QKA Access Road Resurface and Site Work SOW.pdf

Statement of Work FAA‐C90‐416

Access Road Resurface and Site Work Project

Mt. Ka’ala Air Route Surveillance Radar (ARSR) Site

Mokulē’ia Forest Reserve Oahu, Hawaii

96791

Prepared By:

Federal Aviation Administration Chicago District Technical Support Center

AJW‐C22D

Elgin, Illinois

25 May, 2021

Revised 24 August, 2021

I

FAA‐C90‐416

Table of Contents

Section Section Title Dated

I‐II Table of Contents 05/25/2021

III Mt. Ka’ala Air Route Surveillance Radar ARSR Vicinity Map 05/25/2021

IV‐VII Mt. Ka’ala Air Route ARSR Site Pictures 05/25/2021

Specification Section Title Second

00 11 10

General Requirements

05/25/2021

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 administration, Great Lakes Region Specification FAA‐GL‐

918C for the Construction

Section 2B ‐ Crushed Aggregate Road And Site Surfacing

05/21/2021

Division 3 administration, Great Lakes Region Specification FAA‐GL‐

918C for the Construction

Section 3A ‐ Concrete Form work and Reinforcement

06/01/2020

Division 3 administration, Great Lakes Region Specification FAA‐GL‐

918C for the Construction

Section 3B – Cast‐In‐Place Concrete

05/01/2020

Appendix I

Schedule of Government Furnished Material

05/05/2021

II

Drawings

Title

Dated

Project Drawings

C90‐416‐G001

Cover Sheet/Drawing index ARSR Access Road Resurface and Site Work Project

Mt. Ka’ala Air Route Surveillance Radar Oahu, HI

C90‐416‐C001

Site Work Construction Plan ARSR Access Road Resurface and Site Work Project

C90‐416‐C002

Culvert #46 Swale Construction Plan ARSR Access Road Resurface and Site Work Project

Reference Drawings

CS‐501

Sections

07/2019

Vicinity Map – Mt. Ka’ala Air Route Surveillance Radar Access

Road (Mt. Ka’ala Road)

III

IV

Mt. Ka’ala Air Route Surveillance Radar Site Pictures

Culvert #46 Swale Construction

V

VI

VII

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 resurfacing of the of the site access road and miscellaneous site work at the Mt. Ka’ala Air Route Surveillance Radar (ARSR) radar site, located in the Mokulē’ia Forest Reserve, Oahu, Hawaii. This work includes the following principle items:

A. Refurbishment of the site access road as follows:

1. Construction of a 3’ high silt fence on both sides of the access road between Gate

#1 and Gate #2 prior to construction. The Contractor shall maintain the silt fences for the duration of the project and remove them at the end of the project.

2. Compaction and clearing of the existing road within the limits of construction.

3. Placement of approximately 8,500 square yards of a 4” crushed gravel base, including all related grading and compaction.

3. Placement of approximately 8,500 square yards of geotextile fabric.

4. Placement of approximately 8,500 square yards of Government‐Furnished recycled asphalt millings, 8 inches thick, along with an asphalt milling binder/sealer. This work includes all related grading, compaction in accordance with the applicable sections of this statement of work Division 2 specifications.

B. Clean‐up of the access road creek bed including:

1. Removal and disposal of vegetation, silt, rocks, sand, etc. from both sides of the bridge creek bed as directed by the COR. For bidding purposes plan on hauling and disposing of 450 cubic yards of spoil.

C. Construction of 200 feet, 6’ wide, 12” thick, 3000 psi, reinforced concrete swales on the inside shoulder of the access road between Culvert #46 and Culvert#47.

Note: the width of the access road shoulders varies. This work includes the following:

1. Confirming the limits of the new swale construction with the COR prior to beginning work. Once the limits of the new swale construction have been established, the Contractor shall contact the Hawaii Department of Land and Natural Resources to identify endangered plant species that may be impacted by this construction.

2. Clearing of all vegetation, rocks, and broken asphalt in the areas of new construction shown on the drawings.

3. Shaping of the existing road shoulders and compaction of the sub‐base.

4. Placement of geotextile fabric and a 4” aggregate base, including compaction.

5. Placement of approximately 50 CY of 3000 psi concrete reinforced with #4 welded wire fabric.

D. Confirming and obtaining all required permits and inspections required by the State of Hawaii, Division of Forestry and Wildlife and/or the Island of Oahu Mokulē’ia Forest Reserve Management Offices and the National Environmental Policy Act

(NEPA).

E. All related excavation, backfill, and grading to complete construction.

1.02 GENERAL REQUIREMENTS.

A. The Contractor shall verify all existing conditions as indicated on the drawings. This includes verifying 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.

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

C. The Contractor shall verify that the products submitted for approval are compatible with the work regarding installation as stated in this statement of work.

D. The Contractor shall have had experience with similar installations of comparable size and complexity as regards to coordinating, installation work, and job supervision. Evidence shall be submitted upon request of the Contracting Officer.

E. The Contractor shall comply with all Local, State, and Federal laws, rules and regulations governing the work including the National Electrical Code, Uniform Building Code, and Fire Life Safety codes. The Contractor is responsible to ensure that copies of specified codes and standards are readily available to their personnel.

F. The Contractor is responsible to ensure that their personnel are familiar with workmanship and installation requirements of specified codes, regulatory requirements, consensus standards, and DOT/FAA referenced directives.

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 additionalrequirements.

1.05 SUBMITTALS.

A. Submit product/technical data for the milling sealer.

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

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.

1.07 GOVERNMENT‐FURNISHED MATERIAL. The Government shall provide the following material to the Contractor for us on this project.

1. 600 Cubic Yards of asphalt millings as part of the access road resurface work.

The above material is located at the ARSR site. The Contractor shall provide all transportation of the asphalt millings to the work area.

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 of site personnel.

1.09 DISPOSAL/CLEANING REQUIREMENTS.

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

1.10 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 ANDSTRUCTURES.

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. Christopher Ruff (202) 870‐9399, to schedule a site survey.

B. Submit all questions regarding the Statement of Work or from the site surveys 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 materialsaccordingly.

C. Contractor's Acceptance Inspection (CAI) ‐ After 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. 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 ofwork.

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 asneeded.

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.

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.

(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.

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.

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.

(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.

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.

(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.

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.

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

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 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 the drawings.

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.

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.

Federal aviation administration Great Lakes Region Specification FAA‐GL‐918C

For the Construction

(Revised 05/01/2020)

DIVISION 3 ‐ CONCRETE

SECTION 3B CAST‐IN‐

PLACE CONCRETE

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

3B.2 MATERIALS.

A. 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.

A. 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.

For the Construction

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 re handling 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 re‐tempered concrete be used.

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

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 FOOTINGS.

A. All footings and foundations without footings shall bear on firm, undisturbed soil.

For the Construction

3B.7 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.8 ANCHOR BOLT INSERTS.

A. No drilling for or placing of anchor bolt inserts or anchors will be permitted in concrete for a period of three days after placement, unless noted otherwise on the drawings.

3B.9 CURING.

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

For the Construction

B. In lieu of wet curing, one coat of a concrete curing sealer which forms a film over…