NR 110.23(2)(b)1.1. Solution-feed vacuum type chlorinators or positive displacement type hypochlorite feeders shall be used.
NR 110.23(2)(b)2.
2. An ample supply of water shall be supplied for operating the chlorinator.
NR 110.23(2)(b)3.
3. Chlorinators and feed equipment shall be sized to handle the maximum design chlorine demand.
NR 110.23(2)(b)4.
4. Chlorinators shall be equipped to provide control of chlorine application through the full range of design chlorine demand. If necessary, more than one rotometer shall be supplied to ensure control of chlorine application through the design range.
NR 110.23(2)(b)5.
5. Scales or other means of determining chlorine usage shall be provided. Scales shall be of corrosion-resistant material.
NR 110.23(2)(b)6.
6. Evaporators for converting liquid chlorine to a gas may be used if necessary.
NR 110.23(2)(c)1.1. Only piping systems specifically manufactured for chlorine service shall be used.
NR 110.23(2)(c)2.
2. Due to the corrosiveness of wet chlorine, all lines designed to handle dry chlorine shall be protected from the entry of water or air containing water.
NR 110.23(2)(d)
(d) Chlorine control systems. In all systems with an average design flow of greater than 945 cubic meters per day (0.25 million gallons per day), the chlorine feed mechanism shall be provided with either an automatic flow proportional control or an automatic residual control. Chlorine residual analyzers shall be located near the chlorine contact tank. The total response time for automatic residual control systems may not exceed 3 minutes.
NR 110.23(2)(e)1.1. The chlorine shall be mixed as rapidly as possible. This may be accomplished by either the design of a turbulent flow regime or the use of a mechanical flash mixer.
NR 110.23(2)(e)2.
2. A chlorine contact tank shall be provided and shall be sized to provide a detention time of 60 minutes at average design flow or 30 minutes at maximum hour design flow.
NR 110.23(2)(e)3.
3. Chlorine contact tanks shall be baffled to provide a flow channel with a minimum length to width ratio of 40:1.
NR 110.23(2)(e)4.
4. The department may approve contact tanks which do not comply with the requirements of this paragraph. Such facilities, however, shall be field tested to demonstrate that short circuiting of hydraulic flow through the contact chamber does not occur.
NR 110.23(2)(f)1.1. Dechlorination shall be provided in accordance with WPDES permit requirements.
NR 110.23(2)(f)2.
2. Dechlorination chemicals shall be rapidly mixed with the effluent.
NR 110.23(2)(f)3.
3. Sulfur dioxide dechlorination systems shall be designed in the same manner as chlorination systems.
NR 110.23(2)(f)4.
4. Effluent reaeration shall be provided after dechlorination if necessary to insure adequate dissolved oxygen concentration in the receiving stream.
NR 110.23(2)(f)5.
5. Dechlorinated effluent shall be monitored for chlorine residual and dissolved oxygen in accordance with WPDES permit requirements.
NR 110.23(2)(g)1.1. Respiratory air-pack protection equipment, meeting the requirements of the national institute for occupational safety and health (NIOSH) shall be available where chlorine gas is handled, and shall be stored at a convenient location. The equipment may not be stored inside any room in which chlorine is used and stored. The equipment shall use compressed air or oxygen, have at least a 30-minute capacity, and be compatible with the units used by the fire department having jurisdiction over the plant.
NR 110.23(2)(g)2.
2. A plastic bottle of ammonium hydroxide shall be provided for the detection of chlorine leaks.
NR 110.23(2)(g)3.
3. Leak repair kits shall be provided when one ton chlorine cylinders are used.
NR 110.23(3)
(3)
Ultraviolet disinfection. Provisions shall be made to clean ultraviolet units without loss of disinfection. This shall be accomplished by installing multiple ultraviolet units, by providing ultrasonic cleaners, or by providing an effluent holding tank with a capacity of one hour detention at average design flow.
NR 110.23 History
History: Cr.
Register, November, 1974, No. 227, eff. 12-1-74; r. and recr.
Register, March, 1978, No. 267, eff. 4-1-78; r. and recr.
Register, February, 1983, No. 326, eff. 3-1-83;
CR 09-123: am. (2) (d) and (e) 2.
Register July 2010 No. 655, eff. 8-1-10.
NR 110.24(2)(a)(a) Number of cells. A minimum of 2 treatment cells shall be provided for aerated lagoons and stabilization ponds. Where a controlled discharge is required, additional effluent storage cells shall be provided.
NR 110.24(2)(a)1.
1. For aerated lagoons designed to treat domestic wastewater only, the hydraulic detention time of each cell shall be based on the following formula:
Where:
T = detention time, days
E = BOD removal efficiency, percent
K = Reaction coefficient (log base e), days-1
NR 110.24(2)(a)1.b.
b. The reaction coefficient (K) must be adjusted for temperature according to the formula:
KT = K20QT-20
Where:
KT = Corrected reaction coefficient
K20 = 0.5
Q = 1.07
T = Low design temperature, °C
NR 110.24(2)(a)2.
2. The appropriate summertime and wintertime reaction coefficients for aerated lagoons designed to treat combined domestic and industrial wastewater shall be determined from laboratory or pilot studies, or from operating data of existing full scale aerated lagoons which are treating similar wastewater. The reaction coefficients developed shall be used to calculate the required detention time.
NR 110.24(2)(a)3.
3. In addition to the treatment volume calculated in subd.
1. or
2., quiescent settling zone or cell shall be provided for aerated lagoon systems. Minimum settling time shall be 6 days for surface water discharge, and 3 days for land disposal discharge.
NR 110.24(2)(a)4.
4. Aerated lagoons designed to treat combined domestic and industrial wastewater shall be provided with the means to recirculate final lagoon effluent to the first treatment cell.
NR 110.24(2)(b)1.1. Stabilization ponds may be used to treat domestic wastewater. Combined domestic and industrial wastewater may be treated in stabilization ponds only if the treatability of the industrial wastewater is demonstrated through pilot testing.
NR 110.24(2)(b)2.
2. The BOD
5 loading to any one stabilization pond may not exceed 23 kilograms per hectare (20 pounds per acre) per day.
NR 110.24(2)(b)3.
3. A minimum hydraulic detention time of 150 days at the average design flow shall be provided in the entire stabilization pond system. In accordance with s.
NR 210.06 (3) (h), a stabilization pond system which discharges to surface water, and has a hydraulic detention time of 180 days or longer at average design flow, does not require disinfection except in extenuating circumstances.
NR 110.24(3)(b)1.1. For all lagoons not sealed with a synthetic liner, a minimum separation distance of 1.25 meters (4 feet) shall be maintained between the bottom of lagoons and the highest recorded or indicated seasonal groundwater table elevation.
NR 110.24(3)(b)2.
2. For all lagoons sealed with a synthetic liner, a minimum separation distance of 60 centimeters (2 feet) shall be maintained between the bottom of the lagoon and the highest recorded or indicated seasonal groundwater table elevation.
NR 110.24(3)(c)
(c) Separation from bedrock. A minimum separation of 3 meters (10 feet) shall be maintained between the bottom of lagoons and bedrock. The department may waive this requirement on a case-by-case basis if it can be demonstrated that a lesser separation distance will not cause groundwater quality problems. Criteria which will be evaluated to waive this requirement include the depth to bedrock, the type of bedrock, the fracture condition of the bedrock, the direction of groundwater movement, the existing groundwater quality, and the downgradient uses of the groundwater.
NR 110.24(3)(d)1.1. Backhoe test pits and soil borings shall be conducted at each proposed lagoon site. Logs of the test pits and soil borings shall be submitted with the facilities plan as required in s.
NR 110.09 (8) (a). Soil boring and test pit analyses shall be conducted by an independent soil testing laboratory, a qualified engineering firm or an individual or firm which has demonstrated the capability to perform and evaluate such tests.
NR 110.24(3)(d)2.
2. Soil borings and test pits shall be used to determine subsurface soil characteristics and variability, seasonal high groundwater level and elevations, and type, nature and depth to bedrock. Soils shall be classified according to the unified soil classification system. Cross-sections using the soil boring and test pit logs shall be prepared and submitted with the facilities plan.
NR 110.24(3)(d)3.
3. Soil sampling shall be performed in accordance with ASTM D1586-08a or ASTM D1587-08.
NR 110.24(3)(d)4.
4. Soil profile descriptions shall be written for all soil test pits. The thickness in inches and the difference between each soil horizon shall be indicated for each test pit. Horizons shall be differentiated on the basis of color, texture, soil mottles or bedrock. Depth shall be measured from the ground surface and the slope at the test pit shall be indicated.
NR 110.24(3)(d)5.
5. A minimum of one soil boring per acre shall be conducted at each lagoon site. The number of test pits and borings shall be sufficient to adequately characterize the soil type and variability and delineate unsuitable soil areas in the field. The department may require additional soil borings and test pits to properly describe the site soils, bedrock or groundwater conditions.
NR 110.24(3)(d)6.
6. Each boring shall have a minimum depth of 7.6 meters (25 feet) or to bedrock.
NR 110.24(3)(e)
(e) Lagoon shape. The shape of lagoons shall be such that there are no narrow or elongated portions. Islands, peninsulas or coves will not be approved. Dikes shall be rounded at corners to minimize accumulations of floating materials. Commonwall dike construction is encouraged. Round, square or rectangular lagoons with a length not exceeding 3 times the width are recommended.
NR 110.24(3)(f)4.
4. A minimum one meter (3 feet) freeboard from operating water surface to the top of dikes shall be provided.
NR 110.24(3)(g)1.1. A minimum liquid depth of 0.6 meters (2 feet) for stabilization ponds and 1.8 meters (6 feet) for aerated lagoons shall be provided.
NR 110.24(3)(g)2.
2. Maximum water depth may not exceed 1.8 meters (6 feet) for stabilization ponds and 4.3 meters (15 feet) for aerated lagoons.
NR 110.24(4)(a)(a) General. All lagoons shall be sealed to prevent excessive exfiltration.
NR 110.24(4)(b)1.1. Loss of water from wastewater treatment or storage lagoons may not exceed 10 cubic meters per water surface hectare (1,000 gallons per acre) per day and loss of water from sludge storage or treatment lagoons or other sludge handling facilities may not exceed 5 cubic meters per sludge surface hectare (500 gallons per acre) per day.
NR 110.24(4)(b)2.
2. In circumstances where soil or groundwater characteristics, groundwater quality, or waste characteristics warrant, the department may require exfiltration rates less than 10 cubic meters per water surface hectare (1,000 gallons per acre) per day for wastewater treatment or storage lagoons.
NR 110.24(4)(c)1.1. Soil materials or synthetic liners approved by the department may be used to seal lagoons.
NR 110.24(4)(c)2.
2. Soil materials or synthetic liners used to seal lagoons shall be compatible with the wastewater characteristics.
NR 110.24(4)(d)1.1. Core samples taken to determine soil texture, grain size distribution or permeability shall be taken in accordance with ASTM D1586-08a, ASTM D1587-08, or ASTM 3550-01 (2007).
NR 110.24(4)(d)2.
2. Permeability shall be determined using a falling head permeability test. The test shall be performed at the same approximate density as the in-place field condition. Tests on remolded or undisturbed samples are acceptable.
NR 110.24(4)(d)3.
3. Sieve analyses performed to determine grain size distribution shall be performed in accordance with ASTM D422-63 (2007).
NR 110.24(4)(d)4.
4. Plasticity index shall be determined in accordance with ASTM D4318-10.
