SOW GNV ATCT _ Refurbish Parking Lot.pdf

FEDERAL AVIATION ADMINISTRATION

STATEMENT OF WORK

GNV ATCT – Parking Lot and Site Refurbishment Project Gainesville, FL 32609

June 18, 2025

1. GENERAL:

This statement of work sets forth the requirements for refurbishing parking lot and site at GNV ATCT located in Gainesville, FL.

All work must be in accordance with the following:

a) FAA Operational Risk Management (ORMP) requirements

b) OSHA CFR 29 Part 1926 – Safety and Health Regulations for Construction

c) OSHA CFR 29 Part 1910 – General Industry Standards Applicable to Construction Industry

d) FAA EOSH, Safety Data Sheet Review and Approval

e) Electrical Safety, Lock-Out/Tag-Out procedures

f) Technical Specifications

2. BACKGROUND:

The GNV ATCT located in Gainesville, FL is a mission critical facility supporting air traffic control operations.

The existing parking lot and site has deteriorated beyond safe, acceptable standards due to prolonged seasonal weathering, exposure, erosion/consolidation, and continued traffic use and must be refurbished.

3. PRE-BID CONFERENCE:

A pre-bid conference may be set up for potential vendors to perform an initial site survey to observe onsite conditions and review project scope of work. If requested in advance, subsequent site visits may be further arranged to accomplish this critical task; however, additional pre-bid site visits are not guaranteed and dependent on local FAA personnel availability. Pre-Bid request for information (RFIs) may be submitted to the FAA to clarify project requirements.

4. GENERAL CONDITIONS:

a) Contractor must provide a project schedule outlining all phases and sub-phases of the work and impact on the facility. All work will need to be scheduled and performed to minimize the impact on the facility.

b) Contractor must provide a plan illustrating the phasing of work to ensure accessibility to facility and site is always maintained during the duration of work. The facility must remain in full operation during the entire duration of work. All work must be scheduled and phased to not obstruct facility personnel site access during project.

c) Contractor must maintain a clean site and remove temporary equipment if obstructing/disrupting operations. This includes immediate containment and/or removal of any debris that may become washed out, wind borne, or potential site hazard of any kind.

d) Contractor must locate and avoid underground site utilities and infrastructure. Manually excavate by hand digging using wood or fiberglass handled tools when any construction work is expected to come within 3 feet on each side of existing utilities and/or infrastructure.

e) All debris and generated waste must be disposed in a manner that is not in conflict with local sanitary regulations. Disposal of any kind will not be permitted in the FAA trash containers.

f) Contractor must coordinate mobilization and staging procedures with the local FAA facilities personnel.

g) Construction staging, deliveries, storage, and handling of materials must be field coordinated with local facilities personnel.

h) Contractor must provide ample and suitable sanitary conveniences with proper enclosures and hand washing facilities in accordance with CFR Part 1926, Subpart D for the use of the workers employed on the work. Temporary toilets must be properly maintained and serviced on a regular basis. Secure temporary toilets to prevent possible overturning.

i) Contractor must provide Safey Data Sheets (SDS) for all materials to be reviewed and approved by FAA Environmental Safety Occupational Health personnel prior to activity start.

j) Work schedule is Monday through Friday, 6:00AM to 3:30PM (EST) unless alternatively coordinated in advance with the Contracting Officer and local FAA facilities representative. No work will be permitted on Federal Holidays.

5. SCOPE:

The contractor is responsible for accomplishing all items of work listed within the statement of work in accordance with applicable drawings and technical specifications. The scope of work includes the following:

a) Pressure wash and clean existing concrete hardscapes including sidewalks, equipment pads, and site entrance aprons.

b) Remove and mill minimum 2” of existing asphalt at parking lot area. Prepare, backfill, grade, compact, resurface and restore existing bitumen asphalt hardscapes per attached details and specifications.

c) Extend existing parking area as indicated on the attached aerial view per attached details and specifications:

a. Remove existing vegetation and excavate soil to depth required for new parking area.

b. Prepare and compact subgrade.

c. Provide 4” compacted base coarse.

d. Apply prime coat per manufacturer’s written instructions.

e. Prepare and place 1.5” bituminous intermediate course.

f. Apply Bituminous Tack Coat per manufacturer’s written instructions.

g. Prepare and place 1.5” bituminous surface course.

h. Place new asphalt pavement with 3’ thicken edge connection to existing asphalt pavement.

d) Apply parking lot striping, fast drying 100% acrylic traffic paint for lines, stalls, markings, and stenciling (Handicap) per manufacturer’s written instructions at existing and new, extended parking areas. Colors: Standard stalls and markings – White, Handicap stall and stenciling – Blue with White stenciling.

e) Remove existing pre-cast concrete wheel stops. Provide and install new pre-cast concrete wheel stops, one (1) wheel stop per parking stall, at existing and newly established parking stalls.

f) Install new concrete filled, steel bollards at areas indicated on aerial view:

a. Remove existing concrete bollards.

b. Provide and installed eight (8) new bollards per attached details:

i. Material: 6” diameter, steel pipe filled with concrete.

ii. Prepare metal surface and apply one (1) coat of primer and two (2) coats of paint on new steel bollards per manufacturer’s written instructions.

iii. Finished Color: Safety Yellow

g) Remove vegetation and install 4” minimum thick, #57 stone/graded aggregate placed directly over 8

oz. minimum Rip Rap Geotextile Underlayment placed directly over compacted subgrade with 95% minimum dry proctor density as indicated on aerial view plan. Match stone color and type to existing at communication towers. Blend the new and existing stone to provide seamless finish.

h) Improve stormwater drainage through surface regrading and modifications at areas to be replaced with stone to improve surface water runoff and eliminate ponding issues:

a. Conduct a visual and topographic assessment of the parking lot. Identify low points, existing flow paths, and areas prone to standing water.

b. Regrade existing pavement to encourage positive drainage toward landscaped areas or natural drainage paths to ensure no standing water remains on paved surfaces beyond 24 hours after a typical storm.

c. Improve pavement edge conditions to facilitate sheet flow into vegetated areas.

d. Grade and install shallow swales to improve drainage through vegetation and new stone areas.

Grade soil prior to placing new geotextile fabric and #57 stone. Replace sod/grass at all areas disturbed to ensure proper stormwater drainage not to be replaced with #57 stone.

e. Please see attached photos for historical site drainage issues to be addressed.

i) Remove existing, damaged concrete sidewalk at approximate location indicated on the aerial view.

Remove concrete up to nearest control joints from the damaged area. Form and pour new concrete sidewalk at the location removed per the following and attached details:

a. Size: Match existing width and 4” minimum thickness.

b. Concrete strength: Minimum 3000 psi

c. Concrete finish: Broom finish applied in normal to direction of traffic.

d. Steel reinforcement:

i. Welded wire fabric, 6x6 – W1.4 xW1.4 at 2” from top of concrete slab

ii. Welded fabric must be overlapped a minimum of 6” and secured to prevent separation during concrete placement.

iii. Provide 3” separation between reinforcement and edge of pad.

j) Replace and raise existing RTR cable vault lid indicated on attached aerial view and photos:

a. Remove and dispose existing, damaged RTR cable vault lid.

b. Provide and install pre-formed or pre-cast concrete vault extension/riser ring to ensure cable vault lid height is six (6) inches above surrounding grade.

c. Provide and install new easy access, lockable, cable vault lid. Match existing size.

k) Replace existing automatic gate operator with new Hysecurity SlideDriver 30F UPS or approved equal including all components:

a. Motor: 2 Horsepower

b. Drive: Hydraulic

c. Drive wheels: Two (2) 6-inch AdvancedDrive wheels

d. Power: 208V, 3-Phase

e. Components: Photo eyes with rain shield, stop loops detectors, and sensors.

f. Install new gate operator and components per manufacturer’s written instructions.

l) Remove existing light fixture/pole and install new commercial grade LED light and pole provided by ISO certified manufacturers and comply with FCC Title 47 Part 15B class B for emission limits. New light must be compatible with existing concrete base. Coordinate lock/out and tag/out with local, onsite representative prior to removal.

m) Contractors must maintain a clean and organized site during construction. Upon passing the final Construction Acceptance Inspection (CAI), Contractor must clean up and demobilize without disruption.

n) The Contractor must warranty material and workmanship for a period of one (1) year and/or no less than the manufacturers’ materials warranty, starting from the date of final project acceptance by the

FAA.

6. CONSTRUCTION SCHEDULE:

The work plan and schedule prepared by the contractor must consist of a logical narrative plan. Include construction activities, submittal and approval of materials, samples, and shop drawings (if applicable), the procurement of critical materials and equipment, fabrication of special materials and equipment along with their installation and testing.

Within fifteen (15) calendar days of contract award, the contractor must submit the schedule and work plan.

Notice to Proceed (NTP) will not be issued until the schedule and phasing plan is approved.

FAA Maintenance Moratoriums:

A holiday maintenance moratorium is imposed annually by Technical Operations during the following peak holiday travel periods:

1. Memorial Day

2. Independence Day

3. Labor Day

4. Thanksgiving

5. Christmas and New Year’s

Maintenance and hard moratorium dates and times will be provided upon request.

Local Moratorium Events – The dates, times, and affected facilities for local moratorium events are determined at the district level in consultation with local Air Traffic. Coordinate with FAA onsite representative for Local Moratorium events.

Moratorium Waivers – No work is permitted during maintenance moratoriums. Coordinate waiver requests with FAA onsite representative. Moratorium waivers must be submitted via the Maintenance Moratorium Waiver System (MMWS) and are not guaranteed. No moratorium waivers will be granted during hard moratorium dates and times.

7. SPECIAL PRECAUTIONS and SAFETY:

Project facilities are United States Government, Federal Aviation Administration (FAA) facilities used in Air Traffic Control. Loss of Human Life may result from service interruption. Any person who interferes with Air Traffic Control, damages, or trespasses on this property will be prosecuted under Federal law. All persons, vendors or suppliers requiring facility access must coordinate entry with the local facility personnel at least 24 hours in advance.

General Safety Provisions – Safe working conditions must be provided and maintained for all onsite personnel for the full duration of project. Work in surroundings or under working conditions that are unsanitary, hazardous, or dangerous to the health and safety of the employee must not be permitted.

Accident Prevention – An accident prevention program must be maintained onsite to ensure frequent and regular inspections of the job site, materials, and equipment are conducted by a designated competent person.

Competent Persons – Competent person training documentation must be provided where required by 29 CFR 1910 and 29 CFR 1926, such as fall protection and crane/rigging operations. Additional training records may be required on a case-by-case basis.

Use of Equipment – All machinery, tools, material, or equipment utilized must follow OSHA regulations. Only employees qualified by training and/or experience must be permitted to operate equipment and machinery.

Accident Reporting – All accidents must be reported immediately to the local FAA facilities personnel.

Accident and investigation reports are to be copied to the local FAA facilities personnel. within 48 hours.

Accident scenes must not be disturbed until a full and complete accident investigation has been undertaken with the local FAA facilities personnel and other required personnel.

The FAA will not be held responsible for safety inspections to ensure conformance with the OSHA safety regulations; however, the FAA reserves the right to notify the Contractor of any deficiencies regarding worker safety.

8. SUPPLIES AND EQUIPMENT

Shipping and Receiving of Materials – FAA will not be responsible for shipping or receiving any material relating to this project.

Protection of Materials – All materials and supplies to be incorporated into this project must be protected and maintained in like new condition.

Storage of Materials – Temporary storage units/containers for material associated with work may be located on site for the duration of the project. The size and location of storage must be coordinated with the local FAA facilities personnel.

9. FAA RESPONSIBILITIES:

The following FAA Responsibilities applicable to this Statement of Work include:

a) Access – FAA will provide escort services and onsite access to the subject facility.

b) Supervision – FAA will provide facilities representative oversight for onsite contracted activities.

c) Document Review – FAA will review submittals for contractor plans, schedule, product data sheets, safety data sheets for all products, equipment, and materials. FAA will provide contractor one set of review comments with the following stipulations:

Data marked “Approved as Noted” is satisfactory, contingent upon contractor acceptance of corrections and/or notations, and if accepted does not require re-submittal. Data marked “Not Approved” does not meet job requirements, and contractor must re-submit on proper basis.

10. SUBMITTALS:

The following initial deliverables must be submitted and approved prior to start of work:

• Electronic .pdf copies of the project schedule.

• Electronic .pdf copies of work phasing plan.

• Electronic .pdf copies of the submittals including shop drawings, details, manufacturers’ product data sheets (PDS), and safety data sheets (SDS) for all proposed construction materials.

11. PROJECT LOCATION:

GNV ATCT

Address: Gainesville Regional Airport, 3420 NE 39th Ave, Gainesville, FL 32609 GPS Coordinates: 29.686070, -82.272429

12. CONTACTS:

The following is a list of primary contracts involved in the project: Please contact us if you have any additional questions or concerns.

FAA REGIONAL & DISTRICT OFFICE CONTACTS

Chad E. Heurter, JAX District NIM (A) (470) 352-0845 Mitchell Lentini, DFM (A) (407) 852-7885

FAA GNV SSC CONTACTS

Richard Learn, GNV SSC Manager (A) (352)-372-1221 Jeremy Biddle, GNV ATSS (Onsite POC) (352)-547-9914 Mark Ratterman, GNV ATSS (Onsite POC) (352)-258-5031

13. ATTACHMENTS:

1. Site Photos

2. Details

3. GNV ATCT Parking Lot and Site Refurbishment, Aerial View

4. Specifications

ATTACHMENT 1 – SITE PHOTOS

Photo 1: Historical site stormwater drainage issues at existing RTR cable vault and shelters. (Typ.)

Photo 2: Historical site stormwater drainage issues at existing RTR cable vault and shelters. (Typ.)

Photo 3: Historical site stormwater drainage issues at existing site electrical utilities, parking, and RTR tower. (Typ.)

Photo 4: Historical site stormwater drainage issues at existing site electrical utilities and grass area. (Typ.)

Photo 5: Historical site stormwater drainage issues at existing RTR cable vault and shelters. Existing cable vault lid to be raised and replaced. (Typ.)

Photo 6: Historical site stormwater drainage issues at existing RTR cable vault and shelters. Existing cable vault lid to be raised and replaced. (Typ.)

Photo 7: Existing bollards to be replaced. Site electrical to be protected by new bollards. (Typ.)

Photo 8: Existing bollards to be replaced. Site electrical to be protected by new bollards. (Typ.)

Photo 9: Existing bollards to be replaced. Site electrical to be protected by new bollards and new gravel area. (Typ.)

Photo 10: Existing damaged cable vault lid to be raised and replaced.

Photo 11: Existing vegetation area to be cleared, excavated and replaced with new geotextile fabric and stone. (Typ.)

Photo 12: Existing vegetation area to be cleared, excavated and replaced with new geotextile fabric and stone. (Typ.)

Photo 13: Existing vegetation area to be cleared, excavated and replaced with new geotextile fabric and stone. (Typ.)

Photo 14: New extension of parking area to be excavated, prepared, and paved with new asphalt. (Typ.)

Photo 15: Existing asphalt parking to be milled and replaced. (Typ.)

Photo 16: Existing asphalt parking to be replaced, concrete hardscape to be pressure washed, and damaged concrete to be replaced. (Typ.)

Photo 17: Existing asphalt parking to be milled and replaced. (Typ.)

Photo 18: Existing security gate operator to be removed and replaced with Hy-Security Slide Driver 30F UPS or approved equal.

Photo 19: Existing security gate operator to be removed and replaced with Hy-Security Slide Driver 30F UPS or approved equal.

Photo 20: Existing security gate operator motor and control panel.

ATTACHMENT 2 – DETAILS

Asphalt Pavement (New)

Asphalt Pavement (Connection to existing)

ASPHALT PAVEMENT DETAIL

Graded Aggregate, New Stone Area

Bollards Detail (New)

4” GRADED AGGREGATE

SURFACE COURSE

Concrete Sidewalk Detail – Plan View

Concrete Sidewalk Details – Section Views

Remove existing concrete bollards and replace with eight (8) new bollards per details in Statement of Work. Install new bollards equally spaced surrounding existing transformer, meter boxes, and other site electrical components.

Remove existing and install new gate operator, Hy-Security Slide Driver 30F UPS or approved equal. Provide and install new security gate operator components compatible with new gate operator including photo eyes, stop loops, and sensors.

Remove existing light fixture/pole and install new LED light and pole. New light must be compatible with existing concrete base. Coordinate lock/out and tag/out with local, onsite representative prior to removal.

Remove existing, damaged cable vault lid. Install new per-formed or pre-cast concrete manhole extension/riser to raise cable vault lid. Provide and install new easy access, lockable, cable vault lid. Raise cable vault lid to ensure height is six (6) inches above surrounding grade.

Existing asphalt surfaces to be milled and replaced. (Typ.)

New extension of parking area to be excavated, prepared, and paved with new asphalt per details in Statement of Work.

Vegetation areas to be cleared and excavated four (4) inches below existing grade. Prepare sub grade, provide and install new geotextile fabric. Provide and place new #57 stone. Match stone color and type to existing stone areas. Blend new stone with existing stone areas to provide seamless finish. Install per details included in Statement of Work.

Vegetation area to be cleared and excavated four (4) inches below existing grade. Prepare sub grade, provide and install new geotextile fabric. Provide and place new #57 stone. Match stone color and type to existing stone areas. Blend new stone with existing stone areas to provide seamless finish. Install per details included in Statement of Work.

Remove damaged concrete up to nearest control joint.

Form, pour, and finished concrete per details shown in Statement of Work.

JUNE 2025

CRUSHED AGGREGATE BASE COURSE 32 11 23 - 1

FEDERAL AVIATION ADMINISTRATION

GNV ATCT - PARKING LOT AND SITE REFURBISHMENT

SECTION 32 11 23 - CRUSHED AGGREGATE BASE COURSE

PART 1 - GENERAL

1.01 RELATED DOCUMENTS:

A. Drawings and general provisions of the Contract, including General and Supplementary

1.02

Conditions apply to this Section.

SUMMARY:

A. This Section consists of a base course composed of crushed aggregates constructed on a

1.03 prepared course in accordance with these Specifications and in conformity to the dimensions and typical cross-sections shown on the Statement of Work.

RELATED REQUIREMENTS:

A. N/A

1.04 REFERENCE STANDARDS:

A. The publications listed below form a part of this Specification to the extent referenced. The publications are referred to within the text by the basic designation only.

1. ASTM International (ASTM):

a. ASTM C29 - Unit Weight of Aggregate.

b. ASTM C88 - Soundness of Aggregates by Use of Sodium Sulfate or Magnesium

Sulfate.

c. ASTM C117 - Materials Finer than No. 200 (75- m) Sieve in Mineral Aggregates by Washing.

d. ASTM C131 - Resistance to Degradation of Small-Size Coarse Aggregate by

Abrasion and Impact in the Los Angeles Machine.

e. ASTM C136 - Sieve Analysis of Fine and Coarse Aggregates.

f. ASTM D75 - Sampling Aggregate.

g. ASTM D422 - Particle Size Analysis of Soils.

h. ASTM D693 - Crushed Aggregate for Macadam Pavements.

i. ASTM D698 - Moisture-Density Relations of Soils and Soil-Aggregate Mixtures

Using 5.5-lb. (2.49-kg) Rammer and 12-inch (305-mm) Drop.

j. ASTM D1556 - Density of Soil in Place by the Sand-Cone Method.

k. ASTM D1557 - Test for Laboratory Compaction Characteristics of Soil Using

Modified Effort.

l. ASTM D2167 - Density and Unit Weight of Soil in Place by the Rubber Balloon

Method.

m. ASTM D2419 - Sand Equivalent Value of Soils and Fine Aggregate.

n. ASTM D6938 - In-Place Density and Water Content of Soil and Soil-Aggregate by

Nuclear Methods.

o. ASTM D3665 - Random Sampling of Construction Materials.

p. ASTM D4318 - Liquid Limit, Plastic Limit, and Plasticity Index of Soils.

1.05 SUBMITTALS:

A. Submit the following in accordance with DIVISION 01.

1. Product Data:

a. Sieve analysis.

b. Aggregate sources.

2. Test Reports.

GNV ATCT - PARKING LOT AND SITE REFURBISHMENT

CRUSHED AGGREGATE BASE COURSE 32 11 23 - 2

1.06 QUALITY ASSURANCE:

A. Equipment Approval:

1. All plant, equipment, and tools used in the performance of the Work will be subject to approval before the Work is started and shall be maintained in satisfactory working condition at all times. Submit a list of proposed equipment, including descriptive data.

Provide adequate equipment having the capability of producing the required compaction, meeting grade controls, thickness control, and smoothness requirements as set forth herein.

B. Sampling and testing are the responsibility of the Contractor and performed by a testing laboratory approved by the Engineer. Work requiring testing will not be permitted until the testing laboratory has been inspected and approved. Test the materials to establish compliance with the specified requirements; perform testing at the specified frequency. The Engineer may specify the time and location of the tests. Furnish copies of test results to the Engineer within 24 hours of completion of the tests.

1. Sampling:

a. Take samples for laboratory testing in conformance with ASTM D75/D75M.

When deemed necessary, the sampling will be observed by the Engineer.

2. Tests:

a. Perform the following tests in conformance with the applicable standards listed.

b. Sieve Analysis:

(1) Make sieve analysis in conformance with ASTM C117 and ASTM C136.

Sieves shall conform to ASTM E11.

c. Liquid Limit and Plasticity Index:

(1) Determine liquid limit and plasticity index in accordance with ASTM D4318.

d. Moisture-Density Determinations:

(1) Determine the laboratory maximum dry density and optimum moisture content in accordance with AASHTO T 180, Method D and corrected with

AASHTO T 224.

e. Field Density Tests:

(1) Measure field density in accordance with ASTM D2167, or ASTM D6938.

For the method presented in ASTM D6938 check the calibration curves and adjust them, if necessary, using only the sand cone method as described in Paragraph "Calibration," of the ASTM publication. Tests performed in accordance with ASTM D6938 result in a wet unit weight of soil, and ASTM D6938 shall be used to determine the moisture content of the soil. The calibration curves furnished with the moisture gauges shall also be checked along with density calibration checks as described in ASTM D6938. The calibration checks of both the density and moisture gauges shall be made by the prepared containers of material method, as described in Paragraph "Calibration" of ASTM D6938, on each different type of material being tested at the beginning of a job and at intervals as directed.

(a) Submit certified copies of test results for approval not less than 30 days before material is required for the Work.

(b) Submit calibration curves and related test results prior to using the device or equipment being calibrated.

(c) Submit copies of field test results within 24 hours after the tests are performed.

f. Wear Test:

(1) Perform wear tests on aggregate base course material in conformance with

ASTM C131.

g. Soundness:

JUNE 2025

CRUSHED AGGREGATE BASE COURSE 32 11 23 - 3

(1) Perform soundness tests on GCA in accordance with ASTM C88.

3. Testing Frequency:

a. Initial Tests:

(1) Perform one of each of the following tests, on the proposed material prior to commencing construction, to demonstrate that the proposed material meets all specified requirements when furnished. If materials from more than one source are going to be utilized, this testing shall be completed for each source.

(a) Sieve Analysis.

(b) Liquid limit and plasticity index.

(c) Moisture-density relationship.

(d) Wear.

(e) Soundness.

b. In Place Tests:

(1) Perform each of the following tests on samples taken from the placed and compacted aggregate base course. Samples shall be taken and tested at the rates indicated. Perform sampling and testing of recycled concrete aggregate at twice the specified frequency until the material uniformity is established.

(a) Perform density tests on every lift of material placed and at a frequency of one set of tests for every 250 square yards (250 square meters), or portion thereof, of completed area.

(b) Perform sieve analysis on every lift of material placed and at a frequency of one sieve analysis for every 500 square yards (500 square meters), or portion thereof, of material placed.

(c) Perform liquid limit and plasticity index tests at the same frequency as the sieve analysis.

(d) Measure the total thickness of the base course at intervals, in such a manner as to ensure one measurement for each 500 square yards (meters) of base course. Measurements shall be made in 3-inch (75-

mm) diameter test holes penetrating the base course.

4. Approval of Material:

a. Select the source of the material 30 days prior to the time the material will be required in the Work. Tentative approval of material will be based on initial tests results. Final approval of the materials will be based on sieve analysis, liquid limit, and plasticity index tests performed on samples taken from the completed and fully compacted course(s).

1.07 ENVIRONMENTAL REQUIREMENTS:

A. Perform construction when the atmospheric temperature is above 35ºF (2ºC). When the temperature falls below 35ºF (2ºC), protect all completed areas by approved methods against detrimental effects of freezing. Correct completed areas damaged by freezing, rainfall, or other weather conditions to meet specified requirements.

PART 2 - PRODUCTS

2.01 MATERIALS:

A. Aggregate:

1. Aggregates shall consist of clean, sound, durable particles of crushed stone, crushed gravel, or crushed slag and shall be free from coatings of clay, silt, vegetable matter, and other objectionable materials and shall contain no clay balls. Fine aggregate passing the No. 4 (4.75-mm) sieve shall consist of fines from the operation of crushing the coarse aggregate. If necessary, fine aggregate may be added to produce the correct gradation.

JUNE 2025

CRUSHED AGGREGATE BASE COURSE 32 11 23 - 4

The fine aggregate shall be produced by crushing stone, gravel, or slag that meets the requirements for wear and soundness specified for coarse aggregate.

2. The crushed slag shall be an air-cooled, blast furnace slag and shall have a unit weight of not less than 70 pounds per cubic foot (1.12 Mg/cubic meter) when tested in accordance with ASTM C29.

3. The coarse aggregate portion, defined as the material retained on the No. 4 (4.75-mm) sieve and larger, shall contain no more than 15%, by weight, of flat or elongated pieces as defined in ASTM D693 and shall have at least 90% by weight of particles with at least two fractured faces and 100% with at least one fractured face. The area of each face shall be equal to at least 75% of the smallest midsectional area of the piece. When two fractured faces are contiguous, the angle between the planes of fractures shall be at least 30 degrees to count as two fractured faces.

4. The percentage of wear shall not be greater than 45% when tested in accordance with ASTM C131. The sodium sulfate soundness loss shall not exceed 12%, after 5 cycles, when tested in accordance with ASTM C88.

5. The fraction passing the No. 40 (0.42-mm) sieve shall have a liquid limit no greater than 25 and a plasticity index of not more than 4 when tested in accordance with ASTM D4318. The fine aggregate shall have a minimum sand equivalent value of 35 when tested in accordance with ASTM D2419.

a. Sampling and Testing: In lieu of testing, the Engineer may accept certified state test results indicating that the aggregate meets Specification requirements.

Certified test results shall be less than 6 months old.

b. Gradation Requirements:

(1) The gradation (job mix) of the final mixture shall fall within the design range indicated in Table 1, when tested in accordance with ASTM C117 and ASTM C136. The final gradation shall be continuously well graded from coarse to fine and shall not vary from the low limit on one sieve to the high limit on an adjacent sieve or vice versa. Where environmental conditions (temperature and availability of free moisture) indicate potential damage due to frost action, the maximum percent of material by weight of particles smaller than

0.02 mm shall be 3% when tested in accordance with ASTM D422.

Table 1 Requirements for Gradation of Aggregate

Sieve Size Design Range Percentage by Weight

Job Mix Tolerances Percent

2 inch (50.0 mm) 100 0

1-1/2 inch (37.0 mm) 95-100 ±5

1 inch (25.0 mm) 70-95 ±8

3/4 inch (19.0 mm) 55-85 ±8

No. 4 (4.75 mm) 30-60 ±8

No. 30 (0.60 mm) 12-30 ±5

No. 200 (0.075 mm) 0-8 ±3

CRUSHED AGGREGATE BASE COURSE 32 11 23 - 5

(2) The job mix tolerances in Table 1 shall be applied to the job mix gradation to establish a job control grading band. The full tolerance still will apply if application of the tolerances results in a job control grading band outside the design range.

(3) The fraction of the final mixture that passes the No. 200 (0.075-mm) sieve shall not exceed 60% of the fraction passing the No. 30 (0.60-mm) sieve.

PART 3 - EXECUTION

3.01 PREPARING UNDERLYING COURSE:

A. The underlying course shall be checked and accepted by the Engineer before placing and spreading operations are started. Any ruts or soft yielding places caused by improper drainage conditions, hauling, or any other cause shall be corrected at the Contractor's expense before the base course is placed thereon. Material shall not be placed on frozen subgrade.

3.02 MIXING:

A. The aggregate shall be uniformly blended during crushing operations or mixed in a plant. The plant shall blend and mix the materials to meet the Specifications and to secure the proper moisture content for compaction.

3.03 PLACING:

A. The crushed aggregate base material shall be placed on the moistened subgrade in layers of uniform thickness with a mechanical spreader.

B. The maximum depth of a compacted layer shall be 6 inches (150 mm). If the total depth of the compacted material is more than 6 inches (150 mm), it shall be constructed in two or more layers. In multi-layer construction, the base course shall be placed in approximately equal-depth layers.

C. The previously constructed layer should be cleaned of loose and foreign material prior to placing the next layer. The surface of the compacted material shall be kept moist until covered with the next layer.

3.04 COMPACTION:

A. Immediately upon completion of the spreading operations, the crushed aggregate shall be thoroughly compacted. The number, type, and weight of rollers shall be sufficient to compact the material to the required density.

B. The moisture content of the material during placing operations shall not be below, or more than 2 percentage points above, the optimum moisture content as determined by ASTM D698.

3.05 ACCEPTANCE SAMPLING AND TESTING FOR DENSITY:

A. Aggregate base course shall be accepted for density on a lot basis. A lot will consist of one day's production where it is not expected to exceed 2,400 sq. yds. (2000 sq. m). A lot will consist of one-half day's production where a day's production is expected to consist of between 2,400 and 4,800 sq. yds. (2000 and 4000 sq. m).

B. Each lot shall be divided into two equal sublots. One test shall be made for each sublot.

Sampling locations will be determined by a random basis in accordance with statistical procedures contained in ASTM D3665.

C. Each lot will be accepted for density when the field density is at least 100% of the maximum density of laboratory specimens prepared from samples of the base course material delivered to the Job Site. The specimens shall be compacted and tested in accordance with ASTM D698.

The in-place field density shall be determined in accordance with ASTM D1556 or D2167. If the specified density is not attained, the entire lot shall be reworked and/or recompacted and

JUNE 2025

CRUSHED AGGREGATE BASE COURSE 32 11 23 - 6

two additional random tests made. This procedure shall be followed until the specified density is reached.

D. In lieu of the core method of field density determination, acceptance testing may be accomplished using a nuclear gauge in accordance with ASTM D6938. The gauge should be field calibrated in accordance with Section 120 and ASTM Standards. Calibration tests shall be conducted on the first lot of material placed that meets the density requirements.

E. When using the nuclear method ASTM D6938 shall be used to determine the moisture content of the material. The calibration curve furnished with the nuclear gauges shall be checked in accordance with ASTM standards. The calibration checks shall be made at the beginning of a job and at regular intervals.

F. If a nuclear gauge is used for density determination, two random readings shall be made and averaged for each sublot.

3.06 FINISHING:

A. The surface of the aggregate base course shall be finished by blading or with automated equipment especially designed for this purpose.

B. In no case will the addition of thin layers of material be added to the top layer of base course to meet grade. If the elevation of the top layer is 1/2 inch (12 mm) or more below grade, the top layer of base shall be scarified to a depth of at least 3 inches (75 mm), new material added, and the layer shall be blended and recompacted to bring it to grade. If the finished surface is above plan grade, it shall be cut back to grade and rerolled.

3.07 SURFACE TOLERANCES:

A. The finished surface shall not vary more than 3/8 inch (9 mm) when tested with a 16-foot

(4.8-m) straightedge applied parallel with or at right angles to the centerline. Any deviation in excess of this amount shall be corrected by the Contractor at the Contractor's expense.

3.08 THICKNESS CONTROL:

A. The completed thickness of the base course shall be within 1/2 inch (12 mm) of the design thickness. Four determinations of thickness shall be made for each lot of material placed. The lot size shall be consistent with that specified in Paragraph 3.05. Each lot shall be divided into four equal sublots. One test shall be made for each sublot. Sampling locations will be determined by a random basis in accordance with procedures contained in ASTM D3665.

Where the thickness is deficient by more than 1/2 inch (12 mm), the Contractor shall correct such areas at no additional cost by excavating to the required depth and replacing with new material. Additional test holes may be required to identify the limits of deficient areas.

3.09 MAINTENANCE:

A. The base course shall be maintained in a condition that will meet all specification requirements until the Work is accepted. Equipment used in the construction of an adjoining section may be routed over completed portions of the base course, provided no damage results and provided that the equipment is routed over the full width of the base course to avoid rutting or uneven compaction.

B. The Contractor shall remove all survey and grade hubs from the base courses prior to placing any bituminous surface course.

END OF SECTION 32 11 23

BITUMINOUS PRIME COAT 32 12 14 - 1

FEDERAL AVIATION ADMINISTRATION

GNV ATCT - PARKING LOT AND SITE REFURBISHMENT

SECTION 32 12 14 – BITUMINOUS PRIME COAT

PART 1 - GENERAL

1.01 RELATED DOCUMENTS:

A. Drawings and general provisions of the Contract, including General and Supplementary

1.02

Conditions apply to this Section.

SUMMARY:

A. This Section includes hot bituminous prime coat over previously prepared, crushed rock base course.

1.03 RELATED REQUIREMENTS:

A. Site Preparation and Earthwork: Section 31 20 50.

B. Crushed Aggregate Base Course: Section 32 11 23.

1.04 REFERENCE STANDARDS:

A. Applicable Standards:

1. ASTM International (ASTM): Equivalent AASHTO standards may be substituted as approved.

a. ASTM D140 - Practice for Sampling Bituminous Materials.

b. ASTM D633 - Volume Correction Table for Road Tar.

c. ASTM D977 - Emulsified Asphalt.

d. ASTM D1250 - Guide for Petroleum Measurement Tables.

e. ASTM D2027 - Cutback Asphalt (Medium-Curing Type).

f. ASTM D2028 - Cutback Asphalt (Rapid-Curing Type).

g. ASTM D2397 - Cationic Emulsified Asphalt.

2. American Association of State Highway and Transportation Officials (AASHTO):

a. M52 - Tar for Use in Road Construction.

3. Asphalt Institute (AI):

a. MS-6 Table IV-3 - Temperature-Volume Corrections for Emulsified Asphalts.

1.05 SUBMITTALS:

1.06

A. Submit as specified in Statement of Work B. Submit certifications for material specified and for each batch of material.

C. Certificates shall be prepared by an Engineer-approved testing laboratory and submitted to

Engineer by Contractor for acceptance prior to use in the Work.

QUALITY ASSURANCE:

A. Sampling and Testing:

1. Tests to determine conformance with all requirements of this Specification for quality and properties of all Contractor-secured materials shall be performed by an independent commercial laboratory retained and compensated by Contractor, and approved by Engineer. In lieu of testing, Contractor may submit certified state test results indicating that the material meets Specification requirements to Engineer for approval.

PART 2 - PRODUCTS

2.01 BITUMINOUS MATERIAL:

A. General Requirements: Bituminous material shall be either cutback asphalt, emulsified asphalt, or tar and shall conform to the appropriate ASTM (or AASHTO) standard.

JUNE 2025

BITUMINOUS PRIME COAT 32 12 14 - 2

B. Bituminous material shall conform to ASTM 2027 MC-70.

2.02 EQUIPMENT:

A. General Requirements:

1. Furnish and maintain all equipment, tools, and machines used in the performance of the Work in satisfactory working condition at all times.

2. Equipment shall be subject to approval of Engineer.

B. Bitumen distributor shall be as follows:

1. Designed and equipped so as to distribute bituminous material uniformly at even heat on variable widths of surface and to distribute the bituminous material at readily determined and controlled rates from 0.05 to 2.0 gal. per yd.² (0.25 to 9.0 L per m²).

2. Have pneumatic tires of such width and number that the load produced on the base surface does not exceed 650 lbs. per inch (290 kg per 25 mm) of tire width.

3. Have a pressure range of 25 to 75 psi (175 to 520 kPa).

4. Allowable variation from any specified rate shall not exceed 5%.

5. Equipped for circulation and agitation of the bituminous material during the heating process.

C. Distributor Equipment shall include the following:

1. Bitumen pump.

2. Tachometer.

3. Pressure gauges.

4. Volume measuring device.

5. Thermometer for temperature of tank contents.

6. Hose attachment to apply materials to spots unavoidably missed by distributor.

D. Heating Equipment shall include the following:

1. Steam coils and equipment for producing steam, or approved type retort heater manufactured for heating asphaltic products, at Contractor's option, designed so that steam will not be introduced into the material.

2. An armored thermometer (if storage tanks are used) with a range from 100 to 400ºF (38 to 205ºC), fixed to tank to continuously indicate temperature of bituminous material.

E. Power brooms and power blowers shall be of the industrial type and suitable for cleaning prepared base.

PART 3 - EXECUTION

3.01 PREPARATION OF SURFACE:

A. Remove all loose and objectionable material from surface by sweeping with power broom or airblasting.

B. Sprinkle surface with water immediately in advance of application if surface is excessively dry.

C. Obtain approval from Engineer prior to application of prime coat.

3.02 WEATHER LIMITATIONS:

A. Apply prime coat only when subgrade or aggregate base course is dry enough to permit uniform distribution and desired penetration.

B. Apply only when atmospheric temperature is above 60ºF (5ºC).

3.03 APPLICATION TEMPERATURE:

A. The application temperature of the prime coat shall be 120+ ºF.

3.04 SAMPLING AND TESTING:

A. Conform to ASTM D140.

JUNE 2025

BITUMINOUS PRIME COAT 32 12 14 - 3

B. Furnish the Supplier’s certified test reports for each carload, or equivalent, of bituminous material shipped to the Site. Test reports shall be delivered to Engineer prior to application of material.

3.05 APPLICATION OF BITUMINOUS MATERIAL:

A. Apply by means of a bituminous distributor at the temperature, pressure, and in amounts approved by Engineer to obtain uniform distribution at all points of surface.

B. Apply at approximate rate of 0.30 to 0.50 gal. per yd.² (1.4 to 2.3 L per m²) to prepared subgrade or aggregate base course. Engineer will determine exact quantities which will vary to suit field conditions.

C. Properly treat all spots unavoidably missed by distributor.

1. Protect all structures, curbs, gutters, and other roadway appurtenances from being splattered with bituminous material. If splattered, remove all traces of bituminous materials.

D. Allow surface to cure without being disturbed for such period as may be necessary to permit drying out and setting of the prime coat.

E. Maintain surface until the succeeding layer of pavement has been placed.

F. If directed by Engineer, areas deemed to have excess bituminous prime coat shall be blotted with approved material.

3.06 WAYBILLS AND DELIVERY TICKETS:

A. Submit daily to Engineer during the progress of the Work.

END OF SECTION 32 12 14

BITUMINOUS TACK COAT 32 12 15 - 1

FEDERAL AVIATION ADMINISTRATION

GNV ATCT - PARKING LOT AND SITE REFURBISHMENT

SECTION 32 12 15 – BITUMINOUS TACK COAT

PART 1 - GENERAL

1.01 RELATED DOCUMENTS:

A. Drawings and general provisions of the Contract, including General and Supplementary

1.02

Conditions apply to this Section.

SUMMARY:

A. This Section includes hot bituminous tack coat over previously prepared bituminous base course.

1.03 RELATED REQUIREMENTS:

1. Asphalt Paving: Section 32 12 16.

1.04 REFERENCE STANDARDS:

A. Applicable Standards:

1. ASTM International (ASTM):

a. ASTM D140 - Practice for Sampling Bituminous Materials.

b. ASTM D633 - Volume Correction Table for Road Tar.

c. ASTM D977 - Emulsified Asphalt.

d. ASTM D1250 - Guide for Petroleum Measurement Tables.

e. ASTM D2028 - Cutback Asphalt (Rapid-Curing Type).

f. ASTM D2397 - Cationic Emulsified Asphalt.

2. American Association of State Highway and Transportation Officials (AASHTO):

a. AASHTO M52 - Tar for Use in Road Construction.

3. Asphalt Institute (AI):

a. MS-6 Table IV-3 - Temperature-Volume Correction for Emulsified Asphalts.

1.05 SUBMITTALS:

1.06

A. Submit as specified in Statement of Work.

B. Submit for material specified.

C. Submit for each batch of material.

D. Certificates shall be prepared by an Engineer approved testing laboratory and submitted to

Engineer by Contractor for acceptance.

QUALITY ASSURANCE:

A. Sampling and Testing:

1. Tests to determine conformance with all requirements of this Specification for quality and properties of all Contractor-secured sources of materials shall be performed by an independent commercial laboratory retained and compensated by Contractor and approved by Engineer. In lieu of testing, Contractor may submit certified state test results indicating that the aggregate meets Specification requirements to Engineer for approval.

PART 2 - PRODUCTS

2.01 BITUMINOUS MATERIAL:

A. General Requirements: Bituminous material shall be either cutback asphalt, emulsified asphalt, or tar and shall conform to the appropriate ASTM (or AASHTO) standard.

1. Emulsified asphalt: ASTM D977 or D2397

BITUMINOUS TACK COAT 32 12 15 - 2

2. Cutback asphalt: ASTM D2028

3. Tar: AASHTO M52

2.02 EQUIPMENT:

A. General Requirements:

1. Furnish and maintain all equipment, tools, and machines used in the performance of the work required by this Section in satisfactory working condition at all times.

2. Equipment shall be subject to approval of Engineer.

B. Bitumen Distributor:

1. Distributor shall be designed and equipped so as to distribute bituminous material uniformly at even heat on variable widths of surface.

2. Pneumatic tires shall be of such width and number that the load produced on the base surface does not exceed 650 lbs. per inch (290 kg per 25 mm) of tire width.

3. Distribute the bituminous material at readily determined and controlled rates from 0.05 to

2.00 gal. per yd.² (0.24 to 9.0 L per m²).

4. Distributor shall have a pressure range of 25 to 75 psi (175 to 525 kPa).

5. Allowable variation from any specified rate shall not exceed 10%.

6. Distributor shall be equipped for circulation and agitation of the bituminous material during the heating process.

C. Distributor Equipment shall include the following:

1. Bitumen pump.

2. Tachometer.

3. Pressure gauges.

4. Volume measuring device.

5. Thermometer for temperature of tank contents.

6. Hose attachment to apply materials to spots unavoidably missed by distributor.

D. Heating Equipment shall include the following:

1. Steam coils and equipment for producing steam, or approved type retort heater manufactured for heating asphaltic products, at Contractor's option, so designed that steam will not be introduced into the material.

2. An armored thermometer (if storage tanks are used) with a range from 100 to 400ºF (38 to 205ºC), fixed to tank to continuously indicate temperature of bituminous material.

E. Power brooms and power blowers shall be of the industrial type and suitable for cleaning prepared bases.

PART 3 - EXECUTION

3.01 PREPARATION OF SURFACE:

A. Remove all loose and objectionable material from surface by sweeping with a power broom and/or airblasting.

B. Sprinkle surface with water immediately in advance of application if surface is excessively dry.

C. Obtain approval from Engineer prior to application of tack coat.

3.02 WEATHER LIMITATIONS:

A. Apply tack coat only when base course is dry enough to permit uniform distribution and desired penetration.

B. Apply only when atmospheric temperature is above 60ºF (15ºC).

3.03 APPLICATION TEMPERATURE:

A. The application temperature of the tack coat shall be:

1. Emulsified asphalt: 75 - 130ºF

BITUMINOUS TACK COAT 32 12 15 - 3

2. Cutback asphalt: 120 - 160ºF

3. Tar: 60 - 120ºF

3.04 SAMPLING AND TESTING:

A. Conform to ASTM D140.

B. Furnish the Supplier’s certified test reports for each carload, or equivalent, of bituminous material shipped to the Site. Test reports shall be delivered to Engineer prior to application of material.

3.05 APPLICATION OF BITUMINOUS MATERIAL:

A. Apply by means of a bituminous distributor at the temperature, pressure, and in amounts approved by Engineer to obtain uniform distribution at all points of surface.

B. Apply at approximate rate of 0.05 to 0.15 gal. per yd.² (0.24 to 0.72 L per m²) to asphaltic base course. Engineer will determine exact quantities which will vary to suit field conditions.

C. Properly treat all spots unavoidably missed by distributor.

D. Allow surface to cure without being disturbed for such period as may be necessary to permit drying out and setting of the tack coat.

E. Maintain surface until the succeeding layer of pavement has been placed.

F. If directed by Engineer, areas deemed to have excess bituminous tack shall be blotted with approved material.

3.06 WAYBILLS AND DELIVERY TICKETS:

A. Submit daily to Engineer during the progress of the Work.

END OF SECTION 32 12 15

ASPHALT PAVING 32 12 16 - 1

FEDERAL AVIATION ADMINISTRATION

GNV ATCT - PARKING LOT AND SITE REFURBISHMENT

SECTION 32 12 16 - ASPHALT PAVING

PART 1 - GENERAL

1.1 RELATED DOCUMENTS

A. Drawings and general provisions of the Contract, including General and Supplementary Conditions apply to this Section.

1.2 SUMMARY

A. Section Includes:

1. Hot-mix asphalt patching.

2. Hot-mix asphalt paving.

3. Hot-mix asphalt overlay.

1.3 RELATED REQUIREMENTS

A. Section 32 12 14 Bituminous Prime Coat

B. Section 32 12 15 Bituminous Tack Coat

C. Section 32 11 23 Crushed Aggregate Base Course

1.4 REFERENCE STANDARDS

A. The publications listed below form a part of this Specification to the extent referenced. The publications are referred to within the text by the basic designation only.

1. American Association Of State Highway And Transportation Officials (AASHTO):

a. AASHTO M 156 - Standard Specification for Requirements for Mixing Plants for Hot-Mixed, Hot-Laid Bituminous Paving Mixtures.

b. AASHTO M 320 - Standard Specification for Performance-Graded Asphalt Binder.

2. Asphalt Institute (AI):

a. AI MS-2 - Mix Design Methods.

b. AI MS-22 - Construction of Hot-Mix Asphalt Pavements.

c. AI SP-2 - Superpave Mix Design.

3.…