20171559 Ver 3_More Info Received - Baseline Water Sampling and SW_20211229

Homewood, Sue
From: Miller, Vickie M. (Raleigh) <[e-mail]>
Sent: Wednesday, December 29, 2021 9:24 PM
To: Homewood, Sue; Wojoski, Paul A; Mcdaniel, Chonticha
Cc: Wendee Smith; Masemore, Sushma; Wojoski, Paul A; Smith, Danny; Gibby, Jean B CIV
USARMY CESAW (USA); Jim Melvin; Williams, Andrew E CIV USARMY CESAW (USA)
Subject: RE: [External] GRMS Follow-up - Baseline Water Sampling and Stormwater
Attachments: GRMS Addtl Info Request Responses 12292021.pdf
Follow Up Flag: Follow up
Flag Status: Completed
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Report Spam.
Hi Sue, Chonticha, Paul, and others,
We are providing the remaining responses to the comments that we have received from DWR. The attached letter
provides the responses to the remaining items sent in the letter on November 5, 2021 (Items 1-8, 24-25, and 32-34) and
the items below from December 16, 2021. You will receive a OneDrive link to files which are referenced in the attached
response but too large to send in email. It is our understanding that we have now addressed all of the comments from
DWR. Please note that these files are marked as confidential.
The public notice comments were provided to us on December 8, 2021. We intend to provide responses to those items
next week.
Please let us know if you have any issues with the files.
Thank you,
Vickie
Vickie Miller, AICP, Pws
D 919.232.6637 M 919.559.2632
hdrinc.com/follow-us
1

FN
December 29, 2021
U.S. Army Corps of Engineers
Raleigh Regulatory Field Office
3331 Heritage Trade Drive, Suite 105
Wake Forest, NC 27587
North Carolina Department of Environmental Quality
217 West Jones Street
Raleigh, NC 27603
ATTN: Ms. Sue Homewood and Mr. Andy Williams
SUBJECT: Individual Permit Application Additional Information Request
Greensboro Randolph Megasite and Associated Infrastructure
Randolph County, North Carolina
Ms. Homewood and Mr. Williams:
This letter encloses trade secrets and confidential information that no one may
release or make available to any person other than a USACE employee responsible
for processing the GRMS 404 permit or a DEQ employee responsible for processing
the GRMS water quality certification.
Any page of any enclosure that includes one or more of the following three stamps
must not be released to any third party pursuant to the North Carolina public records
law, FOIA, or otherwise:
• Contains information exempt from disclosure pursuant to Exemption 4 of the FOIA; trade secrets and
commercial or financial information that are customarily considered to be confidential; submitted to the
government for the sole purpose of informing the permit evaluation process; this information shall not
be disclosed without the express authorization of the applicant, Greensboro -Randolph Megasite
Foundation, Inc.
• CONFIDENTIAL BUSINESS INFORMATION/TRADE SECRET/SUBJECT TO G.S. 132-1.2(1)
• CONFIDENTIAL/NOT FOR PUBLIC DISCLOSURE/SUBJECT TO G.S. 132-6(d)
The Greensboro -Randolph Megasite Foundation, Inc. (GRMF) is providing the following
additional information requested by the DWR regarding the individual permit application for
development of the proposed Greensboro -Randolph Megasite, located in northern
Randolph County, North Carolina. Attached you will find responses to comments provided
hdrinc.com 555 Fayetteville Street, Suites 900 & 210, Raleigh, NC 27601-3034
[phone]

in the DWR letter received on November 5, 2021 and DWR email received on December
16, 2021(Attachments A and B). The Jurisdictional Determination, Stormwater Plan, and
Residential Well Sampling Plan files are being provided on OneDrive.
As a follow up to the applicants Oct. 27, 2021 response specifically regarding WRC's
comment to DWR on the state listed mussel and crayfish species, the applicant is providing
the results of the recently completed surveys for the species noted. The report shares
details about the survey and notes that no federal or state threatened or endangered species
were identified on the site. The report is included as Attachment C. With this submission
WRC comments have been addressed.
The Applicant looks forward to working with the DWR on completing the permitting process
and issuance of a 401 Water Quality Certification for the GRMS project. Please call me at
919-232-6637 or email at [e-mail] if you need additional information or
clarification on any of the information provided.
Sincerely,
HDR Engineering Inc. of the Carolinas
V�rkul aAillat�
Vickie Miller, AICP, PWS
Senior Environmental Planner
cc: Jim Melvin, Greensboro Randolph Megasite Foundation
Wendee Smith, S2 Consulting
Attachments:
A. Response to DWR Letter Received 11/5/2021
B. Response to DWR Email Received 12/16/2021
C. Freshwater Mussel and Burrowing Crayfish Survey Report

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ATTACHMENT A
1. We have requested a supporting narrative that expands upon the broad outline and
process flow description recently provided in order to further document Avoidance and
Minimization forproposed manufacturing facility. The response received on October 20
uses broad speculative language such as "has the capability to manufacture" and
"potential use". Please provide an updated process narrative that is more specific as to
what is occurring on the site.
The Overall Site Plan and Site Flow Narrative provide an overview of the proposed site
layout and use of the site as an automotive vehicle battery manufacturing, production,
and assembly facility with utilities (electricity, water, sewer, roads, rail, and more). The
applicant has minimized and avoided impacts to streams and wetlands by, among other
things, configuring and reducing the facility footprint as much as practicable (i.e., available
and capable of being done after taking into consideration cost, existing technology and
logistics in light of overall project purposes). Some of the practicability factors for the
proposed project include (for example) the size of the facility needed for production
purposes, existing technology, and logistics.
1- A contiguous, flat area with size and layout as shown on the site plan for the facility
and described in the Site Flow Narrative is necessary to accommodate: production
operations; transportation and storage of heavy equipment, materials and product
(including ingress and egress to/from the site and areas/buildings within the site);
employees (including their ingress and egress to/from the site and areas/buildings
Attachment A 1

•• PROTECTED r411 t5'f• :6
within the site); and the orderly, safe, and efficient flow and interaction of production
operations trucks, trains, and employees.
2- The concrete surface areas are necessary to allow for transportation of the heavy
materials needed for the facility. This includes transportation of materials onto the
site for incorporation into manufacturing processes and transportation of product
offsite. It is anticipated that transportation and shipping will occur by both trucking
and rail.
3- The planned location and configuration of buildings was based on, among other
considerations, building requirements for the manufacturing processes (e.g.,
footprint required to accommodate manufacturing machinery and operators; relative
locations of buildings based on the sequence of manufacturing, transportation, and
storage/staging operations, as well as existing railroad and road locations at the site,
which will be used for employee ingress and egress and for transportation of
materials and products. For example:
a. The buildings are located and positioned in accord with the need for a large,
level, contiguous area. The need for a large, level, contiguous area is
reflected in the Site Flow Narrative and Master Site Plan figure, which provide
an abridged description and depiction of the processes and logistics
(including the flow of people and materials) necessary for electric vehicle
battery cell production at the GRMS site.
b. The plan for the facility includes shipment of manufactured product and raw
materials via truck and rail,
c.
This trucking/transportation
requirement, existing roads, and the need for separate employee ingress and
egress due to safety considerations largely dictate the truck (green arrows)
and employee flows (orange arrows) depicted in the site plan and narrative.
d. The production operation flows and sequences (depicted in the site plan and
described in the narrative) are required for an efficient and productive facility
and determine the building and site layout.
Attachment A 2

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2. Based on the response received October 27, please explain this statement: "shared
resources exist in each product line which provide avoidance and minimization as
requested". What shared resources are providing avoidance? What shared resources
result in minimization?
As described in a letter to the agencies on October 15, 2021 the Parts Storage (or BLDG BPTS)
buildings will receive chemicals and rolls of metals for the manufacturing process. The parts
buildings are shared with in order to reduce the number of parts receiving
facilities on the site and minimize the overall site footprint.
3. The parking area is based on 'planned employee capacity." What is the planned
employee capacity? How many parking spaces/area is needed to meet this capacity?
Attachment A 3

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4. It's stated that the rail yard/warehouse area is based on the raw material storage and
product storage. What are the storage area needs as related to the specific materials and
products being stored?
The manufacturing and transportation design parameters and logistics dictate warehouse storage
area and rail yard capacities, location and configuration as illustrated.
5. Please explain this statement that was included in the October 27 information submittal:
"It is not possible to have different pads on the site due to the manufacturing process and
logistics through the site." What specifically about the manufacturing process and
logistics requires a contagious [sic] pad?
A contiguous, level pad is needed to convey parts, materials, and product(s) between and among
the buildings and warehouses and truck and rail shipping yards depicted on the Site Plan in order
to safely and efficiently carry out the planned manufacturing operations. Without a contiguous
pad, logistics and parts, materials, and products delivery and shipping patterns would be limited
and impacted, such that the applicant would not be able to carry out the manufacturing and
shipping operations in a safe and efficient manner.
Each set of buildings must be level. For instance, on the Site Plan, Building A, Parts Storage,
Building B and Building C must all be at the same elevation for the process to flow from building
to building and to take advantage of the single parts storage to be shared with each manufacturing
building. Significant grade changes would create safety and logistical concerns for movement of
employees, materials, and products. Elevation changes must also be at grades that are
considered safe and accessible.
This ensures that through
parking lots or other areas that employees can maneuver safely including those covered by the
Americans with Disabilities Act. It also ensures adequate sight distances (lengths of
passageways ahead that are visible to a driver), etc.
6. In the October 27 information submittal you stated: "there may be potential to take these
elements off the pad and potentially reduce the impact to the channel at this location" in
regards to a proposed solar farm and wastewater pre-treatment facility. Your response
indicates that the removal of these items may be feasible and result in impact avoidance.
Please clarify if thesecomponents are being removed from the pad and update exhibits
and impact maps accordingly. If the components are not being removed from the pad
please explain why.
These items are being removed from the pad. Updated exhibits and revised impact information
will be provided under separate cover.
Attachment A
4

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7. Please explain the statement in your October 27t response: "Parking decks would inhibit
movement through the site as required by the end user'. What specifically about a parking
deck will inhibit movement and contradict the end users requirements?
The end user's requirements include safe and efficient ingress and egress of hundreds of workers
and visitors to the site each day. A parking deck inhibits movement through the site by creating
bottlenecks during ingress and egress. These bottlenecks create safety concerns with visibility
and stop/go conditions. Parking decks also produce safety problems by introducing conflict points
between pedestrians and vehicles due to numerous blind spots and tight corners.
8. Based on your statement, "Parking decks are cost prohibitive," please provide justification
or cost analysis that eliminates a parking deck option due to cost. The component cost
as a percentage of overall project cost is a common metric used to determine cost
prohibition.
The average cost to build a parking deck is $25,700 .er space in 2021 see the included reference
material and .ustification of construction cost).
This indicates that the average construction cost of parking decks onsite
would be approximately dollars. Note that one deck on site would not be sufficient
and it would require multiple decks across the site which could drive the cost up from the estimate,
and increase other site development costs. The referenced document also had prices that are
more regional. The nearest location to the GRMS is Charlotte with a cost er space of $22,359.
The more regional estimate indicates a cost of approximately However, aside from
the financial infeasibility of this option, it does not meet the safety and efficiency of ingress and
egress of workers.
24. As communicated previously, the Division will need confirmation from USACE for all
isolated features in order to confirm they are subject to 15A NCAC 02H .1300. Please
provide total impacts to all non jurisdictional features evaluated under 15A NCAC 02H
.1300 to determine any permitting requirements in accordance with 02H .1301. In the
information provided, you have shown one wetland "WD" at 0.018 acre as a non -
jurisdictional feature and an isolated surface water pond "PB". Please update your
October 27th response to include this feature.
The USACE has provided the Jurisdictional Determination for the project and it is provided in
OneDrive for review. Pond B is a non jurisdictional pond that totals 1.06 acres of surface water.
This pond was created by the previous property owner. The pond was shown as an impact due
to the potential for a stormwater basin at this location; however, the stormwater basin has been
relocated to avoid impacts to Pond B and HDR WD.
25. In the October 27th information submittal you stated "The original avoidance and
minimization underestimated the impacts of the two options that impacted Dodson's
Lake". You also stated "Similar to other projects which impact a lake, the entire lake is
taken." Please explain why the entire lake must be lost if partially impacted. DWR is not
aware of any "similar projects" that result in a total loss of a lake or pond aside from
projects that intentionally impact dams. Please update the avoidance and minimization
analysis as needed.
Attachment A 5

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Public comments have identified Dodson's Lake as an important local aquatic resource. The
applicant's proposal avoids and minimizes impacts, including avoidance of impacts to Dodson's
Lake. In contrast, on -site alternatives are considered that would require (among other things) the
placement of fill in Dodson's Lake (Alternatives 2 and 3) which would be expected to trigger
subsequent effects and actions that would cause the loss of wetlands adjacent to the lake. Based
on our experience: placing fill in the lake would reduce the storage volume of Dodson's Lake;
storage reduction would cause water surface elevation increases produced by storm events to be
higher; the higher water surface elevations would trigger requirements to modify the dam to ensure
its structural and operational integrity; the cost of dam modifications or reconstruction would be
cost prohibitive and the dam would be breached instead; and the resulting absence of the lake
would allow the return of upland conditions where wetlands are currently located adjacent to the
lake.
32. Please indicate whether the potential manufacturer intends to operate the entire facility
as shown on the proposed site plans at one time or plans to phase in operations.
Facility operations (manufacturing/production operations; transportation and storage of heavy
equipment, materials and product (including ingress and egress to/from the site and
areas/buildings within the site); ingress and egress of employees to/from the site and
areas/buildings within the site); and the orderly, safe, and efficient flow and interaction of production
operations trucks, trains, and employees) will begin while the construction of the facility is
underway. The facility will reach full capacity at buildout (see Site Plan). There will be no phases
of construction of the contiguous pad - site grading and construction of the pad will be continuous.
Full grading of the pad area is necessary prior to constructing buildings and initiating manufacturing
operations in order for manufacturing operations to continue and remain ongoing during
construction of additional buildings to full build out.
33. If the US Army Corps of Engineers determines that the current project warrants an
updated public notice, the Division will not able to finalize it's review until the public
comment period has concluded and all comments have been evaluated. Additional
information may be required upon review of any public comments received.
We understand DWR's position and the USACE reissued the Public Notice on November 19, 2021.
The public notice comment deadline was December 6, 2021. The DWRs comment deadline was
December 10, 2021.
34. Note that the project includes NCDOT transportation infrastructure improvements. The
application includes conceptual plans for the proposed improvements. Please provide a
very detailed description of the overall project dependency on the transportation
infrastructure improvements and the proposed schedules for construction activities of the
various portions ofthe proposed project.
The interchanges need to be in place before manufacturing operations begin. The interchanges
are necessary to safely move trucks carrying materials and product as well as employees into
and out of the manufacturing facility. The timing for these proposed improvements is noted in the
table below:
Attachment A 6

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TRANSPORTATION
IMPROVEMENTS
APPROXIMATE TIME
FRAME OF
DEVELOPMENT
Northern interchange
June 2022 - Dec 2023
Southern interchange
Dec 2022 - Dec 2024
Attachment A 7

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University of Iowa Hospitals and Clinics Underground Parking Ramp I Iowa City, IA
PARKING STRUCTURE COST OUTLOOK FOR 2021
Rob McConnell, PE, Vice President, WGI
Raymond Smith, PE, Vice President, WGI
WGI specializes in parking structure planning and design, and for
more than 40 years, we maintained a database of construction
costs from hundreds of parking facilities of varying sizes and scopes
throughout the country. Since 2003, publishing our annual parking
structure construction cost report provides an important planning
tool for owners, contractors, and design teams.
The disruptions from COVID-19 during 2020-21 created industry-
wide uncertainty and challenges for predicting construction costs.
Using the best industry sources as a guide, we analyzed the data and
prepared our parking structure outlook for the year. For this forecast,
we only omit the cost of parking structures that are completely or
significantly below grade since their cost is much higher. The cost
data is assigned factors based on the time of bidding and location
of the parking structure. The time factor is based on the Building
Cost Index (BCI), published by Engineering News -Record (ENR).
The location factor is taken from the yearly edition of the RS Means
Building Construction Cost Data. Applying these two factors to
actual construction cost data adjusts the cost to a current national
basis, and from that we determine the national median. The national
median can then be re -adjusted to reflect a median construction
cost in almost every city in the United States.
As of August 2021, our statistical data indicates that the median
construction cost for a new parking structure is $25,700 per space, or
$76.70 per square foot; a 15.8% increase from 2020 when the median
cost was $22,200 per space. The table on the following page lists
the 2021 median parking structure construction costs in various U.S.
cities with the lowest cost in Jacksonville, the highest in New York,
and Detroit at the national median index of 100.0.
Please note that the construction cost data does not include costs
for items such as land acquisition, architectural and engineering fees,
environmental evaluations, materials testing, special inspections,
geotechnical borings and recommendations, financing, insurance,
owner administrative and legal, or other project soft costs. Soft costs
are typically about 20% of construction costs but can be higher for
owners who allocate their internal costs directly to the project.
Four -level, 326-space, CIP PT parking structure. This garage was designed for future
expansion and included glass -enclosed stair towers for optimal passive security. The
parking facility provides crucial additional parking for the VA Siera Nevada, Reno, NV
campus.
Ideas for parking. SOLUTIONS FOR OEOPLE
Offices Nationwide 1800.394.7275 I WGInc.com

FOR COMPARISON, A MEDIAN -COST PARKING STRUCTURE TODAY TYPICALLY INCLUDES:
• 8'-6" to 8'-9" wide parking spaces
• Precast concrete superstructure
• Precast concrete facade with a single integral color and basic
reveal pattern or basic thinset brick
• One or two elevators and stairs open to the interior, and clad
with exterior glass curtain wall
• Standard wayfinding and signage
• Shallow -spread footing foundations
• All above -grade construction
• Open parking structure with natural ventilation; without
mechanical ventilation or fire sprinklers
• Minimal or no grade -level commercial space
• Standard parking access and revenue -control system
• Standard energy efficient LED lighting
OVERALL PARKING STRUCTURE CONSTRUCTION COST WOULD BE HIGHER THAN THE MEDIAN IF IT
INCLUDES THESE ENHANCED FEATURES
• 9'-0" wide parking spaces or larger
for improved user comfort
• Cast -in -place post -tensioned
concrete superstructure for
lower maintenance costs
• Architectural facade with
adorned precast, brick,
metal panels, and other
materials
• Stormwater management
including on -site retention/
detention
• Deep foundations such as caissons
or piles
• Below -grade construction
• Enclosed stair towers due to local code requirements
• Enclosed parking structure without natural ventilation where
mechanical ventilation, fire sprinklers, and fire -rated stair shafts
are required
• Flexibility for future parking/building expansion, or incorporation
of roof -level photovoltaic ("solar") panels
• Service life in northern/
coastal regions beyond a
standard 50 to 60 years
• Grade -level commercial
space
• Mixed -use development
where the parking is
integrated with office, retail,
residential, or other uses
• Custom wayfinding and signage system
• ParkSmart® Certification following the Green Business
Certification, Inc. (GBCI) program
• Energy efficient LED lighting with occupancy and photocell
computer -control system
• Electric vehicle charging stations
• Enhanced parking technology
• License -plate recognition
• Parking -guidance system
• Car -count system with variable -message LED signs
• WiFi and cellular services
• Solar -energy collection
• Building Management System
PARKING
GARAGE
ACCFSS
Building Management Systems are
often used to help manage technology.
2021
CONSTRUCTION
COST
15.8%
FROM 2020
Urn( II
Cost/Space Cost/SF
Albuquerque
87.1
$22,385
$66.81
Atlanta
89.2
$22,924
$68.42
Birmingham
86.4
$22,205
$66.27
Boston
114.3
$29,375
$87.67
Charlotte
87.0
$22,359
$66.73
Chicago
119.5
$30,712
$91.66
Cincinnati
89.9
$23,104
$68.96
Cleveland
96.0
$24,672
$73.64
Denver
91.5
$23,516
$70.18
Dallas
86.0
$22,102
$65.97
Detroit -Median
$25,700
$76.70
Houston
86.6
$22,256
$66.43
Indianapolis
92.3
$23,721
$70.80
Jacksonville - Lowest
84.0
$21,588
$64.43
Kansas City, MO
99.3
$25,520
$76.17
Las Vegas
105.4
$27088
$80.85
Los Angeles
118.8
$30,532
$91.12
Miami
85.1
$21,871
$65.28
Minneapolis
107.0
$27499
$82.07
Nashville
89.0
$22,873
$68.27
New Orleans
85.0
$21,845
$65.20
New York - Highest
132.2
$33,975
$101.40
Oklahoma City
84.8
$21,794
$65.05
Philadelphia
115.8
$29,761
$88.82
Phoenix
87.0
$22,359
$66.73
Pittsburgh
100.7
$25,880
$77.24
Portland, OR
103.2
$26,522
$79.16
Richmond
88.8
$22,822
$68.11
St. Louis
100.6
$25,854
$77.16
Salt Lake City
90.5
$23,259
$69.42
San Diego
109.4
$28,116
$83.91
San Francisco
129.8
$33,359
$99.56
Seattle
106.7
$27,422
$81.84
Tampa
84.8
$21,794
$65.05
Washington, D.C.
95.5
$24,544
$73.25
National Median
100
$25,700
576.70
Ideas for parking. SOLUTIONS FOR OEOPLE®
Offices Nationwide 1800.394.7275 I WGInc.com

PARKING INDUSTRY 2021 CONSTRUCTION ECONOMIC FORECAST
Four -level, 399-space, precast parking structure. This garage is located off the historic
courthouse square in the City of Oxford, MS. This garage offers convenient parking
for visitors and employees of local businesses, especially during Ole Miss fall football
season and Double Decker Festival in the Spring.
Construction in the United States saw unprecedented challenges
in 2021 as we emerge from the COVID-19 pandemic. Material and
labor shortages are the new normal, resulting in cost increases for
both design and construction. Challenges in the construction market
prior to the pandemic were headlined by skilled and unskilled labor
shortages in the construction trades, tariffs, and international trade
relationships. Today, those challenges still exist, are more pronounced,
and are now joined by material production, manufacturing, and
shipping bottlenecks and the ongoing and often intermittent
government restrictions intended to curb the spread of COVID-19.
Turner Construction reported price spikes in material costs for lumber,
steel, copper, aluminum, PVC, and gypsum although — heading into
Q3 — raw material costs appear to be returning to earth.
The global pandemic certainly impacted every asset class in some
manner. Urban core office buildings, hotels, education, and the retail
sector were all negatively impacted by a decrease in new project
starts. Richard Branch, chief economist for Dodge Data & Analytics
("Dodge") told ENR that, "the dollar value of hotel construction starts
fell 46% in 2020, to $9.7 billion... in 2021 Dodge forecasts an additional
7% decline:'' Meanwhile, healthcare, industrial/warehouse, and
residential construction all saw increases in activity. After falling 26%
in 2020, overall forecasts for commercial construction are mixed, with
a consensus that office and hotel construction will remain depressed
while other types of commercial buildings will show modest increases
over last year. Dodge posits that parking structure starts will increase
by 4% during the year, possibly linked to the forecast growth of retail,
healthcare, and transportation buildings.
This past March 2021, President Biden signed into law the
American Rescue Plan Act (ARPA). Passage of ARPA
promoted communities around the country
to start developing strategies for how
to win and spend American
Rescue Plan Act (ARPA) funding. ARPA provided $350 billion for state,
local, territorial, and tribal governments to address COVID-19-related
economic impacts. Building infrastructure is notably eligible for ARPA
funding, specifically including construction or enhancement to medical
and educational facilities. The Congressional Budget Office projects
real GDP growth of 6.7%, but coupled with that, many economic
models show inflation of more than 2.5% persisting through 2023.
On the horizon, in the Fall of 2021, are two potential infrastructure
bills currently making their way through Congress; potentially
totaling over $4.5 trillion in broadly classified infrastructure spending.
Should one or both infrastructure bills become law, we would
anticipate an increase in construction costs and labor challenges for
construction markets.
Finally, construction starts and spending will be uneven across the
country. Speaking to ENR, Jay Bowman of FMI Corp. suggested, we
believe correctly, that, "geography will be a defining characteristic
of the post -pandemic recovery. Although this always has influence
on how recessions and expansions are experienced, it will be much
more pronounced [this time]:'' Geographic differences due to different
political policies, that were and continue to be adopted at state and
local levels to curb COVID-19 infections, are a significant factor in the
recovery of local construction markets.
COST DRIVERS:
Features That Impact
the Cost of a
Parking Structure
0
/xi
• Cast -in -Place Concrete Construction
• Increased Building Area/Car
• Below -Grade Construction
• Architectural Enhancements
• Deep Foundation System
• Northern Climate Durability Features
• Enhanced Technology
• Sophisticated Parking Management System
• Integration of Solar Panels
• Enhanced Snow and Ice Management System
• EV Charging Stations
• LED Lighting System Premiums - Motion Sensors/Dimming
• Unique Site Conditions
• Stormwater Management
• Forestry Management
• Enclosed Floors/Mechanical Ventilation and Fire Sprinklers
• Bicycle Housing
• Custom Wayfinding
• Flexibility for Future Parking or Building Expansion
• Pedestrian Bridge
• Integration of Mixed Uses
• Enhanced Landscaping / Hardscape
COST
INCREASE
MEDIAN FEATURES
• Pretopped Precast Concrete
• Single Supported Level
• Decreased Building Area/Car
• Eliminate Parking Access Control
• Plain Precast Facade
• Eliminate Glass -Backed Elevators
• Eliminate Exterior Glass Stair Enclosure
• Reduced Durability Features (Regional)
• Eliminate Enclosed Stairs (Regional)
• Asphalt Paving at Grade
• Eliminate Grade -Level Barrier Wall
. •f
COST
DECREASE
REASE
FEATURES
iiir
Ideas for parking. SOLUTIONS FOR OEOPLE®
Offices Nationwide 1800.394.7275 I WGInc.com

SUMMARY REFERENCES
What does this mean for the new parking structure construction
and the median construction cost for these facilities in 2021 and
near term? The short answer is costs are going up. We believe that
nearly all local markets will see an increase in the construction cost of
parking facilities over 2020, primarily due to the increase in the cost of
manufactured goods and the increasingly acute skilled and unskilled
labor shortages, more so than due to an increase in overall demand.
Meanwhile, above -average demand will play a significant factor in
markets that experienced greater post -pandemic population growth
than the already -expected net population growth, and construction will
be necessary to accommodate that growth. As previously mentioned,
WGI's cost model shows a construction cost increase of 15.8% over
last year, but most economic indicators suggest that this trend will not
continue at this pace but is expected to increase at a more normal 3%
to 5% through 2022 and 2023.
The parking professionals at WGI are happy to assist with the
planning and budgeting of your next parking structure. If you have
any questions or would like specific cost information for your
area, contact Raymond Smith at [e-mail]
and Rob McConnell at [e-mail]. Or call us
at 800.FYI.PARK (800.394.7275).
As a multidisciplinary solutions -providing consulting firm, WGI has
20 offices in seven states, serving an active client base in 30 states,
specializing in the following disciplines: parking facility design and
engineering, building restoration and structural engineering, mobility
planning, transportation engineering, land development/municipal
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planning, and MEP engineering. In 2021, ENR ranked WGI #175 — up
12 places — on its list of the Top 500 Design Firms, while at the same
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!,31
1.
After a Rocky Year, PCA Forecasts Slight Growth in Cement
Demand in 2021;' Engineering News -Record, February 3, 2021.
https://www.enrcom/articles/51142-after-a-rocky year-pca-
forecasts-sligh t-gro wth-in-cemen t-demand-in-2021
2. AIA Consensus Construction Forecast, July 2021, American Institute
of Architects. http://info.aiaorg/aiarchitect/2021/charts/Jul%20
2021/ccf 071621.html
3. "Reading Between the Trendlines'; William Richards, American
Institute of Architects, June 2021. https://www.aiaorg/
articles/6345080-read ing-between-the-trend-lines
4. Architecture Billing Index (ABI), American Institute of Architects , July
2021. https://www.aia.org/pages/6425639-abijuly-2021-business-
conditions-remain-s
5. Dodge Construction Outlook 2021, Dodge Data & Analytics,
November 2020. https://www.construction.com/news/dodge-data-
analytics-expects-construction-starts-recover-2021
6. Turner Construction Company. "Turner Cost Index - Turner's Second
Quarter Building Cost Index'; Turner Construction Company, July
2021. http://www.turnerconstruction.com/cost-index
7 "2021 Construction Forecast: A Slow Road to Recovery;' Engineering
News -Record, November 18, 2020. https://www.enrcom/
articles/50766-construction-forecast-a-slow-road-to-recovery
8. "2021 Expected to be Another Down Year for Nonresidential
Building;' Kermit Baker, American Institute of Architects, January
2021. https://www.aia.org/articles/6364941-2021-expected-to-be-
another-down-year-for-
9. The American Rescue Plan Act of 2021 (ARPA), Congressional
Research Service, March 16, 2021. https://crsreports.congress.gov/
prod uc t/pd f/R/R46680
10. "Higher Inflation is Here to Stay for Years, Economists Forecast'
Gwynn Guilford and Anthony DeBarros, Wall Street Journal, July 11,
2021. https://www.wsj.com/articles/higher-inflation-is-here-to-stay-
for-years-economists-forecast-11626008400
11. An Update to the Budget and Economic Outlook: 2021 to 2031','
Congressional Budget Office, July 2021, https://www.cbo.gov/
publication/57339# idTextAnchor006
For more information about this study or to have a
conversation with one of our experts, please contact us:
Rob McConnell, PE
VP Market Leader
Structures + Parking
[e-mail]
Raymond Smith, PE
VP Market Leader
Structures + Parking
[e-mail]
WGIm
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Offices Nationwide 1800.394.7275 I WGInc.com

•• PROTECTED r411 t5'f• :6
ATTACHMENT B
• The US Fish and Wildlife Service has requested that the GRMF utilize innovative
stormwater designs and other BMP's to reduce impacts to downstream waters and
habitat during all phases of the project and to maintain buffers on all remaining
streams. Please address this request.
BMPs will be used during and post construction to avoid impacts to downstream waters
and habitat. The applicant has been working with DEQ staff reviewing erosion control
plans and will continue that process for construction as well as finalizing the stormwater
management plan with the state for the site during and post construction.
There are 50-foot riparian buffers on streams within Water Supply Watershed Class III
(WS-III) that are applicable to the site. However, to offset mitigation requirements, the
applicant would be willing to discuss adding 100-foot buffers to streams within the
property boundary which are not impacted by the development footprint or utilities. This
has been discussed with the Corps and DWR in the past and the applicant would be
willing to engage in these conversations again.
• The reconfiguration of Wet Pond B2 appears to partially resolve the Division's concerns
regarding potential indirect impacts to Stream Si. Please provide a plan sheet that
shows the location of the edge of fill impact and the location of the proposed outlet of
Wet Pond B2 at a sufficient scale to clearly determine the length of stream channel S1
between the two points so that we may further evaluation the potential impacts on this
channel.
Attachment B 1

•• PROTECTED r411 t5'f• :6
An additional plan view of Wet Pond B2 was added to Appendix E. Due to file size, the
revised Stormwater Plan is being provided on OneDrive.
• Studies and modeling conducted by the Division indicate that watershed size cannot be
used as a predictor of the presence or absence of a stream, therefore the assumption
that a certain watershed size will continue to provide hydrology to these streams does
not satisfy the Division's concerns. You have indicated that underdrain systems will be
installed "in the existing stream channel and will remain in place and provide additional
hydrology to streams S17 and S18", however streams 17 and 18 begin below the footprint
of the construction pad, therefore the Division is not confident that providing underdrains
in these locations will be sufficient to support existing uses in downstream waters. The
Division continues to have concerns that since many piedmont headwater streams are
fed by interflow and shallow groundwater as a result of infiltration from surface flow and
since a significant portion of these watersheds will be redirected away from these
features there is likely to be indirect impacts from reduced hydrology in these
channels. Please provide a detailed hydrology analysis and/or model to document the
downstream waters will be maintained or provide a monitoring plan that establishes
baseline conditions and a specific monitoring protocol to document hydrology in these
channels and adjacent wetlands for a minimum of 3 years post construction.
The statement above appears to be concerned with continuing to support existing uses
in downstream waters. These channels, although determined perennial by the agencies,
have times when they are dry and lack flow as illustrated in the attached photos taken
December 21, 2021 of both S17 and S18 reaches. The Stream Assessment Method
(SAM) form for S17 had an overall medium score due to low hydrology, medium water
quality, and medium habitat. The medium habitat score was due to a high score for
stream -side habitat. S18 had an overall low score with a medium hydrology score, low
water quality score, and a low habitat score.
S17 was noted as having weak macrobenthos, crayfish, and fish (near the lake), and
absent for amphibians, algae, and mollusks. S18 was noted as having weak crayfish,
amphibians, and algae and absent for macrobenthos, fish, and mollusks. The streams
should continue to support the aquatic fauna they currently support following construction
with a similar flow regime as they currently have. In addition, both of these channels have
existing riparian buffers which will remain and continue to provide stream side habitat
which led to higher scores for those items on the SAM forms.
The invert elevations of Stream 17 and Stream 18 (S17 and S18) are much deeper than
our deepest cut elevations so the temporary and permanent dewatering will have no
effect on S17 and S18 since we are only dewatering to a few feet below the proposed
pad elevation. The headwaters of any existing streams on -site in a fill area will be filled
with open graded stone to allow any groundwater to continue to flow until it daylights at
the edge of the fill slope from the pad.
In addition, we have reduced impacts to S17 as we continue to look for avoidance and
minimization opportunities. S17 is no longer impacted by the pad footprint although it will
still have a road crossing into the site. Please see the attached graphic illustrating the
minimization of impacts to S17. The pad has also been edited slightly near S18 and the
pad is now approximately 275 feet north of the stream invert of S18.
Attachment B 2

•• PROTECTED r411 t5'f• :6
• It appears that Wet Pond C2 has been reconfigured so that it impacts a pond that as
shown as Isolated on the jurisdictional map previously provided to the Division. As
indicated in Item 24 of the November 5th Request for Additional Information, please
provide confirmation of all Isolated features from the USACE and provide total impacts
to all isolated features evaluated pursuant to 15A NCAC 2H .1300
An Approved Jurisdictional Determination (AJD) was complete and provided to the
applicant on December 20, 2021. Wet Pond C2 has been reconfigured to avoid impacts
to Pond B and HDR WD. The Corps has noted these as non -jurisdictional features in the
provided AJD on OneDrive.
Wet Pond C2 was relocated and is upstream of the existing pond and wetlands. During
final design the outlet structure will divert some flow to the pond to supplement the natural
hydrology through the pond. The revised Stormwater Plan is being provided on
OneDrive.
• Pond IDs are confusingly referenced throughout the document due to the change in the
design, however, the document should be revised for its accuracy and consistency. Some
examples of these discrepancies are:
Wet pond A is referred to as pond A 1 but sometimes as pond A3 in the narratives,
calculations, and forms.
- Drainage area of wet pond A is 278.5 acres under the narrative but 224.6 acres
in the calculations.
- Supplemental EZ form's cover page still lists 4 dry ponds for the project.
- Supplemental EZ form still has the now -removed dry ponds A 1 and A2.
- Supplemental EZ form, drainage areas 6 and 7 are incorrectly identified for ponds
Al and A2 where they should be for dry pond C1 and wet pond C2.
- Dry pond sheet, under item #4, it was indicated that the ponds are not located
away from contaminated soils.
- Dry ponds exhibit on page 70 of the document shows dry ponds being identified
as B2 and C2 where they should be ponds B1 and C1.
Page 6 was modified to reflect the Pond A3 in the narrative to match the calculations,
figures and exhibits and the drainage area was modified to reflect the calculations. The
Stormwater Management Permit Application Form and the Supplemental EZ form has
been updated to reflect the most recent submittal. The dry pond exhibit in Appendix E
has been modified to reflect Pond B1 and Pond C1. The revised Stormwater Plan is
being provided on OneDrive.
• Scour hole calculations for wet pond C2 still used Q 10 (364 cfs) from the previous
version, the new Q 10 is 388 cfs according to the updated HydroCAD.
The scour hole calculation for wet pond C2 was updated to reflect 388 cfs. The revised
Stormwater Plan is being provided on OneDrive.
• Wet pond C2 is moved slightly south and is now located over an existing pond. Please
provide reason for the relocation and whether the existing water feature(s) will be
accounted for as new impact.
Attachment B 3

•• PROTECTED r411 t5'f• :6
The pond was relocated due to a potential solar farm in the previous location. The pond
was located just upstream of the existing pond water surface and wetland. During final
design the outlet structure will divert some flow to the pond to supplement the natural
hydrology through the pond and therefore no additional impacts are warranted. The
revised Stormwater Plan is being provided on OneDrive.
• In a previous response to the Division submitted on October 27, 2021 it was stated that
"If the need to connect to the public water supply is a result of contamination due to
processes on the GRMS, then the manufacturer will be responsible for financing the
connection." The Division has expressed concerns for both surface water contaminants
and yield reduction impacts to adjacent wells Please update the Well Testing and
Resolution Plan to include a statement that the need to connect to a public water supply
may also be a result of well yield reduction due to the GRMS facility, and that in either
case the manufacturer will be responsible for financing the connection. Provide a copy
of the updated plan to the Division.
The Residential Well Testing and Resolution Plan has been updated to include well yield
reduction and is provided on OneDrive.
• The Residential Well Testing Resolution Plan dated 11/02/2021 indicates that wells
proposed for testing are those within 150 feet of the GRMS property line. You indicate
that in most cases this will be well beyond the 500 feet requested based on the location
of the 1000-acre construction pad. However, the application indicates additional
construction activities outside of the "construction pad" limits which include utilities,
roadways and stormwater control measures. The Division reiterates that the Well
Testing Plan should address a 500-foot distance from the site limits/property lines.
The Residential Well Testing and Resolution Plan has been updated to 500 feet beyond
the property line.
• The Division specifically requested documentation of assurance from Randolph County
of the commitments identified in the Residential Well Testing Resolution Plan.
A copy of the relevant letter from the County Manager is on OneDrive with the Residential
Well Testing and Resolution Plan.
Attachment B 4

•• PROTECTED r411 t5'46
Photos of S17 on December 21, 2021
iY: 5 fib/
wr
-101.1
S17 - No flow at pipe outlet.
Attachment B
5

•• PROTECTED r411 t5'46
S17 - No water or flow in channel.
Attachment B 6

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S17 - Headcut with standing water — deeply incised.
Attachment B 7

•• PROTECTED r411 t5'46
S17 - Downstream of headcut — deeply incised.
Attachment B 8

•• PROTECTED r411 t5'46
Photos of S18 on December 21, 2021
S18 - Standing water at pipe outlet but no flow beyond the small scour at the end of the pipe.
Attachment B 9

•• PROTECTED r411 t5'46
S18 - Downstream of the pipe outlet.
Attachment B
10

•• PROTECTED r411 t5'46
S18 - Ponded water downstream.
Attachment B 11

•• PROTECTED r411 t5'46
S 18 - Ponding of water at pipe crossing downstream.
Attachment B 12

•• PROTECTED r411 t5'46
Legend
I Megasite Boundary
nApprox. Pad Area
Perennial Screams
Intermittent Screams
Wetlands
LOpen Water
o Feet 150
godsons Lake
Attachment B
RC�t�Ain-_(CPC�.7=p-1�JIiA.O:iRLurs7Bo C`,Gti:glOE:.
S17 & S18 MAP
13

ATTACHMENT C
Freshwater Mussel and Burrowing Crayfish Survey Report
For
Greensboro Randolph Megasite
Randolph County, North Carolina
Prepared For:
F�2
555 Fayetteville St., Suite 900
Raleigh, North Carolina
Contact Person:
Vickie Miller
Senior Environmental Planner
HDR
[e-mail]
November 19, 2021

Prepared by:
RK5K
8601 Six Forks Road, Forum 1 Suite 700
Raleigh, NC 27615
Contact Person:
Neil Medlin
Manager, Natural Resources
[e-mail]
919-878-9560

Table of Contents
1.0 Introduction 1
2.0 Waters Affected 2
2.1 NPDES Dischargers 2
2.2 303(d) Classification 3
3.0 Target Species 3
3.1 State or Federally Listed Mussels 3
3.2 Greensboro Burrowing Crayfish (Cambarus catagius) 3
3.2.1 Characteristics 3
3.2.2 Distribution and Habitat Requirements 4
4.0 Survey Efforts 4
4.1 Mussel Survey Locations: 4
4.1.1 Stream S21 (Location 1) 4
4.1.2 Stream SQ (Location 2) 5
4.1.3 Stream SE (Location 3) 5
4.1.4 Stream S 1 (Location 4) 5
4.2 Burrowing Crayfish Survey Locations: 5
4.3 Methodology 6
4.3.1 Mussel Survey 6
4.3.2 Burrowing Crayfish Survey 6
5.0 Results 6
5.1 Mussel Survey 6
5.2 Burrowing Crayfish Survey 7
6.0 Discussion/Conclusions 7
7.0 References 9
Appendix A. Figures:
Figure 1: Project Vicinity & Survey Location
Figure 2: NCNHP Element Occurrences
Figure 3: NPDES Dischargers and 303(d) Listed Streams

1.0 Introduction
This evaluation was conducted as part of the environmental studies conducted for the potential
development of a tract of land located in northeast Randolph County typically referred to as the
Greensboro Randolph Megasite (Appendix A, Figure 1). As of November 15, 2021, the U.S.
Fish and Wildlife Service (USFWS) Information for Planning and Consultation (IPaC) webpage
listed the Cape Fear Shiner (Notropis mekistocholas) as an Endangered species under the
Endangered Species Act (ESA) that could potentially be affected by activities at the Greensboro
Randolph Megasite (Megasite) location (Table 1). Habitat evaluations and an electrofishing
survey for the Cape Fear Shiner at the Megasite were conducted by RK&K personnel on
September 26, 2017, and summarized in a previous report. The Atlantic Pigtoe (Fusconaia
masoni) was listed as a Threatened species under the ESA on November 16, 2021, and IPaC
listed it as a species that also could be potentially affected by activities at the Megasite location.
The IPaC webpage indicated that there are no critical habitats that overlap with the Megasite
location.
Table 1. Federally protected species that potentially occur within the upper Sandy Creek
watershed.
Scientific Name
Common Name
Federal
Status
Notropis mekistocholas
Cape Fear Shiner
Endangered
Fusconaia masoni
Atlantic Pigtoe
Threatened
This portion of Randolph County potentially harbors three rare freshwater mussel species (i.e.,
Carolina Creekshell (Villosa vaughaniana, NC Endangered), Notched Rainbow (Villosa
constricta, NC Threatened), Eastern Creekshell (Villosa delumbis, NCNHP Significantly Rare)
and the Greensboro Burrowing Crayfish (Cambarus catagius, NC Special Concern) (Table 2).
Therefore, targeted mussel and burrowing crayfish surveys were recommended by the North
Carolina Wildlife Resources Commission (NCWRC). Currently, there are no statutory
requirements to conduct these surveys; however, the potential endpoint owner has
voluntarily elected to proactively address NCWRC comments by having mussel and
burrowing crayfish surveys conducted within the boundaries of the Megasite.
Table 2. North Carolina rare species that occur or potentially occur within the upper Sandy
Creek watershed.
Scientific Name
Common Name
State Status
NCNHP
Designation
Freshwater Mussels
Villosa constricta
Notched Rainbow
Threatened
Threatened
Villosa delumbis
Eastern Creekshell
--
Significantly Rare
Villosa vaughniana
Carolina Creekshell
Endangered
Endangered
Crayfishes
Cambarus catagius
Greensboro Burrowing Crayfish
Special Concern
Special Concern
Freshwater Mussel and Burrowing Crayfish Survey Report; HDR, Randolph County
November 2021
Page 1

A review of the NC Natural Heritage Program (NCNHP) records, last accessed on November 19,
2021, indicated that no element occurrences (EOs) exist for federally or state listed species
within a 5-mile buffer from a point on Stream SQ at the Megasite's southern boundary (Table 3;
Figure 2).
Table 3. NC Natural Heritage Program Element Occurrence records and approximate distance
from Stream SQ at the Megasite's southern boundary (i.e., stream miles (SM)).
Species
EO ID
EO
Status
Waterway
First
Observation
Last
Observation
SM
Eastern Creekshell
29595
Current
Sandy
Creek
May 2002
May 2002
1.9
Notched Rainbow
29482
Current
Sandy
Creek
July 2002
May 2019
7
Carolina Creekshell
25532
Current
Sandy
Creek
July 2002
May 2019
7
Eastern Creekshell
25594
Current
Sandy
Creek
July 2002
May 2019
7
Greensboro
Burrowing Crayfish
1826
Historical
Muddy
Creek
April 1993
April 1993
>30
The Eastern Creekshell EO 29595 is located within the 5-mile buffer. However, the species is
not state listed by the NCWRC but is designated as Significantly Rare (SR) by the NCNHP.
NCNHP is a non -regulatory agency responsible for inventorying and tracking native flora and
fauna in North Carolina. Significantly Rare is a lower level NCNHP designation and is generally
defined as any species that "has been determined by the NCNHP to need monitoring". The
Carolina Creekshell and Notched Rainbow are listed the NCWRC as state Endangered and
Threatened, respectively. The EOs for these two species are both approximately seven stream
miles from the Megasite boundary. The Greensboro Burrowing Crayfish EO is not located
within the 5-mile buffer and there are no known occurrences of the species within the Sandy
Creek watershed.
2.0 Waters Affected
The small streams located within the Megasite boundaries are all in the Cape Fear River Basin
(HUC # 03030003). All of the streams converge to exit the property via one of two streams,
Stream SQ (Dodsons Creek) which flows out of Dodsons Lake, or Stream S21 (Figure 1). From
the Megasite's southern boundary, Stream SQ (Dodsons Creek) flows approximately 0.4 stream
miles downstream to its confluence with Sandy Creek. From the southern site boundary, Stream
S21 flows approximately 1.1 stream miles to its confluence with Sandy Creek.
2.1 NPDES Dischargers
There are no NPDES permitted dischargers in a location that could directly affect streams on the
Megasite (Figure 3).
Freshwater Mussel and Burrowing Crayfish Survey Report; HDR, Randolph County
November 2021
Page 2

2.2 303(d) Classification
None of the streams located on the Megasite are on the North Carolina Department of
Environmental Quality (NCDEQ) - Division of Water Resources 2020 303(d) list of impaired
streams. The streams from the Megasite flow into Sandy Creek. Sandy Creek is on the 2020
303(d) list for exceeding Chlorophyll criteria.
3.0 Target Species
3.1 State or Federally Listed Mussels
Based on current distribution records, two state listed mussel species are known to occur within
the mid to upper Sandy Creek watershed, the Notched Rainbow and Carolina Creekshell. While
the federally listed Atlantic Pigtoe is reported by IPaC as a species that could potentially be
affected by activities in this area, it has not been observed from the Sandy Creek watershed or
the Deep River watershed upstream of Richland Creek confluence (i.e., southern eastern
Randolph County).
The Notched Rainbow and Carolina Creekshell are sexually dimorphic (i.e., males and females
have distinct shell shape) mussels that rarely exceed 50mm in length. Females have a more
broadly rounded posterior slope, which creates the marsupial chamber. In comparison, males
have a slightly pointed posterior slope and exhibit an overall elongate elliptical shell shape.
Characteristics to separate these two species include subtle differences in shell morphology, foot
color, location of green rays, and marsupial band color. Specifically, the Notched Rainbow
usually has a slightly smaller and more robust shell, black to yellowish periostracum with thin
unbroken green rays dispersed throughout most of the shell, white foot, and females have a dark
marsupial band on top of the gills. In comparison, the Carolina Creekshell usually has a slightly
larger and thinner shell, thin unbroken green rays generally restricted to the posterior ridge,
bright orange foot, and females have a white marsupial band on top of the gills.
The maximum age for the Notched Rainbow is approximately 3-14 years and it is presumed that
the Carolina Creekshell has a similar life span. Both are known to be long-term brooding
(bradytictic) species. Notched Rainbow host fish species include the Fantail Darter (Etheostoma
flabellare), and Green Sunfish (Lepomis cyanellus), Pumpkinseed (Lepomis gibbosus), and
Redbreast Sunfish (Lepomis auritus) for the Carolina Creekshell. Both species are typically
collected in areas with moderate current and substrate consisting of clay, silt, sand, and gravel.
3.2 Greensboro Burrowing Crayfish (Cambarus catagius) — NC Special Concern
3.2.1 Characteristics
The Greensboro Burrowing Crayfish is a small, dark brown burrowing crayfish with light tan
flecks that transition to a pinkish -tan ventral coloration. The rostrum and postorbital ridges are
orange and the dorsal surface of chelipeds are greenish to tan with two rows of pale pinkish -
orange to cream tubercles on the mesial margin of the palm. In addition, a green color phase is
occasionally observed, which results the brown base coloration being replaced with dark green
Freshwater Mussel and Burrowing Crayfish Survey Report; HDR, Randolph County
November 2021
Page 3

and orange markings appear to be more conspicuous. The gonopod of first form males (i.e.,
reproductively active form) has a central projection that is slightly curved and set at an angle
greater than 90°, and the mesial projection is bulbous with a tapered point.
Life history information on the Greensboro Burrowing Crayfish is extremely limited due to the
lack of a species -specific life history study. First form males have been collected in February,
April, and June. Males and females typically occupy separate burrows and females share their
burrow with newly hatched crayfish in late spring to early summer. This species is classified as a
primary burrower, which indicates that the species can construct a complex burrow system that
does not typically connect to surface waters. It is not known to construct a burrow chimney and
instead piles burrow spoils near the burrow entrance. The burrow pathway is highly variable and
ranges from a simple, straight down burrow to lateral tunnels with multiple chambers.
3.2.2 Distribution and Habitat Requirements
The Greensboro Burrowing Crayfish is endemic to the piedmont of North Carolina and is known
to occur in Davidson, Guilford, Montgomery, and Randolph counties. Prior collection localities
include portions of the Yadkin -Pee Dee and Cape Fear River basins. Within this range, the
species often occupies urban and rural backyards; however, they are known to occupy areas that
transition into bottomland forests. Burrows are excavated in sand, clay, and sand -clay soil
mixtures. Burrowing sites are typically located within areas that are classified as "usually wet";
however, a drainage feature may or may not be present. Ground water level varies considerably
from site to site and is known to range from 15 cm to >1.2 m at occupied sites.
4.0 Survey Efforts
Mussel and Burrowing Crayfish surveys were conducted by RK&K personnel Neil Medlin
(Permit # 21-ES00030), Tyler Black (Permit # 19-ES00554) and Gordon Marsh on November 3,
2021. Burrowing Crayfish surveys were conducted by RK&K personnel Tyler Black, Gordon
Marsh, and Matt Martin on November 4-5, 2021.
4.1 Mussel Survey Locations:
4.1.1 Stream S21 (Location 1)
The survey location began at the southern boundary of the Megasite and continued upstream for
approximately 300 meters. Stream S21 had a width that varied from 1- 4 meters and depth
ranging from 1 meter in a pool to 0.010 meters in constricted shallow riffles. Average stream
depth was 0.10 meters. The substrate was composed of clay, sand, gravel, cobble, and
occasional boulders. Sand was the dominant substrate type with cobble subdominant. Although
there was very little water flow, the stream had run, riffle, and pool flow regimes and generally
stable banks with some areas of erosion/undercutting. No evidence of beaver activity was noted
in the survey reach. A wide forested buffer was present along the survey location.
Freshwater Mussel and Burrowing Crayfish Survey Report; HDR, Randolph County
November 2021
Page 4

4.1.2 Stream SQ (Location 2)
This survey location extended from the southern boundary of the Megasite along SR 2407
(Starmount Road) upstream to near the Dodsons Lake dam for a total of approximately 200
meters. Stream SQ had a wetted width varying from 2 — 3 meters and a depth ranging from
0.010 — 1 meter. The average depth was 0.10 meters. The substrate consisted of silt, clay, sand,
gravel, and cobble with sand dominant and clay subdominant. The stream banks averaged 1
meter high with some areas of erosion/undercutting. Riffle, run, and pool flow regimes were
noted during the mussel survey. No evidence of beaver activity was observed within the survey
reach. A moderate to wide forested buffer was present along the survey reach.
4.1.3 Stream SE (Location 3)
The Stream SE survey location ran from approximately 25 meters below SR 2408 (Browns
Meadow Road) to approximately 200 meters above the road crossing. Wetted width varied from
1 — 3 meters and depth ranged from 0.10 — 1.5 meters with an average depth of 0.5 meters. The
substrate was composed of silt, clay, sand, gravel, and an area of bedrock. Sand was the
dominant substrate type with silt subdominant. The survey reach had primarily a run flow
regime with few shallow riffles and occasion pools. Beaver dams were present within the survey
reach and created impounded areas upstream of the dams. Slow flowing water was visible at a
shallow riffle at the upper end of the survey reach and some flow was observed going through
the beaver dams. A moderate width forested buffer was present along the survey reach with the
exception of the road crossing.
4.1.4 Stream S1 (Location 4)
Mussel survey Location 4 in Stream S1 was the most narrow (1 — 2 meters wetted width) and the
most shallow (0 01 — 0.1 meters deep) of the mussel survey locations. No visibly flowing water
was observed during the survey. The stable stream banks were approximately 0.25 meters high.
The substrate consisted of silt, clay, sand, and gravel. Sand was the dominant substrate type with
silt subdominant. No evidence of beaver activity was observed at this location.
4.2 Burrowing Crayfish Survey Locations:
Biologists established survey locations within the upper, middle, and lower portions of the
drainages within the study area. A total of eleven burrowing crayfish sites were visited during
the survey. The majority of the survey sites were located within forested upland areas associated
with waterway floodplains, dry to nearly dry drainage features, ponds, or toe of slope seeps. In
contrast, two sites were located within the powerline right of way, which contained mowed grass
and shrub vegetation. Soils within these areas were primarily composed of clay, sand, clay loam,
and sandy loam.
Freshwater Mussel and Burrowing Crayfish Survey Report; HDR, Randolph County
November 2021
Page 5

4.3 Methodology
4.3.1 Mussel Survey
Within the survey reaches for each stream assessed, the areas of appropriate habitat were
searched, concentrating on the stable habitats preferred by mussel species. Visual surveys were
conducted with and without view buckets (bathyscopes) along with tactile methods that were
employed where appropriate. All freshwater bivalves were identified, recorded, and returned to
the substrate. Timed survey efforts (recorded in person -hours) typically provide Catch Per Unit
Effort (CPUE) data for each mussel species.
4.3.2 Burrowing Crayfish Survey
A burrowing crayfish survey was conducted within waterway floodplains, drainage features, and
areas previously identified as wetlands. Biologists visually searched targeted habitats for the
presence of active crayfish burrows. Once identified, burrows were excavated using shovels and
yabby pumps to extract crayfish. Timed survey efforts were recorded in person -hours and all
collected crayfish were temporarily placed in a divided tackle box containing freshwater. All
crayfish were identified, recorded, and released onsite.
5.0 Results
5.1 Mussel Survey
No mussels or mollusk of any species were observed at three of the four survey locations (Table
4). Three mussel species and one clam (the invasive Asian Clam) were observed in Stream SQ
(Location 2). None of the mussel species documented during the survey are currently federally
listed under the ESA or state listed by the NCWRC.
Table 4. Bivalves for Randolph Greensboro Megasite, November 03, 2021, by Mussel Survey
Location (MSLI.
Scientific Name
Common Name
No. of Live (Shell)/Search Time/CPUE
MSL 1
(1 p-h)
MSL 2p
(3.0 p-h)
MSL 3
(1 p-h)
MSL 4
(0.5 p-h)
Freshwater Mussels
Elliptio complanata
Eastern Elliptio
--
268(45)
CPUE=89.33
--
--
Uniomerus carolinianus
Florida Pondhorn
--
3(0)
CPUE=1.0
--
--
Pyganodon cataracta
Eastern Floater
--
1(0)
CPUE=0.33
--
--
Freshwater Clams
Corbicula fluminea
Asian Clam
--
2 (60)
--
--
Total Number of Mussels
--
272
--
--
Total Number of Mussel Species
--
3
--
--
Freshwater Mussel and Burrowing Crayfish Survey Report; HDR, Randolph County
November 2021
Page 6

5.2 Burrowing Crayfish Survey
Three crayfish species were collected during the survey of the Megasite with a total of 29
individuals observed (Table 5). Burrows were observed at 11 sites and crayfish were collected at
10 of 11 sites (i.e., No crayfish were collected from Site 11). No Greensboro Burrowing
Crayfish individuals were observed during the survey. A total of 22.5 person -hours of
excavation time were utilized during the surveys.
Table 5. Burrowing crayfishes on the Megasite, November 3-5, 2021.
Scientific Name
Common Name
No. of Individuals
Survey Site
Cambarus davidi*
Carolina Ladle Crayfish
7
2,
5, 6,
7
Cambarus reduncus
Sickle Crayfish
19
1,
3, 4,
5, 8,
9,
10
Lacunicambarus diogenes
Devil Crawfish
3
10
Total Number of Individuals
29
Total Number of Species
3
Excavation Person -hours
22.5
* Denotes a Significantly Rare species (NC Natural Heritage Program (NCNHP) designation
only, not affording official state protection).
6.0 Discussion/Conclusions
Physical stream substrate components including silt, clay, sand, gravel, and cobble that are
typically associated with native freshwater mussel populations were present at all four of the
mussel survey locations. However, based on observations by RK&K personnel in 2017 and
2021, and repeated observations by HDR personnel over multiple years, many of the streams
within the Megasite boundaries not only cease to have flowing water, but are completely dry for
prolonged periods of time during most years. Dry stream conditions place aquatic species unable
to relocate, such as freshwater mussels, under extreme stress. Even occasional drought
conditions can result in inhospitable instream conditions for freshwater mussels (e.g., Golladay
et al., Haag and Warren) and lead to a reduction in number of species present and reduced
numbers of individuals. No mollusks were detected at the mussel survey locations on Stream
S21 (Location 1), Stream SE (Location 3), or Stream S 1 (Location 4). These three streams have
been observed to experience frequent nonflowing and/or dry periods during the late summer and
fall seasons. These periods of stressful conditions reduce the likelihood of these three streams
supporting any freshwater mussel species.
The exception to the streams having little to no water was Stream SQ (Location 2) below
Dodsons Lake. RK&K personnel observed that this stream segment had visibly flowing water in
2017 and contained visibly flowing water at the time of the November 3, 2021, mussel survey.
Three freshwater mussel species and 272 total individuals were collected during the mussel
survey. None of the species collected during this survey are currently state listed by the
NCWRC or have an NCNHP designation.
Freshwater Mussel and Burrowing Crayfish Survey Report; HDR, Randolph County
November 2021
Page 7

Burrowing crayfish habitat is present throughout the Megasite, including habitat and soils
consistent with that reported for the Greensboro Burrowing Crayfish. Three species of
burrowing crayfish were collected within the boundaries of the property; however, no
Greensboro Burrowing Crayfish individuals were collected during the survey. Burrows within
Site 11 (i.e., only site where crayfish were not collected) were excavated to a depth of
approximately 1.5 meters without observing the water table or crayfish; thus, burrows extended
well below the excavation depth or were abandoned by the crayfish prior to excavation. The
closest known record for Greensboro Burrowing Crayfish is approximately 11.6 air miles north
of the project location (i.e., Alamance Creek watershed). To date, there are no known
occurrences of Greensboro Burrowing Crayfish within the Sandy Creek watershed, which drains
south to the Deep River. Within the Deep River watershed, Greensboro Burrowing Crayfish are
known to occur within the upper portion of the watershed, >30 stream miles from the project
location. Furthermore, the Greensboro Burrowing Crayfish often inhabits lawns within urban
and suburban landscapes, as such, the species appears to be somewhat tolerant of some landuse
disturbance. Based on the survey results and distance to known localities, the likelihood of
Greensboro Burrowing Crayfish occurring on the Megasite is low.
Freshwater Mussel and Burrowing Crayfish Survey Report; HDR, Randolph County
November 2021
Page 8

7.0 References
Eads, C. B., A. E. Bogan, and J. F. Levine. 2006. Status and life -history aspects of Villosa
constricta (Conrad 1838) (Notched Rainbow), in the upper Neuse River basin, North
Carolina. Southeastern Naturalist 5(4):649-660.
Eads, C., and J. Levine. 2007. A Summary of Laboratory and Field Research Related to
Freshwater Mussels: July 2006-June 2007. North Carolina State University College of
Veterinary Medicine Aquatic Epidemiology and Conservation Laboratory, Final Report.
Golladay, S.W., P Gagmon, M. Kearns, J.M. Battle, and D.W. Hicks. 2004. Response of
freshwater mussel assemblages (Bivalvia: Unionidae) to a record drought in the Gulf
Coastal Plain of southwestern Georgia. Journal of the North American Benthological
Society, 23(3):494-506.
Haag, W.R. and M.L. Warren, Jr. 2008. Effects of Severe Drought on Freshwater Mussel
Assemblages. Transactions of the American Fisheries Society, 137:1165-1178.
Hobbs, H.H., Jr., and F.O. Perkins. A New Burrowing Crayfish from North Carolina (Decapoda,
Astacidae). Proceedings of the Biological Society of Washington. 80: 141-146.
Kendig, K. M. 2014. Freshwater Mussels of North Carolina (Atlantic Slope). North Carolina
Department of Transportation, Raleigh, North Carolina.
McGrath, C. 1994. Status Survey for the Greensboro Burrowing Crayfish. The Proceedings of
the Annual Conference of the Southeastern Association of Fish and Wildlife Agencies.
48: 343-349.
North Carolina Department of Environmental Quality - Division of Water Resources. 2020
North Carolina 303(d) List. Available:
https://files. nc. gov/ncdeq/W ater%20Quality/Planning/TMDL/3 03 d/2020/2020-NC-3 03 -
d--List-Final.pdf. (August 2021).
North Carolina Department of Environmental Quality. 2021. NPDES Wastewater Discharge
Permits. Available: https://data-ncdenr.opendata.arcgis.com/datasets/npdes-wastewater-
discharge-permits?geometry=-87.493%2C33.635%2C-72.200%2C36.776. (August
2021).
North Carolina Natural Heritage Program. 2020. List of Rare Animal Species of North Carolina.
Available: https://www.ncnhp.org/media/522/open. (November 2021).
North Carolina Natural Heritage Program. 2021. nheo-2021-10. Natural Heritage Element
Occurrence polygon shapefile. (October 2021).
Freshwater Mussel and Burrowing Crayfish Survey Report; HDR, Randolph County
November 2021
Page 9

North Carolina Wildlife Resources Commission. 2017. Protected Wildlife Species of North
Carolina. Available:
https://www. ncwildlife. org/Portals/0/Conserving/documents/Protected-Wildlife-Species-
of-NC.pdf. (November 2021).
North Carolina Wildlife Resources Commission. 2021. Atlantic Pigtoe Species Profile.
Available: http://www.ncwildlife.org/Learning/Species/Mollusks/Atlantic-Pigtoe. (March
2021).
North Carolina Wildlife Resources Commission. 2021. Greensboro Burrowing Crayfish Species
Profile. Available: https://www.ncwildlife.org/Learning/Species/Crustaceans/Cambarus-
D-catagius. (November 2021).
North Carolina Wildlife Resources Commission. 2021. Unpublished Aquatics Database.
(November 2021).
U.S. Fish and Wildlife Service. 2021. Information for Planning and Consultation (IPaC).
Available: https://ecos.fws.gov/ipac/. (November 2021).
Freshwater Mussel and Burrowing Crayfish Survey Report; HDR, Randolph County
November 2021
Page 10

Appendix A
Figures

4ialt;uv`
'Ahia9terV Dr
Legend
Study Area
Survey Locations
O Burrowing Crayfish
❑ Freshwater Mussel
Bandy Cie plc
4, ,nere v e„
Dods•. is
_ tiiteny
5•
Trn, sFrRt Rd
K,rna:y Ln
State of North Carolina DOTS, Esri, ERE, Garmin, I�R- ENT��PPASDA
Prepared By:
RKK
Prepared For:
EN)
Freshwater Aquatics Survey
Greensboro Randolph
Megasite
RANDOLPH COUNTY
Date:
November 2021
Scale
0 1,500 3,000 US Feet
Job No.
Drawn by:
GSM
Checked by:
KNM
Figure
1

I
Legend
Study Area
5-Mile Buffer
Freshwater Mussels
Element Occurrence
Villosa constricta
Villosa delumbis
�] Villosa vaughaniana
Prepared By:
RKIKK
Prepared Far:
F�2
NC NHP
Element Occurrence
Greensboro Randolph
Megasite
RANDOLPH COUNTY
Date:
November 2021
Vo
Scale
0 1 Miles
Job No.
Drawn
Y
GSM
Checked by'
KNM
Figure

Legend
/ NPDES Sites
Study Area
5-Mile Buffer
303(d) Streams
M�nt�Q�f
C0038164
Prepared By
R4101
Prepared Far:
FEZ
NPDES Dischargers and
303(d) Listed Streams
Greensboro Randolph
Megasite
Date:
November 2021
Scale
0 1 Miles
Joh No.
Figure
RANDOLPH COUNTY
Drawn
Y
GSM
Checked by
KN M

Randolph County
December 20, 2021
Paul Wojoski, Supervisor
401 Buffer Permitting Branch
Division of Water Resources
1617 Mail Service Center
Raleigh, NC 27699-1617
Office of the County Manager
725 McDowell Road
Asheboro, North Carolina 27205
www.randolphcountync.gov
Subject: Greensboro - Randolph Megasite
Residential Well Sampling and Complaint Resolution Plan
DWR # 20171559 v3
Dear Mr. Wojoski,
Randolph County has reviewed the wording of the proposed Well Sampling Plan along with
your comments and concerns. Please accept this letter as evidence that Randolph County is in
agreement with the requirements of this plan and are committed to ensuring that if any well is
found to be compromised by the construction associated with the Greensboro — Randolph
Megasite, that a solution will be provided at no cost to the property owner.
Please let me know if you have any questions or need any additional information.
Best Regards,
Hal Johnson,
County Manager
Telephone: [phone]o0
[e-mail]

Residential Well Sampling
and Complaint Resolution
Plan
Greensboro Randolph Megasite
Attachment A
Randolph County, North Carolina
December 20, 2021

Table of Contents
1.0 WATER RESOURCES IDENTIFICATION AND TESTING PLAN 2
2.0 IDENTIFYING WATER RESOURCES 2
2.1 Private Wells and Springs 2
3.0 WATER RESOURCE EVALUATION 3
3.1 Private Water Supplies 3
4.0 POST -CONSTRUCTION BASELINE WATER RESOURCE TESTING 4
5.0 COMPLAINT RESOLUTION PROCESS 4
6.0 REFERENCES 5
Tables 6
Table 1. Potential Properties with Private Water Supply Wells Within 500 Feet 6
Appendices 9
Appendix A. Water Sample Application 10
Appendix B. Well Test for Yield 12
1

1.0 WATER RESOURCES IDENTIFICATION AND TESTING PLAN
Randolph County prepared and will execute the terms of this Residential Well Testing and Complaint
Resolution Plan (Plan) in connection with the Greensboro Randolph Megasite (Project) to document pre -
construction baseline and post- construction water quality and quantity of privately -owned water supply
systems.
This Plan summarizes protocols for identifying and assessing private water supplies in the vicinity of the
Project. Randolph County documented locations and characteristics of private water supplies directly
adjacent to the Project boundary and will offer pre- and post -construction quality and yield testing for
all water wells located within 500 feet of construction workspaces. Several wells have already been
tested by the County.
This Plan discusses the outreach methodology that will be followed and the general plan for testing.
Private water resources identified for water quality and quantity testing within 500 feet of the GRMS
property boundary are summarized in Table 1. Prior to construction, the private water supply owners
will be contacted by Randolph County via certified mail to confirm the location and characteristics of
water resource(s) on the owner' s property and to request permission for the Project to conduct water
quality and quantity sampling.
Field confirmation of private water sources began in 2018 but has not been completed on some parcels
because property access permission has not been granted. Therefore, this Plan is subject to change
following the completion of field environmental investigations.
2.0 IDENTIFYING WATER RESOURCES
2.1 Private Wells and Springs
Private wells located within 500 feet of the GRMS property boundary will be identified by desktop
review and field observation (where property access was granted). The private water supply sources will
be confirmed through pre -construction water supply testing (see Table 1) as described in this Plan.
As part of the desktop review for potential drinking water sources an indirect method was employed to
identify potential private wells. GIS data taken from the various counties were used to identify if a
structure was present on the parcel. To maximize the potential for identifying private water resources
all structures were assumed to have one or more private wells.
As discussed in this Plan, the property owners identified by desktop review along the Project boundaries
will be contacted by Randolph County prior to construction via certified mail to confirm drinking water
sources on the identified property and to request permission to conduct water quality and quantity
testing.
If a private property owner does not respond to the certified mail request for information within
approximately four (4) weeks of submittal by Randolph County, a second request will be sent. If no
response is provided to the Project through the second submittal, no further contacts will be initiated
with the property owner regarding water resources.
Potential locations with private wells within 500 feet of the property boundary are identified as
described above in Table 1. Appendix A includes the provides the Water Sample Application that will be
requested from the water supply owners during the initial contact along with a request for permission
to sample the water supply.
2

3.0 WATER RESOURCE EVALUATION
The following discussion outlines protocols water supply testing activities. The testing results will be
documented by Randolph County and provided directly to the water supply owner.
3.1 Private Water Supplies
1. Randolph County will offer pre- and post- construction quality and yield testing for all water
wells and water supple springs located within 500 feet of the Project property boundary. The
Project proposes to collect one sample before construction and a second sample three to six
months post construction and conduct a well yield test.
2. All private property owners with a known or suspected water source (see earlier discussion) will
be contacted prior to construction as discussed below:
a. Send contact by mail to mailing address listed for the property owner;
b. If no response is received within approximately 4 weeks of sending the first letter, a
second follow-up letter will be sent;
c. If no response is provided by property owner after two (2) attempts this result will be
documented and Randolph County will suspend further contact to the property owner
regarding water quality testing;
d. If a property owner declines permission to conduct water quality testing, this will be
documented, and the Project will suspend further contact with the property owner
regarding water quality testing;
3. Property and water supply access approval documentation will be secured by Randolph County
before entering the property. See Appendix A for information to be collected from the water
supply owner during initial and follow-up contact.
4. A field crew will be deployed to collect water samples at the identified locations.
5. The sampling location coordinates will be collected using GPS (1-meter resolution) and
recorded.
6. Field testing, sample collection and sample management techniques will be implemented
consistent with industry standards and approved guidance (U.S. EPA and North Carolina
Department of Environmental Quality).
7. For water well testing, a water sample will be collected from a flowing spigot (after a minimum
of 10 minutes purging) upstream of any treatment system (if applicable) in order to collect a raw
water sample in the appropriate laboratory -prepared sample bottle with appropriate
preservatives. Field parameters will be analyzed at the time of water sample collection.
a. If the well does not have a pump installed, or does not demonstrate artesian flow, there
will be limited ability to complete the testing described in this plan.
8. Water samples will be kept cool and transported to the analytical laboratory(ies) under Chain of
Custody.
9. The water quality testing will include groundwater quality standards for Bacteriological,
Inorganic Chemical, Volatile Organic Compounds, Pesticides, Metals, Turbidity, and Total
Dissolved Solids (15A NCAC 02L .0202 GROUNDWATER QUALITY STANDARDS) and the USEPA
drinking water testing methods EPA 524.2, EPA 525.2, respectively, and Total Petroleum
Hydrocarbons in EPA SW846 8015C.
a. The pre and post -construction sampling events will be comprised of the same tests per
the groundwater quality standards unless there is a concern noted by the property
owner, or if there is a verified detection of a VOC or SVOC or TPH from the first sampling
event.
3

b. National Environmental Laboratory Accreditation Program (NELAP)- accredited
laboratories will be utilized for water sample analyses. These analyses must be
performed by laboratories that are also currently certified for these testing methods by
NCDWR.
10. Water resources testing activities (including the condition of the water resource and equipment)
will be photo -documented. All field activities and meter calibration for each water resources
sampling event will be documented.
11. The first pre -construction sampling event provides an opportunity to evaluate the condition of
each well, surrounding topography, land characteristics/land-use, and generally assess the
overall vulnerability of the water supply to existing or future sources of impact.
12. Randolph County will provide the water supply owner with the water supply testing results.
Concurrent with providing the owner these results, the County will discuss with the owner any
conditions that observed at the water supply that represent potential for existing or future
sources of impacts.
13. The second sampling event will also include well yield testing. The water supply owner will be
apprised of the well yield testing procedure, and Randolph County will request permission to
access the well for the quantity testing, at the owner's discretion. This testing will be performed
under the supervision of a NC licensed geologist or engineer.
14. Randolph County will consult with an owner who appears to have a compromised water supply
based on pre -construction sampling results. The Project will tailor an evaluation protocol for the
second round of water quality testing as appropriate to evaluate the integrity of the water
supply and ensure a comprehensive pre and post construction assessment is completed.
4.0 POST -CONSTRUCTION BASELINE WATER RESOURCE TESTING
Randolph County will conduct post -construction testing of all water supply wells within 500 feet of the
GRMS property boundaries within properties where the owner has accepted the testing offer. Randolph
County will follow the same procedures described above for water supply sampling. The Project will
provide the post -construction monitoring results directly to the property owner.
Randolph County will maintain water supply contingency planning efforts through the construction
period and until final land reclamation is completed.
5.0 COMPLAINT RESOLUTION PROCESS
If a claim of impact is made by a private well owner, a thorough investigation of the alleged impact will
be conducted by qualified groundwater and surface water scientists and engineers using industry
standard hydrogeologic investigative practices. This will include a review of the timing of the claim
relative to the construction schedule, detailed interview with the supply owner, mechanical evaluation
of the water system, possible resampling and analysis of the supply, performance of a hydrogeologic
assessment, and other pertinent evaluations. Because each water supply system and hydrogeologic
setting is unique, the only means to establish a clear link between a water supply quality or quantity
issue and Project activities is through a comprehensive evaluation leading to complaint resolution.
If the Randolph County Health Department determines that an impact was related to construction of the
GRMS, then the investigations described above will provide valuable information concerning the
appropriate remedies. Restoration of a water supply could include:
• temporary supplied water until the water quality returns to baseline;
• connection to secondary source, if available; and/or
4

• temporary treatment to establish baseline quality (or better).
If the hydrogeologic assessment indicates that a long-term solution is needed, the following remedies as
appropriate may be used to restore water quality and quantity to pre- construction conditions:
• a new on -site source (new water well); or a combination of source replacement and treatment
options; or
• connection to the City of Greensboro's water supply system.
6.0 REFERENCES
National Environmental Laboratory Accreditation Program (NELAP), 2016.
http://www.nelacinstitute.org/content/NELAP/index.php
5

Tables
Table 1. Potential Properties with Private Water Supply Wells Within 500
Feet of the Property Boundary
Parcel ID
Street Address
City
State
Zip
8708732576
1907 US 29 BUSINESS
REIDSVILLE
NC
27320
8708724709
200 HAMMOCK FARM RD
WINSTON SALEM
NC
27105
8707872846
202 N COX ST
ASHEBORO
NC
27205
8717520081
204 LOYD RD
STATESVILLE
NC
28625
8718144265
2239 NC HWY 62 E
JULIAN
NC
27283
8718145450
2247 NC 62 EAST
JULIAN
NC
27283
8708607893
8708713955
8708721231
2309 MICHELLE LN
GREENSBORO
NC
27407
8717459812
2809 HIGHWOODS BLVD
RALEIGH
NC
27604
8718357641
306 HOLYOKE RD
GREENSBORO
NC
27406
8718540083
8717456557
324 W WENDOVER AVE, STE
207
GREENSBORO
NC
27408
8708940226
329 N SMITH ST
LIBERTY
NC
27298
8717064874
3299 RANDOLPH CHURCH RD
CLIMAX
NC
27233
8708639054
331 COLONIAL LOOP
RANDLEMAN
NC
27317
8708722883
4531 CALHOUN DR
LIBERTY
NC
27298
8708721061
4534 WOODVERY DR
LIBERTY
NC
27298
8708629042
4550 WOODVERY DR
LIBERTY
NC
27298
8708720745
4561 CALHOUN DR
LIBERTY
NC
27298
8717648977
4595 TROY SMITH RD
LIBERTY
NC
27298
8708807291
4606 CRUTCHFIELD FARM RD
LIBERTY
NC
27298
8708639599
8708730768
4735 CALHOUN DR
LIBERTY
NC
27298
8708731216
8708733381
4742 CALHOUN DR
LIBERTY
NC
27298
8708721423
4791 WOODVERY DR
LIBERTY
NC
27298
8717442907
4807 HOOTS HOLLOW RD
LIBERTY
NC
27298
8717455066
4811 HOOTS HOLLOW RD
LIBERTY
NC
27298
8708723471
4813 WOODVERY DR
LIBERTY
NC
27298
8717950680
8727050151
4948 TROY SMITH RD
LIBERTY
NC
27298
8717969801
8717971072
4977 PEARL FERGUSON RD
LIBERTY
NC
27298
8717960600
5014 TROY SMITH RD
LIBERTY
NC
27298
8708723262
5085 STALEYS DAIRY RD
LIBERTY
NC
27298
6

8717982190
8717989604
5230 TROY SMITH RD
LIBERTY
NC
27298
8708713423
5324 SHADY HOLLOW RD
STALEY
NC
27355
8717996279
5334 TROY SMITH RD
LIBERTY
NC
27298
8717728661
5466 STARMOUNT RD
LIBERTY
NC
27298
8707990472
5536 JULIAN AIRPORT RD
LIBERTY
NC
27298
8707797855
5585 JULIAN AIRPORT RD
LIBERTY
NC
27298
8708709448
5616 JULIAN AIRPORT RD
LIBERTY
NC
27298
8718826895
5630 MACEDONIA LOOP RD
LIBERTY
NC
27298
8708803377
565 W PERRY RD
SILER CITY
NC
27344
8708704424
5667 JULIAN AIRPORT RD
LIBERTY
NC
27298
8708614323
5729 JULIAN AIRPORT RD
LIBERTY
NC
27298
8708710363
5731 JULIAN AIRPORT RD
LIBERTY
NC
27298
8708616529
5775 JULIAN AIRPORT RD
LIBERTY
NC
27298
8708713756
5781 JULIAN AIRPORT RD
LIBERTY
NC
27298
8717446289
5902 STARMOUNT RD
LIBERTY
NC
27298
8708722536
5925 JULIAN AIRPORT RD
LIBERTY
NC
27298
8708724777
5945 JULIAN AIRPORT RD
LIBERTY
NC
27298
8717993994
8718042294
8718043525
8718915221
8728002688
5948 MACEDONIA LOOP RD
LIBERTY
NC
27298
8708723059
600 PURTIS CREEK LN
GEORGETOWN
TX
78628
8708734021
6029 JULIAN AIRPORT RD
LIBERTY
NC
27298
8717335231
6041 STARMOUNT RD
LIBERTY
NC
27298
8708735760
8708735798
6135 JULIAN AIRPORT RD
LIBERTY
NC
27298
8718631987
8718635901
6140 SMITHWOOD RD
LIBERTY
NC
27298
8717046253
8717069331
8717153169
6411 SHILOH RD
LIBERTY
NC
27298
8707969260
6435 SHILOH RD
LIBERTY
NC
27298
8708942175
6602 HOLDER INMAN RD
EXT, TRLR 1206
RANDLEMAN
NC
27317
8717558375
6767 BROOKBANK RD
SUMMERFIELD
NC
27358
8708619799
8708711767
701 HUB MORRIS RD
RANDLEMAN
NC
27317
8718244733
7025 OLD 421 RD
LIBERTY
NC
27298
8718243375
7027 OLD 421 RD
LIBERTY
NC
27298
8718248475
7039 OLD 421 RD
JULIAN
NC
27283
8718340658
7041 OLD 421 RD
LIBERTY
NC
27298
7

8718450972
8718457365
7059 OLD 421 RD
LIBERTY
NC
27298
8708847337
8718149344
8718241701
8718247227
8718275172
8718354798
7157 BOBBY JEAN RD
JULIAN
NC
27283
8718141285
8718144723
7217 BOBBY JEAN RD
JULIAN
NC
27283
8718534909
725 MCDOWELL RD
ASHEBORO
NC
27205
8728024087
7611 OLD 421 RD
LIBERTY
NC
27298
8718920708
7761 OLD 421 RD
LIBERTY
NC
27298
8708731051
8708732050
7825 MITCHELL MILL RD
ZEBULON
NC
27597
8718733763
7846 OLD 421 RD
LIBERTY
NC
27298
8718535877
8718537779
8124 OLD 421 RD
LIBERTY
NC
27298
8708944178
8868 OLD 421 RD
JULIAN
NC
27283
8708847188
8920 OLD 421 RD
JULIAN
NC
27283
8708748290
9010 OLD 421 RD
JULIAN
NC
27283
8708743132
8708746407
8708848592
9154 OLD 421 RD
JULIAN
NC
27283
8718446055
8718446221
P O BOX 1691
LIBERTY
NC
27298
8708940260
P O BOX 183
CLIMAX
NC
27283
8717222927
P 0 BOX 2189
THOMASVILLE
NC
27361
8708734596
P O BOX 434
LIBERTY
NC
27298
8717442242
P O BOX 887
LIBERTY
NC
27298
8708733810
PO BOX 23
GOLDSTON
NC
27252
8718738218
PO BOX 326
LIBERTY
NC
27298
8718823833
PO BOX 326
LIBERTY
NC
27298
8

Appendices
9

Appendix A. Water Sample Application
10

Applicant:
Address: Application #:
City, ST ZIP Parcel number:
COUNTY OF RANDOLPH
Health Department
204 E Academy St - Asheboro, NC 27203
WATER SAMPLE APPLICATION
Date:
Owner: Contact name:
Address: Contact phone:
City, ST ZIP Contact e-mail:
LOCATION INFORMATION:
Location:
Subdivision:
Lot number:
WELL AND WATER INFORMATION:
Facility Type:
Well Type: Select the well type.
Well Location: Select the well location.
Faucet at well: Select faucet at well.
If No, Specify Location:
Water Treatment System Present: Select treatn
Treatment Type:
WATER SAMPLE INFORMATION:
Type of water sample needed: Type of water sample needed.
Additional water sample needed: Type of water sample needed.
Additional water sample needed: Type of water sample needed.
COMMENTS:
AUTHORIZATION TO PROCEED:
I have read this application and certify that the information provided herein is true, complete and correct.
Authorized County and State officials are granted right of entry to conduct necessary inspections to determine
compliance with applicable laws and rules. I understand that I am solely responsible for making the site
accessible so that a water sample can be collected.
Signature of property owner/legal representative Date
LOCAL TELEPHONE NUMBERS
Asheboro: [phone] • Archdale/Trinity: [phone]
http://www.randolphcountync.gov
Water Sample Application (EHWS 1)
Rev. 9/5/2019

Appendix B. Well Test for Yield
12

15A NCAC 02C .0110 WELL TESTS FOR YIELD
(a) Every domestic well shall be tested for capacity by one of the following methods:
(1) Pump Method
(A) select a permanent measuring point, such as the top of the casing;
(B) measure and record the static water level below or above the measuring point prior to
starting the pump;
(C) measure and record the discharge rate at intervals of 10 minutes or less;
(D) measure and record water levels using a steel or electric tape at intervals of 10 minutes or
less;
(E) continue the test for a period of at least one hour; and
(F) make measurements within an accuracy of plus or minus one inch.
(2) Bailer Method
(A) select a permanent measuring point, such as the top of the casing;
(B) measure and record the static water level below or above the measuring point prior to
starting the bailing procedure;
(C) bail the water out of the well for a period of one hour or longer;
(D) determine and record the bailing rate in gallons per minute at the end of the bailing
period; and
(E) measure and record the water level after stopping bailing process.
(3) Air Rotary Drill Method
(A) measure and record the amount of water being inj ected into the well during drilling
operations;
(B) measure and record the discharge rate in gallons per minute at intervals of one hour or
less during drilling operations;
(C) after completion of the drilling, continue to blow the water out of the well for 30 minutes
or longer and measure and record the discharge rate in gallons per minute at intervals of
10 minutes or less during the period; and
(D) measure and record the water level after discharge ceases.
(4) Air Lift Method. Measurements shall be made through a pipe placed in the well. The pipe shall
have an inside diameter of at least five -tenths of an inch or greater and shall extend from top of the
well head to a point inside the well that is below the bottom of the air line.
(A) Measure and record the static water level prior to starting the air compressor;
(B) Measure and record the discharge rate at intervals of 10 minutes or less;
(C) Measure and record the pumping level using a steel or electric tape at intervals of 10
minutes or less; and
(D) Continue the test for a period of one hour or longer.
(b) Public, Industrial, and Irrigation Wells. Every industrial or irrigation well and, if required by rule adopted by the
Commission for Public Health, every well serving a public water supply system upon completion shall be tested for
capacity by the following or equivalent method:
(1) The water level in the well to be pumped and in all observation wells shall be measured and
recorded prior to starting the test.
(2) The well shall be tested by a pump of sufficient size and lift capacity to test the yield of the well,
consistent with the well diameter and purpose.
(3) The pump shall be equipped with throttling devices to reduce the discharge rate to approximately
25 percent of the maximum capacity of the pump.
(4) The test shall be conducted for a period of 24 hours or longer without interruption and, except for
wells constructed in Coastal Plain aquifers, shall be continued for a period of four hours or longer
after the pumping water level stabilizes.
(5) The pump discharge shall be set at a constant rate or rates that can be maintained throughout the
testing period. If the well is tested at two or more pumping rates (a step-drawdown test), pumping
at each pumping rate shall continue to the point that the pumping water level declines no more
than 0.1 feet per hour for a period of four hours or more for each pumping rate, except for wells
constructed to Coastal Plain aquifers. In wells constructed in Coastal Plain aquifers, pumping at
each pumping rate shall continue for four hours or longer.

(6) The pump discharge rate shall be measured by an orifice meter, flowmeter, weir, or equivalent
metering device. The metering device used shall have a calibration accuracy within plus or minus
five percent of a known standard.
(7) The discharge rate of the pump and time shall be measured and recorded at intervals of 10 minutes
or less during the first two hours of the pumping period for each pumping rate. If the pumping rate
is constant after the first two hours of pumping, discharge measurements and recording may be
made at longer time intervals not to exceed one hour.
(8) The water level in each well and time shall be measured and recorded at intervals of five minutes
or less during the first hour of pumping and at intervals of 10 minutes or less during the second
hour of pumping. After the second hour of pumping, the water level in each well shall be
measured at such intervals that the lowering of the pumping water level does not exceed three
inches between measurements.
(9) A reference point for water level measurements shall be selected and recorded for the pumping
well and each observation well to be measured during the test. All water level measurements shall
be made from the selected reference points, which shall be permanently marked.
(10) All water level measurements shall be made with a steel or electric tape or equivalent measuring
device.
(11) All water level measurements shall be made within an accuracy of plus or minus one inch or to 0.1
foot.
(12) After the completion of the pumping period, measurements of the water level recovery rate in the
pumped well shall be made in the same manner as the drawdown for a period of two hours or
greater.
History Note:
Authority G.S. 87-87; 87-88;
Eff. February 1, 1976;
Amended Eff. September 1, 2009, April 1, 2001; December 1, 1992; September 1, 1984; April 20,
1978;
Readopted Eff. September 1, 2019.

U.S. ARMY CORPS OF ENGINEERS
WILMINGTON DISTRICT
Action Id. SAW-2015-01268 County: Randolph County U.S.G.S. Quad: Climax
NOTIFICATION OF JURISDICTIONAL DETERMINATION
Property Owner/Applicant: HDR
Vickie Miller
Address: 555 Fayetteville Street, Suite 900
Raleigh, North Carolina 27601
Telephone Number: 919-232-6637
Size (acres) 1900 (approximately) Nearest Town Liberty
Nearest Waterway Sandy Creek River Basin Cape Fear
USGS HUC 03030003 Coordinates Latitude: 35.890540
Longitude: -79.629148
Location description: GREENSBORO RANDOLPH MEGASITE PROJECT SITE. The Greensboro Randolph
Megasite (GRMS) is located in northern Randolph County approximately two miles northwest of the Town of Liberty
and east of the Town of Julian. The site is generally bounded by Old US 421 to the north, Julian Airport Road to the
west, Troy Smith Road to the east, and US Highway 421 to the south.
Both Approved and Preliminary jurisdictional determinations (JDs) were conducted at this site. The specific waters
that were reviewed under the Approved JD (AJD) are identified as follows: Wetland HDR WD, Ponds P18, P19, P20,
P21, P22, PA and PB. These features are bounded by 3 separate orange polygons (indicated as AJD Areas) (see
attached maps).
The specific waters that were reviewed under the Preliminary JD (PJD) are listed on the attached PJD form and
include all other potential waters not reviewed under the AJD. The project area for these waters is bounded by a solid
red polygon (indicated as Megasite JD boundary), excluding the areas bounded by the orange polygons, described
above (See attached maps).
Indicate Which of the Following Apply:
A. Preliminary Determination
X There are waters, including wetlands, on the above described project area, that may be subject to Section 404 of
the Clean Water Act (CWA)(33 USC § 1344) and/or Section 10 of the Rivers and Harbors Act (RHA) (33 USC §
403). The waters, including wetlands, have been delineated, and the delineation has been verified by the Corps to
be sufficiently accurate and reliable. Therefore this preliminary jurisdiction determination may be used in the
permit evaluation process, including determining compensatory mitigation. For purposes of computation of
impacts, compensatory mitigation requirements, and other resource protection measures, a permit decision made
on the basis of a preliminary JD will treat all waters and wetlands that would be affected in any way by the
permitted activity on the site as if they are jurisdictional waters of the U.S. This preliminary determination is not
an appealable action under the Regulatory Program Administrative Appeal Process (Reference 33 CFR Part 331).
However, you may request an approved JD, which is an appealable action, by contacting the Corps district for
further instruction.
_ There are wetlands on the above described property, that may be subject to Section 404 of the Clean Water Act
(CWA)(33 USC § 1344) and/or Section 10 of the Rivers and Harbors Act (RHA) (33 USC § 403). However, since the
waters, including wetlands, have not been properly delineated, this preliminary jurisdiction determination may not be
used in the permit evaluation process. Without a verified wetland delineation, this preliminary determination is merely an
effective presumption of CWA/RHA jurisdiction over all of the waters, including wetlands, at the project area, which is
not sufficiently accurate and reliable to support an enforceable permit decision. We recommend that you have the
waters of the U.S. on your property delineated. As the Corps may not be able to accomplish this wetland delineation in a
timely manner, you may wish to obtain a consultant to conduct a delineation that can be verified by the Corps.
Page 1 of 2

SAW-2015-01268
B. Approved Determination
_ There are Navigable Waters of the United States within the above described property subject to the permit requirements of
Section 10 of the Rivers and Harbors Act (RHA) (33 USC § 403) and Section 404 of the Clean Water Act (CWA)(33 USC
§ 1344). Unless there is a change in law or our published regulations, this determination may be relied upon for a period
not to exceed five years from the date of this notification.
_ There are waters of the U.S., including wetlands, on the above described project area subject to the permit requirements
of Section 404 of the Clean Water Act (CWA) (33 USC § 1344). Unless there is a change in the law or our published
regulations, this determination may be relied upon for a period not to exceed five years from the date of this notification.
_ We recommend you have the waters of the U.S. on your property delineated. As the Corps may not be able to
accomplish this wetland delineation in a timely manner, you may wish to obtain a consultant to conduct a delineation that
can be verified by the Corps.
_ The waters of the U.S., including wetlands, on your project area have been delineated and the delineation has been
verified by the Corps. We strongly suggest you have this delineation surveyed. Upon completion, this survey should be
reviewed and verified by the Corps. Once verified, this survey will provide an accurate depiction of all areas subject to
CWA jurisdiction on your property which, provided there is no change in the law or our published regulations, may be
relied upon for a period not to exceed five years.
_ The waters of the U.S., including wetlands, have been delineated and surveyed and are accurately depicted on the plat
signed by the Corps Regulatory Official identified below on . Unless there is a change in the law or our
published regulations, this determination may be relied upon for a period not to exceed five years from the date of this
notification.
X There are no waters of the U.S., to include wetlands, present on the above described project area s which are
subject to the permit requirements of Section 404 of the Clean Water Act (33 USC 1344). Unless there is a change
in the law or our published regulations, this determination may be relied upon for a period not to exceed five years
from the date of this notification.
_ The property is located in one of the 20 Coastal Counties subject to regulation under the Coastal Area Management Act
(CAMA). You should contact the Division of Coastal Management in Morehead City, NC, at [phone] to
determine their requirements.
Placement of dredged or fill material within waters of the US, including wetlands, without a Department of the Army permit
may constitute a violation of Section 301 of the Clean Water Act (33 USC § 1311). Placement of dredged or fill material,
construction or placement of structures, or work within navigable waters of the United States without a Department of the
Army permit may constitute a violation of Sections 9 and/or 10 of the Rivers and Harbors Act (33 USC § 401 and/or 403). If
you have any questions regarding this determination and/or the Corps regulatory program, please contact Andrew Williams at
[phone] or Andrew.E.Williams2(ausace.army.mil.
C. Basis For Determination: See the attached Approved and Preliminary jurisdictional forms.
D. Remarks: This AJD/PJD is for the Megasite Project Site location associated with the
Greensboro Randolph Megasite and does not include other components of the project (Electrical
Utilities, Water/Sewer Utilities and Transportation components). Waters identified in the AJD are
excluded waters and are not subject to Section 404 of the Clean Water Act.
E. Attention USDA Program Participants
The delineation included herein has been conducted to identify the location and extent of the aquatic resource boundaries
and/or the jurisdictional status of aquatic resources for purposes of the Clean Water Act for the particular site identified in this
request. This delineation and/or jurisdictional determination may not be valid for the Wetland Conservation Provisions of the
Food Security Act of 1985, as amended. If you or your tenant are USDA program participants, or anticipate participation in
USDA programs, you should discuss the applicability of a certified wetland determination with the local USDA service center,
prior to starting work.
F. Appeals Information for Approved Jurisdiction Determinations (as indicated in Section B. above)

SAW-2015-01268
If you object to this determination, you may request an administrative appeal under Corps regulations at 33 CFR Part 331.
Enclosed you will find a Notification of Appeal Process (NAP) fact sheet and Request for Appeal (RFA) form. If you request
to appeal this determination you must submit a completed RFA form to the following address:
US Army Corps of Engineers
South Atlantic Division
Attn: Mr. Philip A Shannin
Administrative Appeal Review Officer
60 Forsyth Street SW, Floor M9
Atlanta, Georgia 30303-8803
AND
[e-mail]
In order for an RFA to be accepted by the Corps, the Corps must determine that it is complete, that it meets the criteria for
appeal under 33 CFR part 331.5, and that it has been received by the Division Office within 60 days of the date of the NAP.
Should you decide to submit an RFA form, it must be received at the above address by: 17 February 2022.
It is not necessary to submit an RFA form to the Division Office if you do not object to the determination in this
correspondence. Date: 2021.12.20
Corps Regulatory Official:�� �� 09:32:25-05'00'
Date: December 20, 2021
Expiration Date: December 20, 2026 (AJD only)
The Wilmington District is committed to providing the highest level of support to the public. To help us ensure we
continue to do so, please complete our Customer Satisfaction Survey, located online at
http://corpsmapu.usace.army.mil/cm apex/f?p=136:4:0.

Legend
II Megasite JD Boundary
AJD Areas
Open Water
Wetlands
Perennial Streams
Intermittent Streams
Map Panels
r
F�2
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POTENTIAL JURISDICTIONAL FEATURES
AND NON- JURISDICTIONAL FEATURES
MAP
FIGURE 5 - COVER SHEET
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FIGURE 5 - PAGE 1 OF 21
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Legend
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Boundary
AJD Areas
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Map Panels
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Streams
Intermittent
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0 Feet 230 A
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FY2
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AND NON- JURISDICTIONAL FEATURES
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Boundary
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Wetlands
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Map Panels
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FIGURE 5 - PAGE 8 OF 21
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Open Water
Map Panels
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POTENTIAL JURISDICTIONAL FEATURES
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FIGURE 5 - PAGE 9 OF 21
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Wetlands
Open Water
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FIGURE 5 - PAGE 10 OF 21
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FIGURE 5 - PAGE 11 OF 21
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Wetlands
Open Water
Map Panels
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F�2
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0 Feet 230
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F�2
POTENTIAL JURISDICTIONAL FEATURES
AND NON- JURISDICTIONAL FEATURES
MAP
FIGURE 5 - PAGE 19 OF 21
PATH: G:1GISIPROJECTS1995119 CITYDFGREENSBOR019259114 GBDRDMSWATER-SEWERENVIROIMAP DDCSIMXDIGRMS NEPAIREVISEO PJD&AJDIGRMS REVISED PJDSAJO MAP 29211299 GRID. MXD - USER: JGARVEY - DATE: 12/912021

i
Legend
Megasite JD
Boundary
AJD Areas
Wetlands
Open Water
Map Panels
Perennial
Streams
Intermittent
Streams
0 Feet 230
F�2
Dodsons Lake
HDR WC
HDR S6
P22 (Non -jurisdictional)
P19 (Non -jurisdictional)
P21 (Non -
jurisdictional)
P20 (Non -
jurisdictional)
P18 (Non -
jurisdictional)
POTENTIAL JURISDICTIONAL FEATURES
AND NON- JURISDICTIONAL FEATURES
MAP
FIGURE 5 - PAGE 20 OF 21
PATH: G:1GISIPROJECTS1995119 CITYDFGREENSBOR019259114 GBDRDMSWATER-SEWERENVIROIMAP DDCSIMXDIGRMS NEPAIREVISEO PJD&AJDIGRMS REVISED PJDSAJO MAP 29211299 GRID. MXD - USER: JGARVEY - DATE: 12/912021

'C Legend
Megasite JD
Boundary
AJD Areas
Wetlands
Open Water
Map Panels
1:
Perennial
Streams
Intermittent
Streams
3( 0 Feet 230
P18 (Non -
jurisdictional),
1111L11114-k.--
FY
POTENTIAL JURISDICTIONAL FEATURES
AND NON- JURISDICTIONAL FEATURES
MAP
FIGURE 5 - PAGE 21 OF 21
PATH: G - - USER: JGARVEY - DATE: 12/9/2021

SAW-2015-01268
PROCESS AND
NOTIFICATION OF ADNIINISTRATIVE APPEAL OPTIONS AND
REQUEST FOR APPEAL
Applicant: Vickie Miller, HDR
File Number: SAW-2015-01268
Date: December 20,
2021
Attached is:
See Section below
INITIAL PROFFERED PERMIT (Standard Permit or Letter of permission)
A
PROFFERED PERMIT (Standard Permit or Letter of permission)
B
PERMIT DENIAL
C
F
APPROVED JURISDICTIONAL DETERMINATION
D
F
PRELIMINARY JURISDICTIONAL DETERMINATION
E
SECTION
Additional
Corps
I - The following identifies your rights and options
information may be found at http://www.usace.army.mil/Missions/CivilWorks/RegulatoryProgramandPermits.aspx
regarding an administrative
appeal of the above decision.
or
regulations at 33 CFR Part 331.
A: INITIAL PROFFERED PERMIT: You may accept
• ACCEPT: If you received a Standard Permit, you may sign
authorization. If you received a Letter of Permission (LOP),
on the Standard Permit or acceptance of the LOP means that
permit, including its terms and conditions, and approved jurisdictional
• OBJECT: If you object to the permit (Standard or LOP)
permit be modified accordingly. You must complete Section
objections must be received by the district engineer within
the permit in the future. Upon receipt of your letter, the district
permit to address all of your concerns, (b) modify the permit
having determined that the permit should be issued as previously
will send you a proffered permit for your reconsideration,
or object to the permit.
the permit document and return
you may accept the LOP and your
you accept the permit in its entirety,
determinations associated
it to the district engineer for final
work is authorized. Your signature
and waive all rights to appeal the
with the permit.
therein, you may request that the
to the district engineer. Your
or you will forfeit your right to appeal
and may: (a) modify the
or (c) not modify the permit
objections, the district engineer
because of certain terms and conditions
II of this form and return the form
60 days of the date of this notice,
engineer will evaluate your objections
to address some of your objections,
written. After evaluating your
as indicated in Section B below.
B:
•
•
PROFFERED PERMIT: You may accept or appeal
ACCEPT: If you received a Standard Permit, you may sign
authorization. If you received a Letter of Permission (LOP),
on the Standard Permit or acceptance of the LOP means that
permit, including its terms and conditions, and approved jurisdictional
APPEAL: If you choose to decline the proffered permit
may appeal the declined permit under the Corps of Engineers
the permit
the permit document and return
you may accept the LOP and your
you accept the permit in its entirety,
determinations associated
it to the district engineer for final
work is authorized. Your signature
and waive all rights to appeal the
with the permit.
terms and conditions therein, you
by completing Section II of this form
within 60 days of the date of
(Standard or LOP) because of certain
Administrative Appeal Process
and sending the form to the division engineer. This form must be received by the division engineer
this notice.
C: PERMIT DENIAL: You may appeal the denial of a permit under the Corps of Engineers Administrative
Appeal Process by completing Section II of this form and sending the form to the division engineer. This form
must be received by the division engineer within 60 days of the date of this notice.
D:
provide
•
•
APPROVED JURISDICTIONAL DETERMINATION:
new information.
ACCEPT: You do not need to notify the Corps to accept an
this notice means that you accept the approved JD in its entirety,
APPEAL: If you disagree with the approved JD, you may
Appeal Process by completing Section II of this form and sending
You may accept or appeal the
approved JD. Failure to notify the Corps within
and waive all rights to appeal the approved
appeal the approved JD under the Corps of
the form to the division engineer. This
approved JD or
60 days of the date of
JD.
Engineers Administrative
form must be received by
the division engineer within 60 days of the date of this notice.

SAW-2015-01268
E: PRELIMINARY JURISDICTIONAL DETERMINATION: You do not need to respond to the Corps
regarding the preliminary JD. The Preliminary JD is not appealable. If you wish, you may request an approved
JD (which may be appealed), by contacting the Corps district for further instruction. Also you may provide new
information for further consideration by the Corps to reevaluate the JD.
SECTION II - REQUEST FOR APPEAL or OBJECTIONS TO AN INITIAL PROFFERED PERMIT
REASONS FOR APPEAL OR OBJECTIONS: (Describe your reasons for appealing the decision or your
objections to an initial proffered permit in clear concise statements. You may attach additional information to
this form to clarify where your reasons or objections are addressed in the administrative record.)
ADDITIONAL INFORMATION: The appeal is limited to a review of the administrative record, the Corps
memorandum for the record of the appeal conference or meeting, and any supplemental information that the
review officer has determined is needed to clarify the administrative record. Neither the appellant nor the Corps
may add new information or analyses to the record. However, you may provide additional information to clarify
the location of information that is already in the administrative record.
POINT OF CONTACT FOR QUESTIONS OR INFORMATION:
If you have questions regarding this decision and/or the
appeal process you may contact:
District Engineer, Wilmington Regulatory Division,
Attn: Andrew Williams
3331 Heritage Trade Drive, Suite 105
Wake Forest, North Carolina 27587
andrew.e.williams2(ausace.army.mil
If you only have questions regarding the appeal process you may
also contact:
US Army Corps of Engineers
South Atlantic Division
Attn: Mr. Philip A. Shannin
Administrative Appeal Review Officer
60 Forsyth Street SW, Floor M9
Atlanta, Georgia 30303-8803
PHILIP.A. SHANNIN(a,USACE.ARMY.MIL
RIGHT OF ENTRY: Your signature below grants the right of entry to Corps of Engineers personnel, and any government
consultants, to conduct investigations of the project site during the course of the appeal process. You will be provided a 15 day
notice of any site investigation, and will have the opportunity to participate in all site investigations.
Date:
Telephone number:
Signature of appellant or agent.
For appeals on Initial Proffered Permits send this form to:
District Engineer, Wilmington Regulatory Division, Attn: Andrew Williams, 3331 Heritage Trade Drive, Suite 105
Wake Forest, North Carolina 27587
For Permit denials, Proffered Permits and approved Jurisdictional Determinations send this form to:
Division Engineer, Commander, U.S. Army Engineer Division, South Atlantic, Attn: Mr. Philip Shannin,
Administrative Appeal Officer, CESAD-PDO, 60 Forsyth Street, FLOOR M9, Atlanta, Georgia 30303-8803
Phone: [phone] EMAIL: [e-mail]

Greensboro Megasite
Stormwater Management Permit Application Form
Additional Drainage Area Table
Basin Information
Drainage Area
C2
Drainage Area
Drainage Area
Receving Stream Name
Sandy Creek
Stream Class
WS-III
Stream Index Number
17-16-(1)
Total Drainage Area (sf)
23252328
On -Site Drainage Area (sf)
23252328
Proposed Impervious Area (sf)
14170068
% Impervious Area (total)
60.9
Impervious Surface Area
Drainage Area
C2
Drainage Area
Drainage Area
On -site Buildings/Lots (sf)
On -site Streets (sf)
On -site Parking (sf)
On -site Sidewalks (sf)
Other on -site (sf)
Future (sf)
Off -site (sf)
Existing BUA (sf)
Total (sf)

FN
STORMWATER
MANAGEMENT PLAN
GREENSBORO-RANDOLPH MEAGASITE
Randolph County, North Carolina
December21, 2021

F�2
STORMWATER
MANAGEMENT PLAN
GREENSBORO-RANDOLPH MEAGASITE
Randolph County. North Carolina
December 21, 2021

STORMWATER MANAGEMENT PLAN F)�
GREENSBORO-RANDOLPH MEAGASITE
Table of Contents
1 Introduction 1
2 Site Description 1
3 Project Description 1
4 Stormwater Management Plan 1
4.1 Design Requirements 2
4.2 Existing Conditions Model 2
4.2.1 Outfall Locations and Drainage Areas 2
4.2.2 Runoff Curve Numbers and Time of Concentration 3
4.2.3 Rainfall 3
4.2.4 Existing Peak Discharges 3
4.3 Proposed Stormwater Control Measures 4
4.3.1 Proposed Hydrologic Parameters 4
4.3.2 Proposed Dry Detention Basins 5
4.3.3 Proposed Wet Ponds 6
4.4 Proposed Conditions Model Results 7
4.5 Conclusion 7
5 References 8
Tables
Table 1. Summary of RCN and Tc 3
Table 2. 24-hour Total Rainfall 3
Table 3. Existing Peak Discharges 4
Table 4. Summary of Proposed RCN and Tc 5
Table 5. Proposed Peak Discharges 7
Appendices
Appendix A — Figures
Appendix B - NOAA Atlas 14 Rainfall Depths
Appendix C — Existing Condition Model Results
Appendix D — Proposed Weighted RCN Calculations
Appendix E — Proposed Ponds Calculations and Grading
Appendix F — Proposed Conditions Model Results
December21, 2021 I i

STORMWATER MANAGEMENT PLAN
GREENSBORO-RANDOLPH MEAGASITE
1 Introduction
The Greensboro -Randolph Megasite (GRMS) is a large tract of land located in Randolph
County, North Carolina that can support large-scale manufacturing facilities. Currently,
there are plans to construct approximately 1000 acres of manufacturing and distribution
facilities. The purpose of this document is to summarize how the stormwater will be
managed to meet the State of North Carolina requirements as well as provide additional
controls to manage the larger flood events to reduce risk of increased downstream
flooding.
2 Site Description
The roughly 1,800-acre site is in the northeast portion of Randolph County between US
421 and Old 421 Road near the county line as shown on Figure 1 in Appendix A. Old
421 Road bounds the northern property boundary and is also the natural ridge, so all of
the property drains in southerly direction towards Dodson Lake and Sandy Creek.
Dodson Lake stream and Dodson Lake is located along the southern boundary of the
site and confluences with Sandy Creek just southeast of the property. There are two (2)
main tributaries on the site that drain into Dodson Lake and one (1) main tributary on the
site that drains into Sandy Creek. Dodson Lake stream and portions of Dodson Lake
Tributary 1 and Sandy Creek Tributary 7 have limited detailed studied (LDS) special
flood hazard areas (SFHAs)
The site consists mainly of farm and pasture lands with some forested areas in the
southern and eastern portion of the site. There are several small farm ponds within the
project area.
3 Project Description
The overall project is the construction of a manufacturing facility that covers
approximately 1,000 acres. The facility includes multiple office, manufacturing, and
storage buildings along with employee parking, truck access, rail yard, and other
ancillary facilities that support the manufacturing process. The manufacturing facility
requires large level areas for efficient processes and therefore the site will require
significant areas of cut and fill to create a few level pads at different elevations to reduce
the necessary earthwork. A significant portion of the site will be impervious surfaces and
the remaining areas will likely be grass and landscape areas.
4 Stormwater Management Plan
The overall stormwater management plan for the GRMS includes a combination of dry
attenuation basins located on the level pads and water quality ponds located near the toe
of the pads to control stormwater runoff and comply with the North Carolina post
construction stormwater requirements. The built upon site area will drain to the dry
December21, 2021 11

STORMWATER MANAGEMENT PLAN
GREENSBORO-RANDOLPH MEAGASITE
attenuation basins which will reduce the peak discharges to existing levels and the water
quality ponds will provide treatment of the stormwater runoff from the built upon area
prior to the identified outfalls which are just upstream of Dodson Lake and where Sandy
Creek Tributary 7 leaves the site.
This section summarizes the stormwater management requirements, describes how the
existing peak discharges were determined at the identified outfall locations, presents
each of the proposed dry attenuation basins and water quality ponds and summarizes
the results of the hydrologic and hydraulic model.
4.1 Design Requirements
The State of North Carolina Department of Environmental Quality (NCDEQ) Division of
Energy, Mineral, and Land Resources (DEMLR) Stormwater Program oversees
compliance of the stormwater runoff regulations. The regulations vary across the state
depending on the watershed. The GRMS is located within a Watershed III Basin and is a
high -density project requiring compliance with the post construction stormwater
regulations that meet 15A NCAC 02H .1020 Universal Stormwater Management
Program which includes:
• Runoff treatment of the built upon area through a primary stormwater control
measure (SCM) as identified in the NCDEQ Stormwater Design Manual.
o The wet pond is a primary SCM.
• Demonstration that the 10-year peak discharge from the site will not increase
downstream erosion.
o By attenuating the proposed 10-year peak discharge to the existing
condition level, the stormwater outlets will not cause erosion downslope
of the discharge point over current levels.
In addition to the NCDEQ post construction regulations, the GRMS SCMs were also
designed to not increase the existing 100-year peak discharge. This additional
attenuation is being performed to reduce the risk of increased downstream flooding and
supports the removal of existing SFHA areas on the project site.
4.2 Existing Conditions Model
The existing peak discharges were developed using the HydroCAD computer model
which generates stormwater hydrographs for defined areas and routes and combines
these hydrographs at specified locations. For this project the stormwater hydrographs
were generated using the National Resource Conservation Service (NRCS) runoff curve
number method (RCN) method along with the NOAA Atlas 14 center weighted storm
distribution for the different storm frequency events.
4 2.1 Outfall Locations and Drainage Areas
Five (5) outfalls were identified and referred to as A-1, A-2, B-1, B-2 and C. Outfall A-1,
A-2, B-1, and B-2 are located just upstream of Dodson Lake and outfall C is located on
Sandy Creek Tributary 7 just upstream of where the tributary leaves the project site.
These outfall locations are shown on Figure 1 in Appendix A.
2 I December 21, 2021

STORMWATER MANAGEMENT PLAN
GREENSBORO-RANDOLPH MEAGASITE
4.2.2 Runoff Curve Numbers and Time of Concentration
A weighted RCN was determined for each drainage area based on the landuse and soil
type. The landuse and soils are shown in Figures 2 and 3 in Appendix A.
The time of concentration (Tc) represent the longest travel time of stormwater runoff in a
drainage area. The NRCS Tc method identifies three (3) different travel paths, sheet
flow, shallow concentrated, and channel flow. The travel time for each of these paths are
summed up to determine the Tc. A summary of the RCN and Tc for each of the drainage
areas are shown in Table 1 below.
Table 1. Summary of RCN and Tc
Drainage Area
Area (Ac)
RCN
Tc (min)
Al
235
78
63
A2
51
78
B1
440
77
83
B2
81
77
Cl 740 77 103
1.2.3 Rainfall
The point frequency rainfall data was obtained from NOAA Atlas 14 for the 1-, 10-, 25-,
50-, and 100-year annual frequency events. For the stormwater management plan the
24-hour duration event was used to demonstrate compliance. A summary of the total
rainfall amounts is shown in Table 2 below and a copy of the NOAA Atlas 14 is provided
in Appendix B.
Table 2. 24-hour Total Rainfall
Annual Frequency
Depth (in)
1-Year
2.89
10-Year
25-Year
5.95
50-Year
100-Year 7.42
The NRCS Curve B was used to distribute the rainfall across the 24-hour period. This
distribution is based on the NOAA Atlas 14 recommended center weighted storm and
introduces a smoothing factor depending on the location. The GRMS is in the curve B
region.
4.2.4 Existing Peak Discharges
The results of the existing conditions HydroCAD model are shown in Table 3 below. The
HydroCAD model results are provided in Appendix C.
December21, 2021 13

STORMWATER MANAGEMENT PLAN
GREENSBORO-RANDOLPH MEAGASITE
Table 3. Existing Peak Discharges
Outfall Point
10-yr Peak
Discharge (cfs)
100-yr Peak
Discharge (cfs)
A-1
308
544
A-2
121
B-1
464
832
B-2
145
680 1220
4.3 Proposed Stormwater Control Measures
The proposed SCMs include two (2) dry detention basins located within the site pads and
three (3) wet ponds located just off the site pads fill slope and upstream of the outfall
locations.
The proposed built upon area (BUA) in drainage areas A drains directly to the wet pond
through a combination of onsite storm drainage pipes and swales. The proposed BUA in
drainage areas B and C all drain to a dry detention basin through a combination of onsite
storm drainage pipes and swales The SCMs in drainage area A and B were designed for
all the area naturally draining to the facilities. The offsite area in drainage area C will be
diverted around the site pad. Figure 4 in Appendix A shows the pond locations and the
overall site grading and proposed storm piping from each stormwater facility is shown in
Appendix E.
This section describes how the proposed hydrologic parameters were developed and
then describes each SCM in more detail.
4.3.1 Proposed Hydrologic Parameters
The proposed GRMS consists of large flat pads that supports large scale manufacturing,
storing and distribution activities. The proposed drainage areas are shown on Figure 4 in
Appendix A. The BUA draining to either the wet pond or dry attenuation basins were
broken up into impervious areas and grassed areas as shown in Figure 5 in Appendix A.
Weighted RCNs were calculated with the assumption that the grassed areas would be on
D type soil which produces the most runoff. It was assumed that all BUA draining to
either the wet pond or dry attenuation basins would be directly connected to the storm
drainage system and no adjustment was made to the curve number based on
disconnected impervious surfaces.
The natural undisturbed areas that drain either to the wet ponds or directly to outfall A-1,
A-2, B-1, B-2, and C were identified with a "U" as shown in Figure 4 in Appendix A. The
weighted RCNs for these areas were calculated using the existing condition landuse and
soil types. The proposed RCN calculations were provided in Appendix D.
The proposed time of concentration (Tc) were estimated for the BUA assuming sheet
flow of 10 minutes and quick travel times through storm pipes and channels to the wet
4 I December 21, 2021

STORMWATER MANAGEMENT PLAN
GREENSBORO-RANDOLPH MEAGASITE
pond or dry attenuation basins. A summary of the RCN and Tc for each of the drainage
areas are shown in below.
Table 4. Summary of Proposed RCN and Tc
Drainage Area
Area (Ac)
RCN
Tc (min)
Al
99
94
20
A2
125
951
A3.0
54
76
30
37
781 .22
B1 279 95 30
34
737
IIP
B3.0 62 69 30
Cl 534 91 30
C2.0 183 75 50
C3.0 162 72 45
4.3.2 Proposed Dry Detention Basins
The dry detention basins were only designed to provide peak flow attenuation. These
basins do not include extended detention for the water quality volume and do not include
the water quality features identified in the NCDEQ Stormwater Design Manual. These
facilities are designed to drain quickly and discharge to a primary SCM for water quality
treatment. The outlet structures for the dry detention basins include an outlet pipe sized
to attenuate the larger storm peak discharges. The outlet storm pipe systems will
discharge directly to the wet pond sediment forebays which will dissipate the energy.
The proposed grading of each of the dry detention basins are shown in Appendix E.
Below is a brief description of each of the proposed dry detention basins.
Pond B1 Dry Detention Basin
Pond B1 is a dry detention basing that will have a ponded surface area of approximately
8.1 acres and a maximum depth of 10.0 feet during the 100-year rainfall event. The
outlet structure is an 84-inch barrel that will discharge to the Pond B2 — Wet Pond
sediment forebay.
The pond captures 279 acres of the site.
The pond bottom is at elevation 676 which is approximately 30 feet above the existing
grade at the lowest portion of the pond and will above the existing groundwater elevation.
Pond Cl — Dry Detention Basin
Pond C1 is a dry detention basing that will have a ponded surface area of approximately
17 acres and a maximum depth of 17 feet during the 100-year rainfall event. The outlet is
December21, 2021 15

STORMWATER MANAGEMENT PLAN
GREENSBORO-RANDOLPH MEAGASITE
a 72-inch storm drainage pipe barrel that will discharge directly to the Pond C2 Wet Pond
sediment forebay.
The pond captures 534 acres of the site
The pond bottom is at elevation 664 which is approximately 7 feet above the existing
grade at the lowest portion of the pond and approximately 30 feet above the existing
groundwater elevation.
4.3.3 Proposed Wet Ponds
The proposed wet ponds were located outside the BUA and were designed to satisfy the
primary SCM per the NCDEQ Stormwater Design Manual. The ponds were designed to
have a normal pool with a maximum depth of 6 feet and average depth between 4.5 and
5.0 feet and a surface area greater than the SA/DA ratio and volume greater than the
water quality volume. The sediment forebays were sized to be between 15 and 20% of
the normal pool volume. The riser structures were sized to temporarily store the water
quality volume and release this volume over a 4-to-5-day period. Preformed scour
basins were sized for the wet pond outlet protection. These scour holes in addition to
the peak flow attenuation will prevent additional downstream erosion. In addition to the
water quality
The wet pond sizing calculations, scour basin sizes and pond grading are shown in
Appendix E.
Pond A3 — Wet Pond
Pond A3 will provide WQ volume for 224.6 acres of the site and will have a permeant
pool surface area of approximately 3.9 acres. The maximum pool depth is 6 feet, and the
average pool depth is 4.8 feet. The wet pond also provides the peak flow attenuation for
drainage area A.
This pond is controlled by 10 feet x 10 feet riser that extends 10 feet above the normal
pool elevation. There is a 6-inch orifice at the normal pool elevation of 678 and a 54-inch
orifice at elevation 681. The 6-inch orifice ponds up the water quality volume and slowly
discharges it over a 4-day period. The 54-inch orifice attenuates the 10-year peak
discharge. The riser discharges to a 60-inch outlet barrel which attenuates the 100-year
peak discharge. The top of dam is set at elevation 692 which provides over 1 foot of
freeboard during the 100-year event.
Pond B2 — Wet Pond
Pond B2 will provide WQ volume for 279 acres of the site and will have a permanent pool
surface area of approximately 4.9 acres. The normal pool maximum depth is 6 feet and
the average pool depth is 5.3
This pond is controlled by a 10 feet x 10 feet riser that extends 3 feet above the normal
pool elevation. There is a 7-inch orifice at the normal pool elevation of 614 and the top of
the riser is at elevation 617. The 7-inch orifice ponds up the water quality volume and
slowly discharges it over a 5-day period. The riser discharges to a 66-inch outlet barrel.
The top of dam is set at elevation 622 which provides 1 foot of freeboard during the 100-
year event.
6 I December 21, 2021

STORMWATER MANAGEMENT PLAN
GREENSBORO-RANDOLPH MEAGASITE
Pond C2 — Wet Pond
Pond C2 will provide WQ volume for 533.8 acres of the site and will have a permeant
pool surface area of approximately 8.9 acres. The maximum normal pool depth is 6 feet,
and the average pool depth is 4.6 feet.
This pond is controlled by a 10 feet x 10 feet riser that extends 3 feet above the normal
pool elevation. There is a 10-inch orifice at the normal pool elevation of 650 and the top
of the riser is at elevation 653. The 10-inch orifice ponds up the water quality volume
and slowly discharges it over a 4-day period. The riser discharges to a 72-inch outlet
barrel. The top of dam is set at elevation 657.5 which provides just less than 1 foot of
freeboard during the 100-year event.
4.4 Proposed Conditions Model Results
A separate HydroCAD model was produced for the proposed conditions. The BUA was
added to the dry detention basin ponds which then discharged to a wet pond. Since the
wet ponds are located near the natural ridges, additional area was not added to the
ponds. The undisturbed natural areas that don't drain to the ponds were added to the
model to determine the proposed peak discharges at each outfall. The results of the
proposed conditions HydroCAD model are shown in Table 5 below.
1 abbe 5. Proposed NeaK uiscnarges
Duffel! Point
10-yr Peak Discharge (cfs)
Existing
Proposed
100-yr Peak Discharge (cfs)
Existing
Proposed
A-1
308
278
544
530
A-2 121 88 -I A 154
B-1
464
347
832
416
B-2 145 89 259 T
177
680 512 1220 1144
These results show that the peak discharge for all three outfalls were reduced compared
to the existing conditions presented in Table 3. The HydroCAD model results are
presented in Appendix F.
4.5 Conclusion
This stormwater management plan demonstrates that the dry detention basins and wet
ponds reduce the proposed peak discharges to at or below the existing conditions peak
discharges at the three (3) of the five (5) identified outfall locations. The other two (2)
outfall locations proposed peak discharges are reduced because the BUA is diverted to
the dry detention basins. The reduction in the 10-year peak discharge to below the
existing condition peak discharge will prevent an increase in erosion downstream of the
property. The reduction in the 100-year peak discharge to below existing condition peak
discharge will reduce the risk of downstream flooding during the 100-year event and
support the removal of some SFHAs on the project site. All the outflow from the dry
detention basins will be discharged to wet ponds that are sized per the NCDEQ
December21, 2021 17

STORMWATER MANAGEMENT PLAN
GREENSBORO-RANDOLPH MEAGASITE
Stormwater Design Manual to provide the required water quality treatment prior to being
discharge off the site. Preformed scour basins were designed for each wet pond outlet
to dissipate energy and discharge downstream with non -erosive velocities.
5 References
HydroCAD version 10.00-25
2019, HydroCAD Software Solutions LLC
Stormwater Design Manual
January 1, 2017, updated on November 20, 2020 — North Carolina Division of Environmental
Quality, Department of Energy, Mineral, and Land Resources
Urban Hydrology for Small Watersheds — TR-55
June 1986 — United States Department of Agriculture, Natural Resource Conservation Service
NOAA Atlas 14 Precipitation -Frequency Atlas of the United States — Volume 2
2006 — National Oceanic and Atmospheric Administration
8 I December 21, 2021

STORMWATER MANAGEMENT PLAN
GREENSBORO-RANDOLPH MEAGASITE
Appendix A - Figures
December21, 2021 11

LEGEND
Existing Flowpaths
Existing Drainage Areas
Site Boundary
• Outfall Points
Outfall A"
Outfall A`-
tfall B-1 B2
� Outfall B-2
Outfall C
F�2
EXISTING DRAINAGE CONDITIONS
GREENSBORO MEGASITE
FIGURE 1
PATH: A:\GIS\PROJECTSY10000000_GRMS_UPDATE\7.2_VNP\MAP_DOCS\APRX\EXHIBITS.APRX - USER: LVANDERLIN - DATE: 11/10/2021
INITIAL STORMWATER MANAGEMENT PLAN

■ �i ■
LEGEND
NLCD Landuse
- Open Water
Developed, Open Space
- Developed, Low Intensity
- Developed, Medium Intensity Pasture/Hay
▪ Developed, High Intensity
Barren Land
Deciduous Forest
I
0
F�2
▪ Evergreen Forest
Mixed Forest
▪ Cutivated Crops
Woody Wetlands
▪ Emergent Herbaceous Wetlands
Im0.6
tift7wt
ogri
•
Tin
•
•
•
•
_
EXISTING LANDUSE
GREENSBORO MEGASITE
FIGURE 2
PATH:A:\GIS\PROJECTS,00000000_GRMS_UPDATE\7.2_VNP\MAP_DOCS\APRX\EXHIBITS.APRX - USER: LVANDERLIN - DATE: 10/15/2021
INITIAL STORMWATER MANAGEMENT PLAN

LEGEND
LJ Site Boundary
Soil HSG
Water
A
1 B
0 Miles
MaB
keB2
WtC
•
WpE
ChA
F�2
MeB2
PaC
B/D
C
C/D
D
WtC
ApC
WzB
Wp
ApC ApB
MaD CmA CeB
WtB WpC
P
PATH: A:\GIS\PROJECTSY10000000_GRMS_UPDATE\7.2_VNP\MAP_DOCS\APRX\EXHIBITS.APRX - USER: LVANDERLIN - DATE: 10/15/2021
CcC
CcC
WtB
cC
eB2
C CeB2
1
EXISTING SOILS
GREENSBORO MEGASITE
FIGURE 3
INITIAL STORMWATER MANAGEMENT PLAN

O Outfall Points
Proposed Drainage Areas
Proposed Ponds
Site Boundary
Outfall
Outfall
F�2
PROPOSED DRAINAGE CONDITIONS
GREENSBORO MEGASITE
FIGURE 4
PATH:A:\GIS\PROJECTS \00000000_GRMS_UPDATE/7.2_VNP\MAP_DOCS\APRX\EXHIBITS.APRX - USER: LVANDERLIN - DATE: 11/11/2021
INITIAL STORMWATER MANAGEMENT PLAN

Proposed Grass
Proposed Impervious
Site Boundary
F�2
PATH:A:\GIS\PROJECTSY10000000_GRMS_UPDATE\].2_VNP\MAP_DOCS\APRX\EXHIBITS.APRX - USER: LVANDERLIN - DATE: 11/11/2021
PROPOSED SITE IMPERVIOUSNESS
GREENSBORO MEGASITE
FIGURE 5
INITIAL STORMWATER MANAGEMENT PLAN

STORMWATER MANAGEMENT PLAN
GREENSBORO-RANDOLPH MEAGASITE
Appendix B — NOAA Atlas 14 Rainfall Depths
2 I November 15, 2021

11/1/2017 Precipitation Frequency Data Server
NOAA Atlas 14, Volume 2, Version 3
Location name: Liberty, North Carolina, USA*
Latitude: 35.89°, Longitude: -79.6222°
Elevation: 666.1 ft**
* source: ESRI Maps
** source: USGS
POINT PRECIPITATION FREQUENCY ESTIMATES
G.M. Bonnin, D. Martin, B. Lin, T. Parzybok, M.Yekta, and D. Riley
NOAA, National Weather Service, Silver Spring, Maryland
PF tabular I PF graphical I Maps & aerials
PF tabular
PDS-based point precipitation frequency estimates with 90% confidence intervals (in inches)1
Durati n
Average recurrence interval (years)
1
2
5
10
25
50
100
200
500
1000
5-min
0.398
0.472
0.549
0.600
0.656
0.691
0.722
0.746
0.770
0.786
(0.364-0.435)
(0.433-0.517)
(0.502-0.600)
(0.549-0.655)
(0.596-0.715)
(0.626-0.754)
(0.651-0.787)
(0.670-0.815)
(0.686-0.842)
(0.693-0.859)
10-min
0.636
0.756
0.879
0.960
1.05
1.10
1.15
1.18
1.22
1.24
(0.582-0.695)
(0.693-0.826)
(0.805-0.961)
(0.877-1.05)
(0.950-1.14)
(0.997-1.20)
(1.03-1.25)
(1.06-1.29)
(1.08-1.33)
(1.09-1.35)
15-min
0.795
0.950
1.11
1.21
1.33
1.39
1.45
1.49
1.53
1.55
(0.728-0.868)
(0.871-1.04)
(1.02-1.22)
(1.11-1.32)
(1.21-1.44)
(1.26-1.52)
(1.31-1.58)
(1.34-1.63)
(1.37-1.68)
(1.37-1.70)
30-min
1.09
1.31
1.58
1.76
1.96
2.10
2.22
2.32
2.44
2.52
(0.998-1.19)
(1.20-1.44)
(1.45-1.73)
(1.61-1.92)
(1.78-2.14)
(1.90-2.29)
(2.00-2.42)
(2.09-2.54)
(2.17-2.67)
(2.22-2.75)
60-min
1.36
(1.24-1.48)
1.65
(1.51-1.80)
2.03
(1.85-2.21)
2.29
(2.09-2.50)
2.61
(2.38-2.85)
2.84
(2.58-3.10)
3.06
(2.76-3.34)
3.26
(2.93-3.56)
3.50
(3.12-3.83)
3.67
(3.24-4.01)
2-hr
1.61
(1.48-1.76)
1.95
(1.79-2.13)
2.42
(2.22-2.65)
2.76
(2.52-3.01)
3.19
(2.90-3.48)
3.51
(3.17-3.82)
3.82
(3.43-4.16)
4.12
(3.67-4.49)
4.51
(3.97-4.91)
4.79
(4.18-5.22)
3-hr
1.72
(1.58-1.88)
2.09
(1.93-2.28)
2.60
(2.39-2.83)
2.97
(2.72-3.23)
3.46
(3.14-3.75)
3.62
(3.46-4.14)
I 4.16
(3.76-4.52)
4.53
(4.04-4.91)
4.99
(4.40-5.41)
5.34
(4.66-5.80)
6-hr
2.09
(1.93-2.28)
2.53
(2.33-2.75)
3.14
(2.89-3.42)
3.61
(3.31-3.92)
4.23
(3.85-4.58)
4.71
(4.25-5.10)
5.20
(4.66-5.62)
5.69
(5.04-6.15)
6.35
(5.55-6.86)
6.86
(5.92-7.43)
12-hr
2.48
(2.29-2.71)
3.00
(2.76-3.28)
3.75
(3.44-4.09)
4.34
(3.97-4.72)
5.14
(4.66-5.58)
5.78
(5.20-6.25)
6.44
(5.74-6.96)
7.13
(6.28-7.69)
8.09
(6.99-8.72)
8.85
(7.53-9.55)
24-hr
2.90
(2.71-3.11)
3.50
(3.27-3.75)
4.37
(4.07-4.68)
5.04
(4.69-5.41)
5.96
(5.53-6.40)
6.69
(6.18-7.19)
7.43
(6.84-8.00)
8.20
(7.52-8.84)
9.25
(8.43-10.00)
10.1
(9.14-10.9)
2-day
3.39
(3.18-3.63)
4.08
(3.82-4.37)
5.05
(4.73-5.41)
5.79
(5.41-6.21)
6.79
(6.31-7.28)
7.57
(7.01-8.13)
8.36
(7.72-9.00)
9.17
(8.43-9.90)
10.3
(9.39-11.1)
11.1
(10.1-12.1)
3-day
3.59
4.31
5.32
6.10
7.15
7.98
8.82
9.68
10.9
11.8
(3.37-3.85)
(4.04-4.62)
(4.98-5.70)
(5.70-6.53)
(6.65-7.66)
(7.40-8.56)
(8.14-9.48)
(8.90-10.4)
(9.93-11.7)
(10.7-12.8)
4-day
3.80
4.55
5.60
6.41
7.51
8.39
9.28
10.2
11.4
12.4
(3.56-4.06)
(4.27-4.87)
(5.24-5.98)
(5.99-6.86)
(7.00-8.04)
(7.78-8.99)
(8.57-9.96)
(9.38-11.0)
(10.5-12.4)
(11.3-13.5)
7-day
4.35
5.18
6.29
7.17
8.36
9.30
10.3
11.3
12.6
13.7
(4.09-4.63)
(4.88-5.52)
(5.91-6.70)
(6.73-7.64)
(7.81-8.91)
(8.67-9.94)
(9.51-11.0)
(10.4-12.1)
(11.6-13.6)
(12.5-14.8)
10-day
4.93
5.86
7.04
7.96
9.22
10.2
11.2
12.2
13.6
14.7
(4.66-5.24)
(5.53-6.23)
(6.63-7.48)
(7.49-8.47)
(8.63-9.80)
(9.52-10.9)
(10.4-11.9)
(11.3-13.1)
(12.5-14.6)
(13.4-15.8)
20-day
6.60
7.80
9.21
10.3
11.9
13.1
14.3
15.6
17.3
18.6
(6.25-6.98)
(7.38-8.24)
(8.72-9.73)
(9.77-10.9)
(11.2-12.6)
(12.3-13.9)
(13.4-15.2)
(14.5-16.6)
(16.0-18.5)
(17.1-20.0)
30-day
8.18
(7.81-8.59)
9.63
(9.17-10.1)
11.2
(10.6-11.7)
12.4
(11.8-13.0)
14.0
(13.3-14.7)
15.2
(14.4-16.0)
16.4
(15.5-17.3)
17.6
(16.6-18.6)
19.3
(18.0-20.4)
20.5
(19.1-21.8)
45-day
10.4
(9.89-10.9)
12.1
(11.6-12.7)
13.9
(13.2-14.5)
15.3
(14.5-16.0)
17.1
(16.2-17.9)
18.4
(17.5-19.3)
19.8
(18.7-20.8)
21.1
(19.9-22.2)
22.9
(21.5-24.2)
24.3
(22.6-25.7)
60-day
12.4
(11.9-13.0)
14.5
(13.9-15.1)
16.3
(15.7-17.1)
17.8
(17.0-18.6)
19.6
(18.7-20.5)
21.0
(20.0-22.0)
22.3
(21.3-23.4)
23.6
(22.4-24.8)
25.3
(23.9-26.6)
26.5
(25.0-28.0)
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 hat 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 ToD
PF graphical
https://hdsc.nws.noaa.gov/hdsc/pfds/pfds_printpage.html?lat=35.8900&Ion=-79.6222&data=depth&units=english&series=pds 1/3

11/1/2017
Precipitation Frequency Data Server
Precipitation depth (in)
Precipitation depth (in)
30
25
20
15
10
30
25
20
15
10
PDS-based depth -duration -frequency (DDF) curves
Latitude: 35_8900°, Longitude:-79.6222°
C C
E .E
-
rl
Duration
7n r
N r 0
r A
ro
N
ro
2 5 10 25 50 100 200 500 1000
NOAA Atlas 14, Volume 2, Version 3
Average recurrence interval (years)
Created (GMT): Wed Mou 1 20:27:41 2017
Back to Toa
Maps & aerials
Small scale terrain
Large scale terrain
Average recurrence
interval
(years)
— 1
2
5
10
— 25
— 50
— 100
— 200
— 500
1000
Duration
— 5-non — 2-day
— 10-rnm — 3-day
15-min — 4-day
— 30-min — 7-day
— 60-min — 10-aay
— 2-hr — 20-eay
— 3-hr — 30-day
— 6-hr — 45-eay
— 12-hr — 60-eay
— 24-hr
https://hdsc.nws.noaa.gov/hdsc/pfds/pfds_printpage. htnnriat=35.8900&Ion=-79.6222&data=depth&units=english&series=pds
2/3

11/1/2017 Precipitation Frequency Data Server
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46 .6.. :N i r 0
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■ u
Durham
Greensbars •
•
hail
NORTH CAROLINA
• Charlotte
Mlle
100km
--
1Omr
Fayette/ i l l e
Large scale map
Winston-Salem
ail Otte
100km
6fOmi
Greensboro
•
North
Carolina
Larae scale aerial
• Winston-Salem Greensboro •
DU -ham .
• .:.Rock
• Raleigh••
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US Department of Commerce
National Oceanic and Atmospheric Administration
National Weather Service
National Water Center
1325 East West Highway
Silver Spring, MD 20910
Questions?: HDSC.QuestionsAnoaa.00v
Disclaimer
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STORMWATER MANAGEMENT PLAN
GREENSBORO-RANDOLPH MEAGASITE
Appendix C — Existing Condition Model
Results
November 15, 2021 13

(Al) `A2) (B1) �2) (1)
D Al D A2
A-1
Outfall A-1
<Subca>
Reach
A-2
Outfall A-2
D
B1 (new ubcat) DAC1
B-1
Outfalll B-1
B-2
Outfall B-2
Outfall C
Routing Diagram for ExistingConditions
Prepared by HDR, Inc, Printed 11/15/2021
HydroCAD® 10.00-25 s/n 07102 © 2019 HydroCAD Software Solutions LLC

ExistingConditions
Prepared by HDR, Inc
HydroCAD® 10.00-25 s/n 07102 © 2019 HydroCAD Software Solutions LLC
Printed 11/15/2021
Page 2
Area Listing (all nodes)
Area CN Description
(acres) (subcatchment-numbers)
286.100 78 (A1, A2)
1,259.900 77 (B 1, B2, C1)
1,546.000 77 TOTAL AREA

ExistingConditions
Prepared by HDR, Inc
HydroCAD® 10.00-25 s/n 07102 © 2019 HydroCAD Software Solutions LLC
Printed 11/15/2021
Page 3
Soil Listing (all nodes)
Area Soil Subcatchment
(acres) Group Numbers
0.000 HSG A
0.000 HSG B
0.000 HSG C
0.000 HSG D
1,546.000 Other A1, A2, B1, B2, Cl
1,546.000 TOTAL AREA

ExistingConditions
Prepared by HDR, Inc
HydroCAD® 10.00-25 s/n 07102 © 2019 HydroCAD Software Solutions LLC
Printed 11/15/2021
Page 4
Ground Covers (all nodes)
HSG-A HSG-B HSG-C HSG-D Other Total Ground Subcatchment
(acres) (acres) (acres) (acres) (acres) (acres) Cover Numbers
0.000 0.000 0.000 0.000 1,546.000 1,546.000 Al , A2, B1, B2, C1
0.000 0.000 0.000 0.000 1,546.000 1,546.000 TOTAL AREA

ExistingConditions NRCC 24-hr B NRCC-100yr-24-hr Rainfall=7.42"
Prepared by HDR, Inc Printed 11/15/2021
HydroCAD® 10.00-25 s/n 07102 © 2019 HydroCAD Software Solutions LLC Page 5
Time span=0.00-24.00 hrs, dt=0.05 hrs, 481 points
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN
Reach routing by Stor-Ind+Trans method - Pond routing by Stor-Ind method
SubcatchmentAl : DA Al
SubcatchmentA2: DA A2
SubcatchmentBl: DA B1
SubcatchmentB2: (new Subcat)
SubcatchmentCl : DA C1
Link A-1: Outfall A-1
Link A-2: Outfall A-2
Link B-1: Outfalll B-1
Link B-2: Outfall B-2
Link C: Outfall C
Runoff Area=235.100 ac 0.00% Impervious Runoff Depth>4.79"
Tc=63.3 min CN=78 Runoff=544.52 cfs 93.851 af
Runoff Area=51.000 ac 0.00% Impervious Runoff Depth>4.84"
Tc=22.0 min CN=78 Runoff=212.86 cfs 20.549 af
Runoff Area=439.700 ac 0.00% Impervious Runoff Depth>4.66"
Tc=83.4 min CN=77 Runoff=831.96 cfs 170.596 af
RunoffArea=80.700 ac 0.00% Impervious Runoff Depth>4.71"
Tc=35.0 min CN=77 Runoff=259.40 cfs 31.670 af
RunoffArea=739.500 ac 0.00% Impervious Runoff Depth>4.63"
Tc=102.9 min CN=77 Runoff=1,219.94 cfs 285.510 af
Inflow=544.52 cfs 93.851 af
Primary=544.52 cfs 93.851 af
Inflow=212.86 cfs 20.549 af
Primary=212.86 cfs 20.549 af
Inflow=831.96 cfs 170.596 af
Primary=831.96 cfs 170.596 af
Inflow=259.40 cfs 31.670 af
Primary=259.40 cfs 31.670 af
Inflow=1,219.94 cfs 285.510 af
Primary=1,219.94 cfs 285.510 af
Total Runoff Area = 1,546.000 ac Runoff Volume = 602.176 af Average Runoff Depth = 4.67"
100.00% Pervious = 1,546.000 ac 0.00% Impervious = 0.000 ac

ExistingConditions NRCC 24-hr B NRCC-100yr-24-hr Rainfall=7.42"
Prepared by HDR, Inc Printed 11/15/2021
HydroCAD® 10.00-25 s/n 07102 © 2019 HydroCAD Software Solutions LLC Page 6
Summary for Subcatchment Al: DA Al
Runoff = 544.52 cfs @ 12.85 hrs, Volume=
93.851 af, Depth> 4.79"
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs
NRCC 24-hr B NRCC-100yr-24-hr Rainfall=7.42"
Area (ac) CN Description
* 235.100 78
235.100 100.00% Pervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
63.3
60/
5507' NRCC 24-hr BI
Direct Entry,
Subcatchment Al: DA Al
Hydrograph
soot' NCp-4,00yr44-hr Rainfall=7.42
45O- Runoff Area=235�10b ao
RpnOff YOlump=p-3.861-af + +
aoo— Runs fff tlepth4 719" 1 1 1
35O Tp=03.3 m i n
300:-
250�
200J
150—
100j
50-
CN=78
7
r
+
r
+
1
rt
4
1
rt
4
1
9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24
Time (hours)

ExistingConditions NRCC 24-hr B NRCC-100yr-24-hr Rainfall=7.42"
Prepared by HDR, Inc Printed 11/15/2021
HydroCAD® 10.00-25 s/n 07102 © 2019 HydroCAD Software Solutions LLC Page 7
Summary for Subcatchment A2: DA A2
Runoff = 212.86 cfs @ 12.32 hrs, Volume=
20.549 af, Depth> 4.84"
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs
NRCC 24-hr B NRCC-100yr-24-hr Rainfall=7.42"
Area (ac) CN Description
51.000 78
51.000 100.00% Pervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
22.0 Direct Entry,
Subcatchment A2: DA A2
Hydrograph
230,' - T T r 7 7 T r
212.86 cfs
210 ' + N IRC C-2441r- V -
soJ' NRCC-100yr--Z4-11r R,1ain,fali=7.4211
180,'fi-RunoffAr-ea=54.-O04lac---_--rt--t
170 1RpncIff 1
▪ 0 l ,l m -Z6. 514S 111af
150J' 1lanaf€3ept�44" +
140 1 =T 212 0' m
� i1n
▪ 1301 1 1
� - 1 1 1 1 1 1 1
3 120 -N=7-8T + r r 1 r 1
100=
90 I I I I
80— — 1 1 J + + L
70J -
60
50 -
40
30
20
10
0
▪ 1 +
- + +
1 7 T +
T 1 T T T 11 1 T T T 1 + r 1 1 +
I+ 1
4
4 + + 1 1 + + — — + — — 1 — — + — — + 1 1 1 + — — +
/
• + 1
1 + r
• + 4-
• + r 1 1 1 1 +
y — — + - - r 1 1 1 rt - - +
J L L 1 1 1 1 +
1 + r T +
9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24
Time (hours)
• Runoff

ExistingConditions NRCC 24-hr B NRCC-100yr-24-hr Rainfall=7.42"
Prepared by HDR, Inc Printed 11/15/2021
HydroCAD® 10.00-25 s/n 07102 © 2019 HydroCAD Software Solutions LLC Page 8
Summary for Subcatchment B1: DA B1
Runoff = 831.96 cfs @ 13.11 hrs, Volume=
170.596 af, Depth> 4.66"
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs
NRCC 24-hr B NRCC-100yr-24-hr Rainfall=7.42"
Area (ac) CN Description
* 439.700 77
439.700 100.00% Pervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
83.4 Direct Entry,
900-
850-
800-
750
7OO-
650J
600—:'
• 550
▪ 500
450�
0
u- 400=
350=
300-
250=
200-
150=
100-
50-
Subcatchment B1: DA B1
Hydrograph
1 1 1 1 I 1 1 1 1 L 1
i
N Rir-24-- r Bt
▪ L
NRCC-100yr-24-hr Rainfall
R'undff Arela=439.700 ad
Runoff Volurn 17-0.
-Runff€ 43eptih'48G"
Tp=93.4 min
CN=77
1 + 1
1
1
L
L
L L
831.96 cfs
698of
=7.42"
7 7 T
7 T
▪ 7
1
▪ 1
1 1 1
1 1 1
▪ L
7
1 1 1
L L
1 L
LI
//
9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24
Time (hours)
• Runoff

ExistingConditions NRCC 24-hr B NRCC-100yr-24-hr Rainfall=7.42"
Prepared by HDR, Inc Printed 11/15/2021
HydroCAD® 10.00-25 s/n 07102 © 2019 HydroCAD Software Solutions LLC Page 9
Summary for Subcatchment B2: (new Subcat)
Runoff = 259.40 cfs @ 12.49 hrs, Volume=
31.670 af, Depth> 4.71"
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs
NRCC 24-hr B NRCC-100yr-24-hr Rainfall=7.42"
Area (ac) CN Description
80.700 77
80.700 100.00% Pervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
35.0 Direct Entry,
Subcatchment B2: (new Subcat)
Hydrograph
280-L--/
�r i i 7 7 t r 7 -t 11259.40 cfs
I
1
260J NRCC 24-hlr BI
240J' NRCC-100yr-224-her Rainfall=7142"1
220 Runoff Area=80.700
ac
2oo� Runoff Volume=1.670
-r
ofII
180J ' Runoff bepth>4.71"
160 Tp=35.0 min
CN-77 T
14o,-
60-
40-
2
1 1 i
L
r
4-
Tri
1
iLi
L
1 1 L
-
0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24
Time (hours)
• Runoff

ExistingConditions NRCC 24-hr B NRCC-100yr-24-hr Rainfall=7.42"
Prepared by HDR, Inc Printed 11/15/2021
HydroCAD® 10.00-25 s/n 07102 © 2019 HydroCAD Software Solutions LLC Page 10
Summary for Subcatchment Cl: DA C1
Runoff = 1,219.94 cfs @ 13.37 hrs, Volume=
285.510 af, Depth> 4.63"
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs
NRCC 24-hr B NRCC-100yr-24-hr Rainfall=7.42"
Area (ac) CN Description
* 739.500 77
739.500 100.00% Pervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
102.9 Direct Entry,
1,300J
1,200�
1,100-
1, 000L-
900"
800- Tp=192T9min
7007' CN=77
Subcatchment C1: DA C1
Hydrograph
N
N
6007
500-
400-
300—
-
2007
= T
100-
RCC 24-hr 8
RCC-00Yr-24-hr F ainfal =7 42'
unbff Area=39.r0b ac
unosff Volume=4,519a
unaff iDept-h: 443'1
1,219.94 cfs
5
6
II
i
1- r
r r
it it
rt
9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24
Time (hours)
• Runoff

ExistingConditions NRCC 24-hr B NRCC-100yr-24-hr Rainfall=7.42"
Prepared by HDR, Inc Printed 11/15/2021
HydroCAD® 10.00-25 s/n 07102 © 2019 HydroCAD Software Solutions LLC Page 11
Summary for Link A-1: Outfall A-1
Inflow Area = 235.100 ac, 0.00% Impervious, Inflow Depth > 4.79" for NRCC-100yr-24-hr event
Inflow = 544.52 cfs @ 12.85 hrs, Volume= 93.851 af
Primary = 544.52 cfs @ 12.85 hrs, Volume= 93.851 af, Atten= 0%, Lag= 0.0 min
Primary outflow = Inflow, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs
600—
550J
500J
450�
100J
50-
1
L
Link A-1: Outfall A-1
Hyd rog raph
[inflow Area-215,i QO
1
—
1
L
1544.52 cfs
L
1 L L
4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24
Time (hours)
C Inflow
❑ Primary

ExistingConditions NRCC 24-hr B NRCC-100yr-24-hr Rainfall=7.42"
Prepared by HDR, Inc Printed 11/15/2021
HydroCAD® 10.00-25 s/n 07102 © 2019 HydroCAD Software Solutions LLC Page 12
Summary for Link A-2: Outfall A-2
Inflow Area = 51.000 ac, 0.00% Impervious, Inflow Depth > 4.84" for NRCC-100yr-24-hr event
Inflow = 212.86 cfs @ 12.32 hrs, Volume= 20.549 af
Primary = 212.86 cfs @ 12.32 hrs, Volume= 20.549 af, Atten= 0%, Lag= 0.0 min
Primary outflow = Inflow, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs
Link A-2: Outfall A-2
Hyd rog raph
2307:- / -
2204'
210
200� -
190 -
180
170- -
160- / -
150- -
140- -
130i- -
3 1204" z-
o 110
u- 100' -
90J, -
80' -
70J -
10
60J -
50J
40-
30=
4 4
1 4 L
4 4 1 4 1 4
L 1 1 1 L 1 1 L _I 212 86 cfs I L
f� 0 Ape - .000
12.86 cfs
1 1 4
L L 1 1 L L
4 4
1
L
r r
L
—I t Y Y -rI Y Y Y —IY Y 1 Y Y
41
I I I
r r
,.%1
1 1
+I0 II 4
—1 1 1 L 1 / 1 1 1L 1
1 1L 1 l
7 T 1 1 1 1 1 1 1 ' i I. Ti 1r 7 1 1r 1 1 T
0 1 2 3 4 5 6 7 8 9
+
10 11 12 13 14 15 16 17
Time (hours)
18
19
20
21
22
23
24
C Inflow
❑ Primary

ExistingConditions NRCC 24-hr B NRCC-100yr-24-hr Rainfall=7.42"
Prepared by HDR, Inc Printed 11/15/2021
HydroCAD® 10.00-25 s/n 07102 © 2019 HydroCAD Software Solutions LLC Page 13
Summary for Link B-1: Outfalll B-1
Inflow Area = 439.700 ac, 0.00% Impervious, Inflow Depth > 4.66" for NRCC-100yr-24-hr event
Inflow = 831.96 cfs @ 13.11 hrs, Volume= 170.596 of
Primary = 831.96 cfs @ 13.11 hrs, Volume= 170.596 af, Atten= 0%, Lag= 0.0 min
Primary outflow = Inflow, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs
900'
850J
800
750-
700'�
650�
600 '
550�
o
▪ 500
3 450J
LL 400-
350J
300�
250 -
200-
150=
100�
50
Link B-1: Outfalll B-1
Hyd rog raph
I I I II -I +
831.96 cfs
Clfiolir Arpa+TVVI��0ia31.96c�A
G/
dOI
+ r
+ + + +
1-
4-
4-
+ + + + +
Hi-
'1-
+ 1 i +1 1-
1 1 1-
+ I +
1 1 1-
+ 1 i +
11 1-
1 1 1-
+ Hi-
'1-
11- i
+ i
+
+
4 ~
I
4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24
Time (hours)
C Inflow
❑ Primary

ExistingConditions NRCC 24-hr B NRCC-100yr-24-hr Rainfall=7.42"
Prepared by HDR, Inc Printed 11/15/2021
HydroCAD® 10.00-25 s/n 07102 © 2019 HydroCAD Software Solutions LLC Page 14
Summary for Link B-2: Outfall B-2
Inflow Area = 80.700 ac, 0.00% Impervious, Inflow Depth > 4.71" for NRCC-100yr-24-hr event
Inflow = 259.40 cfs @ 12.49 hrs, Volume= 31.670 af
Primary = 259.40 cfs @ 12.49 hrs, Volume= 31.670 af, Atten= 0%, Lag= 0.0 min
Primary outflow = Inflow, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs
0
LL
Link B-2: Outfall B-2
Hyd rog raph
280"
260�
2407"
220-
200-
180-
160-
140J
120J
100:"
807"
60=
40=
20-
0
nf10 ,v-Are =$Q
I
L
4 4 1
iL
I I
I I
l il
II
L
0 1 2 3 4 5 6 7 8
9 10 11 12 13 14 15 16 17 18
Time (hours)
19
20
21
22
23
24
C Inflow
❑ Primary

ExistingConditions NRCC 24-hr B NRCC-100yr-24-hr Rainfall=7.42"
Prepared by HDR, Inc Printed 11/15/2021
HydroCAD® 10.00-25 s/n 07102 © 2019 HydroCAD Software Solutions LLC Page 15
Summary for Link C: Outfall C
Inflow Area = 739.500 ac, 0.00% Impervious, Inflow Depth > 4.63" for NRCC-100yr-24-hr event
Inflow = 1,219.94 cfs @ 13.37 hrs, Volume= 285.510 of
Primary = 1,219.94 cfs @ 13.37 hrs, Volume= 285.510 af, Atten= 0%, Lag= 0.0 min
Primary outflow = Inflow, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs
1,3007_ I !If ow Arpa77
1,2007'
1,100� ,ter
1,000�
L
900:
800�
700'
6004
5007'
400- r
300-
200
100:-
0
Link C: Outfall C
Hyd rog raph
3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24
Time (hours)
C Inflow
❑ Primary

ExistingConditions NRCC 24-hr B NRCC-10yr-24hr Rainfall=5.04"
Prepared by HDR, Inc Printed 11/15/2021
HydroCAD® 10.00-25 s/n 07102 © 2019 HydroCAD Software Solutions LLC Page 16
Time span=0.00-24.00 hrs, dt=0.05 hrs, 481 points
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN
Reach routing by Stor-Ind+Trans method - Pond routing by Stor-Ind method
SubcatchmentAl : DA Al
SubcatchmentA2: DA A2
SubcatchmentBl: DA B1
SubcatchmentB2: (new Subcat)
SubcatchmentCl : DA C1
Link A-1: Outfall A-1
Link A-2: Outfall A-2
Link B-1: Outfalll B-1
Link B-2: Outfall B-2
Link C: Outfall C
Runoff Area=235.100 ac 0.00% Impervious Runoff Depth>2.70"
Tc=63.3 min CN=78 Runoff=307.86 cfs 52.962 af
Runoff Area=51.000 ac 0.00% Impervious Runoff Depth>2.73"
Tc=22.0 min CN=78 Runoff=121.16 cfs 11.609 af
Runoff Area=439.700 ac 0.00% Impervious Runoff Depth>2.60"
Tc=83.4 min CN=77 Runoff=463.81 cfs 95.286 af
Runoff Area=80.700 ac 0.00% Impervious Runoff Depth>2.63"
Tc=35.0 min CN=77 Runoff=145.50 cfs 17.713 af
Runoff Area=739.500 ac 0.00% Impervious Runoff Depth>2.59"
Tc=102.9 min CN=77 Runoff=679.56 cfs 159.375 af
Inflow=307.86 cfs 52.962 af
Primary=307.86 cfs 52.962 af
Inflow=121.16 cfs 11.609 af
Primary=121.16 cfs 11.609 af
Inflow=463.81 cfs 95.286 af
Primary=463.81 cfs 95.286 af
Inflow=145.50 cfs 17.713 af
Primary=145.50 cfs 17.713 af
Inflow=679.56 cfs 159.375 af
Primary=679.56 cfs 159.375 af
Total Runoff Area = 1,546.000 ac Runoff Volume = 336.945 af Average Runoff Depth = 2.62"
100.00% Pervious = 1,546.000 ac 0.00% Impervious = 0.000 ac

ExistingConditions NRCC 24-hr B NRCC-10yr-24hr Rainfall=5.04"
Prepared by HDR, Inc Printed 11/15/2021
HydroCAD® 10.00-25 s/n 07102 © 2019 HydroCAD Software Solutions LLC Page 17
Summary for Subcatchment Al: DA Al
Runoff = 307.86 cfs @ 12.86 hrs, Volume=
52.962 af, Depth> 2.70"
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs
NRCC 24-hr B NRCC-10yr-24hr Rainfall=5.04"
Area (ac) CN Description
* 235.100 78
235.100 100.00% Pervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
63.3 Direct Entry,
340-
320—:'
Subcatchment Al: DA Al
Hydrograph
▪ 1 1 L I
1 L
300; N
2801.' N
1307.86 cfs
RCC 24-fir a
RCIC-10yr-24hr Rainfall=5.04'
2607' Runoff-Ar =23 �'Lb0 c
240 -Rub#,Vol un a=296-2 af - - - T
• 200
'FI Tc=938 min
• 1807' I
0 160=II
CN=78
LT__ fi 7 rt r 7 rt
140-
120� ,L
100=
80-
60= z k + + + + + + +
40= zI
20I
0
9 10 11 12 13 14
Time (hours)
15
16
▪ r
▪ r
7 Y r
17 18
19
20
21
22
T T
4 +
T T
4
rt t
+
rt +
4 +
23
24
• Runoff

ExistingConditions NRCC 24-hr B NRCC-10yr-24hr Rainfall=5.04"
Prepared by HDR, Inc Printed 11/15/2021
HydroCAD® 10.00-25 s/n 07102 © 2019 HydroCAD Software Solutions LLC Page 18
Summary for Subcatchment A2: DA A2
Runoff = 121.16 cfs @ 12.32 hrs, Volume=
11.609 af, Depth> 2.73"
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs
NRCC 24-hr B NRCC-10yr-24hr Rainfall=5.04"
Area (ac) CN Description
51.000 78
51.000 100.00% Pervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
22.0
130-1
120—
110—/
100-1
90
80
70--
60-1
50-
Direct Entry,
Subcatchment A2: DA A2
Hydrograph
+ 1I —I 121.16 cfs
NRCC 24-hr R 2/
1 1 1 L J 1
NRCIC-10yr-24hr Rainfall=5.p4'"I
Runoff Area=51:00b ac I /
Runoff iVolunne=11605 at T /
gunpffrDe t11>2,73"
/T'►c= 2.o min-
�.IN=78
▪ 1 1 1 1 1 1
T
1
L
L L L
1 1 1
▪ r
9 10 11 12 13 14 15 16 1
Time (hours)
+
4 1
4
7 18 19 20 21 22 23 24
• Runoff

ExistingConditions NRCC 24-hr B NRCC-10yr-24hr Rainfall=5.04"
Prepared by HDR, Inc Printed 11/15/2021
HydroCAD® 10.00-25 s/n 07102 © 2019 HydroCAD Software Solutions LLC Page 19
Summary for Subcatchment B1: DA B1
Runoff = 463.81 cfs @ 13.14 hrs, Volume=
95.286 af, Depth> 2.60"
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs
NRCC 24-hr B NRCC-10yr-24hr Rainfall=5.04"
Area (ac) CN Description
* 439.700 77
439.700 100.00% Pervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
83.4 Direct Entry,
Subcatchment B1: DA B1
Hydrograph
500J T
480 r
460- T _N
440
420; -NRCC--10yr 24-hr`- Ra inf al � =5. 1" - -
0J 380JT RUnOff!�rAr01430.760 _aC 7 T
38--
360 RUiibff iVoi un a 9-5,28S of - - - t
340;- 1r I I I I I I I I I
320 L Runoff-Deptt >2�-6-0!I 1 1 _L
w 300---/ T y �. I I I I I I
13280J - -Tc=,,,,, 4 m n- 1 I 1 1 _L
O 20� T CN=77 4 1 1 1 1 4
240� �- 1 1 _L L L 1 _L
LL 220= T
200 )
180° T I I I I I I I
160: 1 I 1 4 _L 1 I I 1 1 _L
140�
120=k
100
80° r
60- T I I I I I
40= k 1 1 _L 1
L 1 L L I
1 7 7 T r 1 1 1 7 T T 1
/'►
1 1 _L I I 1 4 1 463.81 c
RCC 7.4- r17
20J
0-
1
L I I I 1 L
7 T r 1 7 T
1 1 1 I I I 1 _L
1 1 1 I I I 1 _L
7 T r 1 7 T
1 L L I I I 1 _L
1 1 L I I I 1 _L
1 1 1 I I I 1 _L
L I I I 1 _L
I 1 I 1 1 I I 1 1 1 1 I I I 1 1
1 1 1 L I I 1 1 1 -- — I— _W I 1 1 L I I I 1 _L
1 1 1 I I I 1 _L
I I I I I 1 1 1/ I I 1 1 1 I I 1 1 I
I I I I I I I I ii I I I I I I I I
1 4 _L L J 4 _L — l-- L 1 _L
4 4
9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24
Time (hours)
• Runoff

ExistingConditions NRCC 24-hr B NRCC-10yr-24hr Rainfall=5.04"
Prepared by HDR, Inc Printed 11/15/2021
HydroCAD® 10.00-25 s/n 07102 © 2019 HydroCAD Software Solutions LLC Page 20
Summary for Subcatchment B2: (new Subcat)
Runoff = 145.50 cfs @ 12.50 hrs, Volume=
17.713 af, Depth> 2.63"
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs
NRCC 24-hr B NRCC-10yr-24hr Rainfall=5.04"
Area (ac) CN Description
80.700 77
80.700 100.00% Pervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
35.0 Direct Entry,
160
150=
Subcatchment B2: (new Subcat)
Hydrograph
I r r r
1 1 1 1145.50 cfs
QNVy_-nr y
140= t NRILII I I I
130Jt NICK-"-0-Vr-24h` Rainfall-=5.94Ir /
120�' RunoffArea=80:170b'ac
11oJ' TRunbffVolunhe17�713 of
+I/
100�r guncilff:Depthi>2.[63''Or
(yn
80 ' CN_=-7T
a 7n-/ I I I I I I I I
0 '
60 '
50J
41
407-
30� 1
20-
0-
1
✓ r
L - I
r r r
r T
I
hi HI
11 T
L L
1 1
9 10 11 12 13 14
Time (hours)
15 16 17 18 19 20 21 22 23 24
• Runoff

ExistingConditions NRCC 24-hr B NRCC-10yr-24hr Rainfall=5.04"
Prepared by HDR, Inc Printed 11/15/2021
HydroCAD® 10.00-25 s/n 07102 © 2019 HydroCAD Software Solutions LLC Page 21
Summary for Subcatchment Cl: DA C1
Runoff = 679.56 cfs @ 13.39 hrs, Volume=
159.375 af, Depth> 2.59"
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs
NRCC 24-hr B NRCC-10yr-24hr Rainfall=5.04"
Area (ac) CN Description
* 739.500 77
739.500 100.00% Pervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
102.9 Direct Entry,
Subcatchment C1: DA C1
Hydrograph
I L 1 1 L
750-
700J
NRCC-144rrB
650: 1
- NKC---1-0yr-24hr Ra1nfalt=5 4'k
600�
-Runoff-Area=7 t1.5b0 ac
550'
Ru nbfrVol u n}ie=1-59.3?5
500-' 1 1 1 1 1
-i
I 1679.56 cfs I I
Ti01441
I I
I I
? r I I
1 i i r
450— gunpffDeptlp>2,59"
Tc= 021.9 min
4007- 1
350J' CN=771
LT_I I I I
300- 1 1 1 1 1
250-1- r ri
1 1 1 1 1
200-'' 11 1 1 1 1
150= 1 1 1 1 1
100r- '11
50= 1
r
0-
L L
1-1
L
Ir Ir
II r
9 10 11 12 13 14
Time (hours)
15
16
17 18
19
20
21
22
23
24
• Runoff

ExistingConditions NRCC 24-hr B NRCC-10yr-24hr Rainfall=5.04"
Prepared by HDR, Inc Printed 11/15/2021
HydroCAD® 10.00-25 s/n 07102 © 2019 HydroCAD Software Solutions LLC Page 22
Summary for Link A-1: Outfall A-1
Inflow Area = 235.100 ac, 0.00% Impervious, Inflow Depth > 2.70" for NRCC-10yr-24hr event
Inflow = 307.86 cfs @ 12.86 hrs, Volume= 52.962 af
Primary = 307.86 cfs @ 12.86 hrs, Volume= 52.962 af, Atten= 0%, Lag= 0.0 min
Primary outflow = Inflow, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs
N
o
0
E
3407"
320�
300/
280�
260/
240/
220/
200/
180/
160=
140=
120-
100=
Link A-1: Outfall A-1
Hyd rog raph
4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24
Time (hours)
C Inflow
❑ Primary

ExistingConditions NRCC 24-hr B NRCC-10yr-24hr Rainfall=5.04"
Prepared by HDR, Inc Printed 11/15/2021
HydroCAD® 10.00-25 s/n 07102 © 2019 HydroCAD Software Solutions LLC Page 23
Summary for Link A-2: Outfall A-2
Inflow Area = 51.000 ac, 0.00% Impervious, Inflow Depth > 2.73" for NRCC-10yr-24hr event
Inflow = 121.16 cfs @ 12.32 hrs, Volume= 11.609 af
Primary = 121.16 cfs @ 12.32 hrs, Volume= 11.609 af, Atten= 0%, Lag= 0.0 min
Primary outflow = Inflow, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs
0
LL
130-
120-
100J
907-
801-
70-'
60-
50J
40J
30-
20�
10J
0
Link A-2: Outfall A-2
Hyd rog raph
nff ow Area,= t,
121.16 cfs I -
III II
4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24
Time (hours)
L
7
C Inflow
❑ Primary

ExistingConditions NRCC 24-hr B NRCC-10yr-24hr Rainfall=5.04"
Prepared by HDR, Inc Printed 11/15/2021
HydroCAD® 10.00-25 s/n 07102 © 2019 HydroCAD Software Solutions LLC Page 24
Summary for Link B-1: Outfalll B-1
Inflow Area = 439.700 ac, 0.00% Impervious, Inflow Depth > 2.60" for NRCC-10yr-24hr event
Inflow = 463.81 cfs @ 13.14 hrs, Volume= 95.286 af
Primary = 463.81 cfs @ 13.14 hrs, Volume= 95.286 af, Atten= 0%, Lag= 0.0 min
Primary outflow = Inflow, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs
500"
450-
400-
350—
300:"
250-1"
200J
150—
100-
Link B-1: Outfalll B-1
Hyd rog raph
4 4
Inflow Ara=439 700
0
4
50-
0 fl/•lll/(• •
0 1 2 3 4 5 6 7 8 9 10 11 12 13
Time (hours)
4
4
1- I 4
4
14 15 16 17 18 19 20 21 22 23 24
C Inflow
❑ Primary

ExistingConditions NRCC 24-hr B NRCC-10yr-24hr Rainfall=5.04"
Prepared by HDR, Inc Printed 11/15/2021
HydroCAD® 10.00-25 s/n 07102 © 2019 HydroCAD Software Solutions LLC Page 25
Summary for Link B-2: Outfall B-2
Inflow Area = 80.700 ac, 0.00% Impervious, Inflow Depth > 2.63" for NRCC-10yr-24hr event
Inflow = 145.50 cfs @ 12.50 hrs, Volume= 17.713 af
Primary = 145.50 cfs @ 12.50 hrs, Volume= 17.713 af, Atten= 0%, Lag= 0.0 min
Primary outflow = Inflow, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs
Link B-2: Outfall B-2
Hyd rog raph
160,
150-
140-
130�
120-
110-
100-
90�
80-
70�
60-
50-
40�
30
20J
10-
-;:or
1
;T T
nfloW area=$0.
T
0 1 2 3 4 5
T
i
i
T
8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24
Time (hours)
C Inflow
❑ Primary

ExistingConditions NRCC 24-hr B NRCC-10yr-24hr Rainfall=5.04"
Prepared by HDR, Inc Printed 11/15/2021
HydroCAD® 10.00-25 s/n 07102 © 2019 HydroCAD Software Solutions LLC Page 26
Summary for Link C: Outfall C
Inflow Area = 739.500 ac, 0.00% Impervious, Inflow Depth > 2.59" for NRCC-10yr-24hr event
Inflow = 679.56 cfs @ 13.39 hrs, Volume= 159.375 af
Primary = 679.56 cfs @ 13.39 hrs, Volume= 159.375 af, Atten= 0%, Lag= 0.0 min
Primary outflow = Inflow, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs
7507"
700
650-
6001:
5507"
500�
450�
400-
350-
300'.
2507."
200-
150=
100
50
0
Link C: Outfall C
Hyd rog raph
1_ L
4 1 1 4 r
679.56 cfs 1 1 1
tnf!oi Ares+-745 a0679
i
i
i
r
L
1
II-
4 'T r
I I I
4- 1-
4
II
4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24
Time (hours)
C Inflow
❑ Primary

STORMWATER MANAGEMENT PLAN
GREENSBORO-RANDOLPH MEAGASITE
Appendix D — Proposed RCN
4 I November 15, 2021

Greensboro Megasite
01
Curve Numbers
Date: 11/15/2021
By:
LVL
Basin "Al"
Existing Land Use
Cover Type Area % CN Wtd. CN
Impervious
44.3 ac
44.6%
97
43.24
Grass (D soils)
55.0 ac
55.4%
92
50.99
Total
99.3 ac
100.0%
94.23
Composite CN 94.23
Use CN =
94.2
Basin "A2"
Existing Land Use
Cover Type Area % CN Wtd. CN
Impervious
66.3 ac
52.9%
97
51.34
Grass (D Soils)
59.0 ac
47.1%
92
43.30
Total
125.3 ac
100.0%
94.65
Composite CN 94.65
Use CN =
94.6
Basin "A3.U"
Future Land Use
Cover Type Area % CN Wtd. CN
Cultivated Crops (C Soils)
0.8 ac
1.4%
82
1.17
Deciduous Forest (C Soils)
0.9 ac
1.8%
66
1.16
Developed, Open Space (C Soils)
0.1 ac
0.1%
78
0.08
Hay/Pasture (C Soils)
3.0 ac
5.5%
73
4.03
Cultivated Crops (D Soils)
9.1 ac
17.0%
86
14.58
Deciduous Forest (D Soils)
33.5 ac
62.3%
73
45.46
Hay/Pasture (D Soils)
7.8 ac
14.6%
79
11.51
Mixed Forest (D Soils)
0.4 ac
0.7%
73
0.49
Total
53.9 ac
100.0%
76.08
Composite CN 76.08
Use CN =
76.1

Greensboro Megasite
01
Curve Numbers
Date: 11/15/2021
By:
LVL
Basin "A4.U"
Future Land Use
Cover Type Area % CN Wtd. CN
Cultivated Crops (C Soils)
2.0 ac
5.5%
82
4.50
Deciduous Forest (C Soils)
0.4 ac
1.0%
66
0.64
Developed, Open Space (C Soils)
0.1 ac
0.2%
78
0.18
Hay/Pasture (C Soils)
1.5 ac
4.0%
73
2.91
Cultivated Crops (D Soils)
0.0 ac
0.0%
86
0.00
Deciduous Forest (D Soils)
6.8 ac
18.5%
73
13.47
Developed, Low Intensity (D Soils)
0.9 ac
2.3%
93
2.16
Developed, Medium Intensity (D Soils)
0.2 ac
0.6%
94
0.56
Developed, Open Space (D Soils)
4.5 ac
12.2%
84
10.28
Evergreen Forest (D Soils)
0.9 ac
2.5%
73
1.82
Hay/Pasture (D Soils)
14.7 ac
39.8%
79
31.45
Mixed Forest (D Soils)
4.3 ac
11.6%
73
8.48
Open Water
0.7 ac
1.8%
100
1.80
Woody Wetlands (D Soils)
0.0 ac
0.0%
86
0.00
Total
37.0 ac
100.0%
78.25
Composite CN 78.25
Use CN =
78.3
Basin "B1"
Existing Land Use
Cover Type Area % CN Wtd. CN
Impervious
177.9 ac
63.8%
97
61.89
Grass (D soils)
100.9 ac
36.2%
92
33.30
Total
278.8 ac
100.0%
95.19
Composite CN 95.19
Use CN =
95.2
Basin "B2.U"
Future Land Use
Cover Type Area % CN Wtd. CN
Deciduous Forest (D Soils)
25.0 ac
74.4%
73
54.33
Developed, Low Intensity (D Soils)
0.1 ac
0.3%
93
0.26
Developed, Open Space (D Soils)
0.2 ac
0.5%
84
0.39
Evergreen Forest (D Soils)
1.6 ac
4.8%
73
3.53
Hay/Pasture (D Soils)
0.8 ac
2.5%
79
2.00
Mixed Forest (D Soils)
5.8 ac
17.3%
73
12.61
Open Water
0.1 ac
0.2%
100
0.18
Total
33.5 ac
100.0%
73.31
Composite CN 73.31
Use CN =
73.3

Greensboro Megasite
01
Curve Numbers
Date: 11/15/2021
By:
LVL
Basin "B3.U"
Future Land Use
Cover Type Area % CN Wtd. CN
Deciduous Forest (C Soils)
0.8 ac
1.3%
66
0.85
Hay/Pasture (C Soils)
3.8 ac
6.1%
73
4.47
Deciduous Forest (D Soils)
34.8 ac
56.2%
73
41.04
Evergreen Forest (D Soils)
0.8 ac
1.2%
73
0.90
Hay/Pasture (D Soils)
17.0 ac
27.5%
79
21.74
Mixed Forest (D Soils)
4.7 ac
7.6%
73
5.52
Open Water
0.0 ac
0.1%
100
0.06
Total
62.0 ac
100.0%
69.25
Composite CN 69.25
Use CN =
69.3
Basin "Cl"
Future Land Use
Cover Type Area % CN Wtd. CN
Impervious
110.4 ac
39.6%
97
38.42
Grass (D soils)
144.0 ac
51.6%
92
47.50
Total
254.4 ac
91.2%
85.92
Composite CN 85.92
Use CN =
85.9
Basin "C2"
Existing Land Use
Cover Type Area % CN Wtd. CN
Impervious
214.9 ac
77.1%
97
74.77
Grass (D soils)
64.5 ac
23.1%
92
21.28
Total
279.4 ac
100.2%
96.05
Composite CN 96.05
Use CN =
96.0

Greensboro Megasite
01
Curve Numbers
Date: 11/15/2021
By:
LVL
Basin "C2.U"
Future Land Use
Cover Type Area % CN Wtd. CN
Developed, Low Intensity (B Soils)
0.1 ac
0.1%
88
0.06
Developed, Medium Intensity (B Soils)
0.2 ac
0.1%
89
0.09
Hay/Pasture (B Soils)
0.4 ac
0.2%
61
0.14
Deciduous Forest (C Soils)
6.7 ac
3.6%
66
2.40
Developed, Low Intensity (C Soils)
2.9 ac
1.6%
90
1.42
Developed, Open Space (C Soils)
2.5 ac
1.4%
78
1.06
Evergreen Forest (C Soils)
0.3 ac
0.2%
66
0.11
Hay/Pasture (C Soils)
31.0 ac
16.9%
73
12.35
Herbaceous (C Soils)
1.9 ac
1.0%
75
0.77
Mixed Forest (C Soils)
3.4 ac
1.9%
66
1.23
Shrub/Scrub (C Soils)
3.2 ac
1.7%
55
0.95
Deciduous Forest (D Soils)
40.8 ac
22.3%
73
16.25
Developed, High Intensity (D Soils)
0.4 ac
0.2%
94
0.23
Developed, Low Intensity (D Soils)
3.0 ac
1.6%
93
1.53
Developed, Medium Intensity (D Soils)
1.2 ac
0.7%
94
0.63
Developed, Open Space (D Soils)
11.9 ac
6.5%
84
5.45
Evergreen Forest (D Soils)
5.0 ac
2.7%
73
1.98
Hay/Pasture (D Soils)
53.1 ac
29.0%
79
22.91
Herbaceous (D Soils)
0.5 ac
0.2%
85
0.21
Mixed Forest (D Soils)
4.6 ac
2.5%
73
1.83
Shrub/Scrub (D Soils)
9.9 ac
5.4%
62
3.34
Open Water
0.3 ac
0.1%
100
0.14
Total
183.0 ac
100.0%
75.10
Composite CN 75.10
Use CN =
75.1

Greensboro Megasite
01
Curve Numbers
Date: 11/15/2021
By:
LVL
Basin "C3.U"
Future Land Use
Cover Type Area % CN Wtd. CN
Deciduous Forest (C Soils)
41.8 ac
25.7%
66
16.99
Developed, Low Intensity (C Soils)
0.1 ac
0.1%
90
0.07
Developed, Medium Intensity (C Soils)
0.1 ac
0.1%
93
0.08
Developed, Open Space (C Soils)
2.5 ac
1.6%
78
1.22
Hay/Pasture (C Soils)
13.9 ac
8.6%
73
6.26
Herbaceous (C Soils)
0.4 ac
0.3%
75
0.19
Mixed Forest (C Soils)
4.1 ac
2.5%
66
1.66
Woody Wetlands (C Soils)
0.5 ac
0.3%
86
0.24
Deciduous Forest (D Soils)
59.1 ac
36.4%
73
26.55
Developed, Low Intensity (D Soils)
0.7 ac
0.5%
93
0.43
Developed, Open Space (D Soils)
2.2 ac
1.4%
84
1.16
Evergreen Forest (D Soils)
14.3 ac
8.8%
73
6.42
Hay/Pasture (D Soils)
18.9 ac
11.6%
79
9.17
Mixed Forest (D Soils)
3.5 ac
2.2%
73
1.58
Open Water
0.2 ac
0.1%
100
0.09
Total
162.4 ac
100.0%
72.14
Composite CN 72.14
Use CN =
72.1

STORMWATER MANAGEMENT PLAN
GREENSBORO-RANDOLPH MEAGASITE
Appendix E — Proposed Pond Calculations
and Grading
November 15, 2021 15

7
8
\ I 1
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HDR Engineering Inc.
of the Carolinas
440 S. Church Street, Suite 1000
Charlotte, NC 28202
704.338.6700
N.C.B.E.L.S. License Number: F-0116
ISSUE DATE
DESCRIPTION
PROJECT MANAGER VICKIE M. MILLER, AICP, PWS
PROJECT ENGINEER
DAVID BAKER, PE
DESIGN ENGINEER
WES TURLEY, PE
DRAWN BY
JENNIFER PALONI, EIT
DRAWN BY
JACOB RUDISILL
CHECKED BY
ROBERT BAYSDEN, PE
PROJECT NUMBER
10068163
GREENSBORO RANDOLPH MEGASITE
FOUNDATION
GREENSBORO RANDOLPH MEGASITE
RANDOLPH COUNTY, NORTH CAROLINA
0
1"
STORMWATER EXHIBIT
OVERALL
2,, FILENAME
SCALE
01 C-BG01-08.dwg
1 "=500'
SHEET

1 1 2
/ 1 �i
/ / / *
/
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r I /
I \
/I 1 // // \ �
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I
FOREBAY
//
I
MAIN POOL
BOTTOM OF SHELF
EL 677.5
NORMAL POOL
EL 678
SURFACE AREA 168,544 SF
TOP OF SHELF
EL 678.5
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HDR Engineering Inc.
of the Carolinas
440 S. Church Street, Suite 1000
Charlotte, NC 28202
704.338.6700
N.C.B.E.L.S. License Number: F-0116
ISSUE DATE DESCRIPTION
4
NORMAL POOL
•
EL 678
5 1 6 1 7 1 8
WATER QUALITY VOLUME
EL 681
SEDIMENT STORAGE
EL 672
o
O CCO .- 0 0 cP L) if 03 a-
0 o EE CO CO CD 0) 0) 0) 0) CD
414 LF 60" @ 0.24%
N r M C▪ Y) N 00 CO
co co CO CO CO co co
0
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co
o
Lij
w
z
b
0+00 0+50 1+00 1+50 2+00 2+50 3+00 3+50 4+00 4+50 5+00 5+50 6+00 6+50 7+00 7+50 8+00 8+50 9+00 9+50 10+00 10+50 11+00 11+50
PROJECT MANAGER VICKIE M. MILLER, AICP, PWS
PROJECT ENGINEER
DAVID BAKER, PE
DESIGN ENGINEER
WES TURLEY, PE
DRAWN BY
JENNIFER PALONI, EIT
DRAWN BY
JACOB RUDISILL
CHECKED BY
ROBERT BAYSDEN, PE
PROJECT NUMBER
10068163
GREENSBORO RANDOLPH MEGASITE
FOUNDATION
GREENSBORO RANDOLPH MEGASITE
RANDOLPH COUNTY, NORTH CAROLINA
0
1"
STORMWATER EXHIBIT
WET POND A3
2" FILENAME
SCALE
01 C-BG01-08.dwg
1 "=60'
SHEET
D
C
B
A

Source: NCDEQ Stormwater Design Manual, C-3. Wet Pond - April 2017
MDC 1-2 Main Pool Surface Area, Volume, and Depth
Total Drainage Area to Pond (ac) =
224.60
Post -Developed Impervious Area (ac) =
110.60
Average Pool Depth Davg (ft) =
4.8
Pond Bottom Elevation (ft) =
672.00
Bottom of Sediment Storage Elevation (ft) =
671.00
Permanent Pool elevation (ft) =
678.00
Ratio (SAIDA) for Davg
1.31
Surface Area Required (ft2)
128165
Surface Area Provided (ft2)
168544
or
49.2
2.94226 acres
Table 1: Piedmont and Mountain SAIDA Table
% Permanent Pool Average Depth (ft)
Impervious 3.0 4.0 5.0 6.0 7.0 8.0
10
0.51
0.43
0.37
0.30
0.27
0.25
20
0.84
0.69
0.61
0.51
0.44
0.40
30
1.17
0.94
0.84
0.72
0.61
0.56
40
1.51
1.24
1.09
0.91
0.78
0.71
50
1.79
1.51
1.31
1.13
0.95
0.87
60
2.09
1.77
1.49
1.31
1.12
1.03
70
2.51
2.09
1.80
1.56
1.34
1.17
72
2.59
2.15
1.85
1.61
1.40
1.22
80
2.92
2.41
2.07
1.82
1.62
1.40
90
3.25
2.64
2.31
2.04
1.84
1.59
100
3.55
2.79
2.52
2.34
2.04
1.75
Average Pond Depth
Davg =
VPP-Vshei f
Abottornofshelf
Where: Davy
Vehelf =
Where:
Vpp
Vsher
Ahoxom at shelf =
Average depth in feet
Total volume of permanent pool (feet')
Volume over the shelf only (feet') see below
Area of wet pond at the bottom of the shelf (feet=)
0.5 * Depthmax aver shelf * Perimeters,,, pcpf * Widths bmerged pan of shelf
Dmax over shed
Perimeterpem,anant pod =
Wldthsubmerged part of shelf =
Depth of water at the deep side of the shelf as
measured at permanent pool (feet)
Perimeter of permanent pool at the bottom of the
shelf (feet)
Width from the deep side to the dry side of the
shelf as measured at permanent pool (feet)
Volume of Perm Pool Vpp (ft3)=
783488
Shelf Bottom Area Abot (ft3)=
164112
Max Pool Depth Above Shelf Dmax (ft)=
0.5
Perimeter of Shelf Bottom Pperm (ft)=
1394
Width of Submerged Shelf W sub (ft)=
3.0
Volume Over Shelf Vshelf (ft3)=
1046
Average Depth Davg (ft)=
4.77

Water Quality Volume
Rv
Where:
DV
Where:
0.05 + 0.9 * IA
Rv
IA
= Runoff coefficient (unitless)
Impervious fraction (unitless)
3630*Ro*Rv*A
DV
RD
A
= Design volume (cu ft)
Design storm depth (in)
Drainage area (ac
Runoff Coefficient Rv=
0.5
Design Storm Depth RD (in)=
1.0
Water Quality Volume (ft3)=
402095
Depth of Water Quality Volume Release (ft)
3.00
or
9.2
3.1
ac-ft
acres
Orifice Sizing
WQv Stage in Pond (ft)
681.00
WQv Release Period (days)
4.0
WQv Release Rate (cfs)
1.16
Avg Head (ft) = (WQv Elev - Perm Pool Elev) 12 =
1.50
Estimated Orifice Diameter (in)
6.0
Orifice Diameter Provided (in)
6.0
Actual Release Rate (cfs)
1.16
Actual WQv Release Period (days)
4.0
Pond Grading
Normal Pool Stage - Storage Data
Elevation
Surface
Area (sf)
Area (ac-ft)
Inc. Vol. (ac-
ft)
Total Vol.
(ac-ft)
Det. Vol. (ac-
ft)
Notes
672.00
99117
2.28
0.000
674.00
113009
2.59
4.870
4.870
676.00
144060
3.31
5.901
10.771
677.50
164112
3.77
5.306
16.077
BS
678.00
168544
3.87
1.909
17.986
0.00
NP
678.50
175477
4.03
1.974
19.961
1.97
TS
680.00
183296
4.21
6.177
26.138
8.15
681.00
188578
4.33
4.269
30.407
12.42
WQv
682.00
193916
4.45
4.390
34.797
16.81
684.00
204761
4.70
9.152
43.949
25.96
686.00
215830
4.95
9.655
53.605
35.62
688.00
227123
5.21
10.169
63.774
45.79
690.00
238641
5.48
10.692
74.466
56.48
692.00
250383
5.75
11.226
85.693
67.71
Top
Forebay Design
Elevation
Surface
Area (sf)
Area (ac-ft)
Inc. Vol. (ac-
ft)
Total Vol.
(ac-ft)
% of Pool
Volume
Notes
674.00
5566
0.37
0.000
675.00
16191
0.64
0.250
0.250
1%
676.00
27988
0.90
0.507
0.757
4%
677.00
39214
0.96
0.771
1.528
9%
678.00
41815
0.00
0.930
2.458
16%

Scour Hole Calculations
Project Name: Greensboro -Randolph Megasite
Project No. :
Sheet Title : Pond A3
Originated By :
Checked By:
QA /QC Verification
KET
Date:
Date:
Date:
November 10, 2021
Description
Units Input Calculation
Source
Notes
Q10
cfs 195
From HydroCAD pond routing
Diameter Pipe
inches 60
Design
Manning's "n"
0.013
RCP
Slope Pipe
FT/FT 0.0048
Design
Outlet Invert Elevation
FT 670
Design
Normal Depth
FT 5
Pipe flowing full - see partial flow depth chart at right
Velocity at Normal Depth
fps 9.93
Tailwater Elevation
FT 675
Assumed tailwater
TW/D
1.00
Q/D^2.5
3.5
Yo/D
0.70
HEC 14, Figure III-10
Yo=Ye
FT
3.5
Area at Ye
FT2
13.51
From partial flow depth chart
Velocity (V=Q/A)
fps
14.43
RIP -RAP D50
FT 1.2
Class II
D50/Ye
0.34
"FROUDE #"
1.36
hs/Ye
0.9
HEC 14, Figure X1-2
hs
FT
3.15
Dispersion Pool Length
FT
31.50
Apron Width
FT
15.75
Depth of RIP -RAP Entrance Slope
FT
3.60
Depth of RIP -RAP in Basin
FT
2.40

Stormwater Exhibit
1
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HDR Engineering Inc.
of the Carolinas
440 S. Church Street, Suite 1000
Charlotte, NC 28202
704.338.6700
N.C.B.E.L.S. License Number: F-0116
ISSUE DATE DESCRIPTION
PROJECT MANAGER VICKIE M. MILLER, AICP, PWS
PROJECT ENGINEER
DAVID BAKER, PE
DESIGN ENGINEER
WES TURLEY, PE
DRAWN BY
JENNIFER PALONI, EIT
DRAWN BY
JACOB RUDISILL
CHECKED BY
ROBERT BAYSDEN, PE
PROJECT NUMBER
10068163
GREENSBORO RANDOLPH MEGASITE
FOUNDATION
GREENSBORO RANDOLPH MEGASITE
RANDOLPH COUNTY, NORTH CAROLINA
0
1"
STORMWATER EXHIBIT
WET POND B2
2., FILENAME
SCALE
01 C-BG01-08.dwg
1 "=60'
SHEET

Greensboro Megasite
NC DEQ Wet Pond Analysis
Wet Pond B2
Date:
Rev:
10/26/2021
By:
QC:
JP
KT
Source: NCDEQ Stormwater Design Manual, C-3. Wet Pond - April 2017
MDC 1-2 Main Pool Surface Area, Volume, and Depth
Total Drainage Area to Pond (ac) =
279.00
Post -Developed Impervious Area (ac) =
177.90
Average Pool Depth Davg (ft) =
5.2
Pond Bottom Elevation (ft) =
608.00
Bottom of Sediment Storage Elevation (ft) =
607.00
Permanent Pool elevation (ft) =
614.00
Ratio (SAIDA) for Davg
1.55
Surface Area Required (ft2)
188375
Surface Area Provided (ft2)
214613
or
63.8
4.3245 acres
Table 1: Piedmont and Mountain SAIDA Table
% Permanent Pool Average Depth (ft)
Impervious 3.0 4.0 5.0 6.0 7.0 8.0
10
0.51
0.43
0.37
0.30
0.27
0.25
20
0.84
0.69
0.61
0.51
0.44
0.40
30
1.17
0.94
0.84
0.72
0.61
0.56
40
1.51
1.24
1.09
0.91
0.78
0.71
50
1.79
1.51
1.31
1.13
0.95
0.87
60
2.09
1.77
1.49
1.31
1.12
1.03
70
2.51
2.09
1.80
1.56
1.34
1.17
72
2.51
2.09
1.80
1.56
1.34
1.17
80
2.92
2.41
2.07
1.82
1.62
1.40
90
3.25
2.64
2.31
2.04
1.84
1.59
100
3.55
2.79
2.52
2.34
2.04
1.75
Average Pond Depth
Doug =
Where:
%half
Where:
VPP-Vshelf
Abottomofshelf
Dav9
Vpp
%heir
Abo,wm of shelf =
Average depth in feet
Total volume of permanent pool (feet3)
Volume over the shelf only (feet3) - see below
Area of wet pond at the bottom of the shelf (feet2)
0.5* ,, , „e, Shah `Perimeters peo, * Width,..brn,d part of shelf
Perimeterpe,,,,a„a )pool =
Widths„bmereedpen orshell =
Depth of water at the deep side of the shelf as
measured at permanent pool (feet)
Perimeter of permanent pool at the bottom of the
shelf (feet)
Width from the deep side to the dry side of the
shelf as measured at permanent pool (feet)
Volume of Perm Pool VPP (ft3)=
1113926
Shelf Bottom Area Abot (ft3)=
211995
Max Pool Depth Above Shelf Dmax (ft)=
0.5
Perimeter of Shelf Bottom perm (ft)=
1874
Width of Submerged Shelf W sub (ft)=
3.0
Volume Over Shelf Vsheif (ft3)=
1406
Average Depth Davg (ft)=
5.25

Water Quality Volume
Rv
Where:
0.05 + 0.9 ' IA
Rv = Runoff coefficient (unitless)
IA = Impervious fraction (unitless)
DV = 3630*Ro*Rv*A
% here
DV
RD
A
Design volume (cu ft)
Design storm depth (in)
= Drainage area (ac)
Runoff Coefficient Rv=
0.6
Design Storm Depth RD (in)=
1.0
Water Quality Volume (ft3)=
631838
Depth of Water Quality Volume Release (ft)
3.00
or
14.5
4.8
ac-ft
acres
Orifice Sizing
WQv Stage in Pond (ft)
617.00
WQv Release Period (days)
4.0
WQv Release Rate (cfs)
1.83
Avg Head (ft) = (WQv Elev - Perm Pool Elev) 12 =
1.50
Estimated Orifice Diameter (in)
7.5
Orifice Diameter Provided (in)
7.0
Actual Release Rate (cfs)
1.58
Actual WQv Release Period (days)
4.6
Pond Grading
Stage - Storage Data
Elevation
Surface
Area (sf)
Area (ac-ft)
Inc. Vol. (ac-
ft)
Total Vol.
(ac-ft)
Det. Vol. (ac-
ft)
Notes
608.00
148967
3.42
0.000
610.00
178807
4.10
7.525
7.525
612.00
195255
4.48
8.587
16.112
613.50
211995
4.87
7.012
23.124
BS
614.00
214613
4.93
2.448
25.572
0.00
NP
614.50
223363
5.13
2.514
28.086
2.51
TS
616.00
232041
5.33
7.841
35.927
10.35
617.00
237897
5.46
5.394
41.321
15.75
WQv
618.00
243810
5.60
5.529
46.850
21.28
620.00
255804
5.87
11.470
58.320
32.75
622.00
268025
6.15
12.025
70.345
44.77
Top
Forebay Design
Elevation
Surface
Area (sf)
Area (ac-ft)
Inc. Vol. (ac-
ft)
Total Vol.
(ac-ft)
% of Pool
Volume
Notes
608.00
12287
0.28
0.000
609.00
22118
0.51
0.395
0.395
2%
610.00
30448
0.70
0.603
0.998
4%
611.00
32660
0.75
0.724
1.723
7%
612.00
34945
0.80
0.776
2.499
11%
613.00
37303
0.86
0.829
3.328
15%
614.00
39734
0.91
0.884
4.212
20%

Scour Hole Calculations
Project Name: Greensboro -Randolph Megastie
Project No. :
Sheet Title : Pond B2
Originated By :
Checked By:
QA /QC Verification
KET
Date:
Date:
Date:
November 15, 2021
Description
Units Input Calculation
Source
Notes
Q10
cfs 331
From HydroCAD pond routing
Diameter Pipe
inches 66
Design
Manning's "n"
0.013
RCP
Slope Pipe
FT/FT 0.0143
Design
Outlet Invert Elevation
FT 604
Design
Normal Depth
FT 5.5
Pipe flowing full - see partial flow depth chart at right
Velocity at Normal Depth
fps 13.93
Tailwater Elevation
FT 609
Assumed tailwater
TW/D
0.91
Q/D^2.5
4.7
Yo/D
0.66
HEC 14, Figure III-10
Yo=Ye
FT
3.63
Area at Ye
FT2
16.3471
From partial flow depth chart
Velocity (V=Q/A)
fps
20.25
RIP -RAP D50
FT 1.2
Class II
D50/Ye
0.33
"FROUDE #"
1.87
hs/Ye
0.7
HEC 14, Figure X1-2
hs
FT
2.54
Dispersion Pool Length
FT
25.41
Apron Width
FT
12.71
Depth of RIP -RAP Entrance
Slope
FT
3.60
Depth of RIP -RAP in Basin
FT
2.40

1
2
3
4
5
6
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8
680
670
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630
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HDR Engineering Inc.
of the Carolinas
440 S. Church Street, Suite 1000
Charlotte, NC 28202
704.338.6700
N.C.B.E.L.S. License Number: F-0116
ISSUE DATE
DESCRIPTION
PROJECT MANAGER VICKIE M. MILLER, AICP, PWS
PROJECT ENGINEER
DAVID BAKER, PE
DESIGN ENGINEER
WES TURLEY, PE
DRAWN BY
JENNIFER PALONI, EIT
DRAWN BY
JACOB RUDISILL
CHECKED BY
ROBERT BAYSDEN, PE
PROJECT NUMBER
10068163
GREENSBORO RANDOLPH MEGASITE
FOUNDATION
GREENSBORO RANDOLPH MEGASITE
RANDOLPH COUNTY, NORTH CAROLINA
0
1"
STORMWATER EXHIBIT
WET POND C2
2" FILENAME
SCALE
01 C-BG01-08.dwg
1 "=60'
SHEET

Source: NCDEQ Stormwater Design Manual, C-3. Wet Pond - April 2017
MDC 1-2 Main Pool Surface Area, Volume, and Depth
Total Drainage Area to Pond (ac) =
533.80
Post -Developed Impervious Area (ac) =
325.30
Average Pool Depth Davg (ft) =
4.6
Pond Bottom Elevation (ft) =
644.00
Bottom of Sediment Storage Elevation (ft) =
643.00
Permanent Pool elevation (ft) =
650.00
Ratio (SAIDA) for Davg
1.49
Surface Area Required (ft2)
346460
Surface Area Provided (ft2)
386547
or
60.9
7.95362 acres
Table 1: Piedmont and Mountain SAIDA Table
% Permanent Pool Average Depth (ft)
Impervious 3.0 4.0 5.0 6.0 7.0 8.0
10
0.51
0.43
0.37
0.30
0.27
0.25
20
0.84
0.69
0.61
0.51
0.44
0.40
30
1.17
0.94
0.84
0.72
0.61
0.56
40
1.51
1.24
1.09
0.91
0.78
0.71
50
1.79
1.51
1.31
1.13
0.95
0.87
60
2.09
1.77
1.49
1.31
1.12
1.03
70
2.51
2.09
1.80
1.56
1.34
1.17
72
2.59
2.15
1.85
1.61
1.40
1.22
80
2.92
2.41
2.07
1.82
1.62
1.40
90
3.25
2.64
2.31
2.04
1.84
1.59
100
3.55
2.79
2.52
2.34
2.04
1.75
Average Pond Depth
Davg =
Where:
Vs het( =
VPP-Vshelf
Abottomo fshelf
Davg
Vpp
Vshelf =
Abottom shelf =
Average depth in feet
Total volume of permanent pool (feet3)
Volume over the shelf only (feet3) - see below
Area of wet pond at the bottom of the shelf (feet;)
0.5 ' De p th max over shelf * Peri mete rperm poo, " Width submerged part of shelf
Where: Dmexover shelf =
Perimeterpem,anent pod
Wldthsubmerged part of shelf =
Depth of water at the deep side of the shelf as
measured at permanent pool (feet)
Perimeter of permanent pool at the bottom of the
shelf (feet)
Width from the deep side to the dry side of the
shelf as measured at permanent pool (feet)
Volume of Perm Pool Vpp (ft3)=
1763487
Shelf Bottom Area Abot (ft3)=
380777
Max Pool Depth Above Shelf D. (ft)=
0.5
Perimeter of Shelf Bottom Pperm (ft)=
2417
Width of Submerged Shelf W sub (ft)=
3.0
Volume Over Shelf Vshelf (ft3)=
1813
Average Depth Davg (ft)=
4.63

Water Quality Volume
Rv
Where:
0.05 + 0.9 * IA
Rv
IA
Runoff coefficient (unitless)
Impervious fraction (unitless)
DV = 3630*Rc*Rv*A
Where:
DV
RD
A
Design volume (cu ft)
Design storm depth (in)
Drainage area (ac)
Runoff Coefficient Rv=
0.6
Design Storm Depth RD (in)=
1.0
Water Quality Volume (ft3)=
1159640
Depth of Water Quality Volume Release (ft)
3.00
or
26.6
8.9
ac-ft
acres
Orifice Sizing
WQv Stage in Pond (ft)
653.00
WQv Release Period (days)
4.0
WQv Release Rate (cfs)
3.36
Avg Head (ft) = (WQv Elev - Perm Pool Elev) 12 =
1.50
Estimated Orifice Diameter (in)
10.2
Orifice Diameter Provided (in)
10.0
Actual Release Rate (cfs)
3.22
Actual WQv Release Period (days)
4.2
Stage - Storage Data
Elevation
Surface
Area (sf)
Area (ac-ft)
Inc. Vol. (ac-
ft)
Total Vol.
(ac-ft)
Det. Vol. (ac-
ft)
Notes
644.00
223281
5.13
0.000
646.00
260873
5.99
11.115
11.115
648.00
309169
7.10
13.086
24.201
649.50
380777
8.74
11.879
36.080
BS
650.00
386547
8.87
4.404
40.484
0.00
NP
650.50
395416
9.08
4.488
44.972
4.49
TS
652.00
406548
9.33
13.808
58.780
18.30
653.00
414041
9.51
9.419
68.199
27.71
WQv
654.00
421590
9.68
9.592
77.791
37.31
656.00
436857
10.03
19.707
97.498
57.01
657.50
448455
10.30
15.243
112.741
72.26
Top
Forebay Design
Elevation
Surface
Area (sf)
Area (ac-ft)
Inc. Vol. (ac-
ft)
Total Vol.
(ac-ft)
% of Pool
Volume
Notes
644.00
6348
0.15
0.000
645.00
19104
0.44
0.292
0.292
1%
646.00
33452
0.77
0.603
0.895
2%
647.00
45890
1.05
0.911
1.806
5%
648.00
71058
1.63
1.342
3.149
8%
649.00
74435
1.71
1.670
4.819
14%
650.00
77890
1.79
1.748
6.567
19%

Scour Hole Calculations
Project Name: Greensboro -Randolph Megastie
Project No. :
Sheet Title : Pond C2
Originated By :
Checked By:
QA /QC Verification
KET
Date:
Date:
Date:
December21, 2021
Description
Units Input Calculation
Source
Notes
Q10
cfs 388
From HydroCAD pond routing
Diameter Pipe
inches 72
Design
Manning's "n"
0.013
RCP
Slope Pipe
FT/FT 0.0425
Design
Outlet Invert Elevation
FT 626
Design
Normal Depth
FT 6
Pipe flowing full - see partial flow depth chart at right
Velocity at Normal Depth
fps 13.72
Tailwater Elevation
FT 630
Assumed tailwater
TW/D
0.67
Q/D^2.5
4.4
Yo/D
0.80
HEC 14, Figure III-10
Yo=Ye
FT
4.8
Area at Ye
FT2
22.7448
From partial flow depth chart
Velocity (V=Q/A)
fps
17.06
RIP -RAP D50
FT 1.2
Class II
D50/Ye
0.25
"FROUDE #"
1.37
hs/Ye
1
HEC 14, Figure X1-2
hs
FT
4.80
Dispersion Pool Length
FT
48.00
Apron Width
FT
24.00
Depth of RIP -RAP Entrance Slope
FT
3.60
Depth of RIP -RAP in Basin
FT
2.40

1
2
3
4
5
6
7 1 8
1
\
,18‘N
��i'" ////; '/'",' - 2 1 \
irk/4,1!//////ii�� )j
1l111//�/ 1�
11111/1I11 1// /1�`
/l/%/6/r /(
1 it►, )
1 \l ` ,
\\�`� �•
1
a i \
11
p
(
'�\
/
HDR Engineering Inc.
of the Carolinas
440 S. Church Street, Suite 1000
Charlotte, NC 28202
704.338.6700
N.C.B.E.L.S. License Number: F-0116
ISSUE DATE DESCRIPTION
PROJECT MANAGER VICKIE M. MILLER, AICP, PWS
PROJECT ENGINEER
DAVID BAKER, PE
DESIGN ENGINEER
WES TURLEY, PE
DRAWN BY
JENNIFER PALONI, EIT
DRAWN BY
JACOB RUDISILL
CHECKED BY
ROBERT BAYSDEN, PE
PROJECT NUMBER
10068163
GREENSBORO RANDOLPH MEGASITE
FOUNDATION
GREENSBORO RANDOLPH MEGASITE
RANDOLPH COUNTY, NORTH CAROLINA
0
1"
STORMWATER EXHIBIT
DRY PONDS
2" FILENAME
SCALE
01 C-BG01-08.dwg
1"=150'
SHEET

STORMWATER MANAGEMENT PLAN
GREENSBORO-RANDOLPH MEAGASITE
Appendix E — Proposed Condition Model
Results
6 I November 15, 2021

DA Al
<Subca>
DW A2
Pon A3
A-1 A-2
Outfall Al Outfall A2
Reach
<B2.0
DA B2
Pon B1
B2
B-1
Total DA B
DA B3. U
B-2
Outfall B2
-A
Total DA C
Routing Diagram for ProposedConditions 11.10.21
Prepared by HDR, Inc, Printed 11/15/2021
HydroCAD® 10.00-25 s/n 07102 © 2019 HydroCAD Software Solutions LLC

ProposedConditions 11.10.21
Prepared by HDR, Inc
HydroCAD® 10.00-25 s/n 07102 © 2019 HydroCAD Software Solutions LLC
Printed 11/15/2021
Page 2
Area Listing (all nodes)
Area CN Description
(acres) (subcatchment-numbers)
99.300 94 (A1)
404.100 95 (A2, B1)
53.900 76 (A3.U)
37.000 78 (A4.U)
33.500 73 (B2.U)
62.000 69 (B3.U)
533.800 91 (C1)
183.000 75 (C2.U)
162.400 72 (C3.U)
1,569.000 86 TOTAL AREA

ProposedConditions 11.10.21
Prepared by HDR, Inc
HydroCAD® 10.00-25 s/n 07102 © 2019 HydroCAD Software Solutions LLC
Printed 11/15/2021
Page 3
Soil Listing (all nodes)
Area Soil Subcatchment
(acres) Group Numbers
0.000 HSG A
0.000 HSG B
0.000 HSG C
0.000 HSG D
1,569.000 Other Al, A2, A3.U, A4.U, B1, B2.U, B3.U, C1, C2.U, C3.0
1,569.000 TOTAL AREA

ProposedConditions 11.10.21
Prepared by HDR, Inc
HydroCAD® 10.00-25 s/n 07102 © 2019 HydroCAD Software Solutions LLC
Printed 11/15/2021
Page 4
Ground Covers (all nodes)
HSG-A HSG-B HSG-C HSG-D Other Total Ground Subcatchment
(acres) (acres) (acres) (acres) (acres) (acres) Cover Numbers
0.000
0.000
0.000 0.000
0.000 0.000
0.000 1,569.000 1,569.000 Al , A2, A3.U, A4.U,
B1, B2.U, B3.U,
C1, C2.U, C3.0
0.000 1,569.000 1,569.000 TOTAL AREA

ProposedConditions 11.10.21
Prepared by HDR, Inc
HydroCAD® 10.00-25 s/n 07102 © 2019 HydroCAD Software Solutions LLC
Printed 11/15/2021
Page 5
Pipe Listing (all nodes)
Line# Node In -Invert Out -Invert Length Slope n Diam/Width Height Inside -Fill
Number (feet) (feet) (feet) (ft/ft) (inches) (inches) (inches)
1 Pond A3
2 Pond B1
3 Pond B2
4 Pond C1
5 Pond C2
672.00
676.00
608.00
665.00
644.00
670.00
617.00
604.00
654.00
626.00
414.0
711.0
280.0
991.0
424.0
0.0048
0.0830
0.0143
0.0111
0.0425
0.013
0.013
0.013
0.013
0.013
60.0
84.0
66.0
72.0
72.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0

ProposedConditions 11.10.21 NRCC 24-hr B NRCC-100yr-24hr Rainfall=7.42"
Prepared by HDR, Inc Printed 11/15/2021
HydroCAD® 10.00-25 s/n 07102 © 2019 HydroCAD Software Solutions LLC Page 6
Time span=0.00-48.00 hrs, dt=0.05 hrs, 961 points
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN
Reach routing by Stor-Ind+Trans method - Pond routing by Stor-Ind method
SubcatchmentAl: Al -A
SubcatchmentA2: A2
SubcatchmentA3.U: DAA1
SubcatchmentA4.U: DA A2
SubcatchmentBl: B1-A
SubcatchmentB2.U: DA B2.0
SubcatchmentB3.U: DA B3.0
SubcatchmentCl: C1-A
SubcatchmentC2.U: DA C2.0
SubcatchmentC3.U: DA C3.0
Pond Pond A3: Pond A3
RunoffArea=99.300 ac 0.00% Impervious Runoff Depth=6.71"
Tc=20.0 min CN=94 Runoff=549.10 cfs 55.487 af
Runoff Area=125.300 ac 0.00% Impervious Runoff Depth=6.82"
Tc=25.0 min CN=95 Runoff=629.70 cfs 71.251 af
RunoffArea=53.900 ac 0.00% Impervious Runoff Depth=4.63"
Tc=30.0 min CN=76 Runoff=184.14 cfs 20.811 af
RunoffArea=37.000 ac 0.00% Impervious Runoff Depth=4.86"
Tc=22.0 min CN=78 Runoff=154.43 cfs 14.977 af
RunoffArea=278.800 ac 0.00% Impervious Runoff Depth=6.82"
Tc=30.0 min CN=95 Runoff=1,275.64 cfs 158.538 af
RunoffArea=33.500 ac 0.00% Impervious Runoff Depth=4.30"
Tc=30.0 min CN=73 Runoff=106.37 cfs 12.003 af
RunoffArea=62.000 ac 0.00% Impervious Runoff Depth=3.86"
Tc=30.0 min CN=69 Runoff=176.58 cfs 19.950 af
RunoffArea=533.800 ac 0.00% Impervious Runoff Depth=6.35"
Tc=30.0 min CN=91 Runoff=2,356.30 cfs 282.572 af
Runoff Area=183.000 ac 0.00% Impervious Runoff Depth=4.52"
Tc=50.0 min CN=75 Runoff=457.89 cfs 68.954 af
Runoff Area=162.400 ac 0.00% Impervious Runoff Depth=4.19"
Tc=45.0 min CN=72 Runoff=402.29 cfs 56.697 af
Peak EIev=690.31' Storage=3,314,277 cf Inflow=1,164.50 cfs 126.739 af
Outflow=354.77 cfs 116.715 af
Pond Pond B1: Pond B1 Peak EIev=686.46' Storage=2,157,866 cf Inflow=1,275.64 cfs 158.538 af
84.0" Round Culvert n=0.013 L=711.0' S=0.0830 '/' Outflow=489.01 cfs 158.426 af
Pond Pond B2: Pond B2 Peak EIev=620.97' Storage=2,782,860 cf Inflow=489.01 cfs 158.426 af
Outflow=365.70 cfs 145.363 af
Pond Pond C1: Pond C1 Peak EIev=681.15' Storage=5,401,245 cf Inflow=2,356.30 cfs 282.572 af
72.0" Round Culvert n=0.013 L=991.0' S=0.0111 '/' Outflow=518.18 cfs 280.511 af
Pond Pond C2: Pond C2 Peak EIev=656.72' Storage=4,545,124 cf Inflow=518.18 cfs 280.511 af
Outflow=424.39 cfs 257.423 af
Link A-1: Outfall A1 Inflow=530.21 cfs 137.525 af
Primary=530.21 cfs 137.525 af

ProposedConditions 11.10.21 NRCC 24-hr B NRCC-100yr-24hr Rainfall=7.42"
Prepared by HDR, Inc Printed 11/15/2021
HydroCAD® 10.00-25 s/n 07102 © 2019 HydroCAD Software Solutions LLC Page 7
Link A-2: Outfall A2
Link B-1: Total DA B
Link B-2: Outfall B2
Link C: Total DA C
Inflow=154.43 cfs 14.977 af
Primary=154.43 cfs 14.977 af
Inflow=415.71 cfs 157.366 af
Primary=415.71 cfs 157.366 af
Inflow=176.58 cfs 19.950 af
Primary=176.58 cfs 19.950 af
Inflow=1,143.62 cfs 383.074 af
Primary=1,143.62 cfs 383.074 af
Total Runoff Area = 1,569.000 ac Runoff Volume = 761.241 af Average Runoff Depth = 5.82"
100.00% Pervious = 1,569.000 ac 0.00% Impervious = 0.000 ac

ProposedConditions 11.10.21 NRCC 24-hr B NRCC-100yr-24hr Rainfall=7.42"
Prepared by HDR, Inc Printed 11/15/2021
HydroCAD® 10.00-25 s/n 07102 © 2019 HydroCAD Software Solutions LLC Page 8
Summary for Subcatchment Al: Al -A
Runoff = 549.10 cfs @ 12.29 hrs, Volume=
55.487 af, Depth= 6.71"
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs
NRCC 24-hr B NRCC-100yr-24hr Rainfall=7.42"
Area (ac) CN Description
99.300 94
99.300 100.00% Pervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
20.0 Direct Entry,
600—'
550-'
500
450
400—'
, 350
U
3007'
o _
LL 250�
200�
150_
100'
Subcatchment Al: Al -A
Hydrograph
▪ 4 1549.10 c
▪ +
4-
T T T
t
NICq-1 QOyr-24hr
r T T —T
50�
8 10 12 14 16 18 20 22 24 26 28 30
Time (hours)
rt
NRCC 24-hr B
RaMfII=47.42"
RunoffArea=9$ 300-ac-
RR-nq#-yoRim$=55.4 7 f-
Runo f Depth=6.71"
T
Tc=20.0 min
CiV=94
r
+
r T
i
i
32
34
36
38
40 42
44
46
48
• Runoff

ProposedConditions 11.10.21 NRCC 24-hr B NRCC-100yr-24hr Rainfall=7.42"
Prepared by HDR, Inc Printed 11/15/2021
HydroCAD® 10.00-25 s/n 07102 © 2019 HydroCAD Software Solutions LLC Page 9
Summary for Subcatchment A2: A2
Runoff = 629.70 cfs @ 12.35 hrs, Volume=
71.251 af, Depth= 6.82"
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs
NRCC 24-hr B NRCC-100yr-24hr Rainfall=7.42"
Area (ac) CN Description
* 125.300 95
125.300 100.00% Pervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
25.0 Direct Entry,
Subcatchment A2: A2
Hydrograph
700 "
650=
600�
500�
450�
400-
o
3 350�
o
u 300-
250-
200�
150�
100
50
0
7
1629.70 cfs
+
r
-I 4
rt
1
+
7 1 T I- rt T
NRCC 2 -tt IIC
NRCq-190yf 24hrRa-in-W=7.4r-
CnoffAr-ea-i24.300-ic-
R}inoff yolpm =7'11.2,5.1 f-
Runoff Depth=6.82"
Tc=25.0 min
I- -
7 r r
1 1 1
1 1 1
- t r r
CN=95
+ 1
I1
T
8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48
Time (hours)
• Runoff

ProposedConditions 11.10.21 NRCC 24-hr B NRCC-100yr-24hr Rainfall=7.42"
Prepared by HDR, Inc Printed 11/15/2021
HydroCAD® 10.00-25 s/n 07102 © 2019 HydroCAD Software Solutions LLC Page 10
Summary for Subcatchment A3.U: DA Al
Runoff = 184.14 cfs @ 12.42 hrs, Volume=
20.811 af, Depth= 4.63"
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs
NRCC 24-hr B NRCC-100yr-24hr Rainfall=7.42"
Area (ac) CN Description
53.900 76
53.900 100.00% Pervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
30.0 Direct Entry,
200=
190
180=
170- -
160'
150='� -
140-
130=
H 120—
110= -
3 100
a 90='
80
70=
60-
50'_' -
40= -
30='
20=
10.
0
r
184.14 cfs'
4 4 1
4 4 4-
Y
4 4 4
4 4 1
Subcatchment A3.U: DA Al
Hydrograph
-i 1
Y Y
NRCC 24'1-hrlB
1
- 4 4- 4-
-Y
-NR-C -4QOy 24hrRainfajU=--T4 -
Ru1noff Arei=5 900-ic
I I 1 1
R�ncff V/�olyme=2�0.811 1f
4 R off-Depth=4.6 "-
▪ t Tc=;0-.0-rnin-
Y
Y
Y r
CiV=16
4
4-
-r r
8 10 12 14 16 18 20 22 24 26 28 30
Time (hours)
- -4 d-
▪ + 1-
▪ r
▪ tr
r r r
%/17." /////�
32
34
36
38
40 42
44
46 48
• Runoff

ProposedConditions 11.10.21 NRCC 24-hr B NRCC-100yr-24hr Rainfall=7.42"
Prepared by HDR, Inc Printed 11/15/2021
HydroCAD® 10.00-25 s/n 07102 © 2019 HydroCAD Software Solutions LLC Page 11
Summary for Subcatchment A4.U: DA A2
Runoff = 154.43 cfs @ 12.32 hrs, Volume=
14.977 af, Depth= 4.86"
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs
NRCC 24-hr B NRCC-100yr-24hr Rainfall=7.42"
Area (ac) CN Description
37.000 78
37.000 100.00% Pervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
22.0 Direct Entry,
U
0
LL
Subcatchment A4.U: DA A2
Hydrograph
170/
1601
150_
100_
90i•
80�
70i"
60�
50�
40�
304"
20
10=
0-
r r
I '154.43 cfs
L
t
L
I PA
-4
L
L
t
L
1 r r
rt t r
7 T
NICq-1 00yr-24hr
NRCC
24t.hrIB
Rainf;II=7.4"
Runoff Area=37.000 ac
t
L
t
L
L
Runoff 'oLput=14 9,77;f-
Runof#-Depth=4.86"
Tc=22.0 rnIn-
Cfit=78
y t r r +
L L L L
L L
t
i
r
L L
t
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)
■ Runoff

ProposedConditions 11.10.21 NRCC 24-hr B NRCC-100yr-24hr Rainfall=7.42"
Prepared by HDR, Inc Printed 11/15/2021
HydroCAD® 10.00-25 s/n 07102 © 2019 HydroCAD Software Solutions LLC Page 12
Summary for Subcatchment B1: B1-A
Runoff = 1,275.64 cfs @ 12.41 hrs, Volume=
158.538 af, Depth= 6.82"
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs
NRCC 24-hr B NRCC-100yr-24hr Rainfall=7.42"
Area (ac) CN Description
* 278.800 95
278.800 100.00% Pervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
30.0 Direct Entry,
1,400
1,300
1,200
1,100
1,000
900
800
700
600
500
400
300
200
100
0
Subcatchment B1: B1-A
Hydrograph
1 1 L 1 1
+ + + NRCC 241,hra3-
NRCC-1_00y-24hr- ta-inf;l1=7 42"
E urioff_Area-27$ 840_4c _
1 Runofi Volume158.538 4f
Ru'notf D'epih=6.82"
✓ It r i I r
Tp=20.Q mqn
1 1 1 CN=95
1 1 L
4 +
✓ r r r t r 4- r r
/;00O%////� 1 1////////////////
4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48
Time (hours)
■ Runoff

ProposedConditions 11.10.21 NRCC 24-hr B NRCC-100yr-24hr Rainfall=7.42"
Prepared by HDR, Inc Printed 11/15/2021
HydroCAD® 10.00-25 s/n 07102 © 2019 HydroCAD Software Solutions LLC Page 13
Summary for Subcatchment B2.U: DA B2.0
Runoff = 106.37 cfs @ 12.43 hrs, Volume= 12.003 af, Depth= 4.30"
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs
NRCC 24-hr B NRCC-100yr-24hr Rainfall=7.42"
Area (ac) CN Description
33.500 73
33.500 100.00% Pervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
30.0
Direct Entry,
Subcatchment B2.U: DA B2.0
Hydrograph
115=
110
105'' -
100'' -
95=
90
85
80= `
-
75€ N 70 -
1 1 + — — + — —
i 65_
60= 4 7 +
r
0 55=1 1 I 1 I 1 111
+
LL 50V fi ' y
45i 1 1
40i
35''
30_ - 1 1
25- 1 1 -4 r 1 1 1 - r 1 71 1 1 -J r r r
20= - 1 7 7 T r I 7 7 T L I I I 7 L r I I 1 7 T
15i I 1 L 1 11 I I ILL I 11
103 = + + L
II � 4;IIIPYZAW
7 T r 7
77
7 7 T r 1 1 1 7 r r I I
1 1 1106.37 cfs I 1 1 J 1 1 1 1 1 1 ILLI I
+--+--+--INRC-C-24-h-r+B-
7 1 L 7 1 1 L I CCU=fi40y 4hr 111F�a�nfialfl= 4"
4
4 L
L
7 T
1 1
7 rt L Runof-Aire=3. 5b0-4c-
L RI.inc ffyofpme='f12-L63
r + r 1 , rRtinoff-Depth=43b"-
7 7 T L
LI
Tc=40.Q min
7 L 7 C -=73—
I L L 1 1 11 1
7 L
I
1 1 1 L I I I L L I I I 1 1
1
r 7 + r 1 r r I- 1 1 1 7 1
I + +
8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48
Time (hours)
• Runo

ProposedConditions 11.10.21 NRCC 24-hr B NRCC-100yr-24hr Rainfall=7.42"
Prepared by HDR, Inc Printed 11/15/2021
HydroCAD® 10.00-25 s/n 07102 © 2019 HydroCAD Software Solutions LLC Page 14
Summary for Subcatchment B3.U: DA B3.0
Runoff = 176.58 cfs @ 12.43 hrs, Volume=
19.950 af, Depth= 3.86"
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs
NRCC 24-hr B NRCC-100yr-24hr Rainfall=7.42"
Area (ac) CN Description
62.000 69
62.000 100.00% Pervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
30.0 Direct Entry,
1
1
1
160
150=
1404- -
130= L' 1
, I I
120=---1L -+
N 110 t +
= I I LI
100' 1 L
O 90=
LT_ _ 1 1
80 =' T
70 1 7 t t
LI t
t
L
L
17a 58 pis'
Subcatchment B3.U: DA B3.0
Hydrograph
1
1 L 1 1 L 1 1 L L 1 L
+ 1 L t t L NR1'CC Z4-hr 1 3
-4 1 1
LI I 1 1 L L LI
1 1
L 1
1
NI CQ-190yr-24hr Rainf4II=7.4 "
4 1 1 t 4 Runoff Area= 61000-ic
i 4- 1 RPffVo=1119.Wf
1 4 1 1 1 1 1 1 RunoUD'epth= .86"-
+--+--+--LI I + + LI L
t + t t t
Tc=40.0min
41 1 r 1 1 1 1 r 1r
Iri
Cg=69 -
I
4 4 r 4 r t--t
60=
50 r 1 1 T T
40 1 t 1 T t 1 r 1 T
30= T T T T T t i T 1 t T T
20� 1 1 1 1 1 1 1 1 I 1 1 1 1 1 1 1 1 1
T
10
0
8 10 12 14 16 18 20 22 24 26 28 30
Time (hours)
32 34 36 38 40 42 44 46 48
■ Runoff

ProposedConditions 11.10.21 NRCC 24-hr B NRCC-100yr-24hr Rainfall=7.42"
Prepared by HDR, Inc Printed 11/15/2021
HydroCAD® 10.00-25 s/n 07102 © 2019 HydroCAD Software Solutions LLC Page 15
Summary for Subcatchment C1: C1-A
Runoff = 2,356.30 cfs @ 12.41 hrs, Volume= 282.572 af, Depth= 6.35"
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs
NRCC 24-hr B NRCC-100yr-24hr Rainfall=7.42"
Area (ac) CN Description
* 533.800 91
533.800 100.00% Pervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
30.0 Direct Entry,
2
2
2
2
2
2
2
1
Subcatchment C1: C1-A
Hydrograph
1L
L
,600i' 1 1 7 TTIT 7 r 1 1 7 r r
,500= - 1 1 1 i L 1 _ 1 L 1 1 1 1 L
2,356.30 cfs 11 1 1 1 1 1 1
400= ; 7 r , r r 7 T NRCC 247,-hrt
300 L L LJ
,200 7 T r T7 T 7 ;1RPC-1-00yr=2,1ir Rai111nf;11=74gn
,10021 1 L J L
1 1
,00o Furroff'1Area=538b0c
900 + 1 1 + + + 1 1 + +
,800I Runoff VQI-u-n1E=2$g. Of
,700 Runo#fDepth-6.3n
600 1 1 ' 1
,400
300 4 4 H
t + r 1 1 t - -+- -r 1 1 t + r 1 1 CN=4i-
,200 .
,100
lit L 1 1 1
IT r 1 1 7 r
,000
900
800 11
700 - 1 17 1 r T 1 1 1 1 1 1 r 1 1 1 1 4- I 1 1 T
600 I 1 1 L J 1 L L 1 L L 1 LI 1 1
500 1 17 TT T 7 T r T r 7 T r I 7 T
I 1 1
7 t I t--t t 1 1 t t t 1 1 t t t 1 1 7 t
7 t I ---t t 1 1 t t t 1 1 t t I 1 1 7 t
400° 1 I 1 1 1 L 1 1 1 1 L 1 1 1 1 L I 1 1 1
300 e - 1 -1 T1111111
200` ---1- --- --1 L 1 1 J 1 L 1 1 1 1 + 1 J 1 1
4 II
100.
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)
■ Runo

ProposedConditions 11.10.21 NRCC 24-hr B NRCC-100yr-24hr Rainfall=7.42"
Prepared by HDR, Inc Printed 11/15/2021
HydroCAD® 10.00-25 s/n 07102 © 2019 HydroCAD Software Solutions LLC Page 16
Summary for Subcatchment C2.U: DA C2.0
Runoff = 457.89 cfs @ 12.68 hrs, Volume=
68.954 af, Depth= 4.52"
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs
NRCC 24-hr B NRCC-100yr-24hr Rainfall=7.42"
Area (ac) CN Description
* 183.000 75
183.000 100.00% Pervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
50.0 Direct Entry,
Subcatchment C2.U: DA C2.0
Hydrograph
7 7 T 7
500- - 4 LLL I I 7 7 1 457.89 cfs t r I 7 7 T + I I I 7 T r I I I 7 T
460= ▪ L I- NRCC 244-hi B
440 i I - 7 + I 7 7 T + 7 T 7
420 ▪ 7 NR-c �-4Q0y hr j art-f 1-1=-.4 "-
aoo`' I I I I I 1 I I lturiof$Arlea1 �Ji_ .0ic_
380=
360- + IT + + T ▪ + I
340+ / I I I I I I
320= +- 7 + + 7 + +
300 _' - III I I I I
H , I I I I I I ) Q Tc= _rnIn _
i 280 ; + + + t +
3 260_ III I I I I I I �I14=/5
0 240; + +- + + + + + + + +
a 220 1 1 1 I I
200` - I I +--7--+ I + 7 + +
180= - I I I 1 1 I
160i I I + --- --+ + + + +
140 I
120i - I I - 4 + I -4 4 +
100= 1 1
80- - I I _,4 L+ I
60= 1
40`
20=
0
7 7 T T 7 T T I I I 7 T
4 s L L I I I 4 L L I I I s L
R ff-Vo =6116.S 4
Ruoff-Depth=4:52-
441
+ I
441
+ 4-
+
+ 4- 1 I I 7 4
/l77Aree/i'///i//7
8 10 12 14 16 18 20 22 24 26 28 30
Time (hours)
32 34 36 38 40 42 44 46 48
• Runo

ProposedConditions 11.10.21 NRCC 24-hr B NRCC-100yr-24hr Rainfall=7.42"
Prepared by HDR, Inc Printed 11/15/2021
HydroCAD® 10.00-25 s/n 07102 © 2019 HydroCAD Software Solutions LLC Page 17
Summary for Subcatchment C3.U: DA C3.0
Runoff = 402.29 cfs @ 12.62 hrs, Volume=
56.697 af, Depth= 4.19"
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs
NRCC 24-hr B NRCC-100yr-24hr Rainfall=7.42"
Area (ac) CN Description
* 162.400 72
162.400 100.00% Pervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
45.0 Direct Entry,
Subcatchment C3.U: DA C3.0
Hydrograph
440€
420 402.29crs
400= - i I , 7
T
380
360= ' 1 1
340= .. + +
320= T 7 T
300=
280
w 260'
o 240i
z 220 "
�° 200' --11 1I
4
180= 1
r
160-
140= 1 1 1 1 1
i I I
120i- ------I--+ + -+
100= 7 7 r
80 - I I
60 - r L r L
40i
20:
0
y
r
+ + I I I + r + I I 4 +
T T T 1 I ; T T 141kCG'I.24'rf-rTe-
T 1 1 FN Cq 00y! 4hr'IR a1nf u=T4;"
kith oft+Ar'ea�1 .44D- c -
REJnc ff-Vorym =56.697 f-
I
✓ i r I
t Rhiof#-D'ep h =4.19" _
Tc=4tO�nfin
✓ r r r I I I r r r
1 1 1 LI I I I 1 L
L
I 1 1
✓ r T r I I I r r r I I I r T
1I -4 T
L
L
y
L
r
L
r
r I
I 1 T
I rt t
8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48
Time (hours)
■ Runoff

ProposedConditions 11.10.21
Prepared by HDR, Inc
HydroCAD® 10.00-25 s/n 07102 © 2019 HydroCAD Software Solutions LLC
NRCC 24-hr B NRCC-100yr-24hr Rainfall=7.42"
Printed 11/15/2021
Page 18
Summary for Pond Pond A3: Pond A3
Inflow Area = 224.600 ac, 0.00% Impervious, Inflow Depth = 6.77" for NRCC-100yr-24hr event
Inflow = 1,164.50 cfs @ 12.31 hrs, Volume= 126.739 of
Outflow = 354.77 cfs @ 12.81 hrs, Volume= 116.715 af, Atten= 70%, Lag= 29.7 min
Primary = 354.77 cfs @ 12.81 hrs, Volume= 116.715 of
Routing by Stor-Ind method, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs
Starting Elev= 678.00' Surf.Area= 168,544 sf Storage= 781,799 cf
Peak Elev= 690.31' @ 12.81 hrs Surf.Area= 240,490 sf Storage= 3,314,277 cf (2,532,478 cf above start)
Plug -Flow detention time= 270.1 min calculated for 98.767 af (78% of inflow)
Center -of -Mass det. time= 149.6 min (926.5 - 776.8 )
Volume Invert Avail.Storage Storage Description
#1
Elevation
(feet)
672.00
674.00
676.00
678.00
680.00
682.00
684.00
686.00
688.00
690.00
692.00
672.00' 3,727,860 cf Custom Stage Data (Prismatic)Listed below (Recalc)
Device Routing
Surf.Area
(sq-ft)
99,117
113,009
144,060
168,544
183,296
193,916
204,761
215,830
227,123
238,641
250,383
Invert
Inc.Store
(cubic -feet)
0
212,126
257,069
312,604
351,840
377,212
398,677
420,591
442,953
465,764
489,024
Outlet Devices
Cum.Store
(cubic -feet)
0
212,126
469,195
781,799
1,133,639
1,510,851
1,909,528
2,330,119
2,773,072
3,238,836
3,727,860
#1 Primary
#2
#3
#4
Device 1
Device 1
Device 1
672.00'
678.00'
688.00'
681.00'
60.0" Round Culvert
L= 414.0' RCP, square edge headwall, Ke= 0.500
Inlet / Outlet Invert= 672.00' / 670.00' S= 0.0048'/' Cc= 0.900
n= 0.013, Flow Area= 19.63 sf
6.0" Vert. Orifice/Grate C= 0.600
40.0' long Sharp -Crested Rectangular Weir 0 End Contraction(s)
54.0" Horiz. Orifice/Grate C= 0.600
Limited to weir flow at low heads
Primary OutFlow Max=354.74 cfs @ 12.81 hrs HW=690.31' (Free Discharge)
t.=Culvert (Barrel Controls 354.74 cfs @ 18.07 fps)
-2=Orifice/Grate (Passes < 3.28 cfs potential flow)
-3=Sharp-Crested Rectangular Weir(Passes < 459.92 cfs potential flow)
-4=Orifice/Grate (Passes < 233.69 cfs potential flow)

ProposedConditions 11.10.21
Prepared by HDR, Inc
HydroCAD® 10.00-25 s/n 07102 © 2019 HydroCAD Software Solutions LLC
NRCC 24-hr B NRCC-100yr-24hr Rainfall=7.42"
Printed 11/15/2021
Page 19
1,300=
1,2001
1,1001
1000:-
900-
800:-
w
7001
6001
LL
500:-
400i
300:-
200f
100�
Elevation (feet)
69
69
69
68
68
68
68
68
68
68
68
68
68
67
67
67
67
67
67
67
67
r
r
Inflow Area=224.600 as
Peak tIev=69II 311
Storage=3,314,277 cf
r
1354.77 cfs /
Pond Pond A3: Pond A3
Hyd rog raph
it
L L
r r
L L
7 r
1
i
L
L
r
L
2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44
Time (hours)
Pond Pond A3: Pond A3
Stage -Discharge
r
46 48
0=
9=
8-
7=
6
5
4=
3=
24-
0
9
✓
✓
L
L
/'Orifice/Adipra-
Grate
i
7-fr
5
4m
3
L
L
i
L
Orifice/Grate
Sharp -Crested Rectangular Weir
L L
L L L
L L
L
i
L L
L L
r
r
✓
Culvert
r-
r
r
0
50 100 150 200
Discharge (cfs)
250 300 350
• Inflow
❑ Primary
❑ Primary

ProposedConditions 11.10.21 NRCC 24-hr B NRCC-100yr-24hr Rainfall=7.42"
Prepared by HDR, Inc Printed 11/15/2021
HydroCAD® 10.00-25 s/n 07102 © 2019 HydroCAD Software Solutions LLC Page 20
Elevation (feet)
0
692/
691-i
690=
689=
688-=
687-E
686-
685
684-
Pond Pond A3: Pond A3
Stage -Area -Storage
rrface/Horizontal/Wetted Area (sq-ft)
20,000 40,000 60,000 80,000 100,000 120,000 140,000 160,000 180,000 200,000 220,000 240,000
r
r
u1111
L 1 4 1
1111
r
r r r 1 r1
il
I J
L J
11
1111
11 J
r---I-� 1 r----tt
683'' I
682
681''r
680i ' -
679
678 f
677-'
676_
675_
674' ,
673
672
0
500,000
1,000,000
L LI
L - L - - L _ _ _ _ JI
I- r r
1,500,000 2,000,000 2,500,000
Storage (cubic -feet)
3,000,000
3,500,000
Surface
El Storage

ProposedConditions 11.10.21 NRCC 24-hr B NRCC-100yr-24hr Rainfall=7.42"
Prepared by HDR, Inc Printed 11/15/2021
HydroCAD® 10.00-25 s/n 07102 © 2019 HydroCAD Software Solutions LLC Page 21
Stage -Discharge for Pond Pond A3: Pond A3
Elevation Primary Elevation Primary
(feet) (cfs) (feet) (cfs)
672.00 0.00 682.40 78.50
672.20 0.00 682.60 95.53
672.40 0.00 682.80 104.76
672.60 0.00 683.00 110.36
672.80 0.00 683.20 115.69
673.00 0.00 683.40 120.78
673.20 0.00 683.60 125.67
673.40 0.00 683.80 130.37
673.60 0.00 684.00 134.91
673.80 0.00 684.20 139.29
674.00 0.00 684.40 143.55
674.20 0.00 684.60 147.68
674.40 0.00 684.80 151.70
674.60 0.00 685.00 155.61
674.80 0.00 685.20 159.43
675.00 0.00 685.40 163.16
675.20 0.00 685.60 166.81
675.40 0.00 685.80 170.37
675.60 0.00 686.00 173.87
675.80 0.00 686.20 177.29
676.00 0.00 686.40 180.65
676.20 0.00 686.60 183.95
676.40 0.00 686.80 187.19
676.60 0.00 687.00 190.38
676.80 0.00 687.20 193.51
677.00 0.00 687.40 196.59
677.20 0.00 687.60 199.63
677.40 0.00 687.80 202.61
677.60 0.00 688.00 205.56
677.80 0.00 688.20 220.16
678.00 0.00 688.40 244.42
678.20 0.11 688.60 274.95
678.40 0.36 688.80 310.54
678.60 0.56 689.00 339.20
678.80 0.70 689.20 341.61
679.00 0.82 689.40 344.01
679.20 0.92 689.60 346.39
679.40 1.01 689.80 348.75
679.60 1.10 690.00 351.10
679.80 1.18 690.20 353.43
680.00 1.25 690.40 355.75
680.20 1.32 690.60 358.05
680.40 1.39 690.80 360.34
680.60 1.45 691.00 362.62
680.80 1.51 691.20 364.88
681.00 1.57 691.40 367.12
681.20 5.76 691.60 369.35
681.40 13.37 691.80 371.57
681.60 23.22 692.00 373.78
681.80 34.86
682.00 48.06
682.20 62.65

ProposedConditions 11.10.21 NRCC 24-hr B NRCC-100yr-24hr Rainfall=7.42"
Prepared by HDR, Inc Printed 11/15/2021
HydroCAD® 10.00-25 s/n 07102 © 2019 HydroCAD Software Solutions LLC Page 22
Stage -Area -Storage for Pond Pond A3: Pond A3
Elevation Surface Storage
(feet) (sq-ft) (cubic -feet)
Elevation Surface Storage
(feet) (sq-ft) (cubic -feet)
672.00 99,117 0 682.40 196,085 1,588,851
672.20 100,506 19,962 682.60 197,170 1,628,177
672.40 101,895 40,202 682.80 198,254 1,667,719
672.60 103,285 60,720 683.00 199,339 1,707,478
672.80 104,674 81,516 683.20 200,423 1,747,454
673.00 106,063 102,590 683.40 201,507 1,787,647
673.20 107,452 123,942 683.60 202,592 1,828,057
673.40 108,841 145,571 683.80 203,676 1,868,684
673.60 110,231 167,478 684.00 204,761 1,909,528
673.80 111,620 189,663 684.20 205,868 1,950,591
674.00 113,009 212,126 684.40 206,975 1,991,875
674.20 116,114 235,038 684.60 208,082 2,033,381
674.40 119,219 258,572 684.80 209,189 2,075,108
674.60 122,324 282,726 685.00 210,296 2,117,056
674.80 125,429 307,501 685.20 211,402 2,159,226
675.00 128,535 332,898 685.40 212,509 2,201,617
675.20 131,640 358,915 685.60 213,616 2,244,230
675.40 134,745 385,554 685.80 214,723 2,287,064
675.60 137,850 412,813 686.00 215,830 2,330,119
675.80 140,955 440,694 686.20 216,959 2,373,398
676.00 144,060 469,195 686.40 218,089 2,416,903
676.20 146,508 498,252 686.60 219,218 2,460,633
676.40 148,957 527,798 686.80 220,347 2,504,590
676.60 151,405 557,835 687.00 221,477 2,548,772
676.80 153,854 588,360 687.20 222,606 2,593,180
677.00 156,302 619,376 687.40 223,735 2,637,815
677.20 158,750 650,881 687.60 224,864 2,682,675
677.40 161,199 682,876 687.80 225,994 2,727,760
677.60 163,647 715,361 688.00 227,123 2,773,072
677.80 166,096 748,335 688.20 228,275 2,818,612
678.00 168,544 781,799 688.40 229,427 2,864,382
678.20 170,019 815,655 688.60 230,578 2,910,382
678.40 171,494 849,807 688.80 231,730 2,956,613
678.60 172,970 884,253 689.00 232,882 3,003,075
678.80 174,445 918,995 689.20 234,034 3,049,766
679.00 175,920 954,031 689.40 235,186 3,096,688
679.20 177,395 989,363 689.60 236,337 3,143,840
679.40 178,870 1,024,989 689.80 237,489 3,191,223
679.60 180,346 1,060,911 690.00 238,641 3,238,836
679.80 181,821 1,097,127 690.20 239,815 3,286,682
680.00 183,296 1,133,639 690.40 240,989 3,334,762
680.20 184,358 1,170,404 690.60 242,164 3,383,077
680.40 185,420 1,207,382 690.80 243,338 3,431,628
680.60 186,482 1,244,572 691.00 244,512 3,480,413
680.80 187,544 1,281,975 691.20 245,686 3,529,432
681.00 188,606 1,319,590 691.40 246,860 3,578,687
681.20 189,668 1,357,417 691.60 248,035 3,628,176
681.40 190,730 1,395,457 691.80 249,209 3,677,901
681.60 191,792 1,433,709 692.00 250,383 3,727,860
681.80 192,854 1,472,174
682.00 193,916 1,510,851
682.20 195,001 1,549,743

ProposedConditions 11.10.21 NRCC 24-hr B NRCC-100yr-24hr Rainfall=7.42"
Prepared by HDR, Inc Printed 11/15/2021
HydroCAD® 10.00-25 s/n 07102 © 2019 HydroCAD Software Solutions LLC Page 23
Summary for Pond Pond B1: Pond B1
Inflow Area = 278.800 ac, 0.00% Impervious, Inflow Depth = 6.82" for NRCC-100yr-24hr event
Inflow = 1,275.64 cfs @ 12.41 hrs, Volume= 158.538 of
Outflow = 489.01 cfs @ 12.90 hrs, Volume= 158.426 af, Atten= 62%, Lag= 29.4 min
Primary = 489.01 cfs @ 12.90 hrs, Volume= 158.426 af
Routing by Stor-Ind method, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs
Peak Elev= 686.46' @ 12.90 hrs Surf.Area= 353,105 sf Storage= 2,157,866 cf
Plug -Flow detention time= 67.4 min calculated for 158.261 af (100% of inflow)
Center -of -Mass det. time= 67.8 min (849.4 - 781.6 )
Volume Invert Avail.Storage Storage Description
#1 676.00' 2,737,543 cf Custom Stage Data (Prismatic)Listed below (Recalc)
Elevation Surf.Area Inc.Store Cum.Store
(feet) (sq-ft) (cubic -feet) (cubic -feet)
676.00 75,404 0 0
678.00 120,832 196,236 196,236
680.00 169,974 290,806 487,042
682.00 222,421 392,395 879,437
684.00 278,551 500,972 1,380,409
686.00 338,363 616,914 1,997,323
688.00 401,857 740,220 2,737,543
Device Routing Invert Outlet Devices
#1 Primary
676.00' 84.0" Round Culvert
L= 711.0' RCP, square edge headwall, Ke= 0.500
Inlet / Outlet Invert= 676.00' / 617.00' S= 0.0830'/' Cc= 0.900
n= 0.013, Flow Area= 38.48 sf
Primary OutFlow Max=488.99 cfs @ 12.90 hrs HW=686.46' (Free Discharge)
t1=Culvert (Inlet Controls 488.99 cfs @ 12.71 fps)

ProposedConditions 11.10.21
Prepared by HDR, Inc
HydroCAD® 10.00-25 s/n 07102 © 2019 HydroCAD Software Solutions LLC
NRCC 24-hr B NRCC-100yr-24hr Rainfall=7.42"
Printed 11/15/2021
Page 24
1,400:'
1,300�
1,200
1,1001-/
1,0001:
900�
w 800�
o
700+_
O
- 600
500-
400=
300=
200 '
1001'
Elevation (feet)
0
Pond Pond B1: Pond B1
Hyd rog raph
Hi 1-
4 II
1__L
rt--r
Hr
1,275.64 cf
1
1489
01 cfs
Peak t1ev=S86.461
1
7
i
Sto r�►ge=2 ,157 866 cif
r
-84.0"
f'koa rid C ulve rt
H - -
II
n=0.013
+ - - 1 - -I - - 7 - - 1 - - I
L=711.01
S=O O$-3$
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)
Pond Pond B1: Pond B1
Stage -Discharge
688—/
687:-
686:
685:-
684::
683--
682:
681--
680_
679--
678:-
677:-
676
4
H
•
//
Culvert
L
H
IL
4
4
0
50
100
150
200
250 300
Discharge (cfs)
350
400
450
500
❑ Inflow
❑ Primary
• Primary

ProposedConditions 11.10.21
Prepared by HDR, Inc
HydroCAD® 10.00-25 s/n 07102 © 2019 HydroCAD Software Solutions LLC
NRCC 24-hr B NRCC-100yr-24hr Rainfall=7.42"
Printed 11/15/2021
Page 25
Elevation (feet)
688-
6877'
686—'
6857'
6847'
683
6827'
6817
6807"
679
678—
6777'
676
0
Pond Pond B1: Pond B1
Stage -Area -Storage
Surface/Horizontal/Wetted A
50,000 100,000 150,000 200,000 250,000
500,000
1,000,000 1,500,000
Storage (cubic -feet)
L
300,000 350,000 400,000
2,000,000
L
2,500,000
4
4
4
Surface
El Storage

ProposedConditions 11.10.21 NRCC 24-hr B NRCC-100yr-24hr Rainfall=7.42"
Prepared by HDR, Inc Printed 11/15/2021
HydroCAD® 10.00-25 s/n 07102 © 2019 HydroCAD Software Solutions LLC Page 26
Stage -Discharge for Pond Pond B1: Pond B1
Elevation Primary Elevation Primary Elevation Primary Elevation Primary
(feet) (cfs) (feet) (cfs) (feet) (cfs) (feet) (cfs)
676.00 0.00 679.12 99.76 682.24 308.09 685.36 448.57
676.06 0.04 679.18 103.25 682.30 311.76 685.42 450.86
676.12 0.17 679.24 106.78 682.36 315.37 685.48 453.14
676.18 0.39 679.30 110.36 682.42 318.89 685.54 455.41
676.24 0.68 679.36 113.97 682.48 322.34 685.60 457.66
676.30 1.07 679.42 117.63 682.54 325.69 685.66 459.91
676.36 1.53 679.48 121.33 682.60 328.95 685.72 462.14
676.42 2.08 679.54 125.06 682.66 332.09 685.78 464.37
676.48 2.71 679.60 128.83 682.72 335.11 685.84 466.58
676.54 3.42 679.66 132.63 682.78 337.98 685.90 468.78
676.60 4.21 679.72 136.47 682.84 340.69 685.96 470.97
676.66 5.08 679.78 140.33 682.90 343.19 686.02 473.16
676.72 6.03 679.84 144.23 682.96 345.42 686.08 475.33
676.78 7.06 679.90 148.17 683.02 347.66 686.14 477.49
676.84 8.16 679.96 152.12 683.08 350.61 686.20 479.64
676.90 9.34 680.02 156.11 683.14 353.53 686.26 481.79
676.96 10.60 680.08 160.13 683.20 356.44 686.32 483.92
677.02 11.93 680.14 164.16 683.26 359.31 686.38 486.04
677.08 13.34 680.20 168.22 683.32 362.17 686.44 488.16
677.14 14.82 680.26 172.31 683.38 365.00 686.50 490.26
677.20 16.38 680.32 176.41 683.44 367.81 686.56 492.36
677.26 18.00 680.38 180.54 683.50 370.60 686.62 494.45
677.32 19.70 680.44 184.68 683.56 373.37 686.68 496.53
677.38 21.47 680.50 188.84 683.62 376.12 686.74 498.60
677.44 23.31 680.56 193.01 683.68 378.85 686.80 500.66
677.50 25.21 680.62 197.20 683.74 381.56 686.86 502.71
677.56 27.19 680.68 201.39 683.80 384.25 686.92 504.76
677.62 29.23 680.74 205.60 683.86 386.92 686.98 506.79
677.68 31.34 680.80 209.82 683.92 389.58 687.04 508.82
677.74 33.52 680.86 214.04 683.98 392.21 687.10 510.84
677.80 35.76 680.92 218.27 684.04 394.83 687.16 512.85
677.86 38.06 680.98 222.50 684.10 397.43 687.22 514.86
677.92 40.43 681.04 226.73 684.16 400.01 687.28 516.86
677.98 42.86 681.10 230.97 684.22 402.58 687.34 518.85
678.04 45.36 681.16 235.20 684.28 405.13 687.40 520.83
678.10 47.91 681.22 239.42 684.34 407.66 687.46 522.80
678.16 50.52 681.28 243.64 684.40 410.18 687.52 524.77
678.22 53.20 681.34 247.85 684.46 412.69 687.58 526.73
678.28 55.93 681.40 252.04 684.52 415.18 687.64 528.68
678.34 58.71 681.46 256.23 684.58 417.65 687.70 530.62
678.40 61.56 681.52 260.39 684.64 420.11 687.76 532.56
678.46 64.46 681.58 264.54 684.70 422.55 687.82 534.49
678.52 67.41 681.64 268.67 684.76 424.98 687.88 536.42
678.58 70.42 681.70 272.78 684.82 427.40 687.94 538.33
678.64 73.48 681.76 276.85 684.88 429.80 688.00 540.24
678.70 76.60 681.82 280.90 684.94 432.19
678.76 79.76 681.88 284.91 685.00 434.57
678.82 82.97 681.94 288.89 685.06 436.94
678.88 86.24 682.00 292.83 685.12 439.29
678.94 89.55 682.06 296.72 685.18 441.63
679.00 92.90 682.12 300.56 685.24 443.95
679.06 96.31 682.18 304.36 685.30 446.27

ProposedConditions 11.10.21 NRCC 24-hr B NRCC-100yr-24hr Rainfall=7.42"
Prepared by HDR, Inc Printed 11/15/2021
HydroCAD® 10.00-25 s/n 07102 © 2019 HydroCAD Software Solutions LLC Page 27
Stage -Area -Storage for Pond Pond B1: Pond B1
Elevation Surface Storage
(feet) (sq-ft) (cubic -feet)
Elevation Surface Storage
(feet) (sq-ft) (cubic -feet)
676.00 75,404 0 683.80 272,938 1,325,260
676.15 78,811 11,566 683.95 277,148 1,366,517
676.30 82,218 23,643 684.10 281,542 1,408,414
676.45 85,625 36,232 684.25 286,028 1,450,981
676.60 89,032 49,331 684.40 290,513 1,494,222
676.75 92,440 62,941 684.55 294,999 1,538,135
676.90 95,847 77,063 684.70 299,485 1,582,722
677.05 99,254 91,695 684.85 303,971 1,627,981
677.20 102,661 106,839 685.00 308,457 1,673,913
677.35 106,068 122,494 685.15 312,943 1,720,518
677.50 109,475 138,659 685.30 317,429 1,767,796
677.65 112,882 155,336 685.45 321,915 1,815,747
677.80 116,289 172,524 685.60 326,401 1,864,370
677.95 119,696 190,223 685.75 330,887 1,913,667
678.10 123,289 208,442 685.90 335,372 1,963,636
678.25 126,975 227,212 686.05 339,950 2,014,281
678.40 130,660 246,534 686.20 344,712 2,065,631
678.55 134,346 266,410 686.35 349,474 2,117,695
678.70 138,032 286,838 686.50 354,237 2,170,473
678.85 141,717 307,819 686.65 358,999 2,223,966
679.00 145,403 329,354 686.80 363,761 2,278,172
679.15 149,089 351,440 686.95 368,523 2,333,094
679.30 152,774 374,080 687.10 373,285 2,388,729
679.45 156,460 397,273 687.25 378,047 2,445,079
679.60 160,146 421,018 687.40 382,809 2,502,143
679.75 163,831 445,316 687.55 387,571 2,559,922
679.90 167,517 470,167 687.70 392,333 2,618,415
680.05 171,285 495,573 687.85 397,095 2,677,622
680.20 175,219 521,561 688.00 401,857 2,737,543
680.35 179,152 548,139
680.50 183,086 575,307
680.65 187,019 603,065
680.80 190,953 631,413
680.95 194,886 660,351
681.10 198,820 689,879
681.25 202,753 719,997
681.40 206,687 750,705
681.55 210,620 782,003
681.70 214,554 813,891
681.85 218,487 846,369
682.00 222,421 879,437
682.15 226,631 913,116
682.30 230,840 947,426
682.45 235,050 982,368
682.60 239,260 1,017,941
682.75 243,470 1,054,146
682.90 247,679 1,090,982
683.05 251,889 1,128,450
683.20 256,099 1,166,549
683.35 260,309 1,205,280
683.50 264,519 1,244,642
683.65 268,728 1,284,635

ProposedConditions 11.10.21
Prepared by HDR, Inc
HydroCAD® 10.00-25 s/n 07102 © 2019 HydroCAD Software Solutions LLC
NRCC 24-hr B NRCC-100yr-24hr Rainfall=7.42"
Printed 11/15/2021
Page 28
Summary for Pond Pond B2: Pond B2
[79] Warning: Submerged Pond Pond B1 Primary device # 1 OUTLET by 3.97'
Inflow Area =
Inflow =
Outflow =
Primary =
278.800 ac, 0.00% Impervious, Inflow Depth > 6.82" for NRCC-100yr-24hr event
489.01 cfs @ 12.90 hrs, Volume= 158.426 af
365.70 cfs @ 14.07 hrs, Volume= 145.363 af, Atten= 25%, Lag= 70.1 min
365.70 cfs @ 14.07 hrs, Volume= 145.363 af
Routing by Stor-Ind method, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs
Starting Elev= 614.00' Surf.Area= 213,648 sf Storage= 1,110,739 cf
Peak Elev= 620.97' @ 14.07 hrs Surf.Area= 261,730 sf Storage= 2,782,860 cf (1,672,121 cf above start)
Plug -Flow detention time= 234.2 min calculated for 119.739 af (76% of inflow)
Center -of -Mass det. time= 98.8 min (948.2 - 849.4 )
Volume Invert Avail.Storage Storage Description
#1
Elevation
(feet)
608.00
610.00
612.00
616.00
618.00
620.00
622.00
608.00' 3,055,722 cf Custom Stage Data (Prismatic)Listed below (Recalc)
Device Routing
Surf.Area
(sq-ft)
148,967
178,807
195,255
232,041
243,810
255,804
268,025
Invert
Inc.Store
(cubic -feet)
0
327,774
374,062
854,592
475,851
499,614
523,829
Outlet Devices
Cum.Store
(cubic -feet)
0
327,774
701,836
1,556,428
2,032,279
2,531,893
3,055,722
#1 Primary
#2 Device 1
#3 Device 1
608.00'
614.00'
617.00'
66.0" Round Culvert
L= 280.0' RCP, square edge headwall, Ke= 0.500
Inlet / Outlet Invert= 608.00' / 604.00' S= 0.0143'/' Cc= 0.900
n= 0.013, Flow Area= 23.76 sf
7.0" Vert. Orifice/Grate C= 0.600
40.0' long Sharp -Crested Rectangular Weir 0 End Contraction(s)
Primary OutFlow Max=365.69 cfs @ 14.07 hrs HW=620.97' (Free Discharge)
t1=Culvert (Inlet Controls 365.69 cfs @ 15.39 fps)
12=Orifice/Grate (Passes < 3.33 cfs potential flow)
3=Sharp-Crested Rectangular Weir(Passes < 1,034.36 cfs potential flow)

ProposedConditions 11.10.21
Prepared by HDR, Inc
HydroCAD® 10.00-25 s/n 07102 © 2019 HydroCAD Software Solutions LLC
NRCC 24-hr B NRCC-100yr-24hr Rainfall=7.42"
Printed 11/15/2021
Page 29
Elevation (feet)
62
62
62
61
61
61
61
61
61
61
61
61
61
60
60
r
1▪ 489.01 Os i
Pond Pond B2: Pond B2
Hyd rog raph
r
1 L
L L
4-
T
t r r t r
of low Area=278.800ac
Peak Elev=620.97'
Storage=2,782,860_G#_ -
1-
T
L
T T T
L T L
T
L
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)
Pond Pond B2: Pond B2
Stage -Discharge
Sharp -Crested Rectangular Weir-
- Orifice/Grate
0
50 100 150 200
Discharge (cfs)
250
300
350
❑ Inflow
❑ Primary
❑ Primary

ProposedConditions 11.10.21
Prepared by HDR, Inc
HydroCAD® 10.00-25 s/n 07102 © 2019 HydroCAD Software Solutions LLC
NRCC 24-hr B NRCC-100yr-24hr Rainfall=7.42"
Printed 11/15/2021
Page 30
Elevation (feet)
622-
621
620�
6194-
618-�
6174-
616�
6154'
614� f -
613
612
611�
610�
609=
608"
0
Pond Pond B2: Pond B2
Stage -Area -Storage
Surface/Horizontal/Wetted Area (sq-f.
20,000 40,000 60,000 80,000 100,000 120,000 140,000 160,000 180,000 200,000 220,000 240,000 260,000
r
Ir
L
r-
500,000
H
1,000,000
1
I
1,500,000 2,000,000
Storage (cubic -feet)
r
2,500,000
3,000,000
Surface
El Storage

ProposedConditions 11.10.21 NRCC 24-hr B NRCC-100yr-24hr Rainfall=7.42"
Prepared by HDR, Inc Printed 11/15/2021
HydroCAD® 10.00-25 s/n 07102 © 2019 HydroCAD Software Solutions LLC Page 31
Stage -Discharge for Pond Pond B2: Pond B2
Elevation Primary Elevation Primary
(feet) (cfs) (feet) (cfs)
608.00 0.00 615.80 1.58
608.15 0.00 615.95 1.66
608.30 0.00 616.10 1.73
608.45 0.00 616.25 1.80
608.60 0.00 616.40 1.87
608.75 0.00 616.55 1.93
608.90 0.00 616.70 2.00
609.05 0.00 616.85 2.06
609.20 0.00 617.00 2.12
609.35 0.00 617.15 9.77
609.50 0.00 617.30 23.72
609.65 0.00 617.45 41.77
609.80 0.00 617.60 63.13
609.95 0.00 617.75 87.35
610.10 0.00 617.90 114.12
610.25 0.00 618.05 143.23
610.40 0.00 618.20 174.49
610.55 0.00 618.35 207.76
610.70 0.00 618.50 242.93
610.85 0.00 618.65 279.91
611.00 0.00 618.80 318.61
611.15 0.00 618.95 327.58
611.30 0.00 619.10 330.56
611.45 0.00 619.25 333.52
611.60 0.00 619.40 336.45
611.75 0.00 619.55 339.35
611.90 0.00 619.70 342.23
612.05 0.00 619.85 345.09
612.20 0.00 620.00 347.92
612.35 0.00 620.15 350.73
612.50 0.00 620.30 353.52
612.65 0.00 620.45 356.28
612.80 0.00 620.60 359.03
612.95 0.00 620.75 361.75
613.10 0.00 620.90 364.45
613.25 0.00 621.05 367.14
613.40 0.00 621.20 369.80
613.55 0.00 621.35 372.45
613.70 0.00 621.50 375.07
613.85 0.00 621.65 377.68
614.00 0.00 621.80 380.27
614.15 0.07 621.95 382.84
614.30 0.26
614.45 0.51
614.60 0.71
614.75 0.87
614.90 1.00
615.05 1.12
615.20 1.23
615.35 1.32
615.50 1.41
615.65 1.50

ProposedConditions 11.10.21 NRCC 24-hr B NRCC-100yr-24hr Rainfall=7.42"
Prepared by HDR, Inc Printed 11/15/2021
HydroCAD® 10.00-25 s/n 07102 © 2019 HydroCAD Software Solutions LLC Page 32
Stage -Area -Storage for Pond Pond B2: Pond B2
Elevation Surface Storage
(feet) (sq-ft) (cubic -feet)
Elevation Surface Storage
(feet) (sq-ft) (cubic -feet)
608.00 148,967 0 615.80 230,202 1,510,204
608.15 151,205 22,513 615.95 231,581 1,544,837
608.30 153,443 45,361 616.10 232,629 1,579,662
608.45 155,681 68,546 616.25 233,512 1,614,622
608.60 157,919 92,066 616.40 234,395 1,649,715
608.75 160,157 115,922 616.55 235,277 1,684,941
608.90 162,395 140,113 616.70 236,160 1,720,298
609.05 164,633 164,640 616.85 237,043 1,755,789
609.20 166,871 189,503 617.00 237,926 1,791,411
609.35 169,109 214,701 617.15 238,808 1,827,166
609.50 171,347 240,236 617.30 239,691 1,863,054
609.65 173,585 266,105 617.45 240,574 1,899,074
609.80 175,823 292,311 617.60 241,456 1,935,226
609.95 178,061 318,852 617.75 242,339 1,971,510
610.10 179,629 345,696 617.90 243,222 2,007,927
610.25 180,863 372,733 618.05 244,110 2,044,477
610.40 182,097 399,955 618.20 245,009 2,081,161
610.55 183,330 427,362 618.35 245,909 2,117,980
610.70 184,564 454,954 618.50 246,809 2,154,934
610.85 185,797 482,731 618.65 247,708 2,192,022
611.00 187,031 510,693 618.80 248,608 2,229,246
611.15 188,265 538,840 618.95 249,507 2,266,605
611.30 189,498 567,172 619.10 250,407 2,304,098
611.45 190,732 595,690 619.25 251,306 2,341,727
611.60 191,965 624,392 619.40 252,206 2,379,490
611.75 193,199 653,279 619.55 253,105 2,417,388
611.90 194,433 682,352 619.70 254,005 2,455,422
612.05 195,715 711,610 619.85 254,904 2,493,590
612.20 197,094 741,071 620.00 255,804 2,531,893
612.35 198,474 770,739 620.15 256,721 2,570,332
612.50 199,853 800,613 620.30 257,637 2,608,909
612.65 201,233 830,695 620.45 258,554 2,647,623
612.80 202,612 860,983 620.60 259,470 2,686,475
612.95 203,992 891,478 620.75 260,387 2,725,465
613.10 205,371 922,180 620.90 261,303 2,764,591
613.25 206,751 953,090 621.05 262,220 2,803,856
613.40 208,130 984,206 621.20 263,137 2,843,257
613.55 209,510 1,015,529 621.35 264,053 2,882,797
613.70 210,889 1,047,058 621.50 264,970 2,922,473
613.85 212,269 1,078,795 621.65 265,886 2,962,288
614.00 213,648 1,110,739 621.80 266,803 3,002,239
614.15 215,027 1,142,890 621.95 267,719 3,042,328
614.30 216,407 1,175,247
614.45 217,786 1,207,812
614.60 219,166 1,240,583
614.75 220,545 1,273,562
614.90 221,925 1,306,747
615.05 223,304 1,340,139
615.20 224,684 1,373,738
615.35 226,063 1,407,544
615.50 227,443 1,441,557
615.65 228,822 1,475,777

ProposedConditions 11.10.21 NRCC 24-hr B NRCC-100yr-24hr Rainfall=7.42"
Prepared by HDR, Inc Printed 11/15/2021
HydroCAD® 10.00-25 s/n 07102 © 2019 HydroCAD Software Solutions LLC Page 33
Summary for Pond Pond C1: Pond C1
Inflow Area = 533.800 ac, 0.00% Impervious, Inflow Depth = 6.35" for NRCC-100yr-24hr event
Inflow = 2,356.30 cfs @ 12.41 hrs, Volume= 282.572 af
Outflow = 518.18 cfs @ 13.20 hrs, Volume= 280.511 af, Atten= 78%, Lag= 47.3 min
Primary = 518.18 cfs @ 13.20 hrs, Volume= 280.511 af
Routing by Stor-Ind method, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs
Peak Elev= 681.15' @ 13.20 hrs Surf.Area= 404,267 sf Storage= 5,401,245 cf
Plug -Flow detention time= 132.2 min calculated for 280.219 af (99% of inflow)
Center -of -Mass det. time= 128.4 min (926.0 - 797.6 )
Volume Invert Avail.Storage Storage Description
#1 664.00' 6,161,365 cf Custom Stage Data (Prismatic)Listed below (Recalc)
Elevation Surf.Area Inc.Store Cum.Store
(feet) (sq-ft) (cubic -feet) (cubic -feet)
664.00 49,861 0 0
665.00 106,320 78,091 78,091
668.00 311,540 626,790 704,881
670.00 324,958 636,498 1,341,379
675.00 359,560 1,711,295 3,052,674
680.00 395,673 1,888,083 4,940,756
683.00 418,066 1,220,609 6,161,365
Device Routing Invert Outlet Devices
#1 Primary
665.00' 72.0" Round Culvert
L= 991.0' RCP, groove end w/headwall, Ke= 0.200
Inlet / Outlet Invert= 665.00' / 654.00' S= 0.0111 '/' Cc= 0.900
n= 0.013, Flow Area= 28.27 sf
Primary OutFlow Max=518.17 cfs @ 13.20 hrs HW=681.15' (Free Discharge)
t1=Culvert (Barrel Controls 518.17 cfs @ 18.33 fps)

ProposedConditions 11.10.21
Prepared by HDR, Inc
HydroCAD® 10.00-25 s/n 07102 © 2019 HydroCAD Software Solutions LLC
NRCC 24-hr B NRCC-100yr-24hr Rainfall=7.42"
Printed 11/15/2021
Page 34
2,600-
2,4001
2,200
2,000-'
1,800�
1,600+
1,4001
1,200f
1,0001�
8001
6001
400f
200'
68
68
68
68
67
67
67
67
w 67
c 67
67
w 67
w 67
67
66
66
66
66
66
66
Pond Pond C1: Pond C1
Hyd rog raph
• L
• r
• L
L
12,256:30 cf
✓
T
T
1--L
L
Ir
T
1
1 L
L. L I 1 L
▪ 1 1 L 1 LI 1 L
T
10o`01� a-=543.8Q01; a
T Poaic t1ev=681-.-1
Storage=3,401,245 c'f
L
IL
72.OIn
QundCulvert
n=0 O13
1 I
1
L
1
1
1
- - - 6%Wl//
1
L
1 L
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)
Pond Pond C1: Pond C1
Stage -Discharge
3J
/
2�
13'
03'
9
8-
7� -
6
53-
43'
3.
23--
1-
0J -
8
5
t
ri
r
r
1 1
- 1
1 1
- 1
- 1
Culvert
t
1
H
1
1
1
1
• r
• 1
• 1
L 1
• 1
L 1
• 1
0 50 100 150 200 250 300 350 400 450 500
Discharge (cfs)
• Inflow
❑ Primary
0 Primary

ProposedConditions 11.10.21 NRCC 24-hr B NRCC-100yr-24hr Rainfall=7.42"
Prepared by HDR, Inc Printed 11/15/2021
HydroCAD® 10.00-25 s/n 07102 © 2019 HydroCAD Software Solutions LLC Page 35
Elevation (feet)
683-�
682"
681-E
680=
679-
678
6774
676-=
675
674-
673'
672 r
671 E
670--
669-n
668=
667
666®
665&
664-
0
Pond Pond C1: Pond C1
Stage -Area -Storage
Surface/Horizontal/Wetted Area (sq-fe
0 50,000 100,000 150,000 200,000 250,000 300,000 350,000 400,000
s . . . 1 . . . 1
Cus
-LI II
11
7 7 Ali r 1- -r---- -rI-
II II II
i _I i T
+ +I IIL
+
7 7 r I I P
iJI i I -L I L
-+-Ir I Ir
II II
+-+ I
7 I T I7 I7
1,000,000 2,000,000
3,000,000 4,000,000
Storage (cubic -feet)
5,000,000
6,000,000
Surface
El Storage

ProposedConditions 11.10.21 NRCC 24-hr B NRCC-100yr-24hr Rainfall=7.42"
Prepared by HDR, Inc Printed 11/15/2021
HydroCAD® 10.00-25 s/n 07102 © 2019 HydroCAD Software Solutions LLC Page 36
Stage -Discharge for Pond Pond Cl: Pond C1
Elevation Primary Elevation Primary
(feet) (cfs) (feet) (cfs)
664.00 0.00 674.40 427.55
664.20 0.00 674.60 430.51
664.40 0.00 674.80 433.45
664.60 0.00 675.00 436.37
664.80 0.00 675.20 439.27
665.00 0.00 675.40 442.15
665.20 0.48 675.60 445.01
665.40 2.12 675.80 447.86
665.60 4.85 676.00 450.68
665.80 8.53 676.20 453.49
666.00 13.18 676.40 456.28
666.20 18.77 676.60 459.05
666.40 25.25 676.80 461.81
666.60 32.58 677.00 464.55
666.80 40.73 677.20 467.28
667.00 49.66 677.40 469.98
667.20 59.30 677.60 472.68
667.40 69.63 677.80 475.36
667.60 80.59 678.00 478.02
667.80 92.14 678.20 480.67
668.00 104.21 678.40 483.30
668.20 116.76 678.60 485.92
668.40 129.72 678.80 488.53
668.60 143.03 679.00 491.12
668.80 156.63 679.20 493.70
669.00 170.44 679.40 496.26
669.20 184.38 679.60 498.81
669.40 198.38 679.80 501.35
669.60 212.32 680.00 503.88
669.80 226.10 680.20 506.39
670.00 239.59 680.40 508.89
670.20 252.65 680.60 511.38
670.40 265.07 680.80 513.86
670.60 276.61 681.00 516.32
670.80 286.83 681.20 518.77
671.00 294.75 681.40 521.21
671.20 304.42 681.60 523.64
671.40 313.79 681.80 526.06
671.60 322.88 682.00 528.47
671.80 331.73 682.20 530.87
672.00 340.35 682.40 533.25
672.20 348.76 682.60 535.63
672.40 356.96 682.80 537.99
672.60 364.99 683.00 540.35
672.80 372.84
673.00 380.52
673.20 388.06
673.40 395.45
673.60 402.71
673.80 409.84
674.00 416.84
674.20 423.73

ProposedConditions 11.10.21 NRCC 24-hr B NRCC-100yr-24hr Rainfall=7.42"
Prepared by HDR, Inc Printed 11/15/2021
HydroCAD® 10.00-25 s/n 07102 © 2019 HydroCAD Software Solutions LLC Page 37
Stage -Area -Storage for Pond Pond Cl: Pond C1
Elevation Surface Storage
(feet) (sq-ft) (cubic -feet)
Elevation Surface Storage
(feet) (sq-ft) (cubic -feet)
664.00 49,861 0 674.40 355,408 2,838,183
664.20 61,153 11,101 674.60 356,792 2,909,403
664.40 72,445 24,461 674.80 358,176 2,980,900
664.60 83,736 40,079 675.00 359,560 3,052,674
664.80 95,028 57,956 675.20 361,005 3,124,730
665.00 106,320 78,091 675.40 362,449 3,197,075
665.20 120,001 100,723 675.60 363,894 3,269,710
665.40 133,683 126,091 675.80 365,338 3,342,633
665.60 147,364 154,196 676.00 366,783 3,415,845
665.80 161,045 185,037 676.20 368,227 3,489,346
666.00 174,727 218,614 676.40 369,672 3,563,136
666.20 188,408 254,927 676.60 371,116 3,637,214
666.40 202,089 293,977 676.80 372,561 3,711,582
666.60 215,771 335,763 677.00 374,005 3,786,239
666.80 229,452 380,285 677.20 375,450 3,861,184
667.00 243,133 427,544 677.40 376,894 3,936,419
667.20 256,815 477,539 677.60 378,339 4,011,942
667.40 270,496 530,270 677.80 379,783 4,087,754
667.60 284,177 585,737 678.00 381,228 4,163,855
667.80 297,859 643,941 678.20 382,672 4,240,245
668.00 311,540 704,881 678.40 384,117 4,316,924
668.20 312,882 767,323 678.60 385,561 4,393,892
668.40 314,224 830,033 678.80 387,006 4,471,149
668.60 315,565 893,012 679.00 388,450 4,548,694
668.80 316,907 956,259 679.20 389,895 4,626,529
669.00 318,249 1,019,775 679.40 391,339 4,704,652
669.20 319,591 1,083,559 679.60 392,784 4,783,065
669.40 320,933 1,147,611 679.80 394,228 4,861,766
669.60 322,274 1,211,932 680.00 395,673 4,940,756
669.80 323,616 1,276,521 680.20 397,166 5,020,040
670.00 324,958 1,341,379 680.40 398,659 5,099,622
670.20 326,342 1,406,509 680.60 400,152 5,179,503
670.40 327,726 1,471,915 680.80 401,644 5,259,683
670.60 329,110 1,537,599 681.00 403,137 5,340,161
670.80 330,494 1,603,559 681.20 404,630 5,420,938
671.00 331,878 1,669,797 681.40 406,123 5,502,013
671.20 333,262 1,736,311 681.60 407,616 5,583,387
671.40 334,647 1,803,102 681.80 409,109 5,665,060
671.60 336,031 1,870,169 682.00 410,602 5,747,031
671.80 337,415 1,937,514 682.20 412,095 5,829,300
672.00 338,799 2,005,135 682.40 413,587 5,911,868
672.20 340,183 2,073,033 682.60 415,080 5,994,735
672.40 341,567 2,141,208 682.80 416,573 6,077,901
672.60 342,951 2,209,660 683.00 418,066 6,161,365
672.80 344,335 2,278,389
673.00 345,719 2,347,394
673.20 347,103 2,416,677
673.40 348,487 2,486,236
673.60 349,871 2,556,071
673.80 351,256 2,626,184
674.00 352,640 2,696,574
674.20 354,024 2,767,240

ProposedConditions 11.10.21
Prepared by HDR, Inc
HydroCAD® 10.00-25 s/n 07102 © 2019 HydroCAD Software Solutions LLC
NRCC 24-hr B NRCC-100yr-24hr Rainfall=7.42"
Printed 11/15/2021
Page 38
[79] Warning:
Inflow Area =
Inflow =
Outflow =
Primary =
Summary for Pond Pond C2: Pond C2
Submerged Pond Pond C1 Primary device # 1 OUTLET by 2.72'
533.800 ac, 0.00% Impervious, Inflow Depth > 6.31" for NRCC-100yr-24hr event
518.18 cfs @ 13.20 hrs, Volume= 280.511 af
424.39 cfs @ 15.79 hrs, Volume= 257.423 af, Atten= 18%, Lag= 155.7 min
424.39 cfs @ 15.79 hrs, Volume= 257.423 af
Routing by Stor-Ind method, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs
Starting Elev= 650.00' Surf.Area= 386,547 sf Storage= 1,749,912 cf
Peak Elev= 656.72' @ 15.79 hrs Surf.Area= 442,406 sf Storage= 4,545,124 cf (2,795,212 cf above start)
Plug -Flow detention time= 250.8 min calculated for 217.251 af (77% of inflow)
Center -of -Mass det. time= 112.4 min (1,038.4 - 926.0 )
Volume Invert Avail.Storage Storage Description
#1
Elevation
(feet)
644.00
646.00
648.00
650.00
652.00
654.00
656.00
657.50
644.00' 4,893,576 cf Custom Stage Data (Prismatic)Listed below (Recalc)
Surf.Area
(sq-ft)
223,281
260,873
309,169
386,547
406,548
421,590
436,857
448,455
Device Routing Invert
Inc.Store
(cubic -feet)
0
484,154
570,042
695,716
793,095
828,138
858,447
663,984
Outlet Devices
Cum.Store
(cubic -feet)
0
484,154
1,054,196
1,749,912
2,543,007
3,371,145
4,229,592
4,893,576
#1 Primary 644.00'
#2 Device 1
#3 Device 1
650.00'
653.00'
72.0" Round Culvert
L= 424.0' RCP, square edge headwall, Ke= 0.500
Inlet / Outlet Invert= 644.00' / 626.00' S= 0.0425'/' Cc= 0.900
n= 0.013, Flow Area= 28.27 sf
10.0" Vert. Orifice/Grate C= 0.600
40.0' long Sharp -Crested Rectangular Weir 0 End Contraction(s)
Primary OutFlow Max=424.39 cfs @ 15.79 hrs HW=656.72' (Free Discharge)
t1=Culvert (Inlet Controls 424.39 cfs @ 15.01 fps)
12=Orifice/Grate (Passes < 6.59 cfs potential flow)
3=Sharp-Crested Rectangular Weir(Passes < 937.58 cfs potential flow)

ProposedConditions 11.10.21
Prepared by HDR, Inc
HydroCAD® 10.00-25 s/n 07102 © 2019 HydroCAD Software Solutions LLC
NRCC 24-hr B NRCC-100yr-24hr Rainfall=7.42"
Printed 11/15/2021
Page 39
550-
500-'
450 -�
400 '
350--
N
U
0
u 250
Elevation (feet)
200
150-
100-
:
50
Pond Pond C2: Pond C2
Hyd rog raph
4
8_
8 10 12 14 16 18
r
r
- r
+
+ri T I I r T
jnffow Area=53 .SQOI; ac
Pea C Iev=656;72'
Storage=4,545,124 cf
r
+
-r
1
+
T
1
i
7
20 22 24 26 28 30 32 34 36 38 40 42 44 46 48
Time (hours)
Pond Pond C2: Pond C2
Stage -Discharge
657'
656�
655'
654�
L
'Sharp -Crested Rectangular Weir
653:
650- %
652-
651
649-
648-
647--
646-
645
644
Orifice/Grata
r
1
1
+
+
- r
Culvert
T
i
r•
0
50 100 150 200 250
Discharge (cfs)
300
350
400
• Inflow
❑ Primary
❑ Primary

ProposedConditions 11.10.21 NRCC 24-hr B NRCC-100yr-24hr Rainfall=7.42"
Prepared by HDR, Inc Printed 11/15/2021
HydroCAD® 10.00-25 s/n 07102 © 2019 HydroCAD Software Solutions LLC Page 40
Elevation (feet)
657-
656
655e
654-;
653-
652-;
651 -,
650-
649=
6487,
647=
646-
645,
644
Pond Pond C2: Pond C2
Stage -Area -Storage
arizontal/V €ed Area (s:
0 50,000 100,000 150,000 200,000 250,000 300,000 350,000
1 1 1 1 I I I 1
I I I I I I I I
1
+ ++ + -+ +---+ 1 + 1 1
1 1 I I
I I I I I 1 1
Custom Stage Data
400,000
0 500,000 1,000,000 1,500,000 2,000,000 2,500,000 3,000,000 3,500,000 4,000,000 4,500,000
Storage (cubic -feet)
Surface
El Storage

ProposedConditions 11.10.21 NRCC 24-hr B NRCC-100yr-24hr Rainfall=7.42"
Prepared by HDR, Inc Printed 11/15/2021
HydroCAD® 10.00-25 s/n 07102 © 2019 HydroCAD Software Solutions LLC Page 41
Stage -Discharge for Pond Pond C2: Pond C2
Elevation Primary Elevation Primary
(feet) (cfs) (feet) (cfs)
644.00 0.00 651.80 3.09
644.15 0.00 651.95 3.25
644.30 0.00 652.10 3.41
644.45 0.00 652.25 3.56
644.60 0.00 652.40 3.70
644.75 0.00 652.55 3.84
644.90 0.00 652.70 3.97
645.05 0.00 652.85 4.10
645.20 0.00 653.00 4.22
645.35 0.00 653.15 11.94
645.50 0.00 653.30 25.95
645.65 0.00 653.45 44.06
645.80 0.00 653.60 65.48
645.95 0.00 653.75 89.75
646.10 0.00 653.90 116.58
646.25 0.00 654.05 145.74
646.40 0.00 654.20 177.05
646.55 0.00 654.35 210.38
646.70 0.00 654.50 245.60
646.85 0.00 654.65 282.63
647.00 0.00 654.80 321.37
647.15 0.00 654.95 361.76
647.30 0.00 655.10 387.46
647.45 0.00 655.25 391.03
647.60 0.00 655.40 394.57
647.75 0.00 655.55 398.08
647.90 0.00 655.70 401.56
648.05 0.00 655.85 405.00
648.20 0.00 656.00 408.42
648.35 0.00 656.15 411.81
648.50 0.00 656.30 415.17
648.65 0.00 656.45 418.51
648.80 0.00 656.60 421.82
648.95 0.00 656.75 425.10
649.10 0.00 656.90 428.36
649.25 0.00 657.05 431.59
649.40 0.00 657.20 434.80
649.55 0.00 657.35 437.98
649.70 0.00 657.50 441.14
649.85 0.00
650.00 0.00
650.15 0.09
650.30 0.33
650.45 0.69
650.60 1.11
650.75 1.52
650.90 1.83
651.05 2.09
651.20 2.32
651.35 2.54
651.50 2.73
651.65 2.92

ProposedConditions 11.10.21 NRCC 24-hr B NRCC-100yr-24hr Rainfall=7.42"
Prepared by HDR, Inc Printed 11/15/2021
HydroCAD® 10.00-25 s/n 07102 © 2019 HydroCAD Software Solutions LLC Page 42
Stage -Area -Storage for Pond Pond C2: Pond C2
Elevation Surface Storage
(feet) (sq-ft) (cubic -feet)
Elevation Surface Storage
(feet) (sq-ft) (cubic -feet)
644.00 223,281 0 651.80 404,548 2,461,897
644.15 226,100 33,704 651.95 406,048 2,522,692
644.30 228,920 67,830 652.10 407,300 2,583,699
644.45 231,739 102,380 652.25 408,428 2,644,879
644.60 234,559 137,352 652.40 409,556 2,706,228
644.75 237,378 172,747 652.55 410,685 2,767,746
644.90 240,197 208,565 652.70 411,813 2,829,433
645.05 243,017 244,806 652.85 412,941 2,891,290
645.20 245,836 281,470 653.00 414,069 2,953,316
645.35 248,656 318,557 653.15 415,197 3,015,510
645.50 251,475 356,067 653.30 416,325 3,077,875
645.65 254,294 394,000 653.45 417,453 3,140,408
645.80 257,114 432,355 653.60 418,582 3,203,111
645.95 259,933 471,134 653.75 419,710 3,265,983
646.10 263,288 510,362 653.90 420,838 3,329,024
646.25 266,910 550,127 654.05 421,972 3,392,234
646.40 270,532 590,435 654.20 423,117 3,455,616
646.55 274,154 631,287 654.35 424,262 3,519,169
646.70 277,777 672,681 654.50 425,407 3,582,894
646.85 281,399 714,620 654.65 426,552 3,646,791
647.00 285,021 757,101 654.80 427,697 3,710,860
647.15 288,643 800,126 654.95 428,842 3,775,100
647.30 292,265 843,694 655.10 429,987 3,839,512
647.45 295,888 887,805 655.25 431,132 3,904,096
647.60 299,510 932,460 655.40 432,277 3,968,852
647.75 303,132 977,658 655.55 433,422 4,033,779
647.90 306,754 1,023,400 655.70 434,567 4,098,878
648.05 311,103 1,069,703 655.85 435,712 4,164,149
648.20 316,907 1,116,804 656.00 436,857 4,229,592
648.35 322,710 1,164,775 656.15 438,017 4,295,208
648.50 328,514 1,213,617 656.30 439,177 4,360,997
648.65 334,317 1,263,329 656.45 440,336 4,426,961
648.80 340,120 1,313,912 656.60 441,496 4,493,098
648.95 345,924 1,365,365 656.75 442,656 4,559,409
649.10 351,727 1,417,689 656.90 443,816 4,625,895
649.25 357,530 1,470,883 657.05 444,976 4,692,554
649.40 363,334 1,524,948 657.20 446,135 4,759,387
649.55 369,137 1,579,883 657.35 447,295 4,826,395
649.70 374,940 1,635,689 657.50 448,455 4,893,576
649.85 380,744 1,692,365
650.00 386,547 1,749,912
650.15 388,047 1,808,007
650.30 389,547 1,866,326
650.45 391,047 1,924,871
650.60 392,547 1,983,640
650.75 394,047 2,042,635
650.90 395,547 2,101,855
651.05 397,048 2,161,299
651.20 398,548 2,220,969
651.35 400,048 2,280,863
651.50 401,548 2,340,983
651.65 403,048 2,401,328

ProposedConditions 11.10.21 NRCC 24-hr B NRCC-100yr-24hr Rainfall=7.42"
Prepared by HDR, Inc Printed 11/15/2021
HydroCAD® 10.00-25 s/n 07102 © 2019 HydroCAD Software Solutions LLC Page 43
Summary for Link A-1: Outfall Al
Inflow Area = 278.500 ac, 0.00% Impervious, Inflow Depth > 5.93" for NRCC-100yr-24hr event
Inflow = 530.21 cfs @ 12.47 hrs, Volume= 137.525 af
Primary = 530.21 cfs @ 12.47 hrs, Volume= 137.525 af, Atten= 0%, Lag= 0.0 min
Primary outflow = Inflow, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs
550-
5007'
45O-
400
350-
N _
300-
o
U 250-
200-
150
100
50-
H
1-
Link A-1: Outfall Al
Hyd rog raph
H
rt
err bv�r Are _ 0.5O0r ac -
H
H
8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48
Time (hours)
® Inflow
❑ Primary

ProposedConditions 11.10.21 NRCC 24-hr B NRCC-100yr-24hr Rainfall=7.42"
Prepared by HDR, Inc Printed 11/15/2021
HydroCAD® 10.00-25 s/n 07102 © 2019 HydroCAD Software Solutions LLC Page 44
Summary for Link A-2: Outfall A2
Inflow Area = 37.000 ac, 0.00% Impervious, Inflow Depth = 4.86" for NRCC-100yr-24hr event
Inflow = 154.43 cfs @ 12.32 hrs, Volume= 14.977 af
Primary = 154.43 cfs @ 12.32 hrs, Volume= 14.977 af, Atten= 0%, Lag= 0.0 min
Primary outflow = Inflow, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs
170i-
160i-
150�
140
130�
120
110��
w 100
o
90 '
80
LL
70�
60
50�
1o.
0-
L
r
Link A-2: Outfall A2
Hyd rog raph
J
rt
J
L
r
J
J
In f lor�lr_
A-ea=37.000! a� -
J
✓
+
J
8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48
Time (hours)
■ Inflow
❑ Primary

ProposedConditions 11.10.21 NRCC 24-hr B NRCC-100yr-24hr Rainfall=7.42"
Prepared by HDR, Inc Printed 11/15/2021
HydroCAD® 10.00-25 s/n 07102 © 2019 HydroCAD Software Solutions LLC Page 45
Summary for Link B-1: Total DA B
Inflow Area = 312.300 ac, 0.00% Impervious, Inflow Depth > 6.05" for NRCC-100yr-24hr event
Inflow = 415.71 cfs @ 12.56 hrs, Volume= 157.366 af
Primary = 415.71 cfs @ 12.56 hrs, Volume= 157.366 af, Atten= 0%, Lag= 0.0 min
Primary outflow = Inflow, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs
U
0
LL
Link B-1: Total DA B
Hyd rog raph
460=
440i'
420i
400—
380'
360
340-
320i
300i
280=
260''
240=
220- i
200
160€
1404/
120—
100i
80-
60'
40=
20-
0
T
r 1 1
1--1--I
T r
1 415.f1 cis 1
1 L
i
rr
r
r
$nfUow_Are0:=112.10O ac-
T r 1 1 T r 1 T r 1 T
+ + + 1 + + + + + L + +
11 1 r 1I 1 1
1 L 1 1 1 L 1 1 1
r r 1 1 T r 1 1 T r 1 1 T
r 1 1 T 1 1 T T
1 L 1 1 1 L 1 1 1 L 1 1 1
Y 1 1 r1ti
r 1 1
-4
r1 1 1- r r T 1 1 r 1 T
1 L 1 1 1 L 1 1 L 1 1
r 1 1 T 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)
• Inflow
❑ Primary

ProposedConditions 11.10.21 NRCC 24-hr B NRCC-100yr-24hr Rainfall=7.42"
Prepared by HDR, Inc Printed 11/15/2021
HydroCAD® 10.00-25 s/n 07102 © 2019 HydroCAD Software Solutions LLC Page 46
Summary for Link B-2: Outfall B2
Inflow Area = 62.000 ac, 0.00% Impervious, Inflow Depth = 3.86" for NRCC-100yr-24hr event
Inflow = 176.58 cfs @ 12.43 hrs, Volume= 19.950 af
Primary = 176.58 cfs @ 12.43 hrs, Volume= 19.950 af, Atten= 0%, Lag= 0.0 min
Primary outflow = Inflow, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs
190
180=
170=
160/
150='
140='�
130 .
120=
w 110
100.
0 90=
LL
80
70-
60=
50=
40
30='
20�
10€
0
1
176.58 cf
1
1
4-
Link B-2: Outfall B2
Hyd rog raph
1
1
1
' !'°'lA'
i
Ai-ea_072.030* a-1
T 1 T T T
T T T
1
1
✓
1
1
4
8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48
Time (hours)
• Inflow
El Primary

ProposedConditions 11.10.21 NRCC 24-hr B NRCC-100yr-24hr Rainfall=7.42"
Prepared by HDR, Inc Printed 11/15/2021
HydroCAD® 10.00-25 s/n 07102 © 2019 HydroCAD Software Solutions LLC Page 47
Summary for Link C: Total DA C
Inflow Area = 879.200 ac, 0.00% Impervious, Inflow Depth > 5.23" for NRCC-100yr-24hr event
Inflow = 1,143.62 cfs @ 12.73 hrs, Volume= 383.074 af
Primary = 1,143.62 cfs @ 12.73 hrs, Volume= 383.074 af, Atten= 0%, Lag= 0.0 min
Primary outflow = Inflow, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs
1,200
1,100��
1,0001"
900�
800� F
7001"
0 600f
LL
5001"
400�
300f
200f
Link C: Total DA C
Hyd rog raph
1' f�oyv Arga=879:200; ap
/®/77-
//%%//////////////////%
4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48
Time (hours)
® Inflow
❑ Primary

ProposedConditions 11.10.21 NRCC 24-hr B NRCC-10yr-24hr Rainfall=5.04"
Prepared by HDR, Inc Printed 11/15/2021
HydroCAD® 10.00-25 s/n 07102 © 2019 HydroCAD Software Solutions LLC Page 48
Time span=0.00-48.00 hrs, dt=0.05 hrs, 961 points
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN
Reach routing by Stor-Ind+Trans method - Pond routing by Stor-Ind method
SubcatchmentAl: Al -A
SubcatchmentA2: A2
SubcatchmentA3.U: DAA1
SubcatchmentA4.U: DA A2
SubcatchmentBl: B1-A
SubcatchmentB2.U: DA B2.0
SubcatchmentB3.U: DA B3.0
SubcatchmentCl: C1-A
SubcatchmentC2.U: DA C2.0
SubcatchmentC3.U: DA C3.0
Pond Pond A3: Pond A3
Runoff Area=99.300 ac 0.00% Impervious Runoff Depth=4.35"
Tc=20.0 min CN=94 Runoff=364.42 cfs 35.975 af
Runoff Area=125.300 ac 0.00% Impervious Runoff Depth=4.46"
Tc=25.0 min CN=95 Runoff=420.37 cfs 46.561 af
RunoffArea=53.900 ac 0.00% Impervious Runoff Depth=2.57"
Tc=30.0 min CN=76 Runoff=102.04 cfs 11.537 af
RunoffArea=37.000 ac 0.00% Impervious Runoff Depth=2.75"
Tc=22.0 min CN=78 Runoff=87.90 cfs 8.466 af
RunoffArea=278.800 ac 0.00% Impervious Runoff Depth=4.46"
Tc=30.0 min CN=95 Runoff=851.32 cfs 103.601 af
RunoffArea=33.500 ac 0.00% Impervious Runoff Depth=2.31"
Tc=30.0 min CN=73 Runoff=56.73 cfs 6.454 af
RunoffArea=62.000 ac 0.00% Impervious Runoff Depth=1.99"
Tc=30.0 min CN=69 Runoff=88.85 cfs 10.263 af
RunoffArea=533.800 ac 0.00% Impervious Runoff Depth=4.02"
Tc=30.0 min CN=91 Runoff=1,527.46 cfs 178.864 af
Runoff Area=183.000 ac 0.00% Impervious Runoff Depth=2.48"
Tc=50.0 min CN=75 Runoff=249.95 cfs 37.847 af
RunoffArea=162.400 ac 0.00% Impervious Runoff Depth=2.23"
Tc=45.0 min CN=72 Runoff=211.17 cfs 30.162 of
Peak Elev=687.28' Storage=2,612,029 cf Inflow=775.28 cfs 82.536 af
Outflow=194.81 cfs 72.563 af
Pond Pond B1: Pond B1 Peak Elev=683.88' Storage=1,346,008 cf Inflow=851.32 cfs 103.601 af
84.0" Round Culvert n=0.013 L=711.0' S=0.0830 '/' Outflow=387.61 cfs 103.491 af
Pond Pond B2: Pond B2 Peak EIev=619.10' Storage=2,304,541 cf Inflow=387.61 cfs 103.491 af
Outflow=330.59 cfs 90.491 af
Pond Pond C1: Pond C1 Peak EIev=675.47' Storage=3,224,204 cf Inflow=1,527.46 cfs 178.864 af
72.0" Round Culvert n=0.013 L=991.0' S=0.0111 '/' Outflow=443.22 cfs 176.812 af
Pond Pond C2: Pond C2 Peak EIev=655.10' Storage=3,841,601 cf Inflow=443.22 cfs 176.812 af
Outflow=387.58 cfs 153.916 af
LinkA-1: OutfallA1 Inflow=278.19 cfs 84.099 af
Primary=278.19 cfs 84.099 af

ProposedConditions 11.10.21
Prepared by HDR, Inc
HydroCAD® 10.00-25 s/n 07102 © 2019 HydroCAD Software Solutions LLC
NRCC 24-hr B NRCC-10yr-24hr Rainfall=5.04"
Printed 11/15/2021
Page 49
Link A-2: Outfall A2
Link B-1: Total DA B
Link B-2: Outfall B2
Link C: Total DA C
Inflow=87.90 cfs 8.466 af
Primary=87.90 cfs 8.466 af
Inflow=347.70 cfs 96.945 af
Primary=347.70 cfs 96.945 af
Inflow=88.85 cfs 10.263 af
Primary=88.85 cfs 10.263 af
Inflow=511.88 cfs 221.924 af
Primary=511.88 cfs 221.924 af
Total Runoff Area = 1,569.000 ac Runoff Volume = 469.730 af Average Runoff Depth = 3.59"
100.00% Pervious = 1,569.000 ac 0.00% Impervious = 0.000 ac

ProposedConditions 11.10.21 NRCC 24-hr B NRCC-10yr-24hr Rainfall=5.04"
Prepared by HDR, Inc Printed 11/15/2021
HydroCAD® 10.00-25 s/n 07102 © 2019 HydroCAD Software Solutions LLC Page 50
Summary for Subcatchment Al: Al -A
Runoff = 364.42 cfs @ 12.29 hrs, Volume=
35.975 af, Depth= 4.35"
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs
NRCC 24-hr B NRCC-10yr-24hr Rainfall=5.04"
Area (ac) CN Description
99.300 94
99.300 100.00% Pervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
20.0
400-
380
360
340
320
300
280
260
240
u 220
0 200
LL 180
160
140
120
100
80
60
40
20
0
Direct Entry,
Subcatchment Al: Al -A
Hydrograph
364.42
i
rt fi
T
1 7 7
1 1 + L 1 1 L L I I 1 1
L L 1 1 L L L L IIRCC_244hri13_
L NRCC- F0'yr 24hr I a'rrtifa I= G4„
I un+ r 1 1 offArea=99.300 ac
� + r +
H t Runoff V6Futne*36975- f -
7 Fit' riofrDP t117=i1*"
TQ=210 o'I mun -
C N=941
1 L
1 IL L 1 1
-I + + 1 1 1 + + + '+
+ +
+ + + I 1 + + + 1 1 + +
1 'I 1 I L 11 1 1 I
t r 1
1 1 1 t i
T T
8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48
Time (hours)
• Runoff

ProposedConditions 11.10.21 NRCC 24-hr B NRCC-10yr-24hr Rainfall=5.04"
Prepared by HDR, Inc Printed 11/15/2021
HydroCAD® 10.00-25 s/n 07102 © 2019 HydroCAD Software Solutions LLC Page 51
Summary for Subcatchment A2: A2
Runoff = 420.37 cfs @ 12.35 hrs, Volume=
46.561 af, Depth= 4.46"
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs
NRCC 24-hr B NRCC-10yr-24hr Rainfall=5.04"
Area (ac) CN Description
* 125.300 95
125.300 100.00% Pervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
25.0 Direct Entry,
460=
Subcatchment A2: A2
Hydrograph
▪ 1 L L
1 1 L
J•• r , 1 1 1 7 1
1 L
440= jazo.7cfs
l 1 + L +
420 1 1 isiR-CC 24»hr13-
400=L 1 1 1 L 1 L L 1 �+1 L L L 1 1 1 1 L
380i i 1 rt t rt t L NR C11-1D;yr-2-4br Rarhfa I=_$.04„
360 - Runoff -Area= t25 d0 ac
340= 1 1 1 1 1 1 L
320 7 L rt l Runoff uoku ne*4 561 af
300
280 = 1 1 JI
IT,260.. 1 1T T 1,-=25 m I n
U �' 1 1 1 1 1 1 I 1 1
240=
5 220 --2--+ L 1 1 1 1--+--11-
• 200= 1--1--r r 1 r r I 1 r 1
180 I I 1 1 1
II
160= - 1 1 - 7 L 1
1 4 ' i- 1 1 1 1 L-- --1 1 1 4--+--
140" 7 7 L 7 7 T r 1 7 L r 1 7 T
120 ill I 1 1 1 1 1 1 1 1 1 II
80=' T 7 T r 44 T L 7 T T r r 7 T
60= LI L 1 - 1 1 1 L L 1 1 1 L 20-
Ruhoff
1
CN= 5
Y
�12 • �14 1.
8 10 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48
Time (hours)
• Runo

ProposedConditions 11.10.21 NRCC 24-hr B NRCC-10yr-24hr Rainfall=5.04"
Prepared by HDR, Inc Printed 11/15/2021
HydroCAD® 10.00-25 s/n 07102 © 2019 HydroCAD Software Solutions LLC Page 52
Summary for Subcatchment A3.U: DA Al
Runoff = 102.04 cfs @ 12.43 hrs, Volume=
11.537 af, Depth= 2.57"
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs
NRCC 24-hr B NRCC-10yr-24hr Rainfall=5.04"
Area (ac) CN Description
53.900 76
53.900 100.00% Pervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
30.0
Direct Entry,
Subcatchment A3.U: DA Al
Hydrograph
1 1 1
L
110=' - 1--1 _r
105 _' 11 1102.04 cfs
1
100i 1
95= - 1 1 1--+--L
90 1
85"
80 -'
75 ' 1 1 r r r
r
7O— -
w 65=
60"� - 1 +
1
30 55i 1 1 1 1
LT_50-'' 1 1 1
45'L L
' +
40=' - 7 7 T
35= , 1 1
30= - I I L L
25 - 1 7 T
20' —
15
10=
5=
1 1
r
1 1 LI
L
1 L r
_J 1 +
1I C_I24»hrs_
NRICC_ r -24hr Ra-mill 5 G4'.
i unoff Area=53.9-00 -ac -
- 1'Rurn1 o rVf Furne=11-.53raf -
r r
f ux1-0ff-D pt =Z -57'= -
1 1 Tc=30 miln
+--+--+ 1 L+ 1 1 1
7 1 r 1 1 1 1 r 1 1 1 i I -=- 6-
41 41 + 4 1 1 1 41 + 4 1 1 1 44
7 7 T r 1 1 1 7 r r 1 1 r 7 T
+ 4 41 + 4 1 1 41 +
7 7 T r 1 1 1 7 r r IT 7 T
_II 1 + r 11 11 1
- t r r r 1 +
8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48
Time (hours)
• Runo

ProposedConditions 11.10.21 NRCC 24-hr B NRCC-10yr-24hr Rainfall=5.04"
Prepared by HDR, Inc Printed 11/15/2021
HydroCAD® 10.00-25 s/n 07102 © 2019 HydroCAD Software Solutions LLC Page 53
Summary for Subcatchment A4.U: DA A2
Runoff = 87.90 cfs @ 12.32 hrs, Volume=
8.466 af, Depth= 2.75"
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs
NRCC 24-hr B NRCC-10yr-24hr Rainfall=5.04"
Area (ac) CN Description
37.000 78
37.000 100.00% Pervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
22.0
95€
90=
85_`
80 -
75
70
65=
6O-
H 55=
3 50
0 45_
LL 40_
35=
307.
25=
20.
15-
107
53
Direct Entry,
Subcatchment A4.U: DA A2
Hydrograph
z
4
4
87.90 cfs I
HI 41
I ▪ I
rt
✓
4
✓
rt
r
r
r
7
r
7
4-
r
r
r
r
r
4-
r
r
rt
7
4 7
III
1ifRC-C 124»'hr
4N "CC-1 y-r-'1241tir RaittfalL=L.04„
*urtof -Area=3 .-000'c -
RUmiff Voila mie=8.466-a f
r t r r Runo D00L 2.7 "
7
7
7
7
7
7
TE=-22.0'rmin--
rr �.I/ 0 4 r N� LI
r r r
▪ r r r r
▪ r
7 r
r r
7 7
r
T
T
T
r
T
8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48
Time (hours)
■ Runoff

ProposedConditions 11.10.21 NRCC 24-hr B NRCC-10yr-24hr Rainfall=5.04"
Prepared by HDR, Inc Printed 11/15/2021
HydroCAD® 10.00-25 s/n 07102 © 2019 HydroCAD Software Solutions LLC Page 54
Summary for Subcatchment B1: B1-A
Runoff = 851.32 cfs @ 12.41 hrs, Volume=
103.601 af, Depth= 4.46"
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs
NRCC 24-hr B NRCC-10yr-24hr Rainfall=5.04"
Area (ac) CN Description
* 278.800 95
278.800 100.00% Pervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
30.0 Direct Entry,
0
LL
Subcatchment B1: B1-A
Hydrograph
950s
900:'
8503"
800
750
700-
650=
600=
550:
500:
4504-
4004-
3503-
300:- "
2504-
200=
1504-
100
r
r
NRQC
▪ 1-1 I I
y r r I I +
▪ --+--+--------I--+--+
14JRCC-I124»hr13-
-1-0y r-24hr Ra'mfai l=$ M4" -
Runoff Area=278.8O0 ac
L I I L
Runoff ,Volu nie=103.6b 1_ of -
Runoff Dpt1h=4 " -
J
L
Tc=30 •
mien
CN=95
0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48
Time (hours)
• Runoff

ProposedConditions 11.10.21 NRCC 24-hr B NRCC-10yr-24hr Rainfall=5.04"
Prepared by HDR, Inc Printed 11/15/2021
HydroCAD® 10.00-25 s/n 07102 © 2019 HydroCAD Software Solutions LLC Page 55
Summary for Subcatchment B2.U: DA B2.0
Runoff = 56.73 cfs @ 12.44 hrs, Volume=
6.454 af, Depth= 2.31"
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs
NRCC 24-hr B NRCC-10yr-24hr Rainfall=5.04"
Area (ac) CN Description
33.500 73
33.500 100.00% Pervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
30.0
60-
55�
50�
45�
40�
35�
0 30J ,
lL
201
15�
10�
5
Direct Entry,
Subcatchment B2.U: DA B2.0
Hydrograph
rt
t
56.73 c
4
r
4-
4-
4-
I-I II—
NRCC 124»hr
4N R,`CC=1 yr =24hr Rai t fall=$.114" -
-F unof -Area aa.-500 ac -
Rran_dff Vohanie=6.454_ff _
Runoff Depth=2.31_"
Tc=30.0�� mien
L
CN=73
//i/////
/%//////////)//,//////////F%/.0i//®%////%
8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48
Time (hours)
■ Runoff

ProposedConditions 11.10.21 NRCC 24-hr B NRCC-10yr-24hr Rainfall=5.04"
Prepared by HDR, Inc Printed 11/15/2021
HydroCAD® 10.00-25 s/n 07102 © 2019 HydroCAD Software Solutions LLC Page 56
Summary for Subcatchment B3.U: DA B3.0
Runoff = 88.85 cfs @ 12.44 hrs, Volume= 10.263 af, Depth= 1.99"
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs
NRCC 24-hr B NRCC-10yr-24hr Rainfall=5.04"
Area (ac) CN Description
62.000 69
62.000 100.00% Pervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
30.0
Direct Entry,
Subcatchment B3.U: DA B3.0
Hydrograph
J
95�
904" -
85 _
8o
75
7o
65"
60=
55-
50_
45=
40=
35='
30='
25i _
207
15:'
10i
5.
88.85 cfs
1
4 4
7
7
7
7
ftIRCC
2441rB-
+
r
NRCC- 1Qyr-24hr Rainfall=$.04"
*ur of -Area&&AD-0 4c- -
Runoff iidlu d=1b-263-af
1 1 1 1 1 1 1 1 1 r
1 i Rurtof1 Dpptii=1.90_"
4- 1 Tc=30.O-mwrn-
r r
r
1 1
1 4 4I I 1I 11 11 CN =69
+
-4 rt rt
+ r r 1I I '1-
r
-I Y Y Y r r 1 r r T r r
r r r T T 'r r T T T 4-
1 r ir r 4-
8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48
Time (hours)
■ Runoff

ProposedConditions 11.10.21 NRCC 24-hr B NRCC-10yr-24hr Rainfall=5.04"
Prepared by HDR, Inc Printed 11/15/2021
HydroCAD® 10.00-25 s/n 07102 © 2019 HydroCAD Software Solutions LLC Page 57
Summary for Subcatchment C1: C1-A
Runoff = 1,527.46 cfs @ 12.41 hrs, Volume=
178.864 af, Depth= 4.02"
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs
NRCC 24-hr B NRCC-10yr-24hr Rainfall=5.04"
Area (ac) CN Description
* 533.800 91
533.800 100.00% Pervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
30.0 Direct Entry,
Subcatchment C1: C1-A
Hydrograph
1,700: r
1,6004'
1,500
1,4004
1,3004'
1,200%
1,100='
1,000
N
o 9004'
8004'
• 7004'
600='F
500
4004'
3001
2004"
100=
0-
— — — — — — H --I---1--+--+--
L 1
1 1,527.46 cf5
CIS=91
i LI
+ --+--r--1--H--+--+
L I 1 L 1 LI J
r
r
▪ r
▪ NRCC
r
+
+
NRCC 24-'hr 8
▪ r r I I
10yr-24h1r ItairtfalI=5.04"
-Runoff-*rea= 43*800 aG -
Rundf€ ttoIuhe=176:864-af -
�ur�,�D�1rtM=�.fl2" -
▪ hTia�.Omnn
✓
—V +
+
✓
IT
r
L L
r L r
4 + T
r +
▪ i L
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)
■ Runo

ProposedConditions 11.10.21 NRCC 24-hr B NRCC-10yr-24hr Rainfall=5.04"
Prepared by HDR, Inc Printed 11/15/2021
HydroCAD® 10.00-25 s/n 07102 © 2019 HydroCAD Software Solutions LLC Page 58
Summary for Subcatchment C2.U: DA C2.0
Runoff = 249.95 cfs @ 12.70 hrs, Volume=
37.847 af, Depth= 2.48"
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs
NRCC 24-hr B NRCC-10yr-24hr Rainfall=5.04"
Area (ac) CN Description
* 183.000 75
183.000 100.00% Pervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
50.0 Direct Entry,
Subcatchment C2.U: DA C2.0
Hydrograph
260
240-
220'
200
1807'
160'
3 140
0
LT- 120,"
100--
807'
60:'
407'
L-NRRC-244hr -
NRCC-1-0yr-24hr
RtmOff$ea=1-83 Od0-ac
1
+
1249.95 cfs
1 L
1
1
1 7 T
RunoffVdFu ne37 847-af -
Ru flofF Deptff=2 4 "
1 - Tc=40.-0 min -
LL
_C ICI =%+5 -
✓
8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42
Time (hours)
1
i
i
44 46 48
■ Runoff

ProposedConditions 11.10.21 NRCC 24-hr B NRCC-10yr-24hr Rainfall=5.04"
Prepared by HDR, Inc Printed 11/15/2021
HydroCAD® 10.00-25 s/n 07102 © 2019 HydroCAD Software Solutions LLC Page 59
Summary for Subcatchment C3.U: DA C3.0
Runoff = 211.17 cfs @ 12.64 hrs, Volume=
30.162 af, Depth= 2.23"
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs
NRCC 24-hr B NRCC-10yr-24hr Rainfall=5.04"
Area (ac) CN Description
* 162.400 72
162.400 100.00% Pervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
45.0 Direct Entry,
230'
220 = 1 211.17 cfs
210= - 1 1 , 1 T
200=
190= + + +
Subcatchment C3.U: DA C3.0
Hydrograph
Ti
T
T T
Ti
T T
1
T +
180=
7 7 T
170€ - L L
160= - + + + - +
150= 1 1 1
140i 1 1 1 L
N
130i' L
120i
0 110'_ � 4
u- 100i- - 1 1 7 7 1
90 - 1 1
80 - -1 +
70= 7 7 T
60=' 1 1
50- - 1 1 +--4--+
401' - T 7 T
30'.' I i 1
20€ 1 1 +'--+--+
0..11
.
I
r 1
1 1 14IR-CC-24.hrtB-
+ NRICc-'LQyr-Z4hr Raf l=L.Q4„
4 7 T T RunoffAra= t62.-4d04c
11 1 L L I 1 I J L L I I I 1 1
+--1--I--- Runoff ubFukne*30162-af-
1 F urtoft-Dgpt1,7=22 'f -
rt+ r 1 1 1 y--t--r--rTc=45.0
T
7 T
1 1 C N=7+2
r1 1 1 T
1 1 + T 1 1 1 4 T + 1 1 1 1 +
7 7 T T I 7 T 7 I 7 T
1 1 T 1 I
1 1 L I I
TT 1 I 1 T
' I
+ - - + - - +
+--+
I 1 1
8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48
Time (hours)
• Runo

ProposedConditions 11.10.21
Prepared by HDR, Inc
HydroCAD® 10.00-25 s/n 07102 © 2019 HydroCAD Software Solutions LLC
NRCC 24-hr B NRCC-10yr-24hr Rainfall=5.04"
Printed 11/15/2021
Page 60
Inflow Area =
Inflow =
Outflow =
Primary =
Summary for Pond Pond A3: Pond A3
224.600 ac, 0.00% Impervious, Inflow Depth = 4.41" for NRCC-10yr-24hr event
775.28 cfs @ 12.31 hrs, Volume= 82.536 af
194.81 cfs @ 12.90 hrs, Volume= 72.563 af, Atten= 75%, Lag= 35.0 min
194.81 cfs @ 12.90 hrs, Volume= 72.563 af
Routing by Stor-Ind method, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs
Starting Elev= 678.00' Surf.Area= 168,544 sf Storage= 781,799 cf
Peak Elev= 687.28' @ 12.90 hrs Surf.Area= 223,083 sf Storage= 2,612,029 cf (1,830,230 cf above start)
Plug -Flow detention time= 337.1 min calculated for 54.615 af (66% of inflow)
Center -of -Mass det. time= 172.8 min (959.4 - 786.5 )
Volume Invert Avail.Storage Storage Description
#1
Elevation
(feet)
672.00
674.00
676.00
678.00
680.00
682.00
684.00
686.00
688.00
690.00
692.00
672.00' 3,727,860 cf Custom Stage Data (Prismatic)Listed below (Recalc)
Device Routing
Surf.Area
(sq-ft)
99,117
113,009
144,060
168,544
183,296
193,916
204,761
215,830
227,123
238,641
250,383
Invert
Inc.Store
(cubic -feet)
0
212,126
257,069
312,604
351,840
377,212
398,677
420,591
442,953
465,764
489,024
Outlet Devices
Cum.Store
(cubic -feet)
0
212,126
469,195
781,799
1,133,639
1,510,851
1,909,528
2,330,119
2,773,072
3,238,836
3,727,860
#1 Primary
#2
#3
#4
Device 1
Device 1
Device 1
672.00'
678.00'
688.00'
681.00'
60.0" Round Culvert
L= 414.0' RCP, square edge headwall, Ke= 0.500
Inlet / Outlet Invert= 672.00' / 670.00' S= 0.0048'/' Cc= 0.900
n= 0.013, Flow Area= 19.63 sf
6.0" Vert. Orifice/Grate C= 0.600
40.0' long Sharp -Crested Rectangular Weir 0 End Contraction(s)
54.0" Horiz. Orifice/Grate C= 0.600
Limited to weir flow at low heads
Primary OutFlow Max=194.81 cfs @ 12.90 hrs HW=687.28' (Free Discharge)
t.=Culvert (Passes 194.81 cfs of 317.73 cfs potential flow)
-2=Orifice/Grate (Orifice Controls 2.84 cfs @ 14.47 fps)
-3=Sharp-Crested Rectangular Weir( Controls 0.00 cfs)
-4=Orifice/Grate (Orifice Controls 191.97 cfs @ 12.07 fps)

ProposedConditions 11.10.21
Prepared by HDR, Inc
HydroCAD® 10.00-25 s/n 07102 © 2019 HydroCAD Software Solutions LLC
NRCC 24-hr B NRCC-10yr-24hr Rainfall=5.04"
Printed 11/15/2021
Page 61
Elevation (feet)
Pond Pond A3: Pond A3
Hyd rog raph
/�,
850�
800�
750�
700
650�
600
550�
500
450�
400�
350
300-''
250�
200-''
150''
100�
50
0
T I I T T
i 775.28 cfs i
r t r — —r
1 t r
7 + 7 — —7
T
1--t--r
194.81 cf
r
jnffow=Area= 24 600 ac
Peik lev=$$7,201
Storage=2,612}029 cf
T
T
L
L
T T T
-I T r
t -r
4
1 L
T
T
r
1 L
A
4-
1 L
1
r
1
1
1
i
1
r
T T
1 t
69
69
69
68
68
68
68
68
68
68
68
68
68
67
67
67
67
67
67
67
67
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)
Pond Pond A3: Pond A3
Stage -Discharge
0-
9=
8-
7=
6=
5.
4=,
3=
2�
0
9
7
6-%
5
1
L
L
/'Orifice/Adiro-
Grate
4m
3
L
L
i
L
Orifice/Grate
r
r
Sharp -Crested Rectangular Weir
L L L
L L
L L
r r
T
Culvert
r
L
i
L L
L 4-
L 4-
r
r
r-
r
r r r
0
50 100 150 200
Discharge (cfs)
250 300 350
® Inflow
❑ Primary
❑ Primary

ProposedConditions 11.10.21
Prepared by HDR, Inc
HydroCAD® 10.00-25 s/n 07102 © 2019 HydroCAD Software Solutions LLC
NRCC 24-hr B NRCC-10yr-24hr Rainfall=5.04"
Printed 11/15/2021
Page 62
Elevation (feet)
0
692/
691-i
690=
689=
688-=
687-E
686-
685
684-
Pond Pond A3: Pond A3
Stage -Area -Storage
rrface/Horizontal/Wetted Area (sq-ft)
20,000 40,000 60,000 80,000 100,000 120,000 140,000 160,000 180,000 200,000 220,000 240,000
4-
r
u
r
n r r 1 r1
il
I J
L J
11
1111
683'' I
682
681''r
680i ' -
679
678 f
677-'
676_
675_
674' ,
673
672
0
r
500,000
1,000,000
11 J
L LI
L - L - - L _ _ _ _ JI
I- r +
1,500,000 2,000,000 2,500,000
Storage (cubic -feet)
3,000,000
3,500,000
Surface
El Storage

ProposedConditions 11.10.21 NRCC 24-hr B NRCC-10yr-24hr Rainfall=5.04"
Prepared by HDR, Inc Printed 11/15/2021
HydroCAD® 10.00-25 s/n 07102 © 2019 HydroCAD Software Solutions LLC Page 63
Stage -Discharge for Pond Pond A3: Pond A3
Elevation Primary Elevation Primary
(feet) (cfs) (feet) (cfs)
672.00 0.00 682.40 78.50
672.20 0.00 682.60 95.53
672.40 0.00 682.80 104.76
672.60 0.00 683.00 110.36
672.80 0.00 683.20 115.69
673.00 0.00 683.40 120.78
673.20 0.00 683.60 125.67
673.40 0.00 683.80 130.37
673.60 0.00 684.00 134.91
673.80 0.00 684.20 139.29
674.00 0.00 684.40 143.55
674.20 0.00 684.60 147.68
674.40 0.00 684.80 151.70
674.60 0.00 685.00 155.61
674.80 0.00 685.20 159.43
675.00 0.00 685.40 163.16
675.20 0.00 685.60 166.81
675.40 0.00 685.80 170.37
675.60 0.00 686.00 173.87
675.80 0.00 686.20 177.29
676.00 0.00 686.40 180.65
676.20 0.00 686.60 183.95
676.40 0.00 686.80 187.19
676.60 0.00 687.00 190.38
676.80 0.00 687.20 193.51
677.00 0.00 687.40 196.59
677.20 0.00 687.60 199.63
677.40 0.00 687.80 202.61
677.60 0.00 688.00 205.56
677.80 0.00 688.20 220.16
678.00 0.00 688.40 244.42
678.20 0.11 688.60 274.95
678.40 0.36 688.80 310.54
678.60 0.56 689.00 339.20
678.80 0.70 689.20 341.61
679.00 0.82 689.40 344.01
679.20 0.92 689.60 346.39
679.40 1.01 689.80 348.75
679.60 1.10 690.00 351.10
679.80 1.18 690.20 353.43
680.00 1.25 690.40 355.75
680.20 1.32 690.60 358.05
680.40 1.39 690.80 360.34
680.60 1.45 691.00 362.62
680.80 1.51 691.20 364.88
681.00 1.57 691.40 367.12
681.20 5.76 691.60 369.35
681.40 13.37 691.80 371.57
681.60 23.22 692.00 373.78
681.80 34.86
682.00 48.06
682.20 62.65

ProposedConditions 11.10.21 NRCC 24-hr B NRCC-10yr-24hr Rainfall=5.04"
Prepared by HDR, Inc Printed 11/15/2021
HydroCAD® 10.00-25 s/n 07102 © 2019 HydroCAD Software Solutions LLC Page 64
Stage -Area -Storage for Pond Pond A3: Pond A3
Elevation Surface Storage
(feet) (sq-ft) (cubic -feet)
Elevation Surface Storage
(feet) (sq-ft) (cubic -feet)
672.00 99,117 0 682.40 196,085 1,588,851
672.20 100,506 19,962 682.60 197,170 1,628,177
672.40 101,895 40,202 682.80 198,254 1,667,719
672.60 103,285 60,720 683.00 199,339 1,707,478
672.80 104,674 81,516 683.20 200,423 1,747,454
673.00 106,063 102,590 683.40 201,507 1,787,647
673.20 107,452 123,942 683.60 202,592 1,828,057
673.40 108,841 145,571 683.80 203,676 1,868,684
673.60 110,231 167,478 684.00 204,761 1,909,528
673.80 111,620 189,663 684.20 205,868 1,950,591
674.00 113,009 212,126 684.40 206,975 1,991,875
674.20 116,114 235,038 684.60 208,082 2,033,381
674.40 119,219 258,572 684.80 209,189 2,075,108
674.60 122,324 282,726 685.00 210,296 2,117,056
674.80 125,429 307,501 685.20 211,402 2,159,226
675.00 128,535 332,898 685.40 212,509 2,201,617
675.20 131,640 358,915 685.60 213,616 2,244,230
675.40 134,745 385,554 685.80 214,723 2,287,064
675.60 137,850 412,813 686.00 215,830 2,330,119
675.80 140,955 440,694 686.20 216,959 2,373,398
676.00 144,060 469,195 686.40 218,089 2,416,903
676.20 146,508 498,252 686.60 219,218 2,460,633
676.40 148,957 527,798 686.80 220,347 2,504,590
676.60 151,405 557,835 687.00 221,477 2,548,772
676.80 153,854 588,360 687.20 222,606 2,593,180
677.00 156,302 619,376 687.40 223,735 2,637,815
677.20 158,750 650,881 687.60 224,864 2,682,675
677.40 161,199 682,876 687.80 225,994 2,727,760
677.60 163,647 715,361 688.00 227,123 2,773,072
677.80 166,096 748,335 688.20 228,275 2,818,612
678.00 168,544 781,799 688.40 229,427 2,864,382
678.20 170,019 815,655 688.60 230,578 2,910,382
678.40 171,494 849,807 688.80 231,730 2,956,613
678.60 172,970 884,253 689.00 232,882 3,003,075
678.80 174,445 918,995 689.20 234,034 3,049,766
679.00 175,920 954,031 689.40 235,186 3,096,688
679.20 177,395 989,363 689.60 236,337 3,143,840
679.40 178,870 1,024,989 689.80 237,489 3,191,223
679.60 180,346 1,060,911 690.00 238,641 3,238,836
679.80 181,821 1,097,127 690.20 239,815 3,286,682
680.00 183,296 1,133,639 690.40 240,989 3,334,762
680.20 184,358 1,170,404 690.60 242,164 3,383,077
680.40 185,420 1,207,382 690.80 243,338 3,431,628
680.60 186,482 1,244,572 691.00 244,512 3,480,413
680.80 187,544 1,281,975 691.20 245,686 3,529,432
681.00 188,606 1,319,590 691.40 246,860 3,578,687
681.20 189,668 1,357,417 691.60 248,035 3,628,176
681.40 190,730 1,395,457 691.80 249,209 3,677,901
681.60 191,792 1,433,709 692.00 250,383 3,727,860
681.80 192,854 1,472,174
682.00 193,916 1,510,851
682.20 195,001 1,549,743

ProposedConditions 11.10.21 NRCC 24-hr B NRCC-10yr-24hr Rainfall=5.04"
Prepared by HDR, Inc Printed 11/15/2021
HydroCAD® 10.00-25 s/n 07102 © 2019 HydroCAD Software Solutions LLC Page 65
Summary for Pond Pond B1: Pond B1
Inflow Area = 278.800 ac, 0.00% Impervious, Inflow Depth = 4.46" for NRCC-10yr-24hr event
Inflow = 851.32 cfs @ 12.41 hrs, Volume= 103.601 af
Outflow = 387.61 cfs @ 12.82 hrs, Volume= 103.491 af, Atten= 54%, Lag= 24.9 min
Primary = 387.61 cfs @ 12.82 hrs, Volume= 103.491 af
Routing by Stor-Ind method, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs
Peak Elev= 683.88' @ 12.82 hrs Surf.Area= 275,063 sf Storage= 1,346,008 cf
Plug -Flow detention time= 67.2 min calculated for 103.383 af (100% of inflow)
Center -of -Mass det. time= 67.6 min (858.5 - 790.9 )
Volume Invert Avail.Storage Storage Description
#1 676.00' 2,737,543 cf Custom Stage Data (Prismatic)Listed below (Recalc)
Elevation Surf.Area Inc.Store Cum.Store
(feet) (sq-ft) (cubic -feet) (cubic -feet)
676.00 75,404 0 0
678.00 120,832 196,236 196,236
680.00 169,974 290,806 487,042
682.00 222,421 392,395 879,437
684.00 278,551 500,972 1,380,409
686.00 338,363 616,914 1,997,323
688.00 401,857 740,220 2,737,543
Device Routing Invert Outlet Devices
#1 Primary
676.00' 84.0" Round Culvert
L= 711.0' RCP, square edge headwall, Ke= 0.500
Inlet / Outlet Invert= 676.00' / 617.00' S= 0.0830'/' Cc= 0.900
n= 0.013, Flow Area= 38.48 sf
Primary OutFlow Max=387.45 cfs @ 12.82 hrs HW=683.87' (Free Discharge)
t1=Culvert (Inlet Controls 387.45 cfs @ 10.07 fps)

ProposedConditions 11.10.21
Prepared by HDR, Inc
HydroCAD® 10.00-25 s/n 07102 © 2019 HydroCAD Software Solutions LLC
NRCC 24-hr B NRCC-10yr-24hr Rainfall=5.04"
Printed 11/15/2021
Page 66
Pond Pond B1: Pond B1
Hyd rog raph
950
900€
f 850-
800
750=
700=
650i
600€
w 550_
5004-
0 450
• 400='
350=
300=
250=
200=
150" f
100='
50
0
Elevation (feet)
688-7/
6871
6861
6851
6841:
683-'
682'
681-'
680
6791'
6781'
6771'
Culvert
676
7
T
T
T — — 1 851.329fs.
T
1
1
1
1
387.61
4
1
1
7 7
1
+ r I 4
T + I 4
T 1
7 r 1 7 7 r 1 T T 1
'wow- rea470.800 a�
1
Pea C eiev=60,8 '
4
Storage=1111,346 00-8 cf
1
4
184 -0" -
gqu-i d- CiFve
n=0.0 T8
1 L LL= -11 .Cr-
▪ L I 1 I
S=O O -30 IP
1 1
8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48
Time (hours)
Pond Pond B1: Pond B1
Stage -Discharge
1
1
7
H
1
r
4-
L
r
L
T T
7
0 50 100 150
200
250 300
Discharge (cfs)
350
400
450
500
II Inflow
❑ Primary
• Primary

ProposedConditions 11.10.21
Prepared by HDR, Inc
HydroCAD® 10.00-25 s/n 07102 © 2019 HydroCAD Software Solutions LLC
NRCC 24-hr B NRCC-10yr-24hr Rainfall=5.04"
Printed 11/15/2021
Page 67
Elevation (feet)
688-
6877'
686—'
6857'
6847'
683
6827'
6817
6807"
679
678—
6777'
676
0
Pond Pond B1: Pond B1
Stage -Area -Storage
Surface/Horizontal/Wetted A
50,000 100,000 150,000 200,000 250,000
500,000
1,000,000 1,500,000
Storage (cubic -feet)
L
300,000 350,000 400,000
2,000,000
L
2,500,000
4
4
4
Surface
El Storage

ProposedConditions 11.10.21 NRCC 24-hr B NRCC-10yr-24hr Rainfall=5.04"
Prepared by HDR, Inc Printed 11/15/2021
HydroCAD® 10.00-25 s/n 07102 © 2019 HydroCAD Software Solutions LLC Page 68
Stage -Discharge for Pond Pond B1: Pond B1
Elevation Primary Elevation Primary Elevation Primary Elevation Primary
(feet) (cfs) (feet) (cfs) (feet) (cfs) (feet) (cfs)
676.00 0.00 679.12 99.76 682.24 308.09 685.36 448.57
676.06 0.04 679.18 103.25 682.30 311.76 685.42 450.86
676.12 0.17 679.24 106.78 682.36 315.37 685.48 453.14
676.18 0.39 679.30 110.36 682.42 318.89 685.54 455.41
676.24 0.68 679.36 113.97 682.48 322.34 685.60 457.66
676.30 1.07 679.42 117.63 682.54 325.69 685.66 459.91
676.36 1.53 679.48 121.33 682.60 328.95 685.72 462.14
676.42 2.08 679.54 125.06 682.66 332.09 685.78 464.37
676.48 2.71 679.60 128.83 682.72 335.11 685.84 466.58
676.54 3.42 679.66 132.63 682.78 337.98 685.90 468.78
676.60 4.21 679.72 136.47 682.84 340.69 685.96 470.97
676.66 5.08 679.78 140.33 682.90 343.19 686.02 473.16
676.72 6.03 679.84 144.23 682.96 345.42 686.08 475.33
676.78 7.06 679.90 148.17 683.02 347.66 686.14 477.49
676.84 8.16 679.96 152.12 683.08 350.61 686.20 479.64
676.90 9.34 680.02 156.11 683.14 353.53 686.26 481.79
676.96 10.60 680.08 160.13 683.20 356.44 686.32 483.92
677.02 11.93 680.14 164.16 683.26 359.31 686.38 486.04
677.08 13.34 680.20 168.22 683.32 362.17 686.44 488.16
677.14 14.82 680.26 172.31 683.38 365.00 686.50 490.26
677.20 16.38 680.32 176.41 683.44 367.81 686.56 492.36
677.26 18.00 680.38 180.54 683.50 370.60 686.62 494.45
677.32 19.70 680.44 184.68 683.56 373.37 686.68 496.53
677.38 21.47 680.50 188.84 683.62 376.12 686.74 498.60
677.44 23.31 680.56 193.01 683.68 378.85 686.80 500.66
677.50 25.21 680.62 197.20 683.74 381.56 686.86 502.71
677.56 27.19 680.68 201.39 683.80 384.25 686.92 504.76
677.62 29.23 680.74 205.60 683.86 386.92 686.98 506.79
677.68 31.34 680.80 209.82 683.92 389.58 687.04 508.82
677.74 33.52 680.86 214.04 683.98 392.21 687.10 510.84
677.80 35.76 680.92 218.27 684.04 394.83 687.16 512.85
677.86 38.06 680.98 222.50 684.10 397.43 687.22 514.86
677.92 40.43 681.04 226.73 684.16 400.01 687.28 516.86
677.98 42.86 681.10 230.97 684.22 402.58 687.34 518.85
678.04 45.36 681.16 235.20 684.28 405.13 687.40 520.83
678.10 47.91 681.22 239.42 684.34 407.66 687.46 522.80
678.16 50.52 681.28 243.64 684.40 410.18 687.52 524.77
678.22 53.20 681.34 247.85 684.46 412.69 687.58 526.73
678.28 55.93 681.40 252.04 684.52 415.18 687.64 528.68
678.34 58.71 681.46 256.23 684.58 417.65 687.70 530.62
678.40 61.56 681.52 260.39 684.64 420.11 687.76 532.56
678.46 64.46 681.58 264.54 684.70 422.55 687.82 534.49
678.52 67.41 681.64 268.67 684.76 424.98 687.88 536.42
678.58 70.42 681.70 272.78 684.82 427.40 687.94 538.33
678.64 73.48 681.76 276.85 684.88 429.80 688.00 540.24
678.70 76.60 681.82 280.90 684.94 432.19
678.76 79.76 681.88 284.91 685.00 434.57
678.82 82.97 681.94 288.89 685.06 436.94
678.88 86.24 682.00 292.83 685.12 439.29
678.94 89.55 682.06 296.72 685.18 441.63
679.00 92.90 682.12 300.56 685.24 443.95
679.06 96.31 682.18 304.36 685.30 446.27

ProposedConditions 11.10.21 NRCC 24-hr B NRCC-10yr-24hr Rainfall=5.04"
Prepared by HDR, Inc Printed 11/15/2021
HydroCAD® 10.00-25 s/n 07102 © 2019 HydroCAD Software Solutions LLC Page 69
Stage -Area -Storage for Pond Pond B1: Pond B1
Elevation Surface Storage
(feet) (sq-ft) (cubic -feet)
Elevation Surface Storage
(feet) (sq-ft) (cubic -feet)
676.00 75,404 0 683.80 272,938 1,325,260
676.15 78,811 11,566 683.95 277,148 1,366,517
676.30 82,218 23,643 684.10 281,542 1,408,414
676.45 85,625 36,232 684.25 286,028 1,450,981
676.60 89,032 49,331 684.40 290,513 1,494,222
676.75 92,440 62,941 684.55 294,999 1,538,135
676.90 95,847 77,063 684.70 299,485 1,582,722
677.05 99,254 91,695 684.85 303,971 1,627,981
677.20 102,661 106,839 685.00 308,457 1,673,913
677.35 106,068 122,494 685.15 312,943 1,720,518
677.50 109,475 138,659 685.30 317,429 1,767,796
677.65 112,882 155,336 685.45 321,915 1,815,747
677.80 116,289 172,524 685.60 326,401 1,864,370
677.95 119,696 190,223 685.75 330,887 1,913,667
678.10 123,289 208,442 685.90 335,372 1,963,636
678.25 126,975 227,212 686.05 339,950 2,014,281
678.40 130,660 246,534 686.20 344,712 2,065,631
678.55 134,346 266,410 686.35 349,474 2,117,695
678.70 138,032 286,838 686.50 354,237 2,170,473
678.85 141,717 307,819 686.65 358,999 2,223,966
679.00 145,403 329,354 686.80 363,761 2,278,172
679.15 149,089 351,440 686.95 368,523 2,333,094
679.30 152,774 374,080 687.10 373,285 2,388,729
679.45 156,460 397,273 687.25 378,047 2,445,079
679.60 160,146 421,018 687.40 382,809 2,502,143
679.75 163,831 445,316 687.55 387,571 2,559,922
679.90 167,517 470,167 687.70 392,333 2,618,415
680.05 171,285 495,573 687.85 397,095 2,677,622
680.20 175,219 521,561 688.00 401,857 2,737,543
680.35 179,152 548,139
680.50 183,086 575,307
680.65 187,019 603,065
680.80 190,953 631,413
680.95 194,886 660,351
681.10 198,820 689,879
681.25 202,753 719,997
681.40 206,687 750,705
681.55 210,620 782,003
681.70 214,554 813,891
681.85 218,487 846,369
682.00 222,421 879,437
682.15 226,631 913,116
682.30 230,840 947,426
682.45 235,050 982,368
682.60 239,260 1,017,941
682.75 243,470 1,054,146
682.90 247,679 1,090,982
683.05 251,889 1,128,450
683.20 256,099 1,166,549
683.35 260,309 1,205,280
683.50 264,519 1,244,642
683.65 268,728 1,284,635

ProposedConditions 11.10.21
Prepared by HDR, Inc
HydroCAD® 10.00-25 s/n 07102 © 2019 HydroCAD Software Solutions LLC
NRCC 24-hr B NRCC-10yr-24hr Rainfall=5.04"
Printed 11/15/2021
Page 70
Summary for Pond Pond B2: Pond B2
[79] Warning: Submerged Pond Pond B1 Primary device # 1 OUTLET by 2.10'
Inflow Area =
Inflow =
Outflow =
Primary =
278.800 ac, 0.00% Impervious, Inflow Depth > 4.45" for NRCC-10yr-24hr event
387.61 cfs @ 12.82 hrs, Volume= 103.491 af
330.59 cfs @ 13.44 hrs, Volume= 90.491 af, Atten= 15%, Lag= 37.3 min
330.59 cfs @ 13.44 hrs, Volume= 90.491 af
Routing by Stor-Ind method, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs
Starting Elev= 614.00' Surf.Area= 213,648 sf Storage= 1,110,739 cf
Peak Elev= 619.10' @ 13.44 hrs Surf.Area= 250,417 sf Storage= 2,304,541 cf (1,193,802 cf above start)
Plug -Flow detention time= 310.9 min calculated for 64.992 af (63% of inflow)
Center -of -Mass det. time= 116.0 min (974.5 - 858.5 )
Volume Invert Avail.Storage Storage Description
#1
Elevation
(feet)
608.00
610.00
612.00
616.00
618.00
620.00
622.00
608.00' 3,055,722 cf Custom Stage Data (Prismatic)Listed below (Recalc)
Device Routing
Surf.Area
(sq-ft)
148,967
178,807
195,255
232,041
243,810
255,804
268,025
Invert
Inc.Store
(cubic -feet)
0
327,774
374,062
854,592
475,851
499,614
523,829
Outlet Devices
Cum.Store
(cubic -feet)
0
327,774
701,836
1,556,428
2,032,279
2,531,893
3,055,722
#1 Primary
#2 Device 1
#3 Device 1
608.00'
614.00'
617.00'
66.0" Round Culvert
L= 280.0' RCP, square edge headwall, Ke= 0.500
Inlet / Outlet Invert= 608.00' / 604.00' S= 0.0143'/' Cc= 0.900
n= 0.013, Flow Area= 23.76 sf
7.0" Vert. Orifice/Grate C= 0.600
40.0' long Sharp -Crested Rectangular Weir 0 End Contraction(s)
Primary OutFlow Max=330.59 cfs @ 13.44 hrs HW=619.10' (Free Discharge)
t1=Culvert (Inlet Controls 330.59 cfs @ 13.91 fps)
12=Orifice/Grate (Passes < 2.82 cfs potential flow)
3=Sharp-Crested Rectangular Weir(Passes < 398.48 cfs potential flow)

ProposedConditions 11.10.21
Prepared by HDR, Inc
HydroCAD® 10.00-25 s/n 07102 © 2019 HydroCAD Software Solutions LLC
NRCC 24-hr B NRCC-10yr-24hr Rainfall=5.04"
Printed 11/15/2021
Page 71
Elevation (feet)
Pond Pond B2: Pond B2
Hyd rog raph
420=
400=
380€
360€
340€
320- f
300-
280
260
240-
220-
200-
180-
160-
140-
120-
100-
80-
60-
40=
20=
0
+ + I I + + + + H + + 1 + + + 1 + + I
1 T 1 7 7 1 1 7 r 17717 r r 1 7 T
I 1387.61 cfs i 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1
�r1E how r al7P 80q a0
7 ILs9CfS
r 1 7 r 1 1 L I L L L +LStbpag-e=204 51cf
--' H L 4
T T I— T T T L T T L 7 T 7 T
1 —L
1 L I J 1 L L 1 I
• -
11 1 1 ri1 11 Ir 1 1 1
11 L
+—_+
1 L 1 r L 1
1 I 1 L 1I T Ir
LI
• 1 1 L 1
Y r 1 1 Y r 1 7 r r 1 1
1
r
L I I1. L I J. 1 L I L 1 I
62
62
62
61
61
61
61
61
61
61
61
61
61
60
60
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)
Pond Pond B2: Pond B2
Stage -Discharge
1
0-
9
4
2-
1-
0-
9-
Sharp-Crested Rectangular Weir -7 T r
Orifice/Grate
1
+
L
+
L
1
1
✓
1
Culvert
L
1
4-
r
0
50 100 150 200
Discharge (cfs)
250 300 350
® Inflow
❑ Primary
❑ Primary

ProposedConditions 11.10.21
Prepared by HDR, Inc
HydroCAD® 10.00-25 s/n 07102 © 2019 HydroCAD Software Solutions LLC
NRCC 24-hr B NRCC-10yr-24hr Rainfall=5.04"
Printed 11/15/2021
Page 72
Elevation (feet)
622-
621
620�
6194-
618-�
6174-
616-
6154'
614� f -
613
612
611�
610i-
609=
608"
0
Pond Pond B2: Pond B2
Stage -Area -Storage
Surface/Horizontal/Wetted Area (sq-f.
20,000 40,000 60,000 80,000 100,000 120,000 140,000 160,000 180,000 200,000 220,000 240,000 260,000
r
Ir
L
r-
500,000
i
H Hh H
1,000,000
1
1,500,000 2,000,000
Storage (cubic -feet)
2,500,000
IL-
3,000,000
Surface
El Storage

ProposedConditions 11.10.21 NRCC 24-hr B NRCC-10yr-24hr Rainfall=5.04"
Prepared by HDR, Inc Printed 11/15/2021
HydroCAD® 10.00-25 s/n 07102 © 2019 HydroCAD Software Solutions LLC Page 73
Stage -Discharge for Pond Pond B2: Pond B2
Elevation Primary Elevation Primary
(feet) (cfs) (feet) (cfs)
608.00 0.00 615.80 1.58
608.15 0.00 615.95 1.66
608.30 0.00 616.10 1.73
608.45 0.00 616.25 1.80
608.60 0.00 616.40 1.87
608.75 0.00 616.55 1.93
608.90 0.00 616.70 2.00
609.05 0.00 616.85 2.06
609.20 0.00 617.00 2.12
609.35 0.00 617.15 9.77
609.50 0.00 617.30 23.72
609.65 0.00 617.45 41.77
609.80 0.00 617.60 63.13
609.95 0.00 617.75 87.35
610.10 0.00 617.90 114.12
610.25 0.00 618.05 143.23
610.40 0.00 618.20 174.49
610.55 0.00 618.35 207.76
610.70 0.00 618.50 242.93
610.85 0.00 618.65 279.91
611.00 0.00 618.80 318.61
611.15 0.00 618.95 327.58
611.30 0.00 619.10 330.56
611.45 0.00 619.25 333.52
611.60 0.00 619.40 336.45
611.75 0.00 619.55 339.35
611.90 0.00 619.70 342.23
612.05 0.00 619.85 345.09
612.20 0.00 620.00 347.92
612.35 0.00 620.15 350.73
612.50 0.00 620.30 353.52
612.65 0.00 620.45 356.28
612.80 0.00 620.60 359.03
612.95 0.00 620.75 361.75
613.10 0.00 620.90 364.45
613.25 0.00 621.05 367.14
613.40 0.00 621.20 369.80
613.55 0.00 621.35 372.45
613.70 0.00 621.50 375.07
613.85 0.00 621.65 377.68
614.00 0.00 621.80 380.27
614.15 0.07 621.95 382.84
614.30 0.26
614.45 0.51
614.60 0.71
614.75 0.87
614.90 1.00
615.05 1.12
615.20 1.23
615.35 1.32
615.50 1.41
615.65 1.50

ProposedConditions 11.10.21 NRCC 24-hr B NRCC-10yr-24hr Rainfall=5.04"
Prepared by HDR, Inc Printed 11/15/2021
HydroCAD® 10.00-25 s/n 07102 © 2019 HydroCAD Software Solutions LLC Page 74
Stage -Area -Storage for Pond Pond B2: Pond B2
Elevation Surface Storage
(feet) (sq-ft) (cubic -feet)
Elevation Surface Storage
(feet) (sq-ft) (cubic -feet)
608.00 148,967 0 615.80 230,202 1,510,204
608.15 151,205 22,513 615.95 231,581 1,544,837
608.30 153,443 45,361 616.10 232,629 1,579,662
608.45 155,681 68,546 616.25 233,512 1,614,622
608.60 157,919 92,066 616.40 234,395 1,649,715
608.75 160,157 115,922 616.55 235,277 1,684,941
608.90 162,395 140,113 616.70 236,160 1,720,298
609.05 164,633 164,640 616.85 237,043 1,755,789
609.20 166,871 189,503 617.00 237,926 1,791,411
609.35 169,109 214,701 617.15 238,808 1,827,166
609.50 171,347 240,236 617.30 239,691 1,863,054
609.65 173,585 266,105 617.45 240,574 1,899,074
609.80 175,823 292,311 617.60 241,456 1,935,226
609.95 178,061 318,852 617.75 242,339 1,971,510
610.10 179,629 345,696 617.90 243,222 2,007,927
610.25 180,863 372,733 618.05 244,110 2,044,477
610.40 182,097 399,955 618.20 245,009 2,081,161
610.55 183,330 427,362 618.35 245,909 2,117,980
610.70 184,564 454,954 618.50 246,809 2,154,934
610.85 185,797 482,731 618.65 247,708 2,192,022
611.00 187,031 510,693 618.80 248,608 2,229,246
611.15 188,265 538,840 618.95 249,507 2,266,605
611.30 189,498 567,172 619.10 250,407 2,304,098
611.45 190,732 595,690 619.25 251,306 2,341,727
611.60 191,965 624,392 619.40 252,206 2,379,490
611.75 193,199 653,279 619.55 253,105 2,417,388
611.90 194,433 682,352 619.70 254,005 2,455,422
612.05 195,715 711,610 619.85 254,904 2,493,590
612.20 197,094 741,071 620.00 255,804 2,531,893
612.35 198,474 770,739 620.15 256,721 2,570,332
612.50 199,853 800,613 620.30 257,637 2,608,909
612.65 201,233 830,695 620.45 258,554 2,647,623
612.80 202,612 860,983 620.60 259,470 2,686,475
612.95 203,992 891,478 620.75 260,387 2,725,465
613.10 205,371 922,180 620.90 261,303 2,764,591
613.25 206,751 953,090 621.05 262,220 2,803,856
613.40 208,130 984,206 621.20 263,137 2,843,257
613.55 209,510 1,015,529 621.35 264,053 2,882,797
613.70 210,889 1,047,058 621.50 264,970 2,922,473
613.85 212,269 1,078,795 621.65 265,886 2,962,288
614.00 213,648 1,110,739 621.80 266,803 3,002,239
614.15 215,027 1,142,890 621.95 267,719 3,042,328
614.30 216,407 1,175,247
614.45 217,786 1,207,812
614.60 219,166 1,240,583
614.75 220,545 1,273,562
614.90 221,925 1,306,747
615.05 223,304 1,340,139
615.20 224,684 1,373,738
615.35 226,063 1,407,544
615.50 227,443 1,441,557
615.65 228,822 1,475,777

ProposedConditions 11.10.21 NRCC 24-hr B NRCC-10yr-24hr Rainfall=5.04"
Prepared by HDR, Inc Printed 11/15/2021
HydroCAD® 10.00-25 s/n 07102 © 2019 HydroCAD Software Solutions LLC Page 75
Summary for Pond Pond C1: Pond C1
Inflow Area = 533.800 ac, 0.00% Impervious, Inflow Depth = 4.02" for NRCC-10yr-24hr event
Inflow = 1,527.46 cfs @ 12.41 hrs, Volume= 178.864 of
Outflow = 443.22 cfs @ 13.05 hrs, Volume= 176.812 af, Atten= 71%, Lag= 38.1 min
Primary = 443.22 cfs @ 13.05 hrs, Volume= 176.812 af
Routing by Stor-Ind method, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs
Peak Elev= 675.47' @ 13.05 hrs Surf.Area= 362,989 sf Storage= 3,224,204 cf
Plug -Flow detention time= 117.9 min calculated for 176.628 af (99% of inflow)
Center -of -Mass det. time= 111.7 min (921.1 - 809.4 )
Volume Invert Avail.Storage Storage Description
#1 664.00' 6,161,365 cf Custom Stage Data (Prismatic)Listed below (Recalc)
Elevation Surf.Area Inc.Store Cum.Store
(feet) (sq-ft) (cubic -feet) (cubic -feet)
664.00 49,861 0 0
665.00 106,320 78,091 78,091
668.00 311,540 626,790 704,881
670.00 324,958 636,498 1,341,379
675.00 359,560 1,711,295 3,052,674
680.00 395,673 1,888,083 4,940,756
683.00 418,066 1,220,609 6,161,365
Device Routing Invert Outlet Devices
#1 Primary
665.00' 72.0" Round Culvert
L= 991.0' RCP, groove end w/headwall, Ke= 0.200
Inlet / Outlet Invert= 665.00' / 654.00' S= 0.0111 '/' Cc= 0.900
n= 0.013, Flow Area= 28.27 sf
Primary OutFlow Max=443.21 cfs @ 13.05 hrs HW=675.47' (Free Discharge)
t1=Culvert (Barrel Controls 443.21 cfs @ 15.68 fps)

ProposedConditions 11.10.21 NRCC 24-hr B NRCC-10yr-24hr Rainfall=5.04"
Prepared by HDR, Inc Printed 11/15/2021
HydroCAD® 10.00-25 s/n 07102 © 2019 HydroCAD Software Solutions LLC Page 76
0
LL
1,700-`
1,600�
1,500,"
1,4001
1,300
1,2004"
900:'
8004-
700
6004-
500
400
300=
200:
100=
0
68
68
68
68
67
67
67
67
w 67
c 67
67
w 67
w 67
67
66
66
66
66
66
66
Pond Pond C1: Pond C1
Hyd rog raph
1 4 4 -
1__L
27
T
1
L
T
1
1
1
1
4
1
4
1
10,
•
1443.22 cfs
T
1
4
1
1 L I
L I 1
L 1
1
4- I
1 1
Ip_flIIyu-Aria=533.800' a
1
Stcorage=3,224,20-4 -e'f - -
1 L
T
4
T
F
L
Round Culvert -
• n=b:01
✓ r
• L=phial 0-' - -
s=0.-olt1 --
AL,
r
t
T T
Y
T E
F
2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44
Time (hours)
Pond Pond C1: Pond C1
Stage -Discharge
46 48
3-
2�
13'
0�
9
8-
74 -
6
53'
43'
3.
23-
1-
0J -
8
7i' -
5
+ 1
1 1
- 1
- 1
- 1
Culvert
t
1
1
1
r
• r
L 1
• 1
• 1
L 1
• 1
0 50 100 150 200 250 300 350 400 450 500
Discharge (cfs)
• Inflow
❑ Primary
0 Primary

ProposedConditions 11.10.21 NRCC 24-hr B NRCC-10yr-24hr Rainfall=5.04"
Prepared by HDR, Inc Printed 11/15/2021
HydroCAD® 10.00-25 s/n 07102 © 2019 HydroCAD Software Solutions LLC Page 77
Elevation (feet)
683-�
682"
681-E
680=
679-
678
6774
676-=
675
674-
673'
672 r
671 E
670--
669-n
668=
667
666®
665&
664-
0
Pond Pond C1: Pond C1
Stage -Area -Storage
Surface/Horizontal/Wetted Area (sq-fe
0 50,000 100,000 150,000 200,000 250,000 300,000 350,000 400,000
s . . . 1 . . . 1
Cus
-LI II
11
7 7 Ali r 1- -r---- -rI-
II II II
i _I i T
+ +I IIL
+
7 7 r I I P
iJI i I -L I L
-+-Ir I Ir
II II
+-+ I
7 I T I7 I7
1,000,000 2,000,000
3,000,000 4,000,000
Storage (cubic -feet)
5,000,000
6,000,000
Surface
El Storage

ProposedConditions 11.10.21 NRCC 24-hr B NRCC-10yr-24hr Rainfall=5.04"
Prepared by HDR, Inc Printed 11/15/2021
HydroCAD® 10.00-25 s/n 07102 © 2019 HydroCAD Software Solutions LLC Page 78
Stage -Discharge for Pond Pond Cl: Pond C1
Elevation Primary Elevation Primary
(feet) (cfs) (feet) (cfs)
664.00 0.00 674.40 427.55
664.20 0.00 674.60 430.51
664.40 0.00 674.80 433.45
664.60 0.00 675.00 436.37
664.80 0.00 675.20 439.27
665.00 0.00 675.40 442.15
665.20 0.48 675.60 445.01
665.40 2.12 675.80 447.86
665.60 4.85 676.00 450.68
665.80 8.53 676.20 453.49
666.00 13.18 676.40 456.28
666.20 18.77 676.60 459.05
666.40 25.25 676.80 461.81
666.60 32.58 677.00 464.55
666.80 40.73 677.20 467.28
667.00 49.66 677.40 469.98
667.20 59.30 677.60 472.68
667.40 69.63 677.80 475.36
667.60 80.59 678.00 478.02
667.80 92.14 678.20 480.67
668.00 104.21 678.40 483.30
668.20 116.76 678.60 485.92
668.40 129.72 678.80 488.53
668.60 143.03 679.00 491.12
668.80 156.63 679.20 493.70
669.00 170.44 679.40 496.26
669.20 184.38 679.60 498.81
669.40 198.38 679.80 501.35
669.60 212.32 680.00 503.88
669.80 226.10 680.20 506.39
670.00 239.59 680.40 508.89
670.20 252.65 680.60 511.38
670.40 265.07 680.80 513.86
670.60 276.61 681.00 516.32
670.80 286.83 681.20 518.77
671.00 294.75 681.40 521.21
671.20 304.42 681.60 523.64
671.40 313.79 681.80 526.06
671.60 322.88 682.00 528.47
671.80 331.73 682.20 530.87
672.00 340.35 682.40 533.25
672.20 348.76 682.60 535.63
672.40 356.96 682.80 537.99
672.60 364.99 683.00 540.35
672.80 372.84
673.00 380.52
673.20 388.06
673.40 395.45
673.60 402.71
673.80 409.84
674.00 416.84
674.20 423.73

ProposedConditions 11.10.21 NRCC 24-hr B NRCC-10yr-24hr Rainfall=5.04"
Prepared by HDR, Inc Printed 11/15/2021
HydroCAD® 10.00-25 s/n 07102 © 2019 HydroCAD Software Solutions LLC Page 79
Stage -Area -Storage for Pond Pond Cl: Pond C1
Elevation Surface Storage
(feet) (sq-ft) (cubic -feet)
Elevation Surface Storage
(feet) (sq-ft) (cubic -feet)
664.00 49,861 0 674.40 355,408 2,838,183
664.20 61,153 11,101 674.60 356,792 2,909,403
664.40 72,445 24,461 674.80 358,176 2,980,900
664.60 83,736 40,079 675.00 359,560 3,052,674
664.80 95,028 57,956 675.20 361,005 3,124,730
665.00 106,320 78,091 675.40 362,449 3,197,075
665.20 120,001 100,723 675.60 363,894 3,269,710
665.40 133,683 126,091 675.80 365,338 3,342,633
665.60 147,364 154,196 676.00 366,783 3,415,845
665.80 161,045 185,037 676.20 368,227 3,489,346
666.00 174,727 218,614 676.40 369,672 3,563,136
666.20 188,408 254,927 676.60 371,116 3,637,214
666.40 202,089 293,977 676.80 372,561 3,711,582
666.60 215,771 335,763 677.00 374,005 3,786,239
666.80 229,452 380,285 677.20 375,450 3,861,184
667.00 243,133 427,544 677.40 376,894 3,936,419
667.20 256,815 477,539 677.60 378,339 4,011,942
667.40 270,496 530,270 677.80 379,783 4,087,754
667.60 284,177 585,737 678.00 381,228 4,163,855
667.80 297,859 643,941 678.20 382,672 4,240,245
668.00 311,540 704,881 678.40 384,117 4,316,924
668.20 312,882 767,323 678.60 385,561 4,393,892
668.40 314,224 830,033 678.80 387,006 4,471,149
668.60 315,565 893,012 679.00 388,450 4,548,694
668.80 316,907 956,259 679.20 389,895 4,626,529
669.00 318,249 1,019,775 679.40 391,339 4,704,652
669.20 319,591 1,083,559 679.60 392,784 4,783,065
669.40 320,933 1,147,611 679.80 394,228 4,861,766
669.60 322,274 1,211,932 680.00 395,673 4,940,756
669.80 323,616 1,276,521 680.20 397,166 5,020,040
670.00 324,958 1,341,379 680.40 398,659 5,099,622
670.20 326,342 1,406,509 680.60 400,152 5,179,503
670.40 327,726 1,471,915 680.80 401,644 5,259,683
670.60 329,110 1,537,599 681.00 403,137 5,340,161
670.80 330,494 1,603,559 681.20 404,630 5,420,938
671.00 331,878 1,669,797 681.40 406,123 5,502,013
671.20 333,262 1,736,311 681.60 407,616 5,583,387
671.40 334,647 1,803,102 681.80 409,109 5,665,060
671.60 336,031 1,870,169 682.00 410,602 5,747,031
671.80 337,415 1,937,514 682.20 412,095 5,829,300
672.00 338,799 2,005,135 682.40 413,587 5,911,868
672.20 340,183 2,073,033 682.60 415,080 5,994,735
672.40 341,567 2,141,208 682.80 416,573 6,077,901
672.60 342,951 2,209,660 683.00 418,066 6,161,365
672.80 344,335 2,278,389
673.00 345,719 2,347,394
673.20 347,103 2,416,677
673.40 348,487 2,486,236
673.60 349,871 2,556,071
673.80 351,256 2,626,184
674.00 352,640 2,696,574
674.20 354,024 2,767,240

ProposedConditions 11.10.21
Prepared by HDR, Inc
HydroCAD® 10.00-25 s/n 07102 © 2019 HydroCAD Software Solutions LLC
NRCC 24-hr B NRCC-10yr-24hr Rainfall=5.04"
Printed 11/15/2021
Page 80
[79] Warning:
Inflow Area =
Inflow =
Outflow =
Primary =
Summary for Pond Pond C2: Pond C2
Submerged Pond Pond C1 Primary device # 1 OUTLET by 1.10'
533.800 ac, 0.00% Impervious, Inflow Depth > 3.97" for NRCC-10yr-24hr event
443.22 cfs @ 13.05 hrs, Volume= 176.812 af
387.58 cfs @ 14.17 hrs, Volume= 153.916 af, Atten= 13%, Lag= 67.5 min
387.58 cfs @ 14.17 hrs, Volume= 153.916 af
Routing by Stor-Ind method, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs
Starting Elev= 650.00' Surf.Area= 386,547 sf Storage= 1,749,912 cf
Peak Elev= 655.10' @ 14.17 hrs Surf.Area= 430,024 sf Storage= 3,841,601 cf (2,091,689 cf above start)
Plug -Flow detention time= 336.5 min calculated for 113.743 af (64% of inflow)
Center -of -Mass det. time= 132.0 min (1,053.1 - 921.1 )
Volume Invert Avail.Storage Storage Description
#1
Elevation
(feet)
644.00
646.00
648.00
650.00
652.00
654.00
656.00
657.50
644.00' 4,893,576 cf Custom Stage Data (Prismatic)Listed below (Recalc)
Surf.Area
(sq-ft)
223,281
260,873
309,169
386,547
406,548
421,590
436,857
448,455
Device Routing Invert
Inc.Store
(cubic -feet)
0
484,154
570,042
695,716
793,095
828,138
858,447
663,984
Outlet Devices
Cum.Store
(cubic -feet)
0
484,154
1,054,196
1,749,912
2,543,007
3,371,145
4,229,592
4,893,576
#1 Primary 644.00'
#2 Device 1
#3 Device 1
650.00'
653.00'
72.0" Round Culvert
L= 424.0' RCP, square edge headwall, Ke= 0.500
Inlet / Outlet Invert= 644.00' / 626.00' S= 0.0425'/' Cc= 0.900
n= 0.013, Flow Area= 28.27 sf
10.0" Vert. Orifice/Grate C= 0.600
40.0' long Sharp -Crested Rectangular Weir 0 End Contraction(s)
Primary OutFlow Max=387.57 cfs @ 14.17 hrs HW=655.10' (Free Discharge)
t1=Culvert (Inlet Controls 387.57 cfs @ 13.71 fps)
12=Orifice/Grate (Passes < 5.69 cfs potential flow)
3=Sharp-Crested Rectangular Weir(Passes < 399.36 cfs potential flow)

ProposedConditions 11.10.21
Prepared by HDR, Inc
HydroCAD® 10.00-25 s/n 07102 © 2019 HydroCAD Software Solutions LLC
NRCC 24-hr B NRCC-10yr-24hr Rainfall=5.04"
Printed 11/15/2021
Page 81
Elevation (feet)
480= •
460=
440'
420=
400i
380`
340
320''
300=
280 -
260
240 `
220=
200
180=
160j ,
140=
120`
100.
80=•
604
40-
20='
0'
Pond Pond C2: Pond C2
Hyd rog raph
HI HI 1 HI
+--+--1--+--+--+--1--H--+--+--I--+--+--I
--i--r-144
HI
I 1 1
HI 41 +
8
1387.58 cfs
+ H + + 1 H + + 1 1 + 1
+ inflow �Area1+ 51 8:0oac
+ + Storage=3,84i s6G1-cfi
4--+
1 I I H I IF I
+ HI - 11 I 11 HI I
+ — — +
1 HI HI HI + I +HI HI
+ r + t + 1I + r 1 +
10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48
Time (hours)
Pond Pond C2: Pond C2
Stage -Discharge
657�
656�
655�
654�
1
Sharp -Crested Rectangular Weir
653:
650- %
652-
651
649-
648-
647--
646-
645
644
Orifice/Grata
4 +
1
1
1
+
-r
Culvert
T
i
r•
0
50 100 150 200 250
Discharge (cfs)
300
350
400
® Inflow
❑ Primary
❑ Primary

ProposedConditions 11.10.21
Prepared by HDR, Inc
HydroCAD® 10.00-25 s/n 07102 © 2019 HydroCAD Software Solutions LLC
NRCC 24-hr B NRCC-10yr-24hr Rainfall=5.04"
Printed 11/15/2021
Page 82
Elevation (feet)
657-
656
655e
654-;
653-
652-;
651 -,
650-
649=
6487,
647=
646-
645,
644
Pond Pond C2: Pond C2
Stage -Area -Storage
arizontal/V €ed Area (s:
0 50,000 100,000 150,000 200,000 250,000 300,000 350,000
1 1 1 1 I I I 1
I I I I I I I I
+ ++ + -+ +---+ 1 + 1 1
1 1 I I
I I I I I 1 1
Custom Stage Data
400,000
0 500,000 1,000,000 1,500,000 2,000,000 2,500,000 3,000,000 3,500,000 4,000,000 4,500,000
Storage (cubic -feet)
Surface
El Storage

ProposedConditions 11.10.21 NRCC 24-hr B NRCC-10yr-24hr Rainfall=5.04"
Prepared by HDR, Inc Printed 11/15/2021
HydroCAD® 10.00-25 s/n 07102 © 2019 HydroCAD Software Solutions LLC Page 83
Stage -Discharge for Pond Pond C2: Pond C2
Elevation Primary Elevation Primary
(feet) (cfs) (feet) (cfs)
644.00 0.00 651.80 3.09
644.15 0.00 651.95 3.25
644.30 0.00 652.10 3.41
644.45 0.00 652.25 3.56
644.60 0.00 652.40 3.70
644.75 0.00 652.55 3.84
644.90 0.00 652.70 3.97
645.05 0.00 652.85 4.10
645.20 0.00 653.00 4.22
645.35 0.00 653.15 11.94
645.50 0.00 653.30 25.95
645.65 0.00 653.45 44.06
645.80 0.00 653.60 65.48
645.95 0.00 653.75 89.75
646.10 0.00 653.90 116.58
646.25 0.00 654.05 145.74
646.40 0.00 654.20 177.05
646.55 0.00 654.35 210.38
646.70 0.00 654.50 245.60
646.85 0.00 654.65 282.63
647.00 0.00 654.80 321.37
647.15 0.00 654.95 361.76
647.30 0.00 655.10 387.46
647.45 0.00 655.25 391.03
647.60 0.00 655.40 394.57
647.75 0.00 655.55 398.08
647.90 0.00 655.70 401.56
648.05 0.00 655.85 405.00
648.20 0.00 656.00 408.42
648.35 0.00 656.15 411.81
648.50 0.00 656.30 415.17
648.65 0.00 656.45 418.51
648.80 0.00 656.60 421.82
648.95 0.00 656.75 425.10
649.10 0.00 656.90 428.36
649.25 0.00 657.05 431.59
649.40 0.00 657.20 434.80
649.55 0.00 657.35 437.98
649.70 0.00 657.50 441.14
649.85 0.00
650.00 0.00
650.15 0.09
650.30 0.33
650.45 0.69
650.60 1.11
650.75 1.52
650.90 1.83
651.05 2.09
651.20 2.32
651.35 2.54
651.50 2.73
651.65 2.92

ProposedConditions 11.10.21 NRCC 24-hr B NRCC-10yr-24hr Rainfall=5.04"
Prepared by HDR, Inc Printed 11/15/2021
HydroCAD® 10.00-25 s/n 07102 © 2019 HydroCAD Software Solutions LLC Page 84
Stage -Area -Storage for Pond Pond C2: Pond C2
Elevation Surface Storage
(feet) (sq-ft) (cubic -feet)
Elevation Surface Storage
(feet) (sq-ft) (cubic -feet)
644.00 223,281 0 651.80 404,548 2,461,897
644.15 226,100 33,704 651.95 406,048 2,522,692
644.30 228,920 67,830 652.10 407,300 2,583,699
644.45 231,739 102,380 652.25 408,428 2,644,879
644.60 234,559 137,352 652.40 409,556 2,706,228
644.75 237,378 172,747 652.55 410,685 2,767,746
644.90 240,197 208,565 652.70 411,813 2,829,433
645.05 243,017 244,806 652.85 412,941 2,891,290
645.20 245,836 281,470 653.00 414,069 2,953,316
645.35 248,656 318,557 653.15 415,197 3,015,510
645.50 251,475 356,067 653.30 416,325 3,077,875
645.65 254,294 394,000 653.45 417,453 3,140,408
645.80 257,114 432,355 653.60 418,582 3,203,111
645.95 259,933 471,134 653.75 419,710 3,265,983
646.10 263,288 510,362 653.90 420,838 3,329,024
646.25 266,910 550,127 654.05 421,972 3,392,234
646.40 270,532 590,435 654.20 423,117 3,455,616
646.55 274,154 631,287 654.35 424,262 3,519,169
646.70 277,777 672,681 654.50 425,407 3,582,894
646.85 281,399 714,620 654.65 426,552 3,646,791
647.00 285,021 757,101 654.80 427,697 3,710,860
647.15 288,643 800,126 654.95 428,842 3,775,100
647.30 292,265 843,694 655.10 429,987 3,839,512
647.45 295,888 887,805 655.25 431,132 3,904,096
647.60 299,510 932,460 655.40 432,277 3,968,852
647.75 303,132 977,658 655.55 433,422 4,033,779
647.90 306,754 1,023,400 655.70 434,567 4,098,878
648.05 311,103 1,069,703 655.85 435,712 4,164,149
648.20 316,907 1,116,804 656.00 436,857 4,229,592
648.35 322,710 1,164,775 656.15 438,017 4,295,208
648.50 328,514 1,213,617 656.30 439,177 4,360,997
648.65 334,317 1,263,329 656.45 440,336 4,426,961
648.80 340,120 1,313,912 656.60 441,496 4,493,098
648.95 345,924 1,365,365 656.75 442,656 4,559,409
649.10 351,727 1,417,689 656.90 443,816 4,625,895
649.25 357,530 1,470,883 657.05 444,976 4,692,554
649.40 363,334 1,524,948 657.20 446,135 4,759,387
649.55 369,137 1,579,883 657.35 447,295 4,826,395
649.70 374,940 1,635,689 657.50 448,455 4,893,576
649.85 380,744 1,692,365
650.00 386,547 1,749,912
650.15 388,047 1,808,007
650.30 389,547 1,866,326
650.45 391,047 1,924,871
650.60 392,547 1,983,640
650.75 394,047 2,042,635
650.90 395,547 2,101,855
651.05 397,048 2,161,299
651.20 398,548 2,220,969
651.35 400,048 2,280,863
651.50 401,548 2,340,983
651.65 403,048 2,401,328

ProposedConditions 11.10.21 NRCC 24-hr B NRCC-10yr-24hr Rainfall=5.04"
Prepared by HDR, Inc Printed 11/15/2021
HydroCAD® 10.00-25 s/n 07102 © 2019 HydroCAD Software Solutions LLC Page 85
Summary for Link A-1: Outfall Al
Inflow Area = 278.500 ac, 0.00% Impervious, Inflow Depth > 3.62" for NRCC-10yr-24hr event
Inflow = 278.19 cfs @ 12.50 hrs, Volume= 84.099 af
Primary = 278.19 cfs @ 12.50 hrs, Volume= 84.099 af, Atten= 0%, Lag= 0.0 min
Primary outflow = Inflow, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs
U
0
LL
Link A-1: Outfall Al
Hyd rog raph
300�
280 -
260
240i-
220�
200i-
180_
160 -
140�
1204-
100�
80
60=
40
20i"
0
4 I—
I I
▪ 1
27
78i19
T
1 i T
1
T
T
4 L
T r
4 if
r
1 L
L
-I 4 L 1 -I 4
Inflow Are4=Z78-.5-00
L
T
L
I
L
Ir
L
✓ T r
r + L
1 ▪ 1
L
rl T L
-4
L
r T L
I
i
T
0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48
Time (hours)
• Inflow
❑ Primary

ProposedConditions 11.10.21 NRCC 24-hr B NRCC-10yr-24hr Rainfall=5.04"
Prepared by HDR, Inc Printed 11/15/2021
HydroCAD® 10.00-25 s/n 07102 © 2019 HydroCAD Software Solutions LLC Page 86
Summary for Link A-2: Outfall A2
Inflow Area = 37.000 ac, 0.00% Impervious, Inflow Depth = 2.75" for NRCC-10yr-24hr event
Inflow = 87.90 cfs @ 12.32 hrs, Volume= 8.466 af
Primary = 87.90 cfs @ 12.32 hrs, Volume= 8.466 af, Atten= 0%, Lag= 0.0 min
Primary outflow = Inflow, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs
N
U
0
LL
Link A-2: Outfall A2
Hyd rog raph
+
+
95=
9O-
85=
80_
75=
70=
65='
60=
55=
50='
45=
40='
35
30=
25
20=
15a
10_
5=
r - -I— I
187.90 cfs
187.90 c
r
+
+
+
H
I Area=3-7;0-0
i
4-
L
1-
L
L L
L 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)
® Inflow
❑ Primary

ProposedConditions 11.10.21 NRCC 24-hr B NRCC-10yr-24hr Rainfall=5.04"
Prepared by HDR, Inc Printed 11/15/2021
HydroCAD® 10.00-25 s/n 07102 © 2019 HydroCAD Software Solutions LLC Page 87
Summary for Link B-1: Total DA B
Inflow Area = 312.300 ac, 0.00% Impervious, Inflow Depth > 3.73" for NRCC-10yr-24hr event
Inflow = 347.70 cfs @ 13.01 hrs, Volume= 96.945 af
Primary = 347.70 cfs @ 13.01 hrs, Volume= 96.945 af, Atten= 0%, Lag= 0.0 min
Primary outflow = Inflow, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs
380=
360=
340i'
320-
300='
280"
260
240='
220=
200=
180
160i'„
140i
120
100=
80
60i'
40.
20€
0
Link B-1: Total DA B
Hyd rog raph
T
T
347.70 cfs
347.70 cfs
8 10 12 14
1
+
+
1
1
16 18 20 22 24 26 28
Time (hours)
nfl-ow-Are =312,300 a - -
i
1
30 32 34 36 38 40 42 44 46 48
• Inflow
❑ Primary

ProposedConditions 11.10.21 NRCC 24-hr B NRCC-10yr-24hr Rainfall=5.04"
Prepared by HDR, Inc Printed 11/15/2021
HydroCAD® 10.00-25 s/n 07102 © 2019 HydroCAD Software Solutions LLC Page 88
Summary for Link B-2: Outfall B2
Inflow Area = 62.000 ac, 0.00% Impervious, Inflow Depth = 1.99" for NRCC-10yr-24hr event
Inflow = 88.85 cfs @ 12.44 hrs, Volume= 10.263 af
Primary = 88.85 cfs @ 12.44 hrs, Volume= 10.263 af, Atten= 0%, Lag= 0.0 min
Primary outflow = Inflow, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs
95'
90
85
80
75
70i
65
60=
u 55
50= ,
0 45-
u-
40'
35'
30=
25�
20=
15=
5=
L
1_-1--I 88.85cfs
+
1
1
1
1
7
7
1
Link B-2: Outfall B2
Hyd rog raph
L I
I 1 L L
Ihfo r Area=S2 OQ0 a -
1
4
1
7
7
r
r
4-
✓
L
L
1 1 1
7 r
1
1
L
L
+ + +
✓ r r
4 L 1
4 L 4
7 r r
r r
1 L L
1 L L
8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48
Time (hours)
® Inflow
❑ Primary

ProposedConditions 11.10.21 NRCC 24-hr B NRCC-10yr-24hr Rainfall=5.04"
Prepared by HDR, Inc Printed 11/15/2021
HydroCAD® 10.00-25 s/n 07102 © 2019 HydroCAD Software Solutions LLC Page 89
Summary for Link C: Total DA C
Inflow Area = 879.200 ac, 0.00% Impervious, Inflow Depth > 3.03" for NRCC-10yr-24hr event
Inflow = 511.88 cfs @ 13.47 hrs, Volume= 221.924 af
Primary = 511.88 cfs @ 13.47 hrs, Volume= 221.924 af, Atten= 0%, Lag= 0.0 min
Primary outflow = Inflow, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs
550—
500-''
450-'
400-'
350
N -
-� 300
0
LL 250--
2001"
150�
100—
50
Link C: Total DA C
Hyd rog raph
L
1151
8
T
+
Ti
T Ti
T
L
L
L
T
$nf;low
re0=879.200' ac
▪ T �
i
T
+
T
+
44.
1' 1 ( , I ( 1
8 10 12 14 16 18 20 22 24 26 28 30 32 34 36
Time (hours)
Ti
38 40 42 44 46 48
® Inflow
❑ Primary

DEMLR USE ONLY
Date Received
Fee Paid
Permit Number
Applicable Rules: ❑ Coastal SW - 1995 ❑ Coastal SW - 2008 ❑ Ph II - Post Construction
(select all that apply) ❑ Non -Coastal SW- HQW/ORW Waters ❑ Universal Stormwater Management Plan
❑ Other WQ Mgmt Plan:
State of North Carolina
Department of Environment and Natural Resources
Division of Energy, Mineral and Land Resources
STORMWATER MANAGEMENT PERMIT APPLICATION FORM
This form may be photocopied for use as an original
I. GENERAL INFORMATION
1. Project Name (subdivision, facility, or establishment name - should be consistent with project name on plans,
specifications, letters, operation and maintenance agreements, etc.):
Greensboro -Randolph Megasite
2. Location of Project (street address):
5525 Browns Meadow Road
City:Liberty
County:Randolph Zip:27298
3. Directions to project (from nearest major intersection):
Travel south on US 421 from Greensboro. The site generally lies to the north of the intersection of US 421 and
Julian Airport Road and to the north of the intersection of US 421 and Starmount Road. The site is south of
Old 421 Road.
4. Latitude:35° 53' 36.4158" N Longitude:-79° 37' 38.877" W of the main entrance to the project.
II. PERMIT INFORMATION:
1. a. Specify whether project is (check one): ZNew Modification ['Renewal w/ Modificationt
tRenewals with modifications also requires SVVU-102 - Renewal Application Form
b.If this application is being submitted as the result of a modification to an existing permit, list the existing
permit number , its issue date (if known) , and the status of
construction: Not Started ❑Partially Completed* ['Completed* *provide a designer's certification
2. Specify the type of project (check one):
▪ Low Density ZHigh Density Drains to an Offsite Stormwater System Other
3. If this application is being submitted as the result of a previously returned application or a letter from
DEMLR requesting a state stormwater management permit application, list the stormwater project number,
if assigned, and the previous name of the project, if different than currently
proposed,
4. a. Additional Project Requirements (check applicable blanks; information on required state permits can be
obtained by contacting the Customer Service Center at 1-877-623-6748):
❑ CAMA Major
Sedimentation/Erosion Control: 1000 ac of Disturbed Area
❑ NPDES Industrial Stormwater Z404/401 Permit: Proposed Impacts
b.If any of these permits have already been acquired please provide the Project Name, Project/Permit Number,
issue date and the type of each permit:
5. Is the project located within 5 miles of a public airport? No Yes
Four SWU-101 Version Oct. 31, 2013 Page 1 of 6

If yes, see S.L. 2012-200, Part VI: http://portal.ncdenr.org/web/lr/rules-and-regulations
III. CONTACT INFORMATION
1. a. Print Applicant / Signing Official's name and title (specifically the developer, property owner, lessee,
designated government official, individual, etc. who owns the project):
Applicant/Organization:Greensboro Randolph Megasite Foundation
Signing Official & Title:Jim Melvin
b.Contact information for person listed in item la above:
Street Address:324 West Wendover Avenue # 207
City:Greensboro State:NC Zip:27408
Mailing Address (if applicable):
City: State: Zip:
Phone: (336 ) 691-9803 Fax: (
Email:[e-mail]
c. Please check the appropriate box. The applicant listed above is:
® The property owner (Skip to Contact Information, item 3a)
['Lessee* (Attach a copy of the lease agreement and complete Contact Information, item 2a and 2b below)
['Purchaser* (Attach a copy of the pending sales agreement and complete Contact Information, item 2a and
2b below)
['Developer* (Complete Contact Information, item 2a and 2b below.)
2. a. Print Property Owner's name and title below, if you are the lessee, purchaser or developer. (This is the
person who owns the property that the project is located on):
Property Owner/Organization:NCRR and Randolph County are co -owners
Signing Official & Title:Anna Lea Moore(NCRR) and Hal Johnson (Randolph County)
b.Contact information for person listed in item 2a above:
Street Address:NCRR - 2809 Highwoods Blvd
City:Raleigh State:NC
Mailing Address (if applicable):Randolph County - 725 McDowell Road
City:Asheboro
Phone: (336 ) 318.6300
Email:
Zip:27604
State:NC Zip:27205
Fax: ( )
3. a. (Optional) Print the name and title of another contact such as the project's construction supervisor or other
person who can answer questions about the project:
Other Contact Person/Organization:Vickie Miller or Ken Trefzger/ HDR
Signing Official & Title:Authorized Agent for Owners
b.Contact information for person listed in item 3a above:
Mailing Address:555 Fayetteville Street Suite 900
City:Ralegih State:NC Zip:27601
Phone: (919 ) 232-6600 Fax: (
Email:[e-mail]
4. Local jurisdiction for building permits: Randolph County
Point of Contact:David Bryant Phone #: (336
318-6565
Four SWU-101 Version Oct. 31, 2013 Page 2 of 7

IV. PROJECT INFORMATION
1. In the space provided below, briefly summarize how the stormwater runoff will be treated.
All of the built upon area will drain into a combination of swales and storm drainage system that will outlet
either to a wet pond located off the site pad or dry basins located on the pad and then to the wet ponds. Dry
basins will reduce the peak discharges and the wet ponds will provide water quality. When BUA drains
directly to a wet pond, the wet pond will reduce peak discharges and provide water quality.
pond sized to meet the NCDEQ Stormater Desing Manual minimum design criteria.
2. a. If claiming vested rights, identify the supporting documents provided and the date they were approved:
['Approval of a Site Specific Development Plan or PUD Approval Date:
['Valid Building Permit Issued Date:
['Other: Date:
b.If claiming vested rights, identify the regulation(s) the project has been designed in accordance with:
['Coastal SW - 1995 ❑ Ph II - Post Construction
3. Stormwater runoff from this project drains to the Cape Fear River basin.
4. Total Property Area: 1800 acres
5. Total Coastal Wetlands Area:
6. Total Surface Water Area:
acres
acres
7. Total Property Area (4) - Total Coastal Wetlands Area (5) - Total Surface Water Area (6) = Total Project
Area+: acres
Total project area shall be calculated to exclude the following: the normal pool of impounded structures, the area
between the banks of streams and rivers, the area below the Normal High Water (NHIN) line or Mean High Water
(MHIN) line, and coastal wetlands landward from the NHW (or MHVV) line. The resultant project area is used to
calculate overall percent built upon area (BUA). Non -coastal wetlands landward of the NHW (or MHIN) line may
be included in the total project area.
8. Project percent of impervious area: (Total Impervious Area / Total Project Area) X 100 =
9. How many drainage areas does the project have?5 (For high density, count 1 for each proposed engineered
stormwater BMP. For low density and other projects, use 1 for the whole property area)
10. Complete the following information for each drainage area identified in Project Information item 9. If there
are more than four drainage areas in the project, attach an additional sheet with the information for each area
provided in the same format as below.
Four SWU-101 Version Oct. 31, 2013 Page 3 of 7

Basin Information
Drainage Area
A3
Drainage Area
B1
Drainage Area
B2
Drainage Area
C1
Receiving Stream Name
Dodson Lake
Dodson Lake
Dodson Lake
Dodson Lake
Stream Class *
WS-III
WS-III
WS-III
WS-III
Stream Index Number *
17-16-2
17-16-2
17-16-2
17-16-2
Total Drainage Area (sf)
9783576
12144528
12144528
23252328
On -site Drainage Area (sf)
9783576
12144528
12144528
23252328
Off -site Drainage Area (sf)
0
0
0
0
Proposed Impervious Area** (sf)
4817736
7749324
7749324
14170068
Impervious Area** (total)
49
63.8
63.8
60.9
Impervious** Surface Area
Drainage Area _
Drainage Area _
Drainage Area _
Drainage Area _
On -site Buildings/Lots (sf)
On -site Streets (sf)
On -site Parking (sf)
On -site Sidewalks (sf)
Other on -site (sf)
Future (sf)
Off -site (sf)
Existing BUA*** (sf)
Total (sf):
* Stream Class and Index Number can be determined at: http://portal.ncdenr.org/web/wq/ps/csu/classifications
** Impervious area is defined as the built upon area including, but not limited to, buildings, roads, parking areas,
sidewalks, gravel areas, etc.
*** Report only that amount of existing BUA that will remain after development. Do not report any existing BUA that
is to be removed and which will be replaced by new BUA.
11. How was the off -site impervious area listed above determined? Provide documentation. NA
Projects in Union County: Contact DEMLR Central Office staff to check if the project is located within a Threatened &
Endangered Species watershed that may be subject to more stringent stormwater requirements as per 15A NCAC 02B .0600.
V. SUPPLEMENT AND O&M FORMS
The applicable state stormwater management permit supplement and operation and maintenance (O&M) forms
must be submitted for each BMP specified for this project. The latest versions of the forms can be downloaded
from http://portal.ncdenr.org/web/wq/ws/su/bmp-manual.
VI. SUBMITTAL REQUIREMENTS
Only complete application packages will be accepted and reviewed by the Division of Energy, Mineral and
Land Resources (DEMLR). A complete package includes all of the items listed below. A detailed application
instruction sheet and BMP checklists are available from
http://portal.ncdenr.org/web/wq/ws/su/statesw/forms_docs. The complete application package should be
submitted to the appropriate DEMLR Office. (The appropriate office may be found by locating project on the
interactive online map at http://portal.ncdenr.org/web/wq/ws/su/maps.)
Please indicate that the following required information have been provided by initialing in the space provided
for each item. All original documents MUST be signed and initialed in blue ink. Download the latest versions
for each submitted application package from http:// portal.ncdenr.org/web/wq/ws/su/statesw/forms_docs.
Initials
1. Original and one copy of the Stormwater Management Permit Application Form.
2. Original and one copy of the signed and notarized Deed Restrictions & Protective Covenants
Form. (if required as per Part VII below)
3. Original of the applicable Supplement Form(s) (sealed, signed and dated) and O&M
agreement(s) for each BMP.
4. Permit application processing fee of $505 payable to NCDENR. (For an Express review, refer to
http://www.envhelp.org/pages/onestopexpress.html for information on the Express program
Four SWU-101 Version Oct. 31, 2013 Page 4 of 7

and the associated fees. Contact the appropriate regional office Express Permit Coordinator for
additional information and to schedule the required application meeting.)
5. A detailed narrative (one to two pages) describing the stormwater treatment/management for
6. A USGS map identifying the site location. If the receiving stream is reported as class SA or the
receiving stream drains to class SA waters within 1/2 mile of the site boundary, include the 1/2
mile radius on the map.
7. Sealed, signed and dated calculations (one copy).
8. Two sets of plans folded to 8.5" x 14" (sealed, signed, & dated), including:
a. Development/Project name.
b. Engineer and firm.
c. Location map with named streets and NCSR numbers.
d. Legend.
e. North arrow.
f. Scale.
g. Revision number and dates.
h. Identify all surface waters on the plans by delineating the normal pool elevation of
impounded structures, the banks of streams and rivers, the MHW or NHW line of tidal
waters, and any coastal wetlands landward of the MHW or NHW lines.
• Delineate the vegetated buffer landward from the normal pool elevation of impounded
structures, the banks of streams or rivers, and the MHW (or NHW) of tidal waters.
i. Dimensioned property/project boundary with bearings & distances.
j. Site Layout with all BUA identified and dimensioned.
k. Existing contours, proposed contours, spot elevations, finished floor elevations.
1. Details of roads, drainage features, collection systems, and stormwater control measures.
m. Wetlands delineated, or a note on the plans that none exist. (Must be delineated by a
qualified person. Provide documentation of qualifications and identify the person who
made the determination on the plans.
n. Existing drainage (including off -site), drainage easements, pipe sizes, runoff calculations.
o. Drainage areas delineated (included in the main set of plans, not as a separate document).
p. Vegetated buffers (where required).
9. Copy of any applicable soils report with the associated SHWT elevations (Please identify
elevations in addition to depths) as well as a map of the boring locations with the existing
elevations and boring logs. Include an 8.5"x11" copy of the NRCS County Soils map with the
project area clearly delineated. For projects with infiltration BMPs, the report should also
include the soil type, expected infiltration rate, and the method of determining the infiltration rate.
(Infiltration Devices submitted to WiRO: Schedule a site visit for DEMLR to verify the SHWT prior
to submittal, [phone].)
10. A copy of the most current property deed. Deed book: Page No:
11. For corporations and limited liability corporations (LLC): Provide documentation from the NC
Secretary of State or other official documentation, which supports the titles and positions held
by the persons listed in Contact Information, item la, 2a, and/or 3a per 15A NCAC 2H.1003(e).
The corporation or LLC must be listed as an active corporation in good standing with the NC
Secretary of State, otherwise the application will be returned.
http: / /www.secretary.state.nc.us/Corporations/CSearch.aspx
VII. DEED RESTRICTIONS AND PROTECTIVE COVENANTS
For all subdivisions, outparcels, and future development, the appropriate property restrictions and protective
covenants are required to be recorded prior to the sale of any lot. If lot sizes vary significantly or the proposed
BUA allocations vary, a table listing each lot number, lot size, and the allowable built -upon area must be
provided as an attachment to the completed and notarized deed restriction form. The appropriate deed
restrictions and protective covenants forms can be downloaded from http://portal.ncdenr.org/web/lr/state-
stormwater-forms does. Download the latest versions for each submittal.
In the instances where the applicant is different than the property owner, it is the responsibility of the property
owner to sign the deed restrictions and protective covenants form while the applicant is responsible for ensuring
that the deed restrictions are recorded.
By the notarized signature(s) below, the permit holder(s) certify that the recorded property restrictions and
protective covenants for this project, if required, shall include all the items required in the permit and listed
on the forms available on the website, that the covenants will be binding on all parties and persons claiming
under them, that they will run with the land, that the required covenants cannot be changed or deleted
without concurrence from the NC DEMLR, and that they will be recorded prior to the sale of any lot.
Four SWU-101 Version Oct. 31, 2013 Page 5 of 7

VIII. CONSULTANT INFORMATION AND AUTHORIZATION
Applicant: Complete this section if you wish to designate authority to another individual and/or firm (such as a
consulting engineer and/or firm) so that they may provide information on your behalf for this project (such as
addressing requests for additional information).
Consulting Engineer:Kenneth Trefzger
Consulting Firm: HDR Engineering Inc. of the Carolinas
Mailing Address:555 Fayetteville Street, Suite 900
City:Raleigh
Phone: (919 ) 232-6651
Email:[e-mail]
State:NC Zip:27601
Fax: (919 ) 232-6654
IX. PROPERTY OWNER AUTHORIZATION (if Contact Information, item 2 has been filled out, complete this
section)
I, (print or type name of person listed in Contact Information, item 2a) , certify that I
own the property identified in this permit application, and thus give permission to (print or type name of person
listed in Contact Information, item la) with (print or type name of organization listed in
Contact Information, item la) to develop the project as currently proposed. A copy of
the lease agreement or pending property sales contract has been provided with the submittal, which indicates the
party responsible for the operation and maintenance of the stormwater system.
As the legal property owner I acknowledge, understand, and agree by my signature below, that if my designated
agent (entity listed in Contact Information, item 1) dissolves their company and/or cancels or defaults on their
lease agreement, or pending sale, responsibility for compliance with the DEMLR Stormwater permit reverts back
to me, the property owner. As the property owner, it is my responsibility to notify DEMLR immediately and
submit a completed Name/Ownership Change Form within 30 days; otherwise I will be operating a stormwater
treatment facility without a valid permit. I understand that the operation of a stormwater treatment facility
without a valid permit is a violation of NC General Statue 143-215.1 and may result in appropriate enforcement
action including the assessment of civil penalties of up to $25,000 per day, pursuant to NCGS 143-215.6.
Signature: Date:
I, , a Notary Public for the State of , County of
, do hereby certify that personally appeared
before me this _ day of , and acknowledge the due execution of the application for
a stormwater permit. Witness my hand and official seal,
SEAL
My commission expires
Four SWU-101 Version Oct. 31, 2013 Page 6 of 7

X. APPLICANT'S CERTIFICATION
I, (print or type name of person listed in Contact Information, item la)
certify that the information included on this permit application form is, to the best of my knowledge, correct and
that the project will be constructed in conformance with the approved plans, that the required deed restrictions
and protective covenants will be recorded, and that the proposed project complies with the requirements of the
applicable stormwater rules under 15A NCAC 2H .1000 and any other applicable state stormwater requirements.
Signature: Date:
I, , a Notary Public for the State of , County of
, do hereby certify that personally appeared
before me this _ day of , and acknowledge the due execution of the application for
a stormwater permit. Witness my hand and official seal,
SEAL
My commission expires
Four SWU-101 Version Oct. 31, 2013 Page 7 of 7

SUPPLEMENT-EZ COVER PAGE
LOAD SUPPLEMENT FORMS
PROJECT INFORMATION
1
Project Name
2 Project Area (ac)
3 Coastal Wetland Area (ac)
4
5
6
Surface Water Area (ac)
Is this project High or Low Density?
Does this project use an off -site SCM?
Greensboro -Randolph Megasite
1800 acres
0
High
No
MPLIANCE WITH 02H .1003(4)
7
Width of vegetated setbacks provided (feet)
8
Will the vegetated setback remain vegetated?
9
If BUA is proposed in the setback, does it meet NCAC 02H.1003(4)(c-d)?
10
Is streambank stabilization proposed on this project?
No
NUMBER AND TYPE OF SCMs:
11
Infiltration System
12
Bioretention Cell
13
Wet Pond
3
14
Stormwater Wetland
15
Permeable Pavement
16
Sand Filter
17
Rainwater Harvesting (RWH)
18
Green Roof
19
Level Spreader -Filter Strip (LS-FS)
20
Disconnected Impervious Surface (DIS)
21
Treatment Swale
22
Dry Pond
2
23
StormFilter
24
Silva Cell
25
Bayfilter
26
Filterra
LOAD SUPPLEMENT FORMS
DESIGNER CERTIFICATION
27
Name and Title:
Kenneth Trefzger, Senior Project Manage
28
Organization:
HDR Engineering Inc. of the Carolinas
29
Street address:
555 Fayetteville Street, Suite 900
30
City, State, Zip:
Raleigh, NC, 27612
31
Phone number(s):
919-232-6651
32
Email:
[e-mail]
Certification Statement:
I certify, under penalty of law that this Supplement-EZ form and all supporting information were prepared under my direction or supervision; that the
information provided in the form is, to the best of my knowledge and belief, true, accurate, and complete; and that the engineering plans,
specifications, operation and maintenance agreements and other supporting information are consistent with the information provided here.
Designer
Seal
Signature of Designer
Date

DRAINAGE AREAS
1
Is this a high density project?
Yes
2
If so, number of drainage areas/SCMs
5
3
Does this project have low density areas?
No
4
If so, number of low density drainage areas
0
5
Is all/part of this project subject to previous rule
versions?
No
CLICK TO LOAD FORM
DRAINAGE AREA INFORMATION
Entire Site
1
2
3
4
4
Type of SCM
Wet Pond A3
Dry Pond B1
Wet Pond B2
Dry Pond C1
5
Total drainage area (sq ft)
9783576
12144528
12144528
23252328
6
Onsite drainage area (sq ft)
9783576
12144528
12144528
23252328
7
Offsite drainage area (sq ft)
0
0
0
0
8
Total BUA in project (sq ft)
9783576 sf
12144528
12153240
23252328
9
New BUA on subdivided lots (subject to permitting)
(sq ft)
10
New BUA not on subdivided lots (subject to
permitting) (sf)
9783576 sf
12144528
23252328
11
Offsite BUA (sq ft)
12
Breakdown of new BUA not on subdivided lots:
- Parking (sq ft)
- Sidewalk (sq ft)
- Roof (sq ft)
- Roadway (sq ft)
- Future (sq ft)
- Other, please specify in the comment box
below (sq ft)
4817736 sf
7749324 sf
14170068 sf
13
New infiltrating permeable pavement on
subdivided lots (sq ft)
14
New infiltrating permeable pavement not on
subdivided lots (sq ft)
15
Existing BUA that will remain (not subject to
permitting) (sq ft)
16
Existing BUA that is already permitted (sq ft)
17
Existing BUA that will be removed (sq ft)
18
Percent BUA
100%
100%
19
Design storm (inches)
1.0 in
1.0 in
20
Design volume of SCM (cu ft)
402095 cf
631802 cf
21
Calculation method for design volume
Simple Method
Simple Method
ADDITIONAL INFORMATION
22
Please use this space to provide any additional information about the
drainage area(s):
Total .mpervious area. The breakdown of the types of impervious surface is
not known at this time.

DRAINAGE AREAS
1
Is this a high density project?
Yes
2
If so, number of drainage areas/SCMs
5
3
Does this project have low density areas?
No
4
If so, number of low density drainage areas
0
5
Is all/part of this project subject to previous rule
versions?
No
CLICK TO LOAD FORM
DRAINAGE AREA INFORMATION
Entire Site
5
6
7
4
Type of SCM
Wet Pond C2
5
Total drainage area (sq ft)
23252328
6
Onsite drainage area (sq ft)
23252328
7
Offsite drainage area (sq ft)
0
8
Total BUA in project (sq ft)
23252328
9
New BUA on subdivided lots (subject to permitting)
(sq ft)
10
New BUA not on subdivided lots (subject to
permitting) (sf)
11
Offsite BUA (sq ft)
12
Breakdown of new BUA not on subdivided lots:
- Parking (sq ft)
- Sidewalk (sq ft)
- Roof (sq ft)
- Roadway (sq ft)
- Future (sq ft)
- Other, please specify in the comment box
below (sq ft)
13
New infiltrating permeable pavement on
subdivided lots (sq ft)
14
New infiltrating permeable pavement not on
subdivided lots (sq ft)
15
Existing BUA that will remain (not subject to
permitting) (sq ft)
16
Existing BUA that is already permitted (sq ft)
17
Existing BUA that will be removed (sq ft)
18
Percent BUA
100%
19
Design storm (inches)
1.0 in
20
Design volume of SCM (cu ft)
1159640 cf
21
Calculation method for design volume
Simple Method
ADDITIONAL INFORMATION
22
Please use this space to provide any additional information about the
drainage area(s):
Total .mpervious area. The breakdown of the types of impervious surface is
not known at this time.

WET POND
Drainage area number
2IMinimum required treatment volume (cu ft)
GENERAL MDC FROM 02H .1050
A3 I B2 I C2 I
402095 cf 631802 cf 1159640 cf
3
Is the SCM sized to treat the SW from all surfaces at build -out?
Yes
Yes
Yes
4
Is the SCM located away from contaminated soils?
Yes
Yes
Yes
5
What are the side slopes of the SCM (H:V)?
3:1
3:1
3:1
6
Does the SCM have retaining walls, gabion walls or other engineered
side slopes?
No
No
No
7
Are the inlets, outlets, and receiving stream protected from erosion
(10-year storm)?
Yes
Yes
Yes
8
Is there an overflow or bypass for inflow volume in excess of the
design volume?
No
No
No
9
What is the method for dewatering the SCM for maintenance?
Drawdown Orifice
Drawdown Orifice
Drawdown Orifice
10
If applicable, will the SCM be cleaned out after construction?
11
Does the maintenance access comply with General MDC (8)?
12
Does the drainage easement comply with General MDC (9)?
13
If the SCM is on a single family lot, does (will?) the plat comply with
General MDC (10)?
14
Is there an O&M Agreement that complies with General MDC (11)?
15
Is there an O&M Plan that complies with General MDC (12)?
16
Does the SCM follow the device specific MDC?
Yes
Yes
Yes
17
Was the SCM designed by an NC licensed professional?
Yes
Yes
Yes
WET POND MDC FROM 02H .1053
18
Sizing method used
SA/DA
SA/DA
SA/DA
19
Has a stage/storage table been provided in the calculations?
Yes
Yes
Yes
20
Elevation of the excavated main pool depth (bottom of sediment
removal) (fmsl)
671.00
607.00
643.00
21
Elevation of the main pool bottom (top of sediment removal) (fmsl)
672.00
608.00
644.00
22
Elevation of the bottom of the vegetated shelf (fmsl)
677.50
613.50
649.50
23
Elevation of the permanent pool (fmsl)
678.00
614.00
650.00
24
Elevation of the top of the vegetated shelf (fmsl)
678.50
614.50
650.50
25
Elevation of the temporary pool (fmsl)
26
Surface area of the main permanent pool (square feet)
168544
214613
386547
27
Volume of the main permanent pool (cubic feet)
783488 cf
1113926 cf
1763487 cf
28
Average depth of the main pool (feet)
4.80 ft
5.30 ft
4.60 ft
29
Average depth equation used
Equation 3
Equation 3
Equation 3
30
If using equation 3, main pool perimeter (feet)
1394.0 ft
1874.0 ft
2417.0 ft
31
If using equation 3, width of submerged veg. shelf (feet)
3.0 ft
3.0 ft
3.0 ft
32
Volume of the forebay (cubic feet)
107084 cf
183485 cf
286058 cf
33
Is this 15-20% of the volume in the main pool?
Yes
Yes
Yes
34
Clean -out depth for forebay (inches)
36 in
48 in
72 in
35
Design volume of SCM (cu ft)
36
Is the outlet an orifice or a weir?
Orifice
Orifice
Orifice
37
If orifice, orifice diameter (inches)
6 in
7 in
10 in
38
If weir, weir height (inches)
39
If weir, weir length (inches)
40
Drawdown time for the temporary pool (days)
4
4.6
4.2
41
Are the inlet(s) and outlet located in a manner that avoids short-
circuiting?
Yes
Yes
Yes
42
Are berms or baffles provided to improve the flow path?
No
No
No
43
Depth of forebay at entrance (inches)
48 in
66 in
66 in
44
Depth of forebay at exit (inches)
6 in
6 in
6 in
45
Does water flow out of the forebay in a non -erosive manner?
Yes
Yes
Yes
46
Width of the vegetated shelf (feet)
6 ft
6 ft
6 ft
47
Slope of vegetated shelf (H:V)
6:1
6:1
6:1
48
Does the orifice drawdown from below the top surface of the
permanent pool?
Yes
Yes
Yes
49
Does the pond minimize impacts to the receiving channel from the 1-
yr, 24-hr storm?
Yes
Yes
Yes
50
Are fountains proposed? (If Y, please provide documentation that
MDC(9) is met.)
No
No
No
51
Is a trash rack or other device provided to protect the outlet system?
Yes
Yes
Yes
52
Are the dam and embankment planted in non -clumping turf grass?
53
Species of turf that will be used on the dam and embankment
54
Has a planting plan been provided for the vegetated shelf?
ADDITIONAL INFORMATION
55
Please use this space to provide any additional information about the
wet pond(s):
Wet Pond
4
8:23 PM 1/31/2022

DRY POND
1
2
Drainage area number
Minimum required treatment volume (cu ft)
GENERAL MDC FROM 02H .1050
B1
i
C1
i
3
Is the SCM sized to treat the SW from all surfaces at build -out?
Yes
Yes
4
Is the SCM located away from contaminated soils?
Yes
Yes
5
What are the side slopes of the SCM (H:V)?
3:1
3:1
6
Does the SCM have retaining walls, gabion walls or other engineered
side slopes?
No
No
7
Are the inlets, outlets, and receiving stream protected from erosion
(10-year storm)?
8
Is there an overflow or bypass for inflow volume in excess of the
design volume?
No
No
9
What is the method for dewatering the SCM for maintenance?
10
If applicable, will the SCM be cleaned out after construction?
Yes
Yes
11
Does the maintenance access comply with General MDC (8)?
12
Does the drainage easement comply with General MDC (9)?
13
If the SCM is on a single family lot, does (will?) the plat comply with
General MDC (10)?
14
Is there an O&M Agreement that complies with General MDC (11)?
15
Is there an O&M Plan that complies with General MDC (12)?
16
Does the SCM follow the device specific MDC?
17
Was the SCM designed by an NC licensed professional?
Yes
Yes
DRY POND
MDC FROM 02H .1062
18
SHWT elevation (fmsl)
19
Elevation of the bottom of the dry pond (fmsl)
676
664
20
Distance from bottom to SHWT (feet)
21
Elevation of the temporary pool during the design storm (feet)
22
Ponding depth of the design storm (feet)
23
Will the dry pond be uniformly graded to flow toward the outlet?
Yes
Yes
24
Is a low flow channel being provided?
Yes
Yes
25
Are the inlet(s) and outlet located in a manner that avoids short-
circuiting?
26
Will berms or baffles be provided to increase the flow path?
No
No
27
What method of pretreatment will be provided?
28
Design volume of SCM (cu ft)
29
Diameter of drawdown orifice (in)
30
Drawdown time for the temporary pool (hours)
31
Does the pond minimize impacts to the receiving channel from the 1-
yr, 24-hr storm?
Yes
Yes
32
Is there a small permanent pool near the orifice to prevent clogging?
No
No
33
Will the outlet be designed to prevent clogging?
34
Are the dam and embankment planted in non -clumping turf grass?
35
Species of turf that will be used on the dam and embankment
36
Will trees and shrubs be prevented from growing on the dam and
embankment?
ADDITIONAL INFORMATION
37
Please use this space to provide any additional information about the
dry pond(s):
The dry ponds are only being used to provide peak attenuation and not
designed to provide water quality.
Dry Pond 5 8:23 PM 1/31/2022