Attachment 1 - AEX ARSR REFURB SPECS AND DRAWINGS.pdf

Statement of Work FAA-C90-368

Asphalt Pavement Replacement Project

Indianapolis ARSR Radar Site

7102 Howard Street Indianapolis, IN 46241

Prepared By:

Federal Aviation Administration Chicago District Technical Support Center

Elgin, Illinois

18 January, 2017

Table of Contents

Section Section Title Dated

I-II Table of Contents 01/18/2017

III-IV Indianapolis ARSR Vicinity Maps 01/18/2017

V-IX Site Pictures 01/18/2017

General Requirements

01/18/2017

Department of transportation, Federal aviation administration, Great Lakes Region Specification FAA-GL-

918C for the Construction of Terminal Facilities

Division 2 – Site Work

05/9/2012

3 List of Submittals 01/18/2017

Project Drawings Title Dated

C90-368-G001

Cover Sheet/Drawing Index

Asphalt Pavement Replacement Project

Indianapolis ARSR

Indianapolis, IN

C90-368-G002

Abbreviations, Callouts, and Symbols

Asphalt Pavement Replacement Project

C90-368-C001

Site Plan

Asphalt Pavement Replacement Project

C90-368-C002

New Construction Plan

Asphalt Pavement Replacement Project

C90-368-C003

New Grading/Drainage Plan

Asphalt Pavement Replacement Project

I

Drawing Number Title Dated

C90-368-C004

Asphalt Pavement Construction Details

Asphalt Pavement Replacement Project

C90-368-C005

Construction Details

Asphalt Pavement Replacement Project

Reference Drawings Title Dated

IND-GL-D-4629

ARSR 1B Radar Site For Indianapolis ARTCC

01/28/86

C90-368-100-1 Site Elevation Survey Drawing 02/01/2017

C90-368-100-2 Site Elevation Survey Drawing 02/01/2017

C90-368-100-3 Site Elevation Survey Drawing 02/01/2017

C90-368-100-4 Site Elevation Survey Drawing 02/01/2017

Attachments Title Dated

1 Reno A&E Sensor Loop Product Information ---

II

Indianapolis ARSR Vicinity Map

III

Indianapolis ARSR Location Map

IV

Indianapolis ARSR Site Pictures

Main asphalt pavement parking area.

Main asphalt pavement parking area.

V

Main access road from Howard Street.

Alternate access road from Howard Street.

VI

Location of new drainage swales.

Existing concrete caps from previous construction to be removed.

VII

Existing concrete step (right set of doors) to be removed and replaced.

New asphalt pavement path to be placed next to storage shed.

VIII

Existing concrete pad at main entrance to be removed.

Location of new drainage swales to be excavated – alternate entrance shown.

IX

Northwest corner of the site to be re graded to drain into the

Adjacent retention pond.

Keypad foundation to be replaced.

X

FAA-C90-368

Section 1 – General Requirements

1.01 SUMMARY OF WORK.

A. The Contractor shall furnish all labor, equipment, permits, insurance, etc. to complete the replacement of approximately 9,000 square feet of asphalt pavement at the Indianapolis (IND) ARSR radar site located in Indianapolis, IN. This work includes the following principle items:

1. Site demolition work including the following:

a. Removal and disposal of approximately 1,100 square feet of 3” broken asphalt pavement and aggregate base from both Howard Street entrances.

b. Removal and disposal of approximately 7500 square feet of 3” broken asphalt and aggregate base inside the facility fence line. This includes removal and disposal of all existing concrete caps from previous construction (full depth concrete to remain in place).

c. Removal and disposal of an existing 5 foot wide, 3 foot long, 1 foot deep reinforced concrete step outside of the equipment building engine generator room.

d. Removal and disposal of an approximately 10 foot wide, 10 foot long, 6 inch deep reinforced concrete slab located outside of the fence line, near the main entrance.

e. Removal and disposal the existing concrete pad for the security gate keypad.

2. Site work in preparation for construction of new asphalt pavement access road and parking area in accordance with the Division 2 specifications. This work includes all related excavation, form work, back-fill, etc. required to complete construction as follows:

a. A 200 square feet expansion of the main entrance.

b. Grading of the parking area to provide drainage to the new drainage swales.

c. Construction of a new 8” compacted subgrade.

d. Placement of road stabilization geotextile fabric.

e. Placement of an 8” compacted aggregate sub-base course.

3. Placement of approximately 9,000 square feet of new asphalt pavement in accordance with the Division 2 specifications including:

a. Application of a prime coat.

b. One 3” surface course.

c. Application of a tack coat.

d. One 2” wear course.

e. Seal coating of the new access road and parking area.

4. Miscellaneous site work including the following:

a. Construction of a 5 foot wide, 25 foot long, asphalt path along the length of the storage shed.

b. Adjustment of the perimeter security fence following the placement of the new asphalt pavement so there is no more than 3 inches clearance between the bottom of the fence and the top of the new asphalt pavement.

c. Construction of a new 18 inch diameter, 5 foot deep, reinforced 3000 psi/28 day concrete pier and 1inch diameter rigid steel conduit sweep for the main entrance security gate keypad.

d. Replacement of the main entrance inductive vehicle entrance and exit loop sensors manufactured by Reno A&E.

e. Grading of approximately 1800 square feet of gravel/soil in the northeast corner of the facility to facilitate drainage into the adjacent retention pond.

f. Placement of approximately 125 tons of CA-6 gravel over the existing gravel, including all related compaction and grading for drainage.

g. Construction of a new 7 foot wide, 10 foot long, 18 inch deep, 3,000 psi/28 day reinforced concrete step for the engine generator room entrance.

h. Construction of a new 10 foot wide, 10 foot long, 12” thick 3000 psi/28 day concrete reinforced pad in the new parking area asphalt pavement.

i. Excavation of drainage swales in the grass area adjacent to the south fence.

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 examining the site.

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), Uniform Building Code (UBC), 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 COTR immediately.

1.04 WORK SCHEDULE.

A. Construction Hours. Work shall take place during normal business hours, 0700 to

1600, Monday through Friday, weekends and national holidays excluded.

1.05 GOVERNMENT-FURNISHED EQUIPMENT. (Reserved)

1.06 SECURITY REQUIREMENTS.

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

1.07 DISPOSAL/CLEANING REQUIREMENTS.

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

1.08 PROTECTION OF EQUIPMENT AND STRUCTURES.

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

1.09 IDENTIFICATION OF UTILITIES.

A. The Contractor shall be responsible for contacting the State of Indiana underground utility locating service to schedule a 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 Contracting

Officer immediately notified.

1.10 SITE SURVEYS.

A. This work takes place at a facility that requires an escort. Contact Mr. Daniel Shearer, FAA Indianapolis SSC Coordinator, at (317)227-5782 (office) or (317)557-1712 (cell) to schedule access to the site.

1.11 GOVERNING DOCUMENTS.

A. For Conflicts between the drawings and Division 2 requirements, the drawings shall govern.

B. For conflict between the Division 2 requirements and the State of Indiana road construction requirements, the more stringent requirement shall apply.

1.12 PROJECT MEETINGS.

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

1.13 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 COTR has the authority to stop work at any time if work activities interfere with the operation of any FAA facility.

1.14 TEMPORARY FACILITIES.

NOTE: 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.

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 COTR.

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

Contractor shall provide temporary toilet facilities as required for his employees.

C. Temporary Construction Aids:

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

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

D. The Contractor shall provide all temporary traffic control (i.e. lane closures) of public road(s) adjacent to the site as required by the State of Indiana.

E. The Contractor shall provide temporary toilet facilities as required for personnel working at the site.

End Section 1

Division2

Department of Transportation

Federal Aviation Administration

Specification for the

Construction of Terminal Facilities

FAA-GL-918C

Section 2

DIVISION 2 - SITE WORK

Note: This standard specification is used for construction of multiple FAA facilities. Based on the scope of work, some sections of this specification may not apply.

SECTION 2A

EARTHWORK AND SITE IMPROVEMENTS

2A.1 DESCRIPTION OF WORK. The extent of earthwork is indicated on the drawings and by the provisions of this section. Requirements for access road and site surfacing and paving are covered in Sections 2B and 2C.

2A.2 QUALITY ASSURANCE.

a. Codes and Standards. Perform all earthwork in compliance with applicable requirements of governing authorities having jurisdiction.

b. Testing and Inspection.

(1) Soil materials and degree of compaction shall conform to ASTM specifications referenced herein. Professional soil testing methods associated with this specification will generally not be required, but the FAA reserves the right to engage a state-licensed soil testing service to resolve disputes regarding adequacy of all earthwork performed.

(2) Visual inspection and qualitative testing shall be performed by the contractor in the presence of, and wherever directed by, the Resident Engineer.

2A.3 SAFETY REQUIREMENTS.

a. Refer to Division 1 for construction within classified and unclassified areas.

b. To protect life, property, and work, 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.

c. All trenches in classified areas, excavated in one day, shall be backfilled during the same day. An effort shall be made to backfill other excavations in classified areas, during the same day.

Department of Transportation

Federal Aviation Administration

Specification for the

2A.4 JOB CONDITIONS.

a. Existing Utilities.

(1) Locate all underground cables, utility lines, and other underground construction before beginning excavation work. Any damage to such lines or construction belonging to the FAA, utility companies, or others, shall be promptly repaired, at contractor's expense, to the complete satisfaction of the owner.

(2) Project drawings generally indicate locations of cables maintained by the Federal

Aviation Administration only. The FAA will field establish approximate locations of its own cables.

b. 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.

c. Drainage.

(1) 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.

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

(3) 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.

Department of Transportation

Federal Aviation Administration

Specification for the

b. Backfill and Fill. Material shall be inorganic soil excavated from site, or borrow comprised of inorganic soil approved by the Resident Engineer. 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.

c. Base Course for Concrete Slabs. Material shall be a graded mixture of washed crushed stone or crushed or uncrushed gravel 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 from the site and disposed of off airport property.

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 Resident Engineer, at no additional cost to the Government.

2A.7 EXCAVATION.

a. Excavation Classification. Excavation is unclassified and 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 Resident Engineer 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.

c. Unauthorized Excavation. Removal of materials beyond design subgrade elevations or dimensions without specific direction from the Resident Engineer constitutes unauthorized excavation. Remedial work for such excess excavation shall be as directed by the Resident Engineer at the contractor's expense.

Department of Transportation

Federal Aviation Administration

Specification for the

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

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 reinforce-ment 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. Minimum trench depth 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.

(4) If solid rock is encountered, the Resident Engineer 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 minimum degree of compaction subject to acceptance by testing.

Department of Transportation

Federal Aviation Administration

Specification for the

(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 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.

(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.

Department of Transportation

Federal Aviation Administration

Specification for the

(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.

f. Qualitative Testing and Inspection Procedures.

(1) General. 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 Resident Engineer. 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 Resident engineer, and compacted by power equipment until no further consolidation occurs, as approved by the Resident Engineer.

(3) Concrete Slab Base Course. Compact with vibratory tamper until no further visible consolidation is evident.

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.

c. Placement and Compaction.

Department of Transportation

Federal Aviation Administration

Specification for the

(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.

(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.

e. 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.

Department of Transportation

Federal Aviation Administration

Specification for the

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.12 DISPOSAL OF EXCESS AND WASTE MATERIALS. Remove and dispose of all excess soil and waste material from the project site and adjacent lands. All costs associated with disposal shall be at contractor's expense.

Department of Transportation

Federal Aviation Administration

Specification for the

SECTION 2B

CRUSHED AGGREGATE ROAD AND SITE SURFACING

2B.1 DESCRIPTION OF WORK. The extent of work is indicated on the drawings and by the provisions of this section.

2B.2 STATE SPECIFICATIONS. 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) Application. The most common application of geotextiles in FAA navaids construction is as a separator. In this application, the geotextile is placed over prepared roadway subgrade soil, and crushed aggregate is placed and compacted on top of the geotextile. The geotextile permits water to permeate into the subgrade, while preventing the aggregate from mixing with the subgrade soil. The geotextile specified below is for application as a separator.

(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.

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

Department of Transportation

Federal Aviation Administration

Specification for the

Trevira Spunbond 1120 fabric manufactured by Hoechst Celanese Corporation is one of the products which meets these specifications. For any substitution, provide the Contracting Officer with complete product literature, including values of the properties tabulated above, and a sample of fabric. Do not procure any substitute before receiving the Contracting Officer's approval. See Paragraph 1A.4 above.

(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 per Paragraph 2B.4c(2)(b), below, to fully cover such areas.

b. Landscape Fabric.

(1) Application. Landscape fabric shall be applied under all non-roadway crushed rock surfacing, such as walkways around navaid shelters, at RVR sites, and between light bars of a MALSR. 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.

Property Test Method Requirement

Grab tensile strength ASTM 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

Typar 3301 landscape fabric manufactured by Reemay is one of the products which meets these specifications. For any substitution, provide the Contracting Officer with complete product literature, including values of the properties tabulated above, and a sample of fabric.

Do not procure any substitute before receiving the Contracting Officer's approval.

See Paragraph 1A.4 above.

Department of Transportation

Federal Aviation Administration

Specification for the

(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 per Paragraph 2B.4c(2)(a), below, to fully cover such areas.

c. Crushed Aggregate Surfacing.

(1) Crushed rock or crushed stone aggregate shall comply with State Specification quality requirements for crushed rock or crushed stone used for road surface course, 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

(2) A certified sieve analysis, referenced to State Specification gradation, shall be submitted to the Resident Engineer for approval.

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 as required in 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.

Department of Transportation

Federal Aviation Administration

Specification for the

(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) Construction Requirements.

(a) Prepared subgrade and foundations shall be compacted smooth and level as specified elsewhere and as shown on the drawings.

(b) 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.

d. Crushed Aggregate Surfaced Areas and Crushed Aggregate Base Course for Bituminous

Pavement.

(1) 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.

(2) Compaction and Grading.

(a) 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.

Department of Transportation

Federal Aviation Administration

Specification for the

(b) 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.

(c) 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.

(d) 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 Resident Engineer 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.

(e) If considered necessary by the Resident Engineer, 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.

(f) 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 Resident Engineer, 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.

Department of Transportation

Federal Aviation Administration

Specification for the

DIVISION 2 - SITEWORK

SECTION 2C

ASPHALT CONCRETE PAVEMENT

2C.1 DESCRIPTION OF WORK. The extent of asphalt concrete pavement construction is indicated on the drawings and by the provisions of this section. Pavement construction will include placing prime and tack coats and asphalt concrete base and surface courses on prepared subgrade and aggregate base course.

2C.2 CERTIFICATION. Provide certification signed by material producer and contractor that all materials and mix compositions comply with the specified requirements.

2C.3 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.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 concrete base and surface courses when air temperatures are above 30oF and rising, and above 40oF, respectively.

Department of Transportation

Federal Aviation Administration

Specification for the

2C.5 MATERIALS.

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

Specifications for asphalt concrete pavements and all requirements 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.

2C.6 ASPHALT-AGGREGATE MIXTURE. Provide plant-mixed, hot-laid asphalt-aggregate mixture complying with ASTM D 3515 and the State Specifications.

2C.7 CONSTRUCTION.

a. Surface Preparation.

(1) Prepare subgrade and provide road stabilization/ reinforcement fabric and aggregate base course as required in Sections 2A and 2B herein.

(2) Inspect aggregate base for unstable areas and areas requiring additional compaction before proceeding with pavement work and correct all unsatisfactory conditions.

b. Prime Coat. Apply 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.

c. Tack Coat. Apply to 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.

Department of Transportation

Federal Aviation Administration

Specification for the

d. Placement of Mix.

(1) General. Place asphalt concrete mixture on prepared surface, spread, and strike off. Spread mixture at a minimum temperature of 225oF (107oC). Place inaccessible and small areas by hand. Place each course to required grade, cross-section, and compacted thickness.

(2) Course Thickness. Unless indicated otherwise on the drawings, asphalt concrete base and surface courses shall be 3 inches and 1 1/2 inches thick, respectively.

(3) Paver Placing. Place in strips not less than 10 feet wide, unless otherwise acceptable to the Resident Engineer. After the first strip has been placed and rolled, place succeeding strips, and extend rolling to overlap previous strips.

Complete base course for a section before placing surface course.

e. Seal Coat 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. 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. Apply one coat of Neyra Industries Polyprime Penetrating Primer, or approved equal, followed by two coats of Jennite sand-slurry sealer, or approved equal. Follow the manufacturer’s application instructions. The sealer shall be applied uniformly over the entire repaved surface.

f. 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-sealins, permanent, and water-proof.

b. General: Provide joint-sealant backer materials that are nonstaining; 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.

Department of Transportation

Federal Aviation Administration

Specification for the

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

e. Colors of Exposed Joint Sealants: Black

f. 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.

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

(2) Installation Requirements.

a. 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.

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

c. 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.

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

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

f. 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.

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

Department of Transportation

Federal Aviation Administration

Specification for the

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

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

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

k. Completely fill recesses provided for each joint configuration.

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

m. 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.

n. Remove excess sealants from surfaces adjacent to joint.

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

p. Provide joint configuration to comply with joint sealant manufacturer's written instructions, unless otherwise indicated.

q. Provide recessed joint configuration for silicone sealants of recess depth and at locations indicated.

r. Clean off excess sealants or sealant smears adjacent to joints as the Work progresses by methods and with cleaning materials approved by manufacturers of joint sealants and of products in which joints occur.

s. Protect joint sealants during and after curing period from contact with contaminating substances and from damage resulting from construction operations or other causes so sealants are without deterioration or damage.

If, despite such protection, damage or deterioration occurs, cut out and remove damaged or deteriorated joint sealants immediately so installations with repaired areas are indistinguishable from the original work.

Department of Transportation

Federal Aviation Administration

Specification for the

g. Rolling.

(1) General.

(a) Begin rolling when mixture will bear roller weight without excessive displacement.

(b) Compact mixture with hot hand tampers or vibrating plate compactors in areas inaccessible to rollers.

(2) Breakdown Rolling. Accomplish breakdown or initial rolling immediately following rolling of joints and outside edge. Check surface after breakdown rolling, and repair displaced areas by loosening and filling, if required, with hot material.

(3) Second Rolling. Follow breakdown rolling as soon as possible, while mixture is hot.

Continue second rolling until mixture has been thoroughly compacted.

(4) Finish Rolling. Perform finish rolling while mixture is still warm enough for removal of roller marks. Continue rolling until roller marks are eliminated and course has attained maximum density.

g. Patching. Remove and replace paving areas mixed with foreign materials, and defective areas. Cut out such areas, and fill with fresh, hot asphalt concrete. Compact by rolling to maximum surface density and smoothness.

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

2C.8 FIELD QUALITY CONTROL.

a. General. Test in-place asphalt concrete courses, at intervals as directed by the Resident

Engineer, for compliance with requirements for thickness and surface smoothness.

Repair or remove and replace unacceptable paving as directed by the Resident Engineer.

b. Thickness. In-place compacted thickness will not be acceptable if they exceed the…