TE-A Landfill Permit 17 Jul 2019.docx

Technical Exhibit A Landfill Permit US ARMY Corps of Engineers COE POC and phone Contract name and number Contract completion date or end of authorization date Building or areas affected i.e., Soldier's Development Center

Prime Contractor Name Contractor POC and phone - someone on site that can get immediate action

NOTE: The following Items are available in hard copy only.

Request hard copy from DPW, Attn: Services (254) 287-9621

Part 4.IV TNRCC Liner Construction and Testing Handbook Part 4.V Compliance Demonstration for Airport Safety Part 4.VI Compliance Demonstration for Floodplains Part 4.VII Compliance Demonstration for Unstable Areas Appendix I Site Safety and Health Plan Appendix II Standard Laboratory Operating Procedure Appendix III Letter from Bell County W.C.I.D.

Appendix IV Field Permeability Tests, Soil Data, Core Borings Appendix V ISCP Appendix VI Cost Estimate

TABLE OF CONTENTS

PART I

I. Written Acceptance Letters from Texas Department of Health

II. Permit Modification Form for Type I Landfills

III. Engineers’ Appointment

IV. Engineers’ Assignment

V. Legal Description

VI. Written Concurrence from Texas Department of Health for the use of High Density Polyethylene Liner

VII. Written Acceptance from TNRCC for the use of High Density Polyethylene Liner

PART 2 – SITE DEVELOPMENT PLAN

I. Area Master Plan

II. Site Plan

III. Solid Waste Data

IV. Design Data

A. Land Use

B. Access

C. Engineering Considerations

D. Ground-Water Protection

E. Ground-Water Sampling and Analysis Plan

F. Ground-Water Monitoring Well Plugging Procedures

G. Drinking Water Protection

H. Surface Water Protection

I. Protection of Endangered Species

J. Control of Methane Gas

K. Soil Data

L. Active Geological Faults

M. Closure Plan

N. Post-Closure Maintenance Plan

PART 3 – Attachments

Highway Map

Vicinity Map

Fort Hood Military Installation Map

Land Use Map

Geologic Map and Stratigraphic Section

General Soil Map

Aerial Soil Map

Tectonic Map

Methane Gas Monitoring Wells and Results

Methane Gas Monitoring Wells Sampling Form

HELP runs

Table 1 – Detection Monitoring Parameters

Table 2 – Parameters Annual Monitoring

Table 3 – History of Water Level Measurements

Calculations

Existing Earthen Containment Storage Tank Layout

Drawings

C1 Area Map and Site Evacuation Plan

C2 Existing Contours

C3 Drainage Area Map

C4 Closure Layout

C5 Phase 1 Closure

C6 Phase 2 Closure

C7 Phase 3 Closure

C8 Leachate Collection System Layout

C9 Phase 1 Leachate Collection System

C10 Phase 2 Leachate Collection System

C11 Phase 3 Leachate Collection System

C12 Miscellaneous Details

C13 Landfill Cross Sections

C14 Landfill Cross Sections

C15 Landfill Cross Sections

PART 4

I. Site Operating Plan

II. Quality Control Plan for Grease Trap Waste Disposal

III. Soil and Liner Quality Control Plan

IV. TNRCC Liner Construction and Testing Handbook - Available in hard copy only from DPW

V. Compliance Demonstration for Airport Safety - Available in hard copy only from DPW

VI. Compliance Demonstration for Floodplains - Available in hard copy only from DPW

VII. Compliance Demonstration for Unstable Areas - Available in hard copy only from DPW

APPENDICES

I. Site Safety and Health Plan - Available in hard copy only from DPW

II. Standard Laboratory Operating Procedure - Available in hard copy only from DPW

III. Letter from Bell County W.C.I.D. - Available in hard copy only from DPW

IV. Field Permeability Tests, Soil Data, Core Borings - Available in hard copy only from DPW

V. ISCP - Available in hard copy only from DPW

VI. Cost Estimate- Available in hard copy only from DPW

PART 1, SECTION I

Written Acceptance Letters From Texas Department of Health

PART 1, SECTION II

Permit Modification Form For Type I Landfills

PART 1, SECTION III

Engineers’ Appointment

PART 1, SECTION IV

Engineers’ Assignment

PART 1, SECTION V

Legal Description

METES AND BOUNDS DESCRIPTION

OF THE SOUTH FORT HOOD SANITARY LANDFILL

Described herein is a tract of land in the State of Texas, County of Coryell. Said strip being a part of the original 157,588,023 acre Camp Acquisition and more particularly a portion of the Fort Hood Military Reservation released from state authority to exclusive Federal jurisdiction in deed cessation agreement, approved by the State legislature and signed by the Governor elect, A. Shivers, 6 September

1950.

Beginning from centerline intersection of Base Road and Turkey Run Road, thence southeasterly along centerline of Turkey Run Road approximately 933 linear feet, to a chiseled cross mark in center of Turkey Run Road, thence N 20 53’00” E approximately, 65.08 linear feet approximately to concrete monument in ground with embedded railroad spike, designated point “A”, point of beginning.

Direction of survey is clockwise.

Thence N 69 07’00” W approximately, 2100 linear feet approximate, to concrete monument in ground with embedded railroad spike, designated point “B” .

Thence N20 07’00” E approximate, 3200 linear feet approximate, to concrete monument in ground with embedded railroad spike, designated point “C” .

Thence S 69 07’00” E approximate, 2100 linear feet approximate, to concrete monument in ground with embedded railroad spike, designated point “D” .

Thence S 20 53’00” w approximate, 3200 linear feet approximate, to concrete monument in ground with embedded railroad spike, designated point “A”, point of beginning.

Above survey contains 154.27 acres more or less.

PART 1, SECTION VI

Evidence of Financial Responsibility

EVIDENCE OF FINANCIAL RESPONSIBILITY

Fort Hood will contract the operation of the site on a yearly basis. The applicant makes a firm commitment to provide backup equipment by lease, purchase, or diversion from other activities. As a Federal Government installation, the applicant requests a waiver from the requirements for evidence of financial responsibility.

PART 1, SECTION VII

Written Concurrence from Texas Department of Health for the use Of High Density Polyethylene Liner

PART 1, SECTION VIII

Written Acceptance from the TNRCC for the use of High Density Polyethylene Liner

SITE DEVELOPMENT PLAN

I. AREA MASTER PLAN

The estimated population served by the United States Army, Fort Hood, Coryell County, Texas Type I municipal solid waste landfill is 71,000 based on troop strength and family members. A location map including areas to be served, road net, major drainage systems, and nearby communities is shown on the Highway Map in Part 3. Located approximately 4 miles northeast of Copperas Cove, 2.5 miles north of U.S. 190, and 5.5 miles west of Killeen, Bell County, Texas. This landfill serves only U.S. Government properties and facilities.

II. SITE PLAN

A. The Fort Hood municipal solid waste landfill is located within the boundaries of the military installations, property of the United States Government, and is shown on the Area Master Plan.

B. This landfill was initially permitted in March 1991 with wastes deposited in the southeast corner of the Phase I, into Area 1, Cell 1. Since that time, development has proceeded in a westerly direction into Cells 2 and 3. Design of Cell 4 was developed according to the Texas Administrative Code (TAC) Chapter 330, Municipal Solid Waste standards. The Soil and Liner Evaluation Report (SLER) was accepted on March 16, 1994 by the Texas Natural Resource Conservation Commission (TNRCC) (see TNRCC's SLER letter of Acceptance, Part 1). According to this letter, wastes can be placed in Cell 4 once the following items are approved: (1) the final version of the Soil and Liner Quality Control Plan (SLQCP); (2) the Flexible Membrane Liner Evaluation Report (FMLER); and (3) submittal of this permit modification according to the U.S. Environmental Protection Agency (EPA) and Texas Municipal Solid Waste (MSW) final rules implementing 40 Code of Federal Regulation Parts 257 and 258 of Subtitle D of the Federal Resource Conservation and Recovery Act (Subtitle D) requirements.

The landfill site is divided into three phases with two areas in each phase so as to maintain the integrity of surface runoff and reduce possibilities of surface erosion. The landfill phases are identified as Phase I, Areas 1 and 2; Phase II, Areas 3 and 4; and Phase III, Areas 5 and 6. Operation of the landfill is based on an area fill method, whereas the cover and fill soils are developed by excavation and stockpiled for subsequent usage. Development of the landfill will continue in the form of lateral expansions which are typically 420-feet in length by 330-feet wide. The width of expansions is not critical and may vary depending on the geology, control of the surface water runoff, and the leachate collection and removal system.

The entire 154 acre site has been developed according to the Subtitle D standards with this modification submittal. Final Closure and Post-Closure Care of the entire site will be according to these standards. Cells 1,2,and 3 will be closed according to Subtitle D standards. Development is continuing in a westerly direction in Area 1, which contains an additional 8.46 acres. Development will continue in a northerly direction into Area 2, which contains 16.69 acres; followed by Area 3, with 20.21 acres; Area 4, with 20.18 acres; Area 5, with 20.19 acres; and Area 6, with 20.19 acres to give a total acreage for the landfill of 105.92 acres. Solid waste placement rate averages 652 cubic yards per day at gross in-place density rates of approximately 700 pounds per cubic yard. The total landfill life of this facility is estimated to be 17 years.

C. Design characteristics of the various systems of the landfill will be addressed in the sections that follow. Protection of the groundwater is an integral part of the design with monitoring systems installed to indicate problems. An important aspect of this program is the leachate collection system. At each lateral expansion an 18-inch cleanout pipe will be provided at each sump for removal of the leachate. Each header pipe shall have a clean out and a cap at the end. As the area of fill expands, the cap will be removed and additional pipe shall be added to expand the header either east or west, depending on the direction of expansion. This procedure shall be utilized until the expansion reaches the highest point of the area as shown on drawings C8 to C11 (See Part 3). At this point the area shall be closed to receipt of refuse and the pipe plugged.

D. A minimum 7-foot high chain link fence or an equivalent metal fence currently surrounds the present working area of the landfill site. As the landfill areas are developed fencing will be erected which will provide security for the site, and identify the boundary. This boundary will be identified by appropriate signage. Fence locations are shown in Part 3. The access points utilized for ingress and egress can be secured by lock and key. A temporary control building is located on the landfill entrance with a permanent building to be constructed at the same location in the near future.

E. Truck scales are installed at the control building. All vehicles admitted to utilize the landfill are weighed, and those are recorded and maintained by the scale operator. Inspections of vehicles shall be accomplished at the truck scale area, recorded, and maintained by the scale operator also.

F. Fire stations are located at 4 and 7 road miles from the landfill. A stockpile of earth shall be maintained within 2,500-feet of the working face for fire suppression also.

G. Gray Army Airfield is the nearest airport at 5.2 miles south of the landfill. Fort Hood Airport is 6.8 miles east of the landfill. Killeen Municipal Airport, the nearest public airport, is 9.7 miles southeast of the site. These airports and the roads and highways leading to Fort Hood can be seen on the Highway Map, Part 3.

III. SOLID WASTE DATA

A. Nature of Solid Waste

Solid waste disposed at the Fort Hood landfill consists of municipal solid wastes, construction and demolition wastes, all generated within the Base limits. Grease trap waste is not being accepted at this time due to the elimination from being permissible to be landfilled unless it has been solidified. A proposed design of a solidification process for the grease trap waste will be submitted for approval. If approved by the Executive Director the solidified grease trap waste would be allowed to be disposed in the landfill.

A design of a Special Waste Trench is included with this submittal that will be constructed in Area 2 upon approval by the TNRCC. Renovation/demolition debris with lead-based paint identified as Special Waste will require evaluation and approval by the TNRCC before acceptance at the landfill. Debris waste shipments shall be analyzed according to the Toxicity Characteristic Leaching Procedure (TCLP) and found to contain levels of lead to be in the range of non-hazardous waste. Specifically the waste must be in the range between 5 and 1.5 milligrams/Liter [(mg/L), approximately equal to parts per million], noninclusive (i.e., <5.0 mg/L and >1.5 mg/L) to be included in the Special Waste Trench. All waste below and including 1.5 mg/L ( 1.5 mg/L) may be placed with the municipal solid waste. Hazardous waste ( 5.0 mg/L) shall not be accepted at this facility. Other special wastes that would be allowed in the Special Waste Trench would be regulated and non-regulated asbestos-containing material that has lead-based paint applied on it. This would be contingent on the TCLP analysis results described above. Other design characteristics are discussed below. Solid waste shall be placed on top of the Special Waste Trench after it has been covered with 4-feet of compacted clay.

Solid waste will be collected by contracted private firms and hauled to the landfill site. The site will also be operated by contracted private firms. Regulations for the site will prohibit access of the general public to the site; however, military units will be permitted to haul to the site. No scavenging operations are allowed.

IV. DESIGN DATA

A. Land Use

1. General

The proposed sanitary landfill is sited in the southwest portion of Fort Hood Military Reservation within an area utilized for tactical training and maneuvers. Fort Hood also leases the area to ranchers as range land. The soils are not suited to cultivate crops or improve pasture. The land closest to the site utilized for purposes other than military training and range land is a housing development approximately 2,400-feet southeast of the site. The housing development is owned and controlled by Fort Hood. Immediately west of this housing area is a storage area comprised of six bunkers used for storage of furniture, mattresses, redeployment boxes, and communication supplies (wire, etc.). The map provided as Attachment 3 in Part 3, indicates land use within 1-mile radius consists of military training, range land, residential, and storage of general housing items.

2. Zoning

Fort Hood has no zoning restrictions. Long-range planning has reserved the area south of Turkey Run Road for future expansion of the cantonment area should such an expansion be required. However, there are presently no plans for development in this area.

3. Growth Trends

The population of Fort Hood is projected to remain essentially the same for the design life of the landfill. However, growth trends as indicated by 1978 photo revisions of the U.S. Geological Survey quadrangle Fort Hood, Texas, dated 1957, are towards the east and west. For the 21-year period from 1957 to 1978, residential construction has extended approximately 2.5 miles towards the west. Within the same time period, residential construction in Fort Hood has extended to its eastern boundary where it borders Killeen, a distance of approximately 1 mile. Growth trends of Copperas Cove, Texas, approximately 3.4 miles southwest of the landfill site, are predominantly towards the southeast, south and southwest. These trends were determined from 1978 photo revisions on the U.S. Geological Survey quadrangle Copperas Cove, Texas. Northerly growth is restricted by the Fort Hood Military Reservation boundary.

Growth has occurred at Fort Hood since 1978, primarily from base closures. New construction consists of a westerly expansion of Fort Hood's industrial complex approximately 2 miles south-southwest of the landfill site. New family housing units are planned in sections of Fort Hood and the West Fort Hood area. The growth trend of Copperas Cove since 1978 has been to the south along FM 116.

4. Proximity to Sensitive Facilities

The boundary of a housing area is situated approximately 2,400-feet southeast of the proposed landfill site. Additionally, one school is situated approximately 4,100-feet southeast of the site. The closest business is approximately 3.5 miles southwest of the site in Copperas Cove. The nearest chapel is approximately 1.9 miles east of the site. Small surface archaeological sites are scattered throughout the installation and are under the protection of the Fort Hood Staff Archaeologist. The nearest archaeological site to the proposed sanitary landfill is approximately 900-feet to the west. There are no archaeological sites on the proposed site, based on results of surveys which were contracted in Fiscal Year 1984 and Fiscal Year 1985. Within a 1-mile radius of the site there are approximately 230 duplexes and no business establishments.

5. Availability of Roads

The landfill facility will serve the installation of Fort Hood. The government maintains the network of access roads, including Clarke Road and Turkey Run Road (the two all-weather access roads to the landfill).

6. Proximity to Airports

There are no airports within 5 miles of the landfill site. The nearest airport, Gray Army Airfield, is 5.2 miles south of the site. Fort Hood Airport is 6.8 miles east of the site. Killeen Municipal Airport, the nearest public airport, is 9.7 miles southeast of the site. A demonstration of compliance is provided in Part 4.

7. Buffer Zone

A minimum of 50-feet will be maintained between the disposal operation and the site boundary. There are no pipelines, underground utilities, or electrical transmission line easements within 25-feet of disposal operations.

B. Access

1. Vehicular Survey and Traffic Projection

An estimate of the number, size, and maximum weight of vehicles expected to use the site daily has been calculated over a 6-month period. This estimate is presented as follows:

Number

Size

Maximum Weight (lbs.)

Hoist and Haul Truck 21/2-Ton Truck Compactor Truck Pickup Dump Truck 5-Ton Truck 11/2-Ton Truck 3/4-Ton Truck Tractor Trailer

16,450 17,250 38,300 4,000 25,500 28,000 8,000 7,000 38,000

The estimated number of vehicles to use the site daily is 97. The estimated number of vehicles to use the site during the expected life of the facility is 640,200.

2. Provisions for All-Weather Access

The primary access roadway to be used in the disposal operation is Turkey Run Road, classified as an all-weather, hard-surface roadway. Located at the southern boundary of the proposed landfill site, the two-lane roadway consists of strip paving with no significant roadway restrictions. An estimated total vehicles per day (VPD) on Turkey Run Road is between 5,000 to 6,000 VPD. There is no projected increase for the next 25 years. Turkey Run Road is maintained by Fort Hood.

Interior all-weather roads and the access route to the entrance of the site will consist of a 6-inch aggregate base course compacted subgrade to 100 percent standard density.

Temporary roads will not be used to deliver wastes to the working face from the permanent road system. Permanent roads will be constructed around each Area. Temporary roads will be used until the completion of the construction of the Area and for access to monitoring wells in the areas that have not been completed. Temporary roads will be constructed by compacting the natural soil present, and by controlling drainage, or by topping them with a layer of a tractive material such as gravel or crushed stone. The use of gravel or crushed stone will help minimize mud tracking and aid in dust control. For additional dust control, water trucks will be used for sprinkling roads.

The intersection of Turkey Run Road and the access road are shown in Part 3. The actual gates for admittance into the site are located approximately 50-feet north of this intersection at the entrance to the landfill site. The radius of the access road at the entrance to the landfill site will be 50-feet. The maximum length of vehicles traveling on this entrance road will be 60-feet.

3. Access Control and Fencing

The long-range operation of the proposed sanitary landfill will be divided into three phases. Each phase will include one-third of the entire permitted facility. The first two-thirds of the entire site is presently enclosed by a minimum 7-foot high chain link fence or an equivalent metal fence. Once the landfill is in operation, the fence will deter the entry of wild animals, protect the public from exposure to potential health and safety hazards, and discourage unauthorized entry or uncontrolled disposal of materials. Access to the site during times when the operators are not present will be prevented by means of a new 22-foot wide, 6-foot high, double swing gate with lock.

As the Phase I area becomes filled to capacity, additional fencing as previously described, will be constructed to encompass the Phase II disposal area. Phase III will be fenced in a similar manner at the appropriate time.

In the future, the internal fences between the Phases may be taken down as the area is returned to its native conditions. All boundary line fences will be maintained at all times.

C. Engineering Considerations

1. Landfill Method

The proposed method of landfill operation will be a combination of trench and area fill method.

2. Wet Weather Provisions

All-weather access to the site will be provided by means of all weather roads. During the wet weather period, the site operator will designate the site location to deposit wastes. The site operator is also responsible for providing the exact location and the surface design of access road to be used during the wet weather period.

3. Special Handling Wastes

The landfill will not have specified areas for the disposal of special waste, except for the proposed special waste trench for depositing construction debris that has been tested to be non-hazardous according to the toxicity characteristic leaching procedure. The categories of special wastes to be allowed are given in the Solid Waste Data section above.

Special Waste Trench Design

The Special Waste Trench was designed according to guidelines obtained from the TNRCC Municipal Solid Waste Division and 30 Texas Administrative Code §§ 330.2-330.256, and in particular §330.137. The trench must have a 3-foot compacted clay liner directly overlain by a flexible membrane liner (FML), a leachate collection system, and finally covered by 4-feet of clay. The composite liner system consists of a 3-foot clay layer overlain with a 60-mil high density polyethylene (HDPE) FML component, overlain with a 12-inch drainage layer (1x10-2 cm/sec coefficient of permeability), overlain by a 12-inch soil layer. The liner system must comply with the Soils and Liner Quality Control Plan in conjunction with the TNRCC's Liner Construction and Testing Handbook in Part 4.

The Special Waste Trench is designed with a leachate collection and removal system designed and constructed to maintain less than 30-cm depth of leachate over the liner. To predict the amount of leachate that will be produced in the Special Waste Trench, a U.S. EPA computer program, Hydrologic Evaluation and Liner Performance (HELP), Model 2.05, was used. Parameters pertaining to the geology/soils, climatological data, and solid waste placement, and liner data were used to predict the height of leachate on the liner to verify the slopes were sufficient and to avoid leachate ponding on the liner. It was determined that the leachate would not accumulate in levels greater than 30 cm (12-inches) after using the HELP model. See HELP Runs, Part 3.

At each lateral expansion of the Special Waste Trench is an 18-inch cleanout pipe for each sump for removal of the leachate. Each header pipe shall have a clean out and a cap at the end. As the area of fill expands, the cap will be removed and additional pipe shall be added to expand the header either east or west depending on the direction of expansion. This procedure shall be utilized until the expansion reaches the highest point of the area as shown on drawings C8 to C11 (See Part 3). At this point the area shall be closed to receipt of waste and the pipe plugged.

The special waste shall only be placed to the existing surrounding natural ground surface elevation, with the exception of asbestos-containing waste. Solid waste shall be placed on top of the 4-foot compacted clay layer to reach the final contours as shown on the closure for Area 2 (See Sheet 13 of 16). Inquiries to the TNRCC, Municipal Solid Waste Division, Permits Section resulted in the requirements for the liner system and cover. Mr. Philip A. Spry, P.E. advised that 4-feet of clay cover would be required; however, the 18-inches of topsoil would not be required since the municipal solid waste will be placed on top of the 4-feet of clay, which will ultimately receive a Subtitle D cover system.

Operations of the municipal solid waste section above the Special Waste Trench shall be as described in this permit as directed by the Executive Director.

Placement of the special waste in Area 2 shall begin on the east side and proceed in a westerly direction until the highest point in Area 2 is reached. Placement shall continue upward until the specified elevations are reached. Placement rates will be determined after the demolition debris is accepted for disposal, but as the demolition projects are started, rates of waste placement shall increase accordingly. Rates of waste placement shall be kept separate from the municipal solid waste. Rates of compaction shall be approximately 700 to 800 pounds per cubic yard. The daily cover material shall be placed on the special waste to protect personnel and environment from exposures, to prevent disease vectors, fires, odors, windblown waste, and scavenging. Shipments containing asbestos-containing materials shall be covered immediately with the location noted in the operators log. Leachate collection and removal, ground-water monitoring, closure and post-closure care shall be conducted according to sections given in this permit or as directed by the Executive Director. Personnel shall be trained in the safe operations of the Special Waste Trench and in personal protective measures to be taken while working in the Special Waste Trench, and the contingency and cleanup of any accidental spills occurring during the delivery and disposal operations. Personnel shall also be trained in the personal protective equipment to be worn. These items shall become a part of the Site Operating Plan.

A manifest system shall be established to accommodate the special waste disposal shipments. Requests for shipments shall be evaluated and must not be allowed without the authorization by the Executive Director to accept the waste, or not authorized by permit provisions. Upon approval, shipments shall be accounted for and waste shipment control tickets maintained for three years. A written report shall be submitted to the Executive Director no later than the 25th day of the month following the month in which the special waste was received. Reports shall be submitted on forms provided by the TNRCC.

When unexploded ammunition is found on-site, the location will be marked and the Explosive Ordinance personnel will be called at (254) 287-2309 to take charge of the round.

4. Control of Wind-Blown Wastes

Blowing litter will be kept at a minimum by maintaining a small-size working face and covering portions of the cell as they are constructed. Cover material is essential for maintaining a proper appearance of the sanitary landfill. Windblown material which is not contained by the cover material should be contained by a minimum 7-foot high security perimeter fencing. The landfill operator's personnel will cleanup litter periodically during the working day, especially near the close of the day. The litter will be placed on the working face before it is covered.

5. Rate of Waste Deposition.

The available volume at the proposed site for compacted solid waste is estimated to be 4,548,616 yd3 (see Calculations, Part 3). Daily cover will occupy some of this volume. The ratio of solid wastes to daily cover material volume usually ranges between 4:1 and 3:1. Using the 4:1 ratio, the volume available for solid waste is 3,411,462 yd3. The yearly volume of compacted solid waste will occupy 198,878 yd3. Therefore, the design life of the proposed site is:

Therefore, the design life will be approximately 17 years depending on the volume of solid waste delivered to the site.

6. Subsequent Use of Site

It is anticipated that the disposal site will be returned to native conditions. The site will be seeded with native grasses upon completion of the disposal operations. The selection of such grasses and vegetation will be coordinated with the Land Management personnel located in the Directorate of Public Works.

7. On-Site Cover Material

Both daily cover and final cover material will be obtained from the excavations made at the proposed site. Final cover material will be a clayey soil and have a Unified Soil Classification of SC, CL or CH. The soil borings will be used to determine the depth and extent of the excavations with these soil classifications. The materials will be stockpiled for use as final cover. An estimated 444,214 yd3 of material are required for the final cover. From the soil borings, the volume of material available which meets the requirements for the final cover averages 11/2-feet over the entire area of the site. The volume of soil available that meets final cover requirements is estimated to be 384,000 yd3. This will require approximately 60,214 yd3 of the material which will meet final cover requirements to be provided from an off-site source. When the operation requires, select off-site material may be imported from just south of the proposed site across Turkey Run Road. The USDA-SCS soil survey indicates that the soil source is mapping unit Brackett. The top 3-feet are classified as CL or SC. Before this off-site source is utilized, the operator will provide the necessary laboratory analysis to indicate its suitability for final cover.

The material not stockpiled for final cover will be used for daily cover. The estimated volume of daily cover for the proposed site is 1,137,154 yd3. From the anticipated excavations, the volume of material available for daily cover is approximately 4,164,616 yd3 (volume of excavation less volume suitable for final cover). A surplus of daily cover material is expected and will be disposed of off-site of the landfill area, but on Fort Hood property as directed by the applicant.

A constructed 60-mil high density polyethylene (HDPE) liner system is proposed for this site. The construction is detailed in the Soil and Liner Quality Control Plan (SLQCP) in conjunction with the TNRCC's Liner Construction and Testing Handbook in Part 4 of this application. The site operator shall notify the regional office of the TNRCC, of their intent to begin construction of any liner prior to commencement of construction. The completed liner system will consist of a 2-foot compacted soil layer, overlain by a 60-mil HDPE liner, a 16 ounce geotextile fabric, and a 2-foot protective cover layer of soil and sand material above the 60-mil liner. The 2-foot protective cover layer will consist of 1-foot of drainage layer (1X10-2 cm/sec coefficient of permeability), overlain by a 1-foot layer of uncompacted soil. The material excavated from the site will be used, when acceptable. An estimated 444,214 yd3 are required for the 2-foot protective layer (volume approximately equal to final cover volume).

All stockpiles of soil material will be located along ridges or high points within the site, to avoid conflicts with existing drainage paths. The stockpile for final cover will be kept separate from the remainder of excavations. Adequate volumes of the cover materials will be stockpiled to provide the anticipated cover volumes.

8. Fire Control Facilities

No burning of wastes will be permitted at the sanitary landfill. The use of daily cover will keep any accidental fire confined to a cell that is under construction, from spreading laterally to other cells. All equipment operators will keep a fire extinguisher on their machines at all times. A stockpile of earth shall be maintained within 2,500-feet of the working face for fire suppression also. Should the need arise, the Fort Hood Fire Department will be called to control large fires.

9. Provisions for Compaction

The proposed site will use equipment common to earthmoving operations and equipment designed for the special task of compacting and otherwise handling solid waste. Solid waste will be compacted by the compressive forces developed by the overall massive loading of a landfill machine. The waste will be spread in layers approximately 2-feet deep and then compacted by tracked, rubber-tired, or steel-wheeled vehicles that pass over it 2 to 5 times. A compaction equivalent of 700 to 900 pounds per yd3 is anticipated.

10. Provisions for Subsidence

The sanitary landfill may settle as a result of waste decomposition, filtering of fines, superimposed loads, and its own weight. If settling produces wide cracks in the cover material, the FML will be exposed which will require additional cover material to be added. The surface will be inspected monthly and soil will be added and graded when necessary. Additional material will be available from the stockpile of excavated material located on-site.

A subsidence equal to 10 percent or less of the depth of solid waste is anticipated. All areas affected by subsidence will be restored to final grades by adding additional cover material and grading.

11. Provisions for Site Inspection and Maintenance

The disposal site will be readily available for inspection of erosion and ponding for 30 years following closure of the site. The inspection will check for erosion, ponding, leachate migration and methane migration. Corrective actions will be taken as necessary. Leachate migration will be monitored by water samples from the monitoring wells on the site. Erosion will be checked by grading the surface, filling depressions, and by planting vegetation on the final surface cover.

Ponded water will be controlled to avoid becoming a nuisance. Measures will be taken to prevent accumulation of water, not only in the waste receipt areas, but also the surrounding areas.

Methane migration is not anticipated to be a problem. The characteristic nature of the soils used in the landfill will allow methane to migrate freely to the surface and disperse to the atmosphere without concentration pockets. A methane gas recovery and venting system has been designed for final closure of each Area, to prevent gas buildup within the covered waste areas. A synthetic membrane will be used in conjunction with a soil cover to cap the waste storage area with the vents located along the top elevations laterally across the Area. Methane gas monitoring will be done quarterly according to the Methane Monitoring Plan.

Corrective actions will be completed as needed throughout the life of the facility and for 30 years following final closure. A Post Closure Care Plan is provided herein.

D. Ground-Water Protection

1. Protection of Ground-Water

A contour map of the potentiometric surface developed from water level readings obtained on December 7, 1987, was presented as Sheet 1 in the initial permit application. Ground-water data has been obtained from temporarily cased exploratory borings serving as observation wells. Each boring was cored using drilling fluid. Therefore, the top of the zone of saturation cannot be determined while drilling (i.e., level first encountered). To obtain the depth of ground-water, each boring was bailed of all drilling fluids and allowed to stabilize. Water levels were measured periodically and recorded. Table 3, Part 3 is this record. The applicant maintains this tabulation of water levels reflects water table conditions. As such, the pressure at the surface of this saturated zone is equal to atmospheric pressure. No additional hydrostatic head needs to be compensated for at or above this level. In situ materials overlying the water table were examined extensively to determine their adequacy as protection separating solid waste from ground-water. Thirty-two field permeability tests were conducted as discussed in Section III.I.2.e(2). Results are presented in Appendix IV. Additionally, 30 laboratory permeability tests, both vertical and horizontal, were conducted. Results are presented in Appendix IV. Although some laboratory coefficient of permeability values are lower than 1.0 x 10-7 cm/sec, values obtained from field tests were consistently higher. It is believed the results from the field permeability tests more closely represent conditions in the field than do the laboratory tests. Accordingly, the applicant concludes that the naturally occurring barrier of in situ soils does not provide the protection of 3-feet of soil with a coefficient of permeability of no more than 1.0 x 10-7 cm/sec. The applicant proposes construction of a man-made liner, constructed of synthetic material, to provide compliance with the ground-water protection requirements specified in 30 TAC §§330.200 - 330.206.

2. Soil and Liner Quality Control Plan (SLQCP)

The proposed site will be operated to avoid contamination of the ground-water. A 60-mil high-density polyethylene liner (HDPE) system, or alternate design if approved by the Executive Director, will be used as shown by the enclosed drawings in Part 3. The revised SLQCP in conjunction with the TNRCC's Liner Construction and Testing Handbook is detailed in the Site Operating Plan (Part 4). They include specifications and construction methods.

3. Soil and Liner Quality Control Testing

The applicant will be required to furnish all liner quality control testing. The procedures and sampling frequency are included in the revised SLQCP and Liner Construction and Testing Handbook. Reports and results from the liner quality control testing will be submitted to the TNRCC. A Soil Liner Evaluation Report (SLER) shall be used to report the 2-foot, or the 3-foot soil liner for the Special Waste Trench, and a Flexible Membrane Liner Evaluation Report (FMLER) shall be used to report the installation and Quality Assurance/Quality Control process of the FML. Quality control sampling and testing will be performed by an experienced quality control technician and certified by a registered professional engineer, or an experienced engineering geologist as specified (see the TNRCC's Liner Construction and Testing Handbook - Part 4).

4. Liner Used In Conjunction With Compacted Clay

The applicant proposes to use a 60-mil high-density polyethylene (HDPE) liner system as detailed in this application. The lining will be placed in strict accordance with the revised SLQCP and Liner Construction and Testing Handbook as described in the Site Operating Plan (Part 4). Alternate liner designs, if approved by the Executive Director, shall be installed according to the Alternate Liner Construction Quality Control (CQC) and Construction Quality Assurance (CQA) Plan submitted with the permit modification or permit amendment.

5. Water Balance

To predict the amount of leachate that is produced in this landfill, a U.S. EPA computer program, Hydrologic Evaluation and Liner Performance (HELP), Model 2.05, was used. Parameters pertaining to the geology/soils, climatological data, solid waste placement, and liner data were used to predict the height of leachate on the liner to verify the slopes were sufficient and to avoid leachate ponding on the liner. It was determined that the leachate would not accumulate in levels greater than 30 cm (12-inches) after using the HELP model. See HELP Runs, Part 3.

Volumes of leachate removed from the leachate collection system along with the measured depths in the leachate collection system, shall be recorded and inserted in the operating record. A long, wooden measuring pole shall be used to measure the level of the leachate on the liner. It shall be lowered down the 18-inch leachate cleanout pipe and obtain a reading on the pole. The amount of leachate will be calculated by using the angle of the side slope and the distance on the pole.

6. Ground-Water Monitoring Wells

Siting of ground-water monitoring wells is dictated by the direction of ground-water flow. Sheet 1, submitted in the initial permit application, presents the proposed locations of one upgradient well and seven downgradient wells. The well on the south perimeter is designated the upgradient well. The wells located on the west, north, and east perimeters are sited to intercept contamination at the earliest possible occurrence and are accordingly designated the downgradient wells. Typical details of ground-water monitoring well construction are shown on Figure 1. Texas Water Commission's Form SE 67, Monitor Well Data Sheets, for the 13 monitoring wells are included in Part 3. The depth of each well is designated to supply a sufficient reservoir for sampling during periods of low water table elevations. Five additional ground-water monitoring wells were developed in September 1992 after the initial permit submittal. Well No. 9 was drilled in the middle of the proposed Area 6 of Phase 3. This well will be plugged and abandoned according to the Ground-Water Monitoring Well Plugging Procedures section below, or as directed by the Executive Director, to avoid providing a pathway from the refuse to the ground-water. Another monitoring well, No. 14, will be drilled in the southeast corner of the landfill to replace No. 9 but primarily to provide an additional up-gradient well. All existing and proposed ground-water monitoring wells are indicated on the enclosed drawings in Part 3. The Ground-Water Sampling and Analysis Plan below describes the sampling and analysis of these wells.

E. Ground-Water Sampling and Analysis Plan

Ground -water sampling will be conducted according to 30 TAC §330.233, and the TNRCC's Municipal Solid Waste Division, Ground-Water Sampling and Analysis Plan (GWSAP), Publication No. RG-74, May, 1994. The U.S. Army at Fort Hood, Texas shall determine who shall perform the sampling and analysis. A baseline data of ground-water quality is presently available for the landfill based on the indicator parameters as listed in the original permit submittal, but not for the Detection Monitoring Parameters listed in Table 1, Part 3. To establish a baseline database on all the parameters, a minimum of four independent samples from each well (upgrading and down-gradient) must be collected and analyzed during the first sampling event. Background ground-water quality shall be established for the landfill in each well independently for each ground-water detection monitoring parameter. Analyses for the Detection Monitoring Parameters will be accomplished during the first semi-annual sampling event. These samples shall be statistically independent, with additional samples having to be collected from each well should it be necessary to satisfy the requirements of the statistical methods chosen to evaluate the data. The duration of the first semi-annual sampling even may take up to one year to complete, to assure that statistically independent samples are obtained. Seasonality and temporal and spatial variability should be taken in to account to determine the statistical independence of each sample. Samples collected during both low and high rainfall periods would be useful to determine the effect of climatic changes on the ground-water chemistry. Enough time should be allowed to pass for the wells to recover and to be from different water. This is the amount of time necessary for water in each monitoring well to completely change and provide temporal independence of samples from each well. The time required for a change in the ground-water can be calculated using Darcy's equation with the diameter of the well.

Detection monitoring will begin six months after the completion of background sampling for the detection monitoring parameters and sampled every six months thereafter. The ground-water sampling and analysis program must be conducted for the life of the facility and for the duration of the post-closure care period of the facility which is specified as 30 years in the Texas Administrative Code Title 30. Ground-water monitoring may be extended beyond the period specified if deemed necessary by the Executive Director.

Preparation for the sampling event should include obtaining all the necessary equipment and supplies for the sampling and decontamination procedures. A detailed equipment list should be compiled and used by the samplers for preparation of sampling. A review of the Site Safety and Health Plan (SSHP) for responsibilities and precautions should be done. A copy of the SSHP, included in Appendix I, should be included in items to accompany the samplers. The categories of materials to consider are:

· Personnel protective equipment such as boots, gloves, goggles, etc,;

· Safety equipment such as first-aid kit, portable eyewash station, fire extinguisher;

· Field parameter monitoring equipment such as pH, conductivity, and turbidity meters, thermometer, water-level measurement device;

· Sample bottles for sampling wells plus additional bottles;

· Decontamination equipment and supplies for sampling equipment, field monitoring equipment, samplers, tools, etc.;

· Sampling equipment for problem correction such as tool kits; and

· Shipping and sampling labels such as tape, labels, shipping forms, chain-of-custody forms and seals, field notebooks, sampling forms, permanent pens, iced storage chests.

The ground-water sampling equipment should be inspected prior to sampling to determine its condition. Check valves should be inspected to ensure that fouling problems do not reduce the delivery capabilities or cause aeration of the samples. Other sampling practices to observe include the following:

· Sampling should proceed from upgradient or background wells to down-gradient wells;

· Before each well, samplers should disassemble and decontaminate the sampling equipment;

· Decontaminated sampling equipment should not be allowed to come into contact with the ground or other contaminated surfaces prior to lowering into the well;

· Bailers and other sampling equipment should never be dropped into the well, but lowered slowly to avoid degassing of the water upon impact;

· Ground-water samples should be collected as soon as possible after the well is purged;

· The contents of the sampling device should be transferred to sample containers in a controlled manner that will minimize sample agitation and aeration, and to avoid spillage;

· Ground-water samples collected for analysis for organic parameters should not be filtered in the field;

Preparation for sampling includes preparing field notebooks, sampling forms, labels, etc.

Well Inspection

Upon arrival at each monitoring well, the samplers should inspect the area around the well and make observations for anything unusual or of obvious concern. These would include broken piping or casing, broken concrete pads, well maintenance activities, spillage of water or other liquids, and/or odors. Notations should be made on the Ground-Water Monitoring Well Sampling form (sampling form - Enclosed in Part 3) to request corrective action be taken. If the situation warrants (i.e., broken casing, spillage, etc.), the sampler should notify the Directorate of Public Works personnel to provide for immediate corrective action.

The samplers would prepare the sampling form for the sampling event and record all the necessary information. After the inspection, a sampling and decontamination area would be set up around the well to accomplish the sampling and decontamination procedures. Six mil polyethylene or plastic sheeting shall be placed around the well casing and pad to provide containment for accidental spillage of the ground-water, and to provide a clean area to prevent cross contamination of ground-water and sample equipment.

Decontamination

Decontamination of sampling equipment (i.e., water-level measurement device, well purging device, sample collection device) that is not dedicated to the well, and portable instrumentation for field parameter monitoring shall be accomplished according to the following procedure:

· Rinse with water (tap, distilled, or deionized);

· Wash and scrubbing with laboratory-grade detergent; and

· Two to three rinses with distilled water.

The introduction of other materials (i.e., acids and solvents) that may be incorporated into the decontamination procedure, must be evaluated with respect to its potential to impact sample integrity by imparting potential contaminants to the equipment being cleaned. It is recommended that this procedure be reviewed periodically by reviewing the QA/QC sample results with respect to the Detection Monitoring Parameters. Sampling equipment should be disassembled as much as possible to decontaminate. Several important issues of the decontamination procedures that the samplers must consider include the following:

· The location and construction of the decontamination area;

· Movement of clean and contaminated equipment in and out of the decontamination area;

· Preliminary cleaning of all equipment prior to sampling event;

· Segregation of clean and contaminated equipment;

· Controls to ensure that cleaned…