Amentment 0002 Attachment 2 - 063022 Red Lined C90-419 FWA Runway Antenna Install_SOW.pdf

Statement of Work FAA-C90-419

Runway 32 Localizer Antenna Installation Project

Fort Wayne International Airport

3801 W Ferguson Rd, Fort Wayne, IN 46809

Central Service Area

Prepared By:

Federal Aviation Administration Chicago Technical Support Center

AJW-C22D

Elgin, Illinois

03 October, 2021

I

FAA‐C90‐419

Table of Contents

Section Section Title Dated

I‐V Table of Contents 03 October, 2021

VI‐VIII Fort Wayne International Airport Vicinity and Location Maps

IX ‐ XI Fort Wayne International Airport Runway 32 Localizer Site Pictures

Specification Section Title Second

00 11 10

General Requirements

Division 2

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

918C for the Construction of Terminal Facilities

Section 2A ‐ Earthwork And Site Improvements

08/24/2021

Division 2

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

918C for the Construction of Terminal Facilities

Section 2B ‐ Crushed Aggregate Road And Site Surfacing

05/21/2021

Division 3

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

918C for the Construction of Terminal Facilities

Section 3A ‐ Concrete Form work and Reinforcement

05/21/2020

Division 3

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

918C for the Construction of Terminal Facilities

Section 3B – Cast‐In‐Place Concrete

05/01/2020

II

Specification Section Title Second

22 54 00

Buried Cable Requirements

Appendix I

Schedule of Submittals

Appendix II

Schedule of Government Furnished Material

III

Drawings Title Dated

Project Drawings

FWA‐D‐LOC32‐G001

Cover Sheet/ Drawing Index Runway 32 Localizer Replacement Project

Fort Wayne International Airport Fort Wayne, Indiana

03 October, 2021

FWA‐D‐LOC32‐G002

Construction Safety Plan Runway 32 Localizer Replacement Project

Fort Wayne International Airport Fort Wayne, Indiana

03 October, 2021

FWA‐D‐LOC32‐C001

Construction Plan Runway 32 Localizer Replacement Project

Fort Wayne International Airport Fort Wayne, Indiana

03 October, 2021

FWA‐D‐LOC32‐C002

Antenna Array Foundation Plan Runway 32 Localizer Replacement Project

Fort Wayne International Airport Fort Wayne, Indiana

03 October, 2021

FWA‐D‐LOC32‐C003

Antenna Array Foundation Details Runway 32 Localizer Replacement Project

Fort Wayne International Airport Fort Wayne, Indiana

03 October, 2021

FWA‐D‐LOC32‐C004

Construction Details Runway 32 Localizer Replacement Project

Fort Wayne International Airport Fort Wayne, Indiana

IV

FWA‐D‐LOC32‐C005

Construction details Runway 32 Localizer Replacement Project

FWA‐D‐LOC32‐E001

Antenna Array Grounding Plan Runway 32 Localizer Replacement Project

FWA‐D‐LOC32‐Q001

Option Bid Work – Antenna Array Assembly Runway 32 Localizer Replacement Project

Reference Drawings

GL‐D‐5561‐1A

Site Plan

Fort Wayne Runway 32 Localizer

5 February, 1998

GL‐D‐5561‐1‐1A

10’x12’ Localizer Shelter Re

Fort Wayne Runway 32 Localizer

GL‐D‐5561‐2B, SH1

Antenna Array Support Details Runway 32 Localizer Shelter Plan

V

GL‐D‐5561‐2B, SH2

GL‐D‐5561‐2B, SH3

GL‐D‐5561‐2B, SH4

GL‐D‐560‐1‐4A

Miscellaneous Details

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IX

Fort Wayne Runway 32 Localizer Site Pictures

Localizer Shelter Viewed From Antenna.

X

Shelter Control/Signal and Power Exterior Junction Boxes.

XI

Localizer Interior Power Panel and Localizer Junction Box.

XII

Localizer Antenna to be Replaced.

SECTION 00 11 10 – GENERAL REQUIREMENTS

1.01 SUMMARY OF WORK.

The Contractor shall furnish all materials, labor, supervision, equipment, permits, insurance, etc. to complete the Runway 32 localizer antenna replacement located at the Fort Wayne International Airport, Fort Wayne, Indiana. This work consists of the following principle items:

Site Work

A. Construction of an approximately 370’ foot long, 3‐way, 4” Schedule 80 PVC duct bank between the localizer shelter and antenna array as described in the statement of work and drawings. This work includes the following:

1. Furnish and install three (3) 40”x40”x36” deep open bottom Tier 22 composite hand holes.

2. Installation of a #1/0 AWG bare copper cable guard wire and 3/4”x10’ copper clad ground rods the length the duct bank.

3. All related excavation, backfill, and grading for a complete installation, B. Construction of an approximately 1,000 square foot crushed gravel plot including the following work:

1. Construction of twenty six (26), 18” diameter x 10’ deep and two (2) 24” diameter, deep, 3,000 PSI, reinforced concrete piers as described in the statement of work and drawings. This work includes:

a. Layout and survey of the new antenna array piers by a State of Indiana registered land surveyor as described on the drawings.

b. Installation of one‐hundred twelve (112) epoxy embedded 5/8”x9”

UNC‐9 galvanized steel threaded rods, one‐hundred twelve (112) Transpo Inc.™ model 4620 breakaway bolts, and galvanized steel nuts and washers as described on the drawings.

c. All related excavation, backfill, and grading for a complete installation.

2. Construction an approximately 120’x 15’#4/0 AWG bare copper counterpoise around the new piers as described in the statement of work and drawings.

3. Construction a new crushed gravel plot around the new piers.

C. Removal and disposal of the existing antenna array foundation including the following work:

1. Removal of the existing antenna elements and turn them over to the COR.

2. Removal and disposal of the steel platform/cable trough, junction box, and conduit stub(s).

3. Removal and disposal of eight (8), 7’ street light anchors.

4. Cutting of the existing power, control, and signal cables a minimum 2’ below grade.

D. Construction of an approximately 3,800 square foot crushed gravel access road between the localizer shelter and the new antenna array as described in the statement of work and drawings.

E. Reconstruction of the existing access road between the airport road and localizer shelter including:

1. Re grading of the remaining approximately 300 foot long x 10 foot wide dirt access road, placement of geotextile fabric, and 6” of crushed gravel including compaction and grading for drainage.

2. Placement approximately 1,500 square feet of 6” crushed gravel in the shelter parking area, including compaction and grading for drainage.

Electrical Work

A. Furnish and install approximately 700 feet of new power, signal, and control cable between the localizer shelter and new antenna array as described in the statement of work and drawings.

1. 3‐#8 AWG, Type XLP power cables.

2. 1‐#2 AWG, Type THWN green insulated ground.

2. 1‐PE‐39 25 pair, #19 AWG, shielded, direct bury outdoor plant cable.

3. 3‐7/8” Heliax™ AVA5‐50 signal cables with connectors.

B. Furnish an install one (1) 3” rigid steel conduit, one (1) 1‐1/2” rigid steel conduit, between the new hand hole HHFWALOC01 and the shelter exterior localizer junction box and power junction box as described on the drawings. This work includes the bonding of the conduit stubs with #6 bare copper cable and Class II mechanical connectors above grade and exothermic weld connections below grade.

Dave Weber Line

Dave Weber Text Box 12"

C. Furnish an install two (2) 3” rigid steel conduits and one (1) 2” rigid steel conduit between the new hand hole HHFWALOC03 and the localizer array distribution unit as described on the drawings. This work includes the bonding of the GRS conduit stubs with #2 AWG bare copper cable and Class II mechanical connectors above grade and exothermic weld connections below grade.

D. One (1) ground connection between the localizer equipment rack and the existing multi‐point ground plate with 1‐1/2”, Schedule 40 PVC conduit, 1‐#2 AWG, Type THWN green insulated ground, and a Class II mechanical ground fittings.

E. Testing of the power, control, and signal cables following installation as described in the statement of work, including the submission of all cable test results to the

COR.

Miscellaneous Work

A. Provide all labor and material to assemble a government furnished antenna array as shown on drawing FWA‐D‐LOC32‐Q800 under the supervision and assistance of FAA technicians. This includes the following work.

1. Furnish and install all miscellaneous hardware, sealants, grounding, etc. for a complete installation.

2. Furnish and install fourteen (14) 1/4" FSJ1‐50A Heliax cables, with connectors, tested.

3. Furnish and install #12 AWG type THWN single conductors for connection of the two (2) Government Furnished LED obstruction lights.

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 the International Building Code (IBC), Occupational Safety and Health Association (OSHA), Environmental Protection Association (EPA), The National Environmental Policy Act (NEPA), 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 IBC, OSHA, the National Electrical Code, or Federal, State, or local rules and regulations, notify the COR for resolution.

1.04 QUALITY ASSURANCE.

A. Installer Qualifications: Engage an experienced installers for each trade and referenced in other sections of this Statement of Work. Reference the specifications sections in this Statement of Work for specific requirements.

B. Reference the specifications in this Statement of Work for additional requirements.

1.05 SUBMITTALS.

A. Reference Appendix I for submittal requirements.

B. Submit all submittals to the Contracting Officer via e‐mail.

C. Transpo™ Model 4260 breakaway bolts are FAA approved per Advisory Circular AC 150/

5220‐23. No substitute fuse bolts are permitted.

1.06 WORK SCHEDULE/PHASING.

A. Construction Hours. Work shall take place during normal business hours, 0700 to 1600, Monday through Friday, weekends and national holidays excluded.

B. No work is permitted June 1, 2022 through June 8, 2022 due to airport activities.

1.07 GOVERNMENT‐FURNISHED MATERIAL.

A. For the Option Bid work, the Government will furnish one (1) complete localizer kit as shown on drawing FWA‐D‐LOC32‐Q800.

1.08 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 or site personnel.

1.09 DISPOSAL/CLEANING REQUIREMENTS.

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

B. All empty cable reels shall be removed off –site at the end of the project.

1.10 DEMOLITION.

A. All materials removed associated with this work shall be removed in such a manner to not affect or damage any existing equipment or structure. All waste material shall be hauled and be placed in a dumpster provided by the Contractor.

1.11 PROTECTION OF EQUIPMENT AND STRUCTURES.

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

1.12 FIRE EXTINGUISHING EQUIPMENT.

A. The contractor shall have an equivalent of 2‐25 lb. class A and B fire extinguishers in the work area through the progress of the job. CO2 type fire extinguishers are acceptable.

1.13 IDENTIFICATION OF UTILITIES.

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

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

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

1.14 SITE SURVEYS.

A. Contact Mr. Danny Malott, FAA Fort Wayne SSC Manager at (260) 410‐0485 to schedule a site survey.

B. Submit all site survey questions via e‐mail to the Contracting Officer.

1.15 GOVERNING DOCUMENTS.

A. For discrepancies between building codes referenced in the Statement of

Work and Local Building codes, the local building codes shall govern.

1.16. PROJECT MEETINGS.

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

1.17 FACILITY CUT‐OVER & INTERRUPTIONS OF SERVICE.

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

1.18 INSPECTIONS.

A. Access for Inspection ‐ The Contractor shall allow the COR complete access to all portions of the work. Portions of the work buried, enclosed, or disguised, shall be inspected by the COR before being obscured by the next operation of the Contractor. Work obscured before inspection and acceptance by the COR, may, at the option of the COR be opened for inspection at no additional cost to Government.

B. The COR will inspect all work in progress up to completion and final Contractor's

Acceptance Inspection (CAI) including all materials, tools, and equipment. Such inspection may extend to all or a part of the work for the preparation, fabrication or manufacture of the materials to be used. The COR will notify the Contractor of any non‐compliance with the contract specifications and/or drawings, and may reject workmanship or materials accordingly.

C. Contractor's Acceptance Inspection (CAI) ‐ Following substantial completion of all the Contractor's work, a CAI will be conducted between the Contractor and Government. The COR will review the contract documents and verify that the Contractor has completed all required work. If work remains to be completed, an itemized list will be prepared, and the contractor at no additional cost to the Government shall complete the remaining tasks correctly. A Joint Acceptance Inspection (JAI) requires FAA personnel to be present and it may be held concurrently with the CAI.

1.19 TEMPORARY FACILITIES.

A. Temporary Electrical Power: 120V/240V electrical power is not available at this site for use the Contractor shall provide all temporary power as required for the duration of the project.

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

Contractor shall provide temporary toilet facilities as required for employees.

C. Temporary Construction Aids.

1. Silt Fences. Where indicated on the drawings, silt fences shall be constructed 3’ high, using 6 mil min. black poly, staked 8” O.C. and buried 9” deep.

Maintain/repair silt fences for the duration of the project.

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

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

D. Traffic Control:

1. The Contractor shall provide all traffic control services as required for work near active roads. This includes all permits required by the city or state required to close traffic lanes as needed.

2. Road Closures. All access road closures shall be planned between specific hours of 10:00 AM and 4:00 PM, Monday through Friday. A 30 minute window for emergency access to the road shall be provided if needed.

End Section 01 11 10

Federal Aviation Administration, Great Lakes Region Specification FAA‐GL‐918D

For the Construction of Terminal Facilities (Revised 08/24/2021)

DIVISION 2 ‐ SITE WORK

SECTION 2A

EARTHWORK AND SITE IMPROVEMENTS

2A.1 SCOPE. The extent of earthwork as indicated on the drawings, Statement of Work, or by the provisions of this section.

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 COR.

2A.3 SAFETY REQUIREMENTS.

a. 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.

For the Construction of Terminal Facilities

2A.4 JOB CONDITIONS.

a. Weather Conditions.

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

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

b. 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.

(4) Hazardous substances will not be permitted to be discharged under any circumstances.

c. Storm Water Control During Construction.

(1) Construction site sediment runoff shall be prevented from entering any storm drains, and pre‐vented from degrading areas adjacent to the construction due to siltation and sedimentation, by the use of appropriate erosion and sediment controls. Contractor shall provide erosion protection of the surrounding soils.

For the Construction of Terminal Facilities

(2) There shall be no discharge of excavation ground water to the sanitary sewer, storm drains, or bodies of water without appropriate permits and prior specific authorization of the COR in writing. Discharge of hazardous substances will not be permitted under any circumstances.

(3) The Contractor shall comply with all state and federal regulatory agencies governing construction run‐off controls. For any required federal, state, or local permits related specifically to soil and erosion control during construction activities, the contractor shall apply directly to the appropriate permitting agency for permit coverage. Application packages submitted by the Contractor directly to the regulator shall be signed by the Contractor and not delegated to any subcontractors or other third parties.

(4) All required permits shall be in place prior to beginning site work. Within fourteen (14) days, the Contractor shall provide the government with written and electronic copies of all final Notices of Intents (NOIs), correspondence submitted to and received by regulatory agencies, project construction startup and closeout notifications, and other permit correspondence (to include copies of the actual permits issued).

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.

For the Construction of Terminal Facilities

2A.6 SITE PREPARATION.

a. Clearing and Grubbing.

1. 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 of site property.

2. Construction run‐off shall not be allowed to enter storm drains or allow to accumulate off 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 property, as directed by the COR, 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 COR will determine which material shall support the structure. If rock surface is used, it shall be reasonably level or shall be stepped to make level segments.

For the Construction of Terminal Facilities

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

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

e. Excavation for Structures.

(1) Conform to elevations and dimensions shown within a tolerance of plus or minus

0.10 foot, and extending a sufficient distance from footings and foundations to permit placing and removal of concrete formwork, installation of services and other construction, and for inspection.

(2) In excavating for footings and foundations, take care not to disturb the bottom of the excavation. Excavate by hand to final grade just before concrete reinforcement is placed. Trim bottoms to required lines and grades to leave a solid base.

f. Excavation for Cable and Conduit Trenches.

(1) Excavate in compliance with lines and depths shown on drawings. Minimum trench depth shall allow for cables to be installed at the depths specified in the applicable sections of this statement of work or drawings. 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.

For the Construction of Terminal Facilities

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

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

2A.8 COMPACTION.

a. General.

(1) All compaction shall be accomplished by using power‐operated mechanical equipment except for limited use of manual tampers in constricted areas.

Operate all power equipment as herein specified to achieve the 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 a sheeps foot 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.

For the Construction of Terminal Facilities

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.

(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.

For the Construction of Terminal Facilities

(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.

(a) Reference Section 00 11 10 and the drawings for specific tests required.

(b) 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.

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

For the Construction of Terminal Facilities

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.

(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.

2A.10 SITE RESTORATION.

a. General Requirements

(1) Restore the site to original condition including removal of debris and grading to existing elevations for drainage.

b. Cable Trench Backfill.

(3) 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.

For the Construction of Terminal Facilities

(4) 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.

(5) 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 an one‐inch sieve. Subsequent layers shall be clean soil containing no rock particles larger than two inches in their largest dimension.

(6) 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 top12 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. If a trench crosses an area surfaced with concrete or asphalt pavement, the pavement shall be replaced with materials of the same composition, thickness, and degree of compaction as the adjacent pavement structure, except that the crushed rock base shall be a minimum of 12 inches deep. Replacement concrete shall have a 28‐day compressive strength of 3,000 psi. Finished grade of the pavement patch shall be flush with the adjacent pavement surfaces.

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

2A.12 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.

For the Construction of Terminal Facilities

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.12 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.13 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.

End Section 2A

Federal aviation administration, Great Lakes Region Specification FAA‐GL‐918D For the Construction of Terminal Facilities

(Revised 05/21/2021)

DIVISION 2 – SITE WORK

SECTION 2B

CRUSHED AGGREGATE ROAD AND SITE SURFACING

2B.1 SCOPE: Extent of work as indicated on the Statement of Work and 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 Fabric.

(1) 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.

Great Lakes Region Specification FAA‐GL‐918D

(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 Property

Tensile Strength

ASTM D‐4595 2460 lbs./ft.

Tensile Strength (5%)

ASTM D‐4595 1212 lbs/ft Tensile Strength (10%)

Tensile Strength (5%)

ASTM D‐4595 1212 lbs/ft Tensile Strength (10%)

Factory Seam

Strength

ASTM D‐4632 1250 lbs/ft

Flow Rate ASTM D‐4 491

Permeability ASTM D‐4491 .04 cm/sec

Apparent Opening Size

ASTM D‐4751 U.S. Sieve #30, UV Resistance ASTM D‐4355

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.

Great Lakes Region Specification FAA‐GL‐918D

b. Landscape Fabric.

(1) Application. Landscape fabric shall be applied under all non‐roadway crushed rock surfacing. 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 needle punched 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 Property

Grab Tensile Strength ASTM D‐4632 120 lbs.

Grab Elongation ASTM D‐4632 50% Trapezoidal Tear

Apparent Opening Size ASTM D‐4751 U.S. Sieve #70, max Permittivity

Grab Tensile Strength ASTM D‐4632 120 lbs.

Grab Elongation ASTM D‐4632 50% Trapezoidal Tear

Apparent Opening Size ASTM D‐4751 U.S. Sieve #70, max Permittivity

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.

Great Lakes Region Specification FAA‐GL‐918D

(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” 100 3/4” 80‐100 3/8” 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 if requested.

d. Rip Rap Stone.

(1) Rip rap stone shall be hard angular quarry stones and have a percentage of wear of not more than 50 at 500 revolutions as determined by ASTM C 535 and the specific State DOT specifications for this type of stone.

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.

Great Lakes Region Specification FAA‐GL‐918D

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.

(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 re compacting 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) 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. Construction Requirements.

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

Great Lakes Region Specification FAA‐GL‐918D

(2) For crushed aggregate surfaced areas and crushed aggregate base course for bituminous pavement:

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

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

(b) Compaction and Grading.

(i) 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.

(ii) 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.

(iii) 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.

Great Lakes Region Specification FAA‐GL‐918D

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

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

(vi) The aggregate shall be compacted to 95 percent maximum density as determined by AASHTO‐T99. Compaction shall continue until no further discernible compaction is evidenced under action of the compaction equipment. If in the opinion of the COR, the required degree of compaction has not been achieved, testing in accordance with the standard will be conducted and paid for by the Government. If testing confirms unacceptable compaction, reconstruction or other remedial work may be required by the Contractor at no additional cost to the Government.

(vii) Asphalt Millings. General. Place asphalt millings in accordance with this section and the following.

aa. Fill‐in depressions with gravel in accordance with this section.

bb. Screen the millings to make sure that no pieces are larger than two inches.

cc. Place millings a thickness of 8” minimum.

dd. Apply a milling binder/sealer in accordance with the manufacturer’s instructions. Hawk Seale E Blend™ binder is a known acceptable source.

Great Lakes Region Specification FAA‐GL‐918D

ee. Compact the first run a 25‐ton pneumatic‐tired roller. Compact the second run should be a 12‐ton or larger double drum vibratory steel‐wheeled roller. The steel drums should be wet to avoid material sticking to the roller.

(3) Large Stone Placement

(a) The Contractor shall provide a level, compact area of sufficient size to dump and sort typical loads of riprap and assist the COR as needed to sort and measure the stones for the purpose of determining if the riprap is within specifications.

(b) Foundation or trenches and other necessary excavation shall be completed. Slopes to be protected with riprap shall be free of brush, trees, stumps and other objectionable material and shall be dressed to a reasonably smooth surface.

(c) The stones shall be handled or placed with an excavator as to secure a stone mass of the thickness, height and length shown on the drawings, or as staked.

(d) Undesirable voids shall be filled with small stones or spalls. The rock shall be manipulated sufficiently by means of a bulldozer, excavator, rock tongs, or other suitable equipment to secure a reasonably regular surface and mass stability.

(e) Riprap protection shall be placed to its full course thickness at one operation and in such manner as to avoid damaging the filter cloth or displacing the underlying material. Placing of riprap protection in layers or by dumping into chutes or by similar methods likely to cause segregation will not be permitted.

(f) All riprap shall be so placed and distributed that there will be no large accumulation or area composed mainly of either the larger or small sizes of stone.

(g) Unless otherwise authorized, the riprap protection shall be placed in conjunction with the construction of the embankment with only sufficient lag in construction of the riprap protection as may be necessary to place filter cloth and to prevent mixture of embankment and riprap material.

END OF SECTION 2B

Great Lakes Region Specification FAA‐GL‐918D

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

e. Dowels

1. General Requirements.

a. Epoxy‐coated dowels: Dowels shall meet the requirements of ASTM A1078 / A1078M ‐ 19 Standard Specification for Epoxy‐Coated Steel Dowels for Concrete Pavement sized as shown on the drawings. Dowels and the deformed reinforcing bars must have both ends cut clean and smooth with a saw, rather than sheared.

b. Dowel Anchoring Products: Use a two‐part high strength anchoring epoxy per ASTM D1763 that is suitable for both horizontal and vertical applications. Sakrete™ High Strength Anchoring Epoxy is known acceptable source.

2. Dowel Installation:

a. Apply epoxy anchoring product in accordance with the manufacturer’s installation requirements regarding temperature, equipment used to install the epoxy, and cure time.

b.Drill depth and size anchor holes 1/16" to 1/4" larger in size than the diameter of the anchor.

c. Ensure sure each hole is cleaned using a can of compressed air and a nylon brush.

d. The drilled hole should be dry and clean before the epoxy installation.

e. Coat the exposed portion of the dowel with a thin film of grease or other approved material to ensure proper bound‐breaking characteristics.

f. Dowels of the type, size, spacing, and at the location specified on the Plans shall be installed in accordance with the Plan details for full‐depth repairs.

Great Lakes Region Specification FAA‐GL‐918D

DIVISION 3 ‐ CONCRETE

SECTION 3A

CONCRETE FORMWORK AND REINFORCEMENT

3A.1 DESCRIPTION OF WORK. Extent of work as indicated on the Statement of Work and drawings, and by the provisions 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…