Stormwater Feasibility Study-2003

11
STORMWATER FEASIBILITY STUDY
FOR
The TOWN OF KURE BEACH
117 SETTLERS LANE
KURE BEACH
NEW HANOVER COUNTY
NORTH CAROLINA
EXTENDED DETENTION
STORMWATER WETLAND
May 21, 2003
PREPARED FOR:
Town of Kure Beach
Post Office Box 3
117 Settlers Lane
Kure Beach, North Carolina 28449
PREPARED BY.-
T.E. ALLEN ENGINEERING, PC
P.O. Box 103
Rosman, North Carolina 28772
The Cape Fear Council of Governments
Planner -In -Charge: Mr. Chris May
1480 Harbour Drive
Wilmington, North Carolina 28401
The preparation of this document was financed in part through a grant provided by the North
Carolina Coastal Management Program, through finds provided by the Coastal Zone Management
Act of 1972, as amended, which is administered by the Office of Ocean and Coastal Resource
Management, National Oceanic and Atmospheric Administration.
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EXECUTIVE SUMMARY
This report summarizes the results of a qualitative study to
determine the feasibility of eliminating eighteen (18) stormwater
ocean outfalls currently discharging untreated stormwater runoff
into the coastal waters along the Kure Beach recreational
shoreline. The eighteen ocean outfalls discharge more than half
of the stormwater runoff from the Kure Beach drainage area. The
remaining volume of stormwater runoff drains by gravity through
the MOTSU buffer zone and into the Cape Fear River. The
relatively flat topography of most of the Kure Beach area, and the
slight ridge along 4th Street, will necessitate a "pump based"
stormwater management system to control runoff once the eighteen
stormwater outfall pipes are eliminated.
The concept for a feasible stormwater management project involving
the elimination of the eighteen ocean outfalls includes both
gravity drainage and pumping. The general scope of the concept
project is to collect the runoff in several manifold type
conveyances that will gravity drain to several pump stations
located along Fort Fisher Boulevard. The stormwater will then be
pumped to a ditch and culvert network in the MOTSU buffer zone.
The concept project also utilizes a series of stormwater "best
management practices" (BPM's) to provide treatment of the first
flush (i.e., the first 1-inch of each storm event) to reduce
sediment and pollutants prior to discharge. The BPM's include a
series of stormwater wetlands, totaling approximately 20 acres, to
be created in the MOTSU buffer zone. These wetlands must be
carefully designed to receive gravity flow from the drainage west
of 4th Street and pressure flow from the stormwater pump stations
located east of 4th Street. The pressure lines from the pump
stations will discharge into a stilling basin where the velocity
will be slowed and energy dissipated prior to release to the
stormwater wetlands. A diversion box will be located in the lower
stage of the stilling basin, which will utilize a series of weirs
to direct the volume produced by the first flush toward the
stormwater wetlands. Stormwater runoff that exceeds the first
flush will be diverted around the treatment devices, through
stabilized channels, and will directly discharge to the Cape Fear
River. The stormwater wetlands will be designed to treat the
first flush or the runoff produced by the first 1-inch of rainfall
produced from a storm with a recurrence interval of 2-years and
24-hour duration. The temporary pool in the wetlands should be
designed to contain the first 1-inch of the 2-year storm event,
with no volume reduction for pervious area within the watershed.
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This conservative approach is necessary due to the difficulties
with achieving hydraulic balance in discharges from the gravity
flow portions and the pressure discharge from the pump stations,
during the first flush. The stormwater wetlands are to serve as
an end -of -pipe treatment device and are not dependent upon any
existing or new BMP located up gradient, to achieve the target 85%
reduction in total suspended solids.
A series of concept pump station schemes were developed and
evaluated with respect to function and feasibility. At a minimum,
a feasible stormwater management system would require two pump
stations. However, a system utilizing three to six pump stations
would provide more flexibility and reliability. Ideally, each
pump station would be equipped with two or more pumps, an
emergency generator capable of running the entire station, and an
emergency spillway or overflow pipe for gravity discharge of
stormwater to the ocean during emergency conditions. For cost
considerations, a single mobile generator, suitable for use at all
pump stations in the system, may be provided.
The proposed concept involving two or more pump stations, gravity
conveyances, and stormwater wetlands, could feasibly be
constructed in phases, where each individual phase is a stand-
alone portion of the comprehensive stormwater management system.
This approach would require each individual phase to correspond to
the unique sub -drainage areas within the Kure Beach Watershed. A
preliminary sequence of construction is shown in Drawing C-1,
however, this sequence must be refined and adjusted during the
design process.
A variety of stormwater reference sources were considered during
the performance of this study. These references included, among
others, NCDENR's Technical Manual for Coastal Land Use Planning.
This Technical Manual(TM) outlines nonpoint source pollution and
associated nonpoint source pollutants specific to coastal areas.
The stormwater wetlands treatment system proposed in this
feasibility study is consistent with the water quality protection
standards, structural BMPs and otherwise, addressed in the TM.
These management schemes must be carefully designed for use in
highly developed subwatersheds where impervious cover levels can
range from 25% to 100%. The "pump and treat" stormwater
management system with end -of -pipe treatment devices (i.e.,
stormwater wetlands located in the buffer zone) is ideally suited
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for the urbanized area such as Kure Beach where spatial
1 constraints deter the location of stormwater management devices
within Kure Beach proper.
This project is also consistent with the Town's Land Use Plan,
specifically Section 2(1)(b)- Areas of Environmental Concern. The
Town of Kure Beach has been designated by the EPA as a Regulated
Public Entity having a municipal separate stormwater system (MS4),
and as such must comply with the NPDES Phase II Stormwater rules
as specified in Title 15A, North Carolina Administrative Code,
Subchapter 2H. Removal of the eighteen ocean outfalls is
paramount for compliance with the new stormwater rules.
1
The preliminary budget estimate for this project, based on this
feasibility study, is $8,765,099. A more accurate estimate should
be prepared after the design phase has been completed.
Based on the results of this study and evaluation, it is
determined that a combination "gravity" and "pump based"
stormwater management system is a feasible alternative to the
existing system utilizing the eighteen ocean outfalls, provided
the land acquisition, buffer zone access, and funding requirements
can be satisfied. It is anticipated that this project will be a
key element in regulatory compliance pursuant to the new Phase II
Storm water requirements.
It should be noted that the concepts and alternatives
this report are for planning purposes only, and should
for construction. A detailed engineering design would
prior to construction.
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discussed in
not be used
be required
11

' TABLE OF CONTENTS
Section Page
1.0 INTRODUCTION.............................................................................................................................. 1
I2.0
REGULATORY BACKGROUND................................................................................................
2
3.0 EXISTING STORMWATER COLLECTION SYSTEM ...................................................
3
4.0 STORMWATER TREATMENT......................................................................................................
4
'
5.0 STORMWATER WETLANDS.........................................................................................................
14
6.0 CONCEPT FOR PUMPING & CONVEYANCE SYSTEM .............................................
17
7.0 OTHER OPTIONS...........................................................................................................................
24
8.0 PRELIMINARY COSTS AND FUNDING SOURCES ...................................................
24
9.0 CONCLUSION & RECOMMENDATIONS..............................................................................
26
ICONVERSATION
REFERENCES.........................................................................................................
29
REFERENCES................................................................................................................................................
30
CONCEPT DESIGN FOR STORMWATER SYSTEM
Sheet C-1 (Existing Outfalls & Proposed Wetlands) ...............
31
Sheet C-2 (Existing Outfalls & Proposed Wetlands) ...............
32
Sheet C-3 (Existing Outfalls & Proposed Wetlands) ...............
33
Sheet C-4 (Existing Outfalls & Proposed Wetlands) ...............
34
Sheet C-5. 1 ( Proposed Stormwater Wetlands) ....................................
35
Sheet C-5.2 (Proposed Wetlands Vegetation) ....................................
36
'
Sheet C-5.3 (Conveyance from Wetlands to River) .....................
37
Sheet C-6 (Concept for Stormwater Pump Station) .....................
38
APPENDIX A Pump Station Concept Design 1...............................
39
_
APPENDIX B Pump Station Concept Design 2 .................
44
APPENDIX C - Pump Station Concept Design 3................................................
49
APPENDIX D - Pump Station Concept Design 4................................................
62
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APPENDIX E - Pump Station Concept Design 5................................................
75
APPENDIX F - Submersible Pump Data & Specifications .....................
80
APPENDIX G - Photographs of Local Flooding .............................................
89
APPENDIX H (NCDENR Proposed Stormwater Rule
15ANCAC 2H.0126...............................................................................................................
96
APPENDIX I (NCDENR Proposed Stormwater Rule
15ANCAC 2H.1014...............................................................................................................
113
APPENDIX J - CITIZENS PARTICIPATION &
PLANNER IN CHARGE SUMMARY.......................................................................................
122
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' Stormwater Feasibility Study 1
Town of Kure Beach
1.0 INTRODUCTION
The primary goal of this study is to identify the most feasible
i solution for improving water quality along the Kure Beach
shoreline while insuring the protection of environmental sensitive_
natural wetlands, estuaries, groundwater, and surface waters.
This study will investigate the feasibility of utilizing various
best management practices (BMP's), or control measures, as an
1 engineered solution for stormwater management within the Kure
Beach drainage area. A central focus of this project is to
determine the feasibility of removing eighteen (18) stormwater
' ocean outfalls currently discharging untreated stormwater runoff
into the coastal waters along the Kure Beach recreational
shoreline. This study will also investigate the possibility of
rerouting certain portions of the stormwater conveyance system to
allow stormwater runoff, currently being discharged to public
swimming areas, to be routed to treatment systems where sediments
and pollutants can be reduced prior to discharge to the Cape Fear
River. The BPM categories considered in this study include; cub
openings, grassed swales, wet detention ponds, extended stormwater
' wetlands, pocket wetlands, bioretention areas, filter strips, sand
filters, oil & grease traps, infiltration trenches, and
infiltration basins.
The Town of Kure Beach is located in New Hanover County, North
Carolina and is situated on a barrier island adjacent to historic
Fort Fisher State Park. Geographically, the town is located on a
narrow island, with the Atlantic Ocean in the east and bordered on
the west side by the Intracoastal Waterway. As previously
mentioned, a central focus of this project is the elimination of
eighteen (18) ocean outfalls that discharge untreated stormwater
directly to the surf zone along the recreational beach area. The
eighteen (18) drains that exist today were installed in 1911 when
the old roadway was built. Other drains may have preceded these,
but those there today were installed then by the road -builders.
Their purpose is to drain storm water away from the road surface.
Current ownership is debatable, although it is clear the storm
drains are not privately owned, but rather, the North Carolina
Department of Transportation - Division of Highways (DOT) and the
Town of Kure Beach shares maintenance of them. DOT maintains the
drains across their right of way, while the Town maintains the
pipes once they reach the shoreline. Recently DOT and the Army
Corps of Engineers (COE) partnered in the relocation of the drains
at the (former) Hanby Beach area. The Town has extended the pipes
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Stormwater Feasibility Study 2
Town of Kure Beach
to accommodate beach re -nourishment projects and has kept them
open over the years.
2.0 REGULATORY BACKGROUND
Management of non point source pollution is a stated goal of the
1987 Water Quality Act. An important source of these pollutants
is stormwater runoff from urban and developed areas. This runoff
has the potential to degrade water quality in all types of waters,
including, among others, those classified as water supply
watersheds, shellfish areas, and nutrient sensitive waters. The
types of activities, intensity of development and the amount of
' built -upon surfaces in an urbanizing area have a direct impact on
water quality. Built -upon surfaces (pavement, rooftops, etc.)
prevent precipitation from naturally infiltrating into the soil
and therefore increase the amount of precipitation that becomes
stormwater runoff. In addition, the change in activities
associated with developed and developing areas also generate
increased levels of various types of pollutants. These activities
include landscape maintenance, vehicle and industrial emissions,
pet wastes, etc. Pollutants from these activities are deposited
on the land surfaces where stormwater flow can easily pick them up
and transport them to receiving water (in this case Kure Beach
recreational sea shore). In addition, land disturbing activities
associated with construction can cause significant pollutant
loading to the receiving waters. The preferred method of
stormwater management is through nonstructural' controls (e.g., low
' density development). In cases where low density is not feasible,
engineered stormwater controls are a viable solution to reducing
pollution. However, proper design of these engineered solutions
is essential for adequate pollution removal.
The Clean Water Act established the National Pollutant Discharge
Elimination System (NPDES) Program in 1972 to control point source
discharges (ditches, pipes, etc.) to rivers, lakes, estuaries, and
other surface waters. The state of North Carolina is delegated by
the Environmental Protection Agency to implement the NPDES permit
program, which consists of several component programs including
wastewater permits, stormwater permits, and the pretreatment
program.
Phase I of the NPDES stormwater program required NPDES permit
coverage for 11 categories of industrial activities, including
construction sites disturbing 5 or more acres of land area. The
Phase I program also required program coverage for large and
1
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Stormwater Feasibility Study 3
Town of Kure Beach
medium municipalities with a population of 100,000 or more. Phase
II of the NPDES was made effective in December of 1999 and builds
upon the Phase I program in three ways; (1) It lowers the acreage
thresholds for construction activities from 5 acres down to 1 acre
or more of disturbed area, (2) it provides a no -exposure exemption
for Phase I industrial facilities that have no significant
materials stored outdoors, and (3) it requires small municipal
separate storm sewer systems (MS4s) to be permitted. A small MS4
is a unit of government such as a city, town, county, association
or other public body that owns or operates a stormwater collection
system. The Town of Kure Beach has been designated as Phase II
small MS4 municipality and is required to develop and implement a
comprehensive stormwater management plan (SWMP). The SWMP is
required to address six minimum measures; (1) public education
and outreach on stormwater impacts, (2) public
involvement/participation, (3) illicit discharge detection and
elimination, (4) construction site stormwater runoff control, (5)
post -construction stormwater management for new development and
redevelopment, and (6) pollution prevention/good housekeeping for
municipal operations. The SWMP is the tool by which a small MS4
municipality, such as Kure Beach, can reduce the discharge of
pollutants to the maximum extent practicable (MEP), to protect
water quality, and to satisfy the appropriate water quality
requirements of the Clean Water Act. The SWMP must be developed
and fully implemented within five years from the effective date of
the issued NPDES stormwater permit. This project will address the
removal eighteen (18) stormwater ocean outfalls required to
prevent or reduce pollutant runoff for municipal operations. This
project, when fully implemented, will satisfy a key requirement of
the comprehensive SWMP. This project is expected to be a critical
element of the SWMP, but is not intended to take the place of a
comprehensive stormwater management plan as required in Title 15A
North Carolina Administrative Code 2H. Permit applications and
non -ownership certification documents for those regulated public
entities (RPE) subject to the Phase II program based on the 1990
decennial census are due by March 10, 2003. The submittal
deadline for those RPE's subject to the program based on the 2000
decennial census is 18 months from the date of their notification
letter.
3.0 EXISTING STORMWATER COLLECTION SYSTEM
The existing stormwater collection system consists on a network of
ditches, pipes, culverts, and curb & gutter. There is one wet
detention basin located near Hanby Avenue that does afford some
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Stormwater Feasibility Study- 4
Town of Kure Beach
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1
I
n
treatment for a portion of the stormwater discharging toward Ocean
Outfall #1 at Ocean View Avenue. The Kure Beach topography is
such that there is a slight ridge that runs from the northeast to
southwest. The Kure Beach drainage area east of "approximately"
4Th Street drains toward the Atlantic Ocean while the area to the
west of 4th Street drains toward the Cape Fear River. This ridge
does not run exactly parallel to 4th Street, but is skewed
slightly in the NE to SW direction.
4.0 STORMNATER TREATMENT
As previously mentioned, this project includes the elimination of
eighteen (18) ocean stormwater outfalls and rerouting the
stormwater conveyance system away from the ocean and toward the
buffer zone along the Cape Fear River. The buffer zone is an,
undeveloped parcel of land owned by the Department of Defense and
is part of Military Ocean Terminal Sunny Point (MOTSU). MOTSU
uses the buffer zone as a safety margin to protect the public in
the event of an accidental detonation of ordinance. The Kure
Beach Stormwater outfall elimination plan will also include the
creation of several individual stormwater wetlands to be located
in the buffer zone. These stormwater wetlands will total
approximately 20 acres and will be used to treat stormwater runoff
prior to discharge to the Cape Fear River. These stormwater
wetlands are to be separate and distinct from any natural wetlands
that may be currently located in the buffer zone. A number of
other BMPs were considered for stormwater treatment, but none were
found to be as beneficial and feasible as extended detention
wetlands (or stormwater wetlands). A brief summary of the
evaluation for each of the BMPs considered is provided below.
4.1 TECHNICAL EVALUATION OF BMP ALTERNATIVES
A pump based stormwater management system will likely be necessary
due to topographic constraints, once the 18 ocean outfalls are
removed. For cost and efficiency considerations, the effective
drainage area served by each pump station should be maximized.
That is, each pump station should serve as large an area as
practicable. This will require a series of BMP's with sufficient
capacity to treat a relative large drainage area (200 acres or
more). The BMP's considered for this project included wet
detention ponds, extended stormwater wetlands, pocket wetlands,
infiltration ponds, filter strips and grassed swales, and
bioretention areas.
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= m m m m m m r m m m m m= m m m r m
TABLE C-1 EVALUATION PARAMETERS
COMPARATIVE EVALUATION y h a
OF B P M ALTERNATIVES �a o <<c o�F tio�� r°�J °c oca 5 0 o
FOR K U R E BEACH F o x° �i` `' cy
e� F O � o G o ti� O � cc • o va o x�
QyQ� o� ° 46, oc Qr oc Q�c °�• G �`� c� \•
2° ao' ��° �° Q°
BPM O��`a �O �p �` Q,�° �° �° O}� <<° �° Qo v° `� O, Qo G°
Wet Detention Basins 85% Y Y Y Y Marginal Feasible Marginal
Design 1 0 O O m
Design 2 O O O
Extended Detention Wetlands 85% Y Y Y Y Feasible Feasible Most Feasible
Design 3 O O O
Design 4 O O
Pocket Wetlands 35% S N N S Feasible Marginal Not Feasible
Design 5 O O O O
Sand Filters 85% S N N S Feasible Marginal Not Feasible
Bioretention Areas 85% Y S S Y Marginal Marginal Marginal
Grassed Swales 35% S N N N Feasible Feasible Not Feasible
Design 6 0 0 O 0
Design 7 O O O O
Extended Dry Detention 50% Y Y Y Y Feasible Feasible Marginal
Filter strips 25%-40% S N N N Feasible Feasible Not Feasible
Design 8 0 0 O O
Design 9 0 O a •
Infiltration Devices 85% S S S S Feasible Not Feasible Not Feasible
v,

Stormwater Feasibility Study
Town of Kure Beach
fl
fl
1
1-1
KEY & EXPLANATION
OF
TABLE C-1
COMPARATIVE EVALUATION
OF BPM ALTERNATIVES
FOR
KURE BEACH
p 0 TO 20% REMOVAL
O 20 TO 40% REMOVAL
O 40 TO 60% REMOVAL
0 60 TO 80% REMOVAL
• 80 TO 100% REMOVAL
N SELDOM OR NEVER PROVIDED
S SOMETIMES PROVIDED w/ CAREFUL DESIGN
Y USUALLY PROVIDED
DESIGN 1 Permanent pool equal to 0.5 inch storage per impervious acre.
DESIGN 2 Permanent pool equal to 2.5 (Vr); where Vr= mean storm runoff.
DESIGN 3 Runoff volume produced by 1.0 inch, detained 48 hours.
DESIGN 4 Some as Design 3, with 35% shallow marsh.
DESIGN 5 First flush runoff volume detained 6-12 hours.
DESIGN 6 Moderate slope swale, no check dams.
DESIGN 7 Low gradient swales with check dams.
DESIGN 8 20 foot wide turf strip.
DESIGN 9 100 foot wide forested strip, with level spreader.
TABLE C-1 KEY & EXPLANATION
The first step in choosing a BMP was to identify which BMPs are
actually suitable for the physical conditions of the site. The
most important considerations for selection of BMPs for this
project were determined to be 1) infiltration rate of the soils at
' the site, 2) total contributing watershed area, 3) ability to
handle plug flow from stormwater pump systems, and 4) 85% total
1 suspended solids removal. In addition to these 4 major criteria,
other parameters were also considered such as peak discharge
control and pollutant removal. Some BMPs can only be applied
within relatively narrow ranges of watershed area and soil types.
Table C-1 represents a summary evaluation of various BMPs with
respect to certain evaluation criteria specific to the Kure Beach
stormwater system. A further explanation of each alternative is
provided below.
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' Stormwater Feasibility Study 7
Town of Kure Beach
4.1.1 INFILTRATION PONDS
Infiltration ponds have been employed at various locations in the
coastal counties with varying success. Infiltration ponds provide
for the return of rainfall directly to the soil without allowing
runoff to enter surface water systems. They are similar to dry
detention ponds except they do not have an outlet to surface
water. The major limiting considerations for infiltration ponds
are soil type & hydraulic conductivity, which can be used to
provide a direct measure of the rate of infiltration. The
groundwater level can be expected to rise in response to a storm
event due to shallow nature of groundwater along coastal North
Carolina. When groundwater level rises to near the bottom of the
infiltration device, the flow becomes more horizontal toward the
emergency overflow outlet and the treatment process may become
effectively a short circuit. Furthermore, to ensure infiltration
systems function properly, the bottom of the system must be above
the groundwater level during the design storm event. Many coastal
soils have a porosity of approximately 0.2. This means that the
groundwater level rises 5" for every 1" of rainfall. The bottom
of the infiltration system should be a considerable distance above
the seasonal high groundwater level. Topographic constraints and
limited soil horizons make the application of infiltration systems
less feasible that other stormwater BMP alternatives.
1
n
FLOW
TEMPORARY 5TORAGE
INFILTRATION
INFILTRATION BASIN - Illustration from NCDENR Stormwater Management Guidance
Manual
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' Stormwater Feasibility Study $
Town of Kure Beach
i
The opposite can be a problem (i.e., high rates of infiltration)
for certain stormwater management devices that utilize or maintain
a permanent pool. High rates of infiltration during periods of
limited rainfall can cause "dry -out" of the permanent pool for
' certain BMP's, such as wet ponds.
4.1.2 Sand Filters
Sand filters are relatively new in the area of stormwater
' treatment, but they have been used for many years to treat
wastewater and as part of the process to purify drinking water.
Sand filters work by receiving the first flush of runoff and
settling out the heavier sediment in the sediment chamber. Water
then flows to, and is spread over the sand bed where pollutants.
are removed. Sand filters have been demonstrated to be effective
in removing many common pollutants found in urban stormwater
runoff, especially those found in particulate form. They have
also been shown to have at least a moderate level of bacterial
I removal. They have not been effective at removing total dissolved
solids and nitrate -nitrogen and, for this reason would be best
used upstream of a vegetated filter. Sand filters are effective
for drainage areas that have been stabilized. Sediment suspended
in runoff during construction or other land disturbing activities
could quickly clog the sand filter and render it useless. Sand
filters are effective for drainage areas of less than 5 acres.
Larger areas are less likely to be entirely impervious and it is
more difficult to distribute the flow of runoff across the sand
bed. In general, sand filters are intended to address the spatial
constraints that can be found in intensely developed urban areas
where the drainage areas are highly impervious. Although the Kure
' Beach drainage area is highly. impervious and spatial constraints
are a significant consideration, the primary stormwater feature to
be located within the Town limits will be several stormwater pump
stations. The treatment devices will be located some distance
down gradient in the MOTSU buffer zone and must be capable of
treating runoff from the contributing portion -of the Kure Beach
watershed. Each of the respective drainage areas are likely to
exceed the 5 acre capacity of a sand filter. Therefore, sand
filters are not feasible as the primary stormwater BMP, but could
' be used in limited application at the northern portion of the
watershed where the drainage area is limited.
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' Stormwater Feasibility Study 9
Town of Kure Beach
SAND CHAMBER
SEDIMENTATION
CHAMBER
OVERLAND FLOW
MINIMUM AVERAGE
DEPTH = 18"
WEIR SCREEN COVERED WITH
FILTER FABRIC
SAND FILTER
4.1.3 Wet Detention Basins
A wet detention pond or wet pond is the most common of the storage
devices and is usually the type of BMP which is recommended or
required because of its effectiveness as a control measure for
both runoff quality and runoff quantity. Wet detention basins are
ponds that are sized and configured to provide significant removal
of pollutants from the incoming stormwater runoff and provide
water quality benefits to downstream waters. They maintain a
permanent pool of water that is designed for a target Total
Suspended Solids (TSS) removal rate according to the size and
imperviousness of the contributing watershed. Above this
permanent pool of water, they are also designed to hold the runoff
that results from a 1-inch storm event and which is released over
a period of two to five days. These two basic components (i.e.,
the permanent pool and the temporary pool) result in a pond where
a majority of the suspended sediments and pollutants attached to
the sediment are allowed to settle out of the water.
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Stormwater Feasibility Study
Town of Kure Beach
10
1
1
1
1
1
Top View
Aquatic
BenchV
Safety Bench
(10 Feet Wide)
Wedge-shaped,..:,
Permanent
Pool `<> >!<><€:€'>' ?>'?; Riser Barre l
Side View
Trash Hood
i!�_, t ) 1,_11 Stormwater Storage Weir -
Sediment Forebay
(Planted as Marsh)
WET POND
ermanent
Embankment
Emergency
Spillway
Embankment \
r7 �7 Anti -seep
/ // Collars
Rtprap
Outlall
Protection
The design of wet detention basins is usually based on controlling
the design runoff volume from the long-term average storm in order
to settle out suspended solids and pollutants (such as heavy
metals and nutrients). Biological treatment also occurs when
aquatic vegetation uses the nutrients found in the water and
sediment.
Due to the relatively pervious soil type and the shallow nature of
the groundwater table, infiltration is of particular concern
considering the large treatment volume anticipated. Recent
research into infiltration rates for similar basins indicate that
a reasonable infiltration rate between 3 and 10 mm/hr. can be
expected. This could result in the dewatering by infiltration
unless specific measures are taken to prevent or lessen
infiltration. Due to high infiltration rates, this alternative is
expected to have marginal performance.
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Stormwater Feasibility Study
Town of Kure Beach
11
4.1.4 Dry Extended Detention Ponds
Dry extended detention ponds rely primarily on settling to remove
pollutants. Depending on how much and how long runoff is
detained, it is possible to remove upwards of 50% of the total
suspended solids. However, removal rates for most soluble
pollutants are quite low although it is possible to enhance rates
by incorporating biological removal mechanisms into the design of
the pond (i.e., by establishing a shallow marsh in the bottom
stage of the dry extended detention pond, or by using extended
detention in combination with a wet pond). However, for the Kure
Beach application the limited TSS removal makes this alternative
less desirable.
4.1.5 Filter Strips
Filter strips have a low to moderate capability of removing
pollutants in urban runoff, and exhibit higher removal rates for
particulate rather than soluble pollutants. Removal mechanisms
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Stormwater Feasibility Study 12
Town of Kure Beach
include filtering through vegetation or soil, settling/deposition
and uptake by vegetation. Forested buffer strips have a higher
removal capability than grass buffer strips. Length, slope and
soil permeability are critical factors that influence the
effectiveness of any strip. One drawback for filter strips is the
concern with concentrated flow, such as from a stormwater pump
system, causing a "short-circuit" condition across the strip.
' Additionally, filter strips are effective over a small watershed
area, usually 6 acres or less. This alternative is not considered
feasible.
4.1.6 Grassed Swales
' As with filter strips, grassed swales have a low to moderate
capability of removing pollutants in urban runoff. 'Grassed swales
are most effective when installed on extremely gentle slopes,
permeable and uncompacted soils, and installed with rock check
dams. If installed under these conditions, pollutants can be
removed through the filtering action of the grass, by deposition
in low velocity areas, and by infiltration through the soil layer.
Filter strips are not suitable as a primary BMP to receive flow
' from large watersheds, but could be used effectively as a
secondary BMP when used in conjunction with a stormwater wetland.
That is, grassed swales may be used as a discharge conveyance from
a stormwater wetland to the discharge point at the Cape Fear
River.
' 4.1.7 Bioretention Areas
Bioretention areas are an off-line system with no specific point
source discharge. The bioretention area design provides
infiltration and water storage for uptake by vegetation.
' Pollutant removal is performed through physical and biological
treatment processes occurring in the plant and soil complex
including transpiration, evaporation, storage, and nutrient
uptake. Once the infiltration capacity of the planting soil is
exceeded, stormwater is discharged at the surface of the planting
soil. The surface of the planting soil is depressed to allow for
some ponding of the runoff. The runoff is stored in the planting
soil where it is discharged over a period of days to the in -situ
material underlying the bioretention area or through an
' underdrain. Bioretention areas are suitable for the soil type in
the Kure Beach area, but they are likely to have similar problems
as with the infiltration ponds with respect to limited soil
t
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Stormwater Feasibility Study 13
Town of Kure Beach
horizons and short-circuiting during storm events or from plug
flow discharge from stormwater pump stations.. This alternative is
considered to have marginal performance capability when receiving
discharge from stormwater pump stations.
4.1.8 Stormwater Wetlands
The stormwater wetlands evaluated in this feasibility study are
based on the requirement to control the post -development runoff
conditions to the 1-year, 24-hour event predevelopment rate or 2-5
day draw down of the 1-inch storm event based on federal guidance
regarding pre / post -development runoff control and the state
Stormwater Management Program requirements.
When designed and constructed properly, stormwater wetlands can
achieve 85% removal of Total Suspended Solids (TSS) and can
produce reductions in nutrient loading, harmful levels of
bacterial; oil & grease, trace metals, and toxic chemicals.
Stormwater wetlands are not typically located within delineated
natural wetland areas. Natural wetlands provide critical habitat
and ecosystems services and are protected under state and federal
statute. Stormwater wetlands should not be confused with created
wetlands that are used to mitigate for the loss of the natural
wetlands under permitting provisions of wetland protection
requirements. The primary goal of wetland mitigation is to
replicate the species diversity and ecological functions of the
lost natural wetland; whereas, the more limited goal of stormwater
wetlands is to maximize pollutant removal and create generic
wetland habitat.
Stormwater wetlands also should be distinguished from natural
wetlands that receive stormwater runoff as a consequence of
upstream development. When stormwater runoff becomes a major
' component of the water balance of a natural wetland, its function
and structural qualities can be severely altered. The end result
is that stormwater-influenced wetland ultimately shares more of
the characteristics of a stormwater wetland than a natural
wetland.
The basic
intent of
a stormwater wetland is to
create a shallow
matrix of
sediment,
plants, water and detritus
that collectively
removes multiple
pollutants through a series of
complementary
'
physical,
chemical,
and biological processes.
Sheet flow
conditions
across a
wetlands, slower velocities
and the hydraulic
resistance
afforded
by the"wetland vegetation work
together to
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1

Stormwater Feasibility Study 14
Town of Kure Beach
1
provide very good conditions for particle settling. The emergent
plants that characterize stormwater wetlands help to stabilize the
sediments that settle and thereby reduce the amount of
resuspension. Because stormwater wetlands are relatively
efficient in removing sediment from the water column, they are
also efficient at removing those pollutants such as phosphorus,
trace metals, and hydrocarbons that are absorbed to the surface of
suspended particles., Another advantage of stormwater wetlands is
that of increased biological uptake, from both emergent plants and
algae. Stormwater wetlands, by design, focus on providing greater
interactions with emergents and longer contact times.
In addition to water quality improvements resulting from the
removal of the eighteen ocean outfalls, the stormwater pumping
system will also afford "pumping" protection during periods of
heavy precipitation. Coastal communities in eastern North
Carolina are exposed to frequent heavy tropical storm deluges and
ocean tidal changes that prevent gravity drainage.
Construction of stormwater wetlands is a critical and vital
component of the Kure Beach Stormwater Management program. The
treatment of stormwater prior to its discharge is particularly
' desirable for water quality concerns in areas with high growth
rates. This is of particular concern since state has designated
New Hanover County as a "Tier 5" county. The Division of Water
Quality utilizes the Department of Commerce enterprise tiering
program as a designation screening tool for counties. This
program is conducted in accordance with NC General Statute 105-
129.3 and evaluates each of the North Carolina Counties on an
annual basis to determine the relative economic health of each
county. Enterprise factors are used to assign counties to one of
five different tier levels, where Tier 1 represents the most
economically distressed counties and Tier 5 represents the most
economically healthy counties.
5.0 STORMWATER WETLANDS CONCEPT DESIGN
' Stormwater wetlands are constructed systems that are explicitly
designed to mitigate the impacts of stormwater quality and
quantity that occur during development. They function by
temporarily storing stormwater runoff in shallow pools that create
growing conditions suitable for emergent and riparian wetland
plants. The runoff storage, complex microtopography and emergent
plants in the stormwater wetlands together form an ideal matrix
for pollutant removal. For this application, the stormwater
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Stormwater Feasibility Study_
15
Town of Kure Beach
wetlands design criteria and site specific
systems requirements
1
are determined by the following:
Step 1: Estimate Drainage Area
Kure Beach Drainage Area (DA) = 0.5bh
= 0.5(0.46 mi.)(3 mi.) _
0.69 sq mi.
_ (0.69 sq mi.)((5280 2
ft2)/(1 mi 2))x (1
ac)./(43,560 ft2)
= 441 ac
Step 2: Find the Surface Area of the
Stormwater Wetlands
-(Permanent Pool) necessary to achieve
85% Total Suspended Solids
removal.
Calculate the percent impervious cover
of the site draining to the
Stormwater Wetlands [amount of impervious
area / respective
1
drainage area]
Impervious Area = 30% = 0.30 (by inspection)
Surface Area (SA) to Drainage Area (DA) Ratio for Permanent Pool
Sizing for 85% Pollutant Removal Efficiency @ 30% Impervious area
SA/DA = 1.34
Calculate Surface Area
SA = (1.34 / 100) (441 ac) = 5.9 ac = 257,413 ft 2.
Use Unit Stormwater Wetlands Area = 5.0 Acres = 217,800
ft2
Step 3: Find the Volume to be controlled for the 1" storm:
The design runoff (the temporary water quality pool) to be
controlled must be held in the Stormwater Wetlands above the
permanent pool level. Using the runoff volume calculation in the
"Simple Method" as described by Schueler (1987):
1 Rv = 0.05 + 0.009I where,
Rv = runoff coefficient = storm runoff (inches) / storm
rainfall (inches)
I = Percent Impervious = Drainage Area (acres) /
Impervious portion of the drainage area (acres)
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Storm -water Feasibility Study 16
Town of Kure Beach
Rv = 0.05 + 0.009(30)
Rv = 0.32 inches/inch
The estimated volume to be controlled:
jVolume = (Design Rainfall)(Rv)(Drainage Area)
Volume = 1 inch rainfall * 0.32 inches/inch * 1/12 ft/in
* 441 Acres
Volume = 11.76 ac-ft = 512,226 ft3 = 3.83 mgd (this
volume must be drawn down over a period of two to five.days)
Step 4: Determine physical dimensions of stormwater wetlands:
For the system to function as a wetlands, 70% of the area of the
permanent pool must be designed as a marsh with a depth of 0 to
18 '', with an almost equal distribution of area (35% and 35%)
between 0 to 9'' and 9'' to 18''. Additionally, there should be a
small pool (15% of the surface area) at the outlet to prevent
sediment from interfering with the outfall structure functions.
' The balance of the area (15%) is flexible with respect to depth,
but will be taken as 3 ft for surge. Therefore the pool area
distribution within the stormwater wetlands is:
1 3 ft pool depth pool = 30% of SA = 0.3 * 5 ac = 1.5 ac =
65,340 ft2
0 - 9" pool depth = 35% of SA = 0.35 * 5 ac = 1.75 ac =
76,230 ft2
9" - 1811 pool depth = 35% of SA = 0.35 * 5 ac = 1.75 ac =
76,230 ft2
Assume Length to Width ratio of 3:1, use dimensions of:
W = 210 ft.
L = 810 ft.
I
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Stormwater Feasibility Study
Town of Kure Beach
F FROM PUMP
STATION(S) MO/OR
'
GMVRY CONVEYANCES
I
I
EXTENDED DETENTION STORMWATER WETLAND
DESIGN AREA = +/— 5 AC.
3' DEPTH — DEEP POOL AREA = 1.5 AC.
9"-18" DEPTH — HIGH MARSH ZONE = 1.75 AC.
® 0-9" DEPTH — EXTENDED DETENTION WETLAND ZONE = 1.75 AC.
6.0 CONCEPT FOR PUMPING & CONVEYANCE SYSTEM
)7
OISCf GE M
CAPE FEAR
RWR VIA
STABNZED
CHANNELS
The relatively flat topography of the Kure Beach area, not
withstanding the slight ridge along 9th Street, will necessitate a
stormwater pumping system once the eighteen (18) stormwater
outfall pipes along the Kure Beach shoreline are eliminated.
Stormwater pumping systems are costly and require ascertain amount
of dedicated space to locate the sump pit and pumping equipment.
The adjustment in the conveyance systems (i.e., curb & gutter,
culverts, ditches, etc.) will also be significant and will involve
road cuts and road crossings. The pumping equipment must be
completely dependable for a multitude of possible rain/tide
conditions. Submersible electric pumps with generator backup are
well suited for this application and have been successfully used
in stormwater applications at other coastal communities.
Submersible electric pumps have a low profile and are quite.
Technical data and specifications of submersible electric pumps
are provided in Appendix f. Hydraulic pumps have more moving
parts and may require more maintenance, while Line Shaft Pumps
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Stormwater Feasibility Study 18
Town of Kure Beach
require a large structure. The conveyance system should utilize
1 the existing network of pipes, culverts, ditches, curb & gutters
to the maximum extent practicable. Due to the severe environment,
the pressure line, between the pump station and the discharge
outlet, should be corrosion resistant pipe such as high -density.
polyethylene (HDPE).
The concept for any "pump based" stormwater collection system will
include rerouting the existing terminal pipes and culverts along
Fort Fisher Boulevard to direct stormwater runoff into two or more
manifold -type conveyances, each of which will gravity drain into a
nearby pump station. The pump stations will discharge the
stormwater to the ditch & culvert network located in the MOTSU
buffer zone. A portion of the stormwater discharge (i.e., the
first 1-inch of each storm event) will be treated for sediment and
pollutant reduction via stormwater wetlands, also located in the
buffer zone, prior to release into the Cape Fear River.
6.1 STORMWATER PUMP STATIONS
Removal of the of eighteen ocean outfall pipes that discharge
untreated stormwater along the Kure Beach shoreline will require
installation of a number of stormwater pump stations. These pump
stations will pump the runoff to the MOTSU buffer zone on the west
side of the island. The first flush of runoff will be treated in
stormwater wetlands prior to its release through riprap stabilized
conveyance channels to the Cape Fear River. To determine the
1 feasibility of implementing a stormwater project involving pump
stations, we had to answer several key questions, 1) what are the
treatment requirements and, 2) what are the flows.
6.1.1 What are the Treatment Requirements? - It has been
determined that stormwater wetlands, located in the MOTSU buffer
zone on the west side of.the island, are the most feasible BMP for
treatment of stormwater. These wetlands must be carefully
designed to receive gravity inflow from the drainage west of 4th
Street and pressure inflow from the stormwater pump stations
located east of 4th Street. The pressure lines from the pump
stations will discharge into a stilling basin where the velocity
will be slowed and energy dissipated prior to release to the
stormwater wetlands. A diversion box will be located in the lower
stage of the stilling basin, which will utilize a series of weirs
to direct the volume produced by the first flush toward the
stormwater wetlands and will divert the excess flow around the
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Stormwater Feasibility Study 19
Town of Kure Beach
wetlands. Stormwater runoff that exceeds the first flush will be
diverted around the treatment devices and will directly discharge
to the Cape Fear. The stormwater wetlands will be designed to
treat the first flush or the runoff produced by the first 1-inch
of rainfall produced from storm with a recurrence interval of 2-
years and 24-hour duration. The temporary pool in the wetlands
will be designed to contain the first 1-inch of the 2-year storm.
event. It is recommended that no volume reduction be taken for
pervious areas. That is, the temporary pool in the wetlands must
be designed for the entire 1-inch of rainfall produced by the 2
year storm, and not the runoff produced from the first 1 inch of
rainfall. The difference being that the temporary pool must be
larger than that determined by some methods of calculating runoff
where volume reductions, based on pervious area, are taken (such
as the "Simple Method" as described by Schueler, 1987). This more
conservative approach is necessary due to the difficulty in
achieving a hydraulic balance in discharges from the gravity
portions and the pressure discharges from the pump stations.
Assuming 100% runoff over the drainage area, approximately 20
acres of stormwater wetlands are required to capture and treat the
first 1-inch of rainfall from the 2-year (247h6ur) storm. It was
shown to be more effective and economically feasible to locate
several smaller stormwater wetlands,at different locations in lieu
of a single 20-acre wetland. This provides the flexibility to
locate a wetland within each specific sub -drainage area and closer
1 to each specific stormwater pump station than would be possible
with a single large wetland.
6.1.2 How Much Flow? - The design storm used to determine the
pump station capacities will be a storm with a recurrence interval
of 100-years and a 24-hour duration. Based on 100% built -out of
the drainage area, the 100-year storm will produce approximately
440 acre-feet of runoff. This equates to 115 million gallons per
' day (MGD), or 80,000 gallons per minute (GPM), or 180 cubic feet
per second (CFS).
6.1.3 Now that the treatment requirements and runoff flows have
been approximated, it is possible to evaluate the feasibility of
' pump system concept designs. The key questions to answer are 1)
is it technically possible and feasible to pump and treat the
anticipated volume of stormwater, 2) what would a feasible pump
system configuration look like, and 3) what redundancies or
overflow / bypass capabilities are possible? To answer these
questions, several "concept" pump system designs were developed
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Stormwater Feasibility Study 20
Town of Kure Beach
and evaluated to test for technical capability and feasible. All
1 concept pump station designs are based on a static head of 12
`feet. It was also assumed that the length of force main (i.e.,
the distance from the pump station to the stilling basin) is 3,600
' feet in each case. These assumptions were used as a baseline to
evaluate the feasibility of various pump station schemes.
However, these parameters may prove to be invalid once a more
accurate and detailed design is prepared.
6.1.3.1 PUMP STATION CONCEPT DESIGN 1
In this concept design a stormwater pump system with one (1) pump
station and a single pump was evaluated. Based on the 100-year
storm, it was determined that the maximum runoff can be expected
to be in the order of 80,000 GPM (180 CFS).. There are a number of
high volume stormwater pumps available that have capacity in
excess of 80,000 GPM. For example, MWI Corporation manufactures a
high volume stormwater pump with a nominal flow rate of 135,000
GPM. This would exceed the runoff generated from the entire 100-
year storm. However, the pump has a nominal impeller size of 60-
inch and would require a 60-inch discharge pipe and a 90-inch
1 diameter intake with a minimum submergence of 133-inches. The
physical size of the pump, piping and sump for a single pump
station would require a footprint of approximately 250'x400'.
1 These dimensional requirements exceed the footprint reasonable
available within the Town limits. Additionally, the installation
of 60-inch diameter pipe is especially costly and challenging
given the shallow groundwater level in the coastal area. The
construction of a single pump station would not be a feasible
option based on the required pipe size and dimensional
requirements. The data and engineering calculations for this
concept design is provided in Appendix A.
1 6.1.3.2 PUMP STATION CONCEPT DESIGN 2
In this concept design a stormwater pump system with two (2) pump
stations, and two pumps per station, was evaluated. Based on the
100-year storm, it was determined that the maximum runoff can be
expected to be in the order of 80,000 GPM (180 CFS). It was
assumed that the runoff would be evenly divided between the two
pump stations. Therefore each pump station could be expected to
receive an inflow of 40,000 GPM. Since each pump station will be
equipped with two pumps, the required capacity will be in the
order of 20,000 GPM. There are a number of high volume stormwater
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' Stormwater Feasibility Study 21
Town of Kure Beach
pumps available that have capacity in this range. The MWI 20,000
GPM pump has a nominal impeller size of 24-inch and would require
a 24 or 36-inch discharge pipe and a 36-inch diameter intake with
a minimum submergence of 48-inches. The physical size of the
pump, piping and sump for a single pump station would require a
footprint of approximately 60'x2001. These dimensional
requirements are borderline for a pump station footprint that
would be reasonable available within the Town limits. The
installation of 24 or 36-inch diameter pipe is workable and
similar size pipe is already existing at some locations.
Additionally, accurate construction cost data is available for
similar size & capacity pump station projects installed along the
coastal areas.of South Carolina. Equally valuable data on
performance and reliability is also available which includes
important lessons learned such as:
• Construction methods to accommodate expansion & contraction
of long section (over 1000 LF) of HDPE pipe.
• Air release valve location requirements in long section of
HDPE pipe.
Water level telemetry within pump station sumps (i.e., use
transducers in lieu of floats)
• Stainless Steel pump components required .for coastal and
brackish water applications.
A stormwater management system utilizing two (2) pump stations is
a feasible option, however, the large footprint for the pump
i station sump is somewhat larger than may be easily accommodated
within the Town limits. The data and engineering calculations for
this concept design is provided in Appendix B.
6.1.3.3 PUMP STATION CONCEPT DESIGN 3
In this concept design a stormwater pump system with three (3)
pump stations, each with two pumps, was evaluated. Based on
likely pump station (PS) locations and the drainage area
associated with these locations, the inflow at each pump station
was approximated to be:
' PS 3a - 450 of the runoff from the 100-year design storm
0.45 x 80,000GPM = 36,000GPM
36,000GPM / 2 Pumps = 18,000GPM per pump
PS 3b - 350 of the runoff from the 100-year design storm
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' Stormwater Feasibility Study 22
Town of Kure Beach
r
0.35.x 80,000GPM = 28,000GPM
28,000GPM / 2 Pumps.= 14,000GPM per pump
PS 3c - 20% of the runoff from the 100-year design storm
0.20 x 80,000GPM = 16,000GPM
16,000GPM / 2 Pumps = 8,000GPM per pump
Each pump at each station should have a capacity equal to half the
inflow from the design storm. Therefore, the total capacity of
the pump station, with both pumps operating, should not be less
than the inflow from the design storm. This "two pump" scheme
should provide reasonable pump run times during smaller, more
frequent storms, when only one pump is needed to handle the
inflow. The pump controller should have the capability to
alternate pumps between duty cycles. There are a number of medium
capacity stormwater pumps commercially available in the 8,000 to
20,000 GPM range. The sumps for pump stations of these capacities
are typically in the range of 30'x60'x5'. Therefore the overall
pump station footprint is more reasonably suited for location in
the densely built-up areas of Kure Beach. Likewise, the nominal
impeller sizes for pumps of this size range from 16 to 24-inch and
would require 24 or 36-inch discharge pipe and a 24 to 36-inch
diameter intake with a minimum submergence of between 30 and 48-
inches. These pump and pipe size parameters are more workable when
compared to the larger stations, and are more easily designed to
be constructed.
A stormwater management system utilizing three (3) pump stations
is a feasible option and would require a lesser footprint than the
first two options evaluated. The data and engineering
calculations for this concept design is provided in Appendix C.
6.1.3.4 PUMP STATION CONCEPT DESIGN 4
In this concept design a stormwater pump system with four (4) pump
stations, each with two pumps, was evaluated. Based on likely
pump station (PS) locations and the drainage area associated with
these locations, the inflow at each pump station was approximated
to be:
PS 4a - 35% of the runoff from the 100-year design storm
0.35 x 80,000GPM = 28,OOOGPM
28,000GPM / 2 Pumps = 14,000GPM per pump
PS 4b - 25% of the runoff from the 100-year design storm
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Stormwater Feasibility Study 23
Town of Kure Beach
0.35 x 80,000GPM = 20,000GPM
20,000GPM / 2 Pumps = 10,000GPM per pump
PS 4c & 4d - 20% of the runoff from the 100-year design storm
0.20 x 80,000GPM = 16,OOOGPM
16,000GPM / 2 Pumps = 8,000GPM per pump
As with the previous "concept design", each pump at each station
should have a capacity equal to half the inflow from the design
storm. The total capacity of each pump station, with both pumps
' operating, should not be less than the inflow from the design
storm. This 4-station concept design would have the same benefits
and redundancies as the 3-station concept, but with the added
1 benefit of dividing the drainage area into four smaller sections.
This would provide for a system more easily adapted to the spatial
constraints of the densely` developed areas of Kure Beach. The
data and engineering calculations for this concept design is
provided in Appendix D.
6.1.3.5 PUMP STATION CONCEPT DESIGN 5
In this concept design a stormwater pump system with five (5) pump
stations, each with two pumps, was evaluated. Based on likely
pump station (PS) locations and the drainage area associated with
' these locations, the inflow at each pump station was approximated
to be:
PS 5a, 5b, 5c, 5d, & 5e - Each PS to receive 20% of the runoff
from the 100-year design storm
0.20 x 80,000GPM = 16,000GPM
16,000GPM / 2 Pumps = 8,000GPM per pump
As with the previous concept designs 3 and 4, each pump at each
' station should have a capacity equal to the portion of inflow from
the design storm. The total capacity of each pump station, with
both pumps operating, should not be less than 20% of the runoff of
the design storm, or the respective portion. This 5-station
concept design would have the same benefits and redundancies as
the 3 and 4-station concepts, but would have more site location
' flexibility due the smaller drainage areas served by each station.
This would provide for a system more easily adapted to the spatial
constraints of the densely developed areas of Kure Beach. The
data and engineering calculations for this concept design is
provided in Appendix E.
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Stormwater Feasibility Study 24
Town of Kure Beach
' 6.1.3.6 REDUNDANCY AND EMERGENCY OVERFLOW
Redundancy and emergency overflow capability are important
considerations for a stormwater pump station. Ideally, each pump
station would be equipped with two or more pumps, an emergency
generator capable of running the entire station, and an emergency
' spillway or overflow pipe for gravity discharge of stormwater to
the ocean -during emergency conditions. For cost considerations, a
single mobile generator, suitable for use at all pump stations in
the system, may be provided.
7.0 OTHER OPTIONS_
Due to the topographic constraints of the Kure Beach drainage
' area, pumping is a necessary feature of any stormwater plan to
eliminate the eighteen ocean outfalls. The precise number of
stormwater pump stations will be determined in the design phase of
the project, but the system will likely require from two to five
pump stations. Alternative stormwater options are limited to the
conveyance and treatment portions of the system. These
alternatives include wet detention ponds, extended stormwater
wetlands, pocket wetlands, bioretention areas, filter strips, sand
filters, oil & grease traps, infiltration trenches, and
infiltration basins. Considering the topography, land use
constraints within Kure Beach town limits, and "possible"
availability of sufficient land in the MOTSU buffer zone,
stormwater wetlands were determined to be the best option for
treatment. A spray irrigation treatment option was also
considered, but the additional capital investment, maintenance,
and increased footprint make this option less desirable than the
stormwater wetlands.
8.0 PRELIMINARY OPINION OF COSTS & POSSIBLE FUNDING SOURCES
Stormwater Drainage System - HDPE Pipe, catch
basins, headwalls, riprap, pump stations, 20 AC
wetlands, stilling basins, air release valves,
remove 18 ocean outfall pipes ................................... .................. $6, 011, 426
1
Waterline Relocation - Relocate existing
waterlines, air release valves, PRVs, and fire
hydrants as necessary to install new stormwater
conveyancesystem.................................................................................................$ 130,390
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' Stormwater Feasibility Study
Town of Kure Beach
25
Sewer Relocation - Relocate existing sewer lines,
manholes, force mains, and services connections,
as necessary to install new stormwater conveyance
'
system .................................................. ....:...................................................................... . $
333,800
Electrical & Communication Relocation - Relocate
'
existing underground electrical & communication
systems as necessary to install new stormwater
conveyance system...........................................:.................................................... $
50,000
Road Repairs - Repair surface and base course
as necessary to install new stormwater
conveyance system................................................................................................ $
500,000
Design, Permitting and S&A (7 .5%)............................................... $
526,921
--
Contingency (10%)............................................................................................. $
Planner........................................................................................................................... $
702,562
10,000
TOTAL PRELIMINARY ESTIMATED COST ................................................ $8,
765, 099
This opinion of preliminary construction cost is based
on assumed
material/labor costs and quantities, and therefore is
of a
'
conditional character. This preliminary estimate is
derived from
the concept design outlined in this feasibility study.
The exact
requirements of the system are unknown. A more detailed
design is
required before an accurate estimate can be prepared.
T.E. ALLEN
ENGINEERING makes no guarantee as to the accuracy of
this
preliminary estimate. This estimate does not include
land
acquisition costs.
Potential funding sources for portions of the project may include:
Clean Water Management Trust Fund
' 1651 Mail Service Center
Raleigh, NC 27699-1651
[phone]
National Coastal Wetlands Conservation Grant Program
Sally Valdes-Cogliano
' U.S. Fish and Wildlife Management
Division of Fish and Wildlife Management
and Habitat Restoration
' 4401 N. Fairfax Drive Room 840
Arlington, VA 22203
Phone: [phone]
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' Stormwatek Feasibility Study 26
Town of Kure Beach
Fax: [phone]
Email: sally [e-mail]
Atlanta Regional Office:
Marilyn Lawal
Phone: [phone]
Cindy Bohn
Phone: [phone]
NC Natural Heritage Trust Fund
Jennifer Dennis
' 1651 Mail Service Center
Raleigh, NC 27699-1651
Phone:[phone]
Fax: [phone]
U.S. Army Corps of Engineers
Assistance to States Program in Cooperation
W/ NCDENR.Division of Water Resources
Corps POC: Bobby Willis, [phone]
NCDENR POC: John Sutherland, [phone]
North American Wetlands Conservation Act Grants Program
Standard Grants Proposals: David Buie,
Phone: [phone]
Small Grants Proposals: Keith Morehouse,
Phone: [phone]
9.0 CONCLUSION & RECObMNDATIONS
As previously stated, the primary objective of this study is to
qualitatively investigate the feasibility of a project to
eliminate eighteen (18) stormwater ocean outfalls currently
discharging untreated stormwater runoff into the coastal waters
' along the Kure Beach recreational shoreline. There was no level
of flood protection or reduction defined for this study.
The removal of the ocean outfalls is to be a key goal of the
' comprehensive stormwater management plan (SWMP) for Kure Beach.
The Town of Kure Beach is identified as a small municipal separate
storm sewer systems (MS4s) to be permitted, and as such is
' required to prepare and implement a comprehensive stormwater
management plan. Due to the relatively flat topography of most of
the Kure Beach area and the slight ridge along 4th Street, a
' realignment of the existing conveyance system, to gravity drain
toward the Cape Fear River, is not feasible. The most feasible
alternative to the gravity drainage system currently utilizing the
FINAL -DRAFT

Stormwater Feasibility Study 27
Town of Kure Beach
ocean outfalls will include a "pump based" stormwater collection,
treatment and discharge system. The major features of such a
' "pump based" system will include:
• Reroute terminal pipes and culverts along Fort Fisher
Boulevard to direct stormwater runoff into two or more
manifold -type conveyances, each of which.will gravity drain
' into a nearby pump station.
• Construct two or more stormwater pump stations along Fort
' Fisher Boulevard, utilizing submersible electric, high
volume, low head pumps to transfer water through a new
stormwater conveyance (HDPE pipe) to a ditch and culvert
network, located in the MOTSU buffer zone, which will drain
toward the Cape Fear River.
• The first 1-inch of each storm event (i.e., the first flush)
will be diverted to several extended stormwater wetlands,
constructed in the buffer zone, for treatment and release
over a two to five day period.
The major constraints or challenges for the concept project
include:
• Land acquisition for the stormwater pump stations. The
minimum footprint for each pump station is likely to be at
'
least 501x1001.
• Participation and authorization/approval from Military Ocean
Terminal Sunny Point (MOTSU) for construction of several
stormwater wetlands with a combined total footprint of
approximately 20 acres, plus a ditch network for stormwater
conveyance.
• Moderate to severe disruption to the roads and rights -of -way
along Fort Fisher Boulevard and some side streets during the
construction phase. Rerouting the existing terminal piping
and culverts along Fort Fisher Boulevard and installing the
discharge pipe from each pump station to the ditch network in
the buffer zone will involve road cuts and r-o-w
encroachments.
' FINAL DRAFT

Stormwater Feasibility Study 28
Town of Kure Beach
• Permitting and delineation of all natural wetlands,
endangered species habitat, and cultural resources located in
' the buffer zone.
' • Funding.
Similar pump based systems are currently in use at several
locations along the east coast and have proved reliable and
effective at stormwater management.
' This project is consistent with the Town's Land Use Plan,
specifically Section 2(1)(b)- Areas of Environmental Concern. The
Town of Kure Beach has been designated by the EPA as a Regulated
' Public Entity having a municipal separate stormwater system (MS4),
and as such must comply with the NPDES Phase II Stormwater rules
as specified in Title 15A, North Carolina Administrative Code,
Subchapter 2H. Removal of the eighteen ocean outfalls is
paramount for compliance with the new stormwater rules.
Based on the results of this study and evaluation, it is
determined that a combination "gravity" and "pump based"
stormwater management system is a feasible alternative to the
existing system utilizing the eighteen ocean outfalls, provided
the land acquisition, buffer zone access, and funding requirements
can be satisfied. Recommend proceeding with efforts to obtain
funding through grants and other assistance programs while working
concurrently to develop a stormwater management plan pursuant to
the NPDES Phase II Stormwater Program requirements.
It should be noted that the concepts and alternatives discussed in
this report are for planning purposes only, and should not be used
for construction. A detailed engineering design would be required
prior to construction.
FINAL DRAFT

Stormwater Feasibility Study
Town of Kure Beach
29
REFERENCES
NCDENR Division of Water Quality. April 1999. Stormwater Best
Management Practices.
NCDENR Division of Water Quality. Feb 20, 1998. Stormwater
' Management Site Planning.
NCDENR Division of Coastal Management. July 2002. Technical Manual
' for Coastal Land Use Planning.
Business & Legal Reports, Inc., Nov. 1995, Stormwater Compliance
Handbook.
Adams, L.W., L.E. Dove, D.L. Leedy, and T. Franklin. 1993.
' Methods for Stormwater Control and Wildlife Enhancement: Analysis
and Evaluation. Urban Wildlife Center. Columbia Maryland.
American Public Works Association. (APWA) 1981. Urban Stormwater
Management. Special Report No. 49. Chicago Illinois.
Athanas, C. 1986. Wetland Basins for Stormwater Treatment:
Analysis and Guidelines, Final Report. Maryland Department of
Natural Resources. UMCEES Reference No. TS-53-86.
Schueler, T.R. Sullivan, M.P.Sullivan. 1993. Management of
Stromwater and Water Quality in an Urbanized Watershed.
University of Kentucky. Lexington, KY.
T.R. Schueler. July 1987. Controlling Urban Runoff: A Practical
' Manual for Planning and Designing Urban BMPs. Department of
Environmental Programs, Metropolitan Washington Council of
Governments, Water Resources Planning Board.
IU
t FINAL DRAFT

'
Stormwater Feasibility
Study
30
Town of Kure Beach
CONVERSATION REFERENCES
Hilda Ayers
USACE, Wilmington District
910-251-4862
Sherrel Bunn
USACE, Wilmington District
910-251-4866
'
Bobby Willis
USACE, Wilmington District
910-251-4728
'
Angie Pennock
USACE, Wilmington District
910-251-4611
Bassam Mansour
Chief, Public Works, MOTSU
910-457-8291
David Von Kolnitz
Enviro. Engineer, MOTSU
910-457-8425
'
W.A. Soder
General Engineer, MOTSU
910-457-8426
Tony Gaw
Forester, MOTSU
910-457-8291
James Rosich
NCDENR, DCM
910-395-3900
Ed Beck
NCDENR, DWQ
910-395-3900
Carol Miller
NCDENR, Land Quality
910-520-2735
'
Jason Dail
NCDENR, CAMA
910-395-3900
'
Fritze Rohde
Div. of Marine Fisheries
800-248-4536
Fred Harris
Div. of Inland Fisheries
919-733-3633
J.D. Potts
Shell Fish Sanitation
252-726-6827
'
Pattie Fowler
Shell Fish Sanitation
252-726-6827
Wib Owen
NC Div. of Wildlife Mgt.
919-733-7291
'
NC Div. Wildlife Mgt.
919-252-8540
Robbie Norvile
of
'
John Sutherland
Div. of Water Resources
919-715-5446
Bill Hanna
Kure Beach Bldg. Inspector
910-458-6535
NCDOT Roadside Enviro. Unit
919-733-2920
Bob Holman
FINAL DRAFT

,;�-a �q.
..,_

r m m m m= m M. M m m m= m m

EXTENDED DETENTION STORMWATER WETLAND
DESIGN AREA = +/- 5 AC.
3' DEPTH - DEEP POOL AREA = 1.5 AC.
9"-18" DEPTH - HIGH MARSH ZONE = 1.75 AC.
0-9" DEPTH - EXTENDED DETENTION WETLAND ZONE = 1.75 AC.
W W •V •V WArl u+w W •V W Y.� yy .jug
♦�♦•♦♦ W W W'��.�fJ/ . W lW W W•W W W r w..�+.� W W �..•'�� -.,.�� V�li��� ♦ y rrrr
yJ �' DEEP W': fl. W MICROPOOL
FORE BA • �� i% V DEEP I 7 k
0 Q POOL POOL 1•;
°° •e••e •• ��, �'�/ DEEP � �,f�O'�4�� W y .W4W ��/ r,. ^, 1' �' W, 1 ��
e•e•e �'4. POOL i°�.,, EAIv•'
•V J � y;':-Y•V T. DET.•W W /♦ ri J•V '-�. •W j�yF
♦ 1WETLAND,C Y
ZONE' i ♦ r yr
I
\. . . ♦ . . . . . . ♦ . . fiV` . 9 v _��`-�W y �' . . ♦ J ..�SJ�
POND BUFFER 10
METERS MINIMUM
q�
�(Q�aU~i
m �
C
�8.
Z(n uZ
¢3tiv
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00�
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I
I
I
1
1
STORMWATER WETLAND PLANTS
Scientific
Common
Wildlife Value /
Name
Name
Pollution Removal & Notes
Peltandra
Arrow arum
High, berries are eaten by wood ducks
Virginia
Saggitara
Arrowhead/
Moderate, Tubers and seeds eaten by ducks
Latifolia
Duck potato
Andropogon
Broomsedge
High, Songbirds and browsers. Winter food &
Virginicus
cover. / Tolerant to fluctuating water
Levels & partial shade.
Andropogon
Brushy
Requires full sun.
Glomeratus
Breadgrass
Typha spp.
Cattail
Low, except as cover. / High pollutant
treatment. Aggressive, may eliminate other
species.
Ceratophyllum
Coontail
Low food value, Good habit for fish &
Qersum
invertebrates, free floating, shape tolerant
Scirpus
Common Three
High. Seeds, cover. Waterfoul, songbirds. /
Pungens
Square
High metals removal. Can tolerate periods
of dryness, full sun.
Lemna spp.
Duckweed
High, food for waterfoul & fish. /
High metals removal.
Saururus
Lizard's Tail
Low, except for wood ducks. / Rapid growth,
cernuus
shade tolerant.
Hibiscus
Marsh Hibiscus
Low, nectar. / Full sun. Can tolerate
moscheutos
periodic dryness.
Potederia
Pickerelweed
Moderate, ducks, nectar for butterflies. /
cordata
Full sun to partial shade.
Potamogeton
Pond Weed
Extremely High. Waterfoul, marsh & pectinatus
songbirds.
/ Removes heavy metals.
Leersia
Rice cutgross
High, food & cover. / Full sun & tolerant
oryzoides
to shade
PRELIMINARY — DO NOT
USE FOR CONSTRUCTION
PROPOSED WETLAND VEGETATION
T.E. ALLEN ENGINEERING PC
M o—s •
D.- or DVM
(�
STORMWATER FEASIBILITY STUD
I
TOWN OF KURE BEACH
ROWK'NM GMW 28m
117 SETTLERS LANE
N
Kure Beach, New Hanover County
North Carolina
FAX (M)
emd : t„w,,,,nackewww

Discharge
from
Wetlands
nn,w amen alOw 0lomeler
r M n,n wr w.. nw, e•
3] IunpO �N-EOflwE Gwnml uWM tlN Open
tilt aEw.�urmmim m�ra�.oev pU beM+ i��
eenx..Nan...r w rd �L
apw,d w iev�mWOwn°v"
Riprap/Grassed Dispersion
STABILIZED CONVEYANCE FROM WETLANDS TO CAPE FEAR
Plw OulYl b ■YI MY�! GMn/
1
T
IFex �
Riprap Outlet Protection
PRELIMINARY — DO NOT
USE FOR CONSTRUCTION
CONVEYANCE DETAILS
y
STORMWATER FEASIBILITY STU.
9
;
TOWN OF KURE BEACH
W
117 SETTLERS LANE
Kure Beach, New Hanover County
North Carolina
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at or tyw
Iflpep Tmyletbn
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w laean Mwq baaaaew
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Riprap & Grassed Swales
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2.0
TOP OF WALL - ELEVATION (+)XO
BOX CULVERT
INVERT (—) XO
MSL
Pump Lif
TOP OF WALL - ELEVATION (+
Electric cables In conduit to
junction box of nearest dry location
EL 10.0 MSL
MIN MODEL SEA330
suarnsae artist
AiaE WA1ER RMP\
L.W.L. —3.0' ` .G
i 1P
1P
NOTES:
Submersible Pump, W/Electrical Motor.
(All Stainless Steel Components)
5'x12' BOX CULVERT
PLAN VIEW
EL 8.0 MSL
.—.—.------- -------- .—..t�XX'1
_ _—_—_—_—
KSheet Pie AnN—Seep
ELEVATION VIEW
t PUMP STATION DETAIL
C— N.T.S.
'TOP OF WALL
EL (+) XX MSL
,—BOX CULVERT
INVERT (—) XO
MSL
(—) XO MSL
(—) XO MSL
XX' GATE
IE. (r77.0 MSL
Zo
U
O
0 of
H
IN
z
}O
U
zo
W
J
W W
EC W
(L=)
al�
�V) C
U LLl O
U
p C
z�h=100
0 S W "IS
QIr. x.] N.0
a: o z
E- W W s o
InPztoz
a x
M
ds.ned s�
C-6
SHEET 6 OF X
= M r M r a M r M M M M M M M M M M M

I APPENDIX A
PUMP STATION CONCEPT DESIGN
NO. 1
(Preliminary - Not to be relied upon for final design)
1
1
�I,

1
1
1
1
1
1
1
1
1
1
1
1
1
K'ZU R� 1-�E�B3E=►ACC H P S 1Fa-1
STATIC HEAD:
hs=11 . 1 2.00ft.
VELOCITY HEAD:
Flow Rate: 80,000 GPM
Discharge Dia. 54 in.
hv= 1.95 ft.
FRICTION HEAD:
0.00259 x Gpm'
by_ ----------------------
D 4 . J,
Appurtenances K Value* Pipe Diameter: 60 in.
45 Deg Elbow 0.15 Total Pipe Length: 3,600 ft.
Motor Housing 0.4
Pipe Diffuser 0.5
Pipe hf= 9.30
hf = hv
* k Total K: 1.07 *Values from Hydraulic
App. hf= 3.87 ft. Handbook.
Flapgate Loss
hf-fiapgate=ll 0.25 ft.
Total Friction Loss
hf= 1343ft.
TOTAL DYNAMIC HEAD:
TDH=hg+h,,+hf
TDH= 27.4 ft.

:KSM:11 F'I'i PS 1a
BRAKE HORSEPOWER:
Flow Rate
80,000
TDH
27.4
Specific Gravity
1.00
Pump Bowl Efficiency
78%
Drive Efficiency
100%
BHP= 708.88
HORSEPOWER:
BHP 708.88
Service Factor 1.10
HP=11780
Gpm x TDH x sg.
Bhp= -----------------------
3960 x Effp x Effd
DRIVE EFFICIENCIES:
Direct = 100%
Gear = 95%
Belt & Pulley = 95%
Hydraulics = 70%
r = BHP * Service Factor
Next Available HP=jj 800
(Electric Only)
ELECTRIC POWER CONSUMPTION(If Applicable):
BHP 1 708.881 BHP x 0.746
Efficiency of Motor at Rated Loa 95% KW/hr = -----------------
Eff,,,
KW1hr= 557
From Manufacturer
F
F
F

� RECOMMENDED SUMP DIMENSIONS - KURE PS 1
Design Flow=
80,000 GPM-178.2
JCFS
Pump Diameter(d)=
48 Inches
Intake Diameter(D)=
72 Inches
1.5 Intake Dia. Multiplier
(1.5 Axial Flow, 1.33 Mixed Flow)
C' [in]
S' [in] B' [in]
W' [in]
Y' [in] Z' [in]
Minimum
Backwall Spacing
Minimum
Clearance Under the
Submergence
from Pump
Distance to
Minimum Length of
Pump Intake
Intake to L.W.L.
Centerline
Pump Bay Width
Screen
Sump
28.8
147.2
54.0
144.0
288.0
360.0
(C=0.3D - 0.5D)
(B=0.75D)
(W=2D)
(Y=4D) (Z=5D)
X' [in]
Minimum Length of
Dividing Wall
'Values based on Hydraulic Institute Standards, 1998.
360.0
(X=5D)
Optional
Trash Rack
0 Deg. Or Less
#REF! ft/sec
Recommended Velocity
Low Water Level
Optional
F— Screen
—►1 I — d
S
I♦- D
T
Y
` Z �1
X
W
B —►1
W12

INPUT
Flow
Impeller Diameter
Intake Diameter
Q 80,000 GPM
d 48 inches
D 72 inches
New 1998 H.I. Submergence (Still currently being used)
Flow
Q
80,000 GPM
178.2 CFS
Intake Diameter
D
72 inches
6 ft
Intake Area
A,
28.3 ft2
Intake Velocity
V,
6.3 ft/s
Gravitational Acceleration
g
32.174 ft/s2
Froude Number
Fp
0.4539
Fp = V/(gD)o.s
Submergence
S
147.2 linches
S = D(1+2.3Fp)
Old 1994 H.I. Submergence
Submergence S F 118.0 inches

I APPENDIX B
I
PUMP STATION CONCEPT DESIGN
NO. 2
I
(Preliminary - Not to be relied upon for final design)
1
11,
1

KUIJ Oil, I EASimEACH 1PS 2a
STATIC HEAD:
hS 12.00 ift.
VELOCITY HEAD:
Flow Rate: 20,000 GPM
Discharge Dia. 30 in.
hv 1.28 ft.
FRICTION HEAD:
0.00259 x Gpm2
h,, _ ----------------------
D4
Appurtenances K Value* Pipe Diameter: 36 in.
45 Deg Elbow 0.15 Total Pipe Length: 3,600 ft.
Motor Housing 0.4
Pipe Diffuser 0.5
I Pipe hf= 8.59
hf= h,, * k Total K: 1.07 *Values from Hydraulic
App. hf= 3.87 ft. Handbook.
Flapgate Loss
hf-flapgate 0.25 ft.
Total Friction Loss
hf=11 12.71 ft.
TOTAL DYNAMIC HEAD:
TDH=.hs+h,,+hf
TDH= 26.0 ft.

R E IEACH PS 2a
BRAKE HORSEPOWER:
Flow Rate
20,000
TDH
26.0
Specific Gravity
1.00
Pump Bowl Efficiency
78%
Drive Efficiency
100%
131-113=11 168.29
Gpm x TDH x sg.
Bhp= ----------------------
3960 x Effp x Effd
DRIVE EFFICIENCIES:
Direct = 100%
Gear = 95%
Belt & Pulley = 95%
Hydraulics = 70%
HORSEPOWER:
1
BHP
168.291
HP =BHP * Service Factor
Service Factor
1.10
'
HP=11185
Next Available HP= 200
(Electric Only)
'
ELECTRIC POWER CONSUMPTION If A licable
( pp : )
'
BHP
168.29
BHP x 0.746
Efficiency of Motor at Rated Loa
95%
KW/hr=-----------------
KW/hr--jj 132
Effn
From Manufacturer
7
LI

I RECOMMENDED SUMP DIMENSIONS - KURE PS 2
Design Flow=
20,000 GPM
44.6 CFS
Pump Diameter(d)=
24 Inches
Intake Diameter(D)=
36 Inches
1.5 Intake Dia. Multiplier
(1.5 Axial Flow, 1.33 Mixed Flow)
C' [in]
S' [in] B' [in]
W' [in]
Y' [in] Z' [in]
Minimum
Backwall Spacing
Minimum
Clearance Under the
Submergence
from Pump
Distance to
Minimum Length of
Pump Intake
Intake to L.W.L.
Centerline
Pump Bay Width
Screen
Sump
14.4
89.2
27.0
72.0
144.0
180.0
(C=0.3D - 0.5D)
(B=0.75D)
(W=2D)
(Y=4D) (Z=5D)
X' [in]
Minimum Length of
Dividing Wall
'Values based on Hydraulic Institute Standards, 1998.
180.0
(X=5D)
Optional
Trash Rack
0 Deg. Or Less
7 Low Water Level
IOptional
~ Screen
S
C
_-101
I �— d
B —►1
#REF! ft/sec I I G
Recommended Velocity W
T
w ' /2
I
I X I
i
—I— D
1

INPUT
Flow
Impeller Diameter
Intake Diameter
Q 20,000 GPM
d 24 inches
D 36 inches
New 1998 H.I. Submergence (Still currently being used)
Flow
Q
20,000 GPM
44.6 CFS
Intake Diameter
D
36 inches
3 ft
Intake Area
A,
7.1 ft2
Intake Velocity
V,
6.3 ft/s
Gravitational Acceleration
g
32.174 ft/sZ
Froude Number
FD
0.6420
FD = V/(gD)0.5
Submergence
S
89.2
inches
S = D(1+2.3FD)
Old 1994 H.I. Submergence
Submergence S 64.7 inches

APPENDIX C
PUMP STATION CONCEPT DESIGN
NO. 3
(Preliminary - Not to be relied upon for final design)

KURE BE4ACH PS 3a
STATIC HEAD:
hs 12.00 1 ft.
VELOCITY HEAD:
Flow Rate: 18,000 GPM
Discharge Dia. 36 in.
hv=11 0.50 ft.
FRICTION HEAD:
0.00259 x pm'
by _ ----------------------
D4G
Appurtenances K Value* Pipe Diameter: 36 in.
45 Deg Elbow 0.15 Total Pipe Length: 3,600 ft.
Motor Housing 0.4
Pige Diffuser 0.5
Pipe hf= 7.07
hf=h, * k Total K: 1.07 *Values from Hydraulic
App. hf= 3.87 ft. Handbook:
Flapgate Loss
hf-flapgate= 0.25 ft.
Total Friction Loss
hf= 11.19 ft.
TOTAL DYNAMIC HEAD:
MH=hs+h,+hf
TDH=jj 23.7 ft.

KURE BEACH PS do
STATIC STATIC HEAD:
hs= 12.00 1 ft.
VELOCITY HEAD:
Flow Rate: 18,000 1 GPM
Discharge Dia. 36 in. o.002s9 x Gpm2
by_ ----------------------
hv= 0.50 jft. D4
FRICTION HEAD:
Appurtenances
K Value*
Pipe Diameter:
36
in.
45 Deg Elbow
0.15
Total Pipe Length:
3,600
ft.
Motor Housing
0.4
Pipe Diffuser
0.5
Pipe hf=
7.07
ft.
hf=h,, * k Total K:
1.07
*Values from Hydraulic
App. hf=
3.87
ft.
Handbook.
Flapgate Loss
hf-flapgate— 11 0.25 Ift.
_
Total Friction Loss
hf= 11.19 ft.
TOTAL DYNAMIC HEAD:
TDH=hs+h„+hf
TDH=jj 23.7 ft.

RECOMMENDED SUMP DIMENSIONS - KURE PS 3a
1
1
1
1
1
1
1
Design Flow=
18,000 GPM
40.1 CFS
Pump Diameter(d)=
24 Inches
Intake Diameter(D)=
36 Inches
1.5 Intake Dia. Multiplier
(1.5 Axial Flow, 1.33 Mixed Flow)
C' [in]
S' [in] B' [in]
W' [in]
Y' [in] Z' [in]
Minimum
Backwall Spacing
Minimum
Clearance Under the
Submergence
from Pump
Distance to
Minimum Length of
Pump Intake
Intake to L.W.L.
Centerline
Pump Bay Width
Screen
Sump
14.4
83.8
27.0
72.0
144.0
180.0
(C=0.3D - 0.5D)
(B=0.75D)
(W=2D)
(Y=4D) (Z=5D)
X' [in]
Minimum Length of
Dividing Wall
'Values based on Hydraulic Institute Standards, 1998.
180.0
(X=5D)
Optional
Trash Rack
0 Deg. Or Less
#REF! ft/sec
Recommended Velocity
7 Low Water Level
14— Optional
Screen
x
—►1 Imo— d
S
C [4— D---H
I
I
Y
�i
i
I
w
B —1
W/2
I

11
i
t
I
INPUT
Flow Q 18,000 GPM
Impeller Diameter d 24 inches
Intake Diameter D Winches
New 1998 H.I. Submergence (Still currently being used)
Flow
Q
18,000 GPM
40.1 CFS
Intake Diameter
D
36 inches
3 ft
Intake Area
A,
7.1 ft2
Intake Velocity
. V,
5.7 ft/s
Gravitational Acceleration
g
32.174 ft/sZ
Froude Number
FD
0.5778
FD = V/(gD)o.s
Submergence
S
83.8
inches
S = D(1+2.3FD)
Old 1994 H.I. Submergence
Submergence S F--61—.8-1 Inches

A
1
A
1
[ZUEM
[@Rl(��M [R� �3�D
STATIC HEAD:
hs=11 12.00 ft.
VELOCITY HEAD:
Flow Rate: 14,000 GPM
Discharge Dia. 30 in.
hv= 0.63 ft.
FRICTION HEAD:
0.00259 x Gpm2
h„ = ----------------------
Da
Appurtenances K Value* Pipe Diameter: 30 in.
45 Deg Elbow 0.15 Total Pipe Length: 3,600 ft.
Motor Housing 0.4
Pipe Diffuser 0.5
Pipe hf= 10.78 ft.
hf=h, * k Total K: 1.07 *Values from Hydraulic
App. hf= 3.87 ft. Handbook.
Flapgate Loss
_ hf-flapgatell 0.25 Ift.
Total Friction Loss
hf=11 14.90 ft.
TOTAL DYNAMIC HEAD:
TDH=hs+h,+hf
TDH=jj 27.5 ft.

I
r
I
mm�B3E�A�CH PS 3b
BRAKE HORSEPOWER:
Rate
14,000
FFIow
DH
27.5
pecific Gravity
1.00
Pump Bowl Efficiency,
78%
Drive Efficiency
100%
131-113=11 124.7811
Gpm x TDH x sg.
Bhp= — ---------------------
3960 x Effp x Effd
DRIVE EFFICIENCIES:
Direct =100%
Gear = 95%
Belt & Pulley = 95%
Hydraulics = 70%
HORSEPOWER:
BHP 124.78 HP =BHP * Service Factor
Service Factor 1.10
HP= 137 Next Available HP= 150
(Electric Only)
ELECTRIC POWER CONSUMPTION(If Applicable):
[Efficiency
HP 124.78
of Motor at Rated Loa 95% BHP x o.7a6
KW/hr = -----------------
Effm
KW/hr= 9811
From Manufacturer

t
1
1
1
1
1
1
1
1
1
1
1
RECOMMENDED SUMP DIMENSIONS - KURE PS 3b
Design Flow=
14,000 GPM
31.2 CFS
Pump Diameter(d)=
20 Inches
Intake Diameter(D)=1
30 Inches
1.5 Intake Dia. Multiplier
(1.5 Axial Flow, 1.33 Mixed Flow)
C' [in]
S' [in] B' [in]
W' [in]
Y' [in] Z' [in]
Minimum
Backwall Spacing
Minimum
Clearance Under the
Submergence
from Pump
Distance to
Minimum Length of
Pump Intake
Intake to L.W.L.
Centerline
Pump Bay Width
Screen
Sump
12.0
78.9
22.5
60.0
120.0
150.0
(C=0.3D - 0.513)
(6=0.7510)
(W=2D)
(Y=4D) (Z=5D)
X' [in]
Minimum Length of
Dividing Wall
'Values based on Hydraulic Institute Standards, 1998.
150.0
(X=5D)
10 Deg. Or Less
Optional
Trash Rack
Low Water Level
Optional
~ Screen
-01 1 I — d
S
C � p�
1
Y
Z
i-
B -►1

1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
INPUT
Flow Q 14,000 GPM
Impeller Diameter d 20 inches
Intake Diameter D Winches
New 1998 H.I. Submergence (Still currently being used)
Flow
Q
14,000 GPM
31.2 CFS
Intake Diameter
D
Winches
2.5 ft
Intake Area
A,
4.9 ft2
Intake Velocity
V,
6.4 ft/s
Gravitational Acceleration
g
32.174 ft/s2
Froude Number
Fp
0.7089
Fo = V/(gD)0.5
Submergence
S
78.9
inches
S = D(1+2.3Fo)
Old 1994 H.I. Submergence
Submergence S 55.4 inches

MUMM
MF�&@M
D
STATIC HEAD:
hS 12.00 ft.
VELOCITY HEAD:
Flow Rate: 8,000 GPM
Discharge Dia. 24 in.
hv= 0.50 ft.
FRICTION HEAD:
0.00259 x Gpm'
h„ _ ----------------------
- D4
Appurtenances K Value* Pipe Diameter: 24 in.
45 Deg Elbow 0.15 Total Pipe Length: 3,600 ft.
Motor Housing 0.4
Pipe Diffuser 0.5
Pipe hf= 11.34 ft.
hf=h, * k Total K: 1.07 *Values from Hydraulic
App.hf= 3.87 ft.
Handbook.
Flapgate Loss
hf-flapgate Q.25 ft.
Total Friction Loss
hf=11 15.46 ft.
TOTAL DYNAMIC HEAD:
TDH=hs+h�,+hf
TDH=jj 28.0 ft.

:KA RE BEACH PS 3c
BRAKE HORSEPOWER:
Flow Rate
8,000
TDH
28.0
Specific Gravity
1.00
Pump Bowl Efficiencyl
78%
Drive Efficiency
1 100%
1-1
BHP= 72.42
HORSEPOWER:
72.42
Service Factor 1.10
HP= 80
Gpm x'IDH x sg.
Bhp= -----------------------
3960 x Effp x Effd
DRIVE EFFICIENCIES:
Direct =100%
Gear = 95%
Belt & Pulley = 95%
Hydraulics = 70%
HP = BHP * Service Factor
Next Available HP= 100
(Electric Only)
ELECTRIC POWER CONSUMPTION(If Aoolicable):
BHP 72.42
Efficiency of Motor at Rated Loa 95% BHP x 0.746
y KW/hr = -----------------
Effm
KW/hr— 5711
From Manufacturer

RECOMMENDED SUMP DIMENSIONS - KURE PS 3c
Design Flow=
8,000 GPM
17.8 CFS
Pump Diameter(d)=
16 Inches
Intake Diameter(D)=
24 Inches 1.5 Intake Dia. Multiplier
(1.5 Axial Flow, 1.33 Mixed Flow)
C' [in]
S' [in] B' [in]
W' [in]
Y' [in] Z' [in]
Minimum
Backwall Spacing
Minimum
Clearance Under the
Submergence
from Pump
Distance to
Minimum Length of
Pump Intake
Intake to L.W.L.
Centerline
Pump Bay Width
Screen
Sump
9.6
63.1
18.0
48.0
96.0
120.0
(C=0.3D - 0.513)
(B=0.75D)
(W=2D)
(Y=4D) (Z=5D)
X' [in]
Minimum Length of
Dividing Wall
'Values based on Hydraulic Institute Standards, 1998.
120.0
(X=5D)
Optional
Trash Rack
0 Deg. Or Less
s
#RI
Rec
7 Low Water Level
Optional
~ Screen
-►1 I -- d
S
C Imo-- D
T
Y
Z
i
B -►1
I

t
1
t
1
1
1
1
1
1
1
1
INPUT
Flow Q 8,000 GPM
Impeller Diameter d 16 inches
Intake Diameter D 24 inches
New 1998 H.I. Submergence (Still currently being used)
Flow
Q
8,000 GPM
17.8 CFS
Intake Diameter
D
24 inches
2 ft
Intake Area
A,
3.1 ftz
Intake Velocity
V,
5.7 ft/s
Gravitational Acceleration
g
32.174 ft/sZ
Froude Number
Fp
0.7076
Fp = V/(gD)0.5
Submergence
S
63.1
inches
S = D(1+2.3Fp)
Old 1994 H.I. Submergence
Submergence S 43.5 inches

I APPENDIX D
1
PUMP STATION CONCEPT DESIGN
NO. 4
11
(Preliminary - Not to be relied upon for final design)
[l
11
1
I
I
I

[ZURR
D
0 &(r:�,H FQ3
a m
STATIC HEAD:
hs 12.00 ft.
i
VELOCITY HEAD:
Flow Rate: 14,000 GPM
Discharge Dia. 30 in. 0.00259 x Gpm2
h" = ---------- -----------
hv= 063ft. D4
FRICTION HEAD:
Appurtenances K Value* Pipe Diameter: 30 in.
45 Deg Elbow 0.15 Total Pipe Length: 3,600 ft.
Motor Housing 0.4
Pipe Diffuser 0.5
Pipe hf= 10.78 ft.
hf=hv * k Total K: 1.07 *Values from Hydraulic
App. hf= 3.87 ft. Handbook.
Flapgate Loss
hf-flapgate 0.25 ft.
Total Friction Loss
hf=11 14.90 ft.
i
TOTAL DYNAMIC HEAD:
TDH=hs+hv+hf
TDH=jj 2 7. NI ft.
1-1
1

I
11
KURE BEACH PS 4a
BRAKE HORSEPOWER:
Flow Rate
14,000
TDH
27.5
Specific Gravity
1.00
Pump Bowl Efficiency,
78%
Drive Efficiency
I100%
BHP= 124.7811
HORSEPOWER:
BHP 124.78
Service Factor 1.10
Gpm x TDH x sg.
Bhp= -----------------------
3960 x Effp x Effd
DRIVE EFFICIENCIES:
Direct =100%
Gear = 95%
Belt & Pulley = 95%
Hydraulics = 70%
HP = BHP * Service Factor
HP=11137 Next Available HP= 150
(Electric Only)
ELECTRIC POWER CONSUMPTION(If Applicable):
rBHP 124.78 BHP x 0.746
Efficiency of Motor at Rated Loa 95% KW/hr = -----------------
Effm
KW/hr--II9MI 7 1
From Manufacturer
1

RECOMMENDED SUMP DIMENSIONS - KURE PS 4a
Design Flow--
14,000 GPM
31.2 CFS
Pump Diameter(d)=
20 Inches
Intake Diameter(D)=
30 Inches
1.5 jIntake Dia. Multiplier
(1.5 Axial Flow, 1.33 Mixed Flow)
C' [in]
S' [in] B' [In]
W' [in]
Y' [in] Z' [in]
Minimum
Backwall Spacing
Minimum
Clearance Under the
Submergence
from Pump
Distance to
Minimum Length of
Pump Intake
Intake to L.W.L.
Centerline
Pump Bay Width
Screen
Sump
12.0
78.9
22.5
60.0
120.0
150.0
(C=0.3D - 0.51))
(B=0.75D)
(W=2D)
(Y=4D) (Z=5D)
X' [in]
Minimum Length of
Dividing Wall
'Values based on Hydraulic Institute Standards, 1998.
150.0
(X=5D)
Optional
Trash Rack
7 Low Water Level
Optional
~ Screen
S
C
T i
Y
Z
_ i
B -►1

INPUT
Flow Q 14,000 GPM
Impeller Diameter d 20 inches
Intake Diameter D Winches
New 1998 H.I. Submergence (Still currently being used)
Flow
Q
14,000 GPM
31.2 CFS
Intake Diameter
D
Winches
2.5 ft
Intake Area
A,
4.9 ft2
Intake Velocity
V,
6.4 ft/s
Gravitational Acceleration
g
32.174 ft/s2
Froude Number
Fp
0.7089
Fp = V/(gD)0.5
Submergence
S
78.9
inches
S = D(1+2.3Fp)
Old 1994 H.I. Submergence
Submergence S 55.4 inches

MUMIE MIE&gm 1PQ3 f!d b
STATIC HEAD:
hs= 12.00 ft.
VELOCITY HEAD:
Flow Rate: 10,000 GPM
Discharge Dia. 30 in. 0.00259 x GZ
h,= ----------------------
n4he 0.32ft. m
FRICTION HEAD:
Appurtenances K Value* Pipe Diameter: 30 in.
45 Deg Elbow 0.15 Total Pipe Length: 3,600 ft.
Motor Housing 0.4
Pipe Diffuser 0.5
Pipe hf= 5.78 ft.
hf=h,, * k Total K: 1.07 *Values from Hydraulic
App. hf= 3.87 ft. Handbook.
Flapgate Loss
hf-flapgate= 0.25 ft.
Total Friction Loss
hf= 9.91 ft.
TOTAL DYNAMIC HEAD:
TDH=hs+h„+hf
TDH= 22.2 ft.

KURE BEACon
BRAKE HORSEPOWER:
Flow Rate
10,000
TDH
22.2
Specific Gravity
1.00
Pump Bowl Efficiency,
78%
Drive Efficiency
1 100%
BHP= 71.96
HORSEPOWER:
[BHP 71.96
ervice Factor 1.10
H P= 7911
Gpm x TDH x sg.
L
---------------------
3960 x Effp x Effd
DRIVE EFFICIENCIES:
Direct =100%
Gear = 95%
Belt & Pulley = 95%
Hydraulics = 70%
HP = BHP * Service Factor
Next Available HP= 100
(Electric Only)
ELECTRIC POWER CONSUMPTION(If Awlicable):
BHP 71.96 LBB? x 0.746
Efficiency of Motor at Rated Loa 95% ----------------
Effm
KW/hr= 57
From Manufacturer

RECOMMENDED SUMP DIMENSIONS - KURE PS 4b
Design Flow=
10,000 GPM
22.3 CFS
Pump Diameter(d)=
18 Inches
Intake Diameter(D)=
27 Inches
1.5 —Intake Dia. Multiplier
(1.5 Axial Flow, 1.33 Mixed Flow)
C' [in]
S' [in] B' [in]
W' [in]
Y' [in] Z' [in]
Minimum
Backwall Spacing
Minimum
Clearance Under the
Submergence
from Pump
Distance to
Minimum Length of
Pump Intake
Intake to L.W.L.
Centerline
Pump Bay Width
Screen
Sump
10.8
67.9
20.3
54.0
108.0
135.0
(C=0.3D - 0.5D)
(B=0.75D)
(W=2D)
(Y=4D) (Z=5D)
X' [in]
Minimum Length of
Dividing Wall
'Values based on Hydraulic Institute Standards, 1998.
135.0
(X=5D)
� G
Or Less
Optional
Trash Rack
—►1 { — d
Low Water Level
Optional
~ Screen
T
Y
Z
i
i
B —►

INPUT
Flow Q 10,000 GPM
Impeller Diameter d 18 inches
Intake Diameter D 27 inches
New 1998 H.I. Submergence (Still currently being used)
Flow
Q
10,000 GPM
22.3 CFS
Intake Diameter
D
27 inches
2.25 ft
Intake Area
A,
4.0 ft2
Intake Velocity
V,
5.6 ft/s
Gravitational Acceleration
g
32.174 ft/s2
Froude Number
FD
0.6589
Fp = V/(gD)0.5
Submergence
S
67.9
inches
S = D(1+2.3Fp)
Old 1994 H.I. Submergence
Submergence S 47.9 inches

aKUUME BEACH PS 4c, 4d
STATIC HEAD:
hs 12.00 ft.
VELOCITY HEAD:
Flow Rate: 8,000 GPM
Discharge Dia. 24 in.
hv=11 0.50 ft.
FRICTION HEAD:
0.00259 x GpmZ
by_ ----------------------
D 4
Appurtenances K Value* Pipe Diameter: 24 in.
45 Deg Elbow 0.15 Total Pipe Length: 3,600 ft.
Motor Housing 0.4
Pipe Diffuser 0.5
Pipe hf= 11.34 ft.
hf=hv * k Total K: 1.07 *Values from Hydraulic
App. hf= 3.87 ft. Handbook.
Flapgate Loss
hf-flapgate= 0.25 ft. _
Total Friction Loss
hf=11 15.46 ft.
TOTAL DYNAMIC HEAD:
TDH=hs+h,,+he
TDH=jj 28.0 ft.

KURE BEACH PS 4c, 4d
BRAKE HORSEPOWER:
Flow Rate
8,000
TDH
28.0
Specific Gravity
1.00
Pump Bowl Efficiency,
78%
Drive Efficiency
I 100%
BHP= 72.42
HORSEPOWER:
BHP 72.42
Service Factor 1.10
HP=11 80
Gpm x TDH x sg.
Bhp= -----------------------
3960 x Effp x Effd
DRIVE EFFICIENCIES:
Direct =100%
Gear = 95%
Belt & Pulley = 95%
Hydraulics = 70%
HP = BHP * Service Factor
Next Available HP= 100
(Electric Only)
ELECTRIC POWER CONSUMPTION(If Applicable):
BHP 1 72.42 BHP x 0.746
Efficiency of Motor at Rated Loa 95% KW/hr = -----------------
Eff.
KW/hr— ffl
From Manufacturer
11

RECOMMENDED SUMP DIMENSIONS - KURE PS 4c, 4d
Design Flow=
8,000 GPM
17.8 CFS
Pump Diameter(d)=
16 Inches
Intake Diameter(D)=
24 Inches
1.5 Intake Dia. Multiplier
(1.5 Axial Flow, 1.33 Mixed Flow)
C' [in]
S' [in] B' [in]
W' [in]
Y' [in] Z' [in]
Minimum
Backwall Spacing
Minimum
Clearance Under the
Submergence
from Pump
Distance to
Minimum Length of
Pump Intake
Intake to L.W.L.
Centerline
Pump Bay Width
Screen
Sump
9.6
63.1
18.0
48.0
96.0
120.0
(C=0.3D - 0.513)
(13=0.75D)
(W=2D)
(Y=4D) (Z=5D)
X' [in]
Minimum Length of
Dividing Wall
'Values based on Hydraulic Institute Standards, 1998.
120.0
(X=5D)
Optional
Trash Rack
7 Low Water Level
Optional
~ Screen
S
C
—►1 �-- d
N+ - D ---H
T
Y I
I
Z
i
B -►1

INPUT
Flow Q 8,000 GPM
Impeller Diameter d 16 inches
Intake Diameter D 24 inches
New 1998 H.I. Submergence (Still currently being used)
Flow
Q
8,000 GPM
17.8 CFS
Intake Diameter
D
24 inches
2 ft
Intake Area
A,
3.1 ft2
Intake Velocity
V,
5.7 ft/s
Gravitational Acceleration
g
32.174 ft/s2
Froude Number
Fp
0.7076
Fp = V/(gD)o.s
Submergence
S
63.1
inches
S = D(1+2.3Fp)
Old 1994 H.I. Submergence
Submergence S 43.5 inches

APPENDIX E
PUMP STATION CONCEPT DESIGN
NO. 5
(Preliminary - Not to be relied upon for final design)
I
I
p
I

' 0'8Z ]=HCII
:CIV3H OIWVNAa -IVIOl
1:A]
sso-1 u01131ad le4ol
' 5Z'0 7. . i ejesdej;-;q
sso-I ale6dell
•�oogpueH
oline�p�(H woad sanlen� '� L8'E =;g 'ddb' x * "u=3u
LO' 6 :N Idol
n- 6 =}u edld
To J9sn}4IQ Bald
17•0 6ulsnoH ao3oVq
'� 009`E :glbua� ad!d le�ol 5 6'0 Mogl3 6aa St,
ul 1'Z :aa;ewela edld *enleA N saoueuelinddy
:aV3H NOII3INJ
Ulil41�U1'dll!lIIIIlllll�l®I�0lI
qQ T OCJ'0 Aq
---------------------- _ "L[
zMdD X 69zoo•o 'ul t7Z 'ela objeuosla
Wdo 000'8 :aced mold
:aVBH AIIOO13A
' 00'Zb ll=sq
:ad3H OI1V1S
ar, naN� �5 Sd H�G38 321f1N

ll
1
11
I
ELIE BEACH PS 5a thru 5e
BRAKE HORSEPOWER:
Flow Rate
8,000
TDH
28.0
Specific Gravity
1.00
Pump Bowl Efficiency
78%
Drive Efficiency
100%
BHP= 72.4211
HORSEPOWER:
BHP 72.42
Service Factor 1.10
HP= 8011
Gpm x TDH x sg.
Bhp= ---------- -------------
3960 x Effp x Effd
DRIVE EFFICIENCIES:
Direct = 100%
Gear = 95%
Belt & Pulley = 95%
Hydraulics = 70%
HP = BHP * Service Factor
Next Available HP= 100
(Electric Only)
ELECTRIC POWER CONSUMPTION(If Applicable):
r
HP 72.42
fficiency of Motor at Rated Loa 95% BHP x o.7a6
Effm
KW/hr= 57
From Manufacturer
I

I RECOMMENDED SUMP DIMENSIONS - KURE PS 5a - 5e
Design Flow=
8,000 GPM
1CFS
Pump Diameter(d)=
16 Inches
Intake Diameter(D)=
24 Inches
1.5 Intake Dia. Multiplier
(1.5 Axial Flow, 1.33 Mixed Flow)
C' [in]
S' [in] B' [in]
W' [in]
Y' [in] Z' [in]
Minimum
Backwall Spacing
Minimum
Clearance Under the
Submergence
from Pump
Distance to
Minimum Length of
Pump Intake
Intake to L.W.L.
Centerline
Pump Bay Width
Screen
Sump
9.6
63.1
18.0
48.0
96.0
120.0
(C=0.3D - 0.5D)
(B=0.75D)
(W=2D)
(Y=4D) (Z=5D)
X' [in]
Minimum Length of
Dividing Wall
'Values based on Hydraulic Institute Standards, 1998.
120.0
(X=5D)
Optional —► d
Trash Rack I I
Low Water Level
i
= i
Optional S i B —►
~ Screen
0 Deg. Or Less
C � p
T i
Y
Z
i

INPUT
Flow Q 8,000 GPM
Impeller Diameter d 16 inches
Intake Diameter D 24 inches
New 1998 H.I. Submergence (Still currently being used)
Flow
Q
8,000 GPM
17.8 CFS
Intake Diameter
D
24 inches
2 ft
Intake Area
A,
3.1 ft2
Intake Velocity
V,
5.7 ft/s
Gravitational Acceleration
g
32.174 ft/s2
Froude Number
Fo
0.7076
Fo = V/(gD)°'S
Submergence
S
63.1
inches
S = D(1+2.3Fp)
Old 1994 H.I. Submergence
Submergence S 43.5 inches

i''-D i - � 1•3#sue
I SUBMERSIBLE PUMP DATA & SPECIFICATIONS
I(Preliminary - Not to be relied upon for final design)
I
I

1
1
1
1
1
1
1
1^
1
1
i
1
1
1
1-
i
Submersible
Electric Pumps
Internal components
1. Heavy Insulated Power Cable
2. Control Cable
3. Double Cable Seal
a 7�
4. Wire Connection Chamber, Junction Box
5. Upper Support Bearing
6. Stator Winding with Thermal Protection
7. Dynamically Balanced Rotor Mechanical Seal, detail
8. Motor Housing
9. Pump Shaft
10. Pump Bowl Assembly with Flow Straightening Vanes
11. Thrust Bearing
12. Moisture Detection Probe
13. Dual Mechanical Seals
14. Seal Protector
15. Optional Replaceable Liner
16. Propeller with Taper Lock Attachment
17. Intake Bell with Guide Vanes
18. Pump Bowl Shaft
19. Mechanical Seal
20. Speed Reducer Assembly
21. Intermediate Support Bearing
1
2
3
4
5
6
7
8
9
10
11
12
13
14
15
16
17
a
9
21
19
12
20
9
10
19
14
1$
16
17

r,
Electric Submersible
Pump Specifications
A. The work in this section shall consist of providing all pumping equipment including the
submersible electric axial flow or mixed flow propeller pumps, submersible motors and
accessories as shown on the drawing and as specified herein. The pumping equipment
shall be manufactured by MWI Corporation, 201 N Federal Hwy., Deerfield Beach, FL
33441-3624, or ENGINEER approved equal.
The substitution form enclosed must be returned two (2) weeks prior to bid opening for
consideration of approval for alternate manufacturers.
B. The Contractor shall furnish with the bid, guaranteed pump performance curves based on
model orfull scale tests of pumps in accordance with procedures as specified by Standards
of the Hydraulic Institute. Curves shall be certified by a professional engineer, registered in
the state where the tests are conducted and employed full time by the pump manufacturer.
Any bid not including such curves shall be considered invalid.
1. Number of Pumps:
2. Pumping Capacity: GPM each
3. Total Dynamic Head: FT
4. Pump Speed: RPM
5. Motor Power: HP
The pump and drive equipment to be furnished under this contract shall be made by a
single manufacturer regularly engaged in such work, and who has furnished like
equipment and specialties for at least five (5) similar installations which have been in
continuous successful operation for no less than five (5) years.
I Evidence of this experience, which shall be satisfactory to the engineer and data on the
equipment and its operation in those plants shall be made available to the Engineer on
request in order that he may determine whether the equipment and specialties offered
meet the requirements of these specifications.
Where major items of equipment are similar in type and description, they shall be the
product of a single manufacturer. Pump bowls, propellers and motors shall also be the
product of a single manufacturer.
11. PUMP ASSEMBLY
A. General Construction Requirements
1. The pump and submersible electric motor assembly shall conform to the following
mechanical characteristics:
I

a. Motor rotor and pump propeller are both mounted on a single shaft.
b. Motor stator housing is attached and registered to the bearing box.
c. Lower thrust bearing shall be either multiple angular contact ball bearings or a single
deep groove ball bearing to carry thrust and radial shaft loads.
d. Upper motor bearing shall be a deep groove ball bearing.
2.
Pump and motor assembly shall be suited for continuous submerged service to a depth
of 60 feet.
3.
Pump and motor shall have a sliptype flange for easy removal.
'
B. Pump Construction
1.
Major pump components shall be manufactured of steel conforming to ASTM
1
A242/588, AISI 1045, and AISI 300 series stainless steel.
2.
The propeller bowl assembly section shall be a single stage, assembled unit consisting
of venturi housing and propeller hub manufactured largely from ASTM A242/588 alloy
steel, and the propeller blades manufactured of AISI 300 Series stainless steel.
Propeller shaft shall be AISI 1045 steel with stainless steel inlay at the seal surface or
AISI 400 series stainless steel. The thrust bearing assembly shall be contained in a
machined bearing housing, centrally supported by flow straightening vanes in the
propeller bowl assembly.
3.
The venturi shall be fitted with a machined, removable housing liner of AISI 300 Series
1
stainless steel of no less than the pitch length of the propeller. The propeller shall be
balanced and secured firmly to the taper shaft with alignment key and locknut. The
propeller shaft shall conform to ASME Code for transmission shafting to transmit full
load torque and shall have additional safety factorfor shockloads.
4. BEARINGS - The motor/pump shaft shall be located by an upper deep groove ball
bearing for radial support and lower dual angular contact bearings or a single deep
groove ball bearing for radial and thrust support. The shaft bearing assembly shall be
sealed, grease lubricated, and designed for an L,,, life of 100,000 hours. The thrust
bearing/shaft assembly shall be contained in a machined bearing housing centrally
supported by flow straightening vanes in the propeller bowl assembly. The bearings
shall be protected against sand particle intrusion with a lip seal and mechanical seal.
5. SEALS - Each pump shall be provided with two mechanical rotating shaft seal systems
operating independently. Seals shall run in an oil reservoir. Lapped seal faces must be
hydrodynamically lubricated. The lower seal unit, between the pump and oil chamber,
shall contain one stationary and one positively driven rotating ring. The upper seal unit,
between the oil sump and motor housing, shall contain one stationary ring and one
positively driven rotating ring. Each interface shall be held in contact by its own spring
system. A lip seal between the lower mechanical seal and impeller shall be provided.
Both mechanical seals shall be comprised of a carbon rotating ring and a ceramic
stationary ring. The seals shall require neither maintenance nor adjustment, but shall
be easily inspected and replaced. The following seal types shall not be considered
acceptable nor equal to the dual independent seal specified: shaft seals without
positively driven rotating members; or conventional double mechanical seals
containing either a common single or double spring acting between the upper and lower
units.

6. WELDMENTS -All manufacturers weldments shall be continuous and full penetration.
All flanges shall be welded inside and out. All slag shall be removed and undercutting
shall not exceed 15% of material thickness.
7. The complete pump shall be painted with Bitumastic enamel equal to Zophar Triple A.
C. Motor Requirements
1. Motor Characteristics
a.
Power:
HP
1
b.
Voltage:
—
_ Volts / 3 Phase
c.
Frequency:
_ Hz
d.
Service Factor:
1.15
e.
Minimum L,o Bearing Life:
100,000 hours
f.
Insulation Class:
F
g.
Time Rating:
Continuous
h.
Type
Squirrel Cage Induction
i.
Air Filled
j.
Stator Winding shall be Vacuum
Pressure Impregnated.
2. Material of Construction
t
I
I
a. Motor Casing:
b. Motor wire junction box:
c. Nuts & Bolts:
d. Lifting Loop:
e. Retrieving/Lifting Hook:
3. Cable Entry and Seal
AISI 300 Series stainless steel
AISI 300 Series stainless steel
AISI 300 Series stainless steel
AISI 300 Series stainless steel
ASTM A242/588 supplied loose.
a. Power and instrumentation cables shall enter the top of the motor. Cable shall be
encased in conduit, when possible, to protect it from potentially damaging
substances in the pumped liquid, or shall hang in the discharge can utilizing a strain
relief clamp at the motor. The assembly shall be located in the pump top and direct
the cable axially upwards. _ feet of power and instrumentation cable shall be
provided above the cable entry.
b. The primary cable seal shall be comprised of a single cylindrical elastomer grommet
flanked by washers, all having a close tolerance fit against the cable outside
diameter and the entry inside diameter and be compressed by the entry body. The
secondary cable seal shall be an elastomer material poured and set around the
individual cables. The cable entry junction chamber and motor shall be separated
by a stator lead isolation plate and bearing holder which shall isolate the motor
interior from foreign material gaining access through the pump top.
c. The junction chamber shall be sealed from the motor by an elastomer grommet
compression fitting foreach cable.
d. An intermediate wire junction box shall be included for each pump for connection
between the pump and control as located in the plans.

I
1
4. Thermal / Moisture Protection
a. Three motor winding thermostats shall be in the stator windings, one sensor in each
stator phase.
b. Each pump shall be equipped with moisture detection in three locations; the oil
chamber; the motor housing; and the motor junction box.
c. The moisture detection system shall operate an alarm and stop the pump.
d. A relay compatible with the moisture detection system shall be provided by the pump
Manufacturer.
D. Pump Discharge Can
1. The pumping assembly shall be contained within a steel discharge housing
manufactured of ASTM A242/588 alloy steel with a wall thickness of _ and with an
outside diameter of . This This diameter shall be sufficient size to allow ready
removal/reinsertion of the pump assembly.
2. The suction bell shall be manufactured from ASTM A242/588 alloy steel, _ thick and
shall have a minimum inlet diameter of _ times the propeller diameter. The inlet bell
shall be designed and constructed to minimize vortex formation by maintaining equal
pressure and velocities across the entrance. It may also include an adjustable leg stand
capable of bearing the weight of the pump and water pressure developed by the pump.
The entrance shall include bars placed across the bell mouth to prevent entrance of
large sticks, logs, debris, etc.
3. The top of the discharge can assembly shall be flanged to mount a top plate adequately
braced, if required, to withstand the water pressure developed by the pump. The top
plate shall be equipped with a waterproof cable entry device to carry power and control
cables through the top plate.
4. A 90'discharge elbow shall be incorporated with each can to connect to the discharge
piping.
5. The discharge can housing shall be equipped with lifting loops or eyes for handling of
the can for installation.
6. The complete pump discharge housing shall be painted inside and outside with
Bitumastic enamel equal to ZopharTripleA.
A. Head, Capacity, Efficiency
1. Each pump to be supplied shall be full size tested in an open sump at the manufacturer's
testing facility in accordance with the Hydraulic Institute Standards.
2. Testing shall confirm performance at its rated speed, head, capacity, efficiency, brake
horsepower, and at such other conditions of head and capacity to properly establish the
performance curve. Certified copies of test data shall be submitted to the Owner prior
to shipment. Certification shall be by a Registered Professional Engineer employed
fulltime by the pump manufacturer. The Standards of the Hydraulic Institute
�
i
4

I
I
1
shall govern the procedures and calculations for these tests. The Owner shall have
access to the raw test data and calculations and may witness the tests.
B. Electrical Integrity Test
1. A motor and cable insulation test for moisture content and insulation defects utilizing
a M egger on the motor leads shall be performed prior to pump submergence.
2. Prior to submergence, the pump shall run dry to establish correct rotation and
mechanical integrity.
3. After operational test is completed, the insulation shall be retested. A written report
stating the foregoing tests have been conducted shall be submitted to the Owner
with each pump at the time of shipment.
IV. INSTALLATION AND SUPERVISION
A. The contractor shall coordinate construction of station and installation of the pumps
with the pump manufacturer. All construction and installation shall be in
conformance with the drawings and specifications and the pump manufacturer's
recommendations.
B. The contractor and pump manufacturer shall- provide for final inspection and testing
of the system and shall make necessary adjustments to the control system prior to
actual startup tests. Startup tests and demonstration shall be performed by the
pump manufacturer's representative and the contractor, and witnessed by the
engineer. Three (3) sets of operating and maintenance manuals and startup
procedures shall be provided to the engineer. Contractor shall have pump
manufacturer train and instruct owner's operator on all equipment.
V. WARRANTY
The electric submersible pump system and controls, as described, shall be warranted for
one (1) year by the manufacturer against defects in material and workmanship, under
normal use and service from the date of shipment from the factory.
VI. SUBSTITUTION OF MATERIALS OR EQUIPMENT
The procedure for review by ENGINEER will be as set forth in following paragraphs:
Requests for review of substitute items of material and equipment will not be accepted by
ENGINEER from anyone other than CONTRACTOR. If CONTRACTOR wishes to furnish or
use a substitute item of material or equipment, CONTRACTOR shall make written
application to ENGINEER for acceptance thereof, certifying that the proposed substitute will
perform adequately the functions called for by the general design, be similar and of equal
substance to that specified and be suited to the same use and capable of performing the
same function as that specified. The application will state whether or not acceptance of the
substitute for use in the Workwill require a change in the Drawings or Specifications to adapt
the design to the substitute and whether or not incorporation or use of the substitute in
connection with the Work is subject to payment of any license fee or royalty. All variations of
the proposed substitute from that specified shall be identified in the application and
available maintenance, repair and replacement service will be indicated. The application
will also contain an itemized estimate of all costs that will result directly or indirectly from
acceptance of such substitute, including costs of redesign and claims of other contractors
I

affected by the resulting change, all of which shall be considered by ENGINEER in
evaluating the proposed substitute. ENGINEER may require CONTRACTOR to furnish at
CONTRACTOR'S expense additional data about the proposed substitute. ENGINEER will
be the sole judge of acceptability, and no substitute will be ordered or installed without
ENGINEER'S prior written acceptance. OWNER may require CONTRACTOR to furnish at
CONTRACTOR'S expense a special performance guarantee or other surety with respect to
1 any substitute. ENGINEER will record time requirements by ENGINEER and ENGINEER'S
consultants in evaluating substitutions proposed by CONTRACTOR and in making
changes in the Drawings or Specifications occasioned thereby. Whether or not ENGINEER
' accepts a proposed substitute, CONTRACTOR shall reimburse OWNER for the charges of
ENGINEER and ENGINEER'S consultants for evaluating any proposed substitute.
VIh gLTERNATE MAN UFACTURESQUAL1fCATIONS y#
Qualification information required for Evaluation:
No later than, Month: Day: Year: (two weeks priorto bid date) all bidders must submit for
evaluation purposes by certified mail the following data: (NOTE: If this information is not received,
the bidder's proposal will not be acceptable and will be considered nonresponsive.)
Name, address, phone number of pump Manufacturer:
I
Number of years in Business:
' Banking reference of manufacturer:
ITrading references (3) Name, Address and Phone:
A.
i=
C.
Length of time manufacturing permanently installed pumps of this type:
Number of units of this type manufactured:
Location:
Size:
Discharge:
Owner & Phone Number:
Imo,
L

�J
Directly employed key personnel, experience and qualifications:
A. Chief Engineer (Name, Address, Professional Registration Number):
Length of time employed:
' Academic Qualifications:
B. Other professional personnel employed (Name, Address, Title):
Name and registration number of responsible testing engineer who will perform factory certified
witness testing of the pumping system:
' Certification by the Chief Engineer that the manufacturer's pump testing facilities meet all
requirements of the Hydraulic Institute Standards.
Specific acknowledgment that all testing shall be conducted in accordance with procedures
described in the "Hydraulic Institute Standards" USA.
' A representative list of manufacturer's experience in the furnishing of submersible electric pumps of
similar sizes or larger to those specified for this project, permanently installed and presently
operating shall be furnished and include the names, addresses and telephone numbers of the
consulting engineers, owners and operators of the system. The dates of installations shall also be
included.
' Three (3) copies of certified pump performance curves of the unit will be furnished. The curve shall
be stamped as certified (correct) by a Registered Professional Engineer in the state in which the
pumps are tested and manufactured. The curve shall show the pump capacity, discharge head,
speed, horsepower requirements.
Alternate bidders shall also.submitfor evaluation:
Three original copies of manufacturer's complete engineering catalogs for pumps.
Three certified copies of installation and operation manuals for permanent pump systems.
Three descriptive brochures showing photographs and/or describing the pump unit.
Three copies of all pump "Bill of Materials" of the unit's construction, cutaway drawings, and
dimensions as offered to confirm compliance with the specifications.
Prior to shipment, the entire pumping system shall be full size tested in an open sump testing facility
in accordance with the Hydraulic Institute Standards, by a Registered Professional Engineer. A
representative of the Owner shall be selected to witness these performance tests.
1

APPENDIX G
PHOTOGRAPHS OF LOCAL FLOODING
I
I
11

"FLOODING"
September 23, 2000
KURE BEACH VILLAGE — CUTTER COURT
(3 HOMES FLOODED)
Photo #1
FLOODING - Kure Beach Village
Kure Beach, NC
September 23, 2000

n
14
IL
Photo #2
FLOODING - Kure Beach Village
Kure Beach, NC
September 23, 2000 1♦
i
NOW-
I ww "
L
lashAWi
Photo #3 T
FLOODING - Kure Beach Village
Kure Beach, NC
September 23, 2000

Photo #4
FLOODING - Kure Beach Village
Kure Beach, NC
September 23, 2000

I�
LJ
1
Photo #6
FLOODING - Kure Beach Village
Kure Beach, NC
September 23, 2000
III
Photo #7
FLOODING - Kure Beach Village
Kure Beach, NC
September 23, 2000
aMwn�-}, j

Photo #8
FLOODING - Kure Beach Village
Kure Beach, NC
September 23, 2000
Photo #9
FLOODING - Kure Be
Kure Beach, NC
September 23, 2000

rij
Photo #10
FLOODING - Kure Beach Village
Kure Beach, NC
September 23, 2000
z
I
i
a
Photo #11 1.
FLOODING - Kure Beach Village
Kure Beach, NC
September 23, 2000

I APPENDIX H
PROPOSED STORMWATER RULE
15A NCAC 2H.0126

I
15A NCAC 2H .0126 is proposed for amendment as follows:
2
3
.0126 Stormwater Discharges
4
Stormwater picks up pollutants as it drains to waters of the State. When man alters stormwater drainage, the
5
pollutants carried by stormwater to waters of the State may be concentrated or increased, resulting in water
6
pollution. The juncture at which stormwater reaches the waters of the State will either be a terminus of a pipe, ditch,
7
or other discrete outlet, or in a diffuse sheet flow manner. Stormwater discharges subject to NPDES permitting are
8
addressed in this section, which incorporates, supplements and expands the federal rules on stormwater NPDES
9
discharges. Other stormwater control requirements are mainly addressed in Section 2H .1000 entitled "Stormwater
10
Management", but may also be addressed in sections dedicated to particular water classifications or circumstances.
11
If there is an overlap, the more stringent requirements apply. Regulated Public Entities, subject to NPDES
12
permitting p^ dts^-f��:^^' ^-^^�F ^^ ' ^•^-^ shall receive NPDES permits for stormwater
13
discharges to surface waters be -issued in accordance with these Rules and United States Environmental Protection
14
Agency regulations 40 CFR 122.21, 122.26, and 122.28 through 122.37 which are hereby incorporated by reference
15
including any subsequent amendments. Copies of this publication are available from the Government Institutes, Inc.
16
4 Research Place, Suite 200, Rockville, MD 20850-1714 for a cost of sixty-nine dollars ($69.00) each plus six
17
dollars ($6.00) shipping and handling. Copies are also available at the Division of Water Quality, Archdale
18
Building, 512 N. Salisbury Street, Raleigh, North Carolina 27604. These federal regulations can also be accessed on
19
the world wide web at http://www.gpo.gov/nara/cfr/index.html
20
(1) For the purpose of this Rule, these terms shall be defined as follows:
21
(a) Built -upon area (L3UA) means that portion of a development project that is covered by impervious or
22
partially impervious cover including buildings, pavement gravel areas (e.g. roads parking lots, paths),
23
recreation facilities (e.g. tennis courts), etc. (Note: Wooden slatted decks and the water area of a
24
swimming pool are considered pervious.)
25
(a)(bLDepartment means the North Carolina Department of Environment and Natural Resources
26
(c) Existing development means those projects that are built or those proposed that at a minimum have
27
established a vested right under North Carolina zoning law as of the date of the local government
28
29
ordinance, or such earlier time that an affected local government's ordinance shall specify, based on at
least one of the following criteria:
30
(i) Substantial expenditure of resources (time labor, money) based on a good faith reliance upon
31
having received a valid local government approval to proceed with the project or
32
(ii) Having an outstanding valid building permit in compliance with G.S. 153A-344.1 or G.S. 160A-
�j
33
385.1, or
34
t

1
1 (iii) Having an approved site specific or phased development plan in compliance with G.S. 153A-
2 344.1 or G.S. 160A-385.1.
3 (b)Ud _Regulated public entities (RPE) means all municipalities and counties identified by a decennial U.S.
4 Census as being located in whole or in part within a Urbanized Area, all federally designated public
5 bodies, and all state designated public bodies.
6
7
(c�LeLMunicipal separate storm sewer system (MS4) pursuant to 40 CFR 122.26(b)(8) means a
conveyance or system of conveyances (including roads with drainage systems, municipal streets, catch
8
basins, curbs, gutters, ditches, manmade channels, or storm drains):
9
(i) Owned or operated by the United States, a State, city, town, borough, county, parish, district,
10
association, or other public body (created by or pursuant to State law) having jurisdiction over
11
disposal of sewage, industrial wastes, stormwater, or other wastes, including special districts under
12
State law such as a sewer district, flood control district or drainage district, or similar entity, or an
13
Indian tribe or an authorized Indian tribal organization, or a designated and approved management
14
agency under section 208 of the CWA that discharges to waters of the United States.
15
(ii) Designed or used for collecting or conveying stormwater;
16
(iii) Which is not a combined sewer; and
17
(iv) Which is not part of a Publicly Owned Treatment Works (POTW) as defined at 40 CFR 122.2.
18
(d) f)l year, 24 hour storm means the surface runoff resulting from a rainfall of an intensity expected to
19
be equaled or exceeded, on average, once in 12 months.
20
(e)Permitted by Rule mea s;apermittedit to G.S. 1 n3_215.1 - bJeat is
21
1 t /'� C� 1 A2 '11 [ [ it shall __..« L•�f
�lldieiai __ :._ p fsua _t G.S __ _. ll _ _. - .) f the Department t„ issue separate
F'�`a`e
22
perrnit , previdec-l-such entities comply with -Item "N „le c,, t, a eet to
t11iS-R-nx�--ouviizlitft2eJ-�ti$ii-t3L-Sliv3
23
24
e i of eemerA re...edies pufs,,.,..,t to G.S. 143 21 C 6 A 143 215.6B and 143 215.6G.
(4)(g)_Population Density means the population of an area divided by the area's geographical measure in
25
square miles, equal to persons per square mile. For the purposes of this definition, the population shall
26
equal the sum of the permanent and seasonal populations, or be calculated from a measure of housing
27
unit density.
28
(g)M—Public body means the United States, the State of North Carolina, city, village, township, county,
29
school district, public college or university, single purpose governmental agency; or any other
30
governing body which is created by federal or state statute or law.
31
(h)QJ_Redevelopment means any rebuilding activity other than a rebuilding activity that;
32
(i) Results in no net increase in built -upon area, and
33
(ii) Provides equal or greater stormwater control than the previous development.
34
O)Li)—Significant contributor of pollutants means an MS4 or a discharge that,
35
(i) Contributes to a pollutant loading(s) which may reasonably be expected to exert detrimental
f�
36
effects on the quality and uses of that water body; or
i

1
1
(ii) That destabilizes the physical structure of a water body such that the discharge may reasonably be
2
expected to exert detrimental effects on the quality and uses of that water body.
3
Uses of the waters shall be determined pursuant to 15A NCAC 2B .0211 - .0222 and 15A NCAC 213
4
.0300.
5
(i)(10--Small municipal separate storm sewer system "small MS4" pursuant to 40 CFR 122.26(b)(16)
G
7
means all separate storm sewers that are:
(i) Owned or operated by the United States, a State, city, town, borough, county, parish, district,
8
association, or other public body (created by or pursuant to State law) having jurisdiction over
9
disposal of sewage, industrial wastes, stormwater, or other wastes, including special districts under
10
State law such as a sewer district, flood control district or drainage district, or similar entity, or an
11
Indian tribe or an authorized Indian tribal organization, or a designated and approved management
12
agency under section 208 of the CWA that discharges to waters of the United States.
13
(ii) Not defined as "large" or "medium" municipal separate storm sewer systems pursuant to 40 CFR
14
122.26(b), or designated under Sub -Item (2)(b) of this Rule.
15
This term includes systems similar to separate storm sewer systems in municipalities, such as systems
16
at military bases, large hospital or prison complexes, and highways and other thoroughfares. The term
17
does not include separate storm sewers in very discrete areas, such as individual buildings.
18
(k)0l _Total maximum daily load (TMDL) means a written, quantitative plan and analysis for attaining and
19
maintaining water quality standards in all seasons for a specific waterbody and pollutant.
20
(2) Designation: Designation consists of an automatic federal designation of public entities as described by
21
Sub -Item (2)(a) of this Rule and a two step state designation process as described by Sub -Item (2)(b) of this
22
Rule. All regulated public entities shall comply with the permit application schedule set forth in Item (6) of
23
24
this Rule.
(a) Federal designation.
25
In accordance with 40 CFR 122.32, all small MS4s located in whole or in part within an urbanized area
26
as determined by the most recent Decennial Census by the Bureau of the Census must seek coverage
27
under a NPDES permit for stormwater management.
28
(b) State designation process.
29
The department shall identify additional public bodies that have the potential to discharge stormwater
30
resulting in exceedances of water quality standards, including impairment of designated uses, or other
31
significant water quality impacts, including adverse habitat and biological impacts. As a first step, the
32
public bodies shall be identified based on the categories listed at Sub -Item (2)(b)(i) of this Rule. Once
33
a public body has been identified, the designation of that body, step two, as subject to the requirement
34
to apply for permit coverage will be made based on the criteria at Sub -Item (2)(b)(ii) of this Rule.
35
(i) Step One: Identification of public bodies potentially subject to regulation.
i

1
(A) Municipality. A municipality, outside of an urbanized area as determined by the most recent
2
Decennial Census by the Bureau of the Census, will be identified as a potential regulated MS4
3
if.
4
(I) The population is greater than 10,000; and
5
(11) The population density is at least 1,000 people per square mile.
6
7
(B) County. A County, outside of an urbanized area as determined by the most recent Decennial
Census by the Bureau of the Census, will be identified as a potential regulated public body if
8
the county municipal and non -municipal population (including permanent and seasonal
9
population) is greater than 45,000 persons. The seasonal population will be determined from
10
the most recent data available from local, state and/or federal sources.
11
(C) Other public bodies. A public body may be designated if:
12
(I) They are a municipality located within a regulated county, and have not been designated
13
under any other category; or
14
(11) They are a municipality and have not been designated under any other category; or
15
(III) They are a MS4 such as, but not limited to, state and federal facilities, universities,
16
community colleges, local sewer districts, hospitals, military bases, and prisons.
17
(ii) Step Two: Criteria for designation of public bodies. In making designations, the department will
18
evaluate the public bodies identified as per Sub -Item (2)(b)(i) of this Rule for designation using
19
the following criteria:
20
(A) Whether the public body discharges or has the potential to discharge stormwater to sensitive
21
waters, including:
22
(I) Waters classified as high quality, outstanding resource, shellfish, trout or nutrient
23
24
sensitive waters in accordance with 15A NCAC 213 .0101(d) and (e);
(II) Waters which have been identified as providing habitat for federally -listed aquatic animal
25
species that are listed as threatened or endangered by the U.S. Fish and Wildlife Service
26
or National Marine Fisheries Service under the provisions of the Endangered Species
27
Act, 16 U.S.C. 1531-1544; or
28
(III) Waters for which the designated use, as set forth in the classification system at 15A
29
NCAC 2B .0101(c), (d) and (e); have been determined to be impaired in accordance with
30
the requirements of 33 U.S.C. 1313(d); and
31
(B) Has exhibited high population growth or population growth potential, where
32
(I) High growth shall be defined as a 10 year rate of growth exceeding 1.3 times the state
33
population growth rate for that same period or a 2 year rate of growth which exceeds
34
fifteen percent (15%);or
35
(II) An area having growth potential shall be defined as a jurisdictional area adjoining an area
36
determined to have high growth in accordance with Sub -Item (2)(3)(I) of this Rule or an
I
f

ri
1
1
area having a projected growth rate exceeding 1.3 times the state growth rate for the
2
previous 10 years;
3
(C) Whether the public body discharges are, or have the potential to be, a significant contributor
4
of pollutants to waters of the United States.
5
(3) State Designation Administration: Review and finalization of public body designation shall be handled
6
under the following guidelines.
7
(a)
The department will implement the designation process in accordance with the department schedule
8
for Basinwide Plans starting January 01, 2004.
9
(b)
The department shall publish a list of public bodies identified in accordance with Sub -Item (2)(b)(i) of
10
this Rule. Lists shall be developed for a river basin area in accordance with North Carolina's
11
Basinwide Planning Schedule. Publication of this list may be coordinated with public notices issued
12
through basinwide planning efforts.
13
(c)
All public bodies identified shall be notified in writing by the department prior to publication of the list
14
in Sub -Item (3)(b) of this Rule.
15
(d)
The department shall accept public comment on the application of the evaluation criteria in Sub -Item
16
(2)(b)(ii) of this Rule for each of the identified public bodies. A public comment period of not less
17
than 30 days will be provided.
18
(e)
After review of the evaluation criteria in Sub -Item (2)(b)(ii) of this Rule and review of public
19
comments received, the department will review the effectiveness of any existing water quality
20
protection programs. The effectiveness will be determined based upon the water quality of the
21
receiving waters, and whether the waters have been determined to be supporting the uses as set forth in
22
the classifications pursuant to 15A NCAC 2B .0101(c), (d) and (e) and the specific classification of the
23
waters pursuant to 15A NCAC 2B .0300. The Department shall then make a final determination on
24
designation for each of the listed public bodies.
25
(f)
The department shall notify a public body of its designation for NPDES stormwater coverage in
26
writing. This notification shall include the category under which the public body was designated, the
27
basis(es) of the designation and the date on which the application for coverage shall be submitted to
28
29
the Department.
(4) Other State designations
30
(a)
Total Maximum Daily Load (TMDL) MS4s. TMDL MS4s include public bodies discharging
31
pollutants that are contributing to the impairment of a water body's use, as determined in accordance
32
with 33 U.S.0 1313 (d). TMDL MS4s shall be designated if the MS4 is specifically listed by name for
33
34
(b)
urban stormwater Total Maximum Daily Load development.
Designated by petition. Entities subject to a petition shall be designated by the department based on
35
the process and procedures identified in Item (5) of this Rule.
36
(5) Petitions
37
(a)
In accordance with 40 CFR 122.26(f),
5

1
(i) Any operator of a MS4 may petition the department to require a separate NPDES stormwater
2
permit for any discharge into the MS4, and
3
(ii) Any person may petition the department to require a NPDES stormwater permit for a discharge
4
composed entirely of stormwater which contributes to a violation of a water quality standard or is
5
a significant contributor of pollutants to waters of the United States.
6
7
(b) Petition Submittal. Petitions to designate a small MS4 or discharge for NPDES stormwater permit
coverage must meet the following requirements:
8
(i) Petitions must be submitted on department approved forms.
9
(ii) A separate petition must be filed for each petitioned entity.
10
(iii) The petition must be complete prior to consideration by the department.
11
(iv) Petitions must demonstrate the need for NPDES stormwater permit coverage for the petitioned
12
entity based on the following standards:
13
(A) For stormwater discharges to impaired waters, monitoring data must be submitted to
14
demonstrate that the petitioned entity is the source of or a significant contributor of pollutants
15
to the impairment.
16
(B) For stormwater discharges to non -impaired waters, monitoring data must be submitted to
17
demonstrate that the petitioned entity is a significant contributor of pollutants to the receiving
18
waters.
19
(C) Monitoring data must include, at a minimum, representative sampling of the stormwater
20
discharges subject to the petition; and
21
(D) The petitioner must present information documenting how the sampling may be considered
22
representative of the stormwater discharges. The petitioner may present technical scientific
23
24
literature to support the sampling methods.
(E) The Petitioner shall notify the potential petitioned entity in advance of stormwater discharge
25
monitoring activities.
26
(v) The petitioner must certify that a copy of the petition and any subsequent additional information
27
submitted by the petitioner has been provided to the chief administrative officer of the petitioned
28
29
entity within 48 hours of submitting said petition and additional information to the department.
(vi) Petitions must include the following to be eligible for consideration:
30
(A) Completed set of petition form(s);
31
(B) In accordance with Sub -Item (5)(b)(iv) of this Rule, a demonstration of the need for NPDES
32
stormwater permit coverage. These data may be supplemented with technical study
33
information on land uses in the drainage area and the characteristics of stormwater runoff
34
from these land uses;
35
(C) Documentation of receiving waters impairment or degradation;
36
(D) A map delineating the drainage area of the petitioned entity, the location of sampling stations,
37
the location of the stormwater outfalls in the adjacent area of the sampling locations and
6

1
general features such as, surface waters, major roads and political boundaries to appropriately
2
locate the area of concern for the reviewers; and
3
(E) Certification of petitioned entity notification.
4
(vii) On a case by case basis the department may request additional information necessary to evaluate
5
the petition.
6
(c) Petition Administration. All petitions received by the department will be processed under the
7
following guidelines:
8
(i) The department will make a determination on the completeness of the petition and acknowledge
9
receipt of the petition within 90 days of receipt. The petition is considered complete if the
10
department does not notify the petitioner of receipt within 90 days.
11
12
(ii) Substantially incomplete petitions will be returned to the petitioner with guidance on what is
needed to complete the petition package.
13
(iii) Pursuant to 40 CFR 122.26(f)(5), the department must make a final determination on any petition
14
within 180 days of receipt. The 180-day period begins upon receipt of a complete petition
15
application. The department will draft the designation decision pursuant to the applicable
16
designation criteria from Sub -Item (2)(b)(ii) of this Rule.
17
(iv) The petition will be sent to public notice, which includes a public comment period of at least 30
~
18
days.
19
(v) The department may hold a public hearing on any petition and shall hold a public hearing if the
20
department receives a written request for a public hearing on the petition within 15 days after the
21
notice of the petition is published and the department determines that there is a significant public
22
interest in holding such hearing. The hearing date will be no less than 15 days from the receipt of
23
the request for public hearing.
24
(vi) Information on the petitioned entity will be accepted until the end of the public comment period
25
and will be considered in making the final determination on the petition. New petitions for the
26
same entity received during this time will become a party to the original petition.
27
(vii) New petitions for the same entity received after the public comment period ends and before the
28
final determination is made will be considered incomplete and placed on administrative hold
29
pending a final determination on the original petition.
30
(A) If the department designates the petitioned entity, any new petitions placed on administrative
31
hold will be considered in the development of the NPDES permit.
32
(B) If the department makes the final determination that the petitioned entity should not be
33
34
designated, new petitions for the previously petitioned entity must present new information or
demonstrate that conditions have changed substantially in order to be considered. If new
35
information is not provided, the petition shall be returned as substantially incomplete.
36
(viii) If the final determination is that the petitioned entity shall be designated, then the department
37
will notify the petitioned entity of its designation and will require a stormwater permit application.
7

CI
1
The application shall be required to be submitted no later than 18 months from the date of
2
notification.
3
(6) Application schedule. Regulated public entities must submit applications on department approved forms.
4
The applications shall include program descriptions for the minimum measures
5
identified in Item (7) of this Rule. The appl.cati ;: vf wbulateed publi^ entities that do not own er epefate
6
u-.^i ill AIS4 ..hall eertif , the 1,,..1. of ownership or operation . tod_`n„bli-entiEies'-that
7
do MS4 to implement
not em% oF operate a small may eleet a ster-niwater management program pufsiian
8
YYto Qptie Hable in this Cu'le-
9
(a) The application deadline will not be less than 18 months from the date of designation notification,
10
except for:
11
12
(i) 1990 Decennial Census regulated public entities, which must apply by March 10, 2003.
(ii) Municipally operated industrial activities, which must apply by March 10, 2003.
13
(b) Regulated public entities that are newly identified based upon the 2000 Decennial Census, or a future
14
decennial census, must apply for permit coverage within 18 months of State notification. The
15
Department, within 3 months of federal verification of decennial census data, will notify in writing all
16
the public entities identified.
17
(7) Stormwater Management Requirements
18
(a) All regulated public entities subject to this Rule shall develop, implement and enforce a storriiwater
19
management plan approved by the department in accordance with Sub -Items (7)(b)-(7)(e) of this Rule.
20
The plan shall be designed to reduce discharge of pollutants to the maximum extent practicable and,
21
except as otherwise provided, shall include but not be limited to the following minimum measures:
22
(i) A public education and outreach program on the impacts of stormwater discharges on water bodies
23
24
to inform citizens of how to reduce pollutants in stormwater runoff. The public body may satisfy
this requirement by developing a local education and outreach program; by participating in a
25
statewide education and outreach program coordinated by the department; or a combination of
26
those approaches.
27
(ii) A public involvement and participation program consistent with all applicable state and local
28
29
requirements.
(iii) A program to detect and eliminate illicit discharges within the MS4. The program shall include a
30
storm sewer system mapping component which at a minimum identifies stormwater outfalls and
31
the names and location of all waters within the jurisdiction of the public body.
32
(iv) A program to reduce pollutants in any stormwater runoff to the MS4 from construction activities
33
resulting in a land disturbance of greater than or equal to one acre. Implementation and
34
enforcement of the Sedimentation Pollution Control Act, G.S. 113A-50 et seq., By either the
35
Department or through a local program developed pursuant to G.S. 113A-54(b), in conjunction
36
with the states NPDES permit for construction activities, may be used to meet this minimum
37
measure either in whole or in part.
8

1
(v) A program to address post -construction stormwater runoff from new development and
2
redevelopment projects that cumulatively disturb greater than or equal to one acre, including
3
projects less than one acre that are part of a larger common plan of development or sale, that
4
discharge into the MS4 or into an interconnected MS4, pursuant to Item (10) of this Rule; and
5
(vi) A pollution prevention/good housekeeping program for municipal operations that addresses
6
operation and maintenance, including a training component, to prevent or reduce pollutant runoff
7
from those operations.
8
(b) Minimum measures and permit coverage for regulated public entities:
9
(i) For municipalities which own and operate a small MS4:
10
(A) They shall implement all six minimum measures;
11
(B) Their permit will cover their jurisdictional area including any area where they have
12
exercised their Extraterritorial Jurisdiction Authorities under General Statute G.S. 160A-
13
360. They shall implement the six minimum measures in their ETJ areas to the extent
14
allowable under existing rules and statutes.
15
(ii) For counties which own and operate one or more small MS4s:
16
(A) They shall implement all six minimum measures;
17
(B) The permit will cover the jurisdictional area of the small MS4(s). The county may elect
18
to have the permit cover their entire jurisdictional area;
19
. .
20
uxinserperate�area� ^ram u •� rair, i-_ ,.:_orin-panto pub!i�e_�.- I s
21
using the'!per-mifted by rule" option ptwsuant to Item (11) ef this Rule, The eotuivy fna
22
also elect4o-cover- "ninwrper-ated-ar-eas-o€-t1}e county.
23
(iii) For regulated public entities that do not own or operate a small MS4. These RPE's shall be
24
permitted in accordance with 15A NCAC 2H .1014.
25
26
NOTE: The Environmental Management Commission intends to address the gap in coverage created by North
27
Carolina's unique road / drainage system structure through the use of existing state authorities. New state rule 15A
28
NCAC 2H .1014 has been drafted to close the gap.
29
30 (A)They-ply fora permi #e in�plerr�@nt ail si3f n�ini£na �= i@aS f2S, er
31 (B)T-hey may apply to implement the pest eenstfuefien eentfel and geed heusekeeping-I
32 poll ution preventien minimum measure using the <.permitted by rule" option pursuant te
33 It4'r /n-�ri-j.
34 (G}Thet coverage areaseuldbe as fallews
35 (Oliar-municip..,�:ties,their- p t will cover- their- ; -is eden=al area including "y-area
36 where they have exeFeised theiF Extraterritorial Aifisdiefien Authorities und
[i
t

1
2
General Statute G.S. 1 60 A
their- ETT areas to the extent
360 They shall implement the six ,,,:.,imu,,--
allowable under e6stingMa and statutes.
3
(11)F oust.es, the permit would
cover the ». ine .... rated areas of the -co „ty that a.. ---
4
in whole or-. art to publiely
owned Aden's. The _ u t. may -also elect to cove all
5
rated areas of the
6
7
_
/TTT\L,'or all other- ..,,hln bodies, hry_pe.m :t wouldaa..es their- :,,�M-ettietwiaar
(c) Within the jurisdictional area of all regulated public entities the post construction controls pursuant to
8
Item (10) of this Rule shall be required and implemented where the construction activity drains_in
9
whole or in part to a publicly owned MS4.
10
(e)(Q_All public bodies designated by petition shall meet the requirements set out in Sub -Item (7)(b) of
11
this Rule as applicable.
12
(d)Le)—All public bodies designated by TMDL, pursuant to Item (4) of this Rule, shall meet the
13
requirements as set out in Sub -Item (7)(b) of this Rule as applicable including, but not limited to
14
additional requirements associated with the TMDL.
15
(e) f —The Department may allow regulated public entities to use existing state and local programs to meet
16
the required permit minimum measures either in whole or in part.
17
,
18
Item-(40)-okhi&Rule—shall-be-requuired-and-implemented-where-the-construction-activity-drains-in
19
.,hole „ in paFt to a publiely o„a,ed MSS.
20
(8) Waiver. The department may waive the requirements set out in Item (7) of this Rule pursuant to 40 CFR
21
122.32(d) or 40 CFR 122.32(e).
22
(9) Implementation Schedule.
23
24
(a)Regulated public entities, pursuant to Item (2) of this Rule, shall have permit conditions that establish
schedules for implementation of each component of the stormwater management program based on the
25-
submitted application, and shall fully implement a program meeting the requirements set out in Item (7)
26
and Item (10) of this Rule within five years from permit issuance.
27
(b)Regulated publie entities eleeting to be
28
required-pest-censtrue-tien rogram-irueeting--the-applicable-requutrements—se"tit-tn-Item47--and4tem
They the implementation the They shall full
29
(10). will thef!eafter Feport annually on of erdinanee(s).
30
implement the pellutie"revention /good housekeeping measure at their publiely owned-faeil-ities
31
status.
32
(10) Post -construction stormwater management
33
(a) All regulated public entities,
34
trtinittuuri-�, must develop, implement and adopt by ordinance a post -construction stormwater
35
management program for all new development and redevelopment as part of their plan to meet the
36
minimum requirements pursuant to Sub -Item (7)(a)(v) of this Rule. These ordinances, and subsequent
37
modifications, will be reviewed and approved by the Department prior to implementation. The
10

1
approval process will establish subsequent timeframes when the Department will review performance
2
under the ordinance (s). The reviews will occur, at a minimum, every five years. Regulated public
3
entities without ordinance making powers, shall demonstrate similar actions taken in their post
4
construction stormwater management program to meet the minimum measure requirements.
5
(b) The post -construction program shall apply to all new development projects that cumulatively disturb
6
one acre or more, and to projects less than an acre that are part of a larger common plan of
7
development or sale. The post -construction program shall apply to all redevelopment projects that
8
cumulatively disturb one acre or more, and to projects less than an acre that are part of a larger
9
common plan of development or sale.
10
(c) The department shall submit a model ordinance including best management practices to control and
1
I1
manage stormwater runoff from development and redevelopment sites subject to this Rule to the
12
Commission for approval. The department shall work in cooperation with local governments to
13
develop this model ordinance. The model ordinance shall include both structural and non-structural
14
best management practices adequate to meet the minimum requirements of this Rule.
15
(d) The deadlines for implementation of the local post -construction program are as follows:
16
(i) 1990 Decennial Census federally designated small MS4's, March 10, 2005.
17
(ii) 2000 Decennial Census and future decennial Census federally designated small MS4's, 12 months
18
from date of permit issuance-or4-2-months-from— late f—the-ganting-o€permit-by-rule-status; and '
19
(iii) All other regulated public entities, 12 months from date of permit issuance or 12 months from dare
20
of-the-ganting-ofpern-it-by-mle-status.
21
(e) A post construction stormwater management program shall be developed and implemented that meets
22
the following requirements:
23
24
(i) The program shall require all projects as defined in Sub -Item (10)(B) of this Rule to apply for
locally issued permit coverage under one of the following stormwater management options:
25
(A) Low Density Projects. Projects shall be permitted as low density if the project meets the
26
following:
27
(I) No more than 2-XX dwelling units per acre or YY24 percent built -upon area BUA for all
28
29
residential and non-residential development;
30
NOTE: The Environmental Management Commission intends to revisit the issue of dwellings per acre / built -upon
31
area during the permanent rule making process. At this time they intend to look at setting the value in the 12% to
32
24% range, but this is subject to change based on information received during the process. The Commission is
33
34
interested in what values the public feels are appropriate.
35
(I1) Stormwater runoff from the development shall be transported from the development by
36
vegetated conveyances to the maximum extent practicable;

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it
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14
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19
20
21
22
23
24
25
26
27
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(III)All BUA shall be at a minimum of 30 feet landward of all perennial and intermittent
surface waters. For the purpose of this Rule, a surface water shall be present if the
feature is approximately shown on either the most recent version of the soil survey map
prepared by the Natural Resources Conservation Service of the United States Department
of Agriculture or the most recent version of the 1:24,000 scale (7.5 minute) quadrangle
topographic maps prepared by the United States Geologic Survey (USGS). An -exception
toRelief from this requirement may be allowed when surface waters are not present in
accordance with the provisions of 15A NCAC 2B .0233 (3)(a). An exception to this
requirement may be ursued in accordance with Item (11) of this Rule; and
(IV)The permit shall require recorded deed restrictions and protective covenants to ensure
that development activities maintain the development consistent with the approved
project plans.
(B) High Density Projects. Projects exceeding the low density threshold established in Sub -Item
(10)(e)(i)(A) of this Rule shall implement stormwater control measures that:
(I) Control and treat the difference in stormwater runoff volume leaving the project site
between the pre and post development conditions for the 1 year 24 hour storm. Runoff
volume drawdown time shall be a minimum of 24 hours, but not more than 120 hours;
NOTE: 1 yr 24 hour storm use may re-6sed based on the permanent rule -making process deliberations
(II) All structural stormwater treatment systems used to meet the requirements of the
program shall be designed to have an 85% average annual removal for Total Suspended
Solids;
(III) General Engineering Design Criteria for all projects shall be in accordance with 15A
NCAC 2H .I008(c);
(IV)Al1 BUA shall be at a minimum of 30 feet landward of all perennial and intermittent
surface waters. For the purpose of this Rule, a surface water shall be present.if the
feature is approximately shown on either the most recent version of the soil survey map
prepared by the Natural Resources Conservation Service of the United States Department
of Agriculture or the most recent version of the 1:24,000 scale (7.5 minute) quadrangle
topographic maps prepared by the United States Geologic Survey (USGS). An
exception teRelief from this requirement may be allowed when surface waters are not
present in accordance with the provisions of 15A NCAC 2B .0233 (3)(a). An exception
to this requirement may be pursued in accordance with Item (11) of this Rule: and
(V) The permit shall require recorded deed restrictions and protective covenants to ensure
that development activities maintain the development consistent with the approved
project plans;
I
12

I
(f) The program shall include an operation and maintenance component that ensures the adequate long-
2
term operation of the structural BMP's required by the program. The program shall include a
3
requirement that the owner of a permitted structural BMP, submit annually to the local program, a
4
maintenance inspection report on each structural BMP. The inspection must be conducted by a
5
qualified professional; and
G
7
(g) A program shall be developed to control, to the maximum extent practicable, the sources of fecal
coliform. At a minimum, the program shall include the development and implementation of an
8
oversight program to ensure proper operation and maintenance of on -site wastewater treatment systems
9
for domestic wastewater. For municipalities, this program should be coordinated with the local county
10
health department.
11
(h) For programs with development/redevelopment draining to SA waters, the following additional
incorporated into
12
requirements must be their program:
13
(i) A local ordinance shall be developed, adopted and implemented to ensure that the best practice for
14
reducing fecal coliform loading is selected. The best practice shall be the practice that results in
15
the highest degree of fecal die off and controls to the maximum extent practicable sources of fecal
16
coliform while still meeting the requirements of Sub -Item (10)(d)je of this Rule. The local
17
ordinance(s) shall incorporate a program to control the sources of fecal coliform to the maximum
18
extent practical, including:
19
(A) Implementation of a pet waste management program. Appropriate revisions to an existing
20
litter ordinance can be used to meet this requirement; and
21
(B) Implementation of an oversight program to ensure proper operation and maintenance of on-
22
site wastewater treatment systems for domestic wastewater. For municipalities, this program
23
should be coordinated with the local county health department; and
24
(ii) New direct points of stormwater discharge to SA waters or expansion of existing points of
25
discharge to any constructed stormwater conveyance system, or constructed system of
26
conveyances that discharge to SA waters, shall not be allowed. Expansion is defined as an
27
increase in drainage area or an increase in impervious surface within the drainage area resulting in
28
29
a net increase in peak flow or volume from the 1 year 24 hour storm. Overland sheetflow of
stormwater or stormwater discharge to a wetland, vegetated buffer or other natural area capable of
30
providing treatment or absorption will not be considered a direct point of stormwater discharge for
31
the purposes of this Rule.
32
(i) For programs with development/redevelopment draining to trout (Tr) waters, the following additional
33
34
requirements must be incorporated into their program:
A local ordinance shall be developed, adopted and implemented to ensure that the best management
35
practices selected do not result in a sustained increase in the receiving water temperature, while still
36
meeting the requirements of Sub -Item (10)(d)Le,) of this Rule.
13

I
(j) For programs with development/redevelopment draining to Nutrient Sensitive waters, the following
2
additional requirements must be incorporated into their program:
3
(i) A local ordinance shall be developed, adopted and implemented to ensure that the best
4
management practice for reducing nutrient loading is selected while still meeting the requirements
5
of Sub -Item (10)(d)(e) of this Rule. Where a Department approved NSW Urban Stormwater
6
Management Program is in place, the provisions of that program fulfill this requirement; and
7
(ii) A nutrient application (both inorganic fertilizer and organic nutrients) management program shall
8
be developed and included in the stormwater management program.
9
(k) Public bodies may develop and implement comprehensive watershed protection plans that may be used
10
to meet part, or all, of the requirements of Item (10) of this Rule.
11
(1) The department may require more stringent stormwater management measures on a case -by -case basis
is
12
where it determined that additional measures are required to protect water quality and maintain
13
existing and anticipated uses of these waters.
14 '
(m) The Department may develop guidance on the scientific and engineering standards for best
15
management practices that shall be used to meet the post construction elements of this Rule.
16
Alternative design criteria may be approved by the Department where a demonstration is made that the
17
alternative design will provide:
18
(i) Equal or better management of the stormwater;
19
(ii) Equal or better protection of the waters of the state; and
20
(iii) No increased potential for nuisance conditions.
21
(11)Exceptions
22
The Division or the appropriate delegated local authority may grant an exception to the requirements of
23
Sub -items (10)(e)(i)(A)(111) and 10)(e)(i)(B)(IV) of this Rule. Delegated local authorities must document
24
the exception procedure and submit an annual report on all exception proceedings. The exception request
25
procedure shall be as follows:
26
(a) For any exception request, the Division or the delegated local authority shall make a finding of fact as
27
to whether the following requirements have been met:
28
(i) There are practical difficulties or unnecessary hardships that prevent compliance with the strict
29
letter of the requirements or unnecessary hardships shall be evaluated in accordance with the
30
following:
31
(A) If the applicant complies with the provisions of this Rule, he/she can secure no reasonable
32
return from, nor make reasonable use of, his/her property. Merely proving that the exception
33
34
would permit a greater profit from the property shall not be considered adequate justification
for an exception. Moreover, the Division or delegated local authority shall consider whether
35
the exception is the minimum possible deviation from the terms of this Rule that shall make
36
reasonable use of the property possible.
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1 (B) The hardship results from application of this Rule to the property rather than from other
2 factors such as deed restrictions or other hardship.
3 (C) The hardship is due to the physical nature of the applicant's property, such as its size, shape,
4 or topography, which is different from that of neighboring property.
5 (D) The applicant did not cause the hardship by knowingly or unknowingly violating* this Rule.
6 (E) The applicant did not purchase the property after the effective date of this Rule, and then
7 request an appeal
8 (F) The hardship is unique to the applicant's property, rather than the result of conditions that are
9 widespread. If other properties are equally subject to the hardship created in the restriction,
10 then gtranting a exception would be a special privilege denied to others, and would not
11 promote equal justice:
12 ii The exception is in harmony with the general purpose and intent of this Rule and preserves its
13 spirit: and
14 (iii) In granting the exception, the public safety and welfare have been assured, water quality has been
15 protected, and substantial justice has been done.
16 (b Exceptions. An exception request pertains to activities that are proposed to impact the area within 30
17 feet landward of all perennial and intermittent surface waters . Exception requests shall be reviewed
18 and approved based on the criteria in Item (11) of this Rule by the either the Division or the delegated
19 local authority pursuant to G.S. 153A Article 18, or G.S. 160A-Article 19. The Division or the
20 delegated local authority may attach conditions to the exception approval that support the purpose,
21 spirit and intent of the Rule Requests for appeals of decisions made by the Division shall be made to
22 the Office of Administrative Hearings. Request for appeals made by the delegated local authority shall
23 be made to the appropriate Board of Adjustment under G.S. 160A-388 or G.S. 153A-345.
24 (cc) The following uses, where no practical alternative exists, do not require exception request. A lack of
25 practical alternatives may be shown by demonstrating that, considering the potential for a reduction in
26 size, configuration or density of the proposed activity and all alternative designs, the basic project
27 purpose cannot be practically accomplished in a manner which would avoid or result in less adverse
28 impact to surface waters. Also, these structures shall be located, designed, constructed, and maintained
29 to have minimal disturbance, to provide maximum nutrient removal and erosion protection, to have the
30 least adverse effects on aquatic life and habitat, and to protect water quality to the maximum extent
31 practical through the use of best management practices:
32 (i) Road crossings, railroad crossings, bridges,airport facilities, and utility crossings if conditions
33 specified in Sub-Item(11)(c) of this Rule are met.
34 ii Stormwater management facilities and ponds, and utility construction and maintenance corridors
35 for utilities such as water, sewer or gas as lop ag? s they are located 15 ft landward of all perennial
36 and intermittent surface waters and the conditions specified in Sub -Item (11)(c) of this Rule are
37 met.
38 (1 !)Permittedby Rule Option. Tote " .
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(a)Adopt erdinance(s) and implement programs addf!essing post construetien stermwater- funeff throughou
the public bodies entire nal area, . --- ---.-t to item (10) of this Rule; an
(b)lnstitute the pollution prevention 1 good housekeeping measure at their- publiely owned faeflities,
pursuant to Sub item (7)(a)(vi) of this Rule, in aecefdance vAth a separate ?PDES pefMit
munieipa1 eperatiens:
if the pubkie body selerats this option, the State �rnrimplement HF-f2ii3i}tH}-H3eaSHFB
requifernents threughout the publie bodies entire jurisdietional area through existing progranis and TQDES
stormwater- pemifts to the E allowed-e de e��itS.
History Note: Authority G.S. 143-214.1; 143-214.7, 143-215.1; 143-215.3(a)(1);
Ef. . November 1, 1986,
Amended Eff. August 3, 1992;
Temporary Amendment E . November 1, 2002:
Amended E . August 1, 2004
1
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APPENDIX I
PROPOSED STORMWATER RULE
15A NCAC 2H.1014
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4
15A NCAC 2H .1014 is proposed for adoption as follows:
.1014 Stormwater Management — State RPE Stormwater Management Program
Regulated Public Entity (R.PE) Stormwater discharges to the surface waters of the State, not subiect to NPDES
5
permitting shall be ermitted in accordance with these rules. If these rules overlap other rules, the more stringent
6
requirements apply.
7
(1) For the purpose of this Rule these terms shall be defined as follows:
8
(a) Built -upon area fflUA) means that portion of a development project that is covered by impervious or
9
partially impervious cover including buildings pavement gravel areas (e roads parkin ]g ots paths)
10
recreation facilities (e.g. tennis courts) etc (Note: Wooden slatted decks and the water area of a
11
swimming pool are considered pervious.)
12
(b) Department means the North Carolina Department of Environment and Natural Resources.
13
() Existing development means those projects that are built or those projects that at a minimum have
14
established a vested right under North Carolina zoning law as of the effective date of the local
15
government ordinance or such earlier time that an affected local government's ordinances shall
16
specify, based on at least one of the following criteria:
17
(i) substantial expenditures of resources (time labor, money) based on a good faith reliance upon
18
having received a valid local government approval to proceed with the project, or
19
ii having an outstanding valid building permit in compliance with G.S. 153A-344.1 or G.S. 160A-
20
385.1, or
21
(iii) having an approved site specific or phased development plan in compliance with G.S. 153A-
22
344.1 or G.S. 160A-385.1.
23
(d) Regulated public entities ME) means all municipalities and counties identified by a decennial U.S.
24
Census as being located in whole or in part within a Urbanized Area all federally designated public
25
bodies, and all state designated public bodies. —
26
(e) 1 year, 24 hour storm means the surface runoff resulting from a rainfall of an intensity expected to be
27
equaled or exceeded, on average, once in 12 months.
28
29
(1) Population Density means the Ropulation of an area divided by the area's geographical measure in
square miles equal to persons per square mile For the purposes of this definition the population shall
30
equal the sum of the permanent and seasonal populations or be calculated from a measure of housing
31
unit density
32
(g) Public body means the United States the State of North Carolina city village, township, county,
33
school district public college or university, single purpose governmental agency or any other
34
governing body which is created by federal or state statute or law.
35
Ili) Redevelopment means any rebuildingactivity other than a rebuilding activity that;
36
L) Results in no net increase in built -upon area, and
37
ii) Provides equal or greater stormwater control than the previous development.
1
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I (i) Significant contributor of pollutants means a discharge that,
2 (i) Contributes to a pollutant loadings which may reasonably be expected to exert detrimental
3 effects on the quality and uses of that water body, or
4 ii That destabilizes the physical structure of a water body such that the discharge may reasonably be
5 expected to exert detrimental effects on the quality and uses of that water body.
6 Uses of the waters shall be determined pursuant to 15A NCAC 2B .0211 - .0222 and 15A NCAC 2B
7 .0300.
8 (2) Designation: Designation into the State RPE stormwater management program will be conducted in
9 accordance with the process defined in 15A NCAC 2H .0126, Sub -Item (2)(b).
10 (3) Designation Administration: Administration of the designation tion process will be conducted in accordance
11 with the process defined in 15A NCAC 2H .0126, Item (3).
12 (4) Application schedule. Regulated ated public entities must submit applications on department approved forms.
13 (a) The applications shall include program descriptions for the minimum measures identified in Item (5) of
14 this Rule.
15 (b The application deadline will not be less than 18 months from the date of designation notification.
16 (55) Stormwater Management Requirements
17 (a) All regulated public entities subject to this Rule shall develop, implement and enforce a stonnwater
18 management plan approved by the department in accordance with Sub -Items (5)(b)-(5)(d) of this Rule.
19 The plan shall be designed to reduce discharge of pollutants to the maximum extent practicable and.
20 except as otherwise provided, shall include but not be limited to the following minimum measures:
21 (i) A public education and outreach program on the impacts of stormwater discharges on water bodies
22 to inform citizens of how to reduce pollutants in stormwater runoff. The public body may satis
23 this requirement by developing a local education and outreach program: by participating_ in a
24 statewide education and outreach program coordinated by the department, or a combination of
25 those approaches.
26 (ii) A public involvement and participation program consistent with all applicable state and local
27 requirements.
28 (iii) A program to detect and eliminate illicit discharges within the RPE jurisdictional area. The
29 program shall include a storm sewer system mapping component which at a minimum identifies
30 stormwater outfalls and the names and location of all waters within the jurisdiction of the public
31 body.
32 (iv) A program to reduce pollutants in any stormwater runoff to waters of the State from construction
33 activities resulting in a land disturbance of greater than or equal to one acre. Implementation and
34 enforcement of the Sedimentation Pollution Control Act, G.S. I I3A-50 et seq., By either the
35 Department or through a local program developed pursuant to G.S. 113A-54(b), in conjunction
36 with the states NPDES permit for construction activities, may be used to meet this minimum
37 measure either in whole or in part.
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1 (v) A program to address post -construction stormwater runoff from new development and
2 redevelopment projects that cumulatively disturb greater than or equal to one acre, including
3 projects less than one acre that are part of a larger common plan of development or sale, that
4 discharge into waters of the State, pursuant to Item (7) of this Rule, and
5 (vi) A pollution prevention/good housekeeping program for municipal operations that addresses
6 operation and maintenance, including a training component, to prevent or reduce pollutant runoff
7 from those operations.
8 (b) Minimum measures and permit coverage for re lug ated public entities:
9 (i) For municipalities:
10 (A) They shall implement all six minimum measures
11 (B) Their permit will cover their jurisdictional area including any area where they have exercised
12 their Extraterritorial Jurisdiction Authorities under General Statute G.S. 160A-360. They
13 shall implement the six minimum measures in their ETJ areas to the extent allowable under
14 existing rules and statutes.
15 (ii) For counties:
16 (Al They shall implement all six minimum measures
17 (BB) The permit will cover the unincorporated areas of the county's jurisdictional area.
18 (iii) For all other regulated public entities:
19 (A) They shall implement all six minimum measures
20 (B) The permit will cover their jurisdictional area.
21 (c) All public bodies designated ted by_petition shall meet the requirements set out in Sub -Items (5)(b) of this
22 Rule as applicable.
23 (d T) he Department may allow regulated public entities to use existing state and local programs to meet
24 the required permit minimum measures either in whole or in part.
25 — (6) Implementation Schedule. Regulated public entities, pursuant to Item (2) of this Rule, shall have permit
26 conditions that establish schedules for implementation of each component of the stormwater management
27 program based on the submitted application, and shall fully implement a program meeting the requirements
28 set out in Item (55) and Item (7) of this Rule within five years from permit issuance.
29 (7) Post -construction stormwater mana eg ment
30 (a) All regulated ated public entities must develop, implement and adopt by ordinance a post -construction
31 stormwater management program for all new development and redevelopment as part of their plan to
32 meet the minimum requirements pursuant to Sub -Item (5)(a)(v) of this Rule. These ordinances, and
33 subsequent modifications, will be reviewed and approved by the Department prior to implementation.
34 The approval process will establish subsequent timeframes when the Department will review
35 performance under the ordinance (s). The reviews will occur, at a minimum, every five years.
36 Regulated public entities without ordinance making powers, shall demonstrate similar actions taken in
37 their post construction stormwater management program to meet the minimum measure requirements.
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(b) The post -construction program shall apply to all new development projects that cumulatively disturb
2
one acre or more, and to projects less than an acre that are part of a larger common plan of
3
development or sale. The post -construction program shall apply to all redevelopment projects that
4
cumulatively disturb one acre or more, and to projects less than an acre that are part of a larger
5
common plan of development or sale.
6
(c) The department shall submit a model ordinance including best management practices to control and
7
manage stormwater runoff from development and redevelopment sites subject to this Rule to the
8
Commission for approval. The department shall work in cooperation with local governments to
9
develop this model ordinance. The model ordinance shall include both structural and non-structural
10
best management practices adequate to meet the minimum requirements of this Rule.
11
(d) The deadline for implementation of the local post -construction program is 12 months from date of
12
permit issuance.
13
(e) A post construction stormwater management program shall be developed and implemented that meets
14
the following requirements:
15
(i) The program shall require all projects as defined in Sub -Item (7)(b) of this Rule to apply for
16
locally issued permit coverage under one of the following stormwater management options:
17
(A) Low Density Projects. Projects shall be permitted as low density if the project meets the
18
following:
19
(I) No more than XX dwelling units per acre or YY percent built -upon area BUA for all
20
residential and non-residential development
21
22
NOTE: May need to be revised based on the permanent rule -making process deliberations
23
24
(II) Stormwater runoff from the development shall be transported from the development by
25
vegetated conveyances to the maximum extent practicable: and
26
(III) All BUA shall be at a minimum of 30 feet landward of all perennial and intermittent
27
surface waters. For the purpose of this Rule, a surface water shall be present if the
28
29
feature is approximately shown on either the most recent version of the soil survey map
by
prepared the Natural Resources Conservation Service of the United States Department
30
of Agriculture or the most recent version of the 1:24,000 scale (7.5 minute) quadrangle
31
topogrraphic maps prepared by the United States Geologic Survey (USGS). Relief from
32
this requirement may be allowed when surface waters are not present in accordance with
33
the provisions of 15A NCAC 2B .0233 (3)(a). An exception to this requirement may be
34
pursued in accordance with Item 8 of this Rule, and
35
(N)The permit shall require recorded deed restrictions and protective covenants to ensure
36
that development activities maintain the development consistent with the approved
37
project plans.
4

I High Density Projects. Projects exceeding the low density threshold established in Sub -Item
2 (7)(e)(i)(A) of this Rule shall implement stormwater control measures that:
3 (1) Control and treat the difference in stormwater runoff volume leaving the project site
4 between the pre and post development conditions for the 1 Year 24 hour storm. Runoff
5 volume drawdown time shall be a minimum of 24 hours, but not more than 120 hours.
6
7
8
9
10
11
12
13
14
15
16
17
18
19
20
21
22
23
24
25
26
27
28
29
30
31
32
33
34
35
36
37
NOTE: 1 yr 24 hour storm use may be revised based on the permanent rule -making process deliberations
(II) All structural stormwater treatment systems used to meet therequirements of the
Program shall be designed to have an 85% average annual removal for Total Suspended
Solids.
(I11) General Engineering Design Criteria for all projects shall be in accordance with 15A
NCAC 21-1.1008(c).
(IV)AII BUA shall be at a minimum of 30 feet landward of all perennial and intermittent
surface waters. For the purpose of this Rule, a surface water shall be present if the
feature is approximately shown on either the most recent version of the soil survey map
prepared by the Natural Resources Conservation Service of the United States Department
of Agriculture or the most recent version of the 1:24,000 scale (7.5 minute) quadrangle
topographic maps prepared by the United States Geologic Survey RJSGS). Relief from
this requirement may be allowed when surface waters are not present in accordance with
the provisions of 15A NCAC 2B .0233 (3)(a). In addition, an exception to this
requirement may be pursued in accordance with Item 8 of this Rule: and
(V) The permit shall require recorded deed restrictions and protective covenants to ensure
that development activities maintain the development consistent with the approved
project plans `
(fl The program shall include an operation and maintenance component that ensures the adequate long-
term operation of the structural BMP's required by the program. The program shall include a...
requirement that the owner of a permitted structural BMP, submit annually to the local program, a
maintenance inspection report on each structural BMP. The inspection must be conducted by a
qualified professional, and
(g) A program shall be developed to control, to the maximum extent practicable, the sources of fecal
coliform. At a minimum, the program shall include the development and implementation of an
oversight program to ensure proper operation and maintenance of on -site wastewater treatmentsystems
for domestic wastewater. For municipalities, this program should be coordinated with the local county
health department.
(h) For programs with development/redevelor ment draining to SA waters, the following additional
requirements must be incorporated into their prop am
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1 (i) A local ordinance shall be developed, adopted and implemented to ensure that the best practice for
2 reducing fecal coliform loading is selected. The best practice shall be the practice that results in
3 the highest degree of fecal die off and controls to the maximum extent practicable sources of fecal
4 coliform while still meetingthe he requirements of Sub -Item (7)U of this Rule. The local
5 ordinance(s) shall incorporate a program to control the sources of fecal coliform to the maximum
6 extent practical, including:
7 (A) Implementation of a pet waste management program. Appropriate revisions to an existing
8 litter ordinance can be used to meet this requirement; and
9 (B) Implementation of an oversight program to ensure proper operation and maintenance of on-
10 site wastewater treatment systems for domestic wastewater. For municipalities, this program
11 should be coordinated with the local county health department; and
12 (ii) New direct points of stormwater discharge to SA waters or expansion of existing points of
13 discharge to any constructed stormwater conveyance system, or constructed system of
14 conveyances that discharge to SA waters, shall not be allowed. Expansion is defined as an
15 increase in drainage area or an increase in impervious surface within the drainage area resulting in
16 a net increase in peak flow or volume from the 1 year 24 hour storm. Overland sheetflow of
17 stormwater or stormwater discharge to a wetland, vegetated buffer or other natural area capable of
'18 providing treatment or absorption will not b considered a direct point of stormwater discharge for
19 the purposes of this Rule.
20 (i) For programs with development/redevelopment draining to trout (TO waters, the following additional
21 requirements must be incorporated into their program:
22 (i) A local ordinance shall be developed, adopted and implemented to ensure that the best
23 management practices selected do not result in a sustained increase in the receiving water
24 temperature, while still meetingthe he requirements of Sub -Item (7)(e) of this Rule.
25 (j) For programs with development/redevelopment draining to Nutrient Sensitive waters, the following
26 additional requirements must be incorporated into their program.
27 (i) A local ordinance shall be developed, adopted and implemented to ensure that the best
28 management practice for reducing nutrient loading is selected while still meetingthe he requirements
29 of Sub -Item (7)(e) of this Rule. Where a Department approved NSW Urban Stormwater
30 Management Program is in dace, the provisions of that program fulfill this requirement; and
31 (ii) A nutrient application (both inorganic fertilizer and organic nutrients) management program shall
32 be developed and included in the stormwater management program.
33 (k) Public bodies may develop and implement comprehensive watershed protection plans that may be used
34 to meet part, or all, of the requirements of Item (7) of this Rule.
35 (1) The department may require more stringent stormwater management measures on a case -by -case basis
36 where it is determined that additional measures are required to protect water quality and maintain
37 existing and anticipated uses of these waters.
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I (m) The Department may develop guidance on the scientific and engineering standards for best
2 management practices that shall be used to meet the post construction elements of this Rule.
3 Alternative design criteria may be approved by the Department where a demonstration is made that the
4 alternative design will provide:
5 U Equal or better management of the stormwater:
6 (ii) Equal or better protection of the waters of the state: and
7 (iii) No increased potential for nuisance conditions.
8 (8) Exceptions
9 The Division or the appropriate delegated local authority may grant an exception to the requirements of
10 Sub -Items (7)(e)(i)(A)(III) and (7)(e)(i)(B)(IV) of this Rule. Delegated local authorities must document the
11 exception procedure and submit an annual report on all exception proceedings. The exception request
12 procedure shall be as follows:
13 (a) For any exception request, the Division or the delegated local authority shall make a finding of fact as
14 to whether the following requirements have been met:
15 (i) There are practical difficulties or unnecessary hardships that prevent compliance with the strict
16 letter of the requirements or unnecessary hardships shall be evaluated in accordance with the
17 following:
18 (A) If the applicant complies with the provisions'of this Rule, he/she can secure no reasonable
19 return from, nor make reasonable use of, his/her property. Merely proving that the exception
20 would permit a greater profit from the property shall not be considered adequate justification
21 for an exception. Moreover, the Division or delegated local authority shall consider whether
22 the exception is the minimum possible deviation from the terms of this Rule that shall make
23 reasonable use of the property possible.
24 (B) The hardship results from application of this Rule to the property rather than from other
25 factors such as deed restrictions or other hardship.
26 (C) The hardship is due to the physical nature of the applicant's property, such as its size, shape,
27 or topography, which is different from that of neighboringproperty.
28 (D) The applicant did not cause the hardship by knowingly or unknowingly violating this Rule.
29 (E) The applicant did not purchase the property after the effective date of this Rule, and then
30 request an appeal
31 (F) The hardship is unique to the applicant's property, rather than the result of conditions that are
32 widespread. If other properties are equally subject to the hardship created in the restriction,
33 then rgranting a exception would be a special privilege denied to others, and would not
34 promote equal justice:
35 (ii) The exception is in harmony with the general purpose and intent of this Rule and preserves its
36 sRirit: and
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1 (iii) In granting the exception, the public safety and welfare have been assured, water quality has been
2 protected, and substantial justice has been done.
3 Lb) Exceptions. An exception request pertains to activities that are proposed to impact the area within 30
4 feet landward of all perennial and intermittent surface waters . Exception requests shall be reviewed
5 and approved based on the criteria in Item (r8) of this Rule by the either the Division or the delegated
6 local authority pursuant to G.S. 153A Article 18, or G.S. 160A-Article 19. The Division or the
7 delegated local authority may attach conditions to the exception approval that support the purpose,
8 spirit and intent of the Rule. Requests for appeals of decisions made by the Division shall be made to
9 the Office of Administrative Hearings. Request for appeals made by the delegated local authority shall
10 be made to the appropriate Board of Adjustment under G.S. 160A-388 or G.S. 153A-345
11 (c) The following uses, where no practical alternative exists, do not require exception request. A lack of
12 practical alternatives may be shown by demonstrating that, considering the potential for a reduction in
13 size, configuration or densi of the proposed activity and all alternative designs, the basic project
14 purpose cannot be practically, accomplished in a manner which would avoid or result in less adverse
15 impact to surface waters. Also, these structures shall be located, designed, constructed, and maintained
16 to have minimal disturbance, to provide maximum nutrient removal and erosion protection, to have the
17 least adverse effects on aquatic life and habitat, and to protect water quality to the maximum extent
18 practical through the use of best management practices:
19 (i) Road crossings, railroad crossings, bridges, airport facilities, and utility crossings if conditions
20 specified in Sub-Item(8)(c) of this Rule are met.
21 (ii) Stormwater management facilities and ponds, and utility construction and maintenance corridors
22 for utilities such as water, sewer or gas as longas s they are located 15 ft landward of all perennial
23 and intermittent surface waters and the conditions specified in Sub -Item (8)(c) of this Rule are
24 met.
25 History Note: AuthorioyG.S. 143-214.1, 143-214.7. 143-215.3(a)(1)
26 Adopted Ef. . August 1, 2004
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APPENDIX J
CITIZEN PARTICIPATION
PLANNER -IN -CHARGE SLU41ARY

MEMORANDUM FOR RECORD
May 21, 2003
SUBJECT: Public Meetings, Kure Beach Stormwater Feasibility Study, Kure Beach,
North Carolina
1. The recommendations and conclusions for the subject project were introduced
during the Kure Beach Town Council meeting held on March 18t', 2003 at the
Kure Beach Town Hall. The "draft" feasibility study was made available for
public review at the Kure Beach Town Hall.
2. Public questions and comments on the subject project were entertained during the
Kure Beach Town Council meeting held on April 15`h, 2003. The Town Council
accepted the draft feasibility during this meeting.
3. Minutes of both meetings are provided under separate cover by The Cape Fear
Council of Governments.
Terry E. Allen, P.E.
Consulting Engineer