SW6221002_Design Calculations_20221006

Prepared for:
BRUCE DRIVE, LLC
c/o Mr. Zach Angle
126 N. Ennis St.
Fuquay-Varina, NC 27526
Contact: Zach Angle
Stormwater & Erosion
Control Narrative
Avonlea Subdivision
City of Dunn
Harnett County, NC
CD Submittal - September 16, 2022
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ENGINEERING
Prepared by:
Don Curry, PE
The Curry Engineering Group, PLLC
205 S. Fuquay Ave.
Fuquay-Varina, NC 27526
[phone]
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ENGINEERING �
TABLE OF CONTENTS
NARRATIVES
Site Location and Description
Project Development
Erosion Control
Stormwater Management
Storm Sewer Hydraulic Gradeline
Storm Sewer Gutter Spread
SUPPORT DOCUMENTS
USGS Topography Map
FEMA Floodplain Map
NRCS Soils Information
NOAA Rainfall Data
Stream Classification
Soil Hydrology Classification
CALCULATIONS & ANALYSIS
Stormwater Management Calculations
• Weighted Curve Numbers
• SCM Design Worksheets
• Hydraflow Routing
Storm Sewer HGL Calculations
Gutter Spread Calculations
Outlet Protection Calculations
Sediment Basin Calculations
Temporary Diversion Ditch Calculations
Permanent Ditch Calculations
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NARRATIVES
Site Location & Description
Bruce Drive, LLC, plans to develop approximately 22 acres of vacant property off Susan Tart Road and
Bruce Drive in Dunn, NC. The project consists of 3 parcels south of Averasboro Road/Antioch Church
Rd. and fronting both Susan Tart and Bruce Drive.
Figure 1 - Vicinity Map - Courtesy of Harnett County GIS 2022
The site consists of 3 mostly wooded, undeveloped lots. There was a structure on the property that
was demolished approximately 10 years ago. Per an environmental delineation performed by Mitchell
Environmental, there is an area of jurisdictional wetlands on the southern end of the project area,
however, there are no impacts to the wetlands associated with this development. Wetlands within the
project area will be preserved as undisturbed open space.
Project Development
The developer plans to develop the property such that a total of 103 single family lots can be
constructed. The property is currently zoned City of Dunn, R7 with conditional uses as approved by City
Council in the spring of 2022. The project will develop the subdivision in multiple phases as outlined in
the construction documents. The developer does plans to mass grade the property. Public utilities will
3

be required to be extended throughout the subdivision and the project has readily available utilities
from the City of Dunn.
Potable water exists as an 8" public water main that runs along Susan Tart Road as well as an 8"
public water main on Bruce Drive. This project proposes connecting to these 8" water mains at
multiple locations: one on proposed Hudson Drive at the entrance of the subdivision on Susan Tart
Road and a second connection on proposed Gresham Way at the connection to Bruce Drive. The
nearest points of connection to the sewer system are existing 8" sewer lines at the north end of the
property at Averasboro Road and at the south end of the property, crossing Susan Tart Road on its way
to an existing 24" outfall line. The subdivision plans to utilize both of these connection points as
detailed in the construction drawings.
Erosion Control
The purpose of this project is to clear and grub and construct infrastructure for a 103-lot residential
subdivision. The property is privately owned. See owner information on existing conditions plan. The
site is currently undeveloped.
Approximately 22 acres will be disturbed during construction. The maximum fill will be approximately
7 feet. This project will involve removal of topsoil to create residential roadway and infrastructure. The
disturbance area includes mass grading of lots. An underground storm drainage system will be
installed to convey stormwater to permanent stormwater management areas.
The project is scheduled to begin construction in fall of 2022 with project completion and final
stabilization by fall of 2023. The erosion and sediment control program for this project will include the
installation of a suitable construction entrance, temporary silt fencing, silt fence outlets, diversion
ditches, inlet protection measures and sediment basins.
The soils at this site are predominately loamy sands. Soils are moderately well drained with Ksat
ranges from moderately high to high. Slopes are largely between 0 to 6%. On -site soils are Norfolk
loamy sands and Bibb soils. See subsequent sections in this report for additional information.
Soils information has been obtained through the USDA & NRCS website:
http://websoilsurvey.nres.usda.gov/app/ for Harnett County.
Stormwater Management
The project drains to Black Creek within the Cape River Basin with a stream index classification
number #18-68-12-1 and is designated as class "C, Sw" waters. Watershed regulations for high
density developments require that all impervious surfaces captured must be treated for 85% total
suspended solids (TSS) and the volume of runoff from the first inch of rainfall be treated and released
over two to five days. While there is no requirement by the City of Dunn to provide peak flow
attenuation, this project provides peak flow attenuation for the 2-yr, 10-yr and 25-yr storm events to
the maximum extent technically feasible.
To treat 85% TSS and control the pre -post attenuation, several wet detention basins are being utilized
at natural low points. By utilizing wet detention basins, the requirement for a level spreader and filter
strip, is not required. At this time, neither the Dunn or Cape Fear River ruler requires treatment or an
4

off -set payment for nutrient removal (nitrogen or phosphorus). However, per NCDENR Water Quality,
a wet detention basin will provide a 30% reduction in nitrogen and a 40% reduction in phosphorus.
The project will likely be mass graded however the intent is to keep the existing drainage patterns in
the post development state with one exception. A large portion of offsite water drains through the
middle of this property towards a small culvert beneath Susan Tart Road. Several acres of drainage
north of Bruce Drive are funneled through this site and must be by-passed to avoid overloading an
onsite stormwater management control measure. A much larger drainage basin adjacent to this area
is located to the east that funnels runoff into a natural creek through two 60 inch diameter culverts
beneath Susan Tart Road. This project proposes diverting the off -site flow north of Bruce Drive to this
much larger drainage basin. An analysis was performed on the existing twin 60 inch diameter culverts
to ensure the additional drainage does not adversely impact the infrastructure. Due to the size and
land use of the existing drainage area to the existing culverts, the diversion of this drainage results in
a minor increase in flow (10% or less). The remaining drainage areas are preserved as shown on SW-
01. A diversion swale is being install along the rear of lots 68 thru 83 to by-pass off -site drainage
around the site, again to avoid passing several acres of off -site drainage through a structural SCM;
however in this case the drainage remains in its natural drainage basin. Two wet detention basins are
located such that it drains the most all of the additional roadway infrastructure, a portion of Susan
Tart Road and all of the single family lots.
A summary of the water quality requirements and design are illustrated below.
Wet Pond#1 Water Quality Summary
Required
Provided
Surface Area (ft')
10,121
11,460
Treatment Volume (ft')
23,674
25,330
Average Depth (ft)
3.0
3.23
Wet Pond#2 Water Qua lit Summary
Required
Provided
Surface Area (ft2)
5,853
7,734
Treatment Volume (ft3)
13,793
15,423
Average Depth (ft)
3.0
3.28
5

A summary of the stormwater pre and post development rates is illustrated below.
POA #1 (HYD #1, 8)
Pre -Development
Post -Development
Net Change
Net Change
Storm Event
Peak Flow
Peak Flow w/SCM
(cfs)
(%)
(cfs)
(cfs)
1 yr
87.77
88.85
1.08
1 %
2 yr
108.80
112.24
3.44
3%
10 yr
201.52
222.28
20.76
10%
25 yr
259.87
292.56
32.69
13%
POA #2 (HYD #2, 9)
Pre -Development
Post -Development
Storm Event
Peak Flow
Peak Flow w/SCM
Net Change
Net Change
(cfs)
(%)
(cfs)
(cfs)
1 yr
9.47
1.46
-8.01
-85%
2 yr
14.31
1.99
-12.32
-86%
10 yr
39.53
4.56
-34.97
-88%
25 yr
57.11
6.63
-50.48
-88%
POA #3 (HYD #3, 13)
Pre -Development
Post -Development
Net Change
Net Change
Storm Event
Peak Flow
Peak Flow w/SCM
(cfs)
(%)
(cfs)
(cfs)
1 yr
9.10
8.74
-0.37
4%
2 yr
12.90
11.71
-1.19
-9%
10 yr
31.31
29.34
-1.97
-6%
25 yr
43.90
41.43
-2.47
-6%
A season high water table investigation has not been conducted however NCDENR no longer requires
wet detention basins to be designed with liners to prevent SHWT migration into the ponds.
The constructed wetland facility has been modeled using Hydraflow Hydrographs by AutoDesk. The
SCS method was utilized for determining pre/post flow rates.
A

Storm Sewer Hydraulic Grade Iine Analysis
The project will require the use of several curb inlets & yard inlets to capture stormwater runoff.
Standard NCDOT grated type catch basins are being utilized within the subdivision and right of way
street improvements. The storm drainage system for this project has been designed with the following
criteria:
• Class III RCP with 15-in minimum pipe diameter.
• Start the HGL analysis at normal depth
• Maintain 10 yr. HGL inside system
• Minimum slope of 0.5%.
• Minimum velocity of 2 fps and max velocity of 10 fps.
• Minimum Cover of 2-ft (top of subgrade to crown).
Each inlet has a delineated drainage basin composite C value for land use and a minimum Tc of ten
(10) minutes. The rational method was utilized for calculating peak flow.
The hydraulic grade line for the storm drainage system was calculated using Hydraflow Storm Sewers
by Autodesk. The analysis included checking the system for inlet control. Refer to the calculations
section for the Hydraflow output calculations.
Storm Sewer Gutter Spread Analysis
In addition to an HGL anlaysis the storm sewer system in the residential roadways were analyzed for
gutter spread. The gutter spread for the storm drainage system has been designed with the following
criteria:
• Max gutter spread within roadway is 8.25 feet (1/2 lane + gutter width) during the 4 in/hr
storm event with the exception of cul-de-sac catch basins.
• Mannings "n" of the gutter is 0.013
• Cross slope of road is 2%
• Longitudinal slope of road as designed
Each inlet has a delineated drainage basin and composite C value for land use. The rational method
was utilized for calculating peak flow.
The gutter spread analysis for the storm drainage system was calculated using Hydraflow Storm
Sewers by Autodesk. The analysis included checking the system for inlet control. Refer to the
calculations section for the Hydraflow output calculations.

SUPPORT DOCUMENTS
USGS 7.5 Minute Topography Map
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SUPPORT DOCUMENTS
FEMA Floodplain Map
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SUPPORT DOCUMENTS
USDA/NRCS Soils Information
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USDA United States
Department of
Agriculture
N RCS
Natural
Resources
Conservation
Service
A product of the National
Cooperative Soil Survey,
a joint effort of the United
States Department of
Agriculture and other
Federal agencies, State
agencies including the
Agricultural Experiment
Stations, and local
participants
Custom Soil Resource
Report for
Harnett County,
North Carolina
Susan Tart Subdivision
September 2, 2022

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.nres.usda.gov/wps/
portal/nres/main/soils/health/) and certain conservation and engineering
applications. For more detailed information, contact your local USDA Service Center
(https:Hoffices.sc.egov.usda.gov/locator/app?agency=nres) or your NRCS State Soil
Scientist (http://www.nres.usda.gov/wps/portal/nres/detail/soils/contactus/?
cid=nres142p2_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

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 [phone] (TDD). USDA is an equal opportunity
provider and employer.

Contents
Preface....................................................................................................................
2
How Soil Surveys Are Made..................................................................................5
SoilMap..................................................................................................................
8
SoilMap................................................................................................................9
Legend................................................................................................................10
MapUnit Legend................................................................................................
11
MapUnit Descriptions.........................................................................................11
Harnett County, North Carolina.......................................................................13
Bb—Bibb soils, frequently flooded..............................................................
13
NoA—Norfolk loamy sand, 0 to 2 percent slopes........................................14
NoB—Norfolk loamy sand, 2 to 6 percent slopes........................................15
NoC—Norfolk loamy sand, 6 to 10 percent slopes .....................................
17
References............................................................................................................19

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

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

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.

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.

Custom Soil Resource Report
M
Soil Map
714300 714400 714500 714600 714700
35° 18' 51" N
g
o_
g
r
35° 18' 20" N
714400 714500 714600 714700
v
Map Scale: 1:4,670 if printed on A portrait (8.5" x 11") sheet.
Meters
N 0 50 100 200 300
Feet
0 200 400 800 1200
Map projection: Web Mercator Comer coordinates: WGS84 Edge tics: UTM Zone 17N WGS84
9
714800 714900
714800 714900
in
715000
35° 18' 51" N
g
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g
35° 18' 20" N
715000

MAP LEGEND
Area of Interest (AOI)
0
Area of Interest (AOI)
Soils
0
Soil Map Unit Polygons
Soil Map Unit Lines
Soil Map Unit Points
Special
Point Features
Iwo
Blowout
Borrow Pit
Clay Spot
Closed Depression
Gravel Pit
�i
Gravelly Spot
Landfill
A.
Lava Flow
Marsh or swamp
Mine or Quarry
Miscellaneous Water
Perennial Water
Rock Outcrop
Saline Spot
Sandy Spot
Severely Eroded Spot
Sinkhole
Slide or Slip
oa
Sodic Spot
Custom Soil Resource Report
MAP INFORMATION
Spoil Area
The soil surveys that comprise your AOI were mapped at
1:24,000.
Stony Spot
Very Stony Spot
Warning: Soil Map may not be valid at this scale.
Wet Spot
Enlargement of maps beyond the scale of mapping can cause
Other
misunderstanding of the detail of mapping and accuracy of soil
�-
Special Line Features
line placement. The maps do not show the small areas of
contrasting soils that could have been shown at a more detailed
Water Features
scale.
Streams and Canals
Transportation
Please rely on the bar scale on each map sheet for map
E F
Rails
measurements.
. 0
Interstate Highways
Source of Map: Natural Resources Conservation Service
US Routes
Web Soil Survey URL:
Coordinate System: Web Mercator (EPSG:3857)
Major Roads
Local Roads
Maps from the Web Soil Survey are based on the Web Mercator
projection, which preserves direction and shape but distorts
Background
distance and area. A projection that preserves area, such as the
Aerial Photography
Albers equal-area conic projection, should be used if more
accurate calculations of distance or area are required.
This product is generated from the USDA-NRCS certified data as
of the version date(s) listed below.
Soil Survey Area: Harnett County, North Carolina
Survey Area Data: Version 19, Jan 21, 2022
Soil map units are labeled (as space allows) for map scales
1:50,000 or larger.
Date(s) aerial images were photographed: Apr 24, 2022—May
9, 2022
The orthophoto or other base map on which the soil lines were
compiled and digitized probably differs from the background
imagery displayed on these maps. As a result, some minor
shifting of map unit boundaries may be evident.
10

Custom Soil Resource Report
Map Unit Legend
Map Unit Symbol
Map Unit Name
Acres in AOI
Percent of AOI
Bb
Bibb soils, frequently flooded
1.4
5.7%
NoA
Norfolk loamy sand, 0 to 2
percent slopes
1.1
4.7%
NoB
Norfolk loamy sand, 2 to 6
percent slopes
20.3
84.5%
NoC
Norfolk loamy sand, 6 to 10
percent slopes
1.2
5.1 %
Totals for Area of Interest
24.0
100.0%
Map Unit Descriptions
The map units delineated on the detailed soil maps in a soil survey represent the
soils or miscellaneous areas in the survey area. The map unit descriptions, along
with the maps, can be used to determine the composition and properties of a unit.
A map unit delineation on a soil map represents an area dominated by one or more
major kinds of soil or miscellaneous areas. A map unit is identified and named
according to the taxonomic classification of the dominant soils. Within a taxonomic
class there are precisely defined limits for the properties of the soils. On the
landscape, however, the soils are natural phenomena, and they have the
characteristic variability of all natural phenomena. Thus, the range of some
observed properties may extend beyond the limits defined for a taxonomic class.
Areas of soils of a single taxonomic class rarely, if ever, can be mapped without
including areas of other taxonomic classes. Consequently, every map unit is made
up of the soils or miscellaneous areas for which it is named and some minor
components that belong to taxonomic classes other than those of the major soils.
Most minor soils have properties similar to those of the dominant soil or soils in the
map unit, and thus they do not affect use and management. These are called
noncontrasting, or similar, components. They may or may not be mentioned in a
particular map unit description. Other minor components, however, have properties
and behavioral characteristics divergent enough to affect use or to require different
management. These are called contrasting, or dissimilar, components. They
generally are in small areas and could not be mapped separately because of the
scale used. Some small areas of strongly contrasting soils or miscellaneous areas
are identified by a special symbol on the maps. If included in the database for a
given area, the contrasting minor components are identified in the map unit
descriptions along with some characteristics of each. A few areas of minor
components may not have been observed, and consequently they are not
mentioned in the descriptions, especially where the pattern was so complex that it
was impractical to make enough observations to identify all the soils and
miscellaneous areas on the landscape.
The presence of minor components in a map unit in no way diminishes the
usefulness or accuracy of the data. The objective of mapping is not to delineate
11

Custom Soil Resource Report
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.
12

Custom Soil Resource Report
Harnett County, North Carolina
Bb—Bibb soils, frequently flooded
Map Unit Setting
National map unit symbol: 3snw
Elevation: 80 to 330 feet
Mean annual precipitation: 38 to 55 inches
Mean annual air temperature: 59 to 70 degrees F
Frost -free period: 210 to 265 days
Farmland classification: Not prime farmland
Map Unit Composition
Bibb, undrained, and similar soils: 80 percent
Johnston, undrained, and similar soils: 10 percent
Estimates are based on observations, descriptions, and transects of the mapunit.
Description of Bibb, Undrained
Setting
Landform: Flood plains
Landform position (two-dimensional): Toeslope
Down -slope shape: Concave
Across -slope shape: Linear
Parent material: Sandy and loamy alluvium
Typical profile
A - 0 to 6 inches: sandy loam
Cgl - 6 to 60 inches: sandy loam
Cg2 - 60 to 80 inches: loamy sand
Properties and qualities
Slope: 0 to 2 percent
Depth to restrictive feature: More than 80 inches
Drainage class: Poorly drained
Runoff class: Low
Capacity of the most limiting layer to transmit water (Ksat): High (1.98 to 5.95
in/hr)
Depth to water table: About 0 to 12 inches
Frequency of flooding: FrequentNone
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): 5w
Hydrologic Soil Group: A/D
Hydric soil rating: Yes
Description of Johnston, Undrained
Setting
Landform: Flood plains
Down -slope shape: Concave
Across -slope shape: Linear
Parent material: Sandy and loamy alluvium
13

Custom Soil Resource Report
Typical profile
A - 0 to 30 inches: mucky loam
Cg1 - 30 to 34 inches: loamy fine sand
Cg2 - 34 to 80 inches: fine sandy loam
Properties and qualities
Slope: 0 to 2 percent
Depth to restrictive feature: More than 80 inches
Drainage class: Very poorly drained
Runoff class: Ponded
Capacity of the most limiting layer to transmit water (Ksat): High (1.98 to 5.95
in/hr)
Depth to water table: About 0 inches
Frequency of flooding: NoneFrequent
Frequency of ponding: Frequent
Available water supply, 0 to 60 inches: High (about 9.4 inches)
Interpretive groups
Land capability classification (irrigated): None specified
Land capability classification (nonirrigated): 7w
Hydrologic Soil Group: A/D
Hydric soil rating: Yes
NoA—Norfolk loamy sand, 0 to 2 percent slopes
Map Unit Setting
National map unit symbol. 2v75w
Elevation: 10 to 330 feet
Mean annual precipitation: 40 to 55 inches
Mean annual air temperature: 59 to 70 degrees F
Frost -free period: 200 to 280 days
Farmland classification: All areas are prime farmland
Map Unit Composition
Norfolk and similar soils: 83 percent
Minor components: 17 percent
Estimates are based on observations, descriptions, and transects of the mapunit.
Description of Norfolk
Setting
Landform: Broad interstream divides on marine terraces, flats on marine terraces
Landform position (three-dimensional): Talf
Down -slope shape: Convex, linear
Across -slope shape: Convex, linear
Parent material: Loamy marine deposits
Typical profile
Ap - 0 to 8 inches: loamy sand
E - 8 to 14 inches: loamy sand
14

Custom Soil Resource Report
Bt - 14 to 65 inches: sandy clay loam
BC - 65 to 80 inches: sandy clay loam
Properties and qualities
Slope: 0 to 2 percent
Depth to restrictive feature: More than 80 inches
Drainage class: Well drained
Capacity of the most limiting layer to transmit water (Ksat): Moderately high to high
(0.57 to 1.98 in/hr)
Depth to water table: About 40 to 72 inches
Frequency of flooding: None
Frequency of ponding: None
Available water supply, 0 to 60 inches: Moderate (about 6.9 inches)
Interpretive groups
Land capability classification (irrigated): None specified
Land capability classification (nonirrigated): 1
Hydrologic Soil Group: A
Hydric soil rating: No
Minor Components
Goldsboro
Percent of map unit. 9 percent
Landform: Flats on marine terraces, broad interstream divides on marine terraces
Landform position (three-dimensional): Talf
Down -slope shape: Linear
Across -slope shape: Linear
Hydric soil rating: No
Wagram
Percent of map unit. 8 percent
Landform: Broad interstream divides on marine terraces, ridges on marine
terraces
Landform position (two-dimensional): Summit, shoulder
Landform position (three-dimensional): Crest, talf
Down -slope shape: Convex
Across -slope shape: Convex
Hydric soil rating: No
NoB—Norfolk loamy sand, 2 to 6 percent slopes
Map Unit Setting
National map unit symbol. 2v75y
Elevation: 30 to 450 feet
Mean annual precipitation: 38 to 55 inches
Mean annual air temperature: 59 to 70 degrees F
Frost -free period: 200 to 280 days
Farmland classification: All areas are prime farmland
15

Custom Soil Resource Report
Map Unit Composition
Norfolk and similar soils: 83 percent
Minor components: 17 percent
Estimates are based on observations, descriptions, and transects of the mapunit.
Description of Norfolk
Setting
Landform: Broad interstream divides on marine terraces, flats on marine terraces
Landform position (three-dimensional): Talf
Down -slope shape: Convex, linear
Across -slope shape: Convex, linear
Parent material: Loamy marine deposits
Typical profile
Ap - 0 to 8 inches: loamy sand
E - 8 to 14 inches: loamy sand
Bt - 14 to 65 inches: sandy clay loam
BC - 65 to 80 inches: sandy clay loam
Properties and qualities
Slope: 2 to 6 percent
Depth to restrictive feature: More than 80 inches
Drainage class: Well drained
Capacity of the most limiting layer to transmit water (Ksat): Moderately high to high
(0.57 to 1.98 in/hr)
Depth to water table: About 40 to 72 inches
Frequency of flooding: None
Frequency of ponding: None
Available water supply, 0 to 60 inches: Moderate (about 6.9 inches)
Interpretive groups
Land capability classification (irrigated): None specified
Land capability classification (nonirrigated): 2e
Hydrologic Soil Group: A
Hydric soil rating: No
Minor Components
Wagram
Percent of map unit. 10 percent
Landform: Broad interstream divides on marine terraces, ridges on marine
terraces
Landform position (two-dimensional): Summit, shoulder
Landform position (three-dimensional): Riser, rise
Down -slope shape: Convex, linear
Across -slope shape: Convex
Hydric soil rating: No
Goldsboro
Percent of map unit. 7 percent
Landform: Flats on marine terraces, broad interstream divides on marine terraces
Landform position (three-dimensional): Talf
Down -slope shape: Linear
Across -slope shape: Linear
Hydric soil rating: No
it.

Custom Soil Resource Report
NoC—Norfolk loamy sand, 6 to 10 percent slopes
Map Unit Setting
National map unit symbol: 3sg2
Elevation: 80 to 330 feet
Mean annual precipitation: 38 to 55 inches
Mean annual air temperature: 59 to 70 degrees F
Frost -free period: 210 to 265 days
Farmland classification: Farmland of statewide importance
Map Unit Composition
Norfolk and similar soils: 85 percent
Estimates are based on observations, descriptions, and transects of the mapunit.
Description of Norfolk
Setting
Landform: Broad interstream divides on marine terraces, ridges on marine
terraces
Landform position (two-dimensional): Shoulder
Landform position (three-dimensional): Crest
Down -slope shape: Convex
Across -slope shape: Convex
Parent material: Loamy marine deposits
Typical profile
Ap - 0 to 9 inches: loamy sand
E - 9 to 14 inches: loamy sand
Bt - 14 to 70 inches: sandy clay loam
C - 70 to 100 inches: sandy clay loam
Properties and qualities
Slope: 6 to 10 percent
Depth to restrictive feature: More than 80 inches
Drainage class: Well drained
Runoff class: Medium
Capacity of the most limiting layer to transmit water (Ksat): Moderately high to high
(0.57 to 1.98 in/hr)
Depth to water table: About 40 to 72 inches
Frequency of flooding: None
Frequency of ponding: None
Available water supply, 0 to 60 inches: Moderate (about 7.6 inches)
Interpretive groups
Land capability classification (irrigated): None specified
Land capability classification (nonirrigated): 3e
Hydrologic Soil Group: A
Hydric soil rating: No
17

Custom Soil Resource Report
18

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/
n res/d eta i I/n ati o n a I/s o i Is/?cid = n res 142 p2_0 54262
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.nres.usda.gov/wps/portal/nres/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/rangepastu re/?cid=stelprdb1043084
19

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/
n res/d eta i I/so i Is/scie ntists/?cid=n res 142 p2_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 = n res 142 p2_05 3624
United States Department of Agriculture, Soil Conservation Service. 1961. Land
capability classification. U.S. Department of Agriculture Handbook 210. http:H
www.nrcs.usda.gov/lnternet/FSE—DOCUMENTS/nrcsl 42p2_052290. pdf
20

SUPPORT DOCUMENTS
N OAA Rainfall Data
NGllvol
EST. 0 10
\�Ty CARS-/

9/15/22, 8:19 AM Precipitation Frequency Data Server
9 NOAA Atlas 14, Volume 2, Version 3
Location name: Dunn, North Carolina, USA* � '"'
Latitude: 35.3054°, Longitude: -78.6343`
Elevation: 189.22 ft**
source: ESRI Maps G®r
- source: USGS 11, M'
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
2R(4.4O5.30)
10
25
50
100
200
500
10D0
5-min
5.24
.17
](451-5..42)
7.93
8.84
9.54
10.2
10.8
11.6
12.2
(4.79-5.77)
4-6.78)
(7.24-8.70)
(8.03-9.68)
(8.64-10.4)
(9.17-11.1)
(9.67-11.8)
(10.2-12.6)
(10.7-13.4)
10-min
4.19
.93
6.34
7.05
7.60
8.10
8.57
9.14
9.60
(3.83-4.61)
(5.78-6.96)
(6.40-7.72)
(6.88-8.31)
(7.29-8.85)
(7.67-9.37)
(8.11-10.0)
(8.44-10.5)
15-min
3.49
4.13
5.35
5.96
6.41
6.83
7.21
7.67
8.03
(3.19-3.84)
(3.78-4.54)
(4.88-5.87)
(5.41-6.52)
(5.80-7.01)
(6.14-7.46)
(6.45-7.88)
(6.80-8.39)
(7.06-8.80)
30-min
6.
2 19 2963E(2.61-3.14)
3. 38825
4.014.83
4.37--5328
4.05371
5.026113
5.41-16.68
5. 2-7.121.49
2.52
2.94
3.
3.60
3.93
4.38
4.75(1.36-1.64)
(2.30-2.77)
(2.67-3.22)
(2.96-3.58)
(3.24-3.93)
1 (3.52-4.30)
(3.88-4.79)
1 (4.18-5.20)
2-hr
0.875
1.06
1.32
1.82
2.06
2.30
2.55
2.90
3.19
(0.791-0.978)
(0.958-1.18)
(1.19-1.47)
1 (1.63-2.03)
1 (1.84-2.29)
(2.04-2.56)
1 (2.25-2.84)
(2.53-3.22)
1 (2.76-3.55)
0.619
0.748
0.935
1.10
1.32
1.51
1.70
1.91
2.21
2.46
3-hr
(0.560-0.694)
(0.678-0.837)
(0.845-1.05)
(0.991-1.23)
(1.18-1.47)
1 (1.34-1.68)
1 (1.50-1.90)
1 (1.67-2.13) 11
(1.91-2.46)
1 (2.11-2.74)
0.370
0.448
0.561
0.660
0.794
0.910
1.03
1.16
1.35
1.51
6-hr
(0.337-0.412)
(0.407-0.497)
(0.508-0.622)
(0.596-0.732)
(0.713-0.879)
(0.811-1.01)
(0.911-1.14)
1 (1.0-1.28) 11
(1.16-1.49)
1 (1.29-1.67)
0.216
0.261
0.329
0.389
0.472
0.545
0.621
0.705
0.825
0.931
12-hr
(0.196-0.242)
(0.237-0.292)
(0.297-0.368)
(0.350-0.434)
(0.421-0.525)
(0.482-0.603)
(0.544-0.688)
(0.610-0.780)
(0.703-0.913)
(0.782-1.03)
0.127
0.155
0.198
0.233
0.283
0.324
0.367
0.413
0.478
0.532
24-hr
(0.116-0.140)
(0.141-0.170)
(0.180-0.218)
(0.212-0.257)
(0.255-0.311)
(0.291-0.356)
(0.329-0.403)
(0.368-0.454)
(0.423-0.528)
(0.467-0.588)
0.074
0.090
0.115
0.134
0.162
0.184
0.208
0.234
0.270
0.299
2-day
(0.068-0.081)
(0.082-0.098)
(0.105-0.125)
(0.122-0.146)
(0.147-0.177)
(0.166-0.202)
(0.187-0.228)
(0.209-0.256)
(0.239-0.297)
(0.263-0.330)
0.053
0.064
0.081
0.094
0.113
0.128
0.145
0.162
0.186
0.206
3-day
(0.049-0.058)
(0.059-0.069)
(0.074-0.088)
(0.086-0.102)
(0.103-0.123)
(0.116-0.139)
(0.130-0.157)
(0.145-0.176)
(0.166-0.203)
(0.182-0.226)
0.042
0.051
0.064
0.074
0.089
0.100
0.113
0.126
0.144
0.159
4-day
(0.039-0.046)
(0.047-0.055)
(0.059-0.069)
(0.068-0.080)
(0.081-0.096)
(0.091-0.108)
(0.102-0.122)
(0.113-0.136)
(0.129-0.157)
(0.141-0.173)
0.028
0.033
0.041
0.048
0.057
0.064
0.071
0.079
0.090
0.099
7-day
(0.026-0.030)
(0.031-0.036)
(0.038-0.045)
(0.044-0.052)
(0.052-0.062)
(0.058-0.069)
(0.065-0.077)
(0.071-0.086)
(0.080-0.098)
(0.088-0.108)
10-day
0.02 -0 024
0.02 -0 029
0.030-0 035
0.03 -0 040
0.040-0 047
0.04 -0 052
0.049-0 057
0.05 -0 063
0. 60-0 071
0. 6 -0 078
0.015
0.018
0.021
0.024
0.028
0.031
0.034
0.037
0.041
0.045
20-day
(0.014-0.016)
(0.017-0.019)
(0.020-0.023)
(0.022-0.026)
(0.026-0.030)
(0.029-0.033)
(0.031-0.037)
(0.034-0.040)
(0.038-0.045)
(0.041-0.048)
0.012
0.015
0.017
0.019
0.022
0.024
0.026
0.028
0.031
0.033
30-day
(0.012-0.013)
(0.014-0.016)
(0.016-0.019)
(0.018-0.021)
(0.021-0.024)
(0.022-0.026)
(0.024-0.028)
(0.026-0.031)
(0.029-0.034)
(0.030-0.036)
0.011
0.012
0.014
0.016
0.018
0.020
0.021
0.023
0.025
0.026
45-day
(0.010-0.011)
(0.012-0.013)
(0.014-0.015)
(0.015-0.017)
(0.017-0.019)
(0.018-0.021)
(0.020-0.022)
( 0.021-0.024)
( 0.023-0.026)
( 0.024-0.028)
0.009
0.011
0.013
0.014
0.016
0.017
0.018
0.019
0.021
0.022
60-day
(0.009-0.010)
(0.010-0.012)
(0.012-0.014)
(0.013-0.015)
(0.015-0.017)
(0.016-0.018)
(0.017-0.019)
(0.018-0.021)
(0.019-0.022)
(0.020-0.024)
Precipitation frequency (PF) estimates in this table are based on frequency analysis of partial duration series (PDS).
Numbers in parenthesis are PF estimates at lower and upper bounds of the 90 % confidence interval. The probability that precipitation frequency estimates (for a
given duration and average recurrence interval) will be greater than the upper bound (or less than the lower bound) is 5%. Estimates at upper bounds are not
checked against probable maximum precipitation (PMP) estimates and may be higher than currently valid PMP values.
Please refer to NOAA Atlas 14 document for more information.
Back to Top
PF graphical
https://hdsc.nws.noaa.gov/hdsc/pfds/pfds_Printpage.htmi?Iat=35.3054&Ion=-78.6343&data=intensity&units=engiish&series=pds 1 /4

9/15/22, 8:20 AM Precipitation Frequency Data Server
9 NOAA Atlas 14, Volume 2, Version 3
Location name: Dunn, North Carolina, USA* � '"'
Latitude: 35.3054°, Longitude: -78.6343`
Elevation: 189.22 ft**
source: ESRI Maps G®r
- source: USGS 11, M'
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
Duration
Average
recurrence interval (years)
1
����
2
5
10
25
5D
100
200
500
1D00
0.437
0.514
0.595
0.661
0.737
0.795
0.850
0.901
0.964
1.02
5-min
(0.399-0.481)
(0.470-0.565)
(0.544-0.653)
(0.603-0.725)
(0.669-0.807)
(0.720-0.869)
(0.764-0.928)
(0.806-0.985)
(0.854-1.05)
(0.894-1.11)
0.698
0.822
0.953
1.06
1.18
1.27
1.35
1.43
1.52
1.60
10-min
(0.638-0.768)
(0.752-0.903)
(0.871-1.05)
(0.964-1.16)
(1.07-1.29)
1 (1.15-1.39)
1 (1.22-1.48)
1 (1.28-1.56)
(1.35-1.67)
(1.41-1.75)
0.873
1.03
1.21
1.34
1.49
1.60
1.71
1.80
1.92
2.01
15-min
(0.797-0.959)
(0.946-1.14)
1 (1.10-1.32)
1 (1.22-1.47)
11 (1.35-1.63)
1 (1.45-1.75)
1 (1.54-1.86)
1 (1.61-1.97)
(1.70-2.10)
(1.77-2.20)
30-min
1,092.32
1.314357
1.571.88
1.77-02413
2. 0 2142
2. 9-42.64
2. 5-6286
2.51•8107
2. 1-3.34
2.86 3556
1.49
1.79
2.19
2.52
2.94
3.27
3.60
3.93
4.38
4.75
60-min
(1.36-1.64)
(1.64-1.97)
(2.01-2.41)
(2.30-2.77)
(2.67-3.22)
(2.96-3.58)
(3.24-3.93)
(3.52-4.30)
(3.88-4.79)
(4.18-5.20)
1.75
2.12
2.64
3.07
3.64
4.12
4.60
5.11
5.80
6.39
2-hr
(1.58-1.96)
(1.92-2.36)
(2.38-2.94)
(2.77-3.42)
(3.26-4.05)
(3.67-4.58)
(4.08-5.11)
(4.49-5.67)
(5.05-6.44)
(5.52-7.10)
1.86
2.25
2.81
3.30
3.96
4.52
5.11
5.74
6.62
7.39
3-hr
(1.68-2.08)
(2.04-2.51)
(2.54-3.14)
(2.98-3.69)
(3.55-4.41)
(4.03-5.04)
(4.51-5.69)
(5.03-6.39)
(5.73-7.37)
(6.33-8.23)
2.22
2.68
3.36
3.95
4.76
5.45
6.18
6.96
8.08
9.05
6-hr
(2.022.47)
(2.442.98)
(3.04-3.73)
(3.57-4.38)
(4.27-5.27)
(4.86-6.03)
(5.46-6.83)
(6.09-7.68)
(6.97-8.91)
(7.71-10.00)
2.61
3.15
3.97
4.69
5.69
6.56
7.48
8.49
9.94
11.2
12-hr
(2.36-2.91)
(2.85-3.51)
(3.58-4.43)
(4.22-5.23)
(5.07-6.32)
(5.81-7.27)
(6.55-8.29)
(7.35-9.40)
(8.47-11.0)
(9.42-12.4)
3.06
3.71
4.75
5.60
6.79
7.77
8.80
9.90
11.5
12.8
24-hr
(2.78-3.36)
(3.38-4.08)
(4.32-5.23)
(5.08-6.16)
(6.13-7.47)
(6.99-8.55)
(7.88-9.68)
1 (8.83-10.9)
(10.1-12.7)
(11.2-14.1)
3.58
4.33
5.50
6.44
7.77
8.86
10.0
11.2
13.0
14.4
2-day
(3.27-3.91)
(3.96-4.72)
(5.02-6.00)
(5.87-7.03)
(7.05-8.48 )
( 7.99-9.68)
(8.98-10.9)
(10.0-12.3)
(11.5-14.2 )
( 12.6-15.9)
3.81
4.60
5.81
6.77
8.13
9.24
10.4
11.6
13.4
14.8
3-day
(3.50-4.14)
(4.23-5.00)
(5.32-6.31)
(6.20-7.35)
(7.41-8.84)
(8.38-10.0)
1 (9.39-11.3)
1 (10.4-12.7)
(11.9-14.6)
(13.1-16.2)
4.04
4.87
6.12
7.11
8.50
9.63
10.8
12.1
13.8
15.2
4-day
(3.73-4.37)
(4.50-5.28)
(5.63-6.62)
(6.53-7.68)
(7.77-9.19)
(8.76-10.4)
1 (9.79-11.7)
1 (10.9-13.1)
(12.4-15.0)
(13.5-16.6)
4.68
5.62
6.97
8.05
9.54
10.7
12.0
13.3
15.1
16.6
7-day
(4 .31-5.09)
(5.18-6.11)
(6.41-7.58)
(7.38-8.73)
(8.71-10.4)
(9.78-11.7)
(10.9-13.0)
1 (12.0-14.4)
( 13.5-16.5)
(14.7-18.1)
1.6
10-day
5
4.2
8.1
4.98 5474
5.95 6987
7. 5 8039
8. 9.56
9.6 -
10.7 125
11.7-183.8
12.19-15.2
14 4-
15.15-18.6
7.20
8.56
10.3
11.6
13.5
14.9
16.4
17.9
19.9
21.5
20-day
(6.70-7.74)
(7.96-9.20)
(9.55-11.0)
(10.8-12.5)
(12.4-14.5)
(13.7-16.0)
1 (15.0-17.6)
1 (16.3-19.2)
(18.1-21.5)
(19.5-23.3)
8.97
10.6
12.5
14.0
15.9
17.5
19.0
20.5
22.5
24.1
30-day
(8.37-9.65)
(9.90-11.4)
(11.7-13.5)
(13.0-15.0)
(14.8-17.2)
(16.1-18.8)
(17.5-20.4)
(18.8-22.0)
(20.624.3)
(22.0-26.0)
11.4
13.4
15.6
17.2
19.4
21.1
22.7
24.3
26.5
28.1
45-day
(107-12.2)
(12.6-14.3)
(14.6-16.7)
(16.1-18.4)
(18.1-20.8)
(19.6-22.5)
(21.1-24.3)
(22.6-26.1)
(24.4-28.4)
(25.9-30.2)
13.6
16.0
18.5
20.3
22.7
24.4
26.2
27.9
30.2
31.9
60-day
(12.8-14.5)
(15.1-17.1)
(17.3-19.6)
(19.0-21.6)
(21.2-24.1)
(22.9-26.1)
(24.4-27.9)
(26.0-29.8)
(28.0-32.3)
(29.5-34.2)
1 Precipitation frequency (PF) estimates in this table are based on frequency analysis of partial duration series (PDS).
Numbers in parenthesis are PF estimates at lower and upper bounds of the 90 % confidence interval. The probability that precipitation frequency estimates (for
a given duration and average recurrence interval) will be greater than the upper bound (or less than the lower bound) is 5%. Estimates at upper bounds are
not checked against probable maximum precipitation (PMP) estimates and may be higher than currently valid PMP values.
Please refer to NOAA Atlas 14 document for more information.
Back to Top
PF graphical
https://hdsc.nws.noaa.gov/hdsc/pfds/pfds_Printpage.htmi?Iat=35.3054&Ion=-78.6343&data=depth&units=engiish&series=pds 1 /4

9/15/22, 8:20 AM Precipitation Frequency Data Server
Pas -based depth -duration -frequency {DDT} curves
Latitude: 35.3054 Longitude:-78.5343'
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Back to Top
Maps & aerials
Small scale terrain
Average recurrence
onlerval
(years)
— 1
2
— 5
25
50
100
200
500
1000
Duration
— 5- mrn —
2-day
— 10-mm —
3-day
15-min —
4-day
— 30-min —
7-day
— 60-min —
10-day
— 2fir —
20-day
— 3-hr —
30-day
— "r —
45-day
— 12-hr —
60-day
— 24-hr
https://hdsc.nws.noaa.gov/hdsc/pfds/pfds_printpage.htmi?Iat=35.3054&Ion=-78.6343&data=depth&units=engiish&series=pds 2/4

9/15/22, 8:20 AM
Precipitation Frequency Data Server
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https://hdsc.nws.noaa.gov/hdsc/pfds/pfds_printpage.htmi?Iat=35.3054&Ion=-78.6343&data=depth&units=engiish&series=pds 3/4

9/15/22, 8:20 AM
Precipitation Frequency Data Server
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 noaa.gov
Disclaimer
https://hdsc.nws.noaa.gov/hdsc/pfds/pfds_printpage.htmi?Iat=35.3054&Ion=-78.6343&data=depth&units=engiish&series=pds 4/4

9/15/22, 8:19 AM
Precipitation Frequency Data Server
100-000
10-000
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C
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PD5-based intensity -duration -frequency (IMF) curves
Latitude: 35.3054 Longitude:-78.5343'
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IYOAA Atlas 14, Voiurne 2, Version 3 Created {GMTY Thu Sep 15 12:19-01 2022
Back to Top
Maps & aerials
Small scale terrain
Average recurrence
onlerval
{yeara]
—1
—5
25
50
100
200
500
1000
Duration
— 5- mrn —
2-day
— 10-mm —
3-day
15-min —
4-day
— 30-min —
7-day
— 60-min —
10-day
— 2fir —
20-day
— 3-hr —
30-day
— "r —
45-day
— 12-hr —
60-day
— 24-hr
https://hdsc.nws.noaa.gov/hdsc/pfds/pfds_printpage.htmi?Iat=35.3054&Ion=-78.6343&data=intensity&units=engiish&series=pds 2/4

9/15/22, 8:19 AM
Precipitation Frequency Data Server
e�
Lar a scale terrain
:4n-aal Enl
ol�i Raleigh ; eckyMount
Greensbro
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Ra eeig1,NGrth GreenVille
Garolinz
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https://hdsc.nws.noaa.gov/hdsc/pfds/pfds_printpage.htmi?Iat=35.3054&Ion=-78.6343&data=intensity&units=engiish&series=pds 3/4

9/15/22, 8:19 AM
Precipitation Frequency Data Server
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 noaa.gov
Disclaimer
https://hdsc.nws.noaa.gov/hdsc/pfds/pfds_printpage.htmi?Iat=35.3054&Ion=-78.6343&data=intensity&units=engiish&series=pds 4/4

SUPPORT DOCUMENTS
Soil Hydrology Stream Classification
NGllvol
EST. 0 10
\�Ty CARS-/

Surface Water Classification
Avonlea Subdivision
a a®
C
c
3
�
7
u
�
G
rsi HL>r,t Va11eY 4r
w
I
a
B.t.y J o nn so n
Hospital
Surface Water Classifications:
Stream index:
18-68-12-1
Stream Name:
Black River (Little Black
River) {Popes Lake, Rhodes
Pond)
Description:
From source to South River
Classification:
C;SVv
Date of Class.:
August 31, 1974
What does this Class. mean?
View
River Basin:
Cape Fear
a

CALCULATIONS & ANALYSIS
Weighted Curve Number
NGllvol
EST. 0 10
\�Ty CARS-/

Pr ' D
Revisions
Project. #
2020-063
No
Date
Description
Project Name
Avonlea
Date
9/14/2022
Pre -Developed DA #1
Curve Numbers for Hydrologic Soil Group
A
B
C D
Open Space (Lawns, Parks)
Poor Condition
68
79
86 89
Fair Condition
49
69
79 84
Good Condition
39
61
74 80
Impervious Areas
Parking Lots, Roofs
Paved; Curbs
98
98
98 98
Paved; Open Ditches
83
89
98 98
Gravel
76
85
89 91
Dirt
72
82
85 88
Woods
Poor Condition
45
66
77 83
Fair Condition
36
60
73 79
Good Condition
30
55
70 77
Residential
1/8 acre or less
65
77
85 92
1/4 acre
61
75
83 87
1/3 acre
57
72
81 86
Urban Districts
Commercial
89
92
94 95
Industrial
74
88
91 93
Types of Soils with in Drainage Area
Soil Area in Drainage Area
Soil Name Hydrologic Group
Drainage Area = 79.50 ac
Norfolk B
Poor Fair Good
Weighted CN Value 79 76 80
Total Area in "A" Soils = 0.00 ac
Total Area in "B" Soils 79.00 ac
Total Area in "C" Soils 0.00 ac
Total Area in "D" Soils = 0.00 ac
Use the following CN Values for each Land Use
Use the following CN Values for each Land Use
Poor
Fair
Good
Open Space =
79
69
61
Commercial Land =
92
92
92
Residetial Land =
72
72
72
Woods =
66
60
55
Roadways =
98
98
98
Land Uses in Sub -Basin
Open Space
23.94
ac
Commercial Land
45.79
ac
Residental Land
2.60
ac
Woods
5.30
ac
Roadways
1.87
ac

Project Data
Revisions
Project #
2020-063
No
Date
Description
Project Name
Avonlea
Date
9/14/2022
Pre -Developed DA #2
Curve Numbers for Hydrologic Soil Group
A
B
C D
Open Space (Lawns, Parks)
Poor Condition
68
79
86 89
Fair Condition
49
69
79 84
Good Condition
39
61
74 80
Impervious Areas
Parking Lots, Roofs
Paved; Curbs
98
98
98 98
Paved; Open Ditches
83
89
98 98
Gravel
76
85
89 91
Dirt
72
82
85 88
Woods
Poor Condition
45
66
77 83
Fair Condition
36
60
73 79
Good Condition
30
55
70 77
Residential
1/8 acre or less
65
77
85 92
1/4 acre
61
75
83 87
1/3 acre
57
72
81 86
Urban Districts
Commercial
89
92
94 95
Industrial
74
88
91 93
Types of Soils with in Drainage Area
Soil Area in Drainage Area
Soil Name Hydrologic Group
Drainage Area = 23.80 ac
Norfolk B
Poor Fair Good
Weighted CN Value 80 71 64
Total Area in "A" Soils = 0.00 ac
Total Area in "B" Soils 23.80 ac
Total Area in "C" Soils 0.00 ac
Total Area in "D" Soils = 0.00 ac
Use the following CN Values for each Land Use
Use the following CN Values for each Land Use
Poor
Fair
Good
Open Space =
79
69
61
Impervious
98
98
98
Wooded Area =
66
60
55
Industrial =
74
74
74
Land Uses in Sub -Basin
Open Space
19.70
ac
Impervious
2.40
ac
Wooded
1.70
ac

Project Data
Revisions
Project #
2020-063
No
Date
Description
Project Name
Avonlea
Date
9/14/2022
Pre -Developed DA #3
Curve Numbers for Hydrologic Soil Group
A
B
C D
Open Space (Lawns, Parks)
Poor Condition
68
79
86 89
Fair Condition
49
69
79 84
Good Condition
39
61
74 80
Impervious Areas
Parking Lots, Roofs
Paved; Curbs
98
98
98 98
Paved; Open Ditches
83
89
98 98
Gravel
76
85
89 91
Dirt
72
82
85 88
Woods
Poor Condition
45
66
77 83
Fair Condition
36
60
73 79
Good Condition
30
55
70 77
Residential
1/8 acre or less
65
77
85 92
1/4 acre
61
75
83 87
1/3 acre
57
72
81 86
Urban Districts
Commercial
89
92
94 95
Industrial
74
88
91 93
Types of Soils with in Drainage Area
Soil Area in Drainage Area
Soil Name Hydrologic Group
Drainage Area = 14.88 ac
Norfolk B
Poor Fair Good
Weighted CN Value 46 41 67
Total Area in "A" Soils = 0.00 ac
Total Area in "B" Soils 14.88 ac
Total Area in "C" Soils 0.00 ac
Total Area in "D" Soils = 0.00 ac
Use the following CN Values for each Land Use
Use the following CN Values for each Land Use
Poor
Fair
Good
Open Space =
79
69
61
Impervious
98
98
98
Wooded Area =
66
60
55
Residential =
72
72
72
Land Uses in Sub -Basin
Open Space
5.17
ac
Impervious
0.91
ac
Wooded
2.75
ac
Residential
6.05
ac

Project Data
Revisions
Project #
2020-063
No
Date
Description
Project Name
Avonlea
Date
9/14/2022
Post -Developed ®A_To SCM#1
Curve Numbers for Hydrologic Soil Group
A
B
C D
Open Space (Lawns, Parks)
Poor Condition
68
79
86 89
Fair Condition
49
69
79 84
Good Condition
39
61
74 80
Impervious Areas
Parking Lots, Roofs
Paved; Curbs
98
98
98 98
Paved; Open Ditches
83
89
98 98
Gravel
76
85
89 91
Dirt
72
82
85 88
Woods
Poor Condition
45
66
77 83
Fair Condition
36
60
73 79
Good Condition
30
55
70 77
Residential
1/8 acre or less
65
77
85 92
1/4 acre
61
75
83 87
1/3 acre
57
72
81 86
Urban Districts
Commercial
89
92
94 95
Industrial
74
88
91 93
Types of Soils with in Drainage Area
Soil Area in Drainage Area
Soil Name Hydrologic Group
Drainage Area = 12.13 ac
Norfolk B
Poor Fair Good
Weighted CN Value 89 85 81
Total Area in "A" Soils = 0.00 ac
Total Area in "B" Soils 12.13 ac
Total Area in "C" Soils 0.00 ac
Total Area in "D" Soils = 0.00 ac
Use the following CN Values for each Land Use
Use the following CN Values for each Land Use
Poor
Fair
Good
Open Space =
79
69
61
Impervious =
98
98
98
Wooded Area =
66
60
55
Industrial =
74
74
74
Land Uses in Sub -Basin
Open Space
5.56
ac
Impervious
6.57
ac
Wooded
0.0
ac
Industrial
0.0
ac

Pr ' D
Revisions
Project. #
2020-063
No
Date
Description
Project Name
Avonlea
Date
9/14/2022
Post -Developed DA #9 BYPASS
Curve Numbers for Hydrologic Soil Group
A
B
C D
Open Space (Lawns, Parks)
Poor Condition
68
79
86 89
Fair Condition
49
69
79 84
Good Condition
39
61
74 80
Impervious Areas
Parking Lots, Roofs
Paved; Curbs
98
98
98 98
Paved; Open Ditches
83
89
98 98
Gravel
76
85
89 91
Dirt
72
82
85 88
Woods
Poor Condition
45
66
77 83
Fair Condition
36
60
73 79
Good Condition
30
55
70 77
Residential
1/8 acre or less
65
77
85 92
1/4 acre
61
75
83 87
1/3 acre
57
72
81 86
Urban Districts
Commercial
89
92
94 95
Industrial
74
88
91 93
Types of Soils with in Drainage Area
Soil Area in Drainage Area
Soil Name Hydrologic Group
Drainage Area = 89.75 ac
Norfolk B
Poor Fair Good
Weighted CN Value 82 78 78
Total Area in "A" Soils = 0.00 ac
Total Area in "B" Soils 89.75 ac
Total Area in "C" Soils 0.00 ac
Total Area in "D" Soils = 0.00 ac
Use the following CN Values for each Land Use
Use the following CN Values for each Land Use
Poor
Fair
Good
Open Space =
79
69
61
Commercial Land =
92
92
92
Residetial Land =
72
72
72
Woods =
66
60
55
Roadways =
98
98
98
Land Uses in Sub -Basin
Open Space
33.46
ac
Commercial Land
45.79
ac
Residental Land
6.50
ac
Woods
2.08
ac
Roadways
1.92
ac

Project Data
Revisions
Project #
2020-063
No
Date
Description
Project Name
Avonlea
Date
9/14/2022
Post -Developed DA #2
Curve Numbers for Hydrologic Soil Group
A
B
C D
Open Space (Lawns, Parks)
Poor Condition
68
79
86 89
Fair Condition
49
69
79 84
Good Condition
39
61
74 80
Impervious Areas
Parking Lots, Roofs
Paved; Curbs
98
98
98 98
Paved; Open Ditches
83
89
98 98
Gravel
76
85
89 91
Dirt
72
82
85 88
Woods
Poor Condition
45
66
77 83
Fair Condition
36
60
73 79
Good Condition
30
55
70 77
Residential
1/8 acre or less
65
77
85 92
1/4 acre
61
75
83 87
1/3 acre
57
72
81 86
Urban Districts
Commercial
89
92
94 95
Industrial
74
88
91 93
Types of Soils with in Drainage Area
Soil Area in Drainage Area
Soil Name Hydrologic Group
Drainage Area = 1.43 ac
Norfolk B
Poor Fair Good
Weighted CN Value 82 74 67
Total Area in "A" Soils = 0.00 ac
Total Area in "B" Soils 1.43 ac
Total Area in "C" Soils 0.00 ac
Total Area in "D" Soils = 0.00 ac
Use the following CN Values for each Land Use
Use the following CN Values for each Land Use
Poor
Fair
Good
Open Space =
79
69
61
Impervious =
98
98
98
Wooded Area =
66
60
55
Industrial =
74
74
74
Land Uses in Sub -Basin
Open Space
1.18
ac
Imperivous
0.25
ac
Wooded
0.00
ac
Industrial
0.00
ac

Project Data
Revisions
Project #
2020-063
No
Date
Description
Project Name
Avonlea
Date
9/14/2022
Post -Developed DA_To SCM#2
Curve Numbers for Hydrologic Soil Group
A
B
C D
Open Space (Lawns, Parks)
Poor Condition
68
79
86 89
Fair Condition
49
69
79 84
Good Condition
39
61
74 80
Impervious Areas
Parking Lots, Roofs
Paved; Curbs
98
98
98 98
Paved; Open Ditches
83
89
98 98
Gravel
76
85
89 91
Dirt
72
82
85 88
Woods
Poor Condition
45
66
77 83
Fair Condition
36
60
73 79
Good Condition
30
55
70 77
Residential
1/8 acre or less
65
77
85 92
1/4 acre
61
75
83 87
1/3 acre
57
72
81 86
Urban Districts
Commercial
89
92
94 95
Industrial
74
88
91 93
Types of Soils with in Drainage Area
Soil Area in Drainage Area
Soil Name Hydrologic Group
Drainage Area = 6.26 ac
Norfolk B
Poor Fair Good
Weighted CN Value 91 87 84
Total Area in "A" Soils = 0.00 ac
Total Area in "B" Soils 6.26 ac
Total Area in "C" Soils 0.00 ac
Total Area in "D" Soils = 0.00 ac
Use the following CN Values for each Land Use
Use the following CN Values for each Land Use
Poor
Fair
Good
Open Space =
79
69
61
Impervious =
98
98
98
Wooded Area =
66
60
55
Industrial =
74
74
74
Land Uses in Sub -Basin
Open Space
2.39
ac
Impervious
3.87
ac
Wooded
0.0
ac
Industrial
0.0
ac

Project Data
Revisions
Project #
2020-063
No
Date
Description
Project Name
Avonlea
Date
9/14/2022
Post -Developed DA #3 BYPASS
Curve Numbers for Hydrologic Soil Group
A
B
C D
Open Space (Lawns, Parks)
Poor Condition
68
79
86 89
Fair Condition
49
69
79 84
Good Condition
39
61
74 80
Impervious Areas
Parking Lots, Roofs
Paved; Curbs
98
98
98 98
Paved; Open Ditches
83
89
98 98
Gravel
76
85
89 91
Dirt
72
82
85 88
Woods
Poor Condition
45
66
77 83
Fair Condition
36
60
73 79
Good Condition
30
55
70 77
Residential
1/8 acre or less
65
77
85 92
1/4 acre
61
75
83 87
1/3 acre
57
72
81 86
Urban Districts
Commercial
89
92
94 95
Industrial
74
88
91 93
Types of Soils with in Drainage Area
Soil Area in Drainage Area
Soil Name Hydrologic Group
Drainage Area = 8.63 ac
Norfolk B
Poor Fair Good
Weighted CN Value 26 24 7'3
Total Area in "A" Soils = 0.00 ac
Total Area in "B" Soils 8.63 ac
Total Area in "C" Soils 0.00 ac
Total Area in "D" Soils = 0.00 ac
Use the following CN Values for each Land Use
Use the following CN Values for each Land Use
Poor
Fair
Good
Open Space =
79
69
61
Impervious
98
98
98
Wooded Area =
66
60
55
Residential =
72
72
72
Land Uses in Sub -Basin
Open Space
1.57
ac
Impervious
1.01
ac
Wooded
0.00
ac
Residential
6.05
ac

CALCULATIONS & ANALYSIS
SCM Design Worksheets
NGllvol
EST. 0 10
\�Ty CARS-/

Per sect Data
Revisions
Project #
2020-063
No
Date
Description
Project Name
Avonlea
1
Date
9/14/2022
WATER QUALITY & SURFACE AREA CALCUALTION
Wet Detention ,j
1) Calculate percent impervious draining to pond.
Drainage Area = 12.13 acres
Impervious Area = 6.57 acres
% Imperv. = 54.18 %
Impervious
Road/Parking
1.32 ac
Sidewalks
0.41 ac
Lots
4.61 ac
Off -Site
0.00 ac
Amenity Site
0.23 ac
2) Find the volume of the 1.0" storm using the "Simple Method" (Schueler 1987):
The volume of the 1" storm must be detained in the pond above the permanent pool and must be drawn down over a period of
two to five days.
Rv = 0.05 + 0.009 (1)
Rv = runoff coefficient (ratio of runoff to rainfall in inches)
1= percent impervious
Rv = 0.538 in/in
Volume of 1.0" storm (must exceed 3630 cf):
WQv=3630xRDxR"XA
WQv = volume of runoof gnerated from design storm
RD = Design storm = 1 inch
Rv = Runoff Coef = 0.538 inch/inch
A= Drainage Area = 12.13 acre
WQV = 23,674 ft
3) Determine Surface Area to Drainage Area Ratio & Surface of Permanent Pool (Water Quality)
Table f: Piedmont and Mountain SAIDA Table (Adapted from Driscoll, 1986)
10% 0.51 0.43 0.37 0.30 0.27 0.25
20% 0.84 0.69 0.61 0.51 0.44 0.40
30% 1.17 0.81 0.84 0.72 061 0.56
40% 1.51 122 1.09 0.91 0.78 0.71
50% 1.79 1.47 1.31 1.13 0.95 0.87
60% 2.09 1.73 1.49 1.31 1.12 1.03
70% 2.51 2.04 1.80 1.56 1.34 1.17
80% 2.92 235 2.07 1.82 1.62 1.40
90% 3.25 2 64 231 204 1 &1 159
Desired Depth = 3 ft
Imp. % Ratio
Lower Limit = 50.00 1.79
Upper Limit = 60.00 2.09 Minimum SA Required = 10 121 ft'
AcutaI = 54.18 1.92
177

Project Data
Revisions
Project #
2020-072
No
Date
Description
Project Name
Avonlea
Date
9/14/2022
Wet Detention Pond 01
Total Main Pool
Stage Level
Elevation (ft)
Area (so
StageVolume
(cf)
Cumulative Storage
(cf)
0
171.5
2289
0
0
0.5
172
3027
1329
1329
1.5
173
4563
3795
5124
2.5
174
6183
5373
10497
3.5
175
7885
7034
17531
4.5
176
9645
8765
26296
5
176.5
11460
5276
31572
Total FoaebayVolume
Stage Level
Elevation (ft)
Area (sf)
Stage Volume
(cf)
Uumulative torage
(cf)
0
173,5
541
0
0
0.5
174
924
366
366
1.5
175
1692
1308
1674
2.5
176
2283
1988
3662
3
176.5
2596
1220
4882
Temporary Pool Volume
Stage Level
Elevation (ft)
Area (so
StageVolume
(co
Cumulative Storage
(cf)
0
176.5
14140
0
0
0.5
177
16327
7617
7617
1
177.5
17608
8484
16101
1.5
178
19308
9229
25330
Average Depth Calculation:
VPP—Vshel F
Abottomofshelf
Where: De Average depth in feet
Vf = Total volume of permanent pool (feet')
V... = Volume over the shelf only (feet') - see below
Aca air = Area of wet pond at the bottom of the shelf (feet)
V.,.= 0.5' Depthm®Perimeters,,,,,n_ * Widtha„bm ,aawn
Where: D,,,a, o„e, snau - Depth of water at the deep side of the shelf as
measured at permanent pool (feet)
Perimeter, pa - Permeter of permanent pool at the bottom of the
shelf (feel)
Widthv,e�,�aa or anew - Width from the deep side to the dry side of the
shelf as measured at permanent pool (feet)
Vsheif =
446 cf
D,oa,—shelf =
0.5 ft
Pei meter =
594 ft
Width =
3 ft
VPP = 31572 cf
Abo .f sh0f = 9645 sf
D®g = 3.23 ft

Project Data
Revisions
Project #
2020-072
No
Date
Description
Project Name
Avonlea
Date
9/14/2022
Wet Detention Pond #7
1)
Input Orifice and Spillway Information
Orifice Diameter=
2,25 in
Office Coefficent =
0.60
Volume Provided =
25,330 cf
Number Orifices =
1,00
Inv Office =
176.50
Inv Primary Spillway =
178.00
2)
Calculate Area, Head and Discharge Flow
Q oA 2gh
g_ 32.2 ft/s'
h= use h/3 to simulate decreasing
head
A= cross section area of orifice
Q= discharge as
Q= discharge cfs
Orfice Cross Section Area =
0.028 sf
Average head =
0.500 feet
Discharge =
0.094 cfs
3)
Calculate Drawn Down Time
Time = Volume/Flowrate
Drawdown Time =
3.12 days
Check =
OK

Project Data
Revisions
Project #
2020-072
No
Date
Description
Project Name
Avonlea
Date
9/14/2022
Wet Detention Pond #1
Step 1.
DETERMINE BOUYANT FORCES
Volume = Depth * Area
Depth = Riser Top Elev - Riser Bottom Elev
Riser Top Elev. =
179.00
ft
Bottom of Riser Elev. =
176.25
ft
Riser Wall Thickness =
6.00
in
Diameter of Manhole =
4.00
ft
Area = pi * diameter^2 14
Area (cam outside diam)=
19.64
sf
Volume =
54.00
cf
times wt of water
62.4
Ibs/cf
Bouyant Force =
3,369 Ibs
Step 2.
DETERMINE COUNTERWEIGHT REQUIREMENTS
Riser Top
Top Elevation =
179
Thickness =
0 inches
Outside Diam =
5.00 ft
Volume =
0.00 cf
Riser Walls
Inside Diam =
4.00 ft
Wall Thickness =
6.00 in
Height =
2.75 ft
Volume =
19.44 cf
Riser Bottom - Extended Base
Bottom Elevation =
176.25
Diameter=
0.00 ft
Thickness=
6.00 in
Summary
Volume =
0.00 cf
Add minimum 18 inches below invert of pond
Total Volume =
19.44 cf
x unit weight of reinforced conc.
150 Ibs/cf
Counterweight =
2,916 Ibs
Factor of Safety Provided (FSP) =
0.87
Additional Concrete Required (Y/N) =
Y
Amount of Concrete Required =
1,464 Ibs
Step 3.
ADD CONCRETE BELOW INVERT IN RISER
Area of Riser (Oinside diam) =
12.57 sf
Volume Required =
16.72 cf
Calculated Depth of Concrete =
1.33 ft
Actual Depth Used =
18 in
Backcheck Volume =
18.85 cf
Backcheck Weight of Added Conc
(150-62.4) =
1651 Ib
Factor of Safety =
1.36
Factor of Safety > 1.30 (Y/N) =
Y

Project Data
Revisi®ns
Project,#
2020-063
No
Date
Description
Project Name
Avonlea
Date
9/14/2022
Wet Detention Pond #Z
1) Calculate percent impervious draining to pond.
Drainage Area = 6.26 acres
Impervious Area = 3.87 acres
% Imperv. = 61.89 %
Impervious
Road/Parking
0.95 ac
Sidewalks
0.31 ac
Lots
2.62 ac
Off -Site
0.00 ac
Amenity Site
0.00 ac
2) Find the volume of the 1.0" storm using the "Simple Method' (Schueler 1987):
The volume of the 1" storm must be detained in the pond above the permanent pool and must be drawn down over a period of
two to five days.
Rv = 0.05 + 0.009 (1)
Rv = runoff coefficient (ratio of runoff to rainfall in inches)
1= percent impervious
Rv = 0.607 in/in
Volume of 1.0" storm (must exceed 3630 cf):
WQv=3630xRDxR"XA
WQv = volume of runoof gnerated from design storm
Ro = Design storm = 1 inch
Rv = Runoff Coef = 0.607 inch/inch
A= Drainage Area = 6.26 acre
WQv = 13,793 ft
3) Determine Surface Area to Drainage Area Ratio & Surface of Permanent Pool (Water Quality)
Table f: Piedmont and Mountain SAIDA Table (Adapted from Driscoll, 1986)
10% 0.51 0.43 0.37 0.30 0.27 0.25
20% 0.84 0.69 0.61 0.51 0.44 0.40
30% 1.17 0.81 0.84 0.72 061 0.56
40% 1.51 122 1.09 0.91 0.78 0.71
50% 1.79 1.47 1.31 1.13 0.95 0.87
60% 2.09 1.73 1.49 1.31 1.12 1.03
70% 2.51 2.04 1.80 1.56 1.34 1.17
80% 2.92 235 2.07 1.82 1.62 1.40
90% 3.25 2 64 231 204 1 At 159
Desired Depth = 3 ft
Imp. % Ratio
Lower Limit = 50.00 1.79
Upper Limit = 60.00 2.09 Minimum .SA Required = 5,353 ft 2
AcutaI = 61.89 2.15
41441
13315
114000

Project Data
(Revisions
Project #
2020-063
No
Date
Description
Project Name
Avonlea
Date
9/14/2022
Wet Detention Pond 02
Total Main Pool
Stage Level
Elevation (ft)
Area (so
StageVolume
(cf)
Cumulative Storage
(cf)
0
168
1805
0
0
1
169
2755
2280
2280
2
170
3735
3245
5525
3
171
4791
4263
9788
4
172
5920
5356
15144
4.5
172.5
6510
3108
18251
5
173
7734
3561
21812
Total FoaebayVolume
Stage Level
Elevation (ft)
Area (sf)
Stage Volume
(cf)
Uumulative torage
(cf)
0
170
400
0
0
1
171
988
694
694
2
172
1730
1359
2053
3
173
2304
2017
4070
Temporary Pool Volume
Stage Level
Elevation (ft)
Area (sf)
StageVolume
(co
Cumulative Storage
(cf)
0
173
10042
0
0
0.5
173.5
11649
5423
5423
1
174
12648
6074
11497
1.3
174.3
13524
3926
15423
Average Depth Calculation:
VPP—Vshel F
Abottomofshelf
Where: De Average depth in feet
Vf = Total volume of permanent pool (feet')
V... = Volume over the shelf only (feet') - see below
Aca air = Area of wet pond at the bottom of the shelf (feet)
V.,.= 0.5' Depthm®Perimeters,,,,,n_ * Widtha„bm ,aawn
Where: D,,,a, o„e, snau - Depth of water at the deep side of the shelf as
measured at permanent pool (feet)
Perimeter, pa - Permeter of permanent pool at the bottom of the
shelf (feel)
Widthv,e�,�aa or anew - Width from the deep side to the dry side of the
shelf as measured at permanent pool (feet)
Vsheif =
446 cf
D,oa,—shelf =
0.5 ft
Pei meter =
594 ft
Width =
3 ft
VPP = 21812 cf
Abe .fsh0f= 6510sf
D®g = 3.28 ft

Project Data
Revisions
Project. #
2020-063
No
Date
Description
Project Name
Avonlea
Date
9/14/2022
Wet Detention Pond #2
1)
Input Orifice and Spillway Information
Orifice Diameter=
1,75 in
Office Coefficent =
0.60
Volume Provided =
15,423 cf
Number Orifices =
1,00
Inv Office =
173.00
Inv Primary Spillway =
174.30
2)
Calculate Area, Head and Discharge Flow
Q oA 2gh
g_ 32.2 ft/s'
h= use h/3 to simulate decreasing
head
A= cross section area of orifice
Q= discharge as
Q= discharge cfs
Orfice Cross Section Area =
0.017 sf
Average head =
0.433 feet
Discharge =
0.053 cfs
3)
Calculate Drawn Down Time
Time = Volume/Flowrate
Drawdown Time =
3.37 days
Check =
OK

Project Data
Revisions
Project #
2020-063
No
Date
Description
Project Name
Avonlea
Date
9/14/2022
Wet Detention Pond #2
Step 1.
DETERMINE BOUYANT FORCES
Volume = Depth * Area
Depth = Riser Top Elev - Riser Bottom Elev
Riser Top Elev. =
175.5
ft
Bottom of Riser Elev. =
172.50
ft
Riser Wall Thickness =
6.00
in
Diameter of Manhole =
4.00
ft
Area = pi * diameter^2 14
Area (cam outside diam)=
19.64
sf
Volume =
58.91
cf
times wt of water
62.4
Ibs/cf
Bouyant Force =
3,676 Ibs
Step 2.
DETERMINE COUNTERWEIGHT REQUIREMENTS
Riser Top
Top Elevation =
175.5
Thickness =
0 inches
Outside Diam =
5.00 ft
Volume =
0.00 cf
Riser Walls
Inside Diam =
4.00 ft
Wall Thickness =
6.00 in
Height =
3.00 ft
Volume =
21.21 cf
Riser Bottom - Extended Base
Bottom Elevation =
172.50
Diameter=
0.00 ft
Thickness=
6.00 in
Summary
Volume =
0.00 cf
Add minimum 18 inches below invert of pond
Total Volume =
21.21 cf
x unit weight of reinforced conc.
150 Ibs/cf
Counterweight =
3,181 Ibs
Factor of Safety Provided (FSP) =
0.87
Additional Concrete Required (Y/N) =
Y
Amount of Concrete Required =
1,598 Ibs
Step 3.
ADD CONCRETE BELOW INVERT IN RISER
Area of Riser (Oinside diam) =
12.57 sf
Volume Required =
18.24 cf
Calculated Depth of Concrete =
1.45 ft
Actual Depth Used =
18 in
Backcheck Volume =
18.85 cf
Backcheck Weight of Added Conc
(150-62.4) =
1651 Ib
Factor of Safety =
1.31
Factor of Safety > 1.30 (Y/N) =
Y

CALCULATIONS & ANALYSIS
Hydraflow Routing
NGllvol
EST. 0 10
\�Ty CARS-/

Watershed Model Schematic
1
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2022
7
CD
CD
8
CD
12
1
CD
Legend
Hyd• Origin
Description
1 SCS Runoff
Pre -Development => DA#1
2 SCS Runoff
Pre -Development => DA#2
3 SCS Runoff
Pre -Development => DA#3
13
5 SCS Runoff
Post Development => DA to SCM#1
6 Reservoir
SCM#1 Routing
7 SCS Runoff
Post Development => DA ByPass SCM#1
8 Combine
Post Development => DA#1 Total
9 SCS Runoff
Post Development => DA#2
10 SCS Runoff
Post Development => DA to SCM#2
11 Reservoir
SCM#2 Routing
12 SCS Runoff
Post Development => DA ByPass SCM#2
13 Combine
Post Development => DA#3 Total
Project: Avonlea Routing.gpw
Wednesday, 09 / 14 / 2022

Hydrograph Return Period ReC"draflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2022
Hyd.
Hydrograph
Inflow
Peak Outflow (cfs)
Hydrograph
No.
type
hyd(s)
Description
(origin)
1-yr
2-yr
3-yr
5-yr
10-yr
25-yr
50-yr
100-yr
1
SCS Runoff
------
87.77
108.80
-------
-------
201.52
259.87
-------
354.44
Pre -Development => DA#1
2
SCS Runoff
------
9.465
14.31
-------
-------
39.53
57.11
-------
87.53
Pre -Development => DA#2
3
SCS Runoff
------
9.101
12.90
-------
-------
31.31
43.90
-------
65.58
Pre -Development => DA#3
5
SCS Runoff
------
28.55
34.77
-------
-------
62.14
79.04
-------
106.19
Post Development => DA to SCM#1
6
Reservoir
5
0.859
1.178
-------
-------
9.241
37.81
-------
89.64
SCM#1 Routing
7
SCS Runoff
------
88.53
111.34
-------
-------
213.06
278.00
-------
383.99
Post Development => DA ByPass SC
8
Combine
6,7
88.85
112.24
-------
-------
222.28
292.56
-------
402.87
Post Development => DA#1 Total
9
SCS Runoff
------
1.460
1.999
-------
-------
4.558
6.267
-------
9.175
Post Development => DA#2
10
SCS Runoff
------
16.85
20.26
-------
-------
34.67
43.44
-------
57.43
Post Development => DA to SCM#2
11
Reservoir
10
0.514
0.706
-------
-------
6.040
9.945
-------
28.25
SCM#2 Routing
12
SCS Runoff
------
8.604
11.23
-------
-------
23.44
31.48
-------
44.82
Post Development => DA ByPass SC
13
Combine
11, 12
8.735
11.71
-------
-------
29.34
41.43
-------
71.49
Post Development => DA#3 Total
Proj. file: Avonlea Routing.gpw
Wednesday, 09 / 14 / 2022

Hydrograph Summary Report Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2022
Hyd.
No.
Hydrograph
type
(origin)
Peak
flow
(cfs)
Time
interval
(min)
Time to
Peak
(min)
Hyd.
volume
(cult)
Inflow
hyd(s)
Maximum
elevation
(ft)
Total
strge used
(cuft)
Hydrograph
Description
1
SCS Runoff
87.77
2
734
387,298
------
------
------
Pre -Development => DA#1
2
SCS Runoff
9.465
2
730
45,122
------
------
------
Pre -Development => DA#2
3
SCS Runoff
9.101
2
726
34,316
------
------
------
Pre -Development => DA#3
5
SCS Runoff
28.55
2
718
57,413
------
------
------
Post Development => DA to SCM#1
6
Reservoir
0.859
2
876
44,603
5
178.49
35,223
SCM#1 Routing
7
SCS Runoff
88.53
2
734
396,028
------
------
------
Post Development => DA ByPass SC
8
Combine
88.85
2
734
440,631
6,7
------
------
Post Development => DA#1 Total
9
SCS Runoff
1.460
2
718
3,092
------
------
------
Post Development => DA#2
10
SCS Runoff
16.85
2
716
34,063
------
------
------
Post Development => DA to SCM#2
11
Reservoir
0.514
2
854
32,344
10
174.71
21,276
SCM#2 Routing
12
SCS Runoff
8.604
2
726
28,804
------
------
------
Post Development => DA ByPass SC
13
Combine
8.735
2
726
61,147
11, 12
------
------
Post Development => DA#3 Total
Avonlea Routing.gpw
Return Period: 1 Year
Wednesday, 09 / 14 / 2022

4
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2022
Wednesday, 09 / 14 / 2022
Hyd. No. 1
Pre -Development => DA#1
Hydrograph type =
SCS Runoff
Peak discharge
= 87.77 cfs
Storm frequency =
1 yrs
Time to peak
= 12.23 hrs
Time interval =
2 min
Hyd. volume
= 387,298 cuft
Drainage area =
79.500 ac
Curve number
= 80
Basin Slope =
0.0 %
Hydraulic length
= 0 ft
Tc method =
TR55
Time of conc. (Tc)
= 31.70 min
Total precip. =
3.10 in
Distribution
= Type II
Storm duration =
24 hrs
Shape factor
= 484
Pre -Development => DA#1
Q (cfs) Hyd. No. 1 -- 1 Year
90.00
80.00
70.00 4
60.00
50.00
40.00
30.00
20.00
10.00
0.00
0 2 4
Hyd No. 1
Q (cfs)
90.00
80.00
70.00
60.00
50.00
40.00
30.00
20.00
10.00
0.00
8 10 12 14 16 18 20 22 24 26
Time (hrs)

TR55 Tc Worksheet
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2022
Hyd. No. 1
Pre -Development => DA#1
Description
A
B
C
Totals
Sheet Flow
Manning's n-value
= 0.240
0.011
0.011
Flow length (ft)
= 100.0
0.0
0.0
Two-year 24-hr precip. (in)
= 3.49
0.00
0.00
Land slope (%)
= 1.00
0.00
0.00
Travel Time (min)
= 18.03 +
0.00 +
0.00 =
18.03
Shallow Concentrated Flow
Flow length (ft)
= 1136.00
0.00
0.00
Watercourse slope (%)
= 1.00
0.00
0.00
Surface description
= Unpaved
Paved
Paved
Average velocity (ft/s)
=1.61
0.00
0.00
Travel Time (min)
= 11.73 +
0.00 +
0.00 =
11.73
Channel Flow
X sectional flow area (sqft)
= 39.14
0.00
0.00
Wetted perimeter (ft)
= 18.11
0.00
0.00
Channel slope (%)
= 0.50
0.00
0.00
Manning's n-value
= 0.045
0.015
0.015
Velocity (ft/s)
=3.92
0.00
0.00
Flow length (ft)
Q0})449.0
0.0
0.0
Travel Time (min)
= 1.91 +
0.00 +
0.00 =
1.91
Total Travel Time, Tc..............................................................................
31.70 min

6
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2022
Wednesday, 09 / 14 / 2022
Hyd. No. 2
Pre -Development => DA#2
Hydrograph type
= SCS Runoff
Peak discharge
= 9.465 cfs
Storm frequency
= 1 yrs
Time to peak
= 12.17 hrs
Time interval
= 2 min
Hyd. volume
= 45,122 cuft
Drainage area
= 23.800 ac
Curve number
= 64
Basin Slope
= 0.0 %
Hydraulic length
= 0 ft
Tc method
= TR55
Time of conc. (Tc)
= 21.30 min
Total precip.
= 3.10 in
Distribution
= Type II
Storm duration
= 24 hrs
Shape factor
= 484
Pre -Development => DA#2
Q (cfs)
Hyd. No. 2 -- 1
Year
Q (cfs)
10.00
10.00
8.00
8.00
6.00
6.00
4.00
4.00
2.00
2.00
0.00
- 0.00
0 2 4 6 8 10 12 14 16 18 20 22
24 26
— Hyd No. 2
Time (hrs)

I
[I
TR55 Tc Worksheet
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2022
Hyd. No. 2
Pre -Development => DA#2
Description
A
B
C
Totals
Sheet Flow
Manning's n-value
= 0.200
0.011
0.011
Flow length (ft)
= 100.0
0.0
0.0
Two-year 24-hr precip. (in)
= 3.49
0.00
0.00
Land slope (%)
= 2.00
0.00
0.00
Travel Time (min)
= 11.81 +
0.00 +
0.00 =
11.81
Shallow Concentrated Flow
Flow length (ft)
= 855.00
465.00
0.00
Watercourse slope (%)
= 2.20
2.00
0.00
Surface description
= Unpaved
Unpaved
Paved
Average velocity (ft/s)
=2.39
2.28
0.00
Travel Time (min)
= 5.95 +
3.40 +
0.00 =
9.35
Channel Flow
X sectional flow area (sqft)
= 1.77
0.00
0.00
Wetted perimeter (ft)
= 4.71
0.00
0.00
Channel slope (%)
= 1.00
0.00
0.00
Manning's n-value
= 0.013
0.015
0.015
Velocity (ft/s)
=5.95
0.00
0.00
Flow length (ft)
Q0})37.0
0.0
0.0
Travel Time (min)
= 0.10 +
0.00 +
0.00 =
0.10
Total Travel Time, Tc..............................................................................
21.30 min

8
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2022
Wednesday, 09 / 14 / 2022
Hyd. No. 3
Pre -Development => DA#3
Hydrograph type
= SCS Runoff
Peak discharge
= 9.101 cfs
Storm frequency
= 1 yrs
Time to peak
= 12.10 hrs
Time interval
= 2 min
Hyd. volume
= 34,316 cuft
Drainage area
= 14.880 ac
Curve number
= 67
Basin Slope
= 0.0 %
Hydraulic length
= 0 ft
Tc method
= TR55
Time of conc. (Tc)
= 20.00 min
Total precip.
= 3.10 in
Distribution
= Type II
Storm duration
= 24 hrs
Shape factor
= 484
Pre -Development => DA#3
Q (cfs)
Hyd. No. 3 -- 1
Year
Q (cfs)
10.00
10.00
8.00
8.00
6.00
6.00
4.00
4.00
2.00
2.00
0.00
- 0.00
0 2 4 6 8 10 12 14 16 18 20 22
24 26
— Hyd No. 3
Time (hrs)

TR55 Tc Worksheet
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2022
Hyd. No. 3
Pre -Development => DA#3
Description
A
B
C
Totals
Sheet Flow
Manning's n-value
= 0.200
0.011
0.011
Flow length (ft)
= 100.0
0.0
0.0
Two-year 24-hr precip. (in)
= 3.49
0.00
0.00
Land slope (%)
= 2.00
0.00
0.00
Travel Time (min)
= 11.81 +
0.00 +
0.00 =
11.81
Shallow Concentrated Flow
Flow length (ft)
= 1253.00
0.00
0.00
Watercourse slope (%)
= 2.50
0.00
0.00
Surface description
= Unpaved
Paved
Paved
Average velocity (ft/s)
=2.55
0.00
0.00
Travel Time (min)
= 8.19 +
0.00 +
0.00 =
8.19
Channel Flow
X sectional flow area (sqft)
= 0.00
0.00
0.00
Wetted perimeter (ft)
= 0.00
0.00
0.00
Channel slope (%)
= 0.00
0.00
0.00
Manning's n-value
= 0.015
0.015
0.015
Velocity (ft/s)
=0.00
0.00
0.00
Flow length (ft)
({0})0.0
0.0
0.0
Travel Time (min)
= 0.00 +
0.00 +
0.00 =
0.00
Total Travel Time, Tc..............................................................................
20.00 min

10
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2022
Wednesday, 09 / 14 / 2022
Hyd. No. 5
Post Development =>
DA to SCM#1
Hydrograph type
= SCS Runoff
Peak discharge
= 28.55 cfs
Storm frequency
= 1 yrs
Time to peak
= 11.97 hrs
Time interval
= 2 min
Hyd. volume
= 57,413 cuft
Drainage area
= 12.130 ac
Curve number
= 81
Basin Slope
= 0.0 %
Hydraulic length
= 0 ft
Tc method
= User
Time of conc. (Tc)
= 5.00 min
Total precip.
= 3.10 in
Distribution
= Type II
Storm duration
= 24 hrs
Shape factor
= 484
Q (cfs)
30.00
25.00
15.00
10.00
5.00
0.00
0 2 4
— Hyd No. 5
Post Development => DA to SCM#1
Hyd. No. 5 -- 1 Year
6 8
Q (cfs)
30.00
25.00
20.00
15.00
10.00
5.00
_ - I I I 0.00
10 12 14 16 18 20 22 24 26
Time (hrs)

Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2022
Wednesday, 09 / 14 / 2022
Hyd. No. 6
SCM#1 Routing
Hydrograph type
= Reservoir
Peak discharge
= 0.859 cfs
Storm frequency
= 1 yrs
Time to peak
= 14.60 hrs
Time interval
= 2 min
Hyd. volume
= 44,603 cuft
Inflow hyd. No.
= 5 - Post Development => DA td/BEN5Mvation
= 178.49 ft
Reservoir name
= Wet Detention Pond#1
Max. Storage
= 35,223 cuft
Storage Indication method used.
Q (cfs
30.00
25.00
15.00
10.00
5.00
SCM#1 Routing
Hyd. No. 6 -- 1 Year
IL
Q (cfs)
30.00
25.00
20.00
15.00
10.00
5.00
0.00 0.00
0 8 16 24 32 40 48 56 64 72 80 88
Time (hrs)
Hyd No. 6 Hyd No. 5 0 Total storage used = 35,223 cuft

Pond Report 12
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2022
Wednesday, 09 / 14 / 2022
Pond No. 1 - Wet Detention Pond#1
Pond Data
Contours -User-defined contour areas. Average end area method used for volume calculation. Begining Elevation = 176.50 ft
Stage / Storage Table
Stage (ft) Elevation (ft)
Contour area (sgft)
Incr. Storage (cult)
Total storage (cult)
0.00 176.50
14,140
0
0
0.50 177.00
16,327
7,617
7,617
1.00 177.50
17,608
8,484
16,101
1.50 178.00
19,308
9,229
25,330
2.50 179.00
21,080
20,194
45,524
3.50 180.00
22,909
21,995
67,518
4.50 181.00
24,795
23,852
91,370
5.00 181.50
25,759
12,639
104,009
Culvert / Orifice Structures
Weir Structures
[A]
[B] [C]
[PrfRsr]
[A] [B]
[C] [D]
Rise (in) = 15.00
2.25 4.00
0.00
Crest Len (ft)
= 12.56 45.00
0.00 0.00
Span (in) = 15.00
2.25 4.00
0.00
Crest El. (ft)
= 179.00 180.00
0.00 0.00
No. Barrels = 1
1 3
0
Weir Coeff.
= 3.00 3.33
3.33 3.33
Invert El. (ft) = 176.00
176.50 178.00
0.00
Weir Type
= 1 Rect
--- ---
Length (ft) = 50.00
0.00 0.00
0.00
Multi -Stage
= Yes No
No No
Slope (%) = 0.50
0.00 0.00
n/a
N-Value = .013
.013 .013
n/a
Orifice Coeff. = 0.60
0.60 0.60
0.60
Exfil.(in/hr)
= 0.000 (by Contour)
Multi -Stage = n/a
Yes Yes
No
TW Elev. (ft)
= 177.31
Stage (ft)
5.00
4.00
3.00
2.00
1.00
0.00
0.0 30.0
Total Q
Note: Culvert/Orifice outflows are analyzed under inlet (ic) and outlet (oc) control. Weir risers checked for orifice conditions (ic) and submergence (s)
Stage / Discharge
60.0 90.0 120.0 150.0 180.0 210.0 240.0 270.0
Elev (ft)
181.50
180.50
179.50
178.50
177.50
1 176.50
300.0
Discharge (cfs)

13
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2022
Wednesday, 09 / 14 / 2022
Hyd. No. 7
Post Development =>
DA ByPass SCM#1
Hydrograph type
= SCS Runoff
Peak discharge
= 88.53 cfs
Storm frequency
= 1 yrs
Time to peak
= 12.23 hrs
Time interval
= 2 min
Hyd. volume
= 396,028 cuft
Drainage area
= 89.750 ac
Curve number
= 78
Basin Slope
= 0.0 %
Hydraulic length
= 0 ft
Tc method
= User
Time of conc. (Tc)
= 31.70 min
Total precip.
= 3.10 in
Distribution
= Type II
Storm duration
= 24 hrs
Shape factor
= 484
Q (cfs)
90.00
80.00
70.00
60.00
50.00
40.00
30.00
20.00
10.00
0.00
0 2 4
— Hyd No. 7
Post Development => DA ByPass SCM#1
Hyd. No. 7 -- 1 Year
Q (cfs)
90.00
80.00
70.00
60.00
50.00
30.00
20.00
10.00
0.00
8 10 12 14 16 18 20 22 24 26
Time (hrs)

14
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2022 Wednesday, 09 / 14 / 2022
Hyd. No. 8
Post Development => DA#1 Total
Hydrograph type = Combine Peak discharge = 88.85 cfs
Storm frequency = 1 yrs Time to peak = 12.23 hrs
Time interval = 2 min Hyd. volume = 440,631 cuft
Inflow hyds. = 6, 7 Contrib. drain. area = 89.750 ac
Q (cfs)
90.00
80.00
70.00
60.00
50.00
40.00
30.00
20.00
10.00
0.00
0 2 4
Hyd No. 8
Post Development => DA#1 Total
Hyd. No. 8 -- 1 Year
Q (cfs)
90.00
80.00
70.00
60.00
50.00
40.00
30.00
20.00
10.00
0.00
6 8 10 12 14 16 18 20 22 24 26
Time (hrs)
Hyd No. 6 Hyd No. 7

15
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2022
Wednesday, 09 / 14 / 2022
Hyd. No. 9
Post Development => DA#2
Hydrograph type =
SCS Runoff
Peak discharge
= 1.460 cfs
Storm frequency =
1 yrs
Time to peak
= 11.97 hrs
Time interval =
2 min
Hyd. volume
= 3,092 cuft
Drainage area =
1.430 ac
Curve number
= 67
Basin Slope =
0.0 %
Hydraulic length
= 0 ft
Tc method =
User
Time of conc. (Tc)
= 5.00 min
Total precip. =
3.10 in
Distribution
= Type II
Storm duration =
24 hrs
Shape factor
= 484
Q (cfs)
2.00
1.00
0.00
0 2 4
Hyd No. 9
Post Development => DA#2
Hyd. No. 9 -- 1 Year
6 8 10 12 14 16 18 20 22 24
Q (cfs)
2.00
1.00
1 0.00
26
Time (hrs)

16
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2022
Wednesday, 09 / 14 / 2022
Hyd. No. 10
Post Development =>
DA to SCM#2
Hydrograph type
= SCS Runoff
Peak discharge
= 16.85 cfs
Storm frequency
= 1 yrs
Time to peak
= 11.93 hrs
Time interval
= 2 min
Hyd. volume
= 34,063 cuft
Drainage area
= 6.260 ac
Curve number
= 84
Basin Slope
= 0.0 %
Hydraulic length
= 0 ft
Tc method
= User
Time of conc. (Tc)
= 5.00 min
Total precip.
= 3.10 in
Distribution
= Type II
Storm duration
= 24 hrs
Shape factor
= 484
Q (cfs)
18.00
15.00
12.00
3.00
0.00
0 2 4
Hyd No. 10
Post Development => DA to SCM#2
Hyd. No. 10 -- 1 Year
6 8
Q (cfs)
18.00
15.00
12.00
3.00
'"— 0.00
10 12 14 16 18 20 22 24
Time (hrs)

17
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2022
Wednesday, 09 / 14 / 2022
Hyd. No. 11
SCM#2 Routing
Hydrograph type
= Reservoir
Peak discharge
= 0.514 cfs
Storm frequency
= 1 yrs
Time to peak
= 14.23 hrs
Time interval
= 2 min
Hyd. volume
= 32,344 cuft
Inflow hyd. No.
= 10 - Post Development => DA L&SCE462ation
= 174.71 ft
Reservoir name
= Wet Detention Pond #2
Max. Storage
= 21,276 cuft
Storage Indication method used.
Q (cfs)
18.00
15.00
12.00
3.00
SCM#2 Routing
Hyd. No. 11 -- 1 Year
0.00
0 10 20 30 40
Hyd No. 11 Hyd No. 10
50 60 70 80 90
0 Total storage used = 21,276 cuft
Q (cfs)
18.00
15.00
12.00
3.00
1 0.00
100
Time (hrs)

Pond Report 18
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2022
Wednesday, 09 / 14 / 2022
Pond No. 2 - Wet Detention Pond #2
Pond Data
Contours -User-defined contour areas. Average end area method used for volume calculation.
Begining Elevation = 173.00 ft
Stage / Storage Table
Stage (ft) Elevation (ft) Contour area (sgft)
Incr. Storage (cult)
Total storage (cult)
0.00 173.00 10,123
0
0
0.50 173.50 11,720
5,461
5,461
1.00 174.00 12,703
6,106
11,567
2.00 175.00 14,780
13,742
25,308
3.00 176.00 16,629
15,705
41,013
4.00 177.00 18,539
17,584
58,597
5.00 178.00 20,503
19,521
78,118
Culvert / Orifice Structures
Weir Structures
[A]
[B]
[C]
[PrfRsr]
[A]
[B]
[C]
[D]
Rise (in)
= 15.00
1.75
4.00
0.00
Crest Len (ft)
= 12.56
20.00
0.00
0.00
Span (in)
= 15.00
1.75
4.00
0.00
Crest El. (ft)
= 175.50
176.50
0.00
0.00
No. Barrels
= 1
1
2
0
Weir Coeff.
= 3.00
3.33
3.33
3.33
Invert El. (ft)
= 172.50
173.00
174.30
0.00
Weir Type
= 1
Rect
---
---
Length (ft)
= 50.00
0.00
0.00
0.00
Multi -Stage
= Yes
No
No
No
Slope (%)
= 0.50
0.00
0.00
n/a
N-Value
= .013
.013
.013
n/a
Orifice Coeff.
= 0.60
0.60
0.60
0.60
Exfil.(in/hr)
= 0.000 (by
Wet area)
Multi -Stage
= n/a
Yes
Yes
No
TW Elev. (ft)
= 0.00
Stage (ft)
5.00
4.00
3.00
2.00
m
Note: Culvert/Orifice outflows are analyzed under inlet (ic) and outlet (oc) control. Weir risers checked for orifice conditions (ic) and submergence (s).
Stage / Discharge
Elev (ft)
178.00
177.00
176.00
175.00
174.00
0.00 7 ' 173.00
0.0 10.0 20.0 30.0 40.0 50.0 60.0 70.0 80.0 90.0 100.0 110.0 120.0 130.0 140.0
Total Q Discharge (cfs)

19
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2022
Wednesday, 09 / 14 / 2022
Hyd. No. 12
Post Development =>
DA ByPass SCM#2
Hydrograph type
= SCS Runoff
Peak discharge
= 8.604 cfs
Storm frequency
= 1 yrs
Time to peak
= 12.10 hrs
Time interval
= 2 min
Hyd. volume
= 28,804 cuft
Drainage area
= 8.630 ac
Curve number
= 73
Basin Slope
= 0.0 %
Hydraulic length
= 0 ft
Tc method
= TR55
Time of conc. (Tc)
= 17.20 min
Total precip.
= 3.10 in
Distribution
= Type II
Storm duration
= 24 hrs
Shape factor
= 484
Q (cfs)
10.00
Mere
. M
4.00
2.00
0.00
0 2 4
— Hyd No. 12
Post Development => DA ByPass SCM#2
Hyd. No. 12 -- 1 Year
Q (cfs)
10.00
. M
4.00
2.00
0.00
10 12 14 16 18 20 22 24 26
Time (hrs)

20
TR55 Tc Worksheet
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2022
Hyd. No. 12
Post Development => DA ByPass SCM#2
Description
A
B
C
Totals
Sheet Flow
Manning's n-value
= 0.200
0.011
0.011
Flow length (ft)
= 100.0
0.0
0.0
Two-year 24-hr precip. (in)
= 3.49
0.00
0.00
Land slope (%)
= 2.00
0.00
0.00
Travel Time (min)
= 11.81 +
0.00 +
0.00 =
11.81
Shallow Concentrated Flow
Flow length (ft)
= 492.00
307.91
0.00
Watercourse slope (%)
= 2.50
2.50
0.00
Surface description
= Paved
Unpaved
Paved
Average velocity (ft/s)
=3.21
2.55
0.00
Travel Time (min)
= 2.55 +
2.01 +
0.00 =
4.56
Channel Flow
X sectional flow area (sqft)
= 16.32
0.00
0.00
Wetted perimeter (ft)
= 8.32
0.00
0.00
Channel slope (%)
= 1.20
0.00
0.00
Manning's n-value
= 0.025
0.015
0.015
Velocity (ft/s)
=10.25
0.00
0.00
Flow length (ft)
Q0})481.0
0.0
0.0
Travel Time (min)
= 0.78 +
0.00 +
0.00 =
0.78
Total Travel Time, Tc..............................................................................
17.20 min

21
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2022 Wednesday, 09 / 14 / 2022
Hyd. No. 13
Post Development => DA#3 Total
Hydrograph type = Combine Peak discharge = 8.735 cfs
Storm frequency = 1 yrs Time to peak = 12.10 hrs
Time interval = 2 min Hyd. volume = 61,147 cuft
Inflow hyds. = 11, 12 Contrib. drain. area = 8.630 ac
Q (cfs)
10.00
Mere
. M
4.00
2.00
Post Development => DA#3 Total
Hyd. No. 13 -- 1 Year
4 8 12 16 20 24 28
Hyd No. 13 Hyd No. 11 Hyd No. 12
Q (cfs)
10.00
. M
4.00
2.00
0.00
32
Time (hrs)

Hydrograph Summary Report
22
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2022
Hyd.
No.
Hydrograph
type
(origin)
Peak
flow
(cfs)
Time
interval
(min)
Time to
Peak
(min)
Hyd.
volume
(cult)
Inflow
hyd(s)
Maximum
elevation
(ft)
Total
strge used
(cuft)
Hydrograph
Description
1
SCS Runoff
108.80
2
734
475,815
------
------
------
Pre -Development => DA#1
2
SCS Runoff
14.31
2
728
61,557
------
------
------
Pre -Development => DA#2
3
SCS Runoff
12.90
2
726
45,613
------
------
------
Pre -Development => DA#3
5
SCS Runoff
34.77
2
716
70,195
------
------
------
Post Development => DA to SCM#1
6
Reservoir
1.178
2
838
57,376
5
178.82
41,852
SCM#1 Routing
7
SCS Runoff
111.34
2
734
491,425
------
------
------
Post Development => DA ByPass SC
8
Combine
112.24
2
734
548,801
6,7
------
------
Post Development => DA#1 Total
9
SCS Runoff
1.999
2
718
4,110
------
------
------
Post Development => DA#2
10
SCS Runoff
20.26
2
716
41,071
------
------
------
Post Development => DA to SCM#2
11
Reservoir
0.706
2
828
39,298
10
174.97
24,895
SCM#2 Routing
12
SCS Runoff
11.23
2
726
36,744
------
------
------
Post Development => DA ByPass SC
13
Combine
11.71
2
726
76,041
11, 12
------
------
Post Development => DA#3 Total
Avonlea Routing.gpw
Return Period: 2 Year
Wednesday, 09 / 14 / 2022

23
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2022
Wednesday, 09 / 14 / 2022
Hyd. No. 1
Pre -Development => DA#1
Hydrograph type =
SCS Runoff
Peak discharge
= 108.80 cfs
Storm frequency =
2 yrs
Time to peak
= 12.23 hrs
Time interval =
2 min
Hyd. volume
= 475,815 cuft
Drainage area =
79.500 ac
Curve number
= 80
Basin Slope =
0.0 %
Hydraulic length
= 0 ft
Tc method =
TR55
Time of conc. (Tc)
= 31.70 min
Total precip. =
3.49 in
Distribution
= Type II
Storm duration =
24 hrs
Shape factor
= 484
Q (cfs)
120.00
100.00
20.00
0.00
0 2 4
— Hyd No. 1
6 8
Pre -Development => DA#1
Hyd. No. 1 -- 2 Year
Q (cfs)
120.00
100.00
A
20.00
..0— I I I I I I 1- I_ 0.00
10 12 14 16 18 20 22 24 26
Time (hrs)

24
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2022
Wednesday, 09 / 14 / 2022
Hyd. No. 2
Pre -Development => DA#2
Hydrograph type
= SCS Runoff
Peak discharge
= 14.31 cfs
Storm frequency
= 2 yrs
Time to peak
= 12.13 hrs
Time interval
= 2 min
Hyd. volume
= 61,557 cuft
Drainage area
= 23.800 ac
Curve number
= 64
Basin Slope
= 0.0 %
Hydraulic length
= 0 ft
Tc method
= TR55
Time of conc. (Tc)
= 21.30 min
Total precip.
= 3.49 in
Distribution
= Type II
Storm duration
= 24 hrs
Shape factor
= 484
Pre -Development => DA#2
Q (cfs)
Hyd. No. 2 -- 2 Year
Q (cfs)
15.00
15.00
12.00
12.00
9.00
9.00
6.00
6.00
3.00
3.00
0.00
- 0.00
0 2 4 6 8 10 12 14 16 18 20 22
24 26
— Hyd No. 2
Time (hrs)

25
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2022
Wednesday, 09 / 14 / 2022
Hyd. No. 3
Pre -Development => DA#3
Hydrograph type
= SCS Runoff
Peak discharge
= 12.90 cfs
Storm frequency
= 2 yrs
Time to peak
= 12.10 hrs
Time interval
= 2 min
Hyd. volume
= 45,613 cuft
Drainage area
= 14.880 ac
Curve number
= 67
Basin Slope
= 0.0 %
Hydraulic length
= 0 ft
Tc method
= TR55
Time of conc. (Tc)
= 20.00 min
Total precip.
= 3.49 in
Distribution
= Type II
Storm duration
= 24 hrs
Shape factor
= 484
Pre -Development => DA#3
Q (cfs)
Hyd. No. 3 -- 2 Year
Q (cfs)
14.00
14.00
12.00
12.00
10.00
10.00
8.00
8.00
6.00
6.00
4.00
4.00
2.00
2.00
0.00
- 0.00
0 2 4 6 8 10 12 14 16 18 20 22
24 26
— Hyd No. 3
Time (hrs)

26
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2022
Wednesday, 09 / 14 / 2022
Hyd. No. 5
Post Development =>
DA to SCM#1
Hydrograph type
= SCS Runoff
Peak discharge
= 34.77 cfs
Storm frequency
= 2 yrs
Time to peak
= 11.93 hrs
Time interval
= 2 min
Hyd. volume
= 70,195 cuft
Drainage area
= 12.130 ac
Curve number
= 81
Basin Slope
= 0.0 %
Hydraulic length
= 0 ft
Tc method
= User
Time of conc. (Tc)
= 5.00 min
Total precip.
= 3.49 in
Distribution
= Type II
Storm duration
= 24 hrs
Shape factor
= 484
Q (cfs)
35.00
30.00
25.00
20.00
15.00
10.00
5.00
0.00
0 2 4
— Hyd No. 5
Post Development => DA to SCM#1
Hyd. No. 5 -- 2 Year
6 8
Q (cfs)
35.00
30.00
25.00
20.00
15.00
10.00
5.00
0.00
10 12 14 16 18 20 22 24 26
Time (hrs)

27
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2022
Wednesday, 09 / 14 / 2022
Hyd. No. 6
SCM#1 Routing
Hydrograph type
= Reservoir
Peak discharge
= 1.178 cfs
Storm frequency
= 2 yrs
Time to peak
= 13.97 hrs
Time interval
= 2 min
Hyd. volume
= 57,376 cuft
Inflow hyd. No.
= 5 - Post Development => DA AlBENE46vation
= 178.82 ft
Reservoir name
= Wet Detention Pond#1
Max. Storage
= 41,852 cuft
Storage Indication method used.
Q (cfs
35.00
30.00
25.00
20.00
15.00
10.00
5.00
SCM#1 Routing
Hyd. No. 6 -- 2 Year
Q (cfs)
35.00
30.00
25.00
20.00
15.00
10.00
5.00
0.00 - 0.00
0 8 16 24 32 40 48 56 64 72 80 88
Time (hrs)
— Hyd No. 6 Hyd No. 5 Total storage used = 41,852 cuft

28
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2022
Wednesday, 09 / 14 / 2022
Hyd. No. 7
Post Development =>
DA ByPass SCM#1
Hydrograph type
= SCS Runoff
Peak discharge
= 111.34 cfs
Storm frequency
= 2 yrs
Time to peak
= 12.23 hrs
Time interval
= 2 min
Hyd. volume
= 491,425 cuft
Drainage area
= 89.750 ac
Curve number
= 78
Basin Slope
= 0.0 %
Hydraulic length
= 0 ft
Tc method
= User
Time of conc. (Tc)
= 31.70 min
Total precip.
= 3.49 in
Distribution
= Type II
Storm duration
= 24 hrs
Shape factor
= 484
Q (cfs)
120.00
100.00
20.00
0.00
0 2 4
— Hyd No. 7
Post Development => DA ByPass SCM#1
Hyd. No. 7 -- 2 Year
6 8
Q (cfs)
120.00
100.00
A
20.00
I I I I I I I\ I- 0.00
10 12 14 16 18 20 22 24 26
Time (hrs)

29
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2022 Wednesday, 09 / 14 / 2022
Hyd. No. 8
Post Development => DA#1 Total
Hydrograph type = Combine Peak discharge = 112.24 cfs
Storm frequency = 2 yrs Time to peak = 12.23 hrs
Time interval = 2 min Hyd. volume = 548,801 cuft
Inflow hyds. = 6, 7 Contrib. drain. area = 89.750 ac
Post Development => DA#1 Total
Q (cfs) Hyd. No. 8 -- 2 Year Q (cfs)
120.00 120.00
100.00 100.00
80.00 80.00
60.00 60.00
40.00 40.00
20.00 20.00
0.00 0.00
0 2 4 6 8 10 12 14 16 18 20 22 24 26
Time (hrs)
— Hyd No. 8 — Hyd No. 6 Hyd No. 7

30
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2022
Wednesday, 09 / 14 / 2022
Hyd. No. 9
Post Development => DA#2
Hydrograph type =
SCS Runoff
Peak discharge
= 1.999 cfs
Storm frequency =
2 yrs
Time to peak
= 11.97 hrs
Time interval =
2 min
Hyd. volume
= 4,110 cuft
Drainage area =
1.430 ac
Curve number
= 67
Basin Slope =
0.0 %
Hydraulic length
= 0 ft
Tc method =
User
Time of conc. (Tc)
= 5.00 min
Total precip. =
3.49 in
Distribution
= Type II
Storm duration =
24 hrs
Shape factor
= 484
Q (cfs)
2.00
1.00
0.00
0 2 4
— Hyd No. 9
Post Development => DA#2
Hyd. No. 9 -- 2 Year
6 8 10 12 14 16 18 20 22 24
Q (cfs)
2.00
1.00
0.00
26
Time (hrs)

31
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2022
Wednesday, 09 / 14 / 2022
Hyd. No. 10
Post Development =>
DA to SCM#2
Hydrograph type
= SCS Runoff
Peak discharge
= 20.26 cfs
Storm frequency
= 2 yrs
Time to peak
= 11.93 hrs
Time interval
= 2 min
Hyd. volume
= 41,071 cuft
Drainage area
= 6.260 ac
Curve number
= 84
Basin Slope
= 0.0 %
Hydraulic length
= 0 ft
Tc method
= User
Time of conc. (Tc)
= 5.00 min
Total precip.
= 3.49 in
Distribution
= Type II
Storm duration
= 24 hrs
Shape factor
= 484
Q (cfs)
21.00
18.00
15.00
12.00
•M
Me M
3.00
0.00
0 2 4
— Hyd No. 10
Post Development => DA to SCM#2
Hyd. No. 10 -- 2 Year
6 8
Q (cfs)
21.00
18.00
15.00
12.00
M
. I1
3.00
0.00
10 12 14 16 18 20 22 24
Time (hrs)

32
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2022
Wednesday, 09 / 14 / 2022
Hyd. No. 11
SCM#2 Routing
Hydrograph type
= Reservoir
Peak discharge
= 0.706 cfs
Storm frequency
= 2 yrs
Time to peak
= 13.80 hrs
Time interval
= 2 min
Hyd. volume
= 39,298 cuft
Inflow hyd. No.
= 10 - Post Development => DA L&SCE462ation
= 174.97 ft
Reservoir name
= Wet Detention Pond #2
Max. Storage
= 24,895 cuft
Storage Indication method used.
Q (cfs)
21.00
18.00
15.00
12.00
• m
3.00
SCM#2 Routing
Hyd. No. 11 -- 2 Year
0.00
0 10 20 30 40
Hyd No. 11 Hyd No. 10
Q (cfs)
21.00
18.00
15.00
12.00
ff .
3.00
0.00
50 60 70 80 90 100
Time (hrs)
0 Total storage used = 24,895 cuft

33
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2022
Wednesday, 09 / 14 / 2022
Hyd. No. 12
Post Development =>
DA ByPass SCM#2
Hydrograph type
= SCS Runoff
Peak discharge
= 11.23 cfs
Storm frequency
= 2 yrs
Time to peak
= 12.10 hrs
Time interval
= 2 min
Hyd. volume
= 36,744 cuft
Drainage area
= 8.630 ac
Curve number
= 73
Basin Slope
= 0.0 %
Hydraulic length
= 0 ft
Tc method
= TR55
Time of conc. (Tc)
= 17.20 min
Total precip.
= 3.49 in
Distribution
= Type II
Storm duration
= 24 hrs
Shape factor
= 484
Q (cfs)
12.00
10.00
H Me
2.00
0.00
0 2 4
— Hyd No. 12
Post Development => DA ByPass SCM#2
Hyd. No. 12 -- 2 Year
Q (cfs)
12.00
10.00
MIX
MIX
0.00
10 12 14 16 18 20 22 24 26
Time (hrs)

34
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2022 Wednesday, 09 / 14 / 2022
Hyd. No. 13
Post Development => DA#3 Total
Hydrograph type = Combine Peak discharge = 11.71 cfs
Storm frequency = 2 yrs Time to peak = 12.10 hrs
Time interval = 2 min Hyd. volume = 76,041 cuft
Inflow hyds. = 11, 12 Contrib. drain. area = 8.630 ac
Q (cfs)
12.00
10.00
4.00
0.00
0 2 4
Hyd No. 13
Post Development => DA#3 Total
Hyd. No. 13 -- 2 Year
6 8 10 12
Hyd No. 11
Q (cfs)
12.00
10.00
4.00
2.00
' 0.00
14 16 18 20 22 24 26 28
Time (hrs)
Hyd No. 12

Hydrograph Summary Report
35
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2022
Hyd.
No.
Hydrograph
type
(origin)
Peak
flow
(cfs)
Time
interval
(min)
Time to
Peak
(min)
Hyd.
volume
(cult)
Inflow
hyd(s)
Maximum
elevation
(ft)
Total
strge used
(cuft)
Hydrograph
Description
1
SCS Runoff
201.52
2
732
870,816
------
------
------
Pre -Development => DA#1
2
SCS Runoff
39.53
2
728
144,735
------
------
------
Pre -Development => DA#2
3
SCS Runoff
31.31
2
726
101,170
------
------
------
Pre -Development => DA#3
5
SCS Runoff
62.14
2
716
126,889
------
------
------
Post Development => DA to SCM#1
6
Reservoir
9.241
2
728
114,042
5
179.79
62,889
SCM#1 Routing
7
SCS Runoff
213.06
2
732
922,565
------
------
------
Post Development => DA ByPass SC
8
Combine
222.28
2
732
1,036,607
6,7
------
------
Post Development => DA#1 Total
9
SCS Runoff
4.558
2
718
9,115
------
------
------
Post Development => DA#2
10
SCS Runoff
34.67
2
716
71,623
------
------
------
Post Development => DA to SCM#2
11
Reservoir
6.040
2
726
69,634
10
175.76
37,260
SCM#2 Routing
12
SCS Runoff
23.44
2
724
73,904
------
------
------
Post Development => DA ByPass SC
13
Combine
29.34
2
726
143,538
11, 12
------
------
Post Development => DA#3 Total
Avonlea Routing.gpw
Return Period: 10 Year
Wednesday, 09 / 14 / 2022

36
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2022
Wednesday, 09 / 14 / 2022
Hyd. No. 1
Pre -Development => DA#1
Hydrograph type =
SCS Runoff
Peak discharge
= 201.52 cfs
Storm frequency =
10 yrs
Time to peak
= 12.20 hrs
Time interval =
2 min
Hyd. volume
= 870,816 cuft
Drainage area =
79.500 ac
Curve number
= 80
Basin Slope =
0.0 %
Hydraulic length
= 0 ft
Tc method =
TR55
Time of conc. (Tc)
= 31.70 min
Total precip. =
5.10 in
Distribution
= Type II
Storm duration =
24 hrs
Shape factor
= 484
Q (cfs)
210.00
180.00
150.00
120.00
30.00
0.00
0 2 4
— Hyd No. 1
6 8
Pre -Development => DA#1
Hyd. No. 1 -- 10 Year
Q (cfs)
210.00
180.00
150.00
120.00
.1 01
30.00
- I I I I I I I I \- 0.00
10 12 14 16 18 20 22 24 26
Time (hrs)

37
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2022
Wednesday, 09 / 14 / 2022
Hyd. No. 2
Pre -Development => DA#2
Hydrograph type =
SCS Runoff
Peak discharge
= 39.53 cfs
Storm frequency =
10 yrs
Time to peak
= 12.13 hrs
Time interval =
2 min
Hyd. volume
= 144,735 cuft
Drainage area =
23.800 ac
Curve number
= 64
Basin Slope =
0.0 %
Hydraulic length
= 0 ft
Tc method =
TR55
Time of conc. (Tc)
= 21.30 min
Total precip. =
5.10 in
Distribution
= Type II
Storm duration =
24 hrs
Shape factor
= 484
Q (cfs)
40.00
30.00
10.00
0.00
0 2 4
— Hyd No. 2
Pre -Development => DA#2
Hyd. No. 2 -- 10 Year
6 8 10 12 14 16
Q (cfs)
40.00
30.00
20.00
10.00
'- 0.00
18 20 22 24 26
Time (hrs)

Hydrograph Report
38
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2022
Hyd. No. 3
Pre -Development => DA#3
Hydrograph type = SCS Runoff
Storm frequency = 10 yrs
Time interval = 2 min
Drainage area = 14.880 ac
Basin Slope = 0.0 %
Tc method = TR55
Total precip. = 5.10 in
Storm duration = 24 hrs
Peak discharge
Time to peak
Hyd. volume
Curve number
Hydraulic length
Time of conc. (Tc)
Distribution
Shape factor
Wednesday, 09 / 14 / 2022
= 31.31 cfs
= 12.10 hrs
= 101,170 cuft
= 67
= 0 ft
= 20.00 min
= Type II
= 484
Q (cfs)
35.00
Pre -Development => DA#3
Hyd. No. 3 -- 10 Year
Q (cfs)
35.00
30.00
30.00
25.00
25.00
20.00
20.00
15.00
15.00
10.00
10.00
5.00
5.00
0.00
0 2 4 6 8 10 12 14 16 18 20 22
— Hyd No. 3
- 0.00
24 26
Time (hrs)

39
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2022
Wednesday, 09 / 14 / 2022
Hyd. No. 5
Post Development =>
DA to SCM#1
Hydrograph type
= SCS Runoff
Peak discharge
= 62.14 cfs
Storm frequency
= 10 yrs
Time to peak
= 11.93 hrs
Time interval
= 2 min
Hyd. volume
= 126,889 cuft
Drainage area
= 12.130 ac
Curve number
= 81
Basin Slope
= 0.0 %
Hydraulic length
= 0 ft
Tc method
= User
Time of conc. (Tc)
= 5.00 min
Total precip.
= 5.10 in
Distribution
= Type II
Storm duration
= 24 hrs
Shape factor
= 484
Q (cfs)
70.00
60.00
50.00
40.00
30.00
20.00
10.00
0.00
0.0 2.0 4.0 6.0
Hyd No. 5
Post Development => DA to SCM#1
Hyd. No. 5 -- 10 Year
Q (cfs)
70.00
50.00
A
30.00
20.00
10.00
' 0.00
8.0 10.0 12.0 14.0 16.0 18.0 20.0 22.0
Time (hrs)

40
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2022
Wednesday, 09 / 14 / 2022
Hyd. No. 6
SCM#1 Routing
Hydrograph type
= Reservoir
Peak discharge
= 9.241 cfs
Storm frequency
= 10 yrs
Time to peak
= 12.13 hrs
Time interval
= 2 min
Hyd. volume
= 114,042 cuft
Inflow hyd. No.
= 5 - Post Development => DA AlBENE46vation
= 179.79 ft
Reservoir name
= Wet Detention Pond#1
Max. Storage
= 62,889 cuft
Storage Indication method used.
SCM#1 Routing
Q (cfs) Hyd. No. 6 -- 10 Year Q (cfs)
70.00 70.00
60.00 60.00
50.00 50.00
40.00 40.00
30.00 30.00
20.00 20.00
10.00 10.00
0.00 - 0.00
0 4 8 12 16 20 24 28 32 36 40 44
Time (hrs)
Hyd No. 6 Hyd No. 5 Total storage used = 62,889 cuft

41
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2022
Wednesday, 09 / 14 / 2022
Hyd. No. 7
Post Development =>
DA ByPass SCM#1
Hydrograph type
= SCS Runoff
Peak discharge
= 213.06 cfs
Storm frequency
= 10 yrs
Time to peak
= 12.20 hrs
Time interval
= 2 min
Hyd. volume
= 922,565 cuft
Drainage area
= 89.750 ac
Curve number
= 78
Basin Slope
= 0.0 %
Hydraulic length
= 0 ft
Tc method
= User
Time of conc. (Tc)
= 31.70 min
Total precip.
= 5.10 in
Distribution
= Type II
Storm duration
= 24 hrs
Shape factor
= 484
Q (cfs)
240.00
210.00
180.00
150.00
120.00
30.00
Post Development => DA ByPass SCM#1
Hyd. No. 7 -- 10 Year
Q (cfs)
240.00
210.00
180.00
150.00
120.00
30.00
0.00 r I I I I I I
' -, 0.00
0 2 4 6 8 10 12 14 16 18 20 22 24 26
— Hyd No. 7 Time (hrs)

42
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2022 Wednesday, 09 / 14 / 2022
Hyd. No. 8
Post Development => DA#1 Total
Hydrograph type = Combine Peak discharge = 222.28 cfs
Storm frequency = 10 yrs Time to peak = 12.20 hrs
Time interval = 2 min Hyd. volume = 1,036,607 cuft
Inflow hyds. = 6, 7 Contrib. drain. area = 89.750 ac
Q (cfs)
240.00
210.00
180.00
150.00
120.00
30.00
0.00
0 2 4
— Hyd No. 8
Post Development => DA#1 Total
Hyd. No. 8 -- 10 Year
Q (cfs)
240.00
210.00
180.00
150.00
120.00
30.00
0.00
6 8 10 12 14 16 18 20 22 24 26
Time (hrs)
— Hyd No. 6 Hyd No. 7

43
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2022
Wednesday, 09 / 14 / 2022
Hyd. No. 9
Post Development => DA#2
Hydrograph type =
SCS Runoff
Peak discharge
= 4.558 cfs
Storm frequency =
10 yrs
Time to peak
= 11.97 hrs
Time interval =
2 min
Hyd. volume
= 9,115 cuft
Drainage area =
1.430 ac
Curve number
= 67
Basin Slope =
0.0 %
Hydraulic length
= 0 ft
Tc method =
User
Time of conc. (Tc)
= 5.00 min
Total precip. =
5.10 in
Distribution
= Type II
Storm duration =
24 hrs
Shape factor
= 484
Q (cfs)
5.00
4.00
3.00
NM
1.00
0.00
0 2 4
Hyd No. 9
6 8
Post Development => DA#2
Hyd. No. 9 -- 10 Year
Q (cfs)
5.00
4.00
3.00
2.00
1.00
0.00
10 12 14 16 18 20 22 24 26
Time (hrs)

44
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2022
Wednesday, 09 / 14 / 2022
Hyd. No. 10
Post Development =>
DA to SCM#2
Hydrograph type
= SCS Runoff
Peak discharge
= 34.67 cfs
Storm frequency
= 10 yrs
Time to peak
= 11.93 hrs
Time interval
= 2 min
Hyd. volume
= 71,623 cuft
Drainage area
= 6.260 ac
Curve number
= 84
Basin Slope
= 0.0 %
Hydraulic length
= 0 ft
Tc method
= User
Time of conc. (Tc)
= 5.00 min
Total precip.
= 5.10 in
Distribution
= Type II
Storm duration
= 24 hrs
Shape factor
= 484
Q (cfs)
35.00
30.00
25.00
20.00
15.00
10.00
5.00
0.00
0.0 2.0 4.0
- Hyd No. 10
Post Development => DA to SCM#2
Hyd. No. 10 -- 10 Year
Q (cfs)
35.00
30.00
25.00
20.00
15.00
10.00
5.00
i�1 1 1 1 110.00
8.0 10.0 12.0 14.0 16.0 18.0 20.0 22.0
Time (hrs)

45
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2022
Wednesday, 09 / 14 / 2022
Hyd. No. 11
SCM#2 Routing
Hydrograph type
= Reservoir
Peak discharge
= 6.040 cfs
Storm frequency
= 10 yrs
Time to peak
= 12.10 hrs
Time interval
= 2 min
Hyd. volume
= 69,634 cuft
Inflow hyd. No.
= 10 - Post Development => DA L&SCE462ation
= 175.76 ft
Reservoir name
= Wet Detention Pond #2
Max. Storage
= 37,260 cuft
Storage Indication method used.
Q (cfs)
35.00
30.00
25.00
15.00
10.00
5.00
0.00
0 6 12
Hyd No. 11
SCM#2 Routing
Hyd. No. 11 -- 10 Year
Q (cfs)
35.00
30.00
25.00
20.00
15.00
10.00
5.00
0.00
18 24 30 36 42 48 54 60 66
Time (hrs)
Hyd No. 10 0 Total storage used = 37,260 cuft

Hydrograph Report
46
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2022
Hyd. No. 12
Post Development => DA ByPass SCM#2
Hydrograph type = SCS Runoff
Storm frequency = 10 yrs
Time interval = 2 min
Drainage area = 8.630 ac
Basin Slope = 0.0 %
Tc method = TR55
Total precip. = 5.10 in
Storm duration = 24 hrs
Peak discharge
Time to peak
Hyd. volume
Curve number
Hydraulic length
Time of conc. (Tc)
Distribution
Shape factor
Wednesday, 09 / 14 / 2022
= 23.44 cfs
= 12.07 hrs
= 73,904 cuft
= 73
= 0 ft
= 17.20 min
= Type II
= 484
Q (cfs)
24.00
Post Development => DA ByPass SCM#2
Hyd. No. 12 -- 10 Year
Q (cfs)
24.00
20.00
20.00
16.00
16.00
12.00
12.00
8.00
8.00
4.00
4.00
0.00 - 0.00
0 2 4 6 8 10 12 14 16 18 20 22 24 26
— Hyd No. 12 Time (hrs)

47
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2022 Wednesday, 09 / 14 / 2022
Hyd. No. 13
Post Development => DA#3 Total
Hydrograph type = Combine Peak discharge = 29.34 cfs
Storm frequency = 10 yrs Time to peak = 12.10 hrs
Time interval = 2 min Hyd. volume = 143,538 cuft
Inflow hyds. = 11, 12 Contrib. drain. area = 8.630 ac
Post Development => DA#3 Total
Q (cfs) Hyd. No. 13 -- 10 Year Q (cfs)
30.00 30.00
25.00 25.00
20.00 20.00
15.00 15.00
10.00 10.00
5.00 5.00
0.00 0.00
0 2 4 6 8 10 12 14 16 18 20 22 24 26 28
Time (hrs)
— Hyd No. 13 Hyd No. 11 Hyd No. 12

Hydrograph Summary Report
48
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2022
Hyd.
No.
Hydrograph
type
(origin)
Peak
flow
(cfs)
Time
interval
(min)
Time to
Peak
(min)
Hyd.
volume
(cult)
Inflow
hyd(s)
Maximum
elevation
(ft)
Total
strge used
(cuft)
Hydrograph
Description
1
SCS Runoff
259.87
2
732
1,123,326
------
------
------
Pre -Development => DA#1
2
SCS Runoff
57.11
2
728
203,436
------
------
------
Pre -Development => DA#2
3
SCS Runoff
43.90
2
724
139,518
------
------
------
Pre -Development => DA#3
5
SCS Runoff
79.04
2
716
162,956
------
------
------
Post Development => DA to SCM#1
6
Reservoir
37.81
2
722
150,097
5
180.32
75,208
SCM#1 Routing
7
SCS Runoff
278.00
2
732
1,200,978
------
------
------
Post Development => DA ByPass SC
8
Combine
292.56
2
732
1,351,074
6,7
------
------
Post Development => DA#1 Total
9
SCS Runoff
6.267
2
718
12,570
------
------
------
Post Development => DA#2
10
SCS Runoff
43.44
2
716
90,797
------
------
------
Post Development => DA to SCM#2
11
Reservoir
9.945
2
724
88,734
10
176.25
45,463
SCM#2 Routing
12
SCS Runoff
31.48
2
724
98,578
------
------
------
Post Development => DA ByPass SC
13
Combine
41.43
2
724
187,312
11, 12
------
------
Post Development => DA#3 Total
Avonlea Routing.gpw
Return Period: 25 Year
Wednesday, 09 / 14 / 2022

49
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2022
Wednesday, 09 / 14 / 2022
Hyd. No. 1
Pre -Development => DA#1
Hydrograph type =
SCS Runoff
Peak discharge
= 259.87 cfs
Storm frequency =
25 yrs
Time to peak
= 12.20 hrs
Time interval =
2 min
Hyd. volume
= 1,123,326 cuft
Drainage area =
79.500 ac
Curve number
= 80
Basin Slope =
0.0 %
Hydraulic length
= 0 ft
Tc method =
TR55
Time of conc. (Tc)
= 31.70 min
Total precip. =
6.07 in
Distribution
= Type II
Storm duration =
24 hrs
Shape factor
= 484
Q (cfs)
280.00
021�
r01 MI
160.00
120.00
0.00
0 2 4
— Hyd No. 1
6 8
Pre -Development => DA#1
Hyd. No. 1 -- 25 Year
Q (cfs)
280.00
240.00
200.00
160.00
120.00
40.00
I I I I I I I I \- 0.00
10 12 14 16 18 20 22 24 26
Time (hrs)

50
Hydrograph
Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2022
Wednesday, 09 / 14 / 2022
Hyd. No. 2
Pre -Development =>
DA#2
Hydrograph type
= SCS Runoff
Peak discharge
= 57.11 cfs
Storm frequency
= 25 yrs
Time to peak
= 12.13 hrs
Time interval
= 2 min
Hyd. volume
= 203,436 cuft
Drainage area
= 23.800 ac
Curve number
= 64
Basin Slope
= 0.0 %
Hydraulic length
= 0 ft
Tc method
= TR55
Time of conc. (Tc)
= 21.30 min
Total precip.
= 6.07 in
Distribution
= Type II
Storm duration
= 24 hrs
Shape factor
= 484
Pre -Development => DA#2
Q (cfs)
Hyd. No. 2 -- 25 Year
Q (cfs)
60.00
60.00
50.00 ' i i i i i MM i i i i i i ' 50.00
40.00 ' ' ' i i i i i i ' 40.00
30.00 ' ' 'i i i i i i' 30.00
20.00 ' " 'i i i i i i' 20.00
10.00 ' i i i i i
" 'i i i i i i ' 10.00
0.00 1 1 1 1 1 1— ' ' � 0.00
0 2 4 6 8 10 12 14 16 18 20 22 24 26
— Hyd No. 2 Time (hrs)

51
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2022
Wednesday, 09 / 14 / 2022
Hyd. No. 3
Pre -Development => DA#3
Hydrograph type =
SCS Runoff
Peak discharge
= 43.90 cfs
Storm frequency =
25 yrs
Time to peak
= 12.07 hrs
Time interval =
2 min
Hyd. volume
= 139,518 cuft
Drainage area =
14.880 ac
Curve number
= 67
Basin Slope =
0.0 %
Hydraulic length
= 0 ft
Tc method =
TR55
Time of conc. (Tc)
= 20.00 min
Total precip. =
6.07 in
Distribution
= Type II
Storm duration =
24 hrs
Shape factor
= 484
Q (cfs)
50.00
40.00
30.00
20.00
10.00
0.00
0 2 4
Hyd No. 3
6 8
Pre -Development => DA#3
Hyd. No. 3 -- 25 Year
Q (cfs)
50.00
40.00
30.00
20.00
10.00
J..0- I I I I I I_ 0.00
10 12 14 16 18 20 22 24 26
Time (hrs)

52
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2022
Wednesday, 09 / 14 / 2022
Hyd. No. 5
Post Development =>
DA to SCM#1
Hydrograph type
= SCS Runoff
Peak discharge
= 79.04 cfs
Storm frequency
= 25 yrs
Time to peak
= 11.93 hrs
Time interval
= 2 min
Hyd. volume
= 162,956 cuft
Drainage area
= 12.130 ac
Curve number
= 81
Basin Slope
= 0.0 %
Hydraulic length
= 0 ft
Tc method
= User
Time of conc. (Tc)
= 5.00 min
Total precip.
= 6.07 in
Distribution
= Type II
Storm duration
= 24 hrs
Shape factor
= 484
Q (cfs)
80.00
70.00
50.00
30.00
10.00
Post Development => DA to SCM#1
Hyd. No. 5 -- 25 Year
Q (cfs)
80.00
70.00
50.00
40.00
30.00
20.00
10.00
0.00 1 1 1 1 1 1 1 1 1 1 0.00
0.0 2.0 4.0 6.0 8.0 10.0 12.0 14.0 16.0 18.0 20.0 22.0
Hyd No. 5 Time (hrs)

53
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2022
Wednesday, 09 / 14 / 2022
Hyd. No. 6
SCM#1 Routing
Hydrograph type
= Reservoir
Peak discharge
= 37.81 cfs
Storm frequency
= 25 yrs
Time to peak
= 12.03 hrs
Time interval
= 2 min
Hyd. volume
= 150,097 cuft
Inflow hyd. No.
= 5 - Post Development => DA td/lOiENOMvation
= 180.32 ft
Reservoir name
= Wet Detention Pond#1
Max. Storage
= 75,208 cuft
Storage Indication method used.
SCM#1 Routing
Q (cfs) Hyd. No. 6 -- 25 Year Q (cfs)
80.00 80.00
70.00 70.00
60.00 60.00
50.00 50.00
40.00 40.00
30.00 30.00
20.00 20.00
10.00 10.00
0.00 0.00
0 2 4 6 8 10 12 14 16 18 20 22 24 26 28
Time (hrs)
Hyd No. 6 Hyd No. 5 0 Total storage used = 75,208 cuft

54
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2022
Wednesday, 09 / 14 / 2022
Hyd. No. 7
Post Development =>
DA ByPass SCM#1
Hydrograph type
= SCS Runoff
Peak discharge
= 278.00 cfs
Storm frequency
= 25 yrs
Time to peak
= 12.20 hrs
Time interval
= 2 min
Hyd. volume
= 1,200,978 cuft
Drainage area
= 89.750 ac
Curve number
= 78
Basin Slope
= 0.0 %
Hydraulic length
= 0 ft
Tc method
= User
Time of conc. (Tc)
= 31.70 min
Total precip.
= 6.07 in
Distribution
= Type II
Storm duration
= 24 hrs
Shape factor
= 484
Q (cfs)
280.00
021�
r01 MI
160.00
120.00
0.00
0 2 4
— Hyd No. 7
Post Development => DA ByPass SCM#1
Hyd. No. 7 -- 25 Year
6 8
Q (cfs)
280.00
240.00
200.00
160.00
120.00
40.00
I I I I I I I I- I_ 0.00
10 12 14 16 18 20 22 24 26
Time (hrs)

55
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2022 Wednesday, 09 / 14 / 2022
Hyd. No. 8
Post Development => DA#1 Total
Hydrograph type = Combine Peak discharge = 292.56 cfs
Storm frequency = 25 yrs Time to peak = 12.20 hrs
Time interval = 2 min Hyd. volume = 1,351,074 cuft
Inflow hyds. = 6, 7 Contrib. drain. area = 89.750 ac
Q (cfs)
320.00
r01 91
160.00
120.00
0.00
0 2 4
— Hyd No. 8
Post Development => DA#1 Total
Hyd. No. 8 -- 25 Year
Q (cfs)
320.00
280.00
240.00
200.00
160.00
120.00
M9 9I
0.00
6 8 10 12 14 16 18 20 22 24 26
Time (hrs)
— Hyd No. 6 Hyd No. 7

56
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2022
Wednesday, 09 / 14 / 2022
Hyd. No. 9
Post Development => DA#2
Hydrograph type =
SCS Runoff
Peak discharge
= 6.267 cfs
Storm frequency =
25 yrs
Time to peak
= 11.97 hrs
Time interval =
2 min
Hyd. volume
= 12,570 cuft
Drainage area =
1.430 ac
Curve number
= 67
Basin Slope =
0.0 %
Hydraulic length
= 0 ft
Tc method =
User
Time of conc. (Tc)
= 5.00 min
Total precip. =
6.07 in
Distribution
= Type II
Storm duration =
24 hrs
Shape factor
= 484
Q (cfs)
7.00
.M
5.00
4.00
3.00
r 11
1.00
0.00
0 2 4
Hyd No. 9
6 8
Post Development => DA#2
Hyd. No. 9 -- 25 Year
Q (cfs)
7.00
M
5.00
4.00
3.00
2.00
1.00
J-I I I I 10.00
10 12 14 16 18 20 22 24 26
Time (hrs)

Hydrograph Report
57
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2022
Hyd. No. 10
Post Development =>
DA to SCM#2
Hydrograph type
= SCS Runoff
Storm frequency
= 25 yrs
Time interval
= 2 min
Drainage area
= 6.260 ac
Basin Slope
= 0.0 %
Tc method
= User
Total precip.
= 6.07 in
Storm duration
= 24 hrs
Q (cfs)
50.00
30.00
20.00
10.00
2.0 4.0
Hyd No. 10
Peak discharge
Time to peak
Hyd. volume
Curve number
Hydraulic length
Time of conc. (Tc)
Distribution
Shape factor
Post Development => DA to SCM#2
Hyd. No. 10 -- 25 Year
6.0 8.0
Wednesday, 09 / 14 / 2022
= 43.44 cfs
= 11.93 hrs
= 90,797 cuft
= 84
= 0 ft
= 5.00 min
= Type II
= 484
Q (cfs)
50.00
w1 1I
30.00
20.00
10.00
0.00
10.0 12.0 14.0 16.0 18.0 20.0 22.0
Time (hrs)

Hydrograph
Report
58
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2022
Wednesday, 09 / 14 / 2022
Hyd. No. 11
SCM#2 Routing
Hydrograph type
= Reservoir
Peak discharge
= 9.945 cfs
Storm frequency
= 25 yrs
Time to peak
= 12.07 hrs
Time interval
= 2 min
Hyd. volume
= 88,734 cuft
Inflow hyd. No.
= 10 - Post Development => DA L&SCE462ation
= 176.25 ft
Reservoir name
= Wet Detention Pond #2
Max. Storage
= 45,463 cuft
Storage Indication method used
Q (cfs)
50.00
30.00
20.00
10.00
SCM#2 Routing
Hyd. No. 11 -- 25 Year
4 8 12 16 20 24 28
Hyd No. 11 Hyd No. 10 Total storage used = 45,463 cuft
Q (cfs)
50.00
E1 1I
30.00
20.00
10.00
0.00
32
Time (hrs)

59
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2022
Wednesday, 09 / 14 / 2022
Hyd. No. 12
Post Development =>
DA ByPass SCM#2
Hydrograph type
= SCS Runoff
Peak discharge
= 31.48 cfs
Storm frequency
= 25 yrs
Time to peak
= 12.07 hrs
Time interval
= 2 min
Hyd. volume
= 98,578 cuft
Drainage area
= 8.630 ac
Curve number
= 73
Basin Slope
= 0.0 %
Hydraulic length
= 0 ft
Tc method
= TR55
Time of conc. (Tc)
= 17.20 min
Total precip.
= 6.07 in
Distribution
= Type II
Storm duration
= 24 hrs
Shape factor
= 484
Q (cfs)
35.00
30.00
25.00
20.00
15.00
10.00
5.00
0.00
0 2 4
— Hyd No. 12
Post Development => DA ByPass SCM#2
Hyd. No. 12 -- 25 Year
6 8
Q (cfs)
35.00
30.00
25.00
20.00
15.00
10.00
5.00
.� I I I I I I - I_ 0.00
10 12 14 16 18 20 22 24 26
Time (hrs)

60
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2022 Wednesday, 09 / 14 / 2022
Hyd. No. 13
Post Development => DA#3 Total
Hydrograph type = Combine Peak discharge = 41.43 cfs
Storm frequency = 25 yrs Time to peak = 12.07 hrs
Time interval = 2 min Hyd. volume = 187,312 cuft
Inflow hyds. = 11, 12 Contrib. drain. area = 8.630 ac
Q (cfs)
50.00
40.00
30.00
20.00
10.00
0.00
0 2 4
Hyd No. 13
Post Development => DA#3 Total
Hyd. No. 13 -- 25 Year
6 8 10
Hyd No. 11
12 14 16
Hyd No. 12
Q (cfs)
50.00
40.00
30.00
20.00
10.00
0.00
18 20 22 24 26
Time (hrs)

Hydrograph Summary Report
61
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2022
Hyd.
No.
Hydrograph
type
(origin)
Peak
flow
(cfs)
Time
interval
(min)
Time to
Peak
(min)
Hyd.
volume
(cult)
Inflow
hyd(s)
Maximum
elevation
(ft)
Total
strge used
(cuft)
Hydrograph
Description
1
SCS Runoff
354.44
2
732
1,539,763
------
------
------
Pre -Development => DA#1
2
SCS Runoff
87.53
2
726
306,074
------
------
------
Pre -Development => DA#2
3
SCS Runoff
65.58
2
724
205,690
------
------
------
Pre -Development => DA#3
5
SCS Runoff
106.19
2
716
222,275
------
------
------
Post Development => DA to SCM#1
6
Reservoir
89.64
2
720
209,400
5
180.65
83,045
SCM#1 Routing
7
SCS Runoff
383.99
2
732
1,662,806
------
------
------
Post Development => DA ByPass SC
8
Combine
402.87
2
732
1,872,206
6,7
------
------
Post Development => DA#1 Total
9
SCS Runoff
9.175
2
716
18,532
------
------
------
Post Development => DA#2
10
SCS Runoff
57.43
2
716
122,092
------
------
------
Post Development => DA to SCM#2
11
Reservoir
28.25
2
722
119,927
10
176.90
56,913
SCM#2 Routing
12
SCS Runoff
44.82
2
724
140,181
------
------
------
Post Development => DA ByPass SC
13
Combine
71.49
2
722
260,108
11, 12
------
------
Post Development => DA#3 Total
Avonlea Routing.gpw
Return Period: 100 Year
Wednesday, 09 / 14 / 2022

62
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2022
Wednesday, 09 / 14 / 2022
Hyd. No. 1
Pre -Development => DA#1
Hydrograph type =
SCS Runoff
Peak discharge
= 354.44 cfs
Storm frequency =
100 yrs
Time to peak
= 12.20 hrs
Time interval =
2 min
Hyd. volume
= 1,539,763 cuft
Drainage area =
79.500 ac
Curve number
= 80
Basin Slope =
0.0 %
Hydraulic length
= 0 ft
Tc method =
TR55
Time of conc. (Tc)
= 31.70 min
Total precip. =
7.62 in
Distribution
= Type II
Storm duration =
24 hrs
Shape factor
= 484
Q (cfs
400.00
350.00
250.00
150.00
100.00
50.00
Pre -Development => DA#1
Hyd. No. 1 -- 100 Year
Q (cfs)
400.00
350.00
300.00
250.00
200.00
150.00
100.00
50.00
0.00 - 0.00
0 2 4 6 8 10 12 14 16 18 20 22 24 26
— Hyd No. 1 Time (hrs)

63
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2022
Wednesday, 09 / 14 / 2022
Hyd. No. 2
Pre -Development => DA#2
Hydrograph type =
SCS Runoff
Peak discharge
= 87.53 cfs
Storm frequency =
100 yrs
Time to peak
= 12.10 hrs
Time interval =
2 min
Hyd. volume
= 306,074 cuft
Drainage area =
23.800 ac
Curve number
= 64
Basin Slope =
0.0 %
Hydraulic length
= 0 ft
Tc method =
TR55
Time of conc. (Tc)
= 21.30 min
Total precip. =
7.62 in
Distribution
= Type II
Storm duration =
24 hrs
Shape factor
= 484
Pre -Development => DA#2
Q (cfs) Hyd. No. 2 -- 100 Year
90.00
80.00
70.00
60.00
50.00
40.00
30.00
20.00
10.00
0.00
0 2 4
Hyd No. 2
Q (cfs)
90.00
80.00
70.00
60.00
50.00
40.00
30.00
20.00
10.00
0.00
8 10 12 14 16 18 20 22 24 26
Time (hrs)

64
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2022
Wednesday, 09 / 14 / 2022
Hyd. No. 3
Pre -Development => DA#3
Hydrograph type =
SCS Runoff
Peak discharge
= 65.58 cfs
Storm frequency =
100 yrs
Time to peak
= 12.07 hrs
Time interval =
2 min
Hyd. volume
= 205,690 cuft
Drainage area =
14.880 ac
Curve number
= 67
Basin Slope =
0.0 %
Hydraulic length
= 0 ft
Tc method =
TR55
Time of conc. (Tc)
= 20.00 min
Total precip. =
7.62 in
Distribution
= Type II
Storm duration =
24 hrs
Shape factor
= 484
Q (cfs)
70.00
50.00
30.00
20.00
10.00
0.00
0 2 4
Hyd No. 3
6 8
Pre -Development => DA#3
Hyd. No. 3 -- 100 Year
Q (cfs)
70.00
50.00
40.00
30.00
20.00
10.00
.0— I I I I I I I_ i
0.00
10 12 14 16 18 20 22 24 26
Time (hrs)

Hydrograph Report
65
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2022
Hyd. No. 5
Post Development =>
DA to SCM#1
Hydrograph type
= SCS Runoff
Storm frequency
= 100 yrs
Time interval
= 2 min
Drainage area
= 12.130 ac
Basin Slope
= 0.0 %
Tc method
= User
Total precip.
= 7.62 in
Storm duration
= 24 hrs
Q (cfs)
120.00
100.00
20.00
0.00
0.0 2.0 4.0
— Hyd No. 5
Peak discharge
Time to peak
Hyd. volume
Curve number
Hydraulic length
Time of conc. (Tc)
Distribution
Shape factor
Post Development => DA to SCM#1
Hyd. No. 5 -- 100 Year
6.0 8.0
Wednesday, 09 / 14 / 2022
= 106.19 cfs
= 11.93 hrs
= 222,275 cuft
= 81
= 0 ft
= 5.00 min
= Type II
= 484
Q (cfs)
120.00
100.00
A
20.00
' 0.00
10.0 12.0 14.0 16.0 18.0 20.0 22.0
Time (hrs)

66
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2022
Wednesday, 09 / 14 / 2022
Hyd. No. 6
SCM#1 Routing
Hydrograph type
= Reservoir
Peak discharge
= 89.64 cfs
Storm frequency
= 100 yrs
Time to peak
= 12.00 hrs
Time interval
= 2 min
Hyd. volume
= 209,400 cuft
Inflow hyd. No.
= 5 - Post Development => DA td/BEN5Mvation
= 180.65 ft
Reservoir name
= Wet Detention Pond#1
Max. Storage
= 83,045 cuft
Storage Indication method used.
Q (cfs)
120.00
100.00
0.00
0 2 4
Hyd No. 6
SCM#1 Routing
Hyd. No. 6 -- 100 Year
Q (cfs)
120.00
100.00
40.00
20.00
6 8 10 12 14 16 18 20 22 24 26
Time (hrs)
Hyd No. 5 0 Total storage used = 83,045 cuft

Hydrograph Report
67
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2022
Hyd. No. 7
Post Development => DA ByPass SCM#1
Hydrograph type = SCS Runoff
Storm frequency = 100 yrs
Time interval = 2 min
Drainage area = 89.750 ac
Basin Slope = 0.0 %
Tc method = User
Total precip. = 7.62 in
Storm duration = 24 hrs
Peak discharge
Time to peak
Hyd. volume
Curve number
Hydraulic length
Time of conc. (Tc)
Distribution
Shape factor
Wednesday, 09 / 14 / 2022
= 383.99 cfs
= 12.20 hrs
= 1,662,806 cuft
= 78
= 0 ft
= 31.70 min
= Type II
= 484
Q (cfs)
420.00
Post Development => DA ByPass SCM#1
Hyd. No. 7 -- 100 Year
Q (cfs)
420.00
360.00
360.00
300.00
300.00
240.00
240.00
180.00
180.00
120.00
120.00
60.00
60.00
0.00
0 2 4 6 8 10 12 14 16 18 20 22
— Hyd No. 7
- 0.00
24 26
Time (hrs)

Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2022 Wednesday, 09 / 14 / 2022
Hyd. No. 8
Post Development => DA#1 Total
Hydrograph type = Combine Peak discharge = 402.87 cfs
Storm frequency = 100 yrs Time to peak = 12.20 hrs
Time interval = 2 min Hyd. volume = 1,872,206 cuft
Inflow hyds. = 6, 7 Contrib. drain. area = 89.750 ac
Q (cfs)
420.00
360.00
300.00
180.00
120.00
0.00
0 2 4
— Hyd No. 8
Post Development => DA#1 Total
Hyd. No. 8 -- 100 Year
Q (cfs)
420.00
360.00
300.00
240.00
180.00
120.00
0.00
6 8 10 12 14 16 18 20 22 24 26
Time (hrs)
— Hyd No. 6 Hyd No. 7

69
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2022
Wednesday, 09 / 14 / 2022
Hyd. No. 9
Post Development =>
DA#2
Hydrograph type
= SCS Runoff
Peak discharge
= 9.175 cfs
Storm frequency
= 100 yrs
Time to peak
= 11.93 hrs
Time interval
= 2 min
Hyd. volume
= 18,532 cuft
Drainage area
= 1.430 ac
Curve number
= 67
Basin Slope
= 0.0 %
Hydraulic length
= 0 ft
Tc method
= User
Time of conc. (Tc)
= 5.00 min
Total precip.
= 7.62 in
Distribution
= Type II
Storm duration
= 24 hrs
Shape factor
= 484
Post Development => DA#2
Q (cfs)
Hyd. No. 9 -- 100 Year
Q (cfs)
10.00
10.00
8.00
8.00
6.00
6.00
4.00
4.00
2.00
2.00
0.00
- 0.00
0 2 4 6 8 10 12 14 16 18 20 22
24 26
— Hyd No. 9
Time (hrs)

70
Hydrograph
Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2022
Wednesday, 09 / 14 / 2022
Hyd. No. 10
Post Development => DA to SCM#2
Hydrograph type
= SCS Runoff
Peak discharge
= 57.43 cfs
Storm frequency
= 100 yrs
Time to peak
= 11.93 hrs
Time interval
= 2 min
Hyd. volume
= 122,092 cuft
Drainage area
= 6.260 ac
Curve number
= 84
Basin Slope
= 0.0 %
Hydraulic length
= 0 ft
Tc method
= User
Time of conc. (Tc)
= 5.00 min
Total precip.
= 7.62 in
Distribution
= Type II
Storm duration
= 24 hrs
Shape factor
= 484
Post Development => DA to SCM#2
Q (cfs)
Hyd. No. 10 -- 100
Year
Q (cfs)
60.00
60.00
50.00 ' i i i i i M i i i ' 50.00
40.00 ' ' 40.00
30.00 ' ' 30.00
20.00 ' ' 'i i i' 20.00
10.00 ' i i i i i ' " i i i ' 10.00
0.00 1 1 1 1 1 1 1 1 0.00
0.0 2.0 4.0 6.0 8.0 10.0 12.0 14.0 16.0 18.0 20.0
— Hyd No. 10 Time (hrs)

71
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2022
Wednesday, 09 / 14 / 2022
Hyd. No. 11
SCM#2 Routing
Hydrograph type
= Reservoir
Peak discharge
= 28.25 cfs
Storm frequency
= 100 yrs
Time to peak
= 12.03 hrs
Time interval
= 2 min
Hyd. volume
= 119,927 cuft
Inflow hyd. No.
= 10 - Post Development => DA E&SCE462ation
= 176.90 ft
Reservoir name
= Wet Detention Pond #2
Max. Storage
= 56,913 cuft
Storage Indication method used.
Q (cfs)
60.00
50.00
40.00
30.00
10.00
0.00
0 2 4
Hyd No. 11
SCM#2 Routing
Hyd. No. 11 -- 100 Year
6 8 10 12 14
Hyd No. 10
Q (cfs)
60.00
50.00
40.00
30.00
20.00
10.00
0.00
16 18 20 22 24 26 28 30
Time (hrs)
0 Total storage used = 56,913 cuft

72
Hydrograph
Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2022
Wednesday, 09 / 14 / 2022
Hyd. No. 12
Post Development => DA ByPass SCM#2
Hydrograph type
= SCS Runoff
Peak discharge
= 44.82 cfs
Storm frequency
= 100 yrs
Time to peak
= 12.07 hrs
Time interval
= 2 min
Hyd. volume
= 140,181 cuft
Drainage area
= 8.630 ac
Curve number
= 73
Basin Slope
= 0.0 %
Hydraulic length
= 0 ft
Tc method
= TR55
Time of conc. (Tc)
= 17.20 min
Total precip.
= 7.62 in
Distribution
= Type II
Storm duration
= 24 hrs
Shape factor
= 484
Post Development => DA
ByPass SCM#2
Q (cfs)
Hyd. No. 12 -- 100
Year
Q (cfs)
50.00
50.00
40.00 ' ' 40.00
30.00 ' ' 30.00
20.00 ' "' i i i i i i ' 20.00
10.00 ' i i i i i " ' i i i i i i ' 10.00
0.00 ' 0.00
0 2 4 6 8 10 12 14 16 18 20 22 24 26
— Hyd No. 12 Time (hrs)

73
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2022 Wednesday, 09 / 14 / 2022
Hyd. No. 13
Post Development => DA#3 Total
Hydrograph type = Combine Peak discharge = 71.49 cfs
Storm frequency = 100 yrs Time to peak = 12.03 hrs
Time interval = 2 min Hyd. volume = 260,108 cuft
Inflow hyds. = 11, 12 Contrib. drain. area = 8.630 ac
Post Development => DA#3 Total
Q (cfs) Hyd. No. 13 -- 100 Year Q (cfs)
80.00 80.00
70.00 70.00
60.00 60.00
50.00 50.00
40.00 40.00
30.00 30.00
20.00 20.00
10.00 10.00
0.00 0.00
0 2 4 6 8 10 12 14 16 18 20 22 24 26
Time (hrs)
Hyd No. 13 Hyd No. 11 Hyd No. 12

Hydraflow Rainfall Report
74
Hydraflow Hydrographs Extension for Autodesk0 Civil 3DO by Autodesk, Inc. v2022
Return
Period
Intensity -Duration -Frequency Equation Coefficients (FHA)
(Yrs)
B
D
E
(N/A)
1
59.3109
12.3000
0.8785
--------
2
66.7847
12.4000
0.8642
--------
3
0.0000
0.0000
0.0000
--------
5
0.0000
0.0000
0.0000
--------
10
70.3899
12.3000
0.7992
--------
25
60.2518
10.8000
0.7334
--------
50
0.0000
0.0000
0.0000
--------
100
52.0437
9.3000
0.6602
--------
File name: Apex IDF-Rational.IDF
Intensity = B / (Tc + D)^E
Wednesday, 09 / 14 / 2022
Return
Period
Intensity Values (in/hr)
(Yrs)
5 min
10
15
20
25
30
35
40
45
50
55
60
1
4.85
3.88
3.25
2.80
2.47
2.21
2.00
1.83
1.69
1.57
1.47
1.38
2
5.66
4.55
3.82
3.31
2.92
2.62
2.38
2.18
2.02
1.88
1.76
1.65
3
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
5
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
10
7.21
5.89
5.01
4.38
3.90
3.53
3.23
2.98
2.77
2.59
2.44
2.30
25
7.96
6.51
5.56
4.88
4.37
3.97
3.65
3.38
3.16
2.96
2.80
2.65
50
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
100
8.99
7.37
6.33
5.60
5.04
4.61
4.26
3.97
3.72
3.51
3.33
3.17
Tc = time in minutes. Values may exceed 60.
Precip. file name: Z:WutoCAD\Hydraflow\PCP\Harnett County.pcp
Storm
Rainfall Precipitation Table (in)
Distribution
1-yr
2-yr
3-yr
5-yr
10-yr
25-yr
50-yr
100-yr
SCS 24-hour
3.10
3.49
1.00
4.80
5.10
6.07
7.30
7.62
SCS 6-Hr
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
Huff -1st
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
Huff-2nd
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
Huff-3rd
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
Huff-4th
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
Huff-Indy
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
Custom
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00

Hydraflow Table of Contents
Avonlea Routing.gpw
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2022
Wednesday, 09 / 14 / 2022
Watershed Model Schematic...................................................................................... 1
Hydrograph Return Period Recap............................................................................. 2
- Year
SummaryReport......................................................................................................................... 3
HydrographReports
...................................................................................................................
4
Hydrograph No.
1, SCS Runoff, Pre -Development => DA#1...................................................
4
TR-55 Tc Worksheet...........................................................................................................
5
Hydrograph No.
2, SCS Runoff, Pre -Development => DA#2...................................................
6
TR-55 Tc Worksheet...........................................................................................................
7
Hydrograph No.
3, SCS Runoff, Pre -Development => DA#3...................................................
8
TR-55 Tc Worksheet...........................................................................................................
9
Hydrograph No.
5, SCS Runoff, Post Development => DA to SCM#1...................................
10
Hydrograph No.
6, Reservoir, SCM#1 Routing......................................................................
11
Pond Report
- Wet Detention Pond#1...............................................................................
12
Hydrograph No.
7, SCS Runoff, Post Development => DA ByPass SCM#1.........................
13
Hydrograph No.
8, Combine, Post Development => DA#1 Total ...........................................
14
Hydrograph No.
9, SCS Runoff, Post Development => DA#2...............................................
15
Hydrograph No.
10, SCS Runoff, Post Development => DA to SCM#2.................................
16
Hydrograph No.
11, Reservoir, SCM#2 Routing.....................................................................
17
Pond Report
- Wet Detention Pond#2..............................................................................
18
Hydrograph No.
12, SCS Runoff, Post Development => DA ByPass SCM#2.......................
19
TR-55 Tc Worksheet.........................................................................................................
20
Hydrograph No.
13, Combine, Post Development => DA#3 Total ........................................
21
2 - Year
SummaryReport
.......................................................................................................................
22
HydrographReports.................................................................................................................
23
Hydrograph No.
1, SCS Runoff, Pre -Development => DA#1.................................................
23
Hydrograph No.
2, SCS Runoff, Pre -Development => DA#2.................................................
24
Hydrograph No.
3, SCS Runoff, Pre -Development => DA#3.................................................
25
Hydrograph No.
5, SCS Runoff, Post Development => DA to SCM#1...................................
26
Hydrograph No.
6, Reservoir, SCM#1 Routing......................................................................
27
Hydrograph No.
7, SCS Runoff, Post Development => DA ByPass SCM#1.........................
28
Hydrograph No.
8, Combine, Post Development => DA#1 Total ...........................................
29
Hydrograph No.
9, SCS Runoff, Post Development => DA#2...............................................
30
Hydrograph No.
10, SCS Runoff, Post Development => DA to SCM#2.................................
31
Hydrograph No.
11, Reservoir, SCM#2 Routing.....................................................................
32
Hydrograph No.
12, SCS Runoff, Post Development => DA ByPass SCM#2.......................
33
Hydrograph No.
13, Combine, Post Development => DA#3 Total .........................................
34
10 -Year
SummaryReport....................................................................................................................... 35
HydrographReports................................................................................................................. 36
Hydrograph No. 1, SCS Runoff, Pre -Development => DA#1................................................. 36
Hydrograph No. 2, SCS Runoff, Pre -Development => DA#2................................................. 37
Hydrograph No. 3, SCS Runoff, Pre -Development => DA#3................................................. 38

Contents continued...
Avonlea Routing.gpw
Hydrograph No. 5, SCS Runoff, Post Development => DA to SCM#1................................... 39
Hydrograph No. 6, Reservoir, SCM#1 Routing...................................................................... 40
Hydrograph No. 7, SCS Runoff, Post Development => DA ByPass SCM#1......................... 41
Hydrograph No. 8, Combine, Post Development => DA#1 Total ........................................... 42
Hydrograph No. 9, SCS Runoff, Post Development => DA#2............................................... 43
Hydrograph No. 10, SCS Runoff, Post Development => DA to SCM#2................................. 44
Hydrograph No. 11, Reservoir, SCM#2 Routing..................................................................... 45
Hydrograph No. 12, SCS Runoff, Post Development => DA ByPass SCM#2....................... 46
Hydrograph No. 13, Combine, Post Development => DA#3 Total ......................................... 47
25 - Year
SummaryReport
.......................................................................................................................
48
HydrographReports.................................................................................................................
49
Hydrograph No.
1, SCS Runoff, Pre -Development => DA#1.................................................
49
Hydrograph No.
2, SCS Runoff, Pre -Development => DA#2.................................................
50
Hydrograph No.
3, SCS Runoff, Pre -Development => DA#3.................................................
51
Hydrograph No.
5, SCS Runoff, Post Development => DA to SCM#1...................................
52
Hydrograph No.
6, Reservoir, SCM#1 Routing......................................................................
53
Hydrograph No.
7, SCS Runoff, Post Development => DA ByPass SCM#1.........................
54
Hydrograph No.
8, Combine, Post Development => DA#1 Total ...........................................
55
Hydrograph No.
9, SCS Runoff, Post Development => DA#2...............................................
56
Hydrograph No.
10, SCS Runoff, Post Development => DA to SCM#2.................................
57
Hydrograph No.
11, Reservoir, SCM#2 Routing.....................................................................
58
Hydrograph No.
12, SCS Runoff, Post Development => DA ByPass SCM#2.......................
59
Hydrograph No.
13, Combine, Post Development => DA#3 Total .........................................
60
100 - Year
SummaryReport
.......................................................................................................................
61
HydrographReports.................................................................................................................
62
Hydrograph No.
1, SCS Runoff, Pre -Development => DA#1.................................................
62
Hydrograph No.
2, SCS Runoff, Pre -Development => DA#2.................................................
63
Hydrograph No.
3, SCS Runoff, Pre -Development => DA#3.................................................
64
Hydrograph No.
5, SCS Runoff, Post Development => DA to SCM#1...................................
65
Hydrograph No.
6, Reservoir, SCM#1 Routing......................................................................
66
Hydrograph No.
7, SCS Runoff, Post Development => DA ByPass SCM#1.........................
67
Hydrograph No.
8, Combine, Post Development => DA#1 Total ...........................................
68
Hydrograph No.
9, SCS Runoff, Post Development => DA#2...............................................
69
Hydrograph No.
10, SCS Runoff, Post Development => DA to SCM#2.................................
70
Hydrograph No.
11, Reservoir, SCM#2 Routing.....................................................................
71
Hydrograph No.
12, SCS Runoff, Post Development => DA ByPass SCM#2.......................
72
Hydrograph No.
13, Combine, Post Development => DA#3 Total .........................................
73
OFReport.................................................................................................................. 74

CALCULATIONS & ANALYSIS
Storm Sewer Hydraulic Grade Line - 10 YR
NGllvol
EST. 0 10
\�Ty CARS-/

Hydraflow Storm Sewers Extension for Autodesk® Civil 3D® Plan
Project File: Susan Tart HGL.stm
Number of lines: 67 1 Date: 9/15/2022
Storm Sewers v2022.00

Hydraulic Grade Line Computations
Page 1
Line
Size
Q
SCM #1 Outlet
Downstream
Len
Upstream
Check
JL
Minor
coeff
loss
Invert
HGL
Depth
Area
Vel
Vel
EGL
Sf
Invert
HGL
Depth
Area
Vel
Vel
EGL
Sf
Ave
Enrgy
elev
elev
head
elev
elev
elev
head
elev
Sf
loss
(in)
(cfs)
(ft)
(ft)
(ft)
(sqft)
(ft/s)
(ft)
(ft)
(%)
(ft)
(ft)
(ft)
(ft)
(sgft)
(ft/s)
(ft)
(ft)
M
(%)
(ft)
(K)
(ft)
176.50
177.01
177.99
178.92
1.49
1.91 *
3.04
4.02
8.98
6.77
0.83
0.71
178.82
179.63
0.000
0.509
40.577
27.500
176.91
177.15
178.69
179.06
1.78**
1.91
3.74
4.02
7.31
6.76
0.83
0.71
179.52
179.77
0.000
0.508
0.000
0.508
n/a
0.140
0.61
1.50
0.51
1.07
F1
30
27.32
2
30
27.20
3
30
26.30
177.25
180.13
2.50
4.91
5.36
0.45
180.57
0.411
48.072
177.49
180.32
2.50
4.91
5.36
0.45
180.77
0.411
0.411
0.198
1.13
0.50
4
30
22.86
177.59
180.83
2.50
4.91
4.66
0.34
181.17
0.311
227.19
i 178.72
181.53
2.50
4.91
4.66
0.34
181.87
0.311
0.311
0.706
1.50
0.51
5
30
21.13
178.82
182.04
2.50
4.91
4.31
0.29
182.33
0.266
242.33
i 180.03
182.68
2.50
4.91
4.30
0.29
182.97
0.265
0.266
0.643
1.50
0.43
6
30
19.75
180.13
183.12
2.50
4.91
4.03
0.25
183.37
0.232
92.620
180.60
183.33
2.50
4.91
4.02
0.25
183.58
0.232
0.232
0.215
0.50
0.13
7
30
19.26
180.60
183.46
2.50
4.91
3.92
0.24
183.70
0.221
92.619
181.06
183.66
2.50
4.91
3.92
0.24
183.90
0.221
0.221
0.204
1.50
0.36
8
24
12.14
181.16
184.02
2.00
3.14
3.86
0.23
184.25
0.288
111.64
181.72
184.34
2.00
3.14
3.86
0.23
184.57
0.288
0.288
0.322
0.50
0.12
9
24
11.70
181.72
184.46
2.00
3.14
3.72
0.22
184.67
0.268
111.64
3182.28
184.76
2.00
3.14
3.72
0.22
184.97
0.267
0.267
0.299
1.50
0.32
10
24
9.00
182.38
185.08
2.00
3.14
2.87
0.13
185.21
0.158
113.76
183.05
185.26
2.00
3.14
2.86
0.13
185.39
0.158
0.158
0.180
1.50
0.19
11
18
7.91
183.15
185.45
1.50
1.77
4.48
0.31
185.76
0.567
27.500
183.29
185.61
1.50
1.77
4.48
0.31
185.92
0.567
0.567
0.156
1.13
0.35
12
18
6.76
183.39
185.96
1.50
1.77
3.83
0.23
186.19
0.415
48.590
183.63
186.16
1.50
1.77
3.83
0.23
186.39
0.415
0.415
0.202
1.12
0.26
13
18
6.73
183.73
186.42
1.50
1.77
3.81
0.23
186.64
0.411
27.500
183.87
186.53
1.50
1.77
3.81
0.23
186.75
0.411
0.411
0.113
1.50
0.34
14
18
5.65
183.97
186.87
1.50
1.77
3.20
0.16
187.03
0.289
109.43
184.52
187.18
1.50
1.77
3.19
0.16
187.34
0.289
0.289
0.316
1.50
0.24
15
15
3.96
184.62
187.42
1.25
1.23
3.23
0.16
187.58
0.376
96.916
185.10
187.79
1.25
1.23
3.22
0.16
187.95
0.376
0.376
0.364
1.00
0.16
16
15
0.84
184.62
187.42
1.25
1.23
0.68
0.01
187.43
0.017
27.500
184.76
187.43
1.25
1.23
0.68
0.01
187.43
0.017
0.017
0.005
1.00
0.01
17
15
2.10
182.38
185.08
1.25
1.23
1.71
0.05
185.12
0.106
27.500
182.52
185.11
1.25
1.23
1.71
0.05
185.15
0.106
0.106
0.029
0.84
0.04
18
15
1.78
182.62
185.15
1.25
1.23
1.45
0.03
185.18
0.076
26.241
183.50
185.17
1.25
1.23
1.45
0.03
185.20
0.076
0.076
0.020
1.08
0.04
19
15
6.72
181.16
184.02
1.25
1.23
5.48
0.47
184.49
1.085
27.500
181.30
184.32
1.25
1.23
5.48
0.47
184.78
1.085
1.085
0.298
0.63
0.29
20
15
6.08
181.40
184.61
1.25
1.23
4.95
0.38
184.99
0.886
17.782
181.76
184.77
1.25
1.23
4.95
0.38
185.15
0.886
0.886
0.158
1.00
0.38
21
15
1.95
178.82
182.04
1.25
1.23
1.59
0.04
182.08
0.091
27.500
178.96
182.06
1.25
1.23
1.59
0.04
182.10
0.091
0.091
0.025
1.21
0.05
22
15
1.63
179.06
182.11
1.25
1.23
1.33
0.03
182.14
0.064
38.354
179.25
182.14
1.25
1.23
1.33
0.03
182.16
0.064
0.064
0.024
1.04
0.03
Project File. Susan Tart HGL.stm
Number of lines: 69
Run Date: 9/16/2022
Notes: * Normal depth assumed; ** Critical depth. ; c = cir e = ellip b = box Return Period: 10 yrs
Storm Sewers v2022.00

Hydraulic Grade Line Computations
Page 2
Line
Size
Q
Downstream
Len
Upstream
Check
JL
Minor
coeff
loss
Invert
HGL
Depth
Area
Vel
Vel
EGL
Sf
Invert
HGL
Depth
Area
Vel
Vel
EGL
Sf
Ave
Enrgy
elev
elev
head
elev
elev
elev
head
elev
Sf
loss
(in)
(cfs)
(ft)
(ft)
(ft)
(sqft)
(ft1s)
(ft)
(ft)
(%)
(ft)
(ft)
(ft)
(ft)
(sgft)
(ft1s)
(ft)
(ft)
(%)
(%)
(ft)
(K)
(ft)
23
15
1.14
179.35
182.16
1.25
1.23
0.93
0.01
182.18
0.031
85.848
181.50
182.19
0.69
0.69
1.65
0.04
182.23
0.091
0.061
0.052
1.00
0.04
24
15
0.76
180.13
183.12
1.25
1.23
0.62
0.01
183.12
0.014
27.500
180.27
183.12
1.25
1.23
0.62
0.01
183.12
0.014
0.014
0.004
1.00
0.01
25
15
0.63
177.25
180.13
1.25
1.23
0.51
0.00
180.13
0.009
58.024
177.54
180.13
1.25
1.23
0.51
0.00
180.13
0.009
0.009
0.005
1.50
0.01
26
15
0.01
177.64
180.14
1.25
1.23
0.01
0.00
180.14
0.000
58.000
180.00
180.14
0.14
0.07
0.11
0.00
180.14
0.002
0.001
0.001
1.00
0.00
27
18
2.68
177.59
180.83
1.50
1.77
1.52
0.04
180.86
0.065
27.500
177.73
180.85
1.50
1.77
1.52
0.04
180.88
0.065
0.065
0.018
0.50
0.02
28
18
2.04
177.83
180.86
1.50
1.77
1.15
0.02
180.88
0.038
20.694
177.93
180.87
1.50
1.77
1.15
0.02
180.89
0.038
0.038
0.008
1.46
0.03
29
18
0.78
178.03
180.90
1.50
1.77
0.44
0.00
180.90
0.006
38.575
178.91
180.90
1.50
1.77
0.44
0.00
180.91
0.006
0.006
0.002
0.59
0.00
30
15
0.25
179.01
180.91
1.25
1.23
0.20
0.00
180.91
0.001
27.500
179.29
180.91
1.25
1.23
0.20
0.00
180.91
0.001
0.001
0.000
1.00
0.00
31
15
0.25
177.64
180.14
1.25
1.23
0.20
0.00
180.14
0.001
27.500
177.78
180.14
1.25
1.23
0.20
0.00
180.14
0.001
0.001
0.000
1.00
0.00
32
15
1.47
18.19
17.2
183.60
173.00
1173.46
185.20
174.36
175.28
1.25
1.36*
1.82*
1.23
2.28
3.00
1.20
7.98
5.75
0.02
0.77
0.51
185.22
175.13
175.80
0.044
0.000
0.509
237.04
36.273
27.500
184.79
173.36
173.60
185.41
174.90
175.42
0.62
1.54**
1.82
0.60
2.59
3.00
2.44
7.03
5.75
0.09
0.77
0.51
185.50
175.66
175.94
0.186
0.000
0.509
0.115
0.000
0.509
0.273
n/a
0.140
1.00
0.50
1.48
0.09
n/a
0.76
33
24
34
24
35
18
9.49
173.70
176.18
1.50
1.77
5.37
0.45
176.63
0.817
47.510
173.94
176.57
1.50
1.77
5.37
0.45
177.02
0.817
0.817
0.388
1.13
0.51
36
18
7.31
174.04
177.08
1.50
1.77
4.14
0.27
177.34
0.485
67.864
175.22
177.41
1.50
1.77
4.14
0.27
177.67
0.484
0.484
0.329
1.50
0.40
37
18
5.44
175.32
177.81
1.50
1.77
3.08
0.15
177.95
0.268
41.316
176.41
177.91
1.50
1.77
3.08
0.15
178.06
0.265
0.266
0.110
1.49
0.22
38
15
4.31
176.51
178.13
1.25
0.88
3.51
0.19
178.32
0.446
55.098
178.10
178.94 j
0.84**
0.88
4.91
0.38
179.32
0.708
0.577
n/a
0.70
0.26
39
15
4.12
178.20
178.94
0.74
0.76
5.45
0.36
179.30
0.000
59.824
179.79
180.61
0.82**
0.85
4.82
0.36
180.97
0.000
0.000
n/a
1.47
n/a
40
15
3.43
179.89
180.61
0.72
0.73
4.68
0.31
180.92
0.000
105.21
5181.38
182.13
0.75**
0.76
4.49
0.31
182.44
0.000
0.000
n/a
1.50
0.47
41
15
2.57
181.48
182.15
0.67*
0.67
3.84
0.23
182.38
0.502
127.57
182.12
182.79
0.67
0.67
3.84
0.23
183.02
0.502
0.502
0.640
1.67
0.38
42
15
1.26
182.22
183.17
0.95
0.39
1.26
0.16
183.34
0.000
27.500
182.50
182.94
0.44**
0.39
3.24
0.16
183.11
0.000
0.000
n/a
1.12
0.18
43
15
0.65
82.60
182.94
0.34
0.24
2.39
0.11
183.06
0.000
47.721
183.74
184.06 j
0.32**
0.24
2.69
0.11
184.17
0.000
0.000
n/a
1.12
0.13
44
15
0.30
83.84
184.06
0.22*
0.14
2.12
0.07
184.13
0.508
27.500
183.98
184.20 j
0.22**
0.14
2.11
0.07
184.27
0.503
0.505
0.139
1.00
0.07
SCM
HGL.stm
#2 Outlet
Project
File. Susan
Tart
Return
Period:
10
yrs
Number
of
lines: 69
Run
Date: 9/16/2022
Notes: * Normal depth assumed; ** Critical depth.; j-Line contains hyd. jump c = cir e = ellip b = box
Storm Sewers v2022.00

Hydraulic Grade Line Computations
Page 3
Line
Size
Q
Downstream
Len
Upstream
Check
JL
Minor
coeff
loss
Invert
HGL
Depth
Area
Vel
Vel
EGL
Sf
Invert
HGL
Depth
Area
Vel
Vel
EGL
Sf
Ave
Enrgy
elev
elev
head
elev
elev
elev
head
elev
Sf
loss
(in)
(cfs)
(ft)
(ft)
(ft)
(sqft)
(ft1s)
(ft)
(ft)
(%)
(ft)
(ft)
(ft)
(ft)
(sgft)
(ft1s)
(ft)
(ft)
(%)
(%)
(ft)
(K)
(ft)
45
15
0.73
182.70
183.03
0.33*
0.26
2.76
0.12
183.15
0.519
25.000
182.83
183.17
0.34**
0.27
2.74
0.12
183.28
0.508
0.514
0.128
1.00
0.12
46
15
1.17
182.22
183.17
0.95
1.00
1.17
0.02
183.19
0.038
47.937
182.46
183.18
0.72
0.74
1.60
0.04
183.22
0.082
0.060
0.029
1.12
0.04
47
15
0.95
182.56
183.23
0.67
0.67
1.43
0.03
183.26
0.070
27.500
182.70
183.23
0.53
0.50
1.91
0.06
183.29
0.152
0.111
0.030
1.00
0.06
48
15
0.43
179.89
180.61
0.72
0.18
0.58
0.09
180.70
0.000
27.500
181.55
181.80 j
0.25**
0.18
2.39
0.09
181.89
0.000
0.000
n/a
1.00
0.09
49
15
7.31
174.35
176.18
1.25
1.23
5.96
0.55
176.74
1.283
129.74
175.45
177.85
1.25
1.23
5.96
0.55
178.40
1.283
1.283
1.664
1.50
0.83
50
15
4.16
175.55
178.68
1.25
1.23
3.39
0.18
178.85
0.415
206.02
1178.61
179.53
0.92
0.97
4.28
0.29
179.82
0.519
0.467
0.962
1.50
0.43
51
15
2.13
178.71
179.96
1.25
0.56
1.73
0.05
180.01
0.109
47.835
180.09
180.67 j
0.58**
0.56
3.81
0.23
180.90
0.557
0.333
n/a
1.11
0.25
52
15
1.44
180.19
180.67
0.48*
0.43
3.30
0.17
180.84
0.499
28.015
180.33
180.81
0.48**
0.44
3.29
0.17
180.98
0.495
0.497
0.139
1.00
0.17
53
15
1.08
176.51
178.13
1.25
1.23
0.88
0.01
178.14
0.028
27.500
176.65
178.14
1.25
1.23
0.88
0.01
178.15
0.028
0.028
0.008
0.50
0.01
54
15
0.33
176.75
178.14
1.25
0.15
0.27
0.00
178.14
0.003
18.841
179.75
179.97 j
0.22**
0.15
2.24
0.08
180.05
0.546
0.274
n/a
1.00
n/a
55
15
1.86
178.71
179.96
1.25
1.23
1.52
0.04
180.00
0.083
27.971
178.85
179.98
1.13
1.17
1.60
0.04
180.02
0.073
0.078
0.022
1.00
0.04
56
15
1.74
175.55
178.68
1.25
1.23
1.42
0.03
178.71
0.072
27.500
175.69
178.70
1.25
1.23
1.42
0.03
178.73
0.072
0.072
0.020
0.50
0.02
57
15
0.09
175.79
178.71
1.25
0.06
0.08
0.00
178.71
0.000
18.894
178.75
178.87
0.12**
0.06
1.61
0.04
178.91
0.626
0.313
n/a
1.00
0.04
58
15
1.97
175.32
177.81
1.25
0.53
1.61
0.04
177.85
0.093
21.844
178.50
179.06 j
0.56**
0.53
3.71
0.21
179.27
0.550
0.322
n/a
1.00
0.21
59
15
2.10
174.04
177.08
1.25
1.23
1.71
0.05
177.12
0.106
27.500
174.18
177.11
1.25
1.23
1.71
0.05
177.15
0.106
0.106
0.029
1.12
0.05
60
15
1.22
174.28
177.16
1.25
1.23
0.99
0.02
177.17
0.035
47.775
174.52
177.17
1.25
1.23
0.99
0.02
177.19
0.035
0.035
0.017
1.13
0.02
61
15
0.32
174.62
178.69
1179.24
177.19
180.34
181.57
1.25
1.65*
2.33
1.23
3.45
4.77
0.26
6.54
4.74
0.00
0.66
0.35
177.19
181.01
181.92
0.002
0.502
0.262
27.500
161.37
71.558
174.76
3179.50
179.60
177.19
181.15
181.71
1.25
1.65
2.11
1.23
3.45
4.42
0.26
6.53
5.11
0.00
0.66
0.41
177.19
181.82
182.12
0.002
0.501
0.288
0.002
0.501
0.275
0.001
0.809
0.197
1.00
0.63
0.64
0.00
0.42
0.26
62
30
22.53
63
30
22.59
64
30
22.80
2.27
4.69
4.87
0.37
182.34
0.270
280.09
181.10
182.76
1.66
3.46
6.59
0.68
183.43
0.510
0.390
1.092
0.50
0.34
65
30
23.14
1.90
3.40
5.79
0.52
183.62
0.373
249.99
182.45
184.09
1.64**
3.42
6.77
0.71
184.80
0.541
0.457
1.142
0.50
0.36
66
30
22.75
L7O8
1.90
3.37
5.69
0.50
184.95
0.360
153.22
183.32
184.95
1.63**
3.38
6.72
0.70
185.65
0.535
0.448
0.686
1.50
1.05
HGL.stm
ive
Outlet
Project
File. Susan
Tart
Return
Period:
16
yrs
Number
of
lines: 69
Run
Date: 9/16/2022
Notes: * Normal depth assumed; ** Critical depth.; j-Line contains hyd. jump c = cir e = ellip b = box
Storm Sewers v2022.00

Hydraulic Grade Line Computations
Page 4
Line
Size
Q
Downstream
Len
Upstream
Check
JL
Minor
coeff
loss
Invert
HGL
Depth
Area
Vel
Vel
EGL
Sf
Invert
HGL
Depth
Area
Vel
Vel
EGL
Sf
Ave
Enrgy
elev
elev
head elev
elev
elev
head
elev
Sf
loss
(in)
(cfs)
(ft)
(ft)
(ft)
(sqft)
(ft1s)
(ft) (ft)
(%)
(ft)
(ft)
(ft)
(ft)
(sgft)
(ft1s)
(ft)
(ft) (%)
(%)
(ft)
(K)
(ft)
67
15
0.51
183.52
186.00
1.25
1.23
0.41
0.00
186.00
0.006
296.71
185.00
186.02
1.02
1.07
0.47
0.00
186.02
0.006
0.006
0.018
1.00
0.00
68
15
31.21
183.42
186.00
1.25
1.23
25.44
10.06
196.06
19.915
25.000
183.83
190.98
1.25"`
1.23
25.43
10.06
201.04
19.907
19.911
4.978
0.74
7.44
69
15
29.51
183.93
198.43
1.25
1.23
24.05
9.00
207.42
17.805
10.000
184.03
200.21
1.25"`
1.23
24.05
8.99
209.20
17.798
17.802
1.780
1.00
8.99
Project File. Susan Tart HGL.stm
Return Period: 16 yrs
Number of lines: 69
Run Date: 9/16/2022
Notes: " Normal depth assumed; "" Critical depth.; j-Line contains hyd. jump ; c = cir e = ellip b = box
Storm Sewers v2022.00

CALCULATIONS & ANALYSIS
Gutter Spread Calculations
NGllvol
EST. 0 10
\�Ty CARS-/

Inlet Report
Page 1
Line
Inlet ID
Q = Q Q
Q
June
Curb Inlet
Grate Inlet
Gutter
Inlet
Byp
No
CIA carry capt
Byp
Type
Line
Ht
L
Area
L
W
So
W
SW
Sx
n
Depth
Spread
Depth
Spread
Depr
No
(cfs) (cfs) (cfs)
Inlet 131 is located
(cfs)
(in)
(ft)
(sgft)
(ft)
(ft)
(ft/ft)
(ft)
(ft/ft)
(ft/ft)
(ft)
(ft)
(ft)
(ft)
(in)
in the cul-de-sac
of
Street
D
0.00
Comb
6.0
3.00
1
101
0.12 0.00 0.12
0.00
3.00
2.00
D.030
2.00
0.050
0.020
0.013
0.07
1.39
0.00
0.00
0.0
31
2
102
0.29 0.10 0.39
0.00
Comb
6.0
3.00
0.00
3.00
2.00
0.030
2.00
0.050
0.020
0.013
0.11
2.37
0.00
0.08
0.0
25
3
103
1.02 0.03 0.95
0.10
Comb
6.0
6.00
0.00
6.00
2.00
0.010
2.00
0.050
0.020
0.013
0.18
6.02
0.08
1.58
0.0
4
104
0.46 0.00 0.44
0.03
Comb
6.0
3.00
0.00
3.00
2.00
0.010
2.00
0.050
0.020
0.013
0.14
3.92
0.05
0.95
0.0
5
105
0.62 0.00 0.56
0.06
Comb
6.0
3.00
0.00
3.00
2.00
0.010
2.00
0.050
0.020
0.013
0.15
4.61
0.07
1.30
0.0
6
105A
0.46 0.06 0.48
0.04
Comb
6.0
3.00
0.00
3.00
2.00
0.010
2.00
0.050
0.020
0.013
0.14
4.20
0.05
1.09
0.0
7
106
0.91 0.06 0.96
0.00
Comb
6.0
6.00
6.00
6.00
2.00
Sag
2.00
0.050
0.020
0.013
0.15
4.56
0.15
4.56
0.0
8
106A
0.39 0.05 0.42
0.02
Comb
6.0
3.00
0.00
3.00
2.00
D.010
2.00
0.050
0.020
0.013
0.14
3.81
0.04
0.88
0.0
9
107
0.54 0.06 0.54
0.05
Comb
6.0
3.00
0.00
3.00
2.00
1010
2.00
0.050
0.020
0.013
0.15
4.54
0.06
1.26
0.0
10
108
0.62 0.00 0.56
0.06
Comb
6.0
3.00
0.00
3.00
2.00
1010
2.00
0.050
0.020
0.013
0.15
4.60
0.06
1.30
0.0
11
109
0.11 0.00 0.11
0.00
Comb
6.0
3.00
0.00
3.00
2.00
D.010
2.00
0.050
0.020
0.013
0.08
1.64
0.00
0.00
0.0
17
12
110
0.04 0.00 0.04
0.00
Comb
6.0
3.00
0.00
3.00
2.00
D.010
2.00
0.050
0.020
0.013
0.05
1.08
0.00
0.00
0.0
16
13
111
0.66 0.00 0.59
0.07
Comb
6.0
3.00
0.00
3.00
2.00
1010
2.00
0.050
0.020
0.013
0.16
4.76
0.07
1.38
0.0
14
14
112
0.52 0.07 0.54
0.05
Comb
6.0
3.00
0.00
3.00
2.00
1010
2.00
0.050
0.020
0.013
0.15
4.50
0.06
1.25
0.0
15
15
131
2.01
0.07
2.08
0.00
Comb
6.0
6.00
6.00
6.00
2.00
Sag
2.00
0.050
0.020
0.013
0.22
7.95
0.22
7.95
0.0
Off
16
113
0.42
0.00
0.41
0.02
Comb
6.0
3.00
0.00
3.00
2.00
0.010
2.00
0.050
0.020
0.013
0.13
3.72
0.04
0.85
0.0
15
17
129
0.19
0.00
0.19
0.00
Comb
6.0
3.00
0.00
3.00
2.00
0.010
2.00
0.050
0.020
0.013
0.10
2.08
0.00
0.00
0.0
19
18
132
0.24
0.00
0.24
0.00
DrGrt
0.0
0.00
5.06
2.53
2.00
Sag
2.00
0.020
0.020
0.013
0.04
6.28
0.04
6.28
0.0
Off
19
128
0.34
0.01
0.35
0.00
Comb
6.0
3.00
6.00
3.00
2.00
Sag
2.00
0.050
0.020
0.013
0.12
2.77
0.12
2.77
0.0
Off
20
133
3.09
0.00
3.09
0.00
DrGrt
0.0
0.00
5.06
2.53
2.00
Sag
2.00
0.020
0.020
0.013
0.23
25.44
0.23
25.44
0.0
Off
21
125
0.19
0.00
0.19
0.00
Comb
6.0
3.00
0.00
3.00
2.00
0.010
2.00
0.050
0.020
0.013
0.10
2.08
0.00
0.00
0.0
27
22
126
1 0.28
1 0.00
0.28
0.00
DrGrt
0.0
0.00
5.06
2.53
2.00
Sag
2.00
0.020
0.020
0.013
0.05
1 6.78
0.05
6.78
0.0
Off
23
134 vr
0.58
0.00
0.58
0.00
DrGrt
0.0
0.00
5.06
2.53
2.00
Sag
2.00
0.050
0.020
0.013
0.08
9.68
0.08
9.68
0.0
rff
_rL
Project File: Susan Tart Gutter.st'm ,Inlets are drop grate between lots
Number of lines 69
Run Date: 9/16/2022
NOTES: Inlet N-Values = 0.016; Intensity = 4.06 / (Inlet time + 5.50) ^ 0.00;
4°/hr Storm
Indicates Known Q added. All curb inlets are throat.
Storm Sewers v2022.00

Inlet Report
Page 2
Line
Inlet ID
Q =
Q
Q
Q
June
Curb Inlet
Grate Inlet
Gutter
Inlet
Byp
No
CIA
carry
capt
Byp
Type
Line
Ht
L
Area
L
W
So
W
SW
Sx
n
Depth
Spread
Depth
Spread
Depr
No
(cfs)
(cfs)
(cfs)
(cfs)
(in)
(ft)
(sgft)
(ft)
(ft)
(ft/ft)
(ft)
(ft/ft)
(ft/ft)
(ft)
(ft)
(ft)
(ft)
(in)
24
127
0.38
0.00
0.37
0.01
Comb
6.0
3.00
0.00
3.00
2.00
D.010
2.00
0.050
0.020
0.013
0.13
3.50
0.04
0.74
0.0
19
25
123
0.25
0.00
0.25
0.00
Comb
6.0
3.00
0.00
3.00
2.00
0.030
2.00
0.050
0.020
0.013
0.09
1.81
0.00
0.00
0.0
Off
26
136
0.00
0.00
0.00
0.00
Hdwl
0.0
0.00
0.00
0.00
0.00
Sag
0.00
0.000
0.000
0.013
0.00
0.00
0.00
0.00
0.0
Off
27
114
0.40
0.00
0.40
0.00
Comb
6.0
3.00
6.00
3.00
2.00
Sag
2.00
0.050
0.020
0.013
0.12
3.06
0.12
3.06
0.0
Off
28
135
0.77
0.00
0.77
0.00
DrGrt
0.0
0.00
5.06
2.53
2.00
Sag
2.00
0.020
0.020
0.013
0.09
11.29
0.09
11.29
0.0
Off
29
115
0.31
0.00
0.32
0.00
Comb
6.0
3.00
0.00
3.00
2.00
0.020
2.00
0.050
0.020
0.013
0.11
2.37
0.00
0.00
0.0
30
130
0.12
0.00
0.12
0.00
Comb
6.0
3.00
0.00
3.00
2.00
0.020
2.00
0.050
0.020
0.013
0.08
1.51
0.00
0.00
0.0
1
31
124
0.12
0.00
0.12
0.00
Comb
6.0
3.00
0.00
3.00
2.00
1030
2.00
0.050
0.020
0.013
0.07
1.40
0.00
0.00
0.0
Off
32
132A
0.75
0.00
0.75
0.00
DrGrt
0.0
0.00
5.06
2.53
2.00
Sag
2.00
0.020
0.020
0.013
0.09
11.10
0.09
11.10
0.0
18
33
201
0.56
0.16
0.62
0.10
Comb
6.0
3.00
0.00
3.00
2.00
0.008
2.00
0.050
0.020
0.013
0.17
5.36
0.08
1.65
0.0
61
34
202
0.58
0.07
0.61
0.03
Comb
6.0
6.00
0.00
6.00
2.00
0.008
2.00
0.050
0.020
0.013
0.16
5.08
0.06
1.11
0.0
60
35
207
0.13
0.00
0.13
0.00
Comb
6.0
3.00
0.00
3.00
2.00
.030
2.00
0.050
0.020
0.013
0.07
1.42
0.00
0.00
0.0
60
36
208
0.08
0.00
0.08
0.00
Comb
6.0
3.00
0.00
3.00
2.00
1030
2.00
0.050
0.020
0.013
0.06
1.19
0.00
0.00
0.0
35
37
209
0.10
0.00
0.10
0.00
Comb
6.0
3.00
0.00
3.00
2.00
.030
2.00
0.050
0.020
0.013
0.06
1.27
0.00
0.00
0.0
36
38
210
0.12
0.00
0.12
0.00
Comb
6.0
3.00
0.00
3.00
2.00
0.030
2.00
0.050
0.020
0.013
0.07
1.39
0.00
0.00
0.0
37
39
211
0.19
0.00
0.19
0.00
Comb
6.0
3.00
0.00
3.00
2.00
D.030
2.00
0.050
0.020
0.013
0.08
1.65
0.00
0.00
0.0
38
40
212
0.13
0.00
0.13
0.00
Comb
6.0
3.00
0.00
3.00
2.00
D.030
2.00
0.050
0.020
0.013
0.07
1.42
0.00
0.00
0.0
39
41
213
0.10
0.00
0.10
0.00
Comb
6.0
3.00
6.00
3.00
2.00
Sag
2.00
0.050
0.020
0.013
0.07
1.49
0.07
1.49
0.0
Off
42
224
0.32
0.00
0.32
0.00
Comb
6.0
3.00
6.00
3.00
2.00
Sag
2.00
0.050
0.020
0.013
0.11
2.59
0.11
2.59
0.0
Off
43
225
0.18
0.00
0.18
0.00
Comb
6.0
3.00
0.00
3.00
2.00
0.015
2.00
0.050
0.020
0.013
0.09
1.84
0.00
0.00
0.0
42
44
226
0.15
0.00
0.15
0.00
Comb
6.0
3.00
0.00
3.00
2.00
0.015
2.00
0.050
0.020
0.013
0.09
1.73
0.00
0.00
0.0
47
45
223
0.37
0.00
0.37
0.00
Comb
6.0
3.00
0.00
3.00
2.00
0.030
2.00
0.050
0.020
0.013
0.11
2.27
0.00
0.08
0.0
48
46
214
0.12
0.00
0.12
0.00
Comb
6.0
3.00
0.00
3.00
2.00
0.015
2.00
0.050
0.020
0.013
0.08
1.58
0.00
0.00
0.0
1
Inlets
Li
are
drop
grate
between
lots
Project
File: Susan Tart Gutter.stm
Number
of lines:
69
Run
Date:
9/16/2022
NOTES: Inlet N-Values = 0.016; Intensity = 4.06 / (Inlet time + 5.50) ^ 0.00;
F /hr Storm
Indicates Known Q added. All curb inlets are throat.
Storm Sewers v2022.00

Inlet Report
Page 3
Line
Inlet ID
Q =
Q
Q
Q
June
Curb Inlet
Grate Inlet
Gutter
Inlet
Byp
No
CIA
carry
capt
Byp
Type
Line
Ht
L
Area
L
W
So
W
SW
Sx
n
Depth
Spread
Depth
Spread
Depr
No
(cfs)
(cfs)
(cfs)
(cfs)
(in)
(ft)
(sgft)
(ft)
(ft)
(ft/ft)
(ft)
(ft/ft)
(ft/ft)
(ft)
(ft)
(ft)
(ft)
(in)
47
215
0.48
0.00
0.46
0.02
Comb
6.0
3.00
0.00
3.00
2.00
D.015
2.00
0.050
0.020
0.013
0.13
3.56
0.04
0.79
0.0
52
48
222
0.22
0.00
0.22
0.00
Comb
6.0
3.00
0.00
3.00
2.00
D.030
2.00
0.050
0.020
0.013
0.09
1.73
0.00
0.00
0.0
53
49
203
0.89
0.00
0.82
0.07
Comb
6.0
6.00
0.00
6.00
2.00
D.015
2.00
0.050
0.020
0.013
0.16
5.02
0.06
1.25
0.0
34
50
204
0.12
0.00
0.12
0.00
Comb
6.0
3.00
0.00
3.00
2.00
1015
2.00
0.050
0.020
0.013
0.08
1.60
0.00
0.00
0.0
49
51
205
0.35
0.00
0.35
0.00
Comb
6.0
3.00
0.00
3.00
2.00
0.015
2.00
0.050
0.020
0.013
0.12
2.89
0.02
0.43
0.0
50
52
206
0.73
0.02
0.67
0.08
Comb
6.0
3.00
0.00
3.00
2.00
0.015
2.00
0.050
0.020
0.013
0.15
4.60
0.07
1.34
0.0
55
53
221
0.39
0.00
0.39
0.00
Comb
6.0
3.00
0.00
3.00
2.00
0.030
2.00
0.050
0.020
0.013
0.11
2.36
0.01
0.11
0.0
60
54
228
0.17
0.00
0.17
0.00
DrGrt
0.0
0.00
5.06
2.53
2.00
Sag
2.00
0.050
0.020
0.013
0.03
5.37
0.03
5.37
0.0
Off
55
220
0.95
0.08
0.86
0.16
Comb
6.0
3.00
0.00
3.00
2.00
0.015
2.00
0.050
0.020
0.013
0.17
5.39
0.09
1.76
0.0
56
56
219
0.85
0.16
0.85
0.16
Comb
6.0
3.00
0.00
3.00
2.00
0.015
2.00
0.050
0.020
0.013
0.17
5.36
0.09
1.74
0.0
33
57
229
0.05
0.00
0.05
0.00
DrGrt
0.0
0.00
5.06
2.53
2.00
Sag
2.00
0.050
0.020
0.013
0.01
3.46
0.01
3.46
0.0
Off
F
227
1.00
0.00
1.00
0.00
DrGrt
0.0
0.00
5.06
2.53
2.00
Sag
2.00
0.020
0.020
0.013
0.11
13.06
0.11
13.06
0.0
Off
59
216
0.52
0.00
0.52
0.01
om
6.0
3.00
0.00
3.00
2.00
1030
2.00
0.050
0.020
0.013
0.12
2.98
0.03
0.50
0.0
60
60
217
0.51
0.04
0.50
0.05
Comb
6.0
3.00
0.00
3.00
2.00
0.008
2.00
0.050
0.020
0.013
0.15
4.67
0.06
1.29
0.0
Off
61
218
0.16
0.10
0.25
0.00
Comb
6.0
3.00
0.00
3.00
2.00
0.008
2.00
0.050
0.020
0.013
0.12
2.94
0.02
0.43
0.0
Off
62
501
0.06
0.00
0.06
0.00
Comb
6.0
3.00
0.00
3.00
2.00
0.005
2.00
0.050
0.020
0.013
0.08
1.53
0.00
0.00
0.0
30
63
502
0.23
0.00
0.22
0.00
Comb
6.0
3.00
0.00
3.00
2.00
0.005
2.00
0.050
0.020
0.013
0.12
3.09
0.02
0.48
0.0
29
64
503
0.06
0.06
0.13
0.00
Comb
6.0
3.00
0.00
3.00
2.00
1500
2.00
0.050
0.020
0.013
0.04
0.83
0.00
0.00
0.0
63
65
504
0.48
0.14
0.56
0.06
Comb
6.0
3.00
0.00
3.00
2.00
1010
2.00
0.050
0.020
0.013
0.15
4.71
0.07
1.34
0.0
64
66
505
0.87
0.00
0.72
0.14
Comb
6.0
3.00
0.00
3.00
2.00
.008
2.00
0.050
0.020
0.013
0.18
5.89
0.10
1.92
0.0
65
67
506
0.26
0.00
0.26
0.00
Comb
6.0
3.00
0.00
3.00
2.00
0.033
2.00
0.050
0.020
0.013
0.09
1.81
0.00
0.00
0.0
66
68
Ex CB
0.87
0.00
0.74
0.13
Comb
6.0
3.00
0.00
3.00
2.00
0.010
2.00
0.050
0.020
0.013
0.17
5.49
0.09
1.76
0.0
ff
69
Ex Hwl
14.99
0.00
14.99
0.00
Hdwl
0.0
0.00
0.00
0.00
0.00
Sag
2.00
0.050
0.020
0.013
0.00
0.00
0.00
0.00
0.0
8
is droprate
between
lots
Inlet
Project
File: Susan Tart Gutter.stm
Number
of lines:
69
Run
Date:
9/16/2022
NOTES: Inlet N-Values = 0.016; Intensity = 4.06 / (Inlet time + 5.50) ^ 0.00;
4°/hr Storm
Indicates Known Q added. All curb inlets are throat.
Storm Sewers v2022.00

CALCULATIONS
Outlet Protection Calculations
EN G /NFL\
EST. 0 10
O
\ITN CAR&

Project Data
Revisions
Project #
2020-063
No
Date
Description
Project Name
Avonlea Subdivision
Date
9/16/2022
z
2i
C
---------------
wows.rrrasrm
ur�rarra
S70
i
rm�
-
®rrnrawr
arr®o�onFji
�awrrrr�rnmr-®
■�®i�-s�arr►�miu
rmn
■®�mr�m®�
o®us�®-rgrrra�mm®
�m®a�o�
r®n®Q�vnu�—ten®
�r®umr�mvwos�w
ram
7r®�mbd�o®
rs�
ranm
ofvo��mgwr��®r-magma
urammmmomo`�-+rm�®®
osm
��uV.rm'�©
m--------w� mmar
m�i rm�rro
m�ra�
mrrrrrsmrarmm
r000svr�v�-vn��mu®
r�aar.�
uL���r�rr�earmrr�s��
o®vmvs�mmm�m-®rr�a®
o®lPrm�6Vi�1fa��YQrr
®I�o�L
mrl
`�mm7r
���rr®aa1®�Or��VO®
®�marrrmmr�
®tea
4ro6�1��-®�m0►��
DIAMETER (Ft.)
Zone = 2 Use 2 as minimum
FES100
Diagram of Outlet Appron
LENGTH OF APRON
TO PROTECT
TO PREVENT SCOUR
W
z
APRON MATERIAL
0
N
CULVERT
HOLE USE L2 ALWAYS
L2
Li
1
STONE FILLING (FINE) CL. A
3 x Do
4 x Do
2
STONE FILLING (LIGHT) CL. B
3 X DD
6 x Do
3
STONE FILLING (MEDIUM) CL 1
4 X DD
S x Do
4
STONE FILLING (HEAVY) CL 1
4 X DD
8 x Do
5
STONE FILLING (HEAVY) CL 2
5 X DD
10 x Da
6
STONE FILLING (HEAVY) CL- 2
6 X DD
10 x Eq
7 SPECIAL STUDY REQUIRED (ENERGY ❑ISSIPATORS, STILLING
BASIN OR LARGER SIZE STONE).
Classification
Average
Diameter (in)
Stone Class
Minimum
Thickness (in)
Fine
3
A
12
Light
6
B
18
Medium
13
1
24
Heavy
1 23
1 2
36
Equations
Summary
L = See Table
Length of Apron =
15 ft
W, = 3 x Diameter
Width at Pipe, W, =
8 ft
Width at end of Apron, W2 =
W2 = Diameter + 0.4*L
(defined channel)
N/A ft
Width at end of Apron, W2 =
W2 = 1.25 X W,
(undefined channel)
10 ft
Classification =
LIGHT
NCDOT Stone Class =
B
Min. Thickness =
18 in

Project Data
Revisions
Project #
2020-063
No
Date
Description
Project Name
Avonlea Subdivision
Date
9/16/2022
z
2i
t
rrrrrr
w�ows.rruumrm
ur�rnrra
S70
i
-
®rrnrawr
err®o�onFji
�awrrrr�rnmr-®
■im���-s�rrr►�miu
�sa�®Q�vm�-ten®
era
rarr
mm�a�vrrrs�w
su►�`�mbd�o®
rsv
mom. mgwr��®r-��
rrw�
®rarr®.
os�
mm�rim�w� Omar
— Rum m i r m�rro
m�
�rd nr000sv=XIV mroamm
m����ru�u�eariarwrr�s��
�
oa
mmvs�m��m-�mrr�a®
gprm�6Vi�1f��YQrr
�
omarrrmmr� ®�0
Zone = 2 Use 2 as a minimum
FES200
Diagram of Outlet Appron
LENGTH OF APRON
TO PROTECT
TO PREVENT SCOUR
W
z
APRON MATERIAL
0
N
CULVERT
HOLE USE L2 ALWAYS
L2
Li
1
STONE FILLING (FINE) CL. A
3 X Do
4 x Do
2
STONE FILLING (LIGHT) CL. B
3 X DD
6 x Do
3
STONE FILLING (MEDIUM) CL 1
4 X DD
8 x Do
4
STONE FILLING (HEAVY) CL 1
4 X DD
8 x Do
5
STONE FILLING (HEAVY) CL 2
5 X DD
10 x Da
6
STONE FILLING (HEAVY) C2
L-
6 X DD
lox Dq
7 SPECIAL STUDY REQUIRED (ENERGY ❑ISSIPATORS, STILLING
BASIN OR LARGER SIZE STONE).
Classification
Average
Diameter (in)
Stone Class
Minimum
Thickness (in)
Fine
3
A
12
Light
6
B
18
Medium
13
1
24
Heavy
1 23
1 2
1 36
Equations
Summary
L = See Table
Length of Apron =
12 ft
W, = 3 x Diameter
Width at Pipe, W, =
6 ft
Width at end of Apron, W2 =
W2 = Diameter + 0.4*L
(defined channel)
N/A ft
Width at end of Apron, W2 =
W2 = 1.25 X W,
(undefined channel)
8 ft
Classification =
LIGHT
NCDOT Stone Class =
B
Min. Thickness =
18 in

Project Data
Revisions
Project #
2020-063
No
Date
Description
Project Name
Avonlea Subdivision
Date
9/16/2022
®�a�Aur
rrrrrr
w�ows.rrrasrm
ur�rarra
S70
i
rm�
-
®rrnrawr
arr®o�onFji
�awrrrr�rnmr-®
���-s�rrr►�miu
rm�s�®-�wrra�mm®'
rm
n®n�vnu�—ten®
rum
�nrror
um�a�vwos�w
m�`�mbd�a®
rs�
rauri
�. mgwr��®r—magma
mammmmomo`�-+rm�®®
�o�n��
vm�ime�f.� mmar
rm�rro
m�ra�
man�rsmrarmm
r000svr�v�-vn��mu®
r�aar.�
u����r�rr�earmrr�s��
o®vmvs�mmm�m-®rr�a®
o®lPrm�6Vi�1fa��YQrr
®I�o�L
mrl
`�mm7r
I��rr®aa1®�Or�� V O®
®�marrrmmr�
mrl
®tea
OAr06�1��"®�m0►��
DIAMETER (Ft.)
Zone = 2 Use 2 as a minimum
FES500
Diagram of Outlet Appron
LENGTH OF APRON
TO PROTECT
TO PREVENT SCOUR
W
z
APRON MATERIAL
0
N
CULVERT
HOLE USE L2 ALWAYS
L2
Li
1
STONE FILLING (FINE) CL. A
3 x Do
4 x Do
2
STONE FILLING (LIGHT) CL. B
3 X DD
6 x Do
3
STONE FILLING (MEDIUM) CL 1
4 X DD
S x Do
4
STONE FILLING (HEAVY) CL 1
4 X DD
8 x Do
5
STONE FILLING (HEAVY) CL 2
5 X DD
10 x Da
6
STONE FILLING (HEAVY) CL-2
6 X DD
10 x Eq
7 SPECIAL STUDY REQUIRED (ENERGY ❑ISSIPATORS, STILLING
BASIN OR LARGER SIZE STONE).
Classification
Average
Diameter (in)
Stone Class
Minimum
Thickness (in)
Fine
3
A
12
Light
6
B
18
Medium
13
1
24
Heavy
23
2
36
Equations
Summary
L = See Table
Length of Apron =
15 ft
W, = 3 x Diameter
Width at Pipe, W, =
8 ft
Width at end of Apron, W2 =
W2 = Diameter + 0.4*L
(defined channel)
N/A ft
Width at end of Apron, W2 =
W2 = 1.25 X W,
(undefined channel)
10 ft
Classification =
LIGHT
NCDOT Stone Class =
B
Min. Thickness =
18 in

Project Data
Revisions
Project #
2020-063
No
Date
Description
Project Name
Avonlea Subdivision
Date
9/16/2022
Defined Channel (Y/N)
N
Diameter (in)
15
Flow Rate (cfs)
9.24
Slope (%)
0.50
Mannino Coef.
0.013
nal Depth (ft) 0.22
et Velocity (fps) 3.56
z
2i
t
* Hydraflow Output
rrrrrr
w�ows.rrrasrm
ur�rarra
S70
i
sirr�n�
rm�
-
®rrnrawr
arr®o�onFji
�awrrrr�rnmr-®
■��-s�rrr►�miu
rm�s�®-�wrra�mm®'
■ �m®a�o�
��mr�m ®�
n r�®n�vnu�—ten®
an
ai
�m�a�vrrrs�w
irm*�`�mbd�a®
rsi
ro
�. mgwr��®r—magma
u�mammmmomo`�-+rm�®®
ru
of
m�.mV.rm'�©
f�rarr®.
61ar--- --------*\ mmsf
m�i rm�rro
�rrrarrrsmrarmm
ra...m�rarr�cr�rrrmrro�
a�
o�Igprm�6Vi�1f�
ar�mvs�mmm�m-®rr�a®
m
m
r�YQrr
Igfo�o�y mm7r
�rr��rr®aa1®�Or��VO®
m
mmarrrmmr� ®tea
Ifpr06�1��"®�m0►��
Ld-1—I— tr[.)
Zone = 2 Use 2 as a minimum
FES300 SGM
Diagram of Outlet Appron
LENGTH OF APRON
TO PROTECT
TO PREVENT SCOUR
W
z
APRON MATERIAL
0
N
CULVERT
HOLE USE L2 ALWAYS
L2
Li
1
STONE FILLING (FINE) CL. A
3 x Do
4 x Do
2
STONE FILLING (LIGHT) CL. B
3 X DD
6 x Do
3
STONE FILLING (MEDIUM) CL 1
4 X DD
S x Do
4
STONE FILLING (HEAVY) CL 1
4 X DD
8 x Do
5
STONE FILLING (HEAVY) CL 2
5 X DD
10 x Da
6
STONE FILLING (HEAVY) CL-2
6 X DD
10 x Eq
7 SPECIAL STUDY REQUIRED (ENERGY ❑ISSIPATORS, STILLING
BASIN OR LARGER SIZE STONE).
Classification
Average
Diameter (in)
Stone Class
Minimum
Thickness (in)
Fine
3
A
12
Light
6
B
18
Medium
13
1
24
Heavy
23
2
36
Equations
Summary
L = See Table
Length of Apron =
8 ft
W, = 3 x Diameter
Width at Pipe, W, =
4 ft
Width at end of Apron, W2 =
W2 = Diameter + 0.4*L
(defined channel)
N/A ft
Width at end of Apron, W2 =
W2 = 1.25 X W,
(undefined channel)
5 ft
Classification =
LIGHT
NCDOT Stone Class =
B
Min. Thickness =
18 in

Project Data
Revisions
Project #
2020-063
No
Date
Description
Project Name
Avonlea Subdivision
Date
9/16/2022
Defined Channel (Y/N)
N
Diameter (in)
15
Flow Rate (cfs)
6.04
Slope (%)
0.50
Mannino Coef.
0.013
nal Depth (ft) 0.63
et Velocity (fps) 3.75
z
2i
t
* Hydraflow Output
rrrrrr
w�ows.rrrasrm
ur�rarra
S70
i
rm�
-
®rrnrawr
arrmruA�[r�a�Qj,
�awrrrr�rnmr-®
■��-s�rrr►�miu
rmn�us�®-rgrrramm�mm®
■ �m®amoro�
��m ®�
n�®n�vm�—ten®
an
a�
mam�a�vwos�w
�ar►*�`�mbd�a®
rsi
�. mgwr��m®r—magma
raw
m
m�.mV.im'�©
dmmm;--------- ----mmar
m�i rm�rro
m
arrrarrrsmrarmm
�r000svr�v�-vnumo�mu®
or
moaramnaaarrv�edmmr
Rm�mrrmocrmArrrmrro�
m
m
m�mo��rm�m-®rr�a®
�a►rmm�d�rrm®a��m�nrarr
m
m
rq�Q�a�y mm7r
ml��rr®aa1®�Or��VO®
m
ml®Arr�mlW ®�0
�rr06�1�m�"®�m0►��
r
Zone = 2 Use 2 as a minimum
FES400 SGM
Diagram of Outlet Appron
LENGTH OF APRON
TO PROTECT
TO PREVENT SCOUR
W
z
APRON MATERIAL
0
N
CULVERT
HOLE USE L2 ALWAYS
L2
Li
1
STONE FILLING (FINE) CL. A
3 x Do
4 x Do
2
STONE FILLING (LIGHT) CL. B
3 X DD
6 x Do
3
STONE FILLING (MEDIUM) CL 1
4 X DD
S x Do
4
STONE FILLING (HEAVY) CL 1
4 X DD
8 x Do
5
STONE FILLING (HEAVY) CL 2
5 X DD
10 x Da
6
STONE FILLING (HEAVY) CL-2
6 X DD
10 x Eq
7 SPECIAL STUDY REQUIRED (ENERGY ❑ISSIPATORS, STILLING
BASIN OR LARGER SIZE STONE).
Classification
Average
Diameter (in)
Stone Class
Minimum
Thickness (in)
Fine
3
A
12
Light
6
B
18
Medium
13
1
24
Heavy
23
2
36
Equations
Summary
L = See Table
Length of Apron =
8 ft
W, = 3 x Diameter
Width at Pipe, W, =
4 ft
Width at end of Apron, W2 =
W2 = Diameter + 0.4*L
(defined channel)
N/A ft
Width at end of Apron, W2 =
W2 = 1.25 X W,
(undefined channel)
5 ft
Classification =
LIGHT
NCDOT Stone Class =
B
Min. Thickness =
18 in

CALCULATIONS
Sediment Basin Calculations
E N G
EST. 0 10
o ���
\�Ty CAO-/

PPr jest Data
Revisions
Project #
2020-063
No
Date
Description
Project Name
Susan Tart Subdivision
Date
9/14/2022
SEDIMENT SKIMMER BASIN
Sediment Basin #1
Sediment Basin #
1
Area Disturbed =
307413
sf
7.06
acres
Peak Discharge Calculation:
Drainage Area =
307413
sf
7.06
acres
Quo=C x I x A
C =
0.50
lio=
7.2
in/hr
5minute Tc
A =
7.06
acres
Qio =
25.41
cfs
Minimum Surface Area Calculation:
Surface Area (SF)
= Qio x 435 sf/ac
= 25.41 cfs x 435 sf/ac
Surface Area Req =
11052
sf
Basin Volume Calculation:
Volume of Sediment
= (Drainage Ac.) x (1800 cf sed./year) x (1 year)
= 7.06 ac x 1800 x
1 yr
Min Vol =
12703
cf
Assumed basin depth =
2
ft
min D = 2' for "Temp Sediment Trap"
Resultant Basin Area Req =
6351
sf
Check Surface Area Criteria
Surface Area Requirement =
11052
sf
Basin Volume Calc Area =
6351
sf
Therefore: Surface Area Governs
Min Volume Req =
12703
cf
Min Area Req =
11052
sf
L:WRatio =
2.5
Use L=2.5xW, calculate basin dimensions
Actual W =
67
ft
Min W = 67 ft
L=
167.5
ft
Min = 168 ft
D =
2
ft
Actual Vol =
22445
cf
Vol Check: OK
Actual Area =
11223
sf
Area Check: OK
Actual Basin Dimensions =
67 ft W x 167.5 ft L x 2 ft D
Weir Design and Velocity Check:
Calculate Flow Depth
H = [Q/CL]211
Q10 =
25.41
cfs
C =
2.68
constant
L=
25
ft
min L=10'
H =
0.52
ft
max H = 1'
Calculate Velocity Over Weir
V = Q/A
V=
25.41 cfs / 25 ft x
0.52 ft
V =
1.94
ft/sec
OK
Skimmer Sizing:
3 Skimmer Size (inches)
Skimmer Size
(Inches)
0.25
Head on Skimmer
(feet)
1.5
2.5 Orifice Size (1/4 inch increments)
3.11
Dewatering Time
(days)
2
2.5
3
��16

PPr jest Data
Revisions
Project #
2020-063
No
Date
Description
Project Name
Susan Tart Subdivision
Date
9/14/2022
SEDIMENT SKIMMER BASIN
Sediment Basin #2
Sediment Basin #
2
Area Disturbed =
485740
sf
11.15
acres
Peak Discharge Calculation:
Drainage Area =
485740
sf
11.15
acres
Quo=C x I x A
C =
0.50
110=
7.2
in/hr
5minute Tc
A =
11.15
acres
Q10 =
40.14
cfs
Minimum Surface Area Calculation:
Surface Area (SF)
= Q10 x 435 sf/ac
= 40.14 cfs x 435 sf/ac
Surface Area Req =
17462
sf
Basin Volume Calculation:
Volume of Sediment
= (Drainage Ac.) x (1800 cf sed./year) x (1 year)
= 11.15 ac x 1800
x 1 yr
Min Vol =
20072
cf
Assumed basin depth =
3
ft
min D = 2' for "Temp Sediment Trap"
Resultant Basin Area Req =
6691
sf
Check Surface Area Criteria
Surface Area Requirement =
17462
sf
Basin Volume Calc Area =
6691
sf
Therefore: Surface Area Governs
Min Volume Req =
20072
cf
Min Area Req =
17462
sf
L:WRatio =
2.0
Use L =2xW, calculate basin dimensions
Actual W =
94
ft
Min W = 94 ft
L=
188
ft
Min = 188 ft
D =
3
ft
Actual Vol =
53016
cf
Vol Check: OK
Actual Area =
17672
sf
Area Check: OK
Actual Basin Dimensions =
94 ft W x 188 ft L x 3 ft D
Weir Design and Velocity Check:
Calculate Flow Depth
H = [Q/CL]zis
Q90 =
40.14
cfs
C =
2.68
constant
L=
25
ft
min L=10'
H =
0.71
ft
max H = 1'
Calculate Velocity Over Weir
V = Q/A
V=
40.14 cfs / 25 ft x
0.71 ft
V =
2.26
ft/sec
OK
Skimmer Sizing:
4 Skimmer Size (inches)
Skimmer Size
(Inches)
0.333
Head on Skimmer
(feet)
1.5
3 Orifice Size (1/4 inch increments)
4.42
Dewatering Time
(days)
2
2.5
3
��16

PPr jest Data
Revisions
Project #
2020-063
No
Date
Description
Project Name
Susan Tart Subdivision
Date
9/14/2022
SEDIMENT SKIMMER BASIN
Sediment Basin #3
Sediment Basin #
3
Area Disturbed =
545140
sf
12.51
acres
Peak Discharge Calculation:
Drainage Area =
545140
sf
12.51
acres
Quo=C x I x A
C =
0.50
110=
7.2
in/hr
5minute Tc
A =
12.51
acres
Q10 =
45.05
cfs
Minimum Surface Area Calculation:
Surface Area (SF)
= Q10 x 435 sf/ac
= 45.05 cfs x 435 sf/ac
Surface Area Req =
19598
sf
Basin Volume Calculation:
Volume of Sediment
= (Drainage Ac.) x (1800 cf sed./year) x (1 year)
= 12.51 ac x 1800
x 1 yr
Min Vol =
22526
cf
Assumed basin depth =
3
ft
min D = 2' for "Temp Sediment Trap"
Resultant Basin Area Req =
7509
sf
Check Surface Area Criteria
Surface Area Requirement =
19598
sf
Basin Volume Calc Area =
7509
sf
Therefore: Surface Area Governs
Min Volume Req =
22526
cf
Min Area Req =
19598
sf
L:WRatio =
2.5
Use L=2.5xW, calculate basin dimensions
Actual W =
89
ft
Min W = 89 ft
L=
222.5
ft
Min = 223 ft
D =
3
ft
Actual Vol =
59408
Cf
Vol Check: OK
Actual Area =
19803
sf
Area Check: OK
Actual Basin Dimensions =
89 ft W x 222.5 ft L x 3 ft D
Weir Design and Velocity Check:
Calculate Flow Depth
H = [Q/CL]211
Q10 =
45.05
cfs
C =
2.68
constant
L=
25
ft
min L=10'
H =
0.77
ft
max H = 1'
Calculate Velocity Over Weir
V = Q/A
V =
45.05 cfs / 25 ft x
0.77 ft
V =
2.35
ft/sec
OK
Skimmer Sizing:
4 Skimmer Size (inches)
Skimmer Size
(Inches)
0.333
Head on Skimmer
(feet)
1.5
3 Orifice Size (1/4 inch increments)
4.95
Dewatering Time
(days)
2
2.5
3
��16

CALCULATIONS
Temporary Diversion Ditch Calculations
E N G
EST. 0 10
o ���
\�Ty CAO-/

PrQ[eaD.=
Revisions
Project #
2020-063
No
Date
Description
Project Name
Susan Tart Subdivision
Date
9/14/2022
CWD- A
Peak Discharge Calculation (10 Year Design)
Drainage Area = 2.98 ac
C = 0.50 Bare Earth
I10 = 7.10 in/hr Assume Tc =5 min
A = 2.98 ac
Q10= 10.59 cfs
Determine Ditch Flow Depth (d) and Velocity (v) - Check for Temporary Conditions
Apply Manning's Equation: V=Z49/n *R213*S1/2, Q=A/V
Ditch Characteristics:
n = 0.02 Bare Earth
Base Width (B) = 2.00 ft
M= 2
Ditch Slope (S) = 1.53% M:1
Permissible Max Velocity (Vp) = 2.00 fps
nB
Apply the Following Analysis to Determine Actual "d"and 'Y'
d = flow depth = 0.63 ft
Area (A) = B*d + M*d2 = 2.04
Perimeter (P) = b + 2d*(M2+1).5 = 4.80
R = A/P = 0.42
VpR = V Permiss * R = 0.85
V = Flow Velocity = 5.19 fps
Q- design flow = 10.59 cfs check Q: OK
Check Ditch Velocity for Lining:
VP = 2.00 fps Vactual>Vallow, Find
Temp Lining
Vactual = 5.19 fps
Determine Temporary Liner
Recalculate with Liner:
Liner Material = Straw with Net Tshear
51e55 = Shear stress =
g*d's
n = 0.033 Table 8.05e NCESCPDM
g = density of water =
62.4 Ib/ft3
Base Width (B) = 2.00 ft
d = flow depth =
0.81 ft
M = 2
S = channel slope =
1.53%
Ditch Slope (S) = 1.53% Tshear
stress = Shear Stress =
0.77
T allow (Td) = 1.45 psf Compare
Tshear stress to To. -
Apply the Following Analysis to Determine Actual "d" and 'Y'
T al low (Td)
1.45
d = flow depth = 0.81 ft
Tshear stress =
0.77
Area (A) = B*d + M*d2 = 2.93
Perimeter (P) = b + 2d*(M2+1).5 = 5.62
Tshear stress < Td => OK
R = A/P = 0.52
V = Flow Velocity = 3.61 fps
Summary
Q = design flow = 10.59 cfs check Q: OK
Temporary Ditch Loner e
Straw with Net

PrQ[eaD.=
Revisions
Project #
2020-063
No
Date
Description
Project Name
Susan Tart Subdivision
Date
9/14/2022
Peak Discharge Calculation (10 Year Design)
Drainage Area = 2.75 ac
C = 0.50 Bare Earth
I10 = 7.10 in/hr Assume Tc =5 min
A = 2.75 ac
Q10= 9.78 cfs
Determine Ditch Flow Depth (d) and Velocity (v) - Check for Temporary Conditions
Apply Manning's Equation: V=Z49/n *R213*S1/2, Q=A/V
Ditch Characteristics:
n = 0.02 Bare Earth
Base Width (B) = 2.00 ft
M= 2
Ditch Slope (S) = 2.15% M:1
Permissible Max Velocity (Vp) = 2.00 fps
nB
Apply the Following Analysis to Determine Actual "d"and 'Y'
d = flow depth = 0.55 ft
Area (A) = B*d + M*d2 = 1.71
Perimeter (P) = b + 2d*(M2+1).5 = 4.46
R = A/P = 0.38
VpR = V Permiss * R = 0.76
V = Flow Velocity = 5.74 fps
Q- design flow = 9.78 cfs check Q: OK
Check Ditch Velocity for Lining:
VP = 2.00 fps Vactual>Vallow, Find
Temp Lining
Vactual = 5.74 fps
Determine Temporary Liner
Recalculate with Liner:
Liner Material = Straw with Net Tshear
51e55 = Shear stress =
g*d's
n = 0.033 Table 8.05e NCESCPDM
g = density of water =
62.4 Ib/ft3
Base Width (B) = 2.00 ft
d = flow depth =
0.71 ft
M = 2
S = channel slope =
2.15%
Ditch Slope (S) = 2.15% Tshear
stress = Shear Stress =
0.96
T allow (Td) = 1.45 psf Compare
Tshear stress to To. -
Apply the Following Analysis to Determine Actual "d" and 'Y'
T al low (Td)
1.45
d = flow depth = 0.71 ft
Tshear stress =
0.96
Area (A) = B*d + M*d2 = 2.45
Perimeter (P) = b + 2d*(M2+1).5 = 5.19
Tshear stress < Td => OK
R = A/P = 0.47
V = Flow Velocity = 4.00 fps
Summary
Q = design flow = 9.78 cfs check Q: OK
Temporary Ditch Loner e
Straw with Net

PrQ[eaD.=
Revisions
Project #
2020-063
No
Date
Description
Project Name
Susan Tart Subdivision
Date
9/14/2022
Peak Discharge Calculation (10 Year Design)
Drainage Area = 1.77 ac
C = 0.50 Bare Earth
I10 = 7.10 in/hr Assume Tc =5 min
A= 1.77 ac
Q10= 6.29 cfs
Determine Ditch Flow Depth (d) and Velocity (v) - Check for Temporary Conditions
Apply Manning's Equation: V=Z49/n *R213*S1/2, Q=A/V
Ditch Characteristics:
n = 0.02 Bare Earth
Base Width (B) = 2.00 ft
M= 2
Ditch Slope (S) = 2.73% M:1
Permissible Max Velocity (Vp) = 2.00 fps
nB
Apply the Following Analysis to Determine Actual "d"and 'Y'
d = flow depth = 0.41 ft
Area (A) = B*d + M*d2 = 1.15
Perimeter (P) = b + 2d*(M2+1).5 = 3.82
R = A/P = 0.30
VpR = V Permiss * R = 0.60
V = Flow Velocity = 5.49 fps
Q- design flow = 6.29 cfs check Q: OK
Check Ditch Velocity for Lining:
VP = 2.00 fps Vactual>Vallow, Find
Temp Lining
Vactual = 5.49 fps
Determine Temporary Liner
Recalculate with Liner:
Liner Material = Straw with Net Tshear
51e55 = Shear stress =
g-d's
n = 0.033 Table 8.05e NCESCPDM
g = density of water =
62.4 Ib/ft3
Base Width (B) = 2.00 ft
d = flow depth =
0.53 ft
M = 2
S = channel slope =
2.73%
Ditch Slope (S) = 2.73% Tshear
stress = Shear Stress =
0.91
T allow (Td) = 1.45 psf Compare
Tshear stress to To. -
Apply the Following Analysis to Determine Actual "d" and 'Y'
T al low (Td)
1.45
d = flow depth = 0.53 ft
Tshear stress =
0.91
Area (A) = B*d + M*d2 = 1.63
Perimeter (P) = b + 2d*(M2+1).5 = 4.38
Tshear stress < Td => OK
R = A/P = 0.37
V = Flow Velocity = 3.85 fps
Summary
Q = design flow = 6.29 cfs check Q: OK
Temporary Ditch Loner e
Straw with Net

PrQ[eaD.=
Revisions
Project #
2020-063
No
Date
Description
Project Name
Susan Tart Subdivision
Date
9/14/2022
TDD - C
Peak Discharge Calculation (10 Year Design)
Drainage Area - 0.48 ac
C - 0.50 Bare Earth
I10 = 7.10 in/hr Assume Tc =5 min
A = 0.48 ac
Q10= 1.70 cfs
Determine Ditch Flow Depth (d) and Velocity (v) - Check for Temporary Conditions
Apply Manning's Equation: V=Z49/n *R213*S1/2, Q=A/V
Ditch Characteristics:
n = 0.02 Bare Earth
Base Width (B) = 2.00 ft
M= 2
Ditch Slope (S) = 4.20% M:1
Permissible Max Velocity (Vp) = 2.00 fps
nB
Apply the Following Analysis to Determine Actual "d"and 'Y'
d = flow depth = 0.17 ft
Area (A) = B*d + M*d2 = 0.40
Perimeter (P) = b + 2d*(M2+1).5 = 2.77
R= A/P= 0.15
VpR = V Permiss * R = 0.29
V = Flow Velocity = 4.20 fps
Q- design flow = 1.70 cfs check Q: OK
Check Ditch Velocity for Lining:
VP = 2.00 fps Vactual>Vallow, Find
Temp Lining
Vactual = 4.20 fps
Determine Temporary Liner
Recalculate with Liner:
Liner Material = Straw with Net Tshear
51e55 = Shear stress =
g*d's
n = 0.065 Table 8.05e NCESCPDM
g = density of water =
62.4 Ib/ft3
Base Width (B) = 2.00 ft
d = flow depth =
0.34 ft
M = 2
S = channel slope =
4.20%
Ditch Slope (S) = 4.20% Tshear
stress = Shear Stress =
0.88
T allow (Td) = 1.45 psf Compare
Tshear stress to Td.-
Apply the Following Analysis to Determine Actual "d" and 'Y'
T al low (Td)
1.45
d = flow depth = 0.34 ft
Tshear stress =
0.88
Area (A) = B*d + M*d2 = 0.90
Perimeter (P) = b + 2d*(M2+1).5 - 3.51
Tshear stress < Td => OK
R = A/P = 0.26
V = Flow Velocity = 1.89 fps
Summary
Q = design flow - 1.70 cfs check Q: OK
Temporary Ditch Loner e
Straw with Net

PrQ[eaD.=
Revisions
Project #
2020-063
No
Date
Description
Project Name
Susan Tart Subdivision
Date
9/14/2022
rIPJAMIX
Peak Discharge Calculation (10 Year Design)
Drainage Area = 3.31 ac
C = 0.50 Bare Earth
I10 = 7.10 in/hr Assume Tc =5 min
A = 3.31 ac
Q10= 11.74 cfs
Determine Ditch Flow Depth (d) and Velocity (v) - Check for Temporary Conditions
Apply Manning's Equation: V=Z49/n *R213*S1/2, Q=A/V
Ditch Characteristics:
n = 0.02 Bare Earth
Base Width (B) = 2.00 ft
M= 2
Ditch Slope (S) = 0.55% M:1
Permissible Max Velocity (Vp) = 2.00 fps
nB
Apply the Following Analysis to Determine Actual "d"and 'Y'
d = flow depth = 0.86 ft
Area (A) = B*d + M*d2 = 3.19
Perimeter (P) = b + 2d*(M2+1).5 = 5.84
R = A/P = 0.55
VpR = V Permiss * R = 1.09
V = Flow Velocity = 3.68 fps
Q- design flow = 11.74 cfs check Q: OK
Check Ditch Velocity for Lining:
VP = 2.00 fps Vactual>Vallow, Find
Temp Lining
Vactual = 3.68 fps
Determine Temporary Liner
Recalculate with Liner:
Liner Material = Straw with Net Tshear
51e55 = Shear stress =
g*d's
n = 0.033 Table 8.05e NCESCPDM
g = density of water =
62.4 Ib/ft3
Base Width (B) = 2.00 ft
d = flow depth =
1.10 ft
M = 2
S = channel slope =
0.55%
Ditch Slope (S) = 0.55% Tshear
stress = Shear Stress =
0.38
T allow (Td) = 1.45 psf Compare
Tshear stress to To. -
Apply the Following Analysis to Determine Actual "d" and 'Y'
T al low (Td)
1.45
d = flow depth = 1.10 ft
Tshear stress =
0.38
Area (A) = B*d + M*d2 = 4.60
Perimeter (P) = b + 2d*(M2+1).5 = 6.91
Tshear stress < Td => OK
R = A/P = 0.67
V = Flow Velocity = 2.55 fps
Summary
Q = design flow = 11.74 cfs check Q: OK
Temporary Ditch Loner e
Straw with Net

CALCULATIONS
Permanent Ditch Calculations
E N G
EST. 0 10
o ���
\�Ty CAO-/

Roadway Name:
Ditch # :
Station Range:
Ditch "Q" and "T Calculation Worksheet
N/A
Bypass Ditch
N/A
Peak Discharge Calculation:
Drainage Area = 130000 sf
2.98 acres
Q1o=CXIXA
C = 0.50
Ito = 7.1 in/hr
A = 2.98 acres
Qyo = 10.59 cfs
Determine Ditch Flow Depth (d) and Velocity (v) Check for Permanent Condition:
Apply Manning's Equation: V=1.49/n * RZia*S' 2 , Q=A/V
Ditch Characteristics:
n = 0.03 grass —?
Base Width (B) = 2 ft
M = 3 M:1
Ditch Slope (S) = 1.53%
Permissible Max Velocity (Vp) 5.00 fps
Apply the Following Analysis to Determine Actual "d" and "V"
d =
flow depth =
0.71 ft
Area (A) =
B*d + M*d2 -
2.93
Perimeter (P) =
b + 2d*(M2+1) 5 -
6.49
R =
A/P =
0.45
VpR =
V Permiss * R =
2.26
V =
Flow Velocity =
3.61 fps
Q =
design flow =
10.59 cfs check Q: OK
Check Ditch Velocity for Lining:
Vp = 5.00 fps
Vactual = 3.61 fps
Vactual<Vallow, No Perm. Lining Needed
Determine Ditch Flow Depth (d) and Velocity (v) Check for Temporary Condition:
Q2=CxIXA
C =
0.25
12 =
4.52 in/hr
A =
2.98 acres
Q2 =
3.37 cfs
BYPASS DITCH

Ditch Characteristics:
n =
0.02
bare earth
Base Width (B) =
2
ft
M=
3
Ditch Slope (S) =
1.53%
Permissible Max Velocity (Vp)
2.00
fps (bare earth)
Apply the Following Analysis to Determine Actual
"d" and "V"
d =
flow depth =
0.32
Area (A) =
B*d + M*d2 -
0.96
Perimeter (P) =
b + 2d*(M2+1) 5 -
4.04
R =
A/P =
0.24
VpR =
V Permiss * R =
0.47
V =
Flow Velocity =
3.51 fps
Q =
design flow =
3.37 cfs check Q: OK
Check Ditch Velocity for Lining
Vp =
2.00
fps
Vactual =
3.51
fps
Vactual>Vallow, Find Temp. Lining
Recalculate with Temp Liner:
Liner Material =
Straw with Net
n =
0.033
Straw with Net
Base Width (B) =
2
ft
M=
3
Ditch Slope (S) =
1.53%
T allow (Tp)
1.45
Straw with Net
Apply the Following Analysis to Determine Actual "d" and "V"
d =
flow depth =
0.42
Area (A) =
B*d + M*d2 -
1.37
Perimeter (P) =
b + 2d*(M2+1) 5 -
4.66
R =
A/P =
0.29
V =
Flow Velocity =
2.46 fps
Q =
design flow =
3.37 cfs
Tshear stress - 9* d S
g= 62.4 Ib/ft3
d = 0.42 ft
S = 1.53%
Tshear stress - 0.40
Compare Tshear stress to Td
T allow (Td) 1.45
Tshear stress - 0.40
Tshear stress < Td => OK
Note: lnstaII straw with net. See plans.
BYPASS DITCH