SWA000195_Design Calculations_20230323

HYDROLOGY AND EROSION CONTROL STUDY
FOR
Legacy at Mills River - Phase 1
582 Jeffress Rd
Mills River, NC 28759
PIN 9642-20-8585
CDC project No. 22160
Blue Ridge Retirement Partners, LLC
70 Peachtree Rd, Ste 210
Asheville, NC 28801
Contact: Rick Grant
[phone]
FNG NFF,R
Michael CairP1O9�oy;
SEAL
047788
;If*
C
' 'yg CL J • �('
August 04, 2022 / `1111 VS
Rev: Oct. 05, 2022
civil
Design
ConceCD
pts, PA
168 Patton Avenue, Asheville, NC 28801
828-252-5388

Hydrology and Erosion Control Study
Legacy at Mills River
TABLE OF CONTENTS
ITEM/DESCRIPTION PAGE NO.
1.0 Project Narrative........................................................................................... 3
2.0 Erosion Controls........................................................................................... 3
3.0 Stormwater Analysis.................................................................................... 4
3.1 Methodology.................................................................................... 4
3.2 Allowable Hydrology....................................................................... 4
3.3 Water Quality Volume..................................................................... 5
3.4 Water Drawdown............................................................................. 5
APPENDICES
Appendix A
GIS Map, FEMA Firm Map, USGS Topo Map, and Property Deed
Appendix B
USDA NCRS Soils Report
Appendix C
NOAA Rainfall Data
Appendix D
Drainage Area Maps
Appendix E
Skimmer Basin Design Calculations
Appendix F
Ditch Flowrate Calculations & Channel Protection
Appendix G
Outlet Protection
Appendix H
StreamStats Reports
Appendix I
Stormwater Conveyance Calculations
Appendix J
Water Quality Volume HydroCAD Report
Appendix K
1-Year Storm Event HydroCAD Output Report
Appendix L
10-Year Storm Event HydroCAD Output Report
Appendix M
50-Year Storm Event HydroCAD Output Report
Appendix N
HydroCAD 50-Year Storm Event Drawdown Report
Page 2

Hydrology and Erosion Control Study
Legacy at Mills River
1.0 INTRODUCTION
Page 3
Legacy at Mills River is a retirement community proposed at 582 Jeffress Rd. within the jurisdictional
limits of the Town of Mills River, NC. The parcel is approximately 112 acres. Adjacent to the site is
Glenn C. Marlow Elementary to the northeast. All other adjacent properties are single-family homes.
Jeffress Road is to the southeast. Access to Valley View Road is to the northwest. The parcel was
previously undeveloped and consists of mostly rolling hills with a lake and two streams. Woods and
brush exist in and around the streams running through the lower regions of the site. The rolling hills are
predominately grasslands. The existing site consists of slopes ranging from 2% to 25% of mostly stable
soils. A GIS map, USGS topo map, FEMA FIRMette map and property deeds are included in
Appendix A.
Site drainage generally flows into a central draw, and then southeast forming unnamed tributary
streams of Hollaman Lake. Per NCDEQ surface water classification map, Hollaman Lake (stream
index: 6-56) has a "C" classification and is part of the French Broad River basin. The project area is not
within the 100-year floodplain.
Legacy at Mills River will be completed in two site development phases as proposed:
➢ Phase 1: approximately 63 acres of development. Connectivity of Jeffress Road and
Valley View Road will be constructed. Centrally located manor homes/assisted living
buildings with parking garages, village homes (duplex units), parking lots and
construction of other amenity areas will take place. The central high -density project area
will be established to get the facility operational. Single-family estate homes around the
project perimeter will begin.
➢ Phase 2: high -density project area will be finalized and low -density project areas (estate
home construction) around the perimeter of the project will progress.
Currently there are no detention or water quality facilities on site. It is the intent of this report to
demonstrate that the proposed stormwater management facilities will comply with water quantity and
quality controls as regulated by the Town of Mills River and the state of North Carolina. At the time of
this report, there were no known drainage concerns related to this site or downstream properties.
2.0 EROSION CONTROLS
The parcel is approximately 112 acres. Approximately 63 acres will be disturbed by construction
activities in phase one. No more than 50-acres shall be disturbed at any given time. A USDA NRCS
Soils Report is included in Appendix B. Rainfall amounts used in this study can be found in
Appendix C. Drainage area maps are in Appendix D. All erosion control measures proposed have
been designed for a 10-year storm event, excluding sediment/skimmer basins that have more than a 5.0-
acre drainage basin. These large basins have been sized for runoff associated with a 25-year storm.
Stormwater runoff was calculated utilizing rational method with a five-minute time of concentration
and a rational coefficient of 0.6 for bare soil. Airport Authority FAA requirements call for a maximum
drawdown time of 48 hours. Calculations to support the sizing of the skimmer basins are present in
Appendix E.
Erosion controls will be completed in a three-phase approach. Refer to the construction plans for
further detail on the erosion control measures. Phase 1 will include site clearing and rough grading.

Hydrology and Erosion Control Study
Legacy at Mills River
Page 4
During this phase, erosion control devices will consist of two construction entrances, perimeter silt
fences, temporary ditches, and 8 skimmer basins.
Phase 2 will include site development and utility installation. During this phase permanent stormwater
pipes and structures with inlet protection will be added as construction progresses. Reinforcement
fabrics will be installed in permanent ditches as needed. Calculations associated with channel
stabilization are provided in Appendix F. Outlet protection measures in the form of rip -rap aprons will
be installed to prevent scouring. Calculations associated with outlet protection are provided in
Appendix G. Vegetative stabilization measures will be applied to all areas of the site and remain at
grade for more than 7 days. All erosion control measures will be maintained as necessary per provided
plan details.
Phase 3 will consist of site stabilization. Vertical construction of buildings will commence.
Construction of pavement, concrete and installation or grassing/landscaping will aid in site
stabilization. Maintenance of all erosion control measures shall continue until the site is fully
stabilized. All remaining erosion control measures will be removed when no longer needed.
3.0 STORMWATER ANALYSIS
3.1 Methodology: This retirement community is composed of both high and low -density project
areas. The estate homes (independent living) around the project perimeter are a low -density
development area separated from the central part of the project by streams. Limited built -upon area,
dispersed flow, and vegetated stormwater conveyances will promote treatment through infiltration.
Many of the necessary assisted living facilities and parking for this retirement community have been
put in close proximity creating a high -density central hub. SCS-TR55 methodology has been
incorporated in the peak runoff analysis and design of the stormwater treatment/detention facilities.
Stormwater was modeled using HydroCAD, Version 10.20-2d. StreamStats reports have been provided
in Appendix H to support the sizing of all stream culverts. All conveyance pipes have been sized to
handle a 25-year storm event (see Appendix I).
Stormwater flows in the high -density development areas will be collected by curb and gutter, asphalt
swales, stormwater inlets, and piping and discharged into one of four bioretention ponds. Bioretention
cells are proposed as the stormwater control measures to help eliminate standing water near Asheville
Regional Airport. Sections 3.2 — 3.4 of this report focus on the high -density project area.
3.2 Water Quality Volume: The state of North Carolina requires that the project provide enough
water quality volume to treat a design storm depth of 1-inch in high -density development areas. The
Discrete NRCS Curve Number Method for runoff depth was utilized for the two drainage basins in the
central high -density project area. The proposed bioretention ponds have been designed to hold the
design volume (see Appendix J) in the first foot of storage above the planting surface below the
overflow weir.
3.3 Allowable Hydrology: Peak attenuation of storm events larger than that required for water
quality is not required by the State of North Carolina in the Town of Mills River. However, the
proposed bioretention ponds have been designed to discharge the one-year, 24-hour storm in a manner
that minimizes hydrologic impacts to the receiving stream. All bioretention ponds can safely convey a
50 year — 24-hour storm event. Freeboard elevations have been provided in tables 3.3A through 3.31).

Hydrology and Erosion Control Study
Legacy at Mills River
Table 3.3A: Bioretention Cell 1 Staging Analysis
Page 5
Modeled
Storm
Event
Staging
Elevation
feet
Top of Stormwater
Detention Basin
feet
Freeboard
feet
1-Year
2116.0
2118.0
2.0
10-Year
2116.7
2118.0
1.3
50-Year
2116.9
2118.0
1.1
Table 3.3B: Bioretention Cell 2 Staging Analysis
Modeled
Storm
Event
Staging
Elevation
feet
Top of Stormwater
Detention Basin
feet
Freeboard
feet
1-Year
2137.0
2139.0
1.9
10-Year
2137.6
2139.0
1.4
50-Year
2137.8
2139.0
1.2
Table 3.3C: Bioretention Cell 3 Staging Analysis
Modeled
Storm
Event
Staging
Elevation
feet
Top of Stormwater
Detention Basin
feet
Freeboard
feet
1-Year
2153.0
2155.0
2.0
10-Year
2153.4
2155.0
1.6
50-Year
2153.5
2155.0
1.5
Table 3.3D: Bioretention Cell 4 Staging Analysis
Modeled
Storm
Event
Staging
Elevation
feet
Top of Stormwater
Detention Basin
feet
Freeboard
feet
1-Year
2169.0
2171.0
2.0
10-Year
2169.3
2171.0
1.7
50-Year
2169.4
2171.0
1.6
See Appendices K, L and M for more information on the 1-, 10- & 50-year storm event HydroCAD
output reports.
3.4 Water Drawdown: Airport Authority FAA requirements call for a maximum drawdown time
of 48 hours for surface waters. To determine the drawdown period for the bioretention cells, each pond
was staged to the peak elevation seen during a 50-year storm event and allowed to discharge through
the media and its respective control structure. See Site Development Plans for details of the stormwater
outlet control structure orifice(s). Based on the HydroCAD output report provided in Appendix N,
surface water in all bioretention cells will have receded into the media in approximately 20 to 24-hrs.

APPENDIX A
GIS Map, FEMA Firm Map, USGS Topo Map, and Property Deed

GoMaps
0
But/er a~14'
T� g��
9'
-1,ston "r Nv
�o
Boy�stor
INIILLS RIVER
oo
a1�
a
�a
F
N
i
w ko�
so ry,
July 12, 2022
Streets and Highways
FREEWAY
INTERSTATE
BOULEVARD
THOROUGHFARE
COLLECTOR
Local Roads
El Parcels
C
W
I
61
C\k
/
THIS IS NOT ASURVEY.
All information or data provided, whether subscribed, purchased or otherwise distributed, whether in
hard copy or digital media, shall be at the user's own risk. Henderson County makes no warranties or
guarantees, including the warranties of merchantability or of fitness for a particular purpose. Map data
is not appropriate for, and is not to be used as, a geodetic, legal, or engineering base system. The
data is not intended as a substitute for surveyed locations such as can be determined by a registered
Public Land Surveyor, and does not meet the minimum accuracy standards of a Land Information
System/Geographic Information System Survey in North Carolina (21 NCAC 56.1608).
12
1:33,046
0 0.2 0.4 0.8 mi
0 0.35 0.7 1.4 km

National Flood Hazard Layer FIRMette
82o32'52"W 35o24'12"N
FEMA
+I
�06��FEET
J4REA OF MINI LIFE00U HAZARD
on e" X,
T NNN� F MILLS'R ER16
37DD25
4 Zone 4E 2062 FEEY
_ HENDEItSOIUNTi
370125
� I
I
t
�11
�i F
' ��LU
LU
FL D AT
0 LU LLI dn
ILLw
i
r 82032'15"W 35o23'43"N
0 250 500 1,000 1,500 2,000
Basemap: USGS National Map: Orthoimagery. Data refreshed October, 2020
Legend
SEE FIS REPORT FOR DETAILED LEGEND AND INDEX MAP FOR FIRM PANEL LAYOUT
Without Base Flood Elevation (BFE)
Zone A, V, A99
SPECIAL FLOOD With BFE or Depth Zone AE, AO, AH, VE, AR
HAZARD AREAS Regulatory Floodway
0.2%Annual Chance Flood Hazard, Areas
of 1% annual chance flood with average
depth less than one foot or with drainage
areas of less than one square mile zone x
_Future Conditions 1% Annual
Chance Flood Hazard Zonex
Area with Reduced Flood Risk due to
OTHER AREAS OF Levee. See Notes. zone x
FLOOD HAZARD ��� Area with Flood Risk due to Leveezone D
NOSCREEN Area of Minimal Flood Hazard zonex
Q Effective LOMRs
OTHER AREAS Area of Undetermined Flood Hazard zone
GENERAL -- - - Channel, Culvert, or Storm Sewer
STRUCTURES IIIIIII Levee, Dike, or Floodwall
cl Cross Sections with 1% Annual Chance
17•5 Water Surface Elevation
a - - - Coastal Transect
^-^^-5n— Base Flood Elevation Line (BFE)
Limit of Study
Jurisdiction Boundary
— --- Coastal Transect Baseline
OTHER _ Profile Baseline
FEATURES Hydrographic Feature
Digital Data Available N
No Digital Data Available
MAP PANELS Unmapped
YThe pin displayed on the map is an approximate
point selected by the user and does not represent
an authoritative property location.
This map complies with FEMA's standards for the use of
digital flood maps if it is not void as described below.
The basemap shown complies with FEMA's basemap
accuracy standards
The flood hazard information is derived directly from the
authoritative NFHL web services provided by FEMA. This map
was exported on 6/13/2022 at 4:14 PM and does not
reflect changes or amendments subsequent to this date and
time. The NFHL and effective information may change or
become superseded by new data over time.
This map image is void if the one or more of the following map
elements do not appear: basemap imagery, flood zone labels,
legend, scale bar, map creation date, community identifiers,
FIRM panel number, and FIRM effective date. Map images for
unmapped and unmodernized areas cannot be used for
regulatory purposes.

1�
Q
1�U,I ROJECT LOCATION
O
191
C� _ idge
a o°
280
'-SS RD
O
o4
r
Z
O
44 _
�D'RD 1467 /�
� t ESTVIEIy�%%%
ti �

eoox 3087 once MB (3)
86794 AYN�IMI�II
This document presented and filed:
08103/2017 10:12:24 AM
.-t.,5'
WILLIAM LEE KING, Henderson COUNTY, NC
Transfer Tax: $0.00
NORTH CAROLINA GENERAL WARRANTY DEED
Revenue Stamps $0.00 Prepared by: Goosmann Rose Colvard & Cramer, P.A
PIN: 10-03337. 10-10990 and 10-05661 17-2477 jrr/cm
Property Situs: Return to: Goosmann Rose Colvard & Cramer, P.A,
Jeffress Rd. and Valley View Rd. 77 Central Ave., Ste. H, Asheville, NC 28801
This North Carolina General Warranty Deed is made as of this 2nd day of August, 2017, by and
between Grant Investment Group, LLC, a North Carolina limited liability company, 80 Peachtree Road,
Suite 210, Asheville, NC 28803 (herein "Grantor") and Blue Ridge Retirement Partners, LLC, a North
Carolina limited liability company (herein "Grantee"'). Grantee's mailing address is 80 Peachtree Road.
Suite 210, Asheville, NC 28803 (Attn: Mr. Richard A. Grant).
("The designation "Grantor" and "Grantee" as used herein shall include said parties, their heirs, successors
and assigns, and shall include the singular, plural, masculine. feminine or neuter as required by context.)
The Grantor, for a valuable consideration received from Grantee. conveys to Grantee. in fee simple
(unless otherwise stated below). the property described as follows (intending to and including all
appurtenances thereto):
See E.rhibit A attached hereto ai:d incorporated herein by reference.
The property herein conveyed does not include the primary residence of a Grantor.
This Deed shall also act as a Supplemental Deed for that deed recorded in Deed Book 1530. Pame
108 of the Henderson County. NC Register's Office wherein the Grantee's name was not shown in full as
"Blue Ridge Retirement Partners. I.1.0

Book 3087
Page 449
To Have and to Hold the aforesaid lot or parcel of land and all privileges and appurtenances
thereto belonging to the Grantee in tee simple.
And the Grantor covenants with the Grantee. that the: Grantor is seized of the premises in lee
simple, has the right to convey the same in fee simple. that title is marketable and free and clear of all
encumbrances. and that Grantor will warrant and defend the title against the lawful claims of all persons
whomsoever except for the exceptions hereinafter stated: Those matters set forth in the description for the
property; easements and rights of way of record or in place; restrictive covenants of record; the use
provisions of any governmental ordinance affecting the property and taxes for the current year.
In Witness Whereof, as of the above date. the Grantor has caused the due execution of the
foregoing instrument in the ordinary course of its business. by the signature below of its duly authorized
representative. as the act of such entity.
Grantor:
Grant Investmfpft G
A North Carol�+t'a/lipt
By: Richard A.CrantiManager
State of North Carolina, County of Buncombe
1 certify that the following person(s) personally appeared betore me this day, each acknowledging to me that he or
she signed the foregoing document: Richard A. Grant, Manager of Grant Investment Group, LLC, a North
Carolina limited liability company.
Date: August 2, 2017Z:;��rj '10
John R. R Notary Public
My Commission expires:
4-21-2021
O�� 0
�/Cl
Cv., NC;,`,,,,,

Book 3087
Page 450
f`Ahibit A
Parcel One:
Being all of Tract B. containing 99.525 acres, more or less. as shown on that plat recorded
in Plat Slide 5885 of the Henderson County, NC Register's Office; reference to which Plat
is hereby made for a more particular description of said Property. The above -described
Property is conveyed together with and subject to the benefits and burdens of those
easements and right of way as set forth and described in that deed recorded in Record [look
1370. at Page 656 of the Henderson County, NC Register's Office. The above -described
Property is all of that property described in that deed recorded in Record Book 1530. at
Page 108 of the Henderson County. NC Register's Office.
Parcel Two:
Being all of that tract or parcel of property containing 12.442 acres, more or less. as shown
on that plat recorded in Plat Slide 6158 of the Henderson County, NC Register's Office;
reference to which Plat is hereby made for a more particular description of said Property.
Parcel Three:
Being all of Lot 82 of Hollabrook Farms Subdivision as shown on that plat recorded in
Plat Slide 7044 and also all of Parcel A, containing 0.189 acres, more or less, as shown
on that plat recorded in Plat Slide 7663 of the Henderson County. NC Register's Office:
reference to which Plats are hereby made for a more particular description of said
Properties. The Property is all of that property described in those deeds recorded in Record
Book 1383. at Page 163 and in Record Book 1388, at Page 543 of the Henderson County.
NC Register's Office.
17--_477

APPENDIX B
USDA NCRS Soils Report

USDA United States
Department of
Agriculture
N RCS
Natural
Resources
Conservation
Service
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
Henderson County,
North Carolina
Legacy at Mills River
February 3, 2022

Preface
Soil surveys contain information that affects land use planning in survey areas.
They highlight soil limitations that affect various land uses and provide information
about the properties of the soils in the survey areas. Soil surveys are designed for
many different users, including farmers, ranchers, foresters, agronomists, urban
planners, community officials, engineers, developers, builders, and home buyers.
Also, conservationists, teachers, students, and specialists in recreation, waste
disposal, and pollution control can use the surveys to help them understand,
protect, or enhance the environment.
Various land use regulations of Federal, State, and local governments may impose
special restrictions on land use or land treatment. Soil surveys identify soil
properties that are used in making various land use or land treatment decisions.
The information is intended to help the land users identify and reduce the effects of
soil limitations on various land uses. The landowner or user is responsible for
identifying and complying with existing laws and regulations.
Although soil survey information can be used for general farm, local, and wider area
planning, onsite investigation is needed to supplement this information in some
cases. Examples include soil quality assessments (http://www.nres.usda.gov/wps/
portal/nres/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=nres) or your NRCS State Soil
Scientist (http://www.nres.usda.gov/wps/portal/nres/detail/soils/contactus/?
cid=nres142p2_053951).
Great differences in soil properties can occur within short distances. Some soils are
seasonally wet or subject to flooding. Some are too unstable to be used as a
foundation for buildings or roads. Clayey or wet soils are poorly suited to use as
septic tank absorption fields. A high water table makes a soil poorly suited to
basements or underground installations.
The National Cooperative Soil Survey is a joint effort of the United States
Department of Agriculture and other Federal agencies, State agencies including the
Agricultural Experiment Stations, and local agencies. The Natural Resources
Conservation Service (NRCS) has leadership for the Federal part of the National
Cooperative Soil Survey.
Information about soils is updated periodically. Updated information is available
through the NRCS Web Soil Survey, the site for official soil survey information.
The U.S. Department of Agriculture (USDA) prohibits discrimination in all its
programs and activities on the basis of race, color, national origin, age, disability,
and where applicable, sex, marital status, familial status, parental status, religion,
sexual orientation, genetic information, political beliefs, reprisal, or because all or a
part of an individual's income is derived from any public assistance program. (Not
all prohibited bases apply to all programs.) Persons with disabilities who require
2

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

Contents
Preface.........................................................................................................
SoilMap.......................................................................................................
SoilMap.....................................................................................................
Legend......................................................................................................
MapUnit Legend.......................................................................................
Map Unit Descriptions...............................................................................
Henderson County, North Carolina........................................................
BaB—Bradson gravelly loam, 2 to 7 percent slopes ..........................
BaC—Bradson gravelly loam, 7 to 15 percent slopes ........................
DeA—Delanco (dillard) loam, 0 to 2 percent slopes ..........................
DeB—Delanco (dillard) loam, 2 to 7 percent slopes ..........................
FaC—Fannin silt loam, 7 to 15 percent slopes ..................................
FaE—Fannin silt loam, 15 to 25 percent slopes .................................
HyC—Hayesville loam, 7 to 15 percent slopes ..................................
TaF—Talladega silt loam, 25 to 45 percent slopes (brownwood).......
TeB—Tate fine sandy loam, 2 to 7 percent slopes .............................
To—Toxaway silt loam........................................................................
W—Water...........................................................................................
References...................................................................................................
.2
.5
A
..7
.8
.8
11
11
12
13
14
15
16
17
18
19
20
21
22
2

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.
5

TeB 4 ~FIjiC ��" Ba6 FaC
DeB BaBr
-aB
�- t -
HYC } s BaC
FaE
Bra �C 1, IL
EaE.
BaB
LL
F •E
'lulu!'nlll.�lill���11111,iiil�l!;i ^ FaE�
DeA FaC y�awe
BaB
Rd�
r x TaDe
F \
To ,l To TaF

MAP LEGEND
Area of Interest (AOI)
0
Area of Interest (AOI)
Soils
0
Soil Map Unit Polygons
im 0
Soil Map Unit Lines
■
Soil Map Unit Points
Special
Point Features
Blowout
Borrow Pit
Clay Spot
Closed Depression
Gravel Pit
.4
Gravelly Spot
0
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
oa
Sodic Spot
Custom Soil Resource Report
MAP INFORMATION
A
Spoil Area
The soil surveys that comprise your AOI were mapped at
1:20,000.
Stony Spot
Very Stony Spot
Warning: Soil Map may not be valid at this scale.
Wet Spot
Enlargement of maps beyond the scale of mapping can cause
Other
misunderstanding of the detail of mapping and accuracy of soil
.-
Special Line Features
line placement. The maps do not show the small areas of
contrasting soils that could have been shown at a more detailed
Water Features
scale.
-
Streams and Canals
Transportation
Please rely on the bar scale on each map sheet for map
�}}
Rails
measurements.
Interstate Highways
Source of Map: Natural Resources Conservation Service
US Routes
Web Soil Survey URL:
Coordinate System: Web Mercator (EPSG:3857)
Major Roads
Local Roads
Maps from the Web Soil Survey are based on the Web Mercator
projection, which preserves direction and shape but distorts
Background
distance and area. A projection that preserves area, such as the
Aerial Photography
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: Henderson County, North Carolina
Survey Area Data: Version 22, Jan 21, 2022
Soil map units are labeled (as space allows) for map scales
1:50,000 or larger.
Date(s) aerial images were photographed: May 3, 2020—May 7,
2020
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.
7

Custom Soil Resource Report
Map Unit Legend
Map Unit Symbol
Map Unit Name
Acres in AOI
Percent of AOI
BaB
BaC
Bradson gravelly loam, 2 to 7
percent slopes
57.8
83.0
17.9%
Bradson gravelly loam, 7 to 15
percent slopes
25.8%
DeA
Delanco (dillard) loam, 0 to 2
percent slopes
22.5
7.0%
DeB
Delanco (dillard) loam, 2 to 7
percent slopes
5.4
1.7%
FaC
Fannin silt loam, 7 to 15 percent
slopes
90.5
28.1 %
FaE
Fannin silt loam, 15 to 25
percent slopes
Hayesville loam, 7 to 15 percent
slopes
34.9
17.3
10.8%
HyC
5.4%
TaF
Talladega silt loam, 25 to 45
percent slopes (brownwood)
1.4
0.4%
TeB
Tate fine sandy loam, 2 to 7
percent slopes
0.0
0.0%
To
Toxaway silt loam
4.5
1.4%
W
Water
4.9
1.5%
Totals for Area of Interest
322.2
100.0%
Map Unit Descriptions
The map units delineated on the detailed soil maps in a soil survey represent the
soils or miscellaneous areas in the survey area. The map unit descriptions, along
with the maps, can be used to determine the composition and properties of a unit.
A map unit delineation on a soil map represents an area dominated by one or more
major kinds of soil or miscellaneous areas. A map unit is identified and named
according to the taxonomic classification of the dominant soils. Within a taxonomic
class there are precisely defined limits for the properties of the soils. On the
landscape, however, the soils are natural phenomena, and they have the
characteristic variability of all natural phenomena. Thus, the range of some
observed properties may extend beyond the limits defined for a taxonomic class.
Areas of soils of a single taxonomic class rarely, if ever, can be mapped without
including areas of other taxonomic classes. Consequently, every map unit is made
up of the soils or miscellaneous areas for which it is named and some minor
components that belong to taxonomic classes other than those of the major soils.
Most minor soils have properties similar to those of the dominant soil or soils in the
map unit, and thus they do not affect use and management. These are called
noncontrasting, or similar, components. They may or may not be mentioned in a
particular map unit description. Other minor components, however, have properties
0

Custom Soil Resource Report
and behavioral characteristics divergent enough to affect use or to require different
management. These are called contrasting, or dissimilar, components. They
generally are in small areas and could not be mapped separately because of the
scale used. Some small areas of strongly contrasting soils or miscellaneous areas
are identified by a special symbol on the maps. If included in the database for a
given area, the contrasting minor components are identified in the map unit
descriptions along with some characteristics of each. A few areas of minor
components may not have been observed, and consequently they are not
mentioned in the descriptions, especially where the pattern was so complex that it
was impractical to make enough observations to identify all the soils and
miscellaneous areas on the landscape.
The presence of minor components in a map unit in no way diminishes the
usefulness or accuracy of the data. The objective of mapping is not to delineate
pure taxonomic classes but rather to separate the landscape into landforms or
Iandform segments that have similar use and management requirements. The
delineation of such segments on the map provides sufficient information for the
development of resource plans. If intensive use of small areas is planned, however,
onsite investigation is needed to define and locate the soils and miscellaneous
areas.
An identifying symbol precedes the map unit name in the map unit descriptions.
Each description includes general facts about the unit and gives important soil
properties and qualities.
Soils that have profiles that are almost alike make up a soil series. Except for
differences in texture of the surface layer, all the soils of a series have major
horizons that are similar in composition, thickness, and arrangement.
Soils of one series can differ in texture of the surface layer, slope, stoniness,
salinity, degree of erosion, and other characteristics that affect their use. On the
basis of such differences, a soil series is divided into soil phases. Most of the areas
shown on the detailed soil maps are phases of soil series. The name of a soil phase
commonly indicates a feature that affects use or management. For example, Alpha
silt loam, 0 to 2 percent slopes, is a phase of the Alpha series.
Some map units are made up of two or more major soils or miscellaneous areas.
These map units are complexes, associations, or undifferentiated groups.
A complex consists of two or more soils or miscellaneous areas in such an intricate
pattern or in such small areas that they cannot be shown separately on the maps.
The pattern and proportion of the soils or miscellaneous areas are somewhat similar
in all areas. Alpha -Beta complex, 0 to 6 percent slopes, is an example.
An association is made up of two or more geographically associated soils or
miscellaneous areas that are shown as one unit on the maps. Because of present
or anticipated uses of the map units in the survey area, it was not considered
practical or necessary to map the soils or miscellaneous areas separately. The
pattern and relative proportion of the soils or miscellaneous areas are somewhat
similar. Alpha -Beta association, 0 to 2 percent slopes, is an example.
An undifferentiated group is made up of two or more soils or miscellaneous areas
that could be mapped individually but are mapped as one unit because similar
interpretations can be made for use and management. The pattern and proportion
of the soils or miscellaneous areas in a mapped area are not uniform. An area can
be made up of only one of the major soils or miscellaneous areas, or it can be made
up of all of them. Alpha and Beta soils, 0 to 2 percent slopes, is an example.
9

Custom Soil Resource Report
Some surveys include miscellaneous areas. Such areas have little or no soil
material and support little or no vegetation. Rock outcrop is an example.
10

Custom Soil Resource Report
Henderson County, North Carolina
BaB—Bradson gravelly loam, 2 to 7 percent slopes
Map Unit Setting
National map unit symbol: Icl0
Elevation: 900 to 3,500 feet
Mean annual precipitation: 40 to 80 inches
Mean annual air temperature: 50 to 57 degrees F
Frost -free period: 150 to 180 days
Farmland classification: All areas are prime farmland
Map Unit Composition
Bradson and similar soils: 90 percent
Estimates are based on observations, descriptions, and transects of the mapunit.
Description of Bradson
Setting
Landform: Stream terraces, fans
Landform position (two-dimensional): Summit
Landform position (three-dimensional): Tread
Down -slope shape: Convex
Across -slope shape: Convex
Parent material: Old alluvium and/or old colluvium derived from igneous and
metamorphic rock
Typical profile
Ap - 0 to 6 inches: gravelly loam
Bt - 6 to 65 inches: clay loam
C - 65 to 80 inches: loam
Properties and qualities
Slope: 2 to 7 percent
Depth to restrictive feature: More than 80 inches
Drainage class: Well drained
Runoff class: Medium
Capacity of the most limiting layer to transmit water (Ksat): Moderately high to high
(0.57 to 1.98 in/hr)
Depth to water table: More than 80 inches
Frequency of flooding: None
Frequency of ponding: None
Available water supply, 0 to 60 inches: Moderate (about 8.6 inches)
Interpretive groups
Land capability classification (irrigated): None specified
Land capability classification (nonirrigated): 2s
Hydrologic Soil Group: B
Hydric soil rating: No
11

Custom Soil Resource Report
BaC—Bradson gravelly loam, 7 to 15 percent slopes
Map Unit Setting
National map unit symbol: Icl1
Elevation: 900 to 3,500 feet
Mean annual precipitation: 40 to 80 inches
Mean annual air temperature: 50 to 57 degrees F
Frost -free period: 150 to 180 days
Farmland classification: Farmland of statewide importance
Map Unit Composition
Bradson and similar soils: 85 percent
Estimates are based on observations, descriptions, and transects of the mapunit.
Description of Bradson
Setting
Landform: Stream terraces, fans
Landform position (two-dimensional): Summit, shoulder
Landform position (three-dimensional): Tread
Down -slope shape: Convex
Across -slope shape: Convex
Parent material: Old alluvium and/or old colluvium derived from igneous and
metamorphic rock
Typical profile
Ap - 0 to 6 inches: gravelly loam
Bt - 6 to 65 inches: clay loam
C - 65 to 80 inches: loam
Properties and qualities
Slope: 7 to 15 percent
Depth to restrictive feature: More than 80 inches
Drainage class: Well drained
Runoff class: Medium
Capacity of the most limiting layer to transmit water (Ksat): Moderately high to high
(0.57 to 1.98 in/hr)
Depth to water table: More than 80 inches
Frequency of flooding: None
Frequency of ponding: None
Available water supply, 0 to 60 inches: Moderate (about 8.6 inches)
Interpretive groups
Land capability classification (irrigated): None specified
Land capability classification (nonirrigated): 3s
Hydrologic Soil Group: B
Hydric soil rating: No
12

Custom Soil Resource Report
DeA—Delanco (dillard) loam, 0 to 2 percent slopes
Map Unit Setting
National map unit symbol: Icl b
Elevation: 1,500 to 3,000 feet
Mean annual precipitation: 55 to 75 inches
Mean annual air temperature: 50 to 57 degrees F
Frost -free period: 150 to 185 days
Farmland classification: All areas are prime farmland
Map Unit Composition
Dillard and similar soils: 95 percent
Minor components: 5 percent
Estimates are based on observations, descriptions, and transects of the mapunit.
Description of Dillard
Setting
Landform: Depressions on stream terraces
Landform position (two-dimensional): Summit
Landform position (three-dimensional): Tread
Down -slope shape: Linear
Across -slope shape: Concave
Parent material: Alluvium and/or colluvium derived from igneous and metamorphic
rock
Typical profile
Ap - 0 to 10 inches: loam
Bt - 10 to 30 inches: clay loam
BCg - 30 to 40 inches: sandy loam
Cg - 40 to 80 inches: sandy loam
Properties and qualities
Slope: 0 to 2 percent
Depth to restrictive feature: More than 80 inches
Drainage class: Moderately well drained
Runoff class: Low
Capacity of the most limiting layer to transmit water (Ksat): Moderately high to high
(0.57 to 1.98 in/hr)
Depth to water table: About 30 to 42 inches
Frequency of flooding: NoneOccasional
Frequency of ponding: None
Available water supply, 0 to 60 inches: Moderate (about 8.2 inches)
Interpretive groups
Land capability classification (irrigated): None specified
Land capability classification (nonirrigated): 2w
Hydrologic Soil Group: C
Hydric soil rating: No
13

Custom Soil Resource Report
Minor Components
Kinkora
Percent of map unit: 5 percent
Landform: Depressions on stream terraces
Down -slope shape: Concave
Across -slope shape: Linear
Hydric soil rating: Yes
DeB—Delanco (dillard) loam, 2 to 7 percent slopes
Map Unit Setting
National map unit symbol: Icl c
Elevation: 1,500 to 3,000 feet
Mean annual precipitation: 55 to 75 inches
Mean annual air temperature: 50 to 57 degrees F
Frost -free period: 150 to 185 days
Farmland classification: All areas are prime farmland
Map Unit Composition
Dillard and similar soils: 95 percent
Estimates are based on observations, descriptions, and transects of the mapunit.
Description of Dillard
Setting
Landform: Depressions on stream terraces
Landform position (two-dimensional): Summit
Landform position (three-dimensional): Tread
Down -slope shape: Linear
Across -slope shape: Concave
Parent material: Alluvium and/or colluvium derived from igneous and metamorphic
rock
Typical profile
Ap - 0 to 10 inches: loam
Bt - 10 to 30 inches: clay loam
BCg - 30 to 40 inches: sandy loam
Cg - 40 to 80 inches: sandy loam
Properties and qualities
Slope: 2 to 7 percent
Depth to restrictive feature: More than 80 inches
Drainage class: Moderately well drained
Runoff class: Medium
Capacity of the most limiting layer to transmit water (Ksat): Moderately high to high
(0.57 to 1.98 in/hr)
Depth to water table: About 30 to 42 inches
Frequency of flooding: NoneOccasional
Frequency of ponding: None
14

Custom Soil Resource Report
Available water supply, 0 to 60 inches: Moderate (about 8.2 inches)
Interpretive groups
Land capability classification (irrigated): None specified
Land capability classification (nonirrigated): 2e
Hydrologic Soil Group: C
Hydric soil rating: No
FaC—Fannin silt loam, 7 to 15 percent slopes
Map Unit Setting
National map unit symbol: Icl n
Elevation: 1,400 to 4,000 feet
Mean annual precipitation: 50 to 60 inches
Mean annual air temperature: 46 to 57 degrees F
Frost -free period: 140 to 200 days
Farmland classification: Farmland of statewide importance
Map Unit Composition
Fannin and similar soils: 85 percent
Estimates are based on observations, descriptions, and transects of the mapunit.
Description of Fannin
Setting
Landform: Mountain slopes, ridges
Landform position (two-dimensional): Summit
Landform position (three-dimensional): Mountaintop, crest
Down -slope shape: Convex
Across -slope shape: Convex
Parent material: Creep deposits over residuum weathered from mica schist and/or
gneiss and/or micaeous metamorphic rock
Typical profile
A - 0 to 6 inches: silt loam
8 - 6 to 36 inches: clay loam
C - 36 to 60 inches: loam
Properties and qualities
Slope: 7 to 15 percent
Depth to restrictive feature: More than 80 inches
Drainage class: Well drained
Runoff class: Medium
Capacity of the most limiting layer to transmit water (Ksat): Moderately high to high
(0.57 to 1.98 in/hr)
Depth to water table: More than 80 inches
Frequency of flooding: None
Frequency of ponding: None
Available water supply, 0 to 60 inches: Moderate (about 7.5 inches)
Interpretive groups
Land capability classification (irrigated): None specified
Land capability classification (nonirrigated): 3e
15

Custom Soil Resource Report
Hydrologic Soil Group: B
Hydric soil rating: No
FaE—Fannin silt loam, 15 to 25 percent slopes
Map Unit Setting
National map unit symbol: Icl p
Elevation: 1,400 to 4,000 feet
Mean annual precipitation: 50 to 60 inches
Mean annual air temperature: 46 to 57 degrees F
Frost -free period: 140 to 200 days
Farmland classification: Farmland of local importance
Map Unit Composition
Fannin and similar soils: 80 percent
Estimates are based on observations, descriptions, and transects of the mapunit.
Description of Fannin
Setting
Landform: Mountain slopes, ridges
Landform position (two-dimensional): Summit, backslope
Landform position (three-dimensional): Upper third of mountainflank, side slope
Down -slope shape: Convex
Across -slope shape: Linear
Parent material: Creep deposits over residuum weathered from mica schist and/or
gneiss and/or micaeous metamorphic rock
Typical profile
A - 0 to 6 inches: silt loam
B - 6 to 36 inches: clay loam
C - 36 to 60 inches: loam
Properties and qualities
Slope: 15 to 25 percent
Depth to restrictive feature: More than 80 inches
Drainage class: Well drained
Runoff class: High
Capacity of the most limiting layer to transmit water (Ksat): Moderately high to high
(0.57 to 1.98 in/hr)
Depth to water table: More than 80 inches
Frequency of flooding: None
Frequency of ponding: None
Available water supply, 0 to 60 inches: Moderate (about 7.5 inches)
Interpretive groups
Land capability classification (irrigated): None specified
Land capability classification (nonirrigated): 4e
Hydrologic Soil Group: B
Hydric soil rating: No
16

Custom Soil Resource Report
HyC—Hayesville loam, 7 to 15 percent slopes
Map Unit Setting
National map unit symbol: Ic1t
Elevation: 1,110 to 2,580 feet
Mean annual precipitation: 48 to 60 inches
Mean annual air temperature: 46 to 57 degrees F
Frost -free period: 124 to 176 days
Farmland classification: Farmland of statewide importance
Map Unit Composition
Hayesville and similar soils: 90 percent
Minor components: 10 percent
Estimates are based on observations, descriptions, and transects of the mapunit.
Description of Hayesville
Setting
Landform: Ridges
Landform position (two-dimensional): Summit
Landform position (three-dimensional): Interfluve
Down -slope shape: Linear
Across -slope shape: Convex
Parent material: Residuum weathered from amphibolite
Typical profile
A - 0 to 5 inches: loam
Bt - 5 to 38 inches: clay
BC - 38 to 48 inches: sandy clay loam
C - 48 to 80 inches: fine sandy loam
Properties and qualities
Slope: 8 to 15 percent
Depth to restrictive feature: More than 80 inches
Drainage class: Well drained
Runoff class: Medium
Capacity of the most limiting layer to transmit water (Ksat): Moderately low to
moderately high (0.06 to 0.20 in/hr)
Depth to water table: More than 80 inches
Frequency of flooding: None
Frequency of ponding: None
Available water supply, 0 to 60 inches: High (about 9.9 inches)
Interpretive groups
Land capability classification (irrigated): None specified
Land capability classification (nonirrigated): 3e
Hydrologic Soil Group: C
Hydric soil rating: No
17

Custom Soil Resource Report
Minor Components
Evard, stony
Percent of map unit: 6 percent
Landform: Ridges
Landform position (two-dimensional): Summit, shoulder
Landform position (three-dimensional): Interfluve
Down -slope shape: Convex
Across -slope shape: Linear
Hydric soil rating: No
Cowee, stony
Percent of map unit: 4 percent
Landform: Ridges
Landform position (two-dimensional): Summit, shoulder
Landform position (three-dimensional): Interfluve
Down -slope shape: Convex
Across -slope shape: Linear
Hydric soil rating: No
TaF—Talladega silt loam, 25 to 45 percent slopes (brownwood)
Map Unit Setting
National map unit symbol: Ic23
Elevation: 1,700 to 4,200 feet
Mean annual precipitation: 45 to 70 inches
Mean annual air temperature: 46 to 57 degrees F
Frost -free period: 124 to 176 days
Farmland classification: Not prime farmland
Map Unit Composition
Brownwood, stony, and similar soils: 90 percent
Estimates are based on observations, descriptions, and transects of the mapunit.
Description of Brownwood, Stony
Setting
Landform: Mountain slopes, ridges
Landform position (two-dimensional): Backslope
Landform position (three-dimensional): Upper third of mountainflank, side slope
Down -slope shape: Convex
Across -slope shape: Linear
Parent material: Affected by soil creep in the upper solum over residuum
weathered from mica schist and/or gneiss and/or other micaceous
metamorphic rock
Typical profile
A - 0 to 5 inches: fine sandy loam
Bw - 5 to 23 inches: loam
Cr - 23 to 80 inches: weathered bedrock
18

Custom Soil Resource Report
Properties and qualities
Slope: 30 to 50 percent
Surface area covered with cobbles, stones or boulders: 0.1 percent
Depth to restrictive feature: 20 to 40 inches to paralithic bedrock
Drainage class: Somewhat excessively drained
Runoff class: High
Capacity of the most limiting layer to transmit water (Ksat): Very low to high (0.00
to 1.98 in/hr)
Depth to water table: More than 80 inches
Frequency of flooding: None
Frequency of ponding: None
Available water supply, 0 to 60 inches: Very low (about 2.8 inches)
Interpretive groups
Land capability classification (irrigated): None specified
Land capability classification (nonirrigated): 6s
Hydrologic Soil Group: B
Hydric soil rating: No
TeB—Tate fine sandy loam, 2 to 7 percent slopes
Map Unit Setting
National map unit symbol: Ic24
Elevation: 2,050 to 3,200 feet
Mean annual precipitation: 48 to 60 inches
Mean annual air temperature: 46 to 57 degrees F
Frost -free period: 116 to 170 days
Farmland classification: All areas are prime farmland
Map Unit Composition
Tate and similar soils: 95 percent
Estimates are based on observations, descriptions, and transects of the mapunit.
Description of Tate
Setting
Landform: Fans on coves
Landform position (two-dimensional): Footslope
Down -slope shape: Linear
Across -slope shape: Concave
Parent material: Loamy colluvium derived from biotite gneiss and/or gneiss
Typical profile
Ap - 0 to 7 inches: loam
Bt - 7 to 46 inches: clay loam
C - 46 to 80 inches: cobbly loam
Properties and qualities
Slope: 2 to 8 percent
Depth to restrictive feature: More than 80 inches
Drainage class: Well drained
Runoff class: Medium
19

Custom Soil Resource Report
Capacity of the most limiting layer to transmit water (Ksat): Moderately high (0.20
to 0.60 in/hr)
Depth to water table: More than 80 inches
Frequency of flooding: None
Frequency of ponding: None
Available water supply, 0 to 60 inches: High (about 10.2 inches)
Interpretive groups
Land capability classification (irrigated): None specified
Land capability classification (nonirrigated): 2e
Hydrologic Soil Group: C
Hydric soil rating: No
To—Toxaway silt loam
Map Unit Setting
National map unit symbol: Ic26
Elevation: 1,850 to 2,050 feet
Mean annual precipitation: 45 to 70 inches
Mean annual air temperature: 46 to 57 degrees F
Frost -free period: 116 to 170 days
Farmland classification: Prime farmland if drained and either protected from flooding
or not frequently flooded during the growing season
Map Unit Composition
Toxaway, frequently flooded, and similar soils: 95 percent
Minor components: 5 percent
Estimates are based on observations, descriptions, and transects of the mapunit.
Description of Toxaway, Frequently Flooded
Setting
Landform: Depressions on flood plains
Down -slope shape: Linear, concave
Across -slope shape: Concave
Parent material: Loamy alluvium
Typical profile
A - 0 to 26 inches: loam
Cg - 26 to 80 inches: stratified sandy clay loam to sand
Properties and qualities
Slope: 0 to 2 percent
Depth to restrictive feature: More than 80 inches
Drainage class: Very poorly drained
Runoff class: Very high
Capacity of the most limiting layer to transmit water (Ksat): Moderately high to high
(0.57 to 1.98 in/hr)
Depth to water table: About 0 to 12 inches
Frequency of flooding: NoneFrequent
Frequency of ponding: None
Available water supply, 0 to 60 inches: Moderate (about 8.1 inches)
20

Custom Soil Resource Report
Interpretive groups
Land capability classification (irrigated): None specified
Land capability classification (nonirrigated): 4w
Hydrologic Soil Group: B/D
Hydric soil rating: Yes
Minor Components
Toxaway, undrained
Percent of map unit: 5 percent
Landform: Depressions on flood plains
Down -slope shape: Linear, concave
Across -slope shape: Concave
Hydric soil rating: Yes
W—Water
Map Unit Composition
Water: 100 percent
Estimates are based on observations, descriptions, and transects of the mapunit.
Description of Water
Interpretive groups
Land capability classification (irrigated): None specified
Land capability classification (nonirrigated): 8w
Hydric soil rating: No
21

References
American Association of State Highway and Transportation Officials (AASHTO).
2004. Standard specifications for transportation materials and methods of sampling
and testing. 24th edition.
American Society for Testing and Materials (ASTM). 2005. Standard classification of
soils for engineering purposes. ASTM Standard D2487-00.
Cowardin, L.M., V. Carter, F.C. Golet, and E.T. LaRoe. 1979. Classification of
wetlands and deep -water habitats of the United States. U.S. Fish and Wildlife
Service FWS/OBS-79/31.
Federal Register. July 13, 1994. Changes in hydric soils of the United States.
Federal Register. September 18, 2002. Hydric soils of the United States.
Hurt, G.W., and L.M. Vasilas, editors. Version 6.0, 2006. Field indicators of hydric
soils in the United States.
National Research Council. 1995. Wetlands: Characteristics and boundaries.
Soil Survey Division Staff. 1993. Soil survey manual. Soil Conservation Service.
U.S. Department of Agriculture Handbook 18. http://www.nres.usda.gov/wps/portal/
nres/detail/national/soils/?cid=nres 142p2_054262
Soil Survey Staff. 1999. Soil taxonomy: A basic system of soil classification for
making and interpreting soil surveys. 2nd edition. Natural Resources Conservation
Service, U.S. Department of Agriculture Handbook 436. http://
www.nres.usda.gov/wps/portal/nres/detail/national/soils/?cid=nres142p2_053577
Soil Survey Staff. 2010. Keys to soil taxonomy. 11th edition. U.S. Department of
Agriculture, Natural Resources Conservation Service. http://
www. nres.usda.gov/wps/portal/nres/detail/national/soils/?cid=nres142p2_053580
Tiner, R.W., Jr. 1985. Wetlands of Delaware. U.S. Fish and Wildlife Service and
Delaware Department of Natural Resources and Environmental Control, Wetlands
Section.
United States Army Corps of Engineers, Environmental Laboratory. 1987. Corps of
Engineers wetlands delineation manual. Waterways Experiment Station Technical
Report Y-87-1.
United States Department of Agriculture, Natural Resources Conservation Service.
National forestry manual. http://www.nres.usda.gov/wps/portal/nres/detail/soils/
home/?cid=nres142p2_053374
United States Department of Agriculture, Natural Resources Conservation Service.
National range and pasture handbook. http://www.nres.usda.gov/wps/portal/nres/
detail/national/landuse/rangepasture/?cid=stelprdb1043084
22

Custom Soil Resource Report
United States Department of Agriculture, Natural Resources Conservation Service.
National soil survey handbook, title 430-VI. http://www.nres.usda.gov/wps/portal/
nres/detail/soils/scientists/?cid=nres142p2_054242
United States Department of Agriculture, Natural Resources Conservation Service.
2006. Land resource regions and major land resource areas of the United States,
the Caribbean, and the Pacific Basin. U.S. Department of Agriculture Handbook
296. http://www.nres.usda.gov/wps/portal/nres/detail/national/soils/?
cid=nres142p2_053624
United States Department of Agriculture, Soil Conservation Service. 1961. Land
capability classification. U.S. Department of Agriculture Handbook 210. http://
www.nrcs.usda.gov/lnternet/FSE—DOCUMENTS/nrcsl 42p2_052290.pdf
23

APPENDIX C
NOAA Rainfall Data

2/3/22, 2:35 PM
Precipitation Frequency Data Server
NOAA Atlas 14, Volume 2, Version 3
' Location name: Mills River, North Carolina, USA*
Latitude: 35.3993°, Longitude:-82.5427°
Elevation: 2074.04 ft**
WW " source: ESRI Mapsa
** source: USGS' '
POINT PRECIPITATION FREQUENCY ESTIMATES
G.M. Bonnin, D. Martin, B. Lin, T. Parzybok, M.Yekta, and D. Riley
NOAA, National Weather Service, Silver Spring, Maryland
PF tabular I PF graphical I Maps & aerials
PF tabular
11 PDS-based point precipitation frequency estimates with 90% confidence intervals (in inches)' 11
Average
recurrence interval (years)
Duration
1
��������
2
5
10
25
50
100
200 500 1000
0.874 0.960 1.03
0.368
0.438
0.525
0.591
0.677
0.743
0.809
5-min
(0.332-0.410)
(0.396-0.487)
(0.473-0.583)
(0.531-0.655)
(0.604-0.749)
(0.659-0.821)
(0.714-0.896)
(0.766-0.972) (0.832-1.07) (0.882-1.16)
--1.39F 1.52 1.62
0.588
0.701
0.841
0.946
1.08
1.18
1.29
10-min
(0.530-0.654)
(0.633-0.779)
(0.758-0.934)
(0.849-1.05)
(0.962-1.19)1
1 (1.13-1.42)
1 (1.22-1.54) (1.32-1.70) (1.39-1.82)
1.75 1.91 2.03
0.735
0.881
1.06
1.20
1.37
1.50
1.62
15-min
(0.663-0.818)
(0.796-0.979)
(0.959-1.18)
1 (1.07-1.33)
1 (1.22-1.51)
j (1.33-1.66)
1 (1.43-1.80)
1 (1.53-1.94) (1.66-2.14) (1.74-2.29)
2.72 F 3.04 3.29
1.01
1.22
1.51
1.73
2.03
2.26
2.49
30-min
(0.909-1.12)
1 (1.10-1.35) 11
(1.36-1.68)
1 (1.56-1.92)
1 (1.81-2.24)
1 (2.00-2.49)
1 (2.19-2.76)
1 (2.39-3.03) (2.64-3.40) (2.82-3.70)
3.82 F 4.36 4.81
1.26
1.53
1.94
2.26
2.70
3.06
3.43
60-min
(1.13-1.40)
(1.38-1.70)
(1.75-2.15)
(2.03-2.50)
(2.41-2.99)
(2.71-3.38)
(3.02-3.80)
(3.35-4.24) (3.78-4.88) ( 4.12-5.41)
1.48
1.79
2.26
2.63
3.16
3.58
4.03
4.51 5.19 5.73
2-hr
(1.33-1.64)
(1.61-1.98)
(2.03-2.50)
(2.35-2.91)
(2.80-3.50)
(3.16-3.97)
3.85
(3.54-4.48)
4.37
(3.92-5.01 (4.45-5.79) (4.87-6.44)
)
4.93 F 5.73 F 6.40
1.59
1.91
2.39
2.79
3.37
3-hr
(1.43-1.77)
(1.72-2.13)
(2.15-2.66)
2.94
(2.50-3.10)
(2.99-3.74)
1 (3.39-4.28)
1 (3.81-4.86)
1 (4.25-5.49) (4.88-6.44) (5.38-7.22)
6.03 F 7.05 7.91
2.00
2.39
3.42
4.11
4.70
5.34
6-hr
(1.83-2.21)
1 (2.18-2.62) 11
(2.68-3.23)
1 (3.10-3.76)
1 (3.70-4.52) 11
(4.19-5.16)
1 (4.71-5.88)
1 (5.27-6.66) (6.05-7.82) (6.70-8.82)
2.52
3.00
3.68
4.23
4.99
5.62
6.26
6.94
7.89
8.65
12-hr
(2 .31-2.75)
(2.76-3.28)
(3.38-4.02)
(3.87-4.62)
(4.55-5.45)
(5.10-6.14)
(5.65-6.86)
(6.21-7.63)
(6.98-8.73) 11
(7.58-9.64)
2.99
3.59
4.41
5.06
5.97
6.70
7.46
8.24 9.33
70.2
24-hr
11
(2.77-3.24)
(3.33-3.89)
(4.08-4.78)
(4.68-5.48)
(5.50-6.45)
(6.15-7.24)
(6.81-8.04)
1 (7.49-8.90) (8.40-10.1)
(9.10-11.0)
3.55
F 4.24
5.17
5.90
6.97
7.73
8.57
9.43 10.6
11.6
2-day
(3.31-3.83)
(3.95-4.57)
(4.81-5.56)
(5.48-6.34)
(6.40-7.43)
(7.13-8.30)
(7.88-9.22)
1 (8.62-10.2 1 (9.64-11.5) 11
(10.4-12.5)
3.79
4.52
5.46
6.20
7.21
8.01
8.84
9.67 10.8
11.7
3-day
(3.54-4.07)
(4.22-4.85)
(5.09-5.85)
(5.77-6.64)
(6.69-7.72)
(7.42-8.59)
(8.14-9.48)
1 (8.87-10.4) (9.84-11.6)
9. 11 11.0
(10.6-12.6)
4.03
4.80
5.75
6.50
7.51
8.30
9.10
11.9
4-day
(3.77-4.31)
(4.49-5.13)
(5.37-6.14)
(6.07-6.94)
(6.99-8.02)
(7.70-8.87)
(8.41-9.74)
1 (9.12-10.6) (10.1-11.8)
11.6 13.0
(10.8-12.8)
4.70
5.58
6.68
7.56
8.76
9.70
10.7
14.0
7-day
(4.40-5.03)
(5.23-5.98)
(6.25-7.16)
(7.07-8.10)
(8.15-9.36)
(9.01-10.4)
(9.87-11.4 )
10.7-12.5 11.9-13.9
( ) ( )
12.8 14.2
( 12.7-15.1 )
5.38
6.37
7.55
8.48
9.75
70.8
77.8
15.2
10-day
(5.08-5.71)
(6.01-6.77)
(7.12-8.02)
(8.00-9.01)
(9.16-10.4)
(10.1-11.4)
1 (11.0-12.5)
1 (11.9-13.6) (13.1-15.1)
(14.0-16.3)
17.8
7.31
8.59
9.98
71.0
12.4
13.5
14.5
15.5 F 16.8
20-day
(6.92-7.72)
(8.14-9.08)
(9.45-10.5)
1 (10.5-11.7)
1 (11.8-13.1) 1
(13.7-15.4)
(14.6-16.4) (15.7-17.8)
(16.5-18.9)
19.6
8.96
10.5
12.0
13.2
14.6
15.7
16.6
17.6 18.8
30-day
(8.51-9.44)
(9.98-11.1)
(11.4-12.7)
1 (12.5-13.9)
1 (13.8-15.4)
(14.8-16.5)
(15.7-17.6) JL
(16.6-18.6) (17.6-19.8)
20.6 21.6
(18.4-20.8)
11.4
13.3
15.0
16.2
17.7
18.8
19.7
22.3
45-day
(10.9-12.0)
(12.7-14.0)
(14.3-15.7)
1 (15.4-17.0)
1 (16.8-18.6)
(17.8-19.7)
1 (18.7-20.7)
1 (19.5-21.6) (20.5-22.8)
(21.1-23.5)
13.7
15.9
17.8
19.1
20.7
21.8
22.8
23.7
24.8
25.4
60-day
(13 0-14.4)
(15.2-16.7)
(17.0-18.7)
(18.2-20.1)
(19.7-21.8)
(20.8-23.0)
(21.7-24.0)
(22.5-25.0)
(23.5-26.1)
1 (24.1-26.9)
1 Precipitation frequency (PF) estimates in this table are based on frequency analysis of partial duration series (PDS).
Numbers in parenthesis are PF estimates at lower and upper bounds of the 90% confidence interval. The probability that precipitation frequency estimates (for
a given duration and average recurrence interval) will be greater than the upper bound (or less than the lower bound) is 5%. Estimates at upper bounds are
not checked against probable maximum precipitation (PMP) estimates and may be higher than currently valid PMP values.
Please refer to NOAA Atlas 14 document for more information.
Back to Top
PF graphical
https://hdsc.nws.noaa.gov/hdsc/pfds/pfds_printpage.html?lat=35.3993&Ion=-82.5427&data=depth&units=english&series=pds 1/4

2/3/22, 2:37 PM
Precipitation Frequency Data Server
NOAA Atlas 14, Volume 2, Version 3
' Location name: Mills River, North Carolina, USA*
Latitude: 35.3993°, Longitude:-82.5427'
Elevation: 2074.04 ft**
source: ESRI Mapsa
"" source: USGS' '
POINT PRECIPITATION FREQUENCY ESTIMATES
G.M. Bonnin, D. Martin, B. Lin, T. Parzybok, M.Yekta, and D. Riley
NOAA, National Weather Service, Silver Spring, Maryland
PF tabular I PF graphical I Maps & aerials
PF tabular
PDS-based
point precipitation frequency estimates with 90% confidence intervals (in inches/hour)1
Average
recurrence interval (years)
1
2
5
10
25
50
100
200
500
1000
4.42
5.26
6,30
7.09
8.12
8.92
9.71
10.5
11.5
12.3
5-min
(3.98-4.92)
(4.75-5.84)
(5.68-7.00)
(6.37-7.86)
(7.25-8.99)
(7.91-9.85)
7.10
(8.57-10.8)
7.71
(9.19-11.7)
8.32
(9.98-12.9)
9.11
(10.6-13.9)
9.72
3.53
4.21
5.05
5.68
6.47
10-min
(3.18-3.92)
(3.80-4.67)
(4.55-5.60)
(5.09-6.29)
(5.77-7.16)
(6.29-7.85)
(6.80-8.54)
(7.29-9.24)
(7.89-10.2)
2.94
3.52
4.26
4.78
5.47
5.99
6.50
7.00
7.64
8.14
15-min
(2.65-3.27)
(3.18-3.92)
(3.84-4.72)
(4.30-5.30)
(4.88-6.06)
(5.31-6.62)
(5.73-7.20)
(6.13-7.77)
(6.62-8.55)
2.02
2.43
3.02
3.47
4.05
4.51
4.97
5.44
6.08
6.59
30-min
(1.82-2.24)
(2.20-2.71)
(2.72-3.36)
(3.11-3.84)
(3.61-4.48)
(4.00-4.99)
(4.39-5.51)
(4.77-6.05)
1 (5.27-6.80) 11
(5.65-7.41)
1.26
1.53
1.94
2.26
2.70
3.06
3.43
3.82
4.36
4.81
60-min
(1.13-1.40)
(1.38-1.70)
(1.75-2.15)
(2.03-2.50)
(2.41-2.99)
(2.71-3.38)
(3.02-3.80)
(3.35-4.24)
(3.78-4.88)
(4.12-5.41)
0.738
0.895
1.13
1.32
1.58
1.79
2.02
2.26
2.59
2-hr
(0.663-0.818)
(0.806-0.991)
1 (1.18-1.46)
1 (1.40-1.75)
1 (1.58-1.99)
11 (1.77-2.24)
1 (1.96-2.51) 11
(2.22-2.90)
(2.44-3.22
0.528
0.636
0.796
0.929
1.12
1.28
1.45
1.64
1.91
2.13
3-hr
(0.476-0.589)
(0.573-0.708)
(0.716-0.885)
(0.832-1.03)
(0.995-1.25)
1 (1.13-1.43)
0.785
11 (1.27-1.62)
1 (1.42-1.83)
1 (1.62-2.14) 1(1.79-2.40)
0.334
0.398
0.491
0.571
0.686
0.891
1. 11
1.18
1.32
6-hr
(0.305-0.369)
(0.364-0.438)
(0.448-0.540)
(0.518-0.627)
(0.618-0.754)
(0.700-0.862)
0.466
(0.787-0.981)
1 (0.880-1.11)
1 (1.01-1.31)
0.209
0.249
0.305
0.351
0.474
0.520
0.576
0.655
0.718
12-hr
(0.192-0.228)
(0.229-0.272)
(0.280-0.334)
(0.321-0.383)
(0.377-0.452)
(0.423-0.510)
0.279
(0.469-0.569)
0.311
(0.516-0.633)
0.343
(0.579-0.725)
F 0.389
(0.629-0.800)
F 0.425
0.125
0.149
0.184
0.211
0.249
24-hr
1(0.312-0.371)
(0.116-0.135)
(0.139-0.162)
(0.170-0.199)
(0.195-0.228)
(0.229-0.269)
(0.256-0.302)
(0.284-0.335)
(0.350-0.420)
(0.379-0.460)
0.074
0.088
0.108
0.123
0.744
0.161
0.178
0.796
0.221
0.241
2-day
(0.069-0.080)
( 0.082-0.095)
(0.100-0.116)
(0.114-0.132)
(0.133-0.155)
( 0.149-0.173)
(0.164-0.192 )
( 0.180-0.212)
( 0.201-0.239)
(0.217-0.260)
0.053
0.063
0.076
0.086
0.100
0.111
0.123
0.134
0.150
0.163
3-day
(0.049-0.056)
(0.059-0.067)
(0.071-0.081)
(0.080-0.092)
(0.093-0.107)
(0.103-0.119)
0.086
(0.113-0.132)
0.095
(0.123-0.144)
0.103
(0.137-0.162)
0.115
(0.147-0.175)
0.124
0.042
0.050
0.060
0.068
0.078
4-day
(0.039-0.045)
(0.047-0.053)
(0.056-0.064)
(0.063-0.072)
(0.073-0.084)
(0.080-0.092)
0.058
(0.088-0.101)
0.063
(0.095-0.111)
0.069
(0.105-0.123)
0.077
(0.112-0.133),
0.083
7-day
0.028
0.033
0.040
0.045
0.052
(0.026-0.030)
(0.031-0.036)
(0.037-0.043)
(0.042-0.048)
(0.049-0.056)
(0.054-0.062)
(0.059-0.068)
(0.064-0.074)
(0.071-0.083)
(0.076-0.090)
0.022
0.027
0.031
0.035
0.047
0.045
0.049
0.053
0.059
0.063
10-day
(0.021-0.024)
(0.025-0.028)
(0.030-0.033)
(0.033-0.038)
(0.038-0.043)
(0.042-0.048)
(0.046-0.052)
(0.050-0.057)
(0.054-0.063)
(0.058-0.068)
0.015
0.018
0.021
0.023
0.026
0.028
0.030
0.032
0.035
0.037
20-day
(0.014-0.016)
(0.017-0.019)
(0.020-0.022)
(0.022-0.024)
(0.024-0.027)
(0.026-0.030)
0.022
(0.028-0.032)
0.023
(0.030-0.034)
0.024
(0.033-0.037)
F 0.026
(0.034-0.039)
1 0.027
0.012
0.015
0.017
0.018
0.020
30-day
(0.012-0.013)
(0.014-0.015)
(0.016-0.018)
(0.017-0.019)
(0.019-0.021)
0.016
(0.021-0.023)
0.017
(0.022-0.024)
0.018
(0.023-0.026)
0.019
(0.024-0.028)
F 0. 220
(0.025-0.029)
F 0. 221
0.011
0.012
0.014
0.015
45-day
�(0.0118-0.020)
(0.010-0.011)
(0.012-0.013)
(0.013-0.015)
(0.014-0.016)
0.013 IF
(0.016-0.017)
0.014
(0.017-0.018)
0.015
(0.017-0.019)
1 0.016
0.016
(0.019-0.021)
0.017
(0.020-0.022)
7 0.0 88
0.009
0.011
0.012
60-day
(0.009-0.010)
(0.011-0.012)
(0.012-0.013)
(0.013-0.014)
(0.014-0.015)
(0.014-0.016)
(0.015-0.017)
(0.016-0.017)
(0.016-0.018)I
(O.o17-O.o19)
Precipitation frequency (PF) estimates in this table are based on frequency analysis of partial duration series (PDS).
Numbers in parenthesis are PF estimates at lower and upper bounds of the 90% confidence interval. The probability that precipitation frequency estimates (for a
given duration and average recurrence interval) will be greater than the upper bound (or less than the lower bound) is 5%. Estimates at upper bounds are not
checked against probable maximum precipitation (PMP) estimates and may be higher than currently valid PMP values.
Please refer to NOAA Atlas 14 document for more information.
Back to Top
PF graphical
https:Hhdsc.nws.noaa.gov/hdsc/pfds/pfds_printpage.html?lat=35.3993&Ion=-82.5427&data=intensity&units=english&series=pds 1/4

APPENDIX D
Drainage Area Maps

TD
TO
LEGACY AT MILLS RIVER
EROSION CONTROL BULLETIN
OCTOBER 2022
i
i
TEMPORARY SKIMMER D
' AREA = 4.66 Ac
TEMPORARY DITCH D1 \\
AREA = 2.44 Ac �Q\
TD
m TD TD - TD
-- -AV
s(/
TEMPORARY SKIMMER B Jew
�? /
_ AREA = 10.53 Ac 8 SIBC' m \
V S JQ
ss
TEMPORARY DITCH A2 �/�
TEMPORARY DITCH B1 �/
_ 8S �� 8S AREA = 4.4 Ac 8S. AREA = 2.93 Ac • � �
�S e$ �_ es SF
S TEMPORA
SF SF �� /� AREA =
SF SF SF � �—
95 � 9S
m i
sf
SF
SF _
IWO
�s
N or\TH
0 120
NCBELS #: C-2184

LEGAC
POST I
OCTOBE
;Y AT
)RAIN
R 2022
ILLS
ULLETIN
\ 0
Pmmn d 1�
s
� J
S fro
s••
4�p
jv
NOP,fH
0 150
Civil
Design
Concepts, PA
NCBELS #: C-2184

1
a
A
LI:UAL;Y
A
I
MILLS
KlVl:H
kTCHMENT
AREA
BULLEm
OCTORER
2022

APPENDIX E
Skimmer Basin Design Calculations

2�
C`DC=.Ph,PA
Legacy at Mills River
CDC Project No.: 22160
TEMPORARY SEDIMENT BASIN SCHEDULE
BASIN INFORMATION
Trap/Basin ID
A
B
C
Units
Basin Type
Skimmer
Basin
Skimmer
Maximum Drainage Area
10
100
10
acre
Drainage Area (DA)
5.40
10.53
3.34
acre
Disturbed Area
5.40
10.53
3.34
acre
Runoff Coefficient (C)
0.6
0.6
0.6
Rainfall Intensity (I)
8.12
8.12
7.09
in/hr
Top of Water Length
135
276
176
feet
Top of Water Width
65
86
30
feet
L/W Ratio
2.1:1
3.2:1
5.9:1
feet
Water Depth
2.00
2.00
2.00
feet
Side Slope Ratio
2.00
3.00
2.00
X:1
Bottom of Basin Length
127
264
168
feet
Bottom of Basin Width
57
74
22
feet
SURFACE AREA & VOLUME
Runoff
26.31
51.30
14.21
cfs
Minimum Volume
9,720
18,954
6,012
cu-ft
Volume Provided
16,014
43,272
8,976
cu-ft
Minimum Surface Area
8,550
22,316
4,618
sq-ft
Surface Area Provided
8,775
23,736
5,280
sq-ft
SKIMMER SIZE
Drawdown Time
2
2
2
days
Skimmer Size
3.0
5.0
2.5
inch
Orifice Diameter
2.7
4.1
2.1
inch
Does the basin have a spillway? Yes
SPILLWAY SIZE
Spillway Dimensions
26x 1.5
46x 1.5
16x 1.5
feet
Water Depth
0.47
0.48
0.44
feet
Free -Board
1.03
1.02
1.06
feet
NCDENR E&SC Manual (Ch 6.6)
Weighted Coefficient
at 5 min. TC
2:1 Min, 6:1 Max
Train for Skimmer & Basin
= Lt - 2 (Slope x Depth)
= Wt - 2 (Slope x Depth)
=DAxCxI
In NC assume 3 days
Faircloth Skimmer Chart
Faircloth Orifice Factors
Notes:
1. Spillway dimensions are based on Table 6.60a "Design of Spillways" from the NC Erosion & Sediment Control Planning & Design
Manual
2. Rainfall Intensity, I, is obtained from Appendix 8.03.07 from the NC Erosion & Sediment Control Planning & Design Manual
3. Skimmer Design is based off of the Faircloth Skimmer Packet
4. Drawdown time is per NCDENR requirements
Issued 10/7/2022

CDC&Mm
conceits, Pa,
Legacy at Mills River
CDC Project No.: 22160
TEMPORARY SEDIMENT BASIN SCHEDULE
BASIN INFORMATION
Trap/Basin ID
D
E
F
Units
Basin Type
Skimmer
Skimmer
Skimmer
Maximum Drainage Area
10
10
10
acre
Drainage Area (DA)
4.66
9.91
5.91
acre
Disturbed Area
4.66
9.91
5.91
acre
Runoff Coefficient (C)
0.6
0.6
0.6
Rainfall Intensity (I)
7.09
8.12
8.12
in/hr
Top of Water Length
130
233
170
feet
Top of Water Width
60
68
74
feet
L/W Ratio
2.2:1
3.4:1
2.3:1
feet
Water Depth
2.00
2.00
2.00
feet
Side Slope Ratio
2.00
3.00
2.00
X:1
Bottom of Basin Length
122
221
162
feet
Bottom of Basin Width
52
56
66
feet
SURFACE AREA & VOLUME
Runoff
19.82
48.28
28.79
cfs
Minimum Volume
8,388
17,838
10,638
cu-ft
Volume Provided
14,144
28,220
23,272
cu-ft
Minimum Surface Area
6,443
15,691
9,358
sq-ft
Surface Area Provided
7,800
15,844
12,580
sq-ft
SKIMMER SIZE
Drawdown Time
2
2
2
days
Skimmer Size
3.0
4.0
4.0
inch
Orifice Diameter
2.6
3.3
3.0
inch
Does the basin have a spillway? Yes
SPILLWAY SIZE
Spillway Dimensions
21 x 1.5
46x 1.5
26x 1.5
feet
Water Depth
0.45
0.49
0.48
feet
Free -Board
1.05
1.01
1.02
feet
NCDENR E&SC Manual (Ch 6.6)
Weighted Coefficient
at 5 min. TC
2:1 Min, 6:1 Max
Train for Skimmer & Basin
= Lt - 2 (Slope x Depth)
= Wt - 2 (Slope x Depth)
=DAxCxI
In NC assume 3 days
Faircloth Skimmer Chart
Faircloth Orifice Factors
Notes:
1. Spillway dimensions are based on Table 6.60a "Design of Spillways" from the NC Erosion & Sediment Control Planning & Design
Manual
2. Rainfall Intensity, I, is obtained from Appendix 8.03.07 from the NC Erosion & Sediment Control Planning & Design Manual
3. Skimmer Design is based off of the Faircloth Skimmer Packet
4. Drawdown time is per NCDENR requirements
Issued 9/27/2022

DCw
CC0.M,-,,,, Pa,
Legacy at Mills River
CDC Project No.: 22160
TEMPORARY SEDIMENT BASIN SCHEDULE
BASIN INFORMATION
Trap/Basin ID
G
H
Units
Basin Type
Skimmer
Skimmer
Maximum Drainage Area
10
10
acre
Drainage Area (DA)
5.26
6.07
acre
Disturbed Area
5.26
6.07
acre
Runoff Coefficient (C)
0.6
0.6
Rainfall Intensity (I)
8.12
8.12
in/hr
Top of Water Length
140
140
feet
Top of Water Width
60
70
feet
L/W Ratio
2.3:1
2.0:1
feet
Water Depth
2.00
2.00
feet
Side Slope Ratio
2.00
2.00
X:1
Bottom of Basin Length
132
132
feet
Bottom of Basin Width
52
62
feet
SURFACE AREA & VOLUME
Runoff
25.63
29.57
cfs
Minimum Volume
9,468
10,926
cu-ft
Volume Provided
15,264
17,984
cu-ft
Minimum Surface Area
8,329
9,611
sq-ft
Surface Area Provided
8,400
9,800
sq-ft
SKIMMER SIZE
Drawdown Time
2
2
days
Skimmer Size
3.0
3.0
N/A
inch
Orifice Diameter
2.7
2.9
N/A
inch
Does the basin have a spillway? Yes
SPILLWAY SIZE
Spillway Dimensions
26x 1.5
26x 1.5
feet
Water Depth
0.46
0.49
feet
Free -Board
1.04
1.01
feet
NCDENR E&SC Manual (Ch 6.6)
Weighted Coefficient
at 5 min. TC
2:1 Min, 6:1 Max
Train for Skimmer & Basin
= Lt - 2 (Slope x Depth)
= Wt - 2 (Slope x Depth)
=DAxCxI
In NC assume 3 days
Faircloth Skimmer Chart
Faircloth Orifice Factors
Notes:
1. Spillway dimensions are based on Table 6.60a "Design of Spillways" from the NC Erosion & Sediment Control Planning & Design
Manual
2. Rainfall Intensity, I, is obtained from Appendix 8.03.07 from the NC Erosion & Sediment Control Planning & Design Manual
3. Skimmer Design is based off of the Faircloth Skimmer Packet
4. Drawdown time is per NCDENR requirements
Issued 9/27/2022

Legacy at Mills River
Skimmer Spillways Phase 1
Rainfall file not
specified
Prepared by Civil Design Concepts
Printed
9/28/2022
HydroCAD® 10.20-2f s/n 04679 © 2022 HydroCAD Software Solutions LLC
Page 1
Time span=5.00-20.00
hrs, dt=0.05 hrs, 301 points
Runoff by SCS
TR-20
method, UH=SCS, Weighted-CN
Reach routing by Stor-Ind+Trans
method - Pond routing by Stor-Ind method
Reach A: SKIMMER "A" SPILLWAY
Avg.
Flow Depth=0.47' Max Vet=3.73 fps
Inflow=26.31 cfs
32.724 of
n=0.030
L=30.0'
S=0.0167 '/' Capacity=346.55 cfs
Outflow=46.15 cfs
32.659 of
Reach B: SKIMMER "B" SPILLWAY
Avg.
Flow Depth=0.49' Max Vet=4.10 fps
Inflow=51.30 cfs
63.807 of
n=0.030
L=27.0'
S=0.0185 T Capacity=628.36 cfs
Outflow=92.11 cfs
63.683 of
Reach C: SKIMMER "C" SPILLWAY
Avg.
Flow Depth=0.44' Max Vet=3.51 fps
Inflow=14.21 cfs
17.674 of
n=0.030
L=18.0'
S=0.0167 '/' Capacity=222.85 cfs
Outflow=26.12 cfs
17.641 of
Reach D: SKIMMER "D" SPILLWAY
Avg.
Flow Depth=0.45' Max Vet=3.80 fps
Inflow=19.82 cfs
24.652 of
n=0.030
L=16.0'
S=0.0188 T Capacity=301.79 cfs
Outflow=36.98 cfs
24.607 of
Reach E: SKIMMER "E" SPILLWAY
Avg.
Flow Depth=0.49' Max Vet=3.83 fps
Inflow=48.28 cfs
60.051 of
n=0.030
L=25.0'
S=0.0160 T Capacity=584.08 cfs
Outflow=86.77 cfs
59.935 of
Reach F: SKIMMER "F" SPILLWAY
Avg.
Flow Depth=0.48' Max Vet=4.12 fps
Inflow=28.79 cfs
35.809 of
n=0.030
L=25.0'
S=0.0200 T Capacity=379.62 cfs
Outflow=52.13 cfs
35.740 of
Reach G: SKIMMER "G" SPILLWAY
Avg.
Flow Depth=0.46' Max Vet=3.90 fps
Inflow=25.63 cfs
31.879 of
n=0.030
L=16.0'
S=0.0188 '/' Capacity=367.57 cfs
Outflow=47.90 cfs
31.820 of
Reach H: SKIMMER "H" SPILLWAY
Avg.
Flow Depth=0.49' Max Vet=4.18 fps
Inflow=29.57 cfs
36.779 of
n=0.030
L=20.0'
S=0.0200 T Capacity=379.62 cfs
Outflow=54.67 cfs
36.711 of

APPENDIX F
Ditch Flowrate Calculations & Channel Protection

C'DCcS=rpt,,
PA
FLOWRATE CALCULATIONS
Legacy at Mills River
CDC Project No.: 22160
PERMANENT DITCH/CULVERT
RUNOFF "C"
25-YEAR INTENSITY (IN/HR)
DRAINAGE
AREA AC
FLOWRATE (CFS)
PERMANENT DITCH P1
0.61
8.12
2.03
10.05
PERMANENT DITCH P2
0.41
8.12
3.29
10.95
PERMANENT DITCH P3
0.41
8.12
0.89
2.96
PERMANENT DITCH P4
0.50
8.12
0.67
2.72
PERMANENT DITCH P5
0.55
8.12
1.15
5.14
PERMANENT DITCH P6
0.41
8.12
0.91
3.03
PERMANENT DITCH P7
0.65
8.12
0.13
0.69
PERMANENT DITCH P8
0.50
8.12
0.37
1.50
PERMANENT DITCH A5
0.49
8.12
0.37
1.47
PERMANENT DITCH A7X
0.49
8.12
0.64
2.55
PERMANENT DITCH A10
0.35
8.12
0.16
0.45
PERMANENT DITCH C9.3
0.35
8.12
0.17
0.48
PERMANENT DITCH Z10
0.49
8.12
0.85
3.38
PERMANENT DITCH Z12
0.41
8.12
2.23
7.42
PERMANENT DITCH Z14
0.67
8.12
0.72
3.92
PERMANENT DITCH Z16
0.45
5.47 (Tc = 15 min)
6.34
15.61
PERMANENT DITCH Z18
0.46
8.12
0.58
2.17
PERMANENT DITCH Z22
0.49
8.12
0.85
3.38
PERMANENT DITCH Z24
0.41
8.12
0.85
2.83
PERM. DITCH D SERIES
0.50
8.12
1.00
4.06
TEMPORARY DITCH/CULVERT
RUNOFF "C"
10-YEAR INTENSITY (IN/HR)
DRAINAGE
AREA AC
FLOWRATE (CFS)
TEMPORARY DITCH Al
0.60
7.09
1.75
7.44
TEMPORARY DITCH A2
0.60
7.09
2.93
12.46
TEMPORARY DITCH B1
0.60
7.09
4.40
18.72
TEMPORARY DITCH C1
0.60
7.09
0.87
3.70
TEMPORARY DITCH C2
0.60
7.09
1.57
6.68
TEMPORARY DITCH D1
0.60
7.09
2.44
10.38
TEMPORARY DITCH E1
0.60
7.09
7.46
31.73
TEMPORARY DITCH E2
0.60
7.09
1.67
7.10
TEMPORARY DITCH F1
0.60
7.09
4.90
20.84
TEMPORARY DITCH F2
0.60
7.09
3.20
13.61
TEMPORARY DITCH F3
0.60
7.09
0.81
3.45
TEMPORARY DITCH G1
0.60
7.09
4.30
18.29
TEMPORARY DITCH H1
0.60
7.09
5.44
23.14
TEMPORARY DITCH T1
0.61
7.09
5.50
23.79

9/27/22, 3:43 PM
NORTH
AMERICAN
GREEN
CHANNEL ANALYSIS
> > > TEMPORARY DITCH Al
Name
TEMPORARY DITCH Al
Discharge
7.44
Channel Slope
0.04
Channel Bottom Width
2
Left Side Slope
2
Right Side Slope
2
Low Flow Liner
Retardence Class
D 2-6 in
Vegetation Type
Mix (Sod and Bunch)
Vegetation Density
Very Good 80-95%
Soil Type
Clay Loam (CL)
S150BN
ECMDS 7.0
North American Green
5401 St. Wendel-Cynthiana Rd.
Poseyville, Indiana 47633
Tel. [phone]
>Fax [phone]
www.nagreen.com
ECMDS v7.0
Normal Permissible Calculated Safety Staple
Phase Reach Discharge Velocity Depth Mannings N Shear Stress Shear Stress Factor Remarks Pattern
S15OBN Straight 7.44 cfs 4.48 ft/s 0.54 ft 0.035 1.9 Ibs/ft2 1.34 Ibs/ft2 1.41 STABLE D
Unvegetated
Underlying Straight 7.44 cfs 4.48 ft/s 0.54 ft 0.035 2.07 Ibs/ft2 0.94 Ibs/ft2 2.21 STABLE D
Substrate
Unreinforced Vegetation
Normal Permissible Calculated Safety Staple
Phase Reach Discharge Velocity Mannings N Remarks
Depth Shear Stress Shear Stress Factor Pattern
lnreinforced Straight 7.44 cfs 4.69 ft/s 0.52 ft 0.032 4 Ibs/ft2 1.3 Ibs/ft2 3.07 STABLE
Vegetation
Underlying Straight 7.44 cfs 4.69 ft/s 0.52 ft 0.032 2.35 Ibs/ft2 0.91 Ibs/ft2 2.57 STABLE
Substrate
https://ecmds.com/project/l51253/channel-analysis/228497/show 1 /1

9/27/22, 3:54 PM
NORTH
AMERICAN
GREEN
CHANNEL ANALYSIS
> > > TEMPORARY DITCH A2
Name
TEMPORARY DITCH A2
Discharge
12.46
Channel Slope
0.042
Channel Bottom Width
2
Left Side Slope
2
Right Side Slope
2
Low Flow Liner
Retardence Class
D 2-6 in
Vegetation Type
Mix (Sod and Bunch)
Vegetation Density
Very Good 80-95%
Soil Type
Clay Loam (CL)
S150BN
ECMDS 7.0
North American Green
5401 St. Wendel-Cynthiana Rd.
Poseyville, Indiana 47633
Tel. [phone]
>Fax [phone]
www.nagreen.com
ECMDS v7.0
Normal Permissible Calculated Safety Staple
Phase Reach Discharge Velocity Depth Mannings N Shear Stress Shear Stress Factor Remarks Pattern
S15OBN Straight 12.46 cfs 5.5 ft/s 0.68 ft 0.033 1.9 Ibs/ft2 1.77 Ibs/ft2 1.07 STABLE D
Unvegetated
Underlying Straight 12.46 cfs 5.5 ft/s 0.68 ft 0.033 2.07 Ibs/ft2 1.18 Ibs/ft2 1.75 STABLE D
Substrate
Unreinforced Vegetation
Normal Permissible Calculated Safety Staple
Phase Reach Discharge Velocity Mannings N Remarks
Depth Shear Stress Shear Stress Factor Pattern
lnreinforced Straight 12.46 cfs 5.88 ft/s 0.64 ft 0.03 4 Ibs/ft2 1.69 Ibs/ft2 2.37 STABLE
Vegetation
Underlying Straight 12.46 cfs 5.88 ft/s 0.64 ft 0.03 1.97 Ibs/ft2 1.14 Ibs/ft2 1.73 STABLE
Substrate
https://ecmds.com/project/l51253/channel-analysis/228500/show 1 /1

9/27/22, 1:51 PM
NORTH
AMERICAN
GREEN
CHANNEL ANALYSIS
> > > TEMPORARY DITCH B1
Name
TEMPORARY DITCH B1
Discharge
18.72
Channel Slope
0.033
Channel Bottom Width
2
Left Side Slope
2
Right Side Slope
2
Low Flow Liner
Retardence Class
D 2-6 in
Vegetation Type
Mix (Sod and Bunch)
Vegetation Density
Very Good 80-95%
Soil Type
Clay Loam (CL)
S150BN
ECMDS 7.0
North American Green
5401 St. Wendel-Cynthiana Rd.
Poseyville, Indiana 47633
Tel. [phone]
>Fax [phone]
www.nagreen.com
ECMDS v7.0
Normal Permissible Calculated Safety Staple
Phase Reach Discharge Velocity Depth Mannings N Shear Stress Shear Stress Factor Remarks Pattern
S15OBN Straight 18.72 cfs 5.6 ft/s 0.89 ft 0.033 1.9 Ibs/ft2 1.82 Ibs/ft2 1.04 STABLE D
Unvegetated
Underlying Straight 18.72 cfs 5.6 ft/s 0.89 ft 0.033 2.07 Ibs/ft2 1.15 Ibs/ft2 1.79 STABLE D
Substrate
Unreinforced Vegetation
Normal Permissible Calculated Safety Staple
Phase Reach Discharge Velocity Mannings N Remarks
Depth Shear Stress Shear Stress Factor Pattern
lnreinforced Straight 18.72 cfs 5.98 ft/s 0.85 ft 0.03 4 Ibs/ft2 1.75 Ibs/ft2 2.29 STABLE
Vegetation
Underlying Straight 18.72 cfs 5.98 ft/s 0.85 ft 0.03 2.01 Ibs/ft2 1.11 Ibs/ft2 1.8 STABLE
Substrate
https://ecmds.com/project/l51253/channel-analysis/228496/show 1 /1

2/21/22, 1:45 PM
NORTH
AMERICAN
GREEN
CHANNEL ANALYSIS
> > > TEMPORARY DITCH C1
Name
TEMPORARY DITCH C1
Discharge
3.7
Channel Slope
0.067
Channel Bottom Width
2
Left Side Slope
2
Right Side Slope
2
Low Flow Liner
Retardence Class
D 2-6 in
Vegetation Type
Mix (Sod and Bunch)
Vegetation Density
Very Good 80-95%
Soil Type
Clay Loam (CL)
S150BN
ECMDS 7.0
North American Green
5401 St. Wendel-Cynthiana Rd.
Poseyville, Indiana 47633
Tel. [phone]
>Fax [phone]
www.nagreen.com
ECMDS v7.0
Normal Permissible Calculated Safety Remarks Staple
Phase Reach Discharge Velocity Depth Mannings N Shear Stress Shear Stress Factor Pattern
S150BN Straight 3.7 cfs 4.44 ft/s 0.32 ft 0.034 1.9 Ibs/ft2 1.32 Ibs/ft2 1.44 STABLE D
Unvegetated
Underlying Straight 3.7 cfs 4.44 ft/s 0.32 ft 0.034 2.07 Ibs/ft2 1.02 Ibs/ft2 2.03 STABLE D
Substrate
Unreinforced Vegetation
Normal Permissible Calculated Safety Remarks Staple
Phase Reach Discharge Velocity Depth Mannings N Shear Stress Shear Stress Factor Pattern
lnreinforced Straight 3.7 cfs 4.66 ft/s 0.3 ft 0.031 4 Ibs/ft2 1.27 Ibs/ft2 3.15 STABLE
Vegetation
Underlying Straight 3.7 cfs 4.66 ft/s 0.3 ft 0.031 2.21 Ibs/ft2 0.99 Ibs/ft2 2.25 STABLE
Substrate
https://ecmds.com/project/151253/channel-analysis/219081/show 1/1

8/3/22, 3:23 PM
NORTH
AMERICAN
GREEN
CHANNEL ANALYSIS
> > > TEMPORARY DITCH C2
Name
TEMPORARY DITCH C2
Discharge
6.68
Channel Slope
0.044
Channel Bottom Width
2
Left Side Slope
2
Right Side Slope
2
Low Flow Liner
Retardence Class
D 2-6 in
Vegetation Type
Mix (Sod and Bunch)
Vegetation Density
Very Good 80-95%
Soil Type
Clay Loam (CL)
S150BN
ECMDS 7.0
North American Green
5401 St. Wendel-Cynthiana Rd.
Poseyville, Indiana 47633
Tel. [phone]
>Fax [phone]
www.nagreen.com
ECMDS v7.0
Normal Permissible Calculated Safety Staple
Phase Reach Discharge Velocity Depth Mannings N Shear Stress Shear Stress Factor Remarks Pattern
S15OBN Straight 6.68 cfs 4.52 ft/s 0.49 ft 0.034 1.9 Ibs/ft2 1.36 Ibs/ft2 1.4 STABLE D
Unvegetated
Underlying Straight 6.68 cfs 4.52 ft/s 0.49 ft 0.034 2.07 Ibs/ft2 0.96 Ibs/ft2 2.15 STABLE D
Substrate
Unreinforced Vegetation
Normal Permissible Calculated Safety Staple
Phase Reach Discharge Velocity Mannings N Remarks
Depth Shear Stress Shear Stress Factor Pattern
lnreinforced Straight 6.68 cfs 4.74 ft/s 0.48 ft 0.032 4 Ibs/ft2 1.31 Ibs/ft2 3.05 STABLE
Vegetation
Underlying Straight 6.68 cfs 4.74 ft/s 0.48 ft 0.032 2.3 Ibs/ft2 0.94 Ibs/ft2 2.46 STABLE
Substrate
https://ecmds.com/project/l51253/channel-analysis/228393/show 1 /1

8/2/22, 3:53 PM
NORTH
AMERICAN
GREEN
CHANNEL ANALYSIS
> > > TEMPORARY DITCH D1
Name
TEMPORARY DITCH D1
Discharge
10.38
Channel Slope
0.053
Channel Bottom Width
2
Left Side Slope
2
Right Side Slope
2
Low Flow Liner
Retardence Class
D 2-6 in
Vegetation Type
Mix (Sod and Bunch)
Vegetation Density
Very Good 80-95%
Soil Type
Clay Loam (CL)
S150BN
ECMDS 7.0
North American Green
5401 St. Wendel-Cynthiana Rd.
Poseyville, Indiana 47633
Tel. [phone]
>Fax [phone]
www.nagreen.com
ECMDS v7.0
Normal Permissible Calculated Safety Staple
Phase Reach Discharge Velocity Depth Mannings N Shear Stress Shear Stress Factor Remarks Pattern
S15OBN Straight 10.38 cfs 5.78 ft/s 0.57 ft 0.032 1.9 Ibs/ft2 1.89 Ibs/ft2 1.01 STABLE D
Unvegetated
Underlying Straight 10.38 cfs 5.78 ft/s 0.57 ft 0.032 2.07 Ibs/ft2 1.3 Ibs/ft2 1.59 STABLE D
Substrate
Unreinforced Vegetation
Normal Permissible Calculated Safety Staple
Phase Reach Discharge Velocity Mannings N Remarks
Depth Shear Stress Shear Stress Factor Pattern
lnreinforced Straight 10.38 cfs 6.23 ft/s 0.54 ft 0.029 4 Ibs/ft2 1.79 Ibs/ft2 2.24 STABLE
Vegetation
Underlying Straight 10.38 cfs 6.23 ft/s 0.54 ft 0.029 1.83 Ibs/ft2 1.25 Ibs/ft2 1.47 STABLE
Substrate
https://ecmds.com/project/l51253/channel-analysis/228394/show 1 /1

10/3/22, 2:50 PM
NORTH
AMERICAN
GREEN
CHANNEL ANALYSIS
> > > TEMPORARY DITCH E1
Name
TEMPORARY DITCH E1
Discharge
31.73
Channel Slope
0.05
Channel Bottom Width
3
Left Side Slope
2
Right Side Slope
2
Low Flow Liner
Retardence Class
D 2-6 in
Vegetation Type
Mix (Sod and Bunch)
Vegetation Density
Very Good 80-95%
Soil Type
Clay Loam (CL)
C350
ECMDS 7.0
North American Green
5401 St. Wendel-Cynthiana Rd.
Poseyville, Indiana 47633
Tel. [phone]
>Fax [phone]
www.nagreen.com
ECMDS v7.0
Normal Permissible Calculated Safety Staple
Phase Reach Discharge Velocity Depth Mannings N Shear Stress Shear Stress Factor Remarks Pattern
C350
Straight
31.73 cfs
7.91 ft/s
0.85 ft
0.03
3.2 Ibs/ft2
2.66 Ibs/ft2
1.2
STABLE E
Unvegetated
Underlying
Straight
31.73 cfs
7.91 ft/s
0.85 ft
0.03
3.49 Ibs/ft2
1.84 Ibs/ft2
1.9
STABLE E
Substrate
C350 Reinforced
Straight
31.73 cfs
8.86 ft/s
0.78 ft
0.025
12 Ibs/ft2
2.45 Ibs/ft2
4.9
STABLE E
Vegetation
Underlying
Straight
31.73 cfs
8.86 ft/s
0.78 ft
0.025
3.2 Ibs/ft2
1.72 Ibs/ft2
1.86
STABLE E
Substrate
https://ecmds.com/project/l51253/channel-analysis/228501/show 1/1

9/30/22, 12:14 PM
NORTH
AMERICAN
GREEN
CHANNEL ANALYSIS
> > > TEMPORARY DITCH E2
Name
TEMPORARY DITCH E2
Discharge
7.1
Channel Slope
0.02
Channel Bottom Width
2
Left Side Slope
2
Right Side Slope
2
Low Flow Liner
Retardence Class
D 2-6 in
Vegetation Type
Mix (Sod and Bunch)
Vegetation Density
Very Good 80-95%
Soil Type
Clay Loam (CL)
Unreinforced Vegetation
ECMDS 7.0
North American Green
5401 St. Wendel-Cynthiana Rd.
Poseyville, Indiana 47633
Tel. [phone]
>Fax [phone]
www.nagreen.com
ECMDS v7.0
Normal Permissible Calculated Safety Staple
Phase Reach Discharge Velocity Depth Mannings N Shear Stress Shear Stress Factor Remarks Pattern
Unreinforced Straight 7.1 cfs 3.14 ft/s 0.68 ft 0.039 4 Ibs/ft2 0.84 Ibs/ft2 4.74 STABLE
Vegetation
Underlying Straight 7.1 cfs 3.14 ft/s 0.68 ft 0.039 3.47 Ibs/ft2 0.56 Ibs/ft2 6.16 STABLE
Substrate
S75BN
Normal Permissible Calculated Safety Staple
Phase Reach Discharge Velocity Mannings N Remarks
Depth Shear Stress Shear Stress Factor Pattern
S75BN Straight 7.1 cfs 3.59 ft/s 0.61 ft 0.033 1.6 Ibs/ft2 0.77 Ibs/ft2 2.09 STABLE D
Unvegetated
Underlying Straight 7.1 cfs 3.59 ft/s 0.61 ft 0.033 1.74 Ibs/ft2 0.52 Ibs/ft2 3.35 STABLE D
Substrate
https://ecmds.com/project/l51253/channel-analysis/228504/show 1 /1

9/30/22, 12:14 PM
NORTH
AMERICAN
GREEN
CHANNEL ANALYSIS
> > > TEMPORARY DITCH F1
Name
TEMPORARY DITCH F1
Discharge
20.84
Channel Slope
0.06
Channel Bottom Width
3
Left Side Slope
2
Right Side Slope
2
Low Flow Liner
Retardence Class
D 2-6 in
Vegetation Type
Mix (Sod and Bunch)
Vegetation Density
Very Good 80-95%
Soil Type
Clay Loam (CL)
C350
ECMDS 7.0
North American Green
5401 St. Wendel-Cynthiana Rd.
Poseyville, Indiana 47633
Tel. [phone]
>Fax [phone]
www.nagreen.com
ECMDS v7.0
Normal Permissible Calculated Safety Staple
Phase Reach Discharge Velocity Depth Mannings N Shear Stress Shear Stress Factor Remarks Pattern
C350
Straight
20.84 cfs
7.44 ft/s
0.65 ft
0.03
3.2 Ibs/ft2
2.43 Ibs/ft2
1.31
STABLE E
Unvegetated
Underlying
Straight
20.84 cfs
7.44 ft/s
0.65 ft
0.03
3.49 Ibs/ft2
1.77 Ibs/ft2
1.97
STABLE E
Substrate
C350 Reinforced
Straight
20.84 cfs
8.26 ft/s
0.6 ft
0.026
12 Ibs/ft2
2.24 Ibs/ft2
5.35
STABLE E
Vegetation
Underlying
Straight
20.84 cfs
8.26 ft/s
0.6 ft
0.026
3.2 Ibs/ft2
1.66 Ibs/ft2
1.93
STABLE E
Substrate
https://ecmds.com/project/l51253/channel-analysis/228506/show 1 /1

9/27/22, 6:26 PM
NORTH
AMERICAN
GREEN
CHANNEL ANALYSIS
> > > TEMPORARY DITCH F2
Name
TEMPORARY DITCH F2
Discharge
13.61
Channel Slope
0.065
Channel Bottom Width
3
Left Side Slope
2
Right Side Slope
2
Low Flow Liner
Retardence Class
D 2-6 in
Vegetation Type
Mix (Sod and Bunch)
Vegetation Density
Very Good 80-95%
Soil Type
Clay Loam (CL)
C125BN
ECMDS 7.0
North American Green
5401 St. Wendel-Cynthiana Rd.
Poseyville, Indiana 47633
Tel. [phone]
>Fax [phone]
www.nagreen.com
ECMDS v7.0
Normal Permissible Calculated Safety Staple
Phase Reach Discharge Velocity Depth Mannings N Shear Stress Shear Stress Factor Remarks Pattern
C125BN Straight 13.61 cfs 7.51 ft/s 0.46 ft 0.025 2.8 Ibs/ft2 1.87 Ibs/ft2 1.49 STABLE D
Unvegetated
Underlying Straight 13.61 cfs 7.51 ft/s 0.46 ft 0.025 3.05 Ibs/ft2 1.45 Ibs/ft2 2.1 STABLE D
Substrate
Unreinforced Vegetation
Normal Permissible Calculated Safety Staple
Phase Reach Discharge Velocity Mannings N Remarks
Depth Shear Stress Shear Stress Factor Pattern
lnreinforced Straight 13.61 cfs 7.25 ft/s 0.48 ft 0.027 4 Ibs/ft2 1.93 Ibs/ft2 2.08 STABLE
Vegetation
Underlying Straight 13.61 cfs 7.25 ft/s 0.48 ft 0.027 1.59 Ibs/ft2 1.49 Ibs/ft2 1.07 STABLE
Substrate
https://ecmds.com/project/l51253/channel-analysis/231904/show 1 /1

9/27/22, 6:28 PM
NORTH
AMERICAN
GREEN
CHANNEL ANALYSIS
> > > TEMPORARY DITCH F3
Name
TEMPORARY DITCH F3
Discharge
3.45
Channel Slope
0.022
Channel Bottom Width
2
Left Side Slope
2
Right Side Slope
2
Low Flow Liner
Retardence Class
D 2-6 in
Vegetation Type
Mix (Sod and Bunch)
Vegetation Density
Very Good 80-95%
Soil Type
Clay Loam (CL)
Unreinforced Vegetation
ECMDS 7.0
North American Green
5401 St. Wendel-Cynthiana Rd.
Poseyville, Indiana 47633
Tel. [phone]
>Fax [phone]
www.nagreen.com
ECMDS v7.0
Normal Permissible Calculated Safety Staple
Phase Reach Discharge Velocity Depth Mannings N Shear Stress Shear Stress Factor Remarks Pattern
Unreinforced Straight 3.45 cfs 2.5 ft/s 0.47 ft 0.043 4 Ibs/ft2 0.64 Ibs/ft2 6.21 STABLE
Vegetation
Underlying Straight 3.45 cfs 2.5 ft/s 0.47 ft 0.043 4 Ibs/ft2 0.46 Ibs/ft2 8.66 STABLE
Substrate
S75BN
Normal Permissible Calculated Safety Staple
Phase Reach Discharge Velocity Mannings N Remarks
Depth Shear Stress Shear Stress Factor Pattern
S75BN Straight 3.45 cfs 2.95 ft/s 0.41 ft 0.034 1.6 Ibs/ft2 0.57 Ibs/ft2 2.82 STABLE D
Unvegetated
Underlying Straight 3.45 cfs 2.95 ft/s 0.41 ft 0.034 1.74 Ibs/ft2 0.42 Ibs/ft2 4.19 STABLE D
Substrate
https://ecmds.com/project/l51253/channel-analysis/231905/show 1 /1

9/27/22, 4:41 PM
NORTH
AMERICAN
GREEN
CHANNEL ANALYSIS
> > > TEMPORARY DITCH G1
Name
TEMPORARY DITCH G1
Discharge
18.29
Channel Slope
0.026
Channel Bottom Width
2
Left Side Slope
2
Right Side Slope
2
Low Flow Liner
Retardence Class
D 2-6 in
Vegetation Type
Mix (Sod and Bunch)
Vegetation Density
Very Good 80-95%
Soil Type
Clay Loam (CL)
S150BN
ECMDS 7.0
North American Green
5401 St. Wendel-Cynthiana Rd.
Poseyville, Indiana 47633
Tel. [phone]
>Fax [phone]
www.nagreen.com
ECMDS v7.0
Normal Permissible Calculated Safety Staple
Phase Reach Discharge Velocity Depth Mannings N Shear Stress Shear Stress Factor Remarks Pattern
S15OBN Straight 18.29 cfs 4.93 ft/s 0.95 ft 0.034 1.9 Ibs/ft2 1.54 Ibs/ft2 1.23 STABLE D
Unvegetated
Underlying Straight 18.29 cfs 4.93 ft/s 0.95 ft 0.034 2.07 Ibs/ft2 0.96 Ibs/ft2 2.15 STABLE D
Substrate
Unreinforced Vegetation
Normal Permissible Calculated Safety Staple
Phase Reach Discharge Velocity Mannings N Remarks
Depth Shear Stress Shear Stress Factor Pattern
lnreinforced Straight 18.29 cfs 5.17 ft/s 0.92 ft 0.032 4 Ibs/ft2 1.49 Ibs/ft2 2.68 STABLE
Vegetation
Underlying Straight 18.29 cfs 5.17 ft/s 0.92 ft 0.032 2.3 Ibs/ft2 0.94 Ibs/ft2 2.46 STABLE
Substrate
https://ecmds.com/project/l51253/channel-analysis/219217/show 1 /1

9/30/22, 12:15 PM
NORTH
AMERICAN
GREEN
CHANNEL ANALYSIS
> > > TEMPORARY DITCH H1
Name
TEMPORARY DITCH H1
Discharge
23.14
Channel Slope
0.02
Channel Bottom Width
2
Left Side Slope
2
Right Side Slope
2
Low Flow Liner
Retardence Class
D 2-6 in
Vegetation Type
Mix (Sod and Bunch)
Vegetation Density
Very Good 80-95%
Soil Type
Clay Loam (CL)
Unreinforced Vegetation
ECMDS 7.0
North American Green
5401 St. Wendel-Cynthiana Rd.
Poseyville, Indiana 47633
Tel. [phone]
>Fax [phone]
www.nagreen.com
ECMDS v7.0
Normal Permissible Calculated Safety Staple
Phase Reach Discharge Velocity Depth Mannings N Shear Stress Shear Stress Factor Remarks Pattern
Unreinforced Straight 23.14 cfs 4.86 ft/s 1.12 ft 0.033 4 Ibs/ft2 1.4 Ibs/ft2 2.85 STABLE
Vegetation
Underlying Straight 23.14 cfs 4.86 ft/s 1.12 ft 0.033 2.5 Ibs/ft2 0.85 Ibs/ft2 2.95 STABLE
Substrate
S75BN
Normal Permissible Calculated Safety Staple
Phase Reach Discharge Velocity Mannings N Remarks
Depth Shear Stress Shear Stress Factor Pattern
S75BN Straight 23.14 cfs 5.16 ft/s 1.08 ft 0.031 1.6 Ibs/ft2 1.35 Ibs/ft2 1.19 STABLE D
Unvegetated
Underlying Straight 23.14 cfs 5.16 ft/s 1.08 ft 0.031 1.74 Ibs/ft2 0.82 Ibs/ft2 2.12 STABLE D
Substrate
https://ecmds.com/project/l51253/channel-analysis/228508/show 1 /1

1017/22, 12:39 PM
NORTH
AMERICAN
GREEN
CHANNEL ANALYSIS
> > > TEMPORARY DITCH T1
Name
TEMPORARY DITCH T1
Discharge
23.8
Channel Slope
0.058
Channel Bottom Width
2
Left Side Slope
2
Right Side Slope
2
Low Flow Liner
Retardence Class
D 2-6 in
Vegetation Type
Mix (Sod and Bunch)
Vegetation Density
Very Good 80-95%
Soil Type
Clay Loam (CL)
SC250
ECMDS 7.0
North American Green
5401 St. Wendel-Cynthiana Rd.
Poseyville, Indiana 47633
Tel. [phone]
>Fax [phone]
www.nagreen.com
ECMDS v7.0
Normal Permissible Calculated Safety Staple
Phase Reach Discharge Velocity Depth Mannings N Shear Stress Shear Stress Factor Remarks Pattern
SC250
Straight
23.8 cfs
7.85 ft/s
0.83 ft
0.03
3 Ibs/ft2
3 Ibs/ft2
1
STABLE E
Unvegetated
Underlying
Straight
23.8 cfs
7.85 ft/s
0.83 ft
0.03
3.27 Ibs/ft2
1.92 Ibs/ft2
1.7
STABLE E
Substrate
SC250
Straight
23.8 cfs
8.99 ft/s
0.75 ft
0.025
10 Ibs/ft2
2.73 Ibs/ft2
3.66
STABLE E
Reinforced
Vegetation
Underlying
Straight
23.8 cfs
8.99 ft/s
0.75 ft
0.025
3 Ibs/ft2
1.78 Ibs/ft2
1.68
STABLE E
Substrate
https://ecmds.com/project/l51253/channel-analysis/219081/show 1/1

10/3/22, 3:32 PM
NORTH
AMERICAN
GREEN
CHANNEL ANALYSIS
> > > PERMENANT DITCH P1
Name
PERMENANT DITCH P1
Discharge
10.05
Channel Slope
0.025
Channel Bottom Width
2
Left Side Slope
3
Right Side Slope
3
Low Flow Liner
Retardence Class
D 2-6 in
Vegetation Type
Mix (Sod and Bunch)
Vegetation Density
Very Good 80-95%
Soil Type
Clay Loam (CL)
Unreinforced Vegetation
ECMDS 7.0
North American Green
5401 St. Wendel-Cynthiana Rd.
Poseyville, Indiana 47633
Tel. [phone]
>Fax [phone]
www.nagreen.com
ECMDS v7.0
Normal Permissible Calculated Safety Staple
Phase Reach Discharge Velocity Depth Mannings N Shear Stress Shear Stress Factor Remarks Pattern
Unreinforced Straight 10.05 cfs 3.68 ft/s 0.68 ft 0.037 4 Ibs/ft2 1.05 Ibs/ft2 3.79 STABLE
Vegetation
Underlying Straight 10.05 cfs 3.68 ft/s 0.68 ft 0.037 2.99 Ibs/ft2 0.68 Ibs/ft2 4.42 STABLE
Substrate
S75BN
Normal Permissible Calculated Safety Staple
Phase Reach Discharge Velocity Mannings N Remarks
Depth Shear Stress Shear Stress Factor Pattern
S75BN Straight 10.05 cfs 4.08 ft/s 0.63 ft 0.032 1.6 Ibs/ft2 0.99 Ibs/ft2 1.62 STABLE D
Unvegetated
Underlying Straight 10.05 cfs 4.08 ft/s 0.63 ft 0.032 1.74 Ibs/ft2 0.64 Ibs/ft2 2.72 STABLE D
Substrate
https://ecmds.com/project/l51253/channel-analysis/232128/show 1 /1

10/3/22, 3:32 PM
NORTH
AMERICAN
GREEN
CHANNEL ANALYSIS
> > > PERMENANT DITCH P2
Name
PERMENANT DITCH P2
Discharge
10.95
Channel Slope
0.025
Channel Bottom Width
2
Left Side Slope
3
Right Side Slope
3
Low Flow Liner
Retardence Class
D 2-6 in
Vegetation Type
Mix (Sod and Bunch)
Vegetation Density
Very Good 80-95%
Soil Type
Clay Loam (CL)
Unreinforced Vegetation
ECMDS 7.0
North American Green
5401 St. Wendel-Cynthiana Rd.
Poseyville, Indiana 47633
Tel. [phone]
>Fax [phone]
www.nagreen.com
ECMDS v7.0
Normal Permissible Calculated Safety Staple
Phase Reach Discharge Velocity Depth Mannings N Shear Stress Shear Stress Factor Remarks Pattern
Unreinforced Straight 10.95 cfs 3.8 ft/s 0.7 ft 0.036 4 Ibs/ft2 1.09 Ibs/ft2 3.66 STABLE
Vegetation
Underlying Straight 10.95 cfs 3.8 ft/s 0.7 ft 0.036 2.92 Ibs/ft2 0.7 Ibs/ft2 4.18 STABLE
Substrate
S75BN
Normal Permissible Calculated Safety Staple
Phase Reach Discharge Velocity Mannings N Remarks
Depth Shear Stress Shear Stress Factor Pattern
S75BN Straight 10.95 cfs 4.18 ft/s 0.66 ft 0.032 1.6 Ibs/ft2 1.02 Ibs/ft2 1.56 STABLE D
Unvegetated
Underlying Straight 10.95 cfs 4.18 ft/s 0.66 ft 0.032 1.74 Ibs/ft2 0.66 Ibs/ft2 2.64 STABLE D
Substrate
https://ecmds.com/project/l51253/channel-analysis/232136/show 1 /1

10/3/22, 3:34 PM
NORTH
AMERICAN
GREEN
CHANNEL ANALYSIS
> > > Permanent ditch P3
Name
Permanent ditch P3
Discharge
2.96
Channel Slope
0.022
Channel Bottom Width
2
Left Side Slope
3
Right Side Slope
3
Low Flow Liner
Retardence Class
D 2-6 in
Vegetation Type
Mix (Sod and Bunch)
Vegetation Density
Very Good 80-95%
Soil Type
Clay Loam (CL)
Unreinforced Vegetation
ECMDS 7.0
North American Green
5401 St. Wendel-Cynthiana Rd.
Poseyville, Indiana 47633
Tel. [phone]
>Fax [phone]
www.nagreen.com
ECMDS v7.0
Normal Permissible Calculated Safety Staple
Phase Reach Discharge Velocity Depth Mannings N Shear Stress Shear Stress Factor Remarks Pattern
Unreinforced Straight 2.96 cfs 2.16 ft/s 0.42 ft 0.045 4 Ibs/ft2 0.58 Ibs/ft2 6.94 STABLE
Vegetation
Underlying Straight 2.96 cfs 2.16 ft/s 0.42 ft 0.045 4 Ibs/ft2 0.4 Ibs/ft2 9.92 STABLE
Substrate
S75BN
Normal Permissible Calculated Safety Staple
Phase Reach Discharge Velocity Mannings N Remarks
Depth Shear Stress Shear Stress Factor Pattern
S75BN Straight 2.96 cfs 2.63 ft/s 0.36 ft 0.034 1.6 Ibs/ft2 0.5 Ibs/ft2 3.2 STABLE D
Unvegetated
Underlying Straight 2.96 cfs 2.63 ft/s 0.36 ft 0.034 1.74 Ibs/ft2 0.36 Ibs/ft2 4.85 STABLE D
Substrate
https://ecmds.com/project/l51253/channel-analysis/232137/show 1 /1

1017/22, 12:11 PM
NORTH
AMERICAN
GREEN
CHANNEL ANALYSIS
> > > Permanent Ditch P4
Name
Permanent Ditch P4
Discharge
2.72
Channel Slope
0.073
Channel Bottom Width
1
Left Side Slope
3
Right Side Slope
3
Low Flow Liner
Retardence Class
D 2-6 in
Vegetation Type
Mix (Sod and Bunch)
Vegetation Density
Very Good 80-95%
Soil Type
Clay Loam (CL)
Unreinforced Vegetation
ECMDS 7.0
North American Green
5401 St. Wendel-Cynthiana Rd.
Poseyville, Indiana 47633
Tel. [phone]
>Fax [phone]
www.nagreen.com
ECMDS v7.0
Normal Permissible Calculated Safety Staple
Phase Reach Discharge Velocity Depth Mannings N Shear Stress Shear Stress Factor Remarks Pattern
Unreinforced Straight 2.72 cfs 4.37 ft/s 0.32 ft 0.032 4 Ibs/ft2 1.45 Ibs/ft2 2.76 STABLE
Vegetation
Underlying Straight 2.72 cfs 4.37 ft/s 0.32 ft 0.032 2.3 Ibs/ft2 0.94 Ibs/ft2 2.45 STABLE
Substrate
S75BN
Normal Permissible Calculated Safety Staple
Phase Reach Discharge Velocity Mannings N Remarks
Depth Shear Stress Shear Stress Factor Pattern
S75BN Straight 2.72 cfs 4.55 ft/s 0.31 ft 0.03 1.6 Ibs/ft2 1.41 Ibs/ft2 1.13 STABLE D
Unvegetated
Underlying Straight 2.72 cfs 4.55 ft/s 0.31 ft 0.03 1.74 Ibs/ft2 0.92 Ibs/ft2 1.9 STABLE D
Substrate
https://ecmds.com/project/l51253/channel-analysis/232138/show 1 /1

1017/22, 12:13 PM
NORTH
AMERICAN
GREEN
CHANNEL ANALYSIS
> > > Permanent Ditch P5
Name
Permanent Ditch P5
Discharge
5.14
Channel Slope
0.02
Channel Bottom Width
0
Left Side Slope
3
Right Side Slope
3
Low Flow Liner
Retardence Class
D 2-6 in
Vegetation Type
Mix (Sod and Bunch)
Vegetation Density
Very Good 80-95%
Soil Type
Clay Loam (CL)
Unreinforced Vegetation
ECMDS 7.0
North American Green
5401 St. Wendel-Cynthiana Rd.
Poseyville, Indiana 47633
Tel. [phone]
>Fax [phone]
www.nagreen.com
ECMDS v7.0
Normal Permissible Calculated Safety Staple
Phase Reach Discharge Velocity Depth Mannings N Shear Stress Shear Stress Factor Remarks Pattern
Unreinforced Straight 5.14 cfs 2.63 ft/s 0.81 ft 0.042 4 Ibs/ft2 1.01 Ibs/ft2 3.97 STABLE
Vegetation
Underlying Straight 5.14 cfs 2.63 ft/s 0.81 ft 0.042 3.95 Ibs/ft2 0.48 Ibs/ft2 8.28 STABLE
Substrate
S75BN
Normal Permissible Calculated Safety Staple
Phase Reach Discharge Velocity Mannings N Remarks
Depth Shear Stress Shear Stress Factor Pattern
S75BN Straight 5.14 cfs 3.13 ft/s 0.74 ft 0.033 1.6 Ibs/ft2 0.92 Ibs/ft2 1.73 STABLE D
Unvegetated
Underlying Straight 5.14 cfs 3.13 ft/s 0.74 ft 0.033 1.74 Ibs/ft2 0.44 Ibs/ft2 3.98 STABLE D
Substrate
https://ecmds.com/project/l51253/channel-analysis/232139/show 1 /1

10/10/22, 5:47 PM
NORTH
AMERICAN
GREEN
CHANNEL ANALYSIS
> > > Permanent Ditch P6
Name
Permanent Ditch P6
Discharge
3.03
Channel Slope
0.071
Channel Bottom Width
1
Left Side Slope
3
Right Side Slope
3
Low Flow Liner
Retardence Class
D 2-6 in
Vegetation Type
Mix (Sod and Bunch)
Vegetation Density
Very Good 80-95%
Soil Type
Clay Loam (CL)
C125BN
ECMDS 7.0
North American Green
5401 St. Wendel-Cynthiana Rd.
Poseyville, Indiana 47633
Tel. [phone]
>Fax [phone]
www.nagreen.com
ECMDS v7.0
Normal Permissible Calculated Safety Staple
Phase Reach Discharge Velocity Depth Mannings N Shear Stress Shear Stress Factor Remarks Pattern
C125BN Straight 3.03 cfs 4.99 ft/s 0.31 ft 0.027 2.8 Ibs/ft2 1.39 Ibs/ft2 2.02 STABLE D
Unvegetated
Underlying Straight 3.03 cfs 4.99 ft/s 0.31 ft 0.027 3.05 Ibs/ft2 0.9 Ibs/ft2 3.38 STABLE D
Substrate
Unreinforced Vegetation
Normal Permissible Calculated Safety Staple
Phase Reach Discharge Velocity Mannings N Remarks
Depth Shear Stress Shear Stress Factor Pattern
lnreinforced Straight 3.03 cfs 4.47 ft/s 0.34 ft 0.032 4 Ibs/ft2 1.49 Ibs/ft2 2.69 STABLE
Vegetation
Underlying Straight 3.03 cfs 4.47 ft/s 0.34 ft 0.032 2.27 Ibs/ft2 0.96 Ibs/ft2 2.37 STABLE
Substrate
https://ecmds.com/project/l51253/channel-analysis/232140/show 1 /1

10/7/22, 1:27 PM
NORTH
AMERICAN
GREEN
CHANNEL ANALYSIS
> > > PERMANENT DITCH P7 & P8
Name
PERMANENT DITCH P7 &
P8
Discharge
1.5
Channel Slope
0.05
Channel Bottom Width
0
Left Side Slope
3
Right Side Slope
3
Low Flow Liner
Retardence Class
D 2-6 in
Vegetation Type
Mix (Sod and Bunch)
Vegetation Density
Very Good 80-95%
Soil Type
Clay Loam (CL)
Unreinforced Vegetation
ECMDS 7.0
North American Green
5401 St. Wendel-Cynthiana Rd.
Poseyville, Indiana 47633
Tel. [phone]
>Fax [phone]
www.nagreen.com
ECMDS v7.0
Normal Permissible Calculated Safety Staple
Phase Reach Discharge Velocity Mannings N Remarks
Depth Shear Stress I Shear Stress Factor Pattern
Unreinforced Straight 1.5 cfs 2.94 ft/s 0.41 ft 0.038 4 Ibs/ft2 1.29 Ibs/ft2 3.11 STABLE
Vegetation
Underlying Straight 1.5 cfs 2.94 ft/s 0.41 ft 0.038 3.25 Ibs/ft2 0.61 Ibs/ft2 5.32 STABLE
Substrate
S75BN
Normal Permissible Calculated Safety Remarks Staple
Phase Reach Discharge Velocity Depth Mannings N Shear Stress Shear Stress Factor Pattern
S75BN Straight 1.5 cfs 3.33 ft/s 0.39 ft 0.032 1.6 Ibs/ft2 1.21 Ibs/ft2 1.32 STABLE D
Unvegetated
Underlying Straight 1.5 cfs 3.33 ft/s 0.39 ft 0.032 1.74 Ibs/ft2 0.57 Ibs/ft2 3.04 STABLE D
Substrate
https://ecmds.com/project/l51253/channel-analysis/232511/show 1/1

10/10/22, 6:51 PM
NORTH
AMERICAN
GREEN
CHANNEL ANALYSIS
> > > Permanent Ditch D Series, A5, AM A10, C9.3
Name
Permanent Ditch D Series,
A5, A7X, A10, C9.3
Discharge
4.1
Channel Slope
0.02
Channel Bottom Width
0
Left Side Slope
2
Right Side Slope
2
Low Flow Liner
Retardence Class
D 2-6 in
Vegetation Type
Mix (Sod and Bunch)
Vegetation Density
Very Good 80-95%
Soil Type
Clay Loam (CL)
Unreinforced Vegetation
ECMDS 7.0
North American Green
5401 St. Wendel-Cynthiana Rd.
Poseyville, Indiana 47633
Tel. [phone]
>Fax [phone]
www.nagreen.com
ECMDS v7.0
Normal Permissible Calculated Safety Staple
Phase Reach Discharge Velocity Mannings N Remarks
Depth Shear Stress I Shear Stress Factor Pattern
Unreinforced Straight 4.1 cfs 2.69 ft/s 0.87 ft 0.042 4 Ibs/ft2 1.09 Ibs/ft2 3.67 STABLE
Vegetation
Underlying Straight 4.1 cfs 2.69 ft/s 0.87 ft 0.042 3.89 Ibs/ft2 0.49 Ibs/ft2 7.98 STABLE
Substrate
S75BN
Normal Permissible Calculated Safety Remarks Staple
Phase Reach Discharge Velocity Depth Mannings N Shear Stress Shear Stress Factor Pattern
S75BN Straight 4.1 cfs 3.18 ft/s 0.8 ft 0.033 1.6 Ibs/ft2 1 Ibs/ft2 1.6 STABLE D
Unvegetated
Underlying Straight 4.1 cfs 3.18 ft/s 0.8 ft 0.033 1.74 Ibs/ft2 0.45 Ibs/ft2 3.89 STABLE D
Substrate
https://ecmds.com/project/l51253/channel-analysis/232509/show 1 /1

1017/22, 12:31 PM
NORTH
AMERICAN
GREEN
CHANNEL ANALYSIS
> > > PERMANENT DITCH Z Series
Name
PERMANENT DITCH Z
Series
Discharge
3.92
Channel Slope
0.04
Channel Bottom Width
0
Left Side Slope
3
Right Side Slope
3
Low Flow Liner
Retardence Class
D 2-6 in
Vegetation Type
Mix (Sod and Bunch)
Vegetation Density
Very Good 80-95%
Soil Type
Clay Loam (CL)
Unreinforced Vegetation
ECMDS 7.0
North American Green
5401 St. Wendel-Cynthiana Rd.
Poseyville, Indiana 47633
Tel. [phone]
>Fax [phone]
www.nagreen.com
ECMDS v7.0
Normal Permissible Calculated Safety Staple
Phase Reach Discharge Velocity Mannings N Remarks
Depth Shear Stress I Shear Stress Factor Pattern
Unreinforced Straight 3.92 cfs 3.6 ft/s 0.6 ft 0.036 4 Ibs/ft2 1.5 Ibs/ft2 2.66 STABLE
Vegetation
Underlying Straight 3.92 cfs 3.6 ft/s 0.6 ft 0.036 2.87 Ibs/ft2 0.71 Ibs/ft2 4.02 STABLE
Substrate
S75BN
Normal Permissible Calculated Safety Remarks Staple
Phase Reach Discharge Velocity Depth Mannings N Shear Stress Shear Stress Factor Pattern
S75BN Straight 3.92 cfs 3.96 ft/s 0.57 ft 0.032 1.6 Ibs/ft2 1.43 Ibs/ft2 1.12 STABLE D
Unvegetated
Underlying Straight 3.92 cfs 3.96 ft/s 0.57 ft 0.032 1.74 Ibs/ft2 0.68 Ibs/ft2 2.56 STABLE D
Substrate
https://ecmds.com/project/l51253/channel-analysis/232512/show 1 /1

10/3/22, 4:37 PM
NORTH
AMERICAN
GREEN
CHANNEL ANALYSIS
> > > Permanent Ditch Z12
Name
Permanent Ditch Z12
Discharge
7.42
Channel Slope
0.02
Channel Bottom Width
2
Left Side Slope
3
Right Side Slope
3
Low Flow Liner
Retardence Class
D 2-6 in
Vegetation Type
Mix (Sod and Bunch)
Vegetation Density
Very Good 80-95%
Soil Type
Clay Loam (CL)
Unreinforced Vegetation
ECMDS 7.0
North American Green
5401 St. Wendel-Cynthiana Rd.
Poseyville, Indiana 47633
Tel. [phone]
>Fax [phone]
www.nagreen.com
ECMDS v7.0
Normal Permissible Calculated Safety Staple
Phase Reach Discharge Velocity Depth Mannings N Shear Stress Shear Stress Factor Remarks Pattern
Unreinforced Straight 7.42 cfs 2.9 ft/s 0.65 ft 0.041 4 Ibs/ft2 0.81 Ibs/ft2 4.95 STABLE
Vegetation
Underlying Straight 7.42 cfs 2.9 ft/s 0.65 ft 0.041 3.68 Ibs/ft2 0.52 Ibs/ft2 7.03 STABLE
Substrate
S75BN
Normal Permissible Calculated Safety Staple
Phase Reach Discharge Velocity Mannings N Remarks
Depth Shear Stress Shear Stress Factor Pattern
S75BN Straight 7.42 cfs 3.37 ft/s 0.59 ft 0.033 1.6 Ibs/ft2 0.73 Ibs/ft2 2.19 STABLE D
Unvegetated
Underlying Straight 7.42 cfs 3.37 ft/s 0.59 ft 0.033 1.74 Ibs/ft2 0.48 Ibs/ft2 3.62 STABLE D
Substrate
https://ecmds.com/project/l51253/channel-analysis/232154/show 1 /1

10/10/22, 6:55 PM
NORTH
AMERICAN
GREEN
CHANNEL ANALYSIS
> > > PERMANENT DITCH Z16
Name
PERMANENT DITCH Z16
Discharge
15.61
Channel Slope
0.038
Channel Bottom Width
2
Left Side Slope
3
Right Side Slope
3
Low Flow Liner
Retardence Class
D 2-6 in
Vegetation Type
Mix (Sod and Bunch)
Vegetation Density
Excellent > 95%
Soil Type
Clay Loam (CL)
SC250
ECMDS 7.0
North American Green
5401 St. Wendel-Cynthiana Rd.
Poseyville, Indiana 47633
Tel. [phone]
>Fax [phone]
www.nagreen.com
ECMDS v7.0
Normal Permissible Calculated Safety Staple
Phase Reach Discharge Velocity Depth Mannings N Shear Stress Shear Stress Factor Remarks Pattern
SC250
Straight
15.61 cfs
5.16 ft/s
0.72 ft
0.033
3 Ibs/ft2
1.72 Ibs/ft2
1.75
STABLE E
Unvegetated
Underlying
Straight
15.61 cfs
5.16 ft/s
0.72 ft
0.033
3.27 Ibs/ft2
1.09 Ibs/ft2
3
STABLE E
Substrate
SC250
Straight
15.61 cfs
5.5 ft/s
0.7 ft
0.031
10 Ibs/ft2
1.65 Ibs/ft2
6.06
STABLE E
Reinforced
Vegetation
Underlying
Straight
15.61 cfs
5.5 ft/s
0.7 ft
0.031
3.43 Ibs/ft2
1.05 Ibs/ft2
3.26
STABLE E
Substrate
https://ecmds.com/project/l51253/channel-analysis/232155/show# 1 /1

10/10/22, 5:49 PM
NORTH
AMERICAN
GREEN
CHANNEL ANALYSIS
> > > PERMANENT DITCH Z24
Name
PERMANENT DITCH Z24
Discharge
2.83
Channel Slope
0.071
Channel Bottom Width
1
Left Side Slope
3
Right Side Slope
3
Low Flow Liner
Retardence Class
D 2-6 in
Vegetation Type
Mix (Sod and Bunch)
Vegetation Density
Very Good 80-95%
Soil Type
Clay Loam (CL)
C125BN
ECMDS 7.0
North American Green
5401 St. Wendel-Cynthiana Rd.
Poseyville, Indiana 47633
Tel. [phone]
>Fax [phone]
www.nagreen.com
ECMDS v7.0
Normal Permissible Calculated Safety Staple
Phase Reach Discharge Velocity Depth Mannings N Shear Stress Shear Stress Factor Remarks Pattern
C125BN Straight 2.83 cfs 4.89 ft/s 0.3 ft 0.028 2.8 Ibs/ft2 1.34 Ibs/ft2 2.09 STABLE D
Unvegetated
Underlying Straight 2.83 cfs 4.89 ft/s 0.3 ft 0.028 3.05 Ibs/ft2 0.88 Ibs/ft2 3.47 STABLE D
Substrate
Unreinforced Vegetation
Normal Permissible Calculated Safety Staple
Phase Reach Discharge Velocity Mannings N Remarks
Depth Shear Stress Shear Stress Factor Pattern
lnreinforced Straight 2.83 cfs 4.37 ft/s 0.33 ft 0.032 4 Ibs/ft2 1.45 Ibs/ft2 2.76 STABLE
Vegetation
Underlying Straight 2.83 cfs 4.37 ft/s 0.33 ft 0.032 2.31 Ibs/ft2 0.94 Ibs/ft2 2.47 STABLE
Substrate
https://ecmds.com/project/l51253/channel-analysis/232513/show 1 /1

APPENDIX G
Outlet Protection

Appendices
4" Velocity < 15 ft/sec. Apron discharges onto a slope < 5%
Velocity < 15 ft/sec. Apron discharges onto a slope > 5%. Increase apron length/width/d50 by 25%.
Velocity > 15 ft/sec. Apron discharges onto a slope < 5%. Increase apron length/width/d50 by 25%.
Velocity > 15 ft/sec. Apron discharges onto a slope > 5%. Increase apron length/width/d50 by 50%.
3 0
'-�l
Outlet W = Do + La
pipe
diameter (Do) I
La --•1
T ilwater < 0.5Do
7
`��l
APRON DEPTH IS 1.5 TIMES THE STONE or
DIAMETER (18" MINIMUM DEPTH) t
10 FT
(MIN. LENGTH)
3 5
• IIIII IIIII 1 1
" , 1�1 111 ��11IIill�lll�l� IIII
10 20 50 100 200 500
Discharge (0/sec)
4)
2 N
Q
!Z
O
LO
1 a
0.50 FT
(MIN.d50)
d1i0
1000
Curves may not be extrapolated.
Figure 8.06a Design of outlet protection protection from a round pipe flowing full, minimum tailwater condition (Tw < 0.5 diameter).
STRUCTURE: SKIMMER'A' LENGTH: 16ft
DISCHARGE: 26.31 cfs WIDTH: 18 ft
PIPE DIA. (D) 24 in d50: 0.5 ft
DEPTH: 1.5 ft
Rev. 12/93
8.06.3

Appendices
4111, Velocity < 15 ft/sec. Apron discharges onto a slope < 5%
Velocity < 15 ft/sec. Apron discharges onto a slope > 5%. Increase apron length/width/d50 by 25%.
Velocity > 15 ft/sec. Apron discharges onto a slope < 5%. Increase apron length/width/d50 by 25%.
Velocity > 15 ft/sec. Apron discharges onto a slope > 5%. Increase apron length/width/d50 by 50%.
3 0
'-�l
Outlet W = Do + La
pipe
diameter (Do) I
La --•1
T ilwater < 0.5Do
7
`��l
APRON DEPTH IS 1.5 TIMES THE STONE or
DIAMETER (18" MINIMUM DEPTH) t
10 FT
(MIN. LENGTH)
3 5
• IIIII IIIII 1 1
" , 1�1 111 ��11IIill�lll�l� IIII
10 20 50 100 200 500
Discharge (0/sec)
4)
2 N
Q
!Z
O
LO
1 a
0.50 FT
(MIN.d50)
d1i0
1000
Curves may not be extrapolated.
Figure 8.06a Design of outlet protection protection from a round pipe flowing full, minimum tailwater condition (Tw < 0.5 diameter).
STRUCTURE: SKIMMER V LENGTH: 13 ft
DISCHARGE: 14.21 cfs WIDTH: 14.5 ft
PIPE DIA. (D) 18 in d50: 0.5 ft
DEPTH: 1.5 ft
Rev. 12/93
8.06.3

Appendices
Velocity < 15 ft/sec. Apron discharges onto a slope < 5%
Velocity < 15 ft/sec. Apron discharges onto a slope > 5%. Increase apron length/width/d50 by 25%.
Velocity > 15 ft/sec. Apron discharges onto a slope < 5%. Increase apron length/width/d50 by 25%.
Velocity > 15 ft/sec. Apron discharges onto a slope > 5%. Increase apron length/width/d50 by 50%.
3 0
'-�I`
Outlet W = Do + La
pipe
diameter (Do) I
La --•1
T ilwater < 0.5Do
7 APRON DEPTH IS 1.5 TIMES THE STONE
DIAMETER (18" MINIMUM DEPTH) t
10 FT
(MIN. LENGTH)
3 5
• IIIII IIIII 1 1
" , 1�1 111 ��11IIill�lll�l� IIII
10 20 50 100 200 500
Discharge (0/sec)
4)
2 N
Q
!Z
O
LO
1 a
0.50 FT
(MIN.d50)
d1i0
1000
Curves may not be extrapolated.
Figure 8.06a Design of outlet protection protection from a round pipe flowing full, minimum tailwater condition (Tw < 0.5 diameter).
STRUCTURE: SKIMMER V LENGTH: 13 ft
DISCHARGE: 19.82 cfs WIDTH: 15 ft
PIPE DIA. (D) 24 in d50: 0.5 ft
DEPTH: 1.5 ft
Rev. 12/93
8.06.3

Appendices
Velocity < 15 ft/sec. Apron discharges onto a slope < 5%
Velocity < 15 ft/sec. Apron discharges onto a slope > 5%. Increase apron length/width/d50 by 25%.
Velocity > 15 ft/sec. Apron discharges onto a slope < 5%. Increase apron length/width/d50 by 25%.
Velocity > 15 ft/sec. Apron discharges onto a slope > 5%. Increase apron length/width/d50 by 50%.
3 0
'-�l
Outlet W = Do + La
pipe
diameter (Do) I
La --•1
T ilwater < 0.5Do
7 APRON DEPTH IS 1.5 TIMES THE STONE
DIAMETER (18" MINIMUM DEPTH) t
10 FT
(MIN. LENGTH)
3 5
• IIIII IIIII 1 1
" , 1�1 111 ��11IIill�lll�l� IIII
10 20 50 100 200 500
Discharge (0/sec)
4)
2 N
Q
!Z
O
LO
1 a
0.50 FT
(MIN.d50)
d1i0
1000
Curves may not be extrapolated.
Figure 8.06a Design of outlet protection protection from a round pipe flowing full, minimum tailwater condition (Tw < 0.5 diameter).
STRUCTURE: SKIMMER T' LENGTH: 18 ft
DISCHARGE: 28.79 cfs WIDTH: 20 ft
PIPE DIA. (D) 24 in d50: 0.5 ft
DEPTH: 1.5 ft
Rev. 12/93
8.06.3

Appendices
Velocity < 15 ft/sec. Apron discharges onto a slope < 5%
_ Velocity < 15 ft/sec. Apron discharges onto a slope > 5%. Increase apron length/width/d50 by 25%.
_ Velocity > 15 ft/sec. Apron discharges onto a slope < 5%. Increase apron length/width/d50 by 25%.
Velocity > 15 ft/sec. Apron discharges onto a slope > 5%. Increase apron length/width/d50 by 50%.
3 0
'-�l
Outlet W = Do + La
pipe
diameter (Do) I
La --•1
T ilwater < 0.5Do
7 APRON DEPTH IS 1.5 TIMES THE STONE
DIAMETER (18" MINIMUM DEPTH) t
10 FT
(MIN. LENGTH)
3 5
• IIIII IIIII 1 1
" , 1�1 111 ��11IIill�lll�l� IIII
10 20 50 100 200 500
Discharge (0/sec)
4)
2 N
Q
!Z
O
LO
1 a
0.50 FT
(MIN.d50)
d1i0
1000
Curves may not be extrapolated.
Figure 8.06a Design of outlet protection protection from a round pipe flowing full, minimum tailwater condition (Tw < 0.5 diameter).
STRUCTURE: SKIMMER'G' LENGTH: 16 ft
DISCHARGE: 25.63 cfs WIDTH: 18 ft
PIPE DIA. (D) 24 in d50: 0.5 ft
DEPTH: 1.5 ft
Rev. 12/93
8.06.3

Appendices
V" Velocity < 15 ft/sec. Apron discharges onto a slope < 5%
Velocity < 15 ft/sec. Apron discharges onto a slope > 5%. Increase apron length/width/d50 by 25%.
Velocity > 15 ft/sec. Apron discharges onto a slope < 5%. Increase apron length/width/d50 by 25%.
Velocity > 15 ft/sec. Apron discharges onto a slope > 5%. Increase apron length/width/d50 by 50%.
3 0
'-�l
Outlet W = Do + La
pipe
diameter (Do) I
La --•1
T ilwater < 0.5Do
7
`��l
APRON DEPTH IS 1.5 TIMES THE STONE or
DIAMETER (18" MINIMUM DEPTH) t
10 FT
(MIN. LENGTH)
3 5
• IIIII IIIII 1 1
" , 1�1 111 ��11IIill�lll�l� IIII
10 20 50 100 200 500
Discharge (0/sec)
4)
2 N
Q
!Z
O
LO
1 a
0.50 FT
(MIN.d50)
d1i0
1000
Curves may not be extrapolated.
Figure 8.06a Design of outlet protection protection from a round pipe flowing full, minimum tailwater condition (Tw < 0.5 diameter).
STRUCTURE: SKIMMER W LENGTH: 18 ft
DISCHARGE: 29.57 cfs WIDTH: 20 ft
PIPE DIA. (D) 24 in d50: 0.6 ft
DEPTH: 1.5 ft
Rev. 12/93
8.06.3

Appendices
Velocity < 15 ft/sec. Apron discharges onto a slope < 5%
Velocity < 15 ft/sec. Apron discharges onto a slope > 5%. Increase apron length/width/d50 by 25%.
Velocity > 15 ft/sec. Apron discharges onto a slope < 5%. Increase apron length/width/d50 by 25%.
Velocity > 15 ft/sec. Apron discharges onto a slope > 5%. Increase apron length/width/d50 by 50%.
3 0
'-�l
Outlet W = Do + La
pipe
diameter (Do) I
La --•1
T ilwater < 0.5Do
7
`��l
APRON DEPTH IS 1.5 TIMES THE STONE or
DIAMETER (18" MINIMUM DEPTH) t
10 FT
(MIN. LENGTH)
3 5
• IIIII IIIII 1 1
" , 1�1 111 ��11IIill�lll�l� IIII
10 20 50 100 200 500
Discharge (0/sec)
0)
2 N
Q
!Z
O
LO
1 a
0.50 FT
(MIN.d50)
d1i0
1000
Curves may not be extrapolated.
Figure 8.06a Design of outlet protection protection from a round pipe flowing full, minimum tailwater condition (Tw < 0.5 diameter).
STRUCTURE: Temp Ditch Al, Cl, C2, 131, E2 LENGTH: loft
DISCHARGE: 10.4 cfs WIDTH: 14 ft
PIPE DIA. (D) 18 inch equivalent d50: 0.5 ft
DEPTH: 1.5 ft
Rev. 12/93
8.06.3

Appendices
Velocity < 15 ft/sec. Apron discharges onto a slope < 5%
Velocity < 15 ft/sec. Apron discharges onto a slope > 5%. Increase apron length/width/d50 by 25%.
Velocity > 15 ft/sec. Apron discharges onto a slope < 5%. Increase apron length/width/d50 by 25%.
Velocity > 15 ft/sec. Apron discharges onto a slope > 5%. Increase apron length/width/d50 by 50%.
3 0
'-�l
Outlet W = Do + La
pipe
diameter (Do) I
La --•1
T ilwater < 0.5Do
7 APRON DEPTH IS 1.5 TIMES THE STONE
DIAMETER (18" MINIMUM DEPTH) t
10 FT
(MIN. LENGTH)
3 5
• IIIII IIIII 1 1
" , 1�1 111 ��11IIill�lll�l� IIII
10 20 50 100 200 500
Discharge (0/sec)
4)
2 N
Q
!Z
O
LO
1 a
0.50 FT
(MIN.d50)
d1i0
1000
Curves may not be extrapolated.
Figure 8.06a Design of outlet protection protection from a round pipe flowing full, minimum tailwater condition (Tw < 0.5 diameter).
STRUCTURE: Temporary Ditch A2 LENGTH: 11 ft
DISCHARGE: 13.61 WIDTH: 16 ft
PIPE DIA. (D) 21 in Equivalent d50: 0.5 ft
DEPTH: 1.5 ft
Rev. 12/93
8.06.3

Appendices
le Velocity < 15 ft/sec. Apron discharges onto a slope < 5%
Velocity < 15 ft/sec. Apron discharges onto a slope > 5%. Increase apron length/width/d50 by 25%.
Velocity > 15 ft/sec. Apron discharges onto a slope < 5%. Increase apron length/width/d50 by 25%.
Velocity > 15 ft/sec. Apron discharges onto a slope > 5%. Increase apron length/width/d50 by 50%.
3 0
'-�l
Outlet W = Do + La
pipe
diameter (Do) I
La --•1
T ilwater < 0.5Do
7 APRON DEPTH IS 1.5 TIMES THE STONE
DIAMETER (18" MINIMUM DEPTH) t
10 FT
(MIN. LENGTH)
3 5
• IIIII IIIII 1 1
" , 1�1 111 ��11IIill�lll�l� IIII
10 20 50 100 200 500
Discharge (0/sec)
4)
2 N
Q
!Z
O
LO
1 a
0.50 FT
(MIN.d50)
d1i0
1000
Curves may not be extrapolated.
Figure 8.06a Design of outlet protection protection from a round pipe flowing full, minimum tailwater condition (Tw < 0.5 diameter).
STRUCTURE: Temp Ditch B1, F1, G1, H1,T1 LENGTH: 14 ft
DISCHARGE: 23.8 WIDTH: 20 ft
PIPE DIA. (D) 27 inch equivalent d50: 0.5 ft
DEPTH: 1.5 ft
Rev. 12/93
8.06.3

Appendices
le Velocity < 15 ft/sec. Apron discharges onto a slope < 5%
Velocity < 15 ft/sec. Apron discharges onto a slope > 5%. Increase apron length/width/d50 by 25%.
Velocity > 15 ft/sec. Apron discharges onto a slope < 5%. Increase apron length/width/d50 by 25%.
Velocity > 15 ft/sec. Apron discharges onto a slope > 5%. Increase apron length/width/d50 by 50%.
3 0
'-�l
Outlet W = Do + La
pipe
diameter (Do) I
La --•1
T ilwater < 0.5Do
7
`��l
APRON DEPTH IS 1.5 TIMES THE STONE or
DIAMETER (18" MINIMUM DEPTH) t
10 FT
(MIN. LENGTH)
3 5
• IIIII IIIII 1 1
" , 1�1 111 ��11IIill�lll�l� IIII
10 20 50 100 200 500
Discharge (0/sec)
4)
2 N
Q
!Z
O
LO
1 a
0.50 FT
(MIN.d50)
d1i0
1000
Curves may not be extrapolated.
Figure 8.06a Design of outlet protection protection from a round pipe flowing full, minimum tailwater condition (Tw < 0.5 diameter).
STRUCTURE: Temp Ditch TV
LENGTH:
16 ft
DISCHARGE: 31.73
WIDTH:
23 ft
PIPE DIA. (D) 30 in Equivalent
d50:
0.5 ft
DEPTH:
1.5 ft
Rev. 12/93
8.06.3

Appendices
14411, Velocity < 15 ft/sec. Apron discharges onto a slope < 5%
Velocity < 15 ft/sec. Apron discharges onto a slope > 5%. Increase apron length/width/d50 by 25%.
Velocity > 15 ft/sec. Apron discharges onto a slope < 5%. Increase apron length/width/d50 by 25%.
Velocity > 15 ft/sec. Apron discharges onto a slope > 5%. Increase apron length/width/d50 by 50%.
3 0
'-�l
Outlet W = Do + La
pipe
diameter (Do) I
La --•1
T ilwater < 0.5Do
7
`��l
APRON DEPTH IS 1.5 TIMES THE STONE or
DIAMETER (18" MINIMUM DEPTH) t
10 FT
(MIN. LENGTH)
3 5
• IIIII IIIII 1 1
" , 1�1 111 ��11IIill�lll�l� IIII
10 20 50 100 200 500
Discharge (0/sec)
4)
2 N
Q
!Z
O
LO
1 a
0.50 FT
(MIN.d50)
d1i0
1000
Curves may not be extrapolated.
Figure 8.06a Design of outlet protection protection from a round pipe flowing full, minimum tailwater condition (Tw < 0.5 diameter).
STRUCTURE: Bio Pond 1 Outfall LENGTH: 20 ft
DISCHARGE: 49.1 cfs WIDTH: 23 ft
PIPE DIA. (D) 36 in d50: 0.6 ft
DEPTH: 1.5 ft
Rev. 12/93
8.06.3

Appendices
Velocity < 15 ft/sec. Apron discharges onto a slope < 5%
_ Velocity < 15 ft/sec. Apron discharges onto a slope > 5%. Increase apron length/width/d50 by 25%.
_ Velocity > 15 ft/sec. Apron discharges onto a slope < 5%. Increase apron length/width/d50 by 25%.
Velocity > 15 ft/sec. Apron discharges onto a slope > 5%. Increase apron length/width/d50 by 50%.
3 0
'-�I`
Outlet W = Do + La
pipe
diameter (Do) I
La --•1
T ilwater < 0.5Do
7 APRON DEPTH IS 1.5 TIMES THE STONE
DIAMETER (18" MINIMUM DEPTH) t
10 FT
(MIN. LENGTH)
3 5
• IIIII IIIII 1 1
" , 1�1 111 ��11IIill�lll�l� IIII
10 20 50 100 200 500
Discharge (0/sec)
4)
2 N
Q
!Z
O
LO
1 a
0.50 FT
(MIN.d50)
d1i0
1000
Curves may not be extrapolated.
Figure 8.06a Design of outlet protection protection from a round pipe flowing full, minimum tailwater condition (Tw < 0.5 diameter).
STRUCTURE: Bio Pond 2 Outfall LENGTH: 20 ft
DISCHARGE: 34.9 cfs WIDTH: 23 ft
PIPE DIA. (D) 36 in d50: 0.6 ft
DEPTH: 1.5 ft
Rev. 12/93
8.06.3

Appendices
Velocity < 15 ft/sec. Apron discharges onto a slope < 5%
Velocity < 15 ft/sec. Apron discharges onto a slope > 5%. Increase apron length/width/d50 by 25%.
Velocity > 15 ft/sec. Apron discharges onto a slope < 5%. Increase apron length/width/d50 by 25%.
Velocity > 15 ft/sec. Apron discharges onto a slope > 5%. Increase apron length/width/d50 by 50%.
3 0
'-�l
Outlet W = Do + La
pipe
diameter (Do) I
La --•1
T ilwater < 0.5Do
7 APRON DEPTH IS 1.5 TIMES THE STONE
DIAMETER (18" MINIMUM DEPTH) t
10 FT
(MIN. LENGTH)
3 5
• IIIII IIIII 1 1
" , 1�1 111 ��11IIill�lll�l� IIII
10 20 50 100 200 500
Discharge (0/sec)
4)
2 N
Q
!Z
O
LO
1 a
0.50 FT
(MIN.d50)
d1i0
1000
Curves may not be extrapolated.
Figure 8.06a Design of outlet protection protection from a round pipe flowing full, minimum tailwater condition (Tw < 0.5 diameter).
STRUCTURE: Bio Pond 3 Outfall LENGTH: 13 ft
DISCHARGE: 16.36 cfs WIDTH: 15 ft
PIPE DIA. (D) 24 in d50: 0.5 ft
DEPTH: 1.5 ft
Rev. 12/93
8.06.3

Appendices
Velocity < 15 ft/sec. Apron discharges onto a slope < 5%
Velocity < 15 ft/sec. Apron discharges onto a slope > 5%. Increase apron length/width/d50 by 25%.
Velocity > 15 ft/sec. Apron discharges onto a slope < 5%. Increase apron length/width/d50 by 25%.
Velocity > 15 ft/sec. Apron discharges onto a slope > 5%. Increase apron length/width/d50 by 50%.
3 0
'-�l
Outlet W = Do + La
pipe
diameter (Do) I
La --•1
T ilwater < 0.5Do
7
`��l
APRON DEPTH IS 1.5 TIMES THE STONE or
DIAMETER (18" MINIMUM DEPTH) t
10 FT
(MIN. LENGTH)
3 5
• IIIII IIIII 1 1
" , 1�1 111 ��11IIill�lll�l� IIII
10 20 50 100 200 500
Discharge (0/sec)
0)
2 N
Q
!Z
O
LO
1 a
0.50 FT
(MIN.d50)
d1i0
1000
Curves may not be extrapolated.
Figure 8.06a Design of outlet protection protection from a round pipe flowing full, minimum tailwater condition (Tw < 0.5 diameter).
STRUCTURE: Bio Pond 4 Outfall LENGTH: 13 ft
DISCHARGE: 11.8 cfs WIDTH: 15 ft
PIPE DIA. (D) 24 in d50: 0.5 ft
DEPTH: 1.5 ft
Rev. 12/93
8.06.3

Appendices
Velocity < 15 ft/sec. Apron discharges onto a slope < 5%
Velocity < 15 ft/sec. Apron discharges onto a slope > 5%. Increase apron length/width/d50 by 25%.
Velocity > 15 ft/sec. Apron discharges onto a slope < 5%. Increase apron length/width/d50 by 25%.
Velocity > 15 ft/sec. Apron discharges onto a slope > 5%. Increase apron length/width/d50 by 50%.
3 0
'-�l
Outlet W = Do + La
pipe
diameter (Do) I
La --•1
T ilwater < 0.5Do
7 APRON DEPTH IS 1.5 TIMES THE STONE
DIAMETER (18" MINIMUM DEPTH) t
10 FT
(MIN. LENGTH)
3 5
• IIIII IIIII 1 1
" , 1�1 111 ��11IIill�lll�l� IIII
10 20 50 100 200 500
Discharge (0/sec)
4)
2 N
Q
!Z
O
LO
1 a
0.50 FT
(MIN.d50)
d1i0
1000
Curves may not be extrapolated.
Figure 8.06a Design of outlet protection protection from a round pipe flowing full, minimum tailwater condition (Tw < 0.5 diameter).
STRUCTURE: Perm. Ditch P Series Outfall LENGTH: loft
DISCHARGE: 10 cfs WIDTH: 16 ft
PIPE DIA. (D) 18 in equivalent d50: 0.5 ft
DEPTH: 1.5 ft
Rev. 12/93
8.06.3

Appendices
Velocity < 15 ft/sec. Apron discharges onto a slope < 5%
Velocity < 15 ft/sec. Apron discharges onto a slope > 5%. Increase apron length/width/d50 by 25%.
Velocity > 15 ft/sec. Apron discharges onto a slope < 5%. Increase apron length/width/d50 by 25%.
Velocity > 15 ft/sec. Apron discharges onto a slope > 5%. Increase apron length/width/d50 by 50%.
3 0
'-�l
Outlet W = Do + La
pipe
diameter (Do) I
La --•1
T ilwater < 0.5Do
7
`��l
APRON DEPTH IS 1.5 TIMES THE STONE or
DIAMETER (18" MINIMUM DEPTH) t
10 FT
(MIN. LENGTH)
3 5
• IIIII IIIII 1 1
" , 1�1 111 ��11IIill�lll�l� IIII
10 20 50 100 200 500
Discharge (0/sec)
4)
2 N
Q
!Z
O
LO
1 a
0.50 FT
(MIN.d50)
d1i0
1000
Curves may not be extrapolated.
Figure 8.06a Design of outlet protection protection from a round pipe flowing full, minimum tailwater condition (Tw < 0.5 diameter).
STRUCTURE: A2
LENGTH:
20 ft
DISCHARGE: 23.5 cfs
WIDTH:
23 ft
PIPE DIA. (D) 36 in
d50:
0.6 ft
DEPTH:
1.5 ft
Rev. 12/93
8.06.3

Appendices
Y" Velocity < 15 ft/sec. Apron discharges onto a slope < 5%
Velocity < 15 ft/sec. Apron discharges onto a slope > 5%. Increase apron length/width/d50 by 25%.
Velocity > 15 ft/sec. Apron discharges onto a slope < 5%. Increase apron length/width/d50 by 25%.
Velocity > 15 ft/sec. Apron discharges onto a slope > 5%. Increase apron length/width/d50 by 50%.
3 0
'-�l
Outlet W = Do + La
pipe
diameter (Do) I
La --•1
T ilwater < 0.5Do
7 APRON DEPTH IS 1.5 TIMES THE STONE
DIAMETER (18" MINIMUM DEPTH) t
10 FT
(MIN. LENGTH)
3 5
• IIIII IIIII 1 1
" , 1�1 111 ��11IIill�lll�l� IIII
10 20 50 100 200 500
Discharge (0/sec)
4)
2 N
Q
!Z
O
LO
1 a
0.50 FT
(MIN.d50)
d1i0
1000
Curves may not be extrapolated.
Figure 8.06a Design of outlet protection protection from a round pipe flowing full, minimum tailwater condition (Tw < 0.5 diameter).
STRUCTURE: co LENGTH: 23 ft
DISCHARGE: 52.0 cfs WIDTH: 25.5 ft
PIPE DIA. (D) 30 in d50: 0.7 ft
DEPTH: 1.5 ft
Rev. 12/93
8.06.3

Appendices
le Velocity < 15 ft/sec. Apron discharges onto a slope < 5%
Velocity < 15 ft/sec. Apron discharges onto a slope > 5%. Increase apron length/width/d50 by 25%.
Velocity > 15 ft/sec. Apron discharges onto a slope < 5%. Increase apron length/width/d50 by 25%.
Velocity > 15 ft/sec. Apron discharges onto a slope > 5%. Increase apron length/width/d50 by 50%.
3 0
'-�l
Outlet W = Do + La
pipe
diameter (Do) I
La --•1
T ilwater < 0.5Do
7
`��l
APRON DEPTH IS 1.5 TIMES THE STONE or
DIAMETER (18" MINIMUM DEPTH) t
10 FT
(MIN. LENGTH)
3 5
• IIIII IIIII 1 1
" , 1�1 111 ��11IIill�lll�l� IIII
10 20 50 100 200 500
Discharge (0/sec)
4)
2 N
Q
!Z
O
LO
1 a
0.50 FT
(MIN.d50)
d1i0
1000
Curves may not be extrapolated.
Figure 8.06a Design of outlet protection protection from a round pipe flowing full, minimum tailwater condition (Tw < 0.5 diameter).
STRUCTURE: 10 LENGTH: 16 ft
DISCHARGE: 35.0 cfs WIDTH: 18.5 ft
PIPE DIA. (D) 30 in d50: 0.5 ft
DEPTH: 1.5 ft
Rev. 12/93
8.06.3

Appendices
Velocity < 15 ft/sec. Apron discharges onto a slope < 5%
Velocity < 15 ft/sec. Apron discharges onto a slope > 5%. Increase apron length/width/d50 by 25%.
Velocity > 15 ft/sec. Apron discharges onto a slope < 5%. Increase apron length/width/d50 by 25%.
Velocity > 15 ft/sec. Apron discharges onto a slope > 5%. Increase apron length/width/d50 by 50%.
3 0
'-�I`
Outlet W = Do + La
pipe
diameter (Do) I
La --•1
T ilwater < 0.5Do
7 APRON DEPTH IS 1.5 TIMES THE STONE
DIAMETER (18" MINIMUM DEPTH) t
10 FT
(MIN. LENGTH)
3 5
• IIIII IIIII 1 1
" , 1�1 111 ��11IIill�lll�l� IIII
10 20 50 100 200 500
Discharge (0/sec)
4)
2 N
Q
!Z
O
LO
1 a
0.50 FT
(MIN.d50)
d1i0
1000
Curves may not be extrapolated.
Figure 8.06a Design of outlet protection protection from a round pipe flowing full, minimum tailwater condition (Tw < 0.5 diameter).
STRUCTURE: No
LENGTH:
13 ft
DISCHARGE: 7.0 cfs
WIDTH:
15 ft
PIPE DIA. (D) 24 in
d50:
0.5 ft
DEPTH:
1.5 ft
Rev. 12/93
8.06.3

Appendices
410, Velocity < 15 ft/sec. Apron discharges onto a slope < 5%
Velocity < 15 ft/sec. Apron discharges onto a slope > 5%. Increase apron length/width/d50 by 25%.
Velocity > 15 ft/sec. Apron discharges onto a slope < 5%. Increase apron length/width/d50 by 25%.
Velocity > 15 ft/sec. Apron discharges onto a slope > 5%. Increase apron length/width/d50 by 50%.
3 0
'-�l
Outlet W = Do + La
pipe
diameter (Do) I
La --•1
T ilwater < 0.5Do
7 APRON DEPTH IS 1.5 TIMES THE STONE
DIAMETER (18" MINIMUM DEPTH) t
10 FT
(MIN. LENGTH)
3 5
• IIIII IIIII 1 1
" , 1�1 111 ��11IIill�lll�l� IIII
10 20 50 100 200 500
Discharge (0/sec)
4)
2 N
Q
!Z
O
LO
1 a
0.50 FT
(MIN.d50)
d1i0
1000
Curves may not be extrapolated.
Figure 8.06a Design of outlet protection protection from a round pipe flowing full, minimum tailwater condition (Tw < 0.5 diameter).
STRUCTURE: P1 LENGTH: 13 ft
DISCHARGE: 16.0 cfs WIDTH: 15 ft
PIPE DIA. (D) 24 in d50: 0.5 ft
DEPTH: 1.5 ft
Rev. 12/93
8.06.3

Appendices
Velocity < 15 ft/sec. Apron discharges onto a slope < 5%
Velocity < 15 ft/sec. Apron discharges onto a slope > 5%. Increase apron length/width/d50 by 25%.
Velocity > 15 ft/sec. Apron discharges onto a slope < 5%. Increase apron length/width/d50 by 25%.
Velocity > 15 ft/sec. Apron discharges onto a slope > 5%. Increase apron length/width/d50 by 50%.
3 0
'-�l
Outlet W = Do + La
pipe
diameter (Do) I
La --•1
T ilwater < 0.5Do
7
`��l
APRON DEPTH IS 1.5 TIMES THE STONE or
DIAMETER (18" MINIMUM DEPTH) t
10 FT
(MIN. LENGTH)
3 5
• IIIII IIIII 1 1
" , 1�1 111 ��11IIill�lll�l� IIII
10 20 50 100 200 500
Discharge (0/sec)
4)
2 N
Q
!Z
O
LO
1 a
0.50 FT
(MIN.d50)
d1i0
1000
Curves may not be extrapolated.
Figure 8.06a Design of outlet protection protection from a round pipe flowing full, minimum tailwater condition (Tw < 0.5 diameter).
STRUCTURE: T1 LENGTH: 13 ft
DISCHARGE: 8.0 cfs WIDTH: 15 ft
PIPE DIA. (D) 24 in d50: 0.5 ft
DEPTH: 1.5 ft
Rev. 12/93
8.06.3

Appendices
Velocity < 15 ft/sec. Apron discharges onto a slope < 5%
Velocity < 15 ft/sec. Apron discharges onto a slope > 5%. Increase apron length/width/d50 by 25%.
Velocity > 15 ft/sec. Apron discharges onto a slope < 5%. Increase apron length/width/d50 by 25%.
Velocity > 15 ft/sec. Apron discharges onto a slope > 5%. Increase apron length/width/d50 by 50%.
3 0
'-�l
Outlet W = Do + La
pipe
diameter (Do) I
La --•1
T ilwater < 0.5Do
7 APRON DEPTH IS 1.5 TIMES THE STONE
DIAMETER (18" MINIMUM DEPTH) t
10 FT
(MIN. LENGTH)
3 5
• IIIII IIIII 1 1
" , 1�1 111 ��11IIill�lll�l� IIII
10 20 50 100 200 500
Discharge (0/sec)
4)
2 N
Q
!Z
O
LO
1 a
0.50 FT
(MIN.d50)
d1i0
1000
Curves may not be extrapolated.
Figure 8.06a Design of outlet protection protection from a round pipe flowing full, minimum tailwater condition (Tw < 0.5 diameter).
STRUCTURE: Perm. Ditch Z Series Outfall LENGTH: 10+25% = 12.5 ft
DISCHARGE: 10 cfs WIDTH: 16+25% = 20 ft
PIPE DIA. (D) 18 in equivalent d50: 0.5+25% = 0.7 ft
DEPTH: 1.5 ft
Rev. 12/93
8.06.3

Appendices
Velocity < 15 ft/sec. Apron discharges onto a slope < 5%
Velocity < 15 ft/sec. Apron discharges onto a slope > 5%. Increase apron length/width/d50 by 25%.
Velocity > 15 ft/sec. Apron discharges onto a slope < 5%. Increase apron length/width/d50 by 25%.
Velocity > 15 ft/sec. Apron discharges onto a slope > 5%. Increase apron length/width/d50 by 50%.
3 0
'-�l
Outlet W = Do + La
pipe
diameter (Do) I
La --•1
T ilwater < 0.5Do
7
`��l
APRON DEPTH IS 1.5 TIMES THE STONE or
DIAMETER (18" MINIMUM DEPTH) t
10 FT
(MIN. LENGTH)
3 5
• IIIII IIIII 1 1
" , 1�1 111 ��11IIill�lll�l� IIII
10 20 50 100 200 500
Discharge (0/sec)
4)
2 N
Q
!Z
O
LO
1 a
0.50 FT
(MIN.d50)
d1i0
1000
Curves may not be extrapolated.
Figure 8.06a Design of outlet protection protection from a round
pipe flowing full, minimum tailwater condition (Tw < 0.5 diameter).
STRUCTURE: Z15
LENGTH:
15,
DISCHARGE: 23.17
WIDTH:
17'
PIPE DIA. (D) 241N
d50:
0.5 ft
DEPTH:
1.5 ft
Rev. 12/93
8.06.3

APPENDIX H
StreamStats Reports

1/27/22, 8:54 AM
StreamStats
Hollaman Lake StreamStats Report
Region ID: NC
Workspace ID: NC20220127133643403000
Clicked Point (Latitude, Longitude): 35.40000,-82.54393
Time: 2022-01-27 08:37:03 -0500
A.
11 Chancy,•
_ IjS
III
C ID `
Basin Characteristics
Parameter
Code Parameter Description
DRNAREA Area that drains to a point on a stream
LC111MP Average percentage of impervious area determined from
NLCD 2011 impervious dataset
LFPLENGTH Length of longest flow path
Value Unit
0.27 square
miles
4.8 percent
0.896 miles
Bankfull Statistics Parameters [Appalachian Highlands D Bieger 2015]
https://streamstats.usgs.gov/ss/ 1 /4

1/27/22, 8:54 AM StreamStats
Parameter Code Parameter Name Value Units Min Limit x Limit
DRNAREA Drainage Area 0.27 square miles 0.07722 940.1 535
Bankfull Statistics Parameters [Blue Ridge P Bieger 20151
Parameter Code Parameter Name Value Units Min Limit x Limit
DRNAREA Drainage Area 0.27 square miles 5.459454 125.999874
Bankfull Statistics Parameters [USA Bieger 2015]
Parameter Code Parameter Name Value Units Min Limit x Limit
DRNAREA Drainage Area 0.27 square miles 0.07722 59927.7393
Bankfull Statistics Flow Report [Appalachian Highlands D Bieger 2015]
Statistic Value Unit
Bieger_D_channel_width 8.82 ft
Bieger_D_channel_depth 0.77 ft
Bieger_D_channel_cross_sectional_area 6.86 ft^2
Bankfull Statistics Disclaimers [Blue Ridge P Bieger 20151
One or more of the parameters is outside the suggested range. Estimates were extrapolated with
unknown errors
Bankfull Statistics Flow Report [Blue Ridge P Bieger 20151
Statistic Value Unit
Bieger_P_channel_width 10.8 ft
Bieger_P_channel_depth 0.734 ft
Bieger_P_channel_cross_sectional_area 8.21 ft"2
Bankfull Statistics Flow Report [USA Bieger 2015]
Statistic Value Unit
Bieger_USA_channel_width 7.81 ft
Bieger_USA_channel_depth 0.912 ft
Bieger_USA_chan nel_cross_sectional_area 8.43 ft^2
https://streamstats.usgs.gov/ss/ 2/4

1/27/22, 8:54 AM
Bankfull Statistics Flow Report [Area -Averaged]
StreamStats
Statistic
Bieger_D_channel_width
Bieger_D_channel_depth
Bieger_D_channel_cross_sectional_area
Bieger_P_channel_width
Bieger_P_channel_depth
Bieger_P_channel_cross_sectional_area
Bieger_USA_channel_width
Bieger_USA_channel_depth
Bieger_USA_ch annel_cross_sectional_area
Bankfull Statistics Citations
Value
Unit
8.82
ft
0.77
ft
6.86
ft^2
10.8
ft
0.734
ft
8.21
ft^2
7.81
ft
0.912
ft
8.43
ft^2
Bieger, Katrin; Rathjens, Hendrik; Allen, Peter M.; and Arnold, Jeffrey G.,2015,
Development and Evaluation of Bankfull Hydraulic Geometry Relationships for the
Physiographic Regions of the United States, Publications from USDA-ARS / UNL Faculty,
17p. (https:Hdigitalcommons.uni.edu/usdaarsfacpub/1515?
utm_source=digitalcommons.unl.edu%2Fusdaarsfacpub%2F1515&utm_medium=PDF&utm_can
Urban Peak -Flow Statistics Parameters [Region 2 Urban Blue Ridge FS007-001
Parameter
Min
Max
Code Parameter Name
Value Units
Limit
Limit
DRNAREA Drainage Area
0.27 square
0.04
41
miles
LC111MP Percent_Impervious_NLCD2011
4.8 percent
2
54.6
Urban Peak -Flow Statistics Flow Report [Region 2 Urban Blue Ridge FS007-001
Pll: Prediction Interval -Lower, Plu: Prediction Interval -Upper, ASEp: Average Standard Error of
Prediction, SE: Standard Error (other -- see report)
Statistic
Value
Unit
SE
Urban 50-percent AEP flood
37.1
ft^3/s
40.4
Urban 20-Percent AEP flood
79.3
ft^3/s
38.5
Urban 10-percent AEP flood
116
ft"3/s
38.3
https://streamstats.usgs.gov/ss/ 3/4

1/27/22, 8:54 AM
StreamStats
Statistic
Urban 4-percent AEP flood
Urban 2-percent AEP flood
Urban 1-percent AEP flood
Urban Peak -Flow Statistics Citations
Value Unit SE
203 ft^3/s 38.7
250 ft^3/s 37.8
302 ft"3/s 37.8
Mason, Robert R., Jr.; Fuste, Luis A.; King, Jeffrey N.; Thomas, Wilbert 0., Jr.,2002, The
National Flood -Frequency Program -- Methods for Estimating Flood Magnitude and
Frequency in Rural and Urban Areas in North Carolina, 2001: U.S. Geological Survey Fact
Sheet 007-00, 4 p. (http://pubs.er.usgs.gov/publication/fs00700)
USGS Data Disclaimer: Unless otherwise stated, all data, metadata and related materials are considered to satisfy the quality
standards relative to the purpose for which the data were collected. Although these data and associated metadata have
been reviewed for accuracy and completeness and approved for release by the U.S. Geological Survey (USGS), no warranty
expressed or implied is made regarding the display or utility of the data for other purposes, nor on all computer systems,
nor shall the act of distribution constitute any such warranty.
USGS Software Disclaimer: This software has been approved for release by the U.S. Geological Survey (USGS). Although the
software has been subjected to rigorous review, the USGS reserves the right to update the software as needed pursuant to
further analysis and review. No warranty, expressed or implied, is made by the USGS or the U.S. Government as to the
functionality of the software and related material nor shall the fact of release constitute any such warranty. Furthermore,
the software is released on condition that neither the USGS nor the U.S. Government shall be held liable for any damages
resulting from its authorized or unauthorized use.
USGS Product Names Disclaimer: Any use of trade, firm, or product names is for descriptive purposes only and does not
imply endorsement by the U.S. Government.
Application Version: 4.6.2
StreamStats Services Version: 1.2.22
NSS Services Version: 2.1.2
https://streamstats.usgs.gov/ss/ 4/4

1/27/22, 9:07 AM
StreamStats
Unnamed Tributary of Hollaman Lake StreamStats
Report
Region ID: NC
Workspace ID: NC20220127140439042000
Clicked Point (Latitude, Longitude): 35.40121,-82.54485
Time: 2022-01-27 09:04:59 -0500
yk
dC
Basin Characteristics
Parameter
Code Parameter Description
DRNAREA Area that drains to a point on a stream
LC111MP Average percentage of impervious area determined from
NLCD 2011 impervious dataset
LFPLENGTH Length of longest flow path
-&-46"
Value Unit
0.12 square
miles
0.7 percent
0.791 miles
https://streamstats.usgs.gov/ss/ 1 /4

1/27/22, 9:07 AM StreamStats
Urban Peak -Flow Statistics Parameters [Region 2 Urban Blue Ridge FS007-001
Parameter
Code
DRNAREA
LC111MP
Parameter Name
Drainage Area
Value Units
0.12 square
miles
ercent_Impervious_NLCD2011 0.7 percent
Urban Peak -Flow Statistics Disclaimers [Region 2 Urban Blue Ridge FS007-001
Min
Max
Limit
Limit
0.04
41
2
54.6
One or more of the parameters is outside the suggested range. Estimates were extrapolated with
unknown errors
Urban Peak -Flow Statistics Flow Report [Region 2 Urban Blue Ridge FS007-001
Statistic
Value
Unit
Urban 50-percent AEP flood
5.44
ft^3/s
Urban 20-Percent AEP flood
15.2
ft^3/s
Urban 10-percent AEP flood
25.3
ft^3/s
Urban 4-percent AEP flood
53.4
ft"3/s
Urban 2-percent AEP flood
71.7
ft^3/s
Urban 1-percent AEP flood
93.6
ft^3/s
Urban Peak -Flow Statistics Citations
Mason, Robert R., Jr.; Fuste, Luis A.; King, Jeffrey N.; Thomas, Wilbert 0., Jr.,2002, The
National Flood -Frequency Program -- Methods for Estimating Flood Magnitude and
Frequency in Rural and Urban Areas in North Carolina, 2001: U.S. Geological Survey Fact
Sheet 007-00, 4 p. (http://pubs.er.usgs.gov/publication/fs00700)
Bankfull Statistics Parameters [Appalachian Highlands D Bieger 2015]
Parameter Code Parameter Name Value Units Min Limit Max Limit
DRNAREA Drainage Area 0.12 square miles 0.07722 940.1 535
Bankfull Statistics Parameters [Blue Ridge P Bieger 20151
Parameter Code Parameter Name Value Units Min Limit Max Limit
DRNAREA Drainage Area 0.12 square miles 5.459454 125.999874
https://streamstats.usgs.gov/ss/ 2/4

1/27/22, 9:07 AM
Bankfull Statistics Parameters [USA Bieger 2015]
StreamStats
Parameter Code Parameter Name
DRNAREA Drainage Area
Value Units Min Limit Max Limit
0.12 square miles 0.07722 59927.7393
Bankfull Statistics Flow Report [Appalachian Highlands D Bieger 2015]
Statistic Value Unit
Bieger_D_channel_width 6.3 ft
Bieger_D_channel_depth 0.61 ft
Bieger_D_channel_cross_sectional_area 3.88 ft^2
Bankfull Statistics Disclaimers [Blue Ridge P Bieger 20151
One or more of the parameters is outside the suggested range. Estimates were extrapolated with
unknown errors
Bankfull Statistics Flow Report [Blue Ridge P Bieger 20151
Statistic Value Unit
Bieger_P_channel_width 7.84 ft
Bieger_P_channel_depth 0.571 ft
Bieger_P_channel_cross_sectional_area 4.65 ft^2
Bankfull Statistics Flow Report [USA Bieger 2015]
Statistic Value Unit
Bieger_USA_channel_width 5.87 ft
Bieger_USA_channel_depth 0.767 ft
Bieger_USA_chan nel_cross_sectional_area 5.44 ft^2
Bankfull Statistics Flow Report [Area -Averaged]
Statistic
Value
Unit
Bieger_D_channel_width
6.3
ft
Bieger_D_channel_depth
0.61
ft
Bieger_D_channel_cross_sectional_area
3.88
ft^2
Bieger_P_channel_width
7.84
ft
https://streamstats.usgs.gov/ss/ 3/4

1/27/22, 9:07 AM
StreamStats
Statistic
Bieger_P_channel_depth
Bieger_P_channel_cross_sectional_area
Bieger_USA_channel_width
Bieger_USA_channel_depth
Bieger_USA_channel_cross_sectionaLarea
Bankfull Statistics Citations
Value
Unit
0.571
ft
4.65
ft^2
5.87
ft
0.767
ft
5.44
ft^2
Bieger, Katrin; Rathjens, Hendrik; Allen, Peter M.; and Arnold, Jeffrey G.,2015,
Development and Evaluation of Bankfull Hydraulic Geometry Relationships for the
Physiographic Regions of the United States, Publications from USDA-ARS / UNL Faculty,
17p. (https:Hdigitalcommons.uni.edu/usdaarsfacpub/1515?
utm_source=digitalcommons.unl.edu%2Fusdaarsfacpub%2F1515&utm_medium=PDF&utm_can
USGS Data Disclaimer: Unless otherwise stated, all data, metadata and related materials are considered to satisfy the quality
standards relative to the purpose for which the data were collected. Although these data and associated metadata have
been reviewed for accuracy and completeness and approved for release by the U.S. Geological Survey (USGS), no warranty
expressed or implied is made regarding the display or utility of the data for other purposes, nor on all computer systems,
nor shall the act of distribution constitute any such warranty.
USGS Software Disclaimer: This software has been approved for release by the U.S. Geological Survey (USGS). Although the
software has been subjected to rigorous review, the USGS reserves the right to update the software as needed pursuant to
further analysis and review. No warranty, expressed or implied, is made by the USGS or the U.S. Government as to the
functionality of the software and related material nor shall the fact of release constitute any such warranty. Furthermore,
the software is released on condition that neither the USGS nor the U.S. Government shall be held liable for any damages
resulting from its authorized or unauthorized use.
USGS Product Names Disclaimer: Any use of trade, firm, or product names is for descriptive purposes only and does not
imply endorsement by the U.S. Government.
Application Version: 4.6.2
StreamStats Services Version: 1.2.22
NSS Services Version: 2.1.2
https://streamstats.usgs.gov/ss/ 4/4

APPENDIX I
Stormwater Conveyance Calculations

Civil
D Desi9n
Concepts, PA
STORM DRAIN CALCULATIONS
(25 YEAR EVENT)
LEGACY
CDC Project No.: 22160
Pipe ID
Upstream
Grate
Elevation
Length (FT)
Inv. In
Inv. Out
Diameter (IN)
Drainage Area
(AC)
Weighted
Runoff Cost.
(C)
Rainfall
Intensity @
TC (IN/HR)
Incremental D25
(CFS)
Total 025 (CFS)
Pipe
Material
Roughness
Coef. (n)
Pipe Slope
Heatlwaler
Available (FT)
HDS-S Inlet
Ref. No.
Inlet
Constant (c)
Inlet
Constant (y)
Manning's
Capacity
(CFS)
Inlet Control
Capacity (CFS)
Pipe Size
Adequacy
Comment
Full Flow
Velocity
A3-A2
2129.54
258.18
2124.73
2115.06
36
0.35
0.70
8.12
1.99
23.67
HOPE
0.012
3.75%
4.81
1
0.0398
0.67
139.84
59.9
OK
19.8
A3X-A3
2137.25
25.05
2129.51
2126.57
15
0.45
0.85
8.12
3.11
3.11
HOPE
0.012
11.74%
7.74
1
0.0398
0.67
23.97
16.2
OK
19.5
A4-A3
2145.94
155.58
2131.85
2124.82
36
0.48
0.70
8.12
2.73
18.57
HOPE
0.012
4.52%
14.09
1
0.0398
0.67
153.60
123.5
OK
21.7
A5-A4
2141.11
52.99
2134.86
2132.1
36
0.10
0.80
8.12
0.65
15.85
HDPE
0.012
5.21 %
6.25
1
0.0398
0.67
164.91
73.6
OK
23.3
A6-A5
2147.24
129.95
2141.38
2135.36
30
0.13
0.70
8.12
0.74
15.20
HDPE
0.012
4.63%
5.86
1
0.0398
0.67
95.64
50.7
OK
19.5
A6.1-A6
2152.6
68.56
2149.71
2147.33
18
0.05
0.80
8.12
0.32
0.32
HDPE
0.012
3.47%
2.89
1
0.0398
0.67
21.20
12.2
OK
12.0
A7-A6
2155.11
114.76
2143.62
2141.52
30
0.66
0.60
8.12
3.22
14.13
HDPE
0.012
1.83%
11.49
1
0.0398
0.67
60.11
77.2
OK
12.2
A8-A7
2151.4
84.97
2146.27
2144.21
24
0.25
0.70
8.12
1.42
10.92
HDPE
0.012
2.42%
5.13
1
0.0398
0.67
38.16
30.8
OK
12.1
A9-A8
2152.09
18.94
2146.78
2146.42
24
0.16
0.80
8.12
1.04
7.04
HDPE
0.012
1.90%
5.31
1
0.0398
0.67
33.79
31.5
OK
10.8
A10-A9
2152.5
24.04
2148.39
2147.28
18
0.13
0.60
8.12
0.63
6.00
HDPE
0.012
4.62%
4.11
1
0.0398
0.67
24.45
15.7
OK
13.8
All-A10
2160.43
29.9
2150.79
2148.52
18
0.17
0.70
8.12
0.97
5.37
HDPE
0.012
7.59%
9.64
1
0.0398
0.67
31.36
26.1
OK
17.7
A11X-All
2160.58
47.9
2156.27
2151.14
15
0.35
0.75
8.12
2.13
4.41
HDPE
0.012
10.71 %
4.31
1
0.0398
0.67
22.90
11.6
OK
18.7
Al2-All
2163.61
108.33
2157.24
2150.89
18
0.09
0.60
8.12
0.44
2.27
HDPE
0.012
5.86%
6.37
1
0.0398
0.67
27.55
20.6
OK
15.6
Al2X-Al2
2164.62
45.71
2160.83
2157.53
15
0.12
0.95
8.12
0.93
1.84
HDPE
0.012
7.22%
3.79
1
0.0398
0.67
18.80
10.7
OK
15.3
A13-Al2
2164.69
69.56
2160.85
2157.49
15
0.14
0.80
8.12
0.91
0.91
HDPE
0.012
4.83%
3.84
1
0.0398
0.67
15.38
10.7
OK
12.5
B1-A8
2153.86
31.45
2148.05
2146.92
18
0.26
0.70
8.12
1.48
2.45
HDPE
0.012
3.59%
5.81
1
0.0398
0.67
21.57
19.5
OK
12.2
B2-B1
2156.62
146.4
2151.5
2148.3
15
0.15
0.80
8.12
0.97
0.97
HDPE
0.012
2.19%
5.12
1
0.0398
0.67
10.35
12.7
OK
8.4
C1-CO
2135.96
112.56
2119.75
2118
30
N/A
N/A
8.12
0.00
51.98
HDPE
0.012
1.55%
16.21
1
0.0398
0.67
55.41
93.9
OK
11.3
C2-Cl
2140.78
193.3
2123.62
2119.95
30
N/A
N/A
8.12
0.00
45.72
HDPE
0.012
1.88%
17.16
1
0.0398
0.67
60.89
96.9
OK
12.4
C3-C2
2139.93
67.6
2126.7
2123.82
30
0.12
0.85
8.12
0.83
45.72
HDPE
0.012
4.26%
13.23
1
0.0398
0.67
91.72
83.8
OK
18.7
C4-C3
2140.54
146.23
2132.75
2126.87
30
0.37
0.95
8.12
2.85
44.89
HDPE
0.012
4.02%
7.79
1
0.0398
0.67
89.10
61.1
OK
18.1
C5-C4
2148.84
131.24
2138.81
2133.25
24
0.26
0.80
8.12
1.69
38.46
HDPE
1 0.012
4.24%
10.03
1
0.0398
0.67
50.44
46.5
OK
16.1
C6-05
2158.49
143.58
2147.39
2139
24
0.03
0.60
8.12
0.15
36.77
HDPE
0.012
5.84%
11.10
1
0.0398
0.67
59.24
49.3
OK
18.9
C6X-C6
2159.88
55
2153.63
2147.87
15
0.38
0.70
8.12
2.16
2.16
HDPE
0.012
10.47%
1 6.25
1
0.0398
0.67
22.65
14.4
OK
18.4
C6.1-C6
2159.05
52.76
2152.83
2147.62
18
0.29
0.70
8.12
1.65
2.39
HDPE
0.012
9.87%
6.22
1
0.0398
0.67
35.76
20.4
OK
20.2
C6.2-C6.1
2157.8
60.53
2156.07
2153.08
15
0.13
0.70
8.12
0.74
0.74
HDPE
0.012
4.94%
1.73
1
0.0398
0.67
15.55
5.9
OK
12.7
C7-C6
2156.2
61.46
2149.43
2147.92
24
0.19
0.60
8.12
0.93
32.08
HDPE
0.012
2.46%
6.77
1
0.0398
0.67
38.41
36.8
OK
12.2
C8-C7
2156.77
68.57
2150.71
2149.55
24
0.70
0.70
8.12
3.98
31.15
HDPE
0.012
1.69%
6.06
1
0.0398
0.67
31.88
34.3
OK
10.1
C9-C8
2156.66
40.03
2151.72
2150.86
24
0.48
0.70
8.12
2.73
27.17
HDPE
0.012
2.15%
4.94
1
0.0398
0.67
35.92
30.0
OK
11.4
C9.1-C9
2157.72
56.68
2153.05
2152.46
15
0.13
0.60
8.12
0.63
3.69
HDPE
0.012
1.04%
4.67
1
0.0398
0.67
7.14
12.1
OK
5.8
C9.2-C9.1
2157.01
56.72
2153.65
2153.07
15
0.17
0.70
8.12
0.97
3.06
HDPE
0.012
1.02%
3.36
1
0.0398
0.67
7.08
9.8
OK
5.8
C9.3-C9.2
2156.12
12.76
2153.8
2153.65
15
0.43
0.60
8.12
2.09
2.09
HDPE
0.012
1.18%
2.32
1
0.0398
0.67
7.59
7.5
OK
6.2
CIO-C9
2162.45
150.57
2156.81
2151.86
24
0.17
0.80
8.12
1.10
20.75
HDPE
0.012
3.29%
5.64
1
0.0398
0.67
44.44
32.8
OK
14.1
C10X-C10
2161.19
45.04
2158.37
2157.65
15
0.48
0.95
8.12
3.70
3.70
HDPE
0.012
1.60%
2.82
1
0.0398
0.67
8.85
8.7
OK
7.2
C11-C10
2165.38
90.86
2159.03
2156.9
24
0.36
0.80
8.12
2.34
15.94
HDPE
0.012
2.34%
6.35
1
0.0398
0.67
37.52
35.3
OK
11.9
C12-C11
2167.79
84.98
2160.78
2159.09
24
0.14
0.60
8.12
0.68
13.61
HDPE
0.012
1.99%
7.01
1
0.0398
0.67
34.56
37.6
OK
11.0
C13-C12
2166.74
151.19
2163.29
2161.35
18
0.75
0.70
8.12
4.26
10.32
HDPE
0.012
1.28%
3.45
1
0.0398
0.67
12.89
13.9
OK
7.3
C14-C13
2170.29
62.93
2165.68
2163.4
18
0.14
0.95
8.12
1.08
6.06
HDPE
0.012
3.62%
4.61
1
0.0398
0.67
21.66
16.9
OK
12.3
C15-C14
2179.93
129.29
2175.06
2165.78
18
0.35
0.90
8.12
2.56
4.98
HDPE
0.012
7.18%
4.87
1
0.0398
0.67
30.49
17.5
OK
17.2
C16-C15
2184.38
108
2180.77
2175.31
15
0.26
0.90
8.12
1.90
2.42
HDPE
0.012
5.06%
1 3.61
1
0.0398
0.67
15.73
10.3
OK
12.8
C17-C16
2193.79
141.34
2189.59
2180.9
15
0.08
0.80
8.12
0.52
0.52
HDPE
0.012
6.15%
4.20
1
0.0398
0.67
17.35
11.3
OK
14.1
D1-C1
2136.06
68.79
2126.56
2120.99
18
0.17
0.80
8.12
1.10
6.26
HDPE
0.012
8.10%
9.50
1
0.0398
0.67
32.38
25.9
OK
18.3
D2-D1
2139.88
95.16
2130.2
2126.71
18
0.41
0.60
8.12
2.00
5.16
HDPE
0.012
3.67%
9.68
1
0.0398
0.67
21.79
26.1
OK
12.3
D3-D2
2147.25
127.76
2135.2
2130.36
18
N/A
N/A
8.12
0.00
3.16
HDPE
0.012
3.79%
12.05
1
0.0398
0.67
22.15
29.5
OK
12.5
D4-D3
2145.09
17.14
2135.74
2135.3
18
0.28
0.60
8.12
1.36
3.16
HDPE
1 0.012
2.57%
9.35
1
0.0398
0.67
18.23
25.6
OK
10.3
D5-D4
2144.21
61.63
2137.67
2135.99
15
0.10
0.95
8.12
0.77
1.79
HDPE
0.012
2.73%
6.54
1
0.0398
0.67
11.55
14.7
OK
9.4
D6-D5
2143.82
19.01
2139.43
2137.85
15
0.14
0.90
8.12
1.02
1.02
HDPE
0.012
8.31%
4.39
1
0.0398
0.67
20.18
11.7
OK
16.4
E1-C4
2143.24
93.01
2137.67
2134
15
0.16
0.95
8.12
1.23
3.57
HDPE
0.012
3.95%
5.57
1
0.0398
0.67
13.90
13.4
OK
11.3
E2-E1
2145.36
91.67
2141.26
2137.77
15
0.36
0.80
8.12
2.34
2.34
HDPE
0.012
3.81 %
4.10
1
0.0398
0.67
13.65
11.2
OK
11.1
F1-C12
2166.19
44.47
2162.05
2161.6
15
0.07
0.90
8.12
0.51
0.91
HDPE
0.012
1.01%
4.14
1
0.0398
0.67
7.04
11.2
OK
5.7
F2-F1
2165.16
18.46
2162.35
2162.15
15
0.07
0.70
8.12
0.40
0.40
HDPE
0.012
1.08%
2.81
1
0.0398
0.67
7.28
8.7
OK
5.9
GI-C12
2168.39
31.76
2162.74
2161.6
15
0.11
0.60
8.12
0.54
1.69
HDPE
0.012
3.59%
5.65
1
0.0398
0.67
13.26
13.5
OK
10.8
G2-G1
2168.35
150.45
2165.48
2162.86
15
0.15
0.95
8.12
1.16
1.16
HDPE
0.012
1.74%
2.87
1
0.0398
0.67
9.23
8.8
OK
7.5
Issued 10/7/2022

WN
cull
CDCOoncepts, PA
STORM DRAIN CALCULATIONS
(25 YEAR EVENT)
Pipe ID
Upstream
Grate
Elevation
Length (FT)
Inv. In
Inv. Out
Diameter (IN)
Drainage Area
(AC)
Weighted
Runoff Coef.
(C)
Rainfall
Intensity @
TC (INIHR)
Incremental Q25
(CFS)
Total Q25 (CFS)
Pipe
Material
Roughness
Coef. (n)
Pipe Slope
Headwater
Available (FT)
HDS-5lnlet
Ref. No.
Inlet
Constant (c)
Inlet
Constant (y)
Manning's
Capacity
(CFS)
Inlet Control
Capacity (CFS)
Pipe Size
Adequacy
Comment
Full Flow
Velocity
11-10
2142.17
14.03
2135.1
2134.5
30
0.34
0.95
8.12
2.62
33.71
HDPE
0.012
4.13%
7.09
1
0.0398
0.67
90.35
57.5
OK
18.4
12-11
2142.85
63.72
2136.7
2135.6
30
0.40
0.95
8.12
3.09
31.09
HDPE
0.012
1.69%
6.17
1
0.0398
0.67
57.85
52.3
OK
11.8
13-12
2144
73.88
2137.8
2136.83
30
0.08
0.95
8.12
0.62
28.01
HDPE
0.012
1.30%
6.21
1
0.0398
0.67
50.65
52.5
OK
10.3
13.1-13
2144.55
60.84
2140.1
2139.66
15
0.66
0.70
8.12
3.75
4.92
HDPE
0.012
0.71 %
4.46
1
0.0398
0.67
5.88
11.7
OK
4.8
i3.2-i3.1
2157.71
179.49
2147.9
2140.34
15
0.24
0.60
8.12
1.17
1.17
HDPE
0.012
4.21 %
9.82
1
0.0398
0.67
14.35
18.5
OK
11.7
14-13
2147.53
96.08
2139.8
2138.46
24
0.07
0.95
8.12
0.54
22.47
HDPE
0.012
1.34%
7.78
1
0.0398
0.67
28.40
40.0
OK
9.0
14X-14
2147.94
23.43
2144.7
2142.69
15
0.23
0.80
8.12
1.49
1.49
HDPE
0.012
8.37%
3.29
1
0.0398
0.67
20.24
9.7
OK
16.5
15-14
2151.58
107.85
2141.4
2140.25
24
0.03
0.95
8.12
0.23
20.43
HDPE
0.012
1.10%
10.14
1
0.0398
0.67
25.74
46.7
OK
8.2
16-15
2154.75
103.75
2145.6
2141.62
18
0.04
0.95
8.12
0.31
13.70
HDPE
0.012
3.83%
9.16
1
0.0398
0.67
22.26
25.3
OK
12.6
17-16
2158.69
149.57
2151.4
2146.02
15
0.02
0.95
8.12
0.15
4.44
HDPE
0.012
3.57%
7.33
1
0.0398
0.67
13.22
15.7
OK
10.8
18-17
2158.93
18.94
2152.4
2151.47
15
0.12
0.80
8.12
0.78
4.29
HDPE
0.012
5.02%
6.51
1
0.0398
0.67
15.67
14.7
OK
12.8
19-18
2162.85
53.2
2154.5
2152.62
15
0.53
0.60
8.12
2.58
3.51
HDPE
0.012
3.59%
8.32
1
0.0398
0.67
13.26
16.9
OK
10.8
110-19
2165.92
111.27
2158.3
2154.53
15
0.19
0.60
8.12
0.93
0.93
HDPE
0.012
3.42%
7.59
1
0.0398
0.67
12.93
16.0
OK
10.5
J1-14
2147.28
38.82
2140.7
2140.25
18
0.16
0.70
8.12
0.91
8.86
HDPE
0.012
1.08%
6.61
1
0.0398
0.67
11.84
21.0
OK
6.7
J2-J1
2145.91
104.83
2141.8
2140.77
18
0.32
0.80
8.12
2.08
7.95
HDPE
0.012
1.02%
4.07
1
0.0398
0.67
11.50
15.5
OK
6.5
J3-J2
2146.8
44.19
2143
2141.94
18
0.37
0.80
8.12
2.40
5.87
HDPE
0.012
2.35%
3.82
1
0.0398
0.67
17.46
14.9
OK
9.9
J4-J3
2148.23
55.69
2143.4
2142.77
15
0.61
0.70
8.12
3.47
3.47
HDPE
0.012
1.11 %
4.84
1
0.0398
0.67
7.38
12.3
OK
6.0
K1-13
2144.08
17.76
2140.5
2139.04
15
0.56
0.85
8.12
3.87
7.64
HDPE
0.012
8.39%
3.55
1
0.0398
0.67
20.27
10.2
OK
16.5
K2-K1
2147.72
87.89
2142.8
2139.47
15
0.19
0.85
8.12
1.31
3.78
HDPE
0.012
3.75%
4.95
1
0.0398
0.67
13.56
12.5
OK
11.0
K3-K2
2150.69
82.36
2145
2143.02
15
0.23
0.80
8.12
1.49
2.47
HDPE
0.012
2.43%
5.67
1
0.0398
0.67
10.91
13.5
OK
8.9
K4-K3
2151.47
69.4
2148.4
2145.11
15
0.15
0.80
8.12
0.97
0.97
HDPE
0.012
4.71 %
3.09
1
0.0398
0.67
15.19
9.3
OK
12.4
L1-15
2151.9
18.77
2148.2
2147.95
15
0.08
0.70
8.12
0.45
6.50
HDPE
0.012
1.44%
3.68
1
0.0398
0.67
8.39
10.4
OK
6.8
L2-L1
2155.71
95.06
2151.2
2148.25
15
0.19
0.70
8.12
1.08
6.05
HDPE
0.012
3.05%
4.56
1
0.0398
0.67
12.22
11.9
OK
10.0
L3-L2
2156.77
96.44
2153
2151.22
15
0.30
0.60
8.12
1.46
4.97
HDPE
0.012
1.88%
3.74
1
0.0398
0.67
9.59
10.5
OK
7.8
L3.1-L3
2165.38
110.19
2161.2
2153.14
15
0.23
0.60
8.12
1.12
3.51
HDPE
0.012
7.28%
4.22
1
0.0398
0.67
18.88
11.4
OK
15.4
L4-L3
2175.94
84.43
2159.8
2152.86
15.00
0.07
0.60
8.12
0.34
2.39
HDPE
0.012
8.20%
16.1E
1
0.0398
0.67
20.03
24.1
OK
16.3
L5-L4
2176.27
102.02
2168.3
2159.97
15.00
0.05
0.60
8.12
0.24
2.05
HDPE
0.012
8.16%
7.98
1
0.0398
1 0.67
19.98
16.5
OK
16.3
L6-L5
2183.75
43.68
2171.9
2168.45
15.00
0.17
0.60
8.12
0.83
1.80
HDPE
0.012
7.88%
11.86
1
0.0398
0.67
19.64
20.5
OK
16.0
L7-L6
2186.14
100.7
2180.4
2172.02
15.00
0.20
0.60
8.12
0.97
0.97
HDPE
0.012
8.28%
5.78
1
0.0398
0.67
20.14
13.7
OK
16.4
M1-16
2155.36
20.02
2152.3
2150.18
0.00
0.54
0.85
8.12
3.73
8.95
HDPE
0.012
10.39%
3.10
1
0.0398
0.67
0.00
#DIV/01
#DIV/01
0.0
M2-M1
2159.21
59.32
2156.1
2152.6
15.00
0.2E
1 0.70
8.12
1.48
5.22
HDPE
0.012
5.85%
3.14
1
0.0398
0.67
16.93
9.4
OK
13.8
M3-M2
2163.64
90.41
2159.7
2156.25
15.00
0.18
0.85
8.12
1.24
3.74
HDPE
0.012
3.77%
3.98
1
0.0398
0.67
13.59
10.9
OK
11.1
M4-M3
2164.1
80.37
2160.5
2159.69
15.00
0.29
0.70
8.12
1.65
2.50
HDPE
0.012
1.03%
3.58
1
0.0398
0.67
7.11
10.2
OK
5.8
M5-M4
2166.43
68.65
2161.3
2160.54
15.00
0.15
0.70
8.12
0.85
0.85
HDPE
0.012
1.17%
5.09
1
0.0398
0.67
7.55
12.7
OK
6.2
0.00
N1-N0
2142.6
33.68
2138
2136.64
24.00
0.24
0.70
8.12
1.36
6.68
HDPE
0.012
3.92%
4.64
1
0.0398
0.67
48.52
28.8
OK
15.4
N1X-N1
2142.88
24.45
2139.7
2138.68
15.001
0.26
0.60
8.12
1.27
1.27
HDPE
0.012
4.05%
3.21
1
0.0398
0.67
14.08
9.5
OK
11.5
N2-N1
2149.77
150.08
2145.3
2138.46
24.00
0.15
0.70
8.12
0.85
5.31
HDPE
0.012
4.54%
4.49
1
0.0398
0.67
52.24
28.1
OK
16.6
N2X-N2
2150.27
21.21
2146.6
2145.88
15.00
0.08
0.80
8.12
0.52
0.52
HDPE
0.012
3.35%
3.68
1
0.0398
0.67
12.80
10.4
OK
10.4
N3-N2
2153.71
78.73
2148.5
2145.89
18.00
0.11
0.80
8.12
0.71
3.94
HDPE
0.012
3.26%
5.25
1
0.0398
0.67
20.56
18.3
OK
11.6
N4-N3
2152
19.23
2148.E
2148.41
18.00
0.23
0.95
8.12
1.77
3.23
HDPE
0.012
1.14%
3.37
1
0.0398
0.67
12.17
13.6
OK
6.9
N5-N4
2153.11
87.7
2149.4
2148.7
18.00
0.17
0.60
8.12
0.83
1.45
HDPE
0.012
0.78%
3.73
1
0.0398
0.67
10.02
14.6
OK
5.7
N6 N5
2155.32
85.68
2150.2
2149.4E
18.00
0.11
0.70
8.12
0.63
0.63
HDPE
0.012
0.81 %
5.17
1
0.0398
0.67
10.21
18.1
OK
5.8
LEGACY
CDC Project No.: 22160
Issued 10/7/2022

LEGACY
CD Con
Design
Concepts, PA
STORM DRAIN CALCULATIONS
(25 YEAR EVENT)
CDC Project No.: 22160
Pipe ID
Upstream
Grate
Elevation
Length (FT)
Inv. In
Inv. Out
Diameter (IN)
Drainage Area
(AC)
Weighted
Runoff Coef.
(C)
Rainfall
Intensity @
TC (INIHR)
Incremental Q25
(CFS)
Total Q25 (CFS)
Pipe
Material
Roughness
Coef. (n)
Pipe Slope
Headwater
Available (FT)
HDS-5 Inlet
Ref. No.
Inlet
Constant (c)
Inlet
Constant (y)
Manning's
Capacity
(CFS)
Inlet Control
Capacity (CFS)
Pipe Size
Adequacy
Comment
Full Flow
Velocity
P2-P1
2158.53
54.2
2153.5
2152
24
0.25
0.60
7.09
1.06
15.59
HDPE
0.012
2.75%
5.04
1
0.0398
0.67
40.63
30.4
OK
12.9
P3-P2
2164.94
80.45
2160.7
2153.99
18
0.09
0.95
7.09
0.61
14.53
HDPE
0.012
8.38%
4.21
1
0.0398
0.67
32.94
16.0
OK
18.6
P4-P3
2165.28
23.28
2161.5
2160.84
18
0.14
0.95
7.09
0.94
11.10
HDPE
0.012
2.79%
3.79
1
0.0398
0.67
19.01
14.8
OK
10.8
P4X-P4
2166.95
30.55
2164
2161.74
15
0.23
0.95
7.09
1.55
1.55
HDPE
0.012
7.46%
2.93
1
0.0398
0.67
19.12
9.0
OK
15.6
P5-P4
2170.48
82.89
2166.7
2161.74
15
0.14
0.95
7.09
0.94
8.61
HDPE
0.012
6.00%
3.77
1
0.0398
0.67
17.14
10.6
OK
14.0
P6X-P6
2175.1
20.04
2172.2
2171.45
15
0.33
0.95
7.09
2.22
2.22
HDPE
0.012
3.79%
2.89
1
0.0398
0.67
13.63
8.9
OK
11.1
P7-P6
2175.57
86.14
2171.3
2166.79
15
0.22
0.70
7.09
1.09
3.19
HDPE
0.012
5.25%
4.26
1
0.0398
0.67
16.03
11.4
OK
13.1
P8-P7
2184.47
163.69
2180.9
2171.45
15
0.22
0.80
7.09
1.25
2.10
HDPE
0.012
5.77%
3.58
1
0.0398
0.67
16.81
10.3
OK
13.7
P9-P8
2184.87
18.4
2181.4
2180.83
15
0.20
0.60
7.09
0.85
0.85
HDPE
0.012
2.99%
3.49
1
0.0398
0.67
12.10
10.1
OK
9.9
Q1-P3
2172.14
128.23
2168
2161.09
15
0.03
0.95
7.09
0.20
2.82
HDPE
0.012
5.40%
4.13
1
0.0398
0.67
16.26
11.2
OK
13.2
Q1X-Q1
2172.16
25.51
2168.7
2168.13
15
0.46
0.70
7.09
2.28
2.28
HDPE
0.012
2.08%
3.50
1
0.0398
0.67
10.09
10.1
OK
8.2
Q1Y-Q1
2174.49
45.39
2171.1
2168.13
15
0.05
0.95
7.09
0.34
0.34
HDPE
0.012
6.48%
3.42
1
0.0398
0.67
17.81
10.0
OK
14.5
Q2-Q1
2174.51
84.91
2171.5
2168.13
15
0.23
0.95
7.09
1.55
3.57
HDPE
0.012
3.91%
3.06
1
0.0398
0.67
13.84
9.2
OK
11.3
Q3-Q2
2175.2
44.94
2172.2
2171.57
15
0.30
0.95
7.09
2.02
2.02
HDPE
0.012
1.49%
2.96
1
0.0398
0.67
8.54
9.0
OK
7.0
RI-P5
2173.47
34.56
2167.6
2166.79
15
0.28
0.50
7.09
0.99
2.25
HDPE
0.012
2.26%
5.90
1
0.0398
0.67
10.51
13.9
OK
8.6
R2-R1
2173.66
93.21
2169.5
2167.68
15
0.08
0.50
7.09
0.28
1.26
HDPE
0.012
1.94%
4.17
1
0.0398
0.67
9.75
11.2
OK
7.9
R3-R2
2181.75
53.391
2177.3
2169.591
151
0.23
0.60
7.09
0.98
0.98
HDPE
0.012
14.38%
4.48
1
0.0398
0.67
26.54
11.9
OK
21.6
Issued 10/7/2022

LEGACY
CDCCe11
Dsign
Concepts, FA
STORM DRAIN CALCULATIONS
(25 YEAR EVENT)
CDC Project No.: 22160
Pipe ID
Upstream
Grate
Elevation
Length (FT)
Inv. In
Inv. Out
Diameter (IN)
Drainage Area
(AC)
Weighted
Runoff Coef.
(C)
Rainfall
Intensity @
TC (IN/HR)
Incremental 025
(CFS)
Total Q25 (CFS)
Pipe
Material
Roughness
Coef. (n)
Pipe Slope
Headwater
Available (FT)
HDS-5 Inlet
Ref. No.
Inlet
Constant (c)
Inlet
Constant (y)
Manning's
Capacity
(CFS)
Inlet Control
Capacity (CFS)
Pipe Size
Adequacy
Comment
Full Flow
Velocity
T2-T1
2176.02
75.26
2171.2
2168
24.00
0.12
0.50
7.09
0.43
7.86
HDPE
0.012
4.25%
4.82
1
0.0398
0.67
50.54
29.6
OK
16.1
T3-T2
2180.32
53.5
2175.9
2172
15.00
0.28
0.70
7.09
1.39
5.06
HDPE
0.012
7.31%
4.46
1
0.0398
0.67
18.92
11.8
OK
15.4
T4-T3
2180.92
22.58
2177.7
2175.9
15.00
0.13
0.80
7.09
0.74
3.67
HDPE
0.012
7.79%
3.25
1
0.0398
0.67
19.54
9.7
OK
15.9
T5-T4
2188.72
147.66
2185.9
2177.8
15.00
0.59
0.70
7.09
2.93
2.93
HDPE
0.012
5.51%
2.81
1
0.0398
0.67
16.42
8.7
OK
13.4
U1-T2
2184.32
95.5
2177
2172
15.00
0.02
0.80
7.09
0.11
2.38
HDPE
0.012
5.32%
7.29
1
0.0398
0.67
16.14
15.7
OK
13.1
U2-U1
2183.03
41.27
2177.6
2177.1
15.00
0.36
0.50
7.09
1.28
2.27
HDPE
0.012
1.04%
5.47
1
0.0398
0.67
7.14
13.2
OK
5.8
U3-U2
2181.45
34.98
2178.1
2177.7
15.00
0.28
0.50
7.09
0.99
0.99
HDPE
0.012
1.17%
3.39
1
0.0398
0.67
7.58
9.8
OK
6.2
Issued 10/4/2022

LEGACY
CD Civll
Design
Concepts, PA
STORM DRAIN CALCULATIONS
(25 YEAR EVENT)
CDC Project No.: 22160
Pipe ID
Upstream
Grate
Elevation
Length (FT)
Inv. In
Inv. Out
Diameter (IN)
Drainage Area
(AC)
Weighted
Runoff Coef.
(C)
Rainfall
Intensity @
TC (IN/HR)
Incremental 025
(CFS)
Total Q25 (CFS)
Pipe
Material
Roughness
Coef. (n)
Pipe Slope
Headwater
Available (FT)
HDS-5 Inlet
Ref. No.
Inlet
Constant (c)
Inlet
Constant (y)
Manning's
Capacity
(CFS)
Inlet Control
Capacity (CFS)
Pipe Size
Adequacy
Comment
Full Flow
Velocity
Z2-Z1
N/A
21.69
2179.3
2179
15.00
0.28
0.50
8.12
1.14
1.14
HDPE
0.012
1.43%
N/A
1
0.0398
0.67
8.37
N/A
OK
6.8
Z4-Z3
N/A
21.2
2180
2179.3
15.00
0.36
0.50
8.12
1.46
1.46
HDPE
0.012
3.35%
N/A
1
0.0398
0.67
12.81
N/A
OK
10.4
Z6-Z5
N/A
27.29
2185
2184.5
15.00
0.85
0.80
8.12
5.52
5.52
HDPE
0.012
2.05%
N/A
1
0.0398
0.67
10.02
N/A
OK
8.2
Z8-Z7
N/A
28.65
2187
2186.8
15.00
0.85
0.80
8.12
5.52
5.52
HDPE
0.012
0.80%
N/A
1
0.0398
0.67
6.27
N/A
OK
5.1
Z10-Z9
N/A
27.17
2157.4
2157.3
18.00
1.00
0.49
8.12
3.98
3.98
HDPE
0.012
0.48%
N/A
1
0.0398
0.67
7.87
N/A
OK
4.5
Z12-Z11
N/A
34.16
2181.2
2180.7
18.00
2.23
0.41
8.12
7.42
7.42
HDPE
0.012
1.49%
N/A
1
0.0398
0.67
13.90
N/A
OK
7.9
Z14-Z13
N/A
26.02
2175.9
2175.4
18.00
0.72
0.67
8.12
3.92
3.92
HDPE
0.012
1.92%
N/A
1
0.0398
0.67
15.77
N/A
OK
8.9
Z16-Z15
N/A
37.7
2139.9
2138.8
24.00
6.34
0.45
8.12
23.17
23.17
HDPE
0.012
2.94%
N/A
1
0.0398
0.67
42.05
N/A
OK
13.4
Z18-Z17
N/A
29.05
2183.7
2183.4
18.00
0.44
0.46
8.12
1.64
1.64
HDPE
0.012
1.14%
N/A
1
0.0398
0.67
12.13
N/A
OK
6.9
Z20-Z19
N/A
1 26.651
2180.9
2180.51
18.00
0.85
0.49
8.12
3.38
3.38
HDPE
0.012
1.35%
N/A
1
0.0398
0.67
13.23
N/A
OK
7.5
Z22-Z21
N/A
1 47.081
2180.51
2179.51
18.00
1 0.85
1 0.49
1 8.12
1 3.38
1 3.38
1 HDPE
1 0.012
1 2.08%
1 N/A
1 1
1 0.0398
1 0.67
1 16.42
1 N/A
I OK
9.3
Z24-Z23
N/A
1 34.741
2089.8
2087.8
18.00
1 0.96
1 0.50
1 8.12
1 3.90
1 3.90
1 HDPE
1 0.012
1 5.58%
1 N/A
1 1
1 0.0398
1 0.67
1 26.89
1 N/A
I OK
15.2
Issued 10/7/2022

APPENDIX J
Water Quality Volume HydroCAD Report

Legacy at Mills River
22160 Stormwater Analysis Type 1124-hr 1-in Rainfall=1.00"
Prepared by Civil Design Concepts Printed 9/28/2022
HvdroCAD® 10.20-2f s/n 04679 © 2022 HvdroCAD Software Solutions LLC Paae 1
Summary for Subcatchment 2SL POST A - WQV
Runoff = 8.99 cfs @ 12.00 hrs, Volume= 22,945 cf, Depth= 0.79"
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-48.00 hrs, dt= 0.08 hrs
Type II 24-hr 1-in Rainfall=1.00"
Area (sf) CN Description
128,753
98 Unconnected roofs, HSG B
192,018
98 Paved roads w/curbs & sewers, HSG B
27,360
98 Unconnected concrete, HSG B
348,131
98 Weighted Average
348,131
100.00% Impervious Area
156,113
44.84% Unconnected
Tc Length
Slope
Velocity
Capacity Description
(min) (feet)
(ft/ft)
(ft/sec)
(cfs)
8.5 90
0.0200
0.18
Sheet Flow,
Grass: Short n= 0.150 P2= 3.59"
1.1 1,050
0.0400
15.60
49.02 Pipe Channel,
24.0" Round Area= 3.1 sf Perim= 6.3' r= 0.50'
n= 0.012
9.6 1,140 Total
0
Subcatchment 2SL POST A - WQV
Hydrograph
0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48
Time (hours)
■ Runoff

Legacy at Mills River
22160 Stormwater Analysis Type 1124-hr 1-in Rainfall=1.00"
Prepared by Civil Design Concepts Printed 9/28/2022
HydroCAD® 10.20-2f s/n 04679 © 2022 HydroCAD Software Solutions LLC Page 2
Summary for Subcatchment 3SL POST B - WQV
Runoff = 5.38 cfs @ 12.01 hrs, Volume= 14,047 cf, Depth= 0.79"
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-48.00 hrs, dt= 0.08 hrs
Type II 24-hr 1-in Rainfall=1.00"
Area (sf) CN Description
88,781
98 Paved roads w/curbs & sewers, HSG B
111,351
98 Unconnected roofs, HSG B
13,000
98 Unconnected concrete, HSG B
213,132
98 Weighted Average
213,132
100.00% Impervious Area
124,351
58.34% Unconnected
Tc Length
Slope Velocity Capacity Description
(min) (feet)
(ft/ft) (ft/sec) (cfs)
8.4 125
0.0400 0.25 Sheet Flow,
Grass: Short n= 0.150 P2= 3.59"
1.1 140
0.0200 2.14 0.27 Trap/Vee/Rect Channel Flow,
Bot. W =0.00' D=0.10' Z= 25.0 & 0.0 '/' Top. W =2.50'
n= 0.013
0.7 500
0.0300 11.15 19.71 Pipe Channel,
18.0" Round Area= 1.8 sf Perim= 4.7' r= 0.38'
n= 0.012
10.2 765 Total

Legacy at Mills River
22160 Stormwater Analysis Type 1124-hr 1-in Rainfall=1.00"
Prepared by Civil Design Concepts Printed 9/28/2022
HvdroCAD® 10.20-2f s/n 04679 © 2022 HvdroCAD Software Solutions LLC Paae 3
Subcatchment 3S1: POST B - WQV
Hydrograph
❑ Runoff
0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48
Time (hours)

Legacy at Mills River
22160 Stormwater Analysis Type 1124-hr 1-in Rainfall=1.00"
Prepared by Civil Design Concepts Printed 9/28/2022
HvdroCAD® 10.20-2f s/n 04679 © 2022 HvdroCAD Software Solutions LLC Paae 4
Summary for Subcatchment 4S1: POST C - WQV
Runoff = 2.02 cfs @ 11.95 hrs, Volume= 4,748 cf, Depth= 0.79"
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-48.00 hrs, dt= 0.08 hrs
Type II 24-hr 1-in Rainfall=1.00"
Area (sf) CN Description
24,764 98 Paved roads w/curbs & sewers, HSG B
40,298 98 Unconnected roofs, HSG B
6,975 98 Unconnected concrete, HSG B
72,037 98 Weighted Average
72,037 100.00% Impervious Area
47,273 65.62% Unconnected
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
5.0 Direct Entry,
Subcatchment 4S1: POST C - WQV
Hydrograph
❑ Runoff
0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48
Time (hours)

Legacy at Mills River
22160 Stormwater Analysis Type 1124-hr 1-in Rainfall=1.00"
Prepared by Civil Design Concepts Printed 9/28/2022
HvdroCAD® 10.20-2f s/n 04679 © 2022 HvdroCAD Software Solutions LLC Paae 5
Summary for Subcatchment 5S1: POST D - WQV
Runoff = 1.29 cfs @ 11.95 hrs, Volume= 3,037 cf, Depth= 0.79"
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-48.00 hrs, dt= 0.08 hrs
Type II 24-hr 1-in Rainfall=1.00"
Area (sf) CN Description
19,626
98 Paved roads w/curbs & sewers, HSG B
21,011
98 Unconnected roofs, HSG B
5,437
98 Unconnected concrete, HSG B
46,074
98 Weighted Average
46,074
100.00% Impervious Area
26,448
57.40% Unconnected
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
5.0 Direct Entry,
Subcatchment 5S1: POST D - WQV
Hydrograph
1.29 cfs
Type II 24-hr
1-in Rainfall=1.00"
Runoff Area=46,074 sf
Runoff Volume=3,037 cf
Runoff Depth=0.79"
LL Tc=5.0 min
CN=98
Time (hours)
❑ Runoff

APPENDIX K
1-Year Storm Event HydroCAD Output Report

1S
PRE DEVELOPMENT
2S 3S 4S 5S
PO T A POST B PO T C PO T D
2P 3P 4P 5P
BIORETENTION BIORETEN ON 2 BIOR TENTION 3 IORETENTION 4
6L
TOTAL
Subcat Reach on Link Routing Diagram for 22160 Stormwater Analysis
Prepared by Civil Design Concepts, Printed 10/5/2022
HydroCAD® 10.20-2f s/n 04679 © 2022 HydroCAD Software Solutions LLC

Legacy at Mills River
22160 Stormwater Analysis Type 1124-hr 1-yr Rainfall=2.99"
Prepared by Civil Design Concepts Printed 10/5/2022
HvdroCAD® 10.20-2f s/n 04679 ©2022 HvdroCAD Software Solutions LLC Paae 2
Summary for Subcatchment 1 S: PRE DEVELOPMENT
Runoff = 8.42 cfs @ 12.17 hrs, Volume= 43,872 cf, Depth= 0.36"
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-48.00 hrs, dt= 0.08 hrs
Type II 24-hr 1-yr Rainfall=2.99"
Area (sf) CN Description
1,456,961 61 Pasture/grassland/range, Good, HSG B
1,456,961 100.00% Pervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
11.1 250 0.0800 0.38 Sheet Flow,
Grass: Short n= 0.150 P2= 3.59"
7.1 679 0.0520 1.60 Shallow Concentrated Flow,
Short Grass Pasture Kv= 7.0 fps
18.2 929 Total
Subcatchment 1S: PRE DEVELOPMENT
Hydrograph
■ Runoff
0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48
Time (hours)

Legacy at Mills River
22160 Stormwater Analysis Type // 24-hr 1-yr Rainfall=2.99"
Prepared by Civil Design Concepts Printed 10/5/2022
HvdroCAD® 10.20-2f s/n 04679 © 2022 HvdroCAD Software Solutions LLC Paae 3
Summary for Subcatchment 2S: POST A
Runoff = 29.44 cfs @ 12.01 hrs, Volume= 71,435 cf, Depth= 1.24"
Routed to Pond 2P : BIORETENTION 1
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-48.00 hrs, dt= 0.08 hrs
Type II 24-hr 1-yr Rainfall=2.99"
Area (sf) CN Description
128,753 98 Unconnected roofs, HSG B
192,018 98 Paved roads w/curbs & sewers, HSG B
27,360 98 Unconnected concrete, HSG B
341,781 61 >75% Grass cover, Good, HSG B
689,912 80 Weighted Average
341,781 49.54% Pervious Area
348,131 50.46% Impervious Area
156,113 44.84% Unconnected
Tc Length
Slope
Velocity
Capacity Description
(min) (feet)
(ft/ft)
(ft/sec)
(cfs)
8.5 90
0.0200
0.18
Sheet Flow,
Grass: Short n= 0.150 P2= 3.59"
1.1 1,050
0.0400
15.60
49.02 Pipe Channel,
24.0" Round Area= 3.1 sf Perim= 6.3' r= 0.50'
n= 0.012
9.6 1,140 Total

Legacy at Mills River
22160 Stormwater Analysis Type 1124-hr 1-yr Rainfall=2.99"
Prepared by Civil Design Concepts Printed 10/5/2022
HvdroCAD® 10.20-2f s/n 04679 ©2022 HvdroCAD Software Solutions LLC Paae 4
Subcatchment 2S: POST A
Hydrograph
❑ Runoff
0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48
Time (hours)

Legacy at Mills River
22160 Stormwater Analysis Type/1 24-hr 1-yr Rainfall=2.99"
Prepared by Civil Design Concepts Printed 10/5/2022
HvdroCAD® 10.20-2f s/n 04679 © 2022 HvdroCAD Software Solutions LLC Paae 5
Summary for Subcatchment 3S: POST B
Runoff = 17.12 cfs @ 12.02 hrs, Volume= 43,303 cf, Depth= 1.06"
Routed to Pond 3P : BIORETENTION 2
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-48.00 hrs, dt= 0.08 hrs
Type II 24-hr 1-yr Rainfall=2.99"
Area (sf) CN Description
88,781 98 Paved roads w/curbs & sewers, HSG B
111,351 98 Unconnected roofs, HSG B
13,000 98 Unconnected concrete, HSG B
275,196 61 >75% Grass cover, Good, HSG B
488,328 77 Weighted Average
275,196 56.35% Pervious Area
213,132 43.65% Impervious Area
124,351 58.34% Unconnected
Tc
Length
Slope
Velocity
Capacity
Description
(min)
(feet)
(ft/ft)
(ft/sec)
(cfs)
8.4
125
0.0400
0.25
Sheet Flow,
Grass: Short n= 0.150 P2= 3.59"
1.1
140
0.0200
2.14
0.27
Trap/Vee/Rect Channel Flow,
Bot. W =0.00' D=0.10' Z= 25.0 & 0.0 '/' Top. W =2.50'
n= 0.013
0.7
500
0.0300
11.15
19.71
Pipe Channel,
18.0" Round Area= 1.8 sf Perim= 4.7' r= 0.38'
n= 0.012
10.2 765 Total

Legacy at Mills River
22160 Stormwater Analysis Type 1124-hr 1-yr Rainfall=2.99"
Prepared by Civil Design Concepts Printed 10/5/2022
HvdroCAD® 10.20-2f s/n 04679 ©2022 HvdroCAD Software Solutions LLC Paae 6
Subcatchment 3S: POST B
Hydrograph
■ Runoff
0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48
Time (hours)

Legacy at Mills River
22160 Stormwater Analysis Type // 24-hr 1-yr Rainfall=2.99"
Prepared by Civil Design Concepts Printed 10/5/2022
HvdroCAD® 10.20-2f s/n 04679 © 2022 HvdroCAD Software Solutions LLC Paae 7
Summary for Subcatchment 4S: POST C
Runoff = 6.74 cfs @ 11.97 hrs, Volume= 14,684 cf, Depth= 1.01"
Routed to Pond 4P : BIORETENTION 3
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-48.00 hrs, dt= 0.08 hrs
Type II 24-hr 1-yr Rainfall=2.99"
Area (sf) CN Description
24,764
98
Paved roads w/curbs & sewers, HSG B
40,298
98
Unconnected roofs, HSG B
6,975
98
Unconnected concrete, HSG B
102,722
61
>75% Grass cover, Good, HSG B
174,759
76
Weighted Average
102,722
58.78% Pervious Area
72,037
41.22% Impervious Area
47,273
65.62% Unconnected
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
5.0 Direct Entry,
Subcatchment 4S: POST C
Hydrograph
❑ Runoff
7 6.74 cfs
Type 11 24-hr
6 1-yr Rainfall=2.99"
Runoff Area=174,759 sf
5 Runoff Volume=14,684 cf
4 Runoff Depth=1.01"
Tc=5.0 min
LL
3 CN=76
2-
1- LILM
0
0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48
Time (hours)

Legacy at Mills River
22160 Stormwater Analysis Type // 24-hr 1-yr Rainfall=2.99"
Prepared by Civil Design Concepts Printed 10/5/2022
HvdroCAD® 10.20-2f s/n 04679 © 2022 HvdroCAD Software Solutions LLC Paae 8
Summary for Subcatchment 5S: POST D
Runoff = 4.24 cfs @ 11.97 hrs, Volume= 9,219 cf, Depth= 1.06"
Routed to Pond 5P : BIORETENTION 4
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-48.00 hrs, dt= 0.08 hrs
Type II 24-hr 1-yr Rainfall=2.99"
Area (sf) CN Description
19,626
98
Paved roads w/curbs & sewers, HSG B
21,011
98
Unconnected roofs, HSG B
5,437
98
Unconnected concrete, HSG B
57,888
61
>75% Grass cover, Good, HSG B
103,962
77
Weighted Average
57,888
55.68% Pervious Area
46,074
44.32% Impervious Area
26,448
57.40% Unconnected
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
5.0 Direct Entry,
Subcatchment 5S: POST D
Hydrograph
4.24 cfs
4 Type II 24-hr
1-yr Rainfall=2.99"
Runoff Area=103,962 sf
3 Runoff Volume=9,219 cf
Runoff Depth=1.06"
U.
2 Tc=5.0 min
CN=77
1
0
0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48
Time (hours)
❑ Runoff

Legacy at Mills River
22160 Stormwater Analysis Type 1l 24-hr 1-yr Rainfall=2.99"
Prepared by Civil Design Concepts Printed 10/5/2022
HvdroCAD® 10.20-2f s/n 04679 © 2022 HvdroCAD Software Solutions LLC Paae 9
Summary for Pond 2P: BIORETENTION 1
Inflow Area =
689,912 sf,
50.46% Impervious,
Inflow Depth = 1.24" for 1-yr event
Inflow =
29.44 cfs @
12.01 hrs, Volume=
71,435 cf
Outflow =
1.18 cfs @
14.31 hrs, Volume=
62,751 cf, Atten= 96%, Lag= 137.8 min
Primary =
1.18 cfs @
14.31 hrs, Volume=
62,751 cf
Routed to Link 6L : TOTAL
Routing by Stor-Ind method, Time Span= 0.00-48.00 hrs, dt= 0.08 hrs
Peak Elev= 2,116.04' @ 14.31 hrs Surf.Area= 25,781 sf Storage= 43,995 cf
Plug -Flow detention time= 725.8 min calculated for 62,751 cf (88% of inflow)
Center -of -Mass det. time= 665.9 min ( 1,512.2 - 846.3 )
Volume Invert
Avail.Storage Storage Description
#1 2,111.83'
98,649
cf Custom Stage Data (Irregular) Listed below (Recalc)
Elevation Surf.Area Perim. Voids Inc.Store Cum.Store
Wet.Area
(feet)
(sq-ft)
(feet) (%) (cubic -feet) (cubic -feet)
(sq-ft)
2,111.83
23,706
665.4 0.0 0 0
23,706
2,111.84
23,706
665.4 40.0 95 95
23,713
2,112.49
23,706
665.4 40.0 6,164 6,258
24,145
2,112.50
23,706
665.4 20.0 47 6,306
24,152
2,114.99
23,706
665.4 20.0 11,806 18,111
25,809
2,115.00
23,706
665.4 100.0 237 18,348
25,815
2,118.00
29,949
722.0 100.0 80,300 98,649
32,402
Device Routing
Invert
Outlet Devices
#1 Primary
2,111.80'
36.0" Round Culvert
L= 61.0' CPP, square edge headwall, Ke= 0.500
Inlet / Outlet Invert= 2,111.80' / 2,108.00' S= 0.0623 T
Cc= 0.900
n= 0.012, Flow Area= 7.07 sf
#2 Device 1
2,113.00'
6.0" Horiz. Orifice/Grate C= 0.600 Limited to weir flow at low heads
#3 Device 2
2,111.83'
1.000 in/hr Media Filtration over Surface area from 2,111.80' - 2,115.00'
Excluded Surface area = 0 sf
#4 Device 1
2,116.00'
72.0" x 72.0" Horiz. Orifice/Grate C= 0.600
Limited to weir flow at low heads
#5 Primary
2,116.50'
Custom Weir/Orifice, Cv= 2.62 (C= 3.28)
Head (feet) 0.00 1.50
Width (feet) 25.00 34.00
Primary OutFlow Max=1.10 cfs @ 14.31 hrs HW=2,116.04' (Free Discharge)
1=Culvert (Passes 1.10 cfs of 56.31 cfs potential flow)
2=Orifice/Grate (Passes 0.55 cfs of 1.65 cfs potential flow)
L3=Media Filtration (Exfiltration Controls 0.55 cfs)
4=Orifice/Grate (Weir Controls 0.55 cfs @ 0.63 fps)
5=Custom Weir/Orifice ( Controls 0.00 cfs)

Legacy at Mills River
22160 Stormwater Analysis Type 1124-hr 1-yr Rainfall=2.99"
Prepared by Civil Design Concepts Printed 10/5/2022
HvdroCAD®10.20-2f s/n 04679 ©2022 HvdroCAD Software Solutions LLC Paae 10
Pond 2P: BIORETENTION 1
Hydrograph
❑ Inflow
p Primary
0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48
Time (hours)

Legacy at Mills River
22160 Stormwater Analysis Type 1l 24-hr 1-yr Rainfall=2.99"
Prepared by Civil Design Concepts Printed 10/5/2022
HvdroCAD® 10.20-2f s/n 04679 © 2022 HvdroCAD Software Solutions LLC Paoe 11
Summary for Pond 3P: BIORETENTION 2
Inflow Area =
488,328 sf,
43.65% Impervious,
Inflow Depth = 1.06" for 1-yr event
Inflow =
17.12 cfs @
12.02 hrs, Volume=
43,303 cf
Outflow =
0.72 cfs @
14.61 hrs, Volume=
38,134 cf, Atten= 96%, Lag= 155.4 min
Primary =
0.72 cfs @
14.61 hrs, Volume=
38,134 cf
Routed to Link
6L : TOTAL
Routing by Stor-Ind method, Time Span= 0.00-48.00 hrs, dt= 0.08 hrs
Peak Elev= 2,137.03' @ 14.61 hrs Surf.Area= 15,833 sf Storage= 26,315 cf
Plug -Flow detention time= 731.5 min calculated for 38,134 cf (88% of inflow)
Center -of -Mass det. time= 672.2 min ( 1,529.0 - 856.8 )
Volume Invert
Avail.Storage Storage Description
#1 2,132.83'
60,991
cf Custom Stage Data (Irregular) Listed below (Recalc)
Elevation Surf.Area Perim. Voids Inc.Store Cum.Store
Wet.Area
(feet)
(sq-ft)
(feet) (%) (cubic -feet) (cubic -feet)
(sq-ft)
2,132.83
14,118
558.2 0.0 0 0
14,118
2,132.84
14,118
558.2 40.0 56 56
14,124
2,133.49
14,118
558.2 40.0 3,671 3,727
14,486
2,133.50
14,118
558.2 20.0 28 3,755
14,492
2,135.99
14,118
558.2 20.0 7,031 10,786
15,882
2,136.00
14,118
558.2 100.0 141 10,927
15,887
2,139.00
19,397
614.8 100.0 50,063 60,991
21,456
Device Routing
Invert
Outlet Devices
#1 Primary
2,132.80'
36.0" Round Culvert
L= 62.0' CPP, square edge headwall, Ke= 0.500
Inlet / Outlet Invert= 2,132.80' / 2,131.00' S= 0.0290 T
Cc= 0.900
n= 0.012, Flow Area= 7.07 sf
#2 Device 1
2,134.00'
6.0" Horiz. Orifice/Grate C= 0.600 Limited to weir flow at low heads
#3 Device 2
2,132.83'
1.000 in/hr Media Filtration over Surface area from 2,132.80' - 2,136.00'
Excluded Surface area = 0 sf
#4 Device 1
2,137.00'
72.0" x 72.0" Horiz. Orifice/Grate C= 0.600
Limited to weir flow at low heads
Primary OutFlow Max=0.70 cfs @ 14.61 hrs HW=2,137.03' (Free Discharge)
L1=Culvert (Passes 0.70 cfs of 56.22 cfs potential flow)
2=Orifice/Grate (Passes 0.33 cfs of 1.65 cfs potential flow)
L3=Media Filtration (Exfiltration Controls 0.33 cfs)
4=Orifice/Grate (Weir Controls 0.37 cfs @ 0.55 fps)

Legacy at Mills River
22160 Stormwater Analysis Type 1124-hr 1-yr Rainfall=2.99"
Prepared by Civil Design Concepts Printed 10/5/2022
HvdroCAD® 10.20-2f s/n 04679 ©2022 HvdroCAD Software Solutions LLC Paae 12
Pond 3P: BIORETENTION 2
Hydrograph
❑ Inflow
p Primary
0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48
Time (hours)

Legacy at Mills River
22160 Stormwater Analysis Type 1l 24-hr 1-yr Rainfall=2.99"
Prepared by Civil Design Concepts Printed 10/5/2022
HvdroCAD® 10.20-2f s/n 04679 © 2022 HvdroCAD Software Solutions LLC Paoe 13
Summary for Pond 4P: BIORETENTION 3
Inflow Area =
174,759 sf,
41.22% Impervious,
Inflow Depth = 1.01" for 1-yr event
Inflow =
6.74 cfs @
11.97 hrs, Volume=
14,684 cf
Outflow =
0.13 cfs @
18.36 hrs, Volume=
12,772 cf, Atten= 98%, Lag= 383.8 min
Primary =
0.13 cfs @
18.36 hrs, Volume=
12,772 cf
Routed to Link
6L : TOTAL
Routing by Stor-Ind method, Time Span= 0.00-48.00 hrs, dt= 0.08 hrs
Peak Elev= 2,153.00' @ 18.36 hrs Surf.Area= 6,144 sf Storage= 9,729 cf
Plug -Flow detention time= 796.0 min calculated for 12,751 cf (87% of inflow)
Center -of -Mass det. time= 733.6 min ( 1,589.0 - 855.4 )
Volume Invert
Avail.Storage Storage Description
#1 2,148.83'
24,017
cf Custom Stage Data (Irregular) Listed below (Recalc)
Elevation Surf.Area
Perim. Voids Inc.Store Cum.Store
Wet.Area
(feet)
(sq-ft)
(feet) (%) (cubic -feet) (cubic -feet)
(sq-ft)
2,148.83
5,224
302.8 0.0 0 0
5,224
2,148.84
5,224
302.8 40.0 21 21
5,227
2,149.49
5,224
302.8 40.0 1,358 1,379
5,424
2,149.50
5,224
302.8 20.0 10 1,390
5,427
2,151.99
5,224
302.8 20.0 2,602 3,991
6,181
2,152.00
5,224
302.8 100.0 52 4,043
6,184
2,155.00
8,203
359.4 100.0 19,973 24,017
9,328
Device Routing
Invert
Outlet Devices
#1 Primary
2,148.80'
24.0" Round Culvert
L= 102.0' CPP, square edge headwall, Ke= 0.500
Inlet / Outlet Invert= 2,148.80' / 2,144.00' S= 0.0471 T
Cc= 0.900
n= 0.012, Flow Area= 3.14 sf
#2 Device 1
2,150.00'
6.0" Horiz. Orifice/Grate C= 0.600 Limited to weir flow at low heads
#3 Device 2
2,148.83'
1.000 in/hr Media Filtration over Surface area from 2,148.80' - 2,152.00'
Excluded Surface area = 0 sf
#4 Device 1
2,153.00'
60.0" x 60.0" Horiz. Orifice/Grate C= 0.600
Limited to weir flow at low heads
Primary OutFlow Max=0.12 cfs @ 18.36 hrs HW=2,153.00' (Free Discharge)
L1=Culvert (Passes 0.12 cfs of 27.07 cfs potential flow)
2=Orifice/Grate (Passes 0.12 cfs of 1.64 cfs potential flow)
L3=Media Filtration (Exfiltration Controls 0.12 cfs)
4=Orifice/Grate (Weir Controls 0.00 cfs @ 0.12 fps)

Legacy at Mills River
22160 Stormwater Analysis Type 1124-hr 1-yr Rainfall=2.99"
Prepared by Civil Design Concepts Printed 10/5/2022
HvdroCAD®10.20-2f s/n 04679 ©2022 HvdroCAD Software Solutions LLC Paae 14
Pond 4P: BIORETENTION 3
Hydrograph
❑ Inflow
p Primary
0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48
Time (hours)

Legacy at Mills River
22160 Stormwater Analysis Type 1l 24-hr 1-yr Rainfall=2.99"
Prepared by Civil Design Concepts Printed 10/5/2022
HvdroCAD® 10.20-2f s/n 04679 © 2022 HvdroCAD Software Solutions LLC Paoe 15
Summary for Pond SP: BIORETENTION 4
Inflow Area =
103,962 sf,
44.32% Impervious,
Inflow Depth = 1.06" for 1-yr event
Inflow =
4.24 cfs @
11.97 hrs, Volume=
9,219 cf
Outflow =
0.13 cfs @
15.43 hrs, Volume=
8,076 cf, Atten= 97%, Lag= 207.6 min
Primary =
0.13 cfs @
15.43 hrs, Volume=
8,076 cf
Routed to Link
6L : TOTAL
Routing by Stor-Ind method, Time Span= 0.00-48.00 hrs, dt= 0.08 hrs
Peak Elev= 2,169.01' @ 15.43 hrs Surf.Area= 3,808 sf Storage= 5,894 cf
Plug -Flow detention time= 780.3 min calculated for 8,063 cf (87% of inflow)
Center -of -Mass det. time= 720.5 min ( 1,572.5 - 852.0 )
Volume Invert
Avail.Storage Storage Description
#1 2,164.83'
15,004
cf Custom Stage Data (Irregular) Listed below (Recalc)
Elevation Surf.Area
Perim. Voids Inc.Store Cum.Store
Wet.Area
(feet)
(sq-ft)
(feet) (%) (cubic -feet) (cubic -feet)
(sq-ft)
2,164.83
3,122
221.6 0.0 0 0
3,122
2,164.84
3,122
221.6 40.0 12 12
3,124
2,165.49
3,122
221.6 40.0 812 824
3,268
2,165.50
3,122
221.6 20.0 6 830
3,270
2,167.99
3,122
221.6 20.0 1,555 2,385
3,822
2,168.00
3,122
221.6 100.0 31 2,416
3,824
2,171.00
5,371
278.1 100.0 12,588 15,004
6,193
Device Routing
Invert
Outlet Devices
#1 Primary
2,164.80'
24.0" Round Culvert
L= 47.0' CPP, square edge headwall, Ke= 0.500
Inlet / Outlet Invert= 2,164.80' / 2,159.00' S= 0.1234'/'
Cc= 0.900
n= 0.012, Flow Area= 3.14 sf
#2 Device 1
2,166.00'
6.0" Horiz. Orifice/Grate C= 0.600 Limited to weir flow at low heads
#3 Device 2
2,164.83'
1.000 in/hr Media Filtration over Surface area from 2,164.80' - 2,168.00'
Excluded Surface area = 0 sf
#4 Device 1
2,169.00'
60.0" x 60.0" Horiz. Orifice/Grate C= 0.600
Limited to weir flow at low heads
Primary OutFlow Max=0.10 cfs @ 15.43 hrs HW=2,169.01' (Free Discharge)
L1=Culvert (Passes 0.10 cfs of 27.08 cfs potential flow)
2=Orifice/Grate (Passes 0.07 cfs of 1.64 cfs potential flow)
L3=Media Filtration (Exfiltration Controls 0.07 cfs)
4=Orifice/Grate (Weir Controls 0.02 cfs @ 0.24 fps)

Legacy at Mills River
22160 Stormwater Analysis Type 1124-hr 1-yr Rainfall=2.99"
Prepared by Civil Design Concepts Printed 10/5/2022
HvdroCAD®10.20-2f s/n 04679 ©2022 HvdroCAD Software Solutions LLC Paae 16
Pond 5P: BIORETENTION 4
Hydrograph
■ Inflow
■ Primary
0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48
Time (hours)

Legacy at Mills River
22160 Stormwater Analysis Type 1124-hr 1-yr Rainfall=2.99"
Prepared by Civil Design Concepts Printed 10/5/2022
HvdroCAD® 10.20-2f s/n 04679 ©2022 HvdroCAD Software Solutions LLC Paae 17
Summary for Link 6L: TOTAL
Inflow Area = 1,456,961 sf, 46.63% Impervious, Inflow Depth > 1.00" for 1-yr event
Inflow = 2.07 cfs @ 14.51 hrs, Volume= 121,734 cf
Primary = 2.07 cfs @ 14.51 hrs, Volume= 121,734 cf, Atten= 0%, Lag= 0.0 min
Primary outflow = Inflow, Time Span= 0.00-48.00 hrs, dt= 0.08 hrs
N
V
3
0
LL
Link 6L: TOTAL
Hydrograph
0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48
Time (hours)
❑ Inflow
❑ Primary

APPENDIX L
10-Year Storm Event HydroCAD Output Report

Legacy at Mills River
22160 Stormwater Analysis Type 1124-hr 10-yr Rainfall=5.06"
Prepared by Civil Design Concepts Printed 10/5/2022
HvdroCAD® 10.20-2f s/n 04679 ©2022 HvdroCAD Software Solutions LLC Paae 18
Summary for Subcatchment 1 S: PRE DEVELOPMENT
Runoff = 49.28 cfs @ 12.13 hrs, Volume= 170,619 cf, Depth= 1.41"
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-48.00 hrs, dt= 0.08 hrs
Type II 24-hr 10-yr Rainfall=5.06"
Area (sf) CN Description
1,456,961 61 Pasture/grassland/range, Good, HSG B
1,456,961 100.00% Pervious Area
Tc Length
Slope
Velocity
Capacity Description
(min) (feet)
(ft/ft)
(ft/sec)
(cfs)
11.1 250
0.0800
0.38
Sheet Flow,
Grass: Short n= 0.150 P2= 3.59"
7.1 679
0.0520
1.60
Shallow Concentrated Flow,
Short Grass Pasture Kv= 7.0 fps
18.2
30
3
i° 25
20
929 Total
Subcatchment 1S: PRE DEVELOPMENT
Hydrograph
■ Runoff
151 10
Type II 24-hr
10-yr Rainfall=5.06"
Runoff Area=1,456,961 sf
Runoff Volume=170,619 cf
Runoff Depth=1.41
Flow Length=929'
Tc=18.2 min
0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48
Time (hours)

Legacy at Mills River
22160 Stormwater Analysis Type/1 24-hr 10-yr Rainfall=5.06"
Prepared by Civil Design Concepts Printed 10/5/2022
HydroCAD® 10.20-2f s/n 04679 © 2022 HydroCAD Software Solutions LLC Page 19
Summary for Subcatchment 2S: POST A
Runoff = 69.87 cfs @ 12.01 hrs, Volume= 169,331 cf, Depth= 2.95"
Routed to Pond 2P : BIORETENTION 1
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-48.00 hrs, dt= 0.08 hrs
Type II 24-hr 10-yr Rainfall=5.06"
Area (sf) CN Description
128,753 98 Unconnected roofs, HSG B
192,018 98 Paved roads w/curbs & sewers, HSG B
27,360 98 Unconnected concrete, HSG B
341,781 61 >75% Grass cover, Good, HSG B
689,912 80 Weighted Average
341,781 49.54% Pervious Area
348,131 50.46% Impervious Area
156,113 44.84% Unconnected
Tc Length
Slope
Velocity
Capacity Description
(min) (feet)
(ft/ft)
(ft/sec)
(cfs)
8.5 90
0.0200
0.18
Sheet Flow,
Grass: Short n= 0.150 P2= 3.59"
1.1 1,050
0.0400
15.60
49.02 Pipe Channel,
24.0" Round Area= 3.1 sf Perim= 6.3' r= 0.50'
n= 0.012
9.6 1,140 Total

Legacy at Mills River
22160 Stormwater Analysis Type 1124-hr 10-yr Rainfall=5.06"
Prepared by Civil Design Concepts Printed 10/5/2022
HydroCAD® 10.20-2f s/n 04679 ©2022 HydroCAD Software Solutions LLC Page 20
Subcatchment 2S: POST A
W
C1
3
0
LL
Hydrograph
0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48
Time (hours)
■ Runoff

Legacy at Mills River
22160 Stormwater Analysis Type/1 24-hr 10-yr Rainfall=5.06"
Prepared by Civil Design Concepts Printed 10/5/2022
HydroCAD® 10.20-2f s/n 04679 © 2022 HydroCAD Software Solutions LLC Page 21
Summary for Subcatchment 3S: POST B
Runoff = 43.94 cfs @ 12.01 hrs, Volume= 108,786 cf, Depth= 2.67"
Routed to Pond 3P : BIORETENTION 2
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-48.00 hrs, dt= 0.08 hrs
Type II 24-hr 10-yr Rainfall=5.06"
Area (sf) CN Description
88,781 98 Paved roads w/curbs & sewers, HSG B
111,351 98 Unconnected roofs, HSG B
13,000 98 Unconnected concrete, HSG B
275,196 61 >75% Grass cover, Good, HSG B
488,328 77 Weighted Average
275,196 56.35% Pervious Area
213,132 43.65% Impervious Area
124,351 58.34% Unconnected
Tc
Length
Slope
Velocity
Capacity
Description
(min)
(feet)
(ft/ft)
(ft/sec)
(cfs)
8.4
125
0.0400
0.25
Sheet Flow,
Grass: Short n= 0.150 P2= 3.59"
1.1
140
0.0200
2.14
0.27
Trap/Vee/Rect Channel Flow,
Bot. W =0.00' D=0.10' Z= 25.0 & 0.0 '/' Top. W =2.50'
n= 0.013
0.7
500
0.0300
11.15
19.71
Pipe Channel,
18.0" Round Area= 1.8 sf Perim= 4.7' r= 0.38'
n= 0.012
10.2 765 Total

Legacy at Mills River
22160 Stormwater Analysis Type 1124-hr 10-yr Rainfall=5.06"
Prepared by Civil Design Concepts Printed 10/5/2022
HvdroCAD® 10.20-2f s/n 04679 ©2022 HvdroCAD Software Solutions LLC Paae 22
Subcatchment 3S: POST B
Hydrograph
■ Runoff
0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48
Time (hours)

Legacy at Mills River
22160 Stormwater Analysis Type 1124-hr 10-yr Rainfall=5.06"
Prepared by Civil Design Concepts Printed 10/5/2022
HvdroCAD® 10.20-2f s/n 04679 ©2022 HvdroCAD Software Solutions LLC Paae 23
Summary for Subcatchment 4S: POST C
Runoff = 16.99 cfs @ 11.96 hrs, Volume= 37,647 cf, Depth= 2.59"
Routed to Pond 4P : BIORETENTION 3
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-48.00 hrs, dt= 0.08 hrs
Type II 24-hr 10-yr Rainfall=5.06"
Area (sf) CN Description
24,764
98
Paved roads w/curbs & sewers, HSG B
40,298
98
Unconnected roofs, HSG B
6,975
98
Unconnected concrete, HSG B
102,722
61
>75% Grass cover, Good, HSG B
174,759
76
Weighted Average
102,722
58.78% Pervious Area
72,037
41.22% Impervious Area
47,273
65.62% Unconnected
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
5.0 Direct Entry,
1
1
1
1
1
1
1
1
N 1
3
0
LL
Subcatchment 4S: POST C
Hydrograph
0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48
Time (hours)
■ Runoff

Legacy at Mills River
22160 Stormwater Analysis Type 1124-hr 10-yr Rainfall=5.06"
Prepared by Civil Design Concepts Printed 10/5/2022
HvdroCAD® 10.20-2f s/n 04679 ©2022 HvdroCAD Software Solutions LLC Paae 24
Summary for Subcatchment 5S: POST D
Runoff = 10.44 cfs @ 11.96 hrs, Volume= 23,160 cf, Depth= 2.67"
Routed to Pond 5P : BIORETENTION 4
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-48.00 hrs, dt= 0.08 hrs
Type II 24-hr 10-yr Rainfall=5.06"
Area (sf) CN Description
19,626
98
Paved roads w/curbs & sewers, HSG B
21,011
98
Unconnected roofs, HSG B
5,437
98
Unconnected concrete, HSG B
57,888
61
>75% Grass cover, Good, HSG B
103,962
77
Weighted Average
57,888
55.68% Pervious Area
46,074
44.32% Impervious Area
26,448
57.40% Unconnected
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
5.0 Direct Entry,
0
0
Subcatchment 5S: POST D
Hydrograph
0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48
Time (hours)
■ Runoff

Legacy at Mills River
22160 Stormwater Analysis Type // 24-hr 10-yr Rainfall=5.06"
Prepared by Civil Design Concepts Printed 10/5/2022
HydroCAD® 10.20-2f s/n 04679 © 2022 HydroCAD Software Solutions LLC Page 25
Summary for Pond 2P: BIORETENTION 1
Inflow Area =
689,912 sf,
50.46% Impervious,
Inflow Depth = 2.95" for 10-yr event
Inflow =
69.87 cfs @
12.01 hrs, Volume=
169,331 cf
Outflow =
49.12 cfs @
12.11 hrs, Volume=
160,646 cf, Atten= 30%, Lag= 6.2 min
Primary =
49.12 cfs @
12.11 hrs, Volume=
160,646 cf
Routed to Link 6L : TOTAL
Routing by Stor-Ind method, Time Span= 0.00-48.00 hrs, dt= 0.08 hrs
Peak Elev= 2,116.68' @ 12.11 hrs Surf.Area= 27,115 sf Storage= 61,039 cf
Plug -Flow detention time= 322.3 min calculated for 160,646 cf (95% of inflow)
Center -of -Mass det. time= 293.2 min ( 1,114.7 - 821.5 )
Volume Invert
Avail.Storage Storage Description
#1 2,111.83'
98,649
cf Custom Stage Data (Irregular) Listed below (Recalc)
Elevation Surf.Area Perim. Voids Inc.Store Cum.Store
Wet.Area
(feet)
(sq-ft)
(feet) (%) (cubic -feet) (cubic -feet)
(sq-ft)
2,111.83
23,706
665.4 0.0 0 0
23,706
2,111.84
23,706
665.4 40.0 95 95
23,713
2,112.49
23,706
665.4 40.0 6,164 6,258
24,145
2,112.50
23,706
665.4 20.0 47 6,306
24,152
2,114.99
23,706
665.4 20.0 11,806 18,111
25,809
2,115.00
23,706
665.4 100.0 237 18,348
25,815
2,118.00
29,949
722.0 100.0 80,300 98,649
32,402
Device Routing
Invert
Outlet Devices
#1 Primary
2,111.80'
36.0" Round Culvert
L= 61.0' CPP, square edge headwall, Ke= 0.500
Inlet / Outlet Invert= 2,111.80' / 2,108.00' S= 0.0623 T
Cc= 0.900
n= 0.012, Flow Area= 7.07 sf
#2 Device 1
2,113.00'
6.0" Horiz. Orifice/Grate C= 0.600 Limited to weir flow at low heads
#3 Device 2
2,111.83'
1.000 in/hr Media Filtration over Surface area from 2,111.80' - 2,115.00'
Excluded Surface area = 0 sf
#4 Device 1
2,116.00'
72.0" x 72.0" Horiz. Orifice/Grate C= 0.600
Limited to weir flow at low heads
#5 Primary
2,116.50'
Custom Weir/Orifice, Cv= 2.62 (C= 3.28)
Head (feet) 0.00 1.50
Width (feet) 25.00 34.00
Primary OutFlow Max=44.64 cfs @ 12.11 hrs HW=2,116.64' (Free Discharge)
1=Culvert (Passes 40.44 cfs of 62.17 cfs potential flow)
2=Orifice/Grate (Passes 0.55 cfs of 1.80 cfs potential flow)
L3=Media Filtration (Exfiltration Controls 0.55 cfs)
4=Orifice/Grate (Weir Controls 39.89 cfs @ 2.61 fps)
5=Custom Weir/Orifice (Weir Controls 4.20 cfs @ 1.21 fps)

Legacy at Mills River
22160 Stormwater Analysis Type 1124-hr 10-yr Rainfall=5.06"
Prepared by Civil Design Concepts Printed 10/5/2022
HvdroCAD®10.20-2f s/n 04679 ©2022 HvdroCAD Software Solutions LLC Paae 26
Pond 2P: BIORETENTION 1
Hydrograph
■ Inflow
■ Primary
0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48
Time (hours)

Legacy at Mills River
22160 Stormwater Analysis Type // 24-hr 10-yr Rainfall=5.06"
Prepared by Civil Design Concepts Printed 10/5/2022
HydroCAD® 10.20-2f s/n 04679 © 2022 HydroCAD Software Solutions LLC Page 27
Summary for Pond 3P: BIORETENTION 2
Inflow Area =
488,328 sf,
43.65% Impervious,
Inflow Depth = 2.67" for 10-yr event
Inflow =
43.94 cfs @
12.01 hrs, Volume=
108,786 cf
Outflow =
34.88 cfs @
12.11 hrs, Volume=
103,616 cf, Atten= 21 %, Lag= 5.6 min
Primary =
34.88 cfs @
12.11 hrs, Volume=
103,616 cf
Routed to Link 6L : TOTAL
Routing by Stor-Ind method, Time Span= 0.00-48.00 hrs, dt= 0.08 hrs
Peak Elev= 2,137.59' @ 12.11 hrs Surf.Area= 16,803 sf Storage= 35,404 cf
Plug -Flow detention time= 296.8 min calculated for 103,444 cf (95% of inflow)
Center -of -Mass det. time= 271.5 min ( 1,101.5 - 829.9 )
Volume Invert
Avail.Storage Storage Description
#1 2,132.83'
60,991
cf Custom Stage Data (Irregular) Listed below (Recalc)
Elevation Surf.Area Perim. Voids Inc.Store Cum.Store
Wet.Area
(feet)
(sq-ft)
(feet) (%) (cubic -feet) (cubic -feet)
(sq-ft)
2,132.83
14,118
558.2 0.0 0 0
14,118
2,132.84
14,118
558.2 40.0 56 56
14,124
2,133.49
14,118
558.2 40.0 3,671 3,727
14,486
2,133.50
14,118
558.2 20.0 28 3,755
14,492
2,135.99
14,118
558.2 20.0 7,031 10,786
15,882
2,136.00
14,118
558.2 100.0 141 10,927
15,887
2,139.00
19,397
614.8 100.0 50,063 60,991
21,456
Device Routing
Invert
Outlet Devices
#1 Primary
2,132.80'
36.0" Round Culvert
L= 62.0' CPP, square edge headwall, Ke= 0.500
Inlet / Outlet Invert= 2,132.80' / 2,131.00' S= 0.0290 T
Cc= 0.900
n= 0.012, Flow Area= 7.07 sf
#2 Device 1
2,134.00'
6.0" Horiz. Orifice/Grate C= 0.600 Limited to weir flow at low heads
#3 Device 2
2,132.83'
1.000 in/hr Media Filtration over Surface area from 2,132.80' - 2,136.00'
Excluded Surface area = 0 sf
#4 Device 1
2,137.00'
72.0" x 72.0" Horiz. Orifice/Grate C= 0.600
Limited to weir flow at low heads
Primary OutFlow Max=31.50 cfs @ 12.11 hrs HW=2,137.54' (Free Discharge)
L1=Culvert (Passes 31.50 cfs of 61.27 cfs potential flow)
2=Orifice/Grate (Passes 0.33 cfs of 1.78 cfs potential flow)
L3=Media Filtration (Exfiltration Controls 0.33 cfs)
4=Orifice/Grate (Weir Controls 31.17 cfs @ 2.40 fps)

Legacy at Mills River
22160 Stormwater Analysis Type 1124-hr 10-yr Rainfall=5.06"
Prepared by Civil Design Concepts Printed 10/5/2022
HvdroCAD®10.20-2f s/n 04679 ©2022 HvdroCAD Software Solutions LLC Paae 28
Pond 3P: BIORETENTION 2
Hydrograph
■ Inflow
■ Primary
0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48
Time (hours)

Legacy at Mills River
22160 Stormwater Analysis Type // 24-hr 10-yr Rainfall=5.06"
Prepared by Civil Design Concepts Printed 10/5/2022
HydroCAD® 10.20-2f s/n 04679 © 2022 HydroCAD Software Solutions LLC Page 29
Summary for Pond 4P: BIORETENTION 3
Inflow Area =
174,759 sf,
41.22% Impervious,
Inflow Depth = 2.59" for 10-yr event
Inflow =
16.99 cfs @
11.96 hrs, Volume=
37,647 cf
Outflow =
16.36 cfs @
12.02 hrs, Volume=
35,735 cf, Atten= 4%, Lag= 3.7 min
Primary =
16.36 cfs @
12.02 hrs, Volume=
35,735 cf
Routed to Link
6L : TOTAL
Routing by Stor-Ind method, Time Span= 0.00-48.00 hrs, dt= 0.08 hrs
Peak Elev= 2,153.40' @ 12.02 hrs Surf.Area= 6,535 sf Storage= 12,285 cf
Plug -Flow detention time= 320.2 min calculated for 35,675 cf (95% of inflow)
Center -of -Mass det. time= 293.3 min ( 1,120.9 - 827.6 )
Volume Invert
Avail.Storage Storage Description
#1 2,148.83'
24,017
cf Custom Stage Data (Irregular) Listed below (Recalc)
Elevation Surf.Area
Perim. Voids Inc.Store Cum.Store
Wet.Area
(feet)
(sq-ft)
(feet) (%) (cubic -feet) (cubic -feet)
(sq-ft)
2,148.83
5,224
302.8 0.0 0 0
5,224
2,148.84
5,224
302.8 40.0 21 21
5,227
2,149.49
5,224
302.8 40.0 1,358 1,379
5,424
2,149.50
5,224
302.8 20.0 10 1,390
5,427
2,151.99
5,224
302.8 20.0 2,602 3,991
6,181
2,152.00
5,224
302.8 100.0 52 4,043
6,184
2,155.00
8,203
359.4 100.0 19,973 24,017
9,328
Device Routing
Invert
Outlet Devices
#1 Primary
2,148.80'
24.0" Round Culvert
L= 102.0' CPP, square edge headwall, Ke= 0.500
Inlet / Outlet Invert= 2,148.80' / 2,144.00' S= 0.0471 T
Cc= 0.900
n= 0.012, Flow Area= 3.14 sf
#2 Device 1
2,150.00'
6.0" Horiz. Orifice/Grate C= 0.600 Limited to weir flow at low heads
#3 Device 2
2,148.83'
1.000 in/hr Media Filtration over Surface area from 2,148.80' - 2,152.00'
Excluded Surface area = 0 sf
#4 Device 1
2,153.00'
60.0" x 60.0" Horiz. Orifice/Grate C= 0.600
Limited to weir flow at low heads
Primary OutFlow Max=14.36 cfs @ 12.02 hrs HW=2,153.36' (Free Discharge)
L1=Culvert (Passes 14.36 cfs of 28.55 cfs potential flow)
2=Orifice/Grate (Passes 0.12 cfs of 1.73 cfs potential flow)
L3=Media Filtration (Exfiltration Controls 0.12 cfs)
4=Orifice/Grate (Weir Controls 14.24 cfs @ 1.97 fps)

Legacy at Mills River
22160 Stormwater Analysis Type 1124-hr 10-yr Rainfall=5.06"
Prepared by Civil Design Concepts Printed 10/5/2022
HydroCAD®10.20-2f s/n 04679 ©2022 HydroCAD Software Solutions LLC Page 30
Pond 4P: BIORETENTION 3
1
1
1
1
1
1
1
1
'w 1
w
1
3
0
LL
Hydrograph
0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48
Time (hours)
❑ Inflow
p Primary

Legacy at Mills River
22160 Stormwater Analysis Type // 24-hr 10-yr Rainfall=5.06"
Prepared by Civil Design Concepts Printed 10/5/2022
HydroCAD® 10.20-2f s/n 04679 © 2022 HydroCAD Software Solutions LLC Page 31
Summary for Pond 5P: BIORETENTION 4
Inflow Area =
103,962 sf,
44.32% Impervious,
Inflow Depth = 2.67" for 10-yr event
Inflow =
10.44 cfs @
11.96 hrs, Volume=
23,160 cf
Outflow =
11.77 cfs @
12.01 hrs, Volume=
22,017 cf, Atten= 0%, Lag= 3.2 min
Primary =
11.77 cfs @
12.01 hrs, Volume=
22,017 cf
Routed to Link
6L : TOTAL
Routing by Stor-Ind method, Time Span= 0.00-48.00 hrs, dt= 0.08 hrs
Peak Elev= 2,169.32' @ 12.01 hrs Surf.Area= 4,037 sf Storage= 7,127 cf
Plug -Flow detention time= 315.3 min calculated for 21,981 cf (95% of inflow)
Center -of -Mass det. time= 289.1 min ( 1,114.2 - 825.1 )
Volume Invert
Avail.Storage Storage Description
#1 2,164.83'
15,004
cf Custom Stage Data (Irregular) Listed below (Recalc)
Elevation Surf.Area
Perim. Voids Inc.Store Cum.Store
Wet.Area
(feet)
(sq-ft)
(feet) (%) (cubic -feet) (cubic -feet)
(sq-ft)
2,164.83
3,122
221.6 0.0 0 0
3,122
2,164.84
3,122
221.6 40.0 12 12
3,124
2,165.49
3,122
221.6 40.0 812 824
3,268
2,165.50
3,122
221.6 20.0 6 830
3,270
2,167.99
3,122
221.6 20.0 1,555 2,385
3,822
2,168.00
3,122
221.6 100.0 31 2,416
3,824
2,171.00
5,371
278.1 100.0 12,588 15,004
6,193
Device Routing
Invert
Outlet Devices
#1 Primary
2,164.80'
24.0" Round Culvert
L= 47.0' CPP, square edge headwall, Ke= 0.500
Inlet / Outlet Invert= 2,164.80' / 2,159.00' S= 0.1234'/'
Cc= 0.900
n= 0.012, Flow Area= 3.14 sf
#2 Device 1
2,166.00'
6.0" Horiz. Orifice/Grate C= 0.600 Limited to weir flow at low heads
#3 Device 2
2,164.83'
1.000 in/hr Media Filtration over Surface area from 2,164.80' - 2,168.00'
Excluded Surface area = 0 sf
#4 Device 1
2,169.00'
60.0" x 60.0" Horiz. Orifice/Grate C= 0.600
Limited to weir flow at low heads
Primary OutFlow Max=10.71 cfs @ 12.01 hrs HW=2,169.30' (Free Discharge)
L1=Culvert (Passes 10.71 cfs of 28.29 cfs potential flow)
2=Orifice/Grate (Passes 0.07 cfs of 1.72 cfs potential flow)
L3=Media Filtration (Exfiltration Controls 0.07 cfs)
4=Orifice/Grate (Weir Controls 10.64 cfs @ 1.78 fps)

Legacy at Mills River
22160 Stormwater Analysis Type 1124-hr 10-yr Rainfall=5.06"
Prepared by Civil Design Concepts Printed 10/5/2022
HydroCAD®10.20-2f s/n 04679 ©2022 HydroCAD Software Solutions LLC Page 32
Pond 5P: BIORETENTION 4
I
Hydrograph
0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48
Time (hours)
❑ Inflow
p Primary

Legacy at Mills River
22160 Stormwater Analysis Type/1 24-hr 10-yr Rainfall=5.06"
Prepared by Civil Design Concepts Printed 10/5/2022
HydroCAD® 10.20-2f s/n 04679 © 2022 HydroCAD Software Solutions LLC Page 33
Summary for Link 6L: TOTAL
Inflow Area = 1,456,961 sf, 46.63% Impervious, Inflow Depth = 2.65" for 10-yr event
Inflow = 96.81 cfs @ 12.10 hrs, Volume= 322,014 cf
Primary = 96.81 cfs @ 12.10 hrs, Volume= 322,014 cf, Atten= 0%, Lag= 0.0 min
Primary outflow = Inflow, Time Span= 0.00-48.00 hrs, dt= 0.08 hrs
9
Link 6L: TOTAL
Hydrograph
0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48
Time (hours)
■ Inflow
❑ Primary

APPENDIX M
50-Year Storm Event HydroCAD Output Report

Legacy at Mills River
22160 Stormwater Analysis Type/1 24-hr 50-yr Rainfall=6.70"
Prepared by Civil Design Concepts Printed 10/5/2022
HydroCAD® 10.20-2f s/n 04679 ©2022 HydroCAD Software Solutions LLC Page 34
Summary for Subcatchment 1 S: PRE DEVELOPMENT
Runoff = 93.04 cfs @ 12.12 hrs, Volume= 302,030 cf, Depth= 2.49"
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-48.00 hrs, dt= 0.08 hrs
Type II 24-hr 50-yr Rainfall=6.70"
Area (sf) CN Description
1,456,961 61 Pasture/grassland/range, Good, HSG B
1,456,961 100.00% Pervious Area
Tc Length
Slope
Velocity
Capacity Description
(min) (feet)
(ft/ft)
(ft/sec)
(cfs)
11.1 250
0.0800
0.38
Sheet Flow,
Grass: Short n= 0.150 P2= 3.59"
7.1 679
0.0520
1.60
Shallow Concentrated Flow,
Short Grass Pasture Kv= 7.0 fps
18.2 929 Total
E
Subcatchment 1 S: PRE DEVELOPMENT
Hydrograph
0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48
Time (hours)
■ Runoff

Legacy at Mills River
22160 Stormwater Analysis Type 11 24-hr 50-yr Rainfall=6.70"
Prepared by Civil Design Concepts Printed 10/5/2022
HydroCAD® 10.20-2f s/n 04679 © 2022 HydroCAD Software Solutions LLC Page 35
Summary for Subcatchment 2S: POST A
Runoff = 103.55 cfs @ 12.00 hrs, Volume= 254,025 cf, Depth= 4.42"
Routed to Pond 2P : BIORETENTION 1
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-48.00 hrs, dt= 0.08 hrs
Type II 24-hr 50-yr Rainfall=6.70"
Area (sf) CN Description
128,753 98 Unconnected roofs, HSG B
192,018 98 Paved roads w/curbs & sewers, HSG B
27,360 98 Unconnected concrete, HSG B
341,781 61 >75% Grass cover, Good, HSG B
689,912 80 Weighted Average
341,781 49.54% Pervious Area
348,131 50.46% Impervious Area
156,113 44.84% Unconnected
Tc Length
Slope
Velocity
Capacity Description
(min) (feet)
(ft/ft)
(ft/sec)
(cfs)
8.5 90
0.0200
0.18
Sheet Flow,
Grass: Short n= 0.150 P2= 3.59"
1.1 1,050
0.0400
15.60
49.02 Pipe Channel,
24.0" Round Area= 3.1 sf Perim= 6.3' r= 0.50'
n= 0.012
9.6 1,140 Total

Legacy at Mills River
22160 Stormwater Analysis Type/1 24-hr 50-yr Rainfall=6.70"
Prepared by Civil Design Concepts Printed 10/5/2022
HvdroCAD® 10.20-2f s/n 04679 ©2022 HvdroCAD Software Solutions LLC Paae 36
Subcatchment 2S: POST A
Hydrograph
115
■ Runoff
110
105 103ss ors
100 Type 11::24-hr
95 90 50-yr Rainfall=6.70"
8580 Runoff Area=689,912 sf
75 Runoff Valurne=254 025 cf
70 ..... ...... .
w 65 Runoff Depth 4.42"
55 Flow -Length=1,140'- -
FL: 50 45 T _ 1 c=96 min:::::::::..
40 CN=$0.........
. H
8
0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48
Time (hours)

Legacy at Mills River
22160 Stormwater Analysis Type 11 24-hr 50-yr Rainfall=6.70"
Prepared by Civil Design Concepts Printed 10/5/2022
HydroCAD® 10.20-2f s/n 04679 © 2022 HydroCAD Software Solutions LLC Page 37
Summary for Subcatchment 3S: POST B
Runoff = 66.90 cfs @ 12.01 hrs, Volume= 166,730 cf, Depth= 4.10"
Routed to Pond 3P : BIORETENTION 2
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-48.00 hrs, dt= 0.08 hrs
Type II 24-hr 50-yr Rainfall=6.70"
Area (sf) CN Description
88,781 98 Paved roads w/curbs & sewers, HSG B
111,351 98 Unconnected roofs, HSG B
13,000 98 Unconnected concrete, HSG B
275,196 61 >75% Grass cover, Good, HSG B
488,328 77 Weighted Average
275,196 56.35% Pervious Area
213,132 43.65% Impervious Area
124,351 58.34% Unconnected
Tc
Length
Slope
Velocity
Capacity
Description
(min)
(feet)
(ft/ft)
(ft/sec)
(cfs)
8.4
125
0.0400
0.25
Sheet Flow,
Grass: Short n= 0.150 P2= 3.59"
1.1
140
0.0200
2.14
0.27
Trap/Vee/Rect Channel Flow,
Bot. W =0.00' D=0.10' Z= 25.0 & 0.0 '/' Top. W =2.50'
n= 0.013
0.7
500
0.0300
11.15
19.71
Pipe Channel,
18.0" Round Area= 1.8 sf Perim= 4.7' r= 0.38'
n= 0.012
10.2 765 Total

Legacy at Mills River
22160 Stormwater Analysis Type/1 24-hr 50-yr Rainfall=6.70"
Prepared by Civil Design Concepts Printed 10/5/2022
HydroCAD® 10.20-2f s/n 04679 ©2022 HydroCAD Software Solutions LLC Page 38
Subcatchment 3S: POST B
W
C1
3
0
LL
Hydrograph
0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48
Time (hours)
■ Runoff

Legacy at Mills River
22160 Stormwater Analysis Type/1 24-hr 50-yr Rainfall=6.70"
Prepared by Civil Design Concepts Printed 10/5/2022
HydroCAD® 10.20-2f s/n 04679 ©2022 HydroCAD Software Solutions LLC Page 39
Summary for Subcatchment 4S: POST C
Runoff = 26.01 cfs @ 11.95 hrs, Volume= 58,127 cf, Depth= 3.99"
Routed to Pond 4P : BIORETENTION 3
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-48.00 hrs, dt= 0.08 hrs
Type II 24-hr 50-yr Rainfall=6.70"
Area (sf) CN Description
24,764
98
Paved roads w/curbs & sewers, HSG B
40,298
98
Unconnected roofs, HSG B
6,975
98
Unconnected concrete, HSG B
102,722
61
>75% Grass cover, Good, HSG B
174,759
76
Weighted Average
102,722
58.78% Pervious Area
72,037
41.22% Impervious Area
47,273
65.62% Unconnected
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
5.0 Direct Entry,
Subcatchment 4S: POST C
Hydrograph
■ Runoff
0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48
Time (hours)

Legacy at Mills River
22160 Stormwater Analysis Type/1 24-hr 50-yr Rainfall=6.70"
Prepared by Civil Design Concepts Printed 10/5/2022
HydroCAD® 10.20-2f s/n 04679 ©2022 HydroCAD Software Solutions LLC Page 40
Summary for Subcatchment 5S: POST D
Runoff = 15.84 cfs @ 11.95 hrs, Volume= 35,496 cf, Depth= 4.10"
Routed to Pond 5P : BIORETENTION 4
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-48.00 hrs, dt= 0.08 hrs
Type II 24-hr 50-yr Rainfall=6.70"
Area (sf) CN Description
19,626
98
Paved roads w/curbs & sewers, HSG B
21,011
98
Unconnected roofs, HSG B
5,437
98
Unconnected concrete, HSG B
57,888
61
>75% Grass cover, Good, HSG B
103,962
77
Weighted Average
57,888
55.68% Pervious Area
46,074
44.32% Impervious Area
26,448
57.40% Unconnected
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
5.0 Direct Entry,
Subcatchment 5S: POST D
Hydrograph
■ Runoff
0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48
Time (hours)

22160 Stormwater Analysis
Prepared by Civil Design Concepts
HvdroCAD® 10.20-2f s/n 04679 © 2022 H
Type // 24-hr
roCAD Software Solutions LLC
Legacy at Mills River
50-yr Rainfall=6.70"
Printed 10/5/2022
Paae 41
Summary for Pond 2P: BIORETENTION 1
Inflow Area =
689,912 sf,
50.46% Impervious,
Inflow Depth = 4.42" for 50-yr event
Inflow =
103.55 cfs @
12.00 hrs, Volume=
254,025 cf
Outflow =
90.38 cfs @
12.06 hrs, Volume=
245,339 cf, Atten= 13%, Lag= 3.2 min
Primary =
90.38 cfs @
12.06 hrs, Volume=
245,339 cf
Routed to Link 6L : TOTAL
Routing by Stor-Ind method, Time Span= 0.00-48.00 hrs, dt= 0.08 hrs
Peak Elev= 2,116.94' @ 12.06 hrs Surf.Area= 27,656 sf Storage= 68,072 cf
Plug -Flow detention time= 221.2 min calculated for 245,339 cf (97% of inflow)
Center -of -Mass det. time= 200.9 min ( 1,010.8 - 810.0 )
Volume Invert
Avail.Storage Storage Description
#1 2,111.83'
98,649
cf Custom Stage Data (Irregular) Listed below (Recalc)
Elevation Surf.Area Perim. Voids Inc.Store Cum.Store
Wet.Area
(feet)
(sq-ft)
(feet) (%) (cubic -feet) (cubic -feet)
(sq-ft)
2,111.83
23,706
665.4 0.0 0 0
23,706
2,111.84
23,706
665.4 40.0 95 95
23,713
2,112.49
23,706
665.4 40.0 6,164 6,258
24,145
2,112.50
23,706
665.4 20.0 47 6,306
24,152
2,114.99
23,706
665.4 20.0 11,806 18,111
25,809
2,115.00
23,706
665.4 100.0 237 18,348
25,815
2,118.00
29,949
722.0 100.0 80,300 98,649
32,402
Device Routing
Invert
Outlet Devices
#1 Primary
2,111.80'
36.0" Round Culvert
L= 61.0' CPP, square edge headwall, Ke= 0.500
Inlet / Outlet Invert= 2,111.80' / 2,108.00' S= 0.0623 T
Cc= 0.900
n= 0.012, Flow Area= 7.07 sf
#2 Device 1
2,113.00'
6.0" Horiz. Orifice/Grate C= 0.600 Limited to weir flow at low heads
#3 Device 2
2,111.83'
1.000 in/hr Media Filtration over Surface area from 2,111.80' - 2,115.00'
Excluded Surface area = 0 sf
#4 Device 1
2,116.00'
72.0" x 72.0" Horiz. Orifice/Grate C= 0.600
Limited to weir flow at low heads
#5 Primary
2,116.50'
Custom Weir/Orifice, Cv= 2.62 (C= 3.28)
Head (feet) 0.00 1.50
Width (feet) 25.00 34.00
Primary OutFlow Max=87.37 cfs @ 12.06 hrs HW=2,116.91' (Free Discharge)
1=Culvert (Inlet Controls 64.70 cfs @ 9.15 fps)
2=Orifice/Grate (Passes < 1.87 cfs potential flow)
L3=Media Filtration (Passes < 0.55 cfs potential flow)
4=Orifice/Grate (Passes < 68.56 cfs potential flow)
5=Custom Weir/Orifice (Weir Controls 22.67 cfs @ 2.09 fps)

Legacy at Mills River
22160 Stormwater Analysis Type/1 24-hr 50-yr Rainfall=6.70"
Prepared by Civil Design Concepts Printed 10/5/2022
HvdroCAD® 10.20-2f s/n 04679 ©2022 HvdroCAD Software Solutions LLC Paae 42
Pond 2P: BIORETENTION 1
Hydrograph
❑ Inflow
p Primary
0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48
Time (hours)

22160 Stormwater Analysis
Prepared by Civil Design Concepts
HvdroCAD® 10.20-2f s/n 04679 © 2022 H
Type // 24-hr
roCAD Software Solutions LLC
Legacy at Mills River
50-yr Rainfall=6.70"
Printed 10/5/2022
Summary for Pond 3P: BIORETENTION 2
Inflow Area =
488,328 sf,
43.65% Impervious,
Inflow Depth = 4.10" for 50-yr event
Inflow =
66.90 cfs @
12.01 hrs, Volume=
166,730 cf
Outflow =
60.51 cfs @
12.07 hrs, Volume=
161,561 cf, Atten= 10%, Lag= 3.3 min
Primary =
60.51 cfs @
12.07 hrs, Volume=
161,561 cf
Routed to Link 6L : TOTAL
Routing by Stor-Ind method, Time Span= 0.00-48.00 hrs, dt= 0.08 hrs
Peak Elev= 2,137.84' @ 12.07 hrs Surf.Area= 17,257 sf Storage= 39,748 cf
Plug -Flow detention time= 199.8 min calculated for 161,561 cf (97% of inflow)
Center -of -Mass det. time= 181.4 min ( 999.1 - 817.7 )
Volume Invert
Avail.Storage Storage Description
#1 2,132.83'
60,991
cf Custom Stage Data (Irregular) Listed below (Recalc)
Elevation Surf.Area Perim. Voids Inc.Store Cum.Store
Wet.Area
(feet)
(sq-ft)
(feet) (%) (cubic -feet) (cubic -feet)
(sq-ft)
2,132.83
14,118
558.2 0.0 0 0
14,118
2,132.84
14,118
558.2 40.0 56 56
14,124
2,133.49
14,118
558.2 40.0 3,671 3,727
14,486
2,133.50
14,118
558.2 20.0 28 3,755
14,492
2,135.99
14,118
558.2 20.0 7,031 10,786
15,882
2,136.00
14,118
558.2 100.0 141 10,927
15,887
2,139.00
19,397
614.8 100.0 50,063 60,991
21,456
Device Routing
Invert
Outlet Devices
#1 Primary
2,132.80'
36.0" Round Culvert
L= 62.0' CPP, square edge headwall, Ke= 0.500
Inlet / Outlet Invert= 2,132.80' / 2,131.00' S= 0.0290 T
Cc= 0.900
n= 0.012, Flow Area= 7.07 sf
#2 Device 1
2,134.00'
6.0" Horiz. Orifice/Grate C= 0.600 Limited to weir flow at low heads
#3 Device 2
2,132.83'
1.000 in/hr Media Filtration over Surface area from 2,132.80' - 2,136.00'
Excluded Surface area = 0 sf
#4 Device 1
2,137.00'
72.0" x 72.0" Horiz. Orifice/Grate C= 0.600
Limited to weir flow at low heads
Primary OutFlow Max=58.93 cfs @ 12.07 hrs HW=2,137.82' (Free Discharge)
L1=Culvert (Passes 58.93 cfs of 63.88 cfs potential flow)
2=Orifice/Grate (Passes 0.33 cfs of 1.85 cfs potential flow)
L3=Media Filtration (Exfiltration Controls 0.33 cfs)
4=Orifice/Grate (Weir Controls 58.61 cfs @ 2.97 fps)

Legacy at Mills River
22160 Stormwater Analysis Type/1 24-hr 50-yr Rainfall=6.70"
Prepared by Civil Design Concepts Printed 10/5/2022
HvdroCAD®10.20-2f s/n 04679 ©2022 HvdroCAD Software Solutions LLC Paae 44
Pond 3P: BIORETENTION 2
Hydrograph
■ Inflow
■ Primary
0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48
Time (hours)

22160 Stormwater Analysis
Prepared by Civil Design Concepts
HvdroCAD® 10.20-2f s/n 04679 © 2022 H
Type // 24-hr
roCAD Software Solutions LLC
Legacy at Mills River
50-yr Rainfall=6.70"
Printed 10/5/2022
Summary for Pond 4P: BIORETENTION 3
Inflow Area =
174,759 sf,
41.22% Impervious,
Inflow Depth = 3.99" for 50-yr event
Inflow =
26.01 cfs @
11.95 hrs, Volume=
58,127 cf
Outflow =
25.54 cfs @
11.98 hrs, Volume=
56,215 cf, Atten= 2%, Lag= 1.7 min
Primary =
25.54 cfs @
11.98 hrs, Volume=
56,215 cf
Routed to Link 6L : TOTAL
Routing by Stor-Ind method, Time Span= 0.00-48.00 hrs, dt= 0.08 hrs
Peak Elev= 2,153.53' @ 11.98 hrs Surf.Area= 6,663 sf Storage= 13,134 cf
Plug -Flow detention time= 210.1 min calculated for 56,122 cf (97% of inflow)
Center -of -Mass det. time= 192.5 min ( 1,007.7 - 815.3 )
Volume Invert
Avail.Storage Storage Description
#1 2,148.83'
24,017
cf Custom Stage Data (Irregular) Listed below (Recalc)
Elevation Surf.Area
Perim. Voids Inc.Store Cum.Store
Wet.Area
(feet)
(sq-ft)
(feet) (%) (cubic -feet) (cubic -feet)
(sq-ft)
2,148.83
5,224
302.8 0.0 0 0
5,224
2,148.84
5,224
302.8 40.0 21 21
5,227
2,149.49
5,224
302.8 40.0 1,358 1,379
5,424
2,149.50
5,224
302.8 20.0 10 1,390
5,427
2,151.99
5,224
302.8 20.0 2,602 3,991
6,181
2,152.00
5,224
302.8 100.0 52 4,043
6,184
2,155.00
8,203
359.4 100.0 19,973 24,017
9,328
Device Routing
Invert
Outlet Devices
#1 Primary
2,148.80'
24.0" Round Culvert
L= 102.0' CPP, square edge headwall, Ke= 0.500
Inlet / Outlet Invert= 2,148.80' / 2,144.00' S= 0.0471 T
Cc= 0.900
n= 0.012, Flow Area= 3.14 sf
#2 Device 1
2,150.00'
6.0" Horiz. Orifice/Grate C= 0.600 Limited to weir flow at low heads
#3 Device 2
2,148.83'
1.000 in/hr Media Filtration over Surface area from 2,148.80' - 2,152.00'
Excluded Surface area = 0 sf
#4 Device 1
2,153.00'
60.0" x 60.0" Horiz. Orifice/Grate C= 0.600
Limited to weir flow at low heads
Primary OutFlow Max=24.26 cfs @ 11.98 hrs HW=2,153.51' (Free Discharge)
L1=Culvert (Passes 24.26 cfs of 29.15 cfs potential flow)
2=Orifice/Grate (Passes 0.12 cfs of 1.77 cfs potential flow)
L3=Media Filtration (Exfiltration Controls 0.12 cfs)
4=Orifice/Grate (Weir Controls 24.13 cfs @ 2.35 fps)

Legacy at Mills River
22160 Stormwater Analysis Type/1 24-hr 50-yr Rainfall=6.70"
Prepared by Civil Design Concepts Printed 10/5/2022
HvdroCAD®10.20-2f s/n 04679 ©2022 HvdroCAD Software Solutions LLC Paae 46
Pond 4P: BIORETENTION 3
Hydrograph
■ Inflow
■ Primary
0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48
Time (hours)

22160 Stormwater Analysis
Prepared by Civil Design Concepts
HvdroCAD® 10.20-2f s/n 04679 © 2022 H
Type // 24-hr
roCAD Software Solutions LLC
Legacy at Mills River
50-yr Rainfall=6.70"
Printed 10/5/2022
Paae 47
Summary for Pond 5P: BIORETENTION 4
Inflow Area =
103,962 sf,
44.32% Impervious,
Inflow Depth = 4.10" for 50-yr event
Inflow =
15.84 cfs @
11.95 hrs, Volume=
35,496 cf
Outflow =
15.75 cfs @
11.97 hrs, Volume=
34,353 cf, Atten= 1 %, Lag= 1.1 min
Primary =
15.75 cfs @
11.97 hrs, Volume=
34,353 cf
Routed to Link
6L : TOTAL
Routing by Stor-Ind method, Time Span= 0.00-48.00 hrs, dt= 0.08 hrs
Peak Elev= 2,169.39' @ 11.97 hrs Surf.Area= 4,086 sf Storage= 7,399 cf
Plug -Flow detention time= 210.2 min calculated for 34,353 cf (97% of inflow)
Center -of -Mass det. time= 191.1 min ( 1,004.0 - 812.9 )
Volume Invert
Avail.Storage Storage Description
#1 2,164.83'
15,004
cf Custom Stage Data (Irregular) Listed below (Recalc)
Elevation Surf.Area
Perim. Voids Inc.Store Cum.Store
Wet.Area
(feet)
(sq-ft)
(feet) (%) (cubic -feet) (cubic -feet)
(sq-ft)
2,164.83
3,122
221.6 0.0 0 0
3,122
2,164.84
3,122
221.6 40.0 12 12
3,124
2,165.49
3,122
221.6 40.0 812 824
3,268
2,165.50
3,122
221.6 20.0 6 830
3,270
2,167.99
3,122
221.6 20.0 1,555 2,385
3,822
2,168.00
3,122
221.6 100.0 31 2,416
3,824
2,171.00
5,371
278.1 100.0 12,588 15,004
6,193
Device Routing
Invert
Outlet Devices
#1 Primary
2,164.80'
24.0" Round Culvert
L= 47.0' CPP, square edge headwall, Ke= 0.500
Inlet / Outlet Invert= 2,164.80' / 2,159.00' S= 0.1234'/'
Cc= 0.900
n= 0.012, Flow Area= 3.14 sf
#2 Device 1
2,166.00'
6.0" Horiz. Orifice/Grate C= 0.600 Limited to weir flow at low heads
#3 Device 2
2,164.83'
1.000 in/hr Media Filtration over Surface area from 2,164.80' - 2,168.00'
Excluded Surface area = 0 sf
#4 Device 1
2,169.00'
60.0" x 60.0" Horiz. Orifice/Grate C= 0.600
Limited to weir flow at low heads
Primary OutFlow Max=14.79 cfs @ 11.97 hrs HW=2,169.37' (Free Discharge)
L1=Culvert (Passes 14.79 cfs of 28.58 cfs potential flow)
2=Orifice/Grate (Passes 0.07 cfs of 1.74 cfs potential flow)
L3=Media Filtration (Exfiltration Controls 0.07 cfs)
4=Orifice/Grate (Weir Controls 14.71 cfs @ 1.99 fps)

Legacy at Mills River
22160 Stormwater Analysis Type/1 24-hr 50-yr Rainfall=6.70"
Prepared by Civil Design Concepts Printed 10/5/2022
HvdroCAD®10.20-2f s/n 04679 ©2022 HvdroCAD Software Solutions LLC Paae 48
1
1
1
1
1
1
1
w 1
3
0
LL
Pond 5P: BIORETENTION 4
Hydrograph
0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48
Time (hours)
❑ Inflow
p Primary

Legacy at Mills River
22160 Stormwater Analysis Type 11 24-hr 50-yr Rainfall=6.70"
Prepared by Civil Design Concepts Printed 10/5/2022
HvdroCAD® 10.20-2f s/n 04679 © 2022 HvdroCAD Software Solutions LLC Paoe 49
Summary for Link 6L: TOTAL
Inflow Area = 1,456,961 sf, 46.63% Impervious, Inflow Depth = 4.10" for 50-yr event
Inflow = 184.17 cfs @ 12.04 hrs, Volume= 497,469 cf
Primary = 184.17 cfs @ 12.04 hrs, Volume= 497,469 cf, Atten= 0%, Lag= 0.0 min
Primary outflow = Inflow, Time Span= 0.00-48.00 hrs, dt= 0.08 hrs
N
U
3
0
LL
Link 6L: TOTAL
Hydrograph
0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48
Time (hours)
■ Inflow
❑ Primary

APPENDIX N
50-Year Storm Event
HydroCAD Drawdown Report

22160 Stormwater Analysis Type 11 24-hr
Prepared by Civil Design Concepts
HydroCAD® 10.20-2f s/n 04679 © 2022 HydroCAD Software Solutions LLC
Hydrograph for Pond 2P: BIORETENTION 1
Time
Inflow
Storage
Elevation
Primary
(hours)
(cfs)
(cubic -feet)
(feet)
(cfs)
0.00
0.00
68,124
2,116.94
89.84
0.20
0.00
35,584
2,115.71
0.55
0.40
0.00
35,189
2,115.69
0.55
0.60
0.00
34,794
2,115.67
0.55
0.80
0.00
34,399
2,115.66
0.55
1.00
0.00
34,004
2,115.64
0.55
1.20
0.00
33,608
2,115.63
0.55
1.40
0.00
33,213
2,115.61
0.55
1.60
0.00
32,818
2,115.60
0.55
1.80
0.00
32,423
2,115.58
0.55
2.00
0.00
32,028
2,115.56
0.55
2.20
0.00
31,633
2,115.55
0.55
2.40
0.00
31,238
2,115.53
0.55
2.60
0.00
30,843
2,115.52
0.55
2.80
0.00
30,448
2,115.50
0.55
3.00
0.00
30,053
2,115.48
0.55
3.20
0.00
29,657
2,115.47
0.55
3.40
0.00
29,262
2,115.45
0.55
3.60
0.00
28,867
2,115.44
0.55
3.80
0.00
28,472
2,115.42
0.55
4.00
0.00
28,077
2,115.40
0.55
4.20
0.00
27,682
2,115.39
0.55
4.40
0.00
27,287
2,115.37
0.55
4.60
0.00
26,892
2,115.36
0.55
4.80
0.00
26,497
2,115.34
0.55
5.00
0.00
26,102
2,115.32
0.55
5.20
0.00
25,706
2,115.31
0.55
5.40
0.00
25,311
2,115.29
0.55
5.60
0.00
24,916
2,115.27
0.55
5.80
0.00
24,521
2,115.26
0.55
6.00
0.00
24,126
2,115.24
0.55
6.20
0.00
23,731
2,115.22
0.55
6.40
0.00
23,336
2,115.21
0.55
6.60
0.00
22,941
2,115.19
0.55
6.80
0.00
22,546
2,115.18
0.55
7.00
0.00
22,151
2,115.16
0.55
7.20
0.00
21,755
2,115.14
0.55
7.40
0.00
21,360
2,115.13
0.55
7.60
0.00
20,965
2,115.11
0.55
7.80
0.00
20,570
2,115.09
0.55
8.00
0.00
20,175
2,115.08
0.55
8.20
0.00
19,780
2,115.06
0.55
8.40
0.00
19,385
2,115.04
0.55
8.60
0.00
18,990
2,115.03
0.55
8.80
0.00
18,595
2,115.01
0.55
9.00
0.00
18,200
2,114.99
0.55
9.20
0.00
17,804
2,114.93
0.55
9.40
0.00
17,409
2,114.84
0.55
9.60
0.00
17,014
2,114.76
0.55
9.80
0.00
16,619
2,114.68
0.55
10.00
0.00
16,224
2,114.59
0.55
Legacy at Mills River
50-yr Rainfall=6.70"
Printed 10/4/2022

22160 Stormwater Analysis Type 11 24-hr
Prepared by Civil Design Concepts
HydroCAD® 10.20-2f s/n 04679 © 2022 HydroCAD Software Solutions LLC
Hydrograph for Pond 2P: BIORETENTION 1 (continued)
Time
Inflow
Storage
Elevation
Primary
(hours)
(cfs)
(cubic -feet)
(feet)
(cfs)
10.20
0.00
15,829
2,114.51
0.55
10.40
0.00
15,434
2,114.43
0.55
10.60
0.00
15,039
2,114.34
0.55
10.80
0.00
14,644
2,114.26
0.55
11.00
0.00
14,249
2,114.18
0.55
11.20
0.00
13,853
2,114.09
0.55
11.40
0.00
13,458
2,114.01
0.55
11.60
0.00
13,063
2,113.93
0.55
11.80
0.00
12,668
2,113.84
0.55
12.00
0.00
12,273
2,113.76
0.55
12.20
0.00
11,878
2,113.68
0.55
12.40
0.00
11,483
2,113.59
0.55
12.60
0.00
11,088
2,113.51
0.55
12.80
0.00
10,693
2,113.43
0.55
13.00
0.00
10,301
2,113.34
0.54
13.20
0.00
9,933
2,113.26
0.49
13.40
0.00
9,607
2,113.20
0.42
13.60
0.00
9,356
2,113.14
0.28
13.80
0.00
9,187
2,113.11
0.19
14.00
0.00
9,074
2,113.08
0.13
14.20
0.00
8,994
2,113.07
0.09
14.40
0.00
8,936
2,113.05
0.07
14.60
0.00
8,890
2,113.05
0.06
14.80
0.00
8,852
2,113.04
0.05
15.00
0.00
8,821
2,113.03
0.04
15.20
0.00
8,796
2,113.03
0.03
15.40
0.00
8,776
2,113.02
0.03
15.60
0.00
8,759
2,113.02
0.02
15.80
0.00
8,745
2,113.01
0.02
16.00
0.00
8,734
2,113.01
0.01
16.20
0.00
8,725
2,113.01
0.01
16.40
0.00
8,718
2,113.01
0.01
16.60
0.00
8,712
2,113.01
0.01
16.80
0.00
8,707
2,113.01
0.01
17.00
0.00
8,703
2,113.01
0.00
17.20
0.00
8,700
2,113.00
0.00
17.40
0.00
8,697
2,113.00
0.00
17.60
0.00
8,695
2,113.00
0.00
17.80
0.00
8,693
2,113.00
0.00
18.00
0.00
8,692
2,113.00
0.00
Legacy at Mills River
50-yr Rainfall=6.70"
Printed 10/4/2022
Paae 2

22160 Stormwater Analysis Type 11 24-hr
Prepared by Civil Design Concepts
HydroCAD® 10.20-2f s/n 04679 © 2022 HydroCAD Software Solutions LLC
Hydrograph for Pond 3P: BIORETENTION 2
Time
Inflow
Storage
Elevation
Primary
(hours)
(cfs)
(cubic -feet)
(feet)
(cfs)
0.00
0.00
39,744
2,137.84
60.75
0.20
0.00
17,757
2,136.47
0.33
0.40
0.00
17,522
2,136.46
0.33
0.60
0.00
17,287
2,136.44
0.33
0.80
0.00
17,051
2,136.42
0.33
1.00
0.00
16,816
2,136.41
0.33
1.20
0.00
16,581
2,136.39
0.33
1.40
0.00
16,346
2,136.38
0.33
1.60
0.00
16,110
2,136.36
0.33
1.80
0.00
15,875
2,136.34
0.33
2.00
0.00
15,640
2,136.33
0.33
2.20
0.00
15,404
2,136.31
0.33
2.40
0.00
15,169
2,136.30
0.33
2.60
0.00
14,934
2,136.28
0.33
2.80
0.00
14,698
2,136.26
0.33
3.00
0.00
14,463
2,136.25
0.33
3.20
0.00
14,228
2,136.23
0.33
3.40
0.00
13,993
2,136.21
0.33
3.60
0.00
13,757
2,136.20
0.33
3.80
0.00
13,522
2,136.18
0.33
4.00
0.00
13,287
2,136.17
0.33
4.20
0.00
13,051
2,136.15
0.33
4.40
0.00
12,816
2,136.13
0.33
4.60
0.00
12,581
2,136.12
0.33
4.80
0.00
12,345
2,136.10
0.33
5.00
0.00
12,110
2,136.08
0.33
5.20
0.00
11,875
2,136.07
0.33
5.40
0.00
11,640
2,136.05
0.33
5.60
0.00
11,404
2,136.03
0.33
5.80
0.00
11,169
2,136.02
0.33
6.00
0.00
10,934
2,136.00
0.33
6.20
0.00
10,698
2,135.96
0.33
6.40
0.00
10,463
2,135.88
0.33
6.60
0.00
10,228
2,135.79
0.33
6.80
0.00
9,992
2,135.71
0.33
7.00
0.00
9,757
2,135.63
0.33
7.20
0.00
9,522
2,135.54
0.33
7.40
0.00
9,287
2,135.46
0.33
7.60
0.00
9,051
2,135.38
0.33
7.80
0.00
8,816
2,135.29
0.33
8.00
0.00
8,581
2,135.21
0.33
8.20
0.00
8,345
2,135.13
0.33
8.40
0.00
8,110
2,135.04
0.33
8.60
0.00
7,875
2,134.96
0.33
8.80
0.00
7,639
2,134.88
0.33
9.00
0.00
7,404
2,134.79
0.33
9.20
0.00
7,169
2,134.71
0.33
9.40
0.00
6,934
2,134.63
0.33
9.60
0.00
6,698
2,134.54
0.33
9.80
0.00
6,463
2,134.46
0.33
10.00
0.00
6,228
2,134.38
0.33
Legacy at Mills River
50-yr Rainfall=6.70"
Printed 10/4/2022

22160 Stormwater Analysis Type 11 24-hr
Prepared by Civil Design Concepts
HydroCAD® 10.20-2f s/n 04679 © 2022 HydroCAD Software Solutions LLC
Hydrograph for Pond 3P: BIORETENTION 2 (continued)
Time
Inflow
Storage
Elevation
Primary
(hours)
(cfs)
(cubic -feet)
(feet)
(cfs)
10.20
0.00
5,992
2,134.29
0.33
10.40
0.00
5,757
2,134.21
0.33
10.60
0.00
5,551
2,134.14
0.25
10.80
0.00
5,413
2,134.09
0.14
11.00
0.00
5,336
2,134.06
0.08
11.20
0.00
5,288
2,134.04
0.05
11.40
0.00
5,254
2,134.03
0.04
11.60
0.00
5,231
2,134.02
0.03
11.80
0.00
5,214
2,134.02
0.02
12.00
0.00
5,202
2,134.01
0.01
12.20
0.00
5,193
2,134.01
0.01
12.40
0.00
5,187
2,134.01
0.01
12.60
0.00
5,183
2,134.01
0.00
12.80
0.00
5,180
2,134.00
0.00
13.00
0.00
5,178
2,134.00
0.00
13.20
0.00
5,176
2,134.00
0.00
13.40
0.00
5,175
2,134.00
0.00
13.60
0.00
5,174
2,134.00
0.00
13.80
0.00
5,174
2,134.00
0.00
14.00
0.00
5,173
2,134.00
0.00
14.20
0.00
5,173
2,134.00
0.00
14.40
0.00
5,173
2,134.00
0.00
14.60
0.00
5,172
2,134.00
0.00
14.80
0.00
5,172
2,134.00
0.00
15.00
0.00
5,172
2,134.00
0.00
15.20
0.00
5,171
2,134.00
0.00
15.40
0.00
5,171
2,134.00
0.00
15.60
0.00
5,171
2,134.00
0.00
15.80
0.00
5,171
2,134.00
0.00
16.00
0.00
5,170
2,134.00
0.00
16.20
0.00
5,170
2,134.00
0.00
16.40
0.00
5,170
2,134.00
0.00
16.60
0.00
5,170
2,134.00
0.00
16.80
0.00
5,170
2,134.00
0.00
17.00
0.00
5,170
2,134.00
0.00
17.20
0.00
5,169
2,134.00
0.00
17.40
0.00
5,169
2,134.00
0.00
17.60
0.00
5,169
2,134.00
0.00
17.80
0.00
5,169
2,134.00
0.00
18.00
0.00
5,169
2,134.00
0.00
Legacy at Mills River
50-yr Rainfall=6.70"
Printed 10/4/2022
Paae 4

22160 Stormwater Analysis Type 11 24-hr
Prepared by Civil Design Concepts
HydroCAD® 10.20-2f s/n 04679 © 2022 HydroCAD Software Solutions LLC
Hydrograph for Pond 4P: BIORETENTION 3
Time
Inflow
Storage
Elevation
Primary
(hours)
(cfs)
(cubic -feet)
(feet)
(cfs)
0.00
0.00
13,112
2,153.53
25.36
0.20
0.00
3,941
2,151.94
0.12
0.40
0.00
3,854
2,151.86
0.12
0.60
0.00
3,767
2,151.78
0.12
0.80
0.00
3,680
2,151.69
0.12
1.00
0.00
3,592
2,151.61
0.12
1.20
0.00
3,505
2,151.53
0.12
1.40
0.00
3,418
2,151.44
0.12
1.60
0.00
3,331
2,151.36
0.12
1.80
0.00
3,244
2,151.28
0.12
2.00
0.00
3,157
2,151.19
0.12
2.20
0.00
3,070
2,151.11
0.12
2.40
0.00
2,983
2,151.03
0.12
2.60
0.00
2,896
2,150.94
0.12
2.80
0.00
2,809
2,150.86
0.12
3.00
0.00
2,722
2,150.78
0.12
3.20
0.00
2,635
2,150.69
0.12
3.40
0.00
2,548
2,150.61
0.12
3.60
0.00
2,461
2,150.53
0.12
3.80
0.00
2,374
2,150.44
0.12
4.00
0.00
2,286
2,150.36
0.12
4.20
0.00
2,199
2,150.28
0.12
4.40
0.00
2,112
2,150.19
0.12
4.60
0.00
2,028
2,150.11
0.11
4.80
0.00
1,965
2,150.05
0.06
5.00
0.00
1,933
2,150.02
0.02
5.20
0.00
1,921
2,150.01
0.01
5.40
0.00
1,916
2,150.00
0.00
5.60
0.00
1,915
2,150.00
0.00
5.80
0.00
1,914
2,150.00
0.00
6.00
0.00
1,914
2,150.00
0.00
6.20
0.00
1,914
2,150.00
0.00
6.40
0.00
1,913
2,150.00
0.00
6.60
0.00
1,913
2,150.00
0.00
6.80
0.00
1,913
2,150.00
0.00
7.00
0.00
1,913
2,150.00
0.00
7.20
0.00
1,913
2,150.00
0.00
7.40
0.00
1,913
2,150.00
0.00
7.60
0.00
1,912
2,150.00
0.00
7.80
0.00
1,912
2,150.00
0.00
8.00
0.00
1,912
2,150.00
0.00
8.20
0.00
1,912
2,150.00
0.00
8.40
0.00
1,912
2,150.00
0.00
8.60
0.00
1,912
2,150.00
0.00
8.80
0.00
1,912
2,150.00
0.00
9.00
0.00
1,912
2,150.00
0.00
9.20
0.00
1,912
2,150.00
0.00
9.40
0.00
1,912
2,150.00
0.00
9.60
0.00
1,912
2,150.00
0.00
9.80
0.00
1,912
2,150.00
0.00
10.00
0.00
1,912
2,150.00
0.00
Legacy at Mills River
50-yr Rainfall=6.70"
Printed 10/4/2022

22160 Stormwater Analysis Type 11 24-hr
Prepared by Civil Design Concepts
HydroCAD® 10.20-2f s/n 04679 © 2022 HydroCAD Software Solutions LLC
Hydrograph for Pond 4P: BIORETENTION 3 (continued)
Time
Inflow
Storage
Elevation
Primary
(hours)
(cfs)
(cubic -feet)
(feet)
(cfs)
10.20
0.00
1,912
2,150.00
0.00
10.40
0.00
1,912
2,150.00
0.00
10.60
0.00
1,912
2,150.00
0.00
10.80
0.00
1,912
2,150.00
0.00
11.00
0.00
1,912
2,150.00
0.00
11.20
0.00
1,912
2,150.00
0.00
11.40
0.00
1,912
2,150.00
0.00
11.60
0.00
1,912
2,150.00
0.00
11.80
0.00
1,912
2,150.00
0.00
12.00
0.00
1,912
2,150.00
0.00
12.20
0.00
1,912
2,150.00
0.00
12.40
0.00
1,912
2,150.00
0.00
12.60
0.00
1,912
2,150.00
0.00
12.80
0.00
1,912
2,150.00
0.00
13.00
0.00
1,912
2,150.00
0.00
13.20
0.00
1,912
2,150.00
0.00
13.40
0.00
1,912
2,150.00
0.00
13.60
0.00
1,912
2,150.00
0.00
13.80
0.00
1,912
2,150.00
0.00
14.00
0.00
1,912
2,150.00
0.00
14.20
0.00
1,912
2,150.00
0.00
14.40
0.00
1,912
2,150.00
0.00
14.60
0.00
1,912
2,150.00
0.00
14.80
0.00
1,912
2,150.00
0.00
15.00
0.00
1,912
2,150.00
0.00
15.20
0.00
1,912
2,150.00
0.00
15.40
0.00
1,912
2,150.00
0.00
15.60
0.00
1,912
2,150.00
0.00
15.80
0.00
1,912
2,150.00
0.00
16.00
0.00
1,912
2,150.00
0.00
16.20
0.00
1,912
2,150.00
0.00
16.40
0.00
1,912
2,150.00
0.00
16.60
0.00
1,912
2,150.00
0.00
16.80
0.00
1,912
2,150.00
0.00
17.00
0.00
1,912
2,150.00
0.00
17.20
0.00
1,912
2,150.00
0.00
17.40
0.00
1,912
2,150.00
0.00
17.60
0.00
1,912
2,150.00
0.00
17.80
0.00
1,912
2,150.00
0.00
18.00
0.00
1,912
2,150.00
0.00
Legacy at Mills River
50-yr Rainfall=6.70"
Printed 10/4/2022

22160 Stormwater Analysis Type 11 24-hr
Prepared by Civil Design Concepts
HydroCAD® 10.20-2f s/n 04679 © 2022 HydroCAD Software Solutions LLC
Hydrograph for Pond 5P: BIORETENTION 4
Time
Inflow
Storage
Elevation
Primary
(hours)
(cfs)
(cubic -feet)
(feet)
(cfs)
0.00
0.00
7,413
2,169.39
16.00
0.20
0.00
1,626
2,166.77
0.07
0.40
0.00
1,574
2,166.69
0.07
0.60
0.00
1,522
2,166.61
0.07
0.80
0.00
1,470
2,166.52
0.07
1.00
0.00
1,418
2,166.44
0.07
1.20
0.00
1,366
2,166.36
0.07
1.40
0.00
1,314
2,166.27
0.07
1.60
0.00
1,262
2,166.19
0.07
1.80
0.00
1,210
2,166.11
0.07
2.00
0.00
1,168
2,166.04
0.05
2.20
0.00
1,149
2,166.01
0.01
2.40
0.00
1,145
2,166.00
0.00
2.60
0.00
1,144
2,166.00
0.00
2.80
0.00
1,144
2,166.00
0.00
3.00
0.00
1,143
2,166.00
0.00
3.20
0.00
1,143
2,166.00
0.00
3.40
0.00
1,143
2,166.00
0.00
3.60
0.00
1,143
2,166.00
0.00
3.80
0.00
1,143
2,166.00
0.00
4.00
0.00
1,143
2,166.00
0.00
4.20
0.00
1,143
2,166.00
0.00
4.40
0.00
1,143
2,166.00
0.00
4.60
0.00
1,143
2,166.00
0.00
4.80
0.00
1,143
2,166.00
0.00
5.00
0.00
1,143
2,166.00
0.00
5.20
0.00
1,143
2,166.00
0.00
5.40
0.00
1,143
2,166.00
0.00
5.60
0.00
1,143
2,166.00
0.00
5.80
0.00
1,143
2,166.00
0.00
6.00
0.00
1,143
2,166.00
0.00
6.20
0.00
1,143
2,166.00
0.00
6.40
0.00
1,143
2,166.00
0.00
6.60
0.00
1,143
2,166.00
0.00
6.80
0.00
1,143
2,166.00
0.00
7.00
0.00
1,143
2,166.00
0.00
7.20
0.00
1,143
2,166.00
0.00
7.40
0.00
1,143
2,166.00
0.00
7.60
0.00
1,143
2,166.00
0.00
7.80
0.00
1,143
2,166.00
0.00
8.00
0.00
1,143
2,166.00
0.00
8.20
0.00
1,143
2,166.00
0.00
8.40
0.00
1,143
2,166.00
0.00
8.60
0.00
1,143
2,166.00
0.00
8.80
0.00
1,143
2,166.00
0.00
9.00
0.00
1,143
2,166.00
0.00
9.20
0.00
1,143
2,166.00
0.00
9.40
0.00
1,143
2,166.00
0.00
9.60
0.00
1,143
2,166.00
0.00
9.80
0.00
1,143
2,166.00
0.00
10.00
0.00
1,143
2,166.00
0.00
Legacy at Mills River
50-yr Rainfall= 6.70 "
Printed 10/4/2022
Paae 7