NR 110.18(2)(b)1.1. The side water depth of mechanically cleaned settling tanks shall be as shallow as practical but not less than 2.1 meters (7 feet). Final clarifiers for activated sludge may not be less than 3 meters (10 feet) in depth. Final clarifier for fixed film treatment systems may not be less than 2.1 meters (7 feet).
NR 110.18(2)(b)2.
2. The tops of troughs, beams, and similar construction features which are submerged shall have a minimum slope of 1.4 vertical to one horizontal. A slope of one to one shall be provided on the underside of such features to prevent the accumulation of scum and solids.
NR 110.18(2)(c)1.1. Scum baffles shall be provided ahead of outlet weirs on all primary and final settling tanks.
NR 110.18(2)(c)2.
2. Sludge hoppers shall have a minimum side wall slope of 1.7 vertical to one horizontal. Hopper wall surfaces should be made smooth with rounded corners to aid in sludge removal. The department will not approve increasing the depth of sludge hoppers for the purpose of sludge thickening in settling tanks.
NR 110.18(2)(c)3.
3. Each sludge hopper shall have an individually valved sludge withdrawal line at least 15 centimeters (6 inches) in diameter. Head available for withdrawal of sludge shall be at least 76 centimeters (30 inches), or greater as necessary, to maintain a velocity of 91 centimeters per second (3 feet per second) in the withdrawal pipe.
NR 110.18(2)(c)4.
4. A sludge well or other appropriate equipment shall be provided for viewing and sampling sludge.
NR 110.18(2)(c)6.
6. The department may approve the use of glass lined pipe for sludge. Glass lined pipe may not be less than 10 centimeters (4 inches) in diameter.
NR 110.18(2)(c)7.
7. Suitable mechanical sludge and scum collection equipment shall be provided in all settling tanks. Provisions for separate scum washing shall be made for treatment facilities which do not have primary settling facilities.
NR 110.18(2)(d)1.1. Operating design parameters for settling facilities may not exceed the values given in Table 3. The surface settling rate for primary settling tanks shall be calculated with all flows received at the settling tank. The surface settling rate for final settling tanks shall be based on influent flow. The maximum hour solids loading shall be computed based on the maximum day design flow plus the maximum design return sludge rate requirement and the design mixed liquor suspended solids (MLSS) under aeration.
NR 110.18(2)(d)2.
2. For treatment plants with an average design flow greater than 3,785 cubic meters per day (one million gallons per day), the department may approve an overflow rate of 188 cubic meters per meter per day (15,000 gallons per foot per day).
NR 110.18(2)(d)3.
3. The design parameters shown in Table 3 may be waived by the department if the settling tank design is based on settling tests of wastes currently received at the existing treatment facility, or if the effluent from the sewage treatment facility is to be disposed on land.
NR 110.18 History
History: Cr.
Register, November, 1974, No. 227, eff. 12-1-74; r. and recr.
Register, February, 1983, No. 326, eff. 3-1-83;
CR 09-123: am. (2) (d)
Register July 2010 No. 655, eff. 8-1-10.
NR 110.19(1)(a)(a) Surface water discharge. New trickling filters shall be used in conjunction with other treatment units which, in combination, will produce an acceptable level of treatment as defined in s.
NR 110.15 (2) (a). Existing trickling filters may be used as a treatment unit in plant expansion if the effluent quality requirements of s.
NR 110.15 (2) (a) are met.
NR 110.19(1)(b)
(b) Land disposal. Trickling filter treatment systems are an acceptable means of treatment prior to land disposal of effluent.
NR 110.19(2)
(2)
Design report. A design report must be submitted in accordance with s.
NR 110.15 (1). The report shall show the empirical equations and the assumptions used for designing the trickling filter and the additional treatment units.
NR 110.19(3)(a)(a) Recirculation. Recirculation shall be provided for intermediate and high-rate filters to increase treatment efficiency and to provide wetting of the biological growth. The recirculation rate shall be variable. The recirculation rate to average influent flow ratio should not exceed 4:1.
NR 110.19(3)(b)
(b) Dosing cycle. The interval between dosing cycles may not exceed one hour.
NR 110.19(3)(c)
(c) Flooding. Filter structures should be designed to allow flooding of the filter.
NR 110.19(3)(d)
(d) Primary treatment. Trickling filters shall be preceded by primary treatment facilities.
NR 110.19(4)
(4)
Design loading. Hydraulic and organic loadings to trickling filters may not exceed the values given in Table 4. Higher loadings may be approved if justified by pilot studies or if manufactured media is used. Higher loadings may also be used if the trickling filter is intended to act only as a roughing or polishing treatment unit.
NR 110.19(5)(a)1.1. Sewage shall be distributed over the filter by rotary distributors or other suitable devices which will permit uniform distribution to the filter surface area.
NR 110.19(5)(a)2.
2. Sewage shall be applied to the filters by siphons, pumps or by gravity discharge from preceding treatment units when suitable flow characteristics have been developed. The dosing rate shall be large enough to insure rotation of the distributor arms.
NR 110.19(5)(a)3.
3. A minimum clearance of 15 centimeters (6 inches) between media and distributor arms shall be provided.
NR 110.19(5)(b)1.1. An underdrainage system which covers the entire floor of the filter shall be provided. Inlet openings into the underdrains shall have an unsubmerged gross combined area equal to at least 15% of the surface area of the filter.
NR 110.19(5)(b)2.
2. The underdrains shall have a minimum slope of 1%. Effluent channels shall be designed to produce a minimum velocity of 60 centimeters per second (2 feet per second) at the average design flow of application to the filter including recirculated flows.
NR 110.19(6)(a)(a) Type. The media shall be crushed rock, slag or material specially manufactured for use as media in trickling filters.
NR 110.19(6)(b)1.1. Rock and slag media shall be durable, resistant to spalling or flaking, and be relatively insoluble in sewage. Slag media may not contain iron.
NR 110.19(6)(b)2.
2. Manufactured media shall be resistant to ultraviolet degradation, disintegration, erosion, aging, all common acids and alkalies, organic compounds, and fungus or biological attack. Either the media shall be structurally capable of supporting a person's weight or a suitable access walkway shall be provided to allow for distributor maintenance.
NR 110.19(6)(c)1.1. Rock, slag and similar media may not contain more than 5% by weight of pieces whose longest dimension is 3 times the least dimension. They shall be free from thin elongated and flat pieces, dust, clay, sand, or fine material and shall conform to the following size and gradings when mechanically graded over a vibrating screen with square openings:
NR 110.19(6)(c)2.
2. The department may approve other rock media gradations provided the gradations are consistent with accepted published engineering practices.
NR 110.19(7)(a)(a) Mercury seals. Mercury seals may not be used on trickling filter distributors. Mercury seals shall be removed from existing filters during renovation. Mercury seals removed from existing filters during renovation or destruction of the filter shall be disposed in a location and manner approved by the department.
NR 110.19(7)(b)
(b) Depth of media. Rock or slag filter media, or loose synthetic media, shall have a minimum depth of 1.5 meters (5 feet) above the underdrains. Synthetic corrugated filter media should have a minimum depth of 3 meters (10 feet) to provide adequate contact time with the wastewater. Rock or slag filter media depths may not exceed 3 meters (10 feet) and synthetic filter media depths may not exceed 9.1 meters (30 feet) except where special construction is justified through pilot studies.
NR 110.19(7)(c)
(c) Covers. Covers shall be provided on all filters to prevent icing and freezing and to increase the treatment efficiency of the filter during winter conditions.
NR 110.19(7)(d)1.1. The underdrainage system, effluent channels, and effluent pipe shall be designed to permit free passage of air. The size of drains, channels and pipe shall be such that not more than 50% of their cross-sectional area will be submerged under the maximum daily design hydraulic loading. The design of the effluent channels should consider the probability of increased hydraulic loading.
NR 110.19(7)(d)2.
2. Filter covers shall be designed to allow adequate ventilation to maintain the filter in an aerobic state at all times.
NR 110.19(7)(e)
(e) Maintenance. All distribution devices, underdrains, channels and pipes shall be installed so that they may be properly maintained, flushed and drained.
NR 110.19(7)(f)
(f) Flow measurement. Devices shall be provided to permit measurement of flow to the filter, including the amount of recirculated flow.
NR 110.19 History
History: Cr.
Register, November, 1974, No. 227, eff. 12-1-74; r. and recr.
Register, February, 1983, No. 326, eff. 3-1-83;
CR 09-123: am. (5) (b) 2. and (6) (b) 1.
Register July 2010 No. 655, eff. 8-1-10.
NR 110.20
NR 110.20 Rotating biological contactors. NR 110.20(1)(a)(a) Applicability. Rotating biological contactors may be used when the wastewater is amenable to biological treatment. This treatment process may be used for carbonaceous or nitrogenous oxygen demand reduction, or both.
NR 110.20(1)(b)
(b) Manufacturer's warranty. Manufacturers of rotating biological contactor equipment shall guarantee the rotating shafts, and media against failure during the initial 5 years of operation for all proposed rotating biological contactor treatment systems. The guarantee shall include equipment replacement and installation costs.
NR 110.20(2)(a)(a) Design report. A design report for rotating biological contactors shall be submitted in accordance with s.
NR 110.15 (1).
NR 110.20(2)(b)
(b) Design parameters. The design of rotating biological contactors shall consider:
NR 110.20(2)(b)2.
2. Influent carbonaceous and nitrogenous biochemical oxygen demand;
NR 110.20(3)(a)(a) Primary treatment. Rotating biological contactors shall be preceded by primary treatment.
NR 110.20(3)(b)1.1. Contact tanks shall be sized to maintain a maximum hydraulic detention time of 100 minutes.
NR 110.20(3)(b)2.
2. Tanks shall contain positive liquid level control so that the rotating biological contactors will remain approximately 40% submerged.
NR 110.20(3)(b)3.
3. Contact tanks and rotating shafts shall be enclosed. The enclosure shall be ventilated.
NR 110.20(3)(c)
(c) Equalization. Equalization facilities shall be provided ahead of rotating biological contactors if the ratio of maximum hourly design flow to average design flow exceeds 2.5:1.
NR 110.20(3)(d)
(d) High density media. High density shafts may not be used in the first 2 stages of any rotating biological treatment unit or system.
NR 110.20(3)(e)1.1. Contactors shall be equipped with drive units which will allow variable rotational speed.
NR 110.20(3)(e)2.
2. Maximum rotational speed shall be limited to a peripheral velocity of 49 centimeters per second (1.6 feet per second).
NR 110.20(3)(f)
(f) Load monitoring. Each rotating biological shaft shall be equipped with a load monitoring device.
NR 110.20 History
History: Cr.
Register, November, 1974, No. 227, eff. 12-1-74; r. and recr.
Register, February, 1983, No. 326, eff. 3-1-83.
NR 110.21(1)(1)
Applicability. The activated sludge process, and its various modifications, may be used where sewage is amenable to biological treatment.
