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Contents
Contents
1.0 Project Description 1
2.0 Stormwater Calculations 1
2.1 Stormwater Peak Flow Calculations 1
2.2 Stormwater Pipe Calculations 2
2.3 Stormwater Channel Calculations 3
2.4 Stormwater Management 3
3.0 Erosion & Sediment Control Calculations 3
4.0 Earthwork Calculations 4
Appendices
Appendix A— Soil Data
Appendix B — Stormwater Peak Flow Calculations
Appendix C — Stormwater Pipe Calculations
Appendix D — Stormwater Channel Calculations
Appendix E — Sediment Basin Calculations
Appendix F — Earthwork Calculations
Appendix G — NCDEQ Post-Construction Stormwater Permitting Map
Appendix H — Rip Rap Outlet Calculations
Appendix I — Silt Fence Calculations

Duke Energy I Lyle Creek Switching Station F1J
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Project Description
1 .0 Project Description
Duke Energy (Duke) has ownership of two adjacent parcels and an easement with a total
acreage of 25.74 acres. The parcels are located east of Lee Cline Road and south of Stafford
Street in Catawba County, approximately 3 miles NNE of the City of Conover. This site is
located within the Catawba County jurisdiction. Duke is planning to build a switching station with
a transmission tie to an existing transmission line. Access to the switching station will be off
Rabbit Crossing Lane through an existing Duke easement and through one of the existing Duke
properties. The total disturbance proposed to construct the switching station, transmission lines,
and access roads is 19.51 acres.
2.0 Stormwater Calculations
The stormwater calculations were performed based on the post-construction site conditions.
The goal of the stormwater design was to meet Duke Energy's pipe and channel design
requirements utilizing widely accepted engineering hydrologic and hydraulic design practices
and procedures. The following is a list of Duke Energy's pipe and channel design requirements
for this project:
• Pipe and Culverts:
o Pipe capacity shall be sufficient to carry the 25-year, 24-hour storm event.
o The headwater/pipe diameter ratio (HW/D)for pipe culverts shall be less than 1.2
for the 25-year, 24-hour storm event.
o A minimum freeboard of 0.50 feet should be provided from the crest of the
embankment on pipe culverts for the 25-year, 24-hour storm event.
o The outlet velocity for the 25-year, 24-hour storm event shall be less than 10 fps.
o An energy dissipation measure such as a riprap apron is required to handle the
25-year, 24-hour storm event at all pipe outlets.
• Channels:
o Side slopes shall be no steeper than 3:1; and no steeper than 4:1 within an
transmission line easement.
o A minimum freeboard of 0.50 feet should be provided from the crest of the
channel side slope for the 25-year, 24-hour storm event.
o Channel velocities for grass lined channels shall not exceed 4.5 fps for the 25-
year, 24-hour storm event. If the velocity exceeds 4.5 fps, permanent armoring
of the channel will be required.
2.1 Stormwater Peak Flow Calculations
A hydrologic analysis was completed using the NRCS hydrologic method (details for this
methodology can be found in the NRCS National Engineering Handbook, Section 4). Sub-
drainage areas were delineated for each of the points of interest and can be seen on the
drainage area map in the design plans on 44949890DRG01 and 44949890DRG06.
Composite curve numbers were calculated for each sub-drainage area utilizing the proposed
land cover and the hydrologic soil groups for the site found in the Soil Survey of Catawba
1

Duke Energy I Lyle Creek Switching Station 1 ��
Stormwater Calculations J
County, North Carolina. A majority of the site was determined to have soils in hydrologic soil
group "B". The NRCS Soil Resource Report for the site can be found in Appendix A.
The time of concentration for each sub-drainage area were either calculated or assumed to be
the minimum of 5 minutes for flow paths that were either short or primarily within the developed
area. The procedure for determining the CN and time of concentration can be found in the
NRCS, TR-55, Second Edition, June 1986.
A hydrologic routing model was developed using the Hydraflow Hydrographs software program.
The calculated drainage area size, composite curve number and time of concentration for each
sub-drainage area was entered into the software. The total rainfall depths for the 25-year, 24-
hour storm event was obtained from the National Oceanic and Atmospheric Administration's
website. The total rainfall depth was entered into the model and ran utilizing the NRCS Type II
rainfall distribution with a one-minute time interval.
The full stormwater peak flow calculations can be found in Appendix B of this report.
2.2 Stormwater Pipe Calculations
The site was designed to incorporate as much low impact development as feasible which
included utilizing vegetated conveyance for stormwater runoff around the substation pad. The
only storm drainage piping designed on the site is an access road culvert to carry runoff from
pervious areas under the access drive.
The results from the stormwater peak flow calculations were used to determine the required
pipe size for the 25-year, 24-hour storm event. The culvert was also analyzed against the 100-
year storm to ensure that overtopping of the access drive does not occur. The culvert capacity
calculation was completed using the Hydraflow Express software. Hydraflow Express utilizes
the Manning's equation to determine the pipe capacity based on gravity flow and utilizes
Bernoulli's Energy Equation to calculate the hydraulic grade line. The pipe design criteria (i.e.
pipe length, slope, material/manning's N) was input into the software based on the design plans.
Then a pipe size was selected that would meet Duke Energy's design requirements.
Riprap outlet protection was sized using the results from the stormwater peak flow calculations.
The minimum riprap outlet protection size was determined by the using Figure 8.06a from the
NCDEQ Erosion and Sediment Control Planning and Design Manual. This figure utilizes the
peak discharge to determine the minimum riprap apron size and median stone size (D50).
The full stormwater pipe calculations can be found in Appendix C of this report.
Rip rap outlet protection sizing charts can be found in Appendix H of this report.
2

Duke Energy I Lyle Creek Switching Station F1J
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Erosion&Sediment Control Calculations
2.3 Stormwater Channel Calculations
Multiple channels have been designed to convey stormwater run-on that runs off the site.
The results from the stormwater peak flow calculations were also used to calculate the normal
depth of flow for the 25-year, 24-hour storm event in the proposed channels. The normal depth
calculation was completed using North American Green Erosion Control Materials Design
Software (web application), as all channels are to be grass lined.
Once the normal flow depth was calculated, the freeboard in the channel was evaluated to
determine if it met Duke Energy's design requirements. This was done by subtracting the
calculated normal flow depth from the depth of the channel.
The shear stress was also calculated in the channel for the 25-year storm event to evaluate the
need for temporary and permanent channel lining. The procedure for calculating shear stress
can be found in Section 8.05.12 of the NCDEQ Erosion and Sediment Control Planning and
Design Manual. The shear stress calculation was completed using North American Green
Erosion Control Materials Design Software (web application) for all temporary liners and
permanent grass lined channels. The software calculates the channel shear stress and
determines which channel lining is adequate to protect the channel from erosion. For the
purposes of this calculation, North American Green RollMax biodegradable mesh with coir
products were chosen for evaluating the temporary channel lining needs. Any other approved
equal product may be substituted during construction.
The full stormwater channel calculations can be found in Appendix D of this report.
2.4 Stormwater Management
The site is located the state permitting authority of North Carolina as shown in Appendix G.
This site is located within the Upper Lake Norman (Lyle Creek) watershed, WS-II. The
maximum BUA for this watershed is 30%. A Built-Upon-Area (BUA) analysis was performed and
resulted in a BUA of 15.09%. The BUA Analysis can be found in the design plans on
44949890DRG05. Due to the BUA being less than 30%, no permanent stormwater
management facility is needed for the construction of the switching station.
3.0 Erosion & Sediment Control Calculations
The erosion and sediment control calculations were performed based on the site conditions
during construction. Runoff drains from the site in the southern direction into 1 drainage area as
seen on 44949890DRG04 in a temporary sediment basin. The sediment basin was sized
following the requirement as described the NCDEQ Erosion and Sediment Control Planning and
Design Manual. The temporary sediment basin calculations can be found in Appendix E of this
report. Perimeter erosion control measures include silt fencing, silt fence rock outlets, and silt
fence rock outlets with J-hooks. Silt fencing calculations can be found in Appendix I.
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Duke Energy I Lyle Creek Switching Station 1 1Z
Earthwork Calculations J
4.0 Earthwork Calculations
The earthwork calculations were performed to minimize excess or insufficient material to grade
the substation pad and access drive, while maintaining a pad elevation above the existing grade
to ensure drainage flows off the pad. The raw calculation was performed using Autodesk Civil
3D software. The software compares the existing topographic surface to the proposed surface
represented by the proposed contours. The cut and fill volumes determined by the software
were then utilized in an earthwork calculation spreadsheet. This spreadsheet further analyzes
the cut and fill volumes and adjusts these volumes based on topsoil strippings and imported
materials. It also applies a fill factor which is based on the shrinkage of cut material when
compacted as fill. For this project, the fill factor was assumed to be 15% based on NCDOT
published shrinkage factors for Catawba County.
The earthwork calculation can be found in Appendix F of this report.
4

Duke Energy I Lyle Creek Switching Station r)�
Appendices
A
Appendix A — Soil Data
NCRCS Soil Survey

USDA United States A product of the National Custom Soil Resource
Department of Cooperative Soil Survey,
Agriculture a joint effort of the United Report for
States Department of
RCS Agriculture and other Catawba County,
Federal agencies, State
Naturalagencies including the North Carolina
Resources Agricultural Experiment
Conservation Stations, and local
Service participants
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November 16, 2023

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

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

Contents
Preface 2
How Soil Surveys Are Made 5
Soil Map 8
Soil Map 9
Legend 10
Map Unit Legend 11
Map Unit Descriptions 11
Catawba County, North Carolina 13
CsA—Codorus loam, 0 to 2 percent slopes, frequently flooded 13
DaA—Dan River loam, 0 to 2 percent slopes, frequently flooded 15
FaE3—Fairview clay loam, 10 to 25 percent slopes, severely eroded 16
PxF4—Poplar Forest-Udorthents complex, 25 to 45 percent slopes,
gullied 17
TmB—Tomlin loam, 2 to 6 percent slopes 19
TmC—Tomlin loam, 6 to 10 percent slopes 20
ToB2—Tomlin clay loam, 2 to 6 percent slopes, moderately eroded 21
ToC2—Tomlin clay loam, 6 to 10 percent slopes, moderately eroded 22
References 24
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
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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.
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Custom Soil Resource Report
Soil Map
N
N N
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480600 4807W 480800 4809X 481000 4811W 481200 481300
3 3
Map Scale:1:4,990 if printed on A portrait(8.5"x 11")sheet. N
Meters
N 0 50 100 200 300 7,1
Feet
0 200 400 800 1200
Map projection:Web Mercator Comer coordinates:WGS84 Edge tics:UTM Zone 17N WGS84
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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) 1:15,800.
Q Stony Spot
Soilsit Very Stony Spot
Soil Map Unit Polygons Warning:Soil Map may not be valid at this scale.
tl 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
pu/ Interstate Highways
Gravel Pit Source of Map: Natural Resources Conservation Service
ti 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: Catawba County,North Carolina
+ Saline Spot Survey Area Data: Version 24,Sep 13,2023
Sandy Spot Soil map units are labeled(as space allows)for map scales
Severely Eroded Spot 1:50,000 or larger.
• Sinkhole Date(s)aerial images were photographed: Apr 22,2022—May
31 Slide or Slip 10,2022
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
CsA Codorus loam,0 to 2 percent 0.0 0.0%
slopes,frequently flooded
DaA Dan River loam,0 to 2 percent 16.8 20.7%
slopes,frequently flooded
FaE3 Fairview clay loam, 10 to 25 0.2 0.3%
percent slopes,severely
eroded
PxF4 Poplar Forest-Udorthents 0.8 1.0%
complex,25 to 45 percent
slopes,gullied
TmB Tomlin loam,2 to 6 percent 14.0 17.2%
slopes
TmC Tomlin loam,6 to 10 percent 9.9 12.2%
slopes
ToB2 Tomlin clay loam,2 to 6 percent 5.4 6.6%
slopes,moderately eroded
ToC2 Tomlin clay loam,6 to 10 34.2 42.1
percent slopes,moderately
eroded
Totals for Area of Interest 81.3 100.0%
Map Unit Descriptions
The map units delineated on the detailed soil maps in a soil survey represent the
soils or miscellaneous areas in the survey area. The map unit descriptions, along
with the maps, can be used to determine the composition and properties of a unit.
A map unit delineation on a soil map represents an area dominated by one or more
major kinds of soil or miscellaneous areas. A map unit is identified and named
according to the taxonomic classification of the dominant soils. Within a taxonomic
class there are precisely defined limits for the properties of the soils. On the
landscape, however, the soils are natural phenomena, and they have the
characteristic variability of all natural phenomena. Thus, the range of some
observed properties may extend beyond the limits defined for a taxonomic class.
Areas of soils of a single taxonomic class rarely, if ever, can be mapped without
including areas of other taxonomic classes. Consequently, every map unit is made
up of the soils or miscellaneous areas for which it is named and some minor
components that belong to taxonomic classes other than those of the major soils.
Most minor soils have properties similar to those of the dominant soil or soils in the
map unit, and thus they do not affect use and management. These are called
noncontrasting, or similar, components. They may or may not be mentioned in a
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
11

Custom Soil Resource Report
generally are in small areas and could not be mapped separately because of the
scale used. Some small areas of strongly contrasting soils or miscellaneous areas
are identified by a special symbol on the maps. If included in the database for a
given area, the contrasting minor components are identified in the map unit
descriptions along with some characteristics of each. A few areas of minor
components may not have been observed, and consequently they are not
mentioned in the descriptions, especially where the pattern was so complex that it
was impractical to make enough observations to identify all the soils and
miscellaneous areas on the landscape.
The presence of minor components in a map unit in no way diminishes the
usefulness or accuracy of the data. The objective of mapping is not to delineate
pure taxonomic classes but rather to separate the landscape into landforms or
landform segments that have similar use and management requirements. The
delineation of such segments on the map provides sufficient information for the
development of resource plans. If intensive use of small areas is planned, however,
onsite investigation is needed to define and locate the soils and miscellaneous
areas.
An identifying symbol precedes the map unit name in the map unit descriptions.
Each description includes general facts about the unit and gives important soil
properties and qualities.
Soils that have profiles that are almost alike make up a soil series. Except for
differences in texture of the surface layer, all the soils of a series have major
horizons that are similar in composition, thickness, and arrangement.
Soils of one series can differ in texture of the surface layer, slope, stoniness,
salinity, degree of erosion, and other characteristics that affect their use. On the
basis of such differences, a soil series is divided into soil phases. Most of the areas
shown on the detailed soil maps are phases of soil series. The name of a soil phase
commonly indicates a feature that affects use or management. For example, Alpha
silt loam, 0 to 2 percent slopes, is a phase of the Alpha series.
Some map units are made up of two or more major soils or miscellaneous areas.
These map units are complexes, associations, or undifferentiated groups.
A complex consists of two or more soils or miscellaneous areas in such an intricate
pattern or in such small areas that they cannot be shown separately on the maps.
The pattern and proportion of the soils or miscellaneous areas are somewhat similar
in all areas. Alpha-Beta complex, 0 to 6 percent slopes, is an example.
An association is made up of two or more geographically associated soils or
miscellaneous areas that are shown as one unit on the maps. Because of present
or anticipated uses of the map units in the survey area, it was not considered
practical or necessary to map the soils or miscellaneous areas separately. The
pattern and relative proportion of the soils or miscellaneous areas are somewhat
similar. Alpha-Beta association, 0 to 2 percent slopes, is an example.
An undifferentiated group is made up of two or more soils or miscellaneous areas
that could be mapped individually but are mapped as one unit because similar
interpretations can be made for use and management. The pattern and proportion
of the soils or miscellaneous areas in a mapped area are not uniform. An area can
be made up of only one of the major soils or miscellaneous areas, or it can be made
up of all of them. Alpha and Beta soils, 0 to 2 percent slopes, is an example.
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
Catawba County, North Carolina
CsA—Codorus loam, 0 to 2 percent slopes, frequently flooded
Map Unit Setting
National map unit symbol: 2mlxw
Elevation: 200 to 1,560 feet
Mean annual precipitation: 40 to 48 inches
Mean annual air temperature: 50 to 59 degrees F
Frost-free period: 160 to 200 days
Farmland classification: Prime farmland if drained and either protected from flooding
or not frequently flooded during the growing season
Map Unit Composition
Codorus and similar soils: 85 percent
Minor components: 15 percent
Estimates are based on observations, descriptions, and transects of the mapunit.
Description of Codorus
Setting
Landform: Flood plains
Landform position (three-dimensional):Tread
Down-slope shape: Concave
Across-slope shape: Linear
Parent material: Loamy alluvium derived from igneous and metamorphic rock
Typical profile
A -0 to 8 inches: loam
Bw1 - 8 to 18 inches: silty clay loam
Bw2- 18 to 30 inches: loam
Bw3-30 to 38 inches: silt loam
BCg-38 to 50 inches: silt loam
Cg- 50 to 80 inches: silt loam
Properties and qualities
Slope: 0 to 2 percent
Depth to restrictive feature: More than 80 inches
Drainage class: Somewhat poorly drained
Runoff class: Low
Capacity of the most limiting layer to transmit water(Ksat): Moderately high to high
(0.57 to 1.98 in/hr)
Depth to water table:About 6 to 24 inches
Frequency of flooding: Frequent
Frequency of ponding: None
Available water supply, 0 to 60 inches: High (about 10.7 inches)
Interpretive groups
Land capability classification (irrigated): None specified
Land capability classification (nonirrigated): 4w
Hydrologic Soil Group: B/D
Ecological site: F136XY110VA- Mesic temperature regime, flood plain forest, wet
Hydric soil rating: No
13

Custom Soil Resource Report
Minor Components
Hatboro, undrained
Percent of map unit: 5 percent
Landform: Depressions on flood plains
Landform position (three-dimensional):Tread
Down-slope shape: Concave
Across-slope shape: Linear
Hydric soil rating: Yes
Pfafftown
Percent of map unit:2 percent
Landform: Stream terraces
Landform position (three-dimensional):Tread
Down-slope shape: Convex
Across-slope shape: Linear
Hydric soil rating: No
Ronda
Percent of map unit:2 percent
Landform: Natural levees on flood plains
Landform position (three-dimensional):Tread
Down-slope shape: Convex
Across-slope shape: Convex
Hydric soil rating: No
Banister
Percent of map unit:2 percent
Landform: Flats on stream terraces
Landform position (three-dimensional):Tread
Down-slope shape: Concave
Across-slope shape: Linear
Hydric soil rating: No
Comus
Percent of map unit:2 percent
Landform: Flood plains
Landform position (three-dimensional):Tread
Down-slope shape: Convex
Across-slope shape: Linear
Hydric soil rating: No
Dan river
Percent of map unit:2 percent
Landform: Flood plains
Landform position (three-dimensional):Tread
Down-slope shape: Convex
Across-slope shape: Linear
Hydric soil rating: No
14

Custom Soil Resource Report
DaA—Dan River loam, 0 to 2 percent slopes, frequently flooded
Map Unit Setting
National map unit symbol: 2mlzf
Elevation: 200 to 1,400 feet
Mean annual precipitation: 40 to 48 inches
Mean annual air temperature: 50 to 59 degrees F
Frost-free period: 160 to 190 days
Farmland classification: Prime farmland if protected from flooding or not frequently
flooded during the growing season
Map Unit Composition
Dan river and similar soils: 85 percent
Minor components: 5 percent
Estimates are based on observations, descriptions, and transects of the mapunit.
Description of Dan River
Setting
Landform: Flood plains
Down-slope shape: Linear
Across-slope shape: Linear
Parent material: Loamy alluvium derived from igneous and metamorphic rock
Typical profile
Ap-0 to 18 inches: loam
Bw- 18 to 46 inches: loam
Cl -46 to 55 inches: sandy loam
C2- 55 to 72 inches: clay loam
C3- 72 to 80 inches: loam
Properties and qualities
Slope: 0 to 2 percent
Depth to restrictive feature: More than 80 inches
Drainage class:Well drained
Runoff class: Low
Capacity of the most limiting layer to transmit water(Ksat): Moderately high to high
(0.57 to 1.98 in/hr)
Depth to water table:About 30 to 60 inches
Frequency of flooding: Frequent
Frequency of ponding: None
Available water supply, 0 to 60 inches: High (about 10.6 inches)
Interpretive groups
Land capability classification (irrigated): None specified
Land capability classification (nonirrigated): 3w
Hydrologic Soil Group: C
Ecological site: F136XY120VA- Mesic temperature regime, flood plain forest,
moist
Hydric soil rating: No
15

Custom Soil Resource Report
Minor Components
Hatboro, undrained
Percent of map unit: 5 percent
Landform: Depressions on flood plains
Down-slope shape: Concave
Across-slope shape: Linear
Hydric soil rating: Yes
FaE3—Fairview clay loam, 10 to 25 percent slopes, severely eroded
Map Unit Setting
National map unit symbol: 2mlxr
Elevation: 200 to 1,400 feet
Mean annual precipitation: 37 to 60 inches
Mean annual air temperature: 50 to 59 degrees F
Frost-free period: 160 to 190 days
Farmland classification: Not prime farmland
Map Unit Composition
Fairview, severely eroded, and similar soils: 85 percent
Estimates are based on observations, descriptions, and transects of the mapunit.
Description of Fairview, Severely Eroded
Setting
Landform: Hillslopes on ridges
Landform position (two-dimensional): Backslope
Landform position (three-dimensional): Side slope
Down-slope shape: Linear
Across-slope shape: Convex
Parent material: Saprolite derived from granite and gneiss and/or schist
Typical profile
A -0 to 3 inches: clay loam
Bt-3 to 29 inches: clay
BC-29 to 37 inches: clay loam
Cl -37 to 52 inches: clay loam
C2- 52 to 80 inches: loam
Properties and qualities
Slope: 10 to 25 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
16

Custom Soil Resource Report
Available water supply, 0 to 60 inches: Moderate (about 7.7 inches)
Interpretive groups
Land capability classification (irrigated): None specified
Land capability classification (nonirrigated): 6e
Hydrologic Soil Group: B
Ecological site: F136XY320VA- Mesic temperature regime, acidic upland forest,
moist
Hydric soil rating: No
PxF4—Poplar Forest-Udorthents complex, 25 to 45 percent slopes,
gullied
Map Unit Setting
National map unit symbol: 2mm0j
Elevation: 200 to 1,400 feet
Mean annual precipitation: 40 to 48 inches
Mean annual air temperature: 50 to 59 degrees F
Frost-free period: 160 to 200 days
Farmland classification: Not prime farmland
Map Unit Composition
Poplar forest, gullied, and similar soils: 50 percent
Udorthents, gullied, and similar soils:40 percent
Minor components: 6 percent
Estimates are based on observations, descriptions, and transects of the mapunit.
Description of Poplar Forest, Gullied
Setting
Landform: Hillslopes on ridges
Landform position (two-dimensional): Backslope
Landform position (three-dimensional): Side slope
Down-slope shape: Linear
Across-slope shape: Convex
Parent material: Residuum weathered from mica schist and/or other micaceous
metamorphic rock
Typical profile
A -0 to 6 inches: sandy clay loam
Bt- 6 to 26 inches: clay
BC-26 to 37 inches: clay loam
C-37 to 80 inches: sandy loam
Properties and qualities
Slope: 25 to 45 percent
Depth to restrictive feature: More than 80 inches
Drainage class:Well drained
Runoff class: High
Capacity of the most limiting layer to transmit water(Ksat): Moderately high to high
(0.57 to 1.98 in/hr)
Depth to water table: More than 80 inches
17

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): 7e
Hydrologic Soil Group: B
Ecological site: F136XY320VA- Mesic temperature regime, acidic upland forest,
moist
Hydric soil rating: No
Description of Udorthents, Gullied
Setting
Landform: Hillslopes on ridges
Landform position (two-dimensional): Backslope
Landform position (three-dimensional): Side slope
Down-slope shape: Linear
Across-slope shape: Convex
Parent material: Residuum weathered from mica schist and/or other micaceous
metamorphic rock
Typical profile
C- 0 to 80 inches: sandy loam
Properties and qualities
Slope: 25 to 45 percent
Depth to restrictive feature: More than 80 inches
Drainage class:Well drained
Runoff class: Very high
Capacity of the most limiting layer to transmit water(Ksat): Moderately high to high
(0.57 to 5.95 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 7.2 inches)
Interpretive groups
Land capability classification (irrigated): None specified
Land capability classification (nonirrigated): 7e
Hydrologic Soil Group: A
Hydric soil rating: No
Minor Components
Gullied land
Percent of map unit: 6 percent
18

Custom Soil Resource Report
TmB—Tomlin loam, 2 to 6 percent slopes
Map Unit Setting
National map unit symbol: 2mm26
Elevation: 200 to 1,400 feet
Mean annual precipitation: 37 to 60 inches
Mean annual air temperature: 50 to 59 degrees F
Frost-free period: 160 to 190 days
Farmland classification: All areas are prime farmland
Map Unit Composition
Tomlin and similar soils: 90 percent
Estimates are based on observations, descriptions, and transects of the mapunit.
Description of Tomlin
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
Ap1 - 0 to 4 inches: loam
Ap2-4 to 8 inches: clay loam
Bt1 -8 to 30 inches: clay
Bt2-30 to 37 inches: silty clay
Bt3-37 to 49 inches: silty clay loam
BCt-49 to 57 inches: silt loam
C- 57 to 81 inches: loam
Properties and qualities
Slope: 2 to 6 percent
Depth to restrictive feature: More than 80 inches
Drainage class:Well drained
Runoff class: Low
Capacity of the most limiting layer to transmit water(Ksat): Moderately high to high
(0.57 to 1.98 in/hr)
Depth to water table: More than 80 inches
Frequency of flooding: None
Frequency of ponding: None
Sodium adsorption ratio, maximum: 1.0
Available water supply, 0 to 60 inches: Moderate (about 8.2 inches)
Interpretive groups
Land capability classification (irrigated): None specified
19

Custom Soil Resource Report
Land capability classification (nonirrigated): 2e
Hydrologic Soil Group: B
Ecological site: F136XY320VA- Mesic temperature regime, acidic upland forest,
moist
Hydric soil rating: No
TmC—Tomlin loam, 6 to 10 percent slopes
Map Unit Setting
National map unit symbol: 2mm27
Elevation: 200 to 1,400 feet
Mean annual precipitation: 37 to 60 inches
Mean annual air temperature: 50 to 59 degrees F
Frost-free period: 160 to 190 days
Farmland classification: Farmland of statewide importance
Map Unit Composition
Tomlin and similar soils: 90 percent
Estimates are based on observations, descriptions, and transects of the mapunit.
Description of Tomlin
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
Ap1 - 0 to 4 inches: loam
Ap2-4 to 8 inches: clay loam
Bt1 -8 to 30 inches: clay
Bt2-30 to 37 inches: silty clay
Bt3-37 to 49 inches: silty clay loam
BCt-49 to 57 inches: silt loam
C- 57 to 81 inches: loam
Properties and qualities
Slope: 6 to 10 percent
Depth to restrictive feature: More than 80 inches
Drainage class:Well drained
Runoff class: Medium
Capacity of the most limiting layer to transmit water(Ksat): Moderately high to high
(0.57 to 1.98 in/hr)
Depth to water table: More than 80 inches
Frequency of flooding: None
Frequency of ponding: None
Sodium adsorption ratio, maximum: 1.0
Available water supply, 0 to 60 inches: Moderate (about 8.2 inches)
20

Custom Soil Resource Report
Interpretive groups
Land capability classification (irrigated): None specified
Land capability classification (nonirrigated): 3e
Hydrologic Soil Group: B
Ecological site: F136XY320VA- Mesic temperature regime, acidic upland forest,
moist
Hydric soil rating: No
ToB2—Tomlin clay loam, 2 to 6 percent slopes, moderately eroded
Map Unit Setting
National map unit symbol: 2mm2d
Elevation: 200 to 1,400 feet
Mean annual precipitation: 37 to 60 inches
Mean annual air temperature: 50 to 66 degrees F
Frost-free period: 160 to 240 days
Farmland classification: All areas are prime farmland
Map Unit Composition
Tomlin, moderately eroded, and similar soils: 90 percent
Minor components: 6 percent
Estimates are based on observations, descriptions, and transects of the mapunit.
Description of Tomlin, 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 diorite and/or gabbro and/or diabase
and/or gneiss
Typical profile
Ap- 0 to 10 inches: sandy clay loam
Bt1 - 10 to 28 inches: clay
Bt2-28 to 48 inches: clay loam
CB-48 to 67 inches: loam
C- 67 to 80 inches: loam
Properties and qualities
Slope: 2 to 6 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
21

Custom Soil Resource Report
Sodium adsorption ratio, maximum: 1.0
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: F136XY320VA- Mesic temperature regime, acidic upland forest,
moist
Hydric soil rating: No
Minor Components
Poplar forest, moderately eroded
Percent of map unit: 6 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
ToC2—Tomlin clay loam, 6 to 10 percent slopes, moderately eroded
Map Unit Setting
National map unit symbol: 2mm2f
Elevation: 200 to 1,400 feet
Mean annual precipitation: 37 to 60 inches
Mean annual air temperature: 50 to 66 degrees F
Frost-free period: 160 to 240 days
Farmland classification: Farmland of statewide importance
Map Unit Composition
Tomlin, moderately eroded, and similar soils: 90 percent
Minor components: 8 percent
Estimates are based on observations, descriptions, and transects of the mapunit.
Description of Tomlin, Moderately Eroded
Setting
Landform: Hillslopes
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 10 inches: sandy clay loam
Bt1 - 10 to 28 inches: clay
Bt2-28 to 48 inches: clay loam
CB-48 to 67 inches: loam
22

Custom Soil Resource Report
C- 67 to 80 inches: loam
Properties and qualities
Slope: 6 to 10 percent
Depth to restrictive feature: More than 80 inches
Drainage class:Well drained
Runoff class: Medium
Capacity of the most limiting layer to transmit water(Ksat): Moderately high to high
(0.57 to 1.98 in/hr)
Depth to water table: More than 80 inches
Frequency of flooding: None
Frequency of ponding: None
Sodium adsorption ratio, maximum: 1.0
Available water supply, 0 to 60 inches: Moderate (about 7.9 inches)
Interpretive groups
Land capability classification (irrigated): None specified
Land capability classification (nonirrigated): 3e
Hydrologic Soil Group: B
Ecological site: F136XY320VA- Mesic temperature regime, acidic upland forest,
moist
Hydric soil rating: No
Minor Components
Poplar forest, moderately eroded
Percent of map unit: 8 percent
Landform: Hillslopes on ridges
Landform position (two-dimensional): Backslope
Landform position (three-dimensional): Side slope
Down-slope shape: Linear
Across-slope shape: Convex
Hydric soil rating: No
23

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
24

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
25

Duke Energy I Lyle Creek Switching Station
Appendices
B
Appendix B — Stormwater
Peak Flow Calculations

11/20/23, 11:05AM Precipitation Frequency Data Server
NOAA Atlas 14,Volume 2,Version 3
ite$'°`° , Location name: Conover,North Carolina,USA* '',,,u'',
Latitude:35.7461°,Longitude: -81.2089° € nonn
Elevation:902 ft**
�,i *source:ESRI Maps w
**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 0.368 0.436 0.515 0.574 0.646 0.698 0.749 0.798 0.860 0.907
(0.340-0.401) (0.402-0.476) (0.473-0.562) (0.525-0.625) (0.586-0.704) (0.629-0.763) (0.669-0.822) (0.705-0.881) (0.746-0.957) (0.776-1.02)
10-min 0.588 0.698 0.824 0.917 1.03 1.11 1.19 1.26 1.36 1.43
(0.542-0.641) (0.643-0.761) (0.757-0.899)1(0.839-0.999) (0.934-1.12) (1.00-1.22) (1.06-1.31) (1.12-1.40) (1.18-1.51) (1.22-1.60)
15-min 0.735 0.877 1.04 1.16 1.30 1.41 1.50 1.60 1.71 1.79
(0.678-0.801) (0.808-0.957) (0.958-1.14) (1.06-1.26) (1.18-1.42) (1.27-1.54) (1.34-1.65) (1.41-1.76) (1.49-1.90) (1.53-2.01)
30-min 1.01 1.21 1.48 1.68 1.93 2.12 2.30 2.49 2.72 2.90
(0.930-1.10) (1.12-1.32) (1.36-1.62) (1.54-1.83) (1.75-2.11) (1.91-2.32) (2.06-2.53) (2.20-2.74) (2.36-3.03) (2.48-3.26)
60-min 1.26 1.52 1.90 2.19 2.57 2.87 3.18 3.49 3.91 4.24
(1.16-1.37) (1.40-1.66) (1.74-2.07) (2.00-2.38) (2.34-2.81) (2.59-3.14) (2.84-3.48) (3.08-3.85) (3.39-4.35) (3.62-4.75)
2-hr 1.46 1.78 2.24 2.60 3.10 3.50 3.92 4.34 4.95 5.43
(1.34-1.60) (1.63-1.94) (2.05-2.45) (2.37-2.84) (2.81-3.39)_ (3.14-3.83) (3.48-4.30) (3.81-4.80) (4.26-5.52) (4.60-6.10)
3-hr 1.57 1.90 2.40 2.80 3.36 3.81 4.29 4.79 5.51 I 6.09
(1.45-1.72) (1.75-2.09) (2.20-2.64) (2.55-3.07) (3.03-3.68) (3.42-4.19) (3.80-4.73) (4.19-5.32) (4.71-6.17) (5.13-6.89)
6-hr 1.94 2.34 2.94 3.43 4.10 4.66 5.23 5.85 6.71 7.41
(1.79-2.12) (2.16-2.56) (2.70-3.22) (3.14-3.74) (3.73-4.48) (4.20-5.09) (4.66-5.74) I (5.14-6.44) (5.79-7.46) (6.29-8.30)
12-hr 2.38 2.87 3.60 4.19 5.00 5.65 6.33 7.04 8.04 8.83
(2.20-2.59) (2.65-3.13) (3.32-3.92) (3.84-4.55) (4.55-5.43) (5.10-6.14) (5.66-6.88) (6.23-7.68) (6.99-8.80) (7.58-9.71)
24-hr 2.93 3.55 4.50 I 5.25 6.27 7.09 7.93 8.80 10.0 10.9
(2.72-3.18) (3.29-3.86) (4.16-4.89) (4.84-5.69) (5.76-6.80) (6.48-7.69) (7.22-8.61) _(7.97-9.57) (8.99-10.9) (9.80-12.0)
2-day 3.48 4.21 5.28 6.12 7.25 8.15 9.06 10.0 11.3 12.3
(3.22-3.78) (3.89-4.58) (4.88-5.74) (5.64-6.64) (6.65-7.87) (7.45-8.85) (8.26-9.85) (9.07-10.9) (10.2-12.3) (11.0-13.4)
3-day 3.70 4.46 5.57 6.43 7.59 8.51 9.44 10.4 11.7 12.7
(3.44-4.00) (4.14-4.83) (5.16-6.03) I (5.94-6.95) (6.99-8.21) (7.80-9.21) (8.63-10.2) (9.47-11.3) (10.6-12.7) (11.5-13.8)
4-day 3.93 4.72 5.86 I 6.74 7.93 8.87 9.83 10.8 12.1 13.2
(3.65-4.23) (4.39-5.09) (5.44-6.32) (6.24-7.26) (7.32-8.55) (8.16-9.57) (9.00-10.6) (9.87-11.7) (11.0-13.1) (11.9-14.3)_
7-day 4.53 5.42 6.60 7.51 8.72 9.66 10.6 11.6 12.8 13.8
(4.23-4.85) (5.07-5.80) (6.16-7.07), (7.00-8.04) (8.10-9.34) (8.95-10.3) (9.80-11.4) (10.6-12.4) (11.8-13.8) (12.6-14.9)
10-day 5.18 6.18 7.43 8.37 9.61 10.6 11.5 12.5 13.7 14.7
(4.87-5.52) (5.81-6.58) (6.98-7.91) (7.85-8.92) (8.98-10.2) (9.85-11.3) (10.7-12.3) (11.6-13.3) (12.7-14.7) (13.5-15.7)
20-day 6.92 8.20 9.68 10.8 12.3 13.5 14.7 15.9 17.4 18.6
(6.55-7.33) (7.75-8.68) (9.14-10.2) (10.2-11.5) (11.6-13.1) (12.7-14.3) (13.7-15.6) (14.8-16.8) (16.2-18.5) (17.2-19.8)
30-day 8.57 10.1 11.6 12.7 14.2 15.2 16.3 17.3 18.6 19.6
(8.18-8.99) (9.62-10.6) (11.1-12.2) (12.2-13.4) (13.5-14.9)_ (14.5-16.0) (15.5-17.1) (16.4-18.2) (17.6-19.6) (18.5-20.7)
45-day 10.8 12.6 14.3 15.5 17.0 18.2 19.3 20.3 21.6 22.6
(10.4-11.3) (12.1-13.2) (13.7-14.9) (14.9-16.2) (16.3-17.8) (17.4-19.0) (18.4-20.1) (19.3-21.2) (20.6-22.7) (21.5-23.7)
60-day 12.9 15.0 16.8 18.2 19.9 21.1 22.3 23.5 25.0 26.1
(12.3-13.4) (14.4-15.6) (16.1-17.5) (17.4-18.9) (19.1-20.7) (20.3-22.0) (21.4-23.3) I (22.5-24.5) (23.8-26.1) (24.8-27.3)
1 Precipitation frequency(PF)estimates in this table are based on frequency analysis of partial duration series(PDS).
Numbers in parenthesis are PF estimates at lower and upper bounds of the 90%confidence interval.The probability that precipitation frequency estimates
(for a given duration and average recurrence interval)will be greater than the upper bound(or less than the lower bound)is 5%.Estimates at upper bounds
are not checked against probable maximum precipitation(PMP)estimates and may be higher than currently valid PMP values.
Please refer to NOAA Atlas 14 document for more information.
Back to Top
PF graphical
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11/20/23, 11:05AM Precipitation Frequency Data Server
PDS-based depth-duration-frequency (DDF) curves
Latitude: 35.7461°, Longitude: -81.2089°
Average recurrence
25 • interval
(years)
c 20 - — 1
— 2
a — 5
v 15 - - — 10
o — 25
ro 10 - Al//
— 50
a — 100
V
d
_..._..-.---..--.,-•••''''''''"L------9111 I 4-----
a
5 - rf — 1000200
500
-
r I r ,
c c c c c - - t- I- >, >.>, >, >, >, >, >,>,
- •- •- — - -c -c .c .c -cr0 r0 ro r0 ro r0 r0 r0 r0
i N A tb ry 4 -o -a 7 7 7 7 77
u1 . 4 0, s Duration N N14'4 ^ ° N m v
25 - .
c 20 - --
' .� Duration
s
O.
v 15 - - — 5-min — 2-day
c — 10-min — 3-day
a15-min — 4-day
rp
a 10 - �— 1� � — 30 min — 7-day
w __= l — 60-min — 10-day
i ____ �� — 2fir — 20 day
5 � _ — 3-hr — 30-day
— 6-hr — 45-day
0 r- — — 12-hr — 60-day
' . t__, . , — 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 Nov 20 16:05 44 2023
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Small scale terrain
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11/20/23, 11:05AM Precipitation Frequency Data Server
WNW-
1111
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3km
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V
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ty • • Durh
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•Charlotte
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_- Kingsport/,,Eristbl
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/ instonS lem Greensboro
O
-' As I North
o v
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Large scale aerial
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11/20/23, 11:05AM Precipitation Frequency Data Server
1
King orx_.-Bri st old_
•
Johnson City
• J� Winston-Salem
• •
Greensboro Durha
Asheville
• North
Carolin a
Charlotte g ,
•
Greenville
100km
60mi
Back to Top
US Department of Commerce
National Oceanic and Atmospheric Administration
National Weather Service
National Water Center
1325 East West Highway
Silver Spring,MD 20910
Questions?:HDSC.Questions(cnoaa.gov
Disclaimer
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11/20/23, 11:06 AM Precipitation Frequency Data Server
NOAA Atlas 14,Volume 2,Version 3
$'°F\ Location name: Conover,North Carolina,USA* '',,,u'',
Latitude: •
35.7461°,Longitude: -81.2089° € nonn
Elevation:902 ft**
�,i *source:ESRI Maps w
**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 4.42 5.23 6.18 6.89 7.75 8.38 8.99 9.58 10.3 10.9
(4.08-4.81) (4.82-5.71) (5.68-6.74) (6.30-7.50) (7.03-8.45) (7.55-9.16) (8.03-9.86) (8.46-10.6) (8.95-11.5) (9.31-12.2)
10-min 3.53 4.19 4.94 5.50 6.17 6.67 7.15 7.59 8.16 8.57
(3.25-3.85) (3.86-4.57) (4.54-5.39) (5.03-5.99) (5.60-6.73) (6.01-7.29) (6.38-7.84) (6.71-8.38) (7.09-9.08) (7.33-9.61)
15-min 2.94 3.51 4.17 4.64 5.22 5.63 6.02 6.39 6.85 7.17
(2.71-3.20) (3.23-3.83) (3.83-4.55) (4.25-5.06) (4.74-5.69) (5.08-6.15) (5.38-6.60) (5.64-7.05) (5.94-7.62) (6.13-8.04)
30-min 2.02 2.42 2.96 3.36 3.86 4.24 4.61 4.97 5.45 5.81
(1.86-2.20) (2.23-2.64) (2.72-3.23) (3.08-3.66) (3.51-4.21) (3.82-4.63) (4.12-5.06) (4.39-5.49) (4.73-6.06) (4.97-6.51)
60-min 1.26 1.52 1.90 2.19 2.57 2.87 3.18 3.49 3.91 4.24
(1.16-1.37) (1.40-1.66) (1.74-2.07) (2.00-2.38) (2.34-2.81) (2.59-3.14) (2.84-3.48) (3.08-3.85) (3.39-4.35) (3.62-4.75)
2-hr 0.732 0.888 1.12 1.30 1.55 1.75 1.96 2.17 2.47 2.71
(0.672-0.797) (0.815-0.970) (1.03-1.22) (1.19-1.42) (1.40-1.69) (1.57-1.92) (1.74-2.15) (1.90-2.40) (2.13-2.76)_ (2.30-3.05)
3-hr 0.523 0.633 0.800 0.932 1.12 1.27 1.43 1.60 1.83 2.03
(0.481-0.573) (0.582-0.694) (0.732-0.877) (0.849-1.02) (1.01-1.23) (1.14-1.40) (1.26-1.58) (1.39-1.77) (1.57-2.06) (1.71-2.29)
6-hr 0.324 0.390 0.491 0.572 0.685 0.777 0.874 0.976 1.12 1.24
(0.298-0.353) (0.360-0.427) (0.451-0.537) (0.523-0.624) (0.622-0.747) (0.700-0.850) (0.778-0.958) (0.859-1.08) (0.966-1.24) (1.05-1.38)
12-hr 0.197 0.238 0.299 0.347 0.414 0.469 0.525 0.584 0.667 0.733
(0.182-0.214) (0.219-0.259) (0.275-0.325) (0.318-0.377) (0.377-0.450) (0.423-0.509) (0.470-0.571) (0.516-0.637) (0.580-0.729) (0.628-0.805)I
24-hr 0.121 0.148 0.187 0.218 0.261 0.295 0.330 0.366 0.416 0.456
(0.113-0.132) (0.137-0.160) (0.173-0.203) (0.201-0.237) (0.239-0.283) (0.270-0.320) (0.300-0.358) (0.332-0.398) (0.374-0.454) (0.408-0.498)
2-day 0.072 0.087 0.110 0.127 r 0.151 0.169 r 0.188 r 0.208 0.234 0.255
(0.067-0.078) (0.081-0.095) (0.101-0.119) (0.117-0.138)(0.138-0.163) (0.155-0.184), (0.171-0.205) (0.188-0.226) (0.211-0.256) (0.229-0.279)
3-day 0.051 0.062 0.077 0.089 0.105 0.118 1 0.131 0.144 0.162 0.176
(0.047-0.055) (0.057-0.067) (0.071-0.083) (0.082-0.096) (0.097-0.114) (0.108-0.127) (0.119-0.142) (0.131-0.156) (0.147-0.176) (0.159-0.192)
4-day 0.040 0.049 0.061 0.070 0.082 0.092 0.102 0.112 0.126 0.137
(0.038-0.044) (0.045-0.053) (0.056-0.065) (0.064-0.075) (0.076-0.089) (0.084-0.099) (0.093-0.110) (0.102-0.121) (0.114-0.136) (0.124-0.148)
7-day 0.026 0.032 0.039 0.044 0.051 0.057 0.063 0.068 0.076 0.082
(0.025-0.028) (0.030-0.034) (0.036-0.042) (0.041-0.047) (0.048-0.055) (0.053-0.061) (0.058-0.067) (0.063-0.073) (0.070-0.082) (0.075-0.088)
10-day 0.021 0.025 0.030 0.034 0.040 0.044 0.047 0.051 0.057 0.061
(0.020-0.023) (0.024-0.027) (0.029-0.032) (0.032-0.037) (0.037-0.042) (0.041-0.046) (0.044-0.051) (0.048-0.055) (0.052-0.061) (0.056-0.065)
20-day 0.014 0.017 0.020 0.022 0.025 0.028 0.030 0.033 0.036 I 0.038
(0.013-0.015) (0.016-0.018) (0.019-0.021) (0.021-0.023) (0.024-0.027) (0.026-0.029) (0.028-0.032) (0.030-0.035) (0.033-0.038) (0.035-0.041)1
30-day 0.011 0.014 0.016 0.017 0.019 0.021 0.022 0.023 0.025 0.027
(0.011-0.012) (0.013-0.014) (0.015-0.016) (0.016-0.018) (0.018-0.020) (0.020-0.022) (0.021-0.023) (0.022-0.025) (0.024-0.027) (0.025-0.028)
45-day 0.010 0.011 0.013 0.014 0.015 0.016 0.017 0.018 0.020 0.020
(0.009-0.010) (0.011-0.012) (0.012-0.013) (0.013-0.014) (0.015-0.016) (0.016-0.017) (0.017-0.018) (0.017-0.019) (0.019-0.020) (0.019-0.021)
60-day 0.008 0.010 0.011 0.012 0.013 0.014 0.015 0.016 0.017 0.018
(0.008-0.009) (0.009-0.010) (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) (0.017-0.018)
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
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11/20/23, 11:06 AM Precipitation Frequency Data Server
PDS-based intensity-duration-frequency (IDF) curves
Latitude: 35.7461°, Longitude: -81.2089°
101 _ Average recurrence
interval
`__ (years)
—
10a \ . . . . — 2
•c � � — 5
c \ — 10
- \:_ — 25
o � — 50
m 10-1 - \�.�� —
y, 100
a \ , — 200
a \. — 500
�� — 1000
10-2 — -
r 1 1 1 1 1 1 1 1 1 1 1 1 1 1
C C C C C - - I- I- I- >, >.>, >, >. >, >, >,>,
•— •— •— •— •— -C -C -C -C -Cr0 r0 ra r0 N r0 r0 r0 r0
E Ei N A tb ry -o -a73 7 7 7 7 77
u1 P 4 m $ Duration r" N '41 4 r P N m v 8
101
L -
c _ __
- Duration
4' 10u -
c — 5-min — 2-day
a
r — 10-min — 3-day
c 15-min — 4-day
10-1 - — 30-min — 7-day
ru
ii — 60-min — 10-day
— 2-hr — 20-day
a` — 3-hr — 30-day
— 6-hr — 45-day
10-2 - — 12-hr — 60-day
i i i r 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 Nov 20 16:06:21 2023
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Small scale terrain
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11/20/23, 11:06 AM Precipitation Frequency Data Server
111111.-
1111__,_
Lei , - ____ -rc- Il
3km
Claremont
2mi ,Conover
Large scale terrain
•
King sport• Bristol
Johnson City. 0 0
", Winston-Salem
• • Dull).
^'' Greensboro
5' s Ill Mitchell t\
00 \ •Asheville NORTH CAROLINA
'r
•Charlotte vill
—
100km
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—_ Kingsport/�Eri`t'-'l
rip Johnson City •
/ instonS lem Greensboro
0
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arlotte
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Large scale aerial
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11/20/23, 11:06 AM Precipitation Frequency Data Server
1
King orx_.-Bri st old_
•
Johnson City
• J� Winston-Salem
• •
Greensboro Durha
Asheville
• North
Carolin a
Charlotte g ,
•
Greenville
100km
60mi
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National Oceanic and Atmospheric Administration
National Weather Service
National Water Center
1325 East West Highway
Silver Spring,MD 20910
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I-3
Composite SCS
Curve Number
PROJECT: Lyle Creek DATE: 1/25/2024
SCENARIO: Existing Conditions PREPARED BY: MDB
Drainage Area: Pre-DA Total Drainage Area: '" -
Hydrologic Soil Group
A B C D
Area Area Area Area
Cover Description (Ac) CN (Ac) CN (Ac) CN (Ac) CN
Open space(lawns, parks, golf courses, cemeteries,etc.): IM
Poor condition (grass cover<50%) 68 79 86 89
Fair condition (grass cover 50%to 75%) 49 69 79 84
Good condition (grass cover>75%) 39 61 74 80
Impervious areas:
Paved parking lots, roofs,driveways, etc. (excluding R/W) 98 98 98 98
Paved streets and roads; curbs and storm sewers(excluding 98 98 98 98
right-of-way)
Paved streets and roads; open ditches(including RAN) 83 89 92 93
Gravel streets and roads(including R/W) _ 76 85 89 91
Dirt streets and roads(including R/W) 72 0.37 82 87 1 89
Western desert urban areas: V
Natural desert landscaping (pervious areas only) 63 77 85 88
Artificial desert landscaping (impervious weed barrier, desert 96 96 96 96
shrub with 1-to 2-inch sand or gravel mulch and basin
Urban districts:
Commercial and business 89 92 94 95
Industrial 81 88 91 93
Residential districts by average lot size: 111,
1/8 acre or less(town houses) 77 85 90 92
1/4 acre 61 75 83 87
1/3 acre 57 72 81 86
1/2 acre 54 70 80 85
1 acre 51 68 79 84
2 acres I 46 I 65 I 77 I 82
Pasture,grassland or range:
Poor hydrologic condition 68 79 86 89
Fair hydrologic condition 49 5.02 69 0.19 79 84
Good hydrologic condition 39 I 61 I 74 I 80
Woods:
Poor hydrologic condition 45 66 77 83
Fair hydrologic condition 36 6.96 60 73 79
Good hydrologic condition I 30 I 55 I 70 I 77
Developing urban areas:
Newly graded areas(pervious areas only, no vegetation) 86 91 94
Substation Pad with 6"of Loose Washed Stone 69 79 84
Total HSG Areas: I 12.35 I! 0.19
Calculated Total Drainage Area: 12.54 Ac
Calculated Composite Curve Number: 65

FD1
Composite SCS
Curve Number
PROJECT: Lyle Creek DATE: 8/16/2024
SCENARIO: Offsite DA- DA5 PREPARED BY: MDB
Drainage Area: II. Total Drainage Area: d AA Ac
Hydrologic Soil Group
A B C D
Area Area Area Area
Cover Description (Ac) CN (Ac) CN (Ac) CN (Ac) CN
Open space(lawns, parks,golf courses,cemeteries,etc.):
Poor condition (grass cover<50%) 89
Fair condition (grass cover 50%to 75%) 69 7. 84
Good condition (grass cover>75%) 39 .... 61 0.19 7z 80
Impervious areas: 1-1
_
Paved parking lots, roofs,driveways, etc. (excluding R/W) 98 98 98 98
Paved streets and roads; curbs and storm sewers(excluding 98 98 98 98
Paved streets and roads; open ditches(including R/W) 83 89 92 93
Gravel streets and roads(including R/W) 76 0.06 85 89 91
Dirt streets and roads(including R/W) 72 82 87 1, 89
Western desert urban areas:
Natural desert landscaping (pervious areas only) 63 77 85 88
Artificial desert landscaping (impervious weed barrier, desert 96 96 96 96
Urban districts:
Commercial and business 89 92 94 95
Industrial 81 88 91 93
Residential districts by average lot size:
1/8 acre or less(town houses) 77 85 90 92
1/4 acre 61 75 83 87
1/3 acre 57 72 81 86
1/2 acre 54 70 80 85
1 acre 51 68 79 84
2 acres 46 I 65 I 77 82
Pasture,grassland or range: gni
Poor hydrologic condition 68 79 86 89
Fair hydrologic condition 49 69 79 84
Good hydrologic condition 39 61 74 80
Woods:
Poor hydrologic condition 45 66 77 83
Fair hydrologic condition 36 1.34 60 73 79
Good hydrologic condition 30 55 70 77
Developing urban areas:
Newly graded areas(pervious areas only, no vegetation) 77 86 91 94
Substation Pad with 6"of Loose Washed Stone 49 _ 69 79 84
Total HSG Areas: 4.27 0.19 IM
Calculated Total Drainage Area: 4.46 Ac
Calculated Composite Curve Number: 62

I-D
Composite SCS
Curve Number
PROJECT: Lyle Creek DATE: 8/16/2024
SCENARIO: Proposed Conditions PREPARED BY: MDB
Drainage Area: Culvert 1/West Ditch Total Drainage Area: 3.19 Ac
Hydrologic Soil Group
A B C D
Area Area Area Area
Cover Description (Ac) CN (Ac) CN (Ac) CN (Ac) CN
Open space(lawns, parks,golf courses,cemeteries,etc.):
Poor condition (grass cover<50%) 89
Fair condition (grass cover 50%to 75%) 84
Good condition (grass cover>75%) ., / 80
Impervious areas: _ -
Paved parking lots, roofs,driveways, etc. (excluding R/W) 98 98 98 98
Paved streets and roads; curbs and storm sewers(excluding 98 98 98 98
Paved streets and roads; open ditches(including R/W) 83 89 92 93
Gravel streets and roads(including R/W) 76 0.07 85 89 91
Dirt streets and roads(including R/W) 72 82 87 89
Western desert urban areas:
Natural desert landscaping(pervious areas only) 63 77 85 88
Artificial desert landscaping (impervious weed barrier, desert 96 96 96 96
Urban districts:
Commercial and business 89 92 94 95
Industrial 81 88 91 93
Residential districts by average lot size: ANIL
1/8 acre or less(town houses) 77 85 90 92
1/4 acre 61 75 83 87
1/3 acre 57 72 81 86
1/2 acre 54 70 80 85
1 acre 51 68 79 84
2 acres 46 65 77 82
Pasture,grassland or range: 1.11
Poor hydrologic condition 68 79 86 89
Fair hydrologic condition 49 0.70 69 79 84
Good hydrologic condition 39 61 74 I 80
Woods:
Poor hydrologic condition 45 66 77 83
Fair hydrologic condition 36 0.62 60 73 79
Good hydrologic condition 30 55 701. I 77
Developing urban areas:
Newly graded areas(pervious areas only, no vegetation) 77 86 91 94
Substation Pad with 6"of Loose Washed Stone 49 - 0.82 69 79 84
Total HSG Areas: 3.19
Calculated Total Drainage Area: 3.19 Ac
Calculated Composite Curve Number: 66

Composite SCS I-D
Curve Number
PROJECT: Lyle Creek DATE: 8/16/2024
SCENARIO: Proposed Conditions PREPARED BY: MDB
Drainage Area: East Ditch Total Drainage Area: 3.26 Ac
Hydrologic Soil Group
A B C D
Area Area Area Area
Cover Description (Ac) CN (Ac) CN (Ac) CN (Ac) CN
Open space(lawns, parks,golf courses,cemeteries,etc.):
Poor condition (grass cover<50%) 89
Fair condition (grass cover 50%to 75%) 69 84
Good condition (grass cover>75%) 39 ..... 61 / — 80
Impervious areas:
Paved parking lots, roofs,driveways, etc. (excluding R/W) 98 T 98 98 98
Paved streets and roads; curbs and storm sewers(excluding 98 98 98 98
Paved streets and roads; open ditches(including R/W) 83 89 92 93
Gravel streets and roads(including R/W) 76 85 89 91
Dirt streets and roads(including R/W) 72 82 87 89
Western desert urban areas:
Natural desert landscaping (pervious areas only) 63 77 85 88
Artificial desert landscaping (impervious weed barrier, desert 96 96 96 96
Urban districts:
Commercial and business 89 92 94 95
Industrial 81 88 91 93
Residential districts by average lot size:
1/8 acre or less(town houses) 77 85 90 92
1/4 acre 61 75 83 87
1/3 acre 57 72 81 86
1/2 acre 54 70 80 85
1 acre 51 68 79 84
2 acres 46 I 65 I 77 I 82
Pasture,grassland or range: —
Poor hydrologic condition 68 79 86 89
Fair hydrologic condition 49 69 79 84
Good hydrologic condition 39 61 74 80
Woods:
illMili
Poor hydrologic condition 45 66 77 83
Fair hydrologic condition 36 0.98 60 73 79
Good hydrologic condition 30 55 70 77
Developing urban areas:
Newly graded areas(pervious areas only, no vegetation) 77 86 91 94
Substation Pad with 6"of Loose Washed Stone 49 1.42 69 79 84
Total HSG Areas: Iold 3.26 IMP — I —
IM
Calculated Total Drainage Area: 3.26 Ac
Calculated Composite Curve Number: 65

FD1
Composite SCS
Curve Number
PROJECT: Lyle Creek DATE: 8/16/2024
SCENARIO: Offsite-DA2(To BMP during Construction) PREPARED BY: MDB
Drainage Area: Total Drainage Area: 1 F� Ac
Hydrologic Soil Group
A B C D
Area Area Area Area
Cover Description (Ac) CN (Ac) CN (Ac) CN (Ac) CN
Open space(lawns, parks,golf courses,cemeteries,etc.):
Poor condition (grass cover<50%) 89
Fair condition (grass cover 50%to 75%) 69 84
Good condition (grass cover>75%) 39 — .... 61 / — 80
Impervious areas:
Paved parking lots, roofs,driveways, etc. (excluding R/W) 98 98 98 98
Paved streets and roads; curbs and storm sewers(excluding 98 98 98 98
Paved streets and roads; open ditches(including R/W) 83 89 92 93
Gravel streets and roads(including R/W) 76 85 89 91
Dirt streets and roads(including R/W) 72 82 87 imp89
Western desert urban areas:
Natural desert landscaping(pervious areas only) 63 77 85 88
Artificial desert landscaping (impervious weed barrier, desert 96 96 96 96
Urban districts:
Commercial and business 89 92 94 95
Industrial 81 88 91 93
Residential districts by average lot size:
1/8 acre or less(town houses) 77 85 90 92
1/4 acre 61 75 83 87
1/3 acre 57 72 81 86
1/2 acre 54 70 80 85
1 acre 51 68 79 84
2 acres 46 I 65 I 77 82
Pasture,grassland or range: gni
Poor hydrologic condition 68 79 86 89
Fair hydrologic condition 49 69 79 84
Good hydrologic condition 39 61 74 80
Woods:
Poor hydrologic condition 45 66 77 83
Fair hydrologic condition 36 60 73 79
Good hydrologic condition 30 55 70 77
Developing urban areas:
Newly graded areas(pervious areas only, no vegetation) 77 86 91 94
Substation Pad with 6"of Loose Washed Stone 49 0.44 69 79 84_
Total HSG Areas: I 1.63 I IM
Calculated Total Drainage Area: 1.63 Ac
Calculated Composite Curve Number: 64

I-D
Composite SCS
Curve Number
PROJECT: Lyle Creek DATE: 3/22/2024
SCENARIO: Post Sediment Basin PREPARED BY: MDB
Drainage Area: Post Sediment Basin Total Drainage Area: 21.80 Ac
Hydrologic Soil Group
A B C D
Area Area Area Area
Cover Description (Ac) CN (Ac) CN (Ac) CN (Ac) CN
Open space(lawns, parks, golf courses, cemeteries,etc.): IM
Poor condition (grass cover<50%) 68 79 86 89
Fair condition (grass cover 50%to 75%) 49 69 79 84
Good condition (grass cover>75%) 39 61 74 80
Impervious areas:
Paved parking lots, roofs,driveways, etc. (excluding R/W) 98 98 98 98
Paved streets and roads; curbs and storm sewers(excluding 98 98 98 98
right-of-way)
Paved streets and roads; open ditches(including RAN) 83 89 92 93
Gravel streets and roads(including R/W) _ 76 85 89 91
Dirt streets and roads(including R/W) 72 0.20 82 87 1 89
Western desert urban areas: V
Natural desert landscaping (pervious areas only) 63 77 85 88
Artificial desert landscaping (impervious weed barrier, desert 96 96 96 96
shrub with 1-to 2-inch sand or gravel mulch and basin
Urban districts:
Commercial and business 89 92 94 95
Industrial 81 88 91 93
Residential districts by average lot size: 111,
1/8 acre or less(town houses) 77 85 90 92
1/4 acre 61 75 83 87
1/3 acre 57 72 81 86
1/2 acre 54 70 80 85
1 acre 51 68 79 84
2 acres I 46 I 65 I 77 82
Pasture,grassland or range: 11.
Poor hydrologic condition 68 79 86 89
Fair hydrologic condition 49 8.12 69 79 84
Good hydrologic condition 39 61 I 74 I 80
Woods:
Poor hydrologic condition 45 66 77 83
Fair hydrologic condition 36 6.49 60 73 79
Good hydrologic condition I 30 I 55 I 70 I 77
Developing urban areas:
Newly graded areas(pervious areas only, no vegetation) 77 4.24 86 91 94
Substation Pad with 6"of Loose Washed Stone 49 2.75 69 79 84
Total HSG Areas: I 21.80 I!
Calculated Total Drainage Area: 21.80 Ac
Calculated Composite Curve Number: 70

I-3
Composite SCS
Curve Number
PROJECT: Lyle Creek DATE: 3/13/2024
SCENARIO: Post-DA PREPARED BY: PP
Drainage Area: Road Side Ditch Total Drainage Area: '.56 Ac
Hydrologic Soil Group
A B C D
Area Area Area Area
Cover Description (Ac) CN (Ac) CN (Ac) CN (Ac) CN
Open space(lawns, parks, golf courses, cemeteries,etc.): IM
Poor condition (grass cover<50%) 68 79 86 89
Fair condition (grass cover 50%to 75%) 49 69 79 84
Good condition (grass cover>75%) 39 61 74 80
Impervious areas:
Paved parking lots, roofs,driveways, etc. (excluding R/W) 98 0.35 98 98 98
Paved streets and roads; curbs and storm sewers(excluding 98 98 98 98
right-of-way)
Paved streets and roads; open ditches(including RAN) 83 89 92 93
Gravel streets and roads(including R/W) _ 76 85 89 91
Dirt streets and roads(including R/W) 72 0.12 82 87 1 89
Western desert urban areas: V
Natural desert landscaping (pervious areas only) 63 77 85 88
Artificial desert landscaping (impervious weed barrier, desert 96 96 96 96
shrub with 1-to 2-inch sand or gravel mulch and basin
Urban districts:
Commercial and business 89 92 94 95
Industrial 81 88 91 93
Residential districts by average lot size: 111,
1/8 acre or less(town houses) 77 85 90 92
1/4 acre 61 75 83 87
1/3 acre 57 72 81 86
1/2 acre 54 70 80 85
1 acre 51 68 79 84
2 acres I 46 I 65 I 77 82
Pasture,grassland or range: 111.
Poor hydrologic condition 68 79 86 89
Fair hydrologic condition 49 4.57 69 79 84
Good hydrologic condition 39 61 I 74 I 80
Woods: t
Poor hydrologic condition 45 66 77 83
Fair hydrologic condition 36 2.52 60 73 79
Good hydrologic condition I 30 I 55 I 70 I 77
Developing urban areas: IIMIMIMI
Newly graded areas(pervious areas only, no vegetation) 77 ` 86 91 94
Substation Pad with 6"of Loose Washed Stone 49 69 79 84
Total HSG Areas: I 7.56 IIIIIIr
Calculated Total Drainage Area: 7.56 Ac
Calculated Composite Curve Number: 68

1/25/2024
Time of Concentration Worksheet F3R
PROJECT: Lyle Creek _ DATE: 01/25/24
SCENARIO: Erosion and Sediment Control PREPARED BY: MDB
-
Drainage Area Infor Drainage Area Tc Summary Data -
DRAINAGE AREA ID: Basin Pre _ Flow Type Length(ft) Elev.Diff. Tc
TOTAL BASIN LENGTH: 988.0 ft Sheet Flow 100.0 10.00 10.9 mins.
TOTAL ELEVATION UP: 970.00 Shallow Concentrated Flow 888.0 68.00 13.9 mins.
TOTAL ELEVATION DOWN: 892.00 Channel Flow-Rectangular - 0.0 0.00 0.0 mins.
TOTAL ACRES: 7.92 _ Channel Flow-Triangular 0.0 0.00 0.0 mins.
Channel Flow-Trapezoidal 0.0 0.00 0.0 mins.
Channel Flow-Circular 0.0 0.00 0.0 mins.
NOTES: Basin Totals 988.0 78.00 24.8 mins.
1. SHEET FLOW = 2. SHALLOW CONCENTRATED FLOW
Segment#1 Segment#2 Segment#3
Surface Description Woods I Segment#1 Segment#2 Segment#3
Manning's"n" 0.40 Surface Description Forest Grassed I
2-Year,24-Hr.Rain Fall(In) 3.42 Flow Length(ft) 515.0 ft 373.0 ft
Flow Length(ft) 100.0 ft Elevation Up(ft) 960.00 922.00
Elevation Up(ft) 970.00 Elevation Down(ft) 922.00 892.00
Elevation Down(ft) 960.00 Watercourse Slope(ft/ft) 0.074 0.080
Land Slope(ft/ft) 0.100 Average Velocity(ft/Sec) 0.7 4.6
Time Of Concentration(Mins) 10.91 Time Of Concentration(Mins) 12.56 1.36
Total Sheet Flow Tc(Minutes): 10.9 min. Total Shallow Concentrated Tc(Mins): 13.9 min.
c:\pwworking\east01\d3569490\
Lyle Creek-Sediment Basin+PRE TOC.xlsm 90%Basin Pre I of 3

1/25/2024
Time of Concentration Worksheet F3R
PROJECT: Lyle Creek _ DATE: 01/25/24
SCENARIO: Erosion and Sediment Control PREPARED BY: MDB
3. CHANNEL FLOW-RECTANGULAR CHANNEL
Segment#1 Segment#2 Segment#3 Segment#4 Segment#5 Segment#6 Segment#7 Segment#8 Segment#9
Surface Description
Bottom Width(ft)
Depth(ft)
Area(Sq.ft)
Wetted Perimeter(ft)
Hydraulic Radius(ft)
Flow Length(ft)
Elevation Up(ft)
Elevation Down(ft)
Channel Slope(ft/ft)
Manning's"n"
Average Velocity(ft/Sec)
Time Of Concentration(Mins)
Total Rectangular Channel Tc(Mins): 0.0 mins.
4. CHANNEL FLOW-TRIANGULAR CHANNEL
Segment#1 Segment#2 Segment#3 Segment#4 Segment#5 Segment#6 Segment#7 Segment#8 Segment#9
Surface Description
Top Width(ft)
Depth(ft)
Area(Sq.ft)
Wetted Perimeter(ft)
Hydraulic Radius(ft)
Flow Length(ft)
Elevation Up(ft)
Elevation Down(ft)
Channel Slope(ft/ft)
Manning's"n"
Average Velocity(ft/Sec)
Time Of Concentration(Mins)
Total Triangular Channel Tc 0.0 min.
c:\pwworking\east01\d 3569490\
Lyle Creek-Sediment Basin+PRE TOC.xlsm 90%Basin Pre 2 of3

1/25/2024
Time of Concentration Worksheet F3R
PROJECT: Lyle Creek DATE: 01/25/24
SCENARIO: Erosion and Sediment Control PREPARED BY: MDB
5. CHANNEL FLOW-TRAPEZOIDAL CHANNEL
Segment#1 Segment#2 Segment#3 Segment#4 Segment#5 Segment#6 Segment#7 Segment#8 Segment#9
Surface Description
Bottom Width(ft)
Depth(ft)
Side Slopes(?H:1V)(ft)
Area(Sq.ft)
Wetted Perimeter(ft)
Hydraulic Radius(ft)
Flow Length(ft)
Elevation Up(ft)
Elevation Down(ft)
Channel Slope(ft/ft)
Manning's"n"
Average Velocity(ft/Sec)
Time Of Concentration(Mins)
Total Trapezoidal Channel Tc 0.0 min.
6. CHANNEL FLOW-CIRCULAR CHANNEL(Gravity Flow)
Segment#1 Segment#2 Segment#3 Segment#4 Segment#5 Segment#6 Segment#7 Segment#8 Segment#9
Surface Description
Pipe Diameter(In)
Area(Sq.ft)
Wetted Perimeter(ft)
Hydraulic Radius(ft)
Flow Length(ft)
Elevation Up(ft)
Elevation Down(ft)
Channel Slope(ft/ft)
Manning's"n"
Average Velocity(ft/Sec)
Time Of Concentration(Mins)
Total Circular Channel Tc(Mins): 0.0 min.
7.Total Basin Time of Concentration (Mintues)
Total Basin Tc (Mins): 24.8 min.
c:\pwworking\east01\d 3569490\
Lyle Creek-Sediment Basin+PRE TOC.xlsm 90%Basin Pre 3 of i

1/25/2024
Time of Concentration Worksheet F3R
PROJECT: Lyle Creek _ DATE: 01/25/24
SCENARIO: Erosion and Sediment Control PREPARED BY: MDB
-
Drainage Area Info Drainage Area Tc Summary Data
DRAINAGE AREA ID: Pre-DA _ Flow Type Length(ft) Elev.Diff. Tc
TOTAL BASIN LENGTH: 1154.0 ft Sheet Flow 100.0 7.00 22.9 mins.
TOTAL ELEVATION UP: 970.00 Shallow Concentrated Flow 1054.0 81.00 14.3 mins.
TOTAL ELEVATION DOWN: 882.00 Channel Flow-Rectangular - 0.0 0.00 0.0 mins.
TOTAL ACRES: 12.33 _ Channel Flow-Triangular 0.0 0.00 0.0 mins.
Channel Flow-Trapezoidal 0.0 0.00 0.0 mins.
Channel Flow-Circular 0.0 0.00 0.0 mins.
NOTES: Basin Totals 1154.0 88.00 37.3 mins.
1. SHEET FLOW = 2. SHALLOW CONCENTRATED FLOW
Segment#1 Segment#2 Segment#3
Surface Description Woods I Segment#1 Segment#2 Segment#3
Manning's"n" 0.80 Surface Description Forest Grassed I
2-Year,24-Hr.Rain Fall(In) 3.12 Flow Length(ft) 552.0 ft 502.0 ft
Flow Length(ft) 100.0 ft Elevation Up(ft) 963.00 914.00
Elevation Up(ft) 970.00 Elevation Down(ft) 914.00 882.00
Elevation Down(ft) 963.00 Watercourse Slope(ft/ft) 0.089 0.064
Land Slope(ft/ft) 0.070 Average Velocity(ft/Sec) 0.7 4.1
Time Of Concentration(Mins) 22.94 Time Of Concentration(Mins) 12.27 2.05
Total Sheet Flow Tc(Minutes): 22.9 min. Total Shallow Concentrated Tc(Mins): 14.3 min.
c:\pwworking\east01\d3569490\
Lyle Creek-Sediment Basin+PRE TOC.xlsm PRE-DA I of 3

1/25/2024
Time of Concentration Worksheet F3R
PROJECT: Lyle Creek _ DATE: 01/25/24
SCENARIO: Erosion and Sediment Control PREPARED BY: MDB
3. CHANNEL FLOW-RECTANGULAR CHANNEL
Segment#1 Segment#2 Segment#3 Segment#4 Segment#5 Segment#6 Segment#7 Segment#8 Segment#9
Surface Description
Bottom Width(ft)
Depth(ft)
Area(Sq.ft)
Wetted Perimeter(ft)
Hydraulic Radius(ft)
Flow Length(ft)
Elevation Up(ft)
Elevation Down(ft)
Channel Slope(ft/ft)
Manning's"n"
Average Velocity(ft/Sec)
Time Of Concentration(Mins)
Total Rectangular Channel Tc(Mins): 0.0 mins.
4. CHANNEL FLOW-TRIANGULAR CHANNEL
Segment#1 Segment#2 Segment#3 Segment#4 Segment#5 Segment#6 Segment#7 Segment#8 Segment#9
Surface Description
Top Width(ft)
Depth(ft)
Area(Sq.ft)
Wetted Perimeter(ft)
Hydraulic Radius(ft)
Flow Length(ft)
Elevation Up(ft)
Elevation Down(ft)
Channel Slope(ft/ft)
Manning's"n"
Average Velocity(ft/Sec)
Time Of Concentration(Mins)
Total Triangular Channel Tc 0.0 min.
c:\pwworking\east01\d 3569490\
Lyle Creek-Sediment Basin+PRE TOC.xlsm PRE-DA 2 of 3

1/25/2024
Time of Concentration Worksheet F3R
PROJECT: Lyle Creek DATE: 01/25/24
SCENARIO: Erosion and Sediment Control PREPARED BY: MDB
5. CHANNEL FLOW-TRAPEZOIDAL CHANNEL
Segment#1 Segment#2 Segment#3 Segment#4 Segment#5 Segment#6 Segment#7 Segment#8 Segment#9
Surface Description
Bottom Width(ft)
Depth(ft)
Side Slopes(?H:1V)(ft)
Area(Sq.ft)
Wetted Perimeter(ft)
Hydraulic Radius(ft)
Flow Length(ft)
Elevation Up(ft)
Elevation Down(ft)
Channel Slope(ft/ft)
Manning's"n"
Average Velocity(ft/Sec)
Time Of Concentration(Mins)
Total Trapezoidal Channel Tc 0.0 min.
6. CHANNEL FLOW-CIRCULAR CHANNEL(Gravity Flow)
Segment#1 Segment#2 Segment#3 Segment#4 Segment#5 Segment#6 Segment#7 Segment#8 Segment#9
Surface Description
Pipe Diameter(In)
Area(Sq.ft)
Wetted Perimeter(ft)
Hydraulic Radius(ft)
Flow Length(ft)
Elevation Up(ft)
Elevation Down(ft)
Channel Slope(ft/ft)
Manning's"n"
Average Velocity(ft/Sec)
Time Of Concentration(Mins)
Total Circular Channel Tc(Mins): 0.0 min.
7.Total Basin Time of Concentration (Mintues)
Total Basin Tc (Mins): 37.3 min.
c:\pwworking\east01\d 3569490\
Lyle Creek-Sediment Basin+PRE TOC.xlsm PRE-DA 3 013

3/22/2024
Time of Concentration Worksheet F3R
PROJECT: Lyle Creek _ DATE: 03/22/24
SCENARIO: Erosion and Sediment Control PREPARED BY: MDB
-
Drainage Area Information Drainage Area Tc Summary Data M
DRAINAGE AREA ID: Basin Post _ Flow Type Length(ft) Elev.Diff. Tc
TOTAL BASIN LENGTH: 1515.0 ft Sheet Flow 100.0 3.50 16.6 mins.
TOTAL ELEVATION UP: 988.00 Shallow Concentrated Flow 884.0 55.50 15.8 mins.
TOTAL ELEVATION DOWN: 885.00 Channel Flow-Rectangular - 0.0 0.00 0.0 mins.
TOTAL ACRES: 21.80 _ Channel Flow-Triangular 0.0 0.00 0.0 mins.
Channel Flow-Trapezoidal 456.0 43.58 0.4 mins.
Channel Flow-Circular 75.0 0.42 0.2 mins.
NOTES: Basin Totals 1515.0 103.00 33.0 mins.
1. SHEET FLOW 2. SHALLOW CONCENTRATED FLOW
Segment#1 Segment#2 Segment#3
Surface Description I Bare Earth Segment#1 Segment#2 Segment#3
Manning's"n" 0.40 Surface Description Bare Earth Forest Grassed
2-Year,24-Hr.Rain Fall(In) 3.42 Flow Length(ft) 222.0 ft 564.0 ft 98.0 ft
Flow Length(ft) 100.0 ft Elevation Up(ft) 984.50 973.00 936.00
Elevation Up(ft) 988.00 Elevation Down(ft) 973.00 936.00 929.00
Elevation Down(ft) 984.50 Watercourse Slope(ft/ft) 0.052 0.066 0.071
Land Slope(ft/ft) 0.035 Average Velocity(ft/Sec) 4.6 0.6 4.3 I
Time Of Concentration(Mins) 16.61 Time Of Concentration(Mins) 0.80 14.59 0.38
Total Sheet Flow Tc(Minutes): 16.6 min. Total Shallow Concentrated Tc(Mins): 15.8 min.
c:\pwworking\east01\d3569490\
Lyle Creek-Sediment Basin+PRE TOC.xlsm Basin Post_NEW I of 3

3/22/2024
Time of Concentration Worksheet F3R
PROJECT: Lyle Creek _ DATE: 03/22/24
SCENARIO: Erosion and Sediment Control PREPARED BY: MDB
3. CHANNEL FLOW-RECTANGULAR CHANNEL
Segment#1 Segment#2 Segment#3 Segment#4 Segment#5 Segment#6 Segment#7 Segment#8 Segment#9
Surface Description
Bottom Width(ft)
Depth(ft)
Area(Sq.ft)
Wetted Perimeter(ft)
Hydraulic Radius(ft)
Flow Length(ft)
Elevation Up(ft)
Elevation Down(ft)
Channel Slope(ft/ft)
Manning's"n"
Average Velocity(ft/Sec)
Time Of Concentration(Mins)
Total Rectangular Channel Tc(Mins): 0.0 mins.
4. CHANNEL FLOW-TRIANGULAR CHANNEL
Segment#1 Segment#2 Segment#3 Segment#4 Segment#5 Segment#6 Segment#7 Segment#8 Segment#9
Surface Description
Top Width(ft)
Depth(ft)
Area(Sq.ft)
Wetted Perimeter(ft)
Hydraulic Radius(ft)
Flow Length(ft)
Elevation Up(ft)
Elevation Down(ft)
Channel Slope(ft/ft)
Manning's"n"
Average Velocity(ft/Sec)
Time Of Concentration(Mins)
Total Triangular Channel Tc 0.0 min.
c:\pwworking\east01\d 3569490\
Lyle Creek-Sediment Basin+PRE TOC.xlsm Basin Post_NEW 2 of 3

3/22/2024
Time of Concentration Worksheet F3R
PROJECT: Lyle Creek DATE: 03/22/24
SCENARIO: Erosion and Sediment Control PREPARED BY: MDB
5. CHANNEL FLOW-TRAPEZOIDAL CHANNEL
Segment#1 Segment#2 Segment#3 Segment#4 Segment#5 Segment#6 Segment#7 Segment#8 Segment#9
Surface Description Grass Grass
Bottom Width(ft) 2.0 2.0
Depth(ft) 2.0 2.0
Side Slopes(?H:1V)(ft) 3.0 3.0
Area(Sq.ft) 16.0 16.0
Wetted Perimeter(ft) 14.6 14.6
Hydraulic Radius(ft) 1.1 1.1
Flow Length(ft) 183.0 273.0
Elevation Up(ft) 929.00 914.25
Elevation Down(ft) 914.67 885.00
Channel Slope(ft/ft) 0.078 0.107
Manning's"n" 0.025 0.025
Average Velocity(ft/Sec) 17.7 20.7
Time Of Concentration(Mins) 0.17 0.22
Total Trapezoidal Channel Tc 0.4 min.
6. CHANNEL FLOW-CIRCULAR CHANNEL(Gravity Flow)
Segment#1 Segment#2 Segment#3 Segment#4 Segment#5 Segment#6 Segment#7 Segment#8 Segment#9
Surface Description RCP
Pipe Diameter(In) 24 in.
Area(Sq.ft) 3.1
Wetted Perimeter(ft) 6.3
Hydraulic Radius(ft) 0.5
Flow Length(ft) 75.0
Elevation Up(ft) 914.67
Elevation Down(ft) 914.25
Channel Slope(ft/ft) 0.006
Manning's"n" 0.013
Average Velocity(ft/Sec) 5.4
Time Of Concentration(Mins) 0.23
Total Circular Channel Tc(Mins): 0.2 min.
7.Total Basin Time of Concentration (Mintues)
Total Basin Tc (Mins): 33.0 min.
c:\pwworking\east0l\d 3569490\
Lyle Creek-Sediment Basin+PRE TOC.xlsm Basin Post_N EW 3 of

3/18/2024
Time of Concentration Worksheet I-3
PROJECT: Lyle Creek _ DATE: 03/13/24
SCENARIO: Erosion and Sediment Control PREPARED BY: PP
Drainage Area Information Drainage Area Tc Summary Data
DRAINAGE AREA ID: 6DA-Post/Access Rd Ditch Flow Type Length(ft) Elev.Diff. Tc
TOTAL BASIN LENGTH: 883.0 ft Sheet Flow 100.0 2.00 20.8 mins.
TOTAL ELEVATION UP: 981.00 Shallow Concentrated Flow 783.0 50.00 6.0 mins.
TOTAL ELEVATION DOWN: 929.00 Channel Flow-Rectangular - 0.0 0.00 0.0 mins.
TOTAL ACRES: 7.56 Channel Flow-Triangular 0.0 0.00 0.0 mins.
Channel Flow-Trapezoidal 0.0 0.00 0.0 mins.
Channel Flow-Circular 0.0 0.00 0.0 mins.
NOTES: Basin Totals 883.0 52.00 26.8 mins.
1. SHEET FLOW 2. SHALLOW CONCENTRATED FLOW
Segment#1 _ Segment#2 Segment#3
Surface Description Bare Earth Segment#1 Segment#2 Segment#3
Manning's"n" 0.40 Surface Description Bare Earth Forest Grassed
2-Year,24-Hr.Rain Fall(In) 3.42 Flow Length(ft) 493.0 ft 192.0 ft 98.0 ft
Flow Length(ft) 100.0 ft Elevation Up(ft) 979.00 960.00 936.00
Elevation Up(ft) 981.00 Elevation Down(ft) 960.00 936.00 929.00
Elevation Down(ft) 979.00 Watercourse Slope(ft/ft) 0.039 0.125 0.071
Land Slope(ft/ft) 0.020 Average Velocity(ft/Sec) 4.0 _ 0.9 4.3 I
Time Of Concentration(Mins) 20.77 Time Of Concentration(Mins) 2.06 3.60 0.38
Total Sheet Flow Tc(Minutes): 20.8 min. Total Shallow Concentrated Tc(Mins): 6.0 min.
c:\pwworking\east01\d3569490\
Lyle Creek-Sediment Basin+PRE TOC West Culvert I of3

3/18/2024
Time of Concentration Worksheet F3R
PROJECT: Lyle Creek _ DATE: 03/13/24
SCENARIO: Erosion and Sediment Control PREPARED BY: PP
3. CHANNEL FLOW-RECTANGULAR CHANNEL
Segment#1 Segment#2 Segment#3 Segment#4 Segment#5 Segment#6 Segment#7 Segment#8 Segment#9
Surface Description
Bottom Width(ft)
Depth(ft)
Area(Sq.ft)
Wetted Perimeter(ft)
Hydraulic Radius(ft)
Flow Length(ft)
Elevation Up(ft)
Elevation Down(ft)
Channel Slope(ft/ft)
Manning's"n"
Average Velocity(ft/Sec)
Time Of Concentration(Mins)
Total Rectangular Channel Tc(Mins): 0.0 mins.
4. CHANNEL FLOW-TRIANGULAR CHANNEL
Segment#1 Segment#2 Segment#3 Segment#4 Segment#5 Segment#6 Segment#7 Segment#8 Segment#9
Surface Description
Top Width(ft)
Depth(ft)
Area(Sq.ft)
Wetted Perimeter(ft)
Hydraulic Radius(ft)
Flow Length(ft)
Elevation Up(ft)
Elevation Down(ft)
Channel Slope(ft/ft)
Manning's"n"
Average Velocity(ft/Sec)
Time Of Concentration(Mins)
Total Triangular Channel Tc 0.0 min.
c:\pwworking\east01\d 3569490\
Lyle Creek-Sediment Basin+PRE TOC West Culvert 2 of3

3/18/2024
Time of Concentration Worksheet F3R
PROJECT: Lyle Creek DATE: 03/13/24
SCENARIO: Erosion and Sediment Control PREPARED BY: PP
5. CHANNEL FLOW-TRAPEZOIDAL CHANNEL
Segment#1 Segment#2 Segment#3 Segment#4 Segment#5 Segment#6 Segment#7 Segment#8 Segment#9
Surface Description
Bottom Width(ft)
Depth(ft)
Side Slopes(?H:1V)(ft)
Area(Sq.ft)
Wetted Perimeter(ft)
Hydraulic Radius(ft)
Flow Length(ft)
Elevation Up(ft)
Elevation Down(ft)
Channel Slope(ft/ft)
Manning's"n"
Average Velocity(ft/Sec)
Time Of Concentration(Mins)
Total Trapezoidal Channel Tc 0.0 min.
6. CHANNEL FLOW-CIRCULAR CHANNEL(Gravity Flow)
Segment#1 Segment#2 Segment#3 Segment#4 Segment#5 Segment#6 Segment#7 Segment#8 Segment#9
Surface Description
Pipe Diameter(In)
Area(Sq.ft)
Wetted Perimeter(ft)
Hydraulic Radius(ft)
Flow Length(ft)
Elevation Up(ft)
Elevation Down(ft)
Channel Slope(ft/ft)
Manning's"n"
Average Velocity(ft/Sec)
Time Of Concentration(Mins)
Total Circular Channel Tc(Mins): 0.0 min.
7.Total Basin Time of Concentration (Mintues)
Total Basin Tc (Mins): 26.8 min.
c:\pwworking\east01\d 3569490\
Lyle Creek-Sediment Basin+PRE TOC West Culvert 3 of 3

8/16/2024
Time of Concentration Worksheet F3R
PROJECT: Lyle Creek DATE: 08/16/24 -
SCENARIO: Erosion and Sediment Control PREPARED BY: PP
-
Drainage Area Information Drainage Area Tc Summary Data
DRAINAGE AREA ID: 2DA-Post/Rabbit Crossing Flow Type Length(ft) Elev.Diff. Tc
TOTAL BASIN LENGTH: 527.0 ft Sheet Flow 100.0 4.00 15.7 mins.
TOTAL ELEVATION UP: 980.00 Shallow Concentrated Flow 427.0 25.40 7.6 mins.
TOTAL ELEVATION DOWN: 950.60 Channel Flow-Rectangular 0.0 0.00 0.0 mins.
TOTAL ACRES: 2.44 Channel Flow-Triangular 0.0 0.00 0.0 mins.
Channel Flow-Trapezoidal 0.0 0.00 0.0 mins.
Channel Flow-Circular 0.0 0.00 0.0 mins.
NOTES: Basin Totals 527.0 29.40 23.3 mins.
1. SHEET FLOW 2. SHALLOW CONCENTRATED FLOW
Segment#1 _ Segment#2 Segment#3
Surface Description Asphalt Segment#1 Segment#2 Segment#3
Manning's"n" 0.40 Surface Description Forest Grassed Grassed
2-Year,24-Hr.Rain Fall(In) 3.42 Flow Length(ft) 234.0 ft 98.0 ft 95.0 ft
Flow Length(ft) 100.0 ft Elevation Up(ft) 976.00 964.00 958.00
Elevation Up(ft) 980.00 Elevation Down(ft) 964.00 958.00 950.60
Elevation Down(ft) 976.00 Watercourse Slope(ft/ft) 0.051 0.061 0.078
Land Slope(ft/ft) 0.040 Average Velocity(ft/Sec) 0.6 4.0 4.5 I
Time Of Concentration(Mins) 15.74 Time Of Concentration(Mins) 6.84 0.41 0.35
Total Sheet Flow Tc(Minutes): 15.7 min. Total Shallow Concentrated Tc(Mins): 7.6 min.
c:\pwworking\east01\d3569490\
Lyle Creek-Sediment Basin+PRE TOC Rabbit Crossing Rd Culvert I of 12

8/16/2024
Time of Concentration Worksheet F3R
PROJECT: Lyle Creek _ DATE: 08/16/24
SCENARIO: Erosion and Sediment Control PREPARED BY: PP
3. CHANNEL FLOW-RECTANGULAR CHANNEL
Segment#1 Segment#2 Segment#3 Segment#4 Segment#5 Segment#6 Segment#7 Segment#8 Segment#9
Surface Description
Bottom Width(ft)
Depth(ft)
Area(Sq.ft)
Wetted Perimeter(ft)
Hydraulic Radius(ft)
Flow Length(ft)
Elevation Up(ft)
Elevation Down(ft)
Channel Slope(ft/ft)
Manning's"n"
Average Velocity(ft/Sec)
Time Of Concentration(Mins)
Total Rectangular Channel Tc(Mins): 0.0 mins.
4. CHANNEL FLOW-TRIANGULAR CHANNEL
Segment#1 Segment#2 Segment#3 Segment#4 Segment#5 Segment#6 Segment#7 Segment#8 Segment#9
Surface Description
Top Width(ft)
Depth(ft)
Area(Sq.ft)
Wetted Perimeter(ft)
Hydraulic Radius(ft)
Flow Length(ft)
Elevation Up(ft)
Elevation Down(ft)
Channel Slope(ft/ft)
Manning's"n"
Average Velocity(ft/Sec)
Time Of Concentration(Mins)
Total Triangular Channel Tc 0.0 min.
c:\pwworking\east01\d 3569490\
Lyle Creek-Sediment Basin+PRE TOC Rabbit Crossing Rd Culvert 2 of 2

8/16/2024
Time of Concentration Worksheet F3R
PROJECT: Lyle Creek DATE: 08/16/24
SCENARIO: Erosion and Sediment Control PREPARED BY: PP
5. CHANNEL FLOW-TRAPEZOIDAL CHANNEL
Segment#1 Segment#2 Segment#3 Segment#4 Segment#5 Segment#6 Segment#7 Segment#8 Segment#9
Surface Description
Bottom Width(ft)
Depth(ft)
Side Slopes(?H:1V)(ft)
Area(Sq.ft)
Wetted Perimeter(ft)
Hydraulic Radius(ft)
Flow Length(ft)
Elevation Up(ft)
Elevation Down(ft)
Channel Slope(ft/ft)
Manning's"n"
Average Velocity(ft/Sec)
Time Of Concentration(Mins)
Total Trapezoidal Channel Tc 0.0 min.
6. CHANNEL FLOW-CIRCULAR CHANNEL(Gravity Flow)
Segment#1 Segment#2 Segment#3 Segment#4 Segment#5 Segment#6 Segment#7 Segment#8 Segment#9
Surface Description
Pipe Diameter(In)
Area(Sq.ft)
Wetted Perimeter(ft)
Hydraulic Radius(ft)
Flow Length(ft)
Elevation Up(ft)
Elevation Down(ft)
Channel Slope(ft/ft)
Manning's"n"
Average Velocity(ft/Sec)
Time Of Concentration(Mins)
Total Circular Channel Tc(Mins): 0.0 min.
7.Total Basin Time of Concentration (Mintues)
Total Basin Tc (Mins): 23.3 min.
c:\pwworking\east01\d 3569490\
Lyle Creek-Sediment Basin+PRE TOC Rabbit Crossing Rd Culvert 3 of 13

8/16/2024
Time of Concentration Worksheet F3R
PROJECT: Lyle Creek - DATE: 08/16/24
SCENARIO: Erosion and Sediment Control PREPARED BY: PP
Drainage Area Info Drainage Area Tc Summary Data
DRAINAGE AREA ID: 1 DA-Post/Stafford Rd Culvert Flow Type Length(ft) Elev.Diff. Tc
TOTAL BASIN LENGTH: 498.5 ft Sheet Flow 100.0 2.00 20.8 mins.
TOTAL ELEVATION UP: 982.00 Shallow Concentrated Flow 253.5 9.64 8.5 mins.
TOTAL ELEVATION DOWN: 956.35 Channel Flow-Rectangular - 0.0 0.00 0.0 mins.
TOTAL ACRES: 1.50 Channel Flow-Triangular 0.0 0.00 0.0 mins.
Channel Flow-Trapezoidal 145.0 14.01 0.1 mins.
Channel Flow-Circular 0.0 0.00 0.0 mins.
NOTES: Basin Totals 498.5 25.65 29.4 mins.
1. SHEET FLOW = 2. SHALLOW CONCENTRATED FLOW
Segment#1 Segment#2 Segment#3
Surface Description Asphalt I Segment#1 Segment#2 Segment#3
Manning's"n" 0.40 Surface Description Paved Grassed Forest I
2-Year,24-Hr.Rain Fall(In) 3.42 Flow Length(ft) 24.0 ft 133.0 ft 96.5 ft
Flow Length(ft) 100.0 ft Elevation Up(ft) 980.00 978.00 971.00
Elevation Up(ft) 982.00 Elevation Down(ft) 978.00 971.00 970.36
Elevation Down(ft) 980.00 Watercourse Slope(ft/ft) 0.083 0.053 0.007
Land Slope(ft/ft) 0.020 Average Velocity(ft/Sec) 5.9 _ 3.7 0.2 I
Time Of Concentration(Mins) 20.77 Time Of Concentration(Mins) 0.07 0.60 7.85
Total Sheet Flow Tc(Minutes): 20.8 min. Total Shallow Concentrated Tc(Mins): 8.5 min.
c:\pwworking\east01\d3569490\
Lyle Creek-Sediment Basin+PRE TOC Stafford Rd Culvert 4 of 12

8/16/2024
Time of Concentration Worksheet F3R
PROJECT: Lyle Creek _ DATE: 08/16/24
SCENARIO: Erosion and Sediment Control PREPARED BY: PP
3. CHANNEL FLOW-RECTANGULAR CHANNEL
Segment#1 Segment#2 Segment#3 Segment#4 Segment#5 Segment#6 Segment#7 Segment#8 Segment#9
Surface Description
Bottom Width(ft)
Depth(ft)
Area(Sq.ft)
Wetted Perimeter(ft)
Hydraulic Radius(ft)
Flow Length(ft)
Elevation Up(ft)
Elevation Down(ft)
Channel Slope(ft/ft)
Manning's"n"
Average Velocity(ft/Sec)
Time Of Concentration(Mins)
Total Rectangular Channel Tc(Mins): 0.0 mins.
4. CHANNEL FLOW-TRIANGULAR CHANNEL
Segment#1 Segment#2 Segment#3 Segment#4 Segment#5 Segment#6 Segment#7 Segment#8 Segment#9
Surface Description
Top Width(ft)
Depth(ft)
Area(Sq.ft)
Wetted Perimeter(ft)
Hydraulic Radius(ft)
Flow Length(ft)
Elevation Up(ft)
Elevation Down(ft)
Channel Slope(ft/ft)
Manning's"n"
Average Velocity(ft/Sec)
Time Of Concentration(Mins)
Total Triangular Channel Tc 0.0 min.
c:\pwworking\east01\d 3569490\
Lyle Creek-Sediment Basin+PRE TOC Stafford Rd Culvert 5 of 12

8/16/2024
Time of Concentration Worksheet F3R
PROJECT: Lyle Creek DATE: 08/16/24
SCENARIO: Erosion and Sediment Control PREPARED BY: PP
5. CHANNEL FLOW-TRAPEZOIDAL CHANNEL
Segment#1 Segment#2 Segment#3 Segment#4 Segment#5 Segment#6 Segment#7 Segment#8 Segment#9
Surface Description Stream-Stoney
Bottom Width(ft) 2.0
Depth(ft) 2.0
Side Slopes(?H:1V)(ft) 3.0
Area(Sq.ft) 16.0
Wetted Perimeter(ft) 14.6
Hydraulic Radius(ft) 1.1
Flow Length(ft) 145.0
Elevation Up(ft) 970.36
Elevation Down(ft) 956.35
Channel Slope(ft/ft) 0.097
Manning's"n" 0.025
Average Velocity(ft/Sec) 19.7
Time Of Concentration(Mins) 0.12
Total Trapezoidal Channel Tc 0.1 min.
6. CHANNEL FLOW-CIRCULAR CHANNEL(Gravity Flow)
Segment#1 _ Segment#2 Segment#3 _ Segment#4 Segment#5 Segment#6 Segment#7 _ Segment#8 Segment#9
Surface Description
Pipe Diameter(In)
Area(Sq.ft)
Wetted Perimeter(ft)
Hydraulic Radius(ft)
Flow Length(ft)
Elevation Up(ft)
Elevation Down(ft)
Channel Slope(ft/ft)
Manning's"n"
Average Velocity(ft/Sec)
Time Of Concentration(Mins)
Total Circular Channel Tc(Mins): 0.0 min.
7.Total Basin Time of Concentration (Mintues)
Total Basin Tc (Mins): 29.4 min.
c:\pwworking\east01\d 3569490\
Lyle Creek-Sediment Basin+PRE TOC Stafford Rd Culvert

8/23/2024
Time of Concentration Worksheet F3R
PROJECT: Lyle Creek DATE: 08/16/24
SCENARIO: Erosion and Sediment Control PREPARED BY: PP
Drainage Area Information Drainage Area Tc Summary Data
DRAINAGE AREA ID: West Ditch Flow Type Length(ft) Elev.Diff. Tc
TOTAL BASIN LENGTH: 767.69 ft Sheet Flow 100.0 6.24 22.9 mins.
TOTAL ELEVATION UP: 971.77 Shallow Concentrated Flow 362.7 49.53 1.3 mins.
TOTAL ELEVATION DOWN: 914.48 Channel Flow-Rectangular 0.0 0.00 0.0 mins.
TOTAL ACRES: 3.19 Channel Flow-Triangular 0.0 0.00 0.0 mins.
Channel Flow-Trapezoidal 305.0 1.52 1.7 mins.
Channel Flow-Circular 0.0 0.00 0.0 mins.
NOTES: Basin Totals 767.69 57.29 25.9 mins.
1. SHEET FLOW 2. SHALLOW CONCENTRATED FLOW
Segment#1 _ Segment#2 Segment#3
Surface Description Woods Segment#1 Segment#2 Segment#3
Manning's"n" 0.80 Surface Description Grassed
2-Year,24-Hr.Rain Fall(In) 3.42 Flow Length(ft) 199.9 ft 162.8 ft
Flow Length(ft) 100.0 ft Elevation Up(ft) 965.53 955.30
Elevation Up(ft) 971.77 Elevation Down(ft) 955.30 916.00
Elevation Down(ft) 965.53 Watercourse Slope(ft/ft) 0.051 0.241
Land Slope(ft/ft) 0.062 Average Velocity(ft/Sec) 3.7 7.9
Time Of Concentration(Mins) 22.94 Time Of Concentration(Mins) 0.91 0.34
Total Sheet Flow Tc(Minutes): 22.9 min. Total Shallow Concentrated Tc(Mins): 1.3 min.
c:\pwworking\east01\d3569490\
Lyle Creek-Sediment Basin+PRE TOC West Ditch I of6

8/23/2024
Time of Concentration Worksheet F3R
PROJECT: Lyle Creek _ DATE: 08/16/24
SCENARIO: Erosion and Sediment Control PREPARED BY: PP
3. CHANNEL FLOW-RECTANGULAR CHANNEL
Segment#1 Segment#2 Segment#3 Segment#4 Segment#5 Segment#6 Segment#7 Segment#8 Segment#9
Surface Description
Bottom Width(ft)
Depth(ft)
Area(Sq.ft)
Wetted Perimeter(ft)
Hydraulic Radius(ft)
Flow Length(ft)
Elevation Up(ft)
Elevation Down(ft)
Channel Slope(ft/ft)
Manning's"n"
Average Velocity(ft/Sec)
Time Of Concentration(Mins)
Total Rectangular Channel Tc(Mins): 0.0 mins.
4. CHANNEL FLOW-TRIANGULAR CHANNEL
Segment#1 Segment#2 Segment#3 Segment#4 Segment#5 Segment#6 Segment#7 Segment#8 Segment#9
Surface Description
Top Width(ft)
Depth(ft)
Area(Sq.ft)
Wetted Perimeter(ft)
Hydraulic Radius(ft)
Flow Length(ft)
Elevation Up(ft)
Elevation Down(ft)
Channel Slope(ft/ft)
Manning's"n"
Average Velocity(ft/Sec)
Time Of Concentration(Mins)
Total Triangular Channel Tc 0.0 min.
c:\pwworking\east01\d 3569490\
Lyle Creek-Sediment Basin+PRE TOC West Ditch 2 of 6

8/23/2024
Time of Concentration Worksheet F3R
PROJECT: Lyle Creek DATE: 08/16/24
SCENARIO: Erosion and Sediment Control PREPARED BY: PP
5. CHANNEL FLOW-TRAPEZOIDAL CHANNEL
Segment#1 Segment#2 Segment#3 Segment#4 Segment#5 Segment#6 Segment#7 Segment#8 Segment#9
Surface Description Grass
Bottom Width(ft) 2.0
Depth(ft) 1.0
Side Slopes(?H:1V)(ft) 3.0
Area(Sq.ft) 5.0
Wetted Perimeter(ft) 8.3
Hydraulic Radius(ft) 0.6
Flow Length(ft) 305.0
Elevation Up(ft) 916.00
Elevation Down(ft) 914.48
Channel Slope(ft/ft) 0.005
Manning's"n" 0.025
Average Velocity(ft/Sec) 3.0
Time Of Concentration(Mins) 1.70
Total Trapezoidal Channel Tc 1.7 min.
6. CHANNEL FLOW-CIRCULAR CHANNEL(Gravity Flow)
Segment#1 Segment#2 Segment#3 Segment#4 Segment#5 Segment#6 Segment#7 Segment#8 Segment#9
Surface Description
Pipe Diameter(In)
Area(Sq.ft)
Wetted Perimeter(ft)
Hydraulic Radius(ft)
Flow Length(ft)
Elevation Up(ft)
Elevation Down(ft)
Channel Slope(ft/ft)
Manning's"n"
Average Velocity(ft/Sec)
Time Of Concentration(Mins)
Total Circular Channel Tc(Mins): 0.0 min.
7.Total Basin Time of Concentration (Mintues)
Total Basin Tc (Mins): 25.9 min.
c:\pwworking\east01\d 3569490\
Lyle Creek-Sediment Basin+PRE TOC West Ditch 7 of6

8/23/2024
Time of Concentration Worksheet F3R
PROJECT: Lyle Creek DATE: 08/16/24
SCENARIO: Erosion and Sediment Control PREPARED BY: PP
Drainage Area Information Drainage Area Tc Summary Data
DRAINAGE AREA ID: East Ditch Flow Type Length(ft) Elev.Diff. Tc
TOTAL BASIN LENGTH: 730.0 ft Sheet Flow 100.0 7.50 21.3 mins.
TOTAL ELEVATION UP: 972.00 Shallow Concentrated Flow 302.0 47.00 4.8 mins.
TOTAL ELEVATION DOWN: 913.50 Channel Flow-Rectangular 0.0 0.00 0.0 mins.
TOTAL ACRES: 3.26 Channel Flow-Triangular 0.0 0.00 0.0 mins.
Channel Flow-Trapezoidal 328.0 4.00 0.9 mins.
Channel Flow-Circular 0.0 0.00 0.0 mins.
NOTES: Basin Totals 730.0 58.50 27.1 mins.
1. SHEET FLOW 2. SHALLOW CONCENTRATED FLOW
Segment#1 _ Segment#2 Segment#3
Surface Description Woods Segment#1 Segment#2 Segment#3
Manning's"n" 0.80 Surface Description Forest Grassed
2-Year,24-Hr.Rain Fall(In) 3.42 Flow Length(ft) 198.0 ft 104.0 ft
Flow Length(ft) 100.0 ft Elevation Up(ft) 964.50 948.50
Elevation Up(ft) 972.00 Elevation Down(ft) 948.50 917.50
Elevation Down(ft) 964.50 Watercourse Slope(ft/ft) 0.081 0.298
Land Slope(ft/ft) 0.075 Average Velocity(ft/Sec) 0.7 8.8
Time Of Concentration(Mins) 21.31 Time Of Concentration(Mins) 4.61 0.20
Total Sheet Flow Tc(Minutes): 21.3 min. Total Shallow Concentrated Tc(Mins): 4.8 min.
c:\pwworking\east01\d3569490\
Lyle Creek-Sediment Basin+PRE TOC East Ditch 4 of 6

8/23/2024
Time of Concentration Worksheet F3R
PROJECT: Lyle Creek _ DATE: 08/16/24
SCENARIO: Erosion and Sediment Control PREPARED BY: PP
3. CHANNEL FLOW-RECTANGULAR CHANNEL
Segment#1 Segment#2 Segment#3 Segment#4 Segment#5 Segment#6 Segment#7 Segment#8 Segment#9
Surface Description
Bottom Width(ft)
Depth(ft)
Area(Sq.ft)
Wetted Perimeter(ft)
Hydraulic Radius(ft)
Flow Length(ft)
Elevation Up(ft)
Elevation Down(ft)
Channel Slope(ft/ft)
Manning's"n"
Average Velocity(ft/Sec)
Time Of Concentration(Mins)
Total Rectangular Channel Tc(Mins): 0.0 mins.
4. CHANNEL FLOW-TRIANGULAR CHANNEL
Segment#1 Segment#2 Segment#3 Segment#4 Segment#5 Segment#6 Segment#7 Segment#8 Segment#9
Surface Description
Top Width(ft)
Depth(ft)
Area(Sq.ft)
Wetted Perimeter(ft)
Hydraulic Radius(ft)
Flow Length(ft)
Elevation Up(ft)
Elevation Down(ft)
Channel Slope(ft/ft)
Manning's"n"
Average Velocity(ft/Sec)
Time Of Concentration(Mins)
Total Triangular Channel Tc 0.0 min.
c:\pwworking\east01\d 3569490\
Lyle Creek-Sediment Basin+PRE TOC East Ditch 5 of 6

8/23/2024
Time of Concentration Worksheet F3R
PROJECT: Lyle Creek DATE: 08/16/24
SCENARIO: Erosion and Sediment Control PREPARED BY: PP
5. CHANNEL FLOW-TRAPEZOIDAL CHANNEL
Segment#1 Segment#2 Segment#3 Segment#4 Segment#5 Segment#6 Segment#7 Segment#8 Segment#9
Surface Description Grass
Bottom Width(ft) 2.0
Depth(ft) 1.5
Side Slopes(?H:1V)(ft) 3.0
Area(Sq.ft) 9.8
Wetted Perimeter(ft) 11.5
Hydraulic Radius(ft) 0.8
Flow Length(ft) 328.0
Elevation Up(ft) 917.50
Elevation Down(ft) 913.50
Channel Slope(ft/ft) 0.012
Manning's"n" 0.025
Average Velocity(ft/Sec) 5.9
Time Of Concentration(Mins) 0.93
Total Trapezoidal Channel Tc 0.9 min.
6. CHANNEL FLOW-CIRCULAR CHANNEL(Gravity Flow)
Segment#1 Segment#2 Segment#3 Segment#4 Segment#5 Segment#6 Segment#7 Segment#8 Segment#9
Surface Description
Pipe Diameter(In)
Area(Sq.ft)
Wetted Perimeter(ft)
Hydraulic Radius(ft)
Flow Length(ft)
Elevation Up(ft)
Elevation Down(ft)
Channel Slope(ft/ft)
Manning's"n"
Average Velocity(ft/Sec)
Time Of Concentration(Mins)
Total Circular Channel Tc(Mins): 0.0 min.
7.Total Basin Time of Concentration (Mintues)
Total Basin Tc (Mins): 27.1 min.
c:\pwworking\east01\d 3569490\
Lyle Creek-Sediment Basin+PRE TOC East Ditch G ofG

0 ® ® <6S)
Pre Conditions East Ditch Drainage Area to Basin Offsite DA
<8S>
0
Culvert 1/West Ditch 0
Rd-Side Ditch Post Sediment Basin
Subcat Reach on. Itil Routing Diagram for Lyle Creek Basin Flows
Prepared by HDR, Inc, Printed 8/27/2024
HydroCAD®10.00-25 s/n 07102 ©2019 HydroCAD Software Solutions LLC

Lyle Creek Basin Flows
Prepared by HDR, Inc Printed 8/27/2024
HydroCAD® 10.00-25 s/n 07102 ©2019 HydroCAD Software Solutions LLC Page 2
Area Listing (all nodes)
Area CN Description
(sq-ft) (subcatchment-numbers)
546,242 65 (1 S)
146,362 66 (2S)
134,600 64 (3S)
71,003 61 (5S)
194,278 62 (6S)
375,487 76 (7S)
329,314 68 (8S)
1,797,286 67 TOTAL AREA

Lyle Creek Basin Flows
Prepared by HDR, Inc Printed 8/27/2024
HydroCAD® 10.00-25 s/n 07102 ©2019 HydroCAD Software Solutions LLC Page 3
Soil Listing (all nodes)
Area Soil Subcatchment
(sq-ft) Group Numbers
0 HSG A
0 HSG B
0 HSG C
0 HSG D
1,797,286 Other 1 S, 2S, 3S, 5S, 6S, 7S, 8S
1,797,286 TOTAL AREA

Lyle Creek Basin Flows
Prepared by HDR, Inc Printed 8/27/2024
HydroCAD® 10.00-25 s/n 07102 ©2019 HydroCAD Software Solutions LLC Page 4
Ground Covers (all nodes)
HSG-A HSG-B HSG-C HSG-D Other Total Ground Subcatchment
(sq-ft) (sq-ft) (sq-ft) (sq-ft) (sq-ft) (sq-ft) Cover Numbers
0 0 0 0 1,797,286 1,797,286 1 S
2S
3S
5S
6S
7S
8S
0 0 0 0 1,797,286 1,797,286 TOTAL
AREA

Lyle Creek Basin Flows Type II 24-hr 1-yr Rainfall=2.93"
Prepared by HDR, Inc Printed 8/27/2024
HydroCAD® 10.00-25 s/n 07102 ©2019 HydroCAD Software Solutions LLC Page 5
Time span=0.00-20.00 hrs, dt=0.05 hrs, 401 points
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN
Reach routing by Stor-Ind+Trans method - Pond routing by Stor-Ind method
Subcatchment 1S: Pre Conditions Runoff Area=12.540 ac 0.00% Impervious Runoff Depth>0.41"
Tc=24.8 min CN=65 Runoff=4.13 cfs 18,534 cf
Subcatchment2S: Culvert 1/West Ditch Runoff Area=3.360 ac 0.00% Impervious Runoff Depth>0.44"
Tc=25.9 min CN=66 Runoff=1.21 cfs 5,381 cf
Subcatchment3S: East Ditch Runoff Area=3.090 ac 0.00% Impervious Runoff Depth>0.37"
Tc=27.1 min CN=64 Runoff=0.84 cfs 4,192 cf
Subcatchment5S: Drainage Area to Basin Runoff Area=1.630 ac 0.00% Impervious Runoff Depth>0.29"
Tc=5.0 min CN=61 Runoff=0.72 cfs 1,704 cf
Subcatchment6S: Offsite DA Runoff Area=4.460 ac 0.00% Impervious Runoff Depth>0.31"
Tc=20.0 min CN=62 Runoff=1.13 cfs 5,079 cf
Subcatchment7S: Post Sediment Basin Runoff Area=8.620 ac 0.00% Impervious Runoff Depth>0.87"
Tc=19.8 min CN=76 Runoff=8.83 cfs 27,184 cf
Subcatchment8S: Rd-Side Ditch Runoff Area=7.560 ac 0.00% Impervious Runoff Depth>0.51"
Tc=26.8 min CN=68 Runoff=3.30 cfs 14,097 cf
Total Runoff Area = 1,797,286 sf Runoff Volume = 76,170 cf Average Runoff Depth = 0.51"
100.00% Pervious = 1,797,286 sf 0.00% Impervious = 0 sf

Lyle Creek Basin Flows Type 1124-hr 1-yr Rainfall=2.93"
Prepared by HDR, Inc Printed 8/27/2024
HydroCAD® 10.00-25 s/n 07102 ©2019 HydroCAD Software Solutions LLC Page 6
Summary for Subcatchment 1S: Pre Conditions
Runoff = 4.13 cfs @ 12.24 hrs, Volume= 18,534 cf, Depth> 0.41"
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-20.00 hrs, dt= 0.05 hrs
Type II 24-hr 1-yr Rainfall=2.93"
Area (ac) CN Description
* 12.540 65
12.540 100.00% Pervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
24.8 Direct Entry, TC-Basin
Subcatchment 1S: Pre Conditions
Hydrograph
❑Runoff
4.13 cfs
T4p II 24 hr=
- 1-yr Rainfall=2.03" J
Runoff AtpaF,12 540�a1c
3-/ Runoff VoIume=r18534 cf
Runoff Depth>0.41" 0
g Tc=24 nnin-
2- /
CN=165
1
0 e .(
0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20
Time (hours)

Lyle Creek Basin Flows Type 1124-hr 1-yr Rainfall=2.93"
Prepared by HDR, Inc Printed 8/27/2024
HydroCAD® 10.00-25 s/n 07102 ©2019 HydroCAD Software Solutions LLC Page 7
Summary for Subcatchment 2S: Culvert 1/West Ditch
Runoff = 1.21 cfs @ 12.25 hrs, Volume= 5,381 cf, Depth> 0.44"
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-20.00 hrs, dt= 0.05 hrs
Type II 24-hr 1-yr Rainfall=2.93"
Area (ac) CN Description
* 3.360 66
3.360 100.00% Pervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
25.9 Direct Entry, TC
Subcatchment 2S: Culvert 1/West Ditch
Hydrograph
D Runoff
1.21 cfs
- Tvp II 24-hr
f-yr F int'aI I=2.93"
1-7
Runloff Area-3.360 at
Runoff Volume=5,3811 c /
Runoff Depth>0.44"
- Tc= 5.9 min
CN=66
0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20
Time (hours)

Lyle Creek Basin Flows Type 1124-hr 1-yr Rainfall=2.93"
Prepared by HDR, Inc Printed 8/27/2024
HydroCAD® 10.00-25 s/n 07102 ©2019 HydroCAD Software Solutions LLC Page 8
Summary for Subcatchment 3S: East Ditch
Runoff = 0.84 cfs @ 12.27 hrs, Volume= 4,192 cf, Depth> 0.37"
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-20.00 hrs, dt= 0.05 hrs
Type II 24-hr 1-yr Rainfall=2.93"
Area (ac) CN Description
* 3.090 64
3.090 100.00% Pervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
27.1 Direct Entry, TC
Subcatchment 3S: East Ditch
Hydrograph
II II1
❑Runoff
0.9 0.84 cfs
0.85 L T �1124 hT,_ L
0.8 — — I
0.75/1 Lyrd Riiidai2.193i.
0.7
0.654/ u No fi Ali ea 349Oalc
0.55: V9 1119164
unIoff a!pt i>9-3Z
c 0.45/ TC= 71 m i
u. 0.44Z
0.35��•1 C41 �
025/� t
•
0.157
0.05_
0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20
Time (hours)

Lyle Creek Basin Flows Type 1124-hr 1-yr Rainfall=2.93"
Prepared by HDR, Inc Printed 8/27/2024
HydroCAD® 10.00-25 s/n 07102 ©2019 HydroCAD Software Solutions LLC Page 9
Summary for Subcatchment 5S: Drainage Area to Basin
[49] Hint: Tc<2dt may require smaller dt
Runoff = 0.72 cfs @ 11.99 hrs, Volume= 1,704 cf, Depth> 0.29"
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-20.00 hrs, dt= 0.05 hrs
Type II 24-hr 1-yr Rainfall=2.93"
Area (ac) CN Description
1.630 61
1.630 100.00% Pervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
5.0 Direct Entry, TC
Subcatchment 5S: Drainage Area to Basin
Hydrograph
0.84 D Runoff
0.75/ 0.72 cfs
0.7 Tpe III 24-hi' I I I r
0.65: L1 1 Rinial12 3i 1
0.67
0.55 u nloffi A-i ea-01163Oal
0.5 1--13unIG1 V9111Tel iThI f /
-
3 0.457
04 / un°f# pT>9 2!
a 0.35/IC= min
0.15�I
0.1-V
0.05z
0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20
Time (hours)

Lyle Creek Basin Flows Type 1124-hr 1-yr Rainfall=2.93"
Prepared by HDR, Inc Printed 8/27/2024
HydroCAD® 10.00-25 s/n 07102 ©2019 HydroCAD Software Solutions LLC Page 10
Summary for Subcatchment 6S: Offsite DA
Runoff = 1.13 cfs @ 12.19 hrs, Volume= 5,079 cf, Depth> 0.31"
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-20.00 hrs, dt= 0.05 hrs
Type II 24-hr 1-yr Rainfall=2.93"
Area (ac) CN Description
* 4.460 62
4.460 100.00% Pervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
20.0 Direct Entry, TC
Subcatchment 6S: Offsite DA
Hydrograph
D Runoff
1.13 cfs
Tvp II 24-hrs
1-/ 1 L yr Rainiall=2.-93"
Runbff Atea=4.460 ad
Runoff Volume=5,071 c
Runoff Depth>0.31"
Tc=10.0 min 0
CN=62 0
0 ,.
0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18, 19 20
Time (hours)

Lyle Creek Basin Flows Type 1124-hr 1-yr Rainfall=2.93"
Prepared by HDR, Inc Printed 8/27/2024
HydroCAD® 10.00-25 s/n 07102 ©2019 HydroCAD Software Solutions LLC Page 11
Summary for Subcatchment 7S: Post Sediment Basin
Runoff = 8.83 cfs @ 12.14 hrs, Volume= 27,184 cf, Depth> 0.87"
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-20.00 hrs, dt= 0.05 hrs
Type II 24-hr 1-yr Rainfall=2.93"
Area (ac) CN Description
8.620 76
8.620 100.00% Pervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
19.8 Direct Entry, TC Post Basin
Subcatchment 7S: Post Sediment Basin
Hydrograph
❑Runoff
8.83 cfs —
9� Tope 1124-h r .V
87/ 1 kyr Rainfi3II=2.o3"
71/ Funpff Area=8.620 ac
6� unp f Vplume727i1-84—cf
5�— Runoff Depth>0�7"
T� � nii n
4: dN=76
3-
1-
0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20
Time (hours)

Lyle Creek Basin Flows Type 1124-hr 1-yr Rainfall=2.93"
Prepared by HDR, Inc Printed 8/27/2024
HydroCAD® 10.00-25 s/n 07102 ©2019 HydroCAD Software Solutions LLC Page 12
Summary for Subcatchment 8S: Rd-Side Ditch
Runoff = 3.30 cfs @ 12.25 hrs, Volume= 14,097 cf, Depth> 0.51"
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-20.00 hrs, dt= 0.05 hrs
Type II 24-hr 1-yr Rainfall=2.93"
Area (ac) CN Description
* 7.560 68
7.560 100.00% Pervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
26.8 Direct Entry,
Subcatchment 8S: Rd-Side Ditch
Hydrograph
D Runoff
3.30 cfs
T,p 1124-h r
3Y 1 Lyr Rainflall=2.03"
Runoff Area=7.560 ac
- Runoff Volume4�097 cf
2- Runoff Depth>0.51" /
Tc=�6.� min
- CN=08
/��//�� ,. . .. ,, ,
0 1 2 3 4 5 6 7 8 9 10 11 12, 13, 1,4 15 16 17 18 19 20
Time (hours)

Lyle Creek Basin Flows Type II 24-hr 2-yr Rainfall=3.55"
Prepared by HDR, Inc Printed 8/27/2024
HydroCAD® 10.00-25 s/n 07102 ©2019 HydroCAD Software Solutions LLC Page 13
Time span=0.00-20.00 hrs, dt=0.05 hrs, 401 points
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN
Reach routing by Stor-Ind+Trans method - Pond routing by Stor-Ind method
Subcatchment1S: Pre Conditions Runoff Area=12.540 ac 0.00% Impervious Runoff Depth>0.68"
Tc=24.8 min CN=65 Runoff=7.91 cfs 30,999 cf
Subcatchment2S: Culvert 1/West Ditch Runoff Area=3.360 ac 0.00% Impervious Runoff Depth>0.73"
Tc=25.9 min CN=66 Runoff=2.24 cfs 8,858 cf
Subcatchment3S: East Ditch Runoff Area=3.090 ac 0.00% Impervious Runoff Depth>0.64"
Tc=27.1 min CN=64 Runoff=1.67 cfs 7,132 cf
Subcatchment5S: Drainage Area to Basin Runoff Area=1.630 ac 0.00% Impervious Runoff Depth>0.52"
Tc=5.0 min CN=61 Runoff=1.51 cfs 3,068 cf
Subcatchment6S: Offsite DA Runoff Area=4.460 ac 0.00% Impervious Runoff Depth>0.55"
Tc=20.0 min CN=62 Runoff=2.45 cfs 8,968 cf
Subcatchment7S: Post Sediment Basin Runoff Area=8.620 ac 0.00% Impervious Runoff Depth>1.27"
Tc=19.8 min CN=76 Runoff=13.14 cfs 39,710 cf
Subcatchment8S: Rd-Side Ditch Runoff Area=7.560 ac 0.00% Impervious Runoff Depth>0.82"
Tc=26.8 min CN=68 Runoff=5.77 cfs 22,548 cf
Total Runoff Area = 1,797,286 sf Runoff Volume = 121,283 cf Average Runoff Depth = 0.81"
100.00% Pervious = 1,797,286 sf 0.00% Impervious = 0 sf

Lyle Creek Basin Flows Type II 24-hr 2-yr Rainfall=3.55"
Prepared by HDR, Inc Printed 8/27/2024
HydroCAD® 10.00-25 s/n 07102 ©2019 HydroCAD Software Solutions LLC Page 14
Summary for Subcatchment 1S: Pre Conditions
Runoff = 7.91 cfs @ 12.22 hrs, Volume= 30,999 cf, Depth> 0.68"
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-20.00 hrs, dt= 0.05 hrs
Type II 24-hr 2-yr Rainfall=3.55"
Area (ac) CN Description
* 12.540 65
12.540 100.00% Pervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
24.8 Direct Entry, TC-Basin
Subcatchment 1S: Pre Conditions
Hydrograph
❑Runoff
7.91 cfs
T,p 1124-h r
71/ 2kyr Rainfall=3. 5"
6-=/—Runoff Arpa=12 549 -
Runpff Voilume730Mp cf
5-/ Runoff Depth>0.68"
g 41Tc=24.1 min '
0
0
3��CN=65
0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20
Time (hours)

Lyle Creek Basin Flows Type II 24-hr 2-yr Rainfall=3.55"
Prepared by HDR, Inc Printed 8/27/2024
HydroCAD® 10.00-25 s/n 07102 ©2019 HydroCAD Software Solutions LLC Page 15
Summary for Subcatchment 2S: Culvert 1/West Ditch
Runoff = 2.24 cfs @ 12.23 hrs, Volume= 8,858 cf, Depth> 0.73"
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-20.00 hrs, dt= 0.05 hrs
Type II 24-hr 2-yr Rainfall=3.55"
Area (ac) CN Description
* 3.360 66
3.360 100.00% Pervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
25.9 Direct Entry, TC
Subcatchment 2S: Culvert 1/West Ditch
Hydrograph
D Runoff
2.24 cfs
- Tvp II 24-hrs
2Y 2-yr Rain1all=3. 5"
Runbff Atea=3.360 ac
Runoff Volume8,i858 cf
Runoff Depth>0.73"
Tc 5.6niin
1 -
C�NJ66 a
0
0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20
Time (hours)

Lyle Creek Basin Flows Type II 24-hr 2-yr Rainfall=3.55"
Prepared by HDR, Inc Printed 8/27/2024
HydroCAD® 10.00-25 s/n 07102 ©2019 HydroCAD Software Solutions LLC Page 16
Summary for Subcatchment 3S: East Ditch
Runoff = 1.67 cfs @ 12.25 hrs, Volume= 7,132 cf, Depth> 0.64"
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-20.00 hrs, dt= 0.05 hrs
Type II 24-hr 2-yr Rainfall=3.55"
Area (ac) CN Description
* 3.090 64
3.090 100.00% Pervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
27.1 Direct Entry, TC
Subcatchment 3S: East Ditch
Hydrograph
D Runoff
1.67 cfs
_ Typ II 24-hr
2-yr Rain1'aII=3. 5"
Runbff Artea=3.090 ac
Runpff Vplume7,13? c
1 ' Run ff D!pt~1>9.6�"
Tc=27.1 min k
CN=64 p
0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20
Time (hours)

Lyle Creek Basin Flows Type II 24-hr 2-yr Rainfall=3.55"
Prepared by HDR, Inc Printed 8/27/2024
HydroCAD® 10.00-25 s/n 07102 ©2019 HydroCAD Software Solutions LLC Page 17
Summary for Subcatchment 5S: Drainage Area to Basin
[49] Hint: Tc<2dt may require smaller dt
Runoff = 1.51 cfs @ 11.98 hrs, Volume= 3,068 cf, Depth> 0.52"
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-20.00 hrs, dt= 0.05 hrs
Type II 24-hr 2-yr Rainfall=3.55"
Area (ac) CN Description
1.630 61
1.630 100.00% Pervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs) —
5.0 Direct Entry, TC
Subcatchment 5S: Drainage Area to Basin
Hydrograph
❑Runoff
1.51 cfs
Type II 24-hr
2-yrI Rainfall=3.155"
Runloff Area=1 .630 ad
1y Runlo#f Vzplume=3,06 cf
Runpff Depth>9.5?" /
Tc=5.0 min
CNJ61
zz
0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20
Time (hours)

Lyle Creek Basin Flows Type II 24-hr 2-yr Rainfall=3.55"
Prepared by HDR, Inc Printed 8/27/2024
HydroCAD® 10.00-25 s/n 07102 ©2019 HydroCAD Software Solutions LLC Page 18
Summary for Subcatchment 6S: Offsite DA
Runoff = 2.45 cfs @ 12.17 hrs, Volume= 8,968 cf, Depth> 0.55"
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-20.00 hrs, dt= 0.05 hrs
Type II 24-hr 2-yr Rainfall=3.55"
Area (ac) CN Description
* 4.460 62
4.460 100.00% Pervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
20.0 Direct Entry, TC
Subcatchment 6S: Offsite DA
Hydrograph
❑Runoff
2.45 cfs
- Tvp II 24-hr r/
2. r in 'aII=3. 5" _
2Y Runbff Arfea=4.460 ac
Runoff Volume8,968 cf
Runoff! Depth>0.55"
Tc= 0.0 m i n
1- 6NJ62 0
o 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20
Time (hours)

Lyle Creek Basin Flows Type II 24-hr 2-yr Rainfall=3.55"
Prepared by HDR, Inc Printed 8/27/2024
HydroCAD® 10.00-25 s/n 07102 ©2019 HydroCAD Software Solutions LLC Page 19
Summary for Subcatchment 7S: Post Sediment Basin
Runoff = 13.14 cfs @ 12.13 hrs, Volume= 39,710 cf, Depth> 1.27"
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-20.00 hrs, dt= 0.05 hrs
Type II 24-hr 2-yr Rainfall=3.55"
Area (ac) CN Description
* 8.620 76
8.620 100.00% Pervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
19.8 Direct Entry, TC Post Basin
Subcatchment 7S: Post Sediment Basin
Hydrograph
/ 1 1 _J _
■Runoff
14_ 13.14 cfs
13_ T,p� II 124-hr t r I -
12_ 2 y-r Ralinf�II=3. 5" 1 I
11_ —RunofflAia=8.620rac 1 I rt
10-
9 unoff iVOume=3971 Ecf
8/ Runoff Depth>1 .27"
0 71/Tc=19.8 min
F37/
2= jit
1 I
0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20
Time (hours)

Lyle Creek Basin Flows Type II 24-hr 2-yr Rainfall=3.55"
Prepared by HDR, Inc Printed 8/27/2024
HydroCAD® 10.00-25 s/n 07102 ©2019 HydroCAD Software Solutions LLC Page 20
Summary for Subcatchment 8S: Rd-Side Ditch
Runoff = 5.77 cfs @ 12.24 hrs, Volume= 22,548 cf, Depth> 0.82"
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-20.00 hrs, dt= 0.05 hrs
Type II 24-hr 2-yr Rainfall=3.55"
Area (ac) CN Description
* 7.560 68
7.560 100.00% Pervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
26.8 Direct Entry,
Subcatchment 8S: Rd-Side Ditch
Hydrograph
❑Runoff
6=Z TIpI 5.77 cfs
1124-h r I
5/ 2-yr RAinfaII
Runoff Area=7. 60 ac
4Y Runoff�Iume=2254cf
- Runoff Depth>0.82"
3 A Tc=26.i m in ' H- H- -
dN=168
2_ I �
0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20
Time (hours)

Lyle Creek Basin Flows Type II 24-hr 5-yr Rainfall=4.50"
Prepared by HDR, Inc Printed 8/27/2024
HydroCAD® 10.00-25 s/n 07102 ©2019 HydroCAD Software Solutions LLC Page 21
Time span=0.00-20.00 hrs, dt=0.05 hrs, 401 points
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN
Reach routing by Stor-Ind+Trans method - Pond routing by Stor-Ind method
Subcatchment 1S: Pre Conditions Runoff Area=12.540 ac 0.00% Impervious Runoff Depth>1.18"
Tc=24.8 min CN=65 Runoff=14.94 cfs 53,890 cf
Subcatchment2S: Culvert 1/West Ditch Runoff Area=3.360 ac 0.00% Impervious Runoff Depth>1.25"
Tc=25.9 min CN=66 Runoff=4.13 cfs 15,188 cf
Subcatchment3S: East Ditch Runoff Area=3.090 ac 0.00% Impervious Runoff Depth>1.12"
Tc=27.1 min CN=64 Runoff=3.25 cfs 12,584 cf
Subcatchment5S: Drainage Area to Basin Runoff Area=1.630 ac 0.00% Impervious Runoff Depth>0.96"
Tc=5.0 min CN=61 Runoff=3.00 cfs 5,676 cf
Su bcatchment 6S: Offsite DA Runoff Area=4.460 ac 0.00% Impervious Runoff Depth>1.01"
Tc=20.0 min CN=62 Runoff=5.01 cfs 16,327 cf
Subcatchment7S: Post Sediment Basin Runoff Area=8.620 ac 0.00% Impervious Runoff Depth>1.95"
Tc=19.8 min CN=76 Runoff=20.30 cfs 60,875 cf
Subcatchment8S: Rd-Side Ditch Runoff Area=7.560 ac 0.00% Impervious Runoff Depth>1.37"
Tc=26.8 min CN=68 Runoff=10.19 cfs 37,671 cf
Total Runoff Area = 1,797,286 sf Runoff Volume = 202,210 cf Average Runoff Depth = 1.35"
100.00% Pervious = 1,797,286 sf 0.00% Impervious = 0 sf

Lyle Creek Basin Flows Type II 24-hr 5-yr Rainfall=4.50"
Prepared by HDR, Inc Printed 8/27/2024
HydroCAD® 10.00-25 s/n 07102 ©2019 HydroCAD Software Solutions LLC Page 22
Summary for Subcatchment 1S: Pre Conditions
Runoff = 14.94 cfs @ 12.20 hrs, Volume= 53,890 cf, Depth> 1.18"
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-20.00 hrs, dt= 0.05 hrs
Type II 24-hr 5-yr Rainfall=4.50"
Area (ac) CN Description
* 12.540 65
12.540 100.00% Pervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
24.8 Direct Entry, TC-Basin
Subcatchment 1S: Pre Conditions
Hydrograph
/ 1
16/ 0 Runoff
_ , 14.94 cfs
157 T if12Jhr T
14=
134/ 5.yr R inf`aII-4. O" 1 I
12 RunofIa1 Z54p1 - -
11/ •10 RiulnrINf uTe7_3 9Q--cf-
9_ Runoff Depth>1.18"
0 8/ Tc=14Ai r ri n— r10
- IL -
6
dN= 1I
0 -
4-
0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20
Time (hours)

Lyle Creek Basin Flows Type II 24-hr 5-yr Rainfall=4.50"
Prepared by HDR, Inc Printed 8/27/2024
HydroCAD® 10.00-25 s/n 07102 ©2019 HydroCAD Software Solutions LLC Page 23
Summary for Subcatchment 2S: Culvert 1/West Ditch
Runoff = 4.13 cfs @ 12.22 hrs, Volume= 15,188 cf, Depth> 1.25"
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-20.00 hrs, dt= 0.05 hrs
Type II 24-hr 5-yr Rainfall=4.50"
Area (ac) CN Description
* 3.360 66
3.360 100.00% Pervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
25.9 Direct Entry, TC
Subcatchment 2S: Culvert 1/West Ditch
Hydrograph
❑Runoff
4.13 cfs
T4p II 24hr4
5-yr Rainfall=4.50"
Runoff Ara=3.L 0 ac
3-./ Runoff VoIume=r15188 cf
Runoff Depth>1.25" /
2�Tc=25 J rain± -
CN=166
0 e
0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20
Time (hours)

Lyle Creek Basin Flows Type II 24-hr 5-yr Rainfall=4.50"
Prepared by HDR, Inc Printed 8/27/2024
HydroCAD® 10.00-25 s/n 07102 ©2019 HydroCAD Software Solutions LLC Page 24
Summary for Subcatchment 3S: East Ditch
Runoff = 3.25 cfs @ 12.24 hrs, Volume= 12,584 cf, Depth> 1.12"
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-20.00 hrs, dt= 0.05 hrs
Type II 24-hr 5-yr Rainfall=4.50"
Area (ac) CN Description
3.090 64
3.090 100.00% Pervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
27.1 Direct Entry, TC
Subcatchment 3S: East Ditch
Hydrograph
D Runoff
3.25 cfs
- Tp�1F24-hr l
3= 5-yr Rainfall=4. 0" I/
- Runoff Area=3.090 ac
Rlunpff Vo,lurne284 cfI
2 Runoff Depth>1.12"
0
Tc=27.'� nu i n 0
_ C N=164
0 /
0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20
Time (hours)

Lyle Creek Basin Flows Type II 24-hr 5-yr Rainfall=4.50"
Prepared by HDR, Inc Printed 8/27/2024
HydroCAD® 10.00-25 s/n 07102 ©2019 HydroCAD Software Solutions LLC Page 25
Summary for Subcatchment 5S: Drainage Area to Basin
[49] Hint: Tc<2dt may require smaller dt
Runoff = 3.00 cfs @ 11.97 hrs, Volume= 5,676 cf, Depth> 0.96"
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-20.00 hrs, dt= 0.05 hrs
Type II 24-hr 5-yr Rainfall=4.50"
Area (ac) CN Description
1.630 61
1.630 100.00% Pervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
5.0 Direct Entry, TC
Subcatchment 5S: Drainage Area to Basin
` Hydrograph
/ D Runoff
3.00 cfs
3 Type II 24-hr
5-yr�Rainfall=4.50"
- Runloff Artea=1.630 ad
2-/ Rumor p-ff V-plurne=5,67-cf
- Runpff Depth>9.9!"
3 /
Tc=5.0 min
CNJ61
0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20
Time (hours)

Lyle Creek Basin Flows Type II 24-hr 5-yr Rainfall=4.50"
Prepared by HDR, Inc Printed 8/27/2024
HydroCAD® 10.00-25 s/n 07102 ©2019 HydroCAD Software Solutions LLC Page 26
Summary for Subcatchment 6S: Offsite DA
Runoff = 5.01 cfs @ 12.15 hrs, Volume= 16,327 cf, Depth> 1.01"
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-20.00 hrs, dt= 0.05 hrs
Type II 24-hr 5-yr Rainfall=4.50"
Area (ac) CN Description
* 4.460 62
4.460 100.00% Pervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
20.0 Direct Entry, TC
Subcatchment 6S: Offsite DA
Hydrograph
2 Runoff
5.01 cfs
5:A Tip II 24-hrs j T
5 yr Rainf II 4. 0"
47 F unpff Area=4.460 ac
I:tun?ff Volume=r16327 cf
3i Runoff Depth>LOI"- Tc= O.) nin
2-yh--CM=162- / -
IL40
0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20
Time (hours)

Lyle Creek Basin Flows Type II 24-hr 5-yr Rainfall=4.50"
Prepared by HDR, Inc Printed 8/27/2024
HydroCAD® 10.00-25 s/n 07102 ©2019 HydroCAD Software Solutions LLC Page 27
Summary for Subcatchment 7S: Post Sediment Basin
Runoff = 20.30 cfs @ 12.13 hrs, Volume= 60,875 cf, Depth> 1.95"
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-20.00 hrs, dt= 0.05 hrs
Type II 24-hr 5-yr Rainfall=4.50"
Area (ac) CN Description
* 8.620 76
8.620 100.00% Pervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
19.8 Direct Entry, TC Post Basin
Subcatchment 7S: Post Sediment Basin
Hydrograph
— 1 1 — I - 4 •Runoff
21
22, 20.30 cfs —1 —h -
/— tfiI- 1 1 1
20_, T 24-h
18 /_51.y-r aiir ii 4.�A" I I I _ 1
rz
164< u n off lAroa 8.6420[a l 1 1 1 1 - 4 -
15 _
,2iz—Runoff De th>'I-.95"- - -
0 11t Tc='�9 rr�`i n 1 I - i— ' i I
10:
94/-c'N=I7 -1 4 4 4 I— I— in 7 I I - 4 -
81<
7%—
S�— II fifih � fi � lI H � -
4V- 0 7
3V—
01 VZ/-, / /, -/ 7 .( Z '" . .. . .,.. ..(.. . ,. ,: .. (. (
0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20
Time (hours)

Lyle Creek Basin Flows Type II 24-hr 5-yr Rainfall=4.50"
Prepared by HDR, Inc Printed 8/27/2024
HydroCAD® 10.00-25 s/n 07102 ©2019 HydroCAD Software Solutions LLC Page 28
Summary for Subcatchment 8S: Rd-Side Ditch
Runoff = 10.19 cfs @ 12.22 hrs, Volume= 37,671 cf, Depth> 1.37"
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-20.00 hrs, dt= 0.05 hrs
Type II 24-hr 5-yr Rainfall=4.50"
Area (ac) CN Description
* 7.560 68
7.560 100.00% Pervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
26.8 Direct Entry,
Subcatchment 8S: Rd-Side Ditch
Hydrograph
10.19 cfs ■Runoff
10� T /p II 12�ht i I - -
91/ 5-yr Ralinf Il 4.&0" I I 4
81/ Runpff 1Aroa=7.560 ac
Rfunpfif iN o7ume=37671—cf
Runoff l: th>13 7"
0 = Tc= 6.8 min
5_
4_
2y
-ii , ii 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20
Time (hours)

Lyle Creek Basin Flows Type 1124-hr 10-yr Rainfall=5.25"
Prepared by HDR, Inc Printed 8/27/2024
HydroCAD® 10.00-25 s/n 07102 ©2019 HydroCAD Software Solutions LLC Page 29
Time span=0.00-20.00 hrs, dt=0.05 hrs, 401 points
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN
Reach routing by Stor-Ind+Trans method - Pond routing by Stor-Ind method
Subcatchment 1S: Pre Conditions Runoff Area=12.540 ac 0.00% Impervious Runoff Depth>1.64"
Tc=24.8 min CN=65 Runoff=21.21 cfs 74,437 cf
Subcatchment2S: Culvert 1/West Ditch Runoff Area=3.360 ac 0.00% Impervious Runoff Depth>1.71"
Tc=25.9 min CN=66 Runoff=5.81 cfs 20,833 cf
Subcatchment3S: East Ditch Runoff Area=3.090 ac 0.00% Impervious Runoff Depth>1.56"
Tc=27.1 min CN=64 Runoff=4.68 cfs 17,510 cf
Su bcatchment 5S: Drainage Area to Basin Runoff Area=1.630 ac 0.00% Impervious Runoff Depth>1.37"
Tc=5.0 min CN=61 Runoff=4.36 cfs 8,081 cf
Subcatchment6S: Offsite DA Runoff Area=4.460 ac 0.00% Impervious Runoff Depth>1.42"
Tc=20.0 min CN=62 Runoff=7.36 cfs 23,067 cf
Subcatchment7S: Post Sediment Basin Runoff Area=8.620 ac 0.00% Impervious Runoff Depth>2.52"
Tc=19.8 min CN=76 Runoff=26.25 cfs 78,775 cf
Subcatchment8S: Rd-Side Ditch Runoff Area=7.560 ac 0.00% Impervious Runoff Depth>1.86"
Tc=26.8 min CN=68 Runoff=14.04 cfs 51,000 cf
Total Runoff Area = 1,797,286 sf Runoff Volume = 273,703 cf Average Runoff Depth = 1.83"
100.00% Pervious = 1,797,286 sf 0.00% Impervious = 0 sf

Lyle Creek Basin Flows Type 1124-hr 10-yr Rainfall=5.25"
Prepared by HDR, Inc Printed 8/27/2024
HydroCAD® 10.00-25 s/n 07102 ©2019 HydroCAD Software Solutions LLC Page 30
Summary for Subcatchment 1S: Pre Conditions
Runoff = 21.21 cfs @ 12.20 hrs, Volume= 74,437 cf, Depth> 1.64"
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-20.00 hrs, dt= 0.05 hrs
Type II 24-hr 10-yr Rainfall=5.25"
Area (ac) CN Description
* 12.540 65
12.540 100.00% Pervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
24.8 Direct Entry, TC-Basin
Subcatchment 1S: Pre Conditions
Hydrograph
/— 11 —
23/ - ■Runoff
21 — t I1 21.21 cfs _ 1 1 H _
20V T�/p�iF2hrfi— Ifr
18 16-ir-Rai-nfa+ 5125 1 I 1 I- 1 I -14 -
17 IA-rea 1 40-ap- 1 = t — 1 - — —
16 —
1145 -1:2utio#IVuTe 4 31 - 1
13V/ Runof# p�p th>1-:64-- -
0 11 Tc�24:3 rain -
1 0 1 1 1
81
74Z/— — 1 —1 4 I— 1— ' 1 0 1— 1 — —1 4 —
4'i fi ��
3'_
2 /////// /
0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20
Time (hours)

Lyle Creek Basin Flows Type 1124-hr 10-yr Rainfall=5.25"
Prepared by HDR, Inc Printed 8/27/2024
HydroCAD® 10.00-25 s/n 07102 ©2019 HydroCAD Software Solutions LLC Page 31
Summary for Subcatchment 2S: Culvert 1/West Ditch
Runoff = 5.81 cfs @ 12.21 hrs, Volume= 20,833 cf, Depth> 1.71"
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-20.00 hrs, dt= 0.05 hrs
Type II 24-hr 10-yr Rainfall=5.25"
Area (ac) CN Description
* 3.360 66
3.360 100.00% Pervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
25.9 Direct Entry, TC
Subcatchment 2S: Culvert 1/West Ditch
Hydrograph
D Runoff
6-/ 5.81 cfs
Type 1124-h r
5- 1 byr-Rairifall=5 25"-
Runoff Arpa=3. 60 ac
4:/ Runoff Viume=�0&33 cf
Runoff Depth>1.71"
3 / Tc=25.6 /
dN=166 Or
2_ I /
1 %
izizzz
0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20
Time (hours)

Lyle Creek Basin Flows Type 1124-hr 10-yr Rainfall=5.25"
Prepared by HDR, Inc Printed 8/27/2024
HydroCAD® 10.00-25 s/n 07102 ©2019 HydroCAD Software Solutions LLC Page 32
Summary for Subcatchment 3S: East Ditch
Runoff = 4.68 cfs @ 12.23 hrs, Volume= 17,510 cf, Depth> 1.56"
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-20.00 hrs, dt= 0.05 hrs
Type II 24-hr 10-yr Rainfall=5.25"
Area (ac) CN Description
* 3.090 64
3.090 100.00% Pervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
27.1 Direct Entry, TC
Subcatchment 3S: East Ditch
Hydrograph
5-/ ❑Runoff
4.68 cfs
T4p 1124=h r /
4��1 b=ylri��a'mfall=5�25�
Runoff Area=3.090 ac
I unpff Volume=17 519cf_
3_ Runoff Depth>1.56"
o -
Tc=27. Min
2- dN=164 0 T
1_
0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20
Time (hours)

Lyle Creek Basin Flows Type 1124-hr 10-yr Rainfall=5.25"
Prepared by HDR, Inc Printed 8/27/2024
HydroCAD® 10.00-25 s/n 07102 ©2019 HydroCAD Software Solutions LLC Page 33
Summary for Subcatchment 5S: Drainage Area to Basin
[49] Hint: Tc<2dt may require smaller dt
Runoff = 4.36 cfs @ 11.97 hrs, Volume= 8,081 cf, Depth> 1.37"
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-20.00 hrs, dt= 0.05 hrs
Type II 24-hr 10-yr Rainfall=5.25"
Area (ac) CN Description
1.630 61
1.630 100.00% Pervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
5.0 Direct Entry, TC
Subcatchment 5S: Drainage Area to Basin
` Hydrograph
/ ❑Runoff
4.36 cfs
TypJ124-hr
4 10-ylr kairifall=5.2 "
Runloff Artea=1 .630 ad
3- I4unpff Vplurne78,081 cf
Runoff Depth>1.37"
Tc5.-Om n -
O
II
2— GIN�61
1-
,,
0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16, 17, 18, 19, 20
Time (hours)

Lyle Creek Basin Flows Type 1124-hr 10-yr Rainfall=5.25"
Prepared by HDR, Inc Printed 8/27/2024
HydroCAD® 10.00-25 s/n 07102 ©2019 HydroCAD Software Solutions LLC Page 34
Summary for Subcatchment 6S: Offsite DA
Runoff = 7.36 cfs @ 12.14 hrs, Volume= 23,067 cf, Depth> 1.42"
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-20.00 hrs, dt= 0.05 hrs
Type II 24-hr 10-yr Rainfall=5.25"
Area (ac) CN Description
* 4.460 62
4.460 100.00% Pervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
20.0 Direct Entry, TC
Subcatchment 6S: Offsite DA
Hydrograph
8- 2 Runoff
7.36 cfs
7]/ 11-24 h ri
1 Rainfali=5125F'
6� Runoff Area 4.460 ac
5lz unpff VrAur e=r23 -67—cf
Runoff Dep�th>1.42"
Tc= 0.6 ni i nT
31/ dl j
2
1Y
0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20
Time (hours)

Lyle Creek Basin Flows Type 1124-hr 10-yr Rainfall=5.25"
Prepared by HDR, Inc Printed 8/27/2024
HydroCAD® 10.00-25 s/n 07102 ©2019 HydroCAD Software Solutions LLC Page 35
Summary for Subcatchment 7S: Post Sediment Basin
Runoff = 26.25 cfs @ 12.13 hrs, Volume= 78,775 cf, Depth> 2.52"
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-20.00 hrs, dt= 0.05 hrs
Type II 24-hr 10-yr Rainfall=5.25"
Area (ac) CN Description
* 8.620 76
8.620 100.00% Pervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
19.8 Direct Entry, TC Post Basin
Subcatchment 7S: Post Sediment Basin
Hydrograph
❑Runoff
28--/ 26.25 cfs
26 / T,p� II 124-hr fi
24- 1b-y�- �ainkfal�=55 I — 1
22- —FtrimOfflArea=8.620rac
20-
18_ —RiunpffiVo�ume=787 cf
16/ Runoff Depth>2.52"
141/Tc=19.8 min
121/ dN=7-6-1 I —L -
10-
8 - I 00 rt
4_
2=
0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20
Time (hours)

Lyle Creek Basin Flows Type 1124-hr 10-yr Rainfall=5.25"
Prepared by HDR, Inc Printed 8/27/2024
HydroCAD® 10.00-25 s/n 07102 ©2019 HydroCAD Software Solutions LLC Page 36
Summary for Subcatchment 8S: Rd-Side Ditch
Runoff = 14.04 cfs @ 12.22 hrs, Volume= 51,000 cf, Depth> 1.86"
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-20.00 hrs, dt= 0.05 hrs
Type II 24-hr 10-yr Rainfall=5.25"
Area (ac) CN Description
* 7.560 68
7.560 100.00% Pervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
26.8 Direct Entry,
Subcatchment 8S: Rd-Side Ditch
Hydrograph
157 ■Runoff
14.04 cfs
14/ T a 124h r - I— I
13� b y-iR�ainEfall=5125 4 -
11/—13unPIFIA 'ea#7.5-601 ac 10 1
10z
RIIIJ)nQ V�ur�e�51 O�f -
9�-Runoff Depth>1-6� —
7 ma .c= m i n
64/ dN=I681 T T I— I d0
4_
3/ i
2=
0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20
Time (hours)

Lyle Creek Basin Flows Type II 24-hr 25-yr Rainfall=6.27"
Prepared by HDR, Inc Printed 8/27/2024
HydroCAD® 10.00-25 s/n 07102 ©2019 HydroCAD Software Solutions LLC Page 37
Time span=0.00-20.00 hrs, dt=0.05 hrs, 401 points
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN
Reach routing by Stor-Ind+Trans method - Pond routing by Stor-Ind method
Subcatchment 1S: Pre Conditions Runoff Area=12.540 ac 0.00% Impervious Runoff Depth>2.31"
Tc=24.8 min CN=65 Runoff=30.43 cfs 105,004 cf
Subcatchment2S: Culvert 1/West Ditch Runoff Area=3.360 ac 0.00% Impervious Runoff Depth>2.39"
Tc=25.9 min CN=66 Runoff=8.26 cfs 29,195 cf
Subcatchment3S: East Ditch Runoff Area=3.090 ac 0.00% Impervious Runoff Depth>2.22"
Tc=27.1 min CN=64 Runoff=6.81 cfs 24,873 cf
Subcatchment5S: Drainage Area to Basin Runoff Area=1.630 ac 0.00% Impervious Runoff Depth>1.98"
Tc=5.0 min CN=61 Runoff=6.38 cfs 11,727 cf
Subcatchment6S: Offsite DA Runoff Area=4.460 ac 0.00% Impervious Runoff Depth>2.05"
Tc=20.0 min CN=62 Runoff=10.86 cfs 33,238 cf
Subcatchment7S: Post Sediment Basin Runoff Area=8.620 ac 0.00% Impervious Runoff Depth>3.33"
Tc=19.8 min CN=76 Runoff=34.69 cfs 104,292 cf
Subcatchment8S: Rd-Side Ditch Runoff Area=7.560 ac 0.00% Impervious Runoff Depth>2.57"
Tc=26.8 min CN=68 Runoff=19.64 cfs 70,574 cf
Total Runoff Area = 1,797,286 sf Runoff Volume = 378,902 cf Average Runoff Depth = 2.53"
100.00% Pervious = 1,797,286 sf 0.00% Impervious = 0 sf

Lyle Creek Basin Flows Type 1124-hr 25-yr Rainfall=6.27"
Prepared by HDR, Inc Printed 8/27/2024
HydroCAD® 10.00-25 s/n 07102 ©2019 HydroCAD Software Solutions LLC Page 38
Summary for Subcatchment 1S: Pre Conditions
Runoff = 30.43 cfs @ 12.19 hrs, Volume= 105,004 cf, Depth> 2.31"
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-20.00 hrs, dt= 0.05 hrs
Type II 24-hr 25-yr Rainfall=6.27"
Area (ac) CN Description
* 12.540 65
12.540 100.00% Pervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
24.8 Direct Entry, TC-Basin
Subcatchment 1S: Pre Conditions
Hydrograph
34 1 I 1 T
■Runoff
32 - 30.43 cfs -
30 T113_e� r ' . —
28 26-yi f in1al1 6.2-7" I 0 4 —
26
24 Runpfp4r�a=1 2. 40 ac 1 ' ' 1 A
22 _ tunptf VLoa!ume=1D5PII04_c - 7 7 1 7 7
a 20,8 Runoff-Depth>2.31"
0 16 T =24.81 min fi / 1 4
IS
14 C O5-1 1 1 - 4 —
12
10 - 0% , 1 A
6 - I- 7 i
4
0 f , .1/1� .1 . iiiiiii . . ' , . .. .. . .. .
0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20
Time (hours)

Lyle Creek Basin Flows Type 1124-hr 25-yr Rainfall=6.27"
Prepared by HDR, Inc Printed 8/27/2024
HydroCAD® 10.00-25 s/n 07102 ©2019 HydroCAD Software Solutions LLC Page 39
Summary for Subcatchment 2S: Culvert 1/West Ditch
Runoff = 8.26 cfs @ 12.20 hrs, Volume= 29,195 cf, Depth> 2.39"
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-20.00 hrs, dt= 0.05 hrs
Type II 24-hr 25-yr Rainfall=6.27"
Area (ac) CN Description
* 3.360 66
3.360 100.00% Pervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
25.9 Direct Entry, TC
Subcatchment 2S: Culvert 1/West Ditch
Hydrograph
❑Runoff
8.26 cfs
8- T4p 1124h r= -
25-yll- Rainfall=6!27�
un ff Ara=3. 60 ac /
6� F unpff Volume7!9L9p cf
5Y Runoff Depth>2.39"
4�Tc=�5J rain
3Y
2'017
immeregriereoP0
0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20
Time (hours)

Lyle Creek Basin Flows Type 1124-hr 25-yr Rainfall=6.27"
Prepared by HDR, Inc Printed 8/27/2024
HydroCAD® 10.00-25 s/n 07102 ©2019 HydroCAD Software Solutions LLC Page 40
Summary for Subcatchment 3S: East Ditch
Runoff = 6.81 cfs @ 12.22 hrs, Volume= 24,873 cf, Depth> 2.22"
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-20.00 hrs, dt= 0.05 hrs
Type II 24-hr 25-yr Rainfall=6.27"
Area (ac) CN Description
* 3.090 64
3.090 100.00% Pervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
27.1 Direct Entry, TC
Subcatchment 3S: East Ditch
Hydrograph
❑Runoff
6.81 cfs
7� T4pe 1124-h r
61/ 2 -ylr RiairWifafi 6-7 I
51/ R3unpff Area 3.Q�90Lac
N I�un?ff Volume�2487�3 cf
41/—Runoff Depth>2:22
O
Tc= 7.'�
3- dN=64 0
-/
0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20
Time (hours)

Lyle Creek Basin Flows Type 1124-hr 25-yr Rainfall=6.27"
Prepared by HDR, Inc Printed 8/27/2024
HydroCAD® 10.00-25 s/n 07102 ©2019 HydroCAD Software Solutions LLC Page 41
Summary for Subcatchment 5S: Drainage Area to Basin
[49] Hint: Tc<2dt may require smaller dt
Runoff = 6.38 cfs @ 11.96 hrs, Volume= 11,727 cf, Depth> 1.98"
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-20.00 hrs, dt= 0.05 hrs
Type II 24-hr 25-yr Rainfall=6.27"
Area (ac) CN Description
1.630 61
1.630 100.00% Pervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
5.0 Direct Entry, TC
Subcatchment 5S: Drainage Area to Basin
Hydrograph
7 0 Runoff
6.38 cfs
6- Typ� -24-hr c
25-ylr Rainfali=6127"
5Y Runoff Area=1.630 ac
4� Runoff Volume=11 27 cf •
-
Runoff Depth>1.98
LL 3_1/ CN=61
2/ 7 T T T T
T -
1
0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20
Time (hours)

Lyle Creek Basin Flows Type 1124-hr 25-yr Rainfall=6.27"
Prepared by HDR, Inc Printed 8/27/2024
HydroCAD® 10.00-25 s/n 07102 ©2019 HydroCAD Software Solutions LLC Page 42
Summary for Subcatchment 6S: Offsite DA
Runoff = 10.86 cfs @ 12.14 hrs, Volume= 33,238 cf, Depth> 2.05"
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-20.00 hrs, dt= 0.05 hrs
Type II 24-hr 25-yr Rainfall=6.27"
Area (ac) CN Description
* 4.460 62
4.460 100.00% Pervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
20.0 Direct Entry, TC
Subcatchment 6S: Offsite DA
Hydrograph
12 i
■Runoff
10.86 cfs
11_ T p 11I24,hr_
10� I
- Run Of Aripa4.460
4 —
� p#flV�unlume= 3 23 c _ -
7= _Runoff Depth>2.O5"
6=o Tc-10 Sarin
-
57/ a hL=1fi2l
3-
0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20
Time (hours)

Lyle Creek Basin Flows Type 1124-hr 25-yr Rainfall=6.27"
Prepared by HDR, Inc Printed 8/27/2024
HydroCAD® 10.00-25 s/n 07102 ©2019 HydroCAD Software Solutions LLC Page 43
Summary for Subcatchment 7S: Post Sediment Basin
Runoff = 34.69 cfs @ 12.12 hrs, Volume= 104,292 cf, Depth> 3.33"
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-20.00 hrs, dt= 0.05 hrs
Type II 24-hr 25-yr Rainfall=6.27"
Area (ac) CN Description
* 8.620 76
8.620 100.00% Pervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
19.8 Direct Entry, TC Post Basin
Subcatchment 7S: Post Sediment Basin
Hydrograph
38/ H Runoff
36 , 34.69 cfs H
34 Tff 11411-
301z-26=p' intalt-6.17"1— 1 1 1 1 1 H H _
28Y_RumpffH°`rela 4.6O , _ 1 1 H H
�2un ff Vort me= 4-29
241— I H
22 -Runoff-Deytl 3. "
20 / ~F � H H H H 1 1 H
Tc19
018- = min
f H $01w. -H 1— H -
14/
12 H H H -
10�
4i/
2 /
0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20
Time (hours)

Lyle Creek Basin Flows Type 1124-hr 25-yr Rainfall=6.27"
Prepared by HDR, Inc Printed 8/27/2024
HydroCAD® 10.00-25 s/n 07102 ©2019 HydroCAD Software Solutions LLC Page 44
Summary for Subcatchment 8S: Rd-Side Ditch
Runoff = 19.64 cfs @ 12.21 hrs, Volume= 70,574 cf, Depth> 2.57"
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-20.00 hrs, dt= 0.05 hrs
Type II 24-hr 25-yr Rainfall=6.27"
Area (ac) CN Description
* 7.560 68
7.560 100.00% Pervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
26.8 Direct Entry,
Subcatchment 8S: Rd-Side Ditch
Hydrograph
/— - 4 -
21 _ — ■Runoff
�— 19.64 cfs
1920 T�p�Jll2hl�
,; =2 .1fI-Riainfal b'-1-271- I - — 4 4 -
15 —Ran off IAr+ a,-7.460rac I -
N 14-3 � IVue 07
12= _Runoff pept#>2,57
10 Tc6 rain
9/—cII=16 -1 fi I— Or
74— — -
—
54/— II — / I
347
17,1
0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20
Time (hours)

Lyle Creek Basin Flows Type II 24-hr 50-yr Rainfall=7.09"
Prepared by HDR, Inc Printed 8/27/2024
HydroCAD® 10.00-25 s/n 07102 ©2019 HydroCAD Software Solutions LLC Page 45
Time span=0.00-20.00 hrs, dt=0.05 hrs, 401 points
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN
Reach routing by Stor-Ind+Trans method - Pond routing by Stor-Ind method
Subcatchment1S: Pre Conditions Runoff Area=12.540 ac 0.00% Impervious Runoff Depth>2.88"
Tc=24.8 min CN=65 Runoff=38.28 cfs 131,282 cf
Subcatchment2S: Culvert 1/West Ditch Runoff Area=3.360 ac 0.00% Impervious Runoff Depth>2.98"
Tc=25.9 min CN=66 Runoff=10.34 cfs 36,359 cf
Subcatchment3S: East Ditch Runoff Area=3.090 ac 0.00% Impervious Runoff Depth>2.78"
Tc=27.1 min CN=64 Runoff=8.62 cfs 31,225 cf
Subcatchment5S: Drainage Area to Basin Runoff Area=1.630 ac 0.00% Impervious Runoff Depth>2.52"
Tc=5.0 min CN=61 Runoff=8.11 cfs 14,907 cf
Subcatchment6S: Offsite DA Runoff Area=4.460 ac 0.00% Impervious Runoff Depth>2.60"
Tc=20.0 min CN=62 Runoff=13.87 cfs 42,076 cf
Subcatchment7S: Post Sediment Basin Runoff Area=8.620 ac 0.00% Impervious Runoff Depth>4.01"
Tc=19.8 min CN=76 Runoff=41.56 cfs 125,525 cf
Subcatchment8S: Rd-Side Ditch Runoff Area=7.560 ac 0.00% Impervious Runoff Depth>3.18"
Tc=26.8 min CN=68 Runoff=24.35 cfs 87,235 cf
Total Runoff Area = 1,797,286 sf Runoff Volume = 468,610 cf Average Runoff Depth = 3.13"
100.00% Pervious = 1,797,286 sf 0.00% Impervious = 0 sf

Lyle Creek Basin Flows Type II 24-hr 50-yr Rainfall=7.09"
Prepared by HDR, Inc Printed 8/27/2024
HydroCAD® 10.00-25 s/n 07102 ©2019 HydroCAD Software Solutions LLC Page 46
Summary for Subcatchment 1S: Pre Conditions
Runoff = 38.28 cfs @ 12.19 hrs, Volume= 131,282 cf, Depth> 2.88"
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-20.00 hrs, dt= 0.05 hrs
Type II 24-hr 50-yr Rainfall=7.09"
Area (ac) CN Description
* 12.540 65
12.540 100.00% Pervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
24.8 Direct Entry, TC-Basin
Subcatchment 1S: Pre Conditions
Hydrograph
42_ — — - ■Runoff
40V 38.28 cfs
38V Typ 11_ 41rrt fi I- l 1 1 - 1 1 rt =
36-
34V—50—yi Rijn all 7.0.1 1 1 132
30V un9ff p`rea 2. 01Ac0 — —I 4 -
28 �u11 fVL mE= 31�8 c! 4 _ ,_ 1 _ _14
244/_tun ff-Dept 2.
22= LL m fi I— 1-
0 20V�1:=2 min
Li 18i/ Or
14
:/ 1 1 i
12=/
8 — — 1- 1- 1 Ij - 1 - 1 -
6v
zr
0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20
Time (hours)

Lyle Creek Basin Flows Type II 24-hr 50-yr Rainfall=7.09"
Prepared by HDR, Inc Printed 8/27/2024
HydroCAD® 10.00-25 s/n 07102 ©2019 HydroCAD Software Solutions LLC Page 47
Summary for Subcatchment 2S: Culvert 1/West Ditch
Runoff = 10.34 cfs @ 12.20 hrs, Volume= 36,359 cf, Depth> 2.98"
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-20.00 hrs, dt= 0.05 hrs
Type II 24-hr 50-yr Rainfall=7.09"
Area (ac) CN Description
* 3.360 66
3.360 100.00% Pervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
25.9 Direct Entry, TC
Subcatchment 2S: Culvert 1/West Ditch
Hydrograph
/ ■Runoff
117 10.34 cfs
10_ 4p�TL2 hr 4
I-Riaififal7f09 / 4
9_ 5b�
$= Runofflikroa3.360 ac 4
Rfunpffyo ume=36p-5 cf
64 Runoff Depth>2 98. / -
g Tc=25 6 min-
i -
i" 51
4
3_
2 /
, !�Zy
0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20
Time (hours)

Lyle Creek Basin Flows Type II 24-hr 50-yr Rainfall=7.09"
Prepared by HDR, Inc Printed 8/27/2024
HydroCAD® 10.00-25 s/n 07102 ©2019 HydroCAD Software Solutions LLC Page 48
Summary for Subcatchment 3S: East Ditch
Runoff = 8.62 cfs @ 12.22 hrs, Volume= 31,225 cf, Depth> 2.78"
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-20.00 hrs, dt= 0.05 hrs
Type II 24-hr 50-yr Rainfall=7.09"
Area (ac) CN Description
3.090 64
3.090 100.00% Pervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
27.1 Direct Entry, TC
Subcatchment 3S: East Ditch
Hydrograph
❑Runoff
9� 8.62 cfs
8/ T peA-24-hr'
503n- Rainfal1=710e
Runoff Aroa3.Q90 ac
6 / Runoff Volurne=r31 22p cf
5y Runoff Depth>278`L
Tc=27 n4in
dN=I64 0
3_
0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20
Time (hours)

Lyle Creek Basin Flows Type II 24-hr 50-yr Rainfall=7.09"
Prepared by HDR, Inc Printed 8/27/2024
HydroCAD® 10.00-25 s/n 07102 ©2019 HydroCAD Software Solutions LLC Page 49
Summary for Subcatchment 5S: Drainage Area to Basin
[49] Hint: Tc<2dt may require smaller dt
Runoff = 8.11 cfs @ 11.96 hrs, Volume= 14,907 cf, Depth> 2.52"
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-20.00 hrs, dt= 0.05 hrs
Type II 24-hr 50-yr Rainfall=7.09"
Area (ac) CN Description
1.630 61
1.630 100.00% Pervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
5.0 Direct Entry, TC
Subcatchment 5S: Drainage Area to Basin
Hydrograph
•Runoff
8.11 cfs
8� Type II 2hrt r/
w� kf,��0=y �a at7f09" -
_Runoff Area=1.630 ac
6 Fun toff Vollume=1407 cf
-
5 Runoff Dept2.52"
LL
4:/ To= .�m �i
3-7
1-/
0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15, 16, 17, 18, 19, 20
Time (hours)

Lyle Creek Basin Flows Type II 24-hr 50-yr Rainfall=7.09"
Prepared by HDR, Inc Printed 8/27/2024
HydroCAD® 10.00-25 s/n 07102 ©2019 HydroCAD Software Solutions LLC Page 50
Summary for Subcatchment 6S: Offsite DA
Runoff = 13.87 cfs @ 12.14 hrs, Volume= 42,076 cf, Depth> 2.60"
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-20.00 hrs, dt= 0.05 hrs
Type II 24-hr 50-yr Rainfall=7.09"
Area (ac) CN Description
* 4.460 62
4.460 100.00% Pervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
20.0 Direct Entry, TC
Subcatchment 6S: Offsite DA
Hydrograph
— 4 4 — - - 4 4 -
Runoff
15- 13.87 cfs
14/ T p�1124-ham -
13
12 —5 ir-RilWat 7f09 I 4
11 13unofflAr a tt.t04c1 / J I
Vol
8 —Runoff Dept 2-60� -
0 7 /—T& o:K6 mlrin
6� cI N_ 1621
5/
4� I 0
2/ I _i IL / ,'
a
0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20
Time (hours)

Lyle Creek Basin Flows Type II 24-hr 50-yr Rainfall=7.09"
Prepared by HDR, Inc Printed 8/27/2024
HydroCAD® 10.00-25 s/n 07102 ©2019 HydroCAD Software Solutions LLC Page 51
Summary for Subcatchment 7S: Post Sediment Basin
Runoff = 41.56 cfs @ 12.12 hrs, Volume= 125,525 cf, Depth> 4.01"
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-20.00 hrs, dt= 0.05 hrs
Type II 24-hr 50-yr Rainfall=7.09"
Area (ac) CN Description
* 8.620 76
8.620 100.00% Pervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
19.8 Direct Entry, TC Post Basin
Subcatchment 7S: Post Sediment Basin
Hydrograph
46(— H - ■Runoff
as 41. cs
40 � � t1J24r� „� �— 56f
36 5034 nFalt 7.O9 I— j7 1— 1 4 4
34 —Ru11 ff a s
30 —Ru-n?fLVLoe=�}25�21
26 —Runof- epth4.81"
-
= 24�— v~
o224T�=19.Slmnrtfirl 1- I- I H -L
18y20� -
16�
14✓ H
H 4
12�—
8 — - — E
64/—
0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20
Time (hours)

Lyle Creek Basin Flows Type II 24-hr 50-yr Rainfall=7.09"
Prepared by HDR, Inc Printed 8/27/2024
HydroCAD® 10.00-25 s/n 07102 ©2019 HydroCAD Software Solutions LLC Page 52
Summary for Subcatchment 8S: Rd-Side Ditch
Runoff = 24.35 cfs @ 12.21 hrs, Volume= 87,235 cf, Depth> 3.18"
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-20.00 hrs, dt= 0.05 hrs
Type II 24-hr 50-yr Rainfall=7.09"
Area (ac) CN Description
* 7.560 68
7.560 100.00% Pervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
26.8 Direct Entry,
Subcatchment 8S: Rd-Side Ditch
Hydrograph
/— 1 1 - _I J — ■Runoff
26� 24.35 cfs
24 T4p� 1112 7h r� H I— I 1 I —I H
224/ 5b-y-Riaintali=7109t' 1 1 1 _ I 1 1
201/
1816� #1V I 0ffI a •P601 1 I ' I 1 4 -
uno ume 7 3 E - 7 7 1 71 7 -
3 14�4 Tc.-= rni n� 3�18 H 1— _I _L -
LT 12
10I/—d 16$I H H H / - H —L -
4 I I Ii / I I 1
4 /
ro
24 1 — - i
0 !�� �/!fir/�l�/!��/ ... . !,�, . ... ,.. i��ii
//
0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20
Time (hours)

Lyle Creek Basin Flows Type II 24-hr 100-yr Rainfall=7.93"
Prepared by HDR, Inc Printed 8/27/2024
HydroCAD® 10.00-25 s/n 07102 ©2019 HydroCAD Software Solutions LLC Page 53
Time span=0.00-20.00 hrs, dt=0.05 hrs, 401 points
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN
Reach routing by Stor-Ind+Trans method - Pond routing by Stor-Ind method
Subcatchment1S: Pre Conditions Runoff Area=12.540 ac 0.00% Impervious Runoff Depth>3.50"
Tc=24.8 min CN=65 Runoff=46.61 cfs 159,437 cf
Subcatchment2S: Culvert 1/West Ditch Runoff Area=3.360 ac 0.00% Impervious Runoff Depth>3.61"
Tc=25.9 min CN=66 Runoff=12.54 cfs 44,018 cf
Subcatchment3S: East Ditch Runoff Area=3.090 ac 0.00% Impervious Runoff Depth>3.39"
Tc=27.1 min CN=64 Runoff=10.54 cfs 38,048 cf
Su bcatchment 5S: Drainage Area to Basin Runoff Area=1.630 ac 0.00% Impervious Runoff Depth>3.10"
Tc=5.0 min CN=61 Runoff=9.97 cfs 18,348 cf
Subcatchment6S: Offsite DA Runoff Area=4.460 ac 0.00% Impervious Runoff Depth>3.19"
Tc=20.0 min CN=62 Runoff=17.09 cfs 51,617 cf
Subcatchment7S: Post Sediment Basin Runoff Area=8.620 ac 0.00% Impervious Runoff Depth>4.72"
Tc=19.8 min CN=76 Runoff=48.67 cfs 147,773 cf
Subcatchment8S: Rd-Side Ditch Runoff Area=7.560 ac 0.00% Impervious Runoff Depth>3.82"
Tc=26.8 min CN=68 Runoff=29.32 cfs 104,966 cf
Total Runoff Area = 1,797,286 sf Runoff Volume = 564,207 cf Average Runoff Depth = 3.77"
100.00% Pervious = 1,797,286 sf 0.00% Impervious = 0 sf

Lyle Creek Basin Flows Type II 24-hr 100-yr Rainfall=7.93"
Prepared by HDR, Inc Printed 8/27/2024
HydroCAD® 10.00-25 s/n 07102 ©2019 HydroCAD Software Solutions LLC Page 54
Summary for Subcatchment 1S: Pre Conditions
Runoff = 46.61 cfs @ 12.19 hrs, Volume= 159,437 cf, Depth> 3.50"
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-20.00 hrs, dt= 0.05 hrs
Type II 24-hr 100-yr Rainfall=7.93"
Area (ac) CN Description
* 12.540 65
12.540 100.00% Pervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
24.8 Direct Entry, TC-Basin
Subcatchment 1S: Pre Conditions
Hydrograph
r
52_/ I I - li Runoff
50; — — — —
✓ 46.61 cfs
48
46yp II- 44i r ' - 1 1- I -I -h
440�21z T-1 bO r-Rai-rhfailt=7 93� - j H 1 1 —1 - -
, -
38;
36��uln�ff- a�`• OC I
34 -Run�ff-Vot�u rrre= 9-43 c f_ 1
32; — LL 0
30 -Runoff-De th3. '
28;
26t TC�14 min 1- I- I H I- I - H 4 -
0 24
201: _clo I1 1 / 7_
184/
14;16
12='
1 H - H —LI 1 1 # ..,,, /
0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20
Time (hours)

Lyle Creek Basin Flows Type II 24-hr 100-yr Rainfall=7.93"
Prepared by HDR, Inc Printed 8/27/2024
HydroCAD® 10.00-25 s/n 07102 ©2019 HydroCAD Software Solutions LLC Page 55
Summary for Subcatchment 2S: Culvert 1/West Ditch
Runoff = 12.54 cfs @ 12.20 hrs, Volume= 44,018 cf, Depth> 3.61"
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-20.00 hrs, dt= 0.05 hrs
Type II 24-hr 100-yr Rainfall=7.93"
Area (ac) CN Description
* 3.360 66
3.360 100.00% Pervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
25.9 Direct Entry, TC
Subcatchment 2S: Culvert 1/West Ditch
Hydrograph
14_/— J ■Runoff
137 12.54 cfs
12�T�p�1t 24 h r� H H -
11_
— _ I I 1��-�yr�tainfa�il �.93� I rt
10z Runoff IAr a_3.1!0 Ac J -
m ff V '
u e-44 1 -
8�
-Ru-noff Dept1P3..61
1/
5 /—C'N=166-1 H4 4 -
21/
0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20
Time (hours)

Lyle Creek Basin Flows Type II 24-hr 100-yr Rainfall=7.93"
Prepared by HDR, Inc Printed 8/27/2024
HydroCAD® 10.00-25 s/n 07102 ©2019 HydroCAD Software Solutions LLC Page 56
Summary for Subcatchment 3S: East Ditch
Runoff = 10.54 cfs @ 12.22 hrs, Volume= 38,048 cf, Depth> 3.39"
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-20.00 hrs, dt= 0.05 hrs
Type II 24-hr 100-yr Rainfall=7.93"
Area (ac) CN Description
3.090 64
3.090 100.00% Pervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
27.1 Direct Entry, TC
Subcatchment 3S: East Ditch
Hydrograph
— — — 2 Runoff
11 Y 10.54 cfs
10_; Tkp1t1244hr- J
9y 1 be- taiinfal l=7 9 ' I
8� I3u-n0f,Arga=3.Q90 ac
Rfu-n gaff Il u m e 8 048-e f
6 Runoff Depth>3 9" — -
Tc—= 7'` resin00
51/
1 1
4-
3_/
217
_
o //���!/��/� ��/���/���/���/���//�,ii!!. .,,, ,, .,,�. . ,,
0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20
Time (hours)

Lyle Creek Basin Flows Type II 24-hr 100-yr Rainfall=7.93"
Prepared by HDR, Inc Printed 8/27/2024
HydroCAD® 10.00-25 s/n 07102 ©2019 HydroCAD Software Solutions LLC Page 57
Summary for Subcatchment 5S: Drainage Area to Basin
[49] Hint: Tc<2dt may require smaller dt
Runoff = 9.97 cfs @ 11.96 hrs, Volume= 18,348 cf, Depth> 3.10"
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-20.00 hrs, dt= 0.05 hrs
Type II 24-hr 100-yr Rainfall=7.93"
Area (ac) CN Description
* 1.630 61
1.630 100.00% Pervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
5.0 Direct Entry, TC
Subcatchment 5S: Drainage Area to Basin
Hydrograph
11 I ❑Runoff
9.97 cfs
Tkp II124-hr F
97 1 b0-yr Faihfalll=tr.9t3"
$� R u noff lArea 1.030 ac
7 IRunpff IV•uTe-18 348
61/ Runoff De th>3 10"
0 51/ T c= .0
LL
41/-dN=61 H- H- H -
3-
2-'
0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20
Time (hours)

Lyle Creek Basin Flows Type II 24-hr 100-yr Rainfall=7.93"
Prepared by HDR, Inc Printed 8/27/2024
HydroCAD® 10.00-25 s/n 07102 ©2019 HydroCAD Software Solutions LLC Page 58
Summary for Subcatchment 6S: Offsite DA
Runoff = 17.09 cfs @ 12.13 hrs, Volume= 51,617 cf, Depth> 3.19"
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-20.00 hrs, dt= 0.05 hrs
Type II 24-hr 100-yr Rainfall=7.93"
Area (ac) CN Description
* 4.460 62
4.460 100.00% Pervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
20.0 Direct Entry, TC
Subcatchment 6S: Offsite DA
Hydrograph
19
-
■Runoff
18 17.09 cfs
17 f124-ham I
-
1615±= 1 b0-�fr FtainfaiI .9
1
1j an
3 o I ,4•4601ac / rt
ffA a
12_ unp#f V_olume=51 fi17_cf if H rt
,ate Runoff Depth>3- 19'
9i/=
Tc=10-0 n i n
8
7±/ d161 fi 0/ IH t =
50 1—
—1 - fi -
4 H
2= H
0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20
Time (hours)

Lyle Creek Basin Flows Type II 24-hr 100-yr Rainfall=7.93"
Prepared by HDR, Inc Printed 8/27/2024
HydroCAD® 10.00-25 s/n 07102 ©2019 HydroCAD Software Solutions LLC Page 59
Summary for Subcatchment 7S: Post Sediment Basin
Runoff = 48.67 cfs @ 12.12 hrs, Volume= 147,773 cf, Depth> 4.72"
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-20.00 hrs, dt= 0.05 hrs
Type II 24-hr 100-yr Rainfall=7.93"
Area (ac) CN Description
8.620 76
8.620 100.00% Pervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
19.8 Direct Entry, TC Post Basin
Subcatchment 7S: Post Sediment Basin
Hydrograph
2 Runoff
50= Typ� 11_ 4 1 r 48.67 cfs
45= 100-yr Rairhfall=71.93 '
40� Runpff i4r al.6 0 arc j
35 Run?ff LVolume=147�773 cf 4
301/ Runoff Depth>4.72" ' '—
T�=1Mil min I 4 -
0 25-20�—CI=76
15-
10-
0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20
Time (hours)

Lyle Creek Basin Flows Type II 24-hr 100-yr Rainfall=7.93"
Prepared by HDR, Inc Printed 8/27/2024
HydroCAD® 10.00-25 s/n 07102 ©2019 HydroCAD Software Solutions LLC Page 60
Summary for Subcatchment 8S: Rd-Side Ditch
Runoff = 29.32 cfs @ 12.21 hrs, Volume= 104,966 cf, Depth> 3.82"
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-20.00 hrs, dt= 0.05 hrs
Type II 24-hr 100-yr Rainfall=7.93"
Area (ac) CN Description
* 7.560 68
7.560 100.00% Pervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
26.8 Direct Entry,
Subcatchment 8S: Rd-Side Ditch
Hydrograph
32/ ■Runoff
30�T 1-14 rH _H H I 29.32 cfs H H -
2s� 1
26/ 1 b0-ir I aifa11=7T93 I I I _ I I H H _
HZ/
—Ru119 )°` -T•5 1 1 1 ' H227
H
204/—Run?ffLVot�ume= // -
w 184/ RunoffDe th 3.82'
" 14:z —C14=08-1 H fi fi H 1 1 I H 1 1 H H
127-
10//— I / H I- I I I - -I 4
0
2� /////////
l��/1/l'/!��/1/�� ,.(:. ,,. . ... .,�
0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20
Time (hours)

Duke Energy I Lyle Creek Switching Station
Appendices
C
Appendix C — Stormwater
Pipe Calculations

Culvert Report
Hydraflow Express Extension for Autodesk®Civil 3D®by Autodesk, Inc. Monday,Aug 26 2024
Stafford Culvert Crossing (Q10 min - Q100 max)
Invert Elev Dn (ft) = 948.75 Calculations
Pipe Length (ft) = 72.67 Qmin (cfs) = 3.20
Slope (%) = 7.22 Qmax (cfs) = 4.20
Invert Elev Up (ft) = 954.00 Tailwater Elev (ft) = Normal
Rise (in) = 15.0
Shape = Circular Highlighted
Span (in) = 15.0 Qtotal (cfs) = 3.20
No. Barrels = 1 Qpipe (cfs) = 3.20
n-Value = 0.012 Qovertop (cfs) = 0.00
Culvert Type = Circular Concrete Veloc Dn (ft/s) = 11.26
Culvert Entrance = Square edge w/headwall (C) Veloc Up (ft/s) = 4.37
Coeff. K,M,c,Y,k = 0.0098, 2, 0.0398, 0.67, 0.5 HGL Dn (ft) = 949.10
HGL Up (ft) = 954.72
Embankment Hw Elev (ft) = 955.04
Top Elevation (ft) = 956.00 Hw/D (ft) = 0.83
Top Width (ft) = 42.00 Flow Regime = Inlet Control
Crest Width (ft) = 20.00
Elev(ft) Stafford Culvert Crossing(Q10 min-Q100 max) Hw Depth(ft)
957.00 3.00
ME
956.00 2.00
,,
955.00 _ r _ . . 1.00
;op
954.00 r .00
953.00 -1.00
952.00- J --2.00
951.00 -3.00
950.00 -4.00
949.00 -5.00
948.00 -w= 4.23" illi --s.00
947.00 -7.00
0 5 10 15 20 25 30 35 40 46 50 55 60 65 70 75 80 85 90 95
Circular Culvert HGL Embank
Reach(ft)

Culvert Report
Hydraflow Express Extension for Autodesk®Civil 3D®by Autodesk, Inc. Friday,Aug 23 2024
Rabbit Xing Culvert Crossing (Qmin 10Y - Qmax 100Y)
Invert Elev Dn (ft) = 943.50 Calculations
Pipe Length (ft) = 101.00 Qmin (cfs) = 4.96
Slope (%) = 0.99 Qmax (cfs) = 10.32
Invert Elev Up (ft) = 944.50 Tailwater Elev (ft) = (dc+D)/2
Rise (in) = 18.0
Shape = Circular Highlighted
Span (in) = 18.0 Qtotal (cfs) = 4.96
No. Barrels = 1 Qpipe (cfs) = 4.96
n-Value = 0.012 Qovertop (cfs) = 0.00
Culvert Type = Circular Concrete Veloc Dn (ft/s) = 3.33
Culvert Entrance = Square edge w/headwall (C) Veloc Up (ft/s) = 4.76
Coeff. K,M,c,Y,k = 0.0098, 2, 0.0398, 0.67, 0.5 HGL Dn (ft) = 944.68
HGL Up (ft) = 945.36
Embankment Hw Elev (ft) = 945.78
Top Elevation (ft) = 949.00 Hw/D (ft) = 0.85
Top Width (ft) = 51.50 Flow Regime = Inlet Control
Crest Width (ft) = 0.00
Elev(ft) Rabbit Xing Culvert Crossing(Qmin 10Y-Qmax 100Y) Hw Depth(ft)
950.00 5.50
949.00 -4.50
948.00 3.50
947.00 2.50
946.00 1.50
Inlet con rd
945.00 0.50
Nli
1
944.00AillE ___---- .0 50
943.00 -1.50
942.00 -2.50
0 10 20 30 40 50 60 70 80 90 100 110 120 130 140 150
Circular Culvert HGL Embank
Reach 00

Culvert Report
Hydraflow Express Extension for Autodesk®Civil 3D®by Autodesk, Inc. Tuesday,Aug 27 2024
Culvert (Rd-Side + West Ditch) (Qmin:10Y Storm. - Qmax:100Y Storm)
Invert Elev Dn (ft) = 914.10 Calculations
Pipe Length (ft) = 64.45 Qmin (cfs) = 19.55
Slope (%) = 0.54 Qmax (cfs) = 41.23
Invert Elev Up (ft) = 914.45 Tailwater Elev (ft) = (dc+D)/2
Rise (in) = 24.0
Shape = Circular Highlighted
Span (in) = 24.0 Qtotal (cfs) = 19.55
No. Barrels = 2 Qpipe (cfs) = 19.55
n-Value = 0.012 Qovertop (cfs) = 0.00
Culvert Type = Circular Concrete Veloc Dn (ft/s) = 3.72
Culvert Entrance = Groove end projecting (C) Veloc Up (ft/s) = 5.39
Coeff. K,M,c,Y,k = 0.0045, 2, 0.0317, 0.69, 0.2 HGL Dn (ft) = 915.66
HGL Up (ft) = 915.57
Embankment Hw Elev (ft) = 916.06
Top Elevation (ft) = 917.25 Hw/D (ft) = 0.81
Top Width (ft) = 28.00 Flow Regime = Inlet Control
Crest Width (ft) = 32.00
Elev(ft) Culvert(Rd-Side+West Ditch)(Qmin:10Y Storm.-Qmax:100Y Storm) Hw Depth(ft)
918.00 3.55
917.00 2.55
91500 hintnnntrd 155
915.00 0.55
914.00 -0.45
913.00 -1.45
0 5 10 15 20 25 30 35 40 45 50 55 60 55 70 75 80 85
Circular Culvert HGL Embank
Reach 00

Duke Energy I Lyle Creek Switching Station r)�
Appendices
D
Appendix D — Stormwater
Channel Calculations

41
East Ditch
11
Culvert 1 /West Ditch
Subcat Reach on. Link Routing Diagram for Lyle Creek Basin Flows
�____ Prepared by HDR, Inc, Printed 8/23/2024
HydroCAD®10.00-25 s/n 07102 ©2019 HydroCAD Software Solutions LLC

Lyle Creek Basin Flows
Prepared by HDR, Inc Printed 8/23/2024
HydroCAD® 10.00-25 s/n 07102 ©2019 HydroCAD Software Solutions LLC Page 2
Area Listing (selected nodes)
Area CN Description
(sq-ft) (subcatchment-numbers)
138,956 66 (2S)
142,006 65 (3S)
280,962 65 TOTAL AREA

Lyle Creek Basin Flows
Prepared by HDR, Inc Printed 8/23/2024
HydroCAD® 10.00-25 s/n 07102 ©2019 HydroCAD Software Solutions LLC Page 3
Soil Listing (selected nodes)
Area Soil Subcatchment
(sq-ft) Group Numbers
0 HSG A
0 HSG B
0 HSG C
0 HSG D
280,962 Other 2S, 3S
280,962 TOTAL AREA

Lyle Creek Basin Flows
Prepared by HDR, Inc Printed 8/23/2024
HydroCAD® 10.00-25 s/n 07102 ©2019 HydroCAD Software Solutions LLC Page 4
Ground Covers (selected nodes)
HSG-A HSG-B HSG-C HSG-D Other Total Ground Subcatchment
(sq-ft) (sq-ft) (sq-ft) (sq-ft) (sq-ft) (sq-ft) Cover Numbers
0 0 0 0 280,962 280,962 2S
3S
0 0 0 0 280,962 280,962 TOTAL
AREA

Lyle Creek Basin Flows Type 1124-hr 10-yr Rainfall=5.25"
Prepared by HDR, Inc Printed 8/23/2024
HydroCAD® 10.00-25 s/n 07102 ©2019 HydroCAD Software Solutions LLC Page 5
Time span=0.00-20.00 hrs, dt=0.05 hrs, 401 points
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN
Reach routing by Stor-Ind+Trans method - Pond routing by Stor-Ind method
Subcatchment2S: Culvert 1/West Ditch Runoff Area=3.190 ac 0.00% Impervious Runoff Depth>1.71"
Tc=25.9 min CN=66 Runoff=5.51 cfs 19,779 cf
Subcatchment3S: East Ditch Runoff Area=3.260 ac 0.00% Impervious Runoff Depth>1.63"
Tc=27.1 min CN=65 Runoff=5.20 cfs 19,331 cf
Total Runoff Area = 280,962 sf Runoff Volume = 39,110 cf Average Runoff Depth = 1.67"
100.00% Pervious = 280,962 sf 0.00% Impervious = 0 sf

Lyle Creek Basin Flows Type 1124-hr 10-yr Rainfall=5.25"
Prepared by HDR, Inc Printed 8/23/2024
HydroCAD® 10.00-25 s/n 07102 ©2019 HydroCAD Software Solutions LLC Page 6
Summary for Subcatchment 2S: Culvert 1/West Ditch
Runoff = 5.51 cfs @ 12.21 hrs, Volume= 19,779 cf, Depth> 1.71"
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-20.00 hrs, dt= 0.05 hrs
Type II 24-hr 10-yr Rainfall=5.25"
Area (ac) CN Description
* 3.190 66
3.190 100.00% Pervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
25.9 Direct Entry, TC
Subcatchment 2S: Culvert 1/West Ditch
Hydrograph
6- D Runoff
5.51 cfs
- T,p 1124-h r I
5-/ 1 b-y II- Rainfali=5!25 '
- I3unpff Ara=3.190 ac
4� I�un?ff Volume�1977�9 cf
- TE_Runoff Dvpth> 1"
3-'' Tc= 5.6 min
dN=I6B_
2-
1
izzzzz
0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20
Time (hours)

Lyle Creek Basin Flows Type 1124-hr 10-yr Rainfall=5.25"
Prepared by HDR, Inc Printed 8/23/2024
HydroCAD® 10.00-25 s/n 07102 ©2019 HydroCAD Software Solutions LLC Page 7
Summary for Subcatchment 3S: East Ditch
Runoff = 5.20 cfs @ 12.23 hrs, Volume= 19,331 cf, Depth> 1.63"
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-20.00 hrs, dt= 0.05 hrs
Type II 24-hr 10-yr Rainfall=5.25"
Area (ac) CN Description
* 3.260 65
3.260 100.00% Pervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
27.1 Direct Entry, TC
Subcatchment 3S: East Ditch
Hydrograph
D Runoff
5.20 cfs
5:/"1413 2 hrs
1 b-ylr Riainfall=5125 '
4:z Runoff Area=3.Z60-ac
Run?ff Voilume=r19331 cf
3: Runoff D-epth>t63"
Tc= 7. nil i n /
2-,HCN=165-
iL
//
0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20
Time (hours)

Lyle Creek Basin Flows Type II 24-hr 100-yr Rainfall=7.93"
Prepared by HDR, Inc Printed 8/23/2024
HydroCAD® 10.00-25 s/n 07102 ©2019 HydroCAD Software Solutions LLC Page 8
Time span=0.00-20.00 hrs, dt=0.05 hrs, 401 points
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN
Reach routing by Stor-Ind+Trans method - Pond routing by Stor-Ind method
Subcatchment2S: Culvert 1/West Ditch Runoff Area=3.190 ac 0.00% Impervious Runoff Depth>3.61"
Tc=25.9 min CN=66 Runoff=11.91 cfs 41,790 cf
Subcatchment3S: East Ditch Runoff Area=3.260 ac 0.00% Impervious Runoff Depth>3.50"
Tc=27.1 min CN=65 Runoff=11.49 cfs 41,411 cf
Total Runoff Area = 280,962 sf Runoff Volume = 83,202 cf Average Runoff Depth = 3.55"
100.00% Pervious = 280,962 sf 0.00% Impervious = 0 sf

Lyle Creek Basin Flows Type II 24-hr 100-yr Rainfall=7.93"
Prepared by HDR, Inc Printed 8/23/2024
HydroCAD® 10.00-25 s/n 07102 ©2019 HydroCAD Software Solutions LLC Page 9
Summary for Subcatchment 2S: Culvert 1/West Ditch
Runoff = 11.91 cfs @ 12.20 hrs, Volume= 41,790 cf, Depth> 3.61"
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-20.00 hrs, dt= 0.05 hrs
Type II 24-hr 100-yr Rainfall=7.93"
Area (ac) CN Description
* 3.190 66
3.190 100.00% Pervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
25.9 Direct Entry, TC
Subcatchment 2S: Culvert 1/West Ditch
Hydrograph
13 ■Runoff
11.91 cfs
12 T,p�41124,hr I P
1111 b0- r-Ftaibfall=7.9 " I J -
10 R4unpff,Arpa=3.1,90 ac - 1 —I - -
9
8 unpff,V urne741-99-cf- / 1
w 7 -Runoff Depth>361"-
0 6 Tc= 5 9 min I 4 -
5 dN='i66 I T 1:____
fi 1— — I — —I -r -
4 I I I I I I 31 _L 1 2 / 1 1 P
1 1
1
,„
0 , _...........i im pA.1 m..A im mil 0•----i v-,
0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20
Time (hours)

Lyle Creek Basin Flows Type II 24-hr 100-yr Rainfall=7.93"
Prepared by HDR, Inc Printed 8/23/2024
HydroCAD® 10.00-25 s/n 07102 ©2019 HydroCAD Software Solutions LLC Page 10
Summary for Subcatchment 3S: East Ditch
Runoff = 11.49 cfs @ 12.21 hrs, Volume= 41,411 cf, Depth> 3.50"
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-20.00 hrs, dt= 0.05 hrs
Type II 24-hr 100-yr Rainfall=7.93"
Area (ac) CN Description
* 3.260 65
3.260 100.00% Pervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
27.1 Direct Entry, TC
Subcatchment 3S: East Ditch
Hydrograph
/— — ■Runoff
121/ 11.49cfs
11��Yp�rtC2�hr J -
10� 1 be-�yr ainfa411=t -9tr -I -h
9/ F unpitArea 3. 601ac1 // I I I
N 8 Run�ff IV ure-�41 �411 c / —
Runoff Depth> 0
0 6� Tc-�7 '� min /
ItN=1651
4� I —
3/
1/
0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20
Time (hours)

Channel Report
Hydraflow Express Extension for Autodesk®Civil 3D®by Autodesk, Inc. Monday,Aug 26 2024
West Ditch - 10Y Storm
Trapezoidal Highlighted
Bottom Width (ft) = 2.00 Depth (ft) = 0.55
Side Slopes (z:1) = 4.00, 4.00 Q (cfs) = 5.510
Total Depth (ft) = 1.00 Area (sqft) = 2.31
Invert Elev (ft) = 914.47 Velocity (ft/s) = 2.39
Slope (%) = 1.00 Wetted Perim (ft) = 6.54
N-Value = 0.030 Crit Depth, Yc (ft) = 0.46
Top Width (ft) = 6.40
Calculations EGL (ft) = 0.64
Compute by: Known Q
Known Q (cfs) = 5.51
Elev (ft) Section Depth (ft)
916.00 1.53
915.50 _ 1.03
915.00 V 0.53
/./t
914.50 0.03
914.00 -0.47
913.50 -0.97
0 1 2 3 4 5 6 7 8 9 10 11 12
Reach (ft)

Channel Report
Hydraflow Express Extension for Autodesk®Civil 3D®by Autodesk, Inc. Monday,Aug 26 2024
West Ditch - 100Y Storm
Trapezoidal Highlighted
Bottom Width (ft) = 2.00 Depth (ft) = 0.78
Side Slopes (z:1) = 4.00, 4.00 Q (cfs) = 11.91
Total Depth (ft) = 1.00 Area (sqft) = 3.99
Invert Elev (ft) = 914.47 Velocity (ft/s) = 2.98
Slope (%) = 1.00 Wetted Perim (ft) = 8.43
N-Value = 0.030 Crit Depth, Yc (ft) = 0.68
Top Width (ft) = 8.24
Calculations EGL (ft) = 0.92
Compute by: Known Q
Known Q (cfs) = 11.91
Elev (ft) Section Depth (ft)
916.00 1.53
915.50 , 1.03
'V' ///
915.00 0.53
914.50 0.03
914.00 -0.47
913.50 -0.97
0 1 2 3 4 5 6 7 8 9 10 11 12
Reach (ft)

Channel Report
Hydraflow Express Extension for Autodesk®Civil 3D®by Autodesk, Inc. Monday,Aug 26 2024
East Ditch - 10Y Storm
Trapezoidal Highlighted
Bottom Width (ft) = 2.00 Depth (ft) = 0.53
Side Slopes (z:1) = 4.00, 4.00 Q (cfs) = 5.200
Total Depth (ft) = 1.00 Area (sqft) = 2.18
Invert Elev (ft) = 914.00 Velocity (ft/s) = 2.38
Slope (%) = 1.00 Wetted Perim (ft) = 6.37
N-Value = 0.030 Crit Depth, Yc (ft) = 0.45
Top Width (ft) = 6.24
Calculations EGL (ft) = 0.62
Compute by: Known Q
Known Q (cfs) = 5.20
Elev (ft) Section Depth (ft)
916.00 2.00
915.50 1.50
915.00 1.00
914.50 _ - 0.50
914.00 0.00
913.50 -0.50
0 1 2 3 4 5 6 7 8 9 10 11 12
Reach (ft)

Channel Report
Hydraflow Express Extension for Autodesk®Civil 3D®by Autodesk, Inc. Monday,Aug 26 2024
East Ditch - 100Y Storm
Trapezoidal Highlighted
Bottom Width (ft) = 2.00 Depth (ft) = 0.77
Side Slopes (z:1) = 4.00, 4.00 Q (cfs) = 11.49
Total Depth (ft) = 1.00 Area (sqft) = 3.91
Invert Elev (ft) = 914.00 Velocity (ft/s) = 2.94
Slope (%) = 1.00 Wetted Perim (ft) = 8.35
N-Value = 0.030 Crit Depth, Yc (ft) = 0.67
Top Width (ft) = 8.16
Calculations EGL (ft) = 0.90
Compute by: Known Q
Known Q (cfs) = 11.49
Elev (ft) Section Depth (ft)
916.00 2.00
915.50 1.50
915.00 1.00
\N 'V' /
914.50 0.50
914.00 0.00
913.50 -0.50
0 1 2 3 4 5 6 7 8 9 10 11 12
Reach (ft)

Duke Energy I Lyle Creek Switching Station
Appendices
E
Appendix E — Sediment
Basin Calculations

11
Sedime t Basin
2P
Sediment Basin
Subcat Reach Pon MU Routing Diagram for Sediment Basin Model
Prepared by HDR, Inc, Printed 3/22/2024
HydroCAD®10.00-25 s/n 07102 ©2019 HydroCAD Software Solutions LLC

Sediment Basin Model
Prepared by HDR, Inc Printed 3/22/2024
HydroCAD® 10.00-25 s/n 07102 ©2019 HydroCAD Software Solutions LLC Page 2
Project Notes
Defined 4 rainfall events from NC-Conover IDF

Sediment Basin Model
Prepared by HDR, Inc Printed 3/22/2024
HydroCAD® 10.00-25 s/n 07102 ©2019 HydroCAD Software Solutions LLC Page 3
Area Listing (all nodes)
Area CN Description
(acres) (subcatchment-numbers)
21.800 70 (1S)
21.800 70 TOTAL AREA

Sediment Basin Model
Prepared by HDR, Inc Printed 3/22/2024
HydroCAD® 10.00-25 s/n 07102 ©2019 HydroCAD Software Solutions LLC Page 4
Soil Listing (all nodes)
Area Soil Subcatchment
(acres) Group Numbers
0.000 HSG A
0.000 HSG B
0.000 HSG C
0.000 HSG D
21.800 Other 1 S
21.800 TOTAL AREA

Sediment Basin Model
Prepared by HDR, Inc Printed 3/22/2024
HydroCAD® 10.00-25 s/n 07102 ©2019 HydroCAD Software Solutions LLC Page 5
Ground Covers (all nodes)
HSG-A HSG-B HSG-C HSG-D Other Total Ground Subcatchment
(acres) (acres) (acres) (acres) (acres) (acres) Cover Numbers
0.000 0.000 0.000 0.000 21.800 21.800 1 S
0.000 0.000 0.000 0.000 21.800 21.800 TOTAL AREA

Sediment Basin Model
Prepared by HDR, Inc Printed 3/22/2024
HydroCAD® 10.00-25 s/n 07102 ©2019 HydroCAD Software Solutions LLC Page 6
Pipe Listing (all nodes)
Line# Node In-Invert Out-Invert Length Slope n Diam/Width Height Inside-Fill
Number (feet) (feet) (feet) (ft/ft) (inches) (inches) (inches)
1 2P 883.00 882.00 49.0 0.0204 0.013 18.0 0.0 0.0

Sediment Basin Model Type 1124-hr 2-yr Rainfall=3.55"
Prepared by HDR, Inc Printed 3/22/2024
HydroCAD® 10.00-25 s/n 07102 ©2019 HydroCAD Software Solutions LLC Page 7
Time span=5.00-20.00 hrs, dt=0.05 hrs, 301 points
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN
Reach routing by Stor-Ind+Trans method - Pond routing by Stor-Ind method
SubcatchmentlS: Sediment Basin Runoff Area=21.800 ac 0.00% Impervious Runoff Depth>0.92"
Tc=33.0 min CN=70 Runoff=16.63 cfs 1.672 af
Pond 2P: Sediment Basin Peak Elev=887.67' Storage=41,140 cf Inflow=16.63 cfs 1.672 af
Primary=2.85 cfs 0.769 af Secondary=0.00 cfs 0.000 af Outflow=2.85 cfs 0.769 af
Total Runoff Area = 21.800 ac Runoff Volume = 1.672 af Average Runoff Depth = 0.92"
100.00% Pervious = 21.800 ac 0.00% Impervious = 0.000 ac

Sediment Basin Model Type II 24-hr 2-yr Rainfall=3.55"
Prepared by HDR, Inc Printed 3/22/2024
HydroCAD® 10.00-25 s/n 07102 ©2019 HydroCAD Software Solutions LLC Page 8
Summary for Subcatchment 1S: Sediment Basin
Runoff = 16.63 cfs @ 12.31 hrs, Volume= 1.672 af, Depth> 0.92"
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs
Type II 24-hr 2-yr Rainfall=3.55"
Area (ac) CN Description
* 21.800 70
21.800 100.00% Pervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
33.0 Direct Entry, TC
Subcatchment 1S: Sediment Basin
Hydrograph
- - _ I I I I _ I I I I
18 -' ,_ 1 I I 1 I I I I I ■Runoff
17 1 I _ 116.63 cfs I 1 I 1 I 1 I
16 1 it
I I 1 Type1r24*Ilr 15 - T2 14aitlfaNr410J-114O
13 -/ ,_ 1 I R i of A e_a 2 L.RO�J c -
12� 7 T 7 RanoffrVohume='t 672iaf
0 7 7 / 0 1 _Rtmofi Depth*0.94
9� I V —I 1 -r 1
T� 1.O 1111 n
Li8- /+ww''
7I � t _I I ± I 1hr1=7 O
6; ,_ - - -I - - I- 1 - - '- - + I I
ov����. �1� „ ( . . , (, , . . ( I , _
5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20
Time (hours)

Sediment Basin Model Type 1124-hr 2-yr Rainfall=3.55"
Prepared by HDR, Inc Printed 3/22/2024
HydroCAD® 10.00-25 s/n 07102 ©2019 HydroCAD Software Solutions LLC Page 9
Summary for Pond 2P: Sediment Basin
Inflow Area = 21.800 ac, 0.00% Impervious, Inflow Depth > 0.92" for 2-yr event
Inflow = 16.63 cfs @ 12.31 hrs, Volume= 1.672 of
Outflow = 2.85 cfs @ 13.43 hrs, Volume= 0.769 af, Atten= 83%, Lag= 66.8 min
Primary = 2.85 cfs @ 13.43 hrs, Volume= 0.769 af
Secondary= 0.00 cfs @ 5.00 hrs, Volume= 0.000 af
Routing by Stor-Ind method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs
Peak Elev= 887.67'@ 13.43 hrs Surf.Area= 17,360 sf Storage= 41,140 cf
Plug-Flow detention time=202.5 min calculated for 0.769 af(46% of inflow)
Center-of-Mass det. time= 110.3 min ( 943.2 - 833.0 )
Volume Invert Avail.Storage Storage Description
#1 885.00' 75,443 cf Custom Stage Data (Prismatic)Listed below(Recalc)
Elevation Surf.Area Inc.Store Cum.Store
(feet) (sq-ft) (cubic-feet) _(cubic-feet)
885.00 13,481 0 0
886.00 14,882 14,182 14,182
887.00 16,340 15,611 29,793
888.00 17,854 17,097 46,890
889.00 19,425 18,640 65,529
889.50 20,231 9,914 75,443
Device Routing Invert Outlet Devices
#1 Primary 883.00' 18.0" Round Culvert
L= 49.0' RCP, groove end projecting, Ke= 0.200
Inlet/ Outlet Invert= 883.00'/882.00' S= 0.0204 '/' Cc= 0.900
n= 0.013 Concrete pipe, bends & connections, Flow Area= 1.77 sf
#2 Device 1 887.50' 36.0" x 36.0" Horiz. Orifice/Grate C= 0.600
Limited to weir flow at low heads
#3 Secondary 888.50' 20.0' long x 4.0' breadth Broad-Crested Rectangular Weir
Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00
2.50 3.00 3.50 4.00 4.50 5.00 5.50
Coef. (English) 2.38 2.54 2.69 2.68 2.67 2.67 2.65 2.66 2.66
2.68 2.72 2.73 2.76 2.79 2.88 3.07 3.32
Primary OutFlow Max=2.83 cfs @ 13.43 hrs HW=887.67' (Free Discharge)
L1=Culvert (Passes 2.83 cfs of 20.01 cfs potential flow)
L2=Orifice/Grate (Weir Controls 2.83 cfs @ 1.36 fps)
Secondary OutFlow Max=0.00 cfs @ 5.00 hrs HW=885.00' (Free Discharge)
L3=Broad-Crested Rectangular Weir( Controls 0.00 cfs)

Sediment Basin Model Type 1124-hr 2-yr Rainfall=3.55"
Prepared by HDR, Inc Printed 3/22/2024
HydroCAD® 10.00-25 s/n 07102 ©2019 HydroCAD Software Solutions LLC Page 10
Pond 2P: Sediment Basin
Hydrograph
I I I I I I
/L L L L L L _ ' _ _l _ ■Inflow
/ j / H L t _L _H116.63 cfs I •Outflow
Inflow Area=21.80-0 ac o Primary
18� / / /- I- t t t -k - ❑Secondary
17" / / ' /- H 1- H H t t + -F Peak Elev=887.67' -
/ / /- - I- - I- - t - t - t - - t -
-
154/ / / / /' T I- T T T T T Storage=41,140 cf
�14 / // / /I I I I I I I I I I I I
13 -/ / / / /I I I I I I I I I I I I
124/ / / / /I I I I I I I I I I I I
a 11 / / / /I
c3 10 / / / /1_ I I I
o 9i/ / / / /I L L L L L L 1 1 1 1 1 _E _
gam / / /
5_ /
/ / /- H I- H H -H ' 2.85 cfs / H — H H-
/ / n I- t t t t t 2 85 cfs r -i/K./
3- A,
2-/ ./ % /
o Y i / %.ii iiiiiiiiiiii
5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20
Time (hours)

Sediment Basin Model Type 1124-hr 10-yr Rainfall=5.25"
Prepared by HDR, Inc Printed 3/22/2024
HydroCAD® 10.00-25 s/n 07102 ©2019 HydroCAD Software Solutions LLC Page 11
Time span=5.00-20.00 hrs, dt=0.05 hrs, 301 points
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN
Reach routing by Stor-Ind+Trans method - Pond routing by Stor-Ind method
SubcatchmentlS: Sediment Basin Runoff Area=21.800 ac 0.00% Impervious Runoff Depth>2.01"
Tc=33.0 min CN=70 Runoff=38.40 cfs 3.650 af
Pond 2P: Sediment Basin Peak Elev=888.42' Storage=54,598 cf Inflow=38.40 cfs 3.650 af
Primary=21.73 cfs 2.734 af Secondary=0.00 cfs 0.000 af Outflow=21.73 cfs 2.734 af
Total Runoff Area = 21.800 ac Runoff Volume = 3.650 af Average Runoff Depth = 2.01"
100.00% Pervious = 21.800 ac 0.00% Impervious = 0.000 ac

Sediment Basin Model Type II 24-hr 10-yr Rainfall=5.25"
Prepared by HDR, Inc Printed 3/22/2024
HydroCAD® 10.00-25 s/n 07102 ©2019 HydroCAD Software Solutions LLC Page 12
Summary for Subcatchment 1S: Sediment Basin
Runoff = 38.40 cfs @ 12.29 hrs, Volume= 3.650 af, Depth> 2.01"
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs
Type II 24-hr 10-yr Rainfall=5.25"
Area (ac) CN Description
* 21.800 70
21.800 100.00% Pervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
33.0 Direct Entry, TC
Subcatchment 1S: Sediment Basin
Hydrograph
+ L _I I L L - I + I I L
42H - - 4 - -I - - I - - - - -I- - 1- - -I - - - I I 4- - ■Runoff
40H ,- - + - -I - - I + - _1 - - I 138.40 cfs I— —1 — — r — + I 1 n 4- — —
38 - - t - -I - - t - -1 - - I 0 -1 - - H - -H 7 T y "mp-II-L4 -
36 - - I r 1
34 - / 1-01 Yr Oa i}if al*54C�� _
32� - N Ay
30 I I RU Fof_A ea�2t8n O ac
v 1 I I l I I I
28_ r
26=
1 I I I RLtnoff IYb u ,e=3J6 -t a1 _
2a : + 4 dI/ o Dp-th u
22;
020 - + I + -I + - I I- + T`+1=331m n -
LL 18. - - t I t - H - - I- t - -I - - H - H I /I+w' t -
16 ,- - rt I 1- 1 ' 1 -r I C1 =i e -
14 -/ - - T 7 - T T I r
124-/ - I I I I II I
10 -
8H -61 I 1 - - I _ 1
5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20
Time (hours)

Sediment Basin Model Type 1124-hr 10-yr Rainfall=5.25"
Prepared by HDR, Inc Printed 3/22/2024
HydroCAD® 10.00-25 s/n 07102 ©2019 HydroCAD Software Solutions LLC Page 13
Summary for Pond 2P: Sediment Basin
Inflow Area = 21.800 ac, 0.00% Impervious, Inflow Depth > 2.01" for 10-yr event
Inflow = 38.40 cfs @ 12.29 hrs, Volume= 3.650 af
Outflow = 21.73 cfs @ 12.60 hrs, Volume= 2.734 af, Atten= 43%, Lag= 18.3 min
Primary = 21.73 cfs @ 12.60 hrs, Volume= 2.734 af
Secondary= 0.00 cfs @ 5.00 hrs, Volume= 0.000 af
Routing by Stor-Ind method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs
Peak Elev= 888.42'@ 12.60 hrs Surf.Area= 18,520 sf Storage= 54,598 cf
Plug-Flow detention time= 100.8 min calculated for 2.725 of(75% of inflow)
Center-of-Mass det. time= 39.6 min ( 856.6 - 817.1 )
Volume Invert Avail.Storage Storage Description _
#1 885.00' 75,443 cf Custom Stage Data (Prismatic)Listed below(Recalc)
Elevation Surf.Area Inc.Store Cum.Store
(feet) (sq-ft) (cubic-feet) _(cubic-feet)
885.00 13,481 0 0
886.00 14,882 14,182 14,182
887.00 16,340 15,611 29,793
888.00 17,854 17,097 46,890
889.00 19,425 18,640 65,529
889.50 20,231 9,914 75,443
Device Routing Invert Outlet Devices
#1 Primary 883.00' 18.0" Round Culvert
L= 49.0' RCP, groove end projecting, Ke= 0.200
Inlet/ Outlet Invert= 883.00'/882.00' S= 0.0204 '/' Cc= 0.900
n= 0.013 Concrete pipe, bends & connections, Flow Area= 1.77 sf
#2 Device 1 887.50' 36.0" x 36.0" Horiz. Orifice/Grate C= 0.600
Limited to weir flow at low heads
#3 Secondary 888.50' 20.0' long x 4.0' breadth Broad-Crested Rectangular Weir
Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00
2.50 3.00 3.50 4.00 4.50 5.00 5.50
Coef. (English) 2.38 2.54 2.69 2.68 2.67 2.67 2.65 2.66 2.66
2.68 2.72 2.73 2.76 2.79 2.88 3.07 3.32
Primary OutFlow Max=21.73 cfs @ 12.60 hrs HW=888.42' (Free Discharge)
L1=Culvert (Barrel Controls 21.73 cfs @ 12.30 fps)
L2=Orifice/Grate (Passes 21.73 cfs of 34.82 cfs potential flow)
Secondary OutFlow Max=0.00 cfs @ 5.00 hrs HW=885.00' (Free Discharge)
L3=Broad-Crested Rectangular Weir( Controls 0.00 cfs)

Sediment Basin Model Type II 24-hr 10-yr Rainfall=5.25"
Prepared by HDR, Inc Printed 3/22/2024
HydroCAD® 10.00-25 s/n 07102 ©2019 HydroCAD Software Solutions LLC Page 14
Pond 2P: Sediment Basin
Hydrograph
AL
- - H - I- - 1- - t - t I - t - t - t - t - -F - -1 - -1 - - ■Inflow
38 40 cfs
L L T T T l T •7 Prima
■outflow
42: / / z ,
/ _ I In'TI�rea1-•0VV-aC - •Se ondary
40- / / / /- L L I- I- 1- 4 4 Vw
- 4 Peak E1ev8.42 -
36t i i i I Storage=54,598 Icf
32 / i z /I L L L L L L / 1 1 1 1 1 I I
30� / / / /- - I- - I- - I- - 4 - 4 - 4 4 - I - I - 4 - 4 - - - - - -
28i/ i / / /- r L fi 1- 4 ® -r -r 7 rt rt rt 4 -
265" / i 7 i 1 I I I I 1 1 21.73 cfs I I I I I I I
24 zz /I L L L LI
I
22� ! L 1 1 1 1 A A
c20� / i z /- - I- - 1 - 4 - I- - I - / - 4 - 4 - 4 - 4 - 4 - -4 - -
u- 18 --/ / / L L F I T /. ' 7 7 4 4 A A
16/ i i i i1 I I I I I 1 1 1 1 1 1
124-' / / / /1 LLLL -
10 i i , /I - - H - ♦- - 1 - � /ri��� -,�������
hi' i i Z��
5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20
Time (hours)

Sediment Basin Model Type 1124-hr 25-yr Rainfall=6.27"
Prepared by HDR, Inc Printed 3/22/2024
HydroCAD® 10.00-25 s/n 07102 ©2019 HydroCAD Software Solutions LLC Page 15
Time span=5.00-20.00 hrs, dt=0.05 hrs, 301 points
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN
Reach routing by Stor-Ind+Trans method - Pond routing by Stor-Ind method
SubcatchmentlS: Sediment Basin Runoff Area=21.800 ac 0.00% Impervious Runoff Depth>2.75"
Tc=33.0 min CN=70 Runoff=52.94 cfs 4.991 af
Pond 2P: Sediment Basin Peak Elev=888.98' Storage=65,059 cf Inflow=52.94 cfs 4.991 af
Primary=22.92 cfs 3.643 af Secondary=17.06 cfs 0.426 af Outflow=39.98 cfs 4.069 af
Total Runoff Area = 21.800 ac Runoff Volume = 4.991 af Average Runoff Depth = 2.75"
100.00% Pervious = 21.800 ac 0.00% Impervious = 0.000 ac

Sediment Basin Model Type II 24-hr 25-yr Rainfall=6.27"
Prepared by HDR, Inc Printed 3/22/2024
HydroCAD® 10.00-25 s/n 07102 ©2019 HydroCAD Software Solutions LLC Page 16
Summary for Subcatchment 1S: Sediment Basin
Runoff = 52.94 cfs @ 12.29 hrs, Volume= 4.991 af, Depth> 2.75"
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs
Type II 24-hr 25-yr Rainfall=6.27"
Area (ac) CN Description
* 21.800 70
21.800 100.00% Pervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
33.0 Direct Entry, TC
Subcatchment 1S: Sediment Basin
Hydrograph
I I I
— 1 I 1 I L — ■Runoff
55L/ I 1 52.94 cfs I 1 I 1 Imp 1 I
de
- ,— — 7 050�
45- -n 0 1 -251 7' OainfaII 6.47" —
40� s Ri rnof Atea=2t800 4ac
7 I 7 RurrofflrVolume=4.1991-af —
.. 35= 1 1 RLnoff D"Ipth2/ Jrr —
3 30� 1
o _ 4— — 7 — I — — 1— — ' — IIIII t
7 — 1 — — 7 Tc1-331.0 m n —
LL 25= 1 / /h�}.
20-
1 1 I 1 I 1�N=70
15� �
5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20
Time (hours)

Sediment Basin Model Type 1124-hr 25-yr Rainfall=6.27"
Prepared by HDR, Inc Printed 3/22/2024
HydroCAD® 10.00-25 s/n 07102 ©2019 HydroCAD Software Solutions LLC Page 17
Summary for Pond 2P: Sediment Basin
Inflow Area = 21.800 ac, 0.00% Impervious, Inflow Depth > 2.75" for 25-yr event
Inflow = 52.94 cfs @ 12.29 hrs, Volume= 4.991 af
Outflow = 39.98 cfs @ 12.49 hrs, Volume= 4.069 af, Atten= 24%, Lag= 11.9 min
Primary = 22.92 cfs @ 12.49 hrs, Volume= 3.643 af
Secondary= 17.06 cfs @ 12.49 hrs, Volume= 0.426 af
Routing by Stor-Ind method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs
Peak Elev= 888.98'@ 12.49 hrs Surf.Area= 19,387 sf Storage= 65,059 cf
Plug-Flow detention time=82.2 min calculated for 4.069 af(82% of inflow)
Center-of-Mass det. time= 31.4 min ( 842.1 - 810.7 )
Volume Invert Avail.Storage Storage Description _
#1 885.00' 75,443 cf Custom Stage Data (Prismatic)Listed below(Recalc)
Elevation Surf.Area Inc.Store Cum.Store
(feet) (sq-ft) (cubic-feet) _(cubic-feet)
885.00 13,481 0 0
886.00 14,882 14,182 14,182
887.00 16,340 15,611 29,793
888.00 17,854 17,097 46,890
889.00 19,425 18,640 65,529
889.50 20,231 9,914 75,443
Device Routing Invert Outlet Devices
#1 Primary 883.00' 18.0" Round Culvert
L= 49.0' RCP, groove end projecting, Ke= 0.200
Inlet/ Outlet Invert= 883.00'/882.00' S= 0.0204 '/' Cc= 0.900
n= 0.013 Concrete pipe, bends & connections, Flow Area= 1.77 sf
#2 Device 1 887.50' 36.0" x 36.0" Horiz. Orifice/Grate C= 0.600
Limited to weir flow at low heads
#3 Secondary 888.50' 20.0' long x 4.0' breadth Broad-Crested Rectangular Weir
Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00
2.50 3.00 3.50 4.00 4.50 5.00 5.50
Coef. (English) 2.38 2.54 2.69 2.68 2.67 2.67 2.65 2.66 2.66
2.68 2.72 2.73 2.76 2.79 2.88 3.07 3.32
Primary OutFlow Max=22.91 cfs @ 12.49 hrs HW=888.97' (Free Discharge)
L1=Culvert (Barrel Controls 22.91 cfs @ 12.97 fps)
L2=Orifice/Grate (Passes 22.91 cfs of 52.57 cfs potential flow)
Secondary OutFlow Max=16.81 cfs @ 12.49 hrs HW=888.97' (Free Discharge)
L3=Broad-Crested Rectangular Weir(Weir Controls 16.81 cfs @ 1.78 fps)

Sediment Basin Model Type 1124-hr 25-yr Rainfall=6.27"
Prepared by HDR, Inc Printed 3/22/2024
HydroCAD® 10.00-25 s/n 07102 ©2019 HydroCAD Software Solutions LLC Page 18
Pond 2P: Sediment Basin
Hydrograph
- ❑Inflow
i I I I 152.94 cfs I 1 ❑Outflow
Inflow Area=21.800 ac ❑Primary
- I I ❑Secondary
/55- / / I- I- 1- r fi 1 d - F 1 Peak Elev=888.98'
- / / I I I I I I I
50� , ' I I I 39.98cfs I Storage=65,059 cf
45 -/ / i[ I- r F T T T 'I T 7 7 7 7 F -
40-/ / /- I- I- /1 � - 1 _i - _i - -
w 35i/ / i1 I I I I I 4 1 1
3o - i zz.e„� ��
u- 25� / '�
z
20� z i 1- ~ I- H t I 17.06 cfs t t - -r -r -
- z „, / ///o
101!
5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20
Time (hours)

Sediment Basin Model Type II 24-hr 100-yr Rainfall=7.93"
Prepared by HDR, Inc Printed 3/22/2024
HydroCAD® 10.00-25 s/n 07102 ©2019 HydroCAD Software Solutions LLC Page 19
Time span=5.00-20.00 hrs, dt=0.05 hrs, 301 points
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN
Reach routing by Stor-Ind+Trans method - Pond routing by Stor-Ind method
SubcatchmentlS: Sediment Basin Runoff Area=21.800 ac 0.00% Impervious Runoff Depth>4.03"
Tc=33.0 min CN=70 Runoff=77.88 cfs 7.330 af
Pond 2P: Sediment Basin Peak Elev=889.42' Storage=73,894 cf Inflow=77.88 cfs 7.330 af
Primary=23.84 cfs 4.741 af Secondary=47.44 cfs 1.656 af Outflow=71.28 cfs 6.397 af
Total Runoff Area = 21.800 ac Runoff Volume = 7.330 af Average Runoff Depth = 4.03"
100.00% Pervious = 21.800 ac 0.00% Impervious = 0.000 ac

Sediment Basin Model Type 1124-hr 100-yr Rainfall=7.93"
Prepared by HDR, Inc Printed 3/22/2024
HydroCAD® 10.00-25 s/n 07102 ©2019 HydroCAD Software Solutions LLC Page 20
Summary for Subcatchment 1S: Sediment Basin
Runoff = 77.88 cfs @ 12.28 hrs, Volume= 7.330 af, Depth> 4.03"
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs
Type II 24-hr 100-yr Rainfall=7.93"
Area (ac) CN Description
* 21.800 70
21.800 100.00% Pervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
33.0 Direct Entry, TC
Subcatchment 1S: Sediment Basin
Hydrograph
_ 1 _ _ L _ J _ _I_ _ L _ 1 _ _1 1 I 1 L -
854 I I I I I I I I I I I I _ ■Runoff
804/ I I I I 177.88 cfs I 1 1 I 1 I 1 I
75 1 I I I/ I I I I Type1r24*I1r
70 I 110 11 140017yr kal faN 7: 3"
654/ y
60� T T -1IRUnoffArea 2T.8O��ac
00
- 4- T I fi - ± I I T I 1 t
554 _ - + I 4 / 1 Runoff-Vokjme=7.13301af11
-
• 45� _ t / 11:1 i1noff DOpth 4O3u
0 40� / �6131-0n
T. 35� I I I I I 1 I 1 1
30� 1 I I 1 I 1 I L,IY—I/ o
25i" I I I 1 1 I 1 I
T I T -1T I 1 T
20� T 1 1- —1I /- -r 1 1 1
- _k - -I - -
5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20
Time (hours)

Sediment Basin Model Type II 24-hr 100-yr Rainfall=7.93"
Prepared by HDR, Inc Printed 3/22/2024
HydroCAD® 10.00-25 s/n 07102 ©2019 HydroCAD Software Solutions LLC Page 21
Summary for Pond 2P: Sediment Basin
Inflow Area = 21.800 ac, 0.00% Impervious, Inflow Depth > 4.03" for 100-yr event
Inflow = 77.88 cfs @ 12.28 hrs, Volume= 7.330 af
Outflow = 71.28 cfs @ 12.39 hrs, Volume= 6.397 af, Atten= 8%, Lag= 6.3 min
Primary = 23.84 cfs @ 12.39 hrs, Volume= 4.741 af
Secondary= 47.44 cfs @ 12.39 hrs, Volume= 1.656 af
Routing by Stor-Ind method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs
Peak Elev= 889.42'@ 12.39 hrs Surf.Area= 20,107 sf Storage= 73,894 cf
Plug-Flow detention time=64.0 min calculated for 6.397 af(87% of inflow)
Center-of-Mass det. time=25.2 min ( 827.9 - 802.7 )
Volume Invert Avail.Storage Storage Description _
#1 885.00' 75,443 cf Custom Stage Data (Prismatic)Listed below(Recalc)
Elevation Surf.Area Inc.Store Cum.Store
(feet) (sq-ft) (cubic-feet) _(cubic-feet)
885.00 13,481 0 0
886.00 14,882 14,182 14,182
887.00 16,340 15,611 29,793
888.00 17,854 17,097 46,890
889.00 19,425 18,640 65,529
889.50 20,231 9,914 75,443
Device Routing Invert Outlet Devices
#1 Primary 883.00' 18.0" Round Culvert
L= 49.0' RCP, groove end projecting, Ke= 0.200
Inlet/ Outlet Invert= 883.00'/882.00' S= 0.0204 '/' Cc= 0.900
n= 0.013 Concrete pipe, bends & connections, Flow Area= 1.77 sf
#2 Device 1 887.50' 36.0" x 36.0" Horiz. Orifice/Grate C= 0.600
Limited to weir flow at low heads
#3 Secondary 888.50' 20.0' long x 4.0' breadth Broad-Crested Rectangular Weir
Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00
2.50 3.00 3.50 4.00 4.50 5.00 5.50
Coef. (English) 2.38 2.54 2.69 2.68 2.67 2.67 2.65 2.66 2.66
2.68 2.72 2.73 2.76 2.79 2.88 3.07 3.32
Primary OutFlow Max=23.83 cfs @ 12.39 hrs HW=889.42' (Free Discharge)
L1=Culvert (Barrel Controls 23.83 cfs @ 13.48 fps)
L2=Orifice/Grate (Passes 23.83 cfs of 60.03 cfs potential flow)
Secondary OutFlow Max=47.10 cfs @ 12.39 hrs HW=889.42' (Free Discharge)
L3=Broad-Crested Rectangular Weir(Weir Controls 47.10 cfs @ 2.56 fps)

Sediment Basin Model Type 1124-hr 100-yr Rainfall=7.93"
Prepared by HDR, Inc Printed 3/22/2024
HydroCAD® 10.00-25 s/n 07102 ©2019 HydroCAD Software Solutions LLC Page 22
Pond 2P: Sediment Basin
Hydrograph
I- I- t- 4 _ - I 4 - 4 - 4 - 4 - 7 - 7 - _I - _I - - ■Inflow
i r I- H H -L t 177.88 cis I -L -L -[ •Outflow
� � ■Prima
In oW Ar a= 1. G0 ac Primary
— I— I— -H ■Secondary
80 -/ , / / /- - - - — — — V,.z8 cfs 4 — 4 Peatcfteir=889.42' -
75 ,/ i / / /- I- I- 11 4 4 4 - - 4 -I -
70 i ' , i- - I- - I- - A- - 1- - -h - t 0 - + - + Storage_F73,894-+Cf -
64/ / i ,- - F- - F- - - - - 4 I + - 4 - -I + - 4 - -I - -I - -
60 ' / / / /- - H - F- - 1 - 4- - 4- - 4 /I + - 4 - 4 - 4 - 4 - -I - 4 - -
55 -/ / / / /- - H - I- - -H - -H - -h - + + - 4 - 4 - -F - 4 - -I - -I - -
w 504,,,
/ i z- 1- 1- t 47.44 cfs + t fi —[ —[ -
� 45� - - r - r - t - r - Ø
I fi - fi - fi - fi - -I - -I - -• 40� z r r r r trtrtrtrtrt4 -
LL 35� • z /- r r r if 0 i' rt rt rt rt 1 1 -
304-" / / / r r r r r �. 1� rt rt rt rt
25 / / • / /- - r - r - r - r - -r ��ii ,, r - r - rt - rt - 1 - 1 - -
/ 1 - -
20; � / I-
104 i �����������������//�__����� 1�
10 ,
5-: 7
5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20
Time (hours)

RISER SEDIMENT BASIN CALCULATIONS
1-)
Duke-Lyle Creek
HDR PROJECT NO.:-
DATE: 3/21/2024 BY: MDB
REVISED: RVW: JP
Riser Sediment Basin: Sediment Basin Scenario: Erosion Control Phase I
Drainage Area Characteristics Required Storage Volume
Total drainage area(TDA)1 18.65 ac 2 Yr Peak Flow(02) 16.63 cfs _
Disturbed area(DA) 7.33 ac 10 Yr Peak Flow(Q10) 38.40 cfs
Req'd Min.Surface Area (435 sf per cfs of Q70)5 16,704 sf
Req'd Min.Storage Volume (1800 cf per ac of DA)5 13,194 cf
Design Criteria Basin Size
Bottom Elevation 885.00 msl Elev.(msl) Depth(ft) Area(sf) Cumulative Volume(cf)
Depth of Storage Volume 2.50 ft 885.00 _ 0.00 13,481 0
Depth of Flow over Riser(1 ft min)5 1.00 ft 886.00 1.00 14,882 14,176
Depth of Flow over Emergency Spillway 0.50 ft 887.00 2.00 16,340 29,781
10 Yr Storm Freeboard(1 ft req'd)5 1.00 ft 888.00 3.00 17,854 46,872
889.00 4.00 19,425 65,506
889.50 4.50 20,231 75,420
Basin Configuration
Bottom Elevation 885.00 msl
Sediment Storage Elevation 887.50 msl
Riser Crest 887.50 msl
Emergency Spillway Crest 888.50 msl
Top of Berm 889.50 msl
Skimmer Outlet Basin Size Check
Desired Skimmer Drawdown Time(td)6 72 hrs Basin Surface Area Provided at Spillway Crest 17,097 sf
Desired Skimmer Drawdown Rate(Qd) 4,398 ft3/day Basin Storage Volume Provided Below Spillway Crest 38,140 cf
Skimer Size 3.0 in
Head on Orifice(H)5 0.250 ft
Calculated Orifice Diameter' 1.951 in
Actual Orifice Diameter' 2.000 in 2.855844156
Actual Skimmer Drawdown Time' 69 hrs
Riser and Barrel Spillway Design
Riser Dimension,X"by X"(15 in min)5 36 in Riser Flow as Weir13 37.20 cfs
Barrel Diameter' 18 in Riser Flow as Orifice74 43.33 cfs
Barrel Invert Elevation 883.00 msl
Barrel Length 40.00 ft Barrel Flow as Orifice14 18.54 cfs
Barrel Manning's N10 0.013 Barrel Flow as Pipe15 18.71 cfs
Sharp Crested Weir Coefficient(C)11 3.1
Orifice Coefficient(C)12 0.6 Controlling Flow through Riser and Barrel Spillway 18.54 cfs
Emergency Spillway Design
Minimum Allowable Spillway Length16 20 ft Difference b/n 10 Yr Peak Flow and Riser/Barrel Flow 19.86 cfs
Broad Crested Weir Coefficient(C)17 2.80 Design Spillway Length13 21 ft
Riser Concrete Anchor Design
Length of Exposed Outlet Pipe 6 ft Buoyancy78 2066 lbs
Concrete Anchor Width 6.0 ft Weight of Concrete Anchor 7830 lbs
Concrete Anchor Length 6.0 ft
Concrete Anchor Thickness 1.50 ft Safety Factor19 3.8
Page 1 of 1

Duke Energy I Lyle Creek Switching Station
Appendices
F
Appendix F — Earthwork
Calculations

EARTHWORK CALCULATIONS
Lyle Creek
PROJECT NO.: 41716222
DATE: 1/23/2024 BY: PP
REVISED: 03/12/24 RVW: MDB
Base Surface: Existing Comparison: Proposed
SITE DATA TABLE I CUT (CY) (+) FILL (CY) (-) NET (CY)
VOLUME FROM CIVIL 3D I 42329.0 32654.0 9675.0
STRIPPINGS SQUARE FEET THICKNESS (FT) CUBIC FEET CUBIC
(SF) (CF) YARDS (CY)
DISTURBED AREA IN CUT 150,242 75,121 2,782
% USABLE 696
75 % DISCARDED 2,087
DISTURBED AREA IN FILL 149,323 74,662 2,765
25 % USABLE 691
75 % DISCARDED 2,074
TOTAL DISTURBED AREA I 299,565 TOTAL STRIPPINGS HAULED OFF= 4,161
IMPORTED MATERIAL
MATERIAL SQUARE FEET THICKNESS*(IN) CUBIC FEET CUBIC
(SF) (CF) YARDS (CY)
IMPORTED MATERIALS IN CUT
ACCESS ROAD (CRUSHER RUN STONE) 17599 12 17599 652
0 0 0 0
-
0 0 0 0
-
0 0 0 0
IMPORTED MATERIALS IN FILL
ACCESS ROAD (CRUSHER RUN STONE) 18940 12 18940 701
0 0 0 0
-
0 0 0 0
-
0 0 0 0
TOTAL IMPORTED MATERIAL (CY) 1353
SITE DATA TABLE I CUT (CY) (+) FILL (CY) (-) NET (CY)
AFTER STRIPPINGS 39,547 35,419 4,128
IMPORT MATERIAL IN CUT(+) 652
IMPORT MATERIAL IN FILL (-) 701
% FILL FACTOR (+)
ADJUSTED NUMBERS I 40,199 39,925 273
VOLUME TOTALS (Without Strippings) TOTAL IMPORT (CY)
VOLUME TYPE YARDS GOOD 0
ADJUSTED CUT (+) 40,199 TOTAL 0
ADJUSTED FILL (-) -39,925 w/Strippings I 0
TOTAL (+ = CUT, - = FILL) I 273
TOTAL EXPORT (CY)
GOOD 273.1
STRIPPINGS 4160.6
TOTAL 4433.8
" NOTE: The calculations presented above do not account for caissons, spread footings, mat foundations, basements, or any
excavation associated with utility installation. These quantities are for estimation only and are not intended
to represent final cut/fill values. Topsoil depth and fill factors are subject to change per Geotechnical Site Evaluation.

Duke Energy I Lyle Creek Switching Station
Appendices
Appendix G — NCDEQ Post-
Construction Stormwater
Permitting Map

Post-Construction Stormwater Permitting Map
Identifies stormwater permitting authorities for development projects in NC.Use the SEARCH button to find a location or address,and then click on the map for guidance.NOTE:Please contact DEQ staff to determine if a
property is within a watershed or area that requires special considerations(SA,HOW,ORW,Special Management Strategies).
V LEGEND
t
8 X
County CATAWBA
Where am I? CATAWBACO
Permitting State
Type Phase II MSI or UA
Basis In Urbanizing Area or
Phase II MSI
Notes Inside CATAWBA CO
Contact DWQ Central Office
DEC Region Mooresville
Category Phase II Area
c< Phase I Info Subject to Phase =c .
/✓ �o L`' Construct on SW
n/f. �1
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y
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fq 7 ft
144,6
0 3011 . G

H
Appendix H — Rip Rap Outlet
Calculations

Stafford Culvert
Tailwater = Normal Depth
(Assumed for culvert analysis)
= 4.23" < 0.5Do
0.5 Do = 0.5*15 = 7.5"
3 ° . , . 11i 1 1,':
Outlet W = Do + La 90 `on iin 1 111
pipe I. IIIII IIIII 1
iiiiiiiiinn
nlullll 1 .1'
diameter (Do) 80 l 1. • 11II11111�1= I . lyi
IIIIIIIIIIIII • A,.Iti1'
La —s1 i i- .- -- ,. - II111111111 llAiin
uunlluu �f,!�rn�ur
T i lwater < 0.5Do ._ _. l-_ '-- uullul N iron lr r
l — _ _-- - IIIIIII �aiill�'li �'
�1 7C IIII * #,;i'lli!111' ' I
a\ I �nou Ir a .
��. _ � j- I •�ill.lil�l' N
pt - -_� _- 1 , 5;d:111F. ll' !III
t P 60 I - 11111:r.r5■i '1 •YI■
O111
/.1111S,P111 1 II■
�� tr 1 �, �1 _Ti lbi 7 1IPi1 •. . , in
egg _- r-- y r i:uai s um■
`,i roil • non■
J 5 I 6 '// roil/1111111111■
\(� _ _ _. _ MAI
�, / Ir11111111II1111111
\� _ ___- -. - -I r� I!li pluwmunlnu�
`h - 3 � 1111141111 11111 111111■
-I-- i umnuu■luu In ors,
IU!;/r 4
40 +- ii►S+_+i—mmu1Ol D.i.,,IIWII_ uumu iwurunuu nl Ifinuauu,►ir
�nii
111111111r
-, i �i i 1111111111oraU,WSd■r
l + cs1 _� a/%6V ��41111111111 IIII 56 IIII Ir1iiJ111IP174
��� ill WIII",IP/IL
20 ��■ 111
1 MI� 1.5 }d-./:il l MN 1Pili rniiIluan=nI? l i I
i�i ��iu� 2 — , ;jam'/�' % - - nnu ::nr■ tip"ir 3
La 9ft l r _MOW;1111111M1=1 I
1, .,lluir!�.�: w
O I- 4 ME
NM
/ i� • r lllll!d11;IL�ll;lln 2 N
��� NI I' — �! i111;1111r,111i141 •.
Nom=EI ____ — �,' �'/.ii1111r im:. II
`m SIM u _ / 11';iII', A.11.11.: IIII■
i ii�rll:no:millllllIII■
OttoiArA �:LaRII 1111i11illllllllllllll■
1 — Vcc
= �—il •iiiiin11111IIIIIIIIIIII■ - Q
}` .I ' '�ry 4r �IIIIIIIIIII■IIIIIIIIII111■
il- � ii munuuuuunuum■ o
-_ --- - v_20 , /I�� l_uuu innii unuuu■ ��
' IIIIIIIinin1 niiiiIIII■
�"'"' %�� IIIIII 1 11IIIIIIII■ 1
— — -- �, d50 - 0.6ft
.11
v = 5 i'.
.,1 it-0
3 5 10 20 50 100 200 500 1000
Discharge(ft3/sec)
Curves may not be extrapolated.
Figure 8.06a Design of outlet protection protection from a round pipe flowing full,minimum tailwater condition(Tw<0.5 diameter).
FES-1.2 Outlet
Protection V = 11.26 ft/s
Do = 15" = 1.25 ft d50 = 0.6 ft = 7.2 ft = Class B
Q10 = 3.2 cfs Width @ Pipe Outlet (3Do) = 3.75 ft
La = 9 ft Width @ FES (Do+La) = 10.25 ft
Rev.12/93 8.06.3

Rabbit Xing Culvert
Per NCDEQ Manual, Appendix 8.06: Pipes that outlet onto
wide flat areas with no defined channel are assumed to
have a minimum tailwater condition unless reliable flood
stage elevations.
3o . , . III l 1,!:
. ,Y. 1 l I 1 -H..
Outlet W = Do + La 90 'im II 1 '•
Ill
i, nnuw 1
pipe
' ;nuluulil ,
diameter (Do) 80 ' iiiiiiri�ill� I . I;, 11
111111111111 • A,.ItiI/
La —+4 i - - .. -- ,. iiiiii l * fP!Iiir.Ir
�u11u■ �f,!�r �ul�
T ilwa__ter < 0.5Do 4..- - --- --._ _. -_ '-- Iuuu1 N11r1' r
I--_- -- _ _-- 6 IIIIII 'aaii ii II
�1 7 1 111 * APV/!111' ' 11
\ i_. _ Avower II
r;1!;11011. .a dill
,
° 1 -1 • . /.III!iP1 r1 .1 ' 11■11
�r ill 1 - - ptl. 7 ISIl,i1 ., . , 1111■11
VeC4 _ _ - 1 1�10 _- r_- y r /11I'i i 11111■11
��� Il UM nnI■t
�C�JCC\ SQ 1 M�■ =l=-- 6 '// M11/1uuu111■11
O\n - 111111111111
�� A 1 0 a'p r ►1ifiiI a mil mii=ii
,� nihr11111 11111 IIIIII■II
r 11II11111111 IIII 111111!',
40 ` _+ I - I t.'i=►S tir���i�lu11111 D.4.,,u11ra IIPAPA 4
Iu1nu el,uurul
F -� IIIIIIIII i1111S fiu711
.1911 4- "I- ►i Ilnl ,Iii :R1171ir3i 1 .% I 1 Ai- 11111IIIIIIIIIIIJP!;tl■11
E.
1 M uI - - L-`;% I �ri IIIIIII 1111Pdi'll[IM
I ,; i - ._i//'I tnlJlll!Il:�11
11 III I m� i�.� P -il_1_ .IIi11III4IIII.il II:IA
20 0I rn■I� .1 II�� 1 .+di; � 1 1AlI� �'.',.
� � 1 I lliililrin.,nP luelra
l I�■/�It , .4.r%0L' 1 -I _ • IIIiIIi:ar IP. ti•' ir 3
La=11.25 ft 10 � uIIlI1�■�'r.II �in■■riMil �� � �1� I. -- a iArig ,1;1ap .6 ,�i
�llli�il_ II r - _I '� /.�'r V:..11110!'..1
�Siil�■ �_I _ 4'. /'•'�II!III! I!i
Wil II ■ 1l - MilliltlEili '":;,i1P lriil tl. e1
0 INION _ 1 / �� .•ii !inniLipm.. 11 2 N_II ■/�I MI I �! 111;IIIII,IIri1!ll! 11
�_11 ! _ i� I /0441111:11:11;1P4 mil
11 mml •
- Ell — 1�I �•.,- �/IIIII;i11/fir �7 1■11
II ■/ I _1 / Ili.;,„�1:11:11.: IIII■11 U-
=E II�1i■�i t �iiu ' 1 i� r�� 'l1P i�u;iiiiiiiiiiiiiiiii `�i�1 Ili
_'I - {v�ffrr�' ''� .._I�. Co ��ir i.Il.�nmmnnnm■u �
II It _— 1 li. ill ,,,, ..'�i� .Ir ,"���r-IIIIIIIIIIIIIIIIIIIIIiIuI■11 E
II
II 20. I;) a !tr 111111111M1 1111111111■11
II�� V- �� �'/' =� � 1111111111111111111111111■11 4)
l - - /+ ` _ 11111 1 1 11'1111111■11 1 13
II- HI �� [ V c 15 - Li imp � ,/i4ll� Iboiioviioiit .
I 1 IIII II■11
I Iji' ' 'H i i . i ,
3 5 10 20 50 100 200 500 1000
Discharge(ft3/sec)
Curves may not be extrapolated.
Figure 8.06a Design of outlet protection protection from a round pipe flowing full,minimum tailwater condition(Tw<0.5 diameter).
FES-7 Outlet Protection V = 3.33 ft/s
Do = 18" = 1.5 ft d50 = 0.4 ft = 4.8 ft = Class A
Q10 = 4.96 cfs Width @ Pipe Outlet (3Do) = 4.5 ft
La = 11.25 ft Width @ FES (Do+La) = 12.75 ft
Rev.12/93 8.06.3

Culvert @(Rd-Side Ditch + West Ditch)
Per NCDEQ Manual, Appendix 8.06: Pipes that outlet onto
wide flat areas with no defined channel are assumed to
have a minimum tailwater condition unless reliable flood
stage elevations.
3 . , . 11, l ll':
I l I: IIII.
Outlet W = Do + La 90� ' • • `IIII iim I I in ii
1, 1ul nul 1
pipe
111111illlllll .. !
diameter (Do) ' iliiiiiiikill� 1 ' it
80 111inium' .ii, 4lil
La —' 1 f_ _ +. 11111111111 i, 11;!11:1r.1r1
I _ 111111111111 df,!d!111A1/1
T ilwater < 0.5Do -_ '-- mooiiiiiiin Nflrl'1r,
�l 7C li
IIII ,) it ril!f111' ' 11
��. I 'Iill.lil/1' I�
j- 4I1IdII' 'it=
tOr =_� 1 .,i;iilll►.I,Ir'. !1111��
0\PC 60 I — 'rir:li11�15Ir5 �I •111111
O /.illl!IPI 11 1 IIINII
�� it 1 T i[ r _Ti pl• 7 r!illa •, . , 111In11
egg _- r-- y r "rill 5 uuu11
� 'll• Illil • 111111111�
J 5I 6 '// r1151 lluuumlln
• \(� _ 1=1
,, ', / 1111111111111111111 In\c , .% v i!I1ri1111111111111111111i1n_ - _ 1 p a .r Juldunl nul uuuun
—h /.r.CAr 1111111111111i1111 i1111111r5
►' uuulnmmi !wan n
40 . 1 - sr�ri�mmlllm ,or.,,ulra 4
F Mill .m,uurul
mem IIIIII111 111111ror_ AndiMiiiiiiiin ii iliii
ir,
�n i '• �� 111111111111/4111'JI!d111/
_9-... a - 1. I/i 11111111 IIIIP'ell,lllllP
MINI - 1.- 1 ,� �. i1IIISulr'imlly
III —� }d --' - MOM -!I_ ,11imISP!iiilrlll'd
20 �IIII� ■� 15 ..::i, l M I P1111111r0''i111r iijNrl1
till _ , ./�r- • IIIIIIii AP 11, 'l;''i/ 3
La=16 ft •*1017 ' -- �� L. — — _
IIII I ■I w /U`i I I' e`I
III IIIIIMMIIII 10 mmilll��':%.11ill
M�11111P�i1..��I r _ i * %�/i;��' IIIli .1: ''
tr:iil __- N'. %�•'�II?III! I!i
m�II im
/ —. • r 1111Clllrill:Ilill1i ; II N
0 M�II�� I �!� IIII:IIIII,IIISIi!ll! 11 2
Mil 11 - � - —,-�I��, � iiii:li kt;i e_, n111 Q
��/.iIIIU:111iP;;�]Ilr1111111
��Il _I — / Iu':!: A.11,11.: 111111I1
:r ll_ __._� — , �� i ..0.4.,1. 'Slni!;ini liumu Nuru cz
MIMIII . M Al. SL4Rll'al115lrallllllllll1111111 8_
wil T {v= it Mi�Sr /'d11:d111111111I11111111I111
-r II - if_.t`I- l�% Pr •�r�� �IIIIIIIIIIIIIIIIIIIIIIIIIIIIII CC
i -' Milr■ii =2° /� liiiiiiiiii "ilii i s
�� 1 - ' IIIIII1 111111111111111 �>.� _ i I�1I 1Illi IIn1111II,IiI MiIl11Iv_�o d� ,,/'' •:111.71.'Hh,
1. I ;� I t1
v s I —. 1 I 1 I , d50 - 0.4ft
. I i; • ''
ill - :,i 1 1 ... I • i .,I , I I I I I I •I 1
3 5 10 20 50 100 200 500 1000
Discharge(ft3/sec)
Curves may not be extrapolated.
Figure 8.06a Design of outlet protection protection from a round pipe flowing full,minimum tailwater condition(Tw<0.5 diameter).
FES-5 & 9 Outlet Protection V = 3.62 ft/s
Do = 24" = 2ft d50 = 0.4 ft = 4.8 ft = Class A
Q10 = 18.92 cfs Width @ Pipe Outlet (3Do) = 6 ft
La = 16 ft Width @ FES (Do+La) = 18 ft
Rev.12/93 8.06.3

Sediment Basin Outfall
30 . , . I11 i il!:
I l I II.�I�.
Outlet W Do + La 90 `iiil iin I III II
pipe I. ',milling 1
diameter (Do) I.
-I jinn
. - 1111111111111� 1 ,i
80 IIIIIIIIIIIIII �d�Siilil
La —+1 1_ _ ,. 11111111111 " !I;!11;I111
I _ - 111111111111 df,!d!11111/1
T ilii__ < 0.5Do ,..- - --- --._ _. i-_ '-- uullul i.PrPlrlr
i — _ _-- I_ inn 'eSIliot151' .�111
�tl 7C no , #,WAd1111' ' 11
a\� ;_. _. 1 Ii111So fP II
��. I •,il1AiIlI' IU
411111i►,11 .a II=
<Pp 60 I — 'r 1;lin,r51n .I *VI
o �11u!Inl hi l wm
�� tr `—1 - j@ll _ _ ' p l• 7 WIN! .. . , m11111
egg y r "11:1 i 111111/1
� 'II roil 11111111II
J 5 I - 6 '// UM 1111111111111u
\(� I ,, ', / Ir11711111111111111III
`1��� I__` '_' .a rioii ii111111iiiiii11111111
\v` - _ 1111111111
A 1 .�Q unWdlnll luu uu11W/
A 111111111111111111 ilIlird I/
�► uuwuuuu n1!an1
40 I I - i=►S+—+i—IIIIIIIIIl1I ,or'.,,hula 4
F uumu : �uemrul
__ �4 ' , ,.4dou mm1111 J AIUIIIII:m
��I Illlll 111 IIIIIIP/'IIIJli/
N.
I '�� � Illlll IIIIIIIIIIISII dl�l1
. il I a -. 1. / �Ii IIIIIIII 1111P';dllll 111'
1 �` —� I 4 AJIII;IP!'i11
I -- .d --,.if- It .- 'I_ ,11101I'0;',uhI 111'A
20 �w�w�ww 1 �� , \5 ../:/. I�ii� I rlliilhlran,lIir tuJIvl1
—_—11_ _ , aii%.'M — — • 11111Nndr Il!�'ti• ,r 3
lilli
:41*".•`1
La=10 10 IMM�IM.—;""I"'�n
000%dddmumkomIINII
- 4 �. 1'�uiII?III! k;
moo0 IMIMIMIIIIIIIIIIIIIII--� __. _ .. I �! '1111:111U Ilillt/I! •' 11 2 II 19.j)
�� 01Eni _, i0E-4,r It 11;11111Ii1Rllr� 111
•NN- ...1,. /0""" . ,, /.iIIIU!dlliP:.;. I11111
— I /ir'lIV'Ilrlt!Iltllllll auto cis
-r� — i �'
MIMI . I -_-'- / �:Leiid:d iiiii1111111111I1111111 Q
ow M. I — V=25 /`— r : �—i/ /'dICd1111111111111111111iiiimiimminimmil111
rairA
:r i.._ p'n, / fir/CAI �1II1111111111111111111IIIII11II oC
irt_. m
imm v =v. f.•— � iiii miii"illiiiiiiiiiiiiii o
- ,� - �p�,,.._. im — loll)I 1 1 i iiill ni II
1 -a
5-J ,lam - 1111I1 11111LIII11l:11
v�— uula�nEllunnnll d50 = 0.6 ft
�� i I •.I
-i 1 i 1 • • • •• I .- , 1 . I I HillI II.
., . , I I -1 0
3 5 10 20 50 100 200 500 1000
Discharge(ft3/sec)
Curves may not be extrapolated.
Figure 8.06a Design of outlet protection protection from a round pipe flowing full,minimum tailwater condition(Tw<0.5 diameter).
FES-6 Outlet
Protection V = 12.97 ft/s
Do = 18" = 1.5ft d50 = 0.6 ft = 7.2 ft = Class B
Q10 = 22.91 cfs Width @ Pipe Outlet (3Do) = 4.5 ft
La = 10 ft Width @ FES (Do+La) = 11.5 ft
Rev.12/93 8.06.3

I
Appendix I — Silt Fence
Calculations

0 r�
! 5_. . �, ,%/O\\\\ \l`1l\ \ \\ I� \I J( 4t\<rI I \l j\\\ 111\ \ \ \ \\ i rll
�i� 0 A �L�>1V 1 t71 A
1 I) C AA \\tib�I I —A e' wags
/
\ b\\\ I II XI I 1 I �� \ II11 \\I ' I l �""',y1�'
Q1� \V 11 �y v ((I1 �l l� 9 V w \ 1 I �v /
1\\\\\\ �\IIIII\\\\\�,\ \ \ C` �� � �Z. '��\ \ \\ l \ `\ 1\ \\ \�\ _-- �� 1 /- �,/ c i i , *NOTES:
\>>III11 \\\\\ \ \ ) )RCP 1 ,1P r 7\ \\\\\\ 1111 \ \ \ \ /
1 )1 \\\\\ \\' -- \\ 4 @�, \l\\ 1 \ 1 \ \_— \ '\ -N\ \ \ \ ! // 7 7 / / P-�'1 1. REQUIRED SILT FENCE IS PER THE NCDEQ EROSION AND SEDIMENT
\\\\ 1\ ` \ \ \ q \ pV \ \ \ \ \ \ \ \ \ 1 I J 1 / / CONTROL PLANNING AND DESIGN MANUAL,SECTION 6.62,WHICH
1 I l 1) ) \ \\ \ l 1 ` \ \\\ \ \\ \\\ \ \ ///NN
\ \ 1 / / / \\\\ \\ \\ \��\ \\ 1 1 I I I I I / = P-'A' / 0.25 AC OF DRAINAGE AREA.
\\\\ \:\ I/‘ 1 \° '-‘\\ \'\\*)\N k,S, \ 6,1-\‘ \ -'-'-:-.--' '-..-'4''' .--_.7' \1 `�.\ t \ \\ �\ - \\ \ \\ I\ \ \ \
. . . . . . . . . . . . . . . J/\\1jll, Il \ l \ \l\ .A\ \\ \ \��� _ \��'1\\ -\ \ \ \ \ \\ y.„2:2-‘,..\\\\ 1UW,\t9 \ -r`. i ' ''l'd
\.- . . . - . . . cy%III IAAA\\ \ V 1' \ � � v vvv v vy v��A vt sus' w v N.v
/ ll\\\SILT FENCE C DRAINAGE AREAL `,�� \ \\ \ \ \• \\ ,,\„_-- :tee; \\ ,\W VMttS.
/ \ \ (1\ \ 1 AREA:0.44 ACRES \\\ \\\ \\ .a. / .>��r,,�\\ R'\ `\
�/� \ PROVIDED REQUIRED SILT FENCE 630 LF' , . ill, \ , i\ -- \ Gs,0 \ \
�� \ \ \ \ - SFWD. i
/I 1 I`' �ql� 1 \ \ � �p+���'UU\�R a � "\ \ .\ f \ r ��A E aD?� a�+' �� \ �\
. . . . . . . . . . . . . . . . . V1e�(\Ntv�A�,C',., �'��IIG i►I = t�yi�vv !l \— A\\v Avg v vvA \ �i
° \`\ c•� IFS" Il..,e E �s° ` •
bOA
7�. a CVA\t �� �\ � I0. �s
■
• /..,,)4' ♦� �vv vv ell A� % e�� A\\� W
- -` ,....; ", ,--- \--\, )„ Ails,s -.`„-' \\ •:'-''.. --_„...-_,..----.4.. .\\,_-,_'...4...N.,S"---, ‘' \--'\ '--.,s\,-t1-'-'\\
t •.•.•.•.•.•.•.•.•.•.•.•.•.•.•. .•.•. ____, , \ ,' -, S-‘---- --•:,\,,\‘\\\ ifil.WAIgt, --\V '\\ _.•,.:-.0.:'--%--... .._,.....- -.,,,:;.... .......---.114_ ''''',."-s:4-. N A--,<\<„, --4../,_,,,,
• • • • • • • •..,—• • • • • • )\\, 40..1,,c \_ __.,,,,4,, .-i•/41.4:''' .i.;$\: -.I..---_1:;...,-.-- --.:V)....-.,...S,i; _..... . \\\\\\4‘..;_,___T-_-:=1:-.\ --,;11.1k5_
Eye. T.4U1-
w��\���, 5,1
#�� .,. . .l I . ,. v�v1ilAv�yvyy i 1Yv .. r �!�" ::� * _ �v�\%VA�ty _- ,fvI,,v"
', t' P• . ) :�' .1 �e�:° ���. ♦ ice. 4 . ,, k� -\\-`1 11
Milk
Anil
'it•AN-
s.
•
•
/# �� v � � �/ ��� � � � A1� \ : % /v fi� � t
� '�� i / fv 1\. . ._ ' 4 �V V � �1i vv � � �/ (�j��I 1'11; Eiii, f - \ I V A .. � � 1, .‘m .ft.iiiir ,
„.._ % �� _ :� ym.
•
•
UM / � \
al soft♦r w P.To, aoD i \ \ - \------:-. f\ - II
51 a 9e / � .. Q A \‘. '�— �� \ \ \ ��— I 111 t
9.
<N yf 1 • . . • . . . A A .� '� _v ���� VA '`ti I lA\�F V l�—
oft��5 6a/ \ 'I '� , \q(G ��� _ \ \\',_,�`���_ � \\\ \\\4 \\ LLL I
`�R/WJ . .4 ���.� vV� v ���� -\V`— ''� V�AV A A�tV A'�v1 III '
W` �I� \� S LT FENCE A DRAINAGE AREA \,\\ \ �� \_ A (.\\�
1 N ' ---- ' ' ...... ,---i\-........ _ - — :\-... N‘..\,,..;..1„.•,:, \.mi'` 'I$1, ,,,, -tr'
REQUIREDAREA a5 LT FENCE 1.555 I `�
'.'� � �`� s` '�' PROVIDED SLT FENCE I,586 LF�� \ F., \\l \ \`\=\`\ '�_-k \ \L IN aIIIIIIIIIIIIII.M.I . . . . . . . . . . . . . . .; . .- - 4.,;:etA *11N, 14 Rill'
..4
aiiiiiii ram
_________- . . . . . . . . . . . . . . . • • • • •>• .. ��. �X V 11 a 'iC �ye�I J1\VAI
o •...., 2.::,7,7, 1
,,.1,:ifki‘
I4>�_ 97:. . 1 . j,e-zke,_______':" ::::!:..,,::,\;__ i
• • • • ��4y �, c®_____— -____, • • • • • • • • • • • . 410i- --,t,,,,p-_,-•;'-';,‘ ft IN
� � � � •= \ n
AAA
NIP
• v V . .-a !\ 4 1I\ar 1 l
-----\ •.. ' ' '• ' ' ' ' •••.• •.• • • • •••'' .144:4;A****7.44w44•611111:4*,,,,,irA47,0 , . • .... . . . '' 1 •...1.. •" \ 1
l Lu
I
Ct
w..�� � 'i
0•`��►�► 4 . \ GRAPHIC SCALE
et� / / /j7 Try
U� \t (IN FEET) (31
CO
. . . . . . . . . . �� ..���< $' cinch=f00 ft.
al
7r
al
cr
SEAL THIS DRAWING OR • PRELIMINARY TIRE SITE DEVELOPMENT
1 BILL OF MATERIAL IS ❑ AS BUILT
pQ',��p AND,FunDENor BE �ntrea: SILT FENCE CALL EXHIBIT
, 1-)1 HDR Engineering Inc. �.• LOANED.REPRODUCED
of the Carolinas J THER
WHOLLYOR ORINI PART, Company:N.C.B.E.LS.#F-0116 DUKE LOCATION.
O Q- OR MADE PUBLIC,N LYLE CREEK SW STA
4.,
440 S.Church St.Suite 1200 AAY M.4HNER WITHOUT ENERGY. CITY CONOVER couNrr: CATAWBA STATE: NC
Charlotte,NC 28202-2075 �� THE WRITTEN phone: SHEET SIZE: REGION: STATION NUMBER: DRAWING NUMBER: REV
704.338.6700 OF DOKE ENERGY Date: ARCH D NC-SC 2089 44949890XXX00 0
BEFORE YOU DIG!CALL 811 G GORPORATIOA.
FILENAME:4494989-SfLIFE/WEDWL FUSION FILE NAME:449498.9850V

HDR Engineering, Inc. of the Carolinas
440 South Church Street, Suite 1200
Charlotte, NC 27601-3034
919.232.6600
NC License F0116
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