NR 213.11(3)(a)(a) Synthetic liners shall have a minimum thickness of 30 mils.
NR 213.11(3)(b)
(b) Synthetic liners shall be installed under the direct supervision of a qualified manufacturer's representative.
NR 213.11(3)(c)
(c) To a depth of 6 inches below the bottom of synthetic liners, the soil shall be free from large rocks, angular stones, soil clumps, sticks or other material which may puncture the liner.
NR 213.11(3)(d)
(d) Synthetic liners shall be securely anchored into the dike berm.
NR 213.11(3)(e)
(e) Venting shall be provided beneath synthetic liners to prevent failure as a result of backpressure from gas accumulation or fluctuations in the watertable elevation. If a liner cover is provided, this requirement may be waived.
NR 213.11(3)(f)
(f) Prior to constructing synthetic liners, the underlying soils shall be treated with an herbicide in accordance with the manufacturer's recommendations.
NR 213.11 History
History: Cr.
Register, July, 1984, No. 343, eff. 8-1-84; renum. from NR 213.08,
Register, June, 1990, No. 414, eff. 7-1-90.
NR 213.12
NR 213.12
Quality assurance and testing requirements. NR 213.12(1)(a)(a) All liners shall be tested before the lagoons are put into operation to ensure that all performance standards and design specifications as approved have been met. A post-construction report shall be submitted to the department for approval prior to discharging any wastes into the lagoons. The report shall include: all material test results required under
sub. (2) or
(3); plan sheets illustrating final elevations, slopes and test locations; a discussion of weather conditions and any unexpected conditions encountered during construction.
NR 213.12(1)(b)
(b) Testing shall be performed in accordance with
sub. (2) or
(3), or any other method approved by the department.
NR 213.12(1)(c)
(c) All tests shall be performed under the direct supervision of the design engineer except for tests on synthetic or soil-bentonite liners, which shall be performed under the direct supervision of a representative of the manufacturer unless otherwise specified by the department in the plan approval.
NR 213.12(2)(a)(a) Following completion of construction and prior to being put into use, core samples of soil or soil-bentonite liners shall be taken in accordance with ASTM D1587 (1983). A minimum of 5 samples per acre of liner surface shall be taken. The samples shall be split proportionately between the wetted areas of the bottom and interior walls of the dikes relative to the total area of each and spaced to provide representative samples of the liner. For lagoons less than one acre in size, a minimum of 5 samples shall be taken.
NR 213.12(2)(b)
(b) The core samples shall be tested by a soil testing laboratory or engineering firm for the following parameters: dry unit weight density, moisture content, degree of compaction, liner thickness, particle size distribution and Atterberg limits. Additionally, permeability tests shall be performed on a minimum of 3 of every 5 core samples. The design standards for liner thickness and permeability shall be considered met if:
NR 213.12(2)(b)1.
1. The average thickness of soil or soil-bentonite liners and cover samples, analyzed separately, are equal to or greater than the specified design thickness; and
NR 213.12(2)(b)2.
2. An individual sample does not have a thickness which is less than the design thickness by more than 0.1 foot; and
NR 213.12(2)(b)3.
3. The permeability of at least 60% of the liner samples tested are equal to or less than the design permeability; and
NR 213.12(2)(b)4.
4. An individual sample does not have a permeability more than one order of magnitude greater than the design permeability.
NR 213.12(2)(c)
(c) All test holes shall be backfilled using materials identical to the liner design materials and compacted.
NR 213.12(3)
(3) Synthetic liners. Subsequent to installation of synthetic liners and prior to placement of the liner cover, all field constructed seams shall be tested in accordance with the manufacturer's recommendations to insure the integrity of the liner. All faulty seams shall be repaired and retested until a proper seal is obtained.
NR 213.12 Note
Note: Copies of ASTM D1587 may be inspected at the offices of the department, the secretary of state and the legislative reference bureau. Copies of ASTM standards may also be obtained from the American Society for Testing and Materials, 1916 Race Street, Philadelphia, PA 19103.
NR 213.12 History
History: Cr.
Register, July, 1984, No. 343, eff. 8-1-84; renum. from NR 213.09,
Register, June, 1990, No. 414, eff. 7-1-90; am. (2) (a),
Register, April, 1991, No. 424, eff. 5-1-91.
NR 213.13
NR 213.13
Requirements for sweet corn silage stacks of greater than 150 tons which do not exceed 1200 tons at any one time. Sweet corn silage stacks which do not exceed 1200 tons per site at any one time are not required to meet the specifications of
s. NR 213.14 if
subs. (1),
(2) and
(3) are met. This section does not apply to sweet corn silage stacks of less than 150 tons per site at any one time.
NR 213.13(1)
(1) General site criteria. Sites used for stacking of sweet corn silage which do not exceed 1200 tons per site at any one time shall meet the following conditions:
NR 213.13(1)(a)
(a) At least 50% of the natural soil in the upper 24 inches passes a No. 200 sieve.
NR 213.13(1)(b)
(b) No greater than 5% by weight of the upper 24 inches of the natural soil is retained on a No. 4 sieve.
NR 213.13(1)(c)
(c) The plasticity index of the natural soil is equal to or greater than 7.
NR 213.13(1)(d)
(d) The stack is located at least 1000 feet from any well serving a community public water supply system and at least 250 feet from any other potable water supply well.
NR 213.13(1)(e)
(e) The stack is located at least 500 feet from an inhabited dwelling except that this distance may be reduced with the written permission from the owner and occupants of the residence.
NR 213.13(1)(f)
(f) The stack is located at least 5 vertical feet from the groundwater or bedrock.
NR 213.13(1)(g)
(g) The base of the stack is located on a site that does not exceed 2% slope.
NR 213.13(1)(h)
(h) The stack is located at least 200 feet from the nearest surface water.
NR 213.13(2)
(2) Leachate management. Leachate from the stack shall be collected and landspread in a manner that prevents surface water and groundwater pollution.
NR 213.13(3)
(3) Documentation of compliance. Documentation of compliance with
subs. (1) and
(2) shall be submitted to the department for review and acceptance prior to use of the site for stacking of sweet corn silage.
NR 213.13 History
History: Cr.
Register, June, 1990, No. 414, eff. 7-1-90.
NR 213.14
NR 213.14
Stack structures for by-product solids. This section shall be applicable to all by-product solids stacks except those stacks identified in
s. NR 213.02 (2) (e) or those stacks which meet the requirements of
s. NR 213.13.
NR 213.14(1)(a)(a) An engineering report and plans and specifications shall be submitted to the department for approval in accordance with s.
281.41, Stats., prior to initiating construction.
NR 213.14 Note
Note: The department recommends that whenever possible, a preliminary engineering report outlining the project and including any available information required under par. (b) be submitted prior to submittal of final plans.
NR 213.14(1)(b)
(b) The engineering report shall outline the entire project and include, at a minimum, the following information: legal description of the site subgrade conditions, soil classification, percent soil passing a No. 200 sieve, soil plasticity index, depth to bedrock and to seasonal high groundwaters, waste sources, and waste volume and materials and specifications of the proposed structure.
NR 213.14(2)(a)(a) The base, walls and joints of the by-product solids stack structure shall be constructed for maximum containment of any leachate generated such that all leachate is conveyed to and stored in an approved leachate storage facility.
NR 213.14(2)(b)
(b) The minimum slope for the base of the structure shall be 2%.
NR 213.14(2)(c)
(c) Construction of bituminous concrete structures and concrete structures shall comply with the WDOT standards for road and bridge construction. Other materials for stack structures may be proposed in the plans and specifications submitted to the department. Approval of any material shall be based on the capability of the material to meet the purpose of this chapter.
NR 213.14 Note
Note: Copies of WDOT standards may be inspected at the offices of the department, the secretary of state and the legislative reference bureau.
NR 213.14(3)(a)(a) Prior to construction, the site area shall be cleared of all vegetation, brush, roots and stumps. Materials encountered above the required elevations shall be excavated and all depressions in the subgrade shall be filled. The subgrade shall be smoothed, shaped and compacted to the required grade, section and uniform density. The subgrade shall be scarified to the depth necessary for shaping and compaction. Stones over 6 inches in diameter shall be removed during site preparation.
NR 213.14(4)
(4) Bituminous concrete structure design and construction criteria. NR 213.14(4)(a)(a) The pavement structure shall consist of a minimum of 10 inches of well drained subgrade or subbase. A suitable subgrade is one with 35% or less passing a No. 200 sieve, and a plasticity index of 10 or less. The base course shall contain a minimum 8 inches of crushed aggregate and the surface course shall be 3 inches of bituminous concrete pavement in 2 layers.
NR 213.14(4)(b)
(b) The aggregates of the base course shall conform to the gradation requirements for gradation No. 2 in accordance with sec. 304.2.6 WDOT standards for road and bridge construction.
NR 213.14(4)(c)
(c) The aggregates of the bituminous concrete pavement may not be of dolomitic or limestone origin.
NR 213.14(4)(d)
(d) The bituminous concrete pavement shall be laid in 2 lifts of a minimum 1
3⁄
4 inch binder course and 1
1⁄
4 inch surface course.
NR 213.14(4)(e)
(e) The bituminous mix design laboratory sheet shall be submitted with the plans and specifications.
NR 213.14(4)(f)
(f) Aggregates in the binder course shall conform to the gradation requirements for gradation No.
NR 213.14(4)(f)2.2. Aggregates in the surface course shall conform to the gradation requirements for gradation No. 3. in accordance with sec. 304.2.6., WDOT standards for road and bridge construction.
NR 213.14(4)(g)
(g) The asphalt shall meet the 120-150 penetration grade in accordance with AASHTO T49.
NR 213.14 Note
Note: Copies of AASHTO T49 may be inspected at the offices of the department, the secretary of state and the legislative reference bureau.
NR 213.14(4)(h)
(h) The design mix of asphalt cement and aggregates shall yield a Marshall stability of no less than 1000 with an air void of the compacted mixture no more than 2%.
NR 213.14(4)(i)
(i) The binder course shall be compacted to at least 93% 50 blow Marshall. The surface course shall be compacted to at least 95% 50 blow Marshall.
NR 213.14(4)(j)
(j) The surface course shall be applied such that a minimum 2 foot overlap is to be provided over the binder course joints.
NR 213.14(4)(k)
(k) Curbing or side walls shall be provided at the perimeter of the base and be sealed to prevent exfiltration at the seams and undercutting by rainfall. Dumping pads shall be paved and contiguous with the structure.
NR 213.14(4)(L)
(L) A qualified inspector shall be on site during construction to document compaction measurements. Compaction shall be measured with a nuclear density meter, or other approved method.
NR 213.14 Note
Note: The department believes that properly mixed and applied bituminous concrete is a suitable construction material for by-product stacking structures. However, since longer-term studies have not yet been performed, the long-term performance of this material with this particular use cannot be predicted at this time.
NR 213.14 Note
Note: Copies of WDOT standard 304.2.6 may be inspected at the offices of the department, the secretary of state and the legislative reference bureau.
NR 213.14(5)
(5) Concrete structure design and construction criteria. NR 213.14(5)(a)(a) The pavement structure shall consist of a minimum of 10 inches of well drained soil subgrade or subbase. A suitable subgrade is one with 35% or less passing a No. 200 sieve and a plasticity index of 10 or less. The base course shall contain a minimum 4 inches of crushed aggregate and the surface course shall be 6 inches of concrete.
NR 213.14(5)(b)
(b) Curbing or side walls shall surround the base and be sealed to prevent exfiltration at the seams and undercutting by rainfall. Dumping areas shall be paved and contiguous with the structure.
NR 213.14(5)(c)
(c) The surface course curbing and walls shall be protected from chemical and biological decomposition with an appropriate sealant which is resistant to degradation from sunlight.
NR 213.14(5)(d)
(d) The aggregates of the base course shall conform to the gradation requirements for gradation no. 2 in accordance with sec. 304.2.6, WDOT standards for road and bridge construction.
NR 213.14(5)(e)
(e) Coarse aggregates of the concrete mixture shall be well graded between the limits specified in size no. 1 gradation in accordance with sec. 501.3.6.4.5 WDOT standards for road and bridge construction.
NR 213.14(5)(f)
(f) The concrete shall meet the mix grade A air-entrained concrete classification and a water to cement ratio of no greater than 0.45 with 6% air plus or minus 1%.
NR 213.14(5)(g)
(g) Metal reinforcing rods or mesh shall be provided in the pavement structure.
NR 213.14(5)(h)
(h) Contraction joints shall be placed no greater than 20 feet apart in all directions.
NR 213.14(5)(i)
(i) Contraction and construction joints shall be sealed with appropriate caulk or sealant to prevent leakage. The proposed sealant shall be specified in the plans and specifications.
NR 213.14 Note
Note: Copies of WDOT standards 304.2.6 and 501.3.6.4.5 may be inspected at the offices of the department, the secretary of state and the legislative reference bureau.
NR 213.14(6)
(6) Annual inspection and maintenance. All visible cracks shall be cleaned and sealed. A report summarizing the inspection and maintenance performed to the by-product solids stack structure shall be prepared and submitted to the department in accordance with the WPDES permit. An operation and maintenance plan shall also be included in the plans and specifications.
NR 213.14(7)(a)(a) Design and construction criteria for a leachate collection system, consisting of conveyance and storage, shall be included with the plans and specifications. The system shall be totally contained and constructed in accordance with subch.
II or
s. NR 213.15.
NR 213.14(7)(b)
(b) The leachate storage structure shall be sized to provide adequate capacity to store the leachate generated between disposal events and normal rainfall as well as the larger volume generated by a 10-year, 24 hour rainfall event. The length of time between disposal events shall be specified in the management plan required in
ch. NR 214, and shall take into account such factors as availability of labor, leachate disposal equipment, and availability of leachate disposal sites.
NR 213.14(8)
(8) Surface water runoff diversion structures. A surface water runoff diversion system shall be provided in the storage structure design.
NR 213.14 History
History: Cr.
Register, June, 1990, No. 414, eff. 7-1-90.
NR 213.15
NR 213.15
Storage tanks. Storage tanks shall be designed, installed and maintained to prevent leaks due to corrosion or structural failure.
NR 213.15(1)
(1) Underground storage tanks shall be designed such that:
NR 213.15(1)(a)
(a) They are cathodically protected against corrosion, constructed of noncorrosive material, constructed of coated steel with noncorrosive material or its equivalent.
NR 213.15(1)(b)
(b) The materials of the tank or liner are compatible with the stored substance.
NR 213.15(1)(c)
(c) An inspection manhole, vent and high water alarm are provided.
NR 213.15(1)(d)
(d) Periodic testing shall be performed, such as pressure testing, to ensure the integrity of the tank is maintained.
