HomeMy WebLinkAboutW-2024-0903_Oshkosh_New Treatment Plant Reservoirs and Pumping Stations_Approval
December 13, 2024
DIANE BARTLETT CLERK
CITY OF OSHKOSH
215 CHURCH AVE
PO BOX 1130
OSHKOSH WI 54903-1130
Project Number:
PWSID#:
DNR Region:
County:
W-2024-0903
47104574
NER
Winnebago
SUBJECT: WATER SYSTEM FACILITIES PLAN AND SPECIFICATION APPROVAL
Dear Ms. Bartlett:
The Wisconsin Department of Natural Resources, Division of Environmental Management, Bureau of Drinking
Water and Groundwater, is conditionally approving plans and specifications for the following project. An
engineering report or information of sufficient detail to meet the requirements of s. NR 811.09(3), Wis. Adm.
Code, was submitted along with the plans and specifications.
Water system name: Oshkosh Waterworks
Date received: 10/17/2024
Engineering firm: Jacobs Engineering Group
Professional Engineer: Linda Mohr, P.E.
Regional DNR Contact: Jamie Douglas, 3369 West Brewster Street, Appleton WI 54914-1602, (920)362-6629,
jamie.douglas@wisconsin.gov
DNR Plan Reviewer: McCrea Baker, 101 South Webster Street, Madison WI 53707, (608) 220-6987,
mccrea.baker@wisconsin.gov
Project description: On behalf of the City of Oshkosh (City), Jacobs Engineering Group has submitted plans
and specifications for the construction of new pumping stations, new ground storage reservoirs, new auxiliary
power generators and other improvements at the Water Treatment Facility. The plans and specifications are
hereby approved by the department subject to the conditions below.
Background: The water supply system for the City of Oshkosh presently includes a surface water treatment plant
drawing raw water from Lake Winnebago, three finished water clearwells, four elevated storage tanks, and the
distribution system composed of two pressure zones. The water treatment plant includes two treatment trains that
each include rapid mix, flocculation, sedimentation, dual media gravity filtration, ozone contactors, and granular
activated carbon contactors. Chemical addition consists of gas chlorine and ammonia to form chloramines for
disinfection purposes, fluorosilicic acid for community dental health purposes, phosphoric acid for distribution
system corrosion control purposes, and sodium hydroxide for pH adjustment and distribution system corrosion
control purposes.
The department’s sanitary survey dated May 17, 2022 noted a significant deficiency regarding the existing
clearwells and the connecting piping. The significant deficiency identified the following non-compliant features:
State of Wisconsin
DEPARTMENT OF NATURAL RESOURCES
101 S. Webster Street
Box 7921
Madison WI 53707-7921
Project Number: W-2024-0903 Page 2 of 9
• The bottom of the clearwells is below the normal groundwater level. The floor or sump must be placed a
minimum of 2 feet above the groundwater table.
• The clearwell roofs do not have membranes or meet the minimum slope requirements. The top of any
earth covered, concrete covered, exposed poured in place concrete, or precast concrete covered reservoir
shall be covered with a flexible waterproof membrane.
• The clearwells have no high-water level overflows to prevent the reservoirs from overfilling and causing
potential structural damage.
• The piping through the meter vault connecting the CT/backwash basin to the clearwell does not operate
under positive pressure at all times.
• The piping connecting the clearwells to the high lift pumps does not always operate under a continuous
pressure head which is higher than the elevation of the ground surface.
Engineering report: An engineering report was submitted which evaluated alternatives for resolving the existing,
non-compliant reservoirs and piping. The report identified constructing new, above grade ground storage
reservoirs on the footprint of the existing reservoir as the optimal alternative. With new above grade reservoirs,
the report identified that a new intermediate pumping station would be required to increase the hydraulic grade
from the CT basins to the new reservoirs. The report outlines other improvements that will be completed with the
project, including the construction of a new intermediate and high lift pumping station, site civil, and electrical
improvements.
Existing low lift pump station improvements: New 30-inch diameter butterfly valves will be installed on each of
the raw water intake lines to the shore well. New raw water debris screens will be provided between the shore
well and the low lift pump suctions. The raw water debris screens will consist of three 1/2-inch stainless steel
mesh panels. The raw water screens will have overall dimensions of 9.5 feet by 4.66 feet. The raw water screens
will be removable for maintenance with eye bolts located at the top of the screen.
The existing variable frequency drive (VFD) units for low lift pump Nos. 1, 2, and 3 will be replaced with new
Eaton, Allen-Bradley, ABB, or Siemens Robicon VFD units. Low lift pump Nos. 4, 5, 6, and 7 will be removed
and replaced with new Pentair Model 19B or ITT Goulds Pumps Model 18GHXC vertical turbine pumps. The
pumps will be rated for a capacity of 5,000 gpm at 46 feet of total dynamic head (TDH). The pumps will be
powered by 100-horsepower electric motors. The VFD units for low lift pump Nos. 4, 5, 6, and 7 will be replaced
with new Eaton, Allen-Bradley, ABB, or Siemens Robicon VFD units.
The discharge piping for low lift pumps Nos. 4, 5, 6, and 7 will be replaced with new class 53 ductile iron piping.
The new individual low lift pump discharge piping will consist of 16-inch diameter piping and include a pipe
coupling, a pipe spool with a 3-inch diameter air vacuum relief valve, a check valve, a butterfly valve, a pipe
elbow directing the piping down to the lower level pipe gallery, and a 16-inch by 24-inch reducer prior to
connecting to the low lift combined discharge pipe header. The air-vacuum relief valve discharge piping will
consist of 3-inch diameter copper pipe and will discharge 24 inches above the floor and terminate with a 24-mesh
corrosion resistant screen a minimum of 2 pipe diameters above a hub drain.
The low lift pump combined discharge header piping will consist of 24-inch and 16-inch diameter pipe tees and
five butterfly valves which will combine the discharge from each low lift pump and discharge through two 24-
inch diameter low lift combined pump discharge pipes connected to the existing below grade raw water piping.
New 18-inch diameter butterfly valves will be installed on each side of the raw water flushing tee on the existing
low lift pump discharge piping.
Intermediate lift pump suction piping: The intermediate pumps will take suction from the existing, below grade
CT basin effluent piping. A new 36-inch diameter tee will be installed on the existing 36-inch diameter CT basin
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effluent piping and approximately 25 feet of new 250 pressure class 36-inch diameter ductile iron piping will
extend to the new intermediate and high lift pump station.
Intermediate and high lift pump station: A new intermediate and high lift pump station (IHLPS) will be
constructed on the east side of the water treatment plant campus, between the two new ground storage reservoirs.
The IHLPS will house intermediate booster pumps, high lift pumps, piping and electrical controls. The IHLPS
will have dimensions of 116 feet by 59 feet. The building will include an upper level containing booster pumps
and an electrical room and a lower level pipe gallery. The IHLPS floor will consist of 12-inch-thick reinforced
concrete. The pumphouse walls will consist of insulated concrete masonry units with a brick façade. The roof will
be sloped at a 3.5 to 12 pitch and the roofing system will consist of standing seam aluminum sheeting. The
building will include two outward opening, lockable doors. A locking garage door will be installed on the west
wall of the building for equipment access. Glass block windows will be installed on all sides of the building and
screened louvers will be provided for ventilation.
The finished floor elevation of the main level of the pumping facility will be 751.50 feet, which will be a
minimum of 6 inches above surrounding grade. The regional flood elevation is approximately 749.0 feet, which is
a minimum of 2 feet below the finished floor elevation. The floor of the IHLPS will be sloped to floor drains and
trench drains, which will discharge to two sumps in the lower level of the station. Each sump will be equipped
with two sump pumps, which will discharge with a free air break above a hub drain in the building, which will
discharge to the sanitary sewer. The hub drain will be installed at an elevation a minimum of 1 foot above the
nearest sanitary sewer manhole rim elevation. Domestic water will be provided by a 2-inch diameter service
tapped onto the high lift pump discharge piping. The water service will be metered and provide water to an
emergency eyewash station, a utility sink, and hose bibbs located throughout the pumping facility.
Interior lighting will be provided by ceiling mounted light fixtures. Exterior security lighting will be provided
above the exterior doors of the building. An electric make-up air unit will provide heat and a 10,500 cubic foot
per minute forced air ventilation unit will provide ventilation to the main pump room. Two portable dehumidifiers
will be provided for the main pump room. An electric unit heater and an air conditioner will be provided for the
electrical room of the IHLPS.
Intermediate lift pumps: Three new intermediate lift pumps will be provided to take suction from the CT basin
and discharge to the new, above grade reservoirs. The intermediate lift pump suction header will consist of 36
inch diameter class 53 ductile iron pipe. A 36-inch diameter butterfly valve will be provided on the connection to
the high lift pump suction header to bypass the intermediate lift pumps if needed. Three 36-inch by 24-inch by 36-
inch diameter tees will connect the suction header piping to the individual intermediate pump discharge piping.
The individual intermediate pump suction piping will consist of a 24-inch by 16-inch diameter reducing elbow, a
16-inch diameter butterfly valve, a pipe spool with a pressure gauge and drain fitting, a 16-inch by 12-inch
diameter reducer, and a pipe coupling prior to connecting to the suction side of the intermediate lift pumps.
The intermediate lift pumps will consist of Pentair Model 14” 1824 or ITT Goulds Pumps Model 3498 horizontal
split-case centrifugal pumps. The pumps will each be rated for a capacity of 4,757 gpm at 25 feet TDH. The
intermediate lift pumps will be powered by 40-horsepower electric motors. The pump motors will be controlled
by Eaton, Allen-Bradley, ABB or Siemens Robicon variable frequency drive (VFD) units.
The individual intermediate lift pump discharge piping will consist of a pipe coupling, a 10-inch by 16-inch
diameter reducer, a pipe spool with a pressure transducer and drain fitting, a 16-inch diameter flow meter, a pipe
spool with a 3-inch diameter air-vacuum relief valve, a 16-inch diameter butterfly valve, and a 16-inch diameter
elbow directing the piping downward prior to connecting to the 24-inch diameter intermediate lift pump discharge
header. The air-vacuum relief valve discharge piping will consist of 3-inch diameter copper pipe and will
discharge 24 inches above the floor and terminate with a 24-mesh corrosion resistant screen a minimum of 2 pipe
diameters above a hub drain.
Project Number: W-2024-0903 Page 4 of 9
The intermediate pump discharge header will consist of three 16-inch by 24-inch by 24-inch tees connecting to
24-inch diameter class 53 ductile iron pipe, which will split into 2 separate lines and include 24-inch diameter
butterfly valves and discharge below grade to the north and south reservoir.
High lift pumps: Three high lift pumps will take suction from the north and south reservoirs and discharge to the
distribution system. The high lift pump suction header will include connections to the 36-inch diameter reservoir
outlet piping with 36-inch diameter butterfly valves. The high lift pump suction header will include three 36-inch
by 36-inch by 24-inch diameter tees to connect to the individual high lift pump suction piping. The individual
high lift pump suction piping will consist of a 24-inch by 16-inch diameter reducing elbow, a 16-inch diameter
butterfly valve, a pipe spool with a pressure gauge and drain fitting, a 16-inch by 12-inch diameter reducer, and a
pipe coupling prior to connecting to the suction side of the high lift pumps.
The high lift pumps will consist of Pentair Model 2825A or ITT Goulds Pumps Model 3410L horizontal split-case
centrifugal pumps. The pumps will each be rated for a capacity of 4,757 gpm at 180 feet TDH. The intermediate
lift pumps will be powered by 300-horsepower electric motors. The pump motors will be controlled by Eaton,
Allen-Bradley, ABB or Siemens Robicon VFD units.
The individual high lift pump discharge piping will consist of a pipe coupling, a 10-inch by 16-inch diameter
reducer, a pipe spool with a pressure transducer and drain fitting, a 16-inch diameter flow meter, a pipe spool with
a 3-inch diameter air-vacuum relief valve, a 16-inch diameter butterfly valve, and a 16-inch diameter elbow
directing the piping downward prior to connecting to the 24-inch diameter intermediate lift pump discharge
header. The air-vacuum relief valve discharge piping will consist of 3-inch diameter copper pipe and will
discharge 24 inches above the floor and terminate with a 24-mesh corrosion resistant screen a minimum of 2 pipe
diameters above a hub drain.
The high lift pump discharge header will consist of three 24-inch by 16-inch by 24-inch diameter tees connecting
to the individual high lift pump discharge piping and two 24-inch diameter tees connecting to the station
discharge piping.
The station discharge piping will include two 24-inch diameter segments, each equipped with a 24-inch diameter
butterfly valve prior to reducing down to 16-inch diameter pipe. Each segment of station discharge piping will
include a 16-inch diameter flow meter prior to a 16-inch diameter tee. The side of each 16-inch diameter tee will
include a butterfly valve prior to discharging through the west wall of the lower level of the IHLPS to the 16-inch
diameter connecting main. The end of the 16-inch diameter tees will connect to a 16-inch by 24-inch diameter
reducer, a pipe coupling, and a 24-inch diameter butterfly valve prior to discharging through the west wall of the
lower level of the IHLPS to the 24-inch diameter connecting water main.
Connecting water main: New connecting water main will be constructed to connect the new high lift pump
discharge piping to the existing 16-inch diameter and 24-inch diameter finished water transmission mains in
Merritt Avenue and Washington Avenue that both discharge to the main pressure zone. The new connecting water
main will consist of approximately 700 feet of 16-inch diameter and 420 feet of 24-inch diameter pressure class
250 ductile iron pipe. Valves will be provided so each segment of connecting water main can be isolated for repair
and maintenance.
Surge tank: A new hydropneumatic tank will be installed in the existing low lift pump station to provide surge
protection on the distribution system. The hydropneumatic tank will consist of a Pulsco, Blacoh, or equal
bladderless horizontal pressure tank with a diameter of 6 feet and length of 13.5 feet and a minimum sidewall
thickness of 0.25 inches. The pressure tank will have a gross volume of 2,500 gallons. A 24-inch diameter hatch
will be provided to provide the ability to inspect the interior of the vessel. The tank will be fitted with a pressure
gauge, pressure relief valve, drain fitting, a water sight glass, and an oil-less air compressor for air makeup. The
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air compressor piping will consist of stainless steel piping. The surge tank interior will be coated with an
ANSI/NSI standard 61 certified coating. Shop drawings for the surge tank must be submitted prior to
installation.
The surge tank will connect to both the new 16-inch diameter and 24-inch diameter connecting water main
through an existing 20-inch diameter pipe that enters the lower level of the existing low lift and high lift pump
station. Approximately 30 feet of 16-inch diameter pressure class 250 ductile iron pipe will connect the 16-inch
diameter connecting main to the surge tank inlet piping below grade. In the lower level of the existing low
lift/high lift pump station, new 20-inch diameter class 53 ductile iron pipe will connect to the existing pipe and
extend to the above grade level and include a pipe coupling prior to connecting to a flange on the bottom of the
surge tank. A 3/4-inch drain valve will be installed on the connecting piping to provide means to drain the surge
tank to prevent water stagnation in the tank.
Ground storage reservoirs: Two new cast-in-place concrete ground storage reservoirs will be constructed in the
footprint of the existing below grade ground storage reservoirs. The reservoirs will be located between the water
treatment plant and Lake Shore Drive. The south reservoir will have a volume of 800,000 gallons with dimensions
of 86 feet by 86 feet by 20 feet tall. The north reservoir will have a volume of 1,200,000 gallons with dimensions
of 78 feet by 124 feet by 20 feet tall. Each of the reservoirs will be constructed on the footprint of the existing
clearwells. The existing clearwell roof slabs and portions of the walls will be removed and the remaining portion
of the clearwells will be filled with controlled low strength cementitious backfill material, which will be the base
for the new ground storage reservoirs. Groundwater near the new reservoirs is largely influenced by the level of
Lake Winnebago, and the design high groundwater elevation was determined to be 749.5 feet. The floor elevation
of the new ground storage reservoirs will be 751.5 feet, which is two feet above the high groundwater elevation.
The reservoir roofs will be sloped at 0.015 feet per foot and provided a Sika Corporation fluid-applied membrane
system consisting of Sikalastic RoofPro 25 WP, Premium Remat. The total thickness of the membrane system
will be 0.060 inches. The roof membrane system will extend up the access hatches 2 to 3 inches and be
incorporated into the curb and flashing system.
The high normal operational water level in the reservoirs will be 769.5 feet USGS and the low normal operational
water level in the reservoir will be 752.5 feet USGS. The overflow elevations of the reservoirs will be 770.0 feet
USGS. The north reservoir will include two chambers, therefore two overflows will be provided, one for each
chamber. The reservoir overflows will consist of 24-inch diameter SCH 10S Type 316L stainless steel pipe. Each
overflow will terminate independently 24 inches above a concrete splash pad with a 24-mesh screen and a 2-mesh
screen secured between pipe flanges. The north reservoir will be provided with two 18-inch diameter vents (one
for each chamber) and the south reservoir will be provided a single 18-inch diameter vent. The vents will consist
of class 53 ductile iron pipe and terminate with a downward facing U-bend a minimum of 3 feet above the roof of
the reservoir. A 24-mesh screen will be supported by a 2-mesh screen between pipe flanges at the termination of
the vents. The vent pipes will be provided with 18-inch-high concrete curbs to provide a watertight seal to the
reservoir roof.
Six roof access hatches will be installed on the roof of the north reservoir and 3 access hatches will be installed on
the roof of the south reservoir. The roof hatches will consist of 48-inch and 60-inch square aluminum lockable
access hatches. The hatches will be installed on concrete curbs on the reservoir roof and the hatch frames will
terminate a minimum of 24 inches above the reservoir roof and be provided rubber gaskets for a watertight seal.
The access hatch covers will extend down the frame a minimum of 2-inches.
Reservoir inlet piping will consist of 24-inch diameter pressure class 250 ductile iron pipes discharging into the
south reservoir and each chamber of the north reservoir. The reservoir outlet/high lift pump suction pipes will
consist of 36-inch diameter pressure class 250 ductile iron pipe taking suction from the south reservoir and each
Project Number: W-2024-0903 Page 6 of 9
chamber of the north reservoir. The reservoir outlets/high lift suction pipes will be provided a silt stop and anti-
vortex inlet plate.
The reservoirs will be provided 8-inch diameter drains for emptying the reservoir for inspections and
maintenance. The drains will extend outside of the reservoir to reservoir drain manholes. Sump pumps can be
installed in the reservoir drain manholes to discharge with a free air break to the sanitary sewer.
Auxiliary power: Two new Caterpillar model G35142 or equal engine-generator units will be installed in the
generator room of the main water filtration plant. Each engine-generator unit will be rated for a capacity of 1,000-
KW, which will be capable of powering the entire treatment plant. An automatic transfer switch will be provided
to automatically switch the power supply in the event of a power failure.
CT basin modifications: The existing CT basin roof currently consists of exposed concrete. The existing roof will
be provided a Sika Coproation fluid-applied membrane system consisting of Sikalastic RoofPro 25 WP, Premium
Remat. The total thickness of the membrane system will be 0.060 inches. The roof membrane system will extend
up the access hatches 2 to 3 inches and be incorporated into the curb and flashing system.
The two existing backwash supply pipes are each located in a weir box within the CT basin. New 36-inch
diameter class 53 ductile iron pipe will be installed in the side of the backwash supply weir boxes and be provided
36-inch diameter butterfly valves. Valve actuators will be installed on the roof of the CT basin on new 12-inch tall
concrete pads.
A new overflow discharge will be provided for the CT basin. A new 90-degree ductile iron elbow will connect to
the existing overflow pipe and discharge directly downward. The new overflow will discharge 18 inches above an
existing splashpad with a 24-mesh stainless steel screen supported by a 2-mesh stainless steel screen secured
between pipe flanges.
Chemical feed line modifications: Existing chemical injection points on the GAC filter effluent piping are
currently injected down into the top of a blind flange and existing chemical injection points in the meter vault are
currently installed into the side of a horizontal section of pipe. The existing chemical feed lines will be
abandoned. New chemical feed lines will be provided so that all chemicals can be fed at either the CT basin inlet
or in the flow meter vault. Two sets of new chemical feed lines for fluoride, phosphoric acid, chlorine solution,
ammonia gas, and caustic soda will extend below grade from the southeast corner of the water treatment plant
building to the northeast corner of the CT basin and to the flow meter vault. All chemical feed lines will be
contained below grade in carrier pipes of varying diameter and material.
At the CT basin, the chemical lines will extend through a new chemical injection vault in the northeast corner of
the CT basin. The chemical feed lines will be injected through the east wall of the CT basin directly downstream
of the discharge of the existing 42-inch diameter CT basin inlet pipe to promote mixing. At the flow meter vault, a
new 36-inch diameter stainless steel pipe spool will be provided downstream of the flow meter and include
chemical injection taps installed up into the bottom half of the pipe.
The new pressurized ammonia gas feed lines will match the existing ammonia gas feed piping system which will
consist of 1.5-inch diameter SCH 80 ASTM A106 seamless Grade B black steel installed in 4.5-inch diameter
containment pipe. Interstitial monitoring will be installed in the containment piping and leakage alarms will be
provided in the flow meter vault and CT basin injection manhole. Please see the Alternative Design Criteria
section below.
SCADA upgrades: The Water Treatment Facility SCADA system will be modified with upgrades to existing
components to incorporate alarms and controls for the new intermediate pump station, reservoirs, and generators.
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The SCADA system will include programing for the intermediate and high lift pump controls based on the
treatment plant flow rate and the levels in the CT basin and the new reservoirs.
Alternative Design Criteria: Sections NR 811.48(8)(a) & 811.48(5)(g), Wis. Adm. Code require that pressurized
gaseous ammonia feed lines do not extend outside of the ammonia feed room. The existing gaseous ammonia feed
system at the Oshkosh treatment facility utilizes pressurized ammonia gas piping that extends outside of the
ammonia feed room to the point of chemical injection at the GAC contactor effluent piping. It is proposed to
extend the pressurized gaseous ammonia piping to the CT basin inlet and the flow meter vault. The new, extended
pressurized gaseous ammonia piping will consist of 1.5-inch diameter SCH 80 ASTM A106 seamless grade B
black steel piping housed within a 4.5-inch diameter containment pipe. An interstitial ammonia detection system
will be provided in the containment piping. An ammonia gas monitor with a leakage alarm will be installed in the
CT basin chemical injection vault and in the flow meter vault to alert operators if there is a leak prior to entering
those spaces. The department has determined that the proposed alternative gaseous ammonia piping design
provides equivalent safeguards to the requirements of ss NR 811.48(8)(a) & 811.48(5)(g), Wis. Adm. Code.
Approval conditions related to Chapters NR 810 and NR 811, Wis. Adm. Code:
1. A resident project representative shall be designated by the water supply owner or by the agent retained
by the owner. The resident project representative shall be knowledgeable regarding the proposed
construction and be able to ensure the improvements are being constructed in accordance with the
department approved plans, specifications, and conditions of the approval. The project representative
shall be present on the work site as needed to assure proper construction and installation of the
improvements. (s. NR 811.11, Wis. Adm. Code)
2. After construction, maintenance, repair or modification, waterworks facilities shall be disinfected by
procedure outlined in the applicable AWWA standards for wells, water mains, storage facilities or
treatment facilities. Waterworks may not be placed in service until bacteriological samples have
established that the water is bacteriologically safe. (s. NR 810.09(4), Wis. Adm. Code)
3. Automated controls must be provided to ensure that the level in the CT basin continuously remains above
754.5 feet to ensure that the pressure in the yard piping remains above the level of the ground surface. (s.
NR 811.37(1), Wis. Adm. Code)
4. The ground reservoir roof membrane system must have a minimum thickness of 0.060 inches. (s. NR
811.64(10)(i), Wis. Adm. Code)
5. Sampling faucets shall terminate a minimum of 12 inches above the floor, have a down-turned smooth
end spout, be constructed of metal, and have a minimum spout diameter of 0.25 inches. (s. NR
811.37(5)(b)3., Wis. Adm. Code)
6. The connecting and discharge lines for all air-vacuum and air relief valves shall be constructed of copper,
ductile iron, steel, or stainless steel and shall face downward and terminate with a 24-mesh corrosion
resistant screen at least 24 inches above the floor and 2 pipe diameters above the receiving hub drain. (s.
NR 811.37(5)(a) & 811.06, Wis. Adm. Code)
7. Shop drawings for the surge protection system and associated appurtenances shall be submitted to the
department for review and approval prior to installation. (ss. NR 811.08(1), Wis. Adm. Code)
8. Water mains shall meet horizontal separation distance requirements from sanitary and storm sewers and
manholes according to s. NR 811.74(2)(a), Wis. Adm. Code.
9. Wherever water mains cross over sewers a minimum vertical clearance of 6 inches from the bottom of the
water main to the top of the sewer shall be maintained, and wherever water mains cross under sewers a
minimum vertical clearance of 18 inches from the top of the water main to the bottom of the sewer shall
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be maintained, and at crossings one full length of water pipe shall be centered on the sewer so that both
joints are as far from the sewer as possible. (s. NR 811.74 (3), Wis. Adm. Code)
10. Hydrant drains may not be located within 8 feet of sanitary sewers, storm sewers, or storm sewer inlets. If
it is impracticable to maintain 8 feet of separation between hydrant drains and sewers or inlets, the
hydrants shall be installed without drains or have the drains plugged. (s. NR 811.71(4), Wis. Adm. Code)
11. The water supply owner shall obtain approval of coverage under a Wisconsin Pollutant Discharge
Elimination System (WPDES) wastewater general permit prior to the discharge of any chlorinated or
treated water to waters of the state as a result of construction, disinfection, normal operations, or
backwashing pursuant to s. 283.31, Wis. Stats and s. NR 810.19, Wis. Adm. Code. The approval process
for WPDES wastewater general permits may take up to 30 days. Contact the regional wastewater
specialist (David Haas, (980)360-6438, David.Haas@wisconsin.gov) or go to
https://dnr.wisconsin.gov/topic/Wastewater/GeneralPermits.html for more information.
12. The owner or owner’s agent shall provide notification to Jamie Douglas from the department’s Appleton
office upon completion of the improvements so that she can inspect the completed improvements and
issue written authorization prior to placing the improvements in service, if she deems necessary. (s. NR
810.26 (1), Wis. Adm. Code)
Approval constraints: The project was reviewed in accordance with ss. 281.34 and 281.41, Wis. Stats., for
compliance with Chapters NR 108, NR 810, NR 811 and NR 820, Wis. Adm. Code and is hereby approved in
accordance with ss. 281.34 and 281.41, Wis. Stats., subject to the conditions listed above. This approval is valid
for two years from the date of approval. If construction or installation of the improvements has not commenced
within two years the approval shall become void and a new application must be made and approval obtained prior
to commencing construction or installation.
This approval is based upon the representation that the plans submitted to the department are complete and
accurately represent the project being approved. Any approval of plans that do not fairly represent the project
because they are incomplete, inaccurate, or of insufficient scope and detail is voidable at the option of the
department.
Be advised that this project may require permits or approvals from other federal, state or local authorities. For
example, a certificate of authority from the Public Service Commission of Wisconsin may be required per s.
196.49, Wis. Stats. and ch. PSC 184, Wis. Adm. Code.
Appeal rights: If you believe that you have a right to challenge this decision, you should know that the
Wisconsin Statutes and administrative rules establish time periods within which requests to review department
decisions must be filed. To request a contested case hearing pursuant to s. 227.42, Wis. Stats., you have 30 days
after the decision is mailed, or otherwise served by the department, to serve a petition for hearing on the Secretary
of the Department of Natural Resources. Requests for contested case hearings must be made in accordance with
ch. NR 2, Wis. Adm. Code. Filing a request for a contested case hearing does not extend the 30 day period for
filing a petition for judicial review. For judicial review of a decision pursuant to ss. 227.52 and 227.53, Wis.
Stats., you must file your petition with the appropriate circuit court and serve the petition on the department
within 30 days after the decision is mailed. A petition for judicial review must name the Department of Natural
Resources as the respondent.
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STATE OF WISCONSIN
DEPARTMENT OF NATURAL RESOURCES
For the Secretary
McCrea J. Baker, P.E.
Public Water Engineering Section
Bureau of Drinking Water and Groundwater
cc: Steve Gohde – Assistant Director of Public Works/ City Engineer, City of Oshkosh
Robert Dreikosen – Treatment Plant Operations Supervisor, City of Oshkosh
Brad Rokus – OIC, City of Oshkosh
Linda Mohr – Jacobs Engineering, Milwaukee
Todd Elliot – Jacobs Engineering, Minneapolis, MN
Jamie Douglas – DNR, Appleton
JaNelle Merry – DNR, Green Bay
David Haas – DNR Green Bay
PSC – Madison