SW3200701_07-Calculations (revised)_20200824

STORMWATER MANAGEMENT NARRATIVE
AND CALCULATIONS
Prescott Village - Phase 1
Waxhaw, NC
Revised
7 April 2017
24 August 2020
Prepared For
PNC HOLDING CO. 2, INC.
111 10TH AVENUE SOUTH
NASHVILLE,TN 32703
703:, 40016
lilts itt‘ 2
Submitted By
Dewberry
Dewberry Engineers Inc.
NCBELS F-0679
9300 Harris Corners Parkway, Suite 150
Charlotte, NC 28269

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
4 Exhibit 3 —Sediment & Erosion Control Narrative
5 Exhibit 4— Maintenance Program
'1r Dewberry

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 agriculture (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 generally slopes from
the south to north. Based on a topographic survey of the area of interest, the area is self-
Dewberry

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 additional 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
tlf Dewberry.

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 soils 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 A01 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 is 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 A01 is Tarrus (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.
Dewberry.

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.
Utilizing the Simple Method Calculation, the design volume of the wet pond is 28,703 cf.
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 structure and emergency spillway. 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.
With the pre-development flow rates established, the wet pond was designed to reduce the
post-development flow rates to less than or equal to the pre-development flow rates for the
10-year, 24-hour and 25-year, 24-hour storm events. The 50-year, 24-hour storm event was
also modeled to ensure that there is at least 0.50' of freeboard from the top of the pond
during the 50-yr storm. The crest of the spillway/control structure is at 511.74'. Based on
the pond routing calculations, the 50-yr water surface elevation at the wet pond spillway will
be at 511.65'. With an embankment elevation of 514.00',this yields 2.35' of freeboard which
is greater than the 0.50' required per the design manual.
Dewberry.

Wet Pond Flow Summary:
Storm Recurrence Predevelopment Flow Calculated Total Post
Interval from Site Development Rate
(Routed)
10-yr, 24-hr 13.88 cfs 2.59 cfs
25-yr, 24-hr 18.86 cfs 4.86 cfs
Summary of WSEL:
Type of Peak
Control Element Control Elevation
Flood Protection
Q10 Wet Pond 511.21'
Flood Protection
Q25 Wet Pond 511.48'
Flood Protection
Q50 Wet Pond 511.65'
Summary of Wet Pond Control Structure:
Structure Type Size Elevation
Orifice 2.5" 507.50'
Orifice 8" 509.14'
Rectangular Weir 4.00' 511.18'
Riser 24' 511.74'
Outfall Pipe 42" 502.96'
1/ Dewberry'

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DATE TITLE
r`•,•,•', ® USGS 7.5 MIN QUAD-CATAWBA NE, 2014
.040
De'ui'berry 01/04/17 SHEET NO.
Dewberry Engineers,Inc. PROJ. NO.
9300 HARRIS CORNERS PKWY-SUITE 220 E_
CHARLOTTE,NC 28269
099918
PHONE:704.509 50083412 PRESCOT VILLAGE
.9918
PAX:704.50r Cor com PHASE 1
www.dewberry.

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EIS ��nrberry SUBMITTALS SITE INFORMATION SHEET NO.
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-_T_ -7 REV DATE BY PRESCOT VILLAGE
Dewberry Engineers,Inc. — PHASE 1 LOCATION
9300 HARRIS CORNERS PKWV MAP SUITE 220 ADDRESS: E-2
Charlotte,NC 28269
Phone:[phone] PROVIDENCE ROAD
Fax:[phone] _
NCBELS#F-0929 WAXHAW,NC PROJECT NO. 50083412

Soil Map—Union County, North Carolina
8 (Prescot Village-Phase 1)
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3 3
m toMap Scale:1:1,710 if printed on A portrait(8.5"x 11")sheet.
Meters
8 N 0 25 50 100 150 :
Feet
MM50 100 200 300
ap projection:Web Mercator Corner coordinates:WGS84 Edge tics:UTM Zone 17N WGS84
U A Natural Resources Web Soil Survey 2/16/2017
Conservation Service National Cooperative Soil Survey Page 1 of 3

Soil Map—Union County, North Carolina
(Prescot Village-Phase 1)
MAP LEGEND MAP INFORMATION
Area of Interest(AOI) g Spoil Area The soil surveys that comprise your AOI were mapped at
Area of Interest(AOI) Stony Spot 1:24,000.
Soils a very Stony Spot Warning:Soil Map may not be valid at this scale.
0 Soil Map Unit Polygons
Wet Spot Enlargement of maps beyond the scale of mapping can cause
low. Soil Map Unit Lines misunderstanding of the detail of mapping and accuracy of soil
Other line placement.The maps do not show the small areas of
p Soil Map Unit Points contrasting soils that could have been shown at a more detailed
Special Line Features
Special Point Features scale.
WI Blowout Water Features
Streams and Canals Please rely on the bar scale on each map sheet for map
Borrow Pit measurements.
Transportation
Clay Spot Rails Source of Map: Natural Resources Conservation Service
Closed Depression Web Soil Survey URL:
✓wr Interstate Highways Coordinate System: Web Mercator(EPSG:3857)
• Gravel Pit US Routes
w rap Maps from the Web Soil Survey are based on the Web Mercator
Gravelly Spot Major Roads projection,which preserves direction and shape but distorts
distance and area.A projection that preserves area,such as the
▪ Landfill Local Roads Albers equal-area conic projection,should be used if more
it Lava Flow accurate calculations of distance or area are required.
Background
Marsh or swamp . Aerial Photography This product is generated from the USDA-NRCS certified data as
of the version date(s)listed below.
an4 Mine or Quarry
Soil Survey Area: Union County, North Carolina
co Miscellaneous Water Survey Area Data: Version 16,Sep 20,2016
Perennial Water Soil map units are labeled(as space allows)for map scales
Rock Outcrop 1:50,000 or larger.
• Saline Spot Date(s)aerial images were photographed: Feb 11,2011—Feb
13,2011
4 • Sandy Spot
The orthophoto or other base map on which the soil lines were
Severely Eroded Spot compiled and digitized probably differs from the background
imagery displayed on these maps.As a result,some minor
Sinkhole shifting of map unit boundaries may be evident.
Slide or Slip
oa Sodic Spot
USDA Natural Resources Web Soil Survey 2/16/2017
rora Conservation Service National Cooperative Soil Survey Page 2 of 3

Soil Map—Union County, North Carolina Prescot Village-Phase 1
Map Unit Legend
Union County,North Carolina(NC179)
Map Unit Symbol Map Unit Name Acres in AOI I Percent of AOI
BaC Badin channery silt loam,8 to 3.2 29.3%
15 percent slopes
ChA Chewacla silt loam,0 to 2 7.4 68.8%
percent slopes,frequently
flooded
TbB2 Tarrus gravelly silty clay loam, 0.2 1.9%
2 to 8 percent slopes,
moderately eroded
Totals for Area of Interest 10.8 100.0%
USDA Natural Resources Web Soil Survey 2/16/2017
Conservation Service National Cooperative Soil Survey Page 3 of 3

Engineering Properties---Union County,North Carolina Prescot Village-Phase 1
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.
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Engineering Properties---Union County,North Carolina Prescot Village-Phase 1
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.
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Engineering Properties---Union County,North Carolina Prescot Village-Phase 1
American Society for Testing and Materials (ASTM). 2005. Standard
classification of soils for engineering purposes. ASTM Standard D2487-00.
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Engineering Properties---Union County,North Carolina Prescot Village-Phase 1
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 Pct.of Hydrolo Depth USDA texture Classification Pct Fragments Percentage passing sieve number— Liquid Plasticit
soil name map gic limit y index
unit group Unified AASHTO >10 3-10 4 10 40 200
inches inches
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, A-2-4, 0-1-1 0-4-7 69-82-1 32-60-1 27-57-1 22-47- 25-38 4-12-20
SC-SM, A-4,A-6 00 00 00 86 -50
SM
6-35 Silty clay,silty clay CH,CL, A-7-6 0-0-0 0-3-4 81-90-1 62-79-1 55-78-1 52-75-1 45-55 15-25-3
loam,channery ML 00 00 00 00 -65 5
silty clay loam
35-43 Weathered bedrock — — — — — — — — — —
43-80 Unweathered — — — — — — — — — —
bedrock
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Engineering Properties---Union County,North Carolina Prescot Village-Phase 1
Engineering Properties—Union County,North Carolina
Map unit symbol and Pct.of Hydrolo Depth USDA texture Classification Pct Fragments Percentage passing sieve number— Liquid Plasticit
soil name map gic T limit y index
unit group Unified AASHTO >10 3-10 4 10 40 200
inches inches
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- A-4,A-6, 0-0-0 0-0-0 98-98-1 93-95-1 77-90-1 65-78- 25-37 4-12-20
ML,ML A-7-6 00 00 00 95 -49
4-26 Silty clay loam,silt CL,ML A-4,A-6, 0-0-0 0-0-0 96-98-1 91-94-1 79-94-1 70-84- 30-40 4-13-22
loam,clay loam A-7-6 00 00 00 94 -49
26-38 Loam,sandy clay SC-SM, A-4,A-6, 0-0-0 0-0-0 96-98-1 91-95-1 80-84-1 58-61- 20-33 2-9-15
loam,sandy loam SM,ML A-7-6 00 00 00 80 -45
38-60 Clay loam,silt loam, CH,CL, A-4,A-6, 0-0-0 0-0-0 87-93-1 65-81-1 52-74- 39-58- 22-42 4-16-28
silty clay loam MH,ML A-7-6, 00 00 96 77 -61
A-7-5
60-80 Loam,sandy loam, SM,SC- A-2-4, 0-0-0 0-0-0 76-96-1 75-96-1 54-86-1 36-63- 10-25 NP-9
fine sandy loam, SM, A-6, 00 00 00 84 -45 -18
sandy clay loam SC, CL, A-7-6,
ML A-4
TbB2—Tarrus gravelly
silty clay loam,2 to
8 percent slopes,
moderately eroded
Tarrus, moderately 85 B 0-6 Gravelly silty clay CH,CL, A-7-6 0-0-0 0-4-8 65-72- 44-61- 41-61- 39-58- 41-53 20-30-4
eroded loam,channery GC,SC 82 82 82 82 -65 0
silty clay loam
6-45 Silty clay loam,silty GC,GM, A-7-5 0-0-0 0-4-8 84-91-1 64-81-1 54-80-1 52-78-1 41-55 20-30-4
clay,gravelly clay MH,SM 00 00 00 00 -85 5
45-80 Weathered bedrock — — — — — — — — — —
USDA Natural Resources Web Soil Survey 2/16/2017
Conservation Service National Cooperative Soil Survey Page 5 of 6

Engineering Properties---Union County,North Carolina Prescot Village-Phase 1
Data Source Information
Soil Survey Area: Union County, North Carolina
Survey Area Data: Version 16, Sep 20, 2016
USDA Natural Resources Web Soil Survey 2/16/2017
Conservation Service National Cooperative Soil Survey Page 6 of 6

STATE OF NORTH CAROLINA FIRM PANEL LOCATOR DIAGRAM LEGEND
5 1 floc FEET : ,I: :1 e •56° ._O N S PANEL 44 '�vue tiz 1 17T 500 FEET ' 52 : u 1 480 WO FEET F , . . + SPECIAL FLOOD HAZARD AREAS (SFHAS) SU EJECT TO
* 45O ODO FEET V �• e. 450 OOa FEET , . . . -
ABARRIIS ` ' 'I - a r�4 ems+ - •-- r •r • 1 �+_ - •{• ••, .•7 w ... rd INUNDATION �Y THE 1° ANNUAL CHANCE FLOOD
�"• ,•
� :• '�� .' ..�• . ' .z The1% altinual clka1i a f100� [100 year f100d]r also krl0 8s#Itie Lase noon, is the fed tAelk
N. ' • ,.._____(-•
.-__ k- �~ ZONE X . I - � y :'a�i. `; ;- *• ti r�: : yi: ''r, ,' • h 1% h f In �I I r In I The F
.. - i. •T n.1 ...Ir..
I •� .-� i++_ �h�k+-ti�•� i ,1'! _ _ - a ry t i �" d5 d C d« 0 � d 0 d�'�' J' a flood,
Areas dry
S1 f• �' Area is the area subject to floats by the 1% annual chance flood: ail Special Flaad
' I '114717 �, I ltll l',� y--: '•M2. , -;'r- - fl I •
.-�� L `_ F ,-,. *' �2�F :. .. . r r r 1 1 r
II r HBrard i�ludealeS Iq 14E �H A 1 # A99 y! 81k7E: Toe Ease Rood EleStrl is the
/ R 3TA NLY 1 387�}L4'� Ilk-% -1; • A - I ..' .' �_-L- I ...... .. ,r ..... ,r .J a ti''�k1er SOr>�#' 'dGC� Of k17 1% annual hd flood.
MECKLENBURG i I' I It l71'f'l''I'il ILd ll k ilk -_ "' t _ . t7.: :^ '
�'�.•,,,�w„r+. - _ ' ' r .•` ZONE I + �:. ZONE A ria Base flood Elevation determined:
f '4 .. ._� 7 L I .y L' "• s_ L.. ! : ' ,£� 2 _ •ram 'e/ j.
j '• } -r 'h 7 ,. : ZONE AE Base Flood EIEvat,ons determined.
,- ' Y .. ' 1\4 '•'• r _ ZONE A E ' S }_ _� . ZONE AH Flood depths of 1 to 3 Feet (usually aromas of ponding); Base Flood Eletiatrdns
. .2:0.:lie ..'
., 1 I L
1 •'*' �.. 'I'_ - 'I I� ZONE N. i f I '1 7 M1 ZONE AO Flood depths of I to 3 feet (os1 y+ sheet lbw on s+l)Ir1g kerra+1); 1age
w ,--Y __ 6..........T } depths de4em7irw_d_ For areas of alluvial fan flooding, velocities also
i { rr + - • - -r , I-114 o l•I' 1 I ' 1 I•,:;I'- de[errrYrrYed:
! __ �' .+ ';: 'i %. f�'A •
ZONE E A E F 1 }} k: f7 ; } :1.I• ti tic --.k‘I •r ZONE AR 5p° aI Flood Haza Area lumen). prct 'C J from the IL% annual thancR
. r 1 • f y flood a flood control stem that was subse uend decertified_ Zone loft
�' UNIOii r. \t_ L '•`. ifldiC�keS that the former flood cur tr l System IS teir1' reSk.Ored t0 rrOride
• :• r / �' pr# 1 fr�rn the1%annual dance or greater flood.
\ r 3 :. I U ll )1)., 11Y41'-�lk• .11 . ' l • - v 5 1 2
',usu..' �.�- ,' 1 •I � k' t • x ^ � ENE AN Areas to be prer4ed from 1°h annual chance flood by a Federal fiend
® f I I I[16 - fC� �L'Eti�; x;L ZONE ?4 �• �P. • _ l :
1 _ll 'L't t51 � � Iti k' f';: 75__
11
+'' { _ I I]rheCtiorl 5yskem w1d�r c�Or1s#ructiorl; r10 FioCrd Elra�tiorls 4frrriifY$tl.
, •
.; _ �� : r1. I � Y L ' , • - ZONE 1fE Coastal Moil wile with ac ' haia:4 (wave ac#Wn ;. ncoi Elevations
Y - • r + 2 f 1
1 ' • f' 'r _---r. ' -k�.ti_ � l'•,' e• determined.
• 2 l:i. .' y r:r} 1 �_ ," k L k • a " •M1� , . . FLOODINAY AREAS pi zoNE AE
' _Y -' -'I TY + ' *`' +k . 1 4 , , , , F f Time tlooiway is the channel of a stream plus any adjacent Flood plain areas that musk be ktot
.....\
7F k Al{l kA 1�'; L, __ f I ry• free Of enLrOdthn nt 50 that the 1% annual chance flood can be carried without sub5karlGdl
I a'S'='i { tic - k increases in flood heights_
. ..
F y k •
r•-- - • -- - . ,. _ :: _ _ + _ _ - :-- - - __ - L -" \ •# A ',-,-,- OTHER FLOOD AREAS
�_ r - w , - _ , _ • , \ � � :"LIB^r IJ
f m' s Fw_r'-1' C. ' ZONE X rears o+ 0:Z°o ann11aI glance rloo0' drl6dri cf 1° annual charm 11o01 with
`'' ,r. :.k '4* \\:.
�r • r, NE i ,, CL� r. Ir ,Fti.S,. averagedepthsofIssthan1 foot orwith dralrlagearE�as assthan1 square
`� Z [own t \ '•i1\d1cil I• ---
_ 1_ t . . 5-L �� r
1! I L mile-and areas protected bp' levees ham lob annual Charms flood:
DATUM INFORMATION vnvu �':'0.' ... �: ' s"_ } 'Y .. r.}�C . . ' . '� _-- , ., OTHER ARE,
�. Y 447 50D FEET
,ir'�•r' •
x "ti w r ., • = '�' •
ZONE X Press GICEErrnined to be Ovtsrde the 0.2%annual&arum kodRlan:
The K C #I�rrse In Ih1 re cal rpn Or 1h1 map 1f'1 North' Carolina ri. - � • '.'Y = ; ~' ;k ss
J p p }J .1 Z�?F,1 E �{ I L:5 5 1'I 171 .l\I l t,ti': BONED areas m whkh mad hazards are undeterrrmrted,tart poe5ltie_
Plane (F IPSZC}N E 3203). The horizontal dlatimn was the North American Dalirn of ;?�J 4-1.-.; _ __ 11
1 83. RSB] ellipsoid Differences in datum. ellipsoid. profec'ion, or Universal + L 1/ �rt. 4Y� �� COASTAL BARRIER RESOURCES SYSTEM (CURS) AREAS
Transverse Mercallor zones used in the production cf FIRMS for a�jacenk •• _ 1/4\ • -
ILrisdicliens may result 1n slight positional differences in map features across , 't� 2.�{ --...____< L •
•I4ris�didio cal boundaries. These differences do no[ affect the accuracy of this • h' / .3, . :. -H \ OTHERWISE PROTECTED AREAS (CPAs)
FIRM All coordinates an this map are h . Survey Feet:whore 4` 41 �_ . , '. ti ' L. __--, ti
1 U.S. Surrey Foot= 120013937 Meters. :.... 41 i ° -' 1 �_ �.- - -- -• c . . . .. CURS Fads and ❑ S ale normally Ioca4BQ wlktlln of adjacent to Special Flood Natal Areas.
' i'; n 1+ N, • �,r Y x / F • 1%annual chance marlan baurtdark
FI I e evailonS cc' Ih1 map .are refererced to the Nor'h Arnerlcar1 Ved I = i'' ,. . �. ' : • •� •x" . •: i �t I
Datum of 19BI3 NAVD 138}, These flood elevations must be compered to structure •w
� `'' �.; y r.. H�' * � .+ � s 0.2 o-annual chance fkoticIain hound3ry
gr0 n0 ale' IrOnS reFerer'Ced fp the some vertical datum Ail Zverage Ifgel rr _ `x` ' - _ r T x 1 - Floa7n'a1r hwnneryr
between NAVD 88 and the National Geodetic Venice! Datum of fees (N VD 20 -k 11 I t�'1 f t m 11111 k • ;: '_' •• ZONE X•• ' i'cne D t' undary+
h been CCenpuled For a North CirOIIr1J county ThIs cI`Fsel was Ilien vplled 5 +.. ye n , ::. Y_. •
_ •-
1 , • • III11.:1?" '.tr";I'.t',j 11't',I •..„..
� .,., `+, ••• ■• CBR5anclOF'Atwndary+
10 the NCVD 29 flood elevations 1ha1 were not revised during the creation of this I • • ,'. °•,.. �` '"�:, ' • k
` ' ? ' ••
• :1 '• ....(1 ': ' 'x r.• y + Bounds atria' Special Flotel Hatbrd Ar�ee tri tird 6tueda
skake'dir3a Format FIRM The OffSate ice each 'mum), shown cc) this FIRM pane' are Said • I • ;• , t}-.7 ,-• 1 rr ^4 rd
shown in thevertical datum offs l cable below. YdF19re a county bounder} antiX I
=fix` , _r r M1 „kb. (D '',= . ' '' II " . ;� dr�rd�ng Special Fk>,ad Hazard per vt d+ errt ease Fib
1I t ins source with Unr +� e4 fdGVD fI�OO Ie�'�k1Ons are Op1nO1pen1. 8n I -. _{9 -.° : .ti4 ' • :'Y=`• i' • • v - --- -- Elevatians red depths or riaad r+dcrttti
ii 1 - • --- ZONE AE ,ty e69•:
individual offset his been calculated and applied during the rriAatibrl Of this :x . �►'. I _ - --rti 513 r~- Base FIB EI k4n lino Find unl1,1r.;a tqn in reds
kaIe-vodd FOrrnak FIRM S ECII�r7 1 or tine Cgrrlpenyrlg Fir pp Incur r 1 - E1ase Fkbd E1 on 7,vkJE where uniform tthhln wore: elewaklon '1
Study report 10 Cb1ah fur1I 'r information on the conversion Of elievadions " -- (EL 7)
between NAVD 65 a' r1GVE J. TO Obtain current 'elevation paaOrIpt11rn anpror - • . . \ \ 4 - • V. rl ::' r I h. ; F r r r:: v r r ::.r�� i F4eferencee La the North American 4+e Beal DaLu fl of]9e6
tot rlion hforinlativn for bench marks shown On Lhis map. pleaSia contact the `^� I , 1 F',L`}" F['�' 'r:`'.F I'k'F I I = :: F F K }� 1
.:„..,
Ncrlh Carolina Geodetic Survey et the address shown below. You may aFso / 1 I se�t1 n trle
c r+llact 1b Inforf alien Services 6rer`i'th Of the Narlienal Geodetic Survey at (301) �: x=- •`' • ' �'yx ZC]N E E -- _
713. 2, cc wish its wehsiLe al htip:rl4v5wrw.ngs.rtaee galr x =_ ___ r 3a Tr1 Imo#ling
•
Nerih Carolina eodallc Survey County Average Venice! Return Offset Table 7". - •ii:37-•._. - ,'I F i '� -. I C 1aph1c caardmates re renoed t the Marth f'ir ncan Datum dt :,: ' .. _ sr ur ,ss•zr 15�3tf B3}1 1 VVe..4 Jos Skreel Ccunly k+e�se. tat,.m L'�x :n; ' ' ��_ --- y ZOC+IF if .Raleigh. NC 27801 LA`.Cm}I -a [) 1 ~- •P;f k-r 1 - . • 1 4.275u L' 1I/Or ter UnrLersal l'rensuense Mercator grid tr:ks,zone 17
rt
{91 B) 73 •39 �. �" ' ,.f� �I r], I-. 1s{ y �. ° ' 250D-rcol. il+.IIuSs: N:41h CArGIril StMe FI OXindin* ten
hitp:�Aw'.5+w.no�ls.state.nc.us /
I {:. '• ' 5' ' rM15' :`' '' I °. J 1 37 00 FEET (F[I_ +1E 3200,Stake Plane HAD 83 feet)
.1 ZONE X ., �53� �.- ,I �'' Al J. I ti}' 1.
� W
�MS�1 MatharoFrlare0deki[ Survey bench mark (for nmore rtlfcrlTlattan
Lxa -I� •u ua ua r•KiliU e+ ;Cl.21.1 I I • - `li f . i;
1 I'I l I I 4. '.I I I I' I - �L {,■�r. +� " _ +�� /�`+C C N9ki0ndl G[1 I SurveyI I�h ntiprk [ice rnp itlf tl .ice
'- - ~ 1 1:1 ZON L A WL + Qlr/IEi510
I I I'It1l Inn•.I.IkL t'I I'L.I.` xY . el
All SIr+$Om hskd 1n the Rood Hazard Data Table bel werestudied ' detailed r ti '---_� F• - t t NGCrSE GP5 2-5[m Velkit3l Cotl[r�l M31kR or Cotlkr�Cltr E5L3hli5hed
methods using field survey. Other flood hazard dais shown on this map may r_�. r ' / •m I I'•' I ' 1 ?� - r�.� I I r g g p/ r FM1mf� nCh narks S+ creme Irl1I c1n.pon wart
h$ve f} r1 d rru 4 Sr eIIP 1 ppa ill armaIf I or Inn Ilep detailed f 1521�nr1rr c i \ I. 1 ZONE X I _ - -- y •' { htth'i,1.ww.nca5.sletsfIc.us)
'f.E.SI.• 9 -. F.F- r I--•.-.:L'• ?+ I
analysis. More information on the flooding sources studied by these analyses is4.' - r -- •'{: n 1 ( r r M 1.5 R witty
cCelle red In the F'ggd InSurar Sku#y few' vti-rl fII J • • . . ••:;r . . •• J - y
7.674 1 LL' 1 L_ I I • /f f k
FLOOD HAZARD DATA TABLE (feet) ' ti , t- •T _ I --•
• :; :--. • M1�, ' ~ • _ �r - s;
Lef arlgrn defence From "t *� � I - :�'.' � h•�' c�
•
II
The Cnidr of Srr•8am LO rM1 ---+,
•:„.
.,. .Hood drrGt11
1 x
r 06S Stream Fixid (10D-yrtar) EncrOovhnunt ndpny - r 7 •_•'•- , �5 i -.. ,ti - I• r + �' + _/ I\ �' 1 L
•
SeL•tim SLtiIiin C64horgd cFs) Jebar-Surface Eierelian {LOOtiing OawrteirearrO ce -• _ ,_• 1' 1 •`�,� m. _ ^T- +
(fad NAV D Ea} Thiel Fb tlw ay Width • ti I ,. ' }: ti ,
•E3LYTHE CREEK I~ y
ZONE AE" �.• : k' "
004 3 }' 2,A93 510.2- 25 r loll _ I^ p~+ L l 1 '
L{i.p r I yyii: k t \
•_7 11
vJJJ •L a�1. `..� } -F :$f , • �L'L -_1/ '��_ 1•
012 1,1501 2: 510_ 14 1 ,� _ I •
F
OPT 2,1 2.463 ;}h 4_ d4 f 1 • _ •
y, ] (
r {• • f I L
EAST FORK TWELVEMILE CF .uti 1• 4 , '� / ti
1 1,2Bd1 OrL 510.2 60 501 r.1. lit _ .� 'y i + f s r' k + r k5' J�• " r 1'I ~~_ ��
1 1 • m :s'�,' []F ti17rA? HAW + �.._ .r--� ., ` + ?' ZONE Its:E
3, �.29 511J.4 4I •
1 }f� F , . -._
�+L.n.+1 `:rr:i.•• r+ ..� - I • _ , 1•,}'• f• -_ i 5 it �v••x f .1,
040 :3, 5.2 510.7 30 , _ ;J r1110l �,OtiJ hJTY•
tr,
gat ' _- f055 5,510.1 6.290 511.2 450 + 30 38fs8 ,' cr-'r - _ 2 -1::1+C135 6,5041 B,293 612.7 1130 r BO ."'•L• 5 ZONE }fL • I r , __ .. 1 + + +� • } 1 r�_. - ti _ I ZONE { f ' 1: .: . I . .073 7,3261 S.29D 613.7 150 f 3 [.�1y t tYnl 'c L1111 ; f _ I \--Tr;
� � 'yeas',.•:079 7,0371 f3.290 51d.6 200 r 30 •+��;?..' 'l leiC�TI'�7i7rDL LI . 1'D , f %
DIKI 8,9571 $,2 515.E 3D 1 i .. vil
•.1• '•1..'Ili. .'.'n I _} �d _]' ii• r if•7. + 1 r 1 �- - r ', •k. _•s '' ":••', :
r i. I
5 9,a1 U1 $. 51$: 1 1 .50 ' ,,,: 1" :::.
�1 . . l \I • / ZONE X -."-- - +-- -. ,_. r'_ et. \ ..-4 ::::;:rs?-..
.
d2 ADO FEET , 7 - ., --- _ r '.
101 1 O f1701 6.290 516.1 120 i' 125 ZONE X 'r •ri .• ... •
/4.--iX:.14 ,_ -„ . : '�l 1 'let7. x•. rr• r * �+
T1rLf ELVEMILE CREEK 1 , + , \t -\ E 1 iE; r _� - •., f' j kk ,'Z 4 GRID NORTH
102 1 Q,� N.A. 506.b 7Q I-' {' k.. . } • .� + r l - MAR SCALE 1" = 5Ot7' (1 : 6,0110)
r_ ZONE 1 1 - • ' • - �_ -� _ { k _
120 12 NA. 50T.44 422 L % x - 5 I ; ,' . -+� F '; • .''` • " •
2so too Aso trig F
•
k•� r ' rS€E
142 14,1 NA FOB.3 ddCy 41�' �. ` -� -. �� r 1 1 METERe
# • \-% 1 1•54 4 IN ,74F
1a2 15,1f10� NA 5�?B.2 =6� ZONE AE + • 5 5 + + �`�'�i +. ��ff` 1 #
1 15,820P NA. 81�.1 1.051 + I , • N. y� � '� d �I ZONE '
f
r
T1rLfELVEMILE CREEK TRIBUTARY 3 Yr� _ -I. - ZONE AF y � 1 1 - -
OS 5 1.14 5 1 r 14 ZONE r •I� _lit ..f . ......, `. __ __� 1 le/H[Fli PANEL + T+ .,I
013 1, 1 1.194 5 14 r 14 • k`rug - o / ' �-- 'I \ .-
•
019 1:93$ 1.194 506_B" 14 f 14 I i � l �
Ly2f 2,F06' 1,0 508.Er 14 14 f:. - _ �� 1I '~. 2 . I -, �. 22 ___
• 1 r• fFIRM
3,$41' 1.001 512.3 14 14 • �, } Y }} �' i
+� �k f 1 + 1
WEST FORK T�rrEL#EM I LE CREEK - � L _ I ,�
1 1,2551 .6.. 510"12 10 i' 3 5 .. + - t ::1 `� •`...' • FLOOD INSURANCE RATE MAP
022 2,17 1 .a 5 511) 1, 10 + 200 yw'erm'emde • +el • _ c. a, 5` I CAROLINA
1 �_`• - + NE x •I 1 I : % • I' " NORTH C+AROLI A
ZONE AE _ � � y5 f
02rf 2, 53 5. 514.3 250 r 105 1 � 55 2 ,.. : LJ ZONE
033 3, 91 6.486 514.5 400 r 30 - R' ( =• - �. , >�,
•
•
0 4.5041 6.486 614.7 220 ? 140 I• ZONE _ - _ ��r uuu��■.
I.
•5! 22 ZONE AE - ---L• ' PANEL 44
OO2 9,1�0 $.48515.7 17 490 _ u'' '..__ . }. r7r '� k M1 • 2 ' `
1 1 � \,..7.1..„
tr + : . :. _-. - I 'SEE LOCK!OR L'IJtGRMel OR MAP INDEX FUR FIHAe PIVIEt072 7,224 8.48�0 518.E 33 135J • • L, S tit •• •
L1 oiJTI
7 • • I079 7,8fi81 5. 5 _ ;; _; Al!N � + ,L . } .:�-' v 5 - 1 + + + ~ I I m 5.': 1 III �I :]\I1113 . kr ' 1 CONTAINS.
8, 71 .E 1 � I ri' - ._� . . + .: } • _ r �''� / f • �.} . I 1 {�• .'"'1k.
k •"" - _' COMMUNITY AID Na. PANEL SUFFIX
1 + + 1 a f f 4%.• •.. ILI,y . W
097 1,6671 6.466 `525.3 30 r 115 h ,' - •! f , 1.r. • . ��
ZONE.X 1 v1 F =' sy. •4. �'' 1 LINID 1�UJN rY '3?o2a6 44�4 J
113 11:34•6' 6.207 526.13 36 r 50 4do OM FEET t -` - di]GOD FEET vraxHaw.TWIN[k 370473 4474
+. r:•ce �if50 erohE Err JOINS PANEL 4473 ':'::':":' _ ,
11 E1 11,9031 I3.207 52E1.4 103 r 100 4`r" 52.2 523 rt 1 llh�`t'NA Seat�:L Ce
w�E3LEY CH 4PE�.V1�L+ 3E�F w S 4474 J
1 flOC�F'E t" 1 .472 500 FEET 1 480 00O FEET
12B 12,84191 6.207 520.5 192 r 221 11r4.'!1L•..r.11IL•t•n'L•k r' ZONE X Town or Wax haw '
TbAhl a..�1'4 IIIII
' Fee[ebteie rrt]uII 2 Feel elabae Stale Launder')MB�sdiorl rt Lss rcludes tFarabdr effects'Value 37 7 rill
I$ nacr Jratn.a5 IN,lk}4 FSi wan adju Lod in1h15 ar$a RIrr9 h 14p4graRh 4aiBd NOTES USERS 1.'l1Y-
1'odpl oari reclelr�ea1, n
This map is far u in ase inn inisiering 1he National Flood Insurance Program. 11 does not Certain areas not in Special Flacd Hazard Areas may be protected byflood control structures. This map reflects more dela fled a rme.end up-10-dete stream channel conllgurallb then those MAP REPOSITORY
I 11
}
neces-sarily identify all areas subjeoL to flooding. particularly from local drainage sources of smell Refer to Section 4.4 "Flood Protection Measures" of the Flood Insurance Study report for shown on the previous FIRM for this jurisdiction. The floodplains and floc lays that were Refer to!MN of Alan kerb:Meries on Man Index or 5R5it hnp...imi it nthednmeps.evn. I
mahyr Size. Tt'I$ orarnlmunity wrap repository SrOuld be.C t18uIL d for poSsible upd L d of addiki0rl l irmrOrm2aion or1 flood control glr..OiureS in1hiS jurisdiction. harfifBff9d from the pf9 i0uS FIRM May hay.e been 2ldjusked L c rfi(i'fl 10 thine. new stream
v .. . "I ,iL '•'I...,,:I lit::!...\ ! flood harard InfOrrrlatiCin channel OOrrlig calk rt3. result. Hie Fipple Prgfil and FIOO Data fables I the FI o EFFECTIVE DATE OF FL A INBURANGE RATE MAP PANEL
n' L eamt map information and gecspa11a1 data used to develop 'his FIRM were Obtained from Insurance Study report 4.which contains aLrlhori'a11we hydraulic dela) may reflect s'reem channel p0�jBpR 10 2
r .1 Yip I��`r;l C i rt I �'l`11 rt 1 f`;l 111'.� �. .r h To obtain more detailed infprniRtion in area a where Barre Flood Elevations (BFEs)crud.' r Roo-d various cr erizatior-Is. induct the 1ci 1 local comet unit ies.1, stale end federal distances that differ from what is shown on 1h is ma ti +Nate O P�n9 P
„� y 4- .p haw been determined, users are er1Oolrageci 'o consult the Fled Profiles. F'oo ayr ❑ela, Limited agencies, andlor other sources. The primary base for Lhis FIRM is aerial imagery mired by
a-F .'• FELW'S CC FMRATI 5 -ECFf,1�f:" .LaUNER r,Y*,1)#fit, EFFECTIVE DATES}OF REVISION fS1 TO THIS PANEL �� W1 Ip Leal -III dap timber el'ax%bertro lihd:k.1 Le vdecl
DeLa1'ed FbDd Hazard Date,error 8urnmark o1 S1"'wster E'evaklrns tables contained Whir 1he Fb4d Union County. The Lime period of collection for the imagery y is 2C04. Information and geospakial Please refer 10 the separately prinked Map Index for an overview map of the county showing the 1 5rrren daa�g mop orders;the oorrrnlnitjr NumGor shower aGoa+e
Insurance Slimly {FIST report 1hat au:mom-1 s this FIRM. Users should be aware That DFEs shrnvn dale suppueg IN the 'ma' communtky+(Ies) Ihat met FEMA baS rnfip gpeurre cm. were layout or map pines: Ogrrtmunrly� map rep<SII�7r}+addresses. and a L1s1Ir or Cornet Ities 1abI aha F4 4, used CA rpry e OpfliIVIIXrEi roc Me slAied
on 1he FIRM represent rounded whole-foot eleyaiions. These BFEs are intended for flood insurance considered the preferred source for development of 1he base map. Sae geaspatial matadaia for containing National Flood Insurance Program dates far each community as well as a listing of Ina mrtrully.
This digital Flood Irlsuri3rYn Ri31 map CFI RrJI� 1wi35 prfodu ed through jh unique p irpo pnFy am should r10# t* 11 , OS 'he sole Irce 0 flOOd elealicrl itmFOrrnaliprm. the associated digital FIRM for additional inforrnalion about base map preperalion. panels on which each community is located. III
Accordingly. need elevation data presen'ed In the F'3 report should be u1"'wed In ocluncl'on with the EFFECTIVE SATE MAP NUMBER
aperakiwe paflnrhip between theStem vf Nprlh G$rline end the Federal +I�IIY'��
Em fg1$tiv Marine emBrll twe enncy FE r to Thy tat of N or1YY Oa a Fe has FIRM for purposes of Ccnswclion enamor flaadplain management 6OSe rn80 feat S shovel Or' 1hls rrmap, guOh aS corporate li mites. .are twed on the most up•fo" If yOu have questions about this map pr dasher$ concemin9 ins Noligrma' Food ins Hoe IYI 1
4a1e Oat a IEble at the 11me• Of p.t1 11On Chars es in the corporal* Omits may have Prr raI1 rl caner$'. please call 1 - a77 - FEN!1 L MAP (1- 7 T- -2r ) c VIen The FEW. 1 1 OCTOBER OBER 16, 20DB 371 04474iJ
implemented a long term approach of floodplain management to decrease the BoundRri� of nagulafory+ floodways shown c7n thin FIRM ipr Hooding Inpt$ slspied try dt+�icd occurred since this map was published. Map users should consult the appropriate community website a1 ht1p:Mvimy.fema.gow. iF
costs associated with flimding. This Is demonstrated the Slate's commitment to 'IT'
'f rrmaihods were computed $L cross sections and Interpolated between cross .sections. The noodways c#ficial or websile io verify current conditions of jurisdictional boundaries end base map feaLu�es For OoniYluniy nap re..ision history prior Io slate/Ade mapping. refer to u,e Cornrruniry f lap Fistalyr[able blued in r
map flOodplairl @CMS at the local 18yal. Asa pars of-his (fort, the slab? or NOrlh were based an hydraulic.eonalderahons with regard to re .,Ireme�rhs 01 1he Nallona' Flood Insurance T11is R1 7 niev mriain rclads trar1 were r iO1 COnsidr d G in the hydraulic 2rla lySis Of Skf92mS wrl9f9 An ace mpanyirls)Flood Insurer-tut 81udk fowl. Letter of Map sovisien(LOMR)of Lefler Of Map ihe•FlDad'nsur.nnt:e Sw t for ay report Ihtsjurietii lion.
Carolina has jointed in a Cooperating Technical Slate agreement with FEMA to Frogram. Floodwayr widths and other pertinent floortway data for flooding sources studied bydetaied no new hydraulic model was created during the production of'his statewide formed FIRM. Amendment {LOMA) revising pcxiicrtis of this panel, and digital versions of this FIRM may be A.
pfr�duoe an methods as well as non-encroachment widths for flooding sources stuffed by limited detaicl available. Visit the North Carolina FIpoclplAIn MApping Program website at p'ulaiarl of Errpugoncyr Menapemerd or INN Nahum' Fbod 'nsurenoe Rroprern at 1he 'o'lowitp Milt numbers or
L;(1
d maintain this digital FIRM. r To delearirle 'r-bad Insurance is awa'lalA rm 'h� oorrnuniw. oonlaci pour insurance agent. the North Caroline i
L
methods are provided in the Flood Insurance Sludyr �FIS) report for this jurisdiction. The F'.5 report htip:rJwww.nolloodmaps.Gom. or contact the FEMA Map Service Center aL 14J3-3 -9519 for k's: ' `
also provides Ins1ruc1Ions for determining a neodway using non-encroaclrnenL widths for Rcod19g information on all related products associarled with this FIRM. The FEMA Map Servi:a Center State o f'North Carolina
VINIAl.ncfloodm aps.com sources stinted by limited deleiled methods may alSO be feaChed Fyy Fax at 1.4 10-?,, - 0 end rig websrie a' hk'p Himmel..ITISC.ternE, per, NC Eiviskin of Ernergenty Managernert Naiiont'Red Insurance Frogr3r i
1910 715:8000 hop: nrnr.nc crim nlral.orcrni p 1-800413845d2O hi,Li rr.fernn.gp5n'nfip I. Fcdeeal Et icrgeney T lana omien.Agency

Page 1 of 6 Issue Date: October 28,2015 Effective Date: March 10,2016 Case No.: 15-04-4099P LOMR-APP
Follows Conditional Case No.: 05-04-1109R
�pARTM
OF4rNar �
�° Federal Emergency Management Agency
Washington, D.C. 20472
AND SE�J
LETTER OF MAP REVISION
DETERMINATION DOCUMENT
COMMUNITY AND REVISION INFORMATION PROJECT DESCRIPTION BASIS OF REQUEST
Town Of Waxhaw FILL FLOODWAY
Union County HYDRAULIC ANALYSIS
North Carolina UPDATED TOPOGRAPHIC DATA
COMMUNITY
COMMUNITY NO.: 370473
IDENTIFIER NC-15-469—Prescott Development at Twelvemile Creek APPROXIMATE LATITUDE&LONGITUDE: 34.929,-80.765
SOURCE: Arc GIS DATUM: NAD 83
ANNOTATED MAPPING ENCLOSURES ANNOTATED STUDY ENCLOSURES
TYPE: FIRM" NO.: 3710447300J DATE: October 16,2008 DATE OF EFFECTIVE FLOOD INSURANCE STUDY: October 16,2008
TYPE: FIRM* NO.: 3710446400J DATE: October 16,2008 PROFILE(S): 109P, 110P,111P and 112P
TYPE: FIRM* NO.: 3710447400J DATE: October 16,2008 FLOODWAY DATA TABLE: 12
TYPE: FIRM* NO.: 3710446300J DATE: October 16,2008 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
Flooding Source Effective Flooding Revised Flooding 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.
Luis Rodriguez,P.E.,Chief
Engineering Management Branch
Federal Insurance and Mitigation Administration 15-04-4099P 102-I-A-C

Page 2 of 6 Issue Date: October 28,2015 Effective Date: March 10,2016 Case No.: 15-04-4099P LOMR-APP
f:14.7,940,614,, Federal Emergency Management Agency
°4,,`` '� �� Washington, D.C. 20472
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.
Luis Rodriguez,P.E.,Chief
Engineering Management Branch
Federal Insurance and Mitigation Administration 15-04-4099P 102-I-A-C

Page 3 of 6 Issue Date: October 28,2015 Effective Date: March 10,2016 Case No.: 15-04-4099P LOMR-APP
�,r° Federal Emergency Management Agency
°4, '`` '� �� Washington, D.C. 20472
�l4ND Sti��
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
TYPE: FIRM* NO.: 3710447400J DATE: October 16,2008 DATE OF EFFECTIVE FLOOD INSURANCE STUDY: October 16,2008
TYPE: FIRM* NO.: 3710446300J DATE: October 16,2008 PROFILE(S): 110P, 111 P and 112P
FLOODWAY DATA TABLE:12
*FIRM-Flood Insurance Rate Map
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.
Luis Rodriguez,P.E.,Chief
Engineering Management Branch
Federal Insurance and Mitigation Administration 15-04-4099P 102-I-A-C

Page 4 of 6 Issue Date:October 28,2015 Effective Date: March 10,2016 Case No.: 15-04-4099P LOMR-APP
Oti4A��1
�gt ° Federal Emergency Management Agency
° '`` 4 Washington, D.C. 20472
�'44ND StiG-
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.
Luis Rodriguez,P.E.,Chief
Engineering Management Branch
Federal Insurance and Mitigation Administration 15-04-4099P 102-I-A-C

Page 5 of 6 Issue Date:October 28,2015 Effective Date: March 10,2016 Case No.: 15-04-4099P LOMR-APP
Oti4A4��1
0.U° Federal Emergency Management Agency
° Washington, D.C. 20472
AND 11,,
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.
Luis Rodriguez,P.E.,Chief
Engineering Management Branch
Federal Insurance and Mitigation Administration 15-04-4099P 102-I-A-C

Page 6 of 6 Issue Date:October 28,2015 Effective Date: March 10,2016 Case No.: 15-04-4099P LOMR-APP
Oti4A�"—.1
Federal Emergency Management Agency
°U
Washington, D.C. 20472
AND Sti
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.
Luis Rodriguez,P.E.,Chief
Engineering Management Branch
Federal Insurance and Mitigation Administration 15-04-4099P 102-I-A-C

• ••
• • • • 50� �o� ��� Legend
ZONE X
• • '5D?, > ��� �'�m 1% annual chance
• (100-Year) Floodplain
,FLOODING EFFECTS,,' ZONE AE a
':FROM'TWELVE=MILE•,•.,, 1/oannualchance
r . • ' ' ��� (100-Year) Floodway
CREEK, s
• . LANE ° j 0.2% annual chance
ZO,NEAEi
o MAPLEWpO° (500-Year) Floodplain
. (ELEV 507) 1
.... �ZONEX C.
�z
J Town of Waxhaw °�LPNE �'I.N�'�
REVISED*ARt,EA / 370473 0 P` -' GRID NORTH
MAP SCALE 1" = 500' (1 : 6,000)
— Zm 511 500 0 500
Io ' I I IFEET
\.7 ,f--
I I I 'METERS
�O 51g 150 0 1
�� Ttvelvernile Creek zir
0ICNIF�II���II PANEL 4473)
Tr•ibutar•v 4 ��. �� ���
52
2
0a FIRM
1 .NE A E 528
�
its, FLOOD INSURANCE RATE MAP
7
�" - � ®
;_O NORTH CAROLINA
r ',
r av Ass
of 1
-%.,_ti sTONE o> `� _; PANEL 4473
,p •,it., - Q ® -_, (SEE LOCATOR DIAGRAM OR MAP INDEX FOR
•v \. I;KtJ I Q'6 ♦. FIRM PANEL LAYOUT)
1 •• •`�� DRIVE U Q
- 1.;: ,�u�aC, ...ow,: s3� •V CONTAINS:
,3v {'�' � �• ti FOREST OAK COMMUNITY CID No. PANEL SUFFIX
051 LANE �u UNION COUNTY 370234 4473 J
aiY.• '"..1*' • 535 WAXHAW,TOWN OF 370473 4473 3
•
•
... , Ulnion County . '.,� W Z
Unincorporated Area .e_4A. O� H OAKS
1 REVISED TO
'- _-;: 370234 '?" e i =� �� �539 °°ART ® REFLECT LOMR
,. r .,,� ,
"ti` �.. •• Fr. 1 __, EFFECTIVE: March 10, 2016
y' R��' - "•`, - �. t ^ ® 1 II Notice to User:The Ma Number shown below should be
yCID
r'•��,t`• a �... _ _.. 1 r.. -
¢ ,d � } shown when
abo placing a P used insurance a applications
Number
-'i. `��.4W* ��] •
. � •f.. -',11 b' Pacing map orders;
Community
-, A':`C.h 5 �11 he subject community.
' • �• f .. S J EFFECTIVE DATE MAP NUMBER
ZONIE AE OCTOBER2008 371 300J
i,ti 4• . a .: ,..,'tis* W OAKS Q O 47 14
.,,s s • • COURT __CD n a otirA�T
S
` : `' r. .�..kSU�NBONNET DRIVE:' r+"� . /
It 4Xhr34 a:f ; '( * S.,.� 546 WINTER III i g gU;
\ t. COURT QI11" o'''gNDStiL�
"P 0 ® 066 2. State of North Carolina
9��� '1•�a�' 549 I 553 Federal Emergency Management Agency}

7.L..-...- 1. .:c -..
•
-'�_'.y,y�r�� FLOOD HAZARD DATA TABLE FloodwayWidth(feet) Legend
•'��-�,°- - .- ,ter -':. '- ,,y�1- • a..: - ••-•N MF`-j Left/Right ht Distance From the
:?1F.: i. Ly T.L :: M1.. • r. 9
..5 xfx Y�,,• � • '4• • ' . Center of Stream to
"`_k 1%Annual Chance 1% annual chance
-:- ` ,4'r':_— "qt: • '� Encroachment Boundary.;•- •— �' t, Cross Stream Flood Discharge (100-year)
-9 ",1;'•- �' (Looking Downstream)idth MB (100-Year) Floodplain
v�,C�-Y~ •• •• •\ •�• ._ -":�� Section Station' (cfs) Water-Surface Elevation
G Iy}:;.' -z.. .^ Total Floodway Width
_ .. ''.A: \ ., c s '''. - .=�, (feet NAVD88)
°gyp- • .. _ •_.;=®®® i. ®_ �/// 1% annual
r) chance_: ."-. : .r' (100-Year) Floodway
• ,.I., - ,m3k��:m�a.7�rra:rm.T.Fn
• .. n�, _ _ `.n :- ,I REVISED DATA I 0.2% annual chance
.' _ ,. ' d It t y r+ry (500-Year) Floodplain
1 . c x •.. l ,,w,\IV11 \.
•
1, - ' el'L,own'�UJ� �%�%aa:l-1:aW _ .^•� �:'. ..Ns. .c:"�$
l T GRID NORTH
Union Couln F =� 3r7,,047�3 .- f MAP SCALE 1" = 500' (1 : 6,000)
K t �.4 j�o- ', °• .0 500 0 500
��. Unincorporate1Area — FEET
• 370234 '�" 4.
1 I METERS
' '- -•1 i - ti a 150 0 150
r - - ''.ram '
. -.:_.......
°. •' _ ► : if\ •.A: • A#. 111k��IJIIII PANEL 4464J
..., , .
. _,..
....
•, • ,.
.. INF
•.. ._.-•,...,7A•...•..,.:...-•-',•'..•.•,,,. , •,4
•-i-77.,-.7•.•,-!-,-. %4-•..., •.••.'.1t c,.„,
FIRM
+ •
: bur FLOOD INSURANCE RATE MAP
•
. -- -411*- : - \.Tvor..,. :. NORTH CAROLINA
.. -•' 42.-4iiie --• "*. it'll
_ 44
�, . .�_ '4y. • • �w PANEL 4464
•'fit' 1. : y,' lit
Z (SEE LOCATOR DIAGRAM OR MAP INDEX FOR
• . r / S �R. FIRM PANEL LAYOUT)
?9 '�.. 114
1' „Vn CONTAINS:
9, ti 4°'''aM II_••.�:: .. '' -' i -i, i 4 ♦ ifik ...' COMMUNITY CID No. PANEL SUFFIX
' �` ?A `Union County - � �'=' MARVIN,VILLAGE OF 370514 4464 J
�- e. r _ i �� (f UNION COUNTY 370234 4464 J
` `�' .Unincorporated Ara - o r L WAXHAW,TOWN OF 370473 4464 J
- VII REVISED TO
1 �,. '* , 370234
T gV
'._ _ -
AA76 . -' :� ` ,, .--. REFLECT LOMR
/. r.: ,, rf
. yW" ® EFFECTIVE: March 10, 2016
h.''j,':,rAr} `L ,ry�.' v �`' - �' y. ' �.,.+. � REVISED AREA Notice to User:The Map Number shown below should be
iti i, ;n- j.': • " /� IlAi used when placing map orders;the Community Number
11 �'� •r "` _ shown above should be used on insurance applications for
•Yi:-' _ �:- ��.��. PP ica Ions
r rr _;-C-' � � • the subject community.
• rf: _.. d� Twelv.4" Ca:1 ' / /
L.., / r =�-+.:r-- N. • �J EFFECTIVE DATE MAP NUMBER
• ".': - . •. b. ' =.°b..' . / m OCTOBER 16,2008 3710446400J
r.• . •. ZONE AEL. / i �Z
•
'AS
o ZONE X/? , ::' oU�
u�• ;} Mdi State of North Carolina
r o . ' ,. /
"" Federal Emergency Management Agency

® ':sii '' ' FLOOD HAZARD DATA TABLE Floodway Width(feet)
`J ��'•.i" 'r Left/Right Distance From the Legend
(� 1%Annual Chance Center of Stream to
tv �x{, rS 54
Cross Stream Flood Discharge (100-year) Encroachment Boundary
- ` •�y:. (Looking Downstream)or
`J ,./ Section Station (cfs) WaterSurfaceElevation Total Floodway Width 1% annual chance
it x 4 • -} (feet NAVD88)
-.ci TWELVEMILE CREEK (100-Year) Floodplain
`x, 101 10,1221 11,670 506.7 553/33 1% annual chance
Town of Waxhaw 1 119 11,9151 11,670 507.4 362/92 I I/
370473 139 13,8761 11,670 508.3 410/78 (100-Year) Floodway
152 15,1541 11,670 509.8 140/80
156 15,6541 11,670 510.3 600/451 El 0.2%annual chance
TWELVEMILE CREEK TRIBUTARY 3 (500-Year) Floodplain
510 i 005 5082 1,194 507.1' 14/14
--I 013 1,3102 1,194 507.13 14/14
019 1,9382 1,194 507.13 14/14
2 Feet above State boundary`Feet Above N4outh'Elevation Includes backwater effects I
1 �• • . ,. REVISED DATA— ( liar
.�\�, i� ZONE X . ' ' I
0 -, _ ` GRID NORTH
MAP SCA1 : 6,000)
J1$E.
027 (b' o I• I I T— 'FEET
tO Unincorporated Area ZONE x z I I I (METERS
370234 O 150 0 150
i i elvemile Creek / •Wv 1� ��p
rr 77
Trlvttrat_n 3 : • 1, I [ 1 •
PANEL 4474)
508 , /" ••..' I
.� • 2�2EGI3 ..' // -
. • • • //, 1 � % Q FIRM
• \ � •
_�, FLOOD INSURANCE RATE MAP
\ `sow ZONE AE � ® NORTH CAROLINA
r
•
lee7 7/ • /. ON..
Twelvem-l'le 0 • • "'`
005 ZONE AE •\ U PANEL 4474
lie •� Z (SEE LOCATOR DIAGRAM OR MAP INDEX FOR
K - \ .•- FIRM PANEL LAYOUT)
ti �
m..ID CONTAINS:
JnO, _ 1111, - ZONE AE' COMMUNITY CID No. PANEL SUFFIX
•
// _ UNION COUNTY 370234 4474 J
/ / Q , .;�: •• - CSO� I��, WAXHAW,TOWN OF 370473 4474 J
/. / WESLEY CHAPEL,VILLAGE 0E370525 4474 J
1, Y (, / y, REVISED TO
•
}�.� ` • ® REFLECT LOMR
./ / ZONE AE/ o
-/ .: /' •
- �� ® EFFECTIVE: March 10, 2016
/','�. -. = - Notice to User:The Map Number shown below should be
� ,. • J used when placing map orders;the Community Number
r1i shown above should be used on insurance applications for
... • 4 • I; .• ZONE X me subject community.
• �. 1 4 J EFFECTIVE DATE MAP NUMBER• '' . REVISED ',RE•,
" • Twelvem-ile Creek1i •I OCTOBER 16,2008 3710447400J
�/ • • Tributa 4 -, ;�4t• ti % ":' U1111©n County 77.. o�QARr
4 : .. _P' ' TM u .Unlineorporated Area ®_ °_ '4% taj9.
'�A�e' Z _. O. •ZONE AE • S IpINEOA •
KR©AD O-O� Q p 370234 ,„r• • a ' • • /3/
G O 0 6' kl m o :y • ,5-- ..,,,.. �e qun..0 73 m �� State of North Carolina
C. r. t. g �� ` Federal Emergency Management Agency J

- ir s• o
• Legend
E 1%annual chance
t KENSINGTON�RIV ; , . (100-Year) Floodplain
Union County �� •
S.!,.. . // 1D/0 annual chance
1nliineorporated AreaZ®NQ x -
/
; \ 3710234 •ZONE AE ;• • • • ;� (100-Year) Floodway
0.20/0 annual chance
•
• os (500-Year) Floodplain
'T
. • / t;.i••••, .-. -.
/�� `SOS • �yz�� GRID NORTH
o • ZONE•X• • • 7 °1-k_ MAP SCALE 1" = 500' (1 : 6,000)
F • • • • 500 0 500
i .:�l / ' •) • • • '4)* /1"
i I I I FEET
1,, ; / ` I I I METERS
•
I`�NIF�`IJIIII PANEL 4463J
i ,REVISED AREA
44. • : : : . . . . : - / • • • f FIRM
• Tlt'elvemu2e Creep I Q
• \ •,x t�; FLOOD INSURANCE RATE MAP
® NORTH CAROLINA
. •
• • •. • Town of m..
�; . . . . . +, iib.i., mil
W . o370473 PANEL 4463
N h -_, (SEE LOCATOR DIAGRAM OR MAP INDEX FOR
r, Fer
� FIRM PANEL LAYOUT)
ZONE AE ,!,.....;.:.I.:.....,:..:,...,:... : - Q
i
R' • g:", / ZONE AE Ito. CONTAINS:CONTAINS:
N ......
COMMUNITY CID No. PANEL SUFFIX
�r ,, ,)./, :' 113' UNION COUNTY 370234 4463 J
/ Eli). WAXHAW,TOWN OF 370473 4463 J
?, '" '•,, -.. :?;- .. --- REVISED TO
" an REFLECT LOMR
Town of Waxhaw11Union: ount
EFFECTIVE: March 10, 2016
.. R
370473 4 ` �\`�\ V Y Hr Notice to User:The Map Number shown below should be
50 C; \vE Uni co, orr�ted /`rcr� used when placing map orders;the Community Number
Unincorporated 11 1 C.: Arca shown above should be used on insurance applications for
�R `- :'! •-' - the subject community.
. 'i ' 3.70 II' EFFECTIVE DATE MAP NUMBER
FLOOD HAZARD DATA TABLE Floodway Width(feet) c OCTOBER 16,2008 3710446300J
LeftlRight Distance From the
Center of Stream to sriuF F"4AR$yF
1%Annual Chance o��,4
Cross Stream Flood Discharge (100-year) Encroachment Boundary ® N.
�.
Section Station' (cfs) Water-Surface Elevation (Looking Downstream)or l ti\ j��
Total Floodway Width
(feet NAVD88) v NY o rr
TWELVEMILECREEK IPI �` "� � ��xnse°�
082 8,200 11,670 504.7 343/134 p�7 l._
089 8,945 11,670 505.6 210/157 i State of North Carolina
'Feet above State Boundary I .+� +".- ; 4-4 ` Federal Emergency Management Agency J
REVISED DATA .-� ,� ` ".��Li.a- _4 �, ` J

540 540
530 CV w } CC 530
Owl z
W J
wwm W
w~ /W/�//
w i III
I.L
520 OU U - - • 520 V
IJ-
0 W REVISED AREA ► L,L J
0-
2
W
510 - - • 510 0
. 1 0 J
a UJ
Z 500 500
1- r
w
w
LL
Z_
Z
0
H
w490 - 490
J
w
z
480 480 LU CO
I— V w
Ej Z
088
089 w
w
470 470 Z Z I-
LEGEND < m
>- 00
0.2%ANNUAL CHANCE FLOOD z U CL
-- 1%ANNUALCHANCEFLOOD 0 Z 0
2%ANNUAL CHANCE FLOOD LU O Z_
460 10%ANNUAL CHANCE FLOOD LU Z CI
A<A<A<A< STREAM BED < Q
/\ /\ Q
062 075 082 ® CROSS SECTION LOCATION
\/ \/ LU
LL
450
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
REVISED TO
STREAM DISTANCE IN FEET ABOVE STATE BOUNDARY REFLECT LOMR 1 09P
EFFECTIVE: March 10, 2016

550 550
540 Li_W u_w 540
O O
WCto) Ct �
} w }O 0
Z < Z <
WJI- LL1JI-
w- - LLI
Z Z W N�
Owl- Owe LL
V
530 O� O� 530 1.1.
0 w
Ce J
41 REVISED AREA a C
0 G
520 520 0 w
0 J
J w
LL
0
H
a
Z 510 510
w - --- -- -- - - - - -
LL - - - -
Z
Z
O
w500 500
J
W
U
Z
490 490 LU
U CO
I- U w
w Z Ce
ice` /<<M Q H w
480 480 Z Z I-
LEGEND
>- 0 0
0.2%ANNUAL CHANCE FLOOD Z 0 11
-- 1%ANNUAL CHANCE FLOOD 1 Z 0
2%ANNUAL CHANCE FLOOD w 0 Z
470 -
10%ANNUAL CHANCE FLOOD w Z
STREAM BED < Q
Ct
® ® LLI
® CROSS SECTION LOCATION CI
LL
460
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 15,200
REVISED TO
STREAM DISTANCE IN FEET ABOVE STATE BOUNDARY REFLECT LOMR 110 P
EFFECTIVE: March 10, 2016

550 550
Y
Y w
CC
W
Oz0
540 ¢O Y J • 540
U w w w THIS LOMR REFLECTS A SHORTER STREAM DISTANCE(175')
LL , WITHIN THE AREA OF REVISION DUE TO UPDATES IN REACH
c�w O w w LENGTHS IN THE STUDY AREA TO ACCURATELY REFLECT W
= o w J GROUND CONDITIONS.THE UPSTREAM TIE—IN CROSS SECTION Cl)
Lu O Z w 15645 IN THE AS—BUILT CONDITIONS MODEL CORRESPONDS W �W�//
rz n J TO CROSS SECTION 15820 IN THE EFFECTIVE MODEL. LL
530 cliz 530 (a)
1- IJ-
° Cr) O W
Ce
• REVISED AREA —I
0-
2
w
520 520 O
O J
J U
U. J
I—
a ---
Z 510 ��� .. _-- 510
w — — — — —
w
La. i
Z _
Z
O
H
w500 — 500
J
w
0
Z
490 — — — 490 w
C3 N
z
(a) w
w Z
W
480 480 Z Z H
LEGEND < M <
>— O0
0.2%ANNUAL CHANCE FLOOD z U CL
-- 1%ANNUALCHANCEFLOOD Cw`1 Z 0
2%ANNUAL CHANCE FLOOD W O Z_
470 10%ANNUAL CHANCE FLOOD w Z CI
I
A<A<A<A< STREAM BED < Q
/\ /\ LU
139 0
156 ® CROSS SECTION LOCATION
\/ \/ W
LL
460
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 18,400
REVISED TO
STREAM DISTANCE IN FEET ABOVE STATE BOUNDARY REFLECT LOMR 111 P
EFFECTIVE: March 10, 2016

550 I I I I 550
1%ANNUAL CHANCE BACKWATER EFFECTS FROM TWELVEMILE CREEK 0I
M
IM
540 1 w - -• • 540 :CC
WU
Z
w REVISED AREA CO
D
J LL1
LL J D
III
530 OO H - - - 530 J
0 W
LU
Ce
Ce
0520 •
'�i �' Cl
' 520 O W
-
U.
' W
a 510 /"��' 0 510
ww - - - - -- -�^ 2 LW
Z _ice (Y r....
....
}
Z _N m
7
4Q
500 • 0 500
J
w
0
Z
490 I 490 W
0 CO
< 0 <
d Z'IV Z W
eV050 Z
055 060 LU re
w > Q
W
480 480 Z Z H
>- 00
FLOOD0.2%ANNUAL CHANCE 0 0 a
FLOOD Z 0
FLOOD w O U Z
470
••. w Z CI
Q M Z
Q
II
CC 013 019 027 036 041
LLI
\/ \/ \/ 0 CR• • • • LU
U-
460
0 500 1,000 1,500 2,000 2,500 3,000 3,500 4,000 4,500 5,000 5,500 6,000 6,500
REVISED TO
STREAM DISTANCE IN FEET ABOVE MOUTH REFLECT LOMR 112 P
EFFECTIVE: March 10, 2016

BASE FLOOD
FLOODING SOURCE FLOODWAY WATER-SURFACE ELEVATION
(FEET NAVD 88)
SECTION MEAN
CROSS SECTION DISTANCE' WIDTH AREA VELOCITY REGULATORY WITHOUT WITH INCREASE
(FEET) (SQUARE (FEET PER FLOODWAY FLOODWAY
FEET) SECOND)
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
(17S 7,4F11 77f, 7,77 1 _f, 5(14_R S(14_R Sf15.7 _ (l_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
A
'Feet above State boundary
'Value is inaccurate, as the floodway has been adjusted in this area to match a topographic redelineation 41 REVISED DATA
FEDERAL EMERGENCY MANAGEMENT AGENCY
-I REVISED TO
D REFLECT LOMR FLOODWAY DATA
r UNION COUNTY, NC EFFECTIVE: March 10, 2016
rn AND INCORPORATED AREAS
N TWELVEMILE CREEK

BASE FLOOD
FLOODING SOURCE FLOODWAY WATER-SURFACE ELEVATION
(FEET NAVD 88)
SECTION MEAN
CROSS SECTION DISTANCE' WIDTH AREA VELOCITY REGULATORY WITHOUT WITH INCREASE
(FEET) (SQUARE (FEET PER FLOODWAY FLOODWAY
FEET) SECOND)
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 A 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 REVISED DATA
FEDERAL EMERGENCY MANAGEMENT AGENCY
-I REVISED TO
D REFLECT LOMR FLOODWAY DATA
CO EFFECTIVE: March 10, 2016
m UNION COUNTY, NC
AND INCORPORATED AREAS
N TWELVEMILE CREEK TRIBUTARY 3

Table 10-Limited Detailed Flood Hazard Data
1% Annual
Flood Chance Water- Non-
Cross Stream Discharge Surface Elevation Encroachment
Sections Station2 (cfs) (feet NAVD 88) 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 TRIB TARY 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 A 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
REVISED DATA
1This table reflects all modeled cross sections. Some cross sections shown in this tame 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). REVISED TO
4Elevation includes backwater effects. REFLECT LOMR EFFECTIVE: March 10, 2016
Page 108 Flood Insurance Study Report: Union County,North Carolina and Incorporated Areas
February 19,2014

ife Service
iJnventor
PRESCOT VILLAGE PHASE 1
1, National W
( t-F.i-• ;lilt • ' . -
- I I.% i1/4 . . v..,,,,..:_. ir.. • Ur_.,4 _._ . _
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0 0.05 0.1 0.2 mi r# - rt . - •i
•
0 0.1 0.2 0.4 km e — -
Februar 16, 2�17 This map is for general reference only.The US Fish and Wildlife
y Service is not responsible for the accuracy or currentness of the
base data shown on this map.All wetlands related data should
1 Estuarine and Marine Deepwater 1 1 Freshwater Forested/Shrub Wetland Other be used in accordance with the layer metadata found on the
Wetlands Mapper web site.
Estuarine and Marine Wetland n Freshwater Pond ❑ Riverine
Freshwater Emergent Wetland Lake
National Wetlands Inventory(NWI)
This page was produced by the NWI mapper

1 I 2 I 3 I4 I 5
Dewberry®
6135 LAKEVIEW ROAD,SUITE 150
CHARLOTTE,NC 28269-2618
�y \\ / NC Reg!T,9907#F-0079
e
��,__...... .—.—.—\
��� JI f( k 1. e BANK o!�
J NORTH de
% h fie p4�e b pe.Iw•II Me rlgld yea
E
1111111 \111
7 ,/ 1 1 1 1 III Q
1222 H POINT,N E2 DRIVE\ JI �1 HIGH POINT,NC 27265Vo
i 1\\\\ J I�JIII 1 I I Prescot Glen Parkway
�— I 1I 50 00 200 Extension shall be dedicated as
�� IIII ` 1, �= Public Right-of-Way
\/
Z \ \ ,
/ f\`� I
/ '� w Q
z
r 2 Q
0
\ I 11
1 I, � � = U
D 0 < H
Et
100-YEAR FLOODWAY ,,7, 11 z0
BASIN i PRE-DEV �� � ,
-
D RAI NAG / �' SEAL
AREA=10.93 \I
trit,
, CN=75 J
Tc
_58 MIN. KEY PLAN
C / — _ /
/
/ APPROXIMATED i SCALE
TRAVEL FOR Tc / 11
/ 1 "=100'
/
L / — —
B / — TRANSITION FROM
1 / SHEET TO SHALLOW / \
I / CONCENTRATED FLOW -
/ No. DATE BY Description
1 / 7
/ REVISIONS
/ / / \
\--
/ DRAWN BY MV
/ / \ APPROVED BY WG
9
CHECKED BY SN
SN
/
/ DATE 06/27/16
/ / l
/ / / \ TITLE
• / / / PRE-DEVELOPMENT
1 / \ i = MAP
A / ,___, ____ / / }____
:MI�p
// `—' (\\ — _\ — -- PROJECT NO 50083412
�_ E-6
iii_ , / SHEET NO.

I-- - J - ,. - -- - • - -
PRESCOT VILLAGE PHASE 1 II Dewberry°
Bt35 LAKEVIEW ROAD SUITE 150
Proposed Storm System Configuration CHARLOTTE.NC 28289-2818
rtap..m..PM
StonnCAO Output for Catchments.4 In rhr intensity,Existing Land tie Condltiont ••••....;, •
Gtthme nCe tr Catchment Catchment
• OFF M�{
label Scaled Area lames) Rational ntCA ConcenMtl Intensity Outflow Rational
\ rr�..rr tia...�
E iaaes) en(min) iln/h) Node Flow(Wrest
1 0.11 0.78 0.08 5 4 GA 4 0.34 'I
2 0.26 43.78 021 5 4 a A-3 OM 7. 1222 EASTCHESTER DRIVE
,B 0.07 0.80 0.05 5 4 CI Afi 0.22 HIGH POINT,NC 27205
9 0.07 ¢82 0.06 S 4 CIA-7 0.22
\\
10 0.4I 0 81 v.34 S 4 CI A•5.1 1.38 S� Prt7SCot Glan Parkway
'`� Extension shall be dedicated as
: 00ut :::t:
ntCA Contentratl Intensity Rationa` = _l 7 0.82 1.21 5 7.03 CIA-7 8.5 \ _ Y r .m.+.�.�. POND W Z
FUTURE 42 1.18 181 0.9 5 7.03 D A•5 16.75 // .r��••♦.•.♦'•.♦.♦�.♦.♦.......�♦♦�/ g .71
FUTURE 85 1.53 a 81 1.24 5 7 03 CI A.5.1 8.72 // A. 54Ll.♦♦.♦♦♦...,..♦♦.♦+ J }� 2
FUTURE al 1.31 a78 :02 5 7.17 ..♦,♦♦♦♦+..♦..♦.♦ ¢
FUIUREII6 1.20 079 n.95 5 7 CBA•2 6.68 / ••��♦••♦•♦♦•.♦♦.♦♦ Ei) _ ¢
Q Z / /// 1����+������ FUTURE#1 ��, • 0 a =
/�//// / I�♦�.�♦�,�♦� PERVIOUS=0.26 AC ���« co
ct o
100-YEAR FLOODWAY / / IMPERVIOUS 1.05AC ��� a z
/'U E#6 �/ ./ }'��♦�♦�♦�♦+�� 5 �� :;" BYPASS
• /PERVIOUS=0.24 AC // +���.� '
IMPERVIOUS=0.95 AC/ �.����`����� +. �° - EVA
BASIN A TO POND // /i ' // ' may'=-: ---,__-
DRAINAGE AREA=10.54 // �-- .:_........ e� uo yy•; �.� �_
_ 1 r�� , ,Y,T yrTWll r771 /
it
� ��� ' / - // Iii 1
~ a� FUTURE#2 / 11I
Ir :r ',v,.. / PERVIOUS=0_24 AC li
o#/ I� t / /I ERVIOt�0.94 AC/ A" \ ;')
FUTURE#5
- PERVIOUS=0.31 AC 4*0
�il' / / / ` - 1 "=1001
• IMPERVIOUS=1.22 ACC 1 / • /
•
44
Legend - ��A IC: i� ���
41.4_ ' - . \
Catchment Name un
/ �4 �■V4E
I / Il FUTURE#3
I' ' 1 r /' / / / i` " PERVIOUS=0.41 AC I ttalnT nu` mica%Vt1O'Is
/ h. ll tie. DATE er Cormaly0m)`'' ::::
� I/ // // /' // \f1, >ti i;IIIMPERVIOUS=1.64 ACl MAMMY --Ei-
i // / / // 1■11 c Avvno,eae. wa
F `
0 111 ;FUTURE
' /' /' ,/ // �iii
l oecrrscrEner STI
IE aetrne
11 `• dOlt •.Rp •,, / / / / 1 TIRE
r �`pQ:•'FE !• 4jy / #4 P05T-DEVELOPMENT
i / FUTURE#4 0. ► Z.,.Q- l // / PERVIOUS=0.29 AC / ? i i MAP
FUTURE#3 _ L• ; - 1 / / /IMPERVIOUS=1.18 AC1. ,1 / ,�
FUTURE#2 :�;• 40 •016 x` 7 / / / // /- / ,' Al. i-
FUTURE#5 ''y .O1N•. Q• ` / / / / / / 4 = p ,nuY( �i H F���• / / / / �. , IV
PRESC�T
i fa / 11,
/ FUTURE#1 IriMlittot�`El-2i-i1• // // / / __- , •
Qtltltt 0' 50' 100' 200 ; E-7
,/ ,./ FUTURE#6 __--- _ -
-- ttttt . tttttttttt�� tttttttt.ttttir
s,.iryo

Worksheet 2: Runoff curve number and runoff
Projecjrn By Date
Me-SC-or V�wdc- — RA5S 1�.ip, 62ts 2- 1S - 17
Location Checked Date
Check one: kaPresent ❑ Developed
1. Runoff curve number
Soil name Cover description CN J Area Product
and of
hydrologic CN x area
group N N N cres
(cover type,treatment,and hydrologic condition;percent 1.22 ED. ❑mil
(appendix A) impervious;unconnected/connected impervious area ratio) LL ❑
Ch A 3/O o Ceow i Cam« C®r-vvtrtc:AJ
���►�I.e. (PEa- 1c")05?:, b6aA FD Amo GczA, 75 1,4 S77,2
'9
70 5.2 ZZ'f,O
rbe2 looms,,, Ca.-MIT D-1-.S
2 I ,
T PJS
Use only one CN source per line Totals » 10,5 S12, Z
CN (weighted)= total product = 512, 2 = 15,2 ; Use CN » 75
total area I C. 5
2. Runoff
Storm#1 Storm#2 Storm#3
Frequency yr
Rainfall, P(24-hour) in
Runoff,Q in
(Use P and CN with table 2-1,figure 2-1,or
equations 2-3 and 2-4)
D-2 (210-VI-TR-55,Second Ed.,June 1986)

...,af&_.._ ,isl_
.4 . •
• Prescot Village - Phase 1
Aerial View of site c 1998.Approximately 80% of the project site is open fields and 20% is wooded
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Image U S.C '*ological Survey .. • •
.• ,:` ' •• tc A
Ma *110', — .. , -- , - - I 1000 ft I

Worksheet 2: Runoff curve number and runoff
Project By Date
1-7?-0. -Orr /11.1-.&C 2c714•6&C 1 0. & 6i2b*Ibr 3. 31 . 1/
Location Checked Data
k1(,x, J
Check one: El Present (Developed
-1. Runoff curvenumbe _.._ _T _ .r.. _
Soil name Cover description CN J Area Product
and I of
hydrologic CN x area
group N 2 z Oacres
(cover type,treatment,and hydrologic condition;percent "' © 2
t�'(appendix A) impervious;unconnected/connected impervious area ratio) 4 i ❑%I
Ch-A ,,i2 1+a17 1to0 7 4 _A - °�� £5• �'L S8o,2
a ts E� SP -�1)Cs�trrra Got 1. 48 go,3
C to NC-Lb. $ Za% oF 1.4, rs,c, -
G 1-i ecx)5 �S 2 �� zso
mad,n So% c 5-2, r c�
Ss C L . OFt-, pA.,c-E - C-raA 6s►.19tfioa 14. 044, 44`�,
' , _ r of 3,2 c.c_
Tb132 trtpow,00s
512 _ 6 cc0.sti� is 0. ti'a 1G.1
b52_ , ,J i —&lop Cto rri o, ` aTar(', 20% .2 .. -_
- Use only one CN source per line
• Totals 10 10,8 1 .°1
CN (weighted)= total product = get).9 = e)►.4 •
total area 10.$
Use CN * c f 1
Storm#1 Storm#2 Storm#3
Frequency yr
Rainfall, P(24-hour) in
i
Runoff,0 in
(Use P and CN with table 2-1,figure 2-1,or `
equations 2-3 and 2-4)
D-2 (210-VI-TR-55,Second Ed.,June 1986)

Worksheet 3: Time of Concentration (To) or travel time (Tt)
Project ree.s car By Date
—15 - I/
I l.I�IS C3�t- Pj�4Te,
Location C ^ Checked Date
Check one: Present ❑ Developed
Check one: lTc ❑Tt through subarea
Notes: Space for as many as two segments per flow type can be used for each worksheet.
Include a map, schematic, or description of flow segments.
Sheet flow (Applicable to Tc only)
Segment ID
1. Surface description (table 3-1) WOODS
2. Manning's roughness coefficient, n (table 3-1) 0.40
3. Flow length, L(total L t 300 ft) ft SOO
4. Two-year 24-hour rainfall, P2 in , 2
5. Land slope,s ft/ft 0, 0 2
6. Tt= 0.007 (nL)
o.8 Compute Tt hr a 873 + = 0 813
P2 0.5 s0.4
Shallow concentrated flow
Segment ID 'CzjC,
7. Surface description (paved or unpaved) L)►J(7/ 46C)
8. Flow length, L ft `50
9. Watercourse slope,s ft/ft 0.0I
10. Average velocity, V(figure 3-1) ft/s I (p
11. Tt= L Compute Tt hr O, C 2 -I- = 0,09 Z
3600 V
Channel flow -
Segment ID
12. Cross sectional flow area, a ft2
13. Wetted perimeter, pw ft
14. Hydraulic radius, r= a Compute r ft
15 Channel slope, s Pw ft/ft
16. Manning's roughness coefficient, n
17. V= 1.49 r 2/3 s 1/2 Compute V ft/s
n
18. F►uw length, L ft
19. Tt= L Compute Tt hr
3600 V
20. Watershed or subarea Tc or Tt(add Tt in steps 6, 11, and 19) Hr 0•g(,,5
5g pi,N
(210-VI-TR-55,Second Ed.,June 1986) D-3

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)AE
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.
Precip.file name:P:\50083412\Tech\Civil\Hydro\Precip-NC.pcp
Rainfall Precipitation Table(in)
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

1
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®2019 by Autodesk, Inc.v2020 Thursday,08/20/2020
Hyd. No. 1
Pre-Dev Basin A
Hydrograph type = SCS Runoff Peak discharge = 3.720 cfs
Storm frequency = 1 yrs Time to peak = 752 min
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
Pre-Dev Basin A
Q (cfs) Hyd. No. 1 -- 1 Year Q (cfs)
4.00 - 4.00
$
3.00 - 3.00
2.00 - 2.00
1.00 - 1.00
0.00 - 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Hyd No. 1 Time (min)

2
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®2019 by Autodesk, Inc.v2020 Thursday,08/20/2020
Hyd. No. 3
Post-Dev Basin A
Hydrograph type = SCS Runoff Peak discharge = 3.093 cfs
Storm frequency = 1 yrs Time to peak = 146 min
Time interval = 2 min Hyd. volume = 12,886 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. = 1.00 in Distribution = SCS 6-Hr
Storm duration = 6.00 hrs Shape factor = 484
*Composite(Area/CN)=[(8.990 x 98)+(2.250 x 61)]/10.540
Post-Dev Basin A
Q (cfs) Hyd. No. 3 -- 1 Year Q (cfs)
4.00 - 4.00
3.00f .%. %-'-....'""ft.-.-4..--""•.---.— 3.00
2.00 - 2.00
1.00 - 1.00
A0.00 - 0.00
0 60 120 180 240 300 360 420
Hyd No. 3 Time (min)

3
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®2019 by Autodesk, Inc.v2020 Thursday,08/20/2020
Hyd. No. 4
Pond A
Hydrograph type = Reservoir Peak discharge = 0.019 cfs
Storm frequency = 1 yrs Time to peak = 368 min
Time interval = 2 min Hyd. volume = 572 cuft
Inflow hyd. No. = 3 - Post-Dev Basin A Max. Elevation = 508.34 ft
Reservoir name = Regional Detention Max. Storage = 68,059 cuft
Storage Indication method used. Wet pond routing start elevation=507.50 ft.
Pond A
Q (cfs) Hyd. No. 4 -- 1 Year Q (cfs)
4.00 - 4.00
3.00 I 3.00
2.00 2.00
1.00 1.00
0.00 - 0.00
0 240 480 720 960 1200 1440 1680 1920
Time (min)
— Hyd No. 4 Hyd No. 3 TTTTTTII Total storage used = 68,059 cuft

Pond Report 4
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®2019 by Autodesk, Inc.v2020 Thursday,08/20/2020
Pond No. 1 - Regional Detention
Pond Data
Contours-User-defined contour areas.Conic method used for volume calculation.Begining Elevation=501.50 ft
Stage/Storage Table
Stage(ft) Elevation(ft) Contour area(sqft) Incr.Storage(cuft) Total storage(cuft)
0.00 501.50 00 0 0
0.50 502.00 5,449 908 908
1.50 503.00 6,756 6,090 6,998
2.50 504.00 9,551 8,112 15,111
3.50 505.00 10,545 10,043 25,154
4.50 506.00 11,535 11,035 36,189
5.50 507.00 12,914 12,217 48,406
6.00 507.50 14,236 6,784 55,190
6.50 508.00 15,324 7,388 62,577
7.50 509.00 17,332 16,316 78,894
8.00 509.50 18,494 8,954 87,848
8.50 510.00 19,610 9,524 97,371
9.50 511.00 21,846 20,716 118,087
10.50 512.00 24,174 22,998 141,085
11.50 513.00 26,571 25,361 166,446
12.50 514.00 29,631 28,084 194,530
Culvert/Orifice Structures Weir Structures
[A] [B] [C] [PrfRsr] [A] [B] [C] [D]
Rise(in) = 42.00 2.50 8.00 0.00 Crest Len(ft) = 24.00 4.00 Inactive 0.00
Span(in) = 42.00 2.50 8.00 0.00 Crest El.(ft) = 511.74 511.18 0.00 0.00
No.Barrels = 1 1 1 0 Weir Coeff. = 3.33 3.33 3.33 3.33
Invert El.(ft) = 502.96 507.50 509.14 0.00 Weir Type = 1 Rect --- ---
Length(ft) = 60.00 0.00 0.00 0.00 Multi-Stage = Yes Yes No No
Slope(%) = 1.16 0.00 0.00 n/a
N-Value = .013 .013 .013 n/a
Orifice Coeff. = 0.60 0.60 0.60 0.60 Exfil.(in/hr) = 0.000(by Contour)
Multi-Stage = n/a Yes Yes No 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).
Stage(ft) Stage/ Discharge Elev(ft)
14.00 - 515.50
•
12.00 •
•
513.50
10.00 •
•
511.50
8.00 509.50
•
•
6.00 507.50
4.00 505.50
2.00 •
•
503.50
•
•
0.00 501.50
0.0 10.0 20.0 30.0 40.0 50.0 60.0 70.0 80.0 90.0 100.0 110.0
Total Q Discharge(cfs)

5
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®2019 by Autodesk, Inc.v2020 Thursday,08/20/2020
Hyd. No. 1
Pre-Dev Basin A
Hydrograph type = SCS Runoff Peak discharge = 5.910 cfs
Storm frequency = 2 yrs Time to peak = 750 min
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
Pre-Dev Basin A
Q (cfs) Hyd. No. 1 --2 Year Q (cfs)
6.00 6.00
5.00 5.00
1
4.00 4.00
3.00 3.00
2.00 2.00
1.00 1.00
J \ ,.....„..._
0.00 - __- 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Hyd No. 1 Time (min)

6
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®2019 by Autodesk, Inc.v2020 Thursday,08/20/2020
Hyd. No. 3
Post-Dev Basin A
Hydrograph type = SCS Runoff Peak discharge = 12.77 cfs
Storm frequency = 2 yrs Time to peak = 144 min
Time interval = 2 min Hyd. volume = 50,635 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. = 2.28 in Distribution = SCS 6-Hr
Storm duration = 6.00 hrs Shape factor = 484
*Composite(Area/CN)=[(8.990 x 98)+(2.250 x 61)]/10.540
Post-Dev Basin A
Q (cfs) Hyd. No. 3 --2 Year Q (cfs)
14.00 - 14.00
12.00 - 12.00
10.00 - 10.00
8.00 8.00
6.00 6.00
4.00 4.00
2.00 - 2.00
2 \0.00 - - 0.00
0 60 120 180 240 300 360 420
Hyd No. 3 Time (min)

7
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®2019 by Autodesk, Inc.v2020 Thursday,08/20/2020
Hyd. No. 4
Pond A
Hydrograph type = Reservoir Peak discharge = 1.252 cfs
Storm frequency = 2 yrs Time to peak = 362 min
Time interval = 2 min Hyd. volume = 38,321 cuft
Inflow hyd. No. = 3 - Post-Dev Basin A Max. Elevation = 509.86 ft
Reservoir name = Regional Detention Max. Storage = 94,740 cuft
Storage Indication method used. Wet pond routing start elevation=507.50 ft.
Pond A
Q (cfs) Hyd. No. 4 --2 Year Q (cfs)
14.00 - 14.00
12.00 - 12.00
10.00 10.00
8.00 8.00
6.00 6.00
4.00 - 4.00
2.00 - 2.00
0.00 - 0.00
0 360 720 1080 1440 1800 2160 2520 2880 3240 3600 3960
Time (min)
Hyd No. 4 Hyd No. 3 111111111 Total storage used = 94,740 cuft

8
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®2019 by Autodesk, Inc.v2020 Thursday,08/20/2020
Hyd. No. 1
Pre-Dev Basin A
Hydrograph type = SCS Runoff Peak discharge = 13.88 cfs
Storm frequency = 10 yrs Time to peak = 750 min
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
Pre-Dev Basin A
Q (cfs) Hyd. No. 1 -- 10 Year Q (cfs)
14.00 - 14.00
12.00 - 12.00
10.00 - - - 10.00
8.00 8.00
6.00 6.00
4.00 - 4.00
2.00 - 2.00
0.00 - - 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Hyd No. 1 Time (min)

9
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®2019 by Autodesk, Inc.v2020 Thursday,08/20/2020
Hyd. No. 3
Post-Dev Basin A
Hydrograph type = SCS Runoff Peak discharge = 24.49 cfs
Storm frequency = 10 yrs Time to peak = 144 min
Time interval = 2 min Hyd. volume = 98,640 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. = 3.72 in Distribution = SCS 6-Hr
Storm duration = 6.00 hrs Shape factor = 484
*Composite(Area/CN)=[(8.990 x 98)+(2.250 x 61)]/10.540
Post-Dev Basin A
Q (cfs) Hyd. No. 3 -- 10 Year Q (cfs)
28.00 28.00
24.00 24.00
20.00 20.00
16.00 16.00
12.00 12.00
8.00 ) 8.00
4.00 4.00
0.00 1 0.00
0 60 120 180 240 300 360 420
Hyd No. 3 Time (min)

10
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®2019 by Autodesk, Inc.v2020 Thursday,08/20/2020
Hyd. No. 4
Pond A
Hydrograph type = Reservoir Peak discharge = 2.588 cfs
Storm frequency = 10 yrs Time to peak = 330 min
Time interval = 2 min Hyd. volume = 86,326 cuft
Inflow hyd. No. = 3 - Post-Dev Basin A Max. Elevation = 511.21 ft
Reservoir name = Regional Detention Max. Storage = 122,934 cuft
Storage Indication method used. Wet pond routing start elevation=507.50 ft.
Pond A
Q (cfs) Hyd. No. 4 -- 10 Year Q (cfs)
28.00 28.00
24.00 24.00
20.00 20.00
16.00 16.00
12.00 12.00
8.00 8.00
4.00 4.00
0.00 — 0.00
0 360 720 1080 1440 1800 2160 2520 2880 3240 3600
Time (min)
Hyd No. 4 Hyd No. 3 111111111 Total storage used = 122,934 cuft

11
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®2019 by Autodesk, Inc.v2020 Thursday,08/20/2020
Hyd. No. 1
Pre-Dev Basin A
Hydrograph type = SCS Runoff Peak discharge = 18.86 cfs
Storm frequency = 25 yrs Time to peak = 750 min
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
Pre-Dev Basin A
Q (cfs) Hyd. No. 1 --25 Year Q (cfs)
21.00 21.00
$
18.00 18.00
15.00 15.00
12.00 12.00
9.00 9.00
6.00 6.00
3.00 3.00
0.00 - 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Hyd No. 1 Time (min)

12
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®2019 by Autodesk, Inc.v2020 Thursday,08/20/2020
Hyd. No. 3
Post-Dev Basin A
Hydrograph type = SCS Runoff Peak discharge = 29.87 cfs
Storm frequency = 25 yrs Time to peak = 144 min
Time interval = 2 min Hyd. volume = 121,321 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. = 4.38 in Distribution = SCS 6-Hr
Storm duration = 6.00 hrs Shape factor = 484
*Composite(Area/CN)=[(8.990 x 98)+(2.250 x 61)]/10.540
Post-Dev Basin A
Q (cfs) Hyd. No. 3 --25 Year Q (cfs)
30.00 30.00
25.00 25.00
20.00 20.00
15.00 15.00
10.00 10.00
5.00 5.00
0.00 — 0.00
0 60 120 180 240 300 360 420
Hyd No. 3 Time (min)

13
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®2019 by Autodesk, Inc.v2020 Thursday,08/20/2020
Hyd. No. 4
Pond A
Hydrograph type = Reservoir Peak discharge = 4.862 cfs
Storm frequency = 25 yrs Time to peak = 226 min
Time interval = 2 min Hyd. volume = 109,007 cuft
Inflow hyd. No. = 3 - Post-Dev Basin A Max. Elevation = 511.48 ft
Reservoir name = Regional Detention Max. Storage = 129,096 cuft
Storage Indication method used. Wet pond routing start elevation=507.50 ft.
Pond A
Q (cfs) Hyd. No. 4 --25 Year Q (cfs)
30.00 30.00
25.00 25.00
20.00 20.00
15.00 15.00
10.00 10.00
5.00 5.00
0.00 0.00
0 360 720 1080 1440 1800 2160 2520 2880 3240
Time(min)
Hyd No. 4 Hyd No. 3 111111111 Total storage used = 129,096 cuft

14
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®2019 by Autodesk, Inc.v2020 Thursday,08/20/2020
Hyd. No. 1
Pre-Dev Basin A
Hydrograph type = SCS Runoff Peak discharge = 22.71 cfs
Storm frequency = 50 yrs Time to peak = 750 min
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
Pre-Dev Basin A
Q (cfs) Hyd. No. 1 -- 50 Year Q (cfs)
24.00 24.00
1
20.00 20.00
16.00 16.00
12.00 12.00
8.00 8.00
4.00 4.00
0.00 — 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Hyd No. 1 Time (min)

15
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®2019 by Autodesk, Inc.v2020 Thursday,08/20/2020
Hyd. No. 3
Post-Dev Basin A
Hydrograph type = SCS Runoff Peak discharge = 34.25 cfs
Storm frequency = 50 yrs Time to peak = 144 min
Time interval = 2 min Hyd. volume = 140,049 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. = 4.92 in Distribution = SCS 6-Hr
Storm duration = 6.00 hrs Shape factor = 484
*Composite(Area/CN)=[(8.990 x 98)+(2.250 x 61)]/10.540
Post-Dev Basin A
Q (cfs) Hyd. No. 3 -- 50 Year Q (cfs)
35.00 35.00
30.00 30.00
25.00 25.00
20.00 20.00
15.00 15.00
10.00 ____ 10.00
5.00 5.00
--\0.00 0.00
0 60 120 180 240 300 360 420
Hyd No. 3 Time (min)

16
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®2019 by Autodesk, Inc.v2020 Thursday,08/20/2020
Hyd. No. 4
Pond A
Hydrograph type = Reservoir Peak discharge = 7.099 cfs
Storm frequency = 50 yrs Time to peak = 192 min
Time interval = 2 min Hyd. volume = 127,735 cuft
Inflow hyd. No. = 3 - Post-Dev Basin A Max. Elevation = 511.65 ft
Reservoir name = Regional Detention Max. Storage = 133,051 cuft
Storage Indication method used. Wet pond routing start elevation=507.50 ft.
Pond A
Q (cfs) Hyd. No. 4 -- 50 Year Q (cfs)
35.00 35.00
30.00 30.00
25.00 25.00
20.00 20.00
15.00 15.00
10.00 10.00
5.00 ,\ 5.00
0.00 - 0.00
0 240 480 720 960 1200 1440 1680 1920 2160 2400 2640 2880
Time (min)
Hyd No. 4 Hyd No. 3 111111111 Total storage used = 133,051 cuft

17
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®2019 by Autodesk, Inc.v2020 Thursday,08/20/2020
Hyd. No. 1
Pre-Dev Basin A
Hydrograph type = SCS Runoff Peak discharge = 25.32 cfs
Storm frequency = 100 yrs Time to peak = 750 min
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
Pre-Dev Basin A
Q (cfs) Hyd. No. 1 -- 100 Year Q (cfs)
28.00 28.00
0-
24.00 24.00
20.00 20.00
16.00 16.00
12.00 12.00
8.00 8.00
4.00 4.00
0.00 .'%"----- 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Hyd No. 1 Time (min)

18
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®2019 by Autodesk, Inc.v2020 Thursday,08/20/2020
Hyd. No. 3
Post-Dev Basin A
Hydrograph type = SCS Runoff Peak discharge = 37.64 cfs
Storm frequency = 100 yrs Time to peak = 144 min
Time interval = 2 min Hyd. volume = 154,693 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. = 5.34 in Distribution = SCS 6-Hr
Storm duration = 6.00 hrs Shape factor = 484
*Composite(Area/CN)=[(8.990 x 98)+(2.250 x 61)]/10.540
Post-Dev Basin A
Q (cfs) Hyd. No. 3-- 100 Year Q (cfs)
40.00 - 40.00
30.00 30.00
20.00 20.00
10.00 10.00
0.00 - - 0.00
0 60 120 180 240 300 360 420
Hyd No. 3 Time (min)

19
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®2019 by Autodesk, Inc.v2020 Thursday,08/20/2020
Hyd. No. 4
Pond A
Hydrograph type = Reservoir Peak discharge = 9.980 cfs
Storm frequency = 100 yrs Time to peak = 174 min
Time interval = 2 min Hyd. volume = 142,379 cuft
Inflow hyd. No. = 3 - Post-Dev Basin A Max. Elevation = 511 .78 ft
Reservoir name = Regional Detention Max. Storage = 136,011 cuft
Storage Indication method used. Wet pond routing start elevation=507.50 ft.
Pond A
Q (cfs) Hyd. No. 4 -- 100 Year Q (cfs)
40.00 40.00
30.00 30.00
20.00 - 20.00
10.00 10.00
0.00 0.00
0 240 480 720 960 1200 1440 1680 1920 2160 2400
Time (min)
Hyd No. 4 Hyd No. 3 TTTTTTII Total storage used = 136,011 cuft

WET POND CALCULATIONS
Dewberry Engineers Inc.
Project: Prescot Village - Phase 1
Location/Governing Authority: Town of Waxhaw
Inception Date: 3-Apr-17
Revision Date 3-Aug-20
Drainage Area (Area draining to Pond) = 10.54 Acres
Percentage of Impervious Area (Post-Development) = 77.8%
Post-Development Curve Number(weighted) = 91
Rv=0.05+0.9 * IA DV= 3630 * RD * RV* A
Rv= 0.7502 DV= 28703 cf
Orifice Area (A) = 2.5 in
Q=CdA(2gHo/3)^0.5
Cd= 0.6
A= 0.0341 sf
Orifice Invert 509.14 ft
Permanent Pool Eleavation 507.5 ft
Ho= 1.64 ft
Ho/3 0.55 ft
Q= 0.121 cfs
Drawdown Time (DV/Q) = 2.74 days

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: C
E: 9.00 feet
F: 9.00 feet -A-
h2: 2.00 feet F BI p
Weight of Displaced Water: 1 I
Uplift= [(C x D x h1)+ (E x F x h2)] x Weight of Water 11 i
Uplift= 38,374 lbs F� E
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

PIPE TABLE
Length Capacity
Slope Manning's Flow Invert(Upstream) Invert Velocity
Start Node Stop Node (Scaled) Conduit Description (ft/ft) n (ft3/s) (ft) (Downstream)(ft) (ft/s) (Full Flow)
(ft) (ft;/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 I 10.625
CI A-6 CI A-5 211.2 Circular Pipe-30 in 0.02 0.013 20.194 511.26 507.05 10.7 57.906
CI A-5 CI A-4 70.9 Circular Pipe-42 in 0.005 0.013 37.4 506.18 505.82 7.5 71.209
CI A-4 CI A-3 14.1 Circular Pipe-42 in 0.005 0.013 43.542 505.72 505.65 7.7 70.853
CI A-3 CB A-2 195.1 Circular Pipe-48 in 0.005 0.013 44.638 505.15 504.17 7.8 101.805
CB A-2 HW A-1 71 Circular Pipe-54 in 0.009 0.013 48.15 503.67 503 10 190.993
CI A-5.1 CI A-5 30.3 Circular Pipe-24 in 0.01 0.013 11.079 507.35 507.05 7.1 22.497

10 year HGL
525.00 •
CI A-6
Rim: 518.45 ft
Invert: 511.26 ft CI A-7 Rim:
517.96 ft Inveirt:
512.57 ft
520.00 •
CI A-4
Rim: 514.47 ft
Invert: 505.72 ft
CB A-2 CI A-5
Rim: 514.01 ft CI A-3 Rim: 513.43 ft /
Inve t: 503.67 ft Invert: 506.17 ft
Rim: 514.60 ft
Invert: 505.15 ft
515.00
0 HW A-1
Rim: 509.00 ft
> Invert: 503.00 ft RCP
w 510.00 0.020 it
211.2
18" RCP
48" RCP 30.3 ft (0 0.010 ft/ft
195.1 ft @ 0.005 ft/ft
505.00
IS\-
42" RCP
70.9 ft Q 0.005 ft/ft
42" RCP
'-54" RCP 14.1 ft ®0.005 ft/ft
71.0 ft Q 0.009 ft/ft
500.00 -
-0+50 0+00 0+50 1+00 1+50 2+00 2+50 3+00 3+50 4+00 4+50 5+00 5+50 6+00 6+50 7+00
Station (ft)
520.00
CI A-5 CI A-5.1
Rim:I513.43 ft Rim: 513.43 ft
Invert: 506.17 ft Invert: 507.35 ft
515.00
c
.2 510.00
0
a)
> 11111
505.00 24" RCP
30.3 ft © 0.010 ft/ft
LEGEND
GROUND -
500.00 HGL 10YR
-0+50 0+00 0+50 1+00 PROP PIPE/STRUCTURE
Station (ft)
opt
Oaf Dewberry®

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".
Dewberry

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.
1111 Dewberry

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.
'''; Dewberr

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 Ib/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.
Dewberry

Get,
IVAX#1A EROSION CONTROL FINANCIAL RESPONSIBILITY FORM
Maya
g4(leb.u.100
No person may initiate any land-disturbing activity as defined in Chapter 159 of the Town of
Waxhaw Town Code prior to completion of this form, and an applicable and acceptable erosion
and sedimentation control plan has been approved by the Development Services Department.
(Please type or print)
Part I
Name of Project:Prescot Village Phase 1
Address where land disturbing activity will take place: 3300 Providence Road
Intersection of Providence Rd&Prescat Glen Pkwy)
Waxhaw,North Carolina
Approximate date disturbing activity will commence: 15 April 2017
Purpose of development(residential,commercial,industrial,etc.): Commercial
Total acreage of land to be disturbed or uncovered: 10.54
Amount of fee enclosed(show calculation): $961.40(Financial Reap..inc.10%Tech.Fee)
$137.50(Floodplain Derr.Per.,Ind 10%Tech.Fee)
Agent to contact should sediment control issues arise during land disturbing activity:
Name: Mark Walsh-Bank of North Carolina
Address: 3980 Premier Drive,Suite 130,High Point
State: North Carolina Zip code:27265
Phone: [phone] Email:[e-mail]
Landowner(s):
Name: Bank of North Carolina(Glenn Raddey,Senior Vice President,Special Assets)
Address: 3980 Premier Drive,Suite 130,High Point
State: North Carolina Zip code:27265
Phone: [phone] Email:[e-mail]
Name:
Address:
State: Zip code:
Phone: Email:
Indicate Book and Page where deed of the property where land disturbing activity will take place
is recorded:
Book: 5625 Page: 212
Book: Page:
1

.toVi op
'441";;;\.b.-
AMIA EROSION CONTROL FINANCIAL RESPONSIBILITY FORM
�,s
bhry}4r,kxnN"
Book: Page:
Book: Page:
Indicate tax map and parcel number of the property where land disturbing activity will take place
is recorded:
Tax Map:06165003A Parcel:
Tax Map: Parcel:
Tax Map: Parcel:
Tax Map: Parcel:
Part II
Person(s)or firm(s)who are financially responsible for the land disturbing activity:
Name: Bank of North Carolina(Glenn Rackley,Senior Vice President,Special Assets)
Address: 3980 Premier Drive,Suite 130,High Point
State: North Carolina Zip code:27265
Phone: [phone] Email:[e-mail]
Name:
Address:
State: Zip code:
Phone: Email:
Name:
Address:
State: Zip code:
Phone: Email:
If the financially responsible party is not a resident of North Carolina,give the name and address of a
North Carolina Agent:
Name:
Address:
State: Zip code:
Phone: Email:
If the financially responsible party is a partnership or other person engaging in business under an assumed
name,attach a copy of the Certificate of Assumed Name. If the financially responsible party is a
corporation,give the name and address of the registered agent.
Name: Glenn Raddey,VP-Bank of North Carolina
Address: 3980 Premier Drive,Suite 130,High Point
State: North Carolina Zip code:27265
Phone: [phone] Email:[e-mail]
2

_
W {�
AX!!A'� EROSION CONTROL FINANCIAL RESPONSIBILITY FORM
f W
Tr8v,
yr �
The above information is true and correct to the best of my knowledge and belief and was
provided by me under oath. I agree to provide corrected information should there be any
change in the information provided herein. (This form must be signed by the financially
responsible person if an individual or his attorney in fact, or if not an individual, by an
officer, director, partner, or registered agent with authority to execute instruments for the
financially responsible erson)
Name: Lt, Glenn Rackley,SVP-Bank of North Carolina
Address: 3980 Premier Drive,Suite 130,High Point
State: North Carolina Zip code:27265
Phone: [phone] Email:[e-mail]
n , LAs,, , ce. ,-,4 Notar Public of 6 i
County, North Carolina, do hereby certify that Q,ylh CCV IPA/ sonally
peared before me this day, and being duly sworn, stated that in his/presence en CL` (signed) (acknowledged the execution of) the foregoing instrument.
y
,S�5i� �y �hand and of icialeal, this the day of.1).p , 20 (� .
P
s 17,
0(affiiiiN.Sea 0.). LOla
s _ Notary Public
73 PUBL C -
% My comrrii n expires �- (fl , 20 i�.
•,0 ,„ril O`'`'ACC'```,,,,,.
• N•Ii11111/1tl
3