SWA000231_Stormwater Report_20231128

SWM & EC REPORT
FOR
RUSHER FARMS INDUSTRIAL
DEVELOPMENT
JUNE 19TH, 2023
PREPARED FOR
TECTONIC, LLC
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DESIGN BY: NICHOLAS M. LUBINECKY, PE
REVIEW BY: NICHOLAS M. LUBINECKY, PE
ARCO
DESIGN/BUILD

ARCO
DESIGN/BUILD
1 .0 Project Narrative
This report is for the proposed project located at 721 Andrews Street in East Spencer, NC. The proposed
site has a total disturbance of 62.0 acres. The site drains to a common convergence point of Town Creek.
The site falls within the Town Creek Watershed.The site is zoned 85-ED.
1 .1 Existing Conditions
The current land cover condition of the site is a mix between undisturbed woodlands and disturbed
cleared farmland. Portions of the site outside of the disturbed areas include: easements, streams,
wetlands, floodplains, single-family home, and minimal impervious areas. A variety of different soils
types are present on site, see web soil survey in Appendix B.
1 .2 Proposed Conditions
The proposed site improvements consists of two industrial buildings totaling 614,220 square feet, a gas
station equaling 6,725 square feet, hardscapes, utilities, and associated infrastructure. Access to the site
will be 721 Andrews Street. Four sediment basins on site will be used to control sedimentation in
disturbed areas.The basins were designed to handle the 10 year 24 hour storm.The runoff on site will
be channelized and directed to the sediment basin via lined swales. Swales were sized and lined to
control the 25 year 24 hour storm. Additional erosion control measures including, rock construction
entrance, silt fence, and soil stockpiles are also utilized on site. See calculations in Appendix C.
Upon stabilization,the four sediment basins will be dewatered and converted to permanent wet ponds.
The wet ponds have been designed to meet NCDEQ runoff treatment requirements. See summarization
of each basin in table below. See additional calculations in Appendix D.
Overall Drainage Summary
DA 1-Year 2-Year 10-Year 25-Year 50-Year 100-Year
Ex DP 1 1.75 5.21 21.31 34.22 45.50 57.71
Ex DP 2 4.07 12.36 50.84 81.55 108.35 137.30
Post DP 1 1.72 3.80 21.23 74.19 130.34 172.19
Post DP 2 3.61 12.08 50.61 123.16 216.56 278.69
DP1 Delta -0.03 -1.41 -0.09 +39.97 +84.84 +114.48
DP2 Delta -0.46 -0.28 -0.23 +41.61 +108.21 +141.39
Pond Summary
Pond 1-Year WL 2-Year WL 10-Year WL 25-Year WL 50-Year WL 100-Year WL
Pond 1 677.67 678.22 679.25 679.61 679.85 680.00
Pond 2 646.62 647.02 648.53 649.30 649.60 649.75
Pond 3 647.46 647.96 648.86 649.16 649.27 649.36
Pond 4 644.81 645.08 646.00 646.26 646.34 646.41

ARCO
DESIGN/BUILD
1 .3 Water Quality
The proposed wet ponds have been designed per NCDEQ Stormwater manual for water quality.The
ponds are designed to treat 85%TSS. See additional calculations in Appendix E.

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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
\ RCS States Department of
Agriculture and other Rowan County,
Federal agencies, State
Natural agencies including the
Resources Agricultural Experiment North Carolina
Conservation Stations, and local
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May 11, 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
Rowan County, North Carolina 14
CeB2—Cecil sandy clay loam, 2 to 8 percent slopes, moderately eroded 14
ChA—Chewacla loam, 0 to 2 percent slopes, frequently flooded 15
DoB—Dorian fine sandy loam, 2 to 6 percent slopes, rarely flooded 16
EnC—Enon fine sandy loam, 8 to 15 percent slopes 17
PaD—Pacolet sandy loam, 15 to 25 percent slopes 18
PcC2—Pacolet sandy clay loam, 8 to 15 percent slopes, moderately
eroded 19
RnC—Rion-Wedowee complex, 8 to 15 percent slopes 20
Ud—Udorthents, loamy 22
VnB2—Vance sandy clay loam, 2 to 8 percent slopes, moderately
eroded 23
W—Water 24
References 25
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
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Meters
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Map projection:Web Mercator Comercooniinates:WGS84 Edgetcs:UTM Zone 17N WGS84
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: Rowan County,North Carolina
+ Saline Spot Survey Area Data: Version 20,Sep 12,2022
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: Mar 13,2022—May
31 Slide or Slip 9,2022
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
CeB2 Cecil sandy clay loam,2 to 8 64.5 45.9%
percent slopes,moderately
eroded
ChA Chewacla loam,0 to 2 percent 24.1 17.2%
slopes,frequently flooded
DoB Dorian fine sandy loam,2 to 6 3.4 2.4%
percent slopes,rarely flooded
EnC Enon fine sandy loam,8 to 15 0.1 0.1%
percent slopes
PaD Pacolet sandy loam, 15 to 25 8.6 6.1%
percent slopes
PcC2 Pacolet sandy clay loam,8 to 20.1 14.3%
15 percent slopes,
moderately eroded
RnC Rion-Wedowee complex,8 to 13.5 9.6%
15 percent slopes
Ud Udorthents, loamy 1.5 1.1%
VnB2 Vance sandy clay loam,2 to 8 0.5 0.4%
percent slopes,moderately
eroded
W Water 4.1 2.9%
Totals for Area of Interest 140.4 100.0%
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.
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
11

Custom Soil Resource Report
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
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.
12

Custom Soil Resource Report
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
Rowan County, North Carolina
CeB2—Cecil sandy clay loam, 2 to 8 percent slopes, moderately eroded
Map Unit Setting
National map unit symbol: 2m9w5
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
Cecil, moderately eroded, and similar soils: 88 percent
Estimates are based on observations, descriptions, and transects of the mapunit.
Description of Cecil, Moderately Eroded
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 6 inches: sandy clay loam
Bt- 6 to 40 inches: clay
BC-40 to 48 inches: clay loam
C-48 to 80 inches: loam
Properties and qualities
Slope: 2 to 8 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 7.4 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
14

Custom Soil Resource Report
ChA—Chewacla loam, 0 to 2 percent slopes, frequently flooded
Map Unit Setting
National map unit symbol: 2vy6r
Elevation: 330 to 660 feet
Mean annual precipitation: 39 to 47 inches
Mean annual air temperature: 55 to 63 degrees F
Frost-free period: 200 to 250 days
Farmland classification: Prime farmland if drained and either protected from flooding
or not frequently flooded during the growing season
Map Unit Composition
Chewacla, frequently flooded, and similar soils: 90 percent
Minor components: 5 percent
Estimates are based on observations, descriptions, and transects of the mapunit.
Description of Chewacla, Frequently Flooded
Setting
Landform: Flood plains
Landform position (two-dimensional):Toeslope
Landform position (three-dimensional):Tread, talf
Down-slope shape: Linear
Across-slope shape: Linear
Parent material: Loamy alluvium derived from igneous and metamorphic rock
Typical profile
Ap-0 to 6 inches: loam
Bw- 6 to 52 inches: sandy clay loam
Cg- 52 to 80 inches: stratified sandy loam
Properties and qualities
Slope: 0 to 2 percent
Depth to restrictive feature: More than 80 inches
Drainage class: Somewhat poorly drained
Capacity of the most limiting layer to transmit water(Ksat): Moderately high to high
(0.20 to 2.00 in/hr)
Depth to water table:About 6 to 24 inches
Frequency of flooding: NoneFrequent
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): 4w
Hydrologic Soil Group: B/D
Ecological site: F136XY610GA- Flood plain forest, wet
Hydric soil rating: No
15

Custom Soil Resource Report
Minor Components
Wehadkee,frequently flooded
Percent of map unit: 5 percent
Landform: Flood plains
Landform position (two-dimensional):Toeslope
Landform position (three-dimensional):Tread, talf
Down-slope shape: Linear
Across-slope shape: Linear
Hydric soil rating: Yes
DoB—Dorian fine sandy loam, 2 to 6 percent slopes, rarely flooded
Map Unit Setting
National map unit symbol: 3vn0
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
Dorian and similar soils: 90 percent
Minor components: 5 percent
Estimates are based on observations, descriptions, and transects of the mapunit.
Description of Dorian
Setting
Landform: Flats on stream terraces
Landform position (three-dimensional):Tread
Down-slope shape: Concave
Across-slope shape: Linear
Parent material: Old clayey alluvium derived from igneous and metamorphic rock
Typical profile
Ap- 0 to 6 inches: fine sandy loam
E- 6 to 10 inches: fine sandy loam
Bt1 - 10 to 18 inches: clay loam
Bt2- 18 to 50 inches: clay
C- 50 to 80 inches: sandy clay loam
Properties and qualities
Slope: 2 to 8 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 (0.20
to 0.57 in/hr)
Depth to water table:About 18 to 36 inches
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Custom Soil Resource Report
Frequency of flooding: Rare
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): 2e
Hydrologic Soil Group: C
Ecological site: F136XY660NC - High-bottomland forest, moist
Hydric soil rating: No
Minor Components
Roanoke, undrained
Percent of map unit: 5 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
EnC—Enon fine sandy loam, 8 to 15 percent slopes
Map Unit Setting
National map unit symbol: 3vn2
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: Farmland of statewide importance
Map Unit Composition
Enon and similar soils: 85 percent
Estimates are based on observations, descriptions, and transects of the mapunit.
Description of Enon
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 diorite and/or gabbro and/or diabase
and/or gneiss
Typical profile
Ap- 0 to 7 inches: fine sandy loam
BA - 7 to 10 inches: sandy clay loam
Bt- 10 to 27 inches: clay
BC-27 to 33 inches: clay loam
17

Custom Soil Resource Report
C-33 to 80 inches: 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 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 8.3 inches)
Interpretive groups
Land capability classification (irrigated): None specified
Land capability classification (nonirrigated): 3e
Hydrologic Soil Group: C
Ecological site: F136XY720NC - Basic upland forest, moist
Hydric soil rating: No
PaD—Pacolet sandy loam, 15 to 25 percent slopes
Map Unit Setting
National map unit symbol: 3vnp
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
Pacolet and similar soils: 85 percent
Estimates are based on observations, descriptions, and transects of the mapunit.
Description of Pacolet
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
E-5 to 8 inches: sandy loam
Bt- 8 to 29 inches: clay
BC-29 to 38 inches: sandy clay loam
C-38 to 80 inches: sandy loam
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Custom Soil Resource Report
Properties and qualities
Slope: 15 to 25 percent
Depth to restrictive feature: More than 80 inches
Drainage class:Well drained
Runoff class: High
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 7.4 inches)
Interpretive groups
Land capability classification (irrigated): None specified
Land capability classification (nonirrigated): 4e
Hydrologic Soil Group: B
Ecological site: F136XY820GA-Acidic upland forest, moist
Hydric soil rating: No
PcC2—Pacolet sandy clay loam, 8 to 15 percent slopes, moderately
eroded
Map Unit Setting
National map unit symbol: 2m9wj
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: Farmland of statewide importance
Map Unit Composition
Pacolet, moderately eroded, and similar soils: 85 percent
Estimates are based on observations, descriptions, and transects of the mapunit.
Description of Pacolet, Moderately Eroded
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 7 inches: sandy clay loam
Bt- 7 to 24 inches: clay
B-24 to 33 inches: sandy clay loam
C-33 to 80 inches: loam
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Custom Soil Resource Report
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 7.5 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
RnC—Rion-Wedowee complex, 8 to 15 percent slopes
Map Unit Setting
National map unit symbol: 3vp1
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: Farmland of statewide importance
Map Unit Composition
Rion and similar soils: 55 percent
Wedowee and similar soils: 30 percent
Estimates are based on observations, descriptions, and transects of the mapunit.
Description of Rion
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
Ap- 0 to 8 inches: sandy loam
Bt- 8 to 26 inches: sandy clay loam
BC-26 to 38 inches: sandy clay loam
C-38 to 80 inches: sandy loam
Properties and qualities
Slope: 8 to 15 percent
20

Custom Soil Resource Report
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 6.4 inches)
Interpretive groups
Land capability classification (irrigated): None specified
Land capability classification (nonirrigated): 3e
Hydrologic Soil Group: C
Ecological site: F136XY820GA-Acidic upland forest, moist
Hydric soil rating: No
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 12 inches: sandy loam
BE- 12 to 15 inches: sandy clay loam
Bt- 15 to 29 inches: clay
C-29 to 80 inches: sandy 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 7.9 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
21

Custom Soil Resource Report
Ud—Udorthents, loamy
Map Unit Setting
National map unit symbol: 3vpf
Elevation: 70 to 980 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
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
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
22

Custom Soil Resource Report
VnB2—Vance sandy clay loam, 2 to 8 percent slopes, moderately eroded
Map Unit Setting
National map unit symbol: 2m9wm
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: Farmland of statewide importance
Map Unit Composition
Vance, moderately eroded, and similar soils: 85 percent
Estimates are based on observations, descriptions, and transects of the mapunit.
Description of Vance, Moderately Eroded
Setting
Landform: Interfluves
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 6 inches: sandy clay loam
E- 6 to 10 inches: sandy clay loam
Bt- 10 to 38 inches: clay
Cl -38 to 50 inches: sandy clay loam
C2- 50 to 80 inches: loam
Properties and qualities
Slope: 2 to 8 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 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 7.9 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
23

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): 8w
Hydric soil rating: No
24

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
25

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
26

CES$
Civil — Geotechnical — Surveying
June 20, 2022
Wake Hamilton
Tectonic, LLC
101 South Kings Drive
Suite 200
Charlotte, North Carolina 28204
Reference: Geotechnical Engineering Evaluation
Proposed Rusher 80 Acre Site Development
East Spencer, North Carolina
CESI Project Number: 220396.000
Mr. Hamilton,
Concord Engineering &Surveying, Inc. (CESI) has performed a geotechnical engineering test
boring and test pit evaluation of the above referenced site located at the end of Robinson
Road in East Spencer, North Carolina. Our evaluation was performed within general
accordance with our proposal number 220477.P00 dated May 25, 2022.
On June 8, 2022, a CESI field engineer cleared to and observed 8 test pit excavations within
the proposed roadways (that fell within the wooded portions of the property). Minor clearing
along the woodline for 3 test boring locations was also performed. The test pits were
performed to evaluate subsurface soil conditions and to determine the presence of topsoil,
suitable and unsuitable soils, shallow rock, and groundwater. Starting on June 13, 2022, 27
soil test borings were performed advanced at the previously located soil test boring locations
as follows:
• Fifteen (15) soil test borings 20 feet deep within the proposed 365,040 SF
warehouse location,
• Nine (9) soil test boring 20 feet deep within the proposed 131,040 SF warehouse
building location,
• Two (2) soil test borings 10 feet deep within the proposed roadway, and
• One (1) soil test boring 10 feet deep within the proposed future commercial /
retail building location.
45 Spring Street, SW P.O. Box 268 Concord, N.C. 28026-0268 704-786-5404
www.cesicgs.com N.C. License Number C-0263

EXPLORATION AND FINDINGS
The proposed development area will consist of three parcels identified as Rowan County
Parcel Identification Numbers (PIN) 5780-01-07-3164 (75.31 acres, 440 Robinson Road),
5770-08-98-7853 (3.34 acres, no address), 5770-12-96-4341(0.59 acres, 721 Andrews
Road), and 5770-12-95-1830 (0.8 acres, no address). Currently the parcels are undeveloped
and farmed. An abandoned farmhouse with existing utilities with a well and possible septic
tank, and multiple barns were observed on Parcel 5780-01-07-3164.
The procedures used by CESI for field sampling and testing are in general accordance with
established geotechnical engineering practice. Each of the test pits were excavated using
a CAT 320 tracked excavator owned and operated by Mid Carolina Construction Services
LLC of Salisbury, NC at the locations shown on the enclosed "Soil Test Pit/ Boring Location
Plan". The soil test borings were advanced using a truck mounted Mobile B47 drill rig at the
locations shown on the enclosed "Soil Test Location Plan". Test pit and test boring
locations were created based on site features and preliminary development plans provided
by the developer.
NRCS has listed the site as having the following primary soils series: Cecil sandy clay loam
(CeC2), Pacolet sandy clay loam (PcC2), and Pacolet sandy loam (PaD). Based on NRCS
published documents, the Mecklenburg fine sandy loam soil series are known to contain
ELASTIC SILT (MH) soils between 6" and 40" below the existing ground surface (BGS).
However, no ELASTIC SILT (MH) soils were directly encountered at any of the test pit or soil
test boring locations. Please note the presence of ELASTIC SILT (MH) soils may be
encountered at other unexplored areas of the site. ELASTIC SILT(MH) soils have a high
shrink swell potential and are unsuitable for direct footing, slab, and pavement
support.
Soil Test Pit Investigation Findings
Soil strata in each test pit was observed, identified, and recorded by our field engineer.
Presented in Table 1, below, is a summary of the test pit excavation findings.
Table 1: Summary of Test Pit Data
Topsoil, Leaf Litter, Groundwater Test Pit Termination /
Test Pit and Organic Debris Depth Refusal Depth
No. (Inches below Existing (Inches below Existing (Inches below Existing Ground
Ground Surface) Ground Surface) Surface)
TP-1 12" Not Encountered Terminated at 156"
TP-2 10" Not Encountered Terminated at 170"
TP-3 5" Not Encountered Terminated at 173"
TP-4 10" Not Encountered Terminated at 188"
Rusher 80 Acre Property Development-Geotechnical Engineering Evaluation June 20,2022
CESI Project Number 220396.000 Page 2

TP-5 8" Not Encountered Terminated at 188"
TP-6 10" Not Encountered Terminated at 190"
6
TP-7 Not Encountered Terminated at 187"
Organic stained until 20"
TP-8 6" Not Encountered Refusal at 140"
A layer of organic debris, leaf litter, and topsoil with roots measuring 5"to 12" in thickness was
present at the surface of test pit locations. These organic laden soils are not suitable for
structural fill or structure support and should be stripped and stockpiled for later use in non-
structural areas of the site. Organic stained soils were encountered at test pit location TP-7
up to 20" BGS. This test pit was performed within a naturally formed drainage feature.
Beneath the surface organic layer, we encountered weathered in place, residual soils
consisting of SILT (ML) with varying amounts of fine to coarse SAND (SM), CLAY (CL),
fine to coarse GRAVEL, and few COBBLES up to 12".
Groundwater was not encountered at any of the test pit or soil test boring locations. However,
based on the relatively low-lying topography of the eastern portion of the site, and presence
of fine-grained soils on the site, minor complications due to groundwater should be anticipated
during grading and utility installation operations after periods of rainfall.
Weathered Rock was encountered at one test pit locations, specifically test pit TP-8 at
110" BGS. Please refer to the attached Record of Test Pit Excavations for further
information on the depths WEATHERED ROCK was encountered. Texturally the
weathered rock consisted of fine to coarse sandy SILT (ML).
Track Hoe Refusal Rock was encountered one of the test pit locations, specifically test pit
TP-8 at 140" BGS. We anticipate the rock at this location can be excavated further using
larger conventional equipment, if required. Based on our observations, we do not anticipate
complications due to track hoe refusal rock during construction phases. However, minor
complications due to the presence of track hoe refusal rock should be anticipated during
mass grading operations if borrow / swap operations are performed within the proposed
stormwater BMP structure (TP-8) location.
Soil Test Boring Investigation Findings
Soil strata at each soil test boring location was observed, identified, and recorded by our
field engineer. Presented in Table 2, below, is a summary of the test boring data
Rusher 80 Acre Property Development-Geotechnical Engineering Evaluation June 20,2022
CESI Project Number 220396.000 Page 3

Table 2: Summary of Soil Test Boring Data
Topsoil and / Groundwater Depth To Test Boring
Test or PLOW Depth WEATHERED Termination Depth
Boring ZONE Depth ROCK
No, (Feet below Existing (Feet below Existing Ground
(Inches below Existing Ground Surface) (Feet below Existing Surface)
Ground Surface) Ground Surface)
B-1 10" Plow Zone Not Encountered Not Encountered Terminated at 20'
B-2 5"Topsoil Not Encountered Not Encountered Terminated at 20'
B-3 10" Plow Zone Not Encountered Not Encountered Terminated at 20'
B-4 8" Plow Zone Not Encountered Not Encountered Terminated at 20'
B-5 4" Plow Zone Not Encountered Not Encountered Terminated at 20'
B-6 6" Plow Zone Not Encountered Not Encountered Terminated at 20'
B-7 6" Plow Zone Not Encountered Not Encountered Terminated at 20'
B-8 12" Plow Zone Not Encountered Not Encountered Terminated at 20'
B-9 4"Topsoil Not Encountered Not Encountered Terminated at 20'
B-10 2" Plow Zone Not Encountered Not Encountered Terminated at 10'
B-11 4"Topsoil Not Encountered Not Encountered Terminated at 20'
B-12 4"Topsoil Not Encountered Not Encountered Terminated at 20'
B-13 8"Topsoil Not Encountered Not Encountered Terminated at 20'
B-14 4" Plow Zone Not Encountered Not Encountered Terminated at 20'
B-15 4" Plow Zone Not Encountered Not Encountered Terminated at 20'
B-16 3" Plow Zone Not Encountered Not Encountered Terminated at 20'
B-17 4" Plow Zone Not Encountered Not Encountered Terminated at 20'
B-18 3"Topsoil Not Encountered Not Encountered Terminated at 20'
B-19 8" Plow Zone Not Encountered Not Encountered Terminated at 20'
B-20 4" Plow Zone Not Encountered Not Encountered Terminated at 20'
B-21 4" Plow Zone Not Encountered Not Encountered Terminated at 20'
B-22 10" Plow Zone Not Encountered Not Encountered Terminated at 20'
B-23 4" Plow Zone Not Encountered Not Encountered Terminated at 20'
B-24 3" Plow Zone Not Encountered Not Encountered Terminated at 20'
B-25 8" Plow Zone Not Encountered Not Encountered Terminated at 20'
B-26 8" Plow Zone Not Encountered Not Encountered Terminated at 10'
B-27 6" Plow Zone Not Encountered Not Encountered Terminated at 10'
Rusher 80 Acre Property Development-Geotechnical Engineering Evaluation June 20,2022
CESI Project Number 220396.000 Page 4

A layer PLOW ZONE soils with roots measuring 3" to 12" in thickness was present at the
surface of the test boring locations with exception of test borings B-2, B-9, B-11, B-12, B-13,
and B-18. A layer of topsoil and rootlets was observed at these soil test boring locations
measuring between 3" and 5" thick. These organic laden soils are not suitable for structural
fill or structure support and should be stripped and stockpiled for later use in non-structural
areas of the site. We anticipate any PLOW ZONE soils remaining after stripping operations
may be mixed with underlying residual soils and be used as structural fill.
Beneath the surface organic PLOW Zone and topsoil layer, we encountered weathered in
place, residual soils consisting of:
• SILT (ML) with varying amounts of fine to coarse SAND (SM) and CLAY (CL),
• CLAY (CL) with varying amounts of SILT (ML), and fine to medium SAND (SM),
and
• Silty fine to coarse SAND (SM)
Groundwater was not encountered at any of the test boring locations. However, based on
the relatively low-lying topography of the eastern portion of the site, and presence of fine-
grained soils on the site, minor complications due to groundwater should be anticipated during
grading and utility installation operations after periods of rainfall.
Weathered Rock or Auger Refusal Rock was not encountered at any of the test boring
locations. We do not anticipated complications due to weathered rock during grading
operations for the warehouse structure locations.
RECOMMENDATIONS
Before grading all conflicting utilities removed, protected or properly abandoned. Water
wells, if encountered, should be properly abandoned by a certified well driller licensed in
the state of North Carolina. An abandoned residence with existing utilities, a well and
possible septic tank, as well as multiple barns were observed on the large parcel (PIN 5780-
01-07-3164). These structures should be evaluated for the presence of Recognized
Environmental Conditions (RECs) and removed prior to construction operations.
Topsoil, root zones, stumps, organics, household debris and any other unsuitable materials
should be stripped beyond the proposed structural and pavement envelopes. We anticipate
any PLOW ZONE soils remaining after stripping operations may be mixed with underlying
residual soils and be used as structural fill. It was noted that small amounts of household
debris and trash were observed on the surface near test pit location TP-3. In fill sections,
the area should be stripped an additional width to accommodate a minimum 1:1 structural
fill slope plus 5 feet. It was also noted that organic stained soils were encountered beneath
the surface organics at test pit location TP-7 up to 20" BGS. We anticipate any organic
stained soils remaining after stripping operations can be satisfactorily mixed with on-site or
imported soils and be used as structural fill. Organic stained soils remaining at areas to
receive fill placement or are at subgrade elevation should be closely monitored or removed.
Currently grading plans and proposed design elevations are unknown. However, we
anticipate soils from the central parts of the site will be cut down and used to fill on the
Rusher 80 Acre Property Development-Geotechnical Engineering Evaluation June 20,2022
CESI Project Number 220396.000 Page 5

perimeter of the site. Regardless, below are our general recommendations for the cut and
fill areas on the site:
Cut Areas — Once the surface organic soils are removed, we anticipate the underlying
residual soils will be sufficient to be used as structural fill for building, parking lots, and
roadway support. The excavated soils should be evaluated for the presence of household
debris, and ELASTIC SILT (MH). If slightly elastic SILT(ML), or small amounts of ELASTIC
SILT (MH) are encountered in the cut areas, we anticipate it could be mixed with suitable
on-site material and used as structural fill as long as they can remain stable during grading
operations. After reaching final grade elevation the finished surface should be evaluated by
proofrolling to identify areas of instability.
Fill Areas —After stripping, areas receiving fill soils to provide support should be carefully
evaluated for the presence of soft surficial soils by proofrolling with a 25-ton, four-wheeled,
rubber-tired roller, a loaded dump truck, or similar approved equipment. The proofroll
operation should be carefully monitored by our Engineer. Areas that wave, rut, or deflect
excessively and continue to do so after several passes of the proofroller may need to be
undercut to stiffer soils. The undercut areas should be backfilled in thin lifts with approved,
compacted fill materials, preferably granular soils or aggregate base course stone. Areas
containing ELASTIC SILT (MH) not discovered during our investigation should be
thoroughly evaluated prior to structural fill placement. If undercutting and replacing
with satisfactory fill soils is not feasible, chemical or mechanical subgrade stabilization
methods may be implemented under direction of our Engineer. Recommendations for
mechanical or chemical soil stabilization can be provided by CESI if required during grading
operations.
Due to the presence of fine-grained soils on the site, it is imperative that positive surface
drainage be maintained during grading operations to prevent water from ponding on the
surface. The surface should be rolled smooth and sloped away from structural areas to
enhance drainage if precipitation is expected. Subgrades damaged by construction
equipment should be immediately repaired to avoid further degradation in adjacent areas
and to help prevent water ponding.
Fill Material and Placement
Recommended criteria for soil fill characteristics and compaction procedures are listed
below. The project design documents should include the following recommendations to
address proper placement and compaction of project fill materials. We do not recommend
the use of soils of high plasticity, with a PI greater than 25 as structural fill. Earthwork
operations should not begin until representative borrow soil samples are collected and
tested (allow 3 to 4 days for sampling and testing).
Earth Fill Materials
❑ General guidelines for project fill should control properties such as Plasticity Index
(PI), gradation, and organic content. The use of the following USCS soil types, as
defined by ASTM D 2487, should be satisfactory for use as project fill: GW, GP,
Rusher 80 Acre Property Development-Geotechnical Engineering Evaluation June 20,2022
CESI Project Number 220396.000 Page 6

GM, GC, SW, SP, SM, SC, ML, MH (provided the PI is 25 percent or less for MH
soils), or combinations thereof.
❑ Organic content should be no greater than 5 percent by weight, and no large roots
should be allowed. Additionally, maximum particle sizes should be limited to 4
inches or less.
Compaction Recommendations
❑ One standard Proctor compaction test and one Atterberg limits test for each soil
type used as project fill. Gradation tests may be necessary and should be
performed at the Project Geotechnical Engineer's discretion.
❑ Maximum loose lift thickness — 8 inches.
❑ Compaction requirements — 95 percent of the maximum dry density to a depth of
1 foot below subgrade, and 100 percent within the upper 1 foot as determined by
the standard Proctor compaction test.
❑ Soil moisture content at time of compaction — within plus 3 percent to minus 3
percent of the optimum moisture content.
❑ One density test every 2,500 square feet for each lift or two tests per lift, whichever
is greater (for preliminary planning only; the test frequency should be determined
by our geotechnical engineering staff).
❑ Trench fill areas—one density test every 75 linear feet at vertical intervals of 2 feet
or less.
Sitework construction should be monitored by our Construction Materials Testing Engineer.
Our Construction Materials Testing Engineer's (or technician) duties should include
observation of proofrolling activities, evaluating soil subgrades prior to fill placement,
density testing of the soil backfill and density testing of the aggregate base course stone.
Field observations, monitoring, and quality assurance testing during earthwork and
pavement construction are an extension of this analysis.
Shallow Foundation Construction
The building foundations should be sized for a maximum net allowable bearing pressure of
2,500 pounds per square foot. The exploration findings indicate the structures may be
supported by shallow spread footings bearing on approved stiff residual soil, or newly
placed structural FILL. We anticipate the total settlement potential of the footings to be less
than 1" and maximum differential settlement to be less than a 1/2". All footings should bear
at a minimum depth of 12 inches below exterior grades for frost protection. Properly
reinforced building footings with adequate slab control joints are recommended to handle
slight differential settlements, if they occur.
CESI recommends a thorough foundation bearing surface evaluation be performed and the
footing approved prior to concrete placement. Foundation bearing surfaces should be
inspected by our Engineering Technician under our Engineer's review prior to concrete
placement to confirm that suitable soils are present at the bearing elevation. We
recommend that bearing surfaces be evaluated by hand auger borings with Dynamic Cone
Penetrometer (DCP) testing equipment prior to concrete placement to determine whether
the foundation bearing soils encountered during construction are similar to those found
during our geotechnical exploration.
Rusher 80 Acre Property Development-Geotechnical Engineering Evaluation June 20,2022
CESI Project Number 220396.000 Page 7

DCP testing is a verification tool to be used for an economical bearing grade evaluation
during construction. It will help detect isolated areas of soft residual soils or loosely
compacted soils. Unsuitable soil detected during this evaluation should be repaired as
directed by the geotechnical engineer. Footing bearing grades identified as having soft
soils should be undercut and replaced with properly compacted structural fill soils or
crushed aggregate. The depth and width of undercutting should be recommended by our
Engineer.
Bearing surfaces for shallow spread foundations should not be disturbed or left exposed
during inclement weather. Saturation of the on-site soils will cause a loss of strength and
increased compressibility. Excavations for footings in stiff residual soils or newly placed
structural fill should be completed with a toothed bucket backhoe following excavation to
reduce disturbance of the subgrade soils. Confined excavations should conform to
applicable OSHA regulations and North Carolina State Building Codes. Upon their
exposure, bearing grades should have excess and loosened material removed. The final
grades should be firm and stable, and free of loose soil, rock, mud, water, or frost. If
construction occurs during inclement weather and concreting of the foundation is not
possible at the time it is excavated, a layer of lean concrete should be placed on the over
excavated bearing surface subsequent to testing for protection. Also, concrete should not
be placed on frozen subgrades.
General Mass Rock Excavation:
Track hoe refusal rock was encountered at one of the test locations, between at 140" BGS.
Based on our findings, and anticipated grades, we do not anticipate complications due to
track hoe refusal rock on the site unless deep cuts are made for mass grading or borrow/
swap areas. However, for contractual purposes, CESI recommends that Rock be defined
as the following:
Any material which cannot be excavated with a single-tooth ripper drawn by a crawler
tractor having a draw bar pull rated at not less than 56,000 pounds (Caterpillar D8K or
equivalent) or excavated by a trackhoe having a bucket curling force rated at not less than
33,000 pounds (Caterpillar 315C or equivalent).
Trench Rock Excavation:
Any material which cannot be excavated with a backhoe having a bucket curling force rated
at not less than 33,000 pounds (Caterpillar 315C or equivalent). If these rock excavation
conditions are encountered, CESI should be notified for verification and quantification.
Excavation of trench rock will then require fracturing using jack hammering or blasting.
Seismic Information
In accordance with the International Building Code (IBC) as adapted by North Carolina and
Chapter 20, Table 20.3-1 of the American Society of Civil Engineers (ASCE) 7-16 Design
Standards, a Site Class "D" should be assigned to the site for seismic design purposes of
the proposed barn location. Site specific subsurface data was determined to the boring
termination depth of up to 20 feet below existing grade. The Seismic Site Class is derived
from the standard penetration test data recorded during drilling.
Rusher 80 Acre Property Development-Geotechnical Engineering Evaluation June 20,2022
CESI Project Number 220396.000 Page 8

FOLLOW-UP SERVICES
Field observations, monitoring, and quality assurance testing during earthwork, foundation
installation and building construction are an extension of the geotechnical design. As a
result, we recommend the following:
• Verification of removal of topsoil, root zones, stumps, organics and household
debris;
• Proofroll observations of areas to receive structural fill,
• Density testing during fill soil placement within structural pad areas and streets;
• Utility trench backfill (storm, sanitary, and water placed within structural areas);
• Foundation bearing evaluation within excavated footings;
• Structural reinforced concrete testing and inspections;
• Proofroll observations within the pavement areas prior to concrete curb, aggregate
base course stone, asphalt and concrete placement.
We appreciate the opportunity to be of service to Tectonic, LLC in this phase of the Rusher
80 Acre Property Development project in East Spencer, North Carolina. We look forward to
helping you through project completion. If you have any questions, please feel free to call.
Respectfully submitted,
CESI 0111111111
)% CAfRp''
QcfZj)2
17-* Glij0/
'��rrrrn n l .\
Thomas Gray James G. (Jay) Eaves III, PE
Project Engineer Division Manager
ATTACHED:
SOIL TEST LOCATION PLAN
SOIL TEST LOCATION PLAN(with conceptual overlay)
SOIL TEST TERMINATION/REFUSAL DEPTH PLAN
SOIL TEST TERMINATION/REFUSAL DEPTH PLAN(with conceptual overlay)
RECORD OF TEST PIT EXCAVATION
KEY TO BORING SYMBOLS
LOGS OF AUGER BORING
SOIL TEST BORING PROCEDURE
Rusher 80 Acre Property Development-Geotechnical Engineering Evaluation June 20,2022
CESI Project Number 220396.000 Page 9

/l/o,Tti
TP-4
B-12
B-13 TP-5
TP-1 TP-2 TP-3
B-22 B-23 B-24 B-25 B-15
B-18 vik
B-14
B-16 TP-6
B-1 B-2 B-21 B-20 B-19 B-17
TP-7
B-11
B-3 B-4 B-5 B-6 B-7
B-10 B-8 B-9
TP-8
i
%e'Y B126
TP-1 Griffin Const Jc ion Carolina SF dworks
O Test Pit Location B-27
iy
Test Boring Location , .; .. . • -Ai --,,,
DATE: 6-17-22
CESF SOIL TEST LOCATION PLAN DRAWN BY: TKG/JT
Proposed Rusher 80 Acre Site Development PROJECT#:220396.000
45 Spring Street SW
PO Box 268
Concortl,North Carolina,28026-OTfiB East Spencer, North Carolina SCALE: NTS
Phone:(]Od)]86-5400
Fax:(]Od)]6fi-]454 DRAWING NO.: 1
www.cesicgs.com License C-0263

I"'-•r„_ )
;r -
TP-4 _
_ i - ',B-13 B-12 TP-
.. TP-1 TP-2 TP-3 ' -
• . -24lit..• B-25 B-18 B-14 B-15
,- t•. TP-6 . ,
� a' i _ II = -1 • ; ,
,
III
t, S6S DSO S . - 1 - J�r •
a - -- 1 , . I:07 : AO • PitoPosto Pi - TP-7 •�,
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B-3 B 4-4 B-5 B-. — !f_ / •,,C
B-10 TP-8 �. ) %.
B-9 ` 1:�
_ - - I B-,26 `\
B-27 ,-- 7cMOiROOD I
• •a eiina - ,wor .s
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Test Pit Location r ' ' ,
B-1 Test BoringLocation -� r �,-, ���� '+� ' -_ _-• —.•_ .-ill • _ _ --. ���
*
SOIL TEST LOCATION PLAN DATE: 6-17-22
CEST With Conceptual Overlay DRAWN BY: TKG/JT
PROJECT#:220396.000
45 Spring Street SW Proposed Rusher 80 Acre Site Development
PO Box 268 SCALE: NTS
Concord,North Carolina,28026-0268
phone: )7886-5400
04
Fax East Spencer, North Carolina DRAWING NO.: 2
:((70)76-540
www.cesicgs.com License C-02fi3

%
ii=Tti
188"
240"
156" 170" 173" 240" 188"
240" 240" 240" 240" 240" -
240" 240" 190"
240"
240" 240" 240" 240" 240" 240" v
187" it
240"
240" 240" 240" 240" 240"
120" 240" 240" 140"
1
..
190" Termination Depth • Griffin Const .c Ion Carolina Sp dworks 120"
(Test Pit, Inches BGS)
240" Termination Depth ,, i r ,f
r �y
(Test Boring,Inches BGS)
Note:Values highlighted in yellow indicate REFUSAL depth
DATE: 6-17-22
CESF SOIL TEST TERMINATION/REFUSAL DEPTH PLAN DRAWN BY: TKG/JT
Proposed Rusher 80 Acre Site Development PROJECT#:220396.000
95 Spring Street SW
PO Box 268
Concord,hoeNorth 704)Carolina, East Spencer, North Carolina
SCALE: NTS
Phone:(Carolina,200
Fax (704)78fi-7959 DRAWING NO.: 3
www.cesicgs.com License C-0203

/''`•r„_• ) I, ^,
i ,
188" i _ _
- 240"- 240 j
188
156" 170" 173" ' '`' - -
240"w�-1 240" 240' 240" 240"
- 190"
ii0/cF / � ...upW I l - - _ ',it,t y��. - - ,. ,
166DO - ; , ) it - =� 187" -
rr woe
240 "2A6 ,
" 240" 240" i
120" 1. 140" 1
40' 240" L L-01%.1.:f ..„, ; — r— ,
.
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Gr,ffin'Constrio ion • c ti • ' 'UIN .
' ,� v� rnroc wrntivcs—
1so" Termination Depth L-•-;:�
(Test Pit, Inches BGS) '
240" Termination Depth '"
— ,.
(Test Boring,Inches BGS) ? r '`10 • ~`•.
Note:Values highlighted in yellow indicate REFUSAL depth
SOIL TEST TERMINATION/REFUSAL DEPTH PLAN DATE: 6-17-22
CESt With Conceptual Overlay DRAWN BY: TKG/JT
PROJECT#:220396.000
45 Spring Street SW Proposed Rusher 80 Acre Site Development SCALE NTS
PO Box 268
Concord,North Carolina,28026-0268
phone: [phone] East Spencer, North Carolina DRAWING NO.: 4
Fax:((70)786-540
www.cesicgs.com License C-02fi3

C ESF RECORD OF TEST PIT EXCAVATION
PROJECT: Rusher 80 Acre Parcel EXCAVATOR: Cat 320E
CLIENT: Tectonic DATE: 6/8/22
CESI REPRESENTATIVE: T Gray CESI JOB NO: 220396.000
TEST PIT DEPTH (in.) DESCRIPTION
NO. From To
TP-1 0 12 Leaf litter, organic debris, topsoil, rootlets
12 36 Light brown and light reddish brown slightly clayey SILT (ML) with little fine SAND (SM)
36 80 Moist red, reddish brown, and yellowish red clayey SILT (ML) with little fine SAND (SM)
80 120 Moist yellowish red, yellowish brown, and light brown clayey SILT (ML) with pockets of yellow SILT
(ML)
120 156 Moist white, light red, light brown, and yellow SILT (ML) with little fine to medium SAND (SM)
Terminated at 156"
TP-2 0 10 Leaf litter, organic debris, topsoil, rootlets
10 36 Light brown and reddish brown slightly clayey SILT (ML) with little fine SAND (SM)
36 72 Moist red and reddish brown clayey SILT (ML) with little fine to coarse SAND (SM)
72 115 Moist yellowish red, red, white, and light brown SILT (ML) with little fine to coarse SAND (SM)
115 170 Light brown, white, gray, and red SILT (ML)with little fine to coarse SAND (SM)
Terminated at 170"

CESI RECORD OF TEST PIT EXCAVATION
PROJECT: Rusher 80 Acre Parcel EXCAVATOR: Cat 320E
CLIENT: Tectonic DATE: 6/8/22
CESI REPRESENTATIVE: T Gray CESI JOB NO: 220396.000
TEST PIT DEPTH (in.) DESCRIPTION
NO. From To
TP-3 0 5 Grass, leaf litter, organic debris, topsoil, rootlets, and little household debris on surface in area
5 48 Moist red to reddish brown clayey SILT (ML), becoming damp after 36"
48 100 Moist to damp reddish brown, yellowish brown, and yellowish red clayey SILT (ML)with little fine to
coarse GRAVEL
100 120 Moist light bluish gray fine to medium sandy silty CLAY (CL) with seams of yellowish brown clayey fine
to medium sandy SILT (ML)with fine to coarse GRAVEL
120 160 Moist light bluish gray and light brown slightly clayey fine to medium sandy SILT (ML) with little fine to
coarse GRAVEL
160 173 Moist light brown fine to medium sandy SILT (ML)
Terminated at 173"
TP-4 0 10 Leaf litter, organic debris, topsoil, rootlets
10 22 Pale light brownish gray clayey moderately elastic SILT (ML)
22 64 Light brown and light gray slightly elastic SILT (ML)
64 188 Moist light gray and light yellowish brown and olive SILT (ML)with very fine GRAVEL, little fine to
medium SAND (SM), and pockets of WEATHERED ROCK sampled as the same
Terminated at 188"

C ESF RECORD OF TEST PIT EXCAVATION
PROJECT: Rusher 80 Acre Parcel EXCAVATOR: Cat 320E
CLIENT: Tectonic DATE: 6/8/22
CESI REPRESENTATIVE: T Gray CESI JOB NO: 220396.000
TEST PIT DEPTH (in.) DESCRIPTION
NO. From To
TP-5 0 8 Leaf litter, organic debris, topsoil, rootlets
8 32 Moist reddish brown to red clayey SILT (ML) with little fine to coarse SAND (SM) and pockets of
brownish yellow slightly clayey SILT (ML) with little fine to medium SAND (SM)
32 88 Moist reddish brown, red, and brownish yellow slightly clayey SILT (ML) with little fine to medium
SAND (SM) and fine GRAVEL
88 170 Moist brownish yellow, yellow, and light brown SILT (ML) with little fine to coarse SAND (SM), fine to
coarse GRAVEL, and few COBBLES up to 12"
170 188 Light brown and light yellow SILT (ML) with little fine to coarse SAND (SM) and pockets of HEAVILY
WEATHERED ROCK sampled as the same
Terminated at 188"
TP-6 0 10 Leaf litter, organic debris, topsoil, rootlets
10 45 Moist reddish brown to red clayey SILT (ML)
45 112 Moist light brown, yellow, and reddish brown SILT (ML) with little fine to medium SAND (SM) and little
fine GRAVEL
112 190 Moist light brown, white, gray, light red, and black SILT (ML) with little fine to coarse SAND (SM), fine
GRAVEL, and few COBBLES up to 12"
Terminated at 190"

C ESF RECORD OF TEST PIT EXCAVATION
PROJECT: Rusher 80 Acre Parcel EXCAVATOR: Cat 320E
CLIENT: Tectonic DATE: 6/8/22
CESI REPRESENTATIVE: T Gray CESI JOB NO: 220396.000
TEST PIT DEPTH (in.) DESCRIPTION
NO. From To
TP-7 0 20 6" Leaf litter, organic debris, topsoil, and rootlets, organic stained slightly clayey fine sandy SILT (ML)
6" to 20"
20 36 Moist to damp reddish brown fine to medium sandy clayey SILT (ML) with little coarse SAND (SM)
36 88 Moist light brown, yellow, and white slightly elastic SILT (ML) with little fine to medium SAND (SM)
88 187 Moist to damp light brown, gray, and white SILT (ML) with little fine to coarse SAND (SM)
Terminated at 187", performed within natural drainage feature / swale
TP-8 0 6 Grass, topsoil, rootlets
6 38 Moist reddish brown clayey SILT (ML) with little fine to medium SAND (SM)
38 72 Moist light brown, white, reddish brown, and light gray clayey SILT (ML) with little fine to coarse SAND
(SM) and fine GRAVEL
72 110 Light brown, brown, yellow, light gray, and light red slightly micaceous fine to medium sandy SILT (ML)
with little coarse SAND (SM) and fine GRAVEL
110 140 WEATHERED ROCK sampled as brown, light brown, reddish brown, black, and white slightly
micaceous fine to coarse sandy SILT (ML)
Refusal at 140"

SOIL CLASSIFICATION CHART CORRELATION OF
MAJOR DIVISIONS SYMBOLS TYPICAL
GRAPH LETTER DESCRIPTIONS STANDARD PENETRATION RESISTANCE
■wo■s WITH
CLEAN ' GW WELL-GRADED
NoG ADRESRA GRAVELS, - RELATIVE DENSITY AND CONSISTENCY
GRAVEL GRAVELS ......1. FINES
AND o`?LS o`?LS
GRAVELLY I Qo Qo POORLY-GRADED GRAVELS,
SOILS (LITTLE OR NO FINES))o D�o DC GP GRAVEL-SAND MIXTURES,LITTLE
DO n/Oe O O OR NO FINES
COARSE 0 I U
GRAINED GRAVELS WITH j(3 �O''C GM SILTY GRAVELS,GRAVEL-SAND- Sand and Gravel
SOILS MORE THAN 50% FINES lb
SILT MIXTURES
OF COARSE DO o Q
FRACTION !r Standard Penetration Resistance Approximate
RETAINED ON NO. AVBlowSper Foot Relative Density
AMOUNT OF FINES) f�� � " 0-4 Very Loose
- '� s 5-10 Loose
CLEAN SANDS G WELL-GRADED SANDS,GRAVELLY 11-20 Firm
MORE THAN 50% SAND I SW SANDS,LITTLE OR NO FINES 21-30 Very Firm
OF MATERIAL IS AND
LARGER THAN SANDY `" 31-50 Dense
NO.200 SIEVE SOILS POORLY-GRADED SANDS,
SIZE (LITTLE OR NO FINES)::.:::::.:::.:::::::.. SP GRAVELLY SAND,LITTLE OR NO Over 50 Very Dense
FINES
SANDS WITH SILTY SANDS,SAND-SILT
MORE THAN 50% FINES SM MIXTURES Silt and Clay
OF COARSE
FRACTION
PASSING ON NO. Standard Penetration Resistance Approximate
4 SIEVE AMOUNT OF FINES) :.; SC MIXTURES CLAYEY SANDS,SAND-CLAY Blows per Foot Consistency
0-1 Very Soft
INORGANIC SILTS AND VERY FINE 2-4 Soft
ML R CLAYEY FIINEK FLOUR, OR SANDS OR CLAYEY 5-8 Firm
SILTS WITH SLIGHT PLASTICITY 9-15 Stiff
SILTS INORGANIC CLAYS OF LOW TO
FINE AND LIQUID LIMIT `L MEDIUM PLASTICITY,GRAVELLY £t-! 0
GRAINED CLAYS SANCLAYS ] Very Hard
___ OL ORGANIC SILTS AND ORGANIC
— — — SILTY CLAYS OF LOW PLASTICITY
MORE THAN 50% INORGANIC SILTS,MICACEOUS OR
OF MATERIAL IS MH DIATOMACEOUS FINE SAND OR
SMALLER THAN SILTY SOILS CES$
NO.200 SIEVE
SIZE SILTS
AND LIQUID LIMIT CH INORGANIC CLAYS OF HIGH
CLAYS GREATER THAN 50 l� PLASTICITY
OH ORGANIC CLAYS OF MEDIUM TO
,,.., HIGH PLASTICITY,ORGANIC SILTS
Key to Symbols and Descriptions
HIGHLY ORGANIC SOILS ,, ,,„ ���' ,,I' = PT PEAT,HUMUS,SWAMP SOILS WITH
HIGH ORGANIC CONTENTS
NOTE DUAL SYMBOLS ARE USED TO INDICATE BORDERLINE SOIL CLASSIFICATIONS

Log of Auger Boring No. B-1 Page 1 of 1
CES$ Project: Rusher 80 Acre Property Date Drilled : 06/13/2022
Location : Salisbury,North Carolina _ Project No. 220396.000
Drilling Method: Auger Rig Type: Mobile B47 Surface Elevation Not Determinettl. Cave-in Depth: ft.
Initial GWL: Not Encountered ft. Delayed GWL: N/A ft.
Boring Diameter: 6 Hammer: Manual
Northing: ft. Easting: ft.
SAMPLE TYPE 11 DISTURBED ® SPT SAMPLE ■ SHELBY TUBE ❑Q NO RECOVERY 0 CORE
SAMPLES
D MATERIAL CLASSIFICATION PL(%) NMC(%) LL(%)
E E AND REMARKS L I I T I BLOWS 0 0 0
LE T I G Y PERA FINES(%)
V H T W P 6 IN.
• SPT N-Value(bpf)
(ft) (ft) H L E 10 20 30 40 50 70 90
-
- 10" PLOW ZONE -
- - Moist very stiff light brown and red clayey SILT X_ _ (ML) 6-8-9
- - Moist stiff light brown and light red SILT (ML) x
4-5-6
— 5 —
Moist stiff light brown and light red SILT (ML) x
5-6-6
- - Moist stiff light brown and white SILT(ML)with
little fine SAND (SM) X 3-6-8
— 10—
N
N
H
U'
Z_
K _ _
W
W _
z - - Moist stiff light brown and white SILT(ML)with
Li, little fine SAND (SM) 5-6-5
X
o — 15—
o
z
O - -
O
a
o
o - -
O - _
o - - Moist very stiff light brown, light gray,white, and
co light red SILT(ML)with little very fine SANDX 8-10-12
7• -207(SM) I-
Q
- _ Boring terminated at 20'
co
J
W
O - -
K
Q
a
W - -
0
0
Q
o - -
co
0
0
z
o Key to Abbreviations
co
W
• GWL-Groundwater Level PL-Plastic Limit NMC-Natural Moisture Content
i LITH-Lithologic Symbol LL-Liquid Limit SPT-Standard Penetration Test

Log of Auger Boring No. B-2 Page 1 of 1
CES$ Project: Rusher 80 Acre Property Date Drilled : 06/13/2022
Location : Salisbury,North Carolina - Project No. 220396.000
Drilling Method: Auger Rig Type: Mobile B47 Surface Elevation Not Determinettl. Cave-in Depth: ft.
Initial GWL: Not Encountered ft. Delayed GWL: N/A ft.
Boring Diameter: 6 Hammer: Manual
Northing: ft. Easting: ft.
SAMPLE TYPE 11 DISTURBED ® SPT SAMPLE ■ SHELBY TUBE ❑Q NO RECOVERY 0 CORE
SAMPLES
D MATERIAL CLASSIFICATION PL(%) NMC(%) LL(%)
P AND REMARKS L T BLOWS O 0 0
I G Y PERA FINES(%o)
V H T W P 6 IN.
• SPT N-Value(bpf)
(ft) (ft) H L E 10 20 30 40 50 70 90
-- \5"Topsoil
- - Moist very stiff red and reddish brown clayey X
_ _ SILT (ML) 6-7-9
- - Moist stiff reddish brown slightly to moderately \/
elastic SILT(ML) J� 4-5-10
— 5
Moist stiff light brown, yellowish brown, red, and
- - black slightly elastic SILT (ML) 5-6-8 •
- - Moist stiff brown, reddish brown, and black Xslightly elastic SILT (ML) 4-6-8
10—
N
N
0
Z_
W
W _
z - - Moist very stiff light brown SILT(ML)with
seams of fine to coarse GRAVEL 7-9-11
o — 15—
• - -
U
a
o - -
o - - Moist very stiff light brown, gray, and brown
SILT(ML)with little fine SAND (SM) 7 10-12
—20 —
Boring terminated at 20'
- -
U - -
K
a
_ -
U
_ -
co
O
o• Key to Abbreviations
• GWL-Groundwater Level PL-Plastic Limit NMC-Natural Moisture Content
LITH-Lithologic Symbol LL-Liquid Limit SPT-Standard Penetration Test

Log of Auger Boring No. B-3 Page 1 of 1
CES$ Project: Rusher 80 Acre Property Date Drilled : 06/13/2022
Location : Salisbury,North Carolina _ Project No. 220396.000
Drilling Method: Auger Rig Type: Mobile B47 Surface Elevation Not Determinettl. Cave-in Depth: ft.
Initial GWL: Not Encountered ft. Delayed GWL: N/A ft.
Boring Diameter: 6 Hammer: Manual
Northing: ft. Easting: ft.
SAMPLE TYPE 11 DISTURBED ® SPT SAMPLE ■ SHELBY TUBE ❑Q NO RECOVERY 0 CORE
SAMPLES
D MATERIAL CLASSIFICATION PL(%) NMC(%) LL(%)
E E AND REMARKS L I I T I BLOWS 0 0 0
L PE T I G Y PERA FINES(%)
V H T W P 6 IN.
• SPT N-Value(bpf)
(ft) (ft) H L E 10 20 30 40 50 70 90
-
- 10" PLOW ZONE -
Moist very stiff clayey SILT(ML)with some silty
_ _ CLAY(CL) X 8-9-12
- - Moist stiff mottled reddish brown, light brown,
and white SILT(ML)with little very fine SANDX 8-6-8
— 5 — (SM)
Moist stiff mottled reddish brown, light brown, X
- - and white SILT(ML)with seams of light gray 3-4-6
CLAY(CL)
- - Moist stiff white, yellowish red, and light brown
very fine sandy SILT (ML) X 5-6-8
— 10—
N
N
H
U'
Z_
K - -
W
W -
z - - Moist stiff white, yellow, light red, and light gray
Li, very fine sandy SILT (ML) 5-6-9
X
1\
o — 15—
o
z
O - -
O
a
o
o - -
O - _
o - - Moist hard light brown, light gray, and white
X
co slightly micaceous very fine sandy SILT(ML) 16-18-24 •
cK
• -20 Boring terminated at 20'
J
Q - -
U,
J
W
0 - -
K
Q
a
w - -
0
0
Q
o - -
co
0
0
J
0
z
o Key to Abbreviations
co
0,• GWL-Groundwater Level PL-Plastic Limit NMC-Natural Moisture Content
i LITH-Lithologic Symbol LL-Liquid Limit SPT-Standard Penetration Test

Log of Auger Boring No. B-4 Page 1 of 1
CES$ Project: Rusher 80 Acre Property Date Drilled : 06/13/2022
Location : Salisbury,North Carolina _ Project No. 220396.000
Drilling Method: Auger Rig Type: Mobile B47 Surface Elevation Not Determinettl. Cave-in Depth: ft.
Initial GWL: Not Encountered ft. Delayed GWL: N/A ft.
Boring Diameter: 6 Hammer: Manual
Northing: ft. Easting: ft.
SAMPLE TYPE 11 DISTURBED ® SPT SAMPLE ■ SHELBY TUBE ❑Q NO RECOVERY 0 CORE
SAMPLES
D MATERIAL CLASSIFICATION PL(%) NMC(%) LL(%)
P AND REMARKS L I I T I BLOWS 0 0 0
I G Y PERA FINES(%)
V H T W P 6 IN.
• SPT N-Value(bpf)
(ft) (ft) H L E 10 20 30 40 50 70 90
—
8" PLOW ZONE '-
- Moist very stiff reddish brown silty CLAY(CL)
_ with little fine to medium SAND (SM) X11-12-12
- - Moist stiff light brown, reddish brown, brown,
and white SILT(ML)with little fine to medium X 5-7-8
— 5 — SAND (SM)
Moist stiff light brown, reddish brown, brown, \/
- - and white SILT(ML)with seams of yellowish /J�\ 3-5-6
brown and reddish brown slightly elastic SILT
- - (ML)
- - Moist stiff yellowish red, light brown, and white X
SILT(ML)with little fine SAND (SM) 4-5-7 •
—10—
N
0
Z_
w
w _
z - - Moist stiff yellowish red, light brown, and white
SILT(ML)with little fine SAND (SM) 6-7-8
o —15—
U
Z
O - -
a
0 - -
o - - Moist hard light brown,white, and light red SILT
X
co (ML)with little fine to medium SAND (SM) 11-14-20
-20 Boring terminated at 20'
J
• - -
J
w
0 - -
a
w _ _
0
U
o _ _
U
U
O
0
Z
o Key to Abbreviations
m
• GWL-Groundwater Level PL-Plastic Limit NMC-Natural Moisture Content
LITH-Lithologic Symbol LL-Liquid Limit SPT-Standard Penetration Test

Log of Auger Boring No. B-5 Page 1 of 1
CES$ Project: Rusher 80 Acre Property Date Drilled : 06/13/2022
Location : Salisbury,North Carolina _ Project No. 220396.000
Drilling Method: Auger Rig Type: Mobile B47 Surface Elevation Not Determinettl. Cave-in Depth: ft.
Initial GWL: Not Encountered ft. Delayed GWL: N/A ft.
Boring Diameter: 6 Hammer: Manual
Northing: ft. Easting: ft.
SAMPLE TYPE 11 DISTURBED ® SPT SAMPLE ■ SHELBY TUBE ❑Q NO RECOVERY 0 CORE
SAMPLES
D MATERIAL CLASSIFICATION PL(%) NMC(%) LL(%)
P AND REMARKS L T BLOWS O 0 0
I G Y PERA FINES(%)
V H T W P 6 IN.
• SPT N-Value(bpf)
(ft) (ft) H L E 10 20 30 40 50 70 90
-- \4" PLOW ZONE "T
- - Damp to moist very stiff reddish brown clayey
_ SILT(ML) X 7-9-11
- - Damp to moist stiff reddish brown slightly clayey
slightly elastic SILT (ML) 4-5-7
— 5
Moist stiff reddish brown, yellow, and light \/
- - brown slightly to moderately elastic SILT (ML) /J�\ 4-4-7
- - Moist stiff reddish brown, yellow, and light
brown slightly to moderately elastic SILT (ML) 6-6-7
— 10— with seams of light brown and black slightly
clayey SILT(ML)
-
0
Z
w
• -
z — — Moist stiff light brown, yellowish brown, brown,
and black SILT(ML) 4-5-5
o — 15—
U
Z
O - -
a
c� - -
o - -
o - - Moist very stiff brown, yellowish brown, and
co black fine to medium sandy SILT(ML) 6-8-10
-20 Boring terminated at 20'
- -
U - -
K
a
- -
U
_ _
co
J
o• Key to Abbreviations
• GWL-Groundwater Level PL-Plastic Limit NMC-Natural Moisture Content
LITH-Lithologic Symbol LL-Liquid Limit SPT-Standard Penetration Test

Log of Auger Boring No. B-6 Page 1 of 1
CES$ Project: Rusher 80 Acre Property Date Drilled : 06/13/2022
Location : Salisbury,North Carolina _ Project No. 220396.000
Drilling Method: Auger Rig Type: Mobile B47 Surface Elevation Not Determinettl. Cave-in Depth: ft.
Initial GWL: Not Encountered ft. Delayed GWL: N/A ft.
Boring Diameter: 6 Hammer: Manual
Northing: ft. Easting: ft.
SAMPLE TYPE 11 DISTURBED ® SPT SAMPLE ■ SHELBY TUBE ❑Q NO RECOVERY 0 CORE
SAMPLES
D MATERIAL CLASSIFICATION PL(%) NMC(%) LL(%)
P AND REMARKS L I T I BLOWS 0 0 0
I G Y PERA FINES(%)
V H T W P 6 IN.
• SPT N-Value(bpf)
(ft) (ft) H L E 10 20 30 40 50 70 90
-- i 6" PLOW ZONE
- Moist very stiff reddish brown and brown silty X
_ CLAY(CL) 9-9-9 •
- - Moist very stiff red, reddish brown, and black
slightly clayey SILT(ML)with little fine to X 5-6-10 •
— 5 — medium SAND (SM)
Damp to moist very stiff red, reddish brown, and X- - black SILT (ML)with little fine to medium SAND 6-8-9 •
(SM)
- - Damp to moist very stiff red, reddish brown, and
black SILT(ML)with little fine to medium SAND 7-8-9 •
— 10— (SM)
N
0
Z_
w
w -
z - - Moist stiff olive, light brown, yellowish brown,
and black SILT(ML)with little coarse SAND 5-6-8
— 15— (SM)
U
Z
O - -
a
o - -
o - - Moist very stiff brown, black, gray, and light
co brown slightly micaceous SILT(ML)with little 4-6-10 •
>-
-20 7 medium to coarse SAND (SM)
co
Q _ - Boring terminated at 20'
J
w
O - -
a
w• - -
0
U
o - -
J
0
Z
o Key to Abbreviations
m
• GWL-Groundwater Level PL-Plastic Limit NMC-Natural Moisture Content
LITH-Lithologic Symbol LL-Liquid Limit SPT-Standard Penetration Test

Log of Auger Boring No. B-7 Page 1 of 1
CES$ Project: Rusher 80 Acre Property Date Drilled : 06/13/2022
Location : Salisbury,North Carolina _ Project No. 220396.000
Drilling Method: Auger Rig Type: Mobile B47 Surface Elevation Not Determinettl. Cave-in Depth: ft.
Initial GWL: Not Encountered ft. Delayed GWL: N/A ft.
Boring Diameter: 6 Hammer: Manual
Northing: ft. Easting: ft.
SAMPLE TYPE 11 DISTURBED ® SPT SAMPLE ■ SHELBY TUBE ❑Q NO RECOVERY 0 CORE
SAMPLES
D MATERIAL CLASSIFICATION PL(%) NMC(%) LL(%)
E E AND REMARKS L T BLOWS O 0 0
E T I G Y PERA FINES(%)
V H T W P 6 IN.
• SPT N-Value(bpf)
(ft) (ft) H L E 10 20 30 40 50 70 90
-
-- i6" PLOW ZONE �'-
- - Moist stiff reddish brown clayey SILT(ML)with X
_ little fine to medium SAND (SM) 6-5-6
- - Moist stiff reddish brown and yellow slightly
— X
micaceous slightly elastic SILT(ML) 4-4-6
— 5 —
Moist firm light reddish brown, light brown, X
- - white, and olive SILT (ML)with little slightly 3-3-5
micaceous fine to medium SAND (SM)
- - Moist stiff brown, olive, light brown,white, and X
reddish brown SILT(ML)with little slightly 4-4-5
10— micaceous fine to medium SAND (SM)
N
I\I
N
H
Z_
K - -
W
W -
- - Moist stiff brown, olive, light brown,white, and X
W reddish brown SILT(ML)with little slightly 4-5-6
o —15— micaceous fine to medium SAND (SM)
U
Z
O - -
O
a
H
o - - Moist stiff yellow, brown,white, and gray SILT
co (ML)with little slightly micaceous medium to 5-5-6 •
cK
• -20 7 coarse SAND (SM) I—
co
_ - Boring terminated at 20'
co
J
W
U - -
K
Q
a
w _ -
z
U
Q
o _ -
co
O
O
J
Z
o Key to Abbreviations
m
Li,
• -Groundwater Level PL-Plastic Limit NMC-Natural Moisture Content
i LITH-Lithologic Symbol LL-Liquid Limit SPT-Standard Penetration Test

Log of Auger Boring No. B-8 Page 1 of 1
CES$ Project: Rusher 80 Acre Property Date Drilled : 06/13/2022
Location : Salisbury,North Carolina _ Project No. 220396.000
Drilling Method: Auger Rig Type: Mobile B47 Surface Elevation Not Determinettl. Cave-in Depth: ft.
Initial GWL: Not Encountered ft. Delayed GWL: N/A ft.
Boring Diameter: 6 Hammer: Manual
Northing: ft. Easting: ft.
SAMPLE TYPE 11 DISTURBED ® SPT SAMPLE ■ SHELBY TUBE ❑Q NO RECOVERY 0 CORE
SAMPLES
D MATERIAL CLASSIFICATION PL(%) NMC(%) LL(%)
E E AND REMARKS L I I T I BLOWS 0 0 0
L E T I G Y PERA FINES(%)
V H T W P 6 IN.
• SPT N-Value(bpf)
(ft) (ft) H L E 10 20 30 40 50 70 90
-
— 12" PLOW ZONE '-
Moist stiff brown and reddish brown slightly X- - clayey fine sandy SILT(ML) 6"7"7
- - Moist stiff reddish brown and yellow clayey SILT X
(ML)with little fine GRAVEL 4-5-7
— 5 —
Moist stiff light brown, yellowish brown, light X
- - reddish brown SILT(ML)with little fine SAND 4-5-6
(SM)
- - Moist firm light brown, yellowish brown, light
reddish brown SILT(ML)with little fine SANDX 2-3-4
— 10— (SM)
N
N
H
o
U'
Z_
K _ _
W
W _
z - - Moist to wet firm light brown, brown,white, and
Li, black slightly micaceous SILT(ML) 2-2-4
X
I\
o — 15—
o
z
O - -
O
a
H
0 - -
O - _
o - - Moist stiff light brown, brown, and olive SILT
X
co (ML) 358
0• —20_
Boring terminated at 20'
J
Q _ _
J
W
O - -
K
Q
a
w _ _
0
0
Q
o _ _
Ui
J
0
z
o Key to Abbreviations
co
0,• GWL-Groundwater Level PL-Plastic Limit NMC-Natural Moisture Content
i LITH-Lithologic Symbol LL-Liquid Limit SPT-Standard Penetration Test

Log of Auger Boring No. B-9 Page 1 of 1
CES$ Project: Rusher 80 Acre Property Date Drilled : 06/13/2022
Location : Salisbury,North Carolina _ Project No. 220396.000
Drilling Method: Auger Rig Type: Mobile B47 Surface Elevation Not Determinettl. Cave-in Depth: ft.
Initial GWL: Not Encountered ft. Delayed GWL: N/A ft.
Boring Diameter: 6 Hammer: Manual
Northing: ft. Easting: ft.
SAMPLE TYPE 11 DISTURBED ® SPT SAMPLE ■ SHELBY TUBE ❑Q NO RECOVERY 0 CORE
SAMPLES
D MATERIAL CLASSIFICATION PL(%) NMC(%) LL(%)
P AND REMARKS L I I T I BLOWS 0 O
I G Y PERA FINES(%)
V H T W P 6 IN.
• SPT N-Value(bpf)
(ft) (ft) H L E 10 20 30 40 50 70 90 _
\4"Topsoil "
- - Moist to wet firm reddish brown slightly clayey X
_ fine sandy SILT(ML) 2-3-4
- - Moist very stiff light brown and reddish brown X
clayey SILT(ML)with little fine to medium 7-7-9
— 5 — SAND (SM)
Moist very stiff light brown, light gray, and \/
- - yellowish brown clayey fine sandy SILT(ML) /J�\ 7"7"11
- - Moist very stiff light brown, yellow, gray,white,
and black SILT(ML)with little fine to coarse 8-11-12
— 10— SAND (SM)and little fine GRAVEL
N
0
Z_
w
w _
z - - Moist hard brown, gray,yellow, and white SILT
X
(ML)with little fine to coarse SAND (SM) 11-13-18
o — 15—
U
Z
O - -
a
o - -
o - - Moist hard brown, gray, light brown,yellowish
X
co brown, and white fine to coarse sandy SILT 12-14-22
-207(ML)
Q _ _ Boring terminated at 20'
J
w
O - -
a
w - -
0
U
o _ _
U
J
0
Z
o Key to Abbreviations
m
GWL-Groundwater Level PL-Plastic Limit NMC-Natural Moisture Content
LITH-Lithologic Symbol LL-Liquid Limit SPT-Standard Penetration Test

Log of Auger Boring No. B-10 Page 1 of 1
CES$ Project: Rusher 80 Acre Property Date Drilled : 06/13/2022
Location : Salisbury,North Carolina _ Project No. 220396.000
Drilling Method: Auger Rig Type: Mobile B47 Surface Elevation Not Determinettl. Cave-in Depth: ft.
Initial GWL: Not Encountered ft. Delayed GWL: N/A ft.
Boring Diameter: 6 Hammer: Manual
Northing: ft. Easting: ft.
SAMPLE TYPE 11 DISTURBED ® SPT SAMPLE ■ SHELBY TUBE ❑Q NO RECOVERY 0 CORE
SAMPLES
D MATERIAL CLASSIFICATION PL(%) NMC(%) LL(%)
P AND REMARKS L O 0 0
T BLOWS
I G Y PERA FINES(%o)
V H T W P 6 IN.
• SPT N-Value(bpf)
(ft) (ft) H L E 10 20 30 40 50 70 90
- 0 2" PLOW ZONE "T
Moist stiff reddish brown slightly micaceous
- - clayey SILT(ML)
4-6-7 •
-
Moist stiff reddish brown, light brown, and gray
- - SILT (ML)with fine SAND (SM)
4-5-6
— 5 —
N Moist stiff reddish brown and light brown slightly
micaceous SILT(ML)
3-4-6
w
- -
z
Moist stiff reddish brown, grayish brown, light
o - - brown, and black SILT(ML)with slightly
micaceous medium to coarse SAND (SM) 5-6-7
0_ - 10— Boring terminated at 10'
0
z
m
m
_ _
U
a
- -
co
O
o• Key to Abbreviations
• GWL-Groundwater Level PL-Plastic Limit NMC-Natural Moisture Content
LITH-Lithologic Symbol LL-Liquid Limit SPT-Standard Penetration Test

Log of Auger Boring No. B-11 Page 1 of 1
CES$ Project: Rusher 80 Acre Property Date Drilled : 06/14/2022
Location : Salisbury,North Carolina _ Project No. 220396.000
Drilling Method: Auger Rig Type: Mobile B47 Surface Elevation Not Determinettl. Cave-in Depth: ft.
Initial GWL: Not Encountered ft. Delayed GWL: N/A ft.
Boring Diameter: 6 Hammer: Manual
Northing: ft. Easting: ft.
SAMPLE TYPE 11 DISTURBED ® SPT SAMPLE ■ SHELBY TUBE ❑Q NO RECOVERY 0 CORE
SAMPLES
D MATERIAL CLASSIFICATION PL(%) NMC(%) LL(%)
P AND REMARKS L T BLOWS O 0 0
I G Y PERA FINES(%)
V H T W P 6 IN.
• SPT N-Value(bpf)
(ft) (ft) H L E 10 20 30 40 50 70 90
-- \4"Topsoil
- Moist stiff reddish brown silty CLAY(CL)with 0 X
_ _ little fine to medium SAND (SM) 5-5-5
- - Moist stiff reddish brownslightly clayey SILT
(ML)with little to trace fine SAND (SM) 4-4-5
— 5 —
Moist stiff reddish brownslightly clayey SILT \/
- - (ML)with little to trace fine SAND (SM) x 4-5-6
- - Moist stiff light grayish brown, yellow, and
reddish brown SILT(ML)with little to some fine 3-5-6
— 10— to coarse SAND (SM)
N
W
W _
z - - Moist stiff light grayish brown, yellow, and \/
reddish brown SILT(ML)with little to some fine J� 3-5-7
• — 15— to coarse SAND (SM)
• - -
U
a
o -
• - - Moist to wet stiff light brownish gray, light brown,
co
I black, and white SILT (ML)with little fine to 3-4-6
-20— medium SAND (SM)
co
_ _ Boring terminated at 20'
U - -
K
a
-
- _
co
O
o• Key to Abbreviations
• GWL-Groundwater Level PL-Plastic Limit NMC-Natural Moisture Content
LITH-Lithologic Symbol LL-Liquid Limit SPT-Standard Penetration Test

Log of Auger Boring No. B-12 Page 1 of 1
CES� Project: Rusher 80 Acre Property Date Drilled : 06/14/2022
Location : Salisbury,North Carolina _ Project No. 220396.000
Drilling Method: Auger Rig Type: Mobile B47 Surface Elevation Not Determinettl. Cave-in Depth: ft.
Initial GWL: Not Encountered ft. Delayed GWL: N/A ft.
Boring Diameter: 6 Hammer: Manual
Northing: ft. Easting: ft.
SAMPLE TYPE 11 DISTURBED ® SPT SAMPLE ■ SHELBY TUBE ❑Q NO RECOVERY 0 CORE
SAMPLES
D MATERIAL CLASSIFICATION PL(%) NMC(%) LL(%)
P AND REMARKS L T BLOWS O 0 0
I G Y PERA FINES(%)
V H T W P 6 IN.
• SPT N-Value(bpf)
(ft) (ft) H L E 10 20 30 40 50 70 90
-- \4"Topsoil
- Moist stiff reddish brown slightly micaceous X
_ clayey SILT(ML)with little fine to medium 4-5-6
SAND (SM)
- - Moist stiff reddish brown slightly micaceous
SILT (ML)with little fine to medium SAND (SM) 3-3-6
— 5
Moist firm reddish brown slightly micaceous
- - SILT (ML)with little fine to coarse SAND (SM) 3-4-4
- - Moist firm light grayish brown, light brown, and
reddish brown slightly micaceous SILT(ML) 3-3-4
— 10— with little fine to coarse SAND (SM)
N
W
W _
z - - Moist stiff light grayish brown, light brown, and
reddish brown slightly micaceous SILT(ML) 3-4-5
— 15— with little fine to coarse SAND (SM)
• - -
U
a
o - -
• - - Moist stiff light brownish gray, light brown,
yellow, and black slightly elastic SILT (ML)with 3-5-7
-20 7 little very fine SAND (SM)
- _ Boring terminated at 20'
U - -
K
a
-
- _
co
J
o• Key to Abbreviations
• GWL-Groundwater Level PL-Plastic Limit NMC-Natural Moisture Content
LITH-Lithologic Symbol LL-Liquid Limit SPT-Standard Penetration Test

Log of Auger Boring No. B-13 Page 1 of 1
CES� Project: Rusher 80 Acre Property Date Drilled : 06/14/2022
Location : Salisbury,North Carolina _ Project No. 220396.000
Drilling Method: Auger Rig Type: Mobile B47 Surface Elevation Not Determinettl. Cave-in Depth: ft.
Initial GWL: Not Encountered ft. Delayed GWL: N/A ft.
Boring Diameter: 6 Hammer: Manual
Northing: ft. Easting: ft.
SAMPLE TYPE 11 DISTURBED ® SPT SAMPLE ■ SHELBY TUBE ❑Q NO RECOVERY 0 CORE
SAMPLES
D MATERIAL CLASSIFICATION PL(%) NMC(%) LL(%)
P AND REMARKS L T BLOWS O 0 0
I G Y PERA FINES(%)
V H T W P 6 IN.
• SPT N-Value(bpf)
(ft) (ft) H L E 10 20 30 40 50 70 90
—
8"Topsoil '"7
- Moist very stiff reddish brown clayey SILT(ML) X
_ with trace fine SAND (SM) 7-7-11
- - Moist stiff reddish brown SILT(ML)with trace
fine SAND (SM) 4-5-6
— 5
Moist stiff yellowish red and reddish brown \/
- - micaceous SILT(ML)with little fine to medium /J�\ 3-3-6
SAND (SM)
- - Moist stiff light brown, yellow, and reddish
brown micaceous SILT(ML)with little fine to 3-4-5
ir
-10- coarse SAND (SM)
N
W
W _
z — — Moist stiff yellowish brown, light brown, and light
gray slightly elastic SILT (ML) 3-6-7
o — 15—
U
Z
O - -
a
c� - -
o - -
o - - Moist stiff light brown, yellow, light brownish
co gray, and white SILT (ML)with little fine to 3-5-8 •
-20- coarse SAND (SM)
co
_ _ Boring terminated at 20'
U - -
K
a
-
_ _
co
J
o• Key to Abbreviations
• GWL-Groundwater Level PL-Plastic Limit NMC-Natural Moisture Content
LITH-Lithologic Symbol LL-Liquid Limit SPT-Standard Penetration Test

Log of Auger Boring No. B-14 Page 1 of 1
CES$ Project: Rusher 80 Acre Property Date Drilled : 06/14/2022
Location : Salisbury,North Carolina _ Project No. 220396.000
Drilling Method: Auger Rig Type: Mobile B47 Surface Elevation Not Determinettl. Cave-in Depth: ft.
Initial GWL: Not Encountered ft. Delayed GWL: N/A ft.
Boring Diameter: 6 Hammer: Manual
Northing: ft. Easting: ft.
SAMPLE TYPE 11 DISTURBED ® SPT SAMPLE ■ SHELBY TUBE ❑Q NO RECOVERY 0 CORE
SAMPLES
D MATERIAL CLASSIFICATION PL(%) NMC(%) LL(%)
P AND REMARKS L T I BLOWS 0 0 0
I G Y PERA FINES(%)
V H T W P 6 IN.
• SPT N-Value(bpf)
(ft) (ft) H L E 10 20 30 40 50 70 90
\4" PLOW ZONE
- - Moist stiff reddish brown SILT(ML)with trace X
_ very fine SAND (SM) 5-5-8 •
- - Moist stiff reddish brown, yellowish red, and
light red SILT(ML)with trace very fine SAND 4-5-7
— 5 — (SM)
Moist stiff reddish brown, light brown, and light \/
- - brownish gray SILT(ML)with trace fine to /J�\ 3-3-6
coarse SAND (SM)
- - Moist stiff light brownish gray and light grayish \/
brown slightly micaceous SILT(ML)with trace
3-5-5 •
-10— fine to coarse SAND (SM)
N
0
Z_
w
w _
z - - Moist stiff light brownish gray, light grayish X
brown, black, and white slightly micaceous SILT 3-4-6
• — 15— (ML)with trace fine to coarse SAND (SM)
U
Z
O - -
a
o - -
o - - Moist stiff light brownish gray and light grayish
co brown slightly micaceous SILT(ML)with little 8-8-12
-20- fine to coarse SAND (SM)
co
Q _ _ Boring terminated at 20'
U,
J
w
O — —
a
w — —
0
U
o _ _
co
U
O
0
Z
o Key to Abbreviations
m
• GWL-Groundwater Level PL-Plastic Limit NMC-Natural Moisture Content
LITH-Lithologic Symbol LL-Liquid Limit SPT-Standard Penetration Test

Log of Auger Boring No. B-15 Page 1 of 1
CES$ Project: Rusher 80 Acre Property Date Drilled : 06/14/2022
Location : Salisbury,North Carolina _ Project No. 220396.000
Drilling Method: Auger Rig Type: Mobile B47 Surface Elevation Not Determinettl. Cave-in Depth: ft.
Initial GWL: Not Encountered ft. Delayed GWL: N/A ft.
Boring Diameter: 6 Hammer: Manual
Northing: ft. Easting: ft.
SAMPLE TYPE 11 DISTURBED ® SPT SAMPLE ■ SHELBY TUBE ❑Q NO RECOVERY 0 CORE
SAMPLES
D MATERIAL CLASSIFICATION PL(%) NMC(%) LL(%)
E E AND REMARKS L I I T I BLOWS 0 0 0
L E T I G Y PERA FINES(%)
V H T W P 6 IN.
• SPT N-Value(bpf)
(ft) (ft) H L E 10 20 30 40 50 70 90
-
— o \4" PLOW ZONE I "T-
- - Moist very stiff reddish brown slightly micaceous X
_ _ slihtly clayey SILT(ML)with trace fine SAND 6-7-10
( )
- - Moist stiff reddish brown and yellowish red
— X
slightly micaceous SILT(ML)with trace very 3-4-6
— 5 — fine SAND (SM)
Moist stiff yellowish brown, light brown, reddish X- - brown, and black SILT(ML)with trace fine to 3-4-5
coarse SAND (SM)
- - Moist stiff reddish brown, light brown, and black
SILT(ML)with trace fine SAND (SM) X 3-6-6
—10—
N
N
H
o
U'
Z_
K _ _
W
W -
z - - Moist stiff light brown, light gray, yellow, and
Li, white SILT(ML)with little fine to coarse SAND 3-4-6
X
o — 15— (SM)
o
z
O - -
O
a
H
o - -
O - _
z• - - Moist very stiff light brown, light gray, yellow,
co black, and white SILT (ML)with little fine toX 6-9-11
>-
-20 7 coarse SAND (SM) I—
co
- _ Boring terminated at 20'
co
J
W
O - -
K
Q
a
w - -
0
0
Q
o - _
co
0
0
z
o Key to Abbreviations
co
0,• GWL-Groundwater Level PL-Plastic Limit NMC-Natural Moisture Content
i LITH-Lithologic Symbol LL-Liquid Limit SPT-Standard Penetration Test

Log of Auger Boring No. B-16 Page 1 of 1
CES� Project: Rusher 80 Acre Property Date Drilled : 06/14/2022
Location : Salisbury,North Carolina _ Project No. 220396.000
Drilling Method: Auger Rig Type: Mobile B47 Surface Elevation Not Determinettl. Cave-in Depth: ft.
Initial GWL: Not Encountered ft. Delayed GWL: N/A ft.
Boring Diameter: 6 Hammer: Manual
Northing: ft. Easting: ft.
SAMPLE TYPE 11 DISTURBED ® SPT SAMPLE ■ SHELBY TUBE ❑Q NO RECOVERY 0 CORE
SAMPLES
D MATERIAL CLASSIFICATION PL(%) NMC(%) LL(%)
P AND REMARKS L T BLOWS O 0 0
I G Y PERA FINES(%)
V H T W P 6 IN.
• SPT N-Value(bpf)
(ft) (ft) H L E 10 20 30 40 50 70 90
-
3" PLOW ZONE "T
- - Moist very stiff reddish brown slightly micaceous X
_ clayey SILT(ML)with trace fine SAND (SM) 6-10-12
- - Moist firm reddish brown and light brown slightly
micaceous SILT(ML)with little fine to medium 3-3-4
— 5 — SAND (SM)
Moist firm reddish brown and light brown slightly \/
- - micaceous SILT(ML)with little fine to medium /J�\ 2-3-3
SAND (SM)
- - Moist firm light brownish gray, light grayish x
brown, and reddish brown slightly micaceous 3-3-5
—10— SILT (ML)with little fine to coarse SAND (SM)
N
W
W _
z - - Moist stiff light brownish gray and light grayish i i i i I
brown SILT(ML)with little fine to coarse SAND 3-5-6
• — 15— (SM)
• - -
U
a
o - -
o - - Moist very stiff light brownish gray, light grayish
co brown,yellow, and white SILT(ML)with little to 6-7-10
-20- some fine to coarse SAND (SM)
co
_ _ Boring terminated at 20'
U - -
K
a
- -
U
_ _
co
J
o• Key to Abbreviations
• GWL-Groundwater Level PL-Plastic Limit NMC-Natural Moisture Content
LITH-Lithologic Symbol LL-Liquid Limit SPT-Standard Penetration Test

Log of Auger Boring No. B-17 Page 1 of 1
CES$ Project: Rusher 80 Acre Property Date Drilled : 06/14/2022
Location : Salisbury,North Carolina _ Project No. 220396.000
Drilling Method: Auger Rig Type: Mobile B47 Surface Elevation Not Determinettl. Cave-in Depth: ft.
Initial GWL: Not Encountered ft. Delayed GWL: N/A ft.
Boring Diameter: 6 Hammer: Manual
Northing: ft. Easting: ft.
SAMPLE TYPE 11 DISTURBED ® SPT SAMPLE ■ SHELBY TUBE ❑Q NO RECOVERY 0 CORE
SAMPLES
D MATERIAL CLASSIFICATION PL(%) NMC(%) LL(%)
P AND REMARKS L I I T I BLOWS 0 0 0
I G Y PERA FINES(%)
V H T W P 6 IN.
• SPT N-Value(bpf)
(ft) (ft) H L E 10 20 30 40 50 70 90
\4" PLOW ZONE "T
- - Moist stiff reddish brown slightly micaceous X
_ SILT (ML)with little fine to coarse SAND (SM) 4-6-7
- - Moist stiff reddish brown, yellowish red, and X 1
light brown slightly micaceous SILT(ML)with
3-4-5 •
— 5 — little fine to coarse SAND (SM)
Moist stiff reddish brown, yellowish red, and \/
- - light brown slightly micaceous SILT(ML)with /J�\ 3-4-5
little fine to coarse SAND (SM)
- - Moist stiff light brown, light gray, yellow, and X
white slightly micaceous SILT(ML)with little 3-5-7
— 10— fine to coarse SAND (SM)
N
0
Z_
w
w _
z - - Moist stiff light brown, light gray, yellow, and X
white slightly micaceous SILT(ML)with little 5-5-7
— 15— fine to coarse SAND (SM)
U
Z
O - -
U
a
o - -
I\D
o - - Moist very stiff light brownish gray, light grayish
co brown,yellow, and white SILT(ML)with fine to 7-8-10
-20 7 coarse SAND (SM)co
I
Q _ _ Boring terminated at 20'
J
w
O - -
a
w - -
0
U
o _ _
0
J
0
Z
o Key to Abbreviations
m
• GWL-Groundwater Level PL-Plastic Limit NMC-Natural Moisture Content
LITH-Lithologic Symbol LL-Liquid Limit SPT-Standard Penetration Test

Log of Auger Boring No. B-18 Page 1 of 1
CES� Project: Rusher 80 Acre Property Date Drilled : 06/14/2022
Location : Salisbury,North Carolina _ Project No. 220396.000
Drilling Method: Auger Rig Type: Mobile B47 Surface Elevation Not Determinettl. Cave-in Depth: ft.
Initial GWL: Not Encountered ft. Delayed GWL: N/A ft.
Boring Diameter: 6 Hammer: Manual
Northing: ft. Easting: ft.
SAMPLE TYPE 11 DISTURBED ® SPT SAMPLE ■ SHELBY TUBE ❑Q NO RECOVERY 0 CORE
SAMPLES
D MATERIAL CLASSIFICATION PL(%) NMC(%) LL(%)
P AND REMARKS L T BLOWS O 0 0
I G Y PERA FINES(%o)
V H T W P 6 IN.
• SPT N-Value(bpf)
(ft) (ft) H L E 10 20 30 40 50 70 90
-- 3"Topsoil
- - Moist stiff reddish brown clayey SILT(ML) X
5-6-7 •
- - Moist stiff reddish brown slightly elastic SILT
(ML) 4-6-7
— 5
Moist stiff reddish brown, yellow, and black \/
- - slightly elastic SILT (ML) /J�\ 4-5-6
- - Moist stiff reddish brown, yellow, and black
slightly elastic SILT (ML)with trace fine SAND 3-6-7
— 10— (SM)
N
N
H
Z_
W
W _
z — — Moist very stiff light grayish brown and reddish
brown SILT(ML)with trace fine SAND (SM) 6-8-11
o — 15—
U
Z
O - -
a
c� - -
o - -
o - - Moist to wet stiff light brownish gray and light
brown slightly to moderately elastic SILT (ML) 3-5-7
-20 Boring terminated at 20'
_ _
U - -
K
a
_
_ _
co
J
o• Key to Abbreviations
• GWL-Groundwater Level PL-Plastic Limit NMC-Natural Moisture Content
LITH-Lithologic Symbol LL-Liquid Limit SPT-Standard Penetration Test

Log of Auger Boring No. B-19 Page 1 of 1
CES$ Project: Rusher 80 Acre Property Date Drilled : 06/14/2022
Location : Salisbury,North Carolina _ Project No. 220396.000
Drilling Method: Auger Rig Type: Mobile B47 Surface Elevation Not Determinettl. Cave-in Depth: ft.
Initial GWL: Not Encountered ft. Delayed GWL: N/A ft.
Boring Diameter: 6 Hammer: Manual
Northing: ft. Easting: ft.
SAMPLE TYPE 11 DISTURBED ® SPT SAMPLE ■ SHELBY TUBE ❑Q NO RECOVERY 0 CORE
SAMPLES
D MATERIAL CLASSIFICATION PL(%) NMC(%) LL(%)
P AND REMARKS L I T I BLOWS 0 0 0
I G Y PERA FINES(%)
V H T W P 6 IN.
• SPT N-Value(bpf)
(ft) (ft) H L E 10 20 30 40 50 70 90
— 0 8" PLOW ZONE ''-
- Moist very stiff reddish brown slightly clayey X
_ SILT (ML)with little very fine SAND (SM) 8-10-9 •
- - Moist very stiff reddish brown slightly clayey
SILT (ML) 5-6-14 •
— 5 —
Moist very stiff reddish brown, yellow, and light \/
- - brownish gray clayey SILT(ML)with trace very 5-7-12
fine SAND (SM)
- - Moist stiff reddish brown, yellow, and light
brown slightly clayey SILT (ML)with trace very 5-6-9
—10— fine SAND (SM)
N
0
Z_
w
w _
z - - Moist very stiff light brownish gray, light grayish
brown, and black SILT(ML)with trace very fine 6-8-14
• — 15— SAND (SM)
0
Z
O - -
U
a
o - -
o - - Moist to wet very stiff light brownish gray, light
co brown, and light gray SILT(ML)with little fine to 7-10-14 •
>-
-20 7 medium SAND (SM)
co
Q _ _ Boring terminated at 20'
J
w
O - -
a
w - -
0
U
o _ _
0
J
0
Z
o Key to Abbreviations
m
• GWL-Groundwater Level PL-Plastic Limit NMC-Natural Moisture Content
LITH-Lithologic Symbol LL-Liquid Limit SPT-Standard Penetration Test

Log of Auger Boring No. B-20 Page 1 of 1
CES$ Project: Rusher 80 Acre Property Date Drilled : 06/14/2022
Location : Salisbury,North Carolina _ Project No. 220396.000
Drilling Method: Auger Rig Type: Mobile B47 Surface Elevation Not Determinettl. Cave-in Depth: ft.
Initial GWL: Not Encountered ft. Delayed GWL: N/A ft.
Boring Diameter: 6 Hammer: Manual
Northing: ft. Easting: ft.
SAMPLE TYPE 11 DISTURBED ® SPT SAMPLE ■ SHELBY TUBE ❑Q NO RECOVERY 0 CORE
SAMPLES
D MATERIAL CLASSIFICATION PL(%) NMC(%) LL(%)
P AND REMARKS L T BLOWS 0 0 0
I G Y PERA FINES(%)
V H T W P 6 IN.
• SPT N-Value(bpf)
(ft) (ft) H L E 10 20 30 40 50 70 90
-- \4" PLOW ZONE
- Moist stiff reddish brown silty CLAY(CL) X
5-6-8 •
- - Moist stiff reddish brown slightly clayey slightly
elastic SILT(ML) 4-6-7
— 5
Moist stiff reddish brown, black, and yellow
- - slightly elastic SILT (ML) 3-4-6
- - Moist stiff reddish brown, yellowish red, yellow,
and black SILT(ML) 3-5-6
— 10—
N
0
Z_
w
w _
z - - Moist firm yellowish red, reddish brown, and \/
black SILT (ML)with trace very fine SAND (SM) /J�\ 2-3-4
o — 15—
U
Z
O - -
a
o - -
o - - Moist stiff yellowish red, light brown, black, and
reddish brown slightly elastic SILT(ML) 3-4-5
-20 Boring terminated at 20'
J
• _
U,
J
w
O - -
K
a
w -
U
o _ _
co
U
0
J
0
Z
o Key to Abbreviations
m
• GWL-Groundwater Level PL-Plastic Limit NMC-Natural Moisture Content
LITH-Lithologic Symbol LL-Liquid Limit SPT-Standard Penetration Test

Log of Auger Boring No. B-21 Page 1 of
CES$ Project: Rusher 80 Acre Property Date Drilled : 06/14/2022
Location : Salisbury,North Carolina _ Project No. 220396.000
Drilling Method: Auger Rig Type: Mobile B47 Surface Elevation Not Determinettl. Cave-in Depth: ft.
Initial GWL: Not Encountered ft. Delayed GWL: N/A ft.
Boring Diameter: 6 Hammer: Manual
Northing: ft. Easting: ft.
SAMPLE TYPE 11 DISTURBED ® SPT SAMPLE ■ SHELBY TUBE ❑Q NO RECOVERY 0 CORE
SAMPLES
D MATERIAL CLASSIFICATION PL(%) NMC(%) LL(%)
P AND REMARKS L I I T I BLOWS 0 0 0
I G Y PERA FINES(%)
V H T W P 6 IN.
• SPT N-Value(bpf)
(ft) (ft) H L E 10 20 30 40 50 70 90
—
\4" PLOW ZONE
- Moist very stiff reddish brown silty CLAY(CL) j X
8-10-14 •
- - Moist very stiff reddish brown clayey SILT(ML)
X 7-11-13
— 5
Moist very stiff reddish brown and light brown X- - clayey SILT(ML) 5-8-8
- - Moist stiff yellowish red, reddish brown, and
white SILT(ML)with trace fine SAND (SM) 5-6-7
— 10—
N
0
Z_
w
w _
z - - Moist stiff reddish brown, yellow, and black SILT X
(ML) 3-4-7 •
o — 15—
U
Z
O - -
a
o - -
o - - Moist stiff reddish brown, yellow, and black SILT
co (ML)with trace fine SAND (SM) 5-6-8 •
-20 Boring terminated at 20'
J
• -
U,
J
w
O - -
K
a
w - -
U
o - -
co
U
O
0
Z
o Key to Abbreviations
m
• GWL-Groundwater Level PL-Plastic Limit NMC-Natural Moisture Content
LITH-Lithologic Symbol LL-Liquid Limit SPT-Standard Penetration Test

Log of Auger Boring No. B-22 Page 1 of 1
CES$ Project: Rusher 80 Acre Property Date Drilled : 06/14/2022
Location : Salisbury,North Carolina _ Project No. 220396.000
Drilling Method: Auger Rig Type: Mobile B47 Surface Elevation Not Determinettl. Cave-in Depth: ft.
Initial GWL: Not Encountered ft. Delayed GWL: N/A ft.
Boring Diameter: 6 Hammer: Manual
Northing: ft. Easting: ft.
SAMPLE TYPE 11 DISTURBED ® SPT SAMPLE ■ SHELBY TUBE ❑Q NO RECOVERY 0 CORE
SAMPLES
D MATERIAL CLASSIFICATION PL(%) NMC(%) LL(%)
P AND REMARKS L T BLOWS O 0 0
I G Y PERA FINES(%)
V H T W P 6 IN.
• SPT N-Value(bpf)
(ft) (ft) H L E 10 20 30 40 50 70 90
- 0 10" PLOW ZONE '--
- Moist very stiff reddish brown silty CLAY(CL) \/
8-10-13
- - Moist stiff reddish brown, black, and yellow
slightly clayey SILT(ML) 4-5-8
— 5
Moist very stiff reddish brown, light brown,
- - black, and yellow SILT (ML)with little fine to 6-7-11
coarse SAND (SM)trace coarse GRAVEL
- - Moist stiff reddish brown, light brown, black, and Xyellow slightly clayey slightly elastic SILT(ML) 5-6-9
- 10— with trace very fine SAND (SM)
N
W
W _
z - - Moist to wet stiff reddish brown, light brown,
light gray, and black slightly clayey slightly to 4-5-5
▪ — 15— moderately elastic SILT(ML)
• - -
U
a
o - -
• - - Moist to wet very stiff light brownish gray, light
grayish brown, reddish brown SILT(ML)with 6-8-14
-20- trace very fine SAND (SM)
_ _ Boring terminated at 20'
U - -
K
a
_
_ _
co
O
o• Key to Abbreviations
• GWL-Groundwater Level PL-Plastic Limit NMC-Natural Moisture Content
LITH-Lithologic Symbol LL-Liquid Limit SPT-Standard Penetration Test

Log of Auger Boring No. B-23 Page 1 of 1
CES$ Project: Rusher 80 Acre Property Date Drilled : 06/15/2022
Location : Salisbury,North Carolina _ Project No. 220396.000
Drilling Method: Auger Rig Type: Mobile B47 Surface Elevation Not Determinettl. Cave-in Depth: ft.
Initial GWL: Not Encountered ft. Delayed GWL: N/A ft.
Boring Diameter: 6 Hammer: Manual
Northing: ft. Easting: ft.
SAMPLE TYPE 11 DISTURBED ® SPT SAMPLE ■ SHELBY TUBE ❑Q NO RECOVERY 0 CORE
SAMPLES
D MATERIAL CLASSIFICATION PL(%) NMC(%) LL(%)
E E AND REMARKS L I I T I BLOWS 0 0 0
L E T I G Y PERA FINES(%)
V H T W P 6 IN.
• SPT N-Value(bpf)
(ft) (ft) H L E 10 20 30 40 50 70 90
-
— o- \4" PLOW ZONE I
- - Moist very stiff reddish brown,white, and yellow X
_ _ silty CLAY(CL) 8-11-16
- - Moist stiff reddish brown,white, and yellow
clayey SILT(ML) X 4-6-7
— 5 —
Moist stiff light brown, light brownish gray, and X
- - reddish brown SILT(ML)with trace very fine 4-5-6
SAND (SM)
- - Moist very stiff light grayish brown and light
brownish gray SILT(ML)with little very fineX 6-7-10
— 10— SAND (SM)
N
N
H
o
U'
Z_
K _ _
W
W -
z - - Moist very stiff light brown, light brownish gray,
Li, and black SILT(ML)with little very fine SAND $ 10-12
X
o — 15— (SM)
o
z
O - -
O
a
o
o - -
O -
z _ll I X
• - - Moist stiff light gray and light brown SILT (ML)
co with trace very fine SAND (SM) 5-5-8
>-
-20 Boring terminated at 20'
J
Q - -
J
W
0 - -
K
Q
a
w - _
0
0
Q
o - _
Ui
O
O
J
0
z
o Key to Abbreviations
co
0,• GWL-Groundwater Level PL-Plastic Limit NMC-Natural Moisture Content
i LITH-Lithologic Symbol LL-Liquid Limit SPT-Standard Penetration Test

Log of Auger Boring No. B-24 Page 1 of 1
CES$ Project: Rusher 80 Acre Property Date Drilled : 06/15/2022
Location : Salisbury,North Carolina _ Project No. 220396.000
Drilling Method: Auger Rig Type: Mobile B47 Surface Elevation Not Determinettl. Cave-in Depth: ft.
Initial GWL: Not Encountered ft. Delayed GWL: N/A ft.
Boring Diameter: 6 Hammer: Manual
Northing: ft. Easting: ft.
SAMPLE TYPE 11 DISTURBED ® SPT SAMPLE ■ SHELBY TUBE ❑Q NO RECOVERY 0 CORE
SAMPLES
D MATERIAL CLASSIFICATION PL(%) NMC(%) LL(%)
P AND REMARKS L T BLOWS O 0 0
I G Y PERA FINES(%)
V H T W P 6 IN.
• SPT N-Value(bpf)
(ft) (ft) H L E 10 20 30 40 50 70 90
-- 3" PLOW ZONE
- - Moist stiff reddish brown clayey SILT(ML) X
4-6-7
- - Moist stiff reddish brown and light brown slightly \/
clayey SILT(ML)with trace very fine SAND /J�\ 3-4-6
- 5 — (SM)
Moist stiff reddish brown, light brown, yellow, \/
- - and black SILT(ML)with trace very fine SAND J� 3-5-6
(SM) / \
- - Moist stiff reddish brown, light brown, yellow, \/
and black SILT(ML)with trace very fine SAND /J�\ 3-5-8
- 10— (SM)
N
W
W _
z - - Moist stiff reddish brown, light brown, yellow,
and black SILT(ML)with little very fine SAND 3-4-8
• — 15— (SM)
• - -
U
a
o - -
• - - Moist to wet firm light brownish gray,white, and
co light brown slightly to moderately elastic SILT 2"2"3
-20 7(ML)with trace very fine SAND (SM)
co
_ _ Boring terminated at 20'
U - -
K
a
_
_ _
co
O
o• Key to Abbreviations
• GWL-Groundwater Level PL-Plastic Limit NMC-Natural Moisture Content
LITH-Lithologic Symbol LL-Liquid Limit SPT-Standard Penetration Test

Log of Auger Boring No. B-25 Page 1 of 1
CES$ Project: Rusher 80 Acre Property Date Drilled : 06/15/2022
Location : Salisbury,North Carolina _ Project No. 220396.000
Drilling Method: Auger Rig Type: Mobile B47 Surface Elevation Not Determinettl. Cave-in Depth: ft.
Initial GWL: Not Encountered ft. Delayed GWL: N/A ft.
Boring Diameter: 6 Hammer: Manual
Northing: ft. Easting: ft.
SAMPLE TYPE 11 DISTURBED ® SPT SAMPLE ■ SHELBY TUBE ❑Q NO RECOVERY 0 CORE
SAMPLES
D MATERIAL CLASSIFICATION PL(%) NMC(%) LL(%)
E E AND REMARKS L I T I BLOWS 0 0 0
L E T I G Y PERA FINES(%)
V H T W P 6 IN.
• SPT N-Value(bpf)
(ft) (ft) H L E 10 20 30 40 50 70 90
-
- 0 8" PLOW ZONE .7r7
- - Moist stiff reddish brown,yellowish red, and X
_ _ yellow slightly clayey SILT(ML)with little fine to 3-4-7
medium SAND (SM)
- - Moist very stiff light brownish gray, light brown,
yellow, and black SILT (ML)with little fine to — X 5-8-12
— 5 — coarse SAND (SM)
Moist hard light grayish brown, light gray, and X- - black SILT (ML)with little to some fine to 8"12"25
coarse SAND (SM)
- - Moist hard light grayish brown,white, and light X
gray SILT (ML)with some fine to medium 162222
— 10— SAND (SM)
N
N
,-
o
0 _ _
0
z_
K _ _
W
W _
z - - Moist dense light brownish gray,white, and light ..T
W brown silty fine to medium SAND (SM) 26-22-26
o — 15—
/
o
z
o - -
0
a
o •
- -
0
z - ^r
o - - Moist very dense light brownish gray,white,
ca X
and light brown siltyfine to medium SAND (SM) 36-36-50/6 »•
g
cK
0 —20 Boring terminated at 20' I
J
Q - -
J
W
0 - -
K 1
Q
a
w - _
0
0
Q 1
o - -
0
0
J
0
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• GWL-Groundwater Level PL-Plastic Limit NMC-Natural Moisture Content
i LITH-Lithologic Symbol LL-Liquid Limit SPT-Standard Penetration Test

Log of Auger Boring No. B-26 Page 1 of 1
CES$ Project: Rusher 80 Acre Property Date Drilled : 06/15/2022
Location : Salisbury,North Carolina _ Project No. 220396.000
Drilling Method: Auger Rig Type: Mobile B47 Surface Elevation Not Determinettl. Cave-in Depth: ft.
Initial GWL: Not Encountered ft. Delayed GWL: N/A ft.
Boring Diameter: 6 Hammer: Manual
Northing: ft. Easting: ft.
SAMPLE TYPE 11 DISTURBED ® SPT SAMPLE ■ SHELBY TUBE ❑Q NO RECOVERY 0 CORE
SAMPLES
D MATERIAL CLASSIFICATION PL(%) NMC(%) LL(%)
P AND REMARKS 0
L I T I BLOWS O
I G Y PERA FINES(%)
V H T W P 6 IN.
• SPT N-Value(bpf)
(ft) (ft) H L E 10 20 30 40 50 70 90 _
- 0 8" PLOW ZONE . -
�,aA
_ _ Moist stiff reddish brown slightly micaceous silty
CLAY(CL)
1\11
Moist very stiff reddish brown, light brown, and
J black slightly micaceous slightly clayey SILT 7-10-9
(ML)with trace fine SAND(SM)
— 5 —
N Moist very stiff light grayish brown, light gray,
and black SILT(ML)with little fine to medium 7_9_12
▪ - - SAND (SM)
41\i
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Z
0
Z -
Moist hard light grayish brown, light gray, and
o - - black SILT (ML)with little fine to medium SAND 10-13-18
o (SM)
0
▪ — 10 Boring terminated at 10'
F-
0
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o
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• GWL-Groundwater Level PL-Plastic Limit NMC-Natural Moisture Content
LITH-Lithologic Symbol LL-Liquid Limit SPT-Standard Penetration Test

Log of Auger Boring No. B-27 Page 1 of 1
CES$ Project: Rusher 80 Acre Property Date Drilled : 06/15/2022
Location : Salisbury,North Carolina _ Project No. 220396.000
Drilling Method: Auger Rig Type: Mobile B47 Surface Elevation Not Determinettl. Cave-in Depth: ft.
Initial GWL: Not Encountered ft. Delayed GWL: N/A ft.
Boring Diameter: 6 Hammer: Manual
Northing: ft. Easting: ft.
SAMPLE TYPE 11 DISTURBED ® SPT SAMPLE ■ SHELBY TUBE ❑Q NO RECOVERY 0 CORE
SAMPLES
D MATERIAL CLASSIFICATION PL(%) NMC(%) LL(%)
P AND REMARKS L T BLOWS O 0
I G Y PERA FINES(%)
V H T W P 6 IN.
• SPT N-Value(bpf)
(ft) (ft) H L E 10 20 30 40 50 70 90
- _ III I
- 0 6" PLOW ZONE '--
Moist very stiff reddish brown and light brown
- - slightly micaceous clayey SILT (ML)
9-13-14
-
Moist hard reddish brown, light brown, and
- - yellow clayey SILT(ML)with little fine to
medium SAND (SM) 12-20-20
— 5 —
N Moist very stiff light grayish brown, yellow, and
reddish brown SILT(ML)with little fine to 7.9.10
- - coarse SAND (SM) 1
w
• - -
z
z Moist dense light brownish gray, light brown,
o - - yellow, and white silty fine to coarse SAND (SM) 10-14-18
U
0_ - 10— Boring terminated at 10'
0
0
m
_ _
a
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Q
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0
o• Key to Abbreviations
• GWL-Groundwater Level PL-Plastic Limit NMC-Natural Moisture Content
LITH-Lithologic Symbol LL-Liquid Limit SPT-Standard Penetration Test

FIELD PROCEDURE
SOIL TEST BORINGS
ASTM D-1586
The borings were made by advancing 5 inch diameter hollow stem augers. At regular intervals, soil
samples were obtained through the hollow stem augers with a standard 1.4-inch I.D., 2.0-inch O.D.,
split-tube sampler.
The sampler was initially seated 6 inches to penetrate any loose cuttings; then driven an additional foot
with blows of a 140-pound hammer falling 30 inches. The number of hammer blows required to drive
the sampler the final foot was recorded and is designated as the standard penetration resistance.
Penetration resistance, when properly evaluated, is an index to the soil's strength and density.
The samples were classified in the field by the driller as they were obtained. Representative portions of
each soil sample were then sealed in labeled glass jars and transported to our laboratory. The samples
were examined by a graduate geotechnical engineer or engineering geologist to check visually the field
classification. All boring data, including sampling intervals, penetration resistances, soil classifications,
and groundwater level are shown on the attached Test Boring Records.

CES$
Civil — Geotechnical — Surveying
June 8, 2023
Wake Hamilton
Tectonic, LLC
101 South Kings Drive
Suite 200
Charlotte, North Carolina 28204
Reference: Supplemental Geotechnical Engineering Evaluation
Proposed Rusher 80 Acre Site Development
East Spencer, North Carolina
CESI Project Number: 220396.100
Mr. Hamilton,
Concord Engineering & Surveying, Inc. (CESI) has performed a supplemental geotechnical
engineering test boring evaluation of the above referenced site located at the end of Robinson
Road in East Spencer, North Carolina. Our evaluation was performed within general
accordance with our supplemental proposal number 220477.P10 dated May 22, 2023.
On May 31, 2023, a CESI field engineer observed 6 soil test borings performed within the
northwestern corner of the property within the proposed retaining wall alignment and where
deep cuts are anticipated during construction and grading operations. Each of the 6 borings
were slated to be advanced to a depth of 35' below existing ground surface (BGS) to
determine the presence of subsurface rock within areas that are proposed to have deep cuts
during grading operations.
It is noted that this evaluation is considered to be supplemental to our June 20, 2022
Geotechnical Engineering Evaluation report.
EXPLORATION AND FINDINGS
The proposed development area will consist of three parcels identified as Rowan County
Parcel Identification Numbers (PIN) 5780-01-07-3164 (75.31 acres, 440 Robinson Road),
5770-08-98-7853 (3.34 acres, no address), 5770-12-96-4341(0.59 acres, 721 Andrews
Road), and 5770-12-95-1830 (0.8 acres, no address). Currently the parcels are undeveloped
and had previously been farmed. An abandoned residence with existing utilities, a well,
possible septic tank or other buried structures, and multiple barns were observed on Parcel
5780-01-07-3164.
45 Spring Street, SW P.O. Box 268 Concord, N.C. 28026-0268 704-786-5404
www.cesicgs.com N.C. License Number C-0263

The procedures used by CESI for field sampling and testing are in general accordance with
established geotechnical engineering practice. Each of the soil test boredom was advanced
using a truck mounted Mobile B47 drill rig at the locations shown on the enclosed "Soil Test
Location Plan". Test pit and test boring locations were created based on requests provided
by the developer.
Soil Test Boring Investigation Findings
Soil strata at each soil test boring location was observed, identified, and recorded by our
field engineer. Presented in Table 1, below, is a summary of the test boring data
Table 1: Summary of Soil Test Boring Data
Topsoil and / Groundwater Depth To Test Boring
Test or PLOW Depth WEATHERED Termination Depth
Boring ZONE Depth ROCK
No, (Feet below Existing (Feet below Existing Ground
(Inches below Existing Ground Surface) (Feet below Existing Surface)
Ground Surface) Ground Surface)
B-1 1"Gravel Not Encountered Not Encountered Terminated at 35'
B 2 12"Topsoil and Terminated at 35'
Not Encountered Not Encountered
PLOW ZONE
B-3 10" Plow Zone Not Encountered Not Encountered Terminated at 35'
B-4 8" Plow Zone Not Encountered Not Encountered Terminated at 35'
B-5 4" Plow Zone Not Encountered Not Encountered Terminated at 35'
B-6 6" Plow Zone Not Encountered Not Encountered Terminated at 35'
A 1" layer of gravel was encountered at the surface of soil test boring B-1, and topsoil and
PLOW ZONE soils with rootlets measuring 4" to 12" in thickness was present at the surface
of the remaining test boring locations. These organic laden soils are not suitable for structural
fill or structure support and should be stripped and stockpiled for later use in non-structural
areas of the site. We anticipate any PLOW ZONE soils remaining after stripping operations
may be mixed with underlying residual soils and be used as structural fill.
Beneath the surface organic PLOW Zone and topsoil layer, we encountered weathered in
place, residual soils consisting of:
• SILT (ML) with varying amounts of fine to coarse SAND (SM),
• Clayey SILT (ML)
Groundwater was not encountered at any of the test boring locations. However, based on
the relatively low-lying topography of the eastern portion of the site, and presence of fine-
grained soils on the site, minor complications due to groundwater should be anticipated during
grading and utility installation operations after periods of rainfall.
Rusher 80 Acre Property Development-Geotechnical Engineering Evaluation June 8,2023
CESI Project Number 220396.100 Page 2

Weathered Rock or Auger Refusal Rock was not encountered at any of the test boring
locations. We do not anticipated complications due to weathered rock during grading
operations for the warehouse structure locations.
NRCS has listed the site as having the following primary soils series: Cecil sandy clay loam
(CeC2), Pacolet sandy clay loam (PcC2), and Pacolet sandy loam (PaD). Based on NRCS
published documents, the Mecklenburg fine sandy loam soil series are known to contain
ELASTIC SILT (MH) soils between 6" and 40" below the existing ground surface (BGS).
However, no ELASTIC SILT (MH) soils were directly encountered at any of the test pit or soil
test boring locations. Please note the presence of ELASTIC SILT (MH) soils may be
encountered at other unexplored areas of the site. ELASTIC SILT(MH) soils have a high
shrink swell potential and are unsuitable for direct footing, slab, and pavement
support.
RECOMMENDATIONS
Based on our supplemental findings and consistency relative to previous findings, no
changes to our previous recommendations are warranted. For continuity, below are our
previous recommendations for grading operations:
Before grading all conflicting utilities removed, protected or properly abandoned. Water
wells, if encountered, should be properly abandoned by a certified well driller licensed in
the state of North Carolina. An abandoned residence with existing utilities, a well and
possible septic tank, as well as multiple barns were observed on the large parcel (PIN 5780-
01-07-3164). These structures should be evaluated for the presence of Recognized
Environmental Conditions (RECs) and removed prior to construction operations.
Topsoil, root zones, stumps, organics, household debris and any other unsuitable materials
should be stripped beyond the proposed structural and pavement envelopes. We anticipate
any PLOW ZONE soils remaining after stripping operations may be mixed with underlying
residual soils and be used as structural fill. It was noted that small amounts of household
debris and trash were observed on the surface near test pit location TP-3. In fill sections,
the area should be stripped an additional width to accommodate a minimum 1:1 structural
fill slope plus 5 feet. It was also noted that organic stained soils were encountered beneath
the surface organics at test pit location TP-7 up to 20" BGS. We anticipate any organic
stained soils remaining after stripping operations can be satisfactorily mixed with on-site or
imported soils and be used as structural fill. Organic stained soils remaining at areas to
receive fill placement or are at subgrade elevation should be closely monitored or removed.
Currently grading plans and proposed design elevations are unknown. However, we
anticipate soils from the central parts of the site will be cut down and used to fill on the
perimeter of the site. Regardless, below are our general recommendations for the cut and
fill areas on the site:
Cut Areas — Once the surface organic soils are removed, we anticipate the underlying
residual soils will be sufficient to be used as structural fill for building, parking lots, and
roadway support. The excavated soils should be evaluated for the presence of household
debris, and ELASTIC SILT (MH). If slightly elastic SILT (ML), or small amounts of ELASTIC
Rusher 80 Acre Property Development-Geotechnical Engineering Evaluation June 8,2023
CESI Project Number 220396.100 Page 3

SILT (MH) are encountered in the cut areas, we anticipate it could be mixed with suitable
on-site material and used as structural fill as long as they can remain stable during grading
operations. After reaching final grade elevation the finished surface should be evaluated by
proofrolling to identify areas of instability.
Fill Areas — After stripping, areas receiving fill soils to provide support should be carefully
evaluated for the presence of soft surficial soils by proofrolling with a 25-ton, four-wheeled,
rubber-tired roller, a loaded dump truck, or similar approved equipment. The proofroll
operation should be carefully monitored by our Engineer. Areas that wave, rut, or deflect
excessively and continue to do so after several passes of the proofroller may need to be
undercut to stiffer soils. The undercut areas should be backfilled in thin lifts with approved,
compacted fill materials, preferably granular soils or aggregate base course stone. Areas
containing ELASTIC SILT (MH) not discovered during our investigation should be
thoroughly evaluated prior to structural fill placement. If undercutting and replacing
with satisfactory fill soils is not feasible, chemical or mechanical subgrade stabilization
methods may be implemented under direction of our Engineer. Recommendations for
mechanical or chemical soil stabilization can be provided by CESI if required during grading
operations.
Due to the presence of fine-grained soils on the site, it is imperative that positive surface
drainage be maintained during grading operations to prevent water from ponding on the
surface. The surface should be rolled smooth and sloped away from structural areas to
enhance drainage if precipitation is expected. Subgrades damaged by construction
equipment should be immediately repaired to avoid further degradation in adjacent areas
and to help prevent water ponding.
Fill Material and Placement
Recommended criteria for soil fill characteristics and compaction procedures are listed
below. The project design documents should include the following recommendations to
address proper placement and compaction of project fill materials. We do not recommend
the use of soils of high plasticity, with a PI greater than 25 as structural fill. Earthwork
operations should not begin until representative borrow soil samples are collected and
tested (allow 3 to 4 days for sampling and testing).
Earth Fill Materials
❑ General guidelines for project fill should control properties such as Plasticity Index
(PI), gradation, and organic content. The use of the following USCS soil types, as
defined by ASTM D 2487, should be satisfactory for use as project fill: GW, GP,
GM, GC, SW, SP, SM, SC, ML, MH (provided the PI is 25 percent or less for MH
soils), or combinations thereof.
❑ Organic content should be no greater than 5 percent by weight, and no large roots
should be allowed. Additionally, maximum particle sizes should be limited to 4
inches or less.
Rusher 80 Acre Property Development-Geotechnical Engineering Evaluation June 8,2023
CESI Project Number 220396.100 Page 4

Compaction Recommendations
❑ One standard Proctor compaction test and one Atterberg limits test for each soil
type used as project fill. Gradation tests may be necessary and should be
performed at the Project Geotechnical Engineer's discretion.
❑ Maximum loose lift thickness — 8 inches.
❑ Compaction requirements — 95 percent of the maximum dry density to a depth of
1 foot below subgrade, and 100 percent within the upper 1 foot as determined by
the standard Proctor compaction test.
❑ Soil moisture content at time of compaction — within plus 3 percent to minus 3
percent of the optimum moisture content.
❑ One density test every 2,500 square feet for each lift or two tests per lift, whichever
is greater (for preliminary planning only; the test frequency should be determined
by our geotechnical engineering staff).
❑ Trench fill areas— one density test every 75 linear feet at vertical intervals of 2 feet
or less.
Sitework construction should be monitored by our Construction Materials Testing Engineer.
Our Construction Materials Testing Engineer's (or technician) duties should include
observation of proofrolling activities, evaluating soil subgrades prior to fill placement,
density testing of the soil backfill and density testing of the aggregate base course stone.
Field observations, monitoring, and quality assurance testing during earthwork and
pavement construction are an extension of this analysis.
Shallow Foundation Construction
The building foundations should be sized for a maximum net allowable bearing pressure of
2,500 pounds per square foot. The exploration findings indicate the structures may be
supported by shallow spread footings bearing on approved stiff residual soil, or newly
placed structural FILL. We anticipate the total settlement potential of the footings to be less
than 1" and maximum differential settlement to be less than a 1/2". All footings should bear
at a minimum depth of 12 inches below exterior grades for frost protection. Properly
reinforced building footings with adequate slab control joints are recommended to handle
slight differential settlements, if they occur.
CESI recommends a thorough foundation bearing surface evaluation be performed and the
footing approved prior to concrete placement. Foundation bearing surfaces should be
inspected by our Engineering Technician under our Engineer's review prior to concrete
placement to confirm that suitable soils are present at the bearing elevation. We
recommend that bearing surfaces be evaluated by hand auger borings with Dynamic Cone
Penetrometer (DCP) testing equipment prior to concrete placement to determine whether
the foundation bearing soils encountered during construction are similar to those found
during our geotechnical exploration.
DCP testing is a verification tool to be used for an economical bearing grade evaluation
during construction. It will help detect isolated areas of soft residual soils or loosely
compacted soils. Unsuitable soil detected during this evaluation should be repaired as
directed by the geotechnical engineer. Footing bearing grades identified as having soft
soils should be undercut and replaced with properly compacted structural fill soils or
Rusher 80 Acre Property Development-Geotechnical Engineering Evaluation June 8,2023
CESI Project Number 220396.100 Page 5

crushed aggregate. The depth and width of undercutting should be recommended by our
Engineer.
Bearing surfaces for shallow spread foundations should not be disturbed or left exposed
during inclement weather. Saturation of the on-site soils will cause a loss of strength and
increased compressibility. Excavations for footings in stiff residual soils or newly placed
structural fill should be completed with a toothed bucket backhoe following excavation to
reduce disturbance of the subgrade soils. Confined excavations should conform to
applicable OSHA regulations and North Carolina State Building Codes. Upon their
exposure, bearing grades should have excess and loosened material removed. The final
grades should be firm and stable, and free of loose soil, rock, mud, water, or frost. If
construction occurs during inclement weather and concreting of the foundation is not
possible at the time it is excavated, a layer of lean concrete should be placed on the over
excavated bearing surface subsequent to testing for protection. Also, concrete should not
be placed on frozen subgrades.
General Mass Rock Excavation:
Track hoe refusal rock was encountered at one of the test locations, between at 140" BGS.
Based on our findings, and anticipated grades, we do not anticipate complications due to
track hoe refusal rock on the site unless deep cuts are made for mass grading or borrow /
swap areas. However, for contractual purposes, CESI recommends that Rock be defined
as the following:
Any material which cannot be excavated with a single-tooth ripper drawn by a crawler
tractor having a draw bar pull rated at not less than 56,000 pounds (Caterpillar D8K or
equivalent) or excavated by a trackhoe having a bucket curling force rated at not less than
33,000 pounds (Caterpillar 315C or equivalent).
Trench Rock Excavation:
Any material which cannot be excavated with a backhoe having a bucket curling force rated
at not less than 33,000 pounds (Caterpillar 315C or equivalent). If these rock excavation
conditions are encountered, CESI should be notified for verification and quantification.
Excavation of trench rock will then require fracturing using jack hammering or blasting.
Seismic Information
In accordance with the International Building Code (IBC) as adapted by North Carolina and
Chapter 20, Table 20.3-1 of the American Society of Civil Engineers (ASCE) 7-16 Design
Standards, a Site Class "D" should be assigned to the site for seismic design purposes of
the proposed barn location. Site specific subsurface data was determined to the boring
termination depth of up to 35 feet below existing grade. The Seismic Site Class is derived
from the standard penetration test data recorded during drilling.
Rusher 80 Acre Property Development-Geotechnical Engineering Evaluation June 8,2023
CESI Project Number 220396.100 Page 6

Supplemental information not included in the June 20, 2022 report
Optional MASW Testing
Based on our subsurface investigation (using Standard Penetration Resistance values), a
Seismic Site Class of"D"was attributed to the proposed structure location. If advancing the
Site Class to "C" would be advantageous to the cost and design of the building structure,
we anticipate it is possible that a higher Seismic Site Class can be acquired using
Multichannel Analysis of Surface Waves (MASW) testing. A Multi Analysis of Surface
Waves (MASW) Testing could be performed within the proposed development areas as
follows:
A MASW seismic survey should be performed to determine approximate shear wave
velocity values within the depth interval of 0 to 100 feet below surface for seismic soil site
classification.
MASW seismic survey should be conducted at an estimated two locations within the
building pad area. The MASW survey records surface wave seismic data and converts
the data into approximate shear wave velocity values.A profile of approximate shear wave
data is obtained within the depth interval of 0 to 100 feet that can be used to determine
the site's seismic soil site classification.
The MASW survey will be conducted using twenty-four, 4.5 Hz geophones connected to
a Geometrics 24-Channel Geode seismograph. Each MASW test will consist of one
spread of 24 geophones spaced 5 feet apart. The source will consist of a 20-pound
sledgehammer placed 10 feet from the first geophone. Additional shots may be taken with
varying hammer offsets to ensure the best depth penetration.
The seismic data should be processed using SurfSeis software. Apparent depth versus
shear wave velocity profiles will be generated for each survey line using the SurfSeis
processing program. Depth-averaged shear wave velocity results should be utilized along
with SPT data acquired during drilling to determine seismic site classification.
Retaining Wall Parameters
If free standing retaining walls should be required on the site, the walls should be designed
using active earth pressure parameters. Walls that will be prevented from rotating and not
free to deflect should be designed to resist the at-rest lateral earth pressure. Soils behind
the retaining walls are assumed to exert a triangular stress distribution, which can be
modeled in terms of an equivalent fluid weight. Passive earth pressure of soil adjacent to
the footing, as well as soil friction at the footing base, may be used to resist sliding. The
following table contains values of earth pressure coefficients and equivalent fluid unit
weights for the active, at-rest, and passive earth pressure conditions.
Rusher 80 Acre Property Development-Geotechnical Engineering Evaluation June 8,2023
CESI Project Number 220396.100 Page 7

Lateral Earth Pressure Parameters
Soil Type: Fine Sandy SILT (ML)
Earth Pressure Equivalent Fluid Unit
Frictional Coefficients Total Weight
Resistance Unit Weight
Coefficient Active At-rest Passive yi EFWA EFWO EFWP
FR KA KO KP (pcf) (Active) (At-rest)(Passive)
(pcf/f) (pcf/f) (pcf/f)
0.30 0.4 0.5 2.8 120 48 60 336
The above is based on a sandy SILT(ML)soil with angle of internal friction of approximately
= 28 in a drained condition; development of hydrostatic pressure from leaking utility lines,
adjacent water runoff, etc. are not considered. As such, it is recommended that a drainage
system be implemented to quickly relieve any hydrostatic pressure behind wall sections.
The system can be constructed of a washed stone layer separated from the adjacent soils
by non-woven filter fabric and drained by weep holes and/or perforated pipe away from the
structure.
FOLLOW-UP SERVICES
Field observations, monitoring, and quality assurance testing during earthwork, foundation
installation and building construction are an extension of the geotechnical design. As a
result, we recommend the following:
• Verification of removal of topsoil, root zones, stumps, organics and household
debris;
• Proofroll observations of areas to receive structural fill,
• Density testing during fill soil placement within structural pad areas and streets;
• Utility trench backfill (storm, sanitary, and water placed within structural areas);
• Retaining wall construction monitoring and testing;
• Foundation bearing evaluation within excavated footings;
• Structural reinforced concrete testing and inspections;
• Proofroll observations within the pavement areas prior to concrete curb, aggregate
base course stone, asphalt and concrete placement.
Rusher 80 Acre Property Development-Geotechnical Engineering Evaluation June 8,2023
CESI Project Number 220396.100 Page 8

We appreciate the opportunity to be of service to Tectonic, LLC in this supplemental phase of
the Rusher 80 Acre Property Development project in East Spencer, North Carolina. We look
forward to helping you through project completion. If you have any questions, please feel free
to call.
Respectfully submitted,
CESI `\``tttttnl l urrrru„/�
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Thomas Gray James G. (Jay) Eaves Ill, PE
Project Engineer Division Manager
ATTACHED:
SOIL TEST LOCATION PLAN
SOIL TEST LOCATION PLAN(with conceptual overlay)
SOIL TEST TERMINATION DEPTH PLAN
SOIL TEST TERMINATION DEPTH PLAN(with conceptual overlay)
KEY TO BORING SYMBOLS
LOGS OF AUGER BORING
SOIL TEST BORING PROCEDURE
Rusher 80 Acre Property Development-Geotechnical Engineering Evaluation June 8,2023
CESI Project Number 220396.100 Page 9

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PO Box 268 Concord,North Carolina 28026-0268 East Spencer, North Carolina SCALE NTS
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... (.t *li 1"re tic,plifil tjt,.ik.: at,411.. '-aa •-. 0„ * ,....k", ,,-L, : .. , . • ,' '," .14.,, ..,., ''''• , t r11
. ' ', irt ..** 1 • ;4_ _.,„, a,,. ,' Avin... , , . ,. ,,,. ,....,i , .. i,r1.4..... ..111r, litiosipione, 11 .
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if th. i
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t•ir*I hi.
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w
it' 1 ,` '- ',•
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....- ••.,...
=
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„...A. ...,i. ,.
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Termination Depth
DATE: 6-2-23
CESF SOIL TEST TERMINATION DEPTH PLAN DRAWN BY TKG
Proposed Rusher 80 Acre Site Supplemental Borings PROJECT#:220396.100
45 Spring Street SW
PO Box 268 Concord,North Carolina,28026 0268 East Spencer, North Carolina SCALE NTS
Phone [phone]
Fax [phone] DRAWING NO 3
maw cemcgs com License C 0263

<::: \1 k'ROY E. .rr� }
f_- CUT Wl,.
- -) - -
- LMAX 4F
. i! '' . ,
35' 1
1' `�
35' ,11
II ,
Sit,'
� I 35'
REVISIONS
1
i_
_` 3 5'
,k_____
* Termination Depth
SOIL TEST TERMINATION DEPTH PLAN DATE: 6-2-23
CEST With Conceptual Overlay DRAWN BY: TKG
PROJECT#:220396.100
45 Spring Street SW Proposed Rusher 80 Acre Site Supplemental Borings SCALE:Box 268 NTS
Concord,North Carolina,28026-0268
Phone: [phone] East Spencer, North Carolina DRAWING NO.: 4
Fax:((70)786-540
www.cesicgs.com License C-02fi3

SOIL CLASSIFICATION CHART CORRELATION OF
MAJOR DIVISIONS SYMBOLS TYPICAL
GRAPH LETTER DESCRIPTIONS STANDARD PENETRATION RESISTANCE
■wo■s WITH
CLEAN ' GW WELL-GRADED
NoG ADRESRA GRAVELS, - RELATIVE DENSITY AND CONSISTENCY
GRAVEL GRAVELS ......1. FINES
AND o`?LS o`?LS
GRAVELLY I Qo Qo POORLY-GRADED GRAVELS,
SOILS (LITTLE OR NO FINES))o D�o DC GP GRAVEL-SAND MIXTURES,LITTLE
DO n/Oe O O OR NO FINES
COARSE 0 I U
GRAINED GRAVELS WITH j(3 �O''C GM SILTY GRAVELS,GRAVEL-SAND- Sand and Gravel
SOILS MORE THAN 50% FINES lb
SILT MIXTURES
OF COARSE DO o Q
FRACTION !r Standard Penetration Resistance Approximate
RETAINED ON NO. AVBlowSper Foot Relative Density
AMOUNT OF FINES) f�� � " 0-4 Very Loose
- '� s 5-10 Loose
CLEAN SANDS G WELL-GRADED SANDS,GRAVELLY 11-20 Firm
MORE THAN 50% SAND I SW SANDS,LITTLE OR NO FINES 21-30 Very Firm
OF MATERIAL IS AND
LARGER THAN SANDY `" 31-50 Dense
NO.200 SIEVE SOILS POORLY-GRADED SANDS,
SIZE (LITTLE OR NO FINES)::.:::::.:::.:::::::.. SP GRAVELLY SAND,LITTLE OR NO Over 50 Very Dense
FINES
SANDS WITH SILTY SANDS,SAND-SILT
MORE THAN 50% FINES SM MIXTURES Silt and Clay
OF COARSE
FRACTION
PASSING ON NO. Standard Penetration Resistance Approximate
4 SIEVE AMOUNT OF FINES) :.; SC MIXTURES CLAYEY SANDS,SAND-CLAY Blows per Foot Consistency
0-1 Very Soft
INORGANIC SILTS AND VERY FINE 2-4 Soft
ML R CLAYEY FIINEK FLOUR, OR SANDS OR CLAYEY 5-8 Firm
SILTS WITH SLIGHT PLASTICITY 9-15 Stiff
SILTS INORGANIC CLAYS OF LOW TO
FINE AND LIQUID LIMIT `L MEDIUM PLASTICITY,GRAVELLY £t-! 0
GRAINED CLAYS SANCLAYS ] Very Hard
___ OL ORGANIC SILTS AND ORGANIC
— — — SILTY CLAYS OF LOW PLASTICITY
MORE THAN 50% INORGANIC SILTS,MICACEOUS OR
OF MATERIAL IS MH DIATOMACEOUS FINE SAND OR
SMALLER THAN SILTY SOILS CES$
NO.200 SIEVE
SIZE SILTS
AND LIQUID LIMIT CH INORGANIC CLAYS OF HIGH
CLAYS GREATER THAN 50 l� PLASTICITY
OH ORGANIC CLAYS OF MEDIUM TO
,,.., HIGH PLASTICITY,ORGANIC SILTS
Key to Symbols and Descriptions
HIGHLY ORGANIC SOILS ,, ,,„ ���' ,,I' = PT PEAT,HUMUS,SWAMP SOILS WITH
HIGH ORGANIC CONTENTS
NOTE DUAL SYMBOLS ARE USED TO INDICATE BORDERLINE SOIL CLASSIFICATIONS

Log of Auger Boring No. B-1 Page 1 of 1
CE�� Project: Rusher Property Supplimental Borings Date Drilled : 05/31/2023
Location : East Spencer,NC _ Project No. 220396.100
Drilling Method: Auger Rig Type: Mobile B47 Surface Elevation Not Determinettl. Cave-in Depth: ft.
Initial GWL: Not Encountered ft. Delayed GWL: N/A ft.
Boring Diameter: 6 Hammer: Drop
Northing: ft. Easting: ft.
SAMPLE TYPE 11 DISTURBED ® SPT SAMPLE ■ SHELBY TUBE ❑Q NO RECOVERY 0 CORE
SAMPLES
D MATERIAL CLASSIFICATION PL(%) NMC(%) LL(%)
E E AND REMARKS O 0 0
L T BLOWS
E T I G Y PERA FINES(%)
V H T W P 6 IN • SPT N-Value(bpf)
(ft) (ft) H L E 10 20 30 40 50 70 90
-
- 0
,--
1" Gravel _
- - Stiff reddish brown clayey SILT(ML) X 3-5-9 •
_ 5 _ Stiff reddish brown and brown SILT (ML) X 3-6-8
_ Stiff reddish brown, red, light brown, and yellow X 2-5-6
_ SILT(ML) J
- - X 2-4-5 •
—10-
- - Stiff red, reddish brown, black, and light brown X 3-4-5 t
-15— SILT (ML)
N
,-
O _ _
0
O - -
z _ _
W - - Stiff red, light brown, yellow, and black SILT x 2-4-6
Z —20— (ML)
0
Z
W
0
0 _I
z
o 3-6-9
l\P
0_ —25—
M
N
O
N
o
Z _ _
° - - Moist stiff reddish brown, light brown, black, and x 2-5-94\P
1- —30— yellow SILT(ML)
Z
w -
2
a• - -
a
- - Moist very stiff light brown, yellow, black,white, X 5-8-11
o —35 7 and reddish brown SILT(ML)
0_ - - Boring terminated at 35'
W - -
O -
0
J
Z
o Key to Abbreviations
m
0,• GWL-Groundwater Level PL-Plastic Limit NMC-Natural Moisture Content
i LITH-Lithologic Symbol LL-Liquid Limit SPT-Standard Penetration Test

Log of Auger Boring No. B-2 Page 1 of 1
CE�� Project: Rusher Property Supplimental Borings Date Drilled : 05/31/2023
Location : East Spencer,NC _ Project No. 220396.100
Drilling Method: Auger Rig Type: Mobile B47 Surface Elevation Not Determinettl. Cave-in Depth: ft.
Initial GWL: Not Encountered ft. Delayed GWL: N/A ft.
Boring Diameter: 6 Hammer: Drop
Northing: ft. Easting: ft.
SAMPLE TYPE 11 DISTURBED ® SPT SAMPLE ■ SHELBY TUBE ❑Q NO RECOVERY 0 CORE
SAMPLES
D MATERIAL CLASSIFICATION PL(%) NMC(%) LL(%)
E E AND REMARKS O 0 0
L T BLOWS
E T I G Y PERA FINES(%)
V H T W P 6 IN • SPT N-Value(bpf)
(ft) (ft) H L E 10 20 30 40 50 70 90
-
- o 12"Topsoil and PLOW ZONE
- - Stiff reddish brown clayey SILT(ML) X 4-5-7
- - Very stiff reddish brown clayey SILT(ML) X 3-7-9
— 5 — I
_ _ Stiff reddish brown and yellow slightly clayey X 2-5-6
_ SILT (ML)
- - Moist stiff reddish brown, light brown, and X 3-4-5
—10— yellow SILT(ML)with trace CLAY(CL)
- - Moist stiff reddish brown, light brown, yellow, X 2-5-8
• —15— and black SILT(ML)
N
H
0
0 - -
z
K - _
w X 2-4-7
z —20—
z
w
0
o
z _ _
o - - Stiff light brown, reddish brown, black, and x 3-4-6
• —25— yellow SILT (ML)
M
N -
O
N
0
z - -
o - j Moist very stiff light brown, yellow, gray, reddish x 4-7-11
• —30— brown, and black SILT(ML)
z
w -
2
a• - -
a
D - -
- - Moist very stiff gray, light brown, and white SILT X 4-8-11 •
o —35 - (ML) I—
I
- - Boring terminated at 35'
- -
o Key to Abbreviations
m
w
• GWL-Groundwater Level PL-Plastic Limit NMC-Natural Moisture Content
i LITH-Lithologic Symbol LL-Liquid Limit SPT-Standard Penetration Test

Log of Auger Boring No. B-3 Page 1 of 1
CE�� Project: Rusher Property Supplimental Borings Date Drilled : 05/31/2023
Location : East Spencer,NC _ Project No. 220396.100
Drilling Method: Auger Rig Type: Mobile B47 Surface Elevation Not Determinettl. Cave-in Depth: ft.
Initial GWL: Not Encountered ft. Delayed GWL: N/A ft.
Boring Diameter: 6 Hammer: Drop
Northing: ft. Easting: ft.
SAMPLE TYPE 11 DISTURBED ® SPT SAMPLE ■ SHELBY TUBE ❑Q NO RECOVERY 0 CORE
SAMPLES
D MATERIAL CLASSIFICATION PL(%) NMC(%) LL(%)
P AND REMARKS L O 0 0
T BLOWS
I G Y PERA FINES(%)
V H T W P 6 IN • SPT N-Value(bpf)
(ft) (ft) H L E 10 20 30 40 50 70 90
10"Topsoil and PLOW ZONE �-
- - Stiff reddish brown clayey SILT(ML) x 3-4-6
- -' Moist stiff reddish brown, yellowish red, and X 2-4-5
— 5 — light brown SILT(ML)with little fine SAND (SM)
_ Moist stiff light brown, yellowish red,white, and X 2-4-5
_ reddish brown SILT(ML)
- - Moist stiff white, light brown, and light yellow X 2-4-6
—10— SILT(ML)with little fine SAND (SM)
- Moist stiff white, gray, and black SILT(ML) x 3-5-9
—15
N
K - _ \ /
• —20—
o
z
0
• - -
Z _
• - - Very stiff light brownish gray,white, black, and X 4-7-11
• —25— light brown SILT(ML)
- -
N -
N
0
Z - -
o - - Moist very stiff light brownish gray, light brown, x 6-11-16
—30— black, and reddish brown SILT(ML) •
w -
2
a• - -
a
- -
- - Very stiff light brown, yellow,white, and reddish 5-11-16 •
o -35 7 brown SILT(ML)
I
- - Boring terminated at 35'
- -
o Key to Abbreviations
w
• GWL-Groundwater Level PL-Plastic Limit NMC-Natural Moisture Content
LITH-Lithologic Symbol LL-Liquid Limit SPT-Standard Penetration Test

Log of Auger Boring No. B-4 Page 1 of 1
CE�� Project: Rusher Property Supplimental Borings Date Drilled : 05/31/2023
Location : East Spencer,NC _ Project No. 220396.100
Drilling Method: Auger Rig Type: Mobile B47 Surface Elevation Not Determinettl. Cave-in Depth: ft.
Initial GWL: Not Encountered ft. Delayed GWL: N/A ft.
Boring Diameter: 6 Hammer: Drop
Northing: ft. Easting: ft.
SAMPLE TYPE 11 DISTURBED ® SPT SAMPLE ■ SHELBY TUBE ❑Q NO RECOVERY 0 CORE
SAMPLES
D MATERIAL CLASSIFICATION PL(%) NMC(%) LL(%)
E E AND REMARKS O 0 0
L T BLOWS
E T I G Y PERA FINES(%)
V H T W P 6 IN • SPT N-Value(bpf)
(ft) (ft) H L E 10 20 30 40 50 70 90
-
_ 3"Topsoil and PLOW ZONE
- - Very stiff reddish brown clayey SILT(ML) X 5-8-10
/II
- - Stiff reddish brown,yellowish red, and light I x 3-4-5 •
— 5 — brown SILT(ML)
_ Stiff yellowish red, light brown, and reddish X 2-4-5 •
_ brown SILT(ML)
- - Moist stiff yellowish red and light brown SILT X 2-4-5 •
—10— (ML)
j\D
- - Moist stiff light brown, yellow, and reddish X 2-4-6
—15— brown SILT(ML)
N
H
O _ _
0
Z _
W - - Moist stiff light brown and yellow SILT(ML) X 3-6-8
z —20—
o
Z
W
0
0
o - - Very stiff yellow, light brown, and black fine ± X 5-8-8 •
• —25— sandy SILT(ML)with trace coarse SAND (SM)
M
0 -
O
N
0
z _ _
° - - Very stiff yellow, light brown,white, and black X 5-7-10
• —30— very fine sandy SILT (ML)
Z
w -
2
a• - -
a
D - -
- - Stiff light brown,white, red, brown, and black X 4-5-8
o —35 SILT (ML)with small seams of reddish brown
• - -land light brown silty CLAY(CL)
Lu
• - - Boring terminated at 35'
u)
W
0
J
Z
o Key to Abbreviations
m
0,• GWL-Groundwater Level PL-Plastic Limit NMC-Natural Moisture Content
i LITH-Lithologic Symbol LL-Liquid Limit SPT-Standard Penetration Test

Log of Auger Boring No. B-5 Page 1 of 1
CE�� Project: Rusher Property Supplimental Borings Date Drilled : 05/31/2023
Location : East Spencer,NC _ Project No. 220396.100
Drilling Method: Auger Rig Type: Mobile B47 Surface Elevation Not Determinettl. Cave-in Depth: ft.
Initial GWL: Not Encountered ft. Delayed GWL: N/A ft.
Boring Diameter: 6 Hammer: Drop
Northing: ft. Easting: ft.
SAMPLE TYPE 11 DISTURBED ® SPT SAMPLE ■ SHELBY TUBE ❑Q NO RECOVERY 0 CORE
SAMPLES
D MATERIAL CLASSIFICATION PL(%) NMC(%) LL(%)
P AND REMARKS L O
T BLOWS O
I G Y PERA FINES(%)
V H T W P 6 IN • SPT N-Value(bpf)
(ft) (ft) H L E 10 20 30 40 50 70 90 _
_- 0 - rr
3"Topsoil
- - Stiff reddish brown clayey SILT(ML) 4-4-5
- -' Moist firm red, reddish brown, and yellow SILT X 2-3-4
— 5 — (ML)with little CLAY(CL)
_ Moist stiff red, yellow, black, and light brown I X 3-4-5
_ SILT(ML)
x 3-5-7
—10—
- - x 4-6-8 •
—15—
N
0
O _ -
Z
W - - Moist stiff light brown, reddish brown, red, black, X 4-6-8 •
• —20— and yellow SILT(ML)
Z _ _
W
0
o - - Moist very stiff light brown, brown, black, red, ± X 4-6-10
• —25— yellow, and reddish brown SILT(ML) -
M
N -
N
0
Z _ _
° - - Very stiff light brown, yellow, yellowish red, and ' x 4-8-11 4\1
• —30— black SILT (ML) - -
w -
2
a• - -
a
- -
- - Moist very stiff light brown, yellow, gray, and x 6-8-11 •
o —35— black SILT(ML) I —
0 - - Boring terminated at 35'
W - -
0
J
Z
o Key to Abbreviations
w
• GWL-Groundwater Level PL-Plastic Limit NMC-Natural Moisture Content
LITH-Lithologic Symbol LL-Liquid Limit SPT-Standard Penetration Test

Log of Auger Boring No. B-6 Page 1 of 1
CE�� Project: Rusher Property Supplimental Borings Date Drilled : 05/31/2023
Location : East Spencer,NC _ Project No. 220396.100
Drilling Method: Auger Rig Type: Mobile B47 Surface Elevation Not Determinettl. Cave-in Depth: ft.
Initial GWL: Not Encountered ft. Delayed GWL: N/A ft.
Boring Diameter: 6 Hammer: Drop
Northing: ft. Easting: ft.
SAMPLE TYPE 11 DISTURBED ® SPT SAMPLE ■ SHELBY TUBE ❑Q NO RECOVERY 0 CORE
SAMPLES
D MATERIAL CLASSIFICATION PL(%) NMC(%) LL(%)
P AND REMARKS L T BLOWS O 0 0
I G Y PERA FINES(%)
V H T W P 6 IN • SPT N-Value(bpf)
(ft) (ft) H L E 10 20 30 40 50 70 90
-- 0 -
\6"Topsoil and PLOW ZONE i1777
- Very stiff reddish brown clayey SILT(ML) 3-6-12
- Stiff reddish brown and red slightly clayey SILT -- 3-5-6
— 5 — (ML) II i1/1
_ Stiff red, reddish brown, yellow, and black SILT 3-4-6
_ - (ML)
3-4-7
—10—
- Stiff red, light brown, reddish brown, black, and -- 4-6-7
• —15— yellow SILT (ML)
V\
• _ -
w 4-6-9 •
• —20—
o
• _ _
Z _
• - - Very stiff light brown, red, brownish yellow, and -- 4-6-10 •
• —25— black SILT (ML)
N - -
N
0
Z _ _
° - - Very stiff yellow, light brown, reddish brown, x 3-6-12 •
• —30— and black SILT(ML)
w -
2
a• - -
a
- -
- - Very stiff light brown, yellow, and black SILT -- 4-9-12
o —35--(ML)
I
- - Boring terminated at 35'
- -
o Key to Abbreviations
w
• GWL-Groundwater Level PL-Plastic Limit NMC-Natural Moisture Content
LITH-Lithologic Symbol LL-Liquid Limit SPT-Standard Penetration Test

FIELD PROCEDURE
SOIL TEST BORINGS
ASTM D-1586
The borings were made by advancing 5 inch diameter hollow stem augers. At regular intervals, soil
samples were obtained through the hollow stem augers with a standard 1.4-inch I.D., 2.0-inch O.D.,
split-tube sampler.
The sampler was initially seated 6 inches to penetrate any loose cuttings; then driven an additional foot
with blows of a 140-pound hammer falling 30 inches. The number of hammer blows required to drive
the sampler the final foot was recorded and is designated as the standard penetration resistance.
Penetration resistance, when properly evaluated, is an index to the soil's strength and density.
The samples were classified in the field by the driller as they were obtained. Representative portions of
each soil sample were then sealed in labeled glass jars and transported to our laboratory. The samples
were examined by a graduate geotechnical engineer or engineering geologist to check visually the field
classification. All boring data, including sampling intervals, penetration resistances, soil classifications,
and groundwater level are shown on the attached Test Boring Records.

CEST
Civil — Geotechnical — Surveying
May 31, 2023
Wake Hamilton
Tectonic, LLC
101 South Kings Drive
Suite 200
Charlotte, North Carolina 28204
Reference: Seasonal High Groundwater Determination
Proposed Rusher 80 Acre Site Development
East Spencer, North Carolina
CESI Project Number 220396.100
Mr. Hamilton,
CESI has performed a seasonal high groundwater determination for three proposed
Stormwater BMP's for the Rusher 80 Acre Site Development project. We completed this
seasonal high groundwater determination in accordance with an email request from Tim
Wipperman of Arco Design/Build and your concurrence.
On 5-25-23 CESI performed hand auger borings within the locations of the proposed BMP
ponds. Test location coordinates as well as approximate ground elevations and bottom of
proposed basin elevations were provided by Arco prior to our mobilization. The test
locations were not surveyed. Rather, recreational grade GPS equipment was utilized to
locate the test points. See below for approximate test locations.
•
AI\ ARCO
,/ DESIGN/BUILD
•
)31
r I`
;\ ' \\\`
I \` \\X , -
45 Spring Street, SW P.O. Box 268 Concord, NC 28026-0268 704-786-5404
www.cesicgs.com NC License No. C-0263

Once each of the hand auger borings was complete, the soils and site conditions were
recorded, and each location was left open to acclimate. On 5-30-23 CESI returned to the
site to observe the conditions of the augered hole.
The following seasonal high water table information should be utilized for basin design:
BMP-1
At BMP-1, hand auger cuttings consisted of residual slightly sandy clayey SILT (ML) down
to a termination depth of 7 feet below ground surface. No water was encountered during
hand auger boring operations nor approximately 120 hours later.
Based on our geotechnical findings and site observations, the seasonal high groundwater
elevation is deeper than elevation 638.
BMP-2
At BMP-2, near surface hand auger cuttings consisted of residual slightly sandy clayey SILT
(ML). However, the soils transitioned from moist at 2' and very moist at 4'. Water was
encountered at 6 feet below ground surface and presented difficulties advancing deeper in
the soil stratum. Multiple attempts were taken but the amount of subsurface water
prevented excavation past 7 feet below ground surface. The subsurface was allowed to
acclimate a moment and was measured at 6' below ground surface. Approximately 120
hours after hand auger boring operations, the conditions of the augered hole were observed.
The water level had stabilized at a level 6.5'below ground surface.
Based on our geotechnical findings and site observations, the seasonal high
groundwater elevation is approximately 646.0. The civil designer should be notified
of the findings and will have to modify the proposed BMP configuration accordingly.
BMP-3
At BMP-3, hand auger cuttings consisted of residual slightly sandy clayey SILT (ML) down
to a hand auger refusal depth of 10 feet below ground surface. It was noted that layers of
slightly elastic SILT (ML) was encountered between 6' and 8.5' below ground surface. No
water was encountered during hand auger boring operations. However, groundwater was
encountered approximately 120 hours after hand auger boring operations and the water
surface measured.
Based on our geotechnical findings and site observations, the seasonal high
groundwater elevation is approximately 637.0. Based on the preliminary information
provided, slight modification of the BMP may be warranted.
Rusher 80 Acre Site Development(East Spencer, NC)SHWT Determination May 31,2023
CESI Project Number 220396.100 Page 2

We appreciate the opportunity to be of service on the Rusher 80 Acre Site development
project. If you have any questions, please feel free to call.
Respectfully submitted,
CESI \\\c�H`\\\���m
CA RO4'/�i
'
pF ESS/p�ti9
19rqP°
SEAL
< ,
27837 5/ . 1/23
FNGI
C. 01/4,
` 4
James G. (Jay) Eaves III, PE
Engineer/ Division Manager
NC Registration Number 27837
Rusher 80 Acre Site Development(East Spencer, NC)SHWT Determination May 31,2023
CESI Project Number 220396.100 Page 3

5/11/23, 10:17 AM Precipitation Frequency Data Server
NOAA Atlas 14,Volume 2,Version 3
°°\ Location name: Salisbury,North Carolina,USA* ''''
Latitude:35.6824°,Longitude: -80.4136° a noon I
Elevation:m/ft** i
.175,i
4' *source:ESRI Maps "w
-.nu° **source:USGS "`" y
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/hour)1
Average recurrence interval(years)
Duration
1 2 5 10 25 50 100 200 500 1000
5-min 4.62 5.47 6.38 7.01 7.69 8.15 8.54 8.88 9.22 9.43
(4.26-5.02) (5.05-5.95) (5.87-6.94) (6.43-7.60) (7.03-8.34) (7.42-8.83) (7.73-9.26) (7.99-9.64) (8.22-10.0) (8.34-10.3)
10-min 3.69 4.37 5.11 5.60 6.13 6.49 6.79 7.03 7.29 7.43
(3.40-4.01) (4.04-4.76) (4.70-5.56) (5.14-6.07) I (5.60-6.64) (5.90-7.03) (6.14-7.36) (6.33-7.64) (6.50-7.93) (6.56-8.10)
15-min 3.08 3.67 4.31 4.72 5.18 5.48 5.72 5.92 6.12 6.22
(2.84-3.34) (3.38-3.99) (3.96-4.68) (4.34-5.12) (4.74-5.61) (4.98-5.94) (5.18-6.20) (5.32-6.42) (5.45-6.66) (5.49-6.78)
30-min 2.11 2.53 3.06 3.42 3.84 4.13 4.38 4.61 4.87 5.03
(1.94-2.29) (2.34-2.76) (2.82-3.33) (3.14-3.71) (3.51-4.16) (3.75-4.47) (3.96-4.75) (4.15-5.00) (4.34-5.30) (4.45-5.49)
60-min 1.32 1.59 1.96 2.23 2.56 2.80 3.02 3.23 3.49 3.67
(1.21-1.43) (1.47-1.73) (1.81-2.13) (2.05-2.42) (2.34-2.77) (2.54-3.03) (2.73-3.27) (2.91-3.51) (3.11-3.80) (3.25-4.01)
2-hr 0.758 0.918 1.14 1.31 1.52 1.68 1.83 1.98 2.17 2.30
(0.698-0.826) (0.844-1.00) (1.05-1.24) (1.20-1.42) (1.38-1.65) (1.52-1.82) (1.65-1.99) (1.77-2.15) (1.91-2.36) (2.01-2.51)
3-hr 0.537 0.650 0.811 0.932 1.09 1.21 1.33 I 1.45 1.60 1.72
(0.495-0.586) (0.599-0.709) (0.746-0.884) (0.854-1.01) (0.992-1.18) (1.10-1.31) (1.20-1.44) (1.29-1.57) (1.41-1.74) (1.49-1.87)
6-hr 0.326 0.393 0.491 0.566 0.665 1 0.743 0.821 0.899 1.00 1.08
(0.300-0.356) (0.362-0.430) (0.451-0.536) (0.518-0.616) (0.606-0.722)1(0.672-0.806) (0.736-0.890)1(0.798-0.974) (0.878-1.09) (0.936-1.18)
12-hr 0.191 0.230 0.288 0.334 0.396 0.446 0.496 0.548 0.618 0.673
(0.176-0.208) (0.212-0.252) (0.265-0.315) (0.306-0.364) (0.360-0.430) (0.402-0.482) (0.443-0.536) (0.484-0.591) (0.537-0.667) (0.576-0.726)
24-hr 0.115 0.138 0.174 0.201 0.238 0.268 0.298 0.329 0.371 0.404
(0.107-0.123) (0.129-0.149) (0.162-0.186) (0.187-0.216) (0.221-0.256) (0.249-0.287) (0.276-0.320) (0.304-0.353) (0.341-0.399) (0.370-0.435)
2-day 0.066 0.080 0.100 0.115 0.135 0.151 0.168 ' 0.185 1 0.207 0.225
(0.062-0.071) (0.075-0.086) (0.093-0.106) (0.107-0.123) (0.126-0.144) (0.141-0.162) (0.156-0.179)I(0.171-0.197) (0.191-0.222) (0.206-0.241)
3-day 0.047 0.057 0.070 0.081 0.095 0.106 0.118 0.129 0.145 0.158
(0.044-0.050) (0.053-0.061) (0.066-0.075) (0.075-0.086) (0.089-0.101) (0.099-0.113) (0.109-0.126) (0.120-0.138) (0.134-0.156) (0.145-0.169)
4-day 0.038 0.045 0.055 0.064 0.075 0.084 I 0.093 0.102 0.114 I 0.124
(0.035-0.040) (0.042-0.048) (0.052-0.059) (0.060-0.068) (0.070-0.080) (0.078-0.089) (0.086-0.099) (0.094-0.109) (0.105-0.122) (0.114-0.133)
7-day 0.025 0.030 0.036 0.041 0.048 0.053 0.059 0.064 0.072 0.078
(0.023-0.026) (0.028-0.031) (0.034-0.038) (0.038-0.043) (0.045-0.051) (0.050-0.057) (0.055-0.062) (0.060-0.069) (0.067-0.077) (0.072-0.084)
10-day 0.020 0.023 0.028 0.032 0.037 0.041 0.045 0.049 0.054 0.058
(0.019-0.021) (0.022-0.025) (0.027-0.030) (0.030-0.034) (0.035-0.039) (0.038-0.043) (0.042-0.047) (0.045-0.051) (0.050-0.057) (0.054-0.062)I
20-day 0.013 0.016 0.018 0.021 0.024 0.026 0.028 0.031 0.034 0.037
(0.013-0.014) (0.015-0.016) (0.018-0.019) (0.020-0.022) (0.022-0.025) (0.025-0.027) (0.027-0.030) (0.029-0.032) (0.032-0.036) (0.034-0.039)
30-day 0.011 0.013 0.015 0.017 0.019 0.020 0.022 0.023 0.026 0.027
(0.010-0.011) (0.012-0.013) (0.014-0.016) (0.016-0.017) (0.018-0.019) (0.019-0.021) (0.021-0.023) (0.022-0.025) (0.024-0.027) (0.026-0.029)
45-day 0.009 0.011 0.012 0.013 0.015 0.016 0.017 0.018 0.020 0.021
(0.009-0.010) (0.010-0.011) (0.012-0.013) (0.013-0.014) (0.014-0.016) (0.015-0.017) (0.016-0.018) (0.017-0.019) (0.019-0.021) (0.020-0.022)
60-day 0.008 0.010 0.011 0.012 0.013 0.014 0.015 0.016 0.017 0.017
(0.008-0.009) (0.009-0.010) (0.010-0.011) (0.011-0.012) (0.012-0.013) (0.013-0.014) (0.014-0.015) (0.015-0.016) (0.016-0.017) (0.017-0.018)1
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 NOAAAtlas 14 document for more information.
Back to Top
PF graphical
https://hdsc.nws.noaa.gov/hdsc/pfds/pfds_printpage.html?lat=35.6824&Ion=-80.4136&data=intensity&units=english&series=pds 1/4

5/11/23, 10:17AM Precipitation Frequency Data Server
PDS-based intensity-duration-frequency (IDF) curves
Latitude: 35.6824°, Longitude: -80.4136°
10.000 1 1 I 1 1
. Average recuence
c
c :::: T
G — 200
a 500
— 1000
0.001 —
c c c c c 6- 6- 6- i- k- >, >,>. >, >, >, >, >,>.
'F •- •- .1= •- -c -c -c -c -c IO IO ID co IO co co IO IO
N r11 lb N V N A4. -D -0-D -0 -D -D -D -0-0
iA OI -I rn lD r-1 f r- o o fo CI o
ID
Duration
10.000 1 I 1 I- _ 1 1
.. 1.000 ---------- l
Duration
— 5-min — 2-day
I
0.100i 0.010 - _ — 2-hr — 20-day
i — 3-hr — 30-day
— 6-hr — 45-day
— 12-hr — 60-day
0.001 — 24-hr
1 2 5 10 25 50 100 200 500 1000
Average recurrence interval (years)
NOAA Atlas 14,Volume 2,Version 3 Created(GMT):Thu May 11 14:17:12 2023
Back to Top
Maps & aerials
Small scale terrain
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5/11/23, 10:17 AM Precipitation Frequency Data Server
Spencer
EastspIar
2.9
3km
nd 2mi
Large scale terrain
X Bristol -,�_ ,1
• 0
�ty ,, Winston-Salem
• • Durham
�' Greensboro •
tot Mitchell I Raleigl
•
—•—
Asheville NORTH IAROLINA
0" 'Charlotte Fayetteville
•
100km
60mi
> I ry AROI TNA
Large scale map
)ort Poo'
.I
Johnson City
Winston-Salem Greensboro
Durham
Raleigl
Ash,
© North
Carolina
arl otte
F + inn
Greenville
100km
60mi
Large scale aerial
https://hdsc.nws.noaa.gov/hdsc/pfds/pfds_printpage.html?lat=35.6824&Ion=-80.4136&data=intensity&units=english&series=pds 3/4

5/11/23, 10:17AM Precipitation Frequency Data Server
SPOLt_..Bn st 0l
• Johnson Ci
• Winston-Salem
Greensboro Durham .
Raleig
Asheville •
• North
Carolina
Charlotte
• Fflvill
•
Greenville
100km
60mi
Back to Top
US Department of Commerce
National Oceanic and Atmospheric Administration
National Weather Service
National Water Center
1325 East West Highway
Silver Spring,MD 20910
Questions?:[e-mail]
Disclaimer
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5/11/23, 10:16 AM Precipitation Frequency Data Server
NOAA Atlas 14,Volume 2,Version 3
°°\ Location name: Salisbury,North Carolina,USA* ''''
Latitude:35.6824°,Longitude: -80.4136° a none I
.„ .175,i Elevation:m/ft** i
4' *source:ESRI Maps "w
-.nu° **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 0.385 0.456 0.532 0.584 0.641 0.679 0.712 0.740 0.768 0.786
(0.355-0.418) (0.421-0.496) (0.489-0.578) (0.536-0.633) (0.586-0.695) (0.618-0.736) (0.644-0.772) (0.666-0.803) (0.685-0.836) (0.695-0.857)
10-min 0.615 0.729 0.852 0.934 1.02 1.08 1.13 1.17 1.22 1.24
(0.567-0.668) (0.673-0.794) (0.783-0.926) (0.857-1.01) (0.934-1.11) (0.984-1.17) (1.02-1.23) (1.06-1.27) (1.08-1.32) (1.09-1.35)
15-min 0.769 0.917 1.08 1.18 1.30 1.37 1.43 1.48 1.53 1.55
(0.709-0.835) (0.846-0.998) (0.991-1.17) (1.08-1.28) (1.18-1.40) (1.25-1.48) (1.29-1.55) (1.33-1.61) (1.36-1.66) _(1.37-1.69)
30-min 1.06 1.27 1.53 1.71 1.92 2.06 2.19 2.30 2.43 2.52
(0.972-1.14) (1.17-1.38) (1.41-1.66) (1.57-1.86) (1.75-2.08) (1.88-2.24) (1.98-2.38) (2.07-2.50) (2.17-2.65) (2.22-2.74)
60-min 1.32 1.59 1.96 2.23 2.56 2.80 3.02 3.23 3.49 3.67
(1.21-1.43) (1.47-1.73) (1.81-2.13) (2.05-2.42) (2.34-2.77) (2.54-3.03) (2.73-3.27) (2.91-3.51) (3.11-3.80) (3.25-4.01)
2-hr 1.52 1.84 2.28 2.61 3.04 3.35 3.66 3.95 4.33 4.61
(1.40-1.65) (1.69-2.00) (2.10-2.49) (2.39-2.84) (2.77-3.30) (3.04-3.64) (3.29-3.98) (3.53-4.30) (3.83-4.72) (4.03-5.03)
3-hr 1.61 1.95 2.44 2.80 3.27 3.64 4.00 4.35 4.81 5.16
(1.49-1.76) (1.80-2.13) (2.24-2.65) (2.56-3.04) (2.98-3.55) (3.29-3.94) (3.59-4.33)_ (3.88-4.72) (4.23-5.23) (4.48-5.62)
6-hr 1.96 2.35 2.94 3.39 3.98 1 4.45 4.92 5.39 6.01 6.49
(1.80-2.13) (2.17-2.57) (2.70-3.21) (3.10-3.69) (3.63-4.33) I (4.02-4.83) (4.41-5.33) (4.78-5.84) (5.26-6.52) I (5.61-7.04)
12-hr 2.30 2.77 3.47 4.03 4.78 5.37 5.98 6.60 7.45 8.11
(2.12-2.51) (2.55-3.04) (3.19-3.79) (3.69-4.39) (4.34-5.18) (4.84-5.81) (5.34-6.46) (5.83-7.13) (6.47-8.04) (6.94-8.74)
24-hr 2.75 3.32 4.16 4.82 5.72 6.43 7.15 7.90 8.91 9.70
(2.57-2.95) (3.11-3.57) (3.89-4.47) (4.50-5.18) (5.32-6.14) (5.97-6.90) (6.62-7.67) (7.28-8.47) (8.18-9.57) (8.88-10.4)
2-day 3.19 3.84 4.78 5.51 6.49 7.27 8.06 8.87 9.96 10.8
(2.98-3.41) (3.60-4.11) I (4.47-5.11) (5.14-5.88) (6.05-6.93) (6.76-7.77) (7.47-8.61) (8.19-9.48) (9.16-10.7) (9.91-11.6)
3-day 3.40 4.08 5.05 5.81 6.84 7.65 8.48 9.32 10.5 11.4
(3.18-3.62) (3.83-4.36) (4.73-5.39) (5.43-6.19) (6.38-7.29) (7.12-8.17) (7.86-9.05) (8.62-9.96) (9.64-11.2) (10.4-12.2)
4-day 3.60 4.32 5.32 6.11 7.18 8.03 8.90 9.78 11.0 11.9
(3.38-3.83) (4.06-4.60) (4.99-5.67) (5.72-6.51) (6.70-7.65) (7.48-8.56) (8.26-9.49) (9.05-10.4) (10.1-11.8) (10.9-12.8)
7-day 4.15 4.96 6.03 6.87 8.03 8.95 9.88 10.8 12.1 13.1
(3.92-4.42) (4.68-5.27) (5.68-6.40) (6.47-7.30)_ (7.54-8.53) (8.37-9.50) (9.21-10.5) (10.1-11.5) (11.2-12.9) (12.1-14.0)_
10-day 4.73 5.63 6.76 7.65 8.83 9.76 10.7 11.6 12.9 I 13.9
(4.49-5.01) (5.34-5.95) (6.40-7.14) (7.23-8.07) (8.33-9.33) (9.19-10.3) (10.1-11.3) (10.9-12.3) (12.1-13.7) (12.9-14.8)
20-day 6.37 7.52 8.87 9.94 11.4 12.5 13.7 14.8 16.4 17.6
(6.06-6.69) (7.15-7.89) (8.43-9.31) (9.44-10.4) (10.8-12.0) (11.8-13.2) (12.9-14.4) _(13.9-15.6) (15.3-17.3) (16.4-18.6)
30-day 7.88 9.26 10.8 11.9 13.4 14.6 15.8 16.9 18.4 19.6
(7.53-8.24) (8.85-9.68) (10.3-11.2) (11.4-12.4) (12.8-14.0) (13.9-15.3)_ (14.9-16.5) (16.0-17.7) (17.3-19.3) (18.4-20.6)
45-day 9.91 11.6 13.2 14.5 16.2 17.4 18.6 19.8 21.4 22.5
(9.52-10.3) (11.1-12.1) (12.7-13.8) (13.9-15.1) (15.5-16.8) (16.6-18.1) (17.7-19.4) (18.8-20.7) , (20.2-22.3) (21.3-23.6)
60-day 11.8 13.7 15.5 16.9 18.6 19.9 21.2 22.4 24.0 25.2
(11.4-12.3) (13.2-14.3) (14.9-16.1) (16.2-17.5) (17.9-19.3) (19.1-20.7) I (20.3-22.0) (21.4-23.3) (22.9-25.0) 1 (23.9-26.3)
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
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5/11/23, 10:16AM Precipitation Frequency Data Server
PDS-based depth-duration-frequency (DDF) curves
Latitude: 35.6824°, Longitude: -80.4136°
30 1 1 1
Average recurrence
25 i interval
(years)
c — 1
20 - 2
a
v — 5
c 15 ----- — 10
• — 25
'B. — 50
'v 10 ' — 100
0- — 200
5 .. _ T -. - 500
r_ _� — 1000
0 —
-E •E •E E •E L L L L L r0 f0 /0 N 40 l0 l0 r0 r0
O N f11 lb N � � �� � � � ��
IA OI -I rn lD r-1 (V N f�1 I. O N 0 CI ID
Duration
30 r
25
c
r 20 _ Duration
a
a) — 5-min — 2-day
15 — 10-min — 3-day
15-min — 4-day
+.. — 30-min — 7-day
E.
'G 10 — 60-min — 10-day
v
a` — 2fir — 20-day
3-hr — 30-day
5
_ — 6-hr — 45-day
— 12-hr — 60-day
0 '— i i I i r I 1 1 — 24-hr
1 2 5 10 25 50 100 200 500 1000
Average recurrence interval (years)
NOAA Atlas 14,Volume 2,Version 3 Created(GMT):Thu May 11 14:16:36 2023
Back to Top
Maps & aerials
Small scale terrain
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5/11/23, 10:16 AM Precipitation Frequency Data Server
Spencer
EastspIar
3km
nd 2mi
Large scale terrain
X Bristol -,�_ ,1
• 0
�ty ,, Winston-Salem
• • Durham
�' Greensboro •
tot Mitchell I Raleigl
•
—•—
Asheville NORTH IAROLINA
0" 'Charlotte Fayetteville
•
100km
60mi
> I ry AROI TNA
Large scale map
)ort Poo'
.I
Johnson City
Winston-Salem Greensboro
Durham
Raleigl
Ash,
© North
Carolina
arl otte
F + ille
Greenville
100km
60mi
Large scale aerial
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5/11/23, 10:16AM Precipitation Frequency Data Server
SPOLt_..Bn st 0l
• Johnson Ci
• Winston-Salem
Greensboro Durham .
Raleig
Asheville •
• North
Carolina
Charlotte
• Fflvill
•
Greenville
100km
60mi
Back to Top
US Department of Commerce
National Oceanic and Atmospheric Administration
National Weather Service
National Water Center
1325 East West Highway
Silver Spring,MD 20910
Questions?:[e-mail]
Disclaimer
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<DEl>
<DE2>
EX IDA 1 EX Er 2
EDP1 EDP2
Existing Design Point 1 Existing Design Point 2
SubCat Reach 'On. MU _ _ _ _
Routing Diagram for NC111 -Storm
Prepared by ARCO Business Services, Printed 6/23/2023
HydroCAD®10.20-2g s/n 12793 ©2022 HydroCAD Software Solutions LLC

NC111 - Storm
Prepared by ARCO Business Services Printed 6/23/2023
HydroCAD® 10.20-2g s/n 12793 ©2022 HydroCAD Software Solutions LLC Page 2
Rainfall Events Listing
Event# Event Storm Type Curve Mode Duration B/B Depth AMC
Name (hours) (inches)
1 1-Year Type II 24-hr Default 24.00 1 2.75 2
2 2-Year Type II 24-hr Default 24.00 1 3.32 2
3 10-Year Type II 24-hr Default 24.00 1 4.82 2
4 25-Year Type II 24-hr Default 24.00 1 5.72 2
5 50-Year Type II 24-hr Default 24.00 1 6.43 2
6 100-Year Type II 24-hr Default 24.00 1 7.15 2

NC111 - Storm
Prepared by ARCO Business Services Printed 6/23/2023
HydroCAD® 10.20-2g s/n 12793 ©2022 HydroCAD Software Solutions LLC Page 3
Area Listing (selected nodes)
Area CN Description
(acres) (subcatchment-numbers)
49.720 61 >75% Grass cover, Good, HSG B (DE1, DE2)
51.700 55 Woods, Good, HSG B (DE1, DE2)
101.420 58 TOTAL AREA

NC111 - Storm
Prepared by ARCO Business Services Printed 6/23/2023
HydroCAD® 10.20-2g s/n 12793 ©2022 HydroCAD Software Solutions LLC Page 4
Soil Listing (selected nodes)
Area Soil Subcatchment
(acres) Group Numbers
0.000 HSG A
101.420 HSG B DE1, DE2
0.000 HSG C
0.000 HSG D
0.000 Other
101.420 TOTAL AREA

NC111 - Storm
Prepared by ARCO Business Services Printed 6/23/2023
HydroCAD® 10.20-2g s/n 12793 ©2022 HydroCAD Software Solutions LLC Page 5
Ground Covers (selected nodes)
HSG-A HSG-B HSG-C HSG-D Other Total Ground Subcatchment
(acres) (acres) (acres) (acres) (acres) (acres) Cover Numbers
0.000 49.720 0.000 0.000 0.000 49.720 >75% Grass cover, Good DE1,
DE2
0.000 51.700 0.000 0.000 0.000 51.700 Woods, Good DE1,
DE2
0.000 101.420 0.000 0.000 0.000 101.420 TOTAL AREA

NC111 - Storm Type II 24-hr 1-Year Rainfall=2.75"
Prepared by ARCO Business Services Printed 6/23/2023
HydroCAD® 10.20-2g s/n 12793 ©2022 HydroCAD Software Solutions LLC Page 6
Time span=0.00-48.00 hrs, dt=0.05 hrs, 961 points
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN
Reach routing by Stor-Ind+Trans method - Pond routing by Stor-Ind method
SubcatchmentDE1: EX DA 1 Runoff Area=31.600 ac 0.00% Impervious Runoff Depth=0.20"
Flow Length=1,785' Tc=35.6 min CN=58 Runoff=1.75 cfs 0.522 af
SubcatchmentDE2: EX DA 2 Runoff Area=69.820 ac 0.00% Impervious Runoff Depth=0.20"
Flow Length=3,350' Tc=32.0 min CN=58 Runoff=4.07 cfs 1.154 af
Reach EDP1: Existing Design Point 1 Inflow=1.75 cfs 0.522 af
Outflow=1.75 cfs 0.522 af
Reach EDP2: Existing Design Point 2 Inflow=4.07 cfs 1.154 af
Outflow=4.07 cfs 1.154 af
Total Runoff Area = 101.420 ac Runoff Volume = 1.676 af Average Runoff Depth = 0.20"
100.00% Pervious = 101.420 ac 0.00% Impervious = 0.000 ac

NC111 - Storm Type II 24-hr 1-Year Rainfall=2.75"
Prepared by ARCO Business Services Printed 6/23/2023
HydroCAD® 10.20-2g s/n 12793 ©2022 HydroCAD Software Solutions LLC Page 7
Summary for Subcatchment DE1: EX DA 1
Runoff = 1.75 cfs @ 12.53 hrs, Volume= 0.522 af, Depth= 0.20"
Routed to Reach EDP1 : Existing Design Point 1
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs
Type II 24-hr 1-Year Rainfall=2.75"
Area (ac) CN Description
17.700 55 Woods, Good, HSG B
13.900 61 >75% Grass cover, Good, HSG B
31.600 58 Weighted Average
31.600 100.00% Pervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
27.8 100 0.0100 0.06 Sheet Flow, Wooded Sheet Flow
Woods: Light underbrush n= 0.400 P2= 3.32"
7.8 1,685 0.0500 3.60 Shallow Concentrated Flow, Shallow Grass Flow
Unpaved Kv= 16.1 fps
35.6 1,785 Total
Subcatchment DE1: EX DA 1
Hydrograph
I I I I 1 I 1 1
❑Runoff
11 75 cfs 1 I I I I I I
I I Type II 24-hr
111711,
R'lainfal102. 5 '
Ruihoff Area=31.600 arc
I I I I I I I
/ Runoff Volume=0.5{2�22 of
I *II �n IffIlIDeptl� O
II I I I
LL 1 1 FlOW Length=1,785'
Tc=35.16 min
I
1 " 1 1 1
o r //l�//��//�l//��// ,,,,,,,, ,,;,�,,;, ,,;, ,,;,,,,, l(
0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48
Time (hours)

NC111 - Storm Type II 24-hr 1-Year Rainfall=2.75"
Prepared by ARCO Business Services Printed 6/23/2023
HydroCAD® 10.20-2g s/n 12793 ©2022 HydroCAD Software Solutions LLC Page 8
Summary for Subcatchment DE2: EX DA 2
Runoff = 4.07 cfs @ 12.46 hrs, Volume= 1.154 af, Depth= 0.20"
Routed to Reach EDP2 : Existing Design Point 2
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs
Type II 24-hr 1-Year Rainfall=2.75"
Area (ac) CN Description
34.000 55 Woods, Good, HSG B
35.820 61 >75% Grass cover, Good, HSG B
69.820 58 Weighted Average
69.820 100.00% Pervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
21.1 100 0.0200 0.08 Sheet Flow, Wooded Sheet Flow
Woods: Light underbrush n= 0.400 P2= 3.32"
8.8 1,900 0.0500 3.60 Shallow Concentrated Flow, Shallow Field Flow
Unpaved Kv= 16.1 fps
2.1 1,350 0.0200 10.60 286.27 Channel Flow, UNT Flow
Area= 27.0 sf Perim= 14.5' r= 1.86'
n= 0.030 Earth, grassed & winding
32.0 3,350 Total
Subcatchment DE2: EX DA 2
Hydrograph
I I 1 I I 1 I I 1 1 1 I I 1 1
1 1 1 I I 1 I I 1 I I I I I I I I I ■Runoff
- I I4o7cfs _L I H I _L I 1 I _1 I -
4/ 1 I I I I I I I I I I Type 11124-hr
I
I
1�Y�alrl R1lainfall 2.�15�'
- I 1 Hof# Area=69.820 arc -
31 I I 1 I
- 1 1 Runoff1Volume=1 .154 of
1 ou;n4171Dppth=0. 011'
LL 2 I Flow' Length=3,350'
1 1 I I I I I 1 1 1
- I 1 i 1 1 1 1 Tc=32.10 min
I I I
////// I I I I I
I I I
I
0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48
Time (hours)

NC111 - Storm Type II 24-hr 1-Year Rainfall=2.75"
Prepared by ARCO Business Services Printed 6/23/2023
HydroCAD® 10.20-2g s/n 12793 ©2022 HydroCAD Software Solutions LLC Page 9
Summary for Reach EDP1: Existing Design Point 1
Inflow Area = 31.600 ac, 0.00% Impervious, Inflow Depth = 0.20" for 1-Year event
Inflow = 1.75 cfs @ 12.53 hrs, Volume= 0.522 af
Outflow = 1.75 cfs @ 12.53 hrs, Volume= 0.522 af, Atten= 0%, Lag= 0.0 min
Routing by Stor-Ind+Trans method, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs
Reach EDP1: Existing Design Point 1
Hydrograph
/ I I I I I ❑Inflow
I I I ® 0 Outflow
UM-
IInflowlArea=31 .600 ac
/% I I II II II II
j1I 1I II II II II
0 1�
0
0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48
Time (hours)

NC111 - Storm Type II 24-hr 1-Year Rainfall=2.75"
Prepared by ARCO Business Services Printed 6/23/2023
HydroCAD® 10.20-2g s/n 12793 ©2022 HydroCAD Software Solutions LLC Page 10
Summary for Reach EDP2: Existing Design Point 2
Inflow Area = 69.820 ac, 0.00% Impervious, Inflow Depth = 0.20" for 1-Year event
Inflow = 4.07 cfs @ 12.46 hrs, Volume= 1.154 af
Outflow = 4.07 cfs @ 12.46 hrs, Volume= 1.154 af, Atten= 0%, Lag= 0.0 min
Routing by Stor-Ind+Trans method, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs
Reach EDP2: Existing Design Point 2
Hydrograph
/ I
I I I
I I I
I I I ❑Inflow
—1— —I _l407 5 I—I — F 0 Outflow
1 '407cfs 1 Inflow Area=69.820 ac
4—
Øllllll
1 1 I 1 I I I I I I I 1
3 1 I 1 11 I I 1 1
w 1 _ 1_ A _ 1 L 1_ I I_ L A I_ L _I 1_ A _
3o
1 1
Li 2 I 1 I 1
.
1 I 1 I 1
im‘imal
1 ' I I I I I
0 / . I I 4II IIiI���' '' �fT (�S�ST�fT �T1�T�fT (�1(�
0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48
Time (hours)

NC111 - Storm Type II 24-hr 2-Year Rainfall=3.32"
Prepared by ARCO Business Services Printed 6/23/2023
HydroCAD® 10.20-2g s/n 12793 ©2022 HydroCAD Software Solutions LLC Page 11
Time span=0.00-48.00 hrs, dt=0.05 hrs, 961 points
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN
Reach routing by Stor-Ind+Trans method - Pond routing by Stor-Ind method
SubcatchmentDE1: EX DA 1 Runoff Area=31.600 ac 0.00% Impervious Runoff Depth=0.38"
Flow Length=1,785' Tc=35.6 min CN=58 Runoff=5.21 cfs 1.012 af
SubcatchmentDE2: EX DA 2 Runoff Area=69.820 ac 0.00% Impervious Runoff Depth=0.38"
Flow Length=3,350' Tc=32.0 min CN=58 Runoff=12.36 cfs 2.237 af
Reach EDP1: Existing Design Point 1 Inflow=5.21 cfs 1.012 af
Outflow=5.21 cfs 1.012 of
Reach EDP2: Existing Design Point 2 Inflow=12.36 cfs 2.237 af
Outflow=12.36 cfs 2.237 af
Total Runoff Area = 101.420 ac Runoff Volume = 3.249 af Average Runoff Depth = 0.38"
100.00% Pervious = 101.420 ac 0.00% Impervious = 0.000 ac

NC111 - Storm Type II 24-hr 2-Year Rainfall=3.32"
Prepared by ARCO Business Services Printed 6/23/2023
HydroCAD® 10.20-2g s/n 12793 ©2022 HydroCAD Software Solutions LLC Page 12
Summary for Subcatchment DE1: EX DA 1
Runoff = 5.21 cfs @ 12.43 hrs, Volume= 1.012 af, Depth= 0.38"
Routed to Reach EDP1 : Existing Design Point 1
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs
Type II 24-hr 2-Year Rainfall=3.32"
Area (ac) CN Description
17.700 55 Woods, Good, HSG B
13.900 61 >75% Grass cover, Good, HSG B
31.600 58 Weighted Average
31.600 100.00% Pervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
27.8 100 0.0100 0.06 Sheet Flow, Wooded Sheet Flow
Woods: Light underbrush n= 0.400 P2= 3.32"
7.8 1,685 0.0500 3.60 Shallow Concentrated Flow, Shallow Grass Flow
Unpaved Kv= 16.1 fps
35.6 1,785 Total
Subcatchment DE1: EX DA 1
Hydrograph
1 1 1 1 1 1 1
I
I I I I ❑Runoff
- 1521 cfs I I I I 1 1 1 I * I 1 {,
5./ 1 I 1 I I I I I 1 Type 11124-hr
1 12.Year1 R'ainfall�3.42;'
4� 1 i
1 1 / I I RUhOff Area 31.6D0 arc -
I I I I I 1 1 1
- 1 Runoff Volume=1.012 of
-- - L 1 ulIY" IIDepuh7-0-3a'1
3Z / I
1 11 I FlOW Langth=1,7�85'
Tc=35.16 nin -
%% I 1 1 I 1 1 I �T'Y 5
1 / t fi rt rt
����II/ 1 1 1 1
id!:0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48
Time (hours)

NC111 - Storm Type II 24-hr 2-Year Rainfall=3.32"
Prepared by ARCO Business Services Printed 6/23/2023
HydroCAD® 10.20-2g s/n 12793 ©2022 HydroCAD Software Solutions LLC Page 13
Summary for Subcatchment DE2: EX DA 2
Runoff = 12.36 cfs @ 12.38 hrs, Volume= 2.237 af, Depth= 0.38"
Routed to Reach EDP2 : Existing Design Point 2
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs
Type II 24-hr 2-Year Rainfall=3.32"
Area (ac) CN Description
34.000 55 Woods, Good, HSG B
35.820 61 >75% Grass cover, Good, HSG B
69.820 58 Weighted Average
69.820 100.00% Pervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
21.1 100 0.0200 0.08 Sheet Flow, Wooded Sheet Flow
Woods: Light underbrush n= 0.400 P2= 3.32"
8.8 1,900 0.0500 3.60 Shallow Concentrated Flow, Shallow Field Flow
Unpaved Kv= 16.1 fps
2.1 1,350 0.0200 10.60 286.27 Channel Flow, UNT Flow
Area= 27.0 sf Perim= 14.5' r= 1.86'
n= 0.030 Earth, grassed & winding
32.0 3,350 Total
Subcatchment DE2: EX DA 2
Hydrograph
11 1 I I 1 I I I I I I I I I 1 1 1 1 1
H - I- t -I- t - I - 1- -h -I- f -I- T -I - H - t -I- - -1 - H - ■Runoff
131/ 1 1 12.36 cfs I I I I I I I I I I I I I I I I
12 1 1 1 1 1 Tyrpe II124-hr
/ / - I- 7 -1 T T -1- T -1 - - I- T -1- T
11 Y - -
H _ I_ 4 _ 1_ 4 1 4 �2� ar Railnfall3. 2�
10 -/ 1 1 1 I I I I I I I Ru wf#-Area=69.820_at
1 1 1 1 1 I I 1 1 I 1 1 1 1
4- H - 1- -F H H -f -1 - -Runoff--V- 0
-7 of
t - - H
I 1 1 1 1 1 T"1"� 1� Yp p ""1
LL 6_ Ø
5- I 1 1 I I I I I 1 1 1 1 Tc=32.10 m i n
3iv I 1 1 � I I I I I I I I I I I I I
2_ T1 1 1 1 1 1 1 1 I I I I I
-1 - 177 1 T 1 T f 1 1
1- 1
0
0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48
Time (hours)

NC111 - Storm Type II 24-hr 2-Year Rainfall=3.32"
Prepared by ARCO Business Services Printed 6/23/2023
HydroCAD® 10.20-2g s/n 12793 ©2022 HydroCAD Software Solutions LLC Page 14
Summary for Reach EDP1: Existing Design Point 1
Inflow Area = 31.600 ac, 0.00% Impervious, Inflow Depth = 0.38" for 2-Year event
Inflow = 5.21 cfs @ 12.43 hrs, Volume= 1.012 af
Outflow = 5.21 cfs @ 12.43 hrs, Volume= 1.012 af, Atten= 0%, Lag= 0.0 min
Routing by Stor-Ind+Trans method, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs
Reach EDP1: Existing Design Point 1
Hydrograph
/ I I
I ❑Inflow
- I I 1 I I 115.21 cfs I I 1 I 1 ElOutflow
'5.21cfs 1 1 I 1 Inflow Area=31 .600 ac
�
5-
i/ I I I
1 I
I
I II I I I I
4 / 1 I 1 1 I I I
II I I I I
// r rt I r -1 1 rt I r I I r —1 1— -r —1
o
LL _ - I- -H -I - I- + -1- ]- H -I- -H -
2 I I I I I I
1 ( 1 1 I I I 1_11 I 1 I I
1-"/ 1 1 1 1 1 .� //// 1 1 1 1 1 I I I
I I I I ///////// i 1 1 1 1 I I I I
0
0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48
Time (hours)

NC111 - Storm Type II 24-hr 2-Year Rainfall=3.32"
Prepared by ARCO Business Services Printed 6/23/2023
HydroCAD® 10.20-2g s/n 12793 ©2022 HydroCAD Software Solutions LLC Page 15
Summary for Reach EDP2: Existing Design Point 2
Inflow Area = 69.820 ac, 0.00% Impervious, Inflow Depth = 0.38" for 2-Year event
Inflow = 12.36 cfs @ 12.38 hrs, Volume= 2.237 af
Outflow = 12.36 cfs @ 12.38 hrs, Volume= 2.237 af, Atten= 0%, Lag= 0.0 min
Routing by Stor-Ind+Trans method, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs
Reach EDP2: Existing Design Point 2
Hydrograph
I I I I I 1 1 1 1 1
-1 - - f- H 1 t 1 1- 1 1 t 1 1 -1 1 1- H 1 -1 Inflow
L -,- y 11236cfs I 1 I —1— L H -I- I -I - 1- L I- L L - I- �Outflow
13� - 1 1 1 1123;fs r 1 1 1 Inflow Area=6918201 ac
12�
111! -t -1- L -I - -I- t- - - 1- t -1 - 1- -I -I- fi -1 - 1- - -1- 1- H -
L -1- L1 -I- LJ - I- t1 - L1I- LILL1LL
10
9�
g� 4 -1- 1- H - 1- + -1 - H 4 -1- + -1 - 1- -P -I 1
1 1 1 1 1 1 I 1 1 1 1 1 1 1 1 1
3 �: i I I 1 I 1 1 I 1 1 1 1 1 1 1 1 I
LL 51 ' -1 -1- L -1 - �/ 1- 1- H - 1- + -1 - HH -1- H 1 - 1 -1 -1- 1- H - 1 -
4 / 1 _ I 1 1 I 1 1 1 1 1 1 1 1
� i %
2� - 1 -1 /� ' //�/f� // 1 1 1
.
1: A / �1T ITS�1T ITS fr l f ��f
0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48
Time (hours)

NC111 - Storm Type II 24-hr 10-Year Rainfall=4.82"
Prepared by ARCO Business Services Printed 6/23/2023
HydroCAD® 10.20-2g s/n 12793 ©2022 HydroCAD Software Solutions LLC Page 16
Time span=0.00-48.00 hrs, dt=0.05 hrs, 961 points
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN
Reach routing by Stor-Ind+Trans method - Pond routing by Stor-Ind method
SubcatchmentDE1: EX DA 1 Runoff Area=31.600 ac 0.00% Impervious Runoff Depth=1.07"
Flow Length=1,785' Tc=35.6 min CN=58 Runoff=21.31 cfs 2.821 af
SubcatchmentDE2: EX DA 2 Runoff Area=69.820 ac 0.00% Impervious Runoff Depth=1.07"
Flow Length=3,350' Tc=32.0 min CN=58 Runoff=50.84 cfs 6.232 af
Reach EDP1: Existing Design Point 1 Inflow=21.31 cfs 2.821 af
Outflow=21.31 cfs 2.821 af
Reach EDP2: Existing Design Point 2 Inflow=50.84 cfs 6.232 af
Outflow=50.84 cfs 6.232 af
Total Runoff Area = 101.420 ac Runoff Volume = 9.053 af Average Runoff Depth = 1.07"
100.00% Pervious = 101.420 ac 0.00% Impervious = 0.000 ac

NC111 - Storm Type II 24-hr 10-Year Rainfall=4.82"
Prepared by ARCO Business Services Printed 6/23/2023
HydroCAD® 10.20-2g s/n 12793 ©2022 HydroCAD Software Solutions LLC Page 17
Summary for Subcatchment DE1: EX DA 1
Runoff = 21.31 cfs @ 12.37 hrs, Volume= 2.821 af, Depth= 1.07"
Routed to Reach EDP1 : Existing Design Point 1
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs
Type II 24-hr 10-Year Rainfall=4.82"
Area (ac) CN Description
17.700 55 Woods, Good, HSG B
13.900 61 >75% Grass cover, Good, HSG B
31.600 58 Weighted Average
31.600 100.00% Pervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
27.8 100 0.0100 0.06 Sheet Flow, Wooded Sheet Flow
Woods: Light underbrush n= 0.400 P2= 3.32"
7.8 1,685 0.0500 3.60 Shallow Concentrated Flow, Shallow Grass Flow
Unpaved Kv= 16.1 fps
35.6 1,785 Total
Subcatchment DE1: EX DA 1
Hydrograph
1 1 1 I I 1 1 1 1 I 1 1 1 1 I I 1 1
234./ _ 1 1 1 I I 1 1 I I 1 1 I I 1 1 I I 1 1 I I 1 1 - ■Runoff
224/ / H — I— 4 —I—121.31 cfs I— H — I— 4 —1— 4 —1— 4 —1 — h- 4 — 1— —1
— '-11 — —
21 — rt I fi h H 1 H 1 T 1 t 1 L rt 1 1 ypel 11—L4
20 1 T 1 T T T T 1
18
1 1 1 1 1 1 1 1 1 1 1 o-7 TYpa11 Kai Inf H� `I
� — � }�Q -
17 , - - I - -I- - H 1 I T 1 R�IIIVff�1rea 31.V_VV_afrr
16 — H 1 H -1- - ' H H 1 H —I— T —Ip H 1 H H 11— H 1 H
15 " T - 1— T —I— - T T — I— T —1— T -IRu noff lume 2.82 -af
14 —
13 1 1 1 1 1 1 1 1 1 1 1 1 L. 1 1ii
� , 1 1 _I I 1 1 T I L n4fF1LIgp hz1. 7L
12; G
011 - I- -I- - I- H - I- 4 -I- -I- -blowtemdth='9785'
10� � � T 1 T T 1 T 1 � rt 1 fi��
94 _
8� _ 1 1 1 I 1 1 1 1 1 1 1 1 1 1 1Tc 35.IV in -
7 ,_ 1 1 1 1 1 1 1 1 1 1 (�
64/ - 1- I -1- -. I- - 1- -1- -L -1- -1 - H - 1- I -1-`� -_1 _0 -
54/ — - I - I H I t I h 1 I- t I t 1 T -
3 1 T I - I- T -I- T -I- T I T T - I- T -I- T I T =
2� I 1_ I ' 1 1 1 1 I ' ' 1 1 ' ' 1 I_
0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48
Time (hours)

NC111 - Storm Type II 24-hr 10-Year Rainfall=4.82"
Prepared by ARCO Business Services Printed 6/23/2023
HydroCAD® 10.20-2g s/n 12793 ©2022 HydroCAD Software Solutions LLC Page 18
Summary for Subcatchment DE2: EX DA 2
Runoff = 50.84 cfs @ 12.32 hrs, Volume= 6.232 af, Depth= 1.07"
Routed to Reach EDP2 : Existing Design Point 2
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs
Type II 24-hr 10-Year Rainfall=4.82"
Area (ac) CN Description
34.000 55 Woods, Good, HSG B
35.820 61 >75% Grass cover, Good, HSG B
69.820 58 Weighted Average
69.820 100.00% Pervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
21.1 100 0.0200 0.08 Sheet Flow, Wooded Sheet Flow
Woods: Light underbrush n= 0.400 P2= 3.32"
8.8 1,900 0.0500 3.60 Shallow Concentrated Flow, Shallow Field Flow
Unpaved Kv= 16.1 fps
2.1 1,350 0.0200 10.60 286.27 Channel Flow, UNT Flow
Area= 27.0 sf Perim= 14.5' r= 1.86'
n= 0.030 Earth, grassed & winding
32.0 3,350 Total
Subcatchment DE2: EX DA 2
Hydrograph
�) I I I I I I I I I I I I I I I I I I
551 I I I I I I I I I I I I I I I I I I I I I I I ■Runoff
- I- 4 -1-Iso.84 H I- -I T -I- H -I - H - I- 4 1- L -I H -
50:-/ 1 1 1 ./ 1 1 1 1 1 1 1 1 1 1 (Type 11124-hr
rt 1- 1 7I I OTYar RlainfaIIT4.�2�
45�
401-/ 1 1 Runoff Area=69.820 at
-
351 1 1 1 Runoff Volume=6.232 af
30 � � - 1- Imo - -1- I -1- kiingffllp`I'p4hT1.1107lv'
I 1 I I I I I
LL 25� 1 1 1 1 Flom Len jth=3,350'
20- 1 1 1 I I I I I I 1 I I 1 Tc=32.i0 mi n
- I- 4 I I- -I -1- -I - - I- 4 I-r6-Kt
15_ 1 1 1 I I I I I 1 I I 1 1 I `T'Y if
10� 7 I- - 7 T 1 7 -1 7 1 � -
4_ 1 1 1 At ,, 1 1 1 1 1 1 1 1
o= ����ll��ll���������
0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48
Time (hours)

NC111 - Storm Type II 24-hr 10-Year Rainfall=4.82"
Prepared by ARCO Business Services Printed 6/23/2023
HydroCAD® 10.20-2g s/n 12793 ©2022 HydroCAD Software Solutions LLC Page 19
Summary for Reach EDP1: Existing Design Point 1
Inflow Area = 31.600 ac, 0.00% Impervious, Inflow Depth = 1.07" for 10-Year event
Inflow = 21.31 cfs @ 12.37 hrs, Volume= 2.821 af
Outflow = 21.31 cfs @ 12.37 hrs, Volume= 2.821 af, Atten= 0%, Lag= 0.0 min
Routing by Stor-Ind+Trans method, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs
Reach EDP1: Existing Design Point 1
Hydrograph
I I I I I I I I I I I I I I I
L L 1 _I L J T L I_ L I_ L L L _ - CInflow
23� / z- H -1- L 1 21,31 -1 H H 1 + 1 1 H 1 t 1 1- H 1 H H 1 - -0 Outflow
22=/ / z- 7 I T 1121.31ds -1- T T 1 T -I-Inflow Ar a=3 t600-iac-
20� z / 1 1 1 0 I I I I I I I I I I I I I I I I
194/ / -1- -1I- - - 1- T -1- 1- 4 -1- T -1 - 1- -1- 1- - - 1- -
184-/ / /- t -1- t -1 1- 1- - - 1- t -1- 1- -1 -1- t -1 - 1- t -1- 1- - - 1- -
17 / z- 1 1 1 1 I I I I I I I I I I I I I I I I I
164/ / / - -
154/ / L 1 L I _ _1 L A 1 I 1 L A 1 L I 1 L 1 L L 1 -
144/ / z- 4 -I- L 1 - -I- I- -I 1 T -I- I- 4 -I- T 1 1 4 -I- L -I 1 -
u13 / 7 -1- T -1 -1- TT - 1- T -1 - TT -1- T -1 - 1- T -1- TT - 1- -
3 11 / � 1 1 1 _1 I I I I I I I I -
LL 104"/ / 4 1 L 1 I- I- -1 1 T -1- I- -I -1 T 1 1 4 -1- L -I 1 -
9/ / fit -1- t -1 r -1- 1- -I - 1- t -1- 1- -1 -1- t -1 - 1- t -1- 1- t - - -
8� / /- T -I- T -1 1- TT - 1- T -1- TT -1- T -1 - I 7 -1- 77 - I- -
7 / /-64 / /- L _1_ L -1 1 _ L _1 - 1- 1 _I_ L _I _I_ L _I - 1- L _I- L L - I_ _
5 / fi rt/`1 "/� 1 H 1 - - I- T I rt I- I T 1 1 rt 1 -H 1 -
37.
1k "
A.
0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48
Time (hours)

NC111 - Storm Type II 24-hr 10-Year Rainfall=4.82"
Prepared by ARCO Business Services Printed 6/23/2023
HydroCAD® 10.20-2g s/n 12793 ©2022 HydroCAD Software Solutions LLC Page 20
Summary for Reach EDP2: Existing Design Point 2
Inflow Area = 69.820 ac, 0.00% Impervious, Inflow Depth = 1.07" for 10-Year event
Inflow = 50.84 cfs @ 12.32 hrs, Volume= 6.232 af
Outflow = 50.84 cfs @ 12.32 hrs, Volume= 6.232 af, Atten= 0%, Lag= 0.0 min
Routing by Stor-Ind+Trans method, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs
Reach EDP2: Existing Design Point 2
Hydrograph
I I I I I I 1 I I I -
I I I I I I I I I I I I I I ■Inflow
55 4 -1- T I 50 84 cfs I I— —I — I— + —I— I— 4 —I— + —I — I— 4 —I— —I — I— ❑Outflow
1 5084cfs.
I I 1 Inflow Area=6918201 ac
501/
45� / I I I I I I I I I I I 1
i I 1 I 1 I 1 I
401/ -t -I- -I - 2 - ± -I- I- 4 -I- t -I - - -t -I- 1- -I - - -
30:/ / H I - / - 1 I - I H 1- 1 1 1 H -I 1_ _I -
3 = i 1 1 1 1 1 1 1 1
' 251-/ rt -1- -r -I - r i -1- -r -1 - I- rt -1- 1- - - I-
- i 1 I I I 1 I I 1
201/
15?' I - I- -I -I
I I I I I IInk
0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48
Time (hours)

NC111 - Storm Type II 24-hr 25-Year Rainfall=5.72"
Prepared by ARCO Business Services Printed 6/23/2023
HydroCAD® 10.20-2g s/n 12793 ©2022 HydroCAD Software Solutions LLC Page 21
Time span=0.00-48.00 hrs, dt=0.05 hrs, 961 points
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN
Reach routing by Stor-Ind+Trans method - Pond routing by Stor-Ind method
SubcatchmentDE1: EX DA 1 Runoff Area=31.600 ac 0.00% Impervious Runoff Depth=1.58"
Flow Length=1,785' Tc=35.6 min CN=58 Runoff=34.22 cfs 4.174 af
SubcatchmentDE2: EX DA 2 Runoff Area=69.820 ac 0.00% Impervious Runoff Depth=1.58"
Flow Length=3,350' Tc=32.0 min CN=58 Runoff=81.55 cfs 9.222 af
Reach EDP1: Existing Design Point 1 Inflow=34.22 cfs 4.174 af
Outflow=34.22 cfs 4.174 af
Reach EDP2: Existing Design Point 2 Inflow=81.55 cfs 9.222 af
Outflow=81.55 cfs 9.222 af
Total Runoff Area = 101.420 ac Runoff Volume = 13.395 af Average Runoff Depth = 1.58"
100.00% Pervious = 101.420 ac 0.00% Impervious = 0.000 ac

NC111 - Storm Type II 24-hr 25-Year Rainfall=5.72"
Prepared by ARCO Business Services Printed 6/23/2023
HydroCAD® 10.20-2g s/n 12793 ©2022 HydroCAD Software Solutions LLC Page 22
Summary for Subcatchment DE1: EX DA 1
Runoff = 34.22 cfs @ 12.35 hrs, Volume= 4.174 af, Depth= 1.58"
Routed to Reach EDP1 : Existing Design Point 1
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs
Type II 24-hr 25-Year Rainfall=5.72"
Area (ac) CN Description
17.700 55 Woods, Good, HSG B
13.900 61 >75% Grass cover, Good, HSG B
31.600 58 Weighted Average
31.600 100.00% Pervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
27.8 100 0.0100 0.06 Sheet Flow, Wooded Sheet Flow
Woods: Light underbrush n= 0.400 P2= 3.32"
7.8 1,685 0.0500 3.60 Shallow Concentrated Flow, Shallow Grass Flow
Unpaved Kv= 16.1 fps
35.6 1,785 Total
Subcatchment DE1: EX DA 1
Hydrograph
-f - I- t -I- I - t i t -I- i I I I - t -I- 1- -I - r
38: H - 1 t -I- - - H H - I- H -I fi -I- H 1 - H H I- ± -I- t 1 f- - ■Runoff
36� - 1- t - 134 22 cfs I 1- —I — I— H — — t- —I— 1 —1 — b H — 1— ± —II— H H- — b -
34 - 1 t -I - f- H - I H 1- fi -I- 1-II + I - HH I H H I HH I + I t
30 _ 1- + -I- - HH - I- -1- + -1- 5rYw gaiifa11r5`l2H -
28 H - I- + -I- ,/- - H - I- 4 -I- + -1-Runoff Are-a 3I.VVV'at
264./ - H - 1 H- -I- - - HH - 1 H -1- H- -I- H 1 - HH - 1 H- -I H 1 - H -
24 H - I- + -1- - H H - I- 4 -1- + -1RU-foffFV-Okinleg4.f74--af -
22 - I- 4 -I- - H - I- 4 -1- -1- 1Hff1D+ #�+1.1 -20_ -1 - I- H- -I- - 1- H - I- H- -I- -1- G IB 1 Y 1 p7 7 1—
16- - I- 4 -1- 1- - I- 4 -1- -1- -1 -4- - I- -I- -k�c-1 - -
1 ,— -I - 1- 4 -I- - '- H - I- H- -1- � -I- H- -1 - H- -f - ITC—�.i6-111Tf -
104-/ „ - 1- _L -I- 1- - 1- -1- -1- -1 - H - I- -H -I-`"till
8� 1 H 1 - J I _L 1 _L I H- H I H I H H- -
_ 1- 1 1 _1 _ -I _ I ' 1 - -
0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48
Time (hours)

NC111 - Storm Type II 24-hr 25-Year Rainfall=5.72"
Prepared by ARCO Business Services Printed 6/23/2023
HydroCAD® 10.20-2g s/n 12793 ©2022 HydroCAD Software Solutions LLC Page 23
Summary for Subcatchment DE2: EX DA 2
Runoff = 81.55 cfs @ 12.30 hrs, Volume= 9.222 af, Depth= 1.58"
Routed to Reach EDP2 : Existing Design Point 2
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs
Type II 24-hr 25-Year Rainfall=5.72"
Area (ac) CN Description
34.000 55 Woods, Good, HSG B
35.820 61 >75% Grass cover, Good, HSG B
69.820 58 Weighted Average
69.820 100.00% Pervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
21.1 100 0.0200 0.08 Sheet Flow, Wooded Sheet Flow
Woods: Light underbrush n= 0.400 P2= 3.32"
8.8 1,900 0.0500 3.60 Shallow Concentrated Flow, Shallow Field Flow
Unpaved Kv= 16.1 fps
2.1 1,350 0.0200 10.60 286.27 Channel Flow, UNT Flow
Area= 27.0 sf Perim= 14.5' r= 1.86'
n= 0.030 Earth, grassed & winding
32.0 3,350 Total
Subcatchment DE2: EX DA 2
Hydrograph
- I- 4 -I- 4 -I - - I- 4 -1- + -1- 4 -1 - 4 -• 1 -1- 4 -1 - 4 -
90- H - 1- H -I- H -1 - - I- 4 -1- H -1- H -1 - - I- 4 -1- -1 - H - ■Runoff
85 -/ L. H - 1- 7 -I-IB1.sscfsL H H I 7 -1 T -I- H -1 H 4 - I_ _L
-II- H -1 H -
80 _ J - 14 L L J 1 1 -1 L 41- L -1 L I - 1Type]I�4
75 11 1 1 I I 1 1 I I I I 1 . 1
70 -1 / 1 1 1 1 5�lfe-ar, Ryinf4l1r5.1/L1y�
65- I L1-Ru- Iof AcCa 69 82O-ad -
60� / 1 1 1 1 1 11 1 1 1 1 1 1
55 1 1 1 / 1 1 -IRW f Obff ilfau l'nie:9.222 a1 _
LL 40 / 1 F1bv/ Lenit=3, 35T'
0
7 L -I 1 7 1 T 1 71 I I 1 I 1 L
35� - I- r r 4 1 7 1 T -1- r -1 r 4 1�C=331O mI fl
307" 1 - 1- t r H I- H -1 T -I H -1 L 1- H 1
25 ' r 41 - I- t L I- fi I T -I- t -I H I EiiiiThIEi
10� 3_ - 1- 4 1 1 -1- -1 - 1 1 I- -1 - -
0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48
Time (hours)

NC111 - Storm Type II 24-hr 25-Year Rainfall=5.72"
Prepared by ARCO Business Services Printed 6/23/2023
HydroCAD® 10.20-2g s/n 12793 ©2022 HydroCAD Software Solutions LLC Page 24
Summary for Reach EDP1: Existing Design Point 1
Inflow Area = 31.600 ac, 0.00% Impervious, Inflow Depth = 1.58" for 25-Year event
Inflow = 34.22 cfs @ 12.35 hrs, Volume= 4.174 af
Outflow = 34.22 cfs @ 12.35 hrs, Volume= 4.174 af, Atten= 0%, Lag= 0.0 min
Routing by Stor-Ind+Trans method, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs
Reach EDP1: Existing Design Point 1
Hydrograph
z— —L I t- I — — I t I I— 1 I t I I- t 1 t —I 1 - ■Inflow
386�� _1_ 13422 cfs I — 1— t —1 — I— rt —I— t —I — 1— rt —I— 1— —I — I- ■Outflow I
3 / z— —L I 3422cfs fry
34 , — — I— T —I-Inflow A1"ea 3 I t600- c
32� , _ _ _/ T - I- T —I - 77 —I- 7 —I — I- 7 —I- 77 — I- -
30 7 1 T 1 — / — I— T 1 7 7 1 T 1 1 7 1 7 7 1 -
24 , r— 7 —1— 7 —1 / 1 — 1— T —1 — 7 7 —1— T 1 7 —1— 7 7
26 3�
244 / � I 4 I I I I I I I I I
7 22'/ , 1 1 1 1 1 1 1 1 1 1
---a 20� , ,.-
1 1 1 1 1 1 1 1 1 1
a 18-/ z 1 1 1 1 1 1 1 1 1 1
u_ 16� , � I I 1 1 1 1 1 1 1 1 1
14� , 1 1 e
/ 1 1 1 1 1 1 1 1 1
12� / 1 1 �� 1 1 1 1 1 1 1 1 1
10 -- , - 1 1 1 �% 1 1 1 1 1 1 1 1 1
8y / I I I I I I I I I I I6 I
4 0
041/
0 ��/%I T*f' rl rI rlrr' rlrrrl'I^
0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48
Time (hours)

NC111 - Storm Type II 24-hr 25-Year Rainfall=5.72"
Prepared by ARCO Business Services Printed 6/23/2023
HydroCAD® 10.20-2g s/n 12793 ©2022 HydroCAD Software Solutions LLC Page 25
Summary for Reach EDP2: Existing Design Point 2
Inflow Area = 69.820 ac, 0.00% Impervious, Inflow Depth = 1.58" for 25-Year event
Inflow = 81.55 cfs @ 12.30 hrs, Volume= 9.222 af
Outflow = 81.55 cfs @ 12.30 hrs, Volume= 9.222 af, Atten= 0%, Lag= 0.0 min
Routing by Stor-Ind+Trans method, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs
Reach EDP2: Existing Design Point 2
Hydrograph
+ -I- + -I - I- -I - I- + -I- + 4 -I- + I -I- + + - I- -
/ 4 I h I I 4 -I I- -I I -k I I- 4 I + I I 4 I -I I - ■Inflow
90; / 4 1 L 1 181.55 cfs l-I I- -I I -k I I- 4 I + I I 4 I- fi -I I _ •Outflow
85+' / 4 I I8155cfsr
1 I_ _11 -k 1-Inflow Area=69 820-llc- -
80� / 4 I h V -I- I- -I I -k I I- 4 I + I I 4 I 1- -I - I -
75i / I -I- L -1 ,/ I- -I - 1- L -I- I- -I -1- -H -I - 1- -I- 1 1
70 / I -I- b -1 - 1- -H -I- I- -I -1- -H -I - 1- -L -I- 1- - - I- -
65i/ / L I L -I / - 1 _L I L I 1- L -I 1- _1 -1 1_ _I - I -
60i-/ / I I L / - L _I I _L I L _I I L I I L I L L I -
554 / L _I- L J L - 1- 1 _I_ L I _I- I _I - 1_ L _I_ I L - I_ _
5 5°: / L _I_ L _I L tHHttHflt
I_ 1 I 11 1
35� / L _1_ L _I _1_ L _I - 1_ 1 _I_ L I _1_ 1 _I _ 1_ L _I_ L L - I_ -
304/ / 1 1 1 1 1 1 I I 1 I 1 1
25 -/ / 1 1 1 1 1 1 I I 1 I 1 1
204-/ / 1 1 1 I I I I I I I 1 1
15� / 1 1 t
1 1 1 1 1 I
15 / / //// Pi1
0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48
Time (hours)

NC111 - Storm Type II 24-hr 50-Year Rainfall=6.43"
Prepared by ARCO Business Services Printed 6/23/2023
HydroCAD® 10.20-2g s/n 12793 ©2022 HydroCAD Software Solutions LLC Page 26
Time span=0.00-48.00 hrs, dt=0.05 hrs, 961 points
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN
Reach routing by Stor-Ind+Trans method - Pond routing by Stor-Ind method
SubcatchmentDE1: EX DA 1 Runoff Area=31.600 ac 0.00% Impervious Runoff Depth=2.03"
Flow Length=1,785' Tc=35.6 min CN=58 Runoff=45.50 cfs 5.347 af
SubcatchmentDE2: EX DA 2 Runoff Area=69.820 ac 0.00% Impervious Runoff Depth=2.03"
Flow Length=3,350' Tc=32.0 min CN=58 Runoff=108.35 cfs 11.813 af
Reach EDP1: Existing Design Point 1 Inflow=45.50 cfs 5.347 af
Outflow=45.50 cfs 5.347 af
Reach EDP2: Existing Design Point 2 Inflow=108.35 cfs 11.813 af
Outflow=108.35 cfs 11.813 af
Total Runoff Area = 101.420 ac Runoff Volume = 17.160 af Average Runoff Depth = 2.03"
100.00% Pervious = 101.420 ac 0.00% Impervious = 0.000 ac

NC111 - Storm Type II 24-hr 50-Year Rainfall=6.43"
Prepared by ARCO Business Services Printed 6/23/2023
HydroCAD® 10.20-2g s/n 12793 ©2022 HydroCAD Software Solutions LLC Page 27
Summary for Subcatchment DE1: EX DA 1
Runoff = 45.50 cfs @ 12.34 hrs, Volume= 5.347 af, Depth= 2.03"
Routed to Reach EDP1 : Existing Design Point 1
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs
Type II 24-hr 50-Year Rainfall=6.43"
Area (ac) CN Description
17.700 55 Woods, Good, HSG B
13.900 61 >75% Grass cover, Good, HSG B
31.600 58 Weighted Average
31.600 100.00% Pervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
27.8 100 0.0100 0.06 Sheet Flow, Wooded Sheet Flow
Woods: Light underbrush n= 0.400 P2= 3.32"
7.8 1,685 0.0500 3.60 Shallow Concentrated Flow, Shallow Grass Flow
Unpaved Kv= 16.1 fps
35.6 1,785 Total
Subcatchment DE1: EX DA 1
Hydrograph
- I 4 -I- T 1 - 4 - 4 -I 4 -1 - - I- 4 -I- T -I H
50: - I- t -I- t -1 - t - I- t -1- t -1- -1 - rt - I- t -I- t -1 - - ■Runoff
484-/ - I 1 1 I 145.50 cfs r I 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1
464/ - ��/��p
44 -1 - I- H- -1- - !- - - 1- -1- _I- A_ -1 - L- - - ITypel lL244 FF —
424/ - I- t -I- 1 - I- t -I- t -I Yeaf gaipfall r -
40� pnT I
V
38- ,
364/ '— I - 1- L -I- / LJ - 1- L -1- L -I_Runoff Ace_a 31_.600ad -
34 H - 1 H -I- - - H H 1 4 -I- H -I- H 1 - H H � I- -I- H 1 - H -
32 - I- T -I- .✓ T P 1 T 1 T -IRurrroffrVOIUmeg5.347-af
30_ -
w 284-/ I - I- L -I- - / L J - I- L -1- L -I- L in
Iff u =
267 � � I -AI - HH - I 4 -I- + -1- H - Q -- I FJ�
0 24 � � - 1- 7 -I- I- 71 - 1- T 717 T 717 7 F1IoW L �i,85
20� � I 1 1 I 1 I I 1 1 I I 1 1 I I 1 I 1
-
18 -I - I- 4 1 - H -1 - I- 4 -I- T -1- I- -1 - 44 - 1��: i fl -
16 - I- rt -1- - I- rt -I- rt -1- r -I - r -r - I- T -1-rti -5Q
144 1 1 1 1 I 1 1 1 1 1 1 1 1 1 1 1 1 1 `f 1"
12 '
104/ - H I- 4 -I- - H H I- 4 -I- T -I- H I H 4 I- 4 -I- T 1 H -
8 - I_ t -1- I- t -1- t -1- t -1 - -h 1 1 I- t -1
6� - 1 1 1 1 1 1 I I 1 1 I ' 1 1
4=/
2'
0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48
Time (hours)

NC111 - Storm Type II 24-hr 50-Year Rainfall=6.43"
Prepared by ARCO Business Services Printed 6/23/2023
HydroCAD® 10.20-2g s/n 12793 ©2022 HydroCAD Software Solutions LLC Page 28
Summary for Subcatchment DE2: EX DA 2
Runoff = 108.35 cfs @ 12.29 hrs, Volume= 11.813 af, Depth= 2.03"
Routed to Reach EDP2 : Existing Design Point 2
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs
Type II 24-hr 50-Year Rainfall=6.43"
Area (ac) CN Description
34.000 55 Woods, Good, HSG B
35.820 61 >75% Grass cover, Good, HSG B
69.820 58 Weighted Average
69.820 100.00% Pervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
21.1 100 0.0200 0.08 Sheet Flow, Wooded Sheet Flow
Woods: Light underbrush n= 0.400 P2= 3.32"
8.8 1,900 0.0500 3.60 Shallow Concentrated Flow, Shallow Field Flow
Unpaved Kv= 16.1 fps
2.1 1,350 0.0200 10.60 286.27 Channel Flow, UNT Flow
Area= 27.0 sf Perim= 14.5' r= 1.86'
n= 0.030 Earth, grassed & winding
32.0 3,350 Total
Subcatchment DE2: EX DA 2
Hydrograph
H — I— + —I — + H — I— + —I— + —I — + H — I + —I— - — I— H — 1— + 1 -
120, 7 - 1- T -1 - 1 - 17 7 - - T -I - 7 7 - I- T -1- r i _ 17 7 ❑Runoff
115 T
110� I II osss cfs
105_ - I_ 1 _I _ 1 _ I_ 1 _1_ 1 _I _ L H _ I_ 1 _1_ L _I Ty-p-e l l-24 h r
+ -1 - H - 1- H -I- + -I - H H -
95� 7 T 1 7 r 7 1 T 1 7 -1 - 1-""!-- �►ei�f "1-vT431 '
95= I 1 I I 1 R ff ea1_bg V at
8 -
80 L H 7 I 1 1 L I + Q L
- 1 + I- + - + -1 + I - + fQf' Volum¢=11--0-1 oaf
- - 1- T -1 - 7 � 7 717 T -1 - 7 7 - 1- T R D# Depih -2:03"
65
0 55- � � - I_ 1 _I - _ _ 1 _1 _ _ 1_ -L Flow Length=3,350'
IA on_
45 ' — I— + —I — 1 7 r 1 r H 1 7 -1 r 1 �7- 2Tv
45_
40_' / I I I 1 1 II 1 I II 1 I I S8-
30-7 1 L I
� LL 1 L I LA I L 1 LJ 7 L 1
25 -
20_ + I + A 7717
T7177
17
1777
17
r _1 - 17
7
15_ 1
0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48
Time (hours)

NC111 - Storm Type II 24-hr 50-Year Rainfall=6.43"
Prepared by ARCO Business Services Printed 6/23/2023
HydroCAD® 10.20-2g s/n 12793 ©2022 HydroCAD Software Solutions LLC Page 29
Summary for Reach EDP1: Existing Design Point 1
Inflow Area = 31.600 ac, 0.00% Impervious, Inflow Depth = 2.03" for 50-Year event
Inflow = 45.50 cfs @ 12.34 hrs, Volume= 5.347 af
Outflow = 45.50 cfs @ 12.34 hrs, Volume= 5.347 af, Atten= 0%, Lag= 0.0 min
Routing by Stor-Ind+Trans method, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs
Reach EDP1: Existing Design Point 1
Hydrograph
/- 4 -I- T -I - I- -I - I- T -I- I- 4 -I- T I -I- I- -I - I- -
z— rt 1 L 1 -1 1- -1I I I Lrt 1 T 1 r 1 1 TT 1 - CInflow
501/ / � 1 1 1 ❑Outflow
4sso cfs I I I I 1 I I 1 I 1 1 I 1 1 I��++ 1 11
48� i /- — 45soor5 -Inflow Area=31- E®aa� -
46� i � � I � - I- � � ITI
44 -/ / 7 -I T I T T T 7 7 T T 7 7 7
42 -' — -
40=/ i L 1 L I _ /
_ LJ 1 T 1 L _I 1 L I 1 L 1 LL 1 _
38tz / k4 -1— + -1 1— f— H - 1— + -1 — H —I -1— -1 - 1— —1- 1— H - 1- -
36� / - 1 1 1 1 / +
I I I I I I I I
� i
324./ / 4 -I- T -I 4/ -I- I- -I - I- T -I- I- 4 -I- T -I - I- 4 -I- I- -I - I- -
304 / r H 1 t 1 1 t- H 1 T 1 L 1 1 t 1 1 H 1 1- H 1 -
f, 28=( / /- 1 I I I I I I I I I I I I I I I I I I I I
265-/ / / -
33241/ i ,.- 4 -1- T -1 -1- I- - - 1- T -1- I- 4 -1- T -1 - 1- 4 -1- I- - - I- -
u_ 22 / r rt -1- T -1 -1- r -I - I- 1 -I- 1- rt -1- rt -1 - 1- rt -1- r -I - I- -
18 / z_ L -1- L -1 _1- L _I - 1- 1 -1- L _I -1- L -1 - 1- L -1- L L - 1- _
16" / k 4 -1- T -1 -1- I- -I - 1- + -1- I- -I -1- + -1 - 1- 4 -1- 1- H - 1- -
14 T T T T T T T T T T T
104-/ L 1 L _I _ ! J I T I LA I T I I L I L _I I _
8 i fi t I- fi - - 1 + 1 L -I 1 t 1 1 t 1 t t 1 -
6= / ' I 1 1 1 1 1 1 1
4
2
0
0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48
Time (hours)

NC111 - Storm Type II 24-hr 50-Year Rainfall=6.43"
Prepared by ARCO Business Services Printed 6/23/2023
HydroCAD® 10.20-2g s/n 12793 ©2022 HydroCAD Software Solutions LLC Page 30
Summary for Reach EDP2: Existing Design Point 2
Inflow Area = 69.820 ac, 0.00% Impervious, Inflow Depth = 2.03" for 50-Year event
Inflow = 108.35 cfs @ 12.29 hrs, Volume= 11.813 af
Outflow = 108.35 cfs @ 12.29 hrs, Volume= 11.813 af, Atten= 0%, Lag= 0.0 min
Routing by Stor-Ind+Trans method, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs
Reach EDP2: Existing Design Point 2
Hydrograph
-[ I + H I + I I + I + -r - I + -
7 I T - T I T I T T 1 1 I 1 1 I 1 7 -17 T ■Inflow
120- i 0 Outflow
115 ' i 1 -I- L 1831o8s5�l_I _ 1_ 1 -1_ L 1 _ I_ 1 -I _ 1_ 1 -I_ L 1 1_ L _I _
108.35cfs - ,n flow1��69.8�'
110� / / � I � � - i I I T I � � �{'+ YY a Q�r
105_' i rt -I- T -I / - - I- T -I- TT - I- T -1 - I- T -I- T7 -I- T -I -
100� / 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1
95-/
90=' i 4 1 4 -I - 1 - 1 4 1 14 - 1 4 1 - 1 4 1 1 -4 1 4
85� / 4 74 - 1 74 77 fi t 77 77 7H
80;
75i� / -
N
• 70 / / -L -I- L- -I - - 1- T -1- 1- -L - 1- -1 - 1- T -1- 1- -i -1- - -
45 65-!-/ / / 4 1 H 1 + 1 + -[ 1 + 1 1 + 1 + H 1 + H
3 60; / I I I I I 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1
2 55 ' /u` ' 1 _I_ L _I V I - I_ 1 _I_ L1 _ I_ 1 _I _ I_ 1 _I_ L1 _I_ L _I _
50= i
45J / 4 -1- -I / - 1- T -1- 1- 4 - I- + -1 - 1- T -1- 1- 4 -1- + - -
40_' i 7 -1- T - - 1- T -I- T T - I- T T - 1- T -1- T 7 -I- T T -
35 1 1 1 1 1 1 I I I I I I I I I I I I I I 1
25_' / 4 -I- - / I- T -I- 1- 4 - I- + -I - I- T -I- 1- 4 -I- + - -
20_' / -t 1 7 -1 -0 -r 1 7 -t 1 -r 1 1 rt 1 7 rt 1 7 -
0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48
Time (hours)

NC111 - Storm Type II 24-hr 100-Year Rainfall=7.15"
Prepared by ARCO Business Services Printed 6/23/2023
HydroCAD® 10.20-2g s/n 12793 ©2022 HydroCAD Software Solutions LLC Page 31
Time span=0.00-48.00 hrs, dt=0.05 hrs, 961 points
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN
Reach routing by Stor-Ind+Trans method - Pond routing by Stor-Ind method
SubcatchmentDE1: EX DA 1 Runoff Area=31.600 ac 0.00% Impervious Runoff Depth=2.51"
Flow Length=1,785' Tc=35.6 min CN=58 Runoff=57.71 cfs 6.614 af
SubcatchmentDE2: EX DA 2 Runoff Area=69.820 ac 0.00% Impervious Runoff Depth=2.51"
Flow Length=3,350' Tc=32.0 min CN=58 Runoff=137.30 cfs 14.614 af
Reach EDP1: Existing Design Point 1 Inflow=57.71 cfs 6.614 af
Outflow=57.71 cfs 6.614 af
Reach EDP2: Existing Design Point 2 Inflow=137.30 cfs 14.614 af
Outflow=137.30 cfs 14.614 af
Total Runoff Area = 101.420 ac Runoff Volume = 21.228 af Average Runoff Depth = 2.51"
100.00% Pervious = 101.420 ac 0.00% Impervious = 0.000 ac

NC111 - Storm Type II 24-hr 100-Year Rainfall=7.15"
Prepared by ARCO Business Services Printed 6/23/2023
HydroCAD® 10.20-2g s/n 12793 ©2022 HydroCAD Software Solutions LLC Page 32
Summary for Subcatchment DE1: EX DA 1
Runoff = 57.71 cfs @ 12.33 hrs, Volume= 6.614 af, Depth= 2.51"
Routed to Reach EDP1 : Existing Design Point 1
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs
Type II 24-hr 100-Year Rainfall=7.15"
Area (ac) CN Description
17.700 55 Woods, Good, HSG B
13.900 61 >75% Grass cover, Good, HSG B
31.600 58 Weighted Average
31.600 100.00% Pervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
27.8 100 0.0100 0.06 Sheet Flow, Wooded Sheet Flow
Woods: Light underbrush n= 0.400 P2= 3.32"
7.8 1,685 0.0500 3.60 Shallow Concentrated Flow, Shallow Grass Flow
Unpaved Kv= 16.1 fps
35.6 1,785 Total
Subcatchment DE1: EX DA 1
Hydrograph
11 1 I 1 1 1 I I I I I I
I 4 1 I 1 1— I 4 1 I — ❑Runoff
60 / 1 1 1 1 157.71 cfs 1 1 1 1 I I I I I I
I I I I I I 1 1 1 1 ITy pelf 24 r
50� I00-TYoar1I�ainfallTT.1T51 -
45 -/ / Runoff toff Area31.600 at
IRunoffl Volumleg6.614 af
351/ unpit Dpp;hz2.151 ' -
30� _Flbv� Length="1,7�$5' -
25� I Tc=35 6ina-in
20
15 I I— 1�1j 0
10 -/ 1 I 1 I I I ' 1 I
57 I 1 1 I 1 1 I
0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48
Time (hours)

NC111 - Storm Type II 24-hr 100-Year Rainfall=7.15"
Prepared by ARCO Business Services Printed 6/23/2023
HydroCAD® 10.20-2g s/n 12793 ©2022 HydroCAD Software Solutions LLC Page 33
Summary for Subcatchment DE2: EX DA 2
Runoff = 137.30 cfs @ 12.29 hrs, Volume= 14.614 af, Depth= 2.51"
Routed to Reach EDP2 : Existing Design Point 2
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs
Type II 24-hr 100-Year Rainfall=7.15"
Area (ac) CN Description
34.000 55 Woods, Good, HSG B
35.820 61 >75% Grass cover, Good, HSG B
69.820 58 Weighted Average
69.820 100.00% Pervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
21.1 100 0.0200 0.08 Sheet Flow, Wooded Sheet Flow
Woods: Light underbrush n= 0.400 P2= 3.32"
8.8 1,900 0.0500 3.60 Shallow Concentrated Flow, Shallow Field Flow
Unpaved Kv= 16.1 fps
2.1 1,350 0.0200 10.60 286.27 Channel Flow, UNT Flow
Area= 27.0 sf Perim= 14.5' r= 1.86'
n= 0.030 Earth, grassed & winding
32.0 3,350 Total
Subcatchment DE2: EX DA 2
Hydrograph
I L I 1 1 1 1 1_ 1 1 1 1 1 1 I
150- I I I I I 1 1 1 1 1 I I 1 1 I 1 1 ❑Runoff
140 1 1 1 137.3o cfs l 1 1 1 I I I I I I I I I
130=' � 1 -r 1 1-1?- 7 1 J F i Type 1 l 2 t1 r-
- 1 1O0_Y1,ea1r I ►ai if*IT+7.+151;'
110 1 / I Runoff Area--
69.82Q aac_100 rt r -k unq .6101. �i1F1�= 4$1�4 af-
90= — 1 -k 1 -LRtmoff Depth-4 511'-
80 1 1 I 1 I I I I I
70 Flow Length=3,350'
607' - -1 T 3270
50-' 1 1 -L 1 1 -L 1 -1 1 -1 _ci4=58_
E1EH ±
0 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1
0 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1
1 1 1 1 1 1 1 1 1 1 1 1 1 1 1
1 t 1 1- 1 1 ± 1 ± 1
0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48
Time (hours)

NC111 - Storm Type II 24-hr 100-Year Rainfall=7.15"
Prepared by ARCO Business Services Printed 6/23/2023
HydroCAD® 10.20-2g s/n 12793 ©2022 HydroCAD Software Solutions LLC Page 34
Summary for Reach EDP1: Existing Design Point 1
Inflow Area = 31.600 ac, 0.00% Impervious, Inflow Depth = 2.51" for 100-Year event
Inflow = 57.71 cfs @ 12.33 hrs, Volume= 6.614 af
Outflow = 57.71 cfs @ 12.33 hrs, Volume= 6.614 af, Atten= 0%, Lag= 0.0 min
Routing by Stor-Ind+Trans method, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs
Reach EDP1: Existing Design Point 1
Hydrograph
/- 4 -I- k - - I- -1 -1- i- -I - 1- T I - i ❑Inflow
- 1157.71 cfs I 1 1 1 0 Outflow
60= 57Y
fr. H
I 1 Inflow Area=31 .600 ac
55 + -I- t -I H - I- + -I - H -[ -I- + -. I I I
507 I I I I yI I I I I I I I I I I I I I I I
45- - -L -1- t -1 - 1 T HHJTHHTH :
_I ,/ I I 11 I I 1
3357 - T - T 1 / F - T T T T T J
0 30 - J -1- L -1 -�/_I_ L J _ 1_ T _I _ L J 1- J -I I- J -1 L J _ -
LL I I I I 1 1 1 1 1 1 1 1 1 1 1
25- 1 T 7 1 1 1 1 1 1 1 1 1 1 1
20- - 4 -1- -1 1- I- - - 1- T -I - 1 4 1- T -I I- 4 -1 k J - -
1 1 1 1 1 1 1 1 1 1 1
15-
10 + -1 - H -h -1- + -1 - I- - 1
, Z Z
0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48
Time (hours)

NC111 - Storm Type II 24-hr 100-Year Rainfall=7.15"
Prepared by ARCO Business Services Printed 6/23/2023
HydroCAD® 10.20-2g s/n 12793 ©2022 HydroCAD Software Solutions LLC Page 35
Summary for Reach EDP2: Existing Design Point 2
Inflow Area = 69.820 ac, 0.00% Impervious, Inflow Depth = 2.51" for 100-Year event
Inflow = 137.30 cfs @ 12.29 hrs, Volume= 14.614 af
Outflow = 137.30 cfs @ 12.29 hrs, Volume= 14.614 af, Atten= 0%, Lag= 0.0 min
Routing by Stor-Ind+Trans method, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs
Reach EDP2: Existing Design Point 2
Hydrograph
1 I T J 1 L _ 1 1 I L LL _ _ - _ _ _ I T _
-' I I I 1 I 1 1 I 1 I I 1 I I 1 _ 1 1 I I I I I ■Inflow
150t) / /-1 1 1 1 I f37.30cfs 1 1 1 I 1 I I 1 I 1 1 I 1 I I 1 I 0 Outflow
140 r 1 1 137.30 cfs
� / 1 1 1 1 1 inflow 1Area=69i.9207a-c
130 -/ rrt I 1- 1- rt 1 Lrt I T I 1 rt 1 L1 1 T1
1207 / )— 4 —I— —I — 1— 4 —1— I— 4 — I— H —1 — 1— 4 —.
J I L _, I 1 1 I L J I L I 1 1 I L J 1 T —
110� i 1 I I 1 / I I I 1 I I I 1 1 1 I I
1007 1— 1 1 1
y 90 -) 1 1 1 I I I I I I I I I I I I
15 801 fi -f 1 T -I - / 1 fi 1 L -t I fi 1 1 -f 1 L -[ I T -
3 )- 4 -1- -I -1 - I- 4 -1- 1- 4 - I- -1 - 1- 4 -1-
u- 70- / 1 1 1 1 1 1 I I 1 1 1 1 1 1 I
507 / /7 1 1 1 1 1 1 I 1 1 1 1 1 1
401 / /F 7 T -I - - - - - - T T T T - -
30/ -[ -I- 1- H -' - 1- 1
)_ 1 -1- LJ I 1
20
101 Z/
0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48
Time (hours)

<DP6>
<DPi>
<DP2>
<DP3>
<DP4>
Undetain-d 1 Pond11 DA Pont 2 DA Pondl3 DA Pondl4 DA
� U U
1P 2P /3F\ 4P
fond 1 Pond 2 Po d 3 Pond 4 <DP5>
I
Undetained 2
PDP1 PDP2
Post Design Point 1 Post Design Point 2
(Subca) Reach 'On. MU _ _
Routing Diagram for NC111 -Storm
Prepared by ARCO Business Services, Printed 6/23/2023
HydroCAD®10.20-2g s/n 12793 ©2022 HydroCAD Software Solutions LLC

NC111 - Storm
Prepared by ARCO Business Services Printed 6/23/2023
HydroCAD® 10.20-2g s/n 12793 ©2022 HydroCAD Software Solutions LLC Page 2
Rainfall Events Listing
Event# Event Storm Type Curve Mode Duration B/B Depth AMC
Name (hours) (inches)
1 1-Year Type II 24-hr Default 24.00 1 2.75 2
2 2-Year Type II 24-hr Default 24.00 1 3.32 2
3 10-Year Type II 24-hr Default 24.00 1 4.82 2
4 25-Year Type II 24-hr Default 24.00 1 5.72 2
5 50-Year Type II 24-hr Default 24.00 1 6.43 2
6 100-Year Type II 24-hr Default 24.00 1 7.15 2

NC111 - Storm
Prepared by ARCO Business Services Printed 6/23/2023
HydroCAD® 10.20-2g s/n 12793 ©2022 HydroCAD Software Solutions LLC Page 3
Area Listing (selected nodes)
Area CN Description
(acres) (subcatchment-numbers)
32.930 61 >75% Grass cover, Good, HSG B (DP1, DP2, DP3, DP4, DP5, DP6)
38.370 98 Paved parking, HSG B (DP1, DP2, DP3, DP4)
30.120 55 Woods, Good, HSG B (DP5, DP6)
101.420 73 TOTAL AREA

NC111 - Storm
Prepared by ARCO Business Services Printed 6/23/2023
HydroCAD® 10.20-2g s/n 12793 ©2022 HydroCAD Software Solutions LLC Page 4
Soil Listing (selected nodes)
Area Soil Subcatchment
(acres) Group Numbers
0.000 HSG A
101.420 HSG B DP1, DP2, DP3, DP4, DP5, DP6
0.000 HSG C
0.000 HSG D
0.000 Other
101.420 TOTAL AREA

NC111 - Storm
Prepared by ARCO Business Services Printed 6/23/2023
HydroCAD® 10.20-2g s/n 12793 ©2022 HydroCAD Software Solutions LLC Page 5
Ground Covers (selected nodes)
HSG-A HSG-B HSG-C HSG-D Other Total Ground Subcatchment
(acres) (acres) (acres) (acres) (acres) (acres) Cover Numbers
0.000 32.930 0.000 0.000 0.000 32.930 >75% Grass cover, Good DP1,
DP2,
DP3,
DP4,
DP5,
DP6
0.000 38.370 0.000 0.000 0.000 38.370 Paved parking DP1,
DP2,
DP3,
DP4
0.000 30.120 0.000 0.000 0.000 30.120 Woods, Good DP5,
DP6
0.000 101.420 0.000 0.000 0.000 101.420 TOTAL AREA

NC111 - Storm
Prepared by ARCO Business Services Printed 6/23/2023
HydroCAD® 10.20-2g s/n 12793 ©2022 HydroCAD Software Solutions LLC Page 6
Pipe Listing (selected nodes)
Line# Node In-Invert Out-Invert Length Slope n Width Diam/Height Inside-Fill
Number (feet) (feet) (feet) (ft/ft) (inches) (inches) (inches)
1 1P 670.50 669.00 109.0 0.0138 0.012 0.0 36.0 0.0
2 2P 642.00 641.50 68.0 0.0074 0.012 0.0 36.0 0.0
3 3P 642.00 641.50 59.0 0.0085 0.012 0.0 36.0 0.0
4 4P 642.00 641.50 94.0 0.0053 0.012 0.0 36.0 0.0

NC111 - Storm Type II 24-hr 1-Year Rainfall=2.75"
Prepared by ARCO Business Services Printed 6/23/2023
HydroCAD® 10.20-2g s/n 12793 ©2022 HydroCAD Software Solutions LLC Page 7
Time span=0.00-48.00 hrs, dt=0.05 hrs, 961 points
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN
Reach routing by Stor-Ind+Trans method - Pond routing by Stor-Ind method
SubcatchmentDP1: Pond 1 DA Runoff Area=20.110 ac 77.37% Impervious Runoff Depth=1.76"
Tc=0.0 min CN=90 Runoff=70.00 cfs 2.943 af
SubcatchmentDP2: Pond 2 DA Runoff Area=16.120 ac 59.99% Impervious Runoff Depth=1.25"
Tc=0.0 min CN=83 Runoff=41.44 cfs 1.677 af
SubcatchmentDP3: Pond 3 DA Runoff Area=8.180 ac 89.12% Impervious Runoff Depth=2.11"
Tc=0.0 min CN=94 Runoff=32.58 cfs 1.438 af
SubcatchmentDP4: Pond 4 DA Runoff Area=6.500 ac 90.00% Impervious Runoff Depth=2.11"
Tc=0.0 min CN=94 Runoff=25.89 cfs 1.142 af
SubcatchmentDP5: Undetained2 Runoff Area=40.670 ac 0.00% Impervious Runoff Depth=0.18"
Flow Length=3,350' Tc=32.0 min CN=57 Runoff=1.81 cfs 0.594 af
SubcatchmentDP6: Undetained 1 Runoff Area=9.840 ac 0.00% Impervious Runoff Depth=0.18"
Flow Length=400' Slope=0.0100 '/' Tc=15.8 min CN=57 Runoff=0.60 cfs 0.144 af
Reach PDP1: Post Design Point 1 Inflow=1.72 cfs 2.556 af
Outflow=1.72 cfs 2.556 af
Reach PDP2: Post Design Point 2 Inflow=3.61 cfs 3.730 af
Outflow=3.61 cfs 3.730 af
Pond 1P: Pond 1 Peak Elev=677.67' Storage=86,730 cf Inflow=70.00 cfs 2.943 af
Outflow=1.31 cfs 2.412 of
Pond 2P: Pond 2 Peak Elev=646.62' Storage=45,748 cf Inflow=41.44 cfs 1.677 af
Outflow=1.09 cfs 1.317 af
Pond 3P: Pond 3 Peak Elev=647.46' Storage=39,338 cf Inflow=32.58 cfs 1.438 af
Outflow=1.20 cfs 1.225 af
Pond 4P: Pond 4 Peak Elev=644.81' Storage=36,334 cf Inflow=25.89 cfs 1.142 af
Outflow=0.51 cfs 0.594 af
Total Runoff Area = 101.420 ac Runoff Volume = 7.937 af Average Runoff Depth = 0.94"
62.17% Pervious = 63.050 ac 37.83% Impervious = 38.370 ac

NC111 - Storm Type II 24-hr 1-Year Rainfall=2.75"
Prepared by ARCO Business Services Printed 6/23/2023
HydroCAD® 10.20-2g s/n 12793 ©2022 HydroCAD Software Solutions LLC Page 8
Summary for Subcatchment DP1: Pond 1 DA
Runoff = 70.00 cfs @ 11.89 hrs, Volume= 2.943 af, Depth= 1.76"
Routed to Pond 1 P : Pond 1
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs
Type II 24-hr 1-Year Rainfall=2.75"
Area (ac) CN Description
15.560 98 Paved parking, HSG B
4.550 61 >75% Grass cover, Good, HSG B
20.110 90 Weighted Average
4.550 22.63% Pervious Area
15.560 77.37% Impervious Area
Subcatchment DP1: Pond 1 DA
Hydrograph
I I I I I I I I I I I I 11 1
75y I I I I I I I I I I I I I I I 1 1 ■Runoff
H 1 r 1170.00 cfs I H H 1 rt fi 1 H 1 r - H wI H
70 - - 1- - -I- - H- -1 - I- 4 -1- - -I- T -1 - E Typeal�2-4-h-r -
65� 1 1 1 I 1 1 I I I 1 I H�I
60 1 1 1 1 1 1 1 1 17TeaT Rlainfall7L.1/ JI
55 I I I I I 1 Runoff Area20.110 at
- 1- H 1 L H 1 rt T 1 L H rt 1 T 1 L L
50 H - 1- + -1- I - H - 1- 4 -1- - -IRunoffFtOkim1eg2.943-af -
y 45- 1 1 1 V 1 1 1 1 1 1 7� 64
407 1 1 1 1 1 1 1 1 1 T_"1Y I� il71•Iful
a 35- 1 1 1 1 1 1 1 1 1 1 1 1 1 Tc0.10 Min
1 - I- T -I- - 7 -I - I- 7 -I- T -I- T -1 - 7 - I- T -I-��+AA' AAP r+ -'�11 - -
30� H - 1- H- -1- - L H - 1- H- -I- + -I- L I - H -F - I- H- -1-Cr1�0 -
254/ _ 1- L 1 LA 1 L -1 L 1 L -1 LA 1- L ILI L
20 -/ I I I I I I I I I I I I I I I I I I I I I
15i./ I 1 1 I I I I 1 1 I I 1 1 I I 1 1 I I 1 1
H - 1- T -I- ' 7H - I- 7 -1- T -1- 7 -1 - 77 - 1- T -1- T -1 - 77
15: H - 1- t - - H - - L -1 + - L -1 - - 1- t - -1L
0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48
Time (hours)

NC111 - Storm Type II 24-hr 1-Year Rainfall=2.75"
Prepared by ARCO Business Services Printed 6/23/2023
HydroCAD® 10.20-2g s/n 12793 ©2022 HydroCAD Software Solutions LLC Page 9
Summary for Subcatchment DP2: Pond 2 DA
Runoff = 41.44 cfs @ 11.89 hrs, Volume= 1.677 af, Depth= 1.25"
Routed to Pond 2P : Pond 2
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs
Type II 24-hr 1-Year Rainfall=2.75"
Area (ac) CN Description
6.450 61 >75% Grass cover, Good, HSG B
9.670 98 Paved parking, HSG B
16.120 83 Weighted Average
6.450 40.01% Pervious Area
9.670 59.99% Impervious Area
Subcatchment DP2: Pond 2 DA
Hydrograph
H I t I H -I I- fi I t I T I b H I t I T I H -
46; 1 T T T T T T T T T T I T I T ■Runoff
44� 14144
40 — I I I I I 1 I I 1 1 I I 1 1 I I ITylpe]F24 -
38 - I- 4 - - - - - I 4 T I T IppPH— 44 II _T �
36 - H - I- t - - - - H- -I - I- H- -I- fi -I- T����y�ue-a' maul I'�'�
34 - - I- T - TT I T T Ruoff Aria t&i2-0
30 - - - -
284-/ 1 1 1 / 1 1 1 1 1 1 IRI MOff Ybrui11e#1.673:a
24� - - 1- t I- H - I- H- -1- fi -I- H- �''i"Q 0
1 +msGs7�
022 - I- rt -I- I- H- - I- - -I- T -1- T -I - H- H - I-TO mi1n -
184/ —
164-/ — II II 1 1 1 1 II 11 1 1 1 1 1 I GN- Z3
14/ — 1 4 1 H 1 4 1 T 1 H _ 1 4 1 T I H -
124-/ — - 1- -1- - 4 - I- -k -1- -1- -1 - 14 - 1- -1- -1 - -
10 - I- rt -1— T — I— rt —I— rt -1— T —I — PH — I— rt -1— T —I — r
1 I I I I I I I I I I I I I I
1 I I 1 1 I 1 ' I 1 I I 1 1
0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48
Time (hours)

NC111 - Storm Type II 24-hr 1-Year Rainfall=2.75"
Prepared by ARCO Business Services Printed 6/23/2023
HydroCAD® 10.20-2g s/n 12793 ©2022 HydroCAD Software Solutions LLC Page 10
Summary for Subcatchment DP3: Pond 3 DA
Runoff = 32.58 cfs @ 11.89 hrs, Volume= 1.438 af, Depth= 2.11"
Routed to Pond 3P : Pond 3
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs
Type II 24-hr 1-Year Rainfall=2.75"
Area (ac) CN Description
7.290 98 Paved parking, HSG B
0.890 61 >75% Grass cover, Good, HSG B
8.180 94 Weighted Average
0.890 10.88% Pervious Area
7.290 89.12% Impervious Area
Subcatchment DP3: Pond 3 DA
Hydrograph
- - I- + -I- # -I - . - I- 4 -I- + -I- I - 4 -I- 4 -I - H -
36i/ -T - I- -I- H- -1 - H - - I- 4 -I- H- -I- H- -1 - I- 4 -I- H- -I - H- - ■Runoff
34L:-/ H- - I- H -IH32.88cfsI_ H H - I- H -1- H -I- -H -1 - - I- H -I-'H -1 - H -
32� - _ 1- L -I- L - L J - I_ H _I_ L _I_ L L - L -1 - ITyp9_I! 2_4 ' -
30 A I- L - - L J I- L -1 L I L I�/pL A L I H I
28� I 1 1 1 1 1 1 1 1 1 7 r Tar Rainfa11=r2.1/ 51
26 1 1 1 1 1 1 1 1 1 1 nbf 8.I Akea= 80_at
24� 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 `1 1 _
224-/ I I 1 1 1 1 1Runoffl orume I.43`8 al
• 2• 0y - - -1 I I I I I I _ I__11 " 11Dp� 117-211����
• 18; - - - - .I,,, y�
TcO.'0 Ih'li�l
LL 16=
-1 - I- 7 7 -1 - I- 7 -I- T -I- T 71 - 1 7 - 17 T -17 n-r -1 - 77 -
147- - 1- 7 -I- - 7 - 1- 7 -1- T -1- T -I - r - 1- 7 -1-CN--94
12� - 1- t - - rt -1- t -1- t -1 - 1- t -1- t -1 - -
10 - t - L 4 -1 t -1 L -1 L 1 t 1- t -1
8� H - I- H H - I- 4 -1 T -I- L -1 - H A - I H -I- H -1 - H
t ^✓ - L 1- L -1 -1- L -1 - L - 1- L 1- -1
4� H 4 - L I- L -I- t -I- L -1 - L - 1- L - -1
0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48
Time (hours)

NC111 - Storm Type II 24-hr 1-Year Rainfall=2.75"
Prepared by ARCO Business Services Printed 6/23/2023
HydroCAD® 10.20-2g s/n 12793 ©2022 HydroCAD Software Solutions LLC Page 11
Summary for Subcatchment DP4: Pond 4 DA
Runoff = 25.89 cfs @ 11.89 hrs, Volume= 1.142 af, Depth= 2.11"
Routed to Pond 4P : Pond 4
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs
Type II 24-hr 1-Year Rainfall=2.75"
Area (ac) CN Description
5.850 98 Paved parking, HSG B
0.650 61 >75% Grass cover, Good, HSG B
6.500 94 Weighted Average
0.650 10.00% Pervious Area
5.850 90.00% Impervious Area
Subcatchment DP4: Pond 4 DA
Hydrograph
1 1 I I 1 I I I I I 11 1
28 -/ 1 1 1 1 1 1 I I I I 1 1 1 ■Runoff
—I 7 -19 1 1 — T —1 — T —
26 Typeal--2-4-hr -
24 I 1 I I 1 1 I I 1 I earl
1 I
22� ,r 1 1 1 1 1 1 1 I 1 '17 T ar Rlainf�N-r2.1/ J�'
20 rt _ 1 T 1unbff Awed �500 arc
18 1 1 I I I 1 1 I 'Runoff Volumleg1.142 af
16� T - I- Q1DTpbl�1" —
-I - I- - T -I - 1- T -1- T -1- T - r"T"
c 14-' -I_ _1 - I- 4 - H 4 1- 4 -I T _I- H -I - H 4 - I T&O Till h
" 12 -/ I 1 1 I I I I I I 1 I I I I I I I
10� r 1 1 1 1 I I I I I 1 1 1 1 1 1 Ci�t�q-94
—1 — 1- -r - r -I 1- T -1- r -1- r -1 - 1 rt - I- -r 1 r 1 I -
81/
6" f 1 I I I I I I I
4� T ' ^ 1 1 1 1 1 1 1 1 1
r 1 T I I I 1 - I -
2��j
0-4"/ (// (
0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48
Time (hours)

NC111 - Storm Type II 24-hr 1-Year Rainfall=2.75"
Prepared by ARCO Business Services Printed 6/23/2023
HydroCAD® 10.20-2g s/n 12793 ©2022 HydroCAD Software Solutions LLC Page 12
Summary for Subcatchment DP5: Undetained 2
Runoff = 1.81 cfs @ 12.50 hrs, Volume= 0.594 af, Depth= 0.18"
Routed to Reach PDP2 : Post Design Point 2
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs
Type II 24-hr 1-Year Rainfall=2.75"
Area (ac) CN Description
23.880 55 Woods, Good, HSG B
16.790 61 >75% Grass cover, Good, HSG B
40.670 57 Weighted Average
40.670 100.00% Pervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
21.1 100 0.0200 0.08 Sheet Flow, Woods Sheet Flow
Woods: Light underbrush n= 0.400 P2= 3.32"
8.8 1,900 0.0500 3.60 Shallow Concentrated Flow, Shallow Field Flow
Unpaved Kv= 16.1 fps
2.1 1,350 0.0200 10.60 286.27 Channel Flow, UNT Flow
Area= 27.0 sf Perim= 14.5' r= 1.86' n= 0.030
32.0 3,350 Total
Subcatchment DP5: Undetained 2
Hydrograph
' — 4 —I— + -1— # —I — # 4 — I I- 4 I
21 I I I I I I I I I I I I 1 ❑Runoff
11.81 cfs I 1 1 1 I I I I I 1 1 1
1 1 1 1 1 1 (Type II124-hr
1.Ylalr1 Rlainfall�2.�15�'
1 1 Runoff Area=40.670 ad
1 Runoff Volume=0.594 af
3 1 I 1 1 1 In gff Depih_#0.14316,
1 FlOw' Length=3,350'
1 Tc=32.0 min
�4. 1 CNL5�7
4
0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48
Time (hours)

NC111 - Storm Type II 24-hr 1-Year Rainfall=2.75"
Prepared by ARCO Business Services Printed 6/23/2023
HydroCAD® 10.20-2g s/n 12793 ©2022 HydroCAD Software Solutions LLC Page 13
Summary for Subcatchment DP6: Undetained 1
Runoff = 0.60 cfs @ 12.19 hrs, Volume= 0.144 af, Depth= 0.18"
Routed to Reach PDP1 : Post Design Point 1
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs
Type II 24-hr 1-Year Rainfall=2.75"
Area (ac) CN Description
3.600 61 >75% Grass cover, Good, HSG B
6.240 55 Woods, Good, HSG B
9.840 57 Weighted Average
9.840 100.00% Pervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
12.7 100 0.0100 0.13 Sheet Flow, Sheet Flow
Grass: Short n= 0.150 P2= 3.32"
3.1 300 0.0100 1.61 Shallow Concentrated Flow, Shallow Field Flow
Unpaved Kv= 16.1 fps
15.8 400 Total
Subcatchment DP6: Undetained 1
Hydrograph
1 1 1 1 1 1 1 1 I I I I I
0.65 1 I 1 I I I I I I I I 1 1 1 1 I I 1 ❑Runoff
1- 1 1 -I -Io.6o�J- -I- t -1 - - t -I- t -I - I- th - 1- t -I - t- ti -
0.6� 1 1 1 i 1 1 1 1 1 1 1 1 Type 4 III2hr
0.55 / 1 1 1 1 1 1 1 _Il 1 `�
= fi � - 1— + — — � 1 � � 1 � Ip�.��ar1-R�1ya,�n#�AI2. ,�y�
0.5� J_ I 1 L -1— L -I - 1- L -Rtirtof-AI� =9.840-a -
0.45� 1 1 1 1 1 1 {I �.I I Imo/ I I II I� I I I
1 1 1 1 1 Run Volume=Oi44 af-
0.4� b }�Q�
w : 1 1 1 r -1— 4 — 1— 4 —1— Rut —n Dp1— }�'0. Iv 'LL :.:;
� 11 1 1 FIo'w 'Length=400'
d- -I - I- + - - + - - I- + -I - 1 + -I- I - H4 - I -I - I- +
02 1 1 1III 1 1 1 I I I I Slojpe=0.0100 '/'
1 1 I— 1 -r 1— 1 -r 1 1- 1 C 1Q
0 0.1� 1 �/�I/ 1 1 1 1 1 1 1 1 eN 57
///
1- -11- T -1 - 1- T -I - r7 -
0.05- J
0 , ,,,(,., , // 1 ��/ �/ �/���/��//�
0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48
Time (hours)

NC111 - Storm Type II 24-hr 1-Year Rainfall=2.75"
Prepared by ARCO Business Services Printed 6/23/2023
HydroCAD® 10.20-2g s/n 12793 ©2022 HydroCAD Software Solutions LLC Page 14
Summary for Reach PDP1: Post Design Point 1
Inflow Area = 29.950 ac, 51.95% Impervious, Inflow Depth > 1.02" for 1-Year event
Inflow = 1.72 cfs @ 12.20 hrs, Volume= 2.556 af
Outflow = 1.72 cfs @ 12.20 hrs, Volume= 2.556 af, Atten= 0%, Lag= 0.0 min
Routing by Stor-Ind+Trans method, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs
Reach PDP1: Post Design Point 1
Hydrograph
/ 1
I I
I I I
I I I I
I I I
1 I I ❑Inflow
I 1172 cfs I 1 1 1 1 1 1 ❑Outflow
- I 11.72 cfs
1 1 I I Inflow Area=29.950 ac
LL
I I I l 1 1 I l l 1 l l 1 1 1
1 1 1 i I I I I I I I I I I I I I I I
0 ,.,(..,(.,. ,.,(.,. .,. ,.,(.,. ... ,.,(.,. ,.,(,.,(.,. ,.,
0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48
Time (hours)

NC111 - Storm Type II 24-hr 1-Year Rainfall=2.75"
Prepared by ARCO Business Services Printed 6/23/2023
HydroCAD® 10.20-2g s/n 12793 ©2022 HydroCAD Software Solutions LLC Page 15
Summary for Reach PDP2: Post Design Point 2
Inflow Area = 71.470 ac, 31.92% Impervious, Inflow Depth > 0.63" for 1-Year event
Inflow = 3.61 cfs @ 13.72 hrs, Volume= 3.730 af
Outflow = 3.61 cfs @ 13.72 hrs, Volume= 3.730 af, Atten= 0%, Lag= 0.0 min
Routing by Stor-Ind+Trans method, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs
Reach PDP2: Post Design Point 2
Hydrograph
/— I
I I 0 Inflow
4 13.61 cfs , ❑Outflow
c`j!� Inflow)Area=71 .470 ac
_ %// II II
3 / �j�//
/ I
To
.
.
1-
0 // .
0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48
Time (hours)

NC111 - Storm Type II 24-hr 1-Year Rainfall=2.75"
Prepared by ARCO Business Services Printed 6/23/2023
HydroCAD® 10.20-2g s/n 12793 ©2022 HydroCAD Software Solutions LLC Page 16
Summary for Pond 1 P: Pond 1
Inflow Area = 20.110 ac, 77.37% Impervious, Inflow Depth = 1.76" for 1-Year event
Inflow = 70.00 cfs @ 11.89 hrs, Volume= 2.943 af
Outflow = 1.31 cfs @ 15.50 hrs, Volume= 2.412 af, Atten= 98%, Lag= 216.5 min
Primary = 1.31 cfs @ 15.50 hrs, Volume= 2.412 af
Routed to Reach PDP1 : Post Design Point 1
Routing by Stor-Ind method, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs
Peak Elev= 677.67'@ 15.50 hrs Surf.Area= 39,897 sf Storage= 86,730 cf
Plug-Flow detention time=784.0 min calculated for 2.409 af(82% of inflow)
Center-of-Mass det. time= 708.2 min ( 1,512.4 - 804.3 )
Volume Invert Avail.Storage Storage Description
#1 675.00' 247,323 cf Custom Stage Data (Prismatic)Listed below(Recalc)
Elevation Surf.Area Inc.Store Cum.Store
(feet) (sq-ft) (cubic-feet) _(cubic-feet)
675.00 22,198 0 0
676.00 31,747 26,973 26,973
677.00 36,608 34,178 61,150
678.00 41,526 39,067 100,217
679.00 46,501 44,014 144,231
680.00 51,532 49,017 193,247
681.00 56,619 54,076 247,323
Device Routing Invert Outlet Devices
#1 Primary 670.50' 36.0" Round RCP_Round 36"
L= 109.0' RCP, groove end projecting, Ke= 0.200
Inlet/ Outlet Invert= 670.50'/669.00' S= 0.0138 '/' Cc= 0.900
n= 0.012 Concrete pipe, finished, Flow Area= 7.07 sf
#2 Device 1 675.00' 4.0" Vert. Orifice/Grate C= 0.600 Limited to weir flow at low heads
#3 Device 1 676.50' 5.0" Vert. Orifice/Grate C= 0.600 Limited to weir flow at low heads
#4 Device 1 677.75' 9.0" Vert. Orifice/Grate C= 0.600 Limited to weir flow at low heads
#5 Device 1 679.00' 60.0" x 60.0" Horiz. Orifice/Grate C= 0.600
Limited to weir flow at low heads
#6 Primary 679.25' 50.0' long x 10.0' 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) 2.49 2.56 2.70 2.69 2.68 2.69 2.67 2.64
Primary OutFlow Max=1.31 cfs @ 15.50 hrs HW=677.67' (Free Discharge)
41-
=RCP_Round 36" (Passes 1.31 cfs of 98.65 cfs potential flow)
-2=Orifice/Grate (Orifice Controls 0.66 cfs @ 7.62 fps)
-3=Orifice/Grate (Orifice Controls 0.64 cfs @ 4.72 fps)
-4=Orifice/Grate ( Controls 0.00 cfs)
-5=Orifice/Grate ( Controls 0.00 cfs)
G=Broad-Crested Rectangular Weir( Controls 0.00 cfs)

NC111 - Storm Type II 24-hr 1-Year Rainfall=2.75"
Prepared by ARCO Business Services Printed 6/23/2023
HydroCAD® 10.20-2g s/n 12793 ©2022 HydroCAD Software Solutions LLC Page 17
Pond 1 P: Pond 1
Hydrograph
/ I I 1 1 1 1 1 I 1 1 I 1 1 I 1 1
f/ — — ❑ Inflow
75� � � — l7000atsl 1— � 1— I I— � —I- 1— —11 � —I- 17 —I ❑Primar Y
70 z A— ' -I -Inflow Area=2O111-O- a-c
65- z- —1 — 1 — —[ — 1— 1 I— k, 4 I
1 I 1 1 1 I Peak' Eiew=�7/17.b/I
60 , A— 1 1 1 1 1 $tckr`Tg= "I,7$0 of
55� � � I I I I I
50 / " I I I I 1 1 1 1 1 1 I I I I I I
A454 rrt I t — 1 - 1— 1 - 1 - 1— fi 1- 1 1 1— -1 —
040� 4 -1- -k 1 —1 - 4 -
3 = / L 1 L _1 L L _
.2 35./ "
30 / A— 1 1 1 1 1 1 1 1 1 1 1 1
25' / 1 1 1 1 1 1 1 1 I I I
204 / r 7 1 L 1 — —1— 7r 1— I— I L I 7 I 1 7 —
15 ,/ k -F —I— * -1 - I I I i i 1 - 1 - -1
1 1 L 1 L
10- / 1 1 ' 1 ' 1 1
0
0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48
Time (hours)

NC111 - Storm Type II 24-hr 1-Year Rainfall=2.75"
Prepared by ARCO Business Services Printed 6/23/2023
HydroCAD® 10.20-2g s/n 12793 ©2022 HydroCAD Software Solutions LLC Page 18
Summary for Pond 2P: Pond 2
Inflow Area = 16.120 ac, 59.99% Impervious, Inflow Depth = 1.25" for 1-Year event
Inflow = 41.44 cfs @ 11.89 hrs, Volume= 1.677 af
Outflow = 1.09 cfs @ 14.49 hrs, Volume= 1.317 af, Atten= 97%, Lag= 156.0 min
Primary = 1.09 cfs @ 14.49 hrs, Volume= 1.317 af
Routed to Reach PDP2 : Post Design Point 2
Routing by Stor-Ind method, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs
Peak Elev= 646.62'@ 14.49 hrs Surf.Area= 20,230 sf Storage= 45,748 cf
Plug-Flow detention time=765.1 min calculated for 1.317 of(79% of inflow)
Center-of-Mass det. time=676.1 min ( 1,507.6 - 831.5 )
Volume Invert Avail.Storage Storage Description
#1 644.00' 154,643 cf Custom Stage Data (Prismatic)Listed below(Recalc)
Elevation Surf.Area Inc.Store Cum.Store
(feet) (sq-ft) (cubic-feet) _(cubic-feet)
644.00 13,734 0 0
645.00 17,141 15,438 15,438
646.00 19,006 18,074 33,511
647.00 20,969 19,988 53,499
648.00 23,034 22,002 75,500
649.00 25,210 24,122 99,622
650.00 27,495 26,353 125,975
651.00 29,842 28,669 154,643
Device Routing Invert Outlet Devices
#1 Primary 642.00' 36.0" Round RCP_Round 36"
L= 68.0' RCP, groove end projecting, Ke= 0.200
Inlet/ Outlet Invert= 642.00'/641.50' S= 0.0074 '/' Cc= 0.900
n= 0.012 Concrete pipe, finished, Flow Area= 7.07 sf
#2 Device 1 644.00' 3.0" Vert. Orifice/Grate C= 0.600 Limited to weir flow at low heads
#3 Device 1 646.25' 18.0" Vert. Orifice/Grate C= 0.600 Limited to weir flow at low heads
#4 Device 1 649.00' 60.0" x 60.0" Horiz. Orifice/Grate C= 0.600
Limited to weir flow at low heads
#5 Primary 649.00' 40.0' long x 10.0' 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) 2.49 2.56 2.70 2.69 2.68 2.69 2.67 2.64
Erimary OutFlow Max=1.09 cfs @ 14.49 hrs HW=646.62' (Free Discharge)
-1=RCP_Round 36" (Passes 1.09 cfs of 64.94 cfs potential flow)
2=Orifice/Grate (Orifice Controls 0.37 cfs @ 7.61 fps)
3=Orifice/Grate (Orifice Controls 0.72 cfs @ 2.08 fps)
4=Orifice/Grate ( Controls 0.00 cfs)
5=Broad-Crested Rectangular Weir( Controls 0.00 cfs)

NC111 - Storm Type II 24-hr 1-Year Rainfall=2.75"
Prepared by ARCO Business Services Printed 6/23/2023
HydroCAD® 10.20-2g s/n 12793 ©2022 HydroCAD Software Solutions LLC Page 19
Pond 2P: Pond 2
Hydrograph
/
r- -h -I- t -1 - I- fi - 1 - 1- -I - I- , 1 - I- -I -I- fit - I- fi -I- I- - - I- -
z- 0 1 1 1 1 1 1 1 1 1 1 I I I I I ' I I I Inflow
46; / ■Primar
444/ / 1 _1_ 1 _1 141 44 ors I I 1 I 1 1 1 1 I 1 1 1 _ I_ _ - y
42; / ,- 4 -I- 4 Inflow Area=16.120-1aci -
40 / z- 4 I -h -1 - I -1- L - T 1 1
38 / - 1 I I 1 IIII I 1 1 1 r eak Eiev=6 -6 -
36� /
34;/ i 1 I I I I I I 1 t qU ..gI4 14
32� i H 1 T 1 T 1 L 7 �}01
304/ / 4 -I- t -1 - I -1- f- -1 -1- + -1 - H H -1- H H - 1- H -I - H H - I- -
y28� / /- 7 -1- T 1 T T - I- T T -I- T -I - I- T -I - T T
26 / ,
c22 -/ / - -I- T -1 - I- -[ -1- T -I - 1- H -1- !- - - I- -
LL 204/ i fi H 1 t - - 1- -1 - 1- rt 1 I- I -I- L -I - I- t 1 1 - 1 -
18; / 7 -I- T 1 1 T T -1- T -1 - T T -1- T T - I- T 717 T T
16; /
14 /
12 ' i L I L 1 - 1 LL 1 L 1 LA 1 LJ I L I 1L I _
104-zi ,- -4 -1- T -1 - P' -1- I- -E - 1- + -1 - - H _I_ # H _ 1- + -1 HH - 1-
8� / 7 -1- T -1 a 1- T- T - 1-1 - I- 7 -I- T T - 1- T - 1 T - '-
6� i /- -1- i i 1 1
0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48
Time (hours)

NC111 - Storm Type II 24-hr 1-Year Rainfall=2.75"
Prepared by ARCO Business Services Printed 6/23/2023
HydroCAD® 10.20-2g s/n 12793 ©2022 HydroCAD Software Solutions LLC Page 20
Summary for Pond 3P: Pond 3
Inflow Area = 8.180 ac, 89.12% Impervious, Inflow Depth = 2.11" for 1-Year event
Inflow = 32.58 cfs @ 11.89 hrs, Volume= 1.438 af
Outflow = 1.20 cfs @ 13.17 hrs, Volume= 1.225 af, Atten= 96%, Lag= 76.8 min
Primary = 1.20 cfs @ 13.17 hrs, Volume= 1.225 af
Routed to Reach PDP2 : Post Design Point 2
Routing by Stor-Ind method, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs
Peak Elev= 647.46'@ 13.17 hrs Surf.Area= 18,752 sf Storage= 39,338 cf
Plug-Flow detention time=511.8 min calculated for 1.225 af(85% of inflow)
Center-of-Mass det. time=444.6 min ( 1,228.0 - 783.4 )
Volume Invert Avail.Storage Storage Description
#1 645.00' 118,908 cf Custom Stage Data (Prismatic)Listed below(Recalc)
Elevation Surf.Area Inc.Store Cum.Store
(feet) (sq-ft) (cubic-feet) _(cubic-feet)
645.00 12,210 0 0
646.00 15,876 14,043 14,043
647.00 17,818 16,847 30,890
648.00 19,839 18,829 49,719
649.00 21,944 20,892 70,610
650.00 24,134 23,039 93,649
651.00 26,383 25,259 118,908
Device Routing Invert Outlet Devices
#1 Primary 642.00' 36.0" Round RCP_Round 36"
L= 59.0' RCP, groove end projecting, Ke= 0.200
Inlet/ Outlet Invert= 642.00'/641.50' S= 0.0085 '/' Cc= 0.900
n= 0.012 Concrete pipe, finished, Flow Area= 7.07 sf
#2 Device 1 645.00' 2.0" Vert. Orifice/Grate C= 0.600 Limited to weir flow at low heads
#3 Device 1 646.00' 6.0" Vert. Orifice/Grate C= 0.600 Limited to weir flow at low heads
#4 Device 1 647.50' 6.0" Vert. Orifice/Grate C= 0.600 Limited to weir flow at low heads
#5 Device 1 648.50' 60.0" x 60.0" Horiz. Orifice/Grate C= 0.600
Limited to weir flow at low heads
#6 Primary 649.00' 40.0' long x 10.0' 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) 2.49 2.56 2.70 2.69 2.68 2.69 2.67 2.64
Primary OutFlow Max=1.20 cfs @ 13.17 hrs HW=647.46' (Free Discharge)
41-
=RCP_Round 36" (Passes 1.20 cfs of 78.04 cfs potential flow)
-2=Orifice/Grate (Orifice Controls 0.16 cfs @ 7.43 fps)
-3=Orifice/Grate (Orifice Controls 1.04 cfs @ 5.30 fps)
-4=Orifice/Grate ( Controls 0.00 cfs)
-5=Orifice/Grate ( Controls 0.00 cfs)
G=Broad-Crested Rectangular Weir( Controls 0.00 cfs)

NC111 - Storm Type II 24-hr 1-Year Rainfall=2.75"
Prepared by ARCO Business Services Printed 6/23/2023
HydroCAD® 10.20-2g s/n 12793 ©2022 HydroCAD Software Solutions LLC Page 21
Pond 3P: Pond 3
Hydrograph
/- H 1 t I I + -1- t- -1 I I H -1 I- t H - 1 I -I- H H - - -
, r- -1 -1- * -I - -1- 1- -1 -I- + -I - - -1 -I- 4H - I- + -I - I I ID Inflow
36� / - (32.58 cfs I ❑Primary
341z i 4 I -I - - -I I- -I I -I -InfI61W+Areamgnit8ac -
32� i r- -I -1- 1- -1 - -I- I- -I -I- -k -1 - I- -I- ''- 1- 6-41.4
30� / 4 -I- -L -I - -1- I- -I -I- -k -I - 1- 4 P eakIE Ilev� i�F( ,
284! / I I- -II H -I H � Q
26 / J I L I I _1 I- -II 1 1 L 4S ra_g_e-4gl,3 e -
24+/ / L _I L -1 - -1- L _I -1- 1 -1 - I- _I -1- I _I - 1- I _I - L L
22; / L -I- L l _ / _I- L J -I- 1 -I - L I -I- L _I - I_ 1 _I _ L _I
20; / L I L -I - _I L1 11 I LI I L1 11 1 L1 - -
c 18; / / L I L -I - - -I L1 11 I LI I L1 11 1 L -I -
LL 16; i L -1_ L -I _ _I- L I _1- 1 -1 - L I -1- L 1 _ I_ 1 -1 - L _I
14 -/ / / 1 I L I _1 L I ' 1 1 ' 1 1 I 1 1 -
12-' / I 1 I I 1 1 1 1 1 1 1 1 1
10+/ / 1 I I 1 1
8, / I I I '/ ' 1
8:/ i i
2-7
0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48
Time (hours)

NC111 - Storm Type II 24-hr 1-Year Rainfall=2.75"
Prepared by ARCO Business Services Printed 6/23/2023
HydroCAD® 10.20-2g s/n 12793 ©2022 HydroCAD Software Solutions LLC Page 22
Summary for Pond 4P: Pond 4
Inflow Area = 6.500 ac, 90.00% Impervious, Inflow Depth = 2.11" for 1-Year event
Inflow = 25.89 cfs @ 11.89 hrs, Volume= 1.142 af
Outflow = 0.51 cfs @ 15.05 hrs, Volume= 0.594 af, Atten= 98%, Lag= 189.5 min
Primary = 0.51 cfs @ 15.05 hrs, Volume= 0.594 af
Routed to Reach PDP2 : Post Design Point 2
Routing by Stor-Ind method, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs
Peak Elev= 644.81'@ 15.05 hrs Surf.Area= 15,076 sf Storage= 36,334 cf
Plug-Flow detention time=789.6 min calculated for 0.594 af(52% of inflow)
Center-of-Mass det. time=679.8 min ( 1,463.2 - 783.4 )
Volume Invert Avail.Storage Storage Description
#1 642.00' 72,921 cf Custom Stage Data (Prismatic)Listed below(Recalc)
Elevation Surf.Area Inc.Store Cum.Store
(feet) (sq-ft) (cubic-feet) _(cubic-feet)
642.00 10,109 0 0
643.00 12,615 11,362 11,362
644.00 13,953 13,284 24,646
645.00 15,347 14,650 39,296
646.00 16,798 16,073 55,369
647.00 18,306 17,552 72,921
Device Routing Invert Outlet Devices
#1 Primary 642.00' 36.0" Round RCP_Round 36"
L= 94.0' RCP, groove end projecting, Ke= 0.200
Inlet/ Outlet Invert= 642.00'/641.50' S= 0.0053 '/' Cc= 0.900
n= 0.012 Concrete pipe, finished, Flow Area= 7.07 sf
#2 Device 1 642.00' 1.7" Vert. Orifice/Grate C= 0.600 Limited to weir flow at low heads
#3 Device 1 644.50' 12.0" Vert. Orifice/Grate C= 0.600 Limited to weir flow at low heads
#4 Device 1 645.75' 60.0" x 60.0" Horiz. Orifice/Grate C= 0.600
Limited to weir flow at low heads
#5 Primary 646.00' 40.0' long x 10.0' 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) 2.49 2.56 2.70 2.69 2.68 2.69 2.67 2.64
Erimary OutFlow Max=0.51 cfs @ 15.05 hrs HW=644.81' (Free Discharge)
-1=RCP_Round 36" (Passes 0.51 cfs of 36.12 cfs potential flow)
2=Orifice/Grate (Orifice Controls 0.13 cfs @ 7.96 fps)
3=Orifice/Grate (Orifice Controls 0.38 cfs @ 1.88 fps)
4=Orifice/Grate ( Controls 0.00 cfs)
-5=Broad-Crested Rectangular Weir( Controls 0.00 cfs)

NC111 - Storm Type II 24-hr 1-Year Rainfall=2.75"
Prepared by ARCO Business Services Printed 6/23/2023
HydroCAD® 10.20-2g s/n 12793 ©2022 HydroCAD Software Solutions LLC Page 23
Pond 4P: Pond 4
Hydrograph
I I I I I I I
A I I I I I I I I I I I I I ❑ Inflow
28-v /- -1 t2589cfs I 1 1 ❑Primary
26� , '~
1-A-I -It1fIawrea=6.500-lac-c
I I
24z PeaicJElllevr6-411'
20� siolra1 1=36�,334 c
18� — _i - I- 4 -1- i_ _1 -
42 16/ /- -
1 I I I I I
_ i 1 1 1 I I I I I
14� i /- 1 1 1 1 I I I I I
o -
112� fi - -I - - -I- I- I - I- I- -1I- -1- 1- -1
8� / I 1 1 1 I I I I I
6y z- rt - -1 - -I- I I- I 1- I L -I I rt 1 r -I
44 r- 4 - 1 - - 1— , —I — I— —1— -1 - 1— -1 1 —
II II III
;% gip,„,;,,,,,,,, ;%!��
0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48
Time (hours)

NC111 - Storm Type II 24-hr 2-Year Rainfall=3.32"
Prepared by ARCO Business Services Printed 6/23/2023
HydroCAD® 10.20-2g s/n 12793 ©2022 HydroCAD Software Solutions LLC Page 24
Time span=0.00-48.00 hrs, dt=0.05 hrs, 961 points
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN
Reach routing by Stor-Ind+Trans method - Pond routing by Stor-Ind method
SubcatchmentDP1: Pond 1 DA Runoff Area=20.110 ac 77.37% Impervious Runoff Depth=2.28"
Tc=0.0 min CN=90 Runoff=89.46 cfs 3.821 af
SubcatchmentDP2: Pond 2 DA Runoff Area=16.120 ac 59.99% Impervious Runoff Depth=1.71"
Tc=0.0 min CN=83 Runoff=56.23 cfs 2.295 af
SubcatchmentDP3: Pond 3 DA Runoff Area=8.180 ac 89.12% Impervious Runoff Depth=2.66"
Tc=0.0 min CN=94 Runoff=40.41 cfs 1.814 af
SubcatchmentDP4: Pond 4 DA Runoff Area=6.500 ac 90.00% Impervious Runoff Depth=2.66"
Tc=0.0 min CN=94 Runoff=32.11 cfs 1.441 af
SubcatchmentDP5: Undetained2 Runoff Area=40.670 ac 0.00% Impervious Runoff Depth=0.35"
Flow Length=3,350' Tc=32.0 min CN=57 Runoff=6.09 cfs 1.188 af
SubcatchmentDP6: Undetained 1 Runoff Area=9.840 ac 0.00% Impervious Runoff Depth=0.35"
Flow Length=400' Slope=0.0100 '/' Tc=15.8 min CN=57 Runoff=2.35 cfs 0.288 af
Reach PDP1: Post Design Point 1 Inflow=3.80 cfs 3.472 af
Outflow=3.80 cfs 3.472 af
Reach PDP2: Post Design Point 2 Inflow=12.08 cfs 5.590 af
Outflow=12.08 cfs 5.590 af
Pond 1P: Pond 1 Peak Elev=678.22' Storage=109,475 cf Inflow=89.46 cfs 3.821 af
Outflow=2.22 cfs 3.185 af
Pond 2P: Pond 2 Peak Elev=647.02' Storage=53,872 cf Inflow=56.23 cfs 2.295 af
Outflow=3.12 cfs 1.923 af
Pond 3P: Pond 3 Peak Elev=647.96' Storage=48,965 cf Inflow=40.41 cfs 1.814 af
Outflow=1.85 cfs 1.590 af
Pond 4P: Pond 4 Peak Elev=645.08' Storage=40,515 cf Inflow=32.11 cfs 1.441 af
Outflow=1.35 cfs 0.889 af
Total Runoff Area = 101.420 ac Runoff Volume = 10.846 af Average Runoff Depth = 1.28"
62.17% Pervious = 63.050 ac 37.83% Impervious = 38.370 ac

NC111 - Storm Type II 24-hr 2-Year Rainfall=3.32"
Prepared by ARCO Business Services Printed 6/23/2023
HydroCAD® 10.20-2g s/n 12793 ©2022 HydroCAD Software Solutions LLC Page 25
Summary for Subcatchment DP1: Pond 1 DA
Runoff = 89.46 cfs @ 11.89 hrs, Volume= 3.821 af, Depth= 2.28"
Routed to Pond 1 P : Pond 1
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs
Type II 24-hr 2-Year Rainfall=3.32"
Area (ac) CN Description
15.560 98 Paved parking, HSG B
4.550 61 >75% Grass cover, Good, HSG B
20.110 90 Weighted Average
4.550 22.63% Pervious Area
15.560 77.37% Impervious Area
Subcatchment DP1: Pond 1 DA
Hydrograph
7 - 1— T -1 - 7T - 1- 7 -1- I — I— T -1— r —I — I- 7 —I— 1 1
100= 7 — T 7 - 1— 7 1 I I 7 I T L P 1 7 I 7 1 ❑Runoff
95_ T — 1— T —I89.46 cfs T T —1— T —I — T T — I— T —1— T 7 —I— T —1 —
85=
80= - 1 1 1 1 1.1 tar rv1 �Iti l I..5. L1
70_- - Rut Off/fir :at O 11a 0_ at_
65_' _ I_ 1 I I I III
60_' 1 I I 1 1 1 1 u o l�#1 YH oIume=&82 II at
55-' 1 I 1 1 1 1 a,
u1� I^ _1IF7L'QI,1
0 451 1 I I 1 I I 1 I I 1 1 I 1 T- Q.O mill_
u` 401 _ _ 1 1 1 I I I I I
351 1 I I 1 I I 1 I I 1 1 I I 1 \,y 90-
301 _ I 1 I II I I I I I I I I I
251 1 1 1 1 1I I I I I I I I I I
201 i _ I_ _ _ I_ 1 _1_ L _I _ L 1 I 1 I L I I_ J I L _I _
151 L _ LL 1 L I LA 1 1 _1 L _I _ 1_ L I L 1 _
101 ' 1 1 I I I 1 1 L _I 1 1 ' 1 1
0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48
Time (hours)

NC111 - Storm Type II 24-hr 2-Year Rainfall=3.32"
Prepared by ARCO Business Services Printed 6/23/2023
HydroCAD® 10.20-2g s/n 12793 ©2022 HydroCAD Software Solutions LLC Page 26
Summary for Subcatchment DP2: Pond 2 DA
Runoff = 56.23 cfs @ 11.89 hrs, Volume= 2.295 af, Depth= 1.71"
Routed to Pond 2P : Pond 2
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs
Type II 24-hr 2-Year Rainfall=3.32"
Area (ac) CN Description
6.450 61 >75% Grass cover, Good, HSG B
9.670 98 Paved parking, HSG B
16.120 83 Weighted Average
6.450 40.01% Pervious Area
9.670 59.99% Impervious Area
Subcatchment DP2: Pond 2 DA
Hydrograph
1 1 1 1 1 1 1 1 1 1 I I I I I I
60 -/ 1 1 I I 1 1 I 1 1 I 1 1 I I 1 1 ■Runoff
J _ I_ 1 _I I562�s1 1 _I- 1 _I_ 1 .I _ LJ _ I_ 1 _I_ L _I — L _
55� I 1 I I I I I I I I I ITyrpe lli 24-hr
50 ._ 1 - - 1- 7 -1— T -1— T -1 — 17 — I- 7 -1— T - - ` -
1 1 1 1 1 I 1 27Year1 Rai nfal l�3.421'
45 -/ I 1 I IIIII Runoff Area16.120 at
40� _ 1_ 1 1 1 1 1 1 RunoffVvlumleg2.2% of
35� /y 1 1 I I 1 1nQff'1Depth1�71 '
0 30 1 I I I I I 1 1 1 1 Tc=L.Velaln —
LL : T
25-/ 1 1 I I I I I 1 I I I II I I
4— H — I— -I 1- H — 1— 4 —1— —1— 4 —1 — 1 - 1 -I-VrN-' -83
20� 1 I I 1 1 I I I I I I
15� I I
: ,L A/ I I 1 -1— —1 - 1 -
10 -/ 1 1 1 1 1 I I I I I
1 1 1 1 1 I 1 I I I I I I
5_
0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48
Time (hours)

NC111 - Storm Type II 24-hr 2-Year Rainfall=3.32"
Prepared by ARCO Business Services Printed 6/23/2023
HydroCAD® 10.20-2g s/n 12793 ©2022 HydroCAD Software Solutions LLC Page 27
Summary for Subcatchment DP3: Pond 3 DA
Runoff = 40.41 cfs @ 11.89 hrs, Volume= 1.814 af, Depth= 2.66"
Routed to Pond 3P : Pond 3
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs
Type II 24-hr 2-Year Rainfall=3.32"
Area (ac) CN Description
7.290 98 Paved parking, HSG B
0.890 61 >75% Grass cover, Good, HSG B
8.180 94 Weighted Average
0.890 10.88% Pervious Area
7.290 89.12% Impervious Area
Subcatchment DP3: Pond 3 DA
Hydrograph
J _ I_ I _I_ L _I _ - I_ I _I- I _I_ L _I _ I _ 1 _I_ L _I - L _
44/ - I- 1 -I- L I - 11 1 T I- L -I I- L -I L - ■Runoff
424/ — - 1- 4 -1-I4o4i cfs I 1 - I- -1- T -1- -1 - - I- -11- -11 - -
40� — -- - I- rt -1- / 1- - 1- rt -1- t -1- t -1 - rt - IT pe-1F-2441-r
38 T I T T T I T22 QI- 7 1- T -111-
36 - I- 1 I I 1 1 I I 1 `7Ilk i�f7�N7 142
34� � - - - -
324/ _ 1 - 1- _I 1 1 1 1 1 1 1 Run nbf Area=8in a _
304/ I - I- I I- I - I- I -I- T -I- I -1 L`,I - I_ I -I_ QI -1 - L -
28 -4 - I- + -I- - - H - I- 4 -I- + -IRu AtOkiM1eg1-.8 -
y 264/ - - I- if -1- / - r -1 - 1- if -1- t -1-_ if Alin-
ff1D`r h-2:1 -
24� - T -I- - T T T T T
LL 20- 1 1 1 ' 1 I I 1 1 I I 1 1 I I 1 Tc-O A_thi fl -
18 I 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1I A 11
16-/ J - 1_ _I _ L J _ 1_ 1 _1_ I _I_ L _I _ L I _ 1_ 1 -1_CN 94
14/ - I - 1- I - - - - I I - I- 4 -1- T -I- 4 -1 14 - 1- 1 -I- t -1 I -
12 - - I- t I H 1 fi -1 t 1 t -1 1 ± 1 t 1
1g - 1- T I _ 1 7 I 7 -1 T I T 1 7 - 1- T I T 1
1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1
44/ 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 11 111 11 11
0-
0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48
Time (hours)

NC111 - Storm Type II 24-hr 2-Year Rainfall=3.32"
Prepared by ARCO Business Services Printed 6/23/2023
HydroCAD® 10.20-2g s/n 12793 ©2022 HydroCAD Software Solutions LLC Page 28
Summary for Subcatchment DP4: Pond 4 DA
Runoff = 32.11 cfs @ 11.89 hrs, Volume= 1.441 af, Depth= 2.66"
Routed to Pond 4P : Pond 4
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs
Type II 24-hr 2-Year Rainfall=3.32"
Area (ac) CN Description
5.850 98 Paved parking, HSG B
0.650 61 >75% Grass cover, Good, HSG B
6.500 94 Weighted Average
0.650 10.00% Pervious Area
5.850 90.00% Impervious Area
Subcatchment DP4: Pond 4 DA
Hydrograph
I I I I I I I I I I I I I I I I I I I I I I I
r -I- t r r r -1- r rrt r 1- r r - ■Runoff
34� -1 - 1- t 1-13211dsl- -1 1- t -1 t -1- t -1 t - 1- ± 1 t 11 r
327 — - I- 4 -I- - r - - 1- - -I- T -I- I - r - - ITypelV2-44ff
30i/ - I - - - - I- - -1- r 4 -k I ]- 61 -
28� , - I- - - - - � � I- -I T _2-7�YearR�ainfall n3n2� _
26� ▪ - I- 1 - - r 1- 1 -I 1 imbff /'�'� a 6JVV_ad
244-/ 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1
22 11 1 11 1 1 1 Runoff VoIumIeg1.441 af
y 20� 1 1 1141174.10u1�I I I I I I I I I I I pp
1 1 1 1 1 1 1 1 1 1 1 Tc_ O IO ti
14:-/ 1 1 1 1 1 1 1 1 1 1 1 1 11 1 1
1 1 1 1 1 1 1 1 1 1 1 1 1 1 C 194
12 -/
▪ 1- t 1- 7 -1 T -1- 7 r - 1- T 1 T -
104' - r . r 1- r r -1- r r rt r 1- r r
8: - 1- t r - I t -1- t -I- t -1 - - 1- ± -1- t r -
6� — - 1- 4 - 1- 4 -I- T -1- -1 4 - 1- -I- -1 - -
44-/ 41 4 - ! I- -1 -L -1- -1 - 1- - L -1 - -
0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48
Time (hours)

NC111 - Storm Type II 24-hr 2-Year Rainfall=3.32"
Prepared by ARCO Business Services Printed 6/23/2023
HydroCAD® 10.20-2g s/n 12793 ©2022 HydroCAD Software Solutions LLC Page 29
Summary for Subcatchment DP5: Undetained 2
Runoff = 6.09 cfs @ 12.39 hrs, Volume= 1.188 af, Depth= 0.35"
Routed to Reach PDP2 : Post Design Point 2
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs
Type II 24-hr 2-Year Rainfall=3.32"
Area (ac) CN Description
23.880 55 Woods, Good, HSG B
16.790 61 >75% Grass cover, Good, HSG B
40.670 57 Weighted Average
40.670 100.00% Pervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
21.1 100 0.0200 0.08 Sheet Flow, Woods Sheet Flow
Woods: Light underbrush n= 0.400 P2= 3.32"
8.8 1,900 0.0500 3.60 Shallow Concentrated Flow, Shallow Field Flow
Unpaved Kv= 16.1 fps
2.1 1,350 0.0200 10.60 286.27 Channel Flow, UNT Flow
Area= 27.0 sf Perim= 14.5' r= 1.86' n= 0.030
32.0 3,350 Total
Subcatchment DP5: Undetained 2
Hydrograph
I I 1 I I 1 I I 1 1 I I I I I
1 I I I I 1 I I 1 1 1 I I 1 1 ■Runoff
) (6.09cfs J — — I— -k —1 — — — — 1— - 1 — — I— —I— -
6--/ I I I I I I 1 1 I Type II124-hr
± 11 ar R1lainfalh3. 2�' _
5-7 1 I I Runoff Area=40.670 at
I T 1 -Ru-nofflifolume=ti-8-8-af -
4 ungff 11Dppth7O. 511
LL 3- 1 1 1 1 1 1 1 1 1 FloW Len7 th=3 350'
- 1 I I 1 / I 1 I I I I I I I ' I I
1 1 1 1 i 1111 I Tc=32.10 m i n
2- 1� 1 I
(4, (j
T I I I 1 I I 1 I I 1 ` N 11 51/
1--/ 1 �� 1 1 1 1
1 1 ��� 1 1 1 1
(
0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48
Time (hours)

NC111 - Storm Type II 24-hr 2-Year Rainfall=3.32"
Prepared by ARCO Business Services Printed 6/23/2023
HydroCAD® 10.20-2g s/n 12793 ©2022 HydroCAD Software Solutions LLC Page 30
Summary for Subcatchment DP6: Undetained 1
Runoff = 2.35 cfs @ 12.14 hrs, Volume= 0.288 af, Depth= 0.35"
Routed to Reach PDP1 : Post Design Point 1
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs
Type II 24-hr 2-Year Rainfall=3.32"
Area (ac) CN Description
3.600 61 >75% Grass cover, Good, HSG B
6.240 55 Woods, Good, HSG B
9.840 57 Weighted Average
9.840 100.00% Pervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
12.7 100 0.0100 0.13 Sheet Flow, Sheet Flow
Grass: Short n= 0.150 P2= 3.32"
3.1 300 0.0100 1.61 Shallow Concentrated Flow, Shallow Field Flow
Unpaved Kv= 16.1 fps
15.8 400 Total
Subcatchment DP6: Undetained 1
Hydrograph
` I —77-
I I I I I I I I I I I I I I ❑Runoff
I I I 12.35 cfs J I I I I I I I I I
I I I I I Type II 24-hr
1 2 11271N ar;R'1ainfalt=3 26L
-
IRunbff Area=9.840 at
I 1 1 I 1 1 1 1 1 1
Runoff Volume=0.288 of
N / 1 1 1 Ou'n Iff1De th=0. 5�'
`-' / Q p 1
LL / I I I FIdw Length=400'
T 1 7 1 I T 17 F 7 — I
1 1 1 Slope=0.0100
Tc=15;8 miri
CN57
I I I I I I I
o !����//�l//��//� loll/ll/ill/�ll�/ll�/ �(
0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48
Time (hours)

NC111 - Storm Type II 24-hr 2-Year Rainfall=3.32"
Prepared by ARCO Business Services Printed 6/23/2023
HydroCAD® 10.20-2g s/n 12793 ©2022 HydroCAD Software Solutions LLC Page 31
Summary for Reach PDP1: Post Design Point 1
Inflow Area = 29.950 ac, 51.95% Impervious, Inflow Depth > 1.39" for 2-Year event
Inflow = 3.80 cfs @ 12.15 hrs, Volume= 3.472 af
Outflow = 3.80 cfs @ 12.15 hrs, Volume= 3.472 af, Atten= 0%, Lag= 0.0 min
Routing by Stor-Ind+Trans method, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs
Reach PDP1: Post Design Point 1
Hydrograph
/ I I
I L 1
r 1 rt 0 Inflow
1380 cfs I I I I El Outflow
�
4- 1380 cfs r Inflow Area=29.950 ac
1 L
3— � I I 11 11
o
LL _ /
/1
i ./
0 .
o���p
, 1
1
0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48
Time (hours)

NC111 - Storm Type II 24-hr 2-Year Rainfall=3.32"
Prepared by ARCO Business Services Printed 6/23/2023
HydroCAD® 10.20-2g s/n 12793 ©2022 HydroCAD Software Solutions LLC Page 32
Summary for Reach PDP2: Post Design Point 2
Inflow Area = 71.470 ac, 31.92% Impervious, Inflow Depth > 0.94" for 2-Year event
Inflow = 12.08 cfs @ 12.42 hrs, Volume= 5.590 af
Outflow = 12.08 cfs @ 12.42 hrs, Volume= 5.590 af, Atten= 0%, Lag= 0.0 min
Routing by Stor-Ind+Trans method, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs
Reach PDP2: Post Design Point 2
Hydrograph
I ❑Inflow
13 112 08 cfs I El Outflow
11208cfs 1 Inflow Area=71 .470 ac
12
11= /� I 1 I
10= / —1 — —I— + —1 — I— -t —1— 'EH
= — — —1 l 1 — I 1 1 I
I I 7 T
1 1 1 Ø $ r1rTIrTTIrT
I I I I 1 1 1 1
LL 67 I I I I I I I I I I I I I
5_ L -1- L -1 - / �/� I— L —1 1- L L — ' -
4-
1 � 1 - L A. � I 1 1 I
1= / .4Aezzez / / / /
0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48
Time (hours)

NC111 - Storm Type II 24-hr 2-Year Rainfall=3.32"
Prepared by ARCO Business Services Printed 6/23/2023
HydroCAD® 10.20-2g s/n 12793 ©2022 HydroCAD Software Solutions LLC Page 33
Summary for Pond 1 P: Pond 1
Inflow Area = 20.110 ac, 77.37% Impervious, Inflow Depth = 2.28" for 2-Year event
Inflow = 89.46 cfs @ 11.89 hrs, Volume= 3.821 af
Outflow = 2.22 cfs @ 14.08 hrs, Volume= 3.185 af, Atten= 98%, Lag= 131.4 min
Primary = 2.22 cfs @ 14.08 hrs, Volume= 3.185 af
Routed to Reach PDP1 : Post Design Point 1
Routing by Stor-Ind method, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs
Peak Elev= 678.22'@ 14.08 hrs Surf.Area= 42,621 sf Storage= 109,475 cf
Plug-Flow detention time=726.4 min calculated for 3.185 af(83% of inflow)
Center-of-Mass det. time=653.5 min ( 1,450.3 - 796.8 )
Volume Invert Avail.Storage Storage Description
#1 675.00' 247,323 cf Custom Stage Data (Prismatic)Listed below(Recalc)
Elevation Surf.Area Inc.Store Cum.Store
(feet) (sq-ft) (cubic-feet) _(cubic-feet)
675.00 22,198 0 0
676.00 31,747 26,973 26,973
677.00 36,608 34,178 61,150
678.00 41,526 39,067 100,217
679.00 46,501 44,014 144,231
680.00 51,532 49,017 193,247
681.00 56,619 54,076 247,323
Device Routing Invert Outlet Devices
#1 Primary 670.50' 36.0" Round RCP_Round 36"
L= 109.0' RCP, groove end projecting, Ke= 0.200
Inlet/ Outlet Invert= 670.50'/669.00' S= 0.0138 '/' Cc= 0.900
n= 0.012 Concrete pipe, finished, Flow Area= 7.07 sf
#2 Device 1 675.00' 4.0" Vert. Orifice/Grate C= 0.600 Limited to weir flow at low heads
#3 Device 1 676.50' 5.0" Vert. Orifice/Grate C= 0.600 Limited to weir flow at low heads
#4 Device 1 677.75' 9.0" Vert. Orifice/Grate C= 0.600 Limited to weir flow at low heads
#5 Device 1 679.00' 60.0" x 60.0" Horiz. Orifice/Grate C= 0.600
Limited to weir flow at low heads
#6 Primary 679.25' 50.0' long x 10.0' 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) 2.49 2.56 2.70 2.69 2.68 2.69 2.67 2.64
Primary OutFlow Max=2.22 cfs @ 14.08 hrs HW=678.22' (Free Discharge)
41-
=RCP_Round 36" (Passes 2.22 cfs of 103.34 cfs potential flow)
-2=Orifice/Grate (Orifice Controls 0.73 cfs @ 8.41 fps)
-3=Orifice/Grate (Orifice Controls 0.81 cfs @ 5.92 fps)
-4=Orifice/Grate (Orifice Controls 0.68 cfs @ 2.33 fps)
-5=Orifice/Grate ( Controls 0.00 cfs)
G=Broad-Crested Rectangular Weir( Controls 0.00 cfs)

NC111 - Storm Type II 24-hr 2-Year Rainfall=3.32"
Prepared by ARCO Business Services Printed 6/23/2023
HydroCAD® 10.20-2g s/n 12793 ©2022 HydroCAD Software Solutions LLC Page 34
Pond 1 P: Pond 1
Hydrograph
rt — T - 1 T — — T 1 T -1 1 I T rt 1 T -1
1007 I 1 1 1 I 1 1 I 1 1 1 1 1 1 1 ❑ Inflow
1 189.46 cfs I I 1 1 I 1 I I 1 I 1 1 ❑Primary
95 W ,
90 /
1 1 I Inflow 1Ara 2 .1 ac
80 , I I �pae I��
80=' , 1 I I I I I Ple0 VI 0.44
75_' , 1 1 1 I 1 1 1 1 1 1 1
70 , )_ i 1 L _I _ 1 I 1 I L _L 1 L a td 1 1LV ,'F�a _I
65-' , )_ A _I_ _1 - 1 rl _I_ _ _ I_ 1 _1 _ I- 1 -I
60=' / /1_ 4 1 A I - I- 1 - I I4 I -
15 55; -
3 50: , fib -1- t 1 - 1 1 1 - t 1
-YE' 45' fi 1 t -1 1 - - rt I t - 1 t -1 T I I- rt 1 1- -
40 ' , Al— rt I T —I 1 - — T I T 1 T —I T 1 Trt 1 T —
35_ , ,L
30=' , _
251 / 1 1 1 1 1 I I I I 1
201 , 1 1
151 , � 1 ' 1 ' I I I 1
101 , 1 1 � I
5 , /////////////�//I / /fiiiii///I//iiiii///////////////////////////////////////
o- ' J///%%///%%//%%//%/////////////////////%//%%%////////////////////
0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48
Time (hours)

NC111 - Storm Type II 24-hr 2-Year Rainfall=3.32"
Prepared by ARCO Business Services Printed 6/23/2023
HydroCAD® 10.20-2g s/n 12793 ©2022 HydroCAD Software Solutions LLC Page 35
Summary for Pond 2P: Pond 2
Inflow Area = 16.120 ac, 59.99% Impervious, Inflow Depth = 1.71" for 2-Year event
Inflow = 56.23 cfs @ 11.89 hrs, Volume= 2.295 af
Outflow = 3.12 cfs @ 12.70 hrs, Volume= 1.923 af, Atten= 94%, Lag= 48.5 min
Primary = 3.12 cfs @ 12.70 hrs, Volume= 1.923 af
Routed to Reach PDP2 : Post Design Point 2
Routing by Stor-Ind method, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs
Peak Elev= 647.02'@ 12.70 hrs Surf.Area= 21,006 sf Storage= 53,872 cf
Plug-Flow detention time=565.1 min calculated for 1.923 af(84% of inflow)
Center-of-Mass det. time=491.9 min ( 1,314.4 - 822.5 )
Volume Invert Avail.Storage Storage Description
#1 644.00' 154,643 cf Custom Stage Data (Prismatic)Listed below(Recalc)
Elevation Surf.Area Inc.Store Cum.Store
(feet) (sq-ft) (cubic-feet) _(cubic-feet)
644.00 13,734 0 0
645.00 17,141 15,438 15,438
646.00 19,006 18,074 33,511
647.00 20,969 19,988 53,499
648.00 23,034 22,002 75,500
649.00 25,210 24,122 99,622
650.00 27,495 26,353 125,975
651.00 29,842 28,669 154,643
Device Routing Invert Outlet Devices
#1 Primary 642.00' 36.0" Round RCP_Round 36"
L= 68.0' RCP, groove end projecting, Ke= 0.200
Inlet/ Outlet Invert= 642.00'/641.50' S= 0.0074 '/' Cc= 0.900
n= 0.012 Concrete pipe, finished, Flow Area= 7.07 sf
#2 Device 1 644.00' 3.0" Vert. Orifice/Grate C= 0.600 Limited to weir flow at low heads
#3 Device 1 646.25' 18.0" Vert. Orifice/Grate C= 0.600 Limited to weir flow at low heads
#4 Device 1 649.00' 60.0" x 60.0" Horiz. Orifice/Grate C= 0.600
Limited to weir flow at low heads
#5 Primary 649.00' 40.0' long x 10.0' 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) 2.49 2.56 2.70 2.69 2.68 2.69 2.67 2.64
Erimary OutFlow Max=3.12 cfs @ 12.70 hrs HW=647.02' (Free Discharge)
-1=RCP_Round 36" (Passes 3.12 cfs of 70.70 cfs potential flow)
2=Orifice/Grate (Orifice Controls 0.40 cfs @ 8.19 fps)
3=Orifice/Grate (Orifice Controls 2.72 cfs @ 2.98 fps)
4=Orifice/Grate ( Controls 0.00 cfs)
5=Broad-Crested Rectangular Weir( Controls 0.00 cfs)

NC111 - Storm Type II 24-hr 2-Year Rainfall=3.32"
Prepared by ARCO Business Services Printed 6/23/2023
HydroCAD® 10.20-2g s/n 12793 ©2022 HydroCAD Software Solutions LLC Page 36
Pond 2P: Pond 2
Hydrograph
/ 1 1 1 I 1 1 1 1 1 1 1 I I I I I I I I
— 1 I I I I I I I I I I I I I I ❑ Inflow
z 0 Primary
) I5623cfsI 4 -I- 4 -I - I- 4 -I I
- / Inflow Area=1611201ac
55 / A- 1 1 1
50� z 1 - -1- 1- 1 1- Peak Eiev=647.b2'
45� A- - 1 -11 1 $t a g 51,-8
of-
40 - k 4 - -I I -I- -F 1- I I- 1 - 1 4 I 4 H I
1 1 1 1 1 1 1
42
42 35� A-
c30 -/ k - - -1
LL
25-'
- , 1 i
20i/ A- - -I - -1- 1- I- - -1- t 1 -h 1 1- -
15_ A 1 1
10 -/ fit 1 t 1 1 fi 1 fi 1 -
0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48
Time (hours)

NC111 - Storm Type II 24-hr 2-Year Rainfall=3.32"
Prepared by ARCO Business Services Printed 6/23/2023
HydroCAD® 10.20-2g s/n 12793 ©2022 HydroCAD Software Solutions LLC Page 37
Summary for Pond 3P: Pond 3
Inflow Area = 8.180 ac, 89.12% Impervious, Inflow Depth = 2.66" for 2-Year event
Inflow = 40.41 cfs @ 11.89 hrs, Volume= 1.814 af
Outflow = 1.85 cfs @ 12.81 hrs, Volume= 1.590 af, Atten= 95%, Lag= 55.5 min
Primary = 1.85 cfs @ 12.81 hrs, Volume= 1.590 of
Routed to Reach PDP2 : Post Design Point 2
Routing by Stor-Ind method, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs
Peak Elev= 647.96'@ 12.81 hrs Surf.Area= 19,762 sf Storage= 48,965 cf
Plug-Flow detention time=479.6 min calculated for 1.588 af(88% of inflow)
Center-of-Mass det. time=421.5 min ( 1,198.5 - 777.1 )
Volume Invert Avail.Storage Storage Description
#1 645.00' 118,908 cf Custom Stage Data (Prismatic)Listed below(Recalc)
Elevation Surf.Area Inc.Store Cum.Store
(feet) (sq-ft) (cubic-feet) _(cubic-feet)
645.00 12,210 0 0
646.00 15,876 14,043 14,043
647.00 17,818 16,847 30,890
648.00 19,839 18,829 49,719
649.00 21,944 20,892 70,610
650.00 24,134 23,039 93,649
651.00 26,383 25,259 118,908
Device Routing Invert Outlet Devices
#1 Primary 642.00' 36.0" Round RCP_Round 36"
L= 59.0' RCP, groove end projecting, Ke= 0.200
Inlet/ Outlet Invert= 642.00'/641.50' S= 0.0085 '/' Cc= 0.900
n= 0.012 Concrete pipe, finished, Flow Area= 7.07 sf
#2 Device 1 645.00' 2.0" Vert. Orifice/Grate C= 0.600 Limited to weir flow at low heads
#3 Device 1 646.00' 6.0" Vert. Orifice/Grate C= 0.600 Limited to weir flow at low heads
#4 Device 1 647.50' 6.0" Vert. Orifice/Grate C= 0.600 Limited to weir flow at low heads
#5 Device 1 648.50' 60.0" x 60.0" Horiz. Orifice/Grate C= 0.600
Limited to weir flow at low heads
#6 Primary 649.00' 40.0' long x 10.0' 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) 2.49 2.56 2.70 2.69 2.68 2.69 2.67 2.64
Primary OutFlow Max=1.85 cfs @ 12.81 hrs HW=647.96' (Free Discharge)
41-
=RCP_Round 36" (Passes 1.85 cfs of 84.37 cfs potential flow)
-2=Orifice/Grate (Orifice Controls 0.18 cfs @ 8.17 fps)
-3=Orifice/Grate (Orifice Controls 1.24 cfs @ 6.30 fps)
-4=Orifice/Grate (Orifice Controls 0.44 cfs @ 2.31 fps)
-5=Orifice/Grate ( Controls 0.00 cfs)
G=Broad-Crested Rectangular Weir( Controls 0.00 cfs)

NC111 - Storm Type II 24-hr 2-Year Rainfall=3.32"
Prepared by ARCO Business Services Printed 6/23/2023
HydroCAD® 10.20-2g s/n 12793 ©2022 HydroCAD Software Solutions LLC Page 38
Pond 3P: Pond 3
Hydrograph
L I L I I_ 1 _I_ LL I I LI I LI I L I LL
4 -I- L 1 - I- 4 -1 I- -I I- T -I 1 4 -1 4 4 - I 4 -I- I- - ❑ Inflow
44� i ,- -h -I- t -1 40.4l�I -I- f- -h -I- t -1 - I- -h -I- t -I - I- t -I- I- -1 0 Primary j
44024-/ / /- 1 I I . I I I I I I hlflow Area=&i1�1ac
� / - - -
I I I I I I I I I I I I I I II A ll I I
36 i -L I L I I _I_ L L 1 1 I L I Peak1EIlevr- 4716r
34/ i _ 4 -I- t -I - I -I- I- -I -I- + -I - 1- 4 H -I - 1- + pI C1
32 i ,- rt -1- r -1- rrt -1- t -1 - 1- rtSt-ocag-Q-4115V05CT
30' r- 1 LiLLLiLihLhLLLE
28� i264-/ i �24
4-/ / ,- 4 -I-3224-/ / ,- 4 -I- t -I - I- -I -I- tH - I- H -I- HH - I- -
20 ' ,- 7 -1- r
-I 1 7 I I I I1 I T -1 17 1 77 I
18; /
164-/ i �
-
14 / I I I I I I I I I I I I I I I I I I I I I -
12 / 4 -I- -I - I -I- I- -I -I- + -I - 1- 4 -I- 4 -I - I- 4 -I- 1 -I - I- -
104"/ / 4 -I- fi -I _ I -I- I- -I -I- t -I - - 1 -I- t i- - I- t -' 1 H - I- -
8� z- 7 - T 1 I r 7 I T I I 7 T - 1 7 - 7 7 - ,
6; / - -
2-2
0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48
Time (hours)

NC111 - Storm Type II 24-hr 2-Year Rainfall=3.32"
Prepared by ARCO Business Services Printed 6/23/2023
HydroCAD® 10.20-2g s/n 12793 ©2022 HydroCAD Software Solutions LLC Page 39
Summary for Pond 4P: Pond 4
Inflow Area = 6.500 ac, 90.00% Impervious, Inflow Depth = 2.66" for 2-Year event
Inflow = 32.11 cfs @ 11.89 hrs, Volume= 1.441 af
Outflow = 1.35 cfs @ 12.92 hrs, Volume= 0.889 af, Atten= 96%, Lag= 62.0 min
Primary = 1.35 cfs @ 12.92 hrs, Volume= 0.889 af
Routed to Reach PDP2 : Post Design Point 2
Routing by Stor-Ind method, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs
Peak Elev= 645.08'@ 12.92 hrs Surf.Area= 15,462 sf Storage= 40,515 cf
Plug-Flow detention time=599.2 min calculated for 0.889 af(62% of inflow)
Center-of-Mass det. time=495.7 min ( 1,272.8 - 777.1 )
Volume Invert Avail.Storage Storage Description
#1 642.00' 72,921 cf Custom Stage Data (Prismatic)Listed below(Recalc)
Elevation Surf.Area Inc.Store Cum.Store
(feet) (sq-ft) (cubic-feet) _(cubic-feet)
642.00 10,109 0 0
643.00 12,615 11,362 11,362
644.00 13,953 13,284 24,646
645.00 15,347 14,650 39,296
646.00 16,798 16,073 55,369
647.00 18,306 17,552 72,921
Device Routing Invert Outlet Devices
#1 Primary 642.00' 36.0" Round RCP_Round 36"
L= 94.0' RCP, groove end projecting, Ke= 0.200
Inlet/ Outlet Invert= 642.00'/641.50' S= 0.0053 '/' Cc= 0.900
n= 0.012 Concrete pipe, finished, Flow Area= 7.07 sf
#2 Device 1 642.00' 1.7" Vert. Orifice/Grate C= 0.600 Limited to weir flow at low heads
#3 Device 1 644.50' 12.0" Vert. Orifice/Grate C= 0.600 Limited to weir flow at low heads
#4 Device 1 645.75' 60.0" x 60.0" Horiz. Orifice/Grate C= 0.600
Limited to weir flow at low heads
#5 Primary 646.00' 40.0' long x 10.0' 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) 2.49 2.56 2.70 2.69 2.68 2.69 2.67 2.64
Erimary OutFlow Max=1.35 cfs @ 12.92 hrs HW=645.08' (Free Discharge)
-1=RCP_Round 36" (Passes 1.35 cfs of 41.10 cfs potential flow)
2=Orifice/Grate (Orifice Controls 0.13 cfs @ 8.35 fps)
3=Orifice/Grate (Orifice Controls 1.22 cfs @ 2.59 fps)
4=Orifice/Grate ( Controls 0.00 cfs)
-5=Broad-Crested Rectangular Weir( Controls 0.00 cfs)

NC111 - Storm Type II 24-hr 2-Year Rainfall=3.32"
Prepared by ARCO Business Services Printed 6/23/2023
HydroCAD® 10.20-2g s/n 12793 ©2022 HydroCAD Software Solutions LLC Page 40
Pond 4P: Pond 4
Hydrograph
1 7 I 1 I I I I I I I I I 1 I I I
71- -1- T -I - I- 7 -I- T- 7 - I- T -I - I- 7 -I- T 7 - I- T -I- 7 7 - ❑ Inflow 1
z7 7717 T 1 132.11�l 1 r 7 717 T 717 7 7 717 7/�7 1 7 1 7 7 - ❑Primary
34� / z- -r 1 r 1 - - -1- 1- H -1 I 1 Inflolw-Area=6-I5OO-Inc-
32� z _ _
rt -1- -r -1 - I I -1- 1- H - 1- I -1 - I- 1 -1- fi 1 - 1- rt 1-
30- , fig -I- fi -I - I -I- f- - - I- + -I - P-e-a-k-E-Ilev- 5. '
28� ^ C.�j
k + -I- + -11 - I - -11 + + I- + 11 1H +sto -4ol,olpCT-
26-'
247-
,I- H -I- H 1 - - -1- I- -I -I + 1 H 4 -1 H J I + -1- 1 J -
22' / 4 -1- H -1 1 - H -4 - I- + -I - I- - -I- H - - I- 4 -I- H -
13.15 20- / r 4 -1- -L i 1 1 i 1 - I- 4 -1- - - 1- -k -I- 1- -
318- / - - -1 -1- -H4 - 1- -L -I- l- _I
LL 16' / 4 _1 _ I- I - I H I H J I 4 1 1 J -
14 -/ / J _ J 1- _ 1 J A 1 J J 1 1 1 L J
12; / _1- LJ -1- 1J - Lli -1- LJ - 1- 1 -1- I 1
10 / / _1- LJ -1- 1 -1 - LH -1- JJ - 1- 1 -I- 1 1
8- /
6" i 1 I 1 1 1 1 I 1 1 I 1 1 1
�4 / 1 A l' 1 1 1 1 1 1 1
0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48
Time (hours)

NC111 - Storm Type II 24-hr 10-Year Rainfall=4.82"
Prepared by ARCO Business Services Printed 6/23/2023
HydroCAD® 10.20-2g s/n 12793 ©2022 HydroCAD Software Solutions LLC Page 41
Time span=0.00-48.00 hrs, dt=0.05 hrs, 961 points
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN
Reach routing by Stor-Ind+Trans method - Pond routing by Stor-Ind method
SubcatchmentDP1: Pond 1 DA Runoff Area=20.110 ac 77.37% Impervious Runoff Depth=3.70"
Tc=0.0 min CN=90 Runoff=140.53 cfs 6.205 af
SubcatchmentDP2: Pond 2 DA Runoff Area=16.120 ac 59.99% Impervious Runoff Depth=3.01"
Tc=0.0 min CN=83 Runoff=96.63 cfs 4.046 af
SubcatchmentDP3: Pond 3 DA Runoff Area=8.180 ac 89.12% Impervious Runoff Depth=4.13"
Tc=0.0 min CN=94 Runoff=60.80 cfs 2.816 af
SubcatchmentDP4: Pond 4 DA Runoff Area=6.500 ac 90.00% Impervious Runoff Depth=4.13"
Tc=0.0 min CN=94 Runoff=48.31 cfs 2.237 af
SubcatchmentDP5: Undetained2 Runoff Area=40.670 ac 0.00% Impervious Runoff Depth=1.01"
Flow Length=3,350' Tc=32.0 min CN=57 Runoff=27.22 cfs 3.423 af
SubcatchmentDP6: Undetained 1 Runoff Area=9.840 ac 0.00% Impervious Runoff Depth=1.01"
Flow Length=400' Slope=0.0100 '/' Tc=15.8 min CN=57 Runoff=10.61 cfs 0.828 af
Reach PDP1: Post Design Point 1 Inflow=21.23 cfs 6.310 af
Outflow=21.23 cfs 6.310 af
Reach PDP2: Post Design Point 2 Inflow=50.61 cfs 11.337 af
Outflow=50.61 cfs 11.337 af
Pond 1P: Pond 1 Peak Elev=679.25' Storage=155,897 cf Inflow=140.53 cfs 6.205 af
Outflow=12.21 cfs 5.482 af
Pond 2P: Pond 2 Peak Elev=648.53' Storage=88,037 cf Inflow=96.63 cfs 4.046 af
Outflow=11.02 cfs 3.658 af
Pond 3P: Pond 3 Peak Elev=648.86' Storage=67,520 cf Inflow=60.80 cfs 2.816 af
Outflow=16.77 cfs 2.578 af
Pond 4P: Pond 4 Peak Elev=646.00' Storage=55,348 cf Inflow=48.31 cfs 2.237 af
Outflow=12.02 cfs 1.678 af
Total Runoff Area = 101.420 ac Runoff Volume = 19.556 af Average Runoff Depth = 2.31"
62.17% Pervious = 63.050 ac 37.83% Impervious = 38.370 ac

NC111 - Storm Type II 24-hr 10-Year Rainfall=4.82"
Prepared by ARCO Business Services Printed 6/23/2023
HydroCAD® 10.20-2g s/n 12793 ©2022 HydroCAD Software Solutions LLC Page 42
Summary for Subcatchment DP1: Pond 1 DA
Runoff = 140.53 cfs @ 11.89 hrs, Volume= 6.205 af, Depth= 3.70"
Routed to Pond 1 P : Pond 1
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs
Type II 24-hr 10-Year Rainfall=4.82"
Area (ac) CN Description
15.560 98 Paved parking, HSG B
4.550 61 >75% Grass cover, Good, HSG B
20.110 90 Weighted Average
4.550 22.63% Pervious Area
15.560 77.37% Impervious Area
Subcatchment DP1: Pond 1 DA
Hydrograph
1 1 1 1 1 1 1 1 1 1 1 I I I I 1 1 1 1
150� I I I I I I I I I I I I I I I I I I ❑Runoff
- 4— ± — I— T — 140.53 ds — — -k I_ -I t I- - 1 1
140" _ I— T 1 1 ' — 1— 4 —1— 1— _Type 11124-hr
130_ , l ar;kailifll=4.02 `
120 _
110� —
'— - Runoff Area20.1110 at
r T - I- T —1 — T T I- -r 1 T 1 r -i I rt 1 L 1
1001 .- -[ - 1- 4 1 --u+1off1VOIume=I6 2-05 of
w 901 r ! - - / - - arfoff DpI h0�`
3 801 1 1 `f l
`0 701 1 1 I I I TC0.0 Min
� T 7 1 7 T II 771
60- —I — I— + —1 — I— 4 -CNg90-
501 J_ L _ I _I _ L 1 L I L 1
401 1 1 I 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1
301 1 1 I 1 I I I I I I I I I I I I
— T — I — I 7 —I— T —1777 — 177 —I- 7 7 — I- 7 -1 —
201 — ' ± 1 ± —1 — 1 t —1— 1— ± — I— —1 — '— t 1 —
0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48
Time (hours)

NC111 - Storm Type II 24-hr 10-Year Rainfall=4.82"
Prepared by ARCO Business Services Printed 6/23/2023
HydroCAD® 10.20-2g s/n 12793 ©2022 HydroCAD Software Solutions LLC Page 43
Summary for Subcatchment DP2: Pond 2 DA
Runoff = 96.63 cfs @ 11.89 hrs, Volume= 4.046 af, Depth= 3.01"
Routed to Pond 2P : Pond 2
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs
Type II 24-hr 10-Year Rainfall=4.82"
Area (ac) CN Description
6.450 61 >75% Grass cover, Good, HSG B
9.670 98 Paved parking, HSG B
16.120 83 Weighted Average
6.450 40.01% Pervious Area
9.670 59.99% Impervious Area
Subcatchment DP2: Pond 2 DA
Hydrograph
I I I I I I I I I I I I I I I I I I I I
105_' ,- L I L I L J L L 1 L L H 1 1 -I L -1 - I- 1 - 111 I - ❑Runoff
100-' ,- H - 1- -L -1 -I96.63cfsI- I- H -I- H -I - H4 - I- I -I- 1- -I - 1- H - I- H -I -
95 - 1 + 1 - L� - 4 -1- + 1 H -T - I- H -1- 1 -Type I1124-hr
913i/ - 1- t -1 - 1- -h 1- t -1 - 1- --f - - 1- 1 - - - � -I- `f
85 fi - 1- -r -1 - 1— rt -1- -r -1 - 1- -[ -g-07Y-eari-m41n#4-11-74. &1 -
807 I T -I - T - i 7 1 T I 1 - RinaffArta1Z11211
75=
70_' I
65 ' 1 1 1 1 1 1 I I RunO#�ll 1Volume=4.046 of
h/ _ _ I_ I 1 1 / 1 1 1 1 1 1 1 ib
55 _ 1_ 1 1 1 -1- 1 -1 _ L _1 - 1- l `L"� `iP hi93 11 _
0 50 - I- T -I- -I - - I- -I- �`+ o--I no
lL 45-' 1 - 1- + -1 - 1 I -1- H -I - I 1 - I- T -1- H H - I II- -H 1
401 — - - 1- ± -1 - - fi -1- t -1 L H - 1- t -1 1- -I -
35_' — 7 - T 1 T 7 T 1 7 T L 7 T
201 - -
151 � 1- _ 1 1 1 1 1
101 ,_ _
01 , �� ������� �(
0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48
Time (hours)

NC111 - Storm Type II 24-hr 10-Year Rainfall=4.82"
Prepared by ARCO Business Services Printed 6/23/2023
HydroCAD® 10.20-2g s/n 12793 ©2022 HydroCAD Software Solutions LLC Page 44
Summary for Subcatchment DP3: Pond 3 DA
Runoff = 60.80 cfs @ 11.89 hrs, Volume= 2.816 af, Depth= 4.13"
Routed to Pond 3P : Pond 3
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs
Type II 24-hr 10-Year Rainfall=4.82"
Area (ac) CN Description
7.290 98 Paved parking, HSG B
0.890 61 >75% Grass cover, Good, HSG B
8.180 94 Weighted Average
0.890 10.88% Pervious Area
7.290 89.12% Impervious Area
Subcatchment DP3: Pond 3 DA
Hydrograph
I I I I I I I I I I I I I I I I I
651/ I I I I I I 1 1 I I 1 1 I 1 1 I I 1 1 ■Runoff
J - 1- 4 1_160.8o GIs I- 1 J - I- 4 -1 t -1- -1 I- J 1 -k 1 t 1 1 -
60 1 IIII I I 1 1 I I 1 1 I I ITkpe 111 24-hr
551-' 1 1 I I 1 1 I I I‘,El rI . I.. . 6.26.
J - 1- t -1- - t J 1 1 t 1 QT I-`I'"17 Kai ll74-�N`Li- -
50 1 1 1 _ 1 I 1 1 I I Runoff nbff Area=8 _80-ad -
45 / 1
- - - I- 7 -11- T -iRumoffVolume=2.81-6- af -
i 40: - 1 - L _II- 1 - L L L 1 _t H
�' 35� 1 1 1 1 �n9ff Dp p h7?-1' 11
LL 30 III 1 1 1 1 1 1 Tc0.10 min
J - I- 4 - 1 -I I- 4 -1- t -I- k -1 - I- -[ - 1- + -I-�+k 1 1 -
25� 1 I I I I I IIIIII C N 94
-I - 1- t - t J I- t -1- t -I- t -1 - I- -i - 1- t -I- t -1 t -
10 1 1 1 I I I I
`� 1 1 1 1 1 - r -1 - 7 -
5
o= iiiioiiii�iiiiii / �/�/��/ll�/�/����
0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48
Time (hours)

NC111 - Storm Type II 24-hr 10-Year Rainfall=4.82"
Prepared by ARCO Business Services Printed 6/23/2023
HydroCAD® 10.20-2g s/n 12793 ©2022 HydroCAD Software Solutions LLC Page 45
Summary for Subcatchment DP4: Pond 4 DA
Runoff = 48.31 cfs @ 11.89 hrs, Volume= 2.237 af, Depth= 4.13"
Routed to Pond 4P : Pond 4
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs
Type II 24-hr 10-Year Rainfall=4.82"
Area (ac) CN Description
5.850 98 Paved parking, HSG B
0.650 61 >75% Grass cover, Good, HSG B
6.500 94 Weighted Average
0.650 10.00% Pervious Area
5.850 90.00% Impervious Area
Subcatchment DP4: Pond 4 DA
Hydrograph
I I I I I I I I I I I I I I I I I I I I I
J — - 7 — — + — LJ - 1 — + — — + — — L � — I- 1 — + -1L _ ■Runoff
50 1 I 148.3l s I I I 1 1 I I 1 1 I I 1 I
4— — 7 —'— - — I- 4 -1 + -1— + -1 — ITYpell+2-44
451/ `.
= fi - 1- -1 - - 1— - -1- -- -1- 0-7 arrmiaipfaII 4. 21-
35 I 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1
1 1 1 1 1 1 Runoff Volumleg2.237 af
( 30 / _ 11_ _II _ I_ _11_ I _I_ _OuLn4ff 11 Dgp hz4..11,1,,3,1" _
0 25- 1 1 1 1 1 1 1 1 1 1 1 1 1 1 Tc0.10 Ih1if1
LL = 4— H — I- 7 — HH I- 4 —I + —I— + — — HM I + I H I H
20% 1 1 I I I I I I I I CNg94
- 7 1— 7 —1 + —1— 7 — 1— 7 1 T 1 + 1 7 —
15� 1 1 / 1 I I I I I I I I I I I
I I I 10 1 1 1 1 1 1
- T
51-/ 1 1 1 1 1 1
0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48
Time (hours)

NC111 - Storm Type II 24-hr 10-Year Rainfall=4.82"
Prepared by ARCO Business Services Printed 6/23/2023
HydroCAD® 10.20-2g s/n 12793 ©2022 HydroCAD Software Solutions LLC Page 46
Summary for Subcatchment DP5: Undetained 2
Runoff = 27.22 cfs @ 12.32 hrs, Volume= 3.423 af, Depth= 1.01"
Routed to Reach PDP2 : Post Design Point 2
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs
Type II 24-hr 10-Year Rainfall=4.82"
Area (ac) CN Description
23.880 55 Woods, Good, HSG B
16.790 61 >75% Grass cover, Good, HSG B
40.670 57 Weighted Average
40.670 100.00% Pervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
21.1 100 0.0200 0.08 Sheet Flow, Woods Sheet Flow
Woods: Light underbrush n= 0.400 P2= 3.32"
8.8 1,900 0.0500 3.60 Shallow Concentrated Flow, Shallow Field Flow
Unpaved Kv= 16.1 fps
2.1 1,350 0.0200 10.60 286.27 Channel Flow, UNT Flow
Area= 27.0 sf Perim= 14.5' r= 1.86' n= 0.030
32.0 3,350 Total
Subcatchment DP5: Undetained 2
Hydrograph
- I- 4 -I- + - 1 - I- 4 -I- + -I- + -I - 1 -1- A- -I - I- -
307v I I I I I I I I I I I I I I I I I I I I I I ■Runoff
287' I 1 1 I 12z22 cfs 1 I I I I I I I I I I I I I I I I
26- I I I 1 1 1 1 1 1 1 I I ITfpe1li y�=C
4- -I I � - -11 - O�Y ar Rlainfallz4.02-
24�
22 I I I I I I Ru-h-off Area=40,E 7O-at
1 1 I I I I I I I I I I I I 1 1 1
I- T 1- 7 -I- T -RunoffrVolume=3.42-3 of
187- 1- H - I- 4 -1- + -I- - I
. 16� 1_ _1 - 1- 1 -1_ 1 _1_ L _ �ngfflD�phz1_,01L -
LL 14 - I- I I 1 1 1 1 1 FJtyv !L th 3,35O
12/ I 1 1 1 1 1 1 1 1 1 I I I
- 1 7 0 7 7 r -1 r - r - 11-C 33.1)iPn-i n -
10� - I- 7 H 4 I- 7 H14 T -I- H -I H 4 - I- H HI HrL_ J
8_ I 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 I `T ��I'
Lt
0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48
Time (hours)

NC111 - Storm Type II 24-hr 10-Year Rainfall=4.82"
Prepared by ARCO Business Services Printed 6/23/2023
HydroCAD® 10.20-2g s/n 12793 ©2022 HydroCAD Software Solutions LLC Page 47
Summary for Subcatchment DP6: Undetained 1
Runoff = 10.61 cfs @ 12.11 hrs, Volume= 0.828 af, Depth= 1.01"
Routed to Reach PDP1 : Post Design Point 1
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs
Type II 24-hr 10-Year Rainfall=4.82"
Area (ac) CN Description
3.600 61 >75% Grass cover, Good, HSG B
6.240 55 Woods, Good, HSG B
9.840 57 Weighted Average
9.840 100.00% Pervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
12.7 100 0.0100 0.13 Sheet Flow, Sheet Flow
Grass: Short n= 0.150 P2= 3.32"
3.1 300 0.0100 1.61 Shallow Concentrated Flow, Shallow Field Flow
Unpaved Kv= 16.1 fps
15.8 400 Total
Subcatchment DP6: Undetained 1
Hydrograph
11 1 I 1 1 1 I I I I I I I
I -I_ L I - H I I L I H I _ _ L I H - ❑Runoff
11L/ I 1 1 iliosiersil I 1 1 1 1 I 1 1
10- fi - I- -I j 1 Type-IFr24 r
o-7lf air; '1ainfaH43-2�' -
� � 1 _ / - 1 -L 1 1- 1 '-Ruinbff Area=9 84fl aO -
8L/ I 1 1 I I I I I I I I I I I I I I I
- I- -1 T -Runoff-Volume=0.828-af -
1 1 1 -Li1:1b'11 -
U. i - 1- 1 /- � � - - -1- - - -1 -FiowllLength=4@0' -
4� 1 / i I I I I Slope=O Oi10O'P
I_ _IV 1 1 1 1 1 1 1 1 1 1 1 IT1 5 ini'i -
3� 1 1 1 1 1 1 1 1 1 1 1 1 1 `' Iv 11l
I -F I- I fi I 1- I I
I I I I I I I I I I I
� T
0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48
Time (hours)

NC111 - Storm Type II 24-hr 10-Year Rainfall=4.82"
Prepared by ARCO Business Services Printed 6/23/2023
HydroCAD® 10.20-2g s/n 12793 ©2022 HydroCAD Software Solutions LLC Page 48
Summary for Reach PDP1: Post Design Point 1
Inflow Area = 29.950 ac, 51.95% Impervious, Inflow Depth > 2.53" for 10-Year event
Inflow = 21.23 cfs @ 12.13 hrs, Volume= 6.310 af
Outflow = 21.23 cfs @ 12.13 hrs, Volume= 6.310 af, Atten= 0%, Lag= 0.0 min
Routing by Stor-Ind+Trans method, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs
Reach PDP1: Post Design Point 1
Hydrograph
1 I 1 I 1 1 1 1 1 1 1 1 1 1 1
4 -I- 4 -1 - I- 4 -1- I- -I - 1- 4 -I- - 4 -1- 4 -I - 1- 4 -I- 4 - - I- ❑Inflow
234 - -t -I- t -I 21.23 cfs l—1— I— —I — 1 t —I— t 1/ 11�y 4 —I — 1 7t —I/per 7�/�n7 --/II-- - 0 Outflow
22_ -1- - 121.23 cfs 1/ 1— F T - 1- T I Inflor• Arep=29 95OJac
21=
20_' - L 1 L I _ _1_ L A 11 1 LA I L 1 I L 1 LL 1 -
19= 4 -I- 4 -1 - I- -I - 1- -k -I- I- 4 -1- -k -I - 1- 4 -I- - - I- -
181 - rt -I- t 1 -1- r - 1 1 I I- -I1 rt 1 1 rt 1 r - 1 -
17= I I I I I I I I I I I I I I I I I I I I I
16_
15 JI_ LI 001 -I- L _ ILIL _LIL1IL1LL1 -
13= 7 -I- T -1 - 1 - TT - 1- T -I- TT -I- T -I - 1- T -I- TT - 1- -
3 12= -I- �
0 11;
Li 10_ 4 -I- L _I _ 1 I- -I I -k 1 I- -I1 -k 1 I 4 1 -I 1 -
9_ -t -1 #- -1 - I I - 1- ± -I- -1-
t -I - - -I- 1- -1 - I-
8 -
6= 1 -I- L 1 �'' _ 1 -I _ LA 1 _I - L -I- L _ _ I- _
5_ - 4 I L -I A��II/'/''�`i� _L i - i_ 4 1 + I I- 4 I 1- -I I -
4_' 1 -I- T -I ��II�j ��I//� - TT -1- T -1 - 1 1 -I- TT - I- -
0
0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48
Time (hours)

NC111 - Storm Type II 24-hr 10-Year Rainfall=4.82"
Prepared by ARCO Business Services Printed 6/23/2023
HydroCAD® 10.20-2g s/n 12793 ©2022 HydroCAD Software Solutions LLC Page 49
Summary for Reach PDP2: Post Design Point 2
Inflow Area = 71.470 ac, 31.92% Impervious, Inflow Depth > 1.90" for 10-Year event
Inflow = 50.61 cfs @ 12.27 hrs, Volume= 11.337 af
Outflow = 50.61 cfs @ 12.27 hrs, Volume= 11.337 af, Atten= 0%, Lag= 0.0 min
Routing by Stor-Ind+Trans method, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs
Reach PDP2: Post Design Point 2
Hydrograph
/ I I I ❑Inflow
55- A— —I— t —I _I 50.61 cfs I—I— I— —I — I— — — L — —I— + ❑Outflow
50.61cfs I I I I Inflow Area=71 .4701ac
50_ I I I , I I I I I I I I I I I I
451/ ,- L _I_ L _I _I/,/ _I_ L J _ I_ 1 I _ L A 1_ L _I I_ L _I L L _ I
= i I I I I I I I I I I I I I I
: : : jTT
I I I I I I I I
u 30- L _I- L —I _I 1_ _I _ I— 1 I — L _l 1— 1 —I I— L —I L 1 _
LL 25- -I— — I— I —I — 1 1 —I— t —I — I— 1 -I- 1 - - 1- -
I
20-
I I I I I I
15 � - - -I- - � � — II— -
1
10=
I I
5- /
/ / j /%
0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48
Time (hours)

NC111 - Storm Type II 24-hr 10-Year Rainfall=4.82"
Prepared by ARCO Business Services Printed 6/23/2023
HydroCAD® 10.20-2g s/n 12793 ©2022 HydroCAD Software Solutions LLC Page 50
Summary for Pond 1 P: Pond 1
Inflow Area = 20.110 ac, 77.37% Impervious, Inflow Depth = 3.70" for 10-Year event
Inflow = 140.53 cfs @ 11.89 hrs, Volume= 6.205 af
Outflow = 12.21 cfs @ 12.30 hrs, Volume= 5.482 af, Atten= 91%, Lag= 24.5 min
Primary = 12.21 cfs @ 12.30 hrs, Volume= 5.482 af
Routed to Reach PDP1 : Post Design Point 1
Routing by Stor-Ind method, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs
Peak Elev= 679.25'@ 12.30 hrs Surf.Area= 47,747 sf Storage= 155,897 cf
Plug-Flow detention time=540.9 min calculated for 5.482 af(88% of inflow)
Center-of-Mass det. time=483.7 min ( 1,266.9 - 783.2 )
Volume Invert Avail.Storage Storage Description
#1 675.00' 247,323 cf Custom Stage Data (Prismatic)Listed below(Recalc)
Elevation Surf.Area Inc.Store Cum.Store
(feet) (sq-ft) (cubic-feet) _(cubic-feet)
675.00 22,198 0 0
676.00 31,747 26,973 26,973
677.00 36,608 34,178 61,150
678.00 41,526 39,067 100,217
679.00 46,501 44,014 144,231
680.00 51,532 49,017 193,247
681.00 56,619 54,076 247,323
Device Routing Invert Outlet Devices
#1 Primary 670.50' 36.0" Round RCP_Round 36"
L= 109.0' RCP, groove end projecting, Ke= 0.200
Inlet/ Outlet Invert= 670.50'/669.00' S= 0.0138 '/' Cc= 0.900
n= 0.012 Concrete pipe, finished, Flow Area= 7.07 sf
#2 Device 1 675.00' 4.0" Vert. Orifice/Grate C= 0.600 Limited to weir flow at low heads
#3 Device 1 676.50' 5.0" Vert. Orifice/Grate C= 0.600 Limited to weir flow at low heads
#4 Device 1 677.75' 9.0" Vert. Orifice/Grate C= 0.600 Limited to weir flow at low heads
#5 Device 1 679.00' 60.0" x 60.0" Horiz. Orifice/Grate C= 0.600
Limited to weir flow at low heads
#6 Primary 679.25' 50.0' long x 10.0' 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) 2.49 2.56 2.70 2.69 2.68 2.69 2.67 2.64
Primary OutFlow Max=12.20 cfs @ 12.30 hrs HW=679.25' (Free Discharge)
41-
=RCP_Round 36" (Passes 12.20 cfs of 111.55 cfs potential flow)
-2=Orifice/Grate (Orifice Controls 0.85 cfs @ 9.73 fps)
-3=Orifice/Grate (Orifice Controls 1.05 cfs @ 7.67 fps)
-4=Orifice/Grate (Orifice Controls 2.25 cfs @ 5.10 fps)
-5=Orifice/Grate (Weir Controls 8.05 cfs @ 1.63 fps)
G=Broad-Crested Rectangular Weir( Controls 0.00 cfs)

NC111 - Storm Type II 24-hr 10-Year Rainfall=4.82"
Prepared by ARCO Business Services Printed 6/23/2023
HydroCAD® 10.20-2g s/n 12793 ©2022 HydroCAD Software Solutions LLC Page 51
Pond 1 P: Pond 1
Hydrograph
�f� I I I I 1 I I 1 I I I -I- I
/ I I I I I I I I I ❑ Inflow
,
1504/ 7 — I140.53cfs I I— 1'MsT - I /� 1 J 11— 1— 11,— ❑Primary
140� - -F -1- 'n H - 1- 1 -Iinflow 1Area=2a.Ii-Vi-ac—
L7 -1- _1 - 1_ _1- p11-41 I- 7
130� 1 1 rams Frey- 19-I
120 / CC pn 1 1 1 1 1 1 1 1 A -1 eT"7g 6'142 '.If
1001 /77 1- 77 1 / - I T - 7 -1- T - - 1- T -1 - T7 -1- T7 -
w 901 / L7 1 tl 1 t ' t - 1 t 1 Lfi 1 L -1
-1- -1 - 1- 1 - 1- -1 - 1 4 -1- J- 4 -
801
c _ / i 1 L J 1 _ 1 I L I 1 L I
a 701 , 1 I I 1 I 1 1 I I I I I
601 / /7 1 1 1 1 1 I I I I I
501 , "P 1 1 1 I 1 I I I I I I
404/ 'Lrt 1- fi1 - 1 1— rt -1- 1- � —
30? / —I— — I / —I-
1 L L — 1 , L 1 L 1 1 L -
20- , 112 21 cfs 1 1 1 1
W.
0=
0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48
Time (hours)

NC111 - Storm Type II 24-hr 10-Year Rainfall=4.82"
Prepared by ARCO Business Services Printed 6/23/2023
HydroCAD® 10.20-2g s/n 12793 ©2022 HydroCAD Software Solutions LLC Page 52
Summary for Pond 2P: Pond 2
Inflow Area = 16.120 ac, 59.99% Impervious, Inflow Depth = 3.01" for 10-Year event
Inflow = 96.63 cfs @ 11.89 hrs, Volume= 4.046 af
Outflow = 11.02 cfs @ 12.14 hrs, Volume= 3.658 af, Atten= 89%, Lag= 14.8 min
Primary = 11.02 cfs @ 12.14 hrs, Volume= 3.658 af
Routed to Reach PDP2 : Post Design Point 2
Routing by Stor-Ind method, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs
Peak Elev= 648.53'@ 12.14 hrs Surf.Area= 24,189 sf Storage= 88,037 cf
Plug-Flow detention time=344.6 min calculated for 3.658 af(90% of inflow)
Center-of-Mass det. time=295.3 min ( 1,101.6 - 806.3 )
Volume Invert Avail.Storage Storage Description
#1 644.00' 154,643 cf Custom Stage Data (Prismatic)Listed below(Recalc)
Elevation Surf.Area Inc.Store Cum.Store
(feet) (sq-ft) (cubic-feet) _(cubic-feet)
644.00 13,734 0 0
645.00 17,141 15,438 15,438
646.00 19,006 18,074 33,511
647.00 20,969 19,988 53,499
648.00 23,034 22,002 75,500
649.00 25,210 24,122 99,622
650.00 27,495 26,353 125,975
651.00 29,842 28,669 154,643
Device Routing Invert Outlet Devices
#1 Primary 642.00' 36.0" Round RCP_Round 36"
L= 68.0' RCP, groove end projecting, Ke= 0.200
Inlet/ Outlet Invert= 642.00'/641.50' S= 0.0074 '/' Cc= 0.900
n= 0.012 Concrete pipe, finished, Flow Area= 7.07 sf
#2 Device 1 644.00' 3.0" Vert. Orifice/Grate C= 0.600 Limited to weir flow at low heads
#3 Device 1 646.25' 18.0" Vert. Orifice/Grate C= 0.600 Limited to weir flow at low heads
#4 Device 1 649.00' 60.0" x 60.0" Horiz. Orifice/Grate C= 0.600
Limited to weir flow at low heads
#5 Primary 649.00' 40.0' long x 10.0' 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) 2.49 2.56 2.70 2.69 2.68 2.69 2.67 2.64
Erimary OutFlow Max=11.02 cfs @ 12.14 hrs HW=648.53' (Free Discharge)
-1=RCP_Round 36" (Passes 11.02 cfs of 89.46 cfs potential flow)
2=Orifice/Grate (Orifice Controls 0.50 cfs @ 10.11 fps)
3=Orifice/Grate (Orifice Controls 10.53 cfs @ 5.96 fps)
4=Orifice/Grate ( Controls 0.00 cfs)
5=Broad-Crested Rectangular Weir( Controls 0.00 cfs)

NC111 - Storm Type II 24-hr 10-Year Rainfall=4.82"
Prepared by ARCO Business Services Printed 6/23/2023
HydroCAD® 10.20-2g s/n 12793 ©2022 HydroCAD Software Solutions LLC Page 53
Pond 2P: Pond 2
Hydrograph
, I I l l l , l l l l//1_
1_ 1 -I- L _ - I- i 1 I- -1- L _ - I- 1 I _ L 1- L ❑ Inflow
❑Primary
j
105_' i 4 -1- -1I96'63'Is l —I — 1— 4 -1- ♦- 4 -1- 4 - 1-/�+ -1 - 1 4 -1-/�f
100_' i ,r rt -I- L -i - 1 -I - 1 rt —I— 1— rt -II 1floff/1Are-a=16-.1-2Ot-ai-
95_' i ,r 1- -I T r T �p T r 7 r
90_' i — e� cIFev 8.Ja '
85_' i � (} $1 1yI
751 i 1 I L J I 1 I 1 1 L f I L r r?UI7-L YIV""L��
701 i 1 4 -I- L -I - 1 4 I I 4 I I- 4 1 k - 1 + 1 14 1 1- -1
651 / A- -1I L - I 1 I ± 1 1 -1 I H - I T -I - H fi -1- 1- - -
u 601i T 1 T - 1 T1- I- I r -
O 50= i' �
`� 45'' i �
1 I 1 I 1 I I I I I I I I I I I I I I
40 ' / A 1 L _I 1 1 I 1 1 L H I L J I T H L 1 I L -
35 ' i 14 -I- L4 - I -I - 1 4 -I- 14 1- f- 4 - 1 - - - 14 1- H - -
30 / A -I- LH - 1 1 - I t -I- 1H -I HH - 1- - -I- 1- - -
25 / fi -r -1- 1- -I1 1 1 -r -1- r H -1- T - 1 - - 1 r -
20:' i
15 ' / 4 11.02 cfs ,
101 /
I I /� i i 1 1 1 ' 1 1 1
0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48
Time (hours)

NC111 - Storm Type II 24-hr 10-Year Rainfall=4.82"
Prepared by ARCO Business Services Printed 6/23/2023
HydroCAD® 10.20-2g s/n 12793 ©2022 HydroCAD Software Solutions LLC Page 54
Summary for Pond 3P: Pond 3
Inflow Area = 8.180 ac, 89.12% Impervious, Inflow Depth = 4.13" for 10-Year event
Inflow = 60.80 cfs @ 11.89 hrs, Volume= 2.816 af
Outflow = 16.77 cfs @ 12.01 hrs, Volume= 2.578 af, Atten= 72%, Lag= 7.1 min
Primary = 16.77 cfs @ 12.01 hrs, Volume= 2.578 af
Routed to Reach PDP2 : Post Design Point 2
Routing by Stor-Ind method, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs
Peak Elev= 648.86'@ 12.01 hrs Surf.Area= 21,646 sf Storage= 67,520 cf
Plug-Flow detention time=382.3 min calculated for 2.575 af(91% of inflow)
Center-of-Mass det. time= 338.4 min ( 1,103.8 - 765.5 )
Volume Invert Avail.Storage Storage Description
#1 645.00' 118,908 cf Custom Stage Data (Prismatic)Listed below(Recalc)
Elevation Surf.Area Inc.Store Cum.Store
(feet) (sq-ft) (cubic-feet) _(cubic-feet)
645.00 12,210 0 0
646.00 15,876 14,043 14,043
647.00 17,818 16,847 30,890
648.00 19,839 18,829 49,719
649.00 21,944 20,892 70,610
650.00 24,134 23,039 93,649
651.00 26,383 25,259 118,908
Device Routing Invert Outlet Devices
#1 Primary 642.00' 36.0" Round RCP_Round 36"
L= 59.0' RCP, groove end projecting, Ke= 0.200
Inlet/ Outlet Invert= 642.00'/641.50' S= 0.0085 '/' Cc= 0.900
n= 0.012 Concrete pipe, finished, Flow Area= 7.07 sf
#2 Device 1 645.00' 2.0" Vert. Orifice/Grate C= 0.600 Limited to weir flow at low heads
#3 Device 1 646.00' 6.0" Vert. Orifice/Grate C= 0.600 Limited to weir flow at low heads
#4 Device 1 647.50' 6.0" Vert. Orifice/Grate C= 0.600 Limited to weir flow at low heads
#5 Device 1 648.50' 60.0" x 60.0" Horiz. Orifice/Grate C= 0.600
Limited to weir flow at low heads
#6 Primary 649.00' 40.0' long x 10.0' 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) 2.49 2.56 2.70 2.69 2.68 2.69 2.67 2.64
Primary OutFlow Max=16.38 cfs @ 12.01 hrs HW=648.85' (Free Discharge)
41-
=RCP_Round 36" (Passes 16.38 cfs of 94.60 cfs potential flow)
-2=Orifice/Grate (Orifice Controls 0.20 cfs @ 9.35 fps)
-3=Orifice/Grate (Orifice Controls 1.53 cfs @ 7.77 fps)
-4=Orifice/Grate (Orifice Controls 0.99 cfs @ 5.05 fps)
-5=Orifice/Grate (Weir Controls 13.66 cfs @ 1.94 fps)
G=Broad-Crested Rectangular Weir( Controls 0.00 cfs)

NC111 - Storm Type II 24-hr 10-Year Rainfall=4.82"
Prepared by ARCO Business Services Printed 6/23/2023
HydroCAD® 10.20-2g s/n 12793 ©2022 HydroCAD Software Solutions LLC Page 55
Pond 3P: Pond 3
Hydrograph
I . I 1 I 1 1 . I I I 1 1 1 1 1 I
� _ _ I I I I I I III I I I I I ❑ Inflow
/ 16o 80 cfs I ❑Primary
_IntlolwArea=8.1 MIIac
55� / ' 1 1 1 Peak-ElevI=6418 41f'
/
50� Storage=b7,5201 cf
45i k
/
40L-/ r 1 1 - 7 - - 1- 7 -I - 7 -1
0 35� / J - -1 - - - -1- _L 1- 1 1- I H _I I _L I 1_ _I -
3 - / 1 1 1 I 1 I 1
,° 30� / /I j - I I I I
25 / fi 1 1- t - - 1- fi -I 1-
201/ 1 - 16.77 cfs — — _ — _ —
15- j - -I - I 1
/
10 -/ k 1 1 - -I - I-
- / I I I 1 I 1
5 -/
0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48
Time (hours)

NC111 - Storm Type II 24-hr 10-Year Rainfall=4.82"
Prepared by ARCO Business Services Printed 6/23/2023
HydroCAD® 10.20-2g s/n 12793 ©2022 HydroCAD Software Solutions LLC Page 56
Summary for Pond 4P: Pond 4
Inflow Area = 6.500 ac, 90.00% Impervious, Inflow Depth = 4.13" for 10-Year event
Inflow = 48.31 cfs @ 11.89 hrs, Volume= 2.237 af
Outflow = 12.02 cfs @ 12.01 hrs, Volume= 1.678 af, Atten= 75%, Lag= 7.4 min
Primary = 12.02 cfs @ 12.01 hrs, Volume= 1.678 of
Routed to Reach PDP2 : Post Design Point 2
Routing by Stor-Ind method, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs
Peak Elev= 646.00'@ 12.01 hrs Surf.Area= 16,796 sf Storage= 55,348 cf
Plug-Flow detention time=396.7 min calculated for 1.678 af(75% of inflow)
Center-of-Mass det. time= 308.1 min ( 1,073.6 - 765.5 )
Volume Invert Avail.Storage Storage Description
#1 642.00' 72,921 cf Custom Stage Data (Prismatic)Listed below(Recalc)
Elevation Surf.Area Inc.Store Cum.Store
(feet) (sq-ft) (cubic-feet) _(cubic-feet)
642.00 10,109 0 0
643.00 12,615 11,362 11,362
644.00 13,953 13,284 24,646
645.00 15,347 14,650 39,296
646.00 16,798 16,073 55,369
647.00 18,306 17,552 72,921
Device Routing Invert Outlet Devices
#1 Primary 642.00' 36.0" Round RCP_Round 36"
L= 94.0' RCP, groove end projecting, Ke= 0.200
Inlet/ Outlet Invert= 642.00'/641.50' S= 0.0053 '/' Cc= 0.900
n= 0.012 Concrete pipe, finished, Flow Area= 7.07 sf
#2 Device 1 642.00' 1.7" Vert. Orifice/Grate C= 0.600 Limited to weir flow at low heads
#3 Device 1 644.50' 12.0" Vert. Orifice/Grate C= 0.600 Limited to weir flow at low heads
#4 Device 1 645.75' 60.0" x 60.0" Horiz. Orifice/Grate C= 0.600
Limited to weir flow at low heads
#5 Primary 646.00' 40.0' long x 10.0' 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) 2.49 2.56 2.70 2.69 2.68 2.69 2.67 2.64
Erimary OutFlow Max=11.46 cfs @ 12.01 hrs HW=645.99' (Free Discharge)
-1=RCP_Round 36" (Passes 11.46 cfs of 52.39 cfs potential flow)
2=Orifice/Grate (Orifice Controls 0.15 cfs @ 9.53 fps)
3=Orifice/Grate (Orifice Controls 3.76 cfs @ 4.78 fps)
4=Orifice/Grate (Weir Controls 7.55 cfs @ 1.59 fps)
-5=Broad-Crested Rectangular Weir( Controls 0.00 cfs)

NC111 - Storm Type II 24-hr 10-Year Rainfall=4.82"
Prepared by ARCO Business Services Printed 6/23/2023
HydroCAD® 10.20-2g s/n 12793 ©2022 HydroCAD Software Solutions LLC Page 57
Pond 4P: Pond 4
Hydrograph
/ 1 1 1 1 1 1 1 1 1 1
f/ _ -1 I_ L _I - I_ 1 _1_ L _I _ 1_ 1 -I - I- _I _1_ _1 - I- _L _1 _ t- _1 - ❑ Inflow
1
- / I I 48.31` 1 I 1 1 I 1 1 I 1 1 II 1 1 I 1 11 ❑Primary
50� fi rt 1 f -1 t- -I -1- fi -1 Inf Io1wtA7 ea=6-i5GO sari -
45� 1 1 1 1 1 1 1 I Pe-a - Ilew=b4 :60v -
40:-/ 1
1 111111
�S orage= 5,348 cf -
35:"/ ,l- 4 -1- -1 - -1 I- -I1 T 1 1- 4 1- k -, 1- -[
- z 1 1 / 1 1 1 1 1 1 I I I I I I 1
4 30� T T 717 T - - - 71 T T 717 T 71 7 T T 717 T T 7 17 T 7 T T
0 25� '
LL - z 1 I I 1 I I I I I I 1 I I I I I I I
20:-/ L 1 L - -1 LL 1 L 1 LA 1 L _I 1 L LL
- / 1 1 I I I I I I I I I I I I I I
15� ,l- 4 -1- tj12.02cfs - 1HH -1 + 1 - LH -1 H 1- H -1- LH - - -
10� r 1 1 1 1 1 1 III 1 1 1 1
i
5� %///ir// �`�////jjjj/%��������%i�iiiiiiiiiiiiiiiiiiiiiiiiii////////////%ii//%
o-% //
0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48
Time (hours)

NC111 - Storm Type II 24-hr 25-Year Rainfall=5.72"
Prepared by ARCO Business Services Printed 6/23/2023
HydroCAD® 10.20-2g s/n 12793 ©2022 HydroCAD Software Solutions LLC Page 58
Time span=0.00-48.00 hrs, dt=0.05 hrs, 961 points
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN
Reach routing by Stor-Ind+Trans method - Pond routing by Stor-Ind method
SubcatchmentDP1: Pond 1 DA Runoff Area=20.110 ac 77.37% Impervious Runoff Depth=4.57"
Tc=0.0 min CN=90 Runoff=170.94 cfs 7.664 af
SubcatchmentDP2: Pond 2 DA Runoff Area=16.120 ac 59.99% Impervious Runoff Depth=3.83"
Tc=0.0 min CN=83 Runoff=121.24 cfs 5.148 af
SubcatchmentDP3: Pond 3 DA Runoff Area=8.180 ac 89.12% Impervious Runoff Depth=5.02"
Tc=0.0 min CN=94 Runoff=72.92 cfs 3.422 af
SubcatchmentDP4: Pond 4 DA Runoff Area=6.500 ac 90.00% Impervious Runoff Depth=5.02"
Tc=0.0 min CN=94 Runoff=57.95 cfs 2.719 af
SubcatchmentDP5: Undetained2 Runoff Area=40.670 ac 0.00% Impervious Runoff Depth=1.51"
Flow Length=3,350' Tc=32.0 min CN=57 Runoff=44.50 cfs 5.113 af
SubcatchmentDP6: Undetained 1 Runoff Area=9.840 ac 0.00% Impervious Runoff Depth=1.51"
Flow Length=400' Slope=0.0100 '/' Tc=15.8 min CN=57 Runoff=17.06 cfs 1.237 af
Reach PDP1: Post Design Point 1 Inflow=74.19 cfs 8.156 af
Outflow=74.19 cfs 8.156 af
Reach PDP2: Post Design Point 2 Inflow=123.16 cfs 15.203 af
Outflow=123.16 cfs 15.203 af
Pond 1P: Pond 1 Peak Elev=679.61' Storage=173,488 cf Inflow=170.94 cfs 7.664 af
Outflow=63.06 cfs 6.919 af
Pond 2P: Pond 2 Peak Elev=649.30' Storage=107,269 cf Inflow=121.24 cfs 5.148 af
Outflow=40.81 cfs 4.754 af
Pond 3P: Pond 3 Peak Elev=649.16' Storage=74,088 cf Inflow=72.92 cfs 3.422 af
Outflow=43.56 cfs 3.179 af
Pond 4P: Pond 4 Peak Elev=646.26' Storage=59,702 cf Inflow=57.95 cfs 2.719 af
Outflow=40.73 cfs 2.157 af
Total Runoff Area = 101.420 ac Runoff Volume = 25.303 af Average Runoff Depth = 2.99"
62.17% Pervious = 63.050 ac 37.83% Impervious = 38.370 ac

NC111 - Storm Type II 24-hr 25-Year Rainfall=5.72"
Prepared by ARCO Business Services Printed 6/23/2023
HydroCAD® 10.20-2g s/n 12793 ©2022 HydroCAD Software Solutions LLC Page 59
Summary for Subcatchment DP1: Pond 1 DA
Runoff = 170.94 cfs @ 11.89 hrs, Volume= 7.664 af, Depth= 4.57"
Routed to Pond 1 P : Pond 1
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs
Type II 24-hr 25-Year Rainfall=5.72"
Area (ac) CN Description
15.560 98 Paved parking, HSG B
4.550 61 >75% Grass cover, Good, HSG B
20.110 90 Weighted Average
4.550 22.63% Pervious Area
15.560 77.37% Impervious Area
Subcatchment DP1: Pond 1 DA
Hydrograph
1 t 1 t4 H- t 1 4 - 1- t 1 1- - I- t 1 t -1
190--/ -I - I- t -I - 1- - I- rt -I- T -1 - -1 - I- t -1- 1- -I - I- rt -I- t -I - ❑Runoff
180",' 4- -1 I t 1 no.s4 fi I t I 1- -1 I- t I 1- -I -1 I t I
170ir - - I- - -1 - - - -H -I- t -I - 1 -f - I- t I 1- -Type FI 124-hr
160f- _ 1- + -1 - - I- -1- -1 -
150f/ k - I- + -I - - I- 4 -I- + -I — {�5. ar���Pri�IyfaIIL�s7�.}■ 21y_
140� + I 1- -t Fturi AreaLV�11 V C�{r
1301 - I- + -I - I - -I - I- + -I- -I - I- -1 -I- + -I -
1201 - 1- + -1 - 1 -Runoff IVO!ume=l7-664 af-
1001 I- 4 1- I tXulln9TT Dp-P h9 p7Ir
0 901 - I- -I I- 4 -I- -I - - I- -I- -I _Tr_co-.o 111111
LL 801 1 + -1 - 1- - - 4 -1 t -I - 4 4 - I- + -I- 1- 4 4 -II- -k -I
701 I + -1 - 1- - - H- -I- t -I - H- -1 - I- + -I- 1- -4 - CN 9-V-
601 ,_ 4 _ 1_ 4 I - - I- —I— —I - - I- -I- -I - I- -I- -I -
50' 4 I_ 4 -I HH- I I I 14 14 I 1- 4 H I H- I -
401 4 1 4 -1 HH 1 t I 14 I H 1 1- 4 _1 1 4
301 - I- I I p . I I I I I ' '- -I- 1- I I- -I- 1
201 _1 I _1 1 H- H I I _1 ' 4 1
0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48
Time (hours)

NC111 - Storm Type II 24-hr 25-Year Rainfall=5.72"
Prepared by ARCO Business Services Printed 6/23/2023
HydroCAD® 10.20-2g s/n 12793 ©2022 HydroCAD Software Solutions LLC Page 60
Summary for Subcatchment DP2: Pond 2 DA
Runoff = 121.24 cfs @ 11.89 hrs, Volume= 5.148 af, Depth= 3.83"
Routed to Pond 2P : Pond 2
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs
Type II 24-hr 25-Year Rainfall=5.72"
Area (ac) CN Description
6.450 61 >75% Grass cover, Good, HSG B
9.670 98 Paved parking, HSG B
16.120 83 Weighted Average
6.450 40.01% Pervious Area
9.670 59.99% Impervious Area
Subcatchment DP2: Pond 2 DA
Hydrograph
Z' 1 1 1 1 1 1 1 1 I I I I I I I I I I
130� I 1 I I 1 1 I I 1 I I 1 1 I I 1 1 I 1 1 ❑Runoff
4- -1 - I- + - -I 121.24 cf I- I- 4 -I- -1 - 1- -1 - I- + -I- 1- -I - - H -I- + 1
120i1/ 1 1 I 1 1 1 1 I I 1 1 I ITy,,,lpe II1 C24-hr
110 / r 4 1 1 1- 1 1 r --4S�I ari_Rai lifa,I1_9a7.i2`.
1 , 1 1 I 1 i Rtlhof Ar- ` a±1-6.1'2a e&
901 1 1 I I 1 1 I II I I II I I II I
^ 80: - -1 1 I 7 f r runof Volume=�51-48 af
- 11 I 11 1 1 I I u11n4'n1upp h93.�36r
. 60� 1 1 1 1 1 1 1 1 1 1 1 TC0.0 Mill
— ± - 1- -I - t - - -1 1- t - 1- -1 - I ± -1 1- H I -1 1I t 1
50-?/ 1 1 1 1 1 1 I I I I I I I 1 1 CN83
40zT 1 I 1 1 1 1 II I I II I I I II I
4- 4 1 - - fi 1- t -I 1- 1 - 1 t -1- 1- -1 - I- -1 - 1- t 1 -
30_ 1 1 f / 1 1 1 1 I I I II I I I II I
201 1 1 1 1 1 I I I I
11 1 ' 1 1 1 1 1 1
0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48
Time (hours)

NC111 - Storm Type II 24-hr 25-Year Rainfall=5.72"
Prepared by ARCO Business Services Printed 6/23/2023
HydroCAD® 10.20-2g s/n 12793 ©2022 HydroCAD Software Solutions LLC Page 61
Summary for Subcatchment DP3: Pond 3 DA
Runoff = 72.92 cfs @ 11.89 hrs, Volume= 3.422 af, Depth= 5.02"
Routed to Pond 3P : Pond 3
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs
Type II 24-hr 25-Year Rainfall=5.72"
Area (ac) CN Description
7.290 98 Paved parking, HSG B
0.890 61 >75% Grass cover, Good, HSG B
8.180 94 Weighted Average
0.890 10.88% Pervious Area
7.290 89.12% Impervious Area
Subcatchment DP3: Pond 3 DA
Hydrograph
I_ H I i H I H I H I_ H I H H
80� _ I I I I I I I I I I I I I I I I I I I _ ■Runoff
755-/ I I I I 172.92 I 1 I I 1 1 I I 1 1 I I 1 1 11 I �1 1
70y I I I I I I I I Type Il 24 hi
- I- T 717 T - 7 7 - 1- 7 717 T 717 71 - 1 7 717.T .-1- T -4-
-
65 �/e�r �J
� � I -LI - � � I rt I fi I 5-T I-`r`r"t �a � ��1•��
60 - _ 1- 4 -1- - -1 - 1- 4 -1- + -1- +Runbff Ahea=8-. 1-80 ao -
55� 1 1 1 I 1 I I 1 1 I I 1 1 I I 1 1 I I 1 1
504 I I I I 1 1 1 1 1 1 Runoff Volumleg3.422 af
45 1 1 1 1 1 1 1 1 1 1 7 _ I__4I 1^p1 �7�
40� -1 - 1- -r -1- - -1 - 1- rt - - fi -1- fi -I - rt - I-
LL 35 / T ��O� �Yl �
H - I- H -1- - H -I - 1 4 -I + -1- H 1 - H4 - I H -1- nk I - H -
304/ 1 1 J - I- _I 1_ J _ I_ _I _L _I_ L _I - L H - 1- -1-CKA
q�4 _
254/ I I I I I I I I I I
20� � 1I I I I I I I I I I I I I I I I I I
104-/ 4- - 1- -1 -1- + -1- -H -1 - L1 - 1 1 -h -1 - H
0 2 4 6 8 10 12 14 16 18 20 2'2 24 26 28 30 32 34 36 38 40 42 44 46 48
Time (hours)

NC111 - Storm Type II 24-hr 25-Year Rainfall=5.72"
Prepared by ARCO Business Services Printed 6/23/2023
HydroCAD® 10.20-2g s/n 12793 ©2022 HydroCAD Software Solutions LLC Page 62
Summary for Subcatchment DP4: Pond 4 DA
Runoff = 57.95 cfs @ 11.89 hrs, Volume= 2.719 af, Depth= 5.02"
Routed to Pond 4P : Pond 4
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs
Type II 24-hr 25-Year Rainfall=5.72"
Area (ac) CN Description
5.850 98 Paved parking, HSG B
0.650 61 >75% Grass cover, Good, HSG B
6.500 94 Weighted Average
0.650 10.00% Pervious Area
5.850 90.00% Impervious Area
Subcatchment DP4: Pond 4 DA
Hydrograph
I I I I I I I I I I I I I I I I I I I I I I I
_ J - I- 1 -I- L I - L J I- I -I L -I- L -I - L J - I I I- L -I L _ ■Runoff
60 -/ I 1 I I 57 95cfsl 1 I I 1 1 I I 1 1 I I 1 1 I 1 11 1
1 I I 1 I I 1 1 I I 1 1 I I 1 Ty pel I i 24
55 -/ p a
50� I I 1 I T `I' L a IH -
�U71 ar �ainf- 115
45� - -I 7 1 7 I 1 7 1 T I Runbff Ares OO ad
J _ I_ L 1_ J _ I_ L _1_ L _I_ L -I - L J _ I_ L _I_ L _I _ L _
40 1 1 1 I I 1 1 I 'Runoff'VolumleP2.719 af
35 � � _ 11_ _11 � _ �_ _11_ _�_ �n4ff 11P P_ hz5..p,,?y��' _
0 30� 1 1 1 1 I I I I I 1 1 1 Tc0.'O mil l
LL - - 7 - I- T -I - 1- 7 -1- T -1- T -I - 1- 7 - 1- T I �+TA'1 77 -
25� ,_ _I _ I_ _I 1_ J _ 1_ L _1_ I _1_ L _ — L J — 1— L J-Cl_P_94 _
20' 1 1
15- 1 , 1 1 I I I I I I I I I I I
,,_ J — I— 4 ,y L J I- 7 -1 L -I- L - L -[ 1 -L I- L -1 H -
10 1 1 1 1 1 I 1 1 I I 1 1 1 I I 1 1
I 1 1 1 1 1 I I 1 1 1 I 1 1
5
.
1 �����
0 2 4 6 8 10 12 14 16 18 20 22 24 26 28�� 30���32 34 36�� 38�� 40�� 42��� 44 416 48
Time (hours)

NC111 - Storm Type II 24-hr 25-Year Rainfall=5.72"
Prepared by ARCO Business Services Printed 6/23/2023
HydroCAD® 10.20-2g s/n 12793 ©2022 HydroCAD Software Solutions LLC Page 63
Summary for Subcatchment DP5: Undetained 2
Runoff = 44.50 cfs @ 12.30 hrs, Volume= 5.113 af, Depth= 1.51"
Routed to Reach PDP2 : Post Design Point 2
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs
Type II 24-hr 25-Year Rainfall=5.72"
Area (ac) CN Description
23.880 55 Woods, Good, HSG B
16.790 61 >75% Grass cover, Good, HSG B
40.670 57 Weighted Average
40.670 100.00% Pervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
21.1 100 0.0200 0.08 Sheet Flow, Woods Sheet Flow
Woods: Light underbrush n= 0.400 P2= 3.32"
8.8 1,900 0.0500 3.60 Shallow Concentrated Flow, Shallow Field Flow
Unpaved Kv= 16.1 fps
2.1 1,350 0.0200 10.60 286.27 Channel Flow, UNT Flow
Area= 27.0 sf Perim= 14.5' r= 1.86' n= 0.030
32.0 3,350 Total
Subcatchment DP5: Undetained 2
Hydrograph
11 1 I I 1 I I I I I I I I I I I I
48 ,_ _1 11 1 L 1 LJ 11 1 + 1 L I LI 11 1 L 1 L _ ■Runoff
464' - I- I -1 144.s0 cfs — I— — — —1— —I — — — 4 —1— —I — -
444/ - rt — ram 1 rt + 1 fi r rt 1Typ-e-I I-24 4i-r
42 - - -
40 I 1 1 1 I I 1 1 I 1 1 W _
36 / 4- - 1- -h -I- - I- - 1- -1- t -I-Rant:a 1. a 40-. ad
34 1 I I 1 I I 1 I I I I I I Iy�I r I�.,,,�I,, I aIr I I
30 ' I I 1 I - /- L J I 1 I + 1RLL�ff IOUL I Ie 5.1l 13 -
y 28 I 4 I I- l - I- I -I- + -I- L -4 1 1p„ I 1
26 fi � - - 1 -I- -. � r1 - - rt - - � -I- 9fID9p-4h71�5-11 -
a 24 I I I I / 1 1 1 1 1 1 1 1 F_IO th=3,350! -
LT_ 22
204 - I - 1- -I- _. / I_ I - I- I -I- I -I- L -1 - _4 - 11 11—'Ln—I — I _
184 - + I + I - L + - I + I + -I- + 1 - + + - -
16_' ' - 1- T -1- - 7 I T 717 - - - - I 717 L
14- ('�
12=' I 1_ 1 1 1 1 1 1 1 1 1 1 1 1 1 I
10- 11 4 —I — L 14 1 + I 1 4 1 4 I 1 —
84' l - I- -r -1— A rt fi -1— r — rrt -r 1— r r _
6 I I I I I I I I I I I
0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48
Time (hours)

NC111 - Storm Type II 24-hr 25-Year Rainfall=5.72"
Prepared by ARCO Business Services Printed 6/23/2023
HydroCAD® 10.20-2g s/n 12793 ©2022 HydroCAD Software Solutions LLC Page 64
Summary for Subcatchment DP6: Undetained 1
Runoff = 17.06 cfs @ 12.10 hrs, Volume= 1.237 af, Depth= 1.51"
Routed to Reach PDP1 : Post Design Point 1
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs
Type II 24-hr 25-Year Rainfall=5.72"
Area (ac) CN Description
3.600 61 >75% Grass cover, Good, HSG B
6.240 55 Woods, Good, HSG B
9.840 57 Weighted Average
9.840 100.00% Pervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
12.7 100 0.0100 0.13 Sheet Flow, Sheet Flow
Grass: Short n= 0.150 P2= 3.32"
3.1 300 0.0100 1.61 Shallow Concentrated Flow, Shallow Field Flow
Unpaved Kv= 16.1 fps
15.8 400 Total
Subcatchment DP6: Undetained 1
Hydrograph
I r I t I r , r r 1 r I t 1 r
19: H - - rt -I- t - - r H - I- t t -I- t - - b H - 1- rt -I- t -I - r - ■Runoff
18+' - 1- t -1-117.06 r1 - I- t -I- t -I- t -1 - - I- t -I- t -11 -
174/ - - r I t r -1 r t I 1- - r -t 11 ypel It'4-hr
16� - I- t -I- t r 1 - I- fi -I- t -I- - H - I- t -I
H - 1- t -1- t t - I- t -I- t -I- 4-0-71- r
y� 't ¢wpl' 2 -
14� H t 1 t - r H t + 1 RI.Iribf A ea=9 4O a{
13� I + - rH t Ip 1 H I I + 1 H
12 - 1- + -I- + H H - I- 4 -I- + -Run S--Y-o gl-.23-7-af -
+ -I- - I- + -I- + -I- + I- + + I n
10 + - I- + -I- + - r + I- + -I- + -I- + . ngf1D 1'�„ h -' 4
9 - I- + -I- + - + - I- + -I- + -I- + -I _now 1ten 11=�F@V -
u- 8� H- - I- + -I- - + 4 - I- + -1- + -I- + -1 - 4 + - I- 4 -n-n+ n-11 - ,+, -
+ + + + + H- Slope-O O1pOO-�I -
6� 14 I rH - I- 4 -I- + -I- 4- 1 - # H - IT _,��4n 1
5� - I- -L -I- - I- -I- -I- -I - - 1- -/��►1�-I I -
24-/ , - I- 1 ' I I ' ' - L -I ' 1 I - -
1= 1
o
0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48
Time (hours)

NC111 - Storm Type II 24-hr 25-Year Rainfall=5.72"
Prepared by ARCO Business Services Printed 6/23/2023
HydroCAD® 10.20-2g s/n 12793 ©2022 HydroCAD Software Solutions LLC Page 65
Summary for Reach PDP1: Post Design Point 1
Inflow Area = 29.950 ac, 51.95% Impervious, Inflow Depth > 3.27" for 25-Year event
Inflow = 74.19 cfs @ 12.00 hrs, Volume= 8.156 of
Outflow = 74.19 cfs @ 12.00 hrs, Volume= 8.156 af, Atten= 0%, Lag= 0.0 min
Routing by Stor-Ind+Trans method, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs
Reach PDP1: Post Design Point 1
Hydrograph
1
I I I I I I I I ❑Inflow
80=' 17419 cfs I 0 Outflow
/ � 7 -I- r _1,74.,;f5( r -I - I- Inflow Area=29:950-1 ac 75_ z
70 ,/ r 7 -I- r -I I r -I - 1- T -I - r I -I- T -I - I- -I 1 1
65, fit -I- t -1 -1- I- - - I- t -I - r -1 -I- t -1 I- t -I- r t - I -
,.- 4 -1- k -I -I- i- -I - I- + 1 - r4 I- t -1 I- 4 -1 1- -I - 1 -
60
H -1- L -I -I- r _I - I- H 1 - L H 1- t -1 I- H -1 L _I - 1 _
55_ / 1 1 I I I II I I I I I I I II
_ 50_ / I 1 1 1 1 1 1 1 1 1 1 1 1 1
;
` 45� z � 1 1 1 1 1 1 1 1 1 1 1 1 1 1
3340 -/ /- 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1
Li 35./ I I I 1 I I 1 I I I 1 I 1 I 1
30_ r 1- T -1 - -1- r -I - 1- T 1 - r I 1- r -1 1- r -I r r - I -
25
-r -1- t -1 - /d -1- I- H - 1- t -I - r -I 1- t -1 1- -1 -1 r i - 1 -
20_ 'r 4 -I- 4- -1 r/ -1- I- 4 - I- + -I - 4 - -I- + -I - I- 4 -I- 4 4 - I- -
4 _1_ L _1 �� 1 I I 1 I i 1- 4 -1- 4 -1 - 44 -I- L _ - I- -
15- / L _I_ L _I I _[ _1- L _I _ I_ L _I_ L L - 1_ -
5-:,j e
0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48
Time (hours)

NC111 - Storm Type II 24-hr 25-Year Rainfall=5.72"
Prepared by ARCO Business Services Printed 6/23/2023
HydroCAD® 10.20-2g s/n 12793 ©2022 HydroCAD Software Solutions LLC Page 66
Summary for Reach PDP2: Post Design Point 2
Inflow Area = 71.470 ac, 31.92% Impervious, Inflow Depth > 2.55" for 25-Year event
Inflow = 123.16 cfs @ 11.97 hrs, Volume= 15.203 af
Outflow = 123.16 cfs @ 11.97 hrs, Volume= 15.203 af, Atten= 0%, Lag= 0.0 min
Routing by Stor-Ind+Trans method, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs
Reach PDP2: Post Design Point 2
Hydrograph
1 1 1 1 1 I I I I
.in1IL - Irt1I1rt — ❑Inflow
1123.16 cfs I 1 - - 1 _1— L _l — 0 Outflow
130_ 1123.16cfs 1 1 1 1 1 Inflow Area=71 .470 ac
120E 1 1 1 1 w 1 1 1 1 1 1 1
110 1 rt —1— 1— -I - I- rt -1- t- rt - 1- fi -1 - 1- rt -
i1LJ _ 11LA1L11LIL _ 1L _
100-
1 1 1 1 1 I 1 1 1 1 1 1 1
90 1t
t I I 1 I I 1 1 1 1 1
80- 1 —1— I— —h — 1— t —1 — 1— —1— I— —h —1— t —1 —
1 1 1 I 1 1 1 1 1 1 1
0
70= 1 1 1 I 1 1 1 1 1 1 1
Li 60- 1 0 I I 1 I I 1 1 1 1 1
50- " — H —I— I— H — I— H I - 1 H -1— I— H —I— HH -
40_ 1 / 1 1 _ 1 1
30_' 1 1
,44
107
20—
��� ���� ������
0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48
Time (hours)

NC111 - Storm Type II 24-hr 25-Year Rainfall=5.72"
Prepared by ARCO Business Services Printed 6/23/2023
HydroCAD® 10.20-2g s/n 12793 ©2022 HydroCAD Software Solutions LLC Page 67
Summary for Pond 1 P: Pond 1
Inflow Area = 20.110 ac, 77.37% Impervious, Inflow Depth = 4.57" for 25-Year event
Inflow = 170.94 cfs @ 11.89 hrs, Volume= 7.664 af
Outflow = 63.06 cfs @ 11.99 hrs, Volume= 6.919 af, Atten= 63%, Lag= 5.9 min
Primary = 63.06 cfs @ 11.99 hrs, Volume= 6.919 af
Routed to Reach PDP1 : Post Design Point 1
Routing by Stor-Ind method, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs
Peak Elev= 679.61'@ 11.99 hrs Surf.Area= 49,565 sf Storage= 173,488 cf
Plug-Flow detention time=452.7 min calculated for 6.919 of(90% of inflow)
Center-of-Mass det. time=402.5 min ( 1,179.9 - 777.4 )
Volume Invert Avail.Storage Storage Description
#1 675.00' 247,323 cf Custom Stage Data (Prismatic)Listed below(Recalc)
Elevation Surf.Area Inc.Store Cum.Store
(feet) (sq-ft) (cubic-feet) _(cubic-feet)
675.00 22,198 0 0
676.00 31,747 26,973 26,973
677.00 36,608 34,178 61,150
678.00 41,526 39,067 100,217
679.00 46,501 44,014 144,231
680.00 51,532 49,017 193,247
681.00 56,619 54,076 247,323
Device Routing Invert Outlet Devices
#1 Primary 670.50' 36.0" Round RCP_Round 36"
L= 109.0' RCP, groove end projecting, Ke= 0.200
Inlet/ Outlet Invert= 670.50'/669.00' S= 0.0138 '/' Cc= 0.900
n= 0.012 Concrete pipe, finished, Flow Area= 7.07 sf
#2 Device 1 675.00' 4.0" Vert. Orifice/Grate C= 0.600 Limited to weir flow at low heads
#3 Device 1 676.50' 5.0" Vert. Orifice/Grate C= 0.600 Limited to weir flow at low heads
#4 Device 1 677.75' 9.0" Vert. Orifice/Grate C= 0.600 Limited to weir flow at low heads
#5 Device 1 679.00' 60.0" x 60.0" Horiz. Orifice/Grate C= 0.600
Limited to weir flow at low heads
#6 Primary 679.25' 50.0' long x 10.0' 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) 2.49 2.56 2.70 2.69 2.68 2.69 2.67 2.64
Primary OutFlow Max=60.70 cfs @ 11.99 hrs HW=679.60' (Free Discharge)
41-
=RCP_Round 36" (Passes 34.74 cfs of 114.20 cfs potential flow)
-2=Orifice/Grate (Orifice Controls 0.88 cfs @ 10.13 fps)
-3=Orifice/Grate (Orifice Controls 1.12 cfs @ 8.18 fps)
-4=Orifice/Grate (Orifice Controls 2.58 cfs @ 5.84 fps)
-5=Orifice/Grate (Weir Controls 30.16 cfs @ 2.53 fps)
G=Broad-Crested Rectangular Weir(Weir Controls 25.96 cfs @ 1.50 fps)

NC111 - Storm Type II 24-hr 25-Year Rainfall=5.72"
Prepared by ARCO Business Services Printed 6/23/2023
HydroCAD® 10.20-2g s/n 12793 ©2022 HydroCAD Software Solutions LLC Page 68
Pond 1 P: Pond 1
Hydrograph
� rt 1 -1 - I- -r 1 1 -1- 1- - 1 1- rt -1- I- -1
1907 / fi rt 1 r H 1 fi - I -r 1 t - t I b rt 1 11 ❑ Inflow `
/ fi rt -1- ff 170.94 cfs 1 —1'— —I — 1— t —1 — 1 nrt -11-fir 1 — ❑Primary)
180 i -r 1 r -I 1 r Ii 1 fl off/1 Area 2 Vf.1171-ac
170= z _ _ _ _ _ _ _ _ _ _ _ �(��_
/ T 7 7 - 1 — 1 7 T f T Ar- LJ�v���I9•n11'
160- F.�
140=
130= z
120=' i I 1 1 1 1 1 1 1 1 I I I
a 110=
1 1 1 1 1 1 1 1 1 1 1
°- 1001i � 1 1 1 1 1 1 1 1
c 90V 1 1 1 1 1 1 1
a 801 / 1— 1 1 1 1 1 1 1
701 , 1 163.06 cfs I ' I I 1 I 1
601 / 1 1 1 1 1 1
501 i1— 1 1 1 1 1
401 i1 1 1 1 1 1
301 , ' 1 1
201 / 1 1 1
10
0 „
0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48
Time (hours)

NC111 - Storm Type II 24-hr 25-Year Rainfall=5.72"
Prepared by ARCO Business Services Printed 6/23/2023
HydroCAD® 10.20-2g s/n 12793 ©2022 HydroCAD Software Solutions LLC Page 69
Summary for Pond 2P: Pond 2
Inflow Area = 16.120 ac, 59.99% Impervious, Inflow Depth = 3.83" for 25-Year event
Inflow = 121.24 cfs @ 11.89 hrs, Volume= 5.148 af
Outflow = 40.81 cfs @ 12.00 hrs, Volume= 4.754 af, Atten= 66%, Lag= 6.6 min
Primary = 40.81 cfs @ 12.00 hrs, Volume= 4.754 af
Routed to Reach PDP2 : Post Design Point 2
Routing by Stor-Ind method, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs
Peak Elev= 649.30'@ 12.00 hrs Surf.Area= 25,894 sf Storage= 107,269 cf
Plug-Flow detention time=283.6 min calculated for 4.749 af(92% of inflow)
Center-of-Mass det. time=243.9 min ( 1,043.3 - 799.4 )
Volume Invert Avail.Storage Storage Description
#1 644.00' 154,643 cf Custom Stage Data (Prismatic)Listed below(Recalc)
Elevation Surf.Area Inc.Store Cum.Store
(feet) (sq-ft) (cubic-feet) _(cubic-feet)
644.00 13,734 0 0
645.00 17,141 15,438 15,438
646.00 19,006 18,074 33,511
647.00 20,969 19,988 53,499
648.00 23,034 22,002 75,500
649.00 25,210 24,122 99,622
650.00 27,495 26,353 125,975
651.00 29,842 28,669 154,643
Device Routing Invert Outlet Devices
#1 Primary 642.00' 36.0" Round RCP_Round 36"
L= 68.0' RCP, groove end projecting, Ke= 0.200
Inlet/ Outlet Invert= 642.00'/641.50' S= 0.0074 '/' Cc= 0.900
n= 0.012 Concrete pipe, finished, Flow Area= 7.07 sf
#2 Device 1 644.00' 3.0" Vert. Orifice/Grate C= 0.600 Limited to weir flow at low heads
#3 Device 1 646.25' 18.0" Vert. Orifice/Grate C= 0.600 Limited to weir flow at low heads
#4 Device 1 649.00' 60.0" x 60.0" Horiz. Orifice/Grate C= 0.600
Limited to weir flow at low heads
#5 Primary 649.00' 40.0' long x 10.0' 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) 2.49 2.56 2.70 2.69 2.68 2.69 2.67 2.64
Erimary OutFlow Max=40.66 cfs @ 12.00 hrs HW=649.30' (Free Discharge)
-1=RCP_Round 36" (Passes 24.14 cfs of 97.61 cfs potential flow)
2=Orifice/Grate (Orifice Controls 0.54 cfs @ 10.95 fps)
3=Orifice/Grate (Orifice Controls 12.90 cfs @ 7.30 fps)
4=Orifice/Grate (Weir Controls 10.70 cfs @ 1.79 fps)
5=Broad-Crested Rectangular Weir(Weir Controls 16.52 cfs @ 1.38 fps)

NC111 - Storm Type II 24-hr 25-Year Rainfall=5.72"
Prepared by ARCO Business Services Printed 6/23/2023
HydroCAD® 10.20-2g s/n 12793 ©2022 HydroCAD Software Solutions LLC Page 70
Pond 2P: Pond 2
Hydrograph
1 1 1 I I I I I I I I I I I
/1/F I I I I I I I I I I I ❑ Inflow
❑Primary
130 -/ A- 1121.24 fs —I'—Mrt� 1 — —w tom, —I — fi —1'—nt
120� / I 1_ 1 Inflow LLea116.12O ac
1 I 1 1 1 l -eels Elev=6'9.1 u'-
110� � —
1001-- -1- 1 - 1 1 -S-O atje1107,;6p-cf
90
i
801-/ /77 -I- 77 77717T7177771
70:,/ 7 _I_ L- A _ I- L _ 1 1 L _L 1 L- _I I T 1 L- 1 I L- -
3 - / I I I I 1 I I I 1 I I I I I 1
LL 601 A 1 1 1 1 1 1 1 I I I I 1 1
501-A fi 7 -I- t 1 - 1 - I- t -1- f- -h -1- t 1 1 t -1- 1 _.
401 / I ao.8 cfs 1 1 1 1 1 1
= , 1 1 1 1 1 1 1 1 1
30 / 1 1 1 I ' 1
z
201/ A- 1 1
10-
0
0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48
Time (hours)

NC111 - Storm Type II 24-hr 25-Year Rainfall=5.72"
Prepared by ARCO Business Services Printed 6/23/2023
HydroCAD® 10.20-2g s/n 12793 ©2022 HydroCAD Software Solutions LLC Page 71
Summary for Pond 3P: Pond 3
Inflow Area = 8.180 ac, 89.12% Impervious, Inflow Depth = 5.02" for 25-Year event
Inflow = 72.92 cfs @ 11.89 hrs, Volume= 3.422 af
Outflow = 43.56 cfs @ 11.96 hrs, Volume= 3.179 af, Atten= 40%, Lag= 4.3 min
Primary = 43.56 cfs @ 11.96 hrs, Volume= 3.179 af
Routed to Reach PDP2 : Post Design Point 2
Routing by Stor-Ind method, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs
Peak Elev= 649.16'@ 11.96 hrs Surf.Area= 22,288 sf Storage= 74,088 cf
Plug-Flow detention time=333.5 min calculated for 3.176 af(93% of inflow)
Center-of-Mass det. time=295.3 min ( 1,055.9 - 760.6 )
Volume Invert Avail.Storage Storage Description
#1 645.00' 118,908 cf Custom Stage Data (Prismatic)Listed below(Recalc)
Elevation Surf.Area Inc.Store Cum.Store
(feet) (sq-ft) (cubic-feet) _(cubic-feet)
645.00 12,210 0 0
646.00 15,876 14,043 14,043
647.00 17,818 16,847 30,890
648.00 19,839 18,829 49,719
649.00 21,944 20,892 70,610
650.00 24,134 23,039 93,649
651.00 26,383 25,259 118,908
Device Routing Invert Outlet Devices
#1 Primary 642.00' 36.0" Round RCP_Round 36"
L= 59.0' RCP, groove end projecting, Ke= 0.200
Inlet/ Outlet Invert= 642.00'/641.50' S= 0.0085 '/' Cc= 0.900
n= 0.012 Concrete pipe, finished, Flow Area= 7.07 sf
#2 Device 1 645.00' 2.0" Vert. Orifice/Grate C= 0.600 Limited to weir flow at low heads
#3 Device 1 646.00' 6.0" Vert. Orifice/Grate C= 0.600 Limited to weir flow at low heads
#4 Device 1 647.50' 6.0" Vert. Orifice/Grate C= 0.600 Limited to weir flow at low heads
#5 Device 1 648.50' 60.0" x 60.0" Horiz. Orifice/Grate C= 0.600
Limited to weir flow at low heads
#6 Primary 649.00' 40.0' long x 10.0' 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) 2.49 2.56 2.70 2.69 2.68 2.69 2.67 2.64
Primary OutFlow Max=41.11 cfs @ 11.96 hrs HW=649.14' (Free Discharge)
41-
=RCP_Round 36" (Passes 36.11 cfs of 97.63 cfs potential flow)
-2=Orifice/Grate (Orifice Controls 0.21 cfs @ 9.69 fps)
-3=Orifice/Grate (Orifice Controls 1.61 cfs @ 8.18 fps)
-4=Orifice/Grate (Orifice Controls 1.11 cfs @ 5.67 fps)
-5=Orifice/Grate (Weir Controls 33.18 cfs @ 2.61 fps)
G=Broad-Crested Rectangular Weir(Weir Controls 5.00 cfs @ 0.92 fps)

NC111 - Storm Type II 24-hr 25-Year Rainfall=5.72"
Prepared by ARCO Business Services Printed 6/23/2023
HydroCAD® 10.20-2g s/n 12793 ©2022 HydroCAD Software Solutions LLC Page 72
Pond 3P: Pond 3
Hydrograph
/- 4 —I— —1 — I- 4 —I- 1— -1 — I— . —1 - 1- 4 —I- 4 - - I- 4 -1- 1 - — I
i I I I 1 1 I I I I I I I I I I ❑ Inflow
80 / /- 1 1 172.92 cfs I 1 1 1 11 I 1 1 I 1 1 I 1 1 0 Primary
751/ / /- - - 1 1 FnflolWlA►reamglfiaOac
I 1L1 Peak-��111ev=649 Il V
65 / c�^ �J /� Q 60� k _1 _ , - -1- _E 1- I- �7 kVrCa ems# 41,�J �7 �r
55� 1 I I I I I I I I
50� I - 4 -1 - 4 _1
I /
y 451/ /- {43.56 cfs I -
40 -/ , ' 1 1 1 1 1 1 -
a 355/ ,/ I I I I I I I
30 / "
25 / r 1 1 1 1 1 1 - -1
20� // A- - / -I- - H -I- - I - I- - -I- H - - I H -1- IH - - -
15� -LI // -I- - 4 -1- - -I - I- - -I- 1 - - 1- 4 -' - 1 -1 - - -
H
10 / 1 I 1 I I I I I 1
5 -/
0
0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48
Time (hours)

NC111 - Storm Type II 24-hr 25-Year Rainfall=5.72"
Prepared by ARCO Business Services Printed 6/23/2023
HydroCAD® 10.20-2g s/n 12793 ©2022 HydroCAD Software Solutions LLC Page 73
Summary for Pond 4P: Pond 4
Inflow Area = 6.500 ac, 90.00% Impervious, Inflow Depth = 5.02" for 25-Year event
Inflow = 57.95 cfs @ 11.89 hrs, Volume= 2.719 af
Outflow = 40.73 cfs @ 11.95 hrs, Volume= 2.157 af, Atten= 30%, Lag= 4.0 min
Primary = 40.73 cfs @ 11.95 hrs, Volume= 2.157 af
Routed to Reach PDP2 : Post Design Point 2
Routing by Stor-Ind method, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs
Peak Elev= 646.26'@ 11.96 hrs Surf.Area= 17,183 sf Storage= 59,702 cf
Plug-Flow detention time=335.5 min calculated for 2.157 af(79% of inflow)
Center-of-Mass det. time=254.3 min ( 1,014.9 - 760.6 )
Volume Invert Avail.Storage Storage Description
#1 642.00' 72,921 cf Custom Stage Data (Prismatic)Listed below(Recalc)
Elevation Surf.Area Inc.Store Cum.Store
(feet) (sq-ft) (cubic-feet) _(cubic-feet)
642.00 10,109 0 0
643.00 12,615 11,362 11,362
644.00 13,953 13,284 24,646
645.00 15,347 14,650 39,296
646.00 16,798 16,073 55,369
647.00 18,306 17,552 72,921
Device Routing Invert Outlet Devices
#1 Primary 642.00' 36.0" Round RCP_Round 36"
L= 94.0' RCP, groove end projecting, Ke= 0.200
Inlet/ Outlet Invert= 642.00'/641.50' S= 0.0053 '/' Cc= 0.900
n= 0.012 Concrete pipe, finished, Flow Area= 7.07 sf
#2 Device 1 642.00' 1.7" Vert. Orifice/Grate C= 0.600 Limited to weir flow at low heads
#3 Device 1 644.50' 12.0" Vert. Orifice/Grate C= 0.600 Limited to weir flow at low heads
#4 Device 1 645.75' 60.0" x 60.0" Horiz. Orifice/Grate C= 0.600
Limited to weir flow at low heads
#5 Primary 646.00' 40.0' long x 10.0' 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) 2.49 2.56 2.70 2.69 2.68 2.69 2.67 2.64
Erimary OutFlow Max=39.12 cfs @ 11.95 hrs HW=646.24' (Free Discharge)
-1=RCP_Round 36" (Passes 27.06 cfs of 56.12 cfs potential flow)
2=Orifice/Grate (Orifice Controls 0.16 cfs @ 9.84 fps)
3=Orifice/Grate (Orifice Controls 4.22 cfs @ 5.37 fps)
4=Orifice/Grate (Weir Controls 22.69 cfs @ 2.30 fps)
-5=Broad-Crested Rectangular Weir(Weir Controls 12.06 cfs @ 1.24 fps)

NC111 - Storm Type II 24-hr 25-Year Rainfall=5.72"
Prepared by ARCO Business Services Printed 6/23/2023
HydroCAD® 10.20-2g s/n 12793 ©2022 HydroCAD Software Solutions LLC Page 74
Pond 4P: Pond 4
Hydrograph
/ 1 I I I
� -I- L -I - I- 1 _I- L _I - I_ 1 -I - I- _I -I- _I - I- _L _I - !- _I ❑ Inflow
1
- / I I 57'95cfs 1 I 1 1 I 1 I 1 1 I 1 1 I 1 1 ❑Primary
60� / 1 1 I 1 I 1 I 1 1 I 1 Intl o1w1Area=6 i5OO lac
i
55� k4 -1- -I - 1 -1- I- -E - 1- + -1 - - -I -1- -HH - 1- - - �
- ' 1 1 I I I I I I 'Peak IEllevr
+-6416.1G6'
50_ z'-
I I I I ' I ' I I I I 45 / - - -I I I I I I2I
rtb Fag-e— vil4 of
/ fi
I 1 40.73 fs I I I
40 -/
i 1 I / I I I I I
w
a 35� z- T 717T 71 71 7 7 717 T1
0 30� / r_ 1 -I_ L _I I -1 -I - 1- 1 -1 - L
LL - - 1
251( 1 1 1 1 1 1 1 1 1
20 / 4 1 -k - -1- - 1- _1 _ I- 1- k 1- 4 1 1- - -
- ' 1 I I I I
y
15- 1 1 1 / 1 1 1 1 1 1 1
10i/ k — —F 1 1 1 H — 1 H H H — — -
- ' I I I I I I
5-
0-
0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48
Time (hours)

NC111 - Storm Type II 24-hr 50-Year Rainfall=6.43"
Prepared by ARCO Business Services Printed 6/23/2023
HydroCAD® 10.20-2g s/n 12793 ©2022 HydroCAD Software Solutions LLC Page 75
Time span=0.00-48.00 hrs, dt=0.05 hrs, 961 points
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN
Reach routing by Stor-Ind+Trans method - Pond routing by Stor-Ind method
SubcatchmentDP1: Pond 1 DA Runoff Area=20.110 ac 77.37% Impervious Runoff Depth=5.27"
Tc=0.0 min CN=90 Runoff=194.80 cfs 8.824 af
SubcatchmentDP2: Pond 2 DA Runoff Area=16.120 ac 59.99% Impervious Runoff Depth=4.49"
Tc=0.0 min CN=83 Runoff=140.68 cfs 6.034 af
SubcatchmentDP3: Pond 3 DA Runoff Area=8.180 ac 89.12% Impervious Runoff Depth=5.72"
Tc=0.0 min CN=94 Runoff=82.45 cfs 3.901 af
SubcatchmentDP4: Pond 4 DA Runoff Area=6.500 ac 90.00% Impervious Runoff Depth=5.72"
Tc=0.0 min CN=94 Runoff=65.51 cfs 3.100 af
SubcatchmentDP5: Undetained2 Runoff Area=40.670 ac 0.00% Impervious Runoff Depth=1.94"
Flow Length=3,350' Tc=32.0 min CN=57 Runoff=59.71 cfs 6.585 af
SubcatchmentDP6: Undetained 1 Runoff Area=9.840 ac 0.00% Impervious Runoff Depth=1.94"
Flow Length=400' Slope=0.0100 '/' Tc=15.8 min CN=57 Runoff=22.66 cfs 1.593 af
Reach PDP1: Post Design Point 1 Inflow=130.34 cfs 9.656 af
Outflow=130.34 cfs 9.656 af
Reach PDP2: Post Design Point 2 Inflow=216.56 cfs 18.413 af
Outflow=216.56 cfs 18.413 af
Pond 1P: Pond 1 Peak Elev=679.85' Storage=185,570 cf Inflow=194.80 cfs 8.824 af
Outflow=118.38 cfs 8.063 af
Pond 2P: Pond 2 Peak Elev=649.60' Storage=115,090 cf Inflow=140.68 cfs 6.034 af
Outflow=93.52 cfs 5.637 af
Pond 3P: Pond 3 Peak Elev=649.27' Storage=76,679 cf Inflow=82.45 cfs 3.901 af
Outflow=61.77 cfs 3.655 af
Pond 4P: Pond 4 Peak Elev=646.34' Storage=61,171 cf Inflow=65.51 cfs 3.100 af
Outflow=54.04 cfs 2.536 af
Total Runoff Area = 101.420 ac Runoff Volume = 30.037 af Average Runoff Depth = 3.55"
62.17% Pervious = 63.050 ac 37.83% Impervious = 38.370 ac

NC111 - Storm Type II 24-hr 50-Year Rainfall=6.43"
Prepared by ARCO Business Services Printed 6/23/2023
HydroCAD® 10.20-2g s/n 12793 ©2022 HydroCAD Software Solutions LLC Page 76
Summary for Subcatchment DP1: Pond 1 DA
Runoff = 194.80 cfs @ 11.89 hrs, Volume= 8.824 af, Depth= 5.27"
Routed to Pond 1 P : Pond 1
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs
Type II 24-hr 50-Year Rainfall=6.43"
Area (ac) CN Description
15.560 98 Paved parking, HSG B
4.550 61 >75% Grass cover, Good, HSG B
20.110 90 Weighted Average
4.550 22.63% Pervious Area
15.560 77.37% Impervious Area
Subcatchment DP1: Pond 1 DA
Hydrograph
1 1 I 1 1 1 1 1 I I I I I
210-' — 1 1 I 1 1 I 1 1 I 1 1 1 I 1 1 I 1 1 ❑Runoff
200 ' ,- - I L J 194.8°cr5 I I- 1 1 I I L I _ I 1 _I L J I I I 1 _
190_' - 1 ± 1 - L 1 I _1 _ L _1 1 _L 1 L _Type 11124-h r
180_' — H - 1 + -I - H - - H -1 I -I L r� Ic `i
170_' - 1 fi 1 - 1- - 1- H 1 fi 1 1- ` 7—T-e a r M41 r -I 411-71 43I
160_' � - - - - rt - - - - r � 7sliOfflar :ai1'I� �
1401 1 1 1 1 1 - unofffVoIume L824 of
13V/ - - -
• 1201 : I - I- I 1 1 1 1 1 1 1 1 1 1 I�I ■ I,1�
• 1101 a
� I I I I I I I I I I I I I11 I1-11J1l��J.1"` I 1[
1001 - H - 1- - -1 - 1_ - - H I- -I L 1 - I I -I L _ T-C O-.O miir
LL 901 — H - 1- -1 - - - I -1- I -1 - 4- 1 - I- I -1- L H - 4 -/'+II-��IAAn11 -
801 - - - 1- - -1 - t - - 1- ± -1 - 1 -1 L H -1 -C-N 9V-
701 - - - - -r rt 1 -r L rt
601 7 - 1 7 T 7 T F 1 1 1
501 �
301 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1
204/ 1 1 _ 1- 1 1- 1 1 _ I- J 1
10
0 2 4 6 8 10 12 14 16 18 20 2'2 24 26 28 30 32 34 36 38 40 42 44 46 48
Time (hours)

NC111 - Storm Type II 24-hr 50-Year Rainfall=6.43"
Prepared by ARCO Business Services Printed 6/23/2023
HydroCAD® 10.20-2g s/n 12793 ©2022 HydroCAD Software Solutions LLC Page 77
Summary for Subcatchment DP2: Pond 2 DA
Runoff = 140.68 cfs @ 11.89 hrs, Volume= 6.034 af, Depth= 4.49"
Routed to Pond 2P : Pond 2
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs
Type II 24-hr 50-Year Rainfall=6.43"
Area (ac) CN Description
6.450 61 >75% Grass cover, Good, HSG B
9.670 98 Paved parking, HSG B
16.120 83 Weighted Average
6.450 40.01% Pervious Area
9.670 59.99% Impervious Area
Subcatchment DP2: Pond 2 DA
Hydrograph
1 1 1 1 1 1 I I I I I I I I I 1 1
150� I I I I 1 1 1 1 1 I I 1 1 I 1 1 ❑Runoff
4- ± - 1- L -I 14o.6acrs - ± 1- - 1- - t -1 1- -11 -1 1 fi 1
140" - - 1- -L -1 1 - 1 1- - L L 1 1 _Type 11124-hr
130� 1 1 11 aI�Rd1I111?I196.$J`L
120=
= - - '-
110 Runoff Area16.1120 at
i - I- rt -1 - r fi 1- 1 — 1— t 1 1- -i - 1- rt /1� -h 1
1001 , _ 1_ 4 1 -Ru+lof#1Volume=I&034 of
w 90- r ! - - - / - 1— urfoff Dp171}'hr�4.' 96,
801 1 1 1 1 `f 1 1
- 701 _ _T_C0_.0_ Min
� T 7 1 7 -IIA'7 -I
601 -1 - 1- + -1 - - 4 -CNq@3-
501 ),_ _1 _ ILI L I L L I 1 li I L 1
401 I I I I I I I I I I I I I I I I I I I I I
301 I I I I I I I I I I I I I I I I I I I
— T - I- T - 1 / T -I- T -I - TT - I- T -I- T 7 - I- 7 -1 -
201
- - - 1- - -r 1 1- -[ - 1 t -1- - - 1- -r - - fi 1 -
10-
1
0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48
Time (hours)

NC111 - Storm Type II 24-hr 50-Year Rainfall=6.43"
Prepared by ARCO Business Services Printed 6/23/2023
HydroCAD® 10.20-2g s/n 12793 ©2022 HydroCAD Software Solutions LLC Page 78
Summary for Subcatchment DP3: Pond 3 DA
Runoff = 82.45 cfs @ 11.89 hrs, Volume= 3.901 af, Depth= 5.72"
Routed to Pond 3P : Pond 3
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs
Type II 24-hr 50-Year Rainfall=6.43"
Area (ac) CN Description
7.290 98 Paved parking, HSG B
0.890 61 >75% Grass cover, Good, HSG B
8.180 94 Weighted Average
0.890 10.88% Pervious Area
7.290 89.12% Impervious Area
Subcatchment DP3: Pond 3 DA
Hydrograph
J _ I_ H _I_ L _I _ _ I_ L _1- L _I_ 1 _ H -I_ L _I - L -
90 -/ 1 1 I I I 1 1 I I 1 1 1 1 I I 1 1 - ■Runoff
8514/ I 1 I 182.45 cfs I 1 1 I I 1 1 I I 1 1 I I 1 1
so;
1 1 I I Tkpe III 24-hr
754-/ 1 I I 1 1 1 1 1 SJu-7YE ar —1Ih HTV. `•
7oy - I I I I I I I I I � I I
654-/ 1 1 1 1 1 1 1 1 flbff A!' =O. I-OL at
1 1 1 I I I I IB 1 {I II I I 1.�.,�,I I4 I 1
55� - I- 1 1 1 1 IRartoff Itol me3.9V �I�j of
50� - 11 -11 / 1- - I- 7 -1 1- T -I- 7 T-"1" 1� h ��
040-" T IH 1 H T 1 T 1 IH
LL 40� Tc�� ii�i
H - -1 1- rt T 1 T � rt -r 1 T 1I-
35 — - I- -I I- - I- -r - - fi -1- fi -I - r rt - - -r -I-GNP-94 -
30� - 1- t 1- H - 1- -1- fi -1- -1 - H - 1- -1- t -1 - H -
254 H - 1- H -I ' 1- H - 1- H -I- H -1- H -1 - H H - 1- + -1- t -1 - H -
20i-/ H - I- 4 -I- p H - I- 4 -1- T -1- H -1 - p H - I- + -I- H -1 - p -
15� - 1- H -1- - / 1 H - 1 4 -I- T -I- T -1 - H H - 1- H -I- T -1 - H -
10� J - 1- H -I- / IJI- I - T -I- T -1 - HA - 1- H - T -1H -
0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48
Time (hours)

NC111 - Storm Type II 24-hr 50-Year Rainfall=6.43"
Prepared by ARCO Business Services Printed 6/23/2023
HydroCAD® 10.20-2g s/n 12793 ©2022 HydroCAD Software Solutions LLC Page 79
Summary for Subcatchment DP4: Pond 4 DA
Runoff = 65.51 cfs @ 11.89 hrs, Volume= 3.100 af, Depth= 5.72"
Routed to Pond 4P : Pond 4
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs
Type II 24-hr 50-Year Rainfall=6.43"
Area (ac) CN Description
5.850 98 Paved parking, HSG B
0.650 61 >75% Grass cover, Good, HSG B
6.500 94 Weighted Average
0.650 10.00% Pervious Area
5.850 90.00% Impervious Area
Subcatchment DP4: Pond 4 DA
Hydrograph
I I I I I I I I I I 11 1
704/ J I I I I I I I I I I I 1 1 ■Runoff
4- H - 1- H —I I65.51GIs I H —1— f - — —1 — H -
65� 1 TYpeJL24hr
601/ 1 1 1 1 1 1 1 1F a1 F�1ai 1rlf N u1
55 /
4- I - - H - - - H H I- H -I- I Ranbff Aired 6 5OO ad -
50� 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1
45 I I 1 1 I RunoffVolumleg3.100 af
c35 " 1_ J _ 1_ L _1_ L _1_ 1_ _I _ LJ _ 1_TC 10 n -
LL 301/ 1 I I I I I I I I I I I I I A�I
25� 1 1 I I 1 1 1 1 1 1 1 1 C-1 94
4- -I 1- H - 1- t -I- t -1- t -I - I- rt - I- t -1- t -I - r -
20 J _ I_ L ' 1- J _ 1_ L _1_ L _1_ L _I _ LJ - 1- L _I_ L _I _ L -
151/ I 1 �� 1 I I I I I I I I
101/ 1 1 1 1 1 I I 1 1 I I 1 I 1 1 I I
- - -I - 1- r r r 1 fi 1 r 1 1 r t 1 r
5 '
0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48
Time (hours)

NC111 - Storm Type II 24-hr 50-Year Rainfall=6.43"
Prepared by ARCO Business Services Printed 6/23/2023
HydroCAD® 10.20-2g s/n 12793 ©2022 HydroCAD Software Solutions LLC Page 80
Summary for Subcatchment DP5: Undetained 2
Runoff = 59.71 cfs @ 12.30 hrs, Volume= 6.585 af, Depth= 1.94"
Routed to Reach PDP2 : Post Design Point 2
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs
Type II 24-hr 50-Year Rainfall=6.43"
Area (ac) CN Description
23.880 55 Woods, Good, HSG B
16.790 61 >75% Grass cover, Good, HSG B
40.670 57 Weighted Average
40.670 100.00% Pervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
21.1 100 0.0200 0.08 Sheet Flow, Woods Sheet Flow
Woods: Light underbrush n= 0.400 P2= 3.32"
8.8 1,900 0.0500 3.60 Shallow Concentrated Flow, Shallow Field Flow
Unpaved Kv= 16.1 fps
2.1 1,350 0.0200 10.60 286.27 Channel Flow, UNT Flow
Area= 27.0 sf Perim= 14.5' r= 1.86' n= 0.030
32.0 3,350 Total
Subcatchment DP5: Undetained 2
Hydrograph
_ I_ 1 1 I I 1 1 1 I I 1 1
65 -/ I 1 1 I I 1 1 I 1 I I I I I I I I I I I ■Runoff
i - I- L —1- L - L L L I LI — ITyp-e]I 441r -
551/ I 1 I I 1 1 I I 1 1 1
I I 1
501/ 0a7Y rPaf RlainfaN ,437 -
= 1 1-Ruin-off Area=40.6-7O-a —
45-b 1 1 I I 1 1 1 1 1 1 1 1 1 i 1 1 1
401/ 1 1 1 1 1 1 Runoff-VoFume6.585af
35_ 41
1 1 I I 1 1 � Q `'p T `�
30- 1 1 1 1 FlOW Length=3,350'
25- 1 1 I I I I I 1 1 1 1 Tc=32.10 nl i n
20� � I I I I I I I I I I I I I I I I .
r — I— 7 - 1— r —I— fi -1— r —I — rrt — I— r -1— �1��
15_ 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1
10� 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1
7 7 1 1 T 1 1 T 1 T I
5-
0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48
Time (hours)

NC111 - Storm Type II 24-hr 50-Year Rainfall=6.43"
Prepared by ARCO Business Services Printed 6/23/2023
HydroCAD® 10.20-2g s/n 12793 ©2022 HydroCAD Software Solutions LLC Page 81
Summary for Subcatchment DP6: Undetained 1
Runoff = 22.66 cfs @ 12.09 hrs, Volume= 1.593 af, Depth= 1.94"
Routed to Reach PDP1 : Post Design Point 1
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs
Type II 24-hr 50-Year Rainfall=6.43"
Area (ac) CN Description
3.600 61 >75% Grass cover, Good, HSG B
6.240 55 Woods, Good, HSG B
9.840 57 Weighted Average
9.840 100.00% Pervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
12.7 100 0.0100 0.13 Sheet Flow, Sheet Flow
Grass: Short n= 0.150 P2= 3.32"
3.1 300 0.0100 1.61 Shallow Concentrated Flow, Shallow Field Flow
Unpaved Kv= 16.1 fps
15.8 400 Total
Subcatchment DP6: Undetained 1
Hydrograph
4- - I 4 I T I - 4- - 4 -I T - T I - - - - I- T 1 T I 4 -
25 T T T T T I- T T 1 T 1 T T T T T ■Runoff
24 1 1 1 1122.66cfsil 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1
23 �
22/ -- -I 1 4 -1- T 4- - I- 4 -I- T -I- T -1 L4 IType-IlL2-4-hM
214 - I- rt -1- 1 r - I- rt -I- -r -1- n-I -pr rt - -.rt 1- fi -I - r -
20 1 1 pv7.YY`" F�aipfaN� .431 6 -
19
18 — 4- I L I L I _ I L 1 T 1 RUnbff Aiea 9- 84V-a
174/ 4- - 1- t -1- t - f- 4- - 1- fi -1- t -1- t -1 - 4- 4- -�.I..-..�.,mot f-
-,,,�, 1- t -1 - -
16 — I 1 1 I I 1 I I 1 1 I 1RunoffrVo ume �q .693
154 �
144 4 1 1 I t L J L1 1 T I T L ^ 1„ T H -
135 - 4 1- 4 -1- - - I- 4 -1- T -I T unQ 4-- PL- • /�/�� -
121r, � � T I 1- T I- T 1 T 1 T O*ILen �4OOr
u- 11 -
10 4E - I- 1 _I_ - 1 I _ I_ 1 _I- L _I_ 1_ -I _ L I - I_,1�-_n_/�t /-�I _v 1 _
9� -1 - 1- 4 -1- - /- - - - I- 4 -1- T -1- T -I - L SIOP A)100
8 - I- rt -1- 0 1- - I- rt -I- T -1- T -I - r -r - I- Tp-I -•
6 ,_ 1 1 1 I / 1 I I 1 1 I I 1 1 I I � i
_ 1�� C11
- 14 I - 4 I I T 1 T 14 I T �I�I� 'I -
44/ 4- - 1- ± -1- I- 1 - 1- ± -1- t -1- t 1 - 4- -t 1 1 1- t- -I - b
I I I 21/
0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48
Time (hours)

NC111 - Storm Type II 24-hr 50-Year Rainfall=6.43"
Prepared by ARCO Business Services Printed 6/23/2023
HydroCAD® 10.20-2g s/n 12793 ©2022 HydroCAD Software Solutions LLC Page 82
Summary for Reach PDP1: Post Design Point 1
Inflow Area = 29.950 ac, 51.95% Impervious, Inflow Depth > 3.87" for 50-Year event
Inflow = 130.34 cfs @ 11.96 hrs, Volume= 9.656 af
Outflow = 130.34 cfs @ 11.96 hrs, Volume= 9.656 af, Atten= 0%, Lag= 0.0 min
Routing by Stor-Ind+Trans method, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs
Reach PDP1: Post Design Point 1
Hydrograph
1 1 1 1 1 1 1 1 1 1 1
/1/7 I I I I I I I I I I I I I I I I I I I I I ■Inflow
140 -/ T T —I— T 1 130.34 cfs I rt —1— T T — II— 1A �TT —1 — 1— T —1— T 1 -1- r -1 - Outflow
130_
/ 4 I I 34 cfs I — 1 4 I 1— 4 — inflow 29.95ff—a —
- / 1 1 1 1 I I I I I I I I I I 1 I I I I
12017 / 1
1107 " I I 1 I I I I I I I I I I I I
1007 / fi —I— 1 T 1 1- rt 1 T 1 rt 1 1- rt 1 fi —
90
- / 1 I I 1 I I I I I I II I
80� / 1 I 1 1 I I I I I I 1
3 70i/ /T T I 1 T 1 T T I T 1 T 1 T
o - /
/ )_ 1 -I — H _I— — I— H _I — I— H _I—
50- / I I 1 1 1 1 1 1 1 1 1 1 I I 1 I
40 -/ /7 1 1 1 I I 1 1 I 1 1 I I I 1 I I
304 / T4IT1T1TT1TIT1T -r1T
20: / 1 1 I 1 1 I 1
104-/ ...
0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48
Time (hours)

NC111 - Storm Type II 24-hr 50-Year Rainfall=6.43"
Prepared by ARCO Business Services Printed 6/23/2023
HydroCAD® 10.20-2g s/n 12793 ©2022 HydroCAD Software Solutions LLC Page 83
Summary for Reach PDP2: Post Design Point 2
Inflow Area = 71.470 ac, 31.92% Impervious, Inflow Depth > 3.09" for 50-Year event
Inflow = 216.56 cfs @ 11.95 hrs, Volume= 18.413 of
Outflow = 216.56 cfs @ 11.95 hrs, Volume= 18.413 af, Atten= 0%, Lag= 0.0 min
Routing by Stor-Ind+Trans method, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs
Reach PDP2: Post Design Point 2
Hydrograph
7 I 1- -II t I - I t I t 1
7 I T - T I T T I T 7 ❑Inflow
240� / 1216.56 cfs 0 Outflow I
230 ' / )- 1 -1- L 1I - 1- 1 -I- 1 _L -
220" / k 7 -I- 1— 12165�cfs —I 1 T -I- I- - Inflow Area=71 .470 ac
2104''' z ,1T7 -1- 7 -I -I - TT -I- TT - 1 1 1 1 - I 1
200 / -
190=' z' /
180 / / 4 -I- 1 I - -I - 1 T -I- I- 4 - I H -I - 1 4 -I- I- A -I- H 4
170 ' / H H H - H H H H fi t H H H H H H
160 / /-
I
150='
w 1402/ / 7 -I- I - -I - 1- T -I- 1 - - I- H -I - 1- T -I- 1 - -I- H _ —
130iv / 7 -I- HH - 1 - 1 t -I- HH - I H 1 - 1 t -I- H4 -I H H -
3
120� i
0 110 -/ i
100=' i 1 _I_ L _Ir _I _ I_ 1 _I_ L J _ I_ 1 _I _ I_ 1 _I_ L 1 _1_ L _I _
90ir i 7 -I- H -I 0/ -II- -I -I-
80_' i 7 -1- T - -I - 1- T -I- T7 - I- T -I - 1- T -I- T7 -I- TT -
70_' /
60_ i
40_' / rt -1- fi - 1 rt 1- rt rt 1 - 1 rt 1- rt -1- fi -
30°; ' 1 %`�i�/////// /1 1 1 1 1
�0 //////////////////
0
0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48
Time (hours)

NC111 - Storm Type II 24-hr 50-Year Rainfall=6.43"
Prepared by ARCO Business Services Printed 6/23/2023
HydroCAD® 10.20-2g s/n 12793 ©2022 HydroCAD Software Solutions LLC Page 84
Summary for Pond 1 P: Pond 1
Inflow Area = 20.110 ac, 77.37% Impervious, Inflow Depth = 5.27" for 50-Year event
Inflow = 194.80 cfs @ 11.89 hrs, Volume= 8.824 af
Outflow = 118.38 cfs @ 11.96 hrs, Volume= 8.063 af, Atten= 39%, Lag= 4.3 min
Primary = 118.38 cfs @ 11.96 hrs, Volume= 8.063 af
Routed to Reach PDP1 : Post Design Point 1
Routing by Stor-Ind method, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs
Peak Elev= 679.85'@ 11.96 hrs Surf.Area= 50,777 sf Storage= 185,570 cf
Plug-Flow detention time=403.5 min calculated for 8.063 af(91% of inflow)
Center-of-Mass det. time= 357.7 min ( 1,131.3 - 773.6 )
Volume Invert Avail.Storage Storage Description
#1 675.00' 247,323 cf Custom Stage Data (Prismatic)Listed below(Recalc)
Elevation Surf.Area Inc.Store Cum.Store
(feet) (sq-ft) (cubic-feet) _(cubic-feet)
675.00 22,198 0 0
676.00 31,747 26,973 26,973
677.00 36,608 34,178 61,150
678.00 41,526 39,067 100,217
679.00 46,501 44,014 144,231
680.00 51,532 49,017 193,247
681.00 56,619 54,076 247,323
Device Routing Invert Outlet Devices
#1 Primary 670.50' 36.0" Round RCP_Round 36"
L= 109.0' RCP, groove end projecting, Ke= 0.200
Inlet/ Outlet Invert= 670.50'/669.00' S= 0.0138 '/' Cc= 0.900
n= 0.012 Concrete pipe, finished, Flow Area= 7.07 sf
#2 Device 1 675.00' 4.0" Vert. Orifice/Grate C= 0.600 Limited to weir flow at low heads
#3 Device 1 676.50' 5.0" Vert. Orifice/Grate C= 0.600 Limited to weir flow at low heads
#4 Device 1 677.75' 9.0" Vert. Orifice/Grate C= 0.600 Limited to weir flow at low heads
#5 Device 1 679.00' 60.0" x 60.0" Horiz. Orifice/Grate C= 0.600
Limited to weir flow at low heads
#6 Primary 679.25' 50.0' long x 10.0' 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) 2.49 2.56 2.70 2.69 2.68 2.69 2.67 2.64
Primary OutFlow Max=112.34 cfs @ 11.96 hrs HW=679.83' (Free Discharge)
41-
=RCP_Round 36" (Passes 53.85 cfs of 115.91 cfs potential flow)
-2=Orifice/Grate (Orifice Controls 0.91 cfs @ 10.39 fps)
-3=Orifice/Grate (Orifice Controls 1.16 cfs @ 8.50 fps)
-4=Orifice/Grate (Orifice Controls 2.77 cfs @ 6.28 fps)
-5=Orifice/Grate (Weir Controls 49.01 cfs @ 2.97 fps)
G=Broad-Crested Rectangular Weir(Weir Controls 58.49 cfs @ 2.03 fps)

NC111 - Storm Type II 24-hr 50-Year Rainfall=6.43"
Prepared by ARCO Business Services Printed 6/23/2023
HydroCAD® 10.20-2g s/n 12793 ©2022 HydroCAD Software Solutions LLC Page 85
Pond 1 P: Pond 1
Hydrograph
1 1 1 1 1 1 I ' i I I I I I I I I
❑ Inflow
210-' / 4 1 j 1194.80 cry] 1— 1Inflow H —I I—/� H 4 1,��H,,�,, ❑Primary
200 i 4 -I- H - I- 1 - Area=20,1 -0-a-C-
190t ' fi rt -I- fi - r - t 1- rt -
180 / 1 1 I 1 1 yak e,vw•l9415
170; / lV
160/ i /7 1 1 1 1 1 1 S- 0--atle -18§ -57C -f-
150- i )- I I 1 I I I - 1 - I_ I- J -
140=' / ,l- - 1 I I- -k -I - I- 4 -1- 1
130i' i e a8 ors + -I - H -F -1—
5 120=' i fi -I 111:W
0 1001i ,- _1_
7- 1 90 i � 1
801 / � J1L I 111 - L I IIIIIL
701i 1- 4 -I- L I- 4 -I- 4 - -I- H4 - 1 ! - 44 I- L - -
601 ' ,- 4 1 L / I tL H -F I L -
501 i t r I 1 1 r - 1 r - 1 - - 1 r -
401 i �
301 i /I-
20= i 1 ' 1 1 ' 1 1 1
10
0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48
Time (hours)

NC111 - Storm Type II 24-hr 50-Year Rainfall=6.43"
Prepared by ARCO Business Services Printed 6/23/2023
HydroCAD® 10.20-2g s/n 12793 ©2022 HydroCAD Software Solutions LLC Page 86
Summary for Pond 2P: Pond 2
Inflow Area = 16.120 ac, 59.99% Impervious, Inflow Depth = 4.49" for 50-Year event
Inflow = 140.68 cfs @ 11.89 hrs, Volume= 6.034 af
Outflow = 93.52 cfs @ 11.96 hrs, Volume= 5.637 af, Atten= 34%, Lag= 4.1 min
Primary = 93.52 cfs @ 11.96 hrs, Volume= 5.637 af
Routed to Reach PDP2 : Post Design Point 2
Routing by Stor-Ind method, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs
Peak Elev= 649.60'@ 11.96 hrs Surf.Area= 26,575 sf Storage= 115,090 cf
Plug-Flow detention time=249.6 min calculated for 5.637 af(93% of inflow)
Center-of-Mass det. time=213.1 min ( 1,008.1 - 794.9 )
Volume Invert Avail.Storage Storage Description
#1 644.00' 154,643 cf Custom Stage Data (Prismatic)Listed below(Recalc)
Elevation Surf.Area Inc.Store Cum.Store
(feet) (sq-ft) (cubic-feet) _(cubic-feet)
644.00 13,734 0 0
645.00 17,141 15,438 15,438
646.00 19,006 18,074 33,511
647.00 20,969 19,988 53,499
648.00 23,034 22,002 75,500
649.00 25,210 24,122 99,622
650.00 27,495 26,353 125,975
651.00 29,842 28,669 154,643
Device Routing Invert Outlet Devices
#1 Primary 642.00' 36.0" Round RCP_Round 36"
L= 68.0' RCP, groove end projecting, Ke= 0.200
Inlet/ Outlet Invert= 642.00'/641.50' S= 0.0074 '/' Cc= 0.900
n= 0.012 Concrete pipe, finished, Flow Area= 7.07 sf
#2 Device 1 644.00' 3.0" Vert. Orifice/Grate C= 0.600 Limited to weir flow at low heads
#3 Device 1 646.25' 18.0" Vert. Orifice/Grate C= 0.600 Limited to weir flow at low heads
#4 Device 1 649.00' 60.0" x 60.0" Horiz. Orifice/Grate C= 0.600
Limited to weir flow at low heads
#5 Primary 649.00' 40.0' long x 10.0' 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) 2.49 2.56 2.70 2.69 2.68 2.69 2.67 2.64
Erimary OutFlow Max=86.75 cfs @ 11.96 hrs HW=649.56' (Free Discharge)
-1=RCP_Round 36" (Passes 41.72 cfs of 100.25 cfs potential flow)
2=Orifice/Grate (Orifice Controls 0.55 cfs @ 11.23 fps)
3=Orifice/Grate (Orifice Controls 13.62 cfs @ 7.71 fps)
4=Orifice/Grate (Weir Controls 27.55 cfs @ 2.45 fps)
5=Broad-Crested Rectangular Weir(Weir Controls 45.04 cfs @ 2.00 fps)

NC111 - Storm Type II 24-hr 50-Year Rainfall=6.43"
Prepared by ARCO Business Services Printed 6/23/2023
HydroCAD® 10.20-2g s/n 12793 ©2022 HydroCAD Software Solutions LLC Page 87
Pond 2P: Pond 2
Hydrograph
I I I I I I I i 1 1 1 1 1 1 '
1 1 1 1 1 1 ' ' 1 1 I I I I ❑ Inflow
1507 rt I 7 -I 1140.68.f.] I- IL I- rt Iri -
- D Primary
4 -I- -HH - I- 1 -Inflow Area-16.1-'na-C
14047 � 1 _1_ _I _ 1_ 1 _1_ L I_ I_
130� III plaI E 9. '-
120 , 1 1 1 1 1 1 1 I I 1 I sfoi*Ie11�it t GA "I
1101i /r 1 I I I I 1 I I I I I i+
1001 , / 7 1 r I93.52ofs I1 T 717 7 7 717 T 7 7 7 T 717 7 7 717 7 i
w 901 / fi 1 t1 -1 - I t -I- L -t -I L -I - I- t -1 - I- fi -I- 1- 1 -
801 -1- -I -I - I- 4 -1- I- 4 -1- -I - I- -1 - I- 4 -1- J- -I -
c = i )_ 1 1 L 1 1 I 1 1 L L I LA I I 1 L I I L I
a 701 i 1 ' I 1 I I 1 I 1 1 I 1 1 1 1 1 1
601 / /r 1 1 1 1 1 1 1 1 1 1 1 1 1 1
501 / 1 1 1 1 1 1 1 1 1 1 1 1 1 1
401 fi rt 1 - rt -1- 1- 1 -
/
30?' ill - -
1 � - - L I L Lif L -
20_ / 1 1 1 1 1 1
0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48
Time (hours)

NC111 - Storm Type II 24-hr 50-Year Rainfall=6.43"
Prepared by ARCO Business Services Printed 6/23/2023
HydroCAD® 10.20-2g s/n 12793 ©2022 HydroCAD Software Solutions LLC Page 88
Summary for Pond 3P: Pond 3
Inflow Area = 8.180 ac, 89.12% Impervious, Inflow Depth = 5.72" for 50-Year event
Inflow = 82.45 cfs @ 11.89 hrs, Volume= 3.901 af
Outflow = 61.77 cfs @ 11.94 hrs, Volume= 3.655 af, Atten= 25%, Lag= 3.4 min
Primary = 61.77 cfs @ 11.94 hrs, Volume= 3.655 af
Routed to Reach PDP2 : Post Design Point 2
Routing by Stor-Ind method, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs
Peak Elev= 649.27'@ 11.94 hrs Surf.Area= 22,542 sf Storage= 76,679 cf
Plug-Flow detention time=306.7 min calculated for 3.655 af(94% of inflow)
Center-of-Mass det. time=270.5 min ( 1,028.0 - 757.5 )
Volume Invert Avail.Storage Storage Description
#1 645.00' 118,908 cf Custom Stage Data (Prismatic)Listed below(Recalc)
Elevation Surf.Area Inc.Store Cum.Store
(feet) (sq-ft) (cubic-feet) _(cubic-feet)
645.00 12,210 0 0
646.00 15,876 14,043 14,043
647.00 17,818 16,847 30,890
648.00 19,839 18,829 49,719
649.00 21,944 20,892 70,610
650.00 24,134 23,039 93,649
651.00 26,383 25,259 118,908
Device Routing Invert Outlet Devices
#1 Primary 642.00' 36.0" Round RCP_Round 36"
L= 59.0' RCP, groove end projecting, Ke= 0.200
Inlet/ Outlet Invert= 642.00'/641.50' S= 0.0085 '/' Cc= 0.900
n= 0.012 Concrete pipe, finished, Flow Area= 7.07 sf
#2 Device 1 645.00' 2.0" Vert. Orifice/Grate C= 0.600 Limited to weir flow at low heads
#3 Device 1 646.00' 6.0" Vert. Orifice/Grate C= 0.600 Limited to weir flow at low heads
#4 Device 1 647.50' 6.0" Vert. Orifice/Grate C= 0.600 Limited to weir flow at low heads
#5 Device 1 648.50' 60.0" x 60.0" Horiz. Orifice/Grate C= 0.600
Limited to weir flow at low heads
#6 Primary 649.00' 40.0' long x 10.0' 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) 2.49 2.56 2.70 2.69 2.68 2.69 2.67 2.64
Primary OutFlow Max=59.68 cfs @ 11.94 hrs HW=649.26' (Free Discharge)
41-
=RCP_Round 36" (Passes 46.36 cfs of 98.93 cfs potential flow)
-2=Orifice/Grate (Orifice Controls 0.21 cfs @ 9.84 fps)
-3=Orifice/Grate (Orifice Controls 1.64 cfs @ 8.35 fps)
-4=Orifice/Grate (Orifice Controls 1.16 cfs @ 5.92 fps)
-5=Orifice/Grate (Weir Controls 43.34 cfs @ 2.85 fps)
G=Broad-Crested Rectangular Weir(Weir Controls 13.33 cfs @ 1.28 fps)

NC111 - Storm Type II 24-hr 50-Year Rainfall=6.43"
Prepared by ARCO Business Services Printed 6/23/2023
HydroCAD® 10.20-2g s/n 12793 ©2022 HydroCAD Software Solutions LLC Page 89
Pond 3P: Pond 3
Hydrograph
R I C H 1 _I_ LJ _ I_ I _ HJ I LJ I H I HL
J —I— L _I _ I_ 1 _1_ L J _ 1_ 1 _I _ I_ J —1_ J J _ 1_ 1 _I _ L 1 ❑ Inflow
90; i _ J _I_ L _I 82.45 _1_ L J _ 1_ 1 _I _ I_ J —1_ L _I _ 1_ 1 _I _QL� 1 ❑ Primary
85� , ' L 1 L 1 _1 L J 1 1 1 InfIowiAIea .I8-VJac -
804-/ / J _1_ L _I _ _I_ L J _ I_ 1 _I _ I_ J61_w�'J 1_ J w �
75� / I 1 1 I I I I r eaKJt l IQiv= �Fv._JG_/I r _
70; / I I I I I I I I I I I
Ie 1 1 Imo+ �I
65 - / ,_ J _1_ L (61.7;fs _1_ LJ _1_ 1 _I _ I_ J$ Or'age- 615V7.7_1c1
604/ / I I I 1 I 1 I 1 I 1 I 1
55/ 1 1 _ /` 1 1 1 1 1 1 1 1 1 1
0 50� / 1 I _I I 1 I 1 I 1 I 1 I 1
45� / 1 1 1 1 1 1 1 1 1 1 I 1
a 40 -/ , /— 1 1 I 1 / 1 1 1 1 1 1 1 I 1 I 1
354-/ /— I_
30� i � 1 1 1 1 1 1 1 1 1 1 1 1 1
25 -/ / 1 1 1 / 1 1 1 1 1 1 1 1 I 1
15� / /— ' I I I 1 I
5__fre,z,:1%-v,,,Z77.4 ----, ...0., dr:"" / /
0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 3'8 4'0 4'2 4'4 4'6 4'8
Time (hours)

NC111 - Storm Type II 24-hr 50-Year Rainfall=6.43"
Prepared by ARCO Business Services Printed 6/23/2023
HydroCAD® 10.20-2g s/n 12793 ©2022 HydroCAD Software Solutions LLC Page 90
Summary for Pond 4P: Pond 4
Inflow Area = 6.500 ac, 90.00% Impervious, Inflow Depth = 5.72" for 50-Year event
Inflow = 65.51 cfs @ 11.89 hrs, Volume= 3.100 af
Outflow = 54.04 cfs @ 11.93 hrs, Volume= 2.536 af, Atten= 18%, Lag= 2.4 min
Primary = 54.04 cfs @ 11.93 hrs, Volume= 2.536 af
Routed to Reach PDP2 : Post Design Point 2
Routing by Stor-Ind method, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs
Peak Elev= 646.34'@ 11.93 hrs Surf.Area= 17,311 sf Storage= 61,171 cf
Plug-Flow detention time=300.5 min calculated for 2.533 af(82% of inflow)
Center-of-Mass det. time=226.2 min ( 983.7 - 757.5 )
Volume Invert Avail.Storage Storage Description
#1 642.00' 72,921 cf Custom Stage Data (Prismatic)Listed below(Recalc)
Elevation Surf.Area Inc.Store Cum.Store
(feet) (sq-ft) (cubic-feet) _(cubic-feet)
642.00 10,109 0 0
643.00 12,615 11,362 11,362
644.00 13,953 13,284 24,646
645.00 15,347 14,650 39,296
646.00 16,798 16,073 55,369
647.00 18,306 17,552 72,921
Device Routing Invert Outlet Devices
#1 Primary 642.00' 36.0" Round RCP_Round 36"
L= 94.0' RCP, groove end projecting, Ke= 0.200
Inlet/ Outlet Invert= 642.00'/641.50' S= 0.0053 '/' Cc= 0.900
n= 0.012 Concrete pipe, finished, Flow Area= 7.07 sf
#2 Device 1 642.00' 1.7" Vert. Orifice/Grate C= 0.600 Limited to weir flow at low heads
#3 Device 1 644.50' 12.0" Vert. Orifice/Grate C= 0.600 Limited to weir flow at low heads
#4 Device 1 645.75' 60.0" x 60.0" Horiz. Orifice/Grate C= 0.600
Limited to weir flow at low heads
#5 Primary 646.00' 40.0' long x 10.0' 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) 2.49 2.56 2.70 2.69 2.68 2.69 2.67 2.64
Erimary OutFlow Max=51.00 cfs @ 11.93 hrs HW=646.32' (Free Discharge)
-1=RCP_Round 36" (Passes 32.65 cfs of 57.34 cfs potential flow)
2=Orifice/Grate (Orifice Controls 0.16 cfs @ 9.93 fps)
3=Orifice/Grate (Orifice Controls 4.35 cfs @ 5.53 fps)
4=Orifice/Grate (Weir Controls 28.15 cfs @ 2.47 fps)
-5=Broad-Crested Rectangular Weir(Weir Controls 18.34 cfs @ 1.43 fps)

NC111 - Storm Type II 24-hr 50-Year Rainfall=6.43"
Prepared by ARCO Business Services Printed 6/23/2023
HydroCAD® 10.20-2g s/n 12793 ©2022 HydroCAD Software Solutions LLC Page 91
Pond 4P: Pond 4
Hydrograph
1 I I 1 I 1 1 1 1 1 1 I 1 1 I 1 1 I
❑ Inflow
/ ,- - 1 65.51 cfs
f
0 Primary
65 -II lowArea=6.500sac
,60� /- 1 1 1 1 Pea1H EI11evr 41IV.34'
55� j 154.04 cfs
50 -/ fi - / - - - - -1- I- S orage ♦I,1 71 c
-1- L 1- I- 1 L 1 L I L L 1
45� 1 � 1 1 1 1 1 1 1 ' I 1
1404 ,- 1 1
,
c 35� /- 7
/
LL 30� — / -I
25'
0�2 1 1 1 1 1 1 1 I I I I I
15 r rt - -1 - / -1- -rt -I- 1 I- 1 L 1 rt I- -I
10i 'r 1 1 - 4 1 1 1 L 1 4 1_ _1
5-
0
0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48
Time (hours)

NC111 - Storm Type II 24-hr 100-Year Rainfall=7.15"
Prepared by ARCO Business Services Printed 6/23/2023
HydroCAD® 10.20-2g s/n 12793 ©2022 HydroCAD Software Solutions LLC Page 92
Time span=0.00-48.00 hrs, dt=0.05 hrs, 961 points
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN
Reach routing by Stor-Ind+Trans method - Pond routing by Stor-Ind method
SubcatchmentDP1: Pond 1 DA Runoff Area=20.110 ac 77.37% Impervious Runoff Depth=5.97"
Tc=0.0 min CN=90 Runoff=218.89 cfs 10.005 af
SubcatchmentDP2: Pond 2 DA Runoff Area=16.120 ac 59.99% Impervious Runoff Depth=5.17"
Tc=0.0 min CN=83 Runoff=160.37 cfs 6.944 af
SubcatchmentDP3: Pond 3 DA Runoff Area=8.180 ac 89.12% Impervious Runoff Depth=6.44"
Tc=0.0 min CN=94 Runoff=92.08 cfs 4.388 af
SubcatchmentDP4: Pond 4 DA Runoff Area=6.500 ac 90.00% Impervious Runoff Depth=6.44"
Tc=0.0 min CN=94 Runoff=73.17 cfs 3.487 af
SubcatchmentDP5: Undetained2 Runoff Area=40.670 ac 0.00% Impervious Runoff Depth=2.41"
Flow Length=3,350' Tc=32.0 min CN=57 Runoff=76.21 cfs 8.180 af
SubcatchmentDP6: Undetained 1 Runoff Area=9.840 ac 0.00% Impervious Runoff Depth=2.41"
Flow Length=400' Slope=0.0100 '/' Tc=15.8 min CN=57 Runoff=28.70 cfs 1.979 af
Reach PDP1: Post Design Point 1 Inflow=172.19 cfs 11.210 af
Outflow=172.19 cfs 11.210 af
Reach PDP2: Post Design Point 2 Inflow=278.69 cfs 21.785 af
Outflow=278.69 cfs 21.785 af
Pond 1P: Pond 1 Peak Elev=680.00' Storage=193,293 cf Inflow=218.89 cfs 10.005 af
Outflow=158.07 cfs 9.230 af
Pond 2P: Pond 2 Peak Elev=649.75' Storage=119,120 cf Inflow=160.37 cfs 6.944 af
Outflow=126.45 cfs 6.544 af
Pond 3P: Pond 3 Peak Elev=649.36' Storage=78,600 cf Inflow=92.08 cfs 4.388 af
Outflow=76.39 cfs 4.139 af
Pond 4P: Pond 4 Peak Elev=646.41' Storage=62,394 cf Inflow=73.17 cfs 3.487 af
Outflow=66.54 cfs 2.921 af
Total Runoff Area = 101.420 ac Runoff Volume = 34.984 af Average Runoff Depth = 4.14"
62.17% Pervious = 63.050 ac 37.83% Impervious = 38.370 ac

NC111 - Storm Type II 24-hr 100-Year Rainfall=7.15"
Prepared by ARCO Business Services Printed 6/23/2023
HydroCAD® 10.20-2g s/n 12793 ©2022 HydroCAD Software Solutions LLC Page 93
Summary for Subcatchment DP1: Pond 1 DA
Runoff = 218.89 cfs @ 11.89 hrs, Volume= 10.005 af, Depth= 5.97"
Routed to Pond 1 P : Pond 1
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs
Type II 24-hr 100-Year Rainfall=7.15"
Area (ac) CN Description
15.560 98 Paved parking, HSG B
4.550 61 >75% Grass cover, Good, HSG B
20.110 90 Weighted Average
4.550 22.63% Pervious Area
15.560 77.37% Impervious Area
Subcatchment DP1: Pond 1 DA
Hydrograph
/� 4 - 1 T 1 - 1- -I I- 4 -1 - - I- 4 -1- 1- -I 4 -I- 4 1 -
240-' H - 1- + -1 - '7 H - H H -1- t -1 - I- -1 - I- t -1- 1- H - I- - -I- t -1 - ❑Runoff
230-' � 7 - 17 T -I 1218.80 1- 17 7 -1- T -1 - T T - I- T 71- T T - T 7 -1- T -1 -
220 I I I I I I I I I I I I I I I 1 Tip l l l2 h r
210
190_' 4— H - I + -1 - 1— - - H -I- H —1 — 1— -1 - 1Y--I � 1- 1K H-1— 1
1801 -1 1 1 1 1 1 1 T 1 1- -1 RiirtOff Atea1=zfi11 Q ac
1701 T - - -
1601 1 I 1 1 1 1 1 1 1 1 ' I I
1501 3- -1 - 1- + 1 - I- 4 -1- T -I - 1]C�fi1 OlUrne �0-0-0-af
y 1401fi -1 - 1- t -1 - - 1- r -1- t -1 - r 1 - 1- rRtlllbff Der hy� T'r
1 130 —
c 120 110:1 — L - I- 1 -1 - - I- 1 -1- L _I - L _1 - 1- 1 -1- Tc�O.1Dlllll'L
LL
1001 ,_ 4 1 1 1 4 -1- T -I - 1- 41 - I- 4 -1- - 1 4
901 — r - 1 -I - - 1- r -1- t -1 - r rt - 1- r -1- r , - 1- r 1
801
I I I I I I I I I I I I
701
601 -- L - 1 -1 - - L1 -1- 1 -1 - Li - 1- 1 -1- L -1 - 1- L -1- 1 1
50' -- 4 - I- - -1 H4 1 T I 144 I ± 1 1- -I - 1- -1 I +
401 ,- -r 1 1 - I- I 1 T I 1- -1 1 1 1 r I - 1 7 I T 1 -
201 1 r� ' 1 1 1 1 1 ' ' 1 1 ' 1 1 ' 1 1
0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48
Time (hours)

NC111 - Storm Type II 24-hr 100-Year Rainfall=7.15"
Prepared by ARCO Business Services Printed 6/23/2023
HydroCAD® 10.20-2g s/n 12793 ©2022 HydroCAD Software Solutions LLC Page 94
Summary for Subcatchment DP2: Pond 2 DA
Runoff = 160.37 cfs @ 11.89 hrs, Volume= 6.944 af, Depth= 5.17"
Routed to Pond 2P : Pond 2
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs
Type II 24-hr 100-Year Rainfall=7.15"
Area (ac) CN Description
6.450 61 >75% Grass cover, Good, HSG B
9.670 98 Paved parking, HSG B
16.120 83 Weighted Average
6.450 40.01% Pervious Area
9.670 59.99% Impervious Area
Subcatchment DP2: Pond 2 DA
Hydrograph
1 1 1 1 1 I I I I 1 1 1 1
T T 71 7 1 1 T 7 T ❑Runoff
170� r -1 — I— T -1116o.3��r5I — rt 1— T -1 r -r - 1 -r -1 r - rt 1 fi
160� -1 - I- + -I - 1, - - -L I- T -1 1- -i - 1 t -I 1- -Type 1I124-hr
150i/ - -[ - 1- + -1 - 1- - - 4 1- -I I- + 1 I- -I 4 I- `i
1404-/ ,,_ _1 - I- ± -1 - 1- - - 4 I_ T -1 i_ _F l y07_YeariRainf41197n151
130� _1 - I- 1 -I - 1_ - - 1 I- T -1 1_ RtitioffArea 16.112V at-
120/ 1 1 1 1 1 I I I IssI I I I I I I I
1101 1 1 1 1 I 1 Runo111Vollure=6,�.I9�444 J. af
w 1001 1 I 1 1 Iallrf` 1I 1� I174'11 II
90
0 1 T_cQ,Q Milt
701 1 1 1 I I I I I I 1414
�+I I I
601 1 1 1 1 1 1 1 1 1 \,y- 8-37 - I- T -I - T - - 7 I- T -I 7 -4 - 1 T -I- 1 T 1
501 ,r -1 - I- T -1 - t - - rt 1- T -1 r -r - 1 -r -1- r -1 - I- rt - 1- r 1 -
401 -1 - 1- t -1 - t - - -L 1- ± -I 1- -i - I t -1- 1- -I - 1- -1 - I- ± 1 -
301 ,_ _[ 1 - 4 1- T -1 - 1- -4 - 1 + -1- r -1 - I- 4 - 1- 1 -
201 _I 1 - 4 1- T -1 1- -4 - 1 -k -1- r 1 - I- 4 - 1- 1 -
0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48
Time (hours)

NC111 - Storm Type II 24-hr 100-Year Rainfall=7.15"
Prepared by ARCO Business Services Printed 6/23/2023
HydroCAD® 10.20-2g s/n 12793 ©2022 HydroCAD Software Solutions LLC Page 95
Summary for Subcatchment DP3: Pond 3 DA
Runoff = 92.08 cfs @ 11.89 hrs, Volume= 4.388 af, Depth= 6.44"
Routed to Pond 3P : Pond 3
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs
Type II 24-hr 100-Year Rainfall=7.15"
Area (ac) CN Description
7.290 98 Paved parking, HSG B
0.890 61 >75% Grass cover, Good, HSG B
8.180 94 Weighted Average
0.890 10.88% Pervious Area
7.290 89.12% Impervious Area
Subcatchment DP3: Pond 3 DA
Hydrograph
I I I I I I I 1 1 I I I I I I I I I I I
100 ' I I I I I I I 1 1 I I 1 I I 1 1 I I 1 1 I 1 1 ❑Runoff
g5 L _ 1_ 1 _I 9228Cfs _ I L -1_ 1 _I - L I _ I- I _1_ L I _ I_ L _I_ I _I _
90 L - I 1 - L - I- L I t I L I_ 1 L _Type 11124-hr
I + -1 - 4 —I— + I �ii IO ar Ka111 1[77+1
75-' 1 + -1 - 1- I 4 —I— + I ] 'RurToff AIea=81'8a at_
70= - I- t I I- fi -1- t -I - --p1 -� I- t -1`- 1- -I - 1- �w-I- t -1
65/ I- fi 1 - fi fi I t 1- - rnof1 V olume=4 388 af-
— 60=' T I - T/ T 1 7 -r I 1 ,,re
557 - 1- T -1 I- 7 -1- T -I - - I- 1.1111 - pY1 Pirt}F h-96T�Q 41 -
'50
o I I I I I I I SO.Q min
40 \i1J 94-
35
30_'
25" -1 1 ' 1 1 I II I I I I I I I I I
20 1 1 I II I I I I I I I I I
15-' 1 I/ I I I I II I I I I I I I I I
10 _I 1 1 _ I_//1//1_ L _I//1//1//_ III__/_ 1
52/ ��
0 - �������� �� � / /r/r//
0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48
Time (hours)

NC111 - Storm Type II 24-hr 100-Year Rainfall=7.15"
Prepared by ARCO Business Services Printed 6/23/2023
HydroCAD® 10.20-2g s/n 12793 ©2022 HydroCAD Software Solutions LLC Page 96
Summary for Subcatchment DP4: Pond 4 DA
Runoff = 73.17 cfs @ 11.89 hrs, Volume= 3.487 af, Depth= 6.44"
Routed to Pond 4P : Pond 4
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs
Type II 24-hr 100-Year Rainfall=7.15"
Area (ac) CN Description
5.850 98 Paved parking, HSG B
0.650 61 >75% Grass cover, Good, HSG B
6.500 94 Weighted Average
0.650 10.00% Pervious Area
5.850 90.00% Impervious Area
Subcatchment DP4: Pond 4 DA
Hydrograph
� _ I_ 1 _I_ L _I _ i — I_ 1 _1— 1 _I_ L _I _ _ 1 _I_ L _I — L -
80" I 1 1 I I 1 1 I I 1 1 I I 1 1 I 1 1 I I 1 1 ■Runoff
754./ 1 1 1 I 17317cfsl 1 I I 1 1 I I 1 1 I I 1 1 I �II
70y 1 1 1 I 1 1 I I 1 1 I I 1 1 I I ITypelli 24 r
65
I- ± 1 - -1 1- - -11 t 11 VQTYear KlalritaH l.1'l5H
60 - I- - - - - 1- - -1- T -1- R nbff Mea=6500_at -
554/ I I I I 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1
504 I I I I 1 1 1 1 1 1 (Runoff Volumleg3.487 of
3 1 1 1 1 1 1 � I__QI I^QI � 1 �, 4 A Ivo
1- -
0 40- - 1- rt - - - 1- rt - - fi -1- -r -I - rt - I-
LL 35: Tc��O
— 1— 4 -I- -1 4 1 I �+A'1 Awl -
304./ ,_ J - 1- _I 1_ J - 1_ L _1- L _1_ L _I - L H - 1- L _
254/ 1 1 1 I I I I I I I I I I I I I I I
204 1 1 1 ' 1 I I I I I I I I I I I I I I
15=
I 1 1 I I 1 1 I I 1 1 I I 1 1 I I 1 1
104-/ 4- - I- 1 -1- + -1- -H -1 - L1 - 1 1 -h -1 - H -
54/
0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48
Time (hours)

NC111 - Storm Type II 24-hr 100-Year Rainfall=7.15"
Prepared by ARCO Business Services Printed 6/23/2023
HydroCAD® 10.20-2g s/n 12793 ©2022 HydroCAD Software Solutions LLC Page 97
Summary for Subcatchment DP5: Undetained 2
Runoff = 76.21 cfs @ 12.29 hrs, Volume= 8.180 af, Depth= 2.41"
Routed to Reach PDP2 : Post Design Point 2
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs
Type II 24-hr 100-Year Rainfall=7.15"
Area (ac) CN Description
23.880 55 Woods, Good, HSG B
16.790 61 >75% Grass cover, Good, HSG B
40.670 57 Weighted Average
40.670 100.00% Pervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
21.1 100 0.0200 0.08 Sheet Flow, Woods Sheet Flow
Woods: Light underbrush n= 0.400 P2= 3.32"
8.8 1,900 0.0500 3.60 Shallow Concentrated Flow, Shallow Field Flow
Unpaved Kv= 16.1 fps
2.1 1,350 0.0200 10.60 286.27 Channel Flow, UNT Flow
Area= 27.0 sf Perim= 14.5' r= 1.86' n= 0.030 _
32.0 3,350 Total
Subcatchment DP5: Undetained 2
Hydrograph
1 1 I I - rt I 7 I 7 1 I 4 I 1 1 I -
85_ I - I- t -I- H H - I- 7 -1- # -I- -H -1 - H 7 - I- t -I- t -1 - H - ■Runoff
80i/ - - I- 4 -1-176.21cfs I- 4 4 - I- 4 -1- 4 -I- 4 -1 - 4 4 - I-�4�-I- 7 -1 - 4 -
75 I- L I - L J I L -I L I L 1 L � IType]U-24h
70� 1 1 1 1 1 I I 1 1 I 11 1
I I I I 1 1 1 1 1 1 I I YU7 I W ti niainfg1171•1 f51
604/ I I I I 1 1 1 1 1 1 I Ruiioff Are_&4Q.ma
1 1 1 1 I I I I I I I I I I I I I I I I I
554-/ 4 TIT - rt -1 T -RunoffrVoI-U-n'1ieg8. i1 8V a1
50: - 1- - 1- fi -1- fi -1- - - � � - 1- t - - to-IQ- �
45� � � - - � -I- 44 - I- 4 -1- 4 -I- 7Fill-HYuYVp u7 -11- -
�° 40 I L I - L J I L 1 I _I_ L _Row Edit 3 3501 -
35� 1 1 1 1Al 1 1 1 1 1 1 1 1 1 1 1 11 1
30 I I I I r I 1 1 1 1 1 1 1 1 1 1 ITc=32.O rain
254/ I I I I / I 1 1 1 1 1 1 1 1 1 1 1 1 A 5 t
20y `T' 1-
15 t fi fi -1 T 1
5=
0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48
Time (hours)

NC111 - Storm Type II 24-hr 100-Year Rainfall=7.15"
Prepared by ARCO Business Services Printed 6/23/2023
HydroCAD® 10.20-2g s/n 12793 ©2022 HydroCAD Software Solutions LLC Page 98
Summary for Subcatchment DP6: Undetained 1
Runoff = 28.70 cfs @ 12.09 hrs, Volume= 1.979 af, Depth= 2.41"
Routed to Reach PDP1 : Post Design Point 1
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs
Type II 24-hr 100-Year Rainfall=7.15"
Area (ac) CN Description
3.600 61 >75% Grass cover, Good, HSG B
6.240 55 Woods, Good, HSG B
9.840 57 Weighted Average
9.840 100.00% Pervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
12.7 100 0.0100 0.13 Sheet Flow, Sheet Flow
Grass: Short n= 0.150 P2= 3.32"
3.1 300 0.0100 1.61 Shallow Concentrated Flow, Shallow Field Flow
Unpaved Kv= 16.1 fps
15.8 400 Total
Subcatchment DP6: Undetained 1
Hydrograph
- - rt -I- 7 I I - -I I I I- T —I — 7
32_ - I- -I- -I L - I- -I- -I- 4- -I - H - I- 4- -I- 4- -I - H - ■Runoff
30 1 I L 1 I28.7o cfs I L I I L I I ILI L L I L I L I L
28 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 'Type 111 24-hr
26 1 1 1 1 1-1�� `I'"` nlai Ip N77:11 `'
I I I I I I I I I I I I OJT P�
24:
-r 1 t fi t l tunbf Awed=9-$40 arc -
22 - - I- 4- -I- - L - I- 4 -I- -I- 4- -I - H 4- - I- 1 -I - H� -
20 I 1 I I 1 1 1 1 IBW_n_OfL VOl_{.1.11 l.979 w
w 18 1 1 1 1 1 1 1 1 1 �#1Dph1�'
3 16yT I I I I I I I I I I I •, `
m
o 1�1o►W'Length 400
LL 147-/
124"/ - 1- - -I- L -1 - I- -4 -I- -I- 4- -I - L- Slope OO100-'e -
10� 1 1 1 1 1 1 1 1 1 1 I I
1 1 1 1 1 1 1 1 1 1 1 1 1 1 *" �'$
6y 7
- I- 7 I - I rt 1 T I T 1 I I T I �i1�1I I-
- 4- H - 1- + -'- ' - 1- -1- + -1- -1 - L 1 - 1 1 - H
0111/� i�oi��oiiiiioj , l(
0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48
Time (hours)

NC111 - Storm Type II 24-hr 100-Year Rainfall=7.15"
Prepared by ARCO Business Services Printed 6/23/2023
HydroCAD® 10.20-2g s/n 12793 ©2022 HydroCAD Software Solutions LLC Page 99
Summary for Reach PDP1: Post Design Point 1
Inflow Area = 29.950 ac, 51.95% Impervious, Inflow Depth > 4.49" for 100-Year event
Inflow = 172.19 cfs @ 11.95 hrs, Volume= 11.210 af
Outflow = 172.19 cfs @ 11.95 hrs, Volume= 11.210 af, Atten= 0%, Lag= 0.0 min
Routing by Stor-Ind+Trans method, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs
Reach PDP1: Post Design Point 1
Hydrograph
4 —I— + 4 — I— + —I — I— + —I— + 4 + 4 —I— + 4
' — 4 —I- 4H - 1 + —I - 1 4 —I- 44 — I- 4 1 - 1 4 —I- 44 —I- 44 — ■Inflow
190=' i k H I H _1 1172.19 cfs l I 1 + —I— I— H I T I 1 H —I— I— H —I— H H ❑Outflow
$° / —F —1— ,1721;cis
1 — 1— H -1- t- —F - InflowlATea=29t.950-a-c-
170_' /
160=' / fi H —1— H H —1 — 1— rt —1— I- H — I— H —1 — 1— H —1— t H —I— H H —
150='
fi rt 1 H -I - 1 r -r 1 r rt 1 -r 1 r rt 1 r rt 1 H -
140=' z
'130= /
fi -r -1— r -I -1 - 1— -r -1- r -r — 1— r -1 - 1— r -1- r -r —1— r -1 —
120= � H H H I HH T T HH T �
y 110
u 100_' I I 1 I I I I I I 1 1 I I I
c 90
LL 80_/ / /7 1 1 I I I I I I 1 1 1 1 1
70' / 1 I I 1 1 I I I 1 I I I
60 " / I I I 1 1 I I I 1 I I I
11 1 1 1 I 1 1 1
50=' �
40 / I 1 1 1 // I 1 1 1 1
1
20' / 1 1
0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48
Time (hours)

NC111 - Storm Type II 24-hr 100-Year Rainfall=7.15"
Prepared by ARCO Business Services Printed 6/23/2023
HydroCAD® 10.20-2g s/n 12793 ©2022 HydroCAD Software Solutions LLC Page 100
Summary for Reach PDP2: Post Design Point 2
Inflow Area = 71.470 ac, 31.92% Impervious, Inflow Depth > 3.66" for 100-Year event
Inflow = 278.69 cfs @ 11.93 hrs, Volume= 21.785 af
Outflow = 278.69 cfs @ 11.93 hrs, Volume= 21.785 af, Atten= 0%, Lag= 0.0 min
Routing by Stor-Ind+Trans method, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs
Reach PDP2: Post Design Point 2
Hydrograph
/ I I 11 1 I I I I I I I I
71 I I I I I I I I I I I I I I I I I I I I I I ■Inflow
300- / /7 1 I 1 278.69 cfs I I I 1 I II M 11 I 1 1 I I A I 1 I El Outflow
_I_ t 278.69 cfs
280 -1 - I- - -1- I- rt - l flow 1Afe�7 1.47-0tac-
"
260i, / 4 1 4 —I —1 — 1 4 —I— L 4 — I— 7 —1 — 1 4 —I— L A —I— 7 4 —
= / 1 1 1 1 1 I I I I I I I I I I I I I I
240 -/ �/
220� / 1 1 1 1 I I I I I I I I I I 1 1 1
200� / /7 1 1 1 I I I I I I I I I I 1 1 1
y 180% / firt 1- I 7T I 77 1 -r 1 1 rt 1 L7 1 r -
160
k 4 -1- H- 1 4 -1- 4 4 - 1- + -1 - 1- 4 -1- 4 4 -1- 4 -
3 / )_ J I L J L J 1 _L _I 1 L 1 L J L —
LL 140� /
120� / I 1 1 1 1 e 1 1 1
100� / /7 1 1 1 1 /� 1 1 1
807 /7 rt —1— 7 7 / — 7 7 —
J 1_ L J
401 / _ II
0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48
Time (hours)

NC111 - Storm Type II 24-hr 100-Year Rainfall=7.15"
Prepared by ARCO Business Services Printed 6/23/2023
HydroCAD® 10.20-2g s/n 12793 ©2022 HydroCAD Software Solutions LLC Page 101
Summary for Pond 1 P: Pond 1
Inflow Area = 20.110 ac, 77.37% Impervious, Inflow Depth = 5.97" for 100-Year event
Inflow = 218.89 cfs @ 11.89 hrs, Volume= 10.005 af
Outflow = 158.07 cfs @ 11.94 hrs, Volume= 9.230 af, Atten= 28%, Lag= 3.4 min
Primary = 158.07 cfs @ 11.94 hrs, Volume= 9.230 af
Routed to Reach PDP1 : Post Design Point 1
Routing by Stor-Ind method, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs
Peak Elev= 680.00'@ 11.94 hrs Surf.Area= 51,537 sf Storage= 193,293 cf
Plug-Flow detention time=365.3 min calculated for 9.230 af(92% of inflow)
Center-of-Mass det. time= 323.0 min ( 1,093.3 - 770.3 )
Volume Invert Avail.Storage Storage Description
#1 675.00' 247,323 cf Custom Stage Data (Prismatic)Listed below(Recalc)
Elevation Surf.Area Inc.Store Cum.Store
(feet) (sq-ft) (cubic-feet) _(cubic-feet)
675.00 22,198 0 0
676.00 31,747 26,973 26,973
677.00 36,608 34,178 61,150
678.00 41,526 39,067 100,217
679.00 46,501 44,014 144,231
680.00 51,532 49,017 193,247
681.00 56,619 54,076 247,323
Device Routing Invert Outlet Devices
#1 Primary 670.50' 36.0" Round RCP_Round 36"
L= 109.0' RCP, groove end projecting, Ke= 0.200
Inlet/ Outlet Invert= 670.50'/669.00' S= 0.0138 '/' Cc= 0.900
n= 0.012 Concrete pipe, finished, Flow Area= 7.07 sf
#2 Device 1 675.00' 4.0" Vert. Orifice/Grate C= 0.600 Limited to weir flow at low heads
#3 Device 1 676.50' 5.0" Vert. Orifice/Grate C= 0.600 Limited to weir flow at low heads
#4 Device 1 677.75' 9.0" Vert. Orifice/Grate C= 0.600 Limited to weir flow at low heads
#5 Device 1 679.00' 60.0" x 60.0" Horiz. Orifice/Grate C= 0.600
Limited to weir flow at low heads
#6 Primary 679.25' 50.0' long x 10.0' 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) 2.49 2.56 2.70 2.69 2.68 2.69 2.67 2.64
Primary OutFlow Max=154.23 cfs @ 11.94 hrs HW=679.99' (Free Discharge)
41-
=RCP_Round 36" (Passes 69.10 cfs of 117.10 cfs potential flow)
-2=Orifice/Grate (Orifice Controls 0.92 cfs @ 10.57 fps)
-3=Orifice/Grate (Orifice Controls 1.19 cfs @ 8.72 fps)
-4=Orifice/Grate (Orifice Controls 2.90 cfs @ 6.57 fps)
-5=Orifice/Grate (Weir Controls 64.09 cfs @ 3.25 fps)
G=Broad-Crested Rectangular Weir(Weir Controls 85.13 cfs @ 2.31 fps)

NC111 - Storm Type II 24-hr 100-Year Rainfall=7.15"
Prepared by ARCO Business Services Printed 6/23/2023
HydroCAD® 10.20-2g s/n 12793 ©2022 HydroCAD Software Solutions LLC Page 102
Pond 1 P: Pond 1
Hydrograph
/ 4 1 -1 - 1- T -I - I- 4 -I- I -I- 4 -1 - I- -, -I - 1 4 -1- 4 -1
4 1 7 4 1 t 1 1 t 1 7 1 1 7 H 1 t 1 7 4 1 1 ❑ Inflow
2401" / 1 1 1 1 1 I218.89crs I I 1 I I 1 I 1rrMM 1 I 1y� I I 1 I 1 1 ❑Primary
230"v �/
220- 4 -1- _ - 1 -I - 1- 4 -1- 1- 7 -IU1flQwIAmo,ea 2a.1 i0ia i
210_/ i /- 4 -I- H H - 1 1 - 1 t -I- # 7 -1- t 1 + 'wH 7
200 ' / z 1 I 1 I 1 1 1 I I 1 I 1 1 -eaktlev 0 0. -
190_' / � 1_ L 1 _1 _ 1 1_ 1 1
180_ 1 _ _1 _ _ 1 _ _ _1 _ _ L r S o age 'I� 49;9
170- i /- -+ 1 H 1158.07 as 1 1 Cl-
160i"' / /'- 7 -1- 7 -1 , - I 771777717771717T71777717771
150 ' i /I J J _I_ J J _ I_ 1 _I _ L 1 _I_ L
w 140" / /- 1 -1- L _
° 130_' / ,r7 -I- 7 - - L — 1 + -I- 74 -1 + 4 - 1 + -I - 17 -I- 1 -♦
120 z ,- 7 I 77 -/ - 1 1 T 1 17 1 7 - 1 T 717 77 1 77
LL 100� I _I _ 1_ 1 _I_ LJ _1_ JJ _ 1_ 1 —I _ L1 -1_ LJ _
90i/ / /- -1 - 1- 4 -1- 44 -1- 44 - 1- 4 -1 - 17 -1- 4 -1 -
804" i /- -I - 1- -r -1- 1- rt -1- 7 - - 1- T -1 - 7rt -1- r -I -
70 II 1 1 1 I 1 1 1 1 1 1 1 1 1 1 1 1 1 1 '
504/ i ,r7 I LA - - 1 1 4 I I- 4 1 - 1 T I 1 = 1 1- -I
401' z - fi 1 —' — 1— — —'— 1— —' —1— fi - — 1— — —' — 1 —1— 1— 1 -
204-/ L
10
0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48
Time (hours)

NC111 - Storm Type II 24-hr 100-Year Rainfall=7.15"
Prepared by ARCO Business Services Printed 6/23/2023
HydroCAD® 10.20-2g s/n 12793 ©2022 HydroCAD Software Solutions LLC Page 103
Summary for Pond 2P: Pond 2
Inflow Area = 16.120 ac, 59.99% Impervious, Inflow Depth = 5.17" for 100-Year event
Inflow = 160.37 cfs @ 11.89 hrs, Volume= 6.944 af
Outflow = 126.45 cfs @ 11.94 hrs, Volume= 6.544 af, Atten= 21%, Lag= 3.0 min
Primary = 126.45 cfs @ 11.94 hrs, Volume= 6.544 af
Routed to Reach PDP2 : Post Design Point 2
Routing by Stor-Ind method, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs
Peak Elev= 649.75'@ 11.94 hrs Surf.Area= 26,919 sf Storage= 119,120 cf
Plug-Flow detention time=221.4 min calculated for 6.537 af(94% of inflow)
Center-of-Mass det. time= 190.2 min ( 981.2 - 791.0 )
Volume Invert Avail.Storage Storage Description
#1 644.00' 154,643 cf Custom Stage Data (Prismatic)Listed below(Recalc)
Elevation Surf.Area Inc.Store Cum.Store
(feet) (sq-ft) (cubic-feet) _(cubic-feet)
644.00 13,734 0 0
645.00 17,141 15,438 15,438
646.00 19,006 18,074 33,511
647.00 20,969 19,988 53,499
648.00 23,034 22,002 75,500
649.00 25,210 24,122 99,622
650.00 27,495 26,353 125,975
651.00 29,842 28,669 154,643
Device Routing Invert Outlet Devices
#1 Primary 642.00' 36.0" Round RCP_Round 36"
L= 68.0' RCP, groove end projecting, Ke= 0.200
Inlet/ Outlet Invert= 642.00'/641.50' S= 0.0074 '/' Cc= 0.900
n= 0.012 Concrete pipe, finished, Flow Area= 7.07 sf
#2 Device 1 644.00' 3.0" Vert. Orifice/Grate C= 0.600 Limited to weir flow at low heads
#3 Device 1 646.25' 18.0" Vert. Orifice/Grate C= 0.600 Limited to weir flow at low heads
#4 Device 1 649.00' 60.0" x 60.0" Horiz. Orifice/Grate C= 0.600
Limited to weir flow at low heads
#5 Primary 649.00' 40.0' long x 10.0' 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) 2.49 2.56 2.70 2.69 2.68 2.69 2.67 2.64
Erimary OutFlow Max=120.33 cfs @ 11.94 hrs HW=649.72' (Free Discharge)
-1=RCP_Round 36" (Passes 54.53 cfs of 101.80 cfs potential flow)
2=Orifice/Grate (Orifice Controls 0.56 cfs @ 11.39 fps)
3=Orifice/Grate (Orifice Controls 14.03 cfs @ 7.94 fps)
4=Orifice/Grate (Weir Controls 39.94 cfs @ 2.77 fps)
5=Broad-Crested Rectangular Weir(Weir Controls 65.80 cfs @ 2.29 fps)

NC111 - Storm Type II 24-hr 100-Year Rainfall=7.15"
Prepared by ARCO Business Services Printed 6/23/2023
HydroCAD® 10.20-2g s/n 12793 ©2022 HydroCAD Software Solutions LLC Page 104
Pond 2P: Pond 2
Hydrograph
1 1 1 1 1 1 1 1 1 1 1 1 1 1 1
/T T -'- T - - I- T -' - I- 7 -I- T 7 - 1- T -I 1 T -I- T - ❑ Inflow
❑Primar
170� / � r - 1soT
s7cfs — I T I T 7 I'MsT� � IwT I T�+rt I'nr i - Y
160� / fi rt 1 1- -I - T 1 1- rt -Inflow ll ow Area`16r.1-20-
150� I r �a E� 7 9 .-
140
/ H -1- t 126.45 cfs - ,1
130� H � Dael i' ,1IZ C'
120�
11*
/1 1 4 - 1- ' -I - I- 4 -I- HH -
F. 100l / k 1 1 - 1 - 1 4 -1- 4 -
7.
3 90- / )- 4 1 1 1 - H 4 -1- J- _1
LL 80- / I_ 4 1- / - L 1 _ I _L 1 L 4 I 1_ _I
701 / /iL1 L - 1 1 L _, I L _ I 1 I I_ A I 1_ _I
601 / 1 _I_ L J I L _I_ L _1 _I_ L _I _ I_ 1 _I I- 1 _I_ L _I _
5* / )_ 1 _1_ L _J -1_ L1 -I_ L _ I - I_ 1 _ 1_ _I _I- L _I _
401 / 1 1 1 1 1 / 1 1 I I 1 I 1 I 1 I I 1
301 i 1 1 4Sz1 ' 1 1 1 1 1 I I I I
1
10, , , ,,,
, ,...a......_
0- . . .
0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48
Time (hours)

NC111 - Storm Type II 24-hr 100-Year Rainfall=7.15"
Prepared by ARCO Business Services Printed 6/23/2023
HydroCAD® 10.20-2g s/n 12793 ©2022 HydroCAD Software Solutions LLC Page 105
Summary for Pond 3P: Pond 3
Inflow Area = 8.180 ac, 89.12% Impervious, Inflow Depth = 6.44" for 100-Year event
Inflow = 92.08 cfs @ 11.89 hrs, Volume= 4.388 af
Outflow = 76.39 cfs @ 11.93 hrs, Volume= 4.139 af, Atten= 17%, Lag= 2.3 min
Primary = 76.39 cfs @ 11.93 hrs, Volume= 4.139 af
Routed to Reach PDP2 : Post Design Point 2
Routing by Stor-Ind method, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs
Peak Elev= 649.36'@ 11.93 hrs Surf.Area= 22,727 sf Storage= 78,600 cf
Plug-Flow detention time=282.5 min calculated for 4.135 of(94% of inflow)
Center-of-Mass det. time=250.7 min ( 1,005.5 - 754.8 )
Volume Invert Avail.Storage Storage Description
#1 645.00' 118,908 cf Custom Stage Data (Prismatic)Listed below(Recalc)
Elevation Surf.Area Inc.Store Cum.Store
(feet) (sq-ft) (cubic-feet) _(cubic-feet)
645.00 12,210 0 0
646.00 15,876 14,043 14,043
647.00 17,818 16,847 30,890
648.00 19,839 18,829 49,719
649.00 21,944 20,892 70,610
650.00 24,134 23,039 93,649
651.00 26,383 25,259 118,908
Device Routing Invert Outlet Devices
#1 Primary 642.00' 36.0" Round RCP_Round 36"
L= 59.0' RCP, groove end projecting, Ke= 0.200
Inlet/ Outlet Invert= 642.00'/641.50' S= 0.0085 '/' Cc= 0.900
n= 0.012 Concrete pipe, finished, Flow Area= 7.07 sf
#2 Device 1 645.00' 2.0" Vert. Orifice/Grate C= 0.600 Limited to weir flow at low heads
#3 Device 1 646.00' 6.0" Vert. Orifice/Grate C= 0.600 Limited to weir flow at low heads
#4 Device 1 647.50' 6.0" Vert. Orifice/Grate C= 0.600 Limited to weir flow at low heads
#5 Device 1 648.50' 60.0" x 60.0" Horiz. Orifice/Grate C= 0.600
Limited to weir flow at low heads
#6 Primary 649.00' 40.0' long x 10.0' 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) 2.49 2.56 2.70 2.69 2.68 2.69 2.67 2.64
Primary OutFlow Max=72.70 cfs @ 11.93 hrs HW=649.34' (Free Discharge)
41-
=RCP_Round 36" (Passes 52.99 cfs of 99.71 cfs potential flow)
-2=Orifice/Grate (Orifice Controls 0.22 cfs @ 9.93 fps)
-3=Orifice/Grate (Orifice Controls 1.66 cfs @ 8.46 fps)
-4=Orifice/Grate (Orifice Controls 1.19 cfs @ 6.06 fps)
-5=Orifice/Grate (Weir Controls 49.93 cfs @ 2.99 fps)
G=Broad-Crested Rectangular Weir(Weir Controls 19.70 cfs @ 1.47 fps)

NC111 - Storm Type II 24-hr 100-Year Rainfall=7.15"
Prepared by ARCO Business Services Printed 6/23/2023
HydroCAD® 10.20-2g s/n 12793 ©2022 HydroCAD Software Solutions LLC Page 106
Pond 3P: Pond 3
Hydrograph
_ I I I I I
4 1 :1_
L _ _ L _I _ I_ 1 _ _ J J _ _ L _ I_ _' I _ 1 _I- L J - ❑ Inflow
100_' / J 1 H _II 92.08cfs I I 1 4 I 1 4 I -H —I — H H 1 1- -I ❑Primary
95 / -F -I- HH - 1 -I - 1- - -I- -F -F -Inflow lArea=8i1-301-ac
90 / fi4 I L - 1 H1 t 1 I1 -1- tH 1 'A`'h_ +wl(� c1
85 i L T rt rIC�I� lei, 4k9.ia1
80 ' / i 76.39 cfs
75=' i /7 7 717 T i 71 - I T -1- 7 7 -1- T - 17 T 71 - 7 17
70 / , 1 I 1 I I 1 I I 1 1 1 orage= MF�
VVI
'' ct 65 ' i I— I I 1 I - I I I I I I I I I I I I I I I I I
w 60=' i I I 1 I - I I I I I I I I I I I I I I I I I
".5.72, 554-' i )_ J I LJ - I L ± I LJ I L _I 1 I I L1 1 LA
c 501i )_ J -I- 7 -I -I - 1- 4 -1- 1- -1- -H -I - 1- T -I - HH -1- 1- -I -
351 / firt I L4 - - 1 t I 14 1 7H 1 t I tt 1 L -
30' i n 17 T 717 7 7 717 T 7 717 T 7 7 T 717 r
25
20' i
' � 0
15 / z I 1 / 1 1 ' _1_ 1 1 1 _1_ 1
10_
5 i/ . /////' � Z / ///////I ///////////////////////////// /
0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48
Time (hours)

NC111 - Storm Type II 24-hr 100-Year Rainfall=7.15"
Prepared by ARCO Business Services Printed 6/23/2023
HydroCAD® 10.20-2g s/n 12793 ©2022 HydroCAD Software Solutions LLC Page 107
Summary for Pond 4P: Pond 4
Inflow Area = 6.500 ac, 90.00% Impervious, Inflow Depth = 6.44" for 100-Year event
Inflow = 73.17 cfs @ 11.89 hrs, Volume= 3.487 af
Outflow = 66.54 cfs @ 11.91 hrs, Volume= 2.921 af, Atten= 9%, Lag= 1.6 min
Primary = 66.54 cfs @ 11.91 hrs, Volume= 2.921 af
Routed to Reach PDP2 : Post Design Point 2
Routing by Stor-Ind method, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs
Peak Elev= 646.41'@ 11.91 hrs Surf.Area= 17,417 sf Storage= 62,394 cf
Plug-Flow detention time=274.8 min calculated for 2.918 af(84% of inflow)
Center-of-Mass det. time=205.2 min ( 960.0 - 754.8 )
Volume Invert Avail.Storage Storage Description
#1 642.00' 72,921 cf Custom Stage Data (Prismatic)Listed below(Recalc)
Elevation Surf.Area Inc.Store Cum.Store
(feet) (sq-ft) (cubic-feet) _(cubic-feet)
642.00 10,109 0 0
643.00 12,615 11,362 11,362
644.00 13,953 13,284 24,646
645.00 15,347 14,650 39,296
646.00 16,798 16,073 55,369
647.00 18,306 17,552 72,921
Device Routing Invert Outlet Devices
#1 Primary 642.00' 36.0" Round RCP_Round 36"
L= 94.0' RCP, groove end projecting, Ke= 0.200
Inlet/ Outlet Invert= 642.00'/641.50' S= 0.0053 '/' Cc= 0.900
n= 0.012 Concrete pipe, finished, Flow Area= 7.07 sf
#2 Device 1 642.00' 1.7" Vert. Orifice/Grate C= 0.600 Limited to weir flow at low heads
#3 Device 1 644.50' 12.0" Vert. Orifice/Grate C= 0.600 Limited to weir flow at low heads
#4 Device 1 645.75' 60.0" x 60.0" Horiz. Orifice/Grate C= 0.600
Limited to weir flow at low heads
#5 Primary 646.00' 40.0' long x 10.0' 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) 2.49 2.56 2.70 2.69 2.68 2.69 2.67 2.64
Erimary OutFlow Max=63.16 cfs @ 11.91 hrs HW=646.39' (Free Discharge)
-1=RCP_Round 36" (Passes 38.17 cfs of 58.44 cfs potential flow)
2=Orifice/Grate (Orifice Controls 0.16 cfs @ 10.01 fps)
3=Orifice/Grate (Orifice Controls 4.46 cfs @ 5.68 fps)
4=Orifice/Grate (Weir Controls 33.55 cfs @ 2.62 fps)
-5=Broad-Crested Rectangular Weir(Weir Controls 24.99 cfs @ 1.60 fps)

NC111 - Storm Type II 24-hr 100-Year Rainfall=7.15"
Prepared by ARCO Business Services Printed 6/23/2023
HydroCAD® 10.20-2g s/n 12793 ©2022 HydroCAD Software Solutions LLC Page 108
Pond 4P: Pond 4
Hydrograph
7/ I I I I I I I 1 1 1 1 I 1 1 I 1 1 1 1 1 ❑ Inflow
80� / ' I I I I 73.17 cfs _1 1 1 1 1 I _1_ 1 I _ 1 1 1 1 1 I ❑ Primary
75� , 1 1 1 I ifIOIW 1A►rea=6.15O11ac
70� " 1 I 166.54 cis I 1 1 1 1 I p 1 11'' 1C 1 I Imo+ IA
65� / z- 1 1 T 1 -1- - 7 - 1- - 1 -r e Q k-G I lev=V'T6 Al, -
60 k I -H 11 / - -1I- -E 1I- II - II S -or ��e= 21, 0`, c
55L , I I I I
504 / z- /
F 451 i �
40 -/ / z- 1 I I I I I I I I -
LL 355-' /- 1 I I I /
30� / " 1 I I
25 ,/ " rt -1- t -1 1 1 1 1 _ -
20 / A- -1- t 1 - -I- - H -1- - 1 - I- - -1 H - - 1 H -1- 1H - - -
4 -1- H I -/ -I- - H -I- - 1 - I- - I- 1 - 1- 4 -' - I- -I - - -
15i
10�(10� / 1 1 1 I I I I I 1
5 -/ /���
0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48
Time (hours)

ARCO
DESIGN/BUILD
Wet Pond 1 Design Calcs
Project Information
Project: Rusher Farms
Location: Rowan County, NC
Project Number: NC111
Date: June 23, 2023
Designed: NML Checked: NML
Site Information
Sub-Area Location: Wet Pond 1
Drainage Area (sf): 875,950
Impervious Area (sf): 677,752
Impervious Cover(%): 77%
Stage-Storage Forebay _
Area Incremental Total Volume Stage
Contour
(sf) _Volume (cf) (cf) _(ft)
669.00 250 0 0 0.00
671.00 952 1,202 1,202 2.001
673.00 1,719 2,671 3,873 4.00
674.00 2,377 2,048 5,921 5.00
675.00 3,071 2,724 8,645 6.00
Stage-Storage Permanent Pool
Area Incremental Total Volume Stage
Contour
(sf) Volume (cf) (cf) (ft)
671.00 9,964 0 0 0.00
672.00 12,038 11,001 11,001 1.00
673.00 14,282 13,160 24,161 2.00
674.00 16,634 15,458 39,619 3.00
675.00 19,014 17,824 57,443 4.00
Stage-Storage Pond Storage _
Area Incremental Total Volume Stage
Contour
_ (sf) _Volume (cf) (cf) _(ft)
675.00 22,198 0 0 0.00
676.00 31,747 26,973 26,973 1.00
677.00 36,608 34,178 61,150 2.00
679.00 46,500 83,108 144,258 4.00
681.00 56,619 103,119 247,377 6.00

MDC 1
Impervious Cover(%): 77%
Average Depth: 3.02
SA/DA Ratio: 2.51
Surface Area Required: 21,986
Surface Area Provided: 22,198 PASS
MDC 2
Permanent Pool Volume (cf): 57,443
Permanent Pool Area (sf): 19,014
Average Depth: 3.02
MDC 3
Sediment Storage Elevation: 670.50
MDC 5
Forebay Volume (cf): 8,645
Permanent Pool Volume (cf): 57,443
Volume Ratio: 15% PASS
MDC 7
Design Storm (in): 1
Storage Volume Required: 54,481
Orifice Size (in): 4.00
Orifice Flow(cfs): 0.30
Temp. Pool Lower Volume: 0 cf
Temp. Pool Upper Volume: 19,014 cf
Temp. Pool Lower Elevation: _ 675.00 ft
Temp. Pool Upper Elevation: 676.51 ft
Drawdown Time (days): 2.1 PASS
Anti-Float Collar Device Sizing
Riser Outer Width: 6 ft Riser Inner Width: 5 ft
Riser Outer Length: 6 ft Riser Inner Length: 5 ft
Volume of Water Displaced: 306 cf Riser Wall Thickness:_ 0.5 ft
Weight of Water Displaced 19,104 lbs Top of Riser 679.00 ft
Factor of Safety: 1.25 Invert of Riser 670.50 ft
Weight Requird of Device: 23,879 lbs Vegetated Shelf Elevation 675.00 ft
Thickness of Device: 0.5 ft Weight Concrete: 150 pcf
Length of Device: 8 ft Weight Submerged Concrete: 87.6 pcf
Weight of Device: 16,725 lbs Weight Soil: 120 pcf
Weight of Soil: 15,120 lbs
Total Weight: 31,845 lbs PASS J

Anti-Seep Collar Design
Maximum Water Level: 680.00 ft Increase in Flow Path: 15%
Invert of Pipe: 670.50 ft Flow Length: 81 ft
Pipe Slope: 0.014 ft/ft Collar Projection: 2 ft
Pond Slope: 3 :1 Number of Anti-Seep Collars: 3 ft
Length Satruated Pipe: 70 Minimum Spacing: 10 ft
Chosen Spacing: 20 Maximum Spacing: 28 ft
Z + 4 ) � rpipe slope (ft / ft )1
Ls - Y
0.25 - pipe slope '
PASS

ARCO
DESIGN/BUILD
Wet Pond 2 Design Calcs
Project Information
Project: Rusher Farms
Location: Rowan County, NC
Project Number: NC111
Date: June 23, 2023
Designed: NML Checked: NML
Site Information
Sub-Area Location: Wet Pond 2
Drainage Area (sf): 702,156
Impervious Area (sf): 421,197
Impervious Cover (%): 60%
Stage-Storage Forebay
Area Incremental Total Volume Stage
Contour
(sf) Volume (cf) (cf) (ft)
640.00 807 0 0 0.00
641.00 1,132 970 970 1.00
642.00 1,514 1,323 2,293 2.00
643.00 1,956 1,735 4,028 3.00
644.00 2,458 2,207 6,235 4.00
Stage-Storage Permanent Pool
Area Incremental Total Volume Stage
Contour
(sf) Volume (cf) (cf) (ft)
640.00 7,506 0 0 0.00
641.00 8,242 7,874 7,874 1.00
642.00 9,017 8,630 16,504 2.00
643.00 9,833 9,425 25,929 3.00
644.00 10,691 10,262 36,191 4.00
Stage-Storage Pond Storage
Area Incremental Total Volume Stage
Contour
(sf) Volume (cf) (cf) (ft)
644.00 13,734 0 0 0.00
645.00 17,141 15,438 15,438 1.00
647.00 20,969 38,110 53,548 3.00
649.00 25,210 46,179 99,727 5.00
651.00 29,842 55,052 154,779 7.00

MDC 1
Impervious Cover(%): 60%
Average Depth: 3.39
SA/DA Ratio: 1.90
Surface Area Required: 13,341
Surface Area Provided: 13,734 PASS
MDC 2
Permanent Pool Volume (cf): 36,191
Permanent Pool Area (sf): 10,691
Average Depth: 3.39
MDC 3
Sediment Storage Elevation: 639.50
MDC 5
Forebay Volume (cf): 6235
Permanent Pool Volume (cf): 36,191
Volume Ratio: 17% PASS
MDC 7
Design Storm (in): 1
Storage Volume Required: 34,515
Orifice Size (in): 3.00
Orifice Flow(cfs): 0.18
Temp. Pool Lower Volume: 0 cf
Temp. Pool Upper Volume: 10,691 cf
Temp. Pool Lower Elevation: _ 644.00 ft
Temp. Pool Upper Elevation: 645.73 ft
Drawdown Time (days): 2.2 PASS
Anti-Float Collar Device Sizing
Riser Outer Width: 6 ft Riser Inner Width: 5 ft
Riser Outer Length: 6 ft Riser Inner Length: 5 ft
Volume of Water Displaced: 252 cf Riser Wall Thickness:_ 0.5 ft
Weight of Water Displaced 15,732 lbs Top of Riser 649.00 ft
Factor of Safety: 1.25 Invert of Riser 642.00 ft
Weight Requird of Device: 19,665 lbs Vegetated Shelf Elevation 644.00 ft
Thickness of Device: 0.5 ft Weight Concrete: 150 pcf
Length of Device: 8 ft Weight Submerged Concrete: 87.6 pcf
Weight of Device: 14,250 lbs Weight Soil: 120 pcf
Weight of Soil: 6,720 lbs
Total Weight: 20,970 lbs PASS J

Anti-Seep Collar Design
Maximum Water Level: 650.00 ft Increase in Flow Path: 15%
Invert of Pipe: 642.00 ft Flow Length: 66
Pipe Slope: 0.007 ft/ft Collar Projection: 2
Pond Slope: 3 :1 Number of Anti-Seep Collars: 2
Length Satruated Pipe: 58 Minimum Spacing: 10
Chosen Spacing: 20 Maximum Spacing: 28
z 4 1 pipe slope (ft 1 ft ) ,
0.25 - pipe slope '
PASS

ARCO
DESIGN/BUILD
Wet Pond 3 Design Calcs
Project Information
Project: Rusher Farms
Location: Rowan County, NC
Project Number: NC111
Date: June 23, 2023
Designed: NML Checked: NML
Site Information
Sub-Area Location: Wet Pond 3
Drainage Area (sf): 356,269
Impervious Area (sf): 317,501
Impervious Cover(%): 89%
Stage-Storage Forebay _
Area Incremental Total Volume Stage
Contour
(sf) _Volume (cf) (cf) _(ft)
642.00 1,462 0 0 0.00
643.00 1,782 1,622 1,622 1.00
644.00 2,130 1,956 3,578 2.00
645.00 2,507 2,319 5,897 3.00
Stage-Storage Permanent Pool
Area Incremental Total Volume Stage
Contour
(sf) Volume (cf) (cf) (ft)
640.00 4,073 0 0 0.00
642.00 5,745 9,818 9,818 2.00
643.00 6,725 6,235 16,053 3.00
644.00 7,753 7,239 23,292 4.00
645.00 8,825 8,289 31,581 5.00
Stage-Storage Pond Storage
Area Incremental Total Volume Stage
Contour
_ (sf) Volume (cf) (cf) _(ft)
645.00 12,210 0 0 0.00
646.00 15,876 14,043 14,043 1.00
647.00 17,818 16,847 30,890 2.00
649.00 21,944 39,762 70,652 4.00
651.00 26,383 48,327 118,979 6.00

MDC 1
Impervious Cover(%): 89%
Average Depth: 3.58
SA/DA Ratio: 2.95
Surface Area Required: 10,510
Surface Area Provided: 12,210 PASS
MDC 2
Permanent Pool Volume (cf): 31,581
Permanent Pool Area (sf): 8,825
Average Depth: 3.58
MDC 3
Sediment Storage Elevation: 639.50
MDC 5
Forebay Volume (cf): 5,897
Permanent Pool Volume (cf): 31,581
Volume Ratio: 19% PASS
MDC 7
Design Storm (in): 1
Storage Volume Required: 25,297
Orifice Size (in): 2.00
Orifice Flow(cfs): 0.08
Temp. Pool Lower Volume: 0 cf
Temp. Pool Upper Volume: 8,825 cf
Temp. Pool Lower Elevation: _ 645.00 ft
Temp. Pool Upper Elevation: 646.64 ft
Drawdown Time (days): 3.8 PASS
Anti-Float Collar Device Sizing
Riser Outer Width: 6 ft Riser Inner Width: 5 ft
Riser Outer Length: 6 ft Riser Inner Length: 5 ft
Volume of Water Displaced: 234 cf Riser Wall Thickness:_ 0.5 ft
Weight of Water Displaced 14,609 lbs Top of Riser 648.50 ft
Factor of Safety: 1.25 Invert of Riser 642.00 ft
Weight Requird of Device: 18,261 lbs Vegetated Shelf Elevation 645.00 ft
Thickness of Device: 0.5 ft Weight Concrete: 150 pcf
Length of Device: 8 ft Weight Submerged Concrete: 87.6 pcf
Weight of Device: 13,425 lbs Weight Soil: 120 pcf
Weight of Soil: 10,080 lbs
Total Weight: 23,505 lbs PASS J

Anti-Seep Collar Design
Maximum Water Level: 650.00 ft Increase in Flow Path: 15%
Invert of Pipe: 642.00 ft Flow Length: 67
Pipe Slope: 0.008 ft/ft Collar Projection: 2
Pond Slope: 3 :1 Number of Anti-Seep Collars: 2
Length Satruated Pipe: 58 Minimum Spacing: 10
Chosen Spacing: 20 Maximum Spacing: 28
L � - z + 4 1 + pipeslope (ft / ft)�
y ( )
0.25 - pipe slope t
PASS

ARCO
DESIGN/BUILD
Wet Pond 4 Design Calcs
Project Information
Project: Rusher Farms
Location: Rowan County, NC
Project Number: NC111
Date: June 23, 2023
Designed: NML Checked: NML
Site Information
Sub-Area Location: Wet Pond 4
Drainage Area (sf): 283,140
Impervious Area (sf): 254,826
Impervious Cover(%): 90%
Stage-Storage Forebay _
Area Incremental Total Volume Stage
Contour
(sf) _Volume (cf) (cf) _(ft)
638.00 652 0 0 0.00
639.00 878 765 765 1.00
640.00 1,134 1,006 1,771 2.00
641.00 1,419 1,277 3,048 3.00
642.00 1,734 1,577 4,624 4.00
Stage-Storage Permanent Pool
Area Incremental Total Volume Stage
Contour
(sf) Volume (cf) (cf) (ft)
638.00 5,098 0 0 0.00
639.00 5,758 5,428 5,428 1.00
640.00 6,446 6,102 11,530 2.00
641.00 7,162 6,804 18,334 3.00
642.00 7,906 7,534 25,868 4.00
Stage-Storage Pond Storage _
Area Incremental Total Volume Stage
Contour
(sf) _Volume (cf) (cf) _(ft)
642.00 10,109 0 0 0.00
643.00 12,615 11,362 11,362 1.00
1 645.00 15,347 27,962 39,324 3.00
646.00 16,798 16,073 55,397 4.00
647.00 18,306 17,552 72,949 5.00

MDC 1
Impervious Cover(%): 90%
Average Depth: 3.27
SA/DA Ratio: 3.15
Surface Area Required: 8,919
Surface Area Provided: 10,109 PASS
MDC 2
Permanent Pool Volume (cf): 25,868
Permanent Pool Area (sf): 7,906
Average Depth: 3.27
MDC 3
Sediment Storage Elevation: 637.50
MDC 5
Forebay Volume (cf): 4,624
Permanent Pool Volume (cf): 25,868
Volume Ratio: 18% PASS
MDC 7
Design Storm (in): 1
Storage Volume Required: 20,292
Orifice Size (in): 1.75
Orifice Flow(cfs): 0.05
Temp. Pool Lower Volume: 0 cf
Temp. Pool Upper Volume: 7,906 cf
Temp. Pool Lower Elevation: _ 642.00 ft
Temp. Pool Upper Elevation: 643.39 ft
Drawdown Time (days): 4.3 PASS
Anti-Float Collar Device Sizing
Riser Outer Width: 6 ft Riser Inner Width: 5 ft
Riser Outer Length: 6 ft Riser Inner Length: 5 ft
Volume of Water Displaced: 171 cf Riser Wall Thickness:_ 0.5 ft
Weight of Water Displaced 10,676 lbs Top of Riser 645.75 ft
Factor of Safety: 1.25 Invert of Riser 641.00 ft
Weight Requird of Device: 13,344 lbs Vegetated Shelf Elevation 642.00 ft
Thickness of Device: 0.5 ft Weight Concrete: 150 pcf
Length of Device: 8 ft Weight Submerged Concrete: 87.6 pcf
Weight of Device: 10,538 lbs Weight Soil: 120 pcf
Weight of Soil: 3,360 lbs
Total Weight: 13,898 lbs PASS J

Anti-Seep Collar Design
Maximum Water Level: 646.00 ft Increase in Flow Path: 15%
Invert of Pipe: 641.00 ft Flow Length: 41
Pipe Slope: 0.005 ft/ft Collar Projection: 2
Pond Slope: 3 :1 Number of Anti-Seep Collars: 1
Length Satruated Pipe: 36 Minimum Spacing: 10
Chosen Spacing: 20 Maximum Spacing: 28
z 4 1 pipe slope (ft 1 ft ) ,
0.25 - pipe slope '
PASS

5/11/23,5:39 PM ECMDS 7.0
NORTH North American Green
AMERICAN 5401 St. Wendel-Cynthiana Rd.
Poseyville, Indiana 47633
GREEN Tel. [phone]
>Fax [phone]
www.nagreen.com
ECMDS v7.0
CHANNEL ANALYSIS
>>>Emergency Spillway Basin#1
Name Emergency Spillway Basin
#1
Discharge 51.42
Channel Slope 0.01
Channel Bottom Width 40
Left Side Slope 3
Right Side Slope 3
Low Flow Liner
Retardence Class C 6-12 in
Vegetation Type Mix(Sod and Bunch)
Vegetation Density Good 65-79%
Soil Type Sandy Loam(GM)
SC250
Normal Permissible Calculated Safety Staple
Phase Reach Discharge Velocity Mannings N Remarks
Depth Shear Stress Shear Stress Factor Pattern
SC250 Straight 51.42 cfs 2.17 ft/s 0.57 ft 0.046 3 lbs/ft2 0.36 lbs/ft2 8.45 STABLE E
Unvegetated
Underlying Straight 51.42 cfs 2.17 ft/s 0.57 ft 0.046 2.84 Ibs/ft2 0.34 Ibs/ft2 8.36 STABLE E
Substrate
SC250 Straight 51.42 cfs 1.72 ft/s 0.71 ft 0.066 10 lbs/ft2 0.44 lbs/ft2 22.57 STABLE E
Reinforced
Vegetation
Underlying Straight 51.42 cfs 1.72 ft/s 0.71 ft 0.066 10 Ibs/ft2 0.42 Ibs/ft2 23.84 STABLE E
Substrate
https://ecmds.com/project/156512/channel-analysis/244954/show 1/1

5/11/23,5:38 PM ECMDS 7.0
NORTH North American Green
AMERICAN 5401 St. Wendel-Cynthiana Rd.
Poseyville, Indiana 47633
GREEN Tel. [phone]
>Fax [phone]
www.nagreen.com
ECMDS v7.0
CHANNEL ANALYSIS
>>>Emergency Spillway Basin#2
Name Emergency Spillway Basin
#2
Discharge 39.04
Channel Slope 0.01
Channel Bottom Width 40
Left Side Slope 3
Right Side Slope 3
Low Flow Liner
Retardence Class C 6-12 in
Vegetation Type Mix(Sod and Bunch)
Vegetation Density Good 65-79%
Soil Type Sandy Loam(GM)
SC250
Normal Permissible Calculated Safety Staple
Phase Reach Discharge Velocity Mannings N Remarks
Depth Shear Stress Shear Stress Factor Pattern
SC250 Straight 39.04 cfs 1.91 ft/s 0.49 ft 0.047 3 lbs/ft2 0.31 lbs/ft2 9.76 STABLE E
Unvegetated
Underlying Straight 39.04 cfs 1.91 ft/s 0.49 ft 0.047 2.84 Ibs/ft2 0.3 Ibs/ft2 9.6 STABLE E
Substrate
SC250 Straight 39.04 cfs 1.5 ft/s 0.62 ft 0.07 10 lbs/ft2 0.39 lbs/ft2 25.81 STABLE E
Reinforced
Vegetation
Underlying Straight 39.04 cfs 1.5 ft/s 0.62 ft 0.07 10 Ibs/ft2 0.37 Ibs/ft2 27.08 STABLE E
Substrate
https://ecmds.com/project/156512/channel-analysis/244971/show 1/1

5/11/23,9:52 PM ECMDS 7.0
NORTH North American Green
AMERICAN 5401 St. Wendel-Cynthiana Rd.
Poseyville, Indiana 47633
GREEN Tel. [phone]
>Fax [phone]
www.nagreen.com
ECMDS v7.0
CHANNEL ANALYSIS
>>>Emergency Spillway Basin#3
Name Emergency Spillway Basin
#3
Discharge 58.23
Channel Slope 0.01
Channel Bottom Width 40
Left Side Slope 3
Right Side Slope 3
Low Flow Liner
Retardence Class C 6-12 in
Vegetation Type Mix(Sod and Bunch)
Vegetation Density Good 65-79%
Soil Type Sandy Loam(GM)
SC250
Normal Permissible Calculated Safety Staple
Phase Reach Discharge Velocity Mannings N Remarks
Depth Shear Stress Shear Stress Factor Pattern
SC250 Straight 58.23 cfs 2.29 ft/s 0.61 ft 0.045 3 lbs/ft2 0.38 lbs/ft2 7.93 STABLE E
Unvegetated
Underlying Straight 58.23 cfs 2.29 ft/s 0.61 ft 0.045 2.84 Ibs/ft2 0.36 Ibs/ft2 7.87 STABLE E
Substrate
SC250 Straight 58.23 cfs 1.83 ft/s 0.75 ft 0.065 10 lbs/ft2 0.47 lbs/ft2 21.26 STABLE E
Reinforced
Vegetation
Underlying Straight 58.23 cfs 1.83 ft/s 0.75 ft 0.065 9.85 Ibs/ft2 0.44 Ibs/ft2 22.19 STABLE E
Substrate
https://ecmds.com/project/156512/channel-analysis/244972/show 1/1

5/11/23, 10:08 PM ECMDS 7.0
NORTH North American Green
AMERICAN 5401 St. Wendel-Cynthiana Rd.
Poseyville, Indiana 47633
GREEN Tel. [phone]
>Fax [phone]
www.nagreen.com
ECMDS v7.0
CHANNEL ANALYSIS
>>>Emergency Spillway Basin#4
Name Emergency Spillway Basin
#4
Discharge 44.34
Channel Slope 0.01
Channel Bottom Width 40
Left Side Slope 3
Right Side Slope 3
Low Flow Liner
Retardence Class C 6-12 in
Vegetation Type Mix(Sod and Bunch)
Vegetation Density Good 65-79%
Soil Type Sandy Loam(GM)
SC250
Normal Permissible Calculated Safety Staple
Phase Reach Discharge Velocity Mannings N Remarks
Depth Shear Stress Shear Stress Factor Pattern
SC250 Straight 44.34 cfs 2.03 ft/s 0.53 ft 0.047 3 lbs/ft2 0.33 lbs/ft2 9.13 STABLE E
Unvegetated
Underlying Straight 44.34 cfs 2.03 ft/s 0.53 ft 0.047 2.84 Ibs/ft2 0.32 Ibs/ft2 9.01 STABLE E
Substrate
SC250 Straight 44.34 cfs 1.6 ft/s 0.66 ft 0.068 10 lbs/ft2 0.41 lbs/ft2 24.27 STABLE E
Reinforced
Vegetation
Underlying Straight 44.34 cfs 1.6 ft/s 0.66 ft 0.068 10 Ibs/ft2 0.39 Ibs/ft2 25.53 STABLE E
Substrate
https://ecmds.com/project/156512/channel-analysis/244973/show 1/1

ARCO
DESIGN/BUILD
Riprap Outlet Protection Design Calcs
Project Information
Project: Rusher Farms
Location: Rowan County, NC
Project Number: NC111
Date: May 11, 2023
Designed: NML
Checked: NML
Pipe Velocity Calculation
Pipe Name: Sediment Basin 1 Outlet
Location: Skimmer Sediment Basin 1 HW Coefficent Table
Pipe Diameter: 36 in PVC= 130
Pipe Slope: 0.01 ft/ft DIP = 140
Friction Loss Coefficient: 110 HDPE = 150
Factor of Safety 1.1 CMP = 60
Full Pipe Max Velocity: 10.06 fps RCP = 110
Full Pipe Max Flow: 71.11 cfs
Figure 8.06.b.1
25
20 —ZONE-6— Zv 7
U
N
y)
15 \ _
o 10
u c� NEN
ZUNE2 ` __
5 ZONE i i I ��
0 1
0 1 2 3 4 5 6 7 8 9 10
Pipe Diameter(ft)
Zone Selected: 2 Steep Apron Grade (10%+): No
Riprap Design
Material: Class B Length: 18 ft
Stone Diameter: 8 in Width at Outlet: 9 ft
Thickness: 12 in Width at End of Pad: 21 ft
Cabs basetl on N060T method.See NC Erosion Control Manual8.06.06 page 1 of 1

ARCO
DESIGN/BUILD
Riprap Outlet Protection Design Calcs
Project Information
Project: Rusher Farms
Location: Rowan County, NC
Project Number: NC111
Date: May 11, 2023
Designed: NML
Checked: NML
Pipe Velocity Calculation
Pipe Name: Sediment Basin 2 Outlet
Location: Skimmer Sediment Basin 2 HW Coefficent Table
Pipe Diameter: 24 in PVC= 130
Pipe Slope: 0.01 ft/ft DIP = 140
Friction Loss Coefficient: 110 HDPE = 150
Factor of Safety 1.1 CMP = 60
Full Pipe Max Velocity: 7.79 fps RCP = 110
Full Pipe Max Flow: 55.08 cfs
Figure 8.06.b.1
25
20 —ZONE-6— Zo 7
U
N
• 15 \ � I
u 10• \ \ 1 i
v . —�
> 5
ZONE I
0
0 1 2 3 4 5 6 7 8 9 10
Pipe Diameter(ft)
Zone Selected: 2 Steep Apron Grade (10%+): No
Riprap Design
Material: Class B Length: 18 ft
Stone Diameter: 8 in Width at Outlet: 6 ft
Thickness: 12 in Width at End of Pad: 20 ft
Cabs basetl on NVOOT method.See NC Erosion Control Manual8.06.06 page 1 of 1

ARCO
DESIGN/BUILD
Riprap Outlet Protection Design Calcs
Project Information
Project: Rusher Farms
Location: Rowan County, NC
Project Number: NC111
Date: May 11, 2023
Designed: NML
Checked: NML
Pipe Velocity Calculation
Pipe Name: Sediment Basin 3 Outlet
Location: Skimmer Sediment Basin 3 HW Coefficent Table
Pipe Diameter: 36 in PVC= 130
Pipe Slope: 0.01 ft/ft DIP = 140
Friction Loss Coefficient: 110 HDPE = 150
Factor of Safety 1.1 CMP = 60
Full Pipe Max Velocity: 10.06 fps RCP = 110
Full Pipe Max Flow: 71.11 cfs
Figure 8.06.b.1
25
20 —ZONE-6— Zv 7
U
N
y)
15 \ _
o 10
NEN
ZUNE2 Tu ` __
5 ZONE I i I ��
0 1
0 1 2 3 4 5 6 7 8 9 10
Pipe Diameter(ft)
Zone Selected: 2 Steep Apron Grade (10%+): No
Riprap Design
Material: Class B Length: 18 ft
Stone Diameter: 8 in Width at Outlet: 9 ft
Thickness: 12 in Width at End of Pad: 21 ft
Cabs basetl on NVOOT method.See NC Erosion Control Manual8.06.06 page 1 of 1

ARCO
DESIGN/BUILD
Riprap Outlet Protection Design Calcs
Project Information
Project: Rusher Farms
Location: Rowan County, NC
Project Number: NC111
Date: May 11, 2023
Designed: NML
Checked: NML
Pipe Velocity Calculation
Pipe Name: Sediment Basin 4 Outlet
Location: Skimmer Sediment Basin 4 HW Coefficent Table
Pipe Diameter: 24 in PVC= 130
Pipe Slope: 0.01 ft/ft DIP = 140
Friction Loss Coefficient: 110 HDPE = 150
Factor of Safety 1.1 CMP = 60
Full Pipe Max Velocity: 7.79 fps RCP = 110
Full Pipe Max Flow: 55.08 cfs
Figure 8.06.b.1
25
20 —ZONE-6— Zo 7
U
N
• 15 \ � I
u 10• \ \ 1 i
v . —�
> 5
ZONE I
0
0 1 2 3 4 5 6 7 8 9 10
Pipe Diameter(ft)
Zone Selected: 2 Steep Apron Grade (10%+): No
Riprap Design
Material: Class B Length: 18 ft
Stone Diameter: 8 in Width at Outlet: 6 ft
Thickness: 12 in Width at End of Pad: 20 ft
Cabs basetl on NVOOT method.See NC Erosion Control Manual8.06.06 page 1 of 1