01- Specifications (Revised).pdf

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DEPARTMENT OF TRANSPORTATION

FEDERAL AVIATION ADMINISTRATION

SOUTHWEST REGION

Fort Worth, Texas

June 10, 2021

SPECIFICATION FOR CONSTRUCTION OF

TERMINAL NAVIGATIONAL

AID FACILITIES

TABLE OF CONTENTS

DIVISION TITLE

1 GENERAL REQUIREMENTS

SECTION 1A - SPECIAL CONDITIONS

SECTION 1B - SAFETY ON AIRPORTS

2 SITE WORK

SECTION 2A - EARTHWORK AND SITE IMPROVEMENTS

SECTION 2B - CRUSHED AGGREGATE ROAD AND SITE

SURFACING

SECTION 2C - MISCELLANEOUS SITE IMPROVEMENTS

3 CONCRETE

SECTION 3A - CONCRETE FORMWORK AND REINFORCEMENT

SECTION 3B - CAST-IN-PLACE CONCRETE

5 METALS

SECTION 5A - MISCELLANEOUS METALS

16 ELECTRICAL

SECTION 16A - BASIC METHODS AND MATERIALS

SECTION 16B - 600-VOLT POWER CABLE FOR UNDERGROUND

INSTALLATION

SECTION 16C - CABLE INSTALLATION

SECTION 16D – CABLE TESTING

1A-1

DIVISION 1 - GENERAL REQUIREMENTS

SECTION 1A

SPECIAL CONDITIONS

1A.1 SCOPE.

a. This Specification covers general requirements for demo of existing DME and construction of new DME located at Runway 17 LOC (Localizer)at Valley International Airport . In general, all parts of this Specification covering construction required on project drawings and in other Contract documents, are applicable to this Contract.

b. The Contractor shall furnish all plant, labor, materials (except Government-furnished property), equipment, energy, transportation, and other services necessary to construct all elements of the systems required in the Specifications, Drawings, and other Contract documents. Construction shall include all miscellaneous and incidental work necessary for a complete and operational system, whether or not such work is specifically shown or specified.

Work for a DME construction shall include:

1. Coordinate with local FAA SSC personnel, airport maintenance personnel, and commercial cable locators to locate and mark underground utilities prior to digging.

2. Carefully remove all control and power cables.

3. Before removing existing tilt-down pole and foundation demo establish current height of antenna adapter is confirmed and new bell shapped DME antenna fitting is at the same height.

4. Construct new concrete foundation and erect DME pole per construction drawings.

5. Construct perimeter earth electrode system (EES) around

DME.

6. Install LDF4-50a, ½” heliax cable and 3-12 AWG THWN power cables between the shelter and DME antenna and leave at least 5’ slack for FAA termination.

7. All power and control cables shall be tested for continuity and insulation integrity per Section 16G of these specifications after installation in the presence of the COR and SSC technician.

8. Construct crushed rock plot around DME foundation and bollards per Section 2B of these specifications.

9. Restore, regrade, and seed any turf areas disturbed by construction per Section 2B of these specifications.

10. Contractor shall participate in Contractor’s Acceptance Inspection (CAI), and quickly address any punch list items. CAI may be conducted in conjunction with Joint Acceptance Inspection (JAI) with the SSC Office.

b. Runway Shutdown Coordination. The contractor will not be allowed to work inside the RSA. The work, i.e.

1A-2 construction/installation of DME and bollards, is outside of the RSA and therefore does not require a runway shut down.

c. Schedule. After the award of the contract and prior to starting work, the contractor must submit to the Contracting Officer Representative (COR) a satisfactory progress schedule which must show the proposed sequence of work and the number of working days set up in the contract.

The contractor must confer with the COR at regular intervals in regard to the prosecution of the work according to the progress schedule.

A working day is defined as follows: Monday through Friday, length of a work day is no less than 8 hours and no more than 10 hours; between the hours of 7am and 5pm. No work will be performed on federal holidays.

The COR will determine which days are workable.

A partial working day of one-half will be charged under the following conditions:

1. When weather conditions do not permit the completion of a full day’s work.

2. When job conditions due to recent weather do not permit full efficiency of the men or equipment.

3. A shortage of help which is beyond the contractor’s control prevents reasonable progress.

4. When any condition over which the contractor has no control prevents completing a full day’s production.

No working day will be charged under the following conditions:

1. When adverse weather prevents work.

2. When job conditions due to recent weather prevent work.

3. When work has been suspended by an act or an omission of the FAA.

4. When any condition over which the contractor has no control causes suspension of work.

d. Badging. The contractor shall obtain Airport Badging at least two months prior to start of construction. The contractor shall contact Valley International Airport Oerations at 956- 430-8601.

1A.2 GOVERNMENT-FURNISHED PROPERTY. Current DME antenna to be reused on new tower.

1A.3 CONTRACTOR-FURNISHED MATERIAL. The Contractor shall furnish all material under this contract Per Paragraph 1A 1.b. unless otherwise specified. The Contractor shall be aware that certain materials to be furnished by the Contractor, may be long-lead-time items.

Therefore, the successful bidder should determine the availability

1A-3 of all material immediately after Contract award, and initiate procurement action on long-lead-time items at the earliest possible date. Where the Specifications mention material or equipment by brand, it is regarded as a known acceptable source, as it meets Specifications.

1A.4 SUBMITTALS AND BRAND NAME USAGE.

a. Introduction. Each product required for use in the Contract

Drawings and Specifications must meet the actual minimum needs of the Government as demonstrated in the salient characteristics for that product. If a brand name product is used in the Drawings or Specifications, it should be regarded as a "known acceptable source" (i.e., a product that meets the actual minimum needs, and demonstrates the appropriate salient characteristics). The product used can be identical or equal to the brand name product or known acceptable source in meeting the salient characteristics, but it need not exceed the actual minimum requirements. Any brand name product or known acceptable source mentioned will, however, not be required for use in order to comply with the Specification or Drawing unless those documents make it clear that the brand name product is required, and substitution is prohibited. The following submittal procedure shall be followed in order to:

(1) Insure adherence to functional and quality standards in substitute Contractor-furnished material.

(2) Inform the FAA of the Contractor's plans to use certain material and equipment, e.g., splicing materials and tools, even if they are a known acceptable source.

b. Definition. A submittal is a collection of information required by Specifications, or by the Contracting Officer, presenting detailed information on:

(1) Material or equipment items the Contractor proposes to use.

(2) Methods or plans of action which the Contractor intends to employ in specific situations.

c. Requirements. Each product that a Contractor wishes to use that is not a known acceptable source, must be approved before use, by the Contracting Officer or the Contracting Officer's designee. To gain approval, the Contractor must submit documents and/or samples that demonstrates the product clearly meets the Government's minimum needs, and demonstrates appropriate salient characteristics. All submittals must be in writing. The Contracting Officer shall have the right to require submittals from the Contractor where the Contractor makes an unsolicited change proposal. The information presented in a submittal shall be sufficient to demonstrate that all Specification requirements for the subject material, equipment, methods, or plans, are met by the Contractor's proposal. The informational materials may include documents such as shop

1A-4 drawings, sketches, calculations, data sheets, written plans of action, manufacturers' catalog cuts, brochures, and/or specification sheets. If the Specifications or Contracting Officer requires actual samples of material or equipment, the Contractor shall provide them. For any documentary submittal, the Contractor shall submit three identical sets of documents.

d. Submittal Review. When submitting before the Notice to Proceed date, the Contractor shall send the submittal package(s) directly to the Contracting Officer. When submitting after Contract work has begun, the Contractor shall give submittal packages to the Contracting Officer’s Representative (COR), who will forward them promptly to the Contracting Officer. The Contracting Officer may personally evaluate the submittal, or request FAA engineers to evaluate

it. In either case, the submittal will return directly from the Contracting Officer to the Contractor, with the Contracting Officer's approval, approval with comments, or disapproval.

e. Submittal Time Frame. To provide adequate time for document transmission and submittal review, the FAA reserves the right to take two weeks to complete a review, transmission date to transmission date. Terminal navigational aid contracts are brief contracts. The review process can therefore span a substantial portion of the contract period.

For this reason:

(1) The Contractor is urged to initiate submittals as soon as feasible after contract award, and to expedite document transmission.

(2) The Contracting Officer and other reviewers (if any) will expedite reviews and document transmission insofar as feasible.

Maximum use of fast document transmission modes (e.g. email, fax, etc.) is encouraged.

f. Procurement Before Approval. The Contractor is advised not to procure any item for which submittal approval is required but not yet granted. If approval is denied, the Contractor will be prevented from installing the disapproved item(s). The Contractor must transmit a new submittal package for the new items replacing the disapproved items, and must procure only approved items. The Contractor shall take responsibility for the delivery and installation of any items installed before submittal approval is granted. The FAA reserves the right to discontinue field work on any item furnished without submittal approval. Procuring and/or installing material which is later disapproved could result in substantial losses of money and time for the Contractor.

1A.5 PRE-CONSTRUCTION CONFERENCE. The Contractor shall attend a pre-construction conference when required by the Contracting Officer or airport management. The Contractor shall abide by all agreements reached at the conference regarding safety practices, ingress and egress routes to the site, maintenance of airport

1A-5 security (locking gates, etc.), deference to air traffic, and other operational procedures.

1A.6 COORDINATION. All coordination between the Contractor and the airport management and local FAA personnel, shall be accomplished through the COR.

1A.7 PROJECT DRAWINGS.

a. Conflict Between Site Drawings and Standard Drawings. If any conflict should exist between site Drawings (location-specific Drawings) and standard Drawings (Drawings not referring to a particular location), the site Drawings shall govern.

b. Drawings Referenced But Not Provided. Unless otherwise specified, Drawings which are referenced on Contract Drawings, but which are not listed in the list of Specifications and Drawings, do not apply to the Contract.

1A.8 TEMPORARY ELECTRICAL POWER. Unless otherwise specified, the

Contractor shall make all arrangements and pay all costs for temporary electrical power needed for construction of the facility.

1A.9 COMPLIANCE WITH LOCAL AND OTHER CODES. The Contractor shall comply with standards (e.g., National Electrical Code) adopted by the Contract documents, and with local and other codes. Where the requirements of the Specifications and Drawings exceed those of the adopted and local codes, the Contractor shall comply with the requirements of the Specifications and Drawings.

1A.10 SANITARY FACILITIES. Sanitary facilities are not available at the work sites. The Contractor shall provide temporary toilet facilities as required for his employees. The locations of the toilet facilities shall be where directed by the COR.

1B-1

DIVISION 1 - GENERAL REQUIREMENTS

SECTION 1B

SAFETY ON AIRPORTS

1B.1 DEFINITIONS.

a. Unclassified Area. An unclassified area is an area not located within a classified area.

1B.2 GENERAL PRECAUTIONS. The Contractor shall abide by all requirements as specified herein, in the Contract clauses, on the construction safety plan, and as established by airport authorities in the pre-construction conference. The Contractor shall be responsible for thoroughly explaining all safety and security precautions required on the airport to all workmen, both under his direct employment and under his subcontractors.

1B.3 CONSTRUCTION WITHIN UNCLASSIFIED AREAS. Construction will be permitted within unclassified areas while aircraft are using adjacent runways and taxiways, excepting as specified elsewhere or established during the pre-construction conference.

1B.4 MAINTENANCE OF AIRCRAFT OPERATING SURFACES. Soil, debris, or loose materials dropped or tracked onto airport roads, runways, taxiways, and ramps shall be immediately swept up and removed.

Likewise, all loose material at the job site or dropped enroute to the job site which can be blown onto the above aircraft surfaces, shall be immediately placed in closed containers to prevent damage to aircraft.

1B.5 EQUIPMENT PARKING. All equipment not in use at the close of each day shall be parked as directed by the COR or removed to a pre-designated area.

1B.6 RADIO COMMUNICATIONS. At airports served by airport traffic control towers or airport owner/operator radio communications facilities, (if so directed by the airport management), the Contractor shall furnish and operate two-way radio communi-cations with these facilities when personnel, vehicles, and equipment are required to enter the aircraft operations area, to obtain proper clearance for construction hazards to aircraft, and at all other times established during the pre-construction conference.

1B.7 ADVISORY CIRCULAR. At a minimum, the Contractor shall adhere to all requirements of Advisory Circular AC 150/53702F, "Operational Safety on Airports During Construction". This document is available at http://www.faa.gov/documentLibrary/media/Advisory_Circular/150_53 70_2f.pdf.]

2A-1

DIVISION 2 - SITE WORK

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 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.

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

2A-2 excessively wet or freezing weather conditions could adversely affect the load-bearing characteristics of the soil, or prevent proper compaction.

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.

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.

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.

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 COR will determine which material shall support the structure. If rock surface is

2A-3 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 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 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 allow for cables to be installed at the depths specified in Paragraph 16C4, 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 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.

2A-4

(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.

(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

2A-5 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.

(2) 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 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.

c. Placement and Compaction.

2A-6

(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.

2A-7

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.

2B-1

DIVISION 2 - SITEWORK

SECTION 2B

CRUSHED AGGREGATE 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

Tensile Strength ASTM D-4595 2460 lbs/ft Tensile Strength ASTM D-4595 480 lbs/ft (at 2% strain) Tensile Strength (5%) ASTM D-4595 1212 lbs/ft Tensile Strength (10%) ASTM D-4595 2340 lbs/ft Factory Seam Strength ASTM D-4632 1250 lbs/ft Flow Rate ASTM D-4491 50 gpm/ ft2 Permeability ASTM D-4491 .04 cm/sec Permittivity ASTM D-4491 .70 sec-1 Apparent Opening Size ASTM D-4751 U.S. Sieve #30, max UV Resistance ASTM D-4355 80% str. retained

2B-2

Mirafi HP270 manufactured by Royal Ten Cate 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

15 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 be a needlepunched nonwoven geotextile composed of polypropylene, polyester, polyolefin, or polyamide fibers. 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 120 lbs Grab Elongation ASTM D-4632 50% Trapezoidal Tear ASTM D-4533 50lbs CBR Puncture Strength ASTM D-6241 310 lbs Apparent Opening Size ASTM D-4751 U.S. Sieve #70, max Permittivity ASTM D-4491 1.7 sec-1 Flow Rate ASTM D-4491 135 gpm/ft2

Mirafi 140N manufactured by Royal Ten Cate 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.

2B-3

Do not procure any substitute before receiving the Contracting Officer's approval. See Paragraph 1A.4 above.

(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 COR 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.

2B-4

(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.

2C-1

DIVISION 2 - SITE WORK

SECTION 2C

MISCELLANEOUS SITE IMPROVEMENTS

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

2E.3 REMOVAL OF EXISTING FOUNDATIONS. All foundations of removed buildings, trailers, antenna supports, or other structures shall be removed to a minimum depth of two feet below final grade and backfilled with compacted earth in accordance with Section 2A, unless noted otherwise on the site drawings. The site areas shall be graded smooth and topsoil added to match the original terrain, unless otherwise specified.

2E.6 REPLACEMENT OF SURFACING AGGREGATE AND PAVEMENT. For replacement of surfacing aggregate and pavement removed for trenching operations, see Paragraph 2A.9d(4) above.

2E.7 SPECIAL SURFACING.

a. General. If required on the drawings, surfacing for small surfacing areas within 300 feet of runway and taxiway edges, shall be the material placed as required below. Special surfacing requirements will preclude displacement onto aircraft operating surfaces.

b. Material and Installation. Crushed rock or crushed stone surfacing at light unit locations shall be 4 inches deep and centered on the units. Material shall be 1 1/2 to 2 inches nominal size washed crushed rock. No substitutions will be accepted. Rock shall be tamped as tightly as material permits. Finished surface shall be flush with existing surrounding grade.

3A-1

DIVISION 3 - CONCRETE

SECTION 3A

CONCRETE FORMWORK AND REINFORCEMENT

3A.1 DESCRIPTION OF WORK. Extent of work is indicated on the drawings and by the requirements of this section.

3A.2 CONCRETE FORMWORK.

a. Design of Forms. Forms shall conform to shapes, lines, and dimensions of the members shown on the plans, and shall be sufficiently tight to prevent leakage of mortar. They shall be properly tied together so as to maintain position and shape.

b. Form Removal. Forms shall not be loosened or removed until the concrete members have acquired strength sufficient to support their own weight. No additional loads shall be placed on the concrete for at least 48 hours after placing.

c. Form Ties. Form ties for concrete shall be of a type that will break back 1 1/2 inches from the concrete surface.

Ties shall be removed to a minimum depth of 1 1/2 inches, and the surface patched.

3A.3 CONCRETE REINFORCEMENT.

a. Materials. Reinforcement bars shall conform to "Standard

Specification for Deformed and Plain Carbon-Steel Bars for Concrete Reinforcement", ASTM A-615. All bars shall be Grade 60 deformed bars.

b. Cleaning and Bending Reinforcement. At the time concrete is placed, metal reinforcement shall be free from rust scale or other coatings that will destroy or reduce the bond. All bent bars shall be bent cold. No bars partially embedded in concrete shall be field bent except as shown on plans.

c. Placing Reinforcement. Metal reinforcement shall be accurately placed according to the plans, and adequately secured in position by concrete, metal, or other approved chairs, spacers, or ties.

d. Splices in Reinforcement. No splices or reinforcement shall be made except as shown on the plans or as authorized by the

COR.

e. Concrete Protection for Reinforcement. The reinforcement shall be protected by the thickness of concrete shown on the drawings. Where not shown, the thickness of concrete over the reinforcement shall be as follows:

3A-2

(1) Where concrete is deposited against the ground without the use of forms, not less than 3 inches.

(2) Where concrete is exposed to the weather or to the ground but placed in forms, not less than 2 inches for bars larger than number 5, and 1 1/2 inches for number 5 bars or smaller.

3B-1

DIVISION 3 - CONCRETE

SECTION 3B

CAST-IN-PLACE CONCRETE

3B.1 DESCRIPTION OF WORK. The extent of work is indicated on the drawings and by the provisions of this section.

3B.2 MATERIALS. Cement shall conform to Specification for Portland

Cement ASTM C-150, Type I, or Specification for Air-Entraining Portland Cement ASTM C-175, Type 1A, unless otherwise specified.

The concrete shall have a minimum 28-day compressive strength of 3,000 PSI, a maximum slump of 4 inches, and a maximum aggregate size of 1-inch. The concrete mix shall contain an air-entraining admixture. Air content shall be 5 to 7 percent. The Contractor shall give the COR a certificate from the concrete supplier, bearing the intended job mix and certifying that the concrete delivered will meet the above requirements. The Contractor shall obtain approval of the job mix from the COR prior to placing concrete.

3B.3 PREPARATION OF EQUIPMENT AND PLACE OF DEPOSIT.

a. Before placement, all equipment for mixing and transporting the concrete shall be cleaned. All debris and ice shall be removed from the places to be occupied by the concrete.

Forms shall be thoroughly wetted (except in freezing weather) and oiled prior to placing reinforcing steel. The reinforcement shall be thoroughly cleaned of ice, dirt, rust scale, or other coatings.

b. Water shall be removed from place of deposit before concrete is placed. All laitance and other unsound material shall be removed from hardened concrete before additional concrete is added.

3B.4 CONVEYANCE. Concrete shall be conveyed from the mixer to the place of final deposit by methods that will prevent segregation or loss of materials. Equipment for chuting concrete shall be of such size and design so as to ensure a continuous flow of concrete at the delivery end without segregation of materials.

3B.5 PLACEMENT.

a. Concrete shall be placed within 1 1/2 hours after mixing begins. Concrete shall be deposited as nearly as practicable in its final position to avoid segregation due to rehandling or flowing. The placing of concrete shall be carried on at such rate that concrete is at all times plastic, and flows readily into the spaces between the bars. No concrete that has been contaminated by foreign material shall be used, nor shall retempered concrete be used.

b. When placing is started, it shall be carried on as a continuous operation until placement is completed.

3B-2

c. Concrete shall be placed in layers not exceeding 18 inches deep, and vibrated in place. During and immediately after depositing, the concrete shall be consolidated by vibrators.

The concrete shall be thoroughly worked around reinforcement, around embedded fixtures, and into corners.

Accumulations of water on the surface of the concrete due to water gain, segregation, or other causes, shall be prevented as much as possible by employing proper placement, consolidation, and finishing practices. Provisions shall be made to remove such water as may accumulate, so that under no conditions will concrete be placed in such accumulations.

d. Vibrators shall be the internal immersion type, operating at speeds of not less than 7,000 RPM. Vibrators shall be kept constantly moving in the concrete and shall be applied at points uniformly spaced not further apart than the radius over which the vibrator is visibly effective. The entire depth of a new layer of concrete shall be vibrated. The vibrators shall penetrate several inches into the layer below to insure thorough union of the layers. The vibrator shall not be held in one location long enough to draw a pool of grout from the surrounding concrete. Vibration shall be such that the concrete becomes uniformly plastic.

3B.6 CYLINDRICAL CONCRETE PIERS.

a. All cylindrical concrete piers, if required, shall be formed to full depth in fiber forms. Tops of piers shall be finished flat within the confines of the fiber forms. No spillage (mushrooming) over the tops of forms will be permitted. Where conduit emerges from vertical surfaces of concrete piers, no appreciable amount of concrete shall be permitted to spill through forms adjacent to such conduit.

b. Fiber forms for cylindrical concrete piers shall be spirally constructed of laminated plies of fiber. The total wall thickness shall be as published by the manufacturer. The width of each ply shall not be less than 6 inches. Plies shall be laminated with an adhesive of a non-water-sensitive type, with a proven record of satisfactory service in concrete forms. The exterior surface shall be uniformly wax impregnated for weather and moisture protection. The interior surface shall be coated with pure polyethylene uncontaminated by paraffin or other additives. A-Coated Sonotube forms by Sonoco Products Company of Hartsville, South Carolina, are among the products that meet these Specifications.

c. Remove all loose soil from bore holes so that concrete will bear on undisturbed soil. Support forms rigidly and in proper horizontal and vertical alignment. After pouring, remove only that part of each form that will be exposed above grade. Backfill excess space between bore holes and forms with thoroughly compacted inorganic soil. Do not use sand backfill unless adjacent undisturbed soil is sand.

3B-3

3B.7 CURING.

a. Provision shall be made for maintaining concrete in a moist condition for a period of at least 5 days after placement.

b. In lieu of wet curing, one coat of a concrete curing sealer which forms a film over the concrete surface, may be used for curing the concrete. The sealer shall meet the ASTM

C-309 standard for moisture retention. The compound shall be a type that does not permanently discolor the concrete.

Dayton Superior J11W is one of the products which meet this Specification. Where concrete is to receive vinyl composition tile (VCT), or any other flooring, curing compound shall not be used, and only wet sheet curing is allowed. On exposed surfaces, application shall be made immediately after the concrete has been finished. If there is any delay, the concrete shall be kept moist until the application is made. After the forms are removed, the concrete shall be sprayed lightly with water, and then the coat of curing compound applied. If the forms (wood only) cannot be removed within 48 hours, they shall be wetted down and kept wet until their removal, and then the compound applied as above.

3B.10 COLD-WEATHER REQUIREMENTS.

a. Adequate equipment shall be provided for heating concrete materials and protecting concrete during freezing or near-freezing weather. No frozen materials or materials containing snow or ice shall be used. Concrete shall not be placed on frozen soil.

b. All reinforcement, forms, fillers, and ground which will make contact with concrete shall be free from snow and ice.

Whenever the temperature of the surrounding air is below 40oF, all concrete placed in forms shall have a temperature of 45oF or higher, after placement. Adequate means shall be provided for maintaining this temperature for 4 days. Any additional time necessary to ensure proper curing of the concrete shall be provided as directed by the COR. The housing, covering, or other protection used in connection with curing, shall remain in place and intact at least 24 hours after the artificial heating is disconnected. Do not use salt or other chemicals to prevent freezing.

3B.11 HOT-WEATHER REQUIREMENTS.

a. In hot weather, suitable precautions shall be taken to avoid drying of the concrete prior to finishing operations. Use of windbreaks, sunshades, fog sprays, or other devices shall be provided as directed by the COR.

b. Concrete deposited in hot weather shall not have a placing temperature that will cause difficulty from loss of slump, flash set, or cold joints. Concrete temperature shall be less than 90oF.

3B-4

3B.12 SLUMP. Concrete shall be tested for consistency at the mixer or at the place of deposit if delivered ready-mixed. The sample shall be taken immediately from the batch and tested by the Contractor in the presence of the COR in accordance with

ASTM C143. Concrete with slump in excess of four inches shall be rejected.

3B.13 DELIVERY TICKETS. At the time of concrete delivery, the

Contractor shall give the COR a copy of the delivery ticket bearing the quantity, strength, and air entrainment of the concrete delivered.

5A-1

DIVISION 5 - METALS

SECTION 5A

MISCELLANEOUS METALS

5A.1 DESCRIPTION OF WORK. Extent of metal work is indicated on the drawings and by the provisions of this section.

5A.2 MATERIALS.

a. Structural Steel Shapes and Plates. ASTM A992 for W-shapes, and ASTM A36 for S, C, MC, and L-shapes, as well as steel plates.

b. Steel Pipe. ASTM A53, Type E or S, Grade B steel or ASTM

501. Weight schedules shall be as specified on the drawings.

c. Anchor Bolts. ASTM F1554, grade 36, without heads.

d. Unfinished Threaded Fasteners. Where not otherwise indicated, ASTM A 307, Grade A, regular low-carbon steel bolts and nuts of hexagonal design, hot-dipped galvanized.

e. Finished Threaded Fasteners. Stainless steel cap screws and heavy semi-finished nuts of hexagonal design for exterior connections, unless otherwise indicated.

5A.3 FABRICATION.

a. General.

(1) After performing all fabrication and welding operations, remove all sharp edges and burrs that could cause injury. Properly finish surfaces of exposed items so as to be free of visible defects.

(2) Cut, drill, or punch holes perpendicular to metal surfaces. Do not flame cut holes.

b. Welding. Comply with AWS D1.1 Code for procedures, appearance, and quality of welds. Weld all work to produce assemblies free of warpage.

c. Galvanizing.

(1) All steel members, plates, and assemblies shall be hot-dipped galvanized in accordance with ASTM A123, unless otherwise specified.

(2) Prepare all structural steel items for galvanizing by solvent cleaning, hand and power tool cleaning, and/or

5A-2 sandblasting as required for permanent adhesion of galvanizing.

5A.4 INSTALLATION.

a. Install all work plumb, level, and square in accordance with the drawings.

b. Apply high zinc-dust-content paint for repair of galvanized surfaces damaged by welding. Paint shall conform to

ASTM A780.

16A-1

DIVISION 16 - ELECTRICAL

SECTION 16A

BASIC METHODS…