SWA000195_Stormwater Report_20230710

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
OWNER
Blue Ridge Retirement Partners, LLC
70 Peachtree Rd, Ste 210
Asheville,NC 28801
Contact: Rick Grant
[phone]
ENGINEER
Mic o.el Cain, PE
,sN CARO //„
Q goy ,
SEAL -j17
047788 l/
- ';/°°FNGINEE�°° „
//,ygEL j.G
August 04, 2022
Rev: Oct. 05, 2022
Rev: June 6, 2023
Civil
Design
Concepts,PA
168 Patton Avenue,Asheville,NC 28801
828-252-5388

Hydrology and Erosion Control Study Page 2
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

Hydrology and Erosion Control Study Page 3
Legacy at Mills River
1.0 INTRODUCTION
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 Page 4
Legacy at Mills River
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 3.3D.

Hydrology and Erosion Control Study Page 5
Legacy at Mills River
Table 3.3A: Bioretention Cell 1 Staging Analysis
Modeled Staging Top of Stormwater
Storm Elevation Detention Basin Freeboard
Event (feet) (feet) (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 Staging Top of Stormwater
Storm Elevation Detention Basin Freeboard
Event (feet) (feet) (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 Staging Top of Stormwater
Storm Elevation Detention Basin Freeboard
Event (feet) (feet) (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 Staging Top of Stormwater
Storm Elevation Detention Basin Freeboard
Event (feet) (feet) (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

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Parcels System/Geographic Information System Survey in North Carolina (21 NCAC 56.1608).

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BOOK 3087 PAGE 448 (3)
867914 11111111111111111
This document presented and filed:
08/03/2017 10:12:24 AM
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 k
This North Carolina General Warranty Deed is made as of this 2"d 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 Exhibit A attached hereto and 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. Page
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.I.C".

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 fee simple.
And the Grantor covenants with the Grantee. that the Grantor is seized of the premises in fee
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 Investm t Grou , LL
A North Caro ' i ite iabi t com ny
By: Ri hard A. rant anager
State of North Carolina,County of Buncombe
1 certify that the following person(s)personally appeared before 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 12017 "11,!
John R. R Notary Public
My Commission expires:
4-21-2021
•••,,,,,,,•,1,111,1,,,,,,,�
JOHN ,,.
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Book 3087
Page 450
Exhibit 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 Book
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--2477

APPENDIX B
USDA NCRS Soils Report

USDA United States A product of the National Custom Soil Resource
Department of Cooperative Soil Survey,
Agriculture a joint effort of the United Report for
States Department of
RC S Agriculture and other Henderson County
Federal agencies, State
Naturalagencies including the North Carolina
Resources Agricultural Experiment
Conservation Stations, and local
Service participants Legacy at Mills River
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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.nrcs.usda.gov/wps/
portal/nrcs/main/soils/health/) and certain conservation and engineering
applications. For more detailed information, contact your local USDA Service Center
(https://offices.sc.egov.usda.gov/locator/app?agency=nrcs)or your NRCS State Soil
Scientist(http://www.nres.usda.gov/wps/portal/nres/detail/soils/contactus/?
cid=nrcs142p2_053951).
Great differences in soil properties can occur within short distances. Some soils are
seasonally wet or subject to flooding. Some are too unstable to be used as a
foundation for buildings or roads. Clayey or wet soils are poorly suited to use as
septic tank absorption fields. A high water table makes a soil poorly suited to
basements or underground installations.
The National Cooperative Soil Survey is a joint effort of the United States
Department of Agriculture and other Federal agencies, State agencies including the
Agricultural Experiment Stations, and local agencies. The Natural Resources
Conservation Service (NRCS) has leadership for the Federal part of the National
Cooperative Soil Survey.
Information about soils is updated periodically. Updated information is available
through the NRCS Web Soil Survey, the site for official soil survey information.
The U.S. Department of Agriculture (USDA) prohibits discrimination in all its
programs and activities on the basis of race, color, national origin, age, disability,
and where applicable, sex, marital status, familial status, parental status, religion,
sexual orientation, genetic information, political beliefs, reprisal, or because all or a
part of an individual's income is derived from any public assistance program. (Not
all prohibited bases apply to all programs.) Persons with disabilities who require
2

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

Contents
Preface 2
Soil Map 5
Soil Map 6
Legend 7
Map Unit Legend 8
Map Unit Descriptions 8
Henderson County, North Carolina 11
BaB—Bradson gravelly loam, 2 to 7 percent slopes 11
BaC—Bradson gravelly loam, 7 to 15 percent slopes 12
DeA—Delanco (dillard) loam, 0 to 2 percent slopes 13
DeB—Delanco (dillard) loam, 2 to 7 percent slopes 14
FaC—Fannin silt loam, 7 to 15 percent slopes 15
FaE—Fannin silt loam, 15 to 25 percent slopes 16
HyC—Hayesville loam, 7 to 15 percent slopes 17
TaF—Talladega silt loam, 25 to 45 percent slopes (brownwood) 18
TeB—Tate fine sandy loam, 2 to 7 percent slopes 19
To—Toxaway silt loam 20
W—Water 21
References 22
4

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

Custom Soil Resource Report
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6

Custom Soil Resource Report
MAP LEGEND MAP INFORMATION
Area of Interest(AOI) 14 Spoil Area The soil surveys that comprise your AOI were mapped at
Area of Interest(AOI) 1:20,000.
Q Stony Spot
Soilsit Very Stony Spot
Soil Map Unit Polygons Warning:Soil Map may not be valid at this scale.
V. Wet Spot
,..,. Soil Map Unit Lines Enlargement of maps beyond the scale of mapping can cause
p Other misunderstandingof the detail of mapping and accuracyof soil
p Soil Map Unit Points pp 9
.� Special Line Features line placement.The maps do not show the small areas of
Special Point Features contrasting soils that could have been shown at a more detailed
Blowout Water Features scale.
Streams and Canals
kg Borrow Pit
Transportation Please rely on the bar scale on each map sheet for map
* clay Spot 1.44 Rails measurements.
0 Closed Depression
pu/ Interstate Highways
Gravel Pit Source of Map: Natural Resources Conservation Service
ti US Routes Web Soil Survey URL:
Gravelly Spot Major Roads Coordinate System: Web Mercator(EPSG:3857)
® Landfill Local Roads Maps from the Web Soil Survey are based on the Web Mercator
• Lava Flow Background projection,which preserves direction and shape but distorts
distance and area.A projection that preserves area,such as the
46 Marsh or swamp Aerial Photography Albers equal-area conic projection,should be used if more
It Mine or Quarry accurate calculations of distance or area are required.
4 Miscellaneous Water This product is generated from the USDA-NRCS certified data as
O Perennial Water of the version date(s)listed below.
v Rock Outcrop Soil Survey Area: Henderson County, North Carolina
+ Saline Spot Survey Area Data: Version 22,Jan 21,2022
Sandy Spot Soil map units are labeled(as space allows)for map scales
Severely Eroded Spot 1:50,000 or larger.
• Sinkhole Date(s)aerial images were photographed: May 3,2020—May 7,
31 Slide or Slip 2020
oa Sodic Spot The orthophoto or other base map on which the soil lines were
compiled and digitized probably differs from the background
imagery displayed on these maps.As a result,some minor
shifting of map unit boundaries may be evident.
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Custom Soil Resource Report
Map Unit Legend
Map Unit Symbol Map Unit Name Acres in AOI Percent of AOI
BaB Bradson gravelly loam,2 to 7 57.8 17.9%
percent slopes
BaC Bradson gravelly loam,7 to 15 83.0 25.8%
percent slopes
DeA Delanco(dillard)loam,0 to 2 22.5 7.0%
percent slopes
DeB Delanco(dillard)loam,2 to 7 5.4 1.7%
percent slopes
FaC Fannin silt loam,7 to 15 percent 90.5 28.1%
slopes
FaE Fannin silt loam, 15 to 25 34.9 10.8%
percent slopes
HyC Hayesville loam,7 to 15 percent 17.3 5.4%
slopes
TaF Talladega silt loam,25 to 45 1.4 0.4%
percent slopes(brownwood)
TeB Tate fine sandy loam,2 to 7 0.0 0.0%
percent slopes
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
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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
landform segments that have similar use and management requirements. The
delineation of such segments on the map provides sufficient information for the
development of resource plans. If intensive use of small areas is planned, however,
onsite investigation is needed to define and locate the soils and miscellaneous
areas.
An identifying symbol precedes the map unit name in the map unit descriptions.
Each description includes general facts about the unit and gives important soil
properties and qualities.
Soils that have profiles that are almost alike make up a soil series. Except for
differences in texture of the surface layer, all the soils of a series have major
horizons that are similar in composition, thickness, and arrangement.
Soils of one series can differ in texture of the surface layer, slope, stoniness,
salinity, degree of erosion, and other characteristics that affect their use. On the
basis of such differences, a soil series is divided into soil phases. Most of the areas
shown on the detailed soil maps are phases of soil series. The name of a soil phase
commonly indicates a feature that affects use or management. For example, Alpha
silt loam, 0 to 2 percent slopes, is a phase of the Alpha series.
Some map units are made up of two or more major soils or miscellaneous areas.
These map units are complexes, associations, or undifferentiated groups.
A complex consists of two or more soils or miscellaneous areas in such an intricate
pattern or in such small areas that they cannot be shown separately on the maps.
The pattern and proportion of the soils or miscellaneous areas are somewhat similar
in all areas. Alpha-Beta complex, 0 to 6 percent slopes, is an example.
An association is made up of two or more geographically associated soils or
miscellaneous areas that are shown as one unit on the maps. Because of present
or anticipated uses of the map units in the survey area, it was not considered
practical or necessary to map the soils or miscellaneous areas separately. The
pattern and relative proportion of the soils or miscellaneous areas are somewhat
similar. Alpha-Beta association, 0 to 2 percent slopes, is an example.
An undifferentiated group is made up of two or more soils or miscellaneous areas
that could be mapped individually but are mapped as one unit because similar
interpretations can be made for use and management. The pattern and proportion
of the soils or miscellaneous areas in a mapped area are not uniform. An area can
be made up of only one of the major soils or miscellaneous areas, or it can be made
up of all of them. Alpha and Beta soils, 0 to 2 percent slopes, is an example.
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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.
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Custom Soil Resource Report
Henderson County, North Carolina
BaB—Bradson gravelly loam, 2 to 7 percent slopes
Map Unit Setting
National map unit symbol: Ic10
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
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Custom Soil Resource Report
BaC—Bradson gravelly loam, 7 to 15 percent slopes
Map Unit Setting
National map unit symbol: Ic11
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
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Custom Soil Resource Report
DeA—Delanco (dillard) loam, 0 to 2 percent slopes
Map Unit Setting
National map unit symbol: Ic1 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
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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: Ic1 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
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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: Ic1 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
B- 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
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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: Ic1 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
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Custom Soil Resource Report
HyC—Hayesville loam, 7 to 15 percent slopes
Map Unit Setting
National map unit symbol: I c 1 t
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
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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
Brown wood, 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
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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
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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)
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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.nrcs.usda.gov/wps/portal/nrcs/detail/soils/
home/?cid=nres142p2_053374
United States Department of Agriculture, Natural Resources Conservation Service.
National range and pasture handbook. http://www.nres.usda.gov/wps/portal/nres/
detail/national/landuse/rangepasture/?cid=stelprdb1043084
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Custom Soil Resource Report
United States Department of Agriculture, Natural Resources Conservation Service.
National soil survey handbook, title 430-VI. http://www.nres.usda.gov/wps/portal/
nres/detail/soils/scientists/?cid=nres142p2_054242
United States Department of Agriculture, Natural Resources Conservation Service.
2006. Land resource regions and major land resource areas of the United States,
the Caribbean, and the Pacific Basin. U.S. Department of Agriculture Handbook
296. http://www.nres.usda.gov/wps/portal/nres/detail/national/soils/?
cid=nres142p2_053624
United States Department of Agriculture, Soil Conservation Service. 1961. Land
capability classification. U.S. Department of Agriculture Handbook 210. http://
www.nrcs.usda.gov/Internet/FSE_DOCUMENTS/nrcs142p2_052290.pdf
23

APPENDIX C
NOAA Rainfall Data

2/3/22,2:35 PM Precipitation Frequency Data Server
NOAA Atlas 14,Volume 2,Version 3
` `°S. Location name: Mills River,North Carolina, USA* ,{"/
S 0HF
"_ Latitude:35.3993°,Longitude: -82.5427° �
Elevation:2074.04 ft** � d
�,,�.'' *source:ESRI Maps,.�
**source:USGS
POINT PRECIPITATION FREQUENCY ESTIMATES
G.M.Bonnin,D.Martin,B.Lin,T.Parzybok,M.Yekta,and D.Riley
NOAA,National Weather Service,Silver Spring,Maryland
PF tabular I PF graphical I Maps & aerials
PF tabular
PDS-based point precipitation frequency estimates with 90% confidence intervals (in inches)1
Average recurrence interval(years)
Duration
1 2 5 10 25 50 100 200 500 1000
5-min 0.368 0.438 0.525 0.591 0.677 0.743 0.809 0.874 0.960 1.03
(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)
10-min 0.588 0.701 0.841 0.946 1.08 1.18 1.29 1.39 1.52 1.62
(0.530-0.654) (0.633-0.779) (0.758-0.934) (0.849-1.05) (0.962-1.19) (1.05-1.31) (1.13-1.42) (1.22-1.54) (1.32-1.70) (1.39-1.82)
15-min 0.735 0.881 1.06 1.20 1.37 1.50 1.62 1.75 1.91 2.03
(0.663-0.818) (0.796-0.979) (0.959-1.18) (1.07-1.33) (1.22-1.51) (1.33-1.66) (1.43-1.80) (1.53-1.94) (1.66-2.14) (1.74-2.29)
30-min 1.01 1.22 1.51 1.73 2.03 2.26 2.49 2.72 3.04 3.29
(0.909-1.12) (1.10-1.35) (1.36-1.68) (1.56-1.92) (1.81-2.24) (2.00-2.49) (2.19-2.76) (2.39-3.03) (2.64-3.40) (2.82-3.70)
60-min 1.26 1.53 1.94 2.26 2.70 3.06 3.43 3.82 4.36 4.81
(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)
2-hr 1.48 1.79 2.26 2.63 3.16 3.58 4.03 4.51 5.19 5.73
(1.33-1.64) (1.61-1.98) (2.03-2.50) (2.35-2.91) (2.80-3.50) (3.16-3.97) (3.54-4.48) (3.92-5.01) (4.45-5.79) (4.87-6.44)
3-hr 1.59 1.91 2.39 2.79 3.37 3.85 4.37 4.93 5.73 6.40
(1.43-1.77) (1.72-2.13) (2.15-2.66) (2.50-3.10) (2.99-3.74) (3.39-4.28) (3.81-4.86) (4.25-5.49) (4.88-6.44) (5.38-7.22)
6-hr 2.00 2.39 2.94 3.42 4.11 4.70 5.34 6.03 7.05 7.91
(1.83-2.21) (2.18-2.62) (2.68-3.23) (3.10-3.76) (3.70-4.52) (4.19-5.16) (4.71-5.88) (5.27-6.66) (6.05-7.82) (6.70-8.82)
12-hr 2.52 3.00 3.68 4.23 4.99 5.62 6.26 6.94 7.89 8.65
(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) (7.58-9.64)
24-hr 2.99 3.59 4.41 M 5.06 5.97 6.70 7.46 8.24 9.33 10.2
U (2.77-3.24) U (3.33-3.89) (4.08-4.78) (4.68-5.48) U (5.50-6.45) (6.15-7.24) (6.81-8.04) (7.49-8.90) (8.40-10.1) (9.10-11.0)
2-day 3.55 4.24 5.17 5.90 6.91 7.73 8.57 9.43 10.6 11.6
(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) (8.62-10.2) (9.64-11.5) (10.4-12.5)
3-day 3.79 4.52 5.46 6.20 7.21 8.01 8.84 9.67 10.8 11.7
(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) (8.87-10.4) (9.84-11.6) (10.6-12.6)
4-day 4.03 4.80 5.75 6.50 7.51 8.30 9.10 9.91 11.0 11.9
(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) (9.12-10.6) (10.1-11.8) (10.8-12.8)
7-day 4.70 5.58 6.68 7.56 8.76 9.70 10.7 11.6 13.0 14.0
(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) (12.7-15.1)
10-day 5.38 6.37 7.55 8.48 9.75 10.8 11.8 12.8 14.2 15.2
(5.08-5.71) (6.01-6.77) (7.12-8.02) (8.00-9.01) (9.16-10.4) (10.1-11.4) (11.0-12.5) (11.9-13.6) (13.1-15.1) (14.0-16.3)
20-day 7.31 8.59 9.98 11.0 12.4 13.5 14.5 15.5 16.8 17.8
(6.92-7.72) (8.14-9.08) (9.45-10.5) (10.5-11.7) (11.8-13.1) (12.7-14.3) (13.7-15.4) (14.6-16.4) (15.7-17.8) (16.5-18.9)
30-day 8.96 10.5 12.0 13.2 14.6 15.7 16.6 17.6 18.8 19.6
(8.51-9.44) (9.98-11.1) (11.4-12.7) (12.5-13.9) (13.8-15.4) (14.8-16.5) (15.7-17.6) (16.6-18.6) (17.6-19.8) (18.4-20.8)
45-day 11.4 13.3 15.0 16.2 17.7 18.8 19.7 20.6 21.6 22.3
(10.9-12.0) (12.7-14.0) (14.3-15.7) (15.4-17.0) (16.8-18.6) (17.8-19.7) (18.7-20.7) (19.5-21.6) (20.5-22.8) (21.1-23.5)
60-day 13.7 15.9 17.8 19.1 20.7 21.8 22.8 23.7 24.8 25.4
(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) (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?lot=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
` `°S. Location name: Mills River,North Carolina, USA* {"/
S f10flFl
Latitude:35.3993°,Longitude: -82.5427° i
Elevation:2074.04 ft** IV,
*source:ESRI Maps,.�
**source:USGS
POINT PRECIPITATION FREQUENCY ESTIMATES
G.M.Bonnin,D.Martin,B.Lin,T.Parzybok,M.Yekta,and D.Riley
NOAA,National Weather Service,Silver Spring,Maryland
PF tabular I PF graphical I Maps & aerials
PF tabular
PDS-based point precipitation frequency estimates with 90% confidence intervals (in inches/hour)1
Average recurrence interval(years)
Duration
1 2 5 10 25 50 100 200 500 1000 _
5-min 4.42 5.26 6.30 7.09 8.12 8.92 9.71 10.5 11.5 12.3
(3.98-4.92) (4.75-5.84) (5.68-7.00) (6.37-7.86) (7.25-8.99) (7.91-9.85) (8.57-10.8) (9.19-11.7) (9.98-12.9) (10.6-13.9)
10-min 3.53 4.21 5.05 5.68 6.47 7.10 7.71 8.32 9.11 9.72
(3.18-3.92) (3.80-4.67) .0 09 (5.77-7.16) 1 (6.29-7.85) (6.80-8.54) (7.29-9.24) (7.89-10.2) (8.33-10.9)
15-min 2.94 3.52 4.26 4.78 5.47 5.99 6.50 7.00 7.64 8.14
(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) (6.98-9.15)
30-min 2.02 2.43 3.02 3.47 4.05 4.51 4.97 5.44 6.08 6.59
(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) (5.27-6.80) (5.65-7.41)
60-min 1.26 1.53 1.94 2.26 2.70 3.06 3.43 3.82 4.36 4.81
(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)
2-hr 0.738 0.895 1.13 1.32 1.58 1.79 2.02 2.26 2.59 2.87
(0.663-0.818) (0.806-0.991) (1.01-1.25) (1.18-1.46) (1.40-1.75)_ (1.58-1.99) (1.77-2.24) (1.96-2.51) (2.22-2.90) (2.44-3.22)
3-hr 0.528 0.636 0.796 0.929 1.12 1.28 1.45 1.64 1.91 2.13
(0.476-0.589) (0.573-0.708) (0.716-0.885) (0.832-1.03) (0.995-1.25) (1.13-1.43) (1.27-1.62) (1.42-1.83) (1.62-2.14) (1.79-2.40)
6-hr 0.334 0.398 0.491 0.571 0.686 0.785 0.891 1.01 1.18 1.32
(0.305-0.369) (0.364-0.438) (0.448-0.540) (0.518-0.627) (0.618-0.754) (0.700-0.862) (0.787-0.981) (0.880-1.11) (1.01-1.31) (1.12-1.47)
12-hr 0.209 0.249 0.305 0.351 0.414 0.466 0.520 0.576 I 0.655 0.718
(0.192-0.228) (0.229-0.272) (0.280-0.334) (0.321-0.383) (0.377-0.452) (0.423-0.510) (0.469-0.569) (0.516-0.633) (0.579-0.725) (0.629-0.800)
24-hr 0.125 0.149 0.184 0.211 0.249 0.279 0.311 0.343 0.389 0.425
(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) (0.312-0.371) (0.350-0.420) (0.379-0.460)
2-day 0.074 0.088 0.108 0.123 0.144 0.161 0.178 0.196 0.221 0.241
(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)
3-day 0.053 0.063 0.076 0.086 0.100 0.111 0.123 0.134 0.150 0.163
(0.049-0.056) (0.059-0.067) (0.071-0.081) (0.080-0.092) (0.093-0.107) (0.103-0.119) (0.113-0.132) (0.123-0.144) (0.137-0.162) (0.147-0.175)
4-day 0.042 0.050 0.060 0.068 0.078 0.086 0.095 0.103 0.115 0.124
(0.039-0.045) (0.047-0.053) (0.056-0.064) (0.063-0.072) (0.073-0.084) (0.080-0.092) (0.088-0.101) (0.095-0.111)l(0.105-0.123) (0.112-0.133)
7-day 0.028 0.033 0.040 0.045 0.052 0.058 0.063 0.069 0.077 0.083
(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)
10-day 0.022 0.027 0.031 0.035 0.041 0.045 0.049 0.053 I 0.059 I 0.063
(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)
20-day 0.015 0.018 0.021 0.023 0.026 0.028 0.030 0.032 0.035 0.037
(0.014-0.016) (0.017-0.019) (0.020-0.022) (0.022-0.024) (0.024-0.027) (0.026-0.030) (0.028-0.032) (0.030-0.034) (0.033-0.037) (0.034-0.039)
30-day 0.012 0.015 0.017 0.018 0.020 0.022 0.023 0.024 0.026 0.027
(0.012-0.013) (0.014-0.015) (0.016-0.018) (0.017-0.019) (0.019-0.021) (0.021-0.023) (0.022-0.024) (0.023-0.026) (0.024-0.028) (0.025-0.029)
45-day 0.011 0.012 0.014 0.015 0.016 0.017 0.018 0.019 0.020 0.021
(0.010-0.011) (0.012-0.013) (0.013-0.015) (0.014-0.016) (0.016-0.017) (0.017-0.018) (0.017-0.019) (0.018-0.020) (0.019-0.021) (0.020-0.022)
60-day 0.009 0.011 0.012 0.013 0.014 0.015 0.016 0.016 0.017 0.018
(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) (0.017-0.019)
1 Precipitation frequency(PF)estimates in this table are based on frequency analysis of partial duration series(PDS).
Numbers in parenthesis are PF estimates at lower and upper bounds of the 90%confidence interval.The probability that precipitation frequency estimates(for a
given duration and average recurrence interval)will be greater than the upper bound(or less than the lower bound)is 5%.Estimates at upper bounds are not
checked against probable maximum precipitation(PMP)estimates and may be higher than currently valid PMP values.
Please refer to NOAA Atlas 14 document for more information. _
Back to Top
PF graphical
https://hdsc.nws.noaa.gov/hdsc/pfds/pfds_printpage.html?lot=35.3993&Ion=-82.5427&data=intensity&units=english&series=pds 1/4

APPENDIX D
Drainage Area Maps

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0
11 PERMANENT DITCH P1
AREA=2.03 Ac
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APPENDIX E
Skimmer Basin Design Calculations

De Legacy at Mills River
CDC
C 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 NCDENR E&SC Manual(Ch 6.6)
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 Weighted Coefficient
Rainfall Intensity(I) 8.12 8.12 7.09 in/hr at 5 min. TC
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 2:1 Min, 6:1 Max
Water Depth 2.00 2.00 2.00 feet 2'min for Skimmer&Basin
Side Slope Ratio 2.00 3.00 2.00 X:1
Bottom of Basin Length 127 264 168 feet =Lt-2(Slope x Depth)
Bottom of Basin Width 57 74 22 feet =Wt-2(Slope x Depth)
SURFACE AREA &VOLUME _
Runoff 26.31 51.30 14.21 cfs =DA x C x I
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 In NC assume 3 days
Skimmer Size 3.0 5.0 2.5 inch Faircloth Skimmer Chart
Orifice Diameter 2.7 4.1 2.1 inch Faircloth Orifice Factors
Does the basin have a spillway? Yes
SPILLWAY SIZE
Spillway Dimensions 26x1.5 46x1.5 16x1.5 feet
Water Depth 0.47 0.48 0.44 feet
Free-Board 1.03 1.02 1.06 feet
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
Legacy at Mills River
con'epu,PA 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 NCDENR E&SC Manual(Ch 6.6)
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 Weighted Coefficient
Rainfall Intensity(I) 7.09 8.12 8.12 in/hr at 5 min. TC
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 2:1 Min, 6:1 Max
Water Depth 2.00 2.00 2.00 feet 2'min for Skimmer&Basin
Side Slope Ratio 2.00 3.00 2.00 X:1
Bottom of Basin Length 122 221 162 feet =Lt-2(Slope x Depth)
Bottom of Basin Width 52 56 66 feet =Wt-2(Slope x Depth)
SURFACE AREA &VOLUME _
Runoff 19.82 48.28 28.79 cfs =DA x C x I
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 In NC assume 3 days
Skimmer Size 3.0 4.0 4.0 inch Faircloth Skimmer Chart
Orifice Diameter 2.6 3.3 3.0 inch Faircloth Orifice Factors
Does the basin have a spillway? Yes
SPILLWAY SIZE
Spillway Dimensions 21x1.5 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
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

DCCM
Legacy at Mills River
P,,, CDC Project No.: 22160
TEMPORARY SEDIMENT BASIN SCHEDULE
BASIN INFORMATION
Trap/Basin ID G I H Units
Basin Type Skimmer Skimmer
Maximum Drainage Area 10 10 acre NCDENR E&SC Manual(Ch 6.6)
Drainage Area(DA) 5.26 6.07 acre
Disturbed Area 5.26 6.07 acre
Runoff Coefficient(C) 0.6 0.6 Weighted Coefficient
Rainfall Intensity(I) 8.12 8.12 in/hr at 5 min. TC
Top of Water Length 140 140 feet
Top of Water Width 60 70 feet
L/W Ratio 2.3:1 2.0:1 feet 2:1 Min, 6:1 Max
Water Depth 2.00 2.00 feet 2'min for Skimmer&Basin
Side Slope Ratio 2.00 2.00 X:1
Bottom of Basin Length 132 132 feet =Lt-2(Slope x Depth)
Bottom of Basin Width 52 62 feet =Wt-2(Slope x Depth)
SURFACE AREA &VOLUME
Runoff 25.63 29.57 cfs =DA x C x I
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 In NC assume 3 days
Skimmer Size 3.0 3.0 N/A inch Faircloth Skimmer Chart
Orifice Diameter 2.7 2.9 N/A inch Faircloth Orifice Factors
Does the basin have a spillway? Yes
SPILLWAY SIZE
Spillway Dimensions 26x1.5 26x1.5 feet
Water Depth 0.46 0.49 feet
Free-Board 1.04 1.01 feet
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 sin 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 Vel=3.73 fps Inflow=26.31 cfs 32.724 af
n=0.030 L=30.0' S=0.0167 '/' Capacity=346.55 cfs Outflow=46.15 cfs 32.659 af
Reach B: SKIMMER "B" SPILLWAY Avg. Flow Depth=0.49' Max Vel=4.10 fps Inflow=51.30 cfs 63.807 af
n=0.030 L=27.0' S=0.0185 '/' Capacity=628.36 cfs Outflow=92.11 cfs 63.683 af
Reach C: SKIMMER "C" SPILLWAY Avg. Flow Depth=0.44' Max Vel=3.51 fps Inflow=14.21 cfs 17.674 af
n=0.030 L=18.0' S=0.0167 '/' Capacity=222.85 cfs Outflow=26.12 cfs 17.641 af
Reach D: SKIMMER "D" SPILLWAY Avg. Flow Depth=0.45' Max Vel=3.80 fps Inflow=19.82 cfs 24.652 af
n=0.030 L=16.0' S=0.0188 '/' Capacity=301.79 cfs Outflow=36.98 cfs 24.607 af
Reach E: SKIMMER "E" SPILLWAY Avg. Flow Depth=0.49' Max Vel=3.83 fps Inflow=48.28 cfs 60.051 af
n=0.030 L=25.0' S=0.0160 '/' Capacity=584.08 cfs Outflow=86.77 cfs 59.935 af
Reach F: SKIMMER "F" SPILLWAY Avg. Flow Depth=0.48' Max Vel=4.12 fps Inflow=28.79 cfs 35.809 af
n=0.030 L=25.0' S=0.0200 '/' Capacity=379.62 cfs Outflow=52.13 cfs 35.740 af
Reach G: SKIMMER "G" SPILLWAY Avg. Flow Depth=0.46' Max Vel=3.90 fps Inflow=25.63 cfs 31.879 af
n=0.030 L=16.0' S=0.0188 '/' Capacity=367.57 cfs Outflow=47.90 cfs 31.820 af
Reach H: SKIMMER "H" SPILLWAY Avg. Flow Depth=0.49' Max Vel=4.18 fps Inflow=29.57 cfs 36.779 af
n=0.030 L=20.0' S=0.0200 '/' Capacity=379.62 cfs Outflow=54.67 cfs 36.711 af

APPENDIX F
Ditch Flowrate Calculations & Channel Protection

Legacy at Mills River
cpc� � CDC Project No.: 22160
Concepts,PA
FLOWRATE CALCULATIONS
PERMANENT DITCH/CULVERT RUNOFF"C" 25-YEAR INTENSITY(IN/HR) DRAINAGE FLOWRATE(CFS)
AREA(AC)
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 34.00
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 212 0.41 8.12 2.23 7.42
PERMANENT DITCH 214 0.67 8.12 0.72 3.92
PERMANENT DITCH 216 0.45 5.47(Tc= 15 min) 6.34 15.61
PERMANENT DITCH 218 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 FLOWRATE(CFS)
AREA(AC)
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 Cl 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 El 0.60 7.09 7.46 31.73
TEMPORARY DITCH E2 0.60 7.09 1.67 7.10
TEMPORARY DITCH Fl 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 ECMDS 7.0
NORTH North American Green
AMERICAN 5401 St. Wendel-Cynthiana Rd.
Poseyville, Indiana 47633
GREEN Tel. [phone]
>Fax [phone]
www.nagreen.com
ECMDS v7.0
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
Normal Permissible Calculated Safety Staple
Phase Reach Discharge Velocity Remarks
Depth Mannings N Shear Stress Shear Stress Factor Pattern
S150BN Straight 7.44 cfs 4.48 ft/s 0.54 ft 0.035 1.9 lbs/ft2 1.34 lbs/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
Unreinforced Straight 7.44 cfs 4.69 ft/s 0.52 ft 0.032 4 Ibs/ft2 1.3 lbs/ft2 3.07 STABLE --
Vegetation
Underlying Straight 7.44 cfs 4.69 ft/s 0.52 ft 0.032 2.35 lbs/ft2 0.91 lbs/ft2 2.57 STABLE --
Substrate
https://ecmds.com/project/151253/channel-analysis/228497/show 1/1

9/27/22,3:54 PM ECMDS 7.0
NORTH North American Green
AMERICAN 5401 St. Wendel-Cynthiana Rd.
Poseyville, Indiana 47633
GREEN Tel. [phone]
>Fax [phone]
www.nagreen.com
ECMDS v7.0
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
Normal Permissible Calculated Safety Staple
Phase Reach Discharge Velocity Remarks
Depth Mannings N Shear Stress Shear Stress Factor Pattern
S150BN Straight 12.46 cfs 5.5 ft/s 0.68 ft 0.033 1.9 lbs/ft2 1.77 lbs/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
Unreinforced 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 lbs/ft2 1.14 lbs/ft2 1.73 STABLE --
Substrate
https://ecmds.com/project/151253/channel-analysis/228500/show 1/1

9/27/22, 1:51 PM ECMDS 7.0
NORTH North American Green
AMERICAN 5401 St. Wendel-Cynthiana Rd.
Poseyville, Indiana 47633
GREEN Tel. [phone]
>Fax [phone]
www.nagreen.com
ECMDS v7.0
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
Normal Permissible Calculated Safety Staple
Phase Reach Discharge Velocity Remarks
Depth Mannings N Shear Stress Shear Stress Factor Pattern
S150BN Straight 18.72 cfs 5.6 ft/s 0.89 ft 0.033 1.9 lbs/ft2 1.82 lbs/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
Unreinforced 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 lbs/ft2 1.11 lbs/ft2 1.8 STABLE --
Substrate
https://ecmds.com/project/151253/channel-analysis/228496/show 1/1

2/21/22, 1:45 PM E CM CS 7.0
NORTH North American G reen
AMERICAN 5401 St. Wendel-Cynthiana Rd.
Poseyville, Indiana 47633
GREEN Tel. [phone]
> Fax [phone]
w w wnagreen.com
ECM D Sv7.0
CHANNEL ANALYSIS
>>>TEM FORARY DITCH C1
Name TEM FO RARY 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
Vegetatibn Type M x(Sod and Bunch)
Vegetation Density V ery G and 80-95%
Soil Type Clay Loam(CL)
S150BN
ePhase R iach D scharge V locity Normal Mannings N Permissible Calculated Safety Remarks Staple
Depth Shear Stress Shear Stress Factor Pattern
S150BN Straight 3 .7 cfs 4 .44 ft/s 0 .32 ft 0 .034 1 .9 lbs/ft2 1 .32 Ibs/ft2 1 .44 S TABLE D
Unvegetated
Underlying Straight 3 .7 cfs 4 .44 ft/s 0 .32 ft 0 .034 2 .07 lbs/ft2 1 .02 Ibs/ft2 2 .03 S TABLE D
Substrate
Unreinforced Vegetation
Normal Permissible Calculated Safety Staple
ePhase R iach D scharge V locity Mannings N Remarks
Depth Shear Stress Shear Stress Factor Pattern
Unreinforced Straight 3 .7 cfs 4 .66 ft/s 0 .3 ft 0 .031 4 lbs/ft2 1 .27 Ibs/ft2 3 .15 S TABLE --
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 S TABLE --
Substrate
https://ecm cb.com,tproject/151253/channel-analysis/219081/show 1/1

8/3/22,3:23 PM ECMDS 7.0
NORTH North American Green
AMERICAN 5401 St. Wendel-Cynthiana Rd.
Poseyville, Indiana 47633
GREEN Tel. [phone]
>Fax [phone]
www.nagreen.com
ECMDS v7.0
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
Normal Permissible Calculated Safety Staple
Phase Reach Discharge Velocity Remarks
Depth Mannings N Shear Stress Shear Stress Factor Pattern
S150BN Straight 6.68 cfs 4.52 ft/s 0.49 ft 0.034 1.9 lbs/ft2 1.36 lbs/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
Unreinforced 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 lbs/ft2 0.94 lbs/ft2 2.46 STABLE --
Substrate
https://ecmds.com/project/151253/channel-analysis/228393/show 1/1

8/2/22,3:53 PM ECMDS 7.0
NORTH North American Green
AMERICAN 5401 St. Wendel-Cynthiana Rd.
Poseyville, Indiana 47633
GREEN Tel. [phone]
>Fax [phone]
www.nagreen.com
ECMDS v7.0
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
Normal Permissible Calculated Safety Staple
Phase Reach Discharge Velocity Remarks
Depth Mannings N Shear Stress Shear Stress Factor Pattern
S150BN Straight 10.38 cfs 5.78 ft/s 0.57 ft 0.032 1.9 lbs/ft2 1.89 lbs/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
Unreinforced 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 lbs/ft2 1.25 lbs/ft2 1.47 STABLE --
Substrate
https://ecmds.com/project/151253/channel-analysis/228394/show 1/1

10/3/22,2:50 PM ECMDS 7.0
NORTH North American Green
AMERICAN 5401 St. Wendel-Cynthiana Rd.
Poseyville, Indiana 47633
GREEN Tel. [phone]
>Fax [phone]
www.nagreen.com
ECMDS v7.0
CHANNEL ANALYSIS
>>>TEMPORARY DITCH El
Name TEMPORARY DITCH El
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
Normal Permissible Calculated Safety Staple
Phase Reach Discharge Velocity Remarks
Depth Mannings N Shear Stress Shear Stress Factor Pattern
C350 Straight 31.73 cfs 7.91 ft/s 0.85 ft 0.03 3.2 lbs/ft2 2.66 lbs/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 lbs/ft2 2.45 lbs/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/151253/channel-analysis/228501/show 1/1

9/30/22, 12:14 PM ECMDS 7.0
NORTH North American Green
AMERICAN 5401 St. Wendel-Cynthiana Rd.
Poseyville, Indiana 47633
GREEN Tel. [phone]
>Fax [phone]
www.nagreen.com
ECMDS v7.0
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
Normal Permissible Calculated Safety Staple
Phase Reach Discharge Velocity Remarks
Depth Mannings N Shear Stress Shear Stress Factor Pattern
Unreinforced Straight 7.1 cfs 3.14 ft/s 0.68 ft 0.039 4 lbs/ft2 0.84 lbs/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 lbs/ft2 0.52 lbs/ft2 3.35 STABLE D
Substrate
https://ecmds.com/project/151253/channel-analysis/228504/show 1/1

9/30/22, 12:14 PM ECMDS 7.0
NORTH North American Green
AMERICAN 5401 St. Wendel-Cynthiana Rd.
Poseyville, Indiana 47633
GREEN Tel. [phone]
>Fax [phone]
www.nagreen.com
ECMDS v7.0
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
Normal Permissible Calculated Safety Staple
Phase Reach Discharge Velocity Remarks
Depth Mannings N Shear Stress Shear Stress Factor Pattern
C350 Straight 20.84 cfs 7.44 ft/s 0.65 ft 0.03 3.2 lbs/ft2 2.43 lbs/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 lbs/ft2 2.24 lbs/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/151253/channel-analysis/228506/show 1/1

9/27/22,6:26 PM ECMDS 7.0
NORTH North American Green
AMERICAN 5401 St. Wendel-Cynthiana Rd.
Poseyville, Indiana 47633
GREEN Tel. [phone]
>Fax [phone]
www.nagreen.com
ECMDS v7.0
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
Normal Permissible Calculated Safety Staple
Phase Reach Discharge Velocity Remarks
Depth Mannings N Shear Stress Shear Stress Factor Pattern
C125BN Straight 13.61 cfs 7.51 ft/s 0.46 ft 0.025 2.8 lbs/ft2 1.87 lbs/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
Unreinforced 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 lbs/ft2 1.49 lbs/ft2 1.07 STABLE --
Substrate
https://ecmds.com/project/151253/channel-analysis/231904/show 1/1

9/27/22,6:28 PM ECMDS 7.0
NORTH North American Green
AMERICAN 5401 St. Wendel-Cynthiana Rd.
Poseyville, Indiana 47633
GREEN Tel. [phone]
>Fax [phone]
www.nagreen.com
ECMDS v7.0
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
Normal Permissible Calculated Safety Staple
Phase Reach Discharge Velocity Remarks
Depth Mannings N Shear Stress Shear Stress Factor Pattern
Unreinforced Straight 3.45 cfs 2.5 ft/s 0.47 ft 0.043 4 lbs/ft2 0.64 lbs/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 lbs/ft2 0.42 Ibs/ft2 4.19 STABLE D
Substrate
https://ecmds.com/project/151253/channel-analysis/231905/show 1/1

9/27/22,4:41 PM ECMDS 7.0
NORTH North American Green
AMERICAN 5401 St. Wendel-Cynthiana Rd.
Poseyville, Indiana 47633
GREEN Tel. [phone]
>Fax [phone]
www.nagreen.com
ECMDS v7.0
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
Normal Permissible Calculated Safety Staple
Phase Reach Discharge Velocity Remarks
Depth Mannings N Shear Stress Shear Stress Factor Pattern
S150BN Straight 18.29 cfs 4.93 ft/s 0.95 ft 0.034 1.9 lbs/ft2 1.54 lbs/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
Unreinforced 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 lbs/ft2 0.94 lbs/ft2 2.46 STABLE --
Substrate
https://ecmds.com/project/151253/channel-analysis/219217/show 1/1

9/30/22, 12:15 PM ECMDS 7.0
NORTH North American Green
AMERICAN 5401 St. Wendel-Cynthiana Rd.
Poseyville, Indiana 47633
GREEN Tel. [phone]
>Fax [phone]
www.nagreen.com
ECMDS v7.0
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
Normal Permissible Calculated Safety Staple
Phase Reach Discharge Velocity Remarks
Depth Mannings N Shear Stress Shear Stress Factor Pattern
Unreinforced Straight 23.14 cfs 4.86 ft/s 1.12 ft 0.033 4 lbs/ft2 1.4 lbs/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 lbs/ft2 0.82 lbs/ft2 2.12 STABLE D
Substrate
https://ecmds.com/project/151253/channel-analysis/228508/show 1/1

10/7/22, 12:39 PM ECMDS 7.0
NORTH North American Green
AMERICAN 5401 St. Wendel-Cynthiana Rd.
Poseyville, Indiana 47633
GREEN Tel. [phone]
>Fax [phone]
www.nagreen.com
ECMDS v7.0
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
Normal Permissible Calculated Safety Staple
Phase Reach Discharge Velocity Remarks
Depth Mannings N Shear Stress Shear Stress Factor Pattern
SC250 Straight 23.8 cfs 7.85 ft/s 0.83 ft 0.03 3 lbs/ft2 3 lbs/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 lbs/ft2 2.73 lbs/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/151253/channel-analysis/219081/show 1/1

10/3/22,3:32 PM ECMDS 7.0
NORTH North American Green
AMERICAN 5401 St. Wendel-Cynthiana Rd.
Poseyville, Indiana 47633
GREEN Tel. [phone]
>Fax [phone]
www.nagreen.com
ECMDS v7.0
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
Normal Permissible Calculated Safety Staple
Phase Reach Discharge Velocity Remarks
Depth Mannings N Shear Stress Shear Stress Factor Pattern
Unreinforced Straight 10.05 cfs 3.68 ft/s 0.68 ft 0.037 4 lbs/ft2 1.05 lbs/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 lbs/ft2 0.64 lbs/ft2 2.72 STABLE D
Substrate
https://ecmds.com/project/151253/channel-analysis/232128/show 1/1

10/3/22,3:32 PM ECMDS 7.0
NORTH North American Green
AMERICAN 5401 St. Wendel-Cynthiana Rd.
Poseyville, Indiana 47633
GREEN Tel. [phone]
>Fax [phone]
www.nagreen.com
ECMDS v7.0
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
Normal Permissible Calculated Safety Staple
Phase Reach Discharge Velocity Remarks
Depth Mannings N Shear Stress Shear Stress Factor Pattern
Unreinforced Straight 10.95 cfs 3.8 ft/s 0.7 ft 0.036 4 lbs/ft2 1.09 lbs/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 lbs/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 lbs/ft2 0.66 lbs/ft2 2.64 STABLE D
Substrate
https://ecmds.com/project/151253/channel-analysis/232136/show 1/1

10/3/22,3:34 PM ECMDS 7.0
NORTH North American Green
AMERICAN 5401 St. Wendel-Cynthiana Rd.
Poseyville, Indiana 47633
GREEN Tel. [phone]
>Fax [phone]
www.nagreen.com
ECMDS v7.0
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
Normal Permissible Calculated Safety Staple
Phase Reach Discharge Velocity Remarks
Depth Mannings N Shear Stress Shear Stress Factor Pattern
Unreinforced Straight 2.96 cfs 2.16 ft/s 0.42 ft 0.045 4 lbs/ft2 0.58 lbs/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 lbs/ft2 3.2 STABLE D
Unvegetated
Underlying Straight 2.96 cfs 2.63 ft/s 0.36 ft 0.034 1.74 lbs/ft2 0.36 lbs/ft2 4.85 STABLE D
Substrate
https://ecmds.com/project/151253/channel-analysis/232137/show 1/1

6/6/23, 1:45 PM ECMDS 7.0
NORTH North American Green
AMERICAN 5401 St. Wendel-Cynthiana Rd.
Poseyville, Indiana 47633
GREEN Tel. [phone]
>Fax [phone]
www.nagreen.com
ECMDS v7.0
CHANNEL ANALYSIS
>>>Permanent Ditch P4
Name Permanent Ditch P4
Discharge 34
Channel Slope 0.108
Channel Bottom Width 2
Left Side Slope 2
Right Side Slope 2
Low Flow Liner
Retardence Class C 6-12 in
Vegetation Type Mix(Sod and Bunch)
Vegetation Density Good 65-79%
Soil Type Clay Loam(CL)
Rock Riprap
Normal Permissible Calculated Safety Staple
Phase Reach Discharge Velocity Remarks
Depth Mannings N Shear Stress Shear Stress Factor Pattern
Rock Riprap Straight 34 cfs 6.06 ft/s 1.25 ft 0.066 0 lbs/ft2 4.98 lbs/ft2 0 UNSTABLE --
Unvegetated
Shoremax
Normal Permissible Calculated Safety Staple
Phase Reach Discharge Velocity Mannings N Remarks
Depth Shear Stress Shear Stress Factor Pattern
Shoremax w/ Straight 34 cfs 12.07 ft/s 0.79 ft 0.026 8.5 lbs/ft2 5.31 lbs/ft2 1.6 STABLE F
P300
Unvegetated
Underlying Straight 34 cfs 12.07 ft/s 0.79 ft 0.026 6.54 Ibs/ft2 3.44 Ibs/ft2 1.9 STABLE F
Substrate
Shoremax w/ Straight 34 cfs 11.32 ft/s 0.82 ft 0.028 14 lbs/ft2 5.55 lbs/ft2 2.52 STABLE F
P300 Reinforced
Vegetation
Underlying Straight 34 cfs 11.32 ft/s 0.82 ft 0.028 8.5 Ibs/ft2 3.56 Ibs/ft2 2.39 STABLE F
Substrate
SC250
Normal Permissible Calculated Safety Staple
Phase Reach Discharge Velocity Remarks
Depth Mannings N Shear Stress Shear Stress Factor Pattern
SC250 Straight 34 cfs 12.07 ft/s 0.79 ft 0.026 3 Ibs/ft2 5.3 Ibs/ft2 0.57 UNSTABLE E
Unvegetated
Underlying Straight 34 cfs 12.07 ft/s 0.79 ft 0.026 3.27 lbs/ft2 3.43 lbs/ft2 0.95 UNSTABLE E
Substrate
SC250 Straight 34 cfs 11.32 ft/s 0.82 ft 0.028 10 Ibs/ft2 5.55 Ibs/ft2 1.8 STABLE E
Reinforced
Vegetation
Underlying Straight 34 cfs 11.32 ft/s 0.82 ft 0.028 3 lbs/ft2 3.56 lbs/ft2 0.84 UNSTABLE E
Substrate
C350
Normal Permissible Calculated Safety Staple
Phase Reach Discharge Velocity Mannings N Remarks
Depth Shear Stress Shear Stress Factor Pattern
C350 Straight 34 cfs 11.4 ft/s 0.82 ft 0.028 3.2 lbs/ft2 5.52 Ibs/ft2 0.58 UNSTABLE E
Unvegetated
https://ecmds.com/project/156720/channel-analysis/245937/show 1/2

6/6/23, 1:45 PM ECMDS 7.0
Underlying Straight 34 cfs 11.4 ft/s 0.82 ft 0.028 3.49 Ibs/ft2 3.55 Ibs/ft2 0.98 UNSTABLE E
Substrate
C350 Reinforced Straight 34 cfs 11.32 ft/s 0.82 ft 0.028 12 lbs/ft2 5.55 lbs/ft2 2.16 STABLE E
Vegetation
Underlying Straight 34 cfs 11.32 ft/s 0.82 ft 0.028 3.43 lbs/ft2 3.56 lbs/ft2 0.96 UNSTABLE E
Substrate
https://ecmds.com/project/156720/channel-analysis/245937/show 2/2

10/7/22, 12:13 PM ECMDS 7.0
NORTH North American Green
AMERICAN 5401 St. Wendel-Cynthiana Rd.
Poseyville, Indiana 47633
GREEN Tel. [phone]
>Fax [phone]
www.nagreen.com
ECMDS v7.0
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
Normal Permissible Calculated Safety Staple
Phase Reach Discharge Velocity Remarks
Depth Mannings N Shear Stress Shear Stress Factor Pattern
Unreinforced Straight 5.14 cfs 2.63 ft/s 0.81 ft 0.042 4 lbs/ft2 1.01 lbs/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 lbs/ft2 0.44 lbs/ft2 3.98 STABLE D
Substrate
https://ecmds.com/project/151253/channel-analysis/232139/show 1/1

10/10/22,5:47 PM ECMDS 7.0
NORTH North American Green
AMERICAN 5401 St. Wendel-Cynthiana Rd.
Poseyville, Indiana 47633
GREEN Tel. [phone]
>Fax [phone]
www.nagreen.com
ECMDS v7.0
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
Normal Permissible Calculated Safety Staple
Phase Reach Discharge Velocity Remarks
Depth Mannings N Shear Stress Shear Stress Factor Pattern
C125BN Straight 3.03 cfs 4.99 ft/s 0.31 ft 0.027 2.8 lbs/ft2 1.39 lbs/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
Unreinforced 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 lbs/ft2 0.96 lbs/ft2 2.37 STABLE --
Substrate
https://ecmds.com/project/151253/channel-analysis/232140/show 1/1

10/7/22, 1:27 PM ECMDS 7.0
NORTH North American Green
AMERICAN 5401 St. Wendel-Cynthiana Rd.
Poseyville, Indiana 47633
GREEN Tel. [phone]
>Fax [phone]
www.nagreen.com
ECMDS v7.0
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
Normal Permissible Calculated Safety Staple
Phase Reach Discharge Velocity Mannings N Remarks
Depth Shear Stress Shear Stress Factor Pattern
Unreinforced Straight 1.5 cfs 2.94 ft/s 0.41 ft 0.038 4 lbs/ft2 1.29 lbs/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 Staple
Phase Reach Discharge Velocity Remarks
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 lbs/ft2 0.57 lbs/ft2 3.04 STABLE D
Substrate
https://ecmds.com/project/151253/channel-analysis/232511/show 1/1

10/10/22,6:51 PM ECMDS 7.0
NORTH North American Green
AMERICAN 5401 St. Wendel-Cynthiana Rd.
Poseyville, Indiana 47633
GREEN Tel. [phone]
>Fax [phone]
www.nagreen.com
ECMDS v7.0
CHANNEL ANALYSIS
>>>Permanent Ditch D Series,A5,A7X,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
Normal Permissible Calculated Safety Staple
Phase Reach Discharge Velocity Mannings N Remarks
Depth Shear Stress Shear Stress Factor Pattern
Unreinforced Straight 4.1 cfs 2.69 ft/s 0.87 ft 0.042 4 lbs/ft2 1.09 lbs/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 Staple
Phase Reach Discharge Velocity Remarks
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 lbs/ft2 0.45 lbs/ft2 3.89 STABLE D
Substrate
https://ecmds.com/project/151253/channel-analysis/232509/show 1/1

10/7/22, 12:31 PM ECMDS 7.0
NORTH North American Green
AMERICAN 5401 St. Wendel-Cynthiana Rd.
Poseyville, Indiana 47633
GREEN Tel. [phone]
>Fax [phone]
www.nagreen.com
ECMDS v7.0
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
Normal Permissible Calculated Safety Staple
Phase Reach Discharge Velocity Mannings N Remarks
Depth Shear Stress Shear Stress Factor Pattern
Unreinforced Straight 3.92 cfs 3.6 ft/s 0.6 ft 0.036 4 lbs/ft2 1.5 lbs/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 Staple
Phase Reach Discharge Velocity Remarks
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 lbs/ft2 0.68 lbs/ft2 2.56 STABLE D
Substrate
https://ecmds.com/project/151253/channel-analysis/232512/show 1/1

10/3/22,4:37 PM ECMDS 7.0
NORTH North American Green
AMERICAN 5401 St. Wendel-Cynthiana Rd.
Poseyville, Indiana 47633
GREEN Tel. [phone]
>Fax [phone]
www.nagreen.com
ECMDS v7.0
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
Normal Permissible Calculated Safety Staple
Phase Reach Discharge Velocity Remarks
Depth Mannings N Shear Stress Shear Stress Factor Pattern
Unreinforced Straight 7.42 cfs 2.9 ft/s 0.65 ft 0.041 4 lbs/ft2 0.81 lbs/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 lbs/ft2 0.48 lbs/ft2 3.62 STABLE D
Substrate
https://ecmds.com/project/151253/channel-analysis/232154/show 1/1

10/10/22,6:55 PM ECMDS 7.0
NORTH North American Green
AMERICAN 5401 St. Wendel-Cynthiana Rd.
Poseyville, Indiana 47633
GREEN Tel. [phone]
>Fax [phone]
www.nagreen.com
ECMDS v7.0
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
Normal Permissible Calculated Safety Staple
Phase Reach Discharge Velocity Remarks
Depth Mannings N Shear Stress Shear Stress Factor Pattern
SC250 Straight 15.61 cfs 5.16 ft/s 0.72 ft 0.033 3 lbs/ft2 1.72 lbs/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 lbs/ft2 1.65 lbs/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/151253/channel-analysis/232155/show# 1/1

10/10/22,5:49 PM ECMDS 7.0
NORTH North American Green
AMERICAN 5401 St. Wendel-Cynthiana Rd.
Poseyville, Indiana 47633
GREEN Tel. [phone]
>Fax [phone]
www.nagreen.com
ECMDS v7.0
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
Normal Permissible Calculated Safety Staple
Phase Reach Discharge Velocity Remarks
Depth Mannings N Shear Stress Shear Stress Factor Pattern
C125BN Straight 2.83 cfs 4.89 ft/s 0.3 ft 0.028 2.8 lbs/ft2 1.34 lbs/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
Unreinforced 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 lbs/ft2 0.94 lbs/ft2 2.47 STABLE --
Substrate
https://ecmds.com/project/151253/channel-analysis/232513/show 1/1

APPENDIX G
Outlet Protection

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 ° !1 1) p.
it
IfLJidlO.
90 Outlet W = Do + La ' . ,
pipe �/4 4
IIIn1111 1 d.
diameter (Do) }- - u1u1n`I= I ..�,:i
11111111■111 •II o'4A
La —tI 80 I I - t 11111111111 ', !r'III,r.P
- - fu11111111 IdA'IPArI
Tjilwater < 0.5D0 [, ' 11111111 Niil'R!1 r, ,
l; 7C nn , uivihlirimm 11
all 1 '.050(11'm iII
APRON DEPTH IS 1.5 TIMES THE STONE ' 1 •1 •i1/Z'=ri 1' 'I1
DIAMETER(18"MINIMUM DEPTH) Q� 1 _ , �'A:dILIdI' •; lIIII ■
o�P 60 ■ 1 AIA110:14u5 I AMIN
nacmi rl i • nln■
gtir -- 1 - - -_f' .- oti- ip',Il'il�_ 11111111
�e5 — t- % ; �.lei1 ; uum
�ii d„ two ' 1111111/1
\�ut�\ Q 1 ■ 1 �o 6 rail iimmnum
• 017911. 1 •IM/11111111111111111
imminmain mum
40 + n- -6 / :_. 'r.-AvaammnnnnlnlillA oA.,,unrn1i1
4
4 - 1 42 IIIII�,■'� nano, .AI'JIIII'111
— +_ I—, . ,-,.---_A-,.-..f.'1''''',I14
„•11, 11un1ul 1 iii■I;nl ni1: ;
i� M_ mm uuurnusly:muA
�8 •_.r ■• .n wii..iih0!
II. I■■ 1 a i!I �_IIME•
liinll,.•s0An1!n1a1
20 ,,5 i:ii�i ■ M1111uNIR'AIr ■IAnIn
1 1m11111111111111111111■1 , i �! - 1 ,nnnw:n' ml�0;; 3
111kiir ..6(41
1���wn..� .
10 FT ii.m...--iii=.....71
�_ ��ri �Illir'',m I v(MIN.LENGTH) 1 ,��s-/ �I�'; �-1 III iU" ri0 i=��� ■ 1 i/ IIII:1ntari rip • u 2 _N
I� '� 1 �/ p.iii Api rlUi n11 u)
li 4111Nito iO4 lilli anal Q-
�►"� � lli u►n 11um nuo
i� � �Ib:an'.iriln■nnllnnn
i ! I._L_ . _..
Co� 120 v— � --. � Inuuu■,1111uuu1nno �
liiih ly 0 ,,: 111111I 111111111fN! IVI I1 '15 - - - I1I�N 111111INIII 0.50 FT
0 1U, d. _ (MIN.d50)
I , H L. I: ate 1I
0
3 5 10 20 50 100 200 500 1000
Discharge(ft3/sec)
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: 16 ft
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
1 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%.
3a !i )
I-111 II
i[
Outlet W = Do + La IIII1111
pipe 90 it II IIIIIIiim .1 *
diameter (Do) I liiiiiirilil 7 '71.
IIIIIII111111 i�04I
La _,I 80 I I t I111111111i �'I0iiO AIP
T�1�Wdter < 0.5Do ,, IIIIIIII inim , N IoI'IIgIu �P
l; 7C ' am ,, divildP
all I 1a1!i'In", it
APRON DEPTH IS 1.5 TIMES THE STONE ' ;1 JIPr=r1 1'
O� __ 'illilrell Ill I
DIAMETER(18"MINIMUM DEPTH) Q� t __ _ _ , �'AdI11d1' •; 7111 ■
0k P 60 • I 'in!ii112ui • 1 nrl
t 1111'm/PI I,.1 III
er , ,/� ed 1Ann 5 un11
,C� — _— - I _ ,, 1i i II�t1111
\�J 5.4_ I6 �iii�'lrl"r ratiiii miler
'' I 1 •111111IIIIIIIIIIII r1
p\'� _ I '/%� " PIIf111111111111I111r111r1
` i - I _ � _ 1 a illlllillllll IUIII IIIIIIIII
I. IIIIIIIIIIIIIIIiiI mulllp:
40 a - H1111II1111111 1r!SAIti 4
+- _I_ . I I r —.r�nlnrn111 ,DA , r
___ ____ _ 1 _ it n11111 ..,Ii1I1611
nun w iinli,nrle:.
34 _ __ _: �a %!!es — _�� I IIhi IIroID!;! il11'
�i1 T l�, .I. IIin1I,0•:Imrnra
20 I II , ,,5 rII i I ttliglIMAII/ iw11111 3
1� 2 ' -- — ,Inil :Ii' 1nrey y�:'
himMI oirawo _ _ - --- " I nil
C i II';III11� ,�U'
I� a� 1 /. i ��. IIi/O'in
(MIN.LENGTH) iI :_______
- i- - -- -QIF 2 E — � ����i �IIIiIIIIli11i11!Itri nll
1= i . — -' ^ , D IIlu;llrn�'•:i�llur
r - Il50.1,;111!:dIr1111r Q-
-Ii i �p� 2g11!i451.111111111 11111 c2
25J ', /!%�IVidp:1/illllllllll�lllll Cl
V = ., �—►rl /;All••111111111111111r11111
1 �_ _ _._ -- _ 11 -µG?n, �r �mnnunnmuuuruul o
1� I it ururununnllnluul
.�.� ru11111111IIinn.nm
— - k 10 a , \cldtipps7AROr - III 11111111
v= 15�
1 nil It i t I I 0.50 FT
;'� I — � �I l I - - ifs (MIN d50)
_I ii I! yam- - ;l ' it 1 li 1
v 5 I I i '1 I I I' I II
1.: i!I 1 , ! 1 I j i'I, li III' Q
3 5 10 20 50 100 200 500 1000
Discharge(ft3/sec)
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'C' 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
le Velocity< 15 ft/sec.Apron discharges onto a slope< 5°/0
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 ° !i 4
IfLlll II
i[
90
Outlet W = Do + La ' l . 11111WWW
pipe i II 'm1111111 { �..
111111111 1 d.
diameter (Do) }- - ululn`II I ..�,:i
1111111111111 •II oil
La —6I 80 I I - 11111111111 ,, !1!II I,1..,
- - r11111III i,iA'IVAri
Tj1 twater < 0.5DoI , IIIIIIII N I�I'll ll'GiP
l; 7C ' am ,, n,Iil lil' 1
all 1 Amemrn im
- 1 •✓mr=rl i' :I r
APRON DEPTH IS 1.5 TIMES THE STONE �� ,Ii;IrDl�, 11��1
DIAMETER(18"MINIMUM DEPTH) Q� t __ _ ,___._1 _ , ic.fium, •; !IIII
.P• 60 ■- 'Anau01/4ui I AMIN
0 salmi rA "".1 ' 111111
gtir . . ylf; iu!Ipa umrrl
.I„ rug • uarin
J� —1 ■ I 6 ruu 1111111111111r1
minimum iii!.;inki
_440- ---+- I-_- -�ar r �� 11nn11u oA„ rrn 4
11111
i� 111111111 iiimiIII'111
MI
i � unnuu ° nulsuarul
3E M
-���'�� • A w aaalul 1liinuitlali1:i;
;i I . 111111111u1rnu,ill'Il ,
4 At►�� nano nnn:slut=fir'
0& I illlill :•igrl;
1im ■■ i•i-.-a1 1 IIin11,1•:rmu'nral
20 15 aliliun/•;nir ■lilarn
1�MIIIIIIIIIIIIIII11� , !� _ ,naar,:m 11,1* +:f.iit 3
1III
2 �'. y�,� I
10 i•___Nei ill,
+ Iill�lli'I��R•7 .4411. _
irflUUIIII
(MN.LENGTH) _ N 1 I �i/— ��'rryy�1111�11111/1%4II�II�I�•• N
i_______
M 11 1 _ -_ 2__�
— .`` 11 µfit, __. l l mar ,.iiiiII1111111111■111111111■r
11111111111N1 111111 111111
V=� � ' _ � � IIIIIIIIIIIIII llllllllllrr �
III!
, �►�u� (IIIII 1 1111Illllrr 1
— v= 5 '� ��
IIlIiiIIN 1 IIIiIIlIR
v= 10 l d i/ !.�« IIiI&�i �I1�IRii11 (MIN.d 0)
Ii I r IlIl1I1t (
3 5 10 20 50 100 200 500 1000
Discharge(ft3/sec)
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'D' 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
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 ° !i 1) p.
till II I
i[
Outlet W = Do + La IIIIIII •
pipe . 90 it it itiiii11I1 .I *i
diameter (Do) t liiiiiirilil 7 m.
Itlllllllnu il(0 r,
La _i1 80 I i t 11111111iitI!1 I: iill
Tel water < 0.5D0 ! ' aim , N 1,41 1'4 '
,
1111111
l; 7C ' am ,, li!Ii1.111I
all 1 Iml!n'm" iI
APRON DEPTH IS 1.5 TIMES THE STONE ' ;I 'JIPI r 1'
O� __ _ illil9t1!. Illy,
DIAMETER(18"MINIMUM DEPTH) Q� t __ _ _ , �'AdI111' •; 7111 ■
0k P 60 • I I 1 'inaul211! I 11
t nll!mi PI /,.1 - Ill
6r ,_ �,/ ed 1 5 MU
�\ - 1 _ _ _ —_ li i 111111I1
J rO Iii�i1�'lrl"rual1iiiiii llIII
�\r\� 54 ( - - -
1 IIIIn111111IIII i
-, _ i rdfil annnnnunl o i- a mm�uun uln nmin
[ IIIIIIIIIIumiii IIIIIIIPI
40 I a, Iunlllllllu lP i lk 4
+ - t , I 1 _ "1 r i•�Illnlnl uA„Am II
it 111111111 O .munrlr
i 11nn1111 hippo u
3 �" 111111111 Ili1n1i1u141:i
I AM.. IIIIIIIIIIIIl1111WVSA11h
Iilde
'6 . f I iliMENInill
.n'I,nus.:n�Ir
6 ,d -ri. .
� 1 .I. ,I11in1I,O.•sunrnra
- 1 tai1111//M AID Iwnr1
20 I = T- Mina,:n 11 titzir, 3
10 iillr
II■ram�_ ...ri d _. - ,+ `ir i !r IR• If:; *
MIN.LENGTH)10 FT JJ______ ---- �---- -- - I - I. — --. .� _ -_ V iiv, erio iii,, F
.AI,Illillil I,A
( �i " — I .11111!illrill!IIli11.� ' 1 N
0 — 1.. ivV Ary IIII;IIIim/I/III!II! 1 2 N
ou
tHu
a
11v_!:;;i/;11A1!:dII111II Q
� . � � "��rinm1'u►mnllum um �
�N!1m5iri1n11nn1min a.
_I=, _ - .4I j j�_I}GIal
%�'I �11111IIIIIIIIIIIIIII11111
I
V:20 r ..% .r� � _ Inulnwnl unn mn o�
.- __ _ ,y! 0PF: L_ __ 111111 I 11011111111 1
- I - - - - - .ice 1
v- 15 I IIIII IIIII
1 I V,- 10 �a L.I ---. I I I II. 0.50 FT
k
- I II I _ 1 � ' I - ifs /(MIN.d50)
Ii I! .1! lil I ,1 it \
v 5 �� I ' i . . . i. ;1 , i . i1 It i1 II-
II ,'
I I.. i''' I I • j 1 I, I •I II
0
3 5 10 20 50 100 200 500 1000
Discharge(ft3/sec)
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'F' 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
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 ° !i 11 p.
t11111
i[
90
Outlet W = Do + La . IIIIIIII
•
pipe i II '1111111111 { ..
i - u 1
diameter (Do) } 1111111/1 = �: dI- lu1u1n` I ..
80 uumm •1I,o' ILa —'
t 11111111111 ., !1'III,r.P
- 111111111 1i1r11, 'I
Tel water < 0.5D0 _[., ' mini N i,l'lynir '
l; 7C am ,, 1i,l4l li1111111 r' I
all - ,- - - I 0 ll,n'n i11
APRON DEPTH IS 1.5 TIMES THE STONE ' i I •.L11,1' 1'/1' I�
DIAMETER(18"MINIMUM DEPTH) O� I- '!151riiU�� III �I t 1pd:15115 !IIII�P 60 _ �-�� __ min Iu';1.ui I AIM(
o AII'm%r1 "".l ' nlnrl
g' _ -1- , . III'1N . , 1111101
- - ��. . 11111111111
I„PA ru4 ri • 1111111/1
•\� '. 55.4_ I U i - 6 �7�,\:. naiiil111111iiriio\C\ _. i�� rlifil'annnuu1111
44 _ _ _ ._ - ■ ;-- ate. iw�1111nnin1 oA„ullrfil/1 4
i�Illlll..i■'� � nuuul ��. I' IIII'Irl
INI
•i i L mr1 unn1n11;10!'AIUA
"' ._ gym. mu111 Ir11n:;i11,11 rr'
---_,'NE ,__ .:,.--'
i 15 "l .1. ■ 11i/11:pAti u'nral
20 1 ��I� _ , i:� i� _ ----_ — ,IIIIID'�:It' Ilr s Palm �ti•.�, 3
D,�AfII ♦Ai.,A
10 FT I��O I1IijijiI-
I V ' Al
_ . P.7,0111! ri
(MIN.LENGTH) 1E1 - 1 ___ ■0 i=�� I ■ I i/ 1111;11111/1/111!II! •• 1 2
1� i 1 ,i ��/ ��II'iIIIII,11i11!Itli nr1
=_M =� _ J �� WIC�11 °:; ifiilur
unngrri'!a 1111111 Q-
�►"� � 111 u►n n11um nuo
i� � �Ib;an'.�rilnunnllnln
Fis
I 1 v = ' ,, �i.►ir i;Auau■unuuuuura —
_t I ` ,4_µtart •
*' / • i�_��r �mnilunnmuuuuul o[
11- v '.iI-�,II � �r IIIIIIIIIIIIIIIIIIIIIIIIIIIrr
1 ����C 11111111111N111111111I111111
IIIIIIIIIIIIII1�1111111111111r
fj
v_'15 _ .ly a. /�/°�._ P �/ IIIIIIII 11�ILII1N�� 1 D
k_ 10.�d. '�• �"0_-.1 I11 ��iI�nH.� (0.50 FT
/ `(MIN.d50)
' I[ ! ow , .-++. . „ , II If .I11.11 , \
Ii ! l I ,i i i I j , i .II' 0
3 5 10 20 50 100 200 500 1000
Discharge(ft3/sec)
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
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 ° !i I]. II".
t lil II
i[
Outlet W = Do + La ' I' 1II1111
pipe90 'nunnn { �., 1
rrN11 d.
diameter (Do) }. . uunu111 I ..�,:i i
Iuuumuu •lI 04rA
La —� 80 I I - t 11111111111 ,, !1'IIIrl!
- r11111111 ii11!11, ri
Tj1lWdter < 0.500I. ' IIIIIIII Nlil'll nit '
• I 1 ` 1111111 d'1r.711i'tl 14
l; 7C —I MI ,, �li!/iLlil' r1
all I 1 I.PI:11'm iti
APRON DEPTH IS 1.5 TIMES THE STONE l�' I •''III 1 11 1' 1
O� ___ ,'• 'ii1111,1�� ,' 111 �I DIAMETER(18"MINIMUM DEPTH) Q ,
o P 60 ■"1 'in,Iul:/.ui •I •unto
6r - - --- I- — -r- - / IT! 5 ulluu
—I- _ 1�1'111I1i IIII111■1
v� 5 I ■ - I udlnuuunuuu
\\----- �_-,_ Mill
_ 5 Idmuuauul■I
1\'r •IUI — _a - -". . — '' iiiluiiiiiii=iiilliiiiii���)
_440 -- +- - - , _ " ar , 111111111iu o41 auto 4
I - .ice Air nuuul '�.nreun'Irl
Q!i uuuuu nupwilp
• I i rum Iiilnl;lll ni;
3 — — i,Z1 . mrl uininm r.mail
■ _-- i 11 _I �� mom nnn:"ni n Irr
18 „r I/i .d Inlu'evir1:
�il - I� .I. _,I_ ,Iiid11�1•:uiiu'nral
20 1� In r ■:}di.:iiAgl 1 11 I 1 lAiil�un1•;nir uluNlln
INNI�N�NNNNNn en �a�LIIP i I -I---_ ---- ,min i,:or m y��;. 3
. .. .,„,,
ins s trs3i- Im r I 1_.. — — 11:i,nilI Tri +:I
II• 1.
10 FT I(MIN.LENGTH) irflUIuIIIIii
I_ ..I I I .i/ �ry1111:11111/11i11!II! •• 1 2 --
10��=■■_ _ 1 J - —�i _��r#� �0I�iIIIIli11i11!Itri n1r
MIBEI
u11:::::.rii•!d.: 1111111 Q
�►"� '''"' u►n •nl• mar L
�Iv:II6P IIIIIIll111111111 _Q
—1� ,1 I`it wit' -,6 ADS • .� .9��Afr �111111111111111111111111111111 m
—I= v° .440,,,E ,,0, . _ GIMPlii iiiiiiiiiiiililliiiiiilriiiiiLID
_ _ _ 15 •.��/°�" il1ir r
- 111111 I 11 111111111 D IJ� I! �f1 1 '15'- ' 1 i- IIIIII NIM NINr 0.50 FT
le•NNNNI� - —��'- - ��!� .._...--T_{—..t I /(MIN'd50)
1 'IIIIIp�lIN111111NNNN
v 5 a �� ;; II
!i I.. il. I • i i I • I ' ,i •I II' 0
3 5 10 20 50 100 200 500 1000
Discharge(ft3/sec)
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'H' 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
1 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 ° I'i 1>
it
Outlet W = Do + La 1 '' I;IIIIIIII
9 0 -- !
pipe ` 1111I11I1 I _ •,,II
diameter (Do) } iiiiiiri�il 7 .�,�i 1
miiimul • t irin
La -bit 80 I i 1111/11111 ., !1 III wir
1 _ . IIIIIIIIII iminr I
Tjl1water < 0.5D0 1 �.._ IIIIIII Nir'llll it
l; ld
7, III ,, n!r� imu il'
all i.iri!IFII 111
..►.mr ris 11
APRON DEPTH IS 1.5 TIMES THE STONE Oil _ ;I,Ir�1,1i� , 11
DIAMETER(18"MINIMUM DEPTH) Q� 1 _ , A!d1�id1' • !iii IIII
P 60 i /irau1114u5 limit
•gtir° ' —I ■. ' . ti idl vii � II nMIN
111
6r - - --- !! NI 1 unum=
v'c.C% 5 I 1 i — 6 a I 1 I" P4I lPllilllillllll
�� ummilp
4_ 1 1 Ranuum1111 uu
1 ��1_ rlliil ammunm wm
,r t
i_-_ - 1 ml..rimil m er luumrls,
40 II a° =r ri I■runnunm nv'nrd
+._ 1�1 r —1 1 MI 1nun11l ,liirnl 4
PA I■ uuul nisimaw
i ' III ,■1;un171r
- - MO'
�■Iunlw Iii4ll;mn;•;io;
3 _ _ - _ u Na .&�i . i mmll lllulnllydv!�au�l
4 _ 1„,,,,,s , ;. - .■� 1 1 mum nnP-nit11 I m
' / .' 1_ 1 /.AJIIC,111,1III
' I ■ 1 1 .i115ur.:id,di8;
IIII . �-� / il. ■ 1 11141115PWWIlIE111id
1/11111111 /,'%!A1 III I
20 un■mint �1� dairiallil
• 1 1 ■ 1 I a1iilrnn,!;nilurui�in 3
uu■Hip � — 1 'l ■�u�imli i� nr "�%+w�I
111■I ��i _ 1_.1 i' irl i .. ,- 111nnu1I ■I.:�r��'0. 11 i4 III�p-I''i� If/.'°v10 111■1111111�—r��� I ,�!I ,
IIIIIIIIIIIIIIr��r +jam
10 FT HllMHhTE.___-
1 ■ N 'i ' /� �Illirr m I
I:,ilHlll, Li A1!llli�r� I!11 Ik_ ./ . 111Ii0 Ell I _ I I i/ �11;11111/1141!Ir III 2
1111�111111 - ,i pr-4 1 Iri11I11511511ri1r d11I 0)
/.II IIII II/rr11111
IIII min 1 I ' D /yr .�11/1d 11111111 Q-
1111�111111 N "_ I ,r' ► "�Ll III'11/API111�111 1111111 12
1111 111111 �■ fir'I •y � r" j1511,Iri 111111111I1111111 Q
iPii!iF
25 Eli � o 1 .i 111111111111111111111111111
um � iillt n n v i,�1�`i�' ,��i I F
1 II 1 .,.1 i01 i I �lil°iiiiii 1 v
i'
IL II,I i .. ,VI II 1 � .,i�- III 0.50 FT
1U. d �.'''. 111�r ill I I t I I i, 1 (MIN.d50)
y ,1 I I.
;I. i.. I I I ; i i I ! ii 111
3 5 10 20 50 100 200 500 1000
Discharge(ft3/sec)
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,D1,E2 LENGTH: 10 ft
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
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 ° !i I) C.
Outlet W = Do + La I, 'u1 II �,
90 -- III Iiil • •''
pipe ' ' 'I Inlnnn .I .,
i - I
diameter (Do) } Inn1111 1= ,: dI
- " I111111nI 1 %. i
80 IIIIUI •II,o'4ALa —tI
t I1111111111 ', !1,.II 1p11,
- nllll 1111 I iA'IV A'I
Tel water < 0.5D0 _ I . ' IIIIIIII N I,I'll inir P
--_. I_ _ IIIIIII �:I�illi' %d
l; 7C ' tin ,, u!IAI.IiI' I
all I "ill!n'n iii
. I •✓/PI'=ri 1' :I1
APRON DEPTH IS 1.5 TIMES THE STONE �C IIi;DD1�, IIIIII
DIAMETER(18"MINIMUM DEPTH) Q� t __ _ ,_:_._ _ , 1'A;dUId1' •• !IIII
0k P 60 • i '�nalr;15u5 1 •vnl
\,er = _ _ ,__ ,, ,,i; ;; ; 11111111
mmul.� .I„ rug IIII11111
v' 5 - --- - - —_ r0 �I�'k ...nuuunum
�,r�t� 4 1 _ - I __ _
'' I 7 •1111111111111111111 NNI
'%%� '' 1!dfIr1111111111I11111Illi11
( I _ 0 a IlIlldlllll IIIII IIIIIIINII
41 minii mmin IIIIIIII':1
' nunnnnlm lII i I
+.- - i I - _-. -a.� ��nnnnnu oA.,,uura 4
4 i� nuuul msnnrlNl
R ,. i unn1 Al1lSu11111
I o
nun 111 Iliinu;11111n:;
i 1 Amor mnllunl1/4111An!AIUA
3 _/ nano nn: ll=lir'
'—.. in +-__ i s' 1 asliu;I 'eI
111/Ili, ,... llll'llNtil
20 I • , 15'�ill� i 001 i tt11111/AM/A1r1�11J01n 3
ii _ limIii1
10 II■INIIttMIII E:iw�sr� III
- ,,��TI`ili elte:ar1
t�IIIIr.�I��n _ • v
10 FT I►�M I I __ J y`� /.�Irim;m' I `.(MIN.LENGTH) .1I_ - 11
IV L111, /i
1� I f� I .,11111!d11111!Illill�i
I•�� --- ! _ 11 _ I i� �ry IIIr;11111/I/Ill!II! •• 1 2
1 _ �����ii �IIriIIIIli11i11!AII n11
—'' i!il1ID;11r7ino�IIm
- I Ilv_;;;;ivdIrd• 1111111 Q-
I IN t — mph ';dl!;11PAI!IIL1111111111N1 0
— 1 .— moor a ArA11111II11IIlllln Q
I V �� /;AII:A111111111111111111111
I '.f ,l�- _ ' itr��r �mnnunnmuuuuuuN o[
1� - --- ' it uuuuunununuuuul
1 V:20 :,=�. �".�.� Ar uuuummiiunn=nn o
V_
II -- unuu1o11I uu_u nnu 1
.T III 1II nut
- k 5 a '� /.�� _ Iluluiil 1 m 1 unINN
15 1 Ir�1 4." t- !I11iN I fi
1 0.If I ill
0N. 5
FT
-- I II I V_ 10' d _ s��i/� :II I 4 (MIN.d50)
-I I I. h No.'" - 1 1 III i.l .11 1 v=5 di ......asial i ;
0
3 5 10 20 50 100 200 500 1000
Discharge(ft3/sec)
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
1 Velocity< 15 ft/sec.Apron discharges onto a slope<5°/0
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 ° !1 I]. p.
IfLlll II
I�
Outlet W = Do + La ' I . 1111111l
pipe90 nunnn { �..
1nnull d.
diameter (Do) }- - ululn`I= I ..�,:i
1111111111111 o'4A
La —tI ly
80 I I _ t •
11111111111 ., !1IIIlItir
I _ - r11ii 1111 idd'llIA'I
Tj1lWdter < 0.5Do �.. mini Ncoiiri1'r
-__- I_ 1111111 �:16,11'1 "►�
l; 7C ' 1n ,, n!IAI lit' 1
all I Amemrn im
- 1 •✓mr=r,i' 'I1
APRON DEPTH IS 1.5 TIMES THE STONE �C _ ,Ii;IrDtl, III1�I
DIAMETER(18"MINIMUM DEPTH) Q� t —_ _ ,___._1 _ , .'d;dU1d1' •Amiiillan ; !IIII
da!m4 PI II l 111111
cp -- - oti- iu%a 11111111
d„ rug 1111111/1
'.) —I ■ I 6 Il1 '\ rou 111111111111111
\r�tt` - 1 I 401firrw ,rlifl'i li1111Iiiliiillui
y�40 _ __ - I--_ I ate. ��r11nn1nl oA„Illlrn 4
_ __+__ �� _ I an i 111111ul .AI'JIpily
q .,-" unnuu ° nul�unrul
111111111 l.i4n1;11in;1::;
3 .a '9�I �1r 1111111uuu1nusN!7d1uA
�4 _E M
+ 81 Y, ' i =� 1.. 1rn eiii iiil! n
HE ■� +d 'e ' , <I. I1in1151•Su11uS0rtil
20 1 15 i:ii.l i Idimira•,nir ulAnrn
I ________ w 11 2 _ , •r 0. ,mplr'ar II. %• 3
...,14un;::
10 FT IP:�� �! 1=1..11111111.11.111IIIII
• /I;'11II!III! ri(MIN.LENGTH) 1� __ AI', �I.„., AIllI I I,Ai���� 1_ ,'1IIIN,III1/11!Ill110 a)
Q i=��� ■ I i 1111;11111/11111!II! 2 _N
1� 1 _ � / I�iIIIIli11i11!Itli n11
1 i �� I^� r � II'':':AdlAl.: 1111111
i �p� �F;III IV.A1111111111I111111 L
/!%III IIII:1/A11111111111111111 Q.
Ill
I V =uu t . .ti �—►il /511151111111111111111111111 '
j1- 'II I�� ? �� i• r�g �111111111111111111111111111111 ±
— _20 . + 1rIIIIIIIIIIIN11111I1ii1111111 0
V , 11111111111111 111111 10111 1 D 1 I ° 111111
(IIII 1 1 111 1 1111111_ 16 pry.�_'
'li
V— 15 �i � 11 1 1 1 1111 III1 1111 0.50 FT
V 1= 10 d i�:1t�•_,�►" I�1�� ��I� 1 (MIN.d50)
v=5 : I I ' .I ® .
j II i' Q
3 5 10 20 50 100 200 500 1000
Discharge(ft3/sec)
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,GI, 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
1 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 ° Ii I) C.
III II
Outlet w = Do + La 9Q i ' . i IIIIIIII i • J
pipe nunnn {
r4
diameter (Do) ,. nnnull I '. " _ n... L80 01u11 aIi
La _,I I
, 11111111111 . , 1 nII
Tjl1water < 0.5D0 • !,, ' 11111111 num , NIPI'h!1'
l; 7C ' nn ,'Alt li,ril.lil'
all I l,n'n II
APRON DEPTH IS 1.5 TIMES THE STONE ' - - I '.JAI r' n 1'
DIAMETER(18"MINIMUM DEPTH) Q� _ , ' dllll' •; lIII
p't P' 60 • i '/11;lul;/11! I •116.
gtir 1 . -- - , b1 411 icb1 �, •Iliuwi1
er , ,/ ed 1 i um
_ - 'a„ IIII ` uuun
- ranmw auu
:rs �� rllfirannnnnuuu
_ : i - ,gyp a illi1111111111 nnn�
40 t: 1111nn11111 un mmr.
I -/ minimum lu!swu
+ -_I_ . _ - i I I #rAr ��I�nunnnuoA.,, w4
~4 R ....i'. AI 4
Ilnn�11 mn;1111r.
3 _ �a• i nun uI I/ilnhnnli i,
:i I i mm uuunur4n0;nl�/
i 1 .1. _ , rinlo.d n !Iw
20 ,,5 'ai .rCl 1 Ia1il1un0:;n1r u111� 3
____ _ gym— 2 — 'ici w - — ---- — ,nnnw:m ml��+ti•'C
illiiirl -174.... 1 ' -•--1 '--—--'-- -411111P -eirVii
10 FT _ : In
d� ��AIIIP %�"AI!111!
(MIN.LENGTH) I --- -- --i- --- - -` -- ..4.Illn!IIIr111:111411Ii '�� N
Q �� _ I` I •• i/ �yIIII;11111/1r111p, �••• 2
-------- I _ �� r��ii �IIhiIIIIli11i11!Itl�i • i�� (A
=1 - _ - IIv.':I;A:11AAr dlIlII1111N Q
/�/'IV;dnI,INF 1/i111111111111111�
V = - ., ii// /;AII;A1111111111111111111m
I '01.in, ifri 411101111111111111111111111111111111mm ±
�r IIIIIIIIIIIIIIIIIIIIIIIIIII� o
-- -- Vc20 :� rr' __ � r -_, _-- IIIII1IIIIHM IIIIIIIIII
.J� __ IJIII I III I IIII 1
7-1
- --ill
I -I - - . '�� - ---. —_ �Hi101iI��II�111=vit/ti �' tI_ ` d � ' I I (MIN.dSo)
I! I ; If ,I !I. it
v 5 ; i i I
'L. i H. ;•.;• ; ' II I I .III I • LI L I'II',' !III•!;1 ill. Q
3 5 10 20 50 100 200 500 1000
Discharge(ft3/sec)
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'El' 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
1 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 ° !'i l].
it
N it 1
Outlet W = Do + La 90 ' II 1 1 IIIIIIII
pipe nwum { A
111111111111 d
diameter (Do) , ' . . I.. . minim f :.1.,;i r
�uwlllnu •11 o'rl
La —01 80 I I , 1111111/111 ., �r!n;lr,
N11111111 1:1E111Ar1
. T.ilwater < 0.5D0 -I . ' 11111111 Nlirlrlrr, '
: 1 1 1111111 �'I�iili'l
), 7C 1 n11 ,, �Ii5r4lui1' 11
all {I !- I Aumairar an
APRON DEPTH IS 1.5 TIMES THE STONE \' I •J1151 11 1' 1
DIAMETER(18"MINIMUM DEPTH) PQ�� { IIIIMP� • III
t i;il!III/,Idl' !IIII �I
0k 60 'A11;111r/411i I Allffi I
mitl d11!iV/II *.l 1111111
CP —_ o'� iirlp�l�_ umrNl
r 1_ i „rd., UMW
e I
‘),.• 5 - 1 ■ I —_ d„ Illi IIIIMIIN11
\(� .n - __ -II 1E111
11■ -I • NI �1,•IIII 111111111111111111I
\fi r/� ', 1!imp/11111111111611111111
[ IIIIIIIIIIIillllll Illlllll�i
1111111111
40 11 _a° rurlimm lu!;grtil 4
-4 _- _ . .iKOPF A nuuul meulrlNl
� unnuu ° n ;um;ul
_, J -, R '1 i uuulul 11i1■1;lu ,':i,
3 — �a ;, i,Z1 . 111111111u1rnuAv!1111/,
_ -. - _1 Ai WI'
Irnn;4111.4II/1
Nil 8 ,r i 1 - .n Inlus.;lnlel;
__ ,6 = ; %1� ,1 .I. _,1_ n11,4•:Ilnu' ral202. i:ii�ra 1 1 ;lo munrll
11� i -I___— amwIi11i� 1iNii�� i =i — r-".T -'i 4 rpilwA ��'IL 1
10 FT I►�11 I I I 1 -- J...30 , �r ��111"In;m I
(MIN.LENGTH) i� I I___ ilm vari, Ii
1����11 11_ ,I I1117
.11111AU APII1(� ,A a)
N
0 1V�■��I ■ I I i/ 1111;11111/111 AP. •• 11 2 --
1: : ' 1 _IMIEN- - _ -1 J _ -,i A�/gi arII'ilNlli11A11111i nIN U)
i %per �''lll d/A1 111111111 IIIN112
I� I ' 25 - - ' I �- —/!%�I11;111151ri111111111111111NN Q.
1 I _ V - . '
—I� 1 iI 111I_µG?; icr_m7ailttyaninninimmuinu�� nminlnnuuuuuuuo oC i %/. 11111111111N1111111111111111-1� V=20 /; ` IIIIIIIIIIIN11111111111111N1
��� 11111111111111 111111 11111r
--1 I _- ly . Apo°' ir, �� - ^��. I11111 I�;j� 11111I111,1f1�1 1 D
j �VI It'.15 i ��.:-� ii 1 _t- ._ ' IIIII1 IIII�NIN1 0.50 FT
/(MIN-d50)
1t t' 1: - - i 'lllllp�l�■IIIIIIBH■�
v=5.1 —.ow 'I �
3 5 10 20 50 100 200 500 1000
Discharge(ft3/sec)
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
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 ° r-1 1) p.
it
w it 1
l I —�—
Outlet W = Do + La 90'i; ' 1' 1 1 IIIIIIII I
pipe nunnn { 1
mn1111 1 d
diameter (Do) '- . }. r 11111111M 1 •.par
iuulmm •it 071
La —1.1 80 I I t 11111111111 " !1!II lr.P
IIIIIIII III l d A'111 Ar 1
Tj1�Wdter < 0.500 I,, mini NI�I'1111'G
I 1 - liii �'irioii'1 %d
l; 7C 1 am ,, utuiPar 1i
all I i ami,mm i1I
APRON DEPTH IS 1.5 TIMES THE STONE ' t11 -- I •.JII 1 li 1' i
illDIAMETER(18"MINIMUM DEPTH) �� " ' I- - 151iNgir • Ili
..C� 11 I Oil �r_ t ;. . L. iii�v;i�rl ""I u11111
gr ! 1' i I_ —. _ s 11.d 1 , 11nuu=
J,N,- 5 --'.11i■iII II 3MI i —_ _ , 71,\"1" i'muiiiiiIIM
\r•�t<` 4_ in■n _ i �� nanuuuuunlim
I " rd il�am1111nnm11111
_ li li �� .;I111111nlni■11111NNI
111111111111111111 uuulrS1
40 it I a' nunnunm nn:illtil4
-- - .i mull .nreun III
3 _ �it
Q z 11nn1111 ° mn;1111niC iN� Nuniul 11iIllo nowan i I . mm uuurnusnl:�muA
__I III'—:__ M _I �� nano nnn:111tII Ir,1
i1�, i# / i?i .nilmu•enINN!
20 1111111111 I _ is/rlogil�!•i��IAN i "I I h1IIIIIP/MAII11'111A11NII
im lunnu NI�II� .!x !•I��" n _ _I •nnIIw:m Inr ti•74it 3
11ui■1I n AS i i !gilt
I_.._ - - n�s•niu, �►"•`•
111111111111 �/ iP 1 _I_.__ ,�;1:i•I I iI10 nn11111 l .l".• ii 1h�il'� _I r v._ �i'i' I'� d.; �v _IIIIII111m---. rI-- III I .r !1mimpl Nr���I 1 i . lurii�•s 1
10 FT
(MIN.LENGTH) 111111111111 �i il� � i I-- - �_ 1i'::�r11S11111n1 A v
0 MUM�� i iilll i i 1 I Ire■ ■, i'lllll!�Ill/ll,lllill�i N
�1��ONN N ■ it 1. I �� 1ul:uuearneul •' 1 2
HHHFd
mn � i An ,l �uI�1 �;_ �ilII��� �.___ 1r1111� I IN 1_ I �� u:iiIIIIN IZ i I I_ - i "�" �rllll'11/A1r111111111 IIIIINFis
i11111111111 NI .. , I i- %/Ii1511151M1111111111111111 Q
11111111111 25,- I_ /iI /:All!AIIIIIIIIIIIIIiiIIIIIN
u■nii n __ill _ ' v =LuJ IIt% '' ' I im�Air �Nmnunmm�nnuuiuu o[
111111111II _-_I l.. I� I -j �/. 111111111111111111111111111NN
1ii■iiiiiiI v= :■Ii i 1, � ` --- l� uuuu111n1unnnnn o�
1 n ��, 111111111111111111111111111111 1 v HHHIIIOI
v15CD S 1u� i 1liliiliii I k , . , I - - _ iuiiI (- • •_����-- _�� ,. MIN.d50)
!! ! i I • 1 i 1 �I II' 0
3 5 10 20 50 100 200 500 1000
Discharge(ft3/sec)
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
le Velocity< 15 ft/sec.Apron discharges onto a slope<5°/0
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 ° !1 1) p.
1fll1 {1
90
I
i�
Outlet W = Do + La ' {{{{{III
•
pipe i 11 • 'mmi inn
I - u { ., r
diameter (Do) } 1111111/1 = I : d
. {uun` ..pir80 mmmNl •lr,o' lLa —'1
t 11111111111 ., !1'Ir lr.,
- 1111111111 iiA'llrAri
Tjltwater < 0.5D0 _ i,, ' mini NI,I'lllur '
___. I 1111111 �:115111' lb
l; 7C ' am ,, uvi li{' {
all I rnl,n'n im
- 1 •✓mr=NI 1' r
APRON DEPTH IS 1.5 TIMES THE STONE �C ,Ii;IrDl�, 11{��{
DIAMETER(18"MINIMUM DEPTH) Q� t __ _ _ , �'ll!rll11d1' •; Am
P 60 t� ■ 1 'Anau'!15ui l Aunt
o l nm!e'a FA I, l ' 1111111
gti - . . �Iim.lpa 11111111
r _ — :Id" e:i • unmoeJ� ^1 ■ 1 r � A � ruu nuuunum
\r�tt` 4-- 1�IIIII �ii�� rliflliiiii{iiiii{ii{{{{{ii{
40- -+ I - , _ !■- —'1- mmumill
ar iw--mmnminl oA.,,mmrn 4
__� _•_ - - i� � nuuul ,t��.AISIIIII'111
— i:��. a � 1111111111 11//11P i{iri P!°
3 "•i I 111111111111111■410 Alud
mum oper.;garatorr
111I1115n:r11111!Ilrtil
20 1� ,,5 i:i.•�I .r 1 IIE M + , ni js „:0.2.-_,4ic, 1_ 'Ai111un1,n111/ ■runlln
I� � Z _� � D"Sl�ll' ��y'V�I
ir;l1 P ,� a
10 wi0117 � 0-.1r A ', • �v _
10 FT rriRIIHIn
(MIN.LENGTH) _0 i=��� _ Ill■ I= i/ 1111;11111/11111!II! 2 _N
1� 1 _ ,i ��/ I'iIIIIli11i11!Itri n11
{_ m � ,-_A�l:iiiu ri pair cc
�m1'::riiri'sa": unur Q-
�;,��'-, �►"�/-rlil u►n nllum nun L
—• .ems"' inn an5lriln■nnl{nnn _
1: v =?5,- ��►ir isrimauu■n■uuurnn
Im � j{ III µG,r% . �• ��� �IIII{IIIIIIIIIIIIIIIIIIIIII�1
— 1= - 20 , —� rMilliIIIIIIIIINIFIIIII{IIIIN S
1 V -,, 11111111111111 1111111111N 1 '0
1 I ° IIIII 1 di1IIII
v= 10�..d_ ��. ./� 1 t �(MIN.d50)
V=51 �_� • H'I � ® ;I it
-., 'I II.
0
3 5 10 20 50 100 200 500 1000
Discharge(ft3/sec)
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
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%.
3a !i I)
IfLlll II
i[
Outlet W = Do + La IIII IIlI
pipe ' I it I1u1un1 { ., A
111111111111 d.
diameter (Do) }- - u1u1n`I= I ..p,:i
IIIIIIIIIIIII •dIoil
La —'1 II
80 I I 11111111111 ', !WAR,,
- - 111111111 IiA'NArI
Tjllwater < 0.5D0 [,, ' 11111111 b`viiiiiii 4igllm '
l; 7C ' am ,, n,ril IiI i
all 1 rirl,mn iii
APRON DEPTH IS 1.5 TIMES THE STONE �� ,Iiil ell" MI I
DIAMETER(18"MINIMUM DEPTH) Q� t __ _ _ , �'llAI/Id11!P •; lIIII
61
0 na!n'l PA II 1 mn11
gti IL. 4 l loiI 11111111
- — ,i 1'd\ , u110
e
J� I ■ I ro i rin nuullum
\r�tt` 4 1� �401f.rw ,r ira miiiiiiiiiiiii{ii
- ��I �i�fii.�iiiiiiii= iillitii
40 _._+._ !■- '7-0r • 4�111Innlnl DP„u11rn 4
,- - ir No
,t ISIIIII'111
- -_ - i:��. i= .„,.ii .ri mip:7 m!;I
3 i I 111111 uuurnuAv!muA
-r .61 -0 :0;0 . I AIM' I $6 A:iparlii Ai
L ;ii: ;M ? 1 - puiraur
20 � 2. Anna,, 111 ru lun�n 3
11111 ' ' _.'1. 1-1A111rFIEMIIIIMIll _, 11,:i•ilell .Ap.....*./
10 I���111. 1�0� iiiQiINE — ,iil`ill i'I �i7d:; 4 v _
irVi !1WIIHt
(MIN.LENGTH)10 FT & II1f4
I,A_i=�� I 1 = I 2 _N1� _ _ _ n11 Cl)
INN ,
�;,�� u ;.rii'sa.: anal Q-
-' ems"' inn an51ri1nunn1ln111 _
i !_I.
?5 dif i_ ,- II W , "✓" i v �� ' ,::r11111111111111 111111 111111 1
III!
11liIHH11
v_ 1g_ 1 � III 0 If II10111'i (0.50 FT
V= 10 d MIN.d50)
Iv_5 I', gio�•►—.
I1 I0
3 5 10 20 50 100 200 500 1000
Discharge(ft3/sec)
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
1 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 ° !i )
IfLlll II
i[
90
Outlet W = Do + La ' . lIl1 1111
pipe I ll 'nunnn { A. A
diameter (Do) i - } 111111111111 o:
d.
- Iuunn1I ..� i
80 IIIIUI •a 4ALa —,I
t 11111111111 ., WAR,
- - N11111111 1iA'IVA'I
Tel water < 0.5D0 _ [,, ' mini N i�roird r '
l; 7C ' am ,, ,ril liAirAlrl I
all I rirl,n'n iil
, __ 1 •✓airin i' 'I1
APRON DEPTH IS 1.5 TIMES THE STONE �C ,Ii;DDIr III1�1
DIAMETER(18"MINIMUM DEPTH) Q� t __ _ _ , �'A!dI11d1' ••; lIIII
I. Aa!nl/PA a 1 111111
6r - --- / I'd 1 unuulI
J MUM
�\ _ .__1 - I ..-,_- !d„ roil • 1111111//
5 6 i�'� rim Annum=
p If m111i11111111111 nnnlm
` _ O�A���//4N1111111i11111�1111�11111111!i
41 I a MI11111111111 nn;AM A
- _ r ��1111nninl Pr .tili1rn
i� nuu11 .AI;11111'111
-_ i 111111111/ ° m1;11111p
°' nun Iu liinu;nnlir::;
3 — 1 - - L ; i I '�i—1111111111111//IIIAv!7m_uA
1 __ _ i AEI' Inllnl Ir11n:WuFn 1/,
1� s 1 1 ! i , 1 -" III/11,,r':r/1111!IINNI
20 - ,• ,5 �' 1 1 gdll1une=nlr ulAnlln
I� _NM Mii b WI �j0 � ,�� T ANTI
i ii Aiwa;lir nj►r y 4!' 3
,,n
1' '/��� mi I 13 e . 1111m;its 1
thvii..„,,,.1
10 FT 1►_� NNN ii I ` V �r %�"AI!111! Pi
(MIN.LENGTH) MI�IMNNNNIAI _ _� ___ _ �i"uA1:11r111// /,A N
0 1I�■NMMBOWN I ■ 1 i/— �'ry�1111:11111.11,Mir�i�•• i 2
i==M = i ------- _ __1 - _ f ' ,•• AwIli11111,1Pd1!lii n11 U)
dinn
II � MEV
eII''_1';n/,�1:11.: 1111111
i �p� i;lll drill atai111IIIIIINI L
J ./ /!%�11 d1151ri1111111111111111N
i ! IIiIi
=� '�'
— V= I = � �/. 11111111111111111111111111111
����CIIIIIIIIIIIN111111111=IIIINN
11111111111111 111111 111111 1
�. 1 I
1111111111111111111
• 11111 11111NN
nil lt' 1- ' 011 1 0.50FT
..� I (M 50
V_5 ....L......„.� . i.
i I j 1 III' 0
3 5 10 20 50 100 200 500 1000
Discharge(ft3/sec)
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: 10 ft
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
1 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%.
if
m it 4
1 I —�-
outlet W = Do + La 90'i; ' 1i " t' IIIIIIII I
pipe Iillnnn { I
h11111111 1 d•
diameter (Do) }- uunn111 I .�•-:i
Iu1111111111 •II oirl
La —4 80 I 1 NII111111111 ., !I!II 1r.P
- IN111I1111 iiA'IlArI
Tjilwater < 0.5Do [.. 'mun11 P.ikrnlrr, ,
1 mum 'Amor 7C 1 um �li!15LIil� II
all I N ISnI;o'n, i1
APRON DEPTH IS 1.5 TIMES THE STONE ' I •,J/1 I 11 l' r I
DIAMETER(18"MINIMUM DEPTH) t 0� + { ,15r.our III �I
t I - - - I i ll!,III,1.11' IIIII
60 '/A,JI1,;151r5 1 AMII
CP0 l wawa II .,.l 111111
1 — , i LId1 AWAY 5 IIIIIIII
� d„ r11i ' I1111un1
,),Ns- MUM
e5 - .y._1 ■ I _I - -_r ��iiA ,�� r/rallluuunull■
�t� _ . ,. - 1 ' S■r nanmuuauul111
_per I �+4, + eliial1111mm In
\v` I 1 ' O .A� J�N IAIIIh111111 111111111111111
[ 1111111111111111111 11111111rii
40 1 -a uuONnmm nnSAtii 4
. _+- � -- � _ r�: ��I�1■■nunullm oA.,,unrn
y4 __ .ice NNNNn nreun 111
- _ .,I � NUN11u1 11il■1;NIN;I:i;
3 — a ,, i,Z1 . NNN1 unurn■sN!7AIUA
4 _ -- 1-
__ 'air 111111111 IrnP:;dlui l�r'
- , �,". 11
�ii td .,ilf .I. _,_ ,IIi/111,r:unu nlal
ir�l 1 na1111/d ill/ u1ANIn
20 lit IN II II _ , - Ili 1- I -- — NNgw:m m �:,,�, 3
■■ 2 -!/ iMil
. ID,:S•Al11;' f'• y';�'iIm .wig �i �A�'p'ilili�I•i'�+'i7 ' '
1��■�IIwn■� 1 �.� 1!I I .1
10 i�■�ril11 .�,
10 FT i►ilk I I"- I I V y`� /.�Ir, ��Illin•;,e I
(MIN.LENGTH) i�� I I___ _ iI„! I AI,111, Pi
IEEE!_ I 1I 1_ ,I I��r' ciiiih1Di I;IDl11(� �A N
0 11MU■M�II ■ 1 I .i/ II111;11Irdr111!11! •• 1 2 -N
I1=9= ' 1 _ /�� IDJIIIIi11i11!Itli 11
i �pm WIIII IVAI IIIII of 11111 L
.fir_ Or+ _.%aril) 1111511r5111111111111111n Q
_I: `� I V -tp ' ii�►i■I /I;AII'A1111111111111111111n
—1INN� �� _. V' .il'11�_� �` � Ir•I" �111I1111111111111iumm CC
1 Illillilllllnl 111111111111
��, 111111111111111111111111111111
_1 I _ ,_ ly , �il! / n 1
v- 15.—* IHllOiII
n . - --- � 0.50 FT
IS�� • - • --��--__ -- (MIN.d50)
v 5 a�/� i I; li,
.i 1111.11
.
I.. iil • j 1I II' 0
3 5 10 20 50 100 200 500 1000
Discharge(ft3/sec)
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
1 Velocity< 15 ft/sec.Apron discharges onto a slope<5°/0
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 ° i I'.
IfLlll II
I
I�
Outlet W = Do + La . 11111111
•
pipe 90 , II 'nunnn { ..
nnnull d.
diameter (Do) '_. }. ...minim I .p,:i
1u um •Il11.KI
La —.I 80 I I 11111111111 ., !1'111,1.P
n11111111 idA'IPAr1
Ta i 1 water < 0.500 - _i., ' 11111111 i.lil'11/I1J ,
I_ 1 1111111 .'I�SIIi'i lb
l; 7c _I am ,, ui,lihar m
all I :. 1 A:ml,n'IP i1I
APRON DEPTH IS 1.5 TIMES THE STONE 'CP I • L11:1' 1'/1' I 1
DIAMETER(18"MINIMUM DEPTH) Q� + _._ _ , �'A!dlL/dl' •; !IIII �1
ok P 60 I AIA110;/.u, I •vu11n
gtir _■ . . oti,/� 411�v1cb1 0'I •11111i11
�e - ---- �.'� I:11I rug •• uuwn
vp- 5 I ■ I - �_� -• 6 dII//�"1r "ruu'IIIIIIIIIIII■I
�\r• I =a'�I.I. Limim111111.1uu11{ il
11
— I 3 � � .;111I1i111111=11111�IIIun 4,
ununnnl un a oo io
40 _ _ 11 � nunnunm nniilltil
ammuonninn DP
4 -- ---iim
_ . ..%■ d maul .A. IIII'11I
a IMF 1111111111 ° 111141111E111
— - 'I A■, 111111111 IIIi4IIF IIIIt P::;
3 a %e i,Z1 .�■ mnlluuurnusm!mua
-.1E1 �_. _ , 1'6--_�11NUII
1 1�i ■■ I .1itI,ns.imlel!
' �II <. _,_20 aI�m 1 I■i�■�i :i.'�f.a� 1 1 ■■ ,ai li mun n1iI!:r� � „ 1 ---- ' .'(i1Sl1'1I h`l, IrvAlf
U
11■��wIrI� I ■ �iI '1 I 9 _
10 11■ �l ■1 I /, i .�. Illlin' I
10 FT 11%�� �� .1.1.11111111M1! 1 ���� %.,,iiiAri
(MIN.LENGTH) O 11■ �� �� I___■� ��/ �i°ur11!IllillAN11■�_�1%� 1� I ■ I i'lllll!d1 Aprilli11■���111=11111� I II• i/ IIII;I1111/1r111!II
„,„„,:rr....: unul Q
Mal r . __ _ - • 4/�N!an51ri1nunn1lnnn 12
ii v Wirt ��►r i; r�uwnnmumul
1,1 uG , --Apo
�/ . . i dl�nulimm�oulluuuu■ ±
—II■ _ 1- � I i %/. IIIIII11111111111111111111111
—11= v c 20 •�+;� . _„mir IIIIIIIInINI=11111111111111
111111111111q11 111111 111111
15II , .o,,�rr,.� i'' I , 1111111i�1q 11111om• 1 D
IMIll v_ 15.. _. i-.j• gli/ ....w" I 1111111 i■uO1111111111■ 0.50 FT
v= 10..d� ��7�" 1 I c ll I I t (MIN.d50)
,i,. I, �r +; • I; , II r.I l � �
v=5:i — iiii
II:
3 5 10 20 50 100 200 500 1000
Discharge(ft3/sec)
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
1 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 ° j I]. C.
iI[
Outlet W = Do + La „ Ilidli
90 , '. ' - ii 'I j .1 1,i•
diameter (Do) }- iiiiiirilil 7 /��l,
miiimul •il(PL
La _i1 80 t I r. /11111111/sum Im w.,
Tjilwater < 0.500 Illlnl , Nl�rlr/Ir ,1 111111 d'I�ii11 I lb ,
l; 7C ' .
111 ,, u,r�I.lil •
all 0.ni,n'm it
APRON DEPTH IS 1.5 TIMES THE STONE ' I '.JAI r 11 1'
DIAMETER(18"MINIMUM DEPTH) Q°� t ___ ,15111►1�� 11
ok P 60 . 1 raulil. , min
t d0!mi r1 ,,.1 a sine
'CC% - .-- - - - 6 '1!d r'ma i I11111
I — �� Iri111111I1�III■
�\r�t�`v 54_- t : = t - a ii�W *.ilfilrIgNI INIM■
1111111111111n I11111Ki
40 I a o��. lunnunm Ma 4
-4 + -- t , I t ��11111111oon.1 oA
i� i 39_ — ..-\-.a";/i Amir , 1uuu1 nu11►■
11111111 11i4n i;lul;•�
imp
impli
T_,_______ -+- 1 .. . - I s. i .EiIK01./
1 ,d - 1Mi , , .I. 1 , 1inliA.dalO rlllw
20 -- �5 �• .I .1 � I - -- --� r i uw•� ru wt
10 FT 10 -- ---- t - I __ V 'AMP.
3A /.�Iri .-radarliiii ,
e. 11A1?III! ' =(MIN.LENGTH) - - — - - -� -.-I __ -_ � �/ iil'uA1S11ri1Vi /,A
I��1' �.i/IIII!;Illlll;lllill�• _N
0 , I r Dior ry1irdi11/Di11!IIr" 2
—- -- I - - _ .1/ i,, ‘ PIrillIII'U IP.ap n■
1------ - - - ' �Ldllll!il1/n';,�IIII■
4111/p111,4W-rlll!ill/il1!111111111 III■
- 25, - - ' / /!%�IRdp51ri1111111111�111■
-- — 4 V FiS
= + i/.iI /i111A1111111111111unom
" -. _ ==-- il" `If µGi" !�! illlllillll11111111111111 °C
- _ , __- 1111u11M 1'n111111■
_ - ly„- -.�i.►. _ � 1 1 IIIIII IIII up
— = 10 d - • -- I - 1 1 I IIII nl■
�u
k
i �VI If'15 - �� - L. _i-- ._ - 1 I 0.50 FT
- • I� I V Ill 1 I .I I lip (MIN.d50)
v 5 I i I i I jI
i I, I ; I ,I I I ..111 11 i!II' l !:II ,II lI1 0
3 5 10 20 50 100 200 500 1000
Discharge(ft3/sec)
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: Io 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
le Velocity< 15 ft/sec.Apron discharges onto a slope< 5°/0
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 ° I} It Ii,
I r_1I'
Outlet W = Do + La r ma im '' III
pipe 90 utiiiliuuiui { 1 Il
i11111111 1 %l
diameter (Do) }- IIIIIII11�1� I ..�i
La —i 80 I I •1111111111 I ., !i'll /
_ U111111111 I dA'NA,
. T.i lwater < 0.5Do - i . mmii N 1ir1i it
�:..:.- 1 - -- lilnll .'Milli'i
l; 7c nil , lli!liluir
all I -.Aura rar
APRON DEPTH IS 1.5 TIMES THE STONE ' ! I 'JIPI pi 1'
DIAMETER(18"MINIMUM DEPTH) O� I- •
�, •'I1i111!1', llC
t i;iI,111/1AI 'Ill
OAP 60 ■ii i .m'd!%7115 '1 •Il■■
gtir I II ■ , -- t -_ . oti. iilt'i 1 1 iiit
(� 1 — / .led 1 , illil■
�-e - 1 I II = - " 11„ ru/' iiiiii■1
J'CO 5 - . -I■ II II rp I i.f. "•IIII IIIIIIII I IIII
�'r�t� 4_!IUII11IIiIII!I _ : �40 a _ niiniiinu iu!swm 4
_ 111111110111111 'A 1111111111 ° mn,nin■1
1111111111i nun ul .....,nul,:i,
I —� 111111IIIUIr1111Jv!:11■II
_-. ��= 1 = • i �� 11111111 Irnn!-nIuiitr
• ,.j I �' I n:i it1I'IU A
■ ,r;l' ,, ill IAIU'ellwl,
111 �- M■ • .,i--oor .I- i 11i/■I,PAInul1■11
20 I■.In1 r■■� 1 i:i/irilldl0li�46� I laiiIIrn/,nil Illllill■ 3
■IuEIli1��1BM , %!% II''i1'' 11 -_._. — ' ,II1111/'ili' Ilthirti•"i
■I �Ili1� /!S •tall 11 - — — iv;i•liilr �►J"Ve'1
ii EH 10 Iiiiiiii�=wiM ►i�■'�i�ii11 i II i ii T !id :4-i �� •AU, .s1
1 ■111�1r���1 _iiiiiiiii
IiIm10 FT1 N' .jr•' i r '
(MIN.LENGTH) fil IIM1 jj..111!11NIPA 41
.'lllll!dII/II!Illill�i N
0 II NH 1 1 I� i/ 1111;11111111i11!II! •� � 2
■1■■111 11 II _ _ �y r r
� / n�l lllldl.11!IUI n.■ �
■■11111 �j1 ii _- - —'. �,- Lilliil!IIIiV":; 1■■
■1i■i■� III I 1■1_ I �` � /1111v_! ;1/;11:11.: IIII■m Q
■ ■i11 ■ 1 I_ i M4 -�1;III!;IPill!Iltllllll iil■■
NI Ell �■N�11 _ /� /!%/111;1111,1/i11111111111111■■
■1. III ■ �.- ,A., ••/�
` i—►il /'s111511111111I111111ii11■■ -
■uMI lI� II h` II �ltp, j I��I �IIIIIIIIIIIIIIIIIIIIIIIIIIm� CC
111111 .1111 V= '�.I ill!/ —a 1111111i111■111111111 III■■
-� 11111111111111.1111111111■■ 1
1hAl
.. 6 �!%I„�.' (IIII 11 111 1 IIII■■
n IP s •;.a1 � - IIII I 11I1I 11■■_ �/1 1r�r - -- -- I111 I NMI (0.50 FT
li y�. 101 d III I / MIN.d50)
v 5 _.+'. H11I I..
D
3 5 10 20 50 100 200 500 1000
Discharge(ft3/sec)
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
1 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 ° !1 I)
1111 1
' 1 I. i[
90
Outlet W = Do + La ' 11111111
pipe i iI '1111111111 { .. A
1111111/1 1 I
diameter (Do) }- - uunn111 I ..�,:i
{uuumnl •11 0'4 A
La -bi 80 I I -
_ 11111111111 . i!1'IIIrPt 111111111 $i11!11
Tel ater < 0.5D0 - - i ' mini N Il G
,
iiiiiii
AMP
l; 7C ' am ,, n,lillil' 1
all I Auroura im
APRON DEPTH IS 1.5 TIMES THE STONE �C ,Ii;1rD1� 111��1
DIAMETER(18"MINIMUM DEPTH) Q� t 1 _ , i'A!dIld II' •' !IIII
't P' 60 ■ A1611'11411i •I Amin
o da!d'a r1 *.1 ' n1n■
gtir , -_ _ - . tti /WWII , 11111111
d„ ru um un
J� 1 ■ 1 6 'b rani An■um=
si 1
+41.greirlir 'k ii'.1 I nil ii 1:11!!!!!!!!!!ii!!!pi.1,1
Ili
40 ----ate 4�1111nn■nl .ft„uuwii iiPiiiiiki 4
4 ----- I itj" " 'ODHh
q ,. i
�1' � 11 Iril■1;u9141.:;
___3-9-
--__ a- i mnl unnrll■Av!,d11 ii
—_+_ 81 '10" 'pc� •• 111111 Irn eiil,1111/i
td , .Iriliiin . , 1i/■filI,r.unu'01ti1
20 II. IN , 15 :ir1/A0:1 1 tt1111un1:;nir u1iI0111
11 1�111111111111111111111■17 i - __ __.__ _ N ,nnnw:iii:iNliun' ii,hirti�":' 3
II
TI1I1UIIIIIi
mil �'. "ifis N I!111!(MN.LENGTH) _ � 'i°uilli�I � 1 i _ ��'rryy1111;1111r/1/111UP • 1 2 _N
1:�� 1 — - -_ —,, _��it III'i11111,11,1Ir111i n11 0)
1 ! luu!IIr/UM:1111111
1-=1 _ II''::illAA1H/11 11111n Q
IIIIMI
i �p� �'illl!ill/A1!111111111111111Fis
Milr _ ' /!%III IIII,I/illllllllll1111111 Q.
1 u?�, �—►il /;IIII'd1111111111111111111■1
I� 11- 1111 Il< . r' 01 -d I r•I �11111111111111111111111111:: CC
111 20 +,iiw,�-� � IIIIIIIIIIIn1111111111111111
1 VIII!
° 111111 1 III I IMIR
VItP15 5 r � 10111111111101111111
11111111//
- v= 10 d (MIN.d 0)
3 5 10 20 50 100 200 500 1000
Discharge(ft3/sec)
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
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%.
Outlet W = Do + La ' t linin lii
pipe 90 j, 1, 'IIIIIIiuu i II II
111111111111 %'I
diameter (Do) }- , iuun im i ..•i
La —il 80 I I - t 111111 Tull * !I'll
I _ u111111111 IdA'IIrA'
lil _m_T.i lwater < 0.500
nnn11 N 1ir11 lr
), 7C am ,, liaAl.lii'
all 1 rill,n u
APRON DEPTH IS 1.5 TIMES THE STONE l' ;1 JIPI . 1'
O� - il1i111►.1�, 11C
DIAMETER(18"MINIMUM DEPTH) Q� 1 _ , 0:115iiI4,ii' ••; !Ill
tx 60 ■ . '/I�i011lr5115 1 AMIN
O l AO!m4 r I 1 1.1 n11■
gtir *. - . tti Illril'il , IIII■■
e -1 ■ 1 6 i ruu nuuum■■
���� 4 I i - -%��/ ,Plifll�iidi1111111111IIC•
----- - _- Ili 1 _ - �,=� i= uuhiuihiiuiii= iiliiiilii u
40 + -'Tam• ��IlunnimithIml op.,,mr■ 4
4� 111111111 *.AISIIII[I■
_ q ..? minim , guip111i7p
mum iinummion.,
- I - '7 i — IIIIII 111111/7111'AV:'A■1A
III_
_ � nl=■-__ . 81 ,.600 _ 1 �' 1151 .S- 1 �� ,I, 15111A1 rl■20 II■■ �5 i:ii�ril I 1Ai1111/d •,eil Iuullc■ 3
ice■ _�■�■■!_'_�i�i1.---1.--- milmilimiiim�1smi —_ . + ii.iiill�� �iTai:; ;:0-ii i _ _ , tinimilr 1 _
10 I�r�!%ICI iimi Ib
1�(MN.LENGTH) I� 1 _ N1. ,_ -1� ■■ I i/ 1111:11111111511!Ili • � 2
i=_= = MEM. —_ I _ _ , A/ ��Ap.iii11d151V.1Ui ids U)
4 NMI
IM=IM ill
11v?::;gr,IIAI.: IIII■■ Q-
i �.1� iilll d/A1 111111111 III■■ L
/!%III IIII,1151111111111i111■■
1 I.
� ' 0'
I —-III Ii__-- V= .i1•1 �IIIIIIIIIII■1 111111111■■ z,
iii! v�= 17I 14 � (MIN°d60)
.rl Nog 5 I.
I II
0
3 5 10 20 50 100 200 500 1000
Discharge(ft3/sec)
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%
1 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 ° !i )
IfLlll II
i[
90
Outlet W = Do + La ' . lIl1 1111
pipe I ll 'nunnn { A. A
diameter (Do) i - } 111111111111
o:
d- Iuunn1I ..pi
80 IIIIUI •a 4ALa —,I
t 11111111111 ., WAR,
- - NIIII1111 1iA'IVA'I
�w T�later < 0.5D0 _ [,, ' mini Ni�r'llll'r '
l; 7C ' am ,, ,1Al liAirAlrI' I
all I 4i11,n'n iil
, __ 1 •✓mrin i' 'I1
APRON DEPTH IS 1.5 TIMES THE STONE �C ,Ii;DDIr III1�1
DIAMETER(18"MINIMUM DEPTH) Q� t __ _ _ , �'A!dI11d1' ••; lIIII
I. Aa!nl/PA a 1 111111
6r - --- / I'd 1 unuulI
J MUM
�\ _ .__I - I ..-,_- !d„ roil • 1111111//
5 6 i�'� rim nunim=
p If m111i11111111111 nnnlm
` _ O�A���//4N1111111i11111�1111�11111111!i
41 I a nunnnnnl lu';oiki 4
- _ r ��Illlnninl Pr .tili1rn
i� nuu1l .AI;11111'111
-_ i 111111111/ " 111;11111p
°' nun Iu liinu;nnlir::;
3 — I - - L ; i I '�i—1111111111111//IIIAv!7m_uA
1 _ i AEI' Inllnl Irlln:;iuAn 1/,
1� s 1 1 ! i , 1 -" III/Il,,r':r/1111!IINNI
20 -• �5 �' 1 1 gd1111/d a=nir ulAnlln
I� _NM Mii b WI �j0 � ,�� T ii i i ii Aiwa;lir nj►r y 4!' 3
,,n
1' '/��� mi I 3p e . 1111m;its 1
thvii..,,,,...1
10 FT 1►_� NNN ii I ` V �r %�"AI!111! Pi
(MIN.LENGTH) MI�IMNNNNIAI _ _� ___ _ �i"uA1:111111// /,A N
0 1I�■NMMIMO I ■ 1 i/— �'ry�1111:11111.11,Mir�i�•• i 2
i==M = i ------- _ __1 - _ i/,•• Awil IIII,IPdI!lii n11 U)
I� � MEV
eII''_1';n/,1:11.: 1111111
i �p� iAll IIrAI111111111IIIIIINI L
J ./ /!%�11 d1151rA1111111111111111N
i ! IIiIi
=� '�'
— V= = � �/. 111111111111111111111111111N1
����CIIIIIIIIIIIN111111111=IIIINI
11111111111111 111111 111111 1
�. 1 I
11111111111111111111
11I1111NN
nil lt' 1- 'I�� 011 1 0.50FT
..� I (M 50
V_5 ....L......„.� . i.
i I j 1 III' 0
3 5 10 20 50 100 200 500 1000
Discharge(ft3/sec)
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
1 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 ° i} 1.1 p
1 _
Outlet W = Do + La r m1�in III II �h
pipe 90 1' II IIIIIIIIIIII { I
111111111 1 %'
diameter (Do) }- . !minion t ..r,:i,�
La -14 80 l I _ 1111l1I111111 •i:�i or
_ 1111111111 0.6Ei Ar
. T.ilwater < 0.5Do Illlrll tN iirlr!r
� �:_..:.. 1_ - -- - -- 1111111 ,11=i11`:11
'c \ 7C 1111 ,, 9.11!li�!11r' •
all .. ,- - 1 /.ni!n'm i
1 •,rl1.r'=nil' 'r-
APRON DEPTH IS 1.5 TIMES THE STONE
DIAMETER(18"MINIMUM DEPTH) QtElla _ , .'A!AII,IAI' •; lIIII!
P 60 ■ Amiln;l.u, •I •lint
o Aa'A'/PI ,,.1 ' III
!ed 1 AM
5 - mo
.-- -_ /_/ d„ Illi' • I111111r
p\� %%� ,, i!df11111111111111111111li
` -
__ _ 1 a mlllilIIOIIIIiII1IlllnIU
I. 0 _ �IIIIII111111111111Illlllllr:
40 II a° IlIllilimin HP:1e 4
+._ —r�1111111p■ DA.,,11111
-4 _ .. 11uu111 ',.meulrl
_ 3� � �� 1 II IIii�Illil 1 i
111111IIIIIIr1 mili;' 111
--�_-- �. _ �■ 11111111 Irnn!-a1u10,
---__-,ME
•
20 �15�- �:%-•�I •
■ danim
h1i11i1/dIPT II/ 111i11r3
ii:l 11ri:iNiii- —.we...1 ....... _a EMI IN , miluvair Ilthro.:;144,
10 I���i•!.wi11riri
�ii� t El T-_ � `'II'� IR•7d:; U
rlTr
III '1(MIN.LENGTH) � ■ .4 ' uni11Rd1r/II!Ilrillii _N
0 )
i=�� ■■ i/ ��ryy1111;11111111111!II! 2
,— Il _;;;;�/;11:11!:dllllllr Q
riO4111111111P51"1.14rN III
1 = � E 1- __ - !-,� "4� �.1ID rlll!:i V.AI!111111111IIIlllr a
I. I v ,,fir ,, • • /!%aria m'.i//1111111111111111 a
i ! I.
mu
'- � -v .- Imo;, e—dri r j l IIIIIIIOIII�IIImilim o0
' p� lIIIII1 1
bIkHIIIII '
-- 0.50FT
v- 15 i�i �-
n I �'�� I � I � i /(MIN.d50)
I� is �_��� �. I I �I ,I I
. I I - I • • • •!. I . . I • 1 . 1 .I II. D
3 5 10 20 50 100 200 500 1000
Discharge(ft3/sec)
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) 24 IN d50: 0.5 ft
DEPTH: 1.5 ft
Rev.12/93 8.06.3

APPENDIX H
StreamStats Reports

1/27/22,8:54 AM S tream Stats
Hollam ai Lake Stream Beats Report
Region ID:CN
Workspace ID:CN 20220127133643403000
Clicked Point (Latitude, Longitude): 3 5.40000, -82.54393
Time: 2022-01-27 08:37:03 -0500
-
r.
�''1 _ Chance
-:o.d_.%
\ . —_-_-_— —_,, /,.../_ei
f0
ti,` I _,_ �
1II
_ a
,.,..__________--------____;_____:_-_-_--
a TO
'� �� ' o
f/ Jr
c3i� d 'f _I�t o` _ >
Nest-A!! D
1= rn I c I r
a)
W l 11
'_. !Q L7
i
Basin Characteristics
Parameter
Code P arameter Description V alue U nit
DRN AREA A rea that drains to a point on a stream() .27 s quare
miles
LC11IMP Average percentage of impervious area determined from 4.8 p ercent
N LCD 2011 impervious dataset
LFPLEN G T-I L ength of longest flow path 0 .896 m les
Bankfull Statistics Parameters [Appalachian Highlands D Bieger 2015]
https://stream Aats.usgs.gov/ss/ 1/4

1/27/22,8:54 AM S tream Stats
Parameter Code P arameter N ame ValueiU nits M n Limit Ma x Limit
DRN AREA D rainage Area 0 .27 s quare miles 0 .07722 9 40.1535
Bankfull Statistics Parameters [Blue Ridge P Bieger 2015]
Parameter Code P arameter N ame ValueiU nits M n Limit Ma x Limit
DRN AREA D rainage Area 0 .27 s quare miles 5 .459454 1 25.999874
Bankfull Statistics Param eters [USA Bieger 2015]
Parameter Code P arameter N ame ValueiU nits M n Limit Ma x Limit
DRN AREA D rainage Area 0 .27 s quare miles 0 .07722 5 9927.7393
Bankfull Statistics Flow Report [Appalachian Highlands D Bieger 2015]
Statistic V alue U nit
Bieger_D_channel_w idth 8 .82 f t
Bieger_D_channel_depth 0 .77 f t
Bieger_D_channel_cross_sectional_area 6 .86 f tA2
Bankfull Statistics Disclaim Ers [Blue Ridge P Bieger 2015]
0 re or more of the parameters is outside the suggested range. Estimates w ere extrapolated w ith
unknow n errors
Bankfull Statistics Flow Report [Blue Ridge P Bieger 2015]
Statistic V alue U nit
Bieger_P_channel_w idth 1 0.8 f t
Bieger_P_channel_depth 0 .734 f t
Bieger_P_channel_cross_sectional_area 8 .21 f tA2
Bankfull Statistics Flow Report [USA Bieger 2015]
Statistic Value U nit
Bieger_USA_channel_w idth 7 .81 f t
Bieger_USA_channel_depth 0 .912 f t
Bieger_USA_channel_cross_sectional_area 8 .43 f tA2
https://stream Aats.usgs.gov/ss/ 2/4

1/27/22,8:54 AM S tream Stats
Bankfull Statistics Flow Report [Area-Averaged]
Statistic Value U nit
Bieger_D_channel_w idth 8 .82 f t
Bieger_D_channel_depth 0 .77 f t
Bieger_D_channel_cross_sectional_area 6 .86 f tA2
Bieger_P_channel_w idth 1 0.8 f t
Bieger_P_channel_depth 0 .734 f t
Bieger_P_channel_cross_sectional_area 8 .21 f tA2
Bieger_USA_channel_w idth 7 .81 f t
Bieger_USA_channel_depth 0 .912 f t
Bieger_USA_channel_cross_sectional_area 8 .43 f tA2
Bankfull Statistics Citations
Bieger, Katrin; Rathjens, H eidrik; Allen, Peter M.; and Arnold, Jeffrey G ,2015,
Development and Evaluation of Bankfull H ydraulic Geometry Relationships for the
Physiographic Regions of the United States, Publications from USDA-ARS / UN LFaculty,
17p. (https://digitalcommons.unl.edu/usdaarsfacpub/1515?
utmsource=digitalcommons.unl.edu% 2Fusdaarsfacpub% 2F1515&utm_medium=PDF&utm_can
Urban Peak-Flow Statistics Parameters [Region 2 Urban Blue Ridge FS007-00]
Parameter Min Max
Code P arameter N ame Value U nits Limit Limit
DRN AREA D rainage Area 0 .27 s quare 0.04 4 1
miles
LC11IMP Percent_Impervious_N LCD2011 4 .8 p ercent 2 5 4.6
Urban Peak-Flow Statistics Flow Report [Region 2 Urban Blue Ridge FS007-00]
PII: Prediction Interval-Lower, Plu: Prediction Interval-Upper, ASEp: Average Standard Error of
Prediction, SE: Standard Error (other -- see report)
Statistic V alue U nit S E
Urban 50-percent AEP flood 3 7.1 f t"3/s 4 0.4
Urban 20-Percent AEP flood 7 9.3 f t"3/s 3 8.5
Urban 10-percent AEP flood 1 16 f t"3/s 3 8.3
https://stream Aats.usgs.gov/ss/ 3/4

1/27/22,8:54 AM S tream Stats
Statistic V alue U nit S E
Urban 4-percent AEP flood 2 03 f tA3/s 3 8.7
Urban 2-percent AEP flood 2 50 f t^3/s 3 7.8
Urban 1-percent AEP flood 3 02 f t^3/s 3 7.8
Urban Peak-Flow Statistics Citations
Mason, Robert R., Jr.; Fuste, Luis A.; King, Jeffrey N ; Thomas, Wilbert 0., Jr.,2002, The
N ational Flood-Frequency Program -- Methods for Estimating Flood Magnitude and
Frequency in Rural and Urban Areas in N orth Carolina, 2001: U.S. G CO logical Survey Fact
Sheet 007-00, 4 p. (http://pubs.er.usgs.gov/publication/fs00700)
USGS Data Disclaim er: Unless otherwise stated,all data,m etadata and related m aerials are considered to satisfy the quality
standards relative to the purpose for which the data were collected.Although these data and associated m etadata have
been reviewed for accuracy and corn pleteness and approved for release by the U.S.Geological Survey(USGS),no warranty
expressed or im plied is m ade regarding the display or utility of the data for other purposes, nor on all corn puter system
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 im plied,is m ade by the USGS or the U.S.Governm ent as to the
functionality of the software and related m aerial nor shall the fact of release constitute any such warranty. Furtherm ore,
the software is released on condition that neither the USGS nor the U.S.Governm Ent shall be held liable for any dam ages
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
im ply endorsem Ent by the U.S.Governor Ent.
Application Version:4.6.2
Stream Stats Services Version: 1.2.22
NSS Services Version: 2.1.2
https://stream Aats.usgs.gov/ss/ 4/4

1/27/22,9:07 AM S tream Stats
Unnam ed Tributary of Hollam an Lake Stream Slats
Report
Region ID:CN
Workspace ID:CN 20220127140439042000
Clicked Point (Latitude, Longitude): 3 5.40121, -82.54485
Time: 2022-01-27 09:04:59 -0500
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Basin Characteristics
Parameter
Code P arameter Description V alue U nit
DRN AREA A rea that drains to a point on a stream0 .12 s quare
miles
LC11IMP Average percentage of impervious area determined from 0.7 p ercent
N LCD 2011 impervious dataset
LFPLEN G T-I L ength of longest flow path 0 .791 ni les
https://stream Aats.usgs.gov/ss/ 1/4

1/27/22,9:07 AM S tream Stats
Urban Peak-Flow Statistics Parameters [Region 2 Urban Blue Ridge FS007-00]
Parameter Min Max
Code P arameter N ame Value U nits Limit Limit
DRN AREA D rainage Area 0 .12 s quare 0.04 4 1
miles
LC11IMP P ercent_Impervious_N LCD2011 0 .7 p ercent 2 5 4.6
Urban Peak-Flow Statistics Disclaim Ers [Region 2 Urban Blue Ridge FS007-00]
0 re or more of the parameters is outside the suggested range. Estimates w ere extrapolated with
unknow n errors
Urban Peak-Flow Statistics Flow Report [Region 2 Urban Blue Ridge FS007-00]
Statistic V alue U nit
Urban 50-percent AEP flood 5 .44 f t"3/s
Urban 20-Percent AEP flood 1 5.2 f t"3/s
Urban 10-percent AEP flood 2 5.3 f t"3/s
Urban 4-percent AEP flood 5 3.4 f t"3/s
Urban 2-percent AEP flood 7 1 .7 f t"3/s
Urban 1-percent AEP flood 9 3.6 f tA3/s
Urban Peak-Flow Statistics Citations
Mason, Robert R., Jr.; Fuste, Luis A.; King, Jeffrey N ; Thomas, Wilbert 0., Jr.,2002, The
N ational Flood-Frequency Program -- Methods for Estimating Flood Magnitude and
Frequency in Rural and Urban Areas in N orth Carolina, 2001: U.S. G OD logical Survey Fact
Sheet 007-00, 4 p. (http://pubs.er.usgs.gov/publication/fs00700)
Bankfull Statistics Parameters [Appalachian Highlands D Bieger 2015]
Parameter Code P arameter N ame ValueiU nits M n Limit NI x Limit
DRN AREA D rainage Area 0 .12 s quare miles 0 .07722 9 40.1535
Bankfull Statistics Param Eters [Blue Ridge P Bieger 2015]
Parameter Code P arameter N ame ValueiU nits M n Limit M x Limit
DRN AREA D rainage Area 0 .12 s quare miles 5 .459454 1 25.999874
https://stream Aats.usgs.gov/ss/ 2/4

1/27/22,9:07 AM S tream Stats
Bankfull Statistics Param Eters [USA Bieger 2015]
Parameter Code P arameter N ame ValueiU nits M n Limit hi x Limit
DRN AREA D rainage Area 0 .12 s quare miles 0 .07722 5 9927.7393
Bankfull Statistics Flow Report [Appalachian Highlands D Bieger 2015]
Statistic V alue U nit
Bieger_D_channel_w idth 6 .3 f t
Bieger_D_channel_depth 0 .61 f t
Bieger_D_channel_cross_sectional_area 3 .88 f tA2
Bankfull Statistics Disclaimers [Blue Ridge P Bieger 2015]
0 re or more of the parameters is outside the suggested range. Estimates were extrapolated with
unknow n errors
Bankfull Statistics Flow Report [Blue Ridge P Bieger 2015]
Statistic V alue U nit
Bieger_P_channel_w idth 7 .84 f t
Bieger_P_channel_depth 0 .571 f t
Bieger_P_channel_cross_sectional_area 4 .65 f tA2
Bankfull Statistics Flow Report [USA Bieger 2015]
Statistic Value U nit
Bieger_USA_channel_w idth 5 .87 f t
Bieger_USA_channel_depth 0 .767 f t
Bieger_USA_channel_cross_sectional_area 5 .44 f tA2
Bankfu II Statistics Flow Report [Area-Averaged]
Statistic Value U nit
Bieger_D_channel_w idth 6 .3 f t
Bieger_D_channel_depth 0 .61 f t
Bieger_D_channel_cross_sectional_area 3 .88 f t"2
Bieger_P_channel_w idth 7 .84 f t
https://stream Aats.usgs.gov/ss/ 3/4

1/27/22,9:07 AM S tream Stats
Statistic Value U nit
Bieger_P_channel_depth 0 .571 f t
Bieger_P_channel_cross_sectional_area 4 .65 f tA2
Bieger_USA_channel_w idth 5 .87 f t
Bieger_USA_channel_depth 0 .767 f t
Bieger_USA_channel_cross_sectional_area 5 .44 f tA2
Bankfull Statistics Citations
Bieger, Katrin; Rathjens, H eidrik; Allen, Peter M.; and Arnold, Jeffrey G ,2015,
Development and Evaluation of Bankfull Hydraulic G eometry Relationships for the
Physiographic Regions of the United States, Publications from USDA-ARS / UN LFaculty,
17p. (https://digitalcommons.unl.edu/usdaarsfacpub/1515?
utm_source=digitalcommons.unl.edu% 2Fusdaarsfacpub% 2F1515&utm_medium=PDF&utm can
USGS Data Disclaim er: Unless otherwise stated,all data,m etadata and related m aerials are considered to satisfy the quality
standards relative to the purpose for which the data were collected.Although these data and associated m Etadata have
been reviewed for accuracy and corn pleteness and approved for release by the U.S.Geological Survey(USGS),no warranty
expressed or im plied is m ade regarding the display or utility of the data for other purposes, nor on all corn puter system
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 im plied,is m ade by the USGS or the U.S.Governm ent as to the
functionality of the software and related m aerial nor shall the fact of release constitute any such warranty. Furtherm ore,
the software is released on condition that neither the USGS nor the U.S.Governm Ent shall be held liable for any dam ages
resulting from its authorized or unauthorized use.
USGS Product Nam ES Disclaim Er:Any use of trade,firm,or product nam Es is for descriptive purposes only and does not
im ply endorsem Ent by the U.S.Governor Ent.
Application Version:4.6.2
Stream Stats Services Version: 1.2.22
NSS Services Version: 2.1.2
https://stream Aats.usgs.gov/ss/ 4/4

APPENDIX I
Stormwater Conveyance Calculations

STORM DRAIN CALCULATIONS LEGACY
C pC Deslign (25 YEAR EVENT) CDC Project No.: 22160
Concepts,PA
Upstream Weighted Rainfall Manning's Pipe Size
Drainage Area Incremental025 Pipe Roughness Helable)r HRef.Inlet Inlet Inlet Intel Control Full Flow
Pipe ID Grate Length(FT) Inv.In Inv.Oct Diameter(IN) (AC) Runoff Coef. Intensity @ (CFS) Total Q25(CFS) Material Coef.(n) Pipe Slope Available(FT) Ref.No. Constant(c) Constant(y) Capacity Capacity(CFS) Adequacy Velocity
Elevation (C) TC(IN/HR) (CFS) Comment
A3-A2 2129.54 258.18 2124.73 2115.06 36 0.35 0.70 8.12 1.99 23.67 HDPE 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 HDPE 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 HDPE 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-A11 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-A11 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
C1-00 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-C1 2140.78 193.3 2123.62 2119.99 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 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% 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
C10-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% 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 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
G1-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

STORM DRAIN CALCULATIONS LEGACY
CDC1PIPA (25 YEAR EVENT) CDC Project No.: 22160
Upstream Weighted Rainfall I Mannin 's Pipe Size
p Drainage Area g Incremental Q25 Pipe Roughness Headwater HDS-5 Inlet Inlet Inlet g Inlet Control p Full Flow
Pipe ID Grate Length(FT) Inv.In Inv.Out Diameter(IN) (AC) Runoff Coef. Intensity @ (CFS) Total Q25(CFS) Material Coef.(n) Pipe Slope Available(FT) Ref.No. Constant(c) Constant(y) Capacity Capacity(CFS) Adequacy Velocity
Elevation (C) TC(IN/HR) (CFS) Comment
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
13.2-13.1 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% 16.16 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 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/0! #DIV/0! 0.0
M2-M1 2159.21 59.32 2156.1 2152.6 15.00 0.26 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-NO 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 15.00 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 2148.6 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 2149.46 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
Issued 10/7/2022

STORM DRAIN CALCULATIONS LEGACY
DCcell (25 YEAR EVENT) CDC Project No.: 22160
Design
Concepts,PA
Upstream Weighted Rainfall Manning's Pipe Size
Drainage Area Incremental Q25 Pipe Roughness Headwater HDS-5 Inlet Inlet Inlet Inlet Control Full Flow
Pipe ID Grate Length(FT) Inv.In Inv.Out Diameter(IN) Runoff Coef. Intensity @ Total Q25(CFS) Pipe Slope Capacity Adequacy
Elevation
(AC) (C) TC(IN/HR) (CFS) Material Coef.(n) Available(FT) Ref.No. Constant(c) Constant(y) (CFS) Capacity(CFS) Comment 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
02-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
R1-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 53.39 2177.3 2169.59 15 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

STORM DRAIN CALCULATIONS LEGACY
DCc,�„ (25 YEAR EVENT) CDC Project No.: 22160
Design
Concepts,PA
Upstream Weighted Rainfall Manning's Pipe Size
Pipe ID Grate Length(FT) Inv.In Inv.Out Diameter(IN) Drainage Area Runoff Coef. Intensity @ Incremental 025 Total Q25(CFS) Pipe Roughness Pipe Slope Headwater HDS-5 Inlet Inlet Inlet Capacity Inlet Control Full Flow
Adequacy
Elevation (AC) (C) TC(IN/HR) (CFS) Material Coef.(n) Available(FT) Ref.No. Constant(c) Constant(y) (CFS) Capacity(CFS) Comment 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
13-T2 2180.32 53.5 2175.9 2172 15.00 0.28 0.70 7.09 1.39 5.06 HDPE i 0.012 7.31% 4.46 1 0.0398 0.67 18.92 11.8 OK 15.4
14-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
15-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 I 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

STORM DRAIN CALCULATIONS LEGACY
DCc,�„ (25 YEAR EVENT) CDC Project No.: 22160
Design
Concepts,PA
Upstream Weighted Rainfall Manning's Pipe Size
Pipe ID Grate Length(FT) Inv.In Inv.Out Diameter(IN) Drainage Area Runoff Coef. Intensity @ Incremental Q25 Total Q25(CFS) Pipe Roughness Pipe Slope Headwater HDS-5 Inlet Inlet Inlet Capacity Inlet Control Full Flow
Adequacy
Elevation (AC) (C) TC(IN/HR) (CFS) Material Coef.(n) Available(FT) Ref.No. Constant(c) Constant(y) (CFS) Capacity(CFS) Comment 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 1 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 26.65 2180.9 2180.5 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 47.08 2180.5 2179.5 18.00 0.85 0.49 8.12 3.38 3.38 HDPE 0.012 2.08% N/A 1 0.0398 0.67 16.42 N/A OK 9.3
Z24-Z23 N/A 34.74 2089.8 2087.8 18.00 0.96 0.50 8.12 3.90 3.90 HDPE 0.012 5.58% N/A 1 0.0398 0.67 26.89 N/A OK 15.2
Issued 10/7/2022

APPENDIX J
Water Quality Volume HydroCAD Report

Legacy at Mills River
22160 Stormwater Analysis Type ll 24-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 1
Summary for Subcatchment 2SI: 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
Subcatchment 2SI: POST A - WQV
Hydrograph
10=' ■Runoff
iiiiiiiiiiiiiiiii
_ __................................._1..........._......' -99 cfs _.................................._.......... ..... .... ...... ..... ..... ..... .... ..... ..... __ ..... -__- --_... ..........
i T e II 24-hr
Yp.
Rainfall=1.:00"
�- / 1111111R0off Al•ea*348,11.31 s. ....
,..... ._I.... ....Ru =22, 45....cf...
nc�ff-V©fame
6
w I h+
Ru 79"'
1 n # Dept.. ..,....0- - ...
0 6= Flow Len th=1 140'
:
I
4-' : ' ' ' ' ' Tc=9 6 min
3-' 111 ICN^90
2 /
o
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
HydroCAD® 10.20-2f s/n 04679 ©2022 HydroCAD Software Solutions LLC Page 2
Summary for Subcatchment 3SI: 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°/o 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 TrapNee/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 ll 24-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 3
Subcatchment 3SI: POST B - WQV
Hydrograph
6- i ! ! ! ! ! ! ! ! ! ! ! ! ! ! 1 ! ! ! ! ! ! ! 0 Runoff
! I I ! ! ! I I I ! I I I ! I I ! ! I ! !
- I 1 115.38cfsi I ! ! I
1- p0 I( 2441r
. . .
. . .
1-in Rai0f1101.00"
. . . . . . . . . . . . . . . . . . .
. . .
. . . . . . . . . .Runoff Area213,132 Sf
.cis v hi 04
=1 0.
. .. ,, cf
I I 1 i Runoff-Dapih',4' 0.17917
_ ..• , ,
_
. . . . . FlowLength=765'
0 - .. .. .. ..
. . . .
11111111111i
2- ! ! ! ! 01090
.. .. .. ..
! ! ! ! ! ! ! ! ! ! ! ! ! ! ! !
I ! I
6 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 4 4 46 48
Time (hours)

Legacy at Mills River
22160 Stormwater Analysis Type ll 24-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 4
Summary for Subcatchment 4SI: 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 4SI: POST C - WQV
Hydrograph
D Runoff
..............._.............: ;,-_ I202cfs i..._._..,..........................,..............,........................._i..............,. ... .... __.. ___._.
2— �
;Type II 24-hr
- I 1 11-in Rainfall1.00"
Runoff Area=72,037 sf
Runoff Volume=4,748 cf
- Runoff Depth=0.79"
1 i Tc-5.0in
GN=96
0 /( , IT/Tl�����l�ll/��/l��//��/�l�/1���/l��l/�/ll�l////32 �(
0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 34 36 38 40 42 44 46 48
Time (hours)

Legacy at Mills River
22160 Stormwater Analysis Type ll 24-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 5
Summary for Subcatchment 5SI: 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 5SI: POST D - WQV
Hydrograph
D Runoff
I1.29 cfs)
Type II 24-hr
1-in Rainfall=1.00"
1—
Runoff Area=46,074 sf
Runoff Volume=3,037 cf
Runoff Depth=0.79"
Tc=5.0 rein
GN=96
0 /( , IT/Tl�����l�h//��/l��//��/�l�/32 ,/���/1��,//�/h/�l////�(
0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 34 36 38 40 42 44 46 48
Time (hours)

APPENDIX K
1-Year Storm Event HydroCAD Output Report

1S
PRE DEVELOPMENT
2S0 <4s> D
POtT A POT B POT C PO IT D
/2ND AND 4P AND
BIORETENTION BIORETEN ON 2 BIOR TENTION 3 IORETENTION 4
6L
TOTAL
SubCat Reach 'on.
MI 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
HydroCAD® 10.20-2f s/n 04679 ©2022 HydroCAD Software Solutions LLC Page 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 1 S: PRE DEVELOPMENT
Hydrograph
9 ■Runoff
18.42 cfs I
i i
8- ............._;............._...........-,...........-... .. Type 1I 24 hr
1-yr Rainfall. ..2.99"...
Runoff,Arpa=1',456,961 sf
6- I Runoff Volume=43,872 Of
Runoff Depth=0:36"......
5_ ',
o I ..................................._.............,........................._.........
-- Flow Lengf0=929'
LL 4
Tc=182 min
3- CN=61
2-
•
0- /!( l �lll//ll�ll/(
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
HydroCAD® 10.20-2f s/n 04679 ©2022 HydroCAD Software Solutions LLC Page 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
HydroCAD® 10.20-2f s/n 04679 ©2022 HydroCAD Software Solutions LLC Page 4
Subcatchment 2S: POST A
iiiiiii Hydrograph
............ i
32 ! ■Runoff
i i i '...l 29 44 cfs 1 : ....... ........
28_'
26_-. 1 I 1 1 1 I 1 1 111Y,r Rainfall=2.99"
1 i i i /
i
22=
20=
R unff itotume= 1;435 cf
18-'• h-
Runof ._De .. .....
3 16 '
= r ..... ..... Flo*-4e0gth= � _, .q,p'.........
u- 14-
12- —
/ Tc� 9T6....min....
10-' 1 1 i
N, Bp
8 ' iiiii
6-'
4 '
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
HydroCAD® 10.20-2f s/n 04679 ©2022 HydroCAD Software Solutions LLC Page 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 TrapNee/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
HydroCAD® 10.20-2f s/n 04679 ©2022 HydroCAD Software Solutions LLC Page 6
Subcatchment 3S: POST B
Hydrograph
19-` ...._.....' ..... .._........ -.1.........._i........... .....
18="::
_I_.. ..-- - - - - ■Runoff
_ I---..._i-----i---........I n.tz ors - -- - - -- -.
17
15, i ..._. Rainfall=2_99"
.._;........
14 kulio0 ►rea=488 2.ti sf
13="
12z f i t Run.r ff..Volurne.=43 .3D_3....c.f........
t
t
.......... T
2. 10_-
Rung Dp �06�.
0 9; ........... ....... Flow-Len�� tk=768'........
u_ /
_
7=
6-'
5 " i
2 " .
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
HydroCAD® 10.20-2f s/n 04679 ©2022 HydroCAD Software Solutions LLC Page 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
Type II 24-hr
6 =
1-yr Rainfall 2.99"
---� Runoff Area=174,759 �f
5_ Runoff Volume=14,684 Of
; i Runoff Depth=1:011
Tc=50 m i n
. CN=76
2-
o ///J
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
HydroCAD® 10.20-2f s/n 04679 ©2022 HydroCAD Software Solutions LLC Page 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
❑Runoff
14 24 cfs
ir / Type
. l
4—
1yr Rainfall 2.99"
Runoff Area=103,962 sf
3 Runoff Volume 9,219 of
Runoff Depth=1.067
LL 2— 1111111111mT � .01'11In .
/ ! GN=77
1—' MI . 111111111i
zzAnyzz -
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
HydroCAD® 10.20-2f s/n 04679 ©2022 HydroCAD Software Solutions LLC Page 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 '/' 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
Erimary 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)
t 3=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
HydroCAD® 10.20-2f s/n 04679 ©2022 HydroCAD Software Solutions LLC Page 10
Pond 2P: BIORETENTION 1
iiiiiiiii Hydrograph
F!Inflow
32=' , r , * i 29. s i Primary
_
aacr , , , , ,
30= ' :-' ,..... ..._i.... .._...._-Inflo .._Aiea=.689�912....Sf
28= elev=2 116.04'......
26
�a
24=" a#4 era
22 ' i i I
20 i i i
— i , :,.,.........._..........._......................... ... _......._ ....._............J........... .... .... .... ..... .... .... .... .... ..... .... .... .... .... ......_.
18='" i I ••
3 16_- 1 I
u. 14 ..
12 '
10=
8=::
6 ' :"
4 A. A.I.:18 cfs O%//% //// A101" �����������Ar
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
HydroCAD® 10.20-2f s/n 04679 ©2022 HydroCAD Software Solutions LLC Page 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 '/' 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)
t 3=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
HydroCAD® 10.20-2f s/n 04679 ©2022 HydroCAD Software Solutions LLC Page 12
Pond 3P: BIORETENTION 2
Hydrograph
19- ■Inflow
Primary
- 1 cfs
1
,..... 488,328 sf_
17 i
novv- rE�
16� : , i V-2 ,
15 ' I ] 1 � O
I
14 - age--2.6- 315 cf
S! olr .
13 ' : i
12
11=
10-:- I I
9-'
LL
7-
6-
-- ---=---
5= :
47
i
--I- -= -1—i
: i
/�i 0.72 cfs (Ale
0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 3I4 3I6 38 40 42 44 46 4'8
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
HydroCAD® 10.20-2f s/n 04679 ©2022 HydroCAD Software Solutions LLC Page 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 '/' 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)
t 3=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 II 24-hr 1-yr Rainfall=2.99"
Prepared by Civil Design Concepts Printed 10/5/2022
HydroCAD® 10.20-2f s/n 04679 ©2022 HydroCAD Software Solutions LLC Page 14
Pond 4P: BIORETENTION 3
llllllll Hydrograph
1111 ! ! ! I Li Inflow
- " 1 1 1 11674cl- Ill Iiiiiiiii 111 0 Primary
p. [rift*, Area=174,759 sf
6 Peak Elev4163.001
! 1 1
Storag 1
0=9 729 cf
!
! .... ... .... .... ....
4 !
! !
. . . . .
- ; 1
o _
U.
3-2-
/
111 ! ! ! ! !
: -'11111 i /
0
/Pahifp Z//
0 2 4 6 8 10 12 14 16 18 20 22 24 26 26 30 32 34 36 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
HydroCAD® 10.20-2f s/n 04679 ©2022 HydroCAD Software Solutions LLC Page 15
Summary for Pond 5P: 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)
t 3=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
HydroCAD® 10.20-2f s/n 04679 ©2022 HydroCAD Software Solutions LLC Page 16
Pond 5P: BIORETENTION 4
Hydrograph ll
llllllll
n Inflow
a.za its ❑Primary
- 03-,962-sf..
tn ow--�4re�-
4 illiH Peak EIev=2 169.01'
Sara
3-
en
._._._..
3 -
'
o
u. 2
0 / ' /"/
("or 0,1;" ,,, ,,i,;;,, Al"." Ar "der .1.{.V./ (//-
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
HydroCAD® 10.20-2f s/n 04679 ©2022 HydroCAD Software Solutions LLC Page 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
Link 6L: TOTAL
Hydrograph
❑Inflow
1 2.07 cfs ❑Primary
12D7cfs,e 1111 Inflow Area=1„456,961 sf
2- I I !
• 11111 40,
a 1 �
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)

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
HydroCAD® 10.20-2f s/n 04679 ©2022 HydroCAD Software Solutions LLC Page 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
18.2 929 Total
Subcatchment 1 S: PRE DEVELOPMENT
Hydrograph
55
■Runoff
1 t 149.s 8 cfs(..----f-- -
50-'
tiiti Y
45-
10- r Rainfall~5 06"
40: Runoff Aree1 1,456,961 Sf
351. ' Runoff Volume=170 619 cf
i i ;
307:,, Runoff Depth-t41
/ ............._............_........................_.-......... ........... .... Flow Length=929'.....-...
25
d.........................._..............1.............;. ..........q......... .... ..... ..... .... ...... .... .... ..... .....
i
20-" j 111111111111111
i i i i i
15]
10 • / ''',
.. ..
5-" 1 I i
1 ����������������
0 / / rig%
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
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
iiiiiiiii Hydrograph iiiiiiiiiii
75=' i ' iiiiiiiiiii ■Runoff
... r .... ..........._......... ...... _ .....
70
.............------........i............_------......------...... .... ..... .... ..... ..... .... ...... .... ..... ..... .... ..... ......
- t
Y1
65=
i
55= / Runoff Area=68.99'I_2...sf....
50='"
Runoff Valume:169331 cf
•
3 40 I
f.Olw.... ....e11. ,�
u 35 _
i
i
30= `
25V 1 1 WN=8
11111
10
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
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 TrapNee/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
HydroCAD® 10.20-2f s/n 04679 ©2022 HydroCAD Software Solutions LLC Page 22
Subcatchment 3S: POST B
Hydrograph
i
....._.,..........._<............<.............<.............,._........._...................... ■Runoff
43.94 ds I............. .._.....
42=' ;
10 Ra.nfa l=5,0
36=
..... ..... m 1..... .......... .....RurroffAtcdu 08kj.86..._c f...
30= _
w 28= i i111 RunofF..Depth=2.y6.l"........
24' 65'._._..
o ----Few-Length_._.?
1111
20_ ;:- ................................................,.......... ........................._............_i...................................................._..............i....................._
16= I CNI=77
.....
14-
....:.... ......
61 f -..._l i { IA
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
HydroCAD® 10.20-2f s/n 04679 ©2022 HydroCAD Software Solutions LLC Page 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,
Subcatchment 4S: POST C
/ Hydrograph
19J
R■Runoff
18_ !........-..-=---.............--..-.._i-..----..-..{.-..-- t 6.99 cfs ------*..-..-..--._.-..-..-. .... ..... _ ..... .... ..........
17=
i
MilType II 24 hr
15= 1.... ....1... 10 y:r Ra i nfal1-5. 061_._._..
14_'
Runoff Area=174,759 sf
13= i
12_ Runoff:Volume=-37,647 cf
w 11=
Rrun'of D'ep1.-+f:59''
3
Tc 5
CN=7.6
5 ' I
4
2
02 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
HydroCAD® 10.20-2f s/n 04679 ©2022 HydroCAD Software Solutions LLC Page 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,
Subcatchment 5S: POST D
Hydrograph
i i ■Runoff
11_' I i°.44 cfs l iiiiiiiiiiiiiiiii
10Type hr
i 1 6".......
9 0-yr Rainfa1 1=5.0
Runoff Area=103,962
8= sf
Runoff,Volume- 3,16 cf
- ..-.. ..-.. Runoff Depth= '•
2.6 __.
6-
... ....:....
a 5-,
. w' J,
i i i - iY�1-I---
4-
3-
HHHH
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 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 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 '/' 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
Erimary 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)
t 3=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
HydroCAD® 10.20-2f s/n 04679 ©2022 HydroCAD Software Solutions LLC Page 26
Pond 2P: BIORETENTION 1
lllllllll Hydrograph iiiiiiiiiiii
Inflow
........ «.........._«.........._............_«.........._......... Primary
: 1 69.87 C f
75_
i
floW-Afe0-
65
=a e6l,t 9 CT55 I
50-'
L; 45
40z' ;i I
3
-=---------=-------
lL
30z
. ....:....
25=' :%
0 15 /
5 /% jam// 6FVA
��� �� . /
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
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 '/' 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)
t 3=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
HydroCAD® 10.20-2f s/n 04679 ©2022 HydroCAD Software Solutions LLC Page 28
Pond 3P: BIORETENTION 2
Hydrograph
......_.. ..... ...... i......_
■Inflow
i '
48_ ❑Primary
,:' :' i i i i i i
' Peak Elev=2 137 59'
34.8cf5 Stora Ie.-35 404....cf.........
26=" ,-._.. I I t i
0
E _
18_
12 0
8 '.../'„ i i i I 4 I 1 II I 1 1 1 II 1 1! II I 1 1 I 1!
0
0 2 4 6 8 10 12 14 16 18 20 22 2'4 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
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 '/' 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)
t 3=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
Hydrograph
Z. i i i.' 1 1 M ; i I i 1 1 1-1Inflow 1
19- .99 s Primary
;:%
17 11636cr5 Inflow 4rea=1 - . . .- .59--s -.
:,.._._..-_---.....-- .....-+------....:-----. ..------_:.....----_......----.,. .... ...- -- --- ---. }Peak ev 2.. ... ....' -- --` - ---
15iiiiiiiiiii
13= '
11=
10=" ,
3 9�-'
4'_
i
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
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)
t 3=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
Hydrograph
n Inflow
13 ❑Primary
:,.........._;..........._:.............;...........11.77crs l._..__......_;..........._;.............;..........._;............_;..........._;......
12= fs f o nr Ar�E. 03;9G. s..
11 , ...........__.Peak...-Elev=2 '169 3.2.F...._
tarn a..........._�............. c
: I-.....--i ....... ?
8-' i.
w
7=
c 6-:-
LL /
- '' : i
5
4
3=
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
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
Link 6L: TOTAL
Hydrograph
/ i 1 1 l i 1 •Inflow
■
96.81 cfs Primary
% i 96.81 cfs � �
lI r ;
100= ::' ,......--� i--..-.. ;...........Inflow.._Area-.�...,456967...._�#........
85 ,._.... 1 I
80
75
70 <--..._i..........._i......................._i_- .._i..........._............_i..........._i.......... ....
'co'
.- 60
o
55 i..........._1..........._i..........._
3 50
u_
45_
40
i
30
25
20 E i i
15
V�'(/C ((/ / /(�/(/( (/1 0 r
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)

APPENDIX M
50-Year Storm Event HydroCAD Output Report

Legacy at Mills River
22160 Stormwater Analysis Type II 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
Subcatchment 1 S: PRE DEVELOPMENT
Hydrograph
lllllllllll
............_..........._........................._1.............____.._........................_1.............l..........
=
■Runoff
100
95_ 1 I I 119, cfs I
Type Il24 hr
.
50-yr Rain i-
80-
75_' .:-..........r..........._........................._......._...1_ 1..........._1......................................_1....... Runof Area=1-,456,961.....of.......
7°' . ' " " (
65- 20...
un�ff : oiurne-30 30 cf
w 60= pth-_249".._._.
Runoff De
55 E
3 50= - . .-..... Fllllllllllow Length=929.'. ..
: i c: min
35 I /._......_---- ----. ----I----I---- —
210=
5 ' ' ' ' 1 ,
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 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 II 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 36
Subcatchment 2S: POST A
Hydrograph
115 i i
ir ■Runoff
110_
1103.55 cfs I i i i
1004 ..... ._...... . ..... pe....1124- r.......
..... ...: _50 yr_Rainfafl=6 70"
.... .._1.... ........ .._t.... ..._1... ........ ........ .._i.Ru n .. ....
Of
_ � Ounoff-Vofur�e�-2$4025-cf-
65= .......1 .......:. ;........ Runoff[ epth=442.�........
55_ ..... .. Flow Length 1,1.40'.......
45 r j ; - ... , 1._I_Ci 9;..6.min _..
_: i 1 I 1 i
CN......80.....
25=' -[ i i
F50
3*,, :
- - -
0 2 4 6 8 10 12 14 16 18 20 22 2'4 26 28 30 32 34 3'6 38 40 42 44 46 48
Time (hours)

Legacy at Mills River
22160 Stormwater Analysis Type 1124-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 TrapNee/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 II 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
Hydrograph
_ ..........._1..........._...........-+ •Runoff
70-' H6690cfs1
65 TYRe..I I 244i r
-
60 I 50-yr Rainfall=670"__
55
.... .....,.Ru.noff.,.Ar-yea:-48%.328.sf.-.
50
.. ....;.Rung#-� alU F71e-'�66
�� c
45 - p {�,~4 10"
11
v 40
._..... ..._1.... .._:..... ..... ...... ....>......... U i1 Off P e
0 35= ... .............._..........._............_i................ ..... Flow Length=7651.......
LL 3011111 111111111i111c010.2inin
25
20
15 '
10
5-'
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 II 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
/ ............... .._... ...... ....... ._........
28- I I I I I ■Runoff
_ ..........................:................ ............_.........................._.........
Type ll 24_hr.
24='
20_ Y
aina .;
l
22= i Runo#f ►rea=174,759 sf
18- ; 1 RunoffVolume=58,127 cf_._...
16- 1 1 1 Runoff .....th3.99 .
0 14- Tc',=510
LL _
12- 1111
i
10-
8
6-
4
i
2-
// I // //////////////////////////////
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 II 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
i Runoff
_ j ; !, (15.84 cfs
16=
Type II 24 hr
15= '
14I 50 yr Rainfall=6 70"
13 Ruiioff Area=103,962 sf
12 I
RunoffVolume-: 5 496! c
n 10
_ Runoff Depth=4.10"_
8- Tc=5.0 min.
6=
2- 7 77�J 7777 � Zr
77
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 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 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 '/' 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
Erimary 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)
t 3=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 II 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 42
Pond 2P: BIORETENTION 1
Hydrograph
/ : !' : : !' : : , , , : , , , , 1 1 1 I n Inflow
115=
_i....
i
❑Primary
i
n
105= ; :.._.. ;-..-..-.. F--..-..-..+ ..-.. . i..-.. ._.-..-.. i-..-.. Inflow:_: 1rea $ .: .1.. :_sf:..._
r
3
9950==
i l
I so sa crs I ` �j
7
i
85='
,
80 y -i
70- -..-..
a65 i-..-.. _i........ ......_i..__ i. ...._l.-..
0
60-
_ !-..- .-._l.
c 55
LL 50- j-..-..--F..-..-i i...... .-..
45- i..........._i......................._..._ i..........._i......... _ ....
40-
35
30= `
25=
20_ :
15_ :
' /i ..er /fi 7'
10_
Aedi
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 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 43
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 '/' 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)
t 3=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 II 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 44
Pond 3P: BIORETENTION 2
lllllllll Hydrograph iiiiiiiiiiii
Inflow
i seso cts I ❑Primary
70=' ,
--- -- ----.-. 488328-._s#.
of ow Ares
65
,' ,__......_i..........._............. ..__.- 0.51 cf __--[............................................................ Stkrige=39,148cf:
.... .... .... .... ..... .... ..... -
Ifs fsl i � �
60
POW( 1 i 2�1 I
55
50 :. ' , i r
i
4
N5
40 :
c
35=' i I I i i I i
li - ;;' 1 i 1 i
30 ! 1 i iiiiiiiiiiiiiiiii
_ 1
25=
....:....
20: ./ , 1 1 1 1 0 I I 1 I I 1 I I 1 I !: 1 I !: !: I !:
15='
i
5 4 - ,,,,z. . . ,
0: , , , . .K . z ....,;„. .. ... zzzz z
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 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 45
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 '/' 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)
t 3=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 II 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 46
Pond 4P: BIORETENTION 3
Hydrograph
Inflow
2s.of cfs Pnm❑Primary
28
..........I 25.54 cfs .... .._..... .._t-...
-1 _.. Inflow. -Ar��--�74�759 �f
I I
liii 1 F I iPoakv
.............�..........................,...... ..._,.... ......... ..._�.... ...._.. Storage=1�31,34cf
20-
16= /
3 14=0
12_
...
10='
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 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 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)
t 3=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 II 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 48
Pond 5P: BIORETENTION 4
lllllllllHydrograph iiiiiiiiiiii
/ 1 1 1 I I 1 i i 1 i i 1 i i 1 i 1 1 1 1 1 1 1 Fl Inflow 1
j I15.84cfs ; ; ; ; �` Primary
- i :..........................r.............+--........I 15.75 cfs I .......i..........._o.........._«............,......... .... .. ...
16 l 5 flout Ai ea=.1..03 962._..s f....
n
15
13='
S Orage 7,399 O
12='
11= ; -
10='
8='_ ii
7 i
6-'
4='
-
i
i
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)

Legacy at Mills River
22160 Stormwater Analysis Type II 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 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
Link 6L: TOTAL
Hydrograph
■Inflow
i
-..-:.-.. ..-_i....
Primary
..._;.... ..-_i..-. -._i.-.. ..._i-..-200_ 19a.17 1
■
i 1,84.17 cfs t
190: I ..-..-.. 1--..-..-.j .............. Inflow....Ar a-= 456 .Q61:::s ......
180;
170
160; I----'
150..
140= , ,
130= i...._....._......_............_.___
120
3 100=
LT_ 9CH
; I ;
80 ..-_:.......
60
4
30 it ' ll
20
10
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)

APPENDIX N
50-Year Storm Event
HydroCAD Drawdown Report

Legacy at Mills River
22160 Stormwater Analysis Type 1124-hr 50-yr Rainfall=6.70"
Prepared by Civil Design Concepts Printed 10/4/2022
HydroCAD® 10.20-2f s/n 04679 ©2022 HydroCAD Software Solutions LLC Page 1
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
22160 Stormwater Analysis Type 1124-hr 50-yr Rainfall=6.70"
Prepared by Civil Design Concepts Printed 10/4/2022
HydroCAD® 10.20-2f s/n 04679 ©2022 HydroCAD Software Solutions LLC Page 2
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
22160 Stormwater Analysis Type 1124-hr 50-yr Rainfall=6.70"
Prepared by Civil Design Concepts Printed 10/4/2022
HydroCAD® 10.20-2f s/n 04679 ©2022 HydroCAD Software Solutions LLC Page 3
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
22160 Stormwater Analysis Type 1124-hr 50-yr Rainfall=6.70"
Prepared by Civil Design Concepts Printed 10/4/2022
HydroCAD® 10.20-2f s/n 04679 ©2022 HydroCAD Software Solutions LLC Page 4
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
22160 Stormwater Analysis Type 1124-hr 50-yr Rainfall=6.70"
Prepared by Civil Design Concepts Printed 10/4/2022
HydroCAD® 10.20-2f s/n 04679 ©2022 HydroCAD Software Solutions LLC Page 5
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
22160 Stormwater Analysis Type 1124-hr 50-yr Rainfall=6.70"
Prepared by Civil Design Concepts Printed 10/4/2022
HydroCAD® 10.20-2f s/n 04679 ©2022 HydroCAD Software Solutions LLC Page 6
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
22160 Stormwater Analysis Type II 24-hr 50-yr Rainfall=6.70"
Prepared by Civil Design Concepts Printed 10/4/2022
HydroCAD® 10.20-2f s/n 04679 ©2022 HydroCAD Software Solutions LLC Page 7
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