SW6231106_Design Calculations_20240228

Sitework Calculations
True Homes -
BryanRoad
Subdivision
at Erwin, NC
Owner/Developer:
True Homes, LLC
2649 Brekonridge Centre Dr.
Monroe, NC 28110-5629
[phone] ���.011110,0/
1.7▪ 7 SEAL 7'•
• 051543• •
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$'(6\\ REV.2-28-24
STOCKS
ENGINEERING
801 EAST WASHINGTON STREET P.O. BOX 1108
NASHV!LLE, N.C. 27856 PHONE: [phone]
WWW.STOCKSENGJ?JEERING.COM

NARRATIVE:
Site location
Project Description
Stormwater Management
SUPPORTING DOCUMENTS
USGS Map
NRCS Soils Report
FEMA Floodplain Maps
NOAA Precipitation Data
CALCULATIONS
Pre- vs. Post-Development Runoff Calculations
Curve Number Calculations
Pump Station Worksheet
Hydrograph Calculations
SCM #1
Wet Pond Design Worksheet
Forebay/Pond Volume Comparison
Buoyancy Resistance Calculations
Pipe Analysis and HGL Calculations
SCM #2
Wet Pond Design Worksheet
Forebay/Pond Volume Comparison
Buoyancy Resistance Calculations
Pipe Analysis and HGL Calculations
SCM #3
Wet Pond Design Worksheet
Forebay/Pond Volume Comparison
Buoyancy Resistance Calculations
Pipe Analysis and HGL Calculations
Erosion Control Calculations
Sediment Basin Worksheet
Temporary Diversion Calcs
MAPS

Site Narrative:
Site Location
The subject property is located on the South side of Bryant Road (SR 1720), Harnett County. The PIN for
the site is 1507-35-0329 and 1507-37-7604.
Project Description
The proposed development is the construction of an residential subdivision. The lot size is approximately
54.82 Acres.
Stormwater Management Plan
This project meets the Pre vs Post for the 1-year 24-hour rainfall event with the use of three Stormwater
Control Measures (SCM) on this site.The Peak Flow Attenuation is proposed to be accomplished with
three wet detention ponds. One located on the north side, one on the south side, and one on the east
side of the property. There are 4 storm drainage systems that will be installed to direct water to the wet
detention ponds. The impervious area that bypasses the onsite SCMs is accounted for in the impervious
calculations for the nearest Wet Ponds. The pond is designed to safely discharge the 100-year storm.
The Pre and Post Development flow rates were modeled with the rational Method using Hydraflow
Hydrographs through Autodesk. If Tc values were less than 5 minutes, they have been manually edited to
be a minimum of 5 minutes.
Stormwater Pre vs Post Chart
Pre:
This site is currently vacant with wooded and grassed coverage. The proposed development is a Resi-
dential subdivision with 247 lots. The site will be accessed through a full access driveway from Bryant
road on the north side and St. Matthews road on the west side. The pre-development runoff map shows 3
drainage areas. The larger area, labeled "Area I", drains to the location that the future storm water wet
pond 1 will drain after development. "Area II", drains to the south side of the property where wet pond 2
will drain after development. "Area III"drains to the eastern side of the property where wet pond 3 will
drain after development.
Post:
After development the site will add approximately 42.20 acres of impervious area and will utilize con-
structed stormwater wetponds to treat runoff. The areas draining to the wetponds after development,
which is labeled IA, will be 14.53 acres, Ila, will be 25.55 acres, IIIA will be 12.58 acres. The areas la-
beled IB, IIB, and IIIB will bypasses the stormwater pond. The sum total of post development runoff com-
ing from areas IA and IB is less than the total runoff coming from pre development Area I. The sum total
of post development runoff coming from areas IIA and IIB is less than the total runoff coming from pre de-
velopment Area II. The sum total of post development runoff coming from areas IIIA and IIIB is less than
the total runoff coming from pre development Area III. A summary of the runoff from each area Pre and
Post development is shown below.

Peak Runoff 1-yr Storm(in cfs)
Pre-Development Post-Development
Area 1 2.016 0.668
Area 2 13.18 • 3.341
Area 3 0.984 • 0.262
Peak Runoff 10-yr Storm(in cfs)
Pre-Development Post-Development
Area 1 44.65 13.49
•
Area 2 48.07 11.55
•
Area 3 26.11 4.532
Peak Runoff 50-yr Storm(in cfs)
Pre-Development Post-Development
Area 1 100.41 37.79
Area 2 82.57 41.82
Area 3 58.11 35.80
This project utilizes multiple NCDOT standard curb inlets to capture the stormwater runoff from the site
and direct the flow to the proposed basin.
The Rational Method (Q=CIA) has been utilized to determine the Q for drainage area. Each basin has a
delineated drainage basin composite C value based on land use and a minimum Tc of five (5) minutes.
The Hydraulic Grade Line (HGL) was calculated utilizing Hydraflow Storm Sewers by Autodesk. Refer
to the calculations section for the output calculations.

SUPPORTING DOCUMENTS
USGS Map

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SUPPORTING DOCUMENTS
NRCS Soils Report

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HARNETT COICITY.NORTH CAROLINA No t 2

USDA United States A product of the National Custom Soil Resource
Department of Cooperative Soil Survey,
Agriculture a joint effort of the United Report for
States Department of
RCS Agriculture and other Harnett County
Federal agencies, State
Naturalagencies including the North Carolina
Resources Agricultural Experiment
Conservation Stations, and local
Service participants
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April 3, 2023

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

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

Contents
Preface 2
How Soil Surveys Are Made 5
Soil Map 8
Soil Map 9
Legend 10
Map Unit Legend 11
Map Unit Descriptions 11
Harnett County, North Carolina 13
Co—Coxville loam 13
GoA—Goldsboro loamy sand, 0 to 2 percent slopes, Southern Coastal
Plain 14
MaA—Marlboro sandy loam, 0 to 2 percent slopes 15
MaB—Marlboro sandy loam, 2 to 6 percent slopes 16
NoA—Norfolk loamy sand, 0 to 2 percent slopes 17
NoB—Norfolk loamy sand, 2 to 6 percent slopes 18
OrB—Orangeburg loamy sand, 2 to 6 percent slopes 19
Ra—Rains sandy loam, 0 to 2 percent slopes 20
Soil Information for All Uses 23
Soil Properties and Qualities 23
Soil Qualities and Features 23
Hydrologic Soil Group 23
References 28
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
N Soil Map
N
713000 713100 713200 713300 713400 713500 713600 713700 713503
I
35°20'0"N 35°20'0"N
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713100 713200 713300 713400 713500 713600 713700 713800
3 3
a Map Scale:1:5,290 if printed on A portrait(8.5"x 11")sheet a,
Meters
m N 0 50 100 200 330
Feet
M250 500 1000 1500
ap projection:Web Merea6�r Com oo er ordirlates:WG584 Edge tics:UTM Zone 17N WC�584
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: Harnett County,North Carolina
+ Saline Spot Survey Area Data: Version 20,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 2.7 4.6%
GoA Goldsboro loamy sand,0 to 2 6.8 11.6%
percent slopes,Southern
Coastal Plain
MaA Marlboro sandy loam,0 to 2 1.0 1.7%
percent slopes
MaB Marlboro sandy loam,2 to 6 6.1 10.6%
percent slopes
NoA Norfolk loamy sand,0 to 2 18.3 31.5%
percent slopes
NoB Norfolk loamy sand,2 to 6 12.9 22.1
percent slopes
OrB Orangeburg loamy sand,2 to 6 3.9 6.7%
percent slopes
Ra Rains sandy loam,0 to 2 6.5 11.2%
percent slopes
Totals for Area of Interest 58.1 100.0%
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
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Custom Soil Resource Report
are identified by a special symbol on the maps. If included in the database for a
given area, the contrasting minor components are identified in the map unit
descriptions along with some characteristics of each. A few areas of minor
components may not have been observed, and consequently they are not
mentioned in the descriptions, especially where the pattern was so complex that it
was impractical to make enough observations to identify all the soils and
miscellaneous areas on the landscape.
The presence of minor components in a map unit in no way diminishes the
usefulness or accuracy of the data. The objective of mapping is not to delineate
pure taxonomic classes but rather to separate the landscape into landforms or
landform segments that have similar use and management requirements. The
delineation of such segments on the map provides sufficient information for the
development of resource plans. If intensive use of small areas is planned, however,
onsite investigation is needed to define and locate the soils and miscellaneous
areas.
An identifying symbol precedes the map unit name in the map unit descriptions.
Each description includes general facts about the unit and gives important soil
properties and qualities.
Soils that have profiles that are almost alike make up a soil series. Except for
differences in texture of the surface layer, all the soils of a series have major
horizons that are similar in composition, thickness, and arrangement.
Soils of one series can differ in texture of the surface layer, slope, stoniness,
salinity, degree of erosion, and other characteristics that affect their use. On the
basis of such differences, a soil series is divided into soil phases. Most of the areas
shown on the detailed soil maps are phases of soil series. The name of a soil phase
commonly indicates a feature that affects use or management. For example, Alpha
silt loam, 0 to 2 percent slopes, is a phase of the Alpha series.
Some map units are made up of two or more major soils or miscellaneous areas.
These map units are complexes, associations, or undifferentiated groups.
A complex consists of two or more soils or miscellaneous areas in such an intricate
pattern or in such small areas that they cannot be shown separately on the maps.
The pattern and proportion of the soils or miscellaneous areas are somewhat similar
in all areas. Alpha-Beta complex, 0 to 6 percent slopes, is an example.
An association is made up of two or more geographically associated soils or
miscellaneous areas that are shown as one unit on the maps. Because of present
or anticipated uses of the map units in the survey area, it was not considered
practical or necessary to map the soils or miscellaneous areas separately. The
pattern and relative proportion of the soils or miscellaneous areas are somewhat
similar. Alpha-Beta association, 0 to 2 percent slopes, is an example.
An undifferentiated group is made up of two or more soils or miscellaneous areas
that could be mapped individually but are mapped as one unit because similar
interpretations can be made for use and management. The pattern and proportion
of the soils or miscellaneous areas in a mapped area are not uniform. An area can
be made up of only one of the major soils or miscellaneous areas, or it can be made
up of all of them. Alpha and Beta soils, 0 to 2 percent slopes, is an example.
Some surveys include miscellaneous areas. Such areas have little or no soil
material and support little or no vegetation. Rock outcrop is an example.
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Custom Soil Resource Report
Harnett County, North Carolina
Co—Coxville loam
Map Unit Setting
National map unit symbol: 3sp4
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
Hydric soil rating: Yes
Description of Coxville, Undrained
Setting
Landform: Carolina bays, depressions
Landform position (two-dimensional): Summit
Down-slope shape: Concave
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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
GoA—Goldsboro loamy sand, 0 to 2 percent slopes, Southern Coastal
Plain
Map Unit Setting
National map unit symbol: 2v750
Elevation: 130 to 270 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
Goldsboro and similar soils: 85 percent
Estimates are based on observations, descriptions, and transects of the mapunit.
Description of Goldsboro
Setting
Landform: Broad interstream divides on marine terraces, flats on marine terraces
Landform position (three-dimensional):Talf
Down-slope shape: Linear
Across-slope shape: Linear
Parent material: Loamy marine deposits
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Custom Soil Resource Report
Typical profile
Ap- 0 to 9 inches: loamy sand
E-9 to 12 inches: loamy sand
Bt- 12 to 62 inches: sandy clay loam
Btg- 62 to 80 inches: sandy clay loam
Properties and qualities
Slope: 0 to 2 percent
Depth to restrictive feature: More than 80 inches
Drainage class: Moderately 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 24 to 36 inches
Frequency of flooding: None
Frequency of ponding: None
Available water supply, 0 to 60 inches: Moderate (about 8.1 inches)
Interpretive groups
Land capability classification (irrigated): None specified
Land capability classification (nonirrigated): 2w
Hydrologic Soil Group: B
Hydric soil rating: No
MaA—Marlboro sandy loam, 0 to 2 percent slopes
Map Unit Setting
National map unit symbol: 3spv
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
Marlboro and similar soils: 90 percent
Estimates are based on observations, descriptions, and transects of the mapunit.
Description of Marlboro
Setting
Landform: Ridges on marine terraces, broad interstream divides on marine
terraces
Down-slope shape: Convex
Across-slope shape: Linear
Parent material: Clayey marine deposits
Typical profile
Ap- 0 to 10 inches: sandy loam
Bt1 - 10 to 71 inches: sandy clay
Bt2- 71 to 80 inches: sandy clay
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Custom Soil Resource Report
Properties and qualities
Slope: 0 to 2 percent
Depth to restrictive feature: More than 80 inches
Drainage class:Well drained
Runoff class: Low
Capacity of the most limiting layer to transmit water(Ksat): Moderately high to high
(0.57 to 1.98 in/hr)
Depth to water table:About 48 to 72 inches
Frequency of flooding: None
Frequency of ponding: None
Available water supply, 0 to 60 inches: High (about 9.2 inches)
Interpretive groups
Land capability classification (irrigated): None specified
Land capability classification (nonirrigated): 1
Hydrologic Soil Group: B
Hydric soil rating: No
MaB—Marlboro sandy loam, 2 to 6 percent slopes
Map Unit Setting
National map unit symbol: 3spw
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
Marlboro and similar soils: 90 percent
Estimates are based on observations, descriptions, and transects of the mapunit.
Description of Marlboro
Setting
Landform: Ridges on marine terraces, broad interstream divides on marine
terraces
Landform position (two-dimensional): Summit, shoulder
Landform position (three-dimensional): Crest
Down-slope shape: Convex
Across-slope shape: Convex
Parent material: Clayey marine deposits
Typical profile
Ap- 0 to 10 inches: sandy loam
Bt1 - 10 to 71 inches: sandy clay
Bt2- 71 to 80 inches: sandy clay
Properties and qualities
Slope: 2 to 6 percent
Depth to restrictive feature: More than 80 inches
Drainage class:Well drained
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Custom Soil Resource Report
Runoff class: Low
Capacity of the most limiting layer to transmit water(Ksat): Moderately high to high
(0.57 to 1.98 in/hr)
Depth to water table:About 48 to 72 inches
Frequency of flooding: None
Frequency of ponding: None
Available water supply, 0 to 60 inches: High (about 9.2 inches)
Interpretive groups
Land capability classification (irrigated): None specified
Land capability classification (nonirrigated): 2e
Hydrologic Soil Group: B
Hydric soil rating: No
NoA—Norfolk loamy sand, 0 to 2 percent slopes
Map Unit Setting
National map unit symbol: 2v75w
Elevation: 10 to 330 feet
Mean annual precipitation: 40 to 55 inches
Mean annual air temperature: 59 to 70 degrees F
Frost-free period: 200 to 280 days
Farmland classification: All areas are prime farmland
Map Unit Composition
Norfolk and similar soils: 83 percent
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: 0 to 2 percent
Depth to restrictive feature: More than 80 inches
Drainage class:Well drained
Capacity of the most limiting layer to transmit water(Ksat): Moderately high to high
(0.57 to 1.98 in/hr)
Depth to water table:About 40 to 72 inches
Frequency of flooding: None
Frequency of ponding: None
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Custom Soil Resource Report
Available water supply, 0 to 60 inches: Moderate (about 6.9 inches)
Interpretive groups
Land capability classification (irrigated): None specified
Land capability classification (nonirrigated): 1
Hydrologic Soil Group: A
Hydric soil rating: No
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
Land capability classification (nonirrigated): 2e
Hydrologic Soil Group: A
Hydric soil rating: No
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Custom Soil Resource Report
OrB—Orangeburg loamy sand, 2 to 6 percent slopes
Map Unit Setting
National map unit symbol: 3sq4
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
Orangeburg and similar soils: 90 percent
Minor components: 5 percent
Estimates are based on observations, descriptions, and transects of the mapunit.
Description of Orangeburg
Setting
Landform: Ridges on marine terraces, broad interstream divides on marine
terraces
Landform position (two-dimensional): Summit, shoulder
Landform position (three-dimensional): Crest
Down-slope shape: Convex
Across-slope shape: Convex
Parent material: Loamy marine deposits
Typical profile
Ap- 0 to 7 inches: loamy sand
BA - 7 to 12 inches: sandy loam
Bt1 - 12 to 54 inches: sandy clay loam
Bt2-54 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
Runoff class: Low
Capacity of the most limiting layer to transmit water(Ksat): Moderately high to high
(0.57 to 1.98 in/hr)
Depth to water table: More than 80 inches
Frequency of flooding: None
Frequency of ponding: None
Available water supply, 0 to 60 inches: Moderate (about 7.3 inches)
Interpretive groups
Land capability classification (irrigated): None specified
Land capability classification (nonirrigated): 2e
Hydrologic Soil Group: A
Hydric soil rating: No
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Custom Soil Resource Report
Minor Components
Bibb, undrained
Percent of map unit: 3 percent
Landform: Flood plains
Landform position (two-dimensional):Toeslope
Down-slope shape: Concave
Across-slope shape: Linear
Hydric soil rating: Yes
Johnston, undrained
Percent of map unit:2 percent
Landform: Flood plains
Down-slope shape: Concave
Across-slope shape: Linear
Hydric soil rating: Yes
Ra—Rains sandy loam, 0 to 2 percent slopes
Map Unit Setting
National map unit symbol: 2v760
Elevation: 30 to 330 feet
Mean annual precipitation: 40 to 55 inches
Mean annual air temperature: 59 to 70 degrees F
Frost-free period: 200 to 280 days
Farmland classification: Prime farmland if drained
Map Unit Composition
Rains, undrained, and similar soils: 58 percent
Rains, drained, and similar soils:24 percent
Minor components: 8 percent
Estimates are based on observations, descriptions, and transects of the mapunit.
Description of Rains, Undrained
Setting
Landform: Flats on marine terraces, broad interstream divides on marine terraces,
carolina bays on marine terraces
Landform position (three-dimensional): Dip, talf
Down-slope shape: Linear
Across-slope shape: Linear
Parent material: Loamy marine deposits
Typical profile
A -0 to 6 inches: sandy loam
Eg- 6 to 12 inches: sandy loam
Btg- 12 to 65 inches: sandy clay loam
BCg- 65 to 80 inches: sandy clay loam
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Custom Soil Resource Report
Properties and qualities
Slope: 0 to 2 percent
Depth to restrictive feature: More than 80 inches
Drainage class: Poorly drained
Capacity of the most limiting layer to transmit water(Ksat): Moderately high to high
(0.20 to 1.98 in/hr)
Depth to water table:About 0 inches
Frequency of flooding: None
Frequency of ponding: None
Available water supply, 0 to 60 inches: Moderate (about 7.9 inches)
Interpretive groups
Land capability classification (irrigated): None specified
Land capability classification (nonirrigated): 4w
Hydrologic Soil Group: A/D
Hydric soil rating: Yes
Description of Rains, Drained
Setting
Landform: Flats on marine terraces, broad interstream divides on marine terraces,
carolina bays on marine terraces
Landform position (three-dimensional): Dip, talf
Down-slope shape: Linear
Across-slope shape: Linear
Parent material: Loamy marine deposits
Typical profile
Ap- 0 to 6 inches: sandy loam
Eg- 6 to 12 inches: sandy loam
Btg- 12 to 65 inches: sandy clay loam
BCg- 65 to 80 inches: sandy clay loam
Properties and qualities
Slope: 0 to 2 percent
Depth to restrictive feature: More than 80 inches
Drainage class: Poorly drained
Capacity of the most limiting layer to transmit water(Ksat): Moderately high to high
(0.20 to 1.98 in/hr)
Depth to water table:About 12 to 36 inches
Frequency of flooding: None
Frequency of ponding: None
Available water supply, 0 to 60 inches: Moderate (about 7.9 inches)
Interpretive groups
Land capability classification (irrigated): None specified
Land capability classification (nonirrigated): 3w
Hydrologic Soil Group: B
Hydric soil rating: Yes
Minor Components
Pantego, undrained
Percent of map unit: 8 percent
Landform: Broad interstream divides, flats, stream terraces
Landform position (three-dimensional):Tread, talf
Down-slope shape: Linear
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Custom Soil Resource Report
Across-slope shape: Concave
Hydric soil rating: Yes
22

Soil Information for All Uses
Soil Properties and Qualities
The Soil Properties and Qualities section includes various soil properties and
qualities displayed as thematic maps with a summary table for the soil map units in
the selected area of interest. A single value or rating for each map unit is generated
by aggregating the interpretive ratings of individual map unit components. This
aggregation process is defined for each property or quality.
Soil Qualities and Features
Soil qualities are behavior and performance attributes that are not directly
measured, but are inferred from observations of dynamic conditions and from soil
properties. Example soil qualities include natural drainage, and frost action. Soil
features are attributes that are not directly part of the soil. Example soil features
include slope and depth to restrictive layer. These features can greatly impact the
use and management of the soil.
Hydrologic Soil Group
Hydrologic soil groups are based on estimates of runoff potential. Soils are
assigned to one of four groups according to the rate of water infiltration when the
soils are not protected by vegetation, are thoroughly wet, and receive precipitation
from long-duration storms.
The soils in the United States are assigned to four groups (A, B, C, and D) and
three dual classes (A/D, B/D, and C/D). The groups are defined as follows:
Group A. Soils having a high infiltration rate (low runoff potential)when thoroughly
wet. These consist mainly of deep, well drained to excessively drained sands or
gravelly sands. These soils have a high rate of water transmission.
Group B. Soils having a moderate infiltration rate when thoroughly wet. These
consist chiefly of moderately deep or deep, moderately well drained or well drained
soils that have moderately fine texture to moderately coarse texture. These soils
have a moderate rate of water transmission.
23

Custom Soil Resource Report
Group C. Soils having a slow infiltration rate when thoroughly wet. These consist
chiefly of soils having a layer that impedes the downward movement of water or
soils of moderately fine texture or fine texture. These soils have a slow rate of water
transmission.
Group D. Soils having a very slow infiltration rate (high runoff potential)when
thoroughly wet. These consist chiefly of clays that have a high shrink-swell
potential, soils that have a high water table, soils that have a claypan or clay layer at
or near the surface, and soils that are shallow over nearly impervious material.
These soils have a very slow rate of water transmission.
If a soil is assigned to a dual hydrologic group (A/D, B/D, or C/D), the first letter is
for drained areas and the second is for undrained areas. Only the soils that in their
natural condition are in group D are assigned to dual classes.
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Custom Soil Resource Report
N Map—Hydrologic Soil Group
N
713000 713100 713200 713300 713400 713500 713600 713700 713503
35°20'0"N I35°20'0"N
N _
C
r
- - w pN3
M
M M a'A
_ 1,
: aB M
e t
r— -
4,. CC NoB . .
Ra i
8
N F., 8
c-, \ —N_
11.1.4.C/'U R
MaB
§ GoA
.= \
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FVeCk CEO '-11 t
8 Sin'%,
e@AT1 Gawp GJa 0 b�da001 tl - cgs.
1t^
35°19'25"N y r8 35°19 25"N
713100 713200 713300 713400 713500 713600 713700 713800
3 3
a Map Scale:1:5,290 if printed on A portrait(8.5"x 11")sheet a,
" Meters
m N 0 50 100 200 300
Feet
M250 500 1000 1500
ap projection:Web Merea6�r Com oo er ordirlates:WG584 Edge tics:UTM Zone 17N WC�584
25

Custom Soil Resource Report
MAP LEGEND MAP INFORMATION
Area of Interest(AOI) 0 C The soil surveys that comprise your AOI were mapped at
Area of Interest(AOI) CID 1:24,000.
Soils D
Soil Rating Polygons Warning:Soil Map may not be valid at this scale.
A 0 Not rated or not available
Enlargement of maps beyond the scale of mapping can cause
I Water Features
A/D misunderstanding of the detail of mapping and accuracy of soil
1 Streams and Canals line placement.The maps do not show the small areas of
I I B
Transportation contrasting soils that could have been shown at a more detailed
I B/D scale.
1-FF Rails
I C
^,/ Interstate Highways
C/D Please rely on the bar scale on each map sheet for map
ti US Routes measurements.
D Major Roads
Not rated or not available Source of Map: Natural Resources Conservation Service
Local Roads Web Soil Survey URL:
Soil Rating Lines Background Coordinate System: Web Mercator(EPSG:3857)
• Ael Aerial Photography
Maps from the Web Soil Survey are based on the Web Mercator
. • A/D projection,which preserves direction and shape but distorts
• B distance and area.A projection that preserves area,such as the
Albers equal-area conic projection,should be used if more
....we B/D accurate calculations of distance or area are required.
✓ w c
This product is generated from the USDA-NRCS certified data as
• r C/D of the version date(s)listed below.
. r D
Soil Survey Area: Harnett County,North Carolina
• Not rated or not available Survey Area Data: Version 20,Sep 8,2022
Soil Rating Points
A Soil map units are labeled(as space allows)for map scales
1:50,000 or larger.
▪ A/D
▪ B Date(s)aerial images were photographed: Apr 24,2022—May
9,2022
▪ B/D
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.
26

Custom Soil Resource Report
Table—Hydrologic Soil Group
Map unit symbol Map unit name Rating Acres in AOI Percent of AOI
Co Coxville loam C/D 2.7 4.6%
GoA Goldsboro loamy sand,0 B 6.8 11.6%
to 2 percent slopes,
Southern Coastal Plain
MaA Marlboro sandy loam,0 B 1.0 1.7%
to 2 percent slopes
MaB Marlboro sandy loam,2 B 6.1 10.6%
to 6 percent slopes
NoA Norfolk loamy sand,0 to A 18.3 31.5%
2 percent slopes
NoB Norfolk loamy sand,2 to A 12.9 22.1%
6 percent slopes
OrB Orangeburg loamy sand, A 3.9 6.7%
2 to 6 percent slopes
Ra Rains sandy loam,0 to 2 ND 6.5 11.2%
percent slopes
Totals for Area of Interest 58.1 100.0%
Rating Options—Hydrologic Soil Group
Aggregation Method: Dominant Condition
Component Percent Cutoff- None Specified
Tie-break Rule: Higher
27

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
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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
29

SUPPORTING DOCUMENTS
FEMA Flood Map

2100000 FEET 2120000 FEET
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crating Technical Slate
This digital Flood Insurance Rate Map(FIRM)was produced through a unique
cooperative partnership between the State of North Carolina and the Federal
Emergency Management Agency(FEMA). The State of North Carolina has
implemented a long term approach to floodplain management to decrease the
costs associated with flooding.This is demonstrated by the States commitment
to map flood hazard areas at the local level.Asa part of this effort,the State of
North Carolina has joined in a Cooperating Technical State agreement with
FEMA to produce and maintain this digital FIRM.
FLOOD HAZARD INFORMATION NOTES TO USERS SCALE
NORTH CAROLINA FLOODPLAIN MAPPING PROGRAM
SEE FIS REPORT FOR ZONE DESCRIPTIONS AND INDEX MAP For information and questions about this map,available products associated with this FIRM including MapPrejec tail: = NATIONAL FLOOD INSURANCE PROGRAM
historic versions of this FIRM,how to order products or the National Flood Insurance Program in general, J ( ) -'OOD INSURANCE RATE MAP
THE INFORMATION DEPICTED ON THIS MAP AND SUPPORTING e North Carolina State Plane Projection Feet Zone 3200
please call the FEMA Map Information eXchange at 1-8]]-FEMA-MAP(1-877-336-2627)re visit the FEMA Map Datum:NAD 1983(Horizontal),NAVD 1988 Vertical
DOCUMENTATION ARE ALSO AVAILABLE IN DIGITAL FORMAT AT Service Center websiteathtVemsefema.gov.An accompanying Flood Insurance Study report,Letter of Map )
Revision(LOMR)or Letter of Map Amendment(LOMA)revising portions of this panel,and digital versions of this
HTTP://FRIS.NC.GOV/FRIS FIRM may be available.Visit the North Carolina LOMFloodplain Mapping Program websileat hltp://www.ncfloodmaps.com bl0 NORTH CAROLINA ETMrM
or contact the FEMA Map Service Center. 1 inch=1,000 feet 1:12,000 0 o�4 A
Without Base Flood Elevation(BFE) ,// o
\ ` Communities annexing land on adjacent FIRM panels must obtain a current copy of the adjacent panel as well as 0 500 .�000 2,000 L 1 r
Zone A,V,A99 the current FIRM Index.These may be ordered directly from the Map Service Center at the number listed above. PANEL 150 V CC
With BFE Of Depth Zone AE,A0,AH,VE,AR Feet T 1 4FGxo 56'
For community and countywide map dates refer to the Flood Insurance Study report for this jurisdiction. Meters
SPECIAL FLOOD .,., Regulatory Floodway To determine if flood insurance is available in the community,contact your Insurance agent or call the National 0 150 300 600 FE M AHAZARD AREAS Flood Insurance Program at v600-638-6620. 4'i
CCJ
0.2%Annual Chance Flood Hazard,Areas Base map information shown on this FIRM was prodded in digital format by the North Carolina Floodplain
Mapping Program(NCFMP).The source of this information can be detrained from the metadata available in the PANEL LOCATOR es -, as Panel Contains:
of 1%Annual Chance Flood with Average digital FLOOD database and in the Technical Support Data Notebook(TSDN).
Depth Less Than One Foot or With Drainage ACCREDITED LEVEE NOTES TO USERS:H an accredited levee note appears on this panel check with your local COMMUNITY CID PANEL SUFFIX
Areas of Less Than One Square Mile zone x community to obtain more information,such as the estimated level of protection provided(which may exceed the f^ DUNN,CITY OF 370264 1506 J
1-Percent-annual-chance level)and Emergency Action Plan,on the levee syslem(e(shown as Providing Protection. n x v/ ERWIN,TOWN OF 370456 1506 J
Future Conditions 1%Annual To mitigate flood risk In residual dsk areas,property owners and residents are encouraged to consider flood = HARNETT COUNTY 370328 1506 J
insurance and floodproofing or other protective measures.For more information on flood insurance,interested
Chance Flood Hazard zone X parties should visit the FEMA Website at http://www.fema.gov/business/nfip(mdex.shtm. CHATHAM MANY
AREAS OF — Area with Reduced Flood Risk due to Levee PROVISIONALLY ACCREDITED LEVEE NOTES TO USERS:Ife Provisionally Accredited Levee(PAL)note WAKECOUNTY
FLOOD HAZARD appears on this panel,check with your local community to obtain more information,such as the estimated level of CDSee Notes zone x protection provided(which may exceed the 1-percent-annual-chance level)and Emergency Action Plan,on the
OTHER Areas Determined to be Outside the levee system(s)shown as providing protection.To maintain accreditation,the levee owner or community is required to submit the data and documentation necessary to comply with Section 65.10 of the NFIP regulations. I = Q
AREAS 0.2%Annual Chance Floodplain zone x If the community or owner does not provide the necessary data and documentation or if the data and documentation �
provided Indicates the levee system does not comply with Section 65.10 requirements,FEMA will revise the floodEME 1 r
Channel,Culvert,or Storm Sewer hazard and risk information for this area to retlect de-accredeakon of the levee system.To mitigate flood risk in 11111l11t::3.!4 JOHNSTON COUNTY li
residual risk areas,property owners and residents are encouraged to consider flood insurance and floodprooting 1'YYI'1'iiilY'YWYi
Accredited or Provisionally Accredited or other protective measures.For more information on flood insurance,interested pekes should visit the FEMA ��®®®��
Website al MO//www.fema.gov/bueness/nfipindex.shm. LEE COUNTY
GENERAL Levee,Dike,or Floodwall LIMIT OF MODERATE WAVE ACTION NOTES TO USERS:For some coastal floodingthe AE Zone zones - '' ' CIE!
' -
STRUCTURES ,',',..,.,.,, Non-accredited Levee,Dike,or Floodwall category has been divided by a Limit of Moderate Wave Action(LiMWA).The LiMWA represents the approximate el
landward limit of the 1.5-foot breaking wave.The effect of wave hazards between the VE Zone and the LIMWA
BM5510 x North Carolina Geodetic Survey bench mark (r between the shoreline and the LlMWAfor areas where VE Zones are not Identified)will be similar to,but less
than those In the VE Zone. ®®�� �.
BM5510® National Geodetic Survey bench mark severe ©� � ,:. �� C6
BM551o® Contractor Est.NCFMP Survey bench mark Limit of Moderate Wave Action(LiMWA) ���� Z
COASTAL BARRIER RESOURCES SYSTEM CBRS NOTE EIM�����1:111® gno, l
apt dl,2—Cross Sections with 1%Annual Chance I )
Water Surface Elevation BFE1 This map mthinCBdeapeasfor teboundariesrestatare the wBRS for isubstantiall pimposes only.rovedonoraforiheuate(s) rot ���®®®��� 96@4 1s64
( `/ available within CBRS areas for to s that are newly built or substantially improved on or Flood
the date(s) 111 _
indicated on the map.For more information see http://www.fwe.gov/habitatconservation/coastal barier.html,the
as Coastal Transect FIS Report,or call the U.S.Fish and Wildlife Service Customer Service Center at 1-800-344-WILD. I,r�N�, I
�yy '‘`',A
®�oso®liiill'rfii
CoastalTransectBaseline \���\I CBRS Area '/;A Otherwise Protected Area ,` bisal
Profile Baseline CUMBERLANDCOUNTY SAMPSON COUNTY J��/=Ater
xOKECOUNTY 79 , MAP NUMBER
Hydrographic Feature
OTHER Limit of Study g J 3720150600J
FEATURES Jurisdiction Boundary 10/03/06

SUPPORTING DOCUMENTS
NOAA Precipitation Data

3/20/23, 11:53 AM Precipitation Frequency Data Server
NOAA Atlas 14,Volume 2,Version 3 DUNN 4 NW
Station ID:31-2500
°` Location name: Erwin,North Carolina, USA* , '"*
Latitude:35.3247°,Longitude: -78.6881° - nun
Elevation: . i
„, Elevation(station metadata):200 ft** k M^Mt
*source:ESRI Maps
**source:USGS
POINT PRECIPITATION FREQUENCY ESTIMATES
G.M.Bonnin,D.Martin,B.Lin,T.Parzybok,M.Yekta,and D.Riley
NOAA,National Weather Service,Silver Spring,Maryland
PF tabular I PF graphical I Maps & aerials
PF tabular
PDS-based point precipitation frequency estimates with 90% confidence intervals (in inches)1
Average recurrence interval(years)
Duration 1 2 5 10 25 50 100 200 500 1000
5-min 0.437 0.513 0.594 0.659 1 0.734 1 0.791 0.844 0.894 I 0.954 1.00
(0.399-0.481) (0.470-0.565) (0.543-0.653) (0.601-0.724) (0.667-0.805) (0.716-0.866) (0.759-0.924) (0.800-0.978) (0.846-1.04) (0.883-1.10)
10-min 0.697 0.821 0.951 I 1.06 1.17 1.26 I 1.34 I 1.42 1.51 1.58
(0.637-0.768) (0.751-0.903) (0.869-1.05) (0.962-1.16) (1.06-1.28) (1.14-1.38) (1.21-1.47) (1.27-1.55) (1.34-1.65) (1.39-1.74)
15-min 0.872 1.03 1.20 1.33 1 1.48 1.59 1.70 1.79 1.90 1.99
(0.796-0.959) (0.945-1.14) (1.10-1.32) (1.22-1.47) (1.35-1.63) (1.44-1.75) (1.53-1.86) (1.60-1.96) (1.68-2.08) (1.75-2.18)
30-min 1.20 1.43 1.71 1.93 2.20 2.40 2.60 2.78 3.02 3.22
(1.09-1.32) (1.31-1.57) (1.56-1.88) I (1.76-2.12) (2.00-2.41) (2.17-2.63) 1 (2.34-2.84) I (2.49-3.05) 1 (2.68-3.31) (2.83-3.53)
60-min 1.49 1.79 2.19 2.52 2.93 3.25 I 3.58 3.90 I 4.34 4.69
(1.36-1.64)_ (1.64-1.97) (2.00-2.41) (2.30-2.76) (2.66-3.21) (2.95-3.56) (3.22-3.91) (3.49-4.27) (3.84-4.75) (4.13-5.15)
2-h r 1.75 2.12 2.63 3.06 3.63 4.09 4.56 5.06 5.72 6.29
(1.58-1.96) (1.91-2.36) (2.38-2.93) (2.76-3.41) (3.24-4.04) (3.65-4.55) (4.04-5.07) (4.45-5.61) (4.98-6.35) (5.43-6.99)
3-hr 1.86 I 2.25 2.81 3.29 3.94 4.49 5.07 5.68 6.53 7.28
(1.68-2.08)] (2.03-2.51) (2.54-3.14) (2.97-3.67) (3.53-4.39) I (4.00-5.01) I (4.47-5.64) I (4.97-6.32) (5.65-7.27) (6.23-8.10)
6-hr 2.22 2.68 3.35 3.94 4.73 5.41 I 6.13 6.89 7.97 8.91
(2.02-2.47)_ (2.44-2.98) (3.04-3.72) (3.56-4.37) (4.25-5.24) (4.83-5.98) (5.41-6.76) (6.03-7.59) (6.88-8.79) (7.60-9.84)
12-hr 2.61 3.15 3.96 4.68 5.67 6.52 7.42 8.41 9.82 11.1
(2.36-2.91) (2.86-3.51) (3.58-4.42) (4.21-5.21) (5.06-6.28) (5.78-7.22) (6.51-8.21) (7.29-9.29) (8.38-10.8) (9.30-12.2)
24-hr 3.05 I 3.70 4.74 5.58 6.75 7.72 8.73 9.80 11.3 12.5
(2.78-3.35) i (3.38-4.07) (4.31-5.22) (5.06-6.13) (6.10-7.42) (6.95-8.48) I (7.83-9.59) (8.75-10.8) (10.0-12.5) (11.1-13.8)
2-day 3.57 4.32 5.49 I 6.42 7.73 8.81 9.93 11.1 12.8 14.2
(3.26-3.90) (3.95-4.71) (5.01-5.99) (5.85-7.01) (7.01-8.44) (7.94-9.62) (8.92-10.9) (9.93-12.2) (11.4-14.1) (12.5-15.6)
3-day 3.80 4.59 5.79 6.76 8.10 9.19 10.3 11.5 13.2 14.6
(3.49-4.13) (4.22-4.99) (5.31-6.29) (6.18-7.33) (7.37-8.79) (8.33-9.98) (9.32-11.2) (10.4-12.6) (11.8-14.5) (13.0-16.0)
4-day 4.03 4.86 6.10 7.09 8.47 9.58 10.7 12.0 13.7 15.1
(3.73-4.36) (4.49-5.26) (5.62-6.60) (6.51-7.65) (7.73-9.14) (8.72-10.3) (9.73-11.6) (10.8-13.0) (12.3-14.9) (13.4-16.4)
7-day 4.67 5.60 6.95 8.02 I 9.49 10.7 I 11.9 13.2 15.0 16.4
(4.30-5.07) (5.16-6.09) (6.39-7.56) (7.34-8.70) (8.66-10.3) (9.72-11.6) (10.8-12.9) (11.9-14.3) (13.4-16.3) (14.6-17.9)
10-day 5.33 6.38 7.78 8.87 10.4 11.5 12.7 I 14.0 15.6 17.0
(4.97-5.72) (5.94-6.85) (7.23-8.36) (8.22-9.52) (9.56-11.1) (10.6-12.4) (11.7-13.7) (12.8-15.0) (14.2-16.9) (15.4-18.3)
20-day 7.18 8.53 10.2 11.6 13.4 14.8 16.2 17.7 19.7 21.3
(6.68-7.72) (7.94-9.17) (9.51-11.0) (10.7-12.4) (12.4-14.4) (13.7-15.9) (14.9-17.5) (16.2-19.1) (18.0-21.2) (19.3-23.0)
30-day 8.95 10.6 12.5 13.9 15.9 17.3 18.8 20.3 22.3 23.8
(8.34-9.63) (9.86-11.4) (11.6-13.4) (12.9-15.0) (14.7-17.1) (16.0-18.7) (17.4-20.2) I (18.7-21.8) (20.4-24.0) (21.7-25.7)
45-day 11.4 13.4 15.5 17.2 19.3 20.9 22.5 24.1 26.2 I 27.8
(10.7-12.1) (12.6-14.3)i (14.6-16.6) I (16.1-18.4) (18.0-20.6) (19.5-22.4) , (21.0-24.1) (22.4-25.8) (24.2-28.1)1 (25.6-29.9)
60-day 13.6 16.0 18.4 20.2 22.5 24.3 26.0 27.7 29.9 31.6
(12.8-14.5) (15.0-17.0) (17.3-19.6) (18.9-21.5) (21.1-24.0) (22.7-25.9) (24.3-27.8) (25.8-29.6) (27.8-32.0) (29.2-33.9)
1 Precipitation frequency(PF)estimates in this table are based on frequency analysis of partial duration series(PDS).
Numbers in parenthesis are PF estimates at lower and upper bounds of the 90%confidence interval.The probability that precipitation frequency estimates
(for a given duration and average recurrence interval)will be greater than the upper bound(or less than the lower bound)is 5%.Estimates at upper bounds
are not checked against probable maximum precipitation(PMP)estimates and may be higher than currently valid PMP values.
Please refer to NOAA Atlas 14 document for more information.
Back to Top
PF graphical
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3/20/23, 11:53 AM Precipitation Frequency Data Server
PDS-based depth-duration-frequency (DDF) curves
Latitude: 35.3247°, Longitude: -78.6881°
35 I 1
Average recurrence
30 interval
(years)
25 — 1
- 2
a
a) 20 -• - — 5
c — 10
o
0 15 - — 2 5
'a — 50
10 -.-. . — 100
-
o_ — 200
500
— 1000
-E .E •E E E L L ',cry
L . r0 2 /0 N 40 l0 l0 2 40
� N f11 lb N � � �� � � � �
UI O0 UI M 6 r-1 N N A 4 I4. O N O Tr 0D
Duration
35 I
30 -
S 25 - Duration
-c
a
v 20 - — 5-min — 2-day
— 10-min — 3-day
c
15-min — 4-day
0 15 - — 30-min — 7-day
a
----- — 60-min — 10-day
a 10 - •
- — 2-nr — 20-day
3-hr — 30-day
5 • — 6-nr — 45-day
— 12-hr — 60-day
0 ~ r -t i- 1 1 I I — 24-hr
1 2 5 10 25 50 100 200 500 1000
Average recurrence interval (years)
NOAA Atlas 14,Volume 2,Version 3 Created(GMT): Mon Mar 20 15:53:39 2023
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Maps & aerials
Small scale terrain
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3/20/23, 11:53 AM Precipitation Frequency Data Server
•
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https://hdsc.nws.noaa.gov/hdsc/pfds/pfds_printpage.html?st=nc&sta=31-2500&data=depth&units=english&series=pds 3/4

3/20/23, 11:53 AM Precipitation Frequency Data Server
inston-Salem
Greensboro Durham . Rocky Mount
•
Raleigh
• Greenville
North •
Carolin a
Charlotte
• Fayetteville
•
Jackso
100km Wilmington
•
60mi
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US Department of Commerce
National Oceanic and Atmospheric Administration
National Weather Service
National Water Center
1325 East West Highway
Silver Spring,MD 20910
Questions?:[e-mail]
Disclaimer
https://hdsc.nws.noaa.gov/hdsc/pfds/pfds_printpage.html?st=nc&sta=31-2500&data=depth&units=english&series=pds 4/4

3/20/23, 11:54 AM Precipitation Frequency Data Server
NOAA Atlas 14,Volume 2,Version 3
iopci.-° Location name: Erwin,North Carolina, USA* .
V t Latitude:35.3247°,Longitude: -78.6881° a none
Elevation:mitt**?os�a Es o,ram source:ESRI Maps "w �.'�
**source:USGS "`""`'
POINT PRECIPITATION FREQUENCY ESTIMATES
G.M.Bonnin,D.Martin,B.Lin,T.Parzybok,M.Yekta,and D.Riley
NOAA,National Weather Service,Silver Spring,Maryland
PF tabular I PF graphical I Maps & aerials
PF tabular
PDS-based point precipitation frequency estimates with 90% confidence intervals (in inches/hour)1
Average recurrence interval(years)
Duration
1 2 5 10 25 50 100 - 200 500 1000
5-min 5.24 6.16 7.13 7.91 8.81 9.49 10.1 10.7 11.4 12.1
(4.79-5.77) (5.64-6.78) (6.52-7.84) (7.21-8.69) (8.00-9.66) (8.59-10.4) (9.11-11.1) (9.60-11.7) (10.2-12.5) (10.6-13.2)
10-min 4.18 4.93 5.71 6.33 7.02 7.55 8.05 8.50 9.05 1 9.49
(3.82-4.61) (4.51-5.42) (5.21-6.28) (5.77-6.95) i (6.37-7.70) (6.84-8.27) (7.24-8.81) (7.61-9.31) (8.03-9.91) (8.35-10.4)
15-min 3.49 4.13 4.81 5.34 5.93 6.38 6.78 7.15 7.60 7.94
(3.18-3.84) (3.78-4.54) (4.40-5.29) (4.86-5.86) (5.39-6.50) (5.77-6.98) (6.10-7.42) (6.40-7.83) (6.74-8.32) (6.98-8.71)
30-min 2.39 2.85 3.42 3.87 4.39 4.80 5.20 5.57 6.05 6.43
(2.18-2.63) (2.61-3.14) (3.12-3.76) (3.53-4.25) (3.99-4.82) _(4.35-5.26) (4.67-5.68) (4.98-6.09) (5.36-6.62) (5.65-7.05)
60-min 1.49 1.79 2.19 2.52 2.93 3.25 3.58 3.90 4.34 4.69
(1.36-1.64) (1.64-1.97) (2.00-2.41) (2.30-2.76)J (2.66-3.21) I (2.95-3.56) (3.22-3.91) (3.49-4.27) (3.84-4.75) I (4.13-5.15)
2-hr 0.874 1.06 1.32 1.53 1.81 2.05 2.28 2.53 2.86 3.14
(0.790-0.978) (0.957-1.18) (1.19-1.47) (1.38-1.70) (1.62-2.02) (1.82-2.28) (2.02-2.54) (2.22-2.81) (2.49-3.18) (2.71-3.50)
3-hr 0.618 0.748 0.934 1.10 1.31 1.50 1.69 1.89 2.18 2.42
(0.560-0.693) (0.677-0.836) (0.844-1.05) (0.988-1.22) (1.18-1.46) (1.33-1.67) (1.49-1.88) (1.66-2.10) (1.88-2.42) (2.07-2.70)
6-hr 0.370 0.447 0.560 0.658 0.790 0.904 1.02 1.15 1.33 1.49
(0.337-0.412) (0.407-0.497) (0.508-0.621) (0.595-0.729) (0.709-0.874) (0.806-0.999) (0.904-1.13) (1.01-1.27) (1.15-1.47) (1.27-1.64)
12-hr 0.216 0.261 0.329 0.389 0.470 0.541 0.616 0.698 0.815 0.918
(0.196-0.241) (0.237-0.291) (0.297-0.367) (0.350-0.432) (0.420-0.522) (0.479-0.599) (0.540-0.681) (0.605-0.771) (0.695-0.900) (0.772-1.01)
24-hr 0.127 0.154 0.198 0.233 0.281 0.322 0.364 0.408 0.471 0.523
(0.116-0.140) (0.141-0.170) (0.180-0.217) (0.211-0.255) (0.254-0.309) (0.290-0.353) (0.326-0.399) (0.365-0.449) (0.418-0.520) (0.462-0.577)
2-day 0.074 0.090 0.114 0.134 0.161 0.183 0.207 ' 0.232 0.267 0.295
(0.068-0.081) (0.082-0.098) (0.104-0.125) (0.122-0.146) (0.146-0.176)1(0.165-0.200) (0.186-0.226)1(0.207-0.254) (0.237-0.293) (0.260-0.325)
3-day 0.053 0.064 0.080 0.094 0.112 0.128 0.144 0.160 0.184 0.203
(0.049-0.057) (0.059-0.069) (0.074-0.087) (0.086-0.102) (0.102-0.122) (0.116-0.139) (0.130-0.156) (0.144-0.175) (0.164-0.201) (0.180-0.222)I
4-day 0.042 0.051 0.064 0.074 0.088 1 0.100 0.112 0.125 0.142 0.157
(0.039-0.045) (0.047-0.055) (0.058-0.069) (0.068-0.080) (0.081-0.095) (0.091-0.108) (0.101-0.121) (0.112-0.135) (0.128-0.155) (0.140-0.171)
7-day 0.028 0.033 0.041 0.048 0.057 0.064 0.071 0.078 0.089 0.098
(0.026-0.030) (0.031-0.036) (0.038-0.045) (0.044-0.052) (0.052-0.061) (0.058-0.069) (0.064-0.077) (0.071-0.085) (0.080-0.097) (0.087-0.106)
10-day 0.022 0.027 0.032 0.037 0.043 0.048 0.053 0.058 0.065 0.071
(0.021-0.024) (0.025-0.029) (0.030-0.035) (0.034-0.040) (0.040-0.046) (0.044-0.052) (0.049-0.057) (0.053-0.063) (0.059-0.070) (0.064-0.076)
20-day 0.015 0.018 0.021 0.024 0.028 0.031 0.034 0.037 0.041 0.044
(0.014-0.016) (0.017-0.019) (0.020-0.023) (0.022-0.026) (0.026-0.030) (0.028-0.033) (0.031-0.036) (0.034-0.040) (0.037-0.044)1(0.040-0.048)
30-day 0.012 0.015 0.017 0.019 0.022 0.024 0.026 0.028 0.031 0.033
(0.012-0.013) (0.014-0.016) (0.016-0.019) (0.018-0.021) (0.020-0.024) (0.022-0.026) (0.024-0.028) (0.026-0.030) (0.028-0.033) (0.030-0.036)
45-day 0.011 0.012 0.014 0.016 0.018 0.019 0.021 0.022 0.024 0.026
(0.010-0.011) (0.012-0.013) (0.013-0.015) (0.015-0.017) (0.017-0.019) (0.018-0.021) (0.019-0.022) (0.021-0.024) (0.022-0.026) (0.024-0.028)
60-day 0.009 0.011 0.013 0.014 0.016 0.017 0.018 0.019 0.021 0.022
(0.009-0.010) (0.010-0.012) (0.012-0.014) (0.013-0.015) (0.015-0.017) (0.016-0.018) (0.017-0.019) (0.018-0.021) (0.019-0.022) (0.020-0.024)1
1 Precipitation frequency(PF)estimates in this table are based on frequency analysis of partial duration series(PDS).
Numbers in parenthesis are PF estimates at lower and upper bounds of the 90%confidence interval.The probability that precipitation frequency estimates(for
a given duration and average recurrence interval)will be greater than the upper bound(or less than the lower bound)is 5%.Estimates at upper bounds are not
checked against probable maximum precipitation(PMP)estimates and may be higher than currently valid PMP values.
Please refer to NOAA Atlas 14 document for more information.
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PF graphical
https://hdsc.nws.noaa.gov/hdsc/pfds/pfds_printpage.html?lat=35.3247&Ion=-78.6881&data=intensity&units=english&series=pds 1/4

3/20/23, 11:54 AM Precipitation Frequency Data Server
PDS-based intensity-duration-frequency (IDF) curves
Latitude: 35.3247°, Longitude: -78.6881°
100 000 , I I I I ,
Average recurrence
interval
-- 10.000 --- _ (years)
— 2
• 1.000
c — 10
c — 25
o
50
'a — 100
a) - 200
a` 0.010 ,
500
— 1000
0.001 —I
c c c c c L- 6- i- )- >, >,>. >, >, >, >, >,>.
'F •- ' •E •- r0 l0 f0 L L . Lr r0. /0 N 43 l0 r0
N f11 lb
iA O -I rn lD r-1 fV N f�1 N I� O 0 .7l0
I rflD
Duration
100.000
_c
10.000 .......-- ---
c
� — Duration
• 1.000 — 5-min — 2-day
— 10-nln — 3-day
15-nin — 4-day
• 0.100 • — 30-min — 7-day
—
._ 60-nrn 10 day
'w — 2-hr — 20-day
a 0.010 - — 3-hr — 30-day
— 6-hr — 45-day
— 12-hr — 60-day
0.001 — 24-hr
1 2 5 10 25 50 100 200 500 1000
Average recurrence interval (years)
NOAA Atlas 14,Volume 2,Version 3 Created(GMT): Mon Mar 20 15:54:34 2023
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Maps & aerials
Small scale terrain
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3/20/23, 11:54 AM Precipitation Frequency Data Server
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3/20/23, 11:54 AM Precipitation Frequency Data Server
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National Weather Service
National Water Center
1325 East West Highway
Silver Spring,MD 20910
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CALCULATIONS
Post Development Runoff Calculations

Stocks Engineering, P.A.
801 East Washington Street Runoff Computations
PO Box 1108
Nashville, NC 27856
PROJECT: Bryant Road
DATE : March 20, 2023
PAGE : 1 of 1
Post-Development 10-Year Storm
Tc Area ID Area (Ac.) C 110 Q10 (cfs)
5 1 a 2.40 0.45 7.91 8.55
5 1 b 0.22 0.72 7.91 1 .26
5 1 c 0.41 0.74 7.91 2.38
5 1 d 0.08 0.77 7.91 0.49
5 1 e 0.08 0.67 7.91 0.43
5 1 f 0.11 0.70 7.91 0.61
5 1 g 0.12 0.67 7.91 0.64
5 lh 0.25 0.82 7.91 1 .63
5 li 0.07 0.75 7.91 0.41
5 1 j 0.02 0.85 7.91 0.14
5 2a 2.81 0.45 7.91 10.07
5 2b 0.05 0.95 7.91 0.38
5 2c 0.04 0.95 7.91 0.30
5 2d 0.05 0.95 7.91 0.38
5 2e 0.14 0.74 7.91 0.82
5 2f 0.10 0.74 7.91 0.59
5 2g 0.11 0.74 7.91 0.65
5 2h 0.18 0.75 7.91 1 .06
5 2i 0.07 0.94 7.91 0.52
5 2j 0.16 0.72 7.91 0.91
5 2k 0.11 0.73 7.91 0.66
5 21 0.07 0.75 7.91 0.42
5 2m 0.23 0.73 7.91 1 .32
5 2n 0.18 0.75 7.91 1 .07

Stocks Engineering, P.A.
801 East Washington Street Runoff Computations
PO Box 1108
Nashville, NC 27856
5 2o 0.17 0.85 7.91 1 .17
5 2p 0.21 0.91 7.91 1 .50
5 2q 0.82 0.69 7.91 4.45
5 2r 0.57 0.74 7.91 3.35
5 2s 0.66 0.77 7.91 4.01
5 2t 0.19 0.79 7.91 1 .19
5 2u 0.24 0.84 7.91 1 .59
5 2v 0.96 0.77 7.91 5.83
5 2w 0.17 0.91 7.91 1 .24
5 2x 0.29 0.81 7.91 1 .83
5 2y 0.61 0.70 7.91 3.36
5 2z 0.65 0.75 7.91 3.86
5 2aa 0.80 0.77 7.91 4.86
5 2bb 0.48 0.78 7.91 2.96
5 2cc 0.17 0.65 7.91 0.86

Stocks Engineering, P.A.
801 East Washington Street Runoff Computations
PO Box 1108
Nashville, NC 27856
5 2dd 0.32 0.68 7.91 1 .71
5 2ee 0.23 0.83 7.91 1 .51
5 2ff 0.19 0.83 7.91 1 .25
5 2gg 0.22 0.89 7.91 1 .55
5 2hh 0.08 0.71 7.91 0.45
5 2ii 0.07 0.73 7.91 0.41
5 2jj 0.17 0.78 7.91 1 .05
5 2kk 0.06 0.84 7.91 0.40
5 211 0.11 0.67 7.91 0.58
5 2mm 0.08 0.73 7.91 0.46
5 2nn 0.12 0.78 7.91 0.74
5 2oo 0.02 0.87 7.91 0.14
5 2pp 0.10 0.66 7.91 0.52
5 2qq 1 .24 0.63 7.91 6.16
5 2rr 0.53 0.67 7.91 2.83
5 2ss 0.62 0.68 7.91 3.35
5 2tt 0.75 0.67 7.91 3.98
5 2uu 0.81 0.69 7.91 4.42
5 2vv 1 .21 0.63 7.91 6.07
5 2ww 0.43 0.75 7.91 2.56
5 2xx 0.40 0.69 7.91 2.20
5 2yy 1 .19 0.65 7.91 6.15
5 2zz 0.21 0.78 7.91 1 .29
5 2aaa 0.10 0.66 7.91 0.55
5 2bbb 0.19 0.87 7.91 1 .28
5 2ccc 0.18 0.84 7.91 1 .21
5 2ddd 0.09 0.81 7.91 0.57
5 2eee 0.08 0.84 7.91 0.56
5 3a 1 .99 0.54 7.91 8.50

Stocks Engineering, P.A.
801 East Washington Street Runoff Computations
PO Box 1108
Nashville, NC 27856
5 3b 0.22 0.54 7.91 0.92
5 3c 0.16 0.73 7.91 0.94
5 3d 0.07 0.68 7.91 0.35
5 3e 0.18 0.74 7.91 1 .07
5 3f 0.07 0.75 7.91 0.40
5 3g 0.07 0.74 7.91 0.43
5 3h 0.15 0.74 7.91 0.86
5 3i 0.18 0.74 7.91 1 .08
5 3j 0.06 0.75 7.91 0.39
5 3k 0.07 0.75 7.91 0.38
5 31 0.33 0.75 7.91 1 .96
5 3m 0.22 0.81 7.91 1 .44
5 3n 0.82 0.71 7.91 4.62
5 3o 0.05 0.58 7.91 0.23
5 3p 0.21 0.85 7.91 1 .39
5 3q 0.20 0.67 7.91 1 .03
5 3r 0.11 0.75 7.91 0.63
5 3s 0.18 0.80 7.91 1 .13
5 3t 0.94 0.68 7.91 5.05
5 3u 0.32 0.72 7.91 1 .83
5 3v 0.21 0.67 7.91 1 .09
5 3w 0.19 0.74 7.91 1 .10
5 3x 0.21 0.75 7.91 1 .23
5 3y 0.19 0.83 7.91 1 .25
5 3z 0.95 0.72 7.91 5.40
5 3aa 1 .15 0.75 7.91 6.88
5 3bb 1 .49 0.63 7.91 7.38
5 3cc 0.16 0.83 7.91 1 .03
5 3dd 0.02 0.83 7.91 0.14
5 3ee 0.11 0.62 7.91 0.52
5 3ff 0.19 0.75 7.91 1 .13
5 3gg 0.18 0.85 7.91 1 .19

Stocks Engineering, P.A.
801 East Washington Street Runoff Computations
PO Box 1108
Nashville, NC 27856
5 3hh 0.25 0.90 7.91 1 .77
5 4a 0.18 0.74 7.91 1 .08
5 4b 0.34 0.83 7.91 2.25
5 4c 1 .21 0.69 7.91 6.61
Post-Development 4in Storm
Tc Area ID Area (Ac.) C 110 Q10 (cfs)
5 1 a 2.40 0.45 4.00 4.32
5 1 b 0.22 0.72 4.00 0.64
5 1 c 0.41 0.74 4.00 1 .21
5 1 d 0.08 0.77 4.00 0.25
5 1 e 0.08 0.67 4.00 0.22
5 1 f 0.11 0.70 4.00 0.31
5 1 g 0.12 0.67 4.00 0.32
5 1 h 0.25 0.82 4.00 0.82
5 li 0.07 0.75 4.00 0.21
5 1j 0.02 0.85 4.00 0.07
5 2a 2.81 0.45 4.00 5.09
5 2b 0.05 0.95 4.00 0.19
5 2c 0.04 0.95 4.00 0.15
5 2d 0.05 0.95 4.00 0.19
5 2e 0.14 0.74 4.00 0.42
5 2f 0.10 0.74 4.00 0.30
5 2g 0.11 0.74 4.00 0.33
5 2h 0.18 0.75 4.00 0.54
5 2i 0.07 0.94 4.00 0.26
5 2j 0.16 0.72 4.00 0.46
5 2k 0.11 0.73 4.00 0.33

Stocks Engineering, P.A.
801 East Washington Street Runoff Computations
PO Box 1108
Nashville, NC 27856
5 21 0.07 0.75 4.00 0.21
5 2m 0.23 0.73 4.00 0.67
5 2n 0.18 0.75 4.00 0.54
5 2o 0.17 0.85 4.00 0.59
5 2p 0.21 0.91 4.00 0.76
5 2q 0.82 0.69 4.00 2.25
5 2r 0.57 0.74 4.00 1 .69
5 2s 0.66 0.77 4.00 2.03
5 2t 0.19 0.79 4.00 0.60
5 2u 0.24 0.84 4.00 0.81
5 2v 0.96 0.77 4.00 2.95
5 2w 0.17 0.91 4.00 0.63
5 2x 0.29 0.81 4.00 0.92
5 2y 0.61 0.70 4.00 1 .70
5 2z 0.65 0.75 4.00 1 .95
5 2aa 0.80 0.77 4.00 2.46
5 2bb 0.48 0.78 4.00 1 .50
5 2cc 0.17 0.65 4.00 0.44
5 2dd 0.32 0.68 4.00 0.87
5 2ee 0.23 0.83 4.00 0.77
5 2ff 0.19 0.83 4.00 0.63
5 2gg 0.22 0.89 4.00 0.77
5 2hh 0.08 0.71 4.00 0.23
5 2ii 0.07 0.73 4.00 0.20
5 2jj 0.17 0.78 4.00 0.53
5 2kk 0.06 0.84 4.00 0.20
5 211 0.11 0.67 4.00 0.29
5 2mm 0.08 0.73 4.00 0.23
5 2nn 0.12 0.78 4.00 0.37
5 2oo 0.02 0.87 4.00 0.07
5 2pp 0.10 0.66 4.00 0.26

Stocks Engineering, P.A.
801 East Washington Street Runoff Computations
PO Box 1108
Nashville, NC 27856
5 2qq 1 .24 0.63 4.00 3.11
5 2rr 0.53 0.67 4.00 1 .43
5 2ss 0.62 0.68 4.00 1 .69
5 2tt 0.75 0.67 4.00 2.01
5 2uu 0.81 0.69 4.00 2.24
5 2vv 1 .21 0.63 4.00 3.07
5 2ww 0.43 0.75 4.00 1 .29
5 2xx 0.40 0.69 4.00 1 .11
5 2yy 1 .19 0.65 4.00 3.11
5 2zz 0.21 0.78 4.00 0.65
5 2aaa 0.10 0.66 4.00 0.28
5 2bbb 0.20 0.85 4.00 0.69
5 2ccc 0.20 0.82 4.00 0.67
5 2ddd 0.09 0.81 4.00 0.29
5 2eee 0.08 0.84 4.00 0.28
5 3a 1 .99 0.54 4.00 4.30
5 3b 0.22 0.54 4.00 0.47
5 3c 0.16 0.73 4.00 0.48
5 3d 0.07 0.68 4.00 0.18
5 3e 0.18 0.74 4.00 0.54
5 3f 0.07 0.75 4.00 0.20
5 3g 0.07 0.74 4.00 0.22
5 3h 0.15 0.74 4.00 0.44
5 3i 0.18 0.74 4.00 0.55
5 3j 0.06 0.75 4.00 0.20
5 3k 0.07 0.75 4.00 0.19
5 31 0.33 0.75 4.00 0.99
5 3m 0.22 0.81 4.00 0.73
5 3n 0.82 0.71 4.00 2.33
5 3o 0.05 0.58 4.00 0.12

Stocks Engineering, P.A.
801 East Washington Street Runoff Computations
PO Box 1108
Nashville, NC 27856
5 3p 0.21 0.85 4.00 0.70
5 3q 0.20 0.67 4.00 0.52
5 3r 0.11 0.75 4.00 0.32
5 3s 0.18 0.80 4.00 0.57
5 3t 0.94 0.68 4.00 2.55
5 3u 0.32 0.72 4.00 0.92
5 3v 0.21 0.67 4.00 0.55
5 3w 0.19 0.74 4.00 0.56
5 3x 0.21 0.75 4.00 0.62
5 3y 0.19 0.83 4.00 0.63
5 3z 0.95 0.72 4.00 2.73
5 3aa 1 .15 0.75 4.00 3.48
5 3bb 1 .49 0.63 4.00 3.73
5 3cc 0.16 0.83 4.00 0.52
5 3dd 0.02 0.83 4.00 0.07
5 3ee 0.11 0.62 4.00 0.26
5 3ff 0.19 0.75 4.00 0.57
5 3gg 0.18 0.85 4.00 0.60
5 3hh 0.25 0.90 4.00 0.89
5 4a 0.18 0.74 4.00 0.54
5 4b 0.34 0.83 4.00 1 .14
5 4c 1 .21 0.69 4.00 3.34

STOCKS
ENGINEERING
Curve Numbers
Project: Bryant Road Subdivision
Location: Harnett Coutny NC
Date: 3-Apr-22
Pre Development Post Development
Curve Number Curve Number
Pre Area I 54.14 Post Area 1A 72.91
Post Area 1 B 54.27
Pre Area 2 68.26 Post Area 2A 74.04
Post Area 2B 70.00
Pre Area 3 53.45 Post Area 3A 75.57
Post Area 3B 44.81

STOCKS
ENGINEERING
Curve Numbers
Project: Bryant Road Subdivision
Location: Harnett Coutny NC
Date: 3-Apr-22
Basin ID: Pre Area I
Drainage Area(A) 33.22 Acres
Runoff Curve Numbers
Cover Description
Cover Type and Hydrologic Condition I A Area(ac)I B Area(ac)I C Area(ac)I D Area(ac)
Cultivated Land
Without Conservation Treatment_ 72 _ 81 _ 88 91
With Conservation Treatment 62 71 _ 78 81
Wood of Forest Land
Poor Cover(Thin) _ _ 45 66 77 83
Good Cover 25 9.5 55 6.43 _ 70 77
Row Crops
Straight Row(Poor) 72 81 88 91
Straight Row(Good) 67 12.83 78 4.46 85 89
Open Spance(lawns, parks,cemeteries,etc)
Poor Condition 68 79 86 89
(grass cover<50%)
Fair Condition 49 69 79 84
(grass cover 50%-75%)
Good Condition 39 61 74 80
(grass cover>75%)
Impervious Area
Parking Lots, Roofs, Drives,etc. 98 98 98 98
Soil Area per Hydrologic Group 22.33 10.89 0 0
Drainage Area=Area Total I TRUE I 33.22 = 33.22
Weighted Curve Number
CN = [(CNi*Ai)+ (CNn*An)J/Atot
Pre Development Area 1 Curve Number 54.14

STOCKS
ENGINEERING
Curve Numbers
Project: Bryant Road Subdivision
Location: Harnett Coutny NC
Date: 3-Apr-22
Basin ID: Pre Area 2
Drainage Area (A) 12.16 Acres
Runoff Curve Numbers
Cover Description
Cover Type and Hydrologic Condition I A Area(ac)I B Area(ac)I C Area(ac)I D Area (ac)
Cultivated Land
Without Conservation Treatment _ 72 81 88 91
With Conservation Treatment 62 71 78 81
Wood of Forest Land
Poor Cover(Thin) _ 45 66 77 83
Good Cover 25 55 70 3.58 77
Row Crops
Straight Row(Poor) 72 81 88 91
Straight Row(Good) 67 8.16 78 0.42 85 89
Open Spance(lawns, parks, cemeteries, etc_)
Poor Condition 68 79 86 89
(grass cover<50%) _
Fair Condition 49 69 79 84
(grass cover 50%-75%)
Good Condition 39 61 74 80
(grass cover>75%)
Impervious Area
Parking Lots, Roofs, Drives, etc. 98 98 98 98
Soil Area per Hydrologic Group 8.16 0.42 3.58 , 0
Drainage Area=Area Total TRUE I 12.16 = 12.16
Weighted Curve Number
CN = [(CN1*A0+ (CNn*An)]/Atot
Pre Development Area 1 Curve Number 68.26

STOCKS
ENGINEERING
Curve Numbers
Project: Maxwell Farm Subdivision
Location: Harnett Coutny NC
Date: 3-Apr-22
Basin ID: Pre Area 3
Drainage Area (A) 15.23 Acres
Runoff Curve Numbers
Cover Description
Cover Type and Hydrologic Condition I A Area(ac)I B Area(ac)I C Area(ac)I D Area (ac)
Cultivated Land
Without Conservation Treatment _ 72 81 88 91
With Conservation Treatment 62 8.92 71 78 81
Wood of Forest Land
Poor Cover(Thin) _ 45 66 77 83
Good Cover 25 2.87 55 3.44 70 77
Row Crops
Straight Row(Poor) 72 81 88 91
Straight Row(Good) 67 78 85 89
Open Spance(lawns, parks, cemeteries, etc_)
Poor Condition 68 79 86 89
(grass cover<50%) _
Fair Condition 49 69 79 84
(grass cover 50%-75%)
Good Condition 39 61 74 80
(grass cover>75%)
Impervious Area
Parking Lots, Roofs, Drives, etc. 98 98 98 98
Soil Area per Hydrologic Group 11.79 3.44 0 , 0
Drainage Area=Area Total TRUE I 15.23 = 15.23
Weighted Curve Number
CN = [(CN1*A0+ (CNn*An)1/Atot
Pre Development Area 1 Curve Number 53.45

STOCKS
ENGINEERING
Curve Numbers
Project: Bryant Road Subdivision
Location: Harnett Coutny NC
Date: 3-Apr-22
Basin ID: Post Area 1A
Drainage Area (A) 5.09 Acres
Runoff Curve Numbers
Cover Description
Cover Type and Hydrologic Condition I A Area(ac)I B Area(ac)I C Area(ac)I D Area (ac)
Cultivated Land
Without Conservation Treatment _ 72 81 88 91
With Conservation Treatment 62 71 78 81
Wood of Forest Land
Poor Cover(Thin) 45 66 77 83
Good Cover 25 55 70 77
Open Spance(lawns, parks, cemeteries, etc
Poor Condition 68 79 86 89
(grass cover<50%)
Fair Condition 49 1.47 69 1.92 79 84
(grass cover 50%-75%)
Good Condition 39 61 74 80
(grass cover>75%)
Impervious Area
Parking Lots, Roofs, Drives, etc. 98 1.15 98 0.55 98 98
Soil Area per Hydrologic Group 2.62 2.47 0 0
Drainage Area=Area Total TRUE I 5.09 = 5.09
Weighted Curve Number
CN = [(CN1*A0+ (CNn*An)]/Atot
Post Development Area 1 Curve Number 72.91

STOCKS
ENGINEERING
Curve Numbers
Project: Bryant Road Subdivision
Location: Harnett Coutny NC
Date: 3-Apr-22
Basin ID: Post Area 1B
Drainage Area (A) 8.43 Acres
Runoff Curve Numbers
Cover Description
Cover Type and Hydrologic Condition I A Area(ac)I B Area(ac)I C Area(ac)I D Area (ac)!
Cultivated Land
Without Conservation Treatment _ 72 81 88 91
With Conservation Treatment 62 71 78 81
Wood of Forest Land
Poor Cover(Thin) 45 66 77 83
Good Cover 25 55 4.5 70 77
Open Spance(lawns, parks, cemeteries, etc
Poor Condition 68 79 86 89
(grass cover<50%)
Fair Condition 49 3.06 69 0.87 79 84
(grass cover 50%-75%)
Good Condition 39 61 74 80
(grass cover>75%)
Impervious Area
Parking Lots, Roofs, Drives, etc. 98 98 98 98
Soil Area per Hydrologic Group 3.06 5.37 0 0
Drainage Area=Area Total TRUE 8.43 = 8.43
Weighted Curve Number
CN = [(CN1*A0+ (CNn*An)1/Atot
Post Development Area 1 Curve Number 54.27

STOCKS
ENGINEERING
Curve Numbers
Project: Bryant Road Subdivision
Location: Harnett Coutny NC
Date: 3-Apr-22
Basin ID: Post Area 2A
Drainage Area (A) 25.55 Acres
Runoff Curve Numbers
Cover Description
Cover Type and Hydrologic Condition I A Area(ac)I B Area(ac)I C Area(ac)I D Area (ac)!
Cultivated Land
Without Conservation Treatment _ 72 81 88 91
With Conservation Treatment 62 71 78 81
Wood of Forest Land
Poor Cover(Thin) 45 66 77 83
Good Cover 25 55 70 77
Open Spance(lawns, parks, cemeteries, etc
Poor Condition 68 79 86 89
(grass cover<50%)
Fair Condition 49 11.46 69 1.75 79 84
(grass cover 50%-75%)
Good Condition 39 61 74 80
(grass cover>75%)
Impervious Area
Parking Lots, Roofs, Drives, etc. 98 12.34 98 98 98
Soil Area per Hydrologic Group 23.8 1.75 0 0
Drainage Area=Area Total TRUE 25.55 = 25.55
Weighted Curve Number
CN = [(CN1*A0+ (CNn*An)]/Atot
Post Development Area 2 Curve Number 74.04

STOCKS
ENGINEERING
Curve Numbers
Project: Bryant Road Subdivision
Location: Harnett Coutny NC
Date: 3-Apr-22
Basin ID: Post Area 2B
Drainage Area (A) 2.66 Acres
Runoff Curve Numbers
Cover Description
Cover Type and Hydrologic Condition I A Area(ac)I B Area(ac)I C Area(ac)I D Area (ac)
Cultivated Land
Without Conservation Treatment _ 72 81 88 91
With Conservation Treatment 62 71 78 81
Wood of Forest Land
Poor Cover(Thin) 45 66 77 83
Good Cover 25 55 70 2.66 77
Open Spance(lawns, parks, cemeteries, etc
Poor Condition 68 79 86 89
(grass cover<50%)
Fair Condition 49 69 79 84
(grass cover 50%-75%)
Good Condition 39 61 74 80
(grass cover>75%)
Impervious Area
Parking Lots, Roofs, Drives, etc. 98 98 98 98
Soil Area per Hydrologic Group 0 0 2.66 0
Drainage Area=Area Total TRUE 2.66 = 2.66
Weighted Curve Number
CN = [(CN1*A0+ (CNn*An)]/Atot
Post Development Area 2 Curve Number 70.00

STOCKS
ENGINEERING
Curve Numbers
Project: Bryant Road Subdivision
Location: Harnett Coutny NC
Date: 3-Apr-22
Basin ID: Post Area 3A
Drainage Area (A) 12.58 Acres
Runoff Curve Numbers
Cover Description
Cover Type and Hydrologic Condition I A Area(ac)I B Area(ac)I C Area(ac)I D Area (ac)!
Cultivated Land
Without Conservation Treatment _ 72 81 88 91
With Conservation Treatment 62 71 78 81
Wood of Forest Land
Poor Cover(Thin) 45 66 77 83
Good Cover 25 55 70 77
Open Spance(lawns, parks, cemeteries, etc
Poor Condition 68 79 86 89
(grass cover<50%)
Fair Condition 49 5.22 69 0.91 79 84
(grass cover 50%-75%)
Good Condition 39 61 74 80
(grass cover>75%)
Impervious Area
Parking Lots, Roofs, Drives, etc. 98 6.45 98 98 98
Soil Area per Hydrologic Group 11.67 0.91 0 0
Drainage Area=Area Total TRUE I 12.58 = 12.58
Weighted Curve Number
CN = [(CN1*A0+ (CNn*An)]/Atot
Post Development Area 2 Curve Number 75.57

STOCKS
ENGINEERING
Curve Numbers
Project: Bryant Road Subdivision
Location: Harnett Coutny NC
Date: 3-Apr-22
Basin ID: Post Area 3B
Drainage Area (A) 6.12 Acres
Runoff Curve Numbers
Cover Description
Cover Type and Hydrologic Condition I A Area(ac)I B Area(ac)I C Area(ac)I D Area (ac)
Cultivated Land
Without Conservation Treatment _ 72 81 88 91
With Conservation Treatment 62 71 78 81
Wood of Forest Land
Poor Cover(Thin) 45 66 77 83
Good Cover 25 3.3 55 70 77
Open Spance(lawns, parks, cemeteries, etc
Poor Condition 68 2.82 79 86 89
(grass cover<50%)
Fair Condition 49 69 79 84
(grass cover 50%-75%)
Good Condition 39 61 74 80
(grass cover>75%)
Impervious Area
Parking Lots, Roofs, Drives, etc. 98 98 98 98
Soil Area per Hydrologic Group 6.12 0 0 0
Drainage Area=Area Total TRUE 6.12 = 6.12
Weighted Curve Number
CN = [(CN1*A0+ (CNn*An)1/Atot
Post Development Area 2 Curve Number 44.81

Runoff Curve Numbers
Cover Description
Cover Type and Hydrologic Condition A B C D
Cultivated Land
Without Conservation Treatment 72 81 88 91
With Conservation Treatment 62 71 78 81
Row Crops
(Straight Row (Poor) 72 I 81 88 I 91
Straight Row (Good) 67 78 85 89
Wood of Forest Land
Poor Cover(Thin) 45 66 77 83
Good Cover 25 55 70 77
Open Spance (lawns, parks, cemeteries, etc)
Poor Condition (grass cover<50%) 68 79 86 89
Fair Condition (grass cover 50%-75%) 49 69 79 84
Good Condition (grass cover>75%) 39 61 74 80
Impervious Areas
'Parking Lots, Roofs, Driveways, etc. I 98 I 98 I 98 I 98
*Please see "SCS TR-55 Table 2-2a and 2-2b" for reference

1
Watershed Model Schematic Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2022
1 2 3 4 5 6 7 8 9
1.11 v
1 2
Wil
Re R4•14 11
13 15
Project: 2-20-24 Bryant Road Subdivision.gpw Monday, 02/26/2024

2
Hydrograph Return Period Recap Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2022
Hyd. Hydrograph Inflow I 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 2.016 44.65 100.41 Pre Dev Area 1
2 SCS Runoff 6.203 20.11 33.44 Post Dev Area 1A
3 SCS Runoff 0.633 13.42 29.80 Post Dev Area 1 B
4 SCS Runoff 13.18 I 48.07 82.57 Pre Dev Area 2
5 SCS Runoff 26.42 84.19 138.87 Post Dev Area 2A
6 SCS Runoff 3.271 11.15 18.87 Post Dev Area 2B
7 SCS Runoff 0.984 26.11 58.11 Pre Dev Area 3
8 SCS Runoff 18.17 54.19 87.68 Post Dev Area 3A
9 SCS Runoff 0.019 3.387 12.17 Post Dev Area 3B
10 Reservoir 2 0.045 1.636 1 11.21 Wet Pond 1
11 Reservoir 5 0.298 8.889 39.94 Wet Pond 2
12 Reservoir 8 0.170 3.970 27.15 Wet Pond 3
13 Combine 3, 10, 0.658 13.47 37.83 Post Area 1 Sum
14 Combine 6, 11, 3.325 11.38 41.90 Post Area 2 Sum
15 Combine 9, 12, 0.189 4.568 35.87 Post Area 3 Sum
Proj.file: 2-20-24 Bryant Road Subdivision.gpw Monday, 02/26/ 2024

3
Hydrograph Summary Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2022
Hyd. Hydrograph Peak Time Time to Hyd. Inflow Maximum Total Hydrograph
No. type flow interval Peak volume hyd(s) elevation strge used Description
(origin) (cfs) (min) (min) (cuft) (ft) (cuft)
1 SCS Runoff 2.016 2 730 21,867 Pre Dev Area 1
2 SCS Runoff 6.203 2 722 16,861 Post Dev Area 1A
3 SCS Runoff 0.633 2 726 6,017 Post Dev Area 1 B
4 SCS Runoff 13.18 2 718 27,545 Pre Dev Area 2
5 SCS Runoff 26.42 2 726 87,681 Post Dev Area 2A
6 SCS Runoff 3.271 2 718 6,719 Post Dev Area 2B
7 SCS Runoff 0.984 2 724 9,508 Pre Dev Area 3
8 SCS Runoff 18.17 2 722 48,343 Post Dev Area 3A
9 SCS Runoff 0.019 2 1098 632 Post Dev Area 3B
10 Reservoir 0.045 2 1450 11,221 2 194.37 15,044 Wet Pond 1
11 Reservoir 0.298 2 1452 68,253 5 183.71 75,625 Wet Pond 2
12 Reservoir 0.170 2 1448 38,850 8 184.73 41,405 Wet Pond 3
13 Combine 0.658 2 726 17,238 3, 10, Post Area 1 Sum
14 Combine 3.325 2 718 74,971 6, 11, Post Area 2 Sum
15 Combine 0.189 2 1440 39,482 9, 12, Post Area 3 Sum
2-20-24 Bryant Road Subdivision.gpw Return Period: 1 Year Monday, 02/26/2024

4
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2022 Monday,02/26/2024
Hyd. No. 1
Pre Dev Area 1
Hydrograph type = SCS Runoff Peak discharge = 2.016 cfs
Storm frequency = 1 yrs Time to peak = 730 min
Time interval = 2 min Hyd. volume = 21,867 cuft
Drainage area = 33.220 ac Curve number = 54.1
Basin Slope = 0.7 % Hydraulic length = 1368 ft
Tc method = KIRPICH Time of conc. (Tc) = 13.47 min
Total precip. = 3.05 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
Pre Dev Area 1
Q (cfs) Hyd. No. 1 -- 1 Year Q (cfs)
3.00 3.00
2.00 2.00
1.00 1.00
0.00 - I - 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Hyd No. 1 Time(min)

5
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2022 Monday,02/26/2024
Hyd. No. 2
Post Dev Area 1 A
Hydrograph type = SCS Runoff Peak discharge = 6.203 cfs
Storm frequency = 1 yrs Time to peak = 722 min
Time interval = 2 min Hyd. volume = 16,861 cuft
Drainage area = 5.100 ac Curve number = 72.9
Basin Slope = 0.7 % Hydraulic length = 1220 ft
Tc method = KIRPICH Time of conc. (Tc) = 12.27 min
Total precip. = 3.05 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
Post Dev Area 1 A
Q (cfs) Hyd. No. 2-- 1 Year Q (cfs)
7.00 7.00
6.00 6.00
5.00 5.00
I
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)

6
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2022 Monday,02/26/2024
Hyd. No. 3
Post Dev Area 1 B
Hydrograph type = SCS Runoff Peak discharge = 0.633 cfs
Storm frequency = 1 yrs Time to peak = 726 min
Time interval = 2 min Hyd. volume = 6,017 cuft
Drainage area = 8.430 ac Curve number = 54.3
Basin Slope = 0.7 % Hydraulic length = 920 ft
Tc method = KIRPICH Time of conc. (Tc) = 10.09 min
Total precip. = 3.05 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
Post Dev Area 1 B
Q (cfs) Hyd. No. 3-- 1 Year Q (cfs)
1.00 I 1.00
0.90 0.90
0.80 0.80
0.70 0.70
0.60 0.60
0.50 0.50
0.40 0.40
0.30 0.30
0.20 0.20
0.10 0.10
0.00 I 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Hyd No. 3 Time(min)

7
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2022 Monday,02/26/2024
Hyd. No. 4
Pre Dev Area 2
Hydrograph type = SCS Runoff Peak discharge = 13.18 cfs
Storm frequency = 1 yrs Time to peak = 718 min
Time interval = 2 min Hyd. volume = 27,545 cuft
Drainage area = 12.160 ac Curve number = 68.3
Basin Slope = 2.3 % Hydraulic length = 845 ft
Tc method = KIRPICH Time of conc. (Tc) = 5.93 min
Total precip. = 3.05 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
Pre Dev Area 2
Q (cfs) Hyd. No. 4-- 1 Year Q (cfs)
14.00 I 14.00
12.00 12.00
10.00 10.00
8.00 1 8.00
6.00 6.00
4.00 4.00
2.00 2.00
L-------'
0.00 1 - 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.v2022 Monday,02/26/2024
Hyd. No. 5
Post Dev Area 2A
Hydrograph type = SCS Runoff Peak discharge = 26.42 cfs
Storm frequency = 1 yrs Time to peak = 726 min
Time interval = 2 min Hyd. volume = 87,681 cuft
Drainage area = 25.550 ac Curve number = 74.1
Basin Slope = 0.8 % Hydraulic length = 2420 ft
Tc method = KIRPICH Time of conc. (Tc) = 19.81 min
Total precip. = 3.05 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
Post Dev Area 2A
Q (cfs) Hyd. No. 5-- 1 Year Q (cfs)
28.00 28.00
24.00 24.00
20.00 20.00
16.00 16.00
12.00 12.00
8.00 8.00
4.00 4.00
0.00 J \- 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.v2022 Monday,02/26/2024
Hyd. No. 6
Post Dev Area 2B
Hydrograph type = SCS Runoff Peak discharge = 3.271 cfs
Storm frequency = 1 yrs Time to peak = 718 min
Time interval = 2 min Hyd. volume = 6,719 cuft
Drainage area = 2.660 ac Curve number = 70
Basin Slope = 2.5 % Hydraulic length = 400 ft
Tc method = KIRPICH Time of conc. (Tc) = 3.25 min
Total precip. = 3.05 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
Post Dev Area 2B
Q (cfs) Hyd. No. 6-- 1 Year Q (cfs)
4.00 4.00
3.00 3.00
2.00 1 2.00
1.00 1.00
0.00 t . 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.v2022 Monday,02/26/2024
Hyd. No. 7
Pre Dev Area 3
Hydrograph type = SCS Runoff Peak discharge = 0.984 cfs
Storm frequency = 1 yrs Time to peak = 724 min
Time interval = 2 min Hyd. volume = 9,508 cuft
Drainage area = 15.230 ac Curve number = 53.5
Basin Slope = 1.0 % Hydraulic length = 1069 ft
Tc method = KIRPICH Time of conc. (Tc) = 9.76 min
Total precip. = 3.05 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
Pre Dev Area 3
Q (cfs) Hyd. No. 7-- 1 Year Q (cfs)
1.00 1.00
0.90 0.90
0.80 j 0.80
_____
0.70 0.70
0.60 0.60
0.50 0.50
0.40kli 0.40
0.30 0.30
0.20 0.20
0.10 0.10
I I_
0.00 I 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Hyd No. 7 Time(min)

11
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2022 Monday,02/26/2024
Hyd. No. 8
Post Dev Area 3A
Hydrograph type = SCS Runoff Peak discharge = 18.17 cfs
Storm frequency = 1 yrs Time to peak = 722 min
Time interval = 2 min Hyd. volume = 48,343 cuft
Drainage area = 12.580 ac Curve number = 75.6
Basin Slope = 1.1 % Hydraulic length = 1375 ft
Tc method = KIRPICH Time of conc. (Tc) = 11.59 min
Total precip. = 3.05 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
Post Dev Area 3A
Q (cfs) Hyd. No. 8-- 1 Year Q (cfs)
21.00 21.00
18.001 18.00
15.00 15.00
12.00 12.00
9.00 9.00
6.00 6.00
3.00 3.00
0.00 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Hyd No. 8 Time(min)

12
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2022 Monday,02/26/2024
Hyd. No. 9
Post Dev Area 3B
Hydrograph type = SCS Runoff Peak discharge = 0.019 cfs
Storm frequency = 1 yrs Time to peak = 1098 min
Time interval = 2 min Hyd. volume = 632 cuft
Drainage area = 6.120 ac Curve number = 44.9
Basin Slope = 1.0 % Hydraulic length = 1090 ft
Tc method = KIRPICH Time of conc. (Tc) = 10.02 min
Total precip. = 3.05 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
Post Dev Area 3B
Q (cfs) Hyd. No. 9-- 1 Year Q (cfs)
0.10 0.10
0.09 0.09
0.08 0.08
0.07 0.07
0.06 0.06
0.05 0.05
0.04 0.04
0.03 0.03
0.02 _ 0.02
0.01 0.01
0.00 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Hyd No. 9 Time(min)

13
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2022 Monday,02/26/2024
Hyd. No. 10
Wet Pond 1
Hydrograph type = Reservoir Peak discharge = 0.045 cfs
Storm frequency = 1 yrs Time to peak = 1450 min
Time interval = 2 min Hyd. volume = 11,221 cuft
Inflow hyd. No. = 2 - Post Dev Area 1A Max. Elevation = 194.37 ft
Reservoir name = Wet Pond 1 Max. Storage = 15,044 cuft
Storage Indication method used.
Wet Pond 1
Q (cfs) Hyd. No. 10-- 1 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
LBW
0.00 - 0.00
0 600 1200 1800 2400 3000 3600 4200 4800 5400 6000
Time(min)
Hyd No. 10 Hyd No. 2 I I Total storage used = 15,044 cuft

Pond Report 14
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2022 Monday,02/26/2024
Pond No. 1 - Wet Pond 1
Pond Data
Contours-User-defined contour areas.Average end area method used for volume calculation. Begining Elevation= 193.08 ft
Stage/Storage Table
Stage(ft) Elevation(ft) Contour area(sqft) Incr.Storage(cuft) Total storage(cuft)
0.00 193.08 10,687 0 0
0.92 194.00 11,901 10,390 10,390
1.92 195.00 13,247 12,574 22,964
2.27 195.35 13,695 4,715 27,679
2.92 196.00 14,650 9,212 36,891
3.42 196.50 17,625 8,069 44,960
Culvert/Orifice Structures Weir Structures
[A] [B] [C] [PrfRsr] [A] [B] [C] [D]
Rise(in) = 18.00 1.25 0.00 0.00 Crest Len(ft) = 10.00 20.00 0.00 0.00
Span(in) = 18.00 1.25 0.00 0.00 Crest El.(ft) = 195.35 195.50 0.00 0.00
No.Barrels = 1 1 0 0 Weir Coeff. = 3.33 2.60 3.33 3.33
Invert El.(ft) = 193.07 193.08 0.00 0.00 Weir Type = 1 Broad ---
Length(ft) = 92.00 0.50 0.00 0.00 Multi-Stage = Yes Yes No No
Slope(%) = 0.50 0.10 0.00 n/a
N-Value = .013 .013 .013 n/a
Orifice Coeff. = 0.60 0.60 0.60 0.60 Exfil.(in/hr) = 0.000 (by Contour)
Multi-Stage = n/a Yes No No TW Elev.(ft) = 0.00
Note:Culvert/Orifice outflows are analyzed under inlet(ic)and outlet(oc)control. Weir risers checked for orifice conditions(ic)and submergence(s).
Stage(ft) Stage/ Discharge Elev(ft)
4.00 197.08
3.00 196.08
.=•=0. .....°7
2.00 195.08
1.00 194.08
0.00 1 193.08
0.00 1.00 2.00 3.00 4.00 5.00 6.00 7.00 8.00 9.00 10.00 11.00 12.00 13.00
Total Q Discharge(cfs)

15
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2022 Monday,02/26/2024
Hyd. No. 11
Wet Pond 2
Hydrograph type = Reservoir Peak discharge = 0.298 cfs
Storm frequency = 1 yrs Time to peak = 1452 min
Time interval = 2 min Hyd. volume = 68,253 cuft
Inflow hyd. No. = 5 - Post Dev Area 2A Max. Elevation = 183.71 ft
Reservoir name = Wet Pond 2 Max. Storage = 75,625 cuft
Storage Indication method used.
Wet Pond 2
Q (cfs) Hyd. No. 11 -- 1 Year Q (cfs)
28.00 28.00
24.00 24.00
20.00 20.00
16.00 16.00
12.00 12.00
8.00 8.00
4.00 4.00
0.00 IL 0.00
0 600 1200 1800 2400 3000 3600 4200 4800 5400 6000
Time(min)
Hyd No. 11 Hyd No. 5 I I Total storage used = 75,625 cuft

Pond Report 16
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2022 Monday,02/26/2024
Pond No. 2- Wet Pond 2
Pond Data
Contours-User-defined contour areas.Average end area method used for volume calculation. Begining Elevation= 182.00 ft
Stage/Storage Table
Stage(ft) Elevation(ft) Contour area(sqft) Incr.Storage(cuft) Total storage(cuft)
0.00 182.00 41,590 0 0
1.00 183.00 44,348 42,969 42,969
2.00 184.00 47,162 45,755 88,724
2.75 184.75 49,310 36,177 124,901
3.00 185.00 50,034 12,418 137,319
4.00 186.00 52,961 51,498 188,817
5.00 187.00 55,946 54,454 243,270
Culvert/Orifice Structures Weir Structures
[A] [B] [C] [PrfRsr] [A] [B] [C] [D]
Rise(in) = 30.00 3.00 0.00 0.00 Crest Len(ft) = 10.00 30.00 0.00 0.00
Span(in) = 30.00 3.00 0.00 0.00 Crest El.(ft) = 184.75 185.50 0.00 0.00
No.Barrels = 1 1 0 0 Weir Coeff. = 3.33 2.60 3.33 3.33
Invert El.(ft) = 181.70 182.00 0.00 0.00 Weir Type = 1 Broad --- ---
Length(ft) = 128.00 0.50 0.00 0.00 Multi-Stage = Yes Yes No No
Slope(%) = 0.55 0.00 0.00 n/a
N-Value = .013 .013 .013 n/a
Orifice Coeff. = 0.60 0.60 0.60 0.60 Exfil.(in/hr) = 0.000 (by Contour)
Multi-Stage = n/a Yes No No TW Elev.(ft) = 0.00
Note:Culvert/Orifice outflows are analyzed under inlet(ic)and outlet(oc)control. Weir risers checked for orifice conditions(ic)and submergence(s).
Stage(ft) Stage/Discharge Elev(ft)
5.00 187.00
4.00 186.00
3.00 185.00
2.00 184.00
1.00 183.00
0.00 1 182.00
0.00 5.00 10.00 15.00 20.00 25.00 30.00 35.00 40.00 45.00 50.00
Total Q Discharge(cfs)

17
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2022 Monday,02/26/2024
Hyd. No. 12
Wet Pond 3
Hydrograph type = Reservoir Peak discharge = 0.170 cfs
Storm frequency = 1 yrs Time to peak = 1448 min
Time interval = 2 min Hyd. volume = 38,850 cuft
Inflow hyd. No. = 8 - Post Dev Area 3A Max. Elevation = 184.73 ft
Reservoir name = Wet Pond 3 Max. Storage = 41,405 cuft
Storage Indication method used.
Wet Pond 3
Q (cfs) Hyd. No. 12-- 1 Year Q (cfs)
21.00 21.00
18.00 18.00
15.00 15.00
12.00 12.00
9.00 9.00
6.00 6.00
3.00 3.00
0.00 � 0.00
0 600 1200 1800 2400 3000 3600 4200 4800 5400 6000
Time(min)
Hyd No. 12 Hyd No. 8 I I Total storage used = 41,405 cuft

Pond Report 18
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2022 Monday,02/26/2024
Pond No. 3- Wet Pond 3
Pond Data
Contours-User-defined contour areas.Average end area method used for volume calculation. Begining Elevation= 183.00 ft
Stage/Storage Table
Stage(ft) Elevation(ft) Contour area(sqft) Incr.Storage(cuft) Total storage(cuft)
0.00 183.00 22,088 0 0
1.00 184.00 24,060 23,074 23,074
2.00 185.00 26,088 25,074 48,148
3.00 186.00 28,173 27,131 75,279
4.00 187.00 30,315 29,244 104,523
4.50 187.50 34,009 16,081 120,604
Culvert/Orifice Structures Weir Structures
[A] [B] [C] [PrfRsr] [A] [B] [C] [D]
Rise(in) = 24.00 2.25 0.00 0.00 Crest Len(ft) = 10.00 20.00 0.00 0.00
Span(in) = 24.00 2.25 0.00 0.00 Crest El.(ft) = 186.00 186.50 0.00 0.00
No.Barrels = 1 1 0 0 Weir Coeff. = 3.33 2.60 3.33 3.33
Invert El.(ft) = 182.80 183.00 0.00 0.00 Weir Type = 1 Broad ---
Length(ft) = 71.00 0.50 0.00 0.00 Multi-Stage = Yes Yes No No
Slope(%) = 3.94 0.00 0.00 n/a
N-Value = .013 .013 .013 n/a
Orifice Coeff. = 0.60 0.60 0.60 0.60 Exfil.(in/hr) = 0.000 (by Contour)
Multi-Stage = n/a Yes No No TW Elev.(ft) = 0.00
Note:Culvert/Orifice outflows are analyzed under inlet(ic)and outlet(oc)control. Weir risers checked for orifice conditions(ic)and submergence(s).
Stage(ft) Stage/Discharge Elev(ft)
5.00 188.00
4.00 187.00
...•••••••"...7
3.00 186.00
2.00 185.00
1.00 1 184.00
0.00 183.00
0.00 3.00 6.00 9.00 12.00 15.00 18.00 21.00 24.00 27.00 30.00
Total Q Discharge(cfs)

19
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2022 Monday,02/26/2024
Hyd. No. 13
Post Area 1 Sum
Hydrograph type = Combine Peak discharge = 0.658 cfs
Storm frequency = 1 yrs Time to peak = 726 min
Time interval = 2 min Hyd. volume = 17,238 cuft
Inflow hyds. = 3, 10 Contrib. drain. area = 8.430 ac
Post Area 1 Sum
Q (cfs) Hyd. No. 13-- 1 Year Q (cfs)
1.00 1.00
0.90 0.90
0.80 0.80
0.70 0.70
0.60 0.60
0.50 0.50
0.40 0.40
0.30 0.30
0.20 0.20
0.10 0.10
0.00 -. 0.00
0 600 1200 1800 2400 3000 3600 4200 4800 5400 6000
Time(min)
Hyd No. 13 Hyd No. 3 Hyd No. 10

20
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2022 Monday,02/26/2024
Hyd. No. 14
Post Area 2 Sum
Hydrograph type = Combine Peak discharge = 3.325 cfs
Storm frequency = 1 yrs Time to peak = 718 min
Time interval = 2 min Hyd. volume = 74,971 cuft
Inflow hyds. = 6, 11 Contrib. drain. area = 2.660 ac
Post Area 2 Sum
Q (cfs) Hyd. No. 14-- 1 Year Q (cfs)
4.00 4.00
3.00 3.00
2.00 2.00
1.00 1.00
0.00 0.00
0 600 1200 1800 2400 3000 3600 4200 4800 5400 6000
Time(min)
Hyd No. 14 Hyd No. 6 Hyd No. 11

21
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2022 Monday,02/26/2024
Hyd. No. 15
Post Area 3 Sum
Hydrograph type = Combine Peak discharge = 0.189 cfs
Storm frequency = 1 yrs Time to peak = 1440 min
Time interval = 2 min Hyd. volume = 39,482 cuft
Inflow hyds. = 9, 12 Contrib. drain. area = 6.120 ac
Post Area 3 Sum
Q (cfs) Hyd. No. 15-- 1 Year Q (cfs)
0.50 0.50
0.45 0.45
0.40 0.40
0.35 0.35
0.30 0.30
0.25 0.25
0.20 0.20
0.15 0.15
0.10 0.10
0.05 _ 0.05
�1 -
0.00 0.00
0 600 1200 1800 2400 3000 3600 4200 4800 5400 6000
Time(min)
Hyd No. 15 Hyd No. 9 Hyd No. 12

22
Hydrograph Summary Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2022
Hyd. Hydrograph Peak 1 Time Time to Hyd. Inflow Maximum Total Hydrograph
No. type flow interval Peak volume hyd(s) elevation strge used Description
(origin) (cfs) (min) (min) (cuft) (ft) (cuft)
1 SCS Runoff 44.65 2 724 143,347 Pre Dev Area 1
2 SCS Runoff 20.11 2 720 52,208 Post Dev Area 1A
3 SCS Runoff 13.42 2 722 38,914 Post Dev Area 1 B
4 SCS Runoff 48.07 2 718 96,358 Pre Dev Area 2
5 SCS Runoff 84.19 2 724 263,789 Post Dev Area 2A
6 SCS Runoff 11.15 2 718 22,414 Post Dev Area 2B
7 SCS Runoff 26.11 2 720 65,096 Pre Dev Area 3
8 SCS Runoff 54.19 2 720 140,488 Post Dev Area 3A
9 SCS Runoff 3.387 2 724 14,532 Post Dev Area 3B
10 Reservoir 1.636 2 772 37,948 2 195.48 29,532 Wet Pond 1
11 Reservoir 8.889 2 770 216,522 5 185.15 1 145,144 Wet Pond 2
12 Reservoir 3.970 2 778 112,286 8 186.23 82,039 Wet Pond 3
13 Combine 13.47 2 722 76,862 3, 10, Post Area 1 Sum
14 Combine 11.38 2 718 238,936 6, 11, Post Area 2 Sum
15 Combine 4.568 2 776 126,817 9, 12, Post Area 3 Sum
2-20-24 Bryant Road Subdivision.gpw Return Period: 10 Year Monday, 02/26/2024

23
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2022 Monday,02/26/2024
Hyd. No. 1
Pre Dev Area 1
Hydrograph type = SCS Runoff Peak discharge = 44.65 cfs
Storm frequency = 10 yrs Time to peak = 724 min
Time interval = 2 min Hyd. volume = 143,347 cuft
Drainage area = 33.220 ac Curve number = 54.1
Basin Slope = 0.7 % Hydraulic length = 1368 ft
Tc method = KIRPICH Time of conc. (Tc) = 13.47 min
Total precip. = 5.58 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
Pre Dev Area 1
Q (cfs) Hyd. No. 1 -- 10 Year Q (cfs)
50.00 50.00
40.00 _ 40.00
30.00 30.00
20.00 20.00
10.00 10.00
0.00 • \ 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Hyd No. 1 Time(min)

24
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2022 Monday,02/26/2024
Hyd. No. 2
Post Dev Area 1 A
Hydrograph type = SCS Runoff Peak discharge = 20.11 cfs
Storm frequency = 10 yrs Time to peak = 720 min
Time interval = 2 min Hyd. volume = 52,208 cuft
Drainage area = 5.100 ac Curve number = 72.9
Basin Slope = 0.7 % Hydraulic length = 1220 ft
Tc method = KIRPICH Time of conc. (Tc) = 12.27 min
Total precip. = 5.58 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
Post Dev Area 1 A
Q (cfs) Hyd. No. 2-- 10 Year Q (cfs)
21.00 21.00
18.00 18.00
15.00 - 15.00
12.00 12.00
9.00 9.00
6.00 6.00
3.00 3.00
0.00 - 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Hyd No. 2 Time(min)

25
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2022 Monday,02/26/2024
Hyd. No. 3
Post Dev Area 1 B
Hydrograph type = SCS Runoff Peak discharge = 13.42 cfs
Storm frequency = 10 yrs Time to peak = 722 min
Time interval = 2 min Hyd. volume = 38,914 cuft
Drainage area = 8.430 ac Curve number = 54.3
Basin Slope = 0.7 % Hydraulic length = 920 ft
Tc method = KIRPICH Time of conc. (Tc) = 10.09 min
Total precip. = 5.58 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
Post Dev Area 1 B
Q (cfs) Hyd. No. 3-- 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. 3 Time(min)

26
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2022 Monday,02/26/2024
Hyd. No. 4
Pre Dev Area 2
Hydrograph type = SCS Runoff Peak discharge = 48.07 cfs
Storm frequency = 10 yrs Time to peak = 718 min
Time interval = 2 min Hyd. volume = 96,358 cuft
Drainage area = 12.160 ac Curve number = 68.3
Basin Slope = 2.3 % Hydraulic length = 845 ft
Tc method = KIRPICH Time of conc. (Tc) = 5.93 min
Total precip. = 5.58 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
Pre Dev Area 2
Q (cfs) Hyd. No. 4-- 10 Year Q (cfs)
50.00 50.00
40.00 40.00
30.00 30.00
20.00 20.00
10.00 11111111116--- 10.00
0.00 J .- 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Hyd No. 4 Time(min)

27
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2022 Monday,02/26/2024
Hyd. No. 5
Post Dev Area 2A
Hydrograph type = SCS Runoff Peak discharge = 84.19 cfs
Storm frequency = 10 yrs Time to peak = 724 min
Time interval = 2 min Hyd. volume = 263,789 cuft
Drainage area = 25.550 ac Curve number = 74.1
Basin Slope = 0.8 % Hydraulic length = 2420 ft
Tc method = KIRPICH Time of conc. (Tc) = 19.81 min
Total precip. = 5.58 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
Post Dev Area 2A
Q (cfs) Hyd. No. 5-- 10 Year Q (cfs)
90.00 90.00
80.00 80.00
70.00 70.00
60.00 60.00
50.00 50.00
40.00 40.00
30.00 30.00
1
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. 5 Time(min)

28
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2022 Monday,02/26/2024
Hyd. No. 6
Post Dev Area 2B
Hydrograph type = SCS Runoff Peak discharge = 11.15 cfs
Storm frequency = 10 yrs Time to peak = 718 min
Time interval = 2 min Hyd. volume = 22,414 cuft
Drainage area = 2.660 ac Curve number = 70
Basin Slope = 2.5 % Hydraulic length = 400 ft
Tc method = KIRPICH Time of conc. (Tc) = 3.25 min
Total precip. = 5.58 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
Post Dev Area 2B
Q (cfs) Hyd. No. 6-- 10 Year Q (cfs)
12.00 12.00
10.00 10.00
8.00 8.00
6.00 6.00
4.00 4.00
2.00 2.00
0.00 - 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Hyd No. 6 Time(min)

29
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2022 Monday,02/26/2024
Hyd. No. 7
Pre Dev Area 3
Hydrograph type = SCS Runoff Peak discharge = 26.11 cfs
Storm frequency = 10 yrs Time to peak = 720 min
Time interval = 2 min Hyd. volume = 65,096 cuft
Drainage area = 15.230 ac Curve number = 53.5
Basin Slope = 1.0 % Hydraulic length = 1069 ft
Tc method = KIRPICH Time of conc. (Tc) = 9.76 min
Total precip. = 5.58 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
Pre Dev Area 3
Q (cfs) Hyd. No. 7-- 10 Year Q (cfs)
28.00 28.00
24.00 24.00
20.00 20.00
16.00 16.00
12.00 12.00
8.00 8.00
4.00 4.00
0.00 1 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Hyd No. 7 Time(min)

30
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2022 Monday,02/26/2024
Hyd. No. 8
Post Dev Area 3A
Hydrograph type = SCS Runoff Peak discharge = 54.19 cfs
Storm frequency = 10 yrs Time to peak = 720 min
Time interval = 2 min Hyd. volume = 140,488 cuft
Drainage area = 12.580 ac Curve number = 75.6
Basin Slope = 1.1 % Hydraulic length = 1375 ft
Tc method = KIRPICH Time of conc. (Tc) = 11.59 min
Total precip. = 5.58 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
Post Dev Area 3A
Q (cfs) Hyd. No. 8-- 10 Year Q (cfs)
60.00 60.00
50.00 50.00
40.00 - 40.00
30.00 30.00
20.00 20.00
10.00 10.00
0.00 - 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Hyd No. 8 Time(min)

31
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2022 Monday,02/26/2024
Hyd. No. 9
Post Dev Area 3B
Hydrograph type = SCS Runoff Peak discharge = 3.387 cfs
Storm frequency = 10 yrs Time to peak = 724 min
Time interval = 2 min Hyd. volume = 14,532 cuft
Drainage area = 6.120 ac Curve number = 44.9
Basin Slope = 1.0 % Hydraulic length = 1090 ft
Tc method = KIRPICH Time of conc. (Tc) = 10.02 min
Total precip. = 5.58 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
Post Dev Area 3B
Q (cfs) Hyd. No. 9-- 10 Year Q (cfs)
4.00 4.00
3.00 3.00
2.00 2.00
1.00 1.00
0.00 i 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Hyd No. 9 Time(min)

32
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2022 Monday,02/26/2024
Hyd. No. 10
Wet Pond 1
Hydrograph type = Reservoir Peak discharge = 1.636 cfs
Storm frequency = 10 yrs Time to peak = 772 min
Time interval = 2 min Hyd. volume = 37,948 cuft
Inflow hyd. No. = 2 - Post Dev Area 1A Max. Elevation = 195.48 ft
Reservoir name = Wet Pond 1 Max. Storage = 29,532 cuft
Storage Indication method used.
Wet Pond 1
Q (cfs) Hyd. No. 10-- 10 Year Q (cfs)
21.00 21.00
18.00 18.00
15.00 15.00
12.00 12.00
9.00 9.00
6.00 6.00
3.00 3.00
iill.""`"—
0.00 0.00
0 600 1200 1800 2400 3000 3600 4200 4800 5400 6000
Time(min)
Hyd No. 10 Hyd No. 2 I I Total storage used = 29,532 cuft

33
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2022 Monday,02/26/2024
Hyd. No. 11
Wet Pond 2
Hydrograph type = Reservoir Peak discharge = 8.889 cfs
Storm frequency = 10 yrs Time to peak = 770 min
Time interval = 2 min Hyd. volume = 216,522 cuft
Inflow hyd. No. = 5 - Post Dev Area 2A Max. Elevation = 185.15 ft
Reservoir name = Wet Pond 2 Max. Storage = 145,144 cuft
Storage Indication method used.
Wet Pond 2
Q (cfs) Hyd. No. 11 -- 10 Year Q (cfs)
90.00 90.00
80.00 80.00
70.00 70.00
60.00 60.00
50.00 50.00
40.00 40.00
30.00 30.00
20.00 20.00
10.00 10.00
0.00 0.00
0 600 1200 1800 2400 3000 3600 4200 4800 5400 6000
Time(min)
Hyd No. 11 Hyd No. 5 I I Total storage used = 145,144 cuft

34
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2022 Monday,02/26/2024
Hyd. No. 12
Wet Pond 3
Hydrograph type = Reservoir Peak discharge = 3.970 cfs
Storm frequency = 10 yrs Time to peak = 778 min
Time interval = 2 min Hyd. volume = 112,286 cuft
Inflow hyd. No. = 8 - Post Dev Area 3A Max. Elevation = 186.23 ft
Reservoir name = Wet Pond 3 Max. Storage = 82,039 cuft
Storage Indication method used.
Wet Pond 3
Q (cfs) Hyd. No. 12-- 10 Year Q (cfs)
60.00 60.00
50.00 50.00
40.00 40.00
30.00 30.00
20.00 20.00
10.00 10.00
J --
0.00 0.00
0 600 1200 1800 2400 3000 3600 4200 4800 5400 6000
Time(min)
Hyd No. 12 Hyd No. 8 I I Total storage used = 82,039 cuft

35
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2022 Monday,02/26/2024
Hyd. No. 13
Post Area 1 Sum
Hydrograph type = Combine Peak discharge = 13.47 cfs
Storm frequency = 10 yrs Time to peak = 722 min
Time interval = 2 min Hyd. volume = 76,862 cuft
Inflow hyds. = 3, 10 Contrib. drain. area = 8.430 ac
Post Area 1 Sum
Q (cfs) Hyd. No. 13-- 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
t;\.lttti:iwi........ .................. _
2.00 2.00
0.00 -. 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Time(min)
Hyd No. 13 Hyd No. 3 Hyd No. 10

36
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2022 Monday,02/26/2024
Hyd. No. 14
Post Area 2 Sum
Hydrograph type = Combine Peak discharge = 11.38 cfs
Storm frequency = 10 yrs Time to peak = 718 min
Time interval = 2 min Hyd. volume = 238,936 cuft
Inflow hyds. = 6, 11 Contrib. drain. area = 2.660 ac
Post Area 2 Sum
Q (cfs) Hyd. No. 14-- 10 Year Q (cfs)
12.00 12.00
10.00 10.00
8.00 111 8.00
6.00 6.00
4.00 4.00
N
2.00 2.00
0.00 0.00
0 600 1200 1800 2400 3000 3600 4200 4800 5400 6000
Time(min)
Hyd No. 14 Hyd No. 6 Hyd No. 11

37
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2022 Monday,02/26/2024
Hyd. No. 15
Post Area 3 Sum
Hydrograph type = Combine Peak discharge = 4.568 cfs
Storm frequency = 10 yrs Time to peak = 776 min
Time interval = 2 min Hyd. volume = 126,817 cuft
Inflow hyds. = 9, 12 Contrib. drain. area = 6.120 ac
Post Area 3 Sum
Q (cfs) Hyd. No. 15-- 10 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
0 600 1200 1800 2400 3000 3600 4200 4800 5400 6000
Time(min)
Hyd No. 15 Hyd No. 9 Hyd No. 12

38
Hydrograph Summary Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2022
Hyd. Hydrograph Peak 1 Time Time to Hyd. Inflow Maximum Total Hydrograph
No. type flow interval Peak volume hyd(s) elevation strge used Description
(origin) (cfs) (min) (min) (cuft) (ft) (cuft)
1 SCS Runoff 100.41 2 724 294,013 Pre Dev Area 1
2 SCS Runoff 33.44 2 720 86,892 Post Dev Area 1A
3 SCS Runoff 29.80 2 722 79,570 Post Dev Area 1 B
4 SCS Runoff 82.57 2 716 166,960 Pre Dev Area 2
5 SCS Runoff 138.87 2 724 434,739 Post Dev Area 2A
6 SCS Runoff 18.87 2 716 38,243 Post Dev Area 2B
7 SCS Runoff 58.11 2 720 134,811 Pre Dev Area 3
8 SCS Runoff 87.68 2 720 228,781 Post Dev Area 3A
9 SCS Runoff 12.17 2 722 36,221 Post Dev Area 3B
10 Reservoir 11.21 2 732 72,601 2 196.11 38,622 Wet Pond 1
11 Reservoir 39.94 2 742 387,198 5 186.29 204,577 Wet Pond 2
12 Reservoir 27.15 2 732 200,426 8 187.09 107,501 Wet Pond 3
13 Combine 37.83 2 724 152,171 3, 10, Post Area 1 Sum
14 Combine 41.90 2 742 425,441 6, 11, Post Area 2 Sum
15 Combine 35.87 2 726 236,646 9, 12, Post Area 3 Sum
2-20-24 Bryant Road Subdivision.gpw Return Period: 50 Year Monday, 02/26/2024

39
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2022 Monday,02/26/2024
Hyd. No. 1
Pre Dev Area 1
Hydrograph type = SCS Runoff Peak discharge = 100.41 cfs
Storm frequency = 50 yrs Time to peak = 724 min
Time interval = 2 min Hyd. volume = 294,013 cuft
Drainage area = 33.220 ac Curve number = 54.1
Basin Slope = 0.7 % Hydraulic length = 1368 ft
Tc method = KIRPICH Time of conc. (Tc) = 13.47 min
Total precip. = 7.72 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
Pre Dev Area 1
Q (cfs) Hyd. No. 1 -- 50 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. 1 Time(min)

40
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2022 Monday,02/26/2024
Hyd. No. 2
Post Dev Area 1 A
Hydrograph type = SCS Runoff Peak discharge = 33.44 cfs
Storm frequency = 50 yrs Time to peak = 720 min
Time interval = 2 min Hyd. volume = 86,892 cuft
Drainage area = 5.100 ac Curve number = 72.9
Basin Slope = 0.7 % Hydraulic length = 1220 ft
Tc method = KIRPICH Time of conc. (Tc) = 12.27 min
Total precip. = 7.72 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
Post Dev Area 1 A
Q (cfs) Hyd. No. 2-- 50 Year Q (cfs)
35.00 35.00
30.00 30.00
25.00 25.00
t
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. 2 Time(min)

41
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2022 Monday,02/26/2024
Hyd. No. 3
Post Dev Area 1 B
Hydrograph type = SCS Runoff Peak discharge = 29.80 cfs
Storm frequency = 50 yrs Time to peak = 722 min
Time interval = 2 min Hyd. volume = 79,570 cuft
Drainage area = 8.430 ac Curve number = 54.3
Basin Slope = 0.7 % Hydraulic length = 920 ft
Tc method = KIRPICH Time of conc. (Tc) = 10.09 min
Total precip. = 7.72 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
Post Dev Area 1 B
Q (cfs) Hyd. No. 3-- 50 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
111'
0.00 - 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Hyd No. 3 Time(min)

42
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2022 Monday,02/26/2024
Hyd. No. 4
Pre Dev Area 2
Hydrograph type = SCS Runoff Peak discharge = 82.57 cfs
Storm frequency = 50 yrs Time to peak = 716 min
Time interval = 2 min Hyd. volume = 166,960 cuft
Drainage area = 12.160 ac Curve number = 68.3
Basin Slope = 2.3 % Hydraulic length = 845 ft
Tc method = KIRPICH Time of conc. (Tc) = 5.93 min
Total precip. = 7.72 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
Pre Dev Area 2
Q (cfs) Hyd. No. 4-- 50 Year Q (cfs)
90.00 90.00
80.00 80.00
70.00 70.00
60.00 60.00
50.00 50.00
40.00 40.00
30.00 30.00
20.00 20.00
10.00 10.00
0.00 ' 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440
Hyd No. 4 Time(min)

43
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2022 Monday,02/26/2024
Hyd. No. 5
Post Dev Area 2A
Hydrograph type = SCS Runoff Peak discharge = 138.87 cfs
Storm frequency = 50 yrs Time to peak = 724 min
Time interval = 2 min Hyd. volume = 434,739 cuft
Drainage area = 25.550 ac Curve number = 74.1
Basin Slope = 0.8 % Hydraulic length = 2420 ft
Tc method = KIRPICH Time of conc. (Tc) = 19.81 min
Total precip. = 7.72 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
Post Dev Area 2A
Q (cfs) Hyd. No. 5-- 50 Year Q (cfs)
140.00 140.00
120.00 1 120.00
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. 5 Time(min)

44
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2022 Monday,02/26/2024
Hyd. No. 6
Post Dev Area 2B
Hydrograph type = SCS Runoff Peak discharge = 18.87 cfs
Storm frequency = 50 yrs Time to peak = 716 min
Time interval = 2 min Hyd. volume = 38,243 cuft
Drainage area = 2.660 ac Curve number = 70
Basin Slope = 2.5 % Hydraulic length = 400 ft
Tc method = KIRPICH Time of conc. (Tc) = 3.25 min
Total precip. = 7.72 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
Post Dev Area 2B
Q (cfs) Hyd. No. 6-- 50 Year Q (cfs)
21.00 21.00
18.00 18.00
15.00 15.00
12.00 12.00
9.00 9.00
6.00 6.00
3.00 3.00
J
0.00 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440
Hyd No. 6 Time(min)

45
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2022 Monday,02/26/2024
Hyd. No. 7
Pre Dev Area 3
Hydrograph type = SCS Runoff Peak discharge = 58.11 cfs
Storm frequency = 50 yrs Time to peak = 720 min
Time interval = 2 min Hyd. volume = 134,811 cuft
Drainage area = 15.230 ac Curve number = 53.5
Basin Slope = 1.0 % Hydraulic length = 1069 ft
Tc method = KIRPICH Time of conc. (Tc) = 9.76 min
Total precip. = 7.72 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
Pre Dev Area 3
Q (cfs) Hyd. No. 7-- 50 Year Q (cfs)
60.00 60.00
50.00 50.00
40.00 40.00
30.00 30.00
20.00 20.00
10.00 10.00
0.00 - J N 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Hyd No. 7 Time(min)

46
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2022 Monday,02/26/2024
Hyd. No. 8
Post Dev Area 3A
Hydrograph type = SCS Runoff Peak discharge = 87.68 cfs
Storm frequency = 50 yrs Time to peak = 720 min
Time interval = 2 min Hyd. volume = 228,781 cuft
Drainage area = 12.580 ac Curve number = 75.6
Basin Slope = 1.1 % Hydraulic length = 1375 ft
Tc method = KIRPICH Time of conc. (Tc) = 11.59 min
Total precip. = 7.72 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
Post Dev Area 3A
Q (cfs) Hyd. No. 8-- 50 Year Q (cfs)
90.00 90.00
80.00 80.00
70.00 70.00
60.00 — 60.00
50.00 50.00
40.00 40.00
30.00 30.00
20.00 20.00
10.00 10.00
0.00 - 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Hyd No. 8 Time(min)

47
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2022 Monday,02/26/2024
Hyd. No. 9
Post Dev Area 3B
Hydrograph type = SCS Runoff Peak discharge = 12.17 cfs
Storm frequency = 50 yrs Time to peak = 722 min
Time interval = 2 min Hyd. volume = 36,221 cuft
Drainage area = 6.120 ac Curve number = 44.9
Basin Slope = 1.0 % Hydraulic length = 1090 ft
Tc method = KIRPICH Time of conc. (Tc) = 10.02 min
Total precip. = 7.72 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
Post Dev Area 3B
Q (cfs) Hyd. No. 9-- 50 Year Q (cfs)
14.00 14.00
12.00 12.00
10.00 4 10.00
8.00 8.00
6.00 6.00
4.00 4.00
2.00 2.00
0.00 1 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Hyd No. 9 Time(min)

48
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2022 Monday,02/26/2024
Hyd. No. 10
Wet Pond 1
Hydrograph type = Reservoir Peak discharge = 11.21 cfs
Storm frequency = 50 yrs Time to peak = 732 min
Time interval = 2 min Hyd. volume = 72,601 cuft
Inflow hyd. No. = 2 - Post Dev Area 1A Max. Elevation = 196.11 ft
Reservoir name = Wet Pond 1 Max. Storage = 38,622 cuft
Storage Indication method used.
Wet Pond 1
Q (cfs) Hyd. No. 10-- 50 Year Q (cfs)
35.00 35.00
30.00 30.00
25.00 25.00
20.00 20.00
15.00 1 15.00
10.00 I 10.00
5.00 1 5.00
11 l
,dl
0.00 AIM
��muuiullllllllllllllllllll�l - 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Time(min)
Hyd No. 10 Hyd No. 2 I I Total storage used = 38,622 cuft

49
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2022 Monday,02/26/2024
Hyd. No. 11
Wet Pond 2
Hydrograph type = Reservoir Peak discharge = 39.94 cfs
Storm frequency = 50 yrs Time to peak = 742 min
Time interval = 2 min Hyd. volume = 387,198 cuft
Inflow hyd. No. = 5 - Post Dev Area 2A Max. Elevation = 186.29 ft
Reservoir name = Wet Pond 2 Max. Storage = 204,577 cuft
Storage Indication method used.
Wet Pond 2
Q (cfs) Hyd. No. 11 -- 50 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 miu�u�llllllll�� - 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 1680
Time(min)
Hyd No. 11 Hyd No. 5 I Total storage used = 204,577 cuft

50
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2022 Monday,02/26/2024
Hyd. No. 12
Wet Pond 3
Hydrograph type = Reservoir Peak discharge = 27.15 cfs
Storm frequency = 50 yrs Time to peak = 732 min
Time interval = 2 min Hyd. volume = 200,426 cuft
Inflow hyd. No. = 8 - Post Dev Area 3A Max. Elevation = 187.09 ft
Reservoir name = Wet Pond 3 Max. Storage = 107,501 cuft
Storage Indication method used.
Wet Pond 3
Q (cfs) Hyd. No. 12-- 50 Year Q (cfs)
90.00 90.00
80.00 80.00
70.00 70.00
60.00 60.00
50.00 50.00
40.00 40.00
30.00 30.00
II I
20.00 20.00
10.00 10.00
0.00 iiiiitiIIillll 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Time(min)
Hyd No. 12 Hyd No. 8 1 Total storage used = 107,501 cuft

51
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2022 Monday,02/26/2024
Hyd. No. 13
Post Area 1 Sum
Hydrograph type = Combine Peak discharge = 37.83 cfs
Storm frequency = 50 yrs Time to peak = 724 min
Time interval = 2 min Hyd. volume = 152,171 cuft
Inflow hyds. = 3, 10 Contrib. drain. area = 8.430 ac
Post Area 1 Sum
Q (cfs) Hyd. No. 13-- 50 Year Q (cfs)
40.00 40.00
30.00 30.00
20.00 20.00
10.00 10.00
0.00 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Time(min)
Hyd No. 13 Hyd No. 3 Hyd No. 10

52
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2022 Monday,02/26/2024
Hyd. No. 14
Post Area 2 Sum
Hydrograph type = Combine Peak discharge = 41.90 cfs
Storm frequency = 50 yrs Time to peak = 742 min
Time interval = 2 min Hyd. volume = 425,441 cuft
Inflow hyds. = 6, 11 Contrib. drain. area = 2.660 ac
Post Area 2 Sum
Q (cfs) Hyd. No. 14-- 50 Year Q (cfs)
50.00 50.00
40.00 40.00
30.00 30.00
20.00 20.00
10.00 10.00
0.00 - L 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 1680
Time(min)
Hyd No. 14 Hyd No. 6 Hyd No. 11

53
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2022 Monday,02/26/2024
Hyd. No. 15
Post Area 3 Sum
Hydrograph type = Combine Peak discharge = 35.87 cfs
Storm frequency = 50 yrs Time to peak = 726 min
Time interval = 2 min Hyd. volume = 236,646 cuft
Inflow hyds. = 9, 12 Contrib. drain. area = 6.120 ac
Post Area 3 Sum
Q (cfs) Hyd. No. 15-- 50 Year Q (cfs)
40.00 40.00
30.00 30.00
20.00 20.00
10.00 I 10.00
0.00 ' 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Time(min)
Hyd No. 15 Hyd No. 9 Hyd No. 12

CALCULATIONS
Wet Pond Number 1

STOCKS
ENGINEERING
Wet Pond Design
Project: Bryant Road Subdivision
Location: Erwin , NC
Date: 1-Sep-23
Basin ID: 1
Drainage Area (A) 5.09 Acres
Impervious Area 1.7 Acres
Impervious (I) 33.40%
Water Quality Volume
Calculate Rv: Rv= 0.05+.9 X I
Rv= 0.35
WQV= 3630XRDXRvXA
R°= 1.00 Inch
WQV= 6,478 CF
Surface Area
Average Depth = 4.00
SA/DA Ratio= 1.24 (Choose SA/DA Ration from the NC BMP Maunual Table 1 or 2)
Surface Area= (SA/DA Ratio/100)X Area(Ac.)/43,560(SF/Ac.)
2,749 SF
Orifice Sizing
Design Orifice Q= CDAo ✓2gHo
CD= 0.6
g= 32.2 FT/S2
Ho= H/3= 0.76 FT
H= 2.27 FT
Ao= 0.01 FEET
Design Pipe= 1.25 INCH
Design Orifice Q= 0.04 CFS
Days to Drain = 2.1
Wetland Plants -Vegetative Shelf
Vegetative Shelf SurfaceArea= 1332 SF
#of Wetland Plants= 333

WET DETENTION FOREBAY VOLUME COMPARISON
FOREBAY VOLUME POND VOLUME
ELEVATI SURFAC SURFAC INCREME ELEVATI SURFAC INCREME
ON E AREA E AREA VOLUME ON E AREA VOLUME
185 2398
2,610.5
188.0 398.0 186 2823
540.5 3,051.0
189.0 683.0 187.0 3,279.0
852.0 3,522.0
190.0 1,021.0 188.0 3,765.0
1,215.0 4,017.5
191.0 1,409.0 189.0 4,270.0
1,757.5 4,542.5
192.0 2,106.0 190.0 4,815.0
2,699.5 5,096.0
193 3293 191.0 5,377.0
SUM = 7,064.5 5,729.0
192.0 6,081.0
6,687.0
193 7293
SUM = 35,255.5
Forebay isl 20.0% I of Pond.
Pond Average Depth: 4.0 Feet

Buoyancy Resistance Calculations for Outlet
Assumptions:
Unit Weight of Saturated Soil [gsat] = 120 pcf
Unit Weight of Concrete [g�on�] = 147 pcf
Unit Weight of Water[gw] = 62.4 pcf
Base Length [L] = 4 feet Same if Extended Moorbase
Base Width [W] = 5 feet Same if Extended Moorbase
Known:
Inside Diameter of Structure (ft) = ID 2.78 2'X3' Box
Outside Diameter of Structure (ft) = OD 3.44 2'X3' Box
Depth of Structure (ft) = D 4.5
Minimum Base Slab Thickness (in) = T 6
Minimum Top Slab Thickness (in) = Tts 0
Average Invert Thickness (in) = Ti 6
Base Slab Area (ft2) = A (L x W) or pi(L/2)2
Displacement Volume, Wetwell (ft2) = Vw pi(OD/2)2D
Displacement Volume, Base Slab (ft2) = Vbs A(T/12)
Buoyant Force = B (Vw+ Wbs)x gw
Effective Weight of Soil Over Slab Extension = S (gsat-gw) x (A-pi(OD/2)2)D
Structure Weight, Walls = Ww (pi(OD/2)2 - pi(ID/2)2)Dgconc
Structure Weight, Invert = Wi pi(ID/2)2Tigbanc
Structure Weight, Top Slab = Wts pi(OD/2)2(Tts/12)g�o��
Structure Weight, Base Slab = Wbs A(T/12)gconc
Structure Weight, Total = W Ww+ W; + Wts + Wbs
Table of Calculations:
A Ww Wi Wts Wbs W
(ft2) (Ibs) (Ibs) (Ibs) (Ibs) (Ibs)
12.56 2131.74 445.9094 0.00 923.16 3500.807
Vw Vbs B S W+ S = 4348.55
(ft3) (ft3) (Ibs) (Ibs) B = 3000.33 FOS
41.80 6.28 3000.33 847.75 Is W+ S > B? YES 1.45
Conclusion:
Since the weight of the structure and the base slab is greater than the buoyancy for of the structure,
the resistance to buoyant force is provided.

STOCKS
ENGINEERING
Rip-Rap Outlet Protection
Pipe # FES#1
• 2"4P 'I
Tli0�.' Known:
+ 4 ��00�46.1•�S S .
•,:••'aWitI+0•�- 18 RCP
3do A 1:%��2�14�%1ii A
iiiii�'� /����ezet. 4do Noliw146.411 .4towitst v 10=Clio= 10.95
fit jt:.�` ��:�,
6�•i1.40:j..."�� Min. Required:
Plan iv EP La = 8
W= 8
■ La
--Iii
3do= 4.5
, �,�:, 40.10„aP_l Tri:,lte,.; d50= 0.3 (Rip Rap Size)
ii_I(11�J d %d!ii.- :�a•��p_:-,Illltlil
Section AA *Filter
blanket *Use Class B Rip Rap over
Mirafi 140N 18 " in depth.
STOCKS
ENGINEERING
Rip-Rap Outlet Protection
Pipe # FES#2
•
f •,•olovei 101 - Known: 30 RCP
3d0 A iii I�%�i�����%ii A Qio= 23.28
do '�C����'•�1��g� Vie= 4.74
46,4vie 6:46lit/•
,..4,,Aselkir Min. Required:
....dlavbsea La = 12
Plan
W = 12.3
La 7 3do= 7.5
d50= 0.3 (Rip Rap Size)
i Ad i;;;.ew i�i:► '.040: Ia.
I
Section AA 'blanket *Use Class B Rip Rap over
Mirafi 140N 18 " in depth.

CALCULATIONS
Wet Pond Number 2

STOCKS
ENGINEERING
Wet Pond Design
Project: Bryant Road Subdivision
Location: Harnett, NC
Date: 3-Apr-23
Basin ID: 2
Drainage Area (A) 25.55 Acres
Impervious Area 12.34 Acres
Impervious (I) 48.30%
Water Quality Volume
Calculate Rv: Rv= 0.05+.9 X I
Rv= 0.48
WQV= 3630XRDXRvXA
R°= 1.00 Inch
WQV= 44,952 CF
Surface Area
Average Depth = 5.00
SA/DA Ratio= 1.31 (Choose SA/DA Ration from the NC BMP Maunual Table 1 or 2)
Surface Area= (SA/DA Ratio/100)X Area(Ac.)/43,560(SF/Ac.)
14,580 SF
Orifice Sizing
Design Orifice Q= CDAo ✓2gHo
CD= 0.6
g= 32.2 FT/S2
Ho= H/3= 0.92 FT
H= 2.75 FT
Ao= 0.05 FEET
Design Pipe= 3 INCH
Design Orifice Q= 0.23 CFS
Days to Drain = 2.3
Wetland Plants -Vegetative Shelf
Vegetative Shelf SurfaceArea= 3324 SF
#of Wetland Plants= 831

WET DETENTION FOREBAY VOLUME COMPARISON
FOREBAY VOLUME POND VOLUME
ELEVATI SURFACE SURFAC INCREME ELEVATI SURFAC INCREME
ON AREA E AREA VOLUME ON E AREA VOLUME
175.0
0.0
176.0 175.0 20,046.0
2,068.5 20,693.5
177.0 2,368.0 1,769.0 176.0 21,341.0
4,523.5 22,004.0
178.0 2,767.0 2,143.0 177.0 22,667.0
5,323.0 23,345.0
179.0 3,192.0 2,544.0 178.0 24,023.0
6,173.5 24,714.5
180 3642 2969 179.0 25,406.0
7,196.0 26,109.5
181.0 4,234.0 3,547.0 180 26813
8,788.5 27,637.5
182 5294 4502 181.0 28,462.0
SUM = 34,073.0 30,127.5
182 31793
SUM = 174,631.5
Forebay is 19.5% of Pond.
Pond Average Depth: 5.0 Feet

Buoyancy Resistance Calculations for Outlet
Assumptions:
Unit Weight of Saturated Soil [gsat] = 120 pcf
Unit Weight of Concrete [g�on�] = 147 pcf
Unit Weight of Water[gw] = 62.4 pcf
Base Length [L] = 5 feet Same if Extended Moorbase
Base Width [W] = 5 feet Same if Extended Moorbase
Known:
Inside Diameter of Structure (ft) = ID 2.78 2'X3' Box
Outside Diameter of Structure (ft) = OD 3.44 2'X3' Box
Depth of Structure (ft) = D 4.5
Minimum Base Slab Thickness (in) = T 6
Minimum Top Slab Thickness (in) = Tts 0
Average Invert Thickness (in) = Ti 6
Base Slab Area (ft2) = A (L x W) or pi(L/2)2
Displacement Volume, Wetwell (ft2) = Vw pi(OD/2)2D
Displacement Volume, Base Slab (ft2) = Vbs A(T/12)
Buoyant Force = B (Vw+ Wbs)x gw
Effective Weight of Soil Over Slab Extension = S (gsat-gw) x (A-pi(OD/2)2)D
Structure Weight, Walls = Ww (pi(OD/2)2 - pi(ID/2)2)Dgconc
Structure Weight, Invert = Wi pi(ID/2)2Tigbanc
Structure Weight, Top Slab = Wts pi(OD/2)2(Tts/12)g�o��
Structure Weight, Base Slab = Wbs A(T/12)gconc
Structure Weight, Total = W Ww+ W; + Wts + Wbs
Table of Calculations:
A Ww Wi Wts Wbs W
(ft2) (Ibs) (Ibs) (Ibs) (Ibs) (Ibs)
19.63 2131.74 445.9094 0.00 1442.438 4020.085
Vw Vbs B S W+ S = 6699.08
(ft3) (ft3) (Ibs) (Ibs) B = 3220.76 FOS
41.80 9.81 3220.76 2678.99 Is W+ S > B? YES 2.08
Conclusion:
Since the weight of the structure and the base slab is greater than the buoyancy for of the structure,
the resistance to buoyant force is provided.

STOCKS
ENGINEERING
Rip-Rap Outlet Protection
Pipe # FES#1
• 2"4P 'I
Tli0�.' Known:
+ 4 ��00�46.1•�S S .
•,:••'aWitI+0•�- 18 RCP
3do A 1:%��2�14�%1ii A
iiiii�'� /����ezet. 4do Noliw146.411 .4towitst v 10=Clio= 10.95
fit jt:.�` ��:�,
6�•i1.40:j..."�� Min. Required:
Plan iv EP La = 8
W= 8
■ La
--Iii
3do= 4.5
, �,�:, 40.10„aP_l Tri:,lte,.; d50= 0.3 (Rip Rap Size)
ii_I(11�J d %d!ii.- :�a•��p_:-,Illltlil
Section AA *Filter
blanket *Use Class B Rip Rap over
Mirafi 140N 18 " in depth.
STOCKS
ENGINEERING
Rip-Rap Outlet Protection
Pipe # FES#2
•
f •,•olovei 101 - Known: 30 RCP
3d0 A iii I�%�i�����%ii A Qio= 23.28
do '�C����'•�1��g� Vie= 4.74
46,4vie 6:46lit/•
,..4,,Aselkir Min. Required:
....dlavbsea La = 12
Plan
W = 12.3
La 7 3do= 7.5
d50= 0.3 (Rip Rap Size)
i Ad i;;;.ew i�i:► '.040: Ia.
I
Section AA 'blanket *Use Class B Rip Rap over
Mirafi 140N 18 " in depth.

CALCULATIONS
Wet Pond Number 3

STOCKS
ENGINEERING
Wet Pond Design
Project: Bryant Road Subdivision
Location: Harnett, NC
Date: 5-Sep-23
Basin ID: 3
Drainage Area (A) 12.58 Acres
Impervious Area 6.45 Acres
Impervious (I) 51.27%
Water Quality Volume
Calculate Rv: Rv= 0.05+.9 X I
Rv= 0.51
WQV= 3630XRDXRvXA
R°= 1.00 Inch
WQV= 23,355 CF
Surface Area
Average Depth = 4.00
SA/DA Ratio= 1.77 (Choose SA/DA Ration from the NC BMP Maunual Table 1 or 2)
Surface Area= (SA/DA Ratio/100)X Area(Ac.)/43,560(SF/Ac.)
9,699 SF
Orifice Sizing
Design Orifice Q= CDAo ✓2gHo
CD= 0.6
g= 32.2 FT/S2
Ho= H/3= 1.00 FT
H= 3 FT
Ao= 0.03 FEET
Design Pipe= 2.25 INCH
Design Orifice Q= 0.13 CFS
Days to Drain = 2.0
Wetland Plants -Vegetative Shelf
Vegetative Shelf SurfaceArea= 2166 SF
#of Wetland Plants= 542

WET DETENTION FOREBAY VOLUME COMPARISON
FOREBAY VOLUME POND VOLUME
ELEVATI SURFAC SURFAC INCREME ELEVATI SURFAC INCREME
ON E AREA E AREA VOLUME ON E AREA VOLUME
176.0 203.0 435.0
177.0 349.0 656.0 176 9098
9,485.5
178.0 520.0 923.0 177.0 9,873.0
1,700.5 10,274.0
179.0 724.0 1,234.0 178.0 10,675.0
2,242.0 11,090.0
180.0 954.0 1,572.0 179.0 11,505.0
2,835.0 11,932.5
181 1209 1935 180.0 12,360.0
3,589.5 12,800.0
182.0 1,608.0 2,427.0 181 13240
4,884.5 13,760.5
183 2308 3426 180.0 14,281.0
SUM = 15,251.5 15,318.0
181 16355
SUM = 84,660.5
Forebay isl 18.0% I of Pond.
Pond Average Depth: 4.5 Feet

Buoyancy Resistance Calculations for Outlet
Assumptions:
Unit Weight of Saturated Soil [gsat] = 120 pcf
Unit Weight of Concrete [g�on�] = 147 pcf
Unit Weight of Water[gw] = 62.4 pcf
Base Length [L] = 5 feet Same if Extended Moorbase
Base Width [W] = 5 feet Same if Extended Moorbase
Known:
Inside Diameter of Structure (ft) = ID 2.78 2'X3' Box
Outside Diameter of Structure (ft) = OD 3.44 2'X3' Box
Depth of Structure (ft) = D 4.5
Minimum Base Slab Thickness (in) = T 6
Minimum Top Slab Thickness (in) = Tts 0
Average Invert Thickness (in) = Ti 6
Base Slab Area (ft2) = A (L x W) or pi(L/2)2
Displacement Volume, Wetwell (ft2) = Vw pi(OD/2)2D
Displacement Volume, Base Slab (ft2) = Vbs A(T/12)
Buoyant Force = B (Vw+ Wbs)x gw
Effective Weight of Soil Over Slab Extension = S (gsat-gw) x (A-pi(OD/2)2)D
Structure Weight, Walls = Ww (pi(OD/2)2 - pi(ID/2)2)Dgconc
Structure Weight, Invert = Wi pi(ID/2)2Tigbanc
Structure Weight, Top Slab = Wts pi(OD/2)2(Tts/12)g�o��
Structure Weight, Base Slab = Wbs A(T/12)gconc
Structure Weight, Total = W Ww+ W; + Wts + Wbs
Table of Calculations:
A Ww Wi Wts Wbs W
(ft2) (Ibs) (Ibs) (Ibs) (Ibs) (Ibs)
19.63 2131.74 445.9094 0.00 1442.438 4020.085
Vw Vbs B S W+ S = 6699.08
(ft3) (ft3) (Ibs) (Ibs) B = 3220.76 FOS
41.80 9.81 3220.76 2678.99 Is W+ S > B? YES 2.08
Conclusion:
Since the weight of the structure and the base slab is greater than the buoyancy for of the structure,
the resistance to buoyant force is provided.

STOCKS
ENGINEERING
Rip-Rap Outlet Protection
Pipe # FES#3
•+l,„,..04. Known:
iper•ipze+ is j a..- —�`+- 24 RCP
3d0 A ;i Wi � lie°A
�'�.•��teitifiti Qio= 4.112
II..
do ������s�S��li�i Vio= 1.31
t 1;��1��+ +� o�r Min. Required:
Plan
` '.�41Irr La = 8
W= 9.2
7.11117759
La 3do= 6
d5o= 0.3 (Rip Rap Size)
Fier
Section AA blanket *Use Class B Rip Rap over
Mirafi 140N 18 " in depth.

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