20171559 Ver 3_More Info Received_20211116

Homewood, Sue
From: Miller, Vickie M. (Raleigh) <[e-mail]>
Sent: Tuesday, November 16, 2021 10:17 PM
To: Homewood, Sue; Wendee Smith; Jim Melvin
Cc: Masemore, Sushma; Wojoski, Paul A; Smith, Danny; Gibby, Jean B CIV USARMY CESAW
(USA); Mcdaniel, Chonticha; Anna Moore
Subject: [External] RE: GRMS Request for Additional Information
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Hi Sue,
As noted on November 10th, we are providing responses as they are finalized. You should receive a OneDrive link to the
updated stormwater plan and comment responses for your review. This submittal addresses Items 9 to 23 of the items
requested on November 5, 2021. To date responses have been provided for items 9-23 and 26-31. Please let us know if
you have additional questions related to the stormwater management plan category of comments. Also, if anyone has
issues accessing OneDrive then please let me know as soon as possible. Everyone should have access but I want to make
certain there isn't an issue.
Thank you,
Vickie
Vickie Miller, AICP, Pws
D 919.232.6637 M 919.559.2632
hdrinc.com/follow-us
1

hdrinc.com
November 16, 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 Ms. Jean Gibby
SUBJECT: Individual Permit Application Additional Information Request Greensboro
Randolph Megasite and Associated Infrastructure Randolph County, North
Carolina
Ms. Homewood and Ms. Gibby:
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. Below you will find responses to comments received on
November 5, 2021 from DWR regarding the stormwater plan (Comments 9-23). The
stormwater plan is attached for review. This is a partial response to the comments
received on November 5, 2021 and additional information is forthcoming on the remaining
comments.
COMMENT 9 — Based on your October 27th response, explain what is meant by "The
SCMs located internal to the pad use areas that cannot be avoided but can be for
temporary storage of Stormwater." If the stormwater SCMs were located off the pad, what
specifically makes the pad impact necessary.
RESPONSE — The manufacturing building pads include a set number of buildings
located on relatively flat areas and arranged in a manner required for the
manufacturing process. The building layout shown on the overall grading plan was
optimized to satisfy the required number of buildings and layout at acceptable
grades. The rail yard located on the east side of the property also needs to be
relatively flat and the location is set by acceptable rail radius and ability to store a
set number of rail cars. The storage area adjacent to the rail yard is set by the
buildings located in the northeast portion of the site and the size is set by the
manufacturing facility required storage area. The SCMs are located between these
555 Fayetteville Street Suite 900 Raleigh, NC 27601-3034
[phone]

set building and storage area locations, therefore removing these SCMs would not
change the pad layout.
COMMENT 10 — In the justification for dry attenuation basins provided on October 27, it
was stated that dry ponds were selected "to take advantage of the available site area
internal to the pad". Why is there available site area in the pad if it has been minimized to
the maximum extent and why does removing dry attenuation basin from the pad "not
significantly reduce the size of the pad"?
RESPONSE — As noted in the response above, the manufacturing building pads,
storage area and rail yard are set to accommodate the manufacturing process and
storage requirements, as well as design elements (ie. turning radius, setbacks,
etc.) These locations were optimized. The dry attenuation basins were located
between these set locations in areas that would otherwise be grass or landscaped.
Therefore, removing these would not change the site configuration.
COMMENT 11—Based on the information provided in the most recent site plan and
conceptual stormwater management plan, all surface flow from the project is proposed to
be rerouted through three wet detention basins. The outlets from the wet basins are
proposed to be located as indicated on the conceptual stormwater management plan. The
rerouting of the drainage area and surface flow from the site through these three
stormwater basins has the potential to remove existing hydrology within multiple water of
the state and therefore remove existing uses within the stream channels and wetlands.
Specifically, the Division notes that according to the information available on the most
recent site plan and stormwater management plan and the stream identifiers as noted on
the jurisdictional determination map submitted on October 15, 2021:
• COMMENT — The entire watershed draining to stream S45 will be redirected to
Wet Pond A3. The outlet of Wet Pond A3 discharges to stream SN. The
portion of stream S45 below the impact limits to the confluence of SE (as
shown on the maps below) will experience significant indirect impacts from the
loss of hydrology to the channel.
RESPONSE — Wet Pond A3 was relocated to be positioned upstream of
S45 and closer to the proposed Al and A2 drainage areas. The wet pond
will be located outside the pad area and discharge to a tributary to S45
which confluences with S45 approximately 150 feet downstream of the pad.
Currently the stream impacts are shown to extend approximately 750 feet
downstream of the pad. In addition to the outlet of Wet Pond A3, the
proposed main underdrains have been added to the overall grading plan.
These underdrains will be installed in the existing stream channel and are
shown to the cut/fill extent. In the cut areas, underdrains will be added as
required to control groundwater. These additional underdrains will connect
to the main underdrain. These underdrains will remain in place and provide
continuous hydrology to the existing stream.
• COMMENT —The entire watershed draining to stream S1 and HDR WA will be
redirected to Wet Pond B2. The outlet of Wet Pond B2 discharges to a
downstream location on Dodson Lake. The portion of stream S1 and wetland
2

HDR WA (as shown on the maps below) will experience significant indirect
impacts from the loss of hydrology to the channel and wetland.
RESPONSE — Wet Pond B2 was reconfigured so the outlet would
discharge to stream S1. In addition to the outlet of Wet Pond B2, proposed
main underdrains have been added to the overall grading plan. These
underdrains will be installed in the existing stream channel and are shown
to the cut/fill extent. In the cut areas, underdrains will be add as required to
control groundwater. These additional underdrains will connect to the main
underdrain. These underdrains will remain in place and provide continuous
hydrology to the existing stream.
• COMMENT —The majority of stream S18, S17, wetlands WW, W15, W17,
W18B and W16 (shown on the maps below) will be redirected to either Wet
Pond B2 or Wet Pond C2. The outlets of Wet Ponds B2 and C2 are located
within different drainage areas. These streams and wetlands will experience
significant indirect impacts from the loss of hydrology to the area.
RESPONSE — The existing stream S17 was determined by the agencies to
begin at the base of a 9-acre drainage area which indicates that 9 acres will
support stream function in this area. Five hundred (500) feet of stream S17
were included in the site impacts and therefore the new anticipated
headwater for the stream will be located 500 feet downstream where the
proposed drainage area will be 15 acres which is greater than the existing
stream headwater drainage area of 9 acres. The drainage area to S18 will
be reduced from 18 acres to 9 acres. Since 9 acres was sufficient to
support the existing stream S17 this should be sufficient to support S18. In
addition, proposed main underdrains were added to the overall stormwater
grading plan. These underdrains will be installed in the existing stream
channel and will remain in place and provide additional hydrology to stream
S17 and S18.
COMMENT 12— You have provided a stormwater management plan that indicates that the
proposed Wet Pond A3 will be constructed within a natural drainage way where Pond P17
currently exists and P16 and W3 are upslope of this area. The Division has the following
concerns regarding this design:
A detailed analysis must be provided to document that impacts to jurisdictional features
has been avoided and minimized throughout the project, including impacts beyond the
footprint of the "site". This should include a detailed analysis of any possible upland
locations for stormwater treatment and any possible alternative stormwater treatment
control measures which would avoid impacts to jurisdictional features. Possible
alternatives may be multiple wet ponds on either side of the jurisdictional feature or
alternative stormwater control measures that provide smaller land requirements such as
bioretention basins or sand filters.
If sufficient justification is provided to support the proposed Wet Pond A3, the Divisions
has concerns regarding the directing existing hydrology and/or flow through a stormwater
control measure. Provide further details about how existing hydrology will be rerouted .so
that it does not impact the long term function of Wet Pond A3.
3

RESPONSE — The reason Wet Pond A3 was located initially at the location of the
existing pond is because this was shown as being part of the site impacts. Based
on this comment as well as comment 11, Wet Pond A3 has been relocated to the
northeast portion of the site adjacent to the site pad. This site plan modification
was made in direct response to DWR's concerns. With this modification all
concerns expressed within DWR's comment 12 should be alleviated.
COMMENT 13 — The offsite drainage area in area C will be bypassed, how much volume
will be bypassed? Where will this bypass be discharged? Note that if this bypass is going
to be discharged into one of the three proposed outfalls, it should also be accounted for in
the design and flow calculations.
RESPONSE — Approximately 151 acres of the existing drainage area C, identified
as C2.U, located to the east of the proposed site pad will be relocated around the
pad in a channel that runs along the east side of the pad and discharges near the
toe of pad where the existing stream is located. This channel is shown on the
overall site grading plan. This area is undeveloped with an average runoff curve
number of 74.5 which means that on an average rainfall year of 46-inches
approximately 530 acre-feet of water will be bypassed around the pad. An
additional 193 acres, identified as C3.0 drains below the pad directly to outfall C.
These offsite areas were included in the outfall C peak discharge calculations.
COMMENT 14 — Dry ponds Al and A2 are being proposed at possibly 4-29 feet below the
existing groundwater elevation. In addition, the plan states that "groundwater will be
diverted around the pads and it is anticipated the future groundwater will be below the dry
ponds". This raises concern over how the groundwater lowering and control at the site will
be accomplished since this is a very complex and difficult task with no actual plan being
provided. In addition, the amount of groundwater that need to be diverted and the
destination of groundwater discharge are unknown. This groundwater issue can
significantly impact the stormwater wet pond capacity, discharging outfalls, and water
quality standards (for both groundwater and surface waters).
RESPONSE — Dry Ponds Al and A2 have been removed and it is proposed to
drain the site pad areas Al and A2 to the relocated Wet Pond A3. Dry ponds B1
and Cl are located within fill areas so groundwater will be below these ponds. The
overall groundwater strategy is to install groundwater drains in the natural stream
channel to the cut/fill extent. In the cut areas, groundwater drains will be installed
during construction and discharge to the natural stream channel. In areas of fill, a
groundwater drain will be installed in the natural stream channel prior placing fill.
The groundwater drains in the cut areas will be connected to the groundwater
drains in the natural stream channels maintaining the groundwater discharge to the
stream below the site pad. The main groundwater drains in the natural stream
channels have been shown on the overall stormwater grading plan to the proposed
cut/fill extent.
COMMENT 15 — The plan states "the peak discharge for all three outfalls were reduced
compared to the existing condition". However, at outfall A, it appears that the proposed 10-
year peak discharge is higher than the pre/existing peak discharge (373 cfs vs 345 cfs).
See tables 3 and 5 of the SMP report. Please review these numbers/calculations and
explain.
4

RESPONSE — Additional outfall points were added to the existing drainage areas A
and B to better reflect the proposed discharges prior to entering Dodson Lake.
Figure 1 in the Stormwater Management Plan (SMP) report was updated to show
these additional outfall locations. Pond A3 was relocated and revised to include
the water quality treatment as well a peak discharge attenuation. Table 5 was
modified to include the two additional outfall locations and the existing condition
peak discharge to demonstrate the proposed discharges are less than the existing
discharges.
COMMENT 16 — There are several undisturbed areas identified on the plan with no
impervious surfaces being proposed. If these lands are to be developed in the future, will
a separate stormwater control measure be provided? Note that the currently proposed
wet ponds and discharges at outfall do not account for future uses of these areas.
RESPONSE — These areas are intended to remain undeveloped and is part of the
buffer between the manufacturing facility and the surrounding properties.
However, should future development be planned in these areas, separate SCMs
will be required and coordinated with DWR.
COMMENT 17 — On the site plan, there is an unknown basin marked as "not use" (at the
NE corner of the site), please clarify.
RESPONSE — This was an area originally identified for a dry pond, however, this
area was not required and therefore not reflected in the SMP. The site plan has
been updated to be consistent with the updated SMP.
COMMENT 18 — In the design calculations for wet ponds, the numbers for pond bottom
elevation and sediment storage elevations switched places, please check and revise as
needed.
RESPONSE — This elevation is intended to reference the bottom of the sediment
storage and the pond bottom is the top of the sediment storage. The table was
modified to say "Bottom of Sediment Storage Elevation". The sediment storage is
not included in the calculations.
COMMENT 19 — On the wet Pond C2 drawing, the sediment storage elevation should be
at 644 (not 643), please check and revise as needed.
RESPONSE — The elevation 643 was intended to reference the bottom of the
sediment storage and the pond bottom is the top of the sediment storage. The
table was modified to say "Bottom of Sediment Storage Elevation". The sediment
storage is not included in the calculations.
COMMENT 20 — Scour hole calculations for pond B and C are incomplete for the flow
calculation at the lower bottom of each page.
RESPONSE — The calculations at the lower bottom of the page are for projects
that also include proposed downstream channelization. The outfalls for each of
these ponds will be discharging to existing streams and therefore no downstream
channelization will be required. Therefore, these calculations were removed from
the scour hole calculations.
5

COMMENT 21 — Please explain why the forebay design of ponds B2 and C2 are greater
than 20% of its pool volume. Please note that the stormwater Minimum Design Criteria
specifies the designed range to be exactly between 155-20%.
RESPONSE — The sediment forebays have been adjusted to remain within the
15%-20% range.
COMMENT 22 — Please note that the proposed 100-year peak discharges number
provided in Table 5 do not match the numbers presented in the HydroCAD Model. Please
review and revise as needed.
RESPONSE — These numbers have been modified and match the HydroCAD
Model. Please note that two (2) additional outfall locations were added to the
tables as noted in our response to Comment 15.
COMMENT 23 — Provide an overall plan sheet with proposed grading/topography shows
the entire property, all streams, wetlands and open waters and all SCMs and drainage
network.
RESPONSE —The overall site plan sheet was provided in Appendix E. This sheet
has been updated to reflect the items described in the responses above. This
sheet shows all of the streams, wetlands, open waters and SCMs. The sheet does
not show the internal site drainage network as the detail site design has not been
performed at this time. The site plan does show the storm drainage system from
the pad to the wet ponds.
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
Vrku� rftll��
Vickie Miller, AICP, PWS
Senior Environmental Planner
cc: Jim Melvin, Greensboro Randolph Megasite Foundation
Wendee Smith, S2 Consulting
Attachment: Stormwater Management Plan
6

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STORMWATER
MANAGEMENT PLAN
GREENSBORO-RANDOLPH MEAGASITE
Randolph County, North Carolina
November 15, 2021

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STORMWATER
MANAGEMENT PLAN
GREENSBORO-RANDOLPH MEAGASITE
Randolph County North Carolina
November 15, 2021
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STORMWATER MANAGEMENT PLAN F)�
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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
November 15, 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
November 15, 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.
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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.
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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
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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
November 15, 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 Al — Wet Pond
Pond Al will provide WQ volume for 278.5 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 November 15, 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
November 15, 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 November 15, 2021

STORMWATER MANAGEMENT PLAN
GREENSBORO-RANDOLPH MEAGASITE
Appendix A - Figures
November 15, 2021 11

LEGEND
Existing Flowpaths
Existing Drainage Areas
Site Boundary
• Outfall Points
Outfall A"
Outfall A`-
tfall B 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
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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
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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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National Water Center
1325 East West Highway
Silver Spring, MD 20910
Questions?: HDSC.QuestionsAnoaa.00v
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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

1
2
3
4
5
6
7
8
OHE
)1 f�
Irr,, >ll►I
EXISTING
LINAGE �ti/„�
AREA (TYP)
�11
POND B2
EXISTING
STREAM (TYP)
- - (Ji'
UNDERDRAIN
INSTALLED IN 1 \ v r
FILLED STREAM - —
11 I \"- , BED FOR GROUND \��' ��'
)ilq , WATER RELIEF, TYP. `-` , _
\��\\II � � 1 //7A) i )1 l ,
; . / - . .::,. ? cr 3 /-a,-•-:;F:5/ \I ) fl:1- L
1- 1 I J 47 r v J, r
1 III 1 w� �1(1 �!(% jr
`� \: i ► �({((-4� 1 f
II S\��--� Iv\��� j1�
�� -��-
1
r f.
rrfe4
( (((\("� _ ��\� —
. •-"./-r---W%-‘,-) j 2
- `/ .. ��j�� j/ 1
r J,
f fl (r -:..17__-_
1 1 'I I
V !` �����1(J(l ✓�//r��.1�
•
'--,i2.r-)1(yZ(�Yf \
'''/ / igki -44.- --s.-/- k -------:--\ ''''--z--' »7" ifi,iekY III
/.\1'\{1.,,IkA)\(_._-__11(-;4----kr-----;;I:\l'-%:\1\--i-:-.-------;\\ S-----5-\-'- --.-N'-----! \itit-5S----T71:7fli .//) Al:: 1\1 -_-__ _.
7 , — .-__L, ,.,>:.----,"_- i >)\1.kc. -,-,----.,--, '-'-'"-------->"--1-4.4K(0- ( \\k.,
17,,..(f.71% %(l!11��\~ `_}��\�\``\� )�}�r/%}��\\\_`
STREAM OFFSET • /1 ��--��// fir/ ji'' = �,� ; k
, IMPACTED TYP (\(� %}rr/ r ��/ � 1 >�/'�
\1 ; . . (TYP) ) 1!�" J /f/rl/ice .f,�� �livf((k
r�<<<�- � � t �{111�(/` � rjj J �/f �t{C`/ram/� �1 {% i/
'''1, '*, �ttit !/,: - ` :, / \ !1J 1 \ ti\��/ 11 f � �.�\�t�l\\ 5),11)111/ ��\� �� It��ll ii:::.....:::,...,,-.k..i•:::\\\\�Si 11�' 1111ll//�ij1(/ {\t``^�� � , ) > >>�/Ji}t�rr
, \ ;}( /( �{ �-•�c �� J'� ! ///jS 1l s:-_--\2-- i 4(0 1 ' ) '
il
• •--1},01 �'�,_ 4.�� ��ihI11 \1�1dILam, `', /�li ���.�;'�����i�s!//(\1t �\,_` -7 ., » �A1,� `:11
j:61:
1lW(\1 ' \l\�
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tom. —\ ►l�111»���J � �/%///��%// � l \r--�\\�� �, . —/ ��l � �(/ ll1 ��S` � � Jim�;I:1\t\i:\11)
Bit�lii�i/%�/�_%/// '', . , ,I, I� 55)S(f f (il/f/��/l���i/��� (� %/� ® ��\��t�>tls�srrll//(/,f;�(I/�/1((rdSfif 1r11�������—=��i��\\�� tl
HDR Engineering Inc.
of the Carolinas
440S. 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
STORMWATER EXHIBIT
OVERALL
FILENAME
SCALE
01 C-BG01-08.dwg
1 "=500'
SHEET

/
/
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‘S\‘'S
MAIN POOL J 1)
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BOTTOM OF SHELF oik\EL 677.5_
NORMAL,POOL
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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
/ \710
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ISSUE DATE DESCRIPTION
N
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EL 681
F
NORMAL POOL
EL
678
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SEDIMENT STORAGE
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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
0
1"
STORMWATER EXHIBIT
WET POND A3
2,, FILENAME
GREENSBORO RANDOLPH MEGASITE
FOUNDATION
GREENSBORO RANDOLPH MEGASITE
RANDOLPH COUNTY, NORTH CAROLINA
SCALE
01 C-BG01-08.dwg
1 "=60'
SHEET

Source: NCDEQ Stormwater Design Manual, C-3. Wet Pond - Apr7 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 =
Where:
Vahea =
Where:
VP P-lrshe l f
Abottomofshelf
Den
VPP
Vshea
Amaom or and f
0.6 • Depth.ax eye, eheIf
D. over shelf
Peri meterpermanent pod
Average depth in feet
Total volume of permanent pool (feet3)
Volume over the shelf only (feet') - see below
Area of wet pond at the bottom of the shelf (feet2)
* Perimeterper,,,1, ' Widtha.bma.wd pert of cheIf
Widtheebmsmedpart oFshelf =
Depth of water at the deep side of the shelf as
measured at perrnanent 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 Permm (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:
0.05 + 0.9*IA
Ru
Ik
Runoff coefficient (unitless)
Impervious fraction (unitless)
DV = 3630*Rn*Rv*A
Where
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
surtace
Area (sf)
Area (ac-ft)
Inc. Vol. (ac-
ft)
Iotal Vol.
(ac-ft)
!Jet. 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

1
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660
650
640
630
620
610
600
590
CO
.,'-1 111
3
IE = 608.00
r.
Imo
L o r H
.e E0
T
______
O
c~ii
\
WATER
QUALITY
VOLUME
EL 617
NORMAL P
OL
I
EL
614
283 L F
11
11 MI
11• 11 11 11III 11 11•1
SEDIMENT STORAGE _
EL 608
I
644.84
644.5
639.55
638.3 it IIIII
644.47
643.9
643.90
642.(I
Moo
ai M
coco
636.78
634.9
634.87
633.0
O 0�0 COM
co �M N N N
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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
660
650
640
630
620
610
600
590
9+00
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, A1CP, 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
SHEET

Greensboro Megasite
NC DEQ Wet Pond Analysis
Wet Pond B2
Date:
10/26/2021
By:
JP
Rev:
QC:
KT
Source: NCDEQ Stormwater Design Manual, C-3. Wet Pond - Apr7 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
VPP-Vshelf
Abottomofshelf
Where: D.,g = Average depth in feel
Vpp = Total volume of permanent pool (feet')
Vehalf = Volume over the shelf only (feet') - see below
Abomomorshelf = Area of wet pond at the bottom of the shelf (feet2)
Vaherr =
Where:
0.5 • DBPthmax over shelf' Perimeter,,,, puq • Widthauhma coed pert or eheH
Dma. core. shelf
Perlmeterpama„ampod =
Widthe„e,nemedpart weheH
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 (feel)
Width from the deep side to the dry side of the
shelf as measured at permanent peel (feet)
Volume of Perm Pool VPP (ft3)=
1113926
Shelf Bottom Area Abot (ft3)=
211995
Max Pool Depth Above Shelf D. (ft)=
0.5
Perimeter of Shelf Bottom Pperm (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:
DV
Where:
= 0.05 + 0.9 * (k
Rv = Runoff coefficient (unitless)
IA = Impervious fraction (unitless)
3630 * Rn * Rv * A
DV
Rn
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
surtace
Area (sf)
Area (ac-ft)
Inc. Vol. (ac-
ft)
lotal Vol.
(ac-ft)
!Jet. 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
7
8
680
670
660
650
640
630
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—
" X 72")
65
00
E) IE = E
WATER
QUALITY
/
Will
OS - C (72
STA 8+65
RIM = 653
72"OUT(I
VOLUME
EL 653
to
c
NORMAL POOL
o
EL 650
co
II
S
SEDIMENT STORAGE
FES - C
STA 12+8c
672.57
672.3
671.58
I
671.6
671.56
672.3
672.30
675.3
675.30
677.4
677.36
1i677.21
677.18
676.5
676.53
1
675.1
675.05
672.4
672.43
669.8
co
CO
i 663.39
660.7
660.74
li
659.4
655.281 I
653.5
653.47
651.4
651.40
648.1
648.08
I
643.9
643.88
637.9 i
637.92
330.\
co
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
12+00
13+00
13+50
680
670
660
650
640
630
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
1"
STORMWATER EXHIBIT
WET POND C2
2- FILENAME
SCALE
SHEET

Source: NCDEQ Stormwater Design Manual, C-3. Wet Pond - Apr7 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
Dare =
VPP-Vsheif
Abottomofsheif
Where: Deng
Vehelf =
Where:
VPP
Vehaa
Anton of shelf
0.6 • Depth....., shell
D. over shag
Perimete rpem eeeel you
Widths„emarged pan of aheff
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)
* Perimeterpe,,,, pow * Widthsubmerged 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 Dmax (ft)=
0.5
Perimeter of Shelf Bottom Pprrm (ft)=
2417
Width of Submerged Shelf W sub (ft)=
3.0
Volume Over Shelf Vshelf (ft3)=
1813
Average Depth Dag (ft)=
4.63

Water Quality Volume
Where_
0.05 + 0.9*IA
Rv
IA
Runoff coefficient (unitless)
Impervious fraction (unitless)
DV = 3630* RD*Rv*A
Where:
DV
Re
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
surtace
Area (sf)
Area (ac-ft)
Inc. Vol. (ac-
ft)
Iotal Vol.
(ac-ft)
!Jet. 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:
November 10, 2021
Description
Units Input Calculation
Source
Notes
Q10
cfs 364
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 #REF!
Tailwater Elevation
FT 632
Assumed tailwater
TW/D
1.00
Q/D^2.5
4.1
Yo/D
0.70
HEC 14, Figure III-10
Yo=Ye
FT
4.2
Area at Ye
FT2
19.4544
From partial flow depth chart
Velocity (V=Q/A)
fps
18.71
RIP -RAP D50
FT 1.2
Class II
D50/Ye
0.29
"FROUDE #"
1.61
hs/Ye
1.5
HEC 14, Figure X1-2
hs
FT
6.30
Dispersion Pool Length
FT
63.00
Apron Width
FT
31.50
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
8
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>
(A1 (A2
Al
Pon A3
1—
A-1
Outfall Al
Reach
A2
DA A2
A-2
Outfall A2
(B2.0
DA B2
B
Pond B1
A
Pon B1
B2
B-1
Total DA B
DA 63. U
B-2
Outfall B2
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
600-
550-
500
450—
Direct Entry,
Subcatchment Al: Al -A
Hydrograph
400-
350—
300—
250J
k
200—
1501
100
50-
1549.10 cfs
J
T
T T
T T T
T 7
T 7
J
J
r
N RCq-1 QOyr-24hr
NRCC
rt
24-hrIB
Rai;nf0=7.4"
Flunoff Area=9-$ 300-ic-
RI.tn-of#-VoFktme=55. 7 #-
Runo f Depth=6.71"
T T T
T
J T J
Tc=O.9 min
CiV=94
i
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 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,
0
LL
Subcatchment A2: A2
Hydrograph
700-
650-
600:-
550-
5001-
450J
4001-
350-
300�
250�
200-
L
150-
100:
50J
+ + +
+ + - +
r
1629.70 cfs
T
0
r
L L i
-1 -L 4-
✓
8 10 12
4
✓
r r r ,L [► y� y,� p
IY REC 24 11 3
-N Rcq-100yr 24h r Ra-nf01=y:4;" -
Ruh oft A-rea-125,300-ic-
+
rr t
R>.rnc ff VoFvm=7'i.25 L f-
Runoff Depth=6.82"
Tc=5.9 min
+
CN=95
✓
✓ r r
L
✓
/����t
L
L
r
1
i
i
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 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,
Subcatchment A3.U: DA Al
Hydrograph
200''
190�
180J
160
150=-
140� k
130= k
120� fi
▪ 110'"
3
LT_ 90J
80=
70=
60-
50=
40�
30�fi
20_ -
1 0-
'
0
✓
r
r
184.14 cfs
✓
1
1
r
T
+
r
T
t
▪ r
▪ T
t r
ri
NRCC 24'1-hrlB
▪ r
t r
-NRC -1QOyr 2-4hrRaMn#ajll='�.4
Runo Arei=5 900-ac-
Runoff Vol tome=20.8,11 ;f
▪ Runoff -Depth=4.6 "-
Tc=1O 9 min -
▪ r r
T 7 T
CN=76
4 4 1
+
t
T T T
r l r
T r
4 1
4 +
r
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

T r
1154.43 cf I
J
t
J
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,
170_
r
160-
150�
140/
130 '
120� 1
110�
80J
t
J
J
v
r
J
J
Subcatchment A4.U: DA A2
J
t
J
t
J
Hydrograph
J
r r r
1
N Rcq-1 QOyr-24hr
NRCC 24.hrIB
RaMnf0=7.4r
Runoff Area=37.000 ac
Run_Off VoF�in 114.Srt7-7- f-
▪ J Runoff-Depth=4, 86" -
Tc=;2:9-m n-
C 4=78-
t r r
J J J
ll�(lll�lll�
8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48
Time (hours)

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,
0
LL
Subcatchment B1: B1-A
Hydrograph
1,40/
1,0007-
900 -
800-
7007-
600J
500
4007- 11
3001'
200
100�
0
i L I
i 11,275.64 cf
4-
t
i
✓
J
1
+
✓
1 L
+ NRCC 24rhriB-
_NRCC -'1100y .2-4hr-Rainfall=7t4r
L urioff_4rea,27$ 840_ic _
Runoff Volume=1510.5138 1f
Runoff Depth=6.82"
r i i r
Tp=QO.Q min
CNV=95
+
1
1 1 L
r
r t
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.-zT
110
▪ 41
7 7
Ti
L
r
1 1 i 106.37 c
105- k-------+ + +
100-7:' 1 1 1
95 ' 1 1 A 1 L
9ofi rt +
85� 1
80- )1-1 1 1 r
75 ' 1 I ; r r
70� 1
1.N
U 65� k--r--i----
60= 7 1 1, 7 T
0 55J
LL
50 fi I 1 y--rt--+
45—
' 40- 1 1 A 1 L
35 r r r
30
25 k 1 1 1 1 r
20 r 7 7 T
15 ' '
10 A-1 i + -+
5 1
0
7
J
4
7
1
4-
1
1-
1
1
1
L 1
7
L
1-
r
L
4
1
4-
1
+--+- + + +--+--1 R'C-C124hr+B-
▪ 1 + r -NR-cp=190yr=2-4hr='F�aMnfialll= 4;"
1 1 1 L
1 1 r
Rtanoff-Area=3 5bQac-
R nc fflitofymp=T112.* of-
r
Rta noff-Depth=4:30" -
Tc=p0.Q min
7 7 T r 1 1, r r 1 1 CN=73
+ - - + 1 1 1 y - - t - - r 1 1 1 rt - - +
▪ 1 1 - L 1 1 1 L r L 1 1 1 1 1
✓ r r r I I I 1 r r 1 I I r r
1 1 1 L 1 1 1 -4 1 T 1 1 1 1 1
7 7 T r 1 1 1 7 T r 1 1 1 T T
4+ + - - r - - r + — — + — —
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 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,
Subcatchment B3.U: DA B3.0
Hydrograph
L L
190=�� 1 1 r L
1176.58 cfs
180� z ) 1 1
170� ,L li
160- ,_
150'' 11L 1
140= k
130� T 1�
120=�EfL4
w 110� k di
100
3 1 + +
agir
LL
90 = 1 1 r r t
=
80=-' 1 r
Iii70= r t t t
60- - t t
50 T 1 1 T T
40 1 1 1 1 1
T T
30
T 1 1 r
20= z. I J
10=
L L L L
L
L r
L1
Runoff Area= 62,O00-�c-
1 RI.mpff VoF4tmY=19. f-
t
T r
0 2 4 6 8 10 12 14 16
1 1 1
- T L 1 1 1 1
r 1 1
r r NRCC 24-h r B
N Rcq-1 QOyr-24hr 1Ranfal110.4 "
r
1RunoTDepth= .8b" r +
Tc=p0.9 min
+ r Cg=89
▪ t t r 1 1 1 t r r 1 1 1 t t
✓ r r r 11 11 11 r r r 11 11 11 r r
t t t Y 1 1 1 t 1- r 1 1 1 t t
t T t r 1 1 1 t r r 1 1 1 T T
T T T T 1 1 1 T T T 1 1 1 T T
1 T T r 1 1 1 1 r r i i 1 T T
1 T T r 1 1 1 1 r r 1 1 1 T T
1 T T r 1 1 1 1 T r i i 1 T T
18 20 22 24 26
Time (hours)
28 30 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,
Subcatchment C1: C1-A
Hydrograph
2,600- T
2,500 -h
2,4004-
2,300 -h
2,2004-
2,1007,E
2,000/ r
1,900= r
1,800
I 1 1 L I L 1 L
L 1 L I I 1 1 L I I 1 1
L I L
2,356.30 cfs
1 1 1 1 1 1 NR'Ct 24shr1B -
7 T / -1 T r ItRIpC=r010y=2411. r R-ai�Inf;�11=T-4;"
I 1 L L i_1 1 L I
L
1
1
✓ I
L I
I 7 T
I 1
L
✓ I
L I
1
1
i i--i--+
1,7007;',H 1 + +
1,600+ Air
+
1,500" 1 + + +
O 1,4004'
1,300+;" 1 4 +
0 1,200=
u` 1,100�
1,000=
900- fi
800
700
600
500
400
300
200
100
0
T
t
T
+
I
0
APII
7 T 'r r 7 + r 7 T r 7 + r I1111
7 r
I I 1 1 L J IIII IIII I I e 0 1I L LI 1 L L L L I 1I 1
1 1 r4 7 1 L 1 1 L 1 1 L 1 1
Ftrrroff'I Area53 8b0-ec -
+ + + I I + + + I I 4 +
-Runoff Vglu-meag•-572
I I- 1Run off Depth
+ + I CNMt-
✓ Y r I I r t Y I I r r r I I r t
k I I 4 r r I I L r L I I L 1 L I I 4 r
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 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
1 7 7 T r
500+ L L 1 L
4807;'" i 1-[
7 1 457.89 c
460 ) L L L
440� r i i , 7 r
420� / L L L
4007:" • r i i -r-r r
380
3601 1 7 7 r
�
340+2, ,2- ' ' '
320� • - i 1 +--7--+
300
13 w 280� 2+ 1 1 + 7 +
260
0 240° A- -I + -+
a 220�� 1 1
I I
200° + +----+ + -+
180= 1 1
160= / 1 1 1--+--+
140= 1 1
120' �+ 1 1 - 7 +
100"• 1 ,
80° k
60- ;
0 2 4 6 8 10 12
si
7 7 T T 1 I 1 7 T r I I 1 7 T
• L L L i i i L L L i i i L L
7 7 T T 1 I 1 7 T
▪ 1 L L1111 1 1 1 ▪ L NR'CCI 24�t1 riB
7 r r i
r 1 1 1 7 T
7 r r 1 1 1 7 T
▪ 1 L NRcq-4p0yr 24hrRainfalll=T4;"-
I▪ I▪ I▪ I▪ Ifturiof$Ar'ea18.0c9_ic_
▪ T T r 1
Rcffoilirrre=66.9;54 f -
- - +R off -Depth= :5 "-
+ + + + Tc= OQrnn_
11111
11111
c1 =75
+ + + + 1 + + + 1 + +
+ + + + 1 + + + 1 + +
• + + +
+--+
1 1 1 1 1 1 1 1 1
4 + + , 1 + 4 + + I I 1 + + + I I 1 4 +
14 16 18 20 22 24 26
Time (hours)
28
30
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 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� )— I - 41 1 a02.29 o
400� T
LI
32O -' r r r
300�zz,B
280'=" 1
26O ' ,r T T T
240i" I 1
220i" 1 1
200� z k 41 4 r
1
160'="
f::ijii
1007--' T
II II II II II II II II II II II II II II
80""
40= r + + + + + r + + r + +
1 1 T
A- 1 1 1 4 4 4 1 1 1 4 +
r 1 r r r R'CCI24rfit'rB-
N CCU=?QOyr=Z4hr=RaMnfoll= 4;"-
11
kith oft Are a1 &, 4 0D- c -
noff-Vorym=56.6a7- f-
11
TI
tRoff-Depth=4,19"-
Tc=4t9-
1
1 - 1 L 1 1 1 1 1
1 T T r 1 1 1 1 r r 1 1 1 T T
0
i
•
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
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)
4-1=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 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 19
Pond Pond A3: Pond A3
Hyd rog raph
✓
t r i
1,300-`
1,2007:-
1,1007-
1,0007:�
900:- L
800J
' 700: /r
600- / r
LL
400:
300-
200-
100
Elevation (feet)
1,164.50
1
J
r
354.77 cfs
J J
▪ r
t
✓ r
J
r
J
J
0 2 4 6 8 10 12 14 16 18 20 22 24 26
Time (hours)
692/
691J
690�
689J
688�
687J
686�
685J
684=-
683�
682�
681
680
679
II II II II II
Inflow A$a=324:6100-a-c-
Peak t1ev=69O.311
J J J J J
StorageJ=3,314,277 cf
t r
▪ r
1
1
1
J
(n Try\ T Irrn T rrn1r,i 1 T r(n1.)i Ilrr. 1
28 30 32 34 36 38 40 42 44 46 48
Pond Pond A3: Pond A3
Stage -Discharge
✓ r
Shjp-Crested Rectangular Weir
1 L �ii�L L L
L L L
Orifice/Grp L
- Orifice/Grate
678
677��
676
675
674
673J
672 . .
0 50 100
J J
✓ r
✓ r
J J
t t
J J
r r
t t
i----
r r -
r r -
t t -
150 200 250 300 350
Discharge (cfs)
r
C 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
692-'
691�
690
689J
688
687
686
685
684
683
0 682J
681
w 680-
w 679
678
677
676=
675-
674�
673
672
Pond Pond A3: Pond A3
Stage -Area -Storage
Surface/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
I'''I 'III I'''I'II
II
ri
I J L ll11 J I L- -- H
----+---I-� r----a—---�— --t ��Vt----
I J L ll _I/// IL
IL
Ir
i
JI
r
I-4 -4 I
r I r I I r n r I I r r rI
Custom Stage Data
0
500,000 1,000,000 1,500,000 2,000,000 2,500,000 3,000,000 3,500,000
Storage (cubic -feet)
u Surface
• 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)
4-1=Culvert (Inlet Controls 488.99 cfs @ 12.71 fps)

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 24
Pond Pond B1: Pond B1
Hyd rog raph
1,400-
L
1,200� z 'I
1,100��
1,000�� 1
▪ 800:
700� z /1
• 600- ',+
5007
400�
300-1"
200: �'1
1002
Elevation (feet)
0
688-
687J
686—/
685J
T
684—
683�
682�
681-'
680-
679- z
= k
678—'
677-
676
I
1,2▪ 75.64 cfs
+ I
489.01 cfs 0
„, :._ ,
0, , ,
1n-flow1140a=378:8-O0'� a-e-
1
Peak t1eLv=s86.46'-
sto r�►ge=2,157,866 cif
▪ key rid Culvert
n=0.018
L'�=711.0'
s=01.O83O-'1'
r T r
2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44
Time (hours)
Ti
i
Pond Pond B1: Pond B1
Stage -Discharge
1
+
1
1
+
1
✓
+
L
✓
L
+
4-
Ti
1
0 50 100 150 200 250 300
Discharge (cfs)
1
+
1
1
+
+
✓
+
L
+
L
+
r
46
r T
L 1
1 -4
350 400 450 500
48
/
1 Inflow
❑ Primary
• Primary`

ProposedConditions 11.10.21
Prepared by HDR, Inc
HydroCAD® 10.00-25 s/n 07102 © 2019 HydroCAD Software Solutions LLC
688
687J
686-
6851-
684-
w 6831'
I682Y
-
681:�
w
680-
6791"
678
677-
Pond Pond B1: Pond B1
Stage -Area -Storage
Surface/Horizontal/Wetted Area (sq-ft,
50,000 100,000 150,000 200,000 250,000 300,000 350,000
NRCC 24-hr B NRCC-100yr-24hr Rainfall=7.42"
Printed 11/15/2021
Page 25
400,000
T
4
Custom Stage Dati
676
0
500,000
1,000,000 1,500,000
Storage (cubic -feet)
2,000,000
2,500,000
• Surface`
• 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)
4-1=Culvert (Inlet Controls 365.69 cfs @ 15.39 fps)
AL2=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
0
LL
500:"
450�
400:
350-
300J
250-
200-
150
100-
50
Pond Pond B2: Pond B2
Hyd rog raph
NRCC 24-hr B NRCC-100yr-24hr Rainfall=7.42"
Printed 11/15/2021
Page 29
489.01 cfs
4
8
365.70
I,
04
10 12 14 16
it r i t
inflow Aroma=278.8QQac--
p ea
▪ Stbrrge=2,±8Zr8&0_cf-
4
4
4
18
L
20 22 24 26 28 30 32 34 36 38 40 42 44 46 48
Time (hours)
Pond Pond B2: Pond B2
Stage -Discharge
622/
6211-
620-
6191-
618-
617
w 616
0 615
w • 614
w
613
612
611
610
609
608
Sharp -Crested Rectangular Weir
0
Orifice/rate
4 4 4
L
4
✓
50
100
1
150 200
Discharge (cfs)
250
L
4
r
300
350
D 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 30
Elevation (feet)
Pond Pond B2: Pond B2
Stage -Area -Storage
Surface/Horizontal/Wetted Area (sq-ft)
20,000 40,000 60,000 80,000 100,000 120,000 140,000 160,000180,000 200,000 220,000240,000 260,000
622_
I I I I I I LIr r II
621_
-----Ir + + + r T r rr
620� I I
619-
618-
617-
616-
615-
614- zz
613-
612=
611
610-
609=
Custom Stage Data
608
0
IL
500,000
ri
-II I
I I
r
r-r--r----r--r-r----r---rr
1,000,000
71 r T r
r 4- r
1,500,000 2,000,000
Storage (cubic -feet)
2,500,000
3,000,000
Surface
❑ 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)
4-1=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
2,6007:
2,400-
2,200
2,000J
1,8007-
1, 600�
0 1,400L--
1,200-
LL
1,000-
8007:
600�
400-
200-
Elevation (feet)
2 4
1 L
4 L
r
7 7
7 7
1__L
4 — — L
L
12,356.30 cfs
r
1
1 518.18 c
Hyd rog raph
1
Pond Pond C1: Pond C1
1
1
1
1 7
1
1
1
1
1 L
NRCC 24-hr B NRCC-100yr-24hr Rainfall=7.42"
Printed 11/15/2021
Page 34
1 L 1 1 L
+ + 1 + i 11-1
1 Inflow -A $a 533.8Q0'; ac-
Pea11r 1ev=68t1$1
Storage=5,401,245 cf
L 1 1 L
72.0"
1 L 1
gurjd Culvert
Y r n=0M13
7 L=991.0-'
sg,o1-t1-t/'-
1 L 1 L
1-1
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
683 _
682�
681=/ -
680-
679- +
678�
677=-
676— L
675— )_
674- ,L
673�
672-
671"="
670- 1
669
668��_
667�
666: ---- Culver;
7
7
+
1
1
1
1
7
7
1
+ �r
1
1
1
665
664
1
1 1
T T
T
-r
L 1
1
1
L 1
0 50 100 150 200 250 300
Discharge (cfs)
350 400 450 500
C Inflow
❑ Primary
• Primary`

ProposedConditions 11.10.21
Prepared by HDR, Inc
HydroCAD® 10.00-25 s/n 07102 © 2019 HydroCAD Software Solutions LLC
Elevation (feet)
683
682�
681-
z
680
679
678J
677
676
675
674J
673
672J
671=
670
669
668
667'
666
665
664
0
Pond Pond C1: Pond C1
NRCC 24-hr B NRCC-100yr-24hr Rainfall=7.42"
Printed 11/15/2021
Page 35
Stage -Area -Storage
Surface/Horizontal/Wetted Area (sq-ft)
50,000 100,000 150,000 200,000 250,000 300,000 350,000 400,000
I I I ' I I I 1 I
1,000,000
2,000,000
1
ri
1i
3,000,000 4,000,000
Storage (cubic -feet)
L
5,000,000
6,000,000
Surface
❑ 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)
4-1=Culvert (Inlet Controls 424.39 cfs @ 15.01 fps)
AL2=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
550—
500J
450—
400J
350�
• 300
0
u 250-
200�
150=
100-
50=-
657J
656—
655-'
6541-
653
w ▪ 652
0 c 651
w 650
w
649
648
647
646
645
644
Pond Pond C2: Pond C2
Hyd rog raph
518.18 cfs
NRCC 24-hr B NRCC-100yr-24hr Rainfall=7.42"
Printed 11/15/2021
Page 39
Inflow Area 533.800 ac
Pea1C elev=656;72'
Storage=4,545,124 cf
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
T
T
Sharp -Crested Rectangular Weir
T
T
1
1
T
T
1
T
1
1
H
T
0
50
100
150
200 250
Discharge (cfs)
300
400
D 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)
657J
656J
655+:-
6547:'
6537-
652J
651��
650=
649J
648-
647-
646:
645:
644
50,000
Pond Pond C2: Pond C2
Stage -Area -Storage
Surface/Horizontal/Wetted Area (sq-ft)
100,000 150,000 200,000 250,000 300,000
Custom Stage Data
i
i
350,000
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`
• 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-'
500J
450-
400-
350:-
300-
250:
200-
150-
100-
Link A-1: Outfall Al
yd rog raph
530.21 cfs
530.21 cfs
I
p
0 2 4 6 8 10 12 14 16 18 20
4
22 24 26
Time (hours)
nfIow Area= -70:500r ac- -
28 30 32 34 36 38 40 42 44 46 48
C 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
170,
160
150-
140�
130�
120�/
110�/
w 100-
o 90�,
0 80%
LL
70
60
50-
40-
30=
20=
10=
0411
Link A-2: Outfall A2
Hyd rog raph
154.43 cfs
I 1154.43 cfs
J T
▪ 1
J
J
r
IT
r
Inflow
J--I-_+--
J 1 1
i
J 1
J 1
Are0_ $7.000! ac
J + +
J Lk
1
T IT
1
+
1
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)
C 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
460
440J
420J
4007:-
3804
360'
3407:-
3204"
300
28O '
▪ 260
240
0 220<
LL 200-
180
160
140=
120'
100
80='
60=
40
20='
0
1 1 1 1 L
i
i r r
Link B-1: Total DA B
Hyd rog raph
1 L 1 L I 1 1 L 1 1 L
4 r r T1-1
I nfl ova A e _ al 100; ac
1 L I J 1 L 1 1 L 1 l
7 r r 7 r r T r r r
1 L I J 1 L 1 1 L 1 l
7 r 1 7 7 r 7 T r 7 T
4 L - 4 I+ -4 + I+ 4 L
1 L 1 J 1 L I 1 1 L I 1 L
rt Y 1 7 Y r 7 t r 1 7 Y
+ + 1 + + + + + + + +
1 L 1 J 1 L 1 1 L 1 L
✓ i
i
r i
i
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)
C 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 "
180H
170H-
160
150H
140
130
120H-
u 110�
3 100
,
0 90_
LL
80
70 "
60=
50=
40�
30
20-
1I 1 I + 4-
176.58 cfs
+ 1176.58 cfs r }
r
T
10 jz
%_ nYr-rrYT+-r^
0 2 4 6 8 10 12 14 16
Link B-2: Outfall B2
Hyd rog raph
L T L
4 4 4
T
T T
L L
L L
r 1 1 r
Are 6-2.o or aa- -
T T T r
T T T 1-
4
T
—I +
r
r
1L
L
r
r
r
T
L
r
18 20 22 24 26
Time (hours)
28 30 32 34 36 38 40 42 44 46 48
C 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 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
4
1,200:- -+
1,1007- H
1,0007- -r
900-
800L'
w 700—
6001
LL
500L"
400- L i
3001' /
200-
100-
4 7
Link C: Total DA C
Hyd rog raph
Inflow Arpa=879.2O0 ac
r
7-
L
7
4-
r
r
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)
C 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 Direct Entry,
Subcatchment Al: Al -A
Hydrograph
380=-
360 ,+
340,- , ,+
320� +
300/
280- fi
240�
., 220,-
200
LT_ 180+:- I
160
140,,
120-7:- - -
1 00i/ k
80=
60� fi
40=
20=
1
L
7
T
364.42 cfs
1
• 1 1 L I I
NRscc
+--+--+--+
+ + +
▪ rt
• T
• 1
▪ L
t r
T T T
J 41 I 1 1
L 4 t C_24ihr iB _
- 0yr-24hr Ra'hi faJr= K,i -
unof Area=99.300 ac
Runoff Verutne=35975- f -
▪ Ruroff-Deptfl=4:34" -
1 + L
▪ L L
T r r
Tc 20 QI m'in -
CN=94-
1 1
1 1
+ — — +
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)
• 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,
Subcatchment A2: A2
Hydrograph
460_ 1
4407:" + + -+
1
420�
400- 1 1
380- )- i i 1 rt L
360
340� z ) ' ' - - 4-
320� )- -1 rt +
300
280 /L -1 1 -L 4-
13 26017-iJ / ri L
240� z
1
0 220� k 1 1
2007:" - - - L
180� / '
160� k 1 1 L
140=zT 7 7 T
120' '
L
r
1 1 L L i i i 1 L L 1 L
NRCC 24»hrB
1 L L aRN✓ -'I Oyr-2411r Rairtf $.Q4„
-1 rt + r
▪ 1 + +
Runoff-Araa=fi2 d0 ac -
Runoff V6Futne46:561-af -
1 ur_of -Dept1 =4.40„
+
▪ -F T + i i i +
1 4
L L i i i 1 L r
1 1 T L i i i 7 L r
100- +-------+--+--+
80� + 7 7 T 7 7 T t
7 L r 7 T
200_,
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 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
L L L I I L L L L
110� r I r r + r
105- I I 1 102.04 cfs I
100±:" I I
95�
90� 1
85�
80t� I I -4 4 r
75z. r
70�I 1
w 65� , I L L L
u 60 fi r r +
3 554:I
LL 50 I I I
45J/+ I I --+--r
40� , r 1 r r
35� I I I
30 z,+ I I -4 4 r
25 r
20 I
15
10
5
0
8 10 12
r--r--+--r
L I I I L L
y--t--r rt--+
r NRNC
1�1R1C_24. hr B _
- r0',yr-24hr Rat fa11=5 .G4,• -
I r
+ + +
1 1
1 T r I
iunoft Area=53.S00-ac -
RuhofrVf ru ne=1'1.537-4f -
▪ L L L I
r--r--r--r
r I I I 1 T
Runoff-Dept-h=" -
AI Ta=310. mile
y--t--r
C N-76 -
1 1 1 r 1
+ + + +
1 T r I
r 1
+ + +
• r
1 1 1
1 +
L I I I L L
14 16 18 20 22 24 26 28 30 32 34 36 38 40 42
Time (hours)
44 46 48
• Runoff

ProposedConditions 11.10.21
Prepared by HDR, Inc
HydroCAD® 10.00-25 s/n 07102 © 2019 HydroCAD Software Solutions LLC
Summary for Subcatchment A4.U: DA A2
Runoff = 87.90 cfs @ 12.32 hrs, Volume=
8.466 af, Depth= 2.75"
NRCC 24-hr B NRCC-10yr-24hr Rainfall=5.04"
Printed 11/15/2021
Page 53
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
Direct Entry,
Subcatchment A4.U: DA A2
Hydrograph
'i
95
90
85
80
75=-�'
70=',t
65='�fi
60='
55=' fi
6
3 50 I
1-
0 45"/!r
LL =
40=' II
35 +
30J I
25='
20='
15=-' ,
10= T
5_440���������/����/
4 4 4 4
I • 187.90 cfs I I
+ +
Y
Y
Y
Y
✓
✓
✓
✓
✓
r
4 4 4 4 4 4 I I I 4 4 4 4
+ + 1I + + + +
+I IURC-C-24-141t13-
+ 4 4 + + + I I I + + + +
1N RCC-a0_y_r--'1241tir- Rai ffa1L -&._0_4"
+ -Oujrof -Area -3- .O00 ac -
T RUnd-ff Vohjn e=8.466-af
t r I
t--r
T r r Run if DeWf4 —=-Z7V
t t t t t r
r r r Y r
T T T T r r
✓ r r Y r
I▪ r
✓ r r r r r
T T T T r r
▪ -1 -11 T T 'r Ir
Tc=22.0r m'hrr -
▪ YCN= S
▪ r
r
r
r
r
II
r
Ir
4 4 4
Ir
✓ r
T
Ir Ir
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-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
950--
900�
850L
800
750
Too"
650-
600=-
550
500�j-
450="
400=
350=
300'1'
250J
200'
150='/
100=
50- �
r
+ --+—{ 851.32c
J J J
J J J
J J J
J L L
+
r I
r
r
I r r
NRCC I24»hrB
- yr-2-4-hrRa nfaif=LG4"-
Runoff Area=78.800 ac
J J I I
unaff Vorunee=103.601-if -
Ru fofF Dc pt11-=4 40" -
Tc=30 ' mien
L
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-
u 35-/
0 30- /
LL25_
20_
15_'
5-
Direct Entry,
Subcatchment B2.U: DA B2.0
Hydrograph
56.73 cfs
NR C1124»-r
4N R`C --11 yr-24t'tr Rair,`ifall=$.O4" -
1*tunof#-Arrea-33.-500 ac -
Runoff Vollun><e=6.454-if _
1_ Runoff Doptti=Z.31"_
Tc=30.0�� min
CN=73
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-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
95�
90=
85=-�
80
75
70=
65"
60='�
u 55
3 50
2 45
u_
40"
35
30"
25=- -
20
15 —
10" -
5
Direct Entry,
Subcatchment B3.U: DA B3.0
Hydrograph
1 818.85 cfs 1
+
+
1
1
:r
+
r
NRCC
2441rB-
NRCC-1Qyr-24hr Rainfall=6.04"
+
7
1
1
1
i L turlofi-Arrea=2.000 ac -
Runoff iidlu d=10263-af-
4 4 1 1 r 1 1 r
Runoff Doptth=1.99"„
= 4 4 1 1 ic=3G.O-min
—
4- = CN=6g
+--+--+
+
r r
ri
r
r
r r
+ + +
I r Y Y r
1 1 1
I 1 T
1 1 1
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-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
1,6001:
1,500��
1,400�
1,3007-
1,200L:-
1,000-
900-
800-
" 700
600J
500-
400=
300=
200=
100-
0
L
1 1,527.46 cfs
a�
+ r
i
+ + + — I — —I + +
▪ L I I
J
J r r
▪ NRCC_
J
J
NRCC 24-hr 13
▪ T I I + +
10yr-24fhr Rairlfallll=_L.94"
Runoff -Jkrea= 33.$O ac -
Runoff Votunie=178 864-af -
14urtoff+DeptM=4.ff-"
min
CIS=91
7
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 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—
220J
200-
180�
w 160-
3 140—
a 120��
T
100-
80=
60-
40-
20�
0
✓
+ 4
▪ r + r
r
✓ r T r
▪ 1 1 L
t r-• _-� rt t r
8 10 12
NRQC
14 16 18 20 22 24 26 28 30
Time (hours)
NR C-24.hrB-
- fGy r-24hr Ra' d ai F=$ G4" -
Rurroff-Are a 183 000 ac -
Runoff VbFuthe '37- 847-af -
fZurlofFDepth= 4 -
1
L
Trt =50 -O-
-
32 34 36 38 40 42 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,
Subcatchment C3.U: DA C3.0
Hydrograph
▪ 71
230� I
220-' z k + - 211.17 cfs
210:-/ r I I 1 7 r
200;'" 1 1
+
T
190-='-------+ + +
180+:"
170' 1 1 1
160� ,1— —I —+ —+
150�
140�' L I I 1 1 1
w 130= I I + + +
120-:" zz
0 110= 1 1
• 100: T , T r
90/ I
80- ' I I -4 -4
70= ▪ - - 7 r
60=
50-
40
30
20-
10-
0
7
7 7
T
r
r 7
I I 4
41 T T + ; + T 14RRC-I24.hr4B-
+
+
+--+- NRICc1Qyr-2411rRairtfal=_L.04„
RunOff-i4i ea=46.A60-ac
L L I I I 1 1
1 1 L
1 +---------Ruhuftubrukne*30.162-af-
T 1 1 L T Furtoff-Deptl17=2 31• -
1 1 1 1 I I I 1 1 L
7 4 T r I I I 7 r r
C N=7+2
4 T
+ + I I I -4 + 4- I I I 4 +
7 4 T r I I I 7 r T I I I 4 T
+--I--+ H
+ + + +
I I %
1 7 T I - 4 T r I I 1 r r I I I 4 T
+ ,+ + — — + — — + + — — — — + — — + I I I + — — + — — + I I I + — — +
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-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)
4-1=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
U
0
LL
Elevation (feet)
850-
800J
750J
700"
650�
600�
5501_"
5001:
450�
400-
350-
300�
250-
200-
150=
100�
775.28 cf
194.81
50J0
A-
L
r
L
L
Pond Pond A3: Pond A3
Hyd rog raph
7 r
r
- h -r
4 L
1 L
✓
69
69
69
68
68
68
68
68
68
68
68
68
68
67
67
67
67
67
67
67
67
NRCC 24-hr B NRCC-10yr-24hr Rainfall=5.04"
Printed 11/15/2021
Page 61
inflow Putat=224 600 ac
✓ --t--r----r--tr----r--r
PeaM- rev=6$7;28-'--
J 1 L I 1 1 L I 1 L
Storage=2,612,029 cf
1 L
✓ Y r
7 r
L
✓ r 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)
Pond Pond A3: Pond A3
Stage -Discharge
✓ r r
r
Shjp-Crested Rectangular Weir
5r-' L L L L L
- z 4L L�///� L L L
3�� L L
I
2� ���Orifice/Gra L L L L
% 4- L L L L
0- % L L
9 - - - Orifice/Grate L L
8 r
7�% r
I
r
6�%
5
r
✓
L L
r
r
r
r
r
r
r
L
4-4-
0
50 100 150 200
Discharge (cfs)
250 300 350
C Inflow
❑ Primary
• Primary`

ProposedConditions 11.10.21
Prepared by HDR, Inc
HydroCAD® 10.00-25 s/n 07102 © 2019 HydroCAD Software Solutions LLC
692-'
691-
690
689J
688
687
686
685
684
0 682J
681
w 680-
679J
678
677
676=
675-
674�
673
672
Pond Pond A3: Pond A3
NRCC 24-hr B NRCC-10yr-24hr Rainfall=5.04"
Printed 11/15/2021
Page 62
Stage -Area -Storage
Surface/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
I'''I 'III I'''I'II
J 1 J L 11 J + 1 1 L J JI I
11 JI 11 IL 1 -II 1 11 11 L /_ - - 1 1
----+---1-_1 1 r----a+ 1 z/-t----
11
1 1 11 1 II
1 JI 1 IL 11 J //��, IL
JI
1
r
1+ + 1
r 1 r 1 1 r n r 1 1 r r r1
Custom Stage Data
0
500,000 1,000,000 1,500,000 2,000,000 2,500,000 3,000,000 3,500,000
Storage (cubic -feet)
u Surface
• 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)
4-1=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
0
LL
Elevation (feet)
950-
900J
850
800
750
700
650�
600J
5507:'
500
450�
400�
350-
300�
250=
200�
1504'
100�
50-
0
Pond Pond B1: Pond B1
Hyd rog raph
NRCC 24-hr B NRCC-10yr-24hr Rainfall=5.04"
Printed 11/15/2021
Page 66
1
851.32 cfs I
387.61 cfs
- r
r T r I 1 T r I 1 r 1
T T r 1 r T r 1 T T 1
err low Area=2-78.8Q01r ac -
Paik aev=b$3;88-'
Storagre=111,346,008-cf -
84.O
Rgiind Civet-
n=10.0T3
L
1
1 Li= I 1 . Cr- -
1 L 1 1 L 1
5=0111-0$-3O'i'
1 1 l 11
0
688-
687J
686-'
685J
684�
683�
682�
681-�
680--
679- z
678--
677-
676
8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38
Time (hours)
Pond Pond B1: Pond B1
Stage -Discharge
T
Ti
1
+
1
1
+
1
✓
+
L
✓
+
L
Ti
1
+
1
1
+
▪ T -4
0 50 100 150 200 250 300
Discharge (cfs)
✓
+
L
+
L
+
4-
40 42 44 46 48
T
r
L
T
L
r
350 400 450 500
i
1
D Inflow
❑ Primary
• Primary`

ProposedConditions 11.10.21
Prepared by HDR, Inc
HydroCAD® 10.00-25 s/n 07102 © 2019 HydroCAD Software Solutions LLC
688
687J
686-
6851-
684-
w 6831'
I682Y
-
681:�
w
680-
6791"
678
677-
Pond Pond B1: Pond B1
Stage -Area -Storage
Surface/Horizontal/Wetted Area (sq-ft,
50,000 100,000 150,000 200,000 250,000 300,000 350,000
NRCC 24-hr B NRCC-10yr-24hr Rainfall=5.04"
Printed 11/15/2021
Page 67
400,000
T
4
Custom Stage Dati
676
0
500,000
1,000,000 1,500,000
Storage (cubic -feet)
2,000,000
2,500,000
• Surface`
• 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)
4-1=Culvert (Inlet Controls 330.59 cfs @ 13.91 fps)
AL2=Orifice/Grate (Passes < 2.82 cfs potential flow)
3=Sharp-Crested Rectangular Weir(Passes < 398.48 cfs potential flow)

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 71
420J
400
380J
360J
340J
320
300
280
260
,3 240
220�
0 200=
• 180=
160=
140i-
120=
100=
80-
60-
40
20
0
4
0
330.59 cfs
Pond Pond B2: Pond B2
Hyd rog raph
+--+-----I--+--+-------+------+-_+--+--I--+--+-_+--I--+--+--I
II II
1387.61 cfs
1
4-
L
1 L
J L
8 10 12 14
r
Inflow -JArea=2-7 81001E ac
1 L I J 1 L J IL 1 L I
1 + L I 1 + L I 1 1
L I 1 I J 1- r i L
1 L 1 J 1 IL J L IL 1 L
+ L i J + L -1 L L 1 L
i
r J
L
r i L
Lr r I J L r 1 L
Lr r I J L r 1 L
1
LI 1 L
LI L L i 1
16 18 20 22 24 26 28 30 32 34 36 38
Time (hours)
Pond Pond B2: Pond B2
Stage -Discharge
L
40 42 44 46 48
622/
621 '
620"
6191"
618���
617
w 616
0 615
w • 614
w
613
612
611
610
609
608
Sharp -Crested Rectangular Weir
Orifice/rate
r
1
1
L
+
✓
1
+
1
L
0
50
100
150 200
Discharge (cfs)
250
300
350
IN Inflow
❑ Primary
• 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 72
Elevation (feet)
Pond Pond B2: Pond B2
Stage -Area -Storage
Surface/Horizontal/Wetted Area (sq-ft)
20,000 40,000 60,000 80,000 100,000 120,000 140,000 160,000180,000 200,000 220,000240,000 260,000
622_
I I I I I I LIr r II
621_
-----Ir + + + r + r rr
620� I I
619-
618-
617-
616-
615-
614- zz
613-
612=
611
610-
609=
Custom Stage Data
608
0
IL
500,000
ri
-II I
I I
r
r-r--r----r--r-r----r---rr
1,000,000
41 r '
r r r
r --Irr
1,500,000 2,000,000
Storage (cubic -feet)
2,500,000
3,000,000
Surface
❑ 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)
4-1=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
Pond Pond C1: Pond C1
Hyd rog raph
1,700
1,6004
1,5004
1,4004-'1 �L
1, 300�
1,200-
1,1004/
1, 000�
• 900J
0 8004 / L
LT_
700J
600�
5004
4004
3004
-
r
200
1004
0
Elevation (feet)
+ —r
L
L
r
4 r
1,527.46 cfs L
v
1-
L
✓
L
+
L
▪ 41
1
+ --+--I--+--+--I--+--r--I
1
1 L I 1 L I 1 L I
Inflow o Area$533.800-ac
Peaty 1ev=6/5.4
r r I r r I r r I
Storage=3,224,204-c',f -
1 L 1 72 0" —
1T
r
r
r
Fkau rid- C lve t-
+ n=9.-013
L=991.0
S=0,0111 hi'
r
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)
Pond Pond C1: Pond C1
Stage -Discharge
683 _
682�
6814/-
6804
679L. +
678�
677=-
676—
675— )_
674-
673='
672=
6714
670- 1
669 1
668��_
6674
666: ---- Culver;
665
664
T
r
r
✓ 4-
• r
-r
r 4
r 4
L L
0 50 100 150 200 250 300
Discharge (cfs)
350 400 450 500
C Inflow
❑ Primary
• Primary`

ProposedConditions 11.10.21
Prepared by HDR, Inc
HydroCAD® 10.00-25 s/n 07102 © 2019 HydroCAD Software Solutions LLC
Elevation (feet)
683
682�
681-
z
680
679
678J
677
676
675
674J
673
672J
671=
670
669
668
667'
666
665
664
0
Pond Pond C1: Pond C1
NRCC 24-hr B NRCC-10yr-24hr Rainfall=5.04"
Printed 11/15/2021
Page 77
Stage -Area -Storage
Surface/Horizontal/Wetted Area (sq-ft)
50,000 100,000 150,000 200,000 250,000 300,000 350,000 400,000
I I I ' I I I 1 I
1,000,000
2,000,000
1
ri
1i
3,000,000 4,000,000
Storage (cubic -feet)
L
5,000,000
6,000,000
Surface
❑ 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)
4-1=Culvert (Inlet Controls 387.57 cfs @ 13.71 fps)
AL2=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
0
LL
Elevation (feet)
Pond Pond C2: Pond C2
Hyd rog raph
NRCC 24-hr B NRCC-10yr-24hr Rainfall=5.04"
Printed 11/15/2021
Page 81
4801
460
440
420
400--'
380
360
340
320-
300--'
280
260
240
220-
200-
180
160
140J
120'
100-
80"
60-
40=
20-
+--+-----1--+--+
+ --+--1--+--+--+--1--+--+--+--1--+--+--I
+--+--r- j443.22cfs
+1387.58cfs
1 1
+ r 1 + + r 1 + + r 1 + +
inflow Ares=533.8O0 ac
4 4 1 + + Qa+y�( Q+`, 1+y�F,�+
+ r H + Rea*
elev_6 i
r � ba ge=3-cf--
▪ 1-1 1 +1 I+ I+
▪ 1-1 1 +1 I+ I~
+ 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)
Pond Pond C2: Pond C2
Stage -Discharge
6571'
656�
655�
6541-
653
652:
651
650
649
648
647
646
645
644
Sharp -Crested Rectangular Weir
i
1
+
- r
7
11
11
11
11
0
50 100 150 200 250
Discharge (cfs)
300
350
400
U Inflow
• Primary
• Primary`

ProposedConditions 11.10.21
Prepared by HDR, Inc
HydroCAD® 10.00-25 s/n 07102 © 2019 HydroCAD Software Solutions LLC
Elevation (feet)
657J
656J
655+:-
6547:'
6537-
652J
651��
650=
649J
648-
647-
646:
645:
644
50,000
Pond Pond C2: Pond C2
Stage -Area -Storage
Surface/Horizontal/Wetted Area (sq-ft)
100,000 150,000 200,000 250,000 300,000
Custom Stage Data
i
i
NRCC 24-hr B NRCC-10yr-24hr Rainfall=5.04"
Printed 11/15/2021
Page 82
350,000
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`
• 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
0
LL
Link A-1: Outfall Al
Hyd rog raph
300�
280J
2601:
240-
220�
200-
180�
160-
140�
120-
100�
80=
60-
40-
20#'-
0 2 4 6 8 10
278.19 cfs
4 +
+ + +
I
1 L
1 L
1 1
12 14 16 18 20 22 24 2▪ 6 28 30 32 34 36 38 40 42 44 46 48
Time (hours)
n low e4=P 500 ac
• L
r1 ? r
• +
• r
L 1 L
1i r
1 1 L
▪ L L 1 L
▪ tl
r
1 L
r
1 L
L
L
C 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
Tr
95
90�
85
80�� III
70
65� 'I�
60
n 551, I
o
O 45
LL
40=
35
30 �I
25
20
15
10� ,
5=
- - - 4 - - 1 - -I-
r r I I
87.90 cfs 1
4 - - 4 - - L
4 - - 4 - - 4
4 - - 4 - - 4
✓ r r
r
Link A-2: Outfall A2
Hyd rog raph
✓ r I y r I I r r
r
T 1010 v Area= 7 OO"c -
r
r
▪ TL
4 T 4
7 7 r
L L
4 4 4
4 L 4
4 4 4
4 - - 4 - - 4
✓ r r
r r
L L L
4 4 4
z
8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48
Time (hours)
C 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
Link B-1: Total DA B
Hyd rog raph
380�
360J
340J
3207:-
300+:-
280�
260�
240J
▪ 220='
3 200-
0 180
• 1607:"
140=
120J
100=
60='
40=
20
OJ f
rt
rt
L
L
0 2 4 6 8 10 12 14 16 18 20 22 24 26
Time (hours)
Inflow 4rea=312,3O0
T L 1 i
T
4-
1
1
28 30 32 34 36 38 40 42 44 46 48
C 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 'l1
85
80
75�
70
65
_ 60-'
U , 1
w 55�
- 1
3 50�
O 45-' I
LL -
40
35-
25
20
11
10, 1
5
Link B-2: Outfall B2
Hyd rog raph
L 1 188.85 c1fs
L
) 88.85 cfs 1 L
i . 4 4-
L
L
L 1 1 L 1 1 1 L L 1
A + rnfJOw Ar1lea=Si2 OOO a
4- r
1 i r
1
ir
1 1 r
1 1 r
✓ r r
1 r r
4 r r
1 L L
L L r
8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48
Time (hours)
C 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
Link C: Total DA C
yd rog raph
L L
550J
500—/
450-
400—/
350—
N
—� 300—
200-
150—
100-
50—
#/
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)
L
C 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): ®New ❑Modification n Renewal w/ Modificationt
Renewals with modifications also requires SWU-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* n Completed* *provide a designer's certification
2. Specify the type of project (check one):
▪ Low Density ®High 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 ®404/401 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
Form 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:Tim 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)
n Lessee* (Attach a copy of the lease agreement and complete Contact Information, item 2a and 2b below)
n Purchaser* (Attach a copy of the pending sales agreement and complete Contact Information, item 2a and
2b below)
n 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
Form 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: acres
6. Total Surface Water Area: 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 (NHVV) line or Mean High Water
(MHVV) line, and coastal wetlands landward from the NHW (or MHV line. The resultant project area is used to
calculate overall percent built upon area (BUA). Non -coastal wetlands landward of the NHW (or MHVV) 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?3 (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.
Form SWU-101 Version Oct. 31, 2013 Page 3 of 7

Basin Information
Drainage Area
Al
Drainage Area
A2
Drainage Area
A3
Drainage Area B1
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)
4325860
5458798
12130840
12144188
On -site Drainage Area (sf)
4325860
5458798
12130840
12144188
Off -site Drainage Area (sf)
0
0
0
0
Proposed Impervious Area** (sf)
1928449
2889448
4817897
7748945
% Impervious Area** (total)
45
52.9
39.7
63.8
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
Protects 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
Form 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 NI-iW) 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 docs. 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.
Form 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
Form 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
Form SWU-101 Version Oct. 31, 2013 Page 7 of 7

WET POND
1 Drainage area number
Minimum required treatment volume (cu ft)
GENERAL MDC FROM 02H .1050
2
A3 B2 C2
402095 cf I 636375 cf I 115 640 cf I
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)
378.50
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
8:09 PM 1/31/2022

DRY POND
1
2
Drainage area number
Minimum re.uired treatment volume cu ft
GENERAL MDC FROM 02H .1050
Al I A2
B1
Cl
3
Is the SCM sized to treat the SW from all surfaces at build -out?
Yes
Yes
Yes
Yes
4
Is the SCM located away from contaminated soils?
No
No
No
No
5
What are the side slopes of the SCM (H:V)?
3:1
3:1
3:1
3:1
6
Does the SCM have retaining walls, gabion walls or other engineered
side slopes?
No
No
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
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
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
Yes
Yes
DRY POND
MDC FROM 02H .1062 ,
18
SHWT elevation (fmsl)
19
Elevation of the bottom of the dry pond (fmsl)
684
654
654
661
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
Yes
Yes
24
Is a low flow channel being provided?
Yes
Yes
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
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
Yes
Yes
32
Is there a small permanent pool near the orifice to prevent clogging?
No
No
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
Please use this space to provide any additional information about the
dry pond(s):
37
The dry ponds are only being used to provide peak attenuation and not
designed to provide water quality.
J
Dry Pond 5 8:09 PM 1/31/2022