SW6231103_Stormwater Report_20240306

Prepared for:
SUSAN TART PROPERTY, LLC
126 N. Ennis St.
Fuquay-Vagina, NC 27526
Contact: Zach Angle
Stormwater & Erosion
Control Narrative
Godwin Subdivision
Cumberland County, NC
Town of Godwin
Construction Drawing Submittal - October 26, 2023
2nd Submittal - March 6, 2024
CurryENGINEERING
poitor
Prepared by:
Don Curry, PE �� � L'2 �' O .
The Curry Engineering Group, PLLC 4;3,
205 S. Fuquay Ave. , O ""tr•
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Fuquay-Varina, NC 27526 ''T►rr,..t.= �'
[phone] 3/6/2024

CurryENGINEERING
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
Stream Classification
CALCULATIONS &ANALYSIS
Stormwater Management Calculations
• Curve Numbers
• SCM Worksheets
• Hydraflow Routing
Storm Sewer HGL Calculations
Gutter Spread Calculations
Culvert Calculations
Temporary Diversion Ditch Calculations
Outlet Protection Calculations
Sediment Basin Calculations
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NARRATIVES
Site Location &Description
Susan Tart Property, LLC,plans to develop approximately 31 acres of vacant property offMcLean
Street in Godwin, Cumberland County,NC.
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Figure 1 - Vicinity Map—Courtesy of Cumberland County GIS 2023
The site is currently a vacant mix of open areas that were previously used for farming as well as
wooded areas. Per an environmental delineation performed by Wetland Solutions, LLC,there is a vein
of wetlands that follows the primary drainage way at the north end of the property. Impacs to these
wetlans will require a pre-construction notification (PCN)sent to the US Army Corps of Engineers
which will trigger a nationwide 404 permit. NCDEQ will also have permitting oversight. This effort will
be managed by Wetland Solutions, LLC. Every effort has been made to minimize impacts to these
wetlands in the design process.
3

Project Development
The developer plans to develop the property such that a total of 116 single family lots can be
constructed. The property is currently zoned Town of Godwin (R6). The project will develop the
subdivision in one phase. The developer plans to mass grade the property. The site will be served by
public utilities which are adjacent to the parcel.
The nearest point of connection for potable water is an existing 8"public water main that runs along
US Highway 301/Main St./Dunn Rd. This project proposes connecting to this 8"water main at the
intersection of McLean St. and Dunn Road. An 8"water main will continue throughout the subdivision.
The nearest point of connection to the sewer system is an existing 8"sewer line that lies at the
intersection of McLean St. and Lucas St. An 8"sewer main will be extended throughout the
subdivision, with a public pump station at the north end of the subdivision,pumping up to the public
sewer on McLean.
Erosion Control
Approximately 30 acres will be disturbed during construction. The maximum fill will be approx. 3 feet.
This project will involve removal of topsoil and grading to create residential roadway infrastructure
and mass grading of lots. An underground storm drainage system will be installed to convey
stormwater to a permanent stormwater management area.
The project is scheduled to begin construction in winter 2024 with project completion and final
stabilization bywinter 2025. 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
moderately high Ksat's. Slopes are largelybetween 0 to 6%. On-site soils are Coxville,Exum,
Grantham,and Norfolk. HSG ranges from Ato C/D.
Soils information has been obtained through the USDA&NRCS website:
http://websoilsurvey.nres.usda.gov/app/ for Cumberland County.
Stormwater Management
The project drains to an unnamed tributary within the Cape River Basin. Cape Fear has a stream index
classification number #18-(20.7)and is designated as class "WS-V'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 Cumberland County to provide peak flow
attenuation,this project provides peak flow attenuation for the 1-yr,2-yr, and 10-yr storm events.
4

To treat 85%TSS and control the pre-post attenuation, a wet detention basins is being utilized at the
property natural low point. By utilizing a wet detention basin, the requirement for a level spreader and
filter strip, is not required. At this time,neither the Cumberland County or Cape Fear River rule
requires treatment or an 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.
Although the site will be be mass graded,the intent is to keep the existing drainage patterns in the
post development state. The site drains to 2 drainage basins on the property as shown on SW-01. The
vast majority of the property drains to analysis point#1, at the northwest corner of the property.
Analysis point#2 outlets to the east and is significantly smaller,with no proposed SCM and no
projected increase in flow.
A summary of the stormwater pre and post development rates is illustrated below.
POA#1 (HYD#1, 8)
Pre-Development Post-Development Peak
Storm Event Peak Flow Floww/SCM Net Change Net Change
(cfs) (cfs) (cfs) (%)
1 yr 3.71 2.47 -1.24 -33%
2 yr 7.30 4.40 -2.90 -40%
10 yr 25.51 23.09 -2.42 -9%
25 yr 39.88 83.97 44.09 111%
100 yr 66.57 188.16 121.59 183%
POA#2(HYD#2,5)
Pre-Development Post-Development Peak Net Change Net Change
Stone Event PeakFlow Floww/SCM
(cfs) (cfs) (cfs) (%)
1 yr 1.70 1.70 0.00 0%
2 yr 2.39 2.39 0.00 0%
10 yr 5.00 5.00 0.00 0%
25 yr 6.77 6.77 0.00 0%
100 yr 9.78 9.78 0.00 0%
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 byAutoDesk. The
SCS method was utilized for determining pre/post flow rates.
5

Storm Sewer Hydraulic Gradeline 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 80%full of the outlet pipe
• Maintain 10 yr. HGL inside system
• Minimum slope of 0.5%.
• Minimum velocityof2 fps and max velocity of 10 fps.
Each inlet has a delineated drainage basin composite C value for land use and a minimum Tc of five (5)
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
byAutodesk. 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 6.5 feet during the 4 in/hr storm event with the
exception of cul-de-sac catch basins and yard inlets.
• Mannings "n"of the gutter is 0.013.
• Cross slope ofroad is 2%
• Longitudinal slope ofroad 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 byAutodesk. The analysis included checking the system for inlet control. Refer to the
calculations section for the Hydraflow output calculations.
6

SUPPORT DOCUMENTS
USGS 7.5 Minute Map
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SUPPORT DOCUMENTS
FEMA Flood Map
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HAZARD AREAS Regulatory Floodway
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FLOOD HAZARD �� Area with Flood Risk due to Leveezone D
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Basemap Imagery Source:USGS National Map 2023

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

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

Contents
Preface 2
How Soil Surveys Are Made 5
Soil Map 8
Soil Map 9
Legend 10
Map Unit Legend 11
Map Unit Descriptions 11
Cumberland County, North Carolina 13
Co—Coxville loam 13
ExA—Exum loam, 0 to 2 percent slopes 14
Gr—Grantham loam 15
NoB—Norfolk loamy sand, 2 to 6 percent slopes 17
References 19
4

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

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

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

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

Custom Soil Resource Report
a Soil Map
IN
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4 Map Scale:1:3,980 if printed on A portrait(8.5"x 11")sheet.
Meters
N 0 50 100 200 300
Feet
0 150 300 (i00 900
Map projection:Web Mercator Comer coordinates:WGS84 Edge tics:UTM Zone 17N WGS84
9

Custom Soil Resource Report
MAP LEGEND MAP INFORMATION
Area of Interest(AOI) 14 Spoil Area The soil surveys that comprise your AOI were mapped at
Area of Interest(AOI) 1:24,000.
Q Stony Spot
Soilsit Very Stony Spot
Soil Map Unit Polygons Warning:Soil Map may not be valid at this scale.
Wet Spot
,..,. Soil Map Unit Lines Enlargement of maps beyond the scale of mapping can cause
p Other misunderstandingof the detail of mapping and accuracyof soil
p Soil Map Unit Points pp 9
.• Special Line Features line placement.The maps do not show the small areas of
Special Point Features contrasting soils that could have been shown at a more detailed
Blowout Water Features scale.
-_- Streams and Canals
kg Borrow Pit
Transportation Please rely on the bar scale on each map sheet for map
* clay Spot 1.44 Rails measurements.
0 Closed Depression
o,/ Interstate Highways
Gravel Pit Source of Map: Natural Resources Conservation Service
.r US Routes Web Soil Survey URL:
Gravelly Spot Major Roads Coordinate System: Web Mercator(EPSG:3857)
® Landfill Local Roads Maps from the Web Soil Survey are based on the Web Mercator
• Lava Flow Background projection,which preserves direction and shape but distorts
distance and area.A projection that preserves area,such as the
46 Marsh or swamp Aerial Photography Albers equal-area conic projection,should be used if more
It Mine or Quarry accurate calculations of distance or area are required.
4 Miscellaneous Water This product is generated from the USDA-NRCS certified data as
O Perennial Water of the version date(s)listed below.
v Rock Outcrop Soil Survey Area: Cumberland County,North Carolina
+ Saline Spot Survey Area Data: Version 24,Sep 8,2022
Sandy Spot Soil map units are labeled(as space allows)for map scales
Severely Eroded Spot 1:50,000 or larger.
• Sinkhole Date(s)aerial images were photographed: Apr 24,2022—May
31 Slide or Slip 9,2022
oa Sodic Spot The orthophoto or other base map on which the soil lines were
compiled and digitized probably differs from the background
imagery displayed on these maps.As a result,some minor
shifting of map unit boundaries may be evident.
10

Custom Soil Resource Report
Map Unit Legend
Map Unit Symbol Map Unit Name Acres in AOI Percent of AOI
Co Coxville loam 5.8 16.6%
ExA Exum loam,0 to 2 percent 5.9 17.0%
slopes
Gr Grantham loam 7.6 21.8%
NoB Norfolk loamy sand,2 to 6 15.6 44.6%
percent slopes
Totals for Area of Interest 34.9 100.0%
Map Unit Descriptions
The map units delineated on the detailed soil maps in a soil survey represent the
soils or miscellaneous areas in the survey area. The map unit descriptions, along
with the maps, can be used to determine the composition and properties of a unit.
A map unit delineation on a soil map represents an area dominated by one or more
major kinds of soil or miscellaneous areas. A map unit is identified and named
according to the taxonomic classification of the dominant soils. Within a taxonomic
class there are precisely defined limits for the properties of the soils. On the
landscape, however, the soils are natural phenomena, and they have the
characteristic variability of all natural phenomena. Thus, the range of some
observed properties may extend beyond the limits defined for a taxonomic class.
Areas of soils of a single taxonomic class rarely, if ever, can be mapped without
including areas of other taxonomic classes. Consequently, every map unit is made
up of the soils or miscellaneous areas for which it is named and some minor
components that belong to taxonomic classes other than those of the major soils.
Most minor soils have properties similar to those of the dominant soil or soils in the
map unit, and thus they do not affect use and management. These are called
noncontrasting, or similar, components. They may or may not be mentioned in a
particular map unit description. Other minor components, however, have properties
and behavioral characteristics divergent enough to affect use or to require different
management. These are called contrasting, or dissimilar, components. They
generally are in small areas and could not be mapped separately because of the
scale used. Some small areas of strongly contrasting soils or miscellaneous areas
are identified by a special symbol on the maps. If included in the database for a
given area, the contrasting minor components are identified in the map unit
descriptions along with some characteristics of each. A few areas of minor
components may not have been observed, and consequently they are not
mentioned in the descriptions, especially where the pattern was so complex that it
was impractical to make enough observations to identify all the soils and
miscellaneous areas on the landscape.
The presence of minor components in a map unit in no way diminishes the
usefulness or accuracy of the data. The objective of mapping is not to delineate
pure taxonomic classes but rather to separate the landscape into landforms or
11

Custom Soil Resource Report
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
Cumberland County, North Carolina
Co—Coxville loam
Map Unit Setting
National map unit symbol: w6zn
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
Coxville, drained, and similar soils: 85 percent
Coxville, undrained, and similar soils: 10 percent
Estimates are based on observations, descriptions, and transects of the mapunit.
Description of Coxville, Drained
Setting
Landform: Carolina bays, depressions
Landform position (two-dimensional): Summit
Down-slope shape: Concave
Across-slope shape: Concave
Parent material: Clayey marine deposits
Typical profile
Ap- 0 to 9 inches: loam
Eg- 9 to 11 inches: loam
Btg- 11 to 72 inches: sandy clay
Cg- 72 to 80 inches: sandy clay loam
Properties and qualities
Slope: 0 to 2 percent
Depth to restrictive feature: More than 80 inches
Drainage class: Poorly drained
Runoff class: Low
Capacity of the most limiting layer to transmit water(Ksat): Moderately high (0.20
to 0.57 in/hr)
Depth to water table:About 0 to 12 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): 3w
Hydrologic Soil Group: C/D
Hydnc soil rating: Yes
Description of Coxville, Undrained
Setting
Landform: Carolina bays, depressions
Landform position (two-dimensional): Summit
Down-slope shape: Concave
13

Custom Soil Resource Report
Across-slope shape: Concave
Parent material: Clayey marine deposits
Typical profile
A -0 to 9 inches: loam
Eg- 9 to 11 inches: loam
Btg- 11 to 72 inches: sandy clay
Cg- 72 to 80 inches: sandy clay loam
Properties and qualities
Slope: 0 to 2 percent
Depth to restrictive feature: More than 80 inches
Drainage class: Poorly drained
Runoff class: Low
Capacity of the most limiting layer to transmit water(Ksat): Moderately high (0.20
to 0.57 in/hr)
Depth to water table:About 0 to 12 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): 4w
Hydrologic Soil Group: C/D
Hydric soil rating: Yes
ExA—Exum loam, 0 to 2 percent slopes
Map Unit Setting
National map unit symbol: w705
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: All areas are prime farmland
Map Unit Composition
Exum and similar soils: 80 percent
Minor components: 5 percent
Estimates are based on observations, descriptions, and transects of the mapunit.
Description of Exum
Setting
Landform: Broad interstream divides on marine terraces, flats on marine terraces
Down-slope shape: Concave
Across-slope shape: Linear
Parent material: Loamy and silty marine deposits
14

Custom Soil Resource Report
Typical profile
Ap- 0 to 8 inches: silt loam
E- 8 to 12 inches: silt loam
Bt- 12 to 70 inches: clay loam
C- 70 to 100 inches: loam
Properties and qualities
Slope: 0 to 2 percent
Depth to restrictive feature: More than 80 inches
Drainage class: Moderately well drained
Runoff class: Low
Capacity of the most limiting layer to transmit water(Ksat): Moderately high (0.20
to 0.57 in/hr)
Depth to water table:About 24 to 36 inches
Frequency of flooding: None
Frequency of ponding: None
Available water supply, 0 to 60 inches: High (about 10.8 inches)
Interpretive groups
Land capability classification (irrigated): None specified
Land capability classification (nonirrigated): 2w
Hydrologic Soil Group: C
Hydric soil rating: No
Minor Components
Grantham, undrained
Percent of map unit: 5 percent
Landform: Broad interstream divides on flats, broad interstream divides on
depressions
Down-slope shape: Concave
Across-slope shape: Concave, linear
Hydric soil rating: Yes
Gr—Grantham loam
Map Unit Setting
National map unit symbol: w7Op
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: Prime farmland if drained
Map Unit Composition
Grantham, drained, and similar soils: 80 percent
Grantham, undrained, and similar soils: 10 percent
Estimates are based on observations, descriptions, and transects of the mapunit.
15

Custom Soil Resource Report
Description of Grantham, Drained
Setting
Landform: Broad interstream divides on flats, broad interstream divides on
depressions
Down-slope shape: Concave
Across-slope shape: Concave, linear
Parent material: Loamy and silty marine deposits
Typical profile
A -0 to 6 inches: loam
Eg- 6 to 11 inches: loam
Btg- 11 to 77 inches: loam
Cg- 77 to 110 inches: loam
Properties and qualities
Slope: 0 to 2 percent
Depth to restrictive feature: More than 80 inches
Drainage class: Poorly drained
Runoff class: Low
Capacity of the most limiting layer to transmit water(Ksat): Moderately high (0.20
to 0.57 in/hr)
Depth to water table:About 0 to 12 inches
Frequency of flooding: None
Frequency of ponding: None
Available water supply, 0 to 60 inches: High (about 10.7 inches)
Interpretive groups
Land capability classification (irrigated): None specified
Land capability classification (nonirrigated): 3w
Hydrologic Soil Group: C/D
Hydric soil rating: Yes
Description of Grantham, Undrained
Setting
Landform: Broad interstream divides on flats, broad interstream divides on
depressions
Down-slope shape: Concave
Across-slope shape: Concave, linear
Parent material: Loamy and silty marine deposits
Typical profile
A -0 to 6 inches: loam
Eg- 6 to 11 inches: loam
Btg- 11 to 77 inches: loam
Cg- 77 to 110 inches: loam
Properties and qualities
Slope: 0 to 2 percent
Depth to restrictive feature: More than 80 inches
Drainage class: Poorly drained
Runoff class: Low
Capacity of the most limiting layer to transmit water(Ksat): Moderately high (0.20
to 0.57 in/hr)
Depth to water table:About 0 to 12 inches
Frequency of flooding: None
16

Custom Soil Resource Report
Frequency of ponding: None
Available water supply, 0 to 60 inches: High (about 10.7 inches)
Interpretive groups
Land capability classification (irrigated): None specified
Land capability classification (nonirrigated): 6w
Hydrologic Soil Group: C/D
Hydric soil rating: Yes
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: 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
Estimates are based on observations, descriptions, and transects of the mapunit.
Description of Norfolk
Setting
Landform: Flats on marine terraces, broad interstream divides 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
17

Custom Soil Resource Report
Land capability classification (nonirrigated): 2e
Hydrologic Soil Group: A
Hydric soil rating: No
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/
nres/detail/national/soils/?cid=nres 142p2_054262
Soil Survey Staff. 1999. Soil taxonomy: A basic system of soil classification for
making and interpreting soil surveys. 2nd edition. Natural Resources Conservation
Service, U.S. Department of Agriculture Handbook 436. http://
www.nres.usda.gov/wps/portal/nres/detail/national/soils/?cid=nres142p2_053577
Soil Survey Staff. 2010. Keys to soil taxonomy. 11th edition. U.S. Department of
Agriculture, Natural Resources Conservation Service. http://
www.nres.usda.gov/wps/portal/nres/detail/national/soils/?cid=nres142p2_053580
Tiner, R.W., Jr. 1985. Wetlands of Delaware. U.S. Fish and Wildlife Service and
Delaware Department of Natural Resources and Environmental Control, Wetlands
Section.
United States Army Corps of Engineers, Environmental Laboratory. 1987. Corps of
Engineers wetlands delineation manual. Waterways Experiment Station Technical
Report Y-87-1.
United States Department of Agriculture, Natural Resources Conservation Service.
National forestry manual. http://www.nrcs.usda.gov/wps/portal/nrcs/detail/soils/
home/?cid=nres142p2_053374
United States Department of Agriculture, Natural Resources Conservation Service.
National range and pasture handbook. http://www.nres.usda.gov/wps/portal/nres/
detail/national/landuse/rangepasture/?cid=stelprdb1043084
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/
nres/detail/soils/scientists/?cid=nres142p2_054242
United States Department of Agriculture, Natural Resources Conservation Service.
2006. Land resource regions and major land resource areas of the United States,
the Caribbean, and the Pacific Basin. U.S. Department of Agriculture Handbook
296. http://www.nres.usda.gov/wps/portal/nres/detail/national/soils/?
cid=nres142p2_053624
United States Department of Agriculture, Soil Conservation Service. 1961. Land
capability classification. U.S. Department of Agriculture Handbook 210. http://
www.nrcs.usda.gov/Internet/FSE_DOCUMENTS/nrcs142p2_052290.pdf
20

SUPPORT DOCUMENTS
Stream Classification
CE N C/Ns
CJ
EST. 10
yr
CAR

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82J
_ \. C
Q Zoom to S''
Surface Water Classifications: ^ m X
/
Stream Index: 18,(20.7) /
Ross WestRo
Stream Name: CAPE FEAR RIVER
Description: From Dunn water supply intake
$ti to a point 8.2 mile upstream of
Carvers Creek
Classification: WS V ,
ea /
e/id Date of Class.: August 2,1992 /
What does this Class.mean? View
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7
River Basin: Cape Fear ,
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CALCULATIONS &ANALYSIS
Weighted Curve Number
C
1 EST. 0
y
CAR

Project Data Revisions
Project# 2022-045 No Date Description
Project Name Godwin Subdivision
Date 10/25/2023
SOIL WEIGHTED CN VALUES
PRE-De veloped 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 38 61 75 87
1/3 acre 30 57 72 86
1/2 acre 25 54 70 85
1 acre 20 51 68 84
2 acre 12 46 65 82
Types of Soils with in Drainage Area Soil Area in Drainage Area
Soil Name Hydrologic Group Drainage Area= 30.49 ac
Coxville Loam(Co) C Total Area in"A Soils= 14.62 ac
Exum Loam(ExA) C Total Area in"B"Soils 0.00 ac
Grantham Loam(Gr) C Total Area in"C"Soils 15.87 ac
Norfolk Loamy Sand(NoB) A Total Area in"D"Soils= 0.00 ac
Use the following CN Values for each Land Use
Poor Fair Good
Open Space= 77 65 57
Impervious Surface= 98 98 98
Wooded Area= 62 55 51
Gravel Area= 83 83 83
Land Uses in Sub-Basin
Open Space 15.25 ac
Impervious 0.00 ac
Wooded 15.25 ac
Gravel 0.00 ac
Poor Fair Good
Weighted CN Value 70 60 54

Project Data Revisions
Project# 2022-045 No Date Description
Project Name Godwin Subdivision
Date 10/25/2023
SOIL WEIGHTED CN VALUES
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 38 61 75 87
1/3 acre 30 57 72 86
1/2 acre 25 54 70 85
1 acre 20 51 68 84
2 acre 12 46 65 82
Types of Soils with in Drainage Area Soil Area in Drainage Area
Soil Name Hydrologic Group Drainage Area= 1.11 ac
Coxville Loam(Co) C Total Area in"A Soils= 0.00 ac
Exum Loam(ExA) C Total Area in"B"Soils 0.00 ac
Grantham Loam(Gr) C Total Area in"C"Soils 1.11 ac
Norfolk Loamy Sand(NoB) A Total Area in"D"Soils= 0.00 ac
Use the following CN Values for each Land Use
Poor Fair Good
Open Space= 86 79 74
Impervious Surface= 98 98 98
Wooded Area= 77 73 70
Gravel Area= 89 89 89
Land Uses in Sub-Basin
Open Space 0.11 ac
Impervious 0.00 ac
Wooded 1.00 ac
Gravel 0.00 ac
Poor Fair Good
Weighted CN Value 78 74 70

Project Data Revisions
Project# 2022-045 No Date Description
Project Name Godwin Subdivision
Date 2/29/2024
SOIL WEIGHTED CN VALUES
POST-Developed to Pond 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 38 61 75 87
1/3 acre 30 57 72 86
1/2 acre 25 54 70 85
1 acre 20 51 68 84
2 acre 12 46 65 82
Types of Soils with in Drainage Area Soil Area in Drainage Area
Soil Name Hydrologic Group Drainage Area= 25.13 ac
Coxville Loam(Co) C Total Area in"A Soils= 13.13 ac
Exum Loam(ExA) C Total Area in"B"Soils 0.00 ac
Grantham Loam(Gr) C Total Area in"C"Soils 12.00 ac
Norfolk Loamy Sand(NoB) A Total Area in"D"Soils= 0.00 ac
Use the following CN Values for each Land Use
Poor Fair Good
Open Space= 77 63 56
Impervious Surface= 98 98 98
Wooded Area= 60 54 49
Gravel Area= 82 82 82
Land Uses in Sub-Basin
Open Space 13.72 ac
Impervious 11.41 ac
Wooded 0.00 ac
Gravel 0.00 ac
Poor Fair Good
Weighted CN Value 86 79 75

Project Data Revisions
Project# 2022-045 No Date Description
Project Name Godwin Subdivision
Date 10/25/2023
SOIL WEIGHTED CN VALUES
POST-Developed Bypass DA#4
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 38 61 75 87
1/3 acre 30 57 72 86
1/2 acre 25 54 70 85
1 acre 20 51 68 84
2 acre 12 46 65 82
Types of Soils with in Drainage Area Soil Area in Drainage Area
Soil Name Hydrologic Group Drainage Area= 4.38 ac
Coxville Loam(Co) C Total Area in"A Soils= 1.49 ac
Exum Loam(ExA) C Total Area in"B"Soils 0.00 ac
Grantham Loam(Gr) C Total Area in"C"Soils 2.89 ac
Norfolk Loamy Sand(NoB) A Total Area in"D"Soils= 0.00 ac
Use the following CN Values for each Land Use
Poor Fair Good
Open Space= 80 69 62
Impervious Surface= 98 98 98
Wooded Area= 66 60 56
Gravel Area= 85 85 85
Land Uses in Sub-Basin
Open Space 4.38 ac
Impervious 0.00 ac
Wooded 0.00 ac
Gravel 0.00 ac
Poor Fair Good
Weighted CN Value 80 69 62

Project Data Revisions
Project# 2022-045 No Date Description
Project Name Godwin Subdivision
Date 10/25/2023
SOIL WEIGHTED CN VALUES
POST-Developed Bypass DA#5
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 38 61 75 87
1/3 acre 30 57 72 86
1/2 acre 25 54 70 85
1 acre 20 51 68 84
2 acre 12 46 65 82
Types of Soils with in Drainage Area Soil Area in Drainage Area
Soil Name Hydrologic Group Drainage Area= 1.11 ac
Coxville Loam(Co) C Total Area in"A Soils= 0.00 ac
Exum Loam(ExA) C Total Area in"B"Soils 0.00 ac
Grantham Loam(Gr) C Total Area in"C"Soils 1.11 ac
Norfolk Loamy Sand(NoB) A Total Area in"D"Soils= 0.00 ac
Use the following CN Values for each Land Use
Poor Fair Good
Open Space= 86 79 74
Impervious Surface= 98 98 98
Wooded Area= 77 73 70
Gravel Area= 89 89 89
Land Uses in Sub-Basin
Open Space 1.11 ac
Impervious 0.00 ac
Wooded 0.00 ac
Gravel 0.00 ac
Poor Fair Good
Weighted CN Value 86 79 74

CALCULATIONS &ANALYSIS
SCM Design Worksheets CEST. 10
NTH CARc)\-

Project Data Revisions
Project# 2022-045 No Date Description
Project Name Godwin Subdivision
Date 2/29/2024
WATER QUALITY&SURFACE AREA CALCULATION
Wet Detention Pond#1
1) Calculate percent impervious draining to pond. Impervious Summary
Lots(3000sf/lot) 7.99 ac
Drainage Area= 25.13 acres Pump Station 0.01 ac
Impervious Area= 11.41 acres ROW 3.33 ac
Mailbox Kiosk 0.07 ac
%Imperv.= 45.40 %
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(I)
Rv= runoff coefficient(ratio of runoff to rainfall in inches)
I= percent impervious
Rv= 0.459 in/in
Volume of 1.0"storm(must exceed 3630 cf):
WQv=3630 x RD x Rv XA
WQv=volume ofrunoofgnerated from design storm
RD=Design storm= 1 inch
Rv=Runoff Coef= 0.459 inch/inch
A=Drainage Area= 25.13 acre
WQv= 41,829 1?3
3) Determine Surface Area to Drainage Area Ratio&Surface of Permanent Pool(Water Quality)
Table 1:Piedmont and Mountain SA/DA Table(Adapted from Driscoll,1986)
Permanent Pool Average Depth(ft)
Percent
Impervious
Cover 3.0 4.0 5.0 6.0 7.0 8.0
' 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 0.61 0.56
I40% 1.51 1.22 1.09 0.91 0.78 0.71
' 50% 1.79 147 1.31 1.13 0.95 0.87
' 60% 2.09 1_73 149 1.31 1.12 t03
' 70% 2.51 2 04 1.80 1.56 1.34 1.17
1 80% 2.92 2-36 2.07 1.82 1.62 1.40
90% 3.25 2.64 2.31 2.04 1.84 1.59
Desired Depth= 4 ft
Imp.% Ratio
Lower Limit= 40.00 1.22
Upper Limit= 50.00 1.47 Minimum SARequired= 14,831 R2
Actual= 45.40 1.36

Project Data Revisions
Project# 2022-045 No Date Description
Project Name Godwin Subdivision
Date 2/29/2024
POND 3OLUMES
Wet Detention Pond#1
Total Main Pool
Stage Volume Cumulative Storage
Stage Level Elevation(ft) Area(sf) (cf) (cf) Permanent Pool Volume Check
0 132.5 16808 0 0 Main Pool Vol= 113076 cf
0.5 133 17440 8562 8562 Main Pool SA= 25639 sf
1.5 134 18729 18085 26647 Main Pool-80-85% SAS 85%
2.5 135 20051 19390 46037 Main Pool SACheck YES
3.5 136 21406 20729 66765
4.5 137 22788 22097 88862
5 137.5 23490 11570 100432
5.5 138 25639 24214 113076
Total Forebay Volume Forebay Volume Check
Stage Volume Cumulative Storage
Stage Level Elevation(ft) Area(sf) (cf) (cf) Total P.Pool Vol= 133531 cf
0 133.5 2500 0 0 Total Forebay Vol= 20456 cf
0.5 134 2907 1352 1352 Is Forebay—15-20% YES 15%
1.5 135 3776 3342 4693
2.5 136 4720 4248 8941
3.5 137 5738 5229 14170
4.5 138 6833 6286 20456
Temporary Pool Volume Temporary Pool Volume Check
Stage Volume Cumulative Storage
Stage Level Elevation(ft) Area(sf) (cf) (cf) WQ Volume= 41829 cf
0 138 32472 0 0 Temp.Pool Vol= 46094 cf
1 139 37109 34791 34791 Volume Enough SAS
1.5 139.3 38246 11303 46094
Average Depth Calculation:
VPP—Vshelf
D.,= Vshelf= 541 cf
Abottomofshelf Dmax over shelf= 0.5 ft
Where: Deg = Average depth in feet Perimeter= 721 ft
VPP = Total volume of permanent pool(feet')
V.,.. = Volume over the shelf only(feels)—see below Width= 3 ft
Ammm al snail = Area of wet pond at the bottom of the shelf(feet5)
V.,.r= 0.5•Depthm.,...,,,n..•Perimeters.,,rm•Width......,part sums UPs= 113076 cf
Where: Dm....,.,.r = Depth of water at the deep side of the shelf as Ahpnom of shelf= 23490 sf 137.50 elev
measured at permanent pool(feet) D, = 4.79 ft
Perimetere., .v m = Perimeter of permanent pool at the bottom of the `4
shelf(feet)
Width.,mm.,mu p.a.u o= Width from the deep side to the dry side of the
shelf as measured at permanent pool(feet)

Project Data Revisions
Project# 2022-045 No Date Description
Project Name Godwin Subdivision
Date 2/29/2024
WATER QUALITY°LUME DRAW DOWN CALCULATION
Wet Detention Pond#1
1) Input Orifice and Spillway Information
Orifice Diameter= 3.00 in
Orfice Coefficent= 0.60
Volume Provided= 46,094 ci
Number Orifices= 1.00
Inv Orfice= 138.00
Inv Primary Spillway= 139.30
2) Calculate Area,Head and Discharge Flow
Q=C'o A.J 2gh
g=32.2 ft/sr
h=use h/3 to simulate decreasing head
A=cross section area of orifice
discharge cfs
discharge cfs
Orfice Cross Section Area= 0.049 si
Average head= 0.433 feet
Discharge= 0.156 cfs
3) Calculate Drawn Down Time
Tim e= Volume/Flowrate
Drawdown Time= 3.43 days
Check= OK

Project Data Revisions
Project# 2022-045 No Date Description
Project Name Godwin Subdivision
Date 2/29/2024
RISER ANTI-FLOATATION
Wet Detention Pond#1
Step 1. DETERMINE BOUYANT FORCES
Volume=Depth*Area
Depth—Riser Top Elev-Riser Bottom Elev
Riser Top Elev.= 422.5 ft
Bottom of Riser Elev.= 413.27 ft
Riser Wall Thickness= 6.00 in
Diameter of Manhole= 6.00 ft
Area=pi*diameter^2/4
Area(@outside diam)= 38.48 sf
Volume= 355.21 cf
times wt of water 62.4 lbs/cf
Bouyant Force= 22,165 lbs
Step 2. DETERMINE COUNTERWEIGHT REQUIREMENTS
Riser Top
Top Elevation= 422.5
Thickness= 0 inches
Outside Diam= 7.00 ft
Volume= 0.00 cf
Riser Walls
Inside Diam= 6.00 ft
Wall Thickness= 6.00 in
Height= 9.23 ft
Volume= 94.24 cf
Riser Bottom-Extended Base
Bottom Elevation= 413.27
Diameter= 0.00 ft
Thickness= 6.00 in Summary
Volume= 0.00 cf
Add minimum 93 inches below invert ofpond
Total Volume= 94.24 cf
xunit weight of reinforced conc. 150 lbs/cf
Counterweight = 14,136 lbs
Factor of SafetyProvided(FSP)= 0.64
Additional Concrete Required(YN)=
Amount of Concrete Required= 14,679 lbs
Step 3. ADD CONCRETE BELOWINVERTINRISER
Area of Riser (@reside diam)= 28.27 sf
Volume Required= 167.57 cf
Calculated Depth of Concrete= 5.93 ft
Actual Depth Used= 93 in
Backcheck Volume= 219.13 cf
Backcheck Weight of Added Conc
(150-62.4)= 19195 lb
Factor of Safety= 1.31
Factor of Safety>1.30(VN)=

CALCULATIONS &ANALYSIS
Hydra flow Routing
CE N G/Ns
CJ
1 0
ycAR

1
Watershed Model Schematic Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2023
1 2 4 6 5
1
I
1
Legend
Hyd. Origin Description
1 SCS Runoff Pre-Development DA#1 =>SITE
2 SCS Runoff Pre-Development DA#2
4 SCS Runoff Post Develoment DA#4=>By-Pass SCM
5 SCS Runoff Post Develoment DA#5=>By-Pass SCM
6 SCS Runoff Post Development DA#3=>To SCM
7 Reservoir SCM Routing
8 Combine Post-Development DA#1 =>SITE
Project: Godwin - Routing.gpw Wednesday, 10/25/2023

2
Hydrograph Return Period Recap
Yraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2023
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 3.714 7.304 25.51 39.88 66.57 Pre-Development DA#1 =>SITE
2 SCS Runoff 1.698 2.394 5.004 6.766 9.782 Pre-Development DA#2
4 SCS Runoff 2.338 4.231 12.37 18.30 29.03 Post Develoment DA#4=>By-Pass
5 SCS Runoff 1.698 2.394 5.004 6.766 9.782 Post Develoment DA#5=>By-Pass
6 SCS Runoff 33.38 47.39 100.56 136.37 197.86 I Post Development DA#3=>To SCM
7 Reservoir 6 1.207 2.118 22.25 1 86.96 181.47 SCM Routing
8 Combine 4,7 2.473 4.405 24.26 92.50 200.46 Post-Development DA#1 =>SITE
Proj. file: Godwin- Routing.gpw Wednesday, 10/25/2023

3
Hydrograph Summary Report Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2023
Hyd. Hydrograph Peak 'Time Time to I Hyd. Inflow 'Maximum I Total Hydrograph
No. type flow interval Peak volume hyd(s) elevation strge used Description
(origin) (cfs) (min) (min) (cuft) (ft) (cuft)
1 SCS Runoff 3.714 1 759 40,815 Pre-Development DA#1 =>SITE
2 SCS Runoff 1.698 1 720 3,918 Pre-Development DA#2
4 SCS Runoff 2.338 1 721 6,978 Post Develoment DA#4=>By-Pass
5 SCS Runoff 1.698 1 720 3,918 Post Develoment DA#5=>By-Pass
6 SCS Runoff 33.38 1 723 93,530 I Post Development DA#3=>To SCM
7 Reservoir 1.207 1 958 61,643 6 139.60 59,309 SCM Routing
8 Combine 2.473 1 721 68,621 4,7 Post-Development DA#1 =>SITE
Godwin - Routing.gpw Return Period: 1 Year Wednesday, 10/25/2023

4
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2023 Wednesday, 10/25/2023
Hyd. No. 1
Pre-Development DA #1 => SITE
Hydrograph type = SCS Runoff Peak discharge = 3.714 cfs
Storm frequency = 1 yrs Time to peak = 759 min
Time interval = 1 min Hyd. volume = 40,815 cuft
Drainage area = 30.490 ac Curve number = 60
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = TR55 Time of conc. (Tc) = 58.70 min
Total precip. = 3.10 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
Pre-Development DA#1 => SITE
Q (cfs) Hyd. No. 1 -- 1 Year Q (cfs)
4.00 4.00
3.00 3.00
2.00 2.00
1.00 1.00
0.00 - 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Hyd No. 1 Time(min)

5
TR55 Tc Worksheet
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2023
Hyd. No. 1
Pre-Development DA #1 => SITE
Description A B C Totals
Sheet Flow
Manning's n-value = 0.400 0.011 0.011
Flow length (ft) = 100.0 0.0 0.0
Two-year 24-hr precip. (in) = 3.38 0.00 0.00
Land slope (%) = 0.30 0.00 0.00
Travel Time (min) = 44.63 + 0.00 + 0.00 = 44.63
Shallow Concentrated Flow
Flow length (ft) = 1551 .00 0.00 0.00
Watercourse slope (%) = 1.40 0.00 0.00
Surface description = Unpaved Paved Paved
Average velocity (ft/s) =1.91 0.00 0.00
Travel Time (min) = 13.54 + 0.00 + 0.00 = 13.54
Channel Flow
X sectional flow area (sqft) = 0.00 24.00 0.00
Wetted perimeter (ft) = 0.00 16.00 0.00
Channel slope (%) = 0.00 2.10 0.00
Manning's n-value = 0.045 0.030 0.015
Velocity (ft/s) =0.00
9.44
0.00
Flow length (ft) ({0})0.0 281.0 0.0
Travel Time (min) = 0.00 + 0.50 + 0.00 = 0.50
Total Travel Time, Tc 58.70 min

6
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2023 Wednesday, 10/25/2023
Hyd. No. 2
Pre-Development DA #2
Hydrograph type = SCS Runoff Peak discharge = 1.698 cfs
Storm frequency = 1 yrs Time to peak = 720 min
Time interval = 1 min Hyd. volume = 3,918 cuft
Drainage area = 1.110 ac Curve number = 74
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = User Time of conc. (Tc) = 10.00 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)
2.00 2.00
1.00 1 1.00
0.00 - l 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Hyd No. 2 Time(min)

7
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2023 Wednesday, 10/25/2023
Hyd. No. 4
Post Develoment DA #4 => By-Pass SCM
Hydrograph type = SCS Runoff Peak discharge = 2.338 cfs
Storm frequency = 1 yrs Time to peak = 721 min
Time interval = 1 min Hyd. volume = 6,978 cuft
Drainage area = 4.380 ac Curve number = 62
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = User Time of conc. (Tc) = 10.00 min
Total precip. = 3.10 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
Post Develoment DA#4 => By-Pass SCM
Q (cfs) Hyd. No. 4-- 1 Year Q (cfs)
3.00 3.00
2.00 2.00
1.00 1.00
IL4-'""s"""-L
0.00 k 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Hyd No. 4 Time(min)

8
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2023 Wednesday, 10/25/2023
Hyd. No. 5
Post Develoment DA #5 => By-Pass SCM
Hydrograph type = SCS Runoff Peak discharge = 1.698 cfs
Storm frequency = 1 yrs Time to peak = 720 min
Time interval = 1 min Hyd. volume = 3,918 cuft
Drainage area = 1.110 ac Curve number = 74
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = User Time of conc. (Tc) = 10.00 min
Total precip. = 3.10 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
Post Develoment DA#5 => By-Pass SCM
Q (cfs) Hyd. No. 5-- 1 Year Q (cfs)
2.00 2.00
1.00 1 1.00
0.00 - l 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Hyd No. 5 Time(min)

9
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2023 Wednesday, 10/25/2023
Hyd. No. 6
Post Development DA#3 => To SCM
Hydrograph type = SCS Runoff Peak discharge = 33.38 cfs
Storm frequency = 1 yrs Time to peak = 723 min
Time interval = 1 min Hyd. volume = 93,530 cuft
Drainage area = 26.500 ac Curve number = 74
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = User Time of conc. (Tc) = 15.00 min
Total precip. = 3.10 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
Post Development DA#3 => To SCM
Q (cfs) Hyd. No. 6-- 1 Year Q (cfs)
35.001. 35.00
30.00 30.00
1
25.00 25.00
20.00 20.00
15.00 15.00
10.00 10.00
5.00 5.00
j— **.*--***""*"-------- .
0.00 - 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Hyd No. 6 Time(min)

10
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2023 Wednesday, 10/25/2023
Hyd. No. 7
SCM Routing
Hydrograph type = Reservoir Peak discharge = 1.207 cfs
Storm frequency = 1 yrs Time to peak = 958 min
Time interval = 1 min Hyd. volume = 61,643 cuft
Inflow hyd. No. = 6 - Post Development DA#3 = .51IMation = 139.60 ft
Reservoir name = Wet Detention Basin#1 Max. Storage = 59,309 cuft
Storage Indication method used.
SCM Routing
Q (cfs) Hyd. No. 7-- 1 Year Q (cfs)
35.00 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 - 0.00
0 300 600 900 1200 1500 1800 2100 2400 2700 3000
Time(min)
Hyd No. 7 Hyd No. 6 I I Total storage used = 59,309 cuft

Pond Report 11
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2023 Wednesday, 10/25/2023
Pond No. 1 - Wet Detention Basin#1
Pond Data
Contours-User-defined contour areas.Average end area method used for volume calculation. Begining Elevation= 138.00 ft
Stage/Storage Table
Stage(ft) Elevation(ft) Contour area(sqft) Incr.Storage(cuft) Total storage(cuft)
0.00 138.00 34,419 0 0
1.00 139.00 37,950 36,185 36,185
2.00 140.00 38,961 38,456 74,640
3.00 141.00 39,985 39,473 114,113
4.00 142.00 41,018 40,502 154,615
5.00 143.00 42,041 41,530 196,144
Culvert/Orifice Structures Weir Structures
[A] [B] [C] [PrfRsr] [A] [B] [C] [D]
Rise(in) = 24.00 3.00 4.00 0.00 Crest Len(ft) = 18.85 75.00 0.00 0.00
Span(in) = 24.00 3.00 4.00 0.00 Crest El.(ft) = 140.25 141.25 0.00 0.00
No.Barrels = 1 1 6 0 Weir Coeff. = 3.33 3.00 3.33 3.33
Invert El.(ft) = 137.80 138.00 139.30 0.00 Weir Type = 1 Rect --- ---
Length(ft) = 38.00 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) = 0.00
Note:Culvert/Orifice outflows are analyzed under inlet(ic)and outlet(oc)control. Weir risers checked for orifice conditions(ic)and submergence(s).
Stage/Storage/Discharge Table
Stage Storage Elevation Clv A Clv B Clv C PrfRsr Wr A Wr B Wr C Wr D Exfil User Total
ft cuft ft cfs cfs cfs cfs cfs cfs cfs cfs cfs cfs cfs
0.00 0 138.00 0.00 0.00 0.00 --- 0.00 0.00 --- --- 0.000
1.00 36,185 139.00 0.25 ic 0.22 ic 0.00 --- 0.00 0.00 --- --- 0.221
2.00 74,640 140.00 2.14 oc 0.29 ic 1.84 ic --- 0.00 0.00 --- --- --- 2.135
3.00 114,113 141.00 20.58 oc 0.07 ic 0.71 ic --- 19.80 s 0.00 --- --- --- 20.57
4.00 154,615 142.00 27.00 ic 0.03 ic 0.30 ic --- 26.61 s 146.14 --- --- --- 173.08
5.00 196,144 143.00 30.98 ic 0.02 ic 0.19 ic --- 30.60 s 520.88 --- --- --- 551.69

12
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2023 Wednesday, 10/25/2023
Hyd. No. 8
Post-Development DA#1 => SITE
Hydrograph type = Combine Peak discharge = 2.473 cfs
Storm frequency = 1 yrs Time to peak = 721 min
Time interval = 1 min Hyd. volume = 68,621 cuft
Inflow hyds. = 4, 7 Contrib. drain. area = 4.380 ac
Post-Development DA#1 => SITE
Q (cfs) Hyd. No. 8-- 1 Year Q (cfs)
3.00 3.00
2.00 2.00
1.00 \ 1.00
Win_M
0.00 &MUM 0.00
0 300 600 900 1200 1500 1800 2100 2400 2700 3000
Time(min)
Hyd No. 8 Hyd No. 4 Hyd No. 7

13
Hydrograph Summary Report Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2023
Hyd. Hydrograph Peak 'Time Time to I Hyd. Inflow 'Maximum I Total Hydrograph
No. type flow interval Peak volume hyd(s) elevation strge used Description
(origin) (cfs) (min) (min) (cuft) (ft) (cuft)
1 SCS Runoff 7.304 1 753 66,383 Pre-Development DA#1 =>SITE
2 SCS Runoff 2.394 1 720 5,446 Pre-Development DA#2
4 SCS Runoff 4.231 1 720 11,002 Post Develoment DA#4=>By-Pass
5 SCS Runoff 2.394 1 720 5,446 Post Develoment DA#5=>By-Pass
6 SCS Runoff 47.39 1 723 130,012 I Post Development DA#3=>To SCM
7 Reservoir 2.118 1 878 97,400 6 139.99 74,292 SCM Routing
8 Combine 4.405 1 720 108,401 4,7 Post-Development DA#1 =>SITE
Godwin - Routing.gpw Return Period: 2 Year Wednesday, 10/25/2023

14
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2023 Wednesday, 10/25/2023
Hyd. No. 1
Pre-Development DA #1 => SITE
Hydrograph type = SCS Runoff Peak discharge = 7.304 cfs
Storm frequency = 2 yrs Time to peak = 753 min
Time interval = 1 min Hyd. volume = 66,383 cuft
Drainage area = 30.490 ac Curve number = 60
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = TR55 Time of conc. (Tc) = 58.70 min
Total precip. = 3.66 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
Pre-Development DA#1 => SITE
Q (cfs) Hyd. No. 1 --2 Year Q (cfs)
8.00 8.00
6.00 6.00
4.00 4.00
2.00 2.00
I
0.00 - 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Hyd No. 1 Time(min)

15
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2023 Wednesday, 10/25/2023
Hyd. No. 2
Pre-Development DA #2
Hydrograph type = SCS Runoff Peak discharge = 2.394 cfs
Storm frequency = 2 yrs Time to peak = 720 min
Time interval = 1 min Hyd. volume = 5,446 cuft
Drainage area = 1.110 ac Curve number = 74
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = User Time of conc. (Tc) = 10.00 min
Total precip. = 3.66 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
Pre-Development DA#2
Q (cfs) Hyd. No. 2--2 Year Q (cfs)
3.00 3.00
2.00 2.00
1.00 1.00
J ...------- ,MM1m. IN
0.00 - % 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Hyd No. 2 Time(min)

16
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2023 Wednesday, 10/25/2023
Hyd. No. 4
Post Develoment DA #4 => By-Pass SCM
Hydrograph type = SCS Runoff Peak discharge = 4.231 cfs
Storm frequency = 2 yrs Time to peak = 720 min
Time interval = 1 min Hyd. volume = 11,002 cuft
Drainage area = 4.380 ac Curve number = 62
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = User Time of conc. (Tc) = 10.00 min
Total precip. = 3.66 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
Post Develoment DA#4 => By-Pass SCM
Q (cfs) Hyd. No. 4--2 Year Q (cfs)
5.00 5.00
4.00 4.00
3.00 3.00
2.00 2.00
1.00 1.00
0.00 - • 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Hyd No. 4 Time(min)

17
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2023 Wednesday, 10/25/2023
Hyd. No. 5
Post Develoment DA #5 => By-Pass SCM
Hydrograph type = SCS Runoff Peak discharge = 2.394 cfs
Storm frequency = 2 yrs Time to peak = 720 min
Time interval = 1 min Hyd. volume = 5,446 cuft
Drainage area = 1.110 ac Curve number = 74
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = User Time of conc. (Tc) = 10.00 min
Total precip. = 3.66 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
Post Develoment DA#5 => By-Pass SCM
Q (cfs) Hyd. No. 5--2 Year Q (cfs)
3.00 3.00
2.00 2.00
1.00 1.00
J ...-------- ,MM1m. IN
0.00 - % 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Hyd No. 5 Time(min)

18
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2023 Wednesday, 10/25/2023
Hyd. No. 6
Post Development DA#3 => To SCM
Hydrograph type = SCS Runoff Peak discharge = 47.39 cfs
Storm frequency = 2 yrs Time to peak = 723 min
Time interval = 1 min Hyd. volume = 130,012 cuft
Drainage area = 26.500 ac Curve number = 74
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = User Time of conc. (Tc) = 15.00 min
Total precip. = 3.66 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
Post Development DA#3 => To SCM
Q (cfs) Hyd. No. 6--2 Year Q (cfs)
50.00 50.00
40.00 l 40.00
30.00 30.00
20.00 20.00
10.00 10.00
0.00 ‘ 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Hyd No. 6 Time(min)

19
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2023 Wednesday, 10/25/2023
Hyd. No. 7
SCM Routing
Hydrograph type = Reservoir Peak discharge = 2.118 cfs
Storm frequency = 2 yrs Time to peak = 878 min
Time interval = 1 min Hyd. volume = 97,400 cuft
Inflow hyd. No. = 6 - Post Development DA#3 = .911 Mation = 139.99 ft
Reservoir name = Wet Detention Basin#1 Max. Storage = 74,292 cuft
Storage Indication method used.
SCM Routing
Q (cfs) Hyd. No. 7--2 Year Q (cfs)
50.00 50.00
40.00 40.00
30.00 30.00
20.00 20.00
10.00 10.00
0.00 - -� 0.00
0 300 600 900 1200 1500 1800 2100 2400 2700 3000
Time(min)
Hyd No. 7 Hyd No. 6 I I Total storage used = 74,292 cuft

20
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2023 Wednesday, 10/25/2023
Hyd. No. 8
Post-Development DA#1 => SITE
Hydrograph type = Combine Peak discharge = 4.405 cfs
Storm frequency = 2 yrs Time to peak = 720 min
Time interval = 1 min Hyd. volume = 108,401 cuft
Inflow hyds. = 4, 7 Contrib. drain. area = 4.380 ac
Post-Development DA#1 => SITE
Q (cfs) Hyd. No. 8--2 Year Q (cfs)
5.00 5.00
4.00 4.00
3.00 3.00
2.00 2.00
1.00 1.00
0.00 - 0.00
0 300 600 900 1200 1500 1800 2100 2400 2700 3000
Time(min)
Hyd No. 8 Hyd No. 4 Hyd No. 7

21
Hydrograph Summary Report Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2023
Hyd. Hydrograph Peak 'Time Time to I Hyd. Inflow 'Maximum I Total Hydrograph
No. type flow interval Peak volume hyd(s) elevation strge used Description
(origin) (cfs) (min) (min) (cuft) (ft) (cuft)
1 SCS Runoff 25.51 1 751 180,172 Pre-Development DA#1 =>SITE
2 SCS Runoff 5.004 1 719 11,323 Pre-Development DA#2
4 SCS Runoff 12.37 1 720 28,441 Post Develoment DA#4=>By-Pass
5 SCS Runoff 5.004 1 719 11,323 Post Develoment DA#5=>By-Pass
6 SCS Runoff 100.56 1 722 270,336 I Post Development DA#3=>To SCM
7 Reservoir 22.25 1 738 235,961 6 141.19 121,958 SCM Routing
8 Combine 24.26 1 737 264,402 4,7 Post-Development DA#1 =>SITE
Godwin - Routing.gpw Return Period: 10 Year Wednesday, 10/25/2023

22
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2023 Wednesday, 10/25/2023
Hyd. No. 1
Pre-Development DA #1 => SITE
Hydrograph type = SCS Runoff Peak discharge = 25.51 cfs
Storm frequency = 10 yrs Time to peak = 751 min
Time interval = 1 min Hyd. volume = 180,172 cuft
Drainage area = 30.490 ac Curve number = 60
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = TR55 Time of conc. (Tc) = 58.70 min
Total precip. = 5.55 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
Pre-Development DA#1 => SITE
Q (cfs) Hyd. No. 1 -- 10 Year Q (cfs)
28.00 28.00
1
24.00 24.00
20.00 20.00
16.00 16.00
12.00 12.00
8.00 8.00
4.00 4.00
0.00 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Hyd No. 1 Time(min)

23
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2023 Wednesday, 10/25/2023
Hyd. No. 2
Pre-Development DA #2
Hydrograph type = SCS Runoff Peak discharge = 5.004 cfs
Storm frequency = 10 yrs Time to peak = 719 min
Time interval = 1 min Hyd. volume = 11,323 cuft
Drainage area = 1.110 ac Curve number = 74
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = User Time of conc. (Tc) = 10.00 min
Total precip. = 5.55 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
Pre-Development DA#2
Q (cfs) Hyd. No. 2-- 10 Year Q (cfs)
6.00 6.00
5.00 5.00
4.00 4.00
3.00 3.00
2.00 2.00
1.00 1.00
0.00 - - 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Hyd No. 2 Time(min)

24
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2023 Wednesday, 10/25/2023
Hyd. No. 4
Post Develoment DA #4 => By-Pass SCM
Hydrograph type = SCS Runoff Peak discharge = 12.37 cfs
Storm frequency = 10 yrs Time to peak = 720 min
Time interval = 1 min Hyd. volume = 28,441 cuft
Drainage area = 4.380 ac Curve number = 62
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = User Time of conc. (Tc) = 10.00 min
Total precip. = 5.55 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
Post Develoment DA#4 => By-Pass SCM
Q (cfs) Hyd. No. 4-- 10 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
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Hyd No. 4 Time(min)

25
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2023 Wednesday, 10/25/2023
Hyd. No. 5
Post Develoment DA #5 => By-Pass SCM
Hydrograph type = SCS Runoff Peak discharge = 5.004 cfs
Storm frequency = 10 yrs Time to peak = 719 min
Time interval = 1 min Hyd. volume = 11,323 cuft
Drainage area = 1.110 ac Curve number = 74
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = User Time of conc. (Tc) = 10.00 min
Total precip. = 5.55 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
Post Develoment DA#5 => By-Pass SCM
Q (cfs) Hyd. No. 5-- 10 Year Q (cfs)
6.00 6.00
5.00 5.00
4.00 4.00
3.00 3.00
2.00 2.00
1.00 1.00
0.00 - - 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Hyd No. 5 Time(min)

26
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2023 Wednesday, 10/25/2023
Hyd. No. 6
Post Development DA#3 => To SCM
Hydrograph type = SCS Runoff Peak discharge = 100.56 cfs
Storm frequency = 10 yrs Time to peak = 722 min
Time interval = 1 min Hyd. volume = 270,336 cuft
Drainage area = 26.500 ac Curve number = 74
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = User Time of conc. (Tc) = 15.00 min
Total precip. = 5.55 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
Post Development DA#3 => To SCM
Q (cfs) Hyd. No. 6-- 10 Year Q (cfs)
120.00 120.00
100.00 100.00
80.00 80.00
60.00 60.00
40.00 40.00
20.00 20.00
0.00 - - 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Hyd No. 6 Time(min)

27
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2023 Wednesday, 10/25/2023
Hyd. No. 7
SCM Routing
Hydrograph type = Reservoir Peak discharge = 22.25 cfs
Storm frequency = 10 yrs Time to peak = 738 min
Time interval = 1 min Hyd. volume = 235,961 cuft
Inflow hyd. No. = 6 - Post Development DA#3 = .51I ation = 141.19 ft
Reservoir name = Wet Detention Basin#1 Max. Storage = 121,958 cuft
Storage Indication method used.
SCM Routing
Q (cfs) Hyd. No. 7-- 10 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
0 240 480 720 960 1200 1440 1680 1920 2160 2400 2640 2880
Time(min)
Hyd No. 7 Hyd No. 6 I I Total storage used = 121,958 cuft

28
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2023 Wednesday, 10/25/2023
Hyd. No. 8
Post-Development DA#1 => SITE
Hydrograph type = Combine Peak discharge = 24.26 cfs
Storm frequency = 10 yrs Time to peak = 737 min
Time interval = 1 min Hyd. volume = 264,402 cuft
Inflow hyds. = 4, 7 Contrib. drain. area = 4.380 ac
Post-Development DA#1 => SITE
Q (cfs) Hyd. No. 8-- 10 Year Q (cfs)
28.00 28.00
24.00 24.00
1/
20.00 20.00
16.00 16.00
12.00 12.00
8.00 8.00
4.00 4.00
0.00 - s 1 0.00
0 240 480 720 960 1200 1440 1680 1920 2160 2400
Time(min)
Hyd No. 8 Hyd No. 4 Hyd No. 7

29
Hydrograph Summary Report Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2023
Hyd. Hydrograph Peak 'Time Time to I Hyd. Inflow 'Maximum I Total Hydrograph
No. type flow interval Peak volume hyd(s) elevation strge used Description
(origin) (cfs) (min) (min) (cuft) (ft) (cuft)
1 SCS Runoff 39.88 1 750 267,019 Pre-Development DA#1 =>SITE
2 SCS Runoff 6.766 1 719 15,377 Pre-Development DA#2
4 SCS Runoff 18.30 1 720 41,521 Post Develoment DA#4=>By-Pass
5 SCS Runoff 6.766 1 719 15,377 Post Develoment DA#5=>By-Pass
6 SCS Runoff 136.37 1 722 367,111 I Post Development DA#3=>To SCM
7 Reservoir 86.96 1 729 332,084 6 141.67 141,242 SCM Routing
8 Combine 92.50 1 729 373,606 4,7 Post-Development DA#1 =>SITE
Godwin - Routing.gpw Return Period: 25 Year Wednesday, 10/25/2023

30
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2023 Wednesday, 10/25/2023
Hyd. No. 1
Pre-Development DA #1 => SITE
Hydrograph type = SCS Runoff Peak discharge = 39.88 cfs
Storm frequency = 25 yrs Time to peak = 750 min
Time interval = 1 min Hyd. volume = 267,019 cuft
Drainage area = 30.490 ac Curve number = 60
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = TR55 Time of conc. (Tc) = 58.70 min
Total precip. = 6.74 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
Pre-Development DA#1 => SITE
Q (cfs) Hyd. No. 1 --25 Year Q (cfs)
40.00 40.00
I
30.00 30.00
20.00 20.00
10.00 10.00
0.00 - ` 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Hyd No. 1 Time(min)

31
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2023 Wednesday, 10/25/2023
Hyd. No. 2
Pre-Development DA #2
Hydrograph type = SCS Runoff Peak discharge = 6.766 cfs
Storm frequency = 25 yrs Time to peak = 719 min
Time interval = 1 min Hyd. volume = 15,377 cuft
Drainage area = 1.110 ac Curve number = 74
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = User Time of conc. (Tc) = 10.00 min
Total precip. = 6.74 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
Pre-Development DA#2
Q (cfs) Hyd. No. 2--25 Year Q (cfs)
7.00 7.00
6.00 6.00
5.00 5.00
4.00 4.00
3.00 3.00
2.00 2.00
1.00 1.00
0.00 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Hyd No. 2 Time(min)

32
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2023 Wednesday, 10/25/2023
Hyd. No. 4
Post Develoment DA #4 => By-Pass SCM
Hydrograph type = SCS Runoff Peak discharge = 18.30 cfs
Storm frequency = 25 yrs Time to peak = 720 min
Time interval = 1 min Hyd. volume = 41,521 cuft
Drainage area = 4.380 ac Curve number = 62
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = User Time of conc. (Tc) = 10.00 min
Total precip. = 6.74 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
Post Develoment DA#4 => By-Pass SCM
Q (cfs) Hyd. No. 4--25 Year Q (cfs)
21.00 21.00
18.00 18.00
15.00 15.00
12.00 `I 12.00
9.00 9.00
6.00 6.00
3.00 3.00
J _
0.00 % 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Hyd No. 4 Time(min)

33
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2023 Wednesday, 10/25/2023
Hyd. No. 5
Post Develoment DA #5 => By-Pass SCM
Hydrograph type = SCS Runoff Peak discharge = 6.766 cfs
Storm frequency = 25 yrs Time to peak = 719 min
Time interval = 1 min Hyd. volume = 15,377 cuft
Drainage area = 1.110 ac Curve number = 74
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = User Time of conc. (Tc) = 10.00 min
Total precip. = 6.74 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
Post Develoment DA#5 => By-Pass SCM
Q (cfs) Hyd. No. 5--25 Year Q (cfs)
7.00 7.00
6.00 6.00
5.00 5.00
4.00 4.00
3.00 3.00
2.00 2.00
1.00 1.00
0.00 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Hyd No. 5 Time(min)

34
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2023 Wednesday, 10/25/2023
Hyd. No. 6
Post Development DA#3 => To SCM
Hydrograph type = SCS Runoff Peak discharge = 136.37 cfs
Storm frequency = 25 yrs Time to peak = 722 min
Time interval = 1 min Hyd. volume = 367,111 cuft
Drainage area = 26.500 ac Curve number = 74
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = User Time of conc. (Tc) = 15.00 min
Total precip. = 6.74 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
Post Development DA#3 => To SCM
Q (cfs) Hyd. No. 6--25 Year Q (cfs)
140.00 140.00
120.00 120.00
100.00 100.00
80.00 80.00
60.00 60.00
40.00 40.00
20.00 20.00
0.00 - % - 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Hyd No. 6 Time(min)

35
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2023 Wednesday, 10/25/2023
Hyd. No. 7
SCM Routing
Hydrograph type = Reservoir Peak discharge = 86.96 cfs
Storm frequency = 25 yrs Time to peak = 729 min
Time interval = 1 min Hyd. volume = 332,084 cuft
Inflow hyd. No. = 6 - Post Development DA#3 = .811 ation = 141.67 ft
Reservoir name = Wet Detention Basin#1 Max. Storage = 141,242 cuft
Storage Indication method used.
SCM Routing
Q (cfs) Hyd. No. 7--25 Year Q (cfs)
140.00 1 140.00
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
0 180 360 540 720 900 1080 1260 1440 1620 1800
Time(min)
Hyd No. 7 Hyd No. 6 I Total storage used = 141,242 cuft

36
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2023 Wednesday, 10/25/2023
Hyd. No. 8
Post-Development DA#1 => SITE
Hydrograph type = Combine Peak discharge = 92.50 cfs
Storm frequency = 25 yrs Time to peak = 729 min
Time interval = 1 min Hyd. volume = 373,606 cuft
Inflow hyds. = 4, 7 Contrib. drain. area = 4.380 ac
Post-Development DA#1 => SITE
Q (cfs) Hyd. No. 8--25 Year Q (cfs)
100.00 100.00
90.00 90.00
80.00 80.00
70.00 70.00
60.00 60.00
50.00 50.00
40.00 40.00
30.00 30.00
20.00 20.00
10.00 10.00
0.00 0.00
0 180 360 540 720 900 1080 1260 1440 1620 1800
Time(min)
Hyd No. 8 Hyd No. 4 Hyd No. 7

37
Hydrograph Summary Report Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2023
Hyd. Hydrograph Peak 'Time Time to Hyd. Inflow 'Maximum I Total Hydrograph
No. type flow interval Peak volume hyd(s) elevation strge used Description
(origin) (cfs) (min) (min) (cuft) (ft) (cuft)
1 SCS Runoff 66.57 1 749 429,036 Pre-Development DA#1 =>SITE
2 SCS Runoff 9.782 1 719 22,497 Pre-Development DA#2
4 SCS Runoff 29.03 1 719 65,674 Post Develoment DA#4=>By-Pass
5 SCS Runoff 9.782 1 719 22,497 Post Develoment DA#5=>By-Pass
6 SCS Runoff 197.86 1 722 537,099 I Post Development DA#3=>To SCM
7 Reservoir 181.47 1 725 501,434 6 142.03 155,753 SCM Routing
8 Combine 200.46 1 724 567,108 4,7 Post-Development DA#1 =>SITE
Godwin - Routing.gpw Return Period: 100 Year Wednesday, 10/25/2023

38
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2023 Wednesday, 10/25/2023
Hyd. No. 1
Pre-Development DA #1 => SITE
Hydrograph type = SCS Runoff Peak discharge = 66.57 cfs
Storm frequency = 100 yrs Time to peak = 749 min
Time interval = 1 min Hyd. volume = 429,036 cuft
Drainage area = 30.490 ac Curve number = 60
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = TR55 Time of conc. (Tc) = 58.70 min
Total precip. = 8.73 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
Pre-Development DA#1 => SITE
Q (cfs) Hyd. No. 1 -- 100 Year Q (cfs)
70.00 70.00
60.00 60.00
50.00 50.00
40.00 40.00
I
30.00 30.00
20.00 20.00
I
10.00
i 10.00
-
0.00 - �- 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Hyd No. 1 Time(min)

39
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2023 Wednesday, 10/25/2023
Hyd. No. 2
Pre-Development DA #2
Hydrograph type = SCS Runoff Peak discharge = 9.782 cfs
Storm frequency = 100 yrs Time to peak = 719 min
Time interval = 1 min Hyd. volume = 22,497 cuft
Drainage area = 1.110 ac Curve number = 74
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = User Time of conc. (Tc) = 10.00 min
Total precip. = 8.73 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
Pre-Development DA#2
Q (cfs) Hyd. No. 2-- 100 Year Q (cfs)
10.00 10.00
8.00 1 8.00
6.00 6.00
4.00 4.00
2.00 2.00
0.00 - 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Hyd No. 2 Time(min)

40
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2023 Wednesday, 10/25/2023
Hyd. No. 4
Post Develoment DA #4 => By-Pass SCM
Hydrograph type = SCS Runoff Peak discharge = 29.03 cfs
Storm frequency = 100 yrs Time to peak = 719 min
Time interval = 1 min Hyd. volume = 65,674 cuft
Drainage area = 4.380 ac Curve number = 62
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = User Time of conc. (Tc) = 10.00 min
Total precip. = 8.73 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
Post Develoment DA#4 => By-Pass SCM
Q (cfs) Hyd. No. 4-- 100 Year Q (cfs)
30.00 30.00
25.00 25.00
20.00 20.00
15.00 15.00
10.00 10.00
5.00 5.00
0.00 - 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Hyd No. 4 Time(min)

41
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2023 Wednesday, 10/25/2023
Hyd. No. 5
Post Develoment DA #5 => By-Pass SCM
Hydrograph type = SCS Runoff Peak discharge = 9.782 cfs
Storm frequency = 100 yrs Time to peak = 719 min
Time interval = 1 min Hyd. volume = 22,497 cuft
Drainage area = 1.110 ac Curve number = 74
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = User Time of conc. (Tc) = 10.00 min
Total precip. = 8.73 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
Post Develoment DA#5 => By-Pass SCM
Q (cfs) Hyd. No. 5-- 100 Year Q (cfs)
10.00 10.00
8.00 1 8.00
6.00 6.00
4.00 4.00
2.00 2.00
0.00 - 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Hyd No. 5 Time(min)

42
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2023 Wednesday, 10/25/2023
Hyd. No. 6
Post Development DA#3 => To SCM
Hydrograph type = SCS Runoff Peak discharge = 197.86 cfs
Storm frequency = 100 yrs Time to peak = 722 min
Time interval = 1 min Hyd. volume = 537,099 cuft
Drainage area = 26.500 ac Curve number = 74
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = User Time of conc. (Tc) = 15.00 min
Total precip. = 8.73 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
Post Development DA#3 => To SCM
Q (cfs) Hyd. No. 6-- 100 Year Q (cfs)
210.00 210.00
180.00 180.00
1
150.00 150.00
120.00 120.00
90.00 90.00
60.00 60.00
30.00 30.00
0.00 - - 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Hyd No. 6 Time(min)

43
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2023 Wednesday, 10/25/2023
Hyd. No. 7
SCM Routing
Hydrograph type = Reservoir Peak discharge = 181.47 cfs
Storm frequency = 100 yrs Time to peak = 725 min
Time interval = 1 min Hyd. volume = 501,434 cuft
Inflow hyd. No. = 6 - Post Development DA#3 = .51I ation = 142.03 ft
Reservoir name = Wet Detention Basin#1 Max. Storage = 155,753 cuft
Storage Indication method used.
SCM Routing
Q (cfs) Hyd. No. 7-- 100 Year Q (cfs)
210.00 210.00
180.00 180.00
150.00 150.00
120.00 120.00
90.00 90.00
60.00 60.00
30.00 30.00
J
0.00 uillll 0.00
0 180 360 540 720 900 1080 1260 1440 1620
Time(min)
Hyd No. 7 Hyd No. 6 I Total storage used = 155,753 cuft

44
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2023 Wednesday, 10/25/2023
Hyd. No. 8
Post-Development DA#1 => SITE
Hydrograph type = Combine Peak discharge = 200.46 cfs
Storm frequency = 100 yrs Time to peak = 724 min
Time interval = 1 min Hyd. volume = 567,108 cuft
Inflow hyds. = 4, 7 Contrib. drain. area = 4.380 ac
Post-Development DA#1 => SITE
Q (cfs) Hyd. No. 8-- 100 Year Q (cfs)
210.00 210.00
180.00 180.00
150.00 150.00
120.00 120.00
90.00 90.00
60.00 60.00
30.00 30.00
0.00 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Time(min)
Hyd No. 8 Hyd No. 4 Hyd No. 7

45
Hydraflow Rainfall Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2023 Wednesday, 10/25/2023
Return Intensity-Duration-Frequency Equation Coefficients(FHA)
Period
(Yrs) B D E (N/A)
1 57.0356 11.9000 0.8655
2 69.0307 12.5000 0.8674
3 0.0000 0.0000 0.0000
5 69.4522 12.4000 0.8238
10 68.8066 11.9000 0.7899
25 64.1391 11.1000 0.7420
50 58.2337 10.1000 0.6979
100 53.8523 9.3000 0.6602
File name:Raleigh.IDF
Intensity= B/(Tc+ D)AE
Return Intensity Values(in/hr)
Period
(Yrs) 5 min 10 15 20 25 30 35 40 45 50 55 60
1 4.94 3.94 3.30 2.85 2.51 2.25 2.04 1.87 1.73 1.61 1.50 1.41
2 5.76 4.64 3.89 3.37 2.98 2.67 2.42 2.22 2.05 1.91 1.79 1.68
3 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
5 6.60 5.36 4.54 3.96 3.52 3.17 2.89 2.66 2.47 2.31 2.16 2.04
10 7.38 6.01 5.11 4.47 3.98 3.60 3.29 3.04 2.83 2.65 2.49 2.35
25 8.16 6.68 5.70 5.01 4.48 4.07 3.74 3.46 3.23 3.03 2.86 2.71
50 8.76 7.17 6.14 5.41 4.86 4.43 4.08 3.79 3.55 3.34 3.16 3.00
100 9.30 7.63 6.55 5.79 5.22 4.77 4.41 4.11 3.85 3.64 3.45 3.28
Tc=time in minutes.Values may exceed 60.
Precip.file name:Z:\AutoCAD\Hydraflow\PCP\Fayetteville.pcp
Rainfall Precipitation Table(in)
Storm
Distribution 1-yr 2-yr 3-yr 5-yr 10-yr 25-yr 50-yr 100-yr
SCS 24-hour 3.10 3.66 0.00 0.00 5.55 6.74 0.00 8.73
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 Godwin-Routing.gpw
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2023 Wednesday, 10/25/2023
Watershed Model Schematic 1
Hydrograph Return Period Recap 2
1 - Year
Summary Report 3
Hydrograph Reports 4
Hydrograph No. 1, SCS Runoff, Pre-Development DA#1 => SITE 4
TR-55 Tc Worksheet 5
Hydrograph No. 2, SCS Runoff, Pre-Development DA#2 6
Hydrograph No. 4, SCS Runoff, Post Develoment DA #4 => By-Pass SCM 7
Hydrograph No. 5, SCS Runoff, Post Develoment DA #5 => By-Pass SCM 8
Hydrograph No. 6, SCS Runoff, Post Development DA#3 => To SCM 9
Hydrograph No. 7, Reservoir, SCM Routing 10
Pond Report -Wet Detention Basin#1 11
Hydrograph No. 8, Combine, Post-Development DA#1 => SITE 12
2 - Year
Summary Report 13
Hydrograph Reports 14
Hydrograph No. 1, SCS Runoff, Pre-Development DA#1 => SITE 14
Hydrograph No. 2, SCS Runoff, Pre-Development DA#2 15
Hydrograph No. 4, SCS Runoff, Post Develoment DA #4 => By-Pass SCM 16
Hydrograph No. 5, SCS Runoff, Post Develoment DA #5 => By-Pass SCM 17
Hydrograph No. 6, SCS Runoff, Post Development DA#3 => To SCM 18
Hydrograph No. 7, Reservoir, SCM Routing 19
Hydrograph No. 8, Combine, Post-Development DA#1 => SITE 20
10 - Year
Summary Report 21
Hydrograph Reports 22
Hydrograph No. 1, SCS Runoff, Pre-Development DA#1 => SITE 22
Hydrograph No. 2, SCS Runoff, Pre-Development DA#2 23
Hydrograph No. 4, SCS Runoff, Post Develoment DA #4 => By-Pass SCM 24
Hydrograph No. 5, SCS Runoff, Post Develoment DA #5 => By-Pass SCM 25
Hydrograph No. 6, SCS Runoff, Post Development DA#3 => To SCM 26
Hydrograph No. 7, Reservoir, SCM Routing 27
Hydrograph No. 8, Combine, Post-Development DA#1 => SITE 28
25 - Year
Summary Report 29
Hydrograph Reports 30
Hydrograph No. 1, SCS Runoff, Pre-Development DA#1 => SITE 30
Hydrograph No. 2, SCS Runoff, Pre-Development DA#2 31
Hydrograph No. 4, SCS Runoff, Post Develoment DA #4 => By-Pass SCM 32
Hydrograph No. 5, SCS Runoff, Post Develoment DA #5 => By-Pass SCM 33
Hydrograph No. 6, SCS Runoff, Post Development DA#3 => To SCM 34
Hydrograph No. 7, Reservoir, SCM Routing 35

Contents continued... Godwin-Routing.gpw
Hydrograph No. 8, Combine, Post-Development DA#1 => SITE 36
100 - Year
Summary Report 37
Hydrograph Reports 38
Hydrograph No. 1, SCS Runoff, Pre-Development DA#1 => SITE 38
Hydrograph No. 2, SCS Runoff, Pre-Development DA#2 39
Hydrograph No. 4, SCS Runoff, Post Develoment DA #4 => By-Pass SCM 40
Hydrograph No. 5, SCS Runoff, Post Develoment DA #5 => By-Pass SCM 41
Hydrograph No. 6, SCS Runoff, Post Development DA#3 => To SCM 42
Hydrograph No. 7, Reservoir, SCM Routing 43
Hydrograph No. 8, Combine, Post-Development DA#1 => SITE 44
IDF Report 45

CALCULATIONS &ANALYSIS
Hydraulic Grade Line
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Project File: 100 HGL.stm HGL Number of lines-88 Date: 10/26/2023
Storm Sewers v2023.00

Hydraulic Grade Line Computations Pagel
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) (sgft) (ft/s) (ft) (ft) (%) (ft) (ft) (ft) (ft) (sgft) (ft/s) (ft) (ft) (%) (%) (ft) (K) (ft)
1 48 67.90 137.00 139.40 2.40 7.88 8.62 1.06 140.46 0.000 18.204 137.09 139.58 2.49** 8.21 8.27 1.06 140.64 0.000 0.000 n/a 0.96 n/a
2 48 28.53 137.19 139.58 2.39 4.62 3.65 0.59 140.17 0.000 40.967 137.60 139.18 1.58** 4.62 6.17 0.59 139.77 0.000 0.000 n/a 0.71 0.42
3 36 28.77 137.70 139.39 1.69* 4.11 7.00 0.72 140.11 0.000 109.909138.25 139.98 1.73** 4.23 6.79 0.72 140.70 0.000 0.000 n/a 1.48 n/a
4 30 27.39 138.35 139.98 1.63 3.40 8.06 0.83 140.82 0.000 47.153 138.82 140.60 1.78** 3.74 7.31 0.83 141.43 0.000 0.000 n/a 1.50 n/a
5 30 23.83 138.92 140.60 1.68 3.46 6.78 0.74 141.34 0.000 39.000 139.31 140.97 j 1.66** 3.46 6.88 0.74 141.71 0.000 0.000 n/a 0.50 n/a
6 24 23.34 139.41 141.11 1.70* 2.84 8.20 1.03 142.14 1.004 43.841 139.85 141.57 1.71** 2.87 8.14 1.03 142.60 1.003 1.003 n/a 0.54 n/a
7 24 22.77 139.95 141.60 1.65* 2.77 8.22 1.00 142.60 1.043 58.787 140.54 142.24 1.70** 2.84 8.01 1.00 143.24 1.043 1.043 n/a 1.50 n/a
8 24 21.07 140.54 142.54 2.00* 3.14 6.71 0.70 143.24 0.868 159.290141.73 143.92 2.00 3.14 6.71 0.70 144.62 0.868 0.868 1.383 1.50 1.05
9 24 18.70 141.80 144.97 2.00 2.62 5.95 0.55 145.52 0.684 196.843145.04 146.60 j 1.56** 2.62 7.13 0.79 147.39 0.758 0.721 n/a 1.50 n/a
10 24 15.72 145.14 146.76 1.62* 2.72 5.78 0.52 147.28 0.496 92.780 145.60 147.22 1.62 2.72 5.78 0.52 147.74 0.497 0.496 0.460 1.50 0.78
11 24 13.65 145.70 148.00 2.00 3.14 4.35 0.29 148.29 0.364 140.503146.40 148.51 2.00 3.14 4.35 0.29 148.80 0.364 0.364 0.512 1.50 0.44
12 18 7.89 146.50 148.95 1.50 1.77 4.47 0.31 149.26 0.565 277.116149.00 150.39 1.39 1.71 4.63 0.33 150.72 0.489 0.527 1.461 1.50 0.50
13 18 6.94 149.10 150.89 1.50 1.77 3.93 0.24 151.12 0.437 24.500 149.22 150.99 1.50 1.77 3.93 0.24 151.23 0.437 0.437 0.107 1.12 0.27
14 18 6.71 149.32 151.26 1.50 1.77 3.80 0.22 151.48 0.408 51.517 149.58 151.47 1.50 1.77 3.80 0.22 151.69 0.408 0.408 0.210 1.55 0.35
15 15 1.86 149.68 151.82 1.25 1.23 1.52 0.04 151.85 0.083 82.153 150.50 151.89 1.25 1.23 1.52 0.04 151.92 0.083 0.083 0.068 0.50 0.02
16 15 1.60 150.60 151.90 1.25 1.23 1.30 0.03 151.93 0.061 50.177 151.10 151.92 0.82 0.85 1.89 0.06 151.97 0.106 0.084 0.042 1.50 0.08
17 15 1.27 151.20 152.00 0.80 0.83 1.53 0.04 152.04 0.071 24.500 151.32 152.01 0.69 0.69 1.84 0.05 152.06 0.114 0.092 0.023 0.50 0.03
18 15 0.88 151.42 152.03 0.61 0.30 1.48 0.03 152.07 0.080 120.333152.02 152.39 0.37** 0.30 2.92 0.13 152.52 0.523 0.302 n/a 1.00 n/a
19 36 40.11 137.19 139.58 2.39 6.03 6.65 0.69 140.26 0.382 105.725137.72 139.88 2.16 5.44 7.38 0.85 140.72 0.482 0.432 0.457 2.12 1.79
20 36 29.95 137.82 141.67 3.00 7.07 4.24 0.28 141.95 0.202 63.782 138.14 141.80 3.00 7.07 4.24 0.28 142.08 0.202 0.202 0.129 0.50 0.14
21 36 30.20 138.24 141.94 3.00 7.07 4.27 0.28 142.22 0.205 89.897 138.69 142.12 3.00 7.07 4.27 0.28 142.41 0.205 0.205 0.184 1.50 0.43
22 36 28.68 138.79 142.55 3.00 7.07 4.06 0.26 142.80 0.185 65.267 139.12 142.67 3.00 7.07 4.06 0.26 142.92 0.185 0.185 0.121 0.50 0.13
Project File: 100 HGL.stm 10-YR Storm Number of lines:88 Run Date 10/26/2023
Notes:* depth assumed;**Critical depth.;j-Line contains hyd.jump ; c=cir e=ellip b=box
Storm Sewers v2023.00

Hydraulic Grade Line Computations Page2
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) (sgft) (ft/s) (ft) (ft) (%) (ft) (ft) (ft) (ft) (sgft) (ft/s) (ft) (ft) (%) (%) (ft) (K) (ft)
23 36 28.33 139.22 142.80 3.00 7.07 4.01 0.25 143.05 0.181 115.775139.80 143.01 3.00 7.07 4.01 0.25 143.26 0.180 0.181 0.209 1.50 0.37
24 36 25.03 139.90 143.38 3.00 3.87 3.54 0.19 143.58 0.141 221.898142.44 144.05 j 1.61** 3.87 6.46 0.65 144.70 0.442 0.292 n/a 1.48 n/a
25 30 22.98 142.54 144.23 1.69* 3.52 6.52 0.66 144.89 0.494 54.637 142.81 144.50 1.69 3.53 6.51 0.66 145.16 0.493 0.493 0.270 0.50 0.33
26 30 22.86 142.91 144.83 1.92 4.04 5.66 0.50 145.33 0.355 52.026 143.17 144.94 1.77 3.72 6.15 0.59 145.53 0.429 0.392 0.204 1.10 0.65
27 30 22.75 143.27 145.59 2.32 4.75 4.79 0.36 145.94 0.266 45.976 143.50 145.68 2.18 4.54 5.01 0.39 146.07 0.280 0.273 0.126 1.16 0.45
28 30 22.11 143.60 146.13 2.50 4.91 4.51 0.32 146.45 0.291 24.500 143.72 146.20 2.48 4.90 4.51 0.32 146.52 0.269 0.280 0.069 1.50 0.47
29 30 17.14 143.82 146.67 2.50 4.91 3.49 0.19 146.86 0.175 45.095 144.05 146.75 2.50 4.91 3.49 0.19 146.94 0.175 0.175 0.079 1.20 0.23
30 30 16.77 144.15 146.98 2.50 4.91 3.42 0.18 147.16 0.167 51.149 144.41 147.07 2.50 4.91 3.42 0.18 147.25 0.167 0.167 0.086 1.50 0.27
31 24 14.10 144.51 147.34 2.00 3.14 4.49 0.31 147.65 0.389 95.108 145.07 147.71 2.00 3.14 4.49 0.31 148.02 0.389 0.389 0.370 1.47 0.46
32 24 12.40 145.17 148.17 2.00 3.14 3.95 0.24 148.41 0.300 80.166 145.89 148.41 2.00 3.14 3.95 0.24 148.65 0.300 0.300 0.241 1.47 0.36
33 18 10.32 145.99 148.76 1.50 1.77 5.84 0.53 149.29 0.966 118.358147.06 149.91 1.50 1.77 5.84 0.53 150.44 0.965 0.966 1.143 1.50 0.79
34 18 7.09 147.16 150.70 1.50 1.77 4.01 0.25 150.95 0.456 112.364148.17 151.22 1.50 1.77 4.01 0.25 151.47 0.456 0.456 0.513 1.12 0.28
35 18 6.68 148.27 151.50 1.50 1.77 3.78 0.22 151.72 0.405 47.607 148.56 151.69 1.50 1.77 3.78 0.22 151.91 0.405 0.405 0.193 1.12 0.25
36 15 6.28 148.67 151.94 1.25 1.23 5.12 0.41 152.34 0.945 24.500 148.91 152.17 1.25 1.23 5.12 0.41 152.58 0.945 0.945 0.232 1.67 0.68
37 15 1.82 149.01 152.85 1.25 1.23 1.48 0.03 152.88 0.079 56.770 149.53 152.89 1.25 1.23 1.48 0.03 152.93 0.079 0.079 0.045 1.50 0.05
38 15 0.74 149.63 152.95 1.25 1.23 0.60 0.01 152.95 0.013 118.827151.50 152.96 1.25 1.23 0.60 0.01 152.97 0.013 0.013 0.016 1.00 0.01
39 15 5.49 149.68 151.82 1.25 1.23 4.48 0.31 152.13 0.723 24.500 149.80 152.00 1.25 1.23 4.47 0.31 152.31 0.723 0.723 0.177 1.13 0.35
40 15 4.26 149.90 152.35 1.25 1.23 3.47 0.19 152.53 0.436 47.967 150.14 152.56 1.25 1.23 3.47 0.19 152.74 0.435 0.436 0.209 1.12 0.21
41 15 2.10 150.24 152.77 1.25 1.23 1.71 0.05 152.81 0.106 24.500 150.45 152.79 1.25 1.23 1.71 0.05 152.84 0.106 0.106 0.026 1.00 0.05
42 15 5.41 143.82 146.67 1.25 0.99 4.41 0.30 146.98 0.701 121.515147.39 148.33 j 0.94** 0.99 5.45 0.46 148.79 0.834 0.767 n/a 1.50 n/a
43 15 5.22 147.49 148.74 1.25* 1.23 4.25 0.28 149.02 0.653 49.792 147.74 149.07 1.25 1.23 4.25 0.28 149.35 0.653 0.653 0.325 1.62 0.46
44 15 3.88 147.84 149.52 1.25 1.23 3.16 0.16 149.68 0.361 109.712148.39 149.92 1.25 1.23 3.16 0.16 150.07 0.361 0.361 0.397 1.50 0.23
Project File: 100 HGL.stm 10-YR Storm Number of lines:88 Run Date 10/26/2023
Notes:* depth assumed;**Critical depth.;j-Line contains hyd.jump ; c=cir e=ellip b=box
Storm Sewers v2023.00

Hydraulic Grade Line Computations Page3
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) (sgft) (ft/s) (ft) (ft) (%) (ft) (ft) (ft) (ft) (sgft) (ft/s) (ft) (ft) (%) (%) (ft) (K) (ft)
45 15 3.60 148.49 150.15 1.25 1.23 2.94 0.13 150.28 0.311 59.253 148.79 150.34 1.25 1.23 2.94 0.13 150.47 0.311 0.311 0.185 0.50 0.07
46 15 3.61 148.89 150.40 1.25 1.23 2.94 0.13 150.54 0.313 112.378149.45 150.70 1.25 1.23 2.94 0.13 150.83 0.298 0.305 0.343 1.50 0.20
47 15 1.65 149.55 150.90 1.25 1.23 1.35 0.03 150.93 0.066 23.250 149.78 150.91 1.13 1.17 1.42 0.03 150.94 0.058 0.062 0.014 1.00 0.03
48 15 4.72 149.00 152.85 1.25 1.23 3.84 0.23 153.08 0.534 48.009 149.24 153.11 1.25 1.23 3.84 0.23 153.34 0.534 0.534 0.256 1.13 0.26
49 15 2.66 149.35 153.36 1.25 1.23 2.16 0.07 153.44 0.169 24.500 149.59 153.41 1.25 1.23 2.16 0.07 153.48 0.169 0.169 0.041 1.00 0.07
50 15 0.10 148.99 150.15 1.16 0.06 0.08 0.04 150.19 0.000 24.500 149.24 149.36 0.12** 0.06 1.63 0.04 149.40 0.000 0.000 n/a 1.00 n/a
51 15 0.85 148.25 149.52 1.25 1.23 0.69 0.01 149.53 0.017 24.500 148.50 149.52 1.02 1.07 0.79 0.01 149.53 0.017 0.017 0.004 1.00 0.01
52 15 0.20 147.96 148.33 0.37 0.10 0.66 0.06 148.39 0.000 24.500 148.20 148.37 j 0.17** 0.10 1.96 0.06 148.43 0.000 0.000 n/a 1.00 n/a
53 15 5.25 146.50 148.95 1.25 1.23 4.28 0.28 149.23 0.661 24.500 146.75 149.11 1.25 1.23 4.28 0.28 149.39 0.661 0.661 0.162 1.50 0.43
54 15 4.80 146.85 149.54 1.25 1.23 3.91 0.24 149.77 0.552 27.703 147.13 149.69 1.25 1.23 3.91 0.24 149.93 0.552 0.552 0.153 1.50 0.36
55 15 2.34 147.23 150.05 1.25 1.23 1.91 0.06 150.10 0.131 125.642147.86 150.21 1.25 1.23 1.91 0.06 150.27 0.131 0.131 0.165 1.00 0.06
56 15 2.25 147.16 150.70 1.25 1.23 1.84 0.05 150.76 0.122 24.500 147.41 150.73 1.25 1.23 1.84 0.05 150.79 0.122 0.122 0.030 1.00 0.05
57 15 0.67 144.51 147.34 1.25 1.23 0.54 0.00 147.34 0.011 97.631 146.67 147.35 0.68 0.68 0.98 0.02 147.36 0.033 0.022 0.021 1.00 0.02
58 15 2.89 145.14 146.60 1.25 1.23 2.36 0.09 146.68 0.201 24.500 145.39 146.64 1.25 1.23 2.36 0.09 146.73 0.199 0.200 0.049 1.13 0.10
59 15 2.26 145.49 146.74 1.25 0.58 1.84 0.23 146.97 0.123 47.916 145.97 146.57 0.60** 0.58 3.88 0.23 146.80 0.123 0.123 n/a 1.12 n/a
60 15 1.25 146.07 146.57 0.50 0.39 2.73 0.16 146.73 0.038 24.500 146.32 146.76 j 0.44** 0.39 3.23 0.16 146.92 0.038 0.038 n/a 1.00 n/a
61 15 1.35 145.99 148.76 1.25 1.23 1.10 0.02 148.78 0.044 24.500 146.24 148.78 1.25 1.23 1.10 0.02 148.79 0.044 0.044 0.011 1.00 0.02
62 15 1.45 145.70 148.00 1.25 1.23 1.18 0.02 148.02 0.051 24.500 145.95 148.01 1.25 1.23 1.18 0.02 148.03 0.051 0.051 0.012 1.00 0.02
63 15 1.50 144.51 147.34 1.25 1.23 1.22 0.02 147.36 0.054 24.619 144.76 147.35 1.25 1.23 1.22 0.02 147.37 0.054 0.054 0.013 1.00 0.02
64 15 1.60 141.80 144.97 1.25 0.46 1.31 0.03 145.00 0.062 24.500 144.60 145.10 0.50** 0.46 3.48 0.19 145.29 0.537 0.299 n/a 1.00 n/a
65 15 0.35 144.15 146.98 1.25 1.23 0.29 0.00 146.98 0.003 24.500 144.40 146.98 1.25 1.23 0.29 0.00 146.98 0.003 0.003 0.001 1.00 0.00
66 36 10.29 137.82 141.67 3.00 7.07 1.46 0.03 141.70 0.024 72.162 139.60 141.66 2.06 5.19 1.98 0.06 141.73 0.036 0.030 0.021 1.50 0.09
Project File: 100 HGL.stm 10-YR Storm Number of lines:88 Run Date: 10/26/2023
Notes:* depth assumed;**Critical depth.;j-Line contains hyd.jump ; c=cir e=ellip b=box
Storm Sewers v2023.00

Hydraulic Grade Line Computations Page4
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) (sgft) (ft/s) (ft) (ft) (%) (ft) (ft) (ft) (ft) (sgft) (ft/s) (ft) (ft) (%) (%) (ft) (K) (ft)
67 30 10.11 139.70 141.76 2.06 1.99 2.34 0.40 142.16 0.000 65.000 140.02 141.08 1.06** 1.99 5.09 0.40 141.48 0.000 0.000 n/a 0.50 n/a
68 24 9.86 140.12 141.26 1.14* 1.85 5.33 0.44 141.70 0.495 48.465 140.36 141.50 1.14 1.84 5.35 0.44 141.94 0.498 0.496 0.241 1.50 0.67
69 24 9.02 140.36 142.16 1.80 2.98 3.02 0.14 142.31 0.140 64.719 140.68 142.22 1.54 2.60 3.47 0.19 142.41 0.180 0.160 0.103 0.58 0.11
70 24 8.96 140.78 142.33 1.55 2.61 3.43 0.18 142.51 0.175 112.281141.34 142.48 1.14 1.84 4.86 0.37 142.84 0.411 0.293 0.329 1.50 0.55
71 18 6.55 141.44 143.03 1.50 1.77 3.71 0.21 143.24 0.389 24.500 141.56 143.12 1.50 1.77 3.71 0.21 143.34 0.389 0.389 0.095 1.25 0.27
72 18 5.74 141.66 143.39 1.50 1.77 3.25 0.16 143.55 0.299 56.197 141.94 143.56 1.50 1.77 3.25 0.16 143.72 0.298 0.298 0.168 0.98 0.16
73 15 4.43 142.04 143.72 1.25 1.23 3.61 0.20 143.92 0.470 24.500 142.16 143.83 1.25 1.23 3.61 0.20 144.04 0.470 0.470 0.115 1.50 0.30
74 15 1.02 142.26 144.14 1.25 1.23 0.83 0.01 144.15 0.025 60.191 142.56 144.15 1.25 1.23 0.83 0.01 144.16 0.025 0.025 0.015 1.28 0.01
75 15 0.75 142.66 144.17 1.25 1.23 0.61 0.01 144.17 0.014 24.500 142.91 144.17 1.25 1.23 0.61 0.01 144.17 0.014 0.014 0.003 1.00 0.01
76 15 2.00 142.54 144.05 1.25 1.23 1.63 0.04 144.09 0.096 24.500 142.79 144.08 1.25 1.23 1.63 0.04 144.12 0.096 0.096 0.024 1.00 0.04
77 15 2.60 141.23 143.38 1.25 1.23 2.12 0.07 143.45 0.163 24.500 141.48 143.42 1.25 1.23 2.12 0.07 143.49 0.163 0.163 0.040 1.00 0.07
78 15 0.15 141.35 142.16 0.81 0.85 0.18 0.00 142.16 0.001 24.500 141.47 142.16 0.69 0.70 0.22 0.00 142.16 0.002 0.001 0.000 1.00 0.00
79 15 1.15 140.90 142.24 1.25 1.23 0.94 0.01 142.25 0.032 24.500 141.15 142.24 1.09 1.14 1.01 0.02 142.26 0.029 0.030 0.007 1.00 0.02
80 15 1.78 140.39 141.67 1.25 1.23 1.45 0.03 141.70 0.076 24.500 140.64 141.68 1.04 1.09 1.63 0.04 141.72 0.074 0.075 0.018 0.90 0.04
81 15 0.60 140.74 141.71 0.97 0.23 0.59 0.11 141.82 0.000 31.753 141.07 141.37 0.30** 0.23 2.63 0.11 141.48 0.000 0.000 n/a 1.00 n/a
82 15 0.15 140.59 141.76 1.17 1.19 0.13 0.00 141.76 0.000 24.499 140.71 141.76 1.05 1.10 0.14 0.00 141.76 0.001 0.000 0.000 1.00 0.00
83 15 1.85 140.12 142.55 1.25 1.23 1.51 0.04 142.58 0.082 24.500 140.37 142.57 1.25 1.23 1.51 0.04 142.60 0.082 0.082 0.020 1.00 0.04
84 15 4.28 139.90 140.87 0.97* 1.02 4.19 0.27 141.14 0.490 24.500 140.02 140.99 0.97 1.02 4.19 0.27 141.26 0.489 0.490 0.120 0.50 0.14
85 15 3.96 140.12 141.13 1.01 1.06 3.74 0.22 141.34 0.388 29.802 140.27 141.23 0.96 1.01 3.93 0.24 141.47 0.431 0.409 0.122 1.00 0.24
86 15 0.80 139.56 139.98 0.42 0.28 2.19 0.13 140.11 0.000 24.500 139.81 140.16 j 0.35** 0.28 2.84 0.13 140.29 0.000 0.000 n/a 1.00 n/a
87 12 1.50 146.07 148.17 1.00 0.79 1.91 0.06 148.22 0.152 19.479 146.14 148.20 1.00 0.79 1.91 0.06 148.25 0.152 0.152 0.030 1.00 0.06
88 15 2.35 142.14 144.14 1.25 1.23 1.92 0.06 144.19 0.113 112.000142.70 144.26 1.25 1.23 1.92 0.06 144.32 0.113 0.113 0.127 1.00 0.06
Project File: 100 HGL.stm 10-YR Storm Number of lines:88 Run Date 10/26/2023
Notes:* depth assumed;**Critical depth.;j-Line contains hyd.jump ; c=cir e=ellip b=box
Storm Sewers v2023.00

CALCULATIONS &ANALYSIS
Gutter Spread
CENC74;EST. 10
o
yr,
CAR

Hydraflow Storm Sewers Extension for Autodesk® Civil 3D® Plan
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Project File: 100 Gutter.stm Gutter Spread 4"/hr Number of lines 88 Date: 10/26/2023
Storm Sewers v2023.00

Inlet Report Page1
Line Inlet ID Q= Q Q Q Junc Curb Inlet Grate Inlet Gutter Inlet Byp
No CIA carry capt Byp Type Line
I
Ht L Area L W So W Sw Sx n Depth Spread Depth Spread Depr No
(cfs) (cfs) (cfs) (cfs) (in) (ft) (sqft) (ft) (ft) (ft/ft) (ft) (ft/ft) (ft/ft) (ft) (ft) (ft) (ft) (in)
1 101 0.00 0.00 0.00 0.00 MH 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
2 124 0.00 0.00 0.00 0.00 MH 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
3 125 0.60 0.01 0.61 0.00 Comb 6.0 3.00 6.00 3.00 2.00 Sag 2.00 0.050 0.020 0.013 0.14 4.24 0.14 4.24 0.0 Off
4 126 0.33 0.01 0.33 0.01 Comb 6.0 3.00 0.00 3.00 2.00 0.010 2.00 0.050 0.020 0.013 0.12 3.23 0.03 0.59 0.0 3
5 127 0.38 0.00 0.37 0.01 Comb 6.0 3.00 0.00 3.00 2.00 0.010 2.00 0.050 0.020 0.013 0.13 3.46 0.04 0.71 0.0 4
6 128 0.45 0.17 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 4.62 0.07 1.30 0.0 Off
7 129 0.75 0.21 0.80 0.17 Comb 6.0 3.00 0.00 3.00 2.00 0.010 2.00 0.050 0.020 0.013 0.18 5.80 0.10 1.92 0.0 6
8 130 1.01 0.09 0.89 0.21 Comb 6.0 3.00 0.00 3.00 2.00 0.010 2.00 0.050 0.020 0.013 0.18 6.15 0.11 2.28 0.0 7
9 131 0.55 0.19 0.65 0.09 Comb 6.0 3.00 0.00 3.00 2.00 0.010 2.00 0.050 0.020 0.013 0.16 5.08 0.08 1.54 0.0 8
10 132 0.78 0.25 0.84 0.19 Comb 6.0 3.00 0.00 3.00 2.00 0.010 2.00 0.050 0.020 0.013 0.18 5.97 0.10 2.03 0.0 9
11 133 1.08 0.11 0.94 0.25 Comb 6.0 3.00 0.00 3.00 2.00 0.010 2.00 0.050 0.020 0.013 0.19 6.39 0.11 2.59 0.0 10
12 134 0.60 0.20 0.69 0.11 Comb 6.0 3.00 0.00 3.00 2.00 0.010 2.00 0.050 0.020 0.013 0.17 5.28 0.08 1.65 0.0 11
13 135 0.18 0.00 0.18 0.00 Comb 6.0 6.00 0.00 6.00 2.00 0.010 2.00 0.050 0.020 0.013 0.10 1.96 0.00 0.00 0.0 54
14 136 All excessive gutter 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 1.96 0.00 0.00 0.0 13
15 181 spreads are located ) 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 1.96 0.00 0.00 0.0 14
16 182 at drop grates not in ) .00 Comb 6.0 3.00 0.00 3.00 2.00 0.010 2.00 0.050 0.020 0.013 0.10 2.16 0.00 0.00 0.0 15
roadways.
17 183 -.-.,--7 0. Comb 6.0 3.00 0.00 3.00 2.00 0.010 2.00 0.050 0.020 0.013 0.12 2.80 0.02 0.37 0.0 39
18 184 0.44 0.00 0.44 0.00 DrGrt 0.0 0.00 5.06 2.53 2.00 Sag 2.00 0.050 0.020 0.013 0.06 8.43 0.06 8.43 0.0 Off
19 102 0.33 0.00 0.33 0.00 Comb 6.0 3.00 6.00 3.00 2.00 Sag 2.00 0.050 0.020 0.013 0.11 2.62 0.11 2.62 0.0 Off
20 103 0.05 0.01 0.06 0.00 Comb 6.0 3.00 0.00 3.00 2.00 0.010 2.00 0.050 0.020 0.013 0.07 1.35 0.00 0.00 0.0 19
21 104 0.28 0.12 0.38 0.01 Comb 6.0 3.00 0.00 3.00 2.00 0.010 2.00 0.050 0.020 0.013 0.13 3.57 0.04 0.77 0.0 20
22 105 0.53 0.30 0.71 0.12 Comb 6.0 3.00 0.00 3.00 2.00 0.010 2.00 0.050 0.020 0.013 0.17 5.38 0.08 1.70 0.0 21
23 106 1.31 0.02 1.02 0.30 Comb 6.0 3.00 0.00 3.00 2.00 0.010 2.00 0.050 0.020 0.013 0.19 6.71 0.12 2.98 0.0 22
Project File: 100 Gutter.stm Gutter Spread 4"/hr Number of lines:88 Run Date 10/26/2023
NOTES: Inlet N-Values=0.016; Intensity=3.97/(Inlet time+0.10)^0.00; Return period=3 Yrs. ; ,Indicates Known Q added.All curb inlets are throat.
Storm Sewers v2023.00

Inlet Report Page 2
Line Inlet ID Q= Q Q Q Junc Curb Inlet Grate Inlet Gutter Inlet Byp
No CIA carry capt Byp Type i Line
I
Ht L Area L W So W Sw Sx n Depth Spread Depth Spread Depr No
(cfs) (cfs) (cfs) (cfs) (in) (ft) (sqft) (ft) (ft) (ft/ft) (ft) (ft/ft) (ft/ft) (ft) (ft) (ft) (ft) (in)
24 107 0.40 0.00 0.39 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 3.61 0.04 0.78 0.0 23
25 108 0.15 0.00 0.15 0.00 Comb 6.0 3.00 0.00 3.00 2.00 0.010 2.00 0.050 0.020 0.013 0.09 1.85 0.00 0.00 0.0 24
26 109 0.15 0.03 0.18 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 1.97 0.00 0.00 0.0 25
27 110 0.45 0.00 0.43 0.02 Comb 6.0 3.00 0.00 3.00 2.00 0.010 2.00 0.050 0.020 0.013 0.14 3.87 0.05 0.92 0.0 26
28 111 0.30 0.00 0.30 0.00 Comb 6.0 3.00 0.00 3.00 2.00 0.010 2.00 0.050 0.020 0.013 0.12 2.98 0.02 0.48 0.0 26
29 112 0.15 0.08 0.23 0.00 Comb 6.0 3.00 0.00 3.00 2.00 0.010 2.00 0.050 0.020 0.013 0.11 2.45 0.01 0.20 0.0 26
30 113 0.70 0.00 0.62 0.08 Comb 6.0 3.00 0.00 3.00 2.00 0.010 2.00 0.050 0.020 0.013 0.16 4.94 0.07 1.48 0.0 29
31 114 0.40 0.12 0.49 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 4.21 0.05 1.09 0.0 Off
32 115 0.68 0.15 0.71 0.12 Comb 6.0 3.00 0.00 3.00 2.00 0.010 2.00 0.050 0.020 0.013 0.17 5.38 0.09 1.70 0.0 31
33 116 0.91 0.03 0.78 0.15 Comb 6.0 3.00 0.00 3.00 2.00 0.010 2.00 0.050 0.020 0.013 0.17 5.70 0.09 1.87 0.0 32
34 117 0.28 0.21 0.45 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 4.03 0.05 1.00 0.0 33
35 118 0.25 0.00 0.25 0.00 Comb 6.0 3.00 0.00 3.00 2.00 0.010 2.00 0.050 0.020 0.013 0.11 2.60 0.01 0.26 0.0 34
36 119 0.28 0.07 0.34 0.01 Comb 6.0 3.00 0.00 3.00 2.00 0.010 2.00 0.050 0.020 0.013 0.13 3.31 0.03 0.63 0.0 34
37 122 0.68 0.00 0.60 0.07 Comb 6.0 3.00 0.00 3.00 2.00 0.010 2.00 0.050 0.020 0.013 0.16 4.85 0.07 1.42 0.0 36
38 123 0.37 0.00 0.37 0.00 DrGrt 0.0 0.00 5.06 2.53 2.00 Sag 2.00 0.020 0.020 0.013 0.06 7.71 0.06 7.71 0.0 Off
39 137 0.65 0.22 0.87 0.00 Comb 6.0 3.00 6.00 3.00 2.00 Sag 2.00 0.050 0.020 0.013 0.17 5.50 0.17 5.50 0.0 Off
40 138 1.11 0.00 0.89 0.22 Comb 6.0 3.00 0.00 3.00 2.00 0.010 2.00 0.050 0.020 0.013 0.18 6.18 0.11 2.30 0.0 39
41 139 1.06 0.00 0.86 0.20 Comb 6.0 3.00 0.00 3.00 2.00 0.010 2.00 0.050 0.020 0.013 0.18 6.04 0.10 2.12 0.0 12
42 150 0.03 0.01 0.03 0.00 Comb 6.0 3.00 0.00 3.00 2.00 0.010 2.00 0.050 0.020 0.013 0.05 1.06 0.00 0.00 0.0 28
43 151 0.35 0.00 0.34 0.01 Comb 6.0 3.00 0.00 3.00 2.00 0.010 2.00 0.050 0.020 0.013 0.13 3.31 0.03 0.63 0.0 42
44 152 0.13 0.00 0.13 0.00 Comb 6.0 3.00 0.00 3.00 2.00 0.010 2.00 0.050 0.020 0.013 0.09 1.73 0.00 0.00 0.0 43
45 153 0.05 0.18 0.23 0.00 Comb 6.0 3.00 0.00 3.00 2.00 0.010 2.00 0.050 0.020 0.013 0.11 2.42 0.01 0.19 0.0 44
46 154 1.01 0.00 0.83 0.18 Comb 6.0 3.00 0.00 3.00 2.00 0.010 2.00 0.050 0.020 0.013 0.18 5.90 0.10 1.98 0.0 45
Project File: 100 Gutter.stm Gutter Spread 4"/hr Number of lines:88 Run Date 10/26/2023
NOTES: Inlet N-Values=0.016; Intensity=3.97/(Inlet time+0.10)^0.00; Return period=3 Yrs. ; ,Indicates Known Q added.All curb inlets are throat.
Storm Sewers v2023.00

Inlet Report Page 3
Line Inlet ID Q= Q Q Q Junc 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) (sqft) (ft) (ft) (ft/ft) (ft) (ft/ft) (ft/ft) (ft) (ft) (ft) (ft) (in)
47 155 0.83 0.00 0.71 0.12 Comb 6.0 3.00 0.00 3.00 2.00 0.010 2.00 0.050 0.020 0.013 0.17 5.37 0.09 1.70 0.0 50
48 120 1.06 0.00 0.86 0.20 Comb 6.0 3.00 0.00 3.00 2.00 0.010 2.00 0.050 0.020 0.013 0.18 6.04 0.10 2.12 0.0 34
49 121 1.33 0.00 1.17 0.16 Comb 6.0 6.00 0.00 6.00 2.00 0.010 2.00 0.050 0.020 0.013 0.19 6.73 0.09 1.90 0.0 56
50 168 0.05 0.12 0.17 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 1.94 0.00 0.00 0.0 51
51 167 0.43 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 3.74 0.04 0.86 0.0 60
52 166 0.10 0.00 0.10 0.00 Comb 6.0 3.00 0.00 3.00 2.00 0.010 2.00 0.050 0.020 0.013 0.08 1.59 0.00 0.00 0.0 27
53 178 0.25 0.32 0.52 0.05 Comb 6.0 3.00 0.00 3.00 2.00 0.010 2.00 0.050 0.020 0.013 0.15 4.41 0.06 1.20 0.0 62
54 179 1.36 0.00 1.04 0.32 Comb 6.0 3.00 0.00 3.00 2.00 0.010 2.00 0.050 0.020 0.013 0.20 6.79 0.12 3.09 0.0 53
55 180 1.17 0.00 1.17 0.00 DrGrt 0.0 0.00 5.06 2.53 2.00 Sag 2.00 0.050 0.020 0.013 0.12 14.30 0.12 14.30 10.0 Off
56 165 1.13 0.16 1.14 0.15 Comb 6.0 6.00 0.00 6.00 2.00 0.010 2.00 0.050 0.020 0.013 0.19 6.64 0.09 1.86 0.0 61
57 163 0.34 0.00 0.34 0.00 DrGrt 0.0 0.00 5.06 2.53 2.00 Sag 2.00 0.020 0.020 0.013 0.05 7.33 0.05 7.33 10.0 Off
58 174 0.35 0.21 0.52 0.05 Comb 6.0 3.00 0.00 3.00 2.00 0.010 2.00 0.050 0.020 0.013 0.15 4.38 0.06 1.18 11 0.0 64
59 175 0.53 0.00 0.49 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 4.23 0.06 1.11 0.0 58
60 176 0.63 0.02 0.58 0.07 Comb 6.0 3.00 0.00 3.00 2.00 0.010 2.00 0.050 0.020 0.013 0.15 4.73 0.07 1.37 0.0 58
61 164 0.68 0.15 0.77 0.06 Comb 6.0 6.00 0.00 6.00 2.00 0.010 2.00 0.050 0.020 0.013 0.17 5.38 0.07 1.31 0.0 88
62 177 0.73 0.05 0.67 0.10 Comb 6.0 3.00 0.00 3.00 2.00 0.010 2.00 0.050 0.020 0.013 0.16 5.20 0.08 1.61 0.0 58
63 162 0.75 0.11 0.80 0.07 Comb 6.0 6.00 0.00 6.00 2.00 0.010 2.00 0.050 0.020 0.013 0.17 5.50 0.07 1.36 0.0 65
64 173 0.81 0.05 0.72 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 5.44 0.09 1.73 0.0 79
65 161 0.18 0.07 0.24 0.00 Comb 6.0 6.00 0.00 6.00 2.00 0.010 2.00 0.050 0.020 0.013 0.11 2.52 0.01 0.18 0.0 76
66 140 0.10 0.00 0.10 0.00 Comb 6.0 3.00 0.00 3.00 2.00 0.010 2.00 0.050 0.020 0.013 0.08 1.59 0.00 0.00 0.0 19
67 141 0.13 0.03 0.15 0.00 Comb 6.0 3.00 0.00 3.00 2.00 0.010 2.00 0.050 0.020 0.013 0.09 1.87 0.00 0.00 0.0 66
68 142 0.48 0.00 0.45 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 4.00 0.05 0.99 0.0 67
69 143 0.13 0.00 0.13 0.00 Comb 6.0 6.00 6.00 6.00 2.00 Sag 2.00 0.050 0.020 0.013 0.06 1.29 0.06 1.29 0.0 Off
Project File: 100 Gutter.stm Gutter Spread 4"/hr Number of lines:88 Run Date 10/26/2023
NOTES: Inlet N-Values=0.016; Intensity=3.97/(Inlet time+0.10)^0.00; Return period=3 Yrs. ; ,Indicates Known Q added.All curb inlets are throat.
Storm Sewers v2023.00

Inlet Report Page4
Line Inlet ID Q= Q Q Q Junc 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) (sqft) (ft) (ft) (ft/ft) (ft) (ft/ft) (ft/ft) (ft) (ft) (ft) (ft) (in)
70 144 1.36 0.01 1.37 0.00 Comb 6.0 6.00 6.00 6.00 2.00 Sag 2.00 0.050 0.020 0.013 0.18 5.89 0.18 5.89 0.0 Off
71 145 0.49 0.16 0.65 0.00 Comb 6.0 3.00 6.00 3.00 2.00 Sag 2.00 0.050 0.020 0.013 0.15 4.41 0.15 4.41 0.0 Off
72 146 0.73 0.00 0.64 0.09 Comb 6.0 3.00 0.00 3.00 2.00 0.010 2.00 0.050 0.020 0.013 0.16 5.03 0.08 1.52 0.0 71
73 147 0.63 0.25 0.81 0.07 Comb 6.0 3.00 0.00 6.00 2.00 0.010 2.00 0.050 0.020 0.013 0.17 5.52 0.07 1.36 0.0 71
74 148 0.15 0.00 0.15 0.00 Comb 6.0 3.00 0.00 3.00 2.00 0.010 2.00 0.050 0.020 0.013 0.09 1.85 0.00 0.00 0.0 71
75 149 0.38 0.00 0.37 0.01 Comb 6.0 3.00 0.00 3.00 2.00 0.010 2.00 0.050 0.020 0.013 0.13 3.46 0.04 0.71 0.0 70
76 160 1.01 0.00 0.92 0.09 Comb 6.0 6.00 0.00 6.00 2.00 0.010 2.00 0.050 0.020 0.013 0.18 5.90 0.08 1.53 0.0 77
77 159 1.31 0.09 1.22 0.18 Comb 6.0 6.00 0.00 6.00 2.00 0.010 2.00 0.050 0.020 0.013 0.20 6.88 0.10 1.97 0.0 83
78 186 0.08 0.00 0.08 0.00 Comb 6.0 3.00 0.00 3.00 2.00 0.010 2.00 0.050 0.020 0.013 0.07 1.43 0.00 0.00 0.0 82
79 172 0.58 0.13 0.62 0.08 Comb 6.0 3.00 0.00 3.00 2.00 0.010 2.00 0.050 0.020 0.013 0.16 4.95 0.07 1.47 0.0 84
80 156 0.60 0.22 0.82 0.00 Comb 6.0 3.00 6.00 3.00 2.00 Sag 2.00 0.050 0.020 0.013 0.17 5.27 0.17 5.27 0.0 Off
81 157 0.30 0.00 0.30 0.00 Comb 6.0 3.00 6.00 3.00 2.00 Sag 2.00 0.050 0.020 0.013 0.11 2.46 0.11 2.46 0.0 Off
82 185 0.08 0.00 0.08 0.00 Comb 6.0 3.00 0.00 3.00 2.00 0.010 2.00 0.050 0.020 0.013 0.07 1.43 0.00 0.00 0.0 80
83 158 0.93 0.18 0.89 0.22 Comb 6.0 3.00 0.00 3.00 2.00 0.010 2.00 0.050 0.020 0.013 0.18 6.18 0.11 2.31 0.0 80
84 170 0.18 0.08 0.26 0.00 Comb 6.0 3.00 0.00 3.00 2.00 0.010 2.00 0.050 0.020 0.013 0.11 2.65 0.02 0.31 0.0 86
85 171 1.99 0.00 1.99 0.00 DrGrt 0.0 0.00 5.06 2.53 2.00 Sag 2.00 I 0.050 0.020 0.013 0.17 19.49 0.17 19.49 0.0 Off
86 169 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 3.09 0.12 3.09 0.0 Off
87 187 1.18 0.00 0.94 0.25 Comb 6.0 3.00 0.00 3.00 2.00 0.010 2.00 0.050 0.020 0.013 0.19 6.37 0.11 2.56 0.0 73
88 188 0.75 0.06 0.70 0.11 Comb 6.0 3.00 0.00 3.00 2.00 0.010 2.00 0.050 0.020 0.013 0.17 5.32 0.08 1.67 0.0 63
Project File: 100 Gutter.stm Gutter Spread 4"/hr Number of lines:88 Run Date 10/26/2023
NOTES: Inlet N-Values=0.016; Intensity=3.97/(Inlet time+0.10)^0.00; Return period=3 Yrs. ; ,Indicates Known Q added.All curb inlets are throat.
Storm Sewers v2023.00

CALCULATIONS
Culvert Calculations
CE N C/Ns
CJ
EST. 10
yr
CAR

Hydrology Report
Hydraflow Express Extension for Autodesk®Civil 3D®by Autodesk, Inc. Thursday,Oct 26 2023
Godwin - Hydrology Summary
Hydrograph type = Rational Peak discharge (cfs) = 14.26
Storm frequency (yrs) = 10 Time interval (min) = 1
Drainage area (ac) = 7.900 Runoff coeff. (C) = 0.5
Rainfall Inten (in/hr) = 3.610 Tc by TR55 (min) = 34
IDF Curve = Fayetteville.IDF Rec limb factor = 1.00
Hydrograph Volume=29,088(cuft);0.668(acft)
Runoff Hydrograph
10-yr frequency
,. 5) 95c6t5)
12.00 12.00
9.00 9.00
6.00 6.00
3.00 3.00
0.00 0.00
0 10 20 30 40 50 60 70
Time (min)
Runoff Hyd - Qp = 14.26 (cfs)

TR55 Tc Worksheet
Hydraflow Express by Intelisolve
Rational
Godwin - Hydrology Summary
Description A B C Totals
Sheet Flow
Manning's n-value = 0.400 0.011 0.011
Flow length (ft) = 100.0 0.0 0.0
Two-year 24-hr precip. ((in)) = 3.42 0.00 0.00
Land slope (%) = 1.00 0.00 0.00
Travel Time (min) = 27.41 +0.00 + 0.00 = 27.41
Shallow Concentrated Flow
Flow length (ft) = 0.00 0.00 0.00
Watercourse slope (%) = 0.00 0.00 0.00
Surface description = Unpaved Paved Paved
Average velocity (ft/s) = 0.00 0.00 0.00
Travel Time (min)
= 0.00 + 0.00 + 0.00 = 0.00
Channel Flow
X sectional flow area ((sqft)) = 3.43 0.00 0.00
Wetted perimeter ((ft)) = 5.64 0.00 0.00
Channel slope (%) = 1.00 0.00 0.00
Manning's n-value = 0.030 0.015 0.015
Velocity (ft/s) = 3.56 0.00 0.00
Flow length (ft) = 1420.0 0.0 0.0
Travel Time (min) = 6.6493940.00 0 + 0 = 6.65
Total Travel Time, Tc 34.00 min

Culvert Report
Hydraflow Express Extension for Autodesk®Civil 3D®by Autodesk, Inc. Thursday,Oct 26 2023
Thomas Driveway Culvert
Invert Elev Dn (ft) = 137.50 Calculations
Pipe Length (ft) = 77.00 Qmin (cfs) = 14.26
Slope (%) = 0.51 Qmax (cfs) = 14.26
Invert Elev Up (ft) = 137.89 Tailwater Elev (ft) = Normal
Rise (in) = 18.0
Shape = Circular Highlighted
Span (in) = 18.0 Qtotal (cfs) = 14.26
No. Barrels = 2 Qpipe (cfs) = 14.26
n-Value = 0.012 Qovertop (cfs) = 0.00
Culvert Type = Circular Concrete Veloc Dn (ft/s) = 5.15
Culvert Entrance = Square edge w/headwall (C) Veloc Up (ft/s) = 5.47
Coeff. K,M,c,Y,k = 0.0098, 2, 0.0398, 0.67, 0.5 HGL Dn (ft) = 138.60
HGL Up (ft) = 138.93
Embankment Hw Elev (ft) = 139.55
Top Elevation (ft) = 144.00 Hw/D (ft) = 1.11
Top Width (ft) = 50.00 Flow Regime = Inlet Control
Crest Width (ft) = 50.00
Elev(It) Thomas Driveway Culvert Hw Depth(0)
146.00 7.11
144.00 6.11
143.00 5.11
142.00 4.11
141.00 3.11
140.00 2.11
Inle;contrd
139.00 1.11
138.00 0.11
137.00 -0.89
136.00 -1.89
0 10 20 30 40 50 60 70 80 90 100 110 120
CircularCulvert HGL Embank
Reach(0)

CALCULATIONS
Temporary Diversion Ditch Calculations
CE N G/Ns
CJ
EST. 1 0
9 CAR

Project Data Revisions
Project# 2022-045 No Date Description
Project Name Godwin Subdivision
Date 10/25/2023
TEMP ORARYDIVERSION DITCH CALCULATION
7DD-A
Peak Discharge Calculation(10 Year Design)
Drainage Area= 8.93 ac
C= 0.50 Bare Earth
ho= 2.50 in/hr Assume Tc=55 min due to large drainage area
A= 8.93 ac
go= 11.16 cfs
Determine Ditch Flow Depth(d)and Velocity(v)-Check for Temporary Conditions
ApplyManning's Equation:W1.49/n *R2/3*Sl/2,Q=N1
Ditch Characteristics:
n= 0.02 Bare Earth
Base Width(B)= 2.00 ft
M= 2
Ditch Slope(S)= 1.00% I M:1 1 "\_/111
-,
Permissible Max Velocity(Vp)= 2.00 fps
Applythe Following Analysis to Determine Actual"d"and"V'
d= flow depth= 0.72 ft
Area(A)= B*d+M*d2= 2.47
Perimeter(P)= b+2d*(M2+1).5= 5.21
R= A/P= 0.47
VpR= VPermiss*R= 0.95
V= Flow Velocity= 4.52 fps
Q= design flow= 11.16 cfs checkQ: OK
Check Ditch Velocity for Lining.
VP= 2.00 fps Vactual>Vallow,Find Temp Lining
Vactual= 4.52 fps
Determine Temporary Liner
Recalculate with Liner:
Liner Material=Straw with Net Tshearstreas= Shear stress= g*d*s
n= 0.033 Table 8.05e NCESCPDM g= density of water= 62.4 lb/ft3
Base Width(B)= 2.00 ft d= flow depth= 0.92 ft
M= 2 S= channel slope= 1.00%
Ditch Slope(S)= 1.00% Tshear stress= Shear Stress= 0.58
Tallow(Td)= 1.45 psf Compare Tshear stress to Td:
Apply the Following Analysis to Determine Actual"d"and"V' Tallow(Td) 1.45
d= flow depth= 0.92 ft Tshear stress= 0.58
Area(A)= B*d+M*d2= 3.56
Perimeter(P)= b+2d*(M2+1).5= 6.14 Tshear stress<Td=>OK
R= A/P= 0.58
V= Flow Velocity= 3.14 fps Summary
Q= design flow= 11.16 cfs checkQ: OK Temporary Ditch Liner= Straw with Net

Project Data Revisions
Project# 2022-045 No Date Description
Project Name Godwin Subdivision
Date 10/25/2023
TEMP ORARYDIVERSION DITCH CALCULATION
7DD-B
Peak Discharge Calculation(10 Year Design)
Drainage Area= 13.11 ac
C= 0.50 Bare Earth
ho= 2.50 in/hr Assume Tc=55 min due to large drainage area
A= 13.11 ac
go= 16.39 cfs
Determine Ditch Flow Depth(d)and Velocity(v)-Check for Temporary Conditions
ApplyManning's Equation:W1.49/n *R2/3*Sl/2,Q=N1
Ditch Characteristics:
n= 0.02 Bare Earth
Base Width(B)= 2.00 ft
M= 2
Ditch Slope(S)= 0.72% 1 M:1 Ilr\_/111
Permissible Max Velocity(Vp)= 2.00 fps
Applythe Following Analysis to Determine Actual"d"and"V'
d= flow depth= 0.95 ft
Area(A)= B*d+M*d2= 3.69
Perimeter(P)= b+2d*(M2+1).5= 6.23
R= A/P= 0.59
VpR= VPermiss*R= 1.18
V= Flow Velocity= 4.45 IS
Q= design flow= 16.39 cfs checkQ: OK
Check Ditch Velocity for Lining.
VP= 2.00 fps Vactual>Vallow,Find Temp Lining
Vactual= 4.45 fps
Determine Temporary Liner
Recalculate with Liner:
Liner Material=Straw with Net Tshearstreas= Shear stress= g*d*s
n= 0.033 Table 8.05e NCESCPDM g= density of water= 62.4 lb/ft3
Base Width(B)= 2.00 ft d= flow depth= 1.21 ft
M= 2 S= channel slope= 0.72%
Ditch Slope(S)= 0.72% Tshear stress= Shear Stress= 0.54
Tallow(Td)= 1.45 psf Compare Tshear stress to Td:
Apply the Following Analysis to Determine Actual"d"and"V' Tallow(Td) 1.45
d= flow depth= 1.21 ft Tshear stress= 0.54
Area(A)= B*d+M*d2= 5.33
Perimeter(P)= b+2d*(M2+1).5= 7.40 Tshear stress<Td=>OK
R= A/P= 0.72
V= Flow Velocity= 3.08 fps Summary
Q= design flow= 16.39 cfs checkQ: OK Temporary Ditch Liner= Straw with Net

Project Data Revisions
Project# 2022-045 No Date Description
Project Name Godwin Subdivision
Date 10/25/2023
TEMP ORARYDIVERSION DITCH CALCULATION
TDD-C
Peak Discharge Calculation(10 Year Design)
Drainage Area= 1.86 ac
C= 0.50 Bare Earth
110= 7.10 in/hr Assume Tc=5 min
A= 1.86 ac
go= 6.60 cfs
Determine Ditch Flow Depth(d)and Velocity(v)-Check for Temporary Conditions
ApplyManning's Equation:W1.49/n *R2/3*Sl/2,Q=N1
Ditch Characteristics:
n= 0.02 Bare Earth
Base Width(B)= 2.00 ft
M= 2
Ditch Slope(S)= 0.40% I M:1 1 "\_/111
-,
Permissible Max Velocity(Vp)= 2.00 fps
Applythe Following Analysis to Determine Actual"d"and"V'
d= flow depth= 0.69 ft
Area(A)= B*d+M*d2= 2.35
Perimeter(P)= b+2d*(M2+1).5= 5.11
R= A/P= 0.46
VpR= VPermiss*R= 0.92
V= Flow Velocity= 2.80 fps
Q= design flow 6.60 cfs checkQ: OK
Check Ditch Velocity for Lining.
VP= 2.00 fps Vactual>Vallow,Find Temp Lining
Vactual= 2.80 fps
Determine Temporary Liner
Recalculate with Liner:
Liner Material=Straw with Net Tshearstreas= Shear stress= g*d*s
n= 0.033 Table 8.05e NCESCPDM g= density of water= 62.4 lb/ft3
Base Width(B)= 2.00 ft d= flow depth= 0.89 ft
M= 2 S= channel slope= 0.40%
Ditch Slope(S)= 0.40% Tshear stress= Shear Stress= 0.22
Tallow(Td)= 1.45 psf Compare Tshear stress to Td:
Apply the Following Analysis to Determine Actual"d"and"V' Tallow(Td) 1.45
d= flow depth= 0.89 ft Tshear stress= 0.22
Area(A)= B*d+M*d2= 3.39
Perimeter(P)= b+2d*(M2+1).5= 6.00 Tshear stress<Td=>OK
R= A/P= 0.56
V= Flow Velocity= 1.95 fps Summary
Q= design flow= 6.60 cfs check Q: OK Temporary Ditch Liner= Straw with Net

Project Data Revisions
Project# 2022-045 No Date Description
Project Name Godwin Subdivision
Date 10/25/2023
TEMP ORARYDIVERSION DITCH CALCULATION
7DD-D
Peak Discharge Calculation(10 Year Design)
Drainage Area= 0.83 ac
C= 0.50 Bare Earth
110= 7.10 in/hr Assume Tc=5 min
A= 0.83 ac
go= 2.96 cfs
Determine Ditch Flow Depth(d)and Velocity(v)-Check for Temporary Conditions
ApplyManning's Equation:W1.49/n *R2/3*Sl/2,Q=N1
Ditch Characteristics:
n= 0.02 Bare Earth
Base Width(B)= 2.00 ft
M= 2
Ditch Slope(S)= 1.54% M:1 -,
Permissible Max Velocity(Vp)= 2.00 fps
Applythe Following Analysis to Determine Actual"d"and"V'
d= flow depth= 0.31 ft
Area(A)= B*d+M*d2= 0.83
Perimeter(P)= b+2d*(M2+1).5= 3.41
R= A/P= 0.24
VpR= VPermiss*R= 0.49
V= Flow Velocity= 3.58 fps
Q= design flow 2.96 cfs checkQ: OK
Check Ditch Velocity for Lining.
VP= 2.00 fps Vactual>Vallow,Find Temp Lining
Vactual= 3.58 fps
Determine Temporary Liner
Recalculate with Liner:
Liner Material=Straw with Net Tshear stress= Shear stress= g*d*s
n= 0.033 Table 8.05e NCESCPDM g= density of water= 62.4 lb/ft3
Base Width(B)= 2.00 ft d= flow depth= 0.41 ft
M= 2 S= channel slope= 1.54%
Ditch Slope(S)= 1.54% Tshear stress= Shear Stress= 0.40
Tallow(Td)= 1.45 psf Compare Tshear stress to Td:
Apply the Following Analysis to Determine Actual"d"and"V' Tallow(Td) 1.45
d= flow depth= 0.41 ft Tshear stress= 0.40
Area(A)= B*d+M*d2= 1.17
Perimeter(P)= b+2d*(M2+1).5= 3.85 Tshear stress<Td=>OK
R= A/P= 0.30
V= Flow Velocity= 2.52 fps Summary
Q= design flow= 2.96 cfs check Q: OK Temporary Ditch Liner= Straw with Net

CALCULATIONS
Outlet Protection
EST. 10
O �2�
Ppy CARoN

Project Data Revisions
Project# 2022-045 No Date Description
Project Name Godwin Subdivision
Date 2/29/2024
Outlet Protection-NYDOT Dissipator Methodology
FES1B
Input Values
Defined Channel(S%N) N
Diameter(in) 24 I � yi H�! I 4 }� •
Flow Rate(cfs) 22.25 *.'irt� �a'Te. j� '— �. . yy��
PLAN VIE ....0 A,
Slope(%) 0.50 :t
Manning Coef 0.013 PLAN VIEW `'-
Calculated Data SECTION'A-A
SECTION'A-A* rjti
PIPE OUTLET TO WELL DEFINED CHANNEL PIPE OUTLET TO FLAT AREA-NO WELL DEFINED
Normal Depth(ft) 1.13 CHANNEL
Outlet Velocity(fps) 5.01
25 Diagram of Outlet Alppron
i ; ---T — LENGTH OF APRON
{.i ,:1 . I,; , , Ill TO PROTECT TO PREVENT SCOUR
5 ': '' p APRON MATERIAL CULVERT HOLE USE L2ALWAYS
I I,\\4,, I, I i I 1 N L1
1 I; .i
1 STONE FILLING(RNE) CL.A 3 X Do 4 x D.
a; ;I I .I ;.I -
a 15 ;'' ; I 2 STONE FILLING(LIGHT) CL.B 3 X D 6 x De
O
}�{1 ,�o) I I 3 STONE FLUNG(MEDIUM)CL 1 4 X DC 8 x D.
I I
I : : I I • i' ' ' 4 STONE FILLING(HEAVY) CL 1 4 X DC 8 x D.
t0 I
Re:' I , ,I r 5 STONE FILLING(HEAVY) CL 2 5 X D0 10 x D.
I I; I.' ; I I '' III I ; 6 STONE FILLING(HEAVY) CL 2 6 X D. 10 x D.
5 , 2 3 I ` 0 ail; '
''rk-r; I ; ;,' `).„ I I I I I I . 7 SPECIAL STUDY REQUIRED(ENERGY DISSIPATORS,STILLING
I &'I I III ' ;; I;'I I, I —
BASIN OR LARGER SIZE STONE).
I Ir I
" 1 I
u {;Irk iI III ! ,.;.II ,, LI,
Ir se sr•C ia" I I
0' 5' 10' 15' 20' 25' Average Minimum
DIAMETER(Ft.) Classification Diameter(in) Stone Class Thickness(in)
Fine 3 A 12
Light 6 B 18
Zone= 2 Use 2 as minimum Medium 13 1 24
Heavy 23 2 36
Equations Summary
L=See Table Length of Apron= 12 ft
WI=3 x Diameter Width at Pipe,WL= 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=1.25XWI (undefined channel) 8 ft
Classification= LIGHT
NCDOT Stone Class= B
Min.Thickness= 18 in

Project Data Revisions
Project# 2022-045 No Date Description
Project Name Godwin Subdivision
Date 2/29/2024
Outlet Protection-NYDOT Dissipator Methodology
FES100
Input Values :
Defined Channel(MN) N w'!.`.I
Diameter(in) 48I �e�� l 1±H A' t I Mil T
Flow Rate(cfs) 68.00 '1"*at*;i +a. I '— 1,ti t%!
PLAN VIE
Slope(%) 0.50 ,�,�A;
Manning Coef. 0.013 I ,. PLAN VIEW
V - __ � e�4
Calculated Data SECTION'A
SECTION'A-A' Ilit
PIPE OUTLET TO WELL DEFINED CHANNEL PIPE OUTLET TO FLAT AREA-NO WELL DEFINED
Normal Depth(ft) 2.39 CHANNEL
Outlet Velocity(fps) 8.68
25 Diagram of Outlet Appron
II: ', III i I -- : ::::
i ; ---T LENGTH OF APRON
1 I i I;1 i , ; TO PROTECT TO PREVENT SCOUR
6 i I,I; I I p APRON MATERIAL CULVERT HOLE USE L2ALWAYS
\\
'j; I; i "
1 STONE FILLING(FINE) CL.A 3 X D, 4 x D.
a: II I I IIl
FE a 15 I� I I' I 2 STONE FILLING(LIGHT) CL.0 3 X D, 6 x De
I II I I
® , 6 I i I i
I I I i I I 3 STONE FILLING(MEDIUM)CL 1 4 X DC 8 x D.
'I II I I 'I
1 I I ' '' ' 4 STONE FILLING(HEAVY) CL 1 4 X DC 8 x D.
> 10 . I; I I I 5 STONE FILLING(HEAVY) CL 2 5 X Do 10 x D.
,1I I ' II I :, I I
II �I 3
\' I �I I;. I l' I I I III I I I 6 STONE FILLING(HEAVY) CL 2 6 X Da 10 x De
5 21 3 `. Q ;I;; ' 1 —
i i,1 I I`8.I I I I I l J I I 7 SPECIAL STUDY REQUIRED(ENERGY DISSIPATORS,STILLING
I I I I I i I' :I I I I,:I 1 ; I l BASIN OR LARGER SIZE STONE).
'I ',I l i I I'r I-I\ I I I I
ii II i T ) I I'
0 i II .I. II I I tI ! ,I; II11 ,I, ,
0' S' 10' 15' 20' 25' Average Minimum
DIAMETER(Ft.) Classification Diameter(in) Stone Class Thickness(in)
Fine 3 A 12
Light 6 B 18
Zone= 3 Use 2 as a minimum Medium 13 1 24
Heavy 23 2 36
Equations Summary
L=See Table Length of Apron= 32 ft
WI=3 x Diameter Width at Pipe,WI= 12 ft
Width at end of Apron,W2=
W2=Diameter+0.4*L (defined channel) N/A ft
Width at end of Apron,W2=
W2=1.25XWI (undefined channel) 15 ft
Classification= MEDIUM
NCDOT Stone Class= 1
Min.Thickness= 24 in

Project Data Revisions
Project# 2022-045 No Date Description
Project Name Godwin Subdivision
Date 2/29/2024
Outlet Protection-NYDOTDissipator Methodology
FIDWL200
Input Values :
Defined Channel(S%N) Y wp P f
Diameter(in) 18I � :.��'� }�H �' I 7--r ` �S"` i
Flow Rate(cfs) 7.13 **for dual culverts,analyzed a,1nt- 'V. '—� 1
PLAN VIE ",4 J 4 5.411.2
��
Slope(%) 0.50 flow is half total flow ,�,4�^:1;
Manning Coef 0.013 I r I PLAN VIEW
- __ e�4
Calculated Data SECTION'A
SFC.TIDN'A—A' Ilit
PIPE OUTLET TO WELL DEFINED CHANNEL PIPE OUTLET TO FLAT AREA—NO WELL DEFINED
Normal Depth(ft) 1.36 CHANNEL
Outlet Velocity(fps) 3.85
25 Diagram of Outlet Appron
i ; --T LENGTH OF APRON
{I i :I i 1; i , ; TO PROTECT TO PREVENT SCOUR
5 ': '' p APRON MATERIAL CULVERT HOLE USE L2ALWAYS
20 31' ; ; I III' N L2
, I ;I I I I I\\
L7
1; I. ;i
1 STONE FILLING(FlNE) CL.A 3 X D, 4 x D.
a; ;; I .I ;Il
a 15 I'' ;; ; I 2 STONE FILLING(LIGHT) CL.B 3 X D, 6 x De
I f I (� .I O
I I ' I ' I I 3 STONE FILLING(MEDIUM)CL 1 4 X DC 8 x D.
.I III ! I 'I
1 i I I I I i' ' ' 4 STONE FILLING(HEAVY) CL 1 4 X DC 8 x D.
01
> 10 I 1 I , ,1 I I I; I r- 5 STONE FILLING(HEAVY) CL 2 5 X Do 10 x D.
;`' I I; I I' ; I; I:: ; l 6 STONE FILLING(HEAVY) CL 2 6 X D. 10 x De
5 2 3 `. Co I I;
I I ;I I I l I`i., '' I I I I 7 SPECIAL STUDY REQUIRED(ENERGY DISSIPATORS,STILLING
I I I I ;;; I I l I BASIN OR LARGER SIZE STONE).
I I'r I .
I1 I ;r i_l I
0--- IINlL. iI I I ,I,I ! ,;; II !I II!
r>K�wic I I
0' S' 10' 15' 20' 25' Average Minimum
DIAMETER(Ft.) Classification Diameter(in) Stone Class Thickness(in)
Fine 3 A 12
Light 6 B 18
Zone= 2 Use 2 as a minimum Medium 13 1 24
Heavy 23 2 36
Equations Summary
L=See Table Length of Apron= 9 ft
WI=3 x Diameter Width at Pipe,WI= 5 ft
Width at end of Apron,W2=
W2=Diameter+0.4*L (defined channel) 5 ft
Width at end of Apron,W2=
W2=1.25XWI (undefined channel) N/A ft
Classification= LIGHT
NCDOT Stone Class= B
Min.Thickness= 18 in

CALCULATIONS
Sediment Basin Calculations
CE N C/Ns
CJ
EST. 10
yr
CAR

Project Data Revisions
Project# 2022-045 No Date Description
Project Name Godwin Subdivision
Date 10/25/2023
SEDIMENT SKIMMER BASIN
Sediment Basin#1
Sediment Basin# 1
Area Disturbed= 1102163 sf
25.30 acres
Peak Discharge Calculation:
Drainage Area= 1102163 sf
25.30 acres
Q10=C x I x A
C= 0.50
I o= 2.60 in/hr **55 minute Tc due to large drainage area
A= 25.30 acres
Quo= 32.89 cfs
Minimum Surface Area Calculation:
Surface Area(SF) =Q10x435 sf/ac
=32.89 cfs x435 sf/ac
Surface Area Req= 14308 sf
Basin Volume Calculation:
Volume of Sediment =(Drainage Ac.)x(1800 cfsed./year)x(1 year)
=25.3 ac x 1800 x 1 yr
Min Vol= 45544 cf
Assumed basin depth= 2 ft min D=2'for"Temp Sediment Basin"
Resultant Basin Area Req= 22772 sf
Check Surface Area Criteria
Surface Area Requirement= 14308 sf
Basin Volume Cale Area= 22772 sf
Therefore:Basin Volume Area Requirement Governs
Min Volume Req= 45544 cf
Min Area Req= 22772 sf
L:W Ratio= 2.5
Use L=2.5xW,calculate basin dimensions
Actual W= 96 ft Min W= 96 ft
L= 240 ft MinL= 240 ft
D= 2 ft
Actual Vol= 46080 cf Vol Check: OK
Actual Area= 23040 sf Area Check: OK
Actual Basin Dimensions= 96 ft W x 240 ft L x 2 ft D
Weir Design and Velocity Check:
Calculate Flow Depth H=[Q/CLf3
Q30= 32.89 cfs
C= 2.68 constant
L= 30 ft minL=10'
H= 0.55 ft max H=1'
Calculate Velocity Over Weir V=Q/A
V=32.89 cfs/30 ft x 0.55 ft
V= 1.99 ft/sec OK
Skimmer Sizing:
4 Skimmer Size(inches) Skimmer Size
0.333 Head on Skimmer(feet) (Inches)
3 Orifice Size(1/4 inch increments) 1.5
3.84 Dewatering Time(days) 2
2.5
3
4
5
6
8

Project Data Revisions
Project# 2022-045 No Date Description
Project Name Godwin Subdivision
Date 10/25/2023
SEDIMENT SKIMMER BASIN
Sediment Basin#2
Sediment Basin# 2
Area Disturbed= 150740 sf
3.46 acres
Peak Discharge Calculation:
Drainage Area= 150740 sf
3.46 acres
Q10=C x I x A
C= 0.50
ha= 7.2 in/hr 5 minute Tc
A= 3.46 acres
Quo= 12.46 cfs
Minimum Surface Area Calculation:
Surface Area(SF) =Q10x435 sf/ac
=12.46 cfs x 435 sf/ac
Surface Area Req= 5419 sf
Basin Volume Calculation:
Volume of Sediment =(Drainage Ac.)x(1800 cf sed./year)x(1 year)
=3.46 ac x 1800 x 1 yr
Min Vol= 6229 cf
Assumed basin depth= 2 ft min D=2'for"Temp Sediment Trap"
Resultant Basin Area Req= 3114 sf
Check Surface Area Criteria
Surface Area Requirement= 5419 sf
Basin Volume Calc Area= 3114 sf
Therefore:Surface Area Governs
Min Volume Req= 6229 cf
Min Area Req= 5419 sf
L:W Ratio= 2.5
Use L=2.5xW,calculate basin dimensions
Actual W= 47 ft Min W= 47 ft
L= 117.5 ft Min L= 118 ft
D= 2 ft
Actual Vol= 11045 cf Vol Check: OK
Actual Area= 5523 sf Area Check: OK
Actual Basin Dimensions= 47 ft W x 117.5 ft L x 2 ft D
Weir Design and Velocity Check:
Calculate Flow Depth H=[Q/CL]z"
Qio= 12.46 cfs
C= 2.68 constant
L= 20 ft minL=10'
H= 0.38 ft max H=1'
Calculate Velocity Over Weir V=Q/A
V=12.46 cfs/20 ft x 0.38 ft
V= 1.65 ft/sec OK
Skimmer Sizing:
2.5 Skimmer Size(inches) Skimmer Size
0.208 Head on Skimmer(feet) (Inches)
1.75 Orifice Size(1/4 inch increments) 1.5
3.42 Dewatering Time(days) 2
2.5
3
4
5
6
8