Agenda packet — Hollister City Council, January 17, 2023 (part 4 of 8)

The purpose of this conference shall be to establish a working understanding between the parties and to discuss the Construction Schedule, shop drawing submittals and processing, applications for payments and their processing, and such other subjects as may be pertinent for the execution of the Work.

01220 PROGRESS MEETINGS

The Contractor shall arrange and conduct progress meetings. These meetings shall be conducted at least once every week and shall be attended by the Contractor's superintendent and representatives of all subcontractors, utilities, and others that are active in the execution of the Work. The purpose of these meetings shall be to expedite the work of any subcontractor or other organization that is not up to schedule, resolve conflicts, and in general coordinate and expedite the execution of the Work.

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The agenda of progress meetings, provided by the Construction Manager, shall include review of progress and schedule, review payment request at monthly intervals, review of narrative report by the Contractor, review of the latest Construction Schedule update, and review of the record documents if necessary.

01221 SCHEDULE REVIEW

The Work and the Construction Schedule as identified in Section 6 of the standard specifications shall be reviewed to verify:

A. Start and finish dates of activities falling within Contract time.

B. Durations and progress of all activities are reasonable.

C. A two week minimum, 4 week maximum look ahead schedule shall be submitted and updated on a weekly basis by the contractor.

01222 REVISIONS TO CONSTRUCTION SCHEDULE

The Contractor shall submit a revised Construction Schedule within five days of the occurrence of any of the following:

A. When delay in completion of any activity or group of activities indicates an overrun of the Contract time or control point requirement, by 5 working days or ten percent (10 percent) of the remaining duration, whichever is less.

B. Delays in submittals, deliveries or work stoppages are encountered which make replanning or rescheduling of the work necessary.

C. The Schedule does not represent the actual prosecution and progress of the project as being performed in the field.

Acceptance of the revised Construction Schedule and all supporting data is contingent upon compliance with other related requirements specified before in this DIVISION I and any other previous agreements or requirements with or by the City.

01300 SUBMITTALS - SHOP DRAWINGS

In ample time for each to serve its purpose and function, the Contractor shall submit to the City for approval all schedules, reports, drawings, lists, literature samples, instructions, directions, guarantees, shop drawings, layout diagrams, catalog data, and test reports for all materials and equipment to be used for completion of the work. All information to be provided in sufficient detail to show complete compliance with all specified requirements of the Contract Documents covering, but not limited to, 01310 Materials and Equipment List.

The Contractor, at his own expense, shall make such changes in the required drawings as may be necessary to conform to the Contract Documents. After completion of such checking, verification, and revising, the Contractor shall stamp and sign the drawings indicating his approval and submit the shop drawings and pertinent data to the City for review. Prior to the City's review of such drawings, any work which the contractor may do on the fabrications covered by the same shall be at his own risk as the City will not be responsible for any expense or delays incurred by the Contractor for changes to make the same conform to the Contract Documents.

Shop drawings and data shall be submitted to the City in such number of copies as will allow him to retain two (2) copies of each submittal; alternatively, Contractor may submit electronic PDF copies of such A.10.d
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submittals in lieu of hard copies. The submittal shall clearly indicate the specific area of the Contract Documents for which the submittal is made. The additional copies received by him will be returned to the Contractor's representative at the job site. The City's notations of the action that he has taken will be noted on the returned copies.

The above drawings, lists, prints, samples, and other data shall become a part of the Contract Documents, and a copy of the same shall be kept with the job site Contract Documents, and the fabrications furnished shall be in conformance with the same. However, the City's review of the above drawings, lists, prints, specifications, samples or other data shall in no way release the Contractor from his responsibility for the proper fulfillment of the requirements of this Contract nor for fulfilling the purpose of the installation nor from his liability to replace the same, should it prove defective or fail to meet the specified requirements.

01310 MATERIALS AND EQUIPMENT LIST

Submittals shall include, but are not limited to:

A. General Requirements
- Key Personnel, Telephone Numbers, and Emergency Telephone Numbers
- Project Construction Schedule (CPM)
- Contractor’s Quality Control Program (CQCP)
- Public Notices
- Off Airport Traffic Control/Detour Plans
- Waste Disposal Plan - including permits from or agreements with, waste disposal authority or property owners, and intended haul routes.
- Copies of permits - (or approvals) for construction activities from governing authorities/agencies, including but not limited to the Regional Water Quality Control Board (RWQCB) and Cal-OSHA.

B. Site Work
- Safety Plan Compliance Document including Form 7460-1 (Notice of Proposed Construction or Alteration)
- SWPPP
- P-155 Lime-Treated Subgrade mix design verification
- P-209 Crushed Aggregate Base
- P-401 Asphalt Surface Course Job Mix Formula (JMF)
- P-401 Paving Laydown Plan
- P-401 Asphalt Mixture
- Submittals for all electrical material and equipment to be incorporated into the work - Electrical materials/products shall comply with Advisory Circular 150/5345-53 (latest edition) Airport Lighting Equipment Certification program
- Low Profile Barricades
Manufacturer's catalogs (or excerpts thereof) and affidavits of compliance with the contract documents shall be submitted for all materials to be used on the project. Alternate products may be approved by the Engineer upon submittal of the following information and subject to the acceptance of the FAA:

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Product Data Design Criteria
Physical Properties Limitations of Process
Material Specifications List of Previous Projects
Installation Specifications Size of Completed Projects
Testing Methods List of Current Projects
Third Party Test Data Size of Current Projects
References*

*All references must include current names and telephone numbers

The City will not consider an alternate product that does not have adequate demonstrated experience and meet all performance requirements of this specification.

Contractor shall allow a minimum of ten (10) working days for evaluation of requests for substitution or deviation from the Contract Documents.

01320 QUALITY CONTROL

All materials and equipment shall be new and of the specified quality and equal to the samples found to be acceptable by the City, if samples have been submitted. The Work shall be done and completed in a thorough, workmanlike manner, notwithstanding any omission in the Contract Documents; and it shall be the duty of the Contractor to call the City's attention, apparent errors or omissions and request instructions before proceeding with the Work. The City may, by appropriate instructions, correct errors and supply omissions, which instructions shall be as binding upon the Contractor as though contained in the original Contract Documents.

01321 SAMPLING

The Contractor shall furnish such samples of materials as are requested by the City, without charge. No material shall be used until the City has had the opportunity to test or examine such materials. Samples will be secured and tested whenever necessary to determine the quality of the material. Samples and test specimens prepared at the job site, such as concrete test cylinders, shall be taken or prepared by the City in the presence and with the assistance of the Contractor.

01322 INSPECTION

Materials, equipment, and workmanship shall be subject to the inspection of, and rejection by, the City or City’s designated Inspector, if not in conformance with the Contract Documents. Defective materials, equipment, or Work shall be removed from the premises by the Contractor, whether in place or not, and shall be replaced with new and acceptable materials, equipment, or work. Repair of defective materials, equipment, or work shall be subject to the City's acceptance.

On all questions concerning the acceptability of materials or equipment, classification of materials, or equipment, execution of the Work, and the determination of costs, the decision of the City shall be final and binding upon all parties.

The Contractor shall at all times maintain proper facilities and provide safe access to all parts of the Work, to the shops wherein the Work is in preparation, and to all warehouses and storage yards wherein materials and equipment are stored, for purposes of inspection by the City. Should any Work be covered up before the City has had the opportunity to observe such work, it shall, if required by the City, be uncovered for examination at the Contractor's expense.

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01400 TEMPORARY FACILITIES

The Contractor shall provide all temporary facilities and utilities required for prosecution of the work, protection of employees and the public, protection of the work from damage by fire, weather or vandalism, protection from dust emissions, protection from contaminated stormwater runoff from the Work site, and such other facilities as may be specified or required by any legally applicable law, ordinance, rule, regulation, or permit.

01401 ELECTRICAL SERVICE

The Contractor shall be responsible for obtaining adequate temporary electrical service, if required. The Contractor shall then provide adequate job site distribution facilities conforming to applicable codes and safety regulations. Contractor shall comply with work day and work hour restrictions stipulated in the City Standard Specifications and Special Provisions contained herein.

01402 TEMPORARY LIGHTING

The Contractor shall provide temporary lighting in all work areas sufficient to maintain a lighting level during working hours not less than the lighting level required by OSHA standards.

01403 HEATING AND VENTILATION

The Contractor shall provide means for heating and ventilating all work areas as may be required to protect the Work from damage caused by freezing, high temperatures, and other weather conditions. The Contractor shall provide a safe environment for workers.

Unvented direct fired heaters shall not be used in areas where freshly placed concrete will be exposed to combustible gases until at least two hours after the concrete has attained its initial set.

01404 WATER

The City can provide construction water for a fee. Contractor shall make all arrangements for a construction water meter with the City Management Services Utilities Division and the City Administrative Services Finance Department. A reduced pressure principle backflow preventer assembly (Febco 825Y or approved equal) must be provided/installed by the Contractor with any temporary piping, hoses, etc. Construction water may not be used for human consumption. Contractor to provide potable water that shall be kept free from contamination and shall conform to the requirements of the State and local authorities for potable water.

01405 SANITARY CONVENIENCES

The Contractor shall provide a suitable and adequate chemical toilet at the site of the work.

01414 WARNING DEVICES AND BARRICADES

The Contractor shall adequately identify and guard all hazardous areas and conditions by visual warning devices and, where necessary, physical barriers. Such devices shall, as a minimum, conform to the requirements of OSHA. A Traffic Control Plan is required to be submitted for review and approval by the City.

01415 HAZARDS IN PROTECTED AREAS

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Excavation on the project site from which the public is excluded shall be marked or guarded in a manner appropriate for the hazard.

01416 PROTECTION OF EXISTING ITEMS

The Contractor shall protect all existing structures, and other items on the project site that are to be preserved, by substantial barricades or other devices commensurate with the hazard, from injury or destruction by vehicles, equipment, workmen, or other agents.

01417 PROJECT SECURITY

The Contractor shall provide means necessary to protect equipment and project site against fire, theft, and vandalism, and for the protection of the public against exposure to injury. Contractor to identify a location for a yard to store equipment and material.

01418 FIRE EXTINGUISHERS

Sufficient number of fire extinguishers of the type and capacity required to protect the Work and ancillary facilities, shall be provided in readily accessible locations.

01419 DUST CONTROL

Adequate steps, procedures, or means as are required to prevent abnormal dust conditions being caused by his operations in connection with the execution of the Work. Control shall be by sprinkling, use of dust palliatives, tarps, modification of operations, or any other means acceptable to agencies having jurisdiction.

Dust control is to be maintained at all times throughout the project including weekends, evenings, holidays, or those times when there is no work in progress.

01420 SPECIAL CONTROLS

The Contractor shall take all reasonable means to minimize inconvenience and injury to the public, or other agencies under his control. The Contractor shall limit his work and staging area to the minimum necessary and minimize disruption of any adjacent commercial, retail, recreational or residential facilities.

01422 ODOR CONTROL

The Contractor shall take whatever steps, procedures, or means as are required to prevent abnormal odors being caused by his operations.

01423 DRAINAGE CONTROL

In prosecuting the Work, care shall be taken to not disturb the pre-existing drainage pattern. Particular care shall be taken to direct and contain drainage water on City property and collect and properly dispose of such water as part of the Work. Storm Water Management Plan is required as part of the Work Plan to be submitted to the Engineer for review and approval.

01424 EROSION CONTROL

Erosion control measures for wind, water, material stockpiles, and tracking shall be implemented at all times by the contractor and shall include source control, including protection of stockpiles, protection of slopes, protection of all disturbed areas, protection of accesses, and perimeter containment measures. Erosion control shall be placed prior to the commencement of work based upon location, site characteristics or time of year. The intent of erosion control measures shall be to keep all generated sediments from entering a A.10.d
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swale, drainage way, watercourse, atmosphere, or migrate onto adjacent properties or onto the public right- of-way.

01480 AIRFILED CONSTRUCTION AREA CONTROL

DESCRIPTION

01480-1 General. This item shall consist of furnishing, installing, maintaining, adjusting, and removing construction signs, barricades, warning lights, lighted ‘X’s, and furnishing gate guards, flagging operations, furnishing, operating and maintaining sweepers and FOD Control, managing and providing all labor, equipment, and materials required to close the runway as required, and providing items as requested for safety and security at locations shown on the Plans, as specified in these Specifications, and as directed by the Engineer.

MATERIALS AND CONSTRUCTION REQUIREMENTS

01480-2.1 Barricades. Barricades shall be placed at the locations shown on the Plans and/or as directed by the Engineer. Prior to starting work on each phase of the project, the Contractor shall prepare and submit a proposed barricade layout plan, barricade placement and removal schedule, and temporary storage location(s) for approval by the Engineer.

These additional requirements shall be followed:
a. Barricades required on all phases of the project shall be installed, maintained and repositioned as needed and as directed by the Engineer. Barricades shall only be in place while construction activities are underway and a portion of the taxiway or runway is closed to traffic other than construction activities. All barricades must be removed from traffic areas prior to opening those areas to traffic. b. Barricades shall be positioned outside of the area of construction as shown on the Plans unless otherwise directed by the Engineer.
c. All barricades located outside the air operations area (AOA) and used for directing vehicular traffic shall be as approved by the Engineer for use in work zone traffic control. d. Barricades shall be properly secured and inspected regularly by the Contractor to ensure that the barricades remain in-place and that all lights are operational. Inspections shall be conducted daily prior to the end of each shift allowing enough time for all barricades and lights to be repaired and fully operational at the end of the shift.
e. Barricades shall be spaced as outlined on the plans or as directed by the Engineer. f. Barricades used on the airfield side of construction shall be Low Profile Type 1. The Contractor shall submit to the Engineer shop drawings or manufacture’s cut sheets for the specific barricade type that will be used, for review prior to ordering/purchasing the units and prior to use on the airfield. g. Low Profile Type 1 barricades shall be of the 10-inch high x 96-inch long portable plastic water ballasted type equipped with reflective striping (on both sides) and flashing or steady burn battery or solar powered red lights. The Type 1 barricades shall be furnished in orange and white and be installed so that the colors alternate on adjacent barricades. Type 1 barricades shall be weighted with water to resist movement by jet blast. Each barricade shall have two lights.

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h. Barricades used on the landside, adjacent to open roadways or as shown on the plans, shall be Caltrans Barricades, Type II.
i. Upon completion of the project twenty five (25) low profile Type 1 barricades in good working order shall be cleaned, serviced and handed over to the Airport and shall remain the property of the Airport. All remaining barricades shall remain the property of the Contractor and be removed from the Airport by the Contractor upon completion of the Work. If, in the opinion of the Engineer, at the end of the project there is an insufficient number of barricades in an acceptable condition, the Contractor shall furnish twenty five new barricades for transferring to the Airport. No additional compensation shall be made for transferring ownership of the twenty five barricades to the Airport, it shall be considered a subsidiary obligation of the Contractor covered under the other contract items. The Engineer will advise the Contractor of the location on the Airport to deliver the twenty five barricades. j. The Contractor shall maintain a 15 percent reserve in the number of barricades maintained at the project site. These reserve barricades shall be used by the Contractor only when and as directed by the Engineer or Airport Operations. No additional measurement or payment will be made for the maintenance and use of reserve barricades on the project site. k. All maintenance work required to keep barricades, warning lights/ batteries, etc. in good operating condition shall be provided by the Contractor at the Contractor’s sole expense. l. Contractor shall maintain barricades 24 hours a day and over non work periods. If more than two adjacent lights on the barricades fail the contractor shall immediately repair or replace the lights with operational units. Response times to calls concerning barricade maintenance shall be less than 20 minutes.
m. All unused barricade lights shall be turned off during daylight hours. Lights on barricades used during weekend closures shall be operating.
148-2.2 Barricade Lights. Flashing barricade lights shall be placed on each barricade. Barricade lights shall be in accordance with the current requirements of ITE Standards for Flashing and Steady Burning Warning Lights, Type A, as shown below:

Warning Lights Type A Low Intensity
Flashing Rate Per Minute 55 to 75
Flash Duration1 10%
Minimum Effective Intensity2 5 Candles
Minimum Beam Candle Power2 -----
Hours of Operations Dusk to Dawn
Diameter of Lens 2.5 inches Minimum

1 Length of time that instantaneous intensity shall be equal to or greater than effective intensity.
2 These values shall be maintained within an angle of 9 degrees on each side of the vertical axis and 5 degrees above and below the horizontal axis.

Barricade lights shall be solar or battery-operated and be housed in a weatherproof enclosure. Lights shall be equipped with a solar switch which shall turn the light on at dusk and off at dawn. All barricade lights used on the AOA shall be red.

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Barricade lights shall be secured to the constructed signs, barricade or support by tamper-proof bolts. 148-2.3 Lighted ‘X’ runway closure signals.

The Owner will make two lighted ‘X’ runway closure signals available for use by the Contractor for the duration of the project. In addition to the Owner provided units the Contractor shall furnish the required number of Lighted ‘X’ runway closure signals as identified on the plans. The Contractor provided runway closure signals shall meet the requirements of AC 150/5345-55 and the requirements as shown on the plans. The Lighted ‘X’ runway closure signals shall be mobile units with trailer hitches to accommodate ease of movement and set-up.

Prior to each runway closure the Contractor shall position and set-up the lighted ‘X’ runway closure signals at the locations shown on the plans or as directed by the Engineer. The maintenance and servicing of the lighted ‘X’ runway closure signals provided by the Owner shall be the responsibility of the Contractor. Maintenance and servicing includes, but is not limited to, providing fuel, checking fuel and fluid levels, and repairing / replacing non-functioning bulbs. The Contractor shall set up and remove the lighted ‘X’ runway closure signals at the start and end of each runway closure only after receiving approval to occupy the runway or approval to open the runway is granted by the Airport. This approval process shall govern the set up and removal of the lighted ‘X’ runway closure signals for all work, including the extended closures and the nightly closures. 01480-2.4 Contractor Haul Routes. All Contractor’s haul routes shall be clearly marked with traffic cones, traffic barricades with yellow flashing lights, and other traffic control devices, as shown on the Plans or as directed by the Engineer. Prior to starting work on each phase of the project, the Contractor shall prepare and submit a proposed haul route layout and marking plan that he intends to use fo rteh particular phase for approval by the Engineer. All haul route layout and marking plans must be approved by the Engineer prior to the start of the work. Haul route cones shall only be in place while construction activities are underway. The Contractor shall set up the cones at the beginning of each work period and take them down prior to the end that period. 01480-2.5 Gate Guards. The Contractor shall furnish trained gate guards at the entrances to the AOA whenever these entrances are in use by the Contractor. All gates guards shall be required to obtain Air Operations Area (AOA) security training.

All Airport perimeter gates (new and/or existing) that are used by the Contractor for access to the AOA and are desnigated a controlled access gate shall require a gate guard at all times the gate is in use. The controlled access gate shall be closed and locked (with a lock provided by the Contracor) during off- hours, when construction is not in progress, and when the gate guards are not at the station. The Contractor shall be responsible for controlling access through the controlled access gate by means of a manual barrier gate with minimum 16-foot arm. All gate guards shall have communications equipment in the form of local area code cell phones for direct communications with Airport personnel should any problems or questions arise.

A minimum of one gate guard shall be provided at each AOA controlled access gate. Guards shall review and log in each person and vehicle entering the AOA recording the time of entry and exit. Guards shall check the equipment and vehicles entering the AOA.
01480-2.6 Flagging. The Contractor shall furnish competent, trained and adequately equipped flagging personnel during construction working hours to maintain a safe flow of construction and non- construction traffic. Flaggers shall be positioned on each side of any active aircraft movement area crossing to clear equipment across the movement areas when no aircraft traffic is present. Flaggers shall be responsible for direct communications and monitoring of air traffic on Common Traffic Advisory A.10.d
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Frequency (CTAF), frequency and indirect communications in the form of local area cell phones with Airport personnel. When approved by the Airport, flaggers shall annoyance for any construction traffic needing to cross the active movement areas in either direction. Flaggers shall at all times monitor CTAF frequency communications in order to monitor aircraft movements. All Flaggers shall be training in - and familiar with - the Aeronautical Information Manual Chapter 4, Section 2 concerning aircraft Radio Communications Phraseology and Techniques with an operating non-tower airport.

Aircraft traffic and other airport vehicles shall be given priority and have the right-of-way at all times.

Construction equipment shall be held at the Taxiway Object Free Area (OFA) limits for Group II aircraft (130-feet) and the Runway Obstacle Free Zone (OFZ) while aircraft approach and pass. Flaggers shall not permit construction vehicles and/or equipment to enter the Taxiway OFA or Runway OFZ without an assured exit. Flaggers shall not permit construction vehicles and/or equipment to enter the Taxiway OFA or Runway OFZ when an aircraft is approaching and within 500-feet of the controlled crossing.

Construction vehicles, equipment or personnel shall not be permitted to park, stall or idle within the Taxiway OFA or Runway OFZ and shall expedite crossing of all active movement areas.

01480-2.7 Vehicle Monitors. All vehicles operating in the AOA must be properly marked and lighted in accordance with the requirements for marking and identifying vehicles indentified in AC 150/5210-5 (latest edition), Painting, Marking, and Lighting of Vehicles Used on an Airport. All vehicles operating in the AOA must be equipped with a properly trained driver; a properly trained driver is defined an individual who has attended the Airport security and airfield driver training. Any vehicles operating on the Airport without a properly trained driver shall be under the direct escort of a vehicle monitor. Vehicle monitors shall move about the project site to make sure that all construction traffic is operating within designated areas. Vehicle monitors shall comply with the following criteria:
· Possess a valid State of California driver’s license, · Attend the Airport security and airfield driver training · Monitor’s vehicle shall be clearly marked with the company name and logo, and lighted in accordance with AC150/5210-5
· Attend operations and communications training provided by Airport Operations · Attend all project pre-phasing meetings and all contractor’s safety meetings

The Contractor shall provide the number of monitors required to adequately monitor areas under construction and all haul routes. The Contractor should also note that the more spread-out the construction activities are, the more monitors will be necessary to provide adequate coverage. If at any time, at the Engineer’s sole determination, the Contractor is not providing sufficient monitoring of the work areas, the Engineer shall require that additional monitors be provided by the Contractor at the Contractor’s sole expense. Adequate, sufficient monitoring shall be considered control maintained of all workers within the designated work areas with zero infractions of open airfield surfaces.

01480-2.8 Fod Control And Sweeper(S). Foreign Object Debris (FOD) is a serious concern on an active airfield. Substances, debris or articles alien to an aircraft vehicle or system, and construction debris, waste and loose material that has potential to cause damage to aircraft or being ingested by jet engines, is not allowed on the active aircraft movement areas of the Airport. Loose trash, construction debris, aggregate, soil or other construction material, small pebbles, etc. on the pavement areas open to aircraft traffic is A.10.d
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unacceptable. As such, the Contractor shall eliminate the potential for any FOD by maintaining a clean work area and continually patrolling the project areas removing any FOD generated, or any material that could cause the generation of FOD. The Contractor shall immediately remove FOD found on the pavement areas open to aircraft traffic, and the sweeping operation shall be maintained continuously during construction operations. FOD removal shall also be carried outside the construction work times as required to ensure the pavement areas open to aircraft traffic remain free of FOD generated from the construction activities.

The Contractor shall provide for a minimum of: one (1) operational primary sweeper including an operator assigned solely to the sweeper, at all times during construction activities; and one (1) back-up sweeper capable of arriving at the airport within thirty (30) minutes if required. All sweepers shall be Tymco® model 600 heavy-duty sweepers with high speed power head, or Elgin model crosswind. The back-up sweeper shall be of similar type and power as the primary sweeper; it shall serve: 1) in case the primary sweeper is taken out of service due to maintenance issues or mechanical malfunction; or 2) if, as deemed necessary by the Engineer, supplement FOD control is required by the extent of the construction activities in progress at a given time. No additional payment shall be made for the back-up sweep, it shall be considered a subsidiary obligation of the Contractor covered under the sweepers and fod control pay item.

The sweeping operation shall maintain all haul routes in a clean condition with no tracking of material onto or around the movement and non-movement areas within the AOA. All sweepers shall be in indirect communications (in the form of cell phones or two-way construction radios) with the Contractor’s superintendent at all times for receiving instructions on areas requiring immediate attention.

The sweeper operation shall be supplemented by hand sweeping in areas not accessible to the sweeper as required, or if deemed necessary by the Engineer.

01480-2.9 Safety. The Contractor shall follow the guidelines and procedures contained in Federal Aviation Administration Advisory Circular 150/5370-2 (latest edition) “Operational Safety on Airports During Construction” (included in Appendix A); and other applicable Sections of these Specifications.

The Contractor shall acquaint its supervisors and employees of the Airport activity and operations that are inherent to this active Airport and shall conduct its construction activities to conform to all routine requirements and emergency air traffic requirements and guidelines on safety specified in these Specifications.

All vehicles that are authorized to operate on the Airport shall display in full view above the vehicle, a 3- foot x 3-foot or larger, orange and white checkerboard flag, each checkerboard color being 1-foot square. Any vehicle operating in the active AOA during the hours of darkness shall be equipped with a flashing amber (yellow) dome light, mounted on top of the vehicle and of such intensity to conform to local codes for maintenance and emergency vehicles.

All vehicles that are required to cross active runways, approach clear zones, active taxiways or aprons shall do so under the direct control of the Contractor provided flaggers. All aircraft traffic shall have priority over the Contractor’s traffic.

No runway, taxiway, apron or airport roadway shall be closed without written approval of the Airport. The Airport will issue “Notices to Airmen” (NOTAM) and other necessary advisories to airport services or tenants. The Contractor shall provide a minimum of 72 hour notice of the requested closing to the Engineer, who will coordinate the request with Airport Operations.

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Open-flame welding, torch-cutting operations, and smoking shall be prohibited within the AOA.

All vehicles are to be parked and serviced behind the building restriction line or in an area designed by the Engineer.

Open trenches, excavations, and stockpiled material at the construction site shall be prominently marked with low profile barricades during hours of restricted visibility/darkness. Under no circumstances are flare pots to be used.

Stockpiled material shall be constrained in a manner to prevent movement resulting from aircraft blast or wind conditions. Material should not be stored near aircraft turning areas or movement areas.

Debris, waste and loose material capable of causing damage to aircraft or being ingested in jet engines is not allowed on active aircraft movement areas. The Contractor shall remove said material immediately. 01480-2.10 Security. Contractor shall comply with all security requirements specified herein and comply with all applicable Federal safety and security regulations. The Contractor shall appoint and designate to the Engineer in writing the name of its Chief of Security. The Chief of Security shall represent the Contractor on the safety and security requirements of the project.

The Airport is operated in strict compliance with Federal Aviation Regulations, which prohibits unauthorized persons or vehicles in the AOA. Equipment and personnel will be restricted to the work area defined on the plans. Any violations by Contractor’s or Subcontractor’s personnel will subject the Contractor to penalties imposed by the FAA and the Airport.

The Contractor shall comply with all security requirements specified herein.

Access to the Site. The Contractor’s access to the site shall be as shown on the Plans (designated Controlled Access Gate). No other access points shall be allowed. All access points shall be secured (i.e. locked gate) or manned by a Contractor provided gate guard. All manned access points shall have a physical barrier that must be moved or otherwise operated by the gate guard to allow vehicles to pass through the access point. Contractor traffic authorized to enter the site shall be escorted by Contractor personnel in accordance with these Specifications, and the FAA Advisory Circular 150/5370-2 (latest edition), and Airport’s “Airport Operational Safety and Security Requirements” and other security instructions included elsewhere herein. The Contractor shall maintain traffic control to and from the various areas of the Work. The Contractor shall immediately clean any debris deposited along any route used through the paved areas of the airport as a result of its construction traffic. Directional signing at the access point and along the delivery route to the storage area or Work site shall be as directed by the Engineer.

The Contractor must maintain a sign-in sheet, kept on a daily basis, recording the names and company of all construction personnel working on, delivering to or visiting the job site. A copy shall be given to Airport and the Engineer each day.

Materials Delivered to the Site. Delivery vehicles for Contractor’s material orders shall be escorted by the Contractor’s vehicle monitors to the delivery site.

Identification – Contractor Provided Escorts. All Contractor provided escorts and construction personnel operating a vehicle or self-propelled construction equipment within the AOA, including Subcontractors assigned to the project shall attend the Airport’s drivers training. The Contractor shall provide the number of escorts required to adequately escort the number of personnel working within the AOA during the A.10.d
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construction. Escorts shall be limited to a maximum of eight individuals under escort at any one time. All escorted individuals shall remain in close proximity to their escort at all times.

In addition, the following personnel shall be required to attend the Airport’s drivers training: all gate guards, all flaggers, the Contractor’s superintendent and assistant superintendent.

The Contractor’s superintendent and assistant superintendent, will be responsible for assuring that no breeches of the Airport safety and security program occur. Escorted vehicles shall not be left unattended by the Contractor’s escorts.

Each person or vehicle entering the AOA under the escort of the Contractor shall carry the full coverage of liability and property damage.

Identification – Escorted Personnel. The Contractor shall maintain a master list of construction personnel working within the AOA under escort and it shall be made available for the Airport’s examination at any time.

All construction personnel in the AOA shall wear a uniform shirt/jacket and hard hats that will clearly identify them as being construction personnel authorized to work in and have access to the AOA.

Identification – Vehicles. The Contractor, through the Contractor’s Chief of Security, shall establish and maintain a list of vehicles authorized to operate on the Airport. Vehicles delivering materials to the construction site shall sign-in with the Contractor’s gate guard personnel. Contractor’s personnel operating vehicles and/or equipment within the AOA shall complete a driver training class presented by the airport to familiarize them of the allowable haul routes, speed limits, non-movement areas, and open airfield areas.

The personal vehicles of Contractor’s employees are not allowed on the airfield at any time, the Contractor shall ensure that adequate off-site parking is available.

The Contractor shall be responsible for the protection of the construction site, and all work, materials, equipment, and existing facilities thereon, against vandals and other unauthorized persons. Security measures shall include such additional security fencing, barricades, lighting, and other measures as the Contractor may deem necessary to protect the site.
01480-2.11 Runway Closures. Contractor shall coordinate all runway closure needs with the Engineer and the Airport. Closures shall be identified on the contractor’s CPM construction schedule and all look ahead schedules. In addition, a minimum of 72 hours prior notification is required to be provided to Airport for all runway closures. No closure shall commence until approved by the Airport.

Runway closures are required for all work to be performed within the Runway Safety Area (RSA). No work shall be allowed within the RSA without a runway closure.

Full Runway Closures: This type of closure requires the contractor to close Runway 13-31 and Runway 6- 24 for the duration of the work within the RSA. Closure activities shall include setting up runway closure Lighted ‘X’ signals at the both ends of the runway, and coordinating the de-energizing of all runway edge lighting and signage systems and runway visual aids. Maintenance and fueling of the Lighted ‘X’ signals shall be the responsibility of the Contractor.

Runway Nightly Closures: This type of closure requires the contractor to close Runway 13-31 or Runway 6-24 nightly for the night-time closure period identified on the plans to permit work within RSA, the 14 CFR Part 77 imaginary surfaces, and the approach and departure surfaces. Closure activities shall include setting up runway closure Lighted ‘X’ signals at the both ends of the runway and coordinating the A.10.d
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temporary de-energizing of all runway approach lighting and edge lighting systems. Maintenance and fueling of the Lighted ‘X’ signals shall be the responsibility of the Contractor. 01480-2.12 Opening Inspections. When the Contractor requests to open an individual phase of work, or a closed runway that is scheduled to be re-opened to aircraft traffic, the Engineer and Airport will conduct an inspection of each construction area before allowing the closed area to be opened to aircraft traffic. The conditions which the Engineer shall consider potentially hazardous and which must be corrected prior to reopening the runway include but are not limited to, the following:
a. Trenches, holes, or excavations, mounds or piles of earth, temporary stockpiles, construction materials, temporary structures, or other objects within the Runway ORZ. b. Un-marked or un-lighted holes, trenches or excavations near any Runway OFZ. c. Mounds or piles of earth, temporary stockpiles, construction materials, temporary structures, or other objects on or in the vicinity of any open runway or taxiway object free area. d. Vehicles or equipment (whether operating or idle) on any open apron, taxiway, or in any related safety.
e. Vehicles, equipment, excavations, stockpiles, or other materials which could impinge upon Navigational Aid (NAVAID) critical areas and degrade or otherwise interfere with electronic signals from radios or electronic NAVAIDs or interfere with visual aid facilities. f. Objects (whether marked/flagged or not) or activities anywhere on or in the vicinity of the airport which could be distracting, confusing, or alarming to pilots during aircraft operations. g. Un-flagged or un-lighted construction vehicles and equipment in the vicinity of an active runway, taxiway or apron.
h. Misleading or malfunctioning obstruction lights or barricade lights. i. Inadequate, confusing, or misleading (to user pilots) marking/lighting of any open apron, runway, taxiway, or in any related safety, approach or departure area. j. Water, dirt, debris, or other transient accumulation that temporarily obscures pavement marking, pavement edges, or derogates the visibility of runway/taxiways marking, lighting or of construction and maintenance areas. There is zero tolerance for foreign object debris. k. Inadequate or improper methods of marking, barricading, or lighting of temporarily closed portions of the AOA including unlighted or missing construction and barricade lights. l. Construction materials, trash or other materials with FOD potential, whether on aprons, runways, taxiways, service road, public streets or related safety areas. The Engineer will be watchful for FOD that can be ingested into aircraft engines. Such items include rock, aggregate, soil, loose polyethylene and other light materials capable of being blown onto aircraft movement areas by wind. m. Construction/maintenance activities or materials that could hamper Airport Rescue and Fire- Fighting (ARFF) vehicle access to all parts of the runway/taxiway system, runway approach and departure areas, or aircraft parking locations.
n. The time allowances for all work is inclusive of the Contractor moving onto the site, performing work activities, performing all clean-up, having the work area and haul routes inspected and approved by the Engineer, and moving off the site. The Contractor shall provide adequate lighting in the opinion of the Engineer, for the needs of the inspection personnel.

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o. A Runway does not pass inspection must remain closed until such time cleanup is performed and approved by the Engineer and accepted by the Airport. The official "Opening Time" will be that time when the temporary runway closure signals are removed from the RSA. 01480-2.13 Maintenance of Temporary Facilities. The Contractor shall conduct inspections of temporary runway and taxiway edge lights and airfield signs, runway visual aids, and the low profile barricades in use prior to the end of each shift allowing enough time for all barricades, signs and lights to be repaired or replaced if items are found to be not functioning properly. The Contractor shall ensure all temporary facilities are fully operational and acceptable to the Engineer at the end of the each shift. 01480-2.14 Safety Plan Compliance Document (SPCD). The Contractor shall develop and submit for review and approval by the Engineer and Airport, a Safety Plan Compliance Document prior to the pre- construction conference. The Contractor’s SPCD shall comply with the specific safety and security requirements of the Contract Documents, and shall comply with the FAA Advisory Circular 150/5370-2 (latest edition) “Operational Safety on Airports during Construction”. In developing the SPCD the Contractor shall be responsible for analyze the planned methods of operation, incorporate any additional specific or unique safety requirements, and ensure that all applicable safety regulations are addressed.

The Contractor’s SPCD shall be project specific and include but not be limited, to the following:

General Provisions
a) Acknowledgement of Responsibilities during the construction work. b) Safety and Managerial Personnel; including Contractor points of contact, titles, roles and 24/7 contact information.
c) Compliance; Contractor’s plan to comply with the specific safety requirements of the Contract Documents.
d) Site Layout.
e) Overview and commitment to weekly safety meetings.
f) Traffic Control.
g) Safety Requirements; Testing and inspection of equipment and the provision for backup alarms for mobile equipment.

Special Provisions
a) Excavations: The Contractor shall include his plan for performing the excavation work in accordance with OSHA (Occupational Safety and Health), Cal/OSHA (California Division of Occupational Safety and Health), and other applicable statutes or regulations; this shall include addressing permanent and temporary slope angle and protection, shoring, guarding, barricades, excavation access, and excavated material storage. b) Cranes: The Contractor shall address the requirement and use of cranes or derricks and the testing and inspection thereof, including hook latches, cables, boom stops, load tables, warning devices, fire extinguishers, and where the illustration of crane operation signals shall be posted on the job site.
c) Fall Arresting: The Contractor shall address the requirement and use of employ full-body harnesses, life lines, and lanyards when necessary.
d) Hazard Communication Program: The Contractor shall instigate a policy for following hazard communications program.
e) Lockout/Tagout: The Contractor shall address the employment of the Airport’s Lockout/Tagout procedures for the control of electrical energy during work operations. f) Disciplinary Program: The Contractor shall address the requirement to instigate a Disciplinary Program for safety violations.

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g) Signage: The Contractor shall address the requirement to install signs that are clearly visible from 50 feet that identify any hazardous or dangerous conditions. Hazard signs must be red with white lettering.
h) Job Hazard Analysis Program: As part of the Safety Plan Compliance Document the Contractor shall submit for review, a Job Hazard Analysis Program that identifies any work activities which pose a potential safety hazard. This program shall be documented into definable and manageable components whenever the risk of personal injury exists.

AOA Specific
a) The Contractor shall identify and provide the necessary plans shown the following: vehicle parking, temporary pavement markings, temporary airfield and non airfield lighting, and flagging locations.
b) Height Restrictions: The Contractor shall address the limitations and restrictions on equipment and material height identified in the Contract Documents. c) AOA Security: The Contractor shall provide security and gate control procedures and points of contact.
d) The Contractor shall identify CTAF Radio communication equipment contact roles and responsibilities.
e) The Contractor shall address the procedures, responsibilities and timing associated with opening and closing Runway 10R-28L and other movement areas of the airport. f) The Contractor shall include the procedures for managing subcontractor access, driver training and other AOA safety and security requirements. g) The Contractor shall include the formalized process for monitoring local aircraft operations and how to respond in an emergency or unexpected aircraft operation. h) The Contractor shall develop and include an operations, movements, access and barricade plan by Project Phase and Schedule.
i) The Contractor shall address the requirement to instigate a positive means of FOD control and elimination.
j) The Contractor shall include provisions for instigating: 1) a training program for all site personnel; and 2) a review process to ensure compliance.

METHOD OF MEASUREMENT
01480-3.1 Airfield Construction Area Control. Airfield Construction Area control shall be measured by the lump sum and shall include the Contractor developing and submitting for review a “Safety Plan Compliance Document”, and for furnishing, installing, removing, storing, maintaining, and reinstalling as needed, barricades, cones, barricade lights; for providing trained Vehicle Monitors, flaggers, gate guards, and Contractor provided escorts; for providing sufficient number of airfield transceiver radios for communicating on CTAF frequencies; for instigating a safety and security system to ensure the integrity of the airport security is maintained; for installing temporary vehicle traffic control pavement markings; for furnishings the Contractor’s airfield radios; and for all other trained personnel to provide the requirements of this item.
01480-3.2 Sweepers and FOD Control. Sweepers for FOD Control shall be measured by the calendar day (based on 24 hour day) for the primary sweeper employed on which the sweeper proceeded with FOD control and airfield pavement sweeping work for at least 6 hours out of the 24 hours toward completion of the contract. This price shall include furnishings, maintaining, and operating sweepers and conducting regular FOD checks. Sweeping operations that do not met the minimum 6 hours of operation within a 24 A.10.d
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hour day shall be considered incidental to the project and no payment shall be made therefor. No separate measurement or payment shall be made for the back-up sweeper it shall be considered a subsidiary obligation of the Contractor paid for under the other contract items. 01480-3.3 Contractor provided airfield transceiver radios will not be measured or paid for separately, they shall be considered a subsidiary obligation of the Contractor paid for under the other contract items.

BASIS OF PAYMENT

01480-4.1 Payment for airfield construction area control, including furnishing installing, removing, storage, maintenance, and reinstalling, as needed, barricades, runway closure markings, cones, barricade lights, providing trained vehicle monitors, flaggers, gate guards, Chief of Security, temporary vehicle traffic control pavement markings, and all other trained personnel to provide the requirements of this item shall be made at the lump sum price bid. The price bid shall be full compensation for furnishing all materials, and for all labor, equipment, tools, and incidentals necessary to complete construction safety and security. Partial payments for construction safety and security under this item will be made in accordance with the following provisions:

a. The first partial payment for airfield traffic control will be made at 25-percent of the lump sum price bid, at such time that: 1) the project submittals required (P-401 Job Mix Formula, Contractor’s Quality Control Plan, project CPM schedule, SWPPP) are provided and to the satisfaction of the Engineer; 2) the barricades have been delivered to the Work Site; and 3) Contractor’s personnel have received all necessary security driver and operations training from the Airport as defined in these Specifications.
b. The remaining partial payments for construction safety and security will be made on each monthly progress pay at a rate of 75-percent of the lump sum price bid divided by the number of months established for the duration of the Work.

01480-4.2 Sweepers for FOD Control shall be paid for per the contract unit price per day and shall include furnishing, maintaining, operating the required number of operational sweepers plus any backups and conducting regular FOD checks. Payment shall be based on satisfactory compliance with the SPCD. Failure to maintain the required number of sweepers and adequately clean the area may cause the Airport to furnish a sweeper and operator(s) and deduct the cost from the amounts due on the following pay application.

Payment will be under:

Item 01480-4.1 Airfield Construction Area Control – per Lump Sum.

Item 01480-4.2 Sweepers and FOD Control – per Calendar Day

01502 CONTRACTOR'S CONTINUING OBLIGATION

Contractor’s obligation to perform and complete the Work in accordance with the Contract Documents shall be absolute. Neither recommendation of any progress or final payment by CITY, nor the issuance of a Notice of Completion, nor any payment by CITY TO CONTRACTOR under the Contract Documents, nor any use or occupancy of the Work or A.10.d
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any part thereof by CITY, nor any act of acceptance by CITY nor any failure to do so, nor any review and approval of a Shop Drawing or sample submission, nor the issuance of a notice of acceptability by CITY, nor any correction of defective Work by CITY will constitute an acceptance or Work not in accordance with the Contract Documents or a release of Contractor’s obligation to perform the Work in accordance with the Contract Documents.

01503 CONTACT PERSONS FOR OUTSIDE AGENCIES

The following agencies shall be contacted as specified in SECTION 5-UTILITIES of the City of Hollister Standard Specifications.

CITY OF HOLLISTER DEPT CONTACT PERSON PHONE
Hollister Municipal Airport Toni Warner (831) 636-4340

Utilities Division Henry Gonzales (831) 636-4377
Operations & Maintenance Division Adam Bocanegra (831) 902-9292

01504 PROJECT CLOSEOUT

It is the intent of these Contract Documents that the Contractor shall deliver a complete and operable facility capable of performing its intended functions and ready for use.

01505 CLEANING

Throughout the period of construction the Contractor shall keep the Work site free and clean of all rubbish and debris, and shall promptly remove from the site, or from property adjacent to the site of the Work, all unused and rejected materials, surplus earth, concrete, and debris, excepting select material which may be required for refilling or grading.

01506 FINAL SITE CLEAN-UP

Upon completion of the Work, and prior to final acceptance, the Contractor shall remove from the vicinity of the Work all plant, surplus material, and equipment belonging to him or used under his direction during construction.
01507 WASTE DISPOSAL

The Contractor shall dispose of surplus materials, waste products, and debris and shall make necessary arrangements for such disposal.

01510 PROJECT RECORD DOCUMENTS

The Contractor shall maintain at the site, available to the City and Engineer, one copy of the Contract Documents, Drawings, Shop Drawings, Change Orders, and other modifications in good order and marked (red line) to record all changes made during construction (as-built drawings). These documents shall be delivered to the City upon completion of the Work prior to the release of final progress payment (not retention).

During the progress meetings, such record documents shall be reviewed to ascertain that all changes have been recorded.

01520 TOUCH-UP AND REPAIR

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The Contractor shall touch up or repair finished surfaces on structures, or installations that have been damaged prior to final acceptance. Surfaces on which such touch up or repair cannot be successfully accomplished shall be completely refinished or in the case of hardware and similar small items, the item shall be replaced.

01530 REUSE OF DOCUMENTS

Neither CONTRACTOR nor any Subcontractor or Supplier or other person or organization performing or furnishing any of the Work under a direct or indirect contract with CITY shall have or acquire any title to or ownership rights in any of the Drawings, Specifications or other documents (or copies of any thereof) prepared by or bearing the seal of ENGINEER; and they shall not reuse any of them on extensions of the Project or any other project without written consent of CITY and ENGINEER and specific written verification or adaptation by ENGINEER.

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EXHIBIT 10
SUCCESSFUL BIDDER’S

CONTRACT DOCUMENTS TO BE

SUBMITTED AFTER PROJECT IS

AWARDED

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CONTRACT DOCUMENTS TO BE SUBMITTED

AFTER PROJECT IS AWARDED

BOND OF FAITHFUL PERFORMANCE
(To be completed and submitted after project award)
KNOW ALL MEN BY THESE PRESENT, that WHEREAS, the City Council of the City of Hollister, San Benito County, State of California, by Resolution No. (N.C.S.)
passed , 20 , has been awarded to
hereinafter
designated as
"Principal," a Contract for constructing
Runway 6 Safety Improvement Project
A.I.P. No.: 3-06-0105-26
WHEREAS, said Principal is required under the terms of said Contract to furnish a Bond for the faithful performance of said Contract;
Now, therefore, We, the Principal and
a
s
Surety, are held and firmly bounded to the City of Hollister, San Benito County, California, in the penal sum of

($ )Dollars, lawful money of the United States, being not less than 100% of the estimated Contract cost of the work, for the payment of which sum well and truly to be made, we bind ourselves, our heirs, executors, administrators and successors, jointly and severally, firmly by these presents.

THE CONDITION OF THIS OBLIGATION IS SUCH, that if the above bound Principal, his/her or its heirs, executors, administrators, successors or assigns, shall in all things stand to and abide by, and well and truly keep and faithfully perform the covenants, conditions, and agreements in the said Contract and any alterations made as therein provided, on his/her or their part, to be kept and performed at the time and in the manner therein specified, and in all respects according to their true intent and meaning, and shall indemnify and save harmless the City of Hollister, its officers and agents, as therein stipulated, then this obligation shall become null and void; otherwise it shall be and remain in full force and virtue.

As a condition precedent to the satisfactory completion of the said Contract the above obligation in the amount of not less than 10% of the estimated Contract cost, shall hold good for a period of 1 year after the completion acceptance of the said work, during which time if the above bound Principal, his/her or its heirs, executors, administrators, successors or assigns shall fail to make full complete and satisfactory repair and replacements or totally protect the said City of Hollister from loss or damage made evident during said period of 1 year from the date of acceptance of said work, and resulting from or caused by defective materials or faulty workmanship in the prosecution of the work done, the above obligation in the amount of not less than 10% of the total bid Proposal cost shall remain in full force and virtue, otherwise the above obligation shall be void. However, nothing in this paragraph to the contrary notwithstanding, the obligation of the Surety hereunder shall continue so long as any obligation of the Principal remains.

For any moneys earned by the Principal and withheld by the City of Hollister to ensure the performance of the Contract, the Principal may, at his/her request and expense, substitute A.10.d
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securities equivalent to the amount withheld in the form and manner and subject to the conditions provided in Section 22300 of the Public Contracts Code of the State of California.

And the said Surety, for value received, hereby stipulates and agrees that no change, extension of time, alteration and addition to the terms of the Contract or to the work to be performed thereunder or the Specifications accompanying the same shall in any wise affect its obligations on this bond, and it does hereby waive notice of any such change, extension of time, alteration or addition to the terms of the Contractor or to the work or to the Specifications.

IN WITNESS WHEREOF the above bond parties have executed this instrument under their seals this day of , 20 , the name and corporate seal of each corporate party being hereto affixed and these presents duly signed by its undersigned representative; pursuant to authority of its governing body.

Principal Name:

Address:

(Attach Notary
Acknowledgment) By:

(Signature in blue ink)
By:

(Signature in blue ink)
Surety Name:

Address:

(Attach Notary
Acknowledgment) By:

(Signature in blue ink)
By:

(Signature in blue ink)
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PAYMENT BOND
(LABOR AND MATERIAL BOND)
(To be completed and submitted after project award)
KNOW ALL MEN BY THESE PRESENT, that WHEREAS, the City Council of the City of Hollister, San Benito County, State of California, by Resolution No. (N.C.S.)
passed , 20 , has been awarded to
hereinafter
designated as
"Principal," a Contract for constructing
Runway 6 Safety Improvement Project
A.I.P. NO.: 3-06-0105-26

WHEREAS, said Principal is required to furnish a bond in connection and with said Contract, providing that if said Principal, or any of his/her or its Subcontractors, shall fail to pay for any materials, provisions, provender or other supplies or teams used in, upon, for or about the performance of the work Contracted to be done, or for any work or labor done thereon of any kind, the Surety of this bond will pay the same to the extend hereinafter set forth; NOW, THEREFORE, WE, the Principal and
a
s
Surety, are held and firmly bounded to the City of Hollister, San Benito County, California, in the penal sum of

THE CONDITION OF THIS OBLIGATION IS SUCH, that if said Principal, his/her or its heirs, executors or administrators, successors or assigns, shall fail to pay for any materials, provisions, provender, or other supplies or teams used in, upon, for or about the performance of the work Contracted to be done, or for any work or labor thereon of any respect to such work or labor, as required by the provisions of Division 2, Part 1, Chapter 5 of the Public Contracts Code of the State of California, and provided that the persons, companies or other supplies, teams, appliances or power used in, upon, for or about the performance of the work contracted to be executed or performed, or any person, company or corporation renting or hiring teams or implements or machinery of power for or contributing to said work to be done, or any person who performs work or labor upon same, or any person who supplies both work and materials therefore, shall have complied with the provisions of said Government Code, then said Surety will pay the same in or to an amount not exceeding the amount hereinabove set forth, and also will pay in case suit is brought upon this bond, such reasonable attorney's fee as shall be fixed by the court, awarded and taxed as in the above-mentioned Code provided.

This bond shall inure to the benefit of any and all persons, companies and corporations entitled to file claims under said Government Code, so as to give a right to action to them or their assigns in any suit brought upon this bond.

And the said Surety, for value received, hereby stipulates and agrees that no change, extension of time, alteration or addition to the terms of the Contract or to the work to be performed thereunder or the Specifications accompanying the same shall in anyway affect its obligations of A.10.d
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this bond and it does hereby waive notice of any such change, extension of time, alteration or addition to the terms of the Contract or to the work or to the Specifications.

Principal Name:

Address:

(Attach Notary
Acknowledgment) By:

(Signature in blue ink)
By:

(Signature in blue ink)
Surety Name:

Address:

(Attach Notary
Acknowledgment) By:

(Signature in blue ink)
By:

(Signature in blue ink)
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CERTIFICATE OF INSURANCE
(This form is for informational purposes only. Contractor shall provide the original Certificate of Insurance issued by the insurance company and a copy of the insurance policy.) (To be completed and submitted after project is awarded).

This Certifies to CITY OF HOLLISTER, Attention: CITY CLERK that the following described policies have been issued to:

1. Insured:

2. Address:

3. Description of work (show name and/or number if
any):

POLICIES &

INSURERS
LIMITS
Bodily Injury/Property Damage
POLICY
NUMBER

EFFECTIVE
DATE
POLICY
FORM

4. Worker’s Compensation
Employer’s Liability: Statutory
(Insurer)

5. Comprehensive
General
$ $
Occurrence or Each Person Each
Occurrence
Claims or
Occurrence

$ $
(Insurer) Each
Occurrence
Aggregate Claims
made *
basis

$ Combined single limit

6. Comprehensive
Vehicle
$ $
Liability
Each Person Each
Occurrence
Claims or
Occurrence

$
(Insurer) Each
Occurrence
Claims
made *
basis

$ Combined single limit

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7. Contractor shall, throughout the duration of this Agreement maintain comprehensive general liability and property damage insurance, or commercial general liability insurance, covering all operations of the Contractor, its agents and employees, performed in connection with this Agreement including but not limited to premises and automobile.

8. Contractor shall maintain the following minimum limits:

General Liability
Combined Single Limit Per Occurrence
........................................................................................................... $1,000,000. 00 General Aggregate
........................................................................................................... $2,000,000. 00 Automobile Liability
Combined Single Limit per Occurrence
........................................................................................................... $1,000,000. 00 9. All insurance companies affording coverage to the Contractor shall be required to add the City of Hollister as "insured" under the insurance policy.

10. All insurance companies affording coverage to the Contractor shall be insurance organizations authorized by the Insurance Commissioner of the State Department of Insurance to transact the business of insurance in the State of California, and shall be written by insurers with a current A.M. Best Rating of “A-” or better, and a financial size of “VII” or greater. The A.M. Best guide is available from Best’s customer service at (908) 439-2200, ext. 4742, or website http://www.ambest.com/ . All prospective Contractor may use the website http://www.insurance.ca.gov/docs/FS-Agntsbrk.html to verify if their insurance company is authorized to do business in California.

11. All insurance companies affording coverage shall provide 30 day written notice by certified or registered mail to the Risk and Benefits Analyst for the City of Hollister should the policy be canceled or reduced in coverage before the expiration date. For the purposes of this notice requirement, any material change prior to expiration shall be considered cancellation.

12. Contractor shall provide evidence of compliance with the insurance requirements listed above by providing a certificate of insurance, in a form satisfactory to the Risk and Benefits Analyst, concurrently with the submittal of this Agreement. A statement on the insurance certificate which states that the insurance company "will endeavor" to notify the certificate holder, "but failure to mail such notice shall impose no obligation or liability of any kind upon the Company, its agents or representatives" does not satisfy the requirements of subsection (11) herein. The Contractor shall ensure that the above quoted language is stricken from the certificate by the authorized representative of the insurance company.

The insurance certificate shall also state the unpaid limits of the policy.

13. All insurance coverage required to be provided by the Contractor or any other party in favor of the City/additional insured is intended to apply first on a primary and non-contributing basis in relation to any other insurance of self-insurance (primary or excess) available to the City and any employee of the City. The Contractor agrees to have its policies endorsed accordingly. In addition, Contractor also accepts to provide commercial general liability (CGL) endorsement form CG 20 10 11 85. An acceptable alternative would be the use of two ISO forms together: the CG 20 10 07 04 (“ongoing operations”) and the CG 20 37 10 01 (“completed operations”). The City may also accept any other comparable A.10.d
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endorsement, which does not further limit coverage and which may be approved and accepted by the City’s Risk Management staff.

14. Contractor shall provide a substitute certificate of insurance no later than 30 days prior to the policy expiration date. Failure by the Contractor to provide such a substitution and extend the policy expiration date shall be considered a default by Contractor and may subject the Contractor to a Stop Work Notice until the Contractor has cured the default.

15. Maintenance of insurance by the Contractor as specified in the Agreement shall in no way be interpreted as relieving the Contractor of any responsibility whatever and the Contractor may carry, at its own expense, such additional insurance as it deems necessary.

16. All policies in effect, above and endorsements below, will not be canceled, limited, or allowed to expire without renewal until after 30 days' written notice has been given to the RISK AND BENEFITS ANALYST OF THE CITY OF HOLLISTER.

The following coverage or conditions are to be in effect:

A. Products and Completed Operations
B. (City of Hollister) named as Additional Insured
C. Cross Liability Clause
D. Broad Form Property Damage
E. X, C, U Hazards Included
F. Personal Injury

17. Authorized signature may be the agents if agent has placed signature through and agency with the insurer. If insurance is brokered, authorized signature must be that of official insurer.

18. It is acknowledged by the parties to this agreement that all insurance coverage required to be provided by the Contractor or any other party in favor of the City/additional insured is intended to apply first on a primary and non-contributing basis in relation to any other insurance of self-insurance (primary or excess) available to the City and any employee of the City. The Contractor agrees to have its policies endorsed accordingly.

NOTE: All content of this form must be adhered to, although, this format is for informational purposes only.

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EXHIBIT 11 CITY OF HOLLISTER FORMS AND MEMORANDUM DOCUMENTS 199

EXHIBIT 11

CITY OF HOLLISTER FORMS AND

MEMORANDUM DOCUMENTS

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EXHIBIT 11 CITY OF HOLLISTER FORMS AND MEMORANDUM DOCUMENTS 200

CITY OF HOLLISTER FORMS AND MEMORANDUM DOCUMENTS

INSTRUCTIONS FOR PREPARATION
OF

STATEMENT OF COMPLIANCE
This statement of compliance meets needs of state and federal payroll requirements to pay fringe benefits in addition to payment of the minimum rates. The Contractor’s obligation to pay fringe benefits may be met by payment of the fringes to the various pre-approved Plans, funds or programs or by making these payments directly to the employees as part of their weekly wage payments.

The Contractor shall show on the face of his or her payroll all monies paid to the employees whether as basic rates or total hourly wage amount in lieu of fringes. The Contractor shall report in the statement of compliance that he or she is paying to others fringes required by the Contract and not paid directly to the employees in lieu of fringes. Detailed instructions follow:

Contractors who pay all required fringe benefits:

A Contractor who pays fringe benefits to approved Plans, funds or programs in amounts not less than were determined in the applicable wage decisions shall continue to show on the face of his or her payroll the basic hourly rate and overtime rate paid to his or her employees, just as he or she has always done. Such a Contractor shall check paragraph 4(a) of the statement to indicate that he or she is also paying to approved Plans, funds or programs within the times required for receipt of those sums, not less than the amount predetermined as fringe benefits for each craft. Any exception shall be noted on Section 4(c).

Contractors who pay no fringe benefits:

A Contractor who does not pay fringe benefits to an approved Plan shall pay a like amount to the employee. This payment can be reported by inserting in the straight time hourly rate column of his or her payroll an amount not less than the predetermined rate for each classification plus the amount of fringe benefits determined for each classification in the applicable wage decision.

Inasmuch as it is not necessary to pay time and a half on wages paid in lieu of fringes, the overtime rate shall be not less than one and one-half the basic predetermined rate, plus the required cash in lieu of fringes at the straight time rate. To simplify computation of overtime, the straight time basic rate and payment in lieu of fringes be separately stated in the hourly rate column, thus $14.56/5.11. In addition the Contractor shall check paragraph 4(b) of the statement to indicate that he or she is paying fringe benefits directly to his or her employees.

Any exceptions shall be noted in Section 4(c).

Use of Section 4(c), Exceptions:

Any Contractor who is making payment to approved Plans, funds or programs in amounts less than the wage determination requires if obligated to pay the deficiency directly to the employees as wages in lieu of fringes.

Any exceptions to Section 4(a) and 4(b), whichever the Contractor may check shall be entered in Section 4(c). Enter in the Exception column the craft and enter in the Explanation column the hourly amount paid the employees as wages in lieu of fringes and the hourly amount paid to Plans, funds or programs as fringes.

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EXHIBIT 11 CITY OF HOLLISTER FORMS AND MEMORANDUM DOCUMENTS 201

STATEMENT OF COMPLIANCE
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EXHIBIT 11 CITY OF HOLLISTER FORMS AND MEMORANDUM DOCUMENTS 202

CITY OF HOLLISTER

FRINGE BENEFIT STATEMENT
CONTRACTOR/SUBCONTRACTOR (Please Print) CONTRA
CT
NUMBE
R

FEDERAL AID PROJECT NUMBER DATE
TO: RESIDENT ENGINEER/DISTRICT LABOR COMPLIANCE OFFICER BUSINESS ADDRESS The following information (as shown or referenced on wage rate determinations) paid to or on behalf of employees in various crafts or classifications is used to check payrolls or applied to force account work on the above contract.

THIS FORM MUST BE COMPLETED AND SUBMITTED WITH THE FIRST CERTIFIED PAYROLL, OR WHEN THERE HAVE BEEN ANY CHANGES.

CLASSIFICATION FRINGE BENEFIT HOURLY AMOUNT NAME AND ADDRESS OF PLAN, FUND, OR PROGRAM Effective Date Vacation
$

Health &
Welfare
$

Pension
$

Subsistence and /or Travel Pay:

Apprentic
e
$

$ Other
$

CLASSIFICATION FRINGE BENEFIT HOURLY AMOUNT NAME AND ADDRESS OF PLAN, FUND, OR PROGRAM Effective Date Vacation
$

Health &
Welfare
$

Pension
$

Subsistence and /or Travel Pay:

Apprentic
e
$

$ Other
$

CLASSIFICATION FRINGE BENEFIT HOURLY AMOUNT NAME AND ADDRESS OF PLAN, FUND, OR PROGRAM Effective Date Vacation
$

Health &
Welfare
$

Pension
$

Subsistence and /or Travel Pay:

Apprentic
e
$

$ Other
$

I certify under penalty of perjury that fringe benefits are paid to the approved Plans, Funds, or Programs as listed above.

NAME AND TITLE (Please Print)
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EXHIBIT 11 CITY OF HOLLISTER FORMS AND MEMORANDUM DOCUMENTS 203

SIGNATURE BUSINESS TELEPHONE NUMBER
ADA Notice For individuals with sensory disabilities, this document is available in alternate formats. For information call (916) 263-2041 or TDD (916) 263-2044 or write Records and Forms Management, 1120 N Street, MS-89, Sacramento, CA 95814.

CA DOT FORM
CEM2501 (Rev. 8/94)
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City of Hollister Forms and Documents 204

NOTICE TO PUBLIC ENTITY

I, , the undersigned, am
(Name – Print)
with the authority to act for and on behalf of
(Position in business)
,
(Name of business and/or Contractor)
certify under penalty of perjury that the records or copies thereof submitted and consisting of

Description, No. of pages)
are the originals or true, full and correct copies of the originals that depict the payroll record(s) of the actual disbursements by way of cash, check, or whatever form to the individual or individuals named.

Date: Signature:
(Signature in blue ink only)
A public entity may require a more strict and/or more extensive form of certification.

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City of Hollister Forms and Documents 205

M T W TH F S S
FED.VAC./ HEALTH
S TAX HOL. & WELF.

TRV/TOTAL
O
SUBS.DEDUCTION
S
FED.VAC./ HEALTH
S TAX HOL. & WELF.

TRV/TOTAL
O
SUBS.DEDUCTION
S
PW14
(9)

NET WAGES

PAID FOR
WEEK
CHECK NO.DEDUCTIONS, CONTRIBUTIONS AND PAYM ENTS
(SOC.

SDI

NAM E, ADDRESS AND

SOCIAL SECURITY NUM BER

OF EM PLOYEE
NO. OF WITH-

HOLDING

EXEM PTIONS
WORK

CLASSIFICATION
TOTAL

HOURSDATE

HOURS WORKED EACH DAY
(1)(2 )(3 )(6 ) (4 ) DAY
HOURLY

RATE OR
PAY
PROJECT AND LOCATION NO.
(7)(8 )

GROSS AM OUNT EARNED

OR SUBCONTRAC TOR
CONTRACTOR’S LICENSE NO.

SPECIALTY LICENSE NO.

FICA
(5)

ADDRESS
PAYROLL NO.FOR WEEK ENDING
SELF-INSURED CER TIFICATE NO.

WORKERS COM PENSATION POLICY NO.

PROJECT OR CONTRACT NO.

NAM E OF CONTRACTOR

SAVINGSFUND
ADM IN.

STATE TAX PENSION
DUES OTHER*TRAING.

THIS

PROJECT
ALL

PR OJECTS
THIS

PROJECT
ALL

PR OJECTS
FICA
(SOC.

STATE TAX SDI PENSION
TRAING. FUND
ADM IN.

DUES SAVINGS OTHER*

SDI PENSIONTHIS

PROJECT
ALL

PR OJECTS
FICA
(SOC.

DUES SAVINGS OTHER*

STATE TAX
TRAING. FUND
ADM IN.

THIS

PROJECT
ALL

PR OJECTS
FICA
(SOC.

STATE TAX SDI PENSION
TRAING. FUND
ADM IN.

DUES SAVINGS OTHER*

SDI PENSIONTHIS

PROJECT
ALL

PR OJECTS
FICA
(SOC.

DUES SAVINGS OTHER*

STATE TAX
TRAING. FUND
ADM IN.

TRAING. FUND
ADM IN.

ALL

PR OJECTS
FICA
(SOC.

STATE TAX SDI PENSIONTHIS

PROJECT
DUES SAVINGS OTHER*

STATE TAXTHIS

PROJECT
ALL

PR OJECTS
FICA
OTHER*FUND
ADM IN.

SDI PENSION
PAGE_____OF_____
(SOC.

SDI = STATE DISABILITY INSURANCE
* OTHER = Any o ther d ed uctio ns, co ntrib utio ns and/o r payments whether o r no t included o r required b y p revailing wag e determinatio ns shall be sep arately listed.

Use extra sheet if necessary.

TRAING.

C ER TIF IC A TION s ha ll b e c o mp le t e d
R EV IS ION D A TE: 0 5/ 0 1/ 0 3

DUES SAVINGS
S = STRAIGHT TIM E
O = OVERTIM E

CITY OF HOLLISTER PUBLIC WORKS PAYROLL REPORTING FORM

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City of Hollister Forms and Documents 206

ENGINEERING SERVICES BID PROTEST
City of Hollister
Today’s Date
Project Title: Bid Opening Date
Contractor (or Subcontractor ):

Contact Name Phone#
Address:

City: State: Zip:

The Contractor listed above wishes to protest one or more of the bid processes used to make the determination of the lowest responsible bidder. The following is a statement that describes the circumstances and the issues under protest. (Additional sheet(s) can be attached as needed) Please be as specific as possible:

The following is a statement that clearly describes the remedy being recommended by the above contractor. (additional sheets can be attached as needed.) Please be as specific as possible:

I certify that the information contained in this form is true and correct, to the best of my knowledge, (Please include this statement on all pages with an authorized signature.)

Signature in blue ink Name (Please Print)

Title or Position (Please Print) Date
Number of Pages
(including those attached)
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City of Hollister Forms and Documents 207

CITY OF HOLLISTER NOTICE OF POTENTIAL CLAIM
DC-CEM-6201 (REV 7/00)

FOR CITY USE ONLY
Received by Date
(For Resident Engineer)
TO

CONTRACT

NUMBER DATE

(Resident Engineer)

The particular circumstances of this potential claim are described in detail as follows:

The reasons for which I believe additional compensation may be due:

The nature of the costs involved and the amount of the potential claim are described as follows:
(If accurate cost figures are not available, provide an estimate, or describe the types of expenses involved) The undersigned originator (Contractor or Subcontractor as appropriate) certifies that the above statements are made in full cognizance of the California False Claims Act, Government Code sections 12650-12655. The undersigned further understands and agrees that this potential claim to be further considered unless resolved, shall be restated as a claim in response to the States proposed final estimate in accordance with Section 9-1.07B of the Standard Specifications.

SUBCONTRACTOR or CONTRACTOR
(Circle One)

(Authorized Representative)
For subcontractor notice of potential claim
This notice of potential claim is acknowledged and forwarded by

PRIME CONTRACTOR
(Authorized Representative)
CEM-6201 (REV. 7/00)
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EXHIBIT 12 FAA TECHNICAL SPECIFICATIONS 208
EXHIBIT 12

FAA TECHNICAL SPECIFICATIONS
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EXHIBIT 12 FAA TECHNICAL SPECIFICATIONS 209

FAA TECHNICAL SPECIFICATIONS

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Section 10 Definition of Terms 210
Part 1 – General Contract Provisions
Section 10 Definition of Terms
When the following terms are used in these specifications, in the contract, or in any documents or other instruments pertaining to construction where these specifications govern, the intent and meaning shall be defined as follows:

Paragraph
Number
Term Definition
10-01 AASHTO The American Association of State Highway and Transportation Officials.
10-02 Access Road The right-of-way, the roadway and all improvements constructed thereon connecting the airport to a public
roadway.
10-03 Advertisement A public announcement, as required by local law, inviting bids for work to be performed and materials to be
furnished.
10-04 Airport Airport means an area of land or water which is used or intended to be used for the landing and takeoff of aircraft; an appurtenant area used or intended to be used for airport buildings or other airport facilities or rights of way; airport buildings and facilities located in any of these areas, and a heliport.
10-05 Airport Improvement
Program (AIP)
A grant-in-aid program, administered by the Federal
Aviation Administration (FAA).
10-06 Air Operations Area
(AOA)
The term air operations area (AOA) shall mean any area of the airport used or intended to be used for the landing, takeoff, or surface maneuvering of aircraft. An air
operation area shall include such paved or unpaved areas that are used or intended to be used for the unobstructed movement of aircraft in addition to its associated runway, taxiway, or apron.
10-07 Apron Area where aircraft are parked, unloaded or loaded, fueled and/or serviced.
10-08 ASTM International
(ASTM)
Formerly known as the American Society for Testing and
Materials (ASTM).

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Section 10 Definition of Terms 211
Paragraph
Number
Term Definition
10-09 Award The Owner’s notice to the successful bidder of the acceptance of the submitted bid.
10-10 Bidder Any individual, partnership, firm, or corporation, acting directly or through a duly authorized representative, who submits a proposal for the work contemplated.
10-11 Building Area An area on the airport to be used, considered, or intended to be used for airport buildings or other airport facilities or rights-of-way together with all airport buildings and
facilities located thereon.
10-12 Calendar Day Every day shown on the calendar.
10-13 Certificate of Analysis
(COA)
The COA is the manufacturer’s Certificate of Compliance (COC) including all applicable test results required by the specifications.
10-14 Certificate of
Compliance (COC)
The manufacturer’s certification stating that materials or assemblies furnished fully comply with the requirements of the contract. The certificate shall be signed by the
manufacturer’s authorized representative.
10-15 Change Order A written order to the Contractor covering changes in the plans, specifications, or proposal quantities and
establishing the basis of payment and contract time
adjustment, if any, for work within the scope of the
contract and necessary to complete the project.
10-16 Contract A written agreement between the Owner and the Contractor that establishes the obligations of the parties including but not limited to performance of work, furnishing of labor, equipment and materials and the basis of payment.

The awarded contract includes but may not be limited to:

Advertisement, Contract form, Proposal, Performance
bond, payment bond, General provisions, certifications and representations, Technical Specifications, Plans,
Supplemental Provisions, standards incorporated by
reference and issued addenda.
10-17 Contract Item (Pay
Item)
A specific unit of work for which a price is provided in the contract.
10-18 Contract Time The number of calendar days or working days, stated in the proposal, allowed for completion of the contract, including authorized time extensions. If a calendar date of
completion is stated in the proposal, in lieu of a number of A.10.d
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Section 10 Definition of Terms 212
Paragraph
Number
Term Definition
calendar or working days, the contract shall be completed by that date.
10-19 Contractor The individual, partnership, firm, or corporation primarily liable for the acceptable performance of the work
contracted and for the payment of all legal debts pertaining to the work who acts directly or through lawful agents or employees to complete the contract work.
10-20 Contractors Quality
Control (QC) Facilities
The Contractor’s QC facilities in accordance with the
Contractor Quality Control Program (CQCP).
10-21 Contractor Quality
Control Program
(CQCP)
Details the methods and procedures that will be taken to assure that all materials and completed construction
required by the contract conform to contract plans,
technical specifications and other requirements, whether manufactured by the Contractor, or procured from
subcontractors or vendors.
10-22 Control Strip A demonstration by the Contractor that the materials, equipment, and construction processes results in a product meeting the requirements of the specification.
10-23 Construction Safety and
Phasing Plan (CSPP)
The overall plan for safety and phasing of a construction project developed by the airport operator, or developed by the airport operator’s consultant and approved by the
airport operator. It is included in the invitation for bids and becomes part of the project specifications.
10-24 Drainage System The system of pipes, ditches, and structures by which surface or subsurface waters are collected and conducted from the airport area.
10-25 Engineer The individual, partnership, firm, or corporation duly authorized by the Owner to be responsible for engineering, inspection, and/or observation of the contract work and acting directly or through an authorized representative. 10-26 Equipment All machinery, together with the necessary supplies for upkeep and maintenance; and all tools and apparatus
necessary for the proper construction and acceptable
completion of the work.
10-27 Extra Work An item of work not provided for in the awarded contract as previously modified by change order or supplemental
agreement, but which is found by the Owner’s Engineer or Resident Project Representative (RPR) to be necessary to A.10.d
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Section 10 Definition of Terms 213
Paragraph
Number
Term Definition
complete the work within the intended scope of the
contract as previously modified.
10-28 FAA The Federal Aviation Administration. When used to designate a person, FAA shall mean the Administrator or their duly authorized representative.
10-29 Federal Specifications The federal specifications and standards, commercial item descriptions, and supplements, amendments, and indices
prepared and issued by the General Services
Administration.
10-30 Force Account a. Contract Force Account - A method of payment that addresses extra work performed by the Contractor on a
time and material basis.
b. Owner Force Account - Work performed for the project by the Owner's employees.
10-31 Intention of Terms Whenever, in these specifications or on the plans, the words “directed,” “required,” “permitted,” “ordered,”
“designated,” “prescribed,” or words of like import are used, it shall be understood that the direction, requirement, permission, order, designation, or prescription of the
Engineer and/or Resident Project Representative (RPR) is intended; and similarly, the words “approved,”
“acceptable,” “satisfactory,” or words of like import, shall mean approved by, or acceptable to, or satisfactory to the Engineer and/or RPR, subject in each case to the final
determination of the Owner.

Any reference to a specific requirement of a numbered
paragraph of the contract specifications or a cited standard shall be interpreted to include all general requirements of the entire section, specification item, or cited standard that may be pertinent to such specific reference.
10-32 Lighting A system of fixtures providing or controlling the light sources used on or near the airport or within the airport buildings. The field lighting includes all luminous signals, markers, floodlights, and illuminating devices used on or near the airport or to aid in the operation of aircraft landing at, taking off from, or taxiing on the airport surface. 10-33 Major and Minor
Contract Items
A major contract item shall be any item that is listed in the proposal, the total cost of which is equal to or greater than 20% of the total amount of the award contract. All other items shall be considered minor contract items.

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Section 10 Definition of Terms 214
Paragraph
Number
Term Definition
10-34 Materials Any substance specified for use in the construction of the contract work.
10-35 Modification of
Standards (MOS)
Any deviation from standard specifications applicable to material and construction methods in accordance with FAA Order 5300.1.
10-36 Notice to Proceed (NTP) A written notice to the Contractor to begin the actual contract work on a previously agreed to date. If applicable, the Notice to Proceed shall state the date on which the contract time begins.
10-37 Owner The term “Owner” shall mean the party of the first part or the contracting agency signatory to the contract. Where the term “Owner” is capitalized in this document, it shall mean airport Sponsor only. The Owner for this project is the City of Hollister.

10-38 Passenger Facility Charge
(PFC)
Per 14 Code of Federal Regulations (CFR) Part 158 and 49 United States Code (USC) § 40117, a PFC is a charge
imposed by a public agency on passengers enplaned at a
commercial service airport it controls.
10-39 Pavement Structure The combined surface course, base course(s), and subbase course(s), if any, considered as a single unit.
10-40 Payment bond The approved form of security furnished by the Contractor and their own surety as a guaranty that the Contractor will pay in full all bills and accounts for materials and labor used in the construction of the work.
10-41 Performance bond The approved form of security furnished by the Contractor and their own surety as a guaranty that the Contractor will complete the work in accordance with the terms of the
contract.
10-42 Plans The official drawings or exact reproductions which show the location, character, dimensions and details of the
airport and the work to be done and which are to be
considered as a part of the contract, supplementary to the specifications. Plans may also be referred to as 'contract drawings.’
10-43 Project The agreed scope of work for accomplishing specific airport development with respect to a particular airport.

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Section 10 Definition of Terms 215
Paragraph
Number
Term Definition
10-44 Proposal The written offer of the bidder (when submitted on the approved proposal form) to perform the contemplated work and furnish the necessary materials in accordance with the provisions of the plans and specifications.
10-45 Proposal guaranty The security furnished with a proposal to guarantee that the bidder will enter into a contract if their own proposal is accepted by the Owner.
10-46 Quality Assurance (QA) Owner’s responsibility to assure that construction work completed complies with specifications for payment.
10-47 Quality Control (QC) Contractor’s responsibility to control material(s) and construction processes to complete construction in
accordance with project specifications.
10-48 Quality Assurance (QA)
Inspector
An authorized representative of the Engineer and/or
Resident Project Representative (RPR) assigned to make
all necessary inspections, observations, tests, and/or
observation of tests of the work performed or being
performed, or of the materials furnished or being furnished by the Contractor.
10-49 Quality Assurance (QA)
Laboratory
The official quality assurance testing laboratories of the Owner or such other laboratories as may be designated by the Engineer or RPR. May also be referred to as
Engineer’s, Owner’s, or QA Laboratory.
10-50 Resident Project
Representative (RPR)
The individual, partnership, firm, or corporation duly
authorized by the Owner to be responsible for all necessary inspections, observations, tests, and/or observations of tests of the contract work performed or being performed, or of the materials furnished or being furnished by the
Contractor, and acting directly or through an authorized representative.
10-51 Runway The area on the airport prepared for the landing and takeoff of aircraft.
10-52 Runway Safety Area
(RSA)
A defined surface surrounding the runway prepared or
suitable for reducing the risk of damage to aircraft. See the construction safety and phasing plan (CSPP) for limits of the RSA.
10-53 Safety Plan Compliance
Document (SPCD)
Details how the Contractor will comply with the CSPP.

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Section 10 Definition of Terms 216
Paragraph
Number
Term Definition
10-54 Specifications A part of the contract containing the written directions and requirements for completing the contract work. Standards for specifying materials or testing which are cited in the contract specifications by reference shall have the same force and effect as if included in the contract physically. 10-55 Sponsor A Sponsor is defined in 49 USC § 47102(24) as a public agency that submits to the FAA for an AIP grant; or a
private Owner of a public-use airport that submits to the FAA an application for an AIP grant for the airport.
10-56 Structures Airport facilities such as bridges; culverts; catch basins, inlets, retaining walls, cribbing; storm and sanitary sewer lines; water lines; underdrains; electrical ducts, manholes, handholes, lighting fixtures and bases; transformers;
navigational aids; buildings; vaults; and, other manmade features of the airport that may be encountered in the work and not otherwise classified herein.
10-57 Subgrade The soil that forms the pavement foundation. 10-58 Superintendent The Contractor’s executive representative who is present on the work during progress, authorized to receive and
fulfill instructions from the RPR, and who shall supervise and direct the construction.
10-59 Supplemental
Agreement
A written agreement between the Contractor and the
Owner that establishes the basis of payment and contract time adjustment, if any, for the work affected by the
supplemental agreement. A supplemental agreement is
required if: (1) in scope work would increase or decrease the total amount of the awarded contract by more than
25%: (2) in scope work would increase or decrease the
total of any major contract item by more than 25%; (3)
work that is not within the scope of the originally awarded contract; or (4) adding or deleting of a major contract item. 10-60 Surety The corporation, partnership, or individual, other than the Contractor, executing payment or performance bonds that are furnished to the Owner by the Contractor.
10-61 Taxilane A taxiway designed for low speed movement of aircraft between aircraft parking areas and terminal areas.
10-62 Taxiway The portion of the air operations area of an airport that has been designated by competent airport authority for
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Section 10 Definition of Terms 217
Paragraph
Number
Term Definition
movement of aircraft to and from the airport’s runways, aircraft parking areas, and terminal areas.
10-63 Taxiway/Taxilane Safety
Area (TSA)
A defined surface alongside the taxiway prepared or
suitable for reducing the risk of damage to an aircraft. See the construction safety and phasing plan (CSPP) for limits of the TSA.
10-64 Work The furnishing of all labor, materials, tools, equipment, and incidentals necessary or convenient to the Contractor’s performance of all duties and obligations imposed by the contract, plans, and specifications.
10-65 Working day A working day shall be any day other than a legal holiday, Saturday, or Sunday on which the normal working forces
of the Contractor may proceed with regular work for at
least six (6) hours toward completion of the contract. When work is suspended for causes beyond the Contractor’s
control, it will not be counted as a working day. Saturdays, Sundays and holidays on which the Contractor’s forces
engage in regular work will be considered as working days. 10-66 Owner Defined terms None

END OF SECTION 10
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Section 20 Proposal Requirements and Conditions 218
Section 20 Proposal Requirements and Conditions
20-01 Advertisement (Notice to Bidders). The Owner has published the advertisement at such places and at such times as are required by local law or ordinances. The published advertisement states the time and place for submitting sealed proposals; a description of the proposed work; instructions to bidders as to obtaining proposal forms, plans, and specifications; proposal guaranty required; and the Owner's right to reject any and all bids.

20-02 Qualification of bidders. Each bidder shall submit evidence of competency and evidence of financial responsibility to perform the work to the Owner at the time of bid opening.

Evidence of competency, unless otherwise specified, shall consist of statements covering the bidder’s past experience on similar work, and a list of equipment and a list of key personnel that would be available for the work.

Each bidder shall furnish the Owner satisfactory evidence of their financial responsibility. Evidence of financial responsibility, unless otherwise specified, shall consist of a confidential statement or report of the bidder’s financial resources and liabilities as of the last calendar year or the bidder’s last fiscal year.

Such statements or reports shall be certified by a public accountant. At the time of submitting such financial statements or reports, the bidder shall further certify whether their financial responsibility is approximately the same as stated or reported by the public accountant. If the bidder’s financial responsibility has changed, the bidder shall qualify the public accountant’s statement or report to reflect the bidder’s true financial condition at the time such qualified statement or report is submitted to the Owner.
20-03 Contents of proposal forms. The Owner's proposal forms state the location and description of the proposed construction; the place, date, and time of opening of the proposals; and the estimated quantities of the various items of work to be performed and materials to be furnished for which unit bid prices are asked. The proposal form states the time in which the work must be completed, and the amount of the proposal guaranty that must accompany the proposal. The Owner will accept only those Proposals properly executed on physical forms or electronic forms provided by the Owner. Bidder actions that may cause the Owner to deem a proposal irregular are given in paragraph 20-09 Irregular proposals.

Mobilization is limited to 10 percent of the total project cost.

A prebid conference is required on this project to discuss as a minimum, the following items: material requirements; submittals; Quality Control/Quality Assurance requirements; the construction safety and phasing plan including airport access and staging areas; and unique airfield paving construction requirements. Refer to the Instruction to Bidders for the time and date of the prebid conference.

20-04 Issuance of proposal forms. The Owner reserves the right to refuse to issue a proposal form to a prospective bidder if the bidder is in default for any of the following reasons:
a. Failure to comply with any prequalification regulations of the Owner, if such regulations are cited, or otherwise included, in the proposal as a requirement for bidding. b. Failure to pay, or satisfactorily settle, all bills due for labor and materials on former contracts in force with the Owner at the time the Owner issues the proposal to a prospective bidder.

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Section 20 Proposal Requirements and Conditions 219
c. Documented record of Contractor default under previous contracts with the Owner. d. Documented record of unsatisfactory work on previous contracts with the Owner. 20-05 Interpretation of estimated proposal quantities. An estimate of quantities of work to be done and materials to be furnished under these specifications is given in the proposal. It is the result of careful calculations and is believed to be correct. It is given only as a basis for comparison of proposals and the award of the contract. The Owner does not expressly, or by implication, agree that the actual quantities involved will correspond exactly therewith; nor shall the bidder plead misunderstanding or deception because of such estimates of quantities, or of the character, location, or other conditions pertaining to the work. Payment to the Contractor will be made only for the actual quantities of work performed or materials furnished in accordance with the plans and specifications. It is understood that the quantities may be increased or decreased as provided in the Section 40, paragraph 40-02, Alteration of Work and Quantities, without in any way invalidating the unit bid prices. 20-06 Examination of plans, specifications, and site. The bidder is expected to carefully examine the site of the proposed work, the proposal, plans, specifications, and contract forms. Bidders shall satisfy themselves to the character, quality, and quantities of work to be performed, materials to be furnished, and to the requirements of the proposed contract. The submission of a proposal shall be prima facie evidence that the bidder has made such examination and is satisfied to the conditions to be encountered in performing the work and the requirements of the proposed contract, plans, and specifications.

Boring logs and other records of subsurface investigations and tests are available for inspection of bidders. It is understood and agreed that such subsurface information, whether included in the plans, specifications, or otherwise made available to the bidder, was obtained and is intended for the Owner’s design and estimating purposes only. Such information has been made available for the convenience of all bidders. It is further understood and agreed that each bidder is solely responsible for all assumptions, deductions, or conclusions which the bidder may make or obtain from their own examination of the boring logs and other records of subsurface investigations and tests that are furnished by the Owner. 20-07 Preparation of proposal. The bidder shall submit their proposal on the forms furnished by the Owner. All blank spaces in the proposal forms, unless explicitly stated otherwise, must be correctly filled in where indicated for each and every item for which a quantity is given. The bidder shall state the price (written in ink or typed) both in words and numerals which they propose for each pay item furnished in the proposal. In case of conflict between words and numerals, the words, unless obviously incorrect, shall govern.

The bidder shall correctly sign the proposal in ink. If the proposal is made by an individual, their name and post office address must be shown. If made by a partnership, the name and post office address of each member of the partnership must be shown. If made by a corporation, the person signing the proposal shall give the name of the state where the corporation was chartered and the name, titles, and business address of the president, secretary, and the treasurer. Anyone signing a proposal as an agent shall file evidence of their authority to do so and that the signature is binding upon the firm or corporation. 20-08 Responsive and responsible bidder. A responsive bid conforms to all significant terms and conditions contained in the Owner’s invitation for bid. It is the Owner’s responsibility to decide if the exceptions taken by a bidder to the solicitation are material or not and the extent of deviation it is willing to accept.

A responsible bidder has the ability to perform successfully under the terms and conditions of a proposed procurement, as defined in 2 CFR § 200.318(h). This includes such matters as Contractor integrity, compliance with public policy, record of past performance, and financial and technical resources. 20-09 Irregular proposals. Proposals shall be considered irregular for the following reasons:

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a. If the proposal is on a form other than that furnished by the Owner, or if the Owner’s form is altered, or if any part of the proposal form is detached. b. If there are unauthorized additions, conditional or alternate pay items, or irregularities of any kind that make the proposal incomplete, indefinite, or otherwise ambiguous. c. If the proposal does not contain a unit price for each pay item listed in the proposal, except in the case of authorized alternate pay items, for which the bidder is not required to furnish a unit price. d. If the proposal contains unit prices that are obviously unbalanced. e. If the proposal is not accompanied by the proposal guaranty specified by the Owner. f. If the applicable Disadvantaged Business Enterprise information is incomplete.

The Owner reserves the right to reject any irregular proposal and the right to waive technicalities if such waiver is in the best interest of the Owner and conforms to local laws and ordinances pertaining to the letting of construction contracts.
20-10 Bid guarantee. Each separate proposal shall be accompanied by a bid bond, certified check, or other specified acceptable collateral, in the amount specified in the proposal form. Such bond, check, or collateral, shall be made payable to the Owner.
20-11 Delivery of proposal. Each proposal submitted shall be placed in a sealed envelope plainly marked with the project AIP number, location of airport, and name and business address of the bidder on the outside. When sent by mail, preferably registered, the sealed proposal, marked as indicated above, should be enclosed in an additional envelope. No proposal will be considered unless received at the place specified in the advertisement or as modified by Addendum before the time specified for opening all bids.

Proposals received after the bid opening time shall be returned to the bidder unopened 20-12 Withdrawal or revision of proposals. A bidder may withdraw or revise (by withdrawal of one proposal and submission of another) a proposal provided that the bidder’s request for withdrawal is received by the Owner by email before the time specified for opening bids. Revised proposals must be received at the place specified in the advertisement before the time specified for opening all bids. 20-13 Public opening of proposals. Proposals shall be opened, and read, publicly at the time and place specified in the advertisement. Bidders, their authorized agents, and other interested persons are invited to attend. Proposals that have been withdrawn (by written or telegraphic request) or received after the time specified for opening bids shall be returned to the bidder unopened. 20-14 Disqualification of bidders. A bidder shall be considered disqualified for any of the following reasons:
a. Submitting more than one proposal from the same partnership, firm, or corporation under the same or different name.
b. Evidence of collusion among bidders. Bidders participating in such collusion shall be disqualified as bidders for any future work of the Owner until any such participating bidder has been reinstated by the Owner as a qualified bidder.
c. If the bidder is considered to be in “default” for any reason specified in paragraph 20-04, Issuance of Proposal Forms, of this section.
20-15 Discrepancies and Omissions. A Bidder who discovers discrepancies or omissions with the project bid documents shall immediately notify the Owner’s Engineer of the matter. A bidder that has doubt as to the true meaning of a project requirement may submit to the Owner’s Engineer a written request for interpretation no later than 5 days prior to bid opening.

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Any interpretation of the project bid documents by the Owner’s Engineer will be by written addendum issued by the Owner. The Owner will not consider any instructions, clarifications or interpretations of the bidding documents in any manner other than written addendum.

END OF SECTION 20
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Section 30 Award and Execution of Contract 223
Section 30 Award and Execution of Contract
30-01 Consideration of proposals. After the proposals are publicly opened and read, they will be compared on the basis of the summation of the products obtained by multiplying the estimated quantities shown in the proposal by the unit bid prices. If a bidder’s proposal contains a discrepancy between unit bid prices written in words and unit bid prices written in numbers, the unit bid price written in words shall govern.

Until the award of a contract is made, the Owner reserves the right to reject a bidder’s proposal for any of the following reasons:
a. If the proposal is irregular as specified in Section 20, paragraph 20-09, Irregular Proposals. b. If the bidder is disqualified for any of the reasons specified Section 20, paragraph 20-14, Disqualification of Bidders.

In addition, until the award of a contract is made, the Owner reserves the right to reject any or all proposals, waive technicalities, if such waiver is in the best interest of the Owner and is in conformance with applicable state and local laws or regulations pertaining to the letting of construction contracts; advertise for new proposals; or proceed with the work otherwise. All such actions shall promote the Owner’s best interests.
30-02 Award of contract. The award of a contract, if it is to be awarded, shall be made within 90calendar days of the date specified for publicly opening proposals, unless otherwise specified herein.

If the Owner elects to proceed with an award of contract, the Owner will make award to the responsible bidder whose bid, conforming with all the material terms and conditions of the bid documents, is the lowest in price.

For AIP contracts, unless otherwise specified in this subsection, no award shall be made until the FAA has reviewed the Owner’s recommendation to make such award in accordance with 2 CFR 200.324.
30-03 Cancellation of award. The Owner reserves the right to cancel the award without liability to the bidder, except return of proposal guaranty, at any time before a contract has been fully executed by all parties and is approved by the Owner in accordance with paragraph 30-07 Approval of Contract. 30-04 Return of proposal guaranty. All proposal guaranties, except those of the two lowest bidders, will be returned immediately after the Owner has made a comparison of bids as specified in the paragraph 30-01, Consideration of Proposals. Proposal guaranties of the two lowest bidders will be retained by the Owner until such time as an award is made, at which time, the unsuccessful bidder’s proposal guaranty will be returned. The successful bidder’s proposal guaranty will be returned as soon as the Owner receives the contract bonds as specified in paragraph 30-05, Requirements of Contract Bonds. 30-05 Requirements of contract bonds. At the time of the execution of the contract, the successful bidder shall furnish the Owner a surety bond or bonds that have been fully executed by the bidder and the surety guaranteeing the performance of the work and the payment of all legal debts that may be incurred by reason of the Contractor’s performance of the work. The surety and the form of the bond or bonds shall be acceptable to the Owner. Unless otherwise specified in this subsection, the surety bond or bonds shall be in a sum equal to the full amount of the contract.

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30-06 Execution of contract. The successful bidder shall sign (execute) the necessary agreements for entering into the contract and return the signed contract to the Owner, along with the fully executed surety bond or bonds specified in paragraph 30-05, Requirements of Contract Bonds, of this section, within 15 calendar days from the date mailed or otherwise delivered to the successful bidder. 30-07 Approval of contract. Upon receipt of the contract and contract bond or bonds that have been executed by the successful bidder, the Owner shall complete the execution of the contract in accordance with local laws or ordinances, and return the fully executed contract to the Contractor. Delivery of the fully executed contract to the Contractor shall constitute the Owner’s approval to be bound by the successful bidder’s proposal and the terms of the contract. 30-08 Failure to execute contract. Failure of the successful bidder to execute the contract and furnish an acceptable surety bond or bonds within the period specified in paragraph 30-06, Execution of Contract, of this section shall be just cause for cancellation of the award and forfeiture of the proposal guaranty, not as a penalty, but as liquidated damages to the Owner.

END OF SECTION 30
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Section 40 Scope of Work 226
Section 40 Scope of Work
40-01 Intent of contract. The intent of the contract is to provide for construction and completion, in every detail, of the work described. It is further intended that the Contractor shall furnish all labor, materials, equipment, tools, transportation, and supplies required to complete the work in accordance with the plans, specifications, and terms of the contract.
40-02 Alteration of work and quantities. The Owner reserves the right to make such changes in quantities and work as may be necessary or desirable to complete, in a satisfactory manner, the original intended work. Unless otherwise specified in the Contract, the Owner’s Engineer or RPR shall be and is hereby authorized to make, in writing, such in-scope alterations in the work and variation of quantities as may be necessary to complete the work, provided such action does not represent a significant change in the character of the work.

For purpose of this section, a significant change in character of work means: any change that is outside the current contract scope of work; any change (increase or decrease) in the total contract cost by more than 25%; or any change in the total cost of a major contract item by more than 25%.

Work alterations and quantity variances that do not meet the definition of significant change in character of work shall not invalidate the contract nor release the surety. Contractor agrees to accept payment for such work alterations and quantity variances in accordance with Section 90, paragraph 90-03, Compensation for Altered Quantities.

Should the value of altered work or quantity variance meet the criteria for significant change in character of work, such altered work and quantity variance shall be covered by a supplemental agreement.

Supplemental agreements shall also require consent of the Contractor’s surety and separate performance and payment bonds. If the Owner and the Contractor are unable to agree on a unit adjustment for any contract item that requires a supplemental agreement, the Owner reserves the right to terminate the contract with respect to the item and make other arrangements for its completion. 40-03 Omitted items. The Owner, the Owner’s Engineer or the RPR may provide written notice to the Contractor to omit from the work any contract item that does not meet the definition of major contract item. Major contract items may be omitted by a supplemental agreement. Such omission of contract items shall not invalidate any other contract provision or requirement.

Should a contract item be omitted or otherwise ordered to be non-performed, the Contractor shall be paid for all work performed toward completion of such item prior to the date of the order to omit such item.

Payment for work performed shall be in accordance with Section 90, paragraph 90-04, Payment for Omitted Items.
40-04 Extra work. Should acceptable completion of the contract require the Contractor to perform an item of work not provided for in the awarded contract as previously modified by change order or supplemental agreement, Owner may issue a Change Order to cover the necessary extra work. Change orders for extra work shall contain agreed unit prices for performing the change order work in accordance with the requirements specified in the order, and shall contain any adjustment to the contract time that, in the RPR’s opinion, is necessary for completion of the extra work.

When determined by the RPR to be in the Owner’s best interest, the RPR may order the Contractor to proceed with extra work as provided in Section 90, paragraph 90-05, Payment for Extra Work. Extra work that is necessary for acceptable completion of the project, but is not within the general scope of the work A.10.d
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Section 40 Scope of Work 227
covered by the original contract shall be covered by a supplemental agreement as defined in Section 10, paragraph 10-59, Supplemental Agreement.

If extra work is essential to maintaining the project critical path, RPR may order the Contractor to commence the extra work under a Time and Material contract method. Once sufficient detail is available to establish the level of effort necessary for the extra work, the Owner shall initiate a change order or supplemental agreement to cover the extra work.

Any claim for payment of extra work that is not covered by written agreement (change order or supplemental agreement) shall be rejected by the Owner.

All change orders, supplemental agreements, and contract modifications must eventually be reviewed by the FAA.
40-05 Maintenance of traffic. It is the explicit intention of the contract that the safety of aircraft, as well as the Contractor’s equipment and personnel, is the most important consideration. The Contractor shall maintain traffic in the manner detailed in the Construction Safety and Phasing Plan (CSPP). a. It is understood and agreed that the Contractor shall provide for the free and unobstructed movement of aircraft in the air operations areas (AOAs) of the airport with respect to their own operations and the operations of all subcontractors as specified in Section 80, paragraph 80-04, Limitation of Operations. It is further understood and agreed that the Contractor shall provide for the uninterrupted operation of visual and electronic signals (including power supplies thereto) used in the guidance of aircraft while operating to, from, and upon the airport as specified in Section 70, paragraph 70-15, Contractor’s Responsibility for Utility Service and Facilities of Others. b. With respect to their own operations and the operations of all subcontractors, the Contractor shall provide marking, lighting, and other acceptable means of identifying personnel, equipment, vehicles, storage areas, and any work area or condition that may be hazardous to the operation of aircraft, fire- rescue equipment, or maintenance vehicles at the airport in accordance with the construction safety and phasing plan (CSPP) and the safety plan compliance document (SPCD). c. When the contract requires the maintenance of an existing road, street, or highway during the Contractor’s performance of work that is otherwise provided for in the contract, plans, and specifications, the Contractor shall keep the road, street, or highway open to all traffic and shall provide maintenance as may be required to accommodate traffic. The Contractor, at their expense, shall be responsible for the repair to equal or better than preconstruction conditions of any damage caused by the Contractor’s equipment and personnel. The Contractor shall furnish, erect, and maintain barricades, warning signs, flag person, and other traffic control devices in reasonable conformity with the Manual on Uniform Traffic Control Devices (MUTCD) ( http://mutcd.fhwa.dot.gov/) , unless otherwise specified. The Contractor shall also construct and maintain in a safe condition any temporary connections necessary for ingress to and egress from abutting property or intersecting roads, existing haul routes within the APA, and streets or highways.
40-06 Removal of existing structures. All existing structures encountered within the established lines, grades, or grading sections shall be removed by the Contractor, unless such existing structures are otherwise specified to be relocated, adjusted up or down, salvaged, abandoned in place, reused in the work or to remain in place. The cost of removing such existing structures shall not be measured or paid for directly, but shall be included in the various contract items.

Should the Contractor encounter an existing structure (above or below ground) in the work for which the disposition is not indicated on the plans, the Resident Project Representative (RPR) shall be notified prior to disturbing such structure. The disposition of existing structures so encountered shall be immediately determined by the RPR in accordance with the provisions of the contract.

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Except as provided in Section 40, paragraph 40-07, Rights in and Use of Materials Found in the Work, it is intended that all existing materials or structures that may be encountered (within the lines, grades, or grading sections established for completion of the work) shall be used in the work as otherwise provided for in the contract and shall remain the property of the Owner when so used in the work. 40-07 Rights in and use of materials found in the work. Should the Contractor encounter any material such as (but not restricted to) sand, stone, gravel, slag, or concrete slabs within the established lines, grades, or grading sections, the use of which is intended by the terms of the contract to be embankment, the Contractor may at their own option either:
a. Use such material in another contract item, providing such use is approved by the RPR and is in conformance with the contract specifications applicable to such use; or, b. Remove such material from the site, upon written approval of the RPR; or c. Use such material for the Contractor’s own temporary construction on site; or, d. Use such material as intended by the terms of the contract.

Should the Contractor wish to exercise option a., b., or c., the Contractor shall request the RPR’s approval in advance of such use.

Should the RPR approve the Contractor’s request to exercise option a., b., or c., the Contractor shall be paid for the excavation or removal of such material at the applicable contract price. The Contractor shall replace, at their expense, such removed or excavated material with an agreed equal volume of material that is acceptable for use in constructing embankment, backfills, or otherwise to the extent that such replacement material is needed to complete the contract work. The Contractor shall not be charged for use of such material used in the work or removed from the site.

Should the RPR approve the Contractor’s exercise of option a., the Contractor shall be paid, at the applicable contract price, for furnishing and installing such material in accordance with requirements of the contract item in which the material is used.

It is understood and agreed that the Contractor shall make no claim for delays by reason of their own exercise of option a., b., or c.

The Contractor shall not excavate, remove, or otherwise disturb any material, structure, or part of a structure which is located outside the lines, grades, or grading sections established for the work, except where such excavation or removal is provided for in the contract, plans, or specifications.

40-08 Final cleanup. Upon completion of the work and before acceptance and final payment will be made, the Contractor shall remove from the site all machinery, equipment, surplus and discarded materials, rubbish, temporary structures, and stumps or portions of trees. The Contractor shall cut all brush and woods within the limits indicated and shall leave the site in a neat and presentable condition.

Material cleared from the site and deposited on adjacent property will not be considered as having been disposed of satisfactorily, unless the Contractor has obtained the written permission of the property Owner.

END OF SECTION 40

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Section 50 Control of Work 229
Section 50 Control of Work
50-01 Authority of the Resident Project Representative (RPR). The RPR has final authority regarding the interpretation of project specification requirements. The RPR shall determine acceptability of the quality of materials furnished, method of performance of work performed, and the manner and rate of performance of the work. The RPR does not have the authority to accept work that does not conform to specification requirements.
50-02 Conformity with plans and specifications. All work and all materials furnished shall be in reasonably close conformity with the lines, grades, grading sections, cross-sections, dimensions, material requirements, and testing requirements that are specified (including specified tolerances) in the contract, plans, or specifications.

If the RPR finds the materials furnished, work performed, or the finished product not within reasonably close conformity with the plans and specifications, but that the portion of the work affected will, in their opinion, result in a finished product having a level of safety, economy, durability, and workmanship acceptable to the Owner, the RPR will advise the Owner of their determination that the affected work be accepted and remain in place. The RPR will document the determination and recommend to the Owner a basis of acceptance that will provide for an adjustment in the contract price for the affected portion of the work. Changes in the contract price must be covered by contract change order or supplemental agreement as applicable.

If the RPR finds the materials furnished, work performed, or the finished product are not in reasonably close conformity with the plans and specifications and have resulted in an unacceptable finished product, the affected work or materials shall be removed and replaced or otherwise corrected by and at the expense of the Contractor in accordance with the RPR’s written orders.

The term “reasonably close conformity” shall not be construed as waiving the Contractor’s responsibility to complete the work in accordance with the contract, plans, and specifications. The term shall not be construed as waiving the RPR’s responsibility to insist on strict compliance with the requirements of the contract, plans, and specifications during the Contractor’s execution of the work, when, in the RPR’s opinion, such compliance is essential to provide an acceptable finished portion of the work.

The term “reasonably close conformity” is also intended to provide the RPR with the authority, after consultation with the Sponsor and FAA, to use sound engineering judgment in their determinations to accept work that is not in strict conformity, but will provide a finished product equal to or better than that required by the requirements of the contract, plans and specifications.

For Airport Improvement Program (AIP) contracts, the Owner must keep the FAA advised of the Engineer’s determinations as to acceptance of work that is not in reasonably close conformity to the contract, plans, and specifications.

The RPR will not be responsible for the Contractor’s means, methods, techniques, sequences, or procedures of construction or the safety precautions incident thereto. 50-03 Coordination of contract, plans, and specifications. The contract, plans, specifications, and all referenced standards cited are essential parts of the contract requirements. If electronic files are provided and used on the project and there is a conflict between the electronic files and hard copy plans, the hard copy plans shall govern. A requirement occurring in one is as binding as though occurring in all. They are intended to be complementary and to describe and provide for a complete work. In case of discrepancy, calculated dimensions will govern over scaled dimensions; contract technical specifications A.10.d
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shall govern over contract general provisions, plans, cited standards for materials or testing, and cited advisory circulars (ACs); contract general provisions shall govern over plans, cited standards for materials or testing, and cited ACs; plans shall govern over cited standards for materials or testing and cited ACs. If any paragraphs contained in the Special Provisions conflict with General Provisions or Technical Specifications, the Special Provisions shall govern.

From time to time, discrepancies within cited testing standards occur due to the timing of the change, edits, and/or replacement of the standards. If the Contractor discovers any apparent discrepancy within standard test methods, the Contractor shall immediately ask the RPR for an interpretation and decision, and such decision shall be final.

The Contractor shall not take advantage of any apparent error or omission on the plans or specifications.

In the event the Contractor discovers any apparent error or discrepancy, Contractor shall immediately notify the Owner or the designated representative in writing requesting their written interpretation and decision.
50-04 List of Special Provisions.

In case of a discrepancy between the Plans, and the various sections of the Specifications, the following is the order of precedence of the Contract Documents:

1. Signed Addendum

2. Executed and Signed Agreement

3. FAA Technical Specifications Parts 2 through 13 inclusive

4. FAA Technical Specifications Part 1

5. Project Plans

6. Cited FAA Advisory Circulars

7. Cited Standards for Materials and Testing

8. Exhibit 7 – Airport Improvement Program Requirements

9. Exhibit 9 – Division I - Special Provisions

10. Appendices to the FAA Technical Specifications

11. Exhibit 1 – Notice Inviting Sealed Bids

12. Exhibit 3 – Instructions to Bidders

13. Exhibit 8 – General Conditions

14. City Standard Plans

15. City Standard Specifications

16. Greenbook

17. Caltrans Standard Specifications.
50-05 Cooperation of Contractor. The Contractor shall be supplied with One (1) hard copy and electronic PDF of the plans and specifications. The Contractor shall have available on the construction site at all times one hardcopy each of the plans and specifications. Additional hard copies of plans and specifications may be obtained by the Contractor for the cost of reproduction.

The Contractor shall give constant attention to the work to facilitate the progress thereof, and shall cooperate with the RPR and their inspectors and with other Contractors in every way possible. The Contractor shall have a competent superintendent on the work at all times who is fully authorized as their agent on the work. The superintendent shall be capable of reading and thoroughly understanding the plans and specifications and shall receive and fulfill instructions from the RPR or their authorized representative.

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50-06 Cooperation between Contractors. The Owner reserves the right to contract for and perform other or additional work on or near the work covered by this contract.

When separate contracts are let within the limits of any one project, each Contractor shall conduct the work not to interfere with or hinder the progress of completion of the work being performed by other Contractors. Contractors working on the same project shall cooperate with each other as directed.

Each Contractor involved shall assume all liability, financial or otherwise, in connection with their own contract and shall protect and hold harmless the Owner from any and all damages or claims that may arise because of inconvenience, delays, or loss experienced because of the presence and operations of other Contractors working within the limits of the same project.

The Contractor shall arrange their work and shall place and dispose of the materials being used to not interfere with the operations of the other Contractors within the limits of the same project. The Contractor shall join their work with that of the others in an acceptable manner and shall perform it in proper sequence to that of the others.
50-07 Construction layout and stakes. The Engineer/RPR will establish necessary horizontal and vertical control. The establishment of Survey Control and/or reestablishment of survey control shall be by a State Licensed Land Surveyor. Contractor is responsible for preserving integrity of horizontal and vertical controls established by Engineer/RPR. In case of negligence on the part of the Contractor or their employees, resulting in the destruction of any horizontal and vertical control, the resulting costs will be deducted as a liquidated damage against the Contractor.

Prior to the start of construction, the Contractor shall check all control points for horizontal and vertical accuracy and certify in writing to the RPR that the Contractor concurs with survey control established for the project. All lines, grades and measurements from control points necessary for the proper execution and control of the work on this project will be provided to the RPR. The Contractor is responsible to establish all layout required for the construction of the project.

Copies of survey notes will be provided to the RPR for each area of construction and for each placement of material as specified to allow the RPR to make periodic checks for conformance with plan grades, alignments and grade tolerances required by the applicable material specifications. Surveys will be provided to the RPR prior to commencing work items that cover or disturb the survey staking. Survey(s) and notes shall be provided in the following format(s): All surveys shall be in AutoCAD Civil 3D 2018 format, surface and point files shall be provided; survey notes shall be in pdf format.7177051319 Laser, GPS, String line, or other automatic control shall be checked with temporary control as necessary.

In the case of error, on the part of the Contractor, their surveyor, employees or subcontractors, resulting in established grades, alignment or grade tolerances that do not concur with those specified or shown on the plans, the Contractor is solely responsible for correction, removal, replacement and all associated costs at no additional cost to the Owner.
50-07.1 Payment. The cost shall be included in the price of the bid for the various items of the Contract.

Payment shall be based on satisfactory compliance with the this section of the specs.

Payment will be under:

Item 50-07.1a Survey Control Verification – per Lump Sum.

Item 50-07.1b Construction Survey and Staking – per Lump Sum Item 50-07.1C Runway Survey Monument Establishment – per Each

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the work and to the preparation, fabrication, or manufacture of the materials to be used. QA inspectors are not authorized to revoke, alter, or waive any provision of the contract. QA inspectors are not authorized to issue instructions contrary to the plans and specifications or to act as foreman for the Contractor.

QA Inspectors are authorized to notify the Contractor or their representatives of any failure of the work or materials to conform to the requirements of the contract, plans, or specifications and to reject such nonconforming materials in question until such issues can be referred to the RPR for a decision. 50-09 Inspection of the work. All materials and each part or detail of the work shall be subject to inspection. The RPR shall be allowed access to all parts of the work and shall be furnished with such information and assistance by the Contractor as is required to make a complete and detailed inspection.

If the RPR requests it, the Contractor, at any time before acceptance of the work, shall remove or uncover such portions of the finished work as may be directed. After examination, the Contractor shall restore said portions of the work to the standard required by the specifications. Should the work thus exposed or examined prove acceptable, the uncovering, or removing, and the replacing of the covering or making good of the parts removed will be paid for as extra work; but should the work so exposed or examined prove unacceptable, the uncovering, or removing, and the replacing of the covering or making good of the parts removed will be at the Contractor’s expense.

Provide advance written notice to the RPR of work the Contractor plans to perform each week and each day. Any work done or materials used without written notice and allowing opportunity for inspection by the RPR may be ordered removed and replaced at the Contractor’s expense.

Should the contract work include relocation, adjustment, or any other modification to existing facilities, not the property of the (contract) Owner, authorized representatives of the Owners of such facilities shall have the right to inspect such work. Such inspection shall in no sense make any facility owner a party to the contract, and shall in no way interfere with the rights of the parties to this contract. 50-10 Removal of unacceptable and unauthorized work. All work that does not conform to the requirements of the contract, plans, and specifications will be considered unacceptable, unless otherwise determined acceptable by the RPR as provided in paragraph 50-02, Conformity with Plans and Specifications.

Unacceptable work, whether the result of poor workmanship, use of defective materials, damage through carelessness, or any other cause found to exist prior to the final acceptance of the work, shall be removed immediately and replaced in an acceptable manner in accordance with the provisions of Section 70, paragraph 70-14, Contractor’s Responsibility for Work.

No removal work made under provision of this paragraph shall be done without lines and grades having been established by the Contractor. Work done contrary to the instructions of the RPR, work done beyond the lines shown on the plans or as established by the RPR, except as herein specified, or any extra work done without authority, will be considered as unauthorized and will not be paid for under the provisions of the contract. Work so done may be ordered removed or replaced at the Contractor’s expense.

Upon failure on the part of the Contractor to comply with any order of the RPR made under the provisions of this subsection, the RPR will have authority to cause unacceptable work to be remedied or removed and replaced; and unauthorized work to be removed and recover the resulting costs as a liquidated damage against the Contractor.
50-11 Load restrictions. The Contractor shall comply with all legal load restrictions in the hauling of materials on public roads beyond the limits of the work. A special permit will not relieve the Contractor of liability for damage that may result from the moving of material or equipment.

The operation of equipment of such weight or so loaded as to cause damage to structures or to any other type of construction will not be permitted. Hauling of materials over the base course or surface course under construction shall be limited as directed. No loads will be permitted on a concrete pavement, base, A.10.d
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Section 50 Control of Work 233
or structure before the expiration of the curing period. The Contractor, at their own expense, shall be responsible for the repair to equal or better than preconstruction conditions of any damage caused by the Contractor’s equipment and personnel.

50-12 Maintenance during construction. The Contractor shall maintain the work during construction and until the work is accepted. Maintenance shall constitute continuous and effective work prosecuted day by day, with adequate equipment and forces so that the work is maintained in satisfactory condition at all times.

In the case of a contract for the placing of a course upon a course or subgrade previously constructed, the Contractor shall maintain the previous course or subgrade during all construction operations.

All costs of maintenance work during construction and before the project is accepted shall be included in the unit prices bid on the various contract items, and the Contractor will not be paid an additional amount for such work.
50-13 Failure to maintain the work. Should the Contractor at any time fail to maintain the work as provided in paragraph 50-12, Maintenance during Construction, the RPR shall immediately notify the Contractor of such noncompliance. Such notification shall specify a reasonable time within which the Contractor shall be required to remedy such unsatisfactory maintenance condition. The time specified will give due consideration to the exigency that exists.

Should the Contractor fail to respond to the RPR’s notification, the Owner may suspend any work necessary for the Owner to correct such unsatisfactory maintenance condition, depending on the exigency that exists. Any maintenance cost incurred by the Owner, shall be recovered as a liquidated damage against the Contractor.
50-14 Partial acceptance. If at any time during the execution of the project the Contractor substantially completes a usable unit or portion of the work, the occupancy of which will benefit the Owner, the Contractor may request the RPR to make final inspection of that unit. If the RPR finds upon inspection that the unit has been satisfactorily completed in compliance with the contract, the RPR may accept it as being complete, and the Contractor may be relieved of further responsibility for that unit. Such partial acceptance and beneficial occupancy by the Owner shall not void or alter any provision of the contract. 50-15 Final acceptance. Upon due notice from the Contractor of presumptive completion of the entire project, the RPR and Owner will make an inspection. If all construction provided for and contemplated by the contract is found to be complete in accordance with the contract, plans, and specifications, such inspection shall constitute the final inspection. The RPR shall notify the Contractor in writing of final acceptance as of the date of the final inspection.

If, however, the inspection discloses any work, in whole or in part, as being unsatisfactory, the RPR will notify the Contractor and the Contractor shall correct the unsatisfactory work. Upon correction of the work, another inspection will be made which shall constitute the final inspection, provided the work has been satisfactorily completed. In such event, the RPR will make the final acceptance and notify the Contractor in writing of this acceptance as of the date of final inspection. 50-16 Claims for adjustment and disputes. If for any reason the Contractor deems that additional compensation is due for work or materials not clearly provided for in the contract, plans, or specifications or previously authorized as extra work, the Contractor shall notify the RPR in writing of their intention to claim such additional compensation before the Contractor begins the work on which the Contractor bases the claim. If such notification is not given or the RPR is not afforded proper opportunity by the Contractor for keeping strict account of actual cost as required, then the Contractor hereby agrees to waive any claim for such additional compensation. Such notice by the Contractor and the fact that the RPR has kept account of the cost of the work shall not in any way be construed as proving or substantiating the validity A.10.d
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of the claim. When the work on which the claim for additional compensation is based has been completed, the Contractor shall, within 10 calendar days, submit a written claim to the RPR who will present it to the Owner for consideration in accordance with local laws or ordinances.

Nothing in this subsection shall be construed as a waiver of the Contractor’s right to dispute final payment based on differences in measurements or computations.

END OF SECTION 50

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Section 60 Control of Materials
60-01 Source of supply and quality requirements. The materials used in the work shall conform to the requirements of the contract, plans, and specifications. Unless otherwise specified, such materials that are manufactured or processed shall be new (as compared to used or reprocessed).

In order to expedite the inspection and testing of materials, the Contractor shall furnish documentation to the RPR as to the origin, composition, and manufacture of all materials to be used in the work.

Documentation shall be furnished promptly after execution of the contract but, in all cases, prior to delivery of such materials.

At the RPR’s option, materials may be approved at the source of supply before delivery. If it is found after trial that sources of supply for previously approved materials do not produce specified products, the Contractor shall furnish materials from other sources.

The Contractor shall furnish airport lighting equipment that meets the requirements of the specifications; and is listed in AC 150/5345-53, Airport Lighting Equipment Certification Program and Addendum, that is in effect on the date of advertisement.
60-02 Samples, tests, and cited specifications. All materials used in the work shall be inspected, tested, and approved by the RPR before incorporation in the work unless otherwise designated. Any work in which untested materials are used without approval or written permission of the RPR shall be performed at the Contractor’s risk. Materials found to be unacceptable and unauthorized will not be paid for and, if directed by the RPR, shall be removed at the Contractor’s expense.

Unless otherwise designated, quality assurance tests will be made by and at the expense of the Owner in accordance with the cited standard methods of ASTM, American Association of State Highway and Transportation Officials (AASHTO), federal specifications, Commercial Item Descriptions, and all other cited methods, which are current on the date of advertisement for bids.

The testing organizations performing on-site quality assurance field tests shall have copies of all referenced standards on the construction site for use by all technicians and other personnel. Unless otherwise designated, samples for quality assurance will be taken by a qualified representative of the RPR. All materials being used are subject to inspection, test, or rejection at any time prior to or during incorporation into the work. Copies of all tests will be furnished to the Contractor’s representative at their request after review and approval of the RPR.

A copy of all Contractor QC test data shall be provided to the RPR daily, along with printed reports, in an approved format, on a weekly basis. After completion of the project, and prior to final payment, the Contractor shall submit a final report to the RPR showing all test data reports, plus an analysis of all results showing ranges, averages, and corrective action taken on all failing tests.

The Contractor shall employ a Quality Control (QC) testing organization to perform all Contractor required QC tests in accordance with Item C-100 Contractor Quality Control Program (CQCP).

All test data from the Contractor shall be furnished in electronic PDF format.

60-03 Certification of compliance/analysis (COC/COA). The RPR may permit the use, prior to sampling and testing, of certain materials or assemblies when accompanied by manufacturer’s COC A.10.d
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stating that such materials or assemblies fully comply with the requirements of the contract. The certificate shall be signed by the manufacturer. Each lot of such materials or assemblies delivered to the work must be accompanied by a certificate of compliance in which the lot is clearly identified. The COA is the manufacturer’s COC and includes all applicable test results.

Materials or assemblies used on the basis of certificates of compliance may be sampled and tested at any time and if found not to be in conformity with contract requirements will be subject to rejection whether in place or not.

The form and distribution of certificates of compliance shall be as approved by the RPR.

When a material or assembly is specified by “brand name or equal” and the Contractor elects to furnish the specified “or equal,” the Contractor shall be required to furnish the manufacturer’s certificate of compliance for each lot of such material or assembly delivered to the work. Such certificate of compliance shall clearly identify each lot delivered and shall certify as to:
a. Conformance to the specified performance, testing, quality or dimensional requirements; and, b. Suitability of the material or assembly for the use intended in the contract work.

The RPR shall be the sole judge as to whether the proposed “or equal” is suitable for use in the work.

The RPR reserves the right to refuse permission for use of materials or assemblies on the basis of certificates of compliance.
60-04 Plant inspection. The RPR or their authorized representative may inspect, at its source, any specified material or assembly to be used in the work. Manufacturing plants may be inspected from time to time for the purpose of determining compliance with specified manufacturing methods or materials to be used in the work and to obtain samples required for acceptance of the material or assembly.

Should the RPR conduct plant inspections, the following conditions shall exist:
a. The RPR shall have the cooperation and assistance of the Contractor and the producer with whom the Contractor has contracted for materials.
b. The RPR shall have full entry at all reasonable times to such parts of the plant that concern the manufacture or production of the materials being furnished. c. If required by the RPR, the Contractor shall arrange for adequate office or working space that may be reasonably needed for conducting plant inspections. Place office or working space in a convenient location with respect to the plant.

It is understood and agreed that the Owner shall have the right to retest any material that has been tested and approved at the source of supply after it has been delivered to the site. The RPR shall have the right to reject only material which, when retested, does not meet the requirements of the contract, plans, or specifications.
60-05 Engineer/ Resident Project Representative (RPR) field office. An Engineer/RPR field office is not required.
60-06 Storage of materials. Materials shall be stored to assure the preservation of their quality and fitness for the work. Stored materials, even though approved before storage, may again be inspected prior to their use in the work. Stored materials shall be located to facilitate their prompt inspection. The Contractor shall coordinate the storage of all materials with the RPR. Materials to be stored on airport property shall not create an obstruction to air navigation nor shall they interfere with the free and unobstructed movement of aircraft. Unless otherwise shown on the plans and/or CSPP, the storage of materials and the location of the Contractor’s plant and parked equipment or vehicles shall be as directed by the RPR. Private property shall not be used for storage purposes without written permission of the Owner or lessee of such property. The Contractor shall make all arrangements and bear all expenses for A.10.d
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the storage of materials on private property. Upon request, the Contractor shall furnish the RPR a copy of the property Owner’s permission.

All storage sites on private or airport property shall be restored to their original condition by the Contractor at their expense, except as otherwise agreed to (in writing) by the Owner or lessee of the property.
60-07 Unacceptable materials. Any material or assembly that does not conform to the requirements of the contract, plans, or specifications shall be considered unacceptable and shall be rejected. The Contractor shall remove any rejected material or assembly from the site of the work, unless otherwise instructed by the RPR.

Rejected material or assembly, the defects of which have been corrected by the Contractor, shall not be returned to the site of the work until such time as the RPR has approved its use in the work. 60-08 Owner furnished materials. The Contractor shall furnish all materials required to complete the work, except those specified, if any, to be furnished by the Owner. Owner-furnished materials shall be made available to the Contractor at the location specified.

All costs of handling, transportation from the specified location to the site of work, storage, and installing Owner-furnished materials shall be included in the unit price bid for the contract item in which such Owner-furnished material is used.

After any Owner-furnished material has been delivered to the location specified, the Contractor shall be responsible for any demurrage, damage, loss, or other deficiencies that may occur during the Contractor’s handling, storage, or use of such Owner-furnished material. The Owner will deduct from any monies due or to become due the Contractor any cost incurred by the Owner in making good such loss due to the Contractor’s handling, storage, or use of Owner-furnished materials.

END OF SECTION 60

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Section 70 Legal Regulations and Responsibility to Public 238 Section 70 Legal Regulations and Responsibility to Public 70-01 Laws to be observed. The Contractor shall keep fully informed of all federal and state laws, all local laws, ordinances, and regulations and all orders and decrees of bodies or tribunals having any jurisdiction or authority, which in any manner affect those engaged or employed on the work, or which in any way affect the conduct of the work. The Contractor shall at all times observe and comply with all such laws, ordinances, regulations, orders, and decrees; and shall protect and indemnify the Owner and all their officers, agents, or servants against any claim or liability arising from or based on the violation of any such law, ordinance, regulation, order, or decree, whether by the Contractor or the Contractor’s employees.
70-02 Permits, licenses, and taxes. The Contractor shall procure all permits and licenses, pay all charges, fees, and taxes, and give all notices necessary and incidental to the due and lawful execution of the work. 70-03 Patented devices, materials, and processes. If the Contractor is required or desires to use any design, device, material, or process covered by letters of patent or copyright, the Contractor shall provide for such use by suitable legal agreement with the Patentee or Owner. The Contractor and the surety shall indemnify and hold harmless the Owner, any third party, or political subdivision from any and all claims for infringement by reason of the use of any such patented design, device, material or process, or any trademark or copyright, and shall indemnify the Owner for any costs, expenses, and damages which it may be obliged to pay by reason of an infringement, at any time during the execution or after the completion of the work.
70-04 Restoration of surfaces disturbed by others. The Owner reserves the right to authorize the construction, reconstruction, or maintenance of any public or private utility service, FAA or National Oceanic and Atmospheric Administration (NOAA) facility, or a utility service of another government agency at any time during the progress of the work. To the extent that such construction, reconstruction, or maintenance has been coordinated with the Owner, such authorized work (by others) must be shown on the plans and is indicated as follows:
1) FAA Navaids: REILS
a. Owner - FAA
b. Location – Runways and Taxiways
c. Contact Person - TBA after Contract Award
2) City of Hollister- Water Mains
a. Within the AOA
b. Contact Person- TBA after Contract Award

Except as listed above, the Contractor shall not permit any individual, firm, or corporation to excavate or otherwise disturb such utility services or facilities located within the limits of the work without the written permission of the RPR.

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Section 70 Legal Regulations and Responsibility to Public 239 facility during the progress of the work, the Contractor shall cooperate with such Owners by arranging and performing the work in this contract to facilitate such construction, reconstruction or maintenance by others whether or not such work by others is listed above. When ordered as extra work by the RPR, the Contractor shall make all necessary repairs to the work which are due to such authorized work by others, unless otherwise provided for in the contract, plans, or specifications. It is understood and agreed that the Contractor shall not be entitled to make any claim for damages due to such authorized work by others or for any delay to the work resulting from such authorized work. 70-05 Federal Participation. The United States Government has agreed to reimburse the Owner for some portion of the contract costs. The contract work is subject to the inspection and approval of duly authorized representatives of the FAA Administrator. No requirement of this contract shall be construed as making the United States a party to the contract nor will any such requirement interfere, in any way, with the rights of either party to the contract.
70-06 Sanitary, health, and safety provisions. The Contractor’s worksite and facilities shall comply with applicable federal, state, and local requirements for health, safety and sanitary provisions. 70-07 Public convenience and safety. The Contractor shall control their operations and those of their subcontractors and all suppliers, to assure the least inconvenience to the traveling public. Under all circumstances, safety shall be the most important consideration.

The Contractor shall maintain the free and unobstructed movement of aircraft and vehicular traffic with respect to their own operations and those of their own subcontractors and all suppliers in accordance with Section 40, paragraph 40-05, Maintenance of Traffic, and shall limit such operations for the convenience and safety of the traveling public as specified in Section 80, paragraph 80-04, Limitation of Operations.

The Contractor shall remove or control debris and rubbish resulting from its work operations at frequent intervals, and upon the order of the RPR. If the RPR determines the existence of Contractor debris in the work site represents a hazard to airport operations and the Contractor is unable to respond in a prompt and reasonable manner, the RPR reserves the right to assign the task of debris removal to a third party and recover the resulting costs as a liquidated damage against the Contractor. 70-08 Construction Safety and Phasing Plan (CSPP). The Contractor shall complete the work in accordance with the approved Construction Safety and Phasing Plan (CSPP) developed in accordance with AC 150/5370-2, Operational Safety on Airports During Construction. The CSPP is on sheet(s) provided as an Appendix to the Specifications.
70-09 Use of explosives. The use of explosives is not permitted on this project. 70-10 Protection and restoration of property and landscape. The Contractor shall be responsible for the preservation of all public and private property, and shall protect carefully from disturbance or damage all land monuments and property markers until the Engineer/RPR has witnessed or otherwise referenced their location and shall not move them until directed.

The Contractor shall be responsible for all damage or injury to property of any character, during the execution of the work, resulting from any act, omission, neglect, or misconduct in manner or method of executing the work, or at any time due to defective work or materials, and said responsibility shall not be released until the project has been completed and accepted.

When or where any direct or indirect damage or injury is done to public or private property by or on account of any act, omission, neglect, or misconduct in the execution of the work, or in consequence of the non-execution thereof by the Contractor, the Contractor shall restore, at their expense, such property to a condition similar or equal to that existing before such damage or injury was done, by repairing, or otherwise restoring as may be directed, or the Contractor shall make good such damage or injury in an acceptable manner.

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Section 70 Legal Regulations and Responsibility to Public 240 70-11 Responsibility for damage claims. The Contractor shall indemnify and hold harmless the Engineer/RPR and the Owner and their officers, agents, and employees from all suits, actions, or claims, of any character, brought because of any injuries or damage received or sustained by any person, persons, or property on account of the operations of the Contractor; or on account of or in consequence of any neglect in safeguarding the work; or through use of unacceptable materials in constructing the work; or because of any act or omission, neglect, or misconduct of said Contractor; or because of any claims or amounts recovered from any infringements of patent, trademark, or copyright; or from any claims or amounts arising or recovered under the “Workmen’s Compensation Act,” or any other law, ordinance, order, or decree. Money due the Contractor under and by virtue of their own contract considered necessary by the Owner for such purpose may be retained for the use of the Owner or, in case no money is due, their own surety may be held until such suits, actions, or claims for injuries or damages shall have been settled and suitable evidence to that effect furnished to the Owner, except that money due the Contractor will not be withheld when the Contractor produces satisfactory evidence that he or she is adequately protected by public liability and property damage insurance. 70-12 Third party beneficiary clause. It is specifically agreed between the parties executing the contract that it is not intended by any of the provisions of any part of the contract to create for the public or any member thereof, a third-party beneficiary or to authorize anyone not a party to the contract to maintain a suit for personal injuries or property damage pursuant to the terms or provisions of the contract. 70-13 Opening sections of the work to traffic. If it is necessary for the Contractor to complete portions of the contract work for the beneficial occupancy of the Owner prior to completion of the entire contract, such “phasing” of the work must be specified below and indicated on the approved Construction Safety and Phasing Plan (CSPP) and the project plans. When so specified, the Contractor shall complete such portions of the work on or before the date specified or as otherwise specified.

Refer to the Construction Phasing Plans.

Upon completion of any portion of work listed above, such portion shall be accepted by the Owner in accordance with Section 50, paragraph 50-14, Partial Acceptance.

No portion of the work may be opened by the Contractor until directed by the Owner in writing. Should it become necessary to open a portion of the work to traffic on a temporary or intermittent basis, such openings shall be made when, in the opinion of the RPR, such portion of the work is in an acceptable condition to support the intended traffic. Temporary or intermittent openings are considered to be inherent in the work and shall not constitute either acceptance of the portion of the work so opened or a waiver of any provision of the contract. Any damage to the portion of the work so opened that is not attributable to traffic which is permitted by the Owner shall be repaired by the Contractor at their expense.

The Contractor shall make their own estimate of the inherent difficulties involved in completing the work under the conditions herein described and shall not claim any added compensation by reason of delay or increased cost due to opening a portion of the contract work.

The Contractor must conform to safety standards contained AC 150/5370-2 and the approved CSPP.

Contractor shall refer to the plans, specifications, and the approved CSPP to identify barricade requirements, temporary and/or permanent markings, airfield lighting, guidance signs and other safety requirements prior to opening up sections of work to traffic. 70-14 Contractor’s responsibility for work. Until the RPR’s final written acceptance of the entire completed work, excepting only those portions of the work accepted in accordance with Section 50, paragraph 50-14, Partial Acceptance, the Contractor shall have the charge and care thereof and shall take every precaution against injury or damage to any part due to the action of the elements or from any other cause, whether arising from the execution or from the non-execution of the work. The Contractor shall rebuild, repair, restore, and make good all injuries or damages to any portion of the work occasioned by A.10.d
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Section 70 Legal Regulations and Responsibility to Public 241 any of the above causes before final acceptance and shall bear the expense thereof except damage to the work due to unforeseeable causes beyond the control of and without the fault or negligence of the Contractor, including but not restricted to acts of God such as earthquake, tidal wave, tornado, hurricane or other cataclysmic phenomenon of nature, or acts of the public enemy or of government authorities.

If the work is suspended for any cause whatever, the Contractor shall be responsible for the work and shall take such precautions necessary to prevent damage to the work. The Contractor shall provide for normal drainage and shall erect necessary temporary structures, signs, or other facilities at their own expense. During such period of suspension of work, the Contractor shall properly and continuously maintain in an acceptable growing condition all living material in newly established planting, seeding, and sodding furnished under the contract, and shall take adequate precautions to protect new tree growth and other important vegetative growth against injury.
70-15 Contractor’s responsibility for utility service and facilities of others. As provided in paragraph 70-04, Restoration of Surfaces Disturbed by Others, the Contractor shall cooperate with the owner of any public or private utility service, FAA or NOAA, or a utility service of another government agency that may be authorized by the Owner to construct, reconstruct or maintain such utility services or facilities during the progress of the work. In addition, the Contractor shall control their operations to prevent the unscheduled interruption of such utility services and facilities.

To the extent that such public or private utility services, FAA, or NOAA facilities, or utility services of another governmental agency are known to exist within the limits of the contract work, the approximate locations have been indicated on the plans and/or in the contract documents. 1) FAA NAVAIDs
· Owner - FAA Technical Operations/System Support Center (SSC) · Person to Contract - TBA on Contract Award
· Owner’s Emergency Contact - TBA on Contract Award
2) City of Hollister Water Mains
· Owner – City of Hollister
· Person to Contract - TBA on Contract Award
· Owner’s Emergency Contact - TBA on Contract Award
3) Airfield Electrical Infrastructure
· Owner – Hollister Municipal Airport (CVH)
· Person to Contract - TBA on Contract Award
· Owner’s Emergency Contact - TBA on Contract Award
4) Airfield Strom Drainage Infrastructure
· Owner – Hollister Municipal Airport (CVH)
· Person to Contract - TBA on Contract Award
· Owner’s Emergency Contact - TBA on Contract Award
It is understood and agreed that the Owner does not guarantee the accuracy or the completeness of the location information relating to existing utility services, facilities, or structures that may be shown on the plans or encountered in the work. Any inaccuracy or omission in such information shall not relieve the A.10.d
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Section 70 Legal Regulations and Responsibility to Public 242 Contractor of the responsibility to protect such existing features from damage or unscheduled interruption of service.

It is further understood and agreed that the Contractor shall, upon execution of the contract, notify the Owners of all utility services or other facilities of their plan of operations. Such notification shall be in writing addressed to “The Person to Contact” as provided in this paragraph and paragraph 70-04, Restoration of Surfaces Disturbed By Others. A copy of each notification shall be given to the RPR.

In addition to the general written notification provided, it shall be the responsibility of the Contractor to keep such individual Owners advised of changes in their plan of operations that would affect such Owners.

Prior to beginning the work in the general vicinity of an existing utility service or facility, the Contractor shall again notify each such Owner of their plan of operation. If, in the Contractor’s opinion, the Owner’s assistance is needed to locate the utility service or facility or the presence of a representative of the Owner is desirable to observe the work, such advice should be included in the notification. Such notification shall be given by the most expeditious means to reach the utility owner’s “Person to Contact” no later than two normal business days prior to the Contractor’s commencement of operations in such general vicinity. The Contractor shall furnish a written summary of the notification to the RPR.

The Contractor’s failure to give the two days’ notice shall be cause for the Owner to suspend the Contractor’s operations in the general vicinity of a utility service or facility.

Where the outside limits of an underground utility service have been located and staked on the ground, the Contractor shall be required to use hand excavation methods within 3 feet (1 m) of such outside limits at such points as may be required to ensure protection from damage due to the Contractor’s operations.

Should the Contractor damage or interrupt the operation of a utility service or facility by accident or otherwise, the Contractor shall immediately notify the proper authority and the RPR and shall take all reasonable measures to prevent further damage or interruption of service. The Contractor, in such events, shall cooperate with the utility service or facility owner and the RPR continuously until such damage has been repaired and service restored to the satisfaction of the utility or facility owner.

The Contractor shall bear all costs of damage and restoration of service to any utility service or facility due to their operations whether due to negligence or accident. The Owner reserves the right to deduct such costs from any monies due or which may become due the Contractor, or their own surety. 70-15.1 FAA facilities and cable runs. The Contractor is hereby advised that the construction limits of the project include existing facilities and buried cable runs that are owned, operated and maintained by the FAA. The Contractor, during the execution of the project work, shall comply with the following:
a. The Contractor shall permit FAA maintenance personnel the right of access to the project work site for purposes of inspecting and maintaining all existing FAA owned facilities. b. The Contractor shall provide notice to the FAA Air Traffic Organization (ATO)/Technical Operations/System Support Center (SSC) Point-of-Contact through the airport [ Owner ] [ operator ] manager a minimum of seven (7) calendar days prior to commencement of construction activities in order to permit sufficient time to locate and mark existing buried cables and to schedule any required facility outages.
c. If execution of the project work requires a facility outage, the Contractor shall contact the FAA Point-of-Contact a minimum of 72 hours prior to the time of the required outage. d. Any damage to FAA cables, access roads, or FAA facilities during construction caused by the Contractor’s equipment or personnel whether by negligence or accident will require the Contractor to repair or replace the damaged cables, access road, or FAA facilities to FAA requirements. The A.10.d
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Section 70 Legal Regulations and Responsibility to Public 243 Contractor shall not bear the cost to repair damage to underground facilities or utilities improperly located by the FAA.
e. If the project work requires the cutting or splicing of FAA owned cables, the FAA Point-of-Contact shall be contacted a minimum of 72 hours prior to the time the cable work commences. The FAA reserves the right to have a FAA representative on site to observe the splicing of the cables as a condition of acceptance. All cable splices are to be accomplished in accordance with FAA specifications and require approval by the FAA Point-of-Contact as a condition of acceptance by the Owner. The Contractor is hereby advised that FAA restricts the location of where splices may be installed. If a cable splice is required in a location that is not permitted by FAA, the Contractor shall furnish and install a sufficient length of new cable that eliminates the need for any splice. 70-16 Furnishing rights-of-way. The Owner will be responsible for furnishing all rights-of-way upon which the work is to be constructed in advance of the Contractor’s operations. 70-17 Personal liability of public officials. In carrying out any of the contract provisions or in exercising any power or authority granted by this contract, there shall be no liability upon the Engineer, RPR, their authorized representatives, or any officials of the Owner either personally or as an official of the Owner.

It is understood that in such matters they act solely as agents and representatives of the Owner. 70-18 No waiver of legal rights. Upon completion of the work, the Owner will expeditiously make final inspection and notify the Contractor of final acceptance. Such final acceptance, however, shall not preclude or stop the Owner from correcting any measurement, estimate, or certificate made before or after completion of the work, nor shall the Owner be precluded or stopped from recovering from the Contractor or their surety, or both, such overpayment as may be sustained, or by failure on the part of the Contractor to fulfill their obligations under the contract. A waiver on the part of the Owner of any breach of any part of the contract shall not be held to be a waiver of any other or subsequent breach.

The Contractor, without prejudice to the terms of the contract, shall be liable to the Owner for latent defects, fraud, or such gross mistakes as may amount to fraud, or as regards the Owner’s rights under any warranty or guaranty.
70-19 Environmental protection. The Contractor shall comply with all federal, state, and local laws and regulations controlling pollution of the environment. The Contractor shall take necessary precautions to prevent pollution of streams, lakes, ponds, and reservoirs with fuels, oils, asphalts, chemicals, or other harmful materials and to prevent pollution of the atmosphere from particulate and gaseous matter.

70-20 Archaeological and historical findings. Unless otherwise specified in this subsection, the Contractor is advised that the site of the work is not within any property, district, or site, and does not contain any building, structure, or object listed in the current National Register of Historic Places published by the United States Department of Interior.

Should the Contractor encounter, during their operations, any building, part of a building, structure, or object that is incongruous with its surroundings, the Contractor shall immediately cease operations in that location and notify the RPR. The RPR will immediately investigate the Contractor’s finding and the Owner will direct the Contractor to either resume operations or to suspend operations as directed.

Should the Owner order suspension of the Contractor’s operations in order to protect an archaeological or historical finding, or order the Contractor to perform extra work, such shall be covered by an appropriate contract change order or supplemental agreement as provided in Section 40, paragraph 40-04, Extra Work, and Section 90, paragraph 90-05, Payment for Extra Work. If appropriate, the contract change order or supplemental agreement shall include an extension of contract time in accordance with Section 80, paragraph 80-07, Determination and Extension of Contract Time.

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Section 70 Legal Regulations and Responsibility to Public 244 70-21 INSURANCE REQUIREMENTS REFER TO THE EXHIBIT 3 INSTRUCTIONS TO BIDDERS AND EXHIBIT 8 SUCCESSFUL BIDDERS CONTRACT DOCUMENTS TO BE SUBMITTED AFTER PROJECT IS AWARDED.END OF SECTION 70
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Section 80 Execution and Progress 246
Section 80 Execution and Progress
80-01 Subletting of contract. The Owner will not recognize any subcontractor on the work. The Contractor shall at all times when work is in progress be represented either in person, by a qualified superintendent, or by other designated, qualified representative who is duly authorized to receive and execute orders of the Resident Project Representative (RPR).

The Contractor shall perform, with his organization, an amount of work equal to at least 25 percent of the total contract cost.

Should the Contractor elect to assign their contract, said assignment shall be concurred in by the surety, shall be presented for the consideration and approval of the Owner, and shall be consummated only on the written approval of the Owner.

The Contractor shall provide copies of all subcontracts to the RPR 14 days prior to being utilized on the project. As a minimum, the information shall include the following:
· Subcontractor's legal company name.
· Subcontractor's legal company address, including County name. · Principal contact person's name, telephone and fax number. · Complete narrative description, and dollar value of the work to be performed by the subcontractor.
· Copies of required insurance certificates in accordance with the specifications. · Minority/ non-minority status.
80-02 Notice to proceed (NTP). The Owners notice to proceed will state the date on which contract time commences. The Contractor is expected to commence project operations within 10 days of the NTP date.

The Contractor shall notify the RPR at least 24 hours in advance of the time contract operations begins.

The Contractor shall not commence any actual operations prior to the date on which the notice to proceed is issued by the Owner.
80-03 Execution and progress. Unless otherwise specified, the Contractor shall submit their coordinated construction schedule showing all work activities for the RPR’s review and acceptance at least [ 10 days ] prior to the start of work. The Contractor’s progress schedule, once accepted by the RPR, will represent the Contractor's baseline plan to accomplish the project in accordance with the terms and conditions of the Contract. The RPR will compare actual Contractor progress against the baseline schedule to determine that status of the Contractor's performance. The Contractor shall provide sufficient materials, equipment, and labor to guarantee the completion of the project in accordance with the plans and specifications within the time set forth in the proposal.

If the Contractor falls significantly behind the submitted schedule, the Contractor shall, upon the RPR’s request, submit a revised schedule for completion of the work within the contract time and modify their operations to provide such additional materials, equipment, and labor necessary to meet the revised schedule. Should the execution of the work be discontinued for any reason, the Contractor shall notify the RPR at least 24 hours in advance of resuming operations.

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The Contractor shall not commence any actual construction prior to the date on which the NTP is issued by the Owner.

The project schedule shall be prepared as a network diagram in Critical Path Method (CPM), Program Evaluation and Review Technique (PERT), or other format, or as otherwise specified. It shall include information on the sequence of work activities, milestone dates, and activity duration. The schedule shall show all work items identified in the project proposal for each work area and shall include the project start date and end date.

The Contractor shall maintain the work schedule and provide an update and analysis of the progress schedule on a twice monthly basis, or as otherwise specified in the contract. Submission of the work schedule shall not relieve the Contractor of overall responsibility for scheduling, sequencing, and coordinating all work to comply with the requirements of the contract.

80-04 Limitation of operations. The Contractor shall control their operations and the operations of their subcontractors and all suppliers to provide for the free and unobstructed movement of aircraft in the air operations areas (AOA) of the airport.

When the work requires the Contractor to conduct their operations within an AOA of the airport, the work shall be coordinated with airport operations (through the RPR) at least [ 48 hours ] prior to commencement of such work. The Contractor shall not close an AOA until so authorized by the RPR and until the necessary temporary marking, signage and associated lighting is in place as provided in Section 70, paragraph 70-08, Construction Safety and Phasing Plan (CSPP).

When the contract work requires the Contractor to work within an AOA of the airport on an intermittent basis (intermittent opening and closing of the AOA), the Contractor shall maintain constant communications as specified; immediately obey all instructions to vacate the AOA; and immediately obey all instructions to resume work in such AOA. Failure to maintain the specified communications or to obey instructions shall be cause for suspension of the Contractor’s operations in the AOA until satisfactory conditions are provided. The areas of the AOA identified in the Construction Safety Phasing Plan (CSPP) and as listed below, cannot be closed to operating aircraft to permit the Contractor’s operations on a continuous basis and will therefore be closed to aircraft operations intermittently as follows:

AOA: All areas bounded by the perimeter fence of Airport.

TIME PERIODS AOA CAN BE CLOSED: Refer to Construction Phasing Plan(s) for work area limits and associated closure periods.

TYPE OF COMMUNICATIONS REQUIRED WHEN WORKING IN AN AOA:
a) Continuous and direct communications with the Airport using cellular phones. The Contractors superintendant(s), all gate guards and flaggers, shall carry cellular phones at all times while construction operations are in progress. The Contractor shall provide the Airport with the list of cell phone numbers for the superintendants, gate guards and flaggers prior to the start of any construction activities;
b) Continuous monitoring of airtraffic communications on Common Traffic Advisory Frequency (CTAF). The Contractor shall purchase and provided four (4) VHF Air Band Transceivers for monitoring CTAF communications. The transceivers shall be model IC-A6 by ICOM®. The Contractor senior superintendent and all flaggers shall monitor communications on CTAF at all times during construction activities. Upon completion of the project the Contractor shall hand over the VHF Air Band Transceivers including all changers, to the Airport. The Airport will retain ownership of the transceivers upon project completion. If during the construction A.10.d
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operations the transceivers are damaged or abused, the Contractor shall replace the equipment in kind and at the Contractor’s sole cost.

The Contractor shall be required to conform to safety standards contained in AC 150/5370-2, Operational Safety on Airports During Construction and the approved CSPP. 80-04.1 Operational safety on airport during construction. All Contractors’ operations shall be conducted in accordance with the approved project Construction Safety and Phasing Plan (CSPP) and the Safety Plan Compliance Document (SPCD) and the provisions set forth within the current version of AC 150/5370-2, Operational Safety on Airports During Construction. The CSPP included within the contract documents conveys minimum requirements for operational safety on the airport during construction activities. The Contractor shall prepare and submit a SPCD that details how it proposes to comply with the requirements presented within the CSPP.

The Contractor shall implement all necessary safety plan measures prior to commencement of any work activity. The Contractor shall conduct routine checks to assure compliance with the safety plan measures.

The Contractor is responsible to the Owner for the conduct of all subcontractors it employs on the project.

The Contractor shall assure that all subcontractors are made aware of the requirements of the CSPP and SPCD and that they implement and maintain all necessary measures.

No deviation or modifications may be made to the approved CSPP and SPCD unless approved in writing by the Owner. The necessary coordination actions to review Contractor proposed modifications to an approved CSPP or approved SPCD can require a significant amount of time.

80-05 Character of workers, methods, and equipment. The Contractor shall, at all times, employ sufficient labor and equipment for prosecuting the work to full completion in the manner and time required by the contract, plans, and specifications.

All workers shall have sufficient skill and experience to perform properly the work assigned to them.

Workers engaged in special work or skilled work shall have sufficient experience in such work and in the operation of the equipment required to perform the work satisfactorily.

Any person employed by the Contractor or by any subcontractor who violates any operational regulations or operational safety requirements and, in the opinion of the RPR, does not perform his work in a proper and skillful manner or is intemperate or disorderly shall, at the written request of the RPR, be removed immediately by the Contractor or subcontractor employing such person, and shall not be employed again in any portion of the work without approval of the RPR.

Should the Contractor fail to remove such person or persons, or fail to furnish suitable and sufficient personnel for the proper execution of the work, the RPR may suspend the work by written notice until compliance with such orders.

All equipment that is proposed to be used on the work shall be of sufficient size and in such mechanical condition as to meet requirements of the work and to produce a satisfactory quality of work. Equipment used on any portion of the work shall not cause injury to previously completed work, adjacent property, or existing airport facilities due to its use.

When the methods and equipment to be used by the Contractor in accomplishing the work are not prescribed in the contract, the Contractor is free to use any methods or equipment that will accomplish the work in conformity with the requirements of the contract, plans, and specifications.

When the contract specifies the use of certain methods and equipment, such methods and equipment shall be used unless otherwise authorized by the RPR. If the Contractor desires to use a method or type of equipment other than specified in the contract, the Contractor may request authority from the RPR to do A.10.d
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so. The request shall be in writing and shall include a full description of the methods and equipment proposed and of the reasons for desiring to make the change. If approval is given, it will be on the condition that the Contractor will be fully responsible for producing work in conformity with contract requirements. If, after trial use of the substituted methods or equipment, the RPR determines that the work produced does not meet contract requirements, the Contractor shall discontinue the use of the substitute method or equipment and shall complete the remaining work with the specified methods and equipment.

The Contractor shall remove any deficient work and replace it with work of specified quality, or take such other corrective action as the RPR may direct. No change will be made in basis of payment for the contract items involved nor in contract time as a result of authorizing a change in methods or equipment under this paragraph.
80-06 Temporary suspension of the work. The Owner shall have the authority to suspend the work wholly, or in part, for such period or periods the Owner may deem necessary, due to unsuitable weather, or other conditions considered unfavorable for the execution of the work, or for such time necessary due to the failure on the part of the Contractor to carry out orders given or perform any or all provisions of the contract.

In the event that the Contractor is ordered by the Owner, in writing, to suspend work for some unforeseen cause not otherwise provided for in the contract and over which the Contractor has no control, the Contractor may be reimbursed for actual money expended on the work during the period of shutdown. No allowance will be made for anticipated profits. The period of shutdown shall be computed from the effective date of the written order to suspend work to the effective date of the written order to resume the work. Claims for such compensation shall be filed with the RPR within the time period stated in the RPR’s order to resume work. The Contractor shall submit with their own claim information substantiating the amount shown on the claim. The RPR will forward the Contractor’s claim to the Owner for consideration in accordance with local laws or ordinances. No provision of this article shall be construed as entitling the Contractor to compensation for delays due to inclement weather or for any other delay provided for in the contract, plans, or specifications.

If it becomes necessary to suspend work for an indefinite period, the Contractor shall store all materials in such manner that they will not become an obstruction nor become damaged in any way. The Contractor shall take every precaution to prevent damage or deterioration of the work performed and provide for normal drainage of the work. The Contractor shall erect temporary structures where necessary to provide for traffic on, to, or from the airport.
80-07 Determination and extension of contract time. The number of calendar days shall be stated in the proposal and contract and shall be known as the Contract Time.

If the contract time requires extension for reasons beyond the Contractor’s control, it shall be adjusted as follows:
80-07.1
Contract time based on calendar days. Contract Time based on calendar days shall consist of the number of calendar days stated in the contract counting from the effective date of the Notice to Proceed and including all Saturdays, Sundays, holidays, and non-work days. All calendar days elapsing between the effective dates of the Owner’s orders to suspend and resume all work, due to causes not the fault of the Contractor, shall be excluded.

At the time of final payment, the contract time shall be increased in the same proportion as the cost of the actually completed quantities bears to the cost of the originally estimated quantities in the proposal.

Such increase in the contract time shall not consider either cost of work or the extension of contract time that has been covered by a change order or supplemental agreement. Charges against the contract time will cease as of the date of final acceptance.

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80-08 Failure to complete on time. For each calendar day or working day, as specified in the contract, that any work remains uncompleted after the contract time (including all extensions and adjustments as provided in paragraph 80-07, Determination and Extension of Contract Time) the sum specified in the contract and proposal as liquidated damages (LD) will be deducted from any money due or to become due the Contractor or their own surety. Such deducted sums shall not be deducted as a penalty but shall be considered as liquidation of a reasonable portion of damages including but not limited to additional engineering services that will be incurred by the Owner should the Contractor fail to complete the work in the time provided in their contract.

Phase Liquidated Damages Cost Allowed
Construction Time
0 N/A 120 Calendar Days
1 $500 per calendar day or any part
thereof.
90 Calendar Days
2 $250 per minute or any part
thereof for the first 10 minutes;
$500 per minute or any part
thereof for all subsequent minutes.
30 Calendar Days
The maximum construction time allowed for Phases will be the sum of the time allowed for individual schedules but not more than 210 Calendar days, inclusive of Procurement and mobilization. Permitting the Contractor to continue and finish the work or any part of it after the time fixed for its completion, or after the date to which the time for completion may have been extended, will in no way operate as a wavier on the part of the Owner of any of its rights under the contract. 80-09 Default and termination of contract. The Contractor shall be considered in default of their contract and such default will be considered as cause for the Owner to terminate the contract for any of the following reasons, if the Contractor:
a. Fails to begin the work under the contract within the time specified in the Notice to Proceed, or b. Fails to perform the work or fails to provide sufficient workers, equipment and/or materials to assure completion of work in accordance with the terms of the contract, or c. Performs the work unsuitably or neglects or refuses to remove materials or to perform anew such work as may be rejected as unacceptable and unsuitable, or d. Discontinues the execution of the work, or
e. Fails to resume work which has been discontinued within a reasonable time after notice to do so, or f. Becomes insolvent or is declared bankrupt, or commits any act of bankruptcy or insolvency, or g. Allows any final judgment to stand against the Contractor unsatisfied for a period of 10 days, or h. Makes an assignment for the benefit of creditors, or i. For any other cause whatsoever, fails to carry on the work in an acceptable manner.

Should the Owner consider the Contractor in default of the contract for any reason above, the Owner shall immediately give written notice to the Contractor and the Contractor’s surety as to the reasons for considering the Contractor in default and the Owner’s intentions to terminate the contract.

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If the Contractor or surety, within a period of 10 days after such notice, does not proceed in accordance therewith, then the Owner will, upon written notification from the RPR of the facts of such delay, neglect, or default and the Contractor’s failure to comply with such notice, have full power and authority without violating the contract, to take the execution of the work out of the hands of the Contractor. The Owner may appropriate or use any or all materials and equipment that have been mobilized for use in the work and are acceptable and may enter into an agreement for the completion of said contract according to the terms and provisions thereof, or use such other methods as in the opinion of the RPR will be required for the completion of said contract in an acceptable manner.

All costs and charges incurred by the Owner, together with the cost of completing the work under contract, will be deducted from any monies due or which may become due the Contractor. If such expense exceeds the sum which would have been payable under the contract, then the Contractor and the surety shall be liable and shall pay to the Owner the amount of such excess. 80-10 Termination for national emergencies. The Owner shall terminate the contract or portion thereof by written notice when the Contractor is prevented from proceeding with the construction contract as a direct result of an Executive Order of the President with respect to the execution of war or in the interest of national defense.

When the contract, or any portion thereof, is terminated before completion of all items of work in the contract, payment will be made for the actual number of units or items of work completed at the contract price or as mutually agreed for items of work partially completed or not started. No claims or loss of anticipated profits shall be considered.

Reimbursement for organization of the work, and other overhead expenses, (when not otherwise included in the contract) and moving equipment and materials to and from the job will be considered, the intent being that an equitable settlement will be made with the Contractor.

Acceptable materials, obtained or ordered by the Contractor for the work and that are not incorporated in the work shall, at the option of the Contractor, be purchased from the Contractor at actual cost as shown by receipted bills and actual cost records at such points of delivery as may be designated by the RPR.

Termination of the contract or a portion thereof shall neither relieve the Contractor of their responsibilities for the completed work nor shall it relieve their surety of its obligation for and concerning any just claim arising out of the work performed.
80-11 Work area, storage area and sequence of operations. The Contractor shall obtain approval from the RPR prior to beginning any work in all areas of the airport. No operating runway, taxiway, or air operations area (AOA) shall be crossed, entered, or obstructed while it is operational. The Contractor shall plan and coordinate work in accordance with the approved CSPP and SPCD.

END OF SECTION 80

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Section 90 Measurement and Payment
90-01 Measurement of quantities. All work completed under the contract will be measured by the RPR, or their authorized representatives, using United States Customary Units of Measurement.

The method of measurement and computations to be used in determination of quantities of material furnished and of work performed under the contract will be those methods generally recognized as conforming to good engineering practice.

Unless otherwise specified, 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 square feet (0.8 square meters) or less. Unless otherwise specified, transverse measurements for area computations will be the neat dimensions shown on the plans or ordered in writing by the RPR.

Unless otherwise specified, all contract items which are measured by the linear foot such as electrical ducts, conduits, pipe culverts, underdrains, and similar items shall be measured parallel to the base or foundation upon which such items are placed.

The term “lump sum” when used as an item of payment will mean complete payment for the work described in the contract. When a complete structure or structural unit (in effect, “lump sum” work) is specified as the unit of measurement, the unit will be construed to include all necessary fittings and accessories.

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

Measurement and Payment Terms
Term Description
Excavation and
Embankment
Volume
In computing volumes of excavation, the average end area method will be used unless otherwise specified.

Measurement and
Proportion by
Weight
The term “ton” will mean the short ton consisting of 2,000 pounds (907 km) avoirdupois. All materials that are measured or proportioned by weights shall be weighed on accurate, independently certified scales by competent, qualified personnel at locations designated by the RPR. If material is shipped by rail, the car weight may be accepted provided that only the actual weight of material is paid for. However, car weights will not be acceptable for material to be passed through mixing plants. Trucks used to haul material being paid for by weight shall be weighed empty daily at such times as the RPR directs, and each truck shall bear a plainly legible identification mark.

Measurement by
Volume
Materials to be measured by volume in the hauling vehicle shall be hauled in approved vehicles and measured therein at the point of delivery. Vehicles for this A.10.d
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Term Description
purpose may be of any size or type acceptable for the materials hauled, provided that the body is of such shape that the actual contents may be readily and accurately determined. All vehicles shall be loaded to at least their water level capacity, and all loads shall be leveled when the vehicles arrive at the point of delivery.

Asphalt Material Asphalt materials will be measured by the gallon (liter) or ton (kg). When measured by volume, such volumes will be measured at 60°F (16°C) or will be corrected to the volume at 60°F (16°C) using ASTM D1250 for asphalts. 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 asphalt material has been lost from the car or the distributor, wasted, or otherwise not incorporated in the work. When asphalt materials are shipped by truck or transport, net certified weights by volume, subject to correction for loss or foaming, will be used for computing quantities.

Cement Cement will be measured by the ton (kg) or hundredweight (km).

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

Timber Timber will be measured by the thousand feet board measure (MFBM) actually incorporated in the structure. Measurement will be based on nominal widths and thicknesses and the extreme length of each piece.

Plates and Sheets 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 inch.

Miscellaneous
Items
When standard manufactured items are specified such as fence, wire, plates, rolled shapes, pipe conduit, etc., and these items are identified by gauge, 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.

Scales Scales must be tested for accuracy and serviced before use. Scales for weighing materials which are required to be proportioned or measured and paid for by weight shall be furnished, erected, and maintained by the Contractor, or be certified permanently installed commercial scales. Platform scales shall be installed and maintained with the platform level and rigid bulkheads at each end.

Scales shall be accurate within 0.5% of the correct weight throughout the range of use. The Contractor shall have the scales checked under the observation of the RPR 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 0.1% of the nominal rated capacity of the scale, but not less than one pound (454 grams). The use of spring balances will not be permitted.

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Term Description
In the event inspection reveals the scales have been “overweighing” (indicating more than correct weight) they will be immediately adjusted. All materials received subsequent to the last previous correct weighting-accuracy test will be reduced by the percentage of error in excess of 0.5%.

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

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

Scale installations shall have available ten standard 50-pound (2.3 km) weights for testing the weighing equipment or suitable weights and devices for other approved equipment.

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 subsection, for the weighing of materials for proportioning or payment, shall be included in the unit contract prices for the various items of the project.

Rental Equipment 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 in connection with extra work will be measured as agreed in the change order or supplemental agreement authorizing such work as provided in paragraph 90-05 Payment for Extra Work.

Pay Quantities When the 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 the plans are revised by the RPR. If revised dimensions result in an increase or decrease in the quantities of such work, the final quantities for payment will be revised in the amount represented by the authorized changes in the dimensions. 90-02 Scope of payment. The Contractor shall receive and accept compensation provided for in the contract as full payment for furnishing all materials, for performing all work under the contract in a complete and acceptable manner, and for all risk, loss, damage, or expense of whatever character arising out of the nature of the work or the execution thereof, subject to the provisions of Section 70, paragraph 70-18, No Waiver of Legal Rights.

When the “basis of payment” subsection of a technical specification requires that the contract price (price bid) include compensation for certain work or material essential to the item, this same work or material will not also be measured for payment under any other contract item which may appear elsewhere in the contract, plans, or specifications.
90-03 Compensation for altered quantities. When the accepted quantities of work vary from the quantities in the proposal, the Contractor shall accept as payment in full, so far as contract items are concerned, payment at the original contract price for the accepted quantities of work actually completed and accepted. No allowance, except as provided for in Section 40, paragraph 40-02, Alteration of Work A.10.d
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and Quantities, will be made for any increased expense, loss of expected reimbursement, or loss of anticipated profits suffered or claimed by the Contractor which results directly from such alterations or indirectly from their own unbalanced allocation of overhead and profit among the contract items, or from any other cause.
90-04 Payment for omitted items. As specified in Section 40, paragraph 40-03, Omitted Items, the RPR shall have the right to omit from the work (order nonperformance) any contract item, except major contract items, in the best interest of the Owner.

Should the RPR omit or order nonperformance of a contract item or portion of such item from the work, the Contractor shall accept payment in full at the contract prices for any work actually completed and acceptable prior to the RPR’s order to omit or non-perform such contract item.

Acceptable materials ordered by the Contractor or delivered on the work prior to the date of the RPR’s order will be paid for at the actual cost to the Contractor and shall thereupon become the property of the Owner.

In addition to the reimbursement hereinbefore provided, the Contractor shall be reimbursed for all actual costs incurred for the purpose of performing the omitted contract item prior to the date of the RPR’s order. Such additional costs incurred by the Contractor must be directly related to the deleted contract item and shall be supported by certified statements by the Contractor as to the nature the amount of such costs.
90-05 Payment for extra work. Extra work, performed in accordance with Section 40, paragraph 40-04, Extra Work, will be paid for at the contract prices or agreed prices specified in the change order or supplemental agreement authorizing the extra work.
90-06 Partial payments. Partial payments will be made to the Contractor at least once each month as the work progresses. Said payments will be based upon estimates, prepared by the RPR, of the value of the work performed and materials complete and in place, in accordance with the contract, plans, and specifications. Such partial payments may also include the delivered actual cost of those materials stockpiled and stored in accordance with paragraph 90-07, Payment for Materials on Hand. No partial payment will be made when the amount due to the Contractor since the last estimate amounts to less than five hundred dollars.
a. From the total of the amount determined to be payable on a partial payment, 5 percent of such total amount will be deducted and retained by the Owner for protection of the Owner’s interests. Unless otherwise instructed by the Owner, the amount retained by the Owner will be in effect until the final payment is made except as follows:
(1) Contractor may request release of retainage on work that has been partially accepted by the Owner in accordance with Section 50-03. Contractor must provide a certified invoice to the RPR that supports the value of retainage held by the Owner for partially accepted work.
(2) In lieu of retainage, the Contractor may exercise at its option the establishment of an escrow account per paragraph 90-08.
b. The Contractor is required to pay all subcontractors for satisfactory performance of their contracts no later than 30 days after the Contractor has received a partial payment.

Contractor must provide the Owner evidence of prompt and full payment of retainage held by the prime Contractor to the subcontractor within 30 days after the subcontractor’s work is satisfactorily completed. A subcontractor’s work is satisfactorily completed when all the tasks called for in the subcontract have been accomplished and documented as required by the Owner. When the Owner has made an incremental acceptance of a portion of a prime A.10.d
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contract, the work of a subcontractor covered by that acceptance is deemed to be satisfactorily completed.
c. When at least 95% of the work has been completed to the satisfaction of the RPR, the RPR shall, at the Owner’s discretion and with the consent of the surety, prepare estimates of both the contract value and the cost of the remaining work to be done. The Owner may retain an amount not less than twice the contract value or estimated cost, whichever is greater, of the work remaining to be done. The remainder, less all previous payments and deductions, will then be certified for payment to the Contractor.

It is understood and agreed that the Contractor shall not be entitled to demand or receive partial payment based on quantities of work in excess of those provided in the proposal or covered by approved change orders or supplemental agreements, except when such excess quantities have been determined by the RPR to be a part of the final quantity for the item of work in question.

No partial payment shall bind the Owner to the acceptance of any materials or work in place as to quality or quantity. All partial payments are subject to correction at the time of final payment as provided in paragraph 90-09, Acceptance and Final Payment.

The Contractor shall deliver to the Owner a complete release of all claims for labor and material arising out of this contract before the final payment is made. If any subcontractor or supplier fails to furnish such a release in full, the Contractor may furnish a bond or other collateral satisfactory to the Owner to indemnify the Owner against any potential lien or other such claim. The bond or collateral shall include all costs, expenses, and attorney fees the Owner may be compelled to pay in discharging any such lien or claim.
90-07 Payment for materials on hand. Partial payments may be made to the extent of the delivered cost of materials to be incorporated in the work, provided that such materials meet the requirements of the contract, plans, and specifications and are delivered to acceptable sites on the airport property or at other sites in the vicinity that are acceptable to the Owner. Such delivered costs of stored or stockpiled materials may be included in the next partial payment after the following conditions are met:
a. The material has been stored or stockpiled in a manner acceptable to the RPR at or on an approved site.
b. The Contractor has furnished the RPR with acceptable evidence of the quantity and quality of such stored or stockpiled materials.
c. The Contractor has furnished the RPR with satisfactory evidence that the material and transportation costs have been paid.
d. The Contractor has furnished the Owner legal title (free of liens or encumbrances of any kind) to the material stored or stockpiled.
e. The Contractor has furnished the Owner evidence that the material stored or stockpiled is insured against loss by damage to or disappearance of such materials at any time prior to use in the work.

It is understood and agreed that the transfer of title and the Owner’s payment for such stored or stockpiled materials shall in no way relieve the Contractor of their responsibility for furnishing and placing such materials in accordance with the requirements of the contract, plans, and specifications.

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

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

The Contractor shall bear all costs associated with the partial payment of stored or stockpiled materials in accordance with the provisions of this paragraph.

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90-08 Payment of withheld funds. At the Contractor’s option, if an Owner withholds retainage in accordance with the methods described in paragraph 90-06 Partial Payments, the Contractor may request that the Owner deposit the retainage into an escrow account. The Owner’s deposit of retainage into an escrow account is subject to the following conditions:
a. The Contractor shall bear all expenses of establishing and maintaining an escrow account and escrow agreement acceptable to the Owner.
b. The Contractor shall deposit to and maintain in such escrow only those securities or bank certificates of deposit as are acceptable to the Owner and having a value not less than the retainage that would otherwise be withheld from partial payment.
c. The Contractor shall enter into an escrow agreement satisfactory to the Owner. d. The Contractor shall obtain the written consent of the surety to such agreement. 90-09 Acceptance and final payment. When the contract work has been accepted in accordance with the requirements of Section 50, paragraph 50-15, Final Acceptance, the RPR will prepare the final estimate of the items of work actually performed. The Contractor shall approve the RPR’s final estimate or advise the RPR of the Contractor’s objections to the final estimate which are based on disputes in measurements or computations of the final quantities to be paid under the contract as amended by change order or supplemental agreement. The Contractor and the RPR shall resolve all disputes (if any) in the measurement and computation of final quantities to be paid within 30 calendar days of the Contractor’s receipt of the RPR’s final estimate. If, after such 30-day period, a dispute still exists, the Contractor may approve the RPR’s estimate under protest of the quantities in dispute, and such disputed quantities shall be considered by the Owner as a claim in accordance with Section 50, paragraph 50-16, Claims for Adjustment and Disputes.

After the Contractor has approved, or approved under protest, the RPR’s final estimate, and after the RPR’s receipt of the project closeout documentation required in paragraph 90-11, Contractor Final Project Documentation, final payment will be processed based on the entire sum, or the undisputed sum in case of approval under protest, determined to be due the Contractor less all previous payments and all amounts to be deducted under the provisions of the contract. All prior partial estimates and payments shall be subject to correction in the final estimate and payment.

If the Contractor has filed a claim for additional compensation under the provisions of Section 50, paragraph 50-16, Claims for Adjustments and Disputes, or under the provisions of this paragraph, such claims will be considered by the Owner in accordance with local laws or ordinances. Upon final adjudication of such claims, any additional payment determined to be due the Contractor will be paid pursuant to a supplemental final estimate.
90-10 Construction warranty.
a. In addition to any other warranties in this contract, the Contractor warrants that work performed under this contract conforms to the contract requirements and is free of any defect in equipment, material, workmanship, or design furnished, or performed by the Contractor or any subcontractor or supplier at any tier.
b. This warranty shall continue for a period of one year from the date of final acceptance of the work, except as noted. If the Owner takes possession of any part of the work before final acceptance, this warranty shall continue for a period of one year from the date the Owner takes possession. However, this will not relieve the Contractor from corrective items required by the final acceptance of the project work.

Light Emitting Diode emitting diode (LED) light fixtures with the exception of obstruction lighting, must be warranted by the manufacturer for a minimum of four (4) years after date of installation inclusive of all electronics.

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Section 90 Measurement and Payment 258
c. The Contractor shall remedy at the Contractor’s expense any failure to conform, or any defect. In addition, the Contractor shall remedy at the Contractor’s expense any damage to Owner real or personal property, when that damage is the result of the Contractor’s failure to conform to contract requirements; or any defect of equipment, material, workmanship, or design furnished by the Contractor. d. The Contractor shall restore any work damaged in fulfilling the terms and conditions of this clause.

The Contractor’s warranty with respect to work repaired or replaced will run for one year from the date of repair or replacement.
e. The Owner will notify the Contractor, in writing, within seven (7) days after the discovery of any failure, defect, or damage.
f. If the Contractor fails to remedy any failure, defect, or damage within 14 days after receipt of notice, the Owner shall have the right to replace, repair, or otherwise remedy the failure, defect, or damage at the Contractor’s expense.
g. With respect to all warranties, express or implied, from subcontractors, manufacturers, or suppliers for work performed and materials furnished under this contract, the Contractor shall: (1) Obtain all warranties that would be given in normal commercial practice; (2) Require all warranties to be executed, in writing, for the benefit of the Owner, as directed by the Owner, and (3) Enforce all warranties for the benefit of the Owner.
h. This warranty shall not limit the Owner’s rights with respect to latent defects, gross mistakes, or fraud.
90-11 Contractor Final Project Documentation. Approval of final payment to the Contractor is contingent upon completion and submittal of the items listed below. The final payment will not be approved until the RPR approves the Contractor’s final submittal. The Contractor shall:
a. Provide two (2) copies of all manufacturers warranties specified for materials, equipment, and installations.
b. Provide weekly payroll records (not previously received) from the general Contractor and all subcontractors.
c. Complete final cleanup in accordance with Section 40, paragraph 40-08, Final Cleanup. d. Complete all punch list items identified during the Final Inspection. e. Provide complete release of all claims for labor and material arising out of the Contract. f. Provide a certified statement signed by the subcontractors, indicating actual amounts paid to the Disadvantaged Business Enterprise (DBE) subcontractors and/or suppliers associated with the project. g. When applicable per state requirements, return copies of sales tax completion forms. h. Manufacturer's certifications for all items incorporated in the work. i. All required record drawings, as-built drawings or as-constructed drawings. j. Project Operation and Maintenance (O&M) Manual(s).
k. Security for Construction Warranty.
l. Equipment commissioning documentation submitted, if required.

END OF SECTION 90

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Item C-100 Contractor Quality Control Program (CQCP) 259 Part 2 – General Construction Items
Item C-100 Contractor Quality Control Program (CQCP)
100-1 General. Quality is more than test results. Quality is the combination of proper materials, testing, workmanship, equipment, inspection, and documentation of the project. Establishing and maintaining a culture of quality is key to achieving a quality project. The Contractor shall establish, provide, and maintain an effective Contractor Quality Control Program (CQCP) that details the methods and procedures that will be taken to assure that all materials and completed construction required by this contract conform to contract plans, technical specifications and other requirements, whether manufactured by the Contractor, or procured from subcontractors or vendors. Although guidelines are established and certain minimum requirements are specified here and elsewhere in the contract technical specifications, the Contractor shall assume full responsibility for accomplishing the stated purpose.

The Contractor shall establish a CQCP that will:
a. Provide qualified personnel to develop and implement the CQCP. b. Provide for the production of acceptable quality materials. c. Provide sufficient information to assure that the specification requirements can be met. d. Document the CQCP process.

The Contractor shall not begin any construction or production of materials to be incorporated into the completed work until the CQCP has been reviewed and approved by the Resident Project Representative (RPR). No partial payment will be made for materials subject to specific quality control (QC) requirements until the CQCP has been reviewed and approved.

The QC requirements contained in this section and elsewhere in the contract technical specifications are in addition to and separate from the quality assurance (QA) testing requirements. QA testing requirements are the responsibility of the RPR or Contractor as specified in the specifications.

A Quality Control (QC)/Quality Assurance (QA) workshop with the Engineer, Resident Project Representative (RPR), Contractor, subcontractors, testing laboratories, and Owner’s representative must be held prior to start of construction. The QC/QA workshop will be facilitated by the Contractor. The Contractor shall coordinate with the Airport and the RPR on time and location of the QC/QA workshop.

Items to be addressed, at a minimum, will include:
a. Review of the CQCP including submittals, QC Testing, Action & Suspension Limits for Production, Corrective Action Plans, Distribution of QC reports, and Control Charts. b. Discussion of the QA program.
c. Discussion of the QC and QA Organization and authority including coordination and information exchange between QC and QA.
d. Establish regular meetings to discuss control of materials, methods and testing. e. Establishment of the overall QC culture.
100-2 Description of program.
a. General description. The Contractor shall establish a CQCP to perform QC inspection and testing of all items of work required by the technical specifications, including those performed by subcontractors.

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Item C-100 Contractor Quality Control Program (CQCP) 260 The CQCP shall ensure conformance to applicable specifications and plans with respect to materials, off- site fabrication, workmanship, construction, finish, and functional performance. The CQCP shall be effective for control of all construction work performed under this Contract and shall specifically include surveillance and tests required by the technical specifications, in addition to other requirements of this section and any other activities deemed necessary by the Contractor to establish an effective level of QC. b. Contractor Quality Control Program (CQCP). The Contractor shall describe the CQCP in a written document that shall be reviewed and approved by the RPR prior to the start of any production, construction, or off-site fabrication. The written CQCP shall be submitted to the RPR for review and approval at least 20 calendar days before the CQCP Workshop. The Contractor’s CQCP and QC testing laboratory must be approved in writing by the RPR prior to the Notice to Proceed (NTP).

The CQCP shall be organized to address, as a minimum, the following:

1. QC organization and resumes of key staff

2. Project progress schedule

3. Submittals schedule

4. Inspection requirements

5. QC testing plan

6. Documentation of QC activities and distribution of QC reports

7. Requirements for corrective action when QC and/or QA acceptance criteria are not met

8. Material quality and construction means and methods. Address all elements applicable to the project that affect the quality of the pavement structure including subgrade, subbase, base, and surface course. Some elements that must be addressed include, but is not limited to mix design, aggregate grading, stockpile management, mixing and transporting, placing and finishing, quality control testing and inspection, smoothness, laydown plan, equipment, and temperature management plan.

The Contractor must add any additional elements to the CQCP that is necessary to adequately control all production and/or construction processes required by this contract. 100-3 CQCP organization. The CQCP shall be implemented by the establishment of a QC organization.

An organizational chart shall be developed to show all QC personnel, their authority, and how these personnel integrate with other management/production and construction functions and personnel.

The organizational chart shall identify all QC staff by name and function, and shall indicate the total staff required to implement all elements of the CQCP, including inspection and testing for each item of work.

If necessary, different technicians can be used for specific inspection and testing functions for different items of work. If an outside organization or independent testing laboratory is used for implementation of all or part of the CQCP, the personnel assigned shall be subject to the qualification requirements of paragraphs 100-03a and 100-03b. The organizational chart shall indicate which personnel are Contractor employees and which are provided by an outside organization.

The QC organization shall, as a minimum, consist of the following personnel:
a. Program Administrator. The Contractor Quality Control Program Administrator (CQCPA) must be a full-time on-site employee of the Contractor, or a consultant engaged by the Contractor. The CQCPA must have a minimum of five (5) years of experience in QC pavement construction with prior QC experience on a project of comparable size and scope as the contract.

Included in the five (5) years of paving/QC experience, the CQCPA must meet at least one of the following requirements:

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Item C-100 Contractor Quality Control Program (CQCP) 261 (1) Professional Engineer with one (1) year of airport paving experience. (2) Engineer-in-training with two (2) years of airport paving experience. (3) National Institute for Certification in Engineering Technologies (NICET) Civil Engineering Technology Level IV with three (3) years of airport paving experience. (4) An individual with four (4) years of airport paving experience, with a Bachelor of Science Degree in Civil Engineering, Civil Engineering Technology or Construction.

The CQCPA must have full authority to institute any and all actions necessary for the successful implementation of the CQCP to ensure compliance with the contract plans and technical specifications.

The CQCPA authority must include the ability to immediately stop production until materials and/or processes are in compliance with contract specifications. The CQCPA must report directly to a principal officer of the construction firm. The CQCPA may supervise the Quality Control Program on more than one project provided that person can be at the job site within two (2) hours after being notified of a problem.
b. QC technicians. A sufficient number of QC technicians necessary to adequately implement the CQCP must be provided. These personnel must be either Engineers, engineering technicians, or experienced craftsman with qualifications in the appropriate field equivalent to NICET Level II in Civil Engineering Technology or higher, and shall have a minimum of two (2) years of experience in their area of expertise.

The QC technicians must report directly to the CQCPA and shall perform the following functions:
(1) Inspection of all materials, construction, plant, and equipment for conformance to the technical specifications, and as required by paragraph 100-6. (2) Performance of all QC tests as required by the technical specifications and paragraph100-8. (3) Performance of tests for the RPR when required by the technical specifications.

Certification at an equivalent level of qualification and experience by a state or nationally recognized organization will be acceptable in lieu of NICET certification. c. Staffing levels. The Contractor shall provide sufficient qualified QC personnel to monitor each work activity at all times. Where material is being produced in a plant for incorporation into the work, separate plant and field technicians shall be provided at each plant and field placement location. The scheduling and coordinating of all inspection and testing must match the type and pace of work activity.

The CQCP shall state where different technicians will be required for different work elements. 100-4 Project progress schedule. Critical QC activities must be shown on the project schedule as required by Section 80, paragraph 80-03, Execution and Progress. 100-5 Submittals schedule. The Contractor shall submit a detailed listing of all submittals (for example, mix designs, material certifications) and shop drawings required by the technical specifications. The listing can be developed in a spreadsheet format and shall include as a minimum:
a. Specification item number
b. Item description
c. Description of submittal
d. Specification paragraph requiring submittal
e. Scheduled date of submittal
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Item C-100 Contractor Quality Control Program (CQCP) 262 100-6 Inspection requirements. QC inspection functions shall be organized to provide inspections for all definable features of work, as detailed below. All inspections shall be documented by the Contractor as specified by paragraph 100-9.

Inspections shall be performed as needed to ensure continuing compliance with contract requirements until completion of the particular feature of work. Inspections shall include the following minimum requirements:
a. During plant operation for material production, QC test results and periodic inspections shall be used to ensure the quality of aggregates and other mix components, and to adjust and control mix proportioning to meet the approved mix design and other requirements of the technical specifications. All equipment used in proportioning and mixing shall be inspected to ensure its proper operating condition.

The CQCP shall detail how these and other QC functions will be accomplished and used. b. During field operations, QC test results and periodic inspections shall be used to ensure the quality of all materials and workmanship. All equipment used in placing, finishing, and compacting shall be inspected to ensure its proper operating condition and to ensure that all such operations are in conformance to the technical specifications and are within the plan dimensions, lines, grades, and tolerances specified. The CQCP shall document how these and other QC functions will be accomplished and used.
100-7 Contractor QC testing facility.
a. For projects that include Item P-401, Item P-403, and Item P-404, the Contractor shall ensure facilities, including all necessary equipment, materials, and current reference standards, are provided that meet requirements in the following paragraphs of ASTM D3666, Standard Specification for Minimum Requirements for Agencies Testing and Inspecting Road and Paving Materials:
· 8.1.3 Equipment Calibration and Checks;
· 8.1.9 Equipment Calibration, Standardization, and Check Records; · 8.1.12 Test Methods and Procedures
b. For projects that include P-501, the Contractor shall ensure facilities, including all necessary equipment, materials, and current reference standards, are provided that meet requirements in the following paragraphs of ASTM C1077, Standard Practice for Agencies Testing Concrete and Concrete Aggregates for Use in Construction and Criteria for Testing Agency Evaluation:
· 7 Test Methods and Procedures
· 8 Facilities, Equipment, and Supplemental Procedures
100-8 QC testing plan. As a part of the overall CQCP, the Contractor shall implement a QC testing plan, as required by the technical specifications. The testing plan shall include the minimum tests and test frequencies required by each technical specification Item, as well as any additional QC tests that the Contractor deems necessary to adequately control production and/or construction processes.

The QC testing plan can be developed in a spreadsheet fashion and shall, as a minimum, include the following:
a. Specification item number (e.g., P-401)
b. Item description (e.g., Hot Mix Asphalt Pavements)
c. Test type (e.g., gradation, grade, asphalt content)
d. Test standard (e.g., ASTM or American Association of State Highway and Transportation Officials (AASHTO) test number, as applicable)
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Item C-100 Contractor Quality Control Program (CQCP) 263 e. Test frequency (e.g., as required by technical specifications or minimum frequency when requirements are not stated)
f. Responsibility (e.g., plant technician)
g. Control requirements (e.g., target, permissible deviations) The QC testing plan shall contain a statistically-based procedure of random sampling for acquiring test samples in accordance with ASTM D3665. The RPR shall be provided the opportunity to witness QC sampling and testing.

All QC test results shall be documented by the Contractor as required by paragraph 100-9. 100-9 Documentation. The Contractor shall maintain current QC records of all inspections and tests performed. These records shall include factual evidence that the required QC inspections or tests have been performed, including type and number of inspections or tests involved; results of inspections or tests; nature of defects, deviations, causes for rejection, etc.; proposed remedial action; and corrective actions taken.

These records must cover both conforming and defective or deficient features, and must include a statement that all supplies and materials incorporated in the work are in full compliance with the terms of the contract. Legible copies of these records shall be furnished to the RPR daily. The records shall cover all work placed subsequent to the previously furnished records and shall be verified and signed by the CQCPA.

Contractor QC records required for the contract shall include, but are not necessarily limited to, the following records:
a. Daily inspection reports. Each Contractor QC technician shall maintain a daily log of all inspections performed for both Contractor and subcontractor operations. These technician’s daily reports shall provide factual evidence that continuous QC inspections have been performed and shall, as a minimum, include the following:
(1) Technical specification item number and description (2) Compliance with approved submittals
(3) Proper storage of materials and equipment
(4) Proper operation of all equipment
(5) Adherence to plans and technical specifications
(6) Summary of any necessary corrective actions
(7) Safety inspection.
(8) Photographs and/or video
The daily inspection reports shall identify all QC inspections and QC tests conducted, results of inspections, location and nature of defects found, causes for rejection, and remedial or corrective actions taken or proposed.

The daily inspection reports shall be signed by the responsible QC technician and the CQCPA. The RPR shall be provided at least one copy of each daily inspection report on the work day following the day of record. When QC inspection and test results are recorded and transmitted electronically, the results must be archived.
b. Daily test reports. The Contractor shall be responsible for establishing a system that will record all QC test results. Daily test reports shall document the following information:
(1) Technical specification item number and description (2) Test designation
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Item C-100 Contractor Quality Control Program (CQCP) 264 (3) Location
(4) Date of test
(5) Control requirements
(6) Test results
(7) Causes for rejection
(8) Recommended remedial actions
(9) Retests
Test results from each day’s work period shall be submitted to the RPR prior to the start of the next day’s work period. When required by the technical specifications, the Contractor shall maintain statistical QC charts. When QC daily test results are recorded and transmitted electronically, the results must be archived.
100-10 Corrective action requirements. The CQCP shall indicate the appropriate action to be taken when a process is deemed, or believed, to be out of control (out of tolerance) and detail what action will be taken to bring the process into control. The requirements for corrective action shall include both general requirements for operation of the CQCP as a whole, and for individual items of work contained in the technical specifications.

The CQCP shall detail how the results of QC inspections and tests will be used for determining the need for corrective action and shall contain clear rules to gauge when a process is out of control and the type of correction to be taken to regain process control.

When applicable or required by the technical specifications, the Contractor shall establish and use statistical QC charts for individual QC tests. The requirements for corrective action shall be linked to the control charts.
100-11 Inspection and/or observations by the RPR. All items of material and equipment are subject to inspection and/or observation by the RPR at the point of production, manufacture or shipment to determine if the Contractor, producer, manufacturer or shipper maintains an adequate QC system in conformance with the requirements detailed here and the applicable technical specifications and plans. In addition, all items of materials, equipment and work in place shall be subject to inspection and/or observation by the RPR at the site for the same purpose.

Inspection and/or observations by the RPR does not relieve the Contractor of performing QC inspections of either on-site or off-site Contractor’s or subcontractor’s work. 100-12 Noncompliance.
a. The Resident Project Representative (RPR) will provide written notice to the Contractor of any noncompliance with their CQCP. After receipt of such notice, the Contractor must take corrective action. b. When QC activities do not comply with either the CQCP or the contract provisions or when the Contractor fails to properly operate and maintain an effective CQCP, and no effective corrective actions have been taken after notification of non-compliance, the RPR will recommend the Owner take the following actions:
(1) Order the Contractor to replace ineffective or unqualified QC personnel or subcontractors and/or
(2) Order the Contractor to stop operations until appropriate corrective actions are taken.

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Item C-100 Contractor Quality Control Program (CQCP) 265

METHOD OF MEASUREMENT
100-13 Basis of measurement and payment. [Not Used] [Contractor Quality Control Program (CQCP) is for the personnel, tests, facilities and documentation required to implement the CQCP. The CQCP will be paid as a lump sum with the following schedule of partial payments:] a. With first pay request, 25% with approval of CQCP and completion of the Quality Control (QC)/Quality Assurance (QA) workshop.
b. When 25% or more of the original contract is earned, an additional 25%. c. When 50% or more of the original contract is earned, an additional 20%. d. When 75% or more of the original contract is earned, an additional 20% e. After final inspection and acceptance of project, the final 10%.

BASIS OF PAYMENT
100-14 Payment will be made under:

Item C-100 Contractor Quality Control Program (CQCP)- per Lump Sum

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

National Institute for Certification in Engineering Technologies (NICET) ASTM International (ASTM)
ASTM C1077 Standard Practice for Agencies Testing Concrete and Concrete Aggregates for Use in Construction and Criteria for Testing Agency Evaluation
ASTM D3665 Standard Practice for Random Sampling of Construction Materials ASTM D3666 Standard Specification for Minimum Requirements for Agencies Testing and Inspecting Road and Paving Materials
END OF ITEM C-100

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Item C-102 Temporary Air and Water Pollution, Soil Erosion, and Siltation Control 266 Item C-102 Temporary Air and Water Pollution, Soil Erosion, and Siltation Control

DESCRIPTION
102-1. This item shall consist of temporary control measures as shown on the plans, as required by the Storm Water Pollution Prevention Plan (SWPPP), or as ordered by the Resident Project Representative (RPR) during the life of a contract to control pollution of air and water, soil erosion, and siltation through the use of silt fences, berms, dikes, dams, sediment basins, fiber mats, gravel, mulches, grasses, slope drains, and other erosion control devices or methods.

Temporary erosion control shall be in accordance with an approved erosion control plan; the approved Construction Safety and Phasing Plan (CSPP) and AC 150/5370-2, Operational Safety on Airports During Construction. The temporary erosion control measures contained herein shall be coordinated with the permanent erosion control measures and Best Management Practices (BMP) specified as part of this contract to the extent practical to assure economical, effective, and continuous erosion control throughout the construction period.

Temporary control may include work outside the construction limits such as borrow pit operations, equipment and material storage sites, waste areas, and temporary plant sites.

Temporary control measures shall be designed, installed and maintained to minimize the creation of wildlife attractants that have the potential to attract hazardous wildlife on or near public-use airports.

MATERIALS
102-2.1 Grass. Grass that will not compete with the grasses sown later for permanent cover per Item T- 901shall be a quick-growing species (such as ryegrass, Italian ryegrass, or cereal grasses) suitable to the area providing a temporary cover. Selected grass species shall not create a wildlife attractant. 102-2.2 Mulches. Mulches may be hay, straw, fiber mats, netting, bark, wood chips, or other suitable material reasonably clean and free of noxious weeds and deleterious materials per Item T-908. Mulches shall not create a wildlife attractant.
102-2.3 Fertilizer. Fertilizer shall be a standard commercial grade and shall conform to all federal and state regulations and to the standards of the Association of Official Agricultural Chemists. 102-2.4 Slope drains. Slope drains may be constructed of pipe, fiber mats, rubble, concrete, asphalt, or other materials that will adequately control erosion.
102-2.5 Silt fence. Silt fence shall consist of polymeric filaments which are formed into a stable network such that filaments retain their relative positions. Synthetic filter fabric shall contain ultraviolet ray inhibitors and stabilizers to provide a minimum of six months of expected usable construction life. Silt fence shall meet the requirements of ASTM D6461.
102-2.6 Other. All other materials shall meet commercial grade standards and shall be approved by the RPR before being incorporated into the project.

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Item C-102 Temporary Air and Water Pollution, Soil Erosion, and Siltation Control 267

CONSTRUCTION REQUIREMENTS
102-3.1 General. In the event of conflict between these requirements and pollution control laws, rules, or regulations of other federal, state, or local agencies, the more restrictive laws, rules, or regulations shall apply.

The RPR shall be responsible for verifying compliance to the extent that construction practices, construction operations, and construction work are involved. 102-3.2 Schedule. Prior to the start of construction, the Contractor shall submit schedules and a preliminary SWPPP in accordance with the approved Construction Safety and Phasing Plan (CSPP) and the plans for accomplishment of temporary and permanent erosion control work for clearing and grubbing; grading; construction; paving; and structures at watercourses. The Contractor’s SWPPP shall also include a proposed method of erosion and dust control on haul roads and borrow pits and a plan for disposal of waste materials. Work shall not be started until SWPPP has been reviewed and approved by the RPR, the Contractor has submitted the Notice of Intent (NOI) and attained a WDID number, and the methods of operation for the applicable construction have been accepted by the RPR. 102-3.3 Construction details. The Contractor will be required to incorporate all permanent erosion control features into the project at the earliest practicable time as outlined in the plans and approved CSPP. Except where future construction operations will damage slopes, the Contractor shall perform the permanent seeding and mulching and other specified slope protection work in stages, as soon as substantial areas of exposed slopes can be made available. Temporary erosion and pollution control measures will be used to correct conditions that develop during construction that were not foreseen during the design stage; that are needed prior to installation of permanent control features; or that are needed temporarily to control erosion that develops during normal construction practices, but are not associated with permanent control features on the project.

Where erosion may be a problem, schedule and perform clearing and grubbing operations so that grading operations and permanent erosion control features can follow immediately if project conditions permit.

Temporary erosion control measures are required if permanent measures cannot immediately follow grading operations. The RPR shall limit the area of clearing and grubbing, excavation, borrow, and embankment operations in progress, commensurate with the Contractor’s capability and progress in keeping the finish grading, mulching, seeding, and other such permanent control measures current with the accepted schedule. If seasonal limitations make such coordination unrealistic, temporary erosion control measures shall be taken immediately to the extent feasible and justified as directed by the RPR.

The Contractor shall provide immediate permanent or temporary pollution control measures to minimize contamination of adjacent streams or other watercourses, lakes, ponds, or other areas of water impoundment as directed by the RPR. If temporary erosion and pollution control measures are required due to the Contractor’s negligence, carelessness, or failure to install permanent controls as a part of the work as scheduled or directed by the RPR, the work shall be performed by the Contractor and the cost shall be incidental to this item.

The RPR may increase or decrease the area of erodible earth material that can be exposed at any time based on an analysis of project conditions.

The erosion control features installed by the Contractor shall be maintained by the Contractor during the construction period.

Provide temporary structures whenever construction equipment must cross watercourses at frequent intervals. Pollutants such as fuels, lubricants, bitumen, raw sewage, wash water from concrete mixing operations, and other harmful materials shall not be discharged into any waterways, impoundments or into natural or manmade channels.

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Item C-102 Temporary Air and Water Pollution, Soil Erosion, and Siltation Control 268 102-3.4 Installation, maintenance and removal of silt fence. Silt fences shall extend a minimum of 16 inches (41 cm) and a maximum of 34 inches (86 cm) above the ground surface. Posts shall be set no more than 10 feet (3 m) on center. Filter fabric shall be cut from a continuous roll to the length required minimizing joints where possible. When joints are necessary, the fabric shall be spliced at a support post with a minimum 12-inch (300-mm) overlap and securely sealed. A trench shall be excavated approximately 4 inches (100 mm) deep by 4 inches (100 mm) wide on the upslope side of the silt fence.

The trench shall be backfilled and the soil compacted over the silt fence fabric. The Contractor shall remove and dispose of silt that accumulates during construction and prior to establishment of permanent erosion control. The fence shall be maintained in good working condition until permanent erosion control is established. Silt fence shall be removed upon approval of the RPR.

METHOD OF MEASUREMENT
102-4.1 Temporary erosion and pollution control work required will be performed in accordance with the approved SWPPP, and as scheduled or directed by the RPR. Completed and accepted work shall be measured for payment by the lump sum as a single complete unit of work. No additional measurement will be made if a discontinuity in contract time occurs as a result of multiple Notices to Proceed. No additional measurement will be made should the Owner award any or all of the Additive Alternate Bids:
102-4.2 Control work performed for protection of construction areas outside the construction limits, such as borrow and waste areas, haul roads, equipment and material storage sites, and temporary plant sites, will not be measured and paid for directly but shall be considered as a subsidiary obligation of the Contractor.

BASIS OF PAYMENT
102-5.1 Accepted quantities of temporary water pollution, soil erosion, and siltation control work ordered by the RPR and measured as provided in paragraph 102-4.1 will be paid for under:

Item C-102-5.1a SWPPP - per Lump Sum
Where other directed work falls within the specifications for a work item that has a contract price, the units of work shall be measured and paid for at the contract unit price bid for the various items.

Temporary control features not covered by contract items that are ordered by the RPR will be paid for in accordance with Section 90, paragraph 90-05 Payment for Extra Work.

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

Advisory Circulars (AC)
AC 150/5200-33 Hazardous Wildlife Attractants on or Near Airports AC 150/5370-2 Operational Safety on Airports During Construction ASTM International (ASTM)
ASTM D6461 Standard Specification for Silt Fence Materials United States Department of Agriculture (USDA)
FAA/USDA Wildlife Hazard Management at Airports, A Manual for Airport Personnel A.10.d
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Item C-102 Temporary Air and Water Pollution, Soil Erosion, and Siltation Control 269 END OF ITEM C-102

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Item C-105 Mobilization 270
Item C-105 Mobilization
105-1 Description. This item of work shall consist of, but is not limited to, work and operations necessary for the movement of personnel, equipment, material and supplies to and from the project site for work on the project except as provided in the contract as separate pay items. 105-2 Mobilization limit. Mobilization shall be limited to 5 percent of the total project cost. 105-3 Posted notices. Prior to commencement of construction activities, the Contractor must post the following documents in a prominent and accessible place where they may be easily viewed by all employees of the prime Contractor and by all employees of subcontractors engaged by the prime Contractor: Equal Employment Opportunity (EEO) Poster “Equal Employment Opportunity is the Law” in accordance with the Office of Federal Contract Compliance Programs Executive Order 11246, as amended; Davis Bacon Wage Poster (WH 1321) - DOL “Notice to All Employees” Poster; and Applicable Davis-Bacon Wage Rate Determination. These notices must remain posted until final acceptance of the work by the Owner.

105-4 Engineer/RPR field office. An Engineer/RPR field office is not required.

METHOD OF MEASUREMENT
105-5 Basis of measurement and payment. Based upon the contract lump sum price for “Mobilization” partial payments will be allowed as follows:
a. With first pay request, 25%.
b. When 25% or more of the original contract is earned, an additional 25%. c. When 50% or more of the original contract is earned, an additional 40%. d. After Final Inspection, Staging area clean-up and delivery of all Project Closeout materials as required by Section 90, paragraph 90-11, Contractor Final Project Documentation, the final 10%.

BASIS OF PAYMENT
105-6 Payment will be made under:

Item C-105 Mobilization/Demobilization

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

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Item C-105 Mobilization 271
Office of Federal Contract Compliance Programs (OFCCP)
Executive Order 11246, as amended
EEOC-P/E-1 – Equal Employment Opportunity is the Law Poster United States Department of Labor, Wage and Hour Division (WHD) WH 1321 – Employee Rights under the Davis-Bacon Act Poster END OF ITEM C-105
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Item C-105 Mobilization 272
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Item C-110 Method of Estimating Percentage of Material Within Specification Limits (PWL) 273 Item C-110 Method of Estimating Percentage of Material Within Specification Limits (PWL) 110-1 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. All test results for a lot will be analyzed statistically to determine the total estimated percent of the lot that is within specification limits. 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 computed and the PWL for the lot for the specified n is determined from Table 1. All specification limits specified in the technical sections shall be absolute values. Test results used in the calculations shall be to the significant figure 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 sampled and tested at the frequencies specified.
110-2 Method for computing PWL. The computational sequence for computing PWL is as follows:
a. Divide the lot into n sublots in accordance with the acceptance requirements of the specification. b. Locate the random sampling position within the sublot in accordance with the 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. Find the sample average (X) for all sublot test values within the lot by using the following formula:

X = (x1 + x2 + x3 + . . .xn) / n
Where: X = Sample average of all sublot test values within a lot x1, x2, . . .xn = Individual sublot test values
n = Number of sublot test values
e. Find the sample standard deviation (Sn) by use of the following formula:

Sn = [(d12 + d22 + d32 + . . .dn2)/(n-1)]1/2
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Item C-110 Method of Estimating Percentage of Material Within Specification Limits (PWL) 274 d1, d2, . . .dn = Deviations of the individual sublot test values x1, x2, … from the average value X
that is: d1 = (x1 - X), d2 = (x2 - X) … dn = (xn - X)
n = Number of sublot test values
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 1 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 1 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

EXAMPLE OF PWL CALCULATION
Project: Example Project
Test Item: Item P-401, Lot A.

A. PWL Determination for Mat Density.

1. Density of four random cores taken from Lot A.

A-1 = 96.60
A-2 = 97.55
A-3 = 99.30
A-4 = 98.35
n = 4
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Item C-110 Method of Estimating Percentage of Material Within Specification Limits (PWL) 275

2. Calculate average density for the lot.

X = (x1 + x2 + x3 + . . .xn) / n
X = (96.60 + 97.55 + 99.30 + 98.35) / 4
X = 97.95% density

3. Calculate the standard deviation for the lot.

Sn = [((96.60 - 97.95)2 + (97.55 - 97.95)2 +(99.30 -97.95)2 + (98.35 -97.95)2)) / (4 - 1)]1/2 Sn = [(1.82 + 0.16 + 1.82 + 0.16) / 3]1/2
Sn = 1.15

4. Calculate the Lower Quality Index QL for the lot. (L=96.3) QL = (X -L) / Sn
QL = (97.95 - 96.30) / 1.15
QL = 1.4348

5. Determine PWL by entering Table 1 with QL= 1.44 and n= 4.

PWL = 98
B. PWL Determination for Air Voids.

1. Air Voids of four random samples taken from Lot A.

A-1 = 5.00
A-2 = 3.74
A-3 = 2.30
A-4 = 3.25

2. Calculate the average air voids for the lot.

X = (x1 + x2 + x3 . . .n) / n
X = (5.00 + 3.74 + 2.30 + 3.25) / 4
X = 3.57%

3. Calculate the standard deviation Sn for the lot.

Sn = [((3.57 - 5.00)2 + (3.57 - 3.74)2 + (3.57 - 2.30)2 + (3.57 -3.25)2) / (4 - 1)]1/2 Sn = [(2.04 + 0.03 + 1.62 + 0.10) / 3]1/2
Sn = 1.12

4. Calculate the Lower Quality Index QL for the lot. (L= 2.0) QL = (X - L) / Sn
QL = (3.57 - 2.00) / 1.12
QL = 1.3992

5. Determine PL by entering Table 1 with QL = 1.41 and n = 4.

PL = 97

6. Calculate the Upper Quality Index QU for the lot. (U= 5.0) QU = (U - X) / Sn
QU = (5.00 - 3.57) / 1.12
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Item C-110 Method of Estimating Percentage of Material Within Specification Limits (PWL) 276 QU = 1.2702

7. Determine PU by entering Table 1 with QU = 1.29 and n = 4.

PU = 93

8. Calculate Air Voids PWL
PWL = (PL + PU) - 100
PWL = (97 + 93) - 100 = 90
EXAMPLE OF OUTLIER CALCULATION (REFERENCE ASTM E178)
Project: Example Project
Test Item: Item P-401, Lot A.

A. Outlier Determination for Mat Density.

1. Density of four random cores taken from Lot A arranged in descending order.

A-3 = 99.30
A-4 = 98.35
A-2 = 97.55
A-1 = 96.60

2. From ASTM E178, Table 1, for n=4 an upper 5% significance level, the critical value for test criterion = 1.463.

3. Use average density, standard deviation, and test criterion value to evaluate density measurements. a. For measurements greater than the average:

If (measurement - average)/(standard deviation) is less than test criterion, then the measurement is not considered an outlier.

For A-3, check if (99.30 - 97.95) / 1.15 is greater than 1.463.

Since 1.174 is less than 1.463, the value is not an outlier. b. For measurements less than the average:

If (average - measurement)/(standard deviation) is less than test criterion, then the measurement is not considered an outlier.

For A-1, check if (97.95 - 96.60) / 1.15 is greater than 1.463.

Since 1.435 is less than 1.463, the value is not an outlier.

Note: In this example, a measurement would be considered an outlier if the density were:

Greater than (97.95 + 1.463 × 1.15) = 99.63%
OR
less than (97.95 - 1.463 × 1.15) = 96.27%.

Table 1. Table for Estimating Percent of Lot Within Limits (PWL) Percent Within
Limits
(PL and PU)
Positive Values of Q (QL and QU)
n=3 n=4 n=5 n=6 n=7 n=8 n=9 n=10
99 1.1541 1.4700 1.6714 1.8008 1.8888 1.9520 1.9994 2.0362 98 1.1524 1.4400 1.6016 1.6982 1.7612 1.8053 1.8379 1.8630 A.10.d
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Item C-110 Method of Estimating Percentage of Material Within Specification Limits (PWL) 277 Percent Within
Limits
(PL and PU)
Positive Values of Q (QL and QU)
n=3 n=4 n=5 n=6 n=7 n=8 n=9 n=10
97 1.1496 1.4100 1.5427 1.6181 1.6661 1.6993 1.7235 1.7420 96 1.1456 1.3800 1.4897 1.5497 1.5871 1.6127 1.6313 1.6454 95 1.1405 1.3500 1.4407 1.4887 1.5181 1.5381 1.5525 1.5635 94 1.1342 1.3200 1.3946 1.4329 1.4561 1.4717 1.4829 1.4914 93 1.1269 1.2900 1.3508 1.3810 1.3991 1.4112 1.4199 1.4265 92 1.1184 1.2600 1.3088 1.3323 1.3461 1.3554 1.3620 1.3670 91 1.1089 1.2300 1.2683 1.2860 1.2964 1.3032 1.3081 1.3118 90 1.0982 1.2000 1.2290 1.2419 1.2492 1.2541 1.2576 1.2602 89 1.0864 1.1700 1.1909 1.1995 1.2043 1.2075 1.2098 1.2115 88 1.0736 1.1400 1.1537 1.1587 1.1613 1.1630 1.1643 1.1653 87 1.0597 1.1100 1.1173 1.1192 1.1199 1.1204 1.1208 1.1212 86 1.0448 1.0800 1.0817 1.0808 1.0800 1.0794 1.0791 1.0789 85 1.0288 1.0500 1.0467 1.0435 1.0413 1.0399 1.0389 1.0382 84 1.0119 1.0200 1.0124 1.0071 1.0037 1.0015 1.0000 0.9990 83 0.9939 0.9900 0.9785 0.9715 0.9671 0.9643 0.9624 0.9610 82 0.9749 0.9600 0.9452 0.9367 0.9315 0.9281 0.9258 0.9241 81 0.9550 0.9300 0.9123 0.9025 0.8966 0.8928 0.8901 0.8882 80 0.9342 0.9000 0.8799 0.8690 0.8625 0.8583 0.8554 0.8533 79 0.9124 0.8700 0.8478 0.8360 0.8291 0.8245 0.8214 0.8192 78 0.8897 0.8400 0.8160 0.8036 0.7962 0.7915 0.7882 0.7858 77 0.8662 0.8100 0.7846 0.7716 0.7640 0.7590 0.7556 0.7531 76 0.8417 0.7800 0.7535 0.7401 0.7322 0.7271 0.7236 0.7211 75 0.8165 0.7500 0.7226 0.7089 0.7009 0.6958 0.6922 0.6896 74 0.7904 0.7200 0.6921 0.6781 0.6701 0.6649 0.6613 0.6587 73 0.7636 0.6900 0.6617 0.6477 0.6396 0.6344 0.6308 0.6282 72 0.7360 0.6600 0.6316 0.6176 0.6095 0.6044 0.6008 0.5982 71 0.7077 0.6300 0.6016 0.5878 0.5798 0.5747 0.5712 0.5686 70 0.6787 0.6000 0.5719 0.5582 0.5504 0.5454 0.5419 0.5394 69 0.6490 0.5700 0.5423 0.5290 0.5213 0.5164 0.5130 0.5105 68 0.6187 0.5400 0.5129 0.4999 0.4924 0.4877 0.4844 0.4820 67 0.5878 0.5100 0.4836 0.4710 0.4638 0.4592 0.4560 0.4537 66 0.5563 0.4800 0.4545 0.4424 0.4355 0.4310 0.4280 0.4257 65 0.5242 0.4500 0.4255 0.4139 0.4073 0.4030 0.4001 0.3980 64 0.4916 0.4200 0.3967 0.3856 0.3793 0.3753 0.3725 0.3705 63 0.4586 0.3900 0.3679 0.3575 0.3515 0.3477 0.3451 0.3432 62 0.4251 0.3600 0.3392 0.3295 0.3239 0.3203 0.3179 0.3161 61 0.3911 0.3300 0.3107 0.3016 0.2964 0.2931 0.2908 0.2892 60 0.3568 0.3000 0.2822 0.2738 0.2691 0.2660 0.2639 0.2624 59 0.3222 0.2700 0.2537 0.2461 0.2418 0.2391 0.2372 0.2358 58 0.2872 0.2400 0.2254 0.2186 0.2147 0.2122 0.2105 0.2093 57 0.2519 0.2100 0.1971 0.1911 0.1877 0.1855 0.1840 0.1829 56 0.2164 0.1800 0.1688 0.1636 0.1607 0.1588 0.1575 0.1566 55 0.1806 0.1500 0.1406 0.1363 0.1338 0.1322 0.1312 0.1304 54 0.1447 0.1200 0.1125 0.1090 0.1070 0.1057 0.1049 0.1042 53 0.1087 0.0900 0.0843 0.0817 0.0802 0.0793 0.0786 0.0781 52 0.0725 0.0600 0.0562 0.0544 0.0534 0.0528 0.0524 0.0521 51 0.0363 0.0300 0.0281 0.0272 0.0267 0.0264 0.0262 0.0260 50 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000

Percent
Within
Limits
(PL and PU)
Negative Values of Q (QL and QU)
n=3 n=4 n=5 n=6 n=7 n=8 n=9 n=10
49 -0.0363 -0.0300 -0.0281 -0.0272 -0.0267 -0.0264 -0.0262 -0.0260 48 -0.0725 -0.0600 -0.0562 -0.0544 -0.0534 -0.0528 -0.0524 -0.0521 47 -0.1087 -0.0900 -0.0843 -0.0817 -0.0802 -0.0793 -0.0786 -0.0781 46 -0.1447 -0.1200 -0.1125 -0.1090 -0.1070 -0.1057 -0.1049 -0.1042 A.10.d
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Item C-110 Method of Estimating Percentage of Material Within Specification Limits (PWL) 278 Percent
Within
Limits
(PL and PU)
Negative Values of Q (QL and QU)
n=3 n=4 n=5 n=6 n=7 n=8 n=9 n=10
45 -0.1806 -0.1500 -0.1406 -0.1363 -0.1338 -0.1322 -0.1312 -0.1304 44 -0.2164 -0.1800 -0.1688 -0.1636 -0.1607 -0.1588 -0.1575 -0.1566 43 -0.2519 -0.2100 -0.1971 -0.1911 -0.1877 -0.1855 -0.1840 -0.1829 42 -0.2872 -0.2400 -0.2254 -0.2186 -0.2147 -0.2122 -0.2105 -0.2093 41 -0.3222 -0.2700 -0.2537 -0.2461 -0.2418 -0.2391 -0.2372 -0.2358 40 -0.3568 -0.3000 -0.2822 -0.2738 -0.2691 -0.2660 -0.2639 -0.2624 39 -0.3911 -0.3300 -0.3107 -0.3016 -0.2964 -0.2931 -0.2908 -0.2892 38 -0.4251 -0.3600 -0.3392 -0.3295 -0.3239 -0.3203 -0.3179 -0.3161 37 -0.4586 -0.3900 -0.3679 -0.3575 -0.3515 -0.3477 -0.3451 -0.3432 36 -0.4916 -0.4200 -0.3967 -0.3856 -0.3793 -0.3753 -0.3725 -0.3705 35 -0.5242 -0.4500 -0.4255 -0.4139 -0.4073 -0.4030 -0.4001 -0.3980 34 -0.5563 -0.4800 -0.4545 -0.4424 -0.4355 -0.4310 -0.4280 -0.4257 33 -0.5878 -0.5100 -0.4836 -0.4710 -0.4638 -0.4592 -0.4560 -0.4537 32 -0.6187 -0.5400 -0.5129 -0.4999 -0.4924 -0.4877 -0.4844 -0.4820 31 -0.6490 -0.5700 -0.5423 -0.5290 -0.5213 -0.5164 -0.5130 -0.5105 30 -0.6787 -0.6000 -0.5719 -0.5582 -0.5504 -0.5454 -0.5419 -0.5394 29 -0.7077 -0.6300 -0.6016 -0.5878 -0.5798 -0.5747 -0.5712 -0.5686 28 -0.7360 -0.6600 -0.6316 -0.6176 -0.6095 -0.6044 -0.6008 -0.5982 27 -0.7636 -0.6900 -0.6617 -0.6477 -0.6396 -0.6344 -0.6308 -0.6282 26 -0.7904 -0.7200 -0.6921 -0.6781 -0.6701 -0.6649 -0.6613 -0.6587 25 -0.8165 -0.7500 -0.7226 -0.7089 -0.7009 -0.6958 -0.6922 -0.6896 24 -0.8417 -0.7800 -0.7535 -0.7401 -0.7322 -0.7271 -0.7236 -0.7211 23 -0.8662 -0.8100 -0.7846 -0.7716 -0.7640 -0.7590 -0.7556 -0.7531 22 -0.8897 -0.8400 -0.8160 -0.8036 -0.7962 -0.7915 -0.7882 -0.7858 21 -0.9124 -0.8700 -0.8478 -0.8360 -0.8291 -0.8245 -0.8214 -0.8192 20 -0.9342 -0.9000 -0.8799 -0.8690 -0.8625 -0.8583 -0.8554 -0.8533 19 -0.9550 -0.9300 -0.9123 -0.9025 -0.8966 -0.8928 -0.8901 -0.8882 18 -0.9749 -0.9600 -0.9452 -0.9367 -0.9315 -0.9281 -0.9258 -0.9241 17 -0.9939 -0.9900 -0.9785 -0.9715 -0.9671 -0.9643 -0.9624 -0.9610 16 -1.0119 -1.0200 -1.0124 -1.0071 -1.0037 -1.0015 -1.0000 -0.9990 15 -1.0288 -1.0500 -1.0467 -1.0435 -1.0413 -1.0399 -1.0389 -1.0382 14 -1.0448 -1.0800 -1.0817 -1.0808 -1.0800 -1.0794 -1.0791 -1.0789 13 -1.0597 -1.1100 -1.1173 -1.1192 -1.1199 -1.1204 -1.1208 -1.1212 12 -1.0736 -1.1400 -1.1537 -1.1587 -1.1613 -1.1630 -1.1643 -1.1653 11 -1.0864 -1.1700 -1.1909 -1.1995 -1.2043 -1.2075 -1.2098 -1.2115 10 -1.0982 -1.2000 -1.2290 -1.2419 -1.2492 -1.2541 -1.2576 -1.2602 9 -1.1089 -1.2300 -1.2683 -1.2860 -1.2964 -1.3032 -1.3081 -1.3118 8 -1.1184 -1.2600 -1.3088 -1.3323 -1.3461 -1.3554 -1.3620 -1.3670 7 -1.1269 -1.2900 -1.3508 -1.3810 -1.3991 -1.4112 -1.4199 -1.4265 6 -1.1342 -1.3200 -1.3946 -1.4329 -1.4561 -1.4717 -1.4829 -1.4914 5 -1.1405 -1.3500 -1.4407 -1.4887 -1.5181 -1.5381 -1.5525 -1.5635 4 -1.1456 -1.3800 -1.4897 -1.5497 -1.5871 -1.6127 -1.6313 -1.6454 3 -1.1496 -1.4100 -1.5427 -1.6181 -1.6661 -1.6993 -1.7235 -1.7420 2 -1.1524 -1.4400 -1.6016 -1.6982 -1.7612 -1.8053 -1.8379 -1.8630 1 -1.1541 -1.4700 -1.6714 -1.8008 -1.8888 -1.9520 -1.9994 -2.0362

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

ASTM International (ASTM)
ASTM E178 Standard Practice for Dealing with Outlying Observations A.10.d
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Item P-101 Preparation/Removal of Existing Pavements 281 Part 3 – Sitework
Item P-101 Preparation/Removal of Existing Pavements

DESCRIPTION
101-1 This item shall consist of preparation of existing pavement surfaces for overlay, surface treatments, removal of existing pavement, and other miscellaneous items. The work shall be accomplished in accordance with these specifications and the applicable plans.

EQUIPMENT AND MATERIALS
101-2 All equipment and materials shall be specified here and in the following paragraphs or approved by the Resident Project Representative (RPR). The equipment shall not cause damage to the pavement to remain in place.

CONSTRUCTION
101-3.1 Removal of existing pavement.

The Contractor’s removal operation shall be controlled to not damage adjacent pavement structure, and base material, cables, utility ducts, pipelines, or drainage structures which are to remain under the pavement.
a. Concrete pavement removal. Full depth saw cuts shall be made perpendicular to the slab surface.

The Contractor shall saw through the full depth of the slab including any dowels at the joint, removing the pavement and installing new dowels as shown on the plans and per the specifications. Where the perimeter of the removal limits is not located on the joint and there are no dowels present, the perimeter shall be saw cut the full depth of the pavement. The pavement inside the saw cut shall be removed by methods which will not cause distress in the pavement which is to remain in place. If the material is to be wasted on the airport site, it shall be reduced to a maximum size of 1.5 inches. Concrete slabs that are damaged by under breaking shall be repaired or removed and replaced as directed by the RPR.

The edge of existing concrete pavement against which new pavement abuts shall be protected from damage at all times. Spall and underbreak repair shall be in accordance with the plans. Any underlaying material that is to remain in place, shall be recompacted and/or replaced as shown on the plans. Adjacent areas damaged during repair shall be repaired or replaced at the Contractor’s expense.

b. Asphalt pavement removal. Asphalt pavement to be removed shall be cut to the full depth of the asphalt pavement around the perimeter of the area to be removed. If the material is to be wasted on the airport site, it shall be broken to a maximum size of 1.5 inches (37.5 mm). s c. Repair or removal of Base, Subbase, and/or Subgrade. All failed material including surface, base course, subbase course, and subgrade shall be removed and repaired as shown on the plans or as A.10.d
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Item P-101 Preparation/Removal of Existing Pavements 282 directed by the RPR. All existing aggregate base to be removed shall be shown on the plans or as directed by the RPR. Materials and methods of construction shall comply with the applicable sections of these specifications. Any damage caused by Contractor’s removal process shall be repaired at the Contractor’s expense.
101-3.2 Preparation of joints and cracks prior to overlay/surface treatment. Remove all vegetation and debris from cracks to a minimum depth of 1 inch (25 mm). If extensive vegetation exists, treat the specific area with a concentrated solution of a water-based herbicide approved by the RPR. Fill all cracks greater than 1/4 inch (6 mm) wide) with a crack sealant per ASTM D6690. The crack sealant, preparation, and application shall be compatible with the surface treatment/overlay to be used. To minimize contamination of the asphalt with the crack sealant, underfill the crack sealant a minimum of 1/8 inch (3 mm), not to exceed ¼ inch (6 mm). Any excess joint or crack sealer shall be removed from the pavement surface. Wider cracks (over 1-1/2 inch wide (38 mm)), along with soft or sunken spots, indicate that the pavement or the pavement base should be repaired or replaced as stated below.

Cracks and joints may be filled with a mixture of emulsified asphalt and aggregate. The aggregate shall consist of limestone, volcanic ash, sand, or other material that will cure to form a hard substance. The combined gradation shall be as shown in the following table.

Gradation
Sieve Size Percent Passing
No. 4 (4.75 mm) 100
No. 8 (2.36 mm) 90-100
No. 16 (1.18 mm) 65-90
No. 30 (600 µm) 40-60
No. 50 (300 µm) 25-42
No. 100 (150 µm) 15-30
No. 200 (75 µm) 10-20
Up to 3% cement can be added to accelerate the set time. The mixture shall not contain more than 20% natural sand without approval in writing from the RPR.

The proportions of asphalt emulsion and aggregate shall be determined in the field and may be varied to facilitate construction requirements. Normally, these proportions will be approximately one part asphalt emulsion to five parts aggregate by volume. The material shall be poured or placed into the joints or cracks and compacted to form a voidless mass. The joint or crack shall be filled to within +0 to -1/8 inches (+0 to -3 mm) of the surface. Any material spilled outside the width of the joint shall be removed from the pavement surface prior to constructing the overlay. Where concrete overlays are to be constructed, only the excess joint material on the pavement surface and vegetation in the joints need to be removed.
101-3.3 Removal of Foreign Substances/contaminates/Pavement Markings. Removal of foreign substances/contaminates from existing pavement that will affect the bond of the new treatment or that are called to be permanently removed, shall consist of removal of rubber, fuel spills, oil, crack sealer, at least 90% of paint for treatment areas and 100% paint removal in all other areas, and other foreign substances from the surface of the pavement. Areas that require removal are designated on the plans and as directed by the RPR in the field during construction.

High-pressure water or cold milling may be used. If chemicals are used, they shall comply with the state’s environmental protection regulations. Removal methods used shall not cause major damage to the A.10.d
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Item P-101 Preparation/Removal of Existing Pavements 283 pavement, or to any structure or utility within or adjacent to the work area. Major damage is defined as changing the properties of the pavement, removal of asphalt causing the aggregate to ravel, or removing pavement over 1/8 inch (3 mm) deep. If it is deemed by the RPR that damage to the existing pavement is caused by operational error, such as permitting the application method to dwell in one location for too long, the Contractor shall repair the damaged area without compensation and as directed by the RPR.

Removal of foreign substances shall not proceed until approved by the RPR. Water used for high-pressure water equipment shall be provided by the Contractor at the Contractor's expense. No material shall be deposited on the pavement shoulders. All wastes shall be disposed of in areas indicated in this specification or shown on the plans.
101-3.4 Concrete spall or failed asphaltic concrete pavement repair. a. Repair of concrete spalls in areas to be overlaid with asphalt. The Contractor shall repair all spalled concrete as shown on the plans or as directed by the RPR. The perimeter of the repair shall be saw cut a minimum of 2 inches (50 mm) outside the affected area and 2 inches (50 mm) deep. The deteriorated material shall be removed to a depth where the existing material is firm or cannot be easily removed with a geologist pick. The removed area shall be filled with asphalt mixture with aggregate sized appropriately for the depth of the patch. The material shall be compacted with equipment approved by the RPR until the material is dense and no movement or marks are visible. The material shall not be placed in lifts over 4 inches (100 mm) in depth. This method of repair applies only to pavement to be overlaid. b. Asphalt pavement repair. The Contractor shall repair all spalled concrete as shown on the plans or as directed by the RPR. The failed areas shall be removed as specified in paragraph 101-3.1b. All failed material including surface, base course, subbase course, and subgrade shall be removed. Materials and methods of construction shall comply with the applicable sections of these specifications.

101-3.5 Cold milling. Milling shall be performed with a power-operated milling machine or grinder, capable of producing a uniform finished surface. The milling machine or grinder shall operate without tearing or gouging the underlaying surface. The milling machine or grinder shall be equipped with grade and slope controls, and a positive means of dust control. All millings shall be removed and disposed in areas designated on the plans. If the Contractor mills or grinds deeper or wider than the plans specify, the Contractor shall replace the material removed with new material at the Contractor’s Expense. a. Patching. The milling machine shall be capable of cutting a vertical edge without chipping or spalling the edges of the remaining pavement and it shall have a positive method of controlling the depth of cut. The RPR shall layout the area to be milled with a straightedge in increments of 1-foot (30 cm) widths. The area to be milled shall cover only the failed area. Any excessive area that is milled because the Contractor doesn’t have the appropriate milling machine, or areas that are damaged because of his negligence, shall be repaired by the Contractor at the Contractor’s Expense. b. Profiling, grade correction, or surface correction. The milling machine shall have a minimum width of 4 feet (1.2 m) and it shall be equipped with electronic grade control devices that will cut the surface to the grade specified. The tolerances shall be maintained within +0 inch and -1/4 inch (+0 mm and -6mm) of the specified grade. The machine must cut vertical edges and have a positive method of dust control. The machine must have the ability to remove the millings or cuttings from the pavement and load them into a truck. All millings shall be removed and disposed of in areas designated on the plans. c. Clean-up. The Contractor shall sweep the milled surface daily and immediately after the milling until all residual materials are removed from the pavement surface. Prior to paving, the Contractor shall wet down the milled pavement and thoroughly sweep and/or blow the surface to remove loose residual material. Waste materials shall be collected and removed from the pavement surface and adjacent areas A.10.d
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Item P-101 Preparation/Removal of Existing Pavements 284 by sweeping or vacuuming. Waste materials shall be removed and disposed in areas designated on the plans.
101-3.6. Preparation of asphalt pavement surfaces prior to surface treatment. Existing asphalt pavements to be treated with a surface treatment shall be prepared as follows:
a. Patch asphalt pavement surfaces that have been softened by petroleum derivatives or have failed due to any other cause. Remove damaged pavement to the full depth of the damage and replace with new asphalt pavement similar to that of the existing pavement in accordance with paragraph 101-3.4b. b. Repair joints and cracks in accordance with paragraph 101-3.2. c. Remove oil or grease that has not penetrated the asphalt pavement by scrubbing with a detergent and washing thoroughly with clean water. After cleaning, treat these areas with an oil spot primer. d. Clean pavement surface immediately prior to placing the surface treatment so that it is free of dust, dirt, grease, vegetation, oil or any type of objectionable surface film. 101-3.7 Maintenance. The Contractor shall perform all maintenance work necessary to keep the pavement in a satisfactory condition until the full section is complete and accepted by the RPR. The surface shall be kept clean and free from foreign material. The pavement shall be properly drained at all times. If cleaning is necessary or if the pavement becomes disturbed, any work repairs necessary shall be performed at the Contractor’s expense.
101-3.8 Preparation of Joints in Rigid Pavement prior to resealing. Prior to application of sealant material, clean and dry the joints of all scale, dirt, dust, old sealant, curing compound, moisture and other foreign matter. The Contractor shall demonstrate, in the presence of the RPR, that the method used cleans the joint and does not damage the joint.
101-3.8.1 Removal of Existing Joint Sealant. All existing joint sealants will be removed by plowing or use of hand tools. Any remaining sealant and or debris will be removed by use of wire brushes or other tools as necessary. Resaw joints removing no more than 1/16 inch (2 mm) from each joint face.

Immediately after sawing, flush out joint with water and other tools as necessary to completely remove the slurry.
101-3.8.2 Cleaning prior to sealing. Immediately before sealing, joints shall be cleaned by removing any remaining laitance and other foreign material. Allow sufficient time to dry out joints prior to sealing.

Joint surfaces will be surface-dry prior to installation of sealant. 101-3.8.3 Joint sealant. Joint material and installation will be in accordance with Item P-605. 101-3.9 Preparation of Cracks in Flexible Pavement prior to sealing. Prior to application of sealant material, clean and dry the joints of all scale, dirt, dust, old sealant, curing compound, moisture and other foreign matter. The Contractor shall demonstrate, in the presence of the RPR, that the method used cleans the cracks and does not damage the pavement.
101-3.9.1 Preparation of Crack. Widen crack with random crack saw by removing a minimum of 1/16 inch (2 mm) from each side of crack. Immediately before sealing, cracks will be blown out with a hot air lance combined with oil and water-free compressed air.
101-3.9.2 Removal of Existing Crack Sealant. Existing sealants will be removed by random crack saw.

Following routing any remaining debris will be removed by use of a hot lance combined with oil and water-free compressed air.
101-3.9.3 Crack Sealant. Crack sealant material and installation will be in accordance with Item P-605. 101-3.9.4 Removal of Pipe and other Buried Structures.
a. Removal of Existing Pipe Material. Remove the types of pipe as indicated on the plans. The pipe material shall be legally disposed of off-site in a timely manner following removal. Trenches shall A.10.d
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Item P-101 Preparation/Removal of Existing Pavements 285 be backfilled with material equal to or better in quality than adjacent embankment. Trenches under paved areas must be compacted to 95% of ASTM D1557.
b. Removal of Inlets/Manholes. Where indicated on the plans or as directed by the RPR, inlets and/or manholes shall be removed and legally disposed of off-site in a timely fashion after removal.

Excavations after removal shall be backfilled with material equal or better in quality than adjacent embankment. When under paved areas must be compacted to 95% of ASTM D1557, when outside of paved areas must be compacted to 95% of ASTM D698.

METHOD OF MEASUREMENT
101-4.1 Pavement removal. The unit of measurement for pavement removal shall be the number of square yards (square meters) removed by the Contractor. Any pavement removed outside the limits of removal because the pavement was damaged by negligence on the part of the Contractor shall not be included in the measurement for payment. No direct measurement or payment shall be made for saw cutting. Saw cutting shall be incidental to pavement removal. Dowel bar installation shall be incidental to pavement removal.
101-4.2 Joint and crack repair. The unit of measurement for joint and crack repair shall be the linear foot (meter) of joint.
101-4.3 Removal of Foreign Substances/contaminates. The unit of measurement for foreign Substances/contaminates removal shall be the square foot (meter). 101-4.4 Spalled and failed asphalt pavement repair. The unit of measure for failed asphalt pavement repair shall be square foot (square meter).
101-4.5 Concrete Spall Repair. The unit of measure for concrete spall repair shall be the number of square feet (square meter). The location and average depth of the patch shall be determined and agreed upon by the RPR and the Contractor.
101-4.6 Cold milling. The unit of measure for cold milling shall be per square yard (square meter). The location and average depth of the cold milling shall be as shown on the plans. If the initial cut does not correct the condition, the Contractor shall re-mill the area and will not be paid for the re-work. 101-4.7 Removal of Pipe and other Buried Structures. The unit of measurement for removal of pipe and other buried structures will be made at the contract unit price linear foot. This price shall be full compensation for all labor, equipment, tools, and incidentals necessary to complete this item in accordance with paragraph 101-3.9.4.

BASIS OF PAYMENT
101-5.1 Payment. Payment shall be made at contract unit price for the unit of measurement as specified above. This price shall be full compensation for furnishing all materials and for all preparation, hauling, and placing of the material and for all labor, equipment, tools, and incidentals necessary to complete this item.

Item P 101-5.3 Removal of Foreign Substances/contaminates – per square foot (square meter)
Item P-101-5.6 Cold Milling – per square yard (square meter) Item P-101-5.7 Removal of Pipe and other Buried Structures – per linear foot A.10.d
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Item P-101 Preparation/Removal of Existing Pavements 286

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

Advisory Circulars (AC)
AC 150/5380-6 Guidelines and Procedures for Maintenance of Airport Pavements.

ASTM International (ASTM)
ASTM D6690 Standard Specification for Joint and Crack Sealants, Hot Applied, for Concrete and Asphalt Pavements
END OF ITEM P-101
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Item P-101 Preparation/Removal of Existing Pavements 287 Page Intentionally Blank

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Item P-151 Clearing and Grubbing 288
Item P-151 Clearing and Grubbing

DESCRIPTION
151-1.1 This item shall consist of clearing or clearing and grubbing, including the disposal of materials, for all areas within the limits designated on the plans or as required by the Resident Project Representative (RPR).
a. Clearing shall consist of the cutting and removal of all trees, stumps, brush, logs, hedges, the removal of fences and other loose or projecting material from the designated areas. The grubbing of stumps and roots will not be required.
b. Clearing and grubbing shall consist of clearing the surface of the ground of the designated areas of all trees, stumps, down timber, logs, snags, brush, undergrowth, hedges, heavy growth of grass or weeds, fences, structures, debris, and rubbish of any nature, natural obstructions or such material which in the opinion of the RPR is unsuitable for the foundation of strips, pavements, or other required structures, including the grubbing of stumps, roots, matted roots, foundations, and the disposal from the project of all spoil materials resulting from clearing and grubbing.
c. Tree Removal. Tree Removal shall consist of the cutting and removal of isolated single trees or isolated groups of trees, and the grubbing of stumps and roots. The removal of all the trees of this classification shall be in accordance with the requirements for the particular area being cleared.

CONSTRUCTION METHODS
151-2.1 General. The areas denoted on the plans to be cleared and grubbedshall be staked on the ground by the Contractor as indicated on the plans.

The removal of existing structures and utilities required to permit orderly progress of work shall be accomplished by local agencies, unless otherwise shown on the plans. Whenever a telephone pole, pipeline, conduit, sewer, roadway, or other utility is encountered and must be removed or relocated, the Contractor shall advise the RPR who will notify the proper local authority or owner to secure prompt action.
151-2.1.1 Disposal. All materials removed by clearing or by clearing and grubbing shall be disposed of outside the Airport’s limits at the Contractor’s responsibility, except when otherwise directed by the RPR.

As far as practicable, waste concrete and masonry shall be placed on slopes of embankments or channels.

When embankments are constructed of such material, this material shall be placed in accordance with requirements for formation of embankments. Any broken concrete or masonry that cannot be used in construction and all other materials not considered suitable for use elsewhere, shall be disposed of by the Contractor. In no case, shall any discarded materials be left in windrows or piles adjacent to or within the airport limits. The manner and location of disposal of materials shall be subject to the approval of the RPR and shall not create an unsightly or objectionable view. When the Contractor is required to locate a disposal area outside the airport property limits, the Contractor shall obtain and file with the RPR permission in writing from the property owner for the use of private property for this purpose. 151-2.1.2 Blasting. Blasting shall not be allowed.
151-2.2 Clearing. The Contractor shall clear the staked or indicated area of all materials as indicated on the plans. Trees unavoidably falling outside the specified clearing limits must be cut up, removed, and A.10.d
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Item P-151 Clearing and Grubbing 289
disposed of in a satisfactory manner. To minimize damage to trees that are to be left standing, trees shall be felled toward the center of the area being cleared. The Contractor shall preserve and protect from injury all trees not to be removed. The trees, stumps, and brush shall be cut flush with the original ground surface. The grubbing of stumps and roots will not be required.

Fences shall be removed and disposed of as directed by the RPR. Fence wire shall be neatly rolled and the wire and posts stored on the airport if they are to be used again, or stored at a location designated by the RPR if the fence is to remain the property of a local owner or authority. 151-2.3 Clearing and grubbing. In areas designated to be cleared and grubbed, all stumps, roots, buried logs, brush, grass, and other unsatisfactory materials as indicated on the plans, shall be removed, except where embankments exceeding 3-1/2 feet (105 cm) in depth will be constructed outside of paved areas.

For embankments constructed outside of paved areas, all unsatisfactory materials shall be removed, but sound trees, stumps, and brush can be cut off flush with the original ground and allowed to remain. Tap roots and other projections over 1-1/2 inches (38 mm) in diameter shall be grubbed out to a depth of at least 18 inches (0.5 m) below the finished subgrade or slope elevation.

Any buildings and miscellaneous structures that are shown on the plans to be removed shall be demolished or removed, and all materials shall be disposed of by removal from the site. The cost of removal is incidental to this item. The remaining or existing foundations, wells, cesspools, and like structures shall be destroyed by breaking down the materials of which the foundations, wells, cesspools, etc., are built to a depth at least 2 feet (60 cm) below the existing surrounding ground. Any broken concrete, blocks, or other objectionable material that cannot be used in backfill shall be removed and disposed of at the Contractor’s expense. The holes or openings shall be backfilled with acceptable material and properly compacted.

All holes in embankment areas remaining after the grubbing operation shall have the sides of the holes flattened to facilitate filling with acceptable material and compacting as required in Item P-152. The same procedure shall be applied to all holes remaining after grubbing in areas where the depth of holes exceeds the depth of the proposed excavation.

METHOD OF MEASUREMENT
151-3.2 The quantities of clearing and grubbing as shown by the limits on the plans shall be the number of acres (square meters) or fractions thereof of land specifically cleared and grubbed.

BASIS OF PAYMENT
151-4.1 Payment shall not be made
151-4.2 Payment shall not be made for clearing and grubbing. This item shall be considered incidental to other work items for furnishing all materials and for all labor, equipment, tools, and incidentals necessary to complete the item.

END OF ITEM P-151

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Item P-152 Excavation, Subgrade, and Embankment 290
Item P-152 Excavation, Subgrade, and Embankment

DESCRIPTION
152-1.1 This item covers excavation, disposal, placement, and compaction of all materials within the limits of the work required to construct safety areas, runways, taxiways, aprons, and intermediate areas as well as other areas for drainage, building construction, parking, or other purposes in accordance with these specifications and in conformity to the dimensions and typical sections shown on the plans. 152-1.2 Classification. All material excavated shall be classified as defined below:
a. Unclassified excavation. Unclassified excavation shall consist of the excavation and disposal of all material, regardless of its nature.

152-1.3 Unsuitable excavation. Unsuitable material shall be disposed of outside the Airport’s limits at the Contractor’s responsibility. Materials containing vegetable or organic matter, such as muck, peat, organic silt, or sod shall be considered unsuitable for use in embankment construction. Material suitable for topsoil may be used on the embankment slope when approved by the RPR.

CONSTRUCTION METHODS
152-2.1 General. Before beginning excavation, grading, and embankment operations in any area, the area shall be cleared or cleared and grubbed in accordance with Item P-151.

The suitability of material to be placed in embankments shall be subject to approval by the RPR. All unsuitable material shall be disposed of in waste areas as shown on the plans. All waste areas shall be graded to allow positive drainage of the area and adjacent areas. The surface elevation of waste areas shall be specified on the plans or approved by the RPR.

When the Contractor’s excavating operations encounter artifacts of historical or archaeological significance, the operations shall be temporarily discontinued and the RPR notified per Section 70, paragraph 70-20. At the direction of the RPR, the Contractor shall excavate the site in such a manner as to preserve the artifacts encountered and allow for their removal. Such excavation will be paid for as extra work.

Areas outside the limits of the pavement areas where the top layer of soil has become compacted by hauling or other Contractor activities shall be scarified and disked to a depth of 4 inches (100 mm), to loosen and pulverize the soil. Stones or rock fragments larger than 4 inches (100 mm) in their greatest dimension will not be permitted in the top 6 inches (150 mm) of the subgrade.

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 RPR, who shall arrange for their removal if necessary. The Contractor, at their own expense, shall satisfactorily repair or pay the cost of all damage to such facilities or structures that may result from any of the Contractor’s operations during the period of the contract. a. Blasting. Blasting shall not be allowed.

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Item P-152 Excavation, Subgrade, and Embankment 291
152-2.2 Excavation. No excavation shall be started until the work has been staked out by the Contractor and the RPR has obtained from the Contractor, the survey notes of the elevations and measurements of the ground surface. The Contractor and RPR shall agree that the original ground lines shown on the original topographic mapping are accurate, or agree to any adjustments made to the original ground lines.

Digital terrain model (DTM) files of the existing surfaces, finished surfaces and other various surfaces were used to develop the design plans.

Volumetric quantities were calculated by comparing DTM files of the applicable design surfaces and generating Triangle Volume Reports. Electronic copies of DTM files and a paper copy of the original topographic map will be issued to the successful bidder.

Existing grades on the design cross sections or DTM’s, where they do not match the locations of actual spot elevations shown on the topographic map, were developed by computer interpolation from those spot elevations. Prior to disturbing original grade, Contractor shall verify the accuracy of the existing ground surface by verifying spot elevations at the same locations where original field survey data was obtained as indicated on the topographic map. Contractor shall recognize that, due to the interpolation process, the actual ground surface at any particular location may differ somewhat from the interpolated surface shown on the design cross sections or obtained from the DTM’s. Contractor's verification of original ground surface, however, shall be limited to verification of spot elevations as indicated herein, and no adjustments will be made to the original ground surface unless the Contractor demonstrates that spot elevations shown are incorrect. For this purpose, spot elevations which are within 0.2 foot (30 mm) of the stated elevations for ground surfaces, or within 0.1 foot (12 mm) for hard surfaces (pavements, buildings, foundations, structures, etc.) shall be considered “no change”. Only deviations in excess of these will be considered for adjustment of the original ground surface. If Contractor's verification identifies discrepancies in the topographic map, Contractor shall notify the RPR in writing at least two weeks before disturbance of existing grade to allow sufficient time to verify the submitted information and make adjustments to the design cross sections or DTM’s. Disturbance of existing grade in any area shall constitute acceptance by the Contractor of the accuracy of the original elevations shown on the topographic map for that area.

All areas to be excavated shall be stripped of vegetation and topsoil. Topsoil shall be stockpiled for future use in areas designated on the plans or by the RPR. All suitable excavated material shall be used in the formation of embankment, subgrade, or other purposes as shown on the plans. All unsuitable material shall be disposed of as shown on the plans.

The grade shall be maintained so that the surface is well drained at all times.

When the volume of the excavation exceeds that required to construct the embankments to the grades as indicated on the plans, the excess shall be disposed outside the Airport’s limits at the Contractor’s responsibility. When the volume of excavation is not sufficient for constructing the embankments to the grades indicated, the deficiency shall be obtained from borrow areas. a. Selective grading. When selective grading is indicated on the plans, the more suitable material designated by the RPR shall be used in constructing the embankment or in capping the pavement subgrade. 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 until it can be placed. The more suitable material shall then be placed and compacted as specified. Selective grading shall be considered incidental to the work involved. The cost of stockpiling and placing the material shall be included in the various pay items of work involved. b. Undercutting. Rock, shale, hardpan, loose rock, boulders, or other material unsatisfactory for safety areas, subgrades, roads, shoulders, or any areas intended for turf shall be excavated to a minimum depth of 12 inches (300 mm) below the subgrade or to the depth specified by the RPR. Muck, peat, A.10.d
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Item P-152 Excavation, Subgrade, and Embankment 292
matted roots, or other yielding material, unsatisfactory for subgrade foundation, shall be removed to the depth specified. Unsuitable materials shall be disposed off the airport. The cost is incidental to this item.

This excavated material shall be paid for at the contract unit price per cubic yard (per cubic meter) for unclassified excavation. The excavated area shall be backfilled with suitable material obtained from the grading operations or borrow areas and compacted to specified densities. The necessary backfill will constitute a part of the embankment. Where rock cuts are made, backfill with select material. Any pockets created in the rock surface shall be drained in accordance with the details shown on the plans.

Undercutting will be paid as unclassified excavation.
c. Over-break. Over-break, including slides, is that portion of any material displaced or loosened beyond the finished work as planned or authorized by the RPR. All over-break shall be graded or removed by the Contractor and disposed of as directed by the RPR. The RPR shall determine if the displacement of such material was unavoidable and their own decision shall be final. Payment will not be made for the removal and disposal of over-break that the RPR determines as avoidable. Unavoidable over-break will be classified as “Unclassified Excavation.” d. Removal of utilities. The removal of existing structures and utilities required to permit the orderly progress of work will be accomplished by the Contractor as indicated on the plans. All existing foundations shall be excavated at least 2 feet (60 cm) below the top of subgrade or as indicated on the plans, and the material disposed of as directed by the RPR. All foundations thus excavated shall be backfilled with suitable material and compacted as specified for embankment or as shown on the plans. 152-2.3 Borrow excavation. Borrow areas within the airport property are indicated on the plans. Borrow excavation shall be made only at these designated locations and within the horizontal and vertical limits as staked or as shown on the plans. All unsuitable material shall be disposed of by the Contractor off airport property at the Contractors responsibility. All borrow pits shall be opened to expose the various strata of acceptable material to allow obtaining a uniform product. Borrow areas shall be drained and left in a neat, presentable condition with all slopes dressed uniformly. Borrow areas shall not create a hazardous wildlife attractant.
152-2.4 Drainage excavation. Drainage excavation shall consist of excavating drainage ditches including intercepting, inlet, or outlet ditches; or other types as shown on the plans. The work shall be performed in sequence with the other construction. Ditches shall be constructed prior to starting adjacent excavation operations. All satisfactory material shall be placed in embankment fills where material is required for embankment; excess and unsuitable material shall be disposed of outside the Airport’s limits at the Contractor’s responsibility. All necessary work shall be performed true to final line, elevation, and cross- section. The Contractor shall maintain ditches constructed on the project to the required cross-section and shall keep them free of debris or obstructions until the project is accepted. 152-2.5 Preparation of cut areas or areas where existing pavement has been removed. In those areas on which a subbase or base course is to be placed, the top 12 inches (300 mm) of subgrade shall be compacted to not less than 100 % of maximum density for non-cohesive soils, and 95% of maximum density for cohesive soils as determined by ASTM D1557. As used in this specification, "non-cohesive" shall mean those soils having a plasticity index (PI) of less than 3 as determined by ASTM D4318. 152-2.6 Preparation of embankment area. All sod and vegetative matter shall be removed from the surface upon which the embankment is to be placed. The cleared surface shall be broken up by plowing or scarifying to a minimum depth of 6 inches (150 mm) and shall then be compacted per paragraph 152-

2.10. Sloped surfaces steeper than one (1) vertical to four (4) horizontal shall be plowed, stepped, benched, or broken up so that the fill material will bond with the existing material. When the subgrade is part fill and part excavation or natural ground, the excavated or natural ground portion shall be scarified to a depth of 12 inches (300 mm) and compacted as specified for the adjacent fill.

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Item P-152 Excavation, Subgrade, and Embankment 293
No direct payment shall be made for the work performed under this section. The necessary clearing and grubbing and the quantity of excavation removed will be paid for under the respective items of work. 152-2.7 Control Strip. The first half-day of construction of subgrade and/or embankment shall be considered as a control strip for the Contractor to demonstrate, in the presence of the RPR, that the materials, equipment, and construction processes meet the requirements of this specification. The sequence and manner of rolling necessary to obtain specified density requirements shall be determined.

The maximum compacted thickness may be increased to a maximum of 12 inches (300 mm) upon the Contractor’s demonstration that approved equipment and operations will uniformly compact the lift to the specified density. The RPR must witness this demonstration and approve the lift thickness prior to full production.

Control strips that do not meet specification requirements shall be reworked, re-compacted, or removed and replaced at the Contractor’s expense. Full operations shall not begin until the control strip has been accepted by the RPR. The Contractor shall use the same equipment, materials, and construction methods for the remainder of construction, unless adjustments made by the Contractor are approved in advance by the RPR.
152-2.8 Formation of embankments. The material shall be constructed in lifts as established in the control strip, but not less than 6 inches (150 mm) nor more than 8inches (200 mm) of compacted thickness.

The lifts shall be placed, to produce a soil structure as shown on the typical cross-section or as directed by the RPR. Materials such as brush, hedge, roots, stumps, grass and other organic matter, shall not be incorporated or buried in the embankment.

Earthwork operations shall be suspended at any time when satisfactory results cannot be obtained due to rain, freezing, or other unsatisfactory weather conditions in the field. Frozen material shall not be placed in the embankment nor shall embankment be placed upon frozen material. Material shall not be placed on surfaces that are muddy, frozen, or contain frost. The Contractor shall drag, blade, or slope the embankment to provide surface drainage at all times.

The material in each lift shall be within ±2% of optimum moisture content before rolling to obtain the prescribed compaction. The material shall be moistened or aerated as necessary to achieve a uniform moisture content throughout the lift. Natural drying may be accelerated by blending in dry material or manipulation alone to increase the rate of evaporation.

The Contractor shall make the necessary corrections and adjustments in methods, materials or moisture content to achieve the specified embankment density.

The RPR will take samples of excavated materials which will be used in embankment for testing and develop a Moisture-Density Relations of Soils Report (Proctor) in accordance with D 1557. A new Proctor shall be developed for each soil type based on visual classification.

Density tests will be taken by the contractor for every 3,000 square yards of compacted embankment for each lift which is required to be compacted, or other appropriate frequencies as determined by the RPR.

If the material has greater than 30% retained on the 3/4-inch (19.0 mm) sieve, follow AASHTO T-180 Annex Correction of maximum dry density and optimum moisture for oversized particles.

Rolling operations shall be continued until the embankment is compacted to not less than 100% of maximum density for non-cohesive soils, and 95% of maximum density for cohesive soils as determined A.10.d
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Item P-152 Excavation, Subgrade, and Embankment 294
by ASTM D1557. Under all areas to be paved and which are not treated, the embankments shall be compacted to a depth of 18 inches and to a density of not less than 95 percent of the maximum density as determined by ASTM D1557. As used in this specification, "non-cohesive" shall mean those soils having a plasticity index (PI) of less than 3 as determined by ASTM D4318.

On all areas outside of the pavement and shoulder areas, no compaction will be required on the top 4 inches (100 mm) which shall be prepared for a seedbed in accordance with Item T-901.

The in-place field density shall be determined in accordance with ASTM D6938 using Procedure A, the direct transmission method, and ASTM D6938 shall be used to determine the moisture content of the material. The machine shall be calibrated in accordance with ASTM D6938. The Contractor’s laboratory shall perform all density tests in the RPR’s presence and provide the test results upon completion to the RPR for acceptance. If the specified density is not attained, the area represented by the test or as designated by the RPR shall be reworked and/or re-compacted and additional random tests made. This procedure shall be followed until the specified density is reached.

Compaction areas shall be kept separate, and no lift shall be covered by another lift until the proper density is obtained.

During construction of the embankment, the Contractor shall route all construction equipment evenly over the entire width of the embankment as each lift is placed. Lift placement shall begin in the deepest portion of the embankment fill. As placement progresses, the lifts shall be constructed approximately parallel to the finished pavement grade line.

When rock, concrete pavement, asphalt pavement, and other embankment material are excavated at approximately the same time as the subgrade, the material shall be disposed of outside the Airport’s limits at the Contractor’s responsibility and select grade subgrade material shall be incorporated under the future paved areas. Stones, fragmentary rock, and recycled pavement larger than 4 inches (100 mm) in their greatest dimensions will not be allowed in the top 12 inches (300 mm) of the subgrade. Rockfill shall be brought up in lifts as specified or as directed by the RPR and the finer material shall be used to fill the voids forming a dense, compact mass. Rock, cement concrete pavement, asphalt pavement, and other embankment material shall not be disposed of except at places and in the manner designated on the plans or by the RPR.

When the excavated material consists predominantly of rock fragments of such size that the material cannot be placed in lifts of the prescribed thickness without crushing, pulverizing or further breaking down the pieces, such material may be placed in the embankment as directed in lifts not exceeding 2 feet (60 cm) in thickness. Each lift shall be leveled and smoothed with suitable equipment by distribution of spalls and finer fragments of rock. The lift shall not be constructed above an elevation 4 feet (1.2 m) below the finished subgrade.

There will be no separate measurement of payment for compacted embankment. All costs incidental to placing in lifts, compacting, discing, watering, mixing, sloping, and other operations necessary for construction of embankments will be included in the contract price for excavation, borrow, or other items. 152-2.9 Proof rolling. The purpose of proof rolling the subgrade is to identify any weak areas in the subgrade and not for compaction of the subgrade. Before start of embankment, and after compaction is completed, the subgrade area shall be proof rolled with a 20 ton (18.1 metric ton) Tandem axle Dual Wheel Dump Truck loaded to the legal limit with tires inflated to [ 80/100/150 psi (0.551 MPa/0.689 MPa/1.034 MPa) in the presence of the RPR. Apply a minimum of five (5) coverages, or as specified by the RPR, under pavement areas. A coverage is defined as the application of one tire print over the designated area. Soft areas of subgrade that deflect more than 1 inch (25 mm) or show permanent deformation greater than 1 inch (25 mm) shall be removed and replaced with suitable material or reworked to conform to the moisture content and compaction requirements in accordance with these specifications. Removal and replacement of soft areas is incidental to this item.

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Item P-152 Excavation, Subgrade, and Embankment 295
152-2.10 Compaction requirements. For the untreated subgrade areas only, the subgrade under areas to be paved shall be compacted to a depth of 12 inches (300 mm) and to a density of not less than 100 percent of the maximum dry density as determined by ASTM D1557. The subgrade in areas outside the limits of the pavement areas shall be compacted to a depth of 12 inches (300 mm) and to a density of not less than 95 percent of the maximum density as determined by ASTM D698.

The material to be compacted shall be within ±2% of optimum moisture content before being rolled to obtain the prescribed compaction (except for expansive soils). When the material has greater than 30 percent retained on the ¾ inch (19.0 mm) sieve, follow the procedures in AASHTO T180 Annex for correction of maximum dry density and optimum moisture for oversized particles. Tests for moisture content and compaction will be taken at a minimum of 500 S.Y. of subgrade. All quality assurance testing shall be done by the Contractor’s laboratory in the presence of the RPR, and density test results shall be furnished upon completion to the RPR for acceptance determination.

Quality Assurance density tests will be taken by the RPR for every 1,000 square yards (meters) of completed subgrade. If a nuclear gage is used for density determination, two random readings shall be made for each 1,000 square yards (meters).

Maximum density refers to maximum dry density at optimum moisture content unless otherwise specified.

If the specified density is not attained, the entire lot shall be reworked and/or re-compacted and additional random tests made. This procedure shall be followed until the specified density is reached.

All cut-and-fill slopes shall be uniformly dressed to the slope, cross-section, and alignment shown on the plans or as directed by the RPR and the finished subgrade shall be maintained. 152-2.11 Finishing and protection of subgrade. Finishing and protection of the subgrade is incidental to this item. Grading and compacting of the subgrade shall be performed so that it will drain readily. All low areas, holes or depressions in the subgrade shall be brought to grade. 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. All ruts or rough places that develop in the completed subgrade shall be graded, re- compacted, and retested. The Contractor shall protect the subgrade from damage and limit hauling over the finished subgrade to only traffic essential for construction purposes.

The Contractor shall maintain the completed course in satisfactory condition throughout placement of subsequent layers. No subbase, base, or surface course shall be placed on the subgrade until the subgrade has been accepted by the RPR.
152-2.12 Haul. All hauling will be considered a necessary and incidental part of the work. The Contractor shall include the cost in the contract unit price for the pay of items of work involved. No payment will be made separately or directly for hauling on any part of the work.

The Contractor's equipment shall not cause damage to any excavated surface, compacted lift or to the subgrade as a result of hauling operations. Any damage caused as a result of the Contractor's hauling operations shall be repaired at the Contractor's expense.

The Contractor shall be responsible for providing, maintaining and removing any haul roads or routes within or outside of the work area, and shall return the affected areas to their former condition, unless otherwise authorized in writing by the Owner. No separate payment will be made for any work or materials associated with providing, maintaining and removing haul roads or routes.

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Item P-152 Excavation, Subgrade, and Embankment 296
152-2.13 Surface Tolerances. In those areas on which a subbase or base course is to be placed, the surface shall be tested for smoothness and accuracy of grade and crown. Any portion lacking the required smoothness or failing in accuracy of grade or crown shall be scarified to a depth of at least 3 inches (75 mm), reshaped and re-compacted to grade until the required smoothness and accuracy are obtained and approved by the RPR. The Contractor shall perform all final smoothness and grade checks in the presence of the RPR. Any deviation in surface tolerances shall be corrected by the Contractor at the Contractor’s expense.
a. Smoothness. The finished surface shall not vary more than +/- ½ inch (12 mm) when tested with a 12-foot (3.7-m) straightedge applied parallel with and at right angles to the centerline. The straightedge shall be moved continuously forward at half the length of the 12-foot (3.7-m) straightedge for the full length of each line on a 50-foot (15-m) grid. b. Grade. The grade and crown shall be measured on a 50-foot (15-m) grid and shall be within +/-

0.05 feet (15 mm) of the specified grade.

On safety areas, turfed areas and other designated areas within the grading limits where no subbase or base is to placed, grade shall not vary more than 0.10 feet (30 mm) from specified grade. Any deviation in excess of this amount shall be corrected by loosening, adding or removing materials, and reshaping. 152-2.14 Topsoil. When topsoil is specified or required as shown on the plans or under Item T-905, it shall be salvaged from stripping or other grading operations. The topsoil shall meet the requirements of Item T-905. If, at the time of excavation or stripping, the topsoil cannot be placed in its final section of finished construction, the material shall be stockpiled at approved locations. Stockpiles shall be located as shown on the plans and the approved CSPP, and shall not be placed on areas that subsequently will require any excavation or embankment fill. If, in the judgment of the RPR, it is practical to place the salvaged topsoil at the time of excavation or stripping, the material shall be placed in its final position without stockpiling or further re-handling.

Upon completion of grading operations, stockpiled topsoil shall be handled and placed as shown on the plans and as required in Item T-905. Topsoil shall be paid for as provided in Item T-905. No direct payment will be made for topsoil under Item P-152.

METHOD OF MEASUREMENT
152-3.1 Measurement for payment specified by the cubic yard (cubic meter) shall be computed by the comparison of digital terrain model (DTM) surfaces for computation of neat line design quantities. The end area is that bound by the original ground line established by field cross-sections and the final theoretical pay line established by cross-sections shown on the plans, subject to verification by the RPR.

152-3.1 The quantity of unclassified excavation to be paid for shall be the number of cubic yards (cubic meters) measured in its original position. Measurement shall not include the quantity of materials excavated without authorization beyond normal slope lines, or the quantity of material used for purposes other than those directed.
152-3.2 The quantity of embankment in place shall be the number of cubic yards (cubic meters) measured in its final position.

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Item P-152 Excavation, Subgrade, and Embankment 297

BASIS OF PAYMENT
152-4.1 Unclassified excavation payment shall be made at the contract unit price per cubic yard (cubic meter). This price shall be full compensation for furnishing all materials, labor, equipment, tools, and incidentals necessary to complete the item.
152-4.2 For embankment in place, payment shall be incidental to other work items. This price shall be full compensation for furnishing all materials, labor, equipment, tools, and incidentals necessary to complete the item.

Payment will be made under:

Item P-152-4.1 Unclassified Excavation - per cubic yard (cubic meter) Item P-152-4.2 Unsuitable Excavation - per cubic yard (cubic meter)

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

American Association of State Highway and Transportation Officials (AASHTO) AASHTO T-180 Standard Method of Test for Moisture-Density Relations of Soils Using a

4.54-kg (10-lb) Rammer and a 457-mm (18-in.) Drop
ASTM International (ASTM)
ASTM D698 Standard Test Methods for Laboratory Compaction Characteristics of Soil Using Standard Effort (12,400 ft-lbf/ft3 (600 kN-m/m3)) ASTM D1556 Standard Test Method for Density and Unit Weight of Soil in Place by the Sand-Cone Method
ASTM D1557 Standard Test Methods for Laboratory Compaction Characteristics of Soil Using Modified Effort (56,000 ft-lbf/ft3 (2700 kN-m/m3)) ASTM D6938 Standard Test Methods for In-Place Density and Water Content of Soil and Soil-Aggregate by Nuclear Methods (Shallow Depth)
Advisory Circulars (AC)
AC 150/5370-2 Operational Safety on Airports During Construction Software Software
FAARFIELD – FAA Rigid and Flexible Iterative Elastic Layered Design U.S. Department of Transportation
FAA RD-76-66 Design and Construction of Airport Pavements on Expansive Soils END OF ITEM P-152

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Item P-153 Controlled Low-Strength Material (CLSM) 298
Item P-153 Controlled Low-Strength Material (CLSM)

DESCRIPTION
153-1.1 This item shall consist of furnishing, transporting, and placing a controlled low-strength material (CLSM) as flowable backfill in trenches or at other locations shown on the plans or as directed by the Resident Project Representative (RPR).

MATERIALS
153-2.1 Materials.
a. Cement. Cement shall conform to the requirements of ASTM C150 Type II. b. Fly ash. Fly ash shall conform to ASTM C618, Class C or F. c. Fine aggregate (sand). Fine aggregate shall conform to the requirements of ASTM C33 except for aggregate gradation. Any aggregate gradation which produces the specified performance characteristics of the CLSM and meets the following requirements, will be accepted.

Sieve Size Percent Passing by weight
3/4 inch (19.0 mm) 100
No. 200 (75 µm) 0 - 12
d. Water. Water used in mixing or curing shall be from potable water sources. Other sources shall be tested in accordance with ASTM C1602 prior to use.

MIX DESIGN
153-3.1 Proportions. The Contractor shall submit, to the RPR, a mix design including the proportions and source of aggregate, fly ash, cement, water, and approved admixtures. No CLSM mixture shall be produced for payment until the RPR has given written approval of the proportions. The proportions shall be prepared by a laboratory and shall remain in effect for the duration of the project. The proportions shall establish a single percentage or weight for aggregate, fly ash, cement, water, and any admixtures proposed. Laboratory costs are incidental to this item. a. Compressive strength. CLSM shall be designed to achieve a 28-day compressive strength of 100 to 200 psi (690 to 1379 kPa) when tested in accordance with ASTM D4832, with no significant strength gain after 28 days.
b. Consistency. Design CLSM to achieve a consistency that will produce an approximate 8-inch (200 mm) diameter circular-type spread without segregation. CLSM consistency shall be determined per ASTM D6103.

CONSTRUCTION METHODS
153-4.1 Placement.

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Item P-153 Controlled Low-Strength Material (CLSM) 299
a. Placement. CLSM may be placed by any reasonable means from the mixing unit into the space to be filled. Agitation is required during transportation and waiting time. Placement shall be performed so structures or pipes are not displaced from their final position and intrusion of CLSM into unwanted areas is avoided. The material shall be brought up uniformly to the fill line shown on the plans or as directed by the RPR. Each placement of CLSM shall be as continuous an operation as possible. If CLSM is placed in more than one lift, the base lift shall be free of surface water and loose foreign material prior to placement of the next lift.
b. Contractor Quality Control. The Contractor shall collect all batch tickets to verify the CLSM delivered to the project conforms to the mix design. The Contractor shall verify daily that the CLSM is consistent with 153-3.1a and 153-3.1b. Adjustments shall be made as necessary to the proportions and materials as needed. The Contractor shall provide all batch tickets to the RPR. c. Limitations of placement. CLSM shall not be placed on frozen ground. Mixing and placing may begin when the air or ground temperature is at least 35°F (2°C) and rising. Mixing and placement shall stop when the air temperature is 40°F (4°C) and falling or when the anticipated air or ground temperature will be 35°F (2°C) or less in the 24-hour period following proposed placement. At the time of placement, CLSM shall have a temperature of at least 40°F (4°C).
153-4.2 Curing and protection
a. Curing. The air in contact with the CLSM shall be maintained at temperatures above freezing for a minimum of 72 hours. If the CLSM is subjected to temperatures below 32°F (0°C), the material may be rejected by the RPR if damage to the material is observed. b. Protection. The CLSM shall not be subject to loads and shall remain undisturbed by construction activities for a period of 48 hours or until a compressive strength of 15 psi (105 kPa) is obtained. The Contractor shall be responsible for providing evidence to the RPR that the material has reached the desired strength. Acceptable evidence shall be based upon compressive tests made in accordance with paragraph 153-3.1a.
153-4.3 Quality Assurance (QA) Acceptance. CLSM QA acceptance shall be based upon batch tickets provided by the Contractor to the RPR to confirm that the delivered material conforms to the mix design.

METHOD OF MEASUREMENT
153-5.1 Measurement.

No separate measurement for payment shall be made for controlled low strength material (CLSM). CLSM shall be considered necessary and incidental to the work of this Contract.

BASIS OF PAYMENT
153-6.1 Payment.

No payment will be made separately or directly for controlled low strength material (CLSM). CLSM shall be considered necessary and incidental to the work of this Contract.

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

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Item P-153 Controlled Low-Strength Material (CLSM) 300
ASTM International (ASTM)
ASTM C33 Standard Specification for Concrete Aggregates ASTM C150 Standard Specification for Portland Cement
ASTM C618 Standard Specification for Coal Fly Ash and Raw or Calcined Natural Pozzolan for Use in Concrete
ASTM C595 Standard Specification for Blended Hydraulic Cements ASTM C1602 Standard Specification for Mixing Water Used in the Production of Hydraulic Cement Concrete
ASTM D4832 Standard Test Method for Preparation and Testing of Controlled Low- Strength Material (CLSM) Test Cylinders
ASTM D6103 Flow Consistency of Controlled Low Strength Material (CLSM)

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Item P-154 Subbase Course 301
Item P-154 Subbase Course

DESCRIPTION
154-1.1 This item shall consist of a subbase course composed of granular materials constructed on a prepared subgrade or underlying course in accordance with these specifications, and in conformity with the dimensions and typical cross-section shown on the plans.

MATERIALS
154-2.1 Materials. The subbase material shall consist of hard durable particles or fragments of granular aggregates , recycled asphalt pavement millings (RAP). The material may be obtained from the stockpiles at the Airport. The materials from this source shall be processed to meet the requirements for gradation, quality, and consistency. The material shall be free from vegetative matter, excessive amounts of clay, and other objectionable substances; uniformly blended; and be capable of being compacted into a dense, stable subbase.

The subbase material shall exhibit a California Bearing Ratio (CBR) value of at least 15 when tested in accordance with ASTM D1883. The subbase material shall meet the gradation specified in the table below.

Subbase Gradation Requirements
Sieve
designation
Percentage by weight passing
sieves
Contractor’s
Final
Gradation
Job Control
Grading Band
Tolerances1
(Percent)
Subbase
Aggregate
Recycled
pavement
(RAP or RCO)
3 inch
(75 mm)
100 0
1 1/2 inch
(37.5 mm)
100 0
3/4 inch
(19.0 mm)
70-100 70-100 ±10
No. 10
(2.00 mm)
20-100 20-100 ±10
No. 40
(425 µm)
5-60 5-60 ±5
No. 200
(75 µm)
0-15 0-15 ±5
1The “Job Control Grading Band Tolerances” shall be applied to “Contractor’s Final Gradation” to establish the job control grading band.

The portion of the material passing the No. 40 (425 µm) sieve shall have a liquid limit of not more than 25 and a plasticity index of not more than six (6) when tested in accordance with ASTM D4318.

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Item P-154 Subbase Course 302
154-2.2 Sampling and testing.
a. Aggregate base materials. Samples shall be taken by the Contractor per ASTM D75 for initial aggregate subbase requirements and gradation. Material shall meet the requirements in paragraphs 154-

2.1. The Contractor shall submit to the Resident Project Representative (RPR) certified test results showing that the aggregate meets the Material requirements of this section. Tests shall be representative of the material to be used for the project.
b. Gradation requirements. The Contractor shall take at least one aggregate subbase sample per day in the presence of the RPR to check the final gradation. Samples shall be taken from the in-place, un- compacted material at sampling locations determined by the RPR on a random basis per ASTM D3665.

Sampling shall be per ASTM D75 and tested per ASTM C136 and ASTM C117. Results shall be furnished to the RPR by the Contractor each day during construction. Material shall meet the requirements in paragraph 154-2.1.
154-2.3 Separation Geotextile. Separation geotextile shall be Class 2; 0.02 sec-1 permittivity per ASTM D4491; Apparent opening size per ASTM D4751 with 0.60 mm maximum average roll value. 154-2.4 Geogrid. Not used.

CONSTRUCTION METHODS
154-3.1 General. The subbase course shall be placed where designated on the plans or as directed by the RPR. The material shall be shaped and thoroughly compacted within the tolerances specified.

Granular subbases which, due to grain sizes or shapes, are not sufficiently stable to support the construction equipment without movement, shall be mechanically modified to the depth necessary to provide stability as directed by the RPR. The mechanical modification shall include the addition of a fine- grained medium to bind the particles of the subbase material sufficiently to furnish a bearing strength, so the course will not deform under construction equipment traffic. 154-3.2 Preparing underlying course. Prior to constructing the subbase course, clean the underlying course or subgrade of all foreign substances. The surface of the underlying course or subgrade shall meet specified compaction and surface tolerances in accordance with Item P-152. Correct ruts, soft yielding spots in the underlying courses, and subgrade areas having inadequate compaction and/or deviations of the surface from the specified requirements, by loosening and removing soft or unsatisfactory material, adding approved material, reshaping to line and grade, and recompacting to specified density requirements. For cohesionless underlying courses or subgrades containing sands or gravels, as defined in ASTM D2487, the surface shall be stabilized prior to placement of the overlying course by mixing the overlying course material into the underlying course, and compacting by approved methods. The stabilized material shall be considered as part of the underlying course and shall meet all requirements for the underlying course. The finished underlying course shall not be disturbed by traffic or other operations and shall be maintained in a satisfactory condition until the overlying course is placed. The underlying course shall be checked and accepted by the RPR before placing and spreading operations are started.

To protect the subgrade and to ensure proper drainage, spreading of the subbase shall begin along the centerline of the pavement on a crowned section or on the high side of pavements with a one-way slope. 154-3.3 Control Strip. The first half-day of subbase construction shall be considered as a control strip for the Contractor to demonstrate, in the presence of the RPR, that the materials, equipment, and construction processes meet the requirements of this specification. The sequence and manner of rolling necessary to obtain specified density requirements shall be determined. The maximum compacted thickness may be increased to a maximum of 12 inches (300 mm) upon the Contractor’s demonstration A.10.d
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Item P-154 Subbase Course 303
that approved equipment and operations will uniformly compact the lift to the specified density. The RPR must witness this demonstration and approve the lift thickness prior to full production.

Control strips that do not meet specification requirements shall be reworked, re-compacted, or removed and replaced at the Contractor’s expense. Full operations shall not begin until the control strip has been accepted by the RPR. The Contractor shall use the same equipment, materials, and construction methods for the remainder of construction, unless adjustments made by the Contractor are approved in advance by the RPR.
154-3.4 Placement. The material shall be placed and spread on the prepared underlying layer by spreader boxes or other devices as approved by the RPR, to a uniform thickness and width. The equipment shall have positive thickness controls to minimize the need for additional manipulation of the material.

Dumping from vehicles that require re-handling shall not be permitted. Hauling over the uncompacted base course shall not be permitted. The material shall not be placed when the underlying course is soft or yielding.

The material shall meet gradation and moisture requirements prior to compaction. Material may be free- draining and the minimum moisture content shall be established for placement and compaction of the material.

The material shall be constructed in lifts as established in the control strip, but not less than 4 inches (100 mm) nor more than 12 inches (300 mm) of compacted thickness.

When more than one lift is required to establish the layer thickness shown on the plans, the construction procedure described here shall apply to each lift. No lift shall be covered by subsequent lifts until tests verify that compaction requirements have been met. The Contractor shall rework, re-compact and retest any material placed which does not meet the specifications. 154-3.5 Compaction. The subbase material shall be compacted, adjusting moisture as necessary, to be within ±2% of optimum moisture. The field density of the compacted material shall be at least 95% of the maximum density as specified in paragraph 154-3.9a. If the specified density is not attained, the area of the lift represented by the test shall be reworked and/or re-compacted and additional random tests made.

This procedure shall be followed until the specified density is reached. Maximum density refers to maximum dry density at optimum moisture content unless otherwise specified. 154-3.6 Weather limitation. Material shall not be placed unless the ambient air temperature is at least 40°F (4°C) and rising. Work on subbase course shall not be conducted when the subgrade is wet or frozen or the subbase material contains frozen material.
154-3.7 Maintenance. No base or surface course shall be placed on the subbase until the subbase has been accepted by the RPR. The Contractor shall maintain the completed course in satisfactory condition throughout placement of subsequent layers. When material has been exposed to excessive rain, snow, or freeze-thaw conditions, the Contractor shall verify that materials still meet all specification requirements before placement of additional material. Equipment may be routed over completed sections of subbase course, provided the equipment does not damage the subbase course and the equipment is routed over the full width of the completed subbase course. Any damage to the subbase course from routing equipment over the subbase course shall be repaired by the Contractor at their expense. 154-3.8 Surface tolerance. In those areas on which a subbase or base course is to be placed, the surface shall be tested for smoothness and accuracy of grade and crown. Any portion lacking the required smoothness or failing in accuracy of grade or crown shall be scarified to a depth of at least 3 inches (75 mm), reshaped and re-compacted to grade until the required smoothness and accuracy are obtained and approved by the RPR. The Contractor shall perform all final smoothness and grade checks in the presence of the RPR. Any deviation in surface tolerances shall be corrected by the Contractor at the Contractor’s expense.

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Item P-154 Subbase Course 304
a. Smoothness. The finished surface shall not vary more than +/- ½ inch (12 mm) when tested with a 12-foot (3.7-m) straightedge applied parallel with and at right angles to the centerline. The straightedge shall be moved continuously forward at half the length of the 12-foot (3.7-m) straightedge for the full length of each line on a 50-foot (15-m) grid.
b. Grade. The grade and crown shall be measured on a 50-foot (15-m) grid and shall be within +/-

0.05 feet (15 mm) of the specified grade.
154-3.9 Acceptance sampling and testing. The aggregate base course shall be accepted for density and thickness on an area basis. Two test shall be made for density and thickness for each 1200 square yards (1000 square meters). Sampling locations will be determined on a random basis per ASTM D3665.
a. Density. The Contractor’s laboratory shall perform all density tests in the RPR’s presence and provide the test results upon completion to the RPR for acceptance.

When the material has greater than 30 percent retained on the ¾ inch (19.0 mm) sieve, use methods in ASTM D1557 and the procedures in AASHTO T180 Annex for correction of maximum dry density and optimum moisture for oversized particles.
b. Thickness. The thickness of the base course shall be within +0 and -1/2 inch (12 mm) of the specified thickness as determined by depth tests taken by the Contractor in the presence of the RPR for each area.

Where the thickness is deficient by more than 1/2-inch (12 mm), the Contractor shall correct such areas at no additional cost by scarifying to a depth of at least 3 inches (75 mm), adding new material of proper gradation, and the material shall be blended and recompacted to grade. The Contractor shall replace, at his expense, base material where depth tests have been taken.

METHOD OF MEASUREMENT
154-4.1 Subbase course shall be measured by the number of square yards (square meters) of subbase course material placed and compacted to specified density and plan thickness requirements in the completed course.
154-4.2 Geogrid shall be measured by the number of square yardsof materials placed and accepted by the RPR as complying with the plans and specifications excluding seam overlaps and edge anchoring.

BASIS OF PAYMENT
154-5.1 Payment shall be made at the contract unit price per square yard for subbase course. This price shall be full compensation for furnishing all materials; for all preparation, hauling, and placing of these materials; and for all labor, equipment, tools, and incidentals necessary to complete the item.

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Item P-154 Subbase Course 305
Payment will be made under:

Item P-154-5.1 Subbase Course - per square yard (square meter) Item P-154-5.2 Separation Geotextile per square yard (square meter)

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

ASTM International (ASTM)
ASTM C117 Standard Test Method for Materials Finer than 75-μm (No. 200) Sieve in Mineral Aggregates by Washing
ASTM C136 Standard Test Method for Sieve Analysis of Fine and Coarse Aggregates ASTM D75 Standard Practice for Sampling Aggregates
ASTM D698 Standard Test Methods for Laboratory Compaction Characteristics of Soil Using Standard Effort (12,400 ft-lbf/ft3 (600 kN-m/m3)) ASTM D1556 Standard Test Method for Density and Unit Weight of Soil in Place by the Sand-Cone Method
ASTM D1557 Standard Test Methods for Laboratory Compaction Characteristics of Soil Using Modified Effort (56,000 ft-lbf/ft3 (2,700 kN-m/m3)) ASTM D2487 Standard Practice for Classification of Soils for Engineering Purposes (Unified Soil Classification System)
ASTM D4253 Standard Test Methods for Maximum Index Density and Unit Weight of Soils Using a Vibratory Table
ASTM D4759 Practice for Determining the Specification Conformance of Geosynthetics
ASTM D4318 Standard Test Methods for Liquid Limit, Plastic Limit, and Plasticity Index of Soils
ASTM D6938 Standard Test Method for In-Place Density and Water Content of Soil and Soil-Aggregate by Nuclear Methods (Shallow Depth)
American Association of State Highway and Transportation Officials (AASHTO) M 288 Geotextile Specification for Highway Applications END OF ITEM P-154
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Item P-154 Subbase Course 306
Page Intentionally Blank

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Item P-155 Lime-Treated Subgrade 307
Item P-155 Lime-Treated Subgrade

DESCRIPTION
155-1.1 This item shall be used for soil modification that require strength gain to a specific level. This item shall consist of constructing one or more courses of a mixture of soil, lime, and water in accordance with this specification, and in conformity with the lines, grades, thicknesses, and typical cross-sections shown on the plans.

MATERIALS
155-2.1 Lime. Quicklime, hydrated lime, and either high-calcium dolomitic, or magnesium lime, as defined by ASTM C51, shall conform to the requirements of ASTM C977. Lime not produced from calcining limestone is not permitted.
155-2.2 Commercial lime slurry. Commercial lime slurry shall be a pumpable suspension of solids in water. The water or liquid portion of the slurry shall not contain dissolved material injurious or objectionable for the intended purpose. The solids portion of the mixture, when considered on the basis of “solids content,” shall consist principally of hydrated lime of a quality and fineness sufficient to meet the following chemical composition and residue requirements. a. Chemical composition. The “solids content” of the lime slurry shall consist of a minimum of 70%, by weight, of calcium and magnesium oxides.
b. Residue. The percent by weight of residue retained in the “solids content” of lime slurry shall conform to the following requirements:
· Residue retained on a No. 6 (3.35 µm) sieve = maximum 0.0% · Residue retained on a No. 10 (2.00 µm) sieve = maximum 1.0% · Residue retained on a No. 30 (600 µm) sieve = maximum 2.5% c. Grade. Commercial lime slurry shall conform to one of the following two grades:
· Grade 1. The “dry solids content” shall be at least 31% by weight, of the slurry. · Grade 2. The “dry solids content” shall be at least 35%, by weight, of the slurry. 155-2.3 Water. Water used in mixing or curing shall be from potable water sources. Other sources shall be tested in accordance with ASTM C1602 prior to use.
155-2.4 Soil. The soil for this work shall consist of on-site materials free of roots, sod, weeds, and stones larger than 2-1/2 inches (60 mm) and have a sulfate content of less than 0.3%.

COMPOSITION
155-3.1 Soil-lime mixture. Lime shall be applied at the minimum % dry unit weight of soil as shown in Table 1 below and for the depth of subgrade treatment as shown on the plans. The values in Table 1 below shall be used as the minimum lime application rates for the depth of the subgrade treatment shown on the plans:

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Table 1
Material Application Rate1
Dolemetic Quicklime 8% by dry weight
High Calcium Quicklime 7% by dry weight
1 For the purposes of evaluating the weight of the lime to be employed, a soil dry unit weight of 110 pounds per cubic foot shall be used.

It shall be the Contractor’s responsibility to complete mix design verification testing on the existing subgrade soils for submittal to the RPR for review. The verification testing shall include; moisture contents in accordance with ASTM D2216; plasticity index in accordance with ASTM D4318; lime stability in accordance with ASTM D6276; modify proctor compaction in accordance with ASTM D1557; and California Bearing Ratio (CBR) in accordance with ASTM D1883 performed on each point of the compaction test performed in accordance with Method C of ASTM D1557. The Contractor shall obtain samples for verification testing from material which will represent the final placement of material to be lime-treated.
155-3.2 Tolerances. At final compaction, the lime and water content for each course of subgrade treatment shall conform to the following tolerances:

Tolerances
Material Tolerance
Lime + 0.5%
Water + 2%, -0%

WEATHER LIMITATIONS
155-4.1 Weather limitation. Subgrade shall not be constructed when weather conditions detrimentally affect the quality of the materials. Lime shall not be applied unless the air temperature is at least 40°F (4°C) and rising. Lime shall not be applied to soils that are frozen or contain frost. Protect completed lime-treated areas by approved methods against the detrimental effects of freezing if the air temperature falls below 35°F (2°C). Remove and replace any damaged portion of the completed soil-lime treated area with new soil-lime material in accordance with this specification.

EQUIPMENT
155-5.1 Equipment. All equipment necessary to grade, scarify, spread, mix and compact the material shall be provided. The Resident Project Representative (RPR) must approve the Contractor’s proposed equipment prior to the start of the treatment.

CONSTRUCTION METHODS
155-6.1 General. This specification is to construct a subgrade consisting of a uniform lime mixture which shall be free from loose or segregated areas. The subgrade shall be of uniform density and moisture A.10.d
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content, well mixed for its full depth, and have a smooth surface suitable for placing subsequent lifts. The Contractor shall be responsible to meet the above requirements.

Prior to any treatment, the subgrade shall be constructed as specified in Item P-152, Excavation, Subgrade and Embankment, and shaped to conform to the typical sections, lines, and grades as shown on the plans.

The mixing equipment must give visible indication at all times that it is cutting, pulverizing and mixing the material uniformly to the proper depth over the full width of the cut. 155-6.2 Application. Lime shall be uniformly spread only over an area where the initial mixing operations can be completed during the same work day. Lime shall not be applied when wind conditions are detrimental to proper application. A motor grader shall not be used to spread the lime. Adequate moisture shall be added to the cement/soil mixture to maintain the proper moisture content. Materials shall be handled, stored, and applied in accordance with all federal, state, and local requirements. 155-6.3 Mixing. The mixing procedure shall be as described below:
a. Preliminary mixing. The full depth of the treated subgrade shall be mixed with an approved mixing machine. Lime shall not be left exposed for more than six (6) hours. The mixing machine shall make two coverages. Water shall be added to the subgrade during mixing to provide a moisture content approximately 3% to 5% above the optimum moisture of the material and to ensure chemical reaction of the lime and subgrade. After mixing, the subgrade shall be lightly rolled to seal the surface and help prevent evaporation of moisture. The water content of the subgrade mixture shall be maintained at a moisture content above the optimum moisture content for a minimum of 4 to 24 hours or until the material becomes friable. During the mellowing period, the material shall be sprinkled as directed by the RPR.
b. Final mixing. After the required mellowing time, the material shall be uniformly mixed by approved methods. Any clods shall be reduced in size by blading, discing, harrowing, scarifying, or by the use of other approved pulverization methods. After curing, pulverize lime treated material until 100% of soil particles pass a one-inch (25.0 mm) sieve and 60% pass the No. 4 (4.75 mm) sieve when tested dry by laboratory sieves. If resultant mixture contains clods, reduce their size by scarifying, remixing, or pulverization to meet specified gradation.
155-6.4 Control Strip. The first half-day of construction shall be considered the control strip. The Contractor shall demonstrate, in the presence of the RPR, that the materials, equipment, and construction processes meet the requirements of the specification. The sequence and manner of rolling necessary to obtain specified density requirements shall be determined. Control strips that do not meet specification requirements shall be reworked, re-compacted, or removed and replaced at the Contractor’s expense. Full operations shall not continue until the control strip has been accepted by the RPR. Upon acceptance of the control strip by the RPR, the Contractor shall use the same equipment, materials, and construction methods for the remainder of construction, unless adjustments made by the Contractor are approved in advance by the RPR.
155-6.5 Treatment Application and Depth Checks. The depth and amount of stabilization shall be measured by the Contractor with no less than 2 tests per day of material placed; test shall be witnessed by the RPR. Measurements shall be made in test holes excavated to show the full depth of mixing and the pH checked by spraying the side of the test hole with a pH indicator such as phenolphthalein.

Phenolphthalein changes from clear to red between pH 8.3 and 10. The color change indicates the location of the bottom of the mixing zone. pH indicators other than phenolphthalein can be used to measure pH levels. If the pH is not at least 8.3 and/or if the depth of the treated subgrade is more than 1/2 inch (12 mm) deficient, additional lime treatment shall be added and the material remixed. The Contractor shall correct all such areas in a manner satisfactory to the RPR.

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155-6.6 Compaction. Compaction of the mixture shall immediately follow the final mixing operation with the mixture compacted within 1 to 4 hours after final mixing. The material shall be at the moisture content specified in paragraph 155-3.2 during compaction. The field density of the compacted mixture shall be at least 95% of the maximum density as specified in paragraph 155-6.10. Perform in-place density test to determine degree of compaction between 24 and 72 hours after final compaction and the 24-hour moist cure period. If the material fails to meet the density requirements, it shall be reworked to meet the density requirements. Maximum density refers to maximum dry density at optimum moisture content unless otherwise specified.
155-6.7 Finishing and curing. After the final lift or course of lime-treated subgrade has been compacted, it shall be brought to the required lines and grades in accordance with the typical sections. The completed section shall then be finished by rolling, as directed by the RPR, with a pneumatic or other suitable roller sufficiently light to prevent hairline cracking. The finished surface shall not vary more than 1/2-inch (12 mm) when tested with a 12-foot (3.7 m) straightedge applied parallel with and at right angles to the pavement centerline. Any variations in excess of this tolerance shall be corrected by the Contractor at the Contractor’s expense in a manner satisfactory to the RPR.

The completed section shall be moist-cured for a minimum of seven (7) days before further courses are added or any traffic is permitted, unless otherwise directed by the RPR. The Contractor shall not permit any construction equipment or traffic to travel on the lime-treated subgrade until the seven (7) day cure period has elapsed. The final lift should not be exposed for more than 14 days without protection or the placement of a base course material.
155-6.8 Maintenance. The Contractor shall protect and maintain the lime-treated subgrade from yielding until the lime-treated subgrade is covered by placement of the next lift. When material has been exposed to excessive rain, snow, or freeze-thaw conditions, prior to placement of additional material, the Contractor shall verify that materials still meets all specification requirements. The maintenance cost shall be incidental to this item.
155-6.9 Surface tolerance. In those areas on which a subbase or base course is to be placed, the surface shall be tested for smoothness and accuracy of grade and crown. Any portion lacking the required smoothness or failing in accuracy of grade or crown shall be scarified to a depth of at least 3 inches (75 mm), reshaped and re-compacted to grade until the required smoothness and accuracy are obtained and approved by the RPR. The Contractor shall perform all final smoothness and grade checks in the presence of the RPR. Any deviation in surface tolerances shall be corrected by the Contractor at the Contractor’s expense.
a. Smoothness. The finished surface shall not vary more than +/- ½ inch (12 mm) when tested with a 12-foot (3.7-m) straightedge applied parallel with and at right angles to the centerline. The straightedge shall be moved continuously forward at half the length of the 12-foot (3.7-m) straightedge for the full length of each line on a 50-foot (15-m) grid.
b. Grade. The grade and crown shall be measured on a 25-foot (7.5-m) grid and shall be within +/-

0.05 feet (15 mm) of the specified grade.
155-6.10 Acceptance sampling and testing. The lime treated subgrade shall be accepted for density and thickness on an area basis. Testing frequency shall be a minimum of one compaction and thickness test per 1000 square yards (840 square meters) of lime treated subgrade, but not less than four (4) tests per day of production. Sampling locations will be determined on a random basis per ASTM D3665. a. Density. All testing shall be done by the Contractor’s laboratory in the presence of the RPR and density test results shall be furnished upon completion to the RPR for acceptance determination.

The field density of the compacted mixture shall be at least 95% of the maximum density of laboratory specimens prepared from samples taken from the material in place. The specimens shall be A.10.d
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compacted and tested in accordance with ASTM D698 to determine maximum density and optimum moisture content. The in-place field density shall be determined in accordance with ASTM D6938, Procedure A, direct transmission method except that every fifth test and at least two per day, shall be performed in accordance with ASTM D1556. If the material fails to meet the density requirements, the area represented by the failed test shall be reworked to meet the density requirements. Maximum density refers to maximum dry density at optimum moisture content unless otherwise specified.

b. Thickness. The thickness of the course shall be within +0 and -1/2 inch (12 mm) of the specified thickness as determined by depth tests taken by the Contractor in the presence of the RPR for each area.

Where the thickness is deficient by more than 1/2-inch (12 mm), the Contractor shall correct such areas at no additional cost The Contractor shall replace, at his expense, material where depth tests have been taken.
155-6.11 Handling and safety. The Contractor shall obtain and enforce the lime supplier’s instructions for proper safety and handling of the lime to prevent physical eye or skin contact with lime during transport or application.

METHOD OF MEASUREMENT
155-7.1 Lime-treated subgrade shall be paid for by the square yard (square meter) in the completed and accepted work.
155-7.2 Lime shall not be measured or paid for separately, it shall be deemed included in the contract price paid for by the lime-treated subgrade.

BASIS OF PAYMENT
155-8.1 Payment shall be made at the contract unit price per square yard (square meter) for the lime- treated subgrade at the thickness specified. The price shall be full compensation for furnishing all material, including the lime, and for all preparation, delivering, placing and mixing these materials, and all labor, equipment, tools and incidentals necessary to complete this item.

Payment will be made under:

Item P-155-8.1 Lime-treated subgrade - per square yard (m2)

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

ASTM International (ASTM)
ASTM C51 Standard Terminology Relating to Lime and Limestone (as used by the Industry)
ASTM C977 Standard Specification for Quicklime and Hydrated Lime for Soil Stabilization
ASTM C1602 Standard Specification for Mixing Water Used in the Production of Hydraulic Cement Concrete
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ASTM D698 Standard Test Methods for Laboratory Compaction Characteristics of Soil Using Standard Effort (12,400 ft-lbf/ft3) (600 kN-m/m3) ASTM D1556 Standard Test Method for Density and Unit Weight of Soil in Place by the Sand-Cone Method
ASTM D2487 Standard Practice for Classification of Soils for Engineering Purposes (Unified Soil Classification System)
ASTM D6938 Standard Test Method for In-Place Density and Water Content of Soil and Soil-Aggregate by Nuclear Methods (Shallow Depth)
Software
FAARFIELD – FAA Rigid and Flexible Iterative Elastic Layered Design END OF ITEM P-155

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Item P-156 Cement Treated Subgrade 313
Item P-156 Cement Treated Subgrade

NOT USED
END OF ITEM P-156

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Item P-157 [ Cement ][ Lime ] Kiln Dust Treated Subgrade 315 Item P-157Kiln Dust Treated Subgrade

NOT USED
END OF ITEM P-157
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Item P-158 Fly Ash Treated Subgrade 317
Item P-158 Fly Ash Treated Subgrade

NOT USED
END OF ITEM P-158
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Item P-207 In-place Full Depth Reclamation (FDR) Recycled Asphalt Aggregate Base Course 319 Part 4 –Base Courses
Item P-207 In-place Full Depth Reclamation (FDR) Recycled Asphalt Aggregate Base Course

NOT USED
END OF ITEM P-207
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Item P-208 Aggregate Base Course 321
Item P-208 Aggregate Base Course

NOT USED
END OF ITEM P-208
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Item P-209 Crushed Aggregate Base Course 323
Item P-209 Crushed Aggregate Base Course

DESCRIPTION
209-1.1 This item consists of a base course composed of crushed aggregate base constructed on a prepared course in accordance with these specifications and in conformity to the dimensions and typical cross-sections shown on the plans.

MATERIALS
209-2.1 Crushed aggregate base. Crushed aggregate shall consist of clean, sound, durable particles of crushed stone or crushed gravel, and shall be free from coatings of clay, silt, organic material, clay lumps or balls or other deleterious materials or coatings. The method used to produce the crushed gravel shall result in the fractured particles in the finished product as consistent and uniform as practicable. Fine aggregate portion, defined as the portion passing the No. 4 (4.75 mm) sieve shall consist of fines from the coarse aggregate crushing operation. The fine aggregate shall be produced by crushing stone, gravel, that meet the coarse aggregate requirements for wear and soundness. Aggregate base material requirements are listed in the following table.

Crushed Aggregate Base Material Requirements
Material Test Requirement Standard
Coarse Aggregate
Resistance to Degradation Loss: 45% maximum ASTM C131 Soundness of Aggregates
by Use of Sodium Sulfate or
Magnesium Sulfate
Loss after 5 cycles:
12% maximum using Sodium sulfate - or -
18% maximum using magnesium sulfate
ASTM C88
Percentage of Fractured
Particles
Minimum 90% by weight of particles with at least
two fractured faces and 98% with at least one
fractured face1
ASTM D5821
Flat Particles, Elongated
Particles, or Flat and
Elongated Particles
10% maximum, by weight, of flat, elongated, or flat
and elongated particles 2
ASTM D4791
Fine Aggregate
Liquid limit Less than or equal to 25 ASTM D4318
Plasticity Index Not more than five (5) ASTM D4318
1 The area of each face shall be equal to at least 75% of the smallest mid-sectional 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.
2 A flat particle is one having a ratio of width to thickness greater than five (5); an elongated particle is one having a ratio of length to width greater than five (5).

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209-2.2 Gradation requirements. The gradation of the aggregate base material shall meet the requirements of the gradation given in the following table when tested per ASTM C117 and ASTM C136.

The gradation shall be well graded from coarse to fine and shall not vary from the lower limit on one sieve to the high limit on an adjacent sieve or vice versa.

Gradation of Aggregate Base
Sieve Size Design Range
Percentage by Weight
passing
Contractor’s Final
Gradation
Job Control Grading Band
Tolerances1
(Percent)
2 inch
(50 mm)
100 0
1-1/2 inch
(37.5 mm)
95-100 ±5
1 inch
(25.0 mm)
70-95 ±8
3/4 inch
(19.0 mm)
55-85 ±8
No. 4
(4.75 mm)
30-60 ±8
No. 402
(425 µm)
10-30 ±5
No. 2002
(75 µm)
0-10 ±3
1 The “Job Control Grading Band Tolerances for Contractor’s Final Gradation” in the table shall be applied to “Contractor’s Final Gradation” to establish a job control grading band. The full tolerance still applies if application of the tolerances results in a job control grading band outside the design range. 2 The fraction of material passing the No 200 (75 µm) sieve shall not exceed two-thirds the fraction passing the No 40 (425 µm) sieve.
209-2.3 Sampling and Testing.
a. Aggregate base materials. The Contractor shall take samples of the aggregate base in accordance with ASTM D75 to verify initial aggregate base requirements and gradation. Material shall meet the requirements in paragraph 209-2.1. This sampling and testing will be the basis for approval of the aggregate base quality requirements.
b. Gradation requirements. The Contractor shall take at least two aggregate base samples per day in the presence of the Resident Project Representative (RPR) to check the final gradation. Sampling shall be per ASTM D75. Material shall meet the requirements in paragraph 209-2.2. The samples shall be taken from the in-place, un-compacted material at sampling points and intervals designated by the RPR. 209-2.4 Separation Geotextile. Not used.

CONSTRUCTION METHODS
209-3.1 Control strip. The first half-day of construction shall be considered the control strip. The Contractor shall demonstrate, in the presence of the RPR, that the materials, equipment, and construction processes meet the requirements of the specification. The sequence and manner of rolling necessary to A.10.d
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obtain specified density requirements shall be determined. The maximum compacted thickness may be increased to a maximum of 12 inches (300 mm) upon the Contractor’s demonstration that approved equipment and operations will uniformly compact the lift to the specified density. The RPR must witness this demonstration and approve the lift thickness prior to full production.

Control strips that do not meet specification requirements shall be reworked, re-compacted or removed and replaced at the Contractor’s expense. Full operations shall not continue until the control strip has been accepted by the RPR. The Contractor shall use the same equipment, materials, and construction methods for the remainder of construction, unless adjustments made by the Contractor are approved by the RPR.
209-3.2 Preparing underlying subgrade and/or subbase. The underlying subgrade and/or subbase shall be checked and accepted by the RPR before base course placing and spreading operations begin. Re- proof rolling of the subgrade or proof rolling of the subbase in accordance with Item P-152, at the Contractor’s expense, may be required by the RPR if the Contractor fails to ensure proper drainage or protect the subgrade and/or subbase. Any ruts or soft, yielding areas due to improper drainage conditions, hauling, or any other cause, shall be corrected before the base course is placed. To ensure proper drainage, the spreading of the base shall begin along the centerline of the pavement on a crowned section or on the high side of the pavement with a one-way slope. 209-3.3 Production. The aggregate shall be uniformly blended and, when at a satisfactory moisture content per paragraph 209-3.5, the approved material may be transported directly to the placement. 209-3.4 Placement. The aggregate shall be placed and spread on the prepared underlying layer by spreader boxes or other devices as approved by the RPR, to a uniform thickness and width. The equipment shall have positive thickness controls to minimize the need for additional manipulation of the material. Dumping from vehicles that require re-handling shall not be permitted. Hauling over the uncompacted base course shall not be permitted.

The aggregate shall meet gradation and moisture requirements prior to compaction. The base course shall be constructed in lifts as established in the control strip, but not less than 4 inches (100 mm) nor more than 12 inches (300 mm) of compacted thickness.

When more than one lift is required to establish the layer thickness shown on the plans, the construction procedure described here shall apply to each lift. No lift shall be covered by subsequent lifts until tests verify that compaction requirements have been met. The Contractor shall rework, re-compact and retest any material placed which does not meet the specifications at the Contractor’s expense. 209-3.5 Compaction. Immediately after completion of the spreading operations, compact each layer of the base course, as specified, with approved compaction equipment. The number, type, and weight of rollers shall be sufficient to compact the material to the required density within the same day that the aggregate is placed on the subgrade.

The field density of each compacted lift of material shall be at least 100% of the maximum density of laboratory specimens prepared from samples of the base material delivered to the jobsite. The laboratory specimens shall be compacted and tested in accordance with ASTM D1557. The moisture content of the material during placing operations shall be within ±2 percentage points of the optimum moisture content as determined by ASTM D698. Maximum density refers to maximum dry density at optimum moisture content unless otherwise specified.
209-3.6 Weather limitations. Material shall not be placed unless the ambient air temperature is at least 40°F (4°C) and rising. Work on base course shall not be conducted when the subgrade or subbase is wet or frozen or the base material contains frozen material. 209-3.7 Maintenance. The base course shall be maintained in a condition that will meet all specification requirements. When material has been exposed to excessive rain, snow, or freeze-thaw conditions, prior A.10.d
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to placement of additional material, the Contractor shall verify that materials still meet all specification requirements. Equipment may be routed over completed sections of base course, provided that no damage results and the equipment is routed over the full width of the completed base course. Any damage resulting to the base course from routing equipment over the base course shall be repaired by the Contractor at the Contractor’s expense.
209-3.8 Surface tolerances. After the course has been compacted, the surface shall be tested for smoothness and accuracy of grade and crown. Any portion lacking the required smoothness or failing in accuracy of grade or crown shall be scarified to a depth of at least 3 inches (75 mm), reshaped and recompacted to grade until the required smoothness and accuracy are obtained and approved by the RPR.

Any deviation in surface tolerances shall be corrected by the Contractor at the Contractor’s expense. The smoothness and accuracy requirements specified here apply only to the top layer when base course is constructed in more than one layer.
a. Smoothness. The finished surface shall not vary more than 3/8-inch (9 mm) when tested with a 12-foot (3.7-m) straightedge applied parallel with and at right angles to the centerline. The straightedge shall be moved continuously forward at half the length of the 12-foot (3.7-m) straightedge for the full length of each line on a 50-foot (15-m) grid.
b. Grade. The grade and crown shall be measured on a 50-foot (15-m) grid and shall be within +0 and -1/2 inch (12 mm) of the specified grade.
209-3.9 Acceptance sampling and testing. Crushed aggregate base course shall be accepted for density and thickness on an area basis. Two tests shall be made for density and thickness for each 1200 square yds (1000 m2). Sampling locations will be determined on a random basis per ASTM D3665 a. Density. The Contractor’s laboratory shall perform all density tests in the RPR’s presence and provide the test results upon completion to the RPR for acceptance.

Each area shall be accepted for density when the field density is at least 100% of the maximum density of laboratory specimens compacted and tested per ASTM D1557. The in-place field density shall be determined per ASTM D6938 using Procedure A, the direct transmission method, and ASTM D6938 shall be used to determine the moisture content of the material. The machine shall be calibrated in accordance with ASTM D6938. If the specified density is not attained, the area represented by the failed test must be reworked and/or recompacted and two additional random tests made. This procedure shall be followed until the specified density is reached. Maximum density refers to maximum dry density at optimum moisture content unless otherwise specified.
b. Thickness. Depth tests shall be made by test holes at least 3 inches (75 mm) in diameter that extend through the base. The thickness of the base course shall be within +0 and -1/2 inch (12 mm) of the specified thickness as determined by depth tests taken by the Contractor in the presence of the RPR for each area. Where the thickness is deficient by more than 1/2-inch (12 mm), the Contractor shall correct such areas at no additional cost by scarifying to a depth of at least 3 inches (75 mm), adding new material of proper gradation, and the material shall be blended and recompacted to grade. The Contractor shall replace, at his expense, base material where depth tests have been taken.

METHOD OF MEASUREMENT
209-4.1 The quantity of crushed aggregate base course will be determined by measurement of the number of cubic yards (cubic meters) of material actually constructed and accepted by the RPR as complying with the plans and specifications. Base materials shall not be included in any other excavation quantities.

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BASIS OF PAYMENT
209-5.1 Payment shall be made at the contract unit price per cubic yard (cubic meter) for crushed aggregate base course. This price shall be full compensation for furnishing all materials, for preparing and placing 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 Crushed Aggregate Base Course - per cubic yard (cubic meter)

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

ASTM International (ASTM)
ASTM C29 Standard Test Method for Bulk Density (“Unit Weight”) and Voids in Aggregate
ASTM C88 Standard Test Method for Soundness of Aggregates by Use of Sodium Sulfate or Magnesium Sulfate
ASTM C117 Standard Test Method for Materials Finer than 75-μm (No. 200) Sieve in Mineral Aggregates by Washing
ASTM C131 Standard Test Method for Resistance to Degradation of Small-Size Coarse Aggregate by Abrasion and Impact in the Los Angeles Machine ASTM C136 Standard Test Method for Sieve or Screen Analysis of Fine and Coarse Aggregates
ASTM C142 Standard Test Method for Clay Lumps and Friable Particles in Aggregates
ASTM D75 Standard Practice for Sampling Aggregates
ASTM D698 Standard Test Methods for Laboratory Compaction Characteristics of Soil Using Standard Effort (12,400 ft-lbf/ft3 (600 kN-m/m3)) ASTM D1556 Standard Test Method for Density and Unit Weight of Soil in Place by the Sand-Cone Method
ASTM D1557 Standard Test Methods for Laboratory Compaction Characteristics of Soil Using Modified Effort (56,000 ft-lbf/ft3 (2700 kN-m/m3)) ASTM D2167 Standard Test Method for Density and Unit Weight of Soil in Place by the Rubber Balloon Method
ASTM D2419 Standard Test Method for Sand Equivalent Value of Soils and Fine Aggregate
ASTM D3665 Standard Practice for Random Sampling of Construction Materials ASTM D4318 Standard Test Methods for Liquid Limit, Plastic Limit, and Plasticity Index of Soils
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ASTM D4491 Standard Test Methods for Water Permeability of Geotextiles by Permittivity
ASTM D4643 Standard Test Method for Determination of Water Content of Soil and Rock by Microwave Oven Heating
ASTM D4751 Standard Test Methods for Determining Apparent Opening Size of a Geotextile
ASTM D4791 Standard Test Method for Flat Particles, Elongated Particles, or Flat and Elongated Particles in Coarse Aggregate
ASTM D5821 Standard Test Method for Determining the Percentage of Fractured Particles in Coarse Aggregate
ASTM D6938 Standard Test Method for In-Place Density and Water Content of Soil and Soil-Aggregate by Nuclear Methods (Shallow Depth)
ASTM D7928 Standard Test Method for Particle-Size Distribution (Gradation) of Fine- Grained Soils Using the Sedimentation (Hydrometer) Analysis American Association of State Highway and Transportation Officials (AASHTO) M288 Standard Specification for Geosynthetic Specification for Highway Applications
END OF ITEM P-209
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Item P-209 Crushed Aggregate Base Course 329
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Item P-210 Caliche Base Course 330
Item P-210 Caliche Base Course

NOT USED
END OF ITEM P-210

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Item P-210 Caliche Base Course 331
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Item P-211 Lime Rock Base Course 332
Item P-211 Lime Rock Base Course

NOT USED
END OF ITEM P-211

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Item P-211 Lime Rock Base Course 333
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Item P-212 Shell Base Course 334
Item P-212 Shell Base Course

NOT USED
END OF ITEM P-212

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Item P-212 Shell Base Course 335
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Item P-213 Sand-Clay Base Course 336
Item P-213 Sand-Clay Base Course

NOT USED

END OF ITEM P-213
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Item P-213 Sand-Clay Base Course 337
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Item P-217 Aggregate-Turf Runway/Taxiway 338
Item P-217 Aggregate-Turf Runway/Taxiway

NOT USED
END OF ITEM P-217

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Item P-217 Aggregate-Turf Runway/Taxiway 339
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Item P-219 Recycled Concrete Aggregate Base Course 340
Item P-219 Recycled Concrete Aggregate Base Course

NOT USED
END OF ITEM P-219
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Item P-219 Recycled Concrete Aggregate Base Course 341
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Item P-220 Cement Treated Soil Base Course 342
Item P-220 Cement Treated Soil Base Course

NOT USED
END OF ITEM P-220

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Item P-220 Cement Treated Soil Base Course 343
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Item P-304 Cement-Treated Aggregate Base Course (CTB) 344 Part 5 – Stabilized Base Courses
Item P-304 Cement-Treated Aggregate Base Course (CTB)

NOT USED

END OF ITEM P-304

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Item P-306 Lean Concrete Base Course 346
Item P-306 Lean Concrete Base Course

NOT USED
END OF ITEM P-306

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Item P-306 Lean Concrete Base Course 347
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Item P-307 Cement Treated Permeable Base Course (CTPB) 348 Item P-307 Cement Treated Permeable Base Course (CTPB)

NOT USED
END ITEM P-307

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Item P-401 Asphalt Mix Pavement 350
Part 6 – Flexible Pavements
Item P-401 Asphalt Mix Pavement

DESCRIPTION
401-1.1 This item shall consist of pavement courses composed of mineral aggregate and asphalt binder mixed in a central mixing plant and placed on a prepared base or stabilized course in accordance with these specifications and shall conform to the lines, grades, thicknesses, and typical cross-sections shown on the plans. Each course shall be constructed to the depth, typical section, and elevation required by the plans and shall be rolled, finished, and approved before the placement of the next course.

MATERIALS
401-2.1 Aggregate. Aggregates shall consist of crushed stone, crushed gravel, crushed slag, screenings, natural sand, and mineral filler, as required. The aggregates should have no known history of detrimental pavement staining due to ferrous sulfides, such as pyrite. Coarse aggregate is the material retained on the No. 4 (4.75 mm) sieve. Fine aggregate is the material passing the No. 4 (4.75 mm) sieve.

The Contractor shall prevent the inclusion of any aggregates containing ferrous sulfides or iron oxides in the mix. All aggregates to be used in the asphalt pavement shall be tested for ferrous sulfides and iron oxides content. The test procedure shall require the immersion of samples of the aggregates in a lime slurry to identify staining particles. If a blue-green gelatinous precipitate forms within five (5) to ten (10) minutes, rapidly changing to a brown color on exposure to air and light, the aggregate shall be deemed unacceptable. Aggregates observed to have no brown gelatinous precipitate forms shall be deemed acceptable.
a. Coarse aggregate. Coarse aggregate shall consist of sound, tough, durable particles, free from films of matter that would prevent thorough coating and bonding with the asphalt material and free from organic matter and other deleterious substances. Coarse aggregate material requirements are given in the table below.

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Item P-401 Asphalt Mix Pavement 351
Coarse Aggregate Material Requirements
Material Test Requirement Standard
Resistance to Degradation Loss: 40% maximum ASTM C131 Soundness of Aggregates
by Use of Sodium Sulfate or
Magnesium Sulfate
Loss after 5 cycles:
12% maximum using Sodium sulfate - or -
18% maximum using magnesium sulfate
ASTM C88
Clay lumps and friable
particles

1.0 % maximum ASTM C142
Percentage of Fractured
Particles
For pavements designed for aircraft gross weights of
60,000 pounds (27200 kg) or more:

Minimum 75% by weight of particles with at least two
fractured faces and 85% with at least one fractured
face1
ASTM D5821
For pavements designed for aircraft gross weights less
than 60,000 pounds (27200 kg):

Minimum 50% by weight of particles with at least two
fractured faces and 65% with at least one fractured
face1
Flat, Elongated, or Flat and
Elongated Particles
8% maximum, by weight, of flat, elongated, or flat and
elongated particles at 5:1 2
ASTM D4791
Bulk density of slag 3 Weigh not less than 70 pounds per cubic foot (1.12 Mg/cubic meter)
ASTM C29.
1 The area of each face shall be equal to at least 75% of the smallest mid-sectional 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.
2 A flat particle is one having a ratio of width to thickness greater than five (5); an elongated particle is one having a ratio of length to width greater than five (5). 3 Only required if slag is specified.
b. Fine aggregate. Fine aggregate shall consist of clean, sound, tough, durable, angular shaped particles produced by crushing stone, slag, or gravel and shall be free from coatings of clay, silt, or other objectionable matter. Natural (non-manufactured) sand may be used to obtain the gradation of the fine aggregate blend or to improve the workability of the mix. Fine aggregate material requirements are listed in the table below.

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Item P-401 Asphalt Mix Pavement 352
Fine Aggregate Material Requirements
Material Test Requirement Standard
Liquid limit 25 maximum ASTM D4318
Plasticity Index 4 maximum ASTM D4318
Soundness of Aggregates
by Use of Sodium Sulfate or
Magnesium Sulfate
Loss after 5 cycles:
10% maximum using Sodium sulfate - or -
15% maximum using magnesium sulfate
ASTM C88
Clay lumps and friable
particles

1.0% maximum ASTM C142
Sand equivalent 45 minimum ASTM D2419
Natural Sand 0% to 15% maximum by weight of total
aggregate
ASTM D1073 ]
c. Sampling. ASTM D75 shall be used in sampling coarse and fine aggregate. 401-2.2 Mineral filler. Mineral filler (baghouse fines) may be added in addition to material naturally present in the aggregate. Mineral filler shall meet the requirements of ASTM D242.

Mineral Filler Requirements
Material Test Requirement Standard
Plasticity Index 4 maximum ASTM D4318

401-2.3 Asphalt binder. Asphalt binder shall conform to ASTM D6373 Performance Grade (PG) 76-22 polymer modified (PM).

Asphalt Binder PG Plus Test Requirements
Material Test Requirement Standard
Elastic Recovery 75% minimum ASTM D60841
1 Follow procedure B on RTFO aged binder.
401-2.4 Anti-stripping agent. Any anti-stripping agent or additive (anti-strip) shall be heat stable and shall not change the asphalt binder grade beyond specifications. Anti-strip shall be an approved material of the Department of Transportation of the State in which the project is located.

COMPOSITION
401-3.1 Composition of mixture(s). The asphalt mix shall be composed of a mixture of aggregates, filler and anti-strip agent if required, and asphalt binder. The aggregate fractions shall be sized, handled in separate size groups, and combined in such proportions that the resulting mixture meets the grading requirements of the job mix formula (JMF).
401-3.2 Job mix formula (JMF) laboratory. The laboratory used to develop the JMF shall possess a current certificate of accreditation, listing D3666 from a national accrediting authority and all test methods required for developing the JMF; and be listed on the accrediting authority’s website. A copy of A.10.d
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Item P-401 Asphalt Mix Pavement 353
the laboratory’s current accreditation and accredited test methods shall be submitted to the Resident Project Representative (RPR) prior to start of construction. 401-3.3 Job mix formula (JMF). No asphalt mixture shall be placed until an acceptable mix design has been submitted to the RPR for review and accepted in writing. The RPR’s review shall not relieve the Contractor of the responsibility to select and proportion the materials to comply with this section.

When the project requires asphalt mixtures of differing aggregate gradations and/or binders, a separate JMF shall be submitted for each mix. Add anti-stripping agent to meet tensile strength requirements.

The JMF shall be prepared by an accredited laboratory that meets the requirements of paragraph 401-3.2.

The asphalt mixture shall be designed using procedures contained in Asphalt Institute MS-2 Mix Design Manual, 7th Edition. Samples shall be prepared and compacted using the gyratory compactor in accordance with ASTM D6925.

Should a change in sources of materials be made, a new JMF must be submitted to the RPR for review and accepted in writing before the new material is used. After the initial production JMF has been approved by the RPR and a new or modified JMF is required for whatever reason, the subsequent cost of the new or modified JMF, including a new control strip when required by the RPR, will be borne by the Contractor.

The RPR may request samples at any time for testing, prior to and during production, to verify the quality of the materials and to ensure conformance with the applicable specifications.

The JMF shall be submitted in writing by the Contractor at least 30 days prior to the start of paving operations. The JMF shall be developed within the same construction season using aggregates proposed for project use.

The JMF shall be dated, and stamped or sealed by the responsible professional Engineer of the laboratory and shall include the following items as a minimum:
· Manufacturer’s Certificate of Analysis (COA) for the asphalt binder used in the JMF in accordance with paragraph 401-2.3. Certificate of asphalt performance grade is with modifier already added, if used and must indicate compliance with ASTM D6373. For plant modified asphalt binder, certified test report indicating grade certification of modified asphalt binder. · Manufacturer’s Certificate of Analysis (COA) for the anti-stripping agent if used in the JMF in accordance with paragraph 401-2.4.
· Certified material test reports for the course and fine aggregate and mineral filler in accordance with paragraphs 401-2.1.
· Percent passing each sieve size for individual gradation of each aggregate cold feed and/or hot bin; percent by weight of each cold feed and/or hot bin used; and the total combined gradation in the JMF.
· Specific Gravity and absorption of each coarse and fine aggregate. · Percent natural sand.
· Percent fractured faces.
· Percent by weight of flat particles, elongated particles, and flat and elongated particles (and criteria).
· Percent of asphalt.
· Number of blows or gyrations
· Laboratory mixing and compaction temperatures.

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Item P-401 Asphalt Mix Pavement 354
· Supplier-recommended field mixing and compaction temperatures. · Plot of the combined gradation on a 0.45 power gradation curve. · Graphical plots of air voids, voids in the mineral aggregate (VMA), and unit weight versus asphalt content. To achieve minimum VMA during production, the mix design needs to account for material breakdown during production.
· Tensile Strength Ratio (TSR).
· Type and amount of Anti-strip agent when used.
· Asphalt Pavement Analyzer (APA) results.
· Date the JMF was developed. Mix designs that are not dated or which are from a prior construction season shall not be accepted.
· Cleanliness Value (CV) of the aggregate.
· Asphalt film thickness.
· The extraction oven calibration testing certification for the mix design, used for determining the asphalt content per paragraph 401-5.3a.

Table 1. Asphalt Design Criteria
Test Property Value Test Method
Number of blows or gyrations 75
Air voids (%) 3.5 ASTM D3203
Percent voids in mineral
aggregate (VMA), minimum See Table 2 ASTM D6995
Tensile Strength Ratio (TSR)1 not less than 80 at a saturation of 70-80%
ASTM D4867
[Asphalt Pavement Analyzer
(APA)2,3] Less than 10 mm @ 4000 passes AASHTO T340 at 250 psi hose pressure at 64°C test temperature
1 Test specimens for TSR shall be compacted at 7 ± 1.0 % air voids. In areas subject to freeze-thaw, use freeze-thaw conditioning in lieu of moisture conditioning per ASTM D4867. 2 AASHTO T340 at 100 psi hose pressure at 64°C test temperature may be used in the interim. If this method is used the required Value shall be less than 5 mm @ 8000 passes 3 Where APA not available , use Hamburg Wheel test (AASHTO T-324) 10mm @ 20,000 passes at 50°C.

The mineral aggregate shall be of such size that the percentage composition by weight, as determined by laboratory sieves, will conform to the gradation or gradations specified in Table 2 when tested in accordance with ASTM C136 and ASTM C117.

The gradations in Table 2 represent the limits that shall determine the suitability of aggregate for use from the sources of supply; be well graded from coarse to fine and shall not vary from the low limit on one sieve to the high limit on the adjacent sieve, or vice versa.

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Item P-401 Asphalt Mix Pavement 355
Table 2. Aggregate - Asphalt Pavements
Sieve Size Percentage by Weight
Passing Sieve
1 inch (25.0 mm) --
3/4 inch (19.0 mm) 100
1/2 inch (12.5 mm) 90-100
3/8 inch (9.5 mm) 72-88
No. 4 (4.75 mm) 53-73
No. 8 (2.36 mm) 38-60
No. 16 (1.18 mm) 26-48
No. 30 (600 µm) 18-38
No. 50 (300 µm) 11-27
No. 100 (150 µm) 6-18
No. 200 (75 µm) 3-6
Minimum Voids in Mineral Aggregate (VMA)1 15.0
Asphalt Percent:

Stone or gravel 5.0-7.5
Slag 6.5-9.5
Recommended Minimum Construction Lift Thickness 2 inch
1To achieve minimum VMA during production, the mix design needs to account for material breakdown during production.

The aggregate gradations shown are based on aggregates of uniform specific gravity. The percentages passing the various sieves shall be corrected when aggregates of varying specific gravities are used, as indicated in the Asphalt Institute MS-2 Mix Design Manual, 7th Edition. 401-3.4 Reclaimed asphalt pavement (RAP). RAP shall not be used. 401-3.5 Control Strip. Full production shall not begin until an acceptable control strip has been constructed and accepted in writing by the RPR. The Contractor shall prepare and place a quantity of asphalt according to the JMF. The underlying grade or pavement structure upon which the control strip is to be constructed shall be the same as the remainder of the course represented by the control strip.

The Contractor will not be allowed to place the control strip until the Contractor quality control program (CQCP), showing conformance with the requirements of paragraph 401-5.1, has been accepted, in writing, by the RPR.

The control strip will consist of at least 250 tons (227 metric tons) or 1/2 sublot, whichever is greater.

The control strip shall be placed in two lanes of the same width and depth to be used in production with a longitudinal cold joint. The cold joint must be cut back in accordance with paragraph 401-4.14 using the same procedure that will be used during production. The cold joint for the control strip will be an exposed construction joint at least four (4) hours old or when the mat has cooled to less than 160°F (71°C). The equipment used in construction of the control strip shall be the same type, configuration and weight to be used on the project.

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The control strip will be considered acceptable by the RPR if the gradation, asphalt content, and VMA are within the action limits specified in paragraph 401-5.5a; and Mat density greater than or equal to 94.5%, air voids 3.5% +/- 1%, and joint density greater than or equal to 92.5%.

If the control strip is unacceptable, necessary adjustments to the JMF, plant operation, placing procedures, and/or rolling procedures shall be made and another control strip shall be placed. Unacceptable control strips shall be removed at the Contractor’s expense.

The control strip will be considered one lot for payment based upon the average of a minimum of 3 samples (no sublots required for control strip). Payment will only be made for an acceptable control strip in accordance with paragraph 401-8.1 using a lot pay factor equal to 100.

CONSTRUCTION METHODS
401-4.1 Weather limitations. The asphalt shall not be placed upon a wet surface or when the surface temperature of the underlying course is less than specified in Table 4. The temperature requirements may be waived by the RPR, if requested; however, all other requirements including compaction shall be met.

Table 4. Surface Temperature Limitations of Underlying Course Mat Thickness
Base Temperature (Minimum)
°F °C
3 inches (7.5 cm) or greater 40 1 4
Greater than 2 inches (50 mm)
but less than 3 inches (7.5 cm) 45 7
401-4.2 Asphalt plant. Plants used for the preparation of asphalt shall conform to the requirements of American Association of State Highway and Transportation Officials (AASHTO) M156 including the following items.
a. Inspection of plant. The RPR, or RPR’s authorized representative, shall have access, at all times, to all areas of the plant for checking adequacy of equipment; inspecting operation of the plant: verifying weights, proportions, and material properties; and checking the temperatures maintained in the preparation of the mixtures.
b. Storage bins and surge bins. The asphalt mixture stored in storage and/or surge bins shall meet the same requirements as asphalt mixture loaded directly into trucks. Asphalt mixture shall not be stored in storage and/or surge bins for a period greater than twelve (12) hours. If the RPR determines there is an excessive heat loss, segregation, or oxidation of the asphalt mixture due to temporary storage, temporary storage shall not be allowed.
401-4.3 Aggregate stockpile management. Aggregate stockpiles shall be constructed in a manner that prevents segregation and intermixing of deleterious materials. Aggregates from different sources shall be stockpiled, weighed and batched separately at the asphalt batch plant. Aggregates that have become segregated or mixed with earth or foreign material shall not be used.

A continuous supply of materials shall be provided to the work to ensure continuous placement. 401-4.4 Hauling equipment. Trucks used for hauling asphalt shall have tight, clean, and smooth metal beds. To prevent the asphalt from sticking to the truck beds, the truck beds shall be lightly coated with a minimum amount of paraffin oil, lime solution, or other material approved by the RPR. Petroleum products shall not be used for coating truck beds. Each truck shall have a suitable cover to protect the A.10.d
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mixture from adverse weather. When necessary, to ensure that the mixture will be delivered to the site at the specified temperature, truck beds shall be insulated or heated and covers shall be securely fastened. 401-4.4.1 Material transfer vehicle (MTV). Material transfer vehicles used to transfer the material from the hauling equipment to the paver, shall use a self-propelled, material transfer vehicle with a swing conveyor that can deliver material to the paver without making contact with the paver. The MTV shall be able to move back and forth between the hauling equipment and the paver providing material transfer to the paver, while allowing the paver to operate at a constant speed. The Material Transfer Vehicle will have remixing and storage capability to prevent physical and thermal segregation. 401-4.5 Asphalt pavers. Asphalt pavers shall be self-propelled with an activated heated screed, capable of spreading and finishing courses of asphalt that will meet the specified thickness, smoothness, and grade. The paver shall have sufficient power to propel itself and the hauling equipment without adversely affecting the finished surface. The asphalt paver shall be equipped with a control system capable of automatically maintaining the specified screed grade and elevation.

If the spreading and finishing equipment in use leaves tracks or indented areas, or produces other blemishes in the pavement that are not satisfactorily corrected by the scheduled operations, the use of such equipment shall be discontinued.

The paver shall be capable of paving to a minimum width specified in paragraph 401-4.12. 401-4.6 Rollers. The number, type, and weight of rollers shall be sufficient to compact the asphalt to the required density while it is still in a workable condition without crushing of the aggregate, depressions or other damage to the pavement surface. Rollers shall be in good condition, clean, and capable of operating at slow speeds to avoid displacement of the asphalt. All rollers shall be specifically designed and suitable for compacting asphalt concrete and shall be properly used. Rollers that impair the stability of any layer of a pavement structure or underlying soils shall not be used. 401-4.7 Density device. The Contractor shall have on site a density gauge during all paving operations in order to assist in the determination of the optimum rolling pattern, type of roller and frequencies, as well as to monitor the effect of the rolling operations during production paving. The Contractor shall supply a qualified technician during all paving operations to calibrate the gauge and obtain accurate density readings for all new asphalt. These densities shall be supplied to the RPR upon request at any time during construction. No separate payment will be made for supplying the density gauge and technician. 401-4.8 Preparation of asphalt binder. The asphalt binder shall be heated in a manner that will avoid local overheating and provide a continuous supply of the asphalt binder to the mixer at a uniform temperature. The temperature of unmodified asphalt binder delivered to the mixer shall be sufficient to provide a suitable viscosity for adequate coating of the aggregate particles, but shall not exceed 325°F (160°C) when added to the aggregate. The temperature of modified asphalt binder shall be no more than 350°F (175°C) when added to the aggregate.
401-4.9 Preparation of mineral aggregate. The aggregate for the asphalt shall be heated and dried. The maximum temperature and rate of heating shall be such that no damage occurs to the aggregates. The temperature of the aggregate and mineral filler shall not exceed 350°F (175°C) when the asphalt binder is added. Particular care shall be taken that aggregates high in calcium or magnesium content are not damaged by overheating. The temperature shall not be lower than is required to obtain complete coating and uniform distribution on the aggregate particles and to provide a mixture of satisfactory workability. 401-4.10 Preparation of Asphalt mixture. The aggregates and the asphalt binder shall be weighed or metered and mixed in the amount specified by the JMF. The combined materials shall be mixed until the aggregate obtains a uniform coating of asphalt binder and is thoroughly distributed throughout the mixture. Wet mixing time shall be the shortest time that will produce a satisfactory mixture, but not less than 25 seconds for batch plants. The wet mixing time for all plants shall be established by the Contractor, A.10.d
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based on the procedure for determining the percentage of coated particles described in ASTM D2489, for each individual plant and for each type of aggregate used. The wet mixing time will be set to achieve 95% of coated particles. For continuous mix plants, the minimum mixing time shall be determined by dividing the weight of its contents at operating level by the weight of the mixture delivered per second by the mixer. The moisture content of all asphalt upon discharge shall not exceed 0.5%. 401-4.11 Application of Prime and Tack Coat. Immediately before placing the asphalt mixture, the underlying course shall be cleaned of all dust and debris.

A tack coat shall be applied in accordance with Item P-603 to all vertical and horizontal asphalt and concrete surfaces prior to placement of the first and each subsequent lift of asphalt mixture. 401-4.12 Laydown plan, transporting, placing, and finishing. Prior to the placement of the asphalt, the Contractor shall prepare a laydown plan with the sequence of paving lanes and width to minimize the number of cold joints; the location of any temporary ramps; laydown temperature; and estimated time of completion for each portion of the work (milling, paving, rolling, cooling, etc.). The laydown plan and any modifications shall be approved by the RPR.

Deliveries shall be scheduled so that placing and compacting of asphalt is uniform with minimum stopping and starting of the paver. Hauling over freshly placed material shall not be permitted until the material has been compacted, as specified, and allowed to cool to approximately ambient temperature.

The Contractor, at their expense, shall be responsible for repair of any damage to the pavement caused by hauling operations.

Contractor shall survey each lift of asphalt surface course and certify to RPR that every lot of each lift meets the grade tolerances of paragraph 401-6.2d before the next lift can be placed.

Edges of existing asphalt pavement abutting the new work shall be saw cut and the cut off material and laitance removed. Apply a tack coat in accordance with P-603 before new asphalt material is placed against it.

The speed of the paver shall be regulated to eliminate pulling and tearing of the asphalt mat. Placement of the asphalt mix shall begin along the centerline of a crowned section or on the high side of areas with a one way slope unless shown otherwise on the laydown plan as accepted by the RPR. The asphalt mix shall be placed in consecutive adjacent lanes having a minimum width of 12.5 feet (m) except where edge lanes require less width to complete the area. Additional screed sections attached to widen the paver to meet the minimum lane width requirements must include additional auger sections to move the asphalt mixture uniformly along the screed extension.

The longitudinal joint in one course shall offset the longitudinal joint in the course immediately below by at least one foot (30 cm); however, the joint in the surface top course shall be at the centerline of crowned pavements. Transverse joints in one course shall be offset by at least 10 feet (3 m) from transverse joints in the previous course. Transverse joints in adjacent lanes shall be offset a minimum of 10 feet (3 m).On areas where irregularities or unavoidable obstacles make the use of mechanical spreading and finishing equipment impractical, the asphalt may be spread and luted by hand tools.

The RPR may at any time, reject any batch of asphalt, on the truck or placed in the mat, which is rendered unfit for use due to contamination, segregation, incomplete coating of aggregate, or overheated asphalt mixture. Such rejection may be based on only visual inspection or temperature measurements. In the event of such rejection, the Contractor may take a representative sample of the rejected material in the presence of the RPR, and if it can be demonstrated in the laboratory, in the presence of the RPR, that such material was erroneously rejected, payment will be made for the material at the contract unit price.

Areas of segregation in the surface course, as determined by the RPR, shall be removed and replaced at the Contractor’s expense. The area shall be removed by saw cutting and milling a minimum of the construction lift thickness as specified in paragraph 401-3.3, Table 2 for the approved mix design. The A.10.d
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area to be removed and replaced shall be a minimum width of the paver and a minimum of 10 feet (3 m) long.
401-4.13 Compaction of asphalt mixture. After placing, the asphalt mixture shall be thoroughly and uniformly compacted by self-propelled rollers. The surface shall be compacted as soon as possible when the asphalt has attained sufficient stability so that the rolling does not cause undue displacement, cracking or shoving. The sequence of rolling operations and the type of rollers used shall be at the discretion of the Contractor. The speed of the roller shall, at all times, be sufficiently slow to avoid displacement of the hot mixture and be effective in compaction. Any surface defects and/or displacement occurring as a result of the roller, or from any other cause, shall be corrected at the Contractor’s expense.

Sufficient rollers shall be furnished to handle the output of the plant. Rolling shall continue until the surface is of uniform texture, true to grade and cross-section, and the required field density is obtained. To prevent adhesion of the asphalt to the roller, the wheels shall be equipped with a scraper and kept moistened with water as necessary.

In areas not accessible to the roller, the mixture shall be thoroughly compacted with approved power tampers.

Any asphalt that becomes loose and broken, mixed with dirt, contains check-cracking, or in any way defective shall be removed and replaced with fresh hot mixture and immediately compacted to conform to the surrounding area. This work shall be done at the Contractor’s expense. Skin patching shall not be allowed.
401-4.14 Joints. The formation of all joints shall be made to ensure a continuous bond between the courses and obtain the required density. All joints shall have the same texture as other sections of the course and meet the requirements for smoothness and grade.

The roller shall not pass over the unprotected end of the freshly laid asphalt except when necessary to form a transverse joint. When necessary to form a transverse joint, it shall be made by means of placing a bulkhead or by tapering the course. The tapered edge shall be cut back to its full depth and width on a straight line to expose a vertical face prior to placing the adjacent lane. In both methods, all contact surfaces shall be coated with an asphalt tack coat before placing any fresh asphalt against the joint.

Longitudinal joints which have been left exposed for more than four (4) hours; the surface temperature has cooled to less than 175°F (80°C); or are irregular, damaged, uncompacted or otherwise defective shall be cut back with a cutting wheel or pavement saw a maximum of 3 inches (75 mm) to expose a clean, sound, uniform vertical surface for the full depth of the course. All cutback material and any laitance produced from cutting joints shall be removed from the project. Asphalt tack coat in accordance with P- 603 shall be applied to the clean, dry joint prior to placing any additional fresh asphalt against the joint.

The cost of this work shall be considered incidental to the cost of the asphalt.

The Contractor may provide additional joint density QC by use of joint heaters at the Contractor’s expense. Electrically powered infrared heating equipment should consist of one or more low-level radiant energy heaters to uniformly heat and soften the pavement joints. The heaters should be configured to uniformly heat an area up to 18 inches (0.5 m) in width and 3 inches (75 mm) in depth. Infrared equipment shall be thermostatically controlled to provide a uniform, consistent temperature increase throughout the layer being heated up to a maximum temperature range of 200 to 300°F (93 to 150°C).

Propane powered infrared heating equipment shall be attached to the paving machine and the output of infrared energy shall be in the one to six-micron range. Converters shall be arranged end to end directly over the joint to be heated in sufficient numbers to continuously produce, when in operation, a minimum of 240,000 BTU per hour. The joint heater shall be positioned not more than one inch (25 mm) above the pavement to be heated and in front of the paver screed and shall be fully adjustable. Heaters will be required to be in operation at all times.

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The heaters shall be operated so they do not produce excessive heat when the units pass over new or previously paved material.
401-4.15 Saw-cut grooving Saw-cut grooving is not required. 401-4.16 Diamond grinding. Diamond grinding shall be completed prior to pavement grooving.

Diamond grinding shall be accomplished by sawing with saw blades impregnated with industrial diamond abrasive.

Diamond grinding shall be performed with a machine designed specifically for diamond grinding capable of cutting a path at least 3 feet (0.9 m) wide. The saw blades shall be 1/8-inch (3-mm) wide with a sufficient number of blades to create grooves between 0.090 and 0.130 inches (2 and 3.5 mm) wide; and peaks and ridges approximately 1/32 inch (1 mm) higher than the bottom of the grinding cut. The actual number of blades will be determined by the Contractor and depend on the hardness of the aggregate.

Equipment or grinding procedures that cause ravels, aggregate fractures, spalls or disturbance to the pavement will not be permitted. Contractor shall demonstrate to the RPR that the grinding equipment will produce satisfactory results prior to making corrections to surfaces. Grinding will be tapered in all directions to provide smooth transitions to areas not requiring grinding. The slurry resulting from the grinding operation shall be continuously removed and the pavement left in a clean condition. The Contractor shall apply a surface treatment per P-608 to all areas that have been subject to grinding. 401-4.17 Nighttime paving requirements. The Contractor shall provide adequate lighting during any nighttime construction. A lighting plan shall be submitted by the Contractor and approved by the RPR prior to the start of any nighttime work. All work shall be in accordance with the approved CSPP and lighting plan.

CONTRACTOR QUALITY CONTROL (CQC)
401-5.1 General. The Contractor shall develop a Contractor Quality Control Program (CQCP) in accordance with Item C-100. No partial payment will be made for materials without an approved CQCP. 401-5.2 Contractor quality control (QC) facilities. The Contractor shall provide or contract for testing facilities in accordance with Item C-100. The RPR shall be permitted unrestricted access to inspect the Contractor’s QC facilities and witness QC activities. The RPR will advise the Contractor in writing of any noted deficiencies concerning the QC facility, equipment, supplies, or testing personnel and procedures.

When the deficiencies are serious enough to be adversely affecting the test results, the incorporation of the materials into the work shall be suspended immediately and will not be permitted to resume until the deficiencies are satisfactorily corrected.
401-5.3 Contractor QC testing. The Contractor shall perform all QC tests necessary to control the production and construction processes applicable to these specifications and as set forth in the approved CQCP. The testing program shall include, but not necessarily be limited to, tests for the control of asphalt content, aggregate gradation, temperatures, aggregate moisture, field compaction, and surface smoothness. A QC Testing Plan shall be developed as part of the CQCP. a. Asphalt content. A minimum of two tests shall be performed per day in accordance with ASTM D6307 or ASTM D2172 for determination of asphalt content. When using ASTM D6307, the correction factor shall be determined as part of the first test performed at the beginning of plant production; and as part of every tenth test performed thereafter. The asphalt content for the day will be determined by averaging the test results.
b. Gradation. Aggregate gradations shall be determined a minimum of twice per day from mechanical analysis of extracted aggregate in accordance with ASTM D5444, ASTM C136, and ASTM C117.

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c. Moisture content of aggregate. The moisture content of aggregate used for production shall be determined a minimum of once per day in accordance with ASTM C566. d. Moisture content of asphalt. The moisture content shall be determined once per day in accordance with AASHTO T329 or ASTM D1461.
e. Temperatures. Temperatures shall be checked, at least four times per day, at necessary locations to determine the temperatures of the dryer, the asphalt binder in the storage tank, the asphalt at the plant, and the asphalt at the job site.
f. In-place density monitoring. The Contractor shall conduct any necessary testing to ensure that the specified density is being achieved. A nuclear gauge may be used to monitor the pavement density in accordance with ASTM D2950.
g. Smoothness for Contractor Quality Control.

The Contractor shall perform smoothness testing in transverse and longitudinal directions daily to verify that the construction processes are producing pavement with variances less than ¼ inch in 12 feet, identifying areas that may pond water which could lead to hydroplaning of aircraft. If the smoothness criteria is not met, appropriate changes and corrections to the construction process shall be made by the Contractor before construction continues
The Contractor may use a 12-foot (3.7 m) “straightedge, a rolling inclinometer meeting the requirements of ASTM E2133 or rolling external reference device that can simulate a 12-foot (3.7m) straightedge approved by the RPR. Straight-edge testing shall start with one-half the length of the straightedge at the edge of pavement section being tested and then moved ahead one-half the length of the straightedge for each successive measurement. Testing shall be continuous across all joints. The surface irregularity shall be determined by placing the freestanding (unleveled) straightedge on the pavement surface and allowing it to rest upon the two highest spots covered by its length, and measuring the maximum gap between the straightedge and the pavement surface in the area between the two high points. If the rolling inclinometer or external reference device is used, the data may be evaluated using either the FAA profile program, ProFAA, or FHWA ProVal, using the 12-foot straightedge simulation function.

Smoothness readings shall not be made across grade changes or cross slope transitions. The transition between new and existing pavement shall be evaluated separately for conformance with the plans.

(1) Transverse measurements. Transverse measurements shall be taken for each day’s production placed. Transverse measurements shall be taken perpendicular to the pavement centerline each 50 feet (15 m) or more often as determined by the RPR. The joint between lanes shall be tested separately to facilitate smoothness between lanes.
(2) Longitudinal measurements. Longitudinal measurements shall be taken for each day’s production placed. Longitudinal tests shall be parallel to the centerline of paving; at the center of paving lanes when widths of paving lanes are less than 20 feet (6 m); and at the third points of paving lanes when widths of paving lanes are 20 ft (6 m) or greater. When placement abuts previously placed material the first measurement shall start with one half the length of the straight edge on the previously placed material.

Deviations on the final surface course in either the transverse or longitudinal direction that will trap water greater than 1/4 inch (6 mm) shall be corrected with diamond grinding per paragraph 401-4.16 or by removing and replacing the surface course to full depth. Grinding shall be tapered in all directions to provide smooth transitions to areas not requiring grinding. All areas in which diamond grinding has been performed shall be subject to the final pavement thickness tolerances specified in paragraph 401- A.10.d
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6.1d(3). Areas that have been ground shall be sealed with a surface treatment in accordance with Item P- 608. To avoid the surface treatment creating any conflict with runway or taxiway markings, it may be necessary to seal a larger area.

Control charts shall be kept to show area of each day’s placement and the percentage of corrective grinding required. Corrections to production and placement shall be initiated when corrective grinding is required. If the Contractor’s machines and/or methods produce significant areas that need corrective actions in excess of 10 percent of a day’s production, production shall be stopped until corrective measures are implemented by the Contractor.
h. Grade. Grade shall be evaluated daily to allow adjustments to paving operations when grade measurements do not meet specifications. As a minimum, grade shall be evaluated prior to and after the placement of the first lift and after placement of the surface lift.

Measurements will be taken at appropriate gradelines (as a minimum at center and edges of paving lane) and longitudinal spacing as shown on cross-sections and plans. The final surface of the pavement will not vary from the gradeline elevations and cross-sections shown on the plans by more than 1/2 inch (12 mm) vertically and 0.1 feet (30 mm) laterally. The documentation will be provided by the Contractor to the RPR within 24 hours.

Areas with humps or depressions that exceed grade or smoothness criteria and that retain water on the surface must be ground off provided the course thickness after grinding is not more than 1/2 inch (12 mm) less than the thickness specified on the plans. Grinding shall be in accordance with paragraph 401-4.16.

The Contractor shall repair low areas or areas that cannot be corrected by grinding by removal of deficient areas to the depth of the final course plus ½ inch and replacing with new material. Skin patching is not allowed.
401-5.4 Sampling. When directed by the RPR, the Contractor shall sample and test any material that appears inconsistent with similar material being sampled, unless such material is voluntarily removed and replaced or deficiencies corrected by the Contractor. All sampling shall be in accordance with standard procedures specified.
401-5.5 Control charts. The Contractor shall maintain linear control charts for both individual measurements and range (i.e. difference between highest and lowest measurements) for aggregate gradation, asphalt content, and VMA. The VMA for each day will be calculated and monitored by the QC laboratory.

Control charts shall be posted in a location satisfactory to the RPR and kept current. 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 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 problem and the Contractor is not taking satisfactory corrective action, the RPR may suspend production or acceptance of the material.
a. Individual measurements. Control charts for individual measurements shall be established to maintain process control within tolerance for aggregate gradation, asphalt content, and VMA. The control charts shall use the job mix formula target values as indicators of central tendency for the following test parameters with associated Action and Suspension Limits:

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Control Chart Limits for Individual Measurements
Sieve Action Limit Suspension Limit
3/4 inch (19.0 mm) ±6% ±9%
1/2 inch (12.5 mm) ±6% ±9%
3/8 inch (9.5 mm) ±6% ±9%
No. 4 (4.75 mm) ±6% ±9%
No. 16 (1.18 mm) ±5% ±7.5%
No. 50 (300 µm) ±3% ±4.5%
No. 200 (75 µm) ±2% ±3%
Asphalt Content ±0.45% ±0.70%
Minimum VMA -0.5% -1.0%
b. Range. Control charts shall be established to control gradation process variability. The range shall be plotted as the difference between the two test results for each control parameter. The Suspension Limits specified below are based on a sample size of n = 2. Should the Contractor elect to perform more than two tests per lot, the Suspension Limits shall be adjusted by multiplying the Suspension Limit by

1.18 for n = 3 and by 1.27 for n = 4.

Control Chart Limits Based on Range
Sieve Suspension Limit
1/2 inch (12.5 mm) 11%
3/8 inch (9.5 mm) 11%
No. 4 (4.75 mm) 11%
No. 16 (1.18 mm) 9%
No. 50 (300 µm) 6%
No. 200 (75 µm) 3.5%
Asphalt Content 0.8%
c. Corrective Action. The CQCP shall indicate that appropriate action shall be taken when the process is believed to be out of tolerance. The Plan shall contain rules to gauge when a process is out of control and detail what action will be taken to bring the process into control. As a minimum, a process shall be deemed out of control and production stopped and corrective action taken, if:
(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. 401-5.6 QC reports. The Contractor shall maintain records and shall submit reports of QC activities daily , in accordance with Item C-100.

MATERIAL ACCEPTANCE
401-6.1 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 A.10.d
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performed by the RPR at no cost to the Contractor except that coring as required in this section shall be completed and paid for by the Contractor.
a. Quality assurance (QA) testing laboratory. The QA testing laboratory performing these acceptance tests will be accredited in accordance with ASTM D3666. The QA laboratory accreditation will be current and listed on the accrediting authority’s website. All test methods required for acceptance sampling and testing will be listed on the lab accreditation. b. Lot size. A standard lot will be equal to one day’s production divided into approximately equal sublots of between 400 to 600 tons. When only one or two sublots are produced in a day’s production, the sublots will be combined with the production lot from the previous or next day.

Where more than one plant is simultaneously producing asphalt for the job, the lot sizes will apply separately for each plant.
c. Asphalt air voids. Plant-produced asphalt will be tested for air voids on a sublot basis. (1) Sampling. Material from each sublot shall be sampled in accordance with ASTM D3665.

Samples shall be taken from material deposited into trucks at the plant or at the job site in accordance with ASTM D979. The sample of asphalt may be put in a covered metal tin and placed in an oven for not less than 30 minutes nor more than 60 minutes to maintain the material at or above the compaction temperature as specified in the JMF.
(2) Testing. Air voids will be determined for each sublot in accordance with ASTM D3203 for a set of three compacted specimens prepared in accordance with ASTM D6925. d. In-place asphalt mat and joint density. Each sublot will be tested for in-place mat and joint density as a percentage of the theoretical maximum density (TMD). (1) Sampling. The Contractor will cut minimum 5 inch (125 mm) diameter samples in accordance with ASTM D5361. The Contractor shall furnish all tools, labor, and materials for cleaning, and filling the cored pavement. Laitance produced by the coring operation shall be removed immediately after coring, and core holes shall be filled within one day after sampling in a manner acceptable to the RPR.
(2) Bond. Each lift of asphalt shall be bonded to the underlying layer. If cores reveal that the surface is not bonded, additional cores shall be taken as directed by the RPR to determine the extent of unbonded areas. Unbonded areas shall be removed by milling and replaced at no additional cost as directed by the RPR.
(3) Thickness. Thickness of each lift of surface course will be evaluated by the RPR for compliance to the requirements shown on the plans after any necessary corrections for grade.

Measurements of thickness will be made using the cores extracted for each sublot for density measurement. The maximum allowable deficiency at any point will not be more than 1/4 inch (6 mm) less than the thickness indicated for the lift. Average thickness of lift, or combined lifts, will not be less than the indicated thickness. Where the thickness tolerances are not met, the lot or sublot shall be corrected by the Contractor at his expense by removing the deficient area and replacing with new pavement. The Contractor, at his expense, may take additional cores as approved by the RPR to circumscribe the deficient area.
(4) Mat density. One core shall be taken from each sublot. Core locations will be determined by the RPR in accordance with ASTM D3665. Cores for mat density shall not be taken closer than one foot (30 cm) from a transverse or longitudinal joint. The bulk specific gravity of each cored sample will be determined in accordance with ASTM D2726. The percent compaction (density) of each sample will be determined by dividing the bulk specific gravity of each sublot sample by the TMD for that sublot. (5) Joint density. One core centered over the longitudinal joint shall be taken for each sublot that has a longitudinal joint. Core locations will be determined by the RPR in accordance with ASTM D3665.

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The bulk specific gravity of each core sample will be determined in accordance with ASTM D2726. The percent compaction (density) of each sample will be determined by dividing the bulk specific gravity of each joint density sample by the average TMD for the lot. The TMD used to determine the joint density at joints formed between lots will be the lower of the average TMD values from the adjacent lots. 401-6.2 Acceptance criteria.
a. General. Acceptance will be based on the implementation of the Contractor Quality Control Program (CQCP) and the following characteristics of the asphalt and completed pavements: air voids, mat density, joint density, grade and Profilograph roughness. b. Air Voids and Mat density. Acceptance of each lot of plant produced material for mat density and air voids will be based on the percentage of material within specification limits (PWL). If the PWL of the lot equals or exceeds 90%, the lot will be acceptable. Acceptance and payment will be determined in accordance with paragraph 401-8.1.
c. Joint density. Acceptance of each lot of plant produced asphalt for joint density will be based on the PWL. If the PWL of the lot is equal to or exceeds 90%, the lot will be considered acceptable. If the PWL is less than 90%, the Contractor shall evaluate the reason and act accordingly. If the PWL is less than 80%, the Contractor shall cease operations and until the reason for poor compaction has been determined. If the PWL is less than 71%, the pay factor for the lot used to complete the joint will be reduced by five (5) percentage points. This lot pay factor reduction will be incorporated and evaluated in accordance with paragraph 401-8.1.
d. Grade. The final finished surface of the pavement shall be surveyed to verify that the grade elevations and cross-sections shown on the plans do not deviate more than 1/2 inch (12 mm) vertically or

0.1 feet (30 mm) laterally.

Cross-sections of the pavement shall be taken at a minimum 50-foot (15-m) longitudinal spacing, at all longitudinal grade breaks, and at start and end of each lane placed. Minimum cross-section grade points shall include grade at centerline, ± 10 feet of centerline, and edge of taxiway pavement.

The survey and documentation shall be stamped and signed by a licensed surveyor. Payment for sublots that do not meet grade for over 25% of the sublot shall not be more than 95%. e. Profilograph roughness for QA Acceptance. The final profilograph shall be the full length of the project to facilitate testing of roughness between lots. The Contractor, in the presence of the RPR shall RPR will perform a profilograph roughness test on the completed project with a profilograph meeting the requirements of ASTM E1274 or a Class I inertial profiler meeting ASTM E950. Data and results shall be provided within 48 hrs of profilograph roughness tests.

The pavement shall have an average profile index less than 15 inches per mile per 1/10 mile. The equipment shall utilize electronic recording and automatic computerized reduction of data to indicate “must grind” bumps and the Profile Index for the pavement using a 0.2-inch (5 mm) blanking band. The bump template must span one inch (25 mm) with an offset of 0.4 inches (10 mm). The profilograph must be calibrated prior to use and operated by a factory or State DOT approved, trained operator.

Profilograms shall be recorded on a longitudinal scale of one inch (25 mm) equals 25 feet (7.5 m) and a vertical scale of one inch (25 mm) equals one inch (25 mm). Profilograph shall be performed one foot right and left of project centerline and 15 feet (4.5 m) right and left of project centerline. Any areas that indicate “must grind” shall be corrected with diamond grinding per paragraph 401-4.16 or by removing and replacing full depth of surface course. as directed by the RPR. Where corrections are necessary, a second profilograph run shall be performed to verify that the corrections produced an average profile index of 15 inches per mile per 1/10 mile or less.

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401-6.3 Percentage of material within specification limits (PWL). The PWL will be determined in accordance with procedures specified in Item C-110. The specification tolerance limits (L) for lower and (U) for upper are contained in Table 5.

Table 5. Acceptance Limits for Air Voids and Density
Test Property Pavements Specification
Tolerance Limits
L U
Air Voids Total Mix (%) 2.0 5.0
Surface Course Mat Density (%) 92.8 -
Base Course Mat Density (%) 92.0 -
Joint density (%) 90.5 --

a. Outliers. All individual tests for mat density and air voids will be checked for outliers (test criterion) in accordance with ASTM E178, at a significance level of 5%. Outliers will be discarded, and the PWL will be determined using the remaining test values. The criteria in Table 5 is based on production processes which have a variability with the following standard deviations: Surface Course Mat Density (%), 1.30; Base Course Mat Density (%), 1.55; Joint Density (%), 1.55.

The Contractor should note that (1) 90 PWL is achieved when consistently producing a surface course with an average mat density of at least 94.5% with 1.30% or less variability, (2) 90 PWL is achieved when consistently producing a base course with an average mat density of at least 94.0% with 1.55% or less variability, and (3) 90 PWL is achieved when consistently producing joints with an average joint density of at least 92.5% with 1.55% or less variability. 401-6.4 Resampling pavement for mat density.
a. General. Resampling of a lot of pavement will only be allowed for mat density, and then, only if the Contractor requests same, in writing, within 48 hours after receiving the written test results from the RPR. A retest will consist of all the sampling and testing procedures contained in paragraphs 401-6.1d and 401-6.2b. Only one resampling per lot will be permitted. (1) A redefined PWL will be calculated for the resampled lot. The number of tests used to calculate the redefined PWL will include the initial tests made for that lot plus the retests. (2) The cost for resampling and retesting shall be borne by the Contractor. b. Payment for resampled lots. The redefined PWL for a resampled lot will be used to calculate the payment for that lot in accordance with Table 6.
c. Outliers. Check for outliers in accordance with ASTM E178, at a significance level of 5%.

METHOD OF MEASUREMENT
401-7.1 Measurement. Asphalt shall be measured by the number of tons of asphalt used in the accepted work. Batch weights or truck scale weights will be used to determine the basis for the tonnage.

BASIS OF PAYMENT
401-8.1 Payment. Payment for a lot of asphalt meeting all acceptance criteria as specified in paragraph 401-6.2 shall be made based on results of tests for mat density and air voids. Payment for acceptable lots A.10.d
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shall be adjusted according to paragraph 401-8.1c for mat density and air voids; and paragraph 401-6.2c for joint density, subject to the limitation that:
a. The total project payment for plant mix asphalt pavement shall not exceed 100 percent of the product of the contract unit price and the total number of tons (kg) of asphalt used in the accepted work. b. 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.
c. Basis of adjusted payment. The pay factor for each individual lot shall be calculated in accordance with Table 6. A pay factor shall be calculated for both mat density and air voids. The lot pay factor shall be the higher of the two values when calculations for both mat density and air voids are 100% or higher. The lot pay factor shall be the product of the two values when only one of the calculations for either mat density or air voids is 100% or higher. The lot pay factor shall be the lower of the two values when calculations for both mat density and air voids are less than 100%. If PWL for joint density is less than 71% then the lot pay factor shall be reduced by 5% but be no higher than 95%.

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 401-8.1a. Payment in excess of 100% for accepted lots of asphalt shall be used to offset payment for accepted lots of asphalt pavement that achieve a lot pay factor less than 100%.

Payment for sublots which do not meet grade in accordance with paragraph 401-6.2d after correction for over 25% of the sublot shall be reduced by 5%.

Table 6. Price adjustment schedule1
Percentage of material within specification limits
(PWL)
Lot pay factor (percent of contract unit
price)
96 – 100 106
90 – 95 PWL + 10
75 – 89 0.5 PWL + 55
55 – 74 1.4 PWL – 12
Below 55 Reject 2
1 Although it is theoretically possible to achieve a pay factor of 106% for each lot, actual payment above 100% shall be subject to the total project payment limitation specified in paragraph 401-8.1a. 2 The lot shall be removed and replaced. However, the RPR may decide to allow the rejected lot to remain. In that case, if the RPR and Contractor agree in writing that the lot shall not be removed, it shall be paid for at 50% of the contract unit price and the total project payment shall be reduced by the amount withheld for the rejected lot.

d. Profilograph Roughness. The Contractor will receive full payment when the profilograph average profile index is in accordance with paragraph 401-6.2e. When the final average profile index for the entire length of pavement does not exceed 15 inches per mile per 1/10 mile, payment will be made at the contract unit price for the completed pavement.
401-8.1 Payment.

Payment will be made under:

Item P-401-8.1 Asphalt Surface Course - per ton (kg)
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REFERENCES
The publications listed below form a part of this specification to the extent referenced. The publications are referred to within the text by the basic designation only.

ASTM International (ASTM)
ASTM C29 Standard Test Method for Bulk Density (“Unit Weight”) and Voids in Aggregate
ASTM C88 Standard Test Method for Soundness of Aggregates by Use of Sodium Sulfate or Magnesium Sulfate
ASTM C117 Standard Test Method for Materials Finer than 75-μm (No. 200) Sieve in Mineral Aggregates by Washing
ASTM C127 Standard Test Method for Density, Relative Density (Specific Gravity) and Absorption of Coarse Aggregate
ASTM C131 Standard Test Method for Resistance to Degradation of Small-Size Coarse Aggregate by Abrasion and Impact in the Los Angeles Machine ASTM C136 Standard Test Method for Sieve or Screen Analysis of Fine and Coarse Aggregates
ASTM C142 Standard Test Method for Clay Lumps and Friable Particles in Aggregates
ASTM C566 Standard Test Method for Total Evaporable Moisture Content of Aggregate by Drying
ASTM D75 Standard Practice for Sampling Aggregates
ASTM D242 Standard Specification for Mineral Filler for Bituminous Paving Mixtures
ASTM D946 Standard Specification for Penetration-Graded Asphalt Cement for Use in Pavement Construction
ASTM D979 Standard Practice for Sampling Asphalt Paving Mixtures ASTM D1073 Standard Specification for Fine Aggregate for Asphalt Paving Mixtures ASTM D1188 Standard Test Method for Bulk Specific Gravity and Density of Compacted Bituminous Mixtures Using Coated Samples
ASTM D2172 Standard Test Method for Quantitative Extraction of Bitumen from Asphalt Paving Mixtures
ASTM D1461 Standard Test Method for Moisture or Volatile Distillates in Asphalt Paving Mixtures
ASTM D2041 Standard Test Method for Theoretical Maximum Specific Gravity and Density of Bituminous Paving Mixtures
ASTM D2419 Standard Test Method for Sand Equivalent Value of Soils and Fine Aggregate
ASTM D2489 Standard Practice for Estimating Degree of Particle Coating of Bituminous-Aggregate Mixtures
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ASTM D2726 Standard Test Method for Bulk Specific Gravity and Density of Non- Absorptive Compacted Bituminous Mixtures
ASTM D2950 Standard Test Method for Density of Bituminous Concrete in Place by Nuclear Methods
ASTM D3203 Standard Test Method for Percent Air Voids in Compacted Dense and Open Bituminous Paving Mixtures
ASTM D3381 Standard Specification for Viscosity-Graded Asphalt Cement for Use in Pavement Construction
ASTM D3665 Standard Practice for Random Sampling of Construction Materials ASTM D3666 Standard Specification for Minimum Requirements for Agencies Testing and Inspecting Road and Paving Materials
ASTM D4318 Standard Test Methods for Liquid Limit, Plastic Limit, and Plasticity Index of Soils
ASTM D4552 Standard Practice for Classifying Hot-Mix Recycling Agents ASTM D4791 Standard Test Method for Flat Particles, Elongated Particles, or Flat and Elongated Particles in Coarse Aggregate
ASTM D4867 Standard Test Method for Effect of Moisture on Asphalt Concrete Paving Mixtures
ASTM D5361 Standard Practice for Sampling Compacted Asphalt Mixtures for Laboratory Testing
ASTM D5444 Standard Test Method for Mechanical Size Analysis of Extracted Aggregate
ASTM D5821 Standard Test Method for Determining the Percentage of Fractured Particles in Coarse Aggregate
ASTM D6084 Standard Test Method for Elastic Recovery of Bituminous Materials by Ductilometer
ASTM D6307 Standard Test Method for Asphalt Content of Hot Mix Asphalt by Ignition Method
ASTM D6373 Standard Specification for Performance Graded Asphalt Binder ASTM D6752 Standard Test Method for Bulk Specific Gravity and Density of Compacted Bituminous Mixtures Using Automatic Vacuum Sealing Method
ASTM D6925 Standard Test Method for Preparation and Determination of the Relative Density of Hot Mix Asphalt (HMA) Specimens by Means of the SuperPave Gyratory Compactor.

ASTM D6926 Standard Practice for Preparation of Bituminous Specimens Using Marshall Apparatus
ASTM D6927 Standard Test Method for Marshall Stability and Flow of Bituminous Mixtures
ASTM D6995 Standard Test Method for Determining Field VMA based on the Maximum Specific Gravity of the Mix (Gmm)
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ASTM E11 Standard Specification for Woven Wire Test Sieve Cloth and Test Sieves ASTM E178 Standard Practice for Dealing with Outlying Observations ASTM E1274 Standard Test Method for Measuring Pavement Roughness Using a Profilograph
ASTM E950 Standard Test Method for Measuring the Longitudinal Profile of Traveled Surfaces with an Accelerometer Established Inertial Profiling Reference
ASTM E2133 Standard Test Method for Using a Rolling Inclinometer to Measure Longitudinal and Transverse Profiles of a Traveled Surface American Association of State Highway and Transportation Officials (AASHTO) AASHTO M156 Standard Specification for Requirements for Mixing Plants for Hot- Mixed, Hot-Laid Bituminous Paving Mixtures.

AASHTO T329 Standard Method of Test for Moisture Content of Hot Mix Asphalt (HMA) by Oven Method
AASHTO T324 Standard Method of Test for Hamburg Wheel-Track Testing of Compacted Asphalt Mixtures
AASHTO T 340 Standard Method of Test for Determining the Rutting Susceptibility of Hot Mix Asphalt (APA) Using the Asphalt Pavement Analyzer (APA) Asphalt Institute (AI)
Asphalt Institute Handbook MS-26, Asphalt Binder
Asphalt Institute MS-2 Mix Design Manual, 7th Edition
AI State Binder Specification Database
Federal Highway Administration (FHWA)
Long Term Pavement Performance Binder Program
Advisory Circulars (AC)
AC 150/5320-6 Airport Pavement Design and Evaluation
FAA Orders
5300.1 Modifications to Agency Airport Design, Construction, and Equipment Standards
Software

FAARFIELD
END OF ITEM P-401

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Item P-401 Asphalt Mix Pavement 371
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Item P-403 Asphalt Mix Pavement [ Base ] [ Leveling ] [ Surface ] Course 372 Item P-403 Asphalt Mix Pavement Course

NOT USED
END OF ITEM P-403

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Item P-403 Asphalt Mix Pavement [ Base ] [ Leveling ] [ Surface ] Course 373 Page Intentionally Blank
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Item P-404 Fuel-Resistant Asphalt Mix Pavement 374
Item P-404 Fuel-Resistant Asphalt Mix Pavement

NOT USED
END OF ITEM P-404
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Item P-404 Fuel-Resistant Asphalt Mix Pavement 375
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Item P-501 Cement Concrete Pavement 376
Part 7 – Rigid Pavement
Item P-501 Cement Concrete Pavement

NOT USED
END ITEM P-501

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Item P-501 Cement Concrete Pavement 377
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Item P-608 Emulsified Asphalt Seal Coat 378
Part 8– Surface Treatments
Item P-608 Emulsified Asphalt Seal Coat

NOT USED
END OF ITEM P-608
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Item P-608 Emulsified Asphalt Seal Coat 379
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Item P-609 Chip Seal Coat 380
Item P-608-R Rapid Cure Seal Coat

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END OF ITEM P-608-R
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Item P-609 Chip Seal Coat 381
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Item P-609 Chip Seal Coat 382
Item P-609 Chip Seal Coat

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END OF ITEM P-609
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Item P-609 Chip Seal Coat 383
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Item P-623 Emulsified Asphalt Spray Seal Coat 384
Item P-623 Emulsified Asphalt Spray Seal Coat

NOT USED
END OF ITEM P-623
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Item P-623 Emulsified Asphalt Spray Seal Coat 385
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Item P-626 Emulsified Asphalt Slurry Seal Surface Treatment 386 Item P-626 Emulsified Asphalt Slurry Seal Surface Treatment

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END OF ITEM P-626

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Item P-626 Emulsified Asphalt Slurry Seal Surface Treatment 387 Page Intentionally Blank
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Item P-629 Thermoplastic Coal Tar Emulsion Surface Treatments 388 Item P-629 Thermoplastic Coal Tar Emulsion Surface Treatments

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END OF ITEM P-629
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Item P-629 Thermoplastic Coal Tar Emulsion Surface Treatments 389 Page Intentionally Blank

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Item P-630 Refined Coal Tar Emulsion Without Additives, Slurry Seal Surface Treatment 390 Item P-630 Refined Coal Tar Emulsion Without Additives, Slurry Seal Surface Treatment

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END OF ITEM P-630
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Item P-630 Refined Coal Tar Emulsion Without Additives, Slurry Seal Surface Treatment 391 Page Intentionally Blank

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Item P-631 Refined Coal Tar Emulsion with Additives, Slurry Seal Surface Treatment 392 Item P-631 Refined Coal Tar Emulsion with Additives, Slurry Seal Surface Treatment

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END OF ITEM P-631
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Item P-631 Refined Coal Tar Emulsion with Additives, Slurry Seal Surface Treatment 393 Page Intentionally Blank

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Item P-632 Asphalt Pavement Rejuvenation 394
Item P-632 Asphalt Pavement Rejuvenation

NOT USED
END OF ITEM P-632
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Item P-632 Asphalt Pavement Rejuvenation 395
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Item P-602 Emulsified Asphalt Prime Coat 396
Part 9– Miscellaneous
Item P-602 Emulsified Asphalt Prime Coat

DESCRIPTION
602-1.1 This item shall consist of an application of emulsified asphalt material on the prepared base course in accordance with these specifications and in reasonably close conformity to the lines shown on the plans.

MATERIALS
602-2.1 Emulsified Asphalt material. The emulsified asphalt material shall be as specified in ASTM D3628 for use as a prime coat appropriate to local conditions. The Contractor shall provide a copy of the manufacturer’s Certificate of Analysis (COA) for the emulsified asphalt material. The COA shall be provided to and approved by the Resident Project Representative (RPR) before the emulsified asphalt material is applied. The furnishing of the COA for the emulsified asphalt material shall not be interpreted as a basis for final acceptance. The manufacturer’s COA may be subject to verification by testing the material delivered for use on the project.

CONSTRUCTION METHODS
602-3.1 Weather limitations. The emulsified asphalt prime coat shall be applied only when the existing surface is dry; the atmospheric temperature is 50°F (10°C) or above, and the temperature has not been below 35°F (2°C) for the 12 hours prior to application; and when the weather is not foggy or rainy. The temperature requirements may be waived when directed by the RPR. 602-3.2 Equipment. The equipment shall include a self-powered pressure asphalt material distributor and equipment for heating asphalt material.

Provide a distributor with pneumatic tires of such size and number that the load produced on the base surface does not exceed 65.0 psi (4.5 kg/sq cm) of tire width to prevent rutting, shoving or otherwise damaging the base, surface or other layers in the pavement structure. Design and equip the distributor to spray the asphalt material in a uniform coverage at the specified temperature, at readily determined and controlled rates from 0.05 to 1.0 gallons per square yard (0.23 to 4.5 L/square meter), with a pressure range of 25 to 75 psi (172.4 to 517.1 kPa) and with an allowable variation from the specified rate of not more than ±5%, and at variable widths. Include with the distributor equipment a separate power unit for the bitumen pump, full-circulation spray bars, tachometer, pressure gauges, volume-measuring devices, adequate heaters for heating of materials to the proper application temperature, a thermometer for reading the temperature of tank contents, and a hand hose attachment suitable for applying asphalt material manually to areas inaccessible to the distributor. Equip the distributor to circulate and agitate the asphalt material during the heating process. If the distributor is not equipped with an operable quick shutoff valve, the prime operations shall be started and stopped on building paper.

A power broom and power blower suitable for cleaning the surfaces to which the asphalt coat is to be applied shall be provided.

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Item P-602 Emulsified Asphalt Prime Coat 397
Asphalt distributors must be calibrated annually in accordance with ASTM D2995. The Contractor must furnish a current calibration certification for the asphalt distributor truck from any State or other agency as approved by the RPR.
602-3.3 Application of emulsified asphalt material. Immediately before applying the prime coat, the full width of the surface to be primed shall be swept with a power broom to remove all loose dirt and other objectionable material.

The asphalt emulsion material shall be uniformly applied with an asphalt distributor at the rate of 0.15 to

0.30 gallons per square yard (0.68 to 1.36 liters per square meter) depending on the base course surface texture. The type of asphalt material and application rate shall be approved by the RPR prior to application.

Following application of the emulsified asphalt material and prior to application of the succeeding layer of pavement, allow the asphalt coat to cure and to obtain evaporation of any volatiles or moisture.

Maintain the coated surface until the succeeding layer of pavement is placed, by protecting the surface against damage and by repairing and recoating deficient areas. Allow the prime coat to cure without being disturbed for a period of at least 48 hours or longer, as may be necessary to attain penetration into the treated course. Furnish and spread sand to effectively blot up and cure excess asphalt material. The Contractor shall remove blotting sand prior to asphalt concrete lay down operations at no additional expense to the Owner. Keep traffic off surfaces freshly treated with asphalt material. Provide sufficient warning signs and barricades so that traffic will not travel over freshly treated surfaces. 602-3.4 Trial application rates. The Contractor shall apply a minimum of three lengths of at least 100 feet (30 m) for the full width of the distributor bar to evaluate the amount of emulsified asphalt material that can be satisfactorily applied with the equipment. Apply three different application rates of emulsified asphalt materials within the application range specified in paragraph 602-3.3. Other trial applications can be made using various amounts of material as directed by the RPR. The trial application is to demonstrate the equipment can uniformly apply the emulsified asphalt material within the rates specified and determine the application rate for the project.
602-3.5 Freight and waybills. The Contractor shall submit waybills and delivery tickets during the progress of the work. Before the final estimate is allowed, file with the RPR certified waybills and certified delivery tickets for all emulsified asphalt materials used in the construction of the pavement covered by the contract. Do not remove emulsified asphalt material from storage until the initial outage and temperature measurements have been taken. The delivery or storage units will not be released until the final outage has been taken.

METHOD OF MEASUREMENT
602-4.1 The emulsified asphalt material for prime coat shall be measured by the gallon (liter). Volume shall be corrected to the volume at 60°F (16°C) in accordance with ASTM D4311. The emulsified asphalt material paid for will be the measured quantities used in the accepted work, provided that the measured quantities are not 10% over the specified application rate. Any amount of emulsified asphalt material more than 10% over the specified application rate for each application will be deducted from the measured quantities, except for irregular areas where hand spraying of the emulsified asphalt material is necessary. Water added to emulsified asphalt will not be measured for payment.

BASIS OF PAYMENT
602-5.1 Payment shall be made at the contract unit price per gallon (liter) for emulsified asphalt prime coat. This price shall be full compensation for furnishing all materials and for all preparation, delivering, A.10.d
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Item P-602 Emulsified Asphalt Prime Coat 398
and applying the materials, and for all labor, equipment, tools, and incidentals necessary to complete this item.

Payment will be made under:

Item P-602-5.1 Emulsified Asphalt Prime Coat - per gallon (liter)

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

ASTM International (ASTM)
ASTM D2995 Standard Practice for Estimating Application Rate and Residual Application Rate of Bituminous Distributors
ASTM D3628 Standard Practice for Selection and Use of Emulsified Asphalts END OF ITEM P-602
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Item P-602 Emulsified Asphalt Prime Coat 399
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Item P-603 Emulsified Asphalt Tack Coat 400
Item P-603 Emulsified Asphalt Tack Coat

DESCRIPTION
603-1.1 This item shall consist of preparing and treating an asphalt or concrete surface with asphalt material in accordance with these specifications and in reasonably close conformity to the lines shown on the plans.

MATERIALS
603-2.1 Asphalt materials. The asphalt material shall be an emulsified asphalt as specified in ASTM D3628 as an asphalt application for tack coat appropriate to local conditions. The emulsified asphalt shall not be diluted. The Contractor shall provide a copy of the manufacturer’s Certificate of Analysis (COA) for the asphalt material to the Resident Project Representative (RPR) before the asphalt material is applied for review and acceptance. The furnishing of COA for the asphalt material shall not be interpreted as a basis for final acceptance. The manufacturer’s COA may be subject to verification by testing the material delivered for use on the project.

CONSTRUCTION METHODS
603-3.1 Weather limitations. The tack coat shall be applied only when the existing surface is dry and the atmospheric temperature is 50°F (10°C) or above; the temperature has not been below 35°F (2°C) for the 12 hours prior to application; and when the weather is not foggy or rainy. The temperature requirements may be waived when directed by the RPR.
603-3.2 Equipment. The Contractor shall provide equipment for heating and applying the emulsified asphalt material. The emulsion shall be applied with a manufacturer-approved computer rate-controlled asphalt distributor. The equipment shall be in good working order and contain no contaminants or diluents in the tank. Spray bar tips must be clean, free of burrs, and of a size to maintain an even distribution of the emulsion. Any type of tip or pressure source is suitable that will maintain predetermined flow rates and constant pressure during the application process with application speeds under eight (8) miles per hour (13 km per hour) or seven (700) feet per minute (213 m per minute).

The equipment will be tested under pressure for leaks and to ensure proper set-up before use to verify truck set-up (via a test-shot area), including but not limited to, nozzle tip size appropriate for application, spray-bar height and pressure and pump speed, evidence of triple-overlap spray pattern, lack of leaks, and any other factors relevant to ensure the truck is in good working order before use.

The distributor truck shall be equipped with a minimum 12-foot (3.7-m) spreader spray bar with individual nozzle control with computer-controlled application rates. The distributor truck shall have an easily accessible thermometer that constantly monitors the temperature of the emulsion, and have an operable mechanical tank gauge that can be used to cross-check the computer accuracy. If the distributor is not equipped with an operable quick shutoff valve, the prime operations shall be started and stopped on building paper.

The distributor truck shall be equipped to effectively heat and mix the material to the required temperature prior to application as required. Heating and mixing shall be done in accordance with the manufacturer’s recommendations. Do not overheat or over mix the material.

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Item P-603 Emulsified Asphalt Tack Coat 401
The distributor shall be equipped with a hand sprayer.

Asphalt distributors must be calibrated annually in accordance with ASTM D2995. The Contractor must furnish a current calibration certification for the asphalt distributor truck from any State or other agency as approved by the RPR.

A power broom and/or power blower suitable for cleaning the surfaces to which the asphalt tack coat is to be applied shall be provided.
603-3.3 Application of emulsified asphalt material. The emulsified asphalt shall not be diluted.

Immediately before applying the emulsified asphalt tack coat, the full width of surface to be treated shall be swept with a power broom and/or power blower to remove all loose dirt and other objectionable material.

The emulsified asphalt material shall be uniformly applied with an asphalt distributor at the rates appropriate for the conditions and surface specified in the table below. The type of asphalt material and application rate shall be approved by the RPR prior to application.

Emulsified Asphalt
Surface Type Residual Rate, gal/SY
(L/square meter)
Emulsion Application Bar Rate, gal/SY
(L/square meter)
New asphalt 0.02-0.05 (0.09-0.23) 0.03-0.07 (0.13-0.32) Existing asphalt 0.04-0.07 (0.18-0.32) 0.06-0.11 (0.27-0.50) Milled Surface 0.04-0.08 (0.18-0.36) .0.06-0.12 (0.27-0.54) Concrete 0.03-0.05 (0.13-0.23) 0.05-0.08 (0.23-0.36)
After application of the tack coat, the surface shall be allowed to cure without being disturbed for the period of time necessary to permit drying and setting of the tack coat. This period shall be determined by the RPR. The Contractor shall protect the tack coat and maintain the surface until the next course has been placed. When the tack coat has been disturbed by the Contractor, tack coat shall be reapplied at the Contractor’s expense.
603-3.4 Freight and waybills The Contractor shall submit waybills and delivery tickets, during progress of the work. Before the final statement is allowed, file with the RPR certified waybills and certified delivery tickets for all emulsified asphalt materials used in the construction of the pavement covered by the contract. Do not remove emulsified asphalt material from storage until the initial outage and temperature measurements have been taken. The delivery or storage units will not be released until the final outage has been taken.

METHOD OF MEASUREMENT
603-4.1 The emulsified asphalt material for tack coat shall be measured by the gallon (liter). Volume shall be corrected to the volume at 60°F (16°C) in accordance with ASTM D1250. The emulsified asphalt material paid for will be the measured quantities used in the accepted work, provided that the measured quantities are not 10% over the specified application rate. Any amount of emulsified asphalt material more than 10% over the specified application rate for each application will be deducted from the measured quantities, except for irregular areas where hand spraying of the emulsified asphalt material is necessary. Water added to emulsified asphalt will not be measured for payment.

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Item P-603 Emulsified Asphalt Tack Coat 402

BASIS OF PAYMENT
603.5-1 Payment shall be made at the contract unit price per gallon (liter)of emulsified asphalt 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 necessary to complete the item.

Payment will be made under:

Item P-603-5.1 Emulsified Asphalt Tack Coat - per gallon (liter)

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

ASTM International (ASTM)
ASTM D1250 Standard Guide for Use of the Petroleum Measurement Tables ASTM D2995 Standard Practice for Estimating Application Rate and Residual Application Rate of Bituminous Distributors
ASTM D3628 Standard Practice for Selection and Use of Emulsified Asphalts END ITEM P-603
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Item P-603 Emulsified Asphalt Tack Coat 403
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Item P-604 Compression Joint Seals for Concrete Pavements 404 Item P-604 Compression Joint Seals for Concrete Pavements

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Item P-604 Compression Joint Seals for Concrete Pavements 405 Page Intentionally Blank

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Item P-605 Joint Sealants for Pavements 406
Item P-605 Joint Sealants for Pavements

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END ITEM P-605
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Item P-605 Joint Sealants for Pavements 407
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Item P-606 Adhesive Compounds, Two-Component for Sealing Wire and Lights in Pavement 408 Item P-606 Adhesive Compounds, Two-Component for Sealing Wire and Lights in Pavement

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Item P-606 Adhesive Compounds, Two-Component for Sealing Wire and Lights in Pavement 409 Page Intentionally Blank

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Item P-610 Concrete for Miscellaneous Structures 410
Item P-610 Concrete for Miscellaneous Structures

DESCRIPTION
610-1.1 This item shall consist of concrete and reinforcement, as shown on the plans, prepared and constructed in accordance with these specifications. This specification shall be used for all concrete other than airfield pavement which are cast-in-place.

MATERIALS
610-2.1 General. Only approved materials, conforming to the requirements of these specifications, shall be used in the work. Materials may be subject to inspection and tests at any time during their preparation or use. The source of all materials shall be approved by the Resident Project Representative (RPR) before delivery or use in the work. 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 ensure 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 in them.

The use of pit-run aggregates shall not be permitted unless the pit-run aggregate has been screened and washed, and all fine and coarse aggregates stored separately and kept clean. The mixing of different aggregates from different sources in one storage stockpile or alternating batches of different aggregates shall not be permitted.
a. Reactivity. Fine aggregate and coarse aggregates to be used in all concrete shall have been tested separately within six months of the project in accordance with ASTM C1260. Test results shall be submitted to the RPR. The aggregate shall be considered innocuous if the expansion of test specimens, tested in accordance with ASTM C1260, does not exceed 0.08% at 14 days (16 days from casting). If the expansion either or both test specimen is greater than 0.08% at 14 days, but less than 0.20%, a minimum of 25% of Type F fly ash, or between 40% and 55% of slag cement shall be used in the concrete mix.

If the expansion is greater than 0.20%, the aggregates shall not be used, and test results for other aggregates must be submitted for evaluation; or aggregates that meet P-501 reactivity test requirements may be utilized.
610-2.2 Coarse aggregate. The coarse aggregate for concrete shall meet the requirements of ASTM C33 and the requirements of Table 4, Class Designation 5S; and the grading requirements shown below, as required for the project.

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Item P-610 Concrete for Miscellaneous Structures 411
Coarse Aggregate Grading Requirements
Maximum Aggregate Size ASTM C33, Table 3 Grading
Requirements (Size No.)
1 1/2 inch (37.5 mm) 467 or
4 and 67
1 inch (25 mm) 57
¾ inch (19 mm) 67
½ inch (12.5 mm) 7
610-2.2.1 Coarse Aggregate susceptibility to durability (D) cracking. Not used. 610-2.3 Fine aggregate. The fine aggregate for concrete shall meet all fine aggregate requirements of ASTM C33.
610-2.4 Cement. Cement shall conform to the requirements of ASTM C150 Type II. 610-2.5 Cementitious materials.
a. Fly ash. Fly ash shall meet the requirements of ASTM C618, with the exception of loss of ignition, where the maximum shall be less than 6%. Fly ash shall have a Calcium Oxide (CaO) content of less than 15% and a total available alkali content less than 3% per ASTM C311. Fly ash produced in furnace operations using 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 C618 reports for each source of fly ash proposed in the concrete mix, and shall furnish each additional report as they become available during the project. The reports can be used for acceptance or the material may be tested independently by the RPR.
b. Slag cement (ground granulated blast furnace (GGBF)). Slag cement shall conform to ASTM C989, Grade 100 or Grade 120. Slag cement shall be used only at a rate between 25% and 55% of the total cementitious material by mass.
610-2.6 Water. Water used in mixing or curing shall be from potable water sources. Other sources shall be tested in accordance with ASTM C1602 prior to use.
610-2.7 Admixtures. The Contractor shall submit certificates indicating that the material to be furnished meets all of the requirements indicated below. In addition, the RPR 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 RPR 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.
a. Air-entraining admixtures. Air-entraining admixtures shall meet the requirements of ASTM C260 and shall consistently entrain the air content in the specified ranges under field conditions. The air- entrainment agent and any water reducer admixture shall be compatible. b. Water-reducing admixtures. Water-reducing admixture shall meet the requirements of ASTM C494, Type A, B, or D. ASTM C494, Type F and G high range water reducing admixtures and ASTM C1017 flowable admixtures shall not be used.
c. Other chemical admixtures. The use of set retarding, and set-accelerating admixtures shall be approved by the RPR. Retarding shall meet the requirements of ASTM C494, Type A, B, or D and set- A.10.d
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Item P-610 Concrete for Miscellaneous Structures 412
accelerating shall meet the requirements of ASTM C494, Type C. Calcium chloride and admixtures containing calcium chloride shall not be used.
610-2.8 Premolded joint material. Premolded joint material for expansion joints shall meet the requirements of ASTM D1751.

610-2.9 Joint filler. The filler for joints shall meet the requirements of Item P-605, unless otherwise specified.
610-2.10 Steel reinforcement. Reinforcing shall consist of Reinforcing Steel conforming to the requirements of ASTM A615.
610-2.11 Materials for curing concrete. Curing materials shall conform to one or more of the following:

Materials for Curing
Waterproof paper ASTM C171
Clear or white Polyethylene Sheeting ASTM C171
White-pigmented Liquid Membrane-Forming Compound, Type
2, Class B ASTM C309

CONSTRUCTION METHODS
610-3.1 General. 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 here. All machinery and equipment used by the Contractor on the work, shall be of sufficient size to meet the requirements of the work. All work shall be subject to the inspection and approval of the RPR. 610-3.2 Concrete Mixture. The concrete shall develop a compressive strength of 4000 psi 28 MPa 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 470 pounds of cementitious material per cubic yard (280 kg per cubic meter). The water cementitious ratio shall not exceed 0.45 by weight. The air content of the concrete shall be 5% +/- 1.2% as determined by ASTM C231 and shall have a slump of not more than 4 inches (100 mm) as determined by ASTM C143.

610-3.3 Mixing. Concrete may be mixed at the construction site, at a central point, or wholly or in part in truck mixers. The concrete shall be mixed and delivered in accordance with the requirements of ASTM C94 or ASTM C685.

The concrete shall be mixed only in quantities required for immediate use. Concrete shall not be mixed while the air temperature is below 40°F (4°C) without the RPRs approval. If approval 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°F (10°C) nor more than 100°F (38°C). 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.

Retempering of concrete by adding water or any other material is not permitted.

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Item P-610 Concrete for Miscellaneous Structures 413
The rate of delivery of concrete to the job shall be sufficient to allow uninterrupted placement of the concrete.
610-3.4 Forms. Concrete shall not be placed until all the forms and reinforcements have been inspected and approved by the RPR. Forms shall be of suitable material and shall be of the type, size, shape, quality, and strength to build the structure as shown 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 surfaces of forms shall be smooth and free from irregularities, dents, sags, and holes. The Contractor shall be responsible for their adequacy.

The internal form ties shall be arranged so no metal will show in the concrete surface or discolor the surface when exposed to weathering when the forms are removed. All forms shall be wetted with water or with a non-staining mineral oil, which shall be applied immediately before the concrete is placed. Forms shall be constructed so they can be removed without injuring the concrete or concrete surface. 610-3.5 Placing reinforcement. All reinforcement shall be accurately placed, as shown on the plans, and shall be firmly held in position during concrete placement. Bars shall be fastened together at intersections.

The reinforcement shall be supported by approved metal chairs. Shop drawings, lists, and bending details shall be supplied by the Contractor when required.
610-3.6 Embedded items. Before placing concrete, all embedded items shall be firmly and securely fastened in place as indicated. All embedded items shall be clean and free from coating, rust, scale, oil, or any foreign matter. The concrete shall be spaded and consolidated around and against embedded items.

The embedding of wood shall not be allowed.
610-3.7 Concrete Consistency. The Contractor shall monitor the consistency of the concrete delivered to the project site; collect each batch ticket; check temperature; and perform slump tests on each truck at the project site in accordance with ASTM C143.
610-3.8 Placing concrete. All concrete shall be placed during daylight hours, unless otherwise approved.

The concrete shall not be placed until the depth and condition of foundations, the adequacy of forms and falsework, and the placing of the steel reinforcing have been approved by the RPR. Concrete shall be placed as soon as practical after mixing, but in no case later than one (1) hour after water has been added to the mix. The method and manner of placing shall avoid segregation and displacement of the reinforcement. Troughs, pipes, and chutes shall be used as an aid in placing concrete when necessary. The concrete shall not be dropped from a height of more than 5 feet (1.5 m). Concrete shall be deposited as nearly as practical in its final position to avoid segregation due to rehandling or flowing. Do not subject concrete to procedures which cause segregation. Concrete shall be placed on clean, damp surfaces, free from running water, or on a properly consolidated soil foundation. 610-3.9 Vibration. Vibration shall follow the guidelines in American Concrete Institute (ACI) Committee 309R, Guide for Consolidation of Concrete.
610-3.10 Joints. Joints shall be constructed as indicated on the plans. 610-3.11 Finishing. All exposed concrete surfaces shall be true, smooth, and free from open or rough areas, depressions, or projections. All concrete horizontal plane surfaces shall be brought flush to the proper elevation with the finished top surface struck-off with a straightedge and floated. 610-3.12 Curing and protection. All concrete shall be properly cured in accordance with the recommendations in American Concrete Institute (ACI) 308R, Guide to External Curing of Concrete.

The concrete shall be protected from damage until project acceptance. 610-3.13 Cold weather placing. When concrete is placed at temperatures below 40°F (4°C), follow the cold weather concreting recommendations found in ACI 306R, Cold Weather Concreting.

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Item P-610 Concrete for Miscellaneous Structures 414
610-3.14 Hot weather placing. When concrete is placed in hot weather greater than 85ºF (30 ºC), follow the hot weather concreting recommendations found in ACI 305R, Hot Weather Concreting.

QUALITY ASSURANCE (QA)
610-4.1 Quality Assurance sampling and testing. Concrete for each day’s placement will be accepted on the basis of the compressive strength specified in paragraph 610-3.2. The RPR will sample the concrete in accordance with ASTM C172; test the slump in accordance with ASTM C143; make and cure compressive strength specimens in accordance with ASTM C31; and test in accordance with ASTM C39.

The QA testing agency will meet the requirements of ASTM C1077.

The Contractor shall provide adequate facilities for the initial curing of cylinders. 610-4.2 Defective work. Any defective work that cannot be satisfactorily repaired as determined by the RPR, shall be removed and replaced at the Contractor’s expense. Defective work includes, but is not limited to, uneven dimensions, honeycombing and other voids on the surface or edges of the concrete.

METHOD OF MEASUREMENT
610-5.1 Concrete shall be considered incidental and no separate measurement shall be made.

BASIS OF PAYMENT
610-6.1 Concrete shall be considered incidental and no separate payment shall be made.

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

ASTM International (ASTM)
ASTM A184 Standard Specification for Welded Deformed Steel Bar Mats for Concrete Reinforcement
ASTM A615 Standard Specification for Deformed and Plain Carbon-Steel Bars for Concrete Reinforcement
ASTM A704 Standard Specification for Welded Steel Plain Bar or Rod Mats for Concrete Reinforcement
ASTM A706 Standard Specification for Low-Alloy Steel Deformed and Plain Bars for Concrete Reinforcement
ASTM A775 Standard Specification for Epoxy-Coated Steel Reinforcing Bars ASTM A884 Standard Specification for Epoxy-Coated Steel Wire and Welded Wire Reinforcement
ASTM A934 Standard Specification for Epoxy-Coated Prefabricated Steel Reinforcing Bars
ASTM A1064 Standard Specification for Carbon-Steel Wire and Welded Wire Reinforcement, Plain and Deformed, for Concrete
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Item P-610 Concrete for Miscellaneous Structures 415
ASTM C31 Standard Practice for Making and Curing Concrete Test Specimens in the Field
ASTM C33 Standard Specification for Concrete Aggregates ASTM C39 Standard Test Method for Compressive Strength of Cylindrical Concrete Specimens
ASTM C94 Standard Specification for Ready-Mixed Concrete ASTM C136 Standard Test Method for Sieve or Screen Analysis of Fine and Coarse Aggregates
ASTM C114 Standard Test Methods for Chemical Analysis of Hydraulic Cement ASTM C136 Standard Test Method for Sieve Analysis of Fine and Coarse Aggregates ASTM C143 Standard Test Method for Slump of Hydraulic-Cement Concrete ASTM C150 Standard Specification for Portland Cement
ASTM C171 Standard Specification for Sheet Materials for Curing Concrete ASTM C172 Standard Practice for Sampling Freshly Mixed Concrete ASTM C231 Standard Test Method for Air Content of Freshly Mixed Concrete by the Pressure Method
ASTM C260 Standard Specification for Air-Entraining Admixtures for Concrete ASTM C309 Standard Specification for Liquid Membrane-Forming Compounds for Curing Concrete
ASTM C311 Standard Test Methods for Sampling and Testing Fly Ash or Natural Pozzolans for Use in Portland-Cement Concrete
ASTM C494 Standard Specification for Chemical Admixtures for Concrete ASTM C618 Standard Specification for Coal Fly Ash and Raw or Calcined Natural Pozzolan for Use in Concrete
ASTM C666 Standard Test Method for Resistance of Concrete to Rapid Freezing and Thawing
ASTM C685 Standard Specification for Concrete Made by Volumetric Batching and Continuous Mixing
ASTM C989 Standard Specification for Slag Cement for Use in Concrete and Mortars ASTM C1017 Standard Specification for Chemical Admixtures for Use in Producing Flowing Concrete
ASTM C1077 Standard Practice for Agencies Testing Concrete and Concrete Aggregates for Use in Construction and Criteria for Testing Agency Evaluation
ASTM C1157 Standard Performance Specification for Hydraulic Cement ASTM C1260 Standard Test Method for Potential Alkali Reactivity of Aggregates (Mortar-Bar Method)
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Item P-610 Concrete for Miscellaneous Structures 416
ASTM C1365 Standard Test Method for Determination of the Proportion of Phases in Portland Cement and Portland-Cement Clinker Using X-Ray Powder Diffraction Analysis
ASTM C1602 Standard Specification for Mixing Water Used in the Production of Hydraulic Cement Concrete
ASTM D1751 Standard Specification for Preformed Expansion Joint Filler for Concrete Paving and Structural Construction (Nonextruding and Resilient Asphalt Types)
ASTM D1752 Standard Specification for Preformed Sponge Rubber Cork and Recycled PVC Expansion Joint Fillers for Concrete Paving and Structural Construction
American Concrete Institute (ACI)
ACI 305R Hot Weather Concreting
ACI 306R Cold Weather Concreting
ACI 308R Guide to External Curing of Concrete
ACI 309R Guide for Consolidation of Concrete
END OF ITEM P-610
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Item P-620 Runway and Taxiway Marking 418
Item P-620 Runway and Taxiway Marking

DESCRIPTION
620-1.1 This item shall consist of the preparation and painting of numbers, markings, and stripes on the surface of runways, taxiways, and aprons, in accordance with these specifications and at the locations shown on the plans, or as directed by the Resident Project Representative (RPR). The terms “paint” and “marking material” as well as “painting” and “application of markings” are interchangeable throughout this specification.

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. This certification along with a copy of the paint manufacturer’s surface preparation; marking materials, including adhesion, flow promoting and/or floatation additive; and application requirements must be submitted and approved by the Resident Project Representative (RPR) prior to the initial application of markings. The reports can be used for material acceptance or the RPR may perform verification testing. The reports shall not be interpreted as a basis for payment. The Contractor shall notify the RPR upon arrival of a shipment of materials to the site. All material shall arrive in sealed containers that are easily quantifiable for inspection by the RPR. 620-2.2 Marking materials.

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Item P-620 Runway and Taxiway Marking 419
Table 1. Marking Materials
Paint1 Glass Beads2
Type Color Fed Std. 595
Number
Application Rate
Maximum
Type Application Rate
Minimum
*Waterbo
rne
*White 37925 115 ft2/gal
(2.8 m2/l)*
Type I,
Gradation
A
7 lb/gal
(0.85 kg/l)
*Waterbo
rne
*Red 31136 115 ft2/gal
(2.8 m2/l)*
Type I,
Gradation
A
5 lb/gal
(0.85 kg/l)
*Waterbo
rne
*Yellow 33538 or 33655 115 ft2/gal
(2.8 m2/l)*
Type I,
Gradation
A
7 lb/gal
(0.85 kg/l)
*Waterbo
rne
*Black 31136 115 ft2/gal
(2.8 m2/l)*
-- --
Temporar
y
Marking
Waterbor
ne
-- -- 230 ft2/gal
(5.6 m2/l)
No Beads No Beads
1 See paragraph 620-2.2a
2 See paragraph 620-2.2b
a. Paint. Paint shall be waterborne in accordance with the requirements of this paragraph. Paint colors shall comply with Federal Standard No. 595.

Waterborne. Paint shall meet the requirements of Federal Specification TT-P-1952F, Type II. The non- volatile portion of the vehicle for all paint types shall be composed of a 100% acrylic polymer as determined by infrared spectral analysis.
]
b. Reflective media. Glass beads for white and yellow paint shall meet the requirements for Federal Specification TT-B-1325D Type I, Gradation A.

Glass beads for red and pink paint shall meet the requirements for Type I, Gradation A.

Glass beads shall be treated with all compatible coupling agents recommended by the manufacturers of the paint and reflective media to ensure adhesion and embedment.

Glass beads shall not be used in black and green paint.

Type III glass beads shall not be used in red and pink paint.

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Item P-620 Runway and Taxiway Marking 420

CONSTRUCTION METHODS
620-3.1 Weather limitations. Painting shall only be performed when the surface is dry, and the ambient temperature and the pavement surface temperature meet the manufacturer’s recommendations in accordance with paragraph 620-2.1. Painting operations shall be discontinued when the ambient or surface temperatures does not meet the manufacturer’s recommendations. Markings shall not be applied when the wind speed exceeds 10 mph unless windscreens are used to shroud the material guns. Markings shall not be applied when weather conditions are forecasts to not be within the manufacturers’ recommendations for application and dry time.
620-3.2 Equipment. Equipment shall include the apparatus necessary to properly clean the existing surface, a mechanical marking machine, a bead dispensing 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 or airless type marking machine with automatic glass bead dispensers suitable for application of traffic paint. It shall produce an even and uniform film thickness and appearance of both paint and glass beads at the required coverage and shall apply markings of uniform cross-sections and clear-cut edges without running or spattering and without over spray. The marking equipment for both paint and beads shall be calibrated daily. 620-3.3 Preparation of surfaces. Immediately before application of the paint, the surface shall be dry and free from dirt, grease, oil, laitance, or other contaminates that would reduce the bond between the paint and the pavement. Use of any chemicals or impact abrasives during surface preparation shall be approved in advance by the RPR. After the cleaning operations, sweeping, blowing, or rinsing with pressurized water shall be performed to ensure the surface is clean and free of grit or other debris left from the cleaning process.
a. Preparation of new pavement surfaces. The area to be painted shall be cleaned by broom, blower, water blasting, or by other methods approved by the RPR to remove all contaminants, including PCC curing compounds, minimizing damage to the pavement surface. b. Preparation of pavement to remove existing markings. Existing pavement markings shall be removed by rotary grinding, water blasting, or by other methods approved by the RPR minimizing damage to the pavement surface. The removal area may need to be larger than the area of the markings to eliminate ghost markings. After removal of markings on asphalt pavements, apply a fog seal or seal coat to ‘block out’ the removal area to eliminate ‘ghost’ markings. c. Preparation of pavement markings prior to remarking. Prior to remarking existing markings, loose existing markings must be removed minimizing damage to the pavement surface, with a method approved by the RPR. After removal, the surface shall be cleaned of all residue or debris.

Prior to the application of markings, the Contractor shall certify in writing that the surface is dry and free from dirt, grease, oil, laitance, or other foreign material that would prevent the bond of the paint to the pavement or existing markings. This certification along with a copy of the paint manufactures application and surface preparation requirements must be submitted to the RPR prior to the initial application of markings.
620-3.4 Layout of markings. The proposed markings shall be laid out in advance of the paint application. All markings with the exception of black paint shall receive glass beads shall. 620-3.5 Application. A period of 30 days shall elapse between placement of surface course or seal coat and application of the permanent paint markings. 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 has been approved by the RPR.

The edges of the markings shall not vary from a straight line more than 1/2 inch (12 mm) in 50 feet (15 m), and marking dimensions and spacing shall be within the following tolerances:

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Item P-620 Runway and Taxiway Marking 421
Marking Dimensions and Spacing Tolerance
Dimension and Spacing Tolerance
36 inch (910 mm) or less ±1/2 inch (12 mm)
greater than 36 inch to 6 feet (910 mm to 1.85 m) ±1 inch (25 mm) greater than 6 feet to 60 feet (1.85 m to 18.3 m) ±2 inch (50 mm) greater than 60 feet (18.3 m) ±3 inch (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 rate shown in Table 1. The addition of thinner will not be permitted.

Glass beads shall be distributed upon the marked areas at the locations shown on the plans to receive glass beads immediately after application of the paint. A dispenser shall be furnished that is properly designed for attachment to the marking machine and suitable for dispensing glass beads. Glass beads shall be applied at the rate shown in Table 1. Glass beads shall not be applied to black paint or green paint. Glass beads shall adhere to the cured paint or all marking operations shall cease until corrections are made.

Different bead types shall not be mixed. Regular monitoring of glass bead embedment and distribution should be performed.
620-3.6 Application--preformed thermoplastic airport pavement markings.

Preformed thermoplastic pavement markings not used.
620-3.7 Control strip. Prior to the full application of airfield markings, the Contractor shall prepare a control strip in the presence of the RPR. The Contractor shall demonstrate the surface preparation method and all striping equipment to be used on the project. The marking equipment must achieve the prescribed application rate of paint and population of glass beads (per Table 1) that are properly embedded and evenly distributed across the full width of the marking. Prior to acceptance of the control strip, markings must be evaluated during darkness to ensure a uniform appearance. 620-3.8 Retro-reflectance. [Reflectance shall be measured with a portable retro-reflectometer meeting ASTM E1710 (or equivalent). A total of 6 reading shall be taken over a 6 square foot area with 3 readings taken from each direction. The average shall be equal to or above the minimum levels of all readings which are within 30% of each other.

Minimum Retro-Reflectance Values
Material Retro-reflectance mcd/m2/lux
White Yellow Red
Initial Type I 300 175 35
Initial Type III 600 300 35
Initial Thermoplastic 225 100 35
All materials, remark when less than1 100 75 10
1 ‘Prior to remarking determine if removal of contaminants on markings will restore retro-reflectance][not used]
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Item P-620 Runway and Taxiway Marking 422

620-3.9 Protection and cleanup. After application of the markings, all markings shall be protected from damage until dry. All surfaces shall be protected from excess moisture and/or rain and from disfiguration by spatter, splashes, spillage, or drippings. The Contractor shall remove from the work area all debris, waste, loose reflective media, and by-products generated by the surface preparation and application operations to the satisfaction of the RPR. The Contractor shall dispose of these wastes in strict compliance with all applicable state, local, and federal environmental statutes and regulations.

METHOD OF MEASUREMENT
620-4.1a The quantity of surface preparation shall not be measured or paid for separately. The cost of this work item shall be considered incidental to the cost of the markings. 620-4.1b The quantity of markings shall be paid for shall be measured by the number of square feet (square meters) of painting.
620-4.1c The quantity of reflective media shall not be measured or paid for separately. It shall be considered incidental to the cost of the markings.
620-4.1d The quantity of temporary markings to be paid for shall be the number of square feet (square meters) of painting performed in accordance with the specifications and accepted by the RPR. Temporary marking includes surface preparation, application and complete removal of the temporary marking.

BASIS OF PAYMENT
620-5.1 This price shall be full compensation for furnishing all materials and for all labor, equipment, tools, and incidentals necessary to complete the item complete in place and accepted by the RPR in accordance with these specifications.
620-5.1a Payment for surface preparation - not used.
620-5.2b Payment for markings shall be made at the contract price for the number of square feet (square meters) of painting
620-5.3c Payment for reflective media - not used.
620-5.4d Temporary markings are not required.
]
Payment will be made under:

Item P-620-5.1a Surface Preparation -not used
Item P-620-5.2b Marking- per square foot (square meter) Item P-620-5.3c Reflective Media - not used
Item P-620-5.4d Temporary runway and taxiway marking - not used.

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

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Item P-620 Runway and Taxiway Marking 423
ASTM International (ASTM)
ASTM D476 Standard Classification for Dry Pigmentary Titanium Dioxide Products ASTM D968 Standard Test Methods for Abrasion Resistance of Organic Coatings by Falling Abrasive
ASTM D1652 Standard Test Method for Epoxy Content of Epoxy Resins ASTM D2074 Standard Test Method for Total, Primary, Secondary, and Tertiary Amine Values of Fatty Amines by Alternative Indicator Method ASTM D2240 Standard Test Method for Rubber Property - Durometer Hardness ASTM D7585 Standard Practice for Evaluating Retroreflective Pavement Markings Using Portable Hand-Operated Instruments
ASTM E303 Standard Test Method for Measuring Surface Frictional Properties Using the British Pendulum Tester
ASTM E1710 Standard Test Method for Measurement of Retroreflective Pavement Marking Materials with CEN-Prescribed Geometry Using a Portable Retroreflectometer
ASTM E2302 Standard Test Method for Measurement of the Luminance Coefficient Under Diffuse Illumination of Pavement Marking Materials Using a Portable Reflectometer
ASTM G154 Standard Practice for Operating Fluorescent Ultraviolet (UV) Lamp Apparatus for Exposure of Nonmetallic Materials
Code of Federal Regulations (CFR)
40 CFR Part 60, Appendix A-7, Method 24
Determination of volatile matter content, water content, density, volume solids, and weight solids of surface coatings
29 CFR Part 1910.1200 Hazard Communication
Federal Specifications (FED SPEC)
FED SPEC TT-B-1325D Beads (Glass Spheres) Retro-Reflective FED SPEC TT-P-1952F Paint, Traffic and Airfield Marking, Waterborne FED STD 595 Colors used in Government Procurement
Commercial Item Description
A-A-2886B Paint, Traffic, Solvent Based
Advisory Circulars (AC)
AC 150/5340-1 Standards for Airport Markings
AC 150/5320-12 Measurement, Construction, and Maintenance of Skid Resistant Airport Pavement Surfaces
END OF ITEM P-620

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Item P-621 Saw-Cut Grooves 424
Item P-621 Saw-Cut Grooves

NOT USED
END OF ITEM P-621
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Item P-621 Saw-Cut Grooves 425
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Item P-640 Piping, Fittings, and Appurtenances 426
Item P-640 Piping, Fittings, and Appurtenances
PART 1 – GENERAL

1.01 SUMMARY
A. Section Includes: Furnish and install all piping, including fittings, valves, and accessories as shown on the Drawings, described in the Specifications and as required to completely interconnect all piping for a complete and operable systems.

B. Related Sections:

1. Item P-152 Excavation Subgrade and Embankment

1.02 REFERENCES
A. American Association of State Highway and Transportation Officials (AASHTO) B. American National Standards Institute (ANSI)
C. American Society of Mechanical Engineers (ASME)
D. American Society for Testing and Materials (ASTM)
E. American Water Works Association (AWWA)
F. California Department of Transportation Std. Specifications (Caltrans)

1.03 SUBMITTALS
A. Submit in accordance with Section 01300.

B. Shop Drawings:

1. Layouts and schematics: Submit detailed installation drawings of all piping and connected equipment. The drawings shall include each pipe, all fittings, valves, and other appurtenances (Product Review submittal).

2. Verify by excavation, inspection and measurement all installation conditions for buried pipe before preparation of Shop Drawings. Submit field measurements with Shop Drawings where exposed conditions are significantly different than indicated on the Drawings.

3. Submit data to show that the following items conform to the Specification requirements:
a. Pipe, fittings, and accessories.
b. Flexible couplings.
c. Restrained joints.
d. Valves.
e. Combination air/vacuum release valves.

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Item P-640 Piping, Fittings, and Appurtenances 427
f. Magmeters.

4. Submit certified test reports as required herein and by the referenced Standard Specifications.

5. Disinfection Plan including:
a. "Normal" disinfection procedure per AWWA C651. 15050-2 b. Emergency disinfection procedure for mains and services, which must be returned to service immediately.
c. Disinfection schedule including number and type of services and length of disruption of service.
d. Disinfecting agent(s).
e. Method of disposal of chlorinated water.

6. Submit procedures for welding field joints of welded steel and stainless steel pipes and welder qualifications (Product Review).

7. Cleaning and Hydrostatic Test Plans.

C. Manuals: The Contractor shall furnish manufacturer's installation and operation manuals, bulletins, and spare parts lists for the following items:

1. All valves over 4-inch size.

2. Combination air/vacuum release valves.

3. All magmeters.

4. All automatic control valves.

D. Affidavits: Submit affidavits from the manufacturer for the following items:

1. All valves over 4-inch size.

2. Combination air/vacuum release valves.

3. All magmeters.

4. All automatic control valves.

E. The preceding submittals shall be in the Product Information Category except where noted.

1.04 QUALITY ASSURANCE
A. All materials and equipment furnished under this Section shall: (1) be of a manufacturer who has been regularly engaged in the design and manufacture of the materials and equipment for at least five (5) years; and (2) be demonstrated to the satisfaction of the Engineer that the quality is equal to the materials and equipment made by those manufacturers specifically named herein, if an alternate product manufacturer is proposed.

B. Factory Quality Control: The Contractor shall test all products as noted herein and by the referenced Specifications.

C. Field Quality Control:

1. The Contractor shall:
a. Perform leakage tests per AWWA C600 or AWWA C605.

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Item P-640 Piping, Fittings, and Appurtenances 428
b. Provide bacteriological sampling and testing, by an independent certified testing laboratory, to verify satisfactory disinfection of potable water piping and accessories.

1.05 POTHOLING (CHECK ON LOCATIONS)
A. Refer to Section 02200, paragraph 3.02.

1.06 CONSTRUCTION SCHEDULING/SEQUENCING
A. Construction under this Contract involves expansion and modification of the Owner’s existing water system, which must continue to provide service during construction. Refer to Section 01010 and Section 01040.

PART 2 – PRODUCTS

2.01 GENERAL
A. Pipe and valve sizes are nominal diameter unless otherwise noted.

B. All materials delivered to the job site shall be new, free from defects, and marked to identify the material, class, and other appropriate data such as thickness for piping.

C. Acceptance of materials shall be subject to strength and quality testing in addition to inspection of the completed product. Acceptance of installed piping systems shall be based on inspection and leakage and bacteriological tests as specified hereinafter.

D. Products in contact with potable water shall be certified to NSF Standard 61.

2.02 PIPING MATERIALS
A. Pipe Designation: Piping materials for miscellaneous small piping are designated on the Drawings. New water transmission mains shall be either ductile iron pipe or PVC C900, PVC C905, except that for water mains aboveground and connecting to the new water tank shall be welded steel pipe.

B. Pipe Systems: Each designation identifies not only the pipe itself, but the entire system as well as including the associated fittings, appurtenances, and installation and test procedures.

C. Ductile Iron (DI):

1. Pipe: Ductile iron, AWWA C151. Unless otherwise specified, provide push-on joints and minimum Pressure Class 250.
a. Push-on joints and mechanical joints: AWWA C111.
b. Flanged joints: AWWA C115.

2. Fittings: Ductile iron only, AWWA C110 or AWWA C153. Gray cast iron fittings are not acceptable. Fittings shall be furnished by, or under the direct supervision of, the pipe manufacturer.

Unless otherwise specified, provide push-on or mechanical joint fittings.

3. Joint restraint (pipe and fittings, where required):
a. Push-on joints: Capable of deflection after the restraint is installed.

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1) TR FLEX by United States Pipe & Foundry Company; Thrust-Lock by Pacific States Cast Iron Pipe Company; or equal.
2) Connect pipe cut in the field, where necessary and when 15050-4 favorably reviewed by the Engineer, by TR FLEX Gripper Ring System by United States Pipe & Foundry Company; or equal.
b. Mechanical joints: Restraining gland; EBAA Megalug Series 1100; or equal. c. Flanged joints only where otherwise specified.

4. Lining (pipe and fittings): Unless otherwise specified, cement mortar lining, AWWA C104, standard thickness, with seal coat.

5. Gaskets: Unless otherwise specified, vulcanized styrene butadiene rubber (SBR). Provide special gaskets, complying with the requirements of AWWA C111, Section 4.2.2, at flanged connections with pressures in excess of 250 psi.

6. All Ductile Iron Pipe shall be polyethylene encased per AWWA C105.

D. Galvanized Steel Pipe:

1. Pipe: Galvanized steel, ASTM A120, Schedule 80.

2. Fittings: Galvanized malleable iron, screwed, ASTM A197 for materials, ANSI B16.3 150 psi for dimensions.

3. Threads: ANSI B2.1.

4. Unions: Galvanized malleable iron, ASTM A197 for materials and ANSI B16.39 for dimensions, with brass seats.

5. Thread compound: Permatex No. 2, Crane equivalent, or equal, or teflon tape.

E. Steel Pipe Assemblies:

1. Steel pipe assemblies consist of combinations of steel pipe, special sections (fittings) and flanges, as detailed on the Drawings.
a. Assemblies shall be shop welded, and all interior and exterior welds and edges ground smooth.
b. After all welding and grinding is complete, assemblies shall be fusion-bonded lined and coated per AWWA C213. Application shall be by the fluid bed method only unless the greatest dimension of the article to be coated exceeds ten feet, in which case electrostatic spray method may be used.
c. No field welding is permitted, except as specified in paragraph 3.01 of this section.

2. Pipe and fittings: AWWA C200.
a. The minimum wall thickness of pipe and fittings shall be 0.1875 inch. b. Unless otherwise noted or detailed on the Drawings, fitting dimensions shall conform to AWWA C208. Adding pipe to the fittings does not change the requirement that fittings conform to AWWA C208 dimensionally, nor does it reclassify the pipe portion as part of the fitting.
c. Provide reinforcement for fittings in the form of collars, wrappers or crotch plates, in accordance with AWWA M11 Table 13-2; use 150 psi for the design pressure P. d. Mitered 90 Degree Elbows: Four pieces minimum.

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e. Mitered 45 Degree Elbows: Three pieces minimum. 15050-5 f. The manufacturer shall maintain records that identify the cylinder used for all completed pipe and fittings.

3. Flanges: AWWA C207 standard steel-ring flanges, Class B or D. Flanges shall be welded to the cylinder without warping and with flange face perpendicular to the longitudinal axis of the cylinder.

4. Gaskets: AWWA C207, 1/8-inch thick.

5. Provide certification of hydrostatic testing in accordance with AWWA C200.

F. Polyvinyl Chloride Pipe (4-inch to 12-inch):

1. Pipe: Polyvinyl Chloride (PVC), AWWA C900, Class 150

2. Fittings: Ductile iron, in accordance with Paragraph 2.02C of this Section.

3. Joint Restraint:
a. Push-on Joints: Restraining harness, Series 1600 by EBAA Iron; Style 611 by Romac; or equal.
b. Mechanical Joints: Restraining gland, Series 2000 PV by EBAA Iron; or equal.

G. Polyvinyl Chloride Pipe (smaller than 4-inch):

1. Pipe: Schedule 80 polyvinyl chloride (PVC), gray, normal impact, Type 12454 B, ASTM D1784 and ASTM D1785. Pipe shall bear the National Sanitation Foundation (NSF) label.

2. Joints: Solvent weld, except flanged or threaded permitted where required at equipment connections and where required on the Drawings. Solvent weld and primer for PVC pipe and fittings used for sodium hypochlorite product and solution shall be as recommended by pipe manufacturer.

3. Fittings: Solvent weld, socket type, of same material as the pipe, Schedule 80, ASTM D2467 or threaded PVC Plastic Pipe Fittings, ASTM D2464, Schedule 80.

4. Cement: Solvent weld, ASTM D2564, as recommended by the pipe manufacturer for the schedule and size to be joined.

5. Pipe Cleaner: As recommended by the pipe manufacturer for the schedule and size to be joined.

H. Smooth-Interior Corrugated High-Density Polyethylene (HDPE) Pipe.

1. Pipe and Fittings: AASHTO M294, Type S; Hancor Blue Seal, or equal.

2. Joints: Watertight (10.8 psi) bell and spigot.

3. Gaskets: ASTM F477.

2.03 PIPE COUPLINGS
A. General: For typical pipe joints, refer to pipe material specifications. Other joint devices shall be furnished where called for as specified below.

B. Flexible Couplings and Flange Coupling Adaptors:

1. Sleeve: Cast iron or fabricated steel.

2. Followers: Cast iron, ductile iron, or steel.

3. Sleeve bolts: ASTM A325, Type 3; malleable iron; or equivalent. 15050-6 A.10.d
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4. Coating: Fusion epoxy line and coat sleeve and followers.

5. Pressure rating: 250 psi.

6. Buried flexible coupling sleeve: Long barrel

7. Manufacturers:
a. Flexible couplings:
1) Connecting pipe with identical outside diameters: SmithBlair 411 or 431, Dresser Style 38 or 53, or equal.
2) Connecting pipe with slightly different outside diameters: Smith-Blair 413 or R 441, Dresser Style 162, or equal.
b. Flange coupling adaptors:
1) Connecting new pipe or new pipe to existing non-ferrous pipe: Smith-Blair 912 or 913, Dresser Style 127 or 128, or equal.
2) Connecting new pipe to existing ferrous pipe: Insulating flange coupling adaptor with insulating boot: Smith-Blair 932 or 933, or equal.

8. Gaskets: Oil and grease resistant; Smith-Blair Grade 60; or equal.

9. Joint restraint: Provide joint harnesses (tie rod lug or attachment plate assemblies) across flexible couplings and flange coupling adaptors where indicated on the Drawings. For flanged coupling adaptors, anchor studs may be substituted for the harnesses on pipe up to 12-inch. Design restraint in accordance with AWWA M-11 for 250 psi if size of the rods is not indicated on the Drawings.

C. Flexible Joint Restraint Couplings

1. The Casing, Ball, and Sleeve shall be of ductile iron meeting or exceeding ASTM A 536.

2. The entire fitting shall be lined and coated with fusion bonded epoxy applied and tested in accordance with AWWA C213.

3. Flexible Joint Restraint Couplings shall be Romac FlexiJoint or approved equal.

D. Expansion Joint:

1. Spool-type non-metallic expansion joint; Proco Series 231 or Series 232; or equal.

2.04 VALVES AND ACCESSORIES
A. General Requirements for Valves:

1. All valves of each type shall be the product of one manufacturer.

2. All valves shall be furnished with control assembly, operators, handwheels, levers, or other suitable type wrench including handles as specified herein or as shown on the Drawings.

3. All threaded stem valves shall open by turning the valve stem counterclockwise.

4. The exterior of all buried valves and valve operators shall be painted with two coats of Tape Coat Mastic; Protecto Wrap CA1180 Mastic; or equal, except where otherwise indicated.

B. Manual Valves and Accessories:

1. Butterfly valves:
a. Rating: 150 psi water. Leaktight in both directions. 15050-7 A.10.d
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b. Type: Flanged body, or as shown on the Drawings, AWWA C504, geared operator, resilient seated, 90 degree seating.
c. Materials: Cast iron body; cast iron or ductile iron disc with NiChrome or Type 316 stainless steel edge; Type 304 stainless steel shaft; disc to be secured to shaft with Type 304 stainless steel taper pins.
d. Operator: Traveling-nut type, 2-inch standard AWWA nut, designed for buried service, watertight to 10 psi with extension stem as detailed on the Drawings. e. Valve seat: Buna-N seat shall be applied to the valve body. Bearings: Self-lubricating and corrosion resistant.
g. Finish: Internal, asphalt varnish in accordance with AWWA C504; external, factory applied coal tar epoxy, 16 mils minimum thickness.
h. Manufacturers: Pratt Groundhog, equivalent by DeZurik, or equal.

2. Gate Valves:
a. Rating: 200 psi water.
b. Type: Resilient wedge, non-rising stem, full diameter waterway, AWWA C509. c. Connection: As shown on the Drawings.
d. Stem seal: O-ring.
e. Finish: Fusion epoxy.
f. Manufacturers: American Darling; Clow; Kennedy; Mueller; or equal.

3. Canal Gate Valves:
a. Construction shall be of grey iron with an all-bolted steel frame with 1/4" minimum thickness. Valve shall include a cast-bronze lift nut and a cast iron wheel. Canal gates shall be Waterman C10 or approved equal.

4. Combination Air Vacuum Valve:
a. Air and vacuum release valves shall be combination air and vacuum release valves as manufactured by the Valve and Primer Corporation (APCO) 143-C, 145-C, etc, Crispin U- 10, U-20, etc.

C. Automatic Control Valves:

1. Automatic control valves include pressure reducing, pressure relief, rate of flow, surge anticipation, pump control, and altitude valves. Unless otherwise approved by the District Engineer, all automatic control valves shall be diaphragm actuated pilot controlled type and shall have a globe style body, stainless steel trim, V-port seating, and be fusion bonded epoxy lined and coated. The pilot system shall include pilot line wyestrainers with blow-offs, opening and closing speed controls, position indicator, and pilot system isolation cocks.

2. Pressure Reducing Valves:
a. Pressure reducing valves 2-inches and smaller shall be bronze body with stainless steel trim, self-contained, direct acting high capacity type with a built-in stainless steel strainer, have an adjustable outlet pressure setting, and be fully repairable in line. Valves shall be Watts Model U5B or Cla-Val Model 990. 15050-8
b. Pressure reducing valves larger than 2 inches shall be combination reducing/sustaining and diaphragm actuated pilot
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3. Pressure Relief Valves:
a. Pressure relief valves shall be diaphragm actuated pilot controlled type designed to maintain a steady upstream pressure by relieving excess pressure without causing pipeline surges. Valves shall be Watts Model 116 or Cla-Val Model 50-01.

4. Altitude Valves:
a. Altitude valves shall be diaphragm actuated pilot controlled type with a single seat and a resilient disc for tight closure. If required by system hydraulics, the valve shall be the two way flow type. For applications of altitude valves in which the differential pressure exceeds the manufacturer’s cavitation chart limit, and orifice plate shall be installed downstream of the valve to dampen the cavitation per the manufacturer’s recommendations. Valves shall be Watts Model 127 or Cla-Val Model 210.

D. Solonoid Valves:

1. Solenoid valves shall be two-way, full line size, normally closed, diaphragm type, 125 psi minimum body pressure, 5 psi minimum operating differential, for use with cold water or air. Valve shall be suitable for 115 volt, 60 Hz AC power supply.

2. All solenoid valves shall have manual operators, encapsulated soils and shall have electrical characteristics as indicated on the drawings. All valves shall be mounted horizontally.

E. Swing Check Valves:

1. Swing check valves 1.5 inches and smaller shall be all bronze, regrinding type designed for a working pressure of 150 psi.

2. Swing check valves for waterlines 2 inches and larger shall be iron body, brass trimmed, designed for a working pressure not less than 350 psi. The shall be of the balanced, swing gate type with a clear opening at least equal to that of the connecting pipe and shall have an external lever and counter weight.

3. Swing check valves shall be rubber flapper type, APCO Valve and Primer Corporation, Mueller, or Crane. F. Rubber Check Valves:

4. Tideflex by Red Valve Company; or equal.

2.05 FLOW METERS
A. Magnetic Flow Meters:

1. Flow meters shall be the magnetic type that utilizes the principle of electromagnetic induction to produce an output proportional to the rate of fluid flow. A set of pulsed, electrically powered coils shall generate a magnetic field that in turn induces a voltage in the flowing fluid that is sensed by a pair of electrodes in contact with the fluid.

2. Provide flow tube with sensor element, cables, remote converter/ transmitter with empty pipe detection option. The system shall be suitable for water with conductivity as low as 5.0 micromho/cm and shall have an accuracy of +/- 0.5% of rate.

3. Flow tube material: 15050-9
a. 12-inch (nominal) diameter and less: Polyvinyl chloride (PVC). b. Larger than 12-inch (nominal) diameter: Carbon steel with polyurethane lining and fusion epoxy coating.

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4. Connection: ANSI Class 150 flanges.

5. Electrodes: Type 316 stainless steel. Protect coils from contact with the fluid.

6. NEMA 6 (submersible to 30 feet).

7. Manufacturer: ISCO UniMag, McCrometer UltraMag, or approved equal.

8. Special Tools: Furnish special tools that are necessary for the replacement of parts and the adjustment of the equipment.

B. Turbine Meters:

1. Water meters 3 inches and larger shall be in conformance with AWWA C702. Meters shall be manufactured by Neptune or approved equal. Meters shall be a flanged single register high performance compound meter. The meter shall have a test plug on the downstream end of the meter.

2.06 APPURTENANCES
A. Tapping Sleeves and Saddles:

1. Tapping sleeves shall be entirely Type 304 Stainless Steel, including the flange, nuts and bolts, and must have a tapped test outlet and plug as manufactured by JCM, Ford, or Romac. Mueller ductile iron tapping saddles shall be permitted.

B. Polyethylene Encasement:

1. Polyethylene Encasement: AWWA C105, black, 8 mils. Joint tape shall be self-sticking, PVC or polyethylene, 10 mils thick; Chase “Chasekote 750”; Kendall “Polyken 900”; 3M “Scotchrap 50”; or equal.

PART 3 - EXECUTION 3.01 PIPING INSTALLATION
A. General:

1. Exercise great care to prevent injury to or scoring of the pipe lining and coating, as applicable, during handling, transportation or storage. Pipe shall not be stored on rough ground and rolling of the pipe on the coating will not be permitted. Repair any damaged pipe sections, specials, or fittings or replace at the direction of the Engineer.

2. Inspect each pipe fitting, valve and accessory carefully before installation. Inspect the interior and exterior protective coatings and patch all damaged areas in the field or replaced at the direction of the Engineer.

3. Place or erect all piping to accurate line and grade and backfill, support, hang, or brace against movement as specified or shown on the Drawings, or as required for proper installation. Remove all dirt and foreign matter from the pipe interior prior to installation and thoroughly clean all joints before joining.

4. Use reducing fittings where any change in pipe size occurs. Bushings shall not be used, unless specifically noted on the Drawings. Use 15050-10 eccentric reducing fittings wherever necessary to provide free drainage of lines.

5. Connections between ferrous and non-ferrous metallic piping and accessories shall be made using a dielectric coupling, union, or flange.

6. Install piping without springing or forcing the pipe in a manner that would set up stresses in the pipe, valves, or connected equipment.

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7. Set all pipe flanges level, plumb, and aligned. Flanged fittings shall be true and perpendicular to the axis of the pipe. Bolt holes in flanges shall straddle vertical centerline of pipes.

8. Flanged Joints: Flanged joints shall be made up tight with care being taken to avoid undue strain in the flanges, fittings, and other accessories. Bolt holes shall be aligned for each flanged joint.

Bolts shall be full-size for bolt holes; use of undersize bolts to make up for misalignment of bolt holes or for any other purpose will not be permitted. Adjoining flange faces shall not be out of parallel to such a degree that the flanged joint cannot be made watertight without overstraining the flange. Replace any flanged pipe or fitting whose dimensions do not allow the making of a proper flanged joint, as specified herein by one of proper dimensions. Clean flanges prior to making joints.

9. Restrained Joints: Install in accordance with manufacturer’s instructions. Pull slack out of joint after makeup.

10. Provide all necessary assembly bolts, washers and nuts, thrust blocks, supports, gaskets, flanges, and all other appurtenant items shown on the Drawings, specified or required for the proper installation and operation of the piping, and devices included in or on the piping, equipment, and piping accessories.

B. General Buried Piping Installation:

1. Trenching, bedding, and backfill for buried piping shall be as shown on the Drawings and as specified in Section 02200.

2. Where no grade elevations are shown on the Drawings, buried piping shall have at least 3 feet of cover.

3. Provide each pipe with a firm, uniform bearing for its full length in the trench except at field joints. Do not lay pipe in water or when trench conditions or weather are unsuitable for such work.

4. Protect buried piping against thrust by use of restrained pipe joints or thrust blocks as shown on the Drawings. Securely brace all exposed free pipe ends.

5. Do not deflect joints more than 75% of the maximum deflection permitted by the pipe manufacturer.

6. Provide polyethylene encasement of buried ductile iron components as follows:
a. Ductile iron pipe – single wrap.
b. Fittings, valves and pipe couplings, regardless of pipe type:
1) Fittings – single wrap.
2) Valves and pipe couplings – double wrap.
c. Flanged and mechanical joints, and other appurtenances with significantly different outside diameters from the pipe – double wrap.
d. Continuously seal seams and overlaps with tape. Seal circumferential overlaps with two turns of tape, half lapped. Gather excess polyethylene on top of pipe so as not to block backfill material from getting under bottom of pipe. Use caution so as not to rip or cut the polyethylene film. Seal any rips or cuts in the film with tape.

C. Potable Water Main Installation:

1. The Contractor is advised that precautions taken to keep the pipeline clean during construction will facilitate achieving the disinfection requirements of this project with a minimum of effort and expense. Compliance with these suggested minimum procedures will not relieve the Contractor of the disinfection requirements.

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2. Prior to installation, thoroughly clean the interior of each length of pipe and each fitting or valve and inspect to ensure that no foreign material remains. Cover both ends with plastic and do not uncover them until just prior to completing the joint.

3. Whenever pipe laying is discontinued for short periods, or whenever work is stopped at the end of the day, close the open ends of the pipe with watertight plugs or bulkheads.

4. Provide adequate trench pumping to ensure against groundwater contacting the inside of the pipeline at any time. Do now lower any pipe or fitting into a trench where groundwater is present and may enter the pipe. When necessary, pump the water from trenches and keep the trench dry until the joints have been completed and the open ends of the pipe have been closed with a watertight plug. Do not remove the plug until the trench has again been pumped dry.

5. Keep new pipe sections clean and dry.

6. Wherever the pipeline crosses over or under a sewer main or house service lateral, center a standard length pipe, 18-foot minimum, on said sewer main or lateral so as to have the pipeline joints as far as possible away from the sewer. This may require field cutting of some pipe pieces.

7. When making the connection between a new pipeline and an existing pipeline, or when repairing a damaged pipe, take the following extra precautions:
a. Clean the exterior of the existing pipeline of all dirt and debris, and spray or swab with a standard 5.25% or stronger chlorine solution (as specified) in the immediate vicinity of the work. Clean equipment and materials, including new pipe and fittings, to be used in making these connections of all dirt and debris and disinfect them. Allow at least thirty (30) minutes contact time for disinfection before the chlorine solution is diluted or rinsed off. Provide sufficient trench pumps to prevent flooding of the trench. b. When an old line is opened, either by accident or by design, the excavation may be wet or badly contaminated from groundwater. Apply liberal quantities of standard chlorine solution or tablets to the open trench areas to lessen the danger from such pollution. Tablets are recommended because they dissolve slowly and continue to release hypochlorite as water is pumped from the excavation. Scatter liberally around and locate the tablets so that flow entering the work site will contact the disinfecting agent. Trench application should be done very carefully to avoid contact by skin and clothing with chlorine solution.

Minimally, safety dictates wearing safety goggles and rain gear. c. When excavating a leaking or broken pipeline, “valve-off” the system gradually to less than watertightness. This is to prevent causing areas of zero pressure which would allow entry of foreign material. A flow should be maintained which is slightly less than trench pump capability. Once the break is exposed and cleaned to disallow site contamination, the valving can then be made watertight.

D. Installation Specifics:

1. Ductile Iron Pipe: Buried pipe shall be installed in accordance with AWWA C600.

2. Steel Pipe Assemblies:
a. Handle and install in accordance with AWWA C213.
b. No field welding is permitted except for connections to the tank and appurtenances.

Welded areas shall be coated as part of the tank. Refer to Section 13211, paragraph 3.04. c. Plain end(s) of assemblies may be trimmed to fit field conditions. Resultant exposed steel shall be coated in accordance with any of the following:
1) AWWA C213, Part 4.4.5.2.

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2) AWWA C210 (liquid-epoxy), Part 4.5.
3) Section 13211, paragraph 3.04 (ends that are accessible from inside the tank only).

3. Galvanized Steel Pipe: Threaded joints shall have connections made metal-to-metal tight. All burrs shall be removed from ends of pipe, and threads shall be cleaned of all oil and chips. Male threads shall be coated with joint lubrication.

4. Polyvinyl Chloride Pipe: Installation shall conform to AWWA M23, Chapters 6 and 7, as modified herein.

3.02 COUPLING INSTALLATION
A. Flexible Couplings and Flange Coupling Adaptors: Prior to installation, thoroughly clean oil, scale, rust, and dirt from the pipe to provide a clean seat for the gasket. Care shall be taken that the gaskets are wiped clean before they are installed. If necessary, flexible couplings and flanged coupling adapter gaskets may be lubricated with soapy water or manufacturer's standard lubricant before installation on the pipe ends.

Install in accordance with the manufacturer's recommendations. Bolts shall be tightened progressively, drawing up bolt on opposite sides a little at a time until all bolts have a uniform tightness. Workers tightening bolts shall be equipped with torque-limiting wrenches or other favorably reviewed type. Anchor studs on restrained flanged coupling adapters shall be installed so as to lock into holes drilled through pipe wall in accordance with manufacturer's recommendation.

B. Wrap buried couplings as specified in paragraph 3.01 B of this Section. 15050-13

3.03 INSTALLATION OF VALVES AND ACCESSORIES
A. Use reducing fittings where any change in pipe size occurs between valves or accessories and the attached pipeline. Bushings shall not be used, unless specifically noted on the Drawings. Use eccentric reducing fittings wherever necessary to provide free drainage of lines. Inspect each piece of pipe and each fitting carefully to see that there is no defective workmanship on pipe, or obstructions in pipes and fittings.

B. Wrap buried valve bodies as specified in paragraph 3.01 B of this Section.

3.04 NOT USED

3.05 NOT USED

3.06 LEAKAGE TESTING – PRESSURE PIPE
A. General: Perform leakage tests on the inlet pipe, outlet pipe and interconnected piping. Furnish all equipment, material, personnel, test media and supplies to perform the tests and make all taps and other necessary temporary connections. The test pressure, allowable leakage and test medium shall be as specified. Perform leakage tests on all piping at a time agreed upon and in the presence of the Engineer.

B. Buried Piping: Perform the leakage test for buried piping after all pipe is installed and backfilled.

However, preliminary tests may be conducted prior to backfill. If preliminary tests are conducted, provide any necessary temporary thrust restraint.

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C. Accessories: It is the responsibility of the Contractor to block off or remove equipment, valves, gauges, etc., which are not designed to withstand the full test pressure.

D. Testing Apparatus: Provide pipe taps, nozzles and connections as necessary in piping to permit testing, addition of test media, and draining lines and disposal of water, as is necessary. Plug these openings in a manner favorably reviewed by the Engineer after use. Provide all required temporary bulkheads.

E. Correction of Defects: If leakage exceeds the allowable, repair or replace the installation and repeat leakage tests as necessary until conformance to the leakage test requirements specified herein have been fulfilled. All visible leaks shall be repaired even if the pipeline passes the allowable leakage test.

F. Reports: Keep records of each piping test, including:

1. Description and identification of piping tested.

2. Test pressure.

3. Date of test.

4. Witnessing by Contractor and Engineer.

5. Test evaluation. 15050-14

6. Remarks, to include such items as:
a. Leaks (type, location).
b. Repairs made on leaks.
c. Submit test reports to the Engineer.

G. Venting: Where not shown on the Drawings, the Contractor may install valved "TEES" or corporation stops and saddles at high points on piping to permit venting of air. Valves shall be capped after testing is completed.

H. Testing Specifics:

1. Method: AWWA C600, as modified herein.

2. Duration: Four hours.

3. Pressure: 150 psi measured at lowest point of section of pipeline being tested.

4. Medium: Potable water.

5. Allowable Leakage: Leakage shall be defined as the quantity of test medium that must be added to the section of pipeline being tested to maintain the specified test pressure for the specified test duration. Maximum allowable leakage shall be as specified in AWWA C600.

3.07 DISINFECTION OF POTABLE WATER SYSTEMS
A. Prior to disinfection, the inside of each completed pipeline shall be thoroughly cleaned of all dirt, loose scale, sand and other foreign material. Cleaning shall be by sweeping, flushing with water internal cleaning device or “pig” or blowing with compressed air, as appropriate for the size and type of pipe. Flushing shall achieve a velocity of at least 2.5 feet per second. The Contractor shall install temporary strainers, temporarily disconnect equipment or take other appropriate measures to protect equipment while cleaning piping. Cleaning shall be completed after any repairs.

B. Disinfect all potable water mains and interconnected piping after testing and before being placed into service to ensure their bacteriological safety. Disinfection shall be accomplished under the supervision of the Contractor by a person skilled and experienced in the operation of water systems.

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C. Mains:

1. Standard: AWWA C651 as amended herein.

2. Forms of Chlorine: Sodium hypochlorite or calcium hypochlorite.

3. Method: Continuous-Feed.

D. Small Pipelines (less than 3-inch):

1. Preparation: Provide the system with a 1-inch minimum service cock or valve or other means to inject chlorine solution at a point within 2 or 3 feet of its junction with the supply source. When system is complete, thoroughly flush it by fully opening every outlet until clear water flows from all of them.

2. Disinfecting Agent: Sodium hypochlorite or calcium hypochlorite in sufficient quantities to produce chlorine concentration of at least 50 parts per million in the system. 15050-15

3. Disinfecting Procedure:
a. Connect a hand-operated pump, or other means of injecting the disinfecting agent, to 1- inch minimum service cock or valve or other injection device. Pump must provide a pressure greater than that of supply of system.
b. With system completely full of water and supply valve open, proceed to adjust every outlet of system so that a trickle of water flows from each. c. Inject disinfectant slowly and continuously at an even rate, not in slugs, until a test at each outlet shows a free chlorine residual concentration of at least 50 parts per million. d. Close all outlets and valves, including valve connecting to supply line and 1-inch minimum service cock on solution injection connection. Maintain condition for 24 hours.

After 24 hours, test for residual chlorine at each outlet. The free residual chlorine concentration indicated should be not less than 10 ppm. If the indicated free chlorine concentration is less than 10 ppm, the disinfection procedure must be repeated until an approved result is obtained.

4. When the above procedure has been completed to the satisfaction of the Engineer, flush out entire system with fresh water until tests at all outlets show a residual of not more than 0.5 ppm.

E. Chlorine Residual Testing: AWWA C651, Appendix A, DPD Drop Dilution Method, except where otherwise specified.

F. Bacteriological Analyses of Water: After the completion of disinfecting procedure, including the final flushing as described heretofore, obtain water samples from this system for bacteriological analyses. See paragraph 1.04 of this Section. Requirements for satisfactory disinfection of water supply are that bacteriological analyses (Heterotrophic plate count) indicate that water samples are negative for coliformnerogenes organisms, and that total plate count is less than 100 bacteria per cubic centimeter. If bacteriological analyses do not satisfy the above requirements, then disinfection procedure must be repeated until these requirements are met, at no cost to the Owner.

G. Disposal of Disinfection Solution: Dechlorinate, if necessary, and dispose of disinfection solution in accordance with applicable regulations. Take care to assure that chlorinated water is not spilled in drains.

3.08 METHOD OF MEASUREMENT
Relocated Recycled Water Line shall be measured in lump of water line furnished and installed, completed, and approved and only for the length as indicated on the plans or as directed by the Engineer.

3.09 BASIS OF PAYMENT
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Payment for water line installation shall be made at the unit price bid per lump sum and shall be compensation in full for the completion of the water line including all labor, materials, equipment, and all incidentals necessary to perform the work.

Payment will be made under:

Item P-640-4.1 Recycled Water Relocation — per Lump Sum

END OF ITEM P-640

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Item F-160 Wire Fence with Wood Posts (Class A and B Fences) 442 Part 10 – Fencing
Item F-160 Wire Fence with Wood Posts (Class A and B Fences)

NOT USED
END OF ITEM F-160
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Item F-161 Wire Fence with Steel Posts (Class C and D Fence) 444 Item F-161 Wire Fence with Steel Posts (Class C and D Fence)

NOT USED
END OF ITEM F-161
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Item F-162 Chain-Link Fence 446
Item F-162 Chain-Link Fence

NOT USED
END OF ITEM F-162
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Item F-162 Chain-Link Fence 447
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Item F-163 Wildlife Deterrent Fence Skirt 448
Item F-163 Wildlife Deterrent Fence Skirt

NOT USED
END OF ITEM F-163
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Item F-164 Wildlife Exclusion Fence 450
Item F-164 Wildlife Exclusion Fence

REFERENCES
END OF ITEM F-164
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Item D-701 Pipe for Storm Drains and Culverts 452
Part 11 – Drainage
Item D-701 Pipe for Storm Drains and Culverts

DESCRIPTION
701-1.1 This item shall consist of the construction of pipe culverts and storm drains in accordance with these specifications and in reasonably close conformity with the lines and grades shown on the plans.

MATERIALS
701-2.1 Materials shall meet the requirements shown on the plans and specified below. Underground piping and components used in drainage systems for terminal and aircraft fueling ramp drainage shall be noncombustible and inert to fuel in accordance with National Fire Protection Association (NFPA) 415. 701-2.2 Pipe. The pipe shall be of the type called for on the plans or in the proposal and shall be in accordance with the following appropriate requirements:

AASHTO M294 Standard Specification for Corrugated Polyethylene Pipe, 300- to 1500- mm (12- to 60-in.) Diameter
ASTM C76 Standard Specification for Reinforced Concrete Culvert, Storm Drain, and Sewer Pipe

701-2.3 Concrete. Concrete for pipe cradles shall have a minimum compressive strength of 2000 psi (13.8 MPa) at 28 days and conform to the requirements of ASTM C94. 701-2.4 Rubber gaskets. Rubber gaskets for rigid pipe shall conform to the requirements of ASTM C443. Rubber gaskets for PVC pipe, polyethylene, and polypropylene pipe shall conform to the requirements of ASTM F477. Rubber gaskets for zinc-coated steel pipe and precoated galvanized pipe shall conform to the requirements of ASTM D1056, for the “RE” closed cell grades. Rubber gaskets for steel reinforced thermoplastic ribbed pipe shall conform to the requirements of ASTM F477. 701-2.5 Joint mortar. Not used.
701-2.6 Joint fillers. Not used.
701-2.7 Plastic gaskets. Not used.
701-2.8. Controlled low-strength material (CLSM). Controlled low-strength material shall conform to the requirements of Item P-153. When CLSM is used, all joints shall have gaskets. 701-2.9 Precast box culverts. Manufactured in accordance with and conforming to ASTM C1433. 701-2.10 Precast concrete pipe. Precast concrete structures shall be furnished by a plant meeting National Precast Concrete Association Plant Certification Program or American Concrete Pipe Association QCast Plant Certification program.

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Item D-701 Pipe for Storm Drains and Culverts 453

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 it shall not be less than the external diameter of the pipe plus 12 inches (300 mm) on each side. The trench walls shall be approximately vertical.

The Contractor shall comply with all current federal, state and local rules and regulations governing the safety of men and materials during the excavation, installation and backfilling operations. Specifically, the Contractor shall observe that all requirements of the Occupational Safety and Health Administration (OSHA) relating to excavations, trenching and shoring are strictly adhered to. The width of the trench shall be sufficient to permit satisfactorily jointing of the pipe and thorough compaction of the bedding material under the pipe and backfill material around the pipe, but it shall not be greater than the widths shown on the plans trench detail.

Where rock, hardpan, or other unyielding material is encountered, the Contractor shall remove it from below the foundation grade for a depth of at least 8 inch (200 mm) or 1/2 inch (12 mm) for each foot of fill over the top of the pipe (whichever is greater) but for no more than three-quarters of the nominal diameter of the pipe. The excavation below grade should be filled with granular material to form a uniform foundation.

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 RPR shall determine the depth of removal necessary. The granular material shall be compacted to provide adequate support for the pipe.

The excavation for pipes 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. 701-3.2 Bedding. The bedding surface for the pipe shall provide a foundation of uniform density to support the pipe throughout its entire length.
a. Rigid pipe. The pipe bedding shall be constructed uniformly for the full length of the pipe barrel, as required on the plans. The maximum aggregate size shall be 1 in when the bedding thickness is less than 6 inches, and 1-1/2 in when the bedding thickness is greater than 6 inches. Bedding shall be loosely placed uncompacted material under the middle third of the pipe prior to placement of the pipe. b. Flexible pipe. For flexible pipe, the bed shall be roughly shaped to fit the pipe, and a bedding blanket of sand or fine granular material shall be provided as follows:

Flexible Pipe Bedding
Pipe Corrugation Depth Minimum Bedding Depth
inch mm inch mm
1/2 12 1 25
1 25 2 50
2 50 3 75
2-1/2 60 3-1/2 90

c. Other pipe materials. For PVC, polyethylene, polypropylene, or fiberglass pipe, the bedding material shall consist of coarse sands and gravels with a maximum particle size of 3/4 inches (19 mm).

For pipes installed under paved areas, no more than 12% of the material shall pass the No. 200 (0.075 A.10.d
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Item D-701 Pipe for Storm Drains and Culverts 454
mm) sieve. For all other areas, no more than 50% of the material shall pass the No. 200 (0.075 mm) sieve.

The bedding shall have a thickness of at least 6 inches (150 mm) below the bottom of the pipe and extend up around the pipe for a depth of not less than 50% of the pipe’s vertical outside diameter. 701-3.3 Laying 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.

Paved or partially lined pipe shall be placed so that the longitudinal center line of the paved segment coincides with the flow line.

Elliptical and elliptically reinforced concrete pipes shall be placed with the manufacturer’s reference lines designating the top of the pipe within five degrees of a vertical plane through the longitudinal axis of the pipe.
701-3.4 Joining pipe. Joints shall be made with (1) cement mortar, (2) cement grout, (3) rubber gaskets, (4) plastic gaskets, (5) coupling bands.

Mortar joints shall be made with an excess of mortar to form a continuous bead around the outside of the pipe and shall be finished smooth on the inside. Molds or runners shall be used for grouted joints to retain the poured grout. Rubber ring gaskets shall be installed to form a flexible watertight seal. a. Concrete pipe. Concrete pipe may be either bell and spigot or tongue and groove. Pipe sections at joints shall be fully seated and the inner surfaces flush and even. Concrete pipe joints shall be sealed with rubber gaskets meeting ASTM C443.
b. Metal pipe. Metal pipe shall be firmly joined by form-fitting bands conforming to the requirements of ASTM A760 for steel pipe and AASHTO M196 for aluminum pipe. c. PVC, Polyethylene, or Polypropylene pipe. Joints for PVC, Polyethylene, or Polypropylene pipe shall conform to the requirements of ASTM D3212 when leak resistant joints are required. Joints for PVC and Polyethylene pipe shall conform to the requirements of AASHTO M304 when soil tight joints are required. Fittings for polyethylene pipe shall conform to the requirements of AASHTO M252 or ASTM M294. Fittings for polypropylene pipe shall conform to ASTM F2881, ASTM F2736, or ASTM F2764. d. Fiberglass pipe. Joints and fittings shall be as detailed on the plans and in accordance with the manufacturers recommendations.
701-3.5 Embedment and Overfill. Pipes shall be inspected before any fill material is placed; any pipes found to be out of alignment, unduly settled, or damaged shall be removed and re-laid or replaced at the Contractor’s expense.
701-3.5-1 Embedment Material Requirements
a. Concrete Pipe. Embedment material and compaction requirements shall be in accordance with the applicable Type of Standard Installation (Types 1, 2, 3, or 4) per ASTM C1479. If a concrete cradle or CLSM embedment material is used, it shall conform to the plan details. b. Plastic and fiberglass Pipe. Embedment material shall meet the requirements of ASTM D3282, A-1, A-2-4, A-2-5, or A-3. Embedment material shall be free of organic material, stones larger than 1.5 inches in the greatest dimension, or frozen lumps. Embedment material shall extend to 12 inches above the top of the pipe.
c. Metal Pipe. Embedment material shall be granular as specified in the contract document and specifications, and shall be free of organic material, rock fragments larger than 1.5 inches in the greatest dimension and frozen lumps. As a minimum, backfill materials shall meet the requirements of ASTM D3282, A-1, A-2, or A-3. Embedment material shall extend to 12 inches above the top of the pipe.

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701-3.5-2 Placement of Embedment Material
The embedment material shall be compacted in layers not exceeding 6 inches (150 mm) on each side of the pipe and shall be brought up one foot (30 cm) above the top of the pipe or to natural ground level, whichever is greater. Thoroughly compact the embedment material under the haunches of the pipe without displacing the pipe. Material shall be brought up evenly on each side of the pipe for the full length of the pipe.

When the top of the pipe is above the top of the trench, the embedment material shall be compacted in layers not exceeding 6 inches (150 mm) and shall be brought up evenly on each side of the pipe to one foot (30 cm) above the top of the pipe. All embedment material shall be compacted to a density required under Item P-152.

Concrete cradles and flowable fills, such as controlled low strength material (CLSM) or controlled density fill (CDF), may be used for embedment provided adequate flotation resistance can be achieved by restraints, weighing, or placement technique.

It shall be the Contractor’s responsibility to protect installed pipes and culverts from damage due to construction equipment operations. The Contractor shall be responsible for installation of any extra strutting or backfill required to protect pipes from the construction equipment. 701-3.6 Overfill
Pipes shall be inspected before any overfill is in place. Any pipes found to be out of alignment, unduly settled, or damaged shall be removed and relaid or replaced at the Contractor’s expense. Evaluation of any damage to RCP shall be evaluated based on AASHTO R73.

Overfill material shall be place and compacted in layers as required to achieve compaction to at least 95 percent standard proctor per [ ASTM D698 ] [ ASTM D1557 ]. The soil shall contain no debris, organic matter, frozen material, or stones with a diameter greater than one half the thickness of the compacted layers being placed.
701-3.7 Inspection Requirements
An initial post installation inspection shall be performed by the RPR no sooner than 30 days after completion of installation and final backfill. Clean or flush all lines prior to inspection.

Use a camera with lighting suitable to allow a clear picture of the entire periphery of the pipe interior.

Center the camera in the pipe both vertically and horizontally and be able to pan and tilt to a 90 degree angle with the axis of the pipe rotating 360 degrees. Use equipment to move the camera through the pipe that will not obstruct the camera’s view or interfere with proper documentation of the pipe’s condition.

The video image shall be clear, focused, and relatively free from roll, static, or other image distortion qualities that would prevent the reviewer from evaluating the condition of the pipe.

Incorporate specific inspection requirements for the various types of pipes beneath the general inspection requirements.

Reinforced concrete pipe shall be inspected, evaluated, and reported on in accordance with ASTM C1840, “Standard Practice for Inspection and Acceptance of Installed Reinforced Concrete Culvert, Storm Drain, and Storm Sewer Pipe.” Any issues reported shall include still photo and video documentation. The zoom ratio shall be provided for all still or video images that document any issues of concern by the inspection firm.

Flexible pipes shall be inspected for rips, tears, joint separations, soil migration, cracks, localized buckling, settlement, alignment, and deflection. Determine whether the allowable deflection has been exceeded by use of a laser profiler for internal pipe diameters of 48 inches or less, or direct measurement for internal pipe diameters greater than 48 inches. Laser profile equipment shall utilize low barrel A.10.d
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distortion video equipment. Deflection of installed pipe shall not exceed the limits provided in the table below, as a percentage of the average inside diameter of the pipe.

Maximum Allowable Pipe Deflection
Type of Pipe Maximum Allowable Deflection (%)
Corrugated Metal Pipe 5
Concrete Lined CMP 3
Thermoplastic Pipe 5
Fiberglass 5
If deflection readings in excess of the allowable deflection are obtained, remove the pipe with excessive deflection and replace with new pipe. Isolated areas may exceed allowable by 2.5% with concurrence of RPR. Repair or replace any pipe with cracks exhibiting displacement across the crack, bulges, creases, tears, spalls, or delaminations. The report for flexible pipe shall include as a minimum, the deflection results and final post installation inspection report. The inspection report shall include: a copy of all video taken, pipe location identification, equipment used for inspection, inspector name, deviation from design line and grade, and inspector’s notes.

METHOD OF MEASUREMENT
701-4.1 The length of pipe shall be measured in linear feet (m) of pipe in place, completed, and accepted.

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. Each class, type and size of pipe shall be measured separately. All fittings shall be included in the footage as typical pipe sections in the pipe being measured.

BASIS OF PAYMENT
701-5.0 These prices shall fully compensate the Contractor for furnishing all materials and for all preparation, excavation, and installation of these materials; and for all labor, equipment, tools, and incidentals necessary to complete the item.

Payment will be made under:

Item 701-5.1 15- inch HDPE per linear foot (meter)
Item 701-5.2 12- inch RCP (Class V) per linear foot (meter) Item 701-5.5 Recycled Water Relocation per linear foot (meter)

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

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American Association of State Highway and Transportation Officials (AASHTO) AASHTO M167 Standard Specification for Corrugated Steel Structural Plate, Zinc- Coated, for Field-Bolted Pipe, Pipe-Arches, and Arches
AASHTO M190 Standard Specification for Bituminous-Coated Corrugated Metal Culvert Pipe and Pipe Arches
AASHTO M196 Standard Specification for Corrugated Aluminum Pipe for Sewers and Drains
AASHTO M219 Standard Specification for Corrugated Aluminum Alloy Structural Plate for Field-Bolted Pipe, Pipe-Arches, and Arches
AASHTO M243 Standard Specification for Field Applied Coating of Corrugated Metal Structural Plate for Pipe, Pipe-Arches, and Arches
AASHTO M252 Standard Specification for Corrugated Polyethylene Drainage Pipe AASHTO M294 Standard Specification for Corrugated Polyethylene Pipe, 300- to 1500- mm (12- to 60-in.) Diameter
AASHTO M304 Standard Specification for Poly (Vinyl Chloride) (PVC) Profile Wall Drain Pipe and Fittings Based on Controlled Inside Diameter AASHTO MP20 Standard Specification for Steel Reinforced Polyethylene (PE) Ribbed Pipe, 300- to 900-mm (12- to 36-in.) Diameter
ASTM International (ASTM)
ASTM A760 Standard Specification for Corrugated Steel Pipe, Metallic Coated for Sewers and Drains
ASTM A761 Standard Specification for Corrugated Steel Structural Plate, Zinc Coated, for Field-Bolted Pipe, Pipe-Arches, and Arches
ASTM A762 Standard Specification for Corrugated Steel Pipe, Polymer Precoated for Sewers and Drains
ASTM A849 Standard Specification for Post-Applied Coatings, Pavings, and Linings for Corrugated Steel Sewer and Drainage Pipe
ASTM B745 Standard Specification for Corrugated Aluminum Pipe for Sewers and Drains
ASTM C14 Standard Specification for Nonreinforced Concrete Sewer, Storm Drain, and Culvert Pipe
ASTM C76 Standard Specification for Reinforced Concrete Culvert, Storm Drain, and Sewer Pipe
ASTM C94 Standard Specification for Ready Mixed Concrete ASTM C144 Standard Specification for Aggregate for Masonry Mortar ASTM C150 Standard Specification for Portland Cement
ASTM C443 Standard Specification for Joints for Concrete Pipe and Manholes, Using Rubber Gaskets
ASTM C506 Standard Specification for Reinforced Concrete Arch Culvert, Storm Drain, and Sewer Pipe
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ASTM C507 Standard Specification for Reinforced Concrete Elliptical Culvert, Storm Drain and Sewer Pipe
ASTM C655 Standard Specification for Reinforced Concrete D-Load Culvert, Storm Drain and Sewer Pipe
ASTM C990 Standard Specification for Joints for Concrete Pipe, Manholes, and Precast Box Sections Using Preformed Flexible Joint Sealants ASTM C1433 Standard Specification for Precast Reinforced Concrete Monolithic Box Sections for Culverts, Storm Drains, and Sewers
ASTM D1056 Standard Specification for Flexible Cellular Materials Sponge or Expanded Rubber
ASTM D3034 Standard Specification for Type PSM Poly (Vinyl Chloride) (PVC) Sewer Pipe and Fittings
ASTM D3212 Standard Specification for Joints for Drain and Sewer Plastic Pipes Using Flexible Elastomeric Seals
ASTM D3262 Standard Specification for "Fiberglass" (Glass-Fiber Reinforced Thermosetting Resin) Sewer Pipe
ASTM D3282 Standard Practice for Classification of Soils and Soil-Aggregate Mixtures for Highway Construction Purposes
ASTM D4161 Standard Specification for "Fiberglass" (Glass-Fiber Reinforced Thermosetting Resin) Pipe Joints Using Flexible Elastomeric Seals ASTM D6690 Standard Specification for Joint and Crack Sealants, Hot Applied, for Concrete and Asphalt Pavements
ASTM F477 Standard Specification for Elastomeric Seals (Gaskets) for Joining Plastic Pipe
ASTM F667 Standard Specification for 3 through 24 in. Corrugated Polyethylene Pipe and Fittings
ASTM F714 Standard Specification for Polyethylene (PE) Plastic Pipe (DR PR) Based on Outside Diameter
ASTM F794 Standard Specification for Poly (Vinyl Chloride) (PVC) Profile Gravity Sewer Pipe & Fittings Based on Controlled Inside Diameter ASTM F894 Standard Specification for Polyethylene (PE) Large Diameter Profile Wall Sewer and Drain Pipe
ASTM F949 Standard Specification for Poly (Vinyl Chloride) (PVC) Corrugated Sewer Pipe with a Smooth Interior and Fittings
ASTM F2435 Standard Specification for Steel Reinforced Polyethylene (PE) Corrugated Pipe
ASTM F2562 Specification for Steel Reinforced Thermoplastic Ribbed Pipe and Fittings for Non-Pressure Drainage and Sewerage
ASTM F2736 Standard Specification for 6 to 30 in. (152 to 762 mm) Polypropylene (PP) Corrugated Single Wall Pipe and Double Wall Pipe
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ASTM F2764 Standard Specification for 30 to 60 in. (750 to 1500 mm) Polypropylene (PP) Triple Wall Pipe and Fittings for Non-Pressure Sanitary Sewer Applications
ASTM F2881 Standard Specification for 12 to 60 in. (300 to 1500 mm) Polypropylene (PP) Dual Wall Pipe and Fittings for Non-Pressure Storm Sewer Applications
National Fire Protection Association (NFPA)
NFPA 415 Standard on Airport Terminal Buildings, Fueling Ramp Drainage, and Loading Walkways
END ITEM D-701

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Item D-702 Slotted Drains

NOT USED
END OF ITEM D-702
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Item D-705 Pipe Underdrains for Airports

DESCRIPTION
705-1.1 This item shall consist of the construction of bioretention in accordance with these specifications and in reasonably close conformity with the lines and grades shown on the plans.

MATERIALS
705-2.1 General. Materials shall meet the requirements shown on the plans and specified below. 705-2.2 Pipe. The pipe shall be of the type called for on the plans or in the proposal and shall be in accordance with the following appropriate requirements.

ASTM F758 Standard Specification for Smooth-Wall Poly (Vinyl Chloride) (PVC) Plastic Underdrain Systems for Highway, Airport, and Similar Drainage 705-2.3 Joint mortar. Pipe joint mortar shall consist of one part by volume of Portland cement and two parts sand. The Portland cement shall conform to the requirements of ASTM C150, Type I. The sand shall conform to the requirements of ASTM C144.
705-2.4 Elastomeric seals. Elastomeric seals shall conform to the requirements of ASTM F477. 705-2.5 Porous backfill. Porous backfill shall be free of clay, humus, or other objectionable matter, and shall conform to the gradation in Table 1 when tested in accordance with ASTM C136.

Table 1. Gradation of Porous Backfill
Sieve Designation (square openings)
Percentage by Weight Passing Sieves
Porous Material No. 2
1-1/2 inch (37.5 mm) 100
1 inch (25.0 mm) 90 - 100
3/8 inch (9.5 mm) 25 - 60
No. 4 (4.75 mm) 5 - 40
No. 8 (2.36 mm) 0 - 20
No. 16 (1.18 mm) --
No. 50 (300 µm) --
No. 100 (150 µm) --
When two courses of porous backfill are specified in the plans, the finer of the materials shall conform to particle size tabulated herein for porous material No. 1. The coarser granular material shall meet the gradation given in the tabulation for porous material No. 2. 705-2.6 Granular material. Granular material used for backfilling shall conform to the requirements of ASTM D2321 for Class IA, IB, or II materials.
705-2.7 Filter fabric. The filter fabric shall conform to the requirements of AASHTO M288 Class 2 or equivalent.

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Table 2. Fabric Properties
Fabric Property Test Method Test Requirement
Grab Tensile Strength, lbs ASTM D4632 125 min
Grab Tensile Elongation % ASTM D4632 50 min
Burst Strength, psi ASTM D3785 125 min
Trapezoid Tear Strength, lbs ASTM D4533 55 min
Puncture Strength, lbs ASTM D4833 40 min
Abrasion, lbs ASTM D4886 15 max loss
Equivalent Opening Size ASTM D4751 70-100
Permittivity sec-1 ASTM D4491 0.80
Accelerated Weathering (UV Stability)
(Strength Retained - %)
ASTM D4355
*(500 hrs exposure) 70

705-2.8 Controlled low-strength material (CLSM). Controlled low-strength material shall conform to the requirements of Item P-153. All joints shall have elastomeric seals.

CONSTRUCTION METHODS
705-3.1 Equipment. All equipment required for the construction of pipe underdrains shall be on the project, in good working condition, and approved by the RPR before construction is permitted to start. 705-3.2 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 6 inches (150 mm) on each side of the pipe. The trench walls shall be approximately vertical.

Where rock, hardpan, or other unyielding material is encountered, it shall be removed below the foundation grade for a depth of at least 4 inches (100 mm). The excavation below grade shall be backfilled with selected fine compressible material, such as silty clay or loam, and lightly compacted in layers not over 6 inches (150 mm) in uncompacted depth to form a uniform but yielding foundation.

Excavated material not required or acceptable for backfill shall be disposed of by the Contractor as directed by the RPR. The excavation shall not be carried below the required depth; if this occurs, the trench shall be backfilled at the Contractor’s expense with material approved by the RPR and compacted to the density of the surrounding material.

The pipe bedding shall be constructed uniformly over the full length of the pipe barrel, as required on the plans. The maximum aggregate size shall be 1 inch when the bedding thickness is less than 6 inches, and 1-1/2 inch when the bedding thickness is greater than 6 inches. Bedding shall be loosely placed, uncompacted material under the middle third of the pipe prior to placement of the pipe.

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The Contractor shall do trench bracing, sheathing, or shoring necessary to perform and protect the excavation as required for safety and conformance to federal, state and local laws. Unless otherwise provided, the bracing, sheathing, or shoring shall be removed by the Contractor after the backfill has reached at least 12 inches (300 mm) over the top of the pipe. 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 (meter) for the pipe.
705-3.3 Laying and installing pipe.
a. Concrete pipe. The laying of the pipe in the finished trench shall be started at the lowest point and proceed upgrade. When bell and spigot pipe is used, the bells shall be laid upgrade. If tongue and groove pipe is used, the groove end shall be laid upgrade. Holes in perforated pipe shall be placed down, unless otherwise shown on the plans. The pipe shall be firmly and accurately set to line and grade so that the invert will be smooth and uniform. Pipe shall not be laid on frozen ground.

Pipe which is not true in alignment, or which shows any settlement after laying, shall be taken up and re-laid by the Contractor at no additional expense. Making adjustments in grade by exerting force on the barrel of the pipe with excavating equipment, by lifting and dropping the pipe, or by lifting the pipe and packing bedding material under it shall be prohibited. If the installed pipe section is not to grade, the pipe section shall be completely removed, the grade corrected, and the pipe rejoined.” b. Metal pipe. The metal pipe shall be laid with the separate sections joined firmly together with bands, with outside laps of circumferential joints pointing upgrade, and with longitudinal laps on the sides. Any metal in the pipe or bands that is not protected thoroughly by galvanizing shall be coated with a suitable asphaltum paint.

During installation, the asphalt-protected pipe shall be handled without damaging the asphalt coating.

Any breaks in the bitumen or treatment of the pipe shall be refilled with the type and kind of bitumen used in coating the pipe originally.
c. PVC, fiberglass, or polyethylene pipe. PVC or polyethylene pipe shall be installed in accordance with the requirements of ASTM D2321. Perforations shall meet the requirements of AASHTO M252 or AASHTO M294 Class 2, unless otherwise indicated on the plans. The pipe shall be laid accurately to line and grade. Fiberglass per ASTM D3839 Standard Guide for Underground Installation of "Fiberglass" (Glass-Fiber Reinforced Thermosetting-Resin) Pipe.
d. All types of pipe. The upgrade end of pipelines, not terminating in a structure, shall be plugged or capped as approved by the RPR.

Unless otherwise shown on the plans, a 4-inch (100 mm) bed of granular backfill material shall be spread in the bottom of the trench throughout the entire length under all perforated pipe underdrains.

Pipe outlets for the underdrains shall be constructed when required or shown on the plans. The pipe shall be laid with tight-fitting joints. Porous backfill is not required around or over pipe outlets for underdrains. All connections to other drainage pipes or structures shall be made as required and in a satisfactory manner. If connections are not made to other pipes or structures, the outlets shall be protected and constructed as shown on the plans.
e. Filter fabric. The filter fabric shall be installed in accordance with the manufacturer’s recommendations, or in accordance with the AASHTO M288 Appendix, unless otherwise shown on the plans.
705-3.4 Mortar. The mortar shall be of the desired consistency for caulking and filling the joints of the pipe and for making connections to other pipes or to structures. Mortar that is not used within 45 minutes after water has been added shall be discarded. Retempering of mortar shall not be permitted.

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705-3.5 Joints in concrete pipe. When open or partly open joints are required or specified, they shall be constructed as indicated on the plans. The pipe shall be laid with the ends fitted together as designed. If bell and spigot pipe is used, mortar shall be placed along the inside bottom quarter of the bell to center the following section of pipe.

The open or partly open joints shall be surrounded with granular material meeting requirements of porous backfill No. 2 in Table 1 or as indicated on the plans. This backfill shall be placed so its thickness will be not less than 3 inches (75 mm) nor more than 6 inches (150 mm), unless otherwise shown on the plans.

When the original material excavated from the trench is impervious, commercial concrete sand or granular material meeting requirements of porous backfill No. 1 shall surround porous backfill No. 2 (Table 1), as shown on the plans or as directed by the RPR.

When the original material excavated from the trench is pervious and suitable, it may be used as backfill in lieu of porous backfill No. 1, when indicated on the plans or as directed by the RPR. 705-3.6 Embedment and Backfill
a. Earth. All trenches and excavations shall be backfilled soon after the pipes are installed, unless additional protection of the pipe is directed. The embedment material shall be select material from excavation or borrow and shall be approved by the RPR. The select material shall be placed on each side of the pipe out to a distance of the nominal pipe diameter and one foot (30 cm) over the top of the pipe and shall be readily compacted. It shall not contain stones 3 inches (75 mm) or larger in size, frozen lumps, chunks of highly plastic clay, or any other material that is objectionable to the RPR. The material shall be moistened or dried, as required to aid compaction. Placement of the embedment material shall not cause displacement of the pipe. Thorough compaction under the haunches and along the sides to the top of the pipe shall be obtained.

The embedment material shall be placed in loose layers not exceeding 6 inches (150 mm) in depth under and around the pipe. Backfill material over the pipe shall be placed in lifts not exceeding 8 inches (200 mm). Successive layers shall be added and thoroughly compacted by hand and pneumatic tampers, approved by the RPR, until the trench is completely filled and brought to the planned elevation.

Embedment and backfilling shall be done to avoid damaging top or side of the pipe.

In embankments and other unpaved areas, the backfill shall be compacted per Item P-152 to the density required for embankments in unpaved areas. Under paved areas, the subgrade and any backfill shall be compacted per Item P-152 to the density required for embankments for paved areas. b. Granular backfill. When granular backfill is required, placement in the trench and about the pipe shall be as shown on the plans. The granular backfill shall not contain an excessive amount of foreign matter, nor shall soil from the sides of the trench or from the soil excavated from the trench be allowed to filter into the granular backfill. When required by the RPR, a template shall be used to properly place and separate the two sizes of backfill. The backfill shall be placed in loose layers not exceeding 6 inches (150 mm) in depth. The granular backfill shall be compacted by hand and pneumatic tampers to the requirements as given for embankment. Backfilling shall be done to avoid damaging top or side pressure on the pipe. The granular backfill shall extend to the elevation of the trench or as shown on the plans.

When perforated pipe is specified, granular backfill material shall be placed along the full length of the pipe. The position of the granular material shall be as shown on the plans. If the original material excavated from the trench is pervious and suitable, it shall be used in lieu of porous backfill No. 1.

If porous backfill is placed in paved or adjacent to paved areas before grading or subgrade operations is completed, the backfill material shall be placed immediately after laying the pipe. The depth of the granular backfill shall be not less than 12 inches (300 mm), measured from the top of the underdrain.

During subsequent construction operations, a minimum depth of 12 inches (300 mm) of backfill shall be maintained over the underdrains. When the underdrains are to be completed, any unsuitable material shall A.10.d
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be removed exposing the porous backfill. Porous backfill containing objectionable material shall be removed and replaced with suitable material. The cost of removing and replacing any unsuitable material shall be at the Contractor’s expense.

If a granular subbase blanket course is used 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 (50 mm) 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 that 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.
c. Controlled low-strength material (CLSM). Controlled low-strength material shall conform to the requirements of Item P-153.
705-3.7 Flexible Pipe Ring Deflection. Not used.
705-3.8Connections. When the plans call for connections to existing or proposed pipe or structures, these connections shall be watertight and made to obtain a smooth uniform flow line throughout the drainage system.
705-3.9 Cleaning and restoration of site. After the backfill is completed, the Contractor shall dispose of all surplus material, soil, and rubbish from the site. Surplus soil may be deposited in embankments, shoulders, or as directed by the RPR. Except for paved areas of the airport, the Contractor shall restore all disturbed areas to their original condition.

METHOD OF MEASUREMENT
705-4.1 The area of bioretention shall be the number of square feet (square meters) of bioretention in place, completed, and approved. The several classes, types, and pipe sizes shall not be measured separately. All fittings shall be included in the square footage being measured.

BASIS OF PAYMENT
705-5.1 Payment will be made at the contract unit price per square foot (square meter) for bioretention. 705-5.2 Porous backfill.

These prices shall be full compensation for furnishing all materials and for all preparation, excavation, and installation of these materials, and for all labor, equipment, tools, and incidentals necessary to complete the item.

Payment will be made under:

Item D-705-5.1 Bioretention - per square foot (square meter)

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

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ASTM International (ASTM)
ASTM A760 Standard Specification for Corrugated Steel Pipe, Metallic Coated for Sewers and Drains
ASTM A762 Standard Specification for Corrugated Steel Pipe, Polymer Precoated for Sewers and Drains
ASTM C136 Standard Test Method for Sieve or Screen Analysis of Fine and Coarse Aggregates
ASTM C144 Standard Specification for Aggregate for Masonry Mortar ASTM C150 Standard Specification for Portland Cement
ASTM C444 Standard Specification for Perforated Concrete Pipe ASTM C654 Standard Specification for Porous Concrete Pipe ASTM D2321 Standard Practice for Underground Installation of Thermoplastic Pipe for Sewers and Other Gravity-Flow Applications
ASTM D3262 Standard Specification for "Fiberglass" (Glass-Fiber Reinforced Thermosetting Resin) Sewer Pipe
ASTM D4161 Standard Specification for "Fiberglass" (Glass-Fiber Reinforced Thermosetting Resin) Pipe Joints Using Flexible Elastomeric Seals ASTM F477 Standard Specification for Elastomeric Seals (Gaskets) for Joining Plastic Pipe
ASTM F758 Standard Specification for Smooth Wall Poly (Vinyl Chloride) (PVC) Plastic Underdrain Systems for Highway, Airport, and Similar Drainage ASTM F794 Standard Specification for Poly (Vinyl Chloride) (PVC) Profile Gravity Sewer Pipe & Fittings Based on Controlled Inside Diameter ASTM F949 Standard Specification for Poly (Vinyl Chloride) (PVC) Corrugated Sewer Pipe with a Smooth Interior and Fittings
ASTM F2562 Specification for Steel Reinforced Thermoplastic Ribbed Pipe and Fittings for Non-Pressure Drainage and Sewerage
American Association of State Highway and Transportation Officials (AASHTO) AASHTO M190 Standard Specification for Bituminous - Coated Corrugated Metal Culvert Pipe and Pipe Arches
AASHTO M196 Standard Specification for Corrugated Aluminum Pipe for Sewers and Drains
AASHTO M252 Standard Specification for Corrugated Polyethylene Drainage Pipe AASHTO M288 Standard Specification for Geotextile Specification for Highway Applications
AASHTO M294 Standard Specification for Corrugated Polyethylene Pipe, 300- to 1500- mm (12- to 60-in.) Diameter
AASHTO M304 Standard Specification for Poly (Vinyl Chloride) (PVC) Profile Wall Drain Pipe and Fittings Based on Controlled Inside Diameter A.10.d
Packet Pg. 975

Hollister City CouncilJanuary 17, 2023

Hollister City Council
January 17, 2023