SW3240501_Stormwater Report_20241004

STORMWATER REPORT
Prepared for:
BEACON ACQUISITIONS,LLC
500 E MOREHEAD ST#200
CHARLOTTE,NC 28201
Prepared By:
KLEINFELDER
9009 PERIMETER WOODS DRIVE, SUITE E
CHARLOTTE,NC 28216
September 30,2024
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TABLE OF CONTENTS
Page
1.0 CONSTRUCTION NARRATIVE 1
1.1 PROJECT DESCRIPTION 1
1.2 SITE DESCRIPTION 1
1.3 ADJACENT PROPERTIES 1
1.4 SOILS 1
2.0 STORMWATER CONSTRUCTION SEQUENCE 3
3.0 PERMANENT STORMWATER MEASURES 3
3.1 PROPOSED STORMWATER SYSTEM 3
3.2 STORMWATER CALCULATIONS 3
APPENDICES
APPENDIX A—STORMWATER CALCULATIONS SUPPLEMENTAL DOCUMENTS
APPENDIX B—PERMANENT STORMWATER CALCULATIONS
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1.0 CONSTRUCTION NARRATIVE
1.1 PROJECT DESCRIPTION
A manufacturer of waste disposal trucks located along Julian Road is in need of expanding it's operations
and plans to build a new facility on a piece of property to the rear of its present location. This project
consists of the construction of a 81,225SF manufacturing facility along with associated parking,
driveways, sidewalks,truck dock area, stormwater management facility, and other associated features on
a 29.2-acre site.
1.2 SITE DESCRIPTION
The existing site is located on Summit Park Drive which is off of Julian Road in Rowan County,North
Carolina. The site is mostly wooded, except for the power transmission line right,that generally follows a
stream,bisecting the property from east to west,leaving a northern and southern portion. The northern
portion will be developed.
The proposed site will have a main entrance along Summit Park Drive, one hundred feet south of an
entrance to the neighboring properties entrance. A secondary access will be tied to the property to the rear
which,mentioned previously, is used by the same manufacturer.
1.3 ADJACENT PROPERTIES
The project site is bounded by Summit Park Drive on the west, Corporate Center Drive on the south. An
existing manufacturer is along the NW side of the site and various retail,manufacturing and governmental
areas that bind along Julian Road, are along the NE side of the proposed site.
1.4 SOILS
The soils located in the disturbed limit are listed in the chart below:
Table 1—Soil Properties
Map Unit Symbol Map Unit Name Hydrologic Soil
Group Rating
ArA Armenia loam, 0 to 2 percent slopes, frequently flooded C/D
HeB Helena sandy loam, 1 to 6 percent slopes D

2.0 STORMWATER CONSTRUCTION SEQUENCE
1. Once grading is complete and the entire site has been stabilized for the Development the Erosion
Control Sediment Basin may be converted to a Sand Filter.
2. The Proposed Sand Filter will treat the storm drainage from almost the entire proposed
impervious area on site including roof drainage and asphalt/concrete pavement. Only a portion
the entrance will not get to the Sand Filter due to the elevation differential.
3. The Proposed Sand Filter has been sized to receive storm drainage from the proposed roof
drainage, employee parking area,truck-docking areas and truck driveway access with a proposed
drainage area of 10.95 acres.
3.0 PERMANENT STORMWATER MEASURES
3.1 PROPOSED STORMWATER SYSTEM
The proposed project has an impervious area of 8.07 acres of the 10.95 acres draining to the sand filter, or
74% of the total is impervious. The proposed roof splashes to grade at the loading dock which is then
picked up in a structural storm drain system. The remainder of parking drive isles and loading docks are
picked up in a structural storm drain system and outfall directly to the sand filter.The roadway access is
unable to be captured in the sand filter and is redirected into the existing storm drain system within the
NCDOT right-of-way.This section of the proposed development that will bypass the sand filter and is
considered low density.The bypass drainage area is 8.85 acres of wooded area and will have an increase
in impervious area of 0.17 acres which is 1.92 percent of the total bypass drainage area.
Hydrology analysis used TR-55 for calculating the runoff curve number(RCN)and NOAA 14 was used
for the rainfall depth. Hydroflow Hydrograph Extension for Autocad was used to calculate the sand
filter's inflows and outflows. The proposed riser structure and out fall pipe are able to pass the entire
100Yr flow, 60.88 c.f.s. at elev. 770.33. Therefore the emergency spillway,Elev. 771.00,is only used if
the riser were to clog or a storm greater than the 100Yr were to happen. See table below for runoff and
discharges for various storms through the pond.

TABLE 1. SUMMARY OF PRE/POST PEAK DISCHARGE &MAX ELEVATIONS
ANALYSIS POINT-SAND FILTER OUTALL(Drainage Area 1)
Storm Event Pre Development Post-Development Max Elevation
(cfs) (cfs) (ft)
1-Year 9.06 1.84 768.55
2-Year 13.43 5.58 768.79
10-Year 26.36 25.02 769.54
25-Year 34.59 37.88 769.91
100-Year 48.12 60.88 770.33
TABLE 2. SUMMARY OF PRE/POST PEAK DISCHARGE
ANALYSIS POINT-SAND FILTER BYPASS (Drainage Drea 2)
Storm Event Pre-Development Post-Development
(cfs) (cfs)
1-Year 9.66 10.30
2-Year 14.22 15.00
10-Year 27.72 28.70
25-Year 36.24 37.29
100-Year 50.21 51.33
TABLE 3. SUMMARY OF PRE/POST PEAK DISCHARGE
ANALYSIS POINT-DRAINAGE AREA COMBINE
Storm Event Pre-Development Post-Development
(cfs) (cfs)
1-Year 17.58 10.94
2-Year 26.08 20.04
10-Year 51.28 53.72
25-Year 67.25 75.17
100-Year 93.47 112.21

3.2 STORMWATER CALCULATIONS
Stormwater calculations were performed using the rational method to determine the peak flow through
any one drainage structure. These flows were added together,proceeding downstream in the system to
ensure that each subsequent pipe was capable of handling the peak flows. The 10-year 24-hour storm
event was used with a 5-minute time-of-concentration to yield an intensity(i)value for the storm
drainage piping system.
Sand Filter calculations were performed using Hydrographs while treating the 1st inch of rainfall with the
outlet structure controlling the 1-year 24-hour storm events,resulting in the flows from post-development
being less than the pre-development flows. Proposed Pond has been sized to be capable of handling the
100-year storm event with a max elevation of 770.33 with a peak flow of 60.88 cfs before activating the
emergency overflow weir.

Prepared By:MOP Date:O/.5/20.
Checked By:EM Date:0/25/2024
APPENDIX A
STORMWATER CALCULATIONS
SUPPLEMENTAL DOCUMENTS

SOIL DATA

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
Service participants
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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
ApB—Appling sandy loam, 2 to 6 percent slopes 14
ArA—Armenia loam, 0 to 2 percent slopes, frequently flooded 15
CeB2—Cecil sandy clay loam, 2 to 8 percent slopes, moderately eroded 16
ChA—Chewacla loam, 0 to 2 percent slopes, frequently flooded 17
EnB—Enon fine sandy loam, 2 to 8 percent slopes 19
EnC—Enon fine sandy loam, 8 to 15 percent slopes 20
HeB—Helena sandy loam, 1 to 6 percent slopes 21
IrB—Iredell loam, 1 to 8 percent slopes 22
PaC—Pacolet sandy loam, 8 to 15 percent slopes 23
SeB—Sedgefield fine sandy loam, 1 to 6 percent slopes 24
Ud—Udorthents, loamy 26
VaB—Vance sandy loam, 2 to 8 percent slopes 27
VnB2—Vance sandy clay loam, 2 to 8 percent slopes, moderately
eroded 28
WtC—Wynott-Enon complex, 8 to 15 percent slopes 29
References 32
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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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 21,Sep 13,2023
Sandy Spot Soil map units are labeled(as space allows)for map scales
Severely Eroded Spot 1:50,000 or larger.
• Sinkhole Date(s)aerial images were photographed: 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.
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Custom Soil Resource Report
Map Unit Legend
Map Unit Symbol Map Unit Name Acres in AOI Percent of AOI
ApB Appling sandy loam,2 to 6 6.6 4.1%
percent slopes
ArA Armenia loam,0 to 2 percent 7.4 4.6%
slopes,frequently flooded
CeB2 Cecil sandy clay loam,2 to 8 8.4 5.2%
percent slopes,moderately
eroded
ChA Chewacla loam,0 to 2 percent 13.8 8.6%
slopes,frequently flooded
EnB Enon fine sandy loam,2 to 8 11.2 7.0%
percent slopes
EnC Enon fine sandy loam,8 to 15 6.4 4.0%
percent slopes
HeB Helena sandy loam, 1 to 6 56.6 35.4%
percent slopes
IrB Iredell loam, 1 to 8 percent 4.2 2.6%
slopes
PaC Pacolet sandy loam,8 to 15 4.6 2.9%
percent slopes
SeB Sedgefield fine sandy loam, 1 to 35.8 22.4%
6 percent slopes
Ud Udorthents, loamy 0.0 0.0%
VaB Vance sandy loam,2 to 8 0.4 0.3%
percent slopes
VnB2 Vance sandy clay loam,2 to 8 3.5 2.2%
percent slopes,moderately
eroded
WtC Wynott-Enon complex,8 to 15 0.9 0.6%
percent slopes
Totals for Area of Interest 159.9 100.0%
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
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Custom Soil Resource Report
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
particular map unit description. Other minor components, however, have properties
and behavioral characteristics divergent enough to affect use or to require different
management. These are called contrasting, or dissimilar, components. They
generally are in small areas and could not be mapped separately because of the
scale used. Some small areas of strongly contrasting soils or miscellaneous areas
are identified by a special symbol on the maps. If included in the database for a
given area, the contrasting minor components are identified in the map unit
descriptions along with some characteristics of each. A few areas of minor
components may not have been observed, and consequently they are not
mentioned in the descriptions, especially where the pattern was so complex that it
was impractical to make enough observations to identify all the soils and
miscellaneous areas on the landscape.
The presence of minor components in a map unit in no way diminishes the
usefulness or accuracy of the data. The objective of mapping is not to delineate
pure taxonomic classes but rather to separate the landscape into landforms or
landform segments that have similar use and management requirements. The
delineation of such segments on the map provides sufficient information for the
development of resource plans. If intensive use of small areas is planned, however,
onsite investigation is needed to define and locate the soils and miscellaneous
areas.
An identifying symbol precedes the map unit name in the map unit descriptions.
Each description includes general facts about the unit and gives important soil
properties and qualities.
Soils that have profiles that are almost alike make up a soil series. Except for
differences in texture of the surface layer, all the soils of a series have major
horizons that are similar in composition, thickness, and arrangement.
Soils of one series can differ in texture of the surface layer, slope, stoniness,
salinity, degree of erosion, and other characteristics that affect their use. On the
basis of such differences, a soil series is divided into soil phases. Most of the areas
shown on the detailed soil maps are phases of soil series. The name of a soil phase
commonly indicates a feature that affects use or management. For example, Alpha
silt loam, 0 to 2 percent slopes, is a phase of the Alpha series.
Some map units are made up of two or more major soils or miscellaneous areas.
These map units are complexes, associations, or undifferentiated groups.
A complex consists of two or more soils or miscellaneous areas in such an intricate
pattern or in such small areas that they cannot be shown separately on the maps.
The pattern and proportion of the soils or miscellaneous areas are somewhat similar
in all areas. Alpha-Beta complex, 0 to 6 percent slopes, is an example.
An association is made up of two or more geographically associated soils or
miscellaneous areas that are shown as one unit on the maps. Because of present
or anticipated uses of the map units in the survey area, it was not considered
practical or necessary to map the soils or miscellaneous areas separately. The
12

Custom Soil Resource Report
pattern and relative proportion of the soils or miscellaneous areas are somewhat
similar. Alpha-Beta association, 0 to 2 percent slopes, is an example.
An undifferentiated group is made up of two or more soils or miscellaneous areas
that could be mapped individually but are mapped as one unit because similar
interpretations can be made for use and management. The pattern and proportion
of the soils or miscellaneous areas in a mapped area are not uniform. An area can
be made up of only one of the major soils or miscellaneous areas, or it can be made
up of all of them. Alpha and Beta soils, 0 to 2 percent slopes, is an example.
Some surveys include miscellaneous areas. Such areas have little or no soil
material and support little or no vegetation. Rock outcrop is an example.
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Custom Soil Resource Report
Rowan County, North Carolina
ApB—Appling sandy loam, 2 to 6 percent slopes
Map Unit Setting
National map unit symbol: 2vy6t
Elevation: 70 to 1,310 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: All areas are prime farmland
Map Unit Composition
Appling and similar soils: 92 percent
Minor components: 8 percent
Estimates are based on observations, descriptions, and transects of the mapunit.
Description of Appling
Setting
Landform: Interfluves
Landform position (two-dimensional): Summit, shoulder
Landform position (three-dimensional): Interfluve
Down-slope shape: Convex
Across-slope shape: Convex
Parent material: Residuum weathered from igneous and metamorphic rock
Typical profile
Ap- 0 to 6 inches: sandy loam
BE- 6 to 10 inches: sandy loam
Bt- 10 to 39 inches: clay
BC-39 to 46 inches: sandy clay loam
C-46 to 80 inches: sandy clay loam
Properties and qualities
Slope: 2 to 6 percent
Depth to restrictive feature: More than 80 inches
Drainage class:Well drained
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): 2e
Hydrologic Soil Group: B
Ecological site: F136XY820GA-Acidic upland forest, moist
Hydric soil rating: No
Minor Components
Helena
Percent of map unit: 8 percent
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Custom Soil Resource Report
Landform: Interfluves
Landform position (two-dimensional): Summit, shoulder
Landform position (three-dimensional): Interfluve
Down-slope shape: Convex
Across-slope shape: Convex
Hydric soil rating: No
ArA—Armenia loam, 0 to 2 percent slopes, frequently flooded
Map Unit Setting
National map unit symbol: 3vmg
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
Armenia, undrained, and similar soils: 85 percent
Minor components: 7 percent
Estimates are based on observations, descriptions, and transects of the mapunit.
Description of Armenia, Undrained
Setting
Landform: Drainageways
Landform position (two-dimensional): Summit
Down-slope shape: Linear
Across-slope shape: Linear
Parent material: Saprolite derived from diorite and/or gabbro and/or diabase
and/or gneiss
Typical profile
Ap- 0 to 5 inches: loam
Btg-5 to 50 inches: clay
BCg- 50 to 61 inches: clay loam
C- 61 to 80 inches: clay loam
Properties and qualities
Slope: 0 to 2 percent
Depth to restrictive feature: More than 80 inches
Drainage class: Poorly drained
Runoff class: Very high
Capacity of the most limiting layer to transmit water(Ksat): Moderately low to
moderately high (0.06 to 0.20 in/hr)
Depth to water table:About 6 to 18 inches
Frequency of flooding: Frequent
Frequency of ponding: Rare
Available water supply, 0 to 60 inches: High (about 9.6 inches)
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Custom Soil Resource Report
Interpretive groups
Land capability classification (irrigated): None specified
Land capability classification (nonirrigated): 6w
Hydrologic Soil Group: C/D
Ecological site: F136XY640VA- Low terraces and drains, occasional Inundation
Hydric soil rating: Yes
Minor Components
Iredell
Percent of map unit: 7 percent
Landform: Interfluves
Landform position (two-dimensional): Summit
Landform position (three-dimensional): Interfluve
Down-slope shape: Linear
Across-slope shape: Linear
Hydric soil rating: No
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
Minor components: 12 percent
Estimates are based on observations, descriptions, and transects of the mapunit.
Description of Cecil, 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
Bt- 6 to 40 inches: clay
BC-40 to 48 inches: clay loam
C-48 to 80 inches: loam
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Custom Soil Resource Report
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
Minor Components
Madison, moderately eroded
Percent of map unit: 8 percent
Landform: Interfluves
Landform position (two-dimensional): Summit
Landform position (three-dimensional): Interfluve
Down-slope shape: Convex
Across-slope shape: Convex
Hydric soil rating: No
Vance, moderately eroded
Percent of map unit:4 percent
Landform: Interfluves
Landform position (two-dimensional): Summit
Landform position (three-dimensional): Interfluve
Down-slope shape: Convex
Across-slope shape: Convex
Hydric soil rating: No
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
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Custom Soil Resource Report
Map Unit Composition
Chewacla, frequently flooded, and similar soils: 90 percent
Minor components: 10 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: Frequent
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
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
Riverview, 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
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Custom Soil Resource Report
Hydric soil rating: No
EnB—Enon fine sandy loam, 2 to 8 percent slopes
Map Unit Setting
National map unit symbol: 3vn 1
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
Enon and similar soils: 85 percent
Estimates are based on observations, descriptions, and transects of the mapunit.
Description of Enon
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 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
C-33 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 8.3 inches)
Interpretive groups
Land capability classification (irrigated): None specified
Land capability classification (nonirrigated): 2e
Hydrologic Soil Group: C
Ecological site: F136XY720NC - Basic upland forest, moist
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Custom Soil Resource Report
Hydric soil rating: No
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
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
20

Custom Soil Resource Report
HeB—Helena sandy loam, 1 to 6 percent slopes
Map Unit Setting
National map unit symbol: 3vn6
Elevation: 200 to 1,400 feet
Mean annual precipitation: 37 to 60 inches
Mean annual air temperature: 59 to 66 degrees F
Frost-free period: 200 to 240 days
Farmland classification: All areas are prime farmland
Map Unit Composition
Helena and similar soils: 90 percent
Minor components: 9 percent
Estimates are based on observations, descriptions, and transects of the mapunit.
Description of Helena
Setting
Landform: Ridges
Landform position (two-dimensional): Summit, footslope
Landform position (three-dimensional): Interfluve
Down-slope shape: Concave
Across-slope shape: Concave
Parent material: Saprolite derived from granite and gneiss and/or schist
Typical profile
Ap-0 to 8 inches: sandy loam
E- 8 to 12 inches: sandy loam
Bt- 12 to 39 inches: clay
BC-39 to 46 inches: clay loam
C-46 to 80 inches: coarse sandy loam
Properties and qualities
Slope: 2 to 6 percent
Depth to restrictive feature: More than 80 inches
Drainage class: Moderately well drained
Runoff class: Low
Capacity of the most limiting layer to transmit water(Ksat): Moderately low to
moderately high (0.06 to 0.20 in/hr)
Depth to water table:About 18 to 30 inches
Frequency of flooding: None
Frequency of ponding: None
Available water supply, 0 to 60 inches: Moderate (about 7.6 inches)
Interpretive groups
Land capability classification (irrigated): None specified
Land capability classification (nonirrigated): 2e
Hydrologic Soil Group: D
Ecological site: F136XY810SC-Acidic upland forest, seasonally wet
Hydric soil rating: No
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Custom Soil Resource Report
Minor Components
Vance
Percent of map unit: 5 percent
Landform: Interfluves
Landform position (two-dimensional): Summit
Landform position (three-dimensional): Interfluve
Down-slope shape: Convex
Across-slope shape: Convex
Hydric soil rating: No
Wedowee
Percent of map unit: 3 percent
Landform: Interfluves
Landform position (two-dimensional): Summit
Landform position (three-dimensional): Interfluve
Down-slope shape: Convex
Across-slope shape: Convex
Hydric soil rating: No
Worsham, undrained
Percent of map unit: 1 percent
Landform: Depressions
Landform position (two-dimensional): Footslope
Down-slope shape: Concave
Across-slope shape: Concave
Hydric soil rating: Yes
IrB—Iredell loam, 1 to 8 percent slopes
Map Unit Setting
National map unit symbol: 3vnb
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
Iredell and similar soils: 85 percent
Minor components: 3 percent
Estimates are based on observations, descriptions, and transects of the mapunit.
Description of Iredell
Setting
Landform: Interfluves
Landform position (two-dimensional): Summit
Landform position (three-dimensional): Interfluve
Down-slope shape: Linear
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Custom Soil Resource Report
Across-slope shape: Linear
Parent material: Saprolite derived from diorite and/or gabbro and/or diabase
and/or gneiss
Typical profile
Ap- 0 to 6 inches: loam
Bt- 6 to 25 inches: clay
BC-25 to 28 inches: clay loam
C-28 to 80 inches: loam
Properties and qualities
Slope: 2 to 8 percent
Depth to restrictive feature: More than 80 inches
Drainage class: Moderately well drained
Runoff class: Very high
Capacity of the most limiting layer to transmit water(Ksat): Moderately low to
moderately high (0.06 to 0.20 in/hr)
Depth to water table:About 12 to 24 inches
Frequency of flooding: None
Frequency of ponding: None
Available water supply, 0 to 60 inches: High (about 10.8 inches)
Interpretive groups
Land capability classification (irrigated): None specified
Land capability classification (nonirrigated): 2e
Hydrologic Soil Group: C/D
Ecological site: F136XY710NC - Basic upland woodland, expansive clay,
seasonally wet and dry
Hydric soil rating: No
Minor Components
Armenia, undrained
Percent of map unit: 3 percent
Landform: Drainageways on interfluves
Landform position (two-dimensional): Summit
Landform position (three-dimensional): Interfluve
Down-slope shape: Linear
Across-slope shape: Linear
Hydric soil rating: Yes
PaC—Pacolet sandy loam, 8 to 15 percent slopes
Map Unit Setting
National map unit symbol: 3vnn
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
23

Custom Soil Resource Report
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
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 7.4 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
SeB—Sedgefield fine sandy loam, 1 to 6 percent slopes
Map Unit Setting
National map unit symbol: 3vp8
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
24

Custom Soil Resource Report
Map Unit Composition
Sedgefield and similar soils: 85 percent
Minor components: 3 percent
Estimates are based on observations, descriptions, and transects of the mapunit.
Description of Sedgefield
Setting
Landform: Ridges
Landform position (two-dimensional): Summit, footslope
Down-slope shape: Concave
Across-slope shape: Concave
Parent material: Saprolite derived from diorite and/or gabbro and/or diabase
and/or gneiss
Typical profile
Ap- 0 to 3 inches: fine sandy loam
E-3 to 8 inches: fine sandy loam
Bt- 8 to 40 inches: clay
C-40 to 80 inches: loam
Properties and qualities
Slope: 1 to 6 percent
Depth to restrictive feature: More than 80 inches
Drainage class: Moderately well drained
Runoff class: Very high
Capacity of the most limiting layer to transmit water(Ksat): Moderately low to
moderately high (0.06 to 0.20 in/hr)
Depth to water table:About 12 to 18 inches
Frequency of flooding: None
Frequency of ponding: None
Available water supply, 0 to 60 inches: High (about 9.7 inches)
Interpretive groups
Land capability classification (irrigated): None specified
Land capability classification (nonirrigated): 2e
Hydrologic Soil Group: C/D
Ecological site: F136XY710NC - Basic upland woodland, expansive clay,
seasonally wet and dry
Hydric soil rating: No
Minor Components
Armenia, undrained
Percent of map unit: 3 percent
Landform: Drainageways on interfluves
Landform position (two-dimensional): Summit
Landform position (three-dimensional): Interfluve
Down-slope shape: Linear
Across-slope shape: Linear
Hydric soil rating: Yes
25

Custom Soil Resource Report
Ud—Udorthents, loamy
Map Unit Setting
National map unit symbol: 3vpf
Elevation: 70 to 1,400 feet
Mean annual precipitation: 39 to 51 inches
Mean annual air temperature: 54 to 63 degrees F
Frost-free period: 190 to 250 days
Farmland classification: Not prime farmland
Map Unit Composition
Udorthents, loamy, and similar soils: 92 percent
Minor components: 8 percent
Estimates are based on observations, descriptions, and transects of the mapunit.
Description of Udorthents, Loamy
Setting
Landform: Interfluves
Landform position (two-dimensional): Summit, shoulder
Landform position (three-dimensional): Interfluve
Down-slope shape: Convex
Across-slope shape: Convex
Parent material: Loamy and clayey human-transported material derived from
igneous, metamorphic and sedimentary rock
Typical profile
C- 0 to 80 inches: sandy clay loam
Properties and qualities
Slope: 0 to 25 percent
Depth to restrictive feature: More than 80 inches
Drainage class:Well drained
Capacity of the most limiting layer to transmit water(Ksat):Very low to high (0.00
to 1.98 in/hr)
Depth to water table: More than 80 inches
Frequency of flooding: None
Frequency of ponding: None
Available water supply, 0 to 60 inches: Low(about 5.4 inches)
Interpretive groups
Land capability classification (irrigated): None specified
Land capability classification (nonirrigated): 7e
Hydrologic Soil Group: C
Hydric soil rating: No
Minor Components
Urban land
Percent of map unit: 8 percent
26

Custom Soil Resource Report
Hydric soil rating: No
VaB—Vance sandy loam, 2 to 8 percent slopes
Map Unit Setting
National map unit symbol: 3vpn
Elevation: 200 to 1,400 feet
Mean annual precipitation: 37 to 60 inches
Mean annual air temperature: 59 to 66 degrees F
Frost-free period: 200 to 240 days
Farmland classification: All areas are prime farmland
Map Unit Composition
Vance and similar soils: 85 percent
Minor components: 15 percent
Estimates are based on observations, descriptions, and transects of the mapunit.
Description of Vance
Setting
Landform: Interfluves
Landform position (two-dimensional): Summit
Landform position (three-dimensional): Interfluve
Down-slope shape: Convex
Across-slope shape: Convex
Parent material: Saprolite derived from granite and gneiss and/or schist
Typical profile
Ap- 0 to 6 inches: sandy loam
E- 6 to 10 inches: sandy 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 7.7 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
27

Custom Soil Resource Report
Hydric soil rating: No
Minor Components
Helena
Percent of map unit: 8 percent
Landform: Ridges
Landform position (two-dimensional): Summit, footslope
Landform position (three-dimensional): Interfluve
Down-slope shape: Concave
Across-slope shape: Concave
Hydric soil rating: No
Appling
Percent of map unit:4 percent
Landform: Interfluves
Landform position (two-dimensional): Summit
Landform position (three-dimensional): Interfluve
Down-slope shape: Convex
Across-slope shape: Convex
Hydric soil rating: No
Wedowee
Percent of map unit: 3 percent
Landform: Interfluves
Landform position (two-dimensional): Summit
Landform position (three-dimensional): Interfluve
Down-slope shape: Convex
Across-slope shape: Convex
Hydric soil rating: No
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
28

Custom Soil Resource Report
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
WtC—Wynott-Enon complex, 8 to 15 percent slopes
Map Unit Setting
National map unit symbol: 2md4n
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
Wynott and similar soils: 55 percent
Enon and similar soils: 35 percent
Minor components: 7 percent
Estimates are based on observations, descriptions, and transects of the mapunit.
Description of Wynott
Setting
Landform: Hillslopes on ridges
Landform position (two-dimensional): Backslope
Landform position (three-dimensional): Side slope
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Custom Soil Resource Report
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
A -0 to 4 inches: sandy loam
E-4 to 14 inches: sandy loam
Bt- 14 to 24 inches: clay
BC-24 to 28 inches: sandy clay loam
Cr-28 to 80 inches: weathered bedrock
Properties and qualities
Slope: 8 to 15 percent
Depth to restrictive feature: 20 to 40 inches to paralithic bedrock
Drainage class:Well drained
Runoff class: Medium
Capacity of the most limiting layer to transmit water(Ksat):Very low to moderately
high (0.00 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: Low(about 4.4 inches)
Interpretive groups
Land capability classification (irrigated): None specified
Land capability classification (nonirrigated): 3e
Hydrologic Soil Group: D
Ecological site: F136XY730SC- Basic upland forest, depth restriction, dry
Hydric soil rating: No
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
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
30

Custom Soil Resource Report
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
Minor Components
Wilkes
Percent of map unit: 5 percent
Landform: Hillslopes on ridges
Landform position (two-dimensional): Backslope
Landform position (three-dimensional): Side slope
Down-slope shape: Linear
Across-slope shape: Convex
Hydric soil rating: No
Sedgefield
Percent of map unit:2 percent
Landform: Ridges
Landform position (two-dimensional): Summit, footslope
Down-slope shape: Concave
Across-slope shape: Concave
Hydric soil rating: No
31

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
32

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
33

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Hydrologic Soil Group—Rowan County, North Carolina
Hydrologic Soil Group
Map unit symbol Map unit name Rating Acres in AOI Percent of AOI
ApB Appling sandy loam,2 to B 6.8 4.5%
6 percent slopes
ArA Armenia loam,0 to 2 C/D 7.7 5.0%
percent slopes,
frequently flooded
CeB2 Cecil sandy clay loam,2 B 6.8 4.5%
to 8 percent slopes,
moderately eroded
ChA Chewacla loam,0 to 2 B/D 13.9 9.1%
percent slopes,
frequently flooded
EnB Enon fine sandy loam,2 C 10.2 6.7%
to 8 percent slopes
EnC Enon fine sandy loam,8 C 5.9 3.9%
to 15 percent slopes
HeB Helena sandy loam, 1 to D 55.9 36.8%
6 percent slopes
IrB Iredell loam, 1 to 8 C/D 4.1 2.7%
percent slopes
PaC Pacolet sandy loam,8 to B 4.6 3.1%
15 percent slopes
SeB Sedgefield fine sandy C/D 32.3 21.3%
loam, 1 to 6 percent
slopes
VaB Vance sandy loam,2 to C 0.1 0.1%
8 percent slopes
VnB2 Vance sandy clay loam, C 2.9 1.9%
2 to 8 percent slopes,
moderately eroded
WtC Wynott-Enon complex,8 D 0.7 0.5%
to 15 percent slopes
Totals for Area of Interest 151.8 100.0%
usm Natural Resources Web Soil Survey 3/11/2024
Conservation Service National Cooperative Soil Survey Page 3 of 4

Hydrologic Soil Group—Rowan County,North Carolina
Description
Hydrologic soil groups are based on estimates of runoff potential. Soils are
assigned to one of four groups according to the rate of water infiltration when the
soils are not protected by vegetation, are thoroughly wet, and receive
precipitation from long-duration storms.
The soils in the United States are assigned to four groups (A, B, C, and D) and
three dual classes (A/D, B/D, and C/D). The groups are defined as follows:
Group A. Soils having a high infiltration rate (low runoff potential)when
thoroughly wet. These consist mainly of deep, well drained to excessively
drained sands or gravelly sands. These soils have a high rate of water
transmission.
Group B. Soils having a moderate infiltration rate when thoroughly wet. These
consist chiefly of moderately deep or deep, moderately well drained or well
drained soils that have moderately fine texture to moderately coarse texture.
These soils have a moderate rate of water transmission.
Group C. Soils having a slow infiltration rate when thoroughly wet. These consist
chiefly of soils having a layer that impedes the downward movement of water or
soils of moderately fine texture or fine texture. These soils have a slow rate of
water transmission.
Group D. Soils having a very slow infiltration rate (high runoff potential)when
thoroughly wet. These consist chiefly of clays that have a high shrink-swell
potential, soils that have a high water table, soils that have a claypan or clay
layer at or near the surface, and soils that are shallow over nearly impervious
material. These soils have a very slow rate of water transmission.
If a soil is assigned to a dual hydrologic group (A/D, B/D, or C/D), the first letter is
for drained areas and the second is for undrained areas. Only the soils that in
their natural condition are in group D are assigned to dual classes.
Rating Options
Aggregation Method: Dominant Condition
Component Percent Cutoff.None Specified
Tie-break Rule: Higher
USDA Natural Resources Web Soil Survey 3/11/2024
Conservation Service National Cooperative Soil Survey Page 4 of 4

RAINFALL DATA

NOAA Atlas 14,Volume 2,Version 3
e"°`` . Location name:Salisbury,North Carolina, USA* ""� '°`°
Latitude: 35.64°, Longitude: -80.4624° noft I
i Elevation: 749 ft** )
.,,T 0k, *source:ESRI Maps a
" 4°
"E8 **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 0.386 0.456 0.533 0.585 0.644 0.683 0.718 0.747 0.777 0.797
(0.356-0.419) (0.422-0.497) (0.490-0.579) (0.537-0.634) (0.589-0.698) (0.621-0.740) (0.649-0.778) (0.672-0.811) (0.692-0.846) (0.704-0.870)
10-min 0.616 0.730 0.853 0.936 1.03 1.09 1.14 1.18 1.23 I 1.26
(0.569-0.669) (0.674-0.795) (0.785-0.927) (0.859-1.01) (0.938-1.11) (0.990-1.18)1 (1.03-1.24) (1.06-1.28) (1.10-1.34) I (1.11-1.37)
15-min 0.770 0.917 1.08 1.18 1.30 1.38 1.44 1.49 1.55 1.58
(0.711-0.836) (0.848-0.999) (0.993-1.17) (1.09-1.28) (1.19-1.41) (1.25-1.49) (1.30-1.56) (1.34-1.62) (1.38-1.68) (1.39-1.72)
30-min 1.06 1.27 1.53 1.72 1.93 2.08 2.21 2.32 2.46 2.55
(0.974-1.15) (1.17-1.38) (1.41-1.67) (1.58-1.86) (1.76-2.09) (1.89-2.25) (2.00-2.39) (2.09-2.52) (2.19-2.68) (2.25-2.78)
60-min 1.32 1.59 1.96 2.23 I 2.57 2.81 3.04 3.26 3.53 3.73
(1.22-1.43) (1.47-1.73) (1.81-2.14)_ (2.05-2.42) 1 (2.34-2.78) (2.56-3.05) (2.75-3.30) (2.93-3.54) (3.15-3.84) (3.29-4.06)
2-hr 1.52 1.84 2.29 2.62 3.05 3.37 3.68 3.98 4.37 I 4.66
(1.40-1.66) (1.69-2.01) (2.10-2.49) (2.40-2.85) (2.77-3.31) (3.05-3.66) (3.31-4.00) (3.55-4.34) (3.86-4.78) (4.07-5.10)
3-hr 1.62 1.95 2.44 2.80 3.29 3.66 4.03 4.39 4.88 5.24
(1.49-1.76) (1.80-2.13) (2.24-2.66)_ (2.57-3.05) (2.99-3.57) (3.31-3.97) (3.62-4.37) (3.91-4.77) (4.28-5.31) (4.55-5.71)
6-hr 1.96 2.36 2.94 3.40 4.00 4.48 4.95 5.43 6.07 6.56
(1.80-2.14) (2.17-2.58) (2.70-3.22) (3.11-3.70) (3.64-4.35) (4.04-4.86) (4.44-5.37) (4.82-5.89) (5.31-6.59) (5.67-7.13)
12-hr 2.30 2.78 3.48 4.04 4.79 5.39 6.01 6.64 7.50 8.17
(2.13-2.51) (2.56-3.04) (3.20-3.80) (3.70-4.40) (4.35-5.20) (4.86-5.84) (5.37-6.49) (5.87-7.17) (6.52-8.09) (7.00-8.82)
24-hr 2.75 3.32 4.16 4.83 5.73 6.44 7.17 7.92 8.94 9.74
(2.57-2.95) (3.11-3.56) (3.89-4.47) (4.50-5.18) (5.33-6.14) (5.98-6.90) (6.64-7.68) (7.31-8.49) (8.22-9.59) (8.92-10.5)
2-day 3.19 3.84 4.78 5.52 6.51 7.30 8.09 8.91 10.0 10.9
(2.98-3.41) (3.60-4.11) (4.48-5.11) (5.16-5.89) (6.07-6.94) (6.79-7.79) (7.51-8.63) (8.24-9.52) (9.22-10.7) (9.98-11.6)
3-day 3.40 4.08 5.05 5.82 6.85 7.67 8.51 9.36 10.5 11.4
(3.18-3.62) (3.83-4.35) (4.74-5.39) (5.44-6.20) (6.40-7.30) (7.14-8.18) (7.90-9.07) (8.66-9.99) (9.70-11.2) (10.5-12.2)
4-day 3.60 4.32 5.32 6.12 7.20 I 8.05 8.92 I 9.82 11.0 12.0
(3.39-3.83) (4.06-4.60) (5.00-5.67)_ (5.73-6.51) (6.72-7.66) (7.50-8.58) (8.29-9.51) (9.09-10.5) (10.2-11.8) (11.0-12.8)
-
7-day 4.16 4.96 6.03 6.88 8.04 8.96 9.90 10.9 12.2 13.2
(3.93-4.42) (4.69-5.27) (5.69-6.40) (6.48-7.30) (7.56-8.53) I (8.40-9.51) (9.25-10.5)j (10.1-11.5) (11.3-13.0) (12.2-14.1)
10-day 4.74 5.63 6.77 7.65 8.84 9.77 I 10.7 11.7 12.9 13.9
(4.50-5.01) (5.34-5.95) (6.41-7.15) (7.25-8.08) (8.35-9.33) (9.21-10.3) (10.1-11.3) (10.9-12.3) (12.1-13.7) (13.0-14.8)
20-day 6.38 7.52 8.88 9.95 11.4 12.5 13.7 14.8 16.4 17.6
(6.07-6.69) (7.17-7.89) (8.45-9.31) (9.46-10.4) (10.8-11.9) (11.8-13.1) I (12.9-14.4) (13.9-15.6) (15.3-17.2) (16.4-18.5)
30-day 7.88 9.27 10.8 11.9 13.5 14.6 15.8 16.9 18.4 19.6
(7.54-8.25) (8.86-9.69) (10.3-11.2) (11.4-12.5) (12.8-14.0) (13.9-15.3) (14.9-16.5) (16.0-17.7) (17.4-19.3) (18.4-20.6)
45-day 9.92 11.6 13.3 14.5 16.2 17.4 18.6 19.8 21.3 22.5
(9.53-10.3) (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) (21.3-23.5)
60-day 11.8 13.8 15.5 16.9 18.6 20.0 21.2 22.4 24.0 25.2
(11.4-12.3) (13.3-14.3) (15.0-16.1) (16.3-17.5) (17.9-19.3) (19.2-20.7) (20.3-22.1) (21.5-23.4) (22.9-25.0) i (24.0-26.3)
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

PDS-based depth-duration-frequency (DDF) curves
Latitude: 35.6400°, Longitude: -80.4624°
25 _ Average recurrence
interval
(years)
c 20 - rf — 1
2
L
D 15 - — 10
o — 25
— 50
F: i
' H
--__ — 500
— 1000
CC C C C Cc V L L L ►- >. >,>. >, >, 14 >, 14>,
C E E E E r f,L1 6 Duration h.ry . -o7 7 7 - 7 - -
rl N (.1r
M pi N ffn 0
I
25 - - - I -
.. 20 -
oiMillik
Duration_
'�_ �_
. 15 - �- 0� — 5-min — 2-day
� _ 10-min — 3-day
•o
— � 15 min — 4-day
a▪ 10 l� — 30-mmn — 7-day
v �— — 60-min — 10-day
a 5 ==Jam' — 2-hr — 20-day
-`-��'' — 3fir — 30-day
_.— — 6fir — 45-day
0- L — 12-hr — 60-day
I f I f f i , S — 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 Mar 7 14:38:34 2024
Back to Top
Maps & aerials
Small scale terrain

Salisbury'
ROWAh4CO
4111 PO P
•
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2mi
Large scale terrain
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• - t 0
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— •
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Charlotte
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•
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?:HDSC.Questions(a�noaa.gov
Disclaimer

NOAA Atlas 14,Volume 2,Version 3
.`°`` . Location name:Salisbury,North Carolina,USA* r u '"w
Latitude:35.626°,Longitude: -80.4885° V
Wont 1
.4.i..
, Tel
Elevation: 758 ft**
�,, , *source:ESRI Maps .
"E80k **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/hour)1
Average recurrence interval(years)
Duration - -
1 2 5 10 25 50 100 200 500 1000
5-min 4.63 5.48 6.40 7.03 7.74 8.22 8.64 9.00 9.38 9.62
(4.27-5.03) (5.06-5.96) (5.89-6.96) (6.46-7.63) (7.08-8.39) (7.48-8.90) (7.81-9.36) (8.09-9.77) (8.35-10.2) (8.50-10.5)
10-min 3.70 4.39 5.12 5.63 6.17 6.55 6.86 7.13 7.42 7.58
(3.41-4.02) (4.05-4.77) (4.72-5.57) (5.17-6.10) (5.64-6.68) (5.95-7.09) (6.20-7.44) (6.41-7.74) (6.60-8.07) (6.69-8.27)_
15-min 3.09 3.68 4.32 4.74 5.21 5.52 5.78 6.00 6.22 6.34
(2.84-3.35) (3.39-4.00) (3.98-4.70) (4.36-5.14) (4.76-5.64)_ (5.02-5.98) (5.23-6.27) (5.39-6.51) (5.54-6.77) (5.60-6.92)
30-min 2.12 2.54 3.07 3.44 3.86 4.16 4.43 4.67 4.95 5.14
(1.95-2.30) (2.34-2.76) (2.83-3.34) (3.15-3.73) (3.53-4.18) (3.78-4.51) (4.00-4.80) (4.20-5.07)_ (4.41-5.39) (4.53-5.60)
60-min 1.32 1.59 1.97 2.24 2.57 2.82 3.05 3.28 3.55 3.75
(1.22-1.43) (1.47-1.73) (1.81-2.14) (2.05-2.43) (2.35-2.78) (2.56-3.05) (2.76-3.31) (2.94-3.56) (3.16-3.87) (3.31-4.09)
2-hr 0.761 0.920 1.14 1.31 1.53 1.69 1.85 2.00 2.20 2.34
(0.699-0.829) (0.846-1.00) (1.05-1.25) (1.20-1.43) (1.39-1.66) (1.53-1.83) (1.66-2.01) (1.78-2.18) (1.94-2.40) (2.04-2.56)
3-hr 0.539 0.651 0.813 0.936 1.10 1.22 1.35 1.47 1.63 I 1.76
(0.496-0.588) (0.599-0.711) (0.747-0.887) (0.856-1.02) (0.998-1.19) (1.10-1.33)_ (1.21-1.46) (1.31-1.60) (1.43-1.78) (1.52-1.92)
6-hr 0.327 0.394 0.492 0.568 0.670 0.749 0.829 0.910 1.02 1.10
(0.301-0.357) (0.363-0.431) (0.452-0.538) (0.520-0.619) (0.609-0.727) (0.677-0.813) (0.743-0.900) (0.807-0.987) (0.890-1.11) (0.951-1.20)
12-hr 0.191 0.231 0.289 0.335 0.398 0.449 0.500 0.553 0.625 0.681
(0.176-0.209) (0.213-0.252) (0.266-0.316) (0.307-0.365) (0.362-0.432) (0.404-0.485) (0.447-0.540) (0.488-0.597) (0.543-0.674)I(0.583-0.735)
24-hr 0.114 0.138 0.173 0.201 0.238 0.268 I 0.299 0.330 0.373 I 0.406
(0.107-0.123) (0.129-0.148) (0.162-0.186) (0.187-0.216) (0.222-0.256) (0.249-0.288) (0.276-0.320) (0.304-0.354) (0.342-0.400) (0.372-0.436)
2-day 0.066 0.080 0.099 0.115 0.135 0.152 0.168 0.186 0.209 0.227
(0.062-0.071) (0.075-0.085) (0.093-0.106) (0.107-0.122) (0.126-0.145) (0.141-0.162) (0.156-0.180) (0.171-0.198) (0.192-0.223) (0.208-0.243)
3-day 0.047 0.056 0.070 0.080 0.095 0.106 0.118 0.130 0.146 0.159
(0.044-0.050) (0.053-0.060) (0.065-0.075) (0.075-0.086) (0.088-0.101) (0.099-0.113) (0.109-0.126) (0.120-0.139) (0.134-0.156) (0.146-0.170)
4-day 0.037 0.045 0.055 0.063 0.075 0.084 0.093 0.102 0.115 I 0.125
(0.035-0.039) (0.042-0.048) (0.052-0.059) (0.059-0.067) (0.070-0.080) (0.078-0.089) (0.086-0.099) (0.094-0.109) (0.106-0.123) (0.114-0.133)
7-day 0.024 0.029 0.035 0.041 0.047 0.053 0.058 0.064 0.072 0.078
(0.023-0.026) (0.027-0.031) (0.033-0.038) (0.038-0.043) (0.045-0.050) (0.050-0.056) (0.055-0.062) (0.060-0.068) (0.067-0.077) (0.072-0.083)
10-day 0.019 0.023 0.028 0.031 0.036 0.040 0.044 0.048 0.054 0.058
(0.018-0.020) (0.022-0.024) (0.026-0.029) (0.030-0.033) (0.034-0.038) (0.038-0.043) (0.041-0.047) (0.045-0.051) (0.050-0.057) (0.054-0.061)
20-day 0.013 0.015 0.018 0.020 0.023 0.026 0.028 I 0.030 0.034 I 0.036
(0.012-0.013) (0.014-0.016) (0.017-0.019) (0.019-0.021) (0.022-0.024) (0.024-0.027) (0.026-0.029) (0.029-0.032) (0.031-0.035)1(0.034-0.038)
30-day 0.010 0.012 0.014 0.016 0.018 0.020 0.021 0.023 0.025 0.027
(0.010-0.011) (0.012-0.013) (0.014-0.015) (0.015-0.017) (0.017-0.019) (0.019-0.021) (0.020-0.022) (0.022-0.024) (0.024-0.026) (0.025-0.028)
45-day 0.009 0.010 0.012 0.013 0.014 0.016 0.017 0.018 0.019 0.020
(0.008-0.009) (0.010-0.011) (0.011-0.012) (0.012-0.014) (0.014-0.015) (0.015-0.016) (0.016-0.017)1(0.017-0.019) (0.018-0.020) (0.019-0.021),
60-day 0.008 0.009 0.010 0.011 0.012 0.013 0.014 0.015 0.016 0.017
(0.007-0.008) (0.009-0.009) (0.010-0.011) (0.011-0.012) (0.012-0.013) (0.013-0.014) (0.014-0.015) (0.014-0.016) (0.015-0.017) (0.016-0.018)
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

PDS-based intensity-duration-frequency (IDF) curves
Latitude: 35.6260°, Longitude: -80.4885°
101 - -- Average recurrence
�` interval(years)
t \
a \\ — 2 _
_Lei Z. 10 — 5
26
' 10 = _ \�� — 50
\— — 100
a --.. � — 200
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r i i i i
C C C C C ` L L V. " >,>. T T >. T >1 T
E EE E E N lb ry v 7 7 7 7 7 7 7 'fl 7
9.
rl N N f�1 (` , , p,
un ,I M Duration P N M a�S
101 - -
-�-
- MIMIC-
.c 01111111111111111111111111.11111.1"11111=im
C _-
Duration
iri _== — 5-min — 2-day
— 10-min — 3-day
c _=— 15-min — 4-day
10-1 - —� — 30-min — 7-day
a =— — 60-min — 10-day
cu — 2-hr — 20-day
a` — 3-hr — 30-day
10-z r
— 6-hr — 45-day
— —_
j — 12-hr — 50-day
i i i 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):Mon Mar 11 15:37:32 2024
Back to Top
Maps & aerials
Small scale terrain

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ROWANCO 'C
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• • Durham
Greensboro •
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NORTHIC AROL INA
•Charlotte Fayetteville
•Greenville
100km
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f:port Ensf'I -7 _
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Johnson City
inston-6 lem o Greensboro D rham
Ralei{
A ;� le ©— - North
• - ICarotin a
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•
1 Greensboro Durham ,
Ralei•
Asheville
• North
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Charlotte
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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?:HDSC.Questions(a�noaa.gov
Disclaimer

APPENDIX B
PERMANENT STORMWATER CALCULATIONS

SAND FILTER CALCULATIONS

PRE -DEVELOPMENT PRE -DEVELOPMENT
DRAINAGE AREA-2 DRAINAGE AREA- 1 /� 7� r
IMPERVIOUS: 0 AC IMPERVIOUS: 0 AC ` 1
WOODS (GOOD): 8.85 AC WOODS (GOOD): 10.95 AC
TOTAL DA.: 8.85 AC TOTAL DA.: 10.95 AC /;\
RCN = 77 RCN = 77
TOATL Tc= 13.8 MIN. TOATL Tc= 24.6 MIN- h-
r
J�ll� '
clX
1 \
0 1 \ �\
2 -
0_ ,—, 7;/-1.7..--_, I \N/\1
cu
N
v I
O ken CV �'ti=
6 ""l ' Z
I
N.4. „
J /
j PRE-DEVELOPMENT DRAINAGE AREA 2 ' ` I
4.......0 X
/I/ / \
4 \ '1•44.,...... i
N/ /7/
.— i / _____ .....,--.....„____________
\_ �\ ~—�-- _ _ _ —_ I
= \ PRE-DEVELOPMENT DRAINAGE AREA 1 I -- __ ����--- — ---- —
a \ 1( 1 — —— — - — —
g ���'I�� ��� 1 1I 1' I �I ) � — — _ = ___ _ \\-\\ / --
\\TES >} il�, , �I \ __ _I _ ----______ 41,
II\� \/\ ii � \ \\, _ .,
co \ \J \\\ / l / / ) ) (
g- \ \ A /C5(1/7/ / / \ \ ---.
I-
Q Pre-Development Drainage Area Map
KLE/NFELDER
1.12 0 100' 200' 300' Bright People.Right Solutions.
j NC LICENSE F F-1312
Project Hoist
9009 PERIMETER WOODS DRIVE,SUITE E
v SCALE: 1" = 100' SCALE IN FEET °"ARLOTTE,NC28216
Job No. 2400322.001A I Scale: 1"=100' Date: 09/24/2024 Drawn By: RDT WWWKEN ELDERCOM

POST-DEVELOPMENT POST-DEVELOPMENT
DRAINAGE AREA-2 DRAINAGE AREA-1 1
IMPERVIOUS: 0.17 AC IMPERVIOUS: 8.07 AC 1AT
WOODS: 6.96 AC
TOTAL DA.: 10.95 AC •\
TOTAL DA.: 8.85 AC
RCN = 93 4 ..9:.::*--.:'.....
::_
RCN = 88
TOATL Tc = 5 MIN. .."ti ''q
TOATLTc = 10.0MIN. \,� / N .' '5=:'
9 .-
444/
o
A -___— ____—_,—______—____ ___--„--_, _) _______— /,..„....... ,,1; ,,e, .' '4' ' :' *A'*. ''.7--. • A *A. ...t\
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•
p / —_\ e�� r� I •' I I I III I\ �._ ,•• .:d �g
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co
-g -.........._...1 ts,...\\. \ . .
`7< /14:1 \\\\ .\\ of-( .--=---------- -- ------------_----_,-----z_-_-_-___- ------"---- --, N.;: i N.-. \,•N. • 7. '• /...e,..„.."‘........
. "..„ • \•••—:::.\•• /...-.• .•.., •'::. -9).•,.::::::-•:-.Z.Z;Zr,,,
co
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yam
2 POST-DEVELOPMENT DRAINAGE AREA 2 \\ \ ��,1 � / � `� � ' ......., j
/
\_\....,..V.. .,,\ Ni
11
—
\ ---____
_c / Ii ---:-___________...............
z.
Th--‘; / ------
."--- ——.„, _ 7 ______\/,.....\/..H\--__ ,.......,--____ _____— _
g c 1 \ 1 )?, C\ i ----- .-______
POST-DEVELOPMENT DRAINAGE AREA 1 V \ \ � � -- \%
\ \
To / / \ \ ,
0 \ \
-10 / ) ) I ( \\0\i„ \
ccs
o
a I \\\
i
/ / / I
w
Q
Post-Development Drainage Area Map
0_ KLE//VFELDER
in N
0 100' 200' 300' Bright People.Right Solutions.
Project O I /'�J NC LICENSE#F-1312
9009 PERIMETER WOODS DRIVE,SUITE E
v SCALE: 1" = 100' SCALE IN FEET CHARLOTTE,NC 28216
Job No. 2400322.001A Scale: 1"=100' I Date: 09/24/2024 I Drawn By: RDT WWWK EINFELDER OOM

SAND FILTER SUMMARY CHART
POST-CONSTRUCTION
PEAK CONTROL STORM PRE-CONSTRUCTION POST-CONSTRUCTION PEAK FLOW(ROUTED ELEVATION
EVENTS PEAK FLOW PEAK FLOW THROUGH SAND
FILTER/DRYPOND)
Top of Dam 773.00
100-YEAR I 48.12 CFSI 104.08 CFSI 60.88 CFSI 770.33
50-YEAR 41.23 CFS 92.91 CFS 48.77 CFS 770.14
Top of Riser 770.00
25-YEAR I 34.59 CFSI 82.00 CFSI 37.88 CFSI 769.91
10-YEAR I 26.36 CFSI 68.10 CFSI 25.02 CFSI 769.54
2-YEAR I 13.43 CFSI 44.55 CFSI 5.58 CFSI 768.79
1-YEAR I 9.06 CFSI 35.58 CFSI 1.84 CFSI 768.55
I
BMP I REQUIRED I PROVIDED I ELEVATION
WATER QUALITY VOLUME(WQv) I 28,352 CF I 29,467 CF I 768.00
SAND FILTER I 2,216 SF I 2,240 SF I 766.00

COMPOSITE CURVE NUMBERS(CN)
Pre-Construction Conditions:
Pre-Development Drainage Area 1
Soil Type CN Area(SF) Area(AC)
Cover Type/Condition ,.,„,,CCITT c) 1.,T1,,CCITT c)
Impervious D 98 0 0.00
Woods(Good) D 77 477,105 10.95
Open Space,Grassed areas(Good Condition) D 80 0 0.00
TOTAL: 77.0 477,105 10.95
Total DA(AC)= 10.95
CN= 77
Pre-Development Drainage Area 2
Soil Type CN Area▪(SF) Area▪(AC)
Cover Type/Condition nm.,rnn 01 rnT,enn 01
Impervious D 98 0 0.00
Woods(Good) D 77 385,506 8.85
Open Space,Grassed areas(Good Condition) D 80 0 0.00
TOTAL: 77.0 385,506 8.85
Total DA(AC)= 8.85
CN= 77
Post-Construction Conditions:
Post-Development Drainage Area 1
Soil Type CN Area(SF) Area(AC)
Cover Type/Condition 0,n,,CCITT c) nm""CCITT c)
Impervious All 98 351,529 8.07
Woods(Good) D 77 0 0.00
Open Space,Grassed areas(Good Condition) D 80 125,452 2.88
TOTAL: 93.3 476,981 10.95
Total DA(AC)= 10.95
CN= 93
Post-Development Drainage Area 2
Soil Type CN Area▪(SF) Area▪(AC)
Cover Type/Condition rnTv,rnn 01 rnTv,rnTr c)
Impervious All 98 7,405 0.17
Woods(Good) D 77 303,177 6.96
Open Space,Grassed areas(Good Condition) D 80 74,923 1.72
TOTAL: 78.0 385,505 8.85
Total DA(AC)= 8.85
CN= 78

REQUIRED WATER QUALITY AND CHANNEL PROTECTION
Required Water Quality Volume(WQv)Calculation
Treat runoff from 1-inch of rainfall
Post Drainage Data to BMP
Drainage Area(A)= 10.95 ac
Impervious Acres= 8.07 ac
Impervious%(i)= 73.70%
Composite Curve Number(CN)= 93.3
Rv=Runoff Coefficent
RV=0.05+0.009(I) 0.71
WQv=Water Quality Volume
WQv=1.0(Rv)(A)/12 0.65 ac-ft
28,352 cf(Required)
WQv=Water Quality Protection Volume
WQv=tin*Rv 0.71 in
Modified CN
1000 97.10
10+SP+10WQv—10(WQv'+1.25WQvP)o.s

PROVIDED WATER QUALITY AND CHANNEL PROTECTION
Required WQv= 28,352 cf
Required WQv Stage= 767.94
Provided WQv Stage= 768.00
Provided WQv Volume= 29,467 cf Okay
Sand Filter
Storage Areas/Volumes:
Area Inc.Volume Cumulative Volume
Elevation (sf) (cu-ft) (cu-ft)
766.00 4,027 0 0 Top of Media in Sand Filter
767.00 16,937 9,741 9,741
768.00 22,654 19,726 29,467
769.00 27,757 25,162 54,629
770.00 31,052 29,389 84,018
771.00 33,906 32,469 116,487
772.00 36,825 35,356 151,843
773.00 39,811 38,308 190,151
Assumed WQv Elev 768.00

Sand Filter Media Stage Discharge
Release Rates:
Water Quality Volume(WQv)= 28,352 cf
(WQv)Maximum drawdown discharge rate= 0.1641 cfs
must drawdown water quality volume at a minimum of 48 hours
Darcy's Equation:
Where: Af=surface area of sand filter media
WQv=Water Quality Volume Control
Af— WQv(df) df=Filter Bed Depth(2.5f1 optimal efficiency)
(k)(hf+df)(tf) k=Design Coefficient of Permeability of Media(3.5 ft/day)
hf=Average height of water above filter bed
tf=Design Filter Bed Drain Time
Qo _ Af(k)(hf+df)
df
Sand Filter Sizing:
Required Water Quality Volume(WQv)= 28,352 cf
Surface Area to Treat WQv= 2216 sf
28,614cf(2.Sft)
Af= 1a y)(1.80ft+2.5ft)2.125day
Provided Sand Filter /Media Size Area= 2,240 sf
L= 70.00 ft Okay
W= 32.00 ft
Filter Media Stage-Discharge:
Calculate flow through media at given stage storage.
At Elevation: 770.00 (Top of Riser)
_ 2240sf(3.5ft/day)(3.75ft+2.5ft) Q= 19,600 cf/day
Q 2.5ft 0.2269 cfs
At Elevation: 767.94 (Required Water Quality stage elevation)
_ zz4osf(3.Sft/day)(1.9oft+zsft) Therefore:(Max WQv Rate)0.16 cfs>0.16(At WQv
Q 2.5ft Q= 13,610 cf/day Storage Elevation)
0.1575 cfs Acceptable Design
At Elevation: (Top of Filter Media)
Q= 0
Q= 0 cf/day
0.0000 cfs

UNDERDRAIN SIZING
Release Rates:
Water Quality Volume(WQv)= 28,352 cf
(WQv)Maximum drawdown discharge rate= 0.164 cfs
must completely drain WQv at a min.48 hours
Perforations Calculation:
Underdrain pipes provided= 2
10'underdrain max spacing
Length of each pipe provided= 65 if
Number of perforations= 1560 perforations
(5 pipes)(36 ft/pipe)(3 rows/ft)(4 holes/row)
Assuming 50% clogging= 780 perforations
Capacity of one hole(Q)= 1 0.0147 cfs
Q=CA(2gh)112
Total Capacity= 11.45 cfs
Underdrain Pipe Sizing:
Pipe Diameter= 4 in
Pipe Capacity= 0.92 cfs
=(1.49/n)(A)(A/P)a67(0.5 (Mannings Equation)
Pipe capacity rate(Assuming 50%Clogging)= 0.461 cfs
Therefore:2.724 cfs>0.158 cfs(WQv maximum Drawdown) Acceptable Design
Therefore:2.724 cfs>0.158 cfs(Filter Media Drawdown at WQv elevation) Acceptable Design

Beacon Project Hoist
Sand Filter Total Volume Table
Stage Contour Elevation Contour Surface Area Contour Surface Area Incremental Storage Total Storage
(FT) (FT) (SQ.FT) (arces) (CU.FT) (CU.FT)
0.00 766.00 4,027.00 0.0924 0 0
1.00 767.00 16,937.00 0.3888 10,482 10,482
2.00 768.00 _ 22,654.00 0.5201 19,796 30,278
3.00 769.00 27,757.00 0.6372 25,206 55,483
4.00 770.00 31,052.00 0.7129 29,405 84,888
5.00 771 .00 33,906.00 0.7784 32,479 117,367
6.00 772.00 36,825.00 0.8454 35,366 152,732
7.00 773.00 39,811.00 0.9139 38,318 191,050

Beacon Project Hoist
Sand Filter Sediment Chamber(s) Volume Table
Stage Contour Elevation Contour Surface Area Contour Surface Area Incremental Storage Total Storage
(FT) (FT) (SQ.FT) (arces) (CU.FT) (CU.FT)
0.00 767.00 4,637.00 0.1065 0 0
1.00 768.00 8,488.00 0.1949 6,563 6,563
2.00 769.00 12,658.00 0.2906 10,573 17,136
3.00 770.00 15,070.00 0.3460 13,864 31,000

Beacon Project Hoist
Sand Filter Sediment Chamber (A3) Volume Table
Stage Contour Elevation Contour Surface Area Contour Surface Area Incremental Storage Total Storage
(FT) (FT) (SQ.FT) (arces) (CU.FT) (CU.FT)
0.00 767.00 4,637.00 0.1065 0 0
1.00 768.00 5,524.00 0.1268 5,081 5,081
2.00 769.00 6,481 .00 0.1488 6,003 11 ,083
3.00 770.00 7,479.00 0.1717 6,980 18,063

Beacon Project Hoist
Sand Filter Sediment Chamber (A16) Volume Table
Stage Contour Elevation Contour Surface Area Contour Surface Area Incremental Storage Total Storage
(FT) (FT) (SQ.FT) (arces) (CU.FT) (CU.FT)
0.00 768.00 2,964.00 0.0680 0 0
1.00 769.00 _ 6,177.00 0.1418 4,571 4,571
2.00 770.00 7,591 .00 0.1743 6,884 11 ,455

Hydraflow Table of Contents Hoist.gpw
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2023 Monday,09/30/2024
Watershed Model Schematic 1
Hydrograph Return Period Recap 2
1 - Year
Summary Report 3
Hydrograph Reports 4
Hydrograph No. 1, SCS Runoff, Pre-Development Drainage Area 1 4
TR-55 Tc Worksheet 5
Hydrograph No. 2, SCS Runoff, Pre-Development Drainage Area 2 6
TR-55 Tc Worksheet 7
Hydrograph No. 3, Combine, Pre-Development Combine 8
Hydrograph No. 4, SCS Runoff, Post-Development Drainage Area 1 9
Hydrograph No. 5, Reservoir, Pond 10
Pond Report - Pond 11
Hydrograph No. 6, SCS Runoff, Post-Development Drainage Area 2 12
Hydrograph No. 7, Combine, Post-Development Combine 13
2 - Year
Summary Report 14
Hydrograph Reports 15
Hydrograph No. 1, SCS Runoff, Pre-Development Drainage Area 1 15
Hydrograph No. 2, SCS Runoff, Pre-Development Drainage Area 2 16
Hydrograph No. 3, Combine, Pre-Development Combine 17
Hydrograph No. 4, SCS Runoff, Post-Development Drainage Area 1 18
Hydrograph No. 5, Reservoir, Pond 19
Hydrograph No. 6, SCS Runoff, Post-Development Drainage Area 2 20
Hydrograph No. 7, Combine, Post-Development Combine 21
5 - Year
Summary Report 22
Hydrograph Reports 23
Hydrograph No. 1, SCS Runoff, Pre-Development Drainage Area 1 23
Hydrograph No. 2, SCS Runoff, Pre-Development Drainage Area 2 24
Hydrograph No. 3, Combine, Pre-Development Combine 25
Hydrograph No. 4, SCS Runoff, Post-Development Drainage Area 1 26
Hydrograph No. 5, Reservoir, Pond 27
Hydrograph No. 6, SCS Runoff, Post-Development Drainage Area 2 28
Hydrograph No. 7, Combine, Post-Development Combine 29
10 - Year
Summary Report 30
Hydrograph Reports 31
Hydrograph No. 1, SCS Runoff, Pre-Development Drainage Area 1 31
Hydrograph No. 2, SCS Runoff, Pre-Development Drainage Area 2 32
Hydrograph No. 3, Combine, Pre-Development Combine 33
Hydrograph No. 4, SCS Runoff, Post-Development Drainage Area 1 34
Hydrograph No. 5, Reservoir, Pond 35

Contents continued... Hoist.gpw
Hydrograph No. 6, SCS Runoff, Post-Development Drainage Area 2 36
Hydrograph No. 7, Combine, Post-Development Combine 37
25 - Year
Summary Report 38
Hydrograph Reports 39
Hydrograph No. 1, SCS Runoff, Pre-Development Drainage Area 1 39
Hydrograph No. 2, SCS Runoff, Pre-Development Drainage Area 2 40
Hydrograph No. 3, Combine, Pre-Development Combine 41
Hydrograph No. 4, SCS Runoff, Post-Development Drainage Area 1 42
Hydrograph No. 5, Reservoir, Pond 43
Hydrograph No. 6, SCS Runoff, Post-Development Drainage Area 2 44
Hydrograph No. 7, Combine, Post-Development Combine 45
50 - Year
Summary Report 46
Hydrograph Reports 47
Hydrograph No. 1, SCS Runoff, Pre-Development Drainage Area 1 47
Hydrograph No. 2, SCS Runoff, Pre-Development Drainage Area 2 48
Hydrograph No. 3, Combine, Pre-Development Combine 49
Hydrograph No. 4, SCS Runoff, Post-Development Drainage Area 1 50
Hydrograph No. 5, Reservoir, Pond 51
Hydrograph No. 6, SCS Runoff, Post-Development Drainage Area 2 52
Hydrograph No. 7, Combine, Post-Development Combine 53
100 - Year
Summary Report 54
Hydrograph Reports 55
Hydrograph No. 1, SCS Runoff, Pre-Development Drainage Area 1 55
Hydrograph No. 2, SCS Runoff, Pre-Development Drainage Area 2 56
Hydrograph No. 3, Combine, Pre-Development Combine 57
Hydrograph No. 4, SCS Runoff, Post-Development Drainage Area 1 58
Hydrograph No. 5, Reservoir, Pond 59
Hydrograph No. 6, SCS Runoff, Post-Development Drainage Area 2 60
Hydrograph No. 7, Combine, Post-Development Combine 61
IDF Report 62

1
Watershed Model Schematic Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2023
1 2
4
6
e 3
5
7
Legend
Hyd. Origin Description
1 SCS Runoff Pre-Development Drainage Area 1
2 SCS Runoff Pre-Development Drainage Area 2
3 Combine Pre-Development Combine
4 SCS Runoff Post-Development Drainage Area 1
5 Reservoir Pond
6 SCS Runoff Post-Development Drainage Area 2
7 Combine Post-Development Combine
Project: Hoist.gpw Monday, 09/30/2024

2
Hydrograph Return Period Recap Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2023
I
Hyd. Hydrograph Inflow Peak Outflow(cfs) Hydrograph
No. type hyd(s) Description
(origin) 1-yr 2-yr 3-yr 5-yr 10-yr 25-yr 50-yr 100-yr
1 SCS Runoff 9.062 13.43 20.43 26.36 34.59 41.23 48.12 Pre-Development Drainage Area 1
2 SCS Runoff 9.660 14.22 21.56 27.72 36.24 43.09 50.21 Pre-Development Drainage Area 2
3 Combine 1,2 17.58 26.08 39.78 51.28 67.25 80.10 93.47 Pre-Development Combine
4 SCS Runoff 35.58 44.55 57.69 68.10 82.00 92.91 104.08 Post-Development Drainage Area 1
5 Reservoir 4 1.839 5.583 16.08 25.02 37.88 48.77 60.88 Pond
6 SCS Runoff 10.30 15.00 22.47 28.70 37.29 44.18 51.33 Post-Development Drainage Area 2
7 Combine 5,6 10.94 20.04 38.23 53.72 75.17 92.95 112.21 Post-Development Combine
Proj. file: Hoist.gpw Monday, 09/30/2024

3
Hydrograph Summary Report Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2023
Hyd. Hydrograph Peak Time Time to Hyd. Inflow Maximum Total Hydrograph
No. type flow interval Peak volume hyd(s) elevation strge used Description
(origin) (cfs) (min) (min) (cuft) (ft) (cuft)
1 SCS Runoff 9.062 2 730 35,276 Pre-Development Drainage Area 1
2 SCS Runoff 9.660 2 724 28,239 Pre-Development Drainage Area 2
3 Combine 17.58 2 726 63,515 1,2 Pre-Development Combine
4 SCS Runoff 35.58 2 716 75,117 Post-Development Drainage Area 1
5 Reservoir 1.839 2 774 75,109 4 768.55 44,055 Pond
6 SCS Runoff 10.30 2 724 29,894 Post-Development Drainage Area 2
7 Combine 10.94 2 724 105,003 5,6 Post-Development Combine
Hoist.gpw Return Period: 1 Year Monday, 09/30/2024

4
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2023 Monday,09/30/2024
Hyd. No. 1
Pre-Development Drainage Area 1
Hydrograph type = SCS Runoff Peak discharge = 9.062 cfs
Storm frequency = 1 yrs Time to peak = 730 min
Time interval = 2 min Hyd. volume = 35,276 cuft
Drainage area = 10.950 ac Curve number = 77
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = TR55 Time of conc. (Tc) = 24.60 min
Total precip. = 2.75 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
Pre-Development Drainage Area 1
Q (cfs) Hyd. No. 1 -- 1 Year Q (cfs)
10.00 10.00
8.00 8.00
6.00 - 6.00
4.00 - 4.00
2.00 2.00
0.00 - \- 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Hyd No. 1 Time (min)

5
TR55 Tc Worksheet
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2023
Hyd. No. 1
Pre-Development Drainage Area 1
Description A B C Totals
Sheet Flow
Manning's n-value = 0.400 0.011 0.011
Flow length (ft) = 100.0 0.0 0.0
Two-year 24-hr precip. (in) = 3.32 0.00 0.00
Land slope (%) = 2.00 0.00 0.00
Travel Time (min) = 21.08 + 0.00 + 0.00 = 21.08
Shallow Concentrated Flow
Flow length (ft) = 50.00 0.00 0.00
Watercourse slope (%) = 2.00 0.00 0.00
Surface description = Unpaved Paved Paved
Average velocity (ft/s) =2.28 0.00 0.00
Travel Time (min) = 0.37 + 0.00 + 0.00 = 0.37
Channel Flow
X sectional flow area (sqft) = 0.50 0.00 0.00
Wetted perimeter(ft) = 2.00 0.00 0.00
Channel slope (%) = 3.50 0.00 0.00
Manning's n-value = 0.050 0.015 0.015
Velocity (ft/s) =2.20
0.00
0.00
Flow length (ft) ({0})417.0 0.0 0.0
Travel Time (min) = 3.16 + 0.00 + 0.00 = 3.16
Total Travel Time, Tc 24.60 min

6
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2023 Monday,09/30/2024
Hyd. No. 2
Pre-Development Drainage Area 2
Hydrograph type = SCS Runoff Peak discharge = 9.660 cfs
Storm frequency = 1 yrs Time to peak = 724 min
Time interval = 2 min Hyd. volume = 28,239 cuft
Drainage area = 8.850 ac Curve number = 77*
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = TR55 Time of conc. (Tc) = 13.80 min
Total precip. = 2.75 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
*Composite(Area/CN)=[(8.850 x 77)]/8.850
Pre-Development Drainage Area 2
Q (cfs) Hyd. No. 2 -- 1 Year Q (cfs)
10.00 10.00
8.00 8.00
6.00 - 6.00
4.00 - 4.00
2.00 2.00
0.00 - 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Hyd No. 2 Time (min)

7
TR55 Tc Worksheet
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2023
Hyd. No. 2
Pre-Development Drainage Area 2
Description A B C Totals
Sheet Flow
Manning's n-value = 0.400 0.011 0.011
Flow length (ft) = 100.0 0.0 0.0
Two-year 24-hr precip. (in) = 3.32 0.00 0.00
Land slope (%) = 6.00 0.00 0.00
Travel Time (min) = 13.59 + 0.00 + 0.00 = 13.59
Shallow Concentrated Flow
Flow length (ft) = 46.00 0.00 0.00
Watercourse slope (%) = 6.50 0.00 0.00
Surface description = Unpaved Paved Paved
Average velocity (ft/s) =4.11 0.00 0.00
Travel Time (min) = 0.19 + 0.00 + 0.00 = 0.19
Channel Flow
X sectional flow area (sqft) = 0.00 0.00 0.00
Wetted perimeter(ft) = 0.00 0.00 0.00
Channel slope (%) = 0.00 0.00 0.00
Manning's n-value = 0.015 0.015 0.015
Velocity (ft/s) =0.00
0.00
0.00
Flow length (ft) ({0})0.0 0.0 0.0
Travel Time (min) = 0.00 + 0.00 + 0.00 = 0.00
Total Travel Time, Tc 13.80 min

8
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2023 Monday,09/30/2024
Hyd. No. 3
Pre-Development Combine
Hydrograph type = Combine Peak discharge = 17.58 cfs
Storm frequency = 1 yrs Time to peak = 726 min
Time interval = 2 min Hyd. volume = 63,515 cuft
Inflow hyds. = 1, 2 Contrib. drain. area = 19.800 ac
Pre-Development Combine
Q (cfs) Hyd. No. 3 -- 1 Year Q (cfs)
18.00 - 18.00
15.00 15.00
12.00 12.00
9.00 9.00
6.00 6.00
3.00 ; 3.00
\""--____
0.00 — i 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Time (min)
Hyd No. 3 Hyd No. 1 Hyd No. 2

9
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2023 Monday,09/30/2024
Hyd. No. 4
Post-Development Drainage Area 1
Hydrograph type = SCS Runoff Peak discharge = 35.58 cfs
Storm frequency = 1 yrs Time to peak = 716 min
Time interval = 2 min Hyd. volume = 75,117 cuft
Drainage area = 10.950 ac Curve number = 93*
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = User Time of conc. (Tc) = 5.00 min
Total precip. = 2.75 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
*Composite(Area/CN)=[(8.070 x 98)+(2.880 x 80)]/10.950
Post-Development Drainage Area 1
Q (cfs) Hyd. No. 4 -- 1 Year Q (cfs)
40.00 40.00
30.00 - 1 30.00
20.00 - 20.00
10.00 10.00
0.00 - — ..".°7 "'....
' 0.00
0 120 240 360 480 600 720 840 960 1080 1200
Hyd No. 4 Time (min)

10
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2023 Monday,09/30/2024
Hyd. No. 5
Pond
Hydrograph type = Reservoir Peak discharge = 1 .839 cfs
Storm frequency = 1 yrs Time to peak = 774 min
Time interval = 2 min Hyd. volume = 75,109 cuft
Inflow hyd. No. = 4 - Post-Development DrainagW/lAxeElbvation = 768.55 ft
Reservoir name = Pond Max. Storage = 44,055 cuft
Storage Indication method used.
Pond
Q (cfs) Hyd. No. 5 -- 1 Year Q (cfs)
40.00 40.00
30.00 30.00
20.00 20.00
10.00 10.00
0.00 - 0.00
0 240 480 720 960 1200 1440 1680 1920 2160 2400 2640 2880 3120
Time (min)
Hyd No. 5 — Hyd No. 4 TTTTTT II Total storage used = 44,055 cuft

Pond Report 11
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2023 Monday,09/30/2024
Pond No. 1 - Pond
Pond Data
Contours-User-defined contour areas.Average end area method used for volume calculation.Begining Elevation=766.00 ft
Stage/Storage Table
Stage(ft) Elevation(ft) Contour area(sqft) Incr.Storage(cuft) Total storage(cuft)
0.00 766.00 4,027 0 0
1.00 767.00 16,937 10,482 10,482
2.00 768.00 22,654 19,796 30,278
3.00 769.00 27,757 25,205 55,483
4.00 770.00 31,052 29,405 84,888
5.00 771.00 33,906 32,479 117,367
6.00 772.00 36,825 35,366 152,732
7.00 773.00 38,308 37,567 190,299
Culvert/Orifice Structures Weir Structures
[A] [B] [C] [PrfRsr] [A] [B] [C] [D]
Rise(in) = 36.00 4.00 0.00 0.00 Crest Len(ft) = 10.00 6.00 0.00 20.00
Span(in) = 36.00 4.00 0.00 0.00 Crest El.(ft) = 770.00 768.40 0.00 771.00
No.Barrels = 1 1 0 0 Weir Coeff. = 3.33 3.33 3.33 2.60
Invert El.(ft) = 762.50 762.50 0.00 0.00 Weir Type = Rect Rect --- Broad
Length(ft) = 67.00 21.00 0.00 0.00 Multi-Stage = Yes Yes No No
Slope(%) = 0.67 0.00 0.00 n/a
N-Value = .013 .013 .013 n/a
Orifice Coeff. = 0.60 0.60 0.60 0.60 Exfil.(in/hr) = 0.000(by Contour)
Multi-Stage = n/a Yes No No TW Elev.(ft) = 0.00
Note:CulverUOrifice outflows are analyzed under inlet(ic)and outlet(oc)control. Weir risers checked for orifice conditions(ic)and submergence(s).
Stage/Storage/Discharge Table
Stage Storage Elevation Clv A Clv B Clv C PrfRsr Wr A Wr B Wr C Wr D Exfil User Total
ft cuft ft cfs cfs cfs cfs cfs cfs cfs cfs cfs cfs cfs
0.00 0 766.00 0.00 0.00 --- --- 0.00 0.00 --- 0.00 --- --- 0.000
1.00 10,482 767.00 39.25 oc 0.42 ic --- --- 0.00 0.00 --- 0.00 --- --- 0.420
2.00 30,278 768.00 39.25 oc 0.59 ic --- --- 0.00 0.00 0.00 --- --- 0.594
3.00 55,483 769.00 39.25 oc 0.73 ic --- --- 0.00 9.29 --- 0.00 --- --- 10.01
4.00 84,888 770.00 41.27 oc 0.83 ic --- --- 0.00 40.44 --- 0.00 --- --- 41.27
5.00 117,367 771.00 85.88 is 0.33 is --- --- 30.20 s 55.35 s --- 0.00 --- --- 85.88
6.00 152,732 772.00 95.11 is 0.18 is --- --- 43.94 s 50.98 s --- 52.00 --- --- 147.10
7.00 190,299 773.00 101.60 ic 0.12 ic --- --- 51.57 s 49.89 s --- 147.08 --- --- 248.66

12
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2023 Monday,09/30/2024
Hyd. No. 6
Post-Development Drainage Area 2
Hydrograph type = SCS Runoff Peak discharge = 10.30 cfs
Storm frequency = 1 yrs Time to peak = 724 min
Time interval = 2 min Hyd. volume = 29,894 cuft
Drainage area = 8.850 ac Curve number = 78*
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = User Time of conc. (Tc) = 13.80 min
Total precip. = 2.75 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
*Composite(Area/CN)=[(0.170 x 98)+(1.720 x 80)+(6.960 x 77)]/8.850
Post-Development Drainage Area 2
Q (cfs) Hyd. No. 6 -- 1 Year Q (cfs)
12.00 12.00
10.00 I 10.00
8.00 - 8.00
6.00 - 6.00
4.00 - 4.00
2.00 2.00
0.00 N. 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Hyd No. 6 Time (min)

13
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2023 Monday,09/30/2024
Hyd. No. 7
Post-Development Combine
Hydrograph type = Combine Peak discharge = 10.94 cfs
Storm frequency = 1 yrs Time to peak = 724 min
Time interval = 2 min Hyd. volume = 105,003 cuft
Inflow hyds. = 5, 6 Contrib. drain. area = 8.850 ac
Post-Development Combine
Q (cfs) Hyd. No. 7 -- 1 Year Q (cfs)
12.00 12.00
10.00 — 10.00
8.00 — 8.00
6.00 — 6.00
4.00 — 4.00
2.00 2.00
0.00 - / ! 0.00
0 240 480 720 960 1200 1440 1680 1920 2160 2400 2640 2880
Time (min)
Hyd No. 7 Hyd No. 5 Hyd No. 6

14
Hydrograph Summary Report Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2023
Hyd. Hydrograph Peak Time Time to Hyd. Inflow Maximum Total Hydrograph
No. type flow interval Peak volume hyd(s) elevation strge used Description
(origin) (cfs) (min) (min) (cuft) (ft) (cuft)
1 SCS Runoff 13.43 2 730 50,797 Pre-Development Drainage Area 1
2 SCS Runoff 14.22 2 722 40,664 Pre-Development Drainage Area 2
3 Combine 26.08 2 724 91,462 1,2 Pre-Development Combine
4 SCS Runoff 44.55 2 716 95,442 Post-Development Drainage Area 1
5 Reservoir 5.583 2 730 95,434 4 768.79 50,201 Pond
6 SCS Runoff 15.00 2 722 42,661 Post-Development Drainage Area 2
7 Combine 20.04 2 724 138,094 5,6 Post-Development Combine
Hoist.gpw Return Period: 2 Year Monday, 09/30/2024

15
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2023 Monday,09/30/2024
Hyd. No. 1
Pre-Development Drainage Area 1
Hydrograph type = SCS Runoff Peak discharge = 13.43 cfs
Storm frequency = 2 yrs Time to peak = 730 min
Time interval = 2 min Hyd. volume = 50,797 cuft
Drainage area = 10.950 ac Curve number = 77
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = TR55 Time of conc. (Tc) = 24.60 min
Total precip. = 3.32 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
Pre-Development Drainage Area 1
Q (cfs) Hyd. No. 1 -- 2 Year Q (cfs)
14.00 14.00
4
12.00 12.00
10.00 10.00
8.00 8.00
6.00 6.00
4.00 4.00
2.00 2.00
0.00 — 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Hyd No. 1 Time (min)

16
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2023 Monday,09/30/2024
Hyd. No. 2
Pre-Development Drainage Area 2
Hydrograph type = SCS Runoff Peak discharge = 14.22 cfs
Storm frequency = 2 yrs Time to peak = 722 min
Time interval = 2 min Hyd. volume = 40,664 cuft
Drainage area = 8.850 ac Curve number = 77*
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = TR55 Time of conc. (Tc) = 13.80 min
Total precip. = 3.32 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
*Composite(Area/CN)=[(8.850 x 77)]/8.850
Pre-Development Drainage Area 2
Q (cfs) Hyd. No. 2 -- 2 Year Q (cfs)
15.00 15.00
12.00 — 12.00
I
9.00 9.00
6.00 6.00
3.00 — 3.00
0.00 — \ — 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Hyd No. 2 Time (min)

17
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2023 Monday,09/30/2024
Hyd. No. 3
Pre-Development Combine
Hydrograph type = Combine Peak discharge = 26.08 cfs
Storm frequency = 2 yrs Time to peak = 724 min
Time interval = 2 min Hyd. volume = 91,462 cuft
Inflow hyds. = 1, 2 Contrib. drain. area = 19.800 ac
Pre-Development Combine
Q (cfs) Hyd. No. 3 -- 2 Year Q (cfs)
28.00 28.00
24.00 24.00
20.00 20.00
16.00 16.00
12.00 12.00
8.00 8.00
4.00 4.00
A"."""""""."'""n."--
0.00 — 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Time (min)
— Hyd No. 3 Hyd No. 1 Hyd No. 2

18
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2023 Monday,09/30/2024
Hyd. No. 4
Post-Development Drainage Area 1
Hydrograph type = SCS Runoff Peak discharge = 44.55 cfs
Storm frequency = 2 yrs Time to peak = 716 min
Time interval = 2 min Hyd. volume = 95,442 cuft
Drainage area = 10.950 ac Curve number = 93*
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = User Time of conc. (Tc) = 5.00 min
Total precip. = 3.32 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
*Composite(Area/CN)=[(8.070 x 98)+(2.880 x 80)]/10.950
Post-Development Drainage Area 1
Q (cfs) Hyd. No. 4 -- 2 Year Q (cfs)
50.00 - 50.00
I
40.00 40.00
30.00 30.00
20.00 20.00
10.00 10.00
0.00 - ' 0.00
0 120 240 360 480 600 720 840 960 1080 1200
Hyd No. 4 Time (min)

19
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2023 Monday,09/30/2024
Hyd. No. 5
Pond
Hydrograph type = Reservoir Peak discharge = 5.583 cfs
Storm frequency = 2 yrs Time to peak = 730 min
Time interval = 2 min Hyd. volume = 95,434 cuft
Inflow hyd. No. = 4 - Post-Development DrainagW/lAxeElbvation = 768.79 ft
Reservoir name = Pond Max. Storage = 50,201 cuft
Storage Indication method used.
Pond
Q (cfs) Hyd. No. 5 -- 2 Year Q (cfs)
50.00 - 50.00
40.00 40.00
30.00 30.00
20.00 20.00
10.00 10.00
laL
0.00 - ' 0.00
0 240 480 720 960 1200 1440 1680 1920 2160 2400 2640 2880 3120
Time (min)
Hyd No. 5 Hyd No. 4 TTTTTT II Total storage used = 50,201 cuft

20
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2023 Monday,09/30/2024
Hyd. No. 6
Post-Development Drainage Area 2
Hydrograph type = SCS Runoff Peak discharge = 15.00 cfs
Storm frequency = 2 yrs Time to peak = 722 min
Time interval = 2 min Hyd. volume = 42,661 cuft
Drainage area = 8.850 ac Curve number = 78*
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = User Time of conc. (Tc) = 13.80 min
Total precip. = 3.32 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
*Composite(Area/CN)=[(0.170 x 98)+(1.720 x 80)+(6.960 x 77)]/8.850
Post-Development Drainage Area 2
Q (cfs) Hyd. No. 6 -- 2 Year Q (cfs)
15.00 15.00
I
12.00 — 12.00
9.00 9.00
6.00 6.00
3.00 3.00
0.00 — — 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Hyd No. 6 Time (min)

21
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2023 Monday,09/30/2024
Hyd. No. 7
Post-Development Combine
Hydrograph type = Combine Peak discharge = 20.04 cfs
Storm frequency = 2 yrs Time to peak = 724 min
Time interval = 2 min Hyd. volume = 138,094 cuft
Inflow hyds. = 5, 6 Contrib. drain. area = 8.850 ac
Post-Development Combine
Q (cfs) Hyd. No. 7 -- 2 Year Q (cfs)
21.00 21.00
18.00 18.00
15.00 15.00
12.00 12.00
9.00 9.00
i(
6.00 6.00
3.00 3.00
0.00 — , 0.00
0 240 480 720 960 1200 1440 1680 1920 2160 2400 2640 2880
Time (min)
Hyd No. 7 Hyd No. 5 Hyd No. 6

22
Hydrograph Summary Report Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2023
Hyd. Hydrograph Peak Time Time to Hyd. Inflow Maximum Total Hydrograph
No. type flow interval Peak volume hyd(s) elevation strge used Description
(origin) (cfs) (min) (min) (cuft) (ft) (cuft)
1 SCS Runoff 20.43 2 728 75,823 Pre-Development Drainage Area 1
2 SCS Runoff 21.56 2 722 60,698 Pre-Development Drainage Area 2
3 Combine 39.78 2 724 136,520 1,2 Pre-Development Combine
4 SCS Runoff 57.69 2 716 125,794 Post-Development Drainage Area 1
5 Reservoir 16.08 2 724 125,786 4 769.24 62,454 Pond
6 SCS Runoff 22.47 2 722 63,121 Post-Development Drainage Area 2
7 Combine 38.23 2 724 188,908 5,6 Post-Development Combine
Hoist.gpw Return Period: 5 Year Monday, 09/30/2024

23
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2023 Monday,09/30/2024
Hyd. No. 1
Pre-Development Drainage Area 1
Hydrograph type = SCS Runoff Peak discharge = 20.43 cfs
Storm frequency = 5 yrs Time to peak = 728 min
Time interval = 2 min Hyd. volume = 75,823 cuft
Drainage area = 10.950 ac Curve number = 77
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = TR55 Time of conc. (Tc) = 24.60 min
Total precip. = 4.16 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
Pre-Development Drainage Area 1
Q (cfs) Hyd. No. 1 -- 5 Year Q (cfs)
21.00 21.00
18.00 18.00
15.00 15.00
12.00 12.00
9.00 9.00
6.00 6.00
3.00 3.00
0.00 - 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Hyd No. 1 Time (min)

24
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2023 Monday,09/30/2024
Hyd. No. 2
Pre-Development Drainage Area 2
Hydrograph type = SCS Runoff Peak discharge = 21.56 cfs
Storm frequency = 5 yrs Time to peak = 722 min
Time interval = 2 min Hyd. volume = 60,698 cuft
Drainage area = 8.850 ac Curve number = 77*
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = TR55 Time of conc. (Tc) = 13.80 min
Total precip. = 4.16 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
*Composite(Area/CN)=[(8.850 x 77)]/8.850
Pre-Development Drainage Area 2
Q (cfs) Hyd. No. 2 -- 5 Year Q (cfs)
24.00 24.00
20.00 20.00
16.00 16.00
12.00 12.00
8.00 8.00
4.00 4.00
C•---...... —
0.00 I 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Hyd No. 2 Time (min)

25
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2023 Monday,09/30/2024
Hyd. No. 3
Pre-Development Combine
Hydrograph type = Combine Peak discharge = 39.78 cfs
Storm frequency = 5 yrs Time to peak = 724 min
Time interval = 2 min Hyd. volume = 136,520 cuft
Inflow hyds. = 1, 2 Contrib. drain. area = 19.800 ac
Pre-Development Combine
Q (cfs) Hyd. No. 3 -- 5 Year Q (cfs)
40.00 40.00
30.00 30.00
20.00 - 20.00
A —
10.00 10.00
J -__
0.00 ! _ 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Time (min)
— Hyd No. 3 - Hyd No. 1 Hyd No. 2

26
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2023 Monday,09/30/2024
Hyd. No. 4
Post-Development Drainage Area 1
Hydrograph type = SCS Runoff Peak discharge = 57.69 cfs
Storm frequency = 5 yrs Time to peak = 716 min
Time interval = 2 min Hyd. volume = 125,794 cuft
Drainage area = 10.950 ac Curve number = 93*
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = User Time of conc. (Tc) = 5.00 min
Total precip. = 4.16 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
*Composite(Area/CN)=[(8.070 x 98)+(2.880 x 80)]/10.950
Post-Development Drainage Area 1
Q (cfs) Hyd. No. 4 -- 5 Year Q (cfs)
60.00 60.00
50.00 50.00
40.00 40.00
30.00 30.00
20.00 20.00
10.00 10.00
0.00 - 0.00
0 120 240 360 480 600 720 840 960 1080 1200
Hyd No. 4 Time (min)

27
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2023 Monday,09/30/2024
Hyd. No. 5
Pond
Hydrograph type = Reservoir Peak discharge = 16.08 cfs
Storm frequency = 5 yrs Time to peak = 724 min
Time interval = 2 min Hyd. volume = 125,786 cuft
Inflow hyd. No. = 4 - Post-Development Drainage/IAxeErbvation = 769.24 ft
Reservoir name = Pond Max. Storage = 62,454 cuft
Storage Indication method used.
Pond
Q (cfs) Hyd. No. 5-- 5 Year Q (cfs)
60.00 60.00
50.00 50.00
40.00 40.00
30.00 30.00
20.00 I :::
10.00
i I— — —
0.00 0.00
0 240 480 720 960 1200 1440 1680 1920 2160 2400 2640 2880
Time (min)
Hyd No. 5 Hyd No. 4 111111111 Total storage used = 62,454 cuft

28
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2023 Monday,09/30/2024
Hyd. No. 6
Post-Development Drainage Area 2
Hydrograph type = SCS Runoff Peak discharge = 22.47 cfs
Storm frequency = 5 yrs Time to peak = 722 min
Time interval = 2 min Hyd. volume = 63,121 cuft
Drainage area = 8.850 ac Curve number = 78*
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = User Time of conc. (Tc) = 13.80 min
Total precip. = 4.16 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
*Composite(Area/CN)=[(0.170 x 98)+(1.720 x 80)+(6.960 x 77)]/8.850
Post-Development Drainage Area 2
Q (cfs) Hyd. No. 6 -- 5 Year Q (cfs)
24.00 24.00
20.00 20.00
16.00 16.00
12.00 12.00
8.00 8.00
4.00 4.00
0.00 - 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Hyd No. 6 Time (min)

29
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2023 Monday,09/30/2024
Hyd. No. 7
Post-Development Combine
Hydrograph type = Combine Peak discharge = 38.23 cfs
Storm frequency = 5 yrs Time to peak = 724 min
Time interval = 2 min Hyd. volume = 188,908 cuft
Inflow hyds. = 5, 6 Contrib. drain. area = 8.850 ac
Post-Development Combine
Q (cfs) Hyd. No. 7 -- 5 Year Q (cfs)
40.00 40.00
30.00 30.00
20.00 - 20.00
10.00 I 10.00
0.00 L 0.00
0 240 480 720 960 1200 1440 1680 1920 2160 2400
Time (min)
— Hyd No. 7 - Hyd No. 5 Hyd No. 6

30
Hydrograph Summary Report Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2023
Hyd. Hydrograph Peak Time Time to Hyd. Inflow Maximum Total Hydrograph
No. type flow interval Peak volume hyd(s) elevation strge used Description
(origin) (cfs) (min) (min) (cuft) (ft) (cuft)
1 SCS Runoff 26.36 2 728 97,092 Pre-Development Drainage Area 1
2 SCS Runoff 27.72 2 722 77,724 Pre-Development Drainage Area 2
3 Combine 51.28 2 724 174,816 1,2 Pre-Development Combine
4 SCS Runoff 68.10 2 716 150,215 Post-Development Drainage Area 1
5 Reservoir 25.02 2 722 150,207 4 769.54 71,270 Pond
6 SCS Runoff 28.70 2 722 80,436 Post-Development Drainage Area 2
7 Combine 53.72 2 722 230,642 5,6 Post-Development Combine
Hoist.gpw Return Period: 10 Year Monday, 09/30/2024

31
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2023 Monday,09/30/2024
Hyd. No. 1
Pre-Development Drainage Area 1
Hydrograph type = SCS Runoff Peak discharge = 26.36 cfs
Storm frequency = 10 yrs Time to peak = 728 min
Time interval = 2 min Hyd. volume = 97,092 cuft
Drainage area = 10.950 ac Curve number = 77
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = TR55 Time of conc. (Tc) = 24.60 min
Total precip. = 4.83 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
Pre-Development Drainage Area 1
Q (cfs) Hyd. No. 1 -- 10 Year Q (cfs)
28.00 28.00
24.00 24.00
20.00 20.00
16.00 16.00
12.00 12.00
8.00 8.00
4.00 4.00
0.00 - 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Time (min)
— Hyd No. 1

32
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2023 Monday,09/30/2024
Hyd. No. 2
Pre-Development Drainage Area 2
Hydrograph type = SCS Runoff Peak discharge = 27.72 cfs
Storm frequency = 10 yrs Time to peak = 722 min
Time interval = 2 min Hyd. volume = 77,724 cuft
Drainage area = 8.850 ac Curve number = 77*
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = TR55 Time of conc. (Tc) = 13.80 min
Total precip. = 4.83 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
*Composite(Area/CN)=[(8.850 x 77)]/8.850
Pre-Development Drainage Area 2
Q (cfs) Hyd. No. 2 -- 10 Year Q (cfs)
28.00 28.00
24.00 I 24.00
20.00 20.00
t
16.00 16.00
12.00 12.00
8.00 8.00
4.00 4.00
0.00 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Hyd No. 2 Time (min)

33
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2023 Monday,09/30/2024
Hyd. No. 3
Pre-Development Combine
Hydrograph type = Combine Peak discharge = 51.28 cfs
Storm frequency = 10 yrs Time to peak = 724 min
Time interval = 2 min Hyd. volume = 174,816 cuft
Inflow hyds. = 1, 2 Contrib. drain. area = 19.800 ac
Pre-Development Combine
Q (cfs) Hyd. No. 3 -- 10 Year Q (cfs)
60.00 60.00
50.00 50.00
40.00 40.00
30.00 I 30.00
20.00 20.00
10.00 10.00
s itilLtip ......,_
0.00 - 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Time (min)
Hyd No. 3 Hyd No. 1 Hyd No. 2

34
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2023 Monday,09/30/2024
Hyd. No. 4
Post-Development Drainage Area 1
Hydrograph type = SCS Runoff Peak discharge = 68.10 cfs
Storm frequency = 10 yrs Time to peak = 716 min
Time interval = 2 min Hyd. volume = 150,215 cuft
Drainage area = 10.950 ac Curve number = 93*
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = User Time of conc. (Tc) = 5.00 min
Total precip. = 4.83 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
*Composite(Area/CN)=[(8.070 x 98)+(2.880 x 80)]/10.950
Post-Development Drainage Area 1
Q (cfs) Hyd. No. 4 -- 10 Year Q (cfs)
70.00 70.00
60.00 60.00
50.00 50.00
40.00 40.00
30.00 30.00
20.00 I 20.00
—
—
10.00 10.00
0.00 - 0.00
0 120 240 360 480 600 720 840 960 1080 1200
Hyd No. 4 Time (min)

35
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2023 Monday,09/30/2024
Hyd. No. 5
Pond
Hydrograph type = Reservoir Peak discharge = 25.02 cfs
Storm frequency = 10 yrs Time to peak = 722 min
Time interval = 2 min Hyd. volume = 150,207 cuft
Inflow hyd. No. = 4 - Post-Development Drainage/IAxeErbvation = 769.54 ft
Reservoir name = Pond Max. Storage = 71,270 cuft
Storage Indication method used.
Pond
Q (cfs) Hyd. No. 5-- 10 Year Q (cfs)
70.00 70.00
60.00 60.00
50.00 50.00
40.00 40.00
30.00 30.00
20.00 20.00
i
10.00 i 10.00
11` — —
0.00 0.00
0 240 480 720 960 1200 1440 1680 1920 2160 2400 2640 2880
Time (min)
Hyd No. 5 Hyd No. 4 111111111 Total storage used = 71,270 cuft

36
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2023 Monday,09/30/2024
Hyd. No. 6
Post-Development Drainage Area 2
Hydrograph type = SCS Runoff Peak discharge = 28.70 cfs
Storm frequency = 10 yrs Time to peak = 722 min
Time interval = 2 min Hyd. volume = 80,436 cuft
Drainage area = 8.850 ac Curve number = 78*
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = User Time of conc. (Tc) = 13.80 min
Total precip. = 4.83 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
*Composite(Area/CN)=[(0.170 x 98)+(1.720 x 80)+(6.960 x 77)]/8.850
Post-Development Drainage Area 2
Q (cfs) Hyd. No. 6 -- 10 Year Q (cfs)
30.00 30.00
25.00 25.00
20.00 20.00
15.00 15.00
10.00 10.00
5.00 5.00
0.00 - ' 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Hyd No. 6 Time (min)

37
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2023 Monday,09/30/2024
Hyd. No. 7
Post-Development Combine
Hydrograph type = Combine Peak discharge = 53.72 cfs
Storm frequency = 10 yrs Time to peak = 722 min
Time interval = 2 min Hyd. volume = 230,642 cuft
Inflow hyds. = 5, 6 Contrib. drain. area = 8.850 ac
Post-Development Combine
Q (cfs) Hyd. No. 7 -- 10 Year Q (cfs)
60.00 60.00
50.00 50.00
40.00 40.00
30.00 30.00
20.00 20.00
10.00 10.00
0.00 — 0.00
0 240 480 720 960 1200 1440 1680 1920
Time (min)
Hyd No. 7 Hyd No. 5 Hyd No. 6

38
Hydrograph Summary Report Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2023
Hyd. Hydrograph Peak Time Time to Hyd. Inflow Maximum Total Hydrograph
No. type flow interval Peak volume hyd(s) elevation strge used Description
(origin) (cfs) (min) (min) (cuft) (ft) (cuft)
1 SCS Runoff 34.59 2 728 126,946 Pre-Development Drainage Area 1
2 SCS Runoff 36.24 2 722 101,623 Pre-Development Drainage Area 2
3 Combine 67.25 2 724 228,570 1,2 Pre-Development Combine
4 SCS Runoff 82.00 2 716 183,200 Post-Development Drainage Area 1
5 Reservoir 37.88 2 722 183,192 4 769.91 82,222 Pond
6 SCS Runoff 37.29 2 722 104,663 Post-Development Drainage Area 2
7 Combine 75.17 2 722 287,855 5,6 Post-Development Combine
Hoist.gpw Return Period: 25 Year Monday, 09/30/2024

39
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2023 Monday,09/30/2024
Hyd. No. 1
Pre-Development Drainage Area 1
Hydrograph type = SCS Runoff Peak discharge = 34.59 cfs
Storm frequency = 25 yrs Time to peak = 728 min
Time interval = 2 min Hyd. volume = 126,946 cuft
Drainage area = 10.950 ac Curve number = 77
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = TR55 Time of conc. (Tc) = 24.60 min
Total precip. = 5.73 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
Pre-Development Drainage Area 1
Q (cfs) Hyd. No. 1 -- 25 Year Q (cfs)
35.00 - 35.00
4
30.00 30.00
25.00 25.00
20.00 20.00
15.00 15.00
10.00 10.00
5.00 5.00
J ------_____
0.00 - - 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Hyd No. 1 Time (min)

40
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2023 Monday,09/30/2024
Hyd. No. 2
Pre-Development Drainage Area 2
Hydrograph type = SCS Runoff Peak discharge = 36.24 cfs
Storm frequency = 25 yrs Time to peak = 722 min
Time interval = 2 min Hyd. volume = 101,623 cuft
Drainage area = 8.850 ac Curve number = 77*
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = TR55 Time of conc. (Tc) = 13.80 min
Total precip. = 5.73 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
*Composite(Area/CN)=[(8.850 x 77)]/8.850
Pre-Development Drainage Area 2
Q (cfs) Hyd. No. 2 -- 25 Year Q (cfs)
40.00 40.00
I
30.00 30.00
20.00 - 20.00
10.00 10.00
0.00 _ 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Time (min)
— Hyd No. 2

41
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2023 Monday,09/30/2024
Hyd. No. 3
Pre-Development Combine
Hydrograph type = Combine Peak discharge = 67.25 cfs
Storm frequency = 25 yrs Time to peak = 724 min
Time interval = 2 min Hyd. volume = 228,570 cuft
Inflow hyds. = 1, 2 Contrib. drain. area = 19.800 ac
Pre-Development Combine
Q (cfs) Hyd. No. 3 -- 25 Year Q (cfs)
70.00 70.00
i
60.00 60.00
50.00 50.00
40.00 40.00
30.00 30.00
20.00 20.00
10.00 10.00
) L...____
0.00 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Time (min)
Hyd No. 3 Hyd No. 1 Hyd No. 2

42
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2023 Monday,09/30/2024
Hyd. No. 4
Post-Development Drainage Area 1
Hydrograph type = SCS Runoff Peak discharge = 82.00 cfs
Storm frequency = 25 yrs Time to peak = 716 min
Time interval = 2 min Hyd. volume = 183,200 cuft
Drainage area = 10.950 ac Curve number = 93*
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = User Time of conc. (Tc) = 5.00 min
Total precip. = 5.73 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
*Composite(Area/CN)=[(8.070 x 98)+(2.880 x 80)]/10.950
Post-Development Drainage Area 1
Q (cfs) Hyd. No. 4 -- 25 Year Q (cfs)
90.00 90.00
—
80.00 - 80.00
70.00 70.00
60.00 - 60.00
50.00 50.00
40.00 40.00
30.00 30.00
20.00 20.00
10.00 10.00
0.00 - "1"...°°/* — ' 0.00
0 120 240 360 480 600 720 840 960 1080 1200
Hyd No. 4 Time (min)

43
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2023 Monday,09/30/2024
Hyd. No. 5
Pond
Hydrograph type = Reservoir Peak discharge = 37.88 cfs
Storm frequency = 25 yrs Time to peak = 722 min
Time interval = 2 min Hyd. volume = 183,192 cuft
Inflow hyd. No. = 4 - Post-Development Drainage/IAxeErbvation = 769.91 ft
Reservoir name = Pond Max. Storage = 82,222 cuft
Storage Indication method used.
Pond
Q (cfs) Hyd. No. 5-- 25 Year Q (cfs)
90.00 90.00
80.00 80.00
70.00 70.00
60.00 60.00
50.00 50.00
40.00 40.00
30.00 30.00
20.00 20.00
■
10.00 10.00
0.00 — 0.00
0 240 480 720 960 1200 1440 1680 1920 2160 2400 2640
Time (min)
Hyd No. 5 Hyd No. 4 111111111 Total storage used = 82,222 cuft

44
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2023 Monday,09/30/2024
Hyd. No. 6
Post-Development Drainage Area 2
Hydrograph type = SCS Runoff Peak discharge = 37.29 cfs
Storm frequency = 25 yrs Time to peak = 722 min
Time interval = 2 min Hyd. volume = 104,663 cuft
Drainage area = 8.850 ac Curve number = 78*
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = User Time of conc. (Tc) = 13.80 min
Total precip. = 5.73 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
Composite(Area/CN)=[(0.170 x 98)+(1.720 x 80)+(6.960 x 77)]/8.850
Post-Development Drainage Area 2
Q (cfs) Hyd. No. 6 -- 25 Year Q (cfs)
40.00 40.00
30.00 30.00
T
20.00 - 20.00
10.00 10.00
0.00 _ 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Time (min)
— Hyd No. 6

45
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2023 Monday,09/30/2024
Hyd. No. 7
Post-Development Combine
Hydrograph type = Combine Peak discharge = 75.17 cfs
Storm frequency = 25 yrs Time to peak = 722 min
Time interval = 2 min Hyd. volume = 287,855 cuft
Inflow hyds. = 5, 6 Contrib. drain. area = 8.850 ac
Post-Development Combine
Q (cfs) Hyd. No. 7 -- 25 Year Q (cfs)
80.00 80.00
70.00 70.00
60.00 60.00
J *--.m-"-------"--- I
50.00 50.00
40.00 40.00
30.00 30.00
20.00 20.00
10.00 10.00
0.00 - 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Time (min)
Hyd No. 7 Hyd No. 5 Hyd No. 6

46
Hydrograph Summary Report Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2023
Hyd. Hydrograph Peak Time Time to Hyd. Inflow Maximum Total Hydrograph
No. type flow interval Peak volume hyd(s) elevation strge used Description
(origin) (cfs) (min) (min) (cuft) (ft) (cuft)
1 SCS Runoff 41.23 2 728 151,270 Pre-Development Drainage Area 1
2 SCS Runoff 43.09 2 722 121,095 Pre-Development Drainage Area 2
3 Combine 80.10 2 724 272,364 1,2 Pre-Development Combine
4 SCS Runoff 92.91 2 716 209,321 Post-Development Drainage Area 1
5 Reservoir 48.77 2 722 209,314 4 770.14 89,585 Pond
6 SCS Runoff 44.18 2 722 124,355 Post-Development Drainage Area 2
7 Combine 92.95 2 722 333,668 5,6 Post-Development Combine
Hoist.gpw Return Period: 50 Year Monday, 09/30/2024

47
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2023 Monday,09/30/2024
Hyd. No. 1
Pre-Development Drainage Area 1
Hydrograph type = SCS Runoff Peak discharge = 41 .23 cfs
Storm frequency = 50 yrs Time to peak = 728 min
Time interval = 2 min Hyd. volume = 151,270 cuft
Drainage area = 10.950 ac Curve number = 77
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = TR55 Time of conc. (Tc) = 24.60 min
Total precip. = 6.44 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
Pre-Development Drainage Area 1
Q (cfs) Hyd. No. 1 -- 50 Year Q (cfs)
50.00 50.00
40.00 1 40.00
30.00 30.00
20.00 20.00
10.00 10.00
0.00 — _ _ ' r%.---- 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Time (min)
— Hyd No. 1

48
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2023 Monday,09/30/2024
Hyd. No. 2
Pre-Development Drainage Area 2
Hydrograph type = SCS Runoff Peak discharge = 43.09 cfs
Storm frequency = 50 yrs Time to peak = 722 min
Time interval = 2 min Hyd. volume = 121,095 cuft
Drainage area = 8.850 ac Curve number = 77*
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = TR55 Time of conc. (Tc) = 13.80 min
Total precip. = 6.44 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
*Composite(Area/CN)=[(8.850 x 77)]/8.850
Pre-Development Drainage Area 2
Q (cfs) Hyd. No. 2 -- 50 Year Q (cfs)
50.00 50.00
40.00 I 40.00
30.00 30.00
20.00 20.00
10.00 10.00
0.00 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Hyd No. 2 Time (min)

49
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2023 Monday,09/30/2024
Hyd. No. 3
Pre-Development Combine
Hydrograph type = Combine Peak discharge = 80.10 cfs
Storm frequency = 50 yrs Time to peak = 724 min
Time interval = 2 min Hyd. volume = 272,364 cuft
Inflow hyds. = 1, 2 Contrib. drain. area = 19.800 ac
Pre-Development Combine
Q (cfs) Hyd. No. 3 -- 50 Year Q (cfs)
90.00 90.00
80.00 — 80.00
70.00 70.00
60.00 60.00
50.00 50.00
40.00 40.00
30.00 30.00
20.00 20.00
10.00 10.00
0.00 _ - 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Time (min)
Hyd No. 3 Hyd No. 1 Hyd No. 2

50
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2023 Monday,09/30/2024
Hyd. No. 4
Post-Development Drainage Area 1
Hydrograph type = SCS Runoff Peak discharge = 92.91 cfs
Storm frequency = 50 yrs Time to peak = 716 min
Time interval = 2 min Hyd. volume = 209,321 cuft
Drainage area = 10.950 ac Curve number = 93*
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = User Time of conc. (Tc) = 5.00 min
Total precip. = 6.44 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
Composite(Area/CN)=[(8.070 x 98)+(2.880 x 80)]/10.950
Post-Development Drainage Area 1
Q (cfs) Hyd. No. 4 -- 50 Year Q (cfs)
100.00 1 - 100.00
90.00 90.00
80.00 80.00
70.00 70.00
60.00 60.00
50.00 50.00
40.00 40.00
30.00 30.00
I
20.00 20.00
10.00 10.00
0.00 - 0.00
0 120 240 360 480 600 720 840 960 1080 1200
Hyd No. 4 Time (min)

51
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2023 Monday,09/30/2024
Hyd. No. 5
Pond
Hydrograph type = Reservoir Peak discharge = 48.77 cfs
Storm frequency = 50 yrs Time to peak = 722 min
Time interval = 2 min Hyd. volume = 209,314 cuft
Inflow hyd. No. = 4 - Post-Development Drainage/IAxeErbvation = 770.14 ft
Reservoir name = Pond Max. Storage = 89,585 cuft
Storage Indication method used.
Pond
Q (cfs) Hyd. No. 5-- 50 Year Q (cfs)
100.00 - 100.00
90.00 90.00
80.00 80.00
70.00 70.00
60.00 60.00
50.00 50.00
40.00 40.00
30.00 30.00
1
20.00 20.00
i
10.00 10.00
\0.00 .---.., '- 0.00
0 240 480 720 960 1200 1440 1680 1920 2160
Time (min)
Hyd No. 5 Hyd No. 4 111111111 Total storage used = 89,585 cuft

52
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2023 Monday,09/30/2024
Hyd. No. 6
Post-Development Drainage Area 2
Hydrograph type = SCS Runoff Peak discharge = 44.18 cfs
Storm frequency = 50 yrs Time to peak = 722 min
Time interval = 2 min Hyd. volume = 124,355 cuft
Drainage area = 8.850 ac Curve number = 78*
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = User Time of conc. (Tc) = 13.80 min
Total precip. = 6.44 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
*Composite(Area/CN)=[(0.170 x 98)+(1.720 x 80)+(6.960 x 77)]/8.850
Post-Development Drainage Area 2
Q (cfs) Hyd. No. 6 -- 50 Year Q (cfs)
50.00 50.00
40.00 40.00
30.00 30.00
20.00 20.00
10.00 10.00
0.00 - 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Hyd No. 6 Time (min)

53
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2023 Monday,09/30/2024
Hyd. No. 7
Post-Development Combine
Hydrograph type = Combine Peak discharge = 92.95 cfs
Storm frequency = 50 yrs Time to peak = 722 min
Time interval = 2 min Hyd. volume = 333,668 cuft
Inflow hyds. = 5, 6 Contrib. drain. area = 8.850 ac
Post-Development Combine
Q (cfs) Hyd. No. 7 -- 50 Year Q (cfs)
100.00 - 100.00
90.00I 90.00
80.00 80.00
70.00 70.00
60.00 60.00
50.00 50.00
40.00 40.00
30.00 30.00
20.00 20.00
10.00 10.00
-117L"""""- 111111"1"...". .C=.1'
0.00 - 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Time (min)
Hyd No. 7 Hyd No. 5 Hyd No. 6

54
Hydrograph Summary Report Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2023
Hyd. Hydrograph Peak Time Time to Hyd. Inflow Maximum Total Hydrograph
No. type flow interval Peak volume hyd(s) elevation strge used Description
(origin) (cfs) (min) (min) (cuft) (ft) (cuft)
1 SCS Runoff 48.12 2 728 176,813 Pre-Development Drainage Area 1
2 SCS Runoff 50.21 2 722 141,543 Pre-Development Drainage Area 2
3 Combine 93.47 2 724 318,356 1,2 Pre-Development Combine
4 SCS Runoff 104.08 2 716 236,243 Post-Development Drainage Area 1
5 Reservoir 60.88 2 722 236,234 4 770.33 95,706 Pond
6 SCS Runoff 51.33 2 722 145,001 Post-Development Drainage Area 2
7 Combine 112.21 2 722 381,236 5,6 Post-Development Combine
Hoist.gpw Return Period: 100 Year Monday, 09/30/2024

55
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2023 Monday,09/30/2024
Hyd. No. 1
Pre-Development Drainage Area 1
Hydrograph type = SCS Runoff Peak discharge = 48.12 cfs
Storm frequency = 100 yrs Time to peak = 728 min
Time interval = 2 min Hyd. volume = 176,813 cuft
Drainage area = 10.950 ac Curve number = 77
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = TR55 Time of conc. (Tc) = 24.60 min
Total precip. = 7.17 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
Pre-Development Drainage Area 1
Q (cfs) Hyd. No. 1 -- 100 Year Q (cfs)
50.00 50.00
I
40.00 40.00
30.00 — 30.00
20.00 20.00
10.00 10.00
.9 4 ......
0.00 — _ _ - 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Time (min)
— Hyd No. 1

56
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2023 Monday,09/30/2024
Hyd. No. 2
Pre-Development Drainage Area 2
Hydrograph type = SCS Runoff Peak discharge = 50.21 cfs
Storm frequency = 100 yrs Time to peak = 722 min
Time interval = 2 min Hyd. volume = 141,543 cuft
Drainage area = 8.850 ac Curve number = 77*
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = TR55 Time of conc. (Tc) = 13.80 min
Total precip. = 7.17 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
*Composite(Area/CN)=[(8.850 x 77)]/8.850
Pre-Development Drainage Area 2
Q (cfs) Hyd. No. 2 -- 100 Year Q (cfs)
60.00 60.00
50.00 50.00
40.00 40.00
30.00 30.00
20.00 20.00
10.00 10.00
0.00 - 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Hyd No. 2 Time (min)

57
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2023 Monday,09/30/2024
Hyd. No. 3
Pre-Development Combine
Hydrograph type = Combine Peak discharge = 93.47 cfs
Storm frequency = 100 yrs Time to peak = 724 min
Time interval = 2 min Hyd. volume = 318,356 cuft
Inflow hyds. = 1, 2 Contrib. drain. area = 19.800 ac
Pre-Development Combine
Q (cfs) Hyd. No. 3 -- 100 Year Q (cfs)
100.00 - 100.00
90.00 90.00
80.00 80.00
70.00 70.00
60.00 60.00
50.00 50.00
40.00 40.00
30.00 30.00
20.00 20.00
10.00 10.00
0.00 - 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Time (min)
Hyd No. 3 Hyd No. 1 Hyd No. 2

58
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2023 Monday,09/30/2024
Hyd. No. 4
Post-Development Drainage Area 1
Hydrograph type = SCS Runoff Peak discharge = 104.08 cfs
Storm frequency = 100 yrs Time to peak = 716 min
Time interval = 2 min Hyd. volume = 236,243 cuft
Drainage area = 10.950 ac Curve number = 93*
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = User Time of conc. (Tc) = 5.00 min
Total precip. = 7.17 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
*Composite(Area/CN)=[(8.070 x 98)+(2.880 x 80)]/10.950
Post-Development Drainage Area 1
Q (cfs) Hyd. No. 4 -- 100 Year Q (cfs)
120.00 120.00
100.00 100.00
80.00 80.00
60.00 60.00
40.00 40.00
20.00 20.00
0.00 ' 0.00
0 120 240 360 480 600 720 840 960 1080 1200
Hyd No. 4 Time (min)

59
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2023 Monday,09/30/2024
Hyd. No. 5
Pond
Hydrograph type = Reservoir Peak discharge = 60.88 cfs
Storm frequency = 100 yrs Time to peak = 722 min
Time interval = 2 min Hyd. volume = 236,234 cuft
Inflow hyd. No. = 4 - Post-Development DrainagW/lAxeElbvation = 770.33 ft
Reservoir name = Pond Max. Storage = 95,706 cuft
Storage Indication method used.
Pond
Q (cfs) Hyd. No. 5 -- 100 Year Q (cfs)
120.00 - 120.00
100.00 100.00
80.00 80.00
60.00 60.00
11lld21P
40.00 40.00
20.00 20.00
0.00 �' - - s -� - 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 1680
Time (min)
— Hyd No. 5 Hyd No. 4 TTTTTT II Total storage used = 95,706 cuft

60
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2023 Monday,09/30/2024
Hyd. No. 6
Post-Development Drainage Area 2
Hydrograph type = SCS Runoff Peak discharge = 51.33 cfs
Storm frequency = 100 yrs Time to peak = 722 min
Time interval = 2 min Hyd. volume = 145,001 cuft
Drainage area = 8.850 ac Curve number = 78*
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = User Time of conc. (Tc) = 13.80 min
Total precip. = 7.17 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
*Composite(Area/CN)=[(0.170 x 98)+(1.720 x 80)+(6.960 x 77)]/8.850
Post-Development Drainage Area 2
Q (cfs) Hyd. No. 6 -- 100 Year Q (cfs)
60.00 60.00
50.00 50.00
40.00 40.00
30.00 30.00
20.00 20.00
10.00 10.00
0.00 - 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Hyd No. 6 Time (min)

61
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2023 Monday,09/30/2024
Hyd. No. 7
Post-Development Combine
Hydrograph type = Combine Peak discharge = 112.21 cfs
Storm frequency = 100 yrs Time to peak = 722 min
Time interval = 2 min Hyd. volume = 381,236 cuft
Inflow hyds. = 5, 6 Contrib. drain. area = 8.850 ac
Post-Development Combine
Q (cfs) Hyd. No. 7 -- 100 Year Q (cfs)
120.00 120.00
100.00 100.00
80.00 80.00
60.00 60.00
40.00 40.00
20.00 20.00
0.00 - 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Time (min)
Hyd No. 7 Hyd No. 5 Hyd No. 6

62
Hydraflow Rainfall Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2023 Monday,09/30/2024
Return Intensity-Duration-Frequency Equation Coefficients(FHA)
Period
(Yrs) B D E (N/A)
1 0.0000 0.0000 0.0000
2 69.8703 13.1000 0.8658
3 0.0000 0.0000 0.0000
5 79.2597 14.6000 0.8369
10 88.2351 15.5000 0.8279
25 102.6072 16.5000 0.8217
50 114.8193 17.2000 0.8199
100 127.1596 17.8000 0.8186
File name:SampleFHA.idf
Intensity= B/(Tc+ D)^E
Return Intensity Values(in/hr)
Period
(Yrs) 5 min 10 15 20 25 30 35 40 45 50 55 60
1 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
2 5.69 4.61 3.89 3.38 2.99 2.69 2.44 2.24 2.07 1.93 1.81 1.70
3 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
5 6.57 5.43 4.65 4.08 3.65 3.30 3.02 2.79 2.59 2.42 2.27 2.15
10 7.24 6.04 5.21 4.59 4.12 3.74 3.43 3.17 2.95 2.77 2.60 2.46
25 8.25 6.95 6.03 5.34 4.80 4.38 4.02 3.73 3.48 3.26 3.07 2.91
50 9.04 7.65 6.66 5.92 5.34 4.87 4.49 4.16 3.88 3.65 3.44 3.25
100 9.83 8.36 7.30 6.50 5.87 5.36 4.94 4.59 4.29 4.03 3.80 3.60
Tc=time in minutes.Values may exceed 60.
file name:T:\2024\Facilities\24003220.001A Beacon Partner Project Hoist\CIVIL\Computations\SWM\Salisbury NC.pcp
Rainfall Precipitation Table (in)
Storm
Distribution 1-yr 2-yr 3-yr 5-yr 10-yr 25-yr 50-yr 100-yr
SCS 24-hour 2.75 3.32 0.00 4.16 4.83 5.73 6.44 7.17
SCS 6-Hr 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
Huff-1st 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
Huff-2nd 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
Huff-3rd 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
Huff-4th 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
Huff-Indy 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
Custom 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00

/
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Sewer Ease. o
DR 628, PG. 211 - -4'
I
I`Wv�•o `v 1 / jOniter��ti 1
inlet Drainage Area Map
(KIEINFELDER
0 100' 200' 300' \\\`� Bright People.NCLICENSE
Right#F-135
3 So2lutions.
a
9009 PERIMETER WOODS DRIVE,SUITE E
SCALE: 1" = 100' SCALE IN FEETPHONE 7 -598-1049
CHARLOTTE,NC 28278
Project Hoist
Job No. 2400322.001A Scale: 1"=100' Date: 09/24/2024 Drawn By: RDT WWW KLEINFELDER.COM

Drainage Impervious Lawn/Grass Woods Runoff Calculated
Structure Area (AC) Area(AC) (AC) (AC) Coefficient Flow Rate
(CFS)
A-28 v.3i 0.22 0.09 0.00 0.76 1.51
A-27 0.04 0.03 0.01 0.00 0.79 0.20
A-13 0.06 0.04 0.02 0.00 0.73 0.28
A-14 0.06 0.04 0.02 0.00 0.73 0.28
A-11 0.32 0.30 0.02 0.00 0.91 1.86
A-10 0.62 0.56 0.06 0.00 0.89 3.52
A-9 0.38 0.34 0.04 0.00 0.88 2.14
A-8 0.42 0.33 0.09 0.00 0.81 2.18
A-7 0.07 0.04 0.03 0.00 0.67 0.30
A-30 0.55 0.46 0.09 0.00 0.84 2.97
A15 0.09 0.05 0.04 0.00 0.66 0.38
A-12 0.09 0.05 0.04 0.00 0.66 0.38
A-6 0.41 0.27 0.14 0.00 0.73 1.91
A-5 0.40 0.29 0.11 0.00 0.77 1.97
A-4 0.20 0.15 0.05 0.00 0.79 1.01
A-29 0.00 0.00 0.00 0.00 #DIV/0! #DIV/0!
0.00 0.00 0.00 0.00 #DIV/0! #DIV/0!
A-23 1.97 1.62 0.35 0.00 0.83 10.52
A-22 0.89 0.86 0.03 0.00 0.93 5.29
A-21 1.31 1.29 0.02 0.00 0.94 7.88
A-20 1.08 0.99 0.09 0.00 0.90 6.19
A-19 0.12 0.09 0.03 0.00 0.79 0.60
A-18 0.07 0.05 0.02 0.00 0.76 0.34
A-17 0.00 0.00 0.00 0.00 #DIV/0! #DIV/0!
Runoff Coefficients:
Impervious = 0.95
Lawn/Grass= 0.30
Woods= 0.15
Intensity (10yr/5min) 6.40 in/hr Reference: NOAA Atlas 14,Volume 2,Version 3

PIPE NETWORK STORM DRAINAGE SYSTEM
Pipe Characteristics Rational Method Calculation Q=CiA Design Outcomes
Rainfall Headwater Inlet Manning's Inlet Control Pipe Size
Upstream Rim Length Diameter Drainage Runoff Cumulative Pipe Roughness HDS-5 Inlet Controlling
No. FROM STR TO STR Inv.Up Inv.Dn Intensity Q10(CFS) Sources of Flow Concatenation Pipe Slope Available Inlet Constant(c) Constant Capacity Capacity Adequacy
Elevation (FT) (IN) Area(AC) Coef.(C) (IN/HR) Q10(CFS) Material Coef.(n) (FT) Ref.No. (y) (CFS) (CFS) Comment Factor
1 A-28 A-27 771.26 25 768.13 768.01 18 0.31 0.76 6.4,. ....,, 1 RCP18 RCP 0.48% 3.13 1 0.0398 0.67 7.28 . ., manning's
2 A-27 A-14 771.27 78 768.01 767.62 18 0.04 0.79 6.40 0.20 1,2 RCP18 RCP 0.50% 3.26 1 0.0398 0.67 7.43 13.3 Manning's
3 A-13 A-14 773.67 18 770.00 768.62 15 0.06 0.73 6.40 0.28 3 RCP15 RCP 7.67% 3.67 1 0.0398 0.67 17.89 10.4 Inlet
4 A-14 A-29 773.70 122 767.63 767.00 18 0.06 0.73 6.40 0.28 2,3,4 RCP18 RCP 0.52% 6.07 1 0.0398 0.67 7.55 19.9 Manning's
5 A-11 A-10 785.28 53 780.00 778.93 15 0.32 0.91 6.40 1.86 5 RCP15 RCP 2.02% 5.28 1 0.0398 0.67 9.18 13.0 Manning's
6 A-10 A-9 785.28 139 778.68 775.90 18 0.62 0.89 6.40 3.52 5,6 RCP18 RCP 2.00% 6.60 1 0.0398 0.67 14.86 21.0 Manning's
7 A-9 A-8 783.59 180 775.90 774.10 18 0.38 0.88 6.40 2.14 6,7 RCP18 RCP 1.00% 7.69 1 0.0398 0.67 10.50 22.9 Manning's
8 A-8 A-7 783.59 169 774.00 772.31 18 0.42 0.81 6.40 2.18 7,8 RCP18 RCP 1.00% 9.59 1 0.0398 0.67 10.50 26.0 Manning's
9 A-7 A-6 782.79 230 771.82 769.52 24 0.07 0.67 6.40 0.30 8,9 RCP24 RCP 1.00% 10.97 1 0.0398 0.67 22.62 48.9 Manning's
10 A-30 A-12 776.50 52 772.00 770.97 12 0.55 0.84 6.40 2.97 10 RCP12 RCP 1.98% 4.50 1 0.0398 0.67 5.01 7.7 Manning's
11 A15 A-12 775.98 78 770.84 770.45 18 0.09 0.66 6.40 0.38 11 RCP18 RCP 0.50% 5.14 1 0.0398 0.67 7.43 18.0 Manning's
12 A-12 A-6 776.24 73 770.36 769.99 18 0.09 0.66 6.40 0.38 10,11,12 RCP18 RCP 0.51% 5.88 1 0.0398 0.67 7.48 19.6 Manning's
13 A-6 A-5 777.71 33 769.52 769.19 24 0.41 0.73 6.40 1.91 9,12,13 RCP24 RCP 1.00% 8.19 1 0.0398 0.67 22.62 41.2 Manning's
14 A-5 A-4 779.06 27 769.09 768.82 24 0.40 0.77 6.40 1.97 13,14 RCP24 RCP 1.00% 9.97 1 0.0398 0.67 22.62 46.3 Manning's
15 A-4 A-29 779.06 37 768.32 736.10 30 0.20 0.79 6.40 1.01 14,15 RCP30 RCP 87.08% 10.74 1 0.0398 0.67 382.76 78.4 Inlet
16 A-29 A-30 775.00 19 767.58 767.50 36 0.00 #DIV/01 6.40 #DIV/0! 4,15 RCP36 RCP 0.42% 7.42 1 0.0398 0.67 43.28 82.5 Manning's
17
18 A-23 A-22 780.85 71.00 775.60 774.89 24 1.97 I 0.83 6.40 10.52 18 RCP24 RCP 1.00% 5.25 1 0.0398 0.67 22.62 31.2 Manning's
19 A-22 A-21 779.60 71.00 774.79 774.08 24 0.89 0.93 6.40 5.29 18,19 RCP24 RCP 1.00% 4.81 1 0.0398 0.67 22.62 29.4 Manning's
20 A-21 A-20 779.60 142.00 774.08 772.46 24 1.31 0.94 6.40 7.88 19,20 RCP24 RCP 1.14% 5.52 1 0.0398 0.67 24.19 32.2 Manning's
21 A-20 A-19 779.26 91.00 771.96 771.41 30 1.08 0.90 6.40 6.19 20,21 RCP30 RCP 0.60% 7.30 1 0.0398 0.67 31.77 58.4 Manning's
22 A-19 A-18 783.11 28.00 771.41 771.24 30 0.12 0.79 6.40 0.60 21,22 RCP30 RCP 0.61% 11.70 1 0.0398 0.67 31.96 77.9 Manning's
23 A-18 A-17 783.11 103.00 770.74 770.12 36 0.07 0.76 6.40 0.34 22,23 RCP36 RCP 0.60% 12.37 1 0.0398 0.67 51.75 114.1 Manning's
24 A-17 A-16 777.53 16.00 770.13 770.03 36 0.00 #DIV/0! 6.40 #DIV/0! 23 RCP36 RCP 0.63% 7.40 1 0.0398 0.67 52.73 82.3 Manning's
25
26
Notes:
1. Inlet control capacities are calculated using Equation 28 located in the Federal Highway Administration publication HDS-5-Hydraulic Design of Highway Culverts
2. HDS-5 Inlet Reference Numbers are as follows:
1 RCP,Square edge w/headwall
2 RCP,Groove w/headwall
3 RCP,Groove End Projecting
4 CMP,Headwall
5 CMP,Mitered to Slope
6 CMP,Projecting
7 Circular,Beveled Ring,45°Bevel
8 Circular,Beveled Ring,37°Bevel

RISER FLOTATION CALCULATIONS

RISER STRUCTURE, Floatation Computation
Hoist-P.N.24003220.001A
SWM Facility
Prepared By: DRS Date: 2/8/2022
Checked By: Date:
Revised: Date:
Base
Length 6.00 ft
Width 6.00 ft
Thickness 2.00 ft
Riser,Inside Dimensions
Length 4.00 ft
Width 4.00 ft
770.00 Riser,Outside Dimensions
Length 5.33 ft
Width 5.33 ft
Height 7.50 ft
Wall Thickness 8 inches
Pipe Openings in Inches,Outside Diameter
Used For Area of RCP Outfall
0.00 sq ft,Orifice
4 0.09 sq ft,Low Flow
36 10.5592 sq ft,Outfall
Weir Dimensions
Weir Opening#1 4.00 ft Width
Weir Opening#1 2.60 ft Height
Weir Opening#2 0.00 ft Width
Weir Opening#2 0.00 ft Height
762.50 4"
Volumes
760.50 Riser Length= 53.33 cf
Riser Width= 40.00 cf
Weir#1 6.93 cf
Weir#2 0.00 cf
Riser Structure Detail Pond#1 Orifice 0.00 cf
Low Flow 0.06 cf
Buoyancy Force Weight Outfall 7.04 cf
Base= 72.00 cf Base= 72.00 cf
Riser= 213.33 cf Riser Length= 53.33 cf Riser,Top Dimensions
Low Flow Pipe= 0.20 cf Riser Width= 40.00 cf Length 5.33 ft
Outfall Pipe= 24.60 cf Weir#1= -6.93 cf Width 5.33 ft
310.14 Weir#2= 0.00 cf Thickness 0.00 inches
Orifice= 0.00 cf MH Opening 0 inches
x62.4#/cf= 19,352.7 Low Flow Pipe Opening= -0.06 cf
Outfall Pipe Opening= -7.04 cf
Riser Top 0.00 cf
151.30
x150#/cf= 22,695.3#
Weight Outfall Pipe= 920 #
Weight of PVC pipe ignored Total Weight 23,615#
Safety Check,Must be Greater Than 1.2
23,615.3
19,352.7 1.22 ok

RIPRAP APRON CALCULATIONS

Channel Report
Hydraflow Express Extension for Autodesk®Civil 3D®by Autodesk, Inc. Tuesday,Sep 24 2024
Sand Filter Outfall (10-year Storm Event)
Circular Highlighted
Diameter (ft) = 3.00 Depth (ft) = 1.43
Q (cfs) = 25.02
Area (sqft) = 3.33
Invert Elev (ft) = 1.00 Velocity (ft/s) = 7.52
Slope (%) = 0.67 Wetted Perim (ft) = 4.57
N-Value = 0.013 Crit Depth, Yc (ft) = 1.62
Top Width (ft) = 3.00
Calculations EGL (ft) = 2.31
Compute by: Known Q
Known Q (cfs) = 25.02
Elev (ft) Section Depth (ft)
5.00 4.00
4.00 3.00
3.00 2.00
2.00 1.00
1.00 0.00
0.00 -1.00
0 1 2 3 4 5
Reach (ft)

Rip-Rap Dissipator Calculation
Sand Filter Outfall Dissipator (10-year Storm Event)
Runoff Discharge Information
3 0
Q10 = 25.02 cfs (Calculated in Hydraflow Hydragraphs)
Pipe Dia. = 36 in. Outlet W = Do + La 90 I I: '
Velocity = 7.52 fps (Calculated in Hydraflow) pipe -
diameter(Do) !. .: ,. t i. `
80 --! . •1 ] P,I
Apron Sizing La _—.l 'i —• '1 I r►.�if
T�i bolter < 0.5D0 . . -... +... . . f:J: ; foym
Length = 22 ft. l_: '_\. 71 I I 1 • 1 . 'i I.1+��r d4,1 p ..
Width = 25 ft. P<p� ..I:• Ili id' : . 1 i'1, ilPfir I• r� '
3Do @Pipe = 9 ft. `r pt Q 60 i�..: __7�_1 ;`�+ 00,. �r ,, ��u
ec.`c i 1 ! _. l ly sl''.0r,�// i!�rm a.•r 4:�li
Riprap Stone Sizing(d50) J��50 ��a— I !:. b I �ti " D�1 '+1 jlj
M`f ‘ Ifi : I ; + p fir., „ i- II
!i +d I +' i. 1, +I .I 1_ 1 •O ig• g�o��r D+tiJ1 .•u •'il
d50 Size(Avg) = 9.0 in. ...I' ! 1.6" Aatr . , ,, 'iI• - .++( 4
d50 Size(Max.)" 13.5 in. l'i + 1.• . .'.{j: '; •El i•4,,d tt:
Min.Depth** = 18 in. 4 � I r 1 in t 39 1 i.l{ w III H
" � " ;111 . IIIe ual to 1.5*d50 avers a stone size 1• r0 ,.**m n.depth no less than 15" 20 ..;� i;AIatn ' aIII�ig�Al Melia 3
NOTES: 10 +•II ij ll __ .. r . ' I I ai',I •ttllhE L7'ft/;�I
1.0 Riprap aprons to be sized for 10-year discharge rate from each storm pipe •+ I'�• �� � • + I 4' _= r" ,I' � .!; �-
discharge location,including sediment basins. 0, j I it• I''. 0 1 it s�f�A1i dl'li+iiriiir+ 1 2 �'
I { Hi. I I .i /�i'i 'rr r fag°men:�ely, mill (4
2.0 Efi5e=l
d50 maximum ri ra stone size but in no case • : um
p p 11n•30 s: 1lIll v . ' �v ' .. q.`firAwei „.g - uggiri a m IY�I^ 1 v
! It II 'M
La= Length of riprap apron in feet(determined from chart)(10'min.) I� 15 1 .�fI�.
Do=Size of outlet pipe(discharge pipe from storm drainage system in fei ' I• Mk:
W=Width of rira a Aron in feet(at end furthest from outlet pipe discha Sj v J t � —
P P P PP t
3Do=Width of riprapapron in feet at outlet pipe)
d50=Size of stone in feet , + I l 0
3 5 10 20 50 100 200 500 1000
Discharge(ft3/sec)

Channel Report
Hydraflow Express Extension for Autodesk®Civil 3D®by Autodesk, Inc. Tuesday,Sep 24 2024
Sand Filter Outfall (100-year Storm Event)
Circular Highlighted
Diameter (ft) = 3.00 Depth (ft) = 3.00
Q (cfs) = 54.59
Area (sqft) = 7.07
Invert Elev (ft) = 1.00 Velocity (ft/s) = 7.72
Slope (%) = 0.67 Wetted Perim (ft) = 9.42
N-Value = 0.013 Crit Depth, Yc (ft) = 2.40
Top Width (ft) = 0.00
Calculations EGL (ft) = 3.93
Compute by: Q vs Depth
No. Increments = 50
Elev (ft) Section Depth (ft)
5.00 4.00
4.00 3.00
3.00 2.00
2.00 1.00
1.00 0.00
0.00 -1.00
0 1 2 3 4 5
Reach (ft)

Rip-Rap Dissipator Calculation
Sand Filter Outfall Dissipator (100-year Storm Event)
Runoff Discharge Information
3 0
Q10 = 60.88 cfs (Calculated in Hydraflow Hydragraphs)
Pipe Dia. = 36 in. Outlet W = Do + La 90 I 11 I.
Velocity = 7.72 fps (Calculated in Hydraflow) pipe -
diameter(Do) ..! I: ::'.,. ' ,i..
1 80 — I I •
.:. .� .�.: .a
Apron Sizing La _—.l : �i ;;:.' '•1 I#pit r
T�i bolter < 0.5D0 i... ,. ,., ,, 04
Length = 24 ft. ,,,*0. 79 ., �, I 1 -I; i I 1. �',Two,
t 6 P , . I I '.tir, ': r.I
Width = 27 ft. �oC P,,
PQ •0 i� id j .i • I��'g.'�il{I �1; , ..
3Do @Pipe = 9 ft. `�O p. `!'�{( P t1�i''�
Ri ra Stone Sizing d50 e ,.,,,.,",.:,,„
�'-� I ' I +� . ' r • i �I
Rip rap g( ) \ �tp 50 — I �i',, b'. �. - .�4, ' 1
1 . I''I
�` I :.11 I, • • I I I ,• o , .a'r :: I .. .
d50 Size(Avg) = 9.0 in. ` 4110( g) 40 f' I ! I I I 41 6 �, 't Op 4
d50 Size(Max.)* 13.5 in. l ii. : I I F' .: ! ; i cilMr.'
Min.Depth** = 12 in. uu�t
p 3C.:Ti!- I.: I i . 1l:: .... i-"'•2 I .,-or,iP1! i. I � ��i.11 iti tljlp
* equal to 1.5*d50 average stone size :•Li I I I: .. • I 1 r�,�!� , I11 I r,
420 I};I f =•
•�5— o .w�'"4�Iwil!"IYI! in i i—■i ! : • • alo�i i��( Nei a
**min.depth no less than 15" w 11� r o. 3
NOTES: 10 u �Ii� „ 1 •':• :. p I + II i• I I I�l; , p I�I !rI L7 �I
1.0 Riprap aprons to be sized for 10-year discharge rate from each storm pipe Immo" r�� ; I I v1 ,. i °h.�jl': J /pt, �_
cp
discharge location,includingsediment basins. 0 iiii II• �1�
■ Mall .1._i.- . h I _..I I. • '.-i'fir,r! 111 11I, 'dn7 iIII I
2.0 Min.depth shall be equal to 1.5*d50 maximum riprap stone size,but in no case I I-— l Ii I ! I• �l' I �'i / l 10tll . ..,."�.'P 4 P P 11111.111M1 • I' i Al,l I. 1!: !/�� ;tA+ ''"'Z shall be less than 15"in depth. • l �I--- v Z`' r ll
+'- ' .II` i I I II ....f. : i l:l 'i..1: l l;l l; s �' ; d/ rP, i RO
La= Length of riprap apron in feet(determined from chart)(10'min.) I l III i !,i'_'15 '1hoidLi '. 'w�r0� � 1 v
Do=Size of outlet pipe(discharge pipe from storm drainage system in fei ��� �a�..r1!!:r�.r..11 ��Ir.
r •
W=Width of rira a Aron in feet(at end furthest from outlet pipe discha vI��N � �� 1 - ..
P P P P P ' �
3Do=Width of riprapapron in feet at outlet pipe)
d50=Size of stone in feet 0
3 5 10 20 50 100 200 500 1000
Discharge(ft3/sec)