E. Should a change in sources be made, or admixtures added or deleted from the

mix, a new mix design must be submitted to the COTR for approval. Mix designs older than 6 months shall not be used.

F. Flexural strength test specimens in the field and laboratory shall be prepared in

accordance with ASTM C 31 and ASTM C 192 respectively and tested in accordance with ASTM C 78. The mix determined shall be workable concrete having a slump for side-form concrete between 1 and 2 inches as determined by ASTM C 143. For vibrated slip-form concrete, the slump shall be between 1/2 inch and 1 1/2 inches.

G. For slip-form construction, a high degree of uniformity in the plastic concrete is

required. Caution should be exercised in establishing the air-entrainment percentage, as excessive air entrainment will aggravate edge slumping and insufficient air entrainment will result in poor concrete durability. Some edge slump of the wet concrete behind the side form on the paving machine will occur, even with low slump concrete. This may continue, though very slowly, until initial set has taken place.

501-3.02 CEMENTITIOUS MATERIALS

A. Fly Ash. Fly ash may be used in the mix design. When fly ash is used as a partial replacement for cement, the minimum cement content may be met by considering Portland cement plus fly ash as the total cementitious material. The replacement rate shall be determined from laboratory trial mixes, but shall between 20 and 30 percent by weight of the total cementitious material. If flyash is used in conjunction with ground granular blast furnance slag the maximum replacement rate shall not exceed 10 percent by weight of the total cementitous material.

B. Ground Slag. Ground blast-furnace slag may be used in a mix design containing

Type I or Type II cement. The slag, or slag plus fly ash if both are used, may constitute between 25 to 55 percent of the total cementitous material by weight. If the concrete is to be used for slipforming operations and the air temperature is expected to be lower than 55 degrees F (13 degrees C) the percent slag shall not exceed 30 percent by weight.



501-3.03 ADMIXTURES

A. Air-Entraining. Air-entraining admixture shall be added in such a manner that will insure uniform distribution of the agent throughout the batch. The air content of freshly mix 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 entrainment in the mix shall be in accordance Table 3 plus or minus 1-1/2 percentage points. Air content shall be determined by testing in accordance with ASTM C 231 for gravel and stone coarse aggregate and ASTM C 173 for slag and other highly porous coarse aggregate.

TABLE 3

ENTRAINED AIR TOLERANCES

Maximum Coarse Air Content Aggregate Size Percent by Volume

1-1/2 in. 5-1/2

B. Chemical. Water-reducing, 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 on trial mixes, with the materials to be used in the work, in accordance with ASTM C 494.

501-3.04 TEST BATCH

A test batch is required consisting of both high and low slump concrete for Plain PCC mixes. A. At least 28 days prior to the start of production the contractor and/or producer

shall prepare a Test Batch under the direction of the COTR. The Test Batch shall be prepared at the concrete plant proposed for use in the production of the concrete mix for the project and the test batch proportions shall be in accordance with the approved Job Mix Formula (JMF). The plant shall have been surveyed and approved by the COTR prior to preparation of the Test Batch. As required by these Special Provisions, the Contractor shall provide all Quality Control for production of the concrete. The Test Batch shall be prepared as follows:

1. Proportioning. The Contractor shall proportion the plant in accordance

with Paragraph 6.0, "Contractor Quality Control Program" prior to preparation of the mix.

2. Preparation of the Mix.

a. Prepare a minimum Test Batch of at least four (4) cubic yards of

concrete in accordance with the approved JMF, adjusted for moisture.



b. Mixing.

(1) Stationery Plant: Minimum of 90 seconds. (2) Transit Mixer: 70-100 Revs. @ 5-16 RPM

c. After initial mixing, agitate mix at 2-5 RPM for the approximate

time anticipated from when the water contacts the cement and deposit of the concrete in the forms.

d. Check slump and air. If the air content is approximately 5.5%

and the slump is 1 inch, the Contractor will make beams for testing at 3, 7, 14 and 28 days while the COTR observes. If the slump is below 1 inch, the Contractor may add additional water to increase the slump 1 inch. Additional mixing of at least 40 Revs will be required with each addition of water. Beams will be made for testing at 3, 7, 14 and 28 days when the 1-inch slump is obtained at approximate 5.5% air content. If the Contractor wishes to have a higher slump concrete for formed concrete, additional water and mixing will be permitted to produce a slump up to 3 inches. The Contractor may add additional water reducing admixture to obtain the higher slump. Beams will be made for testing the higher slump concrete at 3, 7, 14 and 28 days. The COTR may require the preparation of a new batch of four (4) cubic yards of concrete in order to make the high slump Test Batch. The higher slump concrete will be considered part of the test batch.

e. The concrete test beams shall be tested at 3, 7, 14 and 28 days to

establish a growth curve of concrete strength vs. age.

B. The Test Batch shall be paid for under Section 501-8.01. Only one Test Batch consisting of both low and high slump concrete, will be paid for per project. Any additional Test Batches shall be paid for by the Contractor.

C. Should a change in sources be made or admixtures added or deleted from the

mix, a new trial batch shall be run at the expense of the Contractor. 501-3.05 TESTING LABORATORY

A. The laboratory used to develop the mix design shall meet the requirements of ASTM C 1077. A certification that it meets these requirements shall be submitted to the Engineer prior to the start of mix design and shall contain as a minimum:

B. Qualifications of personnel; laboratory manager, supervising technician, and

testing technicians.

C. A statement that the equipment used in developing the mix design is in calibration.



D. A statement that each test specified in developing the mix design is offered in the

scope of the laboratory's services.

E. A copy of the laboratory's quality control system. CONSTRUCTION METHODS 501-4.01 EQUIPMENT

A. The Contractor shall furnish all equipment and tools necessary for handling materials and performing all parts of the work. Equipment and tools necessary for handling materials and performing all parts of the work shall be approved by the COTR as to design, capacity, and mechanical condition. The equipment shall be at the job site before the start of construction operations for examination and approval.

B. Batch Plant and Equipment. The batch plant and equipment shall conform to the

requirements of ASTM C 94. The batching plant shall include bins, weighing hoppers, and scales for the fine aggregate and coarse aggregate. If bulk cement is used, a bin, hopper, and separate scale for cement shall be included. The weighing hoppers shall be properly sealed and vented to preclude dusting during operation.

1. Bins and Hopper. Bins with adequate separate compartments for fine

aggregate and coarse aggregate shall be provided in the batching plant. Each compartment shall discharge efficiently and freely into the weighing hopper. Means of control shall be provided so that, as the quantity desired in the weighing hopper is approached, the material may be added slowly and shut off with precision. A port or other opening for removing an overload of any one of the several materials from the hopper shall be provided. Weighing hoppers shall be constructed to eliminate accumulations of materials and to discharge fully.

2. Scales. The scales for weighing aggregates and cement shall be of either

the beam or the springless dial type. They shall be accurate within 0.5 percent throughout their range of use. When beam-type scales are used, provisions such as a ``telltale'' dial shall be made for indicating to the operator that the required load in the weighing hopper is being approached. A device on the weighing beams shall clearly indicate critical position. Poises shall be designed to be locked in any position and to prevent unauthorized change. The weight beam and “telltale” device shall be in full view of the operator while charging the hopper, and the operator shall have convenient access to all controls.

3. Scales shall be inspected and sealed as often as the COTR may deem

necessary to assure their continued accuracy. The Contractor shall have on hand not less than ten 50-pound (23 kg) weights for testing of all scales when directed by the COTR.



C. Mixers and Transportation Equipment.

1. General. Concrete may be mixed at a central plant, or wholly or in part in truck mixers. Each 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. A device accurate within 3 percent and satisfactory to the COTR shall be provided at the mixer for determining the amount of air-entraining agent or other admixture to be added to each batch requiring such admixtures. Mixers shall be examined daily for the accumulation of hard concrete or mortar and the wear of blades.

2. Central plant mixer. Central plant mixers shall conform to the

requirements of ASTM C 94. Mixing shall be in an approved mixer capable of combining the aggregates, cement, and water into a thoroughly mixed and uniform mass within the specified mixing period, and of discharging the mixture without segregation. Central plant mixers shall be equipped with an acceptable timing device that will not permit the batch to be discharged until the specified mixing time has elapsed. The water system for a central mixer shall be either a calibrated measuring tank or a meter and shall not necessarily be an integral part of the mixer.

a. The mixer 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 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.

3. Truck mixers and truck agitators. Truck mixers used for mixing and

hauling concrete and truck agitators used for hauling central-mixed concrete shall conform to the requirements of ASTM C 94.

4. Non-agitator trucks. Non-agitating hauling equipment shall conform to

the requirements of ASTM C 94.

D. Finishing Equipment. The finishing equipment shall be of sufficient weight and power for proper finishing of the concrete. The finishing machine shall be designed and operated to strike off, screed and consolidate the concrete such that laitance on the surface is less than 1/8-inch thick.

E. Vibrators. Vibrator shall be either internal type with immersed tube or multiple

spuds, or surface type vibrating pan or screed. For pavements 8 inches or more thick internal vibrators shall be used. They may be attached to the spreader or the finishing machine, or they may be mounted on a separate carriage. They shall not come in contact with the joint load-transfer devices, subgrade, or side forms. Operating frequency for internal vibrators shall be between 8,000 and 12,000 vibrations per minute. Average amplitude for internal vibrators shall be



0.025-0.05 inches. For pavements less than 8 inches thick, vibrating surface pans or screeds shall be allowed. Operating frequencies for surface vibrators shall be between 3,000 and 6,000 vibrations per minute.

The number, spacing, and frequency shall be as necessary to provide a dense and homogeneous pavement. Adequate power to operate all vibrators shall be available on the paver. The internal vibrators may be supplemented by vibrating screeds operating on the surface of the concrete. The Contractor shall furnish a tachometer or other suitable device for measuring the frequency of the vibrators. The vibrators shall be automatically controlled so that they shall be stopped as forward motion ceases.

Hand held vibrators should be used to consolidate the concrete along forms and other isolated areas, but shall meet the recommendations of ACI 309, Guide for Consolidation of Concrete.

F. 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. The Contractor shall provide adequate artificial lighting facilities for night sawing. All of this equipment shall be on the job both before and at all times during concrete placement.

G. Side Forms. Straight side forms shall be made of steel and shall be furnished in

sections not less than 10 feet in length. Forms shall have a depth equal to the pavement thickness at the edge. Flexible or curved forms of proper radius shall be used for curves of 100-foot radius or less. 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. Repaired forms shall not be used until inspected and approved. Built-up forms shall not be used, except as approved by the COTR. The top face of the form shall not vary from a true plane more than 1/8 inch in 10 feet, and the upstanding leg shall not vary more than 1/4 inch. 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 COTR.

H. Pavers. The paver shall be fully energized, self-propelled, and designed for the

specific purpose of placing, consolidating, and finishing the concrete pavement, true to grade, tolerances, and cross section. It shall be of sufficient weight and power to construct the maximum specified concrete paving lane width as shown in the plans, at adequate forward speed, without transverse, longitudinal or vertical instability or without displacement. The paver shall be equipped with electronic or hydraulic horizontal and vertical control devices.

1. The request for the use of roller screeds must be submitted to the COTR

for approval. The submittal must include the training the Contractor has



received on the use of roller screeds. Vibrators must not be operational if the screed is not advancing.

501-4.02 FORM SETTING

A. Forms shall be set sufficiently in advance of the concrete placement to insure continuous paving operation. After the forms have been set to correct grade, the underlying surface shall be thoroughly tamped, either mechanically or by hand, at both the inside and outside edges of the base of the forms. Forms shall be staked into place sufficiently to maintain the form in position for the method of placement.

B. Form sections shall be tightly locked and shall be free from play or movement in

any direction. The forms shall not deviate from true line by more than 1/8 inch at any joint. Forms shall be so set that they will 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 placing of concrete.

C. The alignment and grade elevations of the forms shall be checked and corrections

made by the Contractor immediately before placing the concrete. When any form has been disturbed or any grade has become unstable, the form shall be reset and rechecked.

501-4.03 CONDITIONING OF UNDERLYING SURFACE, SLIP-FORM CONSTRUCTION

A. The compacted underlying surface on which the pavement will be placed shall be widened approximately 3 feet to extend beyond the paving machine track to support the paver without any noticeable displacement. After the underlying surface has been placed and compacted to the required density, the areas which will support the paving machine and the area to be paved shall be trimmed or graded to the plan grade elevation and profile by means of a properly designed machine. The grade of the underlying surface shall be controlled by a positive grade control system using lasers, stringlines, or guide wires. If the density of the underlying surface is disturbed by the trimming operations, it shall be corrected by additional compaction and retested at the option of the COTR before the concrete is placed except when stabilized subbases are being constructed. If damage occurs on a stabilized subbase, it shall be corrected full depth by the Contractor. The grading operations should be delayed as long as possible and immediately precede paving insofar as practical, particularly if the base course is subjected to haul traffic. If traffic is allowed to use the prepared grade, the grade shall be checked and corrected immediately before the placement of concrete. The prepared grade, including choke stone interlayer, shall be moistened with water, without saturating, immediately ahead of concrete placement to prevent rapid loss of moisture from concrete. The underlying surface shall be protected so that it will be entirely free of frost when concrete is placed.

501-4.04 CONDITIONING OF UNDERLYING SURFACE, SIDE-FORM AND FILL-IN LANE

CONSTRUCTION



A. The prepared underlying surface, including choke stone interlayer, shall be moistened with water, without saturating, immediately ahead of concrete placement to prevent rapid loss of moisture from the concrete. Damage caused by hauling or usage of other equipment shall be corrected and retested at the option of the COTR. If damage occurs to a stabilized subbase, it shall be corrected full depth by the Contractor. A template shall be provided and operated on the forms immediately in advance of the placing of all concrete. The template shall be propelled only by hand and not attached to a tractor or other power unit. Templates shall be adjustable so that they may be set and maintained at the correct contour of the underlying surface. The adjustment and operation of the templates shall be such as will provide an accurate retest of the grade before placing the concrete thereon. All excess material shall be removed and wasted. Low areas shall be filled and compacted to a condition similar to that of the surrounding grade. The underlying surface shall be protected so that it will be entirely free from frost when the concrete is placed. The use of chemicals to eliminate frost in the underlying surface shall not be permitted.

B. The template shall be maintained in accurate adjustment, at all times by the

Contractor, and shall be checked daily. 501-4.05 HANDLING, MEASURING, AND BATCHING MATERIAL

A. The batch plant site, layout, equipment, and provisions for transporting material shall assure a continuous supply of material to the work. Stockpiles shall be constructed in such a manner that prevents segregation and intermixing of deleterious materials. Stockpiles shall be built up in layers of not more than 3 feet (1 m) in thickness. Each layer shall be completely in place before beginning the next layer and shall not be allowed to ``cone'' down over the next lower layer. Aggregates from different sources and of different grading shall not be stockpiled together. Improperly placed stockpiles will not be accepted by the COTR.

B. 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. Rail shipments requiring more than 12 hours will be accepted as adequate binning only if the car bodies permit free drainage. The fine aggregate and coarse aggregate shall be separately weighed into hoppers in the respective amounts set by the COTR in the job mix. Cement shall be measured by weight. Separate scales and hopper, with a device to positively indicate the complete discharge of the batch of cement into the batch box or container, shall be used for weighing the cement.

C. Batching plants shall be equipped to proportion aggregates and bulk cement, by

weight, automatically using interlocked proportioning devices of an approved type. When bulk cement is used, the Contractor shall use a suitable method of handling the cement from weighing hopper to transporting container or into the batch itself for transportation to the mixer, such as a chute, boot, or other approved device, to prevent loss of cement. The device shall be arranged to



provide positive assurance that the cement content specified is present in each batch.

D. When cement is placed in contact with the aggregates, batches may be rejected

unless mixed within 1-1/2 hours of such contact. Batching shall be conducted so that the results in the weights of each material required will be within a tolerance of 1 percent for cement and 2 percent for aggregates.

E. Water may be measured either by volume or by weight. The accuracy of

measuring the water shall be within plus or minus 1 percent of required amounts. Unless the water is to be weighed, the water-measuring equipment shall include an auxiliary tank from which the measuring tank shall be filled. The measuring tank shall be equipped with an outside tap and valve to provide for checking the setting, unless other means are provided for readily and accurately determining the amount of water in the tank. The volume of the auxiliary tank shall be at least equal to that of the measuring tank.

F. Methods and equipment for adding air-entraining agent or other admixtures to

the batch, when required, shall be approved by the COTR. All admixtures shall be measured into the mixer with an accuracy of plus or minus 3 percent.

501-4.06 MIXING CONCRETE

A. The concrete may be mixed 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, except water, are emptied into the drum. All concrete shall be mixed and delivered to the site in accordance with the requirements of ASTM C 94, except that the minimum required revolutions of the mixing speed for transit mixed concrete may be reduced to not less than that recommended by the mixer manufacturer. The number of revolutions recommended by the mixer manufacturer shall be indicated on the manufacturer's serial plate attached to the mixer. The Contractor shall furnish test data acceptable to the COTR verifying that the make and model of the mixer will produce uniform concrete conforming to the provisions of ASTM C 94 at the reduced number of revolutions shown on the serial plate.

B. When mixed in a central mixing plant, the mixing time shall not be less than 50

seconds nor more than 90 seconds. Mixing time ends when the discharge chute opens. Transfer time in multiple drum mixers is included in mixing time. The contents of an individual mixer drum shall be removed before a succeeding batch is emptied therein.

C. The mixer shall be operated at the drum speed as shown on the manufacturer's

nameplate on the approved mixer. Any concrete mixed less than the specified time shall be discarded at the Contractor's expense. The volume of concrete mixed per batch shall not exceed the mixer's nominal capacity in cubic feet (cubic meters), as shown on the manufacturer's standard rating plate on the mixer. An overload up to 10 percent above the mixer's nominal capacity may be permitted provided concrete test data for segregation and uniform consistency are satisfactory, and provided no spillage of concrete takes place. The batch shall be



charged into the drum so that a portion of the mixing water shall enter in advance of the cement and aggregates. The flow of water shall be uniform, and all water shall be in the drum by the end of the first 15 seconds of the mixing period. The throat of the drum shall be kept free of such accumulations as may restrict the free flow of materials into the drum.

D. 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 cementitous material to the mix until the concrete is deposited in place at the work site shall 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. Re-tempering concrete by adding water or by other means will not be permitted, except when concrete is delivered in transit mixers. 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/cementitous ratio specified in the mix design is not exceeded, and approved by the COTR.

E. Each truckload of Ready Mix Cement Concrete shall furnish a ticket or tape that

shall provide the following information:

1 The quantity or batched weights of each aggregate, cement and water. 2. The zero balance conditions of each scale after batches have been

discharged, or prior to start of the batching operations. 3. A means of identifying each admixture required. 4. The time and date of each batch delivered. 5. Identification of each class of concrete. 6. Batch number for each batch delivered. 7. Contract identification

501-4.07 LIMITATIONS ON MIXING AND PLACING

A. No concrete shall be mixed, placed, or finished when the natural light is insufficient, unless an adequate and approved artificial lighting system is operated.

B. Cold Weather. Unless authorized in writing by the COTR, mixing and

concreting operations shall be discontinued when a descending air temperature in the shade and away from artificial heat reaches 40 degrees F and shall not be resumed until an ascending air temperature in the shade and away from artificial heat reaches 35 degrees F.

1. 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 degrees F at the time of placement. Concrete shall not be placed on frozen material nor shall frozen aggregates be used in the concrete.



2. When concreting is authorized during cold weather, water and/or the aggregates may be heated to not more than 150 degrees F. 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.

C. Hot Weather. During periods of hot weather when the maximum daily air

temperature exceeds 85 degrees F, the following precautions shall be taken.

1. 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 degrees F. The aggregates and/or mixing water shall be cooled as necessary to maintain the concrete temperature at or not more than the specified maximum.

2. The finished surfaces of the newly laid pavement shall be kept damp by

applying a water-fog or mist with approved spraying equipment until the pavement is covered by the curing medium. If necessary, wind screens shall be provided to protect the concrete from an evaporation rate in excess of 0.2 psf per hour as determined in accordance with Figure 2.1.5 in ACI 305R, Hot Weather Concreting, which takes into consideration relative humidity, wind velocity, and air temperature.

3. 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. Such measures shall consist of wind screens, more effective fog sprays, and similar measures commencing immediately behind the paver. If these measures are not effective in preventing plastic cracking, paving operations shall be immediately stopped.

501-4.08 PLACING CONCRETE A. Prior to commencement of paving operations, the Contractor shall submit for

review and approval by the COTR a tabulation of elevations of the paving lane edge elevations. These elevations shall be presented to the nearest hundredth (0.01) of a foot at intervals not exceeding twenty-five feet (25’) on center.

B. The Contractor has the option of placing the concrete with either side (fixed)

forms or slip-forms. 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.

C. Preparation Prior to Concrete Placement. Existing tie bars and dowels that were

damaged or bent during pavement removal operations shall be straightened or replaced as directed by the COTR. All embedments such as tie bars, dowels, transformer bases, conduits, sleeves, underdrains, and all other items indicated on the plans or directed to be embedded shall be placed and/or securely anchored



before concrete is placed. Concreting shall not be started until the embedment items have been checked and approved for alignment and location. All embedded items must be secured and/or protected so as not to be disturbed by concrete operations.

D. Hauling equipment or other mechanical equipment can be permitted on adjoining

previously constructed pavement when the concrete strength reaches a flexural strength of 550 psi based on the average of a minimum of two field cured specimens per day’s production. Also, subgrade and subbase planers, concrete pavers, and concrete finishing equipment may be permitted to ride upon the edges of previously constructed pavement when the concrete has attained a minimum flexural strength of 400 psi.

E. Side-Form Method. For the side-form method, the concrete shall be deposited on

the moistened grade to require as little re-handling as possible. Unless truck mixers, truck agitators, or non -agitating hauling equipment are equipped with means for discharge of concrete without segregation of the materials, the concrete shall be placed and spread using an approved mechanical spreading device that prevents segregation of the materials. Placing shall be continuous between transverse joints without the use of intermediate bulkheads. Necessary hand spreading shall be done with shovels--not rakes. Workmen shall not be allowed to walk in the freshly mixed concrete with boots or shoes coated with earth or foreign substances.

1. Concrete shall be deposited as near to expansion and contraction joints as

possible without disturbing them but shall not be dumped from the discharge bucket or hopper onto a joint assembly unless the hopper is centered above the joint assembly.

2. Concrete shall be thoroughly consolidated against and along the faces of

all forms and previously placed concrete and along the full length and on both sides of all joint assemblies by means of vibrators inserted in the concrete. Vibrators shall not be permitted to come in contact with a joint assembly, the grade, or a side form. In no case shall the vibrator be operated longer than 20 seconds in any one location, nor shall the vibrators be used to move the concrete.

3. Should any concrete materials fall or be worked into the surface of a

completed slab, they shall be removed immediately by approved methods.

F. Slip-form Method. For the slip-form method, the concrete shall be placed with

an approved crawler-mounted, slip-form paver designed to spread, consolidate and shape the freshly placed concrete in one complete pass of the machine so that a minimum of hand finishing will be necessary to provide a dense and homogeneous pavement in conformance with requirements of the plans and specifications. The concrete shall be placed directly on top of the joint assemblies to prevent them from moving when the paver moves over them. Side forms and finishing screeds shall be adjustable to the extent required to produce the specified pavement edge and surface tolerance. The side forms shall be of



dimensions, shape, and strength to support the concrete laterally for a sufficient length of time so that no edge slumping exceeds the requirements of paragraph 5.02.I. Final finishing shall be accomplished while the concrete is still in the plastic state.

G. It is the intent of the specification to produce a high quality, dense, long lasting,

and smooth pavement suitable for the high speed operations of roughness-sensitive heavy jet aircraft. This requires that all joints, and particularly all longitudinal joints, meet the specified tolerance throughout their length. The COTR will designate the paving lanes to be used for the initial paving operations. In the event that slumping or sloughing occurs behind the paver or if there are any other structural or surface defects which, in the opinion of the COTR, cannot be corrected within permissible tolerances, paving operations shall be immediately stopped until proper adjustment of the equipment or procedures have been made. In the event that satisfactory procedures and pavement are not achieved after not more than 2,000 lineal feet of single lane paving, the Contractor shall complete the balance of the work with the use of standard metal forms and the formed method of placing and curing. Any concrete not corrected to permissible tolerances shall be removed and replaced at the Contractor's expense.

501-4.09 STRIKE-OFF OF CONCRETE AND PLACEMENT OF REINFORCEMENT

A. 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 such that when the concrete is properly consolidated and finished, the surface of the pavement shall be at the elevation shown 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 screeded. 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.

B. 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

A. 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 from their designated position and shall be true to line with not more than 1/4-inch variation in 10 feet. The surface across the joints shall be tested with a 10-foot straightedge as the joints are finished and any irregularities in excess of 1/16 inch 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.

B. Construction. Longitudinal construction joints shall be slip-formed or formed

against side forms, as shown in the plans.

C. 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.

D. 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 wide and to the depth shown on the plans.

E. Expansion. Expansion joints shall be installed as shown on the plans. The pre-

molded filler of the thickness as shown on the plans, shall extend for the full depth and width of the slab at the joint, except for space for sealant at the top of the slab. The filler shall be securely staked or fastened into position perpendicular to the proposed finished surface. A cap shall be provided to protect the top edge of the filler and to permit the concrete to be placed and finished. After the concrete has been placed and struck off, the cap shall be carefully withdrawn leaving the space over the pre-molded filler. The edges of the joint shall be finished and tooled while the concrete is still plastic. Any concrete bridging the joint space shall be removed for the full width and depth of the joint.

F. 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. When tie bars extend into an unpaved lane, they may be bent against the form at longitudinal construction joints, unless threaded bolt or other assembled tie bars are specified. These 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 in the female side of the keyed joint provided the installation is made without



distorting the keyed dimensions or causing edge slump. If a bent tie bar installation is used, the tie bars shall be inserted through the keyway liner only on the female side of the joint. In no case shall a bent tie bar installation for male keyways be permitted.

G. Dowel bars. Dowel bars or other load-transfer units of an approved type shall be

placed across joints in the manner as shown on the plans. They shall be of the dimensions and spacings as shown and held rigidly in the middle of the slab depth in the proper horizontal and vertical alignment by an approved assembly device to be left permanently in place. The dowel or load-transfer and joint devices shall be rigid enough to permit complete assembly as a unit ready to be lifted and placed into position. The portion of each dowel painted with rust preventative paint, as required under paragraph 2.07, shall be thoroughly coated with asphalt MC-70, or an approved lubricant, to prevent the concrete from bonding to that portion of the dowel. If free-sliding plastic-coated or epoxy-coated steel dowels are used, a lubrication bond breaker shall be used except when approved pullout tests indicate it is not necessary. Where butt-type joints with dowels are designated, the exposed end of the dowel shall be oiled.

H. Dowel bars at contraction joints may be placed in the full thickness of pavement

by a mechanical device approved by the COTR. The device shall be capable of installing dowel bars within the maximum permissible alignment tolerances. Dowels bars at longitudinal construction joints shall be bonded in drilled holes.

I. Drilling and Grouting. Load transfer shall be restored to joints at the edges of

panel replacement. The load transfer device shall be dowel bars or tie bars, as shown in the plans. The load transfer devices shall be placed only by means of bonding the dowels into holes drilled with a pneumatic, percussive or core drill into the hardened concrete. Holes approximately 1/8 inch greater in diameter than the dowels shall be drilled into the hardened concrete and the dowels shall be bonded in the drilled holes using an epoxy-resin material as specified in paragraph 2.11, Class as appropriate for the existing temperature conditions. The error in final alignment of any dowel from its indicated alignment after the pavement has been finished shall not be greater than 1/8 inch per foot.

J. Installation. All devices used for the installation of expansion joints shall be approved by the COTR.

K. The top of an assembled joint device shall be set at the proper distance below the

pavement surface and the elevation shall be checked. Such devices shall be set to the required position and line and shall be securely held in place by stakes or other means to the maximum permissible tolerances during the pouring and finishing of the concrete. The pre-molded joint material shall be placed and held in a vertical position; if constructed in sections, there shall be no offsets between adjacent units.

L. Dowel bars and assemblies shall be checked for position and alignment. The

maximum permissible tolerances on dowel bar alignment shall be in accordance with paragraph 5.02.I.9. During the concrete placement operation, it is advisable to place plastic concrete directly on dowel assemblies immediately prior to



passage of the paver to help maintain dowel position and alignment within maximum permissible tolerances.

M. When concrete is placed using slip-form pavers, dowels and tie bars shall be

placed in longitudinal construction joints by bonding the dowels or tie bars into holes drilled into the hardened concrete. Holes approximately 1/8-inch to 1/4-inch greater in diameter than the dowel or tie bar shall be drilled with rotary-type core drills that must be held securely in place to drill perpendicularly into the vertical face of the pavement slab. Rotary- type percussion drills may be used provided that spalling of concrete does not occur and the concrete has cured for 48 hours. Any damage of the concrete shall be repaired by the Contractor in a method approved by the COTR. Dowels or tie bars shall be bonded in the drilled holes using an epoxy resin material. Installation procedures shall be adequate to insure that the area around dowels is completely filled with epoxy grout. Epoxy shall be injected into the back of the hole and displaced by the insertion of the dowel bar. Bars shall be completely inserted into the hole and shall not be withdrawn and reinserted creating air pockets in the epoxy around the bar. The Contractor shall furnish a template for checking the position and alignment of the dowels. Dowel bars shall not be less than 10 inches from a transverse joint and shall not interfere with dowels in the transverse direction.

N. Sawing of Joints. Joints shall be cut as shown on the plans. Equipment shall be

as described in paragraph 4.01.F. The circular cutter shall be capable of cutting a groove in a straight line and shall produce a slot at least 1/8 inch wide and to the depth shown on the plans. The top portion of the slot shall be widened by sawing to provide adequate space for joint sealers as shown on the plans. Sawing shall commence 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. Sawing shall be carried on both during the day and night as required. The joints shall be sawed at the required spacing, consecutively in sequence of the concrete placement. Immediately after sawing the joint, the resulting slurry shall be completely removed from the pavement surface (without damaging the surface), using vacuum sweepers, brooms or other methods before the slurry is allowed to dry. After the initial sawcut, the contractor shall reapply the curing compound to the sawed joint.

501-4.11 FINAL STRIKE-OFF, CONSOLIDATION, AND FINISHING

A. Sequence. The sequence of operations shall be the strike-off, floating and removal of laitance, straight edging, and final surface finish. The addition of superficial water to the surface of the concrete to assist in finishing operations will not be permitted. If the application of water to the surface is permitted, it shall be applied as a fog spray by means of approved spray equipment.

B. Finishing at Joints. The concrete adjacent to joints shall be compacted or firmly

placed without voids or segregation against the joint material; it shall be firmly placed without voids or segregation under and around all load-transfer devices, joint assembly units, and other features designed to extend into the pavement. Concrete adjacent to joints shall be mechanically vibrated as required in paragraph 4.08.E.2. After the concrete has been placed and vibrated adjacent to



the joints, the finishing machine shall be operated in a manner to avoid damage or misalignment of joints. If uninterrupted operations of the finishing machine, to, over, and beyond the joints, cause segregation of concrete, damage to, or misalignment of the joints, the finishing machine shall be stopped when the screed is approximately 8 inches from the joint. Segregated concrete shall be removed from the front of and off the joint; and the forward motion of the finishing machine shall be resumed. Thereafter, the finishing machine may be run over the joint without lifting the screed, provided there is no segregated concrete immediately between the joint and the screed or on top of the joint.

C. Machine Finishing. The concrete shall be spread as soon as it is placed, and it

shall be struck off and screeded by a finishing machine. The machine shall go over each area as many times and at such intervals as necessary to give to proper consolidation and to leave a surface of uniform texture. Excessive operation over a given area shall be avoided. When side forms are used, the tops of the forms shall be kept clean by an effective device attached to the machine, and the travel of the machine on the forms shall be maintained true without lift, wobbling, or other variation tending to affect the precision finish. During the first pass of the finishing machine, a uniform ridge of concrete shall be maintained ahead of the front screed for its entire length. When in operation, the screed shall be moved forward with a combined longitudinal and transverse shearing motion, always moving in the direction in which the work is progressing, and so manipulated that neither end is raised from the side forms during the striking-off process. If necessary, this shall be repeated until the surface is of uniform texture, true to grade and cross section, and free from porous areas.

D. Hand Finishing. Hand finishing methods will not be permitted, except under the

following conditions: in the event of breakdown of the mechanical equipment, hand methods may be used to finish the concrete already deposited on the grade; in areas of narrow widths or of irregular dimensions where operation of the mechanical equipment is impractical. Concrete, as soon as placed, shall be struck off and screeded. An approved portable screed shall be used. A second screed shall be provided for striking off the bottom layer of concrete when reinforcement is used.

1. The screed for the surface shall be a least 2 feet longer than the

maximum width of the slab to be struck off. It shall be of approved design, sufficiently rigid to retain its shape, and shall be constructed either of metal or of other suitable material covered with metal. Consolidation shall be attained by the use of suitable vibrators.

E. Floating. After the concrete has been struck off and consolidated, it shall be

further smoothed and trued by means of a longitudinal float using one of the following methods:

1. Hand Method. Long-handled floats shall not be less than 12 feet in

length and 6 inches in width, stiffened to prevent flexibility and warping. The float shall be operated from foot bridges spanning but not touching the concrete or from the edge of the pavement. Floating shall pass gradually from one side of the pavement to the other. Forward movement



along the centerline of the pavement shall be in successive advances of not more than one-half the length of the float. Any excess water or laitance in excess of 1/8-inch thick shall be removed and wasted.

2. Mechanical method. The Contractor may use a machine composed of a

cutting and smoothing float(s), suspended from and guided by a rigid frame and constantly in contact with, the side forms or underlying surface. If necessary, long-handled floats having blades not less than 5 feet in length and 6 inches in width may be used to smooth and fill in open-textured areas in the pavement. When the crown of the pavement will not permit the use of the mechanical float, the surface shall be floated transversely by means of a long-handled float. Care shall be taken not to work the crown out of the pavement during the operation. After floating, any excess water and laitance in excess of 1/8-inch thick shall be removed and wasted. Successive drags shall be lapped one-half the length of the blade.

F. Straight-edge 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 Contractor furnished 16-foot straightedge swung from handles 3 feet longer than 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 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 of paragraph 5.02.I.3. 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

A. The surface of the pavement shall be finished with either a brush or broom, burlap drag, or artificial turf finish for all newly constructed concrete pavements. It is important that the texturing equipment not tear or unduly roughen the pavement surface during the operation. Any imperfections resulting from the texturing operation shall be corrected to the satisfaction of the COTR.

B. Brush or Broom Finish. If the pavement surface texture is to be a type of brush

or broom finish, it shall be applied when the water sheen has practically disappeared. The equipment shall operate transversely across the pavement surface, providing corrugations that are uniform in appearance and approximately 1/16 of an inch in depth. It is important that the texturing equipment not tear or unduly roughen the pavement surface during the operation. Any imperfections resulting from the texturing operation shall be corrected.



C. Burlap Drag Finish. If a burlap drag is used to texture the pavement surface, it

shall be at least 15 ounces per square yard. To obtain a textured surface, the transverse threads of the burlap shall be removed approximately 1 foot from the trailing edge. A heavy buildup of grout on the burlap threads produces the desired wide sweeping longitudinal striations on the pavement surface. The corrugations shall be uniform in appearance and approximately 1/16 of an inch in depth.

D. Artificial Turf Finish. If artificial turf is used to texture the surface, it shall be

applied by dragging the surface of the pavement in the direction of concrete placement with an approved full-width drag made with artificial turf. The leading transverse edge of the artificial turf drag will be securely fastened to a lightweight pole on a traveling bridge. At least 2 feet of the artificial turf shall be in contact with the concrete surface during dragging operations. A variety of different types of artificial turf are available and approval of any one type will be done only after it has been demonstrated by the Contractor to provide a satisfactory texture. One type that has provided satisfactory texture consists of 7,200 approximately 0.85-inches-long polyethylene turf blades per square foot. The corrugations shall be uniform in appearance and approximately 1/16 of an inch in depth.

501-4.13 CURING

A. Immediately after finishing operations are completed and marring of the concrete will not occur, the entire surface of the newly placed concrete shall be cured in accordance with the methods below. Failure to provide sufficient cover material, 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. Additionally, after the initial sawcuts are completed the curing compound shall be reapplied to the sawcut pavement. The following are alternate approved methods for curing concrete pavements.

B. Impervious Membrane Method. The entire surface 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 1 gallon to not more than 150 square feet. 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 concrete surfaces exposed by the removal of forms will be permitted. The curing compound shall be of such character that the film will harden within 30 minutes after application. 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.

C. Curing in Cold Weather. The concrete shall be maintained at a temperature of at

least 50 degrees F (10 degrees C) for a period of 72 hours after placing and at a temperature above freezing for the remainder of the curing time. When concrete is being placed and the air temperature may be expected to drop below 35 degrees F (2 degrees C), a sufficient supply of suitable insulated thermal blanketing material shall be provided along the work. Any time the temperature may be expected to reach the freezing point during the day or night, the material so provided shall be spread over the pavement to a sufficient depth to prevent freezing of the concrete. The period of time such protection shall be maintained shall not be less than 10 days. A minimum of 3 days is required when high, early strength concrete is used. The Contractor shall be responsible for the quality and strength of the concrete placed during cold weather, and any concrete injured by frost action shall be removed and replaced at the Contractor's expense.

501-4.14 REMOVING FORMS

A. 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 as outlined in one of the methods indicated in paragraph 4.14. Major honeycombed areas shall be considered as defective work and shall be removed and replaced in accordance with paragraph 5.02.J. Any area or section so removed shall not be less than 10 feet (3 m) in length nor less than the full width of the lane involved. When it is necessary to remove and replace a section of pavement, any remaining portion of the slab adjacent to the joints that is less than 10 feet (3 m) in length shall also be removed and replaced.

501-4.15 SEALING JOINTS

A. The joints in the pavement shall be sealed in accordance with Item P-605. B. To reduce dust and final cleanup efforts, slurry generated from sawcuts shall be

cleaned from the pavement using vacuum sweepers, brooms, flushing with water and/or other methods before the slurry is allowed to dry.

501-4.16 PROTECTION OF PAVEMENT

A. The Contractor shall protect the pavement and its appurtenances against both public traffic and traffic caused by the Contractor's employees and agents. 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. The Contractor shall have available at all times, materials for the protection of the edges and surface of the unhardened concrete. Such protective materials shall consist of rolled polyethylene sheeting at least 4 mils 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.

The Contractor shall not use the new pavement as a material stockpile area for loading of aggregate and other items requiring heavy equipment unless approved by COTR.

501-4.17 OPENING TO TRAFFIC

A. The COTR shall decide when the pavement shall be opened to traffic. The pavement shall not be opened to traffic until test specimens molded and cured in accordance with ASTM C 31 have attained a flexural strength of 550 pounds per square inch when tested in accordance with ASTM C 78. 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 to traffic, the pavement shall be cleaned. Prior to opening the pavement to construction or aircraft traffic, all joints shall either be sealed or protected from damage by installation of, as a minimum, backer rod or tape.

501-4.18 SUBMISSIONS.

A. Prior to commencement of paving operations, the Contractor shall submit for review by the COTR a tabulation of elevations representing his interpretation of the paving lane edge elevations. These elevations shall be presented to the nearest hundredth (0.01) of a foot at intervals not exceeding twenty-five feet (25') on center.

501-4.19 REPAIR, REMOVAL, REPLACEMENT OF NEW SLABS

A. General. New pavement slabs that are broken or contain cracks shall be removed and replaced or repaired, as specified hereinafter at no cost to the Authority. 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 paving lane, and the limit of removal shall be normal to the paving lane and to each original transverse joint. The COTR 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 4-inch diameter, 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 epoxy resin, using approved procedures. Drilling of cores and refilling holes shall be at no expense to the Authority. All epoxy resin used in this work shall conform to ASTM C-881, Type V.

B. Shrinkage Cracks. Shrinkage cracks, which do not exceed 4 in in depth, shall be

cleaned and then pressure injected with epoxy resin, Type IV, Grade 1, using procedures as approved. Care shall be taken to assure that the crack is not widened during epoxy resin injection. All epoxy resin injection shall take place in the presence



of the COTR. Shrinkage cracks, which exceed 4” in depth, shall be treated as full depth cracks in accordance with paragraphs 4.19.C and 4.19.D.

C. Slabs with Cracks through Interior Areas. Interior area is defined as that area

more than 6 inches from either adjacent original transverse joint. The full slab shall be removed and replaced at no cost to the owner, when there are cracks greater than 4” in depth, that extend into the interior area.

D. Cracks Close To and Parallel To Joints. All cracks essentially parallel to original

extending full depth of the slab, and lying wholly within 6 inches either side of the joint shall be treated as specified hereinafter. Any crack extending more than 6 inches from the joint shall be treated as specified above in subparagraph "Slabs With Cracks Through Interior Area."

1. Full Depth Crack Present within 6 inches either side of the Joint. When a

full depth crack is present within the 6 inches of either side of the joint, a full-depth patch shall be used. A double full depth sawcut on all four sides of the removal area shall be used, with the initial sawcut being 18” minimum from the edge of repair and the second sawcut at the repair perimeter. Saw cut overcuts shall be thoroughly cleaned and completely filled with epoxy. Wherever possible, the dimensions of the patch will be sawcut to form an even square, to the satisfaction of the COTR, with a minimum length of 4 ft and a 3” minimum spacing between the second sawcut and the edge of the crack. Drill holes in pavement panel as needed to lift out to remove PCC pavement. Care shall be taken not to damage the adjacent slabs. Prior to placement of new concrete, the underlying material (unless it is stabilized) shall be re-compacted and shaped as specified in the appropriate Section of these specifications and to the satisfaction of the COTR. All four edges of the new slab shall thus contain dowels or original tie bars. For sawcuts along existing longitudinal or tranverse joints, drill sockets for dowel bars at 18 inch centers (typical). Dowel bars shall be 1 ½ in diameter and 20 inches long. Epoxy Dowels bars into sockets. Paint and oil exposed half of dowel bars only. Deformed tie bars shall be drilled into panel interiors. Deformed tie bars shall be #5, 30 inch long at 15 inch spacing (typical). Epoxy deformed tie bars into drilled sockets. Surface of the interior slab shall be painted with sand-cement bonding grout prior to placing P-501 PCC. Placement of concrete shall be as specified for original construction.. Existing joint shall be re-established by initially sawcutting 1/4 inch width to one-quarter slab thickness minimum as soon as possible. Joint shall be widened to 1/2 inch ± 1/16 inch at a depth of 1 5/8 inch minimum. 1/4 inches beveled edges shall be installed on both sides of the widened sawcut. Install backer rod and joint sealer to the satisfaction of the COTR and P-605. The top of the Joint Sealer shall be 3/8 inch minimum below the pavement.

2. Full Depth Cracks Present, Original Transverse Joint Also Cracked. At a

transverse joint, 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 for the full lane width and length.

D. Removal and Replacement of Full Slabs. Where it is necessary to remove full

slabs. The slab edges shall be sawed full depth just beyond the end of the dowels or tie bars. All saw cuts shall be perpendicular to the slab surface. These joints shall then be carefully sawed on the joint line to within 1 inch of the depth of the dowel. The main slab shall be further divided by sawing full depth, at appropriate locations, and each piece lifted out and removed. Suitable equipment shall be used to provide a truly vertical lift, and approved safe lifting devices used for attachment to the slabs. The narrow strips along doweled edges shall be carefully broken up and removed using light, hand-held jackhammers, 30 lb or less, or other approved similar equipment. Care shall be taken to prevent damage to the dowels, tie bars, or to concrete to remain in place. The joint face below dowels shall be suitably trimmed so that there is no abrupt offset in any direction greater than 1/2 inch and no gradual offset greater than 1 inch when tested in a horizontal direction with a 12-foot straightedge. No mechanical impact breakers, other than the above hand-held equipment shall be used for any removal of slabs. If underbreak between 1-1/2 and 4 inches deep occurs at any point along any edge, the area shall be repaired as directed before replacing the removed slab. Procedures will be directed before replacing the removed slab. Procedures directed will be similar to those specified for surface spalls, modified as necessary. If underbreak over 4 inches deep occurs, the entire slab containing the underbreak shall be removed and replaced. Where there are no dowels, or tie bars, on an edge, or where they have been damaged, dowels of the size and spacing as specified for other joints in similar pavement shall be installed by epoxy grouting them into holes drilled into the existing concrete using procedures as specified. Original damaged dowels or tie bars shall be cut off flush with the joint face. Protruding portions of dowels shall be painted and lightly oiled. All four edges of the new slab shall thus contain dowels or original tie bars. Placement of concrete shall be as specified for original construction. Prior to placement of new concrete, the underlying material (unless it is stabilized) shall be re-compacted and shaped as specified in the appropriate Section of these specifications. The surfaces of all four joint faces shall be cleaned of all loose material and contaminants and coated with double application of membrane forming curing compound as bond breaker. Care shall be taken to prevent any curing compound from contacting dowels or tie bars. The resulting joints around the new slab shall be prepared and sealed as specified for original construction.

E. Repairing Spalls Along Joints. Where directed, spalls along joints of new slabs

and along parallel cracks used as replacement joints shall be repaired with polymer patch material as specified in Section P-510 and as illustrated on the plans.

F. Repairing Joint Overcuts into Existing Pavements. Where proposed joints do not

match existing joints, the Contractor shall not sawcut into existing payment more than two inches horizontally. This overcut shall be filled with a COTR approved epoxy material in accordance with the manufacturer’s instructions. Where proposed joints match existing joints, the Contractor shall minimize the damage



to the existing joint sealing materials. Damaged joint seal material shall be removed and replaced to the satisfaction of the COTR and Item P-605.

501-4.20 EXISTING CONCRETE PAVEMENT REMOVAL. A. See Specification Section P-152 for existing PCC Pavement Removal. MATERIAL ACCEPTANCE 501-5.01 ACCEPTANCE SAMPLING AND TESTING

A All acceptance sampling, making specimens, transportation of samples, initial and final curing and coring for thickness necessary to determine conformance with the requirements specified in this section will be performed by the Contractor. All testing necessary to determine conformance with the requirements specified in this section will be performed by the COTR. Concrete shall be accepted for strength and thickness on a lot basis.

B. A lot shall consist of:

1. A day's production not to exceed 4,500 square yards.

C. Testing organizations performing these tests shall meet the requirements of

ASTM C 1077. The Contractor shall bear the cost of sampling, making and transporting strength specimens, for providing molds and sampling equipment, for providing curing facilities for the strength specimens and for coring and filling operations.

D. Flexural Strength.

1. Sampling. Each lot shall be divided into four equal sublots. One (1)

sample shall be taken by the Contractor for each sublot from the plastic concrete delivered to the job site. Sampling locations shall be determined by the COTR in accordance with random sampling procedures contained in ASTM D 3665. The concrete shall be sampled in accordance with ASTM C 172.

2. Making Specimens On-Site. Two specimens shall be made by the

Contractor on site, in the presence of the COTR, from each sample for testing at 3, 7, 14 and 28 days age plus two reserve beams (a total of 10 beams per sample). Specimens shall be made in accordance with ASTM C 31.

3. Initial Curing, On-Site. The Contractor shall provide adequate facilities

for the initial curing of beams on site. During the 24 hours after molding, the temperature immediately adjacent to the specimens must be maintained in the range of 60 to 80 degrees F (16 to 27 degrees C), and loss of moisture from the specimens must be prevented. The Contractor shall store the specimens on site during the 24 hours after molding 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 use other suitable methods, provided the temperature and moisture loss requirements are met. Initial curing shall be done in accordance with ASTM C 31.

4. Final Curing. After initial cure, the Contractor shall provide facilities for

protecting, storing, and curing the beams until they are tested for flexural strength. The facilities shall be on site. The Contractor shall transport the specimens from the initial cure site to the final cure site, strip forms from the specimens, label and place the specimens in the curing facilities. Storage conditions shall be in compliance with ASTM C 31.

5. Testing. The COTR shall test two specimens from each sample at 3, 7,

14 and 28 days from the date of molding. Testing will be done on a Rainhard recording beam tester, Model 416L, provided by the COTR. The Contractor may use the COTR’s machine for the testing of his mix design specimens or correlation between the COTR’s machine and the Contractor’s machine used for CQC (Contractor Quality Control). The flexural strength of each specimen shall be determined in accordance with ASTM C 78. The flexural strength for each sublot shall be computed by averaging the results of the two test specimens representing that lot. The Contractor shall transport the test beams from the final curing facility to the COTR’s testing machine. The COTR shall load the beams into the testing machine.

6. Acceptance. Acceptance of pavement for flexural strength will be

determined by the COTR in accordance with paragraph 5.02E.

E. Pavement Thickness.

1. Sampling. Each lot shall be divided into four equal sublots and one core shall be taken by the Contractor for each sublot. Sampling locations shall be determined by the COTR in accordance with random sampling procedures contained in ASTM D 3665. Areas such as thickened edges, with planned variable thicknesses shall be excluded from sample locations.

a. Cores shall be neatly cut with a core drill. The Contractor shall

furnish all tools, labor, and materials for cutting samples and filling the cored hole. Core holes shall be filled by the Contractor with a non-shrink grout approved by the COTR within one day after sampling.

2. Testing. The thickness of the cores shall be determined by the COTR by

the average caliper measurement in accordance with ASTM C 174. 3. Acceptance. Acceptance of pavement for thickness shall be determined

by the COTR in accordance with paragraph 5.02.F.



F. Partial Lots. When operational conditions cause a lot to be terminated before the specified four tests have been made for the lot, the following procedure will be used to adjust the lot size and the number of tests for the lot.

G. Where three sublots have been produced, they shall constitute a lot. Where one or

two sublots have been produced, they shall be incorporated into the next lot or the previous lot and the total number of sublots shall be used in the acceptance criteria calculation, i.e., n=5 or n=6.

H. Outliers. All individual flexural strength tests within a lot shall be checked for an

outlier in accordance with ASTM E 178, at a significance level of 5 percent. Outliers shall be discarded, and the PWL shall be determined using the remaining test values.

501-5.02 ACCEPTANCE CRITERIA

A. General. Acceptance will be based on the following characteristics of the completed pavement:

1. Flexural strength 2. Thickness 3. Smoothness 4. Grade 5. Edge slump 6. Dowel bar alignment

B. Flexural strength will be evaluated for acceptance by the COTR in accordance

with paragraph 5.02.E. Thickness will be evaluated for acceptance by the COTR in accordance with paragraph 5.01.F. Smoothness will be evaluated by the COTR in accordance with paragraph 5.02.I.3.

C. Acceptance for flexural strength will be based on the criteria contained in

accordance with paragraph 5.02.I.1. Acceptance for thickness will be based on the criteria contained in paragraph 5.02.I.2. Acceptance for smoothness will be based on the criteria contained in paragraph 5.02.I.3. Acceptance for grade will be based on the criteria contained in paragraph 5.02.I.5.

D. The COTR may at any time, not withstanding previous plant acceptance, reject

and require the Contractor to dispose of any batch of concrete mixture which is rendered unfit for use due to contamination, segregation, or improper slump. Such rejection may be based on only visual inspection. In the event of such rejection, the Contractor may take a representative sample of the rejected material in the presence of the COTR, and if it can be demonstrated in the laboratory, in the presence of the COTR, that such material was erroneously rejected, payment will be made for the material at the contract unit price.

E. Flexural Strength. Acceptance of each lot of in-place pavement for flexural

strength shall be based on the percentage of material within specification limits (PWL). The PWL plan considers the variability (standard deviation) of the material and the testing procedures, as well as the average (mean) value of the



test results. The standard deviation shall be determined from the Contractor's own data or from historic data. If a material with high variability is produced, then a higher average strength must be maintained in order to achieve a PWL of 90 percent or more.

F. Pavement Thickness. Acceptance of each lot of in-place pavement shall be based

on the percentage of material within specification limits (PWL). The standard deviation shall be determined from the Contractor's own data or from historic data. If a pavement with a high thickness variability is placed, then a higher average thickness must be maintained in order to achieve a PWL of 90 percent or more.

G. Percentage of Material Within Limits (PWL). The percentage of material within

limits shall be determined in accordance with procedures specified in Section 5.03.

H. The lower specification limit (L) for flexural strength and thickness shall be:

Lower Specification Limit (L)

Flexural Strength 0.93 x strength specified in paragraph 3.01

Thickness 0.50 inches less than the Plan thickness for the lot.

I. Acceptance Criteria.

1. Flexural Strength. If the PWL of the lot equals or exceeds 90 percent for

flexural strength, the lot shall be acceptable. Acceptance and payment for the lot shall be in accordance with Paragraph 8.01.

2. Thickness. If the PWL of the lot equals or exceeds 90 percent for

thickness, the lot shall be acceptable. Acceptance and payment for the lot shall be in accordance with Paragraph 8.01.

3. Smoothness. As soon as the concrete has hardened sufficiently, the

pavement surface shall be tested with a 16-foot straightedge or other specified device. Surface smoothness deviations shall not exceed 1/4 inch from a 16-foot straightedge placed in any direction, including placement along and spanning any pavement joint edge.

4. Areas in a slab showing high spots of more than 1/4 inch but not

exceeding 1/2 inch in 16 feet shall be marked and immediately ground down with an approved grinding machine to an elevation that will fall within the tolerance of 1/4 inch or less. Where the departure from correct cross section exceeds 1/2 inch, the pavement shall be removed and replaced at the expense of the Contractor when so directed by the COTR.

5. Grade. An evaluation of the surface grade shall be made by the COTR

for compliance to the tolerances contained below. The finish grade will



be determined by running levels at intervals of 50 ft or less longitudinally and all breaks in grade transversely (not to exceed 50 ft) to determine the elevation of the completed pavement. The Contractor shall pay the costs of surveying the level runs, and this work shall be performed by a licensed surveyor. The documentation, stamped and signed by a licensed surveyor shall be provided by the Contractor to the COTR.

6. Lateral Deviation. Lateral deviation from established alignment of the

pavement edge shall not exceed plus or minus 0.10 foot in any lane.

7. Vertical Deviation. Vertical deviation from established grade shall not exceed plus or minus 0.04 foot at any point.

8. Edge Slump. When slip-form paving is used, not more than 15 percent

of the total free edge of each 500 feet of pavement, or fraction thereof, shall have an edge slump exceeding 1/4-inch, and none of the free edge of the pavement shall have an edge slump exceeding 3/8-inch. (The total free edge of 500 feet of pavement will be considered the cumulative total linear measurement of pavement edge originally constructed as nonadjacent to any existing pavement; i.e., 500 feet of paving lane originally constructed as a separate lane will have 1,000 feet of free edge, 500 feet 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 from the edge. When excessive edge slump cannot be corrected before the concrete has hardened, the area with excessive edge slump shall be removed and replaced at the expense of the Contractor when so directed by the COTR.

9. Dowel Bar Alignment. Dowel bars and assemblies shall be checked for

position and alignment. The maximum permissible tolerance on dowel bar alignment in each plane, horizontal and vertical, shall not exceed 2 percent or 1/4 inch per foot of a dowel bar. Vertical alignment of dowels shall be measured parallel to the designed top surface of the pavement, except for those across the crown of 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.

J. Removal and Replacement of Concrete. Any area or section of concrete that is

removed and replaced shall be removed and replaced back to planned joints. The Contractor shall replace damaged dowels and the requirements for doweled longitudinal construction joints in paragraph 4.10 shall apply to all contraction joints exposed by concrete removal. Removal and replacement shall be in accordance with Paragraph 4.19.

501-5.03 METHOD OF ESTIMATING PERCENTAGE OF MATERIAL WITHIN SPECIFICATION LIMITS (PWL)

A. GENERAL. When the specifications provide for acceptance of material based

on the method of estimating percentage of material within specification limits



(PWL), the PWL will be determined in accordance with this section. The PWL is computed using the sample average (X) and sample standard deviation (Sn) of the specified number (n) of sublots for the lot and the specification tolerance limits, L for lower and U for upper, for the particular acceptance parameter. From these values, the respective Quality index, QL for Lower Quality Index and/or QU for Upper Quality Index, is computer and the PWL for the lot for the specified n is determined from Table 4. All Specification limits specified in the technical sections shall be absolute values. Test results used in the calculations shall be to the significant figures given in the test procedure.

There is some degree of uncertainty (risk) in the measurement for acceptance because only a small fraction of production material (the population) is sampled and tested. This uncertainty exists because all portions of the production material have the same probability to be randomly sampled. The Contractor’s risk is the probability that material produced at the acceptable quality level is rejected or subjected to a pay adjustment. The Owner’s risk is the probability that material produced at the rejectable quality level is accepted. It is the intent of this section to inform the contractor that, in order to consistently offset the contractor’s risk for material evaluated, production quality (using population average and population standard deviation) must be maintained at the acceptable quality specified or higher. In all cases, it is the responsibility of the contractor to produce at quality levels that will meet the specified acceptance criteria when sample and tested at the frequencies specified.

501-5.03.1 METHOD FOR COMPUTING PWL

The computational sequence for computing the PWL is as follows:

A. Divide the lot into n sublots in accordance with the acceptance requirements of the specification.

B. Locate the sampling position within the sublot in accordance with the random

sampling requirements of the specification.

C. Make a measurement at each location, or take a test portion and make the measurement on the test portion in accordance with the testing requirements of the specification.

D. Average all sublot values within the lot to find X by using the following formula:

X = (x1 + x2 + x3 + . . .xn) / n

Where:

X = Average of all sublot values within a lot

x1, x2 = Individual sublot values

n = Number of sublots



E. Find the standard deviation Sn by use of the following formula:

Sn = [(d1

2 + d22 + d3

2 + . . .dn2) / n-1]1/2

Where:

Sn = standard deviation of the number of sublot values in the set

d1, d2 = deviations of the individual sublot values x1, x2 . . . from the average value X

that is: d1 = (x1 - X), d2 = (xn - X) . . dn = (xn - X)

n = number of sublots

F. For single sided specification limits (i.e., L only), compute the Lower Quality

Index QL by use of the following formula:

QL = (X - L) / Sn

Where:

L = specification lower tolerance limit

Estimate the percentage of material within limits (PWL) by entering Table 4 with QL, using the column appropriate to the total number (n) of measurements. If the value of QL falls between values shown on the table, use the next higher value of PWL.

G. For double sided specification limits (i.e. L and U), compute the Quality Indexes

QL and QU by use of the following formulas:

QL = (X - L) / Sn and QU = (U - X) / Sn

Where: L and U = specification lower and upper tolerance limits

Estimate the percentage of material between the lower (L) and upper (U) tolerance limits (PWL) by entering Table 4 separately with QL and QU, using the column appropriate to the total number (n) of measurements, and determining the percent of material above PL and percent of material below PU for each tolerance limit. If the values of QL fall between values shown on the table, use the next higher value of PL or PU. Determine the PWL by use of the following formula:

PWL = (PU + PL) - 100

Where:



PL = percent within lower specification limit PU = percent within upper specification limit

CONTRACTOR QUALITY CONTROL 501-6.01 CONTRACTOR QUALITY CONTROL PROGRAM

A. The Contractor shall develop a Quality Control Program in accordance with Section 014000 of the General Provisions. The program shall address all elements which affect the quality of the pavement including, but not limited to:

1. Mix Design 2. Aggregate Gradation 3. Quality of Materials 4. Stockpile Management 5. Proportioning 6. Mixing and Transportation 7. Placing and Consolidation 8. Joints 9. Dowel Placement and Alignment l0. Flexural or Compressive Strength 11. Finishing and Curing 12. Surface Smoothness

501-6.02 QUALITY CONTROL TESTING

A. The Contractor shall perform all quality control tests necessary to control the production and construction processes applicable to this specification and as set forth in the Quality Control Program. The testing program shall include, but not necessarily be limited to, tests for aggregate gradation, aggregate moisture content, slump, and air content.

B. A Quality Control Testing Plan shall be developed as part of the Quality Control

Program.

C. Fine Aggregate

1. Gradation. A sieve analysis shall be made at least twice daily in accordance with ASTM C 136 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 C 70 or ASTM C 566.

D. 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 C 136 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 C 566.

E. Slump. Four slump tests shall be performed for each lot of material produced in

accordance with the lot size defined in Section 5.01. One test shall be made for each sublot. Slump tests shall be performed in accordance with ASTM C 143 from material randomly sampled from material discharged from trucks at the paving site. Material samples shall be taken in accordance with ASTM C 172.

F. Air Content. Four air content tests, shall be performed for each lot of material

produced in accordance with the lot size defined in Section 5.01. One test shall be made for each sublot. Air content tests shall be performed in accordance with ASTM C 231 for gravel and stone coarse aggregate and ASTM C 173 for slag or other porous coarse aggregate, from material randomly sampled from trucks at the plant site. Material samples shall be taken in accordance with ASTM C 172.

G. Four unit weight and yield test shall be made in accordance with ASTM C 138.

The samples shall be taken in accordance with ASTM C 172 and at the same time as the air content tests.

501-6.03 CONTROL CHARTS

A. The Contractor shall maintain linear control charts for fine and course aggregate gradation, slump, and air content.

B. Control charts shall be posted in a location satisfactory to the COTR and shall be

kept up to date at all times. As a minimum, the control charts shall identify the project number, the contract item number, the test number, each test parameter, the Action and Suspension Limits, or Specification Limits, applicable to each test parameter, and the Contractor's test results. The Contractor shall use the control charts as part of a process control system for identifying potential problems and assignable causes before they occur. If the Contractor's projected data during production indicates a potential problem and the Contractor is not taking satisfactory corrective action, the COTR may halt production or acceptance of the material.

C. Fine and Coarse Aggregate Gradation. The Contractor shall record the running

average of the last five gradation tests for each control sieve on linear control charts. Specification limits contained in Tables 1 and 2 shall be superimposed on the Control Chart for job control.



D. Slump and Air Content. The Contractor shall maintain linear control charts both for individual measurements and range (i.e. difference between highest and lowest measurements) for slump and air content in accordance with the following Action and Suspension Limits.



CONTROL CHART LIMITS Based on Sample Size n=4

Control

Parameter

Action Limit Individual Measurements

Suspension Limit Range Suspension

Limit Slip Form:

Slump +0 to -1 inch (0-25 mm) +0.5 to -1.5 inch (13-38 mm) +/- 1.5 inch (38 mm)

Air Content +/- 1.2% +/- 1.8% +/- 2.8%

Fixed Form:

Slump + 0.5 to -1 inch (13-25 mm) +1 to -1.5 inch (25-38 mm) +/- 1.5 inch (38 mm)

Air Content +/- 1.2% +/- 1.8% +/- 2.8% The individual measurement control charts shall use the mix design target values as indicators of central tendency.

501-6.04 CORRECTIVE ACTION

A. The Quality Control Plan shall indicate that appropriate action shall be taken when the process is believed to be out of control. The Quality Control Plan shall detail what action will be taken to bring the process into control and shall contain sets of rules to gauge when a process is out of control. As a minimum, a process shall be deemed out of control and corrective action taken if any one of the following conditions exists.

B. Fine and Coarse Aggregate Gradation. When two consecutive averages of five

tests are outside of the Tables 1 or 2 specification limits, immediate steps, including a halt to production, shall be taken to correct the grading.

C. Fine and Coarse Aggregate Moisture Content. Whenever the moisture content of

the fine or coarse aggregate changes by more than 0.5 percent, the scale settings for the aggregate batcher(s) and water batcher shall be adjusted.

D. Slump. The Contractor shall halt production and make appropriate adjustments

whenever:

1. One point falls outside the Suspension Limit line for individual measurements or range; or

2. Two points in a row fall outside the Action Limit line for individual

measurements.

E. Air Content. The Contractor shall halt production and adjust the amount of air-entraining admixture whenever:



1. One point falls outside the Suspension Limit line for individual measurements or range; or

2. Two points in a row fall outside the Action Limit line for individual

measurements.

F. Whenever a point falls outside the Action Limits line, the air-entraining admixture dispenser shall be calibrated to ensure that it is operating correctly and with good reproducibility.

501-7.01 METHOD OF MEASUREMENT

A. Portland cement concrete pavement shall be measured by the number of square yards of either plain or reinforced pavement as specified in- place, completed and accepted. Variable depth pavement areas will be measured as follows:

Thickness Measured As 17" to 21.25" Plain PCC Pavement 17" Plain PCC Pavement

B. The test batch shall be measured as a lump sum.

501-8.01 BASIS OF PAYMENT

GENERAL. Payment for an accepted lot of concrete pavement shall be made at the contract unit price per square yard adjusted in accordance with paragraphs 8.01.A subject to the limitation that:

Total project payment shall not exceed 100 percent of the product of the contract unit price and the total number of square yards of concrete pavement used in the accepted work.

Payment shall be full compensation for all labor, materials, tools equipment, reinforcing steel, curing compound, dowels, joint sawing, and incidentals required to complete the work as specified herein and on the drawings. The labor, materials, tools, equipment and incidentals required to seal the joints per P-605 shall be considered incidental to this item. The labor, materials, equipment and incidentals required to place the choke stone interlayer per P-221 shall be considered incidental to this item.

A. Basis of Adjusted Payment. The pay factor for each individual lot shall be

calculated in accordance with Table 5. A pay factor shall be calculated for both flexural strength and thickness. The lot pay factor shall be the higher of the two values when calculations for both flexural strength and thickness are 100 percent or higher. The lot pay factor shall be the product of the two values when only one of the calculations for either flexural strength or thickness is 100 percent or higher. The lot pay factor shall be the lower of the two values when calculations for both flexural strength and thickness are less than 100 percent.



TABLE 5 PRICE ADJUSTMENT SCHEDULE

Percentage of Material Within

Specification Limits (PWL)

Percent of Contract Unit Price

to be Paid 96-100

1061

90-95

PWL + 10

75-90

0.5 PWL + 55

55-74

1.4 PWL – 12

Below 55

Reject2

1ALTHOUGH IT IS THEORETICALLY POSSIBLE TO ACHIEVE A PAY FACTOR OF 106 PERCENT FOR EACH LOT, ACTUAL PAYMENT IN EXCESS OF 100 PERCENT SHALL BE SUBJECT TO THE TOTAL PROJECT PAYMENT LIMITATION SPECIFIED IN PARAGRAPH 501-8.1.

2The lot shall be removed and replaced. However, the COTR may decide to allow the rejected lot to remain. In that case, if the COTR and Contractor agree in writing that the lot shall not be removed, it shall be paid for at 50 percent of the contract unit price AND THE TOTAL PROJECT PAYMENT LIMITATION SHALL BE REDUCED BY THE AMOUNT WITHHELD FOR THE REJECTED LOT.

For each lot accepted, the adjusted contract unit price shall be the product of the lot pay factor for the lot and the contract unit price. Payment shall be subject to the total project payment limitation specified in paragraph 501-8.1. Payment in excess of 100 percent for accepted lots of concrete pavement shall be used to offset payment for accepted lots of concrete pavement that achieve a lot pay factor less than 100 percent.

B. The Test Batch shall be paid for at the contract unit price per lump sum, which price shall include all material, equipment, labor and engineering necessary to complete this item.


P-501-8.1 17" Plain PCC Pavement per square yard P-501-8.2 Plain PCC Test Batch lump sum


ASTM C 31 Making and Curing Concrete Test Specimens in the Field ASTM C 33 Specification for Concrete Aggregates

ASTM C 39 Compressive Strength of Cylindrical Concrete Specimens



ASTM C 70 Surface Moisture in Fine Aggregate ASTM C 78 Test for Flexural Strength of Concrete (Using Simple Beam with

Third-Point Loading) ASTM C 131 Test for Resistance to Abrasion of Small Size Coarse Aggregate by Use

of the Los Angeles Machine ASTM C 136 Sieve Analysis of Fine and Coarse Aggregates ASTM C 138 Test for Unit Weight, Yield, and Air Content (Gravimetric) of Concrete ASTM C 143 Test for Slump of Portland Cement Concrete

ASTM C 172 Sampling Freshly Mixed Concrete ASTM C 173 Test for Air Content of Freshly Mixed Concrete by the Volumetric

Method ASTM C 174 Measuring Length of Drilled Concrete Cores ASTM C 227 Potential Alkali Reactivity of Cement-Aggregate Combinations (Mortar-

Bar Method) ASTM C 231 Test for Air Content of Freshly Mixed Concrete by the Pressure Method ASTM C 289 Potential Reactivity of Aggregates (Chemical Method) ASTM C 295 Petrographic Examination of Aggregates for Concrete ASTM C 311 Sampling and Testing Fly Ash for Use as an Admixture in Portland

Cement Concrete

ASTM C 535 Test for Resistance to Abrasion of Large Size Coarse Aggregate by Use of the Los Angeles Machine

ASTM C 566 Total Moisture Content of Aggregates by Drying ASTM C 1077 Standard Practice for Laboratories Testing Concrete and Concrete

Aggregates for Use in Construction and Criteria for Laboratory Evaluation

ASTM D 3665 Random Sampling of Construction Materials

ASTM D 3963 Specification for Epoxy-Coated Reinforcing Steel ASTM D 4791 Test Method for Flat or Elongated Particles in Coarse Aggregate AASHTO T 26 Quality of Water to be Used in Concrete




ASTM A 184 Specification for Fabricated Deformed Steel Bar Mats for Concrete Reinforcement

ASTM A 185 Specification for Welded Steel Wire Fabric for Concrete Reinforcement ASTM A 497 Specification for Welded Deformed Steel Wire Fabric for Concrete

Pavement ASTM A 615 Specification for Deformed and Plain Billet-Steel Bars for Concrete

Reinforcement ASTM A 704 Specification for Welded Steel Plain Bar or Rod Mats for Concrete

Reinforcement ASTM A 714 Specification for High-Strength Low-Alloy Welded and Seamless Steel

Pipe ASTM A 996 Standard Specification for Rail-Steel and Axle-Steel Deformed Bars for

concrete Reinforcement ASTM A 1064 Specification for Steel Wire and Welded Wire Reinforcement, Plain and

Deformed for Concrete ASTM C 33 Specification for Concrete Aggregates ASTM C 94 Specification for Ready-Mixed Concrete ASTM C 150 Specification for Portland Cement

ASTM C 171 Specification for Sheet Materials for Curing Concrete ASTM C 260 Specification for Air-Entraining Admixtures for Concrete

ASTM C 309 Specification for Liquid Membrane-Forming Compounds ASTM C 494 Specification for Chemical Admixtures for Concrete ASTM C 595 Specification for Blended Hydraulic Cements ASTM C 618 Specification for Fly Ash and Raw or Calcined Natural Pozzolan for Use

as a Mineral Admixture in Portland Cement Concrete ASTM C 881 Specification for Epoxy Resin Base Bonding System for Concrete

ASTM C 989 Specification for Ground Granulated Blast-Furnace Slag for Use in

Concrete and Mortars



ASTM D 1751 Specification for Preformed Expansion Joint Fillers for Concrete Paving and Structural Construction (Non-extruding and Resilient Bituminous Types)

ASTM D 1752 Specification for Preformed Sponge Rubber and Cork Expansion Joint

Fillers for Concrete Paving and Structural Construction AASHTO M 254 Specification for Coated Dowel Bars ACI 305R Hot Weather Concreting ACI 306R Cold Weather Concreting ACI 309 Guide for Consolidation of Concrete TT-P-644 Federal Specification for Primer Coating, (Rev. D) Alkyd,

Corrosion-Inhibiting, Lead and Chromate Free, VOC-Compliant END ITEM P-501


RIGID PAVEMENT REPAIR P-510-1

SECTION P-510 – RIGID PAVEMENT REPAIR

PART 1 - DESCRIPTION 1.1 This work shall consist of the repair of Portland Cement Concrete Pavement using the three

different techniques, listed below.

Partial Depth Spall Repair Full Depth Patch Full Slab Removal and Replacement

The repairs described below shall only be used to repair spalls and cracks in the new concrete pavement as designated by COTR. Any repairs of new concrete will not be paid for but shall be incidental to the new PCC pavement.

1.2 QUALITY ASSURANCE A. Reference Standards. Meet requirements of the referenced standards except to the extent

more detailed or stringent requirements are indicated by the Contract Documents, including requirements of this Section and of governing codes and regulations.

B. Compliance with Laws, Codes, Rules, and Regulations. Comply with all local, State, and

Federal laws, rules, and regulations applicable to this Section and to the selective demolition work to be done.

1.3 SUBMITTALS A. Furnish shop drawings, manufacturer’s data, test reports and materials certifications for all

materials required in the referenced section, including:

1. Silicone Joint Sealant Material 2. Primer for Silicone Joint Sealant (if required)

PART 2 - MATERIALS 2.1 PARTIAL DEPTH SPALL REPAIR

A. Requirements for Partial Depth Spall Repair PCC patch material are described in Division 20 Section “Portland Cement Concrete Pavement.”

2.2 FULL DEPTH PATCH

A. Requirements for Geotextile Fabric used for Full Depth Patch are described in Division 20 Section “Soil Stabilization Fabric.”

B. Requirements for Undercut Backfill Stone used for Full Depth Patch are described in



Division 20 Section “Undercut Backfill Stone.” C. Requirements for Aggregate Base Course used for Full Depth Patch are described in Division

20 Section “Crushed Aggregate Base Course.” D. Requirements for PCC used for Full Depth Patch are described in Division 20 Section

“Portland Cement Concrete Pavement.” E. Requirements for Dowels and Tie Bars used for Full Depth Patch are described in Division

20 Section “Portland Cement Concrete Pavement.”

2.3 FULL SLAB REMOVAL AND REPLACEMENT

A. Requirements for Geotextile Fabric used for Full Slab Removal and Replacement are described in Division 20 Section “Soil Stabilization Fabric.”

B. Requirements for Undercut Backfill Stone used for Full Slab Removal and Replacement are

described in Division 20 Section “Undercut Backfill Stone.” C. Requirements for Aggregate Base Course used for Full Slab Removal and Replacement are

described in Division 20 Section “Crushed Aggregate Base Course.” D. Requirements for PCC used for Full Slab Removal and Replacement are described in

Division 20 Section “Portland Cement Concrete Pavement.” E. Requirements for Dowels and Tie Bars used for Full Slab Removal and Replacement are

described in Division 20 Section “Portland Cement Concrete Pavement.”

2.3 FIBERBOARD

A. Fiberboard for maintaining joints in patches shall conform to the requirements of ASTM D1751 or ASTM D1752. The filler for each joint shall be furnished in a single piece for the full depth and width required for the joint. Plastic joint caps shall be secured to the board such that they will not lose contact with the board until after the patch has set.

2.4 CURING COMPOUND

A. Requirements for curing compound applied to PCC are described in Division 20 Section “Portland Cement Concrete Pavement.”

2.5 JOINT SEALANT

A. All newly formed PCC joints around patches and slab replacements, as well as sawcut seals shall be sealed with silicone joint sealant. Silicone Joint Sealant shall be a single-component, cold-applied material that meets or exceeds ASTM D 5893, Type NS. In addition, the manufacturer shall certify that the silicone joint sealant will meet the requirements of Table 1.



TABLE 1 Test Method Test Material Requirement

As Supplied ASTM D2202 Flow, Maximum 0.2

ASTM D1475 Specific Gravity 1.450-1.515 Mil-S-8802 Extrusion Rate, grams/minute 90-250 ASTM C679 Tack Free Time, minutes 35-75 Upon Complete Cure (Sample Cured 21 days at 77 degrees +/- 2 degrees F and 50% +/- Relative Humidity ASTM D412, Die C Modulus at 150% elongation,

psi maximum 45

ASTM D412, Die C Elongation, minimum 1200 ASTM D2240 Durometer, Shore A, Points 15-25 ASTM D 3583, Section 19, Modified

Adhesion to Concrete, minimum % elongation

500

Performance ASTM C 719 Movement, 10 cycles at +100/-50% No failure ASTM C 793 Accelerated weathering at 5000 hrs No cracks, blisters or bond loss

B. Joints between asphalt and concrete shall be sealed with a silicone joint sealant appropriate

for bonding to both PCC and asphalt pavements. Silicone Joint Sealant shall meet or exceed ASTM D 5893, Type SL.

C. Each lot or batch of joint sealer 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, and the safe heating temperature (if applicable) and shall be accompanied by the manufacturer's certification stating that the compound meets the requirements of this specification.

D. If recommended by the sealant manufacturer, an air drying primer, meeting the

recommendations of the manufacturer of the silicone joint sealant, shall be applied to the joint prior to applying the joint sealant material.

E. Backer Rod shall be a heat resistant cross linked close cell polyethylene or polyurethane

foam. The backer rod shall be compatible with the sealant and no bond or reaction shall occur between the rod and sealant. The rod shall be installed in the joint to the depths and diameters as indicated in the plans.

PART 3 - CONSTRUCTION METHODS 3.1 PARTIAL DEPTH PATCH REMOVALS

A. In the areas indicated for partial depth patch, the surface of the existing concrete shall be removed to a minimum depth of 3 inches and to such additional depth where necessary to expose a surface of sound, unweathered concrete that is uncontaminated by oils, greases or deicing salts or solutions.

B. A vertical saw cut at least 3 inches deep shall be made a minimum of 3 inches outside of the



distressed area. The PCC pavement shall be removed by chipping and breaking out. The surface shall be thoroughly cleaned by sweeping and blowing with compressed air. Prior to installing patch materials, areas showing traces of oils or greases shall be cleaned by sandblasting.

C. Sawcut overcuts shall be cleaned and filled with a self-leveling adhesive epoxy.

3.2 FULL DEPTH PATCH AND FULL SLAB REMOVALS

A. Full depth PCC removal shall be performed in accordance with Division 20 Section “Excavation and Embankment,” Paragraph “Excavation.”

B. Aggregate Base Course and Unsuitable Subgrade shall be removed as indicated in the plans

and as indicated by the COTR. Care shall be taken to ensure material does not fall out from under adjacent slabs during excavation and prior to backfill. All suitable removed material shall be disposed of at the Soil Bank Site on the Airport property. All unsuitable excavated material shall be legally disposed of off the Airport Property.

3.3 PREPARATION OF JOINTS

A. Joint-sealing and expansion joint materials shall be removed flush with the prepared surface, and, if on the pavement surface to be patched, shall be removed by sandblasting. The use of solvents will not be permitted. Care shall be used to prevent bonding of the adjacent concrete slabs at the location of the existing joints. Maintenance of these existing joints shall be accomplished by the use of fiberboard or other approved inserts of appropriate dimensions.

3.4 PARTIAL DEPTH AND FULL DEPTH PATCH BONDING PREPARTION

A. PCC PATCH. Immediately prior to placing concrete, clean the previously prepared surfaces with a high pressure air jet, brush, or vacuum to remove all loose and foreign material. Coat the clean and dry surface including sawed faces with an approximate 1/16 inch thick coat of sand-cement bonding grout. Bonding grout shall be one part Portland cement to one part sand by volume with sufficient water to produce a mortar with a creamy consistency. Place the grout just prior to concrete placement and scrub with stiff bristle brushes to fill all voids and crevices in the spall cavity surface. Apply additional brush coats as needed to obtain the required thickness. The concrete patch material must be placed before the grout dries or sets. Remove dried or hardened grout by sandblasting and re-coat the cavity with fresh grout before placing concrete patch material.

3.5 PATCH MATERIAL PREPARATION AND PLACEMENT.

A. PCC PATCH. Prepare, mix, transport, deliver and place the PCC in accordance with Division 20 Section “Portland Cement Concrete Pavement” requirements for hand-poured or side-formed pavement.

3.6 LIMITATIONS ON PLACEMENT

A. PCC PATCH. Patch material shall be placed only when the conditions of Division 20 Section “Portland Cement Concrete Pavement” paragraph “Limitations on Mixing and



Placing” are met.

3.7 CURING

A. PCC PATCH. The patch shall be cured in accordance Division 20 Section “Portland Cement Concrete Pavement” requirements for curing pavement.

3.8 FINISH TOLERANCE

A. The finished surfaces of partial depth repair shall meet the grade of the adjoining pavements and shall not deviate more than 1/8 inch within the patched area.

PART 4 - CONTRACTOR QUALITY CONTROL 4.1 FIELD QUALITY CONTROL

A. Division 01 Section “Quality Requirements” specifies the general requirements for the Contractor’s Quality Control Program. Provide the following tests:

1. PCC Mixture Tests as required by Division 20 Section “Portland Cement Concrete

Pavement.” 2. Straightedge Tests

PART 5 - METHOD OF MEASUREMENT 5.1 PARTIAL DEPTH SPALL REPAIR. Partial depth spall repairs shall not be measured for

payment and will only be used to repair new concrete or adjacent existing concrete damaged by contractor’s operations.

5.2 FULL DEPTH PATCH. Full depth patch repairs shall not be measured for payment and will

only be used to repair new concrete or adjacent existing concrete damaged by the contractor’s operations. .

5.3 FULL SLAB REMOVAL AND REPLACEMENT. Full slab removal and replacement shall not

be measured for payment and will only be used to repair new concrete damaged or adjacent existing concrete by the contractor’s operations.

PART 6 - BASIS OF PAYMENT 6.1 No payment shall be made for rigid pavement repairs. All work shall be incidental to other items. END OF SECTION P-510


BITUMINOUS TACK COAT P-603-1

ITEM P-603 – BITUMINOUS TACK COAT DESCRIPTION 603-1.1 This item shall consist of preparing and treating a bituminous or concrete surface with

bituminous material in accordance with these specifications and in reasonably close conformity to the lines shown on the plans.

603-1.2 SUBMITTALS

Furnish shop drawings, manufacturers’ data, test reports and materials certifications for all materials required in the referenced section, including:

a. Bituminous Tack Coat b. Vendor’s Certified Test Reports c. Freight and Weigh Bills MATERIALS 603-2.1 BITUMINOUS MATERIALS

The bituminous material shall be either cutback asphalt or emulsified asphalt and shall conform to the requirements of Table 1. The type, grade, controlling specification, and application temperature of bituminous material to be used shall be specified by the COTR.

TABLE 1 – BITUMINOUS MATERIAL

Type and Grade Specification Application Temperature Deg. F

Emulsified Asphalt

SS-1, SS-1h ASTM D 977 75-130 CSS-1, CSS-1h ASTM D 2397 75-130 CRS-1, CRS-2 ASTM D 2397 Max. 175

Cutback Asphalt RC-70 ASTM D 2028 120-160


The tack coat shall be applied only when the existing surface is dry and the atmospheric temperature is above 60°F. The temperature requirements may be waived, but only when so directed by the COTR.

603-3.2 EQUIPMENT

The Contractor shall provide equipment for heating and applying the bituminous material. The distributor shall be designed, equipped, maintained, and operated so that bituminous material at even heat may be applied uniformly on variable widths of surface at the specified



rate. The allowable variation from the specified rate shall not exceed 10 percent. Distributor equipment shall include a tachometer, pressure gauges, volume-measuring devices or a calibrated tank, and a thermometer for measuring temperatures of tank contents. The distributor shall be self-powered and shall be equipped with a power unit for the pump and full circulation spray bars adjustable laterally and vertically.

A power broom and/or blower shall be provided for any required cleaning of the surface to be treated.

603-3.3 APPLICATION OF BITUMINOUS MATERIAL

Immediately before applying the tack coat, the full width of surface to be treated shall be swept with a power broom and/or air blast to remove all loose dirt and other objectionable material. Emulsified asphalt shall be diluted by the addition of water when directed by the Engineer and shall be applied a sufficient time in advance of the paver to ensure that all water has evaporated before any of the overlying mixture is placed on the tacked surface. The bituminous material including vehicle or solvent shall be uniformly applied with a bituminous distributor at the rate of 0.05 to 0.15 gallons per square yard, depending on the condition of the existing surface. The type of bituminous material and application rate shall be approved by the COTR prior to application. Following the application, the surface shall be allowed to cure without being disturbed for such period of time as may be necessary to permit drying out and setting of the tack coat. This period shall be determined by the COTR. The surface shall then be maintained by the Contractor until the next course has been placed. Suitable precautions shall be taken by the Contractor to protect the surface against damage during this interval.

603-3.4 BITUMINOUS MATERIAL – CONTRACTOR’S RESPONSIBILITY

Samples of the bituminous material that the Contractor proposes to use together with a statement as to its source and character must be submitted and approved before use of such material begins. The Contractor shall require the manufacturer or producer of the bituminous material to furnish material subject to this and all other pertinent requirements of the contract. Only satisfactory materials so demonstrated by service tests shall be acceptable. The Contractor shall furnish the vendor’s certified test reports for each carload, or equivalent of bituminous material shipped to the project. The report shall be delivered to the COTR before permission is granted for use of the material. The furnishing of the vendor’s certified test report for the bituminous material shall not be interpreted as a basis for final acceptance. All such test reports shall be subject to verification by testing samples of material received for use on the project.

603-3.5 FREIGHT AND WEIGH BILLS

The Contractor shall file with the COTR certified weigh bills of the bituminous materials actually used in the construction covered by the contract. The Contractor shall not remove bituminous material from the tank car or storage tank until the initial outage and temperature measurements have been taken by the COTR, nor shall the car or tank be released until the



final outage has been taken by the COTR. Copies of freight bills and weigh bills shall be furnished to the COTR during the progress of the work.

METHOD OF MEASUREMENT 603-4.1 The bituminous material for tack coat shall be measured by the gallon. Volume shall be

corrected to the volume at 60°F (15°C) in accordance with ASTM D 1250 for cutback asphalt, and Table IV-3 of the Asphalt Institute’s Manual MS-6 for emulsified asphalt. Water added to emulsified asphalt will not be measured for payment.

BASIS OF PAYMENT 603-5.1 Payment shall be made at the contract unit price per gallon of bituminous material. This price

shall be full compensation for furnishing all materials, for all preparation, delivery, and application of these materials, and for all labor, equipment, tools and incidentals to complete the item.

Payment will be made under: Item P-603-5.1 – Tack Coat per gallon


ASTM D 977 Emulsified Asphalt ASTM D 1250 Petroleum Measurement Tables ASTM D 2028 Liquid Asphalt (Rapid-Curing Type) ASTM D 2397 Cationic Emulsified Asphalt Asphalt Institute Temperature-Volume Corrections for Emulsified Asphalts Manual MS-6 Table IV-3

END ITEM P-603


JOINT SEALING FILLER P-605-1

ITEM P-605 - JOINT SEALING FILLER DESCRIPTION 605-1.1 This item shall consist of providing and installing a resilient and adhesive joint sealing

filler capable of effectively sealing joints and cracks in pavements. MATERIALS 605-2.1 JOINT SEALERS

Joint sealing materials shall conform to the types listed below and as shown on plans.

A. All PCC construction and contraction joints shall be sealed with a six-cell preformed elastomeric joint sealer conforming to ASTM D2628 Type B.

B. Expansion Joints, Slip Joints and other joints as indicated in the plans

shall be sealed with silicone joint sealant. Silicone Joint Sealant shall be a single-component, cold-applied material that meets or exceeds ASTM D 5893, Type NS. In addition, the manufacturer shall certify that the silicone joint sealant will meet the requirements of Table 1.

TABLE 1

Test Method Test Material Requirement As Supplied ASTM D2202 Flow, Maximum 0.2 ASTM D1475 Specific Gravity 1.450-1.515 Mil-S-8802 Extrusion Rate, grams/minute 90-250 ASTM C679 Tack Free Time, minutes 35-75 Upon Complete Cure (Sample Cured 21 days at 77 degrees +/- 2 degrees F and 50 +/- Relative Humidity ASTM D412, Die C Modulus at 150% elongation, psi

maximum 45

ASTM D412, Die C Elongation, minimum 1200 ASTM D2240 Durometer, Shore A, Points 15-25 ASTM D 3583, Section 19, Modified

Adhesion to Concrete, minimum % elongation

500

Performance ASTM C 719 Movement, 10 cycles at +100/-50% No failure ASTM C 793 Accelerated weathering at 5000 hrs No cracks, blisters or bond loss

C. The joint between asphalt and concrete shall be sealed with the silicone

joint sealant appropriate for bonding to both PCC and asphalt pavements. Silicone Joint Sealant shall meet or exceed ASTM D 5893, Type SL.

D. Each lot or batch of joint sealer (preformed, silicone, or hot pour) 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, and the safe heating temperature (if applicable) and shall be accompanied by the manufacturer's certification stating that the compound meets the requirements of this specification.



605-2.2 PRIMER FOR SILICONE SEALANT

If recommended by the sealant manufacturer, an air drying primer, meeting the recommendations of the manufacturer of the silicone joint sealant, shall be applied to the joint prior to applying the joint sealant material.

605-2.3 BACKER ROD MATERIAL

The rod shall be a heat resistant cross linked close cell polyethylene or polyurethane foam. The backer rod shall be compatible with the sealant and no bond or reaction shall occur between the rod and sealant. The rod shall be installed in the joint to the depths and diameters as indicated in the plans.

605-2.4 LUBRICANT FOR PREFORMED JOINT SEALANT

Lubricant for installation of preformed joint seal shall be a one-component polychloroprene compound containing only soluble phenolic resins blended together with anti-oxidants and acid acceptors in aromatic hydrocarbon solvent mixture and shall meet the following requirements:

Requirements ASTM Average weight per gallon, pounds 7.8 Solids content, percent by weight 22-28 D 1644, Method A Film Strength, psi 2,300 minimum D 412 Elongation, percent 750 minimum D 412

Each shipment of lubricant 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 and the date of manufacture and shall be accompanied by the manufacturer’s certification stating that the lubricant meets the requirements of the specification.

This lubricant shall be stored at a temperature between 50 degrees F and 80 degrees F and shall be used within 270 days of its manufacture.

CONSTRUCTION METHODS 605-3.1 TIME OF APPLICATION

Joints shall be primed and 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 above 40 degrees F at the time of installation of the preformed joint seal and above 50 degrees F at the time of installation of the poured joint sealing material.



605-3.2 PREPARATION OF JOINTS

A. Sawing. All joints shall be sawed in accordance with the specifications and plan details. Immediately after sawing the joint, the resulting slurry shall be completely removed from the pavement using vacuum sweepers, brooms or other methods before the slurry is allowed to dry.

B. Cleaning. Immediately before priming and sealing, the joints shall be thoroughly

cleaned of all laitance, curing compound, and other foreign material. Cleaning shall be accomplished by sandblasting. Sandblasting shall be accomplished in a minimum of two passes with one pass per joint face with the nozzle held at an angle directly toward the joint face and not more than 3 inches from it. Upon completion of cleaning, the joints shall be blown out with compressed air free of oil and water. Only air compressors with operable oil and water traps shall be used to prepare the joints for sealing. The joint faces shall be surface dry when the primer, lubricant, or sealer is applied.

605-3.3 APPLICATION OF PRIME COAT FOR SILICONE SEALANT

Apply prime coat to clean, dry surfaces by dipping, brushing or spraying. The coverage rate shall meet the recommendations of the manufacturer. Allow the primer to completely dry until all the solvent evaporates. This time will vary depending on the humidity conditions and the porosity of the surface being primed.

605-3.4 INSTALLATION OF SEALANTS

Joints shall be inspected for proper width, depth, alignment, and preparation, and shall be approved by the COTR before sealing is allowed. Sealants shall be installed in accordance with the following requirements:

A. Silicone Sealants. The sealant material shall be installed per the manufacturer’s

recommendation. The joint sealant shall be applied uniformly solid from bottom to top and shall be filled without formation of entrapped air or voids. A backing material shall be placed as shown on the plans and shall be nonadhesive to the primed concrete or the sealant material. Sealants shall be applied to pavement joints by the use of appropriate types of pressure feed application systems. Sealant supplied in caulking tubes may be applied using hand or pneumatic types of caulking guns. Sealant supplied in pails or drums shall be applied using a pneumatic pumping system that feeds the sealant through an application hose and wand with a nozzle that is placed in the joint. Any sealant spilled on the surface of the pavement shall be removed immediately. Sealant which does not bond to the primed concrete surface of the joint walls, contains voids, or fails to set to a tack-free condition will be rejected and replaced by the Contractor at no additional cost. Before sealing the joints, the Contractor shall demonstrate that the equipment and procedures for preparing and placing the sealant will produce a satisfactory joint seal. Traffic shall be restricted from the sealant material for 8 hours.

B. Preformed Elastomeric Joint Seals. Preformed joint sealer shall be placed using

equipment capable of installing the sealer in the upright position, without cutting,



nicking, distorting, or otherwise damaging the seal. Lubricant shall be applied to the concrete or the preformed seal, or both, and the seal shall be installed in a substantially compressed condition and at the depth below the surface of the pavement as shown in the plans. The method of installation shall be such that the joint sealer will not be stretched more than 4 percent of the minimum theoretical length, or compressed more than 2 percent. The method of installation shall be checked for stretching or compression, using transverse joint sealer. The check shall consist of loosely laying a piece of joint sealer the entire length of 3 or more concrete panels. Mark or cut the seal to the agreed length. The seal is then installed in the joint. Any excess amount of seal remaining at the end of the last panel is due to stretch. The length of this excess is measured and a stretch percentage is calculated by dividing the excess length by the original length. Stretch greater than 4% is unacceptable and shall be removed. Seal within stretch tolerance can remain in place. Once satisfactory sealing operations have started, one joint length per every hundred shall be checked. If the limits are exceeded, the joint sealers on either side should be removed until the condition disappears. The affected joints shall be resealed in a satisfactory manner at no cost to the Authority, and the method of installation shall be checked again for satisfactory procedure. The seal shall be installed in the longest practicable lengths in longitudinal joints and shall be cut at the joint intersections for continuous installation of the seal in the transverse contraction joints.

C. Hot-Poured Sealants. The joint sealant shall be applied uniformly solid from

bottom to top and shall be filled without formation of entrapped air or voids. A backing material shall be placed as shown on the plans and shall be non-adhesive to the concrete or the sealant material. The heating kettle shall be an indirect heating type, constructed as a double boiler. A positive temperature control and mechanical agitation shall be provided. The sealant shall not be heated to more than 20 degrees below the safe heating temperature. The safe heating temperature can be obtained from the manufacturer’s shipping container. A direct connecting pressure type extruding device with nozzles shaped for insertion into the joint shall be provided. Any sealant spilled on the surface of the pavement shall be removed immediately.

D. Storage of Sealants. Sealant Materials shall be stored in the original, unopened

containers supplied by the manufacturer prior to use. Containers shall be opened for only the minimum amount of time practical prior to application. The sealant shall be stored in accordance with the recommendations provided by the manufacturer to maintain storage stability.

METHOD OF MEASUREMENT 605-4.1 A. No measurement will be made for preformed joint sealing filler

or poured joint sealing filler. All costs associated with joint sealing work shall be considered incidental to the associated pavement item.


ASTM D 412 Tests for Rubber Properties in Tension



ASTM D 1644 Tests for Nonvolatile Content of Varnishes MATERIAL REQUIREMENTS

ASTM D 2628 Preformed Polychloroprene Elastomeric Joint Seals for Concrete Pavements ASTM D 5893 Cold Applied, Single Component, Chemically Curing Silicone Joint Sealant

for Portland Cement Concrete Pavements. END ITEM P-605


ADHESIVE COMPOUNDS, TWO-COMPONENT P-606-1

ITEM P-606 - ADHESIVE COMPOUNDS, TWO-COMPONENT, FOR SEALING LIGHTS IN PAVEMENT DESCRIPTION 606-1.1

This specification covers two types of material: a liquid suitable for sealing light fixtures or bases in pavement, and a paste suitable for embedding light fixtures in the pavement. Both types of material are two-component filled formulas with the characteristics specified in paragraph 606-2.4. Materials supplied for use with bituminous concrete pavements must be formulated so they are compatible with the bituminous concrete.

EQUIPMENT AND MATERIALS 606-2.1 CURING

When pre-warmed to 77 degrees F, mixed, and placed in accordance with manufacturer's directions, the materials shall cure at temperatures of 45 degrees F or above without the application of external heat.

606-2.2 STORAGE The adhesive components shall not be stored at temperatures over 86 degrees F. 606-2.3 CAUTION

Installation and use shall be in accordance with the manufacturer's recommended procedures. Avoid prolonged or repeated contact with skin. In case of contact, wash with soap and flush with water. If taken internally, call doctor. Keep away from heat or flame. Avoid vapor. Use in well-ventilated areas. Keep in cool place. Keep away from children.

606-2.4 CHARACTERISTICS

When mixed and cured in accordance with the manufacturer's directions, the materials shall have the following properties:



Physical or Electrical Property Minimum Maximum ASTM Method Tensile Portland Cement Concrete 1,000 psi -- D-638 Bituminous Concrete 500 psi -- D-638 Elongation Portland Cement Concrete 8%, 1 -- D-638 Bituminous Concrete 50% -- D-638 Coef. of cub. exp. cu. cm/cu cm/degree C 0.00090 0.00120 D-1168 Coef. of lin. exp. cm/cm/degree C 0.00030 0.00040 D-1168 Dielectric strength, short time test 350 volts/mil. -- D-149 Arc resistance 125 secs. -- D-495 Adhesion to steel 1,000 psi -- -- Adhesion to Portland Cement Concrete 200 psi -- -- Adhesion to asphalt concrete No test available -- -- 120% or more (without filler) for formulations to be supplied for areas subject to freezing. SAMPLING, INSPECTION AND TEST PROCEDURES 606-3.1 TENSILE PROPERTIES

Tests for tensile strength and elongation shall be conducted in accordance with ASTM D-638. 606-3.2 EXPANSION

Tests for coefficients of linear and cubical expansion shall be conducted in accordance with ASTM D-1168, Method B, except that mercury shall be used instead of glycerine. The test specimen(s) shall be mixed in the proportions specified by the manufacturer, and cured in a glass tube approximately 2 inches long by 3/8 inch in diameter. The interior of the tube shall be precoated with a silicone mold release agent. The hardened sample shall be removed from the tube and aged at room temperature for 1 week before conducting the test. The test temperature range shall be from 35 degrees F to 140 degrees F.

606-3.3 TEST FOR ADHESION TO STEEL

The ends of two smooth, clean, steel specimens of convenient size (1 inch by 1 inch by 6 inches would be satisfactory) are bonded together with adhesive mixture and allowed to cure at room



temperature for a period of time to meet formulation requirements and then tested to failure on a Riehle (or similar) tensile tester. The thickness of adhesive to be tested shall be 1/4 inch.

606-3.4 ADHESION TO PORTLAND CEMENT CONCRETE.

A. Concrete Test Block Preparation. The aggregate grading shall be as shown in Table 1.

The coarse aggregate shall consist of crushed rock having a minimum of 75% of the particles with at least one fractured face and having a water absorption of not more than 1.5%. The fine aggregate shall consist of crushed sand manufactured from the same parent rock as the coarse aggregate. The concrete shall have a water-cement ratio of 5.5 gallons of water per bag of cement, a cement factor of 6, plus or minus 0.5, bags of cement per cubic yard of concrete, and a slump of 1-1/2 inches, plus or minus 1/2 inch. The ratio of fine aggregate to total aggregate shall be approximately 40% by solid volume. The air content shall be 5.0%, plus or minus 0.5%, and it shall be obtained by the addition to the batch of an air-entraining admixture such as vinsol resin. The mold shall be of metal and shall be provided with a metal base plate. Means shall be provided for securing the base plate to the mold. The assembled mold and base plate shall be watertight and shall be oiled with mineral oil before use. The inside measurement of the mold shall be such that several 1 inch by 2 inch by 3 inch test blocks can be cut from the specimen with a concrete saw having a diamond blade. The concrete shall be prepared and cured in accordance with ASTM C-192.

Table 1. Aggregate for Bond Test Blocks

Type Sieve Size Percent Passing

Coarse aggregate 3/4 inch 97 to 100

1/2 inch 63 to 69 3/8 inch 30 to 36 No. 4 0 to 3

Fine aggregate No. 4 100

No. 8 82 to 88 No. 16 60 to 70 No. 30 40 to 50 No. 50 16 to 26 No. 100 5 to 9

B. Bond Test: Prior to use, oven-dry the test blocks to constant weight at a temperature of 220 to 230 degrees F, cool to room temperature, 73.4 plus or minus 3 degrees F, in a desiccator, and clean the surface of the blocks of film or powder by vigorous brushing with a stiff-bristled fiber brush. Two test blocks shall be bonded together on the 1 inch by 3 inch sawed face with the adhesive mixture and allowed to cure at room temperature for a period of time to meet formulation requirements and then tested to failure in a Riehle (or similar) tensile tester. The thickness of the adhesive to be tested shall be 1/4 inch.



606-3.7 COMPATIBILITY WITH ASPHALT CONCRETE

Test for compatibility with asphalt in accordance with ASTM D-3407. 606-3.8 ADHESIVE COMPOUNDS -- CONTRACTOR'S RESPONSIBILITY

The Contractor shall furnish the vendor's certified test reports for each batch of material delivered to the project. The report shall certify that the material meets specification requirements and is suitable for use with bituminous concrete pavements. The report shall be delivered to the Authority before permission is granted for use of the material. In addition the Contractor shall obtain a statement from the supplier or manufacturer which guarantees the material for one year. The supplier or manufacturer shall furnish evidence that the material has performed satisfactorily on other projects.

606-3.9 APPLICATION

Adhesive shall be applied on a dry, clean surface, free of grease, dust, and other loose particles. The method of mixing and application shall be in strict accordance with the manufacturer's recommendations.

METHOD OF MEASUREMENT AND BASIS OF PAYMENT No separate payment shall be made for adhesive compounds and joint sealing material, but the cost therefore shall be included in its respective item of work. TESTING REQUIREMENTS ASTM C-192 Making and Curing Concrete Compression and Flexure Test Specimens in the Laboratory.

ASTM D-638 Test for Tensile Properties of Plastics.

ASTM D-3407 Joint Sealants, Hot-Poured, For Concrete and Asphalt Pavements. END OF ITEM P-606


STRUCTURAL PORTLAND CEMENT CONCRETE P-610-1

ITEM P-610 - STRUCTURAL PORTLAND CEMENT CONCRETE

DESCRIPTION 610-1.1 SUMMARY

This item shall consist of either plain or reinforced structural Portland cement concrete, prepared and constructed in accordance with these specifications, at the locations and of the form and dimensions shown on the plans. The concrete shall be composed of coarse aggregate, fine aggregate, Portland cement, admixtures as necessary and water.

610-1.2 SUBMITTALS

The following items shall be submitted and approved by the COTR prior to use of Item P-610 structural concrete. Coarse aggregate gradation, source, test data or certification the material meets the requirements of ASTM C 33. Fine aggregate gradation, source and test data or certification the material meets the requirements of ASTM C 33. Certification the water meets the requirements of AASHTO T 26 or is potable. Certification the cement meets the requirements of ASTM C 150 Type I or II. Certification the admixtures meet the requirements as specified herein. A concrete mix design shall be submitted for each mix that is intended to be used showing the materials and the relative percentage of each mix constituent. If the mix is changed during the project a new trial batch shall be run and submitted to the COTR. Trial mix data shall be submitted for each mix design showing batch weights of the trial mix and the strength specimen results for the trial mix data submitted. Twenty-eight day breaks for the trial mix shall be submitted unless the specified strength is attained on an earlier break. The trial batch data shall be no more than 6 months prior to the date of the submittal.


Only approved materials, conforming to the requirements of these specifications, shall be used in the work. They may be subjected to inspection and tests at any time during the progress of their preparation or use. The source of supply of each of the materials shall be approved by the COTR before delivery or use is started. Representative preliminary samples of the materials shall be submitted by the contractor, when required, for examination and test. Materials shall be stored and handled to insure the preservation of their quality and fitness for use and shall be located to facilitate prompt inspection. All equipment for handling and transporting materials and concrete must be clean before any material or concrete is placed therein.

In no case shall the use of pit-run or naturally mixed aggregates be permitted. Naturally mixed aggregate shall be screened and washed, and all fine and coarse aggregates shall be stored separately and kept clean. The mixing of different kinds of aggregates from different sources in one storage pile or alternating batches of different aggregates will not be permitted.

610-2.2 COARSE AGGREGATE



The coarse aggregate for concrete shall meet the requirements of ASTM C 33.

Coarse aggregate shall be well graded from coarse to fine and shall meet one of the gradations shown in Table 1, using ASTM C 136.

610-2.3 FINE AGGREGATE

The fine aggregate for concrete shall meet the requirements of ASTM C 33.

The fine aggregate shall be well graded from fine to coarse and shall meet the requirements of Table 2, when tested in accordance with ASTM C 136.

TABLE 1. REQUIREMENTS FOR GRADATION OF COARSE AGGREGATE

Sieve Designation (square openings)

Percentage by Weight Passing Sieves

2"

1-1/2"

1"

3/4"

1/2"

3/8"

No. 4

No.4-3/4 in(4.75-19.0 mm)

100

90-100

--

20-55

0-10

No.4-1 in.(4.75-25.0 mm)

100 90-100

--

25-60

--

0-10

No.4-1-1/2 in.(4.75-38.1 mm) 100

95-100

--

35-70

--

10-30

0-5

TABLE 2. REQUIREMENTS FOR GRADATION OF FINE AGGREGATE

Sieve designation Percentage by weight (square openings) passing sieves

3/8 inch 100 No. 4 95-100 No. 16 45- 80 No. 30 25- 55 No. 50 10- 30 No. 100 2- 10

Blending will be permitted, if necessary, in order to meet the gradation requirements for fine aggregate. Fine aggregate deficient in the percentage of material passing the No. 50 mesh sieve may be accepted, provided that such deficiency does not exceed 5% and is remedied by the addition of pozzolanic or cementitious materials other than Portland cement, as specified in 610-2.6 on admixtures, in sufficient quantity to produce the required workability as approved by the COTR.

610-2.4 CEMENT

The cement used shall be Portland cement conforming to the requirements of ASTM C150 Type I or Type II.

The Contractor shall furnish vendors' certified test reports for each carload, or equivalent, of cement shipped to the project. The report shall be delivered to the COTR before permission to use the cement is granted. All such test reports shall be subject to verification by testing sample materials received for use on the project.



610-2.5 WATER

The water used in concrete shall be free from sewage, oil, acid, strong alkalies, vegetable matter, and clay and loam. If the water is of questionable quality, it shall be tested in accordance with AASHTO T 26.

610-2.6 ADMIXTURES

The use of any material added to the concrete mix shall be approved by the COTR. Before approval of any material, the Contractor shall be required to submit the results of complete physical and chemical analysis made by an acceptable testing laboratory. Subsequent tests shall be made of samples taken by the COTR from the supply of the material being furnished or proposed for use on the work to determine whether the admixture is uniform in quality with that approved. Concrete admixtures shall not contain more than 0.1 percent chloride ions.

(a) Pozzolanic admixtures shall be fly ash or raw or calcined natural

pozzolans meeting the requirements of ASTM C 618. Fly ash shall not exceed 19 percent of the total cementitious material by weight.

(b) Air-entraining admixtures shall meet the requirements of ASTM C 260.

Air-entraining admixtures shall be added at the mixer in the amount necessary to produce the specified air content.

All concrete shall be air-entrained by the use of an admixture.

(c) Water-reducing, set-controlling admixtures shall meet the requirements

of ASTM C 494, Type A, water-reducing or Type D, water-reducing and retarding. Water-reducing admixtures shall be added at the mixer separately from air-entraining admixtures in accordance with the manufacturer's printed instructions.

(d) Set accelerating admixtures. Admixtures accelerating the set of concrete

will not be allowed. 610-2.7 CALCIUM CHLORIDE

When calcium chloride is permitted by the COTR in the concrete as an accelerator, it shall meet the requirements of ASTM D 98.

610-2.8 PREMOLDED JOINT MATERIAL

Premolded joint material for expansion joints shall meet the requirements of ASTM D 1751 or ASTM D 1752.

610-2.9 JOINT FILLER

The filler for joints shall meet the requirements of Item P-605.



610-2.10 STEEL REINFORCEMENT

Concrete reinforcing shall consist of deformed bars of billet steel meeting ASTM A 615, Grade 60 or welded wire fabric meeting ASTM A 185.

610-2.11 COVER MATERIALS FOR CURING

Curing materials shall conform to one of the following specifications:

(a) Waterproof Paper for Curing Concrete ASTM C 171 (b) Polyethylene Sheeting for Curing Concrete ASTM C 171 (c) Burlap Cloth made from Jute or Kenaf ASTM C 171 (d) Liquid Membrane-Forming Compounds for

Curing Concrete (Type 2) ASTM C 309, Type 2 610-2.12 PVC WATERSTOP

Waterstop shall be white PVC with factory made splices. Waterstops shall be manufactured by Green Streak, St. Louis, MO, No. 748, or equal, 3/8" thick by 6" wide. All splices shall be made with manufacturer recommended heat sealing method. Labyrinth type waterstop made of PVC or neoprene or bentonite strips shall not be permitted as a substitute for waterstop materials specified herein or as detailed on the plans. Waterstops indicated to be jet-fuel resistant shall be made from synthetic rubber or other suitable material able to withstand occasional short-term exposure to jet fuel type A and diesel fuel without failure to permanent deterioration. Submit certification by product manufacturer of the fuel resistance of the product. Subject to compliance with requirements, provide products of one of the following:

(1) TPER synthetic rubber waterstop, Westec Barrier Technologies. (2) Petrostop, Vinylex Corporation (3) COTR approved equal


The Contractor shall furnish all labor, materials, and services necessary for, and incidental to, the completion of all work as shown on the drawings and specified herein. All machinery and equipment owned or controlled by the Contractor, which he proposes to use on the work, shall be of sufficient size to meet the requirements of the work, and shall be such as to produce satisfactory work; all work shall be subject to the inspection and approval of the COTR. The Contractor shall employ, at all times, a sufficient force of workmen of such experience and ability that the work can be prosecuted in a satisfactory and workmanlike manner.

610-3.2 CONCRETE COMPOSITION

The concrete shall develop a compressive strength of 4000 psi in 28 days as determined by test cylinders made in accordance with ASTM C31 and tested in accordance with ASTM C39. The concrete shall contain not less than 611 pounds of cement per cubic



yard. The concrete shall contain 5 percent of entrained air, plus or minus 1 percent, as determined by ASTM C231 and shall have a slump of 4 inches as determined by ASTM C143. Submit written reports to COTR for each proposed mix at least 15 days prior to start of work. Do not begin concrete production until proposed mix designs have been reviewed by the COTR. Concrete mixtures with a water/cement ratio greater than the approved mix design shall be rejected.

610-3.3 ACCEPTANCE SAMPLING AND COMPRESSIVE STRENGTH TESTING

According to these requirements, or as directed by the COTR, the Contractor shall be responsible for sampling, making, curing and storing concrete specimens for acceptance. Compressive strength acceptance testing necessary to determine conformance with the requirements of this section will be performed by the COTR in the COTR on site lab. Concrete for each structure will be accepted on the basis of the compressive strength specified in paragraph 610-3.2. The concrete shall be sampled in accordance with ASTM C172. Compressive strength specimens shall be made in accordance with ASTM C31 and tested in accordance with ASTM C39.

Test cylinders shall accurately represent concrete placed in forms. Additional cylinders may be required if an error in batching is suspected. For first 24 hours after molding, cylinders shall be safely located adjacent to the forms represented by the concrete specimen and shall be cured in the manner identical to the concrete in the forms. At the end of 24 hours, cylinders shall be transported by the Contractor to the laboratory. Exception: Where the Contractor intends to remove load supporting forms (when conditions permit), a sufficient number of additional test cylinders shall be made and shall be field cured at the site of the structure. Field curing shall continue up to within four hours prior to laboratory testing. The Contractor shall be responsible for the safe field storage of the concrete cylinders during the field curing process.

610-3.4 PROPORTIONING AND MEASURING DEVICES

When package cement is used, the quantity for each batch shall be equal to one or more whole sacks of cement. The aggregates shall be measured separately by weight. If aggregates are delivered to the mixer in batch trucks, the exact amount for each mixer charge shall be contained in each batch compartment. Weighing boxes or hoppers shall be approved by the COTR and shall provide means of regulating the flow of aggregates into the batch box so that the required and exact weight of aggregates can be readily obtained.

610-3.5 CONSISTENCY

The consistency of the concrete shall be checked by the slump test specified in ASTM C143.

610-3.6 MIXING

Concrete may be mixed at the construction site, at a central point, or wholly or in part in truck mixers. Whichever mixing process is used, concrete of the specified proportions and consistency shall be produced.



610-3.7 MIXING CONDITIONS

The concrete shall be mixed only in quantities required for immediate use. Concrete shall not be mixed while the air temperature is below 40 degrees F. without permission of the COTR. If permission is granted for mixing under such conditions, aggregates or water, or both, shall be heated and the concrete shall be placed at a temperature not less than 50 degrees nor more than 90 degrees F. The Contractor shall be held responsible for any defective work, resulting from freezing or injury in any manner during placing and curing, and shall replace such work at his expense.

When hot weather conditions exist that would impair quality and strength of concrete, place concrete complying with ACI 301 and as specified.

1. Cool ingredients before mixing to maintain concrete temperature at time

of placement to below 90 degrees Fahrenheit. Mixing water may be chilled or chopped ice may be used to control temperature, provided water equivalent of is calculated to total amount of mixing water. Using liquid nitrogen to cool concrete is Contractor’s option.

2. Cover reinforcing steel with water-soaked burlap if it becomes too hot, so that steel temperature will not exceed the ambient air temperature immediately before embedding in concrete.

3. Fog spray forms, reinforcing steel, and subgrade just before placing concrete. Keep subgrade moisture uniform without puddles or dry areas.

4. Use water-reducing retarding admixture when required by high temperatures, low humidity, or other adverse placing conditions, as acceptable to COTR.

Retempering of concrete by adding water or any other material shall not be permitted.

The delivery of concrete to the job shall be done in such a manner that batches of concrete will be deposited at uninterrupted intervals.

610-3.8 FORMS

Concrete shall not be placed until all the forms and reinforcements have been inspected and approved by the COTR. Forms shall be of suitable material and shall be of the type, size, shape, quality, and strength to build the structure as designed on the plans. The forms shall be true to line and grade and shall be mortar-tight and sufficiently rigid to prevent displacement and sagging between supports. The design and engineering of formwork, as well as all falsework, bracing, shoring and construction shall be the responsibility of the Contractor. The surfaces of forms shall be smooth and free from irregularities, dents, sags, and holes.

The internal ties shall be arranged so that, when the forms are removed, no metal will show in the concrete surface or discolor the surface when exposed to weathering. All forms shall be treated with a releasing agent after placement but prior to placing any adjacent reinforcing steel. Forms shall be constructed so that they can be removed without injuring the concrete surface. The forms shall not be removed from vertical faces, walls, slender columns, and similar structures before the expiration of at least 30



hours; forms supported by false work under slabs, beams, girders, arches, and similar construction shall not be removed until tests of field cured specimens indicate that at least 75% of the design strength of the concrete has developed.

610-3.9 PLACING REINFORCEMENT

All reinforcement shall be accurately placed, as shown on the plans, and shall be firmly held in position during concreting. Bars shall be fastened together at a minimum of 50% of intersections. The reinforcement shall be supported by approved metal chairs. Shop drawings, lists, and bending details shall be supplied by the contractor for structures including, but not limited to, inlets and other structures where required by the COTR. Form release agent shall not be allowed to come in contact with reinforcing steel.

610-3.10 EMBEDDED ITEMS

Before placing concrete, any items that are to be embedded shall be firmly and securely fastened in place as indicated. All such items shall be clean and free from coating, rust, scale, oil, or any foreign matter. The embedding of wood shall be avoided. The concrete shall be spaded and consolidated around and against embedded items.

610-3.11 PLACING CONCRETE

All concrete shall be placed during daylight, unless otherwise approved. The concrete shall not be placed until the depth and character of foundation, the adequacy of forms and false work, and the placing of the steel reinforcing have been approved. Concrete shall be placed as soon as practical after mixing and in no case later than 1 hour after water has been added to the mix. The method and manner of placing shall be such to avoid segregation and displacement of the reinforcement. Troughs, pipes, and chutes shall be used as an aid in placing concrete when necessary. Dropping the concrete a distance of more than 5 feet, or depositing a large quantity at one point, will not be permitted. Concrete shall be placed upon clean, damp surfaces, free from running and standing water, or upon properly consolidated soil. Concrete shall not be placed on snow, ice, or frozen subgrade.

The concrete shall be compacted with suitable mechanical vibrators operating within the concrete. When necessary, vibrating shall be supplemented by hand spading with suitable tools to assure proper and adequate compaction. Vibrators shall be manipulated so as to work the concrete thoroughly around the reinforcement and embedded fixtures and into corners and angles of the forms.

The vibration at any joint shall be of sufficient duration to accomplish compaction but shall not be prolonged to the point where segregation occurs. Concrete deposited under water shall be carefully placed in a compact mass in its final position by means of a tremie, a closed bottom dump bucket, or other approved method and shall not be disturbed after being deposited.

610-3.12 CONSTRUCTION JOINTS

When the placing of concrete is suspended, necessary provisions shall be made for joining future work before the placed concrete takes its initial set. For the proper bonding



of old and new concrete, such provisions shall be made for grooves, steps, keys, dove tails, reinforcing bars or other devices as may be prescribed. The work shall be arranged so that a section begun on any day shall be finished during daylight of the same day. Before depositing new concrete on or against concrete which has hardened, the surface of the hardened concrete shall be cleaned by a heavy steel broom, roughened slightly, wetted, and covered with a neat coating of cement paste or grout. Where bonded construction joints are indicated on the drawings, an epoxy binder shall be in accordance with Item D-751-2.9.

610-3.13 EXPANSION JOINTS

Expansion joints shall be constructed at such points and of such dimensions as may be indicated on the drawings. The premolded filler shall be cut to the same shape as that of the surfaces being joined. The filler shall be fixed firmly against the surface of the concrete already in place using an adhesive or other method approved by the COTR in such manner that it will not be displaced when concrete is deposited against it.

610-3.14 DEFECTIVE WORK

Any defective work disclosed after the forms have been removed shall be immediately removed and replaced. If any dimensions are deficient, or if the surface of the concrete is bulged, uneven, or shows honeycomb, which in the opinion of the COTR cannot be repaired satisfactorily, the entire section shall be removed and replaced at the expense of the Contractor.

610-3.15 SURFACE FINISH

All exposed concrete surfaces shall be true, smooth, free from open or rough spaces, depressions, or projections. The concrete in horizontal plane surfaces shall be brought flush with the finished top surface at the proper elevation and shall be struck off with a straightedge and floated. Mortar finishing shall not be permitted, nor shall dry cement or sand-cement mortar be spread over the concrete during the finishing of horizontal plane surfaces.

When directed, the surface finish of exposed concrete shall be a rubbed finish. If forms can be removed while the concrete is still green, the surface shall be pointed and wetted and then rubbed with a wooden float until all irregularities are removed. If the concrete has hardened before being rubbed, a carborundum stone shall be used to finish the surface. When approved, the finishing can be done with a rubbing machine.

610-3.16 CURING AND PROTECTION

All plain or reinforced structural Portland cement concrete shall be properly cured and protected by the Contractor. The work shall be protected from the elements, flowing water, and from defacement of any nature during the building operations. The concrete shall be cured as soon as it has sufficiently hardened by covering with an approved material. Water-absorptive coverings shall be thoroughly saturated when placed and kept saturated for a period of at least 3 days. All curing mats or blankets shall be sufficiently weighted or tied down to keep the concrete surface covered and to prevent the surface from being exposed to currents of air. Where wooden forms are used, they shall be kept



wet at all times until removed to prevent the opening of joints and drying out of the concrete. Traffic shall not be allowed on concrete surfaces for 7 days after the concrete has been placed.

610-3.17 DRAINS OR DUCTS

Drainage pipes, conduits, and ducts that are to be encased in concrete shall be installed by the Contractor before the concrete is placed. The pipe shall be held rigidly so that it will not be displaced or moved during the placing of the concrete.

610-3.18 COLD WEATHER PROTECTION

When concrete is placed at air temperatures below 40° F., the Contractor shall provide satisfactory methods and means to protect the mix from injury by freezing. The aggregates, or water, or both, shall be heated in order to place the concrete at temperatures between 50° and 90° F.

Calcium chloride may be incorporated in the mixing water when directed by the COTR. Not more than 2 pounds of Type 1 or more than 1.6 pounds of Type 2 shall be added per bag of cement for plain or reinforced structural concrete. After the concrete has been placed, the Contractor shall provide sufficient protection such as cover, canvas, framework, heating apparatus, etc., to enclose and protect the structure and maintain the temperature of the mix at not less than 50° F. until at least 60% of the designed strength has been attained.

610-3.19 FILLING JOINTS

All joints which require filling shall be thoroughly cleaned, and any excess mortar or concrete shall be cut out with proper tools. Joint filling shall not be started until after final curing and shall be done only when the concrete is completely dry. The cleaning and filling shall be carefully done with proper equipment and in a manner to obtain a neat looking joint free from excess filler.

METHOD OF MEASUREMENT AND BASIS OF PAYMENT 610-4.1

No direct measurement and payment will be made for structural Portland cement concrete. The cost of furnishing and installing structural concrete shall be considered incidental to the contract unit prices for the respective pay items utilizing the concrete. These prices shall be full compensation for furnishing all materials and for all preparation, delivering and installation of these materials, and for all labor, equipment, tools and incidentals necessary to complete the item.

TESTING REQUIREMENTS ASTM C 31 Making and Curing Concrete Test Specimens in the Field ASTM C 39 Compressive Strength of Cylindrical Concrete Specimens



ASTM C 136 Method for Sieve Analysis of Fine and Coarse Aggregates ASTM C 143 Test for Slump of Hydrualic Cement Concrete ASTM C 172 Sampling Freshly Mixed Concrete ASTM C 173 Test for Air Content of Freshly Mixed Concrete by the Volumetric Method ASTM C 231 Test for Air Content of Freshly Mixed Concrete by the Pressure Method ASTM C 684 Making, Accelerated Curing, and Testing of Concrete Compression Test

Specimens ASTM C 1077 Standard Practice for Agencies Testing Concrete and Concrete Aggregates for

Use in Construction and Criteria for Agency Evaluation ASTM D 4791 Test Method for Flat or Elongated Particles in Coarse Aggregate AASHTO T 26 Quality of Water to be Used in Concrete MATERIAL REQUIREMENTS ASTM A 184 Specification for Welded Deformed Steel Bar Mats for Concrete Reinforcement ASTM A 185 Specification for Steel Welded Wire Reinforcement, Plain, for Concrete ASTM A 497 Specification for Steel Welded Wire Reinforcement, Deformed, for Concrete ASTM A 615 Specification for Deformed and Plain Carbon Steel Bars for Concrete

Reinforcement ASTM C 33 Specification for Concrete Aggregates ASTM C 94 Specification for Ready Mixed Concrete ASTM C 150 Specification for Portland Cement ASTM C 171 Specification for Sheet Materials for Curing Concrete ASTM C 260 Specification for Air Entraining Admixtures for Concrete ASTM C 309 Specification for Liquid Membrane Forming Compounds for Curing Concrete ASTM C 494 Specification for Chemical Admixtures for Concrete ASTM C 595 Specification for Blended Hydraulic Cements ASTM C 618 Specification for Coal Fly Ash and Raw or Calcined Natural Pozzolan for Use in

Concrete



ASTM D 98 Specifications for Calcium Chloride ASTM D 1751 Specification for Preformed Expansion Joint Filler for Concrete Paving and

Structural Construction (Nonextruding and Resilient Bituminous Types) ASTM D 1752 Specification for Preformed Sponge Rubber Cork and Recycled PVC Expansion

Joint Fillers for Concrete Paving and Structural Construction AASHTO M144 Standard Specifications for Calcium Chloride AASHTO M 254 Specification for Coated Dowel Bars END ITEM P-610


PAVEMENT MARKING P-620-1

ITEM P-620 – PAVEMENT MARKING DESCRIPTION 620-1.1 This item shall consist of the painting of permanent and temporary markings and stripes, and

the installation and removal of temporary taxiway reflectors, on the surface of runways and taxiways, applied in accordance with these specifications, the applicable Federal Aviation Administration (FAA) Advisory Circular, and at the locations shown on the plans, or as directed by the COTR. All pavement marking including black will be measured for payment.

MATERIALS 620-2.1 MATERIALS ACCEPTANCE

The Contractor shall furnish manufacturer’s certified test reports for materials shipped to the project. The certified test reports shall include a statement that the materials meet the specification requirements. The reports can be used for material acceptance or the COTR may perform verification testing. The reports shall not be interpreted as a basis for payment. The Contractor shall notify the COTR upon arrival of a shipment of materials to the site. Reflecters shall have prior approval of the FAA, Airport Service, Washington DC 20591, and shall be listed in the current edition of FAA Advisory Circular AC 150/5345-53 Addendum, Airport Lighting Equipment Certification Program. Before any reflectors are ordered, the contractor shall furnish the COTR a list of the material and equipment to be incorporated in the work for approval. This list shall include the name of each item, the Federal Aviation Administration specification number, the manufacturer’s name, the manufacturer’s catalog number, and the size, type and/or rating of each item, catalog cuts, test data, and outline drawings.

620-2.2 PAINT

A. Paint type shall be as specified on the plans. Paint shall be furnished in White – 37925, Yellow – 33538 or 33655, Red -31136, and Black – 37038 in accordance with Federal Standard No. 595.

B. WATERBORNE. Paint shall meet the requirements of Federal Specification TT-P-1952E, Type I, or A-A-2886A, Type I.

C. EPOXY. Paint shall be a two component, minimum 99 percent solids type system

conforming to the following:

1. Pigments. Component A. Percent by weight. a. White: Titanium Dioxide, ASTM D476, Type II shall be 18 percent minimum

(16.5 percent minimum at 100 percent purity).

b. Yellow and Colors: Titanium Dioxide, ASTM D 476, Type II shall be 14 percent to 17 percent. Organic yellow, other colors, and tinting as required to meet color standard. Epoxy resin shall be 75 percent to 79 percent.



2. Epoxy Content. Component A. The weight per epoxy equivalent, when tested in

accordance with ASTM D 1652 shall be the manufacturer’s target plus or minus 50. 3. Amine Number. Component B. When tested in accordance with ASTM D 2074 shall be

the manufacturer’s target plus or minus 50.

4. Prohibited Materials. The manufacturer shall certify that the product does not contain mercury, lead, hexavalent chromium, halogenated solvents, nor any carcinogen, as defined in 29 CFR 1919.1200.

5. Daylight Directional Reflectance:

a. White: The daylight directional reflectance of the white paint shall not be less

than 75 percent (relative to magnesium oxide), when tested in accordance with Federal Test Method Standard No. 141D/GEN, Method 6121.

b. Yellow: The daylight directional reflectance of the yellow paint shall not be less

than 38 percent (relative to magnesium oxide), when tested in accordance with Federal Test Method Standard No. 141D/GEN. The x and y values shall be consistent with the Federal Hegman yellow color standard chart for traffic yellow standard 33538, or shall be consistent with the tolerance listed below:

x .462 x .470 x .479 x .501 y .438 y .455 y .428 y .452

6. Accelerated Weathering

a. Sample Preparation. Apply the paint at a wet film thickness of 0.013 inch to four 3 by 6 inch (8 by 15 cm) aluminum panels prepared as described in Federal Test Method Standard No. 141D/GEN, Method 2013. Air dry the sample 48 hours under standard conditions.

b. Testing Conditions. Test in accordance with ASTM G 15453 using both Ultra

Violet (UV-B) Light and condensate exposure, 72 hours total, alternating 4-hour UV exposure at 60 degree C, and 4 hours condensate exposure at 40 degrees C.

c. Evaluation. Remove the samples and condition for 24 hours under standard

conditions. Determine the directional reflectance and color match using the procedures in paragraph 2.2.C(5) above. Evaluate for conformance with the color requirements.

7. Volatile Organic Content. Determine the volatile organic content in accordance with 40

CFR Part 60 Appendix A, Method 24. 8. Dry Opacity. Use Procedure B, Method B of Method 4121 of Federal Test Method

Standard No. 141D/GEN. The wet film thickness shall be 0.015 inch. The minimum opacity for white and colors shall be 0.92.

9. Abrasion Resistance. Subject the panels prepared in paragraph 2.2.C(6) to the abrasion

test in accordance with ASTM D 968, Method A, except that the inside diameter of the metal guide tube shall be from 0.747 to 0.750 inch. Five liters of unused sand shall be



used for each test panel. The test shall be run on two test panels. Both baked and weathered paint films shall require not less than 150 liters of sand for the removal of the paint films.

620-2.3 NOT USED. 620-2.4 REFLECTIVE MEDIA

Glass spheres shall meet the requirements of Federal Specification TT-B-1325, Type 1--gradation A or Type III. Glass beads shall be treated with adhesion promoting and/or flotation coatings as specified by the manufacturer of the paint. Beads shall be used on all markings, except black borders.

620-2.5 TEMPORARY TAXIWAY REFLECTORS (L-853)

The reflectors shall meet the requirements of AC 150/5345-39, L-853 Retroreflective Markers. The Reflector shall be Type II, surface mount marker with a total above ground height of 24”. The post shall be white with high-Intensity blue reflective tape with a locking pin connection to base. The reflector base shall be secured to the pavements surface without drilling into the pavement structure below.


The painting shall be performed only when the surface is dry, when the atmospheric temperature is above 45 degrees F (7 degrees C), and when the weather is not foggy or windy. Painting operations shall be discontinued when the surface temperature exceeds 100ºF.

620-3.2 EQUIPMENT

All equipment for the work shall be approved by the COTR and shall include the apparatus necessary to properly clean the existing surface, a mechanical marking machine, and such auxiliary hand-painting equipment as may be necessary to satisfactorily complete the job.

The mechanical marker shall be an atomizing spray type marking machine suitable for application of traffic paint. It shall produce an even and uniform film thickness at the required coverage and shall be designed so as to apply markings of uniform cross sections and clear-cut edges without running or spattering and without overspray. The dispenser for applying the reflective media shall be attached to the paint dispenser and shall operate automatically and simultaneously with the paint applicator through the same control mechanism. The dispenser shall be capable of adjustment and designed to provide uniform flow of reflective media over the full length and width of the stripe at the rate of coverage specified in paragraph APPLICATION, at all operating speeds of the applicator to which it is attached.

620-3.3 PREPARATION OF SURFACE



Immediately before application of the paint, the surface shall be dry and free from dirt, grease, oil, laitance, or other foreign material which would reduce the bond between the paint and the pavement. The area to be painted shall be cleaned by sweeping and blowing or by other methods as required to remove all dirt, laitance, and loose materials.

Paint shall not be applied to Portland cement concrete pavement until the concrete in the areas to be painted is clean of curing material. Sandblasting or high-pressure water shall be used to completely remove curing material from concrete surfaces to be marked.

620-3.4 LAYOUT OF MARKINGS

On those sections of pavement where no previously applied markings are available to serve as a guide, the proposed markings shall be laid out in advance of the paint application.

620-3.5 APPLICATION

Permanent airfield pavement markings shall be applied in two applications. Each application shall consist of paint with beads. The first application shall be applied at the completion of each phase. The second application shall be applied after the completion of all phases. Paint shall be applied at the locations and to the dimensions and spacing shown on the plans. Paint shall not be applied until the layout and condition of the surface have been approved by the COTR. The edges of the markings shall not vary from a straight line more than ½ inch (12 mm) in 50 feet (15 m) and marking dimensions and spacings shall be within the following tolerances:

Dimension and Spacing Tolerance

36 inches (910 mm) or less +/- ½ inch (12 mm) Greater than 36 inches to 6 feet (910 mm to 1.85 m) +/- 1 inch (25 mm) Greater than 6 feet to 60 feet (185 m to 18.3 m) +/- 2 inches (51 mm) Greater than 60 feet (18.3 m) +/- 3 inches (76 mm)

The paint shall be mixed in accordance with the manufacturer's instructions and applied to the pavement with a marking machine at the rates shown in Table 1. The addition of thinner will not be permitted. A period of two weeks shall elapse between placement of a bituminous surface course or seal coat and application of the paint.



TABLE 1. APPLICATION RATES FOR PAINT, GLASS BEADS

Paint Type

Paint Square feet per gallon, ft2/gal

Glass Beads, Type I, Gradation A Pounds per gallon of paint-lb./gal.

Glass Beads, Type III Pounds per gallon of paint-lb./gal.

Waterborne

115 ft2/gal. maximum

7 lb./gal. minimum

10-lb./gal. minimum

Epoxy 90 ft2/gal. max 14 lb./gal. minimum

Glass beads shall be distributed to the surface of all the marked areas (except black borders) immediately after application of the paint. A dispenser shall be furnished which is properly designed for attachment to the marking machine and suitable for dispensing glass beads. The glass beads shall be applied at the rates shown in Table 1. Glass beads shall adhere to the cured paint or all marking operations shall cease until corrections are made.

The glass beads dispensing equipment shall be approved by the COTR prior to use. The Contractor shall furnish certified test reports for the materials shipped to the project. The reports shall not be interpreted as a basis for final acceptance. The Contractor shall notify the COTR upon arrival of a shipment of paint to the job site. All emptied containers shall be returned to the paint storage area for checking by the COTR. The containers shall not be removed from the airport or destroyed until authorized by the COTR.

620-3.6 BORDER

A 6-inch outline border of non-reflectorized black paint is required around all permanent pavement markings placed on P.C. Concrete.

620-3.7 PROTECTION

After application of the paint, all markings shall be protected from damage until the paint is dry. All surfaces shall be protected from disfiguration by splatter, splashes, spillage, or drippings of paint.

620-3.8 NOT USED 620-3.9 NOT USED 620-3.10 TEMPORARY REFLECTOR APPLICATION AND REMOVAL

Reflectors shall be installed as recommended by the manufacturer, and as specified on the drawing and herein. Reflectors shall be located at their proper locations as shown on the drawings or approved by the COTR. All reflectors shall be aligned so that the final location is in accordance with the tolerances shown on the drawings for elevated Taxiway edge lights.



Reflectors shall be removed as recommended by the manufacturer to the approval of the COTR. The method used shall not materially change the structural integrity of the pavement. Any damage caused by the contractor’s operations shall be corrected at the Contractor’s expense and in a manner approved by the COTR.

METHOD OF MEASUREMENT 620-4.1 The quantity of Pavement Marking to be paid for shall be the number of square feet of

painting performed in accordance with the specifications and accepted by the COTR. All paint, including black, shall be measured for payment.

620-4.2 The quantity of Temporary Taxiway Reflectors to be paid shall be the number of reflectors

indicated on the drawings furnished, installed, and removed as accepted by the COTR. Item shall include any labor, materials, and equipment for preparation, installation and removal of reflectors to the satisfaction of the COTR.

BASIS OF PAYMENT 620-5.1 Payment for permanent pavement marking shall be made at the contract unit price per square

foot for pavement marking. This price shall be full compensation for furnishing all materials, including glass spheres and for all labor, equipment, tools, and incidentals necessary to complete the item.

Payment for the temporary taxiway reflectors shall be made at the contract unit price for each

complete reflector furnished, installed, and removed as accepted by the COTR. Payment shall be full compensation for all labor, equipment, and materials associated with item.


Item P-620-5.1 - Pavement Marking - Waterborne per square foot Item P-620-5.2 – Pavement Marking – Epoxy per square foot

Item P-620-5.3 – Temporary Pavement Marking per square foot Item P-620-5.4 – Temporary Taxiway Reflectors per each

TESTING REQUIREMENTS ASTM D 968 Standard Test Methods for Abrasion Resistance of Organic Coatings by

Falling Abrasive ASTM D 1652 Test Method for Epoxy Content of Epoxy Resins ASTM D 2074 Test Method for Total Primary, Secondary, and Tertiary Amine Values

of Fatty Amines by Alternative Indicator Method



Federal Test Paint, Varnish, Lacquer and Related Materials; Method Standard Methods of Inspection, Sampling and Testing No. 141 D/GEN MATERIAL REQUIREMENTS

Federal Paint, Traffic and Airfield Marking, Solvent Base Specification TT-P-85

Federal Paint, Traffic Black (Non-reflectorized) Specification TT-P-110

Federal Paint, Traffic & Airfield Marking, Water Emulsion Base Specification TT-P-1952

Federal Beads (Glass Spheres) Retroreflective Specification TT-B-1325 ASTM D 476 Specifications for Dry Pigmentary Titanium Dioxide Pigments Products Code of Federal 40 CFR Part 60, Appendix A – Definition of Traverse Point Regulations Number and Location Code of Federal 29 CFR Part 1919.1200 – Hazard Communications Regulations

END ITEM P-620


PAVEMENT MARKING REMOVAL P-621-1

SECTION P-621 - PAVEMENT MARKING REMOVAL DESCRIPTION 621-1.1 This item consists of furnishing all labor, materials, and equipment required for the

necessary removal of existing taxiway and service road markings. All paint to be removed is located on Portland cement concrete surfaces.

621-1.2 This removal operation shall be accomplished by high pressure waterblasting, or by

sandblasting. The use of chemicals will not be permitted. The Contractor shall furnish all equipment, water trucks, and labor for delivery of water to the job site. Water is available for the Contractor’s use from hydrants on airport property.

MATERIALS – NOT USED EQUIPMENT 621-3.1 The existing pavement marking may contain levels of lead which may be considered

hazardous under RCRA. All debris created by the removal process shall be collected immediately by the Contractor. The Contractor shall characterize the waste prior to disposal and then dispose of it in accordance with all local, state and federal regulations.

621-3.2 The high pressure water or sandblasting system shall have the capability of removing the

paint and restoring P.C. concrete surfaces to a natural surface. The treatment of the surface shall not be damaging to the P.C. concrete surface, joint sealing material or light fixtures. If it is deemed by the COTR that damage to the existing pavement is caused by an operational error, such as permitting pressure water to dwell in one location for an extensive time, the Contractor shall repair said damage without compensation.

621-3.3 Paint removal shall be defined as the removal of at least 90 percent of the existing

marking. The 90 percent removal shall be determined by the COTR by visual inspection. In addition to the visual determination, the 90 percent removal level is defined such that there shall not be any remaining surface of undisturbed paint or individual contiguous areas larger than one square inch where the surface of the pavement material is not clearly exposed.

621-3.4 The method used shall not materially change the structural integrity of the pavement.

Any damage caused by the Contractor’s operations shall be corrected at the Contractor’s expense and in a manner approved by the COTR. The Contractor shall take precautions to protect the public from any damage due to these operations.

Removal equipment may be accompanied by independent vacuum/sweeper devices or shall have an internal vacuum device.

621-3.5 The Contractor shall not follow the outside edge of the pavement marking to be removed,

but shall waterblast/sandblast in a wavy pattern, scarring both painted and non-painted P.C.C.

METHOD OF MEASUREMENT


PAVEMENT MARKING REMOVAL P-621-2

621-4.1 The quantity of Pavement Marking Removal to be paid for under this item shall be the number of square feet of existing paint removed, measured in place, completed and accepted.

BASIS OF PAYMENT 621-5.1 Payment for Pavement Marking Removal shall be made at the contract unit price per

square foot. This price and payment shall be full compensation for all materials, equipment, pavement cleaning, and labor necessary to complete the item.


Item P-621-5.1 – Pavement Marking Removal per square foot

END ITEM P-621


PIPE FOR STORM DRAINS AND CULVERTS D-701-1

ITEM D-701 - PIPE FOR STORM DRAINS AND CULVERTS DESCRIPTION 701-1.1 GENERAL

This item shall consist of the construction of storm drains in accordance with these specifications and in reasonably close conformity with the lines and grades shown on the plans.

701-1.2 SUBMITTALS

Furnish shop drawings, manufacturer’s data, test reports and material certifications for all materials required in the referenced section, including:

1. Reinforced concrete pipe 2. Aggregate test data and certifications

a. gradation b. source of supply

The date of the material certifications shall be current. The test data shall not be more than six months previous to the date of the submittal.


Materials shall meet the requirements shown on the plans and specified below. 701-2.2 REINFORCED CONCRETE PIPE

Reinforced Concrete Pipe Shall meet the requirements of ASTM C76, Class IV. 701-2.3 PIPE BEDDING MATERIAL

Pipe bedding material shall consist of crushed gravel or crushed stone, well graded within the following limits

Sieve Designation Percent By Weight (square openings) Passing Sieves

1-1/2" 100 1" 90-100 1/2" 26-60 #4 Max. 7 #8 Max. 3

VDOT #57 gradation is allowed. Bedding Material Quality: The bedding material shall be free of vegetation, lumps and excessive amounts of other objectionable matter.



The Engineer reserves the right to sample and test any aggregate that appears to contain excessive amounts of deleterious material. The following requirements shall apply when the aggregate is tested:

DESCRIPTION PRECENT Clay lumps and friable particles max % 5% Soft and unsound fragments max % 8% Other deleterious max % 2% Total Deleterious Material 10%

The backfill material specified below can be substituted for bedding material at the option of the Contractor.

701-2.4 PIPE BACKFILL MATERIAL

Pipe backfill material shall consist of crushed gravel or stone, well graded within the following limits:


1-1/2" 100 1" 90-100 1/2" 26-60 #4 Max. 7 #8 Max. 3

VDOT #57 gradation is allowed. Pipe Backfill Material Quality: The bedding material shall be free of vegetation, lumps and excessive amounts of other objectionable matter.

701-2.5 CONCRETE

Concrete for connections to drainage structures or other miscellaneous items shall conform to Item P-610 Structural Portland Cement Concrete.

CONSTRUCTION METHODS 701-3.1 EXCAVATION

The width of the pipe trench shall be sufficient to permit satisfactory jointing of the pipe and thorough tamping of the bedding material under and around the pipe, but shall not be less than the external diameter of the pipe plus 12 inches on each side. The trench walls shall be approximately vertical. The pipe trench shall be constructed as detailed on the plans. The bedding shall be of uniform thickness and compaction to provide a uniform bearing for the pipe and minimize the effect of underlying rock, hard pan or other unyielding materials.



When a firm foundation is not encountered at the grade established, due to soft, spongy, or other unstable soil, the unstable soil shall be removed and replaced with approved granular material for the full trench width. The COTR shall determine the depth of removal necessary. The granular material shall be compacted to provide uniform support for the pipe. The excavation for pipes that are placed in embankment fill shall not be made until the embankment has been completed to a height above the top of the pipe as shown on the plans. Limited amount of waste excavation material may be disposed on the project site if approved by the COTR. Waste excavation material, construction debris and other wastes generated on-site, which cannot be disposed of on the project site, shall be disposed of off airport property. All material excavated from the trenches, despite its nature, shall be considered waste excavation material. Subsurface investigations including soil borings have been performed for use in design of this project. Boring logs can be found in Section P-152.

701-3.2 TRENCH BENCHING AND SHORING

The Contractor shall provide all labor, material, and tools to furnish sheeting, shoring, and bracing as required by the Authority, the State of Virginia, and Department of Labor OSHA 29 CFR Part 1926 including any successive regulations.

The Contractor shall be responsible for submission of a sheeting, shoring, and bracing or benching plan drawing showing details and sequencing of construction, construction materials, construction material sizing, calculations, and existing soil conditions. This plan drawing shall be developed, reviewed, approved and sealed by a Professional Engineer registered in the Commonwealth of Virginia.

The Contractor shall submit six (6) sets of trench benching and shoring plans, clearly showing the Engineer’s Seal, to the COTR.

Shoring shall not be removed until the permanent work is in proper condition to receive the load. The cost of benching and/or shoring, additional excavation or additional backfill will be included in the per foot cost of installed pipe. No additional payment for this item will be authorized.

701-3.3 TRENCH DEWATERING

The Contractor shall, at all times, provide and maintain in operation pumping and/or well point equipment for the complete dewatering of the trench excavation. No pipe shall be permitted to be installed in a trench in which any amount of water flows or is pooled. Pumping or trench dewatering shall not be measured for payment.

701-3.4 BEDDING

The pipe bedding shall conform to the class specified below.



A. Rigid Pipe. Bedding shall consist of a bed of the specified material having a thickness of at least 6 inches below the bottom of the pipe and extending up around the pipe to the top of the pipe. The layer of bedding material shall be shaped to fit the pipe for at least 10 percent of the vertical diameter of the pipe and shall have recesses shaped to receive the bell of bell and spigot pipe. Pipe bedding shall be considered incidental to the cost of the pipe.

701-3.5 LAYING AND INSTALLING PIPE

The pipe laying shall begin at the lowest point of the trench and proceed upgrade. The lower segment of the pipe shall be in contact with the bedding throughout its full length. Bell or groove ends of rigid pipes and outside circumferential laps of flexible pipes shall be placed facing upgrade.

701-3.6 JOINING PIPE

Concrete Pipe. Concrete pipe may be either bell and spigot or tongue and groove. The method of joining pipe sections shall be such that the ends are fully entered and the inner surfaces are reasonably flush and even.

Joints shall be made with trowelable mastic joint sealer. Where shown on the plans, the Contractor shall construct a new concrete collar at the junction of new concrete pipe to existing concrete pipe. The cost of the collar shall be incidental to the contract and no additional compensation will be allowed

701-3.7 BACKFILLING.

Pipes shall be inspected before any backfill is placed and any pipes found to be out of alignment, unduly settled, or damaged shall be removed and relaid or replaced at the Contractor's expense.

Material for backfill, except as noted below, shall be fine, readily compatible soil, or granular material selected from the excavation or a source of the Contractor's choosing. It shall not contain frozen lumps, stones that would be retained on a 2-inch sieve, chunks of highly plastic clay, or other objectionable materials.

All pipe trench below new P.C.C. and Bituminous Shoulder pavements shall have select granular backfill material, in accordance with 701-2.4, to the top of the subgrade.

When the top of the pipe is even with or below the top of the trench, the backfill shall be compacted in layers, not exceeding 6 inches on both sides of the pipe and shall be brought up one foot above the top of the pipe or to natural ground level, whichever is greater. Care shall be exercised to thoroughly compact the backfill material under the haunches of the pipe. Material shall be brought up evenly on both sides of the pipe.

All backfill shall be compacted to the density required under Item P-152.



701-3.8 CONTRACTOR QUALITY CONTROL FOR PIPE FOR STORM DRAINS

The Contractor shall provide quality control for pipe underdrains for airfields in accordance with the Contractor Quality Control Program. In addition, the Contractor quality control shall be as follows:

A. Maximum Density-Optimum Moisture. The Contractor shall obtain a maximum

density-optimum moisture curve in accordance with requirements specified herein for each material used as backfill.

B. Compaction Tests. The Contractor shall obtain in-place field densities for the

backfill, as specified herein. Testing will be made at a rate of 1 test per 10 CY of backfill.

C. Reports. A report of all maximum density-optimum moisture curves shall be

made and given to the COTR prior to use of the material in backfill. A report of all in-place density tests shall be made and given to the COTR within 48 hours of making the tests.

METHOD OF MEASUREMENT 701-4.1 The length of pipe shall be measured in linear feet of pipe in place, completed, and

approved. It shall be measured along the centerline of the pipe from end or inside face of structure to the end or inside face of structure, whichever is applicable. The several classes, types and sizes shall be measured separately. All fittings and pipe tees shall be included in the footage as typical pipe sections in the pipe being measured. All graded aggregate material, including bedding and backfill material, associated with the construction of the pipe shall not be paid for separately, but shall be included in the cost of the storm drain pipe being installed. Included in the linear feet measurement of pipe shall be all excavation backfilling and other work items and appurtenances required to complete this item as specified.

701-4.2 The length of pipe removed shall be measured in linear feet of pipe in place, completed,

and approved. It shall be measured along the centerline of the pipe from end or inside face of structure to the end or inside face of structure, whichever is applicable. All fittings and pipe tees shall be included in the footage as typical pipe sections in the pipe being measured. Included in the linear feet measurement of pipe shall be all excavation, backfilling and other work items and appurtenances required to complete this item as specified.

701-4.3 No separate payment shall be made for the trenching and cushion material placed for the

bed of the pipe. Excavation required for the construction of the storm drain piping shall not be paid for separately, but shall be included in the cost of the storm drain pipe being installed. All material excavated from the trenches, regardless of its nature, shall be included in the cost for linear feet of pipe. No extra payment will be made for hand excavation, rock excavation, nor structure or masonry excavation/removal encountered during construction of the storm sewer. No additional payment will be made by the Authority for rock excavation due to inaccurate determination of rock properties by the Contractor or inappropriate selection of excavation means and methods.



701-4.4 No separate measurement shall be made for the volume of backfill.

Connections and concrete collars shall not be measured for payment. Dewatering shall not be measured for payment.

BASIS OF PAYMENT 701-5.1 The accepted quantity of reinforced concrete pipe shall be paid for at the contract unit

price per linear foot, complete in place. These prices shall be full compensation for furnishing all materials and for all preparation, excavation and removal of all material regardless of its classification, dewatering, backfilling and placing of the materials; furnishing and installation of such specials and connections to pipes, pipe bend fittings, and other structures as may be required to complete the item as shown on the plans; and for all labor, equipment, tools and incidentals necessary to complete the structure. The accepted quantity of storm drain pipe removal shall be paid for at the contract unit price per linear foot. This price shall be full compensation for furnishing all materials and for all preparation, excavation and removal of all material regardless of its classification, dewatering, backfilling and placing of the materials; and for all labor, equipment, tools and incidentals necessary to complete the pipe removal. No separate payment shall be made for porous backfill material. The cost for these materials shall be included in the unit price for the new pipe per linear foot. The cost of connections, including the concrete collars as shown in the plan drawings, of under drain pipe to existing and proposed structures or storm drain piping shall be included in the unit cost of the pipe per linear foot and no separate payment shall be made. Payment will be made under: Item D-701-5.1 – 18” Reinforced Concrete Pipe, Class IV per linear foot Item D-701-5.2 – 24" Reinforced Concrete Pipe, Class IV per linear foot Item D-701-5.3 – Storm Drain Pipe Removal per linear foot


ASTM C 76 Specification for Reinforced Concrete Culvert, Storm Drain, and Sewer

Pipe

ASTM C 507 Specification for Reinforced Concrete Elliptical Culvert, Storm Drain and Sewer Pipe.

ASTM D 1190 Specification for Concrete Joint Sealer, Hot Poured Elastic Type



END ITEM D-701


PIPE UNDERDRAINS FOR AIRPORTS D-705-1

ITEM D-705 - PIPE UNDERDRAINS FOR AIRPORTS DESCRIPTION 705-1.1 GENERAL

This item shall consist of the construction of circular pipe underdrains in accordance with these specifications and in reasonably close conformity with the lines and grades shown on the plans.

705-1.2 SUBMITTALS

Furnish shop drawings, manufacturer’s data, test reports and material certifications for all materials required in the referenced section, including:

1. Underdrain pipe 2. Filter Cloth 3. Porous Backfill

a. gradation b. source of supply

4. Pipe connection schematics a. End of Underdrain Cap b. “Wye” Connection c. Connecting new pipe to existing, including pipe reducer d. T-1 Connection e. T-2 Connection f. Direct Connection

The date of the material certifications shall be current. The test data shall not be more than six months previous to the date of the submittal.


The circular underdrain pipe shall be of the type and size called for on the plans or in the proposal and shall be in accordance with the following appropriate requirements.

Smooth-Wall Perforated PVC Pipe ASTM F 758 Smooth-Wall Non-Perforated PVC Pipe ASTM F 758

705-2.2 FILTER CLOTH FOR UNDERDRAIN

The filter cloths may be either a woven or nonwoven pervious sheets of fabric, having a satisfactory record of service in this type of use.

A. Woven or Nonwoven Fabric. The filaments for woven or nonwoven fabric shall

be polypropylene, polyester, nylon or polyethylene. The filaments must be dimensionally stable (i.e., filaments must remain their relative position with respect to each other) and resistant to delamination. The filaments must be free from any chemical treatment or coating that might significantly reduce porosity and permeability. Nonwoven fabric may be needle punched, heat-bonded, resin-bonded or combinations thereof.

The minimum physical property specifications for the filter fabric shall be as follows:



Fabric Property

Test Method

Test Requirement Grab Tensile Strength, lbs

ASTM D 4632

125 min

Grab Tensile Elongation %

ASTM D 4632

50 max

Burst Strength, psi

ASTM D 3786

125 min

Trapezoid Tear Strength, lbs.

ASTM D 4533

55 min

Puncture Strength, lbs.

ASTM D 4833

40 min

Abrasion Resistance, lbs.

ASTM D 1175-71

25 min

Equivalent opening size

ASTM D 4751

70-100

Permittivity sec-1

ASTM D 4491

0.80 min

Accelerated Weathering (UV stability) (Strength Retained-%)

ASTM D 4355

(500 hrs exposure)

70% min

705-2.3 MORTAR

Mortar for pipe connections to storm sewer and drainage structures shall be composed of 1 part, by volume, of Portland cement and 2 parts of mortar sand. The Portland cement shall conform to the requirements of ASTM C 150, Type 1. The sand shall conform to the requirements of ASTM C 144. Hydrated lime may be added to the mixture of sand and cement in an amount equal to 15% of the weight of cement used. The hydrated lime shall meet the requirements of ASTM C 206.

705-2.4 POROUS BACKFILL

Porous backfill shall be free of clay, humus, or other objectionable matter, and shall conform to the following gradation:

REQUIREMENT FOR GRADATION OF AGGREGATES


1" 100 3/4" 90-100 1/2" ------ 3/8" 31- 65

#4 MAX 20 #8 MAX 8 #16 MAX 5 #200 MAX 1



705-2.5 CONCRETE

Concrete for connections to drainage structures or other miscellaneous items shall conform to Item P-610 Structural Portland Cement Concrete.

705-2.6 PIPE CONNECTIONS

Connection of PVC underdrain pipe shall be by solvent weld fittings or gasket connection. Solvent type shall be as recommended by pipe manufacturer.

705-2.7 UNDER DRAIN CONNECTIONS TO STRUCTURES AND PIPES

Where under drain pipes are to connect to existing pipes or structures a special connection fitting shall be furnished and installed. The connection shall be specifically designed for connection to the storm drain or structure being installed and shall be a three-piece service connection consisting of a PVC Hub, Rubber Sleeve and Stainless Steel Band. PVC Hub shall meet ASTM D3034. Rubber Sleeve and Gasket shall meet ASTM F 477. All components shall be compatible with the underdrain pipe and the concrete storm sewer pipe or structure.

CONSTRUCTION METHODS 705-3.1 EQUIPMENT

All equipment necessary and required for the proper construction of pipe underdrains shall be on the project, in first-class working condition, and approved by the COTR before construction is permitted to start.

The Contractor shall provide hand tampers and pneumatic tampers to obtain the required compaction of the pipe bed and backfill, as specified.

705-3.2 EXCAVATION

The Contractor shall do all necessary excavation to the depth shown on the plans. Existing utilities are indicated on the plans; however, the actual location of the utilities is not marked in the project area. It shall be the Contractor’s responsibility to determine the actual location of all such utilities. Excavation for pipe trenches in the vicinity of utilities shall be accomplished by hand to expose the utility. To ensure there are no conflicts with the proposed underdrain pipe, the entire length of pipe trench within a work area shall be excavated prior to installing underdrain pipe.

The underdrain trench shall be constructed as detailed in the plans. The bedding shall be uniform thickness and compaction to provide a uniform bearing for the pipe to minimize the effects of the underlying rock, hardpan or other unyielding materials.

Where a firm foundation is not encountered at the grade established, due to soft, spongy, or other unstable soil, the unstable soil shall be removed and replaced with approved



granular material for the full trench width. The COTR shall determine the depth of removal necessary. The granular material shall be compacted to provide uniform support for the pipe.

All material excavated from the trenches, despite its nature, shall be considered waste excavation material. The contractor shall dispose of waste excavation off airport property.

The excavation shall not be carried below the required depth; when this is done, the trench shall be backfilled at the Contractor's expense with material approved by the COTR and compacted to the density of the surrounding earth material, as determined in accordance with ASTM D 1557.

The bed for the pipe shall be so shaped that at least the lower quarter of the pipe shall be in continuous contact with the bottom of the trench. Spaces for the pipe bell shall be excavated accurately to size to clear the bell so that the barrel supports the entire weight of the pipe.

The Contractor shall do such trench bracing, sheathing, or shoring necessary to perform and protect the excavation as required for safety and conformance to governing laws. Unless otherwise provided, the bracing, sheathing, or shoring shall be removed by the Contractor after the completion of the backfill. The sheathing or shoring shall be pulled as the granular backfill is placed and compacted to avoid any unfilled spaces between the trench wall and the backfill material. The cost of bracing, sheathing, or shoring, and the removal of same, shall be included in the unit price bid per foot for the pipe.

705-3.3 TRENCH BENCHING AND SHORING

The Contractor shall provide all labor, material, and tools to furnish sheeting, shoring, and bracing as required by the Authority, the State of Virginia, and Department of Labor OSHA 29 CFR Part 1926 including any successive regulations.

The Contractor shall be responsible for submission of a sheeting, shoring, and bracing or benching plan drawing showing details and sequencing of construction, construction materials, construction material sizing, calculations, and existing soil conditions. This plan drawing shall be developed, reviewed, approved and sealed by a Professional Engineer registered in the Commonwealth of Virginia.

The Contractor shall submit six (6) sets of trench benching and shoring plans, clearly showing the Engineer’s Seal, to the COTR.

Shoring shall not be removed until the permanent work is in proper condition to receive the load. The cost of benching and/or shoring, additional excavation or additional backfill will be included in the per foot cost of installed pipe. No additional payment for this item will be authorized.



705-3.4 TRENCH DEWATERING

The Contractor shall, at all times, provide and maintain in operation pumping and/or well point equipment for the complete dewatering of the trench excavation. No pipe shall be permitted to be installed in a trench in which any amount of water flows or is pooled. Pumping or trench dewatering shall not be measured for payment.

705-3.5 INSTALLATION OF FILTER CLOTH

Trenches to be lined with filter cloth shall be graded to obtain smooth side and bottom surfaces so that the cloth will not bridge cavities in the soil or be damaged by projecting rock. The cloth shall be laid flat but not stretched on the soil, and shall be secured with anchor pins. Overlaps shall be 12 inches and anchor pins shall be used along the overlaps.

Prior to and during installation, the cloth may be exposed to sunlight no more than 3 day(s). All filter cloth installations shall be inspected and approved by the COTR before backfilling, and any defective or damaged cloth shall be rejected.

705-3.6 LAYING AND INSTALLING PIPE

PVC pipe shall be installed in accordance with the requirements of ASTM D 2321. 705-3.7 MORTAR

The mortar shall be of the desired consistency for filling annular spaces for connections to other pipes or structures. Mortar that is not used within 45 minutes after water has been added shall be discarded. Re-tempering of mortar shall not be permitted.

705-3.8 BACKFILLING.

A. Earth. All trenches and excavations for underdrain outlet pipes outside paved areas shall be backfilled within a reasonable time after the pipes are installed, unless other protection of the pipe is directed. The backfill material shall be selected material from excavation or borrow; material which is placed within a nominal pipe diameter distance at the sides of the pipe and 1 foot over the top shall be material which can be readily compacted. It shall not contain stones retained on a 3-inch sieve, frozen lumps, chunks of highly plastic clay, or any other material that is objectionable to the COTR. The material shall be moistened or dried, if necessary to be compacted by the method in use. Backfill material shall be approved by the COTR. Special care shall be taken in placing the backfill. Great care shall be used to obtain thorough compaction under the haunches and along the sides to the top of the pipe.

The backfill shall be placed in loose layers not exceeding 6 inches in depth under and around the pipe, and not exceeding 8 inches over the pipe. Successive layers shall be added and thoroughly compacted by hand and pneumatic tampers, approved by the COTR, until the trench is completely filled and brought to the proper elevation. Backfilling shall be done in a manner to avoid injurious top or side pressures on the pipe.



In embankments and for other areas outside of pavements, the backfill shall be compacted to the density required for embankments in unpaved areas under Item P-152. Under paved areas, the subgrade and any backfill shall be compacted to the density required for embankments for paved areas under Item P-152.

B. Granular Material. Granular backfill placement in the trench and about the pipe

shall be as shown on the plans. Special care shall be taken in placing the backfill. The granular backfill shall not contain a damaging amount of foreign matter, nor shall earth from the sides of the trench or from the windrow be allowed to filter into the backfill. The backfill shall be placed in loose layers not exceeding 6 inches in depth and compacted by hand and pneumatic tampers to the requirements as given for earth backfill. Backfilling shall be done in a manner to avoid injurious top or side pressure on the pipe. The granular backfill shall be made to the elevation of the trench, as shown on the plans.

When porous backfill is to be placed in paved or adjacent areas prior to the completion of grading or subgrade operations, the backfill material shall be placed immediately after laying the pipe. The depth of this granular backfill shall be not less than 12 inches, measured from the top of the underdrain. During subsequent construction operations, this minimum backfill of 12 inches of depth shall not be disturbed until such time as the underdrains are to be completed. When the underdrains are to be completed, the unsuitable material shall be removed until the porous backfill is exposed. That part of the porous backfill which contains objectionable material shall be removed and replaced with suitable material. The cost of removing and replacing any such unsuitable material shall be borne by the Contractor.

Whenever a granular subbase blanket course is to be used under pavements which extends several feet beyond the edge of paving to the outside edge of the underdrain trench, the granular backfill material over the underdrains shall be placed in the trench up to an elevation of 2 inches above the bottom surface of the granular subbase blanket course. Immediately prior to the placing of the granular subbase blanket course, the Contractor shall blade this excess trench backfill from the top of the trench onto the adjacent subgrade where it can be incorporated into the granular subbase blanket course. Any unsuitable material which remains over the underdrain trench shall be removed and replaced. The subbase material shall be placed to provide clean contact between the subbase material and the underdrain granular backfill material for the full width of the underdrain trench.

705-3.9 CONNECTIONS

When the plans call for connections of underdrain pipe to existing or proposed pipe or structures, these connections shall be watertight and made so that a smooth uniform flow line will be obtained throughout the drainage system. Connection of the underdrain to existing or proposed concrete pipe and structures shall be as detailed in the plans and shall be accomplished by means of a compression-fit connection. The connection shall be specifically designed for connection to the storm sewer or structure being installed. The Contractor shall install the connection using procedures and equipment as referenced



in manufacturer’s written installation instructions. The connection shall be covered with a concrete collar. The connection or concrete collar shall not be measured for payment.

705-3.10 CLEANING AND RESTORATION OF SITE

After the backfill is completed, the Contractor shall dispose of all surplus material, dirt, and rubbish from the site. Surplus soil may be deposited in the soil bank in accordance with Item P-152, Paragraph 2.2.N, or as ordered by the COTR. Except for paved areas of the airport, the Contractor shall restore all disturbed areas to their original condition.

After all work is completed, the Contractor shall remove all tools and equipment, leaving the entire site free, clear, and in good condition.

Performance of the work described in this section is not payable directly but shall be considered as a subsidiary obligation of the Contractor, covered under the contract unit price for the underdrain.

705-3.11 CONTRACTOR QUALITY CONTROL FOR PIPE UNDERDRAINS FOR AIRPORTS

The Contractor shall provide quality control for pipe underdrains for airfields in accordance with the Contractor Quality Control Program. In addition, the Contractor quality control shall be as follows:

A. Maximum Density-Optimum Moisture. The Contractor shall obtain a maximum

density-optimum moisture curve in accordance with requirements specified hereinwith for each material used as backfill.

B. Compaction Tests. The Contractor shall obtain in-place field densities for the

backfill, as specified hereinwith. Testing will be made at a rate of 1 test per 10 CY of backfill.

C. Reports. A report of all maximum density-optimum moisture curves shall be

made and given to the COTR prior to use of the material in backfill. A report of all in-place density tests shall be made and given to the COTR within 48 hours of making the tests.

METHOD OF MEASUREMENT 705-4.1 The length of pipe shall be measured in linear feet of pipe in place, completed, and

approved. It shall be measured along the centerline of the pipe from end or inside face of structure to the end or inside face of structure, whichever is applicable. Perforated and non-perforated pipe shall not be measured separately. The combined length shall be paid under Item D-705-5.1. All fittings and pipe tees shall be included in the footage as typical pipe sections in the pipe being measured. All graded aggregate material, including porous backfill material, associated with the construction of the pipe shall not be paid for separately, but shall be included in the cost of the storm drain pipe being installed. Included in the linear feet measurement of pipe shall be all excavation backfilling and other work items and appurtenances required to complete this item as specified.



705-4.2 No separate payment shall be made for the trenching and cushion material placed for the bed of the pipe. Excavation required for the construction of the storm drain piping shall not be paid for separately, but shall be included in the cost of the storm drain pipe being installed. All material excavated from the trenches, regardless of its nature, shall be included in the cost for linear feet of pipe. No extra payment will be made for hand excavation, rock excavation, nor structure or masonry excavation/removal encountered during construction of the storm sewer. No additional payment will be made by the Authority for rock excavation due to inaccurate determination of rock properties by the Contractor or inappropriate selection of excavation means and methods.

705-4.3 No separate measurement shall be made for the volume of porous backfill.

Connections and concrete collars shall not be measured for payment. Dewatering shall not be measured for payment.

705-4.4 No separate payment shall be made for all connections and materials associated with draining the light base to the underdrains, but shall be incidental to the cost to install the light base.

BASIS OF PAYMENT 705-5.1 The accepted quantity of under drain pipe shall be paid for at the contract unit price per

linear foot, complete in place. These prices shall be full compensation for furnishing all materials and for all preparation, excavation and removal of all material regardless of its classification, dewatering, backfilling and placing of the materials; furnishing and installation of such specials and connections to pipes, pipe bend fittings, and other structures as may be required to complete the item as shown on the plans; and for all labor, equipment, tools and incidentals necessary to complete the structure. Payment for both perforated and non-perforated pipe will be made under Item D-705-5.1. No separate payment shall be made for porous backfill material. The cost for these materials shall be included in the unit price for the new pipe per linear foot. The cost of connections, including the concrete collars as shown in the plan drawings, of under drain pipe to existing and proposed structures or storm drain piping shall be included in the unit cost of the pipe per linear foot and no separate payment shall be made. The cost of connections of the light base to the under drain pipe shall be included in the unit cost of installing the light base. Payment will be made under: Item D-705-5.1 – 6” PVC Perforated Pipe per linear foot




ASTM C 144 Specification for Aggregate for Masonry Mortar ASTM C 150 Specification for Portland Cement ASTM C 206 Specification for Finishing Hydrated Lime ASTM D 1557 Test Method for Laboratory Compaction Characteristics of Soil

Using Modified Effort ASTM D 2321 Practice for Underground Installation of Flexible Thermoplastic

Sewer Pipe. ASTM D 4632 Test Method for Grab Breaking Load and Elongation of Geotextiles ASTM F 758 Specification for Smooth-Wall Poly (Vinyl Chloride)(PVC)

Plastic Underdrain System for Highway, Airport and Similar Drainage.

END ITEM D-705


DRAINAGE STRUCTURES D-751-1

ITEM D-751 - DRAINAGE STRUCTURES DESCRIPTION 751-1.1 This item shall consist of construction of underdrain cleanouts, underdrain collection

structures, and underdrain direct connections in accordance with these specifications, at the specified locations and conforming to the lines, grades, and plans.

751-1.2 SUBMITTALS

Furnish shop drawings, manufacturer’s data, test reports and material certifications for all materials acquired in the referenced section, including:

1. Frames, gates and covers 2. Steps 3. Aggregate test data and certifications

a. abrasion b. sulfate soundness c. gradation d. source of supply

4. Reinforcement MATERIALS 751-2.1 MORTAR

Mortar, if required, shall be composed of 1 part of Portland cement and 2 parts of mortar sand, by volume. The Portland cement shall conform to the requirements of ASTM C 150. The sand shall conform to the requirements of ASTM C 144. Hydrated lime may be added to the mixture of sand and cement in an amount not to exceed 15% of the weight of cement used. The hydrated lime shall meet the requirements of ASTM C 206. The water shall be clean and free of deleterious amounts of acids, alkalis, or organic material. If the water is of questionable quality, it shall be tested in accordance with AASHTO T 26.

751-2.2 CONCRETE

Plain and reinforced concrete used in structures, connections of pipes with structures, and the support of structures or frames shall conform to the requirements of Item P-610.

751-2.3 BACKFILL

Backfill shall consist of clean, sound, durable particles of crushed stone or crushed gravel and shall be free from coatings of clay, silt, vegetable matter, and other objectionable materials and shall contain no clay balls. The percentage of wear shall not be greater than 45 percent when tested in accordance with ASTM C 131. The sodium sulfate soundness loss shall not exceed 12 percent, after 5 cycles, when tested in accordance with ASTM C 88.



TABLE 1. REQUIREMENTS FOR GRADATION OF AGGREGATE

Sieve Size

Design Range Percentage by Weight Passing Sieves


2 in. 100 1 in. 90-100 ±5

3/8 in. 59-69 ±8 No. 10 26-36 ±7 No. 40 11-19 ±4

No. 200 5-8 ±2

VDOT aggregate material No. 21B gradation is allowed. 751-2.4 FRAMES, GRATES AND COVERS

All castings shall conform to one of the following requirements:

(a) Gray iron castings shall meet the requirements of ASTM A48.

(b) Ductile iron castings shall meet the requirements of ASTM A536. All castings shall conform to the dimensions shown on the plans and shall be designed to support 100,000 lb wheel loads with 250 psi tire pressure. Each casting shall be installed according to manufacturer’s directions and shall be acceptable to the COTR. Each frame and cover unit shall be provided with fastening members to prevent it from being dislodged by traffic, but which will allow easy removal for access to structure.

751-2.5 COLLECTION STRUCTURES, CLEANOUT STRUCTURES, FRAMES AND LIDS

The frame and lid for the cleanouts and collection structures shall meet the requirements of 751-2.4 and shall have a locking device, or approved equal. Each frame and cover shall be provided with fastening members to prevent it from being dislodged by traffic but which will allow easy removal for access to the structure.

751-2.6 INLET STRUCTURE FRAMES AND GRATES

The requirements of 751-2.4 shall apply. The frame and grate for inlet structures shall be single grate, extra heavy duty with locking device, or approved equal. In addition, top slab shall be designed such that frame and grate are fully supported on all four sides by well-consolidated concrete. Each frame and cover shall be provided with fastening members to prevent it from being dislodged by traffic but which will allow easy removal for access to the structure.

751-2.7 STEPS

The steps or ladder bars shall be gray or malleable cast iron or a #3 grade 60 steel reinforcing



bar encased in a corrosion resistant material acceptable to the COTR. The steps shall withstand a minimum load of 300 pounds when the load is applied seven inches from the face of support. The minimum tread width shall be 16 inches. The steps shall be embedded a minimum of six inches into the wall and shall protrude 7 inches clear from the inside face of the structural wall. The step shall be designed so the foot cannot slide off the edge of the steps.

751-2.8 PVC WATERSTOP

Waterstop shall be white PVC with factory made splices. Waterstops shall be manufactured by Green Streak, St. Louis, MO, No. 748, or equal, 3/8" thick by 6" wide. All splices shall be made with manufacturer recommended heat sealing method. Labyrinth type waterstop made of PVC or neoprene or bentonite strips shall not be permitted as a substitute for waterstop materials specified herein or as detailed on the plans. Waterstops indicated to be jet-fuel resistant shall be made from synthetic rubber or other suitable material able to withstand occasional short-term exposure to jet fuel type A and diesel fuel without failure to permanent deterioration. Submit certification by product manufacturer of the fuel resistance of the product. Subject to compliance with requirements, provide products of one of the following:

(1) TPER synthetic rubber waterstop, Westec Barrier Technologies. (2) Petrostop, Vinylex Corporation (3) COTR approved equal

751-2.9 NON-SHRINK GROUT

Non-shrink grout shall meet the requirements of Section 218, VDOT Road and Bridge Specifications.

751-2.10 BONDED CONSTRUCTION JOINT MATERIAL

The bonded construction joint material shall be a two component liquid polysulfide polymer epoxy resin concrete adhesive conforming to the requirements of ASTM C 881, Type V, Grade 2, Class B or C. The class supplied shall be governed by the range of temperatures for which the material is used.

751-2.11 EPOXY FOR PIPE CONNECTIONS

Epoxy for pipe connections shall be a two component liquid polysulfide polymer epoxy resin concrete adhesive conforming to the requirements of ASTM C 881, Type V, Grade 2, Class B or C. The class supplied shall be governed by the range of temperatures for which the material is used.

751-2.12 DISPOSAL OF MATERIALS

Inlets, cleanouts and pipe to be removed shall become the property of the contractor and shall be removed from airport property.

CONSTRUCTION



751-3.1 EXCAVATION.

A. Below the limits of the pavement subgrade, the Contractor shall perform all excavation for the structures and structure footings to the lines and grades or elevations, shown on the plans, or as directed by the COTR. The excavation shall be of sufficient size to permit the placing of the full width and length of the structure or structure footing shown. The elevations of the bottoms of footings, as shown on the plans, shall be considered as approximate only; and the COTR may order, in writing, changes in dimensions or elevations of footings necessary to secure a satisfactory foundation.

B. Boulders, logs, or any other objectionable material encountered in excavation shall be

removed. All rock or other hard foundation material shall be cleaned of all loose material and cut to a firm surface either level, stepped, or serrated, as directed by the COTR. All seams or crevices shall be cleaned out and grouted. All loose and disintegrated rock and thin strata shall be removed. When concrete is to rest on a surface other than rock, special care shall be taken not to disturb the bottom of the excavation, and excavation to final grade shall not be made until just before the concrete or reinforcing is to be placed. At the option of the Contractor and with the approval of the COTR, for structures which will be founded on bedrock, the 6" crushed aggregate base course beneath the structure may be eliminated by adding 3" of additional concrete to the bottom of the structure foundation.

C. The Contractor shall do all bracing, sheathing, or shoring necessary to implement and

protect the excavation and the structure as required for safety or conformance to governing laws. The cost of dewatering, bracing, sheathing, or shoring shall be included in the unit price bid for the structure.

D. Unless otherwise provided, bracing, sheathing, or shoring involved in the

construction of this item shall be removed by the contractor after the completion of the structure. Removal shall be effected in a manner which will not disturb or mar finished masonry. The cost of removal shall be included in the unit price bid for the structure.

E. After each excavation is completed, the Contractor shall notify the COTR to that

effect; and concrete or reinforcing steel shall be placed after the COTR has approved the depth of the excavation and the character of the foundation material.

F. All material excavated for the drainage structures, despite its nature, shall be

considered waste excavation material and shall be removed from the airport. Subsurface investigations including soil borings have been performed for use in design of this project. Boring logs have been included in the specifications, Item P-152, for use by Contractors in preparation of a proposal.

751-3.2 BENCHING AND SHORING

The Contractor shall provide all labor, material, and tools to furnish sheeting, shoring, benching, and bracing as required by the Authority, the State of Virginia, and Department of Labor OSHA 29 CFR Part 1926 including any successive regulations.



The Contractor shall be responsible for submission of a sheeting, shoring, and bracing or benching plan drawing showing details and sequencing of construction, construction materials, construction material sizing, calculations, and existing soil conditions. This plan drawing shall be developed, reviewed, approved and sealed by a Professional Engineer registered in the Commonwealth of Virginia. The Contractor shall submit six (6) sets of benching and shoring plans, clearly showing the Engineers Seal, to the COTR. Shoring shall not be removed until the permanent work is in proper condition to receive the load. The cost of benching and/or shoring or additional excavation will be included in the cost of the structure. No additional payment for this item will be authorized.

751-3.3 DEWATERING

The Contractor shall, at all times, provide and maintain in operation pumping and/or well point equipment for the complete dewatering of the excavation. No structure shall be permitted to be constructed in an excavated area in which any amount of water flows or is pooled.

751-3.4 CONCRETE STRUCTURES

Concrete structures shall be built on prepared foundations, conforming to the lines and dimensions indicated on the plans. The construction shall conform to the requirements specified in Item P-610. Any reinforcement required shall be placed as indicated on the plans and shall be approved by the COTR before the concrete is poured.

All invert channels shall be constructed and shaped accurately so as to be smooth, uniform, and cause minimum resistance to flowing water. The interior bottom shall be sloped downward toward the outlet.

751-3.5 PLACEMENT AND TREATMENT OF CASTINGS, FRAMES, AND FITTINGS

All castings, frames, and fittings shall be placed in the positions indicated on the plans or as directed by the COTR, and shall be set true to line and to correct elevation. If frames or fittings are to be set in concrete or cement mortar, all anchors or bolts shall be in place and position before the concrete or mortar is placed. The unit shall not be disturbed until the mortar or concrete has set. When frames or fittings are to be placed upon previously constructed masonry, the bearing surface or masonry shall be brought true to line and grade and shall present an even bearing surface in order that the entire face or back of the unit will come in contact with the masonry. The unit shall be set in mortar beds and anchored to the masonry as indicated on the plans or as directed and approved by the COTR. All units shall set firm and secure. After the frames or fittings have been set in final position and the concrete or mortar has been allowed to harden for 3 days, then the grates or covers shall be placed and fastened down.



751-3.6 INSTALLATION OF STEPS.

The steps shall be installed as indicated on the plans or as directed by the COTR. When the steps are to be set in concrete, they shall be placed and secured in position before the concrete is poured. When the steps are installed in brick masonry, they shall be placed as the masonry is being built. The steps shall not be disturbed or used until the concrete or mortar has hardened for at least 7 days. The steps shall be vertically aligned and uniformly spaced at 12 inches for the entire depth of the structure.

751-3.7 PLACEMENT OF EPOXY

The contact areas where new concrete is to be placed against old concrete shall be coated with an epoxy binder designed to bond the new concrete to old concrete. The binder shall be applied in accordance with manufacturer’s instructions. The surface to receive epoxy coating shall be structurally sound and free of contaminants. All dust, dirt and debris shall be removed. The final step in cleaning shall be the removal of all residue with a vacuum cleaner. Place new concrete while the epoxy bond is still in tacky stage. An epoxy system with extended working time such as a system with a long pot life may be required to ensure that new concrete can be placed before bond coat loses tackiness.

751-3.8 BACKFILLING

A. After a turf structure has been completed, the area around it shall be filled with approved material, in horizontal layers not to exceed 8 inches in loose depth, and compacted to 95% maximum density at optimum moisture as determined by ASTM D 698. Each layer shall be deposited all around the structure to approximately the same elevation. The top of the fill shall meet the elevation shown on the plans or as directed by the COTR.

B. After an in-pavement structure has been completed the area around it shall be filled

with a material meeting the gradation and quality requirements of this specification. The material shall be placed in horizontal layers not to exceed 6 inches in loose depth, and compacted to 100% maximum density at optimum moisture as determined by ASTM D 698. Each layer shall be deposited all around the structure to approximately the same elevation. The top of the fill shall meet the elevation shown on the plans or as directed by the COTR.

C. Backfill shall not be placed against any structure until permission is given by the

COTR. In the case of concrete, such permission shall not be given until the concrete has been in place 7 days, or until tests made by the laboratory under supervision of the COTR establish that the concrete has attained sufficient strength to provide a factor of safety against damage or strain in withstanding any pressure created by the backfill or the methods used in placing it.

D. Backfill shall not be measured for direct payment. Performance of this work shall be



considered as a subsidiary obligation of the Contractor covered under the contract unit price for the structure involved.

751-3.9 CLEANING AND RESTORATION OF SITE

After the backfill is completed, the Contractor shall dispose of all surplus material, dirt, and rubbish from the site. Surplus dirt may be deposited in embankments, shoulders, or as ordered by the COTR. The Contractor shall restore all disturbed areas to their original condition. After all work is completed, the Contractor shall remove all tools and equipment, leaving the entire site free, clear, and in good condition.

751-3.10 CONTRACTOR QUALITY CONTROL

The Contractor shall provide quality control for inspection holes in accordance with the Contractors Quality Control Program. In addition, the Contractor supplied quality control shall consist of:

1. Material. Material testing shall be as specified herein, including the development

of all mix designs. 2. Compressive Strength Samples.

a. Each day's placement of concrete shall be considered a lot and there will be three (3) test samples per each of two (2) sublots. Each lot will consist of two (2) sublots and six (6) compressive strength samples. One sample of each sublot shall be tested at 7 days and two samples shall be tested at 28 days.

b. Sampling and Testing Requirements for backfill and porous backfill are covered in Item D-701, Pipe for Storm Drains.

3. Reports. A report of all preliminary test results and P.C.C. mix design shall be

made and given to the COTR prior to use of the materials. A report of all lot samples and compressive strength tests shall be made and given to the COTR within 48 hours of making the test.

METHOD OF MEASUREMENT 751-4.1 Inlets and Underdrain structures (cleanouts, reconstructed cleanouts, collection structures and

direct connections) shall be measured by the unit completed in accordance with the plans and the provisions of this item and accepted by the COTR. All graded aggregate material, including bedding and backfill material, associated with the construction of the structure shall not be paid for separately, but shall be included in the cost of the particular structure being constructed or adjusted. Excavation required for the construction of the drainage structure shall not be paid for separately, but shall be included in the cost of the particular structure being constructed or removed. All material excavated from the trenches, regardless of its nature, shall be included in the cost for each structure. No extra payment will be made for hand excavation and rock excavation. No additional payment will be made by the Authority



for rock excavation due to inaccurate determination of rock properties by the Contractor or inappropriate selection of excavation means and methods.

BASIS OF PAYMENT 751-5.1 The accepted quantities of inlets and underdrain structures (cleanouts, reconstructed

cleanouts, collection structures and direct connections) and manhole removals will be paid for at the contract unit price per each, complete and in place. These prices shall be full compensation for furnishing all materials and for all preparation, excavation and removal of all material regardless of its classification, dewatering, backfilling and placing of the materials; furnishing and installation of such specials and connections to pipes and other structures as may be required to complete the item as shown on the plans; and for all labor, equipment, tools and incidentals necessary to complete the structure. Payment will be made under: Item D-751-5.1 – Underdrain Cleanout per each Item D-751-5.2 – Underdrain Collection Structure per each Item D-751-5.3 – Underdrain Direct Connection per each Item D-751-5.4 – Inlet, 5’ x 6’ per each Item D-751-5.5 – Inlet Removal per each

TESTING AND MATERIAL REQUIREMENT

ASTM A 48 Specification for Gray Iron Castings ASTM A 536 Specification for Ductile Iron Castings ASTM A 615 Deformed and Plain Billet-Steel Bars For Concrete

Reinforcement ASTM C 144 Specification for Aggregate for Masonry Mortar ASTM C 150 Specification for Portland Cement ASTM C 206 Specification for Finishing Hydrated Lime ASTM D 698 Standard Test Methods for Laboratory Compaction

Characteristics of Soil Using Standard Effort ASTM D 1557 Standard Test Methods for Laboratory Compaction

Characteristics of Soil Using Modified Effort AASHTO T 26 Quality of Water to be Used in Concrete

END ITEM D-751


INSTALLATION OF UNDERGROUND CABLE FOR AIRPORTS L-108-1

ITEM L-108 - INSTALLATION FOR UNDERGROUND CABLE FOR AIRPORTS DESCRIPTION 108-1.1

This item shall consist of underground cable furnished and installed in accordance with this specification at the locations and in accordance with the design, dimensions, and details shown in the Drawings. This item shall include the installation of cable in duct or conduit as applicable, and the installation of ground wire and counterpoise with ground rods and connections as shown on the Drawings. It shall include splicing, cable marking, and testing of the installation and all incidentals necessary to place the cable in operating condition as a completed unit to the satisfaction of the Authority. This item shall not include the installation of the duct or conduit.

EQUIPMENT AND MATERIALS 108-2.1 GENERAL

A. Airport lighting equipment and materials covered by FAA specifications shall have the prior approval of the Federal Aviation Administration, Airports Service, Washington, DC 20691, and shall be listed in the latest edition of Advisory Circular 150/5345-53, Airport Lighting Equipment Certification Program.

B. All other equipment and materials covered by other referenced specifications shall be

subject to acceptance through manufacturer's certification of compliance with the applicable specification, when requested by the COTR.

C. Manufacturer's certifications shall not relieve the Contractor of his responsibility to

provide materials acceptable to these specifications and to the COTR. Materials supplied and/or installed that do not materially comply with these specifications shall be removed, when directed by the COTR, at the sole cost of the Contractor.

D. Before any electrical materials are ordered, the Contractor shall furnish the COTR a

list of the materials and equipment to be incorporated in the work. This list shall include the name of each item, the Federal Aviation Administration (FAA) specification number, the manufacturer's name, the manufacturer's catalogue number, and the size, type, and/or rating of each item. After the list has been approved by the COTR, and prior to installation, the Contractor shall assemble the equipment and materials at a single location on site and request inspection be performed by the COTR. None of the equipment or materials other than duct or conduit, may be used on the job until such an inspection has been completed.

108-2.2 CABLE

Underground cable for airfield lighting circuits shall conform to the requirements of Specification L-824, Underground Electrical Cables for Airport Lighting Circuits. The following types are covered in Specification L-824:

A. All airfield lighting primary series circuit cables shall be Type C (XLP) #6AWG,



conforming to FAA AC 150/5345-7D, Specification L-824 for 5,000-volt cable. B. Conductors to be used on circuits rated 600 volts and less shall be rated for 600 volts

and shall be thermoplastic wire conforming to Underwriters Standard 44 and be type XHHW-2.

C. All cable for airport lighting service shall be stranded: 5,000 volt shall be either 7 or

19 strand. 108-2.4 CABLE CONNECTIONS

All cable splices shall be performed by a qualified and licensed electrician experienced with series circuit wiring. All splicing methods and material shall be of a type recommended by the manufacturer of the splicing material for the particular type of cable being spliced, and shall be approved by the COTR prior to installation. All cable splice envelopes shall meet the requirements listed below. In-line connections of underground cables shall be of the type shown on the Drawings and shall be one of the types listed below:

A. The Field Attached Plug-In Splice. Figure 3 of Specification for L-823 (AC

150/5345-26) Plug and Receptacle Cable Connectors, employing connector kits, is approved for field attachment to single conductor cable as manufactured by Amerace Corp., Elastimold Division, or approved equal. It shall be the Contractor's responsibility to determine the outside diameter of the cable to be spliced and to furnish appropriately sized connector kits and/or adapters. This is especially critical in splicing new cables to existing, where the outside diameter of the two cables may differ.

B. Preformed Splice Connectors. Preformed connectors may be used for cables and

wire other than series lighting circuits. Preformed connectors shall be UL listed, and of a type recommended by the manufacturer of the splicing material for the particular type of cable being spliced, as approved by the COTR prior to installation.

C. The Taped Splice: Taped splices, employing field-applied rubber or synthetic rubber

tape covered with plastic tape is approved for power cable other than series lighting circuits. The rubber shall meet the requirements of Military Specification MIL-I-3825, and the plastic tape shall comply with MIL-I-7798 or Federal Specification HH-I-595. In all the above cases, connections of cable conductors shall be made using crimp connections utilizing a crimping tool designed to make a complete crimp before the tool can be removed. A minimum of three (3) crimps shall be used for end-applied connectors on series cable wiring


The contractor shall install the specified cable at the locations indicated on the Drawings. Deviations from these locations shall be approved by the COTR prior to installation.

New cable required for this project is shown on the Drawings. The Contractor shall field-verify the existing conditions with the information provided in the Drawings prior to beginning the work. The Contractor shall identify and mark the cable to distinguish between



the cable to be removed and the cable to remain in place. Cable splices and connections will only be permitted at manholes, pull boxes, transformer housings and light bases, unless otherwise indicated on the Drawings. No cable splices will be permitted in conduits or ducts. The Contractor shall be responsible for providing cable in continuous lengths for home runs or other long cable runs without connections or splices, in accordance with allowable cable pulling tension, unless otherwise authorized in writing by the COTR.

108-3.2 PHASING AND INTERRUPTIONS.

A. The sequences of the installation of new cables shall be in accordance with the sequences of the installation detailed under Section L-125 of the specification, "Installation of Airport Lighting Systems," and the phasing of work as shown on the Drawings.

B. Authority power and control cables shall be kept in operation at all times during

construction and may only be out of service for a single 6-hour period for disconnecting and transferring the service, as required for the new construction. This 6-hour shutdown period and the splicing of cables for existing power and control cables shall be fully coordinated with the Airports Authority. The Contractor shall give the COTR written notice of the exact shutdown time at least 96 hours before the shutdown is to occur.

C. Airfield power and control cables shall be kept in service to maintain runway and

taxiway lighting as required for airfield operations unless shutdown is authorized by the COTR. Temporary cable may be run to maintain circuits to keep lighting operational. Temporary cable may be buried in the ground a minimum of 6-inches when run in unpaved areas and shall be Direct Bury type cable. Temporary cable shall be run in steel conduit when above ground and shall be secured in place so as not to be displaced by the airfield and construction operations. As a minimum, the temporary conduit shall be secured in place using brackets spaced at maximum 10-foot intervals in paved areas (not acceptable in newly paved or surface treated areas), or at smaller spacing if indicated on the drawings, as approved by the COTR.

The use of temporary cable must be approved by the COTR prior to installation and shall be promptly removed when the permanent construction is able to be used.

108-3.3 INSTALLATION IN DUCT OR CONDUIT

This item includes the installation of cable in duct or conduit as described below. The maximum number and voltage ratings of cables installed in each single duct or conduit, and the current-carrying capacity of each cable shall be in accordance with the latest National Electric Code and the code of the local agency having jurisdiction.

Installation of duct or conduit is in accordance with Item L-110, "Installation of Airport Underground Electrical Duct." The Contractor shall mandrel duct to make sure that the ducts, both new and existing, are open, continuous, and clear of debris before installing cable. The cable shall be installed in a manner to prevent harmful stretching of the conductor, injury to the insulation, or damage to the outer protective covering. The ends of all cables shall be sealed with moisture-seal tape before pulling into the conduit, and it shall be left sealed until



connections are made. Where more than one cable is to be installed in a duct under the same contract, all cable shall be pulled in the duct at the same time. The pulling of a cable through ducts or conduits may be accomplished by hand winch or power winch with the use of cable grips or pulling eyes. Pulling tensions shall be governed by recommended standard practices for straight pulls or bends. For long cable pulls, such as between manholes and handholes, as determined by the COTR, a dynamometer shall be used for cable pulls, with 2-way communication between sending and receiving ends. A lubricant recommended for the type of cable being installed shall be used. Cable shall not bear on the end of the conduit or on any portion of the light base during the pulling operation. A slack loop of not less than 3 feet of cable shall be left in each light base, junction can, pull box, and manhole/handhole. For each pull box or structure deeper than 24" provide a slack loop more than 4 feet. The cable shall be secured near the cover for access to the splice. All work performed on the cables will be done outside of the pull box and sufficient length shall be provided to accomplish this work. Duct or conduit markers temporarily removed for excavations shall be replaced as required.

If an existing duct section is found to be unusable, attempts shall be made to clear and clean the duct for use. Methods such as routing or blowing compressed air through the duct or other methods nondestructive to the duct may be used at Contractor's discretion. If the duct section needs to be replaced, replacement shall be made in accordance with the applicable item under L-110 and as shown on the Drawings. Clearing and cleaning of existing duct to be reused shall be included with the applicable item under L-108 for cable installation. Home run cables shall not be pulled continuously for distances greater than five hundred feet (500') of a continuous cable and coil. Pull the cable through the first segment and coil the cable required for the next segment at the location. Secondly, pull the five hundred foot (500') section of cable through the next five hundred feet (500') segment of system. Then pull five hundred feet (500') more of cable at the first location and coil and repeat second step. These steps will be repeated until cable is in place continuously in system without splices or connections unless otherwise authorized in writing by the COTR or as indicated on the Drawings.

Where ducts are in tiers, use the lowest ducts to receive the cable first, with spare ducts left in the upper levels. Check duct routes prior to construction to obtain assurance that the shortest routes are selected and interferences are avoided.

108-3.4 GROUNDING AND COUNTERPOISE

Counterpoise shall be installed above all conduit and duct bank for series lighting circuits outside of full strength pavements. Existing ground wires in runway and taxiway lighting circuits being modified shall not be continued in conduit through reconstructed portions. Connections to ground rods shall be made by exothermic welds unless otherwise approved by the COTR.

The policy for counterpoise and ground wire for airfield lighting circuits for this project shall be as follows:

A. No ground wire shall be installed in conduit with 5kV series circuit cables.

B. No counterpoise shall be installed above conduit for series circuits in full strength

pavement.



C. Outside of full strength pavement areas, counterpoise #6 AWG bare copper shall be

installed above all new underground conduit and duct bank intended for series lighting circuits. Counterpoise shall not connect to light bases or grounding provisions in manholes and handholes, but shall be routed around such items.

D. Counterpoise shall be terminated by connecting by exothermic welding to a ¾” x 10’

long copper-clad ground rod at the end of the conduit or duct bank segment, outside of full strength pavement.

108-3.5 CABLE IDENTIFICATION

The lighting circuits and home run cables shall be marked and identified at all accessible points. Locations where this is necessary include the terminals in the vaults, manholes, handholes, entrances into ducts and connection to all light fixtures. Cable ties shall be fungus inert, self extinguishing, one piece, self locking nylon cable ties, 0.18-in. minimum width, 50-lb. minimum tensile strength, and suitable for a temperature range from minus 50oF to 350oF. Cable markers shall be “EZ Tag” as manufactured by Almetek Industries Inc. Tags shall consist of E2-H9E (horizontal) or E2-V9E (vertical) numerals or letters placed in a tag holder as required. Tags and holder shall be manufactured from black U.V. polyethylene, Size 1-5/8" wide x any length (3 to 6 inches - TH-35P to TH-65P as required). Tag holder shall be black and numerals and letters shall be black on yellow background. Numerals and letters shall be oriented either horizontally or vertically depending on orientation of cable. The Contractor shall wrap the ends of cables in light bases as directed by the COTR. A detectable magnetic 6-inch wide tape shall be installed 12 inches below finished grade above all portions of duct banks. The tape shall be red with the following “CAUTION ELECTRICAL LINE BURIED BELOW”.

108-3.6 HOME RUNS

Both cables at the field end of all home runs shall terminate in a transformer housing or light base using L-823 connectors before continuing to the next lighting fixture.

108-3.7 VISUAL EXAMINATION

Visual inspections shall be made frequently during installation, at completion of installation, and before energizing the circuits. A careful visual inspection will reveal defects that can be corrected prior to acceptance tests and energization. Serious damage may occur if defects are subjected to electrical tests or energization. Visual inspections shall include inspection appraisal of:

A. Correctness of external connections B. Good work performance C. Cleanliness D. Safety hazards E. Specific requirements listed herein for individual items. All equipment and

materials, while manufactured under specifications and passing strict factory tests



prior to shipment, shall be inspected for shipping damage immediately upon receipt. F. Visual inspection must be made by the COTR prior to covering buried facilities.

108-3.7.1 CABLE AND CABLE CONNECTOR INSPECTION

Visual inspection of cable and connectors during installation shall be performed to determine the following:

A. The mating surfaces of molded connectors are clean and dry when plugged together.

If clean and dry inside, these high voltage connectors with taping form a connection equal to, or superior to, a conventional high voltage splice. Conversely, if they are wet or dirty inside, no amount of taping can produce a satisfactory connection. The joint where the connectors come together shall be wrapped with at least one layer of rubber or synthetic rubber tape and one layer of plastic tape, one-half lapped, extending at least 1-1/2 inches on each side of the joint, after heat shrink is applied, as shown on the Drawings. Heat shrink shall not be used unless approved by COTR. Cleanliness of mating surfaces can best be insured by keeping the factory-installed caps in place until the final connection is made. The mating surfaces of uncapped connectors should not be laid down or touched. If it is necessary to break a connection, the connectors should be immediately capped.

B. The connectors are completely plugged together. After initial plugging, trapped air

pressure may partially disengage the plug and receptacle. If this happens, wait a few seconds and push them together again.

C. The cables must not be cut by shovels, kinked, crushed by vehicle wheels, bruised by

rocks, or damaged in any way during handling and installation. D. All other requirements of the installation detailed on the Drawings must be

accomplished. E. The cables must not be bent sharply where they enter (or leave) a conduit.

108-3.8 ELECTRICAL TESTS ON CABLE

Cables installed in conduit shall be tested before and after installation in conduit. All circuits impacted by this project shall have the insulation resistance tested prior to and after work has been performed on the circuit. Prior to connecting new segments to existing segments, test insulation resistance of new segments. Testing shall be done in the presence of the COTR or COTR designated representative. Provide test results to the COTR within 48 hours of completion of tests. Insulation resistance measurements shall be equal to or better than the existing installation for acceptance.

The Contractor shall furnish all necessary equipment and appliances for testing the underground cable circuits after installation. All tests shall be made by a NETA accredited organization. The Contractor shall test and demonstrate to the satisfaction of the COTR the following:

A. That all lighting, power and control circuits are continuous and free from short

circuits.



B. That all circuits are free from unspecified grounds. C. That insulation resistance to ground of all non-grounded series circuits is not less

than fifty (50) megohms at 2500 volts DC (using crank type Megger). D. That all circuits are properly connected in accordance with applicable wiring

diagrams. E. All circuits are operable. Tests shall be conducted that include operating each control

not less than ten times and the continuous operation of each lighting and power circuit for not less than three (3) hours.

F. That resistance to ground of any counterpoise system or ground rod system does not

exceed twenty-five (25) ohms per ground rod and/or ten (10) ohms on the entire ground system. If longer lengths are needed to meet this requirement, as approved by the COTR, they shall be at the Contractor's expense.

METHOD OF MEASUREMENT 108-4.1 The footage of cable installed in trench, duct, or conduit to be paid for shall be the number of

linear feet of cable of each size or type, installed, and measured in place, completed, ready for operation, and accepted as satisfactory. Separate measurement shall be made for each cable, multiple conductor/cables, counterpoise, or ground wire installed in trench, duct or conduit.

Measurement shall be the center-to-center horizontal distance between adjacent light bases, handholes, manholes, vaults or signs. The cable length associated with cutting, grade change, specified slack, etc. shall not be measured for payment. Costs associated with those elements shall be included in the unit price of the appropriate item.

BASIS OF PAYMENT 108-5.1 Payment will be made at the Contract unit price per linear foot for installing cable of the sizes

and types specified where required, constructed or installed, and accepted by the COTR. This price shall be full compensation for furnishing all materials, including lengths as measured on drawing and required slack lengths, for all preparation and installation of these materials, connections including exothermic welding where required, and for all labor, equipment, tools, and incidentals necessary to complete this item. This price shall not include the price for duct and trenching. Those items shall be included under Item L-110.

Where cable is installed in existing duct or conduit, the duct or conduit shall be cleaned as required to provide a clear path for the installation. Cleaning of existing conduit shall be incidental to the installation of the cable, and no separate payment will be made for this work.


Item L-108-5.1 - Underground Cable, 1-1/C #6 AWG, 5 KV, L-824C, in duct/ conduit -- per linear foot.

Item L-108-5.2 – Underground Cable, 2-1/C #6 AWG, 5 KV, L-824C, in duct/ conduit -- per

linear foot.



Item L-108-5.3 - Counterpoise Cable, 1-1/C #6 AWG Bare Solid Copper, above duct/conduit – per linear foot.

FEDERAL SPECIFICATIONS REFERENCED IN ITEM L-108

Number Title J-C-30 Cable and Wire, Electrical (Power, Fixed Installation)

FAA SPECIFICATIONS REFERENCED IN ITEM L-108

Number Title AC 150/5345-53 Airport Lighting Equipment Certification Program (Current

Edition) AC 150/5345-7 Specification for L-824 Underground Electrical Cables for

Airport Lighting Circuits (Current Edition) AC 150/5345-26 Specification for L-823 Plug and Receptacle Cable Connectors

(Current Edition)

ASTM SPECIFICATIONS REFERENCED IN ITEM L-108

Number Title B-3 Soft or Annealed Copper Wire B-8 Concentric-Lay-Stranded Copper Conductor, Hard, Medium-Hard or

Soft END OF ITEM L-108


INSTALLATION OF AIRPORT UNDERGROUND ELECTRICAL DUCT L-110-1

ITEM L-110 INSTALLATION OF AIRPORT UNDERGROUND ELECTRICAL DUCT DESCRIPTION 110-1.1 This item shall consist of underground electrical ducts installed in accordance with the

specification at the locations and in accordance with the dimensions, designs, and details shown in the Drawings. This item shall include the installation of all underground electrical ducts, underground conduits. It shall also include all trenching, backfilling, removal, and restoration; concrete encasement, mandreling, installation of nylon pull ropes and duct markers, and capping ducts; ground rods for airport lighting systems; and the testing of the installation as a completed duct system ready for installation of cables, to the satisfaction of the COTR.

EQUIPMENT AND MATERIALS 110-2.1 GENERAL

All equipment and materials covered by referenced specifications shall be subject to acceptance through manufacturer's certification of compliance with the applicable specification when so requested by the COTR. For those items furnished by the airport for contractor installation, contractor shall verify item characteristics and condition as consistent with the requirements of the contract documents.

110-2.2 CONCRETE

Plain and reinforced concrete shall conform to Item P-610, Structural Portland Cement Concrete.

110.2.3 PLASTIC CONDUIT

Plastic conduit and fittings shall conform to the requirements of Federal Specification W-C-1094 and Underwriters' Laboratories (UL) UL 651, and shall be PVC Schedule 40 or PVC Schedule 80.

110-2.4 STEEL CONDUIT

A. Rigid steel conduit and fittings shall conform to the requirements of Underwriters Laboratories Standard 6, 514 and 1242.

B. Flexible galvanized conduit shall be UL approved, single strip, liquid tight.


The Contractor shall install underground ducts at the locations indicated on the Drawings. Deviations from these locations shall be approved by the COTR prior to installation. Ducts shall be of the size, material, and type indicated on the Drawings or in these specifications. Where no size is indicated the ducts shall be not less than 3 inches inside diameter. All duct lines shall be laid so as to grade toward manholes or handholes and duct ends for drainage,



unless conditions require otherwise as approved by the COTR. Grades shall be at least 3 inches per 100 feet. On runs where it is not practical to maintain the grade all one way, the duct lines shall be graded from the center in both directions toward manholes, handholes or duct ends. Pockets or traps where moisture may accumulate shall be avoided. All ducts installed shall be provided with a 1/8-inch minimum diameter nylon dragline for pulling the permanent wiring. Sufficient length shall be left in manholes or handholes to bend the drag line back and permit the line to be tied off to a fitting inside the manhole or handhole to prevent it from slipping back into the duct. Where spare ducts are installed, as indicated on the Drawings, the open ends shall be plugged with removable tapered plugs, designed by the duct manufacturer, or with hardwood plugs conforming accurately to the shape of the duct, having the larger end of the plug at least 1/4 inch greater in diameter than the duct. Draglines shall be kept in place for all spare ducts. All ducts shall be securely fastened in place during construction and progress of the work shall be plugged to prevent seepage of grout, water, or dirt. Any duct section having a defective joint shall not be installed.

All ducts installed under taxiways, taxiway shoulders, and other paved and non-paved areas shall be encased in concrete as shown on the Drawings, unless a directional drill or other method is indicated. Ducts to be installed in paved areas shall be installed prior to the final paving operation. At no time shall finished paving be sawcut for the installation of ducts. All saw cutting and installation of ducts shall be performed prior to or immediately after any cold milling operation in cold mill and fill areas. Trenches for ducts may be excavated manually or with mechanical trenching equipment. Walls of trenches shall be essentially vertical so that a minimum of shoulder surface is disturbed. Blades or road patrols or graders shall not be used to excavate the trench. The Contractor shall ascertain the type of soil or rock to be excavated before submitting a proposal. All excavation shall be unclassified. If during trenching for ducts soft yielding soil material is encountered the Contractor shall immediately notify the COTR who will determine the disposition of such material and/or modifications to the installations. Where duct are stubbed out and capped, provide backfill with minimum 1-foot of sand on all sides at capped end.

110-3.2 CONDUIT AND DUCT BANK REMOVAL AND ABANDONMENT

See Section L-130 “Electrical Removals” for conduit and duct bank removal and abandonment, and as indicated on drawings.

110-3.3 DUCTS ENCASED IN CONCRETE

All ducts shall be encased in concrete. Concrete-encased ducts shall be installed so that the top of the concrete envelope is not less than 24 inches below finished grade where installed under runways, taxiways, or aprons, not less than 24 inches below finished grade where installed in paved shoulders or unpaved areas, or as indicated on drawings. Ducts under paved areas shall extend at least 5 feet beyond the edges of the pavement or 5 feet beyond any underdrains which may be installed alongside the paved area. All ducts for concrete



encasements shall be placed on a layer of concrete not less than 3 inches thick prior to its initial set. Where two or more ducts are encased in concrete, the Contractor shall space them not less than 2 inches apart (measured from outside wall to outside wall) using spacers applicable to the type of duct. As the duct laying progresses, concrete not less than 3 inches thick shall be placed around the sides and top of the duct bank. End bells or couplings and conduit shall be installed flush with the concrete encasement where required. Marking tape indicating "Electrical Cable Buried Below" shall be installed 12 inches above conduit run. The tape shall be plastic, 6 inches wide, and magnetically detectable to a depth of 3 feet.

110-3.4 CONNECTION TO EXISTING DUCTS New ducts shall be connected to existing or new ducts when possible. At locations where

new ducts will be connected to existing ducts only pre-approved couplings shall be used. Each existing duct to be joined shall be uncovered and the concrete encasement removed (if encased) so that the correct coupling can be identified and the exact bends, sweeps and lengths of duct can be determined. The joining of new duct to existing duct shall be accomplished in such a manner that the finished installation is at least equal to a new duct installation. The ends of existing ducts shall be cut smooth in preparation for joining, and any duct found to be damaged shall be removed and replaced with new duct.

110-3.5 DUCT MARKERS

The location of the ends of all ducts or major change in duct direction shall be marked by a concrete slab marker 2 feet square and 4 inches thick extending approximately 1/2-inch above the surface. The markers shall be located above the ends of all ducts or duct banks, except where ducts terminate in a handhole, manhole, light fixture base or building, and where alignment changes by more than 10 degrees. Spacing of duct markers shall not exceed 200 ft. along uninterrupted ducts except when located in the full strength (not shoulders) pavement for runways, taxiways and aprons or holding pads, where no duct markers shall be located. Duct markers in shoulders shall be located 10 feet from the edge of full strength pavement. Duct markers are incidental to conduit installation, with no separate payment. The Contractor shall inscribe each marker slab in accordance with the Drawings and the approved schedule for marking submitted to the COTR.

110-3.6 BACKFILLING

After the ducts in non-paved areas have been properly installed and the bedding material placed or the concrete has had time to set, the trench shall be backfilled in 8-inch lifts with excavated material not larger than 2-inches in diameter and thoroughly tamped and compacted to a minimum of 95% maximum density, ASTM D1557. If necessary to obtain the desired compaction, the backfill material shall be moistened or aerated, as required. For paved areas, backfill duct as shown on the drawings. Trenches shall not be excessively wet and shall not contain pools of water during backfilling operations. The trench shall be completely backfilled and tamped level with the adjacent surface. Any excess excavated material shall become the Contractor's property and shall be removed



and dispose of off airport property. 110-3.8 RESTORATION

All areas disturbed by the trenching, storing of dirt, cable laying, pad construction and other work shall be restored to its original condition. The Contractor shall be held responsible for maintaining all disturbed surfaces and replacements until final acceptance.

METHOD OF MEASUREMENT 110-4.1 The quantity of underground duct or duct bank to be paid for under this item shall be the

number of linear feet of duct or duct bank installed, measured in place, completed, and accepted. Separate measurement shall be made for the various types and sizes.

110-4.2 The quantity to be paid for connection of new conduit to conduit or duct/duct bank shall be

per each connection, completed and accepted. BASIS OF PAYMENT 110-5.1 Payment will be made at the contract unit price for each type and size of single-way or multi-

way duct. This price shall be full compensation for furnishing all materials and for all saw-cutting excavation and ground rods, trenching, concrete or sand bedding, backfilling, duct markers (including replacement of existing duct markers within the construction limits), surface restoration (pavement or gravel restoration) if required, and preparation, assembly and installation of those materials and for all labor, equipment, tools and incidentals necessary to complete this item.

The price for connecting new conduit to existing conduit, or new duct bank to existing duct bank, shall include all work associated with connecting to the existing conduit or duct/duct bank, as shown on the drawings.


Item L-110-5.1 2-inch Schedule 40 PVC Conduit, concrete encased - per linear foot. Item L-110-5.2 Connect new conduit/duct to existing conduit/duct, any size - per each.

Item L-110-5.3 2-way 4-inch Schedule 40 PVC Conduit, concrete encased – per linear

foot. Item L-110-5.4 6-way 4-inch Schedule 40 PVC Conduit, concrete encased – per linear

foot.

END OF ITEM L-110


HORIZONTAL DIRECTIONAL DRILLING L-110

ITEM L-112 HORIZONTAL DIRECTIONAL DRILLING DESCRIPTION 112-1.1

This item shall consist of basic requirements for the installation of underground conduit using the horizontal directional drilling (HDD) method of installation. This method of construction is also commonly referred to as directional boring or guided horizontal boring.


The requirements set forth in this section specify a wide range of procedural precautions necessary to insure that the very basic, essential aspects of a proper directional bore installation are adequately controlled. Strict adherence shall be required under specifically covered conditions outlined in this specification. Adherence to the specifications contained herein, or the Engineer's approval of any aspect of any directional bore operation covered by this specification, shall in no way relieve the Contractor of their ultimate responsibility for the satisfactory completion of the work authorized under the Contract.

112-1.3 SUBMITTALS

Prior to beginning work, the Contractor shall submit to the Engineer a comprehensive work plan outlining the equipment, manpower, procedures and schedule to be used for HDD operations. The plan will also specifically deal with the method of access through the pavement and restoration of the launching and receiving pits. The contract documents reflect one acceptable method of completing the restoration but the Engineer is willing to evaluate alternate proposals. This plan must be approved in whole prior to beginning operations in the field relative to horizontal directional drilling.

The Contractor shall submit specifications on HDD equipment and resumes of the superintendent and operators to be used to ensure that the equipment and manpower will be adequate to complete the project.

The Contractor shall submit specifications on all materials (conduit, fluid, etc.) to be used in HDD operations.


The directional drilling equipment shall consist of a directional drilling rig of sufficient capacity to perform the bore and pull back the pipe, a drilling fluid mixing & delivery system of sufficient capacity to successfully complete the crossing, a guidance system to accurately guide boring operations and trained and competent personnel to operate the system. All equipment shall be in good, safe operating condition with sufficient supplies, materials and spare parts on hand to maintain the system in good working order for the duration of this project.

112-2.2 DRILLING SYSTEM

The drilling system is further described below as:



A. The directional drilling machine shall consist of a hydraulically powered system that

develops 24,000 pounds of pullback capability and 4,000-foot pounds spindle torque. The hydraulically powered system shall rotate, push and pull hollow drill pipe into the ground at a variable angle while delivering a pressurized fluid mixture to a guidable drill (bore) head. The machine shall be anchored to the ground to withstand the pulling, pushing and rotating pressure required to complete the crossing. The hydraulic power system shall be self-contained with sufficient pressure and volume to power drilling operations. The hydraulic system shall be free of leaks. The rig shall have a system to monitor and record maximum pull-back pressure during pull-back operations. The rig shall be grounded during drilling and pull-back operations.

B. The drill head shall be steerable by changing its rotation and shall provide the necessary

cutting surfaces and drilling fluid jets.

C. Mud motors shall be of adequate power to turn the required drilling tools.

D. Drill pipe shall be constructed of high quality 4130 seamless tubing, grade D or better, with threaded box and pins. Tool joints should be hardened to 32-36 RC.

E. The use of high-pressure liquids or large liquid volume boring or drilling is not permitted.

112-2.3 DRILLING GUIDANCE SYSTEM

The guidance system shall be of a proven type and shall be set up and operated by personnel trained and experienced with this system. The operator shall be aware of any magnetic anomalies and shall consider such influences in the operation of the guidance system if using a magnetic system.

112-2.4 DRILLING FLUID (MUD) SYSTEM

A self-contained, closed, drilling fluid mixing system shall be of sufficient size to mix and deliver drilling fluid composed of bentonite clay, potable water and appropriate additives. Mixing system shall be able to molecularly shear individual bentonite particles from the dry powder to avoid clumping and ensure thorough mixing. Mixing system shall continually agitate the drilling fluid during drilling operations.

Drilling fluid shall be composed of clean water and an appropriate additive. Water shall be from a clean source with a pH of 8.5 to 10. Water of a lower pH or with excessive calcium shall be treated with the appropriate amount of sodium carbonate or equal. The water and additives shall be mixed thoroughly and be absent of any clumps or clods. No hazardous additives may be used. Drilling fluid shall be maintained at a viscosity sufficient to suspend cuttings and maintain the integrity of bore wall.

The mud pumping system shall have sufficient capacity and be capable of delivering the drilling fluid at a constant minimum pressure needed to accomplish the work. The delivery system shall have filters in-line to prevent solids from being pumped into the drill pipe. Connections between the pump and drill pipe shall be relatively leak-free. Used drilling fluid and drilling fluid spilled during drilling operations shall be contained and properly disposed of. A berm, minimum of 12" high, shall be maintained around drill rigs, drilling fluid mixing system, entry and exit pits and drilling fluid recycling system (if used) to prevent spills into the surrounding environment.



Pumps and or vacuum truck(s) of sufficient size shall be in place to convey excess drilling fluid from containment areas to storage facilities.

112-2.5 PIPE ROLLERS

Pipe rollers, if required, shall be of sufficient size to fully support the weight of the pipe while being hydro-tested and during pull-back operations. Sufficient number of rollers shall be used to prevent excess sagging of pipe.

Hydraulic or pneumatic pipe rammers may only be used if necessary and with the approval of the Engineer.

112-2.6 OTHER DEVICES

Other devices or utility placement systems for providing horizontal thrust other than those defined in the preceding sections shall not be used unless approved by the Engineer prior to commencement of the work. Consideration for approval will be made on an individual basis for each specified location. The proposed device or system will be evaluated prior to approval or rejection on its potential ability to complete the utility placement satisfactorily without undue stoppage and to maintain line and grade within the tolerances prescribed by the particular conditions of the project.

112-2.7 CONDUIT.

Conduit installed through the HDD methods described herein shall be High Density Polyethylene (HDPE) SDR 11 pipe. All connections shall conform with manufacturer's recommendations.

CONSTRUCTION METHODS 112-3.1 GENERAL.

Prior to any excavation occurring, the Contractor shall insure that the dig permit process, as outlined in the Section 01850, has been occurred and the operator of the equipment has the dig permit available for inspection by authorized personnel. The Engineer must be notified 48 hours in advance of starting HDD work. The directional bore shall not begin until the Engineer is present at the job site and agrees that proper preparations for the operation have been made. The Engineer's approval for beginning the installation shall in no way relieve the Contractor of the ultimate responsibility for the satisfactory completion of the work as authorized under the Contract.

All HDD work performed shall be in accordance with laws, permits, requirements and regulations of the authority having jurisdiction of the Rights-of-Way.

Adequate barricades shall be erected to limit access to the HDD machine to operating personnel only.

Under no circumstances will the Contractor be allowed to cut or disturb pavement or excavate within the relative limits of the runway or taxiway surfaces to retrieve any lost boring apparatuses.



Drilling operations on the surface shall be no less than ten feet (10') from the edge of a runway or taxiway, or as required by the drawings and permits, unless approved by the Engineer.

112-3.2 PERSONNEL REQUIREMENTS

All personnel shall be fully trained in their respective duties as part of the directional drilling crew and in safety.

112-3.3 DRILLING PROCEDURE

Prior to any alterations to the work site, the Contractor shall photograph or video tape the entire work area, including entry and exit points. One copy of which shall be given to the Engineer and one copy to remain with the Contractor for a period of one year following the completion of the project.

The entire drill path shall be accurately surveyed with entry and exit stakes placed in the appropriate locations within the areas indicated on drawings. If the Contractor is using a magnetic guidance system, the drill path will be surveyed for any surface geo-magnetic variations or anomalies.

Environmental protection (in accordance with local ordinances) necessary to contain any hydraulic or drilling fluid spills shall be put in place, including berm, liners, turbidity curtains and other measures. The Contractor shall adhere to all applicable environmental regulations. Fuel or oil may not be stored in bulk containers within 200' of any water-body, wetlands, or storm drainage inlet.

The Contractor shall calibrate the HDD head locator at the start of the day and at each new HDD operation. A daily calibration log shall be kept for the Engineer's review.

The HDD operator shall have full control of the direction of the drilling tool at all times. Shallow, misdirected or other unsuccessful bores shall be abandoned and filled at the direction of the Engineer at the expense of the Contractor,

The initial bore angle shall be such that the resultant conduit path yields a positive drainage path to prevent the accumulation of water and debris.

A pilot hole shall be drilled on the bore path with no deviations greater than 5% of depth over a length of 100 feet. In the event that the pilot hole does deviate from the bore path more than 5% of depth in 100 feet, the Contractor will notify the Engineer and the Engineer may require the Contractor to pull back and re-drill from the location along the bore path before the deviation.

In the event that a drilling fluid fracture, inadvertent returns or returns loss occurs during pilot hole drilling operations, the Contractor shall cease drilling, wait at least 30 minutes, inject a quantity of drilling fluid with a viscosity exceeding 120 seconds as measured by a March funnel and then wait another 30 minutes. If mud fracture or returns loss continues, the Contractor will cease operations and notify the Engineer. The Engineer and Contractor will discuss additional options and work will then proceed accordingly.

Upon successful completion of the pilot hole, the Contractor will ream the bore hole to a minimum of 25% greater than the outside diameter of conduit using the appropriate tools. The Contractor will not attempt to ream at one time more than the drilling equipment and mud system are designed to safely handle.



After successfully reaming the bore hole to the required diameter, the Contractor will pull the conduit through the bore hole. In front of the casing pipe will be a swiveling mandrel. Once pull-back operations have commenced, operations must continue without interruption until the casing pipe is completely pulled into the bore hole. During pull-back operations the Contractor will not apply more than the maximum safe pipe pull pressure at any time.

Standard power cable warning tape shall be pulled back on top of the casing pipe.

In the event that the conduit pipe becomes stuck during pull-back, the Contractor will cease pulling operations to allow any potential hydro-lock to subside and will commence pulling operations. If the pipe remains stuck, the Contractor will notify the Engineer. The Engineer and the Contractor will discuss options and then work will proceed accordingly.

At all bore pits and HDD entrances and exits to the surface, a backhoe or equivalent shall be used to gradually return the bore depth to the ditch prescribed depth.

All bore pits and HDD entrances and exits to the surface, shall be back filled and compacted in accordance with the provisions of Item P-152. Backfill shall be consistent with backfill used for trench backfill. Surfaces shall be restored to original or better condition and to the satisfaction of the Engineer and the governing authority.

112-3.4 SITE RESTORATION

Following drilling operations, the Contractor will demobilize equipment and restore the work-site to its original condition. All excavations will be backfilled and compacted to 95% of original density. Pavement surface finish shall be reinstalled consistent with the surrounding existing conditions as part of any pavement repairs or replacement. Landscaping will be restored to original condition.

112-3.5 RECORD KEEPING

The Contractor shall maintain a daily project log of drilling operations and a guidance system log with a copy given to the Engineer at the completion of the project. As-built drawings shall be certified as to accuracy by the Contractor.

METHOD OF MEASUREMENT 112-4.1 MEASUREMENT

Measurement for horizontal directional drilling shall be per linear foot drilled, conduit installed, completed and accepted by the Engineer. Two parallel ducts shall be measured as two independent lengths of drilling, per linear foot.

METHOD OF PAYMENT 112-5.1 PAYMENT.

Payment for horizontal directional drilling shall be made at the unit cost bid per linear foot drilled, conduit installed, completed and accepted by the Engineer.



Payment shall be made under:

Item L-112-5.1 Horizontal Directional Drilling, 4 inch – per linear foot END OF ITEM L-112


INSTALLATION OF AIRPORT LIGHTING SYSTEM L-125-1

ITEM L-125 - INSTALLATION OF AIRPORT LIGHTING SYSTEM DESCRIPTION 125-1.1 This item shall include the installation of airfield lighting furnished and installed in

accordance with this specification, the referenced specifications, the applicable Federal Aviation Administration (FAA) Advisory Circular, and the details shown on the Drawings. This item shall include the installation of new in-pavement taxiway centerline and in-pavement Runway Guard Lights (IRGL) fixtures on load bearing light bases, the installation of load-bearing light bases for future installation of Runway Status Lights (RWSL) or taxiway centerline lights, installation of elevated Runway Guard Lights (RGL) and removal of existing taxiway centerline lights. Included are temporary electrical work and electrical removals, with all incidentals necessary to install the airfield lighting in operating condition, including testing, to the satisfaction of the COTR.

All materials and equipment for installation shall be furnished by the Contractor, with the exception of existing items to be reused, as required by drawings or specifications. This item does not include the installation of underground cable or underground electrical duct. These items are covered in Items L-108 and L-110, respectively.

SUBMITTALS 125-2.1 GENERAL

Before any electrical materials are ordered, the Contractor shall furnish the COTR a list of the materials and equipment to be incorporated in the work. This list shall include the name of each item, the Federal Aviation Administration specification number, the manufacturer's name, the manufacturer's catalog number, and the size, type and/or rating of each item, catalog cuts, test data, outline drawings, nameplate drawings, wiring diagrams, and schematic diagrams. After the list has been approved by the COTR and prior to installation, the Contractor shall assemble the equipment and materials at a single location, on-site, and request inspection by the COTR. None of the equipment or materials, other than duct or conduit, may be used until such an inspection has been completed. In the case that more than one manufacturer is proposed for a single item, the COTR will select the specific item he feels best fulfills the requirements of the specification, and it shall be the responsibility of the Contractor to furnish that item and none other. All test results from required tests shall be submitted to the COTR for review and approval. For those items furnished by the airport for Contractor installation, Contractor shall verify item characteristics and condition as consistent with the requirements of the contract documents.

125-2.2 APPROVAL



Airport lighting equipment and materials covered by FAA specifications shall have prior approval of the Federal Aviation Administration, Airport Service, Washington, DC 20591, and shall be listed in the current edition of FAA Advisory Circular AC 150/5345-53, Airport Lighting Equipment Certification Program. All other equipment and materials covered by other referenced specifications shall be subject to acceptance through manufacturer's certification of compliance with the applicable specification, when required by the COTR. The Contractor shall verify that equipment to be reused or modified to be reused complies with applicable standards and is in good condition.

The following documents, of the issue in effect on the date of application for qualification, are applicable to the extent specified: Item Specification Circular Advisory In-Pavement Taxiway Centerline L-852C or D AC 150/5345-46 Lights In-Pavement Runway Guard L-852G AC 150/5345-46 Lights In-Pavement Runway Status L-852T/RWSL AC 150/5345-46 Lights (Runway Entrance Lights) Elevated Taxiway Edge L-861T AC 150/5345-46 Lights Elevated Runway Guard L-804 AC 150/5345-46 Lights Transformers, Isolation, 60 Hz L-830 AC 150/5345-47 Light base, load bearing L-868 AC 150/5345-42 Light base, non-load bearing L-867 AC 150/5345-42 All FAA Advisory Circular references in this specification refer to the most recent edition in circulation.

125-2.3 LIGHT BASE AND LIGHT INSTALLATION AND ALIGNMENT TOOL

The tolerance requirements for location, elevation and orientation of all light fixtures are of critical importance and must be maintained. In order to do so the light bases and lights shall be installed using an installation and alignment tool. This tool shall be capable of achieving the final alignment specified and shall be of sufficient strength to support the light base during placement and compaction of concrete around the base. The Contractor shall submit to the COTR the proposed installation and alignment tool for approval. Upon approval, the Contractor shall procure a sufficient number of these tools to use in the installation process. No light base or light shall be installed without using an approved installation and alignment tool.




New in-pavement taxiway centerline light fixtures and in-pavement Runway Guard Lights (IRGL) with appropriately sized isolation transformers shall be installed on new load bearing light bases. New elevated taxiway edge lights and elevated Runway Guard Lights (ERGL) with appropriately sized transformers shall be installed on non-load bearing light bases. Elevated runway and taxiway edge lights temporarily removed for construction purposes shall be reinstalled on existing light bases, with new isolation transformer.

125-3.2 BI-IDIRECTIONAL TAXIWAY CENTERLINE LIGHT (L-852C&D).

Taxiway centerline lights shall be FAA L-852C (narrow beam) or L-852D (wide beam), Style 3. The light fixtures shall be single circuit, bi-idirectional. Fixtures shall have two quartz lamps, maximum 30 watts each, for the C (narrow beam) and D (wide beam) type fixtures. Filter color for taxiway centerline lights shall be green, unless otherwise indicated on plans. Fixtures shall mount on a 12 inch diameter (Size B) L-868 light base. Fixtures shall be Style 2, with quick change lamp system, and shall be provided with a 3 year warranty against defects, excluding lamp. Isolation transformer shall meet the requirements of AC 150/5345-47 Type L-830, with the appropriate wattage consistent with the type of lamp.

125-3.3 INPAVEMENT RUNWAY GUARD LIGHT (L-852G) In-pavement Runway Guard Lights (IRGL) shall be L-852G, Class 2, Style 3. The light fixtures shall be single circuit, unidirectional. Fixtures shall have two quartz lamps, maximum 105 watts. Filter color each type of fixture shall be red. Fixtures shall mount on a 12 inch diameter (Size B) L-868 light base. Fixtures shall have quick change lamp system, and shall be provided with a 3 year warranty against defects, excluding lamp. Isolation transformer shall meet the requirements of AC 150/5345-47 Type L-830, with the appropriate wattage consistent with the type of lamp.

125-3.4 ELEVATED TAXIWAY EDGE LIGHT (L-861T)

Taxiway edge lights shall be medium intensity, 45 watts, 360 degree blue, L-861T, with incandescent lamp. Isolation transformer shall meet the requirements of AC 150/5345-47 Type L-830, with the appropriate wattage consistent with the type of lamp. Elevated lights shall be 24 inches high. Light fixtures shall have an aviation yellow gloss paint finish. (Elevated taxiway edge lights are replaced only where damaged by construction activity.)

125-3.5 ELEVATED RUNWAY GUARD LIGHT (L-804)

Elevated Runway Guard lights shall be unidirectional, dual lens, incandescent, with lens colored “Traffic Signal Yellow”, flashing light fixtures. Input shall be current driven (Mode 1), with remote monitoring and no integral photocell. Isolation transformer shall meet the requirements of AC 150/5345-47 Type L-830, with the appropriate wattage consistent with the type of lamp. Elevated lights shall be 24 inches high. Light fixtures shall have an aviation yellow gloss paint finish.



125-3.6 TRANSFORMERS

Isolation transformers for taxiway lights shall meet the requirements of AC 150/5345-47 Specification for Isolation Transformers for Airport Lighting Systems, Type L-830 (60 Hz). Primary and secondary amperes for taxiway lights shall be 20/6.6 amperes, unless otherwise indicated. Each transformer shall be clearly marked indicating its wattage so as to not be confused during installation. Transformers shall have L-823 type connectors. Isolation transformer size (wattage) shall be matched to the light fixture as recommended by the fixture manufacturer.

125-3.7 LIGHT BASE TRANSFORMER HOUSING AND JUNCTION BOX

Light Base, Transformer Housings, and Junction Boxes, with cover plates or base plates shall meet the requirements of AC 150/5345-42, Specification for Airport Light Base and Transformer Housings, Junction Boxes, and Accessories, Type L-868. Type L-868, Class 1B, Size B light bases shall be used for areas subject to aircraft loading, as shown on the drawings. Type L-867, Class 1B, Size B light bases shall be used for areas not subject to aircraft loading, as shown on the drawings. L-868 light bases shall be one-piece, 24 inches tall. L-867 light bases shall be adjustable type, with a total height of 24 inches. Contractor shall provide light bases and all additional materials required for installation, including spacer and flange rings and stainless steel bolts. All light bases shall have an external ground lug.

125-3.5 FLANGE RING, AND SPACER RINGS, FOR L-868 LIGHT BASES For lights mounted on L-868 load-bearing bases, the flange ring with pavement dam shall be ¾-inch thick, and maximum three (3) spacer rings totaling no more than ¾-inch in thickness shall be used to achieve proper grade. Contractor shall supply all spacer rings, flange rings and accessories.

125-3.6 BLANK COVER PLATES

Blank cover plates for light base/transformer housings shall be A-36 galvanized steel checkerplate 3/4-inch thick, with recessed bolt holes. Diameter and bolt pattern shall be compatible with the light base/transformer housing to be covered.

CONSTRUCTION METHODS 125-4.1 PHASING AND INTERRUPTIONS

All existing electrical equipment and lighting systems not included in the phase of work being performed must be kept in operation, unless prior approval of the COTR has been received and as otherwise specified below and on the Drawings. The Contractor may use salvaged materials for temporary construction where required. The permission for temporary work and using salvaged materials shall be obtained from the COTR. Lighting for active taxiway surfaces shall be maintained. Refer to the special provisions of the specifications for notification requirements and other information regarding work interruptions due to airport operational requirements or



Contractor anticipation for exceeding the limitations described in the above paragraph. 125-4.2 LIGHT BASE AND TRANSFORMER HOUSING INSTALLATION

Bases for installing taxiway lights shall be located as shown on the drawings, unless otherwise approved by the COTR. The location for each fixture base shall be determined by the use of survey instrumentation in order to ensure that all lights are properly located. Some adjustment may be made, if approved by the COTR or as indicated on the drawings, in order to provide a straight alignment, to correct an existing base not properly positioned, or to avoid a pavement joint. Bases for all lights shall be installed so that light fixtures will be level with the horizon + ½ degree. Bases for unidirectional taxiway centerline lights shall be installed so as to provide the proper toe-in for the light beam at curved sections, as indicated on plans. All concrete shall be thoroughly consolidated around the base using mechanical vibrating equipment.

If requested by the COTR, a manufacturer’s representative shall be present for the initial installation of L-868 light bases in order to ensure proper installation. Fast setting concrete may be used to firmly hold the base in place for paving operations if required by surface closure limitations. Each light base shall be surveyed in place so that after the paving operation is completed the light base may be readily located. Installation procedures shall be as shown on the drawings. The annular space around the base shall then be filled with P-606 sealant intended for use with light bases in concrete pavement.

125-4.3 LIGHT FIXTURE INSTALLATION

The light fixtures shall be installed in accordance with the requirements specified in AC 150/5345-46, as recommended by the manufacturer, and as specified on the Drawings and herein. Light fixtures shall be located at their proper location as shown on the Drawings or approved by the COTR. The Contractor shall install, connect, and adjust the light fixture in accordance with the manufacturer's instructions. Prior to mounting the light fixture on the base an L-823 connector kit shall be installed on the primary power cable ends, and the appropriate isolation transformer shall be installed. All light fixtures shall be leveled and aligned so that the final installed light is in accordance with the tolerances shown on the Drawings.

125-4.4 CABLE AND CONDUIT INSTALLATION

New conduit shall be installed as shown on the Drawings prior to final paving. The new conduit shall connect to conduit from the last existing light base or junction box to remain at each location, or as otherwise indicated on the Drawings. Connection of new lights to existing circuits shall be carefully coordinated with the COTR and Airport Operations, and the Contractor shall schedule outages with the COTR at least 96 hours in advance.

125-4.5 REMOVALS See Item L-130, Electrical Removals, for the removal of electrical items.



125-4.6 TEMPORARY ELECTRICAL WORK

Temporary shall include circuit bypasses as required and as indicated on the drawings to maintain lighting for active traffic surfaces during construction, disconnection of portions of lighting for closed areas, cover of existing edge lights with 3’ traffic cones where permitted by COTR, removal and protection of existing elevated taxiway lighting and steel plating lights bases for protection in proximity of construction and the re-installation of said light fixtures at the completion of construction, cover and switch off guidance signs directing traffic into closed surfaces, and other measures approved by COTR. Cable shall be of the same size and type as that of the circuit being temporarily modified, and connections shall be made with L-823 connectors. Cables shall be installed in conduit or shallow buried as allowed by drawings, and as approved by COTR. Secure, mark and protect from traffic all above ground conduits, and mark location of all direct buried cable. Where edge light fixtures are temporarily removed for protection, the secondary lead of the isolation transformer remaining in the light base shall be protected, and the light base shall be steel plated until fixtures are reinstalled with new stainless steel bolts. Standard 3’ tall traffic cones may be used to “black-out” taxiway edge lights that are not taken off a circuit by jumper cables or temporarily removed, as approved by COTR. Guidance signs (runway exit signs and direction signs) shall be shut off by disconnect switch (if entire sign will be taken out of service), and sign or a sign message in an array directing traffic into a closed area shall be covered using black felt or black plexiglass, as approved by the COTR. When no longer required, the modified lighting circuit shall be restored to its original condition or to the condition required for the permanent work. All temporary installation shall be removed, including underground portions, and any damage to surfaces shall be repaired. Temporary modifications to other electrical circuits or facilities shall be consistent with the existing installation and in compliance with all applicable Codes and standards, with completed restoration to original or final condition when temporary modification is no longer required. Existing taxiway edge lights temporarily removed shall be reinstalled on existing light base with new isolation transformer.

INSPECTION, TEST, AND WARRANTY 125-5.1 VISUAL EXAMINATION

The most important of all inspection and test procedures is thorough visual inspections. Visual inspections shall be made frequently during installation, at completion of installation, and before energizing the circuits. A careful visual inspection can reveal defects that can be corrected prior to acceptance tests and energization. Serious damage may occur if defects are subjected to electrical tests or energization. Visual inspections shall include appraisal of: A. Correctness of external connections B. Good work performance. C. Cleanliness. D. Safety hazards.



E. Specific requirements listed herein for individual items. While all equipment

manufactured under specifications pass strict factory tests prior to shipment, it shall be inspected for shipping damage immediately upon receipt.

125-5.2 ELECTRICAL TESTS ON SERIES LIGHTING CIRCUITS

Before modifying any series circuit, verify the performance of the existing circuit by checking the supply voltage to the regulator and measuring the output current from the regulator on all brightness steps under existing load. Check cable connections and perform electrical tests on cable as specified in section L-108.

125-5.3 LIGHTING FIXTURES

An inspection shall be made to determine that the color, quantity, and locations of light are in accordance with the installation drawings. Each light shall be inspected to determine that it is operable, glass is not broken or cracked, correct lamps are installed, and it has been properly leveled and aimed, in accordance with technical orders and manufacturers instructions, where applicable.

125-5.4 MISCELLANEOUS COMPONENTS

All components being installed or modified shall be visually inspected for damage, correct connections, proper fuse and circuit breaker ratings, and compliance with codes.

125-5.5 FINAL ACCEPTANCE TESTS

After components and circuits have been inspected, as specified in the preceding paragraphs, the entire system shall be inspected and tested as follows:

A. Each lighting circuit shall be tested by operating it continuously at maximum

brightness for at least 15 minutes, and at medium intensity for 2 hours. Visual inspection shall be made at the beginning and end of this test to determine that the correct number of lights are operating at full brightness. Dimming of some or all of the lights in a circuit is an indication of grounded cables.

B. Repeat the above test using the local control switches on the regulators. C. In addition to the above, all equipment shall be subjected any and all performance

tests specified in the manufacturer's instructions.

D.. If photometric testing is performed on the completed lighting (by others), the contractor shall support the testing by: Being present during the testing and make repairs or corrections that can be made immediately when identified, and make such other repairs and corrections of deficiencies identified by the testing.

125-5.6 GUARANTEE

All equipment furnished and work performed under the Contract Documents shall be



guaranteed against defects in materials or workmanship for a period of one (1) year from the date of final acceptance. This guarantee does not replace any responsibility for errors or omissions as set forth in state law. Any long-term warranties issued or offered by manufacturers for items of equipment shall be turned over to the Airports Authority.

125-5.7 Any failure of equipment or work due to defects in materials or workmanship shall be

corrected by the Contractor at no cost to the Authority. 125-5.8 The Contractor shall ascertain that all lighting system components furnished by him

(including FAA approved equipment) are compatible in all respects with each other and the remainder of the new/existing system. Any incompatible components furnished by this Contractor shall be replaced by him at no additional cost to the Airports Authority with a similar unit approved by the COTR (different model or manufacturer) that is compatible with the remainder of the airport lighting system.

125-5.9 The Contractor-installed equipment (including FAA approved) shall not generate any

electromagnetic interference in the existing and/or new communications, weather and air traffic control equipment. Any equipment generating such interference shall be replaced by the Contractor at no additional cost with the equipment meeting applicable specifications and not generating any interference.

METHOD OF MEASUREMENT 125-6.1 The quantity to be paid for under this item shall be the materials installed separately or in

combination as specified, and shall be measured per each completed unit in place, tested and accepted by the COTR, and ready for operation. Temporary electrical work to maintain, protect, or reconfigure lighting circuits during construction shall be lump sum. Electrical removals shall be lump sum. Separate lump sum costs for temporary electrical work and for electrical removals shall be developed for each work area.

BASIS OF PAYMENT 125-7.1 GENERAL

Payment will be made at the contract unit price for each completed and accepted installation. This price shall be full compensation for furnishing all materials and handling of existing equipment to be reused, as required by the Drawings and these Specifications, for all preparation, removals, assembly and installation of these materials, and for all labor, equipment, tools and incidentals necessary to complete each installation specified as below. The Contractor shall furnish all materials and equipment to be installed except as specified herein. For in-pavement taxiway centerline lights, light fixture and isolation transformer shall be installed on new L-868 Class 1B, Size B light bases and accessories, with L-823 connectors and new cable to adjacent lights or other near access point. Provide new stainless steel bolts for all light fixtures installed on new or existing light bases. For L-852G In-pavement Runway Guard Lights, light fixture and isolation transformer shall be installed on new L-868 Class 1B, Size B light bases and accessories, with L-823 connectors and new cable to adjacent lights or other near access point. Provide new stainless



steel bolts for all light fixtures. For L-804 Elevated Runway Guard Lights, light fixture and isolation transformer shall be installed on new L-867 Class 1B, Size B adjustable light base with new accessories, L-823 connectors and new cable to adjacent lights or other near access point. Provide tethers, new stainless steel bolts and other appurtenances as shown on the Drawings. For L-861T Elevated Taxiway Edge Lights, light fixture and isolation transformer shall be installed on new L-867 Class 1B, Size B adjustable light base with new accessories, L-823 connectors and new cable to adjacent lights or other near access point. Provide new stainless steel bolts for all light fixtures. For L-861T Elevated Taxiway Edge Lights on existing light base, light fixture and isolation transformer shall be installed on existing L-867 light base with new accessories, L-823 connectors and new cable to adjacent lights or other near access point. Provide new stainless steel bolts for all light fixtures. For light bases installed for future taxiway centerline lights or RWSL fixtures, furnish and install new L-868, Class 1B, Size B light base and accessories. Provide ¾” aircraft rated checker plate top cover with new stainless steel bolts. Temporary electrical work includes providing and installing temporary jumper cables to maintain circuit continuity; removing fixtures and steel plating bases for protection of taxiway edge light during construction, reinstalling taxiway edge lights fixtures when protection is no longer required, or covering edge lights with 3’ traffic cones where approved; temporarily covering guidance signs; testing circuits before and after temporary modifications; and other temporary electrical work as required by phasing and protection of existing systems and as indicated on the drawings. Temporary work shall include furnishing cable, connectors, conduit, steel covers for existing bases to be reused, and other materials associated with the temporary work; labor and equipment required to accomplish the temporary work; and associated removals and restoration to original or final condition when no longer required. Temporarily removed runway and taxiway edge fixtures shall be reinstalled with new isolation transformers (paid as a separate item under this Section) in existing runway and taxiway edge light bases that have been temporarily steel plated. Electrical removals shall include all electrical removals required by the project, except for removals required by temporary electrical work. Removals required by temporary electrical work shall be included in the pay item for temporary electrical work. Isolation transformers, for reinstalling existing taxiway edge light fixtures, shall be provided for taxiway edge lights located within the area of work that are removed, stored and re-installed on existing light bases. Removal of existing transformer, accessories and installation of the new transformer, L-823 splice kits and accessories will be included in the pay item isolation transformers, for reinstalling existing taxiway edge light fixtures. Payment will be made under:

Item L-125-7.1 L-852C/D Taxiway Centerline Light, In-Pavement, Installed On L-868B

Light Base In PCC Pavement -- per each.



Item L-125-7.2 L-852C/D Taxiway Centerline Light, In-Pavement, Installed on Existing L-868B Light Base -- per each.

Item L-125-7.3 L-852G Runway Guard Light, In-Pavement, Installed On L-868B Light

Base In PCC Pavement -- per each. Item L-125-7.4 L-804 Runway Guard Light, Elevated, Installed On L-867B Light Base

In AC Pavement -- per each. Item L-125-7.5 L-861T Taxiway Edge Light, Elevated, Installed On L-867B Light Base

In AC Pavement -- per each. Item L-125-7.6 L-861T Taxiway Edge Light, Elevated, Installed On Existing L-867B

Light Base -- per each. Item L-125-7.7 L-868B Light Base With Blank Cover Plate In PCC Pavement -- per

each. Item L-125-7.8 Temporary Electrical Work – per lump sum.

Item L-125-7.9 Electrical Removals – per lump sum. Item L-125-7.10 Isolation Transformer, For Reinstalling Existing Taxiway Edge Light

Fixture On Existing Light Base – per each. FEDERAL SPECIFICATIONS REFERENCED IN ITEM L-125

Number Title WW-C-581 Conduit, Metal, Rigid; and Coupling, Elbow and Nipple

Electrical Conduit: Zinc-Coated FAA SPECIFICATIONS REFERENCED IN ITEM L-125

Number Title AC 150/5345-53 Airport Lighting Equipment Certification Program (current

edition) AC 150/5345-42 Specification for Airport Light Base and Transformer Housings,

Junction Boxes and Accessories AC 150/5345-46 Specification for Runway and Taxiway Lighting Equipment AC 150/5345-47 Isolation Transformers for Airport Lighting Equipment

END OF ITEM L-125


TAXIWAY AND RUNWAY SIGNS L-126-1

ITEM L-126 TAXIWAY AND RUNWAY SIGNS DESCRIPTION 126-1.1 This item shall consist of relocating existing internally lighted taxiway and runway signs in

accordance with these specifications and to the locations, dimensions, and details shown on the Construction Drawings, and in accordance with the manufacturer's recommendations and applicable codes and standards. This item shall also include the installation of new signs on new concrete foundations with new bases, connections to the primary series circuit, as well as replacement of sign panels on selected existing signs and all hardware and incidentals necessary to install the signs for the project in operating condition, including testing of the signs, to the satisfaction of the COTR.

This item does not include the installation of the duct and cable from the primary circuit to the base of the sign. These items are covered under Items L-110 and L-108, respectively.

SUBMITTALS 126-2.1 GENERAL.

The existing signs to be relocated or with panels to be replaced are L-858, Size 3, Style 2 or 3, manufactured by Crouse-Hinds, Model AGSF (fiberglass housing and fluorescent lamps). Before proceeding with relocations, the Contractor shall furnish the COTR a list of the materials and equipment he plans to incorporate in the work (include the name of each item, the Federal Aviation Administration specification number, the manufacturer's name, the manufacturer's catalog number, and the size, type and/or rating of each item, as applicable). New signs furnished under this project shall be L-858, Size 3, Style 3 with a low-VA luminaire, and listed on the current Addendum to Advisory Circular 150/5345-53 (current edition). No light emitting diode (LED) signs shall be permitted. Shop drawings shall be submitted identifying the installation requirements (i.e., foundation size, anchor bolt location, etc.).

126-2.2 APPROVAL.

A. Taxiway and runway signs and related materials covered by FAA specifications shall have the prior approval of the Federal Aviation Administration, Airports Service, Washington, DC 20591, and shall be ETL certified as complying with the latest edition of FAA AC/150-5345-44.

B All other equipment and material covered by other referenced specifications shall be

subjected to acceptance through manufacturer's certification of compliance with the applicable specification.

C. The following documents, of the issue in effect on date of application for

qualification, are applicable to the extent specified:

Federal Aviation Administration (FAA) Advisory Circulars

AC 150/5345-10 Specification for L-828 Constant Current regulators.



AC 150/5345-26 Specification for L-823 Plug and Receptacle, Cable

Connectors. AC 150/5345-42 Specification for Airport Light Base and Transformer

Housings, Junction Boxes and Accessories.

AC 150/5345-44 Specifications for Taxiway and Runway Signs.

AC 150/5345-47 Isolation Transformer for Airport Lighting Systems.

AC 150/5340-18 Specification for Taxiway/Runway Guidance Signs.

Federal Specification

L-S-300 Sheeting and Tape -- Reflective; Non-exposed Lens, Adhesive Backing.

Military Standard

MIL-STD-810 Environmental Test Methods

(Copies of FAA Advisory Circulars may be obtained from the Department of Transportation, Publications Section, M-494.3, Washington, DC 20590).

(Copies of Federal Specifications may be obtained from General Services Administration offices in Washington, DC, Atlanta, Boston, Denver, Chicago, Kansas City, New York, San Francisco, and Seattle.)

(Copies of Military Standards may be obtained from the Commanding Officer, Naval Supply Depot, 5801 Tabor Avenue, Philadelphia, PA 19120, Attention: Code CDS.)

D. The existing signs shall be verified as meeting or exceeding FAA requirements when

subjected to the qualification tests as described in the latest edition of AC 150/5345-44.

E. The installation of Underground Cable for Airports, Airport Transformer Vault and Vault Equipment, Airport Underground Electrical Duct, and Airport Lighting Systems that are not a part of this item are covered under the separate respective items of these specifications.

EQUIPMENT AND MATERIALS 126-3.1 SIGN CLASSIFICATION.

The existing signs to be relocated or furnished are Size 3, Style 2 or 3, Type L-858R, L-858L

and L-858Y, in accordance with FAA AC 150/5345-44.

126-3.2 EQUIPMENT TO BE SUPPLIED. Contractor shall verify the proper size, type, kind, operation and message of each sign to be

ordered. Existing signs to be relocated shall be surveyed prior to removal and relocation and



any significant damage noted. Existing signs that are not to be relocated and replaced shall be removed and turned over to MWAA Exterior Electric Shop or dispose of off-site, as directed by COTR.

Any damaged part or component of an existing sign within the construction limits that is not

noted on the initial survey shall be replaced or repaired at no additional cost prior to the completion of work. Any replacement components, including replacement sign panels, shall be obtained from the sign manufacturer. The new sign shall be complete in accordance with all specification requirements and shall include mounting legs and hardware, any required series circuit transformer(s), and tethers (2 per sign). New signs shall also have a housing formed of extruded aluminum, square or rectangular in shape with a flat vertical face, integral power leg, and either a 6.6A, 48W quartz halogen or a 6.6A, 18W fluorescent lamp, as approved by COTR.

126-3.3 MATERIALS AND COMPONENTS.

All materials used in fabrication of the signs and mounting hardware shall be suitable for the signs' intended purpose and shall be adequately protected. Bolts, nuts, washers, and latches, shall be 18-8 stainless steel. All wiring and components shall be adequately rated and shall not be operated in excess of the component manufacturer's recommended rating.

CONSTRUCTION METHODS 126-4.1 GENERAL.

The Contractor shall install the taxiway and runway signs at the locations and in accordance with the details shown in the Drawings, and the manufacturer's recommendations.

Portland cement concrete foundations shall be constructed as detailed on the Construction

Drawings with the light base and anchor bolts held firmly in place by the proper template until the concrete attains an initial set. Concrete shall meet the requirements of concrete materials and construction as specified in Item P-610 of these specifications. Housekeeping pads of asphaltic concrete shall be as shown on the Drawings.

Power input to the sign shall be through breakaway cable connectors installed within the

frangible coupling portion of the sign's mounting legs or as otherwise shown on the Drawings or approved by the COTR. Isolation transformers and, if applicable, series circuit power adapter units shall be installed in a 24" deep, 12" diameter steel base embedded in concrete as shown on the Drawings.

126-4.2 PHASING AND INTERRUPTIONS.

The construction phasing and airfield operational requirements for this project may require that new signs are relocated and remain unlighted until such time that a new runway lighting system is installed at a later time. Appropriate precautions shall be taken to protect all elements of the sign until electrical connections are made, such as capping or plugging conduit entrances, etc.

METHOD OF MEASUREMENT



126-5.1 SIGN PANEL REPLACEMENT.

The quantity of signs with panel replacements to be paid for under this item shall be the number of signs indicated on the Drawings with sign panel replacements installed at existing sign location, per each, complete and ready for operation, tested and accepted.

126-5.2 NEW SIGN INSTALLATION.

The quantity of new signs on new foundations to be paid for under this item shall be the number of new signs indicated on the Drawings installed at the indicated locations on a foundation with an AC housekeeping pad, per each, complete and ready for operation, tested and accepted.

126-5.3 RELOCATED SIGN

The quantity of existing signs on new foundations to be paid for under this item shall be the number of existing signs indicated on the Drawings installed at the indicated locations on a foundation with an AC housekeeping pad, per each, complete and ready for operation, tested and accepted.

126-5.4 RELOCATED SIGN WITH PANEL REPLACEMENT

The quantity of relocated signs on new foundations with new sign panels to be paid for under this item shall be the number of relocated signs on new foundations with new sign panels indicated on the Drawings installed at the indicated locations on a foundation with an AC housekeeping pad, per each, complete and ready for operation, tested and accepted.

BASIS OF PAYMENT 126-6.1 Payment will be made at the contract unit price for each complete sign modified with

replacement sign panels. Payment shall include the furnishing and installing of the replacement sign panels, isolation transformers (if required)_and accessories, including connection to primary circuit, any mounting hardware and labor for complete sign panel replacement connected to the appropriate lighting circuit, complete and accepted by the Engineer.

Payment will be made at the contract unit price for each complete sign furnished and

installed. Payment shall include the furnishing and installing the sign assembly, including frame, panels, tethers, lighting modules, isolation transformers and other accessories needed for proper installation and operation of a sign, installation on new foundation, housekeeping pad, connection to primary circuit, mounting hardware as required, and labor for complete sign installation connected to the appropriate lighting circuit, complete and accepted by the Engineer. Existing signs to be removed shall be covered under L-130, Electrical Demolition. Item L-126-6.1 Replacement Sign Panels For L-858 Sign, Size 3, Any Length -- per

each. Item L-126-6.2 Furnish And Install Guidance Sign, L-858, Size 3, Any Length -- per

each.



Item L-126-6.3 Relocate Existing L-858 Sign, Size 3, Any Length – per each. Item L-126-6.4 Relocate Existing L-858 Sign, Size 3, Any Length with Replacement

Sign Panels – per each. END OF ITEM L-126


ELECTRICAL REMOVALS L-130-1

SECTION L-130 - ELECTRICAL REMOVALS DESCRIPTION 1.1 This item shall include the removal of existing electrical equipment and facilities for all areas

within the limits of construction as provided in these specifications, as shown on the Drawings, or as required by the COTR.

CONSTRUCTION METHODS 2.1 GENERAL

Objects, surfaces and items including the underground utilities designated to remain shall be carefully avoided and left undisturbed. Any damage to these items shall be immediately corrected by the Contractor to the satisfaction of the COTR.

2.2 EQUIPMENT

Equipment used in conjunction with this work shall be in first class working condition and shall be capable of removing the material in an efficient manner.

2.3 SALVAGEABLE ITEMS

Equipment, materials and components designated to be salvaged will remain the Authority's property. These items shall be carefully removed and shall be delivered to the Airport's maintenance yard and stockpiled in a neat orderly fashion as directed by the COTR. If it is determined that through the Contractor's operations of removing and handling, these items are being damaged, the COTR reserves the right to withhold payment from the Contractor for compensation of these items.

2.4 CABLE REMOVAL

All the existing cables to be removed become the property of the Contractor to be promptly removed from the airport property. Temporary storage of these items on airport property shall be subject to the approval of the COTR.

2.5 CONDUIT AND DUCT BANK REMOVAL AND ABANDONMENT

Existing conduit and duct bank shall be removed or abandoned as shown on the Drawings, or as directed by the COTR. Removed items shall become the property of the Contractor and shall be promptly removed from airport property. Temporary storage of these items on airport property shall be subject to the approval of the COTR. Conduit designated to be abandoned in place shall be capped on each end as approved by the COTR. Where conduit comes to the surface, the conduit shall be cut back to minimum one (1) foot below ground (final grade) and capped.


ELECTRICAL REMOVALS L-130-2

2.6 LIGHT FIXTURES AND ISOLATION TRANSFORMERS

Existing elevated light fixtures being removed and which will not be reused shall be salvaged in accordance with Paragraph 2.3 of this Section, unless otherwise directed by the COTR. Isolation transformers being removed become the property of the Contractor and shall be promptly removed from the airport property. Temporary storage of these items on airport property shall be subject to the approval of the COTR.

2.7 SIGNS

Existing signs identified as being removed on the drawings and which will not be reused shall be salvaged in accordance with Paragraph 2.3 of this Section, unless otherwise directed by the COTR. Sign panels and components not identified for re-use become the property of the Contractor and shall be promptly removed from the airport property. Temporary storage of these items on airport property shall be subject to the approval of the COTR. Sign foundations, housekeeping pads, conduit, junction boxes and other components of the airport signage system not utilized due to removal of the sign shall be removed. Items at finished grade shall be removed fully; items below grade may be abandoned in place, subject to approval of the COTR.

2.8 OTHER ITEMS

Items to be removed not listed above shall be removed from airport property by the contractor unless otherwise directed by the COTR. Any questionable items shall be brought to the COTR’s attention, who will then direct the Contractor for final disposition of the item.

MEASUREMENT AND PAYMENT 3.1 Demolition and removal relating to electrical work shall be included in the applicable item

under Specification L-125. END OF SECTION L-130


ELECTRICAL TESTING REQUIREMENTS 260011- 1

SECTION 260011- ELECTRICAL TESTING REQUIREMENTS PART 1 – GENERAL 1.1 RELATED DOCUMENTS

A. Drawings and general provisions of Contract, including General and Supplementary Conditions and Division 01 Specification sections, apply to this section.

1.2 SUMMARY

A. This section defines testing requirements for all products specified in other Electrical Specification Sections of Division 26.

1.3 CODES, STANDARDS, AND REFERENCES

A. All inspections and tests shall be in accordance with the following codes and standards except as provided herein:

• National Electrical Manufacturer's Association - NEMA

• American Society for Testing and Materials - ASTM

• Institute of Electrical and Electronic Engineers - IEEE

• International Electrical Testing Association - NETA: Acceptance Testing Specifications - ATS-1991 and Maintenance Testing Specifications - MTS

• American National Standards Institute ANSI C2: National Electrical Safety Code

• State and local codes and ordinances

• Insulated Cable Engineers Association - ICEA

• Association of Edison Illuminating Companies - AEIC

• Occupational Safety and Health Administration - OSHA

• National Fire Protection Association - NFPA: ANSI/NFPA 70: National Electrical Code

ANSI/NFPA 70B: Electrical Equipment Maintenance

NFPA 70E: Electrical Safety Requirements for Employee Workplaces

ANSI/NFPA 78: Lightning Protection Code

ANSI/NFPA 101: Life Safety Code

B. All inspections and tests shall utilize the following references:

• Project design specifications



• Project design drawings • Manufacturer's instruction manuals • Project list of equipment to be inspected and tested


A. Testing firm shall be a nationally recognized corporately- and financially-independent testing organization that can function as an unbiased testing authority, professionally independent of the manufacturers, suppliers, and installers of equipment or systems evaluated by the testing firm.

B. The testing firm shall be regularly engaged in the testing of electrical equipment, devices,

installations, and systems. The testing firm shall have at least five (5) years experience in the testing of electrical equipment of the type, rating, and voltage used on this project.

C. The testing firm shall meet OSHA criteria for accreditation of testing laboratories, Title

29, Part 1907, and shall be a Full Member company of the International Electrical Testing Association (NETA).

D. The lead, on-site, Technical Representative shall be currently certified by the

International Electrical Testing Association (NETA) or National Institute for Certification in Engineering Technologies (NICET) in electrical power distribution system testing.

E. The testing firm shall utilize engineers and technicians who are regularly employed by

the firm for testing services. F. The terms used herewith, such as test agency, test contractor, testing laboratory, or

contractor test company, shall be construed to mean the testing firm. 1.5 SUBMITTALS

A. All submittals shall be on 8-1/2 inch by 11 inch format, except that charts, graphs, and tables may be on 11 inch by 17 inch sheets folded to 8-1/2 inch by 11 inch size. Submittals shall be bound in three-ring binders, and clearly titled to indicate project name, location, date, and scope of submittal. In addition, all data shall be provided electronically with the software to view the electronic files. Provide 4 copies of the electronic files on separate compact disks (CDs).

B. The testing firm shall submit proof of the qualifications identified in 1.4 above, with bid

documents. Submittal shall include: 1. Name of organization and background. 2. Technical Representative's name and background. 3. List of three comparable jobs performed by the Technical Representative with

specific names and telephone numbers for reference. 4. The length of time the Technical Representative has been supervising, installing,

and testing systems of this type. 5. The qualifications of the Technical Representative and organization performing

the required testing services.



C. Submit, for approval, typical test and inspection report forms, data sheets, charts, graphs, test procedures, etc., for each test to be performed, within 60 days of notice to proceed. Submit test schedule itemizing each individual test for each individual item to be tested, schedule shall be updated weekly until all tests are completed. 1. Data sheets shall address each item of equipment individually and shall include

the following information:

a. Project title. b. Project location. c. Type of equipment. d. Designation of equipment. e. Manufacturer of equipment. f. Model number of equipment. g. Serial number of equipment. h. Date and time of inspection and test. i. Environmental conditions at test site at date and time of inspection and

test. j. Test parameters (test voltages, etc.). k. Inspection and test procedure checklist. l. Results of all inspection and test procedures including; readings,

measurements, notations, pass/fail, etc.

D. Submit all test report forms filled out completely, except for test results, within 60 days of shop drawing approval for each component, item of equipment, and system to be tested.

E. Submit certifications of test equipment calibration, and calibration records. F. Submit completed certified test results and records at least 10 days prior to energizing

each particular type of equipment. Each submittal shall be bound as required above. Test report shall include; project title, project location, general description of equipment and system inspected and/or tested, completed data sheets, copy of field data sheets, recommendations, acceptance criteria, photographs, graphs, strip chart recordings, etc.

G. Submit report of equipment failing to pass inspection and test procedures to the

Contracting Officer's Technical Representative (COTR). Submittal shall identify equipment by; type of equipment, designation, manufacturer, model number, serial number, test parameters, copy of field data sheet, reason for failure, schedule for repeat of inspection and test procedures, and any other pertinent information concerning the inspection and test procedure.

PART 2 - PRODUCTS 2.1 MATERIALS

A. The testing firm shall provide all material, equipment, labor, and technical supervision to perform all tests, inspections, and studies covered by this specification.

2.2 TEST EQUIPMENT



A. Suitability of Test Equipment

1. All test equipment shall be in good mechanical and electrical condition. 2. Selection of metering equipment shall be based on a knowledge of the waveform

of the variable being measured. Digital multimeters may be average or root-mean-square (RMS) sensing and may include or exclude the dc component. When the variable contains harmonics or dc offset and, in general, any deviation from a pure sine wave, average sensing, average measuring RMS scaled meters may be misleading. Use of RMS measuring meters is recommended.

3. Field test instrumentation used to check meter calibration must have an accuracy higher than that of the meter being checked.

4. Accuracy of test equipment shall be appropriate for the test being performed. 5. Waveshape and frequency of test equipment output waveforms shall be

appropriate for the test and tested equipment. 6. Contact resistance measurements shall be performed using a 4-wire micro-

ohmmeter. 7. Torque testing shall be performed using a calibrated torque wrench or torque

screwdriver. B. Test Instrument Standards

1. All equipment used for testing and calibration procedures shall exhibit the following characteristics:

a. Maintained in good visual and mechanical condition. b. Maintained in safe operating condition.

2. Test equipment shall have operating accuracy equal to, or better than, the

following limits:

a. Portable multimeters shall be true RMS measuring. b. Multimeters shall have the following accuracy limits, or better:

1) AC voltage ranges: .75% +/- 3 last single digits @ 60 Hz. 2) AC current ranges: .90% +/- 3 last single digits @ 60 Hz,

including adapters, and transducers. 3) DC Voltage ranges: .25% +/- 1 last single digit 4) DC Current ranges: .75% +/- 1 last single digit 5) Resistance ranges: .50% +/- 1 last single digit 6) Frequency range: .10% +/- 1 last single digit @ 60 Hz

c. Clamp-on ammeters: ac current +/- 3% of range +/- 1 last single digit @

60 Hz. d. Dissipation/power factor field equipment:

1) +/- 0.1% power factor for power factor values up to 2.0% 2) 5% of the reading for power factor values above 2.0%

e. Low-range dc resistance equipment: 1.0% of reading, +/- 2 last single digits.



f. Transformer turns-ratio test equipment: 0.5% or better @ 60 Hz. g. Ground electrode test equipment: +/- 2% of range. h. Insulation test sets: 0-2500 volts dc +/- 2% of reading at mid-scale. i. Electrical load survey equipment:

1) +/- 5% total error, including sensors 2) 1% resolution 3) Current transformers +/- 2% of range @ 60 Hz 4) Voltage transformers +/- 0.5% of range @ 60 Hz

j. Liquid dielectric strength test equipment: +/- 2% of scale. k. Phase shifting equipment: +/- 1.0% over entire range. l. High-current test equipment: +/- 2 % of range. m. DC high potential test equipment: +/- 2% of full scale. n. AC high potential test equipment (60 Hz): +/- 2% of full scale.

C. Test Instrument Calibration

1. The testing firm shall have a calibration program which assures that all

applicable test instruments are maintained within rated accuracy. Provide certification of all test instruments to be used on the project. Submit prior to conducting any tests.

2. The accuracy shall be directly traceable to the National Institute of Standards and Technology.

3. Instruments shall be calibrated in accordance with the following frequency schedule:

a. Field instruments: 6 months maximum b. Laboratory instruments: 12 months c. Leased specialty equipment: 12 months (Where accuracy is guaranteed

by lessor) 4. Dated calibration labels shall be visible on all test equipment and each test report

shall include a table of the test instruments used with the test instrument calibration test date.

5. Records, which show date and results of instruments calibrated or tested, must be kept up-to-date. Submit for each test instrument.

6. Up-to-date instrument calibration instructions and procedures shall be maintained for each test instrument.

7. Calibrating standard shall be of higher accuracy than that of the instrument tested.

PART 3 – EXECUTION

3.1 INSPECTION AND TEST PROCEDURES Inspection and test procedures indicated below shall be performed on all electrical equipment of the type indicated, unless otherwise noted. In addition, all tests recommended and/or required by the manufacturer of the electrical equipment shall be performed. The Authority reserves the right to monitor and witness



all tests and inspections. Coordinate all tests with the COTR, and provide minimum four business days advance notice to COTR, for each test required. Copies of hand-written field data sheets for all tests and inspections shall be forwarded directly from the testing firm to the COTR within 48 hours of the test or inspection. These copies may be telefaxed or emailed, as directed by the COTR. In the case where equipment, systems, or structures fail to meet specified criteria, the COTR shall be notified within 24 hours of the test or inspection: Field data sheets shall be provided and the data which describes the failure shall be highlighted. All equipment failing to pass inspection and test procedures shall be tracked and identified at weekly construction progress meetings. Schedule for correcting deficiencies and repeat of inspection and test procedures shall be addressed at each weekly construction progress meeting, until such time as all deficiencies are corrected and equipment passes the inspection and test procedures. Provide tag on equipment indicating failure.

A. Cables:

1. Airfield Lighting Series Circuit Cables (5kV):

a. Perform visual and mechanical inspection as follows:

1) Inspect cables for physical damage and proper connection in

accordance with single-line diagram. 2) Torque cable terminations to manufacturer's recommended

values using a calibrated torque wrench. In the absence of manufacturer's data, values shall be in accordance with NETA ATS.

3) Check cable color coding against Authority and national Electrical Code standards.

b. Perform electrical tests as follows:

1) Perform insulation-resistance test on each conductor with respect to ground and adjacent conductors. Applied potential shall be 2500 volts dc for one minute.

2) Perform continuity test to insure proper cable connection. 3) That all circuits are operable. Tests shall be conducted that

include continuous operation of each circuit for not less than 1/2 hour.

c. Test values:

1) Evaluate results by comparison with cables of the same length and type. Investigate any values less than 500 megohms.

PART 4 – METHODS OF MEASUREMENT AND BASIS OF PAYMENT

4.1. Electrical testing shall not be measured for payment, but shall be incidental to the work with no separate payment.



UNDERGROUND DUCTS AND RACEWAYS FOR ELECTRICAL SYSTEMS

260543 - 1

SECTION 260543 - UNDERGROUND DUCTS AND RACEWAYS FOR ELECTRICAL SYSTEMS

PART 1 - GENERAL


A. Drawings and general provisions of the Contract, including General and Supplementary Conditions and Division 01 Specification Sections, apply to this Section.

1.2 SUMMARY


1. Handholes.

2. Manhole chimney extensions.

B. For conduit, duct and ductbank, see Specification L-110.

1.3 DEFINITION

A. RNC: Rigid nonmetallic conduit.

1.4 SUBMITTALS

A. Product Data: For the following:

1. Accessories for manholes and handholes 2. Warning tape.

B. Shop Drawings for Precast or Factory-Fabricated Underground Utility Structures: Design load calculations shall be signed and sealed by a qualified professional engineer registered in the Comonwealth of Virginia. Include plans, elevations, sections, details, attachments to other work, and accessories, including the following:

1. Duct entry provisions, including locations and duct sizes. 2. Reinforcement details. 3. Frame and cover design and manhole frame support rings. 4. Grounding details. 5. Dimensioned locations of cable rack inserts, pulling-in and lifting irons, and sumps. 6. Joint details.

C. Product Certificates: For concrete and steel used in precast concrete manholes and handholes, as required by ASTM C 858.

D. Qualification Data: For professional engineer and testing agency.



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E. Source quality-control test reports.

F. Field quality-control test reports.


A. Testing Agency Qualifications: Qualified according to ASTM E 329 for testing indicated.

B. Comply with ANSI C2.

C. Comply with NFPA 70.

1.6 DELIVERY, STORAGE, AND HANDLING

A. Deliver ducts to Project site with ends capped. Store nonmetallic ducts with supports to prevent bending, warping, and deforming.

B. Store precast concrete underground utility structures at Project site as recommended by manufacturer to prevent physical damage. Arrange so identification markings are visible.

C. Lift and support precast concrete units only at designated lifting or supporting points.


A. Interruption of Existing Electrical Service: Do not interrupt electrical service to facilities occupied by Owner or others unless permitted under the following conditions and then only after arranging to provide temporary electrical service according to requirements indicated:

1. Notify COTR no fewer than fourteen days in advance of proposed interruption of electrical service.

2. Do not proceed with interruption of electrical service without COTR’s written permission.

1.8 COORDINATION

A. Coordinate layout and installation of ducts, handholes, and boxes with final arrangement of other utilities, site grading, and surface features as determined in the field.

B. Coordinate elevations of ducts and duct-bank entrances into handholes, and boxes with final locations and profiles of ducts and duct banks as determined by coordination with other utilities, underground obstructions, and surface features. Revise locations and elevations from those indicated as required to suit field conditions and to ensure that duct runs drain to handholes, and as approved by the COTR.



260543 - 3

1.9 EXTRA MATERIALS

A. Furnish extra materials described below that match products installed and that are packaged with protective covering for storage and identified with labels describing contents.

B. Furnish cable-support stanchions, arms, and associated fasteners in quantities equal to 5 percent of quantity of each item installed.

PART 2 - PRODUCTS

2.1 CONDUIT

A. Rigid Steel Conduit: Galvanized. Comply with ANSI C80.1.

B. RNC: NEMA TC 2, Type EPC-40-PVC and Type EPC-80-PVC, UL 651, with matching fittings by same manufacturer as the conduit, complying with NEMA TC 3 and UL 514B.

C. See also Specification L-110.

2.2 NONMETALLIC DUCTS AND DUCT ACCESSORIES

A. Available Manufacturers: Subject to compliance with requirements, manufacturers offering products that may be incorporated into the Work include, but are not limited to, the following:

B. Manufacturers: Subject to compliance with requirements, provide products by one of the following:

1. ARNCO Corp. 2. Beck Manufacturing. 3. Cantex, Inc. 4. CertainTeed Corp.; Pipe & Plastics Group. 5. Condux International, Inc. 6. ElecSys, Inc. 7. Electri-Flex Company. 8. IPEX Inc. 9. Lamson & Sessions; Carlon Electrical Products. 10. Manhattan/CDT; a division of Cable Design Technologies. 11. Spiraduct/AFC Cable Systems, Inc.

C. Duct Accessories:

1. Duct Separators: Factory-fabricated rigid PVC interlocking spacers, sized for type and sizes of ducts with which used, and selected to provide minimum duct spacings indicated while supporting ducts during concreting or backfilling.

2. Warning Tape: Underground-line warning tape specified in Division 26 Section "Electrical Identification."



260543 - 4

2.3 PRECAST CONCRETE HANDHOLES



1. Carder Concrete Products. 2. Christy Concrete Products. 3. Elmhurst-Chicago Stone Co. 4. Oldcastle Precast Group. 5. Riverton Concrete Products; a division of Cretex Companies, Inc. 6. Utility Concrete Products, LLC. 7. Utility Vault Co. 8. Wausau Tile, Inc.

C. Comply with ASTM C 858 for design and manufacturing processes.

D. Description: Factory-fabricated, reinforced-concrete, monolithically poured walls and bottom. Frame and cover shall be cast into the top and form top of enclosure. Pulling irons and other built-in items shall be installed before pouring concrete. Cover shall have a nonskid finish and legend and indicated. Unit when buried shall be designed to support 100,000 lbs. wheel load, 230 psi tire pressure, or as indicated on drawings.

1. Frame and Cover: Weatherproof steel frame, with spring-assist hinged ductile iron access hatch, gasketed and bolted, and as indicated on drawings. a. Cover Handle: Recessed.

2. Cover Finish: Nonskid finish shall have a minimum coefficient of friction of 0.50.

3. Cover Legend: Molded lettering, as indicated for each service.

4. Configuration and dimensions shall be as indicated for each service.

5. Windows: Precast openings or knock-outs in walls, arranged to match dimensions and elevations of approaching ducts and duct banks.

a. Windows shall be located no less than 6 inches from interior surfaces of walls, floors, or frames and covers of handholes, unless otherwise indicated.

b. Window or knock-out openings shall be framed with at least two additional No. 4 steel reinforcing bars in concrete around each opening.

6. Duct Entrances in Handhole Walls: Cast end-bell or duct-terminating fitting in wall for each entering duct.

a. Type and size shall match fittings to duct or conduit to be terminated. b. Fittings shall align with elevations of approaching ducts.

7. Handholes 36 inches wide by 36 inches long and larger shall have inserts for cable racks and pulling-in irons installed before concrete is poured.



260543 - 5

2.4 UTILITY STRUCTURE ACCESSORIES



1. Bilco Company (The). 2. Campbell Foundry Company. 3. Carder Concrete Products. 4. Christy Concrete Products. 5. East Jordan Iron Works, Inc. 6. Elmhurst-Chicago Stone Co. 7. McKinley Iron Works, Inc. 8. Neenah Foundry Company. 9. NewBasis. 10. Oldcastle Precast Group. 11. Osburn Associates, Inc. 12. Pennsylvania Insert Corporation. 13. Riverton Concrete Products; a division of Cretex Companies, Inc.. 14. Strongwell Corporation; Lenoir City Division. 15. Underground Devices, Inc. 16. Utility Concrete Products, LLC. 17. Utility Vault Co. 18. Wausau Tile, Inc.

C. Manhole Frames, Covers, and Chimney Components: Comply with structural design loading specified for manhole.

1. Frame and Cover: Gray cast iron complying with ASTM A 48, with ductile iron cover rated for aircraft loads; gasketed and bolted; diameter, 36 inches.

2. Cover Legend: Cast in. As indicated and approved by COTR.

D. Pulling Eyes in Concrete Walls: Eyebolt with reinforcing-bar fastening insert, 2-inch-diameter eye, and 1-by-4-inch bolt.

1. Working Load Embedded in 6-Inch, 4000-psi Concrete: 13,000-lbf minimum tension.

E. Bolting Inserts for Concrete Utility Structure Cable Racks and Other Attachments: Flared, threaded inserts of noncorrosive, chemical-resistant, nonconductive thermoplastic material; 1/2-inch ID by 2-3/4 inches deep, flared to 1-1/4 inches minimum at base.

1. Tested Ultimate Pullout Strength: 12,000 lbf minimum.

F. Expansion Anchors for Installation after Concrete Is Cast: Zinc-plated, carbon-steel-wedge type with stainless-steel expander clip with 1/2-inch bolt, 5300-lbf rated pullout strength, and minimum 6800-lbf rated shear strength.



260543 - 6

G. Cable Rack Assembly: Nonmetallic. Components fabricated from nonconductive, fiberglass-reinforced polymer.

1. Stanchions: Nominal 36 inches high by 4 inches wide, with minimum of 9 holes for arm attachment.

2. Arms: Arranged for secure, drop-in attachment in horizontal position at any location on cable stanchions, and capable of being locked in position. Arms shall be available in lengths ranging from 3 inches with 450-lb minimum capacity to 20 inches with 250-lb minimum capacity. Top of arm shall be nominally 4 inches wide, and arm shall have slots along full length for cable ties.

H. Duct-Sealing Compound: Nonhardening, safe for contact with human skin, not deleterious to cable insulation, and workable at temperatures as low as 35 deg F. Capable of withstanding temperature of 300 deg F without slump and adhering to clean surfaces of plastic ducts, metallic conduits, conduit coatings, concrete, masonry, lead, cable sheaths, cable jackets, insulation materials, and common metals.

2.5 SOURCE QUALITY CONTROL

A. Test and inspect precast concrete utility structures according to ASTM C 1037.

PART 3 - EXECUTION

3.1 UNDERGROUND DUCT APPLICATION

A. See Specification L-110.

3.2 UNDERGROUND ENCLOSURE APPLICATION

A. Handholes: Precast concrete.

1. Units located in the airfield shall be rated for aircraft loading: 100,000 lbs single wheel load, 230 psi tire pressure.

B. Manholes: Precast concrete.

1. Units located in the airfield shall be rated for aircraft loading: 100,000 lbs single wheel load, 230 psi tire pressure.

3.3 EARTHWORK

A. Excavation and Backfill: Comply with Specification Item P-152 "Excavation and Embankment," but do not use heavy-duty, hydraulic-operated, compaction equipment.

B. Restore surface features at areas disturbed by excavation and reestablish original grades, unless otherwise indicated. Replace removed sod immediately after backfilling is completed.



260543 - 7

C. Restore areas disturbed by trenching, storing of dirt, cable laying, and other work. Restore vegetation and include necessary topsoiling, fertilizing, liming, seeding, sodding, sprigging, and mulching. Comply with Division 32 Sections "Turf and Grasses".

3.4 DUCT INSTALLATION

A. Slope: Pitch ducts a minimum slope of 1:300 down toward handholes and away from buildings and equipment. Slope ducts from a high point in runs between two handholes to drain in both directions.

B. Curves and Bends: Use 5-degree angle couplings for small changes in direction. Use manufactured long sweep bends with a minimum radius of 48 inches, both horizontally and vertically, at other locations, unless otherwise indicated.

C. Joints: Use solvent-cemented joints in ducts and fittings and make watertight according to manufacturer's written instructions. Stagger couplings so those of adjacent ducts do not lie in same plane.

D. Duct Entrances to Concrete Handholes: Use end bells. Grout end bells into structure walls from both sides to provide watertight entrances

1. Direct-Buried Duct Banks: Install an expansion and deflection fitting in each conduit in the area of disturbed earth adjacent to handhole.

E. Building Wall Penetrations: Make a transition from underground duct to rigid steel conduit at least 10 feet outside the building wall without reducing duct line slope away from the building, and without forming a trap in the line. Use fittings manufactured for duct-to-conduit transition. Install conduit penetrations of building walls as specified in Division 26 Section "Common Work Results for Electrical."

F. Sealing: Provide temporary closure at terminations of ducts that have cables pulled. Seal spare ducts at terminations. Use sealing compound and plugs to withstand at least 15-psig hydrostatic pressure.

G. Pulling Cord: Install 100-lbf-test nylon cord in ducts, including spares.

H. Concrete-Encased Ducts: Support ducts on duct separators.

1. Separator Installation: Space separators close enough to prevent sagging and deforming of ducts, with not less than 4 spacers per 20 feet of duct. Secure separators to earth and to ducts to prevent floating during concreting. Stagger separators approximately 6 inches between tiers. Tie entire assembly together using fabric straps; do not use tie wires or reinforcing steel that may form conductive or magnetic loops around ducts or duct groups.

2. Concreting Sequence: Pour each run of envelope between handholes or other terminations in one continuous operation.

a. Start at one end and finish at the other, allowing for expansion and contraction of ducts as their temperature changes during and after the pour. Use expansion



260543 - 8

fittings installed according to manufacturer's written recommendations, or use other specific measures to prevent expansion-contraction damage.

b. If more than one pour is necessary, terminate each pour in a vertical plane and install 3/4-inch reinforcing rod dowels extending 18 inches into concrete on both sides of joint near corners of envelope.

3. Pouring Concrete: Spade concrete carefully during pours to prevent voids under and between conduits and at exterior surface of envelope. Do not allow a heavy mass of concrete to fall directly onto ducts. Use a plank to direct concrete down sides of bank assembly to trench bottom. Allow concrete to flow to center of bank and rise up in middle, uniformly filling all open spaces. Do not use power-driven agitating equipment unless specifically designed for duct-bank application.

4. Reinforcement: Reinforce concrete-encased duct banks where they cross traffic pavement and where indicated. Arrange reinforcing rods and ties without forming conductive or magnetic loops around ducts or duct groups.

5. Forms: Use walls of trench to form side walls of duct bank where soil is self-supporting and concrete envelope can be poured without soil inclusions; otherwise, use forms.

6. Minimum Space between Ducts: 3 inches between ducts and exterior envelope wall, 2 inches between ducts for like services. Power and copper signal cables shall not be installed in the same duct bank..

7. Depth: Install top of duct bank at least 24 inches below finished grade in areas not subject to deliberate traffic, and at least 30 inches below finished grade in deliberate traffic paths for vehicles, unless otherwise indicated. Duct bank for medium voltage feeder cables shall be installed at least 36 inches below finished grade, and shall be concrete encased through length of run.

8. Stub-Ups: Use manufactured duct elbows for stub-ups at poles and equipment and at building entrances through the floor, unless otherwise indicated. Extend concrete encasement throughout the length of the elbow.

9. Stub-Ups: Use manufactured rigid galvanized steel conduit elbows and risers for stub-ups at poles and equipment and at building entrances through the floor.

a. Couple steel conduits to ducts with adapters designed for this purpose, and encase coupling with 3 inches of concrete.

b. Stub-Ups to Equipment: For equipment mounted on outdoor concrete bases, extend steel conduit horizontally a minimum of 60 inches from edge of base. Install insulated grounding bushings on terminations at equipment.

10. Warning Tape: Bury warning tape approximately 12 inches above all concrete-encased ducts and duct banks. Align tape parallel to and within 3 inches of the centerline of duct bank. Provide an additional warning tape for each 12-inch increment of duct-bank width over a nominal 18 inches. Space additional tapes 12 inches apart, horizontally.

3.5 INSTALLATION OF CONCRETE HANDHOLES

A. Precast Concrete Handhole Installation:

1. Comply with ASTM C 891, unless otherwise indicated. 2. Install units level and plumb and with orientation and depth coordinated with connecting

ducts to minimize bends and deflections required for proper entrances.



260543 - 9

3. Unless otherwise indicated, support units on a level bed of crushed stone or gravel, graded from 1-inch sieve to No. 4 sieve and compacted to same density as adjacent undisturbed earth.

B. Elevations:

1. Manhole Frame: In paved areas and trafficways, set frames flush with finished grade.

Set other manhole frames 1 inch above finished grade. 2. Handhole Covers: In paved areas and trafficways, set surface flush with finished grade.

Set covers of other handholes 1 inch above finished grade. 3. Where indicated, cast handhole cover frame integrally with handhole structure.

C. Drainage: Install drains in bottom of handhole where indicated. Coordinate with drainage provisions indicated.

D. Manhole Access: Circular opening in manhole roof; sized to match cover size.

1. Install chimney, constructed of precast concrete collars and rings to support frame and cover and to connect cover with manhole roof opening. Provide moisture-tight masonry joints and waterproof grouting for cast-iron frame to chimney.

E. Waterproofing: Apply Bbituminous waterproofing to exterior surfaces of manholes after concrete has cured at least three days. After ducts have been connected and grouted, and before backfilling, waterproof joints and connections and touch up abrasions and scars. Waterproof exterior of manhole chimneys after mortar has cured at least three days.

F. Dampproofing: Apply bituminous dampproofing to exterior surfaces of manholes after has been set in place. After ducts have been connected and grouted, and before backfilling, dampproof joints and connections and touch up abrasions and scars. Dampproof exterior of manhole chimneys after mortar has cured at least three days.

G. Hardware: Install removable hardware, including pulling eyes, cable stanchions, cable arms, and other indicated hardware, as required for installation and support of cables and conductors and as indicated.

H. Field-Installed Bolting Anchors in Manholes and Concrete Handholes: Do not drill deeper than 3-7/8 inches for manholes and 2 inches for handholes, for anchor bolts installed in the field. Use a minimum of two anchors for each cable stanchion.

3.6 GROUNDING

A. Underground ducts shall not have a ground wire.

3.7 FIELD QUALITY CONTROL

A. Perform the following tests and inspections and prepare test reports:



260543 - 10

1. Demonstrate capability and compliance with requirements on completion of installation of underground ducts and utility structures.

2. Pull aluminum or wood test mandrel through duct to prove joint integrity and test for out-of-round duct. Provide mandrel equal to 80 percent fill of duct. If obstructions are indicated, remove obstructions and retest.

3. Test handhole grounding to ensure electrical continuity of grounding and bonding connections. Measure and report ground resistance as specified in Division 26 Section "Grounding and Bonding for Electrical Systems."

B. Correct deficiencies and retest as specified above to demonstrate compliance.

3.8 CLEANING

A. Pull leather-washer-type duct cleaner, with graduated washer sizes, through full length of ducts. Follow with rubber duct swab for final cleaning and to assist in spreading lubricant throughout ducts.

B. Clean internal surfaces of manholes and handholes, including sump. Remove foreign material.

PART 5 - METHODS OF MEASUREMENT AND BASIS OF PAYMENT

A. Provision and installation of handholes shall include furnishing and installing the structure and related accessories, excavation, connection of duct and duct bank, grounding provisions, backfill and compaction, and all incidentals required to complete the installation.

1. Payment shall be made at the contract unit price per each type of structure, labor, equip-

ment, tools and incidentals required to complete this item. 2. Conduit, duct and duct bank are paid separately under applicable item in Specification

Item L-110.

B. Payment will be made under:

Item No. Pay Item Pay Unit

260543.1 Furnish and Install 4’x4’ handhole, aircraft loading per each 260543.2 Furnish and Install manhole chimney, aircraft loading – per each 260543.3 Raise existing handhole to grade -- per each 260543.4 Furnish and Install manhole precast top with new frame and cover – per each



ELECTRICAL IDENTIFICATION 260553-1

SECTION 260553 - ELECTRICAL IDENTIFICATION PART 1 - GENERAL 1.01 RELATED DOCUMENTS

A. Drawings and general provisions of Contract, including General and Supplementary Conditions and Division 01 Specification Sections, apply to this Section.

1.02 SUMMARY

A. This Section specifies electrical identification materials and includes requirements for electrical identification including but not limited to the following:

1. Identification labeling for medium voltage cables.

B. Refer to other Division 26 sections for additional specific electrical identification

associated with specific items. 1.03 SUBMITTALS

A. General: Submit the following in accordance with Conditions of Contract and Division

01 Specification Sections.

B. Product Data for each type of product specified.

C. Schedule of all tags, markers, etc. D. Sample product for each type of product specified.


A. Electrical Component Standard: Components and installation shall comply with NFPA 70 "National Electrical Code."

B. Comply with manufacturers instructions. PART 2 - PRODUCTS 2.01 MANUFACTURERS

A. Manufacturers: Subject to compliance with requirements, provide products by the following:

1. American Engraving Co. 2. Seton Name Plate Co. 3. Standard Signs, Inc. 4. W.H.Brady, Co.

5. Almetek Industries



6. Tech Products, Inc. 7 William Frick & Company 8 Thomas & Betts

2.02 ELECTRICAL IDENTIFICATION PRODUCTS

A. Cable Ties: Fungus inert, self extinguishing, one piece, self locking nylon cable ties, 0.18-inch minimum width, 50-lb minimum tensile strength, and suitable for a temperature range from minus 50 deg F to 350 deg F.

B. Markers for Medium Voltage Cables: Provide "E-Z Tag" as manufactured by Almetek

Industries Inc., or equivalent to identify feeders at all accessible locations. Tags shall consist of 1.0 inch high numerals or letters placed in a tag holder. Tags and holder shall be manufactured from U.V. stabilized non-conductive, non-corrosive polyethylene or equal. Tag holder shall be black and numerals and letters shall be black on yellow back-ground. Numerals and letters shall be oriented either horizontally or vertically depending on orientation of cable.

PART 3 - EXECUTION 3.01 INSTALLATION

A. Identification Color Coding: Provide the following color coding for identification labeling/markers:

1. 600 Volts and above: White lettering on red background

B. Electrical Equipment/Device Identification:

1. Provide markers for medium voltage cables at all accessible locations and termination points. Indicate voltage, feeder number and phase letter on each cable. Inside equipment indicate phase letter on each cable. In manholes install markers on cables after arc proofing is applied. Attach with cable ties.

C. Lettering and Graphics: Coordinate names, abbreviations, colors, and other designations with corresponding designations specified or indicated. Install numbers, lettering, and colors as approved in submittals and as required by code.

D. All labeling shall be typed. Hand written labeling shall not be accepted.

E. Install identification products in accordance with manufacturer's written instructions and

requirements of NEC.

F. Install labels, tags and markers at locations for best convenience of viewing without interference with operation and maintenance.

PART 4 – METHODS OF MEASUREMENT AND BASIS OF PAYMENT



4.1. Electrical identification shall not be measured for payment, but shall be incidental to the work with no separate payment.



CONSTANT CURRENT REGULATORS 262506-1

SECTION 262506 – CONSTANT CURRENT REGULATORS PART 1 - GENERAL 1.1 DESCRIPTION:

A. These electrical general provisions specified herein apply to all Electrical Specification Sections of Division 26.

B. Refer to the General and Supplementary Conditions and Division 01 for special requirements

and conditions which apply to all Sections of Division 26.

1.2 SUMMARY A. This Section includes the installation of one new regulator in Vault 2. Fuse cutouts, lightning

arresters, and switches necessary to complete the system are specified in other sections of Division 26. Current transformers and transducers including NEMA-1 enclosures are indicated on the drawings. Airfield lighting control cabling for the monitoring and control of the new and relocated regulators is specified in other sections of Division 26 and indicated on the drawings.

B All current carrying parts shall be copper.

1.3 QUALITY ASSURANCE:

A. Electrical work shall conform NFPA 70. B. Codes, standards and regulations specified herein refer to the edition date. Revisions and

addenda to these codes, standards and regulations shall be part of these specifications. Provisions of referenced codes, standards and regulations do not create duty or responsibility by COTR, unless otherwise specified herein.

C. Codes, standards and regulations referred to are minimum standards. Where the requirements

of these specifications or drawings exceed those of the codes, standards and regulations, the drawings or specifications govern. Federal specifications referenced:



Number Title J-C-30 Cable and Wire, Electrical (Power, Fixed Installation) WW-C-581 Conduit, Metal, Rigid; and Coupling, Elbow, and Nipple, Electrical

Conduit: Zinc-coated AC 150/5345-7 Specification for L-824 Underground Electrical Cables for Airport

Lighting Circuits. AC 150/5345-10 Specification for L-828/L-829 Constant Current Regulator

D. Electrical Design Coordination:

1. The ratings of equipment and the characteristics of electrical systems serving them, as

specified, have been established as minimums which will allow that equipment to satisfactorily function while producing the capacities indicated on the Drawings or specified herein. These power ratings include a safety factor deemed appropriate to accommodate common differences between design parameters and field construction practices.

1.4 SPACE CONDITIONS:

A. Drawings indicate locations of the constant current regulators. Changes in the location of same to accommodate conditions, and coordination with the work of other trades shall be made prior to initial installation, at additional no cost to the airport. The equipment layout as shown on the Drawings is based on the physical dimensions of equipment as manufactured by a particular supplier and that of the existing equipmenT.

B. Locations of constant current regulators, equipment and apparatus as indicated on the

Drawings are approximate; connections shall be made to such equipment as actually installed. C. Provide access to equipment and apparatus requiring operation, service or maintenance

throughout the life of the system. The final equipment layout shall be the responsibility of the Contractor and shall be based on the actual sizes of the equipment selected and approved by the COTR and of the equipment relocated. The equipment layout shall provide the necessary clearances as required by the applicable codes and as recommended by the manufacturer, and shall be approved by the COTR.

1.5 SUBMITTALS

A. GENERAL: Before any electrical materials and equipment are ordered, the Contractor shall furnish the COTR a list of the materials and equipment he plans to incorporate in the work. This list shall include the name of each item, the Federal Aviation Administration specification number, the manufacturer's name, the manufacturer's catalog number, and the size, type and/or rating of each item. Submittals shall also include catalog cuts, test data, outline drawings, nameplate drawings, wiring diagrams, and schematic diagrams.

B. APPROVAL: Airport vault equipment and related materials covered by FAA specifications



shall have the prior approval of the Federal Aviation Administration, Airports Service, Washington, DC 20591, and shall be listed in the latest edition of Advisory Circular 150/5345-53, Airport Lighting Equipment Certification Program.

1. All other equipment and material covered by other referenced specifications shall be

subjected to acceptance through manufacturer's certification of compliance with the applicable specification.

2. Certification alone shall not relieve the Contractor from his responsibility to provide materials and supplies acceptable to the specifications contained herein. The Contractor shall remove and replace materials and supplies, at the direction of the Engineer, that do not materially comply with the provisions of these specifications solely at the cost of the Contractor.

3. The airport vault equipment shall meet or exceed FAA requirements when subjected to the qualification tests as described in the latest edition of FAA Advisory Circulars.

1.6 VAULT WORK VERIFICATION.

A. The Contractor shall become familiar with the work to be done inside the Airfield Lighting Vaultsin preparing the bid. The regulators shall connect to the relocated airfield lighting control system (ALCS) as shown on the drawings.

PART 2 - PRODUCTS 2.1 CONDUITS:

A. All conduit installations in the electrical vault shall be rigid steel conduit. Rigid steel conduit and fittings shall be in accordance with Federal Specification WW-C-581.

2.2 WIRE:

A. Wire in conduit rated up to 5,000 volts shall conform to Advisory Circular 150/5345-7, Specification for L-824 Underground Electrical Cables for Airport Lighting Circuits. Each lighting circuit shall be 2-1/C #6, 5KV, FAA L-824, EPR cable Type C. For ratings up to 600 volts, thermoplastic wire conforming to Fed. Spec. J-C-30, Types XHHW-2 shall be used. The wires shall be of the size, number of conductors, and voltage shown in the Drawings.

2.3 LIQUID TIGHT FLEXIBLE METALLIC CONDUITS:

A. Shall be used for connections to the regulators. A minimum conduit length of 24 inches shall

be provided.

1. Flexible liquid-tight metallic conduit shall be interlocked, galvanized steel with a polyvinyl chloride cover, U.L. listed, and shall be "Sealtight" Type UA by Anaconda, or approved equal.

2. Minimum size of conduits shall be 2-inch trade size. All power and control circuit

conductors shall be copper. Aluminum shall not be accepted. Low voltage 600 volt and medium voltage 5,000 volt conductors shall be installed in separate wire ways. Control and telephone cables shall be installed in separate wire ways from power



cables.

2.4 CONSTANT CURRENT REGULATORS: A. Constant current regulators shall fully comply with FAA L-828 (or L-829) specifications

given in AC 150/5345-10, oil-filled type. B. Constant current regulator shall be supplied and sized to fit within the designated space in the

electrical vault as shown on the construction Drawings and shall have the characteristics listed below.

C. The regulator shall operate with an input voltage of 2,400 volts line to neutral. The output

current at the highest intensity shall be 20 amps. The regulator shall provide output current such that the current on the secondary side of the isolation transformer (6.6A side) on the series lighting circuit shall be as follows (within the tolerances specified in AC 150-5345-10):

3-Step Regulator Current amp 1 14.55 2 16.55

3 20.0

The output power for the constant current regulators shall be as follows:

2T2-S, 3-step 30KW D. The regulation of the output current shall remain within those limits regardless of the number

of open circuit transformers in considering the input voltage variation for -5 to +10%. E. Lightning arresters shall be provided on the input and output terminals on the regulator, type

MOV surge arresters. The suitably rated lightning arresters shall be connected from the input and output terminals to a sturdy earth terminal.

F. A meter monitoring the output current shall be provided built in with the regulator, and shall

be true RMS with 2% accuracy. G. The regulator shall have open output circuit protection.

H. The regulator shall have remote control capability. I. The regulator shall be equipped with a multi-position selector switch to select remote, off, and

local brightness control. J. The regulator shall be equipped with internal primary electrically operated switch (double

poles), oil type. K. Regulator control and high voltage compartments shall be all steel construction (11 ga. min.).

L. The Regulator shall be provided with internal 120 volt control transformer.



2.4 GROUNDING AND BONDING CONDUCTORS:

A. ASTM B 1-70 (1976), solid bare copper wire for sizes No. 8 AWG and smaller; ASTM B 8-77, Class B, stranded copper wire for sizes No. 6 AWG and larger.

PART 3 – EXECUTION 3.1 GENERAL:

A. The Contractor shall furnish, install and connect all equipment, equipment accessories, conduit, cables, wires, buses, grounds and support necessary to insure a complete and operable electrical distribution system for the constant current regulators, as specified herein and as shown on the Drawings. The equipment installation and mounting shall comply with the requirements of the National Electrical Code and the local code agency having jurisdiction.

3.2 PHASING AND INTERRUPTIONS:

A. The scheduling and sequencing of this work shall be fully coordinated with all other work and staging as indicated on the drawings.

B. The actual scheduling and timing of the work in this Item is the responsibility of the

Contractor and shall be submitted in writing for the COTR's review and approval. The Contractor shall not begin this work until receiving written approval of the proposed scheduling and timing from the COTR. The contractor shall coordinate his work with any ongoing work by others in the vault.

3.3 REMOVALS:

A. The Contractor shall remove any items required for his installation as approved by the COTR. Materials shall be disposed of off Airport property at the Contractor's expense except as designated for salvage, in which case it shall be disposed of in accordance with the salvage provisions of MC-128.

3.4 REGULATOR:

A. The regulators shall be furnished and installed at the location shown on the Drawings. The regulator shall be set on steel "H" sections or "I" beam channels to provide a minimum space of 1-1/2 inches between the equipment and the floor. The equipment shall be placed so as not to obstruct the oil sampling plugs of oil field units, and nameplates shall, so far as possible, not be obstructed.

3.5 DUCT AND CONDUIT:

A. The Contractor shall furnish and install flexible conduit for the regulator output cable to the wall-mounted power wireway, and 2-inch rigid conduit at the 2400V power connection to the copper overhead bussing for power input to the regulators.



B. Conduit shall be used between wireways and equipment or between different items of equipment when the equipment is designed for conduit connection.

C. When conductors enter the wireways, provide insulating bushings at the connection of the

conduit to the wireway. 3.6 GROUNDING SYSTEM:

A. The metallic ducts shall be mechanically and electrically secure at joints and at boxes, cabinet fittings, and equipment at the point of the electrical service entrance. Bind the metallic raceways together with the ground conductor and connect to the system ground bus. Regulators shall be connected by solid bare conductor, minimum size No. 2 AWG, to the vault ground bus.

3.7 WIRING AND CONNECTIONS:

A. The Contractor shall make all necessary electrical connections in the vault to comply with the wiring diagrams furnished on the Drawings. In wiring to the terminal blocks, the Contractor shall leave sufficient extra length on each control lead to make future changes in connections at the terminal block. This shall be accomplished by running each control lead the longest way around the box to the proper terminal. Leads shall be neatly laced in place. Bolt type TY-RAP bases shall be used to secure wiring.

3.8 MARKING AND LABELING:

A. All equipment, control wires, terminal blocks, etc., shall be tagged, marked, or labeled as specified below:

1. Wire Identification: The Contractor shall provide Brady markers (or equal) to

identify all control wires at the point where they connect to the control equipment or to the terminal blocks. Identification markings designated in the Drawings shall be followed. Each marker shall be securely tied to the proper wire by a nonmetallic cord.

2. High voltage conductors shall be identified in every manhole with identification markers indicating voltages, phase and feeder number.

B. Labels: The Contractor shall provide 2-inch high black on yellow adhesive markers (as

manufactured by Almetech Industries or equal) for identifying regulators, breakers, and distribution and control relay cases, as designated by and approved by the COTR. The Contractor shall also mark the correct circuit designations in accordance with the wiring diagram on the terminal marking strips which are a part of each terminal block.

3.9 INSPECTION:

A. Inspect all cables, wiring, connection and splices to obtain assurance that the installation is in accordance with Advisory Circulars, National Electrical Code, and local codes.

B. Check the input voltage at the power and control circuits to determine that the voltage is

within limits required for the proper equipment operation. Select the proper voltage top on equipment where tops are provided. Check fuses and circuit breakers to determine the proper ratings.



3.10 TESTING:

A. The Contractor shall furnish all necessary equipment and appliances for testing the equipment after installation. The Contractor shall test and demonstrate to the satisfaction of the COTR the following:

1. All lighting power and control circuits are continuous and free from short circuits. 2. All circuits are free from unspecified grounds. 3. The insulation resistance to ground of all non-grounded conductors of series circuits

is not less than 200 megohms at 2500 volts DC. 4. All circuits are operable. Tests shall be conducted that include operating each control

not less than 10 times and the continuous operation of each lighting and power circuit for not less than three (3) hours. Furthermore, the new system shall then be operated by the FAA controllers from the control tower for a period of 48 hours to test the equipment. During this period the lights will be turned on and off and to the brightness steps selected by the controllers. Prior to acceptance of the work, any defects shall be corrected. Tests and any work related hereto are incidental to items of work. .

3.11 OPERATING MANUALS:

A. Operating manuals shall be submitted for all principal items of electrical equipment. The submittal of manuals shall be prior to final acceptance. The manuals shall be complete with operational and repair part data on all component devices in the principal equipment for which the manuals are submitted. The Contractor shall also provide to the COTR's authorized representative instructions in the operation and maintenance of the systems at such times as directed by the COTR.

3.12 MODIFICATIONS TO THE ALCS:

A. Modifications to the airfield lighting control system (ALCS) shall be made by the system fabricator (CIM Assoc,) or as approved by the fabricator. Modifications to the ALCS shall provide full control and monitoring as required by FAA AC 150-5340-28, Low Visibility Lighting. Graphic changes shall be made consistent with control for other lighting systems, and as approved by ATCT personnel. Contractor shall provide all the cabling and wiring, current transformers, traducers, enclosures and shall terminate all wiring as approved by the system fabricator. (See Specification Section 268750 for additional detail.)

PART 4 - CONTRACTOR QUALITY CONTROL

4.1 FIELD QUALITY CONTROL

A. Engage a Testing Agency as defined by OSHA in 29 CFR 1910.7 or a member company of the InterNational Electrical Testing Association and that is acceptable to authorities having jurisdiction.

B. Perform Testing as required in Division 26, Section “Electrical Testing Requirements”.



PART 5 – METHOD OF MEASUREMENT AND BASIS OF PAYMENT

A. Provision and installation of 30KW regulator shall include furnishing and installing the regulator, medium voltage power cable, low voltage control cable, conduit, support, grounding and connection to medium voltage bus and medium voltage airfield lighting system, testing and burn-in, all labor associated with furnishing and installing the regulator and all incidentals required to complete the installation, complete and ready for operation to the satisfaction of the Engineer.

1. Payment shall be made at the contract unit price per each regulator, labor, equipment,

tools and incidentals required to complete this item.

B. Payment will be made under:

Item No. Pay Item Pay Unit 262506.1 Furnish and Install 30KW Regulator Each END OF SECTION 262506


STORM WATER POLLUATION PREVENTION PLAN 312514-1

SECTION 31 25 14 - STORM WATER POLLUTION PREVENTION

PART 1 - GENERAL


A. Drawings, Contract and Special Provisions, Supplementary Conditions, latest version of Virginia Erosion and Sediment Control Handbook and other Division-01 Specifications apply to this Section.

1.2 SUMMARY

A. This Section includes preparation for and submitting for approval for a Storm Water Pollution Prevention Plan (SPPP).

1. Provisions for furnishing, installing and removal of silt fence, filter boxes, storm drain inlet protection, straw bale barriers, construction entrances, sediment traps, diversion berm, dust control and other erosion control measures during construction, and temporary and permanent soil stabilization measures, as noted on the contract plans and in the approved SPPP. All measures and practices shall be in accordance with the latest version of the Virginia Erosion and Sediment Control Handbook and for preventing contamination of storm water from construction activities in accordance with the Commonwealth Of Virginia Regulation 9VAC 25-180 (i.e., temporary fuel storage, fueling operations, equipment maintenance, hazardous material and waste handling, good housekeeping practices, etc.).

B. Related Sections

1. Division 01 Section “Quality Requirements” for quality issues.

C. Measurement Procedures

1. Inlet Protection shall be measured per each completed in accordance with the plans and provisions of this item and accepted by COTR. Silt Fence included in inlet protection shall not be measured separately, but shall be considered part of the inlet protection item.

2. Storm Water Pollution Prevention shall be measured by the lump sum.

3. Dewatering filter bag shall not be measured separately, but if needed, shall be considered incidental to Storm Water Pollution Prevention.



4. Temporary seeding placed at the Soil Bank Site to cover excavated material disposed of at the site shall not be measured for payment but shall be incidental to the associated removal or excavated item.

D. Payment Procedures

1. The accepted quantities of inlet protection will be paid for at the contract unit price per each, complete in place.

2. Payment for Stormwater Pollution Prevention will be made at the contract unit price per lump sum. This price shall be full compensation for creating the Stormwater Pollution Prevention Plan, collecting and treating runoff, and all other measure used to prevent unfiltered runoff from entering the stormwater sewer system. Payment shall be full compensation for all labor, equipment and materials associated with Stormwater Pollution Prevention.


Item 312514-1.1 – Inlet Protection – per each

Item 312514-1.2 – Stormwater Pollution Prevention – per lump sum.

1.3 DEFINITIONS

A. CWA- Clean Water Act means the law passed by the Congress of the United States in 1972 controlling the Discharge of Pollutants into the Nation's waterways.

B. BMP- Best Management Practices are defined as any one or group of management practices, activities, policies, equipment, and structures that will: prevent pollutants from entering the environment, minimize pollutants from entering the environment, and mitigate, reduce, and treat prior to the pollutant entering the environment.

C. NPDES- National Pollutant Discharge Elimination System is the national program for issuing, modifying, revoking, reissuing, terminating, monitoring and enforcing permits pursuant to sections 402, 318, and 405 of the CWA.

D. VDEQ- Virginia Department of Environmental Quality is the agency of the Commonwealth of Virginia that manages the Commonwealth of Virginia's environmental regulations.



E. VPDES- Virginia Pollutant Discharge Elimination System is the Commonwealth of Virginia program and regulations that describe the proper management of discharges of pollutants into the waters of the Commonwealth

F. DCR- The Commonwealth of Virginia Department of Conservation and Recreation, Division of Soil and Water Conservation, regulates land disturbing activities and erosion and sedimentation compliance.

1.4 Submittals

A. Storm water Pollution Prevention Plan (SPPP) - Prepare and submit for written approval by the Authority in accordance with the information provided below. Do not initiate ground-disturbing activities until the Authority has approved the SPPP. In addition, the SPPP will serve as the Soil Erosion and Sediment Control Plan required as a condition of the Authority's issuance of a Construction Permit by the Authority's Building Codes Department. Issuance of this Construction Permit is required prior to initiation of any project construction.

B. The SPPP may utilize plans, details, notes and other information provided in the construction documents, however, such information shall not, in itself, be construed to meet the requirements of this Section. Provide additional details to ensure that the SPPP accurately reflects means and methods for construction.

C. Prepare the SPPP on regular 8 ½ X 11 inch paper. Include attachments of the plans showing locations of erosion and sediment control devices and BMPs. Submit four bound copies to the COTR for review and approval.

D. Plan Certification with Virginia Pollution Discharge Elimination System Regulation (9VAC 25-180) and DCR (4VAC50-30).

1. Submit with Plan Certification the following certification statement signed by an officer of the company of Contractor and signed by all its subcontractors:

"I certify under penalty of law that I understand the terms and conditions of the General Permit for Discharges from Construction Activities that authorizes the storm water discharges from construction activities associated with the site identified by the permit."

2. The above certification shall be executed on the Contractor's letterhead. Include the name, title, address, and telephone number of contractor and all subcontractors, and the date the certification is made. The Certification shall be attached to the SPPP and submitted to the COTR.



E. Once the SPPP has been approved by the COTR, submit a Virginia Storm Water Management Program (VSMP) permit application to the Virginia Department of Conservation and Recreation (DCR) to obtain the VSMP permit. Submit payment of $500 with the permit application. The Contractor shall include the cost of the VSMP in his proposal

F. Be responsible for submitting the Notice of Project Termination (NPT) shown in Appendix II for all construction activities within this particular construction project. Contractor shall notify the Authority and provide a copy to the COTR upon completion of this construction project.

G. Not Used.

H. Submit the name, and a copy of the certificate of competence issued by the Department of Conservation and Recreation for the person in charge of and responsible for carrying out the land-disturbing activity prior to conducting any land-disturbing activities.

I. Prepare the SPPP narrative and associated drawings in accordance with the following outline:

1. Site Description: A detailed description of the construction activities, physical features of the site, and other pertinent information shall be included in this Section.

a. A description of the nature of the construction activities;

b. A description of the intended sequence of major activities which disturb soils for major portions of the site (e.g. grubbing, excavation, grading);

c. Estimate of the total area of land disturbing activities. Land disturbing areas greater than 2,500 square feet require the implementation and enforcement of a SPPP.

d. Describe the quality of any discharge water from the site;

e. A description of the existing vegetative cover at the site, include an estimate of the total buffer area that is covered by the vegetation before construction activities commence.

f. The name of the receiving water(s), their tributaries, and the ultimate receiving water(s). A description of the aerial extent of wetlands present at the site and other sensitive habitats present on site describe measures that will be used to protect wetlands.

g. Include in the plan a schedule of the planned start and completion of construction activities, major grading activities, and other activities that may require stabilization measures to be initiated at the site.



2. Potential Pollution Sources:

a. Describe potential pollution sources. Description should include, but not be limited to, the following:

1) Vehicle Fueling: A description of the location and number of all above ground storage tanks (ASTs) and any storage containers that will be used for the purpose of fueling vehicles or storing any materials used during construction activities (indicate location on the site map).

2) Storage Tanks: ASTs storing regulated substances and greater than 660 gallons shall be registered with the Department of Environmental Quality. All ASTs shall be properly equipped and follow the AST requirements. For example, requirements include that ASTs be double walled or have 110% secondary containment devices that will not collect rainwater. Tanks shall have spill containment buckets and be properly labeled, etc. Earthen berms shall not be permitted.

3) Materials Storage: A description of the storage location and a minimum quantity of all hazardous and non-hazardous materials that might pollute storm water. Pollutants such as, but not limited to, paints, solvents, hydraulic fluids, engine oil, form oil, etc. that will be used during the course of construction activities. All containers of materials of any size that are used on site and their associated secondary containment shall be covered to prevent rainwater from coming in contact with the containers. Earthen berms shall not be permitted. All drums and containers shall be removed from the site as they become empty.

4) Sanitary Waste Facility: A description of the location and the number of sanitary waste facilities (e.g. portable chemical toilets) and method of disposal for the subject waste during the course of construction activities on site.

5) Equipment Maintenance: A detailed description of how and where equipment will be maintained. This shall include fluid changes, servicing, breakdowns, etc. The plan shall provide a standard operating procedure that shall be used for the protection of the environment while maintaining the equipment.

6) Not Used.

7) The SPPP shall include a drum and container management plan. The plan shall describe the methods and location for the containment, protection, and



storage of all solvents, chemicals, petroleum products, and all toxic material as defined by the EPA brought on site. All drums and containers shall be stored within a secondary containment system and shall be covered to prevent rainwater from entering the secondary containment.

3. Best Management Practices (BMPs) And Control Measures. The purpose of this Section is to identify all appropriate BMPs and control measures that shall be implemented at the construction site. This Section of the plan shall clearly describe the construction activities in sequence and their associated BMPS, control measures, and Erosion and Sediment (E&S) controls that are applicable. This Section shall indicate the timing to achieve the above-referenced sequencing relative to the installation of BMPs, E&S, and the control measures.

a. The components of this Section of the plan shall, at a minimum, include but not be limited to the following:

1) Stabilization Practices: All stabilization practices, including interim and permanent stabilization measures as well as specific scheduling of the Implementation of the practices, shall be included in this Section. Where possible, this portion of the plan shall describe all existing vegetation that is preserved for the purpose of site stabilization. Stabilization measures include, but are not limited to the following:

a) Vegetative buffer strips

b) Sod stabilization

c) Geotextile

d) Mulching

e) Temporary Seeding

f) Permanent Seeding

g) Protection of trees

h) Preservation of mature vegetation

i) Other measures/stabilization practices

2) Structural BMPS: This Section shall adequately describe the structural BMPs and practices that will divert and mitigate storm water runoff from soils, sediments, exposed materials, ASTs, and containers of hazardous/non-



hazardous materials. Structural BMPs include, but are not limited to the following list:

a) Silt fences

b) Earth dikes

c) Drainage swales

d) Sediment traps

e) Subsurface drains

f) Secondary containment for ASTs and containers

g) Pipe slope drains

h) Coverage for ASTs and containers

i) Level spreaders

j) Storm drain inlet protection

k) Reinforced soil retaining systems

l) Rock outlet protection/wheel washers

m) Gabions

n) Construction rock entrance

o) Temporary or permanent sediment basins

p) Other BMPs and structural controls.

3) The installation of these structural BMPs may be subject to the CWA Section 404 "Permitting Requirements". Be responsible for determination whether the above-permitting requirements apply to any of the structural BMPs.

4) Provide wheel washers and construction rock entrances for all projects where constructions traffic enters or exits paved surfaces. Be responsible for ensuring that all wheel washers and construction rock entrances are designed and constructed to adequately meet the expected construction traffic demand.

5) Temporary or Permanent Sediment Basins



a) If the project site involves common drainage areas that serve 3 acres or more of disturbed area(s), a temporary or permanent sediment basin is required. Such a basin shall provide 134 cubic feet of storage per acre drained. Where 134 cubic feet of storage per acre drained or equivalent is not attainable due to site constraints, smaller sediment basins and sediment traps shall be used as approved by the COTR on a case-by-case basis.

b) To prevent the movement and erosion of soils, structural measures should be placed on all upland areas.

4. Operational Practices (Good Housekeeping Practices). This Section shall include measures and BMPs including good housekeeping practices that address the following sources of pollution:

a. The plan shall contain measures that prevent trash, innocuous solid materials, building materials, garbage, and debris from entering the Authority's storm sewer system or directly into a stream or waterway.

b. Provide a daily program of vacuum or hand sweeping or other acceptable means of cleaning sediments that are tracked or transported onto the public roads from the construction sites shall be implemented. The roads may be washed only after the sediments have been removed.

5. Inspection And Maintenance of BMPs

a. Provide a schedule of inspection of all structural BMPs, the necessary maintenance and corrective action to correct all discrepancies found on site. Designate qualified personnel that have adequate knowledge of E&S requirements and storm water management and pollution prevention requirements, to inspect all structural control measures and BMPs at "least every seven calendar days and within 24 hours of the end of a storm event that is .5 inches or greater."

b. At a minimum develop a checklist for these inspections that conforms to the inspection checklist of Appendix I. Areas where final stabilization has been established need only be inspected once every month. Provide the completed inspection checklist and a report summarizing the corrective actions taken by the contractor to the COTR according to the following schedule of frequencies:

c. Every seven calendar days: Under the normal circumstances.

d. Every 24 hours: After a rainfall of 0.5 inches or greater, of intensity.

e. Every 30 days: for the areas where final stabilization has been accomplished.



f. Correct any and all discrepancies immediately upon discovery. The SPPP shall be revised as necessary to reflect any modifications to strengthen the BMPs and other structural controls in order to address the discrepancies. The above inspections and findings shall be subject to Authority field verification. Be responsible for responding to all regulatory inquiries from the Virginia Department of Environmental Quality-Water Division (VDEQ-Water), Virginia Department of Conservation and Recreation (DCR), and the Environmental Protection Agency (EPA) Region III. Be responsible for addressing the outcome of all compliance monitoring inspections conducted by the above regulatory agencies. Take all corrective actions as required by VDEQ-Water, DCR or EPA Region III.

6. Non-Storm water Discharge. This SPPP is for the sole purpose of preventing pollution associated with storm water runoff (Act of God: rain, snow, etc.). Plan shall identify all non-storm water components, process waste water discharges, and any other non-storm water influent that may exist in this particular construction site. Plan shall ensure that all of the above non-storm water discharges are appropriately eliminated, permitted or addressed through other acceptable regulatory permitting mechanisms.

7. Detailed Composite SPPP Map. Prepare the following:

a. Drainage pattern and approximate slopes anticipated after completing major grading activities on site

b. Soil disturbance areas

c. Location of all Best Management Practices (BMPs), structural controls, non-structural controls, good housekeeping practices (GHP) and other erosion and sediment (E&S) control measures to be used during the course of construction activities

d. Locations where stabilization is expected to be used, including the types of vegetative cover which will be employed on site

e. Location of all receiving waters, including their tributaries and the ultimate receiving waters (including wetlands/sensitive habitats)

f. Location of all points of discharge to existing storm sewers and outfalls

g. Existing and planned paved areas, impervious surfaces, and buildings



h. Location of all post-construction BMPs and Storm water management practices that will address the long-term water quality improvement needs for the site, if applicable.

i. Location of any fuel storage, materials storage and sanitary waste and other potential pollution sources and their associated BMPs. shall be reflected on the site map.

j. Two site maps shall be developed, one indicating pre-construction and during construction site conditions and the second indicating final site conditions. Maps shall be to the same scale.

1.5 Quality Assurance

A. Prepare and submit the SPPP with input from each subcontractor.

PART 2 - PRODUCTS

2.1 General

A. Provide erosion and sediment control devices and products as indicated, in accordance with the SPPP and in accordance with the latest updated version of the Virginia Erosion and Sediment Control Handbook.

PART 3 - EXECUTION

3.1 Implementation

A. Implement and maintain the approved SPPP throughout the life of the contract in accordance with provisions of the Virginia Erosion and Sediment Control Handbook and applicable contract documents.

B. Exercise every reasonable precaution, including temporary and permanent measures, throughout the duration of the project to control erosion and prevent or minimize pollution of rivers, streams, lakes and other receiving waters. Apply siltation and stabilization control measures to material, subject to erosion, exposed by any activity associated with construction including but not limited to local material sources, stockpiles, disposal areas, and haul roads.



C. Initiate stabilization measures as soon as practicable in portions of the site where construction activities have temporarily or permanently ceased but no later than 14 days after the construction activities have temporarily or permanently ceased. Except as provided in the following paragraphs:

1. If snow cover and or severe weather conditions preclude initiation of the stabilization measures by the 14th day after construction activities have ceased, either temporarily or permanently, the stabilization practices shall be initiated as soon as practicable.

2. If construction activities resume on a portion of the site within 21 days from the date that construction activities have temporarily ceased, then stabilization practices need not be initiated on that particular portion of the site by the 14th day after construction activities have temporarily ceased.

D. Be solely responsible for complying with the soil erosion, sedimentation control and good housekeeping requirements of this Contract, and for otherwise preventing contamination of storm water from construction activities. Be solely responsible for any and all fines, penalties or damage that result from the Contractor’s failure to comply.

3.2 Erosion and Siltation Control:

A. Control erosion and siltation through the use of the devices and measures specified herein, in the approved SPPP or as is otherwise necessary. The Authority reserves the right to require other temporary measures not specifically described herein to correct an erosion or siltation condition.

B. Maintenance: Maintain erosion and siltation control devices and measures in a functional condition at all times. Inspect temporary and permanent erosion and sedimentation control measures after each rainfall and at least daily during periods of prolonged rainfall. Correct deficiencies immediately. Make a daily review of the location of erosion and sediment control devices to ensure that they are properly located for effectiveness. Where deficiencies exist, make corrections immediately as approved or directed by the COTR.

PART 4 - CONTRACTOR’S QUALITY CONTROL

4.1 Field Quality Control

A. Conform to all applicable provisions of Division 01 Section “Quality Requirements". Be responsible for periodic inspections for conformance with the approved SPPP. The results of the periodic inspections shall be submitted to the COTR upon completion.



APPENDIX I

Washington Dulles International Airport IA1103 Taxiway Y Reconstruction at Taxiway B August 6, 2012 100% Submittal


SPPP INSPECTION CHECKLIST

BMP

Proper

Installation

Yes, No. or NA

Proper

Operation

Yes or No

Housekeeping

Practices

Good-Poor

Potential

Hazard

Yes or No

Discharge:

Stormwater

Non-storm water

Effectiveness

of BMP

Observations

Comments

1. Drainage Swale



BMP

Proper

Installation

Yes, No. or NA

Proper

Operation

Yes or No

Housekeeping

Practices

Good-Poor

Potential

Hazard

Yes or No

Discharge:

Stormwater

Non-storm water

Effectiveness

of BMP

Observations

Comments

2. Gabion

3. Silt Fence

4. Dry Pond

5. Cattle Grate

6. Earth Dike

7. Sediment Trap

8. Hay Bale

9. Subsurface Drains



BMP

Proper

Installation

Yes, No. or NA

Proper

Operation

Yes or No

Housekeeping

Practices

Good-Poor

Potential

Hazard

Yes or No

Discharge:

Stormwater

Non-storm water

Effectiveness

of BMP

Observations

Comments

10. Pipe Slope Drains

11. Level Spreaders

12. Storm Drain Inlet Protection

13. Reinforced Soil Retaining Basins

14.Temporary or Permanent Sediment Basins

15. Construction Rock Entrance



BMP

Proper

Installation

Yes, No. or NA

Proper

Operation

Yes or No

Housekeeping

Practices

Good-Poor

Potential

Hazard

Yes or No

Discharge:

Stormwater

Non-storm water

Effectiveness

of BMP

Observations

Comments

PART 5 - 16. Rock Outlet Protection

17. Secondary Containment for all ASTs

18. Evidence of oil, fuel or other material spills or releases on site

19. Other BMPs

20. Other BMPs


STORM WATER POLLUATION PREVENTION PLAN

Please list any discrepancies or items that are not in compliance in the space provided below.

Please list the corrective actions necessary to abate the above-listed discrepancies.

Note: All corrective actions must take place within 7 days of the discovery of the above discrepancies and non-compliance item(s).

Inspector:

Signature: Date: ________________



APPENDIX II



Metropolitan Washington Airports Authority

Notice of Project Termination

For

Storm water Discharges from Construction Activities

Note: This form shall be completed by the construction contractors upon final stabilization of the site, upon elimination of all storm water, or when the construction contractor has changed within the same construction project. The contractor shall submit a completed copy of this form to the Authority, at the address provided below and a copy to PMC's Resident Engineer within 30 days after final stabilization has been achieved or when it is no longer the construction contractor for this project. (An officer of the company shall sign this certification)

Completed form shall be submitted to:

Manager, Building Codes/Environmental Branch

Engineering Division

Ronald Reagan Washington National Airport

Washington, D.C. 20001

Copy to: Parsons Management Consultants

For IAD Projects

Parsons Management Consultants

23835 Wind Sock Drive

Chantilly, VA 20166

Attn: Project’s Resident Engineer



Contract Number:

Contractor Information:

Contractor's name and mailing address:

Subcontractor(s) name and mailing address:

Location of Construction Site:

Project Name

Address

City State Zip Code ____________

Latitude Longitude ______________________

If there is a change in the contractor(s) please provide the new contractor's information here:

Certification:

"I certify under penalty of law that disturbed soils at the identified project have been finally stabilized and temporary erosion and sediment control measures have been removed or will be removed at an appropriate time and that all storm water discharges associated with construction activities in this project have been eliminated, or that I am no longer the contractor for this construction site."

Print name:

Title:

Signature:

Date:

(This certification shall be signed by an officer of the company)



APPENDIX III


STORM WATER POLLUTION PREVENTION 312514 - 6

METROPOLITAN WASHINGTON AIRPORTS AUTHORITY

WASHINGTON DULLES INTERNATIONAL AIRPORT

HAZARDOUS MATERIALS SPILL NOTIFICATION CHECKLIST

Note: This checklist shall be completed by all tenants of Washington Dulles International Airport (IAD) in the event of a hazardous material spill (under CERCLA, CWA, CAA, TSCA and/or a release of hazardous waste under RCRA). It is the responsibility of the tenants to notify all pertinent regulatory agencies within the time frame prescribed under the respective statutes and regulations.

1. Tenant Name:

2. Facility location within IAD where spill occurred:

3. Facility Environmental Manager, Foreman, or person in charge:

4. Time and date of release:

5. Amount of release material:

6. Description of how the release occurred and whether material reached a floor drain (if this situation occurred, describe amount of material that entered drain):

7. Type of material released (include common and chemical name; attach MSDS and/or Waste Manifest):

8. In the event of a release, verbal notification to IAD Fire Department and IAD Environmental Coordinator must be made immediately as follows:

Fire Department:

(703) 572-2970

IAD Government

Programs Engineer

(703) 572-0210


STORM WATER POLLUTION PREVENTION 312514 - 7



TURF PREPARATION, SEEDING AND SODDING 329200-1

SECTION 329200 – TURF PREPARATION, SEEDING AND SODDING

PART 1 - GENERAL



1.2 SUMMARY

A. This Section includes subsoil scarification, topsoil placement, application of soil amendments, final grading, fertilizing, turf seeding, mulching, and initial irrigation for the areas indicated on Drawings.

B. This Section also includes removing of topsoil from designated stockpiles, areas to be stripped on the site or from approved sources off the site and subsequent transporting of topsoil to area of placement on site.

C. Related Sections:

1. Division 20, Section “Excavation and Embankment” for finish grading requirements.

D. Topsoil shall be stockpiled for reuse in turf and grass areas.

1.3 SUBMITTALS

A. Submit the following to COTR in accordance with requirements of Division 01 Section, "Submittals."

B. Certification of Grass Seed: Seed vendor's signed statement of turf seed analysis, certifying that each lot of seed has been tested in accordance with requirements of the Commonwealth of Virginia within the previous 6 months by a recognized independent seed testing laboratory. This statement shall include:

1. Name and address of laboratory. 2. Date of analysis. 3. Origin and lot number for each type of seed variety. 4. Results of analysis, including, for each seed variety:

a. Botanical and common name (species and variety). b. Percentage by weight of variety in overall mixture. c. Percentage of purity. d. Percentage of germination.



e. Percentage by weight of weed content. f. Percentage by weight of inert content.

C. Topsoil Analysis Report: Report of analysis by an Authority approved soil testing laboratory stating percentages of silt, clay, sand and organic matter, soil pH, and the mineral and plant nutrient content of soil. Report shall indicate suitability of topsoil for healthy, vigorous growth of turf grasses. If not suitable, include recommended quantities for nitrogen, phosphorus, potash, limestone, aluminum sulphate, or other soil amendments that shall be added to make topsoil suitable.

D. Sod Analysis: Notify COTR of sod source, including name and telephone number of supplier, and provide certification of seed mix of sod in accordance with sod certification requirements of the Commonwealth of Virginia.


A. Planting time: Sow permanent seed in all areas of project in periods between March 15 to May 15, or between August 15 and October 1 unless otherwise approved in writing by the COTR.

B. Maintenance period: Correlate planting with specified maintenance periods to provide required maintenance from date of substantial completion.

1.5 SPECIAL PROJECT WARRANTY

A. Warranty turf areas through specified maintenance period and until final acceptance.

1.6 MEASUREMENT AND PAYMENT

A. The quantity of seeding to be paid to the Contractor, shall be the number of completed and accepted acres, seeded and mulched, as measured on the ground surface.

B. The quantity of sodding to be paid for shall be the number of completed and accepted square yards of sodding, measured on the ground surface.

C. Topsoil re-placement shall be considered incidental to topsoil stripping and shall not be paid separately.

1.7 PAYMENT A. “Seeding” payment shall be made at the contract unit price per acre. This price shall be full

compensation for furnishing and placing all materials including soil amendments, fertilizer, grass seed mixture, mulch, all reconditioning of existing turf areas, protection and maintenance and for all labor, equipment, tools and incidentals necessary to complete the work as described in this item.

B. “Sodding” payment shall be made at the contract unit price per square yard. This price shall be

full compensation for furnishing and placing all materials including soil amendments, fertilizer,



and sod, and for all labor, equipment, tools and incidentals necessary to complete the work as described in this item.

Payment will be made under: Item 329200-1.1 Seeding – per acre Item 329200-1.2 Sodding – per square yard

PART 2 - PRODUCTS

2.1 NOT USED

2.2 SOIL AMENDMENTS

A. Lime: Natural limestone, conforming to requirements of ASTM C 602, and containing at least 85 percent of total carbonates ground to such fineness that at least 90 percent passes a 10-mesh sieve and at least 50 percent passes a 100-mesh sieve.

1. Provide lime in form of dolomitic limestone.

B. Peat Humus: Finely divided or granular texture and with pH of 6.0 to 7.5 composed of moss peat (other than sphagnum), peat humus, or reed-sedge peat.

2.3 FERTILIZER

A. Complete, 10-20-10 commercial fertilizer of neutral character, with some elements derived from organic sources, conforming to requirements of Federal Specification O-F-241d and applicable laws of the Commonwealth of Virginia. Fertilizer to provide nitrogen in a form that will be available during initial period of turf growth.

2.4 GRASS SEED MIXTURE

A. Grass Seed: Provide fresh, clean, new-crop seed complying with tolerance for purity and germination established by Official Seed Analysts of North America for lawn grasses. Seeds included in the mix shall be listed in the most current version of the Virginia Turfgrass Variety Recommendations. Seed mixtures shall be a blend of three standard varieties with no dwarf and shall consist of the following (by weight):

100 % Tall Fescue



2.5 SOD

A. Machine-cut, strongly rooted, certified turfgrass sod, at least 2 years old and free of weeds and undesirable native grasses. Provide sod capable of vigorous growth and development when planted (viable, not dormant) and complying with the following requirements:

1. Type: Kentucky Bluegrass (Poa pratensis).

B. Sod Pad Size: Uniform thickness of 5/8 inch, plus or minus 1/4 inch, measured at time of cutting and excluding top growth and thatch. Provide in supplier's standard size of uniform length and width with maximum 5 percent allowable deviation in either length or width. Broken or torn pads or pads with uneven ends are not acceptable.

C. Sod Strength: Provide sod pads capable of supporting their own weight and retaining size and shape when supplier's standard size pad is suspended vertically from a firm grasp on upper 10 percent of the pad.

2.6 MULCH

A. Seed Mulch: Peat moss in natural, shredded, or granulated form, of fine texture, with a pH of 4.0 to 6.0 and a water absorbing capacity of 1,100 to 2,000 percent.

PART 3 - EXECUTION

3.1 SOIL PREPARATION

A. Limit preparation to areas that will be planted within 72 hours.

B. Till sub grade to a minimum depth of 6 inches. Remove stones exceeding 2 inches in any dimension and sticks, roots, rubbish, and other extraneous matter including gravel or other inorganic deposits in excess of 4 stones per square foot (average).

1. Immediately after initial tilling, remove existing grass clumps, vegetation, and turf. Dispose of such material outside of Owner's property; do not turn over into soil being prepared for turfs.

2. Maintain grades in a true and even condition where grades to be provided with topsoil have been established by others.

3. Where grades have not yet been established, smooth-grade the areas to the prescribed elevations indicated and leave in a condition that is properly compacted and evenly graded to prevent formation of low areas where water may pond.

C. Spread topsoil mixture to depth required meeting thickness, grades, and elevations shown, after light rolling and natural settlement.

1. Provide minimum depth of 2 inches (50 mm) after compaction, unless otherwise indicated. Do not spread if either topsoil material or sub grade is frozen.

2. Clean topsoil of roots, plants, sods, stones, clay lumps, and other extraneous materials harmful or toxic to plant growth.



3. Allow for sod thickness in areas to be sodded.

D. Add soil amendments to top surface of topsoil at rates specified and spread initial fertilizers at rate of 1500 lbs. per acre of topsoil.

1. Mix lime with dry soil before mixing in fertilizer. 2. Mix thoroughly into top 4 inches of topsoil prior to fine-grading. 3. Do not mix fertilizer with topsoil more than 72 hours in advance of seeding or sodding

operations. 4. Till soil to a homogenous mixture of fine texture, free of lumps, clods, stones, roots, and

other extraneous matter.

E. Fine-grade to a smooth, even surface with loose, uniformly fine texture. Roll and rake, remove ridges, and fill depressions to meet finish grades. After compaction rolling, leave surfaces at prescribed grades with uniform slope to drain and free from low areas where water might pond. Limit fine-grading to areas that can be planted within 72 hours. Remove trash, debris, stones larger than 2 inches in diameter, and other objects that may interfere with planting or maintenance operations.

F. Promptly remove topsoil or other materials falling on pavement as result of hauling or spreading of topsoil.

3.2 HYDROSEEDING

A. Mix specified seed, fertilizer, and pulverized mulch in water, using equipment specifically designed for hydroseed application. Continue mixing until uniformly blended into homogenous slurry suitable for hydraulic application.

B. Apply slurry uniformly to all areas to be seeded. Rate of application as required obtaining seed application rate equivalent to 6 pounds per 1000 sq. ft. (260 lbs. per acre).

3.3 SODDING

A. Sodding shall be placed around the inlets in turf and within 3 feet of the new edge of pavement.

B. Lay sod within 24 hours of stripping. Do not lay dormant sod or if ground is frozen.

C. Lay sod to form solid mass with tightly fitted joints. Butt ends and sides of sod strips; do not overlap. Stagger strips to offset joints in adjacent courses. Work from boards to avoid damage to sub grade or sod.

D. Tamp or roll lightly to ensure contact with sub grade. Work sifted soil into minor cracks between pieces of sod; remove excess to avoid smothering adjacent grass.

E. The contractor shall secure sod from movement by water and jet blast. As a minimum, all sod shall be stapled as indicated. The gauge of the staple shall be sized to accommodate soil conditions and staple length. The staples shall be driven flush with the surface of the sod.



3.4 RECONDITIONING EXISTING TURF AREAS

A. Recondition turf areas where settlement or washouts occur or where minor re-grading is required.

B. Recondition existing turf areas damaged by Contractor's operations including storage of materials or equipment and movement of vehicles.

C. Provide fertilizer, seed or sod, and soil amendments same as specified for new turf areas and as required to provide healthy stand of grass in reconditioned areas. Provide new topsoil as required to fill low spots and meet required finish grades.

D. Remove diseased or unsatisfactory grass clumps; do not bury into soil. Remove topsoil containing foreign materials resulting from Contractor's operations including oil drippings, stone, gravel, and other construction materials; replace with new topsoil.

E. Where substantial turf remains (but is thin), mow, rake, aerate if compacted, fill low spots, remove humps, cultivate soil, apply lime, fertilizer, and sow specified seed at rate indicated. Remove weeds before seeding. If weeds are extensive, apply selective chemical weed killers as required. Apply seedbed mulch, if required, to maintain moist condition.

F. Water newly planted areas and keep moist until new grass is established.

3.5 PROTECTION

A. Erect barricades and warning signs as required to protect newly planted areas from traffic. Maintain barricades throughout the maintenance period. Maintain barricades until a substantial and healthy stand of grass is established.

B. Take necessary precautions as required to avoid damage to existing plants, turf, and structures.

3.6 MAINTENANCE

A. Obtain the services of a professional lawn and landscape firm to provide the required maintenance services of this Article. Do not use Contractor’s own forces to accomplish this maintenance.

B. Begin maintenance of grass areas immediately after each area is planted and continue for the periods required to establish acceptable stand of turf grass, but no less than the following:

1. Seeded areas, at least 60 days, after date of Substantial Completion.

a. If seeded in fall after September 1, provide minimum of 30 days maintenance in fall, and provide a minimum of 45 additional days continuing maintenance during following spring until acceptable turf is established.

2. Sodded areas, at least 30 days after date of Substantial Completion.



C. Maintain turf areas by watering, fertilizing, weeding, mowing, trimming, and other operations such as rolling, re-grading, and replanting as required to establish a smooth, acceptable turf, free of eroded or bare areas.

D. Re-mulch with new mulch in areas where mulch has been disturbed by wind or maintenance operations sufficiently to nullify its purpose. Anchor as required preventing displacement. Straw mulch shall not be used.

E. Replant bare areas with same materials specified for new turf.

F. Watering: Provide and maintain temporary piping, hoses and watering equipment to convey water from Authority's water source(s) location indicated and to keep turf areas uniformly moist as required for proper growth. Design temporary watering system to provide a minimum of 3/4 inch of water per day.

1. Lay out temporary watering system and arrange watering schedule to prevent puddling, water erosion, and displacement of seed or mulch. Lay out temporary watering system to avoid necessity of walking over muddy or newly seeded areas.

2. Begin watering immediately. Water on a daily basis for the following 10 days. Apply water uniformly, providing coverage over entire site nominally equivalent to 3/4 inches of rainfall per day. Reduce rate to nominal 1/2 inch of water per day after 5 days.

3. At end of initial 10-day period, remove temporary irrigation system. Continue watering with conventional sprinkler watering system on an as-needed basis.

4. Watering of areas within Runway/Taxiway/Apron Safety Zones shall be coordinated with COTR and Airport Operations. Watering of these areas shall be done during hours of restricted aircraft activity.

G. Mow grass as soon as there is 3 - 4 inches of top growth, cut grass with the mower blades set at 1-1/2" to 2" height. Repeat mowing as required to maintain specified height.

1. Remove no more than 40 percent of grass leaf growth in initial or subsequent mowings. Do not delay mowing until grass blades bend over and become matted. Do not mow when grass is wet. Time initial and subsequent mowings to maintain following grass heights.

a. Mow grass from 1-1/2 inches to 2 inches high. Do not mow to less than 1-1/2 inches.

2. Apply second fertilizer application after first mowing and when grass is dry. Use fertilizer that will provide at least 1.0 lb. of actual nitrogen per 1,000 sq. ft. of turf area.

3.7 ACCEPTANCE

A. When work is substantially completed, including maintenance, COTR will, upon request, make an inspection to determine acceptability.

B. Turf work may be inspected for acceptance in parts agreeable to the COTR, provided work offered for inspection is complete, including maintenance.



C. Replant rejected work and continue specified maintenance until re-inspected by COTR and found to be acceptable.

D. Seeded areas will be acceptable provided requirements, including maintenance, have been met and healthy, uniform close stand of specified grass has been established with an average of one healthy grass plant per square inch, free of weeds, with no bare spots in excess of 5 inches in diameter, and free of surface irregularities.

E. Sodded areas will be acceptable provided requirements, including maintenance, have been met and healthy, well-rooted, even-colored, viable turf has been established, free of weeds, open joints, bare areas, and surface irregularities.

3.8 CLEANUP

A. Promptly remove soil and debris created by turf work from paved areas. Clean wheels of vehicles before leaving site to avoid tracking soil onto surface of paved areas.

B. Maintain all areas neat and clean during seeding operations. On a daily basis, remove excess materials and debris to site location designated by COTR. At completion of Work, remove all such materials from site and dispose of in a legal manner.

C. Restore any damage caused by seeding operations to original condition.

D. Remove all staples from sodded areas, upon acceptance.
