SW5240104_Stormwater Report_20240206

STORMWATER
MANAGEMENT REPORT
FOR
GREEN HILL SUBDIVISION
LOUISBURG, FRANKLIN COUNTY, NC
DECEMBER 13, 2023
PREPARED BY:
FLM Engineering, Inc.
PO Box 91727
Raleigh, NC 27675
919.423.8975
NC License No. C-4222
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Table of Contents
1.0 Introduction 1
2.0 Site Description 1
3.0 Proposed Development 2
4.0 Stormwater Management 2
4.1 Design Data and Methodologies 2
4.2 Pre-development Analysis 3
4.3 Post-development Analysis 3
4.4 Stormwater Management Summary 5
4.5 Nutrient Reduction 6
5.0 Seasonal High Water Table 6
6.0 Limitations 6
Tables
Table 4-1 Pre-development Hydrologic Model Results
Table 4-2 Post-development Hydrologic Model Results
Table 4-3 Stormwater Management Summary
Table 4-4 Discrete Curve Number Method Summary
Table 4-5 Nutrient Loading Summary
©2023 FLM Engineering, Inc. Page ii of iii December 13, 2023

Appendices
Appendix A FEMA Firm Map
Appendix B USGS Map Excerpt
Appendix C Soils Map Excerpt
Appendix D NRCS Soil Report
Appendix E NOAA Rainfall Data
Appendix F Pre-Development Watershed Map
Appendix G Pre-Development Hydrologic Model
Appendix H Post-Development Watershed Map
Appendix I Post-Development Hydrologic Model
Appendix J Discrete NRCS Curve Number Model
Appendix K SCM Supplemental Form
Appendix L Draw Down Calculations
Appendix M Rip Rap Energy Dissipator Calculations
Appendix N Operations & Maintenance Agreement
Appendix 0 SNAP Tool Version 4.2
Appendix P SHWT Report
©2023 FLM Engineering, Inc. Page iii of iii December 13, 2023

1.0 Introduction
Green Hill Drive, LLC is proposing to develop 318 single-family residential lot and townhome
subdivision and associated site improvements as part of Green Hill Subdivision. This report
details the stormwater management design for the project.
2.0 Site Description
Green Hill Subdivision is a proposed 318 single-family residential lot and townhome subdivision
on approximately 124 acres located on NC Highway 39 in Louisburg, North Carolina (Franklin
County PINs 2805-70-1959 and 2804-79-8855). The existing site contains the the Green Hill
Country Club, consisting of an 18-hole golf course with a clubhouse and associated site
improvements along with some single-family dwellings and associated structures and drives,farm
fields, and wooded areas. The existing onsite impervious surface is 123,447 square feet. The
site is bordered on the west by Burnette Road and NC Highway 39, the north by vacant land, the
east by the Tar River, and the south by rural residential land.
The site was investigated for the presence of wetlands and streams by Soil & Environmental
Consultants, PA. Jurisdictional streams and associated wetlands exist along the western and
northeastern borders along with the aforementioned Tar River along the eastern border. The site
is located within the Town of Louisburg and is subject to Phase II Post-construction Stormwater
requirements.
Based on a review of Federal Emergency Management Agency (FEMA) Flood Insurance Rate
Map (FIRM) numbers 3720280400K and 3720280500K, dated April 16, 2003, portions of the site
lie within FEMA designated 100-year and 500-year floodplains. The FEMA FIRMs are included
as Appendix A.
Excerpts from the United States Geological Survey(USGS)topographic 7.5' quadrangle map and
USDA NRCS Soil Survey Map are included within Appendices B and C, respectively. The
property generally drains from the south to the west, north, and east. Topography on the site
ranges from elevation 268' to elevation 180'. Soils on the site are Hydrologic Soil Group (HSG)
B as described in the National Resources Conservation Service (NRCS) soils report in Appendix
D.
©2023 FLM Engineering, Inc. Page 1 of 7 December 13, 2023

3.0 Proposed Development
The overall proposed development will consist of 258 single-family residential lots, 60 townhomes,
and associated site improvements. The site will drain to six (6) stormwater control measures
(SCMs). The total onsite proposed impervious surface area for the project is approximately
1,547,410 square feet, or 35.5 acres, which is 30% of the site. Because the site contains more
than 24% built-upon area, the project is considered high density by the Phase II Post-construction
Stormwater standards.
4.0 Stormwater Management
4.1 Design Data and Methodologies
The design of the proposed stormwater management facilities was performed in accordance with
the North Carolina Department of Environmental Quality (NCDEQ) Stormwater Design Manual
and the Phase II Post-construction Stormwater requirements. Per the Phase II standards, high
density projects must use structural stormwater management systems that will:
• Control and treat runoff from the first one inch of rain;
• Draw down the treatment volume no faster than 48 hours, but no slower than 120 hours;
• Discharge the storage volume at a rate equal to or less than the pre-development
discharge rate for the 1-year, 24-hour storm; and
• Remove an eighty-five percent (85%) average annual amount of Total Suspended Solids
(TSS).
HydroCAD Version 8.50, a computer modeling software package, was used for the analysis of
stormwater routing and hydrology of the existing and proposed watersheds. The hydrology
calculations were performed using the Natural Resources Conservation Service (NRCS) Soil
Conservation Service (SCS) Technical Release 55 (TR-55) methodology. Franklin County lies
within the Type II rainfall distribution. The rainfall amounts for the site were obtained from the
National Oceanic and Atmospheric Administration (NOAA) and are included in Appendix E.
©2023 FLM Engineering, Inc. Page 2 of 7 December 13, 2023

4.2 Pre-development Analysis
The pre-development watersheds were approximated based on recent aerial photography of the
site and topographic data. The peak flow rate for the 1-year, 24-hour storm event is based on the
topography, land use cover (such as open space, grass, woods, etc.), and soil type.
The 200.29-acre existing watershed was modeled in HydroCAD as one subcatchment as
described below. Refer to Appendix F for the pre-development watershed map.
• Subcatchment 1S (Pre-development DA-1): Subcatchment 1S is 200.92 acres and
drains from south to north and east to the stream and river that run along the northern and
eastern boundaries. A time of concentration of 24 minutes was calculated for the
subcatchment using the TR-55 method.
The pre-development hydrologic model is included in Appendix G. Table 4-1 summarizes the pre-
development hydrologic model results.
Table 4-1
Pre-development Hydrologic Model Results
Subcatchment 1-year, 24-hour Storm Event Pre-
development Peak Flow (CFS)
Pre-development DA-1 111.16
4.3 Post-development Analysis
An analysis of the post-development runoff was performed using the same methods, parameters,
and assumptions as described in the pre-development analysis above. Based upon the hydrologic
calculations, the project does not create an increase in the peak runoff rate for the 1-year, 24-
hour storm event. Refer to Appendix H of this report for the post-development watershed map.
The 200.92-acre watershed was modeled in HydroCAD as seven subcatchments as described
below.
©2023 FLM Engineering, Inc. Page 3 of 7 December 13, 2023

• Subcatchment 2S (Post-development to SCM DA-1A): Subcatchment 2S is 18.29
acres and includes the area draining to proposed stormwater wetland #1. A conservative
time of concentration of six minutes was used for the subcatchment.
• Subcatchment 3S (Post-development to SCM DA-1 B): Subcatchment 3S is 21.04
acres and includes the area draining to proposed stormwater wetland #2. A conservative
time of concentration of six minutes was used for the subcatchment.
• Subcatchment 4S (Post-development to SCM DA-1 C): Subcatchment 4S is 8.91 acres
and includes the area draining to proposed stormwater wetland #3. A conservative time
of concentration of six minutes was used for the subcatchment.
• Subcatchment 5S (Post-development to SCM DA-1 D): Subcatchment 5S is 8.53 acres
and includes the area draining to proposed stormwater wetland #4. A conservative time
of concentration of six minutes was used for the subcatchment.
• Subcatchment 6S (Post-development to SCM DA-1 E): Subcatchment 6S is 18.18
acres and includes the area draining to proposed stormwater wetland #5. A conservative
time of concentration of six minutes was used for the subcatchment.
• Subcatchment 7S (Post-development to SCM DA-1 F): Subcatchment 7S is 9.00 acres
and includes the area draining to proposed stormwater wetland #6. A conservative time
of concentration of six minutes was used for the subcatchment.
• Subcatchment 8S (Post-development Bypass DA-1g): Subcatchment 8S is 116.34
acres. This subcatchment is bypass areas not treated by the proposed stormwater
wetlands. A time of concentration of 21.6 minutes was calculated for the subcatchment
using the TR-55 method.
The post-development hydrologic model is included in Appendix I. Table 4-2 summarizes the pre-
development hydrologic model results.
Table 4-2
Post-development Hydrologic Model Results
Subcatchment 1-year, 24-hour Storm Event Post-
development Peak Flow (CFS)
Post-development DA-1 101.18
©2023 FLM Engineering, Inc. Page 4 of 7 December 13, 2023

4.4 Stormwater Management Summary
This project will not increase peak flow rate for the 1-year, 24-hour storm event. Stormwater
facilities that do not increase the peak flow rate help prevent adverse downstream impacts from
flooding and erosion. Table 4-3 compares the pre-development and post-development peak flow
rates for the design storm event.
Table 4-3
Stormwater Management Summary
1-year, 24-hour Storm 1-year, 24-hour Storm
Subcatchment Event Pre-development Event Post- % Difference
Peak Flow (CFS) development Peak
Flow(CFS)
DA-1 111.16 101.18 -9.0%
The stormwater control measures (SCMs)were sized to control and treat runoff from the first one
inch of rain and to provide peak rate of runoff attenuation. The minimum required treatment
volume for each wetland was determined using the Discrete NRCS Curve Number Method as
shown in Table 4-4 below and in the hydrologic model in Appendix J.
Table 4-4
Discrete Curve Number Method Summary
Runoff Volume Runoff Volume Total Volume
SCM from Impervious from Pervious Required Provided
Surface (ac-ft) Surface (ac-ft) Volume (sf) (sf)
Stormwater Wetland #1 0.407 0.002 17816 18367
Stormwater Wetland #2 0.595 0.002 26005 26506
Stormwater Wetland #3 0.247 0.001 10803 10882
Stormwater Wetland #4 0.264 0.057 13983 14221
Stormwater Wetland #5 0.540 0.002 23610 24897
Stormwater Wetland #6 0.225 0.001 9845 10106
The supplemental forms for the proposed stormwater wetlands are included in Appendix K. The
proposed stormwater wetlands are anticipated to draw down the design volumes within two to
five days. Draw down calculations are provided in Appendix L. The inlet and outlet velocities are
reduced to non-erosive velocities through the use of rip rap energy dissipators, the calculations
©2023 FLM Engineering, Inc. Page 5 of 7 December 13, 2023

for which are included in Appendix M. An operations and maintenance agreement for the SCM
is included in Appendix N.
4.5 Nutrient Reduction
The SNAP Tool Version 4.2 was used to calculate the pre- and post-development nutrient loads
and is included in Appendix O. The spreadsheet indicated that nitrogen loading in the post-
development with SCM condition is below the target of 4.0 pounds per acre per year and that the
phosphorus loading in the post-development with SCM condition is below the 0.8 pounds per acre
per year threshold. Thus, no additional nutrient buydown is required.
As shown in the Nutrient Export Summary of the tool, Table 4-5 summarizes the nutrient loads
for the pre-, post-, and post-development with SCM conditions.
Table 4-5
Nutrient Loading Summary
Nutrient Pre-development Post-development Post Development
with SCMs
Total Nitrogen 1.41 4.43 2.50
Loading (Ibs/ac/yr)
Total Phosphorus 0.52 0.85 0.50
Loading (Ib/ac/yr)
5.0 Seasonal High Water Table
Soil & Environmental Consultants, PA (S&EC) evaluated the seasonal high water table (SHWT)
at the proposed SCM locations. Their report is included in Appendix P. Based on the report, all
stormwater wetland permanent pools are anticipated to be within six inches of the SHWT and
thus, no clay or other liners will be required.
6.0 Limitations
This work was performed in a manner consistent with the level of care and skill ordinarily
exercised by other members of FLM Engineering's (FLM) profession practicing in the same
locality, and under similar conditions, as of the date any services were provided. FLM's opinions
©2023 FLM Engineering, Inc. Page 6 of 7 December 13, 2023

and recommendations were necessarily based on a limited number of data and observations. It
is possible that actual conditions could vary beyond the data evaluated. Therefore, FLM makes
no guarantee or warranty, express or implied, regarding any services, communications, reports,
opinions, or instruments of service provided.
©2023 FLM Engineering, Inc. Page 7 of 7 December 13, 2023

APPENDIX A
FEMA FIRM MAP

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APPENDIX B
USGS MAP EXCERPT

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APPENDIX C
SOILS MAP EXCERPT

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APPENDIX D
NRCS SOIL REPORT

USDA United States A product of the National Custom Soil Resource
Department of Cooperative Soil Survey,
Agriculture a joint effort of the United Report for
States Department of
RC S Agriculture and other Franklin County
Federal agencies, State
Naturalagencies including the North Carolina
Resources Agricultural Experiment
Conservation Stations, and local
Service participants Green Hill Subdivision
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October 31, 2023

Preface
Soil surveys contain information that affects land use planning in survey areas.
They highlight soil limitations that affect various land uses and provide information
about the properties of the soils in the survey areas. Soil surveys are designed for
many different users, including farmers, ranchers, foresters, agronomists, urban
planners, community officials, engineers, developers, builders, and home buyers.
Also, conservationists, teachers, students, and specialists in recreation, waste
disposal, and pollution control can use the surveys to help them understand,
protect, or enhance the environment.
Various land use regulations of Federal, State, and local governments may impose
special restrictions on land use or land treatment. Soil surveys identify soil
properties that are used in making various land use or land treatment decisions.
The information is intended to help the land users identify and reduce the effects of
soil limitations on various land uses. The landowner or user is responsible for
identifying and complying with existing laws and regulations.
Although soil survey information can be used for general farm, local, and wider area
planning, onsite investigation is needed to supplement this information in some
cases. Examples include soil quality assessments (http://www.nrcs.usda.gov/wps/
portal/nrcs/main/soils/health/) and certain conservation and engineering
applications. For more detailed information, contact your local USDA Service Center
(https://offices.sc.egov.usda.gov/locator/app?agency=nrcs)or your NRCS State Soil
Scientist(http://www.nres.usda.gov/wps/portal/nres/detail/soils/contactus/?
cid=nrcs142p2_053951).
Great differences in soil properties can occur within short distances. Some soils are
seasonally wet or subject to flooding. Some are too unstable to be used as a
foundation for buildings or roads. Clayey or wet soils are poorly suited to use as
septic tank absorption fields. A high water table makes a soil poorly suited to
basements or underground installations.
The National Cooperative Soil Survey is a joint effort of the United States
Department of Agriculture and other Federal agencies, State agencies including the
Agricultural Experiment Stations, and local agencies. The Natural Resources
Conservation Service (NRCS) has leadership for the Federal part of the National
Cooperative Soil Survey.
Information about soils is updated periodically. Updated information is available
through the NRCS Web Soil Survey, the site for official soil survey information.
The U.S. Department of Agriculture (USDA) prohibits discrimination in all its
programs and activities on the basis of race, color, national origin, age, disability,
and where applicable, sex, marital status, familial status, parental status, religion,
sexual orientation, genetic information, political beliefs, reprisal, or because all or a
part of an individual's income is derived from any public assistance program. (Not
all prohibited bases apply to all programs.) Persons with disabilities who require
2

alternative means for communication of program information (Braille, large print,
audiotape, etc.) should contact USDA's TARGET Center at [phone] (voice
and TDD). To file a complaint of discrimination, write to USDA, Director, Office of
Civil Rights, 1400 Independence Avenue, S.W., Washington, D.C. 20250-9410 or
call [phone] (voice)or(202) 720-6382 (TDD). USDA is an equal opportunity
provider and employer.
3

Contents
Preface 2
How Soil Surveys Are Made 5
Soil Map 8
Soil Map 9
Legend 10
Map Unit Legend 11
Map Unit Descriptions 11
Franklin County, North Carolina 14
AaA—Altavista sandy loam, 0 to 3 percent slopes, rarely flooded 14
ChA—Chewacla and Wehadkee soils, 0 to 3 percent slopes,
frequently flooded 15
HeB—Helena sandy loam, 2 to 6 percent slopes 17
RmA—Riverview and Buncombe soils, 0 to 3 percent slopes,
frequently flooded 19
RoA—Roanoke-Warne complex, 0 to 3 percent slopes, occasionally
flooded 21
Ud—Udorthents, loamy 24
VaB—Vance sandy loam, 2 to 6 percent slopes 25
W—Water 27
WbD—Wake-Wateree-Wedowee complex, 8 to 15 percent slopes, rocky 27
WeB—Wedowee sandy loam, 2 to 6 percent slopes 30
WeC—Wedowee sandy loam, 6 to 10 percent slopes 31
WeD—Wedowee sandy loam, 10 to 15 percent slopes 33
WuC—Wedowee-Urban land-Udorthents complex, 2 to 10 percent
slopes 34
Soil Information for All Uses 37
Soil Properties and Qualities 37
Soil Qualities and Features 37
Hydrologic Soil Group 37
References 42
4

How Soil Surveys Are Made
Soil surveys are made to provide information about the soils and miscellaneous
areas in a specific area. They include a description of the soils and miscellaneous
areas and their location on the landscape and tables that show soil properties and
limitations affecting various uses. Soil scientists observed the steepness, length,
and shape of the slopes; the general pattern of drainage; the kinds of crops and
native plants; and the kinds of bedrock. They observed and described many soil
profiles. A soil profile is the sequence of natural layers, or horizons, in a soil. The
profile extends from the surface down into the unconsolidated material in which the
soil formed or from the surface down to bedrock. The unconsolidated material is
devoid of roots and other living organisms and has not been changed by other
biological activity.
Currently, soils are mapped according to the boundaries of major land resource
areas (MLRAs). MLRAs are geographically associated land resource units that
share common characteristics related to physiography, geology, climate, water
resources, soils, biological resources, and land uses (USDA, 2006). Soil survey
areas typically consist of parts of one or more MLRA.
The soils and miscellaneous areas in a survey area occur in an orderly pattern that
is related to the geology, landforms, relief, climate, and natural vegetation of the
area. Each kind of soil and miscellaneous area is associated with a particular kind
of landform or with a segment of the landform. By observing the soils and
miscellaneous areas in the survey area and relating their position to specific
segments of the landform, a soil scientist develops a concept, or model, of how they
were formed. Thus, during mapping, this model enables the soil scientist to predict
with a considerable degree of accuracy the kind of soil or miscellaneous area at a
specific location on the landscape.
Commonly, individual soils on the landscape merge into one another as their
characteristics gradually change. To construct an accurate soil map, however, soil
scientists must determine the boundaries between the soils. They can observe only
a limited number of soil profiles. Nevertheless, these observations, supplemented
by an understanding of the soil-vegetation-landscape relationship, are sufficient to
verify predictions of the kinds of soil in an area and to determine the boundaries.
Soil scientists recorded the characteristics of the soil profiles that they studied. They
noted soil color, texture, size and shape of soil aggregates, kind and amount of rock
fragments, distribution of plant roots, reaction, and other features that enable them
to identify soils. After describing the soils in the survey area and determining their
properties, the soil scientists assigned the soils to taxonomic classes (units).
Taxonomic classes are concepts. Each taxonomic class has a set of soil
characteristics with precisely defined limits. The classes are used as a basis for
comparison to classify soils systematically. Soil taxonomy, the system of taxonomic
classification used in the United States, is based mainly on the kind and character
of soil properties and the arrangement of horizons within the profile. After the soil
5

Custom Soil Resource Report
scientists classified and named the soils in the survey area, they compared the
individual soils with similar soils in the same taxonomic class in other areas so that
they could confirm data and assemble additional data based on experience and
research.
The objective of soil mapping is not to delineate pure map unit components; the
objective is to separate the landscape into landforms or landform segments that
have similar use and management requirements. Each map unit is defined by a
unique combination of soil components and/or miscellaneous areas in predictable
proportions. Some components may be highly contrasting to the other components
of the map unit. The presence of minor components in a map unit in no way
diminishes the usefulness or accuracy of the data. The delineation of such
landforms and landform segments on the map provides sufficient information for the
development of resource plans. If intensive use of small areas is planned, onsite
investigation is needed to define and locate the soils and miscellaneous areas.
Soil scientists make many field observations in the process of producing a soil map.
The frequency of observation is dependent upon several factors, including scale of
mapping, intensity of mapping, design of map units, complexity of the landscape,
and experience of the soil scientist. Observations are made to test and refine the
soil-landscape model and predictions and to verify the classification of the soils at
specific locations. Once the soil-landscape model is refined, a significantly smaller
number of measurements of individual soil properties are made and recorded.
These measurements may include field measurements, such as those for color,
depth to bedrock, and texture, and laboratory measurements, such as those for
content of sand, silt, clay, salt, and other components. Properties of each soil
typically vary from one point to another across the landscape.
Observations for map unit components are aggregated to develop ranges of
characteristics for the components. The aggregated values are presented. Direct
measurements do not exist for every property presented for every map unit
component. Values for some properties are estimated from combinations of other
properties.
While a soil survey is in progress, samples of some of the soils in the area generally
are collected for laboratory analyses and for engineering tests. Soil scientists
interpret the data from these analyses and tests as well as the field-observed
characteristics and the soil properties to determine the expected behavior of the
soils under different uses. Interpretations for all of the soils are field tested through
observation of the soils in different uses and under different levels of management.
Some interpretations are modified to fit local conditions, and some new
interpretations are developed to meet local needs. Data are assembled from other
sources, such as research information, production records, and field experience of
specialists. For example, data on crop yields under defined levels of management
are assembled from farm records and from field or plot experiments on the same
kinds of soil.
Predictions about soil behavior are based not only on soil properties but also on
such variables as climate and biological activity. Soil conditions are predictable over
long periods of time, but they are not predictable from year to year. For example,
soil scientists can predict with a fairly high degree of accuracy that a given soil will
have a high water table within certain depths in most years, but they cannot predict
that a high water table will always be at a specific level in the soil on a specific date.
After soil scientists located and identified the significant natural bodies of soil in the
survey area, they drew the boundaries of these bodies on aerial photographs and
6

Custom Soil Resource Report
identified each as a specific map unit. Aerial photographs show trees, buildings,
fields, roads, and rivers, all of which help in locating boundaries accurately.
7

Soil Map
The soil map section includes the soil map for the defined area of interest, a list of
soil map units on the map and extent of each map unit, and cartographic symbols
displayed on the map. Also presented are various metadata about data used to
produce the map, and a description of each soil map unit.
8

Custom Soil Resource Report
Soil Map kr
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9

Custom Soil Resource Report
MAP LEGEND MAP INFORMATION
Area of Interest(AOI) 14 Spoil Area The soil surveys that comprise your AOI were mapped at
Area of Interest(AOI) 1:24,000.
Q Stony Spot
Soilsit Very Stony Spot
Soil Map Unit Polygons Warning:Soil Map may not be valid at this scale.
Wet Spot
,..,. Soil Map Unit Lines Enlargement of maps beyond the scale of mapping can cause
p Other misunderstandingof the detail of mapping and accuracyof soil
p Soil Map Unit Points pp 9
.• Special Line Features line placement.The maps do not show the small areas of
Special Point Features contrasting soils that could have been shown at a more detailed
Blowout Water Features scale.
-_- Streams and Canals
kg Borrow Pit
Transportation Please rely on the bar scale on each map sheet for map
* clay Spot 1.44 Rails measurements.
0 Closed Depression
o,/ Interstate Highways
Gravel Pit Source of Map: Natural Resources Conservation Service
.r US Routes Web Soil Survey URL:
Gravelly Spot Major Roads Coordinate System: Web Mercator(EPSG:3857)
® Landfill Local Roads Maps from the Web Soil Survey are based on the Web Mercator
• Lava Flow Background projection,which preserves direction and shape but distorts
distance and area.A projection that preserves area,such as the
46 Marsh or swamp Aerial Photography Albers equal-area conic projection,should be used if more
It Mine or Quarry accurate calculations of distance or area are required.
4 Miscellaneous Water This product is generated from the USDA-NRCS certified data as
O Perennial Water of the version date(s)listed below.
v Rock Outcrop Soil Survey Area: Franklin County,North Carolina
+ Saline Spot Survey Area Data: Version 27,Sep 13,2023
Sandy Spot Soil map units are labeled(as space allows)for map scales
Severely Eroded Spot 1:50,000 or larger.
• Sinkhole Date(s)aerial images were photographed: Apr 25,2022—May
31 Slide or Slip 20,2022
oa Sodic Spot The orthophoto or other base map on which the soil lines were
compiled and digitized probably differs from the background
imagery displayed on these maps.As a result,some minor
shifting of map unit boundaries may be evident.
10

Custom Soil Resource Report
Map Unit Legend
Map Unit Symbol Map Unit Name Acres in AOI Percent of AOI
AaA Altavista sandy loam,0 to 3 2.6 0.6%
percent slopes,rarely flooded
ChA Chewacla and Wehadkee soils, 37.9 8.2%
0 to 3 percent slopes,
frequently flooded
HeB Helena sandy loam,2 to 6 15.6 3.4%
percent slopes
RmA Riverview and Buncombe soils, 41.6 9.0%
0 to 3 percent slopes,
frequently flooded
RoA Roanoke-Warne complex,0 to 23.0 5.0%
3 percent slopes,
occasionally flooded
Ud Udorthents, loamy 4.4 0.9%
VaB Vance sandy loam,2 to 6 20.2 4.4%
percent slopes
W Water 13.2 2.9%
WbD Wake-Wateree-Wedowee 17.5 3.8%
complex,8 to 15 percent
slopes,rocky
WeB Wedowee sandy loam,2 to 6 153.8 33.4%
percent slopes
WeC Wedowee sandy loam,6 to 10 88.7 19.2%
percent slopes
WeD Wedowee sandy loam, 10 to 15 9.1 2.0%
percent slopes
WuC Wedowee-Urban land- 33.4 7.2%
Udorthents complex,2 to 10
percent slopes
Totals for Area of Interest 461.0 100.0%
Map Unit Descriptions
The map units delineated on the detailed soil maps in a soil survey represent the
soils or miscellaneous areas in the survey area. The map unit descriptions, along
with the maps, can be used to determine the composition and properties of a unit.
A map unit delineation on a soil map represents an area dominated by one or more
major kinds of soil or miscellaneous areas. A map unit is identified and named
according to the taxonomic classification of the dominant soils. Within a taxonomic
class there are precisely defined limits for the properties of the soils. On the
landscape, however, the soils are natural phenomena, and they have the
characteristic variability of all natural phenomena. Thus, the range of some
observed properties may extend beyond the limits defined for a taxonomic class.
11

Custom Soil Resource Report
Areas of soils of a single taxonomic class rarely, if ever, can be mapped without
including areas of other taxonomic classes. Consequently, every map unit is made
up of the soils or miscellaneous areas for which it is named and some minor
components that belong to taxonomic classes other than those of the major soils.
Most minor soils have properties similar to those of the dominant soil or soils in the
map unit, and thus they do not affect use and management. These are called
noncontrasting, or similar, components. They may or may not be mentioned in a
particular map unit description. Other minor components, however, have properties
and behavioral characteristics divergent enough to affect use or to require different
management. These are called contrasting, or dissimilar, components. They
generally are in small areas and could not be mapped separately because of the
scale used. Some small areas of strongly contrasting soils or miscellaneous areas
are identified by a special symbol on the maps. If included in the database for a
given area, the contrasting minor components are identified in the map unit
descriptions along with some characteristics of each. A few areas of minor
components may not have been observed, and consequently they are not
mentioned in the descriptions, especially where the pattern was so complex that it
was impractical to make enough observations to identify all the soils and
miscellaneous areas on the landscape.
The presence of minor components in a map unit in no way diminishes the
usefulness or accuracy of the data. The objective of mapping is not to delineate
pure taxonomic classes but rather to separate the landscape into landforms or
landform segments that have similar use and management requirements. The
delineation of such segments on the map provides sufficient information for the
development of resource plans. If intensive use of small areas is planned, however,
onsite investigation is needed to define and locate the soils and miscellaneous
areas.
An identifying symbol precedes the map unit name in the map unit descriptions.
Each description includes general facts about the unit and gives important soil
properties and qualities.
Soils that have profiles that are almost alike make up a soil series. Except for
differences in texture of the surface layer, all the soils of a series have major
horizons that are similar in composition, thickness, and arrangement.
Soils of one series can differ in texture of the surface layer, slope, stoniness,
salinity, degree of erosion, and other characteristics that affect their use. On the
basis of such differences, a soil series is divided into soil phases. Most of the areas
shown on the detailed soil maps are phases of soil series. The name of a soil phase
commonly indicates a feature that affects use or management. For example, Alpha
silt loam, 0 to 2 percent slopes, is a phase of the Alpha series.
Some map units are made up of two or more major soils or miscellaneous areas.
These map units are complexes, associations, or undifferentiated groups.
A complex consists of two or more soils or miscellaneous areas in such an intricate
pattern or in such small areas that they cannot be shown separately on the maps.
The pattern and proportion of the soils or miscellaneous areas are somewhat similar
in all areas. Alpha-Beta complex, 0 to 6 percent slopes, is an example.
An association is made up of two or more geographically associated soils or
miscellaneous areas that are shown as one unit on the maps. Because of present
or anticipated uses of the map units in the survey area, it was not considered
practical or necessary to map the soils or miscellaneous areas separately. The
12

Custom Soil Resource Report
pattern and relative proportion of the soils or miscellaneous areas are somewhat
similar. Alpha-Beta association, 0 to 2 percent slopes, is an example.
An undifferentiated group is made up of two or more soils or miscellaneous areas
that could be mapped individually but are mapped as one unit because similar
interpretations can be made for use and management. The pattern and proportion
of the soils or miscellaneous areas in a mapped area are not uniform. An area can
be made up of only one of the major soils or miscellaneous areas, or it can be made
up of all of them. Alpha and Beta soils, 0 to 2 percent slopes, is an example.
Some surveys include miscellaneous areas. Such areas have little or no soil
material and support little or no vegetation. Rock outcrop is an example.
13

Custom Soil Resource Report
Franklin County, North Carolina
AaA—Altavista sandy loam, 0 to 3 percent slopes, rarely flooded
Map Unit Setting
National map unit symbol: 3s4q
Elevation: 200 to 1,400 feet
Mean annual precipitation: 37 to 60 inches
Mean annual air temperature: 59 to 66 degrees F
Frost-free period: 200 to 240 days
Farmland classification: All areas are prime farmland
Map Unit Composition
Altavista and similar soils: 90 percent
Minor components: 10 percent
Estimates are based on observations, descriptions, and transects of the mapunit.
Description of Altavista
Setting
Landform: Stream terraces
Down-slope shape: Linear
Across-slope shape: Linear
Parent material: Old loamy alluvium derived from igneous and metamorphic rock
Typical profile
Ap-0 to 8 inches: fine sandy loam
E- 8 to 12 inches: fine sandy loam
BE- 12 to 15 inches: sandy clay loam
Bt- 15 to 35 inches: clay loam
BC-35 to 42 inches: sandy loam
C-42 to 80 inches: coarse sandy loam
Properties and qualities
Slope: 0 to 2 percent
Depth to restrictive feature: More than 80 inches
Drainage class: Moderately well drained
Runoff class: Low
Capacity of the most limiting layer to transmit water(Ksat): Moderately high to high
(0.57 to 1.98 in/hr)
Depth to water table:About 18 to 30 inches
Frequency of flooding: Rare
Frequency of ponding: None
Available water supply, 0 to 60 inches: High (about 9.6 inches)
Interpretive groups
Land capability classification (irrigated): None specified
Land capability classification (nonirrigated): 2w
Hydrologic Soil Group: C
Ecological site: F136XY660NC - High terraces, very rare Inundation
Hydric soil rating: No
Minor Components
State
Percent of map unit: 7 percent
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Custom Soil Resource Report
Landform: Stream terraces
Landform position (three-dimensional):Tread
Down-slope shape: Convex
Across-slope shape: Linear
Hydric soil rating: No
Roanoke, undrained
Percent of map unit: 1 percent
Landform: Backswamps on stream terraces, depressions on stream terraces
Landform position (three-dimensional): Flat
Down-slope shape: Concave
Across-slope shape: Linear
Hydric soil rating: Yes
Chewacla
Percent of map unit: 1 percent
Landform: Flood plains
Down-slope shape: Concave
Across-slope shape: Linear
Hydric soil rating: No
Wehadkee, undrained
Percent of map unit: 1 percent
Landform: Depressions on flood plains
Down-slope shape: Concave
Across-slope shape: Linear
Hydric soil rating: Yes
ChA—Chewacla and Wehadkee soils, 0 to 3 percent slopes, frequently
flooded
Map Unit Setting
National map unit symbol: 3s4w
Elevation: 200 to 1,400 feet
Mean annual precipitation: 37 to 60 inches
Mean annual air temperature: 59 to 66 degrees F
Frost-free period: 200 to 240 days
Farmland classification: Prime farmland if drained and either protected from flooding
or not frequently flooded during the growing season
Map Unit Composition
Chewacla and similar soils: 55 percent
Wehadkee, undrained, and similar soils: 30 percent
Wehadkee, drained, and similar soils: 10 percent
Minor components: 5 percent
Estimates are based on observations, descriptions, and transects of the mapunit.
Description of Chewacla
Setting
Landform: Flood plains
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Custom Soil Resource Report
Down-slope shape: Concave
Across-slope shape: Linear
Parent material: Loamy alluvium derived from igneous and metamorphic rock
Typical profile
A -0 to 4 inches: loam
Bw1 -4 to 26 inches: silty clay loam
Bw2-26 to 38 inches: loam
Bw3-38 to 60 inches: clay loam
C- 60 to 80 inches: loam
Properties and qualities
Slope: 0 to 2 percent
Depth to restrictive feature: More than 80 inches
Drainage class: Somewhat poorly drained
Runoff class: Low
Capacity of the most limiting layer to transmit water(Ksat): Moderately high to high
(0.57 to 1.98 in/hr)
Depth to water table:About 6 to 24 inches
Frequency of flooding: FrequentNone
Frequency of ponding: None
Available water supply, 0 to 60 inches: High (about 11.5 inches)
Interpretive groups
Land capability classification (irrigated): None specified
Land capability classification (nonirrigated): 3w
Hydrologic Soil Group: B/D
Ecological site: F136XY610GA- Flood plain forest, wet
Hydric soil rating: No
Description of Wehadkee, Undrained
Setting
Landform: Depressions on flood plains
Down-slope shape: Concave
Across-slope shape: Linear
Parent material: Loamy alluvium derived from igneous and metamorphic rock
Typical profile
A -0 to 8 inches: loam
Bg- 8 to 43 inches: sandy clay loam
Cg-43 to 80 inches: sandy loam
Properties and qualities
Slope: 0 to 2 percent
Depth to restrictive feature: More than 80 inches
Drainage class: Poorly drained
Runoff class: Low
Capacity of the most limiting layer to transmit water(Ksat): Moderately high to high
(0.57 to 1.98 in/hr)
Depth to water table:About 0 to 12 inches
Frequency of flooding: NoneFrequent
Frequency of ponding: None
Available water supply, 0 to 60 inches: High (about 9.9 inches)
Interpretive groups
Land capability classification (irrigated): None specified
Land capability classification (nonirrigated): 6w
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Custom Soil Resource Report
Hydrologic Soil Group: B/D
Ecological site: F136XY600NC - Flood plain forest, very wet
Hydric soil rating: Yes
Description of Wehadkee, Drained
Setting
Landform: Depressions on flood plains
Down-slope shape: Concave
Across-slope shape: Linear
Parent material: Loamy alluvium derived from igneous and metamorphic rock
Typical profile
Ap- 0 to 8 inches: loam
Bg- 8 to 43 inches: sandy clay loam
Cg-43 to 80 inches: sandy loam
Properties and qualities
Slope: 0 to 2 percent
Depth to restrictive feature: More than 80 inches
Drainage class: Poorly drained
Runoff class: Low
Capacity of the most limiting layer to transmit water(Ksat): Moderately high to high
(0.57 to 1.98 in/hr)
Depth to water table:About 0 to 12 inches
Frequency of flooding: NoneFrequent
Frequency of ponding: None
Available water supply, 0 to 60 inches: High (about 9.9 inches)
Interpretive groups
Land capability classification (irrigated): None specified
Land capability classification (nonirrigated): 4w
Hydrologic Soil Group: B/D
Ecological site: F136XY600NC - Flood plain forest, very wet
Hydric soil rating: Yes
Minor Components
Congaree
Percent of map unit: 5 percent
Landform: Flood plains
Down-slope shape: Linear
Across-slope shape: Linear
Hydric soil rating: No
HeB—Helena sandy loam, 2 to 6 percent slopes
Map Unit Setting
National map unit symbol: 3s55
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Custom Soil Resource Report
Elevation: 200 to 1,400 feet
Mean annual precipitation: 37 to 60 inches
Mean annual air temperature: 59 to 66 degrees F
Frost-free period: 200 to 240 days
Farmland classification: All areas are prime farmland
Map Unit Composition
Helena and similar soils: 90 percent
Minor components: 9 percent
Estimates are based on observations, descriptions, and transects of the mapunit.
Description of Helena
Setting
Landform: Ridges
Landform position (two-dimensional): Summit, footslope
Landform position (three-dimensional): Interfluve
Down-slope shape: Concave
Across-slope shape: Concave
Parent material: Saprolite derived from granite and gneiss and/or schist
Typical profile
Ap- 0 to 8 inches: sandy loam
E- 8 to 12 inches: sandy loam
Bt- 12 to 39 inches: clay
BC-39 to 46 inches: clay loam
C-46 to 80 inches: coarse sandy loam
Properties and qualities
Slope: 2 to 6 percent
Depth to restrictive feature: More than 80 inches
Drainage class: Moderately well drained
Runoff class: Low
Capacity of the most limiting layer to transmit water(Ksat): Moderately low to
moderately high (0.06 to 0.20 in/hr)
Depth to water table:About 18 to 30 inches
Frequency of flooding: None
Frequency of ponding: None
Available water supply, 0 to 60 inches: Moderate (about 7.6 inches)
Interpretive groups
Land capability classification (irrigated): None specified
Land capability classification (nonirrigated): 2e
Hydrologic Soil Group: D
Ecological site: F136XY810SC-Acidic upland forest, seasonally wet
Hydric soil rating: No
Minor Components
Vance
Percent of map unit: 5 percent
Landform: Interfluves
Landform position (two-dimensional): Summit
Landform position (three-dimensional): Interfluve
Down-slope shape: Convex
Across-slope shape: Convex
Hydric soil rating: No
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Custom Soil Resource Report
Wedowee
Percent of map unit: 3 percent
Landform: Interfluves
Landform position (two-dimensional): Summit
Landform position (three-dimensional): Interfluve
Down-slope shape: Convex
Across-slope shape: Convex
Hydric soil rating: No
Worsham, undrained
Percent of map unit: 1 percent
Landform: Depressions
Landform position (two-dimensional): Footslope
Down-slope shape: Concave
Across-slope shape: Concave
Hydric soil rating: Yes
RmA—Riverview and Buncombe soils, 0 to 3 percent slopes, frequently
flooded
Map Unit Setting
National map unit symbol: 3s5g
Elevation: 200 to 1,400 feet
Mean annual precipitation: 37 to 60 inches
Mean annual air temperature: 59 to 66 degrees F
Frost-free period: 200 to 240 days
Farmland classification: Not prime farmland
Map Unit Composition
Riverview and similar soils: 50 percent
Buncombe and similar soils: 35 percent
Minor components: 10 percent
Estimates are based on observations, descriptions, and transects of the mapunit.
Description of Riverview
Setting
Landform: Flood plains
Down-slope shape: Linear
Across-slope shape: Linear
Parent material: Loamy alluvium derived from igneous and metamorphic rock
Typical profile
Ap- 0 to 8 inches: loam
Bw- 8 to 54 inches: loam
BC-54 to 80 inches: loam
Properties and qualities
Slope: 0 to 3 percent
Depth to restrictive feature: More than 80 inches
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Custom Soil Resource Report
Drainage class:Well drained
Runoff class: Low
Capacity of the most limiting layer to transmit water(Ksat): Moderately high to high
(0.57 to 1.98 in/hr)
Depth to water table:About 36 to 60 inches
Frequency of flooding: FrequentNone
Frequency of ponding: None
Available water supply, 0 to 60 inches: High (about 11.0 inches)
Interpretive groups
Land capability classification (irrigated): None specified
Land capability classification (nonirrigated): 3w
Hydrologic Soil Group: B
Ecological site: F136XY620GA- Flood plain forest, moist
Hydric soil rating: No
Description of Buncombe
Setting
Landform: Natural levees on flood plains
Down-slope shape: Convex
Across-slope shape: Convex
Parent material: Sandy alluvium derived from igneous and metamorphic rock
Typical profile
Ap- 0 to 7 inches: loamy fine sand
Bw- 7 to 15 inches: loamy fine sand
C- 15 to 80 inches: loamy fine sand
Properties and qualities
Slope: 0 to 3 percent
Depth to restrictive feature: More than 80 inches
Drainage class: Excessively drained
Runoff class: Very low
Capacity of the most limiting layer to transmit water(Ksat): High to very high (1.98
to 19.98 in/hr)
Depth to water table: More than 80 inches
Frequency of flooding: NoneFrequent
Frequency of ponding: None
Calcium carbonate, maximum content: 6 percent
Available water supply, 0 to 60 inches: Low(about 5.9 inches)
Interpretive groups
Land capability classification (irrigated): None specified
Land capability classification (nonirrigated): 5w
Hydrologic Soil Group: A
Ecological site: F136XY630GA- Flood plain levee forest, sandy
Hydric soil rating: No
Minor Components
Chewacla
Percent of map unit: 5 percent
Landform: Flood plains
Down-slope shape: Concave
Across-slope shape: Linear
Hydric soil rating: No
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Custom Soil Resource Report
Wehadkee, undrained
Percent of map unit: 3 percent
Landform: Depressions on flood plains
Down-slope shape: Concave
Across-slope shape: Linear
Hydric soil rating: Yes
Altavista
Percent of map unit:2 percent
Landform: Stream terraces
Down-slope shape: Linear
Across-slope shape: Linear
Hydric soil rating: No
RoA—Roanoke-Warne complex, 0 to 3 percent slopes, occasionally
flooded
Map Unit Setting
National map unit symbol: 2myrb
Elevation: 200 to 1,400 feet
Mean annual precipitation: 37 to 60 inches
Mean annual air temperature: 59 to 66 degrees F
Frost-free period: 200 to 240 days
Farmland classification: Prime farmland if drained
Map Unit Composition
Roanoke, undrained, and similar soils:40 percent
Warne, undrained, and similar soils: 30 percent
Roanoke, drained, and similar soils: 10 percent
Warne, drained, and similar soils: 10 percent
Minor components: 10 percent
Estimates are based on observations, descriptions, and transects of the mapunit.
Description of Roanoke, Undrained
Setting
Landform: Backswamps on stream terraces, depressions on stream terraces
Landform position (three-dimensional): Flat
Down-slope shape: Concave
Across-slope shape: Linear
Parent material: Old clayey alluvium derived from igneous and metamorphic rock
Typical profile
A -0 to 5 inches: silt loam
Btg1 -5 to 16 inches: silty clay loam
Btg2- 16 to 51 inches: silty clay
Cg- 51 to 80 inches: silty clay loam
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Custom Soil Resource Report
Properties and qualities
Slope: 0 to 3 percent
Depth to restrictive feature: More than 80 inches
Drainage class: Poorly drained
Runoff class: Medium
Capacity of the most limiting layer to transmit water(Ksat): Low to moderately high
(0.01 to 0.20 in/hr)
Depth to water table:About 0 to 12 inches
Frequency of flooding: Occasional
Frequency of ponding: None
Available water supply, 0 to 60 inches: Moderate (about 8.8 inches)
Interpretive groups
Land capability classification (irrigated): None specified
Land capability classification (nonirrigated): 4w
Hydrologic Soil Group: C/D
Ecological site: F136XY640VA- Low terraces and drains, occasional Inundation
Hydric soil rating: Yes
Description of Warne, Undrained
Setting
Landform: Flats on stream terraces
Down-slope shape: Concave
Across-slope shape: Linear
Parent material: Old clayey alluvium derived from igneous and metamorphic rock
Typical profile
A -0 to 4 inches: loam
E-4 to 7 inches: loam
Bt- 7 to 48 inches: clay
Btg-48 to 80 inches: clay loam
Properties and qualities
Slope: 0 to 3 percent
Depth to restrictive feature: More than 80 inches
Drainage class: Somewhat poorly drained
Runoff class: Medium
Capacity of the most limiting layer to transmit water(Ksat): Moderately low to
moderately high (0.06 to 0.20 in/hr)
Depth to water table:About 6 to 18 inches
Frequency of flooding: OccasionalNone
Frequency of ponding: None
Available water supply, 0 to 60 inches: High (about 9.2 inches)
Interpretive groups
Land capability classification (irrigated): None specified
Land capability classification (nonirrigated): 3w
Hydrologic Soil Group: C/D
Ecological site: F136XY650NC - Low terraces and drains, rare Inundation
Hydric soil rating: No
Description of Roanoke, Drained
Setting
Landform: Backswamps on stream terraces, depressions on stream terraces
Landform position (three-dimensional): Flat
22

Custom Soil Resource Report
Down-slope shape: Concave
Across-slope shape: Linear
Parent material: Old clayey alluvium derived from igneous and metamorphic rock
Typical profile
A -0 to 5 inches: silt loam
Btg1 -5 to 16 inches: silty clay loam
Btg2- 16 to 51 inches: silty clay
Cg- 51 to 80 inches: silty clay loam
Properties and qualities
Slope: 0 to 3 percent
Depth to restrictive feature: More than 80 inches
Drainage class: Poorly drained
Runoff class: Medium
Capacity of the most limiting layer to transmit water(Ksat): Low to moderately high
(0.01 to 0.20 in/hr)
Depth to water table:About 0 to 12 inches
Frequency of flooding: Occasional
Frequency of ponding: None
Available water supply, 0 to 60 inches: Moderate (about 8.8 inches)
Interpretive groups
Land capability classification (irrigated): None specified
Land capability classification (nonirrigated): 3w
Hydrologic Soil Group: C/D
Ecological site: F136XY640VA- Low terraces and drains, occasional Inundation
Hydric soil rating: Yes
Description of Warne, Drained
Setting
Landform: Flats on stream terraces
Down-slope shape: Concave
Across-slope shape: Linear
Parent material: Old clayey alluvium derived from igneous and metamorphic rock
Typical profile
A -0 to 4 inches: loam
E-4 to 7 inches: loam
Bt- 7 to 48 inches: clay
Btg-48 to 80 inches: clay loam
Properties and qualities
Slope: 0 to 3 percent
Depth to restrictive feature: More than 80 inches
Drainage class: Somewhat poorly drained
Runoff class: Medium
Capacity of the most limiting layer to transmit water(Ksat): Moderately low to
moderately high (0.06 to 0.20 in/hr)
Depth to water table:About 6 to 18 inches
Frequency of flooding: OccasionalNone
Frequency of ponding: None
Available water supply, 0 to 60 inches: High (about 9.2 inches)
Interpretive groups
Land capability classification (irrigated): None specified
Land capability classification (nonirrigated): 2w
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Custom Soil Resource Report
Hydrologic Soil Group: C/D
Ecological site: F136XY650NC - Low terraces and drains, rare Inundation
Hydric soil rating: No
Minor Components
Chewacla
Percent of map unit: 7 percent
Landform: Flood plains
Down-slope shape: Concave
Across-slope shape: Linear
Hydric soil rating: No
Wehadkee, undrained
Percent of map unit: 3 percent
Landform: Depressions on flood plains
Down-slope shape: Concave
Across-slope shape: Linear
Hydric soil rating: Yes
Ud—Udorthents, loamy
Map Unit Setting
National map unit symbol: 3s5n
Elevation: 70 to 1,400 feet
Mean annual precipitation: 39 to 51 inches
Mean annual air temperature: 54 to 63 degrees F
Frost-free period: 190 to 250 days
Farmland classification: Not prime farmland
Map Unit Composition
Udorthents, loamy, and similar soils: 92 percent
Minor components: 8 percent
Estimates are based on observations, descriptions, and transects of the mapunit.
Description of Udorthents, Loamy
Setting
Landform: Interfluves
Landform position (two-dimensional): Summit, shoulder
Landform position (three-dimensional): Interfluve
Down-slope shape: Convex
Across-slope shape: Convex
Parent material: Loamy and clayey human-transported material derived from
igneous, metamorphic and sedimentary rock
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Custom Soil Resource Report
Typical profile
C- 0 to 80 inches: sandy clay loam
Properties and qualities
Slope: 0 to 25 percent
Depth to restrictive feature: More than 80 inches
Drainage class:Well drained
Capacity of the most limiting layer to transmit water(Ksat):Very low to high (0.00
to 1.98 in/hr)
Depth to water table: More than 80 inches
Frequency of flooding: None
Frequency of ponding: None
Available water supply, 0 to 60 inches: Low(about 5.4 inches)
Interpretive groups
Land capability classification (irrigated): None specified
Land capability classification (nonirrigated): 7e
Hydrologic Soil Group: C
Hydric soil rating: No
Minor Components
Urban land
Percent of map unit: 8 percent
Hydric soil rating: No
VaB—Vance sandy loam, 2 to 6 percent slopes
Map Unit Setting
National map unit symbol: 3s5q
Elevation: 200 to 1,400 feet
Mean annual precipitation: 37 to 60 inches
Mean annual air temperature: 59 to 66 degrees F
Frost-free period: 200 to 240 days
Farmland classification: All areas are prime farmland
Map Unit Composition
Vance and similar soils: 85 percent
Minor components: 15 percent
Estimates are based on observations, descriptions, and transects of the mapunit.
Description of Vance
Setting
Landform: Interfluves
Landform position (two-dimensional): Summit
Landform position (three-dimensional): Interfluve
Down-slope shape: Convex
Across-slope shape: Convex
Parent material: Residuum weathered from granite and gneiss
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Custom Soil Resource Report
Typical profile
Ap- 0 to 8 inches: sandy loam
Bt- 8 to 30 inches: clay
BC-30 to 39 inches: sandy clay
Cl -39 to 72 inches: sandy clay loam
C2- 72 to 80 inches: sandy loam
Properties and qualities
Slope: 2 to 6 percent
Depth to restrictive feature: More than 80 inches
Drainage class:Well drained
Runoff class: Low
Capacity of the most limiting layer to transmit water(Ksat): Moderately low to
moderately high (0.06 to 0.20 in/hr)
Depth to water table: More than 80 inches
Frequency of flooding: None
Frequency of ponding: None
Available water supply, 0 to 60 inches: Moderate (about 7.6 inches)
Interpretive groups
Land capability classification (irrigated): None specified
Land capability classification (nonirrigated): 2e
Hydrologic Soil Group: C
Ecological site: F136XY820GA-Acidic upland forest, moist
Hydric soil rating: No
Minor Components
Helena
Percent of map unit: 8 percent
Landform: Ridges
Landform position (two-dimensional): Summit, footslope
Landform position (three-dimensional): Interfluve
Down-slope shape: Concave
Across-slope shape: Concave
Hydric soil rating: No
Appling
Percent of map unit:4 percent
Landform: Interfluves
Landform position (two-dimensional): Summit
Landform position (three-dimensional): Interfluve
Down-slope shape: Convex
Across-slope shape: Convex
Hydric soil rating: No
Wedowee
Percent of map unit: 3 percent
Landform: Interfluves
Landform position (two-dimensional): Summit
Landform position (three-dimensional): Interfluve
Down-slope shape: Convex
Across-slope shape: Convex
Hydric soil rating: No
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Custom Soil Resource Report
W—Water
Map Unit Composition
Water: 100 percent
Estimates are based on observations, descriptions, and transects of the mapunit.
Description of Water
Interpretive groups
Land capability classification (irrigated): None specified
Land capability classification (nonirrigated): 8
Hydric soil rating: No
WbD—Wake-Wateree-Wedowee complex, 8 to 15 percent slopes, rocky
Map Unit Setting
National map unit symbol: 3s60
Elevation: 200 to 1,400 feet
Mean annual precipitation: 37 to 60 inches
Mean annual air temperature: 50 to 66 degrees F
Frost-free period: 160 to 240 days
Farmland classification: Not prime farmland
Map Unit Composition
Wake, rocky, and similar soils: 35 percent
Wateree, rocky, and similar soils: 30 percent
Wedowee, rocky, and similar soils: 25 percent
Minor components: 10 percent
Estimates are based on observations, descriptions, and transects of the mapunit.
Description of Wake, Rocky
Setting
Landform: Hillslopes on ridges
Landform position (two-dimensional): Backslope
Landform position (three-dimensional): Side slope
Down-slope shape: Linear
Across-slope shape: Convex
Parent material: Residuum weathered from granite and gneiss
Typical profile
A -0 to 7 inches: gravelly loamy coarse sand
C- 7 to 11 inches: gravelly loamy sand
R- 11 to 80 inches: unweathered bedrock
Properties and qualities
Slope: 8 to 15 percent
27

Custom Soil Resource Report
Depth to restrictive feature: 8 to 20 inches to lithic bedrock
Drainage class: Excessively drained
Runoff class: Very high
Capacity of the most limiting layer to transmit water(Ksat):Very low to low (0.00 to
0.01 in/hr)
Depth to water table: More than 80 inches
Frequency of flooding: None
Frequency of ponding: None
Available water supply, 0 to 60 inches: Very low(about 0.7 inches)
Interpretive groups
Land capability classification (irrigated): None specified
Land capability classification (nonirrigated): 6s
Hydrologic Soil Group: D
Ecological site: F136XY870GA- Lower piedmont acidic upland woodland, depth
restriction, dry
Hydric soil rating: No
Description of Wateree, Rocky
Setting
Landform: Hillslopes on ridges
Landform position (two-dimensional): Backslope
Landform position (three-dimensional): Side slope
Down-slope shape: Linear
Across-slope shape: Convex
Parent material: Saprolite derived from granite and gneiss
Typical profile
A -0 to 7 inches: sandy loam
Bw- 7 to 28 inches: sandy loam
C-28 to 35 inches: sandy loam
Cr-35 to 80 inches: weathered bedrock
Properties and qualities
Slope: 8 to 15 percent
Depth to restrictive feature: 20 to 40 inches to paralithic bedrock
Drainage class:Well drained
Runoff class: Medium
Capacity of the most limiting layer to transmit water(Ksat):Very low to high (0.00
to 1.98 in/hr)
Depth to water table: More than 80 inches
Frequency of flooding: None
Frequency of ponding: None
Available water supply, 0 to 60 inches: Low(about 3.4 inches)
Interpretive groups
Land capability classification (irrigated): None specified
Land capability classification (nonirrigated): 4e
Hydrologic Soil Group: B
Ecological site: F136XY870GA- Lower piedmont acidic upland woodland, depth
restriction, dry
Hydric soil rating: No
28

Custom Soil Resource Report
Description of Wedowee, Rocky
Setting
Landform: Hillslopes on ridges
Landform position (two-dimensional): Backslope
Landform position (three-dimensional): Side slope
Down-slope shape: Linear
Across-slope shape: Convex
Parent material: Saprolite derived from granite and gneiss and/or schist
Typical profile
Ap- 0 to 5 inches: sandy loam
BE-5 to 10 inches: sandy clay loam
Bt- 10 to 35 inches: sandy clay
C-35 to 80 inches: sandy clay loam
Properties and qualities
Slope: 8 to 15 percent
Depth to restrictive feature: More than 80 inches
Drainage class:Well drained
Runoff class: Medium
Capacity of the most limiting layer to transmit water(Ksat): Moderately high to high
(0.57 to 1.98 in/hr)
Depth to water table: More than 80 inches
Frequency of flooding: None
Frequency of ponding: None
Available water supply, 0 to 60 inches: Moderate (about 8.2 inches)
Interpretive groups
Land capability classification (irrigated): None specified
Land capability classification (nonirrigated): 3e
Hydrologic Soil Group: B
Ecological site: F136XY820GA-Acidic upland forest, moist
Hydric soil rating: No
Minor Components
Rion, rocky
Percent of map unit: 6 percent
Landform: Hillslopes on ridges
Landform position (two-dimensional): Backslope
Landform position (three-dimensional): Side slope
Down-slope shape: Linear
Across-slope shape: Convex
Hydric soil rating: No
Wilkes, rocky
Percent of map unit: 3 percent
Landform: Hillslopes on ridges
Landform position (two-dimensional): Backslope
Landform position (three-dimensional): Side slope
Down-slope shape: Linear
Across-slope shape: Convex
Hydric soil rating: No
Rock outcrop
Percent of map unit: 1 percent
29

Custom Soil Resource Report
Landform: Hillslopes on ridges
Landform position (two-dimensional): Backslope
Landform position (three-dimensional): Side slope
Down-slope shape: Linear
Across-slope shape: Convex
Hydric soil rating: No
WeB—Wedowee sandy loam, 2 to 6 percent slopes
Map Unit Setting
National map unit symbol: 3s63
Elevation: 200 to 1,400 feet
Mean annual precipitation: 37 to 60 inches
Mean annual air temperature: 59 to 66 degrees F
Frost-free period: 200 to 240 days
Farmland classification: All areas are prime farmland
Map Unit Composition
Wedowee and similar soils: 94 percent
Minor components: 6 percent
Estimates are based on observations, descriptions, and transects of the mapunit.
Description of Wedowee
Setting
Landform: I nterfl uves
Landform position (two-dimensional): Summit
Landform position (three-dimensional): Interfluve
Down-slope shape: Convex
Across-slope shape: Convex
Parent material: Saprolite derived from granite and gneiss and/or schist
Typical profile
Ap- 0 to 4 inches: sandy loam
E-4 to 7 inches: sandy loam
Bt- 7 to 23 inches: clay
BC-23 to 35 inches: clay loam
C-35 to 80 inches: sandy clay loam
Properties and qualities
Slope: 2 to 6 percent
Depth to restrictive feature: More than 80 inches
Drainage class:Well drained
Runoff class: Low
Capacity of the most limiting layer to transmit water(Ksat): Moderately high to high
(0.57 to 1.98 in/hr)
Depth to water table: More than 80 inches
Frequency of flooding: None
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Custom Soil Resource Report
Frequency of ponding: None
Available water supply, 0 to 60 inches: Moderate (about 8.1 inches)
Interpretive groups
Land capability classification (irrigated): None specified
Land capability classification (nonirrigated): 2e
Hydrologic Soil Group: B
Ecological site: F136XY820GA-Acidic upland forest, moist
Hydric soil rating: No
Minor Components
Vance
Percent of map unit: 5 percent
Landform: Interfluves
Landform position (two-dimensional): Summit
Landform position (three-dimensional): Interfluve
Down-slope shape: Convex
Across-slope shape: Convex
Hydric soil rating: No
Helena
Percent of map unit: 1 percent
Landform: Ridges
Landform position (two-dimensional): Summit, footslope
Landform position (three-dimensional): Interfluve
Down-slope shape: Concave
Across-slope shape: Concave
Hydric soil rating: No
WeC—Wedowee sandy loam, 6 to 10 percent slopes
Map Unit Setting
National map unit symbol: 3s64
Elevation: 200 to 1,400 feet
Mean annual precipitation: 37 to 60 inches
Mean annual air temperature: 50 to 66 degrees F
Frost-free period: 160 to 240 days
Farmland classification: Farmland of statewide importance
Map Unit Composition
Wedowee and similar soils: 85 percent
Minor components: 14 percent
Estimates are based on observations, descriptions, and transects of the mapunit.
Description of Wedowee
Setting
Landform: Hillslopes on ridges
Landform position (two-dimensional): Backslope
Landform position (three-dimensional): Side slope
31

Custom Soil Resource Report
Down-slope shape: Linear
Across-slope shape: Convex
Parent material: Saprolite derived from granite and gneiss and/or schist
Typical profile
Ap- 0 to 4 inches: sandy loam
E-4 to 7 inches: sandy loam
Bt- 7 to 23 inches: clay
BC-23 to 35 inches: clay loam
C-35 to 80 inches: sandy clay loam
Properties and qualities
Slope: 6 to 10 percent
Depth to restrictive feature: More than 80 inches
Drainage class:Well drained
Runoff class: Medium
Capacity of the most limiting layer to transmit water(Ksat): Moderately high to high
(0.57 to 1.98 in/hr)
Depth to water table: More than 80 inches
Frequency of flooding: None
Frequency of ponding: None
Available water supply, 0 to 60 inches: Moderate (about 8.1 inches)
Interpretive groups
Land capability classification (irrigated): None specified
Land capability classification (nonirrigated): 3e
Hydrologic Soil Group: B
Ecological site: F136XY820GA-Acidic upland forest, moist
Hydric soil rating: No
Minor Components
Rion
Percent of map unit: 8 percent
Landform: Hillslopes on ridges
Landform position (two-dimensional): Backslope
Landform position (three-dimensional): Side slope
Down-slope shape: Linear
Across-slope shape: Convex
Hydric soil rating: No
Vance
Percent of map unit: 5 percent
Landform: Hillslopes on ridges
Landform position (two-dimensional): Backslope
Landform position (three-dimensional): Side slope
Down-slope shape: Linear
Across-slope shape: Convex
Hydric soil rating: No
Wateree
Percent of map unit: 1 percent
Landform: Hillslopes on ridges
Landform position (two-dimensional): Backslope
Landform position (three-dimensional): Side slope
Down-slope shape: Linear
Across-slope shape: Convex
32

Custom Soil Resource Report
Hydric soil rating: No
WeD—Wedowee sandy loam, 10 to 15 percent slopes
Map Unit Setting
National map unit symbol: 3s65
Elevation: 200 to 1,400 feet
Mean annual precipitation: 37 to 60 inches
Mean annual air temperature: 50 to 66 degrees F
Frost-free period: 160 to 240 days
Farmland classification: Farmland of statewide importance
Map Unit Composition
Wedowee and similar soils: 85 percent
Minor components: 15 percent
Estimates are based on observations, descriptions, and transects of the mapunit.
Description of Wedowee
Setting
Landform: Hillslopes on ridges
Landform position (two-dimensional): Backslope
Landform position (three-dimensional): Side slope
Down-slope shape: Linear
Across-slope shape: Convex
Parent material: Saprolite derived from granite and gneiss and/or schist
Typical profile
Ap- 0 to 4 inches: sandy loam
E-4 to 7 inches: sandy loam
Bt- 7 to 23 inches: clay
BC-23 to 35 inches: clay loam
C-35 to 80 inches: sandy clay loam
Properties and qualities
Slope: 10 to 15 percent
Depth to restrictive feature: More than 80 inches
Drainage class:Well drained
Runoff class: Medium
Capacity of the most limiting layer to transmit water(Ksat): Moderately high to high
(0.57 to 1.98 in/hr)
Depth to water table: More than 80 inches
Frequency of flooding: None
Frequency of ponding: None
Available water supply, 0 to 60 inches: Moderate (about 8.1 inches)
Interpretive groups
Land capability classification (irrigated): None specified
Land capability classification (nonirrigated): 3e
Hydrologic Soil Group: B
Ecological site: F136XY820GA-Acidic upland forest, moist
33

Custom Soil Resource Report
Hydric soil rating: No
Minor Components
Wateree
Percent of map unit: 6 percent
Landform: Hillslopes on ridges
Landform position (two-dimensional): Backslope
Landform position (three-dimensional): Side slope
Down-slope shape: Linear
Across-slope shape: Convex
Hydric soil rating: No
Rion
Percent of map unit: 5 percent
Landform: Hillslopes on ridges
Landform position (two-dimensional): Backslope
Landform position (three-dimensional): Side slope
Down-slope shape: Linear
Across-slope shape: Convex
Hydric soil rating: No
Louisburg
Percent of map unit:4 percent
Landform: Hillslopes on ridges
Landform position (two-dimensional): Backslope
Landform position (three-dimensional): Side slope
Down-slope shape: Linear
Across-slope shape: Convex
Hydric soil rating: No
WuC—Wedowee-Urban land-Udorthents complex, 2 to 10 percent slopes
Map Unit Setting
National map unit symbol: 3s66
Elevation: 200 to 1,400 feet
Mean annual precipitation: 37 to 60 inches
Mean annual air temperature: 59 to 66 degrees F
Frost-free period: 200 to 240 days
Farmland classification: Not prime farmland
Map Unit Composition
Wedowee and similar soils:40 percent
Urban land: 30 percent
Udorthents and similar soils: 15 percent
Estimates are based on observations, descriptions, and transects of the mapunit.
Description of Wedowee
Setting
Landform: Hillslopes on ridges
34

Custom Soil Resource Report
Landform position (two-dimensional): Backslope
Landform position (three-dimensional): Side slope
Down-slope shape: Linear
Across-slope shape: Convex
Parent material: Saprolite derived from granite and gneiss and/or schist
Typical profile
Ap- 0 to 5 inches: sandy loam
Bt1 -5 to 10 inches: sandy clay loam
Bt2- 10 to 35 inches: sandy clay
C-35 to 80 inches: sandy clay loam
Properties and qualities
Slope: 2 to 10 percent
Depth to restrictive feature: More than 80 inches
Drainage class:Well drained
Runoff class: Medium
Capacity of the most limiting layer to transmit water(Ksat): Moderately high to high
(0.57 to 1.98 in/hr)
Depth to water table: More than 80 inches
Frequency of flooding: None
Frequency of ponding: None
Available water supply, 0 to 60 inches: Moderate (about 8.2 inches)
Interpretive groups
Land capability classification (irrigated): None specified
Land capability classification (nonirrigated): 3e
Hydrologic Soil Group: B
Ecological site: F136XY82OGA-Acidic upland forest, moist
Hydric soil rating: No
Description of Urban Land
Setting
Landform: Hillslopes on ridges
Landform position (two-dimensional): Backslope
Landform position (three-dimensional): Side slope
Down-slope shape: Linear
Across-slope shape: Convex
Parent material: Impervious layers over human transported material
Interpretive groups
Land capability classification (irrigated): None specified
Land capability classification (nonirrigated): 8
Hydric soil rating: No
Description of Udorthents
Setting
Landform: Hillslopes on ridges
Landform position (two-dimensional): Backslope
Landform position (three-dimensional): Side slope
Down-slope shape: Linear
Across-slope shape: Convex
Parent material: Loamy and clayey mine spoil or earthy fill derived from igneous,
metamorphic and sedimentary rock
35

Custom Soil Resource Report
Typical profile
C- 0 to 80 inches: sandy clay loam
Properties and qualities
Slope: 2 to 10 percent
Depth to restrictive feature: More than 80 inches
Drainage class:Well drained
Runoff class: Medium
Capacity of the most limiting layer to transmit water(Ksat):Very low to high (0.00
to 1.98 in/hr)
Depth to water table: More than 80 inches
Frequency of flooding: None
Frequency of ponding: None
Available water supply, 0 to 60 inches: Moderate (about 8.4 inches)
Interpretive groups
Land capability classification (irrigated): None specified
Land capability classification (nonirrigated): 6e
Hydrologic Soil Group: C
Ecological site: F136XY820GA-Acidic upland forest, moist
Hydric soil rating: No
36

Soil Information for All Uses
Soil Properties and Qualities
The Soil Properties and Qualities section includes various soil properties and
qualities displayed as thematic maps with a summary table for the soil map units in
the selected area of interest. A single value or rating for each map unit is generated
by aggregating the interpretive ratings of individual map unit components. This
aggregation process is defined for each property or quality.
Soil Qualities and Features
Soil qualities are behavior and performance attributes that are not directly
measured, but are inferred from observations of dynamic conditions and from soil
properties. Example soil qualities include natural drainage, and frost action. Soil
features are attributes that are not directly part of the soil. Example soil features
include slope and depth to restrictive layer. These features can greatly impact the
use and management of the soil.
Hydrologic Soil Group
Hydrologic soil groups are based on estimates of runoff potential. Soils are
assigned to one of four groups according to the rate of water infiltration when the
soils are not protected by vegetation, are thoroughly wet, and receive precipitation
from long-duration storms.
The soils in the United States are assigned to four groups (A, B, C, and D) and
three dual classes (A/D, B/D, and C/D). The groups are defined as follows:
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.
37

Custom Soil Resource Report
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.
If a soil is assigned to a dual hydrologic group (A/D, B/D, or C/D), the first letter is
for drained areas and the second is for undrained areas. Only the soils that in their
natural condition are in group D are assigned to dual classes.
38

Custom Soil Resource Report
fm Map—Hydrologic Soil Group
742700 742900 743100 743300 743500 743700 743900 744100
36°5'33"N 0 36°5'33"N
'
* -c+ i* \
"-.151/4'- . s. 0 • . ,,,,,7
,./ kt•':Drit • ';,.• ich
° \ :1/1::/1
74iik I
CI A
'� iWuG) a • Aa,-.
').' \ '5' , , _,_
't, . ' #16 . . "'
I1‘ RmA
Wy
1
I WeB War , RmA
` MOD WeC
f W
',
W WbD 111 t
WeC •
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t. I II 7.1
r 1 pc, ,.
4
�_- .. --
G ap L279 nod b�e(Uod VI¶[/(5(5(aU43
36°4'24"N 36°4'24"N
742700 742900 743100 743300 743500 743700 743930 744100
3 3
-, v
Map Scale:1:10,400 if printed on A portrait(8.5"x 11")sheet. F
N Meters "
0 150 300 600 900
Feet
0 500 1000 1000 3000
Map projection:Web Mercator Comer coordinates:WGS84 Edge tcs:UTN1 Zone 17N WGS84
39

Custom Soil Resource Report
MAP LEGEND MAP INFORMATION
Area of Interest(AOI) 0 C The soil surveys that comprise your AOI were mapped at
Area of Interest(AOI) CID 1:24,000.
Soils D
Soil Rating Polygons Warning:Soil Map may not be valid at this scale.
A 0 Not rated or not available
Enlargement of maps beyond the scale of mapping can cause
I Water Features
A/D misunderstanding of the detail of mapping and accuracy of soil
Streams and Canals line placement.The maps do not show the small areas of
I I B
Transportation contrasting soils that could have been shown at a more detailed
I B/D scale.
1-FF Rails
I C
^,/ Interstate Highways
C/D Please rely on the bar scale on each map sheet for map
~iv US Routes measurements.
D Major Roads
Not rated or not available Source of Map: Natural Resources Conservation Service
Local Roads Web Soil Survey URL:
Soil Rating Lines Background Coordinate System: Web Mercator(EPSG:3857)
• Ael Aerial Photography
Maps from the Web Soil Survey are based on the Web Mercator
. • A/D projection,which preserves direction and shape but distorts
• B distance and area.A projection that preserves area,such as the
Albers equal-area conic projection,should be used if more
....we B/D accurate calculations of distance or area are required.
✓ w c
This product is generated from the USDA-NRCS certified data as
• r C/D of the version date(s)listed below.
. r D
Soil Survey Area: Franklin County,North Carolina
. • Not rated or not available Survey Area Data: Version 27,Sep 13,2023
Soil Rating Points
A Soil map units are labeled(as space allows)for map scales
1:50,000 or larger.
▪ A/D
▪ B Date(s)aerial images were photographed: Apr 25,2022—May
20,2022
▪ B/D
The orthophoto or other base map on which the soil lines were
compiled and digitized probably differs from the background
imagery displayed on these maps.As a result,some minor
shifting of map unit boundaries may be evident.
40

Custom Soil Resource Report
Table—Hydrologic Soil Group
Map unit symbol Map unit name Rating Acres in AOI Percent of AOI
AaA Altavista sandy loam,0 C 2.6 0.6%
to 3 percent slopes,
rarely flooded
ChA Chewacla and B/D 37.9 8.2%
Wehadkee soils,0 to 3
percent slopes,
frequently flooded
HeB Helena sandy loam,2 to D 15.6 3.4%
6 percent slopes
RmA Riverview and B 41.6 9.0%
Buncombe soils,0 to 3
percent slopes,
frequently flooded
RoA Roanoke-Warne C/D 23.0 5.0%
complex,0 to 3
percent slopes,
occasionally flooded
Ud Udorthents,loamy C 4.4 0.9%
VaB Vance sandy loam,2 to 6 C 20.2 4.4%
percent slopes
W Water 13.2 2.9%
WbD Wake-Wateree- B 17.5 3.8%
Wedowee complex,8
to 15 percent slopes,
rocky
WeB Wedowee sandy loam,2 B 153.8 33.4%
to 6 percent slopes
WeC Wedowee sandy loam,6 B 88.7 19.2%
to 10 percent slopes
WeD Wedowee sandy loam, B 9.1 2.0%
10 to 15 percent
slopes
WuC Wedowee-Urban land- B 33.4 7.2%
Udorthents complex,2
to 10 percent slopes
Totals for Area of Interest 461.0 100.0%
Rating Options—Hydrologic Soil Group
Aggregation Method: Dominant Condition
Component Percent Cutoff. None Specified
Tie-break Rule: Higher
41

References
American Association of State Highway and Transportation Officials (AASHTO).
2004. Standard specifications for transportation materials and methods of sampling
and testing. 24th edition.
American Society for Testing and Materials (ASTM). 2005. Standard classification of
soils for engineering purposes. ASTM Standard D2487-00.
Cowardin, L.M., V. Carter, F.C. Golet, and E.T. LaRoe. 1979. Classification of
wetlands and deep-water habitats of the United States. U.S. Fish and Wildlife
Service FWS/OBS-79/31.
Federal Register. July 13, 1994. Changes in hydric soils of the United States.
Federal Register. September 18, 2002. Hydric soils of the United States.
Hurt, G.W., and L.M. Vasilas, editors. Version 6.0, 2006. Field indicators of hydric
soils in the United States.
National Research Council. 1995. Wetlands: Characteristics and boundaries.
Soil Survey Division Staff. 1993. Soil survey manual. Soil Conservation Service.
U.S. Department of Agriculture Handbook 18. http://www.nres.usda.gov/wps/portal/
nres/detail/national/soils/?cid=nres 142p2_054262
Soil Survey Staff. 1999. Soil taxonomy: A basic system of soil classification for
making and interpreting soil surveys. 2nd edition. Natural Resources Conservation
Service, U.S. Department of Agriculture Handbook 436. http://
www.nres.usda.gov/wps/portal/nres/detail/national/soils/?cid=nres142p2_053577
Soil Survey Staff. 2010. Keys to soil taxonomy. 11th edition. U.S. Department of
Agriculture, Natural Resources Conservation Service. http://
www.nres.usda.gov/wps/portal/nres/detail/national/soils/?cid=nres142p2_053580
Tiner, R.W., Jr. 1985. Wetlands of Delaware. U.S. Fish and Wildlife Service and
Delaware Department of Natural Resources and Environmental Control, Wetlands
Section.
United States Army Corps of Engineers, Environmental Laboratory. 1987. Corps of
Engineers wetlands delineation manual. Waterways Experiment Station Technical
Report Y-87-1.
United States Department of Agriculture, Natural Resources Conservation Service.
National forestry manual. http://www.nrcs.usda.gov/wps/portal/nrcs/detail/soils/
home/?cid=nres142p2_053374
United States Department of Agriculture, Natural Resources Conservation Service.
National range and pasture handbook. http://www.nres.usda.gov/wps/portal/nres/
detail/national/landuse/rangepasture/?cid=stelprdb1043084
42

Custom Soil Resource Report
United States Department of Agriculture, Natural Resources Conservation Service.
National soil survey handbook, title 430-VI. http://www.nres.usda.gov/wps/portal/
nres/detail/soils/scientists/?cid=nres142p2_054242
United States Department of Agriculture, Natural Resources Conservation Service.
2006. Land resource regions and major land resource areas of the United States,
the Caribbean, and the Pacific Basin. U.S. Department of Agriculture Handbook
296. http://www.nres.usda.gov/wps/portal/nres/detail/national/soils/?
cid=nres142p2_053624
United States Department of Agriculture, Soil Conservation Service. 1961. Land
capability classification. U.S. Department of Agriculture Handbook 210. http://
www.nrcs.usda.gov/Internet/FSE_DOCUMENTS/nrcs142p2_052290.pdf
43

APPENDIX E
NOAA RAINFALL DATA

3/24/2020 Precipitation Frequency Data Server
NOAA Atlas 14,Volume 2,Version 3 LOUISBURG
a Station ID: 31-5123 �,
Location name: Louisburg, North Carolina, USA* none
"i Latitude: 36.1028°, Longitude: -78.3039°
Elevation:
i
Elevation(station metadata): 260 ft** "-.,.•�,,,s'�
*source:ESRI Maps
**source:USGS
POINT PRECIPITATION FREQUENCY ESTIMATES
G.M.Bonnin,D.Martin,B.Lin,T.Parzybok,M.Yekta,and D.Riley
NOAA,National Weather Service,Silver Spring,Maryland
PF tabular I PF graphical I Maps & aerials
PF tabular
PDS-based point precipitation frequency estimates with 90% confidence intervals (in inches)1
Average recurrence interval(years)
Duration
1 2 5 10 25 50 100 200 500 1000
5-min 0.408 0.472 0.533 0.605 I 0.673 I 0.730 I 0.781 I 0.826 0.877 0.925 I
(0.373-0.447) (0.433-0.516) (0.488-0.582) (0.552-0.660) (0.612-0.734)1(0.661-0.797)1(0.702-0.852),(0.738-0.904) (0.777-0.961) (0.813-1.02)
10-min 0.652 0.755 0.854 0.967 1.07 1.16 1.24 1.31 1.39 1.46
(0.596-0.715) (0.692-0.825) (0.782-0.933) (0.883-1.06) (0.975-1.17) (1.05-1.27) (1.12-1.35) (1.17-1.43) (1.23-1.52) (1.28-1.60)
15-min 0.815 0.949 1.08 1.22 1.36 1.47 1.57 1.65 1.75 1.83
(0.745-0.893) (0.870-1.04) (0.989-1.18) (1.12-1.34) (1.24-1.48) (1.33-1.61) (1.41-1.71) (1.48-1.81) (1.55-1.91) (1.61-2.01)
30-min 1.12 1.31 1.54 1.77 2.01 2.22 2.40 2.57 2.78 2.96
(1.02-1.23) (1.20-1.43) (1.41-1.68) (1.62-1.94) (1.83-2.20) (2.01-2.42) (2.16-2.62) I (2.30-2.81) (2.46-3.04) (2.60-3.25)
60-min 1.39 1.65 1.97 2.31 2.68 3.01 3.31 I 3.61 3.99 4.32
(1.27-1.53) (1.51-1.80) (1.80-2.15) (2.11-2.52) (2.44-2.93) (2.72-3.28) (2.98-3.61) (3.22-3.95) (3.53-4.37) (3.80-4.75)
2-hr 1.64 1.94 2.35 2.79 3.29 3.75 4.19 4.64 5.23 5.79
(1.49-1.81) (1.77-2.13) (2.14-2.58)_ (2.53-3.06) (2.96-3.60) (3.36-4.10) (3.73-4.58) (4.11-5.07) (4.58-5.73) (5.02-6.35)
3-hr 1.75 2.07 2.51 3.00 3.57 4.10 4.63 5.18 5.91 6.62
(1.58-1.94) (1.88-2.29) (2.28-2.78) (2.71-3.31) (3.21-3.93) (3.66-4.52) (4.10-5.09) I (4.55-5.69) (5.14-6.50) (5.69-7.30)
6-hr 2.09 2.48 3.01 3.60 4.30 4.97 5.63 I 6.33 7.28 I 8.20
(1.90-2.32) (2.25-2.74) (2.73-3.33) (3.26-3.97) (3.87-4.74) (4.43-5.46) (4.98-6.18) (5.55-6.95) (6.30-7.99) (6.99-9.01)
12-hr 2.45 2.91 3.55 4.27 5.15 5.99 6.83 7.74 9.00 10.2
(2.24-2.71) (2.67-3.20) (3.24-3.91) (3.89-4.70) (4.66-5.64) (5.37-6.54) (6.06-7.45) (6.80-8.44) (7.77-9.81) (8.69-11.2)
24-hr 2.90 3.50 4.41 5.13 6.13 6.95 7.79 8.69 9.94 10.9
(2.72-3.11) (3.28-3.76) (4.12-4.73) (4.79-5.50) (5.70-6.58) (6.43-7.45) (7.18-8.37) I (7.95-9.34) (9.03-10.7) (9.88-11.8)
2-day 3.37 4.06 5.08 5.88 6.99 7.88 8.80 9.77 11.1 12.2
(3.17-3.60) (3.82-4.34) (4.76-5.42) (5.50-6.28) (6.51-7.47) (7.31-8.42) (8.14-9.42) (8.99-10.5) (10.1-12.0) (11.1-13.2)
3-day 3.57 4.30 5.34 6.17 7.32 8.24 9.20 10.2 11.6 12.7
(3.35-3.81) (4.04-4.58) (5.01-5.69) (5.78-6.57) (6.82-7.79) (7.65-8.78) (8.50-9.81) (9.38-10.9) (10.6-12.4) (11.5-13.7)
3.77 4.53 5.61 6.46 7.65 8.60 9.59 10.6 12.1 13.2
4-day
(3.54-4.01) (4.25-4.81) (5.26-5.95) (6.05-6.86) (7.13-8.12) (7.99-9.14) (8.87-10.2) (9.76-11.3) (11.0-12.9) (12.0-14.1)
7-day 4.38 5.23 6.40 7.33 8.61 9.64 10.7 I 11.8 13.3 14.6
(4.12-4.67) (4.92-5.57) (6.01-6.81) (6.86-7.80) (8.03-9.17) (8.96-10.3) 1 (9.91-11.4) (10.9-12.6) (12.2-14.3) (13.2-15.7)
10-day 5.00 5.95 7.19 8.16 9.48 10.5 11.6 12.7 14.2 15.4
(4.70-5.31) (5.59-6.32) (6.75-7.62) (7.65-8.65) (8.86-10.1) (9.81-11.2) 1 (10.8-12.4) (11.8-13.5) (13.1-15.2) (14.1-16.5)
20-day 6.69 7.91 9.39 10.6 12.2 13.4 14.7 16.0 17.8 19.2
(6.33-7.08) (7.48-8.37) (8.87-9.93) (9.97-11.2) (11.4-12.9) (12.6-14.2) (13.7-15.6) (14.9-17.0) (16.5-19.0) (17.7-20.5)
30-day 8.30 9.77 11.4 12.7 14.4 15.7 17.0 18.3 20.1 21.4
(7.88-8.75) (9.28-10.3) (10.8-12.0)__ (12.0-13.4) (13.6-15.2) (14.8-16.6) (16.0-18.0) (17.2-19.4) (18.7-21.3) (19.9-22.8)
45-day 10.5 12.3 14.2 15.6 17.5 18.9 20.3 21.7 23.6 25.0
(10.0-11.1) (11.8-13.0) (13.5-14.9) (14.8-16.4) (16.6-18.4) (17.9-19.9) (19.2-21.4) I (20.4-22.9) (22.1-24.9) (23.3-26.5)
12.6 14.8 16.8 18.3 20.3 21.8 23.3 24.7 26.5 27.9
60-day
(12.1-13.2) (14.1-15.4) (16.0-17.5) (17.4-19.1) (19.3-21.2) (20.7-22.8) (22.0-24.4) (23.3-25.9) (25.0-27.9) (26.3-29.5)
1 Precipitation frequency(PF)estimates in this table are based on frequency analysis of partial duration series(PDS).
Numbers in parenthesis are PF estimates at lower and upper bounds of the 90%confidence interval.The probability that precipitation frequency estimates(for a
given duration and average recurrence interval)will be greater than the upper bound(or less than the lower bound)is 5%.Estimates at upper bounds are not
checked against probable maximum precipitation(PMP)estimates and may be higher than currently valid PMP values.
Please refer to NOAA Atlas 14 document for more information.
Back to Top
PF graphical
https://hdsc.nws.noaa.gov/hdsc/pfds/pfds_printpage.html?st=nc&sta=31-5123&data=depth&units=english&series=pds 1/4

APPENDIX F
PRE-DEVELOPMENT WATERSHED MAP

'ivy' - / l / ) ) SOIL TYPES LEGEND
N.• ^-' R ; 't. �, + �) r ChA-CHEWACLA AND WEHADKEE SOILS,0 TO 3 PERCENT SLOPES,FREQUENTLY FLOODED(HSG B/D) EX.PROPERTY LINE
16
6. _ 7
• R* •. •- �i1 HeB-HELENA SANDY LOAM,2 TO 6 PERCENT SLOPES(HSG D) — — — — — — EX.MAJOR CONTOUR(10')
EX.MINOR CONTOUR(2')
I- •
• WBD-WAKE-WATEREE-WEDOWEE COMPLEX,8 TO 15 PERCENT SLOPES,ROCKY(HSG B) EX.SOIL LINE M
�• + 1 '� If 1 .# ‘..V419 41t . • Web-WEDOWEE SANDY LOAM,2 TO 6 PERCENT SLOPES(HSG B) PRE-DEVELOPMENT DRAINAGE BOUNDARY ENGINEERING
2 I PRE-DEVELOPMENT FLOW SEGMENT
` • WeC-WEDOWEE SANDY LOAM,6 TO 10 PERCENT SLOPES(HSG B)
p 200
3 _ 'A N ( W-WATER POST OFFICE BOX 91727
�j RALEIGH,NORTH CAROLINA 27675
V� -S . PHONE:[phone]
, FIRM NC LICENSE NUMBER C-4222
.� jk ...
- _ - V t
0' &) i . ;1 4111,1 t.e ,,, .
•
. 7 :fgt. . -- - ,.' \ .
�
1 s. '\
,'• nela �, _� .-✓ REVISION HISTORY
' /. I! _ _
•, Eiri DESCRIPTION DATE
....: :: ,,. . . 4.
NI
ip
MI d
�.• / �M
o
M
• _ - • f - E-DEVESUBCA CHMENT IS
♦ �j .�. R �' DRAINAGE AREA�2 O D29 ACVI M
M
1
- _ rz ► _. WeB
•
la ORIGINAL PLAN SIZE:24"X 36"
EU
•
SUBCATCHMENT1S ".161,
, (PRE-DEVELOPMENT DA-1)TIME
OF CONCENTRATION FLOW PATH : a
I . EZI::. I
0� I
ti
I
,
p
- 200 100 0 200
- -- I - -
SCALE.1 INCH-200 FEET
- N SCALE ADJUSTMENT
e I ✓—
` THIS BAR 151 INCH IN LENGTH
ON ORIGINAL DRAWING
QM
- _ D 1'
' - -..� \ ' -,,' — - \ IF IT IS T1
• 1 SHEET,AD NOJUST YOURINCHON SCALE41 15.?
CM , • - - �� ACCORDINGLY
10
® EXHIBIT
t' ••, GREEN HILL SUBDIVISION
iler.
© r _ ` NC HWY 39
LOUISBURG,NC 27549
r. •
1 •
1
GREEN HILL DRIVE,LLC
r ,..,�
® / / .
4
DATE: 10-31-2023
„. ,
v. SCALE: AS SHOWN
® ` DESIGNED BY: FLM
'\ APPROVED BY: FLM
a /11••••••••
PROJECT NO.: 22037
f I, ® `Z 4
9 PRE-DEVELOPMENT
VA' Ej
' WATERSHED MAP
.L /
4 F
/' / f‘�, /' _ SHEET 1 OF 1
02023 THIS DRAWING SHALL NOT BE REPRODUCED IN WHOLE OR IN
PART WITHOUT WRITTEN PERMISSION OF FLM ENGINEERING,INC.

APPENDIX G
PRE-DEVELOPMENT HYDROLOGIC MODEL

Pre-development D
SubCat Reach 'on• Drainage Diagram for Green Hill_Stormwater Management
Prepared by FLM Engineering, Inc., Printed 10/31/2023
HydroCAD®8.50 s/n 002245 ©2007 HydroCAD Software Solutions LLC

Green Hill_Stormwater Management
Prepared by FLM Engineering, Inc. Printed 10/31/2023
HydroCAD®8.50 s/n 002245 ©2007 HydroCAD Software Solutions LLC Page 2
Area Listing (selected nodes)
Area CN Description
(acres) (subcatchment-numbers)
20.030 60 Woods, Fair, HSG B (offsite) (1S)
31.970 60 Woods, Fair, HSG B (onsite) (1S)
44.210 69 50-75% Grass cover, Fair, HSG B (offsite) (1S)
72.110 69 50-75% Grass cover, Fair, HSG B (onsite) (1S)
1.840 79 Woods, Fair, HSG D (offsite) (1S)
4.410 79 Woods, Fair, HSG D (onsite) (1S)
1.510 84 50-75% Grass cover, Fair, HSG D (offsite) (1S)
9.250 84 50-75% Grass cover, Fair, HSG D (onsite) (1S)
8.760 98 Impervious surface (offsite) (1S)
2.830 98 Impervious surface (onsite) (1S)
3.370 98 Water Surface, 0% imp (onsite) (1S)
200.290 TOTAL AREA

Green Hill_Stormwater Management Type II 24-hr 1-Year Rainfall=2.90"
Prepared by FLM Engineering, Inc. Printed 10/31/2023
HydroCAD®8.50 s/n 002245 ©2007 HydroCAD Software Solutions LLC Page 3
Summary for Subcatchment 1S: Pre-development DA-1
Runoff = 111.16 cfs @ 12.21 hrs, Volume= 11.006 af, Depth= 0.66"
Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-120.00 hrs, dt= 0.05 hrs
Type II 24-hr 1-Year Rainfall=2.90"
Area (ac) CN Description
* 2.830 98 Impervious surface (onsite)
* 9.250 84 50-75% Grass cover, Fair, HSG D (onsite)
* 4.410 79 Woods, Fair, HSG D (onsite)
* 72.110 69 50-75% Grass cover, Fair, HSG B (onsite)
* 31.970 60 Woods, Fair, HSG B (onsite)
* 3.370 98 Water Surface, 0% imp (onsite)
* 8.760 98 Impervious surface (offsite)
* 1.510 84 50-75% Grass cover, Fair, HSG D (offsite)
* 1.840 79 Woods, Fair, HSG D (offsite)
* 44.210 69 50-75% Grass cover, Fair, HSG B (offsite)
* 20.030 60 Woods, Fair, HSG B (offsite)
200.290 70 Weighted Average
188.700 Pervious Area
11.590 Impervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
8.0 100 0.0300 0.21 Sheet Flow, Sheet Flow
Grass: Short n= 0.150 P2= 3.46"
16.0 2,736 0.0314 2.85 Shallow Concentrated Flow, Shallow Concentrated Flow
Unpaved Kv= 16.1 fps
24.0 2,836 Total

Green Hill_Stormwater Management Type II 24-hr 1-Year Rainfall=2.90"
Prepared by FLM Engineering, Inc. Printed 10/31/2023
HydroCAD®8.50 s/n 002245 ©2007 HydroCAD Software Solutions LLC Page 4
Subcatchment 1 S: Pre-development DA-1
Hydrograph
120! 1 4 4 1— -Runoff
115! 111.16 cfs _ — —
110: 1 —1 ' 1-- —h t I h —I t 1 1 —h 1 1
105: Type I I-24=1 P r
100:
95 I 1 I Ri i i ziolig
90:
85 1 -1 H- 1 H H H H H R inbff freir=1200.990-~ab
80:
n 7705; 1 1 1 ItuPo VOLIMP 111 0 f
_060 1HH 4H H- HH I 1Mh° 6j
u. 55: now L-en gt , T
45: I _
40:
35 1 - H- 4 + 1— 14 1dN7b
30:
25 I
20:
154-
10! 1H 1 4 H- 11 14 14
0: ......,.1....1. ..........1....1....1. ........,.1,...1.,..1.,.......1....1....,
0 5 10 15 20 25 30 35 40 45 50...55 60 65 70 7 ,..5 80 85 90 95 100 105 110 115 120
Time (hours)

APPENDIX H
POST-DEVELOPMENT WATERSHED MAP

l/ \ )\L \v \ -/ \\c\\�v J V J y V ).7 �� SOIL TYPES LEGEND
ChA-CHEWACLA AND WEHADKEE SOILS,0 TO 3 PERCENT SLOPES,FREQUENTLY FLOODED(HSG BID) EX.PROPERTY LINE
�� HeB-HELENA SANDY LOAM,2 TO 6 PERCENT SLOPES(HSG D) EX.RIGHT-OF-WAY
I / I EX.ADJACENT OWNERS
1 / J / �r �/ / '1 __\ WBD-WAKE-WATEREE-WEDOWEE COMPLEX,8 TO 15 PERCENT SLOPES,ROCKY(HSG B) EX.MAJOR CONTOUR(10') ri
l''--- j \ / O / )��I� 1 / / // I Web-WEDOWEE SANDY LOAM,2 TO 6 PERCENT SLOPES(HSG B) = EX.MINOR CONTOUR(2') ENGINEERING
/ � � / C ( (( —))
/// /^J// / WeC-WEDOWEE SANDY LOAM,6 TO 10 PERCENT SLOPES(HSG B) • EX.FEMA FLOODPLAIN BOUNDARY
/ — / ✓✓✓/ // /7/ ,\\
EX.STREAM
/ �� - (J' W-WATER POST OFFICE BOX 91727
O / / - EX.STREAM BUFFER RALEIGH,NORTH CAROLINA 27675
/7 / - J) / J r (/1 l / \� \�\�1` \ / - PROP.RIGHT-OF-WAY PHONE:[phone]
j/�-' (I ( � ��/ PROP.STORMWATER ) \ \ a1\ \ I FIRM NC LICENSE NUMBER C-4222
\ WETLAND#2 \�\ PROP.LOT LINES O PROP.MAJOR CONTOUR(5')
Oi-7
J� i �, �� / ��� � PROP.MINOR CONTOUR(1')
.� ��� .PROP,STORMWATER POST-DEVELOPMENT DRAINAGE BOUNDARY
�� �� w /� � � - - - - -
WETLAND#1 •
-.>„,4(
� �� \7 / �, \\t\
V - POST-DEVELOPMENT FLOW SEGMENT
O/ IT):\--...-----Th • 1)( ' \\cn
\/ '--j /
/�� / 114NP*.411111141/4 \ ,� �_
fi / �JX--- / i ____7 V
H: 'I_$1
tb
�� �G� \ L� REVISION HISTORY
�� 47;7%v\ ��I��t ��� ���� ��1 I �� �/ REVDESCRIPTION DATE BY
,_______ __Y,--- 7 , (\ �i -/ V �1 aCI 49 #�> ill is i��C�.
/..,,,,,r7---- --- -____,Y -----y- ---.) ...-- Ni// N 4‘.°. qllkielifr‘VP41,(11-4t/itt--- :*,----::4 -11 141,D'. CP' - . \ \
/ ^' --/ SUBCATCHMENT 3S / • \
-. \� (POST-DEVELOPMENT TO ��1� �, 4 j O/�� ����� �' i -- � I ��
J �� 4 SCMDA-1B DRAINAGE D�n,p'- e,---�4/,,„,_- ��1.,� , \y 1 PROP,STORMWATER ���
�e AREA=21.04 AC DI �, �/ 1 M12 ( I 1 ♦/•� WETLAND#6_ 1 n
40,
\ �� _ / �` .J� I I1/� I m SUBCATCHMENT 2S G W�i .'1) / `\
J 1 • ChA 3 ��� � !1�I .ulj (POST-DEVELOPMENT TO gl����_ �11��
/ I� I�I l 1AI� �A lid SCM DA-1A)DRAINAGE A �.� ChA /
\ 92 IIIII� a� �lnl AREA-18.29 AC �� � ,,' - �. '
O
I I
V 0-91 (1 I 1'I VFall/ i, � �-
/ 90 89 88 87 �U 1 41,7 11
�O ��!'�11� - 'illllr�w,r 0,16l 138 14 In1,,i i� �/ ���11��/�i� • �• ���
Z-2 ) O �� - - \\� .\ ������� �1111 �_ i�III��Yi! ���II�)d ICAT LENT 7S 11 .3r
<<CCO00� I (II 1�'I \I \ -All \
// p ` / •
`--� �_
� � .I{ 111 140 11 SUBCATCHMENT 7S � 19
•
r--, •
/ 1
- �- (POST DEVELOPMENT TO - �.' : o A
II. M� \ -��� 1,Il�` __ _.- _- SCM DA-1F)DRAINAGE - '
O , - - m�
If, �: _ C r Ny ) ,--
7 Tom
��r♦ 00AC r'
_ .I �. -- AREA-9. _ , , '���
i.
O III �� ■n � _ AV\
��/ / PROP.STORMWATER I _ I 1011_161111112ii°161'''l
D r` �y�7� ��pp��e��y�e��y,��Q��I ®I I•+�ILy�oit
� 127�
��������� �� WETLAND#4 i' /, 13 fly1�lAl�rl _ b��.� '_ _ I ,---,
��
\O /� //� ( l �I -111. �liCir illril .lIVI���� 1 \ V\\ .,,,,,,,_....„..,,,_____‘,,,.._ __,._ -------- __ ___
1 ,_6d�1g6 6d I �L6-�� •�. Al12 42(1
�R� �j . �\ \ � ._�% \\ •
O c
ORIGINAL PLAN SIZE.24 X36
1 �I _
�� /
^ I� / _ ,5��IC ISFi° - 1as ln1/,. o_ i 6s� f75'. III ��\� __ 1\
\O �- \ li ,I r , 'm: -,yti- ,1-- :!'s .®$asi_;,:iclr -�v1 ,r11� 71,„ i lll = F�.■�1 ,--= .II �1 �PR •'' - --��_ -� i
1
�� _// III f : M `� I ■ l I. 1 OP.STORMWATER
SUBCATCHMENT 5S II' - 1 III■ p
V
_ If 'I] _ - -wly ._�I 1on_.6 - 1 I WETLAND#5 e--
I. (POST-DEVELOPMENT TO - JL "r�,
1
�� �\ • dII I _ SCM DA-1D)DRAINAGE _�- -�� ,� ��-Y' IN I,II 316 /�\\\ \\ 1 \��� N - a - �- AREA=8.53 AC - � l II ., _ �� I �_( __ 111 SUBCATCHMENT 6S �� -yyam
� O 111 31" /t
/� I�I �� -- -�' �11.�5�1i��®��239 240 �41 �42 243 �4� 245 6 247 24:`a I( (POST-DEVELOPMENT TO /,"C, / �Wb �
II
n, 11 I' AREA=18.18 AC (: 3) v
fr
� �� 1 ®� e° 11'I SCM DA-1E DRAINAGE O / �I -_
• ••. •RMWATERC� 312 \I � ��� �� �ETTLAND 3 w C=�� li " )�gIf3i111C `11CYF l268 267 �6 � 2� 63 �"�' 1261 11� i�1I ® •��-- __� ® � V'N\ S��
O �i 1 g< : SUBCATCHMENT 4S _ s - O-� �i �� V c�_ __�I 0'3' �_�'�A ) / Z
O /1114� � !• �� �C7 (POST-DEVELOPMENT TO --icev��6�0f �p����� IN_� I�� /� ��� p SCM DA 1C)DRAINAGE I III I
J��/// AREA=8.91 AC i 1 t 0,^ �12 (3031 304 I 06, •17i til �� 200 100 0 200
I
I - �P .'r �� 81 90 291 f I� W� �� _IICC �� GIkr�'w•4 ��... 1 289. 2 ��.ir a��. 7 u� �J.' ®, 11 I � � _ -- SCALE'1 INCH=200 FEET
1 \ O� �� 4ill
1 . I INICAS
_ F ( I ��- � /\�� .� �� N SCALE ADJUSTMENT
�/ /1 \ \ , , (J /\ //� it
1O 1. ) I ✓ \� � THION ORIGINAL DRAWINGS BAR IS 1 INCH IN GTH
/ \ I (�( \ 0 1"
\ O �/ \ I III I WeC I / Web / \ \ �� \i � I
O �� I I \ v I \ `� /
`� _/ �� I I / /' � v - \� IF IT IS NOT 1 INCH ON THIS
�� U----) �� I / \ ��`O O-
/ I lI J / �� / / \ \\ �\ \��� ` \ SHEET,ADJUST YOUR SCALE
/ A l fV\�_250_ I// J � _ SUBCATCHMENT SS \ (�� SUBCATCHMENT BS(POST- ��� ���� ACCGRDINGLv
�i ��_ ��_ POST-DEVELOPMENT *o DEVELOPMENT BYPASS DA-1G) �� �� V�
BYPASS DA-1 G)DRAINAGE TIME OF CONCENTRATION O
C3 �� \ \ /� .� zso'�i ir.�� /77 7-
AREA=116.34 AC FLOW PATH ,�� � �� EXHIBIT
\ z i ,
�\ O)\\) \--) I :,,,,-„. --7 WeC �. wee __\_,- ) / ( I )• � \ O GREEN HILL SUBDIVISION
w r
Cc q, / / LOUISBURG,NC 27549
/ 1 (//r-( Th) i (7)
���>j -COL —\�
), , / ) i , O O
\� /� J \\ / �\O \ (�� H
GREEN HILL DRIVE,LLC
N
1 DATE: 10-31-2023
1/\ 2jp Zsp' i� \ \ \\ \\ \ SCALE: AS SHOWN
/ / � \ / '� \ y1B/ 1 \ DESIGNED BY: FLM
\O \/ `r\ i --A
\ � APPROVED BY: FLM
// Z (\ ��� '� /% PROJECT NO.: 22037
_ O O OOP/
//i00
/ / _ ^� J �� \\ . / /�O POST-DEVELOPMENT
O — i w x� O �� /� ��� WATERSHED MAP
!y )// \vim � _� — � v�Oy � O�%/ O
O v . O Ov /O
/ 7,-_
O �� O � � ) 1� s�1 ,� —,,,,
O . A �� � O�/,; H
l I .� 1 / // O r
' / / V �- ��// V' I A� V / V �1 i ��i /�� J/,�� 7 O� II1I1 ,/i SHEET 1 OF 1
02023 THIS DRAWING SHALL NOT BE REPRODUCED IN WHOLE OR IN
PART WITHOUT WRITTEN PERMISSION OF FLM ENGINEERING,INC.

APPENDIX I
POST-DEVELOPMENT HYDROLOGIC MODEL

® 3S <4S>
® (6 S)
0
Post-deve opment to Post-deve opment to Post-dev lopment to Post-dev oopment to Post-deve opment to Post-deve opment to
SCM DA-1A SCM DA-1B SCM DA-1C SCM DA-1D SCM DA-1E SCM A-1F
o
1 P A A A A A
WETLAND 1 WETLAND WETLA D 3 W LAND 4 WETLAND 5 WETLAND 6
v.
r\11 Q ( 8S)
Post-development DA-1 Post-development
Bypass DA-1G
(Subca) Reach on. MI Drainage Diagram for Green Hill_Stormwater Management
Prepared by FLM Engineering, Inc., Printed 11/1/2023
HydroCAD®8.50 s/n 002245 ©2007 HydroCAD Software Solutions LLC

Green Hill_Stormwater Management
Prepared by FLM Engineering, Inc. Printed 11/1/2023
HydroCAD®8.50 s/n 002245 ©2007 HydroCAD Software Solutions LLC Page 2
Area Listing (selected nodes)
Area CN Description
(acres) (subcatchment-numbers)
20.030 60 Woods, Fair, HSG B (offsite) (8S)
14.700 60 Woods, Fair, HSG B (onsite) (8S)
29.290 67 50-75% Grass cover, Fair, HSG B (2S,3S,4S)
15.560 69 50-75% Grass cover, Fair, HSG B (6S,7S)
44.210 69 50-75% Grass cover, Fair, HSG B (offsite) (8S)
7.320 69 50-75% Grass cover, Fair, HSG B (onsite) (8S)
1.840 79 Woods, Fair, HSG D (offsite) (8S)
4.410 79 Woods, Fair, HSG D (onsite) (8S)
4.530 84 50-75% Grass cover, Fair, HSG D (5S)
1.510 84 50-75% Grass cover, Fair, HSG D (offsite) (8S)
9.250 84 50-75% Grass cover, Fair, HSG D (onsite) (8S)
8.760 98 Impervious surface (offsite) (8S)
0.940 98 Impervious surface (onsite) (8S)
34.570 98 Paved parking & roofs (2S,3S,4S,5S,6S,7S)
3.370 98 Water Surface, 0% imp (onsite) (8S)
200.290 TOTAL AREA

Green Hill_Stormwater Management Type II 24-hr 1-Year Rainfall=2.90"
Prepared by FLM Engineering, Inc. Printed 11/1/2023
HydroCAD®8.50 s/n 002245 ©2007 HydroCAD Software Solutions LLC Page 3
Summary for Subcatchment 2S: Post-development to SCM DA-1A
Runoff = 31.74 cfs @ 11.98 hrs, Volume= 1.528 af, Depth= 1.00"
Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-120.00 hrs, dt= 0.05 hrs
Type II 24-hr 1-Year Rainfall=2.90"
Area (ac) CN Description
6.170 98 Paved parking & roofs
* 12.120 67 50-75% Grass cover, Fair, HSG B
18.290 77 Weighted Average
12.120 Pervious Area
6.170 Impervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
6.0 Direct Entry,
Subcatchment 2S: Post-development to SCM DA-1A
Hydrograph
34= — 1 I 1 H —�
31.74 cfs I —Runoff
32_ —1 ` T 1- 17T 1-ITT TI T T I T T
30= I p-e II-24 r-1-Year
28_ —It 1 1 T 1 rt 1- 1 1 Rai r a`11 .2.0Ii
26:
24 H- + 1 1 T H 1 1 H- H- Ru riotf r a 18 90Oa6-
22:
7) 20: — T 1- 1 T 1— I-1 H- H -RI-nciff IVoldrn l 11,-52 6f-
3 18_ T T T I T T T FtuMWol #1M1 07-
L° 16:
14: T I t 1 ITT T TI TI C
12_
10� T T T
s
6� T T I T I ITT T TI TIT 1
0 5 10 15 20 25 30 35 40 45 50 55 60 65 70 75 80 85 90 95 100 105 110 115 120
Time (hours)

Green Hill_Stormwater Management Type II 24-hr 1-Year Rainfall=2.90"
Prepared by FLM Engineering, Inc. Printed 11/1/2023
HydroCAD®8.50 s/n 002245 ©2007 HydroCAD Software Solutions LLC Page 4
Summary for Subcatchment 3S: Post-development to SCM DA-1 B
Runoff = 43.07 cfs @ 11.98 hrs, Volume= 2.061 af, Depth= 1.18"
Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-120.00 hrs, dt= 0.05 hrs
Type II 24-hr 1-Year Rainfall=2.90"
Area (ac) CN Description
9.030 98 Paved parking & roofs
* 12.010 67 50-75% Grass cover, Fair, HSG B
21.040 80 Weighted Average
12.010 Pervious Area
9.030 Impervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
6.0 Direct Entry,
Subcatchment 3S: Post-development to SCM DA-1 B
Hydrograph
48�
46: I I I I I I I —Runoff
43.07 cfs
42 4 1- 4 III-24�ir�40 -Yeav
38 t H H H
36: In#al l-2 �
32 Itur aif r a 'h 461a6-
30:
28_ H + I- -Runoff IVoll rn = O61-df-
6 26:
3 24. ku Mil eth I I8-
0 22:
it
20_18. - 4 1 4 I- I T i9-
14: fi l his
12:
10
8:
6:
4 H 4 4 I I
2:
0 5 10 15 20 25 30 35 40 45 50 55 60 65 70 75 80 85 90 95 100 105 110 115 120
Time (hours)

Green Hill_Stormwater Management Type II 24-hr 1-Year Rainfall=2.90"
Prepared by FLM Engineering, Inc. Printed 11/1/2023
HydroCAD®8.50 s/n 002245 ©2007 HydroCAD Software Solutions LLC Page 5
Summary for Subcatchment 4S: Post-development to SCM DA-1C
Runoff = 18.24 cfs @ 11.98 hrs, Volume= 0.873 af, Depth= 1.18"
Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-120.00 hrs, dt= 0.05 hrs
Type II 24-hr 1-Year Rainfall=2.90"
Area (ac) CN Description
3.750 98 Paved parking & roofs
5.160 67 50-75% Grass cover, Fair, HSG B
8.910 80 Weighted Average
5.160 Pervious Area
3.750 Impervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
6.0 Direct Entry,
Subcatchment 4S: Post-development to SCM DA-1 C
Hydrograph
20: i 1- 1—
19: 118.24 cfs I —Runoff
18_ 1- I1- w�� /fi I � ,,
171 ype 4-1-Ir4- ea�
15:
14: ± AIII,i6fflA*e $?9110-a6
13:
1• 2_ -1 fi -RalncifflVt It ine-=10 117Idf-
ci 11
0 10; H t 1 1 fi I I i- 1- I I Run fUDepth 1 f87
• 9_
8 fiI fiI II fiT1i
7_
6_ t t I t iI S'fN8P-
5:
4 fi fi Irtfi Irtr 1rt111fi
3:
2_ fi 1 Ii t Irtfi rt � I t 111 t
1:
0 ,...i.,.. ..,i,...
0 5 10 15 20 25 30 35 40 45 50 55 60 65 70 75 80 85 90 95 100 105 110 11. 5 120
Time (hours)

Green Hill_Stormwater Management Type II 24-hr 1-Year Rainfall=2.90"
Prepared by FLM Engineering, Inc. Printed 11/1/2023
HydroCAD®8.50 s/n 002245 ©2007 HydroCAD Software Solutions LLC Page 6
Summary for Subcatchment 5S: Post-development to SCM DA-1 D
Runoff = 28.13 cfs @ 11.97 hrs, Volume= 1.406 af, Depth= 1.98"
Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-120.00 hrs, dt= 0.05 hrs
Type II 24-hr 1-Year Rainfall=2.90"
Area (ac) CN Description
4.000 98 Paved parking & roofs
4.530 84 50-75% Grass cover, Fair, HSG D
8.530 91 Weighted Average
4.530 Pervious Area
4.000 Impervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
6.0 Direct Entry,
Subcatchment 5S: Post-development to SCM DA-1 D
Hydrograph
30: I I I I I i
28.13 cfs —Runoff
28 Hfi hI t
26: ype II-24-hr4-Yeas
24 T — —L R�air�#a�1t1219oItg—
22 7T T 171 T 71 Tz 6fflAAe $.i530ra6
20_
218_ T — - 1—I 4 —RunoffnlIVolt =1140--alf-
16 TT ITT ITT T uKol 311 1 8
Li' 14:
12= T TI-C76 111 4
10
8_
6' T —I
4
O- -
0 5 10 15 20 25 30 35 40 45 50 55 60 65 70 75 80 85 90 95 100 105 110 115 120
Time (hours)

Green Hill_Stormwater Management Type II 24-hr 1-Year Rainfall=2.90"
Prepared by FLM Engineering, Inc. Printed 11/1/2023
HydroCAD®8.50 s/n 002245 ©2007 HydroCAD Software Solutions LLC Page 7
Summary for Subcatchment 6S: Post-development to SCM DA-1 E
Runoff = 40.79 cfs @ 11.97 hrs, Volume= 1.971 af, Depth= 1.30"
Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-120.00 hrs, dt= 0.05 hrs
Type II 24-hr 1-Year Rainfall=2.90"
Area (ac) CN Description
8.200 98 Paved parking & roofs
9.980 69 50-75% Grass cover, Fair, HSG B
18.180 82 Weighted Average
9.980 Pervious Area
8.200 Impervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
6.0 Direct Entry,
Subcatchment 6S: Post-development to SCM DA-1 E
Hydrograph
44: I I Ifi
42= 140.79 cfs I —Runoff
40 + I— I -
38: ype 11�4-hrs-Yeas
36_ fi l fi l rt fi rt
34:
32_ F't[{.IlttirY1r � �V�Q�
30_
2 -4 H I—14 thi H -R ff IVclarn e=11,97l-df-
7, 26=
24
0 22: — 4 +- -+ RU r Olff-Depth 1 p0I'
20
18= H H 1— TI_ _"I_ 'I i p-
16'_
12= 11
10_
8; H I I - H I 1 4 1— 1 4 1- 1 1 H HIS H
6= -
2
0 5 10 15 20 25 30 35 40 45 50 55 60 65 70 75 80 85 90 95 100 105 110 115 120
Time (hours)

Green Hill_Stormwater Management Type II 24-hr 1-Year Rainfall=2.90"
Prepared by FLM Engineering, Inc. Printed 11/1/2023
HydroCAD®8.50 s/n 002245 ©2007 HydroCAD Software Solutions LLC Page 8
Summary for Subcatchment 7S: Post-development to SCM DA-1 F
Runoff = 18.42 cfs @ 11.98 hrs, Volume= 0.882 af, Depth= 1.18"
Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-120.00 hrs, dt= 0.05 hrs
Type II 24-hr 1-Year Rainfall=2.90"
Area (ac) CN Description
3.420 98 Paved parking & roofs
5.580 69 50-75% Grass cover, Fair, HSG B
9.000 80 Weighted Average
5.580 Pervious Area
3.420 Impervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
6.0 Direct Entry,
Subcatchment 7S: Post-development to SCM DA-1 F
Hydrograph
20: 1 1 1 1
19 118.42 cfs I —Runoff
18: - 4II III
17 ty p-e II-24 hr1-Year
16: + I 14 H —I 4 1— I I RtirTai .2 01,,-
15:
14: H + • H H 4 IblAe ��d0o�a�
13:
N 12: H + • H H I I H Rthncbff IVoltim6=10882-alf-
• 11:
0 10= I H Rai relff-Depth=181'
Li 9
8 fill H- H II TC76.9
7_
t H- * P8E
5:
4: t l • H- t I H HIH t
32i —It
1:
0 ,...i.,.. ..,i,... ,
0 5 10 15 20 25 30 35 40 45 50 55 60 65 70 75 80 85 90 95 100 105 110 11.i5 120
Time (hours)

Green Hill_Stormwater Management Type II 24-hr 1-Year Rainfall=2.90"
Prepared by FLM Engineering, Inc. Printed 11/1/2023
HydroCAD®8.50 s/n 002245 ©2007 HydroCAD Software Solutions LLC Page 9
Summary for Subcatchment 8S: Post-development Bypass DA-1G
Runoff = 75.78 cfs @ 12.17 hrs, Volume= 6.821 af, Depth= 0.70"
Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-120.00 hrs, dt= 0.05 hrs
Type II 24-hr 1-Year Rainfall=2.90"
Area (ac) CN Description
* 0.940 98 Impervious surface (onsite)
* 9.250 84 50-75% Grass cover, Fair, HSG D (onsite)
* 4.410 79 Woods, Fair, HSG D (onsite)
* 7.320 69 50-75% Grass cover, Fair, HSG B (onsite)
* 14.700 60 Woods, Fair, HSG B (onsite)
* 3.370 98 Water Surface, 0% imp (onsite)
* 8.760 98 Impervious surface (offsite)
* 1.510 84 50-75% Grass cover, Fair, HSG D (offsite)
* 1.840 79 Woods, Fair, HSG D (offsite)
* 44.210 69 50-75% Grass cover, Fair, HSG B (offsite)
* 20.030 60 Woods, Fair, HSG B (offsite)
116.340 71 Weighted Average
106.640 Pervious Area
9.700 Impervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
8.0 100 0.0300 0.21 Sheet Flow, Sheet Flow
Grass: Short n= 0.150 P2= 3.46"
13.6 2,430 0.0342 2.98 Shallow Concentrated Flow, Shallow Concentrated Flow
Unpaved Kv= 16.1 fps
21.6 2,530 Total

Green Hill_Stormwater Management Type II 24-hr 1-Year Rainfall=2.90"
Prepared by FLM Engineering, Inc. Printed 11/1/2023
HydroCAD®8.50 s/n 002245 ©2007 HydroCAD Software Solutions LLC Page 10
Subcatchment 8S: Post-development Bypass DA-1 G
Hydrograph
80: 75.78 cfs —Runoff
75; fiI fi fi
70 II-24-h r4-Year-
65: —1 -k I I 4 11I R i4zill2101
55: RuncfflAieA'�i�..14d-a�c-
1 50 i fi Rulnciff IVoldine=I682'-df
45:
0 40= —1 4 RurioffDeP1h 0.-Y01'
LL
35: PQWI L gtill 5
30]
25 —I t 1— I IC3 Pl i P-
20_ —1 t —1 I I -k I— I N1
15= —
10!
0 5 10 15 20 25 30 35 40 45 50 55 60 65 70 75 80 85 90 95 100 105 110 115 120
Time (hours)

Green Hill_Stormwater Management Type II 24-hr 1-Year Rainfall=2.90"
Prepared by FLM Engineering, Inc. Printed 11/1/2023
HydroCAD®8.50 s/n 002245 ©2007 HydroCAD Software Solutions LLC Page 11
Summary for Pond 1 P: WETLAND 1
Inflow Area = 18.290 ac, 33.73% Impervious, Inflow Depth = 1.00" for 1-Year event
Inflow = 31.74 cfs @ 11.98 hrs, Volume= 1.528 af
Outflow = 4.60 cfs @ 12.28 hrs, Volume= 1.505 af, Atten= 85%, Lag= 18.4 min
Primary = 4.60 cfs @ 12.28 hrs, Volume= 1.505 af
Secondary = 0.00 cfs @ 0.00 hrs, Volume= 0.000 af
Routing by Stor-Ind method, Time Span= 0.00-120.00 hrs, dt= 0.05 hrs
Peak Elev= 194.63' @ 12.28 hrs Surf.Area= 18,482 sf Storage= 26,997 cf
Plug-Flow detention time= 818.5 min calculated for 1.504 af(98% of inflow)
Center-of-Mass det. time= 812.0 min ( 1,666.7 - 854.8 )
Volume Invert Avail.Storage Storage Description
#1 193.00' 237,035 cf Custom Stage Data (Irregular)Listed below
Elevation Surf.Area Perim. Inc.Store Cum.Store Wet.Area
(feet) (sq-ft) (feet) (cubic-feet) (cubic-feet) (sq-ft)
193.00 11,423 829.3 0 0 11,423
193.01 14,428 819.1 129 129 12,761
194.00 16,888 837.7 15,485 15,614 15,347
195.00 19,429 856.6 18,144 33,758 18,032
196.00 22,101 885.0 20,751 54,509 22,063
197.00 24,787 905.3 23,431 77,940 25,091
198.00 27,533 925.6 26,148 104,088 28,187
199.00 30,340 945.4 28,925 133,013 31,280
200.00 33,205 964.3 31,762 164,775 34,307
201.00 36,126 983.1 34,655 199,430 37,378
202.00 39,103 1,002.0 37,605 237,035 40,525
Device Routing Invert Outlet Devices
#1 Primary 193.00' 30.0" x 54.0' long Culvert RCP, groove end projecting, Ke= 0.200
Outlet Invert= 192.00' S= 0.0185 '/' Cc= 0.900 n= 0.013
#2 Device 1 193.00' 2.0" Vert. Orifice C= 0.600
#3 Device 1 194.25' 3.00'W x 0.50' H Vert. Orifice X 2.00 C= 0.600
#4 Primary 197.50' 4.00'W x 1.00' H Vert. Orifice X 4.00 C= 0.600
#5 Device 1 199.50' 4.00' x 4.00' Horiz. Grate Limited to weir flow C= 0.600
#6 Secondary 200.00' 100.0' long x 16.0' breadth Broad-Crested Rectangular Weir
Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60
Coef. (English) 2.68 2.70 2.70 2.64 2.63 2.64 2.64 2.63
Primary OutFlow Max=4.59 cfs @ 12.28 hrs HW=194.63' (Free Discharge)
-1=Culvert (Passes 4.59 cfs of 17.32 cfs potential flow)
2=Orifice (Orifice Controls 0.13 cfs @ 5.98 fps)
3=Orifice (Orifice Controls 4.46 cfs @ 1.97 fps)
5=Grate ( Controls 0.00 cfs)
-4=Orifice ( Controls 0.00 cfs)
econdary OutFlow Max=0.00 cfs @ 0.00 hrs HW=193.00' (Free Discharge)
=Broad-Crested Rectangular Weir( Controls 0.00 cfs)

Green Hill_Stormwater Management Type II 24-hr 1-Year Rainfall=2.90"
Prepared by FLM Engineering, Inc. Printed 11/1/2023
HydroCAD®8.50 s/n 002245 ©2007 HydroCAD Software Solutions LLC Page 12
Pond 1 P: WETLAND 1
Hydrograph
34= L F
31.74 cfs I —Inflow
32
30 1 ��v.2�.7V p Outflow
—Primary
lnTlow Area=1 aci -Secondary
28_ I T F I— I F T fi 26:
24_ I F T I F I— I # T I r 6 26-9I94 elf
22:
7) 20_ I T ITI— IFT ITI FH -
o
1
LL 16:6" ITT T T T T T T T T T 1
+ +t
14 F +
12:
8:
6: { 4.60 cfs I F F F T
4:
0.00 cfs
0 i.,.. .i.,.,
0 5 10 15 20 25 30 35 40 45 50 55 60 65 70 75 80 85 90 95 100 105 110 115 120
Time (hours)

Green Hill_Stormwater Management Type II 24-hr 1-Year Rainfall=2.90"
Prepared by FLM Engineering, Inc. Printed 11/1/2023
HydroCAD®8.50 s/n 002245 ©2007 HydroCAD Software Solutions LLC Page 13
Stage-Area-Storage for Pond 1 P: WETLAND 1
Elevation Surface Storage Elevation Surface Storage
(feet) (sq-ft) (cubic-feet) (feet) (sq-ft) (cubic-feet)
193.00 11,423 0 198.30 28,375 112,765
193.10 14,652 1,537 198.40 28,656 115,658
193.20 14,900 3,101 198.50 28,937 118,550
193.30 15,149 4,665 198.60 29,217 121,443
193.40 15,397 6,229 198.70 29,498 124,335
193.50 15,646 7,793 198.80 29,779 127,228
193.60 15,894 9,358 198.90 30,059 130,121
193.70 16,143 10,922 199.00 30,340 133,013
193.80 16,391 12,486 199.10 30,626 136,189
193.90 16,640 14,050 199.20 30,913 139,365
194.00 16,888 15,614 199.30 31,200 142,542
194.10 17,142 17,429 199.40 31,486 145,718
194.20 17,396 19,243 199.50 31,773 148,894
194.30 17,650 21,058 199.60 32,059 152,070
194.40 17,904 22,872 199.70 32,345 155,246
194.50 18,159 24,686 199.80 32,632 158,422
194.60 18,413 26,501 199.90 32,919 161,599
194.70 18,667 28,315 200.00 33,205 164,775
194.80 18,921 30,129 200.10 33,497 168,240
194.90 19,175 31,944 200.20 33,789 171,706
195.00 19,429 33,758 200.30 34,081 175,171
195.10 19,696 35,833 200.40 34,373 178,637
195.20 19,963 37,908 200.50 34,666 182,102
195.30 20,231 39,983 200.60 34,958 185,568
195.40 20,498 42,058 200.70 35,250 189,033
195.50 20,765 44,133 200.80 35,542 192,499
195.60 21,032 46,208 200.90 35,834 195,964
195.70 21,299 48,284 201.00 36,126 199,430
195.80 21,567 50,359 201.10 36,424 203,190
195.90 21,834 52,434 201.20 36,721 206,951
196.00 22,101 54,509 201.30 37,019 210,711
196.10 22,370 56,852 201.40 37,317 214,472
196.20 22,638 59,195 201.50 37,615 218,232
196.30 22,907 61,538 201.60 37,912 221,993
196.40 23,175 63,881 201.70 38,210 225,753
196.50 23,444 66,224 201.80 38,508 229,514
196.60 23,713 68,567 201.90 38,805 233,274
196.70 23,981 70,911 202.00 39,103 237,035
196.80 24,250 73,254
196.90 24,518 75,597
197.00 24,787 77,940
197.10 25,062 80,555
197.20 25,336 83,170
197.30 25,611 85,784
197.40 25,885 88,399
197.50 26,160 91,014
197.60 26,435 93,629
197.70 26,709 96,243
197.80 26,984 98,858
197.90 27,258 101,473
198.00 27,533 104,088
198.10 27,814 106,980
198.20 28,094 109,873

Green Hill_Stormwater Management Type II 24-hr 1-Year Rainfall=2.90"
Prepared by FLM Engineering, Inc. Printed 11/1/2023
HydroCAD®8.50 s/n 002245 ©2007 HydroCAD Software Solutions LLC Page 14
Summary for Pond 2P: WETLAND 2
Inflow Area = 21.040 ac, 42.92% Impervious, Inflow Depth = 1.18" for 1-Year event
Inflow = 43.07 cfs @ 11.98 hrs, Volume= 2.061 af
Outflow = 4.82 cfs @ 12.42 hrs, Volume= 2.043 af, Atten= 89%, Lag= 26.8 min
Primary = 4.82 cfs @ 12.42 hrs, Volume= 2.043 af
Secondary = 0.00 cfs @ 0.00 hrs, Volume= 0.000 af
Routing by Stor-Ind method, Time Span= 0.00-120.00 hrs, dt= 0.05 hrs
Peak Elev= 198.85' @ 12.42 hrs Surf.Area= 23,626 sf Storage= 40,476 cf
Plug-Flow detention time= 655.9 min calculated for 2.043 af(99% of inflow)
Center-of-Mass det. time= 650.8 min ( 1,495.4 - 844.6 )
Volume Invert Avail.Storage Storage Description
#1 197.00' 156,204 cf Custom Stage Data (Irregular)Listed below
Elevation Surf.Area Perim. Inc.Store Cum.Store Wet.Area
(feet) (sq-ft) (feet) (cubic-feet) (cubic-feet) (sq-ft)
197.00 14,578 580.5 0 0 14,578
197.01 20,006 633.0 172 172 19,648
198.00 21,933 651.9 20,752 20,925 21,682
199.00 23,917 670.7 22,918 43,843 23,769
200.00 25,958 689.6 24,931 68,773 25,925
201.00 28,055 708.4 27,000 95,773 28,130
202.00 30,208 727.3 29,125 124,898 30,405
203.00 32,418 746.1 31,306 156,204 32,729
Device Routing Invert Outlet Devices
#1 Primary 197.00' 30.0" x 40.0' long Culvert RCP, groove end projecting, Ke= 0.200
Outlet Invert= 196.00' S= 0.0250 '/' Cc= 0.900 n= 0.013
#2 Device 1 197.00' 3.0" Vert. Orifice C= 0.600
#3 Device 1 198.25' 3.00'W x 1.00' H Vert. Orifice C= 0.600
#4 Primary 199.00' 4.00'W x 1.00' H Vert. Orifice X 2.00 C= 0.600
#5 Device 1 201.50' 4.00' x 4.00' Horiz. Grate Limited to weir flow C= 0.600
#6 Secondary 201.75' 40.0' long x 16.0' breadth Broad-Crested Rectangular Weir
Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60
Coef. (English) 2.68 2.70 2.70 2.64 2.63 2.64 2.64 2.63
12rimary OutFlow Max=4.82 cfs @ 12.42 hrs HW=198.85' (Free Discharge)
-=Culvert (Passes 4.82 cfs of 21.92 cfs potential flow)
-2=Orifice (Orifice Controls 0.31 cfs @ 6.33 fps)
-3=Orifice (Orifice Controls 4.51 cfs @ 2.49 fps)
-5=Grate ( Controls 0.00 cfs)
-4=Orifice ( Controls 0.00 cfs)
Secondary OutFlow Max=0.00 cfs @ 0.00 hrs HW=197.00' (Free Discharge)
4-6=Broad-Crested Rectangular Weir( Controls 0.00 cfs)

Green Hill_Stormwater Management Type II 24-hr 1-Year Rainfall=2.90"
Prepared by FLM Engineering, Inc. Printed 11/1/2023
HydroCAD®8.50 s/n 002245 ©2007 HydroCAD Software Solutions LLC Page 15
Pond 2P: WETLAND 2
Hydrograph
;48 A
46_ 143.07 cfs I —Inflow
44: —Outflow
40: tniAAa=2Lo4oac —Se ondary
38 i6: fi t I— I t ak Eie�/--fi�' 6 s'rt�'
3
34: •r644 cif
32_
30:
u 26: —
o 22:
U.
20
18: 1 - 1- 1 4 1— 4 16:
14_ 1 —[ t ± 1- 1 ± I— I 1
12:
10 —
8: 4.82 cfs
6:
4:
— C � �
04L. ! cfs
11/46.....7_110.L
l.......,.i.,..i.,.....,.i..,.i..............i.,..i.,.,,
0 5 10 15 20 25 30 35 40 45 50 55 60 65 70 75 80 85 90 95 100 105 110 115 120
Time (hours)

Green Hill_Stormwater Management Type II 24-hr 1-Year Rainfall=2.90"
Prepared by FLM Engineering, Inc. Printed 11/1/2023
HydroCAD®8.50 s/n 002245 ©2007 HydroCAD Software Solutions LLC Page 16
Stage-Area-Storage for Pond 2P: WETLAND 2
Elevation Surface Storage Elevation Surface Storage
(feet) (sq-ft) (cubic-feet) (feet) (sq-ft) (cubic-feet)
197.00 14,578 0 202.30 30,871 134,290
197.10 20,181 2,059 202.40 31,092 137,420
197.20 20,376 4,155 202.50 31,313 140,551
197.30 20,570 6,251 202.60 31,534 143,682
197.40 20,765 8,347 202.70 31,755 146,812
197.50 20,960 10,444 202.80 31,976 149,943
197.60 21,154 12,540 202.90 32,197 153,074
197.70 21,349 14,636 203.00 32,418 156,204
197.80 21,544 16,732
197.90 21,738 18,828
198.00 21,933 20,925
198.10 22,131 23,216
198.20 22,330 25,508
198.30 22,528 27,800
198.40 22,727 30,092
198.50 22,925 32,384
198.60 23,123 34,675
198.70 23,322 36,967
198.80 23,520 39,259
198.90 23,719 41,551
199.00 23,917 43,843
199.10 24,121 46,336
199.20 24,325 48,829
199.30 24,529 51,322
199.40 24,733 53,815
199.50 24,938 56,308
199.60 25,142 58,801
199.70 25,346 61,294
199.80 25,550 63,787
199.90 25,754 66,280
200.00 25,958 68,773
200.10 26,168 71,473
200.20 26,377 74,173
200.30 26,587 76,873
200.40 26,797 79,573
200.50 27,007 82,273
200.60 27,216 84,973
200.70 27,426 87,673
200.80 27,636 90,373
200.90 27,845 93,073
201.00 28,055 95,773
201.10 28,270 98,685
201.20 28,486 101,598
201.30 28,701 104,510
201.40 28,916 107,423
201.50 29,132 110,335
201.60 29,347 113,248
201.70 29,562 116,160
201.80 29,777 119,073
201.90 29,993 121,985
202.00 30,208 124,898
202.10 30,429 128,028
202.20 30,650 131,159

Green Hill_Stormwater Management Type II 24-hr 1-Year Rainfall=2.90"
Prepared by FLM Engineering, Inc. Printed 11/1/2023
HydroCAD®8.50 s/n 002245 ©2007 HydroCAD Software Solutions LLC Page 17
Summary for Pond 3P: WETLAND 3
Inflow Area = 8.910 ac, 42.09% Impervious, Inflow Depth = 1.18" for 1-Year event
Inflow = 18.24 cfs @ 11.98 hrs, Volume= 0.873 af
Outflow = 5.21 cfs @ 12.12 hrs, Volume= 0.864 af, Atten= 71%, Lag= 8.8 min
Primary = 5.21 cfs @ 12.12 hrs, Volume= 0.864 af
Secondary = 0.00 cfs @ 0.00 hrs, Volume= 0.000 af
Routing by Stor-Ind method, Time Span= 0.00-120.00 hrs, dt= 0.05 hrs
Peak Elev= 224.66' @ 12.12 hrs Surf.Area= 10,065 sf Storage= 15,070 cf
Plug-Flow detention time= 759.3 min calculated for 0.864 af(99% of inflow)
Center-of-Mass det. time= 755.7 min ( 1,600.3 - 844.6 )
Volume Invert Avail.Storage Storage Description
#1 223.00' 56,434 cf Custom Stage Data (Irregular)Listed below
Elevation Surf.Area Perim. Inc.Store Cum.Store Wet.Area
(feet) (sq-ft) (feet) (cubic-feet) (cubic-feet) (sq-ft)
223.00 6,183 412.1 0 0 6,183
223.01 7,928 403.7 70 70 6,728
224.00 9,180 430.5 8,461 8,531 8,555
225.00 10,511 457.2 9,838 18,369 10,492
226.00 11,923 484.0 11,210 29,579 12,554
227.00 13,415 510.7 12,662 42,241 14,725
228.00 14,987 537.4 14,194 56,434 17,013
Device Routing Invert Outlet Devices
#1 Primary 223.00' 30.0" x 40.0' long Culvert RCP, groove end projecting, Ke= 0.200
Outlet Invert= 222.00' S= 0.0250 '/' Cc= 0.900 n= 0.013
#2 Device 1 223.00' 1.5" Vert. Orifice C= 0.600
#3 Device 1 224.25' 3.00'W x 0.50' H Vert. Orifice X 2.00 C= 0.600
#4 Device 1 225.00' 4.00'W x 0.50' H Vert. Orifice X 2.00 C= 0.600
#5 Device 1 226.50' 4.00' x 4.00' Horiz. Grate Limited to weir flow C= 0.600
#6 Secondary 226.75' 40.0' long x 16.0' breadth Broad-Crested Rectangular Weir
Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60
Coef. (English) 2.68 2.70 2.70 2.64 2.63 2.64 2.64 2.63
Primary OutFlow Max=5.03 cfs @ 12.12 hrs HW=224.65' (Free Discharge)
Lam=Culvert (Passes 5.03 cfs of 18.50 cfs potential flow)
-2=Orifice (Orifice Controls 0.07 cfs @ 6.08 fps)
-3=Orifice (Orifice Controls 4.95 cfs @ 2.04 fps)
-4=Orifice ( Controls 0.00 cfs)
-5=Grate ( Controls 0.00 cfs)
econdary OutFlow Max=0.00 cfs @ 0.00 hrs HW=223.00' (Free Discharge)
=Broad-Crested Rectangular Weir( Controls 0.00 cfs)

Green Hill_Stormwater Management Type II 24-hr 1-Year Rainfall=2.90"
Prepared by FLM Engineering, Inc. Printed 11/1/2023
HydroCAD®8.50 s/n 002245 ©2007 HydroCAD Software Solutions LLC Page 18
Pond 3P: WETLAND 3
Hydrograph
20; � I —t fi —I t
19_ 118.24 cfs I —Inflow
—Outflow
18_ 1 1- I ± I- I 1- I ± 1- —Primary17_ In f iow- Area=8.i 1 0- a-e -Secondary
15 1'`@ ev-z24 Cr
13' fi Storaa--e 5--0i-0
n 12: —[ fi � I fi r i f
11:
u. 9_
fihI —L fil tl
7_
6: I5121 cis I fi � l fi l fi l —I
5: -
4 � fi rt � rtfi fi rtrlfi1
3:
2_ 1 fi rt fi
0.00 cfs -
0
0 5 10 15 20 25 30 35 40 45 50 55 60 65 70 75 80 85 90 95 100 105 110 115 120
Time (hours)

Green Hill_Stormwater Management Type II 24-hr 1-Year Rainfall=2.90"
Prepared by FLM Engineering, Inc. Printed 11/1/2023
HydroCAD®8.50 s/n 002245 ©2007 HydroCAD Software Solutions LLC Page 19
Stage-Area-Storage for Pond 3P: WETLAND 3
Elevation Surface Storage Elevation Surface Storage
(feet) (sq-ft) (cubic-feet) (feet) (sq-ft) (cubic-feet)
223.00 6,183 0 225.65 11,429 25,655
223.05 7,979 412 225.70 11,499 26,216
223.10 8,042 840 225.75 11,570 26,776
223.15 8,105 1,267 225.80 11,641 27,337
223.20 8,168 1,694 225.85 11,711 27,897
223.25 8,232 2,121 225.90 11,782 28,458
223.30 8,295 2,549 225.95 11,852 29,018
223.35 8,358 2,976 226.00 11,923 29,579
223.40 8,421 3,403 226.05 11,998 30,212
223.45 8,484 3,831 226.10 12,072 30,845
223.50 8,548 4,258 226.15 12,147 31,478
223.55 8,611 4,685 226.20 12,221 32,111
223.60 8,674 5,113 226.25 12,296 32,744
223.65 8,737 5,540 226.30 12,371 33,377
223.70 8,801 5,967 226.35 12,445 34,010
223.75 8,864 6,395 226.40 12,520 34,644
223.80 8,927 6,822 226.45 12,594 35,277
223.85 8,990 7,249 226.50 12,669 35,910
223.90 9,054 7,677 226.55 12,744 36,543
223.95 9,117 8,104 226.60 12,818 37,176
224.00 9,180 8,531 226.65 12,893 37,809
224.05 9,247 9,023 226.70 12,967 38,442
224.10 9,313 9,515 226.75 13,042 39,075
224.15 9,380 10,007 226.80 13,117 39,708
224.20 9,446 10,499 226.85 13,191 40,341
224.25 9,513 10,991 226.90 13,266 40,974
224.30 9,579 11,483 226.95 13,340 41,607
224.35 9,646 11,975 227.00 13,415 42,241
224.40 9,712 12,466 227.05 13,494 42,950
224.45 9,779 12,958 227.10 13,572 43,660
224.50 9,846 13,450 227.15 13,651 44,370
224.55 9,912 13,942 227.20 13,729 45,079
224.60 9,979 14,434 227.25 13,808 45,789
224.65 10,045 14,926 227.30 13,887 46,499
224.70 10,112 15,418 227.35 13,965 47,208
224.75 10,178 15,910 227.40 14,044 47,918
224.80 10,245 16,402 227.45 14,122 48,628
224.85 10,311 16,894 227.50 14,201 49,337
224.90 10,378 17,385 227.55 14,280 50,047
224.95 10,444 17,877 227.60 14,358 50,757
225.00 10,511 18,369 227.65 14,437 51,466
225.05 10,582 18,930 227.70 14,515 52,176
225.10 10,652 19,490 227.75 14,594 52,886
225.15 10,723 20,051 227.80 14,673 53,596
225.20 10,793 20,611 227.85 14,751 54,305
225.25 10,864 21,172 227.90 14,830 55,015
225.30 10,935 21,732 227.95 14,908 55,725
225.35 11,005 22,293 228.00 14,987 56,434
225.40 11,076 22,853
225.45 11,146 23,414
225.50 11,217 23,974
225.55 11,288 24,535
225.60 11,358 25,095

Green Hill_Stormwater Management Type II 24-hr 1-Year Rainfall=2.90"
Prepared by FLM Engineering, Inc. Printed 11/1/2023
HydroCAD®8.50 s/n 002245 ©2007 HydroCAD Software Solutions LLC Page 20
Summary for Pond 4P: WETLAND 4
Inflow Area = 8.530 ac, 46.89% Impervious, Inflow Depth = 1.98" for 1-Year event
Inflow = 28.13 cfs @ 11.97 hrs, Volume= 1.406 af
Outflow = 4.88 cfs @ 12.17 hrs, Volume= 1.398 af, Atten= 83%, Lag= 12.3 min
Primary = 4.88 cfs @ 12.17 hrs, Volume= 1.398 af
Secondary = 0.00 cfs @ 0.00 hrs, Volume= 0.000 af
Routing by Stor-Ind method, Time Span= 0.00-120.00 hrs, dt= 0.05 hrs
Peak Elev= 223.46' @ 12.17 hrs Surf.Area= 14,535 sf Storage= 30,719 cf
Plug-Flow detention time= 595.4 min calculated for 1.398 af(99% of inflow)
Center-of-Mass det. time= 594.0 min ( 1,397.1 - 803.1 )
Volume Invert Avail.Storage Storage Description
#1 221.00' 73,246 cf Custom Stage Data (Irregular)Listed below
Elevation Surf.Area Perim. Inc.Store Cum.Store Wet.Area
(feet) (sq-ft) (feet) (cubic-feet) (cubic-feet) (sq-ft)
221.00 8,082 415.0 0 0 8,082
221.01 10,348 543.3 92 92 17,866
222.00 12,006 562.1 11,055 11,147 19,608
223.00 13,720 580.9 12,853 24,000 21,411
224.00 15,491 599.7 14,597 38,597 23,273
225.00 17,319 618.4 16,397 54,994 25,185
226.00 19,202 637.3 18,252 73,246 27,176
Device Routing Invert Outlet Devices
#1 Primary 221.00' 30.0" x 40.0' long Culvert RCP, groove end projecting, Ke= 0.200
Outlet Invert= 220.00' S= 0.0250 '/' Cc= 0.900 n= 0.013
#2 Device 1 221.00' 2.0" Vert. Orifice C= 0.600
#3 Device 1 222.25' 8.0" Vert. Orifice X 3.00 C= 0.600
#4 Primary 223.50' 4.00'W x 0.50' H Vert. Orifice X 2.00 C= 0.600
#5 Device 1 224.50' 4.00' x 4.00' Horiz. Grate Limited to weir flow C= 0.600
#6 Secondary 224.75' 40.0' long x 16.0' breadth Broad-Crested Rectangular Weir
Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60
Coef. (English) 2.68 2.70 2.70 2.64 2.63 2.64 2.64 2.63
Primary OutFlow Max=4.87 cfs @ 12.17 hrs HW=223.46' (Free Discharge)
-1=Culvert (Passes 4.87 cfs of 32.40 cfs potential flow)
2=Orifice (Orifice Controls 0.16 cfs @ 7.42 fps)
3=Orifice (Orifice Controls 4.71 cfs @ 4.50 fps)
5=Grate ( Controls 0.00 cfs)
-4=Orifice ( Controls 0.00 cfs)
econdary OutFlow Max=0.00 cfs @ 0.00 hrs HW=221.00' (Free Discharge)
=Broad-Crested Rectangular Weir( Controls 0.00 cfs)

Green Hill_Stormwater Management Type II 24-hr 1-Year Rainfall=2.90"
Prepared by FLM Engineering, Inc. Printed 11/1/2023
HydroCAD®8.50 s/n 002245 ©2007 HydroCAD Software Solutions LLC Page 21
Pond 4P: WETLAND 4
Hydrograph
30 I ± —Inflow
28_ 2 [ cfs 4 11 iI1H A� �4 I— 4 it,-,I
/� —Outflow
Inf FG W Area=8.-5 0- aci —Primary
26 - -Secondary
24ILIHHJ Peak le= 246`
,, 18: I4 4 14 I— I4 4 14 I 4 r - I- �
u
3 16_
it
14_ 14 F T I— I F F T F 1— —I
T
12: 7 4 4 4 4
10]
8_ I I I I I 1
6 14.88 cfs I 7 4 4 4
4_
0.00 cfs
0 5 10 15 20 25 30 35 40 45 50 55 60 65 70 75 80 85 90 95 100 105 110 115 120
Time (hours)

Green Hill_Stormwater Management Type II 24-hr 1-Year Rainfall=2.90"
Prepared by FLM Engineering, Inc. Printed 11/1/2023
HydroCAD®8.50 s/n 002245 ©2007 HydroCAD Software Solutions LLC Page 22
Stage-Area-Storage for Pond 4P: WETLAND 4
Elevation Surface Storage Elevation Surface Storage
(feet) (sq-ft) (cubic-feet) (feet) (sq-ft) (cubic-feet)
221.00 8,082 0 223.65 14,871 33,488
221.05 10,415 539 223.70 14,960 34,218
221.10 10,499 1,097 223.75 15,048 34,948
221.15 10,582 1,655 223.80 15,137 35,678
221.20 10,666 2,214 223.85 15,225 36,408
221.25 10,750 2,772 223.90 15,314 37,137
221.30 10,834 3,330 223.95 15,402 37,867
221.35 10,917 3,889 224.00 15,491 38,597
221.40 11,001 4,447 224.05 15,582 39,417
221.45 11,085 5,005 224.10 15,674 40,237
221.50 11,169 5,564 224.15 15,765 41,056
221.55 11,252 6,122 224.20 15,857 41,876
221.60 11,336 6,680 224.25 15,948 42,696
221.65 11,420 7,239 224.30 16,039 43,516
221.70 11,504 7,797 224.35 16,131 44,336
221.75 11,587 8,355 224.40 16,222 45,156
221.80 11,671 8,914 224.45 16,314 45,975
221.85 11,755 9,472 224.50 16,405 46,795
221.90 11,839 10,030 224.55 16,496 47,615
221.95 11,922 10,589 224.60 16,588 48,435
222.00 12,006 11,147 224.65 16,679 49,255
222.05 12,092 11,790 224.70 16,771 50,075
222.10 12,177 12,432 224.75 16,862 50,894
222.15 12,263 13,075 224.80 16,953 51,714
222.20 12,349 13,718 224.85 17,045 52,534
222.25 12,435 14,360 224.90 17,136 53,354
222.30 12,520 15,003 224.95 17,228 54,174
222.35 12,606 15,646 225.00 17,319 54,994
222.40 12,692 16,288 225.05 17,413 55,906
222.45 12,777 16,931 225.10 17,507 56,819
222.50 12,863 17,574 225.15 17,601 57,731
222.55 12,949 18,216 225.20 17,696 58,644
222.60 13,034 18,859 225.25 17,790 59,557
222.65 13,120 19,502 225.30 17,884 60,469
222.70 13,206 20,144 225.35 17,978 61,382
222.75 13,292 20,787 225.40 18,072 62,294
222.80 13,377 21,430 225.45 18,166 63,207
222.85 13,463 22,072 225.50 18,261 64,120
222.90 13,549 22,715 225.55 18,355 65,032
222.95 13,634 23,358 225.60 18,449 65,945
223.00 13,720 24,000 225.65 18,543 66,858
223.05 13,809 24,730 225.70 18,637 67,770
223.10 13,897 25,460 225.75 18,731 68,683
223.15 13,986 26,190 225.80 18,825 69,595
223.20 14,074 26,920 225.85 18,920 70,508
223.25 14,163 27,650 225.90 19,014 71,421
223.30 14,251 28,379 225.95 19,108 72,333
223.35 14,340 29,109 226.00 19,202 73,246
223.40 14,428 29,839
223.45 14,517 30,569
223.50 14,606 31,299
223.55 14,694 32,029
223.60 14,783 32,758

Green Hill_Stormwater Management Type II 24-hr 1-Year Rainfall=2.90"
Prepared by FLM Engineering, Inc. Printed 11/1/2023
HydroCAD®8.50 s/n 002245 ©2007 HydroCAD Software Solutions LLC Page 23
Summary for Pond 5P: WETLAND 5
Inflow Area = 18.180 ac, 45.10% Impervious, Inflow Depth = 1.30" for 1-Year event
Inflow = 40.79 cfs @ 11.97 hrs, Volume= 1.971 af
Outflow = 4.06 cfs @ 12.48 hrs, Volume= 1.947 af, Atten= 90%, Lag= 30.2 min
Primary = 4.06 cfs @ 12.48 hrs, Volume= 1.947 af
Secondary = 0.00 cfs @ 0.00 hrs, Volume= 0.000 af
Routing by Stor-Ind method, Time Span= 0.00-120.00 hrs, dt= 0.05 hrs
Peak Elev= 212.96' @ 12.48 hrs Surf.Area= 23,185 sf Storage= 40,690 cf
Plug-Flow detention time= 769.6 min calculated for 1.947 af(99% of inflow)
Center-of-Mass det. time= 762.6 min ( 1,600.4 - 837.9 )
Volume Invert Avail.Storage Storage Description
#1 211.00' 122,946 cf Custom Stage Data (Irregular)Listed below
Elevation Surf.Area Perim. Inc.Store Cum.Store Wet.Area
(feet) (sq-ft) (feet) (cubic-feet) (cubic-feet) (sq-ft)
211.00 13,936 777.5 0 0 13,936
211.01 18,430 783.2 161 161 14,644
212.00 20,823 812.3 19,418 19,579 18,422
213.00 23,290 831.3 22,045 41,624 21,040
214.00 25,810 850.1 24,539 66,164 23,692
215.00 28,387 868.9 27,088 93,252 26,403
216.00 31,021 887.7 29,694 122,946 29,174
Device Routing Invert Outlet Devices
#1 Primary 208.00' 30.0" x 45.0' long Culvert RCP, groove end projecting, Ke= 0.200
Outlet Invert= 205.00' S= 0.0667 '/' Cc= 0.900 n= 0.013
#2 Device 1 211.00' 2.5" Veil. Orifice C= 0.600
#3 Device 1 212.25' 6.0" Vert. Orifice X 6.00 C= 0.600
#4 Primary 213.00' 4.00'W x 0.75' H Veil. Orifice X 3.00 C= 0.600
#5 Device 1 214.25' 4.00' x 4.00' Horiz. Grate Limited to weir flow C= 0.600
#6 Secondary 214.50' 80.0' long x 16.0' breadth Broad-Crested Rectangular Weir
Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60
Coef. (English) 2.68 2.70 2.70 2.64 2.63 2.64 2.64 2.63
Primary OutFlow Max=4.06 cfs @ 12.48 hrs HW=212.96' (Free Discharge)
-1=Culvert (Passes 4.06 cfs of 56.89 cfs potential flow)
2=Orifice (Orifice Controls 0.22 cfs @ 6.55 fps)
3=Orifice (Orifice Controls 3.84 cfs @ 3.26 fps)
5=Grate ( Controls 0.00 cfs)
-4=Orifice ( Controls 0.00 cfs)
econdary OutFlow Max=0.00 cfs @ 0.00 hrs HW=211.00' (Free Discharge)
=Broad-Crested Rectangular Weir( Controls 0.00 cfs)

Green Hill_Stormwater Management Type II 24-hr 1-Year Rainfall=2.90"
Prepared by FLM Engineering, Inc. Printed 11/1/2023
HydroCAD®8.50 s/n 002245 ©2007 HydroCAD Software Solutions LLC Page 24
Pond 5P: WETLAND 5
Hydrograph
44: t11 I -k 4 I 4
42= 40.79 cfs —Inflow
i —Outflow
38`_ tn1ow-Area 1 i30 i —Primary Secondary
36_ t
rt I— I rt fi 4eaIEie�r--216
34:
30: 1 �t tr 6=14d69fi
28_
7, 26_ I —[ -k 4 H
.. 24
022: IH H H 4 +
u. 20_ —
16:
14:
12:
10:
8; IHH HII4H HI 4I— - H1— '
6= 4.06 cfs
4_ —[)1Vo...r_,IHHIHHIHI H H
I00.00 cfscfs
0 5 10 15 20 25 30 35 40 45 50 55 60 65 70 75 80 85 90 95 100 105 110 115 120
Time (hours)

Green Hill_Stormwater Management Type II 24-hr 1-Year Rainfall=2.90"
Prepared by FLM Engineering, Inc. Printed 11/1/2023
HydroCAD®8.50 s/n 002245 ©2007 HydroCAD Software Solutions LLC Page 25
Stage-Area-Storage for Pond 5P: WETLAND 5
Elevation Surface Storage Elevation Surface Storage
(feet) (sq-ft) (cubic-feet) (feet) (sq-ft) (cubic-feet)
211.00 13,936 0 213.65 24,928 57,575
211.05 18,527 946 213.70 25,054 58,802
211.10 18,648 1,927 213.75 25,180 60,029
211.15 18,768 2,907 213.80 25,306 61,256
211.20 18,889 3,888 213.85 25,432 62,483
211.25 19,010 4,869 213.90 25,558 63,710
211.30 19,131 5,849 213.95 25,684 64,937
211.35 19,252 6,830 214.00 25,810 66,164
211.40 19,373 7,811 214.05 25,939 67,518
211.45 19,494 8,792 214.10 26,068 68,873
211.50 19,614 9,772 214.15 26,197 70,227
211.55 19,735 10,753 214.20 26,325 71,581
211.60 19,856 11,734 214.25 26,454 72,936
211.65 19,977 12,714 214.30 26,583 74,290
211.70 20,098 13,695 214.35 26,712 75,645
211.75 20,219 14,676 214.40 26,841 76,999
211.80 20,340 15,657 214.45 26,970 78,353
211.85 20,460 16,637 214.50 27,099 79,708
211.90 20,581 17,618 214.55 27,227 81,062
211.95 20,702 18,599 214.60 27,356 82,417
212.00 20,823 19,579 214.65 27,485 83,771
212.05 20,946 20,682 214.70 27,614 85,126
212.10 21,070 21,784 214.75 27,743 86,480
212.15 21,193 22,886 214.80 27,872 87,834
212.20 21,316 23,988 214.85 28,000 89,189
212.25 21,440 25,091 214.90 28,129 90,543
212.30 21,563 26,193 214.95 28,258 91,898
212.35 21,686 27,295 215.00 28,387 93,252
212.40 21,810 28,397 215.05 28,519 94,737
212.45 21,933 29,500 215.10 28,650 96,221
212.50 22,057 30,602 215.15 28,782 97,706
212.55 22,180 31,704 215.20 28,914 99,191
212.60 22,303 32,806 215.25 29,046 100,676
212.65 22,427 33,909 215.30 29,177 102,160
212.70 22,550 35,011 215.35 29,309 103,645
212.75 22,673 36,113 215.40 29,441 105,130
212.80 22,797 37,215 215.45 29,572 106,614
212.85 22,920 38,318 215.50 29,704 108,099
212.90 23,043 39,420 215.55 29,836 109,584
212.95 23,167 40,522 215.60 29,967 111,069
213.00 23,290 41,624 215.65 30,099 112,553
213.05 23,416 42,851 215.70 30,231 114,038
213.10 23,542 44,078 215.75 30,363 115,523
213.15 23,668 45,305 215.80 30,494 117,007
213.20 23,794 46,532 215.85 30,626 118,492
213.25 23,920 47,759 215.90 30,758 119,977
213.30 24,046 48,986 215.95 30,889 121,462
213.35 24,172 50,213 216.00 31,021 122,946
213.40 24,298 51,440
213.45 24,424 52,667
213.50 24,550 53,894
213.55 24,676 55,121
213.60 24,802 56,348

Green Hill_Stormwater Management Type II 24-hr 1-Year Rainfall=2.90"
Prepared by FLM Engineering, Inc. Printed 11/1/2023
HydroCAD®8.50 s/n 002245 ©2007 HydroCAD Software Solutions LLC Page 26
Summary for Pond 6P: WETLAND 6
Inflow Area = 9.000 ac, 38.00% Impervious, Inflow Depth = 1.18" for 1-Year event
Inflow = 18.42 cfs @ 11.98 hrs, Volume= 0.882 af
Outflow = 3.27 cfs @ 12.19 hrs, Volume= 0.875 af, Atten= 82%, Lag= 12.8 min
Primary = 3.27 cfs @ 12.19 hrs, Volume= 0.875 af
Secondary = 0.00 cfs @ 0.00 hrs, Volume= 0.000 af
Routing by Stor-Ind method, Time Span= 0.00-120.00 hrs, dt= 0.05 hrs
Peak Elev= 191.88' @ 12.19 hrs Surf.Area= 9,701 sf Storage= 15,992 cf
Plug-Flow detention time= 727.7 min calculated for 0.875 af(99% of inflow)
Center-of-Mass det. time= 723.1 min ( 1,567.7 - 844.6 )
Volume Invert Avail.Storage Storage Description
#1 190.00' 52,926 cf Custom Stage Data (Irregular)Listed below
Elevation Surf.Area Perim. Inc.Store Cum.Store Wet.Area
(feet) (sq-ft) (feet) (cubic-feet) (cubic-feet) (sq-ft)
190.00 5,774 353.9 0 0 5,774
190.01 7,312 405.8 65 65 8,912
191.00 8,558 424.6 7,848 7,913 10,220
192.00 9,860 443.4 9,201 17,114 11,589
193.00 11,218 462.2 10,532 27,646 13,018
194.00 12,633 481.0 11,918 39,564 14,506
195.00 14,104 499.8 13,362 52,926 16,053
Device Routing Invert Outlet Devices
#1 Primary 190.00' 30.0" x 40.0' long Culvert RCP, groove end projecting, Ke= 0.200
Outlet Invert= 189.00' S= 0.0250 '/' Cc= 0.900 n= 0.013
#2 Device 1 190.00' 1.5" Vert. Orifice C= 0.600
#3 Device 1 191.25' 9.0" Vert. Orifice X 3.00 C= 0.600
#4 Primary 192.00' 3.00'W x 0.50' H Vert. Orifice X 2.00 C= 0.600
#5 Device 1 193.25' 4.00' x 4.00' Horiz. Grate Limited to weir flow C= 0.600
#6 Secondary 193.50' 40.0' long x 16.0' breadth Broad-Crested Rectangular Weir
Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60
Coef. (English) 2.68 2.70 2.70 2.64 2.63 2.64 2.64 2.63
Primary OutFlow Max=3.27 cfs @ 12.19 hrs HW=191.88' (Free Discharge)
-1=Culvert (Passes 3.27 cfs of 22.35 cfs potential flow)
2=Orifice (Orifice Controls 0.08 cfs @ 6.49 fps)
3=Orifice (Orifice Controls 3.19 cfs @ 2.70 fps)
5=Grate ( Controls 0.00 cfs)
-4=Orifice ( Controls 0.00 cfs)
econdary OutFlow Max=0.00 cfs @ 0.00 hrs HW=190.00' (Free Discharge)
=Broad-Crested Rectangular Weir( Controls 0.00 cfs)

Green Hill_Stormwater Management Type II 24-hr 1-Year Rainfall=2.90"
Prepared by FLM Engineering, Inc. Printed 11/1/2023
HydroCAD®8.50 s/n 002245 ©2007 HydroCAD Software Solutions LLC Page 27
Pond 6P: WETLAND 6
Hydrograph
20= - + 4 -H
19_ 18.42 cfs —Inflow
/�
—Outflow
Prima
17: Iaftow�Ar�ea=--9,uuffae Se ondary
16: ea c Iev= 9 I-:MY
15:
N 12: H- H- + HI H 1 + H H 4
11:
010 — H
Li 9=
8_ t III t t
7:
6 I— I t fi l fi l
5:
4_ I3127cis I 1— I t I
3:
2: —[ I I I I t
0.00 cfs —
0
0 5 10 15 20 25 30 35 40 45 50 55 60 65 70 75 80 85 90 95 100 105 110 115 120
Time (hours)

Green Hill_Stormwater Management Type II 24-hr 1-Year Rainfall=2.90"
Prepared by FLM Engineering, Inc. Printed 11/1/2023
HydroCAD®8.50 s/n 002245 ©2007 HydroCAD Software Solutions LLC Page 28
Stage-Area-Storage for Pond 6P: WETLAND 6
Elevation Surface Storage Elevation Surface Storage
(feet) (sq-ft) (cubic-feet) (feet) (sq-ft) (cubic-feet)
190.00 5,774 0 192.65 10,743 23,960
190.05 7,362 382 192.70 10,811 24,486
190.10 7,425 779 192.75 10,879 25,013
190.15 7,488 1,175 192.80 10,946 25,540
190.20 7,551 1,571 192.85 11,014 26,066
190.25 7,614 1,968 192.90 11,082 26,593
190.30 7,677 2,364 192.95 11,150 27,119
190.35 7,740 2,760 193.00 11,218 27,646
190.40 7,803 3,157 193.05 11,289 28,242
190.45 7,866 3,553 193.10 11,359 28,838
190.50 7,929 3,949 193.15 11,430 29,434
190.55 7,992 4,346 193.20 11,501 30,030
190.60 8,055 4,742 193.25 11,572 30,625
190.65 8,117 5,138 193.30 11,643 31,221
190.70 8,180 5,535 193.35 11,713 31,817
190.75 8,243 5,931 193.40 11,784 32,413
190.80 8,306 6,327 193.45 11,855 33,009
190.85 8,369 6,724 193.50 11,926 33,605
190.90 8,432 7,120 193.55 11,996 34,201
190.95 8,495 7,517 193.60 12,067 34,797
191.00 8,558 7,913 193.65 12,138 35,393
191.05 8,623 8,373 193.70 12,208 35,989
191.10 8,688 8,833 193.75 12,279 36,585
191.15 8,753 9,293 193.80 12,350 37,181
191.20 8,818 9,753 193.85 12,421 37,777
191.25 8,884 10,213 193.90 12,492 38,373
191.30 8,949 10,673 193.95 12,562 38,968
191.35 9,014 11,133 194.00 12,633 39,564
191.40 9,079 11,593 194.05 12,707 40,232
191.45 9,144 12,053 194.10 12,780 40,901
191.50 9,209 12,514 194.15 12,854 41,569
191.55 9,274 12,974 194.20 12,927 42,237
191.60 9,339 13,434 194.25 13,001 42,905
191.65 9,404 13,894 194.30 13,074 43,573
191.70 9,469 14,354 194.35 13,148 44,241
191.75 9,535 14,814 194.40 13,221 44,909
191.80 9,600 15,274 194.45 13,295 45,577
191.85 9,665 15,734 194.50 13,369 46,245
191.90 9,730 16,194 194.55 13,442 46,913
191.95 9,795 16,654 194.60 13,516 47,581
192.00 9,860 17,114 194.65 13,589 48,250
192.05 9,928 17,641 194.70 13,663 48,918
192.10 9,996 18,167 194.75 13,736 49,586
192.15 10,064 18,694 194.80 13,810 50,254
192.20 10,132 19,221 194.85 13,883 50,922
192.25 10,200 19,747 194.90 13,957 51,590
192.30 10,267 20,274 194.95 14,030 52,258
192.35 10,335 20,800 195.00 14,104 52,926
192.40 10,403 21,327
192.45 10,471 21,853
192.50 10,539 22,380
192.55 10,607 22,907
192.60 10,675 23,433

Green Hill_Stormwater Management Type II 24-hr 1-Year Rainfall=2.90"
Prepared by FLM Engineering, Inc. Printed 11/1/2023
HydroCAD®8.50 s/n 002245 ©2007 HydroCAD Software Solutions LLC Page 29
Summary for Link 1 L: Post-development DA-1
Inflow Area = 200.290 ac, 22.10% Impervious, Inflow Depth > 0.93" for 1-Year event
Inflow = 101.18 cfs @ 12.17 hrs, Volume= 15.454 of
Primary = 101.18 cfs @ 12.17 hrs, Volume= 15.454 af, Atten= 0%, Lag= 0.0 min
Primary outflow = Inflow, Time Span= 0.00-120.00 hrs, dt= 0.05 hrs
Link 1 L: Post-development DA-1
Hydrograph
110:
—Inflow
—
10055cfs= 101.18 � I PI
rimary
'95 inflow Area=200.290 ac
90
85=
80
75= _L I_ 1 _H 1 1_ 1 1 HI _1
70=
• 65_ 4 4 —I 4 1 4 1— 1 1 H I- 1 H
▪ 60=
O 55=
LL 50=
45_ -r -Irt1 rt l -r l fi
40=
3
300; _L A L1 1 L 1 A
25
20 I4I— -14I 4 1— 1 1 -kI- 1
15
5
0 5 10 15 20 25 30 35 40 45 50 55 60 65 70 75 80 85 90 95 100 105 110 115 120
Time (hours)

APPENDIX J
DISCRETE NRCS CURVE NUMBER MODEL

SCM-1A SCM-1B
Post-development Post-development
Impervious to SCM 1 Pervious to SCM 1
CM-2/0 SCM-2B
Post-development Post-development
Impervious to SCM 2 Pervious to SCM 2
4CM3 CM-3B
Post-development Post-development
Impervious to SCM 3 Pervious to SCM 3
SCM-4A SCM-4B
Post-development Post-development
Impervious to SCM 4 Pervious to SCM 4
4CM5 SCM-5B
Post-development Post-development
Impervious to SCM 5 Pervious to SCM 5
SCM-6A SCM-6B
Post-development Post-development
Impervious to SCM 6 Pervious to SCM 6
Subcat Reach •on• Link Drainage Diagram for Green Hill_Discrete Curve Number Model
Prepared by FLM Engineering, Inc., Printed 10/31/2023
HydroCAD®8.50 s/n 002245 ©2007 HydroCAD Software Solutions LLC

Green Hill_Discrete Curve Number Model
Prepared by FLM Engineering, Inc. Printed 10/31/2023
HydroCAD®8.50 s/n 002245 ©2007 HydroCAD Software Solutions LLC Page 2
Area Listing (selected nodes)
Area CN Description
(acres) (subcatchment-numbers)
44.930 69 50-75% Grass cover, Fair, HSG B (SCM-1B,SCM-2B,SCM-3B,SCM-5B,SCM-6B)
4.530 84 50-75% Grass cover, Fair, HSG D (SCM-4B)
34.570 98 Paved parking & roofs (SCM-1A,SCM-2A,SCM-3A,SCM-4A,SCM-5A,SCM-6A)
84.030 TOTAL AREA

Green Hill_Discrete Curve Number Model Type II 24-hr 1-Inch Rainfall=1.00"
Prepared by FLM Engineering, Inc. Printed 10/31/2023
HydroCAD®8.50 s/n 002245 ©2007 HydroCAD Software Solutions LLC Page 3
Summary for Subcatchment SCM-1A: Post-development Impervious to SCM 1
Runoff = 7.83 cfs @ 11.96 hrs, Volume= 0.407 af, Depth= 0.79"
Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-120.00 hrs, dt= 0.05 hrs
Type II 24-hr 1-Inch Rainfall=1.00"
Area (ac) CN Description
6.170 98 Paved parking & roofs
6.170 Impervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
6.0 Direct Entry,
Subcatchment SCM-1A: Post-development Impervious to SCM 1
Hydrograph
8_ _ j 7.83 cfs I —Runoff JJ
I1 e II 24-hr1 1-Inch
y
7- 1 I T [7 1,Z- i411;1 .-0�'
6_ ± 1-1 — 1 11Ru�dff�Aea�=�. 7o�a�
w 5— —1 4 — 4 ]— - Ru4ndff IVoI e=0.407 a'f-
4- 1 1 1 1 L Ftuno�ffQept,h�0.7i91'
1 1 I I Tc6.p gniri
3—
= 1 I I I I I I I I I IcN�r
1 1 i i 1 1
II 11
0 5 10 15 20 25 30 35 40 45 50 55 60 65 70 75 80 85 90 95 100 105 110 115 120
Time (hours)

Green Hill_Discrete Curve Number Model Type II 24-hr 1-Inch Rainfall=1.00"
Prepared by FLM Engineering, Inc. Printed 10/31/2023
HydroCAD®8.50 s/n 002245 ©2007 HydroCAD Software Solutions LLC Page 4
Summary for Subcatchment SCM-1 B: Post-development Pervious to SCM 1
Runoff = 0.01 cfs @ 24.00 hrs, Volume= 0.002 af, Depth= 0.00"
Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-120.00 hrs, dt= 0.05 hrs
Type II 24-hr 1-Inch Rainfall=1.00"
Area (ac) CN Description
12.120 69 50-75% Grass cover, Fair, HSG B
12.120 Pervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
6.0 Direct Entry,
Subcatchment SCM-1 B: Post-development Pervious to SCM 1
Hydrograph
0.007— —C L
0.006-- 10.01 cfs L _ —Runoff
0.005
0.005_ RaTnfI .VV '
0.004_ H H H Ftbli 11 Area=t2.t2O
0004
tll I�LJn9ff V-1UnleO.PCI� f -
0 0.003 _L L ± L_ _L H n L- _ID-!P 7�'P�'
LL T _
0.002 6n
0.002= T T T p T I 1— 1 p -
0.001 -
0.001.— _ _
0 5 10 15 20 25 30 35 40 45 50 55 60 65 70 75 80 85 90 95 100 105 110 115 120
Time (hours)

Green Hill_Discrete Curve Number Model Type II 24-hr 1-Inch Rainfall=1.00"
Prepared by FLM Engineering, Inc. Printed 10/31/2023
HydroCAD®8.50 s/n 002245 ©2007 HydroCAD Software Solutions LLC Page 5
Summary for Subcatchment SCM-2A: Post-development Impervious to SCM 2
Runoff = 11.45 cfs @ 11.96 hrs, Volume= 0.595 af, Depth= 0.79"
Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-120.00 hrs, dt= 0.05 hrs
Type II 24-hr 1-Inch Rainfall=1.00"
Area (ac) CN Description
9.030 98 Paved parking & roofs
9.030 Impervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
6.0 Direct Entry,
Subcatchment SCM-2A: Post-development Impervious to SCM 2
Hydrograph
12 I 11.45 cfs —Runoff
11 -L !ryas
10: - H- H H - H H 11 Riri Ii10�
9- T T � bfflA�e ��030�a�
s-
Runoff IVaIuml =10.595 at
0 6 H H Run41ff_Depth O.Y97
LT.
43 I I I I I I I I I I I r%1.7°31—
3
2�
1- I
0-1- ,. ,
0 5 10 15 20 25 30 35 40 45 50 55 60 65 70 75 80 85 90 95 100 105 110 115 120
Time (hours)

Green Hill_Discrete Curve Number Model Type II 24-hr 1-Inch Rainfall=1.00"
Prepared by FLM Engineering, Inc. Printed 10/31/2023
HydroCAD®8.50 s/n 002245 ©2007 HydroCAD Software Solutions LLC Page 6
Summary for Subcatchment SCM-2B: Post-development Pervious to SCM 2
Runoff = 0.01 cfs @ 24.00 hrs, Volume= 0.002 af, Depth= 0.00"
Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-120.00 hrs, dt= 0.05 hrs
Type II 24-hr 1-Inch Rainfall=1.00"
Area (ac) CN Description
12.010 69 50-75% Grass cover, Fair, HSG B
12.010 Pervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
6.0 Direct Entry,
Subcatchment SCM-2B: Post-development Pervious to SCM 2
Hydrograph
I —Runoff
T
0.006_ I � 0.01 cfs � L + —
0.005: L n —
0.005- A T I H H H T 4 H1 � � Ra� f Il r.bo�" —
0.004- T Runoff Area=12.O TO c -
000• 4= R4n9f VQI�m1e�.�O� a�f
0 0.003- !Rns?_fflDeTh76'pF -
LL T _C�6'
0.002— H T H H H T H H H T NL -_
0002 IT I I TTTTI ITTIT
0.001
—
0.001= 1
0.000= 4 T 14 1 -
0�.,.,1,.,,i,.,.i.
0 5 10 15 20 25 30 35 40 . ,i,
45 50 55 60 65 70 75 80 85 90 95 100 105 110 115 120
Time (hours)

Green Hill_Discrete Curve Number Model Type II 24-hr 1-Inch Rainfall=1.00"
Prepared by FLM Engineering, Inc. Printed 10/31/2023
HydroCAD®8.50 s/n 002245 ©2007 HydroCAD Software Solutions LLC Page 7
Summary for Subcatchment SCM-3A: Post-development Impervious to SCM 3
Runoff = 4.76 cfs @ 11.96 hrs, Volume= 0.247 af, Depth= 0.79"
Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-120.00 hrs, dt= 0.05 hrs
Type II 24-hr 1-Inch Rainfall=1.00"
Area (ac) CN Description
3.750 98 Paved parking & roofs
3.750 Impervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
6.0 Direct Entry,
Subcatchment SCM-3A: Post-development Impervious to SCM 3
Hydrograph
5 14.76 cfs I - —Runoff
"i'yea II 24-hr 1-Inch
kundff Are =3.75d a6
3 -Rulnolff IVoI a=0.247 df_
w
Runoff pelpth=0.797
LL
2 Tc76.0 min
CN=98
0 5 10 15 20 25 30 35 40 45 50 55 60 65 70 75 80 85 90 95 100 105 110 115 120
Time (hours)

Green Hill_Discrete Curve Number Model Type II 24-hr 1-Inch Rainfall=1.00"
Prepared by FLM Engineering, Inc. Printed 10/31/2023
HydroCAD®8.50 s/n 002245 ©2007 HydroCAD Software Solutions LLC Page 8
Summary for Subcatchment SCM-3B: Post-development Pervious to SCM 3
Runoff = 0.00 cfs @ 24.00 hrs, Volume= 0.001 af, Depth= 0.00"
Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-120.00 hrs, dt= 0.05 hrs
Type II 24-hr 1-Inch Rainfall=1.00"
Area (ac) CN Description
5.160 69 50-75% Grass cover, Fair, HSG B
5.160 Pervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
6.0 Direct Entry,
Subcatchment SCM-3B: Post-development Pervious to SCM 3
Hydrograph
II I
—Runoff
0.003- I 0.00 cfs I - -
0.002: —[ Type ll 2 -fir 1-Inch
0.002_ rt T r Thal�f II .b�"
0.002— -
0002= 1Rilinbim`fr Area=5.111�6�O ab
, 0.002 - - P i 9ffI v -�m e70.1'`01-'Tryf -
w
0 0.001- 1 T T I T T T T 7 T n f 1 7°'I :4/I"
LL o.001T Tc=6.1): ' -
0.001: C14.49
T P H P T H HI - I— I —I
0.001- 1
0.000=
0.000 P P T H I— I - -
0 5 10 15 20 25 30 35 40 45 50 55 60 65 70 75 80 85 90 95 100 105 110 115 120
Time (hours)

Green Hill_Discrete Curve Number Model Type II 24-hr 1-Inch Rainfall=1.00"
Prepared by FLM Engineering, Inc. Printed 10/31/2023
HydroCAD®8.50 s/n 002245 ©2007 HydroCAD Software Solutions LLC Page 9
Summary for Subcatchment SCM-4A: Post-development Impervious to SCM 4
Runoff = 5.07 cfs @ 11.96 hrs, Volume= 0.264 af, Depth= 0.79"
Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-120.00 hrs, dt= 0.05 hrs
Type II 24-hr 1-Inch Rainfall=1.00"
Area (ac) CN Description
4.000 98 Paved parking & roofs
4.000 Impervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
6.0 Direct Entry,
Subcatchment SCM-4A: Post-development Impervious to SCM 4
Hydrograph
15.07 cfs I i —Runoff
5
ype II 24-hr -Inch
Rir411-11 .60
4 I 1unccff Aie =4.000—a6
= I IRunciff IValume=0.264 af
3—
Runoff pelpth=0.79f
LL
Tc=6.0 r�ni1
2
cNT93
_ I I
1- ( -
0 5 10 15 20 25 30 35 40 45 50 55 60 65 70 75 80 85 90 95 100 105 110 115 120
Time (hours)

Green Hill_Discrete Curve Number Model Type II 24-hr 1-Inch Rainfall=1.00"
Prepared by FLM Engineering, Inc. Printed 10/31/2023
HydroCAD®8.50 s/n 002245 ©2007 HydroCAD Software Solutions LLC Page 10
Summary for Subcatchment SCM-4B: Post-development Pervious to SCM 4
Runoff = 0.99 cfs @ 12.00 hrs, Volume= 0.057 af, Depth= 0.15"
Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-120.00 hrs, dt= 0.05 hrs
Type II 24-hr 1-Inch Rainfall=1.00"
Area (ac) CN Description
4.530 84 50-75% Grass cover, Fair, HSG D
4.530 Pervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
6.0 Direct Entry,
Subcatchment SCM-4B: Post-development Pervious to SCM 4
Hydrograph
0.99 cfs I —Runoff
1 —
yI a II 24-hr 1-Inch
Rinfall=1 .b&'
I kunciff Aced=4.53d a6
I IRunoiff IVolume=0.057 a'f
Runoff pelpth=0.157
LL
Tc=6.0 min
CN=84
0
0 5 10 15 20 25 30 35 40 45 50 55 60 65 70 75 80 85 90 95 100 105 110 115 120
Time (hours)

Green Hill_Discrete Curve Number Model Type II 24-hr 1-Inch Rainfall=1.00"
Prepared by FLM Engineering, Inc. Printed 10/31/2023
HydroCAD®8.50 s/n 002245 ©2007 HydroCAD Software Solutions LLC Page 11
Summary for Subcatchment SCM-5A: Post-development Impervious to SCM 5
Runoff = 10.40 cfs @ 11.96 hrs, Volume= 0.540 af, Depth= 0.79"
Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-120.00 hrs, dt= 0.05 hrs
Type II 24-hr 1-Inch Rainfall=1.00"
Area (ac) CN Description
8.200 98 Paved parking & roofs
8.200 Impervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
6.0 Direct Entry,
Subcatchment SCM-5A: Post-development Impervious to SCM 5
Hydrograph
11: 110.40 cfs I — I — —Runoff
ype II z4-hr i-Inch
11 I—' - 14 1— 1 1 Ri t.-1 11.1 0
8_ fi -t fi - i f- 6ff1Ate 8.200-a�
w =
—1T1 771 I7T iTncifflVToIume�--10541df-
_ 6=3 Iu�aff�e�p�h0.�9�
3
u. 5_
4_
gNT98
3
2 4I— - 4I - �
1- I —I
0 5 10 15 20 25 30 35 40 45 50 55 60 65 70 75 80 85 90 95 100 105 110 115 120
Time (hours)

Green Hill_Discrete Curve Number Model Type II 24-hr 1-Inch Rainfall=1.00"
Prepared by FLM Engineering, Inc. Printed 10/31/2023
HydroCAD®8.50 s/n 002245 ©2007 HydroCAD Software Solutions LLC Page 12
Summary for Subcatchment SCM-5B: Post-development Pervious to SCM 5
Runoff = 0.00 cfs @ 24.00 hrs, Volume= 0.002 af, Depth= 0.00"
Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-120.00 hrs, dt= 0.05 hrs
Type II 24-hr 1-Inch Rainfall=1.00"
Area (ac) CN Description
10.060 69 50-75% Grass cover, Fair, HSG B
10.060 Pervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
6.0 Direct Entry,
Subcatchment SCM-5B: Post-development Pervious to SCM 5
Hydrograph
0.005-
0.005'_ 10.00 cfs I I - -Runoff
0.005_ ± I— —[ t t
0.005; i I Type-ll 4- 1 n4 -_
0.004_ I � 1 4 I— �4 I- 1 - � -
0.004; II
0.004= 1
• I FWnar A .O6O -
0.004
0.003t V{11t, ems(] 9- f
c 0.003: I— + I 1 nr l � I' In
. 0.002= C=6. L
0.002_0.002: 1 17ir E
l f
0.002
0.002_ 1
0.001:
0.001: -
0.001 - 4 1— 4 I— I-14 1— -1 -
0.001:
0.000_ . a 1 1 1 -
0.000!
0 5 10 15 20 25 30 35 40 45 50 55 60 65 70 75 80 85 90 95 100 105 110 115 120
Time (hours)

Green Hill_Discrete Curve Number Model Type II 24-hr 1-Inch Rainfall=1.00"
Prepared by FLM Engineering, Inc. Printed 10/31/2023
HydroCAD®8.50 s/n 002245 ©2007 HydroCAD Software Solutions LLC Page 13
Summary for Subcatchment SCM-6A: Post-development Impervious to SCM 6
Runoff = 4.34 cfs @ 11.96 hrs, Volume= 0.225 af, Depth= 0.79"
Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-120.00 hrs, dt= 0.05 hrs
Type II 24-hr 1-Inch Rainfall=1.00"
Area (ac) CN Description
3.420 98 Paved parking & roofs
3.420 Impervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
6.0 Direct Entry,
Subcatchment SCM-6A: Post-development Impervious to SCM 6
Hydrograph
14.34 cfs I —Runoff
4 iypelII 24r�-Inch
Rinfal1=1 .b&'
kunciff Aced=3.420 a6
3
Runoff IVolume=0.225 a'f
I I Runoff pelpth=0.797
LL
2 Tc96:0 mir
CN=98
1— 7
0 5 10 15 20 25 30 35 40 45 50 55 60 65 70 75 80 85 90 95 100 105 110 115 120
Time (hours)

Green Hill_Discrete Curve Number Model Type II 24-hr 1-Inch Rainfall=1.00"
Prepared by FLM Engineering, Inc. Printed 10/31/2023
HydroCAD®8.50 s/n 002245 ©2007 HydroCAD Software Solutions LLC Page 14
Summary for Subcatchment SCM-6B: Post-development Pervious to SCM 6
Runoff = 0.00 cfs @ 24.00 hrs, Volume= 0.001 af, Depth= 0.00"
Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-120.00 hrs, dt= 0.05 hrs
Type II 24-hr 1-Inch Rainfall=1.00"
Area (ac) CN Description
5.580 69 50-75% Grass cover, Fair, HSG B
5.580 Pervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
6.0 Direct Entry,
Subcatchment SCM-6B: Post-development Pervious to SCM 6
Hydrograph
0.003
_ I I I —Runoff
0.003 I 0.00 cfs I -
0.003- 14 4 + 4 4 14 11I-1 4Type 1-Inch
0.002= hr
I —I T I H- H- H- T I— H- H 1 H-
0.002— Rai�fI I .b4
0.002- - -H - H -1 -H 1— H IFRili nbff-Ai ea=5.58O a6 -
H
0.002_ - H -r H- - H- H- - R V 4me O. O11- f
0 0.001- J_ — I H- I H- H- 1 H- n!16!p7 I
LL Tc60 m i
0.001 - rt r 1- 7
0.001 E. I H- H- H H -
0.000=
0.000 H H- H H H I H- -
0 5 10 15 20 25 30 35 40 45 50 55 60 65 70 75 80 85 90 95 100 105 110 115 120
Time (hours)

APPENDIX K
SCM SUPPLEMENTAL FORM

SUPPLEMENT-EZ COVER PAGE
FORMS LOADED
'PROJECT INFORMATION
1 Project Name Green Hill Subdivision
2 Project Area (ac) 123.94
3 Coastal Wetland Area (ac)
4 Surface Water Area (ac) 2.57
5 Is this project High or Low Density? High
6 Does this project use an off-site SCM? No
COMPLIANCE WITH 02H .1003(4)
7 Width of vegetated setbacks provided (feet) Varies
8 Will the vegetated setback remain vegetated? Yes
9 If BUA is proposed in the setback, does it meet NCAC 02H.1003(4)(c-d)? N/A
10 Is streambank stabilization proposed on this project? No
NUMBER AND TYPE OF SCMs: ■
11 Infiltration System
12 Bioretention Cell
13 Wet Pond
14 Stormwater Wetland 6
15 Permeable Pavement
16 Sand Filter
17 Rainwater Harvesting (RWH)
18 Green Roof
19 Level Spreader-Filter Strip (LS-FS)
20 Disconnected Impervious Surface (DIS)
21 Treatment Swale
22 Dry Pond
23 StormFilter
24 Silva Cell
25 Bayfilter
26 Filterra
FORMS LOADED
DESIGNER CERTIFICATION
27 Name and Title: Jon Frazier, PE/ Principal
28 Organization: FLM Engineering, Inc.
29 Street address: PO Box 91727
30 City, State, Zip: Raleigh, NC 27675
31 Phone number(s): 919.610.1051
32 Email: [e-mail]
Certification Statement:
I certify, under penalty of law that this Supplement-EZ form and all supporting information were prepared under my direction or supervision; that
the information provided in the form is, to the best of my knowledge and belief, true, accurate, and complete; and that the engineering plans,
specifications, operation and maintenance agreements and other supporting information are consistent with the information provided here.
Designer
Signature of Designer
Seal Date

DRAINAGE AREAS
1 Is this a high density project? Yes
2 If so, number of drainage areas/SCMs 6
3 Does this project have low density areas? No
4 If so, number of low density drainage areas 0
Is all/part of this project subject to previous rule
5 versions? No
FORMS LOADED
DRAINAGE AREA INFORMATION ilM Entire Site I 1 2 3 4 5 6
_ 4 Type of SCM Wetland Wetland Wetland Wetland Wetland Wetland
5 Total drainage area (sq ft) 5,398,843 796808 916569 388408 371871 792056 392167
6 Onsite drainage area (sq ft) 5,398,843 796808 916569 388408 371871 792056 392167
7 Offsite drainage area (sq ft)
8 Total BUA in project(sq ft) 1547410 sf 268844 sf 393464 sf 163506 sf 174374 sf 357305 sf 148946 sf
New BUA on subdivided lots (subject to
_ 9 permitting) (sq ft) 852164 sf 161500 sf 209750 sf 98256 sf 101643 sf 208765 sf — 63250 sf
New BUA not on subdivided lots (subject to
10 permitting) (sf) 695246 sf 107344 sf 163714 sf 65250 sf 72731 sf 148540 sf 85696 sf
11 Offsite BUA (sq ft)
12 Breakdown of new BUA not on subdivided lots:
- Parking (sq ft) 5031 sf
-Sidewalk(sq ft) 155680 sf 26682 sf 41361 sf 16361 sf 17844 sf 37048 sf 12620 sf
- Roof(sq ft) 161500 sf 209750 sf 98256 sf 101643 sf 208765 sf 63250 sf
- Roadway(sq ft) 494535 sf 80662 sf 122353 sf 48889 sf 54887 sf 111492 sf 63076 sf
- Future (sq ft)
- Other, please specify in the comment box
belowq ft) 40000 sf 20000 sf 10000 sf
New infiltrating permeable pavement on
13 subdivided lots (sq ft)
New infiltrating permeable pavement not on
14 subdivided lots (sq ft) _
Existing BUA that will remain (not subject to
15 permitting) (sq ft) 4210 sf
16 Existing BUA that is already permitted (sq ft) _
17 Existing BUA that will be removed (sq ft) 119237 sf
18 Percent BUA 30% 34% 43% 42% 47% 45% 38%
19 Design storm (inches) 1.0 in 1.0 in 1.0 in 1.0 in 1.0 in 1.0 in
20 Design volume of SCM (cu ft) 18367 cf 26506 cf 10882 cf 14221 cf 24897 cf 10106 cf
21 Calculation method for design volume Discrete CN Discrete CN Discrete CN Discrete CN Discrete CN Discrete CN
ADDITIONAL INFORMATION
Please use this space to provide any additional information about the
22 drainage area(s):
Other BUA is pool/clubhouse.

STORMWATER WETLAND
I 1 Drainage area number 1 2 3 4 5 6
2 Minimum required treatment volume (cu ft 17816 cf 26005 cf 10803 cf 13983 cf 23609 cf 9845 cf
GENERAL MDC FROM 02H .1050
3 Is the SCM sized to treat the SW from all surfaces at build-out? Yes Yes Yes Yes Yes Yes
4 Is the SCM located away from contaminated soils? Yes Yes Yes Yes Yes Yes
5 What are the side slopes of the SCM (H:V)? 3:1 3:1 3:1 3:1 3:1 3:1
6 Does the SCM have retaining walls, gabion walls or other No No No No No No
engineered side slopes?
7 Are the inlets, outlets, and receiving stream protected from erosion Yes Yes Yes Yes Yes Yes
(10-year storm)? 1
8 Is there an overflow or bypass for inflow volume in excess of the Yes Yes Yes Yes Yes Yes
design volume?
9 What is the method for dewatering the SCM for maintenance? Pump (preferred) Pump (preferred) Pump (preferred) Pump (preferred) Pump (preferred) Pump (preferred)
10 If applicable, will the SCM be cleaned out after construction? Yes Yes Yes Yes Yes Yes
11 Does the maintenance access comply with General MDC (8)? Yes Yes Yes Yes Yes Yes
12 Does the drainage easement comply with General MDC (9)? Yes Yes Yes Yes Yes Yes
13 If the SCM is on a single family lot, does (will?)the plat comply with Yes Yes Yes Yes Yes Yes
General MDC (10)?
14 Is there an O&M Agreement that complies with General MDC (11)? Yes Yes Yes Yes Yes Yes
15 Is there an O&M Plan that complies with General MDC (12)? Yes Yes Yes Yes Yes Yes
16 Does the SCM follow the device specific MDC? Yes Yes Yes Yes Yes Yes
17 Was the SCM designed by an NC licensed rofessional? Yes Yes Yes Yes Yes Yes
STORMWATER WETLAND MDC FROM 02H .1054M
18 Design volume of SCM (cu ft) 18367 26691 11006 14380 25126 10227
19 Are the inlet(s) and outlet located in a manner that avoids short- Yes Yes Yes Yes Yes Yes
circuiting?
20 Are berms or baffles provided to improve the flow path? Yes Yes Yes Yes Yes Yes
21 Does the orifice drawdown from below the top surface of the Yes Yes Yes Yes Yes Yes
permanent pool?
22 Does the wetland minimize impacts to the receiving channel from the Yes Yes Yes Yes Yes Yes
1-yr, 24-hr storm?
23 Is a trash rack or other device provided to protect the outlet system? Yes Yes Yes Yes Yes Yes
'Elevations
24 Elevation, peak attenuation above temporary pool (if applicable) 1 194.63 198.75 224.66 223.46 212.96 191.88
(fmsl)
25 Elevation, temporary pool (top of the temporary inundation zone) 194.25 198.25 224.25 222.25 212.25 1.25
(fmsl)
26 Elevation, permanent pool (top of the shallow water zone) (fmsl) 193.00 197.00 223.00 221.00 211.00
27 Elevation, bottom of shallow water zone (fmsl) 192.25 196.25 222.25 220.25 210.25 -0.75 _
28 Elevation, bottom of forebay deep pool at deepest point (at forebay 189.67 193.67 219.67 217.67 207.67 -3.33
entrance) (fmsl)
29 Elevation, bottom of forebay deep pool at shallowest point(at 191.00 195.00 221.00 219.00 209.00 -2.00
_ forebay exit) (fmsl)
30 Elevation, bottom of non-forebay deep pool at deepest point(fmsl) 190.00 194.00 220.00 218.00 208.00 -3.00
Planting Zones
Area, total surface area of the SW wetland at temporary pool elev.
31 (sq ft) 17,518.00 22,429.00 9,513.00 12,435.00 21,440.00 8,884.00 '
32 Area, temporary inundation zone at temporary pool elev. (sq ft) 6,131.00 7,850.15 3,329.55 4,352.25 7,504.00 -I 3,109.40
33 Area, shallow water zone at temporary pool elev. (sq ft) 6,131.00 7,850.15 3,329.55 4,352.25 7,504.00 3,109.40
34 Area, forebay at temporary pool elev. (sq ft) 2,628.00 3,364.35 1,426.95 1,865.25 3,216.00 1,332.60
35 Area, non-forebay deep pool at temporary pool elev .(sq ft) 2,628.00 3,364.35 1,426.95 1,865.25 3,216.00 1,332.60
36 Percent area provided, temporary inundation zone (should be 30- 35% 35% 35% 35% 35% 35%
45%)
37 Percent area provided, shallow water zone (should be 35-45%) 35% 35% 35% 35% 35% 35%
38 Percent area provided, deep pool (forebay) (should be 10-15%) 15% 15% 15% 15% 15% 15%
391 Percent area provided, deep pool (non-forebay) (should be 5-15%) 15% 15% 15% 15% 15% 15%
Depths and Outlet
40IPeak attenuation depth above temporary inundation zone (inches) 24 in 24 in 24 in 24 in 24 in 24 in
41 Temporary inundation zone depth (temporary pool to permanent 15 in 15 in 15 in 15 in 15 in 15 in
pool) (inches) _
42 Shallow water zone depth (permanent pool to bottom of wetland) gin 9 in 9 in 9 in 9 in 9 in
(inches)
Depth, forebay at entrance (permanent pool to bottom of forebay
43 entrance) (inches) 40 in 40 in 40 in 40 in 40 in 40 in
44 Depth, forebay at exit (permanent pool to bottom of forebay exit) 24 in 24 in 24 in 24 in 24 in 24 in
(inches)
45 Depth, non-forebay deep pools (permanent pool to deep pool 36 in 36 in 36 in 36 in 36 in 36 in
bottom) (inches)
_ 46 If there is an orifice, diameter(inches) 2 in 3 in 2 in 2 in 3 in 2 in
47 If there is a weir, weir height(inches)
48 If there is a weir, weir length (inches)
49 Drawdown time for the temporary pool (days) 3.4 2 3.3 I 2.4 2.7 3.1
Soil and Plants
50ISoi1 amendment depth (inches) 12 in 12 in 12 in 12 in 12 in 12 in
_ 51 Has a soil amendment specification been provided? _ Yes Yes Yes Yes Yes Yes
52 Has a landscaping plan that meets SW Wetland MDC (12) been Yes Yes Yes Yes Yes Yes
provided?
53 Number of plants per 200 square feet(#) in the shallow water zone:
54 Does the temporary inundation zone planting comply with SW Yes Yes Yes Yes Yes Yes
Wetland MDC (14)?
55 Are the dam structure and temporary fill slopes planted in non- Yes Yes Yes Yes Yes Yes
clumping turfgrass?
56 Will cattails be !anted in the wetland? No No No No No No
ADDITIONAL INFORMATION
57 Please use this space to provide any additional information about the
stormwater wetland(s):
Stormwater Wetland #5 drawdown orifice is 2.5 in (rounded up to 3 in in line
46), and Stormwater Wetland #6 drawdown orifice is 1.5 in (rounded up to 2
in in line 46)..
Wetland 3 1:37 PM 10/31/2023

APPENDIX L
DRAW DOWN CALCULATIONS

Water Quality Drawdown Calculations
Stormwater Wetland #1
Volume provided at 15" 20150 ft3
Orifice Equation
Outlet Diameter 2 in
Cd = 0.6
Ho / 3 = 0.42 ft
g = 32.2 ft/ sect
A = 0.022 sf
Q = 0.068 cfs
296134.5403 seconds
Drawdown Time 82.3 hours
Stormwater Wetland #2
Volume provided at 15" 26691 ft3
Orifice Equation
Outlet Diameter 3 in
Cd = 0.6
Ho / 3 = 0.42 ft
g = 32.2 ft/ sect
A = 0.049 sf
Q = 0.153 cfs
174339.7191 seconds
Drawdown Time 48.4 hours

Stormwater Wetland #3
Volume provided at 15" 11006 ft3
Orifice Equation
Outlet Diameter 1.5 in
Cd = 0.6
Ho / 3 = 0.42 ft
g = 32.2 ft/ sect
A = 0.012 sf
Q = 0.038 cfs
287555.0483 seconds
Drawdown Time 79.9 hours
Stormwater Wetland #4
Volume provided at 15" 14380 ft3
Orifice Equation
Outlet Diameter 2 in
Cd = 0.6
Ho / 3 = 0.42 ft
g = 32.2 ft/ sect
A = 0.022 sf
Q = 0.068 cfs
211335.7166 seconds
Drawdown Time 58.7 hours

Stormwater Wetland #5
Volume provided at 15" 25126 ft3
Orifice Equation
Outlet Diameter 2.5 in
Cd = 0.6
Ho / 3 = 0.42 ft
g = 32.2 ft/ sect
A = 0.034 sf
Q = 0.106 cfs
236329.1779 seconds
Drawdown Time 65.6 hours
Stormwater Wetland #6
Volume provided at 15" 10227 ft3
Orifice Equation
Outlet Diameter 1.5 in
Cd = 0.6
Ho / 3 = 0.42 ft
g = 32.2 ft/ sect
A = 0.012 sf
Q = 0.038 cfs
267202.0243 seconds
Drawdown Time 74.2 hours

APPENDIX M
RIP RAP ENERGY DISSPATOR CALCULATIONS

DESIGN OF RIPRAP OUTLET PROTECTION WORKSHEET
Project Green Hill Subdivision Date
Project No. 22037 Designer
Outlet ID FES-SCM 1
Outlet flowrate 21.84 cfs
Pipe diameter 30 inches
Number of pipes 1
Pipe separation feet
Outlet pipe slope 1.85 percent
Figure 8.06.b.1
25 Zone 7
20 \�
°' 15
0 10 •
IN
5 Zone 1 4 ft/set Zone 3
Zane 2
0 -
0 2 4 6 8 10
Pipe diameter(ft)
Zone from graph above= 2
Outlet pipe diameter 30 in. Length= 15.0 ft.
Outlet flowrate 21.8 cfs Width= 7.5 ft.
Outlet velocity 4.4 ft/sec Stone diameter= 6 in.
Material= Class B Thickness= 22 in.
Zone Material Diameter Thickness Length Width
1 Class A 3 9 4 x D(o) 3 x D(o)
2 Class B 6 22 6 x D(o) 3 x D(o)
3 Class I 13 22 8 x D(o) 3 x D(o)
4 Class I 13 22 8 x D(o) 3 x D(o)
5 Class II 23 27 10 x D(o) 3 x D(o)
6 Class II 23 27 10 x D(o) 3 x D(o)
7 Special study required
1.Calculations based on NY DOT method-Pages 8.06.05 through 8.06.06 in NC Erosion Control Manual
2.Outlet velocity based on full-flow velocity
Green Hill Phase 2-3-4_RipRap Outlet Pipe Protection.xlsx
10/31/2023

DESIGN OF RIPRAP OUTLET PROTECTION WORKSHEET
Project Green Hill Subdivision Date
Project No. 22037 Designer
Outlet ID FES-SCM 2
Outlet flowrate 59.57 cfs
Pipe diameter 30 inches
Number of pipes 1
Pipe separation feet
Outlet pipe slope 2.5 percent
Figure 8.06.b.1
25 1
Zone 7
\20
_ Zone
_
u
°' 15
.4., N................:
.1 ft/scc -
010 IN
5 Zone 1 _ — Zone 3
7nne
0
0 2 4 6 8 10
Pipe diameter(ft)
Zone from graph above= 3
Outlet pipe diameter 30 in. Length= 20.0 ft.
Outlet flowrate 59.6 cfs Width= 7.5 ft.
Outlet velocity 12.1 ft/sec Stone diameter= 13 in.
Material= Class I Thickness= 22 in.
_ Zone Material Diameter Thickness Length Width
1 Class A 3 9 4 x D(o) 3 x D(o)
2 Class B 6 22 6 x D(o) 3 x D(o)
3 Class I 13 22 8 x D(o) 3 x D(o)
4 Class I 13 22 8 x D(o) 3 x D(o)
5 Class II 23 27 10 x D(o) 3 x D(o)
6 Class II 23 27 10 x D(o) 3 x D(o)
7 Special study required
1.Calculations based on NY DOT method-Pages 8.06.05 through 8.06.06 in NC Erosion Control Manual
2.Outlet velocity based on full-flow velocity
Green Hill Phase 2-3-4_RipRap Outlet Pipe Protection.xlsx
10/31/2023

DESIGN OF RIPRAP OUTLET PROTECTION WORKSHEET
Project Green Hill Subdivision Date
Project No. 22037 Designer
Outlet ID FES-SCM 3C
Outlet flowrate 31.7 cfs
Pipe diameter 30 inches
Number of pipes 1
Pipe separation feet
Outlet pipe slope 2.5 percent
Figure 8.06.b.1
25 1
Zone 7
\20 N....................7 -----_______________
_ - Zone
u
°' 15
w \. _
0 10 IN
5 Zone 1 _ — Zone 3
7rne2
0
0 2 4 6 8 10
Pipe diameter(ft)
Zone from graph above= 2
Outlet pipe diameter 30 in. Length= 15.0 ft.
Outlet flowrate 31.7 cfs Width= 7.5 ft.
Outlet velocity 6.5 ft/sec Stone diameter= 6 in.
Material= Class B Thickness= 22 in.
_ Zone Material Diameter Thickness Length Width
1 Class A 3 9 4 x D(o) 3 x D(o)
2 Class B 6 22 6 x D(o) 3 x D(o)
3 Class I 13 22 8 x D(o) 3 x D(o)
4 Class I 13 22 8 x D(o) 3 x D(o)
5 Class II 23 27 10 x D(o) 3 x D(o)
6 Class II 23 27 10 x D(o) 3 x D(o)
7 Special study required
1.Calculations based on NY DOT method-Pages 8.06.05 through 8.06.06 in NC Erosion Control Manual
2.Outlet velocity based on full-flow velocity
Green Hill Phase 2-3-4_RipRap Outlet Pipe Protection.xlsx
10/31/2023

DESIGN OF RIPRAP OUTLET PROTECTION WORKSHEET
Project Green Hill Subdivision Date
Project No. 22037 Designer
Outlet ID FES-SCM 4B
Outlet flowrate 33 cfs
Pipe diameter 30 inches
Number of pipes 1
Pipe separation feet
Outlet pipe slope 2.5 percent
Figure 8.06.b.1
25 1
Zone 7
\20 N....................7 -----_______________
_ - Zone
u
°' 15
w \. _
0 10 IN
• 6.7 ft/sec
5 Zone 1 _ — Zone 3
7nne
0
0 2 4 6 8 10
Pipe diameter(ft)
Zone from graph above= 2
Outlet pipe diameter 30 in. Length= 15.0 ft.
Outlet flowrate 33.0 cfs Width= 7.5 ft.
Outlet velocity 6.7 ft/sec Stone diameter= 6 in.
Material= Class B Thickness= 22 in.
_ Zone Material Diameter Thickness Length Width
1 Class A 3 9 4 x D(o) 3 x D(o)
2 Class B 6 22 6 x D(o) 3 x D(o)
3 Class I 13 22 8 x D(o) 3 x D(o)
4 Class I 13 22 8 x D(o) 3 x D(o)
5 Class II 23 27 10 x D(o) 3 x D(o)
6 Class II 23 27 10 x D(o) 3 x D(o)
7 Special study required
1.Calculations based on NY DOT method-Pages 8.06.05 through 8.06.06 in NC Erosion Control Manual
2.Outlet velocity based on full-flow velocity
Green Hill Phase 2-3-4_RipRap Outlet Pipe Protection.xlsx
10/31/2023

DESIGN OF RIPRAP OUTLET PROTECTION WORKSHEET
Project Green Hill Subdivision Date
Project No. 22037 Designer
Outlet ID FES-SCM 5C
Outlet flowrate 55.08 cfs
Pipe diameter 30 inches
Number of pipes 1
Pipe separation feet
Outlet pipe slope 6.67 percent
Figure 8.06.b.1
25
Zone 7
20
Zone
15
•
110 IN
5 Zone 1 Zone 3
7nne
0
0 2 4 6 8 10
Pipe diameter(ft)
Zone from graph above= 3
Outlet pipe diameter 30 in. Length= 20.0 ft.
Outlet flowrate 55.1 cfs Width= 7.5 ft.
Outlet velocity 11.2 ft/sec Stone diameter= 13 in.
Material= Class I Thickness= 22 in.
Zone Material Diameter Thickness Length Width
1 Class A 3 9 4 x D(o) 3 x D(o)
2 Class B 6 22 6 x D(o) 3 x D(o)
3 Class I 13 22 8 x D(o) 3 x D(o)
4 Class I 13 22 8 x D(o) 3 x D(o)
5 Class II 23 27 10 x D(o) 3 x D(o)
6 Class II 23 27 10 x D(o) 3 x D(o)
7 Special study required
1.Calculations based on NY DOT method-Pages 8.06.05 through 8.06.06 in NC Erosion Control Manual
2.Outlet velocity based on full-flow velocity
Green Hill Phase 2-3-4_RipRap Outlet Pipe Protection.xlsx
10/31/2023

DESIGN OF RIPRAP OUTLET PROTECTION WORKSHEET
Project Green Hill Subdivision Date
Project No. 22037 Designer
Outlet ID FES-SCM 6C
Outlet flowrate 27.4 cfs
Pipe diameter 30 inches
Number of pipes 1
Pipe separation feet
Outlet pipe slope 2.5 percent
Figure 8.06.b.1
25 1
Zone 7
\20 N............... .._ -----_______________
_ _ Zone
u
°' 15
w
0 10
PPM
5 Zone 1 — Zone 3
7nne 2
0
0 2 4 6 8 10
Pipe diameter(ft)
Zone from graph above= 2
Outlet pipe diameter 30 in. Length= 15.0 ft.
Outlet flowrate 27.4 cfs Width= 7.5 ft.
Outlet velocity 5.6 ft/sec Stone diameter= 6 in.
Material= Class B Thickness= 22 in.
_ Zone Material Diameter Thickness Length Width
1 Class A 3 9 4 x D(o) 3 x D(o)
2 Class B 6 22 6 x D(o) 3 x D(o)
3 Class I 13 22 8 x D(o) 3 x D(o)
4 Class I 13 22 8 x D(o) 3 x D(o)
5 Class II 23 27 10 x D(o) 3 x D(o)
6 Class II 23 27 10 x D(o) 3 x D(o)
7 Special study required
1.Calculations based on NY DOT method-Pages 8.06.05 through 8.06.06 in NC Erosion Control Manual
2.Outlet velocity based on full-flow velocity
Green Hill Phase 2-3-4_RipRap Outlet Pipe Protection.xlsx
10/31/2023

APPENDIX N
OPERATION & MAINTENANCE AGREEMENT

Operation & Maintenance Agreement
Project Name: Green Hill Subdivision
Project Location: NC Hwy 39, Louisburg, NC
Cover Page
Maintenance records shall be kept on the following BMP(s). This maintenance record shall be kept in a log in a known set location.
Any deficient BMP elements noted in the inspection will be corrected, repaired, or replaced immediately. These deficiencies can
affect the integrity of structures, safety of the public, and the pollutant removal efficiency of the BMP(s).
The BMP(s) on this project include (check all that apply & corresponding O&M tables will be added automatically):
Bioretention Cell Quantity: Location(s):
Dry Detention Basin Quantity: Location(s):
Grassed Swale Quantity: Location(s):
Green Roof Quantity: Location(s):
Infiltration Basin Quantity: Location(s):
Infiltration Trench Quantity: Location(s):
Level Spreader/VFS Quantity: Location(s):
Permeable Pavement Quantity: Location(s):
Proprietary System Quantity: Location(s):
Rainwater Harvesting Quantity: Location(s):
Sand Filter Quantity: Location(s):
Stormwater Wetland Quantity: 6 Location(s): See Plans
Wet Detention Basin Quantity: 0 Location(s):
Disconnected Impervious Area Present: No Location(s):
User Defined BMP Present: No , Location(s):
CLICK TO UPDATE O&M MANUAL
I acknowledge and agree by my signature below that I am responsible for the performance of the maintenance procedures listed for
each BMP above, and attached O&M tables. I agree to notify NCDENR of any problems with the system or prior to any changes to
the system or responsible party.
* Responsible Party: Michael A. Moss
Title & Organization: Manager, Green Hill Drive, LLC
Street address: 140 E Main St
City, state, zip: Youngsville, NC 27596
Phone number(s): 919-398-3618
Email: [e-mail]
Signature: Date:
, a Notary Public for the State of
County of , do hearby certify that
personally appeared before me this day of and
acknowledge the due execution of the Operations and Maintenance Agreement .
Witness my hand and official seal,
Seal My commission expires
STORM-EZ 11/16/2023
Version 1.4 O&M Manual Page 1 of 3

Stormwater Wetland Maintenance Requirements
Important maintenance procedures:
_ Immediately following construction of the stormwater wetland, bi-weekly inspections will be conducted and
wetland plants will be watered bi-weekly until vegetation becomes established (commonly six weeks).
_ No portion of the stormwater wetland will be fertilized after the first initial fertilization that is required to establish
the wetland plants.
- Stable groundcover will be maintained in the drainage area to reduce the sediment load to the wetland.
- Once a year, a dam safety expert should inspect the embankment.
After the stormwater wetland is established, it shall be inspected monthly and within 24 hours after every storm event greater
than 1.0 inches (or 1.5 inches if in a Coastal County). Records of operation and maintenance will be kept in a known set location
and will be available upon request.
Inspection activities shall be performed as follows. Any problems that are found shall be repaired immediately.
BMP element: Potential problem: How I will remediate the problem:
Entire BMP Trash/debris is present. Remove the trash/debris.
The perimeter of the BMP Areas of bare soil and/or Regrade the soil if necessary to remove the gully, and then plant a
erosive gullies have formed. ground cover and water until it is established. Provide lime and a one-
time fertilizer application.
Vegetation is too short or too Maintain vegetation at a height of approximately six inches.
long.
Forebay Sediment has accumulated in Search for the source of the sediment and remedy the problem if
the forebay to a depth that possible. Remove the sediment and dispose of it in a location where it
inhibits the forebay from will not cause impacts to streams or the BMP.
Erosion has occurred. Provide additional erosion protection such as reinforced turf matting or
riprap if needed to prevent future erosion problems.
Weeds are present. Remove the weeds, preferably by hand. If a pesticide is used, wipe it
on the plants rather than spraying.
The inlet device The pipe is clogged. Unclog the pipe. Dispose of the sediment off-site.
The pipe is cracked or Replace the pipe.
otherwise damaged.
Erosion is occurring in the Regrade the swale if necessary to smooth it over and provide erosion
swale. control devices such as reinforced turf matting or riprap to avoid future
problems with erosion.
Stone verge is clogged or Remove sediment and replace with clean stone.
covered in sediment (if
applicable).
STORM-EZ 11/16/2023
Version 1.4 O&M Manual Page 2 of 3

Stormwater Wetland Maintenance Requirements (Continued)
Deep pool, shallow water Algal growth covers over 50% Consult a professional to remove and control the algal growth.
and shallow land areas of the deep pool and shallow
water areas.
Cattails, phragmites or other Remove invasives by physical removal or by wiping them with pesticide
invasive plants cover 50% of (do not spray) — consult a professional.
the deep pool and shallow
Shallow land remains flooded Unclog the outlet device immediately.
more than 5 days after a
storm event.
Plants are dead, diseased or Determine the source of the problem: soils, hydrology, disease, etc.
dying. Remedy the problem and replace plants. Provide a one-time fertilizer
application to establish the ground cover if necessary.
Best professional practices Prune according to best professional practices.
show that pruning is needed
to maintain optimal plant
Sediment has accumulated Search for the source of the sediment and remedy the problem if
and reduced the depth to 75% possible. Remove the sediment and dispose of it in a location where it
of the original design depth of will not cause impacts to streams or the BMP.
Embankment A tree has started to grow on Consult a dam safety specialist to remove the tree.
the embankment.
An annual inspection by Make all needed repairs.
appropriate professional
shows that the embankment
Evidence of muskrat or Consult a professional to remove muskrats or beavers.
beaver activity is present.
Micropool Sediment has accumulated Search for the source of the sediment and remedy the problem if
and reduced the depth to 75% possible. Remove the sediment and dispose of it in a location where it
of the original design depth. will not cause impacts to streams or the BMP.
The outlet device Clogging has occurred. Clean out the outlet device. Dispose of the sediment off-site.
The outlet device is damaged Repair or replace the outlet device.
The receiving water Erosion or other signs of Contact the local NC Department of Environment and Natural
damage have occurred at the Resources Regional Office.
outlet.
STORM-EZ 11/16/2023
Version 1.4 O&M Manual Page 3 of 3

APPENDIX 0
SNAP TOOL VERSION 4.2

Project Information Complete this sheet if required by your reviewing authority.
Contact them for any questions. Grey boxes/text are optional.
SNAPv4.2.0 LOCATION
Project Name (optional): Green Hill Subdivision Parcel ID (optional):
Submission Date(optional): 6/1/2023 date Nutrient Management Watershed: Tar_Pamlico menu
Local Jurisdiction/Reviewing Agency: Louisburg menu Subwatershed: Upper_Tar_River menu
Project Latitude Coordinates(optional): 36.083689 N Phosphorus Delivery Zone: Tar- Upper 03020101 menu
Project Longitude Coordinates (optional): -78.302453 W Nitrogen Delivery Zone: Tar Upper 03020101 menu
PROJECT DETAILS
Development Land Use Type: Single Family Residential menu Disturbed Area: 2,924,182 ft2
Part of Common Development Plan? no yin Project Activity: New Development menu
Designated Downtown Area? no y/n Project Drains to SA Waters? no y/n
Public Linear Road/Sidewalk Project? no y/n Pre-Project Land Use: fallow/open menu
Project Owner Type: Private menu Project Description (optional):
STORMWATER DETAILS
(Falls ONLY)Onsite Reduction%Req. % Project Uses LID/Runoff Volume Match? no y/n
Existing BUA/Development Onsite? yes y/n Local Gov't nutrient req's same as State? yes y/n
Local Gov't cutoff date for Existing BUA: date Project Drains to Regional SCM? no y/n
Nitrogen Export Rate Target: 4.00 Ib/ac/yr Total Nitrogen Offset Credits Needed: Ib/yr
Phosphorus Export Rate Target: 0.80 lb/ac/yr Total Phosphorus Offset Credits Needed: Ib/yr

SNAP v4.2.0
Project Area and Offsite Land Cover Characteristics Precipitation Louisburg
Station:
Copy Paste VALUES ONLY for 3est Aesul is Click here to scroll down to error messages on this sheet.
I- 1
PROJECT AREA LAND COVERS TN EMC (mg/L) TP EMC (mg/L) Pre-Project Area (ft2) Post-Project Area (ft2) Change pre-to-post(ft2)
I _
Roof 1.18 0.11 852,164 852,164
Roadway 1.64 0.34 494,535 494,535
Parking/Driveway/Sidewalk 1.42 0.18 123,447 200,711 77,264
Protected Forest 0.97 _ 0.03 0
Managed Pervious/Landscaping 2.48 1.07 5,275,396 3,759,214 -1,516,182
Offsite or Existing Roof 1.18 0.11 0
Offsite or Existing Roadway 1.64 0.34 0
Offsite or Existing Parking/Driveway/Sidewi 1.42 0.18 0
Offsite Protected Forest 0.97 0.03 0
Offsite Managed Pervious 2.48 1.07 0
CUSTOM LAND COVER 1 0
CUSTOM LAND COVER 2 0
CUSTOM LAND COVER 3 0
LAND TAKEN UP BY SCM 1.18 0.11 92,219 92,219
Total (Regulated & UnReg) Area 5,398,843.00 5,398,843.00
Project(Regulated)Area 5,398,843.00 5,398,843.00

SCM Characteristics
Stormwater Control Measure (SCM) Characteristics
Click here to go to
Copy Et Paste VALUES ONLY SCM101's Land Cover Data
SNAP v4.2.0
for Best Results
Catchment ID 1 1 1
Drains to Drains to
SCM ID 101 102 103
Type of SCM Stormwater Wetland
Hydrologic soil group at SCM location B
SCM Description
Design Storm Size (inches/24hrs) 1.00
Percent of Full Size I 103%
Annual Effluent 56% 0% 0%
Annual Overflow 14% 0% 0%
Annual ET/Infiltrated 30% 0% 0%
Custom %Annual Effluent
Custom %Annual Overflow
Custom%Annual ET/Infiltrated
SCM Effluent TP EMC (mg/L) 0.15 0.00 0.00
SCM Effluent TN EMC (mg/L) 0.94 0.00 0.00
Custom Effluent TP EMC
Custom Effluent TN EMC
SCM Land Cover TP EMC (mg/L) 0.11 0.00 0.00
SCM Land Cover TN EMC (mg/L) 1.18 0.00 0.00
This SCM Drains to Numbered SCM 0 0 0
Catchments Draining to Catchments Draining to Catchments Draining to
Catchment Routing
SCM 101 SCM 102 SCM 103
Catchment 1
Catchment 2
Catchment 3
Catchment 4
Catchment 5
Catchment 6

SCM Characteristics
Error Check-Missing SCM Area:
Error Check-Min/Max Size:
Error Check-Hydrology:
Error Check-Missing SCM Info:
Error Check-Drainage Data w/o SCM:
Error Checks-SCM Type:
SCM ID: 101 102 103
Area Draining Directly to Area Draining Directly to Area Draining Directly to
SCM Drainage Area Land Covers SCM 101 (ft2) SCM 102 (ft2) SCM 103 (ft2)
Roof 161,500
Roadway 80,662
Parking/Driveway/Sidewalk 26,682
Protected Forest
Managed Pervious/Landscaping 510,446
Offsite or Existing Roof
Offsite or Existing Roadway
Offsite or Existing Parking/Driveway/Sidewalk
Offsite Protected Forest
Offsite Managed Pervious
CUSTOM LAND COVER 1
CUSTOM LAND COVER 2
CUSTOM LAND COVER 3
LAND TAKEN UP BY SCM 17,518
TOTAL AREA DRAINING TO SCM (ft2): 796,808 0 0
CATCHMENT AREA(ft2): 796,808

SCM Characteristics
Stormwater Control Measi
Click here to review Errors Click here to go to Click here to go back to the
Summary Data top
SNAP v4.2.0
Catchment ID 2 N 2 I 2
- I Drains to I Drains to
SCM ID 201 202 i, 203
Type of SCM Stormwater Wetland
6 Hydrologic soil group at SCM location B
ISCM Description
IFDesign Storm Size (inches/24hrs) 1.00
' Percent of Full Size 102%
' %Annual Effluent 55% 0% 0%
■ %Annual Overflow 15% 0% 0%
■ %Annual ET/Infiltrated 30% 0% 0%
■ Custom %Annual Effluent
■ Custom %Annual Overflow
ECustom %Annual ET/Infiltrated
LSCM Effluent TP EMC (mg/L) 0.15 0.00 0.00
' SCM Effluent TN EMC (mg/L) 0.94 0.00 0.00
111 Custom Effluent TP EMC
■ Custom Effluent TN EMC
lis SCM Land Cover TP EMC (mg/L) 0.11 0.00 0.00
' SCM Land Cover TN EMC (mg/L) 1.18 0.00 0.00
II This SCM Drains to Numbered SCM 0 I. 0 0-
Catchment Routing Catchments Draining to Catchments Draining to Catchments Draining to
SCM 201 SCM 202 SCM 203
Catchment 1
Catchment 2 A. A. _di
Catchment 3
Catchment 4
Catchment 5
Catchment 6

SCM Characteristics
Error Check-Missing SCM Area:
Error Check-Min/Max Size:
Error Check-Hydrology:
Error Check- Missing SCM Info:
Error Check- Drainage Data w/o SCM:
1 Error Checks-SCM Type:
SCM ID: 201 202 203
Area Draining Directly to Area Draining Directly to Area Draining Directly to
SCM Drainage Area Land Covers SCM 201 (ft2) SCM 202 (ft2) SCM 203 (ft2)
Roof 209,750
Roadway 122,353
Parking/Driveway/Sidewalk 41,361
Protected Forest
Managed Pervious/Landscaping 520,676
Offsite or Existing Roof
Offsite or Existing Roadway
Offsite or Existing Parking/Driveway/Sidew
Offsite Protected Forest
Offsite Managed Pervious
CUSTOM LAND COVER 1
CUSTOM LAND COVER 2
CUSTOM LAND COVER 3
LAND TAKEN UP BY SCM 22,429
TOTAL AREA DRAINING TO SCM (ft2): 916,569 0 0
CATCHMENT AREA(ft2): 916,569

SCM Characteristics
Stormwater Control Measi
SNAP v4.2.0
Catchment ID 3 3 3
- Drains to Drains to
SCM ID 301 302 303
Type of SCM Stormwater Wetland
6 Hydrologic soil group at SCM location B
ISCM Description
IFDesign Storm Size (inches/24hrs) 1.00
' Percent of Full Size 101%
' %Annual Effluent 55% 0% 0%
■ %Annual Overflow 15% 0% 0%
■ %Annual ET/Infiltrated 30% 0% 0%
■ Custom %Annual Effluent
■ Custom %Annual Overflow
ECustom %Annual ET/Infiltrated
LSCM Effluent TP EMC (mg/L) 0.15 0.00 0.00
' SCM Effluent TN EMC (mg/L) 0.94 0.00 0.00
111 Custom Effluent TP EMC
■ Custom Effluent TN EMC
lis SCM Land Cover TP EMC (mg/L) 0.11 0.00 0.00
' SCM Land Cover TN EMC (mg/L) 1.18 0.00 0.00
II This SCM Drains to Numbered SCM 0 I. 0 0-
Catchment Routing Catchments Draining to Catchments Draining to Catchments Draining to
SCM 301 SCM 302 SCM 303
Catchment 1
Catchment 2
Catchment 3 ■
Catchment 4
Catchment 5
Catchment 6

SCM Characteristics
Error Check-Missing SCM Area:
Error Check-Min/Max Size:
Error Check-Hydrology:
Error Check- Missing SCM Info:
Error Check- Drainage Data w/o SCM:
1 Error Checks-SCM Type:
SCM ID: 301 302 303
Area Draining Directly to Area Draining Directly to Area Draining Directly to
SCM Drainage Area Land Covers SCM 301 (ft2) SCM 302 (ft2) SCM 303 (ft2)
Roof 98,256
Roadway 48,889
Parking/Driveway/Sidewalk 36,361
Protected Forest
Managed Pervious/Landscaping 195,389
Offsite or Existing Roof
Offsite or Existing Roadway
Offsite or Existing Parking/Driveway/Sidew
Offsite Protected Forest
Offsite Managed Pervious
CUSTOM LAND COVER 1
CUSTOM LAND COVER 2
CUSTOM LAND COVER 3
LAND TAKEN UP BY SCM 9,513
TOTAL AREA DRAINING TO SCM (ft2): 388,408 0 0
CATCHMENT AREA(ft2): 388,408

SCM Characteristics
Stormwater Control Measi
SNAP v4.2.0
Catchment ID 4 K 4 4
- Drains to Drains to
SCM ID 401 402 403
Type of SCM Stormwater Wetland
6 Hydrologic soil group at SCM location B
ISCM Description
IFDesign Storm Size (inches/24hrs) 1.00
' Percent of Full Size 102%
' %Annual Effluent 55% 0% 0%
■ %Annual Overflow 15% 0% 0%
■ %Annual ET/Infiltrated 30% 0% 0%
■ Custom %Annual Effluent
■ Custom %Annual Overflow
ECustom %Annual ET/Infiltrated
LSCM Effluent TP EMC (mg/L) 0.15 0.00 0.00
' SCM Effluent TN EMC (mg/L) 0.94 0.00 0.00
111 Custom Effluent TP EMC
■ Custom Effluent TN EMC
lis SCM Land Cover TP EMC (mg/L) 0.11 0.00 0.00
' SCM Land Cover TN EMC (mg/L) 1.18 0.00 0.00
II This SCM Drains to Numbered SCM 0 I. 0 0-
Catchment Routing Catchments Draining to Catchments Draining to Catchments Draining to
SCM 401 SCM 402 SCM 403
Catchment 1
Catchment 2
Catchment 3
Catchment 4
Catchment 5
Catchment 6

SCM Characteristics
Error Check-Missing SCM Area:
Error Check-Min/Max Size:
Error Check-Hydrology:
Error Check- Missing SCM Info:
Error Check- Drainage Data w/o SCM:
1 Error Checks-SCM Type:
SCM ID: 401 402 403
Area Draining Directly to Area Draining Directly to Area Draining Directly to
SCM Drainage Area Land Covers SCM 401 (ft2) SCM 402 (ft2) SCM 403 (ft2)
Roof 101,643
Roadway 54,887
Parking/Driveway/Sidewalk 17,844
Protected Forest
Managed Pervious/Landscaping 185,062
Offsite or Existing Roof
Offsite or Existing Roadway
Offsite or Existing Parking/Driveway/Sidew
Offsite Protected Forest
Offsite Managed Pervious
CUSTOM LAND COVER 1
CUSTOM LAND COVER 2
CUSTOM LAND COVER 3
LAND TAKEN UP BY SCM 12,435
TOTAL AREA DRAINING TO SCM (ft2): 371,871 0 0
CATCHMENT AREA(ft2): 371,871

SCM Characteristics
Stormwater Control Measi
SNAP v4.2.0
Catchment ID 5 5 5
SCM I D 501 502 Drains to Drains to 503
12 Type of SCM Stormwater Wetland
6 Hydrologic soil group at SCM location B
ISCM Description
IFDesign Storm Size (inches/24hrs) 1.00
' Percent of Full Size 105%
' %Annual Effluent 56% 0% 0%
■ %Annual Overflow 14% 0% 0%
■ %Annual ET/Infiltrated 30% 0% 0%
■ Custom %Annual Effluent
■ Custom %Annual Overflow
ECustom %Annual ET/Infiltrated
LSCM Effluent TP EMC (mg/L) 0.15 0.00 0.00
' SCM Effluent TN EMC (mg/L) 0.94 0.00 0.00
111 Custom Effluent TP EMC
■ Custom Effluent TN EMC
lis SCM Land Cover TP EMC (mg/L) 0.11 0.00 0.00
' SCM Land Cover TN EMC (mg/L) 1.18 0.00 0.00
II This SCM Drains to Numbered SCM 0 I. 0 0-
Catchment Routing Catchments Draining to Catchments Draining to Catchments Draining to
SCM 501 SCM 502 SCM 503
Catchment 1
Catchment 2
Catchment 3
Catchment 4
Catchment 5
Catchment 6

SCM Characteristics
Error Check-Missing SCM Area:
Error Check-Min/Max Size:
Error Check-Hydrology:
Error Check- Missing SCM Info:
Error Check- Drainage Data w/o SCM:
1 Error Checks-SCM Type:
SCM ID: 501 502 503
Area Draining Directly to Area Draining Directly to Area Draining Directly to
SCM Drainage Area Land Covers SCM 501 (ft2) SCM 502 (ft2) SCM 503 (ft2)
Roof 208,765
Roadway 111,492
Parking/Driveway/Sidewalk 37,048
Protected Forest
Managed Pervious/Landscaping 413,311
Offsite or Existing Roof
Offsite or Existing Roadway
Offsite or Existing Parking/Driveway/Sidew
Offsite Protected Forest
Offsite Managed Pervious
CUSTOM LAND COVER 1
CUSTOM LAND COVER 2
CUSTOM LAND COVER 3
LAND TAKEN UP BY SCM 21,440
TOTAL AREA DRAINING TO SCM (ft2): 792,056 0 0
CATCHMENT AREA(ft2): 792,056

SCM Characteristics
Stormwater Control Measi
SNAP v4.2.0
Catchment ID 6 N 6 6
- Drains to Drains to
SCM ID 601 602 603
Type of SCM Stormwater Wetland
6 Hydrologic soil group at SCM location B
ISCM Description
IFDesign Storm Size (inches/24hrs) 1.00
' Percent of Full Size 103%
' %Annual Effluent 56% 0% 0%
■ %Annual Overflow 14% 0% 0%
■ %Annual ET/Infiltrated 30% 0% 0%
■ Custom %Annual Effluent
■ Custom %Annual Overflow
ECustom %Annual ET/Infiltrated
LSCM Effluent TP EMC (mg/L) 0.15 0.00 0.00
' SCM Effluent TN EMC (mg/L) 0.94 0.00 0.00
111 Custom Effluent TP EMC
■ Custom Effluent TN EMC
lis SCM Land Cover TP EMC (mg/L) 0.11 0.00 0.00
' SCM Land Cover TN EMC (mg/L) 1.18 0.00 0.00
II This SCM Drains to Numbered SCM 0 0 0
Catchment Routing Catchments Draining to Catchments Draining to Catchments Draining to
SCM 601 SCM 602 SCM 603
Catchment 1
Catchment 2
Catchment 3
Catchment 4
Catchment 5
Catchment 6 --M

SCM Characteristics
Error Check-Missing SCM Area:
Error Check-Min/Max Size:
Error Check-Hydrology:
Error Check- Missing SCM Info:
Error Check- Drainage Data w/o SCM:
1 Error Checks-SCM Type:
SCM ID: 601 602 603
Area Draining Directly to Area Draining Directly to Area Draining Directly to
SCM Drainage Area Land Covers SCM 601 (ft2) SCM 602 (ft2) SCM 603 (ft2)
Roof 63,250
Roadway 63,076
Parking/Driveway/Sidewalk 22,620
Protected Forest
Managed Pervious/Landscaping 234,337
Offsite or Existing Roof
Offsite or Existing Roadway
Offsite or Existing Parking/Driveway/Sidew
Offsite Protected Forest
Offsite Managed Pervious
CUSTOM LAND COVER 1
CUSTOM LAND COVER 2
CUSTOM LAND COVER 3
LAND TAKEN UP BY SCM 8,884
TOTAL AREA DRAINING TO SCM (ft2): 392,167 0 0
CATCHMENT AREA(ft2): 392,167

SCM Characteristics
Stormwater Control Measi
SNAP v4.2.0
Catchment ID
SCM ID
Type of SCM
6 Hydrologic soil group at SCM location
ISCM Description
IFDesign Storm Size (inches/24hrs)
' Percent of Full Size
' %Annual Effluent
■ %Annual Overflow
■ %Annual ET/Infiltrated
■ Custom %Annual Effluent
■ Custom %Annual Overflow
ECustom %Annual ET/Infiltrated
LSCM Effluent TP EMC (mg/L)
SCM Effluent TN EMC (mg/L)
111 Custom Effluent TP EMC
■ Custom Effluent TN EMC
SCM Land Cover TP EMC (mg/L)
' SCM Land Cover TN EMC (mg/L)
II This SCM Drains to Numbered SCM
Catchment Routing
Catchment 1
Catchment 2
Catchment 3
Catchment 4
Catchment 5
Catchment 6

SCM Characteristics
Error Check-Missing SCM Area:
Error Check-Min/Max Size:
Error Check-Hydrology:
Error Check- Missing SCM Info:
Error Check- Drainage Data w/o SCM:
1 Error Checks-SCM Type:
SCM ID:
Allowable Total Land Use
Total Land Use Area Post-Project Untreated
SCM Drainage Area Land Covers 2 Area to be Treated Based 2
Treated By All SCMs (ft ) 2 Land Area (ft2)
on Post-Project Areas (ft2)
Roof 843,164 852,164 9,000
Roadway 481,359 494,535 13,176
Parking/Driveway/Sidewalk — 181,916 200,711 18,795
Protected Forest 0 0 0
Managed Pervious/Landscaping 2,059,221 3,759,214 1,699,993
Offsite or Existing Roof 0 0 0
Offsite or Existing Roadway 0 0 0
Offsite or Existing Parking/Driveway/Sidew 0 0 0
Offsite Protected Forest 0 0 0
Offsite Managed Pervious 0 0 0
CUSTOM LAND COVER 1 0 0 0
CUSTOM LAND COVER 2 0 0 0
CUSTOM LAND COVER 3 0 0 0
LAND TAKEN UP BY SCM 92,219 92,219 0
TOTAL AREA DRAINING TO SCM (ft2): 3,657,879 5,398,843 1,740,964
CATCHMENT AREA(ft2):

Nutrient Export Summary
Landcover &t SCM Data Review
Errors/Advisories
Avg Annual precip (in) = 45.63
Total (Regulated+
5,398,843
Unregulated)Area (ft2)=
Project(Regulated)
5,398,843
Area (ft2)=
Net BUA(Project Area
1,423,963 Net BUA indicates new development or expansion.
BUA only ft2)_
Custom Landcovers are
present:
no
Total Nitrogen Export Target
495.76
Scaled to Project Area (Ib/yr):
Total Area Total Area Project Area
Project Area
(Onsite+ Post-Project Post-Project
Nutrient Export Summary Offsite) (Onsite Only) before before
Pre-Project
Pre-Prolect Treatment Treatment
II
Area (All Landcover Types) (acres) 123.9404 123.9404 123.9404 123.9404
Percent Built-Upon Area (BUA) (%) 2% 2% 29% _ 29%
Built-Upon Area(BUA) (sqft) 123,447 123,447 1,547,410 _ 1,547,410
Annual Runoff Volume(ft3/yr) 1,304,029 1,304,029 5,989,688 5,989,688
o \\\\\\\\\\\\\\\\\\\\\\\\\\\\\\\O\\\\\\\\\\\\\\\\\\\\\\\\\\\\\
Annual Runoff/Change �����������������������������\ 359% 359
Total Runoff Change(cuft/yr) 4,685,658 4,685 658
Total Nitrogen EMC(mg/L) 2.15 2.15 _ 1.47 1.47
Total Nitrogen Load Leaving Site(Ib/yr) 175.37 175.37 549.51 1 549.51
Total Nitrogen Loading Rate(Ib/ac/yr) 1.41 1.41 4.43 4.43
Total Nitrogen%Change Pre-to-Post 213% I 213%
Total Nitrogen Change(Ib/yr) Pre-to-Post \ 374.14 374.14
Total Phosphorus EMC(mg/L) 0.80 0.80 0.28 0.28
Total Phosphorus Load Leaving Site(Ib/yr) 64.82 64.82 105.64 I 105.64
Total Phosphorus Loading Rate(Ib/ac/yr) 0.52 0.52 0.85 I 0.85 -
o \\\\\\\\\\\\\\\\\\\\\\\\\\\\\\\\\\\\\\\\\\\\\\\\\\\\\\\\\\\\\\\\\\\\\\\\\\\\\\\\O
Total Phosphorus /Change Pre-to-Post ���������������������������������������o� 63% 63
Total Phos horus Ib r Pre-to-Post \ ��������p g ( /y 40.82) 40.82 Chan a

SCM/Catchment Summary
SCM ID and Type Volume TN Reduction TP Reduction TN Out TP Out
Reduction(%) (%) (%) (Ibs/ac/yr) (Ibs/ac/yr)
Catchment 1 29.93% 49.09% 53.20% 2.54 0.42
101:Stormwater Wetland 29.93% 49.09% 53.20% 2.54 0.42
102:NA 0.00% 0.00% 0.00% 0.00 0.00
103:NA 0.00% _ 0.00% 0.00% 0.00 _ 0.00
Catchment 2 29.81% 48.64% 51.40% 2.99 0.49
201:Stormwater Wetland 29.81% 48.64% 51.40% 2.99 0.49
202:NA 0.00% 0.00% 0.00% 0.00 0.00
203:NA 0.00% 0.00% 0.00% 0.00 0.00
Catchment 3 29.68% 47.88% 48.35% 3.38 0.54
301:Stormwater Wetland 29.68% 47.88% 48.35% 3.38 0.54
302:NA 0.00% 0.00% 0.00% 0.00 0.00
303:NA 0.00% 0.00% 0.00% 0.00 0.00
Catchment 4 29.81% 47.96% 48.83% 3.40 0.55
401:NA 29.81% 47.96% 48.83% 3.40 0.55
402:NA 0.00% 0.00% 0.00% 0.00 0.00
403:NA 0.00% 0.00% 0.00% 0.00 0.00
Catchment 5 30.18% 48.72% 50.15% 3.22 0.52
501:NA 30.18% 48.72% 50.15% 3.22 0.52
502:NA 0.00% 0.00% 0.00% 0.00 0.00
503:NA 0.00% 0.00% 0.00% 0.00 0.00
Catchment 6 29.93% 50.23% 55.16% 2.83 0.47
601:0.273692693779841 29.93% 50.23% 55.16% 2.83 0.47
602:NA 0.00% 0.00% 0.00% 0.00 0.00
603:NA 0.00% 0.00% 0.00% 0.00 0.00

SNAP v4.2.0
Errors/Advisories
SCM Area (ft2) = 92,219
SCM Treated Area (ft2) = 3,657,879
Catchment Routing: No errors
Treating Runoff from
Existing BUA or Offsite: no
Disturbed Area (ft2) = 2,924,182
Total Phosphorus Export Target
99.15
Scaled to Project Area (Ib/yr):
Total Area Project Area Total Area Project Area
Total Area Project Area
Post-Project Post-Project Post-Project Post-Project
Post-Project Post-Project
after Treatment after Treatment SCM-Treated SCM-Treated Untreated Untreated
Area Only Area Only Areas Areas
123.9404 123.9404 83.9733 83.9733 39.9670 39.9670
29% I 29% 41% 41% 2% 2%
1,547,410 I 1,547,410 1,506,439 1,506,439 40,971 40,971
4,324,747 4,324,747 3,900,654 3,900,654 424,092 424,092
� 00000 . ��� oo oo� ��� 0000�
232% 232% _ „ „ „ „ o000000000000000000000000000000 000000000000000000000000000000
3,020,717 3,020,717 �o�o�o�o�o�o�o�o�o�o� o00000000000000000000@
1.15 1.15 1.04 I 1.04 -
2.15 2.15
309.46 L 309.46 252.46 252.46 57.01 1 57.01
2.50 2.50 3.01 3.01 1.43 1.43
76% 76% o00000000000000000000000 �00�������� �o�o����o�0000000000
o�o�o�o�o�o�o�o�000000 000000000000000000000000 �0000000000000000000000000000 00000000000000000000000000000000
134.09 I 134.09o�o�o����000000000 00000000000000000000�0�0000000000000000000000000000000 0000000000000000000000000000000
0.23 0.23 _ 0.17 0.17 0.80 0.80
62.36 J 62.36 41.13 41.13 21.23 21.23
0.50 0.50 0.49 0.49 0.53 0.53
' \
���o��o��o�000000000000000000000�o0000000�0����\��o�00000000� o00000000000000000000000000000�o000000000000000000000000000000�
-4% -4% o�o��o��o��o��o��o��o��o��o��o��o��o�00000000000000000000000000� o000000000000000000000000000000�o0000000000000000000000000000�0
-2.46 I -2.46

Falls Lake ONLY: Onsite Reduction Compliance Check
Nitrogen Phosphorus
Onsite%Reduction Requirement
Export Target Scaled to Area(Ib/yr) 495.76 99.15
Export Load Post-Project Before Treatment 549.51 105.64
Total Reduction Need (Ib/yr)
Onsite Reduction Need (Ib/yr) _
Onsite Export Target(Ib/yr)
Project Area Post-Project After Treatment 309.46 62.36

Nutrient Management Strategy Watershed - Nutrient Offset Credit Reporting Form
SNAP v4.2.0
Please complete and submit the following information to the local government permitting your development
project to characterize it and assess the need to purchase nutrient offset credits. Contact and rule
implementation information can be found online at:
http://deq.nc.gov/about/divisions/water-resou rces/plann ing/nonpoint-source-management/nutrient-offset-information
PROJECT INFORMATION
Applicant Name:
Project Name: Green Hill Subdivision
Project Address:
Date: (mm/dd/yyyy) Development Land Use Type: Single Family Residential
County: Project Activity Type: New Development
Project Area(sqft): 5,398,843 Project Latitude: 36.083689
Post-Project Built-Upon Area%: 28.66% I Project Longitude: -78.302453
WATERSHED INFORMATION
Nutrient Management Watershed: Tar Pamlico N Target Export Rate(Ib/ac/yr): 4.00
Subwatershed: Upper_Tar_River P Target Export Rate(Ib/ac/yr): 0.80
Nitrogen Delivery Zone: Tar-Upper 03020101 Nitrogen Delivery Factor: 100%
Phosphorus Delivery Zone: Tar-Upper 03020101 Phosphorus Delivery Factor: 100%
PERMANENT NUTRIENT OFFSET REQUEST
Post-Project Nitrogen Calculations -Projects with No Offsite or Built-Upon Area
(A) (B) (C) (D) (F) (G) (Where
Applicable)
TN Export TN Remaining TN Permanent Additional Total TN
TN Untreated TN Treated TN Delivery Offsets Permanent
Load(Ib/yr) Target Load Load(Ib/yr) Reduction Factor(%) Required Local Gov't Offsets to Buy
(Ib/yr) Need(Ib/yr) (Ib/yr) Offsets(Ib/yr) (Ib/yr)
549.5 495.8 309.5 0.0 1.0 0.0 0.0 7
Post-Project Phosphorus Calculations -Projects with No Offsite or Built-Upon Area
(A) (B) (C) (D) (F) (G) (Where
Applicable)
TP Export TP Remaining TP Permanent Additional Total TP
TP Untreated Target Load TP Treated Reduction TP Delivery Offsets Local Gov't Permanent
Load(Ib/yr) (Ib/yr) Load(Ib/yr) Need(Ib/yr) Factor(%) Required Offsets(Ib/yr) Offsets to Buy
(Ib/yr) (lb/yr)
105.6 99.2 62.4 0.0 1.0 0.0 0.0
LOCAL GOVERNMENT AUTHORIZATION
Local Government Name:'
Staff Name: Phone:
Staff Email: Date:
Local Government Authorizing Signature:

APPENDIX P
SHWT REPORT

S&
Soil & Environmental Consultants, PA
EC 8412 Falls of Neuse Road,Suite 104,Raleigh,NC 27615•Phone: [phone]• Fax: [phone]
sandec.com
FLM Engineering, Inc. December 4, 2023
Attn: Jon Frazier S&EC Job#15886.S1
PO Box 91727
Raleigh,NC 27675
Re: Detailed storm water soils evaluation for Green Hill Subdivision,NC Hwy 39, Louisburg,
NC
Dear Mr. Frazier:
Soil & Environmental Consultants, PA (S&EC)performed a detailed soil evaluation within
the targeted areas of the potential storm water control measures (SCM's) on the site
mentioned above. The purpose of this evaluation was to provide additional information for
the proper design of the proposed SCM's to treat the on-site storm water per 15A NCAC 02H
storm water rules. Soil morphological profile descriptions were performed at the specified
locations to determine depth to seasonal high water table (SHWT). The following is a brief
report of the methods utilized in this evaluation and the results obtained.
Soil/Site Evaluation Methodology
The site evaluation was performed by advancing hand auger borings to sufficient depth to
estimate SHWT. S&EC navigated to the pre-determined SCM locations to describe soil
morphological conditions using standard techniques outlined in the "Field Book for
Describing and Sampling Soils, Version 3"published by the Natural Resources Conservation
Service (NRCS, 2012). Borings were advanced in six locations. These locations are shown
on the enclosed soil boring location map.
Soil/Site Conditions
This site is located in the Piedmont geological area of Franklin County. The soils observed at
this site are similar to the Roanoke, Altavista, Helena, and Prosperity soil series. Roanoke
soils are poorly drained and have slow to very slow permeability. Altavista soils are
moderately well drained and have moderate permeability. Helena soils are moderately well
drained and have slow permeability. Prosperity soils are moderately well drained, have slow
permeability, and have a paralithic contact within 40 inches. Boring location SB-6 had mixed
fill over natural soil. Field investigation revealed SHWT indicators at boring locations at each
boring location, and an apparent water table was observed at SB-1 and SB-2. A summary of
the results for each boring is provided below, and detailed soil profile descriptions at each
boring location are provided in Attachment 1.

Table 1. Summary of SHWT depths
Soil Boring Location SHWT Depth below
ground surface (in)
SB-1 0
SB-2 42
SB-3 16
SB-4 8
SB-5 23
SB-6 52
At the time of the soils evaluation, the type of storm water devices were yet to be determined.
Each storm water device has different requirements with regard to in-situ soils. S&EC made
no attempt to measure soil saturated hydraulic conductivity(Ksat) in the underlying soil at this
time.
Soil & Environmental Consultants, PA is pleased to be of service in this matter and we look
forward to assisting in the successful completion of the project. If requested, S&EC can meet
on-site with state or local regulatory agencies to discuss our findings and recommendations.
Please feel free to call with any questions or comments.
Sincerely,
r Soil & Environmental Consultants, PA i.,r'' .:O 1 L. ,;,,`'..
•/ii.j. ::,)L)..4 . ,7,,,?.'s,-7,1, v-', i
�, r) ulA
v
John Lewis !-.4'P kµ 1r.4
NC Licensed Soil Scientist#1345 ,� 1345 Q-0
•F N OR Tr'' G�
Encl: Boring Location Map
Attachment 1 —Soil Profile Descriptions
Page 2 of 4

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+ r - +!•1 -NCCG IA,NC 9010131r.
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Project Number: Map Title: N
I 5886.5
Project Manager: Boring Location Map
Dw Green Hill Subdivision
Scale: Franklin County, NC
I " = 400' S&
Source: Soil& Environmental Consultants, PA
Date: NC OneMap EC
8412 Fells of Neuse Road,Sane 104,Raleigh,NC 37615•Phone:[phone]•Fax[phone]
I I / 17/23 Franklin Co. GIS ,endeccom

Attachment 1
Soil Profile Descriptions
SB-1: Roanoke soil series
Horizon Depth Matrix Texture Redoximorphic Other notes
(inches) Color Features
A 0—2 10YR 3/1 Silt Loam 5YR 5/6 Apparent water table
at 1"
Btg 2—24 10YR 4/1 Clay 5YR 5/6 Depleted matrix
SB-2: Altavista soil series
Horizon Depth Matrix Texture Redoximorphic Other notes
(inches) Color Features
Ap 0—5 10YR 4/3 Sandy Loam
Btl 5 —20 10YR 7/8 Sandy Clay
Loam
Bt2 20—42 10YR 5/6 Clay Loam
BC 42—50 10YR 5/6 Sandy Clay 10YR 7/1 Few,medium
Loam depletions
C 50—74 7.5YR 5/6 Sandy Loam 50%depleted matrix;
10YR 6/1 Auger refusal at 74",
buried rock;apparent
water table at 55"
SB-3: Helena soil series
Horizon Depth Matrix Texture Redoximorphic Other notes
(inches) Color Features
A 0—2 10YR 3/2 Sandy Loam
E 2— 16 10YR 6/4 Sandy Loam
Bt 16—22 10YR 5/8 Clay 10YR 5/1 Common,coarse
depletions; SHWT at
16"
BC 22—30 10YR 5/8 Clay Loam 10YR 6/1 Common,coarse
depletions
Cg 30—48 10YR 6/1 Sandy Clay Depleted matrix
Loam
Page 3 of 4

SB-4: Helena soil series
Horizon Depth Matrix Texture Redoximorphic Other notes
(inches) Color Features
Ap 0—8 10YR 3/2 Sandy Loam
Bt 8 —20 10YR 6/6 Clay 10YR 7/1 Common,coarse
depletions; SHWT at
8"
BC 20— 35 10YR 5/8 Clay Loam 10YR 7/1 Common,coarse
depletions
BCg 35 —48 10YR 7/1 Clay Loam Depleted matrix
SB-5: Prosperity soil series
Horizon Depth Matrix Texture Redoximorphic Other notes
(inches) Color Features
A 0—4 10YR 4/3 Sandy Loam
EB 4—23 10YR 6/4 Sandy Loam Gravelly
Bt 23 —38 10YR 6/8 Sandy Clay 10YR 7/1 Graveely;Common,
Loam coarse depletions;
SHWT at 23"
Cr Auger refusal at 38",
paralithic contact
SB-6: Mixed fill over natural soil
Horizon Depth Matrix Texture Redoximorphic Other notes
(inches) Color Features
Mixed fill 0—42 10YR 4/3 Sandy
10YR 5/2 Loam/Sandy
7.5YR 4/4 Clay Loam
Bt1 42—52 7.5YR 5/6 Sandy Clay
Loam
Bt2 52—66 7.5YR 5/8 Clay Loam 10YR 6/1 Common,coarse
depletions; SHWT at
52"
BC 66— 82 7.5YR 5/8 Sandy Clay 10YR 6/1 Common,coarse
Loam depletions
C 82— 108 10YR 5/4 Sandy Loam 10YR 6/1 Common,coarse
depletions;clay
lenses
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