Facility Name: County: Administrative Reviewer: Start Date: Completion Date: Technical Reviewer: Start Date: Completion Date:

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1 MUNICIPAL SOLID WASTE LANDFILL CHECKLIST for CELL DESIGN. Facility Name: County: ODEQ Permit No: OAC 252:510 MSWLF LANDFILLS LAND PROTECTION DIVISION SOLID WASTE PROGRAM Administrative Reviewer: Start Date: Completion Date: Technical Reviewer: Start Date: Completion Date: DEQ Form Number OKLAHOMA DEPARTMENT OF ENVIRONMENTAL QUALITY Issuance Deadline: Shaded areas for DEQ use only. JUNE, 1998 DEQ FORM #

2 ITEM # STATE REGULATIONS OAC 252:510'S OR ** GUIDELINES GENERAL DESCRIPTION INFO LOCATION TECHNICALLY COMPLETE REMARKS YES/NO/NA FILING OF APPLICATION LOCATION RESTRICTIONS: Public water supply. No new MSWLF or lateral expansions shall be located within one mile upgradient of a public water supply surface water intake that is in existence or permitted for construction at the time a complete application is filed. The owner/operator of a new MSWLF or lateral expansion located within two miles of a public water supply well shall identify a wellhead protection area as specified by the State Wellhead Protection Plan. Wellhead delineation. As established by the State Wellhead Protection Plan, a new MSWLF or lateral expansion shall not be allowed within a one (1) year travel time of a public water supply well. Wetlands. New MSWLFs and lateral expansions shall not be located in wetlands. The owner/operator shall provide to the Department a letter from the Oklahoma Conservation Commission that the proposed MSWLF or lateral expansion is not located in a wetland. Fault areas. New MSWLFs and lateral expansions shall not be located within 200 feet (60 meters) of a fault that has had displacement in Holocene time unless the owner/operator demonstrates to the Department that an alternative setback distance of less than 200 feet (60 meters) will prevent damage to the structural integrity of the MSWLFs and will be protective of human health and the environment. Seismic impact zones. New MSWLFs and lateral expansions shall not be located in seismic impact zones, unless the owner/operator demonstrates to the Department that all containment structures, including liners, leachate collection systems, and surface water control systems, are designed to resist the maximum horizontal acceleration in lithified earth material for the site. The owner/operator must place the demonstration in the operating record and send a copy to the Department. Unstable areas. Owners or operators of new MSWLFs, existing MSWLFs, and lateral expansions located in an unstable area must demonstrate that engineering measures have been incorporated into the MSWLF's design to ensure that the integrity of the structural components of the MSWLF will not be disrupted. The owner/operator must place the demonstration in the operating record and send a copy to the Department. The owner/operator must consider the following factors, at a minimum, when determining whether an area is unstable: (1) On-site or local soil conditions that may result in significant differential settling; (2) On-site or local geologic or geomorphologic features; and (3) On-site or local human-made features or events (both surface and subsurface). * * * GUIDANCE DOCUMENTS AND DEPARTMENTAL MEMOS REFERENCED IN THIS CHECKLIST ARE AVAILABLE ON REQUEST FROM THE WMD SOLID WASTE UNIT. GUIDANCE AND MEMOS ARE PROVIDED AS A POINT OF REFERENCE ONLY. THEY ARE NOT LEGALLY BINDING. ALTERNATIVE APPROACHES WHICH MEET ENVIRONMENTAL AND DESIGN CONCERNS WILL BE CONSIDERED IN THE DEQ REVIEW. Page 2 ity Name A. Reviewer's Initials Tracking Date ce No T. Reviewer's Initials Tracking Date

3 MAPS & DRAWINGS: Complete maps, plans, specifications, and narrative demonstrating the proposed site as designed & constructed, are required as outlined in 252: All maps shall be prepared at a scale of one inch equals one hundred feet : (b)(7) Groundwater Contour Map: shall depict groundwater contours, at 2 foot intervals, of the highest elevations of groundwater ever recorded at MSWLF based on monthly groundwater data recorded during subsurface investigation : (b)(9) Excavation Contour Map: Shall provide contours at 2 foot intervals for the bottom of the proposed excavation : (b)(10) Top of Liner Contour Map: To show contours at 2 foot interval for the top of liner. Detail of liner construction may be provided on this map or separate drawing : (b)(11) Leachate Collection System Map: Shall provide a plan view of leachate collection system design plotted on a copy of "top of liner contour" map. All pipes, sumps, risers, manholes, trenches, & other design specifications should be included : (b)(13) Details: Details of design specifications for leachate collection system, liner construction, well installation, dike sections, drainage channels, or other ground & surface water protective measures. WATER MANAGEMENT: Plans and specifications regarding the design, construction & maintenance of run-on/run-off control systems, & handling of leachate as outlined in 252: are required. In addition, each cell shall be designed, constructed, and operated in a manner that will prevent and avoid contamination of ground waters : (a)(1) 252: (a)(1) Run-on Control System: Plans & specifications regarding the design, construction & maintenance of a control system to prevent flow onto active portion of the landfill during peak discharge from 24-hour, 25-year storm : (a)(2) Run-off Control System: Plans & specifications regarding the design, construction & maintenance of a control system from the active portion of the landfill to collect & control a minimum volume of water resulting from 24-hour, 25-year storm. SUBSURFACE INVESTIGATION AND GROUNDWATER MONITORING: Subsurface investigation shall be performed in accordance with OAC 252:510-11, if the new cell is located outside of previously approved disposal area. A revised groundwater monitoring program is required if the new cell area is not covered by existing groundwater monitoring program. Page 3

4 LINERS: (252:510-13) All new landfills and lateral expansions shall be constructed with a composite liner and a leachate collection system that is designed and constructed to maintain less than a twelve (12) inch depth of leachate over the liner. Alternate liner designs that ensure the concentration values listed in Appendix B of the regulations are not exceeded & may be submitted for Departmental consideration. The Department shall be notified two (2) weeks prior to installation : Liner Installation & Testing (LIT) Plan: To include in the application all the information required for liner design, placement, construction & testing to assure continuous compliance with groundwater protection regulations. LIT report to include a control survey, visual inspection, hydraulic conductivity tests, and laboratory testing of undisturbed soil samples : Quality Assurance/Quality Control (QA/QC) Plan for the liner installation shall be included in the LIT Plan. Geomembrane liner: When a geomembrane liner is proposed, the application shall contain: (1) Manufacturer's written instructions for the storage, handling, installation, and seaming of the liner, including relevant warranty conditions; (2) A narrative description of any variations from the manufacturer's written instructions which the owner/operator proposes; and (3) Proposed panel layouts for the liner installation : Geomembrane design requirements (a) Properties. The geomembranes shall meet the minimum material properties of the National Sanitation Foundation (NSF) Standard Number 54, Flexible Membrane Liners, May, 1991, which is hereby incorporated by reference. (b) Manufacture. The geomembrane shall be manufactured of first-quality resin and shall be compounded and manufactured specifically for the purpose intended. (c) Defects. The liner material shall be free of holes, blisters, undispersed raw materials or any sign of contamination by foreign matter. Any such defect shall be repaired in accordance with manufacturer's recommendations. (d) Thickness. Determination of the nominal thickness shall be based on the following: (1) Less than three months exposure to weather. If the geomembrane is not to be exposed to weather or sunlight for longer than three (3) months, the nominal thickness shall be 60 mils for high density polyethylene (HDPE) and 30 mils for all other types of geomembranes. (2) More than three months exposure to weather. If the geomembrane is to be exposed to weather or sunlight for longer than three (3) months, the nominal thickness shall be 60 mils for HDPE and 45 mils for all other types of geomembranes. Page 4 ity Name A. Reviewer's Initials Tracking Date ce No T. Reviewer's Initials Tracking Date

5 (3) Applied stresses. A thicker geomembrane (60 to 100 mils) may be required to resist various stresses. (e) Chemical compatibility. The owner/operator shall provide documentation showing that the geomembrane will be chemically resistant to organic and inorganic chemicals present in the wastes proposed to be disposed. The test methods must meet the standards set by EPA Method 9090, Compatibility Test for Wastes and Membrane Liners, which is hereby incorporated by reference. 252: Geomembrane care Liner material shall be handled in a manner which will prevent the following: (1) damage by such activities as handling, traffic, smoking, and use of equipment and tools; (2) scratching or crimping of panels during unrolling. (3) damage of the underlying liner; (4) uplifting of in-place panels by wind; (5) and to minimize the wrinkles and compensate for those that cannot be prevented. 252: Anchor trench construction (a) Drawings. Anchor trench details shall be shown on the construction drawings. (b) Drainage. The anchor trench shall be adequately drained. 252: Geomembrane installation The subsurface on which the geomembrane is installed shall be smooth and free of stones, clods, rocks and other debris. This shall be certified on a daily basis by either the installer of the geomembrane and/or the project quality control person. The geomembrane shall be installed in direct and uniform contact with the compacted soil component. The maximum grade shall be determined by slope stability analysis. When geonets are proposed to be used in leachate collection system, the slope stability shall be sufficient to support it. (1) Temperature. The geomembrane shall be seamed only when the ambient air temperature is between 40 F and 104 F unless pre-construction site weld tests for the seaming reveal adequate results at lower temperatures. The geomembrane shall not be installed in the presence of excessive moisture or winds in excess of 30 miles per hour. (2) Shrinkage allowance. Bridging or stressed conditions in the geomembrane shall be avoided. Proper slack allowance for shrinkage shall be provided during installation and before the placement of a protective soil layer or waste. (3) Panel installation. (A) Overlap. Panels shall have a minimum four (4) inch finished overlap. (B) Orientation of seams. Seams shall be oriented Page 5

6 parallel to the line of maximum slope, i.e. oriented down, not across the slope. (C) Field seam restrictions. In corners and oddshaped geometric locations, the number of field seams shall be minimized. No base T-seam shall be closer than 5 feet to the toe of the slope. Seams shall be aligned with the least possible number of wrinkles and "fishmouths." If a fishmouth or wrinkle is found, it shall be relieved and capstripped. Field seaming must be performed by a hot shoe fusion welder, an extrusion welder, solvent bonding or an alternative method approved by the Department prior to use in the field. (4) Ancillary penetrations. Objects such as pipes, gas vents, manholes, sumps or other objects which may penetrate the liner shall be connected to the liner material in such a way that prevents leakage and unnecessary stresses. 252: Protective cover Geomembranes shall be covered with a protective cover of at least two (2) feet thick, consisting of at least one (1) foot of a drainage layer. The first one (1) foot of the protective cover shall be the drainage layer for the leachate collection system if pipes are used. The top one (1) foot shall consist of material that will not penetrate the liner. If a geonet is used, the protective cover shall consist of the geotextile and two (2) feet of material that will not penetrate the liner. Before the protective cover is placed over the geomembrane, all destructive and non-destructive testing must be completed and approved by the Quality Control Inspector. The cover material should be placed onto the geomembrane in a manner which will prevent pushing the material across the geomembrane. 252: Seam field tests (a) Frequency. A trial weld shall be made at the beginning of each seaming period and at least once every five (5) hours thereafter. Each seamer shall make at least one trial seam per day for each seaming device used during that day. Additional trial seams may be required. (b) Non-destructive tests. Non-destructive tests shall be performed over the full (100%) length of all field seams. Testing shall be by vacuum, pressure or air lance. (c) Destructive seam laboratory tests. Samples of field welds shall be collected at least every 500 feet for laboratory destructive testing. All holes in the geomembrane resulting from destructive seam sampling shall be repaired and tested in accordance with OAC 252: (b). The following laboratory tests shall be conducted on collected samples: (1) Shear test by method ASTM D4437/D882, Method A (modified) or equivalent thereof. Page 6 ity Name A. Reviewer's Initials Tracking Date ce No T. Reviewer's Initials Tracking Date

7 (2) Peel test by method ASTM D4437/D413 or equivalent thereof. PROCUMENT REQUIREMENTS: Prior to GCL deployment to the landfill, the contractor is to provide the CQC personnel the following:(1) Quality Control Certificates- Each GCL roll must have its unique identification number. A manufacturing QC certificate must be provided by the liner manufacturer for each roll of liner. Each roll of liner not produced consecutively within a 50,000 square foot batch must have an individual QC certificate. Each certificate shall include the results of average mass per unit area, clay content, hydraulic conductivity, and shear strength. GCL whose certificates indicate material which does not meet specifications defined in appendix C are to be marked conspicuously and removed from construction area; (2) Bentonite Certificates - The GCL manufacturer is to supply test results for every batch of bentonite for free swell, plate water absorption, mositure content, particle size, fluid loss, ph, and liquid/plastic limits; (3)Resumes of Installation Superintendent and Welding Supervisor - Installation superintendent is to have prior experience supervising installation of a minimum 1 million square feet of GCL. DEPLOYMENT: GCL rolls are to be visually inspected during deploment. The GCL is to be stored in a sealed waterproof plastic covering and stacked no higher than 2 rolls high. All GCL liner significantly hydrated or damaged by other means prior to installation is to be repaired or rejected and removed from the construction area. SURFACE RE-INSPECTION: The clay liner surface is to continue to be smooth and free of rocks, stones, sticks, roots, sharp objects, or debris that would damage the GCL. The surface will be inspected and cleard of any foreign objects (trash) associated with adjacent operations. The surface is to also remain to be free of irregularities, abrupt changed in grade and ruts. The surface is to provide a firm, unyielding foundation for the membrane with no sudden sharp or abrupt changes or break in grade. No standing water shall be allowed. PLACEMENT: The liner contractor is to deploy GCL panels in a manner to minimize the number of seams which run parallel to the toe of the slope within a distance equal to the roll width of the GCL liner from the toe and so as to minimize the number and length of seams in high stress areas of the cell. Overlap shall be no less than 6 inches or as recommended by the manufacturer, whichever is greater. POST-PLACEMENT INSPECTION: Page 7

8 Following placement of GCL, the GCL is to be visually inspected for holes, thin spots, loss of bentonite, or any signs of contamination by foreign material. All holes and thin spots will be marked and repaired with a GCL patch. Patches will be of the same GCL material as liner, and extend a minimum of 12 inches on all sides of the hole. Bentonite powder shall be added in overlap of GCL patches as prescribed by the GCL manufacturer. JOINING: There shall be no positive fixity of overlaps. Overlap edge shall align with overlap line. Bentonite powder shall be added in overlap of GCL liners as prescribed by the GCL manufacturer, or at a maximum of 50 pounds for every 200 feet of seam. RE-INSPECTION: Holes, tears, and rips shall be repaired by a GCL patch. Patches will be of the same GCL material as liner, and extend a minimum of 12 inches on all sides of the hole. Bentonite powder shall be added in overllap of GCL patches as prescribed by the GCL manufacturer. All patches for slope repairs shall be held in-place by an positive fixing type sealant approved by the manufacturer. Acceptance and Performance Testing: The mass per unit area and free swell testing is to be performed once as per ASTM D4354. The hydraulic conductivity and direct sheer testing is to be performed on 1 sample from every 100,000 square feet of installed GCL. A peel test of needle punched GCL is to be performed on 1 sample from every 20,000 square feet of installed GCL : Reconstructed Clay Liner: Below the geomembrane, a clay liner shall be installed at least 2 feet thick. This recompacted clay line shall meet the following design and performance standards. Design standards. A majority of each test for the following design standards shall be met so long as the permeability performance standard is satisfied: (I) Plasticity Index shall be greater than or equal to 10% (ASTM D4318); (ii) Liquid Limit shall be greater than or equal to 24% (ASTM D4318); (iii) Percent Fines Passing #200 Mesh Sieve shall be greater than or equal to 30% (ASTM D422); (iv) The amount of gravel (dry-weight percentage retained on the No. 4 sieve) shall be less than or equal to 20% (ASTM D422); (v) The largest particle size allowed shall be less than two (2) inches in diameter; (vi) After the soil is compacted, the water content of the soil shall be equal to or greater than optimum; (vii) After it is compacted, the minimum density of the soil shall be greater than or equal to 95% of the standard proctor density (ASTM D698) or 90% of the modified proctor density (ASTM D1557); Page 8 ity Name A. Reviewer's Initials Tracking Date ce No T. Reviewer's Initials Tracking Date

9 Performance standard. After it is compacted, the soil shall have a hydraulic conductivity that is no greater than 1.0 x 10-7 cm/sec : Subgrade preparation. The upper six (6) inches of the surface on which the liner is to be placed must be compacted to a minimum proctor density of 90%. Preconstruction tests. the Owner/operater shall sample the soil to be used for liner material at the minimum frequency of one sample per 10,000 cubic yards and perform the following test to ensure that the design standards shall be met. (I) Plasticity Index (ASTM D4318); (ii) Liquid Limit(ASTM D4318); (iii) Percent Fines Passing #200 Mesh Sieve(ASTM D422); (iv) Particle-size analysis (ASTM D422); (v) Soil classification (ASTM D2487); (vi) Moisture content (ASTM D2216 or ASTM D4643); (vii) Moisture-density relationship (ASTM D698 or ASTM D1557); Construction schedule. An anticipated schedule for the construction of the liner and tests shall be part of the permit application. The anticipated schedule should include the minimum amount of liner area to be constructed at one time and the estimated amount of liner to be used in a one year period. Construction. (A) Internal side slopes. Internal side slopes of disposal areas where the liner shall be constructed shall be no steeper than 3:1 (run:rise) unless an owner/operator provides supporting calculations. (B) Moisture content of liner material. If the soil must be moistened to wet of optimum, the water shall be distributed equally throughout. (C) Placement and compaction. In constructing each lift, the owner/operator shall: (i) Scarify the surface on which the lift shall be placed to a nominal depth of approximately one (1) inch; (ii) Place a lift of soil at a loose depth of nine (9) inches or less; (iii) Compact the lift to a depth of six (6) inches or less by the use of a heavy-footed roller. The roller shall be equipped with feet that fully penetrate the loose lift of soil. (iv) Remove rocks, cobbles, roots and other foreign objects over two (2) inches in diameter from the area; (v) Inspect for flaws, cracks and other defects; and Page 9

10 (vi) Make needed repairs. (D) Construction tests. As the liner is being constructed, the owner/operator shall perform moisture and density tests on each compacted lift at a rate of at least three (3) per acre for each approximate six (6) inch compacted lift. One of the following methods may be used: (I) Nuclear density method (ASTM D2922), if the nuclear density method is used, the owner/operator shall also use the conventional oven drying method (ASTM D2216) for every ten samples; (ii) Drive-cylinder method (ASTM D2937); (iii) Rubber balloon method (ASTM D2167); (iv) Sand-cone method (ASTM D1356); (v) Microwave drying method (ASTM D4643); or (vi) Conventional oven drying method (ASTM D2216). (E) Verification tests. After liner construction, the owner/operator shall perform the following tests and shall report the results in the LIT report. (i) A control survey shall be performed on a 100 foot grid which verifies the thickness of the constructed liner. (ii) A visual inspection shall be performed to ensure liner integrity. (iii) Hydraulic conductivity at the rate of two tests per acre on the bottom liner and one test per acre on the sides shall be performed on the upper twelve (12) inches of the finished liner according to one of the following methods: (I) Laboratory testing of undisturbed soil sample shall be done according to ASTM Test Method D5084 with a maximum effective confining stress of five (5) pounds per square inch (35 kpa). ASTM Method D1857 shall be used to retrieve the undisturbed soil sample for an in-situ laboratory test. (II) A field test for hydraulic conductivity shall be performed according to the sealed double ring infiltrometer test. (III) Any other method approved in advance by the Department. (F) Recompacted liner protection. After the liner is compacted, it shall be protected from desiccation cracking and frost damage. LEACHATE COLLECTION SYSTEM: A leachate collection system shall be installed in all new landfills and lateral expansions. The system shall consist of either a piping network, a geonet or an alternative design approved by the Department. 252: : Leachate collection system required The owner/operator shall install a leachate collection system in all new MSWLFs and lateral expansions of existing MSWLFs. The system shall consist of either a piping network, a geonet or an alternative design approved by the Department and shall be constructed from materials that are capable of withstanding chemical attack resulting from the anticipated leachate. Page 10 ity Name A. Reviewer's Initials Tracking Date ce No T. Reviewer's Initials Tracking Date

11 252: Leachate collection system design (a) Performance standard. The owner/operator shall estimate the leachate volume. The leachate collection system shall be designed to: (1) maintain one (1) foot or less of head above the top of the liner; (2) drain leachate toward the perimeter of the disposal area; and (3) provide at least a 5 foot separation above the highest measured groundwater elevation. (b) Leachate pipe system design standards. When pipes are proposed, the following design standards shall be incorporated into leachate collection system construction proposals: (1) Minimum pipe size and type. Pipe size shall be capable of withstanding the design loading and shall be at least six (6) inch diameter schedule 80 PVC, HDPE-SDR of 11, or equivalent approved by the Department. Piping with lesser strengths shall be acceptable if the owner/operator provides supporting calculations. (2) Pipe perforations. Pipe perforations shall be a maximum of 5/8 inches in diameter with a minimum of two (2) rows and shall be installed facing down. Pipe perforations shall be drilled at an angle between 45 and 60 from the vertical and shall be spaced according to design loading and anticipated volume of leachate. (3) Pipe bends. The piping system shall be designed with gradual sweep bends and shall be tied into a sump(s) designed to remove collected leachate from the system. (4) Drainage layer, protective cover and collection system. (5) Backfill. The owner/operator shall design a backfill in such a manner that will maintain flow into the pipes and protect the liner. A hydraulic conductivity of 1 x 10-2 cm/sec or greater must be demonstrated by the owner/operator. (c) Geonets. When geonet and geotextile fabrics are proposed to be used, the following minimum design standards shall apply: (1) Hydraulic conductivity. The hydraulic conductivity of the geonet shall be 1.0 x 10-1 cm/sec or greater. (2) Placement of geonet. The geonet shall be placed on the bottom and side slopes of the MSWLF, directly on top of the geomembrane. (3) Placement of geotextile. Geotextile fabric shall be placed directly on the drainage net. (4) Drainage layer, protective cover and collection system. (5) Leachate removal system. The geonet shall be tied into a removal pipe system designed to meet the standards for collection pipes. (d) Acceptable alternatives. Alternatives must be approved by the Department. 252: Quality assurance/quality control plan A written construction quality assurance/ quality control Page 11

12 (QA/QC) plan for the installation of the leachate collection system shall be included in the application. The plan shall also contain the following information: (1) A narrative describing proposed construction, including compaction testing of the clay backfill for liner penetration and cleanout sidewall burial, method of cleaning piping system prior to placement of wastes and methods of assuring liner integrity if the owner/operator anticipates that the liner will be breached during construction; (2) A listing of materials to be utilized in the construction of the leachate collection system; and (3) Drawings of the leachate collection system. 252: Leachate collection system cleanout (a) Placement. Cleanouts shall be placed at both ends of collection pipes. (b) Frequency. Pipes shall be cleaned out initially after the protective cover is placed over them, again after placement of the first lift of waste and subsequently once per year during final closure and post-closure maintenance. (c) Dimensions. The length of cleanout shall not exceed 600 feet and shall be at least the same diameter as the collection pipe. (d) Penetrations. Penetrations of the liner shall be minimized. (e) Sump. The leachate collection system shall contain at least one sump designed to be capable of automatic and continuous removal of leachate. The leachate collection system shall be routinely inspected, at least quarterly, to insure proper operation. 252: Leachate management (a) Storage. Leachate shall be stored in a manner that will not cause contamination. (1) Above-ground tanks. If above-ground tanks are used, adequate berming shall be provided to contain the entire contents of the tanks with a 2' freeboard. A liner adequate to prevent infiltration of the fluid shall be provided. (2) Below-ground tanks. If below-ground tanks are used, they shall be constructed in accordance with Oklahoma Corporation Commission General Rules and Regulations Governing Underground Storage Tanks in Oklahoma, OAC 165:25, Subchapter 7, which is hereby incorporated by reference. (3) Surface impoundments. If a surface impoundment is proposed, it shall have a liner consisting of a 60 mil HDPE over 2' of recompacted clay with the hydraulic conductivity of 1.0 x Surface water run-on control measures shall be provided. A minimum 3' freeboard shall be provided. (b) Treatment. Page 12 ity Name A. Reviewer's Initials Tracking Date ce No T. Reviewer's Initials Tracking Date

13 (1) Recirculation. The owner/operator may develop a plan for approval by the Department for leachate recirculation. At a minimum, such plan shall contain a routine testing protocol designed to assess the treatment effectiveness of the recirculation program. (2) Irrigation. The owner/operator may develop a plan for approval by the Department to utilize leachate for irrigating permanent vegetation over previously filled areas. At a minimum, the plan shall contain a routine testing program designed to ensure that the leachate will not harm the vegetation and shall provide for measures to ensure that leachate will not be discharged from the site. (3) Other. The owner/operator may develop a plan for alternative methods of leachate treatment for approval by the Department. (c) Publicly-owned treatment works (POTW). If leachate is to be discharged from the MSWLF into a municipal wastewater treatment plant, it shall be treated to meet applicable discharge standards. The owner/operator shall obtain prior written approval from the appropriate POTW, shall provide a copy to the Department and shall place a copy in the operating record. (d) National Pollutant Discharge Elimination System (NPDES). 252: Drawings and specifications The application shall contain drawings and specifications of the proposed leachate collection and management system at a scale not to exceed one inch equals 100 feet unless approved by the Department. The drawings shall include a map showing: (1) the location of all piping, cleanouts, manholes, tanks, pumps, and other appurtenances; (2) general layout of the collection system with approximate grades; and (3) other relevant information. 252: Construction report (a) The owner/operator shall submit drawings of the collection system, as constructed, to the Department for written approval before the placement of waste. The drawings shall include invert elevations to the nearest 0.01 foot at least every 25 feet along each collection pipe, changes in grade, and at all connections to structures. (b) The owner/operator shall submit a report, including the following: (1) a map which shows locations of system components tied to at least two permanent monuments; (2) the results of storage tank leak detection tests and initial pipe cleanout; (3) any deviations from the approved construction plan made necessary by changes of circumstances; and Page 13

14 (4) the method for phased tie-in of leachate collection pipes. 252: Performance evaluations The owner/operator shall submit quarterly reports of leachate volume collected, treated and/or disposed. Results of any monitoring programs shall be submitted in the quarterly reports. 252: Corrective action required In the event that the leachate collection system fails to perform as designed and as approved by the Department, the owner/operator shall submit a corrective action plan to the Department within 90 days. The owner/operator shall implement the plan within 30 days after departmental approval. CLOSURE COST AND FINANCIAL ASSURANCE: The owner/operator must revise the closure plan to reflect any changes due to the new cell construction. Any increase in the closure cost estimate and the amount of financial assurance shall be included in the revised closure plan. Page 14 ity Name A. Reviewer's Initials Tracking Date ce No T. Reviewer's Initials Tracking Date