SW6240902_Design Calculations_20241023

Prepared for:
GFC SANCTUARY, LLC
8601 Six Forks Road, Suite 270
Raleigh, NC 27615
Contact: Zak Shipman, PE
Stormwater & Erosion
Control Narrative
Sanctuary Subdivision
Harnett County, NC
CD Submittal #1 - June 25, 2024
CurryENGINEERING
Prepared by: _ , Ou7Q
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Don Curry, PE =.; (,? Q� ",it
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The Curry Engineering Group, P L LC �``°"►:w.. .r•••o
205 S. Fuquay Ave. G1Z4Za21
Fuquay-Varina, NC 27526
[phone]

CurryENGINEERING
TABLE OF CONTENTS
NARRATIVES
Site Location and Description
Project Development
Stormwater Management
Erosion Control
Storm Sewer Hydraulic Gradeline
Storm Sewer Gutter Spread
SUPPORT DOCUMENTS
USGS Topography Map
FEMA Floodplain Map
NRCS Soils Information
NOAARainfall Data
Stream Classification
CALCULATIONS &ANALYSIS
Stormwater Management Calculations
Hydraflow Routing
Storm Sewer HGL Calculations
Gutter Spread Calculations
Temporary Diversion Ditch Calculations
Permanent Ditch Calculations
Outlet Protection Calculations
Sediment Basin Calculations
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NARRATIVES
Site Location &Description
GFC Sanctuary, LLC,plans to develop approximately 35 acres of vacant and farm property south of
Daydream Crossing, east of Serenity Walk Parkway, and west of Sherman Road, in Harnett County,NC.
The project consists ofa single parcel. The project is bordered by subdivision property to the north and
west that is under development, and existing subdivision to the east, and farmland to the south.
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The majority of the site is cultivated land with the property having small portions of wooded are. There
is a small pond at the northwest corner of the property that has since been drained. Survey is
provided by Taylor Land Consultants.
3

Project Development
The developer plans to develop the property such that a total of41 single family homes can be
constructed. The project is currently zoned as RA 30 through Harnett County.
The nearest connection points for potable water is an 8"public water main at the end of Daydream
Crossing to the north and an 8"public water main at the end of Restful Point Way,to the west. The
project proposes to connect to both locations with an 8"water main through the project.
The nearest connection point for gravity sanitary sewer is a public sewer manhole at the end of Restful
Point Way. The project proposed to connect all sanitary sewer from the proposed subdivision to this
sewer line,west of the property.
Stormwater Management
The project drains to multiple drainage areas in the pre-developed state (see plan sheet SW-1.0), due
to the high point on the property,however, all areas ultimately drain to Hector Creek, a tributary of the
Cape Fear River. See enclosed documentation for stream classification.
Watershed regulations require that all impervious surfaces captured must be treated for 85%total
suspended solids (TSS)and the volume of runoff from the first inch of rainfall be treated and released
over two to five days. An additional requirement per Section Article X—Section 2.5 of the Harnett
CountyUDOis to provide peak flow attenuation for the 10 year and 25-year storm event. Additionally,
the project is within the WS-IV-P watershed district which requires the impervious area to be less than
24%for the single-family portion. The impervious area percentage proposed is 23.83%(each lot is
proposed to have 6,000 square feet of impervious area).
The project will not be mass graded,however, certain portions of the property along the eastern
boundary will require lot filling and re-grading in order to facilitate drainage to the SCM#2. The
proposed site drains to 3 primary analysis points (N, S, and E)with a combination of captured and
bypass areas. See SW-1.0 and SW-2.0 for drainage areas.
A summary of the stormwater pre and post development rates is illustrated below.
POANORTH:DAPRE.#1,2,6 vs.POST#1,2,6,7(HYD#7,20)
Pre-Development Post-Development Peak Net Change Net Change
Storm Event Peak Flow Floww/SCM
(cfs) (cfs) (cfs) N
1 yr 0.87 0.55 -0.32 -37%
2 yr 1.67 0.94 -0.73 -44%
10 yr 7.18 2.95 -4.23 -59%
25 yr 11.92 6.04 -5.88 -49%
100 yr 21.06 26.36 5.30 25%
4

POASOUTH:DAPRE#3,4 vs.POST#3,4(HYD#8,21)
Pre-Development Post-Development Peak Net Change Net Change
Storm Event Peak Flow Floww/SCM
(cfs) (cfs) (cfs) (%)
1 yr 3.78 0.69 -3.09 -82%
2 yr 5.34 1.12 -4.22 -79%
10 yr 13.15 5.58 -7.57 -58%
25 yr 18.51 17.89 -0.62 -3%
100 yr 27.65 35.36 7.71 28%
POAEAST:DAPRE#5 vs.POST#5(HYD#5, 17)
Pre-Development Post-Development Peak Net Change Net Change
Storm Event Peak Flow Floww/SCM
(cfs) (cfs) (cfs) (%)
1 yr 1.00 0.003 -1.00 -100%
2 yr 1.90 0.009 -1.89 -100%
10 yr 7.90 0.36 -7.54 -95%
25 yr 12.71 1.53 -11.18 -88%
100 yr 21.45 4.53 -16.92 -79%
POAENIIRE SITE:HYD#9,22
Pre-Development Post-Development Peak Net Change Net Change
Storm Event Peak Flow Floww/SCM
(cfs) (cfs) (cfs) (%)
1 yr 5.62 1.12 -4.50 -80%
2 yr 8.83 1.82 -7.01 -79%
10 yr 27.63 8.50 -19.13 -69%
25 yr 42.14 21.65 -20.49 -49%
100 yr 68.57 51.51 -17.06 -25%
Aseasonal high water table investigation has not been conducted since NCDENRno longer requires
wet detention basins to be designed with liners to prevent SHWT migration into the ponds.
The wet detention pond has been modeled using Hydraflow Hydrographs byAutoDesk. The SCS
method was utilized for determining pre/post flow rates. TR 55 was used to determine flow times to
the analysis points. See enclosed calculations for summary.
5

Erosion Control
The purpose of this project is to clear and grub and construct infrastructure for a 41 lot single-family
residential subdivision. The property is privately owned. See owner information on existing conditions
plan. The site is currently undeveloped.
Approximately 15.2 acres will be disturbed during construction. The maximum fill will be approx. 9
feet. This project will involve removal of topsoil to create residential roadway and infrastructure. The
disturbance area includes select areas of mass grading of lots. An underground storm drainage
system will be installed to convey stormwater to permanent stormwater management areas.
The project is scheduled to begin construction in fall of 2024 with project completion and final
stabilization by fall of 2025. The erosion and sediment control program for this project will include the
installation of a suitable construction entrance, temporary silt fencing, silt fence outlets, diversion
ditches, inlet protection measures and sediment basins.
The soils at this site are predominately loamy sands. Soils are moderatelywell drained with Ksat
ranges from moderatelyhigh to high. Slopes are largelybetween 0 to 6%. On-site soils are
predominantlyFuquay Loamy Sands (FaB)and Dotham Loamy Sands (DoB). Both are B type soils,
however, there are some type A soils included on site as well.
Soils information has been obtained through the USDA&NRCS website:
http://websoilsurvey.nres.usda.gov/app/ for Harnett County.
6

Storm Sewer Hydraulic Gradeline Analysis
The project will require the use of several curb inlets &yard inlets to capture stormwater runoff.
Standard NCDOT grated type catch basins are being utilized within the subdivision and right of way
street improvements. The storm drainage system for this project has been designed with the following
criteria:
• Class III RCP with 15-in minimum pipe diameter
• Start the HGL analysis at normal flow
• Maintain 10 yr. HGL inside the system
• Minimum slope of 0.5%
• Minimum Cover of 2-ft (top of subgrade to crown).
Each inlet has a delineated drainage basin composite C value for land use and a minimum Tc often
(10)minutes. The rational method was utilized for calculating peak flow.
The hydraulic grade line for the storm drainage system was calculated using Hydraflow Storm Sewers
byAutodesk. The analysis included checking the system for inlet control. Refer to the calculations
section for the Hydraflow output calculations.
Storm Sewer Gutter Spread Analysis
In addition to an HGL anlaysis the storm sewer system in the residential roadways were analyzed for
gutter spread. The gutter spread for the storm drainage system has been designed with the following
criteria:
• Max gutter spread within roadway is 8 feet (Gutter =2'plus half of roadway=6', total=8')
during the 4 in/hr storm event with the exception of cul-de-sac catch basins.
• Mannings "n"of the gutter is 0.013.
• Cross slope ofroad is 2%
• Longitudinal slope ofroad as designed.
Each inlet has a delineated drainage basin and composite C value for land use. The rational method
was utilized for calculating peak flow.
The gutter spread analysis for the storm drainage system was calculated using Hydraflow Storm
Sewers byAutodesk. The analysis included checking the system for inlet control. Refer to the
calculations section for the Hydraflow output calculations.
7

SUPPORT DOCUMENTS
USGS 7.5 Minute Topography Map
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SUPPORT DOCUMENTS
FEMA Floodplain Map
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Area with Reduced Flood Risk due to
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Effective LOMRs
OTHER AREAS Area of Undetermined Flood Hazard ZoneD
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digital flood maps if it is not void as described below.
The basemap shown complies with FEMA's basemap
accuracy standards
The flood hazard information is derived directly from the
authoritative NFHL web services provided by FEMA.This map
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Feet 1.6 00o unmapped and unmodernized areas cannot be used for
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Basemap Imagery Source:USGS National Map 2023

SUPPORT DOCUMENTS
NRCS Soils Information
CENC74;EST. 10
yr
CAR

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

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

Contents
Preface 2
How Soil Surveys Are Made 5
Soil Map 8
Soil Map 9
Legend 10
Map Unit Legend 11
Map Unit Descriptions 11
Harnett County, North Carolina 13
CeB—Cecil fine sandy loam, 2 to 8 percent slopes 13
CeD—Cecil fine sandy loam, 8 to 15 percent slopes 14
DoB—Dothan loamy sand, 2 to 6 percent slopes 15
FaB—Fuquay loamy sand, 0 to 6 percent slopes 16
WaC—Wagram loamy sand, 6 to 10 percent slopes 18
References 20
4

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

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

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

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

Custom Soil Resource Report
Soil Map
2
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I
35°32'41"N o 35°32'41"N
a I
at
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i J J
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3 3
. Map Scale:1:3,200 if printed on A landscape(11"x 8.5")sheet. m
Meters N
0 45 90 180 270
Feet
0 150 300 m 600 900
Map projection:Web Mercator Coer coordinates:WG584 Edge tics:UTM Zone 17N WGS84
9

Custom Soil Resource Report
MAP LEGEND MAP INFORMATION
Area of Interest(AOI) 14 Spoil Area The soil surveys that comprise your AOI were mapped at
Area of Interest(AOI) 1:24,000.
Q Stony Spot
Soilsit Very Stony Spot
Soil Map Unit Polygons Warning:Soil Map may not be valid at this scale.
Wet Spot
,..,. Soil Map Unit Lines Enlargement of maps beyond the scale of mapping can cause
p Other misunderstandingof the detail of mapping and accuracyof soil
p Soil Map Unit Points pp 9
.• Special Line Features line placement.The maps do not show the small areas of
Special Point Features contrasting soils that could have been shown at a more detailed
Blowout Water Features scale.
-_- Streams and Canals
kg Borrow Pit
Transportation Please rely on the bar scale on each map sheet for map
* clay Spot 1.44 Rails measurements.
0 Closed Depression
o,/ Interstate Highways
Gravel Pit Source of Map: Natural Resources Conservation Service
.r US Routes Web Soil Survey URL:
Gravelly Spot Major Roads Coordinate System: Web Mercator(EPSG:3857)
® Landfill Local Roads Maps from the Web Soil Survey are based on the Web Mercator
• Lava Flow Background projection,which preserves direction and shape but distorts
distance and area.A projection that preserves area,such as the
46 Marsh or swamp Aerial Photography Albers equal-area conic projection,should be used if more
It Mine or Quarry accurate calculations of distance or area are required.
4 Miscellaneous Water This product is generated from the USDA-NRCS certified data as
O Perennial Water of the version date(s)listed below.
v Rock Outcrop Soil Survey Area: Harnett County,North Carolina
+ Saline Spot Survey Area Data: Version 21,Sep 13,2023
Sandy Spot Soil map units are labeled(as space allows)for map scales
Severely Eroded Spot 1:50,000 or larger.
• Sinkhole Date(s)aerial images were photographed: 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
CeB Cecil fine sandy loam,2 to 8 4.7 13.7%
percent slopes
CeD Cecil fine sandy loam,8 to 15 0.4 1.1%
percent slopes
DoB Dothan loamy sand,2 to 6 14.6 42.5%
percent slopes
FaB Fuquay loamy sand,0 to 6 11.2 32.5%
percent slopes
WaC Wagram loamy sand,6 to 10 3.5 10.2%
percent slopes
Totals for Area of Interest 34.4 100.0%
Map Unit Descriptions
The map units delineated on the detailed soil maps in a soil survey represent the
soils or miscellaneous areas in the survey area. The map unit descriptions, along
with the maps, can be used to determine the composition and properties of a unit.
A map unit delineation on a soil map represents an area dominated by one or more
major kinds of soil or miscellaneous areas. A map unit is identified and named
according to the taxonomic classification of the dominant soils. Within a taxonomic
class there are precisely defined limits for the properties of the soils. On the
landscape, however, the soils are natural phenomena, and they have the
characteristic variability of all natural phenomena. Thus, the range of some
observed properties may extend beyond the limits defined for a taxonomic class.
Areas of soils of a single taxonomic class rarely, if ever, can be mapped without
including areas of other taxonomic classes. Consequently, every map unit is made
up of the soils or miscellaneous areas for which it is named and some minor
components that belong to taxonomic classes other than those of the major soils.
Most minor soils have properties similar to those of the dominant soil or soils in the
map unit, and thus they do not affect use and management. These are called
noncontrasting, or similar, components. They may or may not be mentioned in a
particular map unit description. Other minor components, however, have properties
and behavioral characteristics divergent enough to affect use or to require different
management. These are called contrasting, or dissimilar, components. They
generally are in small areas and could not be mapped separately because of the
scale used. Some small areas of strongly contrasting soils or miscellaneous areas
are identified by a special symbol on the maps. If included in the database for a
given area, the contrasting minor components are identified in the map unit
descriptions along with some characteristics of each. A few areas of minor
components may not have been observed, and consequently they are not
mentioned in the descriptions, especially where the pattern was so complex that it
was impractical to make enough observations to identify all the soils and
miscellaneous areas on the landscape.
11

Custom Soil Resource Report
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.
12

Custom Soil Resource Report
Harnett County, North Carolina
CeB—Cecil fine sandy loam, 2 to 8 percent slopes
Map Unit Setting
National map unit symbol: 3sp1
Elevation: 200 to 1,400 feet
Mean annual precipitation: 37 to 60 inches
Mean annual air temperature: 59 to 66 degrees F
Frost-free period: 200 to 240 days
Farmland classification: All areas are prime farmland
Map Unit Composition
Cecil and similar soils: 90 percent
Estimates are based on observations, descriptions, and transects of the mapunit.
Description of Cecil
Setting
Landform: Interfluves
Landform position (two-dimensional): Summit
Landform position (three-dimensional): Interfluve
Down-slope shape: Convex
Across-slope shape: Convex
Parent material: Saprolite derived from granite and gneiss and/or schist
Typical profile
Ap- 0 to 7 inches: fine sandy loam
Bt- 7 to 40 inches: clay
BC-40 to 55 inches: clay loam
C- 55 to 80 inches: sandy loam
Properties and qualities
Slope: 2 to 8 percent
Depth to restrictive feature: More than 80 inches
Drainage class:Well drained
Runoff class: Medium
Capacity of the most limiting layer to transmit water(Ksat): Moderately 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 8.2 inches)
Interpretive groups
Land capability classification (irrigated): None specified
Land capability classification (nonirrigated): 2e
Hydrologic Soil Group: A
Ecological site: F136XY820GA-Acidic upland forest, moist
Hydric soil rating: No
13

Custom Soil Resource Report
CeD—Cecil fine sandy loam, 8 to 15 percent slopes
Map Unit Setting
National map unit symbol: 3sp2
Elevation: 200 to 1,400 feet
Mean annual precipitation: 37 to 60 inches
Mean annual air temperature: 59 to 66 degrees F
Frost-free period: 200 to 240 days
Farmland classification: Farmland of statewide importance
Map Unit Composition
Cecil and similar soils: 85 percent
Estimates are based on observations, descriptions, and transects of the mapunit.
Description of Cecil
Setting
Landform: Interfluves
Landform position (two-dimensional): Summit, shoulder
Landform position (three-dimensional): Interfluve
Down-slope shape: Convex
Across-slope shape: Convex
Parent material: Saprolite derived from granite and gneiss and/or schist
Typical profile
Ap- 0 to 7 inches: fine sandy loam
Bt- 7 to 40 inches: clay
BC-40 to 55 inches: clay loam
C- 55 to 80 inches: sandy loam
Properties and qualities
Slope: 8 to 15 percent
Depth to restrictive feature: More than 80 inches
Drainage class:Well drained
Runoff class: Medium
Capacity of the most limiting layer to transmit water(Ksat): Moderately high to high
(0.57 to 1.98 in/hr)
Depth to water table: More than 80 inches
Frequency of flooding: None
Frequency of ponding: None
Available water supply, 0 to 60 inches: Moderate (about 8.2 inches)
Interpretive groups
Land capability classification (irrigated): None specified
Land capability classification (nonirrigated): 3e
Hydrologic Soil Group: A
Ecological site: F136XY820GA-Acidic upland forest, moist
Hydric soil rating: No
14

Custom Soil Resource Report
DoB—Dothan loamy sand, 2 to 6 percent slopes
Map Unit Setting
National map unit symbol: 2wb94
Elevation: 50 to 660 feet
Mean annual precipitation: 40 to 69 inches
Mean annual air temperature: 55 to 70 degrees F
Frost-free period: 190 to 310 days
Farmland classification: All areas are prime farmland
Map Unit Composition
Dothan and similar soils: 82 percent
Minor components: 18 percent
Estimates are based on observations, descriptions, and transects of the mapunit.
Description of Dothan
Setting
Landform: Interfluves
Landform position (two-dimensional): Shoulder
Landform position (three-dimensional): Interfluve
Down-slope shape: Convex
Across-slope shape: Linear
Parent material: Loamy marine deposits
Typical profile
Ap-0 to 7 inches: loamy sand
E- 7 to 13 inches: loamy sand
Bt- 13 to 40 inches: sandy clay loam
Btv-40 to 79 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 (0.20
to 0.57 in/hr)
Depth to water table:About 36 to 59 inches
Frequency of flooding: None
Frequency of ponding: None
Maximum salinity: Nonsaline to very slightly saline (0.0 to 2.0 mmhos/cm)
Available water supply, 0 to 60 inches: Moderate (about 6.8 inches)
Interpretive groups
Land capability classification (irrigated): None specified
Land capability classification (nonirrigated): 2e
Hydrologic Soil Group: B
Forage suitability group: Loamy and clayey soils on rises and knolls of mesic
uplands (G133AA321 FL)
Other vegetative classification: Loamy and clayey soils on rises and knolls of
mesic uplands (G133AA321FL)
15

Custom Soil Resource Report
Hydric soil rating: No
Minor Components
Norfolk
Percent of map unit: 8 percent
Landform: Interfluves
Landform position (two-dimensional): Shoulder
Landform position (three-dimensional): Interfluve
Down-slope shape: Convex
Across-slope shape: Linear
Hydric soil rating: No
Fuquay
Percent of map unit: 5 percent
Landform: Interfluves
Landform position (two-dimensional): Shoulder
Landform position (three-dimensional): Interfluve
Down-slope shape: Convex
Across-slope shape: Linear
Hydric soil rating: No
Orangeburg
Percent of map unit: 5 percent
Landform: Marine terraces
Landform position (two-dimensional): Summit, shoulder, backslope
Landform position (three-dimensional): Side slope
Down-slope shape: Linear
Across-slope shape: Convex, linear
Hydric soil rating: No
FaB—Fuquay loamy sand, 0 to 6 percent slopes
Map Unit Setting
National map unit symbol: 2wb9d
Elevation: 160 to 660 feet
Mean annual precipitation: 40 to 69 inches
Mean annual air temperature: 55 to 70 degrees F
Frost-free period: 190 to 310 days
Farmland classification: Farmland of statewide importance
Map Unit Composition
Fuquay and similar soils: 85 percent
Minor components: 15 percent
Estimates are based on observations, descriptions, and transects of the mapunit.
Description of Fuquay
Setting
Landform: Interfluves
Landform position (two-dimensional): Shoulder
16

Custom Soil Resource Report
Landform position (three-dimensional): Interfluve
Down-slope shape: Convex
Across-slope shape: Linear
Parent material: Sandy marine deposits over loamy marine deposits
Typical profile
Ap- 0 to 10 inches: loamy sand
E- 10 to 28 inches: loamy sand
Bt- 28 to 44 inches: sandy clay loam
Btv-44 to 80 inches: sandy clay loam
Properties and qualities
Slope: 0 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 (0.20
to 0.57 in/hr)
Depth to water table:About 40 to 61 inches
Frequency of flooding: None
Frequency of ponding: None
Maximum salinity: Nonsaline to very slightly saline (0.0 to 2.0 mmhos/cm)
Sodium adsorption ratio, maximum:4.0
Available water supply, 0 to 60 inches: Low(about 5.8 inches)
Interpretive groups
Land capability classification (irrigated): None specified
Land capability classification (nonirrigated): 2s
Hydrologic Soil Group: B
Forage suitability group: Sandy over loamy soils on rises, knolls, and ridges of
mesic uplands (G133AA221FL)
Other vegetative classification: Sandy over loamy soils on rises, knolls, and ridges
of mesic uplands (G133AA221FL)
Hydric soil rating: No
Minor Components
Dothan
Percent of map unit: 7 percent
Landform: Interfluves
Landform position (two-dimensional): Shoulder
Landform position (three-dimensional): Interfluve
Down-slope shape: Convex
Across-slope shape: Linear
Other vegetative classification: Loamy and clayey soils on rises and knolls of
mesic uplands (G133AA321FL)
Hydric soil rating: No
Candor
Percent of map unit: 5 percent
Landform: Marine terraces
Landform position (two-dimensional): Summit, shoulder, footslope
Landform position (three-dimensional): Interfluve
Down-slope shape: Convex, linear
Across-slope shape: Convex, linear
Hydric soil rating: No
17

Custom Soil Resource Report
Blaney
Percent of map unit: 3 percent
Landform: Ridges
Landform position (two-dimensional): Summit, shoulder, backslope
Landform position (three-dimensional): Interfluve, side slope
Down-slope shape: Convex
Across-slope shape: Convex
Hydric soil rating: No
WaC—Wagram loamy sand, 6 to 10 percent slopes
Map Unit Setting
National map unit symbol: 3sqr
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
Wagram and similar soils: 85 percent
Estimates are based on observations, descriptions, and transects of the mapunit.
Description of Wagram
Setting
Landform: Ridges on marine terraces, broad interstream divides on marine
terraces
Landform position (two-dimensional): Shoulder
Landform position (three-dimensional): Crest
Down-slope shape: Convex
Across-slope shape: Convex
Parent material: Loamy marine deposits
Typical profile
Ap- 0 to 8 inches: loamy sand
E- 8 to 24 inches: loamy sand
Bt- 24 to 75 inches: sandy clay loam
BC- 75 to 83 inches: sandy loam
Properties and qualities
Slope: 6 to 10 percent
Depth to restrictive feature: More than 80 inches
Drainage class:Well drained
Runoff class: Medium
Capacity of the most limiting layer to transmit water(Ksat): Moderately high to high
(0.57 to 1.98 in/hr)
Depth to water table:About 60 to 80 inches
Frequency of flooding: None
Frequency of ponding: None
18

Custom Soil Resource Report
Available water supply, 0 to 60 inches: Moderate (about 6.7 inches)
Interpretive groups
Land capability classification (irrigated): None specified
Land capability classification (nonirrigated): 3s
Hydrologic Soil Group: A
Ecological site: F153AY030NC - Dry Loamy Rises and Flats
Hydric soil rating: No
19

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
20

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
21

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

Search X (av Find address or place I C, e°
4-4
LiZEI
Surface Water Classifications: ED - x -a
Seat„
O. Zoom to
Stream Index: 18-15-(0.7)
Stream Name: Hector Creek
Description: From a point 1.1 miles upstream
of Harnett County SR 1414 to
Cape Fear R.
Classification: WS•IV;HQW
Date of Class.: July 31,1998 SITE
What does this Class.mean? View
River Basin: Cape Fear
4e
'nsc
Q V1
4 LJ

CALCULATIONS &ANALYSIS
Stormwater Management Calculations
CE N G/Ns 10
cARo-

Project Data Revisions
Project# 2023-052 No Date Description
Project Name Sanctuary Subdivision
Date 6/25/2024
WATER QUALITY&SURFACE AREA CALCULATION
Wet Detention Pond#1
1) Calculate percent impervious draining to pond.
Impervious Summary
Drainage Area= 16.84 acres Lots(6000sf/lot) 2.89 ac
Impervious Area= 4.54 acres ROW 1.65 ac
ac
%Imperv.= 26.97 % TOTAL 4.54 ac
2) Find the volume of the 1.0"storm using the"Simple Method"(Schueler 1987):
The volume of the 1"storm must be detained in the pond above the permanent pool and must be drawn down over a period
of two to five days.
Rv= 0.05+0.009(I)
Rv= runoff coefficient(ratio of runoff to rainfall in inches)
I= percent impervious
Rv= 0.293 in/in
Volume of 1.0"storm(must exceed 3630 cf):
WQv=3630 x RD x Rv XA
WQv=volume ofrunoofgnerated from design storm
RD=Design storm= 1 inch
Rv=Runoff Coef= 0.293 inch/inch
A=Drainage Area= 16.84 acre
WQv= 17,897 113
3) Determine Surface Area to Drainage Area Ratio&Surface of Permanent Pool(Water Quality)
Table 1:Piedmont and Mountain SA/DA Table(Adapted from Driscoll,1986)
Permanent Pool Average Depth(ft)
Percent
Impervious
Cover 3.0 4.0 5.0 6.0 7.0 8.0
' 10% 0.51 043 0.37 0.30 0.27 0.25
' 20% 0.84 0-69 0.61 0 51 0.44 0.40
' 30% 1.17 0.81 0.84 0.72 0.61 0.56
1 40% 1.51 1.22 1.09 0.91 0.78 0.71
' 50% 1.79 147 1.31 1.13 0.95 0.87
' 60% 2.09 1_73 1.49 1.31 1.12 1.03
' 70% 2.51 204 1.80 1.56 1.34 1.17
1 80% 2.92 2.36 2.07 1.82 1.62 1.40
90% 3.25 264 2.31 2.04 1.84 1.59
Desired Depth= 3 ft
Imp.% Ratio
Lower Limit= 20.00 0.84
Upper Limit= 30.00 1.17 Minimum SARequired= 7,85O R2
Actual= 26.97 1.07

Project Data Revisions
Project# 2023-052 No Date Description
Project Name Sanctuary Subdivision
Date 6/25/2024
POND MULUMES
Wet Detention Pond#1
Total Main Pool
Stage Volume Cumulative Storage
Stage Level Elevation(ft) Area(sf) (cf) (cf) Permanent Pool Volume Check
0 344.5 2103 0 0 Main Pool Vol= 28834 cf
0.5 345 2420 1131 1131 Main Pool SA= 8546 sf
1.5 346 3148 2784 3915 Main Pool—80-85% YES 84%
2.5 347 4204 3676 7591 Main Pool SACheck YES
3.5 348 5206 4705 12296
4.5 349 6265 5736 18031
5.5 350 7378 6822 24853
6 350.5 8546 3981 28834
Total Forebay Volume Forebay Volume Check
Stage Volume Cumulative Storage
Stage Level Elevation(ft) Area(sf) (cf) (cf) Total P.Pool Vol= 34304 cf
0 345.5 253 0 0 Total Forebay Vol= 5470 cf
0.5 346 365 155 155 Is Forebay—15-20% SAS 16%
1.5 347 649 507 662
2.5 348 1006 828 1489
3.5 349 1431 1219 2708
4.5 350 1912 1672 4379
5 350.5 2453 1091 5470
Temporary Pool Volume Temporary Pool Volume Check
Stage Volume Cumulative Storage
Stage Level Elevation(ft) Area(sf) (cf) (cf) WQ Volume= 17897 cf
0 350.5 10999 0 0 Temp.Pool Vol= 19905 cf
1 351.5 14227 12613 12613 Volume Enough YES
1.5 352 14940 7292 19905
Average Depth Calculation:
VPP—Vshelf
Dny= Vnelf= 318 cf
Abottomofshelf Dmaxover shelf= 0.5 ft
Where: D.,9 = Average depth in feet Perimeter= 424 ft
V,,, = Total volume of permanent pool(feel3)
V.I. = Volume over the shelf only(feet')—see below Width= 3 ft
Ab,ma,dw. = Area of wet pond at the bottom of the shelf(feet3)
V6,,,,,= 0.5a Depthma,,,,,s,.•Perimeterw,,,po„•Widthsebm„w,pa„o,00r V/p= 28834 cf
Where' Dma,over shelf = Depth of water at the deep side of the shelf as Anpnpm pr shelf= 6265 sf
measured at permanent pool(feet) D, = 4.55 ft
Perimeter,e,,,,e„empen = Perimeter of permanent pool at the bottom of the `4
shelf(feet)
Width,,,c.,e,w m m ebe,= Width from the deep side to the dry side of the
shelf as measured at permanent pool(feet)
MEI Dia Perimeter
4 12.57
5 15.71
6 18.85
10 31.42

Project Data Revisions
Project# 2023-052 No Date Description
Project Name Sanctuary Subdivision
Date 6/25/2024
WATER QUALITY°LUME DRAW DOWN CALCULATION
Wet Detention Pond#1
1) Input Orifice and Spillway Information
Orifice Diameter= 2.00 in
Orfice Coefficent= 0.60
Volume Provided= 19,905 cf
Number Orifices= 1.00
Inv Orfice= 350.50
Inv Primary Spillway= 352.00
2) Calculate Area,Head and Discharge Flow
Q=C'o A.J 2gh
g=32.2 ft/sr
h=use h/3 to simulate decreasing head
A=cross section area of orifice
discharge cfs
discharge cfs
Orfice Cross Section Area= 0.022 sf
Average head= 0.500 feet
Discharge= 0.074 cfs
3) Calculate Drawn Down Time
Tim e= Volume/Flowrate
Drawdown Time= 3.10 days
Check= OK

Project Data Revisions
Project# 2023-052 No Date Description
Project Name Sanctuary Subdivis ion
Date 6/25/2024
RISER ANTI-FLOATATION
Wet Detention Pond#1
Step 1. DETERMINE BOUYANT FORCES
Volume=Depth*Area
Depth—Riser Top Elev-Riser Bottom Elev
Riser Top Elev.= 311.5 ft
Bottom of Riser Elev.= 306.75 ft
Riser Wall Thickness= 6.00 in
Diameter of Manhole= 6.00 ft
Area=pi*diameter^2/4
Area(@outside diam)= 38.48 sf
Volume= 182.80 cf
times wt of water 62.4 lbs/cf
Bouyant Force= 11,407 lbs
Step 2. DETERMINE COUNTERWEIGHT REQUIREMENTS
Riser Top
Top Elevation= 311.5
Thickness= 0 inches
Outside Diam= 7.00 ft
Volume= 0.00 cf
Riser Walls
Inside Diam= 6.00 ft
Wall Thickness= 6.00 in
Height= 4.75 ft
Volume= 48.50 cf
Riser Bottom-Extended Base
Bottom Elevation= 306.75
Diameter= 0.00 ft
Thickness= 6.00 in Summary
Volume= 0.00 cf
Add minimum 48 inches below invert ofpond
Total Volume= 48.50 cf
xunit weight of reinforced conc. 150 lbs/cf
CounterweIght = 7,275 lbs
Factor of SafetyProvided(FSP)= 0.64
Additional Concrete Required(YN)=
Amount of Concrete Required= 7,554 lbs
Step 3. ADD CONCRETE BELOWINVERTINRISER
Area of Riser (@reside diam)= 28.27 sf
Volume Required= 86.23 cf
Calculated Depth of Concrete= 3.05 ft
Actual Depth Used= 48 in
Backcheck Volume= 113.10 cf
Backcheck Weight of Added Conc
(150-62.4)= 9907 lb
Factor of Safety= 1.31
Factor of Safety>1.30(VN)=

Project Data Revisions
Project# 2023-052 No Date Description
Project Name Sanctuary Subdivision
Date 6/25/2024
WATER QUALITY&SURFACE AREA CALCULATION
Wet Detention Pond#2
1) Calculate percent impervious draining to pond.
Impervious Summary
Drainage Area= 10.51 acres Lots(6000sf/lot) 2.75 ac
Impervious Area= 3.88 acres ROW 1.13 ac
Amenity 0.00 ac
%Imperv.= 36.95 % TOTAL 3.88 ac
2) Find the volume of the 1.0"storm using the"Simple Method"(Schueler 1987):
The volume of the 1"storm must be detained in the pond above the permanent pool and must be drawn down over a period
of two to five days.
Rv= 0.05+0.009(I)
Rv= runoff coefficient(ratio of runoff to rainfall in inches)
I= percent impervious
Rv= 0.383 in/in
Volume of 1.0"storm(must exceed 3630 cf):
WQv=3630xRDxR XA
WQv=volume ofrunoofgnerated from design storm
RD=Design storm= 1 inch
Rv=Runoff Coef= 0.383 inch/inch
A=Drainage Area= 10.51 acre
WQv= 14,600 173
3) Determine Surface Area to Drainage Area Ratio&Surface of Permanent Pool(Water Quality)
Table 1:Piedmont and Mountain SA/DA Table(Adapted from Driscoll,1986)
Permanent Pool Average Depth(ft)
Percent
Impervious
Cover 3.0 4.0 5.0 6.0 7.0 8.0
' 10% 0.51 0.43 0.37 0.30 0.27 0.25
' 20% 0.84 0-69 0.61 0 51 0.44 0.40
' 30% 1.17 0.81 0.84 0.72 0.61 0.56
I40% 1.51 1.22 1.09 0.91 0.78 0.71
' 50% 1.79 147 1.31 1.13 0.95 0.87
' 60% 2.09 1_73 1.49 1.31 1.12 1.03
' 70% 2.51 2.04 1.80 1.56 1.34 1.17
1 80% 2.92 2.98 2.07 1.82 1.62 1.40
90% 3.25 264 2.31 2.04 1.84 1.59
Desired Depth= 3 ft
Imp.% Ratio
Lower Limit= 30.00 1.17
Upper Limit= 40.00 1.51 Minimum SARequired= 6,441 R2
Actual= 36.95 1.41

Project Data Revisions
Project# 2023-052 No Date Description
Project Name Sanctuary Subdivision
Date 6/25/2024
POND 3OLUMES
Wet Detention Pond#2
Total Main Pool
Stage Volume Cumulative Storage
Stage Level Elevation(ft) Area(sf) (cf) (cf) Permanent Pool Volume Check
0 366 3366 0 0 Main Pool Vol= 31690 cf
1 367 4127 3747 3747 Main Pool SA= 8988 sf
2 368 4964 4546 8292 Main Pool—80-85% YES 80%
3 369 5877 5421 13713 Main Pool SACheck YES
4 370 6865 6371 20084
5 371 7903 7384 27468
5.5 371.5 8988 4223 31690
Total Forebay Volume Forebay Volume Check
Stage Volume Cumulative Storage
Stage Level Elevation(ft) Area(sf) (cf) (cf) Total P.Pool Vol= 39438 cf
0 368 896 0 0 Total Forebay Vol= 7748 cf
1 369 1577 1237 1237 is Forebay—15-20% 5E3 20%
2 370 2344 1961 3197
3 371 3162 2753 5950
3.5 371.5 4029 1798 7748
Temporary Pool Volume Temporary Pool Volume Check
Stage Volume Cumulative Storage
Stage Level Elevation(ft) Area(sf) (cf) (cf) WQ Volume= 14600 cf
0 371.5 13017 0 0 Temp.Pool Vol= 24011 cf
0.5 372 15991 7252 7252 Volume Enough YES
1.5 373 17526 16759 24011
Average Depth Calculation:
VPP—Vshelf Vnelf= 228 cf
Dee Abottomo shelf f Dn,sx over shelf— 0.5 ft
Where: D. = Average depth in feet Perimeter= 304 ft
Vov = Total volume of permanent pool(feeta)
Voo = Volume over the shelf only(feels)—see below Width= 3 ft
Amn,r.a,n«i = Area of wet pond at the bottom of the shelf(feet5)
V,ha,= 0.5`Depthss,a,,,,h„•Perimeter_,,,,noa'Width...=wo.a pert ashen VPP= 31690 cf
Where. Dm„�s„a,,, = Depth of water at the deep side of the shelf as Anoaon,of shelf= 7903 sf
measured at permanent pool(feet) Dm= 4.0 ft
Perimeteres..,.. s, = Perimeter of permanent pool at the bottom of the
shelf(feet)
Widths sno marsnsn= Width from the deep side to the dry side of the
shelf as measured at permanent pool(feet)

Project Data Revisions
Project# 2023-052 No Date Description
Project Name Sanctuary Subdivision
Date 6/25/2024
WATER QUALITY°LUME DRAW DOWN CALCULATION
Wet Detention Pond#2
1) Input Orifice and Spillway Information
Orifice Diameter= 2.00 in
Orfice Coefficent= 0.60
Volume Provided= 24,011 cf
Number Orifices= 1.00
Inv Orfice= 371.50
Inv Primary Spillway= 373.00
2) Calculate Area,Head and Discharge Flow
Q=C'o A.J 2gh
g=32.2 ft/sr
h=use h/3 to simulate decreasing head
A=cross section area of orifice
discharge cfs
discharge cfs
Orfice Cross Section Area= 0.022 sf
Average head= 0.500 feet
Discharge= 0.074 cfs
3) Calculate Drawn Down Time
Tim e= Volume/Flowrate
Drawdown Time= 3.74 days
Check= OK

Project Data Revisions
Project# 2023-052 No Date Description
Project Name Sanctuary Subdivis ion
Date 6/25/2024
RISER ANTI-FLOATATION
Wet Detention Pond#2
Step 1. DETERMINE BOUYANT FORCES
Volume=Depth*Area
Depth—Riser Top Elev-Riser Bottom Elev
Riser Top Elev.= 320.6 ft
Bottom of Riser Elev.= 317.00 ft
Riser Wall Thickness= 6.00 in
Diameter of Manhole= 6.00 ft
Area=pi*diameter^2/4
Area(@outside diam)= 38.48 sf
Volume= 138.54 cf
times wt of water 62.4 lbs/cf
Bouyant Force= 8,645 lbs
Step 2. DETERMINE COUNTERWEIGHT REQUIREMENTS
Riser Top
Top Elevation= 320.6
Thickness= 0 inches
Outside Diam= 7.00 ft
Volume= 0.00 cf
Riser Walls
Inside Diam= 6.00 ft
Wall Thickness= 6.00 in
Height= 3.60 ft
Volume= 36.76 cf
Riser Bottom-Extended Base
Bottom Elevation= 317.00
Diameter= 0.00 ft
Thickness= 6.00 in Summary
Volume= 0.00 cf
Add minimum 37 inches below invert ofpond
Total Volume= 36.76 cf
xunit weight of reinforced conc. 150 lbs/cf
Counterweight = 5,514 lbs
Factor of SafetyProvided(FSP)= 0.64
Additional Concrete Required(YN)= Y
Amount of Concrete Required= 5,725 lbs
Step 3. ADD CONCRETE BELOWINVERTINRISER
Area of Riser (@reside diam)= 28.27 sf
Volume Required= 65.36 cf
Calculated Depth of Concrete= 2.31 ft
Actual Depth Used= 37 in
Backcheck Volume= 87.18 cf
Backcheck Weight of Added Conc
(150-62.4)= 7637 lb
Factor of Safety= 1.33
Factor of Safety>1.30(VN)=

Project Data Revisions
Project# 2023-052 No Date Description
Project Name Sanctuary Subdivision
Date 6/25/2024
SOIL WEIGHTED CN VALUES
PRE-De veloped DA#1
Curve Numbers for Hydrologic Soil Group
A B C D
Open Space(Lawns,Parks)
Poor Condition 68 79 86 89
Fair Condition 49 69 79 84
Good Condition 39 61 74 80
Impervious Areas
Parking Lots,Roofs
Paved;Curbs 98 98 98 98
Paved;Open Ditches 83 89 98 98
Gravel 76 85 89 91
Dirt 72 82 85 88
Woods
Poor Condition 45 66 77 83
Fair Condition 36 60 73 79
Good Condition 30 55 70 77
Residential
1/8 acre or less 65 77 85 92
1/4 acre 38 61 75 87
1/3 acre 30 57 72 86
1/2 acre 25 54 70 85
1 acre 20 51 68 84
2 acre 12 46 65 82
Types of Soils with in Drainage Area Soil Area in Drainage Area
Soil Name Hydrologic Group Drainage Area= 2.29 ac
Cecil fine sandy loam(CeD) A Total Area in"A"Soils= 2.29 ac
Cecil fine sandy loam(CeB) A Total Area in"B"Soils ac
Total Area in"C"Soils ac
Total Area in"D"Soils= ac
Use the following CN Values for each Land Use
Poor Fair Good
Open Space= 68 49 39
Impervious Surface= 98 98 98
Wooded Area= 45 36 30
Gravel Area= 76 76 76
Land Uses in Sub-Basin
Open Space 0.00 ac
Impervious 0.00 ac
Wooded 2.29 ac
Gravel 0.00 ac
Poor Fair Good
Weighted CN Value 45 36 30

Project Data Revisions
Project# 2023-052 No Date Description
Project Name Sanctuary Subdivision
Date 6/25/2024
SOIL WEIGHTED CN VALUES
PRE-Developed DA#2
Curve Numbers for Hydrologic Soil Group
A B C D
Open Space(Lawns,Parks)
Poor Condition 68 79 86 89
Fair Condition 49 69 79 84
Good Condition 39 61 74 80
Impervious Areas
Parking Lots,Roofs
Paved;Curbs 98 98 98 98
Paved;Open Ditches 83 89 98 98
Gravel 76 85 89 91
Dirt 72 82 85 88
Woods
Poor Condition 45 66 77 83
Fair Condition 36 60 73 79
Good Condition 30 55 70 77
Residential
1/8 acre or less 65 77 85 92
1/4 acre 38 61 75 87
1/3 acre 30 57 72 86
1/2 acre 25 54 70 85
1 acre 20 51 68 84
2 acre 12 46 65 82
Types of Soils with in Drainage Area Soil Area in Drainage Area
Soil Name Hydrologic Group Drainage Area= 11.32 ac
Cecil fine sandy loam(CeD) A Total Area in"A"Soils= 3.34 ac
Cecil fine sandy loam(CeB) A Total Area in"B"Soils 7.97 ac
Dothan loamy sand(DoB) B Total Area in"C"Soils 0.00 ac
Wagram loamy sand(WaC) A Total Area in"D"Soils= 0.00 ac
Fuquay loamy sand(FaB) B
Use the following CN Values for each Land Use
Poor Fair Good
Open Space= 76 63 55
Impervious Surface= 98 98 98
Wooded Area= 60 53 48
Gravel Area= 82 82 82
Land Uses in Sub-Basin
Open Space 2.43 ac
Impervious 0.00 ac
Wooded 8.89 ac
Gravel 0.00 ac
Poor Fair Good
Weighted CN Value 63 55 49

Project Data Revisions
Project# 2023-052 No Date Description
Project Name Sanctuary Subdivision
Date 6/25/2024
SOIL WEIGHTED CN VALUES
PRE-Developed DA#3
Curve Numbers for Hydrologic Soil Group
A B C D
Open Space(Lawns,Parks)
Poor Condition 68 79 86 89
Fair Condition 49 69 79 84
Good Condition 39 61 74 80
Impervious Areas
Parking Lots,Roofs
Paved;Curbs 98 98 98 98
Paved;Open Ditches 83 89 98 98
Gravel 76 85 89 91
Dirt 72 82 85 88
Woods
Poor Condition 45 66 77 83
Fair Condition 36 60 73 79
Good Condition 30 55 70 77
Residential
1/8 acre or less 65 77 85 92
1/4 acre 38 61 75 87
1/3 acre 30 57 72 86
1/2 acre 25 54 70 85
1 acre 20 51 68 84
2 acre 12 46 65 82
Types of Soils with in Drainage Area Soil Area in Drainage Area
Soil Name Hydrologic Group Drainage Area= 5.42 ac
Fuquay loamy sand(FaB) B Total Area in"A"Soils= 0.00 ac
Dothan loamy sand(DoB) B Total Area in"B"Soils 5.42 ac
Total Area in"C"Soils 0.00 ac
Total Area in"D"Soils= 0.00 ac
Use the following CN Values for each Land Use
Poor Fair Good
Open Space= 79 69 61
Impervious Surface= 98 98 98
Wooded Area= 66 60 55
Gravel Area= 85 85 85
Land Uses in Sub-Basin
Open Space 3.57 ac
Impervious 0.00 ac
Wooded 1.84 ac
Gravel 0.00 ac
Poor Fair Good
Weighted CN Value 75 66 59

Project Data Revisions
Project# 2023-052 No Date Description
Project Name Sanctuary Subdivision
Date 6/25/2024
SOIL WEIGHTED CN VALUES
PRE-Developed DA#4
Curve Numbers for Hydrologic Soil Group
A B C D
Open Space(Lawns,Parks)
Poor Condition 68 79 86 89
Fair Condition 49 69 79 84
Good Condition 39 61 74 80
Impervious Areas
Parking Lots,Roofs
Paved;Curbs 98 98 98 98
Paved;Open Ditches 83 89 98 98
Gravel 76 85 89 91
Dirt 72 82 85 88
Woods
Poor Condition 45 66 77 83
Fair Condition 36 60 73 79
Good Condition 30 55 70 77
Residential
1/8 acre or less 65 77 85 92
1/4 acre 38 61 75 87
1/3 acre 30 57 72 86
1/2 acre 25 54 70 85
1 acre 20 51 68 84
2 acre 12 46 65 82
Types of Soils with in Drainage Area Soil Area in Drainage Area
Soil Name Hydrologic Group Drainage Area= 5.11 ac
Dothan loamy sand(DoB) B Total Area in"A"Soils= 0.00 ac
Fuquay loamy sand(FaB) B Total Area in"B"Soils 5.11 ac
Total Area in"C"Soils 0.00 ac
Total Area in"D"Soils= 0.00 ac
Use the following CN Values for each Land Use
Poor Fair Good
Open Space= 79 69 61
Impervious Surface= 98 98 98
Wooded Area= 66 60 55
Gravel Area= 85 85 85
Land Uses in Sub-Basin
Open Space 5.11 ac
Impervious 0.00 ac
Wooded 0.00 ac
Gravel 0.00 ac
Poor Fair Good
Weighted CN Value 79 69 61

Project Data Revisions
Project# 2023-052 No Date Description
•
Project Name Sanctuary Subdivision
Date 6/25/2024
SOIL WEIGHTED CN VALUES
PRE-Developed DA#5
Curve Numbers for Hydrologic Soil Group
A B C D
Open Space(Lawns,Parks)
Poor Condition 68 79 86 89
Fair Condition 49 69 79 84
Good Condition 39 61 74 80
Impervious Areas
Parking Lots,Roofs
Paved;Curbs 98 98 98 98
Paved;Open Ditches 83 89 98 98
Gravel 76 85 89 91
Dirt 72 82 85 88
Woods
Poor Condition 45 66 77 83
Fair Condition 36 60 73 79
Good Condition 30 55 70 77
Residential
1/8 acre or less 65 77 85 92
1/4 acre 38 61 75 87
1/3 acre 30 57 72 86
1/2 acre 25 54 70 85
1 acre 20 51 68 84
2 acre 12 46 65 82
Types of Soils with in Drainage Area Soil Area in Drainage Area
Soil Name Hydrologic Group Drainage Area= 9.72 ac
Fuquay loamy sand(FaB) B Total Area in"A"Soils= 3.37 ac
Wagram loamy sand(WaC) A Total Area in"B"Soils 6.35 ac
Cecil fine sandy loam(CeB) A Total Area in"C"Soils 0.00 ac
Total Area in"D"Soils= 0.00 ac
Use the following CN Values for each Land Use
Poor Fair Good
Open Space= 75 62 53
Impervious Surface= 98 98 98
Wooded Area= 59 52 46
Gravel Area= 82 82 82
Land Uses in Sub-Basin
Open Space 5.13 ac
Impervious 0.00 ac
Wooded 4.59 ac
Gravel 0.00 ac
Poor Fair Good
Weighted CN Value 67 57 50

Project Data Revisions
Project# 2023-052 No Date Description
Project Name Sanctuary Subdivision
Date 6/25/2024
SOIL WEIGHTED CN VALUES
PRE-Developed DA#6
Curve Numbers for Hydrologic Soil Group
A B C D
Open Space(Lawns,Parks)
Poor Condition 68 79 86 89
Fair Condition 49 69 79 84
Good Condition 39 61 74 80
Impervious Areas
Parking Lots,Roofs
Paved;Curbs 98 98 98 98
Paved;Open Ditches 83 89 98 98
Gravel 76 85 89 91
Dirt 72 82 85 88
Woods
Poor Condition 45 66 77 83
Fair Condition 36 60 73 79
Good Condition 30 55 70 77
Residential
1/8 acre or less 65 77 85 92
1/4 acre 38 61 75 87
1/3 acre 30 57 72 86
1/2 acre 25 54 70 85
1 acre 20 51 68 84
2 acre 12 46 65 82
Types of Soils with in Drainage Area Soil Area in Drainage Area
Soil Name Hydrologic Group Drainage Area= 1.36 ac
Fuquay loamy sand(FaB) B Total Area in"A"Soils= 0.18 ac
Wagram loamy sand(WaC) A Total Area in"B"Soils 1.18 ac
Total Area in"C"Soils 0.00 ac
Total Area in"D"Soils= 0.00 ac
Use the following CN Values for each Land Use
Poor Fair Good
Open Space= 78 66 58
Impervious Surface= 98 98 98
Wooded Area= 63 57 52
Gravel Area= 84 84 84
Land Uses in Sub-Basin
Open Space 0.88 ac
Impervious 0.00 ac
Wooded 0.48 ac
Gravel 0.00 ac
Poor Fair Good
Weighted CN Value 73 63 56

Project Data Revisions
Project# 2023-052 No Date Description
Project Name Sanctuary Subdivision
Date 6/25/2024
SOIL WEIGHTED CN VALUES
POST-Developed DA#1 BYPASS
Curve Numbers for Hydrologic Soil Group
A B C D
Open Space(Lawns,Parks)
Poor Condition 68 79 86 89
Fair Condition 49 69 79 84
Good Condition 39 61 74 80
Impervious Areas
Parking Lots,Roofs
Paved;Curbs 98 98 98 98
Paved;Open Ditches 83 89 98 98
Gravel 76 85 89 91
Dirt 72 82 85 88
Woods
Poor Condition 45 66 77 83
Fair Condition 36 60 73 79
Good Condition 30 55 70 77
Residential
1/8 acre or less 65 77 85 92
1/4 acre 38 61 75 87
1/3 acre 30 57 72 86
1/2 acre 25 54 70 85
1 acre 20 51 68 84
2 acre 12 46 65 82
Types of Soils with in Drainage Area Soil Area in Drainage Area
Soil Name Hydrologic Group Drainage Area= 0.16 ac
Cecil fine sandy loam(CeD) A Total Area in"A"Soils= 0.16 ac
Cecil fine sandy loam(CeB) A Total Area in"B"Soils 0.00 ac
Total Area in"C"Soils 0.00 ac
Total Area in"D"Soils= 0.00 ac
Use the following CN Values for each Land Use
Poor Fair Good
Open Space= 68 49 39
Impervious Surface= 98 98 98
Wooded Area= 45 36 30
Gravel Area= 76 76 76
Land Uses in Sub-Basin
Open Space 0.16 ac
Impervious 0.00 ac
Wooded 0.00 ac
Gravel 0.00 ac
Poor Fair Good
Weighted CN Value 68 49 39

Project Data Revisions
Project# 2023-052 No Date Description
Project Name Sanctuary Subdivision
Date 6/25/2024
SOIL WEIGHTED CN VALUES
POST-Developed DA#2 SCM#1
Curve Numbers for Hydrologic Soil Group
A B C D
Open Space(Lawns,Parks)
Poor Condition 68 79 86 89
Fair Condition 49 69 79 84
Good Condition 39 61 74 80
Impervious Areas
Parking Lots,Roofs
Paved;Curbs 98 98 98 98
Paved;Open Ditches 83 89 98 98
Gravel 76 85 89 91
Dirt 72 82 85 88
Woods
Poor Condition 45 66 77 83
Fair Condition 36 60 73 79
Good Condition 30 55 70 77
Residential
1/8 acre or less 65 77 85 92
1/4 acre 38 61 75 87
1/3 acre 30 57 72 86
1/2 acre 25 54 70 85
1 acre 20 51 68 84
2 acre 12 46 65 82
Types of Soils with in Drainage Area Soil Area in Drainage Area
Soil Name Hydrologic Group Drainage Area= 15.81 ac
Cecil fine sandy loam(CeB) A Total Area in"A"Soils= 4.54 ac
Cecil fine sandy loam(CeD) A Total Area in"B"Soils 11.27 ac
Dothan loamy sand(DoB) B Total Area in"C"Soils 0.00 ac
Fuquay loamy sand(FaB) B Total Area in"D"Soils= 0.00 ac
Wagram loamy sand(WaC) A
Use the following CN Values for each Land Use
Poor Fair Good
Open Space= 76 63 55
Impervious Surface= 98 98 98
Wooded Area= 60 53 48
Gravel Area= 82 82 82
Land Uses in Sub-Basin
Open Space 11.26 ac
Impervious 4.54 ac
Wooded 0.00 ac
Gravel 0.00 ac
Poor Fair Good
Weighted CN Value 82 73 67

Project Data Revisions
Project# 2023-052 No Date Description
Project Name Sanctuary Subdivision
Date 6/25/2024
SOIL WEIGHTED CN VALUES
POST-Developed DA#3 BYPASS
Curve Numbers for Hydrologic Soil Group
A B C D
Open Space(Lawns,Parks)
Poor Condition 68 79 86 89
Fair Condition 49 69 79 84
Good Condition 39 61 74 80
Impervious Areas
Parking Lots,Roofs
Paved;Curbs 98 98 98 98
Paved;Open Ditches 83 89 98 98
Gravel 76 85 89 91
Dirt 72 82 85 88
Woods
Poor Condition 45 66 77 83
Fair Condition 36 60 73 79
Good Condition 30 55 70 77
Residential
1/8 acre or less 65 77 85 92
1/4 acre 38 61 75 87
1/3 acre 30 57 72 86
1/2 acre 25 54 70 85
1 acre 20 51 68 84
2 acre 12 46 65 82
Types of Soils with in Drainage Area Soil Area in Drainage Area
Soil Name Hydrologic Group Drainage Area= 2.07 ac
Dothan loamy sand(DoB) B Total Area in"A"Soils= 0.00 ac
Total Area in"B"Soils 2.07 ac
Total Area in"C"Soils 0.00 ac
Total Area in"D"Soils= 0.00 ac
Use the following CN Values for each Land Use
Poor Fair Good
Open Space= 79 69 61
Impervious Surface= 98 98 98
Wooded Area= 66 60 55
Gravel Area= 85 85 85
Land Uses in Sub-Basin
Open Space 2.07 ac
Impervious 0.00 ac
Wooded 0.00 ac
Gravel 0.00 ac
Poor Fair Good
Weighted CN Value 79 69 61

Project Data Revisions
Project# 2023-052 No Date Description
Project Name Sanctuary Subdivision
Date 6/25/2024
SOIL WEIGHTED CN VALUES
POST-Developed DA#4 SCM#2
Curve Numbers for Hydrologic Soil Group
A B C D
Open Space(Lawns,Parks)
Poor Condition 68 79 86 89
Fair Condition 49 69 79 84
Good Condition 39 61 74 80
Impervious Areas
Parking Lots,Roofs
Paved;Curbs 98 98 98 98
Paved;Open Ditches 83 89 98 98
Gravel 76 85 89 91
Dirt 72 82 85 88
Woods
Poor Condition 45 66 77 83
Fair Condition 36 60 73 79
Good Condition 30 55 70 77
Residential
1/8 acre or less 65 77 85 92
1/4 acre 38 61 75 87
1/3 acre 30 57 72 86
1/2 acre 25 54 70 85
1 acre 20 51 68 84
2 acre 12 46 65 82
Types of Soils with in Drainage Area Soil Area in Drainage Area
Soil Name Hydrologic Group Drainage Area= 11.95 ac
Dothan loamy sand(DoB) B Total Area in"A"Soils= 0.86 ac
Fuquay loamy sand(FaB) B Total Area in"B"Soils 11.09 ac
Wagram loamy sand(WaC) A Total Area in"C"Soils 0.00 ac
Total Area in"D"Soils= 0.00 ac
Use the following CN Values for each Land Use
Poor Fair Good
Open Space= 78 68 59
Impervious Surface= 98 98 98
Wooded Area= 64 58 53
Gravel Area= 84 84 84
Land Uses in Sub-Basin
Open Space 8.07 ac
Impervious 3.88 ac
Wooded 0.00 ac
Gravel 0.00 ac
Poor Fair Good
Weighted CN Value 85 77 72

Project Data Revisions
Project# 2023-052 No Date Description
Project Name Sanctuary Subdivision
Date 6/25/2024
SOIL WEIGHTED CN VALUES
POST-Developed DA#5 B IPASS
Curve Numbers for Hydrologic Soil Group
A B C D
Open Space(Lawns,Parks)
Poor Condition 68 79 86 89
Fair Condition 49 69 79 84
Good Condition 39 61 74 80
Impervious Areas
Parking Lots,Roofs
Paved;Curbs 98 98 98 98
Paved;Open Ditches 83 89 98 98
Gravel 76 85 89 91
Dirt 72 82 85 88
Woods
Poor Condition 45 66 77 83
Fair Condition 36 60 73 79
Good Condition 30 55 70 77
Residential
1/8 acre or less 65 77 85 92
1/4 acre 38 61 75 87
1/3 acre 30 57 72 86
1/2 acre 25 54 70 85
1 acre 20 51 68 84
2 acre 12 46 65 82
Types of Soils with in Drainage Area Soil Area in Drainage Area
Soil Name Hydrologic Group Drainage Area= 3.02 ac
Wagram loamy sand(WaC) A Total Area in"A"Soils= 2.69 ac
Cecil fine sandy loam(CeB) A Total Area in"B"Soils 0.33 ac
Fuquay loamy sand(FaB) B Total Area in"C"Soils 0.00 ac
Total Area in"D"Soils= 0.00 ac
Use the following CN Values for each Land Use
Poor Fair Good
Open Space= 69 51 41
Impervious Surface= 98 98 98
Wooded Area= 47 39 33
Gravel Area= 77 77 77
Land Uses in Sub-Basin
Open Space 3.02 ac
Impervious 0.00 ac
Wooded 0.00 ac
Gravel 0.00 ac
Poor Fair Good
Weighted CN Value 69 51 41

Project Data Revisions
Project# 2023-052 No Date Description
Project Name Sanctuary Subdivision
Date 6/25/2024
SOIL WEIGHTED CN VALUES
POST-Developed DA#6BIPASS
Curve Numbers for Hydrologic Soil Group
A B C D
Open Space(Lawns,Parks)
Poor Condition 68 79 86 89
Fair Condition 49 69 79 84
Good Condition 39 61 74 80
Impervious Areas
Parking Lots,Roofs
Paved;Curbs 98 98 98 98
Paved;Open Ditches 83 89 98 98
Gravel 76 85 89 91
Dirt 72 82 85 88
Woods
Poor Condition 45 66 77 83
Fair Condition 36 60 73 79
Good Condition 30 55 70 77
Residential
1/8 acre or less 65 77 85 92
1/4 acre 38 61 75 87
1/3 acre 30 57 72 86
1/2 acre 25 54 70 85
1 acre 20 51 68 84
2 acre 12 46 65 82
Types of Soils with in Drainage Area Soil Area in Drainage Area
Soil Name Hydrologic Group Drainage Area= 1.01 ac
Fuquay loamy sand(FaB) B Total Area in"A"Soils= 0.72 ac
Wagram loamy sand(WaC) A Total Area in"B"Soils 0.28 ac
Dothan loamy sand(DoB) B Total Area in"C"Soils 0.00 ac
Total Area in"D"Soils= 0.00 ac
Use the following CN Values for each Land Use
Poor Fair Good
Open Space= 71 55 45
Impervious Surface= 98 98 98
Wooded Area= 51 43 37
Gravel Area= 79 79 79
Land Uses in Sub-Basin
Open Space 1.01 ac
Impervious 0.00 ac
Wooded 0.00 ac
Gravel 0.00 ac
Poor Fair Good
Weighted CN Value 71 55 45

Project Data Revisions
Project# 2023-052 No Date Description
Project Name Sanctuary Subdivision
Date 6/25/2024
SOIL WEIGHTED CN VALUES
POST-Developed DA#7BIPASS
Curve Numbers for Hydrologic Soil Group
A B C D
Open Space(Lawns,Parks)
Poor Condition 68 79 86 89
Fair Condition 49 69 79 84
Good Condition 39 61 74 80
Impervious Areas
Parking Lots,Roofs
Paved;Curbs 98 98 98 98
Paved;Open Ditches 83 89 98 98
Gravel 76 85 89 91
Dirt 72 82 85 88
Woods
Poor Condition 45 66 77 83
Fair Condition 36 60 73 79
Good Condition 30 55 70 77
Residential
1/8 acre or less 65 77 85 92
1/4 acre 38 61 75 87
1/3 acre 30 57 72 86
1/2 acre 25 54 70 85
1 acre 20 51 68 84
2 acre 12 46 65 82
Types of Soils with in Drainage Area Soil Area in Drainage Area
Soil Name Hydrologic Group Drainage Area= 1.18 ac
Fuquay loamy sand(FaB) B Total Area in"A"Soils= 0.00 ac
Wagram loamy sand(WaC) A Total Area in"B"Soils 1.18 ac
Total Area in"C"Soils 0.00 ac
Total Area in"D"Soils= 0.00 ac
Use the following CN Values for each Land Use
Poor Fair Good
Open Space= 79 69 61
Impervious Surface= 98 98 98
Wooded Area= 66 60 55
Gravel Area= 85 85 85
Land Uses in Sub-Basin
Open Space 1.18 ac
Impervious 0.00 ac
Wooded 0.00 ac
Gravel 0.00 ac
Poor Fair Good
Weighted CN Value 79 69 61

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

1
Watershed Model Schematic Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2023
1 2 3 4 5 11 1215141718 19
czt:
cz:: iiE:Rtr.-t?;41zt3
\14/17 111111111L
I
\ .9
1,10
20i21
22
Legend
Hvd. Origin Description
1 SCS Runoff Pre-Development DA#1 -NW Corner
2 SCS Runoff Pre-Development DA#2-N Pond
3 SCS Runoff Pre-Development DA#3-SW
4 SCS Runoff Pre-Development DA#4-SE
5 SCS Runoff Pre-Development DA#5-E
6 SCS Runoff Pre-Development DA#6-N
7 Combine Pre-Development North Total
8 Combine Pre-Development South Total
9 Combine Pre-Development Total
11 SCS Runoff Post Develoment DA#1 =>By-Pass SCM
12 SCS Runoff Post Development DA#2=>To SCM#1
13 Reservoir SCM Routing#1
14 SCS Runoff Post Develoment DA#3=>By-Pass SCM
15 SCS Runoff Post Develoment DA#4=>To SCM#2
16 Reservoir SCM Routing#2
17 SCS Runoff Post Develoment DA#5=>By-Pass SCM E
18 SCS Runoff Post Develoment DA#6=>By-Pass SCM
19 SCS Runoff Post Develoment DA#7=>By-Pass SCM
20 Combine Post-Development North Total
21 Combine Post-Development South Total
22 Combine Post-Development Total
Project: Sanctuary- Routing.gpw Tuesday, 06/25/2024

2
Hydrograph Return Period Recap
Yraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2023
Hyd. Hydrograph Inflow Peak Outflow(cfs) Hydrograph
No. type hyd(s) Description
(origin) 1-yr 2-yr 3-yr 5-yr 10-yr 25-yr 50-yr 100-yr
1 SCS Runoff 0.000 0.000 0.031 0.162 0.856 Pre-Development DA#1 -NW Corner
2 SCS Runoff 0.631 1.252 5.915 9.914 17.42 Pre-Development DA#2-N Pond
3 SCS Runoff 1.550 2.251 5.868 8.385 12.72 Pre-Development DA#3-SW
4 SCS Runoff 2.373 3.293 7.736 10.74 15.81 Pre-Development DA#4-SE
5 SCS Runoff 0.998 1.899 7.900 12.71 21.45 Pre-Development DA#5-E
6 SCS Runoff 0.414 0.641 1.865 2.736 4.250 Pre-Development DA#6-N
7 Combine 1,2,6 0.866 1.669 7.175 11.92 21.06 Pre-Development North Total
8 Combine 3,4, 3.782 5.343 13.15 18.51 27.65 Pre-Development South Total
9 Combine 5,7,8 5.622 8.827 27.63 42.14 68.57 Pre-Development Total
11 SCS Runoff 0.000 0.000 0.007 0.049 0.186 Post Develoment DA#1 =>By-Pass
12 SCS Runoff 5.730 8.193 20.57 29.08 43.63 Post Development DA#2=>To SCM
13 Reservoir 12 0.445 0.882 2.730 5.659 25.55 SCM Routing#1
14 SCS Runoff 0.649 1.061 3.328 4.955 7.816 Post Develoment DA#3=>By-Pass
15 SCS Runoff 7.867 10.47 22.65 30.68 44.14 Post Develoment DA#4=>To SCM#
16 Reservoir 15 0.329 0.666 5.137 17.02 33.69 SCM Routing#2
17 SCS Runoff 0.003 0.009 0.362 1.529 4.530 Post Develoment DA#5=>By-Pass
18 SCS Runoff 0.004 0.009 0.231 0.570 1.333 Post Develoment DA#6=>By-Pass
19 SCS Runoff 0.548 0.879 2.614 3.841 5.975 Post Develoment DA#7=>By-Pass
20 Combine 11, 13, 18, 0.554 0.938 2.946 6.039 26.36 Post-Development North Total
19
21 Combine 14, 16, 0.692 1.115 5.575 17.89 35.36 Post-Development South Total
22 Combine 17,20,21 1.119 1.821 8.495 21.65 51.51 Post-Development Total
Proj. file: Sanctuary- Routing.gpw Tuesday, 06/25/2024

3
Hydrograph Summary Report Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2023
Hyd. Hydrograph Peak 'Time Time to I Hyd. Inflow 'Maximum I Total Hydrograph
No. type flow interval Peak volume hyd(s) elevation strge used Description
(origin) (cfs) (min) (min) (cuft) (ft) (cuft)
1 SCS Runoff 0.000 1 n/a 0 Pre-Development DA#1 -NW Corner
2 SCS Runoff 0.631 1 763 9,080 Pre-Development DA#2-N Pond
3 SCS Runoff 1.550 1 747 11,671 Pre-Development DA#3-SW
4 SCS Runoff 2.373 1 739 13,356 Pre-Development DA#4-SE
5 SCS Runoff 0.998 1 742 9,718 Pre-Development DA#5-E
6 SCS Runoff 0.414 1 733 2,329 Pre-Development DA#6-N
7 Combine 0.866 1 747 11,409 1,2,6 Pre-Development North Total
8 Combine 3.782 1 743 25,027 3,4, Pre-Development South Total
9 Combine 5.622 1 743 46,153 5,7,8 Pre-Development Total
11 SCS Runoff 0.000 1 n/a 0 Post Develoment DA#1 =>By-Pass
12 SCS Runoff 5.730 1 741 36,643 Post Development DA#2=>To SCM
13 Reservoir 0.445 1 1086 24,569 12 352.24 23,592 SCM Routing#1
14 SCS Runoff 0.649 1 727 3,000 Post Develoment DA#3=>By-Pass
15 SCS Runoff 7.867 1 735 37,427 Post Develoment DA#4=>To SCM#
16 Reservoir 0.329 1 1172 21,282 15 373.18 27,318 SCM Routing#2
17 SCS Runoff 0.003 1 1440 37 Post Develoment DA#5=>By-Pass
18 SCS Runoff 0.004 1 1086 121 Post Develoment DA#6=>By-Pass
19 SCS Runoff 0.548 1 721 1,730 Post Develoment DA#7=>By-Pass
20 Combine 0.554 1 721 26,420 11, 13, 18, Post-Development North Total
19
21 Combine 0.692 1 727 24,282 14, 16, Post-Development South Total
22 Combine 1.119 1 724 50,739 17,20,21 Post-Development Total
Sanctuary- Routing.gpw Return Period: 1 Year Tuesday, 06/25/2024

4
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2023 Tuesday,06/25/2024
Hyd. No. 1
Pre-Development DA#1 - NW Corner
Hydrograph type = SCS Runoff Peak discharge = 0.000 cfs
Storm frequency = 1 yrs Time to peak = n/a
Time interval = 1 min Hyd. volume = 0 cuft
Drainage area = 2.290 ac Curve number = 36
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = TR55 Time of conc. (Tc) = 24.70 min
Total precip. = 3.10 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
Pre-Development DA #1 - NW Corner
Q (cfs) Hyd. No. 1 -- 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 10 20 30 40 50 60
Hyd No. 1 Time(min)

5
TR55 Tc Worksheet
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2023
Hyd. No. 1
Pre-Development DA#1 - NW Corner
Description A B C Totals
Sheet Flow
Manning's n-value = 0.400 0.011 0.011
Flow length (ft) = 100.0 0.0 0.0
Two-year 24-hr precip. (in) = 3.49 0.00 0.00
Land slope (%) = 2.00 0.00 0.00
Travel Time (min) = 20.56 + 0.00 + 0.00 = 20.56
Shallow Concentrated Flow
Flow length (ft) = 702.00 0.00 0.00
Watercourse slope (%) = 3.00 0.00 0.00
Surface description = Unpaved Paved Paved
Average velocity (ft/s) =2.79 0.00 0.00
Travel Time (min) = 4.19 + 0.00 + 0.00 = 4.19
Channel Flow
X sectional flow area (sqft) = 0.00 0.00 0.00
Wetted perimeter (ft) = 0.00 0.00 0.00
Channel slope (%) = 0.00 0.00 0.00
Manning's n-value = 0.030 0.030 0.015
Velocity (ft/s) =0.00
0.00
0.00
Flow length (ft) ({0})0.0 0.0 0.0
Travel Time (min) = 0.00 + 0.00 + 0.00 = 0.00
Total Travel Time, Tc 24.70 min

6
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2023 Tuesday,06/25/2024
Hyd. No. 2
Pre-Development DA #2 - N Pond
Hydrograph type = SCS Runoff Peak discharge = 0.631 cfs
Storm frequency = 1 yrs Time to peak = 763 min
Time interval = 1 min Hyd. volume = 9,080 cuft
Drainage area = 11.320 ac Curve number = 55
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = TR55 Time of conc. (Tc) = 49.00 min
Total precip. = 3.10 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
Pre-Development DA #2 - N Pond
Q (cfs) Hyd. No. 2-- 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
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Hyd No. 2 Time(min)

7
TR55 Tc Worksheet
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2023
Hyd. No. 2
Pre-Development DA #2 - N Pond
Description A B C Totals
Sheet Flow
Manning's n-value = 0.400 0.011 0.011
Flow length (ft) = 100.0 0.0 0.0
Two-year 24-hr precip. (in) = 3.49 0.00 0.00
Land slope (%) = 0.30 0.00 0.00
Travel Time (min) = 43.92 + 0.00 + 0.00 = 43.92
Shallow Concentrated Flow
Flow length (ft) = 600.00 349.00 0.00
Watercourse slope (%) = 3.00 6.00 0.00
Surface description = Unpaved Unpaved Paved
Average velocity (ft/s) =2.79 3.95 0.00
Travel Time (min) = 3.58 + 1.47 + 0.00 = 5.05
Channel Flow
X sectional flow area (sqft) = 0.00 0.00 0.00
Wetted perimeter (ft) = 0.00 0.00 0.00
Channel slope (%) = 0.00 0.00 0.00
Manning's n-value = 0.045 0.030 0.015
Velocity (ft/s) =0.00
0.00
0.00
Flow length (ft) ({0})0.0 0.0 0.0
Travel Time (min) = 0.00 + 0.00 + 0.00 = 0.00
Total Travel Time, Tc 49.00 min

8
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2023 Tuesday,06/25/2024
Hyd. No. 3
Pre-Development DA#3 - SW
Hydrograph type = SCS Runoff Peak discharge = 1.550 cfs
Storm frequency = 1 yrs Time to peak = 747 min
Time interval = 1 min Hyd. volume = 11,671 cuft
Drainage area = 5.420 ac Curve number = 66
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = TR55 Time of conc. (Tc) = 50.80 min
Total precip. = 3.10 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
Pre-Development DA#3 - SW
Q (cfs) Hyd. No. 3-- 1 Year Q (cfs)
2.00 2.00
1
1.00 1.00
1 -
0.00 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Hyd No. 3 Time(min)

9
TR55 Tc Worksheet
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2023
Hyd. No. 3
Pre-Development DA#3 - SW
Description A B C Totals
Sheet Flow
Manning's n-value = 0.400 0.011 0.011
Flow length (ft) = 100.0 0.0 0.0
Two-year 24-hr precip. (in) = 6.49 0.00 0.00
Land slope (%) = 0.30 0.00 0.00
Travel Time (min) = 32.21 + 0.00 + 0.00 = 32.21
Shallow Concentrated Flow
Flow length (ft) = 520.00 0.00 0.00
Watercourse slope (%) = 2.00 0.00 0.00
Surface description = Unpaved Paved Paved
Average velocity (ft/s) =2.28 0.00 0.00
Travel Time (min) = 3.80 + 0.00 + 0.00 = 3.80
Channel Flow
X sectional flow area (sqft) = 9.24 0.00 0.00
Wetted perimeter (ft) = 12.60 0.00 0.00
Channel slope (%) = 2.00 0.00 0.00
Manning's n-value = 0.400 0.030 0.015
Velocity (ft/s) =0.43
0.00
0.00
Flow length (ft) ({0})379.0 0.0 0.0
Travel Time (min) = 14.76 + 0.00 + 0.00 = 14.76
Total Travel Time, Tc 50.80 min

10
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2023 Tuesday,06/25/2024
Hyd. No. 4
Pre-Development DA #4 - SE
Hydrograph type = SCS Runoff Peak discharge = 2.373 cfs
Storm frequency = 1 yrs Time to peak = 739 min
Time interval = 1 min Hyd. volume = 13,356 cuft
Drainage area = 5.110 ac Curve number = 69
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = TR55 Time of conc. (Tc) = 38.70 min
Total precip. = 3.10 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
Pre-Development DA#4 - SE
Q (cfs) Hyd. No. 4-- 1 Year Q (cfs)
3.00 3.00
I
2.00 2.00
1.00 1.00
0.00 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Hyd No. 4 Time(min)

11
TR55 Tc Worksheet
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2023
Hyd. No. 4
Pre-Development DA #4 - SE
Description A B C Totals
Sheet Flow
Manning's n-value = 0.400 0.011 0.011
Flow length (ft) = 100.0 0.0 0.0
Two-year 24-hr precip. (in) = 3.49 0.00 0.00
Land slope (%) = 0.50 0.00 0.00
Travel Time (min) = 35.80 + 0.00 + 0.00 = 35.80
Shallow Concentrated Flow
Flow length (ft) = 309.00 0.00 0.00
Watercourse slope (%) = 2.00 0.00 0.00
Surface description = Unpaved Paved Paved
Average velocity (ft/s) =2.28 0.00 0.00
Travel Time (min) = 2.26 + 0.00 + 0.00 = 2.26
Channel Flow
X sectional flow area (sqft) = 6.30 0.00 0.00
Wetted perimeter (ft) = 10.49 0.00 0.00
Channel slope (%) = 5.00 0.00 0.00
Manning's n-value = 0.030 0.030 0.015
Velocity (ft/s) =7.89
0.00
0.00
Flow length (ft) ({0})294.0 0.0 0.0
Travel Time (min) = 0.62 + 0.00 + 0.00 = 0.62
Total Travel Time, Tc 38.70 min

12
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2023 Tuesday,06/25/2024
Hyd. No. 5
Pre-Development DA #5 - E
Hydrograph type = SCS Runoff Peak discharge = 0.998 cfs
Storm frequency = 1 yrs Time to peak = 742 min
Time interval = 1 min Hyd. volume = 9,718 cuft
Drainage area = 9.720 ac Curve number = 57
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = TR55 Time of conc. (Tc) = 33.30 min
Total precip. = 3.10 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
Pre-Development DA#5 - E
Q (cfs) Hyd. No. 5-- 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 - 1 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Hyd No. 5 Time(min)

13
TR55 Tc Worksheet
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2023
Hyd. No. 5
Pre-Development DA #5 - E
Description A B C Totals
Sheet Flow
Manning's n-value = 0.400 0.011 0.011
Flow length (ft) = 100.0 0.0 0.0
Two-year 24-hr precip. (in) = 3.49 0.00 0.00
Land slope (%) = 0.80 0.00 0.00
Travel Time (min) = 29.67 + 0.00 + 0.00 = 29.67
Shallow Concentrated Flow
Flow length (ft) = 447.00 138.00 0.00
Watercourse slope (%) = 2.00 13.00 0.00
Surface description = Unpaved Unpaved Paved
Average velocity (ft/s) =2.28 5.82 0.00
Travel Time (min) = 3.27 + 0.40 + 0.00 = 3.66
Channel Flow
X sectional flow area (sqft) = 0.00 0.00 0.00
Wetted perimeter (ft) = 0.00 0.00 0.00
Channel slope (%) = 0.00 0.00 0.00
Manning's n-value = 0.045 0.030 0.015
Velocity (ft/s) =0.00
0.00
0.00
Flow length (ft) ({0})0.0 0.0 0.0
Travel Time (min) = 0.00 + 0.00 + 0.00 = 0.00
Total Travel Time, Tc 33.30 min

14
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2023 Tuesday,06/25/2024
Hyd. No. 6
Pre-Development DA #6 - N
Hydrograph type = SCS Runoff Peak discharge = 0.414 cfs
Storm frequency = 1 yrs Time to peak = 733 min
Time interval = 1 min Hyd. volume = 2,329 cuft
Drainage area = 1.360 ac Curve number = 63
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = TR55 Time of conc. (Tc) = 27.70 min
Total precip. = 3.10 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
Pre-Development DA #6 - N
Q (cfs) Hyd. No. 6-- 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
0.00 - l 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Hyd No. 6 Time(min)

15
TR55 Tc Worksheet
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2023
Hyd. No. 6
Pre-Development DA #6 - N
Description A B C Totals
Sheet Flow
Manning's n-value = 0.400 0.011 0.011
Flow length (ft) = 100.0 0.0 0.0
Two-year 24-hr precip. (in) = 3.49 0.00 0.00
Land slope (%) = 1.00 0.00 0.00
Travel Time (min) = 27.13 + 0.00 + 0.00 = 27.13
Shallow Concentrated Flow
Flow length (ft) = 106.00 0.00 0.00
Watercourse slope (%) = 4.00 0.00 0.00
Surface description = Unpaved Paved Paved
Average velocity (ft/s) =3.23 0.00 0.00
Travel Time (min) = 0.55 + 0.00 + 0.00 = 0.55
Channel Flow
X sectional flow area (sqft) = 0.00 0.00 0.00
Wetted perimeter (ft) = 0.00 0.00 0.00
Channel slope (%) = 0.00 0.00 0.00
Manning's n-value = 0.045 0.030 0.015
Velocity (ft/s) =0.00
0.00
0.00
Flow length (ft) ({0})0.0 0.0 0.0
Travel Time (min) = 0.00 + 0.00 + 0.00 = 0.00
Total Travel Time, Tc 27.70 min

16
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2023 Tuesday,06/25/2024
Hyd. No. 7
Pre-Development North Total
Hydrograph type = Combine Peak discharge = 0.866 cfs
Storm frequency = 1 yrs Time to peak = 747 min
Time interval = 1 min Hyd. volume = 11,409 cuft
Inflow hyds. = 1, 2, 6 Contrib. drain. area = 14.970 ac
Pre-Development North Total
Q (cfs) Hyd. No. 7-- 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 a - 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Time(min)
Hyd No. 7 Hyd No. 1 Hyd No. 2 Hyd No. 6

17
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2023 Tuesday,06/25/2024
Hyd. No. 8
Pre-Development South Total
Hydrograph type = Combine Peak discharge = 3.782 cfs
Storm frequency = 1 yrs Time to peak = 743 min
Time interval = 1 min Hyd. volume = 25,027 cuft
Inflow hyds. = 3, 4 Contrib. drain. area = 10.530 ac
Pre-Development South Total
Q (cfs) Hyd. No. 8-- 1 Year Q (cfs)
4.00 4.00
$
3.00 3.00
2.00 2.00
1.00 1.00
0.00 - 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Time(min)
Hyd No. 8 Hyd No. 3 Hyd No. 4

18
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2023 Tuesday,06/25/2024
Hyd. No. 9
Pre-Development Total
Hydrograph type = Combine Peak discharge = 5.622 cfs
Storm frequency = 1 yrs Time to peak = 743 min
Time interval = 1 min Hyd. volume = 46,153 cuft
Inflow hyds. = 5, 7, 8 Contrib. drain. area = 9.720 ac
Pre-Development Total
Q (cfs) Hyd. No. 9-- 1 Year Q (cfs)
6.00 6.00
5.00 5.00
4.00 4.00
3.00 3.00
2.00 2.00
1.00 1.00
0.00 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Time(min)
Hyd No. 9 Hyd No. 5 Hyd No. 7 Hyd No. 8

19
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2023 Tuesday,06/25/2024
Hyd. No. 11
Post Develoment DA #1 => By-Pass SCM
Hydrograph type = SCS Runoff Peak discharge = 0.000 cfs
Storm frequency = 1 yrs Time to peak = n/a
Time interval = 1 min Hyd. volume = 0 cuft
Drainage area = 0.160 ac Curve number = 39
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = User Time of conc. (Tc) = 10.00 min
Total precip. = 3.10 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
Post Develoment DA#1 => By-Pass SCM
Q (cfs) Hyd. No. 11 -- 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 10 20 30 40 50 60
Hyd No. 11 Time(min)

20
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2023 Tuesday,06/25/2024
Hyd. No. 12
Post Development DA#2 => To SCM#1
Hydrograph type = SCS Runoff Peak discharge = 5.730 cfs
Storm frequency = 1 yrs Time to peak = 741 min
Time interval = 1 min Hyd. volume = 36,643 cuft
Drainage area = 15.810 ac Curve number = 67
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = TR55 Time of conc. (Tc) = 41.50 min
Total precip. = 3.10 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
Post Development DA#2 => To SCM#1
Q (cfs) Hyd. No. 12 -- 1 Year Q (cfs)
6.00 6.00
$
5.00 5.00
4.00 4.00
3.00 3.00
2.00 2.00
1.00 1.00
0.00 \— 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Hyd No. 12 Time(min)

21
TR55 Tc Worksheet
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2023
Hyd. No. 12
Post Development DA#2 => To SCM#1
Description A B C Totals
Sheet Flow
Manning's n-value = 0.400 0.011 0.011
Flow length (ft) = 100.0 0.0 0.0
Two-year 24-hr precip. (in) = 3.49 0.00 0.00
Land slope (%) = 0.50 0.00 0.00
Travel Time (min) = 35.80 + 0.00 + 0.00 = 35.80
Shallow Concentrated Flow
Flow length (ft) = 419.00 0.00 0.00
Watercourse slope (%) = 2.40 0.00 0.00
Surface description = Unpaved Paved Paved
Average velocity (ft/s) =2.50 0.00 0.00
Travel Time (min) = 2.79 + 0.00 + 0.00 = 2.79
Channel Flow
X sectional flow area (sqft) = 6.30 0.00 0.00
Wetted perimeter (ft) = 10.49 0.00 0.00
Channel slope (%) = 5.10 0.00 0.00
Manning's n-value = 0.410 0.015 0.015
Velocity (ft/s) =0.58
0.00
0.00
Flow length (ft) ({0})103.0 0.0 0.0
Travel Time (min) = 2.94 + 0.00 + 0.00 = 2.94
Total Travel Time, Tc 41.50 min

22
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2023 Tuesday,06/25/2024
Hyd. No. 13
SCM Routing #1
Hydrograph type = Reservoir Peak discharge = 0.445 cfs
Storm frequency = 1 yrs Time to peak = 1086 min
Time interval = 1 min Hyd. volume = 24,569 cuft
Inflow hyd. No. = 12 - Post Development DA#2 MaRoEg thn = 352.24 ft
Reservoir name = Wet Basin#1 - NORTH Max. Storage = 23,592 cuft
Storage Indication method used.
SCM Routing #1
Q (cfs) Hyd. No. 13 -- 1 Year Q (cfs)
6.00 6.00
5.00 5.00
4.00 4.00
3.00 3.00
2.00 2.00
•
1.00 1.00
0.00 - 0.00
0 300 600 900 1200 1500 1800 2100 2400 2700 3000
Time(min)
Hyd No. 13 Hyd No. 12 I I Total storage used = 23,592 cuft

Pond Report 23
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2023 Tuesday,06/25/2024
Pond No. 1 - Wet Basin#1 - NORTH
Pond Data
Contours-User-defined contour areas.Average end area method used for volume calculation. Begining Elevation= 350.50 ft
Stage/Storage Table
Stage(ft) Elevation(ft) Contour area(sqft) Incr.Storage(cuft) Total storage(cuft)
0.00 350.50 10,999 0 0
1.00 351.50 14,227 12,613 12,613
1.50 352.00 14,940 7,292 19,905
2.50 353.00 16,407 15,674 35,578
3.50 354.00 17,931 17,169 52,747
4.50 355.00 19,511 18,721 71,468
5.50 356.00 21,148 20,330 91,798
6.50 357.00 22,842 21,995 113,793
Culvert/Orifice Structures Weir Structures
[A] [B] [C] [PrfRsr] [A] [B] [C] [D]
Rise(in) = 18.00 2.00 6.00 0.00 Crest Len(ft) = 15.71 20.00 0.00 0.00
Span(in) = 18.00 2.00 6.00 0.00 Crest El.(ft) = 355.00 355.50 0.00 0.00
No.Barrels = 1 1 2 0 Weir Coeff. = 3.33 3.00 3.33 3.33
Invert El.(ft) = 350.00 350.50 352.00 0.00 Weir Type = 1 Rect --- ---
Length(ft) = 104.00 0.00 0.00 0.00 Multi-Stage = Yes No No No
Slope(%) = 0.50 0.00 0.00 n/a
N-Value = .013 .013 .013 n/a
Orifice Coeff. = 0.60 0.60 0.60 0.60 Exfil.(in/hr) = 0.000 (by Contour)
Multi-Stage = n/a Yes Yes No TW Elev.(ft) = 0.00
Note:Culvert/Orifice outflows are analyzed under inlet(ic)and outlet(oc)control. Weir risers checked for orifice conditions(ic)and submergence(s).
Stage/Storage/Discharge Table
Stage Storage Elevation Clv A Clv B Clv C PrfRsr Wr A Wr B Wr C Wr D Exfil User Total
ft cuft ft cfs cfs cfs cfs cfs cfs cfs cfs cfs cfs cfs
0.00 0 350.50 0.00 0.00 0.00 --- 0.00 0.00 --- --- --- --- 0.000
1.00 12,613 351.50 1.27 ic 0.10 ic 0.00 --- 0.00 0.00 --- --- --- --- 0.101
1.50 19,905 352.00 1.27 ic 0.13 ic 0.00 --- 0.00 0.00 --- --- --- --- 0.125
2.50 35,578 353.00 1.84 ic 0.16 ic 1.64 ic --- 0.00 0.00 --- --- --- --- 1.800
3.50 52,747 354.00 2.73 ic 0.19 ic 2.50 ic --- 0.00 0.00 --- --- --- --- 2.690
4.50 71,468 355.00 3.35 ic 0.21 ic 3.14 ic --- 0.00 0.00 --- --- --- --- 3.349
5.50 91,798 356.00 17.22 oc 0.02 ic 0.36 ic --- 16.84 s 21.21 --- --- --- --- 38.42
6.50 113,793 357.00 18.92 oc 0.01 ic 0.15 ic --- 18.71 s 110.23 --- --- --- --- 129.10

24
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2023 Tuesday,06/25/2024
Hyd. No. 14
Post Develoment DA #3 => By-Pass SCM
Hydrograph type = SCS Runoff Peak discharge = 0.649 cfs
Storm frequency = 1 yrs Time to peak = 727 min
Time interval = 1 min Hyd. volume = 3,000 cuft
Drainage area = 2.070 ac Curve number = 61
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = TR55 Time of conc. (Tc) = 17.90 min
Total precip. = 3.10 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
Post Develoment DA#3 => By-Pass SCM
Q (cfs) Hyd. No. 14 -- 1 Year Q (cfs)
1.00 I 1.00
0.90 0.90
0.80 0.80
0.70 0.70
0.60 1 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
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Hyd No. 14 Time(min)

25
TR55 Tc Worksheet
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2023
Hyd. No. 14
Post Develoment DA #3 => By-Pass SCM
Description A B C Totals
Sheet Flow
Manning's n-value = 0.400 0.011 0.011
Flow length (ft) = 100.0 0.0 0.0
Two-year 24-hr precip. (in) = 3.49 0.00 0.00
Land slope (%) = 3.25 0.00 0.00
Travel Time (min) = 16.93 + 0.00 + 0.00 = 16.93
Shallow Concentrated Flow
Flow length (ft) = 210.00 0.00 0.00
Watercourse slope (%) = 4.90 0.00 0.00
Surface description = Unpaved Paved Paved
Average velocity (ft/s) =3.57 0.00 0.00
Travel Time (min) = 0.98 + 0.00 + 0.00 = 0.98
Channel Flow
X sectional flow area (sqft) = 0.00 0.00 0.00
Wetted perimeter (ft) = 0.00 0.00 0.00
Channel slope (%) = 0.00 0.00 0.00
Manning's n-value = 0.030 0.015 0.015
Velocity (ft/s) =0.00
0.00
0.00
Flow length (ft) ({0})0.0 0.0 0.0
Travel Time (min) = 0.00 + 0.00 + 0.00 = 0.00
Total Travel Time, Tc 17.90 min

26
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2023 Tuesday,06/25/2024
Hyd. No. 15
Post Develoment DA #4 => To SCM#2
Hydrograph type = SCS Runoff Peak discharge = 7.867 cfs
Storm frequency = 1 yrs Time to peak = 735 min
Time interval = 1 min Hyd. volume = 37,427 cuft
Drainage area = 11.950 ac Curve number = 72
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = User Time of conc. (Tc) = 32.90 min
Total precip. = 3.10 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
Post Develoment DA#4 => To SCM#2
Q (cfs) Hyd. No. 15 -- 1 Year Q (cfs)
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. 15 Time(min)

27
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2023 Tuesday,06/25/2024
Hyd. No. 16
SCM Routing #2
Hydrograph type = Reservoir Peak discharge = 0.329 cfs
Storm frequency = 1 yrs Time to peak = 1172 min
Time interval = 1 min Hyd. volume = 21,282 cuft
Inflow hyd. No. = 15 - Post Develoment DA #4 =MR) ElbMsttibn = 373.18 ft
Reservoir name = Wet Basin#2 - SOUTH Max. Storage = 27,318 cuft
Storage Indication method used.
SCM Routing #2
Q (cfs) Hyd. No. 16 -- 1 Year Q (cfs)
8.00 8.00
6.00 6.00
4.00 4.00
2.00 2.00
0.00 AIIIMIIEL0.00
0 300 600 900 1200 1500 1800 2100 2400 2700 3000
Time(min)
Hyd No. 16 Hyd No. 15 I I Total storage used = 27,318 cuft

Pond Report 28
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2023 Tuesday,06/25/2024
Pond No. 2 - Wet Basin#2 -SOUTH
Pond Data
Contours-User-defined contour areas.Average end area method used for volume calculation. Begining Elevation= 371.50 ft
Stage/Storage Table
Stage(ft) Elevation(ft) Contour area(sqft) Incr.Storage(cuft) Total storage(cuft)
0.00 371.50 13,017 0 0
0.50 372.00 15,991 7,252 7,252
1.50 373.00 17,526 16,759 24,011
2.50 374.00 19,118 18,322 42,333
3.50 375.00 20,766 19,942 62,275
4.50 376.00 22,471 21,619 83,893
Culvert/Orifice Structures Weir Structures
[A] [B] [C] [PrfRsr] [A] [B] [C] [D]
Rise(in) = 24.00 2.00 6.00 0.00 Crest Len(ft) = 15.71 20.00 0.00 0.00
Span(in) = 24.00 2.00 6.00 0.00 Crest El.(ft) = 374.15 374.70 0.00 0.00
No.Barrels = 1 1 2 0 Weir Coeff. = 3.33 3.00 3.33 3.33
Invert El.(ft) = 371.00 371.50 373.00 0.00 Weir Type = 1 Rect --- ---
Length(ft) = 46.00 0.00 0.00 0.00 Multi-Stage = Yes No No No
Slope(%) = 0.50 0.00 0.00 n/a
N-Value = .013 .013 .013 n/a
Orifice Coeff. = 0.60 0.60 0.60 0.60 Exfil.(in/hr) = 0.000 (by Contour)
Multi-Stage = n/a Yes Yes No TW Elev.(ft) = 0.00
Note:Culvert/Orifice outflows are analyzed under inlet(ic)and outlet(oc)control. Weir risers checked for orifice conditions(ic)and submergence(s).
Stage/Storage/Discharge Table
Stage Storage Elevation Clv A Clv B Clv C PrfRsr Wr A Wr B Wr C Wr D Exfil User Total
ft cuft ft cfs cfs cfs cfs cfs cfs cfs cfs cfs cfs cfs
0.00 0 371.50 0.00 0.00 0.00 --- 0.00 0.00 --- --- 0.000
0.50 7,252 372.00 1.47 oc 0.07 ic 0.00 --- 0.00 0.00 --- --- 0.068
1.50 24,011 373.00 1.47 oc 0.13 ic 0.00 --- 0.00 0.00 --- --- 0.125
2.50 42,333 374.00 1.82 oc 0.16 ic 1.64 ic --- 0.00 0.00 --- --- 1.801
3.50 62,275 375.00 25.25 oc 0.04 ic 0.75 ic --- 24.47 s 9.86 --- --- 35.11
4.50 83,893 376.00 30.15 ic 0.02 ic 0.31 ic --- 29.80 s 88.93 --- --- 119.05

29
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2023 Tuesday,06/25/2024
Hyd. No. 17
Post Develoment DA #5 => By-Pass SCM E
Hydrograph type = SCS Runoff Peak discharge = 0.003 cfs
Storm frequency = 1 yrs Time to peak = 1440 min
Time interval = 1 min Hyd. volume = 37 cuft
Drainage area = 3.020 ac Curve number = 41
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = User Time of conc. (Tc) = 10.00 min
Total precip. = 3.10 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
Post Develoment DA#5 => By-Pass SCM E
Q (cfs) Hyd. No. 17 -- 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. 17 Time(min)

30
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2023 Tuesday,06/25/2024
Hyd. No. 18
Post Develoment DA #6 => By-Pass SCM
Hydrograph type = SCS Runoff Peak discharge = 0.004 cfs
Storm frequency = 1 yrs Time to peak = 1086 min
Time interval = 1 min Hyd. volume = 121 cuft
Drainage area = 1.010 ac Curve number = 45
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = TR55 Time of conc. (Tc) = 23.22 min
Total precip. = 3.10 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
Post Develoment DA#6 => By-Pass SCM
Q (cfs) Hyd. No. 18 -- 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. 18 Time(min)

31
TR55 Tc Worksheet
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2023
Hyd. No. 18
Post Develoment DA #6 => By-Pass SCM
Description A B C Totals
Sheet Flow
Manning's n-value = 0.400 0.011 0.011
Flow length (ft) = 100.0 0.0 0.0
Two-year 24-hr precip. (in) = 3.49 0.00 0.00
Land slope (%) = 1.75 0.00 0.00
Travel Time (min) = 21.69 + 0.00 + 0.00 = 21.69
Shallow Concentrated Flow
Flow length (ft) = 193.00 0.00 0.00
Watercourse slope (%) = 1.70 0.00 0.00
Surface description = Unpaved Paved Paved
Average velocity (ft/s) =2.10 0.00 0.00
Travel Time (min) = 1.53 + 0.00 + 0.00 = 1.53
Channel Flow
X sectional flow area (sqft) = 0.00 0.00 0.00
Wetted perimeter (ft) = 0.00 0.00 0.00
Channel slope (%) = 0.00 0.00 0.00
Manning's n-value = 0.030 0.015 0.015
Velocity (ft/s) =0.00
0.00
0.00
Flow length (ft) ({0})0.0 0.0 0.0
Travel Time (min) = 0.00 + 0.00 + 0.00 = 0.00
Total Travel Time, Tc 23.22 min

32
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2023 Tuesday,06/25/2024
Hyd. No. 19
Post Develoment DA #7 => By-Pass SCM
Hydrograph type = SCS Runoff Peak discharge = 0.548 cfs
Storm frequency = 1 yrs Time to peak = 721 min
Time interval = 1 min Hyd. volume = 1,730 cuft
Drainage area = 1.180 ac Curve number = 61
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = User Time of conc. (Tc) = 10.00 min
Total precip. = 3.10 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
Post Develoment DA#7 => By-Pass SCM
Q (cfs) Hyd. No. 19 -- 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 - k 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Hyd No. 19 Time(min)

33
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2023 Tuesday,06/25/2024
Hyd. No. 20
Post-Development North Total
Hydrograph type = Combine Peak discharge = 0.554 cfs
Storm frequency = 1 yrs Time to peak = 721 min
Time interval = 1 min Hyd. volume = 26,420 cuft
Inflow hyds. = 11, 13, 18, 19 Contrib. drain. area = 2.350 ac
Post-Development North Total
Q (cfs) Hyd. No. 20 -- 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
gr
0.20 0.20
1141 0.10 0.10
0.00 0.00
0 300 600 900 1200 1500 1800 2100 2400 2700 3000
Time(min)
Hyd No. 20 Hyd No. 11 Hyd No. 13 Hyd No. 18
Hyd No. 19

34
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2023 Tuesday,06/25/2024
Hyd. No. 21
Post-Development South Total
Hydrograph type = Combine Peak discharge = 0.692 cfs
Storm frequency = 1 yrs Time to peak = 727 min
Time interval = 1 min Hyd. volume = 24,282 cuft
Inflow hyds. = 14, 16 Contrib. drain. area = 2.070 ac
Post-Development South Total
Q (cfs) Hyd. No. 21 -- 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
0 300 600 900 1200 1500 1800 2100 2400 2700 3000
Time(min)
Hyd No. 21 Hyd No. 14 Hyd No. 16

35
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2023 Tuesday,06/25/2024
Hyd. No. 22
Post-Development Total
Hydrograph type = Combine Peak discharge = 1.119 cfs
Storm frequency = 1 yrs Time to peak = 724 min
Time interval = 1 min Hyd. volume = 50,739 cuft
Inflow hyds. = 17, 20, 21 Contrib. drain. area = 3.020 ac
Post-Development Total
Q (cfs) Hyd. No. 22 -- 1 Year Q (cfs)
2.00 2.00
1.00 1.00
ill161611
0.00 0.00
0 300 600 900 1200 1500 1800 2100 2400 2700 3000
Time(min)
Hyd No. 22 Hyd No. 17 Hyd No. 20 Hyd No. 21

36
Hydrograph Summary Report Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2023
Hyd. Hydrograph Peak 'Time Time to I Hyd. Inflow 'Maximum I Total Hydrograph
No. type flow interval Peak volume hyd(s) elevation strge used Description
(origin) (cfs) (min) (min) (cuft) (ft) (cuft)
1 SCS Runoff 0.000 1 n/a 0 Pre-Development DA#1 -NW Corner
2 SCS Runoff 1.252 1 755 14,008 Pre-Development DA#2-N Pond
3 SCS Runoff 2.251 1 746 15,639 Pre-Development DA#3-SW
4 SCS Runoff 3.293 1 738 17,489 Pre-Development DA#4-SE
5 SCS Runoff 1 1.899 1 738 14,449 Pre-Development DA#5-E
6 SCS Runoff 0.641 1 733 3,208 Pre-Development DA#6-N
7 Combine 1.669 1 745 17,217 1,2,6 Pre-Development North Total
8 Combine 5.343 1 742 33,128 3,4, Pre-Development South Total
9 Combine 8.827 1 742 64,794 5,7,8 Pre-Development Total
11 SCS Runoff 0.000 1 1440 5 Post Develoment DA#1 =>By-Pass
12 SCS Runoff 8.193 1 741 48,706 Post Development DA#2=>To SCM
13 Reservoir 0.882 1 910 36,466 12 352.41 26,281 SCM Routing#1
14 SCS Runoff 1.061 1 726 4,222 Post Develoment DA#3=>By-Pass
15 SCS Runoff 10.47 1 734 48,038 Post Develoment DA#4=>To SCM#
16 Reservoir 0.666 1 953 31,656 15 373.33 29,974 SCM Routing#2
17 SCS Runoff 0.009 1 1440 274 Post Develoment DA#5=>By-Pass
18 SCS Runoff 0.009 1 820 299 Post Develoment DA#6=>By-Pass
19 SCS Runoff 0.879 1 721 2,434 Post Develoment DA#7=>By-Pass
20 Combine 0.938 1 903 39,204 11, 13, 18, Post-Development North Total
19
21 Combine 1.115 1 727 35,878 14, 16, Post-Development South Total
22 Combine 1.821 1 723 75,355 17,20,21 Post-Development Total
Sanctuary- Routing.gpw Return Period: 2 Year Tuesday, 06/25/2024

37
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2023 Tuesday,06/25/2024
Hyd. No. 1
Pre-Development DA#1 - NW Corner
Hydrograph type = SCS Runoff Peak discharge = 0.000 cfs
Storm frequency = 2 yrs Time to peak = n/a
Time interval = 1 min Hyd. volume = 0 cuft
Drainage area = 2.290 ac Curve number = 36
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = TR55 Time of conc. (Tc) = 24.70 min
Total precip. = 3.49 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
Pre-Development DA #1 - NW Corner
Q (cfs) Hyd. No. 1 --2 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 10 20 30 40 50 60
Hyd No. 1 Time(min)

38
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2023 Tuesday,06/25/2024
Hyd. No. 2
Pre-Development DA #2 - N Pond
Hydrograph type = SCS Runoff Peak discharge = 1.252 cfs
Storm frequency = 2 yrs Time to peak = 755 min
Time interval = 1 min Hyd. volume = 14,008 cuft
Drainage area = 11.320 ac Curve number = 55
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = TR55 Time of conc. (Tc) = 49.00 min
Total precip. = 3.49 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
Pre-Development DA #2 - N Pond
Q (cfs) Hyd. No. 2--2 Year Q (cfs)
2.00 2.00
1.00 1.00
0.00 1 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Hyd No. 2 Time(min)

39
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2023 Tuesday,06/25/2024
Hyd. No. 3
Pre-Development DA#3 - SW
Hydrograph type = SCS Runoff Peak discharge = 2.251 cfs
Storm frequency = 2 yrs Time to peak = 746 min
Time interval = 1 min Hyd. volume = 15,639 cuft
Drainage area = 5.420 ac Curve number = 66
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = TR55 Time of conc. (Tc) = 50.80 min
Total precip. = 3.49 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
Pre-Development DA#3 - SW
Q (cfs) Hyd. No. 3--2 Year Q (cfs)
3.00 3.00
1
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. 3 Time(min)

40
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2023 Tuesday,06/25/2024
Hyd. No. 4
Pre-Development DA #4 - SE
Hydrograph type = SCS Runoff Peak discharge = 3.293 cfs
Storm frequency = 2 yrs Time to peak = 738 min
Time interval = 1 min Hyd. volume = 17,489 cuft
Drainage area = 5.110 ac Curve number = 69
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = TR55 Time of conc. (Tc) = 38.70 min
Total precip. = 3.49 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
Pre-Development DA#4 - SE
Q (cfs) Hyd. No. 4--2 Year Q (cfs)
4.00 4.00
3.00 3.00
2.00 2.00
1.00 1.00
0.00 - J 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Hyd No. 4 Time(min)

41
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2023 Tuesday,06/25/2024
Hyd. No. 5
Pre-Development DA #5 - E
Hydrograph type = SCS Runoff Peak discharge = 1.899 cfs
Storm frequency = 2 yrs Time to peak = 738 min
Time interval = 1 min Hyd. volume = 14,449 cuft
Drainage area = 9.720 ac Curve number = 57
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = TR55 Time of conc. (Tc) = 33.30 min
Total precip. = 3.49 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
Pre-Development DA#5 - E
Q (cfs) Hyd. No. 5--2 Year Q (cfs)
2.00 2.00
I
1.00 1.00
I0.00 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Hyd No. 5 Time(min)

42
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2023 Tuesday,06/25/2024
Hyd. No. 6
Pre-Development DA #6 - N
Hydrograph type = SCS Runoff Peak discharge = 0.641 cfs
Storm frequency = 2 yrs Time to peak = 733 min
Time interval = 1 min Hyd. volume = 3,208 cuft
Drainage area = 1.360 ac Curve number = 63
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = TR55 Time of conc. (Tc) = 27.70 min
Total precip. = 3.49 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
Pre-Development DA #6 - N
Q (cfs) Hyd. No. 6--2 Year Q (cfs)
1.00 I 1.00
0.90 0.90
0.80 0.80
0.70 0.70
0.60 I 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
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Hyd No. 6 Time(min)

43
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2023 Tuesday,06/25/2024
Hyd. No. 7
Pre-Development North Total
Hydrograph type = Combine Peak discharge = 1.669 cfs
Storm frequency = 2 yrs Time to peak = 745 min
Time interval = 1 min Hyd. volume = 17,217 cuft
Inflow hyds. = 1, 2, 6 Contrib. drain. area = 14.970 ac
Pre-Development North Total
Q (cfs) Hyd. No. 7--2 Year Q (cfs)
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
Time(min)
Hyd No. 7 Hyd No. 1 Hyd No. 2 Hyd No. 6

44
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2023 Tuesday,06/25/2024
Hyd. No. 8
Pre-Development South Total
Hydrograph type = Combine Peak discharge = 5.343 cfs
Storm frequency = 2 yrs Time to peak = 742 min
Time interval = 1 min Hyd. volume = 33,128 cuft
Inflow hyds. = 3, 4 Contrib. drain. area = 10.530 ac
Pre-Development South Total
Q (cfs) Hyd. No. 8--2 Year Q (cfs)
6.00 6.00
5.00 5.00
4.00 4.00
3.00 3.00
2.00 2.00
1.00 1.00
0.00 - J 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Time(min)
Hyd No. 8 Hyd No. 3 Hyd No. 4

45
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2023 Tuesday,06/25/2024
Hyd. No. 9
Pre-Development Total
Hydrograph type = Combine Peak discharge = 8.827 cfs
Storm frequency = 2 yrs Time to peak = 742 min
Time interval = 1 min Hyd. volume = 64,794 cuft
Inflow hyds. = 5, 7, 8 Contrib. drain. area = 9.720 ac
Pre-Development Total
Q (cfs) Hyd. No. 9--2 Year Q (cfs)
10.00 10.00
8.00 8.00
6.00 6.00
4.00 4.00
2.00 - 2.00
0.00 - 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Time(min)
Hyd No. 9 Hyd No. 5 Hyd No. 7 Hyd No. 8

46
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2023 Tuesday,06/25/2024
Hyd. No. 11
Post Develoment DA #1 => By-Pass SCM
Hydrograph type = SCS Runoff Peak discharge = 0.000 cfs
Storm frequency = 2 yrs Time to peak = 1440 min
Time interval = 1 min Hyd. volume = 5 cuft
Drainage area = 0.160 ac Curve number = 39
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = User Time of conc. (Tc) = 10.00 min
Total precip. = 3.49 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
Post Develoment DA#1 => By-Pass SCM
Q (cfs) Hyd. No. 11 --2 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. 11 Time(min)

47
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2023 Tuesday,06/25/2024
Hyd. No. 12
Post Development DA#2 => To SCM#1
Hydrograph type = SCS Runoff Peak discharge = 8.193 cfs
Storm frequency = 2 yrs Time to peak = 741 min
Time interval = 1 min Hyd. volume = 48,706 cuft
Drainage area = 15.810 ac Curve number = 67
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = TR55 Time of conc. (Tc) = 41.50 min
Total precip. = 3.49 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
Post Development DA#2 => To SCM#1
Q (cfs) Hyd. No. 12 --2 Year Q (cfs)
10.00 10.00
8.00 8.00
6.00 6.00
4.00 4.00
2.00 2.00
0.00 i N— 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Hyd No. 12 Time(min)

48
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2023 Tuesday,06/25/2024
Hyd. No. 13
SCM Routing #1
Hydrograph type = Reservoir Peak discharge = 0.882 cfs
Storm frequency = 2 yrs Time to peak = 910 min
Time interval = 1 min Hyd. volume = 36,466 cuft
Inflow hyd. No. = 12 - Post Development DA#2 MaRoEg thn = 352.41 ft
Reservoir name = Wet Basin#1 - NORTH Max. Storage = 26,281 cuft
Storage Indication method used.
SCM Routing #1
Q (cfs) Hyd. No. 13 --2 Year Q (cfs)
10.00 10.00
8.00IL 8.00
6.00 6.00
4.00 4.00
2.00 2.00
0.00 — 0.00
0 300 600 900 1200 1500 1800 2100 2400 2700 3000
Time(min)
Hyd No. 13 Hyd No. 12 I I Total storage used = 26,281 cuft

49
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2023 Tuesday,06/25/2024
Hyd. No. 14
Post Develoment DA #3 => By-Pass SCM
Hydrograph type = SCS Runoff Peak discharge = 1.061 cfs
Storm frequency = 2 yrs Time to peak = 726 min
Time interval = 1 min Hyd. volume = 4,222 cuft
Drainage area = 2.070 ac Curve number = 61
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = TR55 Time of conc. (Tc) = 17.90 min
Total precip. = 3.49 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
Post Develoment DA#3 => By-Pass SCM
Q (cfs) Hyd. No. 14 --2 Year Q (cfs)
2.00 2.00
1.00 1 1.00
1 '
0.00 \- 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Hyd No. 14 Time(min)

50
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2023 Tuesday,06/25/2024
Hyd. No. 15
Post Develoment DA #4 => To SCM#2
Hydrograph type = SCS Runoff Peak discharge = 10.47 cfs
Storm frequency = 2 yrs Time to peak = 734 min
Time interval = 1 min Hyd. volume = 48,038 cuft
Drainage area = 11.950 ac Curve number = 72
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = User Time of conc. (Tc) = 32.90 min
Total precip. = 3.49 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
Post Develoment DA#4 => To SCM#2
Q (cfs) Hyd. No. 15 --2 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 1 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Hyd No. 15 Time(min)

51
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2023 Tuesday,06/25/2024
Hyd. No. 16
SCM Routing #2
Hydrograph type = Reservoir Peak discharge = 0.666 cfs
Storm frequency = 2 yrs Time to peak = 953 min
Time interval = 1 min Hyd. volume = 31,656 cuft
Inflow hyd. No. = 15 - Post Develoment DA #4 =MR) ElbMsttibn = 373.33 ft
Reservoir name = Wet Basin#2 - SOUTH Max. Storage = 29,974 cuft
Storage Indication method used.
SCM Routing #2
Q (cfs) Hyd. No. 16 --2 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
0 300 600 900 1200 1500 1800 2100 2400 2700 3000
Time(min)
Hyd No. 16 Hyd No. 15 I Total storage used = 29,974 cuft

52
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2023 Tuesday,06/25/2024
Hyd. No. 17
Post Develoment DA #5 => By-Pass SCM E
Hydrograph type = SCS Runoff Peak discharge = 0.009 cfs
Storm frequency = 2 yrs Time to peak = 1440 min
Time interval = 1 min Hyd. volume = 274 cuft
Drainage area = 3.020 ac Curve number = 41
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = User Time of conc. (Tc) = 10.00 min
Total precip. = 3.49 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
Post Develoment DA#5 => By-Pass SCM E
Q (cfs) Hyd. No. 17 --2 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. 17 Time(min)

53
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2023 Tuesday,06/25/2024
Hyd. No. 18
Post Develoment DA #6 => By-Pass SCM
Hydrograph type = SCS Runoff Peak discharge = 0.009 cfs
Storm frequency = 2 yrs Time to peak = 820 min
Time interval = 1 min Hyd. volume = 299 cuft
Drainage area = 1.010 ac Curve number = 45
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = TR55 Time of conc. (Tc) = 23.22 min
Total precip. = 3.49 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
Post Develoment DA#6 => By-Pass SCM
Q (cfs) Hyd. No. 18 --2 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
l.....sp,
0.00 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Hyd No. 18 Time(min)

54
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2023 Tuesday,06/25/2024
Hyd. No. 19
Post Develoment DA #7 => By-Pass SCM
Hydrograph type = SCS Runoff Peak discharge = 0.879 cfs
Storm frequency = 2 yrs Time to peak = 721 min
Time interval = 1 min Hyd. volume = 2,434 cuft
Drainage area = 1.180 ac Curve number = 61
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = User Time of conc. (Tc) = 10.00 min
Total precip. = 3.49 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
Post Develoment DA#7 => By-Pass SCM
Q (cfs) Hyd. No. 19 --2 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 - t - 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Hyd No. 19 Time(min)

55
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2023 Tuesday,06/25/2024
Hyd. No. 20
Post-Development North Total
Hydrograph type = Combine Peak discharge = 0.938 cfs
Storm frequency = 2 yrs Time to peak = 903 min
Time interval = 1 min Hyd. volume = 39,204 cuft
Inflow hyds. = 11, 13, 18, 19 Contrib. drain. area = 2.350 ac
Post-Development North Total
Q (cfs) Hyd. No. 20 --2 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
1 tlII!1
0.30 0.30
0.20 0.20
0.10 0.10
EME
� minermi--
0.00 0.00
0 300 600 900 1200 1500 1800 2100 2400 2700 3000
Time(min)
Hyd No. 20 Hyd No. 11 Hyd No. 13 Hyd No. 18
Hyd No. 19

56
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2023 Tuesday,06/25/2024
Hyd. No. 21
Post-Development South Total
Hydrograph type = Combine Peak discharge = 1.115 cfs
Storm frequency = 2 yrs Time to peak = 727 min
Time interval = 1 min Hyd. volume = 35,878 cuft
Inflow hyds. = 14, 16 Contrib. drain. area = 2.070 ac
Post-Development South Total
Q (cfs) Hyd. No. 21 --2 Year Q (cfs)
2.00 2.00
1.00 1.00
0.00 0.00
0 300 600 900 1200 1500 1800 2100 2400 2700 3000
Time(min)
Hyd No. 21 Hyd No. 14 Hyd No. 16

57
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2023 Tuesday,06/25/2024
Hyd. No. 22
Post-Development Total
Hydrograph type = Combine Peak discharge = 1.821 cfs
Storm frequency = 2 yrs Time to peak = 723 min
Time interval = 1 min Hyd. volume = 75,355 cuft
Inflow hyds. = 17, 20, 21 Contrib. drain. area = 3.020 ac
Post-Development Total
Q (cfs) Hyd. No. 22 --2 Year Q (cfs)
2.00 2.00
1.00 1.00
9(\44.1\,-
0.00 0.00
0 300 600 900 1200 1500 1800 2100 2400 2700 3000
Time(min)
Hyd No. 22 Hyd No. 17 Hyd No. 20 Hyd No. 21

58
Hydrograph Summary Report Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2023
Hyd. Hydrograph Peak 'Time Time to I Hyd. Inflow 'Maximum I Total Hydrograph
No. type flow interval Peak volume hyd(s) elevation strge used Description
(origin) (cfs) (min) (min) (cuft) (ft) (cuft)
1 SCS Runoff 0.031 1 819 1,026 Pre-Development DA#1 -NW Corner
2 SCS Runoff 5.915 1 746 42,149 Pre-Development DA#2-N Pond
3 SCS Runoff 5.868 1 745 35,338 Pre-Development DA#3-SW
4 SCS Runoff 7.736 1 737 37,457 Pre-Development DA#4-SE
5 SCS Runoff 7.900 1 735 40,611 Pre-Development DA#5-E
6 SCS Runoff 1.865 1 731 7,706 Pre-Development DA#6-N
7 Combine 7.175 1 743 50,881 1,2,6 Pre-Development North Total
8 Combine 13.15 1 740 I 72,795 3,4, Pre-Development South Total
9 Combine 27.63 1 740 164,287 5,7,8 Pre-Development Total
11 SCS Runoff 0.007 1 741 128 Post Develoment DA#1 =>By-Pass
12 SCS Runoff 20.57 1 739 108,030 Post Development DA#2=>To SCM
13 Reservoir 2.730 1 826 95,318 12 354.05 53,773 SCM Routing#1
14 SCS Runoff 3.328 1 725 10,620 Post Develoment DA#3=>By-Pass
15 SCS Runoff 22.65 1 734 98,076 Post Develoment DA#4=>To SCM#
16 Reservoir 5.137 1 767 81,213 15 374.30 48,319 SCM Routing#2
17 SCS Runoff 0.362 1 724 3,258 Post Develoment DA#5=>By-Pass
18 SCS Runoff 0.231 1 732 1,721 Post Develoment DA#6=>By-Pass
19 SCS Runoff 2.614 1 720 6,123 Post Develoment DA#7=>By-Pass
20 Combine 2.946 1 802 103,291 11, 13, 18, Post-Development North Total
19
21 Combine 5.575 1 767 91,833 14, 16, Post-Development South Total
22 Combine 8.495 1 767 198,382 17,20,21 Post-Development Total
Sanctuary- Routing.gpw Return Period: 10 Year Tuesday, 06/25/2024

59
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2023 Tuesday,06/25/2024
Hyd. No. 1
Pre-Development DA#1 - NW Corner
Hydrograph type = SCS Runoff Peak discharge = 0.031 cfs
Storm frequency = 10 yrs Time to peak = 819 min
Time interval = 1 min Hyd. volume = 1,026 cuft
Drainage area = 2.290 ac Curve number = 36
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = TR55 Time of conc. (Tc) = 24.70 min
Total precip. = 5.10 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
Pre-Development DA #1 - NW Corner
Q (cfs) Hyd. No. 1 -- 10 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
0.03r----***** 0.03
0.02 L 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. 1 Time(min)

60
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2023 Tuesday,06/25/2024
Hyd. No. 2
Pre-Development DA #2 - N Pond
Hydrograph type = SCS Runoff Peak discharge = 5.915 cfs
Storm frequency = 10 yrs Time to peak = 746 min
Time interval = 1 min Hyd. volume = 42,149 cuft
Drainage area = 11.320 ac Curve number = 55
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = TR55 Time of conc. (Tc) = 49.00 min
Total precip. = 5.10 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
Pre-Development DA #2 - N Pond
Q (cfs) Hyd. No. 2-- 10 Year Q (cfs)
6.00 , 6.00
5.00 5.00
4.00 4.00
3.00 3.00
2.00 2.00
1.00 1.00
0.00 - J 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Hyd No. 2 Time(min)

61
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2023 Tuesday,06/25/2024
Hyd. No. 3
Pre-Development DA#3 - SW
Hydrograph type = SCS Runoff Peak discharge = 5.868 cfs
Storm frequency = 10 yrs Time to peak = 745 min
Time interval = 1 min Hyd. volume = 35,338 cuft
Drainage area = 5.420 ac Curve number = 66
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = TR55 Time of conc. (Tc) = 50.80 min
Total precip. = 5.10 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
Pre-Development DA#3 - SW
Q (cfs) Hyd. No. 3-- 10 Year Q (cfs)
6.00 6.00
i
5.00 5.00
4.00 4.00
3.00 3.00
2.00 2.00
1.00 1.00
0.00 - 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Hyd No. 3 Time(min)

62
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2023 Tuesday,06/25/2024
Hyd. No. 4
Pre-Development DA #4 - SE
Hydrograph type = SCS Runoff Peak discharge = 7.736 cfs
Storm frequency = 10 yrs Time to peak = 737 min
Time interval = 1 min Hyd. volume = 37,457 cuft
Drainage area = 5.110 ac Curve number = 69
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = TR55 Time of conc. (Tc) = 38.70 min
Total precip. = 5.10 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
Pre-Development DA#4 - SE
Q (cfs) Hyd. No. 4-- 10 Year Q (cfs)
8.00 8.00
6.00 6.00
4.00 4.00
2.00 2.00
0.00 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Hyd No. 4 Time(min)

63
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2023 Tuesday,06/25/2024
Hyd. No. 5
Pre-Development DA #5 - E
Hydrograph type = SCS Runoff Peak discharge = 7.900 cfs
Storm frequency = 10 yrs Time to peak = 735 min
Time interval = 1 min Hyd. volume = 40,611 cuft
Drainage area = 9.720 ac Curve number = 57
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = TR55 Time of conc. (Tc) = 33.30 min
Total precip. = 5.10 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
Pre-Development DA#5 - E
Q (cfs) Hyd. No. 5-- 10 Year Q (cfs)
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. 5 Time(min)

64
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2023 Tuesday,06/25/2024
Hyd. No. 6
Pre-Development DA #6 - N
Hydrograph type = SCS Runoff Peak discharge = 1.865 cfs
Storm frequency = 10 yrs Time to peak = 731 min
Time interval = 1 min Hyd. volume = 7,706 cuft
Drainage area = 1.360 ac Curve number = 63
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = TR55 Time of conc. (Tc) = 27.70 min
Total precip. = 5.10 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
Pre-Development DA #6 - N
Q (cfs) Hyd. No. 6-- 10 Year Q (cfs)
2.00 2.00
1.00 1.00
0.00 - l 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Hyd No. 6 Time(min)

65
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2023 Tuesday,06/25/2024
Hyd. No. 7
Pre-Development North Total
Hydrograph type = Combine Peak discharge = 7.175 cfs
Storm frequency = 10 yrs Time to peak = 743 min
Time interval = 1 min Hyd. volume = 50,881 cuft
Inflow hyds. = 1, 2, 6 Contrib. drain. area = 14.970 ac
Pre-Development North Total
Q (cfs) Hyd. No. 7-- 10 Year Q (cfs)
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
Time(min)
Hyd No. 7 Hyd No. 1 Hyd No. 2 Hyd No. 6

66
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2023 Tuesday,06/25/2024
Hyd. No. 8
Pre-Development South Total
Hydrograph type = Combine Peak discharge = 13.15 cfs
Storm frequency = 10 yrs Time to peak = 740 min
Time interval = 1 min Hyd. volume = 72,795 cuft
Inflow hyds. = 3, 4 Contrib. drain. area = 10.530 ac
Pre-Development South Total
Q (cfs) Hyd. No. 8-- 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 I 4.00
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. 8 Hyd No. 3 Hyd No. 4

67
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2023 Tuesday,06/25/2024
Hyd. No. 9
Pre-Development Total
Hydrograph type = Combine Peak discharge = 27.63 cfs
Storm frequency = 10 yrs Time to peak = 740 min
Time interval = 1 min Hyd. volume = 164,287 cuft
Inflow hyds. = 5, 7, 8 Contrib. drain. area = 9.720 ac
Pre-Development Total
Q (cfs) Hyd. No. 9-- 10 Year Q (cfs)
28.00 28.00
A _
24.00 24.00
20.00 20.00
16.00 16.00
12.00 12.00
8.00 8.00
4.00 4.00
0.00 ' ''--- 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Time(min)
Hyd No. 9 Hyd No. 5 Hyd No. 7 Hyd No. 8

68
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2023 Tuesday,06/25/2024
Hyd. No. 11
Post Develoment DA #1 => By-Pass SCM
Hydrograph type = SCS Runoff Peak discharge = 0.007 cfs
Storm frequency = 10 yrs Time to peak = 741 min
Time interval = 1 min Hyd. volume = 128 cuft
Drainage area = 0.160 ac Curve number = 39
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = User Time of conc. (Tc) = 10.00 min
Total precip. = 5.10 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
Post Develoment DA#1 => By-Pass SCM
Q (cfs) Hyd. No. 11 -- 10 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. 11 Time(min)

69
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2023 Tuesday,06/25/2024
Hyd. No. 12
Post Development DA#2 => To SCM#1
Hydrograph type = SCS Runoff Peak discharge = 20.57 cfs
Storm frequency = 10 yrs Time to peak = 739 min
Time interval = 1 min Hyd. volume = 108,030 cuft
Drainage area = 15.810 ac Curve number = 67
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = TR55 Time of conc. (Tc) = 41.50 min
Total precip. = 5.10 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
Post Development DA#2 => To SCM#1
Q (cfs) Hyd. No. 12 -- 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 - J 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Hyd No. 12 Time(min)

70
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2023 Tuesday,06/25/2024
Hyd. No. 13
SCM Routing #1
Hydrograph type = Reservoir Peak discharge = 2.730 cfs
Storm frequency = 10 yrs Time to peak = 826 min
Time interval = 1 min Hyd. volume = 95,318 cuft
Inflow hyd. No. = 12 - Post Development DA#2 MaRoEg thn = 354.05 ft
Reservoir name = Wet Basin#1 - NORTH Max. Storage = 53,773 cuft
Storage Indication method used.
SCM Routing #1
Q (cfs) Hyd. No. 13 -- 10 Year Q (cfs)
21.00 21.00
18.00 18.00
15.00 15.00
12.00 12.00
9.00 9.00
6.00L.„„„ 6.00
3.00 3.00
0.00 - N. 0.00
0 300 600 900 1200 1500 1800 2100 2400 2700 3000
Time(min)
Hyd No. 13 Hyd No. 12 I I Total storage used = 53,773 cuft

71
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2023 Tuesday,06/25/2024
Hyd. No. 14
Post Develoment DA #3 => By-Pass SCM
Hydrograph type = SCS Runoff Peak discharge = 3.328 cfs
Storm frequency = 10 yrs Time to peak = 725 min
Time interval = 1 min Hyd. volume = 10,620 cuft
Drainage area = 2.070 ac Curve number = 61
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = TR55 Time of conc. (Tc) = 17.90 min
Total precip. = 5.10 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
Post Develoment DA#3 => By-Pass SCM
Q (cfs) Hyd. No. 14 -- 10 Year Q (cfs)
4.00 4.00
3.00 3.00
2.00 2.00
I
1.00 1.00
0.00 - J \— 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Hyd No. 14 Time(min)

72
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2023 Tuesday,06/25/2024
Hyd. No. 15
Post Develoment DA #4 => To SCM#2
Hydrograph type = SCS Runoff Peak discharge = 22.65 cfs
Storm frequency = 10 yrs Time to peak = 734 min
Time interval = 1 min Hyd. volume = 98,076 cuft
Drainage area = 11.950 ac Curve number = 72
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = User Time of conc. (Tc) = 32.90 min
Total precip. = 5.10 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
Post Develoment DA#4 => To SCM#2
Q (cfs) Hyd. No. 15 -- 10 Year Q (cfs)
24.00 24.00
20.00 20.00
16.00 16.00
12.00 12.00
8.00 8.00
4.00 4.00
0.00 - . - 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Hyd No. 15 Time(min)

73
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2023 Tuesday,06/25/2024
Hyd. No. 16
SCM Routing #2
Hydrograph type = Reservoir Peak discharge = 5.137 cfs
Storm frequency = 10 yrs Time to peak = 767 min
Time interval = 1 min Hyd. volume = 81,213 cuft
Inflow hyd. No. = 15 - Post Develoment DA #4 =MR) ElbMsttibn = 374.30 ft
Reservoir name = Wet Basin#2 - SOUTH Max. Storage = 48,319 cuft
Storage Indication method used.
SCM Routing #2
Q (cfs) Hyd. No. 16 -- 10 Year Q (cfs)
24.00 24.00
20.00 20.00
16.00 16.00
12.00 12.00
8.00 8.00
4.00 4.00
0.00 - t 0.00
0 300 600 900 1200 1500 1800 2100 2400 2700 3000
Time(min)
Hyd No. 16 Hyd No. 15 I I Total storage used = 48,319 cuft

74
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2023 Tuesday,06/25/2024
Hyd. No. 17
Post Develoment DA #5 => By-Pass SCM E
Hydrograph type = SCS Runoff Peak discharge = 0.362 cfs
Storm frequency = 10 yrs Time to peak = 724 min
Time interval = 1 min Hyd. volume = 3,258 cuft
Drainage area = 3.020 ac Curve number = 41
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = User Time of conc. (Tc) = 10.00 min
Total precip. = 5.10 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
Post Develoment DA#5 => By-Pass SCM E
Q (cfs) Hyd. No. 17 -- 10 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
7
0.00 - 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Hyd No. 17 Time(min)

75
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2023 Tuesday,06/25/2024
Hyd. No. 18
Post Develoment DA #6 => By-Pass SCM
Hydrograph type = SCS Runoff Peak discharge = 0.231 cfs
Storm frequency = 10 yrs Time to peak = 732 min
Time interval = 1 min Hyd. volume = 1,721 cuft
Drainage area = 1.010 ac Curve number = 45
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = TR55 Time of conc. (Tc) = 23.22 min
Total precip. = 5.10 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
Post Develoment DA#6 => By-Pass SCM
Q (cfs) Hyd. No. 18 -- 10 Year Q (cfs)
0.50 I 0.50
0.45 0.45
0.40 0.40
0.35 0.35
0.30 0.30
0.25 0.25
1
0.20 0.20
0.15 0.15
0.10 0.10
0.05 0.05
0.00 - i 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Hyd No. 18 Time(min)

76
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2023 Tuesday,06/25/2024
Hyd. No. 19
Post Develoment DA #7 => By-Pass SCM
Hydrograph type = SCS Runoff Peak discharge = 2.614 cfs
Storm frequency = 10 yrs Time to peak = 720 min
Time interval = 1 min Hyd. volume = 6,123 cuft
Drainage area = 1.180 ac Curve number = 61
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = User Time of conc. (Tc) = 10.00 min
Total precip. = 5.10 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
Post Develoment DA#7 => By-Pass SCM
Q (cfs) Hyd. No. 19 -- 10 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. 19 Time(min)

77
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2023 Tuesday,06/25/2024
Hyd. No. 20
Post-Development North Total
Hydrograph type = Combine Peak discharge = 2.946 cfs
Storm frequency = 10 yrs Time to peak = 802 min
Time interval = 1 min Hyd. volume = 103,291 cuft
Inflow hyds. = 11, 13, 18, 19 Contrib. drain. area = 2.350 ac
Post-Development North Total
Q (cfs) Hyd. No. 20 -- 10 Year Q (cfs)
3.00 3.00
2.00 2.00
,\
1.00 1.00
l
0.00 - 0.00
0 300 600 900 1200 1500 1800 2100 2400 2700 3000
Time(min)
Hyd No. 20 Hyd No. 11 Hyd No. 13 Hyd No. 18
Hyd No. 19

78
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2023 Tuesday,06/25/2024
Hyd. No. 21
Post-Development South Total
Hydrograph type = Combine Peak discharge = 5.575 cfs
Storm frequency = 10 yrs Time to peak = 767 min
Time interval = 1 min Hyd. volume = 91,833 cuft
Inflow hyds. = 14, 16 Contrib. drain. area = 2.070 ac
Post-Development South Total
Q (cfs) Hyd. No. 21 -- 10 Year Q (cfs)
6.00 6.00
5.00 5.00
4.00 4.00
3.00 3.00
2.00 2.00
1.00 L 1.00
0.00 - y • 0.00
0 300 600 900 1200 1500 1800 2100 2400 2700 3000
Time(min)
Hyd No. 21 Hyd No. 14 Hyd No. 16

79
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2023 Tuesday,06/25/2024
Hyd. No. 22
Post-Development Total
Hydrograph type = Combine Peak discharge = 8.495 cfs
Storm frequency = 10 yrs Time to peak = 767 min
Time interval = 1 min Hyd. volume = 198,382 cuft
Inflow hyds. = 17, 20, 21 Contrib. drain. area = 3.020 ac
Post-Development Total
Q (cfs) Hyd. No. 22 -- 10 Year Q (cfs)
10.00 10.00
8.00 8.00
6.00 6.00
4.00 4.00
2.00 2.00
0.00 0.00
0 300 600 900 1200 1500 1800 2100 2400 2700 3000
Time(min)
Hyd No. 22 Hyd No. 17 Hyd No. 20 Hyd No. 21

80
Hydrograph Summary Report Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2023
Hyd. Hydrograph Peak 'Time Time to I Hyd. Inflow 'Maximum I Total Hydrograph
No. type flow interval Peak volume hyd(s) elevation strge used Description
(origin) (cfs) (min) (min) (cuft) (ft) (cuft)
1 SCS Runoff 0.162 1 747 2,588 Pre-Development DA#1 -NW Corner
2 SCS Runoff 9.914 1 745 63,752 Pre-Development DA#2-N Pond
3 SCS Runoff 8.385 1 744 49,033 Pre-Development DA#3-SW
4 SCS Runoff 10.74 1 737 51,053 Pre-Development DA#4-SE
5 SCS Runoff 12.71 1 735 60,262 Pre-Development DA#5-E
6 SCS Runoff 2.736 1 731 10,906 Pre-Development DA#6-N
7 Combine 11.92 1 743 77,246 1,2,6 Pre-Development North Total
8 Combine 18.51 1 740 100,086 3,4, Pre-Development South Total
9 Combine 42.14 1 739 237,594 5,7,8 Pre-Development Total
11 SCS Runoff 0.049 1 723 270 Post Develoment DA#1 =>By-Pass
12 SCS Runoff 29.08 1 739 148,979 Post Development DA#2=>To SCM
13 Reservoir 5.659 1 788 135,866 12 355.12 73,903 SCM Routing#1
14 SCS Runoff 4.955 1 725 15,247 Post Develoment DA#3=>By-Pass
15 SCS Runoff 30.68 1 733 131,502 Post Develoment DA#4=>To SCM#
16 Reservoir 17.02 1 752 114,450 15 374.59 54,044 SCM Routing#2
17 SCS Runoff 1.529 1 722 6,352 Post Develoment DA#5=>By-Pass
18 SCS Runoff 0.570 1 730 3,014 Post Develoment DA#6=>By-Pass
19 SCS Runoff 3.841 1 720 8,792 Post Develoment DA#7=>By-Pass
20 Combine 6.039 1 787 147,942 11, 13, 18, Post-Development North Total
19
21 Combine 17.89 1 752 129,698 14, 16, Post-Development South Total
22 Combine 21.65 1 752 283,991 17,20,21 Post-Development Total
Sanctuary- Routing.gpw Return Period: 25 Year Tuesday, 06/25/2024

81
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2023 Tuesday,06/25/2024
Hyd. No. 1
Pre-Development DA#1 - NW Corner
Hydrograph type = SCS Runoff Peak discharge = 0.162 cfs
Storm frequency = 25 yrs Time to peak = 747 min
Time interval = 1 min Hyd. volume = 2,588 cuft
Drainage area = 2.290 ac Curve number = 36
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = TR55 Time of conc. (Tc) = 24.70 min
Total precip. = 6.07 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
Pre-Development DA #1 - NW Corner
Q (cfs) Hyd. No. 1 --25 Year Q (cfs)
0.50 I 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
0.00 - 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Hyd No. 1 Time(min)

82
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2023 Tuesday,06/25/2024
Hyd. No. 2
Pre-Development DA #2 - N Pond
Hydrograph type = SCS Runoff Peak discharge = 9.914 cfs
Storm frequency = 25 yrs Time to peak = 745 min
Time interval = 1 min Hyd. volume = 63,752 cuft
Drainage area = 11.320 ac Curve number = 55
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = TR55 Time of conc. (Tc) = 49.00 min
Total precip. = 6.07 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
Pre-Development DA #2 - N Pond
Q (cfs) Hyd. No. 2--25 Year Q (cfs)
10.00 1 10.00
8.00 8.00
6.00 6.00
4.00 4.00
2.00 2.00
0.00 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Hyd No. 2 Time(min)

83
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2023 Tuesday,06/25/2024
Hyd. No. 3
Pre-Development DA#3 - SW
Hydrograph type = SCS Runoff Peak discharge = 8.385 cfs
Storm frequency = 25 yrs Time to peak = 744 min
Time interval = 1 min Hyd. volume = 49,033 cuft
Drainage area = 5.420 ac Curve number = 66
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = TR55 Time of conc. (Tc) = 50.80 min
Total precip. = 6.07 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
Pre-Development DA#3 - SW
Q (cfs) Hyd. No. 3--25 Year Q (cfs)
10.00 10.00
8.00i '•,..,...,...........„ 8.00
6.00 6.00
4.00 4.00
2.00 2.00
0.00 - L- 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Hyd No. 3 Time(min)

84
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2023 Tuesday,06/25/2024
Hyd. No. 4
Pre-Development DA #4 - SE
Hydrograph type = SCS Runoff Peak discharge = 10.74 cfs
Storm frequency = 25 yrs Time to peak = 737 min
Time interval = 1 min Hyd. volume = 51,053 cuft
Drainage area = 5.110 ac Curve number = 69
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = TR55 Time of conc. (Tc) = 38.70 min
Total precip. = 6.07 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
Pre-Development DA#4 - SE
Q (cfs) Hyd. No. 4--25 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
9
0.00 • 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Hyd No. 4 Time(min)

85
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2023 Tuesday,06/25/2024
Hyd. No. 5
Pre-Development DA #5 - E
Hydrograph type = SCS Runoff Peak discharge = 12.71 cfs
Storm frequency = 25 yrs Time to peak = 735 min
Time interval = 1 min Hyd. volume = 60,262 cuft
Drainage area = 9.720 ac Curve number = 57
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = TR55 Time of conc. (Tc) = 33.30 min
Total precip. = 6.07 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
Pre-Development DA#5 - E
Q (cfs) Hyd. No. 5--25 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 J N— 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Hyd No. 5 Time(min)

86
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2023 Tuesday,06/25/2024
Hyd. No. 6
Pre-Development DA #6 - N
Hydrograph type = SCS Runoff Peak discharge = 2.736 cfs
Storm frequency = 25 yrs Time to peak = 731 min
Time interval = 1 min Hyd. volume = 10,906 cuft
Drainage area = 1.360 ac Curve number = 63
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = TR55 Time of conc. (Tc) = 27.70 min
Total precip. = 6.07 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
Pre-Development DA #6 - N
Q (cfs) Hyd. No. 6--25 Year Q (cfs)
3.00 3.00
2.00 2.00
1.00 1.00
1
0.00 - 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Hyd No. 6 Time(min)

87
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2023 Tuesday,06/25/2024
Hyd. No. 7
Pre-Development North Total
Hydrograph type = Combine Peak discharge = 11.92 cfs
Storm frequency = 25 yrs Time to peak = 743 min
Time interval = 1 min Hyd. volume = 77,246 cuft
Inflow hyds. = 1, 2, 6 Contrib. drain. area = 14.970 ac
Pre-Development North Total
Q (cfs) Hyd. No. 7--25 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
Time(min)
Hyd No. 7 Hyd No. 1 Hyd No. 2 Hyd No. 6

88
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2023 Tuesday,06/25/2024
Hyd. No. 8
Pre-Development South Total
Hydrograph type = Combine Peak discharge = 18.51 cfs
Storm frequency = 25 yrs Time to peak = 740 min
Time interval = 1 min Hyd. volume = 100,086 cuft
Inflow hyds. = 3, 4 Contrib. drain. area = 10.530 ac
Pre-Development South Total
Q (cfs) Hyd. No. 8--25 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
Time(min)
Hyd No. 8 Hyd No. 3 Hyd No. 4

89
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2023 Tuesday,06/25/2024
Hyd. No. 9
Pre-Development Total
Hydrograph type = Combine Peak discharge = 42.14 cfs
Storm frequency = 25 yrs Time to peak = 739 min
Time interval = 1 min Hyd. volume = 237,594 cuft
Inflow hyds. = 5, 7, 8 Contrib. drain. area = 9.720 ac
Pre-Development Total
Q (cfs) Hyd. No. 9--25 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
Time(min)
Hyd No. 9 Hyd No. 5 Hyd No. 7 Hyd No. 8

90
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2023 Tuesday,06/25/2024
Hyd. No. 11
Post Develoment DA #1 => By-Pass SCM
Hydrograph type = SCS Runoff Peak discharge = 0.049 cfs
Storm frequency = 25 yrs Time to peak = 723 min
Time interval = 1 min Hyd. volume = 270 cuft
Drainage area = 0.160 ac Curve number = 39
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = User Time of conc. (Tc) = 10.00 min
Total precip. = 6.07 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
Post Develoment DA#1 => By-Pass SCM
Q (cfs) Hyd. No. 11 --25 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 - k 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Hyd No. 11 Time(min)

91
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2023 Tuesday,06/25/2024
Hyd. No. 12
Post Development DA#2 => To SCM#1
Hydrograph type = SCS Runoff Peak discharge = 29.08 cfs
Storm frequency = 25 yrs Time to peak = 739 min
Time interval = 1 min Hyd. volume = 148,979 cuft
Drainage area = 15.810 ac Curve number = 67
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = TR55 Time of conc. (Tc) = 41.50 min
Total precip. = 6.07 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
Post Development DA#2 => To SCM#1
Q (cfs) Hyd. No. 12 --25 Year Q (cfs)
30.00 30.00
25.00 25.00
20.00 I 20.00
15.00 15.00
10.00 10.00
5.00 5.00
I
0.00 - - 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Hyd No. 12 Time(min)

92
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2023 Tuesday,06/25/2024
Hyd. No. 13
SCM Routing #1
Hydrograph type = Reservoir Peak discharge = 5.659 cfs
Storm frequency = 25 yrs Time to peak = 788 min
Time interval = 1 min Hyd. volume = 135,866 cuft
Inflow hyd. No. = 12 - Post Development DA#2 MaRoEg thn = 355.12 ft
Reservoir name = Wet Basin#1 - NORTH Max. Storage = 73,903 cuft
Storage Indication method used.
SCM Routing #1
Q (cfs) Hyd. No. 13 --25 Year Q (cfs)
30.00 30.00
25.00 25.00
20.00 20.00
15.00 15.00
10.00 10.00
5.00 5.00
0.00 - — 0.00
0 300 600 900 1200 1500 1800 2100 2400 2700 3000
Time(min)
Hyd No. 13 Hyd No. 12 I I Total storage used = 73,903 cuft

93
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2023 Tuesday,06/25/2024
Hyd. No. 14
Post Develoment DA #3 => By-Pass SCM
Hydrograph type = SCS Runoff Peak discharge = 4.955 cfs
Storm frequency = 25 yrs Time to peak = 725 min
Time interval = 1 min Hyd. volume = 15,247 cuft
Drainage area = 2.070 ac Curve number = 61
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = TR55 Time of conc. (Tc) = 17.90 min
Total precip. = 6.07 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
Post Develoment DA#3 => By-Pass SCM
Q (cfs) Hyd. No. 14 --25 Year Q (cfs)
5.00 5.00
4.00 4.00
3.00 3.00
2.00 2.00
1.00 1.00
0.00 \- 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Hyd No. 14 Time(min)

94
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2023 Tuesday,06/25/2024
Hyd. No. 15
Post Develoment DA #4 => To SCM#2
Hydrograph type = SCS Runoff Peak discharge = 30.68 cfs
Storm frequency = 25 yrs Time to peak = 733 min
Time interval = 1 min Hyd. volume = 131,502 cuft
Drainage area = 11.950 ac Curve number = 72
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = User Time of conc. (Tc) = 32.90 min
Total precip. = 6.07 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
Post Develoment DA#4 => To SCM#2
Q (cfs) Hyd. No. 15 --25 Year Q (cfs)
35.00 35.00
30.00 30.00
25.00 25.00
20.00 20.00
15.00 15.00
10.00 10.00
5.00 5.00
0.00 - ....? - 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Hyd No. 15 Time(min)

95
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2023 Tuesday,06/25/2024
Hyd. No. 16
SCM Routing #2
Hydrograph type = Reservoir Peak discharge = 17.02 cfs
Storm frequency = 25 yrs Time to peak = 752 min
Time interval = 1 min Hyd. volume = 114,450 cuft
Inflow hyd. No. = 15 - Post Develoment DA #4 =MR) ElbMsttibn = 374.59 ft
Reservoir name = Wet Basin#2 - SOUTH Max. Storage = 54,044 cuft
Storage Indication method used.
SCM Routing #2
Q (cfs) Hyd. No. 16 --25 Year Q (cfs)
35.00 35.00
30.00 30.00
25.00 25.00
20.00 i 20.00
15.00 15.00
10.00 10.00
I
5.00 5.00
A20.00 1�� 0.00
0 180 360 540 720 900 1080 1260 1440 1620 1800
Time(min)
Hyd No. 16 Hyd No. 15 I I Total storage used = 54,044 cuft

96
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2023 Tuesday,06/25/2024
Hyd. No. 17
Post Develoment DA #5 => By-Pass SCM E
Hydrograph type = SCS Runoff Peak discharge = 1.529 cfs
Storm frequency = 25 yrs Time to peak = 722 min
Time interval = 1 min Hyd. volume = 6,352 cuft
Drainage area = 3.020 ac Curve number = 41
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = User Time of conc. (Tc) = 10.00 min
Total precip. = 6.07 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
Post Develoment DA#5 => By-Pass SCM E
Q (cfs) Hyd. No. 17 --25 Year Q (cfs)
2.00 2.00
1.00 1.00
0.00 1 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Hyd No. 17 Time(min)

97
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2023 Tuesday,06/25/2024
Hyd. No. 18
Post Develoment DA #6 => By-Pass SCM
Hydrograph type = SCS Runoff Peak discharge = 0.570 cfs
Storm frequency = 25 yrs Time to peak = 730 min
Time interval = 1 min Hyd. volume = 3,014 cuft
Drainage area = 1.010 ac Curve number = 45
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = TR55 Time of conc. (Tc) = 23.22 min
Total precip. = 6.07 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
Post Develoment DA#6 => By-Pass SCM
Q (cfs) Hyd. No. 18 --25 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 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Hyd No. 18 Time(min)

98
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2023 Tuesday,06/25/2024
Hyd. No. 19
Post Develoment DA #7 => By-Pass SCM
Hydrograph type = SCS Runoff Peak discharge = 3.841 cfs
Storm frequency = 25 yrs Time to peak = 720 min
Time interval = 1 min Hyd. volume = 8,792 cuft
Drainage area = 1.180 ac Curve number = 61
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = User Time of conc. (Tc) = 10.00 min
Total precip. = 6.07 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
Post Develoment DA#7 => By-Pass SCM
Q (cfs) Hyd. No. 19 --25 Year Q (cfs)
4.00 4.00
3.00 1 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. 19 Time(min)

99
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2023 Tuesday,06/25/2024
Hyd. No. 20
Post-Development North Total
Hydrograph type = Combine Peak discharge = 6.039 cfs
Storm frequency = 25 yrs Time to peak = 787 min
Time interval = 1 min Hyd. volume = 147,942 cuft
Inflow hyds. = 11, 13, 18, 19 Contrib. drain. area = 2.350 ac
Post-Development North Total
Q (cfs) Hyd. No. 20 --25 Year Q (cfs)
7.00 7.00
6.00 6.00
5.00 5.00
4.00 4.00
11111\
3.00 3.00
2.00 \\ 2.00
1.00 1.00
)I
0.00 0.00
0 300 600 900 1200 1500 1800 2100 2400 2700 3000
Time(min)
Hyd No. 20 Hyd No. 11 Hyd No. 13 Hyd No. 18
Hyd No. 19

100
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2023 Tuesday,06/25/2024
Hyd. No. 21
Post-Development South Total
Hydrograph type = Combine Peak discharge = 17.89 cfs
Storm frequency = 25 yrs Time to peak = 752 min
Time interval = 1 min Hyd. volume = 129,698 cuft
Inflow hyds. = 14, 16 Contrib. drain. area = 2.070 ac
Post-Development South Total
Q (cfs) Hyd. No. 21 --25 Year Q (cfs)
18.00 18.00
4 15.00 15.00
12.00 12.00
9.00 9.00
6.00 6.00
3.00 3.00
0.00 z 0.00
0 180 360 540 720 900 1080 1260 1440 1620 1800
Time(min)
Hyd No. 21 Hyd No. 14 Hyd No. 16

101
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2023 Tuesday,06/25/2024
Hyd. No. 22
Post-Development Total
Hydrograph type = Combine Peak discharge = 21.65 cfs
Storm frequency = 25 yrs Time to peak = 752 min
Time interval = 1 min Hyd. volume = 283,991 cuft
Inflow hyds. = 17, 20, 21 Contrib. drain. area = 3.020 ac
Post-Development Total
Q (cfs) Hyd. No. 22 --25 Year Q (cfs)
24.00 24.00
20.00 20.00
16.00 16.00
12.00 I 12.00
8.00 8.00
4.00 4.00
0.00 0.00
0 240 480 720 960 1200 1440 1680 1920 2160 2400 2640 2880
Time(min)
Hyd No. 22 Hyd No. 17 Hyd No. 20 Hyd No. 21

102
Hydrograph Summary Report Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2023
Hyd. Hydrograph Peak 'Time Time to I Hyd. Inflow 'Maximum I Total Hydrograph
No. type flow interval Peak volume hyd(s) elevation strge used Description
(origin) (cfs) (min) (min) (cuft) (ft) (cuft)
1 SCS Runoff 0.856 1 733 6,287 Pre-Development DA#1 -NW Corner
2 SCS Runoff 17.42 1 744 103,413 Pre-Development DA#2-N Pond
3 SCS Runoff 12.72 1 744 72,765 Pre-Development DA#3-SW
4 SCS Runoff 15.81 1 737 74,322 Pre-Development DA#4-SE
5 SCS Runoff 21.45 1 734 95,899 Pre-Development DA#5-E
6 SCS Runoff 4.250 1 731 16,527 Pre-Development DA#6-N
7 Combine 21.06 1 742 126,227 1,2,6 Pre-Development North Total
8 Combine 27.65 1 739 147,087 3,4, Pre-Development South Total
9 Combine 68.57 1 738 369,213 5,7,8 Pre-Development Total
11 SCS Runoff 0.186 1 721 582 Post Develoment DA#1 =>By-Pass
12 SCS Runoff 43.63 1 739 219,638 Post Development DA#2=>To SCM
13 Reservoir 25.55 1 762 206,124 12 355.78 87,247 SCM Routing#1
14 SCS Runoff 7.816 1 724 23,457 Post Develoment DA#3=>By-Pass
15 SCS Runoff 44.14 1 733 188,062 Post Develoment DA#4=>To SCM#
16 Reservoir 33.69 1 745 170,731 15 374.97 61,752 SCM Routing#2
17 SCS Runoff 4.530 1 721 12,884 Post Develoment DA#5=>By-Pass
18 SCS Runoff 1.333 1 729 5,594 Post Develoment DA#6=>By-Pass
19 SCS Runoff 5.975 1 720 13,526 Post Develoment DA#7=>By-Pass
20 Combine 26.36 1 762 225,826 11, 13, 18, Post-Development North Total
19
21 Combine 35.36 1 744 194,188 14, 16, Post-Development South Total
22 Combine 51.51 1 757 432,898 17,20,21 Post-Development Total
Sanctuary- Routing.gpw Return Period: 100 Year Tuesday, 06/25/2024

103
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2023 Tuesday,06/25/2024
Hyd. No. 1
Pre-Development DA#1 - NW Corner
Hydrograph type = SCS Runoff Peak discharge = 0.856 cfs
Storm frequency = 100 yrs Time to peak = 733 min
Time interval = 1 min Hyd. volume = 6,287 cuft
Drainage area = 2.290 ac Curve number = 36
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = TR55 Time of conc. (Tc) = 24.70 min
Total precip. = 7.62 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
Pre-Development DA #1 - NW Corner
Q (cfs) Hyd. No. 1 -- 100 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 - 1 \- 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Hyd No. 1 Time(min)

104
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2023 Tuesday,06/25/2024
Hyd. No. 2
Pre-Development DA #2 - N Pond
Hydrograph type = SCS Runoff Peak discharge = 17.42 cfs
Storm frequency = 100 yrs Time to peak = 744 min
Time interval = 1 min Hyd. volume = 103,413 cuft
Drainage area = 11.320 ac Curve number = 55
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = TR55 Time of conc. (Tc) = 49.00 min
Total precip. = 7.62 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
Pre-Development DA #2 - N Pond
Q (cfs) Hyd. No. 2-- 100 Year Q (cfs)
18.00 18.00
I
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)

105
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2023 Tuesday,06/25/2024
Hyd. No. 3
Pre-Development DA#3 - SW
Hydrograph type = SCS Runoff Peak discharge = 12.72 cfs
Storm frequency = 100 yrs Time to peak = 744 min
Time interval = 1 min Hyd. volume = 72,765 cuft
Drainage area = 5.420 ac Curve number = 66
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = TR55 Time of conc. (Tc) = 50.80 min
Total precip. = 7.62 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
Pre-Development DA#3 - SW
Q (cfs) Hyd. No. 3-- 100 Year Q (cfs)
14.00 14.00
12.00 12.00
1
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)

106
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2023 Tuesday,06/25/2024
Hyd. No. 4
Pre-Development DA #4 - SE
Hydrograph type = SCS Runoff Peak discharge = 15.81 cfs
Storm frequency = 100 yrs Time to peak = 737 min
Time interval = 1 min Hyd. volume = 74,322 cuft
Drainage area = 5.110 ac Curve number = 69
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = TR55 Time of conc. (Tc) = 38.70 min
Total precip. = 7.62 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
Pre-Development DA#4 - SE
Q (cfs) Hyd. No. 4-- 100 Year Q (cfs)
18.00 18.00
15.00 15.00
12.00 12.00
9.00 9.00
I
6.00 6.00
3.00 3.00
0.00 - ' --- 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Hyd No. 4 Time(min)

107
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2023 Tuesday,06/25/2024
Hyd. No. 5
Pre-Development DA #5 - E
Hydrograph type = SCS Runoff Peak discharge = 21.45 cfs
Storm frequency = 100 yrs Time to peak = 734 min
Time interval = 1 min Hyd. volume = 95,899 cuft
Drainage area = 9.720 ac Curve number = 57
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = TR55 Time of conc. (Tc) = 33.30 min
Total precip. = 7.62 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
Pre-Development DA#5 - E
Q (cfs) Hyd. No. 5-- 100 Year Q (cfs)
24.00 24.00
20.00 1 20.00
F
16.00 16.00
12.00 12.00
8.00 8.00
4.00 4.00
0.00 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Hyd No. 5 Time(min)

108
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2023 Tuesday,06/25/2024
Hyd. No. 6
Pre-Development DA #6 - N
Hydrograph type = SCS Runoff Peak discharge = 4.250 cfs
Storm frequency = 100 yrs Time to peak = 731 min
Time interval = 1 min Hyd. volume = 16,527 cuft
Drainage area = 1.360 ac Curve number = 63
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = TR55 Time of conc. (Tc) = 27.70 min
Total precip. = 7.62 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
Pre-Development DA #6 - N
Q (cfs) Hyd. No. 6-- 100 Year Q (cfs)
5.00 5.00
4.00 J 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. 6 Time(min)

109
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2023 Tuesday,06/25/2024
Hyd. No. 7
Pre-Development North Total
Hydrograph type = Combine Peak discharge = 21.06 cfs
Storm frequency = 100 yrs Time to peak = 742 min
Time interval = 1 min Hyd. volume = 126,227 cuft
Inflow hyds. = 1, 2, 6 Contrib. drain. area = 14.970 ac
Pre-Development North Total
Q (cfs) Hyd. No. 7-- 100 Year Q (cfs)
24.00 24.00
$
20.00 20.00
16.00 I 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
Time(min)
Hyd No. 7 Hyd No. 1 Hyd No. 2 Hyd No. 6

110
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2023 Tuesday,06/25/2024
Hyd. No. 8
Pre-Development South Total
Hydrograph type = Combine Peak discharge = 27.65 cfs
Storm frequency = 100 yrs Time to peak = 739 min
Time interval = 1 min Hyd. volume = 147,087 cuft
Inflow hyds. = 3, 4 Contrib. drain. area = 10.530 ac
Pre-Development South Total
Q (cfs) Hyd. No. 8-- 100 Year Q (cfs)
28.00 28.00
24.00 24.00
20.00 20.00
16.00 16.00
12.00 12.00
8.00 8.00
4.00 4.00
0.00 - 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Time(min)
Hyd No. 8 Hyd No. 3 Hyd No. 4

111
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2023 Tuesday,06/25/2024
Hyd. No. 9
Pre-Development Total
Hydrograph type = Combine Peak discharge = 68.57 cfs
Storm frequency = 100 yrs Time to peak = 738 min
Time interval = 1 min Hyd. volume = 369,213 cuft
Inflow hyds. = 5, 7, 8 Contrib. drain. area = 9.720 ac
Pre-Development Total
Q (cfs) Hyd. No. 9-- 100 Year Q (cfs)
70.00 70.00
60.00 60.00
50.00 50.00
40.00 40.00
30.00 30.00
20.00 , 20.00
10.00 10.00
0.00 - , - 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Time(min)
Hyd No. 9 Hyd No. 5 Hyd No. 7 Hyd No. 8

112
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2023 Tuesday,06/25/2024
Hyd. No. 11
Post Develoment DA #1 => By-Pass SCM
Hydrograph type = SCS Runoff Peak discharge = 0.186 cfs
Storm frequency = 100 yrs Time to peak = 721 min
Time interval = 1 min Hyd. volume = 582 cuft
Drainage area = 0.160 ac Curve number = 39
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = User Time of conc. (Tc) = 10.00 min
Total precip. = 7.62 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
Post Develoment DA#1 => By-Pass SCM
Q (cfs) Hyd. No. 11 -- 100 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
I
0.15 0.15
0.10 0.10
0.05 0.05
0.00 - % 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Hyd No. 11 Time(min)

113
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2023 Tuesday,06/25/2024
Hyd. No. 12
Post Development DA#2 => To SCM#1
Hydrograph type = SCS Runoff Peak discharge = 43.63 cfs
Storm frequency = 100 yrs Time to peak = 739 min
Time interval = 1 min Hyd. volume = 219,638 cuft
Drainage area = 15.810 ac Curve number = 67
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = TR55 Time of conc. (Tc) = 41.50 min
Total precip. = 7.62 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
Post Development DA#2 => To SCM#1
Q (cfs) Hyd. No. 12-- 100 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. 12 Time(min)

114
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2023 Tuesday,06/25/2024
Hyd. No. 13
SCM Routing #1
Hydrograph type = Reservoir Peak discharge = 25.55 cfs
Storm frequency = 100 yrs Time to peak = 762 min
Time interval = 1 min Hyd. volume = 206,124 cuft
Inflow hyd. No. = 12 - Post Development DA#2 MaRoEg thn = 355.78 ft
Reservoir name = Wet Basin#1 - NORTH Max. Storage = 87,247 cuft
Storage Indication method used.
SCM Routing #1
Q (cfs) Hyd. No. 13-- 100 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
0 180 360 540 720 900 1080 1260 1440 1620 1800
Time(min)
Hyd No. 13 Hyd No. 12 I Total storage used = 87,247 tuft

115
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2023 Tuesday,06/25/2024
Hyd. No. 14
Post Develoment DA #3 => By-Pass SCM
Hydrograph type = SCS Runoff Peak discharge = 7.816 cfs
Storm frequency = 100 yrs Time to peak = 724 min
Time interval = 1 min Hyd. volume = 23,457 cuft
Drainage area = 2.070 ac Curve number = 61
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = TR55 Time of conc. (Tc) = 17.90 min
Total precip. = 7.62 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
Post Develoment DA#3 => By-Pass SCM
Q (cfs) Hyd. No. 14-- 100 Year Q (cfs)
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. 14 Time(min)

116
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2023 Tuesday,06/25/2024
Hyd. No. 15
Post Develoment DA #4 => To SCM#2
Hydrograph type = SCS Runoff Peak discharge = 44.14 cfs
Storm frequency = 100 yrs Time to peak = 733 min
Time interval = 1 min Hyd. volume = 188,062 cuft
Drainage area = 11.950 ac Curve number = 72
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = User Time of conc. (Tc) = 32.90 min
Total precip. = 7.62 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
Post Develoment DA#4 => To SCM#2
Q (cfs) Hyd. No. 15-- 100 Year Q (cfs)
50.00 50.00
40.00 40.00
30.00 30.00
20.00 20.00
10.00 10.00
.2 "....."......"' . .
0.00 - 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Hyd No. 15 Time(min)

117
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2023 Tuesday,06/25/2024
Hyd. No. 16
SCM Routing #2
Hydrograph type = Reservoir Peak discharge = 33.69 cfs
Storm frequency = 100 yrs Time to peak = 745 min
Time interval = 1 min Hyd. volume = 170,731 cuft
Inflow hyd. No. = 15 - Post Develoment DA #4 =MR) ElbMsttibn = 374.97 ft
Reservoir name = Wet Basin#2 - SOUTH Max. Storage = 61,752 cuft
Storage Indication method used.
SCM Routing #2
Q (cfs) Hyd. No. 16-- 100 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 ui111 0.00
0 180 360 540 720 900 1080 1260 1440 1620
Time(min)
Hyd No. 16 Hyd No. 15 I Total storage used = 61,752 tuft

118
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2023 Tuesday,06/25/2024
Hyd. No. 17
Post Develoment DA #5 => By-Pass SCM E
Hydrograph type = SCS Runoff Peak discharge = 4.530 cfs
Storm frequency = 100 yrs Time to peak = 721 min
Time interval = 1 min Hyd. volume = 12,884 cuft
Drainage area = 3.020 ac Curve number = 41
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = User Time of conc. (Tc) = 10.00 min
Total precip. = 7.62 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
Post Develoment DA#5 => By-Pass SCM E
Q (cfs) Hyd. No. 17-- 100 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 - k 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Hyd No. 17 Time(min)

119
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2023 Tuesday,06/25/2024
Hyd. No. 18
Post Develoment DA #6 => By-Pass SCM
Hydrograph type = SCS Runoff Peak discharge = 1.333 cfs
Storm frequency = 100 yrs Time to peak = 729 min
Time interval = 1 min Hyd. volume = 5,594 cuft
Drainage area = 1.010 ac Curve number = 45
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = TR55 Time of conc. (Tc) = 23.22 min
Total precip. = 7.62 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
Post Develoment DA#6 => By-Pass SCM
Q (cfs) Hyd. No. 18-- 100 Year Q (cfs)
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. 18 Time(min)

120
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2023 Tuesday,06/25/2024
Hyd. No. 19
Post Develoment DA #7 => By-Pass SCM
Hydrograph type = SCS Runoff Peak discharge = 5.975 cfs
Storm frequency = 100 yrs Time to peak = 720 min
Time interval = 1 min Hyd. volume = 13,526 cuft
Drainage area = 1.180 ac Curve number = 61
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = User Time of conc. (Tc) = 10.00 min
Total precip. = 7.62 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
Post Develoment DA#7 => By-Pass SCM
Q (cfs) Hyd. No. 19-- 100 Year Q (cfs)
6.00 6.00
5.00 5.00
4.00 4.00
3.00 3.00
2.00 2.00
1.00 1.00
0.00 - % 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Hyd No. 19 Time(min)

121
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2023 Tuesday,06/25/2024
Hyd. No. 20
Post-Development North Total
Hydrograph type = Combine Peak discharge = 26.36 cfs
Storm frequency = 100 yrs Time to peak = 762 min
Time interval = 1 min Hyd. volume = 225,826 cuft
Inflow hyds. = 11, 13, 18, 19 Contrib. drain. area = 2.350 ac
Post-Development North Total
Q (cfs) Hyd. No. 20-- 100 Year Q (cfs)
28.00 28.00
I
24.00 24.00
20.00 20.00
16.00 16.00
12.00 12.00
8.00 8.00
4.00 I 4.00
II
0.00 MOW 0.00
0 180 360 540 720 900 1080 1260 1440 1620 1800
Time(min)
Hyd No. 20 Hyd No. 11 Hyd No. 13 Hyd No. 18
Hyd No. 19

122
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2023 Tuesday,06/25/2024
Hyd. No. 21
Post-Development South Total
Hydrograph type = Combine Peak discharge = 35.36 cfs
Storm frequency = 100 yrs Time to peak = 744 min
Time interval = 1 min Hyd. volume = 194,188 cuft
Inflow hyds. = 14, 16 Contrib. drain. area = 2.070 ac
Post-Development South Total
Q (cfs) Hyd. No. 21 -- 100 Year Q (cfs)
40.00 40.00
I
30.00 30.00
20.00 20.00
10.00 10.00
0.00 0.00
0 180 360 540 720 900 1080 1260 1440 1620
Time(min)
Hyd No. 21 Hyd No. 14 Hyd No. 16

123
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2023 Tuesday,06/25/2024
Hyd. No. 22
Post-Development Total
Hydrograph type = Combine Peak discharge = 51.51 cfs
Storm frequency = 100 yrs Time to peak = 757 min
Time interval = 1 min Hyd. volume = 432,898 cuft
Inflow hyds. = 17, 20, 21 Contrib. drain. area = 3.020 ac
Post-Development Total
Q (cfs) Hyd. No. 22-- 100 Year Q (cfs)
60.00 60.00
50.00 9 50.00
40.00 40.00
1!
30.00 30.00
20.00 20.00
10.00 10.00
0.00 0.00
0 180 360 540 720 900 1080 1260 1440 1620 1800
Time(min)
Hyd No. 22 Hyd No. 17 Hyd No. 20 Hyd No. 21

124
Hydraflow Rainfall Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2023 Tuesday,06/25/2024
Return Intensity-Duration-Frequency Equation Coefficients(FHA)
Period
(Yrs) B D E (N/A)
1 57.0356 11.9000 0.8655
2 69.0307 12.5000 0.8674
3 0.0000 0.0000 0.0000
5 69.4522 12.4000 0.8238
10 68.8066 11.9000 0.7899
25 64.1391 11.1000 0.7420
50 58.2337 10.1000 0.6979
100 53.8523 9.3000 0.6602
File name:Raleigh.IDF
Intensity= B/(Tc+ D)AE
Return Intensity Values(in/hr)
Period
(Yrs) 5 min 10 15 20 25 30 35 40 45 50 55 60
1 4.94 3.94 3.30 2.85 2.51 2.25 2.04 1.87 1.73 1.61 1.50 1.41
2 5.76 4.64 3.89 3.37 2.98 2.67 2.42 2.22 2.05 1.91 1.79 1.68
3 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
5 6.60 5.36 4.54 3.96 3.52 3.17 2.89 2.66 2.47 2.31 2.16 2.04
10 7.38 6.01 5.11 4.47 3.98 3.60 3.29 3.04 2.83 2.65 2.49 2.35
25 8.16 6.68 5.70 5.01 4.48 4.07 3.74 3.46 3.23 3.03 2.86 2.71
50 8.76 7.17 6.14 5.41 4.86 4.43 4.08 3.79 3.55 3.34 3.16 3.00
100 9.30 7.63 6.55 5.79 5.22 4.77 4.41 4.11 3.85 3.64 3.45 3.28
Tc=time in minutes.Values may exceed 60.
Precip.file name:Z:\AutoCAD\Hydraflow\PCP\Harnett County.pcp
Rainfall Precipitation Table(in)
Storm
Distribution 1-yr 2-yr 3-yr 5-yr 10-yr 25-yr 50-yr 100-yr
SCS 24-hour 3.10 3.49 1.00 4.80 5.10 6.07 7.30 7.62
SCS 6-Hr 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
Huff-1st 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
Huff-2nd 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
Huff-3rd 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
Huff-4th 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
Huff-Indy 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
Custom 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00

Hydraflow Table of Contents Sanctuary-Routing.gpw
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2023 Tuesday,06/25/2024
Watershed Model Schematic 1
Hydrograph Return Period Recap 2
1 - Year
Summary Report 3
Hydrograph Reports 4
Hydrograph No. 1, SCS Runoff, Pre-Development DA#1 - NW Corner 4
TR-55 Tc Worksheet 5
Hydrograph No. 2, SCS Runoff, Pre-Development DA#2 - N Pond 6
TR-55 Tc Worksheet 7
Hydrograph No. 3, SCS Runoff, Pre-Development DA#3 - SW 8
TR-55 Tc Worksheet 9
Hydrograph No. 4, SCS Runoff, Pre-Development DA#4 - SE 10
TR-55 Tc Worksheet 11
Hydrograph No. 5, SCS Runoff, Pre-Development DA#5 - E 12
TR-55 Tc Worksheet 13
Hydrograph No. 6, SCS Runoff, Pre-Development DA#6 - N 14
TR-55 Tc Worksheet 15
Hydrograph No. 7, Combine, Pre-Development North Total 16
Hydrograph No. 8, Combine, Pre-Development South Total 17
Hydrograph No. 9, Combine, Pre-Development Total 18
Hydrograph No. 11, SCS Runoff, Post Develoment DA #1 => By-Pass SCM 19
Hydrograph No. 12, SCS Runoff, Post Development DA#2 => To SCM#1 20
TR-55 Tc Worksheet 21
Hydrograph No. 13, Reservoir, SCM Routing #1 22
Pond Report -Wet Basin#1 - NORTH 23
Hydrograph No. 14, SCS Runoff, Post Develoment DA #3 => By-Pass SCM 24
TR-55 Tc Worksheet 25
Hydrograph No. 15, SCS Runoff, Post Develoment DA #4 => To SCM#2 26
Hydrograph No. 16, Reservoir, SCM Routing #2 27
Pond Report -Wet Basin#2 - SOUTH 28
Hydrograph No. 17, SCS Runoff, Post Develoment DA #5 => By-Pass SCM E 29
Hydrograph No. 18, SCS Runoff, Post Develoment DA #6 => By-Pass SCM 30
TR-55 Tc Worksheet 31
Hydrograph No. 19, SCS Runoff, Post Develoment DA #7 => By-Pass SCM 32
Hydrograph No. 20, Combine, Post-Development North Total 33
Hydrograph No. 21, Combine, Post-Development South Total 34
Hydrograph No. 22, Combine, Post-Development Total 35
2 - Year
Summary Report 36
Hydrograph Reports 37
Hydrograph No. 1, SCS Runoff, Pre-Development DA#1 - NW Corner 37
Hydrograph No. 2, SCS Runoff, Pre-Development DA#2 - N Pond 38
Hydrograph No. 3, SCS Runoff, Pre-Development DA#3 - SW 39
Hydrograph No. 4, SCS Runoff, Pre-Development DA#4 - SE 40
Hydrograph No. 5, SCS Runoff, Pre-Development DA#5 - E 41

Contents continued... Sanctuary-Routing.gpw
Hydrograph No. 6, SCS Runoff, Pre-Development DA#6 - N 42
Hydrograph No. 7, Combine, Pre-Development North Total 43
Hydrograph No. 8, Combine, Pre-Development South Total 44
Hydrograph No. 9, Combine, Pre-Development Total 45
Hydrograph No. 11, SCS Runoff, Post Develoment DA #1 => By-Pass SCM 46
Hydrograph No. 12, SCS Runoff, Post Development DA#2 => To SCM#1 47
Hydrograph No. 13, Reservoir, SCM Routing #1 48
Hydrograph No. 14, SCS Runoff, Post Develoment DA #3 => By-Pass SCM 49
Hydrograph No. 15, SCS Runoff, Post Develoment DA #4 => To SCM#2 50
Hydrograph No. 16, Reservoir, SCM Routing #2 51
Hydrograph No. 17, SCS Runoff, Post Develoment DA #5 => By-Pass SCM E 52
Hydrograph No. 18, SCS Runoff, Post Develoment DA #6 => By-Pass SCM 53
Hydrograph No. 19, SCS Runoff, Post Develoment DA #7 => By-Pass SCM 54
Hydrograph No. 20, Combine, Post-Development North Total 55
Hydrograph No. 21, Combine, Post-Development South Total 56
Hydrograph No. 22, Combine, Post-Development Total 57
10 - Year
Summary Report 58
Hydrograph Reports 59
Hydrograph No. 1, SCS Runoff, Pre-Development DA#1 - NW Corner 59
Hydrograph No. 2, SCS Runoff, Pre-Development DA#2 - N Pond 60
Hydrograph No. 3, SCS Runoff, Pre-Development DA#3 - SW 61
Hydrograph No. 4, SCS Runoff, Pre-Development DA#4 - SE 62
Hydrograph No. 5, SCS Runoff, Pre-Development DA#5 - E 63
Hydrograph No. 6, SCS Runoff, Pre-Development DA#6 - N 64
Hydrograph No. 7, Combine, Pre-Development North Total 65
Hydrograph No. 8, Combine, Pre-Development South Total 66
Hydrograph No. 9, Combine, Pre-Development Total 67
Hydrograph No. 11, SCS Runoff, Post Develoment DA #1 => By-Pass SCM 68
Hydrograph No. 12, SCS Runoff, Post Development DA#2 => To SCM#1 69
Hydrograph No. 13, Reservoir, SCM Routing #1 70
Hydrograph No. 14, SCS Runoff, Post Develoment DA #3 => By-Pass SCM 71
Hydrograph No. 15, SCS Runoff, Post Develoment DA #4 => To SCM#2 72
Hydrograph No. 16, Reservoir, SCM Routing #2 73
Hydrograph No. 17, SCS Runoff, Post Develoment DA #5 => By-Pass SCM E 74
Hydrograph No. 18, SCS Runoff, Post Develoment DA #6 => By-Pass SCM 75
Hydrograph No. 19, SCS Runoff, Post Develoment DA #7 => By-Pass SCM 76
Hydrograph No. 20, Combine, Post-Development North Total 77
Hydrograph No. 21, Combine, Post-Development South Total 78
Hydrograph No. 22, Combine, Post-Development Total 79
25 - Year
Summary Report 80
Hydrograph Reports 81
Hydrograph No. 1, SCS Runoff, Pre-Development DA#1 - NW Corner 81
Hydrograph No. 2, SCS Runoff, Pre-Development DA#2 - N Pond 82
Hydrograph No. 3, SCS Runoff, Pre-Development DA#3 - SW 83
Hydrograph No. 4, SCS Runoff, Pre-Development DA#4 - SE 84
Hydrograph No. 5, SCS Runoff, Pre-Development DA#5 - E 85

Contents continued... Sanctuary-Routing.gpw
Hydrograph No. 6, SCS Runoff, Pre-Development DA#6 - N 86
Hydrograph No. 7, Combine, Pre-Development North Total 87
Hydrograph No. 8, Combine, Pre-Development South Total 88
Hydrograph No. 9, Combine, Pre-Development Total 89
Hydrograph No. 11, SCS Runoff, Post Develoment DA #1 => By-Pass SCM 90
Hydrograph No. 12, SCS Runoff, Post Development DA#2 => To SCM#1 91
Hydrograph No. 13, Reservoir, SCM Routing #1 92
Hydrograph No. 14, SCS Runoff, Post Develoment DA #3 => By-Pass SCM 93
Hydrograph No. 15, SCS Runoff, Post Develoment DA #4 => To SCM#2 94
Hydrograph No. 16, Reservoir, SCM Routing #2 95
Hydrograph No. 17, SCS Runoff, Post Develoment DA #5 => By-Pass SCM E 96
Hydrograph No. 18, SCS Runoff, Post Develoment DA #6 => By-Pass SCM 97
Hydrograph No. 19, SCS Runoff, Post Develoment DA #7 => By-Pass SCM 98
Hydrograph No. 20, Combine, Post-Development North Total 99
Hydrograph No. 21, Combine, Post-Development South Total 100
Hydrograph No. 22, Combine, Post-Development Total 101
100 - Year
Summary Report 102
Hydrograph Reports 103
Hydrograph No. 1, SCS Runoff, Pre-Development DA#1 - NW Corner 103
Hydrograph No. 2, SCS Runoff, Pre-Development DA#2 - N Pond 104
Hydrograph No. 3, SCS Runoff, Pre-Development DA#3 - SW 105
Hydrograph No. 4, SCS Runoff, Pre-Development DA#4 - SE 106
Hydrograph No. 5, SCS Runoff, Pre-Development DA#5 - E 107
Hydrograph No. 6, SCS Runoff, Pre-Development DA#6 - N 108
Hydrograph No. 7, Combine, Pre-Development North Total 109
Hydrograph No. 8, Combine, Pre-Development South Total 110
Hydrograph No. 9, Combine, Pre-Development Total 111
Hydrograph No. 11, SCS Runoff, Post Develoment DA #1 => By-Pass SCM 112
Hydrograph No. 12, SCS Runoff, Post Development DA#2 => To SCM#1 113
Hydrograph No. 13, Reservoir, SCM Routing #1 114
Hydrograph No. 14, SCS Runoff, Post Develoment DA #3 => By-Pass SCM 115
Hydrograph No. 15, SCS Runoff, Post Develoment DA #4 => To SCM#2 116
Hydrograph No. 16, Reservoir, SCM Routing #2 117
Hydrograph No. 17, SCS Runoff, Post Develoment DA #5 => By-Pass SCM E 118
Hydrograph No. 18, SCS Runoff, Post Develoment DA #6 => By-Pass SCM 119
Hydrograph No. 19, SCS Runoff, Post Develoment DA #7 => By-Pass SCM 120
Hydrograph No. 20, Combine, Post-Development North Total 121
Hydrograph No. 21, Combine, Post-Development South Total 122
Hydrograph No. 22, Combine, Post-Development Total 123
IDF Report 124

CALCULATIONS &ANALYSIS
Storm Drainage Calculations - HGL
CENC74;EST. 10
yr
CAR

Hydraflow Storm Sewers Extension for Autodesk® Civil 3D® Plan
AW
22112.0
elilim
041110 1 .„...........211
S.
----_-- -.-- T '
die
N
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s 4 \l:,
m
A
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Project File: 200 HGL.stm Number of lines:26 Date:6/25/2024
Storm Sewers v2024.00

Storm Sewer Inventory Report Pagel
Line Alignment Flow Data Physical Data Line ID
No.
Dnstr Line Defl Junc Known Drng Runoff Inlet Invert Line Invert Line Line N J-Loss Inlet/
Line Length angle Type Q Area Coeff Time El Dn Slope El Up Size Shape Value Coeff Rim El
No. (ft) (deg) (cfs) (ac) (C) (min) (ft) (%) (ft) (in) (n) (K) (ft)
1 End 142.000 23.596 DrGrt 0.00 2.29 0.48 10.0 350.92 0.50 351.63 36 Cir 0.013 1.57 358.50 P709
2 1 213.228 66.512 DrGrt 0.00 0.01 0.01 10.0 352.70 2.00 356.96 24 Cir 0.013 0.50 369.50 P730
3 2 16.754 0.000 Genr 0.00 0.11 0.79 10.0 357.06 1.01 357.23 24 Cir 0.013 2.25 370.08 P730(1)
4 3 99.390 -97.068 Genr 0.00 0.06 0.76 10.0 357.33 3.13 360.44 24 Cir 0.013 0.50 371.56 P731
5 4 99.392 -11.720 Genr 0.00 0.09 0.77 10.0 360.54 1.92 362.45 24 Cir 0.013 1.49 373.52 P725
6 5 216.121 -7.730 Genr 0.00 0.12 0.77 10.0 362.55 4.00 371.20 15 Cir 0.013 1.50 377.68 P733
7 6 206.578 -0.074 Genr 0.00 0.13 0.75 10.0 371.30 1.93 375.28 15 Cir 0.013 1.50 381.64 P718
8 7 227.166 0.690 Genr 0.00 0.79 0.56 10.0 375.38 1.63 379.09 15 Cir 0.013 1.00 385.49 P719
9 7 26.500 90.000 Genr 0.00 0.26 0.76 10.0 375.38 1.02 375.65 15 Cir 0.013 1.00 381.64 P737
10 6 26.500 89.926 Genr 0.00 0.12 0.77 10.0 371.30 1.02 371.57 15 Cir 0.013 1.00 377.68 P717
11 1 51.949 -24.183 DrGrt 0.00 0.01 0.01 10.0 352.01 0.50 352.27 24 Cir 0.013 0.77 360.75 P710
12 11 181.671 -27.378 DrGrt 0.00 0.07 0.30 10.0 352.37 0.50 353.28 24 Cir 0.013 0.50 366.75 P711
13 12 16.750 1.481 Genr 0.00 0.14 0.73 10.0 353.38 0.48 353.46 24 Cir 0.013 1.50 366.96 P712
14 13 26.500 0.000 Genr 0.00 0.46 0.52 10.0 357.01 6.87 358.83 15 Cir 0.013 1.01 366.96 P713
15 14 28.749 38.520 DrGrt 0.00 2.30 0.43 10.0 358.93 19.37 364.50 15 Cir 0.013 1.00 368.50 P789
16 5 26.500 84.148 Genr 0.00 0.13 0.76 10.0 362.55 0.98 362.81 24 Cir 0.013 0.50 373.52 P781
17 16 217.046 -1.964 DrGrt 0.00 3.09 0.43 10.0 362.91 0.50 364.00 24 Cir 0.013 1.00 368.00 P788
18 3 26.500 -1.207 Genr 0.00 0.88 0.46 10.0 363.90 1.02 364.17 15 Cir 0.013 1.00 370.08 P726(1)
19 3 274.982 89.954 Genr 0.00 0.10 0.77 10.0 357.33 0.50 358.70 18 Cir 0.013 1.50 365.01 P728
20 19 26.500 -89.978 Genr 0.00 0.10 0.77 10.0 358.80 1.02 359.07 15 Cir 0.013 0.50 365.01 P735
21 20 157.381 0.018 DrGrt 0.00 0.91 0.44 10.0 359.17 2.59 363.25 15 Cir 0.013 1.00 367.25 P785
22 19 22.157 90.060 DrGrt 0.00 0.41 0.50 10.0 358.80 9.93 361.00 15 Cir 0.013 1.00 365.00 P786
23 13 89.537 -90.000 MH 0.00 0.01 0.01 10.0 353.56 0.50 354.01 24 Cir 0.013 0.43 364.73 P780
1
Project File: 200 HGL.stm Number of lines:26 Date: 6/25/2024
Storm Sewers v2024.00

Storm Sewer Inventory Report Page2
Line Alignment Flow Data Physical Data Line ID
No.
Dnstr Line Defl Junc Known Drng Runoff Inlet Invert Line Invert Line Line N J-Loss Inlet/
Line Length angle Type Q Area Coeff Time El Dn Slope El Up Size Shape Value Coeff Rim El
No. (ft) (deg) (cfs) (ac) (C) (min) (ft) (%) (ft) (in) (n) (K) (ft)
24 23 22.122 22.056 Genr 0.00 0.23 0.81 10.0 354.11 0.50 354.22 18 Cir 0.013 0.78 363.88 P790
25 24 35.132 27.810 DrGrt 0.00 1.17 0.41 10.0 354.32 0.51 354.50 18 Cir 0.013 1.00 358.50 P791
26 1 103.934 -108.633 DrGrt 0.00 0.49 0.47 10.0 351.73 0.50 352.25 24 Cir 0.013 1.00 355.75 P787
Project File: 200 HGL.stm Number of lines:26 Date: 6/25/2024
Storm Sewers v2024.00

Structure Report Page1
Struct Structure ID Junction Rim Structure Line Out Line In
No. Type Elev
Shape Length Width Size Shape Invert Size Shape Invert
(ft) (ft) (ft) (in) (ft) (in) (ft)
1 201 DropGrate 358.50 Rect 4.00 3.00 36 Cir 351.63 24 Cir 352.70
24 Cir 352.01
24 Cir 351.73
2 207 DropGrate 369.50 Rect 4.00 3.00 24 Cir 356.96 24 Cir 357.06
3 208 Generic 370.08 Rect 4.00 3.00 24 Cir 357.23 24 Cir 357.33
15 Cir 363.90
18 Cir 357.33
4 211 Generic 371.56 Rect 4.00 3.00 24 Cir 360.44 24 Cir 360.54
5 212 Generic 373.52 Rect 4.00 3.00 24 Cir 362.45 15 Cir 362.55
24 Cir 362.55
6 213 Generic 377.68 Rect 4.00 3.00 15 Cir 371.20 15 Cir 371.30
15 Cir 371.30
7 214 Generic 381.64 Rect 4.00 3.00 15 Cir 375.28 15 Cir 375.38
15 Cir 375.38
8 215 Generic 385.49 Rect 4.00 3.00 15 Cir 379.09
9 219 Generic 381.64 Rect 4.00 3.00 15 Cir 375.65
10 218 Generic 377.68 Rect 4.00 3.00 15 Cir 371.57
11 202 DropGrate 360.75 Rect 4.00 3.00 24 Cir 352.27 24 Cir 352.37
12 203 DropGrate 366.75 Rect 4.00 3.00 24 Cir 353.28 24 Cir 353.38
13 204 Generic 366.96 Rect 4.00 3.00 24 Cir 353.46 15 Cir 357.01
24 Cir 353.56
14 205 Generic 366.96 Rect 4.00 3.00 15 Cir 358.83 15 Cir 358.93
15 225 DropGrate 368.50 Rect 4.00 3.00 15 Cir 364.50
16 217 Generic 373.52 Rect 4.00 3.00 24 Cir 362.81 24 Cir 362.91
17 224 DropGrate 368.00 Rect 4.00 3.00 24 Cir 364.00
18 216 Generic 370.08 Rect 4.00 3.00 15 Cir 364.17
19 209 Generic 365.01 Rect 4.00 3.00 18 Cir 358.70 15 Cir 358.80
15 Cir 358.80
Project File: 200 HGL.stm Number of Structures:26 Run Date: 6/25/2024
Storm Sewers v2024.00

Structure Report Page2
Struct Structure ID Junction Rim Structure Line Out Line In
No. Type Elev
Shape Length Width Size Shape Invert Size Shape Invert
(ft) (ft) (ft) (in) (ft) (in) (ft)
20 210 Generic 365.01 Rect 4.00 3.00 15 Cir 359.07 15 Cir 359.17
21 220 DropGrate 367.25 Rect 4.00 3.00 15 Cir 363.25
22 221 DropGrate 365.00 Rect 4.00 3.00 15 Cir 361.00
23 206 Manhole 364.73 Cir 4.00 4.00 24 Cir 354.01 18 Cir 354.11
24 226 Generic 363.88 Rect 4.00 3.00 18 Cir 354.22 18 Cir 354.32
25 227 DropGrate 358.50 Rect 4.00 3.00 18 Cir 354.50
26 223 DropGrate 355.75 Rect 4.00 3.00 24 Cir 352.25
Project File: 200 HGL.stm Number of Structures:26 Run Date: 6/25/2024
Storm Sewers v2024.00

Storm Sewer Summary Report Pagel
Line Line ID Flow Line Line Line Invert Invert Line HGL HGL Minor HGL Dns Junction
No. rate Size shape length EL Dn EL Up Slope Down Up loss Junct Line Type
(cfs) (in) (ft) (ft) (ft) (%) (ft) (ft) (ft) (ft) No.
1 P709 37.72 36 Cir 142.000 350.92 351.63 0.500 352.95 353.66 1.34 355.00 End DropGrate
2 P730 20.39 24 Cir 213.228 352.70 356.96 1.998 355.00 358.58 n/a 358.58 j 1 DropGrate
3 P730(1) 20.42 24 Cir 16.754 357.06 357.23 1.015 358.58 358.85 n/a 358.85 2 Generic
4 P731 13.67 24 Cir 99.390 357.33 360.44 3.129 358.85 361.77 n/a 361.77 j 3 Generic
5 P725 13.53 24 Cir 99.392 360.54 362.45 1.922 361.77 363.77 0.87 363.77 4 Generic
6 P733 5.28 15 Cir 216.121 362.55 371.20 4.002 363.77 372.13 n/a 372.13 j 5 Generic
7 P718 4.33 15 Cir 206.578 371.30 375.28 1.927 372.13 376.12 n/a 376.12 6 Generic
8 P719 2.69 15 Cir 227.166 375.38 379.09 1.633 376.12 379.75 n/a 379.75 j 7 Generic
9 P737 1.20 15 Cir 26.500 375.38 375.65 1.019 376.12 376.08 n/a 376.08 j 7 Generic
10 P717 0.56 15 Cir 26.500 371.30 371.57 1.019 372.13 371.86 0.10 371.86 6 Generic
11 P710 11.22 24 Cir 51.949 352.01 352.27 0.500 355.00* 355.13* 0.15 355.28 1 DropGrate
12 P711 11.52 24 Cir 181.671 352.37 353.28 0.501 355.28* 355.75* 0.10 355.86 11 DropGrate
13 P712 11.43 24 Cir 16.750 353.38 353.46 0.478 355.86* 355.90* 0.31 356.21 12 Generic
14 P713 7.44 15 Cir 26.500 357.01 358.83 6.868 357.59 359.92 0.68 359.92 13 Generic
15 P789 6.01 15 Cir 28.749 358.93 364.50 19.374 359.92 365.49 n/a 365.49 14 DropGrate
16 P781 8.45 24 Cir 26.500 362.55 362.81 0.981 363.77 363.85 n/a 363.85 j 5 Generic
17 P788 8.07 24 Cir 217.046 362.91 364.00 0.502 363.91 365.01 0.40 365.01 16 DropGrate
18 P726(1) 2.46 15 Cir 26.500 363.90 364.17 1.019 364.43 364.80 n/a 364.80 3 Generic
19 P728 4.49 18 Cir 274.982 357.33 358.70 0.498 358.85 359.56 0.43 359.99 3 Generic
20 P735 2.84 15 Cir 26.500 358.80 359.07 1.019 359.99 359.75 0.14 359.75 19 Generic
21 P785 2.43 15 Cir 157.381 359.17 363.25 2.592 359.75 363.87 0.25 363.87 20 DropGrate
22 P786 1.24 15 Cir 22.157 358.80 361.00 9.929 359.99 361.44 n/a 361.44 j 19 DropGrate
23 P780 3.97 24 Cir 89.537 353.56 354.01 0.503 356.21* 356.24* 0.01 356.25 13 Manhole
24 P790 3.99 18 Cir 22.122 354.11 354.22 0.497 356.25* 356.28* 0.06 356.34 23 Generic
Project File: 200 HGL.stm Number of lines.26 Run Date 6/25/2024
NOTES: Return period= 10 Yrs. ;*Surcharged(HGL above crown). ;j-Line contains hyd.jump.
Storm Sewers v2024.00

Storm Sewer Summary Report Page2
Line Line ID Flow Line Line Line Invert Invert Line HGL HGL Minor HGL Dns Junction
No. rate Size shape length EL Dn EL Up Slope Down Up loss Junct Line Type
(cfs) (in) (ft) (ft) (ft) (%) (ft) (ft) (ft) (ft) No.
•
25 P791 2.91 18 Cir 35.132 354.32 354.50 0.512 356.34* 356.37* 0.04 356.41 24 DropGrate
26 P787 1.40 24 Cir 103.934 351.73 352.25 0.500 355.00* 355.00* 0.00 355.01 1 DropGrate
Project File: 200 HGL.stm Number of lines:26 Run Date: 6/25/2024
NOTES: Return period= 10 Yrs. ;*Surcharged(HGL above crown). ;j-Line contains hyd.jump.
Storm Sewers v2024.00

Storm Sewer Tabulation Pagel
Station Len Drng Area Rnoff Area x C Tc Rain Total Cap Vel Pipe Invert Elev HGL Elev Grnd/Rim Elev Line ID
coeff (I) flow full
Line To Incr Total Incr Total Inlet Syst Size Slope Dn Up Dn Up Dn Up
Line
(ft) (ac) (ac) (C) (min) (min) (in/hr) (cfs) (cfs) (ft/s) (in) (%) (ft) (ft) (ft) (ft) (ft) (ft)
1 End 142.000 2.29 14.48 0.48 1.10 7.06 10.0 13.9 5.3 37.72 47.16 7.41 36 0.50 350.92 351.63 352.95 353.66 353.25 358.50 P709
2 1 213.228 0.01 7.31 0.01 0.00 3.72 10.0 13.0 5.5 20.39 31.97 6.99 24 2.00 352.70 356.96 355.00 358.58 358.50 369.50 P730
3 2 16.754 0.11 7.30 0.79 0.09 3.72 10.0 13.0 5.5 20.42 22.78 7.73 24 1.01 357.06 357.23 358.58 358.85 369.50 370.08 P730(1)
4 3 99.390 0.06 4.79 0.76 0.05 2.46 10.0 12.7 5.5 13.67 40.01 5.75 24 3.13 357.33 360.44 358.85 361.77 370.08 371.56 P731
5 4 99.392 0.09 4.73 0.77 0.07 2.42 10.0 12.4 5.6 13.53 31.35 6.40 24 1.92 360.54 362.45 361.77 363.77 371.56 373.52 P725
6 5 216.121 0.12 1.42 0.77 0.09 0.92 10.0 11.7 5.7 5.28 12.92 4.86 15 4.00 362.55 371.20 363.77 372.13 373.52 377.68 P733
7 6 206.578 0.13 1.18 0.75 0.10 0.74 10.0 11.0 5.9 4.33 8.96 4.96 15 1.93 371.30 375.28 372.13 376.12 377.68 381.64 P718
8 7 227.166 0.79 0.79 0.56 0.44 0.44 10.0 10.0 6.1 2.69 8.25 3.83 15 1.63 375.38 379.09 376.12 379.75 381.64 385.49 P719
9 7 26.500 0.26 0.26 0.76 0.20 0.20 10.0 10.0 6.1 1.20 6.52 2.39 15 1.02 375.38 375.65 376.12 376.08 381.64 381.64 P737
10 6 26.500 0.12 0.12 0.77 0.09 0.09 10.0 10.0 6.1 0.56 6.52 1.61 15 1.02 371.30 371.57 372.13 371.86 377.68 377.68 P717
11 1 51.949 0.01 4.39 0.01 0.00 2.02 10.0 12.6 5.6 11.22 16.00 3.57 24 0.50 352.01 352.27 355.00 355.13 358.50 360.75 P710
12 11 181.671 0.07 4.38 0.30 0.02 2.02 10.0 11.8 5.7 11.52 16.01 3.67 24 0.50 352.37 353.28 355.28 355.75 360.75 366.75 P711
13 12 16.750 0.14 4.31 0.73 0.10 2.00 10.0 11.7 5.7 11.43 15.63 3.64 24 0.48 353.38 353.46 355.86 355.90 366.75 366.96 P712
14 13 26.500 0.46 2.76 0.52 0.24 1.23 10.0 10.1 6.1 7.44 16.92 9.95 15 6.87 357.01 358.83 357.59 359.92 366.96 366.96 P713
15 14 28.749 2.30 2.30 0.43 0.99 0.99 10.0 10.0 6.1 6.01 28.42 5.78 15 19.37 358.93 364.50 359.92 365.49 366.96 368.50 P789
16 5 26.500 0.13 3.22 0.76 0.10 1.43 10.0 10.7 5.9 8.45 22.40 4.68 24 0.98 362.55 362.81 363.77 363.85 373.52 373.52 P781
17 16 217.046 3.09 3.09 0.43 1.33 1.33 10.0 10.0 6.1 8.07 16.03 5.09 24 0.50 362.91 364.00 363.91 365.01 373.52 368.00 P788
18 3 26.500 0.88 0.88 0.46 0.40 0.40 10.0 10.0 6.1 2.46 6.52 4.46 15 1.02 363.90 364.17 364.43 364.80 370.08 370.08 P726(1)
19 3 274.982 0.10 1.52 0.77 0.08 0.76 10.0 10.8 5.9 4.49 7.41 3.41 18 0.50 357.33 358.70 358.85 359.56 370.08 365.01 P728
20 19 26.500 0.10 1.01 0.77 0.08 0.48 10.0 10.6 5.9 2.84 6.52 3.27 15 1.02 358.80 359.07 359.99 359.75 365.01 365.01 P735
21 20 157.381 0.91 0.91 0.44 0.40 0.40 10.0 10.0 6.1 2.43 10.40 4.19 15 2.59 359.17 363.25 359.75 363.87 365.01 367.25 P785
22 19 22.157 0.41 0.41 0.50 0.21 0.21 10.0 10.0 6.1 1.24 20.35 2.13 15 9.93 358.80 361.00 359.99 361.44 365.01 365.00 P786
Project File: 200 HGL.stm Number of lines:26 Run Date: 6/25/2024
NOTES:Intensity=73.48/(Inlet time+12.40)A 0.80; Return period=Yrs. 10 ; c=cir e=ellip b=box
Storm Sewers v2024 00

Storm Sewer Tabulation Page 2
Station Len Drng Area Rnoff Area x C Tc Rain Total Cap Vel Pipe Invert Elev HGL Elev Grnd/Rim Elev Line ID
coeff (I) flow full
Line To Incr Total Incr Total Inlet Syst Size Slope Dn Up Dn Up Dn Up
Line
(ft) (ac) (ac) (C) (min) (min) (in/hr) (cfs) (cfs) (ft/s) (in) (%) (ft) (ft) (ft) (ft) (ft) (ft)
23 13 89.537 0.01 1.41 0.01 0.00 0.67 10.0 10.5 6.0 3.97 16.03 1.26 24 0.50 353.56 354.01 356.21 356.24 366.96 364.73 P780
24 23 22.122 0.23 1.40 0.81 0.19 0.67 10.0 10.4 6.0 3.99 7.41 2.26 18 0.50 354.11 354.22 356.25 356.28 364.73 363.88 P790
25 24 35.132 1.17 1.17 0.41 0.48 0.48 10.0 10.0 6.1 2.91 7.52 1.65 18 0.51 354.32 354.50 356.34 356.37 363.88 358.50 P791
26 1 103.934 0.49 0.49 0.47 0.23 0.23 10.0 10.0 6.1 1.40 16.00 0.45 24 0.50 351.73 352.25 355.00 355.00 358.50 355.75 P787
Project File: 200 HGL.stm Number of lines:26 Run Date: 6/25/2024
NOTES:Intensity=73.48/(Inlet time+12.40)A 0.80; Return period=Yrs. 10 ; c=cir e=ellip b=box
Storm Sewers v2024.00

Hydraulic Grade Line Computations Pagel
Line Size Q Downstream Len Upstream Check JL Minor
coeff loss
Invert HGL Depth Area Vel Vel EGL Sf Invert HGL Depth Area Vel Vel EGL Sf Ave Enrgy
elev elev head elev elev elev head elev Sf loss
(in) (cfs) (ft) (ft) (ft) (sgft) (ft/s) (ft) (ft) (%) (ft) (ft) (ft) (ft) (sgft) (ft/s) (ft) (ft) (%) (%) (ft) (K) (ft)
(1) (2) (3) (4) (5) (6) (7) (8) (9) (10) (11) (12) (13) (14) (15) (16) (17) (18) (19) (20) (21) (22) (23) (24)
1 36 37.72 350.92 352.95 2.03 5.09 7.41 0.85 353.80 0.500 142.000351.63 353.66 2.03 5.09 7.40 0.85 354.51 0.499 0.499 0.709 1.57 1.34
2 24 20.39 352.70 355.00 2.00 2.72 6.49 0.66 355.65 0.813 213.228356.96 358.58 j 1.62** 2.72 7.49 0.87 359.45 0.832 0.823 n/a 0.50 0.44
3 24 20.42 357.06 358.58 1.52 2.56 7.97 0.87 359.45 0.000 16.754 357.23 358.85 1.62** 2.73 7.49 0.87 359.72 0.000 0.000 n/a 2.25 n/a
4 24 13.67 357.33 358.85 1.52 2.22 5.34 0.59 359.44 0.000 99.390 360.44 361.77 j 1.33** 2.22 6.16 0.59 362.36 0.000 0.000 n/a 0.50 0.30
5 24 13.53 360.54 361.77 1.23 2.03 6.68 0.59 362.35 0.000 99.392 362.45 363.77 1.32** 2.20 6.13 0.59 364.36 0.000 0.000 n/a 1.49 0.87
6 15 5.28 362.55 363.77 1.22 0.98 4.33 0.45 364.22 0.000 216.121371.20 372.13 j 0.93** 0.98 5.39 0.45 372.58 0.000 0.000 n/a 1.50 n/a
7 15 4.33 371.30 372.13 0.83 0.87 4.99 0.38 372.51 0.000 206.578375.28 376.12 0.84** 0.88 4.92 0.38 376.50 0.000 0.000 n/a 1.50 n/a
8 15 2.69 375.38 376.12 0.74 0.65 3.54 0.26 376.38 0.000 227.166379.09 379.75 j 0.66** 0.65 4.11 0.26 380.01 0.000 0.000 n/a 1.00 0.26
9 15 1.20 375.38 376.12 0.74 0.38 1.58 0.16 376.28 0.000 26.500 375.65 376.08 j 0.43** 0.38 3.19 0.16 376.24 0.000 0.000 n/a 1.00 0.16
10 15 0.56 371.30 372.13 0.83 0.22 0.65 0.10 372.23 0.000 26.500 371.57 371.86 0.29** 0.22 2.58 0.10 371.97 0.000 0.000 n/a 1.00 0.10
11 24 11.22 352.01 355.00 2.00 3.14 3.57 0.20 355.20 0.246 51.949 352.27 355.13 2.00 3.14 3.57 0.20 355.33 0.246 0.246 0.128 0.77 0.15
12 24 11.52 352.37 355.28 2.00 3.14 3.67 0.21 355.49 0.260 181.671353.28 355.75 2.00 3.14 3.67 0.21 355.96 0.260 0.260 0.472 0.50 0.10
13 24 11.43 353.38 355.86 2.00 3.14 3.64 0.21 356.06 0.256 16.750 353.46 355.90 2.00 3.14 3.64 0.21 356.11 0.256 0.256 0.043 1.50 0.31
14 15 7.44 357.01 357.59 0.58* 0.56 13.34 0.67 358.26 0.000 26.500 358.83 359.92 1.08** 1.13 6.57 0.67 360.59 0.000 0.000 n/a 1.01 0.68
15 15 6.01 358.93 359.92 0.98 1.04 5.79 0.52 360.43 0.000 28.749 364.50 365.49 0.99** 1.04 5.76 0.52 366.01 0.000 0.000 n/a 1.00 n/a
16 24 8.45 362.55 363.77 1.22 1.64 4.20 0.41 364.19 0.000 26.500 362.81 363.85 j 1.04** 1.64 5.15 0.41 364.26 0.000 0.000 n/a 0.50 n/a
17 24 8.07 362.91 363.91 1.00* 1.58 5.11 0.40 364.31 0.000 217.046364.00 365.01 1.01** 1.59 5.07 0.40 365.41 0.000 0.000 n/a 1.00 0.40
18 15 2.46 363.90 364.43 0.53* 0.50 4.94 0.25 364.68 0.000 26.500 364.17 364.80 0.63** 0.62 3.99 0.25 365.04 0.000 0.000 n/a 1.00 n/a
19 18 4.49 357.33 358.85 1.50 1.77 2.54 0.10 358.95 0.183 274.982358.70 359.56 0.86 1.05 4.28 0.28 359.85 0.465 0.324 0.891 1.50 0.43
20 15 2.84 358.80 359.99 1.19 0.68 2.35 0.27 360.26 0.000 26.500 359.07 359.75 0.68** 0.68 4.19 0.27 360.02 0.000 0.000 n/a 0.50 0.14
21 15 2.43 359.17 359.75 0.58 0.55 4.40 0.25 359.99 0.000 157.381363.25 363.87 0.62** 0.61 3.97 0.25 364.12 0.000 0.000 n/a 1.00 0.25
Project File: 200 HGL.stm Number of lines:26 Run Date: 6/25/2024
Notes:* depth assumed;**Critical depth.;j-Line contains hyd.jump ; c=cir e=ellip b=box
Storm Sewers v2024.00

Hydraulic Grade Line Computations Page2
Line Size Q Downstream Len Upstream Check JL Minor
coeff loss
Invert HGL Depth Area Vel Vel EGL Sf Invert HGL Depth Area Vel Vel EGL Sf Ave Enrgy
elev elev head elev elev elev head elev Sf loss
(in) (cfs) (ft) (ft) (ft) (sgft) (ft/s) (ft) (ft) (%) (ft) (ft) (ft) (ft) (sgft) (ft/s) (ft) (ft) (%) (%) (ft) (K) (ft)
(1) (2) (3) (4) (5) (6) (7) (8) (9) (10) (11) (12) (13) (14) (15) (16) (17) (18) (19) (20) (21) (22) (23) (24)
22 15 1.24 358.80 359.99 1.19 0.39 1.03 0.16 360.15 0.000 22.157 361.00 361.44 j 0.44** 0.39 3.23 0.16 361.60 0.000 0.000 n/a 1.00 n/a
23 24 3.97 353.56 356.21 2.00 3.14 1.26 0.02 356.23 0.031 89.537 354.01 356.24 2.00 3.14 1.26 0.02 356.26 0.031 0.031 0.028 0.43 0.01
24 18 3.99 354.11 356.25 1.50 1.77 2.26 0.08 356.33 0.145 22.122 354.22 356.28 1.50 1.77 2.26 0.08 356.36 0.145 0.145 0.032 0.78 0.06
25 18 2.91 354.32 356.34 1.50 1.77 1.65 0.04 356.38 0.077 35.132 354.50 356.37 1.50 1.77 1.65 0.04 356.41 0.077 0.077 0.027 1.00 0.04
26 24 1.40 351.73 355.00 2.00 3.14 0.45 0.00 355.00 0.004 103.934352.25 355.00 2.00 3.14 0.45 0.00 355.01 0.004 0.004 0.004 1.00 0.00
Project File: 200 HGL.stm Number of lines:26 Run Date: 6/25/2024
Notes:* depth assumed;**Critical depth.;j-Line contains hyd.jump ; c=cir e=ellip b=box
Storm Sewers v2024.00

Hydraflow HGL Computation Procedure Pagel
General Procedure:
Hydraflow computes the HGL using the Bernoulli energy equation. Manning's equation is used to determine energy losses due to pipe friction.
In a standard step, iterative procedure, Hydraflow assumes upstream -GLs until the energy equation balances. If the energy equation
cannot balance,supercritical flow exists and critical depth is temporarily assumed at the upstream end.A supercritical flow Profile
is then computed using the same procedure in a downstream direction using momentum principles.
Col. 1 The line number being computed.Calculations begin at Line 1 and proceed upstream.
Col.2 The line size. In the case of non-circular pipes,the line rise is printed above the span.
Col.3 Total flow rate in the line.
Col.4 The elevation of the downstream invert.
Col.5 Elevation of the hydraulic grade line at the downstream end.This is computed as the upstream HGL+Minor loss of this line's downstream line.
Col.6 The downstream depth of flow inside the pipe(HGL-Invert elevation)but not greater than the line size.
Col.7 Cross-sectional area of the flow at the downstream end.
Col.8 The velocity of the flow at the downstream end, (Col.3/Col.7).
Col.9 Velocity head(Velocity squared/2g).
Col. 10 The elevation of the energy grade line at the downstream end, HGL+Velocity head,(Col.5+Col.9).
Col. 11 The friction slope at the downstream end(the S or Slope term in Manning's equation).
Col. 12 The line length.
Col. 13 The elevation of the upstream invert.
Col. 14 Elevation of the hydraulic grade line at the upstream end.
Col. 15 The upstream depth of flow inside the pipe(HGL-Invert elevation)but not greater than the line size.
Col. 16 Cross-sectional area of the flow at the upstream end.
Col. 17 The velocity of the flow at the upstream end,(Col.3/Col. 16).
Col. 18 Velocity head(Velocity squared/2g).
Col. 19 The elevation of the energy grade line at the upstream end, HGL+Velocity head, (Col. 14+Col. 18).
Col.20 The friction slope at the upstream end(the S or Slope term in Manning's equation).
Col.21 The average of the downstream and upstream friction slopes.
Col.22 Energy loss.Average Sf/100 x Line Length(Col.21/100 x Col. 12). Equals(EGL upstream-EGL downstream)+/-tolerance.
Col.23 The junction loss coefficient(K).
Col.24 Minor loss. (Col.23 x Col. 18). Is added to upstream HGL and used as the starting HGL for the next upstream line(s).

Hydraflow Storm Sewers Extension for Autodesk® Civil 3D® Plan
110 13 111
20
110B
12
109 14 116
11
108
10
107
106 9
8
105
7
1Q1
115
6
103B 18 14@
19
114114E
151
21 5
Outfall Outfall 1 3 148 15
119 112 113
2
117
Project File: 100 HGL.stm Number of lines:21 Date:6/25/2024
Storm Sewers v2024.00

Storm Sewer Inventory Report Pagel
Line Alignment Flow Data Physical Data Line ID
No.
Dnstr Line Defl Junc Known Drng Runoff Inlet Invert Line Invert Line Line N J-Loss Inlet/
Line Length angle Type Q Area Coeff Time El Dn Slope El Up Size Shape Value Coeff Rim El
No. (ft) (deg) (cfs) (ac) (C) (min) (ft) (%) (ft) (in) (n) (K) (ft)
1 End 51.566 17.530 DrGrt 0.00 0.01 0.01 10.0 371.50 0.50 371.76 30 Cir 0.013 1.84 383.75 P797
2 1 100.000 71.849 DrGrt 0.00 0.91 0.43 10.0 371.86 5.89 377.75 15 Cir 0.013 1.00 381.75 P792
3 1 201.324 -18.151 DrGrt 0.00 0.01 0.01 10.0 371.86 0.50 372.87 30 Cir 0.013 0.50 383.25 P796
4 3 25.554 2.607 Genr 0.00 0.51 0.60 10.0 372.97 0.51 373.10 30 Cir 0.013 1.94 380.04 P795
5 4 99.578 -84.724 Genr 0.00 0.39 0.56 10.0 373.20 0.50 373.70 30 Cir 0.013 2.25 379.18 P742
6 5 111.930 -1.102 Genr 0.00 0.54 0.49 10.0 373.80 0.50 374.36 24 Cir 0.013 1.49 380.64 P745
7 6 137.201 -13.829 Genr 0.00 0.04 0.88 10.0 374.46 0.52 375.17 24 Cir 0.013 1.15 383.34 P746(1)
8 7 47.399 -46.812 Genr 0.00 0.16 0.77 10.0 375.27 0.51 375.51 24 Cir 0.013 1.13 384.43 P748
9 8 26.500 45.144 Genr 0.00 0.92 0.58 10.0 375.61 0.49 375.74 24 Cir 0.013 1.13 384.43 P749
10 9 47.296 45.268 Genr 0.00 0.17 0.58 10.0 375.84 0.51 376.08 18 Cir 0.013 1.13 384.51 P750
11 10 77.180 -45.268 Genr 0.00 0.29 0.55 10.0 376.18 0.51 376.57 18 Cir 0.013 1.50 383.86 P752
12 11 192.236 0.000 Genr 0.00 0.10 0.51 10.0 376.67 0.50 377.63 15 Cir 0.013 2.25 383.93 P752(1)
13 12 27.000 90.000 Genr 0.00 0.22 0.78 10.0 377.73 1.00 378.00 15 Cir 0.013 1.00 383.93 P753
14 11 26.500 90.000 Genr 0.00 0.61 0.66 10.0 377.69 2.00 378.22 15 Cir 0.013 1.00 383.86 P754
15 4 25.232 5.272 Genr 0.00 0.41 0.67 10.0 375.35 0.99 375.60 15 Cir 0.013 1.00 380.04 P778
16 5 26.500 90.000 Genr 0.00 0.61 0.67 10.0 374.87 0.49 375.00 15 Cir 0.013 0.50 379.18 P779
17 6 26.500 84.075 Genr 0.00 0.54 0.64 10.0 374.46 5.02 375.79 15 Cir 0.013 1.00 380.64 P757
18 5 26.717 -92.459 DrGrt 0.00 0.83 0.42 10.0 373.80 5.02 375.14 15 Cir 0.013 1.00 383.75 P801
19 16 20.000 0.000 DrGrt 0.00 0.28 0.67 10.0 375.10 0.50 375.20 15 Cir 0.012 1.00 379.75 P802
20 12 231.750 -90.000 DrGrt 0.00 1.46 0.30 10.0 377.73 0.87 379.75 15 Cir 0.012 1.00 383.75 P803
21 End 71.489 -154.439 DrGrt 0.00 1.55 0.46 10.0 371.50 4.99 375.07 18 Cir 0.013 1.00 381.75 P784
Project File: 100 HGL.stm Number of lines:21 Date: 6/25/2024
Storm Sewers v2024.00

Structure Report Page 1
Struct Structure ID Junction Rim Structure Line Out Line In
No. Type Elev
Shape Length Width Size Shape Invert Size Shape Invert
(ft) (ft) (ft) (in) (ft) (in) (ft)
1 119 DropGrate 383.75 Rect 4.00 3.00 30 Cir 371.76 15 Cir 371.86
30 Cir 371.86
2 117 DropGrate 381.75 Rect 4.00 3.00 15 Cir 377.75
3 118 DropGrate 383.25 Rect 4.00 3.00 30 Cir 372.87 30 Cir 372.97
4 112 Generic 380.04 Rect 4.00 3.00 30 Cir 373.10 30 Cir 373.20
15 Cir 375.35
5 103 Generic 379.18 Rect 4.00 3.00 30 Cir 373.70 24 Cir 373.80
15 Cir 374.87
15 Cir 373.80
6 104 Generic 380.64 Rect 4.00 3.00 24 Cir 374.36 24 Cir 374.46
15 Cir 374.46
7 105 Generic 383.34 Rect 4.00 3.00 24 Cir 375.17 24 Cir 375.27
8 106 Generic 384.43 Rect 4.00 3.00 24 Cir 375.51 24 Cir 375.61
9 107 Generic 384.43 Rect 4.00 3.00 24 Cir 375.74 18 Cir 375.84
10 108 Generic 384.51 Rect 4.00 3.00 18 Cir 376.08 18 Cir 376.18
11 109 Generic 383.86 Rect 4.00 3.00 18 Cir 376.57 15 Cir 376.67
15 Cir 377.69
12 110 Generic 383.93 Rect 4.00 3.00 15 Cir 377.63 15 Cir 377.73
15 Cir 377.73
13 111 Generic 383.93 Rect 4.00 3.00 15 Cir 378.00
14 116 Generic 383.86 Rect 4.00 3.00 15 Cir 378.22
15 113 Generic 380.04 Rect 4.00 3.00 15 Cir 375.60
16 114 Generic 379.18 Rect 4.00 3.00 15 Cir 375.00 15 Cir 375.10
17 115 Generic 380.64 Rect 4.00 3.00 15 Cir 375.79
18 103B DropGrate 383.75 Rect 4.00 3.00 15 Cir 375.14
19 114B DropGrate 379.75 Rect 4.00 3.00 15 Cir 375.20
Project File: 100 HGL.stm Number of Structures:21 Run Date: 6/25/2024
Storm Sewers v2024.00

Structure Report Paget
Struct Structure ID Junction Rim Structure Line Out Line In
No. Type Elev
Shape Length Width Size Shape Invert Size Shape Invert
(ft) (ft) (ft) (in) (ft) (in) (ft)
20 110B DropGrate 383.75 Rect 4.00 3.00 15 Cir 379.75
21 151 DropGrate 381.75 Rect 4.00 3.00 18 Cir 375.07
Project File: 100 HGL.stm Number of Structures:21 Run Date: 6/25/2024
Storm Sewers v2024.00

Storm Sewer Summary Report Pagel
Line Line ID Flow Line Line Line Invert Invert Line HGL HGL Minor HGL Dns Junction
No. rate Size shape length EL Dn EL Up Slope Down Up loss Junct Line Type
(cfs) (in) (ft) (ft) (ft) (%) (ft) (ft) (ft) (ft) No.
1 P797 23.85 30 Cir 51.566 371.50 371.76 0.504 373.22 373.48 1.25 374.74 End DropGrate
2 P792 2.38 15 Cir 100.000 371.86 377.75 5.890 375.36 378.37 n/a 378.37 j 1 DropGrate
3 P796 22.36 30 Cir 201.324 371.86 372.87 0.502 375.09" 375.69" 0.16 375.85 1 DropGrate
4 P795 22.42 30 Cir 25.554 372.97 373.10 0.509 375.85" 375.93" 0.63 376.56 3 Generic
5 P742 19.67 30 Cir 99.578 373.20 373.70 0.502 376.63* 376.86* 0.56 377.42 4 Generic
6 P745 13.80 24 Cir 111.930 373.80 374.36 0.500 377.42" 377.84" 0.45 378.29 5 Generic
7 P746(1) 10.81 24 Cir 137.201 374.46 375.17 0.518 378.40* 378.72* 0.21 378.93 6 Generic
8 P748 10.69 24 Cir 47.399 375.27 375.51 0.506 378.93* 379.04* 0.20 379.24 7 Generic
9 P749 10.07 24 Cir 26.500 375.61 375.74 0.491 379.26* 379.32* 0.18 379.50 8 Generic
10 P750 7.22 18 Cir 47.296 375.84 376.08 0.507 379.50* 379.72* 0.29 380.01 9 Generic
11 P752 6.75 18 Cir 77.180 376.18 376.57 0.505 380.05" 380.36" 0.34 380.71 10 Generic
12 P752(1) 3.77 15 Cir 192.236 376.67 377.63 0.499 380.78* 381.44* 0.33 381.77 11 Generic
13 P753 1.04 15 Cir 27.000 377.73 378.00 1.000 381.91* 381.91* 0.01 381.93 12 Generic
14 P754 2.44 15 Cir 26.500 377.69 378.22 2.000 380.87* 380.91* 0.06 380.97 11 Generic
15 P778 1.67 15 Cir 25.232 375.35 375.60 0.991 376.84 376.85 0.03 376.88 4 Generic
16 P779 3.57 15 Cir 26.500 374.87 375.00 0.491 377.54* 377.62* 0.07 377.69 5 Generic
17 P757 2.10 15 Cir 26.500 374.46 375.79 5.019 378.54* 378.57* 0.05 378.62 6 Generic
18 P801 2.12 15 Cir 26.717 373.80 375.14 5.016 377.63* 377.66* 0.05 377.70 5 DropGrate
19 P802 1.14 15 Cir 20.000 375.10 375.20 0.500 377.81" 377.81" 0.01 377.83 16 DropGrate
20 P803 2.66 15 Cir 231.750 377.73 379.75 0.872 381.85* 382.18* 0.07 382.25 12 DropGrate
21 P784 4.33 18 Cir 71.489 371.50 375.07 4.994 371.94 375.87 n/a 375.87 End DropGrate
Project File: 100 HGL.stm Number of lines:21 Run Date:6/25/2024
NOTES: Return period=10 Yrs. ;*Surcharged(HGL above crown). ;j-Line contains hyd.jump.
Storm Sewers v2024.00

Storm Sewer Tabulation Pagel
Station Len Drng Area Rnoff Area x C Tc Rain Total Cap Vel Pipe Invert Elev HGL Elev Grnd/Rim Elev Line ID
coeff (I) flow full
Line To Incr Total Incr Total Inlet Syst Size Slope Dn Up Dn Up Dn Up
Line
(ft) (ac) (ac) (C) (min) (min) (in/hr) (cfs) (cfs) (ft/s) (in) (%) (ft) (ft) (ft) (ft) (ft) (ft)
1 End 51.566 0.01 9.01 0.01 0.00 4.76 10.0 16.1 5.0 23.85 29.12 6.62 30 0.50 371.50 371.76 373.22 373.48 373.84 383.75 P797
2 1 100.000 0.91 0.91 0.43 0.39 0.39 10.0 10.0 6.1 2.38 15.67 2.94 15 5.89 371.86 377.75 375.36 378.37 383.75 381.75 P792
3 1 201.324 0.01 8.09 0.01 0.00 4.37 10.0 15.3 5.1 22.36 29.05 4.55 30 0.50 371.86 372.87 375.09 375.69 383.75 383.25 P796
4 3 25.554 0.51 8.08 0.60 0.31 4.37 10.0 15.2 5.1 22.42 29.25 4.57 30 0.51 372.97 373.10 375.85 375.93 383.25 380.04 P795
5 4 99.578 0.39 7.16 0.56 0.22 3.79 10.0 14.8 5.2 19.67 29.06 4.01 30 0.50 373.20 373.70 376.63 376.86 380.04 379.18 P742
6 5 111.930 0.54 5.05 0.49 0.26 2.62 10.0 14.4 5.3 13.80 16.00 4.39 24 0.50 373.80 374.36 377.42 377.84 379.18 380.64 P745
7 6 137.201 0.04 3.97 0.88 0.04 2.01 10.0 13.7 5.4 10.81 16.27 3.44 24 0.52 374.46 375.17 378.40 378.72 380.64 383.34 P746(1)
8 7 47.399 0.16 3.93 0.77 0.12 1.98 10.0 13.5 5.4 10.69 16.09 3.40 24 0.51 375.27 375.51 378.93 379.04 383.34 384.43 P748
9 8 26.500 0.92 3.77 0.58 0.53 1.85 10.0 13.4 5.4 10.07 15.84 3.21 24 0.49 375.61 375.74 379.26 379.32 384.43 384.43 P749
10 9 47.296 0.17 2.85 0.58 0.10 1.32 10.0 13.2 5.5 7.22 7.48 4.08 18 0.51 375.84 376.08 379.50 379.72 384.43 384.51 P750
11 10 77.180 0.29 2.68 0.55 0.16 1.22 10.0 12.8 5.5 6.75 7.46 3.82 18 0.51 376.18 376.57 380.05 380.36 384.51 383.86 P752
12 11 192.236 0.10 1.78 0.51 0.05 0.66 10.0 11.8 5.7 3.77 4.56 3.07 15 0.50 376.67 377.63 380.78 381.44 383.86 383.93 P752(1)
13 12 27.000 0.22 0.22 0.78 0.17 0.17 10.0 10.0 6.1 1.04 6.46 0.85 15 1.00 377.73 378.00 381.91 381.91 383.93 383.93 P753
14 11 26.500 0.61 0.61 0.66 0.40 0.40 10.0 10.0 6.1 2.44 9.13 1.99 15 2.00 377.69 378.22 380.87 380.91 383.86 383.86 P754
15 4 25.232 0.41 0.41 0.67 0.27 0.27 10.0 10.0 6.1 1.67 6.43 1.36 15 0.99 375.35 375.60 376.84 376.85 380.04 380.04 P778
16 5 26.500 0.61 0.89 0.67 0.41 0.60 10.0 10.4 6.0 3.57 4.52 2.91 15 0.49 374.87 375.00 377.54 377.62 379.18 379.18 P779
17 6 26.500 0.54 0.54 0.64 0.35 0.35 10.0 10.0 6.1 2.10 14.47 1.71 15 5.02 374.46 375.79 378.54 378.57 380.64 380.64 P757
18 5 26.717 0.83 0.83 0.42 0.35 0.35 10.0 10.0 6.1 2.12 14.46 1.73 15 5.02 373.80 375.14 377.63 377.66 379.18 383.75 P801
19 16 20.000 0.28 0.28 0.67 0.19 0.19 10.0 10.0 6.1 1.14 4.95 0.93 15 0.50 375.10 375.20 377.81 377.81 379.18 379.75 P802
20 12 231.750 1.46 1.46 0.30 0.44 0.44 10.0 10.0 6.1 2.66 6.53 2.17 15 0.87 377.73 379.75 381.85 382.18 383.93 383.75 P803
21 End 71.489 1.55 1.55 0.46 0.71 0.71 10.0 10.0 6.1 4.33 23.47 7.33 18 4.99 371.50 375.07 371.94 375.87 373.29 381.75 P784
Project File: 100 HGL.stm Number of lines:21 Run Date: 6/25/2024
NOTES:Intensity=73.48/(Inlet time+12.40)A 0.80 ; Return period=Yrs. 10 ; c=cir e=ellip b=box
Storm Sewers v2024.00

Hydraulic Grade Line Computations Pagel
Line Size Q Downstream Len Upstream Check JL Minor
coeff loss
Invert HGL Depth Area Vel Vel EGL Sf Invert HGL Depth Area Vel Vel EGL Sf Ave Enrgy
elev elev head elev elev elev head elev Sf loss
(in) (cfs) (ft) (ft) (ft) (sgft) (ft/s) (ft) (ft) (%) (ft) (ft) (ft) (ft) (sgft) (ft/s) (ft) (ft) (%) (%) (ft) (K) (ft)
(1) (2) (3) (4) (5) (6) (7) (8) (9) (10) (11) (12) (13) (14) (15) (16) (17) (18) (19) (20) (21) (22) (23) (24)
1 30 23.85 371.50 373.22 1.72 3.60 6.62 0.68 373.90 0.504 51.566 371.76 373.48 1.72 3.60 6.62 0.68 374.16 0.505 0.504 0.260 1.84 1.25
2 15 2.38 371.86 375.36 1.25 0.60 1.94 0.06 375.42 0.135 100.000 377.75 378.37 j 0.62** 0.60 3.94 0.24 378.61 0.569 0.352 n/a 1.00 0.24
3 30 22.36 371.86 375.09 2.50 4.91 4.56 0.32 375.42 0.297 201.324 372.87 375.69 2.50 4.91 4.55 0.32 376.02 0.297 0.297 0.598 0.50 0.16
4 30 22.42 372.97 375.85 2.50 4.91 4.57 0.32 376.18 0.299 25.554 373.10 375.93 2.50 4.91 4.57 0.32 376.25 0.299 0.299 0.076 1.94 0.63
5 30 19.67 373.20 376.63 2.50 4.91 4.01 0.25 376.88 0.230 99.578 373.70 376.86 2.50 4.91 4.01 0.25 377.11 0.230 0.230 0.229 2.25 0.56
6 24 13.80 373.80 377.42 2.00 3.14 4.39 0.30 377.73 0.373 111.930 374.36 377.84 2.00 3.14 4.39 0.30 378.14 0.372 0.372 0.417 1.49 0.45
7 24 10.81 374.46 378.40 2.00 3.14 3.44 0.18 378.59 0.228 137.201375.17 378.72 2.00 3.14 3.44 0.18 378.90 0.228 0.228 0.313 1.15 0.21
8 24 10.69 375.27 378.93 2.00 3.14 3.40 0.18 379.11 0.224 47.399 375.51 379.04 2.00 3.14 3.40 0.18 379.22 0.224 0.224 0.106 1.13 0.20
9 24 10.07 375.61 379.26 2.00 3.14 3.21 0.16 379.42 0.198 26.500 375.74 379.32 2.00 3.14 3.21 0.16 379.48 0.198 0.198 0.053 1.13 0.18
10 18 7.22 375.84 379.50 1.50 1.77 4.08 0.26 379.76 0.473 47.296 376.08 379.72 1.50 1.77 4.08 0.26 379.98 0.472 0.472 0.223 1.13 0.29
11 18 6.75 376.18 380.05 1.50 1.77 3.82 0.23 380.27 0.413 77.180 376.57 380.36 1.50 1.77 3.82 0.23 380.59 0.413 0.413 0.319 1.50 0.34
12 15 3.77 376.67 380.78 1.25 1.23 3.07 0.15 380.93 0.341 192.236 377.63 381.44 1.25 1.23 3.07 0.15 381.59 0.341 0.341 0.656 2.25 0.33
13 15 1.04 377.73 381.91 1.25 1.23 0.85 0.01 381.92 0.026 27.000 378.00 381.91 1.25 1.23 0.85 0.01 381.93 0.026 0.026 0.007 1.00 0.01
14 15 2.44 377.69 380.87 1.25 1.23 1.99 0.06 380.93 0.143 26.500 378.22 380.91 1.25 1.23 1.99 0.06 380.97 0.143 0.143 0.038 1.00 0.06
15 15 1.67 375.35 376.84 1.25 1.23 1.36 0.03 376.87 0.067 25.232 375.60 376.85 1.25 1.23 1.36 0.03 376.88 0.067 0.067 0.017 1.00 0.03
16 15 3.57 374.87 377.54 1.25 1.23 2.91 0.13 377.67 0.307 26.500 375.00 377.62 1.25 1.23 2.91 0.13 377.76 0.306 0.307 0.081 0.50 0.07
17 15 2.10 374.46 378.54 1.25 1.23 1.71 0.05 378.59 0.106 26.500 375.79 378.57 1.25 1.23 1.71 0.05 378.62 0.106 0.106 0.028 1.00 0.05
18 15 2.12 373.80 377.63 1.25 1.23 1.73 0.05 377.67 0.107 26.717 375.14 377.66 1.25 1.23 1.72 0.05 377.70 0.107 0.107 0.029 1.00 0.05
19 15 1.14 375.10 377.81 1.25 1.23 0.93 0.01 377.82 0.027 20.000 375.20 377.81 1.25 1.23 0.93 0.01 377.83 0.027 0.027 0.005 1.00 0.01
20 15 2.66 377.73 381.85 1.25 1.23 2.17 0.07 381.92 0.145 231.750 379.75 382.18 1.25 1.23 2.17 0.07 382.25 0.145 0.145 0.335 1.00 0.07
21 18 4.33 371.50 371.94 0.44* 0.43 10.13 0.32 372.26 0.000 71.489 375.07 375.87 0.80** 0.95 4.54 0.32 376.19 0.000 0.000 n/a 1.00 n/a
Project File: 100 HGL.stm Number of lines:21 Run Date: 6/25/2024
Notes:*Normal depth assumed;**Critical depth.;j-Line contains hyd.jump ; c=cir e=ellip b=box
Storm Sewers v2024.00

Hvdraflow HGL Computation Procedure Pagel
General Procedure:
Hydraflow computes the HGL using the Bernoulli energy equation. Manning's equation is used to determine energy losses due to pipe friction.
In a standard step, iterative procedure, Hydraflow assumes upstream HGLs until the energy equation balances. If the energy equation
cannot balance, supercritical flow exists and critical depth is temporarily assumed at the upstream end.A supercritical flow Profile
is then computed using the same procedure in a downstream direction using momentum principles.
Col. 1 The line number being computed. Calculations begin at Line 1 and proceed upstream.
Col.2 The line size. In the case of non-circular pipes,the line rise is printed above the span.
Col.3 Total flow rate in the line.
Col.4 The elevation of the downstream invert.
Col. 5 Elevation of the hydraulic grade line at the downstream end.This is computed as the upstream HGL+ Minor loss of this line's downstream line.
Col. 6 The downstream depth of flow inside the pipe(HGL-Invert elevation) but not greater than the line size.
Col.7 Cross-sectional area of the flow at the downstream end.
Col.8 The velocity of the flow at the downstream end, (Col.3/Col.7).
Col.9 Velocity head(Velocity squared/2g).
Col. 10 The elevation of the energy grade line at the downstream end, HGL+Velocity head, (Col. 5+Col. 9).
Col. 11 The friction slope at the downstream end(the S or Slope term in Manning's equation).
Col. 12 The line length.
Col. 13 The elevation of the upstream invert.
Col. 14 Elevation of the hydraulic grade line at the upstream end.
Col. 15 The upstream depth of flow inside the pipe(HGL- Invert elevation)but not greater than the line size.
Col. 16 Cross-sectional area of the flow at the upstream end.
Col. 17 The velocity of the flow at the upstream end, (Col.3/Col. 16).
Col. 18 Velocity head(Velocity squared/2g).
Col. 19 The elevation of the energy grade line at the upstream end, HGL+Velocity head, (Col. 14+ Col. 18) .
Col.20 The friction slope at the upstream end(the S or Slope term in Manning's equation).
Col.21 The average of the downstream and upstream friction slopes.
Col. 22 Energy loss.Average Sf/100 x Line Length(Col. 21/100 x Col. 12). Equals(EGL upstream- EGL downstream)+/-tolerance.
Col.23 The junction loss coefficient(K).
Col.24 Minor loss. (Col. 23 x Col. 18). Is added to upstream HGL and used as the starting HGL for the next upstream line(s).

CALCULATIONS &ANALYSIS
Storm Drainage Calculations - Spread
CE N G/Ns 10
cARo-

Hydraflow Storm Sewers Extension for Autodesk® Civil 3D® Plan
•
a
n
K
s _
IS
4
Project File: 200 Gutter.stm Number of lines:26 Date:6/25/2024
Storm Sewers v2024.00

Storm Sewer Summary Report Pagel
Line Line ID Flow Line Line Line Invert Invert Line HGL HGL Minor HGL Dns Junction
No. rate Size shape length EL Dn EL Up Slope Down Up loss Junct Line Type
(cfs) (in) (ft) (ft) (ft) (%) (ft) (ft) (ft) (ft) No.
1 P709 28.29 36 Cir 142.000 350.92 351.63 0.500 353.92 354.10 0.50 354.61 End DropGrate
2 P730 14.87 24 Cir 213.228 352.70 356.96 1.998 354.61 358.35 n/a 358.35j 1 DropGrate
3 P730(1) 14.87 24 Cir 16.754 357.06 357.23 1.015 358.35 358.62 1.43 358.62 2 Combination
4 P731 9.86 24 Cir 99.390 357.33 360.44 3.129 358.62 361.56 n/a 361.56 j 3 Combination
5 P725 9.68 24 Cir 99.392 360.54 362.45 1.922 361.56 363.56 0.67 363.56 4 Combination
6 P733 3.69 15 Cir 216.121 362.55 371.20 4.002 363.56 371.98 n/a 371.98 j 5 Combination
7 P718 2.95 15 Cir 207.000 371.30 375.28 1.923 371.98 375.97 n/a 375.97 6 Combination
8 P719 1.77 15 Cir 227.166 375.38 379.09 1.633 375.97 379.62 n/a 379.62 j 7 Combination
9 P737 0.79 15 Cir 26.500 375.38 375.65 1.019 375.97 376.00 n/a 376.00 j 7 Combination
10 P717 0.37 15 Cir 26.500 371.30 371.57 1.019 371.98 371.81 0.08 371.81 6 Combination
11 P710 8.07 24 Cir 51.949 352.01 352.27 0.500 354.61" 354.67" 0.08 354.75 1 DropGrate
12 P711 8.06 24 Cir 181.671 352.37 353.28 0.501 354.75 354.95 0.06 355.02 11 DropGrate
13 P712 7.98 24 Cir 16.750 353.38 353.46 0.478 355.02 355.03 0.21 355.24 12 Combination
14 P713 4.91 15 Cir 26.500 357.01 358.83 6.868 357.47 359.73 n/a 359.73 13 Combination
15 P789 3.95 15 Cir 28.749 358.93 364.50 19.374 359.73 365.30 0.35 365.30 14 DropGrate
16 P781 5.71 24 Cir 26.500 362.55 362.81 0.981 363.56 363.65 n/a 363.65 j 5 Combination
17 P788 5.31 24 Cir 217.046 362.91 364.00 0.502 363.70 364.81 0.31 364.81 16 DropGrate
18 P726(1) 1.62 15 Cir 26.500 363.90 364.17 1.019 364.32 364.67 0.19 364.67 3 Combination
19 P728 3.04 18 Cir 274.982 357.33 358.70 0.498 358.62 359.36 n/a 359.36 3 Combination
20 P735 1.91 15 Cir 26.500 358.80 359.07 1.019 359.36 359.62 n/a 359.62 j 19 Combination
21 P785 1.60 15 Cir 157.381 359.17 363.25 2.592 359.62 363.75 n/a 363.75 20 DropGrate
22 P786 0.82 15 Cir 22.157 358.80 361.00 9.929 359.36 361.35 n/a 361.35 j 19 DropGrate
23 P780 2.66 24 Cir 89.537 353.56 354.01 0.503 355.24 354.58 0.09 354.58 13 Manhole
24 P790 2.66 18 Cir 22.122 354.11 354.22 0.497 354.73 354.84 n/a 355.02 j 23 Combination
Project File: 200 Gutter.stm Number of lines.26 Run Date 6/25/2024
NOTES: Return period=3 Yrs. ;"Surcharged(HGL above crown). ;j-Line contains hyd.jump.
Storm Sewers v2024.00

Storm Sewer Summary Report Page2
Line Line ID Flow Line Line Line Invert Invert Line HGL HGL Minor HGL Dns Junction
No. rate Size shape length EL Dn EL Up Slope Down Up loss Junct Line Type
(cfs) (in) (ft) (ft) (ft) (%) (ft) (ft) (ft) (ft) No.
25 P791 1.92 18 Cir 35.132 354.32 354.50 0.512 355.02 355.02 n/a 355.02 j 24 DropGrate
26 P787 0.92 24 Cir 103.934 351.73 352.25 0.500 354.61" 354.61" 0.00 354.61 1 DropGrate
Project File: 200 Gutter.stm Number of lines:26 Run Date: 6/25/2024
NOTES: Return period=3 Yrs. ;"Surcharged(HGL above crown). ;j-Line contains hyd.jump.
Storm Sewers v2024.00

Inlet Report Page1
Line Inlet ID Q= Q Q Q Junc Curb Inlet Grate Inlet Gutter Inlet Byp
No CIA carry capt Byp Type Line
Ht L Area L W So W Sw Sx n Depth Spread Depth Spread Depr No
(cfs) (cfs) (cfs) (cfs) (in) (ft) (sqft) (ft) (ft) (ft/ft) (ft) (ft/ft) (ft/ft) (ft) (ft) (ft) (ft) (in)
1 201 4.39 0.00 4.39 0.00 DrGrt 0.0 0.00 5.06 2.53 2.00 Sag 2.00 0.020 0.020 0.013 0.30 31.64 0.30 31.64 0.0 Off
2 207 0.00 0.00 0.00 0.00 DrGrt 0.0 0.00 5.06 2.53 2.00 Sag 2.00 0.020 0.020 0.013 0.00 2.06 0.00 2.06 0.0 Off
3 208 0.35 0.00 0.35 0.00 Comb 6.0 3.00 6.00 3.00 2.00 Sag 2.00 0.050 0.020 0.013 0.11 2.75 0.11 2.75 0.0 Off
4 211 0.18 0.00 0.18 0.00 Comb 6.0 3.00 0.00 3.00 2.00 0.019 2.00 0.050 0.020 0.013 0.09 1.76 0.00 0.00 0.0 3
5 212 0.28 0.01 0.28 0.00 Comb 6.0 3.00 0.00 3.00 2.00 0.019 2.00 0.050 0.020 0.013 0.10 2.21 0.00 0.04 0.0 4
6 213 0.37 0.06 0.43 0.01 Comb 6.0 3.00 0.00 3.00 2.00 0.019 2.00 0.050 0.020 0.013 0.12 3.06 0.03 0.54 0.0 5
7 214 0.39 0.28 0.60 0.06 Comb 6.0 3.00 0.00 3.00 2.00 0.012 2.00 0.050 0.020 0.013 0.15 4.57 0.06 1.30 0.0 6
8 215 1.77 0.00 1.49 0.28 Comb 6.0 6.00 0.00 6.00 2.00 0.011 2.00 0.050 0.020 0.013 0.21 7.47 0.11 2.69 0.0 7
9 219 0.79 0.00 0.71 0.08 Comb 6.0 3.00 0.00 3.00 2.00 0.019 2.00 0.050 0.020 0.013 0.15 4.43 0.06 1.27 0.0 10
10 218 0.37 0.08 0.44 0.00 Comb 6.0 3.00 0.00 2.00 3.00 0.019 2.00 0.050 0.020 0.013 0.12 3.12 0.02 0.40 0.0 16
11 202 0.00 0.00 0.00 0.00 DrGrt 0.0 0.00 5.06 2.53 2.00 Sag 2.00 0.020 0.020 0.013 0.00 2.06 0.00 2.06 0.0 Off
12 203 0.08 0.00 0.08 0.00 DrGrt 0.0 0.00 5.06 2.53 2.00 Sag 2.00 0.020 0.020 0.013 0.02 4.12 0.02 4.12 0.0 Off
13 204 0.41 0.00 0.41 0.00 Comb 6.0 3.00 0.00 3.00 2.00 0.040 2.00 0.050 0.020 0.013 0.10 2.19 0.00 0.00 0.0 24
14 205 0.96 0.00 0.89 0.07 Comb 6.0 3.00 0.00 3.00 2.00 0.043 2.00 0.050 0.020 0.013 0.14 3.91 0.05 1.03 0.0 24
15 225 3.95 0.00 3.95 0.00 DrGrt 0.0 0.00 5.06 2.53 2.00 Sag 2.00 0.020 0.020 0.013 0.28 29.63 0.28 29.63 0.0 Off
16 217 0.39 0.00 0.39 0.00 Comb 6.0 3.00 0.00 3.00 2.00 0.019 2.00 0.050 0.020 0.013 0.12 2.89 0.02 0.43 0.0 18
17 224 5.31 0.00 5.31 0.00 DrGrt 0.0 0.00 5.06 2.53 2.00 Sag 2.00 0.020 0.020 0.013 0.34 35.64 0.34 35.64 0.0 Off
18 216 1.62 0.00 1.62 0.00 Comb 6.0 3.00 6.00 2.00 3.00 Sag 2.00 0.050 0.020 0.013 0.18 6.16 0.18 6.16 0.0 Off
19 209 0.31 0.00 0.31 0.00 Comb 6.0 3.00 0.00 3.00 2.00 0.031 2.00 0.050 0.020 0.013 0.10 1.96 0.00 0.00 0.0 Off
20 210 0.31 0.00 0.31 0.00 Comb 6.0 3.00 0.00 3.00 2.00 0.031 2.00 0.050 0.020 0.013 0.10 1.96 0.00 0.00 0.0 Off
21 220 1.60 0.00 1.60 0.00 DrGrt 0.0 0.00 5.06 2.53 2.00 Sag 2.00 0.020 0.020 0.013 0.15 17.11 0.15 17.11 0.0 Off
22 221 0.82 0.00 0.82 0.00 DrGrt 0.0 0.00 5.06 2.53 2.00 Sag 2.00 0.050 0.020 0.013 0.10 11.67 0.10 11.67 0.0 Off
23 206 0.00 0.00 0.00 0.00 MH 0.0 0.00 0.00 0.00 0.00 Sag 0.00 0.000 0.000 0.013 0.00 0.00 0.00 0.00 0.0 Off
Project File: 200 Gutter.stm Number of lines:26 Run Date: 6/25/2024
NOTES: Inlet N-Values=0.016; Intensity=3.97/(Inlet time+0.10)^0.00; Return period=3 Yrs. ; ,Indicates Known Q added.All curb inlets are throat.
Storm Sewers v2024 00

Inlet Report Page 2
Line Inlet ID Q= Q Q Q Junc Curb Inlet Grate Inlet Gutter Inlet Byp
No CIA carry capt Byp Type Line
Ht L Area L W So W Sw Sx n Depth Spread Depth Spread Depr No
(cfs) (cfs) (cfs) (cfs) (in) (ft) (sqft) (ft) (ft) (ft/ft) (ft) (ft/ft) (ft/ft) (ft) (ft) (ft) (ft) (in)
24 226 0.74 0.07 0.81 0.00 Comb 6.0 3.00 6.00 3.00 2.00 Sag 2.00 0.050 0.020 0.013 0.16 5.21 0.16 5.21 0.0 Off
25 227 1.92 0.00 1.92 0.00 DrGrt 0.0 0.00 5.06 2.53 2.00 Sag 2.00 0.020 0.020 0.013 0.17 19.05 0.17 19.05 0.0 Off
26 223 0.92 0.00 0.92 0.00 DrGrt 0.0 0.00 5.06 2.53 2.00 Sag 2.00 0.020 0.020 0.013 0.10 12.45 0.10 12.45 0.0 Off
Project File: 200 Gutter.stm Number of lines:26 Run Date: 6/25/2024
NOTES: Inlet N-Values=0.016; Intensity=3.97/(Inlet time+0.10)^0.00; Return period=3 Yrs. ; ,Indicates Known Q added.All curb inlets are throat.
1NOTE THAT SPREAD VALUES IN YARD INLETS ARE NOT SUBJECT TO ROADWAY CAPS. Storm Sewers v2o24.00

Hydraflow Storm Sewers Extension for Autodesk® Civil 3D® Plan
110 13 111
20
110B
12
109 14 116
11
108
10
107
106
105
7
1,p4
115
6
103B 1; 1�; 19
114114B
151
21 5
Outfall Outfall 1
3 141 ; 1'
119 112113
2
117
Project File: 100 Gutter.stm Number of lines:21 Date:6/25/2024
Storm Sewers v2024.00

Storm Sewer Summary Report Pagel
Line Line ID Flow Line Line Line Invert Invert Line HGL HGL Minor HGL Dns Junction
No. rate Size shape length EL Dn EL Up Slope Down Up loss Junct Line Type
(cfs) (in) (ft) (ft) (ft) (%) (ft) (ft) (ft) (ft) No.
1 P797 19.06 30 Cir 51.566 371.50 371.76 0.504 374.00 374.09 0.46 374.55 End DropGrate
2 P792 1.56 15 Cir 100.000 371.86 377.75 5.890 374.55 378.25 n/a 378.25 j 1 DropGrate
3 P796 17.49 30 Cir 201.324 371.86 372.87 0.502 374.55 374.85 0.14 374.99 1 DropGrate
4 P795 17.49 30 Cir 25.554 372.97 373.10 0.509 374.99 374.51 1.12 374.51 3 Combination
5 P742 15.16 30 Cir 99.578 373.20 373.70 0.502 374.51 375.01 1.18 375.01 4 Combination
6 P745 10.50 24 Cir 111.930 373.80 374.36 0.500 375.01 375.52 0.71 376.23 5 Combination
7 P746(1) 8.06 24 Cir 137.201 374.46 375.17 0.518 376.23 376.18 n/a 376.18 6 Combination
8 P748 7.92 24 Cir 47.399 375.27 375.51 0.506 376.26 376.51 0.45 376.51 7 Combination
9 P749 7.42 24 Cir 26.500 375.61 375.74 0.491 376.57 376.71 0.43 376.71 8 Combination
10 P750 5.29 18 Cir 47.000 375.84 376.08 0.511 376.77 377.01 0.37 377.38 9 Combination
11 P752 4.89 18 Cir 77.180 376.18 376.57 0.505 377.38 377.52 0.40 377.92 10 Combination
12 P752(1) 2.64 15 Cir 192.236 376.67 377.63 0.499 377.92 378.35 0.45 378.80 11 Combination
13 P753 0.69 15 Cir 27.000 377.73 378.00 1.000 378.80 378.32 n/a 378.32 12 Combination
14 P754 1.61 15 Cir 26.500 377.69 378.22 2.000 378.05 378.72 n/a 378.72 11 Combination
15 P778 1.10 15 Cir 25.232 375.35 375.60 0.991 375.70 376.01 0.15 376.01 4 Combination
16 P779 2.38 15 Cir 26.500 374.87 375.00 0.491 375.51 375.64 0.11 375.75 5 Combination
17 P757 1.38 15 Cir 26.500 374.46 375.79 5.019 376.23 376.25 n/a 376.25 6 Combination
18 P801 1.39 15 Cir 26.717 373.80 375.14 5.016 375.01 375.61 n/a 375.61 j 5 DropGrate
19 P802 0.75 15 Cir 20.000 375.10 375.20 0.500 375.75 375.54 n/a 375.54 16 DropGrate
20 P803 1.75 15 Cir 231.750 377.73 379.75 0.872 378.80 380.27 n/a 380.27 j 12 DropGrate
21 P784 2.85 18 Cir 71.489 371.50 375.07 4.994 373.00 375.71 n/a 375.71 j End DropGrate
Project File: 100 Gutter.stm Number of lines.21 Run Date 6/25/2024
NOTES: Return period=3 Yrs. :j-Line contains hyd.jump.
Storm Sewers v2024.00

Inlet Report Page1
Line Inlet ID Q= Q Q Q Junc Curb Inlet Grate Inlet Gutter Inlet Byp
No CIA carry capt Byp Type Line
Ht L Area L W So W Sw Sx n Depth Spread Depth Spread Depr No
(cfs) (cfs) (cfs) (cfs) (in) (ft) (sqft) (ft) (ft) (ft/ft) (ft) (ft/ft) (ft/ft) (ft) (ft) (ft) (ft) (in)
1 119 0.00 0.00 0.00 0.00 DrGrt 0.0 0.00 6.00 3.00 2.00 Sag 2.00 0.020 0.020 0.013 0.00 2.06 0.00 2.06 0.0 Off
2 117 1.56 0.00 1.56 0.00 DrGrt 0.0 0.00 6.00 3.00 2.00 Sag 2.00 0.020 0.020 0.013 0.14 15.94 0.14 15.94 0.0 Off
3 118 0.00 0.00 0.00 0.00 DrGrt 0.0 0.00 6.00 3.00 2.00 Sag 2.00 0.020 0.020 0.013 0.00 2.06 0.00 2.06 0.0 Off
4 112 1.22 0.00 0.97 0.26 Comb 6.0 3.00 0.00 3.00 2.00 0.011 2.00 0.050 0.020 0.013 0.19 6.33 0.11 2.53 0.0 5
5 103 0.87 0.42 1.29 0.00 Comb 6.0 6.00 12.00 6.00 2.00 Sag 2.00 0.050 0.020 0.013 0.17 5.65 0.17 5.65 0.0 Off
6 104 1.06 0.02 0.92 0.16 Comb 6.0 3.00 0.00 3.00 2.00 0.019 2.00 0.050 0.020 0.013 0.16 5.22 0.08 1.70 0.0 5
7 105 0.14 0.41 0.53 0.02 Comb 6.0 3.00 0.00 3.00 2.00 0.019 2.00 0.050 0.020 0.013 0.13 3.60 0.04 0.83 0.0 6
8 106 0.49 0.00 0.47 0.03 Comb 6.0 3.00 0.00 3.00 2.00 0.012 2.00 0.050 0.020 0.013 0.14 3.85 0.05 0.93 0.0 7
9 107 2.13 0.00 1.74 0.39 Comb 6.0 6.00 0.00 6.00 2.00 0.012 2.00 0.050 0.020 0.013 0.22 7.96 0.13 3.32 0.0 7
10 108 0.39 0.00 0.38 0.02 Comb 6.0 3.00 0.00 3.00 2.00 0.009 2.00 0.050 0.020 0.013 0.13 3.67 0.04 0.82 0.0 11
11 109 0.64 0.02 0.65 0.00 Comb 6.0 3.00 6.00 3.00 2.00 Sag 2.00 0.050 0.020 0.013 0.15 4.45 0.15 4.45 0.0 Off
12 110 0.20 0.00 0.20 0.00 Comb 6.0 3.00 0.00 3.00 2.00 0.018 2.00 0.050 0.020 0.013 0.09 1.86 0.00 0.00 0.0 Off
13 111 0.69 0.00 0.63 0.05 Comb 6.0 3.00 0.00 3.00 2.00 0.018 2.00 0.050 0.020 0.013 0.14 4.15 0.06 1.12 0.0 Off
14 116 1.61 0.00 1.61 0.00 Comb 6.0 6.00 12.00 6.00 2.00 Sag 2.00 0.050 0.020 0.013 0.19 6.61 0.19 6.61 0.0 Off
15 113 1.10 0.00 0.99 0.11 Comb 6.0 6.00 0.00 6.00 2.00 0.011 2.00 0.050 0.020 0.013 0.18 6.01 0.08 1.61 0.0 16
16 114 1.63 0.28 1.91 0.00 Comb 6.0 6.00 12.00 6.00 2.00 Sag 2.00 0.050 0.020 0.013 0.21 7.48 0.21 7.48 0.0 Off
17 115 1.38 0.00 1.21 0.17 Comb 6.0 6.00 0.00 6.00 2.00 0.019 2.00 0.050 0.020 0.013 0.18 5.89 0.09 1.72 0.0 16
18 103B 1.39 0.00 1.39 0.00 DrGrt 0.0 0.00 6.00 3.00 2.00 Sag 2.00 0.020 0.020 0.013 0.13 14.90 0.13 14.90 0.0 Off
19 114B 0.75 0.00 0.75 0.00 DrGrt 0.0 0.00 6.00 2.00 3.00 Sag 2.00 0.020 0.020 0.013 0.09 11.53 0.09 11.53 0.0 16
20 110B 1.75 0.00 1.75 0.00 DrGrt 0.0 0.00 6.00 2.00 3.00 Sag 2.00 0.020 0.020 0.013 0.15 18.02 0.15 18.02 0.0 12
21 151 2.85 0.00 2.85 0.00 DrGrt 0.0 0.00 5.06 2.53 2.00 Sag 2.00 0.020 0.020 0.013 0.22 24.21 0.22 24.21 0.0 Off
Project File: 100 Gutter.stm Number of lines:21 Run Date: 6/25/2024
NOTES: Inlet N-Values=0.016; Intensity=3.97/(Inlet time+0.10)^0.00; Return period=3 Yrs. ; ,Indicates Known Q added.All curb inlets are throat.
1NOTE THAT SPREAD VALUES IN YARD INLETS ARE NOT SUBJECT TO ROADWAY CAPS. Storm Sewers v2024 00

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

Project Data Revisions
Project# 2023-052 No Date Description
Project Name Greenfield-Serenity South
Date 6/25/2024
TEMPORARY DIVERSION DITCH CALCULATION
TDD-A
Peak Discharge Calculation(10 Year Design)
Drainage Area= 1.57 ac
C= 0.50 Bare Earth
lio= 7.10 in/hr Assume Tc=5 min
A= 1.57 ac
Q,o= 5.56 cfs
Determine Ditch Flow Depth(d)and Velocity(v)-Check for Temporary Conditions
Apply Manning's Equation:V=1.49/n*R2/3*S1/2,Q=A/V
Ditch Characteristics:
n= 0.02 Bare Earth
Base Width(B)= 2.00 ft
M= 2
DitchSlope(S)= 1.41% IM•1I
Permissible Max Velocity(Vp)= 2.00 fps •
Apply the Following Analysis to Determine Actual"d"and"V"
d= flow depth= 0.45 ft
Area(A)= B*d+M*d2= 1.32
Perimeter(P)= b+2d*(M2+1).5= 4.03
R= A/P= 0.33
VpR= V Permiss*R= 0.66
V= Flow Velocity= 4.20 fps
Q= design flow= 5.56 cfs check Q: OK
Check Ditch Velocity for Lining:
Vp= 2.00 fps Vactual>Vallow,Find Temp Lining
Vactual= 4.20 fps
Determine Temporary Liner
Recalculate with Liner:
Liner Material= Straw with Net Tshear stress= Shear stress= g*d*s
n= 0.065 Table 8.05e NCESCPDM g= density of water= 62.4 lb/ft3
Base Width(B)= 2.00 ft d= flow depth= 0.84 ft
M= 2 S= channel slope= 1.41%
Ditch Slope(S)= 1.41% Tshear stress= Shear Stress= 0.74
T allow(Td)= 1.45 psf Compare Tshear stress to Td:
Apply the Following Analysis to Determine Actual"d"and"V" T allow(Td) 1.45
d= flow depth= 0.84 ft Tshear stress= 0.74
Area(A)= B*d+M*d2= 3.09
Perimeter(P)= b+2d*(M2+1).5= 5.76 Tshear stress<Td=>OK
R= A/P= 0.54
V= Flow Velocity= 1.80 fps Summary
Q= design flow= 5.56 cfs check Q: OK Temporary Ditch Liner= Straw with Net

Project Data Revisions
Project# 2023-052 No Date Description
Project Name Greenfield-Serenity South
Date 6/25/2024
TEMPORARY DIVERSION DITCH CALCULATION
TDD-B
Peak Discharge Calculation(10 Year Design)
Drainage Area= 1.58 ac
C= 0.50 Bare Earth
lio= 7.10 in/hr Assume Tc=5 min
A= 1.58 ac
Q,o= 5.63 cfs
Determine Ditch Flow Depth(d)and Velocity(v)-Check for Temporary Conditions
Apply Manning's Equation:V=1.49/n*R2/3*S1/2,Q=A/V
Ditch Characteristics:
n= 0.02 Bare Earth
Base Width(B)= 2.00 ft
M= 2
Ditch Slope(S)= 3.39% I M.1
Permissible Max Velocity(Vp)= 2.00 fps •
Apply the Following Analysis to Determine Actual"d"and"V"
d= flow depth= 0.36 ft
Area(A)= B*d+M*d2= 0.98
Perimeter(P)= b+2d*(M2+1).5= 3.61
R= A/P= 0.27
VpR= V Permiss*R= 0.54
V= Flow Velocity= 5.73 fps
Q= design flow= 5.63 cfs check Q: OK
Check Ditch Velocity for Lining:
Vp= 2.00 fps Vactual>Vallow,Find Temp Lining
Vactual= 5.73 fps
Determine Temporary Liner
Recalculate with Liner:
Liner Material= Straw with Net Tshear stress= Shear stress= g*d*s
n= 0.065 Table 8.05e NCESCPDM g= density of water= 62.4 lb/ft3
Base Width(B)= 2.00 ft d= flow depth= 0.68 ft
M= 2 S= channel slope= 3.39%
Ditch Slope(S)= 3.39% Tshear stress= Shear Stress= 1.43
T allow(Td)= 1.45 psf Compare Tshear stress to Td:
Apply the Following Analysis to Determine Actual"d"and"V" T allow(Td) 1.45
d= flow depth= 0.68 ft Tshear stress= 1.43
Area(A)= B*d+M*d2= 2.27
Perimeter(P)= b+2d*(M2+1).5= 5.03 Tshear stress<Td=>OK
R= A/P= 0.45
V= Flow Velocity= 2.48 fps Summary
Q= design flow= 5.63 cfs check Q: OK Temporary Ditch Liner= Straw with Net

Project Data Revisions
Project# 2023-052 No Date Description
Project Name Greenfield-Serenity South
Date 6/25/2024
TEMPORARY DIVERSION DITCH CALCULATION
TDD-C
Peak Discharge Calculation(10 Year Design)
Drainage Area= 1.16 ac
C= 0.50 Bare Earth
lio= 7.10 in/hr Assume Tc=5 min
A= 1.16 ac
Q,o= 4.13 cfs
Determine Ditch Flow Depth(d)and Velocity(v)-Check for Temporary Conditions
Apply Manning's Equation:V=1.49/n*R2/3*S1/2,Q=A/V
Ditch Characteristics:
n= 0.02 Bare Earth
Base Width(B)= 2.00 ft
M= 2
Ditch Slope(S)= 3.98% I M.1
Permissible Max Velocity(Vp)= 2.00 fps •
Apply the Following Analysis to Determine Actual"d"and"V"
d= flow depth= 0.29 ft
Area(A)= B*d+M*d2= 0.75
Perimeter(P)= b+2d*(M2+1).5= 3.30
R= A/P= 0.23
VpR= V Permiss*R= 0.45
V= Flow Velocity= 5.51 fps
Q= design flow= 4.13 cfs check Q: OK
Check Ditch Velocity for Lining:
Vp= 2.00 fps Vactual>Vallow,Find Temp Lining
Vactual= 5.51 fps
Determine Temporary Liner
Recalculate with Liner:
Liner Material= Straw with Net Tshear stress= Shear stress= g*d*s
n= 0.065 Table 8.05e NCESCPDM g= density of water= 62.4 lb/ft3
Base Width(B)= 2.00 ft d= flow depth= 0.55 ft
M= 2 S= channel slope= 3.98%
Ditch Slope(S)= 3.98% Tshear stress= Shear Stress= 1.37
T allow(Td)= 1.45 psf Compare Tshear stress to Td:
Apply the Following Analysis to Determine Actual"d"and"V" T allow(Td) 1.45
d= flow depth= 0.55 ft Tshear stress= 1.37
Area(A)= B*d+M*d2= 1.71
Perimeter(P)= b+2d*(M2+1).5= 4.47 Tshear stress<Td=>OK
R= A/P= 0.38
V= Flow Velocity= 2.41 fps Summary
Q= design flow= 4.13 cfs check Q: OK Temporary Ditch Liner= Straw with Net

Project Data Revisions
Project# 2023-052 No Date Description
Project Name Greenfield-Serenity South
Date 6/25/2024
TEMPORARY DIVERSION DITCH CALCULATION
TDD-D
Peak Discharge Calculation(10 Year Design)
Drainage Area= 3.07 ac
C= 0.50 Bare Earth
lio= 7.10 in/hr Assume Tc=5 min
A= 3.07 ac
Q,o= 10.91 cfs
Determine Ditch Flow Depth(d)and Velocity(v)-Check for Temporary Conditions
Apply Manning's Equation:V=1.49/n*R2/3*S1/2,Q=A/V
Ditch Characteristics:
n= 0.02 Bare Earth
Base Width(B)= 2.00 ft
M= 2
Ditch Slope(S)= 2.70% I M.1
Permissible Max Velocity(Vp)= 2.00 fps •
Apply the Following Analysis to Determine Actual"d"and"V"
d= flow depth= 0.55 ft
Area(A)= B*d+M*d2= 1.70
Perimeter(P)= b+2d*(M2+1).5= 4.45
R= A/P= 0.38
VpR= V Permiss*R= 0.76
V= Flow Velocity= 6.42 fps
Q= design flow= 10.91 cfs check Q: OK
Check Ditch Velocity for Lining:
Vp= 2.00 fps Vactual>Vallow,Find Temp Lining
Vactual= 6.42 fps
Determine Temporary Liner
Recalculate with Liner:
Liner Material= Straw with Net Tshear stress= Shear stress= g*d*s
n= 0.033 Table 8.05e NCESCPDM g= density of water= 62.4 lb/ft3
Base Width(B)= 2.00 ft d= flow depth= 0.71 ft
M= 2 S= channel slope= 2.70%
Ditch Slope(S)= 2.70% Tshear stress= Shear Stress= 1.20
T allow(Td)= 1.45 psf Compare Tshear stress to Td:
Apply the Following Analysis to Determine Actual"d"and"V" T allow(Td) 1.45
d= flow depth= 0.71 ft Tshear stress= 1.20
Area(A)= B*d+M*d2= 2.44
Perimeter(P)= b+2d*(M2+1).5= 5.18 Tshear stress<Td=>OK
R= A/P= 0.47
V= Flow Velocity= 4.48 fps Summary
Q= design flow= 10.91 cfs check Q: OK Temporary Ditch Liner= Straw with Net

Project Data Revisions
Project# 2023-052 No Date Description
Project Name Greenfield-Serenity South
Date 6/25/2024
TEMPORARY DIVERSION DITCH CALCULATION
TDD-E
Peak Discharge Calculation(10 Year Design)
Drainage Area= 1.71 ac
C= 0.50 Bare Earth
lio= 7.10 in/hr Tc=20 min
A= 1.71 ac
Q,o= 6.06 cfs
Determine Ditch Flow Depth(d)and Velocity(v)-Check for Temporary Conditions
Apply Manning's Equation:V=1.49/n*R2/3*S1/2,Q=A/V
Ditch Characteristics:
n= 0.02 Bare Earth
Base Width(B)= 2.00 ft
M= 2
Ditch Slope(S)= 1.64% I M.1
Permissible Max Velocity(Vp)= 2.00 fps •
Apply the Following Analysis to Determine Actual"d"and"V"
d= flow depth= 0.46 ft
Area(A)= B*d+M*d2= 1.33
Perimeter(P)= b+2d*(M2+1).5= 4.05
R= A/P= 0.33
VpR= V Permiss*R= 0.66
V= Flow Velocity= 4.54 fps
Q= design flow= 6.06 cfs check Q: OK
Check Ditch Velocity for Lining:
Vp= 2.00 fps Vactual>Vallow,Find Temp Lining
Vactual= 4.54 fps
Determine Temporary Liner
Recalculate with Liner:
Liner Material= Straw with Net Tshear stress= Shear stress= g*d*s
n= 0.065 Table 8.05e NCESCPDM g= density of water= 62.4 lb/ft3
Base Width(B)= 2.00 ft d= flow depth= 0.84 ft
M= 2 S= channel slope= 1.64%
Ditch Slope(S)= 1.64% Tshear stress= Shear Stress= 0.87
T allow(Td)= 1.45 psf Compare Tshear stress to Td:
Apply the Following Analysis to Determine Actual"d"and"V" T allow(Td) 1.45
d= flow depth= 0.84 ft Tshear stress= 0.87
Area(A)= B*d+M*d2= 3.12
Perimeter(P)= b+2d*(M2+1).5= 5.78 Tshear stress<Td=>OK
R= A/P= 0.54
V= Flow Velocity= 1.94 fps Summary
Q= design flow= 6.06 cfs check Q: OK Temporary Ditch Liner= Straw with Net

Project Data Revisions
Project# 2023-052 No Date Description
Project Name Greenfield-Serenity South
Date 6/25/2024
TEMPORARY DIVERSION DITCH CALCULATION
TDD-F
Peak Discharge Calculation(10 Year Design)
Drainage Area= 1.10 ac
C= 0.50 Bare Earth
lio= 7.10 in/hr Assume Tc=5 min
A= 1.10 ac
Q,o= 3.92 cfs
Determine Ditch Flow Depth(d)and Velocity(v)-Check for Temporary Conditions
Apply Manning's Equation:V=1.49/n*R2/3*S1/2,Q=A/V
Ditch Characteristics:
n= 0.02 Bare Earth
Base Width(B)= 2.00 ft
M= 2
Ditch Slope(S)= 2.38% I M.1
Permissible Max Velocity(Vp)= 2.00 fps •
Apply the Following Analysis to Determine Actual"d"and"V"
d= flow depth= 0.33 ft
Area(A)= B*d+M*d2= 0.86
Perimeter(P)= b+2d*(M2+1).5= 3.46
R= A/P= 0.25
VpR= V Permiss*R= 0.50
V= Flow Velocity= 4.54 fps
Q= design flow= 3.92 cfs check Q: OK
Check Ditch Velocity for Lining:
Vp= 2.00 fps Vactual>Vallow,Find Temp Lining
Vactual= 4.54 fps
Determine Temporary Liner
Recalculate with Liner:
Liner Material= Straw with Net Tshear stress= Shear stress= g*d*s
n= 0.065 Table 8.05e NCESCPDM g= density of water= 62.4 lb/ft3
Base Width(B)= 2.00 ft d= flow depth= 0.62 ft
M= 2 S= channel slope= 2.38%
Ditch Slope(S)= 2.38% Tshear stress= Shear Stress= 0.91
T allow(Td)= 1.45 psf Compare Tshear stress to Td:
Apply the Following Analysis to Determine Actual"d"and"V" T allow(Td) 1.45
d= flow depth= 0.62 ft Tshear stress= 0.91
Area(A)= B*d+M*d2= 1.99
Perimeter(P)= b+2d*(M2+1).5= 4.75 Tshear stress<Td=>OK
R= A/P= 0.42
V= Flow Velocity= 1.97 fps Summary
Q= design flow= 3.92 cfs check Q: OK Temporary Ditch Liner= Straw with Net

Project Data Revisions
Project# 2023-052 No Date Description
Project Name Greenfield-Serenity South
Date 6/25/2024
TEMPORARY DIVERSION DITCH CALCULATION
TDD-G
Peak Discharge Calculation(10 Year Design)
Drainage Area= 2.23 ac
C= 0.50 Bare Earth
lio= 7.10 in/hr Assume Tc=5 min
A= 2.23 ac
Q,o= 7.92 cfs
Determine Ditch Flow Depth(d)and Velocity(v)-Check for Temporary Conditions
Apply Manning's Equation:V=1.49/n*R2/3*S1/2,Q=A/V
Ditch Characteristics:
n= 0.02 Bare Earth
Base Width(B)= 2.00 ft
M= 2
Ditch Slope(S)= 1.22% I M.1
Permissible Max Velocity(Vp)= 2.00 fps •
Apply the Following Analysis to Determine Actual"d"and"V"
d= flow depth= 0.57 ft
Area(A)= B*d+M*d2= 1.79
Perimeter(P)= b+2d*(M2+1).5= 4.55
R= A/P= 0.39
VpR= V Permiss*R= 0.79
V= Flow Velocity= 4.41 fps
Q= design flow= 7.92 cfs check Q: OK
Check Ditch Velocity for Lining:
Vp= 2.00 fps Vactual>Vallow,Find Temp Lining
Vactual= 4.41 fps
Determine Temporary Liner
Recalculate with Liner:
Liner Material= Straw with Net Tshear stress= Shear stress= g*d*s
n= 0.033 Table 8.05e NCESCPDM g= density of water= 62.4 lb/ft3
Base Width(B)= 2.00 ft d= flow depth= 0.74 ft
M= 2 S= channel slope= 1.22%
Ditch Slope(S)= 1.22% Tshear stress= Shear Stress= 0.56
T allow(Td)= 1.45 psf Compare Tshear stress to Td:
Apply the Following Analysis to Determine Actual"d"and"V" T allow(Td) 1.45
d= flow depth= 0.74 ft Tshear stress= 0.56
Area(A)= B*d+M*d2= 2.58
Perimeter(P)= b+2d*(M2+1).5= 5.31 Tshear stress<Td=>OK
R= A/P= 0.49
V= Flow Velocity= 3.08 fps Summary
Q= design flow= 7.92 cfs check Q: OK Temporary Ditch Liner= Straw with Net

Project Data Revisions
Project# 2023-052 No Date Description
Project Name Greenfield-Serenity South
Date 6/25/2024
TEMPORARY DIVERSION DITCH CALCULATION
TDD-H
Peak Discharge Calculation(10 Year Design)
Drainage Area= 1.24 ac
C= 0.50 Bare Earth
lio= 7.10 in/hr Assume Tc=5 min
A= 1.24 ac
Q,o= 4.39 cfs
Determine Ditch Flow Depth(d)and Velocity(v)-Check for Temporary Conditions
Apply Manning's Equation:V=1.49/n*R2/3*S1/2,Q=A/V
Ditch Characteristics:
n= 0.02 Bare Earth
Base Width(B)= 2.00 ft
M= 2
Ditch Slope(S)= 0.22% I M.1
Permissible Max Velocity(Vp)= 2.00 fps •
Apply the Following Analysis to Determine Actual"d"and"V"
d= flow depth= 0.65 ft
Area(A)= B*d+M*d2= 2.17
Perimeter(P)= b+2d*(M2+1).5= 4.93
R= A/P= 0.44
VpR= V Permiss*R= 0.88
V= Flow Velocity= 2.03 fps
Q= design flow= 4.39 cfs check Q: OK
Check Ditch Velocity for Lining:
Vp= 2.00 fps Vactual>Vallow,Find Temp Lining
Vactual= 2.03 fps
Determine Temporary Liner
Recalculate with Liner:
Liner Material= Straw with Net Tshear stress= Shear stress= g*d*s
n= 0.033 Table 8.05e NCESCPDM g= density of water= 62.4 lb/ft3
Base Width(B)= 2.00 ft d= flow depth= 0.85 ft
M= 2 S= channel slope= 0.22%
Ditch Slope(S)= 0.22% Tshear stress= Shear Stress= 0.12
T allow(Td)= 1.45 psf Compare Tshear stress to Td:
Apply the Following Analysis to Determine Actual"d"and"V" T allow(Td) 1.45
d= flow depth= 0.85 ft Tshear stress= 0.12
Area(A)= B*d+M*d2= 3.12
Perimeter(P)= b+2d*(M2+1).5= 5.78 Tshear stress<Td=>OK
R= A/P= 0.54
V= Flow Velocity= 1.41 fps Summary
Q= design flow= 4.39 cfs check Q: OK Temporary Ditch Liner= Straw with Net

Project Data Revisions
Project# 2023-052 No Date Description
Project Name Greenfield-Serenity South
Date 6/25/2024
TEMPORARY DIVERSION DITCH CALCULATION
TDD-I
Peak Discharge Calculation(10 Year Design)
Drainage Area= 0.32 ac
C= 0.50 Bare Earth
lio= 7.10 in/hr Assume Tc=5 min
A= 0.32 ac
Q,o= 1.12 cfs
Determine Ditch Flow Depth(d)and Velocity(v)-Check for Temporary Conditions
Apply Manning's Equation:V=1.49/n*R2/3*S1/2,Q=A/V
Ditch Characteristics:
n= 0.02 Bare Earth
Base Width(B)= 2.00 ft
M= 2
Ditch Slope(S)= 2.91% IM.1I
Permissible Max Velocity(Vp)= 2.00 fps •
Apply the Following Analysis to Determine Actual"d"and"V"
d= flow depth= 0.15 ft
Area(A)= B*d+M*d2= 0.35
Perimeter(P)= b+2d*(M2+1).5= 2.67
R= A/P= 0.13
VpR= V Permiss*R= 0.26
V= Flow Velocity= 3.23 fps
Q= design flow= 1.12 cfs check Q: OK
Check Ditch Velocity for Lining:
Vp= 2.00 fps Vactual>Vallow,Find Temp Lining
Vactual= 3.23 fps
Determine Temporary Liner
Recalculate with Liner:
Liner Material= Straw with Net Tshear stress= Shear stress= g*d*s
n= 0.065 Table 8.05e NCESCPDM g= density of water= 62.4 lb/ft3
Base Width(B)= 2.00 ft d= flow depth= 0.30 ft
M= 2 S= channel slope= 2.91%
Ditch Slope(S)= 2.91% Tshear stress= Shear Stress= 0.54
T allow(Td)= 1.45 psf Compare Tshear stress to Td:
Apply the Following Analysis to Determine Actual"d"and"V" T allow(Td) 1.45
d= flow depth= 0.30 ft Tshear stress= 0.54
Area(A)= B*d+M*d2= 0.77
Perimeter(P)= b+2d*(M2+1).5= 3.32 Tshear stress<Td=>OK
R= A/P= 0.23
V= Flow Velocity= 1.46 fps Summary
Q= design flow= 1.12 cfs check Q: OK Temporary Ditch Liner= Straw with Net

Project Data Revisions
Project# 2023-052 No Date Description
Project Name Greenfield-Serenity South
Date 6/25/2024
TEMPORARY DIVERSION DITCH CALCULATION
TDD-J
Peak Discharge Calculation(10 Year Design)
Drainage Area= 0.73 ac
C= 0.50 Bare Earth
lio= 7.10 in/hr Assume Tc=5 min
A= 0.73 ac
Q,o= 2.58 cfs
Determine Ditch Flow Depth(d)and Velocity(v)-Check for Temporary Conditions
Apply Manning's Equation:V=1.49/n*R2/3*S1/2,Q=A/V
Ditch Characteristics:
n= 0.02 Bare Earth
Base Width(B)= 2.00 ft
M= 2
Ditch Slope(S)= 2.54% I M.1
Permissible Max Velocity(Vp)= 2.00 fps •
Apply the Following Analysis to Determine Actual"d"and"V"
d= flow depth= 0.25 ft
Area(A)= B*d+M*d2= 0.63
Perimeter(P)= b+2d*(M2+1).5= 3.13
R= A/P= 0.20
VpR= V Permiss*R= 0.40
V= Flow Velocity= 4.07 fps
Q= design flow= 2.58 cfs check Q: OK
Check Ditch Velocity for Lining:
Vp= 2.00 fps Vactual>Vallow,Find Temp Lining
Vactual= 4.07 fps
Determine Temporary Liner
Recalculate with Liner:
Liner Material= Straw with Net Tshear stress= Shear stress= g*d*s
n= 0.065 Table 8.05e NCESCPDM g= density of water= 62.4 lb/ft3
Base Width(B)= 2.00 ft d= flow depth= 0.48 ft
M= 2 S= channel slope= 2.54%
Ditch Slope(S)= 2.54% Tshear stress= Shear Stress= 0.77
T allow(Td)= 1.45 psf Compare Tshear stress to Td:
Apply the Following Analysis to Determine Actual"d"and"V" T allow(Td) 1.45
d= flow depth= 0.48 ft Tshear stress= 0.77
Area(A)= B*d+M*d2= 1.44
Perimeter(P)= b+2d*(M2+1).5= 4.17 Tshear stress<Td=>OK
R= A/P= 0.35
V= Flow Velocity= 1.79 fps Summary
Q= design flow= 2.58 cfs check Q: OK Temporary Ditch Liner= Straw with Net

Project Data Revisions
Project# 2023-052 No Date Description
Project Name Greenfield-Serenity South
Date 6/25/2024
TEMPORARY DIVERSION DITCH CALCULATION
TDD-K
Peak Discharge Calculation(10 Year Design)
Drainage Area= 1.58 ac
C= 0.50 Bare Earth
lio= 7.10 in/hr Assume Tc=5 min
A= 1.58 ac
Q,o= 5.62 cfs
Determine Ditch Flow Depth(d)and Velocity(v)-Check for Temporary Conditions
Apply Manning's Equation:V=1.49/n*R2/3*S1/2,Q=A/V
Ditch Characteristics:
n= 0.02 Bare Earth
Base Width(B)= 2.00 ft
M= 2
Ditch Slope(S)= 1.13% I M.1
Permissible Max Velocity(Vp)= 2.00 fps •
Apply the Following Analysis to Determine Actual"d"and"V"
d= flow depth= 0.49 ft
Area(A)= B*d+M*d2= 1.44
Perimeter(P)= b+2d*(M2+1).5= 4.17
R= A/P= 0.35
VpR= V Permiss*R= 0.69
V= Flow Velocity= 3.89 fps
Q= design flow= 5.62 cfs check Q: OK
Check Ditch Velocity for Lining:
Vp= 2.00 fps Vactual>Vallow,Find Temp Lining
Vactual= 3.89 fps
Determine Temporary Liner
Recalculate with Liner:
Liner Material= Straw with Net Tshear stress= Shear stress= g*d*s
n= 0.065 Table 8.05e NCESCPDM g= density of water= 62.4 lb/ft3
Base Width(B)= 2.00 ft d= flow depth= 0.89 ft
M= 2 S= channel slope= 1.13%
Ditch Slope(S)= 1.13% Tshear stress= Shear Stress= 0.63
T allow(Td)= 1.45 psf Compare Tshear stress to Td:
Apply the Following Analysis to Determine Actual"d"and"V" T allow(Td) 1.45
d= flow depth= 0.89 ft Tshear stress= 0.63
Area(A)= B*d+M*d2= 3.38
Perimeter(P)= b+2d*(M2+1).5= 5.99 Tshear stress<Td=>OK
R= A/P= 0.56
V= Flow Velocity= 1.66 fps Summary
Q= design flow= 5.62 cfs check Q: OK Temporary Ditch Liner= Straw with Net

Project Data Revisions
Project# 2023-052 No Date Description
Project Name Greenfield-Serenity South
Date 6/25/2024
TEMPORARY DIVERSION DITCH CALCULATION
TDD-L
Peak Discharge Calculation(10 Year Design)
Drainage Area= 1.93 ac
C= 0.50 Bare Earth
lio= 7.10 in/hr Assume Tc=5 min
A= 1.93 ac
Q,o= 6.84 cfs
Determine Ditch Flow Depth(d)and Velocity(v)-Check for Temporary Conditions
Apply Manning's Equation:V=1.49/n*R2/3*S1/2,Q=A/V
Ditch Characteristics:
n= 0.02 Bare Earth
Base Width(B)= 2.00 ft
M= 2
Ditch Slope(S)= 0.45% I M.1
Permissible Max Velocity(Vp)= 2.00 fps •
Apply the Following Analysis to Determine Actual"d"and"V"
d= flow depth= 0.69 ft
Area(A)= B*d+M*d2= 2.32
Perimeter(P)= b+2d*(M2+1).5= 5.08
R= A/P= 0.46
VpR= V Permiss*R= 0.91
V= Flow Velocity= 2.95 fps
Q= design flow= 6.84 cfs check Q: OK
Check Ditch Velocity for Lining:
Vp= 2.00 fps Vactual>Vallow,Find Temp Lining
Vactual= 2.95 fps
Determine Temporary Liner
Recalculate with Liner:
Liner Material= Straw with Net Tshear stress= Shear stress= g*d*s
n= 0.033 Table 8.05e NCESCPDM g= density of water= 62.4 lb/ft3
Base Width(B)= 2.00 ft d= flow depth= 0.89 ft
M= 2 S= channel slope= 0.45%
Ditch Slope(S)= 0.45% Tshear stress= Shear Stress= 0.25
T allow(Td)= 1.45 psf Compare Tshear stress to Td:
Apply the Following Analysis to Determine Actual"d"and"V" T allow(Td) 1.45
d= flow depth= 0.89 ft Tshear stress= 0.25
Area(A)= B*d+M*d2= 3.34
Perimeter(P)= b+2d*(M2+1).5= 5.96 Tshear stress<Td=>OK
R= A/P= 0.56
V= Flow Velocity= 2.05 fps Summary
Q= design flow= 6.84 cfs check Q: OK Temporary Ditch Liner= Straw with Net

CALCULATIONS
Permanent Ditch Calculations
CE N G/Ns 10
cARo-

Ditch "Q" and "V" Calculation Worksheet
Project Name: Greenfield-Serenity South
Ditch# : A
Station Range: SEE PLAN
Peak Discharge Calculation:
Drainage Area = 35299 sf **INCLUDES DA FROM A-4
0.81 acres
Q10= CxIxA
C = 0.50
Ito= 7.57 in/hr
A= 0.81 acres
Q,o= 3.07 cfs
Determine Ditch Flow Depth (d) and Velocity (v) Check for Permanent Condition:
Apply Manning's Equation: V=1.49/n * R2/3*S1i2 , Q=A/V
Ditch Characteristics:
n = 0.03 grass I
Base Width (B) = 0 ft121
M = 3 M:1 — i
Ditch Slope (S) = 0.56%
permissible Max Velocity(Vp) 5.00 fps
Apply the Following Analysis to Determine Actual "d"and "V"
d = flow depth = 0.74 ft
Area (A)= B*d + M*d2= 1.66
Perimeter(P)= b + 2d*(M2+1).5- 4.71
R= A/P = 0.35
VpR= V Permiss* R= 1.77
V= Flow Velocity= 1.84 fps
Q = design flow= 3.07 cfs check Q: OK
Check Ditch Velocity for Lining:
Vp = 5.00 fps
Vactual = 1.84 fps
Vactual<Vallow, No Perm. Lining Needed
Determine Ditch Flow Depth (d) and Velocity (v) Check for Temporary Condition:
Q2 = CxIxA
C = 0.30
12= 5.9 in/hr
A= 0.81 acres
Q2= 1.43 cfs
DITCH A

Ditch Characteristics:
n = 0.02 bare earth
Base Width (B) = 0 ft
M = 3
Ditch Slope (S) = 0.56%
Permissible Max Velocity(Vp) 2.00 fps (bare earth)
Apply the Following Analysis to Determine Actual "d" and "V"
d = flow depth = 0.48
Area (A) = B*d + M*d2= 0.69
Perimeter(P)= b + 2d*(M2+1)•5= 3.04
R= A/P = 0.23
VpR= V Permiss* R = 0.46
V= Flow Velocity= 2.06 fps
Q = design flow= 1.43 cfs check Q: OK
Check Ditch Velocity for Lining:
Vp = 2.00 fps
Vactual = 2.06 fps
Vactual>Vallow, Find Temp. Lining
Recalculate with Temp Liner:
Liner Material = Straw with Net
n = 0.065 Straw with Net
Base Width (B) = 0 ft
M = 3
Ditch Slope (S) = 0.56%
T allow(Tp) 1.45 Straw with Net
Apply the Following Analysis to Determine Actual "d"and "V"
d = flow depth = 0.75
Area (A)= B*d + M*d2= 1.68
Perimeter(P)= b + 2d*(M2+1).5- 4.73
R= A/P = 0.35
V= Flow Velocity= 0.85 fps
Q = design flow= 1.43 cfs
Tshear stress = g*d*s
g= 62.4 lb/ft3
d = 0.75 ft
S = 0.56%
Tshear stress = 0.26
Compare Tshear stress to Td:
T allow(Td) 1.45
Tshear stress = 0.26
Tshear stress<Td => OK
DITCH A

Ditch "Q" and "V" Calculation Worksheet
Project Name: Greenfield-Serenity South
Ditch# : B
Station Range: SEE PLAN
Peak Discharge Calculation:
Drainage Area = 28101 sf **INCLUDES DA FROM A-4
0.65 acres
Q10= CxIxA
C = 0.50
Ito= 7.57 in/hr
A= 0.65 acres
Q,o= 2.44 cfs
Determine Ditch Flow Depth (d) and Velocity (v) Check for Permanent Condition:
Apply Manning's Equation: V=1.49/n * R2/3*S1i2 , Q=A/V
Ditch Characteristics:
n = 0.03 grass I
Base Width (B) = 0 ft121
M = 3 M:1 — i
Ditch Slope (S) = 1.17%
permissible Max Velocity(Vp) 5.00 fps
Apply the Following Analysis to Determine Actual "d"and "V"
d = flow depth = 0.59 ft
Area (A)= B*d + M*d2= 1.06
Perimeter(P)= b + 2d*(M2+1).5- 3.76
R= A/P = 0.28
VpR= V Permiss* R= 1.41
V= Flow Velocity= 2.30 fps
Q = design flow= 2.44 cfs check Q: OK
Check Ditch Velocity for Lining:
Vp = 5.00 fps
Vactual = 2.30 fps
Vactual<Vallow, No Perm. Lining Needed
Determine Ditch Flow Depth (d) and Velocity (v) Check for Temporary Condition:
Q2 = CxIxA
C = 0.30
12= 5.9 in/hr
A= 0.65 acres
Q2= 1.14 cfs
DITCH B

Ditch Characteristics:
n = 0.02 bare earth
Base Width (B) = 0 ft
M = 3
Ditch Slope (S) = 1.17%
Permissible Max Velocity(Vp) 2.00 fps (bare earth)
Apply the Following Analysis to Determine Actual "d" and "V"
d = flow depth = 0.38
Area (A) = B*d + M*d2= 0.44
Perimeter(P)= b + 2d*(M2+1).5= 2.43
R= A/P = 0.18
VpR= V Permiss* R = 0.36
V= Flow Velocity= 2.58 fps
Q = design flow= 1.14 cfs check Q: OK
Check Ditch Velocity for Lining:
Vp = 2.00 fps
Vactual = 2.58 fps
Vactual>Vallow, Find Temp. Lining
Recalculate with Temp Liner:
Liner Material = Straw with Net
n = 0.065 Straw with Net
Base Width (B) = 0 ft
M = 3
Ditch Slope (S) = 1.17%
T allow(Tp) 1.45 Straw with Net
Apply the Following Analysis to Determine Actual "d"and "V"
d = flow depth = 0.60
Area (A)= B*d + M*d2= 1.07
Perimeter(P)= b + 2d*(M2+1).5- 3.78
R= A/P = 0.28
V= Flow Velocity= 1.07 fps
Q = design flow= 1.14 cfs
Tshear stress = g*d*s
g= 62.4 lb/ft3
d = 0.60 ft
S = 1.17%
Tshear stress = 0.44
Compare Tshear stress to Td:
T allow(Td) 1.45
Tshear stress = 0.44
Tshear stress<Td => OK
DITCH B

Ditch "Q" and "V" Calculation Worksheet
Project Name: Greenfield-Serenity South
Ditch# : C
Station Range: SEE PLAN
Peak Discharge Calculation:
Drainage Area = 38521 sf **INCLUDES DA FROM A-3
0.88 acres
Q1o= CxIxA
C = 0.50
Ito= 7.57 in/hr
A= 0.88 acres
Q,o= 3.35 cfs
Determine Ditch Flow Depth (d) and Velocity (v) Check for Permanent Condition:
Apply Manning's Equation: V=1.49/n * R2/3*S1i2 , Q=A/V
Ditch Characteristics:
n = 0.03 grass I
Base Width (B) = 0 ft121
M = 3 M:1 — 1
Ditch Slope (S) = 8.33%
permissible Max Velocity(Vp) 5.00 fps
Apply the Following Analysis to Determine Actual "d"and "V"
d = flow depth = 0.46 ft
Area (A)= B*d + M*d2= 0.64
Perimeter(P)= b + 2d*(M2+1).5- 2.93
R= A/P = 0.22
VpR= V Permiss* R= 1.10
V= Flow Velocity= 5.20 fps
Q = design flow= 3.35 cfs check Q: OK
Check Ditch Velocity for Lining:
Vp = 5.00 fps
Vactual = 5.20 fps
Vactual>Vallow, Find Perm Lining
DITCH C

Find Permanent Lining
Recalculate with Liner:
Liner Material= 12" rock riprap
n= 0.078 12"rock riprap
Base Width(B)= 0 ft
M= 3
Ditch Slope(S)= 8.33%
T allow(Td) 4.00 12"rock riprap
Apply the Following Analysis to Determine Actual"d"and"V"
d= flow depth= 0.66
Area(A)= B*d+M*d2- 1.32
Perimeter(P)= b+2d*(M2+1)'5- 4.19
R= A/P= 0.31
V= Flow Velocity= 2.54 fps
Q= design flow= 3.35 cfs check Q: OK
Tshear stress= g*d*s
g= 62.4 lb/ft3
d= 0.66 ft
S= 8.33%
Tshear stress= 3.45
Compare Tshear stress to Td:
T allow(Tp) 4.00
Tshear stress— 3.45
Tshear stress<Td=>OK
DITCH C

Ditch "Q" and "V" Calculation Worksheet
Project Name: Greenfield-Serenity South
Ditch# : D
Station Range: SEE PLAN
Peak Discharge Calculation:
Drainage Area = 75748 sf **INCLUDES DA FROM A-4
1.74 acres
Q10= CxIxA
C = 0.50
Ito= 7.57 in/hr
A= 1.74 acres
Q,o= 6.58 cfs
Determine Ditch Flow Depth (d) and Velocity (v) Check for Permanent Condition:
Apply Manning's Equation: V=1.49/n * R2/3*S1i2 , Q=A/V
Ditch Characteristics:
n = 0.03 grass I
Base Width (B) = 2 ft121
M = 3 M:1 — i
Ditch Slope (S) = 5.28%
permissible Max Velocity(Vp) 5.00 fps
Apply the Following Analysis to Determine Actual "d"and "V"
d = flow depth = 0.41 ft
Area (A)= B*d + M*d2= 1.33
Perimeter(P)= b + 2d*(M2+1).5- 4.60
R= A/P = 0.29
VpR= VPermiss* R= 1.44
V= Flow Velocity= 4.96 fps
Q = design flow= 6.58 cfs check Q: OK
Check Ditch Velocity for Lining:
Vp = 5.00 fps
Vactual = 4.96 fps
Vactual<Vallow, No Perm. Lining Needed
Determine Ditch Flow Depth (d) and Velocity (v) Check for Temporary Condition:
Q2 = CxIxA
C = 0.42
12= 5.9 in/hr
A= 1.74 acres
Q2= 4.31 cfs
DITCH D

Ditch Characteristics:
n = 0.02 bare earth
Base Width (B) = 2 ft
M = 3
Ditch Slope (S) = 5.28%
Permissible Max Velocity(Vp) 2.00 fps (bare earth)
Apply the Following Analysis to Determine Actual "d" and "V"
d = flow depth = 0.26
Area (A) = B*d + M*d2= 0.74
Perimeter(P)= b + 2d*(M2+1).5= 3.67
R= A/P = 0.20
VpR= V Permiss* R = 0.40
V= Flow Velocity= 5.84 fps
Q = design flow= 4.31 cfs check Q: OK
Check Ditch Velocity for Lining:
Vp = 2.00 fps
Vactual = 5.84 fps
Vactual>Vallow, Find Temp. Lining
Recalculate with Temp Liner:
Liner Material = Synthetic Mat
n = 0.036 Synthetic Mat
Base Width (B) = 2 ft
M = 3
Ditch Slope (S) = 5.28%
T allow(Tp) 2.00 Synthetic Mat
Apply the Following Analysis to Determine Actual "d"and "V"
d = flow depth = 0.36
Area (A)= B*d + M*d2- 1.12
Perimeter(P)= b + 2d*(M2+1).5- 4.29
R= A/P = 0.26
V= Flow Velocity= 3.86 fps
Q = design flow= 4.31 cfs
Tshear stress = g*d*s
g= 62.4 lb/ft3
d = 0.36 ft
S = 5.28%
Tshear stress = 1.19
Compare Tshear stress to Td:
T allow(Td) 2.00
Tshear stress = 1.19
Tshear stress<Td => OK
DITCH D

Ditch "Q" and "V" Calculation Worksheet
Project Name: Greenfield-Serenity South
Ditch# : E
Station Range: SEE PLAN
Peak Discharge Calculation:
Drainage Area = 40579 sf **INCLUDES DA FROM A-4
0.93 acres
Q1o= CxIxA
C = 0.50
Ito= 7.57 in/hr
A= 0.93 acres
Q,o= 3.53 cfs
Determine Ditch Flow Depth (d) and Velocity (v) Check for Permanent Condition:
Apply Manning's Equation: V=1.49/n * R2/3*S1i2 , Q=A/V
Ditch Characteristics:
n = 0.03 grass I
Base Width (B) = 0 ft121
M = 3 M:1 — i
Ditch Slope (S) = 4.13%
permissible Max Velocity(Vp) 5.00 fps
Apply the Following Analysis to Determine Actual "d"and "V"
d = flow depth = 0.54 ft
Area (A)= B*d + M*d2= 0.87
Perimeter(P)= b + 2d*(M2+1).5- 3.41
R= A/P = 0.26
VpR= V Permiss* R= 1.28
V= Flow Velocity= 4.05 fps
Q = design flow= 3.53 cfs check Q: OK
Check Ditch Velocity for Lining:
Vp = 5.00 fps
Vactual = 4.05 fps
Vactual<Vallow, No Perm. Lining Needed
Determine Ditch Flow Depth (d) and Velocity (v) Check for Temporary Condition:
Q2 = CxIxA
C = 0.48
12= 5.9 in/hr
A= 0.93 acres
Q2= 2.64 cfs
DITCH E

Ditch Characteristics:
n = 0.02 bare earth
Base Width (B) = 0 ft
M = 3
Ditch Slope (S) = 4.13%
Permissible Max Velocity(Vp) 2.00 fps (bare earth)
Apply the Following Analysis to Determine Actual "d" and "V"
d = flow depth = 0.42
Area (A) = B*d + M*d2= 0.52
Perimeter(P)= b + 2d*(M2+1).5= 2.63
R= A/P = 0.20
VpR= V Permiss* R = 0.39
V= Flow Velocity= 5.10 fps
Q = design flow= 2.64 cfs check Q: OK
Check Ditch Velocity for Lining:
Vp = 2.00 fps
Vactual = 5.10 fps
Vactual>Vallow, Find Temp. Lining
Recalculate with Temp Liner:
Liner Material = Synthetic Mat
n = 0.036 Synthetic Mat
Base Width (B) = 0 ft
M = 3
Ditch Slope (S) = 4.13%
T allow(Tp) 2.00 Synthetic Mat
Apply the Following Analysis to Determine Actual "d"and "V"
d = flow depth = 0.52
Area (A)= B*d + M*d2= 0.80
Perimeter(P)= b + 2d*(M2+1).5- 3.27
R= A/P = 0.25
V= Flow Velocity= 3.28 fps
Q = design flow= 2.64 cfs
Tshear stress = g*d*s
g= 62.4 lb/ft3
d = 0.52 ft
S = 4.13%
Tshear stress = 1.33
Compare Tshear stress to Td:
T allow(Td) 2.00
Tshear stress = 1.33
Tshear stress<Td => OK
DITCH E

Ditch "Q" and "V" Calculation Worksheet
Project Name: Greenfield-Serenity South
Ditch# : F
Station Range: SEE PLAN
Peak Discharge Calculation:
Drainage Area = 17715 sf **INCLUDES DA FROM A-4
0.41 acres
Q1o= CxIxA
C = 0.50
Ito= 7.57 in/hr
A= 0.41 acres
Q,o= 1.54 cfs
Determine Ditch Flow Depth (d) and Velocity (v) Check for Permanent Condition:
Apply Manning's Equation: V=1.49/n * R2/3*S1i2 , Q=A/V
Ditch Characteristics:
n = 0.03 grass I
Base Width (B) = 0 ft121
M = 3 M:1 — i
Ditch Slope (S) = 0.83%
permissible Max Velocity(Vp) 5.00 fps
Apply the Following Analysis to Determine Actual "d"and "V"
d = flow depth = 0.53 ft
Area (A)= B*d + M*d2= 0.85
Perimeter(P)= b + 2d*(M2+1).5- 3.37
R= A/P = 0.25
VpR= V Permiss* R= 1.26
V= Flow Velocity= 1.81 fps
Q = design flow= 1.54 cfs check Q: OK
Check Ditch Velocity for Lining:
Vp = 5.00 fps
Vactual = 1.81 fps
Vactual<Vallow, No Perm. Lining Needed
Determine Ditch Flow Depth (d) and Velocity (v) Check for Temporary Condition:
Q2 = CxIxA
C = 0.50
12= 5.9 in/hr
A= 0.41 acres
Q2= 1.20 cfs
DITCH F

Ditch Characteristics:
n = 0.02 bare earth
Base Width (B) = 0 ft
M = 3
Ditch Slope (S) = 0.83%
Permissible Max Velocity(Vp) 2.00 fps (bare earth)
Apply the Following Analysis to Determine Actual "d" and "V"
d = flow depth = 0.42
Area (A) = B*d + M*d2= 0.52
Perimeter(P)= b + 2d*(M2+1).5= 2.64
R= A/P = 0.20
VpR= V Permiss* R = 0.40
V= Flow Velocity= 2.30 fps
Q = design flow= 1.20 cfs check Q: OK
Check Ditch Velocity for Lining:
Vp = 2.00 fps
Vactual = 2.30 fps
Vactual>Vallow, Find Temp. Lining
Recalculate with Temp Liner:
Liner Material = Straw with Net
n = 0.065 Straw with Net
Base Width (B) = 0 ft
M = 3
Ditch Slope (S) = 0.83%
T allow(Tp) 1.45 Straw with Net
Apply the Following Analysis to Determine Actual "d"and "V"
d = flow depth = 0.65
Area (A)= B*d + M*d2= 1.26
Perimeter(P)= b + 2d*(M2+1).5- 4.10
R= A/P = 0.31
V= Flow Velocity= 0.95 fps
Q = design flow= 1.20 cfs
Tshear stress = g*d*s
g= 62.4 lb/ft3
d = 0.65 ft
S = 0.83%
Tshear stress = 0.34
Compare Tshear stress to Td:
T allow(Td) 1.45
Tshear stress = 0.34
Tshear stress<Td => OK
DITCH F

Ditch "Q" and "V" Calculation Worksheet
Project Name: Greenfield-Serenity South
Ditch# : G
Station Range: SEE PLAN
Peak Discharge Calculation:
Drainage Area = 20793 sf **INCLUDES DA FROM A-4
0.48 acres
Q10= CxIxA
C = 0.50
Ito= 7.57 in/hr
A= 0.48 acres
Q,o= 1.81 cfs
Determine Ditch Flow Depth (d) and Velocity (v) Check for Permanent Condition:
Apply Manning's Equation: V=1.49/n * R2/3*S1i2 , Q=A/V
Ditch Characteristics:
n = 0.03 grass I
Base Width (B) = 0 ft121
M = 3 M:1 — i
Ditch Slope (S) = 2.50%
permissible Max Velocity(Vp) 5.00 fps
Apply the Following Analysis to Determine Actual "d"and "V"
d = flow depth = 0.46 ft
Area (A)= B*d + M*d2= 0.64
Perimeter(P)= b + 2d*(M2+1).5- 2.92
R= A/P = 0.22
VpR= V Permiss* R= 1.09
V= Flow Velocity= 2.84 fps
Q = design flow= 1.81 cfs check Q: OK
Check Ditch Velocity for Lining:
Vp = 5.00 fps
Vactual = 2.84 fps
Vactual<Vallow, No Perm. Lining Needed
Determine Ditch Flow Depth (d) and Velocity (v) Check for Temporary Condition:
Q2 = CxIxA
C = 0.43
12= 5.9 in/hr
A= 0.48 acres
Q2= 1.21 cfs
DITCH G

Ditch Characteristics:
n = 0.02 bare earth
Base Width (B) = 0 ft
M = 3
Ditch Slope (S) = 2.50%
Permissible Max Velocity(Vp) 2.00 fps (bare earth)
Apply the Following Analysis to Determine Actual "d" and "V"
d = flow depth = 0.34
Area (A) = B*d + M*d2= 0.35
Perimeter(P)= b + 2d*(M2+1)•5= 2.16
R= A/P = 0.16
VpR= V Permiss* R = 0.32
V= Flow Velocity= 3.47 fps
Q = design flow= 1.21 cfs check Q: OK
Check Ditch Velocity for Lining:
Vp = 2.00 fps
Vactual = 3.47 fps
Vactual>Vallow, Find Temp. Lining
Recalculate with Temp Liner:
Liner Material = Straw with Net
n = 0.065 Straw with Net
Base Width (B) = 0 ft
M = 3
Ditch Slope (S) = 2.50%
T allow(Tp) 1.45 Straw with Net
Apply the Following Analysis to Determine Actual "d"and "V"
d = flow depth = 0.53
Area (A)= B*d + M*d2= 0.84
Perimeter(P)= b + 2d*(M2+1).5- 3.35
R= A/P = 0.25
V= Flow Velocity= 1.44 fps
Q = design flow= 1.21 cfs
Tshear stress = g*d*s
g= 62.4 lb/ft3
d = 0.53 ft
S = 2.50%
Tshear stress = 0.83
Compare Tshear stress to Td:
T allow(Td) 1.45
Tshear stress = 0.83
Tshear stress<Td => OK
DITCH G

Ditch "Q" and "V" Calculation Worksheet
Project Name: Greenfield-Serenity South
Ditch# : H
Station Range: SEE PLAN
Peak Discharge Calculation:
Drainage Area = 7491 sf **INCLUDES DA FROM A-4
0.17 acres
Q10= CxIxA
C = 0.50
Ito= 7.57 in/hr
A= 0.17 acres
Q,o= 0.65 cfs
Determine Ditch Flow Depth (d) and Velocity (v) Check for Permanent Condition:
Apply Manning's Equation: V=1.49/n * R2/3*S1i2 , Q=A/V
Ditch Characteristics:
n = 0.03 grass I
Base Width (B) = 0 ft121
M = 3 M:1 — i
Ditch Slope (S) = 4.00%
permissible Max Velocity(Vp) 5.00 fps
Apply the Following Analysis to Determine Actual "d"and "V"
d = flow depth = 0.29 ft
Area (A)= B*d + M*d2= 0.25
Perimeter(P)= b + 2d*(M2+1).5- 1.82
R= A/P = 0.14
VpR= V Permiss* R= 0.68
V= Flow Velocity= 2.62 fps
Q = design flow= 0.65 cfs check Q: OK
Check Ditch Velocity for Lining:
Vp = 5.00 fps
Vactual = 2.62 fps
Vactual<Vallow, No Perm. Lining Needed
Determine Ditch Flow Depth (d) and Velocity (v) Check for Temporary Condition:
Q2 = CxIxA
C = 0.43
12= 5.9 in/hr
A= 0.17 acres
Q2= 0.44 cfs
DITCH H

Ditch Characteristics:
n = 0.02 bare earth
Base Width (B) = 0 ft
M = 3
Ditch Slope (S) = 4.00%
Permissible Max Velocity(Vp) 2.00 fps (bare earth)
Apply the Following Analysis to Determine Actual "d" and "V"
d = flow depth = 0.21
Area (A) = B*d + M*d2- 0.14
Perimeter(P)= b + 2d*(M2+1).5= 1.35
R= A/P = 0.10
VpR= V Permiss* R = 0.20
V= Flow Velocity= 3.22 fps
Q = design flow= 0.44 cfs check Q: OK
Check Ditch Velocity for Lining:
Vp = 2.00 fps
Vactual = 3.22 fps
Vactual>Vallow, Find Temp. Lining
Recalculate with Temp Liner:
Liner Material = Straw with Net
n = 0.065 Straw with Net
Base Width (B) = 0 ft
M = 3
Ditch Slope (S) = 4.00%
T allow(Tp) 1.45 Straw with Net
Apply the Following Analysis to Determine Actual "d"and "V"
d = flow depth = 0.33
Area (A)= B*d + M*d2= 0.33
Perimeter(P)= b + 2d*(M2+1).5- 2.10
R= A/P = 0.16
V= Flow Velocity= 1.33 fps
Q = design flow= 0.44 cfs
Tshear stress = g*d*s
g= 62.4 lb/ft3
d = 0.33 ft
S = 4.00%
Tshear stress = 0.83
Compare Tshear stress to Td:
T allow(Td) 1.45
Tshear stress = 0.83
Tshear stress<Td => OK
DITCH H

Ditch "Q" and "V" Calculation Worksheet
Project Name: Greenfield-Serenity South
Ditch# :
Station Range: SEE PLAN
Peak Discharge Calculation:
Drainage Area = 31429 sf **INCLUDES DA FROM A-4
0.72 acres
Q10= CxIxA
C = 0.50
Ito= 7.57 in/hr
A= 0.72 acres
Q,o= 2.73 cfs
Determine Ditch Flow Depth (d) and Velocity (v) Check for Permanent Condition:
Apply Manning's Equation: V=1.49/n * R2/3*S1i2 , Q=A/V
Ditch Characteristics:
n = 0.03 grass I
Base Width (B) = 0 ft121
M = 3 M:1 — i
Ditch Slope (S) = 1.25%
permissible Max Velocity(Vp) 5.00 fps
Apply the Following Analysis to Determine Actual "d"and "V"
d = flow depth = 0.61 ft
Area (A)= B*d + M*d2- 1.13
Perimeter(P)= b + 2d*(M2+1).5- 3.87
R= A/P = 0.29
VpR= V Permiss* R= 1.45
V= Flow Velocity= 2.43 fps
Q = design flow= 2.73 cfs check Q: OK
Check Ditch Velocity for Lining:
Vp = 5.00 fps
Vactual = 2.43 fps
Vactual<Vallow, No Perm. Lining Needed
Determine Ditch Flow Depth (d) and Velocity (v) Check for Temporary Condition:
Q2 = CxIxA
C = 0.46
12= 5.9 in/hr
A= 0.72 acres
Q2= 1.96 cfs
DITCH I

Ditch Characteristics:
n = 0.02 bare earth
Base Width (B) = 0 ft
M = 3
Ditch Slope (S) = 1.25%
Permissible Max Velocity(Vp) 2.00 fps (bare earth)
Apply the Following Analysis to Determine Actual "d" and "V"
d = flow depth = 0.46
Area (A) = B*d + M*d2= 0.65
Perimeter(P)= b + 2d*(M2+1).5= 2.94
R= A/P = 0.22
VpR= V Permiss* R = 0.44
V= Flow Velocity= 3.02 fps
Q = design flow= 1.96 cfs check Q: OK
Check Ditch Velocity for Lining:
Vp = 2.00 fps
Vactual = 3.02 fps
Vactual>Vallow, Find Temp. Lining
Recalculate with Temp Liner:
Liner Material = Straw with Net
n = 0.065 Straw with Net
Base Width (B) = 0 ft
M = 3
Ditch Slope (S) = 1.25%
T allow(Tp) 1.45 Straw with Net
Apply the Following Analysis to Determine Actual "d"and "V"
d = flow depth = 0.72
Area (A)= B*d + M*d2= 1.57
Perimeter(P)= b + 2d*(M2+1).5- 4.57
R= A/P = 0.34
V= Flow Velocity= 1.25 fps
Q = design flow= 1.96 cfs
Tshear stress = g*d*s
g= 62.4 lb/ft3
d = 0.72 ft
S = 1.25%
Tshear stress = 0.56
Compare Tshear stress to Td:
T allow(Td) 1.45
Tshear stress = 0.56
Tshear stress<Td => OK
DITCH I

Ditch "Q" and "V" Calculation Worksheet
Project Name: Greenfield-Serenity South
Ditch# : J
Station Range: SEE PLAN
Peak Discharge Calculation:
Drainage Area = 35390 sf **INCLUDES DA FROM A-4
0.81 acres
Q10= CxIxA
C = 0.50
Ito= 7.57 in/hr
A= 0.81 acres
Q,o= 3.08 cfs
Determine Ditch Flow Depth (d) and Velocity (v) Check for Permanent Condition:
Apply Manning's Equation: V=1.49/n * R2/3*S1i2 , Q=A/V
Ditch Characteristics:
n = 0.03 grass I
Base Width (B) = 2 ft121
M = 3 M:1 — i
Ditch Slope (S) = 1.25%
permissible Max Velocity(Vp) 5.00 fps
Apply the Following Analysis to Determine Actual "d"and "V"
d = flow depth = 0.40 ft
Area (A)= B*d + M*d2= 1.29
Perimeter(P)= b + 2d*(M2+1).5- 4.54
R= A/P = 0.28
VpR= V Permiss* R= 1.42
V= Flow Velocity= 2.39 fps
Q = design flow= 3.08 cfs check Q: OK
Check Ditch Velocity for Lining:
Vp = 5.00 fps
Vactual = 2.39 fps
Vactual<Vallow, No Perm. Lining Needed
Determine Ditch Flow Depth (d) and Velocity (v) Check for Temporary Condition:
Q2 = CxIxA
C = 0.46
12= 5.9 in/hr
A= 0.81 acres
Q2= 2.20 cfs
DITCH J

Ditch Characteristics:
n = 0.02 bare earth
Base Width (B) = 2 ft
M = 3
Ditch Slope (S) = 1.25%
Permissible Max Velocity(Vp) 2.00 fps (bare earth)
Apply the Following Analysis to Determine Actual "d" and "V"
d = flow depth = 0.27
Area (A) = B*d + M*d2= 0.76
Perimeter(P)= b + 2d*(M2+1).5= 3.72
R= A/P = 0.21
VpR= V Permiss* R = 0.41
V= Flow Velocity= 2.88 fps
Q = design flow= 2.20 cfs check Q: OK
Check Ditch Velocity for Lining:
Vp = 2.00 fps
Vactual = 2.88 fps
Vactual>Vallow, Find Temp. Lining
Recalculate with Temp Liner:
Liner Material = Straw with Net
n = 0.065 Straw with Net
Base Width (B) = 2 ft
M = 3
Ditch Slope (S) = 1.25%
T allow(Tp) 1.45 Straw with Net
Apply the Following Analysis to Determine Actual "d"and "V"
d = flow depth = 0.50
Area (A)= B*d + M*d2= 1.77
Perimeter(P)= b + 2d*(M2+1).5- 5.18
R= A/P = 0.34
V= Flow Velocity= 1.25 fps
Q = design flow= 2.20 cfs
Tshear stress = g*d*s
g= 62.4 lb/ft3
d = 0.50 ft
S = 1.25%
Tshear stress = 0.39
Compare Tshear stress to Td:
T allow(Td) 1.45
Tshear stress = 0.39
Tshear stress<Td => OK
DITCH J

Ditch "Q" and "V" Calculation Worksheet
Project Name: Greenfield-Serenity South
Ditch# : K
Station Range: SEE PLAN
Peak Discharge Calculation:
Drainage Area = 23905 sf **INCLUDES DA FROM A-4
0.55 acres
Q1o= CxIxA
C = 0.50
Ito= 7.57 in/hr
A= 0.55 acres
Q,o= 2.08 cfs
Determine Ditch Flow Depth (d) and Velocity (v) Check for Permanent Condition:
Apply Manning's Equation: V=1.49/n * R2/3*S1i2 , Q=A/V
Ditch Characteristics:
n = 0.03 grass I
Base Width (B) = 0 ft121
M = 3 M:1 — i
Ditch Slope (S) = 0.40%
permissible Max Velocity(Vp) 5.00 fps
Apply the Following Analysis to Determine Actual "d"and "V"
d = flow depth = 0.69 ft
Area (A)= B*d + M*d2= 1.41
Perimeter(P)= b + 2d*(M2+1).5- 4.34
R= A/P = 0.33
VpR= V Permiss* R= 1.63
V= Flow Velocity= 1.47 fps
Q = design flow= 2.08 cfs check Q: OK
Check Ditch Velocity for Lining:
Vp = 5.00 fps
Vactual = 1.47 fps
Vactual<Vallow, No Perm. Lining Needed
Determine Ditch Flow Depth (d) and Velocity (v) Check for Temporary Condition:
Q2 = CxIxA
C = 0.43
12= 5.9 in/hr
A= 0.55 acres
Q2= 1.39 cfs
DITCH K

Ditch Characteristics:
n = 0.02 bare earth
Base Width (B) = 0 ft
M = 3
Ditch Slope (S) = 0.40%
Permissible Max Velocity(Vp) 2.00 fps (bare earth)
Apply the Following Analysis to Determine Actual "d" and "V"
d = flow depth = 0.51
Area (A) = B*d + M*d2= 0.77
Perimeter(P)= b + 2d*(M2+1).5= 3.20
R= A/P = 0.24
VpR= V Permiss* R = 0.48
V= Flow Velocity= 1.81 fps
Q = design flow= 1.39 cfs check Q: OK
Check Ditch Velocity for Lining:
Vp = 2.00 fps
Vactual = 1.81 fps
Vactual<Vallow, No Temp. Lining Needed
Recalculate with Temp Liner:
Liner Material = Straw with Net
n = 0.065 Straw with Net
Base Width (B) = 0 ft
M = 3
Ditch Slope (S) = 0.40%
T allow(Tp) 1.45 Straw with Net
Apply the Following Analysis to Determine Actual "d"and "V"
d = flow depth = 0.60
Area (A)= B*d + M*d2= 1.07
Perimeter(P)= b + 2d*(M2+1).5- 3.78
R= A/P = 0.28
V= Flow Velocity= 0.62 fps
Q = design flow= 0.66 cfs
Tshear stress = g*d*s
g= 62.4 lb/ft3
d = 0.60 ft
S = 0.40%
Tshear stress = 0.15
Compare Tshear stress to Td:
T allow(Td) 1.45
Tshear stress = 0.15
Tshear stress<Td => OK
DITCH K

DITCH LINER SUMMARY
DITCH NUMBER ROADWAY STATION RANGE SLOPE PERMANENT LINER TEMPORARY LINER
A Greenfield-Serenity South SEE PLAN 0.56% N/A Straw with Net
B Greenfield-Serenity South SEE PLAN 1.17% N/A Straw with Net
C Greenfield-Serenity South SEE PLAN 8.33% 12"rock riprap N/A
D Greenfield-Serenity South SEE PLAN 5.28% N/A Synthetic Mat
E Greenfield-Serenity South SEE PLAN 4.13% N/A Synthetic Mat
F Greenfield-Serenity South SEE PLAN 0.83% N/A Straw with Net
G Greenfield-Serenity South SEE PLAN 2.50% N/A Straw with Net
H Greenfield-Serenity South SEE PLAN 4.00% N/A Straw with Net
I Greenfield-Serenity South SEE PLAN 1.25% N/A Straw with Net
J Greenfield-Serenity South SEE PLAN 1.25% N/A Straw with Net
K Greenfield-Serenity South SEE PLAN 0.40% N/A Straw with Net
SUMMARY

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

Project Data Revisions
Project# 2023-052 No Date Description
Project Name Sanctuary Subdivision
Date 6/25/2024
Outlet Protection-NYDOT Dissipator Methodology
FES#lA
Input Values :
Defined Channel(VN) N wl` I"
Diameter(in) 18I Me,��y�1i 1H ' t I `2 T
Flow Rate(cfs) 2.73 '1.*at* V.I.T J '—
PLAN VIE
Slope(%) 0.50VA:
Manning Coef 0.013 ! r PLAN VIEW
_,iftlir - _ e�4
Calculated Data SFCTION'A
SECTION'A-A' Ilit
PIPE OUTLET TO WELL DEFINED CHANNEL PIPE OUTLET TO FLAT AREA-NO WELL DEFINED
Normal Depth(ft) 0.63 CHANNEL
Outlet Velocity(fps) 3.89
25 I I ,I, ;I _ Diagram of Outlet Appron
;l
it '; I:I ;I:
1 i i i ; LENGTH OF APRON
'I I i i I 11 :'
;
z
- }; 1, ''I I ;1 I O APRON MATERIAL TO PROTECT TO PREVENT SCOUR
CULVERT HOLE USE L2 ALWAYS
q{
1i: ' ! I ;I ! L7 L2
11 I! it II
7! 'I, 1 STONE FILLING(FiNE) CL A 3 X D, 4 x D.
k; ;I I 11 _
a 15 I ; ;; I 2 STONE FILLING(LIGHT) CL.B 3 X D, 6 x D.
11 l lei I I ' I i 3 STONE FILLING(MEDIUM)CL 1 4 X DC 8 x D.
I I ' .•i I I I 11 ,11
! : • I l i, I 4 STONE FILLING(HEAVY) CL 1 4 X D, 8 x D.
10Li
I .1 1 I ; ;I I I ;' r-
5 STONE FILLING(HEAVY) CL 2 5 X D. 10 x D.
I 1 -,,
!`' II; 1!' ' I I; I I 1 I I ; I 6 STONE FILLING(HEAVY) CL 2 6 X D. 10 x D.
5 1' , 2 3 L 11 Q iI:! ! -
I I ' I`..'I"' 11 I I I 7 SPECIAL STUDY REQUIRED(ENERGY DISSIPATORS,STILLING
-j I/1 I I
I Ili :1! 1 1 I BASIN OR LARGER SIZE STONE).
! !1'r 1„.... , I I ;
° F IK3rwoc I l
0' S' 10' 15' 20' 25' Average Minimum
DIAMETER(Ft.) Classification Diameter(in) Stone Class Thickness(in)
Fine 3 A 12
Light 6 B 18
Zone= 2 Use 2 Minimum Medium 13 1 24
Heavy 23 2 36
Equations Summary
L=See Table Length of Apron= 9 ft
WI=3 x Diameter Width at Pipe,W1= 5 ft
Width at end of Apron,W2=
W2=Diameter+0.4*L (defined channel) N/A ft
Width at end of Apron,W2=
W2=1.25XWI (undefined channel) 6 ft
Classification= LIGHT
NCDOT Stone Class= B
Min.Thickness= 18 in

Project Data Revisions
Project# 2023-052 No Date Description
Project Name Sanctuary Subdivision
Date 6/25/2024
Outlet Protection-NYDOT Dissipator Methodology
FES#2A
Input Values v
Defined Channel(SIN) N 1,t+
Diameter(in) 24 � y �' t I O T
ti, �S i
Flow Rate(cfs) 5.14 'S�"*at* � 't�."� J '—� ��
PLAN VIE
Slope(%) 0.50 ti'.A'.
Manning Coef 0.013 1 r I PLAN VIEW
_ _- d
Calculated Data SECTION'A
SFC.TIDN'A-A' Ilit
PIPE OUTLET TO WELL DEFINED CHANNEL PIPE OUTLET TO FLAT AREA-NO WELL DEFINED
Normal Depth(ft) 0.78 CHANNEL
Outlet Velocity(fps) 4.54
25 Diagram of Outlet Appron
II 'I III -- :•:
I I i i T � LENGTH OF APRON
{I i ;;1 I i I I ; TO PROTECT TO PREVENT SCOUR
5 ': '' p APRON MATERIAL CULVERT HOLE USE L2ALWAYS
\\
I; I; ;i
I I !` 1 STONE FILLING(FINE) CL.A 3 X D, 4 x D.
rry15 V I! 2 STONE FILLING(LIGHT) CL.0 3 X D, 6 x ON
LL I I I }{ I 7
1 �)I ,, ! 3 STONE FILLING(MEDIUM)E
i
4 E
STONE FILLING(HEA 4 10STONE FILLING(HEA 5 D, 10 x D.
I
i�I• I II I
I I I I' ' I i:1:' I 6 STONE FILLING(HEAVY) CL 2 6 X D. 10 x D.
I ' , -N.',"I I I 1 I J I 7 SPECIAL STUDY REQUIRED(ENERGY DISSIPATORS,STILLING
- I I I " I I I I —
BASIN OR LARGER SIZE STONE).
I'� I-r..`I I I I ; I
L, II I I IIr ! ;; IIIII I i I
0 le ar se'.rob' 1 - 1
0' 5' 10' 15' 20' 25' Average Minimum
DIAMETER(Ft.) Classification Diameter(in) Stone Class Thickness(in)
Fine 3 A 12
Light 6 B 18
Zone= 2 Use 2 Minimum Medium 13 1 24
Heavy 23 2 36
Equations Summary
L=See Table Length of Apron= 12 ft
WI=3 x Diameter Width at Pipe,WI= 6 ft
Width at end of Apron,W2=
W2=Diameter+0.4*L (defined channel) N/A ft
Width at end of Apron,W2=
W2=1.25 XWI (undefined channel) 8 ft
Classification= LIGHT
NCDOT Stone Class= B
Min.Thickness= 18 in

Project Data Revisions
Project# 2023-052 No Date Description
Project Name Sanctuary Subdivision
Date 6/25/2024
Outlet Protection-NYDOT Dissipator Methodology
FES#200
Input Values :
Defined Channel(S5N) N ` `4 A.:I.,
Diameter(in) 36I � � 1±H ' t I ` ,..0..i•
Flow Rate(cfs) 37.72 �.'� ;i V.tz I '—�� $I.iti d IPLAN VIE 14.;t4. -
Slope(%) 0.50 VA'.
Manning Coef. 0.013 I I PLAN VIEW
- _- eL4
Calculated Data SFCTION'A
SFC.TIDN'A-A' Ilit
PIPE OUTLET TO WELL DEFINED CHANNEL PIPE OUTLET TO FLAT AREA-NO WELL DEFINED
Normal Depth(ft) 2.03 CHANNEL
Outlet Velocity(fps) 7.43
25 Diagram of Outlet Appron
II ;11;1 -- : ::•:
I i ; ---T I LENGTH OF APRON
1 I i ;;1; ; 1; w TO PROTECT TO PREVENT SCOUR
5 ': '' p APRON MATERIAL CULVERT HOLE USE L2ALWAYS
� 'I. ;i
1 STONE FILLING(FINE) CL-A 3 X D, 4 x D.
I,; ;I I .I 111
a 15 ;� ;;' 2 STONE FILLING(LIGHT) CL.B 3 X D 6 x De
' I I O
® I I I 6 i ; I i 3 STONE FILLING(MEDIUM)CL 1 4 X DC 8 x De
I ' I I ' I IU I
I II I
: 4 STONE FILLING(HEAVY) CL 1 4 X DC 8 x D.
W10 I I -
' 71 : 4-- i i "1"7" ' ____
I :I I ' r— 5 STONE FILLING(HEAVY) CL 2 5 X Do 10 x D.
I ;; I I' I I i '' I I I 6 STONE FILLING(HEAVY) CL 2 6 X Da 10 x De
5 I 2 3 I Q II I
y ! I 1 I I ''' I J 7 SPECIAL STUDY REQUIRED(ENERGY DISSIPATORS,STILLING
- I I 1 I I ''' I' 1 —
BASIN OR LARGER SIZE STONE).
I I'r I �; ' 1 1
I I ;r ..; i) 1 ;
;I`Iu i; 11 ! , ' 'I
0' 5' 10' 15' 20' 25' Average Minimum
DIAMETER(Ft.) Classification Diameter(in) Stone Class Thickness(in)
Fine 3 A 12
Light 6 B 18
Zone= 2 Medium 13 1 24
Heavy 23 2 36
Equations Summary
L=See Table Length of Apron= 18 ft
WI=3 x Diameter Width at Pipe,WI= 9 ft
Width at end of Apron,W2=
W2=Diameter+0.4*L (defined channel) N/A ft
Width at end of Apron,W2=
W2=1.25 XW1 (undefined channel) 11 ft
Classification= LIGHT
NCDOT Stone Class= B
Min.Thickness= 18 in

Project Data Revisions
Project# 2023-052 No Date Description
Project Name Sanctuary Subdivision
Date 6/25/2024
Outlet Protection-NYDOTDissipator Methodology
FES#100
Input Values
Defined Channel(5%N) N wlt.I"
Diameter(in) 30 le,��y�1i 1+H ' t I 4 `2' • T
Flow Rate(cfs) 23.85 n.w,` +a.+ I '- 1. � �,,II
PLAN VIE .�1
Slope(%) 0.50 1� :
Manning Coef 0.013 I r PLAN VIEW
V I
_- 1-ae.4.4 -
Calculated Data SECTION'A
SFr,.'A-A'
PIPE OUTLET TO WELL DEFINED CHANNEL PIPE OUTLET TO FLAT AREA-NO NELL DEFINED
Normal Depth(ft) 1.72 CHANNEL
Outlet Velocity(fps) 6.61
25 Diagram of Outlet Appron
I I ;i ; 1;; ---T
i I LENGTH OF APRON
{ i i 1 , TO PROTECT TO PREVENT SCOUR
5 ': '' p APRON MATERIAL CULVERT HOLE USE L2ALWAYS
20 31' ; I ; I III' N L2
• I ;I I I I I\\
L7
1; I. ;i
1 STONE FILLING(FINE) CL.A 3 X D, 4 x D.
a. ;I I .I III
Fa. 15 I'' ;; ; I 2 STONE FILLING(LIGHT) CL.B 3 X D 6 x De
I f I (}�{ II O
I I I I 3 STONE FILLING(MEDIUM)CL 1 4 X DC 8 x D.
I ' .I III ! I
I I I i' '' 4 STONE FILLING(HEAVY) CL 1 4 X DC 8 x D.
LU
> t0 I I ; :1 I I; ; ' r-
STONE FILLING(HEAVY) CL 2 5 X Do 10 x D.
I 1 3
"I I I; I I' I I ; I: '' I I I I i ;I 6 STONE FILLING(HEAVY) CL 2 6 X D. 10 x De
5 ; ; 2 3 I 1 Q :;I; ' I� —
I I ''' I I I J I I 7 SPECIAL STUDY REQUIRED(ENERGY DISSIPATORS,STILLING
- I I I rLi
''' I1III BASIN OR LARGER SIZE STONE).
I1 'r I 1
{ I 'r 11; I_J 1 1 I
I 11
u ' Ik „ iI I 1 ! ,,, II '"I11' I
iraesrreia' I 1
0' 5' 10' 15' 20' 25' Average Minimum
DIAMETER(Ft.) Classification Diameter(in) Stone Class Thickness(in)
Fine 3 A 12
Light 6 B 18
Zone= 2 Medium 13 1 24
Heavy 23 2 36
Equations Summary
L=See Table Length of Apron= 15 ft
WL=3xDiameter Width at Pipe,W1= 8 ft
Width at end of Apron,W2=
W2=Diameter+0.4*L (defined channel) N/A ft
Width at end of Apron,W2=
W2=1.25XWI (undefined channel) 10 ft
Classification= LIGHT
NCDOT Stone Class= B
Min.Thickness= 18 in

Project Data Revisions
Project# 2023-052 No Date Description
Project Name Sanctuary Subdivision
Date 6/25/2024
Outlet Protection-NYDOTDissipator Methodology
FES#150
Input Values
Defined Channel(YN) N ltI ;
Diameter(in) 18 I an01"�-ilr 1+H ' t I PIR - T
Flow Rate(cfs) 4.33 Ta* 'Ap. J Li-. � 1. ,:
PLAN VIE
Slope(%) 5.00 ..142.;
Manning Coef 0.013 I r I PLAN VIEW
— e�4
Calculated Data SECTION'A
SFr,.'A-A'
PIPE OUTLET TO WELL DEFINED CHANNEL PIPE OUTLET TO FLAT AREA-NO WELL DEFINED
Normal Depth(ft) 0.44 CHANNEL
Outlet Velocity(fps) 10.16
25 Diagram of Outlet Appron
I '- I ; I ; --Tom— LENGTH OF APRON
{;; i; ; I Ili TO PROTECT TO PREVENT SCOUR
5 ': '' p APRON MATERIAL CULVERT HOLE USE L2ALWAYS
20 ' ; ' ; ;1 1 N L2
1: I I I I I; I I I __—__—. - L7
7
1; I. ;1
1 STONE FILLING(FlNE) CL-A 3 X D, 4 x D.
I,: ;; I .I ;;I
a 15 'V ;; ;; ; ; 2 STONE FILLING(LIGHT) CL.B 3 X D 6 x De
ELI ;CiI i;I I I 'I ; 3 STONE FILLING(MEDIUM)CL 1 4 X D, 8 x D.
• 11111111t® 11ftik..I; ;' 4 STONE FILLING(HEAVY) CL 1 4 X DC 8 x D.
w '
> ;NW ; i— 5 STONE FILLING(HEAVY) CL 2 5 X Do 10 x D.
II; ;I;' ;;;I;' " I;; I ;I 6 STONE FILLING(HEAVY) CL2 6XDa 10xDe
5 llk2 ' 13 I Q ';;; ' I! —
;I; I I; ' , F-:''` I I; I ;I 7 SPECIAL STUDY REQUIRED(ENERGY DISSIPATORS,STILLING
41! I I I '' :;; ;; I ;I —
BASIN OR LARGER SIZE STONE).
I ,'c : I I ; II
i) I '
u "; l; , I; I I ' I,I ! ,;; III!I I,! ;
Ir DC sr re ilf I I
0' S' 10' 15' 20' 25' Average Minimum
DIAMETER(Ft.) Classification Diameter(in) Stone Class Thickness(in)
Fine 3 A 12
Light 6 B 18
Zone= 2 Use 2 Minimum Medium 13 1 24
Heavy 23 2 36
Equations Summary
L=See Table Length of Apron= 9 ft
WL=3xDiameter Width at Pipe,WI= 5 ft
Width at end of Apron,W2=
W2=Diameter+0.4*L (defined channel) N/A ft
Width at end of Apron,W2=
W2=1.25XWI (undefined channel) 6 ft
Classification= LIGHT
NCDOT Stone Class= B
Min.Thickness= 18 in

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

Project Data Revisions
Project# 2023-052 No Date Description
Project Name Sanctuary Subdivision
Date 6/25/2024
SEDIMENT SKIMMER BASIN
Sediment Basin#1
Sediment Basin# 1
Area Disturbed= 248839 sf
5.71 acres
Peak Discharge Calculation:
Drainage Area= 514000 sf
11.80 acres
Qto=C x I x A
C= 0.50
Ito= 2.6 in/hr 49 minute Tc
A= 11.80 acres
Qto= 15.34 cfs
Minimum Surface Area Calculation:
Surface Area(SF) =Qt0 x 435 sf/ac
=15.34 cfs x435 sf/ac
Surface Area Req= 6673 sf
Basin Volume Calculation:
Volume of Sediment =(Drainage Ac.)x(1800 cf sed./year)x(1 year)
=11.8 ac x 1800 x 1 yr
Min Vol= 21240 cf
Assumed basin depth= 3 ft min D=2'for"Temp Sediment Trap"
Resultant Basin Area Req= 7080 sf
Check Surface Area Criteria
Surface Area Requirement= 6673 sf
Basin Volume Cale Area= 7080 sf
Therefore:Basin Volume Area Requirement Governs
Min Volume Req= 21240 cf
Min Area Req= 7080 sf
L:W Ratio= 2.5
Use L=2.5xW,calculate basin dimensions
Actual W= 54 ft Min W= 54 ft
L= 135 ft MinL= 135 ft
D= 3 ft
Actual Vol= 21870 cf Vol Check: OK
Actual Area= 7290 sf Area Check: OK
Actual Basin Dimensions= 54 ft W x 135 ft L x 3 ft D
Weir Design and Velocity Check:
Calculate Flow Depth H=[Q/CL]213
Qto= 15.34 cfs
C= 2.68 constant
L= 25 ft minL=10'
H= 0.37 ft maxH=1'
Calculate Velocity Over Weir V=Q/A
V=15.34 cfs/25 ft x 0.37 ft
V= 1.64 ft/sec OK
Skimmer Sizing:
3 Skimmer Size(inches) Skimmer Size
0.25 Head on Skimmer(feet) (Inches)
2.5 Orifice Size(1/4 inch increments) 1.5
3.03 Dewatering Time(days) 2
2.5
3
4
5
6
8

Project Data Revisions
Project# 2023-052 No Date Description
Project Name Sanctuary Subdivision
Date 6/25/2024
SEDIMENT SKIMMER BASIN
Sediment Basin#2
Sediment Basin# 2
Area Disturbed= 156461 sf
3.59 acres
Peak Discharge Calculation:
Drainage Area= 287157 sf
6.59 acres
Q10=C x I x A
C= 0.50
h0= 3.6 in/hr 30 minute Tc
A= 6.59 acres
Qio= 11.87 cfs
Minimum Surface Area Calculation:
Surface Area(SF) =Q10x435 sf/ac
=11.87 cfs x 435 sf/ac
Surface Area Req= 5162 sf
Basin Volume Calculation:
Volume of Sediment =(Drainage Ac.)x(1800 cf sed./year)x(1 year)
=6.59 ac x 1800 x 1 yr
Min Vol= 11866 cf
Assumed basin depth= 3 ft min D=2'for"Temp Sediment Trap"
Resultant Basin Area Req= 3955 sf
Check Surface Area Criteria
Surface Area Requirement= 5162 sf
Basin Volume Calc Area= 3955 sf
Therefore:Surface Area Governs
Min Volume Req= 11866 cf
Min Area Req= 5162 sf
L:W Ratio= 2.5
Use L=2.5xW,calculate basin dimensions
Actual W= 46 ft Min W= 46 ft
L= 115 ft Min L= 115 ft
D= 3 ft
Actual Vol= 15870 cf Vol Check: OK
Actual Area= 5290 sf Area Check: OK
Actual Basin Dimensions= 46 ft W x 115 ft L x 3 ft D
Weir Design and Velocity Check:
Calculate Flow Depth H=[Q/CL]z"
Qio= 11.87 cfs
C= 2.68 constant
L= 20 ft minL=10'
H= 0.37 ft maxH=1'
Calculate Velocity Over Weir V=Q/A
V=11.87 cfs/20 ft x 0.37 ft
V= 1.62 ft/sec OK
Skimmer Sizing:
2.5 Skimmer Size(inches) Skimmer Size
0.208 Head on Skimmer(feet) (Inches)
2 Orifice Size(1/4 inch increments) 1.5
3.77 Dewatering Time(days) 2
2.5
3
4
5
6
8

Project Data Revisions
Project# 2023-052 No Date Description
Project Name Sanctuary Subdivision
Date 6/25/2024
SEDIMENT SKIMMER BASIN
Sediment Basin#3
Sediment Basin# 3
Area Disturbed= 167000 sf
3.83 acres
Peak Discharge Calculation:
Drainage Area= 167000 sf
3.83 acres
Q10=C x I x A
C= 0.50
ha= 4.5 in/hr 20 minute Tc
A= 3.83 acres
Quo= 8.63 cfs
Minimum Surface Area Calculation:
Surface Area(SF) =Q10x435 sf/ac
=8.63 cfs x 435 sf/ac
Surface Area Req= 3752 sf
Basin Volume Calculation:
Volume of Sediment =(Drainage Ac.)x(1800 cf sed./year)x(1 year)
=3.83 ac x 1800 x 1 yr
Min Vol= 6901 cf
Assumed basin depth= 3 ft min D=2'for"Temp Sediment Trap"
Resultant Basin Area Req= 2300 sf
Check Surface Area Criteria
Surface Area Requirement= 3752 sf
Basin Volume Calc Area= 2300 sf
Therefore:Surface Area Governs
Min Volume Req= 6901 cf
Min Area Req= 3752 sf
L:W Ratio= 2.5
Use L=2.5xW,calculate basin dimensions
Actual W= 46 ft Min W= 39 ft
L= 115 ft MinL= 98 ft
D= 3 ft
Actual Vol= 15870 cf Vol Check: OK
Actual Area= 5290 sf Area Check: OK
Actual Basin Dimensions= 46 ft W x 115 ft L x 3 ft D
Weir Design and Velocity Check:
Calculate Flow Depth H=[Q/CL]z"
Qio= 8.63 cfs
C= 2.68 constant
L= 20 ft minL=10'
H= 0.30 ft maxH=1'
Calculate Velocity Over Weir V=Q/A
V=8.63 cfs/20 ft x 0.3 ft
V= 1.46 ft/sec OK
Skimmer Sizing:
2.5 Skimmer Size(inches) Skimmer Size
0.208 Head on Skimmer(feet) (Inches)
2 Orifice Size(1/4 inch increments) 1.5
3.77 Dewatering Time(days) 2
2.5
3
4
5
6
8

Project Data Revisions
Project# 2023-052 No Date Description
Project Name Sanctuary Subdivision
Date 6/25/2024
SEDIMENT SKIMMER BASIN
Sediment Basin#4
Sediment Basin# 4
Area Disturbed= 167000 sf
3.83 acres
Peak Discharge Calculation:
Drainage Area= 167000 sf
3.83 acres
Q10=C x I x A
C= 0.50
ha= 5.2 in/hr 15 minute Tc
A= 3.83 acres
Quo= 9.97 cfs
Minimum Surface Area Calculation:
Surface Area(SF) =Q10x435 sf/ac
=9.97 cfs x435 sf/ac
Surface Area Req= 4336 sf
Basin Volume Calculation:
Volume of Sediment =(Drainage Ac.)x(1800 cf sed./year)x(1 year)
=3.83 ac x 1800 x 1 yr
Min Vol= 6901 cf
Assumed basin depth= 3 ft min D=2'for"Temp Sediment Trap"
Resultant Basin Area Req= 2300 sf
Check Surface Area Criteria
Surface Area Requirement= 4336 sf
Basin Volume Calc Area= 2300 sf
Therefore:Surface Area Governs
Min Volume Req= 6901 cf
Min Area Req= 4336 sf
L:W Ratio= 2.5
Use L=2.5xW,calculate basin dimensions
Actual W= 46 ft Min W= 42 ft
L= 115 ft MinL= 105 ft
D= 3 ft
Actual Vol= 15870 cf Vol Check: OK
Actual Area= 5290 sf Area Check: OK
Actual Basin Dimensions= 46 ft W x 115 ft L x 3 ft D
Weir Design and Velocity Check:
Calculate Flow Depth H=[Q/CL]z"
Qio= 9.97 cfs
C= 2.68 constant
L= 20 ft minL=10'
H= 0.33 ft maxH=1'
Calculate Velocity Over Weir V=Q/A
V=9.97 cfs/20 ft x 0.33 ft
V= 1.53 ft/sec OK
Skimmer Sizing:
2.5 Skimmer Size(inches) Skimmer Size
0.208 Head on Skimmer(feet) (Inches)
2 Orifice Size(1/4 inch increments) 1.5
3.77 Dewatering Time(days) 2
2.5
3
4
5
6
8