SW3200701_07-Calculations_20200707

Stormwater Engineering Report
TAB SECTION

1 Introduction

Project Narrative
 Pre-development Conditions
 Post-development Conditions

Site Specific Issues
Modeling
Results

2 Exhibit 1 – Mapping
 USGS Topographic Map
 Location Map
 USDA NRCS Soils Map
 FEMA Map
 Wetlands Map
 Pre-development Map
 Post-development Map

3 Exhibit 2 – Modeling
 CN Calculations
 Tc Worksheet
 Rainfall Report
 Routed Hydrographs
◦ Hydrograph Return Period Recap
◦ Hydrograph Summary Reports
◦ Hydrographs
 Pond Details and Calculations
◦ Pond Reports
◦ Water Quality and Channel Protection Calculations and Volumes
 Outfall Control Structure Buoyancy Calculations
 Stormwater Piping Computations
◦ Pipe Table (10-Year Recurrence Interval - StormCAD)
◦ Piping Profile with 10-Year HGL (StormCAD)

4 Exhibit 3 – Sediment & Erosion Control Narrative

5 Exhibit 4 – Maintenance Program
 Executed Financial Responsibility Form

Introduction

This report addresses the stormwater management needs for Phase 1 of Prescot Village. This
phase is a portion of the overall Prescot development which is a mixed-use development
located in Waxhaw, North Carolina. The overall tract is generally bounded by Providence
Road to the east; Twelve Mile Creek to the north; Pine Oak Road to the south; and Prescot
Residential Subdivision to the west. An extension of Prescot Glen Parkway from the
residential subdivision bisects the property and connects to Providence Road. Under Exhibit
1 – Mapping, a USGS Topographic Map and Location Map are provided depicting the area of
interest.

Phase 1 is located in the northeastern corner of the property, and it bounded by Twelve
Mile Creek, Providence Road, and Prescot Glen Parkway. The property is zoned Highway
Commercial (CU-C2). The upland area is an open field with wooded lowlands serving as the
floodway for Twelve Mile Creek and connected wetlands. A collector road is proposed to
subdivide the property for the development of up to six (6) commercial parcels, ranging
from one (1.0) to three (3.0) acres in size.

The general approach to stormwater management for Phase 1 is the utilization of a wet pond
as a Low Impact Development (LID) technique to control both water quality and quantity.
Water quality will be achieved by treating the first inch (1.0”) of rainfall with a wet pond
located near the northeast corner of the site. Storm drains and curb and gutter will be used
to convey the site’s runoff to the wet pond to be treated due to overland flow not being
practical for the site’s topography.

Project Narrative

Pre-development Conditions

The site was originally wooded with some open agricult ure (farming) area as evidenced by
a 1998 aerial of the area. Up until 2007, approximately 80% of the site was well maintained
agricultural land. Timber was harvested between early 2007 and late 2008 as development
of the entire tract began. Development was delayed until 2015 due to the economic
downturn. At that time development of an extension to Prescot Glen Parkway was initiated
as well as improvements to Providence road to support traffic movements into and out of
the site. The undeveloped areas that were cleared were established with erosion and
sediment control best management practices (BMPs). Currently, the site is reasonably
vegetated with grasses and volunteer tree saplings, with BMPs still in place.

The stormwater for the area of interest may be defined by a single drainage basin consisting
of approximately 10.9 acres. The Pre-development Map provided in Exhibit 1 generally
depicts the area of interest and defines the drainage basin. The site generall y slopes from
the south to north. Based on a topographic survey of the area of interest, the area is self-

contained with no drainage coming from areas outside of the area of interest. The low-lying
areas identified along the northern end of the site and an indentation on the southwest
side of the site have been excluded from this study. The area to the north is a portion of the
flood plain that serves Twelve Mile Creek. The area southwest corner of the site is a low-
lying area with suspect wetlands according to the NWI (The NWI mapping for the area is
included in Exhibit 1). Both of these areas are excluded from this study as no development
is proposed within these areas and drainage within these areas are not being managed
within the proposed developed areas.

Post-development Conditions

Prescot Village Phase 1 is a proposed highway commercial development. Planned
commercial space for standalone businesses are proposed based on development overlays
for the area according to the master plan for the Town of Waxhaw. This phase is currently
divided into six (6) proposed parcels utilizing two (2) roads to subdivide the tract. The roads
are to be developed according to standards set by the Town of Waxhaw, based on an
Industrial Local Street cross -section which requires a 63-foot right-of-way, with two 13-
foot travel lanes, curb & gutter, and sidewalks. The development of the tract will also
include utilities for water, wastewater, and stormwater. An overall stormwater master plan
is proposed to accommodate the add itional stormwater runoff associated with
development of the road rights-of-way and development of the individual commercial
parcels.

In developing runoff rates and volumes for the area of interest, development and
stormwater regulations established by the Town of Waxhaw were employed. It was
assumed that each commercial parcel would be allowed a maximum impervious area of
80% of the total area of the parcel. The master plan proposes to capture all the runoff
associated with such development and route it through a regional collection and
conveyance system to a wet pond for additional treatment and flow control. As each parcel
is developed, the individual developer will be held to a maximum impervious area of 80%
of the parcel area and will be responsible for on-site (individual parcel) collection and
conveyance to the regional system. The Post-development Map provided in Exhibit 1
generally depicts the area of interest; identifying the six (6) proposed parcels, roadways, and
regional pond and establishing the various drainage basins for each.

Site Specific Issues

The existing site is well drainage and is located in Zone X according to the Flood Insurance
Rate Map (FIRM) as developed through the State of North Carolina and the Federal
Emergency Management Agency (FEMA). Firm Panel 4474J, along with revisions based on a
LOMR that became effective on 10 March 2016 is included in Exhibit 1 of this report.

A review of the National Wetlands Inventory (NWI) mapping from the US Fish and Wildlife
Service indicates some small isolated wetlands near the southwest corner of the site. These

small pockets of apparent wetlands are buffered by surrounding the wood and no
stormwater drainage, pre - or post-, is designated to be routed to these areas. The NWI
mapping is included in Exhibit 1.

The soils for the area have been identified through the United States Department of
Agriculture’s (USDA) Natural Resources Conservation Service (NRCS) website. An area of
interest (AOI) was approximated and a map of the predominate soil s was generated. The
soils for site consist of three (3) soil types common to the area. A general description of
each soil series follows. A more detailed review of the soils are provided in Exhibit 1, as
collected from the NRCS website.

The predominate soil type for the AOI is Chewacla (ChA). Chewacla is a fine-loamy, mixed,
active Fluvaquentic Dystrudepts, located in the Piedmont and Coastal river valleys that
drain out of the Piedmont. It is somewhat poorly drained and subject to rare to frequent
flooding events, with major vegetative uses being pasture, cropland, and some forest. Its
Hydrologic Group is B/D. As the pre -development condition was cropland, the area was
considered improved and a B classification was utilized in modeling. Chewacla accounts for
approximately 69% of the AOI.

The next major soil type identified within the AOI is Badin (BaC). Badin is a channery silt
loam that formed in residuum weathered from fine -grained metasedimentary and
metavolcanic rocks of the Carolina Slate Belt. It i s a moderately deep, well drained,
moderately permeable soil, with major vegetative uses for cropland, pasture, and forest.
Its Hydrologic Group is a C. Badin accounts for approximately 29% of the AOI.

The final soil type identified within the AOI is Tarr us (TbB2). Tarrus is a fine, kaolinitic,
thermic Typic Kanhapludults that formed in residuum from argillite or other fine -grained
metavolcanic rocks of the Carolina Slate Belt. They are generally deep and well drained
with moderate permeability, with major vegetative uses being forest with some cultivated
cropland. Its Hydrologic Group is a B. Tarrus accounts for approximately 2% of the AOI.

Modeling

Hydrologic and hydraulic analyses were employed to mathematically represent the pre- and
post-development drainage conditions/systems. The purpose of the analysis in to estimate
the response of the individual sub-basins and the collection and conveyance systems to
various design rainfall events. This analysis allows for the identification of collection and
conveyance system requirements to meet the demands of a given rainfall event.

To accomplish this type of analysis, various types of computer modeling software have been
developed. The computer model selected to perform the hydrologic analysis is the Hydraflow
program. The StormCAD computer model was utilized to perform the hydraulic analysis of
the system. The models may be exercised utilizing different storm events and rainfall
distributions as well as user defined scenarios. In this evaluation, 1-, 2-, 10-, 25-, 50-, and
100-year storm events were analyzed.

Results

Hydrologic and hydraulic modeling was performed to confirm the ability of the proposed
collection system to convey and store the flow from the desired rainfall events. Exercising
the model for the 1-, 2-, 10-, 25-, 50-, and 100-year storm events provides evidence of the
proposed system’s capabilities to handle predicted runoff under various rainfall conditions.
The general intent is to develop a stormwater collection and conveyance system to capture
and convey a specific storm event based on criteria established by the governing authority.
The wet pond will t reat the 1-inch, 24-hr water qualit y vo lume (WQv). The WQv was
calcu lated to be 0.68 ac-ft and stages up to an elevat ion of 509.60’.

The wet pond also provides control of t he runoff from the 1-yr 24-hr storm event, otherwise
known as t he channel protection vo lume, or CPv. According to the routing calculat ions, the
CPv stages up to an elevation of 510.03’ in the wet pond. Under this storm simulation the
pond stages, returning to permanent pool elevation approximately 88 hours following the
start of the storm event, thus falling within the two- to five-day drawdown rate as regulated.
A graphical representation of the pond stage versus time is provided in the attached
modeling results.

In addit ion to providing control for the WQv and the CPv, the wet pond also provides control
for the 10-year, 24-hour; 25-year, 24-hour; and 50-year, 24-hour storm events through a riser
st ruct ure and e mergency sp illway. The areas being routed to the pond include 10.54 acres.
A small section of Kemble Street drains to the entrance at Providence Road and is routed
through that system. The low-lying areas are left undisturbed and bypass the pond.

Wit h t he pre-development flow rates established, the wet pond was designed to reduce the
po st -development flow rates to less than or equal to the pre-development flow rates fo r the
10-year, 24-hour and 25-year, 24-hour storm events. The 50-year, 24-hour storm event was
also modeled to ensure t hat t here is at least 0.50’ of freeboard fro m the top of the pond
during t he 50-yr st orm. The crest of t he spillway/control structure is at 512.21'. Based on
t he pond routing calcu lat ions, the 50-yr water surface elevat ion at the wet pond spillway will
be at 512.74’. With an embankment elevat ion of 514.00’, this yields 1.26’ of freeboard which
is greater than the 0.50’ required per the design manual.

For the 10- and 100-year recurrence intervals, the models were exercised with a tailwater
condition associated with the given storm event. These tailwater conditions were taken from
the LOMR computations approved for the reach of Twelve Mile Creek below Providence Road
where the outfall for the proposed pond is located. While the model allows for a tailwater
condition, it does not provide for the tailwater condition to stage as would be anticipated to
occur within Twelve Mile Creek during an actual storm event. Therefore, the tailwater
condition is a static event in the model and should provide a conservative model of the
condition. Also, because the tailwater modeling condition is static, no consideration was
given to providing a means of controlling water from backing up into the pond as it would be
reasonable to assume that the staging of the pond and creek would be such that the tailwater
condition would not provide an inflow source to the pond.

Wet Pond Flow Summary:

Storm Recurrence
Interval

Predevelopment Flow
from Site

Calculated Total Post
Development Rate
(Routed)
10-yr, 24-hr 13.88 cfs 5.78 cfs
25-yr, 24-hr 18.86 cfs 24.85 cfs

Summary o f WSEL:

Control Element
Type of
Control
Peak
Elevation
WQv Wet Pond 509.60’
CPv Wet Pond 510.03’
Flood Protect ion
Q10

Wet Pond

511.96’
Flood Protect ion
Q25

Wet Pond

512.48’
Flood Protection
Q50

Wet Pond

512.74'

Summary o f Wet Pond Control Struct ure:

Structure Type Size Elevation
Orifice 3” 507.50’
Orifice 8” 509.60’
Rectangular Weir 4.00’ 511.60’
Riser 9.21’ 512.21’
Outfall Pipe 42” 503.00’

Soil Map—Union County, North Carolina
(Prescot Village - Phase 1)
Natural Resources
Conservation Service
Web Soil Survey
National Cooperative Soil Survey
2/16/2017
Page 1 of 3386743038674703867510386755038675903867630386767038677103867750386743038674703867510386755038675903867630386767038677103867750522100522140522180522220522260522300522340
522100 522140 522180 522220 522260 522300 522340
34° 57' 7'' N 80° 45' 29'' W34° 57' 7'' N80° 45' 18'' W34° 56' 56'' N
80° 45' 29'' W34° 56' 56'' N
80° 45' 18'' WN
Map projection: Web Mercator Corner coordinates: WGS84 Edge tics: UTM Zone 17N WGS84
0 50 100 200 300
Feet
0 25 50 100 150
Meters
Map Scale: 1:1,710 if printed on A portrait (8.5" x 11") sheet.
Soil Map may not be valid at this scale.
MAP LEGEND MAP INFORMATION
Area of Interest (AOI)
Area of Interest (AOI)
Soils
Soil Map Unit Polygons
Soil Map Unit Lines
Soil Map Unit Points
Special Point Features
Blowout
Borrow Pit
Clay Spot
Closed Depression
Gravel Pit
Gravelly Spot
Landfill
Lava Flow
Marsh or swamp
Mine or Quarry
Miscellaneous Water
Perennial Water
Rock Outcrop
Saline Spot
Sandy Spot
Severely Eroded Spot
Sinkhole
Slide or Slip
Sodic Spot
Spoil Area
Stony Spot
Very Stony Spot
Wet Spot
Other
Special Line Features
Water Features
Streams and Canals
Transportation
Rails
Interstate Highways
US Routes
Major Roads
Local Roads
Background
Aerial Photography
The soil surveys that comprise your AOI were mapped at
1:24,000.
Warning: Soil Map may not be valid at this scale.
Enlargement of maps beyond the scale of mapping can cause
misunderstanding of the detail of mapping and accuracy of soil
line placement. The maps do not show the small areas of
contrasting soils that could have been shown at a more detailed
scale.
Please rely on the bar scale on each map sheet for map
measurements.
Source of Map: Natural Resources Conservation Service
Web Soil Survey URL:
Coordinate System: Web Mercator (EPSG:3857)
Maps from the Web Soil Survey are based on the Web Mercator
projection, which preserves direction and shape but distorts
distance and area. A projection that preserves area, such as the
Albers equal-area conic projection, should be used if more
accurate calculations of distance or area are required.
This product is generated from the USDA-NRCS certified data as
of the version date(s) listed below.
Soil Survey Area: Union County, North Carolina
Survey Area Data: Version 16, Sep 20, 2016
Soil map units are labeled (as space allows) for map scales
1:50,000 or larger.
Date(s) aerial images were photographed: Feb 11, 2011—Feb
13, 2011
The orthophoto or other base map on which the soil lines were
compiled and digitized probably differs from the background
imagery displayed on these maps. As a result, some minor
shifting of map unit boundaries may be evident.
Soil Map—Union County, North Carolina
(Prescot Village - Phase 1)
Natural Resources
Conservation Service
Web Soil Survey
National Cooperative Soil Survey
2/16/2017
Page 2 of 3
Map Unit Legend
Union County, North Carolina (NC179)
Map Unit Symbol Map Unit Name Acres in AOI Percent of AOI
BaC Badin channery silt loam, 8 to
15 percent slopes
3.2 29.3%
ChA Chewacla silt loam, 0 to 2
percent slopes, frequently
flooded
7.4 68.8%
TbB2 Tarrus gravelly silty clay loam,
2 to 8 percent slopes,
moderately eroded
0.2 1.9%
Totals for Area of Interest 10.8 100.0%
Soil Map—Union County, North Carolina Prescot Village - Phase 1
Natural Resources
Conservation Service
Web Soil Survey
National Cooperative Soil Survey
2/16/2017
Page 3 of 3
Engineering Properties
This table gives the engineering classifications and the range of engineering
properties for the layers of each soil in the survey area.
Hydrologic soil group is a group of soils having similar runoff potential under
similar storm and cover conditions. The criteria for determining Hydrologic soil
group is found in the National Engineering Handbook, Chapter 7 issued May
2007(http://directives.sc.egov.usda.gov/OpenNonWebContent.aspx?
content=17757.wba). Listing HSGs by soil map unit component and not by soil
series is a new concept for the engineers. Past engineering references contained
lists of HSGs by soil series. Soil series are continually being defined and
redefined, and the list of soil series names changes so frequently as to make the
task of maintaining a single national list virtually impossible. Therefore, the
criteria is now used to calculate the HSG using the component soil properties
and no such national series lists will be maintained. All such references are
obsolete and their use should be discontinued. Soil properties that influence
runoff potential are those that influence the minimum rate of infiltration for a bare
soil after prolonged wetting and when not frozen. These properties are depth to a
seasonal high water table, saturated hydraulic conductivity after prolonged
wetting, and depth to a layer with a very slow water transmission rate. Changes
in soil properties caused by land management or climate changes also cause the
hydrologic soil group to change. The influence of ground cover is treated
independently. There are four hydrologic soil groups, A, B, C, and D, and three
dual groups, A/D, B/D, and C/D. In the dual groups, the first letter is for drained
areas and the second letter is for undrained areas.
The four hydrologic soil groups are described in the following paragraphs:
Group A. Soils having a high infiltration rate (low runoff potential) when
thoroughly wet. These consist mainly of deep, well drained to excessively
drained sands or gravelly sands. These soils have a high rate of water
transmission.
Group B. Soils having a moderate infiltration rate when thoroughly wet. These
consist chiefly of moderately deep or deep, moderately well drained or well
drained soils that have moderately fine texture to moderately coarse texture.
These soils have a moderate rate of water transmission.
Group C. Soils having a slow infiltration rate when thoroughly wet. These consist
chiefly of soils having a layer that impedes the downward movement of water or
soils of moderately fine texture or fine texture. These soils have a slow rate of
water transmission.
Group D. Soils having a very slow infiltration rate (high runoff potential) when
thoroughly wet. These consist chiefly of clays that have a high shrink-swell
potential, soils that have a high water table, soils that have a claypan or clay
layer at or near the surface, and soils that are shallow over nearly impervious
material. These soils have a very slow rate of water transmission.
Depth to the upper and lower boundaries of each layer is indicated.
Engineering Properties---Union County, North Carolina Prescot Village - Phase 1
Natural Resources
Conservation Service
Web Soil Survey
National Cooperative Soil Survey
2/16/2017
Page 1 of 6
Texture is given in the standard terms used by the U.S. Department of
Agriculture. These terms are defined according to percentages of sand, silt, and
clay in the fraction of the soil that is less than 2 millimeters in diameter. "Loam,"
for example, is soil that is 7 to 27 percent clay, 28 to 50 percent silt, and less than
52 percent sand. If the content of particles coarser than sand is 15 percent or
more, an appropriate modifier is added, for example, "gravelly."
Classification of the soils is determined according to the Unified soil classification
system (ASTM, 2005) and the system adopted by the American Association of
State Highway and Transportation Officials (AASHTO, 2004).
The Unified system classifies soils according to properties that affect their use as
construction material. Soils are classified according to particle-size distribution of
the fraction less than 3 inches in diameter and according to plasticity index, liquid
limit, and organic matter content. Sandy and gravelly soils are identified as GW,
GP, GM, GC, SW, SP, SM, and SC; silty and clayey soils as ML, CL, OL, MH,
CH, and OH; and highly organic soils as PT. Soils exhibiting engineering
properties of two groups can have a dual classification, for example, CL-ML.
The AASHTO system classifies soils according to those properties that affect
roadway construction and maintenance. In this system, the fraction of a mineral
soil that is less than 3 inches in diameter is classified in one of seven groups
from A-1 through A-7 on the basis of particle-size distribution, liquid limit, and
plasticity index. Soils in group A-1 are coarse grained and low in content of fines
(silt and clay). At the other extreme, soils in group A-7 are fine grained. Highly
organic soils are classified in group A-8 on the basis of visual inspection.
If laboratory data are available, the A-1, A-2, and A-7 groups are further
classified as A-1-a, A-1-b, A-2-4, A-2-5, A-2-6, A-2-7, A-7-5, or A-7-6. As an
additional refinement, the suitability of a soil as subgrade material can be
indicated by a group index number. Group index numbers range from 0 for the
best subgrade material to 20 or higher for the poorest.
Percentage of rock fragments larger than 10 inches in diameter and 3 to 10
inches in diameter are indicated as a percentage of the total soil on a dry-weight
basis. The percentages are estimates determined mainly by converting volume
percentage in the field to weight percentage. Three values are provided to
identify the expected Low (L), Representative Value (R), and High (H).
Percentage (of soil particles) passing designated sieves is the percentage of the
soil fraction less than 3 inches in diameter based on an ovendry weight. The
sieves, numbers 4, 10, 40, and 200 (USA Standard Series), have openings of
4.76, 2.00, 0.420, and 0.074 millimeters, respectively. Estimates are based on
laboratory tests of soils sampled in the survey area and in nearby areas and on
estimates made in the field. Three values are provided to identify the expected
Low (L), Representative Value (R), and High (H).
Liquid limit and plasticity index (Atterberg limits) indicate the plasticity
characteristics of a soil. The estimates are based on test data from the survey
area or from nearby areas and on field examination. Three values are provided to
identify the expected Low (L), Representative Value (R), and High (H).
References:
American Association of State Highway and Transportation Officials (AASHTO).
2004. Standard specifications for transportation materials and methods of
sampling and testing. 24th edition.
Engineering Properties---Union County, North Carolina Prescot Village - Phase 1
Natural Resources
Conservation Service
Web Soil Survey
National Cooperative Soil Survey
2/16/2017
Page 2 of 6
American Society for Testing and Materials (ASTM). 2005. Standard
classification of soils for engineering purposes. ASTM Standard D2487-00.
Engineering Properties---Union County, North Carolina Prescot Village - Phase 1
Natural Resources
Conservation Service
Web Soil Survey
National Cooperative Soil Survey
2/16/2017
Page 3 of 6
Report—Engineering Properties
Absence of an entry indicates that the data were not estimated. The asterisk '*' denotes the representative texture; other
possible textures follow the dash. The criteria for determining the hydrologic soil group for individual soil components is
found in the National Engineering Handbook, Chapter 7 issued May 2007(http://directives.sc.egov.usda.gov/
OpenNonWebContent.aspx?content=17757.wba). Three values are provided to identify the expected Low (L),
Representative Value (R), and High (H).
Engineering Properties–Union County, North Carolina
Map unit symbol and
soil name
Pct. of
map
unit
Hydrolo
gic
group
Depth USDA texture Classification Pct Fragments Percentage passing sieve number—Liquid
limit
Plasticit
y index
Unified AASHTO >10
inches
3-10
inches
4 10 40 200
In L-R-H L-R-H L-R-H L-R-H L-R-H L-R-H L-R-H L-R-H
BaC—Badin channery
silt loam, 8 to 15
percent slopes
Badin 85 C 0-6 Channery silt loam ML, GM,
SC-SM,
SM
A-2-4,
A-4, A-6
0- 1- 1 0- 4- 7 69-82-1
00
32-60-1
00
27-57-1
00
22-47-
86
25-38
-50
4-12-20
6-35 Silty clay, silty clay
loam, channery
silty clay loam
CH, CL,
ML
A-7-6 0- 0- 0 0- 3- 4 81-90-1
00
62-79-1
00
55-78-1
00
52-75-1
00
45-55
-65
15-25-3
5
35-43 Weathered bedrock ——————————
43-80 Unweathered
bedrock
——————————
Engineering Properties---Union County, North Carolina Prescot Village - Phase 1
Natural Resources
Conservation Service
Web Soil Survey
National Cooperative Soil Survey
2/16/2017
Page 4 of 6
Engineering Properties–Union County, North Carolina
Map unit symbol and
soil name
Pct. of
map
unit
Hydrolo
gic
group
Depth USDA texture Classification Pct Fragments Percentage passing sieve number—Liquid
limit
Plasticit
y index
Unified AASHTO >10
inches
3-10
inches
4 10 40 200
In L-R-H L-R-H L-R-H L-R-H L-R-H L-R-H L-R-H L-R-H
ChA—Chewacla silt
loam, 0 to 2 percent
slopes, frequently
flooded
Chewacla 87 B/D 0-4 Loam, silt loam CL, CL-
ML, ML
A-4, A-6,
A-7-6
0- 0- 0 0- 0- 0 98-98-1
00
93-95-1
00
77-90-1
00
65-78-
95
25-37
-49
4-12-20
4-26 Silty clay loam, silt
loam, clay loam
CL, ML A-4, A-6,
A-7-6
0- 0- 0 0- 0- 0 96-98-1
00
91-94-1
00
79-94-1
00
70-84-
94
30-40
-49
4-13-22
26-38 Loam, sandy clay
loam, sandy loam
SC-SM,
SM, ML
A-4, A-6,
A-7-6
0- 0- 0 0- 0- 0 96-98-1
00
91-95-1
00
80-84-1
00
58-61-
80
20-33
-45
2-9 -15
38-60 Clay loam, silt loam,
silty clay loam
CH, CL,
MH, ML
A-4, A-6,
A-7-6,
A-7-5
0- 0- 0 0- 0- 0 87-93-1
00
65-81-1
00
52-74-
96
39-58-
77
22-42
-61
4-16-28
60-80 Loam, sandy loam,
fine sandy loam,
sandy clay loam
SM, SC-
SM,
SC, CL,
ML
A-2-4,
A-6,
A-7-6,
A-4
0- 0- 0 0- 0- 0 76-96-1
00
75-96-1
00
54-86-1
00
36-63-
84
10-25
-45
NP-9
-18
TbB2—Tarrus gravelly
silty clay loam, 2 to
8 percent slopes,
moderately eroded
Tarrus, moderately
eroded
85 B 0-6 Gravelly silty clay
loam, channery
silty clay loam
CH, CL,
GC, SC
A-7-6 0- 0- 0 0- 4- 8 65-72-
82
44-61-
82
41-61-
82
39-58-
82
41-53
-65
20-30-4
0
6-45 Silty clay loam, silty
clay, gravelly clay
GC, GM,
MH, SM
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Engineering Properties---Union County, North Carolina Prescot Village - Phase 1
Natural Resources
Conservation Service
Web Soil Survey
National Cooperative Soil Survey
2/16/2017
Page 5 of 6
Data Source Information
Soil Survey Area: Union County, North Carolina
Survey Area Data: Version 16, Sep 20, 2016
Engineering Properties---Union County, North Carolina Prescot Village - Phase 1
Natural Resources
Conservation Service
Web Soil Survey
National Cooperative Soil Survey
2/16/2017
Page 6 of 6
Case No.: Page 1 of 6 Effective Date: March 10, 2016 Issue Date: October 28, 2015 LOMR-APP
05-04-1109R Follows Conditional Case No.:
15-04-4099P
Washington, D.C. 20472
Federal Emergency Management Agency
LETTER OF MAP REVISION
DETERMINATION DOCUMENT
COMMUNITY AND REVISION INFORMATION PROJECT DESCRIPTION
COMMUNITY
APPROXIMATE LATITUDE & LONGITUDE: 34.929, -80.765
SOURCE: Arc GIS DATUM: NAD 83
Town Of Waxhaw
Union County
North Carolina
COMMUNITY NO.: 370473
BASIS OF REQUEST
IDENTIFIER
FILL FLOODWAY
HYDRAULIC ANALYSIS
UPDATED TOPOGRAPHIC DATA
NC-15-469 – Prescott Development at Twelvemile Creek
ANNOTATED MAPPING ENCLOSURES ANNOTATED STUDY ENCLOSURES
DATE: October 16, 2008 NO.: 3710447300J TYPE: FIRM*
DATE: October 16, 2008 NO.: 3710446400J TYPE: FIRM*
DATE: October 16, 2008 NO.: 3710447400J TYPE: FIRM*
DATE: October 16, 2008 NO.: 3710446300J TYPE: FIRM*
DATE OF EFFECTIVE FLOOD INSURANCE STUDY: October 16, 2008
PROFILE(S): 109P, 110P, 111P and 112P
FLOODWAY DATA TABLE: 12
ANNOTATED LIMITED DETAILED FLOOD HAZARD DATA TABLE: 10
Enclosures reflect changes to flooding sources affected by this revision.
* FIRM - Flood Insurance Rate Map
FLOODING SOURCE & REVISED REACH See Page 2 for Additional Flooding Sources
Twelvemile Creek - from approximately 500 feet downstream of Waxhaw Marvin Road to approximately 600 feet upstream of South Providence Road
SUMMARY OF REVISIONS
Revised Flooding Effective Flooding Flooding Source Increases Decreases
Twelvemile Creek Zone AE Zone AE YES YES
Zone X (shaded) Zone X (shaded) YES YES
BFEs* BFEs* YES YES
Floodway Floodway YES YES
* BFEs - Base Flood Elevations
DETERMINATION
This document provides the determination from the Department of Homeland Security's Federal Emergency Management Agency (FEMA)
regarding a request for a Letter of Map Revision (LOMR) for the area described above. Using the information submitted, we have determined that
a revision to the flood hazards depicted in the Flood Insurance Study (FIS) report and/or National Flood Insurance Program (NFIP) map is
warranted. This document revises the effective NFIP map, as indicated in the attached documentation. Please use the enclosed annotated map
panels revised by this LOMR for floodplain management purposes and for all flood insurance policies and renewals in your community.
This determination is based on the flood data presently available. The enclosed documents provide additional information regarding this determination. If you have
any questions about this document, please contact the FEMA Map Information eXchange toll free at 1-877-336-2627 (1-877-FEMA MAP) or by letter addressed to the
LOMC Clearinghouse, 847 South Pickett Street, Alexandria, VA 22304-4605. Additional Information about the NFIP is available on our website at
http://www.fema.gov/nfip.
15-04-4099P 102-I-A-C
Luis Rodriguez, P.E., Chief
Engineering Management Branch
Federal Insurance and Mitigation Administration

Case No.: Page 2 of 6 Effective Date: March 10, 2016 Issue Date: October 28, 2015 LOMR-APP 15-04-4099P
Washington, D.C. 20472
Federal Emergency Management Agency
LETTER OF MAP REVISION
DETERMINATION DOCUMENT (CONTINUED)
OTHER FLOODING SOURCES AFFECTED BY THIS REVISION
FLOODING SOURCES & REVISED REACHES
Twelvemile Creek Tributary 3 - from the confluence with Twelvemile Creek to approximately 3,650 feet upstream of the confluence with Twelvemile Creek
Twelvemile Creek Tributary 4 - from the confluence with Twelvemile Creek to approximately 280 feet upstream of Pineoak Road
SUMMARY OF REVISIONS
Flooding Source Effective Flooding Revised Flooding Increases Decreases
Twelvemile Creek Tributary 3 BFEs* BFEs* YES NONE
Twelvemile Creek Tributary 4 Zone AE Zone AE YES YES
BFEs* BFEs* YES NONE
Zone X (shaded) Zone X (shaded) YES YES
* BFEs - Base Flood Elevations
This determination is based on the flood data presently available. The enclosed documents provide additional information regarding this determination. If you have
any questions about this document, please contact the FEMA Map Information eXchange toll free at 1-877-336-2627 (1-877-FEMA MAP) or by letter addressed to the
LOMC Clearinghouse, 847 South Pickett Street, Alexandria, VA 22304-4605. Additional Information about the NFIP is available on our website at
http://www.fema.gov/nfip.
15-04-4099P 102-I-A-C
Luis Rodriguez, P.E., Chief
Engineering Management Branch
Federal Insurance and Mitigation Administration

Case No.: Page 3 of 6 Effective Date: March 10, 2016 Issue Date: October 28, 2015 LOMR-APP 15-04-4099P
Washington, D.C. 20472
Federal Emergency Management Agency
LETTER OF MAP REVISION
DETERMINATION DOCUMENT (CONTINUED)
OTHER COMMUNITIES AFFECTED BY THIS REVISION
CID Number: 370234 Name: Union County, North Carolina
AFFECTED MAP PANELS AFFECTED PORTIONS OF THE FLOOD INSURANCE STUDY REPORT
DATE OF EFFECTIVE FLOOD INSURANCE STUDY
PROFILE(S): 110P, 111P and 112P
FLOODWAY DATA TABLE: 12
TYPE: FIRM*
TYPE: FIRM*
NO.: 3710447400J
NO.: 3710446300J
DATE: October 16, 2008
DATE: October 16, 2008
: October 16, 2008
This determination is based on the flood data presently available. The enclosed documents provide additional information regarding this determination. If you have
any questions about this document, please contact the FEMA Map Information eXchange toll free at 1-877-336-2627 (1-877-FEMA MAP) or by letter addressed to the
LOMC Clearinghouse, 847 South Pickett Street, Alexandria, VA 22304-4605. Additional Information about the NFIP is available on our website at
http://www.fema.gov/nfip.
15-04-4099P 102-I-A-C
Luis Rodriguez, P.E., Chief
Engineering Management Branch
Federal Insurance and Mitigation Administration
* FIRM - Flood Insurance Rate Map

Case No.: Page 4 of 6 Effective Date: March 10, 2016 Issue Date: October 28, 2015 LOMR-APP 15-04-4099P
Washington, D.C. 20472
Federal Emergency Management Agency
LETTER OF MAP REVISION
DETERMINATION DOCUMENT (CONTINUED)
COMMUNITY INFORMATION
APPLICABLE NFIP REGULATIONS/COMMUNITY OBLIGATION
We have made this determination pursuant to Section 206 of the Flood Disaster Protection Act of 1973 (P.L. 93-234) and in accordance
with the National Flood Insurance Act of 1968, as amended (Title XIII of the Housing and Urban Development Act of 1968, P.L. 90-448),
42 U.S.C. 4001-4128, and 44 CFR Part 65. Pursuant to Section 1361 of the National Flood Insurance Act of 1968, as amended,
communities participating in the NFIP are required to adopt and enforce floodplain management regulations that meet or exceed NFIP
criteria. These criteria, including adoption of the FIS report and FIRM, and the modifications made by this LOMR, are the minimum
requirements for continued NFIP participation and do not supersede more stringent State/Commonwealth or local requirements to which
the regulations apply.
We provide the floodway designation to your community as a tool to regulate floodplain development. Therefore, the floodway revision
we have described in this letter, while acceptable to us, must also be acceptable to your community and adopted by appropriate
community action, as specified in Paragraph 60.3(d) of the NFIP regulations.
COMMUNITY REMINDERS
We based this determination on the 1-percent-annual-chance flood discharges computed in the FIS for your community without
considering subsequent changes in watershed characteristics that could increase flood discharges. Future development of projects
upstream could cause increased flood discharges, which could cause increased flood hazards. A comprehensive restudy of your
community’s flood hazards would consider the cumulative effects of development on flood discharges subsequent to the publication of
the FIS report for your community and could, therefore, establish greater flood hazards in this area.
Your community must regulate all proposed floodplain development and ensure that permits required by Federal and/or
State/Commonwealth law have been obtained. State/Commonwealth or community officials, based on knowledge of local conditions
and in the interest of safety, may set higher standards for construction or may limit development in floodplain areas. If your
State/Commonwealth or community has adopted more restrictive or comprehensive floodplain management criteria, those criteria take
precedence over the minimum NFIP requirements.
We will not print and distribute this LOMR to primary users, such as local insurance agents or mortgage lenders; instead, the community
will serve as a repository for the new data. We encourage you to disseminate the information in this LOMR by preparing a news release
for publication in your community's newspaper that describes the revision and explains how your community will provide the data and
help interpret the NFIP maps. In that way, interested persons, such as property owners, insurance agents, and mortgage lenders, can
benefit from the information.
This revision has met our criteria for removing an area from the 1-percent-annual-chance floodplain to reflect the placement of fill.
However, we encourage you to require that the lowest adjacent grade and lowest floor (including basement) of any structure placed within
the subject area be elevated to or above the Base (1-percent-annual-chance) Flood Elevation.
This determination is based on the flood data presently available. The enclosed documents provide additional information regarding this determination. If you have
any questions about this document, please contact the FEMA Map Information eXchange toll free at 1-877-336-2627 (1-877-FEMA MAP) or by letter addressed to the
LOMC Clearinghouse, 847 South Pickett Street, Alexandria, VA 22304-4605. Additional Information about the NFIP is available on our website at
http://www.fema.gov/nfip.
15-04-4099P 102-I-A-C
Luis Rodriguez, P.E., Chief
Engineering Management Branch
Federal Insurance and Mitigation Administration

Case No.: Page 5 of 6 Effective Date: March 10, 2016 Issue Date: October 28, 2015 LOMR-APP 15-04-4099P
Washington, D.C. 20472
Federal Emergency Management Agency
LETTER OF MAP REVISION
DETERMINATION DOCUMENT (CONTINUED)
We have designated a Consultation Coordination Officer (CCO) to assist your community. The CCO will be the primary liaison between
your community and FEMA. For information regarding your CCO, please contact:

Mr. Jesse Munoz
Director, Mitigation Division
Federal Emergency Management Agency, Region IV
Koger Center - Rutgers Building, 3003 Chamblee Tucker Road
Atlanta, GA 30341
[phone]
STATUS OF THE COMMUNITY NFIP MAPS
We will not physically revise and republish the FIRM and FIS report for your community to reflect the modifications made by this
LOMR at this time. When changes to the previously cited FIRM panel(s) and FIS report warrant physical revision and republication in
the future, we will incorporate the modifications made by this LOMR at that time.
This determination is based on the flood data presently available. The enclosed documents provide additional information regarding this determination. If you have
any questions about this document, please contact the FEMA Map Information eXchange toll free at 1-877-336-2627 (1-877-FEMA MAP) or by letter addressed to the
LOMC Clearinghouse, 847 South Pickett Street, Alexandria, VA 22304-4605. Additional Information about the NFIP is available on our website at
http://www.fema.gov/nfip.
15-04-4099P 102-I-A-C
Luis Rodriguez, P.E., Chief
Engineering Management Branch
Federal Insurance and Mitigation Administration

Case No.: Page 6 of 6 Effective Date: March 10, 2016 Issue Date: October 28, 2015 LOMR-APP 15-04-4099P
Washington, D.C. 20472
Federal Emergency Management Agency
LETTER OF MAP REVISION
DETERMINATION DOCUMENT (CONTINUED)
PUBLIC NOTIFICATION OF REVISION
A notice of changes will be published in the Federal Register. This information also will be published in your local newspaper on or
about the dates listed below and through FEMA’s Flood Hazard Mapping Web site at
http://www.floodmaps.gov/fhm/Scripts/bfe_main.asp.

LOCAL NEWSPAPER Name: The Enquirer Journal
Dates: November 4, 2015 & November 11, 2015

Within 90 days of the second publication in the local newspaper, a citizen may request that we reconsider this determination. Any
request for reconsideration must be based on scientific or technical data. Therefore, this letter will be effective only after the 90-day
appeal period has elapsed and we have resolved any appeals that we receive during this appeal period. Until this LOMR is effective, the
revised flood hazard information presented in this LOMR may be changed.
This determination is based on the flood data presently available. The enclosed documents provide additional information regarding this determination. If you have
any questions about this document, please contact the FEMA Map Information eXchange toll free at 1-877-336-2627 (1-877-FEMA MAP) or by letter addressed to the
LOMC Clearinghouse, 847 South Pickett Street, Alexandria, VA 22304-4605. Additional Information about the NFIP is available on our website at
http://www.fema.gov/nfip.
15-04-4099P 102-I-A-C
Luis Rodriguez, P.E., Chief
Engineering Management Branch
Federal Insurance and Mitigation Administration
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CONTAINS:
COMMUNITY CID No.PANEL SUFFIX
Federal Emergency Management Agency
Notice to User: The Map Number shown below should beused when placing map orders; the Community Numbershown above should be used on insurance applications forthe subject community.MAP NUMBEREFFECTIVE DATE
State of North Carolina
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CONTAINS:
COMMUNITY CID No.PANEL SUFFIX
Federal Emergency Management Agency
Notice to User: The Map Number shown below should beused when placing map orders; the Community Numbershown above should be used on insurance applications forthe subject community.MAP NUMBEREFFECTIVE DATE
State of North Carolina
! ! ! ! ! !
! ! ! ! ! !
! ! ! ! ! !
! ! ! ! ! !
! ! ! ! ! !
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! ! ! ! !
! ! ! ! !
! ! ! !
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! ! ! !
Legend
1% annual chance(100-Year) Floodplain
1% annual chance(100-Year) Floodway0.2% annual chance(500-Year) Floodplain
GRID NORTH
REVISED TOREFLECT LOMREFFECTIVE: March 10, 2016
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Federal Emergency Management Agency
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FIRMFLOOD INSURANCE RATE MAP
(SEE LOCATOR DIAGRAM OR MAP INDEX FORFIRM PANEL LAYOUT)
CONTAINS:
COMMUNITY CID No.PANEL SUFFIX
Federal Emergency Management Agency
Notice to User: The Map Number shown below should beused when placing map orders; the Community Numbershown above should be used on insurance applications forthe subject community.MAP NUMBEREFFECTIVE DATE
State of North Carolina
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Legend
1% annual chance(100-Year) Floodplain
1% annual chance(100-Year) Floodway0.2% annual chance(500-Year) Floodplain
GRID NORTH
REVISED TO REFLECT LOMR EFFECTIVE: March 10, 2016<REVISED AREA
Town of Waxhaw370473
Union CountyUnincorporated Area370243!(Union CountyUnincorporated Area370234
<Twelvemile Creek
<Twelvemile CreekTributary 2
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!(
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Town of Waxhaw370473
.FLOOD HAZARD DATA TABLE Floodway Width (feet)
Left/Right Distance From the Center of Stream to Encroachment Boundary (Looking Downstream) or Total Floodway Width Cross Section Stream Station1 Flood Discharge (cfs)
1% Annual Chance (100-year) Water-Surface Elevation (feet NAVD88)
TWELVEMILE CREEK 082 8,200 11,670 504.7 343 / 134 089 8,945 11,670 505.6 210 / 157 1 Feet above State Boundary REVISED DATA .!(Town ofWaxhaw370473
109PFEDERAL EMERGENCY MANAGEMENT AGENCYUNION COUNTY, NCAND INCORPORATED AREASFLOOD PROFILESTWELVEMILE CREEKSTREAM DISTANCE IN FEET ABOVE STATE BOUNDARYELEVATION IN FEET (NAVD)4,800 5,200 5,600 6,000 6,400 6,800 7,200 7,600 8,000 8,400 8,800 9,200 9,600 10,000
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2% ANNUAL CHANCE FLOOD
10% ANNUAL CHANCE FLOOD
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CROSS SECTION LOCATION,123
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EFFECTIVE: March 10, 2016
110PFEDERAL EMERGENCY MANAGEMENT AGENCYUNION COUNTY, NCAND INCORPORATED AREASFLOOD PROFILESTWELVEMILE CREEKSTREAM DISTANCE IN FEET ABOVE STATE BOUNDARYELEVATION IN FEET (NAVD)10,000 10,400 10,800 11,200 11,600 12,000 12,400 12,800 13,200 13,600 14,000 14,400 14,800 15,200460
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AAAAAAAACONFLUENCE OFTWELVEMILE CREEKTRIBUTARY 3CONFLUENCE OFTWELVEMILE CREEKTRIBUTARY 4,101 ,119
REVISED AREA
REVISED TO
REFLECT LOMR
EFFECTIVE: March 10, 2016
111PFEDERAL EMERGENCY MANAGEMENT AGENCYUNION COUNTY, NCAND INCORPORATED AREASFLOOD PROFILESTWELVEMILE CREEKSTREAM DISTANCE IN FEET ABOVE STATE BOUNDARYELEVATION IN FEET (NAVD)13,200 13,600 14,000 14,400 14,800 15,200 15,600 16,000 16,400 16,800 17,200 17,600 18,000 18,400460
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AAAAAAAA AAAASTATE HIGHWAY 16S. PROVIDENCE ROADCONFLUENCE OF EAST FORKTWELVEMILE CREEK ANDWEST FORK TWELVEMILE CREEK,139 ,152 ,156
REVISED AREA
THIS LOMR REFLECTS A SHORTER STREAM DISTANCE (175')WITHIN THE AREA OF REVISION DUE TO UPDATES IN REACHLENGTHS IN THE STUDY AREA TO ACCURATELY REFLECTGROUND CONDITIONS. THE UPSTREAM TIE-IN CROSS SECTION15645 IN THE AS-BUILT CONDITIONS MODEL CORRESPONDSTO CROSS SECTION 15820 IN THE EFFECTIVE MODEL.
REVISED TO
REFLECT LOMR
EFFECTIVE: March 10, 2016
0 500 1,000 1,500 2,000 2,500 3,000 3,500 4,000 4,500 5,000 5,500 6,000 6,500460
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112PFEDERAL EMERGENCY MANAGEMENT AGENCYUNION COUNTY, NCAND INCORPORATED AREASFLOOD PROFILESTWELVEMILE CREEK TRIBUTARY 3STREAM DISTANCE IN FEET ABOVE MOUTHELEVATION IN FEET (NAVD)0 500 1,000 1,500 2,000 2,500 3,000 3,500 4,000 4,500 5,000 5,500 6,000 6,500460
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REVISED TO
REFLECT LOMR
EFFECTIVE: March 10, 2016
FLOODING SOURCE FLOODWAY
BASE FLOOD
WATER-SURFACE ELEVATION
(FEET NAVD 88)
CROSS SECTION DISTANCE1 WIDTH
(FEET)
SECTION
AREA
(SQUARE
FEET)
MEAN
VELOCITY
(FEET PER
SECOND)
REGULATORY WITHOUT
FLOODWAY
WITH
FLOODWAY INCREASE
Twelvemile Creek
024 2,360 157 2,428 4.8 502.2 502.2 503.0 0.8
047 4,700 568 6,253 1.9 503.9 503.9 504.7 0.8
062 6,180 700 6,316 1.8 504.4 504.4 505.3 0.9
075 7,460 776 7,226 1.6 504.8 504.8 505.7 0.9
082 8,200 477 4,657 2.5 504.7 504.7 505.7 1.0
088 8,802 389 3,843 3.0 505.5 505.5 506.2 0.7
089 8,945 367 4,251 2.7 505.6 505.6 506.3 0.7
101 10,122 585 4,371 2.7 506.7 506.7 507.3 0.6
119 11,915 454 5,037 2.3 507.4 507.4 508.0 0.6
139 13,876 488 5,251 2.2 508.3 508.3 509.0 0.7
152 15,154 220 3,017 3.9 509.8 509.8 510.4 0.6
156 15,645 1,051 15,052 0.8 510.3 510.3 511.0 0.7
1Feet above State boundary
2Value is inaccurate, as the floodway has been adjusted in this area to match a topographic redelineation TABLE 12 FEDERAL EMERGENCY MANAGEMENT AGENCY
UNION COUNTY, NC
AND INCORPORATED AREAS
FLOODWAY DATA
TWELVEMILE CREEK
REVISED DATA
REVISED TO
REFLECT LOMR
EFFECTIVE: March 10, 2016
FLOODING SOURCE FLOODWAY
BASE FLOOD
WATER-SURFACE ELEVATION
(FEET NAVD 88)
CROSS SECTION DISTANCE1 WIDTH
(FEET)
SECTION
AREA
(SQUARE
FEET)
MEAN
VELOCITY
(FEET PER
SECOND)
REGULATORY WITHOUT
FLOODWAY
WITH
FLOODWAY INCREASE
Twelvemile Creek
Tributary 3
005 508 28 241 5.0 507.1 496.42 496.5 0.1
013 1,310 28 151 7.9 507.1 498.92 499.1 0.2
019 1,938 28 162 7.4 507.1 503.42 503.7 0.3
027 2,708 28 203 5.4 508.5 508.5 509.2 0.7
036 3,641 28 143 7.2 512.3 512.3 512.5 0.2
041 4,106 28 194 5.3 515.1 515.1 515.2 0.1
050 4,981 15 110 8.3 519.6 519.6 519.9 0.3
055 5,485 15 106 8.6 522.6 522.6 523.5 0.9
060 6,013 16 118 7.7 526.6 526.6 527.2 0.6
068 6,761 17 123 6.5 532.2 532.2 532.6 0.4
071 7,114 15 117 6.8 533.7 533.7 534.4 0.7
075 7,541 23 144 5.5 536.0 536.0 536.4 0.4
080 8,003 35 136 5.9 538.9 538.9 539.0 0.1
087 8,687 29 190 3.7 545.6 545.6 546.3 0.7
091 9,095 29 169 4.1 546.3 546.3 546.9 0.6
095 9,466 21 113 6.1 547.5 547.5 547.9 0.4
102 10,170 16 125 5.5 551.9 551.9 552.7 0.8
105 10,514 16 83 7.0 553.2 553.2 554.0 0.8
111 11,120 16 84 6.9 558.0 558.0 558.5 0.5
1Feet above mouth
2Elevation computed without consideration of backwater effects from Twelvemile Creek TABLE 12 FEDERAL EMERGENCY MANAGEMENT AGENCY
UNION COUNTY, NC
AND INCORPORATED AREAS
FLOODWAY DATA
TWELVEMILE CREEK TRIBUTARY 3
REVISED DATA
REVISED TO
REFLECT LOMR
EFFECTIVE: March 10, 2016
Table 10—Limited Detailed Flood Hazard Data
Page 108 Flood Insurance Study Report: Union County, North Carolina and Incorporated Areas
February 19, 2014
Cross
Section1
Stream
Station2
Flood
Discharge
(cfs)
1% Annual
Chance Water-
Surface Elevation
(feet NAVD 88)
Non-
Encroachment
Width3 (feet)
TWELVEMILE CREEK TRIBUTARY 1
041 4,057 497 521.9 12 / 13
044 4,439 497 524.4 4 / 26
048 4,825 497 528.0 23 / 13
052 5,205 497 530.2 11 / 20
054 5,382 463 531.1 16 / 10
056 5,625 463 532.0 13 / 32
059 5,948 463 534.0 18 / 5
062 6,167 463 537.3 14 / 12
TWELVEMILE CREEK TRIBUTARY 2
003 304 652 503.94 10 / 12
005 548 652 503.94 14 / 24
008 800 652 503.94 16 / 4
010 1,039 652 503.94 17 / 4
012 1,237 652 503.94 15 / 8
017 1,699 652 505.4 40 / 19
023 2,331 652 508.1 7 / 6
024 2,435 561 509.7 19 / 10
032 3,230 561 515.4 11 / 6
036 3,567 561 519.7 12 / 17
040 3,972 561 523.0 12 / 24
TWELVEMILE CREEK TRIBUTARY 4
003 261 1,322 507.24 5 / 46
006 582 1,322 507.24 5 / 110
012 1,206 1,253 507.24 10 / 90
014 1,420 1,253 507.24 80 / 44
020 2,000 1,253 507.6 66 / 57
022 2,232 1,240 509.0 61 / 51
025 2,477 1,240 510.4 80 / 25
029 2,859 1,240 513.6 65 / 10
032 3,166 1,240 517.1 50 / 10
035 3,472 1,240 519.5 42 / 17
038 3,774 1,240 521.9 4 / 52
041 4,126 1,003 526.7 36 / 18
045 4,454 1,003 529.6 45 / 15
048 4,784 1,003 532.8 20 / 50
051 5,051 1,003 534.0 20 / 70
054 5,435 940 538.8 20 / 50
057 5,656 940 540.6 44 / 11
061 6,119 940 544.9 20 / 37
064 6,400 940 547.8 13 / 15
066 6,610 827 550.2 11 / 18
069 6,921 827 553.3 9 / 14
071 7,109 827 555.2 24 / 13
072 7,200 827 555.8 35 / 20
074 7,360 827 557.2 20 / 25
077 7,652 827 560.7 25 / 40
080 7,964 728 562.1 25 / 20
083 8,331 728 569.4 29 / 12
1This table reflects all modeled cross sections. Some cross sections shown in this table may not appear on the map.
2 Feet above mouth.
3Left/right distance from the mapped center of stream to encroachment boundary based on a 1.0 foot or less surcharge
(looking downstream).
4Elevation includes backwater effects.
REVISED DATA
REVISED TO
REFLECT LOMR EFFECTIVE: March 10, 2016
PRESCOT VILLAGE PHASE 1
Esri, HERE, DeLorme, MapmyIndia, © OpenStreetMap contributors, and theGIS user community
Estuarine an d Marin e D eepwa ter
Estuarine an d Marin e Wetlan d
Freshwater Emerge nt Wetland
Freshwater Forested/Shrub We tla nd
Freshwater Pond
Lake
Other
Riverine
Februa ry 16, 2017
0 0.1 0.20.05 mi
0 0.2 0.40.1 km
1:7,483
This page was produced by the NWI mapperNational Wetlands Inventory (NWI)
This map is for general reference only. The US Fish and Wildlife Service is not responsible for the accuracy or currentness of the base data shown on this map. All wetlands related data should be used in accordance with the layer metadata found on the Wetlands Mapper web site.
E-6
PRE-DEVELOPMENT
MAPPRESCOT VILLAGEPHASE 1 WAXHAWNORTH CAROLINA321
C
B
A
SHEET NO.
KEY PLAN
SEAL
SCALE
4
D
E
5
APPROVED BY
CHECKED BY
REVISIONS
TITLE
DRAWN BY
DATE
PROJECT NO.
6135 LAKEVIEW ROAD, SUITE 150
CHARLOTTE, NC 28269-2618
1222 EASTCHESTER DRIVE
HIGH POINT, NC 27265
Prescot Glen Parkway
Extension shall be dedicated as
Public Right-of-Way
NC Registration # F - 0679
50083412
MV
WG
SN
06/27/16
1"=100'
0'50'100'200'
TRANSITION FROM
SHEET TO SHALLOW
CONCENTRATED FLOW
APPROXIMATED
TRAVEL FOR Tc
BASIN A TO POND
DRAINAGE AREA=10.54
CN=91
E-7
POST-DEVELOPMENT
MAPPRESCOT VILLAGEPHASE 1 WAXHAWNORTH CAROLINA321
C
B
A
SHEET NO.
KEY PLAN
SEAL
SCALE
4
D
E
5
APPROVED BY
CHECKED BY
REVISIONS
TITLE
DRAWN BY
DATE
PROJECT NO.
6135 LAKEVIEW ROAD, SUITE 150
CHARLOTTE, NC 28269-2618
1222 EASTCHESTER DRIVE
HIGH POINT, NC 27265
Prescot Glen Parkway
Extension shall be dedicated as
Public Right-of-Way
NC Registration # F - 0679
50083412
MV
WG
SN
06/27/16
1"=100'
Catchment Name
Legend
1
2
8
9
10
11
FUTURE #4
FUTURE #3
FUTURE #2
FUTURE #5
FUTURE #1
FUTURE #6
0'50'100'200'
POND
BYPASS
Prescot Village - Phase 1
Aerial View of site c 1998. Approxim ately 80% of the project s ite is open fields and 20% is wooded

1000 ft
N➤➤N
Image U.S. Geological Survey
Image U.S. Geological Survey
Image U.S. Geological Survey
Hydraflow Rainfall Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2016 by Autodesk, Inc. v10.5 Friday, 02 / 17 / 2017
Return Intensity-Duration-Frequency Equation Coefficients (FHA)
Period
(Yrs) B D E (N/A)
1 0.0000 0.0000 0.0000 --------
2 44.7516 10.0000 0.8070 --------
3 0.0000 0.0000 0.0000 --------
5 61.3997 12.0000 0.8035 --------
10 83.3331 15.0000 0.8256 --------
25 97.3148 15.0000 0.8254 --------
50 104.2990 15.0000 0.8179 --------
100 116.4790 15.0000 0.8222 --------
File name: IDF-Curve.IDF
Intensity = B / (Tc + D)^E
Return Intensity Values (in/hr)
Period
(Yrs) 5 min 10 15 20 25 30 35 40 45 50 55 60
1 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
2 5.03 3.99 3.33 2.88 2.54 2.28 2.07 1.90 1.76 1.64 1.54 1.45
3 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
5 6.30 5.12 4.35 3.79 3.37 3.05 2.78 2.57 2.38 2.23 2.09 1.98
10 7.03 5.84 5.03 4.43 3.96 3.60 3.30 3.05 2.84 2.66 2.50 2.36
25 8.21 6.83 5.87 5.17 4.63 4.20 3.85 3.56 3.32 3.10 2.92 2.76
50 9.00 7.50 6.46 5.69 5.10 4.64 4.25 3.93 3.66 3.43 3.23 3.05
100 9.92 8.26 7.11 6.26 5.61 5.09 4.67 4.32 4.02 3.76 3.54 3.35
Tc = time in minutes. Values may exceed 60.
Rainfall Precipitation Table (in)
Precip. file name: P:\50083412\Tech\Civil\Hydro\Precip-NC.pcp
Storm
Distribution 1-yr 2-yr 3-yr 5-yr 10-yr 25-yr 50-yr 100-yr
SCS 24-hour 2.58 3.12 0.00 4.32 4.80 5.76 6.48 6.96
SCS 6-Hr 1.00 2.28 0.00 0.00 3.72 4.38 4.92 5.34
Huff-1st 0.00 1.55 0.00 2.75 4.00 5.38 6.50 8.00
Huff-2nd 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
Huff-3rd 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
Huff-4th 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
Huff-Indy 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
Custom 0.00 1.75 0.00 2.80 3.72 5.25 6.00 7.10
Hydrograph Summary Report
Hyd. Hydrograph Peak Time Time to Hyd. Inflow Maximum Total Hydrograph
No. type flow interval Peak volume hyd(s) elevation strge used Description
(origin) (cfs) (min) (min) (cuft) (ft) (cuft)
1 SCS Runoff 3.720 2 752 27,684 ------ ------ ------ Pre-Dev Basin A
2 SCS Runoff 29.27 2 716 60,379 ------ ------ ------ 1 yr 24hr
4 Reservoir 0.893 2 836 60,082 2 510.03 72,890 Pond A
2017.03.27_Prescot Extension CPV.gpw Return Period: 1 Year Monday, 03 / 27 / 2017
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2016 by Autodesk, Inc. v10.5
Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2016 by Autodesk, Inc. v10.5 Monday, 03 / 27 / 2017
Hyd. No. 1
Pre-Dev Basin A
Hydrograph type = SCS Runoff Peak discharge = 3.720 cfs
Storm frequency = 1 yrs Time to peak = 12.53 hrs
Time interval = 2 min Hyd. volume = 27,684 cuft
Drainage area = 10.930 ac Curve number = 75*
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = User Time of conc. (Tc) = 58.00 min
Total precip. = 2.58 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
* Composite (Area/CN) = [(3.260 x 61) + (7.980 x 74) + (3.660 x 74)] / 10.930
0 2 4 6 8 10 12 14 16 18 20 22 24 26
Q (cfs)
0.00 0.00
1.00 1.00
2.00 2.00
3.00 3.00
4.00 4.00
Q (cfs)
Time (hrs)
Pre-Dev Basin A
Hyd. No. 1 -- 1 Year
Hyd No. 1
Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2016 by Autodesk, Inc. v10.5 Monday, 03 / 27 / 2017
Hyd. No. 2
1 yr 24hr
Hydrograph type = SCS Runoff Peak discharge = 29.27 cfs
Storm frequency = 1 yrs Time to peak = 11.93 hrs
Time interval = 2 min Hyd. volume = 60,379 cuft
Drainage area = 10.540 ac Curve number = 91
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = User Time of conc. (Tc) = 5.00 min
Total precip. = 2.58 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
0.0 2.0 4.0 6.0 8.0 10.0 12.0 14.0 16.0 18.0 20.0 22.0
Q (cfs)
0.00 0.00
5.00 5.00
10.00 10.00
15.00 15.00
20.00 20.00
25.00 25.00
30.00 30.00
Q (cfs)
Time (hrs)
1 yr 24hr
Hyd. No. 2 -- 1 Year
Hyd No. 2
Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2016 by Autodesk, Inc. v10.5 Monday, 03 / 27 / 2017
Hyd. No. 4
Pond A
Hydrograph type = Reservoir Peak discharge = 0.893 cfs
Storm frequency = 1 yrs Time to peak = 13.93 hrs
Time interval = 2 min Hyd. volume = 60,082 cuft
Inflow hyd. No. = 2 - 1 yr 24hr Max. Elevation = 510.03 ft
Reservoir name = Regional Detention Max. Storage = 72,890 cuft
Storage Indication method used. Wet pond routing start elevation = 507.50 ft.
0 8 16 24 32 40 48 56 64 72 80 88
Q (cfs)
0.00 0.00
5.00 5.00
10.00 10.00
15.00 15.00
20.00 20.00
25.00 25.00
30.00 30.00
Q (cfs)
Time (hrs)
Pond A
Hyd. No. 4 -- 1 Year
Hyd No. 4 Hyd No. 2 Total storage used = 72,890 cuft
Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2016 by Autodesk, Inc. v10.514 Monday, 04 / 10 / 2017
Hyd. No. 4
Pond A
Hydrograph type = Reservoir Peak discharge = 0.893 cfs
Storm frequency = 1 yrs Time to peak = 13.93 hrs
Time interval = 2 min Hyd. volume = 60,082 cuft
Inflow hyd. No. = 2 - 1 yr 24hr Max. Elevation = 510.03 ft
Reservoir name = Regional Detention Max. Storage = 72,890 cuft
Storage Indication method used. Wet pond routing start elevation = 507.50 ft.
0 8 16 24 32 40 48 56 64 72 80 88
Elev (ft)
507.00 507.00
508.00 508.00
509.00 509.00
510.00 510.00
511.00 511.00
512.00 512.00
Elev (ft)
Time (hrs)
Pond A
Hyd. No. 4 -- 1 Year
1. Regional Detention
Pond Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2016 by Autodesk, Inc. v10.5 Monday, 03 / 27 / 2017
Pond No. 1 - Regional Detention
Pond Data
Contours -User-defined contour areas. Conic method used for volume calculation. Begining Elevation = 503.00 ft
Stage / Storage Table
Stage (ft) Elevation (ft) Contour area (sqft) Incr. Storage (cuft) Total storage (cuft)
0.00 503.00 4,656 0 0
1.00 504.00 5,715 5,176 5,176
2.00 505.00 6,890 6,293 11,469
3.00 506.00 8,178 7,524 18,993
4.00 507.00 9,573 8,865 27,858
5.00 508.00 14,427 11,916 39,774
6.00 509.00 16,291 15,348 55,122
7.00 510.00 18,263 17,266 72,388
8.00 511.00 20,254 19,248 91,636
9.00 512.00 22,144 21,190 112,826
10.00 513.00 24,088 23,107 135,933
11.00 514.00 26,089 25,079 161,012
Culvert / Orifice Structures Weir Structures
[A] [B] [C] [PrfRsr] [A] [B] [C] [D]
Rise (in)= 42.00 3.00 8.00 0.00
Span (in)= 42.00 3.00 8.00 0.00
No. Barrels = 1 1 1 0
Invert El. (ft)= 503.00 507.50 509.60 0.00
Length (ft)= 40.00 0.00 0.00 0.00
Slope (%)= 2.00 0.00 0.00 n/a
N-Value = .013 .013 .013 n/a
Orifice Coeff.= 0.60 0.60 0.60 0.60
Multi-Stage = n/a Yes Yes No
Crest Len (ft)= 24.00 4.00 Inactive 0.00
Crest El. (ft)= 512.21 511.60 0.00 0.00
Weir Coeff.= 3.33 3.33 3.33 3.33
Weir Type = 1 Rect --- ---
Multi-Stage = Yes Yes No No
Exfil.(in/hr)= 0.000 (by Contour)
TW Elev. (ft)= 0.00
Note: Culvert/Orifice outflows are analyzed under inlet (ic) and outlet (oc) control. Weir risers checked for orifice conditions (ic) and submergence (s).
Stage / Storage / Discharge Table
Stage Storage Elevation Clv A Clv B Clv C PrfRsr Wr A Wr B Wr C Wr D Exfil User Total
ft cuft ft cfs cfs cfs cfs cfs cfs cfs cfs cfs cfs cfs
0.00 0 503.00 0.00 0.00 0.00 --- 0.00 0.00 --- --- --- --- 0.000
1.00 5,176 504.00 0.00 0.00 0.00 --- 0.00 0.00 --- --- --- --- 0.000
2.00 11,469 505.00 0.00 0.00 0.00 --- 0.00 0.00 --- --- --- ---0.000
3.00 18,993 506.00 0.00 0.00 0.00 --- 0.00 0.00 --- --- --- ---0.000
4.00 27,858 507.00 0.00 0.00 0.00 --- 0.00 0.00 --- --- --- ---0.000
5.00 39,774 508.00 0.14 ic 0.14 ic 0.00 --- 0.00 0.00 --- ------ --- 0.145
6.00 55,122 509.00 0.29 ic 0.28 ic 0.00 --- 0.00 0.00 --- ------ --- 0.277
7.00 72,388 510.00 0.90 ic 0.36 ic 0.47 ic --- 0.00 0.00 ------ --- --- 0.836
8.00 91,636 511.00 2.25 ic 0.43 ic 1.74 ic --- 0.00 0.00 ------ --- --- 2.170
9.00 112,826 512.00 6.33 ic 0.49 ic 2.42 ic --- 0.00 3.37 --- --- --- --- 6.280
10.00 135,933 513.00 81.66 ic 0.54 ic 2.94 ic --- 56.11 22.06 --- --- --- --- 81.66
11.00 161,012 514.00 138.52 ic 0.13 ic 0.93 ic --- 111.54 s 25.90 s --- --- --- --- 138.50
Hydrograph Summary Report
Hyd. Hydrograph Peak Time Time to Hyd. Inflow Maximum Total Hydrograph
No. type flow interval Peak volume hyd(s) elevation strge used Description
(origin) (cfs) (min) (min) (cuft) (ft) (cuft)
1 SCS Runoff 5.910 2 750 41,268 ------ ------ ------ Pre-Dev Basin A
3 SCS Runoff 37.49 2 716 78,312 ------ ------ ------ Post-Dev Basin A
4 Reservoir 1.627 2 790 77,999 3 510.47 81,416 Pond A
2017.03.27_Prescot Extension.gpw Return Period: 2 Year Monday, 03 / 27 / 2017
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2016 by Autodesk, Inc. v10.5
Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2016 by Autodesk, Inc. v10.5 Monday, 03 / 27 / 2017
Hyd. No. 1
Pre-Dev Basin A
Hydrograph type = SCS Runoff Peak discharge = 5.910 cfs
Storm frequency = 2 yrs Time to peak = 12.50 hrs
Time interval = 2 min Hyd. volume = 41,268 cuft
Drainage area = 10.930 ac Curve number = 75*
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = User Time of conc. (Tc) = 58.00 min
Total precip. = 3.12 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
* Composite (Area/CN) = [(3.260 x 61) + (7.980 x 74) + (3.660 x 74)] / 10.930
0 2 4 6 8 10 12 14 16 18 20 22 24 26
Q (cfs)
0.00 0.00
1.00 1.00
2.00 2.00
3.00 3.00
4.00 4.00
5.00 5.00
6.00 6.00
Q (cfs)
Time (hrs)
Pre-Dev Basin A
Hyd. No. 1 -- 2 Year
Hyd No. 1
Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2016 by Autodesk, Inc. v10.5 Monday, 03 / 27 / 2017
Hyd. No. 3
Post-Dev Basin A
Hydrograph type = SCS Runoff Peak discharge = 37.49 cfs
Storm frequency = 2 yrs Time to peak = 11.93 hrs
Time interval = 2 min Hyd. volume = 78,312 cuft
Drainage area = 10.540 ac Curve number = 91*
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = User Time of conc. (Tc) = 5.00 min
Total precip. = 3.12 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
* Composite (Area/CN) = [(8.990 x 98) + (2.250 x 61)] / 10.540
0.0 2.0 4.0 6.0 8.0 10.0 12.0 14.0 16.0 18.0 20.0 22.0
Q (cfs)
0.00 0.00
10.00 10.00
20.00 20.00
30.00 30.00
40.00 40.00
Q (cfs)
Time (hrs)
Post-Dev Basin A
Hyd. No. 3 -- 2 Year
Hyd No. 3
Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2016 by Autodesk, Inc. v10.5 Monday, 03 / 27 / 2017
Hyd. No. 4
Pond A
Hydrograph type = Reservoir Peak discharge = 1.627 cfs
Storm frequency = 2 yrs Time to peak = 13.17 hrs
Time interval = 2 min Hyd. volume = 77,999 cuft
Inflow hyd. No. = 3 - Post-Dev Basin A Max. Elevation = 510.47 ft
Reservoir name = Regional Detention Max. Storage = 81,416 cuft
Storage Indication method used. Wet pond routing start elevation = 507.50 ft.
0 8 16 24 32 40 48 56 64 72 80
Q (cfs)
0.00 0.00
10.00 10.00
20.00 20.00
30.00 30.00
40.00 40.00
Q (cfs)
Time (hrs)
Pond A
Hyd. No. 4 -- 2 Year
Hyd No. 4 Hyd No. 3 Total storage used = 81,416 cuft
Pond Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2016 by Autodesk, Inc. v10.5 Monday, 03 / 27 / 2017
Pond No. 1 - Regional Detention
Pond Data
Contours -User-defined contour areas. Conic method used for volume calculation. Begining Elevation = 503.00 ft
Stage / Storage Table
Stage (ft) Elevation (ft) Contour area (sqft) Incr. Storage (cuft) Total storage (cuft)
0.00 503.00 4,656 0 0
1.00 504.00 5,715 5,176 5,176
2.00 505.00 6,890 6,293 11,469
3.00 506.00 8,178 7,524 18,993
4.00 507.00 9,573 8,865 27,858
5.00 508.00 14,427 11,916 39,774
6.00 509.00 16,291 15,348 55,122
7.00 510.00 18,263 17,266 72,388
8.00 511.00 20,254 19,248 91,636
9.00 512.00 22,144 21,190 112,826
10.00 513.00 24,088 23,107 135,933
11.00 514.00 26,089 25,079 161,012
Culvert / Orifice Structures Weir Structures
[A] [B] [C] [PrfRsr] [A] [B] [C] [D]
Rise (in)= 42.00 3.00 8.00 0.00
Span (in)= 42.00 3.00 8.00 0.00
No. Barrels = 1 1 1 0
Invert El. (ft)= 503.00 507.50 509.60 0.00
Length (ft)= 40.00 0.00 0.00 0.00
Slope (%)= 2.00 0.00 0.00 n/a
N-Value = .013 .013 .013 n/a
Orifice Coeff.= 0.60 0.60 0.60 0.60
Multi-Stage = n/a Yes Yes No
Crest Len (ft)= 24.00 4.00 Inactive 0.00
Crest El. (ft)= 512.21 511.60 0.00 0.00
Weir Coeff.= 3.33 3.33 3.33 3.33
Weir Type = 1 Rect --- ---
Multi-Stage = Yes Yes No No
Exfil.(in/hr)= 0.000 (by Contour)
TW Elev. (ft)= 0.00
Note: Culvert/Orifice outflows are analyzed under inlet (ic) and outlet (oc) control. Weir risers checked for orifice conditions (ic) and submergence (s).
Stage / Storage / Discharge Table
Stage Storage Elevation Clv A Clv B Clv C PrfRsr Wr A Wr B Wr C Wr D Exfil User Total
ft cuft ft cfs cfs cfs cfs cfs cfs cfs cfs cfs cfs cfs
0.00 0 503.00 0.00 0.00 0.00 --- 0.00 0.00 --- --- --- --- 0.000
1.00 5,176 504.00 0.00 0.00 0.00 --- 0.00 0.00 --- --- --- --- 0.000
2.00 11,469 505.00 0.00 0.00 0.00 --- 0.00 0.00 --- --- --- ---0.000
3.00 18,993 506.00 0.00 0.00 0.00 --- 0.00 0.00 --- --- --- ---0.000
4.00 27,858 507.00 0.00 0.00 0.00 --- 0.00 0.00 --- --- --- ---0.000
5.00 39,774 508.00 0.14 ic 0.14 ic 0.00 --- 0.00 0.00 --- ------ --- 0.145
6.00 55,122 509.00 0.29 ic 0.28 ic 0.00 --- 0.00 0.00 --- ------ --- 0.277
7.00 72,388 510.00 0.90 ic 0.36 ic 0.47 ic --- 0.00 0.00 ------ --- --- 0.836
8.00 91,636 511.00 2.25 ic 0.43 ic 1.74 ic --- 0.00 0.00 ------ --- --- 2.170
9.00 112,826 512.00 6.33 ic 0.49 ic 2.42 ic --- 0.00 3.37 --- --- --- --- 6.280
10.00 135,933 513.00 81.66 ic 0.54 ic 2.94 ic --- 56.11 22.06 --- --- --- --- 81.66
11.00 161,012 514.00 138.52 ic 0.13 ic 0.93 ic --- 111.54 s 25.90 s --- --- --- --- 138.50
Hydrograph Summary Report
Hyd. Hydrograph Peak Time Time to Hyd. Inflow Maximum Total Hydrograph
No. type flow interval Peak volume hyd(s) elevation strge used Description
(origin) (cfs) (min) (min) (cuft) (ft) (cuft)
1 SCS Runoff 13.88 2 750 90,782 ------ ------ ------ Pre-Dev Basin A
3 SCS Runoff 62.96 2 716 135,876 ------ ------ ------ Post-Dev Basin A
4 Reservoir 5.775 2 742 135,527 3 511.96 111,967 Pond A
2017.03.27_Prescot Extension.gpw Return Period: 10 Year Monday, 03 / 27 / 2017
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2016 by Autodesk, Inc. v10.5
Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2016 by Autodesk, Inc. v10.5 Monday, 03 / 27 / 2017
Hyd. No. 1
Pre-Dev Basin A
Hydrograph type = SCS Runoff Peak discharge = 13.88 cfs
Storm frequency = 10 yrs Time to peak = 12.50 hrs
Time interval = 2 min Hyd. volume = 90,782 cuft
Drainage area = 10.930 ac Curve number = 75*
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = User Time of conc. (Tc) = 58.00 min
Total precip. = 4.80 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
* Composite (Area/CN) = [(3.260 x 61) + (7.980 x 74) + (3.660 x 74)] / 10.930
0 2 4 6 8 10 12 14 16 18 20 22 24 26
Q (cfs)
0.00 0.00
2.00 2.00
4.00 4.00
6.00 6.00
8.00 8.00
10.00 10.00
12.00 12.00
14.00 14.00
Q (cfs)
Time (hrs)
Pre-Dev Basin A
Hyd. No. 1 -- 10 Year
Hyd No. 1
Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2016 by Autodesk, Inc. v10.5 Monday, 03 / 27 / 2017
Hyd. No. 3
Post-Dev Basin A
Hydrograph type = SCS Runoff Peak discharge = 62.96 cfs
Storm frequency = 10 yrs Time to peak = 11.93 hrs
Time interval = 2 min Hyd. volume = 135,876 cuft
Drainage area = 10.540 ac Curve number = 91*
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = User Time of conc. (Tc) = 5.00 min
Total precip. = 4.80 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
* Composite (Area/CN) = [(8.990 x 98) + (2.250 x 61)] / 10.540
0.0 2.0 4.0 6.0 8.0 10.0 12.0 14.0 16.0 18.0 20.0
Q (cfs)
0.00 0.00
10.00 10.00
20.00 20.00
30.00 30.00
40.00 40.00
50.00 50.00
60.00 60.00
70.00 70.00
Q (cfs)
Time (hrs)
Post-Dev Basin A
Hyd. No. 3 -- 10 Year
Hyd No. 3
Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2016 by Autodesk, Inc. v10.5 Monday, 03 / 27 / 2017
Hyd. No. 4
Pond A
Hydrograph type = Reservoir Peak discharge = 5.775 cfs
Storm frequency = 10 yrs Time to peak = 12.37 hrs
Time interval = 2 min Hyd. volume = 135,527 cuft
Inflow hyd. No. = 3 - Post-Dev Basin A Max. Elevation = 511.96 ft
Reservoir name = Regional Detention Max. Storage = 111,967 cuft
Storage Indication method used. Wet pond routing start elevation = 507.50 ft.
0 6 12 18 24 30 36 42 48 54 60 66 72
Q (cfs)
0.00 0.00
10.00 10.00
20.00 20.00
30.00 30.00
40.00 40.00
50.00 50.00
60.00 60.00
70.00 70.00
Q (cfs)
Time (hrs)
Pond A
Hyd. No. 4 -- 10 Year
Hyd No. 4 Hyd No. 3 Total storage used = 111,967 cuft
Pond Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2016 by Autodesk, Inc. v10.5 Monday, 03 / 27 / 2017
Pond No. 1 - Regional Detention
Pond Data
Contours -User-defined contour areas. Conic method used for volume calculation. Begining Elevation = 503.00 ft
Stage / Storage Table
Stage (ft) Elevation (ft) Contour area (sqft) Incr. Storage (cuft) Total storage (cuft)
0.00 503.00 4,656 0 0
1.00 504.00 5,715 5,176 5,176
2.00 505.00 6,890 6,293 11,469
3.00 506.00 8,178 7,524 18,993
4.00 507.00 9,573 8,865 27,858
5.00 508.00 14,427 11,916 39,774
6.00 509.00 16,291 15,348 55,122
7.00 510.00 18,263 17,266 72,388
8.00 511.00 20,254 19,248 91,636
9.00 512.00 22,144 21,190 112,826
10.00 513.00 24,088 23,107 135,933
11.00 514.00 26,089 25,079 161,012
Culvert / Orifice Structures Weir Structures
[A] [B] [C] [PrfRsr] [A] [B] [C] [D]
Rise (in)= 42.00 3.00 8.00 0.00
Span (in)= 42.00 3.00 8.00 0.00
No. Barrels = 1 1 1 0
Invert El. (ft)= 503.00 507.50 509.60 0.00
Length (ft)= 40.00 0.00 0.00 0.00
Slope (%)= 2.00 0.00 0.00 n/a
N-Value = .013 .013 .013 n/a
Orifice Coeff.= 0.60 0.60 0.60 0.60
Multi-Stage = n/a Yes Yes No
Crest Len (ft)= 24.00 4.00 Inactive 0.00
Crest El. (ft)= 512.21 511.60 0.00 0.00
Weir Coeff.= 3.33 3.33 3.33 3.33
Weir Type = 1 Rect --- ---
Multi-Stage = Yes Yes No No
Exfil.(in/hr)= 0.000 (by Contour)
TW Elev. (ft)= 504.42
Note: Culvert/Orifice outflows are analyzed under inlet (ic) and outlet (oc) control. Weir risers checked for orifice conditions (ic) and submergence (s).
0.0 10.0 20.0 30.0 40.0 50.0 60.0 70.0 80.0 90.0 100.0 110.0 120.0 130.0 140.0
Stage (ft)
0.00 503.00
2.00 505.00
4.00 507.00
6.00 509.00
8.00 511.00
10.00 513.00
12.00 515.00
Elev (ft)
Discharge (cfs)
Stage / Discharge
Total Q
Hydrograph Summary Report
Hyd. Hydrograph Peak Time Time to Hyd. Inflow Maximum Total Hydrograph
No. type flow interval Peak volume hyd(s) elevation strge used Description
(origin) (cfs) (min) (min) (cuft) (ft) (cuft)
1 SCS Runoff 18.86 2 750 122,145 ------ ------ ------ Pre-Dev Basin A
3 SCS Runoff 77.37 2 716 169,391 ------ ------ ------ Post-Dev Basin A
4 Reservoir 24.85 2 724 169,030 3 512.48 123,724 Pond A
2017.03.27_Prescot Extension.gpw Return Period: 25 Year Monday, 03 / 27 / 2017
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2016 by Autodesk, Inc. v10.5
Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2016 by Autodesk, Inc. v10.5 Monday, 03 / 27 / 2017
Hyd. No. 1
Pre-Dev Basin A
Hydrograph type = SCS Runoff Peak discharge = 18.86 cfs
Storm frequency = 25 yrs Time to peak = 12.50 hrs
Time interval = 2 min Hyd. volume = 122,145 cuft
Drainage area = 10.930 ac Curve number = 75*
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = User Time of conc. (Tc) = 58.00 min
Total precip. = 5.76 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
* Composite (Area/CN) = [(3.260 x 61) + (7.980 x 74) + (3.660 x 74)] / 10.930
0 2 4 6 8 10 12 14 16 18 20 22 24 26
Q (cfs)
0.00 0.00
3.00 3.00
6.00 6.00
9.00 9.00
12.00 12.00
15.00 15.00
18.00 18.00
21.00 21.00
Q (cfs)
Time (hrs)
Pre-Dev Basin A
Hyd. No. 1 -- 25 Year
Hyd No. 1
Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2016 by Autodesk, Inc. v10.5 Monday, 03 / 27 / 2017
Hyd. No. 3
Post-Dev Basin A
Hydrograph type = SCS Runoff Peak discharge = 77.37 cfs
Storm frequency = 25 yrs Time to peak = 11.93 hrs
Time interval = 2 min Hyd. volume = 169,391 cuft
Drainage area = 10.540 ac Curve number = 91*
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = User Time of conc. (Tc) = 5.00 min
Total precip. = 5.76 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
* Composite (Area/CN) = [(8.990 x 98) + (2.250 x 61)] / 10.540
0.0 2.0 4.0 6.0 8.0 10.0 12.0 14.0 16.0 18.0 20.0
Q (cfs)
0.00 0.00
10.00 10.00
20.00 20.00
30.00 30.00
40.00 40.00
50.00 50.00
60.00 60.00
70.00 70.00
80.00 80.00
Q (cfs)
Time (hrs)
Post-Dev Basin A
Hyd. No. 3 -- 25 Year
Hyd No. 3
Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2016 by Autodesk, Inc. v10.5 Monday, 03 / 27 / 2017
Hyd. No. 4
Pond A
Hydrograph type = Reservoir Peak discharge = 24.85 cfs
Storm frequency = 25 yrs Time to peak = 12.07 hrs
Time interval = 2 min Hyd. volume = 169,030 cuft
Inflow hyd. No. = 3 - Post-Dev Basin A Max. Elevation = 512.48 ft
Reservoir name = Regional Detention Max. Storage = 123,724 cuft
Storage Indication method used. Wet pond routing start elevation = 507.50 ft.
0 4 8 12 16 20 24 28 32 36 40 44
Q (cfs)
0.00 0.00
10.00 10.00
20.00 20.00
30.00 30.00
40.00 40.00
50.00 50.00
60.00 60.00
70.00 70.00
80.00 80.00
Q (cfs)
Time (hrs)
Pond A
Hyd. No. 4 -- 25 Year
Hyd No. 4 Hyd No. 3 Total storage used = 123,724 cuft
Pond Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2016 by Autodesk, Inc. v10.5 Monday, 03 / 27 / 2017
Pond No. 1 - Regional Detention
Pond Data
Contours -User-defined contour areas. Conic method used for volume calculation. Begining Elevation = 503.00 ft
Stage / Storage Table
Stage (ft) Elevation (ft) Contour area (sqft) Incr. Storage (cuft) Total storage (cuft)
0.00 503.00 4,656 0 0
1.00 504.00 5,715 5,176 5,176
2.00 505.00 6,890 6,293 11,469
3.00 506.00 8,178 7,524 18,993
4.00 507.00 9,573 8,865 27,858
5.00 508.00 14,427 11,916 39,774
6.00 509.00 16,291 15,348 55,122
7.00 510.00 18,263 17,266 72,388
8.00 511.00 20,254 19,248 91,636
9.00 512.00 22,144 21,190 112,826
10.00 513.00 24,088 23,107 135,933
11.00 514.00 26,089 25,079 161,012
Culvert / Orifice Structures Weir Structures
[A] [B] [C] [PrfRsr] [A] [B] [C] [D]
Rise (in)= 42.00 3.00 8.00 0.00
Span (in)= 42.00 3.00 8.00 0.00
No. Barrels = 1 1 1 0
Invert El. (ft)= 503.00 507.50 509.60 0.00
Length (ft)= 40.00 0.00 0.00 0.00
Slope (%)= 2.00 0.00 0.00 n/a
N-Value = .013 .013 .013 n/a
Orifice Coeff.= 0.60 0.60 0.60 0.60
Multi-Stage = n/a Yes Yes No
Crest Len (ft)= 24.00 4.00 Inactive 0.00
Crest El. (ft)= 512.21 511.60 0.00 0.00
Weir Coeff.= 3.33 3.33 3.33 3.33
Weir Type = 1 Rect --- ---
Multi-Stage = Yes Yes No No
Exfil.(in/hr)= 0.000 (by Contour)
TW Elev. (ft)= 0.00
Note: Culvert/Orifice outflows are analyzed under inlet (ic) and outlet (oc) control. Weir risers checked for orifice conditions (ic) and submergence (s).
Stage / Storage / Discharge Table
Stage Storage Elevation Clv A Clv B Clv C PrfRsr Wr A Wr B Wr C Wr D Exfil User Total
ft cuft ft cfs cfs cfs cfs cfs cfs cfs cfs cfs cfs cfs
0.00 0 503.00 0.00 0.00 0.00 --- 0.00 0.00 --- --- --- --- 0.000
1.00 5,176 504.00 0.00 0.00 0.00 --- 0.00 0.00 --- --- --- --- 0.000
2.00 11,469 505.00 0.00 0.00 0.00 --- 0.00 0.00 --- --- --- ---0.000
3.00 18,993 506.00 0.00 0.00 0.00 --- 0.00 0.00 --- --- --- ---0.000
4.00 27,858 507.00 0.00 0.00 0.00 --- 0.00 0.00 --- --- --- ---0.000
5.00 39,774 508.00 0.14 ic 0.14 ic 0.00 --- 0.00 0.00 --- ------ --- 0.145
6.00 55,122 509.00 0.29 ic 0.28 ic 0.00 --- 0.00 0.00 --- ------ --- 0.277
7.00 72,388 510.00 0.90 ic 0.36 ic 0.47 ic --- 0.00 0.00 ------ --- --- 0.836
8.00 91,636 511.00 2.25 ic 0.43 ic 1.74 ic --- 0.00 0.00 ------ --- --- 2.170
9.00 112,826 512.00 6.33 ic 0.49 ic 2.42 ic --- 0.00 3.37 --- --- --- --- 6.280
10.00 135,933 513.00 81.66 ic 0.54 ic 2.94 ic --- 56.11 22.06 --- --- --- --- 81.66
11.00 161,012 514.00 138.52 ic 0.13 ic 0.93 ic --- 111.54 s 25.90 s --- --- --- --- 138.50
Hydrograph Summary Report
Hyd. Hydrograph Peak Time Time to Hyd. Inflow Maximum Total Hydrograph
No. type flow interval Peak volume hyd(s) elevation strge used Description
(origin) (cfs) (min) (min) (cuft) (ft) (cuft)
1 SCS Runoff 22.71 2 750 146,593 ------ ------ ------ Pre-Dev Basin A
3 SCS Runoff 88.12 2 716 194,686 ------ ------ ------ Post-Dev Basin A
4 Reservoir 48.82 2 722 194,318 3 512.74 129,574 Pond A
2017.03.27_Prescot Extension.gpw Return Period: 50 Year Monday, 03 / 27 / 2017
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2016 by Autodesk, Inc. v10.5
Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2016 by Autodesk, Inc. v10.5 Monday, 03 / 27 / 2017
Hyd. No. 1
Pre-Dev Basin A
Hydrograph type = SCS Runoff Peak discharge = 22.71 cfs
Storm frequency = 50 yrs Time to peak = 12.50 hrs
Time interval = 2 min Hyd. volume = 146,593 cuft
Drainage area = 10.930 ac Curve number = 75*
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = User Time of conc. (Tc) = 58.00 min
Total precip. = 6.48 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
* Composite (Area/CN) = [(3.260 x 61) + (7.980 x 74) + (3.660 x 74)] / 10.930
0 2 4 6 8 10 12 14 16 18 20 22 24 26
Q (cfs)
0.00 0.00
4.00 4.00
8.00 8.00
12.00 12.00
16.00 16.00
20.00 20.00
24.00 24.00
Q (cfs)
Time (hrs)
Pre-Dev Basin A
Hyd. No. 1 -- 50 Year
Hyd No. 1
Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2016 by Autodesk, Inc. v10.5 Monday, 03 / 27 / 2017
Hyd. No. 3
Post-Dev Basin A
Hydrograph type = SCS Runoff Peak discharge = 88.12 cfs
Storm frequency = 50 yrs Time to peak = 11.93 hrs
Time interval = 2 min Hyd. volume = 194,686 cuft
Drainage area = 10.540 ac Curve number = 91*
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = User Time of conc. (Tc) = 5.00 min
Total precip. = 6.48 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
* Composite (Area/CN) = [(8.990 x 98) + (2.250 x 61)] / 10.540
0.0 2.0 4.0 6.0 8.0 10.0 12.0 14.0 16.0 18.0 20.0
Q (cfs)
0.00 0.00
10.00 10.00
20.00 20.00
30.00 30.00
40.00 40.00
50.00 50.00
60.00 60.00
70.00 70.00
80.00 80.00
90.00 90.00
Q (cfs)
Time (hrs)
Post-Dev Basin A
Hyd. No. 3 -- 50 Year
Hyd No. 3
Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2016 by Autodesk, Inc. v10.5 Monday, 03 / 27 / 2017
Hyd. No. 4
Pond A
Hydrograph type = Reservoir Peak discharge = 48.82 cfs
Storm frequency = 50 yrs Time to peak = 12.03 hrs
Time interval = 2 min Hyd. volume = 194,318 cuft
Inflow hyd. No. = 3 - Post-Dev Basin A Max. Elevation = 512.74 ft
Reservoir name = Regional Detention Max. Storage = 129,574 cuft
Storage Indication method used. Wet pond routing start elevation = 507.50 ft.
0 2 4 6 8 10 12 14 16 18 20 22 24 26 28
Q (cfs)
0.00 0.00
10.00 10.00
20.00 20.00
30.00 30.00
40.00 40.00
50.00 50.00
60.00 60.00
70.00 70.00
80.00 80.00
90.00 90.00
Q (cfs)
Time (hrs)
Pond A
Hyd. No. 4 -- 50 Year
Hyd No. 4 Hyd No. 3 Total storage used = 129,574 cuft
Pond Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2016 by Autodesk, Inc. v10.5 Monday, 03 / 27 / 2017
Pond No. 1 - Regional Detention
Pond Data
Contours -User-defined contour areas. Conic method used for volume calculation. Begining Elevation = 503.00 ft
Stage / Storage Table
Stage (ft) Elevation (ft) Contour area (sqft) Incr. Storage (cuft) Total storage (cuft)
0.00 503.00 4,656 0 0
1.00 504.00 5,715 5,176 5,176
2.00 505.00 6,890 6,293 11,469
3.00 506.00 8,178 7,524 18,993
4.00 507.00 9,573 8,865 27,858
5.00 508.00 14,427 11,916 39,774
6.00 509.00 16,291 15,348 55,122
7.00 510.00 18,263 17,266 72,388
8.00 511.00 20,254 19,248 91,636
9.00 512.00 22,144 21,190 112,826
10.00 513.00 24,088 23,107 135,933
11.00 514.00 26,089 25,079 161,012
Culvert / Orifice Structures Weir Structures
[A] [B] [C] [PrfRsr] [A] [B] [C] [D]
Rise (in)= 42.00 3.00 8.00 0.00
Span (in)= 42.00 3.00 8.00 0.00
No. Barrels = 1 1 1 0
Invert El. (ft)= 503.00 507.50 509.60 0.00
Length (ft)= 40.00 0.00 0.00 0.00
Slope (%)= 2.00 0.00 0.00 n/a
N-Value = .013 .013 .013 n/a
Orifice Coeff.= 0.60 0.60 0.60 0.60
Multi-Stage = n/a Yes Yes No
Crest Len (ft)= 24.00 4.00 Inactive 0.00
Crest El. (ft)= 512.21 511.60 0.00 0.00
Weir Coeff.= 3.33 3.33 3.33 3.33
Weir Type = 1 Rect --- ---
Multi-Stage = Yes Yes No No
Exfil.(in/hr)= 0.000 (by Contour)
TW Elev. (ft)= 0.00
Note: Culvert/Orifice outflows are analyzed under inlet (ic) and outlet (oc) control. Weir risers checked for orifice conditions (ic) and submergence (s).
Stage / Storage / Discharge Table
Stage Storage Elevation Clv A Clv B Clv C PrfRsr Wr A Wr B Wr C Wr D Exfil User Total
ft cuft ft cfs cfs cfs cfs cfs cfs cfs cfs cfs cfs cfs
0.00 0 503.00 0.00 0.00 0.00 --- 0.00 0.00 --- --- --- --- 0.000
1.00 5,176 504.00 0.00 0.00 0.00 --- 0.00 0.00 --- --- --- --- 0.000
2.00 11,469 505.00 0.00 0.00 0.00 --- 0.00 0.00 --- --- --- ---0.000
3.00 18,993 506.00 0.00 0.00 0.00 --- 0.00 0.00 --- --- --- ---0.000
4.00 27,858 507.00 0.00 0.00 0.00 --- 0.00 0.00 --- --- --- ---0.000
5.00 39,774 508.00 0.14 ic 0.14 ic 0.00 --- 0.00 0.00 --- ------ --- 0.145
6.00 55,122 509.00 0.29 ic 0.28 ic 0.00 --- 0.00 0.00 --- ------ --- 0.277
7.00 72,388 510.00 0.90 ic 0.36 ic 0.47 ic --- 0.00 0.00 ------ --- --- 0.836
8.00 91,636 511.00 2.25 ic 0.43 ic 1.74 ic --- 0.00 0.00 ------ --- --- 2.170
9.00 112,826 512.00 6.33 ic 0.49 ic 2.42 ic --- 0.00 3.37 --- --- --- --- 6.280
10.00 135,933 513.00 81.66 ic 0.54 ic 2.94 ic --- 56.11 22.06 --- --- --- --- 81.66
11.00 161,012 514.00 138.52 ic 0.13 ic 0.93 ic --- 111.54 s 25.90 s --- --- --- --- 138.50
Hydrograph Summary Report
Hyd. Hydrograph Peak Time Time to Hyd. Inflow Maximum Total Hydrograph
No. type flow interval Peak volume hyd(s) elevation strge used Description
(origin) (cfs) (min) (min) (cuft) (ft) (cuft)
1 SCS Runoff 25.32 2 750 163,235 ------ ------ ------ Pre-Dev Basin A
3 SCS Runoff 95.27 2 716 211,605 ------ ------ ------ Post-Dev Basin A
4 Reservoir 65.75 2 720 201,021 3 512.89 133,073 Pond A
2017.03.27_Prescot Extension.gpw Return Period: 100 Year Monday, 03 / 27 / 2017
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2016 by Autodesk, Inc. v10.5
Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2016 by Autodesk, Inc. v10.5 Monday, 03 / 27 / 2017
Hyd. No. 1
Pre-Dev Basin A
Hydrograph type = SCS Runoff Peak discharge = 25.32 cfs
Storm frequency = 100 yrs Time to peak = 12.50 hrs
Time interval = 2 min Hyd. volume = 163,235 cuft
Drainage area = 10.930 ac Curve number = 75*
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = User Time of conc. (Tc) = 58.00 min
Total precip. = 6.96 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
* Composite (Area/CN) = [(3.260 x 61) + (7.980 x 74) + (3.660 x 74)] / 10.930
0 2 4 6 8 10 12 14 16 18 20 22 24 26
Q (cfs)
0.00 0.00
4.00 4.00
8.00 8.00
12.00 12.00
16.00 16.00
20.00 20.00
24.00 24.00
28.00 28.00
Q (cfs)
Time (hrs)
Pre-Dev Basin A
Hyd. No. 1 -- 100 Year
Hyd No. 1
Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2016 by Autodesk, Inc. v10.5 Monday, 03 / 27 / 2017
Hyd. No. 3
Post-Dev Basin A
Hydrograph type = SCS Runoff Peak discharge = 95.27 cfs
Storm frequency = 100 yrs Time to peak = 11.93 hrs
Time interval = 2 min Hyd. volume = 211,605 cuft
Drainage area = 10.540 ac Curve number = 91*
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = User Time of conc. (Tc) = 5.00 min
Total precip. = 6.96 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
* Composite (Area/CN) = [(8.990 x 98) + (2.250 x 61)] / 10.540
0.0 2.0 4.0 6.0 8.0 10.0 12.0 14.0 16.0 18.0 20.0
Q (cfs)
0.00 0.00
10.00 10.00
20.00 20.00
30.00 30.00
40.00 40.00
50.00 50.00
60.00 60.00
70.00 70.00
80.00 80.00
90.00 90.00
100.00 100.00
Q (cfs)
Time (hrs)
Post-Dev Basin A
Hyd. No. 3 -- 100 Year
Hyd No. 3
Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2016 by Autodesk, Inc. v10.5 Monday, 03 / 27 / 2017
Hyd. No. 4
Pond A
Hydrograph type = Reservoir Peak discharge = 65.75 cfs
Storm frequency = 100 yrs Time to peak = 12.00 hrs
Time interval = 2 min Hyd. volume = 201,021 cuft
Inflow hyd. No. = 3 - Post-Dev Basin A Max. Elevation = 512.89 ft
Reservoir name = Regional Detention Max. Storage = 133,073 cuft
Storage Indication method used. Wet pond routing start elevation = 507.50 ft.
0 2 4 6 8 10 12 14 16 18 20 22 24 26
Q (cfs)
0.00 0.00
10.00 10.00
20.00 20.00
30.00 30.00
40.00 40.00
50.00 50.00
60.00 60.00
70.00 70.00
80.00 80.00
90.00 90.00
100.00 100.00
Q (cfs)
Time (hrs)
Pond A
Hyd. No. 4 -- 100 Year
Hyd No. 4 Hyd No. 3 Total storage used = 133,073 cuft
Pond Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2016 by Autodesk, Inc. v10.5 Monday, 03 / 27 / 2017
Pond No. 1 - Regional Detention
Pond Data
Contours -User-defined contour areas. Conic method used for volume calculation. Begining Elevation = 503.00 ft
Stage / Storage Table
Stage (ft) Elevation (ft) Contour area (sqft) Incr. Storage (cuft) Total storage (cuft)
0.00 503.00 4,656 0 0
1.00 504.00 5,715 5,176 5,176
2.00 505.00 6,890 6,293 11,469
3.00 506.00 8,178 7,524 18,993
4.00 507.00 9,573 8,865 27,858
5.00 508.00 14,427 11,916 39,774
6.00 509.00 16,291 15,348 55,122
7.00 510.00 18,263 17,266 72,388
8.00 511.00 20,254 19,248 91,636
9.00 512.00 22,144 21,190 112,826
10.00 513.00 24,088 23,107 135,933
11.00 514.00 26,089 25,079 161,012
Culvert / Orifice Structures Weir Structures
[A] [B] [C] [PrfRsr] [A] [B] [C] [D]
Rise (in)= 42.00 3.00 8.00 0.00
Span (in)= 42.00 3.00 8.00 0.00
No. Barrels = 1 1 1 0
Invert El. (ft)= 503.00 507.50 509.60 0.00
Length (ft)= 40.00 0.00 0.00 0.00
Slope (%)= 2.00 0.00 0.00 n/a
N-Value = .013 .013 .013 n/a
Orifice Coeff.= 0.60 0.60 0.60 0.60
Multi-Stage = n/a Yes Yes No
Crest Len (ft)= 24.00 4.00 Inactive 0.00
Crest El. (ft)= 512.21 511.60 0.00 0.00
Weir Coeff.= 3.33 3.33 3.33 3.33
Weir Type = 1 Rect --- ---
Multi-Stage = Yes Yes No No
Exfil.(in/hr)= 0.000 (by Contour)
TW Elev. (ft)= 508.30
Note: Culvert/Orifice outflows are analyzed under inlet (ic) and outlet (oc) control. Weir risers checked for orifice conditions (ic) and submergence (s).
0.0 10.0 20.0 30.0 40.0 50.0 60.0 70.0 80.0 90.0 100.0 110.0
Stage (ft)
0.00 503.00
2.00 505.00
4.00 507.00
6.00 509.00
8.00 511.00
10.00 513.00
12.00 515.00
Elev (ft)
Discharge (cfs)
Stage / Discharge
Total Q
WET POND CALCULATIONSProject: Prescot Village - Phase 2Location/Governing Authority: Town of WaxhawInception Date: 3-Apr-17Revision Date 7-Apr-17Drainage Area (Area draining to Pond) =10.54Acres0.0165Sq MilesPercentage of Impervious Area (Post-Development) =80%Post-Development Curve Number (weighted) =911-Year, 24-Hour Rainfall =2.58inDetermine the Water Quality Volume (WQv) for the Pond:WQv = ((P)(Rv)(A))/12where:WQv = water quality volume in ac-ftP = 1 inch of rainfall (aka First Flush)WQv = 0.68 ac-ftRv= 0.05 + 0.009(I), where I = the percent impervious coverWQv = 29,460 cubic feetA = drainage area in acres
Determine the Channel Protection Volume (CPv) for the Pond:Q = (P1 - Ia)2/(P1 - Ia) + Swhere: Q = runoff (in)P = 1-year, 24-hour rainfall (in)S = (1000/CN) - 10S = potential max. retention after runoff begins (in)Ia= initial abstraction (in)S = 0.99 inCN = Post-Development Curve Number (weighted)empirically, Ia = 0.2Stherefore, Q = (P1 - 0.2S)2/(P1 + 0.8S)Q = 1.68 inCPv =Q x Drainage AreaCPv =1.48 ac-ftCPv =64,405 cubic feetDetermine Approximate Release Rates for WQv and CPv: Calculate Discharge Rates based on a Minimum Drawdown of Two (2) Days and a Maximum Drawdown of Five (5) DaysWQv - Min. Release Rate = 0.068 cfs(based on a maximum drawdown of 5 days (120 hours))WQv - Max. Release Rate = 0.170 cfs(based on a minimum drawdown of 2 days (48 hours))CPv - Min. Release Rate =0.149 cfs(based on a maximum drawdown of 5 days (120 hours))CPv - Max. Release Rate =0.373 cfs(based on a minimum drawdown of 2 days (48 hours))
Determine Conditions for Proposed Wet Pond: Utilizing the Grading Plan for the Wet Pond, Compute Surface Areas and VolumesPermanent Pool Elevation =507.5Forebay: Bottom Elevation =503.0 Sediment Storage Elevation =503.5Main Pool: Bottom Elevation =501.5 Sediment Storage Elevation =502.0Top of Pond Elevation =514.0Maximum Water Elevation =513.0ForebayMain PoolElevationSurface Area at Elev. (sf)Incremental Volume (cu. ft.)Cumulative Volume (cu. ft.)ElevationSurface Area at Elev. (sf)Incremental Volume (cu. ft.)Cumulative Volume (cu. ft.)501.55,4395038245025,757503.59635036,4136,085 6,0855041,101516 5165047,0966,755 12,8405051,3981,250 1,765 5057,8057,451 20,2905061,5991,499 3,264 5068,5388,172 28,4625072,0621,831 5,094 5079,2968,917 37,379507.52,3441,1026,196 507.511,3025,15042,528
Temporary PoolElevationSurface Area at Elev. (sf)Incremental Volume (cu. ft.)Cumulative Volume (cu. ft.)Cumulative Volume (ac-ft)507.513,79250816,3077,525 7,525 0.1750918,09617,202 24,726 0.5751019,94119,019 43,745 1.0051121,84320,892 64,637 1.4851223,80222,823 87,459 2.0151325,81724,810112,269 2.5851427,88926,853 139,122 3.19Forebay Sizing Compute the Percentage of the Forebay Volume versus the Main Pond Volume (F/MP) (Use cumulative volumes at permanent pool elevation. Forebay should be 15%-20% of Main Pool.)F/MP = 15%Acceptable
Main Pool Sizing Compute the Main Pool Surface Area based on the SA/DA and Average Depth MethodMain Pool Depth (Shelf Submerged)Davg = (VPP - Vshelf) / A shelf bottomwhere:Davg = Average depth in feetVPP = Total volume of permanent poolDavg =4.02Vshelf = Volume over the shelfA shelf bottom = Area of the permanent pool at bottom of shelfFrom the Piedmont and Mountain SA/DA Table:% Impervious Cover:80%SA/DA = 2.36Minimum Surface AreaSA = DA x SA/DAwhere: SA = Surface Area of Main PoolDA = Drainage AreaSA = 0.249AcresSA/DA = SA/DA Ratio from Tables, reported as percentageSA = 10,835sq. ft.<11,302(Main Pool Surface Area)Acceptable
PRESCOT VILLAGE
STORMWATER POND CONTROL STRUCTURE
BUOYANCY CALCULATIONS
Given:Proposed structure is a 6' x 6' precast box structure with 5" thick walls. The structure base is 9' x 9' x 2' (deep).
The depth of the riser is 11.71'. The structure has a 42" RCP penetration and a 4' x 0.61' notch for flow control.
Unit Weight of Water:62.4 #/cf Box Dimensions:A:6.00 ft
B:6.00 ft
Unit Weight of Concrete:150.0 #/cf C:6.83 ft
D:6.83 ft
E:9.00 ft
Calculate Uplift:F:9.00 ft
Riser Height (h 1 ):9.71 ft
Outside Dimensions of Box:Base Thickness (h 2 ):2.00 ft
C:6.83 feet
D:6.83 feet Volume of Voids:6.90 cf
h1:9.71 feet
Dimensions of Base:
E:9.00 feet
F:9.00 feet
h2:2.00 feet
Weight of Displaced Water:
Uplift = [(C x D x h1) + (E x F x h2)] x Weight of Water
Uplift = 38,374 lbs
Calculate Structure Weight
Outside Dimensions of Box:
C:6.83 feet
D:6.83 feet
Inside Dimensions of Box:
A:6.00 feet
B:6.00 feet
Riser Height (h1):9.71 feet
Dimensions of Base:
E:9.00 feet
F:9.00 feet
h2:2.00 feet
Structure Weight = Volume of Concrete x Unit Weight of Concrete
= {[(Area Out Dims - Area In Dims) x Riser Height] + [Area Base x Thick] - Voids} x Unit Weight Conc
= {[((C x D) - (A x B)) x h1] + [E x F x h2] - Voids} x Unit Weight of Concrete
Structure Weight = 38,775 lbs
Does the weight of the structure exceed the uplift forces?YES
Additional Design Required to Counteract Uplift?NO
Start Node Stop NodeLength (Scaled) (ft)Conduit DescriptionSlope (ft/ft)Manning's nFlow (ft³/s)Invert (Upstream) (ft)Invert (Downstream) (ft)Velocity (ft/s)Capacity (Full Flow) (ft³/s)CI A-7 CI A-6 30.3 Circular Pipe - 18 in 0.01 0.013 8.72 512.57 512.26 6.7 10.625CI A-6 CI A-5 211.2 Circular Pipe - 30 in 0.02 0.013 20.194 511.26 507.05 10.7 57.906CI A-5 CI A-4 70.9 Circular Pipe - 42 in 0.005 0.013 37.4 506.18 505.82 7.5 71.209CI A-4 CI A-3 14.1 Circular Pipe - 42 in 0.005 0.013 43.542 505.72 505.65 7.7 70.853CI A-3 CB A-2 195.1 Circular Pipe - 48 in 0.005 0.013 44.638 505.15 504.17 7.8 101.805CB A-2 HW A-1 71 Circular Pipe - 54 in 0.009 0.013 48.15 503.67 503 10 190.993CI A-5.1 CI A-5 30.3 Circular Pipe - 24 in 0.01 0.013 11.079 507.35 507.05 7.1 22.497PIPE TABLE
10 year HGLLEGEND

SEDIMENT AND EROSION CONTROL NARRATIVE
FOR
Prescot Village – Phase 1

PROJECT DESCRIPTION:

The purpose of this project is to develop five (5) commercial lots with supporting infrastructure
(roads, water, sewer, stormwater, street lighting, sidewalks, & landscaping) on approximately 10.9
acres. The stormwater system will be developed as a master system to collect stormwater runoff from
the commercial lots and route the same to a centralized pond for further treatment and controlled
release. The general stormwater concept allows for each lot to be developed with up to a maximum
of 80 percent impervious area.

SITE DESCRIPTION:

The site’s topography generally includes slopes of 1 to 2 percent. The site sheet flows from the south
to the north towards Twelve Mile Creek. The current site condition is grassed with some small
saplings scattered across the site.

ADJACENT PROPERTY:

Land use surrounding the site includes: undeveloped property to the north, separated by Twelve Mile
Creek; undeveloped property to the ease, separated by Providence Road (NC Hwy 16); undeveloped
contiguous land to the south, with some light commercial south of Pine Oak Road; and, undeveloped
contiguous land to the west, with a residential subdivision west of an unnamed stream.

SOILS:

The soils in the Prescot Village – Phase 1 site are predominately mapped as: ChA Chewacla, a silty
loam; BaC Badin, a channery silty loam; and, TbB2 Tarrus, a gravelly silty clay loam.

PLANNED EROSION AND SEDIMENT CONTROL PRACTICES:

1) TEMPORARY INLET PROTECTION: Inlet protection shall be provided for all stormwater catch
basins, drop inlets, curb inlets, etc. as indicated in the plans for the duration of construction
activities until the site has achieved adequate stabilization to prevent sediment transport. In
addition, inlet protection shall be placed on any structures in the disturbed area as well as
structures outside the construction zone that may be susceptible to runoff or flooding
occurring in the construction zone.

2) VEGETATIVE COVER: All disturbed areas which are not covered with concrete or asphalt shall
be seeded and mulched according to the “Seeding Schedule”.

3) WATER REQUIREMENTS: A minimum of 1” of rainfall a week (if not supplied naturally, the
Contractor shall supply the remaining amount of water until the ground cover has been
established).

CONSTRUCTION SCHEDULE:

1) Obtain erosion control plan approval and applicable permit.

2) Flag work limits.

3) Install temporary inlet protection.

4) Call for on-site inspection by the Engineer of Record and Town of Waxhaw.

5) Install 30-inch RCP as indicated on the plans.

6) Seed and mulch all necessary areas according to the “Seeding Schedule”.

7) Inspect all erosion and sediment control devices bi-weekly or after every rainfall event.

8) After site is stabilized call for inspection by the Engineer of Record and the Town of Waxhaw.

9) After the inspection approval remove all temporary measures and install permanent
vegetation on disturbed areas.

10) Upon established and stabilized vegetation, call for final inspection by the Engineer of
Record and the Town of Waxhaw.

(Note: estimated time before final stabilization — 6 months)

MAINTENANCE PLAN:

1) All erosion and sediment control practices will be checked for stability and operation
following every rainfall event producing runoff, but in no case less than once every two
weeks. Any needed repairs will be made immediately to maintain all practices as designed.

2) Sediment shall be removed from the inlet protection devices and repaired as necessary to
maintain a barrier.

3) All seeded areas will be fertilized, reseeded as necessary, and mulched according to
specifications in the “Vegetative Plan” to maintain a healthy dense vegetative cover.

4) After the first week, water as necessary to maintain adequate moisture at the root zone to
allow for germination of seed.

VEGETATIVE PLAN:

Seedbed Preparation:
SP-1 Fill slopes 3:1 or steeper shall have erosion control blankets installed and be seeded with a
manual hand seeder (permanent seedings).
1) Roughen slope faces by making grooves 2” to 3” deep, perpendicular to the slopes.
2) Spread lime and fertilizer evenly over slopes at the recommended rates, apply the
erosion control blankets, and seed at the recommend rates.

SP-2 Fill slopes 3:1 or steeper (temporary seeding)
1) Leave a loose and uncompacted surface. Remove large clods, rocks, and debris which
might hold the erosion blanket above the surface.
2) Spread lime and fertilizer evenly at recommended rates.
3) Incorporate amendments by roughing or grooving the soil surface on the contour.

SP-3 High-maintenance turf
1) Remove rocks and debris that could interfere with tillage and the production of a
uniform seedbed.
2) Apply lime and fertilizer at recommended rates. Spread evenly and incorporate to a
depth of 2” to 4” with farm disk or chisel plow.
3) Loosen the subgrade immediately prior to spreading topsoil by dishing or scanty to a
depth of at least 2”.
4) Spread topsoil to a depth of 2” to 4” and cultipack.
5) Disk or harrow and rake to produce a uniform and well-pulverized surface.
6) Loosen surface just prior to applying seed.

Seeding Methods:
SM-1 Fill slopes steeper than 3:1 (permanent seedings)
Use a manual hand seeder to apply seed and fertilizer over the erosion blanket

SM-2 Fill slopes less than 3:1
1) Broadcast seed at the recommended rate with a cyclone spreader or cultipack seeder.
2) Rake seed into the soil and lightly pack to establish good contact.

Mulch:
M-1 Steep slopes greater than 3:1
In mid-summer, late fall, or winter, apply 100 lb/100 ft2 grain straw and tack with netting
staple to the slope. In the spring or early fall use erosion control blanket prior to seeding. Do
not install mulch.

M-1 Grass-lined swales
Install Erosion control blankets in the channel by extending up the exposed bank and securing
according to the manufacturer’s specifications.

Maintenance:
MA-1 Re-fertilize in late winter or early spring the following year. Mow as desired.

MA-2 Keep mowed to a height of 2” to 4”. Fertilize with 40 lb/acre (1 lb/1,000 ft2) nitrogen in winter
and again the following fall.

MA-3 Inspect and repair mulch or erosion blanket. Re-fertilize in late winter or the following year with
150 lb/acre 10-10-10 (3.5 lb/1,000 ft2). Mow regularly to a height of 3” to 4”.

MA-4 Topdress with 10-10-10 fertilizer if growth is not fully adequate.

MA-5 Topdress with 50 lb/acre (1 lb/1,000 ft2) nitrogen in March. If cover is needed through the
following summer, overseed with temporary seed mix.

GENERAL DISTURBANCE AND CONSTRUCTION NOTES:

Disturbance shall be limited to the areas of installation. The location of the planned infrastructure
work provides substantial depth of buffer to prevent sediment transport offsite, however, temporary
sediment & erosion control BMPs will be employed to contain sediment within the areas of
disturbance.

Construction access to the site shall be from the south where the intersection was established on
Prescot Glen Parkway Extension to access this area. Inlet protection shall be provided for all
stormwater catch basins, drop inlets, curb inlets, etc. as indicated in the plans for the duration of
construction activities until the site has achieved adequate stabilization to prevent sediment
transport. In addition, inlet protection shall be placed on any structures in the disturbed area as well
as structures outside the construction zone that may be susceptible to runoff or flooding occurring in
the construction zone.
The BMP(s) on this project include (check all that apply & corresponding O&M tables will be added automatically):
Quantity: Location(s):
Quantity: Location(s):
Quantity: Location(s):
Quantity: Location(s):
Quantity: Location(s):
Quantity: Location(s):
Quantity: Location(s):
Quantity: Location(s):
Quantity: Location(s):
Quantity: Location(s):
Quantity: Location(s):
Quantity: Location(s):
Quantity: 1 Location(s):
Present: No Location(s):
Present: No Location(s):
I,, a Notary Public for the State of
County of , do hearby certify that
personally appeared before me this day of and
acknowledge the due execution of the Operations and Maintenance Agreement .
Witness my hand and official seal, _____________________________________________.
Seal
Maintenance records shall be kept on the following BMP(s). This maintenance record shall be kept in a log in a known set
location. Any deficient BMP elements noted in the inspection will be corrected, repaired, or replaced immediately. These
deficiencies can affect the integrity of structures, safety of the public, and the pollutant removal efficiency of the BMP(s).
Bioretention Cell
Dry Detention Basin
Cover Page
Danny Broach
VP - Special Assets, Bank of North Carolina
3980 Premier Drive, Suite 130
My commission expires
User Defined BMP
Northeast corner of project
Grassed Swale
Infiltration Basin
Infiltration Trench
Green Roof
Permeable Pavement
Level Spreader/VFS
I acknowledge and agree by my signature below that I am responsible for the performance of the maintenance procedures listed
for each BMP above, and attached O&M tables. I agree to notify NCDENR of any problems with the system or prior to any
changes to the system or responsible party.
Phone number(s):
Email:
Signature:
Street address:
City, state, zip:High Point, NC 27265
336.905.8916
[e-mail]
Stormwater Wetland
Wet Detention Basin
Disconnected Impervious Area
Proprietary System
Rainwater Harvesting
Sand Filter
* Responsible Party:
Title & Organization:
Date:
Operation & Maintenance Agreement
Project Name:
Project Location:
Prescot Village - Phase 1
Waxhaw, NC
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Inspection activities shall be performed as follows. Any problems that are found shall be repaired immediately.
No portion of the wet detention pond should be fertilized after the first initial fertilization that is required to
establish the plants on the vegetated shelf.
Stable groundcover should be maintained in the drainage area to reduce the sediment load to the wet detention
basin.
Once a year, a dam safety expert should inspect the embankment.
After the wet detention pond is established, it should be inspected once a month and within 24 hours after every storm event
greater than 1.0 inches (or 1.5 inches if in a Coastal County). Records of operation and maintenance should be kept in a
known set location and must be available upon request.
BMP element: Potential problem:
The entire BMP Trash/debris is present. Remove the trash/debris.
If the basin must be drained for an emergency or to perform maintenance, the flushing of sediment through the
emergency drain should be minimized to the maximum extent practical.
How I will remediate the problem:
The perimeter of the BMP Areas of bare soil and/or
erosive gullies have formed.
Regrade the soil if necessary to remove the gully, and then plant a
ground cover and water until it is established. Provide lime and a one-
time fertilizer application.
Vegetation is too short or too
long.
Maintain vegetation at a height of approximately six inches.
The inlet device The pipe is clogged. Unclog the pipe. Dispose of the sediment off-site.
The pipe is cracked or
otherwise damaged.
Replace the pipe.
Erosion is occurring in the
swale.
Regrade the swale if necessary to smooth it over and provide erosion
control devices such as reinforced turf matting or riprap to avoid future
problems with erosion.
Stone verge is clogged or
covered in sediment (if
applicable).
Remove sediment and replace with clean stone.
The forebay Sediment has accumulated to
a depth greater than the
original design depth for
sediment storage.
Search for the source of the sediment and remedy the problem if
possible. Remove the sediment and dispose of it in a location where it
will not cause impacts to streams or the BMP.
Erosion has occurred.Provide additional erosion protection such as reinforced turf matting or
riprap if needed to prevent future erosion problems.
Weeds are present.Remove the weeds, preferably by hand. If pesticide is used, wipe it on
the plants rather than spraying.
The vegetated shelf Best professional practices
show that pruning is needed
to maintain optimal plant
health.
Prune according to best professional practices
Plants are dead, diseased or
dying.
Determine the source of the problem: soils, hydrology, disease, etc.
Remedy the problem and replace plants. Provide a one-time fertilizer
application to establish the ground cover if a soil test indicates it is
necessary.
Weeds are present.Remove the weeds, preferably by hand. If pesticide is used, wipe it on
the plants rather than spraying.
Immediately after the wet detention basin is established, the plants on the vegetated shelf and perimeter of the
basin should be watered twice weekly if needed, until the plants become established (commonly six weeks).
Important maintenance procedures:
Wet Detention Pond Maintenance Requirements
The wet detention basin system is defined as the wet detention basin, pretreatment including forebays and the vegetated filter if
one is provided.
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Wet Detention Pond Maintenance Requirements (Continued)
Consult a dam safety specialist to remove the tree.
Sediment has accumulated to
a depth greater than the
original design sediment
storage depth.
Search for the source of the sediment and remedy the problem if
possible. Remove the sediment and dispose of it in a location where it
will not cause impacts to streams or the BMP.
Algal growth covers over 50%
of the area.
Consult a professional to remove and control the algal growth.
Cattails, phragmites or other
invasive plants cover 50% of
the basin surface.
Remove the plants by wiping them with pesticide (do not spray).
The main treatment area
The receiving water Erosion or other signs of
damage have occurred at the
outlet.
Contact the local NC Department of Environment and Natural
Resources Regional Office.
The embankment Shrubs have started to grow
on the embankment.
Remove shrubs immediately.
Evidence of muskrat or
beaver activity is present.
Use traps to remove muskrats and consult a professional to remove
beavers.
A tree has started to grow on
the embankment.
The outlet device Clogging has occurred. Clean out the outlet device. Dispose of the sediment off-site.
The outlet device is damaged Repair or replace the outlet device.
An annual inspection by an
appropriate professional
shows that the embankment
needs repair. (if applicable)
The measuring device used to determine the sediment elevation shall be such that it will give an accurate depth reading and not
readily penetrate into accumulated sediments.
Make all needed repairs.
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Wet Pond Diagram
507.5 507.5
505 505
4.5 4.5
503 503
Yes Bottom Elevation: 503 Bottom Elevation: 503
Clean Out Depth:
WET POND ID FOREBAY MAIN POND
Temporary Pool El: Temporary Pool El:
Wet Detention Pond Design Summary
Permanent Pool El. Permanent Pool El. Prescot Village 1
Sediment Removal El:
Has Veg. Filter?
Pretreatment other
than forebay?No
Sediment Removal El:
Clean Out Depth:
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