These regulations are set forth to ensure clarity
as to the submission of all data deemed essential for comprehensive
consideration of the contemplated project, and to establish the minimum
standardized basic design criteria considered necessary to provide
facilities which will be designed in accordance with good engineering
practices.
A.
The project design, construction plans and specifications
are required in sequence. Plans and specifications for projects involving
a pumping station and/or gravity system which requires a DNREC wastewater
construction permit will bear the stamp and signature of a professional
engineer, registered in Delaware, responsible for the design on each
sheet. Plans and specifications for gravity collection systems not
requiring a DNREC wastewater construction permit will bear the stamp
and signature of a professional engineer or professional surveyor
registered in Delaware responsible for the design on each sheet.
B.
The project design shall be prepared presenting the
following information on the construction drawings:
(1)
Present area served, as well as future areas to be
served, including population data, above the point of connection with
the County sewer system.
(2)
Quantity and quality of existing sewage and changes
in the characteristics anticipated in the future at the connection
point. If such records are not available, flow determinations and
sewage analysis shall be made and such information included in the
report.
(3)
Maximum, minimum, average and design flow rates being
considered in design for the proposed development.
(4)
Terrain data in sufficient detail to establish general
topographical features of present and future areas to be served.
(5)
Minimum and maximum sewer grades and velocities proposed.
(6)
Lift stations with operating characteristics of the
stations at minimum, maximum, average and design flows (both present
and future).
(7)
The engineering drawings submitted shall be prepared
in accordance with the following:
(a)
Maps and plans shall be reproduced on paper
not greater than 24 inches by 36 inches in size. However, where variations
are necessary, they shall be uniform as to the size, and all plans
and specifications shall be securely bound.
(b)
Plans and profiles for sanitary sewers, insofar
as practical, shall be prepared using the following scales:
|
Horizontal
|
Vertical
| |
|---|---|---|
|
1 inch = 30 feet
|
1 inch = 3 feet
| |
|
1 inch = 40 feet
|
1 inch = 4 feet
| |
|
1 inch = 50 feet
|
1 inch = 5 feet
| |
|
1 inch = 100 feet
|
1 inch = 10 feet
|
(c)
The size, grade and type of pipe material shall
be shown. The hydraulic gradient, losses at structures, etc., should
be shown on all profiles of sewer lines.
(d)
The location and structural features of the
sewers, including manholes, to be installed shall be shown on plans
and profiles. A separate sheet shall be provided showing the detailed
design of appurtenances.
(e)
The plans and specifications for lift stations
shall include details as to the installation of pumps, valves, controls,
ventilation facilities, construction of stairways, and all related/associated
appurtenances.
(8)
Industrial waste and individual treatment facilities
are not considered in this article. Those facilities will be dealt
with separately by the Public Works Director.
C.
Specifications should be submitted at the same time
as the construction plans. The construction plan will include, in
general, the information contained in the project design report with
changes in the plans of development.
[Amended 4-13-2004 by Ord. No. 04-07]
A.
Design capacities.
(1)
In general, sewer lines shall be designed for the
estimated contributory population to be served in the future, plus
adequate allowance for infiltration, institutional and industrial
flows for the basin as defined by the Department of Public Works.
(2)
Provisions shall be made to extend sewer service to
all adjoining properties, parcels or lots, regardless of ownership
or control of adjoining properties, parcels or lots.
(3)
The maximum hourly quantity of domestic sewage, maximum
hourly quantity of domestic sewage and waste from industrial plants
and groundwater infiltration shall be considered in determining the
capacities of sanitary sewers.
(4)
The design of extensions to existing sanitary sewage
collection systems shall be based on data if adequate records have
been kept. In the event that adequate records are not available, or
when new systems are being established, the design criteria shall
not be less than 250 gpd per equivalent dwelling unit (EDU) or 175
gpd per mobile home berthing space.
(5)
Laterals and minor sewers shall be designed, when
flowing full, assuming flow equivalent to three times the average
daily flow. Main sewers and outfall sewers shall be based on the following
equation:
|
Qmax/Qavg = (20+2 [EDU/10]1/2)/(5+2 [EDU/10]1/2)
| ||
|
where:
| ||
|
Qmax = Maximum rate of sewage flow
| ||
|
Qavg = Average daily sewage flow
|
(6)
Main sewers and outfall sewers shall be designed at
minimum slope and maximum depth.
B.
Design details.
(1)
No sewers other than building sewers shall be less
than eight inches in diameter. Building sewer laterals located in
the sewer easement or public road right-of-way shall be a minimum
of six-inch diameter with a vertical cleanout riser of four-inch minimum
diameter located at the property line. Cleanout covers shall be cast
iron or brass.
(2)
All sewers shall be designed and constructed with
hydraulic slopes sufficient to give mean velocities when flowing full
or half-full of not less than 2.0 feet per second as calculated with
a Manning N of 0.012 for PVC piping and 0.014 for ductile iron piping.
(3)
In general, grades which will produce velocities in
excess of 10 feet per second will be considered as unacceptable
(4)
Sewers 24 inches or less must be laid in straight
alignment with uniform grade between manholes. For larger pipes, where
horizontal curvature must be utilized to serve a particular area,
the smallest radius of curvature shall be 200 feet, with the Public
Works Director's approval.
(5)
Sewers shall be designed deep enough so as to prevent
freezing and pipe failure. Three feet is the minimum cover depth for
normal design conditions.
(6)
Manholes shall be placed at the points of all changes
in alignment, grade or size of sewer, intersection of sewers, junction
of streets, and at a distance not greater than 400 feet for sewers
15 inches or less in diameter. Not more than five-hundred-foot spacing
shall be allowed for pipes 18 inches or greater in diameter.
(7)
Manholes should be designed large enough to provide
easy access to the sewer. The clearance opposite the steps should
be sufficient for a man to pass through without difficulty.
(8)
No manhole shall be located in gutters and ditches.
Manholes in the low spots in the roads should be provided with watertight
covers. No drop manhole or lamp holes shall be used without authorization
of the Kent County Department of Public Works, Engineering Division.
All manholes shall be provided with inserts/bowls to mitigate inflow.
(9)
A drop manhole should be provided for a sewer entering
a manhole at an elevation of 24 inches or more above the manhole invert.
If the drop is less than 24 inches, the invert should be filleted
to prevent the deposit of solids. Drop manholes should be constructed
with an inside drop pipe and utilize a minimum of a five-foot diameter
manhole. A "T" shall be used at the top of the drop pipe with the
drop pipe connected to the branch and the end provided with a removable
cap. The drop pipe shall be secured to the interior wall of the manhole
at three-foot intervals and the flow directed into the flow channel
with a suitable elbow.
(10)
Watertight manholes are required at all times.
(11)
Manholes shall be of the precast concrete or
poured-in-place concrete type. Manholes shall be waterproofed on the
exterior with a bituminous coating. Inlet and outlet pipes shall be
joined to the manhole with a gasketed flexible watertight connection
or any watertight connection arrangement that allows differential
settlement of the pipe and manhole wall to take place. Connections
to existing manholes shall be made utilizing a hole saw and a tycite
adapter with A-lok gaskets or link seals.
(12)
The use of inverted siphons shall be kept to
a minimum; but, where they must be used, they shall consist of at
least two lines, one of which will be of a size of not less than eight
inches in diameter. The minimum velocity used in their design shall
be three feet per second considering the average dry weather flow.
Under the minimum dry weather flow conditions, the independent operation
of one of the lines shall provide the minimum velocity of three feet
per second. Where the above conditions cannot be met, some other means
shall be provided.
(13)
Clearances between sewers and other utilities,
both existing and proposed, should be designed as follows:
(a)
Sewers crossing water mains. Sewers shall have
a minimum clearance of 18 inches measured from the outside of the
water main to the outside of the sewer. This shall be the case whether
the water main is above or below the sewer. Where possible the sewer
shall be beneath the water main. The crossing shall be arranged so
that the sewer joints will be equidistant and as far as possible from
the water main joints. Where a water main crosses under a sewer, adequate
structural support shall be provided.
(b)
Sewer parallel to water main. Sewers shall be
kept at least 10 feet horizontally from any water main as measured
from the outside of the water main to the outside of the sewer. In
cases where it is not practical to maintain a ten-foot separation,
the Kent County Department of Public Works, Engineering Division,
may allow deviation on a case-by-case basis if supported by data from
the design engineer or surveyor. Such deviation may allow closer separation,
provided that the water main is in a separate trench or undisturbed
earth shelf located on one side of the sewer and at an elevation so
the bottom of the water main is at least 18 inches above the top of
the sewer.
(c)
If sewer and water main cannot be built to specified
clearances, the sewer shall be designed and constructed equal to the
water pipe and shall be pressure tested to assure water-tightness
prior to backfilling.
(d)
Crossing other utilities. Sewers shall have
a minimum of twelve-inch clearance from drains, electric lines, gas
mains, etc.
(e)
Concrete encasement shall be considered where
the required safe supporting strength cannot be obtained by other
bedding methods.
C.
Flow measurement. A Parshall flume with electronic
transducer type flowmeter shall be provided on gravity discharges
from a contract user or from a sanitary district into the County conveyance
system at a point where it discharges into a different sanitary district,
a municipal system or a County pumping station. A flowmeter may be
waived by the Public Works Director for contract users if water billing
or potable water flow measurement is provided and the user and County
mutually agree to use potable water flow for wastewater billing purposes.
The flowmeter shall provide flow totalization and digital instantaneous
flow rate in gpm. If the flume is located in a metering pit, the floor
shall drain to the flume. The totalizer shall be located above ground
in a suitable enclosure to protect it from the weather.
A.
Pumping station and its facilities. Pumping stations
must be turned over to the County immediately after final acceptance.
They must adhere to the following design criteria:
(1)
Selection of a site. In the selection of a site for
a pumping station, consideration shall be given to its accessibility
and its potential nuisance aspects. The station shall not be subject
to flooding and it shall be accessible during all types of weather
with mobile equipment. Stations shall be located at the lowest elevation
including adjoining areas. Adequate provisions must be provided for
continuous operation, and for emergency treatment or storage of the
sewage in the event of an unanticipated breakdown of the pumping station
facilities or power failures.
(2)
Type of pumping station. In general, all of the pumping
stations should be of the wet well/dry well or submersible type. Suction
lift pumping stations may be approved for certain installations. Grinder
pump stations shall be reserved primarily for individual residential
units with some exceptions made with the approval of the Public Works
Director. Ejector stations are unacceptable.
(3)
Wet-pit and dry-pit separation. Wet-pit and dry-pit
shall be separated by a watertight and gas-tight wall with separate
entrances provided to each. Equipment requiring regular or routine
inspection and maintenance shall not be located in the wet-pit unless
the top of the wet-pit is completely open or provided with a grate
cover.
(4)
Sump pump. A separate sump pump shall be provided
for removal of leakage or other water from the dry well floor. The
sump pump shall be capable of delivering 20 gpm. The pump shall discharge
into the wet-pit with a check and a gate valve. Water and bibcock
for cleaning wet wells must be made available.
(5)
Stairways. All underground dry-pits, and wet-pits
where bar screens or other equipment requiring inspection and maintenance
are located, should be provided with stairways. Removable ladders
may be provided in small stations where it is impractical to install
stairways, but manhole steps will not be acceptable.
(6)
Heating and ventilating. Ventilation shall be provided
for all pumping stations, including both wet- and dry-pits. Mechanical
ventilation shall be provided for all dry-pits where equipment is
located. The ventilating system and lights shall be turned on by a
switch located near the entrance. The ventilation system of the wet-pit
and dry-pit of the station should be entirely separate and conform
with the Ten State Standards. All openings for pipes or electric cables
should be caulked gastight. All pumping stations, except those entirely
below ground, should be supplied with automatically controlled heaters
to prevent freezing in cold weather.
(7)
Lighting. Lights and switches will be properly provided
for the stations. A vaportight light fixture with lamp guard and a
one-hundred-watt incandescent bulb shall be installed in the wet-pit.
Adequate lighting shall be provided for convenience and safety of
operation. The lighting shall provide illumination for all areas in
the station and control panels.
B.
Pumping design criteria.
(1)
Type of pumps acceptable. Except where grinder pumps
are used in order to minimize clogging, open impeller or non-clog-type
pumps capable of passing spheres of at least three inches in diameter
shall be provided. Inspection and clean-out plates on the casing of
the pump or hand hole in the first fitting connected to the suction
on the pump shall be provided for clearing stoppages.
(2)
Number of pumps required. At least two pumps shall
be provided at all pumping stations. If no more than two pumps are
provided, both should have the same capacity and each shall be capable
of pumping the maximum flow with the standby pump out of service.
It is desirable for three or more pumps to be provided which are designed
for actual flow conditions and of such capacity that with any one
pump out of service, the remaining will be of sufficient capacity
to handle maximum flows. Sewage pumps having suction lifts of a maximum
of 15 feet will be approved only where the pumps are self-priming
and adequate maintenance provisions are included in the design. Suction
lifts for pumps dependent on foot valves to maintain their prime will
be approved only when preceded by adequate primary settling facilities.
(3)
Pump suction connection to wet-pit. Each pump shall
have an individual flow intake and suction line. Wet well design should
be such as to avoid turbulence near the intake. Intake piping shall
be a minimum of four inches and shall be as straight and short as
possible. The submergence required above a flared inlet is approximately
as follows:
|
Velocity At Diameter D
(fps)
|
Required Submergence
(feet)
| |
|---|---|---|
|
2
|
1
| |
|
5
|
2
| |
|
7
|
3
| |
|
11
|
7
| |
|
15
|
14
|
(4)
Piping and valves.
(a)
Full-closing shutoff valves shall be placed
on the suction line of each pump except on submersible and vacuum-primed
pumps. Suitable shutoff and check valves shall be placed on the discharge
line of each pump. The check valve shall be located between the shutoff
valve and the pump. Check valves shall not be placed on the vertical
portion of discharge piping. Valves shall be capable of withstanding
normal pressure and water hammer. Valves shall not be located in the
wet well. Valves shall be located in the dry-pit, above ground structure
or valve pit. Valve pits shall be drained to the wet well with a flapper
provided to prevent sewage from entering the pit during surcharged
wet well conditions.
(b)
In the event that all pumps are inoperable and
must be pulled for service a shutoff valve shall be provided downstream
of the discharge header and a blind flange provided on the discharge
header or between this shutoff valve and the individual pump shutoff
valves.
(5)
Motors and controls. Three-phase, two-hundred-forty-volt
service is recommended for use at stations requiring less than 40
horsepower motors, where the stations have higher horsepower requirements,
four-hundred-eighty-volt service is required.
(6)
System analysis. The design engineer shall provide
a hydraulic system analysis for each pumping station. It shall include
the calculation of the system-head curves and the use of these curves
in conjunction with the characteristic curves of available pumps.
C.
Operation schedule and control.
(1)
Wet-pit operation schedule. The wet-pit must be large enough so that excessive pump starting and stopping will not take place, which may result in overheating of motors and controls. The design engineer shall use the criteria for average and peak flow outlined in § 180-18A to determine the influent peak flow. For constant speed pumps the minimum time interval at peak flow between pump stop and lead pump start shall be five minutes. All stations shall have soft starts. Stations with peak flows in excess of 350 gpm shall be provided with variable speed pumps and variable frequency drive controls. Except with suction lift pumps, the high-water level should never be below the top of the pump casing and the impeller to ensure that the pump will prime. The low-level setting should not be less than six inches above the suction pipe.
(2)
Pump operational control mechanisms. Control systems
shall be of the encapsulated-float type, electronic-transducer type
or the flow-measuring type. Float-tube-type and bubbler-type controls
are not acceptable. These devices shall be located so that they will
not be affected by flow currents created by the entering sewage or
pump suctions. Provision shall also be made to prevent floating material
in the wet well from interfering with the operation of the controls.
The pump control unit shall automatically alter the pumps in use.
The pump control cabinet shall be provided with on-off-automatic switches
and a green run light for each pump. Control cabinets for submersible
pumps shall be provided with a red seal failure light for each pump
indicating shaft seal failure or potential shaft seal failure.
D.
Screening or comminution. Except for grinder pumps,
screening or comminution of raw sewage shall be required prior to
the raw sewage being pumped. On pumping stations up to 50,000 gpd
as a minimum, a screening basket shall be provided on the influent
line with a rail and hoist system. On pumping stations up to one MGD
as a minimum, a comminutor shall be provided. On stations in excess
of one MGD, a mechanically cleaned bar screen with openings not exceeding 3/4
inches shall be provided. A bypass channel with a manually cleaned
bar screen with openings not exceeding 2 1/2 inches shall be
provided where comminutors and mechanically cleaned screens are utilized
to provide screening while maintenance is performed on the mechanical
screen or comminutor. Manually cleaned screens should be provided
with stairway access, adequate lighting and ventilation, and convenient
and adequate means for removing screenings. If there is not adequate
room in the wet-pit for a comminutor, a separate comminutor station
should be used.
E.
Flow measurement. A magnetic flow meter shall be provided
at all pumping stations pumping sewage from a contract user or from
a sanitary district into the County conveyance system at a point where
it discharges into a different sanitary district, a municipal system,
a County pumping station or the County treatment plant. A flow meter
may be waived by the Public Works Director for contract users if water
billing or potable water flow measurement is provided and the user
and County mutually agree to use potable water flow for wastewater
billing purposes. The flow meter shall provide flow totalization and
digital instantaneous flow rate in gpm. A seven-day circular chart
recorder shall be provided on stations pumping an average of 100,000
gpd or greater. The magnetic flow meter primary device shall not be
located in the wet well. The primary device shall be located in the
dry pit, above ground structure, valve pit or separate metering pit.
If a separate metering pit is utilized it shall be drained to the
wet well with a flapper provided to prevent sewage from entering the
pit during surcharged wet well conditions. The primary device shall
be located a minimum of three straight upstream pipe diameters from
any bend, valve, "T" or other turbulence producing fitting. The primary
device shall be located where the pipe remains full at all times and
shall not be located on a vertical downward flowing pipe. The primary
device shall be provided with a bypass. Shutoff valves shall be provided
on the bypass and upstream and downstream of the primary device.
F.
Emergency power supply.
(1)
All pumping stations shall be provided with emergency
power supply unless the design engineer can demonstrate the following
conditions are met: the station is a grinder pump station hooked to
an individual residence or small business; the residence or business
is served potable water by means of an on-site well which will preclude
the generation of sewage in the event of a power outage; the quantity
of water stored in tanks and site plumbing is less than the volume
of the wet well above the lead pump on level. Portable generators
and manual transfer switches and electric outlets will be accepted
for stations with a capacity of less than 50 gpm. Larger stations
shall be provided with on-site emergency power generation equipment
and an automatic transfer switch. All on-site emergency power generation
equipment shall be provided with diesel, natural gas or liquidized
propane gas engines, according to the standard required by the State
of Delaware Department of Natural Resources and Environmental Control.
Generator fuel storage tanks shall be above ground and meet all EPA
and DNREC requirements.
(2)
Alarm system. The alarm shall be activated in cases
of power failure, pump failure or any cause of pump station malfunction.
The alarms for stations requiring emergency power shall be connected
to the County's wastewater treatment plant. A remote telemetry unit
with communications adaptable to the County's existing SCADA system
shall be included in the design.
G.
Force main design criteria.
(1)
Except for grinder pump stations, the minimum force
main size shall be four inches. The following values of "C" are recommended
for use in the Hazen-Williams equation for computing the friction
losses in a force main for design conditions:
|
C = 100 for unlined cast-iron pipe, ductile
iron and steel pipe: 24 inches and larger
| |
|
C = 96 for unlined cast-iron, ductile iron and
steel pipe: 12 inches and larger
| |
|
C = 89 for unlined cast-iron, ductile iron and
steel pipe: four inches and larger
| |
|
C = 120 for cement-lined cast iron pipe, reinforced
concrete pipe and asbestos-cement pressure pipe
| |
|
C = 130 for various types of gasketed plastic
pipe
| |
|
C = 140 for HDPE pipe
|
(2)
For friction loss in pipe fittings the standard coefficients
(k) are to be used as a multiplier of the velocity head evaluated
at the downstream velocity.
(3)
The minimum velocity shall not be less than 2.0 feet per second for force main design. In general force main velocities shall not exceed 5.5 feet per second for force main design. If the total dynamic head at the pump discharge exceeds 100 feet, a larger diameter force main will be used, provided that a velocity of 2.0 feet per second can be maintained. Air release valves shall be provided on lines at all high points in the profile. Blowoff valves shall be provided at all low points in the profile. Grinder pump force mains shall be laid on a rising profile as proceeding downstream. Magnetic tracer tape shall be provided for all force mains and collection lines. Clearance between force mains and water mains shall be the same as specified for gravity sewer lines in § 180-18B(13). Where force mains are constructed of material which might cause the force main to be confused with potable water mains, the force main should be appropriately identified.
A.
All food service facilities are required to have a
grease trap or interceptor that meets the Delaware Plumbing Code and
the Standard Plumbing Code.
B.
Plumbing connections. Grease interceptors or traps
shall be located in the food service facility's lateral sewer line
between all fixtures that may introduce grease into the sewer system
and the connection to the County's wastewater collection system. Such
fixtures shall include, but not be limited to, sinks, dishwashers,
garbage disposals, automatic hood wash units, floor drains in food
preparation and storage areas. Wastewater from sanitary facilities
and other similar fixtures shall not be introduced into grease interceptors
or traps.
C.
Grease traps. Grease traps shall conform to the standards
in the Plumbing and Drainage Institute (PDI) Standards G101. They
shall be installed in strict accordance with manufacturers instructions,
and equipped with a removable cover that can be opened for inspection,
sampling and maintenance. The capacity and flow through rate shall
meet PDI and DNREC requirements. A flow control device shall be installed
to control the rate of flow through the unit, and the trap shall be
properly vented.
D.
Grease interceptors. Grease interceptors shall have
a minimum of two compartments and shall be capable of separation and
retention of grease and storage of settled solids. They shall conform
to the Delaware Plumbing Code and be certified by the PDI. They shall
be sized in accordance with the Delaware Plumbing Code and the PDI
G101 standards. The minimum capacity shall be 1,000 gallons and maximum
shall be 3,000 gallons. Where sufficient capacity is not possible
in a single unit, installation of interceptors in series is required.
[Amended 6-24-2003 by Ord. No. 03-12; 6-28-2005 by Ord. No.
05-08; 8-10-2010 by Ord. No. 10-13]
A.
In accordance with Title 9, Chapter 46 of the Delaware Code, the creation, extension or modification of a sanitary sewer district (SSD) is committed to the sound discretion of Levy Court. Such creation, extension or modification may be initiated by a petition signed by a majority of the property owners affected. The creation, extension or modification of a SSD shall comply with applicable funding agreements, already in place or required to accomplish the action. The creation, extension or modification of a SSD shall not modify the existing Kent County Growth Zone Overlay District boundaries as depicted in the most recently adopted Kent County Comprehensive Plan and Zoning Map.
[Amended 1-15-2019 by Ord. No. 19-01]
B.
Sanitary sewer districts (SSDs) may be created, extended or modified
for the purpose of elimination of existing on-site septic systems,
provided that Kent County Levy Court subsequently authorizes the filing
of a funding application and freezes the sanitary sewer impact fees
at the time of creation, extension or modification. In addition, 60%
of the property owners of the proposed area must agree to the creation,
extension or modification via petition.
[Amended 1-15-2019 by Ord. No. 19-01]
C.
Outside the Kent County Growth Zone Overlay District, sanitary sewer districts (SSDs) may be created, extended or modified when all requirements of § 180-21B are met or if one of the following conditions are met:
[Amended 1-15-2019 by Ord. No. 19-01]
(1)
A property has a failing septic system and a replacement system is
unable to be accommodated; or
(2)
A property has been annexed into a municipality in accordance with
its certified comprehensive plan where the municipality is currently
served by the Kent County sewer system; or
(3)
A property is located in an area designated as an employment center,
commercial area, or industrial area on the "Land Use Strategies Map"
of the most recently adopted Comprehensive Plan; or
(4)
Levy Court by majority vote has determined that extension of Kent
County Sanitary Sewer Service to a particular area or particular areas
outside the Growth Zone Overlay District would be of significant public
benefit.
D.
A petition for the creation, extension, or modification of any SSD
shall be submitted to the Kent County Levy Court by the Department
of Public Works. The Kent County Levy Court shall forward the proposed
creation, extension or modification requests to the Kent County Regional
Sewer Advisory Board for review, evaluation, and recommendation for
approval, denial or modification. A public hearing before Levy Court
shall be held on the recommended action, and the final decision shall
be made by Levy Court.
[Amended 1-15-2019 by Ord. No. 19-01]
E.
Unless waived at the discretion of the Public Works Director, all requests to extend or otherwise modify the boundaries of any sanitary sewer district will require that the Public Works Department - Engineering Division prepare a technical feasibility study (TFS). Costs for the preparation of the TFS are detailed in Chapter 128 of the Kent County Code. The TFS will include, at a minimum, a hydraulic analysis of the impact of the creation, extension or modification, over the next five years, for the following items:
(1)
The pumping station and/or gravity sewer collection system servicing
the area of Kent County Sewage Disposal District No.1 in question,
and all pipelines associated therewith.
(2)
All pumping stations, gravity-flow collection systems and associated
pipelines which are downstream of the pumping station or gravity-flow
collection system servicing the sanitary sewer district in question.
(3)
Any other potentially adverse flow or pumping conditions which may
be encountered as a direct result of the creation, extension or modification.
F.
The findings of the TFS are valid for a maximum period of five years from the date of the applicant's written acceptance of the TFS. If no physical sanitary sewer improvements or direct financial contributions to the same have occurred within the five-year period, then the TFS shall be deemed null and void. The Kent County Department of Public Works shall officially notify the applicant of the expiration date of the TFS. If the TFS is deemed null and void, the applicant is required to reapply for another TFS within three months of being notified of the TFS expiration, as described in § 180-21E. If a response or new TFS request is not received from the applicant, the Department of Public Works may initiate SSD dissolution activities.
[Amended 1-15-2019 by Ord. No. 19-01]
