20171527 Ver 1_Attachment F_SIA_20190730

STORMWATER IMPACT ANALYSIS

AND

DESIGN CALCULATIONS

Person County Megasite

239 Country Club Road
Roxboro, North Carolina

July 2019

5410 Trinity Road, Suite 102
Raleigh, North Carolina 27607
Phone: [phone] Fax: [phone]

TABLE OF CONTENTS

Stormwater Impact Analysis
Narrative

Maps
Soils
USGS
NOAA Rainfall
FIRM

Design Calculations
Stormwater Management Calculations
Wet Pond SCM Design
Culvert Calculations
Riprap Energy Dissipator Calculations
Erosion Control Calculations

Stormwater Impact Analysis

Project Description

The permit requested and described in the permit application for the Person County Mega Park
Individual Permit Request would only be valid for a semiconductor chip manufacturing plant, as
proposed. It is understood that the Purpose and Need statement in the application describes the specific
needs of the semiconductor industry, and any use changes (ex. Walmart distribution facil ity) or design
modifications not authorized by the District Engineer would not be permissible. Once permitted for
microchip facility design, any other uses proposed for the site would not be valid and it would be
necessary to restart the permitting process. The applicant will actively solicit potential end users who are
willing to build the proposed design as indicated.

In addition to meeting the minimum need for 200 acres of available land with compatible zoning for a
semiconductor chip manufacturing plant, the site has direct routes to interstates and multiple points of
access from two roadways. The site meets a semiconductor project’s need for large demands of high-
quality and easily accessible uninterrupted electrical power and includes uniquely availa ble service from
multiple directions and redundant sources less likely to experience power disruption . This site is located
away from potential sources of vibration (rail) which might further disrupt utility power. In addition,
existing excess capacity for water and wastewater is available in the area, as well as a natural gas and a
robust fiber network with multiple providers to ensure fiber redundancy.

The purpose of the project is to develop a semiconductor chip manufacturing plat at the project site and
bring significant economic relief to the citizens of Person County, including approximately 4,000 j obs.
The necessary rezoning, environmental, and utility infrastructure studies have been completed, and
agency coordination with North Carolina Department of Environment and Natural Resources, North
Carolina Natural Heritage Program, United States Fish and Wildlife Service, North Carolina Department
of Cultural Resources, North Carolina Department of Natural and Cultural Resources have been
conducted. Should a new use or substantial design changes be proposed for the site, these studies and
agency coordination efforts would become invalid, requiring that they are repeated as the permitting
process is restarted.

Therefore, due to the site’s unique suitability for semiconductor chip manufacturing, the due diligence
that has already been completed for this facility, and the site plan that has been developed for the use as
specified in the permit application, the site will be attractive to potential end users who desire an
expedient approval process. A contract between applicant and end user will be required to specify that
only the proposed design as indicated in the permit will be built.

The site is located within the Roanoke Watershed with all surface waters draining to Story’s Creek and
Marlowe Creek. Peak discharges for the 1 year storm will be required for attenuation. As part of the
development, peak stormwater discharges for the 1yr storm will be controlled to ensure there is no
increase in the peak stormwater discharge rates from the site.

The SCS method of analysis was used for the storm event calculations.

Four wet ponds are proposed for the treatment of the stormwater.

Total Disturbed acreage on the site is 167-acres.

There are no stream buffers on site, and careful planning has been utilized to avoid most stream impacts.
The proposed development will impact some areas of streams.

Floodplain Data

A. Flooding source/ FEMA stream name:
1. Flood Zone(s): X (future).
2. Base Flood Elevation(s): N/A
3. Flood Map Number(s): 3720090800 J
4. Flood Map Date(s): June 4, 2007

FEMA FIRM # 3720090800 J dated June 4, 2007.

According to the Durham soil survey maps, the site consists of CoA, GeB, GfB3, HrB, IrB, RaB, Rac,
SmB, SmD, SmF, TaD, and TaE soils.

There is no offsite upstream run-off entering the developed portion of the site. Any upstream flow
bypasses the site and remains in the streams. Stormwater piping is proposed for this site and measures
have been taken such that all stormwater runoff leaves the subject property with no significant increase in
peak runoff for the 1 year storm.

United States
Department of
Agriculture
A product of the National
Cooperative Soil Survey,
a joint effort of the United
States Department of
Agriculture and other
Federal agencies, State
agencies including the
Agricultural Experiment
Stations, and local
participants
Custom Soil Resource
Report for
Person County,
North CarolinaNatural
Resources
Conservation
Service
July 25, 2019
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.nrcs.usda.gov/wps/portal/nrcs/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
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alternative means for communication of program information (Braille, large print,
audiotape, etc.) should contact USDA's TARGET Center at [phone] (voice
and TDD). To file a complaint of discrimination, write to USDA, Director, Office of
Civil Rights, 1400 Independence Avenue, S.W., Washington, D.C. 20250-9410 or
call [phone] (voice) or [phone] (TDD). USDA is an equal opportunity
provider and employer.
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Contents
Preface....................................................................................................................2
Soil Map..................................................................................................................5
Soil Map................................................................................................................6
Legend..................................................................................................................7
Map Unit Legend..................................................................................................8
Map Unit Descriptions..........................................................................................8
Person County, North Carolina........................................................................11
CoA—Codorus and Hatboro soils, 0 to 2 percent slopes, frequently
flooded..................................................................................................11
GeB—Georgeville loam, 2 to 6 percent slopes...........................................13
GfB3—Georgeville clay loam, 2 to 6 percent slopes, severely eroded.......14
HrB—Herndon loam, 2 to 6 percent slopes.................................................15
IrB—Iredell gravelly loam, 2 to 6 percent slopes.........................................16
RaB—Rasalo fine sandy loam, 2 to 6 percent slopes.................................18
RaC—Rasalo fine sandy loam, 6 to 10 percent slopes...............................19
SmB—Siloam loam, 2 to 8 percent slopes..................................................20
SmD—Siloam loam, 8 to 15 percent slopes................................................21
SmF—Siloam loam, 15 to 45 percent slopes..............................................22
TaD—Tarrus loam, 10 to 15 percent slopes................................................23
TaE—Tarrus loam, 15 to 35 percent slopes................................................24
W—Water....................................................................................................25
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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.
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Custom Soil Resource Report
Soil Map
40376004037800403800040382004038400403860040388004039000403920040394004037600403780040380004038200403840040386004038800403900040392004039400679200 679400 679600 679800 680000 680200 680400
679200 679400 679600 679800 680000 680200 680400 680600
36° 28' 59'' N 79° 0' 2'' W36° 28' 59'' N78° 59' 3'' W36° 27' 56'' N
79° 0' 2'' W36° 27' 56'' N
78° 59' 3'' WN
Map projection: Web Mercator Corner coordinates: WGS84 Edge tics: UTM Zone 17N WGS84
0 450 900 1800 2700
Feet
0 100 200 400 600
Meters
Map Scale: 1:9,490 if printed on A portrait (8.5" x 11") sheet.
Soil Map may not be valid at this scale.
MAP LEGEND MAP INFORMATION
Area of Interest (AOI)
Area of Interest (AOI)
Soils
Soil Map Unit Polygons
Soil Map Unit Lines
Soil Map Unit Points
Special Point Features
Blowout
Borrow Pit
Clay Spot
Closed Depression
Gravel Pit
Gravelly Spot
Landfill
Lava Flow
Marsh or swamp
Mine or Quarry
Miscellaneous Water
Perennial Water
Rock Outcrop
Saline Spot
Sandy Spot
Severely Eroded Spot
Sinkhole
Slide or Slip
Sodic Spot
Spoil Area
Stony Spot
Very Stony Spot
Wet Spot
Other
Special Line Features
Water Features
Streams and Canals
Transportation
Rails
Interstate Highways
US Routes
Major Roads
Local Roads
Background
Aerial Photography
The soil surveys that comprise your AOI were mapped at
1:24,000.
Warning: Soil Map may not be valid at this scale.
Enlargement of maps beyond the scale of mapping can cause
misunderstanding of the detail of mapping and accuracy of soil
line placement. The maps do not show the small areas of
contrasting soils that could have been shown at a more detailed
scale.
Please rely on the bar scale on each map sheet for map
measurements.
Source of Map: Natural Resources Conservation Service
Web Soil Survey URL:
Coordinate System: Web Mercator (EPSG:3857)
Maps from the Web Soil Survey are based on the Web Mercator
projection, which preserves direction and shape but distorts
distance and area. A projection that preserves area, such as the
Albers equal-area conic projection, should be used if more
accurate calculations of distance or area are required.
This product is generated from the USDA-NRCS certified data as
of the version date(s) listed below.
Soil Survey Area: Person County, North Carolina
Survey Area Data: Version 20, Sep 10, 2018
Soil map units are labeled (as space allows) for map scales
1:50,000 or larger.
Date(s) aerial images were photographed: Nov 12, 2015—Nov
26, 2017
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.
Custom Soil Resource Report
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Map Unit Legend
Map Unit Symbol Map Unit Name Acres in AOI Percent of AOI
CoA Codorus and Hatboro soils, 0 to
2 percent slopes, frequently
flooded
2.7 1.3%
GeB Georgeville loam, 2 to 6 percent
slopes
9.6 4.5%
GfB3 Georgeville clay loam, 2 to 6
percent slopes, severely
eroded
47.4 22.2%
HrB Herndon loam, 2 to 6 percent
slopes
22.2 10.4%
IrB Iredell gravelly loam, 2 to 6
percent slopes
0.0 0.0%
RaB Rasalo fine sandy loam, 2 to 6
percent slopes
29.9 14.0%
RaC Rasalo fine sandy loam, 6 to 10
percent slopes
11.6 5.4%
SmB Siloam loam, 2 to 8 percent
slopes
7.9 3.7%
SmD Siloam loam, 8 to 15 percent
slopes
10.4 4.9%
SmF Siloam loam, 15 to 45 percent
slopes
57.2 26.8%
TaD Tarrus loam, 10 to 15 percent
slopes
2.9 1.4%
TaE Tarrus loam, 15 to 35 percent
slopes
11.7 5.5%
W Water 0.1 0.0%
Totals for Area of Interest 213.5 100.0%
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
Custom Soil Resource Report
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Imagery................................................NAIP, January 2010Roads..............................................©2006-2010 Tele AtlasNames...............................................................GNIS, 2010Hydrography.................National Hydrography Dataset, 2010Contours............................National Elevation Dataset, 2010
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EDOUG STTHAXTON RD
M O U N T A I N R D WOODSDALE RDHAYWOOD BAILEY RD
CLAY THOMAS RDSHILOH CHURCH RDW O O D Y FOX RD
C E D A R G R O V E CHURCH RD
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BOWES-SHOTW E L L R D
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JAMES LONG RD
DIRGIE MINE RDGABRIEL JONES RD
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BLVDN MAIN STN MADISON BLVDBOSTON RDBOSTON RDD
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WoodsdaleCem
AllensChapelChurch Cem
ProvidenceBaptistChurch Cem
AllensvilleMethodistChurch Cem
BurchwoodCem
WoodsdaleMethodistChurch Cem
RockGrove Cem
ShilohChurchCem
Mill CreekBaptistChurch Cem
AllenFamilyCem
Lawson ChapelBaptistChurch Cem
ROXBORO
Longhurst
GentryStore
Brooksdale
Woodsdale
Allensville
HagersMtn
41
FEET
28
40
35
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22'30"
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NORTHCAROLINA
QUADRANGLE LOCATION
ROXBORO QUADRANGLENORTH CAROLINA-PERSON CO.7.5-MINUTE SERIES
ROXBORO, NC
2016
Expressway Local Connector
ROAD CLASSIFICATION
Ramp 4WD
Secondary Hwy Local Road
Interstate Route State RouteUS RouteWX./H
ROXBORO, NC
2016
ROAD CLASSIFICATION
Check with local Forest Service unitfor current travel conditions and restrictions.
FS Primary Route FS High Clearance RouteFS PassengerRouteª«­▬Interstate Route State RouteUS RouteWX./H
Expressway Local Connector
Ramp 4WD
Secondary Hwy Local Road
U.S. DEPARTMENT OF THE INTERIOR U.S. GEOLOGICAL SURVEY

1 Alton
8 Moriah
2 Cluster Springs3 Virgilina4 Olive Hill5 Triple Springs6 Hurdle Mills7 Timberlake
ADJOINING QUADRANGLES
1 2 3
4 5
6 7 8
This map was produced to conform with the National Geospatial Program US Topo Product Standard, 2011.A metadata file associated with this product is draft version 0.6.19
CONTOUR INTERVAL 10 FEETNORTH AMERICAN VERTICAL DATUM OF 1988
SCALE 1:24 000
1000 500 0 METERS 1000 2000
21KILOMETERS00.51
1 0.5 0
MILES
1
1000 0 1000 2000 3000 4000 5000 6000 7000 8000 9000 10000
FEET
Imagery..................................................NAIP, June 2014Roads................................ U.S. Census Bureau, 2015 - 2016Names..........................................................GNIS, 2016Hydrography....................National Hydrography Dataset, 2014Contours............................National Elevation Dataset, 2008Boundaries............Multiple sources; see metadata file 1972 - 2016
Wetlands.........FWS National Wetlands Inventory 1977 - 2014
North American Datum of 1983 (NAD83)World Geodetic System of 1984 (WGS84). Projection and1 000-meter grid: Universal Transverse Mercator, Zone 17S
Produced by the United States Geological Survey
10 000-foot ticks: North Carolina Coordinate System of 1983
This map is not a legal document. Boundaries may begeneralized for this map scale. Private lands within governmentreservations may not be shown. Obtain permission beforeentering private lands.
North American Datum of 1983 (NAD83)World Geodetic System of 1984 (WGS84). Projection and1 000-meter grid: Universal Transverse Mercator, Zone 17S
Produced by the United States Geological Survey
10 000-foot ticks: North Carolina Coordinate System of 1983
This map is not a legal document. Boundaries may begeneralized for this map scale. Private lands within governmentreservations may not be shown. Obtain permission beforeentering private lands.
Imagery<IMG_LEADER><IMG_CITATION>Roads<TRANS_LEADER> U.S. Census Bureau, 2015 - 2016Roads within US Forest Service Lands.............FSTopo Data with limited Forest Service updates, 2012 - 2016Names...............................................................GNIS, 2016Hydrography<HYDRO_LEADER>National Hydrography Dataset, <HYDRO_DATE>Contours<HYPSO_LEADER><HYPSO_CITATION>Boundaries............Multiple sources; see metadata file 1972 - 2016<OPTIONAL_CITATIONS>Wetlands.........FWS National Wetlands Inventory 1977 - 2014
U.S. National Grid
100,000-m Square ID
Grid Zone Designation
PA
17S
^
ØMN
GN
UTM GRID AND 2016 MAGNETIC NORTHDECLINATION AT CENTER OF SHEET
1° 13´22 MILS
9° 7´162 MILS
*7643016379181*NSN.7643016379181NGA REF NO.USGSX24K38814
7/25/2019 Precipitation Frequency Data Server
https://hdsc.nws.noaa.gov/hdsc/pfds/pfds_printpage.html?lat=36.4716&lon=-78.9909&data=intensity&units=english&series=pds#top 1/4
NOAA Atlas 14, Volume 2, Version 3
Location name: Roxboro, North Carolina, USA*
Latitude: 36.4716°, Longitude: -78.9909°
Elevation: 501.05 ft**
* source: ESRI Maps
** source: USGS
POINT PRECIPITATION FREQUENCY ESTIMATES
G.M. Bonnin, D. Martin, B. Lin, T. Parzybok, M.Yekta, and D. Riley
NOAA, National Weather Service, Silver Spring, Maryland
PF_tabular | PF_graphical | Maps_&_aerials
PF tabular
PDS-based point precipitation frequency estimates with 90% confidence intervals (in inches/hour)1
Duration Average recurrence interval (years)
1 2 5 10 25 50 100 200 500 1000
5-min 4.55
(4.15‑4.98)
5.39
(4.92‑5.89)
6.26
(5.71‑6.85)
6.96
(6.34‑7.60)
7.72
(7.00‑8.41)
8.24
(7.44‑8.98)
8.72
(7.84‑9.52)
9.13
(8.16‑9.97)
9.60
(8.51‑10.5)
9.95
(8.75‑10.9)
10-min 3.64
(3.32‑3.98)
4.30
(3.93‑4.71)
5.02
(4.58‑5.49)
5.57
(5.06‑6.07)
6.15
(5.57‑6.70)
6.56
(5.92‑7.15)
6.94
(6.23‑7.56)
7.24
(6.47‑7.91)
7.59
(6.73‑8.30)
7.84
(6.89‑8.57)
15-min 3.03
(2.76‑3.31)
3.61
(3.30‑3.95)
4.23
(3.86‑4.63)
4.69
(4.27‑5.12)
5.20
(4.71‑5.66)
5.54
(5.00‑6.04)
5.84
(5.25‑6.37)
6.09
(5.44‑6.65)
6.37
(5.64‑6.97)
6.56
(5.76‑7.18)
30-min 2.08
(1.89‑2.27)
2.49
(2.28‑2.73)
3.01
(2.74‑3.29)
3.40
(3.10‑3.71)
3.85
(3.49‑4.19)
4.17
(3.77‑4.54)
4.48
(4.02‑4.88)
4.74
(4.24‑5.18)
5.07
(4.49‑5.54)
5.31
(4.67‑5.81)
60-min 1.30
(1.18‑1.42)
1.56
(1.43‑1.71)
1.93
(1.76‑2.11)
2.21
(2.02‑2.42)
2.56
(2.32‑2.79)
2.83
(2.55‑3.08)
3.08
(2.77‑3.36)
3.33
(2.97‑3.63)
3.64
(3.22‑3.98)
3.87
(3.41‑4.24)
2-hr 0.766
(0.697‑0.840)
0.924
(0.842‑1.01)
1.15
(1.04‑1.26)
1.33
(1.21‑1.46)
1.56
(1.41‑1.70)
1.75
(1.56‑1.90)
1.93
(1.72‑2.10)
2.11
(1.87‑2.30)
2.35
(2.06‑2.56)
2.54
(2.20‑2.78)
3-hr 0.545
(0.498‑0.599)
0.659
(0.602‑0.724)
0.819
(0.746‑0.899)
0.952
(0.864‑1.04)
1.12
(1.01‑1.22)
1.26
(1.13‑1.37)
1.39
(1.24‑1.52)
1.53
(1.35‑1.66)
1.71
(1.49‑1.86)
1.85
(1.60‑2.02)
6-hr 0.333
(0.304‑0.367)
0.401
(0.367‑0.442)
0.499
(0.454‑0.549)
0.581
(0.528‑0.639)
0.691
(0.623‑0.757)
0.782
(0.699‑0.855)
0.874
(0.776‑0.955)
0.970
(0.852‑1.06)
1.10
(0.955‑1.20)
1.21
(1.03‑1.32)
12-hr 0.198
(0.181‑0.218)
0.239
(0.219‑0.263)
0.298
(0.272‑0.327)
0.350
(0.318‑0.384)
0.421
(0.380‑0.459)
0.481
(0.430‑0.523)
0.544
(0.482‑0.590)
0.611
(0.534‑0.662)
0.705
(0.607‑0.764)
0.786
(0.665‑0.852)
24-hr 0.116
(0.108‑0.126)
0.140
(0.131‑0.152)
0.176
(0.163‑0.190)
0.204
(0.189‑0.220)
0.243
(0.224‑0.261)
0.274
(0.252‑0.295)
0.306
(0.280‑0.331)
0.340
(0.309‑0.368)
0.388
(0.350‑0.420)
0.426
(0.381‑0.463)
2-day 0.068
(0.064‑0.074)
0.082
(0.077‑0.089)
0.102
(0.095‑0.110)
0.118
(0.109‑0.127)
0.139
(0.128‑0.149)
0.155
(0.143‑0.167)
0.172
(0.158‑0.186)
0.190
(0.173‑0.205)
0.214
(0.194‑0.232)
0.233
(0.210‑0.254)
3-day 0.048
(0.045‑0.052)
0.058
(0.054‑0.062)
0.072
(0.067‑0.077)
0.082
(0.077‑0.089)
0.097
(0.090‑0.105)
0.109
(0.100‑0.117)
0.121
(0.111‑0.131)
0.133
(0.122‑0.144)
0.151
(0.136‑0.163)
0.164
(0.148‑0.179)
4-day 0.038
(0.035‑0.041)
0.046
(0.043‑0.049)
0.056
(0.052‑0.061)
0.065
(0.060‑0.070)
0.076
(0.071‑0.082)
0.086
(0.079‑0.092)
0.095
(0.087‑0.103)
0.105
(0.096‑0.114)
0.119
(0.107‑0.129)
0.130
(0.116‑0.141)
7-day 0.025
(0.023‑0.027)
0.030
(0.028‑0.032)
0.036
(0.034‑0.039)
0.041
(0.039‑0.045)
0.049
(0.045‑0.052)
0.054
(0.050‑0.058)
0.060
(0.055‑0.065)
0.066
(0.060‑0.071)
0.074
(0.068‑0.081)
0.081
(0.073‑0.088)
10-day 0.020
(0.019‑0.021)
0.024
(0.022‑0.025)
0.028
(0.027‑0.030)
0.032
(0.030‑0.035)
0.038
(0.035‑0.040)
0.042
(0.039‑0.045)
0.046
(0.043‑0.049)
0.050
(0.046‑0.054)
0.056
(0.051‑0.061)
0.061
(0.055‑0.066)
20-day 0.013
(0.012‑0.014)
0.016
(0.015‑0.017)
0.019
(0.017‑0.020)
0.021
(0.020‑0.022)
0.024
(0.023‑0.026)
0.027
(0.025‑0.028)
0.029
(0.027‑0.031)
0.032
(0.029‑0.034)
0.035
(0.032‑0.038)
0.038
(0.035‑0.041)
30-day 0.011
(0.010‑0.012)
0.013
(0.012‑0.014)
0.015
(0.014‑0.016)
0.017
(0.016‑0.018)
0.019
(0.018‑0.020)
0.020
(0.019‑0.022)
0.022
(0.021‑0.024)
0.024
(0.022‑0.025)
0.026
(0.024‑0.028)
0.028
(0.025‑0.030)
45-day 0.009
(0.009‑0.010)
0.011
(0.010‑0.011)
0.012
(0.012‑0.013)
0.014
(0.013‑0.014)
0.015
(0.015‑0.016)
0.017
(0.016‑0.018)
0.018
(0.017‑0.019)
0.019
(0.018‑0.020)
0.021
(0.019‑0.022)
0.022
(0.020‑0.023)
60-day 0.008
(0.008‑0.009)
0.010
(0.009‑0.010)
0.011
(0.011‑0.012)
0.012
(0.011‑0.013)
0.013
(0.013‑0.014)
0.014
(0.013‑0.015)
0.015
(0.014‑0.016)
0.016
(0.015‑0.017)
0.017
(0.016‑0.018)
0.018
(0.017‑0.019)
1 Precipitation frequency (PF) estimates in this table are based on frequency analysis of partial duration series (PDS).
Numbers in parenthesis are PF estimates at lower and upper bounds of the 90% confidence interval. The probability that precipitation frequency estimates (for a
given duration and average recurrence interval) will be greater than the upper bound (or less than the lower bound) is 5%. Estimates at upper bounds are not
checked against probable maximum precipitation (PMP) estimates and may be higher than currently valid PMP values.
Please refer to NOAA Atlas 14 document for more information.
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7/25/2019 Precipitation Frequency Data Server
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Large scale terrain
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Questions?: [e-mail]
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STORMWATER MANAGEMENT

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1
Watershed Model SchematicHydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2019.2
Project: Person County TR55.gpw Monday, 07 / 29 / 2019
Hyd.Origin Description
Legend
1 SCS Runoff PostD-DA4 to WP 1
2 SCS Runoff PostB&C-DA2&3 to WP2
3 SCS Runoff PostG-DA7 to WP3
4 SCS Runoff PostI-DA9B to WP4
5 Reservoir WP1/Post-DA4
6 Reservoir WP2/Post-DA2&3
7 Reservoir WP3/Post-DA7
8 Reservoir WP4.Post-DA9
9 SCS Runoff PreA-DA1
10 SCS Runoff PreB- DA2
11 SCS Runoff PreC-DA3
12 SCS Runoff PreD-DA4
13 SCS Runoff PreE-DA5
14 SCS Runoff PreF-DA6
15 SCS Runoff PreG-DA7
16 SCS Runoff PreH-DA8
17 SCS Runoff PreI-DA9
18 SCS Runoff PostA-DA1
19 SCS Runoff PostI-DA9 Bypass
20 Combine Post-DA9 Combined
21 SCS Runoff PostH-DA 8
22 SCS Runoff PostE-DA5
23 SCS Runoff PostF-DA6
Hydraflow Table of Contents Person County TR55.gpw
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2019.2 Monday, 07 / 29 / 2019
Watershed Model Schematic...................................................................................... 1
Hydrograph Return Period Recap............................................................................. 2
1 - Year
Summary Report......................................................................................................................... 3
Hydrograph Reports................................................................................................................... 4
Hydrograph No. 1, SCS Runoff, PostD-DA4 to WP 1.............................................................. 4
Hydrograph No. 2, SCS Runoff, PostB&C-DA2&3 to WP2...................................................... 5
Hydrograph No. 3, SCS Runoff, PostG-DA7 to WP3............................................................... 6
Hydrograph No. 4, SCS Runoff, PostI-DA9B to WP4.............................................................. 7
Hydrograph No. 5, Reservoir, WP1/Post-DA4.......................................................................... 8
Pond Report - WP1.............................................................................................................. 9
Hydrograph No. 6, Reservoir, WP2/Post-DA2&3................................................................... 10
Pond Report - WP2............................................................................................................ 11
Hydrograph No. 7, Reservoir, WP3/Post-DA7........................................................................ 12
Pond Report - WP3............................................................................................................ 13
Hydrograph No. 8, Reservoir, WP4.Post-DA9........................................................................ 14
Pond Report - WP4............................................................................................................ 15
Hydrograph No. 9, SCS Runoff, PreA-DA1............................................................................ 16
Hydrograph No. 10, SCS Runoff, PreB- DA2......................................................................... 17
Hydrograph No. 11, SCS Runoff, PreC-DA3.......................................................................... 18
Hydrograph No. 12, SCS Runoff, PreD-DA4.......................................................................... 19
Hydrograph No. 13, SCS Runoff, PreE-DA5.......................................................................... 20
Hydrograph No. 14, SCS Runoff, PreF-DA6.......................................................................... 21
Hydrograph No. 15, SCS Runoff, PreG-DA7......................................................................... 22
Hydrograph No. 16, SCS Runoff, PreH-DA8.......................................................................... 23
Hydrograph No. 17, SCS Runoff, PreI-DA9........................................................................... 24
Hydrograph No. 18, SCS Runoff, PostA-DA1........................................................................ 25
Hydrograph No. 19, SCS Runoff, PostI-DA9 Bypass............................................................. 26
Hydrograph No. 20, Combine, Post-DA9 Combined.............................................................. 27
Hydrograph No. 21, SCS Runoff, PostH-DA 8....................................................................... 28
Hydrograph No. 22, SCS Runoff, PostE-DA5........................................................................ 29
Hydrograph No. 23, SCS Runoff, PostF-DA6........................................................................ 30
100 - Year
Summary Report....................................................................................................................... 31
Hydrograph Reports................................................................................................................. 32
Hydrograph No. 1, SCS Runoff, PostD-DA4 to WP 1............................................................ 32
Hydrograph No. 2, SCS Runoff, PostB&C-DA2&3 to WP2.................................................... 33
Hydrograph No. 3, SCS Runoff, PostG-DA7 to WP3............................................................. 34
Hydrograph No. 4, SCS Runoff, PostI-DA9B to WP4............................................................ 35
Hydrograph No. 5, Reservoir, WP1/Post-DA4........................................................................ 36
Hydrograph No. 6, Reservoir, WP2/Post-DA2&3................................................................... 37
Hydrograph No. 7, Reservoir, WP3/Post-DA7........................................................................ 38
Hydrograph No. 8, Reservoir, WP4.Post-DA9........................................................................ 39
Hydrograph No. 9, SCS Runoff, PreA-DA1............................................................................ 40
Hydrograph No. 10, SCS Runoff, PreB- DA2......................................................................... 41
Contents continued...Person County TR55.gpw
Hydrograph No. 11, SCS Runoff, PreC-DA3.......................................................................... 42
Hydrograph No. 12, SCS Runoff, PreD-DA4.......................................................................... 43
Hydrograph No. 13, SCS Runoff, PreE-DA5.......................................................................... 44
Hydrograph No. 14, SCS Runoff, PreF-DA6.......................................................................... 45
Hydrograph No. 15, SCS Runoff, PreG-DA7......................................................................... 46
Hydrograph No. 16, SCS Runoff, PreH-DA8.......................................................................... 47
Hydrograph No. 17, SCS Runoff, PreI-DA9........................................................................... 48
Hydrograph No. 18, SCS Runoff, PostA-DA1........................................................................ 49
Hydrograph No. 19, SCS Runoff, PostI-DA9 Bypass............................................................. 50
Hydrograph No. 20, Combine, Post-DA9 Combined.............................................................. 51
Hydrograph No. 21, SCS Runoff, PostH-DA 8....................................................................... 52
Hydrograph No. 22, SCS Runoff, PostE-DA5........................................................................ 53
Hydrograph No. 23, SCS Runoff, PostF-DA6........................................................................ 54
Hydrograph Return Period Recap
2
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 ------ 48.98 ------- ------- ------- 111.82 140.50 ------- 205.07 PostD-DA4 to WP 1
2 SCS Runoff ------ 158.42 ------- ------- ------- 311.77 379.73 ------- 531.67 PostB&C-DA2&3 to WP2
3 SCS Runoff ------ 55.06 ------- ------- ------- 112.37 137.88 ------- 194.90 PostG-DA7 to WP3
4 SCS Runoff ------ 46.76 ------- ------- ------- 88.07 106.34 ------- 147.23 PostI-DA9B to WP4
5 Reservoir 1 4.630 ------- ------- ------- 106.14 136.17 ------- 186.31 WP1/Post-DA4
6 Reservoir 2 66.77 ------- ------- ------- 269.22 322.31 ------- 352.63 WP2/Post-DA2&3
7 Reservoir 3 30.94 ------- ------- ------- 107.40 132.74 ------- 188.48 WP3/Post-DA7
8 Reservoir 4 9.889 ------- ------- ------- 80.46 100.65 ------- 141.33 WP4.Post-DA9
9 SCS Runoff ------ 12.96 ------- ------- ------- 32.60 41.94 ------- 63.22 PreA-DA1
10 SCS Runoff ------ 22.51 ------- ------- ------- 56.63 72.85 ------- 109.81 PreB- DA2
11 SCS Runoff ------ 90.05 ------- ------- ------- 232.85 300.67 ------- 455.73 PreC-DA3
12 SCS Runoff ------ 4.636 ------- ------- ------- 11.66 15.00 ------- 22.62 PreD-DA4
13 SCS Runoff ------ 1.676 ------- ------- ------- 4.215 5.423 ------- 8.175 PreE-DA5
14 SCS Runoff ------ 12.48 ------- ------- ------- 31.38 40.37 ------- 60.85 PreF-DA6
15 SCS Runoff ------ 70.59 ------- ------- ------- 182.53 235.70 ------- 357.26 PreG-DA7
16 SCS Runoff ------ 14.41 ------- ------- ------- 36.25 46.64 ------- 70.30 PreH-DA8
17 SCS Runoff ------ 36.21 ------- ------- ------- 92.35 119.03 ------- 179.94 PreI-DA9
18 SCS Runoff ------ 10.20 ------- ------- ------- 25.67 33.02 ------- 49.77 PostA-DA1
19 SCS Runoff ------ 26.62 ------- ------- ------- 66.31 84.98 ------- 127.47 PostI-DA9 Bypass
20 Combine 8, 19 26.95 ------- ------- ------- 130.23 170.24 ------- 249.67 Post-DA9 Combined
21 SCS Runoff ------ 10.23 ------- ------- ------- 24.12 30.53 ------- 45.00 PostH-DA 8
22 SCS Runoff ------ 1.833 ------- ------- ------- 4.134 5.179 ------- 7.529 PostE-DA5
23 SCS Runoff ------ 12.38 ------- ------- ------- 27.28 34.01 ------- 49.11 PostF-DA6
Proj. file: Person County TR55.gpw Monday, 07 / 29 / 2019
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2019.2
Hydrograph Summary Report
3
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 48.98 2 720 127,047 ------ ------ ------ PostD-DA4 to WP 1
2 SCS Runoff 158.42 2 726 552,874 ------ ------ ------ PostB&C-DA2&3 to WP2
3 SCS Runoff 55.06 2 722 155,472 ------ ------ ------ PostG-DA7 to WP3
4 SCS Runoff 46.76 2 722 136,048 ------ ------ ------ PostI-DA9B to WP4
5 Reservoir 4.630 2 760 126,476 1 475.50 64,482 WP1/Post-DA4
6 Reservoir 66.77 2 744 444,370 2 454.11 279,938 WP2/Post-DA2&3
7 Reservoir 30.94 2 732 151,518 3 458.38 69,458 WP3/Post-DA7
8 Reservoir 9.889 2 738 133,367 4 458.63 76,632 WP4.Post-DA9
9 SCS Runoff 12.96 2 718 25,931 ------ ------ ------ PreA-DA1
10 SCS Runoff 22.51 2 718 45,044 ------ ------ ------ PreB- DA2
11 SCS Runoff 90.05 2 722 236,514 ------ ------ ------ PreC-DA3
12 SCS Runoff 4.636 2 718 9,277 ------ ------ ------ PreD-DA4
13 SCS Runoff 1.676 2 718 3,353 ------ ------ ------ PreE-DA5
14 SCS Runoff 12.48 2 718 24,963 ------ ------ ------ PreF-DA6
15 SCS Runoff 70.59 2 722 185,408 ------ ------ ------ PreG-DA7
16 SCS Runoff 14.41 2 718 28,837 ------ ------ ------ PreH-DA8
17 SCS Runoff 36.21 2 720 82,940 ------ ------ ------ PreI-DA9
18 SCS Runoff 10.20 2 718 20,417 ------ ------ ------ PostA-DA1
19 SCS Runoff 26.62 2 720 60,922 ------ ------ ------ PostI-DA9 Bypass
20 Combine 26.95 2 720 194,289 8, 19 ------ ------ Post-DA9 Combined
21 SCS Runoff 10.23 2 718 20,595 ------ ------ ------ PostH-DA 8
22 SCS Runoff 1.833 2 716 3,704 ------ ------ ------ PostE-DA5
23 SCS Runoff 12.38 2 716 25,051 ------ ------ ------ PostF-DA6
Person County TR55.gpw Return Period: 1 Year Monday, 07 / 29 / 2019
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2019.2
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2019.2 Monday, 07 / 29 / 2019
Hyd. No. 1
PostD-DA4 to WP 1
Hydrograph type = SCS Runoff Peak discharge = 48.98 cfs
Storm frequency = 1 yrs Time to peak = 12.00 hrs
Time interval = 2 min Hyd. volume = 127,047 cuft
Drainage area = 24.010 ac Curve number = 85*
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = TR55 Time of conc. (Tc) = 12.80 min
Total precip. = 2.79 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
* Composite (Area/CN) = [(6.910 x 98) + (17.100 x 80)] / 24.010
4
0 2 4 6 8 10 12 14 16 18 20 22 24 26
Q (cfs)
0.00 0.00
10.00 10.00
20.00 20.00
30.00 30.00
40.00 40.00
50.00 50.00
Q (cfs)
Time (hrs)
PostD-DA4 to WP 1
Hyd. No. 1 -- 1 Year
Hyd No. 1
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2019.2 Monday, 07 / 29 / 2019
Hyd. No. 2
PostB&C-DA2&3 to WP2
Hydrograph type = SCS Runoff Peak discharge = 158.42 cfs
Storm frequency = 1 yrs Time to peak = 12.10 hrs
Time interval = 2 min Hyd. volume = 552,874 cuft
Drainage area = 76.210 ac Curve number = 92*
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = TR55 Time of conc. (Tc) = 22.50 min
Total precip. = 2.79 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
* Composite (Area/CN) = [(48.710 x 98) + (27.500 x 80)] / 76.210
5
0 2 4 6 8 10 12 14 16 18 20 22 24 26
Q (cfs)
0.00 0.00
20.00 20.00
40.00 40.00
60.00 60.00
80.00 80.00
100.00 100.00
120.00 120.00
140.00 140.00
160.00 160.00
Q (cfs)
Time (hrs)
PostB&C-DA2&3 to WP2
Hyd. No. 2 -- 1 Year
Hyd No. 2
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2019.2 Monday, 07 / 29 / 2019
Hyd. No. 3
PostG-DA7 to WP3
Hydrograph type = SCS Runoff Peak discharge = 55.06 cfs
Storm frequency = 1 yrs Time to peak = 12.03 hrs
Time interval = 2 min Hyd. volume = 155,472 cuft
Drainage area = 24.510 ac Curve number = 90*
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = TR55 Time of conc. (Tc) = 13.90 min
Total precip. = 2.79 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
* Composite (Area/CN) = [(14.010 x 98) + (10.500 x 80)] / 24.510
6
0 2 4 6 8 10 12 14 16 18 20 22 24 26
Q (cfs)
0.00 0.00
10.00 10.00
20.00 20.00
30.00 30.00
40.00 40.00
50.00 50.00
60.00 60.00
Q (cfs)
Time (hrs)
PostG-DA7 to WP3
Hyd. No. 3 -- 1 Year
Hyd No. 3
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2019.2 Monday, 07 / 29 / 2019
Hyd. No. 4
PostI-DA9B to WP4
Hydrograph type = SCS Runoff Peak discharge = 46.76 cfs
Storm frequency = 1 yrs Time to peak = 12.03 hrs
Time interval = 2 min Hyd. volume = 136,048 cuft
Drainage area = 17.900 ac Curve number = 94*
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = TR55 Time of conc. (Tc) = 15.60 min
Total precip. = 2.79 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
* Composite (Area/CN) = [(13.600 x 98) + (4.300 x 80)] / 17.900
7
0 2 4 6 8 10 12 14 16 18 20 22 24 26
Q (cfs)
0.00 0.00
10.00 10.00
20.00 20.00
30.00 30.00
40.00 40.00
50.00 50.00
Q (cfs)
Time (hrs)
PostI-DA9B to WP4
Hyd. No. 4 -- 1 Year
Hyd No. 4
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2019.2 Monday, 07 / 29 / 2019
Hyd. No. 5
WP1/Post-DA4
Hydrograph type = Reservoir Peak discharge = 4.630 cfs
Storm frequency = 1 yrs Time to peak = 12.67 hrs
Time interval = 2 min Hyd. volume = 126,476 cuft
Inflow hyd. No. = 1 - PostD-DA4 to WP 1 Max. Elevation = 475.50 ft
Reservoir name = WP1 Max. Storage = 64,482 cuft
Storage Indication method used.
8
0 6 12 18 24 30 36 42 48 54 60 66 72
Q (cfs)
0.00 0.00
10.00 10.00
20.00 20.00
30.00 30.00
40.00 40.00
50.00 50.00
Q (cfs)
Time (hrs)
WP1/Post-DA4
Hyd. No. 5 -- 1 Year
Hyd No. 5 Hyd No. 1 Total storage used = 64,482 cuft
Pond Report 9
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2019.2 Monday, 07 / 29 / 2019
Pond No. 1 - WP1
Pond Data
Contours -User-defined contour areas. Average end area method used for volume calculation. Begining Elevation = 471.50 ft
Stage / Storage Table
Stage (ft) Elevation (ft) Contour area (sqft) Incr. Storage (cuft) Total storage (cuft)
0.00 471.50 12,498 0 0
0.50 472.00 13,882 6,595 6,595
1.50 473.00 15,323 14,603 21,198
2.50 474.00 16,820 16,072 37,269
3.50 475.00 18,373 17,597 54,866
4.50 476.00 19,984 19,179 74,044
5.50 477.00 21,651 20,818 94,862
Culvert / Orifice Structures Weir Structures
[A] [B] [C] [PrfRsr] [A] [B] [C] [D]
Rise (in)= 60.00 3.00 4.00 0.00
Span (in)= 60.00 3.00 6.00 0.00
No. Barrels = 1 1 4 0
Invert El. (ft)= 470.00 471.50 473.70 0.00
Length (ft)= 200.00 0.00 0.00 0.00
Slope (%)= 5.00 0.00 0.00 n/a
N-Value = .013 .013 .013 n/a
Orifice Coeff.= 0.60 0.60 0.60 0.60
Multi-Stage = n/a Yes Yes No
Crest Len (ft)= 40.00 Inactive 0.00 0.00
Crest El. (ft)= 475.50 477.00 0.00 0.00
Weir Coeff.= 3.33 2.60 3.33 3.33
Weir Type = 1 Broad --- ---
Multi-Stage = Yes No No No
Exfil.(in/hr)= 0.000 (by Contour)
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).
0.0 20.0 40.0 60.0 80.0 100.0 120.0 140.0 160.0 180.0 200.0
Stage (ft)
0.00 471.50
1.00 472.50
2.00 473.50
3.00 474.50
4.00 475.50
5.00 476.50
6.00 477.50
Elev (ft)
Discharge (cfs)
Stage / Discharge
Total Q
Pond No. 1 - WP1
-5.00 nn nn a o:
—4.00
—3.00
—2.00
—1.00
—0.00
Stage (ft)
Hydraflow Hydrographs Extension for Autodesk@ Civil 3D@ 2019 by Autodesk, Inc. v2019.2
Top of pond
EIev.477.00
Section 100 -yr
NTS
25 -yr
10 -yr
1 -yr
Inflow hydrograph = 1. SCS Runoff - PostD-DA4 to WP 1
Project: Person County TR55.gpw I Monday, 07 / 29 / 2019

Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2019.2 Monday, 07 / 29 / 2019
Hyd. No. 6
WP2/Post-DA2&3
Hydrograph type = Reservoir Peak discharge = 66.77 cfs
Storm frequency = 1 yrs Time to peak = 12.40 hrs
Time interval = 2 min Hyd. volume = 444,370 cuft
Inflow hyd. No. = 2 - PostB&C-DA2&3 to WP2 Max. Elevation = 454.11 ft
Reservoir name = WP2 Max. Storage = 279,938 cuft
Storage Indication method used.
10
0 4 8 12 16 20 24 28 32 36
Q (cfs)
0.00 0.00
20.00 20.00
40.00 40.00
60.00 60.00
80.00 80.00
100.00 100.00
120.00 120.00
140.00 140.00
160.00 160.00
Q (cfs)
Time (hrs)
WP2/Post-DA2&3
Hyd. No. 6 -- 1 Year
Hyd No. 6 Hyd No. 2 Total storage used = 279,938 cuft
Pond Report 11
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2019.2 Monday, 07 / 29 / 2019
Pond No. 2 - WP2
Pond Data
Contours -User-defined contour areas. Conic method used for volume calculation. Begining Elevation = 450.50 ft
Stage / Storage Table
Stage (ft) Elevation (ft) Contour area (sqft) Incr. Storage (cuft) Total storage (cuft)
0.00 450.50 70,378 0 0
0.50 450.50 73,507 35,965 35,965
1.50 452.00 76,693 75,087 111,052
2.50 453.00 79,935 78,301 189,352
3.50 454.00 83,233 81,570 270,923
4.50 455.00 86,588 84,897 355,819
5.50 456.00 90,000 88,280 444,099
6.50 457.00 93,468 91,719 535,818
Culvert / Orifice Structures Weir Structures
[A] [B] [C] [PrfRsr] [A] [B] [C] [D]
Rise (in)= 60.00 3.00 4.00 0.00
Span (in)= 60.00 3.00 6.00 0.00
No. Barrels = 1 1 4 0
Invert El. (ft)= 440.00 450.50 452.80 0.00
Length (ft)= 200.00 0.00 0.00 0.00
Slope (%)= 5.00 0.00 0.00 n/a
N-Value = .013 .013 .013 n/a
Orifice Coeff.= 0.60 0.60 0.60 0.60
Multi-Stage = n/a Yes Yes No
Crest Len (ft)= 40.00 Inactive 0.00 0.00
Crest El. (ft)= 453.50 456.00 0.00 0.00
Weir Coeff.= 3.33 2.60 3.33 3.33
Weir Type = 1 Broad --- ---
Multi-Stage = Yes No No No
Exfil.(in/hr)= 0.000 (by Wet area)
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).
0.0 40.0 80.0 120.0 160.0 200.0 240.0 280.0 320.0 360.0
Stage (ft)
0.00 450.50
1.00 451.50
2.00 452.50
3.00 453.50
4.00 454.50
5.00 455.50
6.00 456.50
7.00 457.50
Elev (ft)
Discharge (cfs)
Stage / Discharge
Total Q
Pond No. 2 - WP2
7.00
6.00
40.00 ft Riser
5.00
4.00
4.0 x 6.0 in orifice
3.00 CulvC - Inv. 452.80
—2.00
3.00 in orifice
—1.00 CulvB -Inv. 450.50
—0.00
Stage (ft)
Hydraflow Hydrographs Extension for Autodesk@ Civil 3D@ 2019 by Autodesk, Inc. v2019.2
Top of pond
Elev. 457.00
NTS
1 -yr
Inflow hydrograph = 2. SCS Runoff - PostB&C-DA2&3 to WP2
Project: Person County TR55.gpw I Monday, 07 / 29 / 2019

Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2019.2 Monday, 07 / 29 / 2019
Hyd. No. 7
WP3/Post-DA7
Hydrograph type = Reservoir Peak discharge = 30.94 cfs
Storm frequency = 1 yrs Time to peak = 12.20 hrs
Time interval = 2 min Hyd. volume = 151,518 cuft
Inflow hyd. No. = 3 - PostG-DA7 to WP3 Max. Elevation = 458.38 ft
Reservoir name = WP3 Max. Storage = 69,458 cuft
Storage Indication method used.
12
0 4 8 12 16 20 24 28 32 36 40
Q (cfs)
0.00 0.00
10.00 10.00
20.00 20.00
30.00 30.00
40.00 40.00
50.00 50.00
60.00 60.00
Q (cfs)
Time (hrs)
WP3/Post-DA7
Hyd. No. 7 -- 1 Year
Hyd No. 7 Hyd No. 3 Total storage used = 69,458 cuft
Pond Report 13
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2019.2 Monday, 07 / 29 / 2019
Pond No. 3 - WP3
Pond Data
Contours -User-defined contour areas. Conic method used for volume calculation. Begining Elevation = 455.50 ft
Stage / Storage Table
Stage (ft) Elevation (ft) Contour area (sqft) Incr. Storage (cuft) Total storage (cuft)
0.00 455.50 20,853 0 0
0.50 456.00 22,531 10,842 10,842
1.50 457.00 24,267 23,391 34,234
2.50 458.00 26,059 25,155 59,389
3.50 459.00 27,907 26,975 86,364
4.50 460.00 29,812 28,851 115,215
Culvert / Orifice Structures Weir Structures
[A] [B] [C] [PrfRsr] [A] [B] [C] [D]
Rise (in)= 60.00 3.00 Inactive 0.00
Span (in)= 60.00 3.00 6.00 0.00
No. Barrels = 1 1 4 0
Invert El. (ft)= 451.00 455.50 457.70 0.00
Length (ft)= 200.00 0.00 0.00 0.00
Slope (%)= 5.00 0.00 0.00 n/a
N-Value = .013 .013 .013 n/a
Orifice Coeff.= 0.60 0.60 0.60 0.60
Multi-Stage = n/a Yes Yes No
Crest Len (ft)= 40.00 Inactive 0.00 0.00
Crest El. (ft)= 458.00 459.00 0.00 0.00
Weir Coeff.= 3.33 2.60 3.33 3.33
Weir Type = 1 Broad --- ---
Multi-Stage = Yes No No No
Exfil.(in/hr)= 0.000 (by Wet area)
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).
0.0 20.0 40.0 60.0 80.0 100.0 120.0 140.0 160.0 180.0 200.0 220.0 240.0
Stage (ft)
0.00 455.50
1.00 456.50
2.00 457.50
3.00 458.50
4.00 459.50
5.00 460.50
Elev (ft)
Discharge (cfs)
Stage / Discharge
Total Q
Pond No. 3 - WP3
5.00
4.00
3.00
2.00
1.00
—0.00
Stage (ft)
Hydraflow Hydrographs Extension for Autodesk@ Civil 3D@ 2019 by Autodesk, Inc. v2019.2
Top of pond
EIev.460.00
3.00 in orifice
Culv6 -Inv. 455.50
10 -yr
1 -yr
Inflow hydrograph = 3. SCS Runoff - PostG-DA7 to WP3
Project: Person County TR55.gpw I Monday, 07 / 29 / 2019 1

Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2019.2 Monday, 07 / 29 / 2019
Hyd. No. 8
WP4.Post-DA9
Hydrograph type = Reservoir Peak discharge = 9.889 cfs
Storm frequency = 1 yrs Time to peak = 12.30 hrs
Time interval = 2 min Hyd. volume = 133,367 cuft
Inflow hyd. No. = 4 - PostI-DA9B to WP4 Max. Elevation = 458.63 ft
Reservoir name = WP4 Max. Storage = 76,632 cuft
Storage Indication method used.
14
0 8 16 24 32 40 48 56 64 72 80
Q (cfs)
0.00 0.00
10.00 10.00
20.00 20.00
30.00 30.00
40.00 40.00
50.00 50.00
Q (cfs)
Time (hrs)
WP4.Post-DA9
Hyd. No. 8 -- 1 Year
Hyd No. 8 Hyd No. 4 Total storage used = 76,632 cuft
Pond Report 15
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2019.2 Monday, 07 / 29 / 2019
Pond No. 4 - WP4
Pond Data
Contours -User-defined contour areas. Conic method used for volume calculation. Begining Elevation = 455.50 ft
Stage / Storage Table
Stage (ft) Elevation (ft) Contour area (sqft) Incr. Storage (cuft) Total storage (cuft)
0.00 455.50 20,714 0 0
0.50 456.00 22,509 10,802 10,802
1.50 457.00 24,362 23,427 34,229
2.50 458.00 26,270 25,307 59,536
3.50 459.00 28,235 27,244 86,780
4.50 460.00 30,257 29,237 116,017
Culvert / Orifice Structures Weir Structures
[A] [B] [C] [PrfRsr] [A] [B] [C] [D]
Rise (in)= 60.00 3.00 4.00 0.00
Span (in)= 60.00 3.00 6.00 0.00
No. Barrels = 1 1 4 0
Invert El. (ft)= 452.00 455.50 457.50 0.00
Length (ft)= 200.00 0.00 0.00 0.00
Slope (%)= 5.00 0.00 0.00 n/a
N-Value = .013 .013 .013 n/a
Orifice Coeff.= 0.60 0.60 0.60 0.60
Multi-Stage = n/a Yes Yes No
Crest Len (ft)= 40.00 Inactive 0.00 0.00
Crest El. (ft)= 458.50 459.00 0.00 0.00
Weir Coeff.= 3.33 2.60 3.33 3.33
Weir Type = 1 Broad --- ---
Multi-Stage = Yes No No No
Exfil.(in/hr)= 0.000 (by Wet area)
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).
0.0 20.0 40.0 60.0 80.0 100.0 120.0 140.0 160.0 180.0 200.0 220.0
Stage (ft)
0.00 455.50
1.00 456.50
2.00 457.50
3.00 458.50
4.00 459.50
5.00 460.50
Elev (ft)
Discharge (cfs)
Stage / Discharge
Total Q
Pond No. 4 - WP4
5.00 Top of pond
EIev.460.00
-4.00 48.88 K Rim
WAI_:.A Mie., ArQ tin
-3.00 4.0 x 6.0 in orifice
CuIvC -Inv. 457.50
-2.00
Fails]
—0.00
Stage (ft)
3.00 in orifice
CulvB -Inv. 455.50
Hydraflow Hydrographs Extension for Autodesk@ Civil 3D@ 2019 by Autodesk, Inc. v2019.2
25 -yr
10 -yr
1 -yr
Inflow hydrograph = 4. SCS Runoff - Postl-DA913 to WP4
Project: Person County TR55.gpw I Monday, 07 / 29 / 2019

Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2019.2 Monday, 07 / 29 / 2019
Hyd. No. 9
PreA-DA1
Hydrograph type = SCS Runoff Peak discharge = 12.96 cfs
Storm frequency = 1 yrs Time to peak = 11.97 hrs
Time interval = 2 min Hyd. volume = 25,931 cuft
Drainage area = 6.960 ac Curve number = 80
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = User Time of conc. (Tc) = 5.00 min
Total precip. = 2.79 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
16
0 2 4 6 8 10 12 14 16 18 20 22 24 26
Q (cfs)
0.00 0.00
2.00 2.00
4.00 4.00
6.00 6.00
8.00 8.00
10.00 10.00
12.00 12.00
14.00 14.00
Q (cfs)
Time (hrs)
PreA-DA1
Hyd. No. 9 -- 1 Year
Hyd No. 9
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2019.2 Monday, 07 / 29 / 2019
Hyd. No. 10
PreB- DA2
Hydrograph type = SCS Runoff Peak discharge = 22.51 cfs
Storm frequency = 1 yrs Time to peak = 11.97 hrs
Time interval = 2 min Hyd. volume = 45,044 cuft
Drainage area = 12.090 ac Curve number = 80
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = TR55 Time of conc. (Tc) = 5.63 min
Total precip. = 2.79 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
17
0 2 4 6 8 10 12 14 16 18 20 22 24 26
Q (cfs)
0.00 0.00
4.00 4.00
8.00 8.00
12.00 12.00
16.00 16.00
20.00 20.00
24.00 24.00
Q (cfs)
Time (hrs)
PreB- DA2
Hyd. No. 10 -- 1 Year
Hyd No. 10
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2019.2 Monday, 07 / 29 / 2019
Hyd. No. 11
PreC-DA3
Hydrograph type = SCS Runoff Peak discharge = 90.05 cfs
Storm frequency = 1 yrs Time to peak = 12.03 hrs
Time interval = 2 min Hyd. volume = 236,514 cuft
Drainage area = 57.710 ac Curve number = 80*
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = TR55 Time of conc. (Tc) = 10.80 min
Total precip. = 2.79 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
* Composite (Area/CN) = [(0.880 x 98) + (56.830 x 80)] / 57.710
18
0 2 4 6 8 10 12 14 16 18 20 22 24 26
Q (cfs)
0.00 0.00
10.00 10.00
20.00 20.00
30.00 30.00
40.00 40.00
50.00 50.00
60.00 60.00
70.00 70.00
80.00 80.00
90.00 90.00
100.00 100.00
Q (cfs)
Time (hrs)
PreC-DA3
Hyd. No. 11 -- 1 Year
Hyd No. 11
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2019.2 Monday, 07 / 29 / 2019
Hyd. No. 12
PreD-DA4
Hydrograph type = SCS Runoff Peak discharge = 4.636 cfs
Storm frequency = 1 yrs Time to peak = 11.97 hrs
Time interval = 2 min Hyd. volume = 9,277 cuft
Drainage area = 2.490 ac Curve number = 80
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = User Time of conc. (Tc) = 5.00 min
Total precip. = 2.79 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
19
0 2 4 6 8 10 12 14 16 18 20 22 24 26
Q (cfs)
0.00 0.00
1.00 1.00
2.00 2.00
3.00 3.00
4.00 4.00
5.00 5.00
Q (cfs)
Time (hrs)
PreD-DA4
Hyd. No. 12 -- 1 Year
Hyd No. 12
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2019.2 Monday, 07 / 29 / 2019
Hyd. No. 13
PreE-DA5
Hydrograph type = SCS Runoff Peak discharge = 1.676 cfs
Storm frequency = 1 yrs Time to peak = 11.97 hrs
Time interval = 2 min Hyd. volume = 3,353 cuft
Drainage area = 0.900 ac Curve number = 80
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = User Time of conc. (Tc) = 5.00 min
Total precip. = 2.79 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
20
0 2 4 6 8 10 12 14 16 18 20 22 24 26
Q (cfs)
0.00 0.00
1.00 1.00
2.00 2.00
Q (cfs)
Time (hrs)
PreE-DA5
Hyd. No. 13 -- 1 Year
Hyd No. 13
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2019.2 Monday, 07 / 29 / 2019
Hyd. No. 14
PreF-DA6
Hydrograph type = SCS Runoff Peak discharge = 12.48 cfs
Storm frequency = 1 yrs Time to peak = 11.97 hrs
Time interval = 2 min Hyd. volume = 24,963 cuft
Drainage area = 6.700 ac Curve number = 80
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = User Time of conc. (Tc) = 5.00 min
Total precip. = 2.79 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
21
0 2 4 6 8 10 12 14 16 18 20 22 24 26
Q (cfs)
0.00 0.00
2.00 2.00
4.00 4.00
6.00 6.00
8.00 8.00
10.00 10.00
12.00 12.00
14.00 14.00
Q (cfs)
Time (hrs)
PreF-DA6
Hyd. No. 14 -- 1 Year
Hyd No. 14
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2019.2 Monday, 07 / 29 / 2019
Hyd. No. 15
PreG-DA7
Hydrograph type = SCS Runoff Peak discharge = 70.59 cfs
Storm frequency = 1 yrs Time to peak = 12.03 hrs
Time interval = 2 min Hyd. volume = 185,408 cuft
Drainage area = 45.240 ac Curve number = 80*
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = TR55 Time of conc. (Tc) = 11.00 min
Total precip. = 2.79 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
* Composite (Area/CN) = [(0.300 x 98) + (44.940 x 80)] / 45.240
22
0 2 4 6 8 10 12 14 16 18 20 22 24 26
Q (cfs)
0.00 0.00
10.00 10.00
20.00 20.00
30.00 30.00
40.00 40.00
50.00 50.00
60.00 60.00
70.00 70.00
80.00 80.00
Q (cfs)
Time (hrs)
PreG-DA7
Hyd. No. 15 -- 1 Year
Hyd No. 15
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2019.2 Monday, 07 / 29 / 2019
Hyd. No. 16
PreH-DA8
Hydrograph type = SCS Runoff Peak discharge = 14.41 cfs
Storm frequency = 1 yrs Time to peak = 11.97 hrs
Time interval = 2 min Hyd. volume = 28,837 cuft
Drainage area = 7.740 ac Curve number = 80
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = TR55 Time of conc. (Tc) = 5.60 min
Total precip. = 2.79 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
23
0 2 4 6 8 10 12 14 16 18 20 22 24 26
Q (cfs)
0.00 0.00
3.00 3.00
6.00 6.00
9.00 9.00
12.00 12.00
15.00 15.00
Q (cfs)
Time (hrs)
PreH-DA8
Hyd. No. 16 -- 1 Year
Hyd No. 16
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2019.2 Monday, 07 / 29 / 2019
Hyd. No. 17
PreI-DA9
Hydrograph type = SCS Runoff Peak discharge = 36.21 cfs
Storm frequency = 1 yrs Time to peak = 12.00 hrs
Time interval = 2 min Hyd. volume = 82,940 cuft
Drainage area = 20.870 ac Curve number = 80
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = TR55 Time of conc. (Tc) = 8.00 min
Total precip. = 2.79 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
24
0 2 4 6 8 10 12 14 16 18 20 22 24 26
Q (cfs)
0.00 0.00
10.00 10.00
20.00 20.00
30.00 30.00
40.00 40.00
Q (cfs)
Time (hrs)
PreI-DA9
Hyd. No. 17 -- 1 Year
Hyd No. 17
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2019.2 Monday, 07 / 29 / 2019
Hyd. No. 18
PostA-DA1
Hydrograph type = SCS Runoff Peak discharge = 10.20 cfs
Storm frequency = 1 yrs Time to peak = 11.97 hrs
Time interval = 2 min Hyd. volume = 20,417 cuft
Drainage area = 5.480 ac Curve number = 80*
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = User Time of conc. (Tc) = 5.00 min
Total precip. = 2.79 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
* Composite (Area/CN) = [(5.550 x 98) + (0.250 x 80)] / 5.480
25
0 2 4 6 8 10 12 14 16 18 20 22 24 26
Q (cfs)
0.00 0.00
2.00 2.00
4.00 4.00
6.00 6.00
8.00 8.00
10.00 10.00
12.00 12.00
Q (cfs)
Time (hrs)
PostA-DA1
Hyd. No. 18 -- 1 Year
Hyd No. 18
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2019.2 Monday, 07 / 29 / 2019
Hyd. No. 19
PostI-DA9 Bypass
Hydrograph type = SCS Runoff Peak discharge = 26.62 cfs
Storm frequency = 1 yrs Time to peak = 12.00 hrs
Time interval = 2 min Hyd. volume = 60,922 cuft
Drainage area = 14.540 ac Curve number = 81
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = TR55 Time of conc. (Tc) = 8.00 min
Total precip. = 2.79 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
26
0 2 4 6 8 10 12 14 16 18 20 22 24 26
Q (cfs)
0.00 0.00
4.00 4.00
8.00 8.00
12.00 12.00
16.00 16.00
20.00 20.00
24.00 24.00
28.00 28.00
Q (cfs)
Time (hrs)
PostI-DA9 Bypass
Hyd. No. 19 -- 1 Year
Hyd No. 19
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2019.2 Monday, 07 / 29 / 2019
Hyd. No. 20
Post-DA9 Combined
Hydrograph type = Combine Peak discharge = 26.95 cfs
Storm frequency = 1 yrs Time to peak = 12.00 hrs
Time interval = 2 min Hyd. volume = 194,289 cuft
Inflow hyds. = 8, 19 Contrib. drain. area = 14.540 ac
27
0 4 8 12 16 20 24 28 32 36 40
Q (cfs)
0.00 0.00
4.00 4.00
8.00 8.00
12.00 12.00
16.00 16.00
20.00 20.00
24.00 24.00
28.00 28.00
Q (cfs)
Time (hrs)
Post-DA9 Combined
Hyd. No. 20 -- 1 Year
Hyd No. 20 Hyd No. 8 Hyd No. 19
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2019.2 Monday, 07 / 29 / 2019
Hyd. No. 21
PostH-DA 8
Hydrograph type = SCS Runoff Peak discharge = 10.23 cfs
Storm frequency = 1 yrs Time to peak = 11.97 hrs
Time interval = 2 min Hyd. volume = 20,595 cuft
Drainage area = 4.730 ac Curve number = 83
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = User Time of conc. (Tc) = 5.00 min
Total precip. = 2.79 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
28
0 2 4 6 8 10 12 14 16 18 20 22 24 26
Q (cfs)
0.00 0.00
2.00 2.00
4.00 4.00
6.00 6.00
8.00 8.00
10.00 10.00
12.00 12.00
Q (cfs)
Time (hrs)
PostH-DA 8
Hyd. No. 21 -- 1 Year
Hyd No. 21
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2019.2 Monday, 07 / 29 / 2019
Hyd. No. 22
PostE-DA5
Hydrograph type = SCS Runoff Peak discharge = 1.833 cfs
Storm frequency = 1 yrs Time to peak = 11.93 hrs
Time interval = 2 min Hyd. volume = 3,704 cuft
Drainage area = 0.770 ac Curve number = 85
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = User Time of conc. (Tc) = 5.00 min
Total precip. = 2.79 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
29
0 2 4 6 8 10 12 14 16 18 20 22 24 26
Q (cfs)
0.00 0.00
1.00 1.00
2.00 2.00
Q (cfs)
Time (hrs)
PostE-DA5
Hyd. No. 22 -- 1 Year
Hyd No. 22
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2019.2 Monday, 07 / 29 / 2019
Hyd. No. 23
PostF-DA6
Hydrograph type = SCS Runoff Peak discharge = 12.38 cfs
Storm frequency = 1 yrs Time to peak = 11.93 hrs
Time interval = 2 min Hyd. volume = 25,051 cuft
Drainage area = 4.960 ac Curve number = 86
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = User Time of conc. (Tc) = 5.00 min
Total precip. = 2.79 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
30
0 2 4 6 8 10 12 14 16 18 20 22 24
Q (cfs)
0.00 0.00
2.00 2.00
4.00 4.00
6.00 6.00
8.00 8.00
10.00 10.00
12.00 12.00
14.00 14.00
Q (cfs)
Time (hrs)
PostF-DA6
Hyd. No. 23 -- 1 Year
Hyd No. 23
Hydrograph Summary Report
31
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 205.07 2 720 554,110 ------ ------ ------ PostD-DA4 to WP 1
2 SCS Runoff 531.67 2 726 1,969,382 ------ ------ ------ PostB&C-DA2&3 to WP2
3 SCS Runoff 194.90 2 722 586,093 ------ ------ ------ PostG-DA7 to WP3
4 SCS Runoff 147.23 2 722 458,178 ------ ------ ------ PostI-DA9B to WP4
5 Reservoir 186.31 2 724 553,515 1 476.98 94,058 WP1/Post-DA4
6 Reservoir 352.63 2 736 1,860,091 2 456.71 508,980 WP2/Post-DA2&3
7 Reservoir 188.48 2 724 582,097 3 459.26 93,821 WP3/Post-DA7
8 Reservoir 141.33 2 724 455,290 4 459.52 101,879 WP4.Post-DA9
9 SCS Runoff 63.22 2 716 132,122 ------ ------ ------ PreA-DA1
10 SCS Runoff 109.81 2 716 229,506 ------ ------ ------ PreB- DA2
11 SCS Runoff 455.73 2 720 1,205,066 ------ ------ ------ PreC-DA3
12 SCS Runoff 22.62 2 716 47,268 ------ ------ ------ PreD-DA4
13 SCS Runoff 8.175 2 716 17,085 ------ ------ ------ PreE-DA5
14 SCS Runoff 60.85 2 716 127,187 ------ ------ ------ PreF-DA6
15 SCS Runoff 357.26 2 720 944,675 ------ ------ ------ PreG-DA7
16 SCS Runoff 70.30 2 716 146,929 ------ ------ ------ PreH-DA8
17 SCS Runoff 179.94 2 718 422,589 ------ ------ ------ PreI-DA9
18 SCS Runoff 49.77 2 716 104,027 ------ ------ ------ PostA-DA1
19 SCS Runoff 127.47 2 718 300,590 ------ ------ ------ PostI-DA9 Bypass
20 Combine 249.67 2 720 755,879 8, 19 ------ ------ Post-DA9 Combined
21 SCS Runoff 45.00 2 716 95,449 ------ ------ ------ PostH-DA 8
22 SCS Runoff 7.529 2 716 16,155 ------ ------ ------ PostE-DA5
23 SCS Runoff 49.11 2 716 106,053 ------ ------ ------ PostF-DA6
Person County TR55.gpw Return Period: 100 Year Monday, 07 / 29 / 2019
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2019.2
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2019.2 Monday, 07 / 29 / 2019
Hyd. No. 1
PostD-DA4 to WP 1
Hydrograph type = SCS Runoff Peak discharge = 205.07 cfs
Storm frequency = 100 yrs Time to peak = 12.00 hrs
Time interval = 2 min Hyd. volume = 554,110 cuft
Drainage area = 24.010 ac Curve number = 85*
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = TR55 Time of conc. (Tc) = 12.80 min
Total precip. = 7.95 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
* Composite (Area/CN) = [(6.910 x 98) + (17.100 x 80)] / 24.010
32
0 2 4 6 8 10 12 14 16 18 20 22 24 26
Q (cfs)
0.00 0.00
30.00 30.00
60.00 60.00
90.00 90.00
120.00 120.00
150.00 150.00
180.00 180.00
210.00 210.00
Q (cfs)
Time (hrs)
PostD-DA4 to WP 1
Hyd. No. 1 -- 100 Year
Hyd No. 1
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2019.2 Monday, 07 / 29 / 2019
Hyd. No. 2
PostB&C-DA2&3 to WP2
Hydrograph type = SCS Runoff Peak discharge = 531.67 cfs
Storm frequency = 100 yrs Time to peak = 12.10 hrs
Time interval = 2 min Hyd. volume = 1,969,382 cuft
Drainage area = 76.210 ac Curve number = 92*
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = TR55 Time of conc. (Tc) = 22.50 min
Total precip. = 7.95 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
* Composite (Area/CN) = [(48.710 x 98) + (27.500 x 80)] / 76.210
33
0 2 4 6 8 10 12 14 16 18 20 22 24 26
Q (cfs)
0.00 0.00
80.00 80.00
160.00 160.00
240.00 240.00
320.00 320.00
400.00 400.00
480.00 480.00
560.00 560.00
Q (cfs)
Time (hrs)
PostB&C-DA2&3 to WP2
Hyd. No. 2 -- 100 Year
Hyd No. 2
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2019.2 Monday, 07 / 29 / 2019
Hyd. No. 3
PostG-DA7 to WP3
Hydrograph type = SCS Runoff Peak discharge = 194.90 cfs
Storm frequency = 100 yrs Time to peak = 12.03 hrs
Time interval = 2 min Hyd. volume = 586,093 cuft
Drainage area = 24.510 ac Curve number = 90*
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = TR55 Time of conc. (Tc) = 13.90 min
Total precip. = 7.95 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
* Composite (Area/CN) = [(14.010 x 98) + (10.500 x 80)] / 24.510
34
0 2 4 6 8 10 12 14 16 18 20 22 24 26
Q (cfs)
0.00 0.00
30.00 30.00
60.00 60.00
90.00 90.00
120.00 120.00
150.00 150.00
180.00 180.00
210.00 210.00
Q (cfs)
Time (hrs)
PostG-DA7 to WP3
Hyd. No. 3 -- 100 Year
Hyd No. 3
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2019.2 Monday, 07 / 29 / 2019
Hyd. No. 4
PostI-DA9B to WP4
Hydrograph type = SCS Runoff Peak discharge = 147.23 cfs
Storm frequency = 100 yrs Time to peak = 12.03 hrs
Time interval = 2 min Hyd. volume = 458,178 cuft
Drainage area = 17.900 ac Curve number = 94*
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = TR55 Time of conc. (Tc) = 15.60 min
Total precip. = 7.95 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
* Composite (Area/CN) = [(13.600 x 98) + (4.300 x 80)] / 17.900
35
0 2 4 6 8 10 12 14 16 18 20 22 24 26
Q (cfs)
0.00 0.00
20.00 20.00
40.00 40.00
60.00 60.00
80.00 80.00
100.00 100.00
120.00 120.00
140.00 140.00
160.00 160.00
Q (cfs)
Time (hrs)
PostI-DA9B to WP4
Hyd. No. 4 -- 100 Year
Hyd No. 4
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2019.2 Monday, 07 / 29 / 2019
Hyd. No. 5
WP1/Post-DA4
Hydrograph type = Reservoir Peak discharge = 186.31 cfs
Storm frequency = 100 yrs Time to peak = 12.07 hrs
Time interval = 2 min Hyd. volume = 553,515 cuft
Inflow hyd. No. = 1 - PostD-DA4 to WP 1 Max. Elevation = 476.98 ft
Reservoir name = WP1 Max. Storage = 94,058 cuft
Storage Indication method used.
36
0 2 4 6 8 10 12 14 16 18 20 22 24 26
Q (cfs)
0.00 0.00
30.00 30.00
60.00 60.00
90.00 90.00
120.00 120.00
150.00 150.00
180.00 180.00
210.00 210.00
Q (cfs)
Time (hrs)
WP1/Post-DA4
Hyd. No. 5 -- 100 Year
Hyd No. 5 Hyd No. 1 Total storage used = 94,058 cuft
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2019.2 Monday, 07 / 29 / 2019
Hyd. No. 6
WP2/Post-DA2&3
Hydrograph type = Reservoir Peak discharge = 352.63 cfs
Storm frequency = 100 yrs Time to peak = 12.27 hrs
Time interval = 2 min Hyd. volume = 1,860,091 cuft
Inflow hyd. No. = 2 - PostB&C-DA2&3 to WP2 Max. Elevation = 456.71 ft
Reservoir name = WP2 Max. Storage = 508,980 cuft
Storage Indication method used.
37
0 2 4 6 8 10 12 14 16 18 20 22 24 26
Q (cfs)
0.00 0.00
80.00 80.00
160.00 160.00
240.00 240.00
320.00 320.00
400.00 400.00
480.00 480.00
560.00 560.00
Q (cfs)
Time (hrs)
WP2/Post-DA2&3
Hyd. No. 6 -- 100 Year
Hyd No. 6 Hyd No. 2 Total storage used = 508,980 cuft
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2019.2 Monday, 07 / 29 / 2019
Hyd. No. 7
WP3/Post-DA7
Hydrograph type = Reservoir Peak discharge = 188.48 cfs
Storm frequency = 100 yrs Time to peak = 12.07 hrs
Time interval = 2 min Hyd. volume = 582,097 cuft
Inflow hyd. No. = 3 - PostG-DA7 to WP3 Max. Elevation = 459.26 ft
Reservoir name = WP3 Max. Storage = 93,821 cuft
Storage Indication method used.
38
0 2 4 6 8 10 12 14 16 18 20 22 24 26
Q (cfs)
0.00 0.00
30.00 30.00
60.00 60.00
90.00 90.00
120.00 120.00
150.00 150.00
180.00 180.00
210.00 210.00
Q (cfs)
Time (hrs)
WP3/Post-DA7
Hyd. No. 7 -- 100 Year
Hyd No. 7 Hyd No. 3 Total storage used = 93,821 cuft
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2019.2 Monday, 07 / 29 / 2019
Hyd. No. 8
WP4.Post-DA9
Hydrograph type = Reservoir Peak discharge = 141.33 cfs
Storm frequency = 100 yrs Time to peak = 12.07 hrs
Time interval = 2 min Hyd. volume = 455,290 cuft
Inflow hyd. No. = 4 - PostI-DA9B to WP4 Max. Elevation = 459.52 ft
Reservoir name = WP4 Max. Storage = 101,879 cuft
Storage Indication method used.
39
0 2 4 6 8 10 12 14 16 18 20 22 24 26
Q (cfs)
0.00 0.00
20.00 20.00
40.00 40.00
60.00 60.00
80.00 80.00
100.00 100.00
120.00 120.00
140.00 140.00
160.00 160.00
Q (cfs)
Time (hrs)
WP4.Post-DA9
Hyd. No. 8 -- 100 Year
Hyd No. 8 Hyd No. 4 Total storage used = 101,879 cuft
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2019.2 Monday, 07 / 29 / 2019
Hyd. No. 9
PreA-DA1
Hydrograph type = SCS Runoff Peak discharge = 63.22 cfs
Storm frequency = 100 yrs Time to peak = 11.93 hrs
Time interval = 2 min Hyd. volume = 132,122 cuft
Drainage area = 6.960 ac Curve number = 80
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = User Time of conc. (Tc) = 5.00 min
Total precip. = 7.95 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
40
0.0 2.0 4.0 6.0 8.0 10.0 12.0 14.0 16.0 18.0 20.0 22.0
Q (cfs)
0.00 0.00
10.00 10.00
20.00 20.00
30.00 30.00
40.00 40.00
50.00 50.00
60.00 60.00
70.00 70.00
Q (cfs)
Time (hrs)
PreA-DA1
Hyd. No. 9 -- 100 Year
Hyd No. 9
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2019.2 Monday, 07 / 29 / 2019
Hyd. No. 10
PreB- DA2
Hydrograph type = SCS Runoff Peak discharge = 109.81 cfs
Storm frequency = 100 yrs Time to peak = 11.93 hrs
Time interval = 2 min Hyd. volume = 229,506 cuft
Drainage area = 12.090 ac Curve number = 80
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = TR55 Time of conc. (Tc) = 5.63 min
Total precip. = 7.95 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
41
0.0 2.0 4.0 6.0 8.0 10.0 12.0 14.0 16.0 18.0 20.0 22.0
Q (cfs)
0.00 0.00
20.00 20.00
40.00 40.00
60.00 60.00
80.00 80.00
100.00 100.00
120.00 120.00
Q (cfs)
Time (hrs)
PreB- DA2
Hyd. No. 10 -- 100 Year
Hyd No. 10
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2019.2 Monday, 07 / 29 / 2019
Hyd. No. 11
PreC-DA3
Hydrograph type = SCS Runoff Peak discharge = 455.73 cfs
Storm frequency = 100 yrs Time to peak = 12.00 hrs
Time interval = 2 min Hyd. volume = 1,205,066 cuft
Drainage area = 57.710 ac Curve number = 80*
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = TR55 Time of conc. (Tc) = 10.80 min
Total precip. = 7.95 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
* Composite (Area/CN) = [(0.880 x 98) + (56.830 x 80)] / 57.710
42
0 2 4 6 8 10 12 14 16 18 20 22 24 26
Q (cfs)
0.00 0.00
70.00 70.00
140.00 140.00
210.00 210.00
280.00 280.00
350.00 350.00
420.00 420.00
490.00 490.00
Q (cfs)
Time (hrs)
PreC-DA3
Hyd. No. 11 -- 100 Year
Hyd No. 11
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2019.2 Monday, 07 / 29 / 2019
Hyd. No. 12
PreD-DA4
Hydrograph type = SCS Runoff Peak discharge = 22.62 cfs
Storm frequency = 100 yrs Time to peak = 11.93 hrs
Time interval = 2 min Hyd. volume = 47,268 cuft
Drainage area = 2.490 ac Curve number = 80
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = User Time of conc. (Tc) = 5.00 min
Total precip. = 7.95 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
43
0.0 2.0 4.0 6.0 8.0 10.0 12.0 14.0 16.0 18.0 20.0 22.0
Q (cfs)
0.00 0.00
4.00 4.00
8.00 8.00
12.00 12.00
16.00 16.00
20.00 20.00
24.00 24.00
Q (cfs)
Time (hrs)
PreD-DA4
Hyd. No. 12 -- 100 Year
Hyd No. 12
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2019.2 Monday, 07 / 29 / 2019
Hyd. No. 13
PreE-DA5
Hydrograph type = SCS Runoff Peak discharge = 8.175 cfs
Storm frequency = 100 yrs Time to peak = 11.93 hrs
Time interval = 2 min Hyd. volume = 17,085 cuft
Drainage area = 0.900 ac Curve number = 80
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = User Time of conc. (Tc) = 5.00 min
Total precip. = 7.95 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
44
0.0 2.0 4.0 6.0 8.0 10.0 12.0 14.0 16.0 18.0 20.0 22.0
Q (cfs)
0.00 0.00
2.00 2.00
4.00 4.00
6.00 6.00
8.00 8.00
10.00 10.00
Q (cfs)
Time (hrs)
PreE-DA5
Hyd. No. 13 -- 100 Year
Hyd No. 13
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2019.2 Monday, 07 / 29 / 2019
Hyd. No. 14
PreF-DA6
Hydrograph type = SCS Runoff Peak discharge = 60.85 cfs
Storm frequency = 100 yrs Time to peak = 11.93 hrs
Time interval = 2 min Hyd. volume = 127,187 cuft
Drainage area = 6.700 ac Curve number = 80
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = User Time of conc. (Tc) = 5.00 min
Total precip. = 7.95 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
45
0.0 2.0 4.0 6.0 8.0 10.0 12.0 14.0 16.0 18.0 20.0 22.0
Q (cfs)
0.00 0.00
10.00 10.00
20.00 20.00
30.00 30.00
40.00 40.00
50.00 50.00
60.00 60.00
70.00 70.00
Q (cfs)
Time (hrs)
PreF-DA6
Hyd. No. 14 -- 100 Year
Hyd No. 14
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2019.2 Monday, 07 / 29 / 2019
Hyd. No. 15
PreG-DA7
Hydrograph type = SCS Runoff Peak discharge = 357.26 cfs
Storm frequency = 100 yrs Time to peak = 12.00 hrs
Time interval = 2 min Hyd. volume = 944,675 cuft
Drainage area = 45.240 ac Curve number = 80*
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = TR55 Time of conc. (Tc) = 11.00 min
Total precip. = 7.95 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
* Composite (Area/CN) = [(0.300 x 98) + (44.940 x 80)] / 45.240
46
0 2 4 6 8 10 12 14 16 18 20 22 24 26
Q (cfs)
0.00 0.00
50.00 50.00
100.00 100.00
150.00 150.00
200.00 200.00
250.00 250.00
300.00 300.00
350.00 350.00
400.00 400.00
Q (cfs)
Time (hrs)
PreG-DA7
Hyd. No. 15 -- 100 Year
Hyd No. 15
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2019.2 Monday, 07 / 29 / 2019
Hyd. No. 16
PreH-DA8
Hydrograph type = SCS Runoff Peak discharge = 70.30 cfs
Storm frequency = 100 yrs Time to peak = 11.93 hrs
Time interval = 2 min Hyd. volume = 146,929 cuft
Drainage area = 7.740 ac Curve number = 80
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = TR55 Time of conc. (Tc) = 5.60 min
Total precip. = 7.95 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
47
0.0 2.0 4.0 6.0 8.0 10.0 12.0 14.0 16.0 18.0 20.0 22.0
Q (cfs)
0.00 0.00
10.00 10.00
20.00 20.00
30.00 30.00
40.00 40.00
50.00 50.00
60.00 60.00
70.00 70.00
80.00 80.00
Q (cfs)
Time (hrs)
PreH-DA8
Hyd. No. 16 -- 100 Year
Hyd No. 16
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2019.2 Monday, 07 / 29 / 2019
Hyd. No. 17
PreI-DA9
Hydrograph type = SCS Runoff Peak discharge = 179.94 cfs
Storm frequency = 100 yrs Time to peak = 11.97 hrs
Time interval = 2 min Hyd. volume = 422,589 cuft
Drainage area = 20.870 ac Curve number = 80
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = TR55 Time of conc. (Tc) = 8.00 min
Total precip. = 7.95 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
48
0 2 4 6 8 10 12 14 16 18 20 22 24
Q (cfs)
0.00 0.00
30.00 30.00
60.00 60.00
90.00 90.00
120.00 120.00
150.00 150.00
180.00 180.00
Q (cfs)
Time (hrs)
PreI-DA9
Hyd. No. 17 -- 100 Year
Hyd No. 17
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2019.2 Monday, 07 / 29 / 2019
Hyd. No. 18
PostA-DA1
Hydrograph type = SCS Runoff Peak discharge = 49.77 cfs
Storm frequency = 100 yrs Time to peak = 11.93 hrs
Time interval = 2 min Hyd. volume = 104,027 cuft
Drainage area = 5.480 ac Curve number = 80*
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = User Time of conc. (Tc) = 5.00 min
Total precip. = 7.95 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
* Composite (Area/CN) = [(5.550 x 98) + (0.250 x 80)] / 5.480
49
0.0 2.0 4.0 6.0 8.0 10.0 12.0 14.0 16.0 18.0 20.0 22.0
Q (cfs)
0.00 0.00
10.00 10.00
20.00 20.00
30.00 30.00
40.00 40.00
50.00 50.00
Q (cfs)
Time (hrs)
PostA-DA1
Hyd. No. 18 -- 100 Year
Hyd No. 18
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2019.2 Monday, 07 / 29 / 2019
Hyd. No. 19
PostI-DA9 Bypass
Hydrograph type = SCS Runoff Peak discharge = 127.47 cfs
Storm frequency = 100 yrs Time to peak = 11.97 hrs
Time interval = 2 min Hyd. volume = 300,590 cuft
Drainage area = 14.540 ac Curve number = 81
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = TR55 Time of conc. (Tc) = 8.00 min
Total precip. = 7.95 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
50
0 2 4 6 8 10 12 14 16 18 20 22 24
Q (cfs)
0.00 0.00
20.00 20.00
40.00 40.00
60.00 60.00
80.00 80.00
100.00 100.00
120.00 120.00
140.00 140.00
Q (cfs)
Time (hrs)
PostI-DA9 Bypass
Hyd. No. 19 -- 100 Year
Hyd No. 19
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2019.2 Monday, 07 / 29 / 2019
Hyd. No. 20
Post-DA9 Combined
Hydrograph type = Combine Peak discharge = 249.67 cfs
Storm frequency = 100 yrs Time to peak = 12.00 hrs
Time interval = 2 min Hyd. volume = 755,879 cuft
Inflow hyds. = 8, 19 Contrib. drain. area = 14.540 ac
51
0 2 4 6 8 10 12 14 16 18 20 22 24 26
Q (cfs)
0.00 0.00
40.00 40.00
80.00 80.00
120.00 120.00
160.00 160.00
200.00 200.00
240.00 240.00
280.00 280.00
Q (cfs)
Time (hrs)
Post-DA9 Combined
Hyd. No. 20 -- 100 Year
Hyd No. 20 Hyd No. 8 Hyd No. 19
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2019.2 Monday, 07 / 29 / 2019
Hyd. No. 21
PostH-DA 8
Hydrograph type = SCS Runoff Peak discharge = 45.00 cfs
Storm frequency = 100 yrs Time to peak = 11.93 hrs
Time interval = 2 min Hyd. volume = 95,449 cuft
Drainage area = 4.730 ac Curve number = 83
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = User Time of conc. (Tc) = 5.00 min
Total precip. = 7.95 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
52
0.0 2.0 4.0 6.0 8.0 10.0 12.0 14.0 16.0 18.0 20.0
Q (cfs)
0.00 0.00
10.00 10.00
20.00 20.00
30.00 30.00
40.00 40.00
50.00 50.00
Q (cfs)
Time (hrs)
PostH-DA 8
Hyd. No. 21 -- 100 Year
Hyd No. 21
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2019.2 Monday, 07 / 29 / 2019
Hyd. No. 22
PostE-DA5
Hydrograph type = SCS Runoff Peak discharge = 7.529 cfs
Storm frequency = 100 yrs Time to peak = 11.93 hrs
Time interval = 2 min Hyd. volume = 16,155 cuft
Drainage area = 0.770 ac Curve number = 85
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = User Time of conc. (Tc) = 5.00 min
Total precip. = 7.95 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
53
0.0 2.0 4.0 6.0 8.0 10.0 12.0 14.0 16.0 18.0 20.0
Q (cfs)
0.00 0.00
2.00 2.00
4.00 4.00
6.00 6.00
8.00 8.00
Q (cfs)
Time (hrs)
PostE-DA5
Hyd. No. 22 -- 100 Year
Hyd No. 22
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2019.2 Monday, 07 / 29 / 2019
Hyd. No. 23
PostF-DA6
Hydrograph type = SCS Runoff Peak discharge = 49.11 cfs
Storm frequency = 100 yrs Time to peak = 11.93 hrs
Time interval = 2 min Hyd. volume = 106,053 cuft
Drainage area = 4.960 ac Curve number = 86
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = User Time of conc. (Tc) = 5.00 min
Total precip. = 7.95 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
54
0.0 2.0 4.0 6.0 8.0 10.0 12.0 14.0 16.0 18.0 20.0
Q (cfs)
0.00 0.00
10.00 10.00
20.00 20.00
30.00 30.00
40.00 40.00
50.00 50.00
Q (cfs)
Time (hrs)
PostF-DA6
Hyd. No. 23 -- 100 Year
Hyd No. 23

SCM DESIGN

Project:Person County Project No.: 39329
Calculated By: W Altman Date:7/9/2019
Total Suspended Solids (TSS)85%
Nitrogen 30%
Phosphorus 40%
Description Acres Description Qty Inc Area Total Area
Impervious 6.91
Managed Pervious 17.10
Subtotal
Description Length Imp/Ft Total Area
Subtotal 6.91
Total to Pond 24.01
Pond Basin CN Value 85
Acres
0.00
6.91 4.0
6.91 0.92
9,622
Total Drainage Area To SCM 24.01 12,498
Percent Impervious Area 29%
Elevation Main Forebay Depth Main Forebay Total
(ft) Area (sf) Area (sf) (ft) Inc. Vol (cf) Inc. Vol (cf) Vol (cf)
Wet Pond Design Calculations SCM 1
Pollutant / Nutrient Removal
Basin Characteristics
Post-Development Drainage Area Impervious
Area to Pond Lots
Streets and SW
Onsite Impervious Area Average Depth (ft) =
Total Impervious Area SA/DA Ratio =
Required SA (ft2) =
Amenity
Subtotal
Surface Area to Drainage Area Ratio for Permanent Pool Sizing
Drainage Area to SCM Required Surface Area of Permanent Pool (Forebay
& Main Pond Combined)Impervious Area
Offsite Impervious Area
SA as Shown (ft2) =
SA/DA Ratio from latest NCDENR BMP Manual
SA / DA Pond Volumes and Areas (Below Permanent / Normal Pool)
466.0
467.0 6,721 1,186 0.0
468.0 7,382 1,303 1.0 7,052 1,245 8,296
469.0 8,065 1,423 2.0 7,724 1,363 9,087
470.0 8,769 1,548 3.0 8,417 1,486 18,199
471.0 9,494 1,677 4.0 9,132 1,613 19,831
471.5 12,498 4.5 5,498 0 23,697
Total 4.5 37,822 5,706 43,527
15%
Elevation Main Forebay Depth Inc Total
(ft) Area (sf) Area (sf) (ft) Vol (cf)
471.5 12,498 0 0.00 Notes
472.0 13,882 0 0.00 6,595 6,595
473.0 15,323 0 1.50 14,603 21,198
473.4 16,064 0 1.90 6,277 27,475 WQE / TPE
474.0 16,820 0 2.50 9,865 37,340
475.0 18,373 0 3.50 17,597 54,937
476.0 19,984 0 4.50 19,179 74,115
477.0 21,650 0 5.50 20,817 94,932
Vperm =37,822 C.F. (Main Pond)
Abottom shelf =9,494 S.F. (Main Pond)
Depth of Water over shelf =0.5 FT
Perimeter perm pool =452 L.F. (Main Pond)
Width submerged part of shelf =3.0 FT
Davg =4.48 FT
Depth for SA/DA =4.00 FT (Round Dav down to nearest 0.5 ft)
Where: Rv = Runoff Coefficient, in/in
I = Percent Impervious I=28.8%
Rv = 0.05 + 0.009(I) Rv =0.309
1.0 inch runoff volume (Required)
Runoff volume, S=(Design rainfall) (Rv) (Drainage Area)
Design Rainfall =1.0 inch
Drainage Area =24.01 acres
Storage Required =26,933 cu. ft.
Depth PPE SA (SF) Top Temp Pool SA (SF) Volume (CF) Elevation
1.90 12,498 16,064 26,933 473.40
Q1" = CdA(2gh)1/2 (Orifice Equation; Cd=0.60)
2.00 Orfice Diameter (inches)
1.82 Driving Head to Centroid of Orfice (ft)
0.08 Q1.0" Drawdown Rate (cfs)
26,933 Water Quality Volume (VWQ)
Verify the Forebay Volume Is Approximately (15% - 20%) of the Permanent Pool Volume.
Water Quality and Quantity Volumes (Above Permanent / Normal Pool)
Accum' Total
Bottom of Sediment Storage
Top of Sediment Storage
Volume Storage For 1.0" Runoff Above Permanent Pool (Provided)
Size Water Quality Orifice for (2-5) Day Drawdown for 1" Runoff Volume
Vol (cf)
Permanent Pool Elevation
Verify the Average Depth of Pool (Davg) - Equation 3.
davg = [Vperm pool - [0.5 x Depth max over shelf x Perimeter perm pool x Width submerged part of shelf] / Abottom of shelf
1.0" Water Quality Runoff Volume Calculation
Using the runoff volume calculations in the "Simple Method" as described by Schueler (1987)
Project:Person County Project No.: 39329
Calculated By: W Altman Date:7/9/2019
Total Suspended Solids (TSS)85%
Nitrogen 30%
Phosphorus 40%
Description Acres Description Qty Inc Area Total Area
Impervious 48.97
Managed Pervious 26.94
Subtotal
Description Length Imp/Ft Total Area
Subtotal 48.97
Total to Pond 75.91
Pond Basin CN Value 92
Acres
0.00
48.97 4.5
48.97 1.79
59,189
Total Drainage Area To SCM 75.91 70,378
Percent Impervious Area 65%
Elevation Main Forebay Depth Main Forebay Total
(ft) Area (sf) Area (sf) (ft) Inc. Vol (cf) Inc. Vol (cf) Vol (cf)
Wet Pond Design Calculations SCM 2
Pollutant / Nutrient Removal
Basin Characteristics
Post-Development Drainage Area Impervious
Area to Pond Lots
Streets and SW
Onsite Impervious Area Average Depth (ft) =
Total Impervious Area SA/DA Ratio =
Required SA (ft2) =
Amenity
Subtotal
Surface Area to Drainage Area Ratio for Permanent Pool Sizing
Drainage Area to SCM Required Surface Area of Permanent Pool (Forebay
& Main Pond Combined)Impervious Area
Offsite Impervious Area
SA as Shown (ft2) =
SA/DA Ratio from latest NCDENR BMP Manual
SA / DA Pond Volumes and Areas (Below Permanent / Normal Pool)
445.0
446.0 50,481 8,909 0.0
447.0 52,131 9,200 1.0 51,306 9,055 60,361
448.0 53,803 9,495 2.0 52,967 9,348 62,315
449.0 55,496 9,793 3.0 54,650 9,644 124,654
450.0 57,210 10,096 4.0 56,353 9,945 128,612
450.5 70,378 4.5 31,897 0 156,551
Total 4.5 247,173 37,991 285,163
15%
Elevation Main Forebay Depth Inc Total
(ft) Area (sf) Area (sf) (ft) Vol (cf)
450.5 70,378 0 0.00 Notes
451.0 73,507 0 0.00 35,971 35,971
452.0 76,693 0 1.50 75,100 111,071
452.8 79,303 0 2.30 62,398 173,470 WQE / TPE
453.0 79,935 0 2.50 15,924 189,393
454.0 83,233 0 3.50 81,584 270,977
455.0 86,588 0 4.50 84,911 355,888
456.0 90,000 0 5.50 88,294 444,182
457.0 93,468 0 6.50 91,734 535,916
Vperm =247,173 C.F. (Main Pond)
Abottom shelf =57,210 S.F. (Main Pond)
Depth of Water over shelf =0.5 FT
Perimeter perm pool =1,034 L.F. (Main Pond)
Width submerged part of shelf =3.0 FT
Davg =4.52 FT
Depth for SA/DA =4.50 FT (Round Dav down to nearest 0.5 ft)
Where: Rv = Runoff Coefficient, in/in
I = Percent Impervious I=64.5%
Rv = 0.05 + 0.009(I) Rv =0.631
1.0 inch runoff volume (Required)
Runoff volume, S=(Design rainfall) (Rv) (Drainage Area)
Design Rainfall =1.0 inch
Drainage Area =75.91 acres
Storage Required =173,763 cu. ft.
Depth PPE SA (SF) Top Temp Pool SA (SF) Volume (CF) Elevation
2.30 70,378 79,303 173,763 452.80
Q1" = CdA(2gh)1/2 (Orifice Equation; Cd=0.60)
5.00 Orfice Diameter (inches)
2.09 Driving Head to Centroid of Orfice (ft)
0.55 Q1.0" Drawdown Rate (cfs)
173,763 Water Quality Volume (VWQ)
Verify the Forebay Volume Is Approximately (15% - 20%) of the Permanent Pool Volume.
Water Quality and Quantity Volumes (Above Permanent / Normal Pool)
Accum' Total
Bottom of Sediment Storage
Top of Sediment Storage
Volume Storage For 1.0" Runoff Above Permanent Pool (Provided)
Size Water Quality Orifice for (2-5) Day Drawdown for 1" Runoff Volume
Vol (cf)
Permanent Pool Elevation
Verify the Average Depth of Pool (Davg) - Equation 3.
davg = [Vperm pool - [0.5 x Depth max over shelf x Perimeter perm pool x Width submerged part of shelf] / Abottom of shelf
1.0" Water Quality Runoff Volume Calculation
Using the runoff volume calculations in the "Simple Method" as described by Schueler (1987)
Project:Person County Project No.: 39329
Calculated By: W Altman Date:7/9/2019
Total Suspended Solids (TSS)85%
Nitrogen 30%
Phosphorus 40%
Description Acres Description Qty Inc Area Total Area
Impervious 14.01
Managed Pervious 10.50
Subtotal 10.22
Description Length Imp/Ft Total Area
Subtotal 6.87
Total to Pond 24.51
Pond Basin CN Value 90
Acres
0.00
14.01 3.5
14.01 1.85
19,752
Total Drainage Area To SCM 24.51 20,853
Percent Impervious Area 57%
Elevation Main Forebay Depth Main Forebay Total
(ft) Area (sf) Area (sf) (ft) Inc. Vol (cf) Inc. Vol (cf) Vol (cf)
315.0
Amenity
Subtotal
Drainage Area to SCM
Wet Pond Design Calculations
Pollutant / Nutrient Removal
Basin Characteristics
Surface Area to Drainage Area Ratio for Permanent Pool Sizing
SA / DA Pond Volumes and Areas (Below Permanent / Normal Pool)
SCM 3
Onsite Impervious Area Average Depth (ft) =
Total Impervious Area SA/DA Ratio =
Required SA (ft2) =
SA as Shown (ft2) =
SA/DA Ratio from latest NCDENR BMP Manual
Bottom of Sediment Storage
Post-Development Drainage Area Impervious
Area to Pond Lots
Streets and SW
Required Surface Area of Permanent Pool (Forebay
& Main Pond Combined)Impervious Area
Offsite Impervious Area
316.0 11,311 1,996 0.0
317.0 12,498 2,205 1.0 11,905 2,101 14,005
318.0 13,732 2,423 2.0 13,115 2,314 15,429
319.0 15,014 2,650 3.0 14,373 2,537 30,915
320.0 16,346 2,885 4.0 15,680 2,768 33,877
320.5 20,853 4.5
Total 4.5 55,073 9,719 64,791
18%
Elevation Main Forebay Depth Inc Total
(ft) Area (sf) Area (sf) (ft) Vol (cf)
320.5 20,853 0 0.00 Notes
321.0 22,531 0 0.00 10,846 10,846
322.0 24,267 0 1.50 23,399 34,245
322.6 25,455 0 2.14 15,974 50,219 WQE / TPE
323.0 26,059 0 2.50 9,207 59,426
324.0 27,907 0 3.50 26,983 86,409
Vperm =55,073 C.F. (Main Pond)
Abottom shelf =16,346 S.F. (Main Pond)
Depth of Water over shelf =0.5 FT
Perimeter perm pool =1,056 L.F. (Main Pond)
Width submerged part of shelf =3.0 FT
Davg =3.82 FT
Depth for SA/DA =3.50 FT (Round Dav down to nearest 0.5 ft)
Where: Rv = Runoff Coefficient, in/in
I = Percent Impervious I=57.2%
Rv = 0.05 + 0.009(I) Rv =0.564
1.0 inch runoff volume (Required)
Runoff volume, S=(Design rainfall) (Rv) (Drainage Area)
Design Rainfall =1.0 inch
Drainage Area =24.51 acres
Storage Required =50,219 cu. ft.
Depth PPE SA (SF) Top Temp Pool SA (SF) Volume (CF) Elevation
2.10 20,853 25,455 50,219 322.64
Q1" = CdA(2gh)1/2 (Orifice Equation; Cd=0.60)
3.00 Orfice Diameter (inches)
1.98 Driving Head to Centroid of Orfice (ft)
0.19 Q1.0" Drawdown Rate (cfs)
50,219 Water Quality Volume (VWQ)
VWQ/(Q1" x 86,400)Drawdown Time (days)
Water Quality and Quantity Volumes (Above Permanent / Normal Pool)
Using the runoff volume calculations in the "Simple Method" as described by Schueler (1987)
Volume Storage For 1.0" Runoff Above Permanent Pool (Provided)
Size Water Quality Orifice for (2-5) Day Drawdown for 1" Runoff Volume
Verify the Forebay Volume Is Approximately (15% - 20%) of the Permanent Pool Volume.
Accum' Total
Vol (cf)
Permanent Pool Elevation
Verify the Average Depth of Pool (Davg) - Equation 3.
davg = [Vperm pool - [0.5 x Depth max over shelf x Perimeter perm pool x Width submerged part of shelf] / Abottom of shelf
1.0" Water Quality Runoff Volume Calculation
Top of Sediment Storage
Project:Person County Project No.: 39329
Calculated By: W Altman Date:6/19/2019
Total Suspended Solids (TSS)85%
Nitrogen 30%
Phosphorus 40%
Description Acres Description Qty Inc Area Total Area
Impervious 13.60
Managed Pervious 4.30
Subtotal 8.91
Description Length Imp/Ft Total Area
Subtotal 5.04
Total to Pond 17.90
Pond Basin CN Value 94
Acres
0.00
13.60 3.5
13.60 2.52
19,649
Total Drainage Area To SCM 17.90 20,714
Percent Impervious Area 76%
Elevation Main Forebay Depth Main Forebay Total
(ft) Area (sf) Area (sf) (ft) Inc. Vol (cf) Inc. Vol (cf) Vol (cf)
315.0
Wet Pond Design Calculations SCM 4
Pollutant / Nutrient Removal
Basin Characteristics
Post-Development Drainage Area Impervious
Area to Pond Lots
Streets and SW
Onsite Impervious Area Average Depth (ft) =
Total Impervious Area SA/DA Ratio =
Required SA (ft2) =
Amenity
Subtotal
Surface Area to Drainage Area Ratio for Permanent Pool Sizing
Drainage Area to SCM Required Surface Area of Permanent Pool (Forebay
& Main Pond Combined)Impervious Area
Offsite Impervious Area
SA as Shown (ft2) =
SA/DA Ratio from latest NCDENR BMP Manual
SA / DA Pond Volumes and Areas (Below Permanent / Normal Pool)
Bottom of Sediment Storage
316.0 10,697 1,888 0.0
317.0 11,983 2,115 1.0 11,340 2,002 13,342
318.0 13,317 2,350 2.0 12,650 2,233 14,883
319.0 14,699 2,594 3.0 14,008 2,472 29,822
320.0 16,129 2,846 4.0 15,414 2,720 33,017
320.5 20,714 4.5
Total 4.5 53,412 9,426 62,838
18%
Elevation Main Forebay Depth Inc Total
(ft) Area (sf) Area (sf) (ft) Vol (cf)
320.5 20,714 0 0.00 Notes
321.0 22,509 0 0.50 10,806 10,806
322.0 24,362 0 1.50 23,436 34,241
322.5 25,385 0 2.04 13,439 47,680 WQE / TPE
323.0 26,270 0 2.50 11,873 59,553
324.0 28,235 0 3.50 27,253 86,806
Vperm =53,412 C.F. (Main Pond)
Abottom shelf =16,129 S.F. (Main Pond)
Depth of Water over shelf =0.5 FT
Perimeter perm pool =820 L.F. (Main Pond)
Width submerged part of shelf =3.0 FT
Davg =3.80 FT
Depth for SA/DA =3.50 FT (Round Dav down to nearest 0.5 ft)
Where: Rv = Runoff Coefficient, in/in
I = Percent Impervious I=76.0%
Rv = 0.05 + 0.009(I) Rv =0.734
1.0 inch runoff volume (Required)
Runoff volume, S=(Design rainfall) (Rv) (Drainage Area)
Design Rainfall =1.0 inch
Drainage Area =17.90 acres
Storage Required =47,680 cu. ft.
Depth PPE SA (SF) Top Temp Pool SA (SF) Volume (CF) Elevation
2.04 20,714 25,385 47,680 322.54
Q1" = CdA(2gh)1/2 (Orifice Equation; Cd=0.60)
3.00 Orfice Diameter (inches)
1.92 Driving Head to Centroid of Orfice (ft)
0.19 Q1.0" Drawdown Rate (cfs)
47,680 Water Quality Volume (VWQ)
VWQ/(Q1" x 86,400)Drawdown Time (days)
Verify the Forebay Volume Is Approximately (15% - 20%) of the Permanent Pool Volume.
Water Quality and Quantity Volumes (Above Permanent / Normal Pool)
Accum' Total
Top of Sediment Storage
Volume Storage For 1.0" Runoff Above Permanent Pool (Provided)
Size Water Quality Orifice for (2-5) Day Drawdown for 1" Runoff Volume
Vol (cf)
Permanent Pool Elevation
Verify the Average Depth of Pool (Davg) - Equation 3.
davg = [Vperm pool - [0.5 x Depth max over shelf x Perimeter perm pool x Width submerged part of shelf] / Abottom of shelf
1.0" Water Quality Runoff Volume Calculation
Using the runoff volume calculations in the "Simple Method" as described by Schueler (1987)

CULVERT CALCULATIONS

Culvert Report
Hydraflow Express Extension for Autodesk® AutoCAD® Civil 3D® by Autodesk, Inc.Monday, Jul 29 2019
Culvert 1
Invert Elev Dn (ft) = 412.00
Pipe Length (ft) = 236.25
Slope (%) = 4.66
Invert Elev Up (ft) = 423.02
Rise (in) = 60.0
Shape = Circular
Span (in) = 60.0
No. Barrels = 1
n-Value = 0.012
Culvert Type = Circular Concrete
Culvert Entrance = Square edge w/headwall (C)
Coeff. K,M,c,Y,k = 0.0098, 2, 0.0398, 0.67, 0.5
Embankment
Top Elevation (ft) = 454.00
Top Width (ft) = 45.00
Crest Width (ft) = 100.00
Calculations
Qmin (cfs) = 154.00
Qmax (cfs) = 154.00
Tailwater Elev (ft) = (dc+D)/2
Highlighted
Qtotal (cfs) = 154.00
Qpipe (cfs) = 154.00
Qovertop (cfs) = 0.00
Veloc Dn (ft/s) = 8.61
Veloc Up (ft/s) = 10.31
HGL Dn (ft) = 416.28
HGL Up (ft) = 426.58
Hw Elev (ft) = 428.72
Hw/D (ft) = 1.14
Flow Regime = Inlet Control
0.0 50.0 100.0 150.0 200.0 250.0 300.0 350.0 400.0 450.0
Elev (ft)Hw Depth (ft)Profile
404.00 -19.02
412.00 -11.02
420.00 -3.02
428.00 4.98
436.00 12.98
444.00 20.98
452.00 28.98
460.00 36.98
Reach (ft)
Embankment
236.25 Lf of 60(in) @ 4.66 %
Hw
HGL
Culvert Report
Hydraflow Express Extension for Autodesk® AutoCAD® Civil 3D® by Autodesk, Inc.Monday, Jul 29 2019
Circular Culvert
Invert Elev Dn (ft) = 413.51
Pipe Length (ft) = 201.35
Slope (%) = 12.84
Invert Elev Up (ft) = 439.37
Rise (in) = 18.0
Shape = Circular
Span (in) = 18.0
No. Barrels = 1
n-Value = 0.012
Culvert Type = Circular Concrete
Culvert Entrance = Square edge w/headwall (C)
Coeff. K,M,c,Y,k = 0.0098, 2, 0.0398, 0.67, 0.5
Embankment
Top Elevation (ft) = 453.00
Top Width (ft) = 45.00
Crest Width (ft) = 100.00
Calculations
Qmin (cfs) = 6.04
Qmax (cfs) = 6.04
Tailwater Elev (ft) = (dc+D)/2
Highlighted
Qtotal (cfs) = 6.04
Qpipe (cfs) = 6.04
Qovertop (cfs) = 0.00
Veloc Dn (ft/s) = 3.91
Veloc Up (ft/s) = 5.13
HGL Dn (ft) = 414.73
HGL Up (ft) = 440.32
Hw Elev (ft) = 440.75
Hw/D (ft) = 0.92
Flow Regime = Inlet Control
0.0 50.0 100.0 150.0 200.0 250.0 300.0 350.0 400.0 450.0
Elev (ft)Hw Depth (ft)Profile
405.00 -34.37
413.00 -26.37
421.00 -18.37
429.00 -10.37
437.00 -2.37
445.00 5.63
453.00 13.63
461.00 21.63
Reach (ft)
Embankment
201.35 Lf of 18(in) @ 12.84 %
Hw
HGL
Culvert Report
Hydraflow Express Extension for Autodesk® AutoCAD® Civil 3D® by Autodesk, Inc.Monday, Jul 29 2019
Culvert 4
Invert Elev Dn (ft) = 433.24
Pipe Length (ft) = 154.84
Slope (%) = 9.53
Invert Elev Up (ft) = 448.00
Rise (in) = 24.0
Shape = Circular
Span (in) = 24.0
No. Barrels = 1
n-Value = 0.012
Culvert Type = Circular Concrete
Culvert Entrance = Square edge w/headwall (C)
Coeff. K,M,c,Y,k = 0.0098, 2, 0.0398, 0.67, 0.5
Embankment
Top Elevation (ft) = 457.00
Top Width (ft) = 45.00
Crest Width (ft) = 100.00
Calculations
Qmin (cfs) = 13.46
Qmax (cfs) = 13.46
Tailwater Elev (ft) = (dc+D)/2
Highlighted
Qtotal (cfs) = 13.46
Qpipe (cfs) = 13.46
Qovertop (cfs) = 0.00
Veloc Dn (ft/s) = 4.83
Veloc Up (ft/s) = 6.12
HGL Dn (ft) = 434.90
HGL Up (ft) = 449.32
Hw Elev (ft) = 449.99
Hw/D (ft) = 0.99
Flow Regime = Inlet Control
0.0 20.0 40.0 60.0 80.0 100.0 120.0 140.0 160.0 180.0 200.0 220.0 240.0
Elev (ft)Hw Depth (ft)Profile
428.00 -20.00
433.00 -15.00
438.00 -10.00
443.00 -5.00
448.00 0.00
453.00 5.00
458.00 10.00
Reach (ft)
Embankment
154.84 Lf of 24(in) @ 9.53 %
Hw
HGL
Culvert Report
Hydraflow Express Extension for Autodesk® AutoCAD® Civil 3D® by Autodesk, Inc.Monday, Jul 29 2019
Culvert 5
Invert Elev Dn (ft) = 460.73
Pipe Length (ft) = 188.95
Slope (%) = 1.79
Invert Elev Up (ft) = 464.11
Rise (in) = 15.0
Shape = Circular
Span (in) = 15.0
No. Barrels = 1
n-Value = 0.012
Culvert Type = Circular Concrete
Culvert Entrance = Square edge w/headwall (C)
Coeff. K,M,c,Y,k = 0.0098, 2, 0.0398, 0.67, 0.5
Embankment
Top Elevation (ft) = 469.00
Top Width (ft) = 45.00
Crest Width (ft) = 100.00
Calculations
Qmin (cfs) = 2.71
Qmax (cfs) = 2.71
Tailwater Elev (ft) = (dc+D)/2
Highlighted
Qtotal (cfs) = 2.71
Qpipe (cfs) = 2.71
Qovertop (cfs) = 0.00
Veloc Dn (ft/s) = 2.69
Veloc Up (ft/s) = 4.12
HGL Dn (ft) = 461.68
HGL Up (ft) = 464.77
Hw Elev (ft) = 465.07
Hw/D (ft) = 0.77
Flow Regime = Inlet Control
0.0 20.0 40.0 60.0 80.0 100.0 120.0 140.0 160.0 180.0 200.0 220.0 240.0 260.0 280.0
Elev (ft)Hw Depth (ft)Profile
458.00 -6.11
460.00 -4.11
462.00 -2.11
464.00 -0.11
466.00 1.89
468.00 3.89
470.00 5.89
Reach (ft)
Embankment
188.95 Lf of 15(in) @ 1.79 %
Hw
HGL
Culvert Report
Hydraflow Express Extension for Autodesk® AutoCAD® Civil 3D® by Autodesk, Inc.Monday, Jul 29 2019
Culvert 9
Invert Elev Dn (ft) = 446.00
Pipe Length (ft) = 138.27
Slope (%) = 5.79
Invert Elev Up (ft) = 454.00
Rise (in) = 24.0
Shape = Circular
Span (in) = 24.0
No. Barrels = 1
n-Value = 0.012
Culvert Type = Circular Concrete
Culvert Entrance = Square edge w/headwall (C)
Coeff. K,M,c,Y,k = 0.0098, 2, 0.0398, 0.67, 0.5
Embankment
Top Elevation (ft) = 467.00
Top Width (ft) = 45.00
Crest Width (ft) = 100.00
Calculations
Qmin (cfs) = 13.04
Qmax (cfs) = 13.04
Tailwater Elev (ft) = (dc+D)/2
Highlighted
Qtotal (cfs) = 13.04
Qpipe (cfs) = 13.04
Qovertop (cfs) = 0.00
Veloc Dn (ft/s) = 4.71
Veloc Up (ft/s) = 6.04
HGL Dn (ft) = 447.65
HGL Up (ft) = 455.30
Hw Elev (ft) = 455.98
Hw/D (ft) = 0.99
Flow Regime = Inlet Control
0.0 10.0 20.0 30.0 40.0 50.0 60.0 70.0 80.0 90.0 100.0 110.0 120.0 130.0 140.0 150.0 160.0 170.0 180.0
Elev (ft)Hw Depth (ft)Profile
442.00 -12.00
446.00 -8.00
450.00 -4.00
454.00 0.00
458.00 4.00
462.00 8.00
466.00 12.00
470.00 16.00
Reach (ft)
Embankment
138.27 Lf of 24(in) @ 5.79 %
Hw
HGL

RIPRAP ENERGY DISSIPATOR
CALCULATIONS

OUTLET PROTECTION DATE
DESIGN
PROJECT NAME PROJECT NO
Person County Megasite
LOCATION BY
Raleigh, NC JDL
Rip Rap Energy Dissipator #1
Pipe Diameter:60.00 in
Upper Invert:429.00
Lower Invert:425.00
Pipe Length:330.00 ft *Discharge from Storm Sewers
Pipe Slope:0.012 Discharge: 154.00 cfs
Pipe Material:RCP
Q25 =154.00 cfs Q25/Qfull =0.54
Qfull = 287.17 cfs V/Vfull = 1.01
Vfull = 14.63 fps V = 14.80 fps
Dissipator Dimensions * Zone = 5
Stone Filling Class = 2.00
Entry Width ( 3 X D0 ) = 15.0 ft
Length ( 6 X D0 ) = 30.0 ft
Width (La + D0) = 35.0 ft
Min. Thickness = 36 inches
Stone Diameter (D50)= 23 inches
15.0 35.0
* All units are in feet
** Dissipator pad designed for full flow of pipe
30.0
07/29/2019
39329
Rip Rap Calcs 7/29/2019 Page 1 of 8
OUTLET PROTECTION DATE
DESIGN
PROJECT NAME PROJECT NO
Person County Megasite
LOCATION BY
Raleigh, NC JDL
Rip Rap Energy Dissipator #2
Pipe Diameter:18.00 in
Upper Invert:450.00
Lower Invert:415.00
Pipe Length:200.00 ft *Discharge from Storm Sewers
Pipe Slope:0.175 Discharge: 5.45 cfs
Pipe Material:RCP
Q25 =5.45 cfs Q25/Qfull =0.12
Qfull = 44.01 cfs V/Vfull = 0.67
Vfull = 24.90 fps V = 16.71 fps
Dissipator Dimensions * Zone = 3
Stone Filling Class = 1.00
Entry Width ( 3 X D0 ) = 4.5 ft
Length ( 6 X D0 ) = 9.0 ft
Width (La + D0) = 10.5 ft
Min. Thickness = 24 inches
Stone Diameter (D50)= 13 inches
4.5 10.5
* All units are in feet
** Dissipator pad designed for full flow of pipe
07/29/2019
39329
9.0
Rip Rap Calcs 7/29/2019 Page 2 of 8
OUTLET PROTECTION DATE
DESIGN
PROJECT NAME PROJECT NO
Person County Megasite
LOCATION BY
Raleigh, NC JDL
Rip Rap Energy Dissipator #3
Pipe Diameter:60.00 in
Upper Invert:451.00
Lower Invert:407.00
Pipe Length:325.00 ft *Discharge from Storm Sewers
Pipe Slope:0.135 Discharge: 107.00 cfs
Pipe Material:RCP
Q25 =107.00 cfs Q25/Qfull =0.11
Qfull = 959.74 cfs V/Vfull = 0.67
Vfull = 48.88 fps V = 32.80 fps
Dissipator Dimensions * Zone = 6
Stone Filling Class = 2.00
Entry Width ( 3 X D0 ) = 15.0 ft
Length ( 6 X D0 ) = 30.0 ft
Width (La + D0) = 35.0 ft
Min. Thickness = 36 inches
Stone Diameter (D50)= 23 inches
15.0 35.0
* All units are in feet
** Dissipator pad designed for full flow of pipe
07/29/2019
39329
30.0
Rip Rap Calcs 7/29/2019 Page 3 of 8
OUTLET PROTECTION DATE
DESIGN
PROJECT NAME PROJECT NO
Person County Megasite
LOCATION BY
Raleigh, NC JDL
Rip Rap Energy Dissipator #4
Pipe Diameter:24.00 in
Upper Invert:454.00
Lower Invert:434.00
Pipe Length:156.00 ft *Discharge from Storm Sewers
Pipe Slope:0.128 Discharge: 12.13 cfs
Pipe Material:RCP
Q25 =12.13 cfs Q25/Qfull =0.15
Qfull = 81.12 cfs V/Vfull = 0.72
Vfull = 25.82 fps V = 18.57 fps
Dissipator Dimensions * Zone = 6
Stone Filling Class = 2.00
Entry Width ( 3 X D0 ) = 6.0 ft
Length ( 6 X D0 ) = 12.0 ft
Width (La + D0) = 14.0 ft
Min. Thickness = 36 inches
Stone Diameter (D50)= 23 inches
6.0 14.0
* All units are in feet
** Dissipator pad designed for full flow of pipe
07/29/2019
39329
12.0
Rip Rap Calcs 7/29/2019 Page 4 of 8
OUTLET PROTECTION DATE
DESIGN
PROJECT NAME PROJECT NO
Person County Megasite
LOCATION BY
Raleigh, NC JDL
Rip Rap Energy Dissipator #5
Pipe Diameter:15.00 in
Upper Invert:464.00
Lower Invert:461.00
Pipe Length:140.00 ft *Discharge from Storm Sewers
Pipe Slope:0.021 Discharge: 2.44 cfs
Pipe Material:RCP
Q25 =2.44 cfs Q25/Qfull =0.26
Qfull = 9.47 cfs V/Vfull = 0.83
Vfull = 7.72 fps V = 6.41 fps
Dissipator Dimensions * Zone = 1
Stone Filling Class = A
Entry Width ( 3 X D0 ) = 3.8 ft
Length ( 6 X D0 ) = 7.5 ft
Width (La + D0) = 8.8 ft
Min. Thickness = 12 inches
Stone Diameter (D50)= 3 inches
3.8 8.8
* All units are in feet
** Dissipator pad designed for full flow of pipe
07/29/2019
39329
7.5
Rip Rap Calcs 7/29/2019 Page 5 of 8
OUTLET PROTECTION DATE
DESIGN
PROJECT NAME PROJECT NO
Person County Megasite
LOCATION BY
Raleigh, NC JDL
Rip Rap Energy Dissipator #6
Pipe Diameter:60.00 in
Upper Invert:470.00
Lower Invert:466.00
Pipe Length:175.00 ft *Discharge from Storm Sewers
Pipe Slope:0.023 Discharge: 106.00 cfs
Pipe Material:RCP
Q25 =106.00 cfs Q25/Qfull =0.27
Qfull = 394.35 cfs V/Vfull = 0.83
Vfull = 20.08 fps V = 16.69 fps
Dissipator Dimensions * Zone = 5
Stone Filling Class = 2.00
Entry Width ( 3 X D0 ) = 15.0 ft
Length ( 6 X D0 ) = 30.0 ft
Width (La + D0) = 35.0 ft
Min. Thickness = 36 inches
Stone Diameter (D50)= 23 inches
15.0 35.0
* All units are in feet
** Dissipator pad designed for full flow of pipe
07/29/2019
39329
30.0
Rip Rap Calcs 7/29/2019 Page 6 of 8
OUTLET PROTECTION DATE
DESIGN
PROJECT NAME PROJECT NO
Person County Megasite
LOCATION BY
Raleigh, NC JDL
Rip Rap Energy Dissipator #7
Pipe Diameter:60.00 in
Upper Invert:440.00
Lower Invert:427.00
Pipe Length:202.00 ft *Discharge from Storm Sewers
Pipe Slope:0.064 Discharge: 135.00 cfs
Pipe Material:RCP
Q25 =135.00 cfs Q25/Qfull =0.20
Qfull = 661.70 cfs V/Vfull = 0.78
Vfull = 33.70 fps V = 26.32 fps
Dissipator Dimensions * Zone = 6
Stone Filling Class = 2.00
Entry Width ( 3 X D0 ) = 15.0 ft
Length ( 6 X D0 ) = 30.0 ft
Width (La + D0) = 35.0 ft
Min. Thickness = 36 inches
Stone Diameter (D50)= 23 inches
15.0 35.0
* All units are in feet
** Dissipator pad designed for full flow of pipe
07/29/2019
39329
30.0
Rip Rap Calcs 7/29/2019 Page 7 of 8
OUTLET PROTECTION DATE
DESIGN
PROJECT NAME PROJECT NO
Person County Megasite
LOCATION BY
Raleigh, NC JDL
Rip Rap Energy Dissipator #8
Pipe Diameter:60.00 in
Upper Invert:440.00
Lower Invert:424.00
Pipe Length:263.00 ft *Discharge from Storm Sewers
Pipe Slope:0.061 Discharge: 135.00 cfs
Pipe Material:RCP
Q25 =135.00 cfs Q25/Qfull =0.21
Qfull = 643.35 cfs V/Vfull = 0.78
Vfull = 32.77 fps V = 25.59 fps
Dissipator Dimensions * Zone = 6
Stone Filling Class = 2.00
Entry Width ( 3 X D0 ) = 15.0 ft
Length ( 6 X D0 ) = 30.0 ft
Width (La + D0) = 35.0 ft
Min. Thickness = 36 inches
Stone Diameter (D50)= 23 inches
15.0 35.0
* All units are in feet
** Dissipator pad designed for full flow of pipe
30.0
07/29/2019
39329
Rip Rap Calcs 7/29/2019 Page 8 of 8

EROSION CONTROL CALCULATIONS

TEMPORARY SKIMMER SEDIMENT BASIN DATE
DESIGN
PROJECT NAME PROJECT NO
Project Trace
LOCATION BY
Person County, NC WA
Skimmer Basin No.: 1 Site Conditions
Initial Final
Disturbed Area:0.00 24.01 ac
Additional Drainage Area:0.00 0.00 ac
Total Drainage Area:0.00 24.01 ac
Runoff Coeff [Cc]:0.40 0.52
10-yr Rainfall Intensity [I]:6.96 6.96 in/hr
10-yr Discharge [Q10]:0.00 86.90 cfs Max
Required Sed. Storage Vol: Dist.A.x 1800 =0 43218 43218 cf
Required Surface Area: 325 sf/cfs = 0 28242 28242 sf
Basin Volume:
Bottom Elevation of Basin:300.0 ft
Elevation Interval of Basin:1.00 ft
Elevation Area(sf)Depth(ft)Incr. Vol. (cf)Cumm. Vol. (cf)
296.0 12609 0 0 0
297.0 13990 1.0 13300 13300
298.0 15427 2.0 14709 28008
299.0 16921 3.0 16174 44182
300.0 18471 4.0 17696 61878
Top of Req. Sediment Pool (per Surface Area): 304.21 ft
Top of Req. Sediment Pool (per Volume): 298.94 ft
Principle Spillway Design:
Target Dewatering Time:3-5 days
Draw-down Volume:61878 cf
Skimmer Size:4.0 in diameter
Skimmer Orifice Size:3.250 in diameter
Skimmer Orifice Capacity: 13606 cf /day
Calculated Days to Drain:4.55 days
Emergency Spillway Weir Elevation: 306.00 ft
Weir Width:25.00 ft
Weir Capacity:86.88 cfs
10-yr Water Surface Elevation: 307.10 ft
Freeboard:1.00 ft
Min. Embankment Elevation: 308.10 ft
Set Embankment Elevation: 308.0 ft
Results:
Surface Area Required:28242 sf
Surface Area Provided:18471 sf NG
Sediment Storage Volume Required: 43218 cf
Sediment Storage Provided: 61878 cf OK
08/11/18
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SED-SKIM-BASIN LATEST PRINTING: 7/25/20193:53 PM Page 1 of 4
TEMPORARY SKIMMER SEDIMENT BASIN DATE
DESIGN
PROJECT NAME PROJECT NO
Project Trace
LOCATION BY
Person County, NC CEG
Skimmer Basin No.: 2 Site Conditions
Initial Final
Disturbed Area:0.00 75.91 ac
Additional Drainage Area:0.00 0.00 ac
Total Drainage Area:0.00 75.91 ac
Runoff Coeff [Cc]:0.55 0.70
10-yr Rainfall Intensity [I]:6.96 6.96 in/hr
10-yr Discharge [Q10]:0.00 369.83 cfs Max
Required Sed. Storage Vol: Dist.A.x 1800 =0 136638 136638 cf
Required Surface Area: 325 sf/cfs = 0 120196 120196 sf
Basin Volume:
Bottom Elevation of Basin:300.0 ft
Elevation Interval of Basin:1.00 ft
Elevation Area(sf)Depth(ft)Incr. Vol. (cf)Cumm. Vol. (cf)
296.0 12609 0 0 0
297.0 13990 1.0 13300 13300
298.0 15427 2.0 14709 28008
299.0 16921 3.0 16174 44182
300.0 18471 4.0 17696 61878
Top of Req. Sediment Pool (per Surface Area): 334.42 ft
Top of Req. Sediment Pool (per Volume): #DIV/0! ft
Principle Spillway Design:
Target Dewatering Time:3-5 days
Draw-down Volume:61878 cf
Skimmer Size:4.0 in diameter
Skimmer Orifice Size:2.500 in diameter
Skimmer Orifice Capacity:8051 cf /day
Calculated Days to Drain:7.69 days
Emergency Spillway Weir Elevation: 306.00 ft Too Low
Weir Width:25.00 ft
Weir Capacity:369.24 cfs
10-yr Water Surface Elevation: 308.89 ft
Freeboard:1.00 ft
Min. Embankment Elevation: 309.89 ft
Set Embankment Elevation: 308.0 ft
Results:
Surface Area Required:120196 sf
Surface Area Provided:18471 sf NG
Sediment Storage Volume Required: 136638 cf
Sediment Storage Provided: 61878 cf NG
05/14/18
39329
SED-SKIM-BASIN LATEST PRINTING: 7/25/20193:53 PM Page 2 of 4
TEMPORARY SKIMMER SEDIMENT BASIN DATE
DESIGN
PROJECT NAME PROJECT NO
Project Trace
LOCATION BY
Person County, NC CEG
Skimmer Basin No.: 3 Site Conditions
Initial Final
Disturbed Area:0.00 18.50 ac
Additional Drainage Area:0.00 0.00 ac
Total Drainage Area:0.00 18.50 ac
Runoff Coeff [Cc]:0.55 0.90
10-yr Rainfall Intensity [I]:7.22 7.22 in/hr
10-yr Discharge [Q10]:0.00 120.25 cfs Max
Required Sed. Storage Vol: Dist.A.x 1800 =0 33300 33300 cf
Required Surface Area: 325 sf/cfs = 0 39081 39081 sf
Basin Volume:
Bottom Elevation of Basin:300.0 ft
Elevation Interval of Basin:1.00 ft
Elevation Area(sf)Depth(ft)Incr. Vol. (cf)Cumm. Vol. (cf)
296.0 12609 0 0 0
297.0 13990 1.0 13300 13300
298.0 15427 2.0 14709 28008
299.0 16921 3.0 16174 44182
300.0 18471 4.0 17696 61878
Top of Req. Sediment Pool (per Surface Area): 307.77 ft
Top of Req. Sediment Pool (per Volume): 298.33 ft
Principle Spillway Design:
Target Dewatering Time:3-5 days
Draw-down Volume:61878 cf
Skimmer Size:4.0 in diameter
Skimmer Orifice Size:2.500 in diameter
Skimmer Orifice Capacity:8051 cf /day
Calculated Days to Drain:7.69 days
Emergency Spillway Weir Elevation: 306.00 ft Too Low
Weir Width:25.00 ft
Weir Capacity:120.19 cfs
10-yr Water Surface Elevation: 307.37 ft
Freeboard:1.00 ft
Min. Embankment Elevation: 308.37 ft
Set Embankment Elevation: 308.0 ft
Results:
Surface Area Required:39081 sf
Surface Area Provided:18471 sf NG
Sediment Storage Volume Required: 33300 cf
Sediment Storage Provided: 61878 cf OK
05/14/18
39329
SED-SKIM-BASIN LATEST PRINTING: 7/25/20193:53 PM Page 3 of 4
TEMPORARY SKIMMER SEDIMENT BASIN DATE
DESIGN
PROJECT NAME PROJECT NO
Project Trace
LOCATION BY
Person County, NC CEG
Skimmer Basin No.: 4 Site Conditions
Initial Final
Disturbed Area:0.00 15.00 ac
Additional Drainage Area:0.00 0.00 ac
Total Drainage Area:0.00 15.00 ac
Runoff Coeff [Cc]:0.55 0.80
10-yr Rainfall Intensity [I]:7.22 7.22 in/hr
10-yr Discharge [Q10]:0.00 86.67 cfs Max
Required Sed. Storage Vol: Dist.A.x 1800 =0 27000 27000 cf
Required Surface Area: 325 sf/cfs = 0 28167 28167 sf
Basin Volume:
Bottom Elevation of Basin:300.0 ft
Elevation Interval of Basin:1.00 ft
Elevation Area(sf)Depth(ft)Incr. Vol. (cf)Cumm. Vol. (cf)
296.0 12609 0 0 0
297.0 13990 1.0 13300 13300
298.0 15427 2.0 14709 28008
299.0 16921 3.0 16174 44182
300.0 18471 4.0 17696 61878
Top of Req. Sediment Pool (per Surface Area): 304.19 ft
Top of Req. Sediment Pool (per Volume): 297.93 ft
Principle Spillway Design:
Target Dewatering Time:3-5 days
Draw-down Volume:61878 cf
Skimmer Size:4.0 in diameter
Skimmer Orifice Size:2.500 in diameter
Skimmer Orifice Capacity:8051 cf /day
Calculated Days to Drain:7.69 days
Emergency Spillway Weir Elevation: 306.00 ft
Weir Width:25.00 ft
Weir Capacity:86.65 cfs
10-yr Water Surface Elevation: 307.10 ft
Freeboard:1.00 ft
Min. Embankment Elevation: 308.10 ft
Set Embankment Elevation: 308.0 ft
Results:
Surface Area Required:28167 sf
Surface Area Provided:18471 sf NG
Sediment Storage Volume Required: 27000 cf
Sediment Storage Provided: 61878 cf OK
05/14/18
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SED-SKIM-BASIN LATEST PRINTING: 7/25/20193:53 PM Page 4 of 4