Statement of Work.pdf

Statement of Work FAA-C90-389

Asphalt Pavement Replacement

Utility Power Service Cable Replacement

Coopersville Air Route Surveillance Radar (ARSR)

8175 Garfield Road

Coopersville, MI 49404

Prepared By:

Federal Aviation Administration

Chicago District Technical Support Center

AJW-C22D

Elgin, Illinois

30 December, 2018

FAA-C90-389

Table of Contents

Section Section Title Dated

I-II Table of Contents 12/30/2018

III-V Coopersville ARSR Vicinity/Location Maps 12/30/2018

VI-VIX Site Pictures 12/30/2018

Specification Title Dated

Section 1 Scope of Work / General Requirements

12/30/2018

Section 2

Federal aviation administration, Great Lakes Region

Specification FAA-GL-918C for the Construction of Terminal Facilities (Revised 12/2018)

Section 2A

Earthwork And Site Improvements

Section 2B Crushed Aggregate Road And Site Surfacing

Section 2C Asphalt Concrete Pavement

Section 3 Electrical methods and Materials 12/30/2018

Section 4 List of Submittals 12/30/2018

I

Drawing Number Title Dated

Project Drawings

C90-389-G001

Cover Sheet/ Drawing Index

Asphalt Pavement and Power Service Cable Replacement

Project

Coopersville ARSR

Coopersville, MI

C90-389-C001

Access Road Site and Construction Plan

Asphalt Pavement and Power Service Cable Replacement

C90-389-C002

Construction Details

Asphalt Pavement and Power Service Cable Replacement

Project

C90-389-E001

Power Service Cable Replacement Electrical Plan

Asphalt Pavement and Power Service Cable Replacement

Project

Reference Drawings

GL-D-1566-1

Site Layout Plan

ARSR

06/25/1990

GL-D-1566-8

Metal Sided Building

Power and Receptacle Plan

07/10/1992

GL-D-1566-10

Meatal Sided Building

Power and Receptacle Plan

08/13/1992

II

12 December, 2018

Coopersville ARSR Site Vicinity Map

III

Coopersville ARSR Site Location Map

IV

Coopersville ARSR Site Location Map

V

Coopersville ARSR Site Pictures

Site Parking Area Facing North

Site Parking Area Facing West

VI

Site Parking Area Near Equipment Building

Site Entrance

VII

Existing Asphalt Pavement Cracks

Existing Asphalt Pavement Cracks

VIII

Abandoned Meter Cabinet/Junction Box to be Replaced

Utility Transformer and Meter

VIX

SECTION 1 – SCOPE OF WORK AND GENERAL REQUIREMENTS

1.01 SUMMARY OF WORK.

A. The Contractor shall furnish all labor, equipment, permits, insurance, etc. to complete the replacement of approximately 10,000 square feet of asphalt pavement and minor electrical work at the Coopersville Air Route Surveillance Radar (ARSR) radar site located in Coopersville, Michigan. This work includes the following principle items:

1. Cold milling and hauling of approximately 10,000 square feet of 2” (est.) broken asphalt and aggregate base as shown on the drawings.

2. Reshape, compact, and grade the existing subgrade in accordance with Section 2 of this statement of work.

3. Placement of approximately 10,000 square feet of new asphalt pavement in accordance with Section 2 of this statement of work including the following:

a. Placement of new 6” thick aggregate base.

b. Geotextile Fabric

c. Prime coat application.

d. One 3” surface course of asphalt pavement.

e. Tack coat application.

f. One 2” wear course of asphalt pavement.

g. Seal coat application.

4. Miscellaneous site work including the following:

a. Installation of a new counterpoise access well.

b. Installation of a new #4/0 bare copper fence bonding cable across the new access as show on the drawings.

c. Installation of 2-2” rigid steel conduits below grade across the new access road as shown on the drawings.

d. Replacement of the existing culvert with a new 12” diameter corrugated steel culvert shown on the drawings.

e. Construction of a new 18” diameter x 5’ deep, concrete pier for the gate controller as shown on the drawings.

f. Construction of a new 10’x10’x12” concrete pad in the parking area as shown on the drawings.

g. Placement and grading of an additional 150 tons of crushed gravel over the existing gravel, including compaction and grading to existing elevations as shown on the drawings.

h. All miscellaneous civil and electrical work required for a complete installation.

5. Electrical work including the following:

a. Replacement of the existing FAA-owned secondary power service cables between the utility-owed transformer and building main service disconnect switch located in the standby engine generator room including the following work:

i. Removal and disposal of four (4)-250MCM and one (1)-#6 ground power cables between the utility-owed transformer and main service disconnect switch.

ii. Installation and termination of 4-250MCM and 1-#6 ground power cables following replacement of the existing meter cabinet junction box as described in 5(b.).

iii. meg-Ohm testing of the new cables prior to installation.

b. Removal and disposal of the old meter housing located on the east side of the building including the following:

i. Removal and disposal of the existing meter junction box.

ii Installation of a new 24” x30” x12” NEMA 3R junction box.

iii. Installation of new ground bushings and bare #6 copper bonding wire to the new junction box.

v. The completion of the work described in 5(a) and 5(b) in one extended work shift as shown on the drawings.

1.02 GENERAL REQUIREMENTS.

A. The Contractor shall verify all existing conditions and verify measurements for obtaining quantities of materials placed. No subsequent extras will be allowed due to any claim of lack of knowledge for conditions, which can be determined by visiting the site.

B. The Contractor shall furnish all labor, materials, equipment, transportation, and other services necessary to construct all elements of the project as described in this statement of work, drawings, and other contract documents. Construction and installation shall include all miscellaneous and incidental work necessary for a complete and operational system, whether or not such work is specifically shown or specified.

1.03 REGULATORY REQUIREMENTS.

A. All work shall be accomplished in accordance with all local, state, and federal codes including but not limited to applicable Occupational Safety and Health Association

(OSHA), Environmental Protection Association (EPA), National Electrical Code (NEC), and

Life-Safety codes. OSHA reserves the right to inspect the Contractor's work area without advance notice.

B. When the Contractor observes that contract documents are at variance with

OSHA, the National Electrical Code, or Federal, State, or local rules and regulations, notify the COR immediately.

1.04 QUALITY ASSURANCE.

A. Installer Qualifications: Engage an experienced installer who has completed hot-mix asphalt paving similar in material, design, and extent to that indicated for this project with a record of successful in-service performance.

B. Manufacturer Qualifications:

1. All pavement work shall be accomplished by firms with experience in manufacturing hot-mix asphalt similar to that indicated for this project and with a record of successful in-service performance. The firm shall be a registered and approved paving mix manufacturer within the State of Michigan.

2. All electrical wok shall be accomplished by electricians licensed by the Michigan

Department of Licensing and Regulatory Affairs.

1.05 WORK HOURS.

A. Asphalt pavement related work.

1. Construction Hours. In order to accommodate travelling Contracting Officer

Representatives, work shall take place Tuesday through Friday, 0700 to 1600, weekends and national holidays excluded.

2 If the local FAA office provides a Contracting Officer Representatives (COR), work shall take place during Monday through Friday, 0700 to 1600, weekends and national holidays excluded. Work hours will be finalized during the preconstruction meeting.

3. Shift hours may be extended if agreed to by the COR and Contractor at no additional cost to the Government.

B. Power Service cable electrical work.

1. All work described in Section 1.01(5)(A) and (B) of this statement work shall be accomplished in one extended work shift. The start time of the extended work shift will be coordinated between the COR, Contractor, and site personnel as agreed to by all parties.

2. Due to weather or air traffic operational requirements, the Government reserves the right to reschedule this work no sooner than 12 hours in advance without incurring and additional costs.

1.06 SITE ACCESS.

A. This facility operates 24/7 and may require access by FAA personnel any time of the day or night. The Contractor shall perform this work so that vehicle access to the site is possible during all working and non-working hours for the duration of the project.

1.07 GOVERNMENT-FURNISHED EQUIPMENT. (Reserved)

1.08 SECURITY REQUIREMENTS.

A. The Contractor shall provide the Government with a list of the Contractor's personnel as required by the Contracting Officer.

1.09 DISPOSAL/CLEANING REQUIREMENTS.

A. The Contractor shall dispose of all debris on a daily basis and shall provide containers with covers for storage of debris at the site as required.

1.10 PROTECTION OF EQUIPMENT AND STRUCTURES.

A. The Contractor shall protect all buildings, structures, and equipment during demolition as directed by the COR.

1.11 IDENTIFICATION OF UTILITIES.

A. The Contractor shall be responsible for contacting the State of Michigan underground utility locating service or third party locating service to schedule joint meet and/or site locate for this project.

B. FAA utilities: All work associated with the location and identification of buried communications, electrical, mechanical, or plumbing systems owned by the FAA, shall be performed by FAA personnel.

C. Utility Disruption: In the event that properly identified utility or communication services either overhead or buried, are damaged as a result of the Contractor’s activity, such services shall be immediately repaired and the COR and the Contracting Officer immediately notified.

1.12 SITE SURVEYS.

A. This work takes place at a facility that requires an escort. Contact Mr. Glenn Fridge, site technician, at (616) 837-6706 (office) or (616) 262-4318 (cell) to coordinate a site visit.

1.13 GOVERNING DOCUMENTS.

A. For conflicts between the drawing(s) and Section 2 of this statement of work, the drawing(s) shall govern.

B. For conflict between d Section 2 of this statement of work the State of Michigan

DOT road construction requirements, the more stringent requirement shall apply.

1.14 PROJECT MEETINGS.

A. The Contractor and COR shall conduct project meetings throughout the construction period as deemed necessary.

1.15 FACILITY CUT-OVER & INTERRUPTIONS IN SERVICE.

A. Only on-site FAA maintenance personnel and the COR are authorized to energize and de-energize equipment or to operate circuit breakers, switches, or fuses in FAA facilities. The COR has the authority to stop work at any time if work activities interfere with the operation of any FAA facility.

1.16 TEMPORARY FACILITIES.

A. Temporary Electrical Power: 120V/240V electrical power is available from the existing building electrical service at no cost to the Contractor. All points of connection for electrical service and any modifications to the electrical system shall be approved by the COR.

B. Sanitary Facilities: Sanitary Facilities are not available at this work site. The

Contractor shall provide and maintain temporary toilet facilities for the duration of the project.

C. Temporary Construction Aids:

1. The Contractor shall furnish, install, and maintain all construction aids and equipment to facilitate execution of work.

2. Removal of Temporary Facilities. The Contractor shall promptly remove all temporary facilities from premises at end of the project.

D. Traffic Control: The Contractor shall obtain all permits for lane closures, personnel, signage, and other traffic control devices for work at the end of the access road.

End Section 1

2A-1

Specification for the

Construction of Terminal Facilities

FAA-GL-918C (Revised 2018)

SECTION 2 - SITE WORK

SECTION 2A EARTHWORK AND SITE IMPROVEMENTS

2A.1 DESCRIPTION OF WORK.

A. This standard specification is used for construction of multiple FAA facilities. Applicable sections of this specification are based on the scope of work listed in Section 1.

2A.2 QUALITY ASSURANCE.

A. Codes and Standards. Perform all earthwork in compliance with applicable requirements of governing authorities having jurisdiction and listed in Section 1.

B. Testing and Inspection.

1. Required test requirements referenced in this section will be referenced in Section 1 of the

Statement of Work.

2. Soil materials and degree of compaction shall conform to ASTM specifications referenced herein. The FAA reserves the right to engage a state-licensed soil testing service to resolve disputes regarding adequacy of all earthwork performed

3. Visual inspection and qualitative testing shall be performed by the Contractor in the presence of, and wherever directed by the COR.

2A.3 SAFETY REQUIREMENTS.

A. All earthwork operations shall be performed in compliance with local and OSHA

(Occupational Safety and Health Administration) requirements. The Contractor shall provide all sheeting, shoring, and other bracing as necessary.

2A-2

Specification for the

2A.4 JOB CONDITIONS.

A. Weather Conditions.

1. Excavating and backfilling for foundations, trenches, and jacking or boring pits, shall not proceed when excessively wet or freezing weather conditions could adversely affect the load-bearing characteristics of the soil, or prevent proper compaction.

2. When freezing weather is expected, excavations shall not be made to full depth unless concrete or conduits can be placed immediately. If an excavation is already at full depth, the excavation shall be protected from frost.

3. Drainage.

a. All excavations shall be continually drained by natural means or pumping to prevent any decrease in soil bearing capacity or damage to poured foundations or to trenches.

b. Provide and maintain pumps, well points, sumps, suction and discharge lines, and other dewatering system components necessary to convey water away from excavations.

c. Establish and maintain temporary drainage ditches and other diversions outside excavations limits to convey rain water and water removed from excavations to collecting or run-off areas. Do not use trench excavations as temporary drainage ditches.

2A.5 MATERIALS.

A. Structure and Foundation Materials. In-place undisturbed inorganic soils will be adequate to support all project structures, unless otherwise indicated. Highly organic soils (topsoil, peat, and swamp location soils) shall be removed entirely from areas to be occupied by structures.

B. Backfill and Fill. Material shall be inorganic soil excavated from site, or borrow comprised of inorganic soil approved by the COR. All such soils shall be free of rock, gravel, and cohesive lumps greater than two inches in any direction, and debris, waste, vegetation, frozen material, and other deleterious materials.

2A-3

Specification for the

C. Base Course for Concrete Slabs. Material shall be a graded mixture of washed crushed stone or crushed or uncrushed gravel (virgin or recycled) with 100% passing a 1 1/2 inch sieve, and not more than 5% passing a number 4 sieve.

2A.6 SITE PREPARATION.

A. Clearing and Grubbing. The Contractor shall scalp areas where excavation or embankment will be made. Scalping shall include the removal of materials such as trees, brush, roots, sod, grass, residue of agriculture crops, sawdust, and decayed vegetable matter, from the surface of the ground. These materials shall be removed and disposed per Section 2A.12.

B. Topsoil Removal.

1. Topsoil shall be considered soil containing visible vegetable matter and black loam that will not compact with the usual compacting methods.

2. Unless otherwise specified, topsoil shall be removed from all areas to receive fill, granular surfacing, pavement, and structures, and from all areas where subsoil excavating is required, such as for roadway cuts and ditches. Dispose of excess topsoil on or off airport property, as directed by the COR, at no additional cost to the Government.

2A.7 EXCAVATION.

A. Excavation. Excavation includes excavation to subgrade elevation indicated, regardless of character of materials and obstructions encountered excepting as qualified herein.

B. Rock Excavation. If rock is encountered above the design footing elevations of any facility structure, such foundation shall bear entirely on clean solid rock or on soil, but not on both. If the soil-and-rock bearing condition is encountered, the COR will determine which material shall support the structure. If rock surface is used, it shall be reasonably level or shall be stepped to make level segments.

2A-4

Specification for the

C. Unauthorized Excavation. Removal of materials beyond design subgrade elevations or dimensions without specific direction from the COR constitutes unauthorized excavation.

Remedial work for such excess excavation shall be as directed by the COR at the contractor's expense.

D. Additional Excavation. When any excavation has reached required subgrade elevation, notify the COR, who will inspect soil conditions. If the COR determines that the soil possesses inadequate bearing capacity, carry such excavation deeper as directed by the COR.

E. Excavation for Structures.

1. Conform to elevations and dimensions shown within a tolerance of plus or minus 0.10 foot, and extending a sufficient distance from footings and foundations to permit placing and removal of concrete formwork, installation of services and other construction, and for inspection.

2. In excavating for footings and foundations, take care not to disturb the bottom of the excavation. Excavate by hand to final grade just before concrete reinforcement is placed.

Trim bottoms to required lines and grades to leave a solid base.

F. Excavation for Cable and Conduit Trenches.

1. Excavate in compliance with lines and depths shown on drawings. The Minimum trench depth for direct buried cables or conduits shall be 24 inches and 36 inches, on and off airport lands, respectively, unless otherwise specified. Slope trenches to same elevations as conduits where cables will be routed to a building interior. Minimum trench width shall be that required to accept power-operated mechanical tampers.

2. Grade bottom surfaces of trenches to provide uniform bearing and continuous support for cable and conduit.

3. Material excavated in excess by error, or due to unsuitable bearing, shall be replaced with mechanically compacted inorganic soil.

2A-5

Specification for the

4. If solid rock is encountered, the COR will decide if such rock need be removed or if an alternate trench route or lesser depth conduit installation will be acceptable.

5. If a trench must cross a concrete or asphalt paved surface, all cuts shall be saw cuts, unless otherwise specified.

2A.8 COMPACTION.

A. General.

1. All compaction shall be accomplished by using power-operated mechanical equipment except for limited use of manual tampers in constricted areas. Operate all power equipment as herein specified to achieve the degree of compaction subject to acceptance by testing.

2. Cohesive soils are defined herein as those containing less than 60 percent sand, gravel, or stone.

Percentages greater than 60 percent are herein termed non-cohesive soils.

B. Cohesive Soil Compaction.

1. Use a sheepsfoot roller of such minimum weight that at least 200 psi will be transmitted to surface area of studs or feet. Operate at speeds not exceeding 4 mph on each layer of fill until roller walks itself to top of grade.

2. Use motor-operated soil tamper (stomper) in confined areas, including trenches, on each layer of fill until no further visible consolidation is evident.

3. Use a heavy blunt tamping rod on each layer of fill in the most constricted locations where power equipment cannot be used.

C. Non-Cohesive Soil Compaction.

1. Use pneumatic tire roller fully loaded and weighing not less than 275 pounds per inch of tire tread width. Operate at speeds not exceeding 4 mph. A minimum of ten passes of the roller is required on each layer of fill.

2A-6

Specification for the

2. Use motor-operated vibratory tamper in confined areas, including trenches, on each layer of fill until no further visible consolidation is evident.

3. Use heavy blunt tamping rods on each fill layer in constricted locations where power equipment cannot be used.

D. Moisture Control.

1. Where soil material must be moisture-conditioned before compaction, uniformly apply water to a layer of soil material in such quantity that free water will not appear on the surface during or subsequent to compaction operations.

2. Scarify and air-dry soil material that is too wet to permit compaction to specified density.

E. Percentage of Maximum Density Requirements.

1. General Requirements. The required densities for cohesive and non-cohesive soils are determined by quantitative testing procedures defined by ASTM Standards D 1557 and D

4253/4254, respectively. To assure compliance, the contractor may arrange for such professional soil testing services, at no additional cost to the Government. The FAA, at its expense, may also make such arrangements if qualitative testing procedures appear inadequate. For this project soil testing will not be required.

2. Structures, Slabs, and Access Roads/Parking Areas. Compact top surfaces of subgrade and each layer of backfill or fill material to 90% of maximum density for cohesive soils, or to 95% relative density for non-cohesive material.

3. Turf and Non-Vehicular Surfaced Areas. Compact top surfaces of subgrade and each layer of backfill or fill material to 90 percent of maximum density for cohesive soils, or to 90 percent relative density for non-cohesive material.

2A-7

Specification for the

F. Qualitative Testing and Inspection Procedures.

1. General. When required, the Contractor shall perform qualitative soil compaction testing and inspection procedures for each type of backfill or fill material used wherever directed by, and in the presence of, the COR. Special attention shall be given to the backfilling of structures and trenches.

2. Qualitative Testing.

a. Qualitative soil testing will consist of comparing the resistance to penetration of undisturbed soil to that of compacted backfill of the same composition. For borrow material the penetration comparison shall be made between maximum test sample density and in-place fill density.

b. A soil penetration device (penetrometer) indicating depth and force exerted shall be utilized.

Compaction will be adequate if backfill or fill possesses at least 95% of the resistance to penetration of undisturbed soil or test sample, respectively.

c. Borrow test sample shall be a four inch deep (compacted measurement) layer of soil, aerated or moistened as directed by the COR, and compacted by power equipment until no further consolidation occurs, as approved by the COR.

2A.9 BACKFILL AND FILL.

A. Structure Foundations. Backfill or fill as promptly as work permits, but not until completion of the following:

1. Acceptance of construction below grade.

2. Recording locations of underground conduit.

3. Removal of concrete formwork, bracing, trash, and debris.

B. Ground Surface Preparation. Remove vegetation, debris, topsoil, and unsatisfactory subsoil from ground surface, and compact the subgrade, prior to placement of fill layers.

2A-8

Specification for the

C. Placement and Compaction.

1. Place acceptable backfill and fill materials in layers not more than eight inches in loose depth for material to be compacted by heavy equipment, and not more than four inches in loose depth for material to be compacted by hand-operated tampers.

2. Before compaction, moisten or aerate each layer as necessary to provide optimum moisture content. Do not place backfill or fill on water, ice, snow, frozen soil, or excessively wet soil.

D. Cable Trench Backfill.

1. Before laying cables, inspect the bottom of the cable trench. If it is not smooth, or if any rock or stone that would be retained on a 1/4-inch sieve is present, place a two-inch layer of bedding material, according to paragraph (2) below, in the trench. Do not compact this layer.

Lay cables on top of this layer.

2. The first layer of backfill material over cables shall be three inches deep, loose measurement, and shall be sand or other homogeneous inorganic soil containing no mineral aggregate particles that would be retained on a 1/4-inch sieve. This layer shall not be mechanically compacted.

3. The second layer, in turf and crushed rock surface areas, shall be four inches deep, loose measurement, and shall contain no mineral aggregate particles that would be retained on a one-inch sieve. Subsequent layers shall be clean soil containing no rock particles larger than two inches in their largest dimension.

4. Except for surfacing material, all layers of trench backfill, for areas to be paved or surfaced with crushed rock, shall be sand, placed and compacted as required for access roads.

a. If a trench crosses an area surfaced with crushed rock, the top 12 inches of trench backfill shall be crushed rock, placed and compacted as required for access roads. The finished grade elevation of the crushed rock backfill shall equal the grade elevation of existing adjacent crushed rock.

2A-9

Specification for the

b. If a trench crosses an area surfaced with concrete or asphalt pavement, the pavement shall be replaced with materials of the same composition, thickness, and degree of compaction as the adjacent pavement structure, except that the crushed rock base shall be a minimum of 12 inches deep. Replacement concrete shall have a 28-day compressive strength of 3,000 psi. Finished grade of the pavement patch shall be flush with the adjacent pavement surfaces.

c. Backfill and Fill Surface Elevations. Finished grade, shown on the drawings, is the top surface of turf and crushed rock or crushed stone surfaced areas. Therefore, make allowances for six inches of topsoil and depths as detailed or specified for surfaced areas when establishing top surface of fill or backfill.

2A.10 GRADING.

A. General. Uniformly grade areas within limits of grading, including adjacent transition area.

Smooth the finished surfaces within specified tolerances, and compact with uniform slopes between points where elevations are indicated, or between such points and existing grades.

B. Grading Outside Building Lines. Grade areas adjacent to building lines to drain away from structures and to prevent ponding. Finish areas to receive topsoil and surfacing within 0.10 feet above or below required subgrade elevations.

C. Grading Surface of Fill Under Building Slabs. Grade smooth and level and to proper elevation to within a tolerance of 1/2 inch when tested with a 10-foot straightedge.

2A.11 MAINTENANCE.

A. Protection of Graded Areas. Protect newly graded areas from traffic and erosion. Keep free of trash and debris.

B. Reconditioning. Where compacted areas are disturbed by construction operations, adverse weather, or where any settlement has occurred, scarify surface, add acceptable fill, reshape, grade, and compact as necessary.

2A-10

Specification for the

2A.12 DISPOSAL OF EXCESS AND WASTE MATERIALS.

A. The Contractor shall be responsible for obtaining all required permits and/o signed forms, similar to the Illinois Department of Environmental Protection Clean Construction or Demolition

Debris (CCDD) requirement as required by each State for hauling soil off site .

B. Remove and dispose of all excess soil and waste material from the project site and adjacent lands as indicated on the drawings.

End Section 2A

2B-1

Specification for the

FAA-GL-918C (Revised 12/2018)

SECTION 2B CRUSHED AGGREGATE ROAD AND SITE SURFACING.

2B.1 DESCRIPTION OF WORK.

A. The extent of work is indicated on the drawings by the provisions of this section, and

Section 1 of this document.

2B.2 STATE SPECIFICATIONS.

A. State highway construction specifications, latest edition, form a part of this specification and are applicable for all work unless otherwise specified.

This referenced specification will be hereinafter referred to as "State Specifications."

Disregard all references in the State Specifications to layout of work by others, and to measurements and payments. All layout work will be accomplished by the contractor, and payment for all work under this section will be a part of the lump-sum contract.

2B.3 MATERIALS.

A. Geotextile.

1. The geotextile is to be placed over prepared roadway subgrade soil, and crushed aggregate is placed and compacted on top of the geotextile

2. Separator Geotextile Selection Criteria. The geotextile fibers, and the threads used in joining the geotextile by sewing, shall consist of long chain polymeric fibers composed of polypropylene, polyester, polyolefins, or polyamide. Both the geotextile and threads shall be resistant to chemical attack, mildew, and rot. The geotextile shall conform to the physical property requirements listed in the following table. All values shall represent certifiable minimum values in the weakest principle direction of the fabric.

2B-2

Specification for the

Property Test Method Requirement

Thickness ASTM D-1777 75 mils, min

Grab tensile strength ASTM D-4632 160 lbs, min

Grab elongation ASTM D-4632 60%, min

Puncture resistance ASTM D-4833 80 lbs, min

Mullen burst strength ASTM D-3786 275 psi, min

Water flow rate ASTM D-4491 130 gpm/ft2, min

Permittivity ASTM D-4491 1.74 sec-1, min

Permeability ASTM D-4491 33 cm/sec, min

Apparent opening size ASTM D-4751 U.S. Sieve #70, max

3. Geotextile Fabric Width. Fabric width shall be at least 12.5 feet for the normal 13-foot-wide access road. Fabric in other vehicular areas shall be cut to fit, and overlapped to fully cover such areas.

B. Landscaping Fabric.

1. Application. Landscape fabric shall be applied under all non-roadway crushed rock surfacing, such as walkways around shelters and between pole structures. In these applications, landscape fabric is placed over prepared walkway subgrade soil, and crushed aggregate is placed and compacted on top of the landscape fabric. The landscape fabric acts as a separator, as does geotextile, and blocks weed growth.

The Contractor shall have the option of substituting geotextile per Paragraph 2B.3a, for landscape fabric.

2. Landscape Fabric Selection Criteria. The landscape fabric fibers shall consist of long chain polymeric fibers composed of polypropylene, polyester, polyolefins, or polyamide. The fabric shall be resistant to chemical attack, mildew, and rot. The fabric shall conform to the physical property requirements listed in the following table. All values shall represent certifiable minimum values in the weakest principle direction of the fabric.

2B-3

Specification for the

Property Test Method Requirement

Grab tensile strength STM D-4632 100 lbs, min

Grab elongation ASTM D-4632 60%, min

Trapezoidal tear ASTM D-4533 30 lbs

Puncture resistance ASTM D-751 25 lbs, min

Water flow rate ASTM D-4491 30 gpm/ft2, min modified)

Permittivity ASTM D-4491 .25 sec-1, min

Apparent opening size ASTM D-4751 U.S. Sieve #50, max

3. Landscape Fabric Width. Fabric width shall be 3 feet wide for a 3-foot-wide crushed rock walkway. Fabric in other walkway areas shall be cut to fit, and overlapped to fully cover such areas.

C. Crushed Aggregate Surfacing.

1. Crushed rock or crushed stone aggregate (recycled if allowed by State

Specifications) shall meet the quality requirements of Section 2B if it is to be used for new pavement surfaces and shall be of the State gradation most closely conforming with the following gradation:

Sieve Size Total Passing, Percent

1-inch 100

3/4-inch 80-100

3/8"-inch 30-60

No. 4 48-65

No. 8 35-50

No. 30 19-30

No. 50 13-23

No. 100 7-15

No. 200 0-8

2B-4

Specification for the

2B.4 CONSTRUCTION.

A. General Requirements. All earthwork requirements in Section 2A for areas to receive surfacing are applicable, excepting as qualified herein. Where the additional work or more stringent requirements in this section conflict with Section 2A, requirements herein shall prevail.

B. Foundation Preparation.

1. Foundation Material. All topsoil shall be removed from areas to receive paving and surfacing or fill under such surfaces. Only inorganic soil shall exist under surfaced or paved areas.

2. Compaction. Compact in accordance with Section 2A.

3. Grading. Shape with motor grader to achieve such surface trueness that when tested with a 10-foot straightedge, no deviation greater than 1/2-inch shall exist.

4. Corrective Work. Any ruts or soft-yielding spots that may appear in the subgrade, any areas having inadequate compaction, and deviations of the surface from the requirements specified shall be corrected by loosening, removing, and adding approved material and reshaping and recompacting the affected areas to line and grade, and to the specified density.

C. Geotextile or Landscape Fabric.

1. General. Geotextile or landscape fabric, if required on the drawings, shall be installed on prepared subgrade for all areas that will experience vehicular traffic or pedestrian traffic, respectively.

2. Prepare subgrade and foundations shall be compacted smooth and level as specified elsewhere and as shown on the drawings.

3. The fabric shall be rolled out directly upon the prepared surface, and shall not be dragged over any surface. Fabric in place shall have a smooth surface and shall be free of folds, wrinkles, cuts, or other imperfections. Individual panels of fabric shall be overlapped at least 24 inches, with the preceding layer overlapping the following layer in the direction that surfacing material will be spread. No vehicular traffic will be permitted directly upon the fabric.

2B-5

Specification for the

4. Crushed Aggregate Surfaced Areas and Crushed Aggregate Base Course for

Bituminous Pavement.

a. Spreading. Crushed aggregate surfaced areas and base course shall be constructed in one or more layers of maximum 6-inch compacted thickness each.

Crushed aggregate shall be deposited directly and uniformly on the prepared subgrade, if no geotextile or landscape fabric is used. If geotextile fabric is required, the aggregate shall be back-dumped on the fabric, and machine spread in the direction of overlap. Dumping in windrows, which requires excessive rehandling, will not be permitted. When deposited, the aggregate shall be free from segregation, and shall require minimum blading or manipulation.

b. Compaction and Grading.

1. Each layer of aggregate shall be compacted using equipment required in the

State Specifications. For compacting aggregate on a geotextile or landscape fabric, use a smooth-drum roller. Compaction shall closely follow the spreading operation to prevent loss of contained moisture or displacement of materials.

2. When the surface stability of the crushed aggregate cannot be obtained due to lack of fines, additional fines shall be added to the upper portion of the course in an amount sufficient to secure stability, at no additional cost to the

Government. In no case, however, shall the quantity of fines added increase the percent passing the Number 200 sieve by more than 15 percent in the upper portion.

3. Any irregularities or depressions that develop in the layers under rolling operations shall be corrected by loosening the material and removing or adding aggregate and rerolling. The rolling shall be continued until the surface is shown to be smooth and uniform, and to such trueness that when tested with a 10-foot straightedge it shall not show any deviation in excess of 1/4-inch. At all places not accessible to the roller, the aggregate of each layer shall be tamped separately and compacted to grade and line with mechanical tampers.

2B-6

Specification for the

4. If any subgrade material is worked into the aggregate material during the compacting or finishing operations, all granular material within the affected areas shall be removed and replaced with new aggregate. The COR may restrict hauling or traffic over the completed or partially completed base after inclement weather or at any time when the subgrade is soft, and there is a tendency for the subgrade material to work into the base material.

5. If considered necessary by the COR, water shall be applied to each layer to aid in compaction and prevent segregation of the material. Disc or harrow surfacing material during moistening operations to secure uniform moisture distribution. Add water in a manner that will not soften the subgrade. All work associated with the additional water shall be accomplished at no additional cost to the Government.

6. The aggregate shall be compacted to 95 percent maximum density as determined by AASHO-T99. Compaction shall continue until no further discernible compaction is evidenced under action of the compaction equipment.

If in the opinion of the COR, the required degree of compaction has not been achieved, testing in accordance with the standard will be conducted and paid for by the Government. If testing confirms unacceptable compaction, reconstruction or other remedial work may be required by the contractor at no additional cost to the Government.

End Section 2B

2C-1

Specification for the

SECTION 2C ASPHALT CONCRETE PAVEMENT.

2C.1 DESCRIPTION OF WORK.

A. The extent of asphalt concrete pavement construction is indicated on the drawings, provisions of this section and in Section 1 of this document.

B. Pavement construction will include placing prime and tack coats and asphalt concrete base and surface courses on prepared subgrade and aggregate base course.

C. No reclaimed asphalt pavement (RAP) shall be permitted in this mix.

2C.2 APPLICABLE SPECIFICATIONS.

A. American Association of State Highway and Transportation Officials (AASHTO) material referenced herein.

B. State Highway Construction Specifications.

1. State highway construction specifications, latest edition, form a part of this specification and are applicable for all work, unless otherwise specified. This referenced specification will hereinafter be referred to as "State Specifications."

2. Disregard all references in the State Specifications to layout of work by others, and to measurements and payments. All layout work will be accomplished by the contractor, and payment for all work under this section will be a part of the lump-sum contract.

3. Prime and tack coats, as specified herein, are a requirement under this contract even if such coats are not required under the State Specifications.

2C.3 SUBMITTALS.

A. Provide product information indicating that the materials and mix compositions comply with the specified requirements as stated in Section 4 of this document.

2C-2

Specification for the

2C.4 WEATHER LIMITATIONS.

A. Surface Conditions. Apply all coats and asphalt layers to dry surfaces only. Do not commence work when wet weather threatens.

B. Temperatures.

1. Apply prime and tack coats when air temperature is above 50oF and when temperature has not been below 35oF for 12 hours immediately prior to application.

2. Construct asphalt surface courses when air temperatures are above 30oF and rising, and above 40oF, respectively.

2C.5 MATERIALS.

A. General Requirements. Provide locally available materials that comply with the State

Specifications for asphalt concrete pavements and al materials specified herein.

B. Base (Binder) and Surface Course Aggregates. Provide sound angular crushed rock or

Crushed stone, sand, and stone screenings.

C. Asphalt Cement. AASHTO M 226 (ASTM D 3381) for viscosity-graded material and

AASHTO M 20 (ASTM D 946) for penetration-graded material.

D. Prime Coat. Cut-back asphalt type; AASHTO M 82 (ASTM D 2027) MC-30, MC-70, or

MC-250.

E. Tack Coat. Emulsified asphalt; AASHTO M 140 (ASTM D 977) or MC-208 (D 2397); SS-

1, SS-1h, CSS-1 or CSS-1h, diluted with one part water to one part emulsified asphalt.

F. Aggregates. Aggregates may be recycled or virgin stone unless restricted by the State

DOT specifications.

2C-3

Specification for the

2C.6 ASPHALT-AGGREGATE MIXTURE.

A. Provide plant-mixed, hot-laid asphalt-aggregate mixture complying with ASTM D

3515 and the State DOT specifications.

2C.7 CONSTRUCTION.

A. SURFACE PREPARATION.

1. General: Immediately before placing asphalt materials, remove loose and deleterious material from substrate surfaces. Ensure that prepared surface is ready to receive paving.

a. Prepare subgrade as shown on the drawings, this section, Section 1 of this document and the following:

i. Shape to line and grade and compact with self-propelled rollers.

ii. Fill depressions developed under rolling with acceptable material and re-roll area.

iii. Remove soft areas, fill with acceptable materials and re-roll area.

iv. If subgrade becomes rutted or displaced before the placing of subbase, rework subgrade to bring to line and grade.

v. Proof-roll subgrade with maximum 50 ton gross weight dump truck as directed by COR. If pumping, pushing, or other movement is observed, rework area to provide stable and compacted subgrade.

b. Cold-Milling HMA Surfaces. The existing HMA surface shall be removed to the subgrade.

c. Immediately after cold milling, the surface shall be cleaned. The material, which is picked-up, shall not be incorporated in any HMA. The Contractor shall dispose of the material per Section 2A.12.

2C-4

Specification for the

d. Prior to milling the existing pavement, the Contractor shall submit all sumbmittals listed in Section 3 of this document.

e. The Contractort shall have an adequate supply of materials to ensure that the first lift of the specified HMA is placed on all milled surfaces.

D. HOT-MIX ASPHALT (HMA) PLACING

1. Machine place hot-mix asphalt mix on prepared surface, spread uniformly, and strike off. Place asphalt mix by hand to areas inaccessible to equipment in a manner that prevents segregation of mix. Place each course to required grade, cross section, and thickness, when compacted. The thickness of the asphalt concrete base and surface courses shall be noted in Section 1 of this Statement of Work and/or on the drawings

2. Place hot-mix asphalt surface course in single lift.

3. Begin applying mix along centerline of crown for crowned sections and on high side of one-way slopes, unless otherwise indicated.

4. Regulate paver machine speed to obtain smooth, continuous surface free of pulls and tears in asphalt-paving mat.

5. Place paving in consecutive strips not less than 10 ft wide, except where infill edge strips of a lesser width are required.

6. After first strip has been placed and rolled, place succeeding strips and extend rolling to overlap previous strips. Complete asphalt base course for a section before placing asphalt surface course.

7. Promptly correct surface irregularities in paving course behind paver. Use suitable hand tools to remove excess material forming high spots. Fill depressions with hot-mix asphalt to prevent segregation of mix; use suitable hand tools to smooth surface.

8. Prime Coat. Apply in accordance with the manufacturer’s instructions at a rate of

0.20 to 0.50 gallons per square yard, over compacted aggregate base course. Apply material to penetrate and seal, but not flood, surface. Cure and dry as long as necessary to attain penetration and evaporation of volatile.

2C-5

Specification for the

9. Tack Coat. Apply in accordance with the manufacturer’s instructions to the surface of asphalt concrete base (binder) course and abutting surfaces of existing pavement, at the rate of 0.05 to 0.15 gallons per square yard of surface. Allow to dry before placing surface coat.

E. JOINTS.

1. Construct joints to ensure continuous bond between adjoining paving sections.

onstruct joints free of depressions with same texture and smoothness as other sections of hot-mix asphalt course.

a. Clean contact surfaces and apply tack coat.

b. Offset longitudinal joints in successive courses a minimum of 6 inches.

c. Offset transverse joints in successive courses a minimum of 24 inches.

d. Construct transverse joints by bulkhead method or sawed vertical face method as described in AI's "The Asphalt Handbook."

e. Compact joints as soon as hot-mix asphalt shall bear roller weight without excessive displacement.

f. Compact asphalt at joints to a density within 2 percent of specified course density.

F. COMPACTION.

1. General: Begin compaction as soon as placed hot-mix paving shall bear roller weight without excessive displacement. Compact hot-mix paving with hot, hand tampers or vibratory-plate compactors in areas inaccessible to rollers.

2. Complete compaction before mix temperature cools to 185 deg F.

3. Breakdown Rolling: Accomplish breakdown or initial rolling immediately after rolling joints and outside edge. Examine surface immediately after breakdown rolling for indicated crown, grade, and smoothness. Repair surfaces by loosening displaced material, filling with hot-mix asphalt, and rerolling to required elevations.

2C-6

Specification for the

4. Intermediate Rolling: Begin intermediate rolling immediately after breakdown rolling, while hot-mix asphalt is still hot enough to achieve specified density.

Continue rolling until hot-mix asphalt course has been uniformly compacted to the

96 percent of reference laboratory density according to ASTM D1559, but not less than 94 percent nor greater than 100 percent.

5. Finish Rolling: Finish roll paved surfaces to remove roller marks while hot-mix asphalt is still warm.

6. Edge Shaping: While surface is being compacted and finished, trim edges of pavement to proper alignment. Bevel edges while still hot, with back of rake or smooth iron. Compact thoroughly using tamper or other satisfactory method.

7. Repairs: Remove paved areas that are defective or contaminated with foreign materials. Remove paving course over area affected and replace with fresh, hot-mix asphalt. Compact by rolling to specified density and surface smoothness.

8. Protection: After final rolling, do not permit vehicular traffic on pavement until it has cooled and hardened.

G. Seal Coating.

1. The new asphalt surface must be cured a minimum of 30 days prior to application. Prior to sealing the surface shall be thoroughly cleaned to remove all foreign debris (dirt, silt, gravel, leaves, etc.) using mechanically powered forced air sweeper and steel bristle hand brooms.

2. Any mud covered areas shall be scraped thoroughly, scrub-washed and pressured rinsed with clear fresh water. Oil spots shall be scraped, scrubbed, and lightly burned with a torch if necessary to remove visible excess oil. Oil spots after cleaning, shall be coated with Neyra or approved equal oil spot primer to achieve adequate adhesion and prevent bleeding.

3. Apply one coat of Neyra Industries Polyprime Penetrating Primer, or approved equal, followed by two coats of Jennite sand-slurry sealer, or approved equal uniformly over the entire repaved surface in accordance with the manufacturer’s application instructions.

2C-7

Specification for the

H. Joint Sealer.

1. General Requirements

a. Type SL Silicone Sealant for Concrete and Asphalt: Single-component, low-modulus, neutral-curing, self-leveling silicone sealant complying with ASTM D5893 for Type SL. Sealants shall be self-sealing, permanent, and water-proof.

b. Provide joint-sealant backer materials that are non-staining; are compatible with joint substrates, sealants, primers, and other joint fillers; and are approved for applications indicated by joint sealant manufacturer based on field experience and laboratory testing.

c. Round Backer Rod for Cold and Hot-Applied Sealants: ASTM D5249, Type 1, of diameter and density required to control sealant depths and prevent bottom-side adhesion of sealant.

Primers: Product recommended by joint sealant manufacturer where required for adhesion of sealant to joint substrates indicated, as required buy the manufacturer.

d. Colors of Exposed Joint Sealants: Black

e. Make joints between old and new pavements, or between successive days' work, to ensure continuous bond between adjoining work. Construct joints to have the same texture, density, and smoothness as other sections of asphalt concrete course.

f. Obtain each type of joint sealant through one source from a single manufacturer.

I. Installation Requirements.

1. Deliver materials to Project site in original unopened containers or bundles with labels indicating manufacturer, product name and designation, color, expiration date, pot life, curing time, and mixing instructions for multicomponent materials.

2. Do not proceed with installation of joint sealants when joint substrates are wet.

3. Proceed with installation only after unsatisfactory conditions have been corrected. Clean out joints immediately before installing joint sealants to comply with joint sealant manufacturer's written instructions.

2C-8

Specification for the

4. General: Comply with joint sealant manufacturer's written installation instructions applicable to products and applications indicated, unless more stringent requirements apply.

5. Sealant Installation Standard: Comply with recommendations of ASTM C1193 for use of joint sealants as applicable to materials, applications, and conditions indicated.

6. Install backer materials of type indicated to support sealants during application and at position required to produce cross-sectional shapes and depths of installed sealants relative to joint widths that allow optimum sealant movement capability.

7. Do not leave gaps between ends of backer materials. Do not stretch, twist, puncture, or tear backer materials.

8. Remove absorbent backer materials that have become wet before sealant application and replace them with dry materials.

9. Install sealants by proven techniques to comply with the following and at the same time backings are installed:

10. Place sealants so they directly contact and fully wet joint substrates.

11. Completely fill recesses provided for each joint configuration.

12. Produce uniform, cross-sectional shapes and depths relative to joint widths that allow optimum sealant movement capability.

13. Tooling of Nonsag Sealants: Immediately after sealant application and before skinning or curing begins, tool sealants according to requirements specified below to form smooth, uniform beads of configuration indicated; to eliminate air pockets; and to ensure contact and adhesion of sealant with sides of joint.

14. Remove excess sealants from surfaces adjacent to joint.

15. Use tooling agents that are approved in writing by joint sealant manufacturer and that do not discolor sealants or adjacent surfaces.