SWA000217_Stormwater Report_20231130

STORMWATER MANAGEMENT REPORT
for
LAUDER PARCEL
Prepared for:
Mattamy Homes, LLC.
Highway NC 27 E
Coats, NC 27521
Underfoot Project #: C22008.00
1st Submittal: April 21, 2023
2nd Submittal: November 29, 2023
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11/29/2023
- Mike Roselli, PE
1 149 Executive Circle, Suite C Cary, NC 27511
NCBELS # C-3847 1919.576.9733
underfoot
Forward Thinking. Grounded Design.
ENGINEERING www.underfootengineering.com

underfoot 1149 Executive Circle-Suite C, Cary, NC 27511
919.576.9733 I NCBELS C-3847
: NGINEERING
TABLE OF CONTENTS
TABLE OF CONTENTS 1
1. INTRODUCTION 2
1 .1 PROJECT INFORMATION 2
1 .2 PURPOSE 3
2. STORMWATER CALCULATIONS 4
2.1 STORMWATER MANAGEMENT REQUIREMENTS 4
2.2 HYDROLOGY METHODOLOGY 4
2.3 HYDRAULICS METHODOLOGY 5
2.4 PRE-POST METHODOLOGY 6
2.5 WATER QUALITY DESIGN 6
3. CONCLUSIONS 7
APPENDIX A: DRAINAGE AREA MAPS A
APPENDIX B: FEMA FLOODPLAIN MAP B
APPENDIX C: SOIL SURVEY REPORT AND MAP C
APPENDIX D: SCM DESIGN CALCULATIONS D
APPENDIX E: ROUTING CALCULATIONS E
APPENDIX F: INLET CALCULATIONS F
APPENDIX G: EROSION CONTROL CALCULATIONS G
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I I underfoot 1149 Executive Circle-Suite C, Cary, NC 27511
919.576.9733 I NCBELS C-3847
1i ENGINEERING
1 . INTRODUCTION
1.1 PROJECT INFORMATION
Parcel Lauder is a +/- 41.35 acre project located in northeast Town of Coats in Harnett
County, North Carolina. The site is located between Ebenezer Church Road and the
northern side of NC Highway 27. The existing parcel is identified as Harnett County PIN
1600-45-4440 (49.32 acre). The parcels are zoned SFR-3-TNDO and will be developed
within that zoning designation.
The project is proposing the development of one hundred forty-eight (148) residential -
single family as well as the associated utilities and infrastructure.
The site is in the Cape Fear River Watershed and in the Upper South River basin - Upper
Black River Sub-basin (Stream Index: 18-68-12-1, classified C; Sw). The site is comprised
mostly of fallow covered area throughout the property. Most of the topography is sloping
West to East, generally draining to three (3) points of interest (POI). Please refer to the
Drainage Area Map included in Appendix A.
The FEMA mapped floodplain per FIRM Panel 3720160000K is dated 10/03/2006. Wetlands
cut through the northern part of the parcel (wooded area along border). Site soils consist
predominantly of Norfolk loamy sand (NoB), Wagram loamy sand (WaC), Rains sandy
loam (Ra), Wagram loamy sand (WaB), Bibb soils (Bb), and Wehadkee loam (Wh).
Norfolk loamy sand is considered "A" soils, Wagram loamy sand considered "A" soils,
Rains sandy loam condsidered "D" soils, Bibb soils considered "D" soils, and Wehadkee
loam considered "D" soils. Please refer to the FEMA Firm Panel Map and Soils Maps
included in Appendix B and C, respectively.
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I I underfoot 1149 Executive Circle-Suite C, Cary, NC 27511
919.576.9733 I NCBELS C-3847
11► ENGINEERING
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1.2 PURPOSE
The purpose of this Stormwater Management Report is to verify that all North Carolina
Department of Environmental Quality post construction stormwater management
requirements regarding water quantity and water quality as set forth in Post Construction
Stormwater Program Chapter A-1 are being met. The Stormwater Management Report
has been prepared by Underfoot Engineering, 1149 Executive Circle, Suite C, Cary NC
27511, in accordance with the requirements and suggestions of the Town of Coats,
Harnett County, and other accepted engineering standards and practices. Additionally,
the project shall meet the Erosion Control requirements set forth by NCDEQ.
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I I underfoot 1149 Executive Circle-Suite C, Cary, NC 27511
919.576.9733 I NCBELS C-3847
1i ENGINEERING
2. STORMWATER CALCULATIONS
2.1 STORMWATER MANAGEMENT REQUIREMENTS
This project is subject to regulations contained in Harnett County Stormwater
Management Requirements, as well as the North Carolina Department of Environmental
Quality (NCDEQ). The proposed development is required to meet all sections of these
regulations. The purpose of these stormwater management calculations is to verify that
these post construction stormwater management requirements regarding water quantity
and water quality are being met.
To meet stormwater runoff control requirements, post development peak discharge rates
for this development will not exceed the pre-development peak discharge rate of the 1-
year, 10-year, and 25-year 24-hour storms. Calculations will be run to identify the peak
flow under existing and proposed conditions. Onsite stormwater SCMs will be used to
mitigate the increase in run-off associated with the proposed development.
As this site is in the Cape Fear River Basin Watershed (STREAM INDEX 18-68-12-1), Systems
must control runoff from 1 .0 inch of rainfall and be designed for 85 percent (%) Total
Suspended Solids (TSS) removal (Stormwater Management Rules 15A NCAC 2H .1000).
This stormwater study was conducted using the natural drainage features and existing
impervious areas as depicted by an existing field survey, as well as the proposed
impervious areas based on the site design. Drainage areas were based on field survey
and GIS data and proposed development within those drainage areas.
2.2 HYDROLOGY METHODOLOGY
Formulation of the 1-year, 10-year, and 25-year peak flows for the pre-development and
post-development drainage areas were generated with HydraFlow.The SCS Method was
used to develop peak flows for the Type II, 24-hour storm events in the Coats area. This
method requires three basic parameters: a weighted curve number (CN), Rainfall Depth
(P), and drainage area in acres (A).
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I I underfoot 1149 Executive Circle-Suite C, Cary, NC 27511
919.576.9733 I NCBELS C-3847
1i ENGINEERING
The curve number values and drainage areas were computed using information taken
directly from the field survey and GIS information and TR-55 Table of Curve Numbers. The
rainfall depth was determined from the NOAA Atlas 14 rainfall data.
2.3 HYDRAULICS METHODOLOGY
Computer simulated reservoir routing of the 1-year, 10-year, 25-year, and 100-year design
storms utilized stage-storage and stage-discharge functions was completed in
HydraFlow. Stage-storage functions were derived from the proposed grading of the
proposed SCM. A non-linear regression relation for surface area versus elevation was
derived for the SCM. This relation estimates the incremental volume of the basin to the
stage or elevation of the basin. Stage-discharge functions were developed to size the
proposed outlet structure for the SCM's. The resulting pre-development and post-
development flows out of the proposed SCM's, and for untreated areas, are then
analyzed to ensure that there is no increase in run-off during the required design storms.
The HydraFlow modeling results are provided as appendices to this report.
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I I underfoot 1149 Executive Circle-Suite C, Cary, NC 27511
919.576.9733 I NCBELS C-3847
1i ENGINEERING
2.4 PRE-POST METHODOLOGY
Pre-Post Calculations
Project: Lauder Parcel
Q1 (CFS) Q10(CFS) Q25 (CFS)
Pre-Development 12.85 53.10 74.69
Post-Dev. Without Detention 16.82 63.91 88.53
O Post-Dev. With Detention 0.21 2.81 8.56
a-
Post-Dev. Bypass 0.90 18.17 29.00
Pre-Post Difference -11.74 -32.12 -37.13
Pre-Development 16.06 62.58 87.58
m Post-Dev. Without Detention 11.17 58.57 84.63
Post-Dev. With Detention 0.00 1.01 1.75
O
Post-Dev. Bypass 0.01 1.45 3.90
Pre-Post Difference -16.05 -60.12 -81.93
Pre-Development 2.12 7.63 10.52
Post-Development 0.00 0.03 0.14
Pre-Post Difference -2.12 -7.60 -10.38
Pre-post numbers include run-off from on-site areas. Attenuation for the on-site
development (POI #1, #2 & #3) is provided in two proposed wet ponds and
exceeds the overall pre-post requirement for the entire site for the 1-year, 10-
year, 25-year 24-hour storm event, as well as provides 1' min of freeboard in the
100-year event.
2.5 WATER QUALITY DESIGN
As stated above there are three (3) drainage area POI for the site. These are provided
on the drainage area maps in Appendix A. To treat for stormwater runoff to meet the
water quality requirements, two (2) stormwater wet ponds are proposed. The proposed
wet pond will reduce the TSS concentration by 85% per the NCDEQ Stormwater Control
Measure Design Manual.
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I I underfoot 1149 Executive Circle-Suite C, Cary, NC 27511
919.576.9733 I NCBELS C-3847
1i ENGINEERING
3. CONCLUSIONS
The final SCM designs are based on the Simple Method for the First 1" volume calculation
and NCDEQ's Stormwater Design Manual, specifically meeting the required Minimum
Design Criteria (MDC) as outlined and appropriate. The design also takes into account
the attenuation required to ensure that the site meets the pre-post requirement for peak
flow from the 1-year, 10-year, and 25-year, 24-hour peak flow.
The outlets were designed to discharge the runoff resulting from the first 1" of rainfall over
2 to 5 days to meet water quality guidelines. There is no proposed increase in peak runoff,
for the site as a whole for any of the design storms. Based on the routing study, the
proposed SCMs has sufficient volume to safely pass the 100-year storm without
overtopping the dam and provide 1 ' minimum of freeboard.
Please refer to Appendices for all supporting calculations and documentation.
Forward Thinking. Grounded Design.
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APPENDIX A: DRAINAGE AREA MAPS
ligi..11.11 1 149 Executive Circle, Suite C Cary, NC 27511
NCBELS # C-3847 1919.576.9733
underfoot
Forward Thinking. Grounded Design.
ENGINEERING www.underfootengineering.com

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APPENDIX B: FEMA FLOODPLAIN MAP
millish."11.
11116117 1 149 Executive Circle, Suite C Cary, NC 27511
NCBELS # C-3847 1919.576.9733
underfoot
Forward Thinking. Grounded Design.
ENGINEERING www.underfootengineering.com

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�• 1. ' + OTHER AREAS OF Levee.See Notes.zone x
• a� FLOOD HAZARD , j Area with Flood Risk due to Leveezone D
•
y .,• NO SCREEN Area of Minimal Flood Hazard zonex
!i ~� , Effective LOMRs
OTHER AREAS Area of Undetermined Flood Hazard ZoneD
tit
S GENERAL ----- Channel,Culvert,or Storm Sewer
1 I ? FEE 20g g STRUCTURES III 1 1 1 1 Levee,Dike,or Floodwall
_• -7^_^ A 0 20.2 Cross Sections with 1%Annual Chance
HARNETT COUNTY t0•5 Water Surface Elevation
TOWN
AREA OF MINIMAL FLOODHAZARD aciiI� 370328 e- Coastal Transect
TO V`N COATS ZOne X I1 •s13 - Base Flood Elevation Line(BFE)
37 558 Limit of Study
"PP1111 Jurisdiction Boundary
I) �3'9 FEET OTHER — Coastal Transect Baseline
3 poi i()norm _norm ii Profile Baseline
FEATURES Hydrographic Feature
' t'i1. 1 0/i/)DDb . II�
.\ , Digital Data Available
40111' ' No Digital Data Available N
~�.
IN—� .11. MAP PANELS Unmapped
11,......
The pin displayed on the map is an approximate
point selected by the user and does not represent
an authoritative property location.
' 1 ,� \ • _ •
l IS A lit *4....-...-.:...—_-__1_,,,2, iQ4 FFFr This map complies with FEMA's standards for the use of
digital flood maps if it is not void as described below.
4 ' . The basemap shown complies with FEMA's basemap
• �� " JggZr accuracy standards
11
The flood hazard information is derived directly from the
�I authoritative NFHL web services provided by FEMA.This map
was exported on 1/18/2023 at 2:31 PM and does not
reflect changes or amendments subsequent to this date and
time.The NFHL and effective information may change or
� •� ! 2 • become superseded by new data over time.
It y" i th 7 t79.9 This map image is void if the one or more of the following map
. ' F6.4.7. elements do not appear:basemap imagery,flood zone labels,
I
I A legend,scale bar,map creation date,community identifiers,
78°38'45"W 35°24'41"N FIRM panel number,and FIRM effective date.Map images for
Feet 1.6 00D unmapped and unmodernized areas cannot be used for
0 250 500 1,000 1,500 2,000 regulatory purposes.
Basemap:USGS National Map:Orthoimagery:Data refreshed October,2020

APPENDIX C: SOIL SURVEY REPORT AND
MAP
I P
.........
1 149 Executive Circle, Suite C Cary, NC 27511
NCBELS # C-3847 1919.576.9733
underfoot
Forward Thinking. Grounded Design.
ENGINEERING www.underfootengineering.com

USDA United States A product of the National Custom Soil Resource
Department of Cooperative Soil Survey,
Agriculture a joint effort of the United Report for
States Department of
RCS Agriculture and other Harnett County
Federal agencies, State
Naturalagencies including the North Carolina
Resources Agricultural Experiment
Conservation Stations, and local
Service participants LAUDER PARCEL
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October 3, 2022

Preface
Soil surveys contain information that affects land use planning in survey areas.
They highlight soil limitations that affect various land uses and provide information
about the properties of the soils in the survey areas. Soil surveys are designed for
many different users, including farmers, ranchers, foresters, agronomists, urban
planners, community officials, engineers, developers, builders, and home buyers.
Also, conservationists, teachers, students, and specialists in recreation, waste
disposal, and pollution control can use the surveys to help them understand,
protect, or enhance the environment.
Various land use regulations of Federal, State, and local governments may impose
special restrictions on land use or land treatment. Soil surveys identify soil
properties that are used in making various land use or land treatment decisions.
The information is intended to help the land users identify and reduce the effects of
soil limitations on various land uses. The landowner or user is responsible for
identifying and complying with existing laws and regulations.
Although soil survey information can be used for general farm, local, and wider area
planning, onsite investigation is needed to supplement this information in some
cases. Examples include soil quality assessments (http://www.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
Bb—Bibb soils, frequently flooded 13
NoB—Norfolk loamy sand, 2 to 6 percent slopes 14
Ra—Rains sandy loam, 0 to 2 percent slopes 15
W—Water 17
WaB—Wagram loamy sand, 0 to 6 percent slopes 17
WaC—Wagram loamy sand, 6 to 10 percent slopes 18
Wh—Wehadkee loam, frequently flooded 19
References 22
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
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Map projection:Web Mercator Comer coordinates:WGS84 Edge tics:UTM Zone 17N WG584
9

Custom Soil Resource Report
MAP LEGEND MAP INFORMATION
Area of Interest(AOI) 14 Spoil Area The soil surveys that comprise your AOI were mapped at
Area of Interest(AOI) 1:24,000.
Q Stony Spot
Soilsit Very Stony Spot
Soil Map Unit Polygons Warning:Soil Map may not be valid at this scale.
Wet Spot
,..,. Soil Map Unit Lines Enlargement of maps beyond the scale of mapping can cause
p Other misunderstandingof the detail of mapping and accuracyof soil
p Soil Map Unit Points pp 9
.• Special Line Features line placement.The maps do not show the small areas of
Special Point Features contrasting soils that could have been shown at a more detailed
Blowout Water Features scale.
-_- Streams and Canals
kg Borrow Pit
Transportation Please rely on the bar scale on each map sheet for map
* clay Spot 1.44 Rails measurements.
0 Closed Depression
o,/ Interstate Highways
Gravel Pit Source of Map: Natural Resources Conservation Service
.r US Routes Web Soil Survey URL:
Gravelly Spot Major Roads Coordinate System: Web Mercator(EPSG:3857)
® Landfill Local Roads Maps from the Web Soil Survey are based on the Web Mercator
• Lava Flow Background projection,which preserves direction and shape but distorts
distance and area.A projection that preserves area,such as the
46 Marsh or swamp Aerial Photography Albers equal-area conic projection,should be used if more
It Mine or Quarry accurate calculations of distance or area are required.
4 Miscellaneous Water This product is generated from the USDA-NRCS certified data as
O Perennial Water of the version date(s)listed below.
v Rock Outcrop Soil Survey Area: Harnett County,North Carolina
+ Saline Spot Survey Area Data: Version 20,Sep 8,2022
Sandy Spot Soil map units are labeled(as space allows)for map scales
Severely Eroded Spot 1:50,000 or larger.
• Sinkhole Date(s)aerial images were photographed: Apr 24,2022—May
31 Slide or Slip 9,2022
oa Sodic Spot The orthophoto or other base map on which the soil lines were
compiled and digitized probably differs from the background
imagery displayed on these maps.As a result,some minor
shifting of map unit boundaries may be evident.
10

Custom Soil Resource Report
Map Unit Legend
Map Unit Symbol Map Unit Name Acres in AOI Percent of AOI
Bb Bibb soils,frequently flooded 6.3 12.8%
NoB Norfolk loamy sand,2 to 6 20.5 41.5%
percent slopes
Ra Rains sandy loam,0 to 2 0.2 0.4%
percent slopes
W Water 1.4 2.8%
WaB Wagram loamy sand,0 to 6 5.0 10.1%
percent slopes
WaC Wagram loamy sand,6 to 10 15.9 32.3%
percent slopes
Wh Wehadkee loam,frequently 0.1 0.2%
flooded
Totals for Area of Interest 49.3 100.0%
Map Unit Descriptions
The map units delineated on the detailed soil maps in a soil survey represent the
soils or miscellaneous areas in the survey area. The map unit descriptions, along
with the maps, can be used to determine the composition and properties of a unit.
A map unit delineation on a soil map represents an area dominated by one or more
major kinds of soil or miscellaneous areas. A map unit is identified and named
according to the taxonomic classification of the dominant soils. Within a taxonomic
class there are precisely defined limits for the properties of the soils. On the
landscape, however, the soils are natural phenomena, and they have the
characteristic variability of all natural phenomena. Thus, the range of some
observed properties may extend beyond the limits defined for a taxonomic class.
Areas of soils of a single taxonomic class rarely, if ever, can be mapped without
including areas of other taxonomic classes. Consequently, every map unit is made
up of the soils or miscellaneous areas for which it is named and some minor
components that belong to taxonomic classes other than those of the major soils.
Most minor soils have properties similar to those of the dominant soil or soils in the
map unit, and thus they do not affect use and management. These are called
noncontrasting, or similar, components. They may or may not be mentioned in a
particular map unit description. Other minor components, however, have properties
and behavioral characteristics divergent enough to affect use or to require different
management. These are called contrasting, or dissimilar, components. They
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
11

Custom Soil Resource Report
mentioned in the descriptions, especially where the pattern was so complex that it
was impractical to make enough observations to identify all the soils and
miscellaneous areas on the landscape.
The presence of minor components in a map unit in no way diminishes the
usefulness or accuracy of the data. The objective of mapping is not to delineate
pure taxonomic classes but rather to separate the landscape into landforms or
landform segments that have similar use and management requirements. The
delineation of such segments on the map provides sufficient information for the
development of resource plans. If intensive use of small areas is planned, however,
onsite investigation is needed to define and locate the soils and miscellaneous
areas.
An identifying symbol precedes the map unit name in the map unit descriptions.
Each description includes general facts about the unit and gives important soil
properties and qualities.
Soils that have profiles that are almost alike make up a soil series. Except for
differences in texture of the surface layer, all the soils of a series have major
horizons that are similar in composition, thickness, and arrangement.
Soils of one series can differ in texture of the surface layer, slope, stoniness,
salinity, degree of erosion, and other characteristics that affect their use. On the
basis of such differences, a soil series is divided into soil phases. Most of the areas
shown on the detailed soil maps are phases of soil series. The name of a soil phase
commonly indicates a feature that affects use or management. For example, Alpha
silt loam, 0 to 2 percent slopes, is a phase of the Alpha series.
Some map units are made up of two or more major soils or miscellaneous areas.
These map units are complexes, associations, or undifferentiated groups.
A complex consists of two or more soils or miscellaneous areas in such an intricate
pattern or in such small areas that they cannot be shown separately on the maps.
The pattern and proportion of the soils or miscellaneous areas are somewhat similar
in all areas. Alpha-Beta complex, 0 to 6 percent slopes, is an example.
An association is made up of two or more geographically associated soils or
miscellaneous areas that are shown as one unit on the maps. Because of present
or anticipated uses of the map units in the survey area, it was not considered
practical or necessary to map the soils or miscellaneous areas separately. The
pattern and relative proportion of the soils or miscellaneous areas are somewhat
similar. Alpha-Beta association, 0 to 2 percent slopes, is an example.
An undifferentiated group is made up of two or more soils or miscellaneous areas
that could be mapped individually but are mapped as one unit because similar
interpretations can be made for use and management. The pattern and proportion
of the soils or miscellaneous areas in a mapped area are not uniform. An area can
be made up of only one of the major soils or miscellaneous areas, or it can be made
up of all of them. Alpha and Beta soils, 0 to 2 percent slopes, is an example.
Some surveys include miscellaneous areas. Such areas have little or no soil
material and support little or no vegetation. Rock outcrop is an example.
12

Custom Soil Resource Report
Harnett County, North Carolina
Bb—Bibb soils, frequently flooded
Map Unit Setting
National map unit symbol: 3snw
Elevation: 80 to 330 feet
Mean annual precipitation: 38 to 55 inches
Mean annual air temperature: 59 to 70 degrees F
Frost-free period: 210 to 265 days
Farmland classification: Not prime farmland
Map Unit Composition
Bibb, undrained, and similar soils: 80 percent
Johnston, undrained, and similar soils: 10 percent
Estimates are based on observations, descriptions, and transects of the mapunit.
Description of Bibb, Undrained
Setting
Landform: Flood plains
Landform position (two-dimensional):Toeslope
Down-slope shape: Concave
Across-slope shape: Linear
Parent material: Sandy and loamy alluvium
Typical profile
A -0 to 6 inches: sandy loam
Cg1 - 6 to 60 inches: sandy loam
Cg2- 60 to 80 inches: loamy sand
Properties and qualities
Slope: 0 to 2 percent
Depth to restrictive feature: More than 80 inches
Drainage class: Poorly drained
Runoff class: Low
Capacity of the most limiting layer to transmit water(Ksat): High (1.98 to 5.95
in/hr)
Depth to water table:About 0 to 12 inches
Frequency of flooding: FrequentNone
Frequency of ponding: None
Available water supply, 0 to 60 inches: Moderate (about 7.2 inches)
Interpretive groups
Land capability classification (irrigated): None specified
Land capability classification (nonirrigated): 5w
Hydrologic Soil Group: A/D
Hydric soil rating: Yes
Description of Johnston, Undrained
Setting
Landform: Flood plains
Down-slope shape: Concave
Across-slope shape: Linear
Parent material: Sandy and loamy alluvium
13

Custom Soil Resource Report
Typical profile
A -0 to 30 inches: mucky loam
Cg1 -30 to 34 inches: loamy fine sand
Cg2-34 to 80 inches: fine sandy loam
Properties and qualities
Slope: 0 to 2 percent
Depth to restrictive feature: More than 80 inches
Drainage class:Very poorly drained
Runoff class: Ponded
Capacity of the most limiting layer to transmit water(Ksat): High (1.98 to 5.95
in/hr)
Depth to water table:About 0 inches
Frequency of flooding: NoneFrequent
Frequency of ponding: Frequent
Available water supply, 0 to 60 inches: High (about 9.4 inches)
Interpretive groups
Land capability classification (irrigated): None specified
Land capability classification (nonirrigated): 7w
Hydrologic Soil Group: A/D
Hydric soil rating: Yes
NoB—Norfolk loamy sand, 2 to 6 percent slopes
Map Unit Setting
National map unit symbol: 2v75y
Elevation: 30 to 450 feet
Mean annual precipitation: 40 to 55 inches
Mean annual air temperature: 59 to 70 degrees F
Frost-free period: 200 to 280 days
Farmland classification: All areas are prime farmland
Map Unit Composition
Norfolk and similar soils: 83 percent
Estimates are based on observations, descriptions, and transects of the mapunit.
Description of Norfolk
Setting
Landform: Flats on marine terraces, broad interstream divides on marine terraces
Landform position (three-dimensional):Talf
Down-slope shape: Convex, linear
Across-slope shape: Convex, linear
Parent material: Loamy marine deposits
Typical profile
Ap- 0 to 8 inches: loamy sand
E- 8 to 14 inches: loamy sand
Bt- 14 to 65 inches: sandy clay loam
14

Custom Soil Resource Report
BC- 65 to 80 inches: sandy clay loam
Properties and qualities
Slope: 2 to 6 percent
Depth to restrictive feature: More than 80 inches
Drainage class:Well drained
Capacity of the most limiting layer to transmit water(Ksat): Moderately high to high
(0.57 to 1.98 in/hr)
Depth to water table:About 40 to 72 inches
Frequency of flooding: None
Frequency of ponding: None
Available water supply, 0 to 60 inches: Moderate (about 6.9 inches)
Interpretive groups
Land capability classification (irrigated): None specified
Land capability classification (nonirrigated): 2e
Hydrologic Soil Group: A
Hydric soil rating: No
Ra—Rains sandy loam, 0 to 2 percent slopes
Map Unit Setting
National map unit symbol: 2v760
Elevation: 30 to 330 feet
Mean annual precipitation: 40 to 55 inches
Mean annual air temperature: 59 to 70 degrees F
Frost-free period: 200 to 280 days
Farmland classification: Prime farmland if drained
Map Unit Composition
Rains, undrained, and similar soils: 58 percent
Rains, drained, and similar soils:24 percent
Minor components: 8 percent
Estimates are based on observations, descriptions, and transects of the mapunit.
Description of Rains, Undrained
Setting
Landform: Flats on marine terraces, broad interstream divides on marine terraces,
carolina bays on marine terraces
Landform position (three-dimensional): Dip, talf
Down-slope shape: Linear
Across-slope shape: Linear
Parent material: Loamy marine deposits
Typical profile
A -0 to 6 inches: sandy loam
Eg- 6 to 12 inches: sandy loam
Btg- 12 to 65 inches: sandy clay loam
BCg- 65 to 80 inches: sandy clay loam
Properties and qualities
Slope: 0 to 2 percent
15

Custom Soil Resource Report
Depth to restrictive feature: More than 80 inches
Drainage class: Poorly drained
Capacity of the most limiting layer to transmit water(Ksat): Moderately high to high
(0.20 to 1.98 in/hr)
Depth to water table:About 0 inches
Frequency of flooding: None
Frequency of ponding: None
Available water supply, 0 to 60 inches: Moderate (about 7.9 inches)
Interpretive groups
Land capability classification (irrigated): None specified
Land capability classification (nonirrigated): 4w
Hydrologic Soil Group: A/D
Hydric soil rating: Yes
Description of Rains, Drained
Setting
Landform: Flats on marine terraces, broad interstream divides on marine terraces,
carolina bays on marine terraces
Landform position (three-dimensional): Dip, talf
Down-slope shape: Linear
Across-slope shape: Linear
Parent material: Loamy marine deposits
Typical profile
Ap- 0 to 6 inches: sandy loam
Eg- 6 to 12 inches: sandy loam
Btg- 12 to 65 inches: sandy clay loam
BCg- 65 to 80 inches: sandy clay loam
Properties and qualities
Slope: 0 to 2 percent
Depth to restrictive feature: More than 80 inches
Drainage class: Poorly drained
Capacity of the most limiting layer to transmit water(Ksat): Moderately high to high
(0.20 to 1.98 in/hr)
Depth to water table:About 12 to 36 inches
Frequency of flooding: None
Frequency of ponding: None
Available water supply, 0 to 60 inches: Moderate (about 7.9 inches)
Interpretive groups
Land capability classification (irrigated): None specified
Land capability classification (nonirrigated): 3w
Hydrologic Soil Group: B
Hydric soil rating: Yes
Minor Components
Pantego, undrained
Percent of map unit: 8 percent
Landform: Broad interstream divides, flats, stream terraces
Landform position (three-dimensional):Tread, talf
Down-slope shape: Linear
Across-slope shape: Concave
Hydric soil rating: Yes
16

Custom Soil Resource Report
W—Water
Map Unit Composition
Water: 100 percent
Estimates are based on observations, descriptions, and transects of the mapunit.
Description of Water
Interpretive groups
Land capability classification (irrigated): None specified
Land capability classification (nonirrigated): 8w
Hydric soil rating: No
WaB—Wagram loamy sand, 0 to 6 percent slopes
Map Unit Setting
National map unit symbol: 3sqq
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: 90 percent
Minor components: 5 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): Summit, shoulder
Landform position (three-dimensional): Crest
Down-slope shape: Convex
Across-slope shape: Convex
Parent material: Loamy marine deposits
Typical profile
Ap- 0 to 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
17

Custom Soil Resource Report
Properties and qualities
Slope: 0 to 6 percent
Depth to restrictive feature: More than 80 inches
Drainage class:Well drained
Runoff class: Low
Capacity of the most limiting layer to transmit water(Ksat): Moderately high to high
(0.57 to 1.98 in/hr)
Depth to water table:About 60 to 80 inches
Frequency of flooding: None
Frequency of ponding: None
Available water supply, 0 to 60 inches: Moderate (about 6.7 inches)
Interpretive groups
Land capability classification (irrigated): None specified
Land capability classification (nonirrigated): 2s
Hydrologic Soil Group: A
Hydric soil rating: No
Minor Components
Bibb, undrained
Percent of map unit: 3 percent
Landform: Flood plains
Landform position (two-dimensional):Toeslope
Down-slope shape: Concave
Across-slope shape: Linear
Hydric soil rating: Yes
Johnston, undrained
Percent of map unit:2 percent
Landform: Flood plains
Down-slope shape: Concave
Across-slope shape: Linear
Hydric soil rating: Yes
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.
18

Custom Soil Resource Report
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
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
Hydric soil rating: No
Wh—Wehadkee loam, frequently flooded
Map Unit Setting
National map unit symbol: 3sqv
Elevation: 80 to 330 feet
Mean annual precipitation: 38 to 55 inches
Mean annual air temperature: 59 to 70 degrees F
Frost-free period: 210 to 265 days
Farmland classification: Not prime farmland
Map Unit Composition
Wehadkee, undrained, and similar soils: 80 percent
Wehadkee, drained, and similar soils: 10 percent
Estimates are based on observations, descriptions, and transects of the mapunit.
19

Custom Soil Resource Report
Description of Wehadkee, Undrained
Setting
Landform: Depressions on flood plains
Down-slope shape: Concave
Across-slope shape: Linear
Parent material: Loamy alluvium
Typical profile
A -O to 7 inches: loam
Bg- 7 to 58 inches: loam
Cg- 58 to 84 inches: sandy loam
Properties and qualities
Slope: 0 to 2 percent
Depth to restrictive feature: More than 80 inches
Drainage class: Poorly drained
Runoff class: Very high
Capacity of the most limiting layer to transmit water(Ksat): Moderately high to high
(0.57 to 1.98 in/hr)
Depth to water table:About 0 to 12 inches
Frequency of flooding: FrequentNone
Frequency of ponding: None
Available water supply, 0 to 60 inches: High (about 10.4 inches)
Interpretive groups
Land capability classification (irrigated): None specified
Land capability classification (nonirrigated): 6w
Hydrologic Soil Group: B/D
Hydric soil rating: Yes
Description of Wehadkee, Drained
Setting
Landform: Depressions on flood plains
Down-slope shape: Concave
Across-slope shape: Linear
Parent material: Loamy alluvium
Typical profile
A -0 to 7 inches: loam
Bg- 7 to 58 inches: loam
Cg- 58 to 84 inches: sandy loam
Properties and qualities
Slope: 0 to 2 percent
Depth to restrictive feature: More than 80 inches
Drainage class: Poorly drained
Runoff class: Very high
Capacity of the most limiting layer to transmit water(Ksat): Moderately high to high
(0.57 to 1.98 in/hr)
Depth to water table:About 0 to 12 inches
Frequency of flooding: FrequentNone
Frequency of ponding: None
Available water supply, 0 to 60 inches: High (about 10.4 inches)
20

Custom Soil Resource Report
Interpretive groups
Land capability classification (irrigated): None specified
Land capability classification (nonirrigated): 4w
Hydrologic Soil Group: B/D
Hydric soil rating: Yes
21

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
22

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
23

APPENDIX D: SCM DESIGN
CALCULATIONS
millishi_,..
11116117 1 149 Executive Circle, Suite C Cary, NC 27511
NCBELS # C-3847 1919.576.9733
underfoot
Forward Thinking. Grounded Design.
ENGINEERING www.underfootengineering.com

EXISTING CONDITIONS
Project Name: Lauder Parcel
Project Number: C22008
Date: 11/29/2023
Designed By: JT
Checked By: MAR
DRAINAGE AREA = PRE DA-1A
Total Area: 24.70 AC.
LAND COVER HSG CN AREA (SF) AREA(AC)
Water - 0 34770 0.80
Woods - Good Condition A 30 369751 8.49
Woods - Good Condition D 77 241 165 _ 5.54
Fallow- Good Condition A 74 430463 9.88
WEIGHTED CURVE NUMBER = 59.1
DRAINAGE AREA = PRE DA-1B
Total Area: 24.24 AC.
LAND COVER HSG CN AREA (SF) AREA(AC)
Water - 0 66185 1 .52
Impervious - 98 18732 0.43
Woods - Good Condition A 30 115684 2.66
Woods - Good Condition D 77 3239 0.07
Fallow- Good Condition A 74 847416 19.45
Fallow- Good Condition D 90 4574 0.11
WEIGHTED CURVE NUMBER = 68.8
DRAINAGE AREA = PRE DA-2
Total Area: 2.10 AC.
LAND COVER HSG CN AREA (SF) AREA(AC) ,
Impervious - 98 3976 0.09
Woods - Good Condition A 30 14083 0.32
Fallow- Good Condition A 74 68904 1 .58
Fallow- Good Condition D 90 4704 0.11
WEIGHTED CURVE NUMBER = 69.1

POST DEVELOPMENT CONDITIONS
Project Name: Lauder Parcel
Project Number: C22008
Date: 11/29/2023
Designed By: JT
Checked By: MAR
DRAINAGE AREA= POST DA-1A
Total Area: 17.62 AC.
LAND COVER HSG CN AREA (SF) AREA(AC)
Impervious - 98 317992 7.30
Open Space-Good Condition A 39 379855 8.72
Open Space-Good Condition D 80 69863 1.60
WEIGHTED CURVE NUMBER= 67.2
DRAINAGE AREA= POST DA-1A BYPASS
Total Area: 9.74 AC.
LAND COVER HSG CN I AREA (SF) AREA(AC)
Impervious - 98 11813 0.27
Water - 0 33224 0.76
Open Space-Good Condition A 39 1211741 2.78
Open Space-Good Condition D 80 17679 0.41
Woods-Good Condition A 30 86791 1.99
Woods-Good Condition D 77 153416 3.52
WEIGHTED CURVE NUMBER= 54.2
DRAINAGE AREA= POST DA-1B
Total Area: 20.02 AC.
LAND COVER HSG CN AREA (SF) AREA(AC)
Impervious - 98 334346 7.68
Open Space-Good Condition A 39 528268 12.13
Open Space-Good Condition D 80 9280 0.21
WEIGHTED CURVE NUMBER= 62.1
DRAINAGE AREA= POST DA-1B BYPASS
Total Area: 3.45 AC.
LAND COVER HSG CN AREA (SF) AREA(AC)
Open Space-Good Condition A 39 137799 3.16
Open Space-Good Condition D 80 12507 0.29
WEIGHTED CURVE NUMBER= 42.4
DRAINAGE AREA= POST DA-2 BYPASS
Total Area: 0.22 AC.
LAND COVER HSG CN AREA (SF) AREA(AC)
Impervious - 98 1125 0.03
Open Space-Good Condition A 39 8278 0.19
WEIGHTED CURVE NUMBER= 39.0

C-3:WET DETENTION BASIN DESIGN
PROJECT INFORMATION
Project Name: Lauder Parcel
Project Location: Coats,NC
Project Number: C22008
Date: 11/29/2023
Project Designer: JT
Checked By: -
DRAINAGE AREA INFORMATION
Drainage Area Name, DA-1A
Drainage Area(DA)= 774,725 SF 17.7852
Impervious Area(IA)= 322,334 SF 7.39977
Percent Impervious(I)= 41.61
Water Quality Design Storm= 1 INCHE(S)
REQUIRED STORAGE VOLUME-SIMPLE METHOD
Determine Rv Value= 0.05+0.009(I)= 0.42 IN/IN
Storage Volume Required= 27,403 CF Based on Simple Method
REQUIRED SUFACE AREA
SA/DA= 1.21 From SA/DA Table 1 in Stormwater Design Manual
Min Req'd Surface Area= 9,374 SF(at Permanent Pool)
WET POND ELEVATIONS
Top of Dam Elevation= 216.00 FT
Emergency Spillway Elevation= 214.80 FT
Temporary Pool Elevation= 212.00 FT
Permanent Pool Elevation= 211.00 FT
Bottom of Pond Elevation= 208.00 FT
Sediment Cleanout,Bottom Elevation= 207.50 FT
PERMANENT POOL AREA AND BASIN VOLUME;
Area of Permanent Pool= 27,883 SF Elev. 211.00
Area of Bottom of Vegetated Shelf= 25,902 SF
Area of Bottom of Pond= 22,708 SF
Volume of Main Pool= 132,053 CF
Volume of Forebay= 26,411 CF
Volume of Main Pool(Exluding Vegetated Shelf)= 105,642 CF
Percentage of Forebay to Main Pool= 20.0 % OK
PERMANENT POOL SURFACE AREA
Is Permenant Pool Surface Area Sufficient(yes/no)? Yes
Proposed Surface Area= 27,883 SF
Required surface Area= 9,374 SF
AVERAGE DEPTH
Depth of Pond= 3.50 ft Depth(dist.btwn.bot.of shelf&btm.of pond,excludes sediment;
Average Depth= 3.77 ft Based on Equation 3 in Wet Pond MDC
Use Average Depth of= 3.50 ft

C-3:WET DETENTION BASIN DESIGN CONT'D
1.0 INCH VOLUME ELEVATION
Contour Incremental Accumulated
Contour Area Volume Volume,S Stage,Z
sq ft cu ft cu ft ft
211.00 27,883 0 0 0.0
Required Temporary Pool Volume= 27,403 CF 212.00 30,976 29,413 29,413 1.0
Permanent Pool Elevaton= 211.00 213.00 33,109 32,034 61,447 2.0
Temporary Pool Elevation= 212.00 214.00 35,298 34,195 95,642 3.0
Provided Temporary Pool Volume= 28,987 CF 215.00 37,543 36,411 132,053 4.0
216.00 39,841 38,683 170,736 5.0
212.00 30,104 28,987 5.00 -1
ORIFICE SIZING
O2 Days= 0.1677 CFS
Q5 Days= 0.0671 CFS
Orifice Size= 3.00 IN
Driving Head(Ha)= 0.27 FT
Q ommoe= 0.128 CFS
Drawdown Time= 2.63 DAYS
less than 5 days(yes/no)? Yes
greater than 2 days(yes/no)? Yes
ANTI FLOTATION CALCULATIONS
Outside Length= 5.00 FT
Outside Width= 5.00 FT
Inside Length= 4.00 FT
Inside Width= 4.00 FT
Bottom Thickness= 0.50 FT
Top of Riser= 214.80 FT
Invert of Riser= 208.00 FT
Area= 25.0 SF (Outside Dim.=5-ft x 5-ft,Inside Dim.=4-ft x 4-ft)
Volume= 183 CF (Water Displaced-Top of Riser to Bottom of Riser)
Weight= 11,388 LBS (Weight Water Displaced)
Factor of Safety= 1.25
WT Req'd of Anti-Flotation Device= 14,235 LBS
Volume of Concrete Req'd= 162.5 CF (Unit WT of Concrete=150 pcf)Submerged Concrete Unit Weight 87.6 pcf
Depth Provided= 3.60 FT
Volume Provided= 163.7 CF (4-ft x 4-ft Box filled 4-ft deep with concrete)
WT of Anti-Flotation Device Provided= 14,340 LBS OK
Invert of Anti-Flotation Device= 204.40 FT

SCM 1 - STM 100 FOREBAY/STORAGE TABLE
CONTOUR CONTOUR INCREMENTAL CUMULATIVE
ELEVATION (FT) AREA (SF) VOLUME (CF) VOLUME (CF)
208 3296 0 0
-
209 3808 3,552 3,552
210 4357 4,083 7,635
211 5327 4,842 12,477
SCM 1 - STM 200 FOREBAY/STORAGE TABLE
ELEVATION (FT) AREA (SF) VOLUME (CF) VOLUME (CF)
-
208 3688 0 0
209 4215 3,952 3,952
210 4776 4,496 8,447
211 5785 5,281 13,728
SCM 1 - MAIN POOL/STORAGE TABLE
CONTOUR INCREMENTAL CUMULATIVE
CONTOUR AREA VOLUME VOLUME
ELEVATION (FT) (SF) (CF) (CF)
208 12247 0 0
209 131 1 1 12,679 12,679
-
210 14001 13,556 26,235
211 15398 14,700 40,935

C-3:WET DETENTION BASIN DESIGN
PROJECT INFORMATION
Project Name: Lauder Parcel
Project Location: Coats,NC
Project Number: C22008
Date: 11/29/2023
Project Designer: JT
Checked By: -
DRAINAGE AREA INFORMATION
Drainage Area Name, DA-1 B
Drainage Area(DA)= 871,894 SF
Impervious Area(IA)= 334,346 SF
Percent Impervious(I)= 38.35
Water Quality Design Storm= 1 INCHE(S)
REQUIRED STORAGE VOLUME-SIMPLE METHOD
Determine Rv Value= 0.05+0.009(I)= 0.40 IN/IN
Storage Volume Required= 28,709 CF Based on Simple Method
REQUIRED SUFACE AREA
SA/DA= 1.31 From SA/DA Table 1 in Stormwater Design Manual
Min Req'd Surface Area= 11,422 SF(at Permanent Pool)
WET POND ELEVATIONS
Top of Dam Elevation= 221.00 FT
Emergency Spillway Elevation= 219.50 FT
Temporary Pool Elevation= 217.10 FT
Permanent Pool Elevation= 216.00 FT
Bottom of Pond Elevation= 213.00 FT
Sediment Cleanout,Bottom Elevation= 212.50 FT
PERMANENT POOL AREA AND BASIN VOLUME;
Area of Permanent Pool= 26,293 SF Elev. 216.00
Area of Bottom of Vegetated Shelf= 23,881 SF
Area of Bottom of Pond= 19,970 SF
Volume of Main Pool= 119,597 CF
Volume of Forebay= 23,919 CF
Volume of Main Pool(Exluding Vegetated Shelf)= 95,678 CF
Percentage of Forebay to Main Pool= 20.0 % OK
PERMANENT POOL SURFACE AREA
Is Permenant Pool Surface Area Sufficient(yes/no)? Yes
Proposed Surface Area= 26,293 SF
Required surface Area= 11,422 SF
AVERAGE DEPTH
Depth of Pond= 3.50 ft Depth(dist.btwn.bot.of shelf&btm.of pond,excludes sediment;
Average Depth= 3.69 ft Based on Equation 3 in Wet Pond MDC
Use Average Depth of= 3.50 ft

C-3:WET DETENTION BASIN DESIGN CONT'D
1.0 INCH VOLUME ELEVATION
Contour Incremental Accumulated
Contour Area Volume Volume,S Stage,Z
sq ft cu ft cu ft ft
216.00 26,293 0 0 216.0
Required Temporary Pool Volume= 28,709 CF 217.00 30,032 28,139 28,139 217.0
Permanent Pool Elevaton= 216.00 218.00 32,595 31,301 59,440 218.0
Temporary Pool Elevation= 217.10 219.00 25,214 28,823 88,263 219.0
Provided Temporary Pool Volume= 30,495 CF 220.00 37,889 31,334 119,597 220.0
221.00 40,610 39,237 158,834 221.0
217.10 29,177 30,495 5.00 -1
ORIFICE SIZING
Ozooys= 0.1765 CFS
Os pays= 0.0706 CFS
Orifice Size= 3.00 IN
Driving Head(Ho)= 0.30 FT
Q ormce= 0.135 CFS
Drawdown Time= 2.62 DAYS
less than 5 days(yes/no)? Yes
greater than 2 days(yes/no)? Yes
ANTI FLOTATION CALCULATIONS
Outside Length= 5.00 FT
Outside Width= 5.00 FT
Inside Length= 4.00 FT
Inside Width= 4.00 FT
Bottom Thickness= 0.50 FT
Top of Riser= 219.80 FT
Invert of Riser= 213.00 FT
Area= 25.0 SF (Outside Dim.=5-ft x 5-ft,Inside Dim.=4-ft x 4-ft)
Volume= 183 CF (Water Displaced-Top of Riser to Bottom of Riser)
Weight= 11,388 LBS (Weight Water Displaced)
Factor of Safety= 1.25
WT Req'd of Anti-Flotation Device= 14,235 LBS
Volume of Concrete Req'd= 162.5 CF (Unit WT of Concrete=150 pcf)Submerged Concrete Unit Weight 87.6 pcf
Depth Provided= 3.60 FT
Volume Provided= 163.7 CF (4-ft x 4-ft Box filled 4-ft deep with concrete)
WT of Anti-Flotation Device Provided= 14,340 LBS OK
Invert of Anti-Flotation Device= 209.40 FT

SCM 2 - STM 300 FOREBAY/STORAGE TABLE
CONTOUR CONTOUR INCREMENTAL CUMULATIVE
ELEVATION (FT) AREA (SF) VOLUME (CF) VOLUME (CF)
213 3310 0 0
-
214 3803 3,557 3,557
215 4326 4,065 I 7,621
216 5311 4,819 12,440
SCM 2 - STM 600 FOREBAY/STORAGE TABLE
CONTOUR CONTOUR INCREMENTAL CUMULATIVE
ELEVATION (FT) AREA (SF) VOLUME (CF) VOLUME (CF)
213 3114 0 0
214 _ 3594 3,354 3,354
215 4103 3,849 7,203
216 5073 4,588 11,791
SCM 2 - MAIN POOL/STORAGE TABLE
CONTOUR INCREMENTAL CUMULATIVE
CONTOUR AREA VOLUME VOLUME
ELEVATION (FT) (SF) (CF) (CF)
213 11487 0 0
214 12402 11,945 11,945
215 13347 12,875 24,819
216 15030 14,189 39,008

APPENDIX E: ROUTING CALCULATIONS
I P
.........
1 149 Executive Circle, Suite C Cary, NC 27511
NCBELS # C-3847 1919.576.9733
underfoot
Forward Thinking. Grounded Design.
ENGINEERING www.underfootengineering.com

1
Watershed Model Schematic Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2022
6 7 9
\/
11 12
VII CD CD
Legend
Hyd. Origin Description
1 SCS Runoff PRE DA-1A
2 SCS Runoff POST DA-1A
3 Reservoir DA-1A W/DETENTION
4 SCS Runoff POST DA-1A BYPASS
6 SCS Runoff PRE DA-1B
7 SCS Runoff POST DA-1B
8 Reservoir DA-1B W/DETENTION
9 SCS Runoff POST DA-1B BYPASS
11 SCS Runoff PRE-DA 2
12 SCS Runoff POST DA-2 BYASS
Project: C22008- Hydraflow.gpw Wednesday, 11 /29/2023

2
Hydrograph Return Period Recap Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2022
Hyd. Hydrograph Inflow Peak Outflow(cfs) Hydrograph
No. type hyd(s) Description
(origin) 1-yr 2-yr 3-yr 5-yr 10-yr 25-yr 50-yr 100-yr
1 SCS Runoff 12.85 22.16 53.10 74.69 113.15 PRE DA-1A
2 SCS Runoff 16.82 27.85 63.90 88.53 132.46 POST DA-1A
3 Reservoir 2 0.057 0.177 2.832 8.672 19.20 DA-1A W/DETENTION
4 SCS Runoff 0.899 3.921 18.17 29.00 49.10 POST DA-1A BYPASS
6 SCS Runoff 16.06 26.89 62.58 87.54 131.13 PRE DA-1B
7 SCS Runoff 11.17 21.83 58.57 84.63 130.95 POST DA-1 B
8 Reservoir 7 0.000 0.129 1.004 1.750 14.91 DA-1 B W/DETENTION
9 SCS Runoff 0.004 0.020 1.450 3.895 9.205 POST DA-1 B BYPASS
11 SCS Runoff 2.114 3.417 7.632 10.52 15.61 PRE-DA 2
12 SCS Runoff 0.000 0.001 0.027 0.139 0.433 POST DA-2 BYASS
Proj. file: C22008- Hydraflow.gpw Wednesday, 11 /29/2023

3
Hydrograph Summary Report Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2022
Hyd. Hydrograph Peak Time Time to Hyd. Inflow Maximum Total Hydrograph
No. type flow interval Peak volume hyd(s) elevation strge used Description
(origin) (cfs) (min) (min) (cuft) (ft) (cuft)
1 SCS Runoff 12.85 2 722 38,906 PRE DA-1A
2 SCS Runoff 16.82 2 718 35,868 POST DA-1A
3 Reservoir 0.057 2 1446 5,440 2 212.18 35,325 DA-1A W/DETENTION
4 SCS Runoff 0.899 2 720 5,910 POST DA-1A BYPASS
6 SCS Runoff 16.06 2 726 58,622 PRE DA-1B
7 SCS Runoff 11.17 2 718 27,637 POST DA-1B
8 Reservoir 0.000 2 n/a 0 7 216.98 27,637 DA-1B W/DETENTION
9 SCS Runoff 0.004 2 1440 73 POST DA-1 B BYPASS
11 SCS Runoff 2.114 2 720 5,180 PRE-DA 2
12 SCS Runoff 0.000 2 n/a 0 POST DA-2 BYASS
C22008 - Hydraflow.gpw Return Period: 1 Year Wednesday, 11 /29/2023

4
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2022 Wednesday, 11 /29/2023
Hyd. No. 1
PRE DA-1A
Hydrograph type = SCS Runoff Peak discharge = 12.85 cfs
Storm frequency = 1 yrs Time to peak = 722 min
Time interval = 2 min Hyd. volume = 38,906 cuft
Drainage area = 17.620 ac Curve number = 67
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = TR55 Time of conc. (Tc) = 11.40 min
Total precip. = 3.01 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
PRE DA-1A
Q (cfs) Hyd. No. 1 -- 1 Year Q (cfs)
14.00 - 14.00
12.00 - 12.00
10.00 10.00
8.00 8.00
6.00 6.00
4.00 4.00
2.00 - - 2.00
0.00 - 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Hyd No. 1 Time (min)

5
TR55 Tc Worksheet
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2022
Hyd. No. 1
PRE DA-1A
Description A B C Totals
Sheet Flow
Manning's n-value = 0.050 0.011 0.011
Flow length (ft) = 300.0 0.0 0.0
Two-year 24-hr precip. (in) = 3.73 0.00 0.00
Land slope (%) = 6.00 0.00 0.00
Travel Time (min) = 5.85 + 0.00 + 0.00 = 5.85
Shallow Concentrated Flow
Flow length (ft) = 478.00 0.00 0.00
Watercourse slope (%) = 5.00 0.00 0.00
Surface description = Unpaved Paved Paved
Average velocity (ft/s) =3.61 0.00 0.00
Travel Time (min) = 2.21 + 0.00 + 0.00 = 2.21
Channel Flow
X sectional flow area (sqft) = 16.00 0.00 0.00
Wetted perimeter(ft) = 14.00 0.00 0.00
Channel slope (%) = 1.00 0.00 0.00
Manning's n-value = 0.025 0.015 0.015
Velocity (ft/s) =6.52
0.00
0.00
Flow length (ft) ({0})1292.0 0.0 0.0
Travel Time (min) = 3.30 + 0.00 + 0.00 = 3.30
Total Travel Time, Tc 11.40 min

6
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2022 Wednesday, 11 /29/2023
Hyd. No. 2
POST DA-1A
Hydrograph type = SCS Runoff Peak discharge = 16.82 cfs
Storm frequency = 1 yrs Time to peak = 718 min
Time interval = 2 min Hyd. volume = 35,868 cuft
Drainage area = 17.620 ac Curve number = 67.2
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = User Time of conc. (Tc) = 5.00 min
Total precip. = 3.01 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
POST DA-1 A
Q (cfs) Hyd. No. 2 -- 1 Year Q (cfs)
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 — 1 — 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Hyd No. 2 Time (min)

7
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2022 Wednesday, 11 /29/2023
Hyd. No. 3
DA-1A W/ DETENTION
Hydrograph type = Reservoir Peak discharge = 0.057 cfs
Storm frequency = 1 yrs Time to peak = 1446 min
Time interval = 2 min Hyd. volume = 5,440 cuft
Inflow hyd. No. = 2 - POST DA-1A Max. Elevation = 212.18 ft
Reservoir name = SCM 1 Max. Storage = 35,325 cuft
Storage Indication method used.
DA-1A W/ DETENTION
Q (cfs) Hyd. No. 3 -- 1 Year Q (cfs)
18.00 - 18.00
15.00 15.00
12.00 12.00
9.00 9.00
6.00 6.00
3.00 3.00
16111-
0.00 III0.00
0 600 1200 1800 2400 3000 3600 4200 4800 5400 6000
Time (min)
Hyd No. 3 Hyd No. 2 111111111 Total storage used = 35,325 cuft

Pond Report 8
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2022 Wednesday, 11 /29/2023
Pond No. 1 - SCM 1
Pond Data
Contours-User-defined contour areas.Conic method used for volume calculation.Begining Elevation=211.00 ft
Stage/Storage Table
Stage(ft) Elevation(ft) Contour area(sqft) Incr.Storage(cuft) Total storage(cuft)
0.00 211.00 27,883 0 0
1.00 212.00 30,976 29,413 29,413
2.00 213.00 33,109 32,034 61,447
3.00 214.00 35,298 34,195 95,642
4.00 215.00 37,543 36,411 132,053
5.00 216.00 39,841 38,683 170,736
Culvert/Orifice Structures Weir Structures
[A] [B] [C] [PrfRsr] [A] [B] [C] [D]
Rise(in) = 18.00 3.00 12.00 Inactive Crest Len(ft) = 16.00 Inactive Inactive Inactive
Span(in) = 18.00 3.00 48.00 0.00 Crest El.(ft) = 214.80 0.00 0.00 0.00
No.Barrels = 1 1 1 0 Weir Coeff. = 3.33 3.33 3.33 3.33
Invert El.(ft) = 208.00 212.00 213.00 0.00 Weir Type = 1 --- --- ---
Length(ft) = 54.00 0.00 0.00 0.00 Multi-Stage = Yes No No No
Slope(%) = 0.74 0.00 0.00 n/a
N-Value = .013 .013 .013 n/a
Orifice Coeff. = 0.60 0.60 0.60 0.60 Exfil.(in/hr) = 0.000(by Wet area)
Multi-Stage = n/a Yes Yes No TW Elev.(ft) = 0.00
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 0 211.00 0.00 0.00 0.00 --- 0.00 --- --- --- --- --- 0.000
1.00 29,413 212.00 12.42 oc 0.00 0.00 --- 0.00 --- --- 0.000
2.00 61,447 213.00 12.42 oc 0.22 ic 0.00 --- 0.00 --- --- --- --- --- 0.221
3.00 95,642 214.00 13.94 oc 0.32 ic 13.62 ic --- 0.00 --- --- --- --- --- 13.94
4.00 132,053 215.00 20.18 is 0.19 is 15.22 ic --- 4.77 --- --- 20.18
5.00 170,736 216.00 22.86 is 0.04 is 3.29 ic --- 19.53 s --- --- 22.86

9
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2022 Wednesday, 11 /29/2023
Hyd. No. 4
POST DA-1A BYPASS
Hydrograph type = SCS Runoff Peak discharge = 0.899 cfs
Storm frequency = 1 yrs Time to peak = 720 min
Time interval = 2 min Hyd. volume = 5,910 cuft
Drainage area = 9.740 ac Curve number = 54.2
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = User Time of conc. (Tc) = 5.00 min
Total precip. = 3.01 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
POST DA-1 A BYPASS
Q (cfs) Hyd. No. 4 -- 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. 4 Time (min)

10
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2022 Wednesday, 11 /29/2023
Hyd. No. 6
PRE DA-1B
Hydrograph type = SCS Runoff Peak discharge = 16.06 cfs
Storm frequency = 1 yrs Time to peak = 726 min
Time interval = 2 min Hyd. volume = 58,622 cuft
Drainage area = 24.240 ac Curve number = 68.8
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = TR55 Time of conc. (Tc) = 16.80 min
Total precip. = 3.01 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
PRE DA-1 B
Q (cfs) Hyd. No. 6 -- 1 Year Q (cfs)
18.00 18.00
15.00 15.00
12.00 12.00
9.00 9.00
6.00 6.00
3.00 3.00
0.00 - \- 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Hyd No. 6 Time (min)

11
TR55 Tc Worksheet
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2022
Hyd. No. 6
PRE DA-1B
Description A B C Totals
Sheet Flow
Manning's n-value = 0.050 0.011 0.011
Flow length (ft) = 300.0 0.0 0.0
Two-year 24-hr precip. (in) = 3.65 0.00 0.00
Land slope (%) = 1.50 0.00 0.00
Travel Time (min) = 10.29 + 0.00 + 0.00 = 10.29
Shallow Concentrated Flow
Flow length (ft) = 514.00 682.00 0.00
Watercourse slope (%) = 2.44 5.14 0.00
Surface description = Unpaved Unpaved Paved
Average velocity (ft/s) =2.52 3.66 0.00
Travel Time (min) = 3.40 + 3.11 + 0.00 = 6.51
Channel Flow
X sectional flow area (sqft) = 0.00 0.00 0.00
Wetted perimeter(ft) = 0.00 0.00 0.00
Channel slope (%) = 0.00 0.00 0.00
Manning's n-value = 0.015 0.015 0.015
Velocity (ft/s) =0.00
0.00
0.00
Flow length (ft) ({0})0.0 0.0 0.0
Travel Time (min) = 0.00 + 0.00 + 0.00 = 0.00
Total Travel Time, Tc 16.80 min

12
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2022 Wednesday, 11 /29/2023
Hyd. No. 7
POST DA-1 B
Hydrograph type = SCS Runoff Peak discharge = 11.17 cfs
Storm frequency = 1 yrs Time to peak = 718 min
Time interval = 2 min Hyd. volume = 27,637 cuft
Drainage area = 20.020 ac Curve number = 62.1
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = User Time of conc. (Tc) = 5.00 min
Total precip. = 3.01 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
POST DA-1 B
Q (cfs) Hyd. No. 7 -- 1 Year Q (cfs)
12.00 12.00
10.00 - 10.00
8.00 - 8.00
6.00 - 6.00
4.00 4.00
2.00 2.00
0.00 '- 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Hyd No. 7 Time (min)

13
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2022 Wednesday, 11 /29/2023
Hyd. No. 8
DA-1 B W/ DETENTION
Hydrograph type = Reservoir Peak discharge = 0.000 cfs
Storm frequency = 1 yrs Time to peak = n/a
Time interval = 2 min Hyd. volume = 0 cuft
Inflow hyd. No. = 7 - POST DA-1B Max. Elevation = 216.98 ft
Reservoir name = SCM 2 Max. Storage = 27,637 cuft
Storage Indication method used.
DA-1 B W/ DETENTION
Q (cfs) Hyd. No. 8 -- 1 Year Q (cfs)
12.00 I 12.00
10.00 - 10.00
8.00 8.00
T
6.00 6.00
4.00 — — 4.00
2.00 - 2.00
1311111111111111111111111.M.=M
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. 7 111111111 Total storage used = 27,637 cuft

Pond Report 14
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2022 Wednesday, 11 /29/2023
Pond No. 2 - SCM 2
Pond Data
Contours-User-defined contour areas.Conic method used for volume calculation.Begining Elevation=216.00 ft
Stage/Storage Table
Stage(ft) Elevation(ft) Contour area(sqft) Incr.Storage(cuft) Total storage(cuft)
0.00 216.00 26,293 0 0
1.00 217.00 30,032 28,139 28,139
2.00 218.00 32,595 31,301 59,440
3.00 219.00 25,214 28,823 88,263
4.00 220.00 37,889 31,334 119,597
5.00 221.00 40,610 39,237 158,834
Culvert/Orifice Structures Weir Structures
[A] [B] [C] [PrfRsr] [A] [B] [C] [D]
Rise(in) = 18.00 3.00 4.00 Inactive Crest Len(ft) = 16.00 Inactive Inactive Inactive
Span(in) = 18.00 3.00 10.00 0.00 Crest El.(ft) = 219.80 0.00 0.00 0.00
No.Barrels = 1 1 1 0 Weir Coeff. = 3.33 3.33 3.33 3.33
Invert El.(ft) = 213.00 217.10 218.50 0.00 Weir Type = 1 --- --- ---
Length(ft) = 66.00 0.00 0.00 0.00 Multi-Stage = Yes No No No
Slope(%) = 1.50 0.00 0.00 n/a
N-Value = .013 .013 .013 n/a
Orifice Coeff. = 0.60 0.60 0.60 0.60 Exfil.(in/hr) = 0.000(by Wet area)
Multi-Stage = n/a Yes Yes No TW Elev.(ft) = 0.00
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 0 216.00 0.00 0.00 0.00 --- 0.00 --- --- --- --- --- 0.000
1.00 28,139 217.00 12.76 is 0.00 0.00 --- 0.00 --- --- 0.000
2.00 59,440 218.00 12.76 is 0.21 is 0.00 --- 0.00 --- --- --- --- --- 0.208
3.00 88,263 219.00 12.76 is 0.31 is 0.77 ic --- 0.00 --- --- --- --- --- 1.087
4.00 119,597 220.00 12.76 is 0.39 is 1.54 ic --- 4.77 --- --- 6.703
5.00 158,834 221.00 22.84 is 0.05 is 0.28 ic --- 22.50 s --- --- 22.83

15
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2022 Wednesday, 11 /29/2023
Hyd. No. 9
POST DA-1 B BYPASS
Hydrograph type = SCS Runoff Peak discharge = 0.004 cfs
Storm frequency = 1 yrs Time to peak = 1440 min
Time interval = 2 min Hyd. volume = 73 cuft
Drainage area = 3.450 ac Curve number = 42.4
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = User Time of conc. (Tc) = 5.00 min
Total precip. = 3.01 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
POST DA-1 B BYPASS
Q (cfs) Hyd. No. 9-- 1 Year Q (cfs)
0.10 1 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 - 10.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Hyd No. 9 Time (min)

16
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2022 Wednesday, 11 /29/2023
Hyd. No. 11
PRE-DA 2
Hydrograph type = SCS Runoff Peak discharge = 2.114 cfs
Storm frequency = 1 yrs Time to peak = 720 min
Time interval = 2 min Hyd. volume = 5,180 cuft
Drainage area = 2.100 ac Curve number = 69.1
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = TR55 Time of conc. (Tc) = 9.80 min
Total precip. = 3.01 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
PRE-DA 2
Q (cfs) Hyd. No. 11 -- 1 Year Q(cfs)
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. 11 Time (min)

17
TR55 Tc Worksheet
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2022
Hyd. No. 11
PRE-DA 2
Description A B C Totals
Sheet Flow
Manning's n-value = 0.050 0.011 0.011
Flow length (ft) = 300.0 0.0 0.0
Two-year 24-hr precip. (in) = 3.73 0.00 0.00
Land slope (%) = 2.00 0.00 0.00
Travel Time (min) = 9.08 + 0.00 + 0.00 = 9.08
Shallow Concentrated Flow
Flow length (ft) = 74.00 0.00 0.00
Watercourse slope (%) = 1.00 0.00 0.00
Surface description = Unpaved Paved Paved
Average velocity (ft/s) =1.61 0.00 0.00
Travel Time (min) = 0.76 + 0.00 + 0.00 = 0.76
Channel Flow
X sectional flow area (sqft) = 0.00 0.00 0.00
Wetted perimeter(ft) = 0.00 0.00 0.00
Channel slope (%) = 0.00 0.00 0.00
Manning's n-value = 0.015 0.015 0.015
Velocity (ft/s) =0.00
0.00
0.00
Flow length (ft) ({0})0.0 0.0 0.0
Travel Time (min) = 0.00 + 0.00 + 0.00 = 0.00
Total Travel Time, Tc 9.80 min

18
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2022 Wednesday, 11 /29/2023
Hyd. No. 12
POST DA-2 BYASS
Hydrograph type = SCS Runoff Peak discharge = 0.000 cfs
Storm frequency = 1 yrs Time to peak = n/a
Time interval = 2 min Hyd. volume = 0 cuft
Drainage area = 0.220 ac Curve number = 39
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = User Time of conc. (Tc) = 5.00 min
Total precip. = 3.01 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
POST DA-2 BYASS
Q (cfs) Hyd. No. 12 -- 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 20 40 60 80 100 120
Hyd No. 12 Time (min)

19
Hydrograph Summary Report Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2022
Hyd. Hydrograph Peak Time Time to Hyd. Inflow Maximum Total Hydrograph
No. type flow interval Peak volume hyd(s) elevation strge used Description
(origin) (cfs) (min) (min) (cuft) (ft) (cuft)
1 SCS Runoff 22.16 2 722 61,714 PRE DA-1A
2 SCS Runoff 27.85 2 718 56,744 POST DA-1A
3 Reservoir 0.177 2 1444 24,907 2 212.69 51,488 DA-1A W/DETENTION
4 SCS Runoff 3.921 2 720 12,229 POST DA-1A BYPASS
6 SCS Runoff 26.89 2 726 90,969 PRE DA-1B
7 SCS Runoff 21.83 2 718 47,126 POST DA-1B
8 Reservoir 0.129 2 1444 14,245 7 217.53 44,573 DA-1B W/DETENTION
9 SCS Runoff 0.020 2 914 704 POST DA-1B BYPASS
11 SCS Runoff 3.417 2 720 8,009 PRE-DA 2
12 SCS Runoff 0.001 2 1440 13 POST DA-2 BYASS
C22008 - Hydraflow.gpw Return Period: 2 Year Wednesday, 11 /29/2023

20
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2022 Wednesday, 11 /29/2023
Hyd. No. 1
PRE DA-1A
Hydrograph type = SCS Runoff Peak discharge = 22.16 cfs
Storm frequency = 2 yrs Time to peak = 722 min
Time interval = 2 min Hyd. volume = 61,714 cuft
Drainage area = 17.620 ac Curve number = 67
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = TR55 Time of conc. (Tc) = 11.40 min
Total precip. = 3.65 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
PRE DA-1A
Q (cfs) Hyd. No. 1 -- 2 Year Q (cfs)
24.00 24.00
20.00 20.00
1
16.00 16.00
12.00 12.00
8.00 8.00
4.007 4.00
0.00 — 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Hyd No. 1 Time (min)

21
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2022 Wednesday, 11 /29/2023
Hyd. No. 2
POST DA-1A
Hydrograph type = SCS Runoff Peak discharge = 27.85 cfs
Storm frequency = 2 yrs Time to peak = 718 min
Time interval = 2 min Hyd. volume = 56,744 cuft
Drainage area = 17.620 ac Curve number = 67.2
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = User Time of conc. (Tc) = 5.00 min
Total precip. = 3.65 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
POST DA-1 A
Q (cfs) Hyd. No. 2 -- 2 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 - i - A - 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Hyd No. 2 Time (min)

22
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2022 Wednesday, 11 /29/2023
Hyd. No. 3
DA-1A W/ DETENTION
Hydrograph type = Reservoir Peak discharge = 0.177 cfs
Storm frequency = 2 yrs Time to peak = 1444 min
Time interval = 2 min Hyd. volume = 24,907 cuft
Inflow hyd. No. = 2 - POST DA-1A Max. Elevation = 212.69 ft
Reservoir name = SCM 1 Max. Storage = 51,488 cuft
Storage Indication method used.
DA-1A W/ DETENTION
Q (cfs) Hyd. No. 3 -- 2 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
0 600 1200 1800 2400 3000 3600 4200 4800 5400 6000
Time (min)
Hyd No. 3 Hyd No. 2 111111111 Total storage used = 51,488 cuft

23
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2022 Wednesday, 11 /29/2023
Hyd. No. 4
POST DA-1A BYPASS
Hydrograph type = SCS Runoff Peak discharge = 3.921 cfs
Storm frequency = 2 yrs Time to peak = 720 min
Time interval = 2 min Hyd. volume = 12,229 cuft
Drainage area = 9.740 ac Curve number = 54.2
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = User Time of conc. (Tc) = 5.00 min
Total precip. = 3.65 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
POST DA-1A BYPASS
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 - - 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Time (min)
— Hyd No. 4

24
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2022 Wednesday, 11 /29/2023
Hyd. No. 6
PRE DA-1B
Hydrograph type = SCS Runoff Peak discharge = 26.89 cfs
Storm frequency = 2 yrs Time to peak = 726 min
Time interval = 2 min Hyd. volume = 90,969 cuft
Drainage area = 24.240 ac Curve number = 68.8
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = TR55 Time of conc. (Tc) = 16.80 min
Total precip. = 3.65 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
PRE DA-1 B
Q (cfs) Hyd. No. 6 -- 2 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 I ice- 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Time (min)
— Hyd No. 6

25
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2022 Wednesday, 11 /29/2023
Hyd. No. 7
POST DA-1 B
Hydrograph type = SCS Runoff Peak discharge = 21.83 cfs
Storm frequency = 2 yrs Time to peak = 718 min
Time interval = 2 min Hyd. volume = 47,126 cuft
Drainage area = 20.020 ac Curve number = 62.1
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = User Time of conc. (Tc) = 5.00 min
Total precip. = 3.65 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
POST DA-1 B
Q (cfs) Hyd. No. 7 -- 2 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. 7 Time (min)

26
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2022 Wednesday, 11 /29/2023
Hyd. No. 8
DA-1 B W/ DETENTION
Hydrograph type = Reservoir Peak discharge = 0.129 cfs
Storm frequency = 2 yrs Time to peak = 1444 min
Time interval = 2 min Hyd. volume = 14,245 cuft
Inflow hyd. No. = 7 - POST DA-1B Max. Elevation = 217.53 ft
Reservoir name = SCM 2 Max. Storage = 44,573 cuft
Storage Indication method used.
DA-1 B W/ DETENTION
Q (cfs) Hyd. No. 8 -- 2 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
0 600 1200 1800 2400 3000 3600 4200 4800 5400 6000
Time (min)
Hyd No. 8 Hyd No. 7 111111111 Total storage used = 44,573 cuft

27
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2022 Wednesday, 11 /29/2023
Hyd. No. 9
POST DA-1 B BYPASS
Hydrograph type = SCS Runoff Peak discharge = 0.020 cfs
Storm frequency = 2 yrs Time to peak = 914 min
Time interval = 2 min Hyd. volume = 704 cuft
Drainage area = 3.450 ac Curve number = 42.4
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = User Time of conc. (Tc) = 5.00 min
Total precip. = 3.65 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
POST DA-1 B BYPASS
Q (cfs) Hyd. No. 9-- 2 Year Q(cfs)
0.10 1 0.10
0.09 0.09
0.08 0.08
0.07 0.07
0.06 0.06
0.05 0.05
0.04 0.04
0.03 0.03
0.02 0.02
..._
0.01 ....,....
0.01
0.00 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Hyd No. 9 Time (min)

28
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2022 Wednesday, 11 /29/2023
Hyd. No. 11
PRE-DA 2
Hydrograph type = SCS Runoff Peak discharge = 3.417 cfs
Storm frequency = 2 yrs Time to peak = 720 min
Time interval = 2 min Hyd. volume = 8,009 cuft
Drainage area = 2.100 ac Curve number = 69.1
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = TR55 Time of conc. (Tc) = 9.80 min
Total precip. = 3.65 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
PRE-DA 2
Q (cfs) Hyd. No. 11 -- 2 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. 11

29
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2022 Wednesday, 11 /29/2023
Hyd. No. 12
POST DA-2 BYASS
Hydrograph type = SCS Runoff Peak discharge = 0.001 cfs
Storm frequency = 2 yrs Time to peak = 1440 min
Time interval = 2 min Hyd. volume = 13 cuft
Drainage area = 0.220 ac Curve number = 39
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = User Time of conc. (Tc) = 5.00 min
Total precip. = 3.65 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
POST DA-2 BYASS
Q (cfs) Hyd. No. 12 -- 2 Year Q (cfs)
0.10 1 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. 12 Time (min)

30
Hydrograph Summary Report Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2022
Hyd. Hydrograph Peak Time Time to Hyd. Inflow Maximum Total Hydrograph
No. type flow interval Peak volume hyd(s) elevation strge used Description
(origin) (cfs) (min) (min) (cuft) (ft) (cuft)
1 SCS Runoff 53.10 2 722 139,554 PRE DA-1A
2 SCS Runoff 63.90 2 718 127,858 POST DA-1A
3 Reservoir 2.832 2 812 94,913 2 213.33 72,655 DA-1A W/DETENTION
4 SCS Runoff 18.17 2 718 38,204 POST DA-1A BYPASS
6 SCS Runoff 62.58 2 724 199,392 PRE DA-1B
7 SCS Runoff 58.57 2 718 117,505 POST DA-1B
8 Reservoir 1.004 2 1142 80,823 7 218.94 86,485 DA-1 B W/DETENTION
9 SCS Runoff 1.450 2 720 5,332 POST DA-1 B BYPASS
11 SCS Runoff 7.632 2 720 17,468 PRE-DA 2
12 SCS Runoff 0.027 2 722 223 POST DA-2 BYASS
C22008 - Hydraflow.gpw Return Period: 10 Year Wednesday, 11 /29/2023

31
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2022 Wednesday, 11 /29/2023
Hyd. No. 1
PRE DA-1A
Hydrograph type = SCS Runoff Peak discharge = 53.10 cfs
Storm frequency = 10 yrs Time to peak = 722 min
Time interval = 2 min Hyd. volume = 139,554 cuft
Drainage area = 17.620 ac Curve number = 67
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = TR55 Time of conc. (Tc) = 11.40 min
Total precip. = 5.44 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
PRE DA-1A
Q (cfs) Hyd. No. 1 -- 10 Year Q (cfs)
60.00 60.00
50.00 50.00
40.00 40.00
30.00 30.00
20.00 20.00
10.00 10.00
) - .
0.00 - - 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Hyd No. 1 Time (min)

32
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2022 Wednesday, 11 /29/2023
Hyd. No. 2
POST DA-1A
Hydrograph type = SCS Runoff Peak discharge = 63.90 cfs
Storm frequency = 10 yrs Time to peak = 718 min
Time interval = 2 min Hyd. volume = 127,858 cuft
Drainage area = 17.620 ac Curve number = 67.2
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = User Time of conc. (Tc) = 5.00 min
Total precip. = 5.44 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
POST DA-1 A
Q (cfs) Hyd. No. 2 -- 10 Year Q (cfs)
70.00 70.00
60.00 60.00
50.00 50.00
T
40.00 40.00
30.00 - 30.00
20.00 20.00
10.00 10.00
____ i ...E-7_
0.00 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Hyd No. 2 Time (min)

33
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2022 Wednesday, 11 /29/2023
Hyd. No. 3
DA-1A W/ DETENTION
Hydrograph type = Reservoir Peak discharge = 2.832 cfs
Storm frequency = 10 yrs Time to peak = 812 min
Time interval = 2 min Hyd. volume = 94,913 cuft
Inflow hyd. No. = 2 - POST DA-1A Max. Elevation = 213.33 ft
Reservoir name = SCM 1 Max. Storage = 72,655 cuft
Storage Indication method used.
DA-1A W/ DETENTION
Q (cfs) Hyd. No. 3 -- 10 Year Q (cfs)
70.00 70.00
60.00 60.00
50.00 50.00
40.00 40.00
30.00 30.00
20.00 20.00
10.00 10.00
0.00 -. 0.00
0 600 1200 1800 2400 3000 3600 4200 4800 5400 6000
Time (min)
Hyd No. 3 Hyd No. 2 111111111 Total storage used = 72,655 cuft

34
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2022 Wednesday, 11 /29/2023
Hyd. No. 4
POST DA-1A BYPASS
Hydrograph type = SCS Runoff Peak discharge = 18.17 cfs
Storm frequency = 10 yrs Time to peak = 718 min
Time interval = 2 min Hyd. volume = 38,204 cuft
Drainage area = 9.740 ac Curve number = 54.2
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = User Time of conc. (Tc) = 5.00 min
Total precip. = 5.44 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
POST DA-1 A BYPASS
Q (cfs) Hyd. No. 4 -- 10 Year Q (cfs)
21.00 21.00
18.00 18.00
15.00 15.00
12.00 12.00
9.00 9.00
6.00 6.00
3.00 3.00
0.00 - 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Hyd No. 4 Time (min)

35
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2022 Wednesday, 11 /29/2023
Hyd. No. 6
PRE DA-1B
Hydrograph type = SCS Runoff Peak discharge = 62.58 cfs
Storm frequency = 10 yrs Time to peak = 724 min
Time interval = 2 min Hyd. volume = 199,392 cuft
Drainage area = 24.240 ac Curve number = 68.8
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = TR55 Time of conc. (Tc) = 16.80 min
Total precip. = 5.44 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
PRE DA-1 B
Q (cfs) Hyd. No. 6 -- 10 Year Q (cfs)
70.00 70.00
60.00 60.00
■
50.00 ---- 50.00
40.00 ---- 40.00
30.00 30.00
20.00 ---- II 20.00
IN
IN
10.00 ---- 1•1 I 10.00
ME__
0.00 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Hyd No. 6 Time (min)

36
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2022 Wednesday, 11 /29/2023
Hyd. No. 7
POST DA-1 B
Hydrograph type = SCS Runoff Peak discharge = 58.57 cfs
Storm frequency = 10 yrs Time to peak = 718 min
Time interval = 2 min Hyd. volume = 117,505 cuft
Drainage area = 20.020 ac Curve number = 62.1
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = User Time of conc. (Tc) = 5.00 min
Total precip. = 5.44 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
POST DA-1 B
Q (cfs) Hyd. No. 7 -- 10 Year Q (cfs)
60.00 60.00
50.00 50.00
40.00 40.00
30.00 30.00
20.00 20.00
10.00 10.00
0.00 — A 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Hyd No. 7 Time (min)

37
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2022 Wednesday, 11 /29/2023
Hyd. No. 8
DA-1 B W/ DETENTION
Hydrograph type = Reservoir Peak discharge = 1.004 cfs
Storm frequency = 10 yrs Time to peak = 1142 min
Time interval = 2 min Hyd. volume = 80,823 cuft
Inflow hyd. No. = 7 - POST DA-1B Max. Elevation = 218.94 ft
Reservoir name = SCM 2 Max. Storage = 86,485 cuft
Storage Indication method used.
DA-1 B W/ DETENTION
Q (cfs) Hyd. No. 8 -- 10 Year Q (cfs)
60.00 60.00
50.00 50.00
40.00 40.00
30.00 30.00
20.00 20.00
10.00 10.00
L""'
0.00 — � 0.00
0 600 1200 1800 2400 3000 3600 4200 4800 5400 6000
Time (min)
Hyd No. 8 Hyd No. 7 111111111 Total storage used = 86,485 cuft

38
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2022 Wednesday, 11 /29/2023
Hyd. No. 9
POST DA-1 B BYPASS
Hydrograph type = SCS Runoff Peak discharge = 1.450 cfs
Storm frequency = 10 yrs Time to peak = 720 min
Time interval = 2 min Hyd. volume = 5,332 cuft
Drainage area = 3.450 ac Curve number = 42.4
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = User Time of conc. (Tc) = 5.00 min
Total precip. = 5.44 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
POST DA-1 B BYPASS
Q (cfs) Hyd. No. 9-- 10 Year Q (cfs)
2.00 - i 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. 9 Time (min)

39
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2022 Wednesday, 11 /29/2023
Hyd. No. 11
PRE-DA 2
Hydrograph type = SCS Runoff Peak discharge = 7.632 cfs
Storm frequency = 10 yrs Time to peak = 720 min
Time interval = 2 min Hyd. volume = 17,468 cuft
Drainage area = 2.100 ac Curve number = 69.1
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = TR55 Time of conc. (Tc) = 9.80 min
Total precip. = 5.44 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
PRE-DA 2
Q (cfs) Hyd. No. 11 -- 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. 11 Time (min)

40
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2022 Wednesday, 11 /29/2023
Hyd. No. 12
POST DA-2 BYASS
Hydrograph type = SCS Runoff Peak discharge = 0.027 cfs
Storm frequency = 10 yrs Time to peak = 722 min
Time interval = 2 min Hyd. volume = 223 cuft
Drainage area = 0.220 ac Curve number = 39
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = User Time of conc. (Tc) = 5.00 min
Total precip. = 5.44 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
POST DA-2 BYASS
Q (cfs) Hyd. No. 12 -- 10 Year Q(cfs)
0.10 1 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 - t 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Hyd No. 12 Time (min)

41
Hydrograph Summary Report Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2022
Hyd. Hydrograph Peak Time Time to Hyd. Inflow Maximum Total Hydrograph
No. type flow interval Peak volume hyd(s) elevation strge used Description
(origin) (cfs) (min) (min) (cuft) (ft) (cuft)
1 SCS Runoff 74.69 2 720 194,719 PRE DA-1A
2 SCS Runoff 88.53 2 718 178,186 POST DA-1A
3 Reservoir 8.672 2 746 145,214 2 213.72 86,152 DA-1A W/DETENTION
4 SCS Runoff 29.00 2 718 58,819 POST DA-1A BYPASS
6 SCS Runoff 87.54 2 724 275,299 PRE DA-1B
7 SCS Runoff 84.63 2 718 169,261 POST DA-1B
8 Reservoir 1.750 2 1016 131,801 7 219.73 111,005 DA-1BW/DETENTION
9 SCS Runoff 3.895 2 718 9,895 POST DA-1B BYPASS
11 SCS Runoff 10.52 2 718 24,076 PRE-DA 2
12 SCS Runoff 0.139 2 720 460 POST DA-2 BYASS
C22008 - Hydraflow.gpw Return Period: 25 Year Wednesday, 11 /29/2023

42
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2022 Wednesday, 11 /29/2023
Hyd. No. 1
PRE DA-1A
Hydrograph type = SCS Runoff Peak discharge = 74.69 cfs
Storm frequency = 25 yrs Time to peak = 720 min
Time interval = 2 min Hyd. volume = 194,719 cuft
Drainage area = 17.620 ac Curve number = 67
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = TR55 Time of conc. (Tc) = 11.40 min
Total precip. = 6.55 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
PRE DA-1A
Q (cfs) Hyd. No. 1 -- 25 Year Q (cfs)
80.00 i 80.00
70.00 70.00
60.00 60.00
50.00 50.00
40.00 40.00
30.00 30.00
20.00 20.00
10.00 10.00
0.00 - 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Hyd No. 1 Time (min)

43
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2022 Wednesday, 11 /29/2023
Hyd. No. 2
POST DA-1A
Hydrograph type = SCS Runoff Peak discharge = 88.53 cfs
Storm frequency = 25 yrs Time to peak = 718 min
Time interval = 2 min Hyd. volume = 178,186 cuft
Drainage area = 17.620 ac Curve number = 67.2
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = User Time of conc. (Tc) = 5.00 min
Total precip. = 6.55 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
POST DA-1 A
Q (cfs) Hyd. No. 2 -- 25 Year Q (cfs)
90.00 ) 90.00
—
80.00 80.00
70.00 70.00
60.00 60.00
50.00 50.00
40.00 40.00
30.00 30.00
20.00 20.00
10.00 10.00
0.00 ! A — 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Hyd No. 2 Time (min)

44
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2022 Wednesday, 11 /29/2023
Hyd. No. 3
DA-1A W/ DETENTION
Hydrograph type = Reservoir Peak discharge = 8.672 cfs
Storm frequency = 25 yrs Time to peak = 746 min
Time interval = 2 min Hyd. volume = 145,214 cuft
Inflow hyd. No. = 2 - POST DA-1A Max. Elevation = 213.72 ft
Reservoir name = SCM 1 Max. Storage = 86,152 cuft
Storage Indication method used.
DA-1A W/ DETENTION
Q (cfs) Hyd. No. 3 -- 25 Year Q (cfs)
90.00 90.00
80.00 80.00
70.00 70.00
60.00 I 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
0 480 960 1440 1920 2400 2880 3360 3840 4320
Time (min)
Hyd No. 3 Hyd No. 2 111111111 Total storage used = 86,152 cuft

45
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2022 Wednesday, 11 /29/2023
Hyd. No. 4
POST DA-1A BYPASS
Hydrograph type = SCS Runoff Peak discharge = 29.00 cfs
Storm frequency = 25 yrs Time to peak = 718 min
Time interval = 2 min Hyd. volume = 58,819 cuft
Drainage area = 9.740 ac Curve number = 54.2
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = User Time of conc. (Tc) = 5.00 min
Total precip. = 6.55 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
POST DA-1 A BYPASS
Q (cfs) Hyd. No. 4 -- 25 Year Q (cfs)
30.00 I 30.00
25.00 25.00
20.00 20.00
15.00 15.00
10.00 10.00
5.00 5.00
0.00 - - 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Hyd No. 4 Time (min)

46
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2022 Wednesday, 11 /29/2023
Hyd. No. 6
PRE DA-1B
Hydrograph type = SCS Runoff Peak discharge = 87.54 cfs
Storm frequency = 25 yrs Time to peak = 724 min
Time interval = 2 min Hyd. volume = 275,299 cuft
Drainage area = 24.240 ac Curve number = 68.8
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = TR55 Time of conc. (Tc) = 16.80 min
Total precip. = 6.55 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
PRE DA-1 B
Q (cfs) Hyd. No. 6 -- 25 Year Q (cfs)
90.00 90.00
—
80.00 80.00
70.00 70.00
60.00 60.00
1
50.00 50.00
1
40.00 40.00
30.00 30.00
20.00 20.00
10.00 J10.00
_ ......_
0.00 . _ 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Hyd No. 6 Time (min)

47
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2022 Wednesday, 11 /29/2023
Hyd. No. 7
POST DA-1 B
Hydrograph type = SCS Runoff Peak discharge = 84.63 cfs
Storm frequency = 25 yrs Time to peak = 718 min
Time interval = 2 min Hyd. volume = 169,261 cuft
Drainage area = 20.020 ac Curve number = 62.1
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = User Time of conc. (Tc) = 5.00 min
Total precip. = 6.55 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
POST DA-1 B
Q (cfs) Hyd. No. 7 -- 25 Year Q (cfs)
90.00 I 90.00
—
80.00 80.00
70.00 70.00
60.00 - 60.00
50.00 50.00
40.00 40.00
30.00 30.00
20.00 20.00
10.00 10.00
0.00 ! —..." s — 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Hyd No. 7 Time (min)

48
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2022 Wednesday, 11 /29/2023
Hyd. No. 8
DA-1 B W/ DETENTION
Hydrograph type = Reservoir Peak discharge = 1.750 cfs
Storm frequency = 25 yrs Time to peak = 1016 min
Time interval = 2 min Hyd. volume = 131,801 cuft
Inflow hyd. No. = 7 - POST DA-1B Max. Elevation = 219.73 ft
Reservoir name = SCM 2 Max. Storage = 111,005 cuft
Storage Indication method used.
DA-1 B W/ DETENTION
Q (cfs) Hyd. No. 8 -- 25 Year Q (cfs)
90.00 90.00
80.00 80.00
70.00 70.00
60.00 60.00
50.00 50.00
40.00 40.00
30.00 30.00
20.00 20.00
10.00 - 10.00
0.00 - 0.00
0 600 1200 1800 2400 3000 3600 4200 4800 5400 6000
Time (min)
Hyd No. 8 Hyd No. 7 111111111 Total storage used = 111,005 cuft

49
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2022 Wednesday, 11 /29/2023
Hyd. No. 9
POST DA-1B BYPASS
Hydrograph type = SCS Runoff Peak discharge = 3.895 cfs
Storm frequency = 25 yrs Time to peak = 718 min
Time interval = 2 min Hyd. volume = 9,895 cuft
Drainage area = 3.450 ac Curve number = 42.4
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = User Time of conc. (Tc) = 5.00 min
Total precip. = 6.55 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
POST DA-1 B BYPASS
Q (cfs) Hyd. No. 9 -- 25 Year Q (cfs)
4.00 i 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

50
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2022 Wednesday, 11 /29/2023
Hyd. No. 11
PRE-DA 2
Hydrograph type = SCS Runoff Peak discharge = 10.52 cfs
Storm frequency = 25 yrs Time to peak = 718 min
Time interval = 2 min Hyd. volume = 24,076 cuft
Drainage area = 2.100 ac Curve number = 69.1
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = TR55 Time of conc. (Tc) = 9.80 min
Total precip. = 6.55 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
PRE-DA 2
Q (cfs) Hyd. No. 11 --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
Hyd No. 11 Time (min)

51
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2022 Wednesday, 11 /29/2023
Hyd. No. 12
POST DA-2 BYASS
Hydrograph type = SCS Runoff Peak discharge = 0.139 cfs
Storm frequency = 25 yrs Time to peak = 720 min
Time interval = 2 min Hyd. volume = 460 cuft
Drainage area = 0.220 ac Curve number = 39
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = User Time of conc. (Tc) = 5.00 min
Total precip. = 6.55 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
POST DA-2 BYASS
Q (cfs) Hyd. No. 12 --25 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 s - 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Hyd No. 12 Time (min)

52
Hydrograph Summary Report Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2022
Hyd. Hydrograph Peak Time Time to Hyd. Inflow Maximum Total Hydrograph
No. type flow interval Peak volume hyd(s) elevation strge used Description
(origin) (cfs) (min) (min) (cuft) (ft) (cuft)
1 SCS Runoff 113.15 2 720 293,322 PRE DA-1A
2 SCS Runoff 132.46 2 716 268,069 POST DA-1A
3 Reservoir 19.20 2 728 235,062 2 214.81 124,969 DA-1A W/DETENTION
4 SCS Runoff 49.10 2 718 98,212 POST DA-1A BYPASS
6 SCS Runoff 131.13 2 724 409,982 PRE DA-1B
7 SCS Runoff 130.95 2 718 263,848 POST DA-1B
8 Reservoir 14.91 2 740 226,017 7 220.19 126,930 DA-1B W/DETENTION
9 SCS Runoff 9.205 2 718 19,620 POST DA-1B BYPASS
11 SCS Runoff 15.61 2 718 35,788 PRE-DA 2
12 SCS Runoff 0.433 2 718 992 POST DA-2 BYASS
C22008 - Hydraflow.gpw Return Period: 100 Year Wednesday, 11 /29/2023

53
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2022 Wednesday, 11 /29/2023
Hyd. No. 1
PRE DA-1A
Hydrograph type = SCS Runoff Peak discharge = 113.15 cfs
Storm frequency = 100 yrs Time to peak = 720 min
Time interval = 2 min Hyd. volume = 293,322 cuft
Drainage area = 17.620 ac Curve number = 67
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = TR55 Time of conc. (Tc) = 11.40 min
Total precip. = 8.39 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
PRE DA-1A
Q (cfs) Hyd. No. 1 -- 100 Year Q (cfs)
120.00 120.00
100.00 100.00
80.00 80.00
60.00 •
60.00
40.00 40.00
20.00 20.00
0.00 - 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Hyd No. 1 Time (min)

54
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2022 Wednesday, 11 /29/2023
Hyd. No. 2
POST DA-1A
Hydrograph type = SCS Runoff Peak discharge = 132.46 cfs
Storm frequency = 100 yrs Time to peak = 716 min
Time interval = 2 min Hyd. volume = 268,069 cuft
Drainage area = 17.620 ac Curve number = 67.2
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = User Time of conc. (Tc) = 5.00 min
Total precip. = 8.39 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
POST DA-1 A
Q (cfs) Hyd. No. 2 -- 100 Year Q (cfs)
140.00 140.00
120.00 120.00
100.00 100.00
80.00 80.00
60.00 60.00
40.00 40.00
-t
20.00 20.00
0.00 — ' 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440
Hyd No. 2 Time (min)

55
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2022 Wednesday, 11 /29/2023
Hyd. No. 3
DA-1A W/ DETENTION
Hydrograph type = Reservoir Peak discharge = 19.20 cfs
Storm frequency = 100 yrs Time to peak = 728 min
Time interval = 2 min Hyd. volume = 235,062 cuft
Inflow hyd. No. = 2 - POST DA-1A Max. Elevation = 214.81 ft
Reservoir name = SCM 1 Max. Storage = 124,969 cuft
Storage Indication method used.
DA-1A W/ DETENTION
Q (cfs) Hyd. No. 3 -- 100 Year Q (cfs)
140.00 140.00
120.00 120.00
100.00 100.00
80.00 I 80.00
60.00 60.00
40.00 40.00
20.00 20.00
0.00 0.00
0 240 480 720 960 1200 1440 1680 1920 2160 2400
Time (min)
Hyd No. 3 Hyd No. 2 111111111 Total storage used = 124,969 cuft

56
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2022 Wednesday, 11 /29/2023
Hyd. No. 4
POST DA-1A BYPASS
Hydrograph type = SCS Runoff Peak discharge = 49.10 cfs
Storm frequency = 100 yrs Time to peak = 718 min
Time interval = 2 min Hyd. volume = 98,212 cuft
Drainage area = 9.740 ac Curve number = 54.2
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = User Time of conc. (Tc) = 5.00 min
Total precip. = 8.39 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
POST DA-1 A BYPASS
Q (cfs) Hyd. No. 4 -- 100 Year Q (cfs)
50.00 j 50.00
40.00 40.00
30.00 30.00
20.00 20.00
10.00j ft.................
10.00
0.00 - s - 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Hyd No. 4 Time (min)

57
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2022 Wednesday, 11 /29/2023
Hyd. No. 6
PRE DA-1B
Hydrograph type = SCS Runoff Peak discharge = 131.13 cfs
Storm frequency = 100 yrs Time to peak = 724 min
Time interval = 2 min Hyd. volume = 409,982 cuft
Drainage area = 24.240 ac Curve number = 68.8
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = TR55 Time of conc. (Tc) = 16.80 min
Total precip. = 8.39 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
PRE DA-1 B
Q (cfs) Hyd. No. 6 -- 100 Year Q (cfs)
140.00 140.00
120.00 120.00
100.00 100.00
80.00 80.00
60.00 •
60.00
40.00 40.00
20.00 20.00
0.00 - 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Hyd No. 6 Time (min)

58
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2022 Wednesday, 11 /29/2023
Hyd. No. 7
POST DA-1 B
Hydrograph type = SCS Runoff Peak discharge = 130.95 cfs
Storm frequency = 100 yrs Time to peak = 718 min
Time interval = 2 min Hyd. volume = 263,848 cuft
Drainage area = 20.020 ac Curve number = 62.1
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = User Time of conc. (Tc) = 5.00 min
Total precip. = 8.39 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
POST DA-1 B
Q (cfs) Hyd. No. 7 -- 100 Year Q (cfs)
140.00 140.00
120.00 120.00
100.00 100.00
80.00 80.00
60.00 60.00
40.00 40.00
20.00 20.00
rni-.--,...-----
0.00 s — 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Hyd No. 7 Time (min)

59
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2022 Wednesday, 11 /29/2023
Hyd. No. 8
DA-1 B W/ DETENTION
Hydrograph type = Reservoir Peak discharge = 14.91 cfs
Storm frequency = 100 yrs Time to peak = 740 min
Time interval = 2 min Hyd. volume = 226,017 cuft
Inflow hyd. No. = 7 - POST DA-1B Max. Elevation = 220.19 ft
Reservoir name = SCM 2 Max. Storage = 126,930 cuft
Storage Indication method used.
DA-1 B W/ DETENTION
Q (cfs) Hyd. No. 8 -- 100 Year Q (cfs)
140.00 140.00
120.00 I 120.00
100.00 100.00
80.00 80.00
60.00 60.00
40.00 40.00
20.00 20.00
kii...
0.00 - 0.00
0 480 960 1440 1920 2400 2880 3360 3840 4320
Time (min)
Hyd No. 8 Hyd No. 7 111111111 Total storage used = 126,930 cuft

60
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2022 Wednesday, 11 /29/2023
Hyd. No. 9
POST DA-1 B BYPASS
Hydrograph type = SCS Runoff Peak discharge = 9.205 cfs
Storm frequency = 100 yrs Time to peak = 718 min
Time interval = 2 min Hyd. volume = 19,620 cuft
Drainage area = 3.450 ac Curve number = 42.4
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = User Time of conc. (Tc) = 5.00 min
Total precip. = 8.39 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
POST DA-1 B BYPASS
Q (cfs) Hyd. No. 9 -- 100 Year Q (cfs)
10.00 - 10.00
8.00 8.00
6.00 ( - 6.00
4.00 - 4.00
2.00 2.00
0.00 - - 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Hyd No. 9 Time (min)

61
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2022 Wednesday, 11 /29/2023
Hyd. No. 11
PRE-DA 2
Hydrograph type = SCS Runoff Peak discharge = 15.61 cfs
Storm frequency = 100 yrs Time to peak = 718 min
Time interval = 2 min Hyd. volume = 35,788 cuft
Drainage area = 2.100 ac Curve number = 69.1
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = TR55 Time of conc. (Tc) = 9.80 min
Total precip. = 8.39 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
PRE-DA 2
Q (cfs) Hyd. No. 11 -- 100 Year Q (cfs)
18.00 18.00
15.00 15.00
12.00 12.00
9.00 9.00
6.00 6.00
3.00 3.00
0.00 - - 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Hyd No. 11 Time (min)

62
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2022 Wednesday, 11 /29/2023
Hyd. No. 12
POST DA-2 BYASS
Hydrograph type = SCS Runoff Peak discharge = 0.433 cfs
Storm frequency = 100 yrs Time to peak = 718 min
Time interval = 2 min Hyd. volume = 992 cuft
Drainage area = 0.220 ac Curve number = 39
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = User Time of conc. (Tc) = 5.00 min
Total precip. = 8.39 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
POST DA-2 BYASS
Q (cfs) Hyd. No. 12 -- 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
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. 12 Time (min)

63
Hydraflow Rainfall Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2022 Wednesday, 11 /29/2023
Return Intensity-Duration-Frequency Equation Coefficients(FHA)
Period
(Yrs) B D E (N/A)
1 66.0418 12.6000 0.8880
2 78.1105 13.0000 0.8840
3 0.0000 0.0000 0.0000
5 15.7627 1.1000 0.4497
10 77.0629 12.4000 0.8025
25 66.5822 10.9000 0.7370
50 61.1768 10.0000 0.6945
100 56.6743 9.2000 0.6559
File name:Coats NC.IDF
Intensity= B/(Tc+ D)^E
Return Intensity Values(in/hr)
Period
(Yrs) 5 min 10 15 20 25 30 35 40 45 50 55 60
1 5.17 4.14 3.47 2.99 2.64 2.36 2.14 1.96 1.81 1.68 1.57 1.47
2 6.07 4.89 4.11 3.55 3.13 2.81 2.55 2.34 2.16 2.00 1.87 1.76
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 6.99 5.34 4.52 4.00 3.64 3.36 3.14 2.96 2.81 2.69 2.58 2.48
10 7.79 6.36 5.41 4.73 4.21 3.81 3.48 3.21 2.99 2.79 2.63 2.48
25 8.67 7.09 6.05 5.31 4.76 4.32 3.97 3.68 3.43 3.22 3.04 2.88
50 9.33 7.64 6.54 5.76 5.18 4.72 4.35 4.04 3.78 3.56 3.37 3.20
100 9.95 8.16 7.01 6.20 5.59 5.11 4.72 4.40 4.13 3.90 3.70 3.52
Tc=time in minutes.Values may exceed 60.
tboada\Underfoot Engineering,Inc\The Boot-Documents\Software Support\Hydraflow\SCS Precip Data\Coats NC.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 3.01 3.65 0.00 4.65 5.44 6.55 7.45 8.39
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 C22008-Hydraflow.gpw
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2022 Wednesday, 11 /29/2023
Watershed Model Schematic 1
Hydrograph Return Period Recap 2
1 - Year
Summary Report 3
Hydrograph Reports 4
Hydrograph No. 1, SCS Runoff, PRE DA-1A 4
TR-55 Tc Worksheet 5
Hydrograph No. 2, SCS Runoff, POST DA-1A 6
Hydrograph No. 3, Reservoir, DA-1A W/ DETENTION 7
Pond Report - SCM 1 8
Hydrograph No. 4, SCS Runoff, POST DA-1A BYPASS. 9
Hydrograph No. 6, SCS Runoff, PRE DA-1B 10
TR-55 Tc Worksheet 11
Hydrograph No. 7, SCS Runoff, POST DA-1B 12
Hydrograph No. 8, Reservoir, DA-1B W/ DETENTION 13
Pond Report - SCM 2 14
Hydrograph No. 9, SCS Runoff, POST DA-1B BYPASS 15
Hydrograph No. 11, SCS Runoff, PRE-DA 2 16
TR-55 Tc Worksheet 17
Hydrograph No. 12, SCS Runoff, POST DA-2 BYASS 18
2 - Year
Summary Report 19
Hydrograph Reports 20
Hydrograph No. 1, SCS Runoff, PRE DA-1A 20
Hydrograph No. 2, SCS Runoff, POST DA-1A 21
Hydrograph No. 3, Reservoir, DA-1A W/ DETENTION 22
Hydrograph No. 4, SCS Runoff, POST DA-1A BYPASS. 23
Hydrograph No. 6, SCS Runoff, PRE DA-1B 24
Hydrograph No. 7, SCS Runoff, POST DA-1B 25
Hydrograph No. 8, Reservoir, DA-1 B W/ DETENTION 26
Hydrograph No. 9, SCS Runoff, POST DA-1B BYPASS 27
Hydrograph No. 11, SCS Runoff, PRE-DA 2 28
Hydrograph No. 12, SCS Runoff, POST DA-2 BYASS 29
10 - Year
Summary Report 30
Hydrograph Reports 31
Hydrograph No. 1, SCS Runoff, PRE DA-1A 31
Hydrograph No. 2, SCS Runoff, POST DA-1A 32
Hydrograph No. 3, Reservoir, DA-1A W/ DETENTION 33
Hydrograph No. 4, SCS Runoff, POST DA-1A BYPASS. 34
Hydrograph No. 6, SCS Runoff, PRE DA-1B 35
Hydrograph No. 7, SCS Runoff, POST DA-1B 36
Hydrograph No. 8, Reservoir, DA-1 B W/ DETENTION 37
Hydrograph No. 9, SCS Runoff, POST DA-1B BYPASS 38

Contents continued... C22008-Hydraflow.gpw
Hydrograph No. 11, SCS Runoff, PRE-DA 2 39
Hydrograph No. 12, SCS Runoff, POST DA-2 BYASS 40
25 - Year
Summary Report 41
Hydrograph Reports 42
Hydrograph No. 1, SCS Runoff, PRE DA-1A 42
Hydrograph No. 2, SCS Runoff, POST DA-1A. 43
Hydrograph No. 3, Reservoir, DA-1A W/ DETENTION 44
Hydrograph No. 4, SCS Runoff, POST DA-1A BYPASS. 45
Hydrograph No. 6, SCS Runoff, PRE DA-1B 46
Hydrograph No. 7, SCS Runoff, POST DA-1 B 47
Hydrograph No. 8, Reservoir, DA-1 B W/ DETENTION 48
Hydrograph No. 9, SCS Runoff, POST DA-1 B BYPASS 49
Hydrograph No. 11, SCS Runoff, PRE-DA 2 50
Hydrograph No. 12, SCS Runoff, POST DA-2 BYASS 51
100 - Year
Summary Report 52
Hydrograph Reports 53
Hydrograph No. 1, SCS Runoff, PRE DA-1A 53
Hydrograph No. 2, SCS Runoff, POST DA-1A. 54
Hydrograph No. 3, Reservoir, DA-1A W/ DETENTION 55
Hydrograph No. 4, SCS Runoff, POST DA-1A BYPASS. 56
Hydrograph No. 6, SCS Runoff, PRE DA-1B 57
Hydrograph No. 7, SCS Runoff, POST DA-1B 58
Hydrograph No. 8, Reservoir, DA-1 B W/ DETENTION 59
Hydrograph No. 9, SCS Runoff, POST DA-1 B BYPASS 60
Hydrograph No. 11, SCS Runoff, PRE-DA 2 61
Hydrograph No. 12, SCS Runoff, POST DA-2 BYASS 62
IDF Report 63

I
APPENDIX F: INLET CALCULATIONS
I P
.........
1 149 Executive Circle, Suite C Cary, NC 27511
NCBELS # C-3847 1919.576.9733
underfoot
Forward Thinking. Grounded Design.
ENGINEERING www.underfootengineering.com

Flow(Total Flow(Total
Downstream Upstream Inlet Upstream Inlet Upstream Pipe Diameter Capacity(Full Total Pipe Flow Total System Invert Invert Elevation(Rim) Elevation Structure Gutter Depth Gutter Spread
Upstream Node Material Pipe Length(ft) Slope(fUft) Inlet` Inlet Type Bypass Target Intercepted) Bypassed)
Node C Area(acres) Intensity*(in/h) (in) Flow)(fP/s) (ft'/s Flow fP/s)( (Upstream)(ft)ft) (Downstream)Downstream)(ft)ft) (ft) (Invert)(ft) Height(ft)
(ft'/s) (ft'/s) (in) (ft)i
348 346 0.55 0.23 7.79 15 Class III RCP 126.60 6.55 0.99 0.99 0.010 235.20 233.90 348 242.44 235.20 7.20 Drop-Grate-NCDOT 840.15 - - I - - -
347 346 0.55 0.23 7.79 15 Class Ill RCP 27.40 6.76 0.99 0.84 0.011 234.20 233.90 347 241.15 234.20 7.00 Combo-NCDOT 840.03 345 0.48 0.03 1.30 3.50
346 344 0.61 0.33 7.62 15 Class III RCP 217.00 6.50 1.53 2.96 0.010 232.20 230.00 346 240.92 232.20 8.70 Combo-NCDOT 840.03 344 0.71 0.10 1.60 4.50
345 344 0.61 0.34 7.79 15 Class Ill RCP 26.10 6.93 1.62 1.31 0.012 228.30 228.00 345 235.04 228.30 6.70 Combo-NCDOT 840.03 343 0.75 0.11 1.60 4.60
344 342 0.58 0.44 7.40 18 Class III RCP 241.80 8.27 1.89 5.66 0.006 227.20 225.70 344 234.99 227.20 7.80 Combo-NCDOT 840.03 342 0.93 0.20 1.70 5.20
343 342 0.61 0.45 7.79 15 Class Ill RCP 26.00 6.94 2.14 1.66 0.012 226.00 225.70 343 229.66 226.00 3.70 Combo-NCDOT 840.03 340 0.94 0.28 2.00 6.20
342 341 0.59 0.51 7.15 24 Class III RCP 43.10 18.87 2.15 8.71 0.007 224.70 224.40 342 229.66 224.70 5.00 Combo-NCDOT 840.03 i 340 1.05 0.36 2.10 6.60
341 336 0.60 0.49 7.11 24 Class Ill RCP 26.00 19.84 2.09 10.05 0.008 223.20 223.00 341 230.05 223.20 6.80 Combo-NCDOT 840.03 340 0.92 0.27 1.90 6.10
340 339 0.81 0.06 7.79 15 Class III RCP 26.00 5.66 0.38 1.99 0.008 224.50 224.30 _ 340 226.98 224.50 2.50 Combo-NCDOT 840.03 0 0.87 0.23 1.90 5.90
339 336 0.65 0.35 7.76 15 Class Ill RCP 208.00 4.70 1.76 3.26 0.005 224.10 223.00 339 226.96 224.10 2.90 Combo-NCDOT 840.03 0 0.76 0.17 1.80 5.50
338 337 0.61 0.41 7.79 15 Class III RCP 59.20 6.50 1.95 1.96 0.010 226.10 225.50 338 229.72 226.10 3.60 Combo-NCDOT 840.03 0 1.01 0.00 3.40 4.00
337 336 0.95 0.05 7.72 15 Class Ill RCP 41.40 7.10 0.37 2.32 0.012 225.30 224.80 337 229.45 225.30 4.10 Combo-NCDOT 840.03 0 0.19 0.00 1.50 1.00
336 331 0.73 0.10 7.09 24 Class III RCP 116.50 16.23 0.52 15.59 0.005 222.10 221.50 336 230.09 222.10 8.00 Combo-NCDOT 840.03 339 0.29 0.01 1.20 3.10
335 334 0.49 0.07 7.79 15 Class Ill RCP 151.50 6.64 0.27 0.27 0.011 229.00 227.40 335 232.99 229.00 4.00 Drop-Grate-NCDOT 840.15 - - - - -
334 333 0.56 0.44 7.49 15 Class III RCP 140.40 6.68 1.85 2.12 0.011 227.20 225.70 334 230.99 227.20 3.80 Drop-Grate-NCDOT 840.15 - - - - -
333 332 0.59 0.39 7.34 15 Class Ill RCP 30.90 7.35 1.69 3.78 0.013 225.50 225.10 333 228.70 225.50 3.20 Drop-Grate-NCDOT 840.15 - - - - -
332 331 0.60 0.07 7.32 15 Class III RCP 26.00 6.94 0.31 4.07 0.012 222.90 222.60 332 231.14 222.90 8.20 Combo-NCDOT 840.03 330 0.17 0.00 1.00 2.10
331 329 0.64 0.17 6.99 30 Class Ill RCP 96.50 29.52 0.76 19.90 0.005 220.80 220.30 331 229.88 220.80 9.10 Combo-NCDOT 840.03 329 0.41 0.03 1.40 3.70
330 329 0.65 0.13 7.79 15 Class III RCP 26.50 6.87 0.66 0.59 0.011 221.90 221.60 330 228.35 221.90 6.40 Combo-NCDOT 840.03 323 0.33 0.01 1.30 3.30
329 322 0.61 0.21 6.91 30 Class Ill RCP 73.10 30.34 0.89 21.00 0.005 220.10 219.70 329 228.80 220.10 8.70 Combo-NCDOT 840.03 322 0.49 0.05 1.50 4.20
328 326 0.57 0.35 7.79 15 Class III RCP 127.00 6.54 1.55 1.57 0.010 226.80 225.50 328 231.50 226.80 4.70 Drop-Grate-NCDOT 840.15 - - - - -
327 326 0.62 0.52 7.79 15 Class Ill RCP 26.00 6.94 2.51 1.61 0.012 224.30 224.00 327 230.88 224.30 6.60 Combo-NCDOT 840.03 325 0.99 0.31 2.00 6.30
326 324 0.62 0.52 7.64 15 Class III RCP 191.30 6.61 2.46 4.70 0.010 223.80 221.80 _ 326 230.88 223.80 7.10 Combo-NCDOT 840.03 324 0.99 0.31 2.00 6.30
325 324 0.61 0.36 7.79 15 Class Ill RCP 26.00 6.94 1.71 1.66 0.012 223.60 223.30 325 227.97 223.60 4.40 Combo-NCDOT 840.03 323 0.93 0.27 1.90 6.10
324 323 0.63 0.39 7.47 18 Class III RCP 44.50 8.63 1.84 7.87 0.007 221.30 221.00 324 227.97 221.30 6.70 Combo-NCDOT 840.03 323 0.99 0.31 2.00 6.40
323 322 0.76 0.10 7.43 24 Class Ill RCP 26.00 19.84 0.56 9.47 0.008 220.20 220.00 323 227.16 220.20 7.00 Combo-NCDOT 840.03 320 0.75 0.15 1.80 5.30
322 319 0.58 0.15 6.86 36 Class III RCP 103.90 50.68 0.60 30.23 0.006 218.90 218.30 322 227.15 218.90 8.30 Combo-NCDOT 840.03 319 0.38 0.02 1.30 3.60
321 320 0.48 0.83 7.79 15 Class Ill RCP 73.80 6.73 3.10 1.88 0.011 222.70 221.90 321 226.71 222.70 4.00 Drop-Grate-NCDOT 840.15 - - - - -
320 319 0.49 0.17 7.71 15 Class III RCP 31.10 5.18 0.64 3.06 0.006 221.70 221.50 320 226.27 221.70 4.60 Combo-NCDOT 840.03 309 0.45 0.04 1.40 4.00
319 302 0.55 0.21 6.78 36 Class Ill RCP 166.50 49.03 0.78 33.35 0.005 218.20 217.30 319 225.51 218.20 7.30 Combo-NCDOT 840.03 302 0.45 0.04 1.40 3.90
318 317 0.58 0.17 7.79 15 Class III RCP 26.00 5.66 0.77 0.66 0.008 223.70 223.50 318 227.53 223.70 3.80 Combo-NCDOT 840.03 315 0.38 0.02 1.30 3.60
317 315 0.61 0.21 7.75 15 Class Ill RCP 48.10 5.10 0.99 1.46 0.006 223.30 223.00 317 227.56 223.30 4.30 Combo-NCDOT 840.03 315 0.47 0.04 1.50 4.10
316 315 0.69 0.22 7.79 15 Class III RCP 26.00 5.66 1.18 0.92 0.008 223.20 223.00 316 226.52 223.20 3.30 Combo-NCDOT 840.03 311 0.54 0.07 1.60 4.50
315 314 0.72 0.13 7.68 15 Class Ill RCP 56.10 5.45 0.72 3.18 0.007 222.80 222.40 315 226.51 222.80 3.70 Combo-NCDOT 840.03 314 0.41 0.03 1.40 3.80
314 312 0.53 0.08 7.61 15 Class III RCP 60.30 5.26 0.32 3.64 0.007 222.20 221.80 314 225.73 222.20 3.50 Combo-NCDOT 840.03 312 0.20 0.00 1.10 2.40
313 312 0.55 0.46 7.79 15 Class Ill RCP 67.60 6.57 1.97 1.99 0.010 222.50 221.80 313 226.60 222.50 4.10 Drop-Grate-NCDOT 840.15 - - - - -
312 310 0.58 0.06 7.55 15 Class III RCP 60.90 5.23 0.26 5.83 0.007 221.60 221.20 _ 312 224.91 221.60 3.30 Combo-NCDOT 840.03 310 0.14 0.00 0.90 1.90
311 310 0.56 0.35 7.79 15 Class Ill RCP 26.00 5.67 1.53 1.26 0.008 221.40 221.20 311 223.93 221.40 2.50 Combo-NCDOT 840.03 309 0.72 0.14 1.70 5.30
310 309 0.49 0.11 7.48 18 Class III RCP 47.50 8.34 0.40 7.38 0.006 220.70 220.40 310 223.93 220.70 3.20 Combo-NCDOT 840.03 309 0.22 0.00 1.10 2.50
309 302 0.64 0.43 7.43 24 Class Ill RCP 26.00 19.84 2.05 10.67 0.008 219.70 219.50 309 223.19 219.70 3.50 Combo-NCDOT 840.03 0 1.35 0.00 3.80 5.30
308 307 0.65 0.18 7.79 15 Class III RCP 26.60 5.60 0.91 0.76 0.008 221.90 221.70 308 226.13 221.90 4.20 Combo-NCDOT 840.03 305 0.44 0.03 1.40 4.00
307 306 0.57 0.26 7.75 15 Class Ill RCP 85.20 5.42 1.15 1.65 0.007 221.50 220.90 307 226.05 221.50 4.50 Combo-NCDOT 840.03 306 0.53 0.06 1.50 4.40
306 304 0.63 0.19 7.63 15 Class III RCP 47.20 5.15 0.91 2.54 0.006 220.70 220.40 306 224.86 220.70 4.20 Combo-NCDOT 840.03 304 0.50 0.05 1.50 4.30
305 304 0.54 0.25 7.79 15 Class Ill RCP 26.10 5.65 1.05 0.94 0.008 220.60 220.40 305 224.17 220.60 3.60 Combo-NCDOT 840.03 309 0.52 0.06 1.50 4.40
304 303 0.55 0.14 7.57 15 Class III RCP 47.40 5.14 0.58 4.14 0.006 220.20 219.90 304 224.14 220.20 3.90 Combo-NCDOT 840.03 303 0.35 0.01 1.30 3.40
303 302 0.55 0.14 7.52 15 Class Ill RCP 60.60 5.25 0.58 4.73 0.007 219.70 219.30 303 223.53 219.70 3.80 Combo-NCDOT 840.03 302 0.32 0.01 1.30 3.20
302 301 0.58 0.55 6.67 36 Class III RCP 215.50 47.65 2.13 48.97 0.005 217.20 216.10 _ 302 223.22 217.20 6.00 Combo-NCDOT 840.03 0 1.33 0.00 3.70 5.20
301 300 (N/A) (N/A) 6.52 36 Class III RCP 179.60 49.77 (N/A) 47.89 0.006 216.00 215.00 301 221.71 216.00 5.70 Manhole-4'RC - - - - -
244 243 0.60 0.17 7.79 15 Class III RCP 26.00 6.94 0.79 0.68 0.012 235.40 235.10 244 242.39 235.40 7.00 Combo-NCDOT 840.03 0 0.39 0.02 1.40 3.70
243 242 0.59 0.17 7.75 15 Class Ill RCP 121.50 6.93 0.78 1.34 0.012 234.90 233.50 243 242.39 234.90 7.50 Combo-NCDOT 840.03 0 0.38 0.02 1.40 3.60
242 241 0.57 0.01 7.61 15 Class III RCP 43.10 6.95 0.04 1.36 0.012 233.30 232.80 242 243.65 233.30 10.30 Combo-NCDOT 840.03 234 0.02 0.00 0.50 1.00
241 240 0.60 0.22 7.56 15 Class Ill RCP 26.00 6.94 1.00 2.15 0.012 232.60 232.30 241 243.39 232.60 10.80 Combo-NCDOT 840.03 234 0.48 0.05 1.50 4.20
240 234 0.63 0.14 7.53 15 Class III RCP 43.10 6.95 0.66 2.73 0.012 232.10 231.60 240 243.38 232.10 11.30 Combo-NCDOT 840.03 234 0.34 0.01 1.30 3.40
239 238 0.66 0.44 7.79 15 Class Ill RCP 126.70 6.54 2.26 2.28 0.010 241.00 239.70 239 244.37 241.00 3.40 Combo-NCDOT 840.03 0 1.17 0.00 3.60 4.60
238 236 0.73 0.02 7.65 15 Class III RCP 122.20 6.66 0.11 2.35 0.011 238.00 236.70 238 246.02 238.00 8.00 Combo-NCDOT 840.03 236 0.06 0.00 0.60 1.30
237 236 0.58 0.39 7.79 15 Class Ill RCP 26.00 6.94 1.76 1.27 0.012 237.00 236.70 237 243.57 237.00 6.60 Combo-NCDOT 840.03 235 0.77 0.15 1.70 5.10
236 235 0.71 0.08 7.53 15 Class III RCP 43.10 6.95 0.43 3.95 0.012 235.00 234.50 236 243.56 235.00 8.60 Combo-NCDOT 840.03 235 0.23 0.00 1.10 2.40
235 234 0.77 0.10 7.49 18 Class Ill RCP 26.00 11.28 0.58 4.87 0.012 232.00 231.70 235 241.90 232.00 9.90 Combo-NCDOT 840.03 233 0.45 0.01 1.20 2.80
234 232 0.72 0.11 7.47 18 Class III RCP 94.90 10.78 0.59 8.35 0.011 230.50 229.50 234 241.89 230.50 11.40 Combo-NCDOT 840.03 232 0.38 0.00 1.10 2.50
233 232 0.59 0.23 7.79 15 Class Ill RCP 26.10 6.93 1.06 1.04 0.012 229.80 229.50 233 237.63 229.80 7.80 Combo-NCDOT 840.03 230 0.54 0.02 1.20 3.20
232 229 0.55 0.27 7.39 24 Class III RCP 118.10 22.80 1.10 10.26 0.010 225.30 224.10 _ 232 237.63 225.30 12.30 Combo-NCDOT 840.03 229 0.58 0.02 1.30 3.30
231 230 0.51 0.58 7.79 15 Class Ill RCP 123.70 6.62 2.30 2.32 0.011 229.20 227.90 231 232.98 229.20 3.80 Drop-Grate-NCDOT 840.15 - - - - -
230 229 0.60 0.24 7.66 15 Class III RCP 29.10 6.56 1.10 3.36 0.010 225.70 225.40 230 232.65 225.70 6.90 Combo-NCDOT 840.03 220 0.57 0.02 1.30 3.30
229 228 0.63 0.15 7.31 24 Class Ill RCP 43.10 24.35 0.69 14.13 0.012 223.90 223.40 229 231.99 223.90 8.10 Combo-NCDOT 840.03 222 0.40 0.00 1.10 2.60
228 223 0.64 0.09 7.28 24 Class III RCP 26.00 24.30 0.42 14.95 0.012 221.20 220.90 228 230.26 221.20 9.10 Combo-NCDOT 840.03 222 0.44 0.04 1.40 4.00
227 226 0.54 0.32 7.79 15 Class Ill RCP 127.00 6.53 1.35 1.36 0.010 227.20 225.90 227 231.49 227.20 4.30 Drop-Grate-NCDOT 840.15 - - - - -
226 224 0.60 0.47 7.63 15 Class III RCP 26.00 6.94 2.15 2.76 0.012 224.20 223.90 226 230.98 224.20 6.80 Combo-NCDOT 840.03 228 0.89 0.25 1.90 6.00
225 224 0.59 0.32 7.79 15 Class Ill RCP 127.00 6.53 1.47 1.48 0.010 226.70 225.40 225 232.03 226.70 5.30 Drop-Grate-NCDOT 840.15 - - - - -
224 223 0.60 0.48 7.61 15 Class III RCP 45.20 6.79 2.19 5.66 0.011 223.70 223.20 224 230.98 223.70 7.30 Combo-NCDOT 840.03 223 0.91 0.26 1.90 6.00
223 222 0.53 0.06 7.26 24 Class Ill RCP 48.70 22.91 0.23 21.08 0.010 220.70 220.20 223 230.26 220.70 9.60 Combo-NCDOT 840.03 222 0.37 0.02 1.30 3.50
222 219 0.68 0.13 7.23 24 Class III RCP 117.10 22.90 0.64 21.98 0.010 217.20 216.00 222 228.14 217.20 10.90 Combo-NCDOT 840.03 219 0.41 0.00 1.10 2.60
221 220 0.53 0.25 7.79 15 Class Ill RCP 137.10 6.53 1.03 1.04 0.010 221.50 220.10 221 224.21 221.50 2.70 Drop-Grate-NCDOT 840.15 - - - - -
220 219 0.58 0.44 7.61 15 Class III RCP 26.60 6.86 1.94 2.60 0.011 217.10 216.80 220 223.70 217.10 6.60 Combo-NCDOT 840.03 218 0.92 0.13 1.50 4.40
219 217 0.59 0.26 7.16 30 Class Ill RCP 103.70 33.70 1.10 25.27 0.007 215.10 214.40 219 223.73 215.10 8.60 Combo-NCDOT 840.03 217 0.59 0.03 1.30 3.40

Flow(Total Flow(Total
Downstream Upstream Inlet Upstream Inlet Upstream Pipe Diameter Capacity(Full Total Pipe Flow Total System Invert Invert Elevation(Rim) Elevation Structure Gutter Depth Gutter Spread
Upstream Node Material Pipe Length(ft) Slope(ft/ Inlet` Inlet Type Bypass Target Intercepted) Bypassed)
Node C Area(acres) Intensity*(in/h) (in) Flow)(ft'/s) (ft'/s Flow fP/s)( (Upstream)(ft) (Downstream)Downstream)(ft) (ft) (Invert)(ft) Height(ft)
(ft'/s) (ft'/s) (in) (ft)
218 217 0.60 0.24 7.79 15 Class III RCP 26.00 6.94 1.12 1.22 0.012 218.00 217.70 218 221.99 218.00 4.00 Combo-NCDOT 840.03 212 0.62 0.10 1.60 _ 4.80
217 216 0.63 0.21 7.09 30 Class Ill RCP 43.10 34.20 0.94 27.02 0.007 214.20 213.90 217 222.03 214.20 7.80 Combo-NCDOT 840.03 212 0.51 0.05 1.50 4.30
216 210 0.95 0.00 7.06 30 Class Ill RCP 26.00 35.97 0.01 26.92 0.008 213.70 213.50 216 222.14 213.70 8.40 Combo-NCDOT 840.03 212 0.00 0.00 0.30 0.50
215 214 0.50 0.21 7.79 15 Class Ill RCP 21.80 6.18 0.82 0.82 0.009 216.90 216.70 215 220.55 216.90 3.60 Drop-Grate-NCDOT 840.15 - - - - -
214 213 0.60 0.08 7.76 15 Class Ill RCP 26.00 5.67 0.37 1.54 0.008 216.50 216.30 214 218.94 216.50 2.40 Combo-NCDOT 840.03 0 0.26 0.00 1.20 2.80
213 211 0.57 0.12 7.72 15 Class Ill RCP 93.40 4.73 0.53 2.23 0.005 216.10 215.60 213 218.94 216.10 2.80 Combo-NCDOT 840.03 0 0.34 0.01 1.30 3.40
212 211 0.67 0.17 7.79 15 Class Ill RCP 26.40 6.88 0.89 1.21 0.011 215.90 215.60 212 220.26 215.90 4.40 Combo-NCDOT 840.03 214 0.54 0.07 1.60 4.50
211 210 0.60 0.27 7.60 15 Class Ill RCP 141.50 4.86 1.23 4.32 0.006 215.40 214.60 211 220.37 215.40 5.00 Combo-NCDOT 840.03 213 0.57 0.08 1.60 4.60
210 207 0.95 0.00 7.04 30 Class Ill RCP 148.40 30.11 0.01 30.87 0.005 213.20 212.40 _ 210 222.14 213.20 8.90 Combo-NCDOT 840.03 211 0.00 0.00 0.30 0.50
209 208 0.57 0.14 7.79 15 Class Ill RCP 127.00 6.54 0.62 0.63 0.010 215.50 214.20 209 221.15 215.50 5.60 Drop-Grate-NCDOT 840.15 - - - - -
208 207 0.60 0.26 7.59 15 Class Ill RCP 26.00 6.94 1.18 1.56 0.012 214.00 213.70 208 219.46 214.00 5.50 Combo-NCDOT 840.03 202 0.57 0.06 1.50 4.10
207 201 0.60 0.27 6.93 30 Class Ill RCP 101.00 31.61 1.12 32.69 0.006 212.20 211.60 207 219.46 212.20 7.30 Combo-NCDOT 840.03 201 0.59 0.06 1.50 4.20
206 205 0.56 0.44 7.79 15 Class Ill RCP 127.00 6.54 1.92 1.93 0.010 216.30 215.00 206 220.99 216.30 4.70 Drop-Grate-NCDOT 840.15 - - - - -
205 204 0.62 0.51 7.65 15 Class Ill RCP 26.00 6.94 2.42 3.63 0.012 214.80 214.50 205 219.98 214.80 5.20 Combo-NCDOT 840.03 202 1.07 0.21 1.70 4.90
204 201 0.58 0.24 7.62 15 Class Ill RCP 131.00 6.68 1.06 4.54 0.011 214.30 212.90 _ 204 219.98 214.30 5.70 Combo-NCDOT 840.03 201 0.54 0.02 1.20 3.20
203 202 0.55 0.23 7.79 15 Class Ill RCP 127.00 6.54 0.99 0.99 0.010 214.80 213.50 203 220.01 214.80 5.20 Drop-Grate-NCDOT 840.15 - - - - -
202 201 0.61 0.49 7.62 15 Class Ill RCP 26.00 6.94 2.28 4.22 0.012 213.20 212.90 202 217.88 213.20 4.70 Combo-NCDOT 840.03 0 1.47 0.00 3.90 5.70
201 200 0.69 0.24 6.86 30 Class Ill RCP 66.50 31.80 1.14 41.75 0.006 211.40 211.00 201 217.88 211.40 6.50 Combo-NCDOT 840.03 0 0.75 0.00 3.20 2.80
118 117 0.62 0.24 7.79 15 Class Ill RCP 26.00 6.94 1.16 0.97 0.012 220.80 220.50 118 226.37 220.80 5.60 Combo-NCDOT 840.03 116 0.56 0.04 1.40 3.70
117 115 0.62 0.21 7.76 15 Class Ill RCP 150.10 7.27 1.01 1.83 0.013 220.30 218.40 117 226.37 220.30 6.10 Combo-NCDOT 840.03 115 0.50 0.02 1.30 3.40
116 115 0.59 0.00 7.79 15 Class Ill RCP 26.00 6.94 0.00 0.21 0.012 218.70 218.40 116 221.65 218.70 3.00 Combo-NCDOT 840.03 1 110 0.04 0.00 0.50 1.00
115 114 0.57 0.21 7.60 15 Class Ill RCP 56.00 6.69 0.91 2.89 0.011 218.20 217.60 115 221.62 218.20 3.40 Combo-NCDOT 840.03 110 0.49 0.02 1.30 3.40
114 113 0.57 0.08 7.54 15 Class Ill RCP 74.50 6.69 0.34 3.20 0.011 217.40 216.60 114 221.19 217.40 3.80 Combo-NCDOT 840.03 113 0.18 0.00 1.00 2.30
113 109 0.57 0.12 7.47 15 Class Ill RCP 101.00 5.75 0.51 3.70 0.008 216.40 215.60 113 220.11 216.40 3.70 Combo-NCDOT 840.03 109 0.28 0.00 0.80 1.60
112 111 0.57 0.17 7.79 15 Class Ill RCP 76.00 5.24 0.75 0.76 0.007 217.10 216.60 112 221.68 217.10 4.60 Drop-Grate-NCDOT 840.15 - - - - -
111 110 0.50 0.27 7.66 15 Class Ill RCP 46.50 5.19 1.03 1.79 0.006 216.40 216.10 111 219.78 216.40 3.40 Drop-Grate-NCDOT 840.15 - - - - -
110 109 0.72 0.00 7.60 15 Class Ill RCP 34.40 6.03 0.01 1.95 0.009 215.90 215.60 110 218.94 215.90 3.00 Combo-NCDOT 840.03 108 0.02 0.00 0.50 1.00
109 107 0.57 0.25 7.37 18 Class Ill RCP 85.90 8.01 1.05 6.37 0.006 215.10 214.60 109 218.60 215.10 3.50 Combo-NCDOT 840.03 107 0.52 0.06 1.50 4.40
108 107 0.65 0.51 7.79 18 Class Ill RCP 26.00 9.21 2.58 3.23 0.008 214.50 214.30 _ 108 217.31 214.50 2.80 Combo-NCDOT 840.03 0 1.47 0.00 3.90 5.70
107 106 0.60 0.29 7.28 24 Class Ill RCP 27.90 19.16 1.27 11.02 0.007 213.60 213.40 107 217.31 213.60 3.70 Combo-NCDOT 840.03 0 0.82 0.00 3.20 3.10
106 102 0.58 0.23 7.25 24 Class Ill RCP 78.50 18.06 0.97 11.75 0.006 213.20 212.70 106 217.92 213.20 4.70 Combo-NCDOT 840.03 107 0.48 0.06 1.60 4.60
105 104 0.62 0.31 7.79 15 Class Ill RCP 39.80 5.61 1.50 1.23 0.008 215.10 214.80 105 223.67 215.10 8.60 Combo-NCDOT 840.03 108 0.72 0.05 1.40 3.70
104 103 0.60 0.42 7.73 15 Class Ill RCP 49.60 5.02 1.95 2.72 0.006 214.60 214.30 104 222.31 214.60 7.70 Combo-NCDOT 840.03 103 0.90 0.11 1.50 4.30 _
103 102 0.60 0.12 7.67 15 Class Ill RCP 65.60 5.64 0.55 3.60 0.008 214.10 213.60 103 220.02 214.10 5.90 Combo-NCDOT 840.03 102 0.40 0.00 1.10 2.50
102 101 0.54 0.30 7.19 24 Class Ill RCP 155.10 16.25 1.16 15.98 0.005 212.50 211.70 102 218.66 212.50 6.20 Combo-NCDOT 840.03 108 0.58 0.08 1.60 4.60 _
101 100 N/A N/A 7.05 24 Class III RCP 91.80 16.70 N/A 15.67 0.005 211.50 211.00 101 217.23 211.50 5.70 Manhole-4'RC - - - - -
M M - - MI IM M M M IM
Notes:
'Entire length of pipe is o-ring gasketed w/joints double-wrapped in non-woven filter fabric.Upstream structure shall be constructed with watertight gaskets,and pipes fitted into structure with watertight gaskets.
Gutter spread computations shown in this table are based on the 4in/hr storm.
Gutter spread bypass targets are only shown for on-grade structures which bypass to on-site targets.Structures in a sag do not have bypass targets.
Pipe sizing is based on 10-year storm intensities showin herein.
Intensities shown are based on a time of concentration(Tc)of 5 minutes.
Total System Flow is calculated based on flow intercepted at structure.Bypassed flow captured from upstream structures is included and pipe sizes are calculated accordingly.
Rim Elevations:
NCDOT 840.03 rim elev is @ edge of pavement,middle of frame.Back of curb elev is rim elev+0.42'
NCDOT 840.15 rim elev is @ top of grate
JB-Manhole rim elev is @ top of cover

I I underfoot
ENGINEERING
Riprap Outlet Protection Design
Project: Lauder Parcel
Location: Coats,NC
Project Number: C22008
Date: Nov-29-2023
Designed: JT
Checked: -
Outlet ID: STM 100
Pipe diameter= 24 inches
Pipe slope= 0.54 %
Roughness Coef.= 0.013
Full Flow Capacity= 18.29 cfs Inlcudes 1.1 Factor of Safety
Full flow velocity= 5.82 ft/sec
Figure 8.06.b.1
25
������=�������� 'one
�-----_- ---------'
20
•6 "m•NO SUM------
u ----iirea=2-"-�r�
15 ---
e!!!_mr.m__
•-•�����
_ NNE
10 - �------ ---�
e 4
leIIIIILIIrIIIM.etPl==M.W11H.. Z" 3
0 -
0 1 2 3 4 5 6 7 8 9 10
Pipe diameter(ft)
Zone from graph above= 2
Is grade of apron 10%or more: N Y/N
Zone used= 2 _ Length= 12.0 ft.
Outlet pipe diameter= 24 in. Width at Outlet= 6.0 ft.
Outlet flowrate= 18.3 cfs Width at end of Pad= 19.9 ft.
Outlet velocity= 5.82 ft/sec Stone diameter= 8 in.
Material= Class B Thickness= 12 in.
Zone Material Diameter Thickness Length
1 Class A 4 6 4 x D(o)
2 Class B 8 12 6 x D(o)
3 Class I 10 15 8 x D(o)
4 Class I 10 15 8 x D(o)
5 Class II 14 21 10 x D(o)
6 Class II 14 21 10 x D(o)
7 Special study required
Calculations based on NY DOT method-Pages 8.06.05 through 8.06.06 in NC Erosion Control Manual

I I underfoot
ENGINEERING
Riprap Outlet Protection Design
Project: Lauder Parcel
Location: Coats,NC
Project Number: C22008
Date: Nov-29-2023
Designed: JT
Checked: MAR
Outlet ID: STM 200
Pipe diameter= 30 inches
Pipe slope= 0.6 %
Roughness Coef.= 0.013
Full Flow Capacity= 34.95 cfs Inlcudes 1.1 Factor of Safety
Full flow velocity= 7.12 ft/sec
Figure 8.06.b.1
25
�������_���������� Zone
��������_•_-_-------�
20 �� =====Mmiii���
•6�� �� ne-. 1��------
u —\�-- ----i■—•=2—"—..111.g 15 I
;= ==— M
--■.■■r e!!!_mr.m__ � �■
10 -f==== .....--- Emmil
e 5
MMIMIMMItiniligrill ---liiiii
Zion --,, ---'_ ---_--- II 3
------= ------
- GIO—
0 —
0 1 2 3 4 5 6 7 8 9 10
Pipe diameter(ft)
Zone from graph above= 2
Is grade of apron 10%or more: N Y/N
Zone used= 2 _ Length= 15.0 ft.
Outlet pipe diameter= 30 in. Width at Outlet= 7.5 ft.
Outlet flowrate= 34.9 cfs Width at end of Pad= 24.8 ft.
Outlet velocity= 7.12 ft/sec Stone diameter= 8 in.
Material= Class B Thickness= 12 in.
Zone Material Diameter Thickness Length
1 Class A 4 6 4 x D(o)
2 Class B 8 12 6 x D(o)
3 Class I 10 15 8 x D(o)
4 Class I 10 15 8 x D(o)
5 Class II 14 21 10 x D(o)
6 Class II 14 21 10 x D(o)
7 Special study required
Calculations based on NY DOT method-Pages 8.06.05 through 8.06.06 in NC Erosion Control Manual

I I underfoot
ENGINEERING
Riprap Outlet Protection Design
Project: Lauder Parcel
Location: Coats,NC
Project Number: C22008
Date: Nov-29-2023
Designed: JT
Checked: MAR
Outlet ID: STM 300
Pipe diameter= 36 inches
Pipe slope= 0.56 %
Roughness Coef.= 0.013
Full Flow Capacity= 54.90 cfs Inlcudes 1.1 Factor of Safety
Full flow velocity= 7.77 ft/sec
Figure 8.06.b.1
25
iiiiiii_iiiiiiiiii Zone
iiiiii—�i-------
_ ii_____•_.� _
20 —i -------��ii
•6ii �� ne_, 1�i------
iiii ���iM' MINI—M
i\�ii ii--��—irk
°' 15 i==i—ii---iii iii---
�i ii i
---"--2—i ■.■■�■ e 5
iiiiii NM ��i
10 INI -`iiiiii iii�
-i1�T-iiiiii -riff,e 4
`_ S.MIL]ESaiii-
,=====ffirmw�Zii--l!,--=Ei! i—= Mdm
�j---- -�
0 -
0 1 2 3 4 5 6 7 8 9 10
Pipe diameter(ft)
Zone from graph above= 2
Is grade of apron 10%or more: N Y/N
Zone used= 2 _ Length= 18.0 ft.
Outlet pipe diameter= 36 in. Width at Outlet= 9.0 ft.
Outlet flowrate= 54.9 cfs Width at end of Pad= 29.8 ft.
Outlet velocity= 7.77 ft/sec Stone diameter= 8 in.
Material= Class B Thickness= 12 in.
Zone Material Diameter Thickness Length
1 Class A 4 6 4 x D(o)
2 Class B 8 12 6 x D(o)
3 Class I 10 15 8 x D(o)
4 Class I 10 15 8 x D(o)
5 Class II 14 21 10 x D(o)
6 Class II 14 21 10 x D(o)
7 Special study required
Calculations based on NY DOT method-Pages 8.06.05 through 8.06.06 in NC Erosion Control Manual

I I underfoot
ENGINEERING
Riprap Outlet Protection Design
Project: Lauder Parcel
Location: Coats,NC
Project Number: C22008
Date: Nov-29-2023
Designed: JT
Checked: MAR
Outlet ID: STM 400
Pipe diameter= 18 inches
Pipe slope= 1.12 %
Roughness Coef.= 0.013
Full Flow Capacity= 12.23 cfs Inlcudes 1.1 Factor of Safety
Full flow velocity= 6.92 ft/sec
Figure 8.06.b.1
25
one`
20
Zone 6-
—"NM
w 15
0 10 \��� 7 e5
re 4
6.9-ftfset
Ane 1 Zan 3
MMMMM
0 -
0 1 2 3 4 5 6 7 8 9 10
Pipe diameter(ft)
Zone from graph above= 2
Is grade of apron 10%or more: N Y/N
Zone used= 2 _ Length= 9.0 ft.
Outlet pipe diameter= 18 in. Width at Outlet= 4.5 ft.
Outlet flowrate= 12.2 cfs Width at end of Pad= 14.9 ft.
Outlet velocity= 6.92 ft/sec Stone diameter= 8 in.
Material= Class B Thickness= 12 in.
Zone Material Diameter Thickness Length
1 Class A 4 6 4 x D(o)
2 Class B 8 12 6 x D(o)
3 Class I 10 15 8 x D(o)
4 Class I 10 15 8 x D(o)
5 Class II 14 21 10 x D(o)
6 Class II 14 21 10 x D(o)
7 Special study required
Calculations based on NY DOT method-Pages 8.06.05 through 8.06.06 in NC Erosion Control Manual

I I underfoot
ENGINEERING
Riprap Outlet Protection Design
Project: Lauder Parcel
Location: Coats,NC
Project Number: C22008
Date: Nov-29-2023
Designed: JT
Checked: MAR
Outlet ID: STM 500
Pipe diameter= 18 inches
Pipe slope= 1.5 %
Roughness Coef.= 0.013
Full Flow Capacity= 14.15 cfs Inlcudes 1.1 Factor of Safety
Full flow velocity= 8.01 ft/sec
Figure 8.06.b.1
25
one`
20
Zone 6
15
o 10 Zane 5
• 8.0 ft/bw _______ re 4
Zone 1 1�---■■■
MMMMM mm ---�_Gm� Za 3
0 - -
0 1 2 3 4 5 6 7 8 9 10
Pipe diameter(ft)
Zone from graph above= 2
Is grade of apron 10%or more: N Y/N
Zone used= 2 _ Length= 9.0 ft.
Outlet pipe diameter= 18 in. Width at Outlet= 4.5 ft.
Outlet flowrate= 14.2 cfs Width at end of Pad= 14.9 ft.
Outlet velocity= 8.01 ft/sec Stone diameter= 8 in.
Material= Class B Thickness= 12 in.
Zone Material Diameter Thickness Length
1 Class A 4 6 4 x D(o)
2 Class B 8 12 6 x D(o)
3 Class I 10 15 8 x D(o)
4 Class I 10 15 8 x D(o)
5 Class II 14 21 10 x D(o)
6 Class II 14 21 10 x D(o)
7 Special study required
Calculations based on NY DOT method-Pages 8.06.05 through 8.06.06 in NC Erosion Control Manual

I I underfoot
ENGINEERING
Riprap Outlet Protection Design
Project: Lauder Parcel
Location: Coats,NC
Project Number: C22008
Date: Nov-29-2023
Designed: JT
Checked: MAR
Outlet ID: STM 600
Pipe diameter= 24 inches
Pipe slope= 0.92 %
Roughness Coef.= 0.013
Full Flow Capacity= 23.87 cfs Inlcudes 1.1 Factor of Safety
Full flow velocity= 7.60 ft/sec
Figure 8.06.b.1
25
done
20
Zone-6
10 Aaae 5
o
/.6 ft/sec re 4
Aloe 1 -- 1�---.■■-Aa 3
MMMMM
0 - -
0 1 2 3 4 5 6 7 8 9 10
Pipe diameter(ft)
Zone from graph above= 2
Is grade of apron 10%or more: N Y/N
Zone used= 2 _ Length= 12.0 ft.
Outlet pipe diameter= 24 in. Width at Outlet= 6.0 ft.
Outlet flowrate= 23.9 cfs Width at end of Pad= 19.9 ft.
Outlet velocity= 7.60 ft/sec Stone diameter= 8 in.
Material= Class B Thickness= 12 in.
Zone Material Diameter Thickness Length
1 Class A 4 6 4 x D(o)
2 Class B 8 12 6 x D(o)
3 Class I 10 15 8 x D(o)
4 Class I 10 15 8 x D(o)
5 Class II 14 21 10 x D(o)
6 Class II 14 21 10 x D(o)
7 Special study required
Calculations based on NY DOT method-Pages 8.06.05 through 8.06.06 in NC Erosion Control Manual

Profile Report
Profile: 105 to 102
105 to 102 - Coats - 10yr
Label:105
224 Type:Catch Basin
ID:327
223.5
223 Label:104
.e:Catch Basin
222.5 D.344 I I I I I I I
222
221.5
221
Label:103
220.5 l.e:Catch Basin
r...., 220 :• 43
4--I
``- 219.5 Labe:102
C 219 Type:Catch Basin
ID:342
O 218.5
I . 218
CO 11111
> 217.5
CD Label:105-104
217 Type:-Cur dolt Label:104-103
w ID:282
216.5 Type:Conduit
ID:287 Label:103-102
216liptC303. it
215.5
215
214.5 _______10.
214
213.5
213
212.5
-5 0 5 10 15 20 25 30 35 40 45 50 55 60 65 70 75 80 85 90 95100 091 q 19 20 29 30 39 40 45150155160
Station (ft)
StormCAD
C22008-StormCAD Model.stsw Bentley Systems,Inc. Haestad Methods Solution Center [10.03.04.53]
4/6/2023 76 Watertown Road,Suite 2D Thomaston,CT 06787 USA [phone] Page 1 of 1

Profile Report
Profile: 108 to 107
108 to 107 - Coats - 10yr
217.7 ■■■■■■■■■■■■■■■■■■■■■■■■■■■■■r �■
217.6 ETTl.517■■■■■■■■■■.111.■■■■■■■.71Tri i1 i
21T�,ape iii iiliir����I■■■■■■■■���e ,*1 ANrill AM
�Zlsin
217.3 1122"-11 M�I■■■■■■■■■■■■■■■■■■l� --- '
217. ■■■■ ■■■■■■■■■■■■■■■■■■■■� ■■�
217.2 ■■� �■■■■■■■■■■■■■■■■■■■■� ■■�
2 17 ■■■■ ■■■■
216.9 ■■.
216.8 M. .■■■■■■■■■■■■■■■■■■■■. ■■�
216.7 ■■� ■■■■■■■■■■■■■■■■■■■■� ■■�
216.6 M. .■■■■■■■■■■■■■■■■■■■■. ■■�
216.5 M. .■■■■■■■■■■■■■■■■■■■■. ■■�
216.4 N■■� ■■■■■■11_mieranumm■■■■■o N■■m
216.3 ■■■■ M■■■■■■INIIIMI NI ' �l■■■■■■N ■■■■
216.2
■■■■ ■■■■■■■■Igiiii iiii`i■■■■■■■ ■■■■
216.1 ■■■■ ■■■■■■■■■IL'FLEA■■■■■■■■■ ■■■■
216 ��■�����==:��■��■■■■■� ■■�
215.9 M. MUM���-- ���� ■■�
O 215.8 ■■� �■■■■■■■■l�l■ 1111111 � �■
� _--
215.7 ■■� ■■■■■■■■■■■■■■■■■■■�� ■■�
�--+ 215.6 M. ■■■■■■■■■■■■■■■■■■■■� ■■�
> 215.4 _ _ ���■.� ■■�
215.3 ■■■■ ■_■_■_■■■■■■■■■■��■����� I���
W 215.2 �����■■■■■■■■■■■■� iid��
21251.51 ■l1■1Inn��- ��■������� ■■�
214.9 M. ■■■■■■■■■��■�����-_ '■■�
214.8 ■■� ■■■■■■■■■■■■■■■■■■■�� ■■■■
214.7 M. ■■■■■■■■■■■■■■■■■■■■` •==•
214.6 ■■■■ ��■■■■■■■■■■■■■■■■■■■� ■■�
214.5 -��������■■■■■■■■� ■■�
214.3 ■■■■■■■■■■■■■�������� MUM
-
214.2 ■■■■■■■■■■■■■■■■■■■■■■■■l ni N■■E
214.1 ■■■■■■■■■■■■■■■■■■■■■■■■■. ■■�
214 ■■■■■■■■■■■■■■■■■■■■■■■■■� ■■�
213.9 ■■■■■■■■■■■■■■■■■■■■■■■■■. ■■�
213.8 ■■■■■■■■■■■■■■■■■■■■■■■■■. .■1111
213.7 ■■■■■■■■■■■■■■■■■■■■■■■■■. ■■�
213.6 ■■■■■■■■■■■ ■■■■■■■■■■■. ■■■■
-2 -1 0 1 2 3 4 5 6 7 8 9 10 11 12 1314 1516 171819 20 21 22 23 24 25 26 27 28 29
Station (ft)
StormCAD
C22008-StormCAD Model.stsw Bentley Systems,Inc. Haestad Methods Solution Center [10.03.04.53]
4/6/2023 76 Watertown Road,Suite 2D Thomaston,CT 06787 USA [phone] Page 1 of 1

Profile Report
Profile: 112 to 109
ll2to 09 - Coats - 1 0yr
222.6
222.4 Label: I iz
2 222Type: Cat 1 Basin
22
221.8 ID: 3 4
221.6
221.4
221.2
221
220.8
220.6
220.4 Label: 111 220.2
220
219.8
219.6
219.4 a e: 2-111 •
aL-bel 109
219.2 0 219 Type: Conduit I • '-• _ Basin
218.8 ID. 293 —1 31
218.6 Label: 111-110
218.4
218.2 Type: Conduit
0 218 ID. 308 Label: 110-109
uJ 217.8 Type: C•nduil
217.6
217.4
217.2 —
217 - —
216.8
216.6
216.4
216.2
216 - -
215.8
215.6
215.4
215.2
215
-5 0 5 10 15 20 25 30 35 40 45 50 55 60 65 70 75 80 85 90 95 100 105 110 115 120 125 130 135 140 145 150 155 160
Station (ft)
StormCAD
C22008-StormCAD Model.stsw Bentley Systems,Inc. Haestad Methods Solution Center [10.03.04.53]
4/6/2023 76 Watertown Road,Suite 2D Thomaston,CT 06787 USA [phone] Page 1 of 1

Profile Report
Profile: 116 to 115
116 to 115 - Coats - 10yr
222.1
I
221.9
Lame 116 bel: 11
0e.22 Catch Basin _ .- _ _ . .sin
221.7 ID: 338 D: 3 7
221.6
221.5 - -
221.4 LinumenemmemenummememiLabel:
221.3 - -
221.2 - -
221.1
221
220.9 - -
220.8 - -
r� 220.7 - -
1 220.E
`� 220.5
220.4 116-115
C 220.3ype: Conduit
0 220.2I D: 294
�-+ 220.1
CO 220 - -
\ 219.9 -
/^' 219.8
V! 219.7
W 219.6 - .
219.5 - . -
219.4
219.3
219.2
219.1
219
218.9
218.8
218.7
218.6
218.5
218.4
218.3
218.2
218.1
-2 -1 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29
Station (ft)
StormCAD
C22008-StormCAD Model.stsw Bentley Systems,Inc. Haestad Methods Solution Center [10.03.04.53]
4/6/2023 76 Watertown Road,Suite 2D Thomaston,CT 06787 USA [phone] Page 1 of 1

Profile Report
Profile: 118 to 100
8 to 00 Coats _
10yr
Label:118 Label:117
227 Type.Catch 9 "atch Basin
226.5 _ID:340_]D7{
22
225.5 ----------
225
224.5
224 Label:117-115
223.5 • Label:118-1-7 Type:conduit
223 ape:-C-6ndrd ID:267 ub 17-15
222.5 - IB.266 Ty c^Ggt.. Be,h, Label:114 --------
222 Ty,.Catui Do$ifl
2 21.5 Ty,. •_36 Label:113•
221 — = Lebo:115 111 •.e:Catch Basin
220.5 .' ase: ''lE,f
zzo ID:zss ����� gal.= 1.
219.5 1pe:condyt
----- ID:296 La.e: - -`4.- =-- Lab-I'106
219 •— • Type: .n.u, •�• •
(� 218 5 _ .- 7Tyoe:Catch Basin __
��— Ls bet:109-.1 •Catch B. __ Lab
218 - Toe:Catch Basin
217.5 •' 3ID-
217 _ �_ .AID:315.
LLI 216.5 •L:be1:107 Label: 06-102
216 �!��_ -^ ,IBr316 Type:•onduit Label'102-10]
215.5 ID:313 T.e:C nduit
215 =!1 ID:314
214.5 Type:Conduit •
214 3 0
213.5 — _ La el.100
213 3 ''lutfall
212.5 -------- DI 07
212
211.5 — • • •
211
-20 0 20 40 60 80 100 120 140 160 180 200 220 240 260 280 300 320 340 360 380 400 420 440 460 480 500 520 540 560 580 600 620 640 660 680 700 720 740 760 780 800 820 840 860
Station (ft)
StormCAD
C22008-StormCAD Model.stsw Bentley Systems,Inc. Haestad Methods Solution Center [10.03.04.53]
4/6/2023 76 Watertown Road,Suite 2D Thomaston,CT 06787 USA [phone] Page 1 of 1

Profile Report
Profile: 203 to 201
203 to 201 - Coats - 10yr
Label: 203
Type: Catch Basin
220.2 D: 393
220
219.6
219.6
219.4
219.2
219
218.8 Label: 202 Label: 201
218.E 218.4 • (;atr.h RasiType• Catch Basin
218.2 218 I 1392 I 1
217.8 217.6 Label: 203-202
217.4
2,7.2 Type: Conduit
�--' 217 ID: 304
216.8
216.6
216.4
0 216.2
216
�--+ 215.8
215.6 _abet: 202-201
\� 215.4
^, 215.2 -
W 215
214.8 ID: 317
w 214.6
214.4 -
214.2
214
213.8
213.6
213.4
213.2
213
212.8
212.6
212.4
212.2
212
211.8
211.6
211.4
-5 0 5 10 15 20 25 30 35 40 45 50 55 60 65 70 75 80 85 90 95 100 105 110 115 120 125 130 135 140 145 150 155 160
Station (ft)
StormCAD
C22008-StormCAD Model.stsw Bentley Systems,Inc. Haestad Methods Solution Center [10.03.04.53]
4/6/2023 76 Watertown Road,Suite 2D Thomaston,CT 06787 USA [phone] Page 1 of 1

Profile Report
Profile: 206 to 201
206 to 201 _ Coats oyr
222.5 _abel: 206
222Type: Catc asin
221.5 ID: 6 NLeI: 205 Label: 204
221 • Catch Catch Basin
220.5
220 ID: 395 -
219.5 Labcl: 206-205
219 Type: Conduit Label: 201
218 5 ID: 298 T e: Catch Basin
218 IU�91
217.5 lel: 205-204 Label: 204-201
O 217 Type: CondL it T-ypa---onduit
CO 216.5 ID: 305 ID: 306
216
215.5
LLI 215
214.5
214
213.5
213
212.5
212
211.5 _
211
-10 0 10 20 30 40 50 60 70 80 90 100 110 120 130 140 150 160 170 180 190 200 210 220 230 240 250 260 270 280 290
Station (ft)
StormCAD
C22008-StormCAD Model.stsw Bentley Systems,Inc. Haestad Methods Solution Center [10.03.04.53]
4/6/2023 76 Watertown Road,Suite 2D Thomaston,CT 06787 USA [phone] Page 1 of 1

Profile Report
Profile: 209 to 207
209 to 207 - Coats - 1 pyr
Label: 209
Type: Catch Basin
221.199999999999 ID: 399
220.999999999999
220.799999999999
220.6 207
220.4 ��• m • -
220.2
ilffailialelMIN
220 e - - c :asi ype: atifiiBasin
219.6 219.6 I: 398 ID.4c 97 219.4
219.2
219
218.8
218.6
218.4 Label: 209-208
218.2
218 Type: Conduit
a + 217.6 I D: 297
4- 217.6
...../
217.4
C 217.2
218 0
216.8 -
216.6
216.4 CD 216.2 _a-be : ii i
N 21 216 Type: Conduit
5.8
215.6 - D: 309
w 215.4
215.2
215
214.8
214.6
214.4
214.2
214
213.8
213.6
213.4
213.2
213
212.8
212.6
212.4
212.2
212
-5 0 5 10 15 20 25 30 35 40 45 50 55 60 65 70 75 80 85 90 95 100 105 110 115 120 125 130 135 140 145 150 155 160
Station (ft)
StormCAD
C22008-StormCAD Model.stsw Bentley Systems,Inc. Haestad Methods Solution Center [10.03.04.53]
4/6/2023 76 Watertown Road,Suite 2D Thomaston,CT 06787 USA [phone] Page 1 of 1

Profile Report
Profile: 212 to 211
212 to 211 - Coats - 10yr
221
220.8
Lab-. 11
220.6 Label.212 I ype: , basin
220Jype: Catch Basin —� .
ID:402
220.2
220
219,8
219,6
219,4
219.2
219
218.8
218.6
218,4
0
218,2
CO
218
217,8
w 217,6 Label:212,211
Type:Condit
217.4 ID:30I
217.2
217
216.8
216.6
216.4
216.2
216
215.8
215.6
215.4
-2-1 0 1 2 3 4 5 6 7 8 9 1011 121314 1516 171819 20 21 22 23 24 25 26 27 28 29
Station (ft)
StormCAD
C22008-StormCAD Model.stsw Bentley Systems,Inc. Haestad Methods Solution Center [10.03.04.53]
4/6/2023 76 Watertown Road,Suite 2D Thomaston,CT 06787 USA [phone] Page 1 of 1

Profile Report
Profile: 215 to 210
215 to 21 0 Coats 1 0yr
Label: 210
222599999999999 T •e: Catch Basin
22299999999999
222.1.199999999999 1:1 -
221.999999999999
221,79999999999
221.6 -
221.4 .
221.2 Ty.1 y3; t i.. iii
221 -- iI!LIS r.n�11.Cr,
220.8 D, - •
0 -- �1. . .� -_
220.E
220.4 '-- WCIir
_--
2220 ^ -
zz0 suaei ...al.
219.8 _
1.11111 I.
_ _
iiI
219.E 'V w-I - .i�lLY1N'f�l .III
219.a re_ I��.�e .?'
219 ! : e•._ -F-1T��j ilitiliMEMIl-
`� 218.E
218.
C 218.4 I ,
0 218.2218 IllINCIN-= :-•• MI:In iMAIt
•///}}}}���� 217.6 ==217.8 -. 0 W Y ..
l V 217.4 -u -= D]Zj
/\ 217.2
^` 217
aJ 2,6.8 --Mm
216.E
w '� -
216.4
2,6.2 = -216 ,
--
215.8 -- -
215.6 --
215.4 --
215
215 --
214.6 --
214.4
-
214.2 --
214 --
214 --
213.6 --
213.4 --
213.2 --
213
213
-10 0 10 20 30 40 50 60 70 BO 90 100 1,0 120 130 140 150 160 170 180 190 200 210 220 230 240 250 260 270 280 290
Station (ft)
StormCAD
C22008-StormCAD Model.stsw Bentley Systems,Inc. Haestad Methods Solution Center [10.03.04.53]
4/6/2023 76 Watertown Road,Suite 2D Thomaston,CT 06787 USA [phone] Page 1 of 1

Profile Report
Profile: 218 to 217
218 to 217 - Coats - 10yr
222.6
222.4
Label:218 - el: 11
2 ype:Catch Basin ir - in
atI
zzz ID:408MI
221.8
221.6
221.4
221.2
221
220.8
220.6
220.4
220.2
220
219.8
Label:218-217
219.6 Type:Conduit
ID:292
219.4
219.2
9
218.8
218.E .
O 218.4
(13 218.2
a) 218
217.8
217.6
217.4
217.2
217
216.8
216.6
216.4
216.2
216
215.8
215.6
215.4
215.2
215
214.8
214.6
214.4
214.2
214
-2-1 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29
Station (ft)
StormCAD
C22008-StormCAD Model.stsw Bentley Systems,Inc. Haestad Methods Solution Center [10.03.04.53]
4/6/2023 76 Watertown Road,Suite 2D Thomaston,CT 06787 USA [phone] Page 1 of 1

Profile Report
Profile: 221 to 219
221 to 219 - Coats - 10yr
225.399999999999 a 225.199999999999 Lbel: 221
224.9999994p999
224.7999999 9voe: ..i . 9
224.5999999999 Label. 221-220Basin
224.399999999999 ID: 'AA 1 -
224.199999999999 Type: Conduit
223.999999999999 4+0 I 409
223.799999999999 I U )/'7..,
223.6 : 2 P3
223.4
223.2
223
222.8
222.6
222.4
222.2
222
,......\ 221.8
.i / 221.6
4- 221.4
`..../ 221.2
221
C 220.8
O 220.6
220.4
}. 220.220
21
CO 29.8
> 219.6 219.4 Label: 220-21 y
CD 219.2 Type: Conduit
219
W 218.8 ID: 281
218.4
218.2
218
217.8 inommess
217.6
711111111111
217.4
217.2
217
216.8
216.6
216.4
216.2
216
215.8
215.6
215.4
215.2
215
-5 D 5 10 15 20 25 30 35 40 45 50 55 60 65 70 75 80 85 90 95 100 105 110 115 120 125 130 135 140 145 150 155 160 165 170
Station (ft)
StormCAD
C22008-StormCAD Model.stsw Bentley Systems,Inc. Haestad Methods Solution Center [10.03.04.53]
4/6/2023 76 Watertown Road,Suite 2D Thomaston,CT 06787 USA [phone] Page 1 of 1

Profile Report
Profile: 225 to 224
225to224 - Coats
- lOyr
Label: 225
Type: Catch Basin
.6
232.4 ID: 41 Label: 224
232.2
232 231.8 • Catch Basin
231.6
231.4
231.2 I D,
414
231
230.8
230.6
230.4
230.2
230
Label: 225-224
229.8
229.E 229.4 Type: Conduit
229.2
229 ID: 232
228.8
228.6
O 228.4
228.2
228
227.8
227.6
` 227.4
(� 227.2
W 228
226.8
226.6
226.4
226.2
226
225.8
225.6
225.4
225.2
225
224.8
224.6
224.4
224.2
224
223.8
223.6
-5 0 5 10 15 20 25 30 35 40 45 50 55 60 65 70 75 80 B5 90 95 100 105 110 115 120 125 130
Station (ft)
StormCAD
C22008-StormCAD Model.stsw Bentley Systems,Inc. Haestad Methods Solution Center [10.03.04.53]
4/6/2023 76 Watertown Road,Suite 2D Thomaston,CT 06787 USA [phone] Page 1 of 1

Profile Report
Profile: 227 to 223
227 to 223 - Coats - 10yr - Time : 0 . 00
233
232.5 Label: 227
232ype: Catc -asin Label: 226 Label: 224
231.5 ID:4
231 ID:41• •l' '4 Label: 223
Ty.-: Catch Basin
230.5 II:413
230 Label: 227-226
229.5 Type: Conduit
ID: 235
229
4-8 228.5
4-
228
C 227.5
O 227
4-0 226.5 Label: 226-224
Co 226 Type: Conduit Label: 224-223
ID:237 Type: Conduit
a) 225.5 ID: 238
UJ 225
224.5
224
223.5
223
222.5
222
221.5I
221
220.5
-5 0 5 10 15 20 25 30 35 40 45 50 55 60 65 70 75 80 85 90 95100 09 10115120129 30139 401 45150155160169 7017518018519019T0205
Station (ft)
StormCAD
C22008-StormCAD Model.stsw Bentley Systems,Inc. Haestad Methods Solution Center [10.03.04.53]
4/6/2023 76 Watertown Road,Suite 2D Thomaston,CT 06787 USA [phone] Page 1 of 1

Profile Report
Profile: 231 to 229
231 to 229 - Coats - 10yr
234.199999999999
233.999999999999 L- •- . 23 r
233.799999999999
233.59999999T9pe: Ca ch Basin Labe : _ _
233.39999999 9
233.199999999999 ID: . : Catch Basin 232.999999999999 % i' : 229
232.799999999999 i : A
232.6 - - --- ype: Catch Basin
232.4
232.2 Label:231-230 4 9
232
231.8
231.6 Type: Conduit
231.4 . - - I
231.2
231
230.8
230.6
230.4
230.2
`� 230 1
229.8
-
229.6
O 229.4
-
229.2
229
228.8
CO 228.6
228.4
W 228.8 t1 w
228
227.8
227.6
ype: on'
W 227.4 ID: 231
227.2
227
226.8 P
226.6
226.4 226.2
226
225.8 001
225.6
225.4
225.2 mom
225
224.8
224.6
224.4
224.2
224
223.8
-5 0 5 10 15 20 25 30 35 40 45 50 55 60 65 70 75 80 85 90 95 100 105 110 115 120 125 130 135 140 145 150 155
Station (ft)
StormCAD
C22008-StormCAD Model.stsw Bentley Systems,Inc. Haestad Methods Solution Center [10.03.04.53]
4/6/2023 76 Watertown Road,Suite 2D Thomaston,CT 06787 USA [phone] Page 1 of 1

Profile Report
Profile: 233 to 232
233 to232-Coats- 10yr
Ty,C i'7e sp
Tyra 1: Basin
2ss.s
235.5
234.5
234
2ss.s
0
232.5
231.5 Type',Cand,6
> Ib:226
N
W zai
230.5
m
ne.s -1
220
225.5
227.5
m /
220
225.5
Station(ft)
StormCAD
C22008-StormCAD Model.stsw Bentley Systems,Inc. Haestad Methods Solution Center [10.03.04.53]
4/6/2023 76 Watertown Road,Suite 2D Thomaston,CT 06787 USA [phone] Page 1 of 1

Profile Report
Profile: 237 to 236
237 to 236 - Coats - 10yr
243.999999999999
Label:237 .bel: 3'
24379999999999type: act ass1 ype :asin
243 6 �� -�Pi., •
nil
243.4
243.2
243
242.8
242.6
242.4
242.2
242
241.8
241.6
241.4
241.2
241
240.8
240.6
240.4
240.2
240
239.8
Q 239.6
.
CO 239.4
239.2
W 239
238.8
Label:237-236
238.6 Type:Conduit
238.4 ID:215
238.2
238
237.8
237.6
237.4
237.2
237
236.8
236.6
236.4
236.2
236
235.8
235.6
235.4
235.2
235
.2•1 0 1 2 3 4 5 6 7 8 9 1011 121314151617181920212223242526272829
Station (ft)
StormCAD
C22008-StormCAD Model.stsw Bentley Systems,Inc. Haestad Methods Solution Center [10.03.04.53]
4/6/2023 76 Watertown Road,Suite 2D Thomaston,CT 06787 USA [phone] Page 1 of 1

Profile Report
Profile: 239 to 200
239 to 200 Coats _
10yr
248
247 -----Fe""
246
245
244 ��'"Basin
242 ��° \
241 'bal:298-238
240 ia z,z
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217
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214
213
212
211
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Station (ft)
StormCAD
C22008-StormCAD Model.stsw Bentley Systems,Inc. Haestad Methods Solution Center [10.03.04.53]
4/6/2023 76 Watertown Road,Suite 2D Thomaston,CT 06787 USA [phone] Page 1 of 1

Profile Report
Profile: 244 to 234
244 to 234 - 10yr
244.5 Label:242 _
244 - v•-. -.ch:- Label:241 Label:240
ID 4 tch Basin Type:C-ch•-
243.5 ID ' 1 -I _
243 Label:244 Label:243
Type:Catch Basin Type: etch B in
242.5 ID:434 II.43 •bel:234
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242 ID'424
241.5
241
240.5 240
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239
238.5 -
0 238 -
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Type:Conduit Type:Conduit
CO 237 - ID:220 ID:213
236.5 -236
W 235.5 Label:242-241
235 TypID:214duit
Label:241-240
234.5 Type.Cuiiduil Label:240-234
234 ID'217 Type:Conduit
ID:218
233.5
233
232.5
232
231.5
231
230.5
-10 0 10 20 30 40 50 60 70 80 90 100 110 120 130 140 150 160 170 180 190 200 210 220 230 240 250 260 270
Station (ft)
StormCAD
C22008-StormCAD Model.stsw Bentley Systems,Inc. Haestad Methods Solution Center [10.03.04.53]
4/6/2023 76 Watertown Road,Suite 2D Thomaston,CT 06787 USA [phone] Page 1 of 1

Profile Report
Profile: 305 to 304
305 to 304 - Coats - 10yr
224.E 224.5 ■llIIIEJ■■■■■■■■■■■■■■■■■■■■■I M■■■
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221.2 ■■I ■■■■ ■ ■ ■■ ■■ ■■ I
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-2 -1 0 1 2 3 4 5 6 7 8 9 1011 12 13141516 171819 20 21 22 23 24 25 26 27 28 29
Station (ft)
StormCAD
C22008-StormCAD Model.stsw Bentley Systems,Inc. Haestad Methods Solution Center [10.03.04.53]
4/6/2023 76 Watertown Road,Suite 2D Thomaston,CT 06787 USA [phone] Page 1 of 1

Profile Report
Profile: 308 to 302
308 to 302 Coats 10yr
Label:308 Label:307
226.599999999999
226.399999999999f��7�FC3I1'_
226.199999999999 �� i -
225.999999999999
225.799999999999
225.E el:. a•
225.4 - .etch B. in
225.2 Ys .
225 I :35 - Label:304
224.8 -
224.6 - Type.Catch f .1
224.4 I,A:3 e - Label:303
224.2 -
224 Label:308-307 yp-. : h Basin Label:302
223.8 Label:307-306
223.6 Type:Conduit ID' 4�/ I'ThTA .tch Basin
223.4 ID:269 Type:Conduit IB.346
223.2 ID:270
223
222.8 PI:306-304
222.E
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0 222..4
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222 Type:Conduit Label:303-302
}, 221.8 - ID:277
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221.2 EIIIII. _ ` ID:283
0 221 `�
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218.2
218
217.8
217.6
217.4
217.2
217
-10 0 10 20 30 40 50 60 70 80 90 100 110 120 130 140 150 160 170 180 190 200 210 220 230 240 250 260 270
Station (ft)
StormCAD
C22008-StormCAD Model.stsw Bentley Systems,Inc. Haestad Methods Solution Center [10.03.04.53]
4/6/2023 76 Watertown Road,Suite 2D Thomaston,CT 06787 USA [phone] Page 1 of 1

Profile Report
Profile: 311 to 310
311 to 310 - Coats - 10yr
224.4
224.3 224.2 Label: 311 L. be!: 311
•
22y1pe• - - ' _ - - .- _ I ,3asin
224 r 5 II: 354
223.9
223.8 - -
223.7 -
223.6
223.5
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223.3 -
223.2 -223.1 Label: 311-310
222s Type: Condu;t
222.8 - ID: 278.
222.7
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220.9
220.8
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220.6 -
-2 -1 0 1 2 3 4 5 6 7 8 9 1011 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29
Station (ft)
StormCAD
C22008-StormCAD Model.stsw Bentley Systems,Inc. Haestad Methods Solution Center [10.03.04.53]
4/6/2023 76 Watertown Road,Suite 2D Thomaston,CT 06787 USA [phone] Page 1 of 1

Profile Report
Profile: 313 to 312
313 to 312 - Coats - lOyr
Label: 313
227Type: Catch Basin
ID: 357
226.5
226
225.5 Label: 312
Ty : Catch Basin
225 : 356
Label: 3 3-3'12
224.5 Type: Conduit
224 ID: 263
223.5
223
222 .5
222
221 .5
-5 0 5 1015 20 25 30 35 40 45 50 55 60 65 70
Station (ft)
StormCAD
C22008-StormCAD Model.stsw Bentley Systems,Inc. Haestad Methods Solution Center [10.03.04.53]
4/6/2023 76 Watertown Road,Suite 2D Thomaston,CT 06787 USA [phone] Page 1 of 1

Profile Report
Profile: 316 to 315
316 to 315 - Coats - 10yr
226.8 ETIRF31�■■■■■■■■■■■■■■■■■■■■MRT' 7313
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-2 -1 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29
Station (ft)
StormCAD
C22008-StormCAD Model.stsw Bentley Systems,Inc. Haestad Methods Solution Center [10.03.04.53]
4/6/2023 76 Watertown Road,Suite 2D Thomaston,CT 06787 USA [phone] Page 1 of 1

Profile Report
Profile: 318 to 302
318 to 302 Coats 1 0yr
228.5 ,
228 Labe:318 Label:317
227.5 ID 36 11.3.
Label:315
227 Typ: Catc`n
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226.5 - Label:314
226 y.-. - tch Basin
1 43
Label:318-317
225.5 Typ :-C-ortdLabel:312
ait- Label:317-315 2 in
225 ID:257 Type:Conduit L 315=314
ID:258 Type:Conduit
,0---, 224.5 yp abel:310
a--' ID:265 Label:314-312 Type: h
224 Type:Conduit 3 Label:309 Label:302
223.5 IDummum .271 Label:312-310
_ -._at Basin Type:Ca ch Basin
0 223 ID:273 I. 347 IDA:46
Label:310-309
+-' Type:Conduit
222.5 ID:279• Label:309 302
222 Typ ID.2onduit
N 221.5
W 221
220.5
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220
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219
218.5
218
217.5
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-10 0 10 20 30 40 50 60 70 80 90 100 110 120 130 140 150 160 170 180 190 200 210 220 230 240 250 260 270 280 290 300 310 320 330
Station (ft)
StormCAD
C22008-StormCAD Model.stsw Bentley Systems,Inc. Haestad Methods Solution Center [10.03.04.53]
4/6/2023 76 Watertown Road,Suite 2D Thomaston,CT 06787 USA [phone] Page 1 of 1

Profile Report
Profile: 321 to 319
321 to 319 - Coats - lOyr
Label: 321
Type: Catch Basin
226799999999999 ID: 364 Label: 320
226.6 Type: Catch Basin
226.4 ID: 363
226.2 Label: 319
22626 225.8 Type: C ch Basin
225.6 I 62
225.4
225.2
225 I abe 321_3 0
224.8 Type: Conduit
224.E ID: 262
224.4
224.2
224
223.8 Label: 320-319
223.6
223.4 YPe• Conduit
223.2 ID: 268
223
222.6 O
222.E
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222.2
222
221.8
221.6
221.4
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221
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220.8
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220.4
220.2
220
219.8
219.6
219.4
219.2
219
218.8
218.6
218.4
218.2
218
-5 0 5 10 15 20 25 30 35 40 45 50 55 60 65 70 75 80 85 90 95 100 105 110
Station (ft)
StormCAD
C22008-StormCAD Model.stsw Bentley Systems,Inc. Haestad Methods Solution Center [10.03.04.53]
4/6/2023 76 Watertown Road,Suite 2D Thomaston,CT 06787 USA [phone] Page 1 of 1

Profile Report
Profile: 325 to 324
325 to 324 - Coats - 10yr
228.4
225.
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28 yPeli l�P��.�i■ii■■Ii.:!—.I■i �f i in
227.E 1■■11111111111111111111111..■1 I
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227.4 1111 1111111111111111111111 1111 I
2272 1111 1111111111111111111111 1111 I
227 1111 1111111111111111111111 1111 I
226.8 1111 1111111111111111111111 1111 I
226.E 1111 1111111111111111111111 1111 I
226.4 1111 1111111111111111111111 1111 I
2262 1111 1111111111111111111111 1111 I
226 1111 1111111111111111111111 1111 I
225.6 1111 1111111111111111111111 1111 I
225.E 1111 1111111111111111111111 1111 I
1111 1111111111111111111111 1111 1
225.4 1111 11111111 I11111111111111
225225.2
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0 224.8 1111 1111111111111111111111 1111 1
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224E IIII 111111111111111111111 1111I224 :::r1 11■��1111111■11■■...____ 11111
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2226 11111111111111111111111111 1111 I
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2222 11111111111111111111111111 I
222 11111111111111111111111111 I
221.8 11111111111111111111111111 I
221.E 11111111111111111111111111 I
221.4 11111111111111111111111111 I
11111111111111111111111111....2
-2-1 0 1 2 3 4 5 6 7 8 9 1011121314151617181920212223242526272829
Station (ft)
StormCAD
C22008-StormCAD Model.stsw Bentley Systems,Inc. Haestad Methods Solution Center [10.03.04.53]
4/6/2023 76 Watertown Road,Suite 2D Thomaston,CT 06787 USA [phone] Page 1 of 1

Profile Report
Profile: 327 to 326
327 to 326 - Coats - 10yr
231.4
231.2 obcl:3
23type:Catch Basin Type: asin
D:370
230.8
230.6
230.4
230.2
230
229.8
229.8
229.4
229.2
229
228.8
228.6
228.4
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228
227.8
0
i 227.6
227.4
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226.8
226.6
226.4
226.2
226 _-
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Type:Conduit
225.8 ID:239
225.6
225.4
225.2
225
224.8
224.E
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224.4
224.2
224
223.8
-2-1 0 1 2 3 4 5 6 7 8 9 1011121314151617181920212223242526272829
Station (ft)
StormCAD
C22008-StormCAD Model.stsw Bentley Systems,Inc. Haestad Methods Solution Center [10.03.04.53]
4/6/2023 76 Watertown Road,Suite 2D Thomaston,CT 06787 USA [phone] Page 1 of 1

Profile Report
Profile: 328 to 322
328 to 322 Coats - 1 pyr
233 Label:328
232 Type:Catch Basi Label:326
ID:371 e:Catch Basin
231 :3
230 Label:328-326
Type:Conduit
229 ID:234 Label:324
e:Catch Basin Label:323 Label:322
228 I .3 e:CatchiCatch Basin
Label:326-324 •366 ID: 65
227 Type:Conduit
o 226MIMMIIIIIIIammwossa-------___________
ID:240
oa 225
>
224 Label:324-323
Type:Conduit _Ebel:323-322
w 223 ID:256 Type:Conduit
ID:259
222
221
220
219
218
-50 0 50 100 150 200 250 300 350 400
Station (ft)
StormCAD
C22008-StormCAD Model.stsw Bentley Systems,Inc. Haestad Methods Solution Center [10.03.04.53]
4/6/2023 76 Watertown Road,Suite 2D Thomaston,CT 06787 USA [phone] Page 1 of 1

Profile Report
Profile: 330 to 329
330 to 329 - Coats - 10yr
Label:329
229 Type:Catch Bo in
D 372
Lahol.330
228.5 Type:Catch Basin
D:373
228
227.5
227
226.5
226
225.5
225
224.5
co
N
L� 224
Label:330-329
223.5 Type:Conduit
ID:253
223
222.5
222
221.5
221
220.5
220
-2 0 2 4 6 8 1012 141618 20 22 24 26 28 30
Station (ft)
StormCAD
C22008-StormCAD Model.stsw Bentley Systems,Inc. Haestad Methods Solution Center [10.03.04.53]
4/6/2023 76 Watertown Road,Suite 2D Thomaston,CT 06787 USA [phone] Page 1 of 1

Profile Report
Profile: 335 to 331
335 to 331 - Coats - 1 pyr
234 Label:335
Type:Catch Basin
233 ID:377
232 •
35-334 Label:334 Label:332
Type:Con Type:Catch Basin Type:Catch Basin
ID:229 :376 ID:375 Label:331
231 Type:Catch Basin
230 Label:334-333
• nduit Label:333 1�74
229 ID:604 Type:ICatc
:60
4-
asin
c 228 _abet:333-332
0
Type:Conduit
'+=. 227 ID:605
Co
> 226
_0 Label:332-331
LLJ 225 Type:Conduit ID:241
224
223 .111111-
222 I 221
220
-50 0 50 100 150 200 250 300 350 400
Station (ft)
StormCAD
C22008-StormCAD Model.stsw Bentley Systems,Inc. Haestad Methods Solution Center [10.03.04.53]
4/6/2023 76 Watertown Road,Suite 2D Thomaston,CT 06787 USA [phone] Page 1 of 1

Profile Report
Profile: 338 to 336
338 to 336 - Coats - 10yr
231
- : 336
230.5 Label:338 Type: C, ch Basin
Type: Catch Basin Label:3 D. 378
230 ID:380 T •e: Catcr Basin P
229.5
229
228.5 Label:338-337
228 Type_ ondiiit
}^, ID:250
4 227.5 Label: 337-336
Type: Conduit
227 ID: 246
0
226.5
Co 226
N 225.5
W 225
224.5
224
223.5
223
222.5
222
-10 0 10 20 30 40 50 60 70 80 90 100 110
Station (ft)
StormCAD
C22008-StormCAD Model.stsw Bentley Systems,Inc. Haestad Methods Solution Center [10.03.04.53]
4/6/2023 76 Watertown Road,Suite 2D Thomaston,CT 06787 USA [phone] Page 1 of 1

Profile Report
Profile: 340 to 336
340 to 336 - Coats - pyr
Label: 336
231 Type: Catch Basin
230.5 ID- 378
230
229.5
229
228.5 •
.228
227.5
4 - Label: 339-336
0 22s 5 pe: Con it = Type: Conduit
11E73
226 ID: 261 ID: 247
225.5 —
W 225 -
224.5
224 ✓
223.5
223
222.5
222 - -
-20 0 20 40 60 80 100 120 140 160 180 200 220 240
Station (ft)
StormCAD
C22008-StormCAD Model.stsw Bentley Systems,Inc. Haestad Methods Solution Center [10.03.04.53]
4/6/2023 76 Watertown Road,Suite 2D Thomaston,CT 06787 USA [phone] Page 1 of 1

Profile Report
Profile: 343 to 342
343 to 342 - Coats - 10yr
230.5
230 Label.343 Lab,, 4P
Type:Catch Basin ype:�� h asin
ID:385 84
229.5
229
228.5
228
Label:343-342
O 227.5 Type:2ondul
(B
51
W 227
226.5
226
225.5
225
224.5
-2 0 2 4 6 8 10 1214 1618 20 22 24 26 28 30
Station (ft)
StormCAD
C22008-StormCAD Model.stsw Bentley Systems,Inc. Haestad Methods Solution Center [10.03.04.53]
4/6/2023 76 Watertown Road,Suite 2D Thomaston,CT 06787 USA [phone] Page 1 of 1

Profile Report
Profile: 345 to 344
345 to 344 - Coats - 10yr
235.5
Label:34 Labe 344
Type.Catch asin Type: h Basin
235 D:3a7, 86
234.5
234
233.5
233
232.5
232
9-
231.5
0
CO
231
N
W
230.5
230 Label:3453d4
Type:Conduit
ID:227
229.5
229
228.5 .
228
227.5
227
-2 0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30
Station (ft)
StormCAD
C22008-StormCAD Model.stsw Bentley Systems,Inc. Haestad Methods Solution Center [10.03.04.53]
4/6/2023 76 Watertown Road,Suite 2D Thomaston,CT 06787 USA [phone] Page 1 of 1

Profile Report
Profile: 347 to 346
347 to 346 - Coats - 10yr
241.5 Labe:317
Type Catch§asin
ID:389 Lab
h 31asin
241
240.5
240
239.5
239
238.5
238
237.5
237
0
236.5
W
236 Label:347546
Type:Conduit
ID:223
235.5
235
234.5 ormmenume
234
233.5
233
232.5
232
-2 0 2 4 6 8 1012 1416 18 20 22 24 26 28 30
Station (ft)
StormCAD
C22008-StormCAD Model.stsw Bentley Systems,Inc. Haestad Methods Solution Center [10.03.04.53]
4/6/2023 76 Watertown Road,Suite 2D Thomaston,CT 06787 USA [phone] Page 1 of 1

Profile Report
Profile: 348 to 300
348 to 300 - Coats - 10yr
244Label 342
242 D'3oo°
`
240Label 268.6 it I
238 o z;o
236 ;;—i ram. "
234 iilim
' 232 I�—ID I__ Label:342z,. L...e...au Lad.1:331
0 230 Type:ca.BiXPF?Te.eM:.Basin TYPe:CaIU Basin Label:329__,
[,.. � 3 Label:322
.� 228 __ _le :il •37 -c kbBaam
224 �l 3,29 L.
Ei I. can"uil I Label32.a) 226
22
220222 li-- ��
218 pl
�� ���
216 �� dozell
214
-200 0 200 400 600 800 1000 1200 1400 1600 1800
Station(ft)
StormCAD
C22008-StormCAD Model.stsw Bentley Systems,Inc. Haestad Methods Solution Center [10.03.04.53]
4/6/2023 76 Watertown Road,Suite 2D Thomaston,CT 06787 USA [phone] Page 1 of 1

APPENDIX G: EROSION CONTROL
CALCULATIONS
millishi_,11.
111111117 1 149 Executive Circle, Suite C Cary, NC 27511
NCBELS # C-3847 1919.576.9733
underfoot
Forward Thinking. Grounded Design.
ENGINEERING www.underfootengineering.com

Swale Summary
PROPOSED PROJECT INFORMATION:
Project: Lauder Parcel
Location: Coats, NC
Project Number: C22008
Date: 3/22/2023
Designed: HN
Checked: MR
Outlet ID: -
Shear Bottom Side
Area V10 Q10 Channel Channel
Location (SF) C-Value Stress (fps) (cfs) Depth (ft) Width Slopes Slope(%) Lining Type
(psf) (ft) (X:1)
Swale 1 4.32 0.50 0.83 4.68 20.23 0.80 3 3 1.7 EroNetTM P300O
Swale 2 5.13 0.50 0.66 4.22 21.64 0.90 3 3 1.2 EroNetTM P300O
Swale 3 6.00 0.50 0.74 4.47 26.82 1.00 3 3 1.2 EroNetTM P300O
Swale 4 4.32 0.50 2.59 8.30 35.86 0.80 3 3 5.2 EroNetTM P300O

Channel Design
TRAPEZOIDAL/TRIANGULAR SHAPE
T H
Channel Location: Swale 1
Estimate 10-yr Peak Runoff:
Rational C 0.50
Intensity (in/hr) 7.81
Drainage Area 4.70 ac
Qio 18.35 cfs
Additional Flow 0.00 cfs
Qio Total, Qdesign 18.35 cfs
Channel Information:
Channel Bottom Width, b 3.0 ft/ft
Side Slope (x:1) 3.0
Start Elevation 222.0 ft
End Elevation 215.0 ft
Length 423.5 ft
Channel Slope,S 0.017 ft/ft
Flow Depth, d 0.80 ft
Selected Channel Lining:
Selected Channel Lining EroNetTM P3000
Maximum Permissible Velocity{Vmax} (fps; 16
Permissible Shear Stress{tp} (psf) 8.00
Calculations:
e 2.4 ft
Side Slope Length, m 2.5 ft
Top Width,T 7.8 ft
Channel Area,A 4.32 sq ft
Wetted Perimeter, Pw 8.06 ft
Hydraulic Radius, Rh 0.54 ft
Mannings"n" 0.027
Calculated Flow Rate, Qcaic 20.23 cfs
Calculated Velocity, Vcaic 4.68 fps
Calculated Shear Stress, tcaic 0.83 psf
Q calc>_Q design? yes
V calc <_V max? yes
t calc <_tp? yes

Channel Design
TRAPEZOIDAL/TRIANGULAR SHAPE
T H
Channel Location: Swale 2
Estimate 10-yr Peak Runoff:
Rational C 0.50
Intensity (in/hr) 7.81
Drainage Area 4.55 ac
Qio 17.77 cfs
Additional Flow 0.00 cfs
Qio Total, Qdesign 17.77 cfs
Channel Information:
Channel Bottom Width, b 3.0 ft/ft
Side Slope (x:1) 3.0
Start Elevation 220.0 ft
End Elevation 215.0 ft
Length 423.5 ft
Channel Slope,S 0.012 ft/ft
Flow Depth, d 0.90 ft
Selected Channel Lining:
Selected Channel Lining EroNetTM P3000
Maximum Permissible Velocity{Vmax} (fps; 16
Permissible Shear Stress{tp} (psf) 8.00
Calculations:
e 2.7 ft
Side Slope Length, m 2.8 ft
Top Width,T 8.4 ft
Channel Area,A 5.13 sq ft
Wetted Perimeter, Pw 8.69 ft
Hydraulic Radius, Rh 0.59 ft
Mannings"n" 0.027
Calculated Flow Rate, Qcaic 21.64 cfs
Calculated Velocity, Vcaic 4.22 fps
Calculated Shear Stress, .calc 0.66 psf
Q calc>_Q design? yes
V calc <_V max? yes
t calc <t p? yes

Channel Design
TRAPEZOIDAL/TRIANGULAR SHAPE
T H
Channel Location: Swale 3
Estimate 10-yr Peak Runoff:
Rational C 0.50
Intensity (in/hr) 7.81
Drainage Area 5.60 ac
Qio 21.87 cfs
Additional Flow 0.00 cfs
Qio Total, Qdesign 21.87 cfs
Channel Information:
Channel Bottom Width, b 3.0 ft/ft
Side Slope (x:1) 3.0
Start Elevation 225.0 ft
End Elevation 220.0 ft
Length 423.5 ft
Channel Slope,S 0.012 ft/ft
Flow Depth, d 1.00 ft
Selected Channel Lining:
Selected Channel Lining EroNetTM P3000
Maximum Permissible Velocity{Vmax} (fps; 16
Permissible Shear Stress{tp} (psf) 8.00
Calculations:
e 3.0 ft
Side Slope Length, m 3.2 ft
Top Width,T 9.0 ft
Channel Area,A 6.00 sq ft
Wetted Perimeter, Pw 9.32 ft
Hydraulic Radius, Rh 0.64 ft
Mannings"n" 0.027
Calculated Flow Rate, Qcaic 26.82 cfs
Calculated Velocity, Vcaic 4.47 fps
Calculated Shear Stress, tcaic 0.74 psf
Q calc>_Q design? yes
V calc <_V max? yes
t calc <t p? yes

Channel Design
TRAPEZOIDAL/TRIANGULAR SHAPE
T H
Channel Location: Swale 4
Estimate 10-yr Peak Runoff:
Rational C 0.50
Intensity (in/hr) 7.81
Drainage Area 7.30 ac
Qio 28.51 cfs
Additional Flow 0.00 cfs
Qio Total, Qdesign 28.51 cfs
Channel Information:
Channel Bottom Width, b 3.0 ft/ft
Side Slope (x:1) 3.0
Start Elevation 242.0 ft
End Elevation 220.0 ft
Length 423.5 ft
Channel Slope,S 0.052 ft/ft
Flow Depth, d 0.80 ft
Selected Channel Lining:
Selected Channel Lining EroNetTM P3000
Maximum Permissible Velocity{Vmax} (fps; 16
Permissible Shear Stress{tp} (psf) 8.00
Calculations:
e 2.4 ft
Side Slope Length, m 2.5 ft
Top Width,T 7.8 ft
Channel Area,A 4.32 sq ft
Wetted Perimeter, Pw 8.06 ft
Hydraulic Radius, Rh 0.54 ft
Mannings"n" 0.027
Calculated Flow Rate, Qcaic 35.86 cfs
Calculated Velocity, Vcaic 8.30 fps
Calculated Shear Stress, tcaic 2.59 psf
Q calc>_Q design? yes
V calc <_V max? yes
t calc <_tp? yes

SKIMMER BASIN SUMMARY
Drainage Q10 SKIMMER ORIFICE
Basin Area BASIN DIMENSIONS VOLUME AREA WEIR
(Ac.) (cfs) SIZE(in.) DIA.(in.)
DEPTH LENGTH WIDTH PROP. REQ'D PROP. REQ'D PROP.
(FT) (FT) (FT) (CF) (CF) (SF) (SF) (FT.)
Skimmer Basin 1 13.02 50.84 5.00 See Plan 191,027 23,436 44,034 22,115 40.00 4.00 2.4
Skimmer Basin 2 19.88 77.63 5.00 See Plan 183,487 35,784 46,248 33,769 75.00 4.00 3.0
NOTES:
-Intensity 7.81 IN/HR
-Composite C 0.50
-REQUIRED SURFACE AREA BASED ON 435 SF*Q10
-REQUIRED VOLUME BASED ON 1800 CF/ACRE OF DRAINAGE AREA
-EROSION CONTROL INSPECTOR CAN REQUIRE ADDITIONAL EROSION CONTROL MEASURES AS NECESSARY.

Ii underfoot
`Low ENGINEERING
SKIMMER SEDIMENT BASIN
PROPOSED PROJECT INFORMATION:
Project Name Lauder Parcel
Location NC 27E, Coats, NC 27521
Project Number C22008
Date 4/14/2023
Designed By HN
Verified By MR
BASIN INFORMATION:
Basin Name Skimmer Basin 1
Disturbed Area 13.02 Acres Rational C Value = 0.5
Undisturbed Area Acres Rational C Value =
MINIMUM SURFACE AREA REQ (435 SF PER CFS Q10 PEAK INFLOW):
Rainfall Intensity (10-Year storm) 7.81 in/hr
Peak Flow to basin 50.84 cfs
Surface Area Required 22115.4 sf
Surface Area Provided 44034.0 sf MEETS REQ.
REQUIRED SEDIMENT STORAGE:
Rate of Volume 1800 cf/acre of disturbance
Required Storage 23436 cf
Provided Storage 191027.00 cf STORAGE PROVIDED
MINIMUM SEDIMENT CLEANOUT VOLUME AND CLEANOUT ELEVATION:
Sediment Cleanout Volume 11718
Incremental Accumulate
Contour Area Volume Volume Elevation
Contour (SF) (CF) (CF) (FT)
210 32602 0 0 0
_ 211 34776 33689 33689 1
212 37006 35891 69580 2
_ 213 39292 38149 107729 3
214 41635 40464 148193 4
215 44034 42835 191027 5

Temporary Pool Lower Elevation 210.0
Temporary Pool Upper Elevation 211
Temporary Pool Lower Volume 0
Temporary Pool Upper Volume 33,689
Cleanout Volume Elevation 210.35
SKIMMER SIZING FOR FAIRCLOTH SKIMMER®
Skimmer Size Head on
(in) Orifice (ft)
1.5 0.125
2 0.167
2.5 0.208
3 0.25
4 0.333
5 0.333
6 0.417
8 0.5
Selected Skimmer Size 4 in.
Head On Orifice 0.333 ft.
Required Volume 23436 CF
Selected Orifice Radius 1.20 in.
Selected Orfice Diameter 2.40 in.
Desired Dewatering Time 3 days
Actual Dewatering Time 3.05 days
SPILLWAY DESIGN
10-Year Flow 50.84 cfs
Spillway Length 40 ft.
Emergency Spillway Elev. 213.40 ft.
Top of Berm 215.00 ft.
Freeboard 1 ft.
Depth 0.6 ft.
LENGTH TO WIDTH RATIO
Length 265 ft.
Width 110 ft.
L/W ratio 2.41 GOOD

SUMMARY TABLE
Basin Side Slopes 3:1
Storage Depth 5 ft,
Storage Required 23436 cf
Storage Provided 191027 cf
Surface Area Required 23436 sf
Surface Area Provided 44034 sf
Bottom of Basin Elevation 210 ft.
Emergency Spillway Elevation 213.4 ft.
Skimmer Main Crest Elevation 214 ft.
Skimmer Size 4 in.
Skimmer Orifice Diameter 2.4 in.
Water Surface Elevation 214 ft.
Freeboard 1 ft.
Top of Berm 215 ft.

Ii underfoot
`Low ENGINEERING
SKIMMER SEDIMENT BASIN
PROPOSED PROJECT INFORMATION:
Project Name Lauder Parcel
Location NC 27E, Coats, NC 27521
Project Number C22008
Date 4/14/2023
Designed By HN
Verified By MR
BASIN INFORMATION:
Basin Name Skimmer Basin 2
Disturbed Area 19.88 Acres Rational C Value = 0.5
Undisturbed Area Acres Rational C Value =
MINIMUM SURFACE AREA REQ (435 SF PER CFS Q10 PEAK INFLOW):
Rainfall Intensity (10-Year storm) 7.81 in/hr
Peak Flow to basin 77.63 cfs
Surface Area Required 33769.05 sf
Surface Area Provided 46248 sf MEETS REQ.
REQUIRED SEDIMENT STORAGE:
Rate of Volume 1800 cf/acre of disturbance
Required Storage 35784 cf
Provided Storage 183487.00 cf STORAGE PROVIDED
MINIMUM SEDIMENT CLEANOUT VOLUME AND CLEANOUT ELEVATION:
Sediment Cleanout Volume 17892
Incremental Accumulate
Contour Area Volume Volume Elevation
Contour (SF) (CF) (CF) (FT)
215 6516 0 0 0
_ 216 35206 20861 20861 1
217 37882 36544 57405 2
_ 218 40614 39248 96653 3
219 43403 42009 138662 4
220 46248 44826 183487 5

Temporary Pool Lower Elevation 215.0
Temporary Pool Upper Elevation 216
Temporary Pool Lower Volume 0
Temporary Pool Upper Volume 20,861
Cleanout Volume Elevation 215.86
SKIMMER SIZING FOR FAIRCLOTH SKIMMER®
Skimmer Size Head on
(in) Orifice (ft)
1.5 0.125
2 0.167
2.5 0.208
3 0.25
4 0.333
5 0.333
6 0.417
8 0.5
Selected Skimmer Size 4 in.
Head On Orifice 0.333 ft.
Required Volume 35784 CF
Selected Orifice Radius 1.50 in.
Selected Orfice Diameter 3.00 in.
Desired Dewatering Time 3 days
Actual Dewatering Time 2.98 days
SPILLWAY DESIGN
10-Year Flow 77.63 cfs
Spillway Length 75 ft.
Emergency Spillway Elev. 218.50 ft.
Top of Berm 220.00 ft.
Freeboard 1 ft.
Depth 0.5 ft.
LENGTH TO WIDTH RATIO
Length 412 ft.
Width 120 ft.
L/W ratio 3.43 GOOD

SUMMARY TABLE
Basin Side Slopes 3:1
Storage Depth 5 ft,
Storage Required 35784 cf
Storage Provided 183487 cf
Surface Area Required 35784 sf
Surface Area Provided 46248 sf
Bottom of Basin Elevation 215 ft.
Emergency Spillway Elevation 218.5 ft.
Skimmer Main Crest Elevation 219 ft.
Skimmer Size 4 in.
Skimmer Orifice Diameter 3 in.
Water Surface Elevation 219 ft.
Freeboard 1 ft.
Top of Berm 220 ft.