NR 503.10(2)(h)7.7. A description of the waste inspection and rejection procedures, including use of the inspection pad for dumping and inspecting all incoming waste, actions to be taken to reject unacceptable waste, and movement of non-salvageable material from the pad to the landfill. The report shall also describe the procedures for identifying salvageable material and moving it from the inspection pad to the adjacent salvageable material storage area, and schedules for removing salvageable material to markets. NR 503.10(2)(h)8.8. A description of landfill operations, actions taken when phases of the landfill reach waste final grades, and closure of phases at waste final grades. The report shall include a discussion of the anticipated sequence of the required events for closure of the landfill and a discussion of those actions necessary to prepare the landfill for long-term care and final use. NR 503.10(2)(h)9.9. A proposed long-term care schedule describing the procedures to be utilized for the inspection and maintenance of cover vegetation; storm water control structures; waste or ground surface settlement or siltation; erosion damage; gas and leachate control features; gas, leachate and groundwater monitoring; and other long-term care needs. The report shall include a final use plan for the landfill. NR 503.10(2)(h)10.10. Specifications for construction, operation and closure of the landfill. These specifications shall include detailed instructions to the operator and any contractors for all aspects of construction and operation. References to specifications on the plan sheets shall be described. This may include information such as tank manufacturer installation instructions and pump performance criteria, materials and construction methods for sideslope risers, sidewall penetrations, sump areas and all piping located outside the limits of filling. NR 503.10(2)(h)11.11. An explanation of all design calculations to facilitate department review and provide the necessary information on financial responsibility for closure and long-term care of the landfill. The report shall include a discussion of all calculations, such as waste to cover balance computations, base liner and final covering soils materials needs related to available borrow soil volumes, stockpile sizing estimates, shear resistance calculations for geosynthetic materials and soil layers, design of the storm water management system, infiltration and leachate collection and leakage volumes. All calculations shall be summarized with the detailed equations presented in the appendix of the report. References to the appropriate plan sheets, from which variables are obtained for these calculations shall be included in these summaries. NR 503.10(2)(h)12.12. A detailed analysis in accordance with ch. NR 520 shall be made of the costs associated with closure of the landfill and of performing each year of long-term care. All assumptions used in developing the cost estimates shall be listed, including sources of the cost estimates and rationale for the selected cost factors. The anticipated operating life and replacement schedule of all engineering design features shall be addressed and reflected in the cost estimates. The proposed methods of establishing proof of financial responsibility for closure and long-term care under ch. NR 520 shall also be specified. NR 503.10(2)(h)13.13. An appendix shall be included which lists the references used and includes any additional data not previously presented, supplemental design calculations, material specifications, operating agreements and any miscellaneous agreements such as easements, documents related to long-term care funding and other appropriate information. At a minimum, the appendix of the report shall include the following written agreements: NR 503.10(2)(h)13.b.b. A signed clay procurement agreement or option for acquisition of the borrow source property for the volumes necessary to construct and close the first major phase of the landfill. NR 503.10(2)(h)14.14. Proposed environmental monitoring plan which, at a minimum, complies with the requirements of sub. (7). NR 503.10(3)(3) Design requirements. Intermediate size construction and demolition waste landfills shall be designed to contain and collect leachate to the maximum practical extent. This shall be accomplished by designing the landfill to meet the standards contained in the applicable portions of this subsection unless the department approves an alternate design which provides equal or greater protection. NR 503.10(3)(a)(a) If the applicant does not complete construction of the first major phase of the landfill within 2 years from the date of the report approval, the applicant shall reapply to the department for approval to construct the landfill. The department may require additional conditions of approval and require redesign of the landfill in accordance with state-of-the-art design criteria. NR 503.10(3)(b)(b) Except as provided in par. (c), all landfills regulated under this section shall be designed with a clay liner which meets the following requirements: NR 503.10(3)(b)1.b.b. A saturated hydraulic conductivity of 1x10-7 cm/sec or less, when compacted to required moisture contents and densities based on the modified Proctor method, standard Proctor method, or a department-approved line of optimums method. NR 503.10(3)(b)1.d.d. An average plasticity index of 12% or greater with no values less than 10%. NR 503.10(3)(b)2.2. The separation distance between the seasonal high groundwater table and the bottom of the clay liner shall be at least 10 feet except for zone-of-saturation landfills. NR 503.10(3)(b)3.3. The separation distance between the competent bedrock surface and the bottom of the clay liner shall be at least 10 feet. NR 503.10(3)(b)4.4. The slope of the clay liner surface toward the leachate collection lines shall be at least 2%. NR 503.10(3)(b)5.5. The minimum thickness of the clay liner at all locations shall be 3 feet. NR 503.10(3)(b)6.a.a. All clay layers in the liner shall be constructed in lift heights no greater than 6 inches after compaction using footed compaction equipment having feet at least as long as the loose lift height. As needed, clay shall be disked or otherwise mechanically processed prior to compaction to break up clods and allow for moisture content adjustment. Clod size shall be no greater than 4 inches. NR 503.10(3)(b)6.b.b. A sufficient number of passes of the compaction equipment shall be made over each lift of clay to ensure complete remolding of the clay. NR 503.10(3)(b)6.c.c. All clay shall be compacted to 90% modified or 95% standard Proctor density at a moisture content at least 2% wet of optimum if using the modified Proctor method and wet of optimum if using the standard Proctor method, based on the characteristics of the appropriate Proctor curve for the clay being placed. As clay placement proceeds, the minimum density and moisture content targets shall be adjusted as necessary. The department may approve alternate methods of determining the quality of clay placement. NR 503.10(3)(b)7.7. The slope of the interior sidewalls of a landfill may not exceed 3 horizontal to one vertical nor be less than 5 horizontal to one vertical. NR 503.10(3)(b)8.8. The clay liner in adjacent phases shall be keyed together to form a continuous clay seal. This shall be accomplished by excavating steps along the edge of the existing lined phase and overlapping the lifts of clay being placed for the liner of the new phase with the steps in the existing clay liner. A minimum of 4 steps shall be included, with the total width of the spliced area measuring a minimum of 15 feet. NR 503.10(3)(c)(c) All landfills regulated under this section which are proposed with base grades beneath the groundwater table shall meet the following requirements: NR 503.10(3)(c)1.1. The landfill shall be located in a fine-grained soil environment. NR 503.10 NoteNote: Fine grained soil environment is defined in s. NR 500.03 (86). NR 503.10(3)(c)3.3. An analysis shall be performed of the effect which groundwater flow may have on uplift of the liner. The analysis shall evaluate the effect of an underdrain or other dewatering system. NR 503.10(3)(d)(d) All landfills regulated under this section shall be designed with leachate collection systems which incorporate the following design features: NR 503.10(3)(d)1.1. A leachate collection system shall be included in each horizontal phase of the landfill. This system shall be designed to route leachate to the perimeter of the landfill in the most direct manner possible and limit the average leachate head level on the liner to one foot or less. The piping layout shall be such that leachate flows no more than 130 feet across the base of the liner before encountering a perforated leachate collection pipe. NR 503.10(3)(d)2.2. The minimum slope on all leachate collection pipes at the base of the landfill shall be a constant 0.5%. The department strongly recommends that greater pipe slopes be utilized whenever possible. NR 503.10(3)(d)3.3. The minimum diameter of all leachate collection or transfer pipes shall be 6 inches. Schedule 80 PVC pipe or an approved substitute shall be used. NR 503.10(3)(d)4.4. Leachate collection trenches for clay liners shall be designed as rectangular trenches. A geotextile shall be used to line the base and sidewalls of all leachate collection trenches and shall be placed directly over the clay liner. The geotextile shall have a minimum weight of 12 oz/yd2, and may not be overlapped over the top of the trench. NR 503.10(3)(d)5.5. The bedding material utilized in backfilling the leachate collection pipe trenches shall have a uniformity coefficient of less than 4, a maximum particle diameter of 1 1/2 inches, a maximum of 5% of the material which passes the number 4 sieve and consist of rounded to subangular gravel. A minimum depth of 4 inches of gravel shall be placed in the trenches prior to installation of the leachate pipes. The backfill shall also be placed so that a minimum of 6 inches of material exists above the top of the pipe and within the trenches. An additional 6 inches of material shall be mounded above the trench. In cases where the particle size of the drainage blanket is significantly less than the collection trench bedding, a properly designed graded soil filter or geotextile shall be utilized to minimize the migration of the drainage blanket material into the collection trenches. Limestone and dolomite may not be used in the leachate collection system unless no other suitable material is reasonably available. NR 503.10(3)(d)6.6. The sizing of sand, gravel, geotextiles and pipe openings shall be analyzed for control of piping of soil materials. The gradation of sand and gravel, the apparent opening size of geotextiles and the pipe opening sizes shall be selected to achieve a stable and self-filtering structure under all conditions of leachate flow. NR 503.10(3)(d)7.7. All leachate collection lines shall have cleanout access points installed on both ends of each line and may not exceed 1,200 feet from the end of one cleanout to the toe of the opposite slope. NR 503.10(3)(d)8.8. Leachate lines, manholes and other engineering structures may not penetrate the liner in the vertical direction. Leachate transfer lines may penetrate the liner in the horizontal direction only. The number of liner penetrations shall be kept to a minimum. NR 503.10(3)(d)9.9. Any leachate line that penetrates a clay liner shall have a 3 foot by 3 foot anti-seep collar placed around it. A minimum of 3 feet of compacted clay, as measured from the pipe, shall be placed around the collar in all directions. NR 503.10(3)(d)10.10. All leachate lines transporting leachate out of the landfill shall be constructed with valves so the flow of leachate can be controlled. The valves shall be compatible with the leachate and be capable of being operated from the ground surface. NR 503.10(3)(d)11.11. All leachate transfer lines located outside of the clay lined area shall be designed to assure groundwater protection through the use of double-cased pipe or by using another approved secondary containment method. All leachate transfer line piping shall be pressure tested prior to use. Unless otherwise approved by the department, the upslope end of the secondary pipe shall be sealed and the downslope end shall be open to allow any collected liquid to flow into the manhole. NR 503.10(3)(d)12.12. All leachate transfer lines, manholes, lift stations and other structures which transfer or store leachate outside the limits of waste shall be designed as shallow as practical and located far enough from the limits of filling so that excavations associated with repair of these devices would not infringe on the landfill cover system or sidewall liner. Each of these devices shall be constructed above the seasonal high groundwater table unless it is not technically feasible to do so and the design meets the requirements of subd. 11. NR 503.10(3)(d)13.13. Leachate collection tanks and manholes shall be designed with a secondary containment system to prevent the discharge of leachate to ground and surface waters in the event of a leak or spill. Means shall be provided to monitor the tank and manholes within the secondary containment system unless other means for leak detection are approved by the department. NR 503.10(3)(d)14.14. All leachate collection tanks shall be designed to contain the volume of leachate which is generated by the landfill over a 4 day period and to withstand the soil and liquid loads that will be encountered during installation and use. The installation of the tanks shall follow the recommendations of the consultant and manufacturer. NR 503.10(3)(d)15.15. Measures shall be proposed to prevent accidental discharges at the leachate loadout station from entering groundwater or surface water. Unless an alternate method is approved by the department, the leachate loading station shall be paved with a concrete or asphalt pad and sloped to a catch basin to direct all spills back into the leachate holding tank. NR 503.10(3)(d)16.16. All manholes and enclosed structures for leachate and gas control systems shall be designed to allow for proper venting and access control. NR 503.10(3)(d)17.17. All control systems such as pumps, valves and meters shall be designed to be operated from the ground surface. NR 503.10(3)(d)18.18. All leachate and groundwater collection systems shall be designed to accurately monitor the volume of liquid removed by the system. NR 503.10(3)(d)19.19. A minimum one foot thick granular drainage blanket shall be placed on top of the clay-lined base and sidewalls. The granular drainage blanket shall contain no more than 5% material by weight which passes the number 200 sieve, have a uniformity coefficient of less than 4 for gravel soils and less than 6 for sandy soils, and a hydraulic conductivity which is greater than or equal to 1x10-2 cm/sec at the anticipated field density. NR 503.10(3)(d)20.20. All major horizontal clay lined phases above the saturated zone shall be designed with a collection basin lysimeter to monitor the unsaturated zone. NR 503.10(3)(e)(e) All landfills regulated under this section shall be designed with final cover systems to minimize leachate generation by limiting the amount of percolation through the cap system, reduce landfill maintenance by stabilizing the final surface through design of compatible slopes and establishment of vegetation, account for differential settlement and other stresses on the capping layer, minimize the climatic effects of freeze-thaw and desiccation on the clay capping layer of the final cover system, and provide removal of leachate and venting of gas from those landfills which accept wastes with a high moisture content or which readily biodegrade. Unless it is established to the satisfaction of the department that portions of the final cover system are not needed, all new landfills and expansions of existing landfills regulated under this section shall be designed with a final cover system meeting the following requirements. NR 503.10(3)(e)1.1. A minimum 6 inch thick grading layer shall be designed over the final waste elevation to attain the required slope and provide for a stable base for subsequent system components. Daily and intermediate cover may be used for this purpose. NR 503.10(3)(e)2.2. A minimum 2 foot thick clay cap shall be designed to provide a low hydraulic conductivity barrier to percolation. Clay used for this layer shall meet the specifications in par. (b) 1. The clay capping layer shall be constructed in accordance with s. NR 504.06 (2) (f). NR 503.10(3)(e)3.3. A minimum 2.5 foot thick drainage and rooting zone layer shall be designed above the clay capping layer. This layer shall include a rooting zone to provide additional rooting depth for vegetation and to protect the clay capping layer from freeze-thaw damage and other environmental effects. It shall also include a drainage layer as specified in subd. 4. to allow for the drainage of liquid infiltrating through the cap. Soils available on or near the proposed landfill property may be proposed for the rooting zone layer. This layer may not be densely compacted. NR 503.10(3)(e)4.4. A drainage layer shall be designed immediately above the clay capping layer. The drainage layer shall consist of a minimum of one foot of sand with a minimum hydraulic conductivity of 1x10-3 cm/sec or a geosynthetic drain layer of equivalent or greater transmissivity. A perimeter drain pipe shall be placed at the low end of all final cover sideslopes. The drain pipe shall be surrounded by a minimum of 6 inches of gravel or sand with a minimum hydraulic conductivity of 1x10-2 cm/sec. A series of outlets at spacings no further than every 200 feet shall be designed around the perimeter. Modeling which supports the proposal of a different spacing may be submitted to the department. NR 503.10(3)(e)5.5. A minimum of 6 inches of topsoil shall be designed over the drainage and rooting zone layer to support the proposed vegetation. Fertilizer and lime shall be added in accordance with section 630, 2003 edition of the Wisconsin department of transportation standard specifications for highway and structure construction and the 2004 supplemental specifications in order to establish a thick vegetative growth. NR 503.10(3)(e)6.6. The seed type and amount of fertilizer applied shall be proposed depending on the type and quality of topsoil and compatibility with both native vegetation and the final use. Unless otherwise approved by the department in writing, seed mixtures and application rates shall be in accordance with section 630, 2003 edition of the Wisconsin department of transportation standard specifications for highway and structure construction and the 2004 supplemental specifications. Application rates for fertilizer and mulch shall also be specified. NR 503.10 NoteNote: Copies of 2003 edition of the Wisconsin department of transportation standard specifications for highway and structure construction and any annual supplemental specifications are available at http://www.dot.wisconsin.gov/business/engrserv/procedures.htm or can be obtained from the department of natural resources, bureau of waste management, 101 S. Webster Street, P.O. Box 7921, Madison, WI 53707-7921, (608) 266-2111, waste.management@dnr.state.wi.us. Copies are also available for inspection at the offices of the legislative reference bureau and the secretary of state. NR 503.10(3)(e)7.7. The proposed final use shall be compatible with protection of the final cover system. NR 503.10(3)(e)8.8. The landfill shall be designed with a system which allows gas venting from the entire landfill surface unless the landfill will utilize an active gas recovery system. An analysis shall be performed to determine the spacing needed between gas venting trenches for an effective system. The system shall be designed with a continuous layer below the capping layer which allows surficial venting from the waste final surface. This layer may be part of the grading layer required in subd. 1. if the specifications in this subdivision are met. This layer shall consist of a minimum of one foot of granular soil with a minimum hydraulic conductivity of 1x10-3 cm/sec, a series of flexible, perforated pipes connected to a series of outlets. A minimum of one gas monitoring well shall be located on each side of the landfill. The wells shall be constructed in accordance with s. NR 507.11. NR 503.10(3)(f)(f) All landfills regulated under this section shall be designed with storm water drainage ditches, structures and sedimentation basins designed to control rainfall runoff and limit entrained sediment from reaching surface water bodies. At a minimum, the storm water control system shall comply the following: NR 503.10(3)(f)1.1. All landfills shall incorporate the following concepts in the design of both temporary and permanent erosion and sediment control measures: NR 503.10(3)(f)1.d.d. Runoff shall be diverted away from disturbed areas and active fill areas. NR 503.10(3)(f)1.f.f. Drainageways and outlets shall be prepared to handle concentrated or increased runoff. NR 503.10(3)(f)2.2. Storm water drainage ditches, structures and sedimentation basins shall be designed to be constructed during the initial stages of construction. NR 503.10(3)(f)3.3. All temporary and permanent storm water drainage ditches, swales, conveyance channels, channel linings, outlet protections, culverts and other storm water control structures shall be designed using a 25 year, time of concentration storm event to determine peak flow rates. The design calculations shall each be performed for the period in the landfill’s development where the combination of surface conditions and contributing acreage would result in the greatest runoff volume. NR 503.10(3)(f)4.4. Temporary and permanent sediment control measures shall be designed to settle 0.015 mm size particles for all storms up to and including the 25 year, 6-hour storm event. The surface area for sediment basins shall be calculated using the average rainfall intensity over the 25 year, 6-hour storm event for the landfill. Principal spillway, emergency spillway and outlet protection for sediment basins shall be designed to pass a 25 year, time of concentration storm event. Emergency spillways for sedimentation basins shall be designed to pass a 100 year, time of concentration storm event. The design of the dewatering structures for sediment basins shall be selected such that the basin is dewatered in no less than 3 days. An analysis shall be performed to document compliance with this requirement. The design calculations shall be performed for the period in the landfill’s development where the combination of surface conditions and contributing acreage would result in the greatest runoff volume. NR 503.10(3)(f)5.5. Storm water shall be diverted away from the active fill area of the landfill and any borrow areas to a sedimentation control structure. The design calculations shall be performed for the period in the landfill’s development where the combination of surface conditions and contributing acreage would result in the greatest runoff volume. NR 503.10(3)(f)6.6. Containment berms placed around active fill areas shall be designed to control and collect the liquid volume resulting from the 25 year, 24-hour storm event. The design shall consider the volume of liquid generated from active fill areas which shall include areas with exposed solid waste or areas with waste covered by daily cover. Storm water in contact with active fill areas shall be handled and treated as leachate in accordance with ch. NR 506. NR 503.10(3)(f)7.7. Storm water drainage ditches, structures and sedimentation basins shall discharge along existing drainage patterns capable of accepting the anticipated flow volume. An analysis shall be performed to determine the amount and velocity of runoff prior to landfill development and to document compliance with this requirement. NR 503.10(3)(f)8.8. Storm water diversion and construction at a landfill shall be designed to minimize impacts on adjacent property, such as erosion, sedimentation and flooding. NR 503.10 NoteNote: Design of storm water management features shall include consideration of other applicable requirements of the department. Requirements include, but are not limited to, ch. NR 103, and permits required by ch. 30, Stats. NR 503.10(3)(g)(g) All landfills regulated under this section shall be designed with an inspection pad and storage areas for salvageable material as follows: NR 503.10(3)(g)1.1. The inspection pad shall be located outside of the landfill’s lined area. It shall consist of a permanent, all weather surface which is not readily permeable. The surface of the pad shall be concrete, asphalt or an alternative material approved by the department. NR 503.10(3)(g)2.2. The pad shall be designed to be of sufficient size to allow dumping of waste material directly from waste hauling vehicles and prevent delaying subsequent trucks waiting to dump loads. NR 503.10(3)(g)3.3. Storage areas for salvageable material shall be designed adjacent to or in close proximity to the inspection pad. At a minimum, storage areas shall be designated for clean soil, broken concrete and pavement, and clean wood. NR 503.10(3)(g)4.4. The department may require the construction of storage pads and storm water control structures for the salvageable material storage areas. NR 503.10(3)(h)(h) All landfills regulated under this section shall be designed to meet the following requirements: NR 503.10(3)(h)1.1. A method of controlling any dust or windblown debris shall be included in the landfill design. The factors which will be considered by the department when evaluating alternative provisions for controlling dust and windblown debris include the remoteness of the landfill, natural screening, windbreaks and waste types.
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Chs. NR 500-599; Environmental Protection – Solid Waste Management
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