20171559 Ver 3_More Info Received_SMP_20211027

From: Miller, Vickie M. (Raleigh)
To: Wendee Smith; Homewood. Sue; Wo.oski Paul A; Gibby, Jean B CIV USARMY CESAW (USA)
Cc: Masemore. Sushma; McLendon, C S Civ Usarmv Cesaw; Crumbley, Tyler A CIV USARMY CESAW (USA); Smith.
Danny; Jim Melvin; Anna Lea Moore; Brent Christensen; William Ross; V. Randall (Randy) Tinsley; Lane. Bill F;
Pruitt, Carl E Jr CIV USARMY CESAW (USA); Brayman, Christine M CIV USARMY CESAW (US); Mauch. Daniel E
CIV USARMY CESAW (USA); Nicholson, John A.
Subject:
Date:
Attachments:
RE: [External] GRMS Follow-up
Wednesday, October 27, 2021 12:49:17 PM
image001.pnq
CAUTION: External email. Do not click links or open attachments unless you verify. Send all suspicious email as an
attachment to Report Spam.
Please find below the link to the OneDrive location of the GRMS Stormwater Management Plan.
Please let me know if you have any issues with access.
Thank you,
Vickie
GRMS Stormwater Management Plan 10 27 2021
Vickie Miller, AICP, PWS
D 919.232.6637 M 919.559.2632
hdrinc.com/follow-us
From: Miller, Vickie M. (Raleigh)
Sent: Wednesday, October 27, 2021 12:44 PM
To: Wendee Smith <wsmiths2cnc.com>; Homewood, Sue <sue.homewoodncdenr.gov>;
Wojoski, Paul A <Paul.Wojoskincdenr.gov>; Gibby, Jean B CIV USARMY CESAW (USA)
<Jean.B.Gibbyusace.army.mil>
Cc: Masemore, Sushma <sushma.masemorencdenr.gov>; McLendon, C S Civ Usarmy Cesaw
<scott.c.mclendonusace.army.mil>; Crumbley, Tyler A CIV USARMY CESAW (USA)
<Tyler.A.Crumbley2usace.army.mil>; Smith, Danny <danny.smith(ncdenr.gov>; Jim Melvin
<jimmelvinaol.com>; Anna Lea Moore <annamoorencrr.com>; Brent Christensen
<BChristensen�greensboro.org>; William Ross <brossbrookspierce.com>; V. Randall (Randy)
Tinsley <rtinsleybrookspierce.com>; bill.lanencdenr.gov; Pruitt, Carl E Jr CIV USARMY CESAW
(USA) <CarI.E.Pruittusace.army.mil>; Brayman, Christine M CIV USARMY CESAW (US)
<Christine.M.Brayman(@usace.army.mil>; Mauch, Daniel E CIV USARMY CESAW (USA)
<Daniel.E.Mauchusace.army.mil>; john.nicholsonncdenr.gov
Subject: RE: [External] GRMS Follow-up
Sue,
Please find attached responses to comments received on Oct. 21, 2021. The Stormwater
Management Plan is a large file so I will send it through OneDrive.
We understand the likelihood of needing to discuss some of these answers and will be happy to do

that once you have reviewed. Please let us know when we can set up a meeting to go over this
submittal.
Thank you,
Vickie
Vickie Miller, AICP, PWS
D 919.232.6637 M 919.559.2632
hdrinc.com/follow-us

FN
STORMWATER
MANAGEMENT PLAN
GREENSBORO-RANDOLPH MEAGASITE
Randolph County, North Carolina
October 27, 2021

STORMWATER
MANAGEMENT PLAN
GREENSBORO-RANDOLPH MEAGASITE
Ranctoton County North Carolina
October 27, 2021
'17%v411ixv.3'ki3"11141
r:

STORMWATER MANAGEMENT PLAN F)�
GREENSBORO-RANDOLPH MEAGASITE
Table of Contents
1 Introduction 1
2 Site Description 1
3 Project Description 1
4 Stormwater Management Plan 1
4.1 Design Requirements 2
4.2 Existing Conditions Model 2
4.2.1 Outfall Locations and Drainage Areas 2
4.2.2 Runoff Curve Numbers and Time of Concentration 3
4.2.3 Rainfall 3
4.2.4 Existing Peak Discharges 3
4.3 Proposed Stormwater Control Measures 4
4.3.1 Proposed Hydrologic Parameters 4
4.3.2 Proposed Dry Detention Basins 5
4.3.3 Proposed Wet Ponds 6
4.4 Proposed Conditions Model Results 7
4.5 Conclusion 8
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 8
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
October 27, 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
October 27, 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.
Outfall Locations and Drainage Areas
Three (3) outfalls were identified and referred to as A, B and C. Outfall A and B are
located just upstream of Dodson Lake and outfall C is located on Sandy Creek Tributary
7 just upstream of where the tributary leaves the project site. These outfall locations are
shown on Figure 1 in Appendix A.
2 I October 27, 2021

STORMWATER MANAGEMENT PLAN
GREENSBORO-RANDOLPH MEAGASITE
4.2.2 Runoff Curve Numbers and Time of Concentration
A weighted RCN was determined for each drainage area based on the landuse and soil
type. The landuse and soils are shown in Figures 2 and 3 in Appendix A.
The time of concentration (Tc) represent the longest travel time of stormwater runoff in a
drainage area. The NRCS Tc method identifies three (3) different travel paths, sheet
flow, shallow concentrated, and channel flow. The travel time for each of these paths are
summed up to determine the Tc. A summary of the RCN and Tc for each of the drainage
areas are shown in Table 1 below.
Table 1. Summary of RCN and Tc
Drainage Area
Area (Ac)
RCN
Tc (min)
Al
235
78
63
A2
51
78
B1
520
77
83
Cl
740 77
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
1
5.04
25-Year
5.95
50-Year 6.68
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.
October 27, 2021 13

STORMWATER MANAGEMENT PLAN
GREENSBORO-RANDOLPH MEAGASITE
Table 3. Existing Peak Discharges
Outfall Point
10-yr Peak
Discharge (cfs)
100-yr Peak
Discharge (cfs)
A
345
610
550
985
680
1220
4.3 Proposed Stormwater Control Measures
The proposed SCMs include four (4) dry detention basins located within the site pads
and three (3) wet ponds located just south of the fill slope and upstream of the outfall
locations.
The proposed built upon area (BUA) all drains to the dry detention basins 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 SCMs. 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 areas draining to each of the dry attenuation basins were broken up
into impervious areas and grassed areas as shown in Figure 5 in Appendix A. Weighted
RCNs were calculated for each of the dry attenuation basins 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 the 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, B,
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 dry
attenuation basins. A summary of the RCN and Tc for each of the drainage areas are
shown in below.
4 I October 27, 2021

STORMWATER MANAGEMENT PLAN
GREENSBORO-RANDOLPH MEAGASITE
Table 4. Summary of Proposed RCN and Tc
Drainage Area
Area (Ac)
RCN
Tc (min)
Al
99
94
20
A2
125
95
25
A3.0
56
76
30
A4.0 37
78
22
B1 279 95 30
B2.0 26 74 30
B3.0 70 74 30
Cl 254 91 30
C2.0 345 74 60
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 includes a riser structure
with large orifice at the bottom to attenuate the lower storm event peak discharges and
the 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 Al — Dry Detention Basin
Pond Al is a dry detention basin that will have a ponded surface area of approximately
3.4 acres and a maximum depth of 8.8 feet during 100-year rainfall event. The outlet
structure is a 6 feet x 6 feet riser structure with a 24-inch diameter orifice at the bottom of
the riser. The riser is 6 feet tall and discharges to a 60-inch outlet barrel that will extend
around Pond A2 and discharge near the toe of the pad fill.
The pond captures 99.3 acres of the site.
The pond bottom is at elevation 684 which is approximately 32 feet below the existing
elevation of 716 and below the existing groundwater elevation which ranges from
elevation 702 to 708. As part of the overall site grading, in areas of deep cut, the
groundwater will be diverted around the pads and it is anticipated the future groundwater
will be below the dry ponds. If the groundwater does enter the dry ponds, a low flow
channel will divert the groundwater to the outlet structure to maintain a dry bottom that
can be maintained. Since the dry ponds are only being used for peak flow attenuation
and not water quality, the presence of groundwater will not affect the peak flow
attenuation.
October 27, 2021 15

STORMWATER MANAGEMENT PLAN
GREENSBORO-RANDOLPH MEAGASITE
Pond A2 — Dry Detention Basin
Pond A2 is a dry detention basing that will have a ponded surface area of approximately
4.6 acres and a maximum depth of 10.5 feet during the 100-year rainfall event. The
outlet structure is a 10 feet x 10 feet riser structure with a 24-inch orifice at the bottom of
the basin. The riser is 8 feet tall and discharges to a 60-inch outlet barrel that will
discharge near the toe of the pad fill.
The pond captures 125 acres of the site.
The pond bottom is at elevation 654 which is between 8 feet to as much 40 feet below
the existing ground elevation and below the existing groundwater elevation which ranges
from 658 to 683. As part of the overall site grading, in areas of deep cut, the
groundwater will be diverted around the pads and it is anticipated the future groundwater
will be below the dry ponds. If the groundwater does enter the dry ponds, a low flow
channel will divert the groundwater to the outlet structure to maintain a dry bottom that
can be maintained. Since the dry ponds are only being used for peak flow attenuation
and not water quality, the presence of groundwater will not affect the peak flow
attenuation.
Pond B1 — Dry Detention Basin
Pond B1 is a dry detention basing that will have a ponded surface area of approximately
10.2 acres and a maximum depth of 15.0 feet during the 100-year rainfall event. The
outlet structure is a 10 feet x 10 feet riser structure with a 24 in orifice at the bottom of
the riser. The riser is 10 feet tall and discharges to a 60-inch outlet barrel that will
discharge near the toe of the pad fill.
The pond captures 279 acres of the site.
The pond bottom is at elevation 654 which is approximately 22 feet above the existing
grade at the lowest portion of the pond and approximately 35 feet above the existing
groundwater elevation.
Pond C1 — Dry Detention Basin
Pond C1 is a dry detention basing that will have a ponded surface area of approximately
14.8 acres and a maximum depth of 16.6 feet during the 100-year rainfall event. The
outlet structure is a 15 feet x 15 feet riser structure with a 24-inch orifice at the bottom of
the riser. The riser is 10 feet tall and discharges to a 72-inch outlet barrel that will
discharge near the toe of the pad fill.
The pond captures 534 acres of the site
The pond bottom is at elevation 661 which is approximately 10 feet above the existing
grade at the lowest portion of the pond and approximately 30 feet about 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
6 I October 27, 2021

STORMWATER MANAGEMENT PLAN
GREENSBORO-RANDOLPH MEAGASITE
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.
The wet pond sizing calculations, scour basin sizes and pond grading are shown in
Appendix E.
Pond A3 — Wet Pond
Pond A3 will provide WQ volume for 278.5 acres of the site and will have a permeant
pool surface area of approximately 3.1 acres. The normal pool depth maximum depth is
6 feet while the peak depth for the 100-year storm is 13.7 feet.
This pond is controlled by 10 feet x 10 feet riser with a 7-inch orifice at the normal pool
elevation. The top of the riser and top of dam are 9 feet and 15 feet above the pond
bottom respectively. The orifice and riser discharge to a 72-inch outlet barrel that will
discharge just upstream of the outfall point A.
Pond B2 — Wet Pond
Pond B2 will provide WQ volume for 304.8 acres of the site and will have a permanent
pool surface area of approximately 5.1 acres. The normal pool maximum depth is 6 feet
while the peak depth for the 100-year storm is 12.0 feet.
This pond is controlled by a 10 feet x 10 feet riser with an 8-inch orifice at the normal
pool elevation. The top of the riser and top of dam are 9 feet and 14 feet above the pond
bottom respectively. The orifice and riser discharge to a 66-inch outlet barrel that will
discharge just upstream of the outfall point B
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 normal pool depth is 6 feet while the
peak depth for the 100-year storm is 11.4 feet.
This pond is controlled by a 10 feet x 10 feet riser with a 10-inch orifice at the normal
pool elevation. The top of the riser and top of dam are 9 feet and 13.5 feet above the
pond bottom respectively. The orifice and riser discharge to a 72-inch outlet barrel that
will discharge just upstream of the outfall point C.
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. The
undisturbed natural area that drained to the wet pond was then added to the wet pond
which then discharge to either outfall A, B, or C. The undisturbed natural area was then
added to the outfall to determine the proposed peak discharges at each outfall. The
results of the proposed conditions HydroCAD model are shown in Table 5 below.
October 27, 2021 17

STORMWATER MANAGEMENT PLAN
GREENSBORO-RANDOLPH MEAGASITE
Table 5. Proposed Peak Discharges
Outfall Point
A
10-yr Peak
Discharge (cfs)
373
100-yr Peak
Discharge (cfs)
546
267
470
924
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 BUA as well as some of the
areas outside of the BUA drain through a dry detention basin that reduces the peak
discharges to at or below the existing conditions peak discharges at the three (3)
identified outfall locations. 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
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 October 27, 2021

STORMWATER MANAGEMENT PLAN
GREENSBORO-RANDOLPH MEAGASITE
Appendix A - Figures
October 27, 2021 11

Existing Flowpaths
Existing Drainage Areas
Site Boundary
• Outfall Points
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: 10/15/2021
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
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: 10/19/2021
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: 1026/2021
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 October 27, 2021

11/1/2017 Precipitation Frequency Data Server
NOAA Atlas 14, Volume 2, Version 3
Location name: Liberty, North Carolina, USA*
Latitude: 35.89°, Longitude: -79.6222°
Elevation: 666.1 ft**
* source: ESRI Maps
** source: USGS
POINT PRECIPITATION FREQUENCY ESTIMATES
G.M. Bonnin, D. Martin, B. Lin, T. Parzybok, M.Yekta, and D. Riley
NOAA, National Weather Service, Silver Spring, Maryland
PF tabular I PF graphical I Maps & aerials
PF tabular
PDS-based point precipitation frequency estimates with 90% confidence intervals (in inches)1
Durati n
Average recurrence interval (years)
1
2
5
10
25
50
100
200
500
1000
5-min
0.398
0.472
0.549
0.600
0.656
0.691
0.722
0.746
0.770
0.786
(0.364-0.435)
(0.433-0.517)
(0.502-0.600)
(0.549-0.655)
(0.596-0.715)
(0.626-0.754)
(0.651-0.787)
(0.670-0.815)
(0.686-0.842)
(0.693-0.859)
10-min
0.636
0.756
0.879
0.960
1.05
1.10
1.15
1.18
1.22
1.24
(0.582-0.695)
(0.693-0.826)
(0.805-0.961)
(0.877-1.05)
(0.950-1.14)
(0.997-1.20)
(1.03-1.25)
(1.06-1.29)
(1.08-1.33)
(1.09-1.35)
15-min
0.795
0.950
1.11
1.21
1.33
1.39
1.45
1.49
1.53
1.55
(0.728-0.868)
(0.871-1.04)
(1.02-1.22)
(1.11-1.32)
(1.21-1.44)
(1.26-1.52)
(1.31-1.58)
(1.34-1.63)
(1.37-1.68)
(1.37-1.70)
30-min
1.09
1.31
1.58
1.76
1.96
2.10
2.22
2.32
2.44
2.52
(0.998-1.19)
(1.20-1.44)
(1.45-1.73)
(1.61-1.92)
(1.78-2.14)
(1.90-2.29)
(2.00-2.42)
(2.09-2.54)
(2.17-2.67)
(2.22-2.75)
60-min
1.36
(1.24-1.48)
1.65
(1.51-1.80)
2.03
(1.85-2.21)
2.29
(2.09-2.50)
2.61
(2.38-2.85)
2.84
(2.58-3.10)
3.06
(2.76-3.34)
3.26
(2.93-3.56)
3.50
(3.12-3.83)
3.67
(3.24-4.01)
2-hr
1.61
(1.48-1.76)
1.95
(1.79-2.13)
2.42
(2.22-2.65)
2.76
(2.52-3.01)
3.19
(2.90-3.48)
3.51
(3.17-3.82)
3.82
(3.43-4.16)
4.12
(3.67-4.49)
4.51
(3.97-4.91)
4.79
(4.18-5.22)
3-hr
1.72
(1.58-1.88)
2.09
(1.93-2.28)
2.60
(2.39-2.83)
2.97
(2.72-3.23)
3.46
(3.14-3.75)
3.62
(3.46-4.14)
I 4.16
(3.76-4.52)
4.53
(4.04-4.91)
4.99
(4.40-5.41)
5.34
(4.66-5.80)
6-hr
2.09
(1.93-2.28)
2.53
(2.33-2.75)
3.14
(2.89-3.42)
3.61
(3.31-3.92)
4.23
(3.85-4.58)
4.71
(4.25-5.10)
5.20
(4.66-5.62)
5.69
(5.04-6.15)
6.35
(5.55-6.86)
6.86
(5.92-7.43)
12-hr
2.48
(2.29-2.71)
3.00
(2.76-3.28)
3.75
(3.44-4.09)
4.34
(3.97-4.72)
5.14
(4.66-5.58)
5.78
(5.20-6.25)
6.44
(5.74-6.96)
7.13
(6.28-7.69)
8.09
(6.99-8.72)
8.85
(7.53-9.55)
24-hr
2.90
(2.71-3.11)
3.50
(3.27-3.75)
4.37
(4.07-4.68)
5.04
(4.69-5.41)
5.96
(5.53-6.40)
6.69
(6.18-7.19)
7.43
(6.84-8.00)
8.20
(7.52-8.84)
9.25
(8.43-10.00)
10.1
(9.14-10.9)
2-day
3.39
(3.18-3.63)
4.08
(3.82-4.37)
5.05
(4.73-5.41)
5.79
(5.41-6.21)
6.79
(6.31-7.28)
7.57
(7.01-8.13)
8.36
(7.72-9.00)
9.17
(8.43-9.90)
10.3
(9.39-11.1)
11.1
(10.1-12.1)
3-day
3.59
4.31
5.32
6.10
7.15
7.98
8.82
9.68
10.9
11.8
(3.37-3.85)
(4.04-4.62)
(4.98-5.70)
(5.70-6.53)
(6.65-7.66)
(7.40-8.56)
(8.14-9.48)
(8.90-10.4)
(9.93-11.7)
(10.7-12.8)
4-day
3.80
4.55
5.60
6.41
7.51
8.39
9.28
10.2
11.4
12.4
(3.56-4.06)
(4.27-4.87)
(5.24-5.98)
(5.99-6.86)
(7.00-8.04)
(7.78-8.99)
(8.57-9.96)
(9.38-11.0)
(10.5-12.4)
(11.3-13.5)
7-day
4.35
5.18
6.29
7.17
8.36
9.30
10.3
11.3
12.6
13.7
(4.09-4.63)
(4.88-5.52)
(5.91-6.70)
(6.73-7.64)
(7.81-8.91)
(8.67-9.94)
(9.51-11.0)
(10.4-12.1)
(11.6-13.6)
(12.5-14.8)
10-day
4.93
5.86
7.04
7.96
9.22
10.2
11.2
12.2
13.6
14.7
(4.66-5.24)
(5.53-6.23)
(6.63-7.48)
(7.49-8.47)
(8.63-9.80)
(9.52-10.9)
(10.4-11.9)
(11.3-13.1)
(12.5-14.6)
(13.4-15.8)
20-day
6.60
7.80
9.21
10.3
11.9
13.1
14.3
15.6
17.3
18.6
(6.25-6.98)
(7.38-8.24)
(8.72-9.73)
(9.77-10.9)
(11.2-12.6)
(12.3-13.9)
(13.4-15.2)
(14.5-16.6)
(16.0-18.5)
(17.1-20.0)
30-day
8.18
(7.81-8.59)
9.63
(9.17-10.1)
11.2
(10.6-11.7)
12.4
(11.8-13.0)
14.0
(13.3-14.7)
15.2
(14.4-16.0)
16.4
(15.5-17.3)
17.6
(16.6-18.6)
19.3
(18.0-20.4)
20.5
(19.1-21.8)
45-day
10.4
(9.89-10.9)
12.1
(11.6-12.7)
13.9
(13.2-14.5)
15.3
(14.5-16.0)
17.1
(16.2-17.9)
18.4
(17.5-19.3)
19.8
(18.7-20.8)
21.1
(19.9-22.2)
22.9
(21.5-24.2)
24.3
(22.6-25.7)
60-day
12.4
(11.9-13.0)
14.5
(13.9-15.1)
16.3
(15.7-17.1)
17.8
(17.0-18.6)
19.6
(18.7-20.5)
21.0
(20.0-22.0)
22.3
(21.3-23.4)
23.6
(22.4-24.8)
25.3
(23.9-26.6)
26.5
(25.0-28.0)
1 Precipitation frequency (PF) estimates in this table are based on frequency analysis of partial duration series (PDS
Numbers in parenthesis are PF estimates at lower and upper bounds of the 90% confidence interval. The probability hat precipitation frequency estimates (for a
given duration and average recurrence interval) will be greater than the upper bound (or less than the lower bound) is 5%. Estimates at upper bounds are not
checked against probable maximum precipitation (PMP) estimates and may be higher than currently valid PMP values.
Please refer to NOAA Atlas 14 document for more information.
Back to ToD
PF graphical
https://hdsc.nws.noaa.gov/hdsc/pfds/pfds_printpage.html?lat=35.8900&Ion=-79.6222&data=depth&units=english&series=pds 1/3

11/1/2017
Precipitation Frequency Data Server
Precipitation depth (in)
Precipitation depth (in)
30
25
20
15
10
30
25
20
15
10
PDS-based depth -duration -frequency (DDF) curves
Latitude: 35_8900°, Longitude:-79.6222°
C C
E .E
-
rl
Duration
7n r
N r 0
r A
ro
N
ro
2 5 10 25 50 100 200 500 1000
NOAA Atlas 14, Volume 2, Version 3
Average recurrence interval (years)
Created (GMT): Wed Mou 1 20:27:41 2017
Back to Toa
Maps & aerials
Small scale terrain
Large scale terrain
Average recurrence
interval
(years)
— 1
2
5
10
— 25
— 50
— 100
— 200
— 500
1000
Duration
— 5-non — 2-day
— 10-rnm — 3-day
15-min — 4-day
— 30-min — 7-day
— 60-min — 10-aay
— 2-hr — 20-eay
— 3-hr — 30-day
— 6-hr — 45-eay
— 12-hr — 60-eay
— 24-hr
https://hdsc.nws.noaa.gov/hdsc/pfds/pfds_printpage. htnnriat=35.8900&Ion=-79.6222&data=depth&units=english&series=pds
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11/1/2017 Precipitation Frequency Data Server
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hail
NORTH CAROLINA
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Mlle
100km
--
1Omr
Fayette/ i l l e
Large scale map
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ail Otte
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National Water Center
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Silver Spring, MD 20910
Questions?: HDSC.QuestionsAnoaa.00v
Disclaimer
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STORMWATER MANAGEMENT PLAN
GREENSBORO-RANDOLPH MEAGASITE
Appendix C — Existing Condition Model
Results
October 27, 2021 13

(Al ) (2)
<Bi>
DA A1\ DA A2
<Subca>
A
Total DA A
Reach
DA 1
B
Total DA B
Total DA C
Routing Diagram for ExistingConditions
Prepared by HDR, Inc, Printed 10/20/2021
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 10/20/2021
Page 2
Area Listing (all nodes)
Area CN Description
(acres) (subcatchment-numbers)
286.100 78 (A1, A2)
1,259.600 77 (B1, C1)
1,545.700 77 TOTAL AREA

ExistingConditions
Prepared by HDR, Inc
HydroCAD® 10.00-25 s/n 07102 ©2019 HydroCAD Software Solutions LLC
Printed 10/20/2021
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
1,545.700 Other Al, A2, B1, Cl
1,545.700 TOTAL AREA

ExistingConditions
Prepared by HDR, Inc Printed 10/20/2021
HydroCAD® 10.00-25 s/n 07102 ©2019 HydroCAD Software Solutions LLC 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 1,545.700 1,545.700 Al, A2, B1, Cl
0.000 0.000 0.000 0.000 1,545.700 1,545.700 TOTAL AREA

ExistingConditions NRCC 24-hr B NRCC-100yr-24-hr Rainfall=7.42"
Prepared by HDR, Inc Printed 10/20/2021
HydroCAD® 10.00-25 s/n 07102 ©2019 HydroCAD Software Solutions LLC Page 5
Time span=0.00-150.00 hrs, dt=0.05 hrs, 3001 points
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN
Reach routing by Stor-Ind+Trans method - Pond routing by Stor-Ind method
Subcatchment Al: DA Al
Subcatchment A2: DA A2
Subcatchment B1: DA B1
Subcatchment Cl: DA Cl
Link A: Total DA A
Link B: Total DA B
Link C: Total DA C
Runoff Area=235.100 ac 0.00% Impervious Runoff Depth=4.86"
Tc=63.3 min CN=78 Runoff=544.52 cfs 95.167 af
Runoff Area=51.000 ac 0.00% Impervious Runoff Depth=4.86"
Tc=22.0 min CN=78 Runoff=212.86 cfs 20.644 af
Runoff Area=520.100 ac 0.00% Impervious Runoff Depth=4.75"
Tc=83.4 min CN=77 Runoff=984.09 cfs 205.662 af
Runoff Area=739.500 ac 0.00% Impervious Runoff Depth=4.75"
Tc=102.9 min CN=77 Runoff=1,219.94 cfs 292.418 af
Inflow=609.70 cfs 115.811 af
Primary=609.70 cfs 115.811 af
Inflow=984.09 cfs 205.662 af
Primary=984.09 cfs 205.662 af
Inflow=1,219.94 cfs 292.418 af
Primary=1,219.94 cfs 292.418 af
Total Runoff Area = 1,545.700 ac Runoff Volume = 613.891 af Average Runoff Depth = 4.77"
100.00% Pervious = 1,545.700 ac 0.00% Impervious = 0.000 ac

ExistingConditions NRCC 24-hr B NRCC-100yr-24-hr Rainfall=7.42"
Prepared by HDR, Inc Printed 10/20/2021
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=
95.167 af, Depth= 4.86"
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-150.00 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
600
550�
500-
450
400
350
3001/
2501/
200-
150-
100-
50-
Direct Entry,
Subcatchment Al: DA Al
Hyd rog raph
544.52 cf
NRCC 24-hr B
NRCC-100yr-24-hr Rainfall=742"
Iunof Area=25.100 ac
Runoff°Voi-ume=95.167 of
...Ru.n.off...D.epth =4.86"
Tc=63.3 min
CN=78
10 20 30 40 50 60 70 80 90 100 110 120 130 140 150
Time (hours)
■ Runoff

ExistingConditions NRCC 24-hr B NRCC-100yr-24-hr Rainfall=7.42"
Prepared by HDR, Inc Printed 10/20/2021
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=
20.644 af, Depth= 4.86"
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-150.00 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,
230J
220
210:
200
190:
180
170ivz
160
150"
140:
130.
1205
1105/
LL 100
90
80
70
50
50"
40
30:
20:
10
0
Subcatchment A2: DA A2
Hyd rog raph
....24-liw 13......
'NRCC-10Oyr-24-hr Rai 4.2"
Runoff _Area=51040 ac
R inoff':VoIu e=20.644::::af::::::
Runoff Depth=486"
EN.=78.......
10 20 30 40 50 60 70 80 90 100 110 120 130 140 150
Time (hours)
■ Runoff

ExistingConditions NRCC 24-hr B NRCC-100yr-24-hr Rainfall=7.42"
Prepared by HDR, Inc Printed 10/20/2021
HydroCAD® 10.00-25 s/n 07102 ©2019 HydroCAD Software Solutions LLC Page 8
Summary for Subcatchment B1: DA B1
Runoff = 984.09 cfs @ 13.11 hrs, Volume=
205.662 af, Depth= 4.75"
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-150.00 hrs, dt= 0.05 hrs
NRCC 24-hr B NRCC-100yr-24-hr Rainfall=7.42"
Area (ac) CN Description
* 520.100 77
520.100 100.00% Pervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
83.4 Direct Entry,
1,100J
1,050
1,0004
9504
900
850
8004
750
700
650
600V
550y
0 500:
LL 450:
4004
3504
3004!
250:
200:
1504
1004
50
0
Subcatchment B1: DA B1
Hyd rog raph
984.09 cf
I CRCq 24-Or B
NR.CC.-100y.r. 2. 4-hr Rainfall=7.42"
Runoff Area=520:.1.0d....a.c......
........R.unt.off...VVol.ume=205.662 af..
Runoff Depth=475"
Tc=03.4 min
10 20 30 40 50 60 70 80 90
Time (hours)
100
110
120 130
140 150
■ Runoff

ExistingConditions NRCC 24-hr B NRCC-100yr-24-hr Rainfall=7.42"
Prepared by HDR, Inc Printed 10/20/2021
HydroCAD® 10.00-25 s/n 07102 ©2019 HydroCAD Software Solutions LLC Page 9
Summary for Subcatchment Cl: DA C1
Runoff = 1,219.94 cfs @ 13.37 hrs, Volume=
292.418 af, Depth= 4.75"
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-150.00 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,
4. N
0
LL
1,300i/
1,200±Z
1,100-/
1,000 V
9001/
8oa±-/
700±-/
600±-/
500 V
4001/
300-
200-
100
Subcatchment Cl: DA C1
Hyd rog raph
f 1,219.94 cf
NRCC 24-hr B
NRCC-100yr-24-hr Rainfall=7.42"
Runoff Area=739.50D ac
Runoff Volurne=292.418 af
Runoff Depth=4.75"
Tc=1.A2_9...n.in......
CN=77
10 20 30 40 50 60 70 80 90 100 110 120 130 140 150
Time (hours)
■ Runoff

ExistingConditions NRCC 24-hr B NRCC-100yr-24-hr Rainfall=7.42"
Prepared by HDR, Inc Printed 10/20/2021
HydroCAD® 10.00-25 s/n 07102 @ 2019 HydroCAD Software Solutions LLC Page 10
Summary for Link A: Total DA A
Inflow Area = 286.100 ac, 0.00% Impervious, Inflow Depth = 4.86" for NRCC-100yr-24-hr event
Inflow = 609.70 cfs @ 12.77 hrs, Volume= 115.811 af
Primary = 609.70 cfs @ 12.77 hrs, Volume= 115.811 af, Atten= 0%, Lag= 0.0 min
Primary outflow = Inflow, Time Span= 0.00-150.00 hrs, dt= 0.05 hrs
0
Link A: Total DA A
Hydrograph
/
650
600
550
500
450 ;
400
350
300
250
200
150
100
50-
0
•
1 609.70 cfs 1
609.70 cfs
fr"
. . I
Inflow Area=286.100 ac
10 20 30 40 50 60 70 80 90 100 110 120 130 140 150
Time (hours)
Inflow
0 Primary

ExistingConditions NRCC 24-hr B NRCC-100yr-24-hr Rainfall=7.42"
Prepared by HDR, Inc Printed 10/20/2021
HydroCAD® 10.00-25 s/n 07102 © 2019 HydroCAD Software Solutions LLC Page 11
Summary for Link B: Total DA B
Inflow Area = 520.100 ac, 0.00% Impervious, Inflow Depth = 4.75" for NRCC-100yr-24-hr event
Inflow = 984.09 cfs @ 13.11 hrs, Volume= 205.662 af
Primary = 984.09 cfs @ 13.11 hrs, Volume= 205.662 af, Atten= 0%, Lag= 0.0 min
Primary outflow = Inflow, Time Span= 0.00-150.00 hrs, dt= 0.05 hrs
1,100
1,050
1,000
950
900
850
800
750
700
650
600
550
500
450
400
350
300
250
200
150
100
50
ci
Link B: Total DA B
Hydrograph
I 984 . 09 cfs I
984.09 cf
l[nflOw ilArea.=5p.1013 #c
0 10 20 30 40 50 60 70 80 90 100 110 120 130 140 150
Time (hours)
r Inflow
0 Primary

ExistingConditions NRCC 24-hr B NRCC-100yr-24-hr Rainfall=7.42"
Prepared by HDR, Inc Printed 10/20/2021
HydroCAD® 10.00-25 s/n 07102 @ 2019 HydroCAD Software Solutions LLC Page 12
Summary for Link C: Total DA C
Inflow Area = 739.500 ac, 0.00% Impervious, Inflow Depth = 4.75" for NRCC-100yr-24-hr event
Inflow = 1,219.94 cfs @ 13.37 hrs, Volume= 292.418 af
Primary = 1,219.94 cfs @ 13.37 hrs, Volume= 292.418 af, Atten= 0%, Lag= 0.0 min
Primary outflow = Inflow, Time Span= 0.00-150.00 hrs, dt= 0.05 hrs
1,30
1,200°—/:
1,100
1,000
900
800
700
600
500
400
300
200
100
0
Link C: Total DA C
Hydrograph
1,219.94 cfs
1,219.94 cfs
/0
.1. .1.. .1.. .1..
Inflow "\rep=739.500 ac
.10
0 10 20 30 40 50 60 70 80 90 100 110 120 130 140 150
Time (hours)
Inflow
0 Primary

ExistingConditions NRCC 24-hr B NRCC-10yr-24hr Rainfall=5.04"
Prepared by HDR, Inc Printed 10/20/2021
HydroCAD® 10.00-25 s/n 07102 ©2019 HydroCAD Software Solutions LLC Page 13
Time span=0.00-150.00 hrs, dt=0.05 hrs, 3001 points
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN
Reach routing by Stor-Ind+Trans method - Pond routing by Stor-Ind method
Subcatchment Al: DA Al
Subcatchment A2: DA A2
Subcatchment B1: DA B1
Subcatchment Cl: DA Cl
Link A: Total DA A
Link B: Total DA B
Link C: Total DA C
Runoff Area=235.100 ac 0.00% Impervious Runoff Depth=2.75"
Tc=63.3 min CN=78 Runoff=307.86 cfs 53.793 af
Runoff Area=51.000 ac 0.00% Impervious Runoff Depth=2.75"
Tc=22.0 min CN=78 Runoff=121.16 cfs 11.669 af
Runoff Area=520.100 ac 0.00% Impervious Runoff Depth=2.66"
Tc=83.4 min CN=77 Runoff=548.62 cfs 115.137 af
Runoff Area=739.500 ac 0.00% Impervious Runoff Depth=2.66"
Tc=102.9 min CN=77 Runoff=679.56 cfs 163.706 af
Inflow=344.77 cfs 65.462 af
Primary=344.77 cfs 65.462 af
Inflow=548.62 cfs 115.137 af
Primary=548.62 cfs 115.137 af
Inflow=679.56 cfs 163.706 af
Primary=679.56 cfs 163.706 af
Total Runoff Area = 1,545.700 ac Runoff Volume = 344.304 af Average Runoff Depth = 2.67"
100.00% Pervious = 1,545.700 ac 0.00% Impervious = 0.000 ac

ExistingConditions NRCC 24-hr B NRCC-10yr-24hr Rainfall=5.04"
Prepared by HDR, Inc Printed 10/20/2021
HydroCAD® 10.00-25 s/n 07102 ©2019 HydroCAD Software Solutions LLC Page 14
Summary for Subcatchment Al: DA Al
Runoff = 307.86 cfs @ 12.86 hrs, Volume=
53.793 af, Depth= 2.75"
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-150.00 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,
"
0
LL
340
320V
300-
280V
260 V
240�
2204
200 V
180 V
160V
140Y,
120�
100 V
80/
60=
40
20
0"
Subcatchment Al: DA Al
Hyd rog raph
1307. 6 cf
NRCC 24-hr B
NRCC-1Oyr-24hr Rainfall=5.D4"
Runo..ff...Ar...ea=....2.35...1OQ.....a.c
Runoff Volume=53.793 of
R.unoffDepth=2.75
1-0= 3:3.....Min
CN=78
10 20 30 40 50 60 70 80 90 100 110 120 130 140 150
Time (hours)
■ Runoff

ExistingConditions NRCC 24-hr B NRCC-10yr-24hr Rainfall=5.04"
Prepared by HDR, Inc Printed 10/20/2021
HydroCAD® 10.00-25 s/n 07102 ©2019 HydroCAD Software Solutions LLC Page 15
Summary for Subcatchment A2: DA A2
Runoff = 121.16 cfs @ 12.32 hrs, Volume=
11.669 af, Depth= 2.75"
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-150.00 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
Direct Entry,
Subcatchment A2: DA A2
Hyd rog raph
130-Z
120/
110/
100/
90/
80/
t74-
70
LL 60/
50-/
40/
30/
20-/
10-
■ Runoff
NRCC 24-hr B
NRCC-10yr-24hr Rainfall=5.D4"
Runoff Area=51.000 ac
RunoffVolun e=11....55.9....af.......
R-
:.........................................................................Unoff'Deptih........2.T511-
�..
T c-�2..0...rn.,•......
C 8
10 20 30 40 50 60 70 80 90 100 110 120 130 140 150
Time (hours)

ExistingConditions NRCC 24-hr B NRCC-10yr-24hr Rainfall=5.04"
Prepared by HDR, Inc Printed 10/20/2021
HydroCAD® 10.00-25 s/n 07102 ©2019 HydroCAD Software Solutions LLC Page 16
Summary for Subcatchment B1: DA B1
Runoff = 548.62 cfs @ 13.14 hrs, Volume=
115.137 af, Depth= 2.66"
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-150.00 hrs, dt= 0.05 hrs
NRCC 24-hr B NRCC-10yr-24hr Rainfall=5.04"
Area (ac) CN Description
* 520.100 77
520.100 100.00% Pervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
83.4
600-
550--/
500/
450--/
400--/
350--/
300/
250--/
200--/
150--/
100/
50
Direct Entry,
Subcatchment B1: DA B1
Hyd rog raph
...) 548.62 cfs (
NRCC 24-hr B
:NRCC-10yr-24hr Rainfall=5.04"
Runoff Area=520.100 ac
Runoff...Volume.=.1-15...1.3.7.... af
Runoff- Depth=2 66"
Tc=$3....4..._Min
.
CN=77
10 20 30 40 50 60 70 80 90 100 110 120 130 140 150
Time (hours)
■ Runoff

ExistingConditions NRCC 24-hr B NRCC-10yr-24hr Rainfall=5.04"
Prepared by HDR, Inc Printed 10/20/2021
HydroCAD® 10.00-25 s/n 07102 ©2019 HydroCAD Software Solutions LLC Page 17
Summary for Subcatchment C1: DA C1
Runoff = 679.56 cfs @ 13.39 hrs, Volume=
163.706 af, Depth= 2.66"
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-150.00 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,
"
0
LL
750
700�
650/
600/
550/
500/
450�
400/
350�
300/
250/
200/
150/
100/
50/
0"
Subcatchment C1: DA C1
Hyd rog raph
679.56 cfs
NRCC 24-br 8
NRCC-10yr-24hr Ra�nfatl=5.D4•`
....... Runoff Area=739.500 ac
'Runoff Vbtume=163.706 af
RunoffDepth=2.66"
°.......... Tc=102:6 rein
CN=77
10 20 30 40 50 60 70 80 90 100 110 120 130 140 150
Time (hours)
■ Runoff

ExistingConditions NRCC 24-hr B NRCC-10yr-24hr Rainfall=5.04"
Prepared by HDR, Inc Printed 10/20/2021
HydroCAD® 10.00-25 s/n 07102 @ 2019 HydroCAD Software Solutions LLC Page 18
Summary for Link A: Total DA A
Inflow Area = 286.100 ac, 0.00% Impervious, Inflow Depth = 2.75" for NRCC-10yr-24hr event
Inflow = 344.77 cfs @ 12.79 hrs, Volume= 65.462 af
Primary = 344.77 cfs @ 12.79 hrs, Volume= 65.462 af, Atten= 0%, Lag= 0.0 min
Primary outflow = Inflow, Time Span= 0.00-150.00 hrs, dt= 0.05 hrs
u
0
E
380
360
340 :.
320
300
280
260
240
220
200
180 E
160
140 :
120 E
100 E
80 E
60 :
40 E
20
0
Link A: Total DA A
Hydrograph
0 10 20 30 40 50 60 70 80 90 100 110 120 130 140 150
Time (hours)
r Inflow
0 Primary

ExistingConditions NRCC 24-hr B NRCC-10yr-24hr Rainfall=5.04"
Prepared by HDR, Inc Printed 10/20/2021
HydroCAD® 10.00-25 s/n 07102 @ 2019 HydroCAD Software Solutions LLC Page 19
Inflow Area =
Inflow
Primary =
520.100 ac,
548.62 cfs @
548.62 cfs @
Primary outflow = Inflow, Time
600 _
550
500
450
400
350
300
250
200
150 :
100 :
50
Summary for Link B: Total DA B
0.00% Impervious, Inflow Depth = 2.66" for NRCC-10yr-24hr event
13.14 hrs, Volume= 115.137 af
13.14 hrs, Volume= 115.137 af, Atten= 0%, Lag= 0.0 min
Span= 0.00-150.00 hrs, dt= 0.05 hrs
Link B: Total DA B
Hydrograph
—I 548.62 cfs
48.62 cfs
0
Inflow Area=520.100 ac
10 20 30 40 50 60 70 80 90 100 110 120 130 140 150
Time (hours)
I Inflow
0 Primary

ExistingConditions NRCC 24-hr B NRCC-10yr-24hr Rainfall=5.04"
Prepared by HDR, Inc Printed 10/20/2021
HydroCAD® 10.00-25 s/n 07102 @ 2019 HydroCAD Software Solutions LLC Page 20
Summary for Link C: Total DA C
Inflow Area = 739.500 ac, 0.00% Impervious, Inflow Depth = 2.66" for NRCC-10yr-24hr event
Inflow = 679.56 cfs @ 13.39 hrs, Volume= 163.706 af
Primary = 679.56 cfs @ 13.39 hrs, Volume= 163.706 af, Atten= 0%, Lag= 0.0 min
Primary outflow = Inflow, Time Span= 0.00-150.00 hrs, dt= 0.05 hrs
750
700
650 :
600 :
550
500
450
° 400
c) 350 :
300
250
200
150
100 :
50 :
Link C: Total DA C
Hydrograph
679 . 56c s 1
679.56 cs
Inflbw Area=739.500 ac
10 20 30 40 50 60 70 80 90 100 110 120 130 140 150
Time (hours)
Inflow
0 Primary

STORMWATER MANAGEMENT PLAN
GREENSBORO-RANDOLPH MEAGASITE
Appendix D — Proposed RCN
4 I October 27, 2021

Greensboro Megasite
01
Curve Numbers
Date: 10/26/2021
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: 10/26/2021
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

Greensboro Megasite
01
Curve Numbers
Date: 10/26/2021
By:
LVL
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 (C Soils)
0.8 ac
0.8%
66
0.55
Hay/Pasture (C Soils)
3.8 ac
4.0%
73
2.90
Deciduous Forest (D Soils)
59.8 ac
62.6%
73
45.71
Developed, Low Intensity (D Soils)
0.1 ac
0.1%
93
0.09
Developed, Open Space (D Soils)
0.2 ac
0.2%
84
0.14
Evergreen Forest (D Soils)
2.4 ac
2.5%
73
1.82
Hay/Pasture (D Soils)
17.9 ac
18.7%
79
14.81
Mixed Forest (D Soils)
10.5 ac
11.0%
73
8.01
Open Water
0.1 ac
0.1%
100
0.10
Total
95.5 ac
100.0%
74.13
Composite CN 74.13
Use CN =
74.1

Greensboro Megasite
01
Curve Numbers
Date: 10/26/2021
By:
LVL
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 "Cl"
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: 10/26/2021
By:
LVL
Basin "C3.U"
Future Land Use
Cover Type Area % CN Wtd. CN
Developed, Low Intensity (B Soils)
0.1 ac
0.0%
88
0.03
Developed, Medium Intensity (B Soils)
0.2 ac
0.1%
89
0.05
Hay/Pasture (B Soils)
0.4 ac
0.1%
61
0.08
Deciduous Forest (C Soils)
48.5 ac
14.0%
66
9.26
Developed, Low Intensity (C Soils)
3.0 ac
0.9%
90
0.79
Developed, Medium Intensity (C Soils)
0.1 ac
0.0%
93
0.04
Developed, Open Space (C Soils)
5.0 ac
1.5%
78
1.14
Evergreen Forest (C Soils)
0.3 ac
0.1%
66
0.06
Hay/Pasture (C Soils)
44.9 ac
13.0%
73
9.49
Herbaceous (C Soils)
2.3 ac
0.7%
75
0.50
Mixed Forest (C Soils)
7.5 ac
2.2%
66
1.44
Shrub/Scrub (C Soils)
3.2 ac
0.9%
55
0.50
Woody Wetlands (C Soils)
0.5 ac
0.1%
86
0.11
Deciduous Forest (D Soils)
99.8 ac
28.9%
73
21.10
Developed, High Intensity (D Soils)
0.4 ac
0.1%
94
0.12
Developed, Low Intensity (D Soils)
3.8 ac
1.1%
93
1.01
Developed, Medium Intensity (D Soils)
1.2 ac
0.4%
94
0.34
Developed, Open Space (D Soils)
14.1 ac
4.1%
84
3.44
Evergreen Forest (D Soils)
19.2 ac
5.6%
73
4.07
Hay/Pasture (D Soils)
71.9 ac
20.8%
79
16.45
Herbaceous (D Soils)
0.5 ac
0.1%
85
0.11
Mixed Forest (D Soils)
8.1 ac
2.3%
73
1.71
Shrub/Scrub (D Soils)
9.9 ac
2.9%
62
1.77
Open Water
0.4 ac
0.1%
100
0.12
Total
345.4 ac
100.0%
73.71
Composite CN 73.71
Use CN =
73.7

STORMWATER MANAGEMENT PLAN
GREENSBORO-RANDOLPH MEAGASITE
Appendix E — Proposed Pond Calculations
and Grading
October 27, 2021 15

1
2
3
4
5
6
7
8
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HDR Engineering Inc.
of the Carolinas
440 S. Church Street, Suite 1000
Charlotte, NC 28202
704.338.6700
N.C.B.E.L.S. License Number: F-0116
ISSUE DATE DESCRIPTION
PROJECT MANAGER VICKIE M. MILLER, AICP, PWS
PROJECT PRINCIPAL
PAUL MEEHAN, PE
PROJECT ENGINEER
KEITH MESSINGER, PE
DESIGN ENGINEER
WES TURLEY, PE
DRAWN BY
BRAD KING
CHECKED BY
PROJECT NUMBER
10068163
GREENSBORO RANDOLPH MEGASITE
FOUNDATION
GREENSBORO RANDOLPH MEGASITE
RANDOLPH COUNTY, NORTH CAROLINA
0
1"
STORMWATER EXHIBIT
OVERALL
2- FILENAME
SCALE
01 C-BG01-08.dwg
1 "=500'
SHEET

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POND C2
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 PRINCIPAL
PAUL MEEHAN, PE
PROJECT ENGINEER
KEITH MESSINGER, PE
DESIGN ENGINEER
WES TURLEY, PE
DRAWN BY
BRAD KING
CHECKED BY
PROJECT NUMBER
10068163
GREENSBORO RANDOLPH MEGASITE
FOUNDATION
GREENSBORO RANDOLPH MEGASITE
RANDOLPH COUNTY, NORTH CAROLINA
0
STORMWATER EXHIBIT
DRY PONDS
2,, FILENAME
SCALE
01 C-BG01-08.dwg
1"=150'
SHEET

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660
650
640
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HDR Engineering Inc.
of the Carolinas
440 S. Church Street, Suite 1000
Charlotte, NC 28202
704.338.6700
N.C.B.E.L.S. License Number: F-0116
ISSUE DATE DESCRIPTION
PROJECT MANAGER VICKIE M. MILLER, AICP, PWS
PROJECT PRINCIPAL
PAUL MEEHAN, PE
PROJECT ENGINEER
KEITH MESSINGER, PE
DESIGN ENGINEER
WES TURLEY, PE
DRAWN BY
BRAD KING
CHECKED BY
PROJECT NUMBER
10068163
GREENSBORO RANDOLPH MEGASITE
FOUNDATION
GREENSBORO RANDOLPH MEGASITE
RANDOLPH COUNTY, NORTH CAROLINA
0
STORMWATER EXHIBIT
WET POND A
2" FILENAME
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) =
278.50
Post -Developed Impervious Area (ac) =
110.60
Average Pool Depth Davg (ft) =
4.9
Pond Bottom Elevation (ft) =
622.00
Sediment Storage Elevation (ft) =
621.00
Permanent Pool elevation (ft) =
628.00
Ratio (SAIDA) for Davg
1.09
Surface Area Required (ft2)
132233
Surface Area Provided (ft2)
136139
or
39.7
3.03565 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)=
645750
Shelf Bottom Area Abot (ft3)=
132881
Max Pool Depth Above Shelf Dmax (ft)=
0.5
Perimeter of Shelf Bottom Permm (ft)=
1560
Width of Submerged Shelf W sub (ft)=
3.0
Volume Over Shelf Vshelf (ft3)=
1170
Average Depth Davg (ft)=
4.85

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=
0.4
Design Storm Depth RD (in)=
1.0
Water Quality Volume (ft3)=
411878
Depth of Water Quality Volume Release (ft)
3.00
or
9.5
3.2
ac-ft
acres
Orifice Sizing
WQv Stage in Pond (ft)
631.00
WQv Release Period (days)
4.0
WQv Release Rate (cfs)
1.19
Avg Head (ft) = (WQv Elev - Perm Pool Elev) 12 =
1.50
Estimated Orifice Diameter (in)
6.1
Orifice Diameter Provided (in)
6.0
Actual Release Rate (cfs)
1.16
Actual WQv Release Period (days)
4.1
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
622.00
79364
1.82
0.000
624.00
92578
2.13
3.947
3.947
626.00
122465
2.81
4.937
8.884
627.50
132881
3.05
4.396
13.280
BS
628.00
136139
3.13
1.544
14.824
0.00
NP
628.50
142371
3.27
1.598
16.423
1.60
TS
630.00
149640
3.44
5.028
21.451
6.63
631.00
154557
3.55
3.492
24.942
10.12
WQv
632.00
159531
3.66
3.605
28.547
13.72
634.00
169647
3.89
7.557
36.104
21.28
636.00
179989
4.13
8.027
44.131
29.31
638.00
190558
4.37
8.507
52.637
37.81
Top
Forebay Design
Elevation
Surface
Area (sf)
Area (ac-ft)
Inc. Vol. (ac-
ft)
Total Vol.
(ac-ft)
% of Pool
Volume
Notes
624.00
5910
0.44
0.000
625.00
19237
0.64
0.289
0.289
2%
626.00
28007
0.69
0.542
0.831
7%
627.00
29970
0.73
0.665
1.496
13%
628.00
31997
0.00
0.711
2.208
20%

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:
October 25, 2021
Description
Units Input Calculation
Source
Notes
Q10
cfs 346
From HydroCAD pond routing
Diameter Pipe
inches 72
Design
Manning's "n"
0.013
RCP
Slope Pipe
FT/FT 0.0617
Design
Outlet Invert Elevation
FT 612
Design
Normal Depth
FT 6
Pipe flowing full - see partial flow depth chart at right
Velocity at Normal Depth
fps 12.24
Tailwater Elevation
FT 615
Assumed tailwater
TW/D
0.50
Q/D^2.5
3.9
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
17.79
RIP -RAP D50
FT 1.2
Class II
D50/Ye
0.29
"FROUDE #"
1.53
hs/Ye
1.4
HEC 14, Figure X1-2
hs
FT
5.88
Dispersion Pool Length
FT
58.80
Apron Width
FT
29.40
Depth of RIP -RAP Entrance Slope
FT
3.60
Depth of RIP -RAP in Basin
FT
2.40
Trapezoidal or Triangular channel with same side slopes
Width
FT
30
Side Slope
?:1
4
Channel Slope
FT/FT
0.0050
Depth
FT
3
Cross Sectional Area
FT`
126.00
Wetted Perimeter
FT
54.74
Hydraulic Radius
FT
2.30
Manning's "n"
0.05
Discharge
cfs
463.0
Velocity
fps
3.7
Shear Stress
Ibs/FT`
0.94

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NORMAL P
OL
66" @ 0.5
0
/JJJE
SEDIMENT STORAGE
----=EL608
625.08
625.0
625.29
E' 3 it
626.75
629.6
630.52
631.1 1111111
624.97
625.3
629.65
630.5
631.09
631.5
631.46
632.0
0 co 0') 0 0 r
N c7 7, N T
i
0 ,
. o)
O
'0)(:). CD c\JV
626.00
623.5
623.47
619.5
619.50
617.2
617.20
614.4
614.39
614.2
Nco
[�
co
co. oi
co co
05 4
0)
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
660
650
640
630
620
610
600
590
11+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, AICP, PWS
PROJECT PRINCIPAL
PAUL MEEHAN, PE
PROJECT ENGINEER
KEITH MESSINGER, PE
DESIGN ENGINEER
WES TURLEY, PE
DRAWN BY
BRAD KING
CHECKED BY
PROJECT NUMBER
10068163
GREENSBORO RANDOLPH MEGASITE
FOUNDATION
GREENSBORO RANDOLPH MEGASITE
RANDOLPH COUNTY, NORTH CAROLINA
0
1"
STORMWATER EXHIBIT
WET POND B
2" FILENAME
SCALE
01 C-BG01-08.dwg
1 "=60'
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) =
304.00
Post -Developed Impervious Area (ac) =
177.90
Average Pool Depth Davg (ft) =
5.3
Pond Bottom Elevation (ft) =
608.00
Sediment Storage Elevation (ft) =
607.00
Permanent Pool elevation (ft) =
614.00
Ratio (SAIDA) for Davg
1.31
Surface Area Required (ft2)
173473
Surface Area Provided (ft2)
217649
or
58.5
3.9824 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
Pert meterpam a„am pod =
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)=
1130785
Shelf Bottom Area Abot (ft3)=
211995
Max Pool Depth Above Shelf D. (ft)=
0.5
Perimeter of Shelf Bottom Perrm (ft)=
1874
Width of Submerged Shelf W sub (ft)=
3.0
Volume Over Shelf Vsheif (ft3)=
1406
Average Depth Davg (ft)=
5.33

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)=
636375
Depth of Water Quality Volume Release (ft)
3.00
or
14.6
4.9
ac-ft
acres
Orifice Sizing
WQv Stage in Pond (ft)
617.00
WQv Release Period (days)
4.0
WQv Release Rate (cfs)
1.84
Avg Head (ft) = (WQv Elev - Perm Pool Elev) 12 =
1.50
Estimated Orifice Diameter (in)
7.6
Orifice Diameter Provided (in)
7.0
Actual Release Rate (cfs)
1.58
Actual WQv Release Period (days)
4.7
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
145274
3.34
0.000
610.00
185216
4.25
7.587
7.587
612.00
199241
4.57
8.826
16.413
613.50
211995
4.87
7.081
23.493
BS
614.00
217649
5.00
2.466
25.959
0.00
NP
614.50
223363
5.13
2.531
28.490
2.53
TS
616.00
232041
5.33
7.841
36.331
10.37
617.00
237897
5.46
5.394
41.725
15.77
WQv
618.00
243810
5.60
5.529
47.255
21.30
620.00
255804
5.87
11.470
58.724
32.76
622.00
268025
6.15
12.025
70.750
44.79
Top
Forebay Design
Elevation
Surface
Area (sf)
Area (ac-ft)
Inc. Vol. (ac-
ft)
Total Vol.
(ac-ft)
% of Pool
Volume
Notes
608.00
3645
0.08
0.000
609.00
18041
0.41
0.249
0.249
1%
610.00
34501
0.79
0.603
0.852
3%
611.00
36798
0.84
0.818
1.670
7%
612.00
39165
0.90
0.872
2.542
11%
613.00
41603
0.96
0.927
3.469
15%
614.00
44113
1.01
0.984
4.453
21%

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:
October 25, 2021
Description
Units Input Calculation
Source
Notes
Q10
cfs 246
From HydroCAD pond routing
Diameter Pipe
inches 66
Design
Manning's "n"
0.013
RCP
Slope Pipe
FT/FT 0.0054
Design
Outlet Invert Elevation
FT 606.5
Design
Normal Depth
FT 5.5
Pipe flowing full - see partial flow depth chart at right
Velocity at Normal Depth
fps 10.35
Tailwater Elevation
FT 609
Assumed tailwater
TW/D
0.45
Q/D^2.5
3.5
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
15.05
RIP -RAP D50
FT 1.2
Class II
D50/Ye
0.33
"FROUDE #"
1.39
hs/Ye
0.7
HEC 14, Figure X1-2
hs
FT
2.54
Dispersion Pool Length
FT
25.41
Apron Width
FT
12.71
Slope
FT
3.60
Depth of RIP -RAP in Basin
FT
2.40
Trapezoidal or Triangular channel with same side slopes
Width
FT
Side Slope
?:1
Channel Slope
FT/FT
Depth
FT
2
Cross Sectional Area
FT`
0.00
Wetted Perimeter
FT
4.00
Hydraulic Radius
FT
0.00
Manning's "n"
0.05
Discharge
cfs
0.0
Velocity
fps
#DIV/0!
Shear Stress
Ibs/FT`
0.00

1
2
3
4
5
6
7
8
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OS - C (7'
WATER
QUALITY VOLUME
STA 9+2:
11 1111 11 , 72IN(W
EL
653
NORMAL PDOL
EL
650
. 5%
SEDIMENT STORA
EL 643
_LZ
co
672.57
II
672.3
672.26
II
671.6
671.58
671.6
671.56
672.3
I 1672.30
675.3
I i 675.30
677.4
co
M CV
coco c
677.22
677.2
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co
1676.53
675.0
675.05
II
672.5
672.55
II
668.9
oo
co
Cfl
CO — ao
658.44
652.2
652.17
647.3
I i 647.27
643.1
1643.09
639.7
1639.73
639.0
639.00
I
637.1
c6
co
C4
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 PRINCIPAL
PAUL MEEHAN, PE
PROJECT ENGINEER
KEITH MESSINGER, PE
DESIGN ENGINEER
WES TURLEY, PE
DRAWN BY
BRAD KING
CHECKED BY
PROJECT NUMBER
10068163
GREENSBORO RANDOLPH MEGASITE
FOUNDATION
GREENSBORO RANDOLPH MEGASITE
RANDOLPH COUNTY, NORTH CAROLINA
0
STORMWATER EXHIBIT
WET POND C
2,, FILENAME
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) =
533.80
Post -Developed Impervious Area (ac) =
325.30
Average Pool Depth Davg (ft) =
4.8
Pond Bottom Elevation (ft) =
644.00
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
OA
Average Pond Depth
Dav =
VPP-Vshel f
Abottomofshelf
Where: Den
Vahee =
Where:
VPp
Vehef
Ammom of shelf
= Average depth in feet
= Total volume of permanent pool (feet3)
= Volume over the shelf only (feet3) - see below
= Area of wet pond at the bottom of the shelf (feet2)
0.5 ` Depth,,,e, over shed Perimeterpe , pod Widthsubme.ged part of shell
D. over shelf
Perimeterp.mmem pod
Widthe„e,,,arped part& eherc
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)=
1825661
Shelf Bottom Area Abot (ft3)=
380777
Max Pool Depth Above Shelf D. (ft)=
0.5
Perimeter of Shelf Bottom Pperm (ft)=
2417
Width of Submerged Shelf W sub (ft)=
3.0
Volume Over Shelf Vshelf (ft3)=
1813
Average Depth Dayg (ft)=
4.79

Water Quality Volume
Rv
Where:
0.05 + 0.9 '` IA
Rv
IA
Runoff coefficient (unitless)
Impervious fraction (unitless)
DV = 3630'` Ro"Rv'`A
Where:
DV = Design volume (cu ft)
RD = Design storm depth (in)
A = Drainage area (ac)
KunorrGoerricient Kv=
0.6
Design Storm Depth RD (in)=
Water Quality Volume (ft3)=
Depth of Water Quality Volume Release (ft)
1.0
1159640
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
291960
6.70
11.828
11.828
648.00
309169
7.10
13.800
25.628
649.50
380777
8.74
11.879
37.508
BS
650.00
386547
8.87
4.404
41.911
0.00
NP
650.50
395416
9.08
4.488
46.399
4.49
TS
652.00
406548
9.33
13.808
60.207
18.30
653.00
414041
9.51
9.419
69.626
27.71
WQv
654.00
421590
9.68
9.592
79.218
37.31
656.00
436857
10.03
19.707
98.925
57.01
657.50
448455
10.30
15.243
114.168
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
64538
1.48
0.960
1.252
3%
647.00
67759
1.56
1.519
2.771
7%
648.00
71058
1.63
1.593
4.364
12%
649.00
74435
1.71
1.670
6.034
17%
650.00
77890
1.79
1.748
7.783
23%

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:
October 25, 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 0.0355
Design
Outlet Invert Elevation
FT 639
Design
Normal Depth
FT 6
Pipe flowing full - see partial flow depth chart at right
Velocity at Normal Depth
fps 12.87
Tailwater Elevation
FT 642
Assumed tailwater
TW/D
0.50
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
Trapezoidal or Triangular channel with same side slopes
Width
FT
Side Slope
?:1
Channel Slope
FT/FT
Depth
FT 2
Cross Sectional Area
FT`
0.00
Wetted Perimeter
FT
4.00
Hydraulic Radius
FT
0.00
Manning's "n"
0.05
Discharge
cfs
0.0
Velocity
fps
#DIV/0!
Shear Stress
Ibs/FT`
0.00

STORMWATER MANAGEMENT PLAN
GREENSBORO-RANDOLPH MEAGASITE
Appendix E — Proposed Condition Model
Results
6 I October 27, 2021

KAl )
<A1B>
A2
Al -A\
Pond Al
DA Al
<Subca>
A
Outfall A
Reach
A A2
KB1)
B1-A
Pond B1
<B3.U>
PoBDA B1
B
Total DA B
Pon Cl
Total DA C
Routing Diagram for ProposedConditions
Prepared by HDR, Inc, Printed 10/27/2021
HydroCAD® 10.00-25 s/n 07102 © 2019 HydroCAD Software Solutions LLC

ProposedConditions
Prepared by HDR, Inc
HydroCAD® 10.00-25 s/n 07102 ©2019 HydroCAD Software Solutions LLC
Printed 10/27/2021
Page 2
Area Listing (all nodes)
Area CN Description
(acres) (subcatchment-numbers)
99.300 94 (A1)
404.100 95 (A1-B, B1)
53.900 76 (A3.U)
37.000 78 (A4.U)
440.500 74 (B2.U, B3.U, C2.U)
533.800 91 (C1)
1,568.600 87 TOTAL AREA

ProposedConditions
Prepared by HDR, Inc
HydroCAD® 10.00-25 s/n 07102 © 2019 HydroCAD Software Solutions LLC
Printed 10/27/2021
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
1,568.600 Other Al, Al-B, A3.U, A4.U, B1, B2.U, B3.U, C1, C2.0
1,568.600 TOTAL AREA

ProposedConditions
Prepared by HDR, Inc
HydroCAD® 10.00-25 s/n 07102 © 2019 HydroCAD Software Solutions LLC
Printed 10/27/2021
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 1,568.600 1,568.600 A1, Al -B, A3. U,
A4.U, B1, B2.U,
B3.U, C1, C2.0
0.000 1,568.600 1,568.600 TOTAL AREA

ProposedConditions
Prepared by HDR, Inc
HydroCAD® 10.00-25 s/n 07102 © 2019 HydroCAD Software Solutions LLC
Printed 10/27/2021
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 Al
2 Pond A2
3 Pond B1
4 Pond B2
5 Pond C1
6 Pond C2
7 PondA3
684.00
654.00
654.00
608.00
661.00
644.00
622.00
634.00
634.00
617.00
606.50
654.00
639.00
612.00
3,854.0
2,390.0
711.0
280.0
991.0
141.0
162.0
0.0130
0.0084
0.0520
0.0054
0.0071
0.0355
0.0617
0.013
0.013
0.013
0.013
0.013
0.013
0.013
60.0
60.0
60.0
66.0
72.0
72.0
72.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0

ProposedConditions NRCC 24-hr B NRCC-100yr-24hr Rainfall=7.42"
Prepared by HDR, Inc Printed 10/27/2021
HydroCAD® 10.00-25 s/n 07102 © 2019 HydroCAD Software Solutions LLC Page 6
Time span=0.00-150.00 hrs, dt=0.05 hrs, 3001 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
SubcatchmentAl-B: A2
SubcatchmentA3.U: DA Al
SubcatchmentA4.U: DA A2
SubcatchmentBl: B1-A
SubcatchmentB2.U: B2
SubcatchmentB3.U: DA B1
SubcatchmentCl: Cl -A
SubcatchmentC2.U: DA Cl
Pond Pond Al: Pond Al
Pond Pond A2: Pond A2
Pond Pond B1: Pond B1
Pond Pond B2: Pond B2
Pond Pond Cl: Pond Cl
Pond Pond C2: Pond C2
Pond PondA3: 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=26.000 ac 0.00% Impervious Runoff Depth=4.41"
Tc=30.0 min CN=74 Runoff=84.71 cfs 9.556 af
RunoffArea=69.500 ac 0.00% Impervious Runoff Depth=4.41"
Tc=30.0 min CN=74 Runoff=226.43 cfs 25.544 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=345.000 ac 0.00% Impervious Runoff Depth=4.41"
Tc=60.0 min CN=74 Runoff=752.58 cfs 126.799 af
Peak Elev=692.86' Storage=852,260 cf Inflow=549.10 cfs 55.487 af
Outflow=238.35 cfs 55.487 af
Peak Elev=664.83' Storage=1,085,070 cf Inflow=629.70 cfs 71.251 af
Outflow=249.76 cfs 71.251 af
Peak EIev=669.01' Storage=3,199,137 cf Inflow=1,275.64 cfs 158.538 af
Outflow=334.36 cfs 158.538 af
Peak EIev=619.89' Storage=2,525,081 cf Inflow=391.18 cfs 168.094 af
Outflow=343.10 cfs 165.416 af
Peak EIev=678.25' Storage=6,299,796 cf Inflow=2,356.30 cfs 282.572 af
Outflow=481.30 cfs 282.572 af
Peak EIev=656.12' Storage=4,344,100 cf Inflow=481.30 cfs 282.572 af
Outflow=411.13 cfs 277.324 af
Peak EIev=635.68' Storage=1,878,755 cf Inflow=662.71 cfs 147.549 af
Outflow=444.91 cfs 146.988 af

ProposedConditions
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 10/27/2021
Page 7
Link A: Outfall A
Link B: Total DA B
Link C: Total DA C
Inflow=530.35 cfs 161.965 af
Primary=530.35 cfs 161.965 af
Inflow=387.42 cfs 190.960 af
Primary=387.42 cfs 190.960 af
Inflow=910.75 cfs 404.124 af
Primary=910.75 cfs 404.124 af
Total Runoff Area = 1,568.600 ac Runoff Volume = 765.536 af Average Runoff Depth = 5.86"
100.00% Pervious = 1,568.600 ac 0.00% Impervious = 0.000 ac

ProposedConditions NRCC 24-hr B NRCC-100yr-24hr Rainfall=7.42"
Prepared by HDR, Inc Printed 10/27/2021
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= 0.00-150.00 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
4501-
400-
350—
300—/
250�
Direct Entry,
Subcatchment Al: Al -A
Hydrograph
—
200—
-
1501
100=
50-
549.10 cfs
7
4
1
1
4
1
II II II II II
r H r H
NRCC 24-hr B
NRCC-1Q0yr44hr 14ainf II=7�42"
R-unoffArea=99 300-ac-
R rn-o#LVoR-Ume=¢5. of -
Runoff Depth=6J71"
Tc=20.0
✓ 1
7
CN=94
r 4
L 1 L
10 20 30 40 50 60 70 80 90 100 110 120 130
Time (hours)
140
150
• Runoff

ProposedConditions NRCC 24-hr B NRCC-100yr-24hr Rainfall=7.42"
Prepared by HDR, Inc Printed 10/27/2021
HydroCAD® 10.00-25 s/n 07102 © 2019 HydroCAD Software Solutions LLC Page 9
Summary for Subcatchment Al-B: 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= 0.00-150.00 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,
700
650J
600:-
5507-
5001-
450-
400:-
350-
Subcatchment Al-B: A2
Hydrograph
r
4
✓
1629.70 0
3007-
-
250
200i
150J
100E
50J fi
0
r
r
r
r
r
r
r
fkIRC 24Irr-B-
-NR-9C-1QOyr- 4hrRainfiH=-742"-
Run off-Aroa=1-.5.300-ac_
Runoff rVolymc=71.251- af _
Runoff Depth=6J82"
0 10 20 30 40 50 60 70 80 90
Time (hours)
100
✓
✓
-1 r
110 120
Tc=125.0 ruin
130
CN'1=95
r
r -4
140
150
• Runoff

ProposedConditions NRCC 24-hr B NRCC-100yr-24hr Rainfall=7.42"
Prepared by HDR, Inc Printed 10/27/2021
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= 0.00-150.00 hrs, dt= 0.05 hrs
NRCC 24-hr B NRCC-100yr-24hr Rainfall=7.42"
Area (ac) CN Description
53.900 76
53.900 100.00% Pervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
30.0 Direct Entry,
200'"
Subcatchment A3.U: DA Al
Hydrograph
r
1
190— i 1184.14 cf
180J _ _
170 -
1607:-'
150=" - -
140��' --
130=." _ _
120� fi
1 110i
3
a 90
zz
80=
70- I _ _
60= - -
50=
40
30
20-
10-20=
10= '
0
r
r
✓
✓
NRCC 24-lir B
1
4
4
✓
-NRAC-10Oyr 4hrf a-infl11=742"-
RunofiArea=53 900 ac-
r
R�inoffrLVolyme=i0.81) af
Runoff-Depth=4�'63" -
Tc=3tY.0 rain -
✓
r CNr=76
r
✓
4
✓
✓
✓
✓
✓ _J
✓ -4
✓
✓ r
✓ r
10 20 30 40 50 60 70 80 90 100 110 120 130 140
Time (hours)
150
• Runoff

ProposedConditions NRCC 24-hr B NRCC-100yr-24hr Rainfall=7.42"
Prepared by HDR, Inc Printed 10/27/2021
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= 0.00-150.00 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,
Subcatchment A4.U: DA A2
Hydrograph
170,
1
1154.43 cf
150�
140�
130="
120J
110�
100-
90J
80 /
-
70J
60�
50�
40�
---
/
/
/
/
NRCC 24-hr B
NRCC-1QOyr-24hr 14ainf1II=742"
Runoff Area=37.000 ac
Runoff_VoL ins=_7 4.S117_ af _
Runoff-Depth=486" -
Tc=22:0 !Tan -
r J
J J
10 20 30 40 50 60 70 80 90
Time (hours)
100
110 120
130
140
150
• Runoff

ProposedConditions NRCC 24-hr B NRCC-100yr-24hr Rainfall=7.42"
Prepared by HDR, Inc Printed 10/27/2021
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= 0.00-150.00 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,
Subcatchment B1: B1-A
Hydrograph
1,400
1,300�
1,200-
1,100��
1,0007-
900J
800-
o
700�
0
• 600-
500-
r
400-
3001
200-
100-'
0
L
1,275.64 cfs
✓
L
L L L L
NRCC 24-Fir-B -
.NR4-C400yr- 4hr- -
Eunoff_9rea=27. 80O-ac -
RunoffVolurne=18.5318 af
Runoff Depth=6.182"
r r r r
Tc=30.0 min
CN=95
r
1
✓
r
10 20 30 40 50 60 70 80 90
Time (hours)
100
110
120 130
140 150
• Runoff

ProposedConditions NRCC 24-hr B NRCC-100yr-24hr Rainfall=7.42"
Prepared by HDR, Inc Printed 10/27/2021
HydroCAD® 10.00-25 s/n 07102 © 2019 HydroCAD Software Solutions LLC Page 13
Summary for Subcatchment B2.U: B2
Runoff = 84.71 cfs @ 12.42 hrs, Volume=
9.556 af, Depth= 4.41"
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-150.00 hrs, dt= 0.05 hrs
NRCC 24-hr B NRCC-100yr-24hr Rainfall=7.42"
Area (ac) CN Description
26.000 74
26.000 100.00% Pervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
30.0
90"
85
80 - -
75 I __
70_'�--
65
60 k--
55 I __
50 --
45 I__
40' __
35
30=' 11
25
20 --
15='
10 --
5 1
Direct Entry,
Subcatchment B2.U: B2
Hydrograph
I T
1 84.71 cfs
r r 1 r
7
✓ T NRCC 24-I r$ -
NR .`C=1-00yr- 4fhr R-ainfall=7.42" -
rRurnoff Area=$6.00O ac
L
Iqunoff Volume=9.550 af
+ Runoff-Depth=414i"-
▪ 4- Tc=30-0 rn in -
J L
CN`=74
L L +
L J
L L
10 20 30 40 50 60 70 80 90
Time (hours)
100
110
120
130
140
150
• Runoff

ProposedConditions NRCC 24-hr B NRCC-100yr-24hr Rainfall=7.42"
Prepared by HDR, Inc Printed 10/27/2021
HydroCAD® 10.00-25 s/n 07102 © 2019 HydroCAD Software Solutions LLC Page 14
Summary for Subcatchment B3.U: DA B1
Runoff = 226.43 cfs @ 12.42 hrs, Volume=
25.544 af, Depth= 4.41"
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-150.00 hrs, dt= 0.05 hrs
NRCC 24-hr B NRCC-100yr-24hr Rainfall=7.42"
Area (ac) CN Description
69.500 74
69.500 100.00% Pervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
30.0 Direct Entry,
250-
240
230 »1 226.43 cf
- -
220
210
200
190
180L:" 'H
170J -
-' 16O - - - -' 1 1 1 1 1 Runoff-Depth=,C41 "-
150- LL 1 L 1 - 1 - L - L L
w 140� 1 1 1 1 1 Tc=' O.04111n-
u
130- ----
0 120/ �
LT_ 110= /'----,//
100� T r i r i r i -r i r r r r r
90= L LL L 1 L
80" T-- r
i i i i
70'.-.
50=
40J/T--
30t; /
20° --
10J
0-
Subcatchment B3.U: DA B1
Hydrograph
1 L 1 L 1 L 1 1 1 1 L 1 L 1
T r 1 r I T I r 1 r r r r T
r
r i r
NRCC 24-,r B
NR9C=t00yr-4hr 1,2ainflH=7,42"-
Run off-A4-ea=6S. 500-ac -
Rinoff� or me=g5.544 af-
C14-74
11- H Hi
+ + + 1 + r + r +
10 20 30 40 50 60 70 80 90 100 110 120 130 140 150
Time (hours)

ProposedConditions NRCC 24-hr B NRCC-100yr-24hr Rainfall=7.42"
Prepared by HDR, Inc Printed 10/27/2021
HydroCAD® 10.00-25 s/n 07102 © 2019 HydroCAD Software Solutions LLC Page 15
Summary for Subcatchment Cl: Cl-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= 0.00-150.00 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,
0
LL
Subcatchment C1: Cl-A
Hydrograph
2,500
2,400
L L L
L I L I L I L L L J
1
2,356.30 cfs
2,300�
2,2004- - -
2,100,
2,000�
1,900-
1,800�
1, 700-;-', r -
1,600
1,500-;-/�_
1,4004-
1,300-;-
1 ,2004
1,100-:-
1 ,000
900-
800
700
600
500
400
300
200
100
0
l
r
L L
✓ r
L 1
L ▪ 1
r I T I r I r
L I L I L I L L ▪ L J
1 I T
1 I 1
I T
1 I 1
L L r4RC1 2_4-LirB _
NRcC4OIOyr-- 4-fir F ainfal1=7J42"-
FRtmotf-Area=5 80d-ac -
-Run-off 4olume=2-2.57 af -
� Runof#Depl'th=6 35"
Tc=pO-Om -
+ + r r 'r C N 9 i-
r--- I Ir
✓ 1 I + I + I Y 1 Y 7 r -
✓ r I r I T I r I r 1 r 1
L 1 I 1 I 1 I L I L J L J
I— 1 I T I T I T I r 1 r 1
L 1 I 1 I 1 I L I L J L J
10 20 30 40 50 60 70 80 90 100 110 120 130 140 150
Time (hours)
• Runoff

ProposedConditions NRCC 24-hr B NRCC-100yr-24hr Rainfall=7.42"
Prepared by HDR, Inc Printed 10/27/2021
HydroCAD® 10.00-25 s/n 07102 © 2019 HydroCAD Software Solutions LLC Page 16
Summary for Subcatchment C2.U: DA C1
Runoff = 752.58 cfs @ 12.83 hrs, Volume=
126.799 af, Depth= 4.41"
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-150.00 hrs, dt= 0.05 hrs
NRCC 24-hr B NRCC-100yr-24hr Rainfall=7.42"
Area (ac) CN Description
* 345.000 74
345.000 100.00% Pervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
60.0 Direct Entry,
Subcatchment C2.U: DA C1
Hydrograph
$00 - k -I 752.58 cfs
700-
600/
550
500
450�
0 400-'
u` 350--
300
250=
200�
150=
100=
50-
0-
2'
1
RCC Z4 Iill _C_
-N RAC-1 QOyr-44hr nip U=J 42" -
Runoff-Ara=345.00d-ac-
Ru off- oFue=1-26.-7-9 af-
Rimoff-Depth=4 41"-
Tc=60Y.0 rain -
CN'*74
4
10 20 30 40 50 60 70 80 90
Time (hours)
100
110 120
130
140
150
• Runoff

ProposedConditions NRCC 24-hr B NRCC-100yr-24hr Rainfall=7.42"
Prepared by HDR, Inc Printed 10/27/2021
HydroCAD® 10.00-25 s/n 07102 © 2019 HydroCAD Software Solutions LLC Page 17
Inflow Area =
Inflow =
Outflow =
Primary =
Summary for Pond Pond Al: Pond Al
99.300 ac, 0.00% Impervious, Inflow Depth = 6.71" for NRCC-100yr-24hr event
549.10 cfs @ 12.29 hrs, Volume= 55.487 af
238.35 cfs @ 12.60 hrs, Volume= 55.487 af, Atten= 57%, Lag= 19.0 min
238.35 cfs @ 12.60 hrs, Volume= 55.487 af
Routing by Stor-Ind method, Time Span= 0.00-150.00 hrs, dt= 0.05 hrs
Peak Elev= 692.86' @ 12.60 hrs Surf.Area= 148,192 sf Storage= 852,260 cf
Plug -Flow detention time= 108.6 min calculated for 55.469 af (100% of inflow)
Center -of -Mass det. time= 108.9 min (885.7 - 776.7 )
Volume Invert Avail.Storage Storage Description
#1
Elevation
(feet)
684.00
685.00
690.00
695.00
700.00
705.00
707.00
684.00' 3,443,510 cf Custom Stage Data (Prismaticpsted below (Recalc)
Device Routing
Surf.Area
(sq-ft)
20,259
33,608
134,826
158,221
183,012
209,199
220,065
Invert
Inc.Store
(cubic -feet)
0
26,934
421,085
732,618
853,083
980,528
429,264
Outlet Devices
Cum.Store
(cubic -feet)
0
26,934
448,019
1,180,636
2,033,719
3,014,246
3,443,510
#1 Primary
#2 Device 1
#3 Device 1
684.00'
684.00'
690.00'
60.0" Round Culvert
L= 3,854.0' RCP, square edge headwall, Ke= 0.500
Inlet / Outlet Invert= 684.00' / 634.00' S= 0.0130'/' Cc= 0.900
n= 0.013, Flow Area= 19.63 sf
24.0" Vert. Orifice/Grate C= 0.600
24.0' long Sharp -Crested Rectangular Weir 0 End Contraction(s)
Primary OutFlow Max=238.35 cfs @ 12.60 hrs HW=692.86' (Free Discharge)
4-1=Culvert (Inlet Controls 238.35 cfs @ 12.14 fps)
AL2=Orifice/Grate (Passes < 42.40 cfs potential flow)
3=Sharp-Crested Rectangular Weir(Passes < 378.78 cfs potential flow)

ProposedConditions
Prepared by HDR, Inc
HydroCAD® 10.00-25 s/n 07102 © 2019 HydroCAD Software Solutions LLC
600J
550�,
500J
450:
400J
w 350�
U -
300
o -
LL
250J
Elevation (feet)
200J
150J
100-
50-
Pond Pond Al: Pond Al
Hyd rog raph
NRCC 24-hr B NRCC-100yr-24hr Rainfall=7.42"
Printed 10/27/2021
Page 18
lnf Gov Aria - 99.300E pc- -
P-eIak- E lev=&92 .B 6' - -
$farage=6 2,Z60Icf--
10 20 30 40 50 60 70 80 90 100 110 120 130 140 150
71
707E f
I I7+ J
705 r r 1
704
703E z + + r r
702-' fi - -
Time (hours)
Pond Pond Al: Pond Al
Stage -Discharge
r
700=r I I I I I I I I I I
= i l I I I I
699J fi + + + +
698
697
z ▪ I
696=- k---+---+---+---+ I I I I 44
695� r
694
I I
693J + + + + - - + k +
692: r-- +---+- 1 -+ 1 r
691 = mr V Sharp -Crested Rectangular Weir I I I I I
690=---+ 'i---1- _-I_.
689= r--- .--+---+ + I I I I r + + + +
688=
687- + + 1 1 1 I I I H + + 1 1
z I 1 1 I I I I I I I
686E r--+---+---+
685 a/Grate ,
684
0 20 40 60 80 100 120 140 160 180 200 220 240 260
Discharge (cfs)
280 300 320
D Inflow
❑ Primary
• Primary`

ProposedConditions
Prepared by HDR, Inc
HydroCAD® 10.00-25 s/n 07102 © 2019 HydroCAD Software Solutions LLC
Elevation (feet)
707
706
705i-
704
703
702J
z 701i'
700-
699
698
697
696
695=
694-
693-
692
691°
690=
689°
6884',
687=
686°
6854
684
0
Pond Pond Al: Pond Al
NRCC 24-hr B NRCC-100yr-24hr Rainfall=7.42"
Printed 10/27/2021
Page 19
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
L L
I- r r I- I r I I r
L J L L I L I I
+ - - I I I
- - - - I + - I - - +
r
H H -r I r
L r
L L L
r r
L L
Custom Stage Data ,
500,000
1,000,000
1,500,000 2,000,000
Storage (cubic -feet)
2,500,000
3,000,000
r
L
• Surface`
• Storage

ProposedConditions NRCC 24-hr B NRCC-100yr-24hr Rainfall=7.42"
Prepared by HDR, Inc Printed 10/27/2021
HydroCAD® 10.00-25 s/n 07102 © 2019 HydroCAD Software Solutions LLC Page 20
Stage -Discharge for Pond Pond Al: Pond Al
Elevation Primary Elevation Primary
(feet) (cfs) (feet) (cfs)
684.00 0.00 697.00 303.24
684.25 0.39 697.25 303.89
684.50 1.48 697.50 304.54
684.75 3.17 697.75 305.19
685.00 5.35 698.00 305.84
685.25 7.86 698.25 306.49
685.50 10.54 698.50 307.13
685.75 13.13 698.75 307.78
686.00 15.13 699.00 308.42
686.25 16.91 699.25 309.06
686.50 18.53 699.50 309.70
686.75 20.01 699.75 310.34
687.00 21.39 700.00 310.98
687.25 22.69 700.25 311.62
687.50 23.92 700.50 312.25
687.75 25.08 700.75 312.89
688.00 26.20 701.00 313.52
688.25 27.27 701.25 314.15
688.50 28.30 701.50 314.78
688.75 29.29 701.75 315.41
689.00 30.25 702.00 316.04
689.25 31.18 702.25 316.66
689.50 32.09 702.50 317.29
689.75 32.97 702.75 317.91
690.00 33.82 703.00 318.54
690.25 44.47 703.25 319.16
690.50 63.22 703.50 319.78
690.75 87.25 703.75 320.40
691.00 115.53 704.00 321.02
691.25 147.50 704.25 321.63
691.50 182.74 704.50 322.25
691.75 216.62 704.75 322.86
692.00 221.72 705.00 323.48
692.25 226.70 705.25 324.09
692.50 231.58 705.50 324.70
692.75 236.35 705.75 325.31
693.00 241.04 706.00 325.92
693.25 245.63 706.25 326.52
693.50 250.13 706.50 327.13
693.75 254.56 706.75 327.74
694.00 258.91 707.00 328.34
694.25 263.19
694.50 267.40
694.75 271.55
695.00 275.63
695.25 279.66
695.50 283.63
695.75 287.54
696.00 291.40
696.25 295.21
696.50 298.97
696.75 302.58

ProposedConditions NRCC 24-hr B NRCC-100yr-24hr Rainfall=7.42"
Prepared by HDR, Inc Printed 10/27/2021
HydroCAD® 10.00-25 s/n 07102 © 2019 HydroCAD Software Solutions LLC Page 21
Stage -Area -Storage for Pond Pond Al: Pond Al
Elevation Surface Storage
(feet) (sq-ft) (cubic -feet)
Elevation Surface Storage
(feet) (sq-ft) (cubic -feet)
684.00 20,259 0 697.00 168,137 1,506,994
684.25 23,596 5,482 697.25 169,377 1,549,184
684.50 26,934 11,798 697.50 170,617 1,591,683
684.75 30,271 18,949 697.75 171,856 1,634,492
685.00 33,608 26,934 698.00 173,096 1,677,611
685.25 38,669 35,968 698.25 174,335 1,721,040
685.50 43,730 46,268 698.50 175,575 1,764,778
685.75 48,791 57,833 698.75 176,814 1,808,827
686.00 53,852 70,663 699.00 178,054 1,853,186
686.25 58,913 84,759 699.25 179,293 1,897,854
686.50 63,973 100,120 699.50 180,533 1,942,832
686.75 69,034 116,746 699.75 181,772 1,988,120
687.00 74,095 134,637 700.00 183,012 2,033,719
687.25 79,156 153,793 700.25 184,321 2,079,635
687.50 84,217 174,215 700.50 185,631 2,125,879
687.75 89,278 195,902 700.75 186,940 2,172,451
688.00 94,339 218,854 701.00 188,249 2,219,349
688.25 99,400 243,071 701.25 189,559 2,266,575
688.50 104,461 268,554 701.50 190,868 2,314,129
688.75 109,522 295,301 701.75 192,177 2,362,009
689.00 114,582 323,314 702.00 193,487 2,410,217
689.25 119,643 352,593 702.25 194,796 2,458,753
689.50 124,704 383,136 702.50 196,106 2,507,615
689.75 129,765 414,945 702.75 197,415 2,556,805
690.00 134,826 448,019 703.00 198,724 2,606,323
690.25 135,996 481,871 703.25 200,034 2,656,168
690.50 137,166 516,016 703.50 201,343 2,706,340
690.75 138,335 550,454 703.75 202,652 2,756,839
691.00 139,505 585,184 704.00 203,962 2,807,666
691.25 140,675 620,206 704.25 205,271 2,858,820
691.50 141,845 655,521 704.50 206,580 2,910,301
691.75 143,014 691,129 704.75 207,890 2,962,110
692.00 144,184 727,029 705.00 209,199 3,014,246
692.25 145,354 763,221 705.25 210,557 3,066,716
692.50 146,524 799,705 705.50 211,916 3,119,525
692.75 147,693 836,482 705.75 213,274 3,172,673
693.00 148,863 873,552 706.00 214,632 3,226,162
693.25 150,033 910,914 706.25 215,990 3,279,989
693.50 151,203 948,568 706.50 217,349 3,334,157
693.75 152,372 986,515 706.75 218,707 3,388,664
694.00 153,542 1,024,755 707.00 220,065 3,443,510
694.25 154,712 1,063,286
694.50 155,882 1,102,110
694.75 157,051 1,141,227
695.00 158,221 1,180,636
695.25 159,461 1,220,346
695.50 160,700 1,260,366
695.75 161,940 1,300,696
696.00 163,179 1,341,336
696.25 164,419 1,382,286
696.50 165,658 1,423,545
696.75 166,898 1,465,115

ProposedConditions NRCC 24-hr B NRCC-100yr-24hr Rainfall=7.42"
Prepared by HDR, Inc Printed 10/27/2021
HydroCAD® 10.00-25 s/n 07102 © 2019 HydroCAD Software Solutions LLC Page 22
Inflow Area =
Inflow =
Outflow =
Primary =
Summary for Pond Pond A2: Pond A2
125.300 ac, 0.00% Impervious, Inflow Depth = 6.82" for NRCC-100yr-24hr event
629.70 cfs @ 12.35 hrs, Volume= 71.251 af
249.76 cfs @ 12.76 hrs, Volume= 71.251 af, Atten= 60%, Lag= 24.7 min
249.76 cfs @ 12.76 hrs, Volume= 71.251 af
Routing by Stor-Ind method, Time Span= 0.00-150.00 hrs, dt= 0.05 hrs
Peak Elev= 664.83' @ 12.76 hrs Surf.Area= 200,790 sf Storage= 1,085,070 cf
Plug -Flow detention time= 104.5 min calculated for 71.251 af (100% of inflow)
Center -of -Mass det. time= 104.5 min (881.4 - 776.9 )
Volume Invert Avail.Storage Storage Description
#1
Elevation
(feet)
654.00
655.00
660.00
665.00
670.00
675.00
680.00
682.00
654.00' 5,555,276 cf Custom Stage Data (Prismaticpsted below (Recalc)
Device Routing
Surf.Area
(sq-ft)
1,199
4,110
119,417
203,622
236,388
270,570
306,161
320,798
Invert
Inc.Store
(cubic -feet)
0
2,655
308,818
807,598
1,100,025
1,267,395
1,441,828
626,959
Outlet Devices
Cum.Store
(cubic -feet)
0
2,655
311,472
1,119,070
2,219,095
3,486,490
4,928,317
5,555,276
#1 Primary
#2 Device 1
#3 Device 1
654.00'
654.00'
662.00'
60.0" Round Culvert
L= 2,390.0' RCP, square edge headwall, Ke= 0.500
Inlet / Outlet Invert= 654.00' / 634.00' S= 0.0084'/' Cc= 0.900
n= 0.013, Flow Area= 19.63 sf
24.0" Vert. Orifice/Grate C= 0.600
40.0' long Sharp -Crested Rectangular Weir 0 End Contraction(s)
Primary OutFlow Max=249.75 cfs @ 12.76 hrs HW=664.83' (Free Discharge)
4-1=Culvert (Barrel Controls 249.75 cfs @ 12.72 fps)
AL2=Orifice/Grate (Passes < 47.43 cfs potential flow)
3=Sharp-Crested Rectangular Weir(Passes < 622.75 cfs potential flow)

ProposedConditions
Prepared by HDR, Inc
HydroCAD® 10.00-25 s/n 07102 © 2019 HydroCAD Software Solutions LLC
700-
650-
6007"
5507"
5007"
4507
w 400�
350-_-
0
a 300-"
2501'
200—
150�
100"
50J
0
Pond Pond A2: Pond A2
Hyd rog raph
NRCC 24-hr B NRCC-100yr-24hr Rainfall=7.42"
Printed 10/27/2021
Page 23
49.76 c
•
0 10 20 30 40 50 60 70 80 90 100 110 120 130 140 150
+
+
+
r
1n#hwArea=125.300 ac -
Peak ,Elev=664. 3'
StorageT1r085,070icf -
-t
1-1
i
it
682_
680J
678:
6761"
674J
672-_"
w 670-
-
0 668"
666-
w
6647"
6621-
660J
658-
656-
654
r -
L
L
r
Time (hours)
Pond Pond A2: Pond A2
Stage -Discharge
r r
▪ 4-
4
r 7
L L
i
L
+
Tr
harp -Crested Rectangular Weir
L
r
r
L L
+
1
iL 1 L
0 20 40 60 80 100 120 140 160 180 200 220 240 260 280 300 320
Discharge (cfs)
C Inflow
❑ Primary
• Primary`

ProposedConditions
Prepared by HDR, Inc
HydroCAD® 10.00-25 s/n 07102 © 2019 HydroCAD Software Solutions LLC
682
6787-
676-
674-
672-
w -
▪ 670�
662=
660=
658-
656:
654
0
Pond Pond A2: Pond A2
Stage -Area -Storage
Surface/Horizontal/Wetted Area (sq-ft;
100,000 150,000 200,000
Custom Stage Data
NRCC 24-hr B NRCC-100yr-24hr Rainfall=7.42"
Printed 10/27/2021
Page 24
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 5,000,000 5,500,000
Storage (cubic -feet)
D Surface
❑ Storage

ProposedConditions NRCC 24-hr B NRCC-100yr-24hr Rainfall=7.42"
Prepared by HDR, Inc Printed 10/27/2021
HydroCAD® 10.00-25 s/n 07102 © 2019 HydroCAD Software Solutions LLC Page 25
Stage -Discharge for Pond Pond A2: Pond A2
Elevation Primary Elevation Primary
(feet) (cfs) (feet) (cfs)
654.00 0.00 669.60 271.84
654.30 0.55 669.90 273.16
654.60 2.09 670.20 274.49
654.90 4.43 670.50 275.80
655.20 7.34 670.80 277.11
655.50 10.54 671.10 278.42
655.80 13.60 671.40 279.72
656.10 15.87 671.70 281.01
656.40 17.90 672.00 282.29
656.70 19.72 672.30 283.57
657.00 21.39 672.60 284.85
657.30 22.94 672.90 286.12
657.60 24.39 673.20 287.38
657.90 25.76 673.50 288.64
658.20 27.06 673.80 289.89
658.50 28.30 674.10 291.14
658.80 29.49 674.40 292.38
659.10 30.63 674.70 293.62
659.40 31.73 675.00 294.85
659.70 32.79 675.30 296.07
660.00 33.82 675.60 297.29
660.30 34.82 675.90 298.51
660.60 35.80 676.20 299.72
660.90 36.74 676.50 300.93
661.20 37.67 676.80 302.13
661.50 38.57 677.10 303.32
661.80 39.45 677.40 304.52
662.10 44.44 677.70 305.70
662.40 74.24 678.00 306.89
662.70 118.58 678.30 308.06
663.00 173.58 678.60 309.24
663.30 237.46 678.90 310.41
663.60 243.73 679.20 311.57
663.90 245.21 679.50 312.73
664.20 246.69 679.80 313.89
664.50 248.15 680.10 315.04
664.80 249.61 680.40 316.19
665.10 251.05 680.70 317.33
665.40 252.49 681.00 318.47
665.70 253.92 681.30 319.61
666.00 255.34 681.60 320.74
666.30 256.76 681.90 321.87
666.60 258.17
666.90 259.57
667.20 260.96
667.50 262.34
667.80 263.72
668.10 265.09
668.40 266.45
668.70 267.81
669.00 269.16
669.30 270.50

ProposedConditions NRCC 24-hr B NRCC-100yr-24hr Rainfall=7.42"
Prepared by HDR, Inc Printed 10/27/2021
HydroCAD® 10.00-25 s/n 07102 © 2019 HydroCAD Software Solutions LLC Page 26
Stage -Area -Storage for Pond Pond A2: Pond A2
Elevation Surface Storage
(feet) (sq-ft) (cubic -feet)
Elevation Surface Storage
(feet) (sq-ft) (cubic -feet)
654.00 1,199 0 669.60 233,767 2,125,064
654.30 2,072 491 669.90 235,733 2,195,488
654.60 2,946 1,243 670.20 237,755 2,266,509
654.90 3,819 2,258 670.50 239,806 2,338,143
655.20 8,722 3,938 670.80 241,857 2,410,393
655.50 15,641 7,592 671.10 243,908 2,483,257
655.80 22,559 13,322 671.40 245,959 2,556,737
656.10 29,478 21,128 671.70 248,010 2,630,833
656.40 36,396 31,009 672.00 250,061 2,705,543
656.70 43,314 42,965 672.30 252,112 2,780,869
657.00 50,233 56,997 672.60 254,163 2,856,810
657.30 57,151 73,105 672.90 256,214 2,933,367
657.60 64,070 91,288 673.20 258,264 3,010,538
657.90 70,988 111,547 673.50 260,315 3,088,325
658.20 77,906 133,881 673.80 262,366 3,166,728
658.50 84,825 158,291 674.10 264,417 3,245,745
658.80 91,743 184,776 674.40 266,468 3,325,378
659.10 98,662 213,337 674.70 268,519 3,405,626
659.40 105,580 243,973 675.00 270,570 3,486,490
659.70 112,499 276,685 675.30 272,705 3,567,981
660.00 119,417 311,472 675.60 274,841 3,650,113
660.30 124,469 348,055 675.90 276,976 3,732,885
660.60 129,522 386,154 676.20 279,112 3,816,299
660.90 134,574 425,768 676.50 281,247 3,900,352
661.20 139,626 466,898 676.80 283,383 3,985,047
661.50 144,679 509,544 677.10 285,518 4,070,382
661.80 149,731 553,705 677.40 287,654 4,156,358
662.10 154,783 599,382 677.70 289,789 4,242,974
662.40 159,835 646,575 678.00 291,925 4,330,231
662.70 164,888 695,283 678.30 294,060 4,418,129
663.00 169,940 745,508 678.60 296,196 4,506,667
663.30 174,992 797,247 678.90 298,331 4,595,846
663.60 180,045 850,503 679.20 300,466 4,685,666
663.90 185,097 905,274 679.50 302,602 4,776,126
664.20 190,149 961,561 679.80 304,737 4,867,227
664.50 195,202 1,019,364 680.10 306,893 4,958,970
664.80 200,254 1,078,682 680.40 309,088 5,051,367
665.10 204,277 1,139,464 680.70 311,284 5,144,423
665.40 206,243 1,201,043 681.00 313,480 5,238,137
665.70 208,209 1,263,210 681.30 315,675 5,332,510
666.00 210,175 1,325,968 681.60 317,871 5,427,542
666.30 212,141 1,389,316 681.90 320,066 5,523,233
666.60 214,107 1,453,253
666.90 216,073 1,517,780
667.20 218,039 1,582,897
667.50 220,005 1,648,603
667.80 221,971 1,714,900
668.10 223,937 1,781,786
668.40 225,903 1,849,262
668.70 227,869 1,917,328
669.00 229,835 1,985,983
669.30 231,801 2,055,228

ProposedConditions NRCC 24-hr B NRCC-100yr-24hr Rainfall=7.42"
Prepared by HDR, Inc Printed 10/27/2021
HydroCAD® 10.00-25 s/n 07102 © 2019 HydroCAD Software Solutions LLC Page 27
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 = 334.36 cfs @ 13.08 hrs, Volume= 158.538 af, Atten= 74%, Lag= 40.6 min
Primary = 334.36 cfs @ 13.08 hrs, Volume= 158.538 af
Routing by Stor-Ind method, Time Span= 0.00-150.00 hrs, dt= 0.05 hrs
Peak Elev= 669.01' @ 13.08 hrs Surf.Area= 445,825 sf Storage= 3,199,137 cf
Plug -Flow detention time= 234.3 min calculated for 158.538 af (100% of inflow)
Center -of -Mass det. time= 233.4 min (1,015.0 - 781.6 )
Volume Invert Avail.Storage Storage Description
#1
Elevation
(feet)
654.00
655.00
660.00
665.00
670.00
675.00
680.00
685.00
688.00
654.00' 15,624,688 cf Custom Stage Data (Prismaticpsted below (Recalc)
Device Routing
Surf.Area
(sq-ft)
32,844
40,554
164,526
298,604
482,253
615,546
687,072
759,991
804,423
Invert
Inc.Store
(cubic -feet)
0
36,699
512,700
1,157,825
1,952,143
2,744,498
3,256,545
3,617,658
2,346,621
Outlet Devices
Cum.Store
(cubic -feet)
0
36,699
549,399
1,707,224
3,659,367
6,403,864
9,660,409
13,278,067
15,624,688
#1 Primary
#2 Device 1
#3 Device 1
654.00'
654.00'
664.00'
60.0" Round Culvert
L= 711.0' RCP, square edge headwall, Ke= 0.500
Inlet / Outlet Invert= 654.00' / 617.00' S= 0.0520'/' Cc= 0.900
n= 0.013, Flow Area= 19.63 sf
24.0" Vert. Orifice/Grate C= 0.600
40.0' long Sharp -Crested Rectangular Weir 0 End Contraction(s)
Primary OutFlow Max=334.35 cfs @ 13.08 hrs HW=669.01' (Free Discharge)
4-1=Culvert (Inlet Controls 334.35 cfs @ 17.03 fps)
AL2=Orifice/Grate (Passes < 56.61 cfs potential flow)
3=Sharp-Crested Rectangular Weir(Passes < 1,465.45 cfs potential flow)

ProposedConditions NRCC 24-hr B NRCC-100yr-24hr Rainfall=7.42"
Prepared by HDR, Inc Printed 10/27/2021
HydroCAD® 10.00-25 s/n 07102 © 2019 HydroCAD Software Solutions LLC Page 28
Pond Pond B1: Pond B1
Hyd rog raph
1,400_ .' l 11,275.64 ▪ cfs
—%
1,3007:-�
1,2007' '1
1,100��
900
8007:- r
700J ,1
600J '1�
500J
4007-
300-
200-
1007--
0
688
686�
684J
682J
680�
678J
676-
w 6747"
672�
O -
670J
w
LT,
666=
6641
662-
660-
658=
656_
654
334.36 cfs
Inrfipw-Are*=3-78:800-i7re-
L Poak iE1ew=969. 11-
StorgeT3,11199,137 icf
I T —1
T
1 i 1
0
10 20 30 40 50 60 70 80 90 100 110 120 130 140 150
Time (hours)
Pond Pond B1: Pond B1
Stage -Discharge
T
4
1
r
4
T
4
L
T
4
1
▪ r
▪ 4
r
H
T
4
T
r -4
4
i
4
4
Rectangular Weir
4
r
✓ -4
1
H
H
H
r -4
50 100 150 200 250 300 350 400 450 500
Discharge (cfs)
C Inflow
❑ Primary
• Primary`

ProposedConditions
Prepared by HDR, Inc
HydroCAD® 10.00-25 s/n 07102 © 2019 HydroCAD Software Solutions LLC
688-
686'
684'
682-
680�
678-
• 676'
w 674'
• 672"
6704
w 668�'
w 666 '
664-
662
660
658
656
654
Pond Pond B1: Pond B1
Stage -Area -Storage
Surface/Horizontal/Wetted Area (sq-ft;
100,000 200,000 300,000 400,000 500,000 600,000
Custom Stag
NRCC 24-hr B NRCC-100yr-24hr Rainfall=7.42"
Printed 10/27/2021
Page 29
700,000
0 2,000,000 4,000,000 6,000,000 8,000,000 10,000,000 12,000,000 14,000,000
Storage (cubic -feet)
• Surface
• Storage

ProposedConditions NRCC 24-hr B NRCC-100yr-24hr Rainfall=7.42"
Prepared by HDR, Inc Printed 10/27/2021
HydroCAD® 10.00-25 s/n 07102 © 2019 HydroCAD Software Solutions LLC Page 30
Stage -Discharge for Pond Pond B1: Pond B1
Elevation Primary Elevation Primary
(feet) (cfs) (feet) (cfs)
654.00 0.00 672.20 374.61
654.35 0.74 672.55 378.76
654.70 2.79 672.90 382.87
655.05 5.83 673.25 386.93
655.40 9.46 673.60 390.95
655.75 13.13 673.95 394.93
656.10 15.87 674.30 398.87
656.45 18.21 674.65 402.77
656.80 20.29 675.00 406.64
657.15 22.18 675.35 410.47
657.50 23.92 675.70 414.26
657.85 25.54 676.05 418.02
658.20 27.06 676.40 421.75
658.55 28.50 676.75 425.44
658.90 29.87 677.10 429.10
659.25 31.18 677.45 432.73
659.60 32.44 677.80 436.33
659.95 33.65 678.15 439.90
660.30 34.82 678.50 443.44
660.65 35.96 678.85 446.95
661.00 37.05 679.20 450.44
661.35 38.12 679.55 453.90
661.70 39.15 679.90 457.33
662.05 40.16 680.25 460.74
662.40 41.15 680.60 464.12
662.75 42.11 680.95 467.48
663.10 43.05 681.30 470.81
663.45 43.97 681.65 474.13
663.80 44.87 682.00 477.41
664.15 53.36 682.35 480.68
664.50 92.87 682.70 483.92
664.85 149.98 683.05 487.14
665.20 220.25 683.40 490.34
665.55 284.41 683.75 493.52
665.90 289.86 684.10 496.68
666.25 295.21 684.45 499.82
666.60 300.46 684.80 502.94
666.95 305.62 685.15 506.04
667.30 310.70 685.50 509.12
667.65 315.69 685.85 512.19
668.00 320.61 686.20 515.23
668.35 325.45 686.55 518.26
668.70 330.22 686.90 521.27
669.05 334.92 687.25 524.26
669.40 339.56 687.60 527.24
669.75 344.14 687.95 530.19
670.10 348.65
670.45 353.11
670.80 357.51
671.15 361.86
671.50 366.16
671.85 370.41

ProposedConditions NRCC 24-hr B NRCC-100yr-24hr Rainfall=7.42"
Prepared by HDR, Inc Printed 10/27/2021
HydroCAD® 10.00-25 s/n 07102 © 2019 HydroCAD Software Solutions LLC Page 31
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)
654.00 32,844 0 672.20 540,902 4,784,837
654.35 35,543 11,968 672.55 550,232 4,975,785
654.70 38,241 24,880 672.90 559,563 5,170,000
655.05 41,794 38,758 673.25 568,893 5,367,479
655.40 50,472 54,904 673.60 578,224 5,568,225
655.75 59,150 74,088 673.95 587,554 5,772,236
656.10 67,828 96,309 674.30 596,885 5,979,513
656.45 76,506 121,567 674.65 606,215 6,190,056
656.80 85,184 149,863 675.00 615,546 6,403,864
657.15 93,862 181,196 675.35 620,553 6,620,181
657.50 102,540 215,567 675.70 625,560 6,838,251
657.85 111,218 252,974 676.05 630,566 7,058,073
658.20 119,896 293,419 676.40 635,573 7,279,647
658.55 128,574 336,901 676.75 640,580 7,502,974
658.90 137,252 383,421 677.10 645,587 7,728,054
659.25 145,930 432,978 677.45 650,594 7,954,885
659.60 154,608 485,572 677.80 655,601 8,183,469
659.95 163,286 541,204 678.15 660,607 8,413,806
660.30 172,571 599,964 678.50 665,614 8,645,894
660.65 181,956 662,006 678.85 670,621 8,879,736
661.00 191,342 727,333 679.20 675,628 9,115,329
661.35 200,727 795,945 679.55 680,635 9,352,675
661.70 210,113 867,842 679.90 685,641 9,591,773
662.05 219,498 943,024 680.25 690,718 9,832,633
662.40 228,883 1,021,490 680.60 695,822 10,075,277
662.75 238,269 1,103,242 680.95 700,927 10,319,708
663.10 247,654 1,188,279 681.30 706,031 10,565,926
663.45 257,040 1,276,600 681.65 711,135 10,813,930
663.80 266,425 1,368,206 682.00 716,240 11,063,721
664.15 275,811 1,463,098 682.35 721,344 11,315,298
664.50 285,196 1,561,274 682.70 726,448 11,568,661
664.85 294,582 1,662,735 683.05 731,553 11,823,811
665.20 305,950 1,767,679 683.40 736,657 12,080,748
665.55 318,805 1,877,012 683.75 741,761 12,339,471
665.90 331,661 1,990,843 684.10 746,866 12,599,981
666.25 344,516 2,109,174 684.45 751,970 12,862,277
666.60 357,372 2,232,005 684.80 757,074 13,126,360
666.95 370,227 2,359,334 685.15 762,213 13,392,232
667.30 383,083 2,491,164 685.50 767,396 13,659,913
667.65 395,938 2,627,492 685.85 772,580 13,929,409
668.00 408,793 2,768,320 686.20 777,764 14,200,719
668.35 421,649 2,913,647 686.55 782,948 14,473,844
668.70 434,504 3,063,474 686.90 788,131 14,748,783
669.05 447,360 3,217,800 687.25 793,315 15,025,536
669.40 460,215 3,376,626 687.60 798,499 15,304,103
669.75 473,071 3,539,951 687.95 803,682 15,584,485
670.10 484,919 3,707,725
670.45 494,249 3,879,080
670.80 503,580 4,053,700
671.15 512,910 4,231,585
671.50 522,241 4,412,737
671.85 531,571 4,597,154

ProposedConditions NRCC 24-hr B NRCC-100yr-24hr Rainfall=7.42"
Prepared by HDR, Inc Printed 10/27/2021
HydroCAD® 10.00-25 s/n 07102 © 2019 HydroCAD Software Solutions LLC Page 32
Summary for Pond Pond B2: Pond B2
[79] Warning: Submerged Pond Pond B1 Primary device # 1 OUTLET by 2.89'
Inflow Area =
Inflow =
Outflow =
Primary =
304.800 ac, 0.00% Impervious, Inflow Depth = 6.62" for NRCC-100yr-24hr event
391.18 cfs @ 12.52 hrs, Volume= 168.094 af
343.10 cfs @ 13.54 hrs, Volume= 165.416 af, Atten= 12%, Lag= 61.2 min
343.10 cfs @ 13.54 hrs, Volume= 165.416 af
Routing by Stor-Ind method, Time Span= 0.00-150.00 hrs, dt= 0.05 hrs
Starting Elev= 614.00' Surf.Area= 215,641 sf Storage= 1,129,829 cf
Peak Elev= 619.89' @ 13.54 hrs Surf.Area= 255,149 sf Storage= 2,525,081 cf (1,395,252 cf above start)
Plug -Flow detention time= 799.6 min calculated for 139.479 af (83% of inflow)
Center -of -Mass det. time= 523.3 min (1,528.4 - 1,005.1 )
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' 3,076,805 cf Custom Stage Data (Prismaticpsted below (Recalc)
Device Routing
Surf.Area
(sq-ft)
145,274
185,216
199,241
232,041
243,810
255,804
268,025
Invert
Inc.Store
(cubic -feet)
0
330,490
384,457
862,564
475,851
499,614
523,829
Outlet Devices
Cum.Store
(cubic -feet)
0
330,490
714,947
1,577,511
2,053,362
2,552,976
3,076,805
#1 Primary
#2 Device 1
#3 Device 1
608.00'
614.00'
618.00'
66.0" Round Culvert
L= 280.0' RCP, square edge headwall, Ke= 0.500
Inlet / Outlet Invert= 608.00' / 606.50' S= 0.0054'/' Cc= 0.900
n= 0.013, Flow Area= 23.76 sf
8.0" Vert. Orifice/Grate C= 0.600
40.0' long Sharp -Crested Rectangular Weir 0 End Contraction(s)
Primary OutFlow Max=344.02 cfs @ 13.54 hrs HW=619.89' (Free Discharge)
4-1=Culvert (Passes 344.02 cfs of 345.28 cfs potential flow)
AL2=Orifice/Grate (Orifice Controls 3.96 cfs @ 11.35 fps)
3=Sharp-Crested Rectangular Weir(Weir Controls 340.06 cfs @ 4.50 fps)

ProposedConditions NRCC 24-hr B NRCC-100yr-24hr Rainfall=7.42"
Prepared by HDR, Inc Printed 10/27/2021
HydroCAD® 10.00-25 s/n 07102 © 2019 HydroCAD Software Solutions LLC Page 33
420
400�
380
360H'
340
320H
300H
280-
260H
71)
• 240J
3 220J
O 200=
• 180=
160
140H
120=
100=
80-
60-
40
20
0
Pond Pond B2: Pond B2
Hyd rog raph
L 1
1391.18 cfs
343.10 cfs
i r
1
i
T
L 1
Inflow-4re 304.800 ac--
▪ 4[ P$aEElev=61S.8a'
▪ Storage 2 525A)al1cf -
i
i
i
i
L 1 i 1 i L 1 i L 1 i
+ - - - 1 1 + 1 r - - - + 1 + - - - 1 +
r i i
1 1
-- 4-
1 i 1 i L 1
0 10 20 30 40 50 60 70 80 90
Time (hours)
100
1
110 120
Pond Pond B2: Pond B2
Stage -Discharge
1 i 1
130
140
150
622/
6211-
620-
6191-
618
617
616
0 615
ro
w 614
w
613
612
611
610
609
608
0
Sharp-Cre
Orifice/rate
r
ular Weir - - r
1
1
r
L
H
1
✓
1
r
L
r
50
100
150 200
Discharge (cfs)
250
300
350
U Inflow
• Primary
• Primary`

ProposedConditions
Prepared by HDR, Inc
HydroCAD® 10.00-25 s/n 07102 © 2019 HydroCAD Software Solutions LLC
Elevation (feet)
622:
621-
6207-
619-
618-
617-
616-
615-
614-
613-
612=
611=
610='�
609-
608
0
Pond Pond B2: Pond B2
NRCC 24-hr B NRCC-100yr-24hr Rainfall=7.42"
Printed 10/27/2021
Page 34
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
✓
L
✓
✓
Custom Stage Data
500,000
L L
L 1 r + LI r r 1
L
✓ i i r
✓ r 1 1 II-
+ T
1 T1 Ti i i 1 L ✓a
1,000,000
1,500,000 2,000,000
Storage (cubic -feet)
L I-iI
L L III
L -Ti
L L iI
2,500,000
3,000,000
u Surface
• Storage

ProposedConditions NRCC 24-hr B NRCC-100yr-24hr Rainfall=7.42"
Prepared by HDR, Inc Printed 10/27/2021
HydroCAD® 10.00-25 s/n 07102 © 2019 HydroCAD Software Solutions LLC Page 35
Stage -Discharge for Pond Pond B2: Pond B2
Elevation Primary Elevation Primary
(feet) (cfs) (feet) (cfs)
608.00 0.00 615.80 2.04
608.15 0.00 615.95 2.14
608.30 0.00 616.10 2.23
608.45 0.00 616.25 2.33
608.60 0.00 616.40 2.42
608.75 0.00 616.55 2.50
608.90 0.00 616.70 2.59
609.05 0.00 616.85 2.67
609.20 0.00 617.00 2.74
609.35 0.00 617.15 2.82
609.50 0.00 617.30 2.89
609.65 0.00 617.45 2.97
609.80 0.00 617.60 3.04
609.95 0.00 617.75 3.11
610.10 0.00 617.90 3.17
610.25 0.00 618.05 4.70
610.40 0.00 618.20 15.00
610.55 0.00 618.35 30.45
610.70 0.00 618.50 49.68
610.85 0.00 618.65 72.04
611.00 0.00 618.80 97.15
611.15 0.00 618.95 124.72
611.30 0.00 619.10 154.57
611.45 0.00 619.25 186.53
611.60 0.00 619.40 220.45
611.75 0.00 619.55 256.25
611.90 0.00 619.70 293.82
612.05 0.00 619.85 333.08
612.20 0.00 620.00 347.66
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 0.08 621.95 382.84
614.30 0.28
614.45 0.57
614.60 0.87
614.75 1.08
614.90 1.27
615.05 1.42
615.20 1.56
615.35 1.69
615.50 1.82
615.65 1.93

ProposedConditions NRCC 24-hr B NRCC-100yr-24hr Rainfall=7.42"
Prepared by HDR, Inc Printed 10/27/2021
HydroCAD® 10.00-25 s/n 07102 © 2019 HydroCAD Software Solutions LLC Page 36
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)
608.00 145,274 0 615.80 230,401 1,531,267
608.15 148,270 22,016 615.95 231,631 1,565,919
608.30 151,265 44,481 616.10 232,629 1,600,745
608.45 154,261 67,395 616.25 233,512 1,635,705
608.60 157,257 90,759 616.40 234,395 1,670,798
608.75 160,252 114,572 616.55 235,277 1,706,024
608.90 163,248 138,835 616.70 236,160 1,741,381
609.05 166,244 163,547 616.85 237,043 1,776,872
609.20 169,239 188,708 617.00 237,926 1,812,494
609.35 172,235 214,318 617.15 238,808 1,848,249
609.50 175,231 240,378 617.30 239,691 1,884,137
609.65 178,226 266,888 617.45 240,574 1,920,157
609.80 181,222 293,846 617.60 241,456 1,956,309
609.95 184,217 321,254 617.75 242,339 1,992,593
610.10 185,917 349,047 617.90 243,222 2,029,010
610.25 186,969 377,013 618.05 244,110 2,065,560
610.40 188,021 405,137 618.20 245,009 2,102,244
610.55 189,073 433,419 618.35 245,909 2,139,063
610.70 190,125 461,859 618.50 246,809 2,176,017
610.85 191,177 490,457 618.65 247,708 2,213,105
611.00 192,229 519,212 618.80 248,608 2,250,329
611.15 193,280 548,125 618.95 249,507 2,287,688
611.30 194,332 577,196 619.10 250,407 2,325,181
611.45 195,384 606,425 619.25 251,306 2,362,810
611.60 196,436 635,812 619.40 252,206 2,400,573
611.75 197,488 665,356 619.55 253,105 2,438,471
611.90 198,540 695,058 619.70 254,005 2,476,505
612.05 199,651 724,919 619.85 254,904 2,514,673
612.20 200,881 754,959 620.00 255,804 2,552,976
612.35 202,111 785,184 620.15 256,721 2,591,415
612.50 203,341 815,593 620.30 257,637 2,629,992
612.65 204,571 846,186 620.45 258,554 2,668,706
612.80 205,801 876,964 620.60 259,470 2,707,558
612.95 207,031 907,926 620.75 260,387 2,746,548
613.10 208,261 939,073 620.90 261,303 2,785,674
613.25 209,491 970,405 621.05 262,220 2,824,939
613.40 210,721 1,001,920 621.20 263,137 2,864,340
613.55 211,951 1,033,621 621.35 264,053 2,903,880
613.70 213,181 1,065,506 621.50 264,970 2,943,556
613.85 214,411 1,097,575 621.65 265,886 2,983,371
614.00 215,641 1,129,829 621.80 266,803 3,023,322
614.15 216,871 1,162,267 621.95 267,719 3,063,411
614.30 218,101 1,194,890
614.45 219,331 1,227,698
614.60 220,561 1,260,690
614.75 221,791 1,293,866
614.90 223,021 1,327,227
615.05 224,251 1,360,772
615.20 225,481 1,394,502
615.35 226,711 1,428,417
615.50 227,941 1,462,516
615.65 229,171 1,496,799

ProposedConditions NRCC 24-hr B NRCC-100yr-24hr Rainfall=7.42"
Prepared by HDR, Inc Printed 10/27/2021
HydroCAD® 10.00-25 s/n 07102 © 2019 HydroCAD Software Solutions LLC Page 37
Summary for Pond Pond Cl: 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 = 481.30 cfs @ 13.25 hrs, Volume= 282.572 af, Atten= 80%, Lag= 50.2 min
Primary = 481.30 cfs @ 13.25 hrs, Volume= 282.572 af
Routing by Stor-Ind method, Time Span= 0.00-150.00 hrs, dt= 0.05 hrs
Peak Elev= 678.25' @ 13.25 hrs Surf.Area= 670,631 sf Storage= 6,299,796 cf
Plug -Flow detention time= 310.1 min calculated for 282.478 af (100% of inflow)
Center -of -Mass det. time= 310.5 min (1,108.1 - 797.6 )
Volume Invert Avail.Storage Storage Description
#1 661.00'
Elevation
(feet)
661.00
665.00
670.00
675.00
680.00
685.00
687.00
Device Routing
13,811,938 cf
Surf.Area
(sq-ft)
7,231
191,751
407,591
556,523
732,156
951,742
1,122,149
Invert
Custom Stage Data (Prismaticpsted below (Recalc)
Inc.Store
(cubic -feet)
0
397,964
1,498,355
2,410,285
3,221,698
4,209,745
2,073,891
Outlet Devices
Cum.Store
(cubic -feet)
0
397,964
1,896,319
4,306,604
7,528,302
11,738,047
13,811,938
#1 Primary
#2 Device 1
#3 Device 1
661.00'
661.00'
671.00'
72.0" Round Culvert
L= 991.0' RCP, groove end w/headwall, Ke= 0.200
Inlet / Outlet Invert= 661.00' / 654.00' S= 0.0071 '/' Cc= 0.900
n= 0.013, Flow Area= 28.27 sf
24.0" Vert. Orifice/Grate C= 0.600
60.0' long Sharp -Crested Rectangular Weir 2 End Contraction(s)
Primary OutFlow Max=481.30 cfs @ 13.25 hrs HW=678.25' (Free Discharge)
4-1=Culvert (Barrel Controls 481.30 cfs @ 17.02 fps)
AL2=Orifice/Grate (Passes < 60.97 cfs potential flow)
3=Sharp-Crested Rectangular Weir(Passes < 3,736.13 cfs potential flow)

ProposedConditions NRCC 24-hr B NRCC-100yr-24hr Rainfall=7.42"
Prepared by HDR, Inc Printed 10/27/2021
HydroCAD® 10.00-25 s/n 07102 © 2019 HydroCAD Software Solutions LLC Page 38
Pond Pond Cl: Pond C1
Hyd rog raph
1
2,600- r
' 2,356.30 cfs
2,400-
2,200T-�
2,000J
1,8007:�
1,600:"�
0 1,400— r
3
0 1,200-
LT_
1,000- /r
800-
600L"
400-
200-
481.30 cfs
4-1
L
L
i
L
r
1
1
L 1 1
1
L
rrflOw-Are =533:300- c-
Peak ;Eiey=6/8.5'
Storage==,299,79T cf
1
L
L
r
L
r
r
1 1
r
T
L
L
L
10 20 30 40 50 60 70 80 90
Time (hours)
100 110 120 130 140 150
Pond Pond Cl: Pond C1
Stage -Discharge
687, 1 1 1 L
6864" 1 7 7 r
685
6844" r 1 1 1
683� z 1 1 L
682- Jr 1 7 7 r
681� 1 L
6804- Jr 1 1 7 r
679� )
678i- z -r i 7 7 r
1
677
w � 676':' r 1 1 1 1
6754- 1 1 11 L
� 0 674T 7 7
6734- z 1 1
672� r - - - - Sharp -Crested Rectangular Weir
w 6711'/t-- 1 1 1 1
670J T
669 /
6684-zT
667- k
6664- T
665i-1)-
6644- z I
663
662-
661
1 L 1 1
7 7 7 I 7 7
1 1 L 1 1
1 L 1
0 50 100 150 200 250 300 350 400 450 500 550
Discharge (cfs)
C Inflow
❑ Primary
• Primary`

ProposedConditions
Prepared by HDR, Inc
HydroCAD® 10.00-25 s/n 07102 © 2019 HydroCAD Software Solutions LLC
686-
684
682-
6807"
678-
w 676:
0 674J
is
w 672-
W -
670=
668-
666-
664
662
0
Pond Pond Cl: Pond C1
NRCC 24-hr B NRCC-100yr-24hr Rainfall=7.42"
Printed 10/27/2021
Page 39
Stage -Area -Storage
Surface/Horizontal/Wetted Area (sq-ft)
100,000 200,000 300,000 400,000 500,000 600,000 700,000 800,000 900,000 1,000,0001,100,000
+ I
Custom =6Dall
2,000,000
4,000,000
i II II
II II
L L L
+ + 7
II II
-11
L
Ir
6,000,000 8,000,000
Storage (cubic -feet)
10,000,000
12,000,000
D Surface
51 Storage

ProposedConditions NRCC 24-hr B NRCC-100yr-24hr Rainfall=7.42"
Prepared by HDR, Inc Printed 10/27/2021
HydroCAD® 10.00-25 s/n 07102 © 2019 HydroCAD Software Solutions LLC Page 40
Stage -Discharge for Pond Pond Cl: Pond C1
Elevation Primary Elevation Primary
(feet) (cfs) (feet) (cfs)
661.00 0.00 676.60 459.05
661.30 0.55 676.90 463.18
661.60 2.09 677.20 467.28
661.90 4.43 677.50 471.33
662.20 7.34 677.80 475.36
662.50 10.54 678.10 479.35
662.80 13.60 678.40 483.30
663.10 15.87 678.70 487.23
663.40 17.90 679.00 491.12
663.70 19.72 679.30 494.98
664.00 21.39 679.60 498.81
664.30 22.94 679.90 502.62
664.60 24.39 680.20 506.39
664.90 25.76 680.50 510.14
665.20 27.06 680.80 513.86
665.50 28.30 681.10 517.55
665.80 29.49 681.40 521.21
666.10 30.63 681.70 524.85
666.40 31.73 682.00 528.47
666.70 32.79 682.30 532.06
667.00 33.82 682.60 535.63
667.30 34.82 682.90 539.17
667.60 35.80 683.20 542.69
667.90 36.74 683.50 546.19
668.20 37.67 683.80 549.66
668.50 38.57 684.10 553.12
668.80 39.45 684.40 556.55
669.10 40.31 684.70 559.96
669.40 41.15 685.00 563.35
669.70 41.97 685.30 566.72
670.00 42.78 685.60 570.07
670.30 43.58 685.90 573.40
670.60 44.36 686.20 576.71
670.90 45.13 686.50 580.01
671.20 63.42 686.80 583.28
671.50 115.88
671.80 187.37
672.10 273.60
672.40 372.27
672.70 401.52
673.00 406.24
673.30 410.90
673.60 415.51
673.90 420.06
674.20 424.57
674.50 429.04
674.80 433.45
675.10 437.82
675.40 442.15
675.70 446.44
676.00 450.68
676.30 454.89

ProposedConditions NRCC 24-hr B NRCC-100yr-24hr Rainfall=7.42"
Prepared by HDR, Inc Printed 10/27/2021
HydroCAD® 10.00-25 s/n 07102 © 2019 HydroCAD Software Solutions LLC Page 41
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)
661.00 7,231 0 676.60 612,726 5,242,003
661.30 21,070 4,245 676.90 623,264 5,427,401
661.60 34,909 12,642 677.20 633,802 5,615,961
661.90 48,748 25,191 677.50 644,340 5,807,682
662.20 62,587 41,891 677.80 654,877 6,002,565
662.50 76,426 62,743 678.10 665,415 6,200,609
662.80 90,265 87,746 678.40 675,953 6,401,814
663.10 104,104 116,902 678.70 686,491 6,606,181
663.40 117,943 150,209 679.00 697,029 6,813,709
663.70 131,782 187,668 679.30 707,567 7,024,398
664.00 145,621 229,278 679.60 718,105 7,238,249
664.30 159,460 275,040 679.90 728,643 7,455,262
664.60 173,299 324,954 680.20 740,939 7,675,611
664.90 187,138 379,020 680.50 754,115 7,899,869
665.20 200,385 437,178 680.80 767,290 8,128,080
665.50 213,335 499,236 681.10 780,465 8,360,243
665.80 226,285 565,179 681.40 793,640 8,596,359
666.10 239,236 635,007 681.70 806,815 8,836,427
666.40 252,186 708,720 682.00 819,990 9,080,448
666.70 265,137 786,318 682.30 833,166 9,328,421
667.00 278,087 867,802 682.60 846,341 9,580,347
667.30 291,037 953,171 682.90 859,516 9,836,226
667.60 303,988 1,042,424 683.20 872,691 10,096,057
667.90 316,938 1,135,563 683.50 885,866 10,359,840
668.20 329,889 1,232,587 683.80 899,041 10,627,576
668.50 342,839 1,333,497 684.10 912,217 10,899,265
668.80 355,789 1,438,291 684.40 925,392 11,174,906
669.10 368,740 1,546,970 684.70 938,567 11,454,500
669.40 381,690 1,659,535 685.00 951,742 11,738,047
669.70 394,641 1,775,984 685.30 977,303 12,027,403
670.00 407,591 1,896,319 685.60 1,002,864 12,324,428
670.30 416,527 2,019,937 685.90 1,028,425 12,629,122
670.60 425,463 2,146,235 686.20 1,053,986 12,941,483
670.90 434,399 2,275,214 686.50 1,079,547 13,261,513
671.20 443,335 2,406,874 686.80 1,105,108 13,589,212
671.50 452,271 2,541,215
671.80 461,207 2,678,237
672.10 470,142 2,817,939
672.40 479,078 2,960,322
672.70 488,014 3,105,386
673.00 496,950 3,253,131
673.30 505,886 3,403,556
673.60 514,822 3,556,662
673.90 523,758 3,712,449
674.20 532,694 3,870,917
674.50 541,630 4,032,066
674.80 550,566 4,195,895
675.10 560,036 4,362,432
675.40 570,574 4,532,023
675.70 581,112 4,704,776
676.00 591,650 4,880,690
676.30 602,188 5,059,766

ProposedConditions NRCC 24-hr B NRCC-100yr-24hr Rainfall=7.42"
Prepared by HDR, Inc Printed 10/27/2021
HydroCAD® 10.00-25 s/n 07102 © 2019 HydroCAD Software Solutions LLC Page 42
Summary for Pond Pond C2: Pond C2
[79] Warning: Submerged Pond Pond C1 Primary device # 1 OUTLET by 2.12'
Inflow Area =
Inflow =
Outflow =
Primary =
533.800 ac, 0.00% Impervious, Inflow Depth = 6.35" for NRCC-100yr-24hr event
481.30 cfs @ 13.25 hrs, Volume= 282.572 af
411.13 cfs @ 16.20 hrs, Volume= 277.324 af, Atten= 15%, Lag= 177.1 min
411.13 cfs @ 16.20 hrs, Volume= 277.324 af
Routing by Stor-Ind method, Time Span= 0.00-150.00 hrs, dt= 0.05 hrs
Starting Elev= 650.00' Surf.Area= 386,547 sf Storage= 1,812,086 cf
Peak Elev= 656.12' @ 16.20 hrs Surf.Area= 437,782 sf Storage= 4,344,100 cf (2,532,014 cf above start)
Plug -Flow detention time= 752.0 min calculated for 235.724 af (83% of inflow)
Center -of -Mass det. time= 439.0 min (1,547.1 - 1,108.1 )
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' 4,955,750 cf Custom Stage Data (Prismatic)Listed below (Recalc)
Device Routing
Surf.Area
(sq-ft)
223,281
291,960
309,169
386,547
406,548
421,590
436,857
448,455
Invert
Inc.Store
(cubic -feet)
0
515,241
601,129
695,716
793,095
828,138
858,447
663,984
Outlet Devices
Cum.Store
(cubic -feet)
0
515,241
1,116,370
1,812,086
2,605,181
3,433,319
4,291,766
4,955,750
#1 Primary
#2 Device 1
#3 Device 1
644.00'
650.00'
653.00'
72.0" Round Culvert
L= 141.0' RCP, square edge headwall, Ke= 0.500
Inlet / Outlet Invert= 644.00' / 639.00' S= 0.0355'/' 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=411.13 cfs @ 16.20 hrs HW=656.12' (Free Discharge)
4-1=Culvert (Inlet Controls 411.13 cfs @ 14.54 fps)
AL2=Orifice/Grate (Passes < 6.27 cfs potential flow)
3=Sharp-Crested Rectangular Weir(Passes < 720.72 cfs potential flow)

ProposedConditions NRCC 24-hr B NRCC-100yr-24hr Rainfall=7.42"
Prepared by HDR, Inc Printed 10/27/2021
HydroCAD® 10.00-25 s/n 07102 © 2019 HydroCAD Software Solutions LLC Page 43
w
0
LL
500:"
4501"
400-
350L-
300-
250-
200-
150:-
100
50
657J
656—
655-
6541-
653
w 652
c 651
0
w 650
w
649
648
647
646
645
644
Pond Pond C2: Pond C2
Hyd rog raph
481.30 cfs
1.13 cfs
4
In low Arm =533.8-Oaae--
Peak-Eaev=656. t2'
Sto-rag-e: 43344,1 OO tcf- -
4
4
A OIL
10 20 30 40 50 60 70 80 90
Time (hours)
100 110 120 130 140 150
Pond Pond C2: Pond C2
Stage -Discharge
1
i4
T
Sharp -Crested Rectangular Weir
T
T
T
1
1
T
1
1
T
1
1
H
T
T
0
50
100
150
200 250
Discharge (cfs)
300
400
D Inflow
❑ Primary
• Primary`

ProposedConditions
Prepared by HDR, Inc
HydroCAD® 10.00-25 s/n 07102 © 2019 HydroCAD Software Solutions LLC
Elevation (feet)
50,000
Pond Pond C2: Pond C2
Stage -Area -Storage
Surface/Horizontal/Wetted Area (sq-ft)
100,000 150,000 200,000 250,000 300,000 350,000 400,000
+
657J
656J
655�
6547:'
6537-
652J
651��
650'.
649J
648-
647-
646:
645:
644
+
Custom Stage Data
+
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)
NRCC 24-hr B NRCC-100yr-24hr Rainfall=7.42"
Printed 10/27/2021
Page 44
Surface
❑ Storage

ProposedConditions NRCC 24-hr B NRCC-100yr-24hr Rainfall=7.42"
Prepared by HDR, Inc Printed 10/27/2021
HydroCAD® 10.00-25 s/n 07102 © 2019 HydroCAD Software Solutions LLC Page 45
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 NRCC 24-hr B NRCC-100yr-24hr Rainfall=7.42"
Prepared by HDR, Inc Printed 10/27/2021
HydroCAD® 10.00-25 s/n 07102 © 2019 HydroCAD Software Solutions LLC Page 46
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 2,524,071
644.15 228,432 33,878 651.95 406,048 2,584,866
644.30 233,583 68,530 652.10 407,300 2,645,873
644.45 238,734 103,953 652.25 408,428 2,707,053
644.60 243,885 140,150 652.40 409,556 2,768,402
644.75 249,036 177,119 652.55 410,685 2,829,920
644.90 254,187 214,860 652.70 411,813 2,891,607
645.05 259,337 253,375 652.85 412,941 2,953,464
645.20 264,488 292,662 653.00 414,069 3,015,490
645.35 269,639 332,721 653.15 415,197 3,077,684
645.50 274,790 373,553 653.30 416,325 3,140,049
645.65 279,941 415,158 653.45 417,453 3,202,582
645.80 285,092 457,536 653.60 418,582 3,265,285
645.95 290,243 500,686 653.75 419,710 3,328,157
646.10 292,820 544,480 653.90 420,838 3,391,198
646.25 294,111 588,500 654.05 421,972 3,454,408
646.40 295,402 632,713 654.20 423,117 3,517,790
646.55 296,692 677,120 654.35 424,262 3,581,343
646.70 297,983 721,721 654.50 425,407 3,645,068
646.85 299,274 766,515 654.65 426,552 3,708,965
647.00 300,565 811,503 654.80 427,697 3,773,034
647.15 301,855 856,685 654.95 428,842 3,837,274
647.30 303,146 902,060 655.10 429,987 3,901,686
647.45 304,437 947,628 655.25 431,132 3,966,270
647.60 305,727 993,391 655.40 432,277 4,031,026
647.75 307,018 1,039,347 655.55 433,422 4,095,953
647.90 308,309 1,085,496 655.70 434,567 4,161,052
648.05 311,103 1,131,877 655.85 435,712 4,226,323
648.20 316,907 1,178,978 656.00 436,857 4,291,766
648.35 322,710 1,226,949 656.15 438,017 4,357,382
648.50 328,514 1,275,791 656.30 439,177 4,423,171
648.65 334,317 1,325,503 656.45 440,336 4,489,135
648.80 340,120 1,376,086 656.60 441,496 4,555,272
648.95 345,924 1,427,539 656.75 442,656 4,621,583
649.10 351,727 1,479,863 656.90 443,816 4,688,069
649.25 357,530 1,533,057 657.05 444,976 4,754,728
649.40 363,334 1,587,122 657.20 446,135 4,821,561
649.55 369,137 1,642,057 657.35 447,295 4,888,569
649.70 374,940 1,697,863 657.50 448,455 4,955,750
649.85 380,744 1,754,539
650.00 386,547 1,812,086
650.15 388,047 1,870,181
650.30 389,547 1,928,500
650.45 391,047 1,987,045
650.60 392,547 2,045,814
650.75 394,047 2,104,809
650.90 395,547 2,164,029
651.05 397,048 2,223,473
651.20 398,548 2,283,143
651.35 400,048 2,343,037
651.50 401,548 2,403,157
651.65 403,048 2,463,502

ProposedConditions NRCC 24-hr B NRCC-100yr-24hr Rainfall=7.42"
Prepared by HDR, Inc Printed 10/27/2021
HydroCAD® 10.00-25 s/n 07102 © 2019 HydroCAD Software Solutions LLC Page 47
Summary for Pond PondA3: Pond A3
[79] Warning: Submerged Pond Pond Al Primary device # 1 OUTLET by 1.68'
[79] Warning: Submerged Pond Pond A2 Primary device # 1 OUTLET by 1.68'
Inflow Area =
Inflow =
Outflow =
Primary =
278.500 ac, 0.00% Impervious, Inflow Depth = 6.36" for NRCC-100yr-24hr event
662.71 cfs @ 12.46 hrs, Volume= 147.549 af
444.91 cfs @ 13.24 hrs, Volume= 146.988 af, Atten= 33%, Lag= 47.2 min
444.91 cfs @ 13.24 hrs, Volume= 146.988 af
Routing by Stor-Ind method, Time Span= 0.00-150.00 hrs, dt= 0.05 hrs
Starting Elev= 628.00' Surf.Area= 136,139 sf Storage= 662,262 cf
Peak Elev= 635.68' @ 13.24 hrs Surf.Area= 178,336 sf Storage= 1,878,755 cf (1,216,493 cf above start)
Plug -Flow detention time= 353.5 min calculated for 131.741 af (89% of inflow)
Center -of -Mass det. time= 248.9 min (1,125.7 - 876.7 )
Volume Invert Avail.Storage Storage Description
#1
Elevation
(feet)
622.00
626.00
628.00
630.00
632.00
634.00
636.00
638.00
622.00' 2,306,573 cf Custom Stage Data (Prismaticpsted below (Recalc)
Device Routing
Surf.Area
(sq-ft)
79,364
122,465
136,139
149,640
159,531
169,647
179,989
190,558
Invert
Inc.Store
(cubic -feet)
0
403,658
258,604
285,779
309,171
329,178
349,636
370,547
Outlet Devices
Cum.Store
(cubic -feet)
0
403,658
662,262
948,041
1,257,212
1,586,390
1,936,026
2,306,573
#1 Primary
#2 Device 1
#3 Device 1
622.00'
628.00'
631.00'
72.0" Round Culvert
L= 162.0' RCP, square edge headwall, Ke= 0.500
Inlet / Outlet Invert= 622.00' / 612.00' S= 0.0617'/' Cc= 0.900
n= 0.013, Flow Area= 28.27 sf
7.0" Vert. Orifice/Grate C= 0.600
40.0' long Sharp -Crested Rectangular Weir 2 End Contraction(s)
Primary OutFlow Max=444.89 cfs @ 13.24 hrs HW=635.68' (Free Discharge)
4-1=Culvert (Inlet Controls 444.89 cfs @ 15.73 fps)
AL2=Orifice/Grate (Passes < 3.50 cfs potential flow)
3=Sharp-Crested Rectangular Weir(Passes < 1,292.86 cfs potential flow)

ProposedConditions
Prepared by HDR, Inc
HydroCAD® 10.00-25 s/n 07102 © 2019 HydroCAD Software Solutions LLC
700-
650J
600-
550�
500J
450J
o 400-
0 350: 1
LL 300:
w
w
0
w
w
250J
200-
150J
100:
50:
0
0
638
637�
T
636J
6357-
634�
633�
632-
631
630
629 ./
628
627
626
625
624
623
Pond PondA3: Pond A3
Hyd rog raph
NRCC 24-hr B NRCC-100yr-24hr Rainfall=7.42"
Printed 10/27/2021
Page 48
r
444.91 cfs
10
(.,
20 30 40 50 60 70 80 90 100 110 120 130 140 150
Time (hours)
Inflow Arei=278.500 ac
Peak Elev=6' `-6a'--
Storagerfi,-078,755rcf- -
Pond PondA3: Pond A3
Stage -Discharge
Sharp -Crested Rect-
+
L
L
i
622. . ,
0
50
100 150 200 250 300
Discharge (cfs)
350
i
400
L
450
C Inflow
❑ Primary
• Primary`

ProposedConditions NRCC 24-hr B NRCC-100yr-24hr Rainfall=7.42"
Prepared by HDR, Inc Printed 10/27/2021
HydroCAD® 10.00-25 s/n 07102 © 2019 HydroCAD Software Solutions LLC Page 49
Elevation (feet)
638J
637J
636J
635�
634-T'
633-
632-
631��
630�
629�
628�
627�
626�
625=
624=
623=
622
20,000
' I '
40,000
lr
Pond PondA3: Pond A3
Stage -Area -Storage
Surface/Horizontal/Wetted Area (sq-ft)
60,000 80,000 100,000 120,000 140,000 160,000 180,000
-r
+
I+
I4-
IL
Custom Stage Data
r
L
4-1
0
500,000
1,000,000 1,500,000
Storage (cubic -feet)
2,000,000
Surface
❑ Storage

ProposedConditions NRCC 24-hr B NRCC-100yr-24hr Rainfall=7.42"
Prepared by HDR, Inc Printed 10/27/2021
HydroCAD® 10.00-25 s/n 07102 © 2019 HydroCAD Software Solutions LLC Page 50
Stage -Discharge for Pond PondA3: Pond A3
Elevation Primary Elevation Primary Elevation Primary Elevation Primary
(feet) (cfs) (feet) (cfs) (feet) (cfs) (feet) (cfs)
622.00 0.00 626.16 0.00 630.32 1.83 634.48 419.17
622.08 0.00 626.24 0.00 630.40 1.87 634.56 420.94
622.16 0.00 626.32 0.00 630.48 1.90 634.64 422.69
622.24 0.00 626.40 0.00 630.56 1.94 634.72 424.44
622.32 0.00 626.48 0.00 630.64 1.97 634.80 426.19
622.40 0.00 626.56 0.00 630.72 2.01 634.88 427.92
622.48 0.00 626.64 0.00 630.80 2.04 634.96 429.65
622.56 0.00 626.72 0.00 630.88 2.07 635.04 431.37
622.64 0.00 626.80 0.00 630.96 2.10 635.12 433.09
622.72 0.00 626.88 0.00 631.04 3.18 635.20 434.80
622.80 0.00 626.96 0.00 631.12 7.60 635.28 436.50
622.88 0.00 627.04 0.00 631.20 13.88 635.36 438.19
622.96 0.00 627.12 0.00 631.28 21.58 635.44 439.88
623.04 0.00 627.20 0.00 631.36 30.46 635.52 441.56
623.12 0.00 627.28 0.00 631.44 40.37 635.60 443.24
623.20 0.00 627.36 0.00 631.52 51.23 635.68 444.91
623.28 0.00 627.44 0.00 631.60 62.95 635.76 446.57
623.36 0.00 627.52 0.00 631.68 75.46 635.84 448.23
623.44 0.00 627.60 0.00 631.76 88.73 635.92 449.88
623.52 0.00 627.68 0.00 631.84 102.70 636.00 451.53
623.60 0.00 627.76 0.00 631.92 117.34 636.08 453.17
623.68 0.00 627.84 0.00 632.00 132.62 636.16 454.80
623.76 0.00 627.92 0.00 632.08 148.52 636.24 456.43
623.84 0.00 628.00 0.00 632.16 165.00 636.32 458.05
623.92 0.00 628.08 0.02 632.24 182.05 636.40 459.66
624.00 0.00 628.16 0.08 632.32 199.64 636.48 461.27
624.08 0.00 628.24 0.17 632.40 217.76 636.56 462.88
624.16 0.00 628.32 0.29 632.48 236.40 636.64 464.48
624.24 0.00 628.40 0.42 632.56 255.53 636.72 466.07
624.32 0.00 628.48 0.56 632.64 275.14 636.80 467.66
624.40 0.00 628.56 0.67 632.72 295.22 636.88 469.24
624.48 0.00 628.64 0.76 632.80 315.77 636.96 470.82
624.56 0.00 628.72 0.84 632.88 336.75 637.04 472.39
624.64 0.00 628.80 0.92 632.96 358.18 637.12 473.96
624.72 0.00 628.88 0.99 633.04 380.03 637.20 475.52
624.80 0.00 628.96 1.05 633.12 387.94 637.28 477.07
624.88 0.00 629.04 1.11 633.20 389.85 637.36 478.63
624.96 0.00 629.12 1.17 633.28 391.74 637.44 480.17
625.04 0.00 629.20 1.23 633.36 393.63 637.52 481.71
625.12 0.00 629.28 1.28 633.44 395.51 637.60 483.25
625.20 0.00 629.36 1.33 633.52 397.38 637.68 484.78
625.28 0.00 629.44 1.38 633.60 399.24 637.76 486.31
625.36 0.00 629.52 1.43 633.68 401.09 637.84 487.83
625.44 0.00 629.60 1.47 633.76 402.94 637.92 489.35
625.52 0.00 629.68 1.52 633.84 404.77 638.00 490.86
625.60 0.00 629.76 1.56 633.92 406.60
625.68 0.00 629.84 1.60 634.00 408.42
625.76 0.00 629.92 1.64 634.08 410.23
625.84 0.00 630.00 1.68 634.16 412.04
625.92 0.00 630.08 1.72 634.24 413.83
626.00 0.00 630.16 1.76 634.32 415.62
626.08 0.00 630.24 1.80 634.40 417.40

ProposedConditions NRCC 24-hr B NRCC-100yr-24hr Rainfall=7.42"
Prepared by HDR, Inc Printed 10/27/2021
HydroCAD® 10.00-25 s/n 07102 © 2019 HydroCAD Software Solutions LLC Page 51
Stage -Area -Storage for Pond PondA3: Pond A3
Elevation Surface Storage Elevation Surface Storage
(feet) (sq-ft) (cubic -feet) (feet) (sq-ft) (cubic -feet)
622.00 79,364 0 632.40 161,554 1,321,429
622.20 81,519 16,088 632.60 162,566 1,353,841
622.40 83,674 32,608 632.80 163,577 1,386,455
622.60 85,829 49,558 633.00 164,589 1,419,272
622.80 87,984 66,939 633.20 165,601 1,452,291
623.00 90,139 84,752 633.40 166,612 1,485,512
623.20 92,294 102,995 633.60 167,624 1,518,936
623.40 94,449 121,669 633.80 168,635 1,552,562
623.60 96,604 140,775 634.00 169,647 1,586,390
623.80 98,759 160,311 634.20 170,681 1,620,423
624.00 100,915 180,279 634.40 171,715 1,654,662
624.20 103,070 200,677 634.60 172,750 1,689,109
624.40 105,225 221,506 634.80 173,784 1,723,762
624.60 107,380 242,767 635.00 174,818 1,758,623
624.80 109,535 264,458 635.20 175,852 1,793,690
625.00 111,690 286,581 635.40 176,886 1,828,963
625.20 113,845 309,134 635.60 177,921 1,864,444
625.40 116,000 332,119 635.80 178,955 1,900,132
625.60 118,155 355,534 636.00 179,989 1,936,026
625.80 120,310 379,381 636.20 181,046 1,972,129
626.00 122,465 403,658 636.40 182,103 2,008,444
626.20 123,832 428,288 636.60 183,160 2,044,971
626.40 125,200 453,191 636.80 184,217 2,081,708
626.60 126,567 478,368 637.00 185,274 2,118,657
626.80 127,935 503,818 637.20 186,330 2,155,818
627.00 129,302 529,542 637.40 187,387 2,193,189
627.20 130,669 555,539 637.60 188,444 2,230,773
627.40 132,037 581,809 637.80 189,501 2,268,567
627.60 133,404 608,353 638.00 190,558 2,306,573
627.80 134,772 635,171
628.00 136,139 662,262
628.20 137,489 689,625
628.40 138,839 717,258
628.60 140,189 745,160
628.80 141,539 773,333
629.00 142,890 801,776
629.20 144,240 830,489
629.40 145,590 859,472
629.60 146,940 888,725
629.80 148,290 918,248
630.00 149,640 948,041
630.20 150,629 978,068
630.40 151,618 1,008,293
630.60 152,607 1,038,715
630.80 153,596 1,069,336
631.00 154,586 1,100,154
631.20 155,575 1,131,170
631.40 156,564 1,162,384
631.60 157,553 1,193,795
631.80 158,542 1,225,405
632.00 159,531 1,257,212
632.20 160,543 1,289,219

ProposedConditions NRCC 24-hr B NRCC-100yr-24hr Rainfall=7.42"
Prepared by HDR, Inc Printed 10/27/2021
HydroCAD® 10.00-25 s/n 07102 © 2019 HydroCAD Software Solutions LLC Page 52
Summary for Link A: Outfall A
Inflow Area = 315.500 ac, 0.00% Impervious, Inflow Depth > 6.16" for NRCC-100yr-24hr event
Inflow = 530.35 cfs @ 12.42 hrs, Volume= 161.965 af
Primary = 530.35 cfs @ 12.42 hrs, Volume= 161.965 af, Atten= 0%, Lag= 0.0 min
Primary outflow = Inflow, Time Span= 0.00-150.00 hrs, dt= 0.05 hrs
550--
500J
450-
4007-
350:-
300-
250:
200-
150-
50-
Link A: Outfall A
Hyd rog raph
4
Inflow 4re4=345.4O0 c--
4
10 20 30 40 50 60 70 80 90 100 110 120 130 140 150
Time (hours)
C Inflow
❑ Primary

ProposedConditions NRCC 24-hr B NRCC-100yr-24hr Rainfall=7.42"
Prepared by HDR, Inc Printed 10/27/2021
HydroCAD® 10.00-25 s/n 07102 © 2019 HydroCAD Software Solutions LLC Page 53
Inflow Area =
Inflow =
Primary =
374.300 ac,
387.42 cfs @
387.42 cfs @
Primary outflow = Inflow, Time
420
400J
380
3601-
340
320
300
280
260
240
220 �
200 �
180=
160-
140=
120
100
80-
60-
40-
207
0
Summary for Link B: Total DA B
0.00% Impervious, Inflow Depth > 6.12" for NRCC-100yr-24hr event
13.21 hrs, Volume= 190.960 af
13.21 hrs, Volume= 190.960 af, Atten= 0%, Lag= 0.0 min
Span= 0.00-150.00 hrs, dt= 0.05 hrs
Link B: Total DA B
Hyd rog raph
r
L
387.42 cfs
87.42 cfs
10 20 30
L
L
L
i
Y
T
Y
i
i
r
iT
Inflow-Are==3-x4. O0 ac--
L L
r f
i
it
L L
r f
i L
+
r r
L L i
L
L
L
i
L
L
����ii:�% f
40 50 60 70 80 90 100 110 120 130 140 150
Time (hours)
C Inflow
❑ Primary

ProposedConditions NRCC 24-hr B NRCC-100yr-24hr Rainfall=7.42"
Prepared by HDR, Inc Printed 10/27/2021
HydroCAD® 10.00-25 s/n 07102 © 2019 HydroCAD Software Solutions LLC Page 54
Summary for Link C: Total DA C
Inflow Area = 878.800 ac, 0.00% Impervious, Inflow Depth > 5.52" for NRCC-100yr-24hr event
Inflow = 910.75 cfs @ 13.00 hrs, Volume= 404.124 af
Primary = 910.75 cfs @ 13.00 hrs, Volume= 404.124 af, Atten= 0%, Lag= 0.0 min
Primary outflow = Inflow, Time Span= 0.00-150.00 hrs, dt= 0.05 hrs
1,000- ,
950
900
850-
800-
750
700�
650='�,
600H
N
o ▪ - 550J
500
LL
450
400='�
350H
300
250�
200=
150='�
100H
50-
0"
Link C: Total DA C
Hyd rog raph
910.75 c
10.75 cfs
/
r
1
44-
1
r-4 1 L 1 L -4 r
+ + + + +
r T i L T i L T T i r
L
1
L 1 L
r L L
+---+ i r---+ i r---+---+
1
L 1 i L 1 1
10 20 30 40 50 60 70 80 90
Time (hours)
r
r
r
i1
100 110 120 130 140 150
C Inflow
❑ Primary

ProposedConditions NRCC 24-hr B NRCC-10yr-24hr Rainfall=5.04"
Prepared by HDR, Inc Printed 10/27/2021
HydroCAD® 10.00-25 s/n 07102 © 2019 HydroCAD Software Solutions LLC Page 55
Time span=0.00-150.00 hrs, dt=0.05 hrs, 3001 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
SubcatchmentAl-B: A2
SubcatchmentA3.U: DA Al
SubcatchmentA4.U: DA A2
SubcatchmentBl: B1-A
SubcatchmentB2.U: B2
SubcatchmentB3.U: DA B1
SubcatchmentCl: Cl -A
SubcatchmentC2.U: DA Cl
Pond Pond Al: Pond Al
Pond Pond A2: Pond A2
Pond Pond B1: Pond B1
Pond Pond B2: Pond B2
Pond Pond Cl: Pond Cl
Pond Pond C2: Pond C2
Pond PondA3: 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=26.000 ac 0.00% Impervious Runoff Depth=2.40"
Tc=30.0 min CN=74 Runoff=45.75 cfs 5.192 af
RunoffArea=69.500 ac 0.00% Impervious Runoff Depth=2.40"
Tc=30.0 min CN=74 Runoff=122.30 cfs 13.878 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
RunoffArea=345.000 ac 0.00% Impervious Runoff Depth=2.40"
Tc=60.0 min CN=74 Runoff=405.40 cfs 68.891 af
Peak Elev=691.23' Storage=616,734 cf Inflow=364.42 cfs 35.975 af
Outflow=144.53 cfs 35.975 af
Peak EIev=663.05' Storage=753,575 cf Inflow=420.37 cfs 46.561 af
Outflow=183.91 cfs 46.561 af
Peak EIev=666.03' Storage=2,033,711 cf Inflow=851.32 cfs 103.601 af
Outflow=291.82 cfs 103.601 af
Peak EIev=619.51' Storage=2,428,516 cf Inflow=319.36 cfs 108.793 af
Outflow=246.82 cfs 106.220 af
Peak EIev=674.01' Storage=3,768,806 cf Inflow=1,527.46 cfs 178.864 af
Outflow=421.68 cfs 178.864 af
Peak EIev=654.97' Storage=3,843,838 cf Inflow=421.68 cfs 178.864 af
Outflow=364.18 cfs 173.738 af
Peak EIev=632.92' Storage=1,405,428 cf Inflow=397.22 cfs 94.073 af
Outflow=346.43 cfs 93.518 af

ProposedConditions
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 10/27/2021
Page 56
Link A: Outfall A
Link B: Total DA B
Link C: Total DA C
Inflow=373.38 cfs 101.983 af
Primary=373.38 cfs 101.983 af
Inflow=267.48 cfs 120.098 af
Primary=267.48 cfs 120.098 af
Inflow=470.45 cfs 242.628 af
Primary=470.45 cfs 242.628 af
Total Runoff Area = 1,568.600 ac Runoff Volume = 472.965 af Average Runoff Depth = 3.62"
100.00% Pervious = 1,568.600 ac 0.00% Impervious = 0.000 ac

ProposedConditions NRCC 24-hr B NRCC-10yr-24hr Rainfall=5.04"
Prepared by HDR, Inc Printed 10/27/2021
HydroCAD® 10.00-25 s/n 07102 © 2019 HydroCAD Software Solutions LLC Page 57
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= 0.00-150.00 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,
400_
Subcatchment Al: Al -A
Hydrograph
380-- a 364.42 0
360=- - -
340- -
320J k - -
300;:" - -
280� fi - -
2607:" - -
• 240i" _ _
r., 220J�
200
LT_ 180- -
160J - -
140' --
1207:- z k - -
100� _ - -
80 = _ _
60� fi - -
40
20=
0'
sI
L
r
T
1
i 1 L 1 L 1
RCCL24-hr $ _
1NRC- F6yr=24hr Rainfaih5.-04'1-
rt
Runoff Area=9*.300 ac
Runoff Vorurne=35.975 af -
RinofrDep =4..5" -
1
1
4
rt
rt
Tc O0rnin-
C Nfi94 -
L 1 L 1
L 1 L -
L 1 L H
✓ 1 r y
r
10 20 30 40 50 60 70 80 90 100 110 120 130 140 150
Time (hours)
• Runoff

ProposedConditions NRCC 24-hr B NRCC-10yr-24hr Rainfall=5.04"
Prepared by HDR, Inc Printed 10/27/2021
HydroCAD® 10.00-25 s/n 07102 © 2019 HydroCAD Software Solutions LLC Page 58
Summary for Subcatchment Al-B: 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= 0.00-150.00 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 Al-B: A2
Hydrograph
" 460
440/
420/
400 - t -
380�-
360� 1 - -
340�z)---
320/ fi -
300� - -
280,L--
260J -
240-
0 220' -
'� 200/ -
180� -
160��k-
140��T--
120 1� - -
100= k--
80s
60'
40-
20=
L
420.37 c
0
-NIRC▪ CIF24=Fir $ -
L [--------1
t
r 1 r
T 1 L 1 T
1
1NR C-1-0;yr-24hr R;ainfa1F=_5.Q47 _
ROoftArea-=1r20 00-ac
r
4- 1 L 1 4- 1 -L
• 1 r 1 1
Runoff Volurhe=4116.561-af -
RunoffDept =4 46"-
7TC=15 nin-
1 1 L 1 L L
L r L L -r
LCNs�S-11
-
T
10 20
T 1 1 T 1 7 1 7 7 7 7 7
T 1 7 1 T 1 7 1 7 17 I 1I I
L
4
30 40 50 60 70 80 90
Time (hours)
100 110 120 130 140 150
• Runoff

ProposedConditions NRCC 24-hr B NRCC-10yr-24hr Rainfall=5.04"
Prepared by HDR, Inc Printed 10/27/2021
HydroCAD® 10.00-25 s/n 07102 © 2019 HydroCAD Software Solutions LLC Page 59
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= 0.00-150.00 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,
0
LL
L
Subcatchment A3.U: DA Al
Hydrograph
L I
y r 1 r 1
105J I 102.04 cfs I I I I
100J z 1�RCC24-hrB_
95�
90•'=" T
85�z ---/ I I I I I I I
80 ---
75�zz ---/
70'.:' I
65�
60'.:' r-- ti
I I t -r-r r r -
554 ; I 1 1 I I V ITr/ 6
50J
45� - -
404"/,r--
35�� --
30
25 z T--
20
r
/---r
4-
rt
NRCC= -Gyr-24hr Rainfall=5 4" -
r
141
r
Ou-no f-Area =5 3.SOd ac -
RurnIoff Vorurhe=11.531~af -
r r r
Reno# Depth=2 riZ" -
L L Tc= o in in -
I i t
I 1 -
IIr I Ir rI
44
r r r T I r 71 -
LI1 1 1 L 1 L J
I
(70/T (
10 20 30 40 50 60 70 80 90 100 110 120 130 140 150
Time (hours)
• Runoff

ProposedConditions NRCC 24-hr B NRCC-10yr-24hr Rainfall=5.04"
Prepared by HDR, Inc Printed 10/27/2021
HydroCAD® 10.00-25 s/n 07102 © 2019 HydroCAD Software Solutions LLC Page 60
Summary for Subcatchment A4.U: DA A2
Runoff = 87.90 cfs @ 12.32 hrs, Volume=
8.466 af, Depth= 2.75"
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-150.00 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
95'
85
80
75='�
70
65
60=-'
55' --
3 50= --
2 45- - -
LL
40
35
30-'�
25 =."
20
15=-'
10
5_
Icfs
--/
/
T
4
rt
rt
Y
T
T
4
NRCC-241ir 1
+ + + + I 4
JAI RCC 11yr-24hr- Rainfa1L=5.114"- -
turroff-Area=3 .fl00 ac -
Runoff Vok me=8.466 af
r
RpnafitDep$h=2.7i" -
-Tc= 2.O-mi t-
Y r r r CNi
y.I �Y
T
YTi
IT
T T T
20 30 40 50 60 70 80 90
Time (hours)
Ti
1 i i
7
• Runoff

ProposedConditions NRCC 24-hr B NRCC-10yr-24hr Rainfall=5.04"
Prepared by HDR, Inc Printed 10/27/2021
HydroCAD® 10.00-25 s/n 07102 © 2019 HydroCAD Software Solutions LLC Page 61
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= 0.00-150.00 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,
Subcatchment B1: B1-A
Hydrograph
950 _
900i- 851.32 cfs
850; IL---/-
800�� ---✓
75O
700-
650- -
600z�
550
500L-
450="
400E
350E _ _
300�
250
200E
150
100E
50-
r
L
L
L
L
L
L
RCCIL24-1 r $ -
NRQC- f0lyr-24hr RainfalF=5.-04" -
RunoflArea=27d.80d ac
Runoff VdFume=10'3.60�'I-af-
▪ R fff Dep=4.-1 6" -
J L
L L
TC= O-0min
—
L L
CNr95
10 20 30 40 50 60 70 80 90 100 110 120 130 140 150
Time (hours)
• Runoff

ProposedConditions NRCC 24-hr B NRCC-10yr-24hr Rainfall=5.04"
Prepared by HDR, Inc Printed 10/27/2021
HydroCAD® 10.00-25 s/n 07102 © 2019 HydroCAD Software Solutions LLC Page 62
Summary for Subcatchment B2.U: B2
Runoff = 45.75 cfs @ 12.44 hrs, Volume=
5.192 af, Depth= 2.40"
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-150.00 hrs, dt= 0.05 hrs
NRCC 24-hr B NRCC-10yr-24hr Rainfall=5.04"
Area (ac) CN Description
26.000 74
26.000 100.00% Pervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
30.0 Direct Entry,
Subcatchment B2.U: B2
Hydrograph
50; - 1
48 ;" -1 45.75 cf I
46 - ---_�
44" T
42'
40"
38
36° T--
34
32 T--
- 30
28- -
26 �H
0 24
LL 22 ---
20; T--
18=
16� --
14
8� -
2-
1 1
L L J L 1 1
1 L L t' RCC-24-ir
1 7
1
7
1
r
7 r 7
-d RCC-9eyr-24 r- Ra-infalF -5.p4„ -
r
-r
i
-unOff-Area=2-4.00or ac -
RUnoff_Ato[dme=5.T92_af _
1
R noff; Depth=2.4014 -
+ + + + r CN,74-
~ +1
+
+ + +
(
10 20 30 40 50 60 70 80 90 100 110 120 130 140 150
Time (hours)
• Runoff

ProposedConditions NRCC 24-hr B NRCC-10yr-24hr Rainfall=5.04"
Prepared by HDR, Inc Printed 10/27/2021
HydroCAD® 10.00-25 s/n 07102 © 2019 HydroCAD Software Solutions LLC Page 63
Summary for Subcatchment B3.U: DA B1
Runoff = 122.30 cfs @ 12.44 hrs, Volume=
13.878 af, Depth= 2.40"
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-150.00 hrs, dt= 0.05 hrs
NRCC 24-hr B NRCC-10yr-24hr Rainfall=5.04"
Area (ac) CN Description
69.500 74
69.500 100.00% Pervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
30.0 Direct Entry,
Subcatchment B3.U: DA B1
Hydrograph
130—
120—
110—
100
90
fi
80J
7- 01"
O
LT_ 60��
50-
40-
L--
30-
L-
20
10_
122.30 cfs
/
NRCC
24-hr B
L
L
L
4
rt
NRCC-10
yr-24hr Rainfall=5.04"
Runoff .50d ac
RuofFVorurhe=13.878 of -
Ri rroff Depth-2. O,i -
▪ Tc=300rnin-
L
L
4
rt
CN 74
L L L
L - L
10 20 30 40 50 60 70 80 90
Time (hours)
100
110 120
130
140
150
• Runoff

ProposedConditions NRCC 24-hr B NRCC-10yr-24hr Rainfall=5.04"
Prepared by HDR, Inc Printed 10/27/2021
HydroCAD® 10.00-25 s/n 07102 © 2019 HydroCAD Software Solutions LLC Page 64
Summary for Subcatchment C1: Cl-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= 0.00-150.00 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,
1,700_
Subcatchment Cl: Cl-A
Hydrograph
+ H +
1
1 ,600/ 1 1,527.46 cfs
1,500' z
1,400' ',
1,3007"
1,200L:"
1,100'z 1
1,000 -/ -
900
800/
700'
600J
500-
400-
300=
200-
1 00-
0
a
1
1
T1
'1
+
LI
H
LI
H H H
L i
NIRCCI24-fir B
r 1 r 1
NRCC-10Yr-24hr Rainfall IL=_54 4" _
-Runoff) Area= 533.SIIA _ac -
+
R-undff V61umle=1718:864-af -
RuXroff-pepth=4.p2"
L —ITc 0.O m in -
CN--91
+
1
H
1
10 20 30 40 50 60 70 80 90 100 110 120 130 140 150
Time (hours)
• Runoff

ProposedConditions NRCC 24-hr B NRCC-10yr-24hr Rainfall=5.04"
Prepared by HDR, Inc Printed 10/27/2021
HydroCAD® 10.00-25 s/n 07102 © 2019 HydroCAD Software Solutions LLC Page 65
Summary for Subcatchment C2.U: DA C1
Runoff = 405.40 cfs @ 12.84 hrs, Volume=
68.891 af, Depth= 2.40"
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-150.00 hrs, dt= 0.05 hrs
NRCC 24-hr B NRCC-10yr-24hr Rainfall=5.04"
Area (ac) CN Description
* 345.000 74
345.000 100.00% Pervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
60.0 Direct Entry,
0
LL
Subcatchment C2.U: DA C1
Hydrograph
440�
420-
400-
380
360-
340
320
300
280
260J T -
240J
220
200
180
160=
140
120 - -
100 --
80
60
40
20
0
1
r T r 7 1 4 4 4 4
A 405.40 cfs
RAC 24-qr1-
I
r
r
1-
r
t
NRQC--1- yr-24hrRainf-apI=5 4"-
RWnof Area=84$-0AA -ac -
r Ruhofif VoFurihe=68.891-af -
RinoffDepth=2.40" -
�cHi0.0 min
r r r
-CNfi74-
- L
+--------r--------+--------+--------+----+---+----+---+
r i 1- i r i - i -4 41 -4
r r i r i i r r
10 20 30 40 50 60 70 80 90
Time (hours)
100
110 120
130
140
150
• Runoff

ProposedConditions NRCC 24-hr B NRCC-10yr-24hr Rainfall=5.04"
Prepared by HDR, Inc Printed 10/27/2021
HydroCAD® 10.00-25 s/n 07102 © 2019 HydroCAD Software Solutions LLC Page 66
Inflow Area =
Inflow =
Outflow =
Primary =
Summary for Pond Pond Al: Pond Al
99.300 ac, 0.00% Impervious, Inflow Depth = 4.35" for NRCC-10yr-24hr event
364.42 cfs @ 12.29 hrs, Volume= 35.975 af
144.53 cfs @ 12.64 hrs, Volume= 35.975 af, Atten= 60%, Lag= 21.0 min
144.53 cfs @ 12.64 hrs, Volume= 35.975 af
Routing by Stor-Ind method, Time Span= 0.00-150.00 hrs, dt= 0.05 hrs
Peak Elev= 691.23' @ 12.64 hrs Surf.Area= 140,559 sf Storage= 616,734 cf
Plug -Flow detention time= 126.3 min calculated for 35.963 af (100% of inflow)
Center -of -Mass det. time= 126.7 min (913.5 - 786.9 )
Volume Invert Avail.Storage Storage Description
#1
Elevation
(feet)
684.00
685.00
690.00
695.00
700.00
705.00
707.00
684.00' 3,443,510 cf Custom Stage Data (Prismaticpsted below (Recalc)
Device Routing
Surf.Area
(sq-ft)
20,259
33,608
134,826
158,221
183,012
209,199
220,065
Invert
Inc.Store
(cubic -feet)
0
26,934
421,085
732,618
853,083
980,528
429,264
Outlet Devices
Cum.Store
(cubic -feet)
0
26,934
448,019
1,180,636
2,033,719
3,014,246
3,443,510
#1 Primary
#2 Device 1
#3 Device 1
684.00'
684.00'
690.00'
60.0" Round Culvert
L= 3,854.0' RCP, square edge headwall, Ke= 0.500
Inlet / Outlet Invert= 684.00' / 634.00' S= 0.0130'/' Cc= 0.900
n= 0.013, Flow Area= 19.63 sf
24.0" Vert. Orifice/Grate C= 0.600
24.0' long Sharp -Crested Rectangular Weir 0 End Contraction(s)
Primary OutFlow Max=143.88 cfs @ 12.64 hrs HW=691.22' (Free Discharge)
4-1=Culvert (Passes 143.88 cfs of 205.46 cfs potential flow)
AL2=Orifice/Grate (Orifice Controls 37.74 cfs @ 12.01 fps)
3=Sharp-Crested Rectangular Weir(Weir Controls 106.15 cfs @ 3.62 fps)

ProposedConditions
Prepared by HDR, Inc
HydroCAD® 10.00-25 s/n 07102 © 2019 HydroCAD Software Solutions LLC
Elevation (feet)
400-
380
360�
340�
320
300
280
260
240
220-
200=T-
180
160�
140
120
100J
80=
60-
40-
20
0
NRCC 24-hr B NRCC-10yr-24hr Rainfall=5.04"
Printed 10/27/2021
Page 67
Pond Pond Al: Pond Al
Hyd rog raph
144.53 cfs
• ^(•
0 10 20
L
1
1
i
T
1
4
1
inflow
L
30 40 50 60 70 80 90
Time (hours)
706=" L L L
705� r -
� 1
704�
703J L L L L L
702J fi
Arra= -9.3OE pc
1 T 1 I T
P-eak-€lev=6-91-.23'
$to -agp=&l6,734'cf--
1
1
1
4- -1
T
4-
100 110 120 130 140 150
Pond Pond Al: Pond Al
Stage -Discharge
r
r T T T 1
r t
t
+1 +1 +
701
1 1
1 1
1 1 1 1 1 1 1
700=." I I I I I I I I I I I I I I
= i l I I I I I I I
699J fi + + + +-11
698� I I I I I I I I I I
697�
695T 1-1
6944"
693J---+---+--_+--
692
I I I I I I I I I I I I iI
TT___� _ � -r T T T I I
691 = -- - Sharp -Crested Rectangular Weir 1
690= L
689-
688=
687- L L L L I I I I L L L L L L
z I 1 1 I I I I I I I
686- r--+---+---+
685 a/Grate
684
0 20 40 60 80 100 120 140 160 180 200 220 240 260 280 300 320
Discharge (cfs)
D Inflow
❑ Primary
• Primary`

ProposedConditions
Prepared by HDR, Inc
HydroCAD® 10.00-25 s/n 07102 © 2019 HydroCAD Software Solutions LLC
Elevation (feet)
707
706
705i-
704
703
702J
z 701i'
700-
699
698
697
696
695=
694-
693-
692
691°
690=
689°
6884',
687=
686°
6854
684
0
Pond Pond Al: Pond Al
NRCC 24-hr B NRCC-10yr-24hr Rainfall=5.04"
Printed 10/27/2021
Page 68
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
L L
I- r r I- I r I I r
L J L L I L I I
+ - - I I I
- - - - I + - I - - +
r
H H -r I r
L r
L L L
r r
L L
Custom Stage Data ,
500,000
1,000,000
1,500,000 2,000,000
Storage (cubic -feet)
2,500,000
3,000,000
r
L
• Surface`
• Storage

ProposedConditions NRCC 24-hr B NRCC-10yr-24hr Rainfall=5.04"
Prepared by HDR, Inc Printed 10/27/2021
HydroCAD® 10.00-25 s/n 07102 © 2019 HydroCAD Software Solutions LLC Page 69
Stage -Discharge for Pond Pond Al: Pond Al
Elevation Primary Elevation Primary
(feet) (cfs) (feet) (cfs)
684.00 0.00 697.00 303.24
684.25 0.39 697.25 303.89
684.50 1.48 697.50 304.54
684.75 3.17 697.75 305.19
685.00 5.35 698.00 305.84
685.25 7.86 698.25 306.49
685.50 10.54 698.50 307.13
685.75 13.13 698.75 307.78
686.00 15.13 699.00 308.42
686.25 16.91 699.25 309.06
686.50 18.53 699.50 309.70
686.75 20.01 699.75 310.34
687.00 21.39 700.00 310.98
687.25 22.69 700.25 311.62
687.50 23.92 700.50 312.25
687.75 25.08 700.75 312.89
688.00 26.20 701.00 313.52
688.25 27.27 701.25 314.15
688.50 28.30 701.50 314.78
688.75 29.29 701.75 315.41
689.00 30.25 702.00 316.04
689.25 31.18 702.25 316.66
689.50 32.09 702.50 317.29
689.75 32.97 702.75 317.91
690.00 33.82 703.00 318.54
690.25 44.47 703.25 319.16
690.50 63.22 703.50 319.78
690.75 87.25 703.75 320.40
691.00 115.53 704.00 321.02
691.25 147.50 704.25 321.63
691.50 182.74 704.50 322.25
691.75 216.62 704.75 322.86
692.00 221.72 705.00 323.48
692.25 226.70 705.25 324.09
692.50 231.58 705.50 324.70
692.75 236.35 705.75 325.31
693.00 241.04 706.00 325.92
693.25 245.63 706.25 326.52
693.50 250.13 706.50 327.13
693.75 254.56 706.75 327.74
694.00 258.91 707.00 328.34
694.25 263.19
694.50 267.40
694.75 271.55
695.00 275.63
695.25 279.66
695.50 283.63
695.75 287.54
696.00 291.40
696.25 295.21
696.50 298.97
696.75 302.58

ProposedConditions NRCC 24-hr B NRCC-10yr-24hr Rainfall=5.04"
Prepared by HDR, Inc Printed 10/27/2021
HydroCAD® 10.00-25 s/n 07102 © 2019 HydroCAD Software Solutions LLC Page 70
Stage -Area -Storage for Pond Pond Al: Pond Al
Elevation Surface Storage
(feet) (sq-ft) (cubic -feet)
Elevation Surface Storage
(feet) (sq-ft) (cubic -feet)
684.00 20,259 0 697.00 168,137 1,506,994
684.25 23,596 5,482 697.25 169,377 1,549,184
684.50 26,934 11,798 697.50 170,617 1,591,683
684.75 30,271 18,949 697.75 171,856 1,634,492
685.00 33,608 26,934 698.00 173,096 1,677,611
685.25 38,669 35,968 698.25 174,335 1,721,040
685.50 43,730 46,268 698.50 175,575 1,764,778
685.75 48,791 57,833 698.75 176,814 1,808,827
686.00 53,852 70,663 699.00 178,054 1,853,186
686.25 58,913 84,759 699.25 179,293 1,897,854
686.50 63,973 100,120 699.50 180,533 1,942,832
686.75 69,034 116,746 699.75 181,772 1,988,120
687.00 74,095 134,637 700.00 183,012 2,033,719
687.25 79,156 153,793 700.25 184,321 2,079,635
687.50 84,217 174,215 700.50 185,631 2,125,879
687.75 89,278 195,902 700.75 186,940 2,172,451
688.00 94,339 218,854 701.00 188,249 2,219,349
688.25 99,400 243,071 701.25 189,559 2,266,575
688.50 104,461 268,554 701.50 190,868 2,314,129
688.75 109,522 295,301 701.75 192,177 2,362,009
689.00 114,582 323,314 702.00 193,487 2,410,217
689.25 119,643 352,593 702.25 194,796 2,458,753
689.50 124,704 383,136 702.50 196,106 2,507,615
689.75 129,765 414,945 702.75 197,415 2,556,805
690.00 134,826 448,019 703.00 198,724 2,606,323
690.25 135,996 481,871 703.25 200,034 2,656,168
690.50 137,166 516,016 703.50 201,343 2,706,340
690.75 138,335 550,454 703.75 202,652 2,756,839
691.00 139,505 585,184 704.00 203,962 2,807,666
691.25 140,675 620,206 704.25 205,271 2,858,820
691.50 141,845 655,521 704.50 206,580 2,910,301
691.75 143,014 691,129 704.75 207,890 2,962,110
692.00 144,184 727,029 705.00 209,199 3,014,246
692.25 145,354 763,221 705.25 210,557 3,066,716
692.50 146,524 799,705 705.50 211,916 3,119,525
692.75 147,693 836,482 705.75 213,274 3,172,673
693.00 148,863 873,552 706.00 214,632 3,226,162
693.25 150,033 910,914 706.25 215,990 3,279,989
693.50 151,203 948,568 706.50 217,349 3,334,157
693.75 152,372 986,515 706.75 218,707 3,388,664
694.00 153,542 1,024,755 707.00 220,065 3,443,510
694.25 154,712 1,063,286
694.50 155,882 1,102,110
694.75 157,051 1,141,227
695.00 158,221 1,180,636
695.25 159,461 1,220,346
695.50 160,700 1,260,366
695.75 161,940 1,300,696
696.00 163,179 1,341,336
696.25 164,419 1,382,286
696.50 165,658 1,423,545
696.75 166,898 1,465,115

ProposedConditions NRCC 24-hr B NRCC-10yr-24hr Rainfall=5.04"
Prepared by HDR, Inc Printed 10/27/2021
HydroCAD® 10.00-25 s/n 07102 © 2019 HydroCAD Software Solutions LLC Page 71
Inflow Area =
Inflow =
Outflow =
Primary =
Summary for Pond Pond A2: Pond A2
125.300 ac, 0.00% Impervious, Inflow Depth = 4.46" for NRCC-10yr-24hr event
420.37 cfs @ 12.35 hrs, Volume= 46.561 af
183.91 cfs @ 12.72 hrs, Volume= 46.561 af, Atten= 56%, Lag= 22.6 min
183.91 cfs @ 12.72 hrs, Volume= 46.561 af
Routing by Stor-Ind method, Time Span= 0.00-150.00 hrs, dt= 0.05 hrs
Peak Elev= 663.05' @ 12.72 hrs Surf.Area= 170,738 sf Storage= 753,575 cf
Plug -Flow detention time= 116.5 min calculated for 46.545 af (100% of inflow)
Center -of -Mass det. time= 116.4 min (902.7 - 786.3 )
Volume Invert Avail.Storage Storage Description
#1
Elevation
(feet)
654.00
655.00
660.00
665.00
670.00
675.00
680.00
682.00
654.00' 5,555,276 cf Custom Stage Data (Prismaticpsted below (Recalc)
Device Routing
Surf.Area
(sq-ft)
1,199
4,110
119,417
203,622
236,388
270,570
306,161
320,798
Invert
Inc.Store
(cubic -feet)
0
2,655
308,818
807,598
1,100,025
1,267,395
1,441,828
626,959
Outlet Devices
Cum.Store
(cubic -feet)
0
2,655
311,472
1,119,070
2,219,095
3,486,490
4,928,317
5,555,276
#1 Primary
#2 Device 1
#3 Device 1
654.00'
654.00'
662.00'
60.0" Round Culvert
L= 2,390.0' RCP, square edge headwall, Ke= 0.500
Inlet / Outlet Invert= 654.00' / 634.00' S= 0.0084'/' Cc= 0.900
n= 0.013, Flow Area= 19.63 sf
24.0" Vert. Orifice/Grate C= 0.600
40.0' long Sharp -Crested Rectangular Weir 0 End Contraction(s)
Primary OutFlow Max=182.38 cfs @ 12.72 hrs HW=663.04' (Free Discharge)
4-1=Culvert (Passes 182.38 cfs of 240.96 cfs potential flow)
AL2=Orifice/Grate (Orifice Controls 42.90 cfs @ 13.66 fps)
3=Sharp-Crested Rectangular Weir(Weir Controls 139.48 cfs @ 3.34 fps)

ProposedConditions
Prepared by HDR, Inc
HydroCAD® 10.00-25 s/n 07102 © 2019 HydroCAD Software Solutions LLC
460J
440
420
400J
380
360�
340J
320
300-=-
280
u 260
240J
0 220J
LL 200-
180J
160
140-
120=
100J
80°
60�
40
20=
0
Pond Pond A2: Pond A2
Hyd rog raph
NRCC 24-hr B NRCC-10yr-24hr Rainfall=5.04"
Printed 10/27/2021
Page 72
1
Ir T T T L T L
1nfIw-AYeg=125.3OO ac
r t _
--- I t I r---t
4- , PeaJ 4-E1ev=6631)5'
L • L Ls�r_ae-}551c--
t t I t I t t I t t I t
1 1 I 1 I 1 1 I 1 1 I 1
r t + r + I + t +
L 1 I 4 I 4- 4 I r 1 I 4-
1 I L 1 I L 1 I L
7 r
0 10 20 30 40 50 60 70 80 90 100 110 120 130 140 150
Time (hours)
682_
680J
678:
6761"
674J
672�
w 670-
-
0 668"
666-
w
6647"
6621-
660J
658-
656-
654
7
✓ 4 -4
L
7 1
7
+i
t
Pond Pond A2: Pond A2
Stage -Discharge
r
▪ A-
L L
i
1
1
+
T7
harp -Crested Rectangular Weir
L
7
+ 1
L 1
+
i
T
IL 1 1
0 20 40 60 80 100 120 140 160 180 200 220 240 260 280 300 320
Discharge (cfs)
U Inflow
• Primary
• Primary`

ProposedConditions
Prepared by HDR, Inc
HydroCAD® 10.00-25 s/n 07102 © 2019 HydroCAD Software Solutions LLC
682
6787-
676-
674-
672-
w -
▪ 670�
662=
660=
658-
656:
654
0
Pond Pond A2: Pond A2
Stage -Area -Storage
Surface/Horizontal/Wetted Area (sq-ft;
100,000 150,000 200,000
Custom Stage Data
NRCC 24-hr B NRCC-10yr-24hr Rainfall=5.04"
Printed 10/27/2021
Page 73
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 5,000,000 5,500,000
Storage (cubic -feet)
D Surface
❑ Storage

ProposedConditions NRCC 24-hr B NRCC-10yr-24hr Rainfall=5.04"
Prepared by HDR, Inc Printed 10/27/2021
HydroCAD® 10.00-25 s/n 07102 © 2019 HydroCAD Software Solutions LLC Page 74
Stage -Discharge for Pond Pond A2: Pond A2
Elevation Primary Elevation Primary
(feet) (cfs) (feet) (cfs)
654.00 0.00 669.60 271.84
654.30 0.55 669.90 273.16
654.60 2.09 670.20 274.49
654.90 4.43 670.50 275.80
655.20 7.34 670.80 277.11
655.50 10.54 671.10 278.42
655.80 13.60 671.40 279.72
656.10 15.87 671.70 281.01
656.40 17.90 672.00 282.29
656.70 19.72 672.30 283.57
657.00 21.39 672.60 284.85
657.30 22.94 672.90 286.12
657.60 24.39 673.20 287.38
657.90 25.76 673.50 288.64
658.20 27.06 673.80 289.89
658.50 28.30 674.10 291.14
658.80 29.49 674.40 292.38
659.10 30.63 674.70 293.62
659.40 31.73 675.00 294.85
659.70 32.79 675.30 296.07
660.00 33.82 675.60 297.29
660.30 34.82 675.90 298.51
660.60 35.80 676.20 299.72
660.90 36.74 676.50 300.93
661.20 37.67 676.80 302.13
661.50 38.57 677.10 303.32
661.80 39.45 677.40 304.52
662.10 44.44 677.70 305.70
662.40 74.24 678.00 306.89
662.70 118.58 678.30 308.06
663.00 173.58 678.60 309.24
663.30 237.46 678.90 310.41
663.60 243.73 679.20 311.57
663.90 245.21 679.50 312.73
664.20 246.69 679.80 313.89
664.50 248.15 680.10 315.04
664.80 249.61 680.40 316.19
665.10 251.05 680.70 317.33
665.40 252.49 681.00 318.47
665.70 253.92 681.30 319.61
666.00 255.34 681.60 320.74
666.30 256.76 681.90 321.87
666.60 258.17
666.90 259.57
667.20 260.96
667.50 262.34
667.80 263.72
668.10 265.09
668.40 266.45
668.70 267.81
669.00 269.16
669.30 270.50

ProposedConditions NRCC 24-hr B NRCC-10yr-24hr Rainfall=5.04"
Prepared by HDR, Inc Printed 10/27/2021
HydroCAD® 10.00-25 s/n 07102 © 2019 HydroCAD Software Solutions LLC Page 75
Stage -Area -Storage for Pond Pond A2: Pond A2
Elevation Surface Storage
(feet) (sq-ft) (cubic -feet)
Elevation Surface Storage
(feet) (sq-ft) (cubic -feet)
654.00 1,199 0 669.60 233,767 2,125,064
654.30 2,072 491 669.90 235,733 2,195,488
654.60 2,946 1,243 670.20 237,755 2,266,509
654.90 3,819 2,258 670.50 239,806 2,338,143
655.20 8,722 3,938 670.80 241,857 2,410,393
655.50 15,641 7,592 671.10 243,908 2,483,257
655.80 22,559 13,322 671.40 245,959 2,556,737
656.10 29,478 21,128 671.70 248,010 2,630,833
656.40 36,396 31,009 672.00 250,061 2,705,543
656.70 43,314 42,965 672.30 252,112 2,780,869
657.00 50,233 56,997 672.60 254,163 2,856,810
657.30 57,151 73,105 672.90 256,214 2,933,367
657.60 64,070 91,288 673.20 258,264 3,010,538
657.90 70,988 111,547 673.50 260,315 3,088,325
658.20 77,906 133,881 673.80 262,366 3,166,728
658.50 84,825 158,291 674.10 264,417 3,245,745
658.80 91,743 184,776 674.40 266,468 3,325,378
659.10 98,662 213,337 674.70 268,519 3,405,626
659.40 105,580 243,973 675.00 270,570 3,486,490
659.70 112,499 276,685 675.30 272,705 3,567,981
660.00 119,417 311,472 675.60 274,841 3,650,113
660.30 124,469 348,055 675.90 276,976 3,732,885
660.60 129,522 386,154 676.20 279,112 3,816,299
660.90 134,574 425,768 676.50 281,247 3,900,352
661.20 139,626 466,898 676.80 283,383 3,985,047
661.50 144,679 509,544 677.10 285,518 4,070,382
661.80 149,731 553,705 677.40 287,654 4,156,358
662.10 154,783 599,382 677.70 289,789 4,242,974
662.40 159,835 646,575 678.00 291,925 4,330,231
662.70 164,888 695,283 678.30 294,060 4,418,129
663.00 169,940 745,508 678.60 296,196 4,506,667
663.30 174,992 797,247 678.90 298,331 4,595,846
663.60 180,045 850,503 679.20 300,466 4,685,666
663.90 185,097 905,274 679.50 302,602 4,776,126
664.20 190,149 961,561 679.80 304,737 4,867,227
664.50 195,202 1,019,364 680.10 306,893 4,958,970
664.80 200,254 1,078,682 680.40 309,088 5,051,367
665.10 204,277 1,139,464 680.70 311,284 5,144,423
665.40 206,243 1,201,043 681.00 313,480 5,238,137
665.70 208,209 1,263,210 681.30 315,675 5,332,510
666.00 210,175 1,325,968 681.60 317,871 5,427,542
666.30 212,141 1,389,316 681.90 320,066 5,523,233
666.60 214,107 1,453,253
666.90 216,073 1,517,780
667.20 218,039 1,582,897
667.50 220,005 1,648,603
667.80 221,971 1,714,900
668.10 223,937 1,781,786
668.40 225,903 1,849,262
668.70 227,869 1,917,328
669.00 229,835 1,985,983
669.30 231,801 2,055,228

ProposedConditions NRCC 24-hr B NRCC-10yr-24hr Rainfall=5.04"
Prepared by HDR, Inc Printed 10/27/2021
HydroCAD® 10.00-25 s/n 07102 © 2019 HydroCAD Software Solutions LLC Page 76
Inflow Area =
Inflow =
Outflow =
Primary =
Summary for Pond Pond B1: Pond B1
278.800 ac, 0.00% Impervious, Inflow Depth = 4.46" for NRCC-10yr-24hr event
851.32 cfs @ 12.41 hrs, Volume= 103.601 af
291.82 cfs @ 12.95 hrs, Volume= 103.601 af, Atten= 66%, Lag= 32.6 min
291.82 cfs @ 12.95 hrs, Volume= 103.601 af
Routing by Stor-Ind method, Time Span= 0.00-150.00 hrs, dt= 0.05 hrs
Peak Elev= 666.03' @ 12.95 hrs Surf.Area= 336,375 sf Storage= 2,033,711 cf
Plug -Flow detention time= 263.9 min calculated for 103.566 af (100% of inflow)
Center -of -Mass det. time= 264.3 min (1,055.2 - 790.9 )
Volume Invert Avail.Storage Storage Description
#1
Elevation
(feet)
654.00
655.00
660.00
665.00
670.00
675.00
680.00
685.00
688.00
654.00' 15,624,688 cf Custom Stage Data (Prismaticpsted below (Recalc)
Device Routing
Surf.Area
(sq-ft)
32,844
40,554
164,526
298,604
482,253
615,546
687,072
759,991
804,423
Invert
Inc.Store
(cubic -feet)
0
36,699
512,700
1,157,825
1,952,143
2,744,498
3,256,545
3,617,658
2,346,621
Outlet Devices
Cum.Store
(cubic -feet)
0
36,699
549,399
1,707,224
3,659,367
6,403,864
9,660,409
13,278,067
15,624,688
#1 Primary
#2 Device 1
#3 Device 1
654.00'
654.00'
664.00'
60.0" Round Culvert
L= 711.0' RCP, square edge headwall, Ke= 0.500
Inlet / Outlet Invert= 654.00' / 617.00' S= 0.0520'/' Cc= 0.900
n= 0.013, Flow Area= 19.63 sf
24.0" Vert. Orifice/Grate C= 0.600
40.0' long Sharp -Crested Rectangular Weir 0 End Contraction(s)
Primary OutFlow Max=291.83 cfs @ 12.95 hrs HW=666.03' (Free Discharge)
4-1=Culvert (Inlet Controls 291.83 cfs @ 14.86 fps)
AL2=Orifice/Grate (Passes < 50.23 cfs potential flow)
3=Sharp-Crested Rectangular Weir(Passes < 377.79 cfs potential flow)

ProposedConditions
Prepared by HDR, Inc
HydroCAD® 10.00-25 s/n 07102 © 2019 HydroCAD Software Solutions LLC
0
LL
950-
900J
8507"
800
750
700
650-
600J
5507"
500
450�
400-
350-
291.82 cfs
300�
250:
200-
100
50-
0
Pond Pond B1: Pond B1
Hyd rog raph
NRCC 24-hr B NRCC-10yr-24hr Rainfall=5.04"
Printed 10/27/2021
Page 77
r
r
851.32 c
y
r
r r i
7
Inflow -rare-=278.800 ae--
P-ea-kE1Ou=666 a'--
Storager2,033,71-1 �cf -
LI
4-1
0 10 20 30 40 50 60 70 80 90
Time (hours)
688
686�
6847-
682J
680-
678J
6767-
w 6747-
672-
o -
670J
w
w 668-
666=
664i
662-
660-
658=
656_
654
0
4
100 110 120 130 140 150
Pond Pond B1: Pond B1
Stage -Discharge
L
7
H
7
1
i
4
r
it
Rectangular Weir
7
H
H
H
1
50 100 150 200 250 300 350 400 450 500
Discharge (cfs)
D Inflow
❑ Primary
• Primary`

ProposedConditions
Prepared by HDR, Inc
HydroCAD® 10.00-25 s/n 07102 © 2019 HydroCAD Software Solutions LLC
688-
686'
684'
682-
680�
678-
• 676'
w 674'
• 672"
6704
w 668�'
w 666 '
664-
662
660
658
656
654
Pond Pond B1: Pond B1
Stage -Area -Storage
Surface/Horizontal/Wetted Area (sq-ft;
100,000 200,000 300,000 400,000 500,000 600,000
Custom Stag
NRCC 24-hr B NRCC-10yr-24hr Rainfall=5.04"
Printed 10/27/2021
Page 78
700,000
0 2,000,000 4,000,000 6,000,000 8,000,000 10,000,000 12,000,000 14,000,000
Storage (cubic -feet)
• Surface
• Storage

ProposedConditions NRCC 24-hr B NRCC-10yr-24hr Rainfall=5.04"
Prepared by HDR, Inc Printed 10/27/2021
HydroCAD® 10.00-25 s/n 07102 © 2019 HydroCAD Software Solutions LLC Page 79
Stage -Discharge for Pond Pond B1: Pond B1
Elevation Primary Elevation Primary
(feet) (cfs) (feet) (cfs)
654.00 0.00 672.20 374.61
654.35 0.74 672.55 378.76
654.70 2.79 672.90 382.87
655.05 5.83 673.25 386.93
655.40 9.46 673.60 390.95
655.75 13.13 673.95 394.93
656.10 15.87 674.30 398.87
656.45 18.21 674.65 402.77
656.80 20.29 675.00 406.64
657.15 22.18 675.35 410.47
657.50 23.92 675.70 414.26
657.85 25.54 676.05 418.02
658.20 27.06 676.40 421.75
658.55 28.50 676.75 425.44
658.90 29.87 677.10 429.10
659.25 31.18 677.45 432.73
659.60 32.44 677.80 436.33
659.95 33.65 678.15 439.90
660.30 34.82 678.50 443.44
660.65 35.96 678.85 446.95
661.00 37.05 679.20 450.44
661.35 38.12 679.55 453.90
661.70 39.15 679.90 457.33
662.05 40.16 680.25 460.74
662.40 41.15 680.60 464.12
662.75 42.11 680.95 467.48
663.10 43.05 681.30 470.81
663.45 43.97 681.65 474.13
663.80 44.87 682.00 477.41
664.15 53.36 682.35 480.68
664.50 92.87 682.70 483.92
664.85 149.98 683.05 487.14
665.20 220.25 683.40 490.34
665.55 284.41 683.75 493.52
665.90 289.86 684.10 496.68
666.25 295.21 684.45 499.82
666.60 300.46 684.80 502.94
666.95 305.62 685.15 506.04
667.30 310.70 685.50 509.12
667.65 315.69 685.85 512.19
668.00 320.61 686.20 515.23
668.35 325.45 686.55 518.26
668.70 330.22 686.90 521.27
669.05 334.92 687.25 524.26
669.40 339.56 687.60 527.24
669.75 344.14 687.95 530.19
670.10 348.65
670.45 353.11
670.80 357.51
671.15 361.86
671.50 366.16
671.85 370.41

ProposedConditions NRCC 24-hr B NRCC-10yr-24hr Rainfall=5.04"
Prepared by HDR, Inc Printed 10/27/2021
HydroCAD® 10.00-25 s/n 07102 © 2019 HydroCAD Software Solutions LLC Page 80
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)
654.00 32,844 0 672.20 540,902 4,784,837
654.35 35,543 11,968 672.55 550,232 4,975,785
654.70 38,241 24,880 672.90 559,563 5,170,000
655.05 41,794 38,758 673.25 568,893 5,367,479
655.40 50,472 54,904 673.60 578,224 5,568,225
655.75 59,150 74,088 673.95 587,554 5,772,236
656.10 67,828 96,309 674.30 596,885 5,979,513
656.45 76,506 121,567 674.65 606,215 6,190,056
656.80 85,184 149,863 675.00 615,546 6,403,864
657.15 93,862 181,196 675.35 620,553 6,620,181
657.50 102,540 215,567 675.70 625,560 6,838,251
657.85 111,218 252,974 676.05 630,566 7,058,073
658.20 119,896 293,419 676.40 635,573 7,279,647
658.55 128,574 336,901 676.75 640,580 7,502,974
658.90 137,252 383,421 677.10 645,587 7,728,054
659.25 145,930 432,978 677.45 650,594 7,954,885
659.60 154,608 485,572 677.80 655,601 8,183,469
659.95 163,286 541,204 678.15 660,607 8,413,806
660.30 172,571 599,964 678.50 665,614 8,645,894
660.65 181,956 662,006 678.85 670,621 8,879,736
661.00 191,342 727,333 679.20 675,628 9,115,329
661.35 200,727 795,945 679.55 680,635 9,352,675
661.70 210,113 867,842 679.90 685,641 9,591,773
662.05 219,498 943,024 680.25 690,718 9,832,633
662.40 228,883 1,021,490 680.60 695,822 10,075,277
662.75 238,269 1,103,242 680.95 700,927 10,319,708
663.10 247,654 1,188,279 681.30 706,031 10,565,926
663.45 257,040 1,276,600 681.65 711,135 10,813,930
663.80 266,425 1,368,206 682.00 716,240 11,063,721
664.15 275,811 1,463,098 682.35 721,344 11,315,298
664.50 285,196 1,561,274 682.70 726,448 11,568,661
664.85 294,582 1,662,735 683.05 731,553 11,823,811
665.20 305,950 1,767,679 683.40 736,657 12,080,748
665.55 318,805 1,877,012 683.75 741,761 12,339,471
665.90 331,661 1,990,843 684.10 746,866 12,599,981
666.25 344,516 2,109,174 684.45 751,970 12,862,277
666.60 357,372 2,232,005 684.80 757,074 13,126,360
666.95 370,227 2,359,334 685.15 762,213 13,392,232
667.30 383,083 2,491,164 685.50 767,396 13,659,913
667.65 395,938 2,627,492 685.85 772,580 13,929,409
668.00 408,793 2,768,320 686.20 777,764 14,200,719
668.35 421,649 2,913,647 686.55 782,948 14,473,844
668.70 434,504 3,063,474 686.90 788,131 14,748,783
669.05 447,360 3,217,800 687.25 793,315 15,025,536
669.40 460,215 3,376,626 687.60 798,499 15,304,103
669.75 473,071 3,539,951 687.95 803,682 15,584,485
670.10 484,919 3,707,725
670.45 494,249 3,879,080
670.80 503,580 4,053,700
671.15 512,910 4,231,585
671.50 522,241 4,412,737
671.85 531,571 4,597,154

ProposedConditions NRCC 24-hr B NRCC-10yr-24hr Rainfall=5.04"
Prepared by HDR, Inc Printed 10/27/2021
HydroCAD® 10.00-25 s/n 07102 © 2019 HydroCAD Software Solutions LLC Page 81
Summary for Pond Pond B2: Pond B2
[79] Warning: Submerged Pond Pond B1 Primary device # 1 OUTLET by 2.51'
Inflow Area =
Inflow =
Outflow =
Primary =
304.800 ac, 0.00% Impervious, Inflow Depth = 4.28" for NRCC-10yr-24hr event
319.36 cfs @ 12.65 hrs, Volume= 108.793 af
246.82 cfs @ 13.58 hrs, Volume= 106.220 af, Atten= 23%, Lag= 55.9 min
246.82 cfs @ 13.58 hrs, Volume= 106.220 af
Routing by Stor-Ind method, Time Span= 0.00-150.00 hrs, dt= 0.05 hrs
Starting Elev= 614.00' Surf.Area= 215,641 sf Storage= 1,129,829 cf
Peak Elev= 619.51' @ 13.58 hrs Surf.Area= 252,869 sf Storage= 2,428,516 cf (1,298,687 cf above start)
Plug -Flow detention time= 1,286.4 min calculated for 80.256 af (74% of inflow)
Center -of -Mass det. time= 778.4 min (1,824.3 - 1,045.8 )
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' 3,076,805 cf Custom Stage Data (Prismaticpsted below (Recalc)
Device Routing
Surf.Area
(sq-ft)
145,274
185,216
199,241
232,041
243,810
255,804
268,025
Invert
Inc.Store
(cubic -feet)
0
330,490
384,457
862,564
475,851
499,614
523,829
Outlet Devices
Cum.Store
(cubic -feet)
0
330,490
714,947
1,577,511
2,053,362
2,552,976
3,076,805
#1 Primary
#2 Device 1
#3 Device 1
608.00'
614.00'
618.00'
66.0" Round Culvert
L= 280.0' RCP, square edge headwall, Ke= 0.500
Inlet / Outlet Invert= 608.00' / 606.50' S= 0.0054'/' Cc= 0.900
n= 0.013, Flow Area= 23.76 sf
8.0" Vert. Orifice/Grate C= 0.600
40.0' long Sharp -Crested Rectangular Weir 0 End Contraction(s)
Primary OutFlow Max=246.43 cfs @ 13.58 hrs HW=619.51' (Free Discharge)
4-1=Culvert (Passes 246.43 cfs of 336.83 cfs potential flow)
AL2=Orifice/Grate (Orifice Controls 3.82 cfs @ 10.95 fps)
3=Sharp-Crested Rectangular Weir(Weir Controls 242.61 cfs @ 4.02 fps)

ProposedConditions
Prepared by HDR, Inc
HydroCAD® 10.00-25 s/n 07102 © 2019 HydroCAD Software Solutions LLC
340-
320J
3OO-
280-
260-
240�
22O-
1 2O07-
180
0 160�
LL
140=
12O-
100-
80='
60
40=
20/✓
0_ r11
0 10
Pond Pond B2: Pond B2
Hyd rog raph
NRCC 24-hr B NRCC-10yr-24hr Rainfall=5.04"
Printed 10/27/2021
Page 82
- 1319.36 cfs
246.82 cfs
20
f..
30 40
i
Inflow -Are-=3-O4:800 ac--
P akE1e,1[- 61S 1
storager2,428, 51-6 cf-
4-
i
i
+
4-
iT
i
50 60 70 80 90 100 110 120 130 140 150
Time (hours)
Pond Pond B2: Pond B2
Stage -Discharge
622/
6211-
620"
6191-
618
617
w 616
0 615
ro
w 614
w
613
612
611
610
609
608
Sharp-Cre
T
ular Weir - - T
r
Orifice/rate
T
T
L
H
T
1
T
L
0
50
100
150 200
Discharge (cfs)
250
300
350
C Inflow
❑ Primary
• Primary`

ProposedConditions
Prepared by HDR, Inc
HydroCAD® 10.00-25 s/n 07102 © 2019 HydroCAD Software Solutions LLC
Elevation (feet)
622:
621-
6207-
619-
618-
617-
616-
615-
614-
613-
612=
611=
610='�
609-
608
0
Pond Pond B2: Pond B2
NRCC 24-hr B NRCC-10yr-24hr Rainfall=5.04"
Printed 10/27/2021
Page 83
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
✓
L
✓
✓
Custom Stage Data
500,000
L L
L 1 r + LI r r 1
L
✓ i i r
✓ r 1 1 II-
+ T
1 T1 Ti i i 1 L ✓a
1,000,000
1,500,000 2,000,000
Storage (cubic -feet)
L I-iI
L L III
L -Ti
L L iI
2,500,000
3,000,000
u Surface
• Storage

ProposedConditions NRCC 24-hr B NRCC-10yr-24hr Rainfall=5.04"
Prepared by HDR, Inc Printed 10/27/2021
HydroCAD® 10.00-25 s/n 07102 © 2019 HydroCAD Software Solutions LLC Page 84
Stage -Discharge for Pond Pond B2: Pond B2
Elevation Primary Elevation Primary
(feet) (cfs) (feet) (cfs)
608.00 0.00 615.80 2.04
608.15 0.00 615.95 2.14
608.30 0.00 616.10 2.23
608.45 0.00 616.25 2.33
608.60 0.00 616.40 2.42
608.75 0.00 616.55 2.50
608.90 0.00 616.70 2.59
609.05 0.00 616.85 2.67
609.20 0.00 617.00 2.74
609.35 0.00 617.15 2.82
609.50 0.00 617.30 2.89
609.65 0.00 617.45 2.97
609.80 0.00 617.60 3.04
609.95 0.00 617.75 3.11
610.10 0.00 617.90 3.17
610.25 0.00 618.05 4.70
610.40 0.00 618.20 15.00
610.55 0.00 618.35 30.45
610.70 0.00 618.50 49.68
610.85 0.00 618.65 72.04
611.00 0.00 618.80 97.15
611.15 0.00 618.95 124.72
611.30 0.00 619.10 154.57
611.45 0.00 619.25 186.53
611.60 0.00 619.40 220.45
611.75 0.00 619.55 256.25
611.90 0.00 619.70 293.82
612.05 0.00 619.85 333.08
612.20 0.00 620.00 347.66
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 0.08 621.95 382.84
614.30 0.28
614.45 0.57
614.60 0.87
614.75 1.08
614.90 1.27
615.05 1.42
615.20 1.56
615.35 1.69
615.50 1.82
615.65 1.93

ProposedConditions NRCC 24-hr B NRCC-10yr-24hr Rainfall=5.04"
Prepared by HDR, Inc Printed 10/27/2021
HydroCAD® 10.00-25 s/n 07102 © 2019 HydroCAD Software Solutions LLC Page 85
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)
608.00 145,274 0 615.80 230,401 1,531,267
608.15 148,270 22,016 615.95 231,631 1,565,919
608.30 151,265 44,481 616.10 232,629 1,600,745
608.45 154,261 67,395 616.25 233,512 1,635,705
608.60 157,257 90,759 616.40 234,395 1,670,798
608.75 160,252 114,572 616.55 235,277 1,706,024
608.90 163,248 138,835 616.70 236,160 1,741,381
609.05 166,244 163,547 616.85 237,043 1,776,872
609.20 169,239 188,708 617.00 237,926 1,812,494
609.35 172,235 214,318 617.15 238,808 1,848,249
609.50 175,231 240,378 617.30 239,691 1,884,137
609.65 178,226 266,888 617.45 240,574 1,920,157
609.80 181,222 293,846 617.60 241,456 1,956,309
609.95 184,217 321,254 617.75 242,339 1,992,593
610.10 185,917 349,047 617.90 243,222 2,029,010
610.25 186,969 377,013 618.05 244,110 2,065,560
610.40 188,021 405,137 618.20 245,009 2,102,244
610.55 189,073 433,419 618.35 245,909 2,139,063
610.70 190,125 461,859 618.50 246,809 2,176,017
610.85 191,177 490,457 618.65 247,708 2,213,105
611.00 192,229 519,212 618.80 248,608 2,250,329
611.15 193,280 548,125 618.95 249,507 2,287,688
611.30 194,332 577,196 619.10 250,407 2,325,181
611.45 195,384 606,425 619.25 251,306 2,362,810
611.60 196,436 635,812 619.40 252,206 2,400,573
611.75 197,488 665,356 619.55 253,105 2,438,471
611.90 198,540 695,058 619.70 254,005 2,476,505
612.05 199,651 724,919 619.85 254,904 2,514,673
612.20 200,881 754,959 620.00 255,804 2,552,976
612.35 202,111 785,184 620.15 256,721 2,591,415
612.50 203,341 815,593 620.30 257,637 2,629,992
612.65 204,571 846,186 620.45 258,554 2,668,706
612.80 205,801 876,964 620.60 259,470 2,707,558
612.95 207,031 907,926 620.75 260,387 2,746,548
613.10 208,261 939,073 620.90 261,303 2,785,674
613.25 209,491 970,405 621.05 262,220 2,824,939
613.40 210,721 1,001,920 621.20 263,137 2,864,340
613.55 211,951 1,033,621 621.35 264,053 2,903,880
613.70 213,181 1,065,506 621.50 264,970 2,943,556
613.85 214,411 1,097,575 621.65 265,886 2,983,371
614.00 215,641 1,129,829 621.80 266,803 3,023,322
614.15 216,871 1,162,267 621.95 267,719 3,063,411
614.30 218,101 1,194,890
614.45 219,331 1,227,698
614.60 220,561 1,260,690
614.75 221,791 1,293,866
614.90 223,021 1,327,227
615.05 224,251 1,360,772
615.20 225,481 1,394,502
615.35 226,711 1,428,417
615.50 227,941 1,462,516
615.65 229,171 1,496,799

ProposedConditions NRCC 24-hr B NRCC-10yr-24hr Rainfall=5.04"
Prepared by HDR, Inc Printed 10/27/2021
HydroCAD® 10.00-25 s/n 07102 © 2019 HydroCAD Software Solutions LLC Page 86
Summary for Pond Pond Cl: 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 = 421.68 cfs @ 13.07 hrs, Volume= 178.864 af, Atten= 72%, Lag= 39.6 min
Primary = 421.68 cfs @ 13.07 hrs, Volume= 178.864 af
Routing by Stor-Ind method, Time Span= 0.00-150.00 hrs, dt= 0.05 hrs
Peak Elev= 674.01' @ 13.07 hrs Surf.Area= 526,953 sf Storage= 3,768,806 cf
Plug -Flow detention time= 375.0 min calculated for 178.864 af (100% of inflow)
Center -of -Mass det. time= 374.6 min (1,183.9 - 809.4 )
Volume Invert Avail.Storage Storage Description
#1 661.00'
Elevation
(feet)
661.00
665.00
670.00
675.00
680.00
685.00
687.00
Device Routing
13,811,938 cf
Surf.Area
(sq-ft)
7,231
191,751
407,591
556,523
732,156
951,742
1,122,149
Invert
Custom Stage Data (Prismaticpsted below (Recalc)
Inc.Store
(cubic -feet)
0
397,964
1,498,355
2,410,285
3,221,698
4,209,745
2,073,891
Outlet Devices
Cum.Store
(cubic -feet)
0
397,964
1,896,319
4,306,604
7,528,302
11,738,047
13,811,938
#1 Primary
#2 Device 1
#3 Device 1
661.00'
661.00'
671.00'
72.0" Round Culvert
L= 991.0' RCP, groove end w/headwall, Ke= 0.200
Inlet / Outlet Invert= 661.00' / 654.00' S= 0.0071 '/' Cc= 0.900
n= 0.013, Flow Area= 28.27 sf
24.0" Vert. Orifice/Grate C= 0.600
60.0' long Sharp -Crested Rectangular Weir 2 End Contraction(s)
Primary OutFlow Max=421.66 cfs @ 13.07 hrs HW=674.01' (Free Discharge)
4-1=Culvert (Barrel Controls 421.66 cfs @ 14.91 fps)
AL2=Orifice/Grate (Passes < 52.41 cfs potential flow)
3=Sharp-Crested Rectangular Weir(Passes < 1,012.07 cfs potential flow)

ProposedConditions NRCC 24-hr B NRCC-10yr-24hr Rainfall=5.04"
Prepared by HDR, Inc Printed 10/27/2021
HydroCAD® 10.00-25 s/n 07102 © 2019 HydroCAD Software Solutions LLC Page 87
1,700-
1,600�
Pond Pond Cl: Pond C1
Hyd rog raph
r +
Li 1,527.46 cfs
1,500"
1,4001_" r , I-
1, 300-1' r 1
ir
1,200�
1,100'r ▪ '
1,000- '
900J
800i ▪ r r — — - 1
H
700J 1 1
r r r
600j
500- ▪ ' 1 421.68 cfs
400: / O
300
200; :'
iiiiiiiiiiiiiiify�iiiiiii
+
1
r
1
1
1 1 1
rif1#w &ram$=533. E-00- ac -
Peak EIey=6/4.t 11
Storage:3, 68,_306 isf
1 1 1
r
✓
▪ --_i--_+
687
686
685
684
683
682-
681 � -h
680
679H:-
678';' r
677-
w =
10 20 30 40 50 60 70 80
Time (hours)
7 7
90 100 110 120 130 140 150
Pond Pond Cl: Pond C1
Stage -Discharge
7 7 r 7 7 r 7 7
_1 _1
7 7 r 1 r 7 r r
1 1 L 1 1 1 L
7 7 r 1 r 7 r
1 1 1 1 1 1 L
✓ 7 r 1 r 7 r
I 1r 1
w 6767:" r 1 1 1 1 1 1 1 1
" 675-;" z , 1 1 1 L 1 1 1 L
0 674';' ▪ 7 r 7
673 z 1 1
672-/ z 1—
LT, 6711z-h--
670J
669= )-
668�T
667� k
666- z
665� z
664-
663
662-
661
Sharp -Crested Rectangular Weir
r
0 50 100 150 200 250 300 350 400 450 500 550
Discharge (cfs)
C Inflow
❑ Primary
• Primary`

ProposedConditions
Prepared by HDR, Inc
HydroCAD® 10.00-25 s/n 07102 © 2019 HydroCAD Software Solutions LLC
686-
684
682-
6807"
678-
w 676:
0 674J
is
w 672-
W -
670=
668-
666-
664
662
0
Pond Pond Cl: Pond C1
NRCC 24-hr B NRCC-10yr-24hr Rainfall=5.04"
Printed 10/27/2021
Page 88
Stage -Area -Storage
Surface/Horizontal/Wetted Area (sq-ft)
100,000 200,000 300,000 400,000 500,000 600,000 700,000 800,000 900,000 1,000,0001,100,000
+ I
Custom =6Dall
2,000,000
4,000,000
i II II
II II
L L L
+ + 7
II II
-11
L
Ir
6,000,000 8,000,000
Storage (cubic -feet)
10,000,000
12,000,000
D Surface
51 Storage

ProposedConditions NRCC 24-hr B NRCC-10yr-24hr Rainfall=5.04"
Prepared by HDR, Inc Printed 10/27/2021
HydroCAD® 10.00-25 s/n 07102 © 2019 HydroCAD Software Solutions LLC Page 89
Stage -Discharge for Pond Pond Cl: Pond C1
Elevation Primary Elevation Primary
(feet) (cfs) (feet) (cfs)
661.00 0.00 676.60 459.05
661.30 0.55 676.90 463.18
661.60 2.09 677.20 467.28
661.90 4.43 677.50 471.33
662.20 7.34 677.80 475.36
662.50 10.54 678.10 479.35
662.80 13.60 678.40 483.30
663.10 15.87 678.70 487.23
663.40 17.90 679.00 491.12
663.70 19.72 679.30 494.98
664.00 21.39 679.60 498.81
664.30 22.94 679.90 502.62
664.60 24.39 680.20 506.39
664.90 25.76 680.50 510.14
665.20 27.06 680.80 513.86
665.50 28.30 681.10 517.55
665.80 29.49 681.40 521.21
666.10 30.63 681.70 524.85
666.40 31.73 682.00 528.47
666.70 32.79 682.30 532.06
667.00 33.82 682.60 535.63
667.30 34.82 682.90 539.17
667.60 35.80 683.20 542.69
667.90 36.74 683.50 546.19
668.20 37.67 683.80 549.66
668.50 38.57 684.10 553.12
668.80 39.45 684.40 556.55
669.10 40.31 684.70 559.96
669.40 41.15 685.00 563.35
669.70 41.97 685.30 566.72
670.00 42.78 685.60 570.07
670.30 43.58 685.90 573.40
670.60 44.36 686.20 576.71
670.90 45.13 686.50 580.01
671.20 63.42 686.80 583.28
671.50 115.88
671.80 187.37
672.10 273.60
672.40 372.27
672.70 401.52
673.00 406.24
673.30 410.90
673.60 415.51
673.90 420.06
674.20 424.57
674.50 429.04
674.80 433.45
675.10 437.82
675.40 442.15
675.70 446.44
676.00 450.68
676.30 454.89

ProposedConditions NRCC 24-hr B NRCC-10yr-24hr Rainfall=5.04"
Prepared by HDR, Inc Printed 10/27/2021
HydroCAD® 10.00-25 s/n 07102 © 2019 HydroCAD Software Solutions LLC Page 90
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)
661.00 7,231 0 676.60 612,726 5,242,003
661.30 21,070 4,245 676.90 623,264 5,427,401
661.60 34,909 12,642 677.20 633,802 5,615,961
661.90 48,748 25,191 677.50 644,340 5,807,682
662.20 62,587 41,891 677.80 654,877 6,002,565
662.50 76,426 62,743 678.10 665,415 6,200,609
662.80 90,265 87,746 678.40 675,953 6,401,814
663.10 104,104 116,902 678.70 686,491 6,606,181
663.40 117,943 150,209 679.00 697,029 6,813,709
663.70 131,782 187,668 679.30 707,567 7,024,398
664.00 145,621 229,278 679.60 718,105 7,238,249
664.30 159,460 275,040 679.90 728,643 7,455,262
664.60 173,299 324,954 680.20 740,939 7,675,611
664.90 187,138 379,020 680.50 754,115 7,899,869
665.20 200,385 437,178 680.80 767,290 8,128,080
665.50 213,335 499,236 681.10 780,465 8,360,243
665.80 226,285 565,179 681.40 793,640 8,596,359
666.10 239,236 635,007 681.70 806,815 8,836,427
666.40 252,186 708,720 682.00 819,990 9,080,448
666.70 265,137 786,318 682.30 833,166 9,328,421
667.00 278,087 867,802 682.60 846,341 9,580,347
667.30 291,037 953,171 682.90 859,516 9,836,226
667.60 303,988 1,042,424 683.20 872,691 10,096,057
667.90 316,938 1,135,563 683.50 885,866 10,359,840
668.20 329,889 1,232,587 683.80 899,041 10,627,576
668.50 342,839 1,333,497 684.10 912,217 10,899,265
668.80 355,789 1,438,291 684.40 925,392 11,174,906
669.10 368,740 1,546,970 684.70 938,567 11,454,500
669.40 381,690 1,659,535 685.00 951,742 11,738,047
669.70 394,641 1,775,984 685.30 977,303 12,027,403
670.00 407,591 1,896,319 685.60 1,002,864 12,324,428
670.30 416,527 2,019,937 685.90 1,028,425 12,629,122
670.60 425,463 2,146,235 686.20 1,053,986 12,941,483
670.90 434,399 2,275,214 686.50 1,079,547 13,261,513
671.20 443,335 2,406,874 686.80 1,105,108 13,589,212
671.50 452,271 2,541,215
671.80 461,207 2,678,237
672.10 470,142 2,817,939
672.40 479,078 2,960,322
672.70 488,014 3,105,386
673.00 496,950 3,253,131
673.30 505,886 3,403,556
673.60 514,822 3,556,662
673.90 523,758 3,712,449
674.20 532,694 3,870,917
674.50 541,630 4,032,066
674.80 550,566 4,195,895
675.10 560,036 4,362,432
675.40 570,574 4,532,023
675.70 581,112 4,704,776
676.00 591,650 4,880,690
676.30 602,188 5,059,766

ProposedConditions NRCC 24-hr B NRCC-10yr-24hr Rainfall=5.04"
Prepared by HDR, Inc Printed 10/27/2021
HydroCAD® 10.00-25 s/n 07102 © 2019 HydroCAD Software Solutions LLC Page 91
Summary for Pond Pond C2: Pond C2
[79] Warning: Submerged Pond Pond C1 Primary device # 1 OUTLET by 0.97'
Inflow Area =
Inflow =
Outflow =
Primary =
533.800 ac, 0.00% Impervious, Inflow Depth = 4.02" for NRCC-10yr-24hr event
421.68 cfs @ 13.07 hrs, Volume= 178.864 af
364.18 cfs @ 14.24 hrs, Volume= 173.738 af, Atten= 14%, Lag= 70.0 min
364.18 cfs @ 14.24 hrs, Volume= 173.738 af
Routing by Stor-Ind method, Time Span= 0.00-150.00 hrs, dt= 0.05 hrs
Starting Elev= 650.00' Surf.Area= 386,547 sf Storage= 1,812,086 cf
Peak Elev= 654.97' @ 14.24 hrs Surf.Area= 428,959 sf Storage= 3,843,838 cf (2,031,752 cf above start)
Plug -Flow detention time= 1,243.8 min calculated for 132.138 af (74% of inflow)
Center -of -Mass det. time= 659.0 min (1,842.9 - 1,183.9 )
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' 4,955,750 cf Custom Stage Data (Prismatic)Listed below (Recalc)
Device Routing
Surf.Area
(sq-ft)
223,281
291,960
309,169
386,547
406,548
421,590
436,857
448,455
Invert
Inc.Store
(cubic -feet)
0
515,241
601,129
695,716
793,095
828,138
858,447
663,984
Outlet Devices
Cum.Store
(cubic -feet)
0
515,241
1,116,370
1,812,086
2,605,181
3,433,319
4,291,766
4,955,750
#1 Primary
#2 Device 1
#3 Device 1
644.00'
650.00'
653.00'
72.0" Round Culvert
L= 141.0' RCP, square edge headwall, Ke= 0.500
Inlet / Outlet Invert= 644.00' / 639.00' S= 0.0355'/' 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=365.70 cfs @ 14.24 hrs HW=654.96' (Free Discharge)
4-1=Culvert (Passes 365.70 cfs of 384.20 cfs potential flow)
AL2=Orifice/Grate (Orifice Controls 5.60 cfs @ 10.27 fps)
3=Sharp-Crested Rectangular Weir(Weir Controls 360.10 cfs @ 4.58 fps)

ProposedConditions
Prepared by HDR, Inc
HydroCAD® 10.00-25 s/n 07102 © 2019 HydroCAD Software Solutions LLC
460
440
420
400
380
360
340
320
300
280
u 260
240
0 220
'L 200
180
160
140
120
100
80
60
40
20
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
NRCC 24-hr B NRCC-10yr-24hr Rainfall=5.04"
Printed 10/27/2021
Page 92
inflpw A e8=513.800
1 Peak ,E1ey=65-4 71
Storages3}-843 }8a8 Icf-
10 20 30 40 50 60 70 80 90 100 110 120 130 140 150
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
U Inflow
• Primary
• Primary`

ProposedConditions
Prepared by HDR, Inc
HydroCAD® 10.00-25 s/n 07102 © 2019 HydroCAD Software Solutions LLC
Elevation (feet)
50,000
Pond Pond C2: Pond C2
Stage -Area -Storage
Surface/Horizontal/Wetted Area (sq-ft)
100,000 150,000 200,000 250,000 300,000 350,000 400,000
+
657J
656J
655�
6547:'
6537-
652J
651��
650'.
649J
648-
647-
646:
645:
644
+
Custom Stage Data
+
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)
NRCC 24-hr B NRCC-10yr-24hr Rainfall=5.04"
Printed 10/27/2021
Page 93
Surface
❑ Storage

ProposedConditions NRCC 24-hr B NRCC-10yr-24hr Rainfall=5.04"
Prepared by HDR, Inc Printed 10/27/2021
HydroCAD® 10.00-25 s/n 07102 © 2019 HydroCAD Software Solutions LLC Page 94
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 NRCC 24-hr B NRCC-10yr-24hr Rainfall=5.04"
Prepared by HDR, Inc Printed 10/27/2021
HydroCAD® 10.00-25 s/n 07102 © 2019 HydroCAD Software Solutions LLC Page 95
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 2,524,071
644.15 228,432 33,878 651.95 406,048 2,584,866
644.30 233,583 68,530 652.10 407,300 2,645,873
644.45 238,734 103,953 652.25 408,428 2,707,053
644.60 243,885 140,150 652.40 409,556 2,768,402
644.75 249,036 177,119 652.55 410,685 2,829,920
644.90 254,187 214,860 652.70 411,813 2,891,607
645.05 259,337 253,375 652.85 412,941 2,953,464
645.20 264,488 292,662 653.00 414,069 3,015,490
645.35 269,639 332,721 653.15 415,197 3,077,684
645.50 274,790 373,553 653.30 416,325 3,140,049
645.65 279,941 415,158 653.45 417,453 3,202,582
645.80 285,092 457,536 653.60 418,582 3,265,285
645.95 290,243 500,686 653.75 419,710 3,328,157
646.10 292,820 544,480 653.90 420,838 3,391,198
646.25 294,111 588,500 654.05 421,972 3,454,408
646.40 295,402 632,713 654.20 423,117 3,517,790
646.55 296,692 677,120 654.35 424,262 3,581,343
646.70 297,983 721,721 654.50 425,407 3,645,068
646.85 299,274 766,515 654.65 426,552 3,708,965
647.00 300,565 811,503 654.80 427,697 3,773,034
647.15 301,855 856,685 654.95 428,842 3,837,274
647.30 303,146 902,060 655.10 429,987 3,901,686
647.45 304,437 947,628 655.25 431,132 3,966,270
647.60 305,727 993,391 655.40 432,277 4,031,026
647.75 307,018 1,039,347 655.55 433,422 4,095,953
647.90 308,309 1,085,496 655.70 434,567 4,161,052
648.05 311,103 1,131,877 655.85 435,712 4,226,323
648.20 316,907 1,178,978 656.00 436,857 4,291,766
648.35 322,710 1,226,949 656.15 438,017 4,357,382
648.50 328,514 1,275,791 656.30 439,177 4,423,171
648.65 334,317 1,325,503 656.45 440,336 4,489,135
648.80 340,120 1,376,086 656.60 441,496 4,555,272
648.95 345,924 1,427,539 656.75 442,656 4,621,583
649.10 351,727 1,479,863 656.90 443,816 4,688,069
649.25 357,530 1,533,057 657.05 444,976 4,754,728
649.40 363,334 1,587,122 657.20 446,135 4,821,561
649.55 369,137 1,642,057 657.35 447,295 4,888,569
649.70 374,940 1,697,863 657.50 448,455 4,955,750
649.85 380,744 1,754,539
650.00 386,547 1,812,086
650.15 388,047 1,870,181
650.30 389,547 1,928,500
650.45 391,047 1,987,045
650.60 392,547 2,045,814
650.75 394,047 2,104,809
650.90 395,547 2,164,029
651.05 397,048 2,223,473
651.20 398,548 2,283,143
651.35 400,048 2,343,037
651.50 401,548 2,403,157
651.65 403,048 2,463,502

ProposedConditions NRCC 24-hr B NRCC-10yr-24hr Rainfall=5.04"
Prepared by HDR, Inc Printed 10/27/2021
HydroCAD® 10.00-25 s/n 07102 © 2019 HydroCAD Software Solutions LLC Page 96
Inflow Area =
Inflow =
Outflow =
Primary =
Summary for Pond PondA3: Pond A3
278.500 ac, 0.00% Impervious, Inflow Depth = 4.05" for NRCC-10yr-24hr event
397.22 cfs @ 12.65 hrs, Volume= 94.073 af
346.43 cfs @ 12.85 hrs, Volume= 93.518 af, Atten= 13%, Lag= 11.7 min
346.43 cfs @ 12.85 hrs, Volume= 93.518 af
Routing by Stor-Ind method, Time Span= 0.00-150.00 hrs, dt= 0.05 hrs
Starting Elev= 628.00' Surf.Area= 136,139 sf Storage= 662,262 cf
Peak Elev= 632.92' @ 12.85 hrs Surf.Area= 164,163 sf Storage= 1,405,428 cf (743,166 cf above start)
Plug -Flow detention time= 535.7 min calculated for 78.288 af (83% of inflow)
Center -of -Mass det. time= 361.7 min (1,262.5 - 900.8 )
Volume Invert Avail.Storage Storage Description
#1
Elevation
(feet)
622.00
626.00
628.00
630.00
632.00
634.00
636.00
638.00
622.00' 2,306,573 cf Custom Stage Data (Prismaticpsted below (Recalc)
Device Routing
Surf.Area
(sq-ft)
79,364
122,465
136,139
149,640
159,531
169,647
179,989
190,558
Invert
Inc.Store
(cubic -feet)
0
403,658
258,604
285,779
309,171
329,178
349,636
370,547
Outlet Devices
Cum.Store
(cubic -feet)
0
403,658
662,262
948,041
1,257,212
1,586,390
1,936,026
2,306,573
#1 Primary
#2 Device 1
#3 Device 1
622.00'
628.00'
631.00'
72.0" Round Culvert
L= 162.0' RCP, square edge headwall, Ke= 0.500
Inlet / Outlet Invert= 622.00' / 612.00' S= 0.0617'/' Cc= 0.900
n= 0.013, Flow Area= 28.27 sf
7.0" Vert. Orifice/Grate C= 0.600
40.0' long Sharp -Crested Rectangular Weir 2 End Contraction(s)
Primary OutFlow Max=346.25 cfs @ 12.85 hrs HW=632.92' (Free Discharge)
4-1=Culvert (Passes 346.25 cfs of 383.03 cfs potential flow)
AL2=Orifice/Grate (Orifice Controls 2.77 cfs @ 10.35 fps)
3=Sharp-Crested Rectangular Weir(Weir Controls 343.49 cfs @ 4.53 fps)

ProposedConditions
Prepared by HDR, Inc
HydroCAD® 10.00-25 s/n 07102 © 2019 HydroCAD Software Solutions LLC
w
0
w
w
440
420J
400J
380
360-
340�
320
300J
280J
260J
240
220
200=
180=
160'
140
120
100
80=
60
40
20=
0
638
637�
Pond PondA3: Pond A3
Hyd rog raph
NRCC 24-hr B NRCC-10yr-24hr Rainfall=5.04"
Printed 10/27/2021
Page 97
L
-L 1 L L 1 L
7
397.22 cfs
346.43 cfs
T
r
1 T
'1 nflow Area=27$ v5 0t ac
1 Peak,E1ey=63-2 2'
Sforager1,405,428 cf
L L 1 L 1 L L 1 L L L
L L 1 L 1 L L 1 L L 1 L
-11
T r 1-11
L L 1 L 1 L L 1 L L 1 L
-11
-11
L L 1 L 1 L L 1 L L 1 L
L 1 + 4- L I L -4 L
T T I T 1 T T T T 1 T
L L I L I L L I L L I L
0 10 20 30 40 50 60 70 80 90 100 110 120 130 140 150
Time (hours)
T
636J
6357-
634�
633�
632-
631
630 :/e
629
628
627
626
625
624
623
Pond PondA3: Pond A3
Stage -Discharge
Sharp -Crested Rect-
i
i
T
4-
IT r
L L
4-
T
r
i
L
622. .
0
50
100 150 200 250 300
Discharge (cfs)
350
400 450
U Inflow
• Primary
• Primary`

ProposedConditions NRCC 24-hr B NRCC-10yr-24hr Rainfall=5.04"
Prepared by HDR, Inc Printed 10/27/2021
HydroCAD® 10.00-25 s/n 07102 © 2019 HydroCAD Software Solutions LLC Page 98
Elevation (feet)
638J
637J
636J
635�
634-T'
633-
632-
631��
630�
629�
628�
627�
626�
625=
624=
623=
622
20,000
' I '
40,000
lr
Pond PondA3: Pond A3
Stage -Area -Storage
Surface/Horizontal/Wetted Area (sq-ft)
60,000 80,000 100,000 120,000 140,000 160,000 180,000
-r
+
I+
I4-
IL
Custom Stage Data
r
L
4-1
0
500,000
1,000,000 1,500,000
Storage (cubic -feet)
2,000,000
Surface
❑ Storage

ProposedConditions NRCC 24-hr B NRCC-10yr-24hr Rainfall=5.04"
Prepared by HDR, Inc Printed 10/27/2021
HydroCAD® 10.00-25 s/n 07102 © 2019 HydroCAD Software Solutions LLC Page 99
Stage -Discharge for Pond PondA3: Pond A3
Elevation Primary Elevation Primary Elevation Primary Elevation Primary
(feet) (cfs) (feet) (cfs) (feet) (cfs) (feet) (cfs)
622.00 0.00 626.16 0.00 630.32 1.83 634.48 419.17
622.08 0.00 626.24 0.00 630.40 1.87 634.56 420.94
622.16 0.00 626.32 0.00 630.48 1.90 634.64 422.69
622.24 0.00 626.40 0.00 630.56 1.94 634.72 424.44
622.32 0.00 626.48 0.00 630.64 1.97 634.80 426.19
622.40 0.00 626.56 0.00 630.72 2.01 634.88 427.92
622.48 0.00 626.64 0.00 630.80 2.04 634.96 429.65
622.56 0.00 626.72 0.00 630.88 2.07 635.04 431.37
622.64 0.00 626.80 0.00 630.96 2.10 635.12 433.09
622.72 0.00 626.88 0.00 631.04 3.18 635.20 434.80
622.80 0.00 626.96 0.00 631.12 7.60 635.28 436.50
622.88 0.00 627.04 0.00 631.20 13.88 635.36 438.19
622.96 0.00 627.12 0.00 631.28 21.58 635.44 439.88
623.04 0.00 627.20 0.00 631.36 30.46 635.52 441.56
623.12 0.00 627.28 0.00 631.44 40.37 635.60 443.24
623.20 0.00 627.36 0.00 631.52 51.23 635.68 444.91
623.28 0.00 627.44 0.00 631.60 62.95 635.76 446.57
623.36 0.00 627.52 0.00 631.68 75.46 635.84 448.23
623.44 0.00 627.60 0.00 631.76 88.73 635.92 449.88
623.52 0.00 627.68 0.00 631.84 102.70 636.00 451.53
623.60 0.00 627.76 0.00 631.92 117.34 636.08 453.17
623.68 0.00 627.84 0.00 632.00 132.62 636.16 454.80
623.76 0.00 627.92 0.00 632.08 148.52 636.24 456.43
623.84 0.00 628.00 0.00 632.16 165.00 636.32 458.05
623.92 0.00 628.08 0.02 632.24 182.05 636.40 459.66
624.00 0.00 628.16 0.08 632.32 199.64 636.48 461.27
624.08 0.00 628.24 0.17 632.40 217.76 636.56 462.88
624.16 0.00 628.32 0.29 632.48 236.40 636.64 464.48
624.24 0.00 628.40 0.42 632.56 255.53 636.72 466.07
624.32 0.00 628.48 0.56 632.64 275.14 636.80 467.66
624.40 0.00 628.56 0.67 632.72 295.22 636.88 469.24
624.48 0.00 628.64 0.76 632.80 315.77 636.96 470.82
624.56 0.00 628.72 0.84 632.88 336.75 637.04 472.39
624.64 0.00 628.80 0.92 632.96 358.18 637.12 473.96
624.72 0.00 628.88 0.99 633.04 380.03 637.20 475.52
624.80 0.00 628.96 1.05 633.12 387.94 637.28 477.07
624.88 0.00 629.04 1.11 633.20 389.85 637.36 478.63
624.96 0.00 629.12 1.17 633.28 391.74 637.44 480.17
625.04 0.00 629.20 1.23 633.36 393.63 637.52 481.71
625.12 0.00 629.28 1.28 633.44 395.51 637.60 483.25
625.20 0.00 629.36 1.33 633.52 397.38 637.68 484.78
625.28 0.00 629.44 1.38 633.60 399.24 637.76 486.31
625.36 0.00 629.52 1.43 633.68 401.09 637.84 487.83
625.44 0.00 629.60 1.47 633.76 402.94 637.92 489.35
625.52 0.00 629.68 1.52 633.84 404.77 638.00 490.86
625.60 0.00 629.76 1.56 633.92 406.60
625.68 0.00 629.84 1.60 634.00 408.42
625.76 0.00 629.92 1.64 634.08 410.23
625.84 0.00 630.00 1.68 634.16 412.04
625.92 0.00 630.08 1.72 634.24 413.83
626.00 0.00 630.16 1.76 634.32 415.62
626.08 0.00 630.24 1.80 634.40 417.40

ProposedConditions NRCC 24-hr B NRCC-10yr-24hr Rainfall=5.04"
Prepared by HDR, Inc Printed 10/27/2021
HydroCAD® 10.00-25 s/n 07102 © 2019 HydroCAD Software Solutions LLC Page 100
Stage -Area -Storage for Pond PondA3: Pond A3
Elevation Surface Storage Elevation Surface Storage
(feet) (sq-ft) (cubic -feet) (feet) (sq-ft) (cubic -feet)
622.00 79,364 0 632.40 161,554 1,321,429
622.20 81,519 16,088 632.60 162,566 1,353,841
622.40 83,674 32,608 632.80 163,577 1,386,455
622.60 85,829 49,558 633.00 164,589 1,419,272
622.80 87,984 66,939 633.20 165,601 1,452,291
623.00 90,139 84,752 633.40 166,612 1,485,512
623.20 92,294 102,995 633.60 167,624 1,518,936
623.40 94,449 121,669 633.80 168,635 1,552,562
623.60 96,604 140,775 634.00 169,647 1,586,390
623.80 98,759 160,311 634.20 170,681 1,620,423
624.00 100,915 180,279 634.40 171,715 1,654,662
624.20 103,070 200,677 634.60 172,750 1,689,109
624.40 105,225 221,506 634.80 173,784 1,723,762
624.60 107,380 242,767 635.00 174,818 1,758,623
624.80 109,535 264,458 635.20 175,852 1,793,690
625.00 111,690 286,581 635.40 176,886 1,828,963
625.20 113,845 309,134 635.60 177,921 1,864,444
625.40 116,000 332,119 635.80 178,955 1,900,132
625.60 118,155 355,534 636.00 179,989 1,936,026
625.80 120,310 379,381 636.20 181,046 1,972,129
626.00 122,465 403,658 636.40 182,103 2,008,444
626.20 123,832 428,288 636.60 183,160 2,044,971
626.40 125,200 453,191 636.80 184,217 2,081,708
626.60 126,567 478,368 637.00 185,274 2,118,657
626.80 127,935 503,818 637.20 186,330 2,155,818
627.00 129,302 529,542 637.40 187,387 2,193,189
627.20 130,669 555,539 637.60 188,444 2,230,773
627.40 132,037 581,809 637.80 189,501 2,268,567
627.60 133,404 608,353 638.00 190,558 2,306,573
627.80 134,772 635,171
628.00 136,139 662,262
628.20 137,489 689,625
628.40 138,839 717,258
628.60 140,189 745,160
628.80 141,539 773,333
629.00 142,890 801,776
629.20 144,240 830,489
629.40 145,590 859,472
629.60 146,940 888,725
629.80 148,290 918,248
630.00 149,640 948,041
630.20 150,629 978,068
630.40 151,618 1,008,293
630.60 152,607 1,038,715
630.80 153,596 1,069,336
631.00 154,586 1,100,154
631.20 155,575 1,131,170
631.40 156,564 1,162,384
631.60 157,553 1,193,795
631.80 158,542 1,225,405
632.00 159,531 1,257,212
632.20 160,543 1,289,219

ProposedConditions NRCC 24-hr B NRCC-10yr-24hr Rainfall=5.04"
Prepared by HDR, Inc Printed 10/27/2021
HydroCAD® 10.00-25 s/n 07102 © 2019 HydroCAD Software Solutions LLC Page 101
Inflow Area =
Inflow =
Primary =
315.500 ac,
373.38 cfs @
373.38 cfs @
Primary outflow = Inflow, Time
400
380
360
3407:-
320
300�
280-
260
240
220J
2001'
180=
160-
140
120
100-
80J
60"
40
20-
0
Summary for Link A: Outfall A
0.00% Impervious, Inflow Depth > 3.88" for NRCC-10yr-24hr event
12.82 hrs, Volume= 101.983 af
12.82 hrs, Volume= 101.983 af, Atten= 0%, Lag= 0.0 min
Span= 0.00-150.00 hrs, dt= 0.05 hrs
Link A: Outfall A
Hyd rog raph
1
373.38 cfs
373.38 cfs
L
r
L
L
r
L
i
Y
L
4
✓
- L L
I nflOw*e - 3-[ 400 tiac-
L L
L L
L
Ir
L L
r
L
L
✓
L
L
L
10 20 30 40 50 60 70 80 90 100 110 120 130 140 150
Time (hours)
C Inflow
❑ Primary

ProposedConditions NRCC 24-hr B NRCC-10yr-24hr Rainfall=5.04"
Prepared by HDR, Inc Printed 10/27/2021
HydroCAD® 10.00-25 s/n 07102 © 2019 HydroCAD Software Solutions LLC Page 102
Summary for Link B: Total DA B
Inflow Area = 374.300 ac, 0.00% Impervious, Inflow Depth > 3.85" for NRCC-10yr-24hr event
Inflow = 267.48 cfs @ 13.56 hrs, Volume= 120.098 af
Primary = 267.48 cfs @ 13.56 hrs, Volume= 120.098 af, Atten= 0%, Lag= 0.0 min
Primary outflow = Inflow, Time Span= 0.00-150.00 hrs, dt= 0.05 hrs
280
260�
2407:'
220J
200�
180-
o 160::'
60=
40
20=
0
Link B: Total DA B
Hyd rog raph
i
jnflipw Ares=374.100 ac
i
10 20 30 40 50 60 70 80 90 100 110 120 130 140 150
Time (hours)
C Inflow
❑ Primary

ProposedConditions NRCC 24-hr B NRCC-10yr-24hr Rainfall=5.04"
Prepared by HDR, Inc Printed 10/27/2021
HydroCAD® 10.00-25 s/n 07102 © 2019 HydroCAD Software Solutions LLC Page 103
Inflow Area =
Inflow =
Primary =
878.800 ac,
470.45 cfs @
470.45 cfs @
Primary outflow = Inflow, Time
500-
450-
400:-
350�
300—
250j
200—
150-'�
100
50
Summary for Link C: Total DA C
0.00% Impervious, Inflow Depth > 3.31" for NRCC-10yr-24hr event
14.05 hrs, Volume= 242.628 af
14.05 hrs, Volume= 242.628 af, Atten= 0%, Lag= 0.0 min
Span= 0.00-150.00 hrs, dt= 0.05 hrs
Link C: Total DA C
Hyd rog raph
10 20 30 40
`Inflow Ares=878-400 ac
50 60 70 80 90 100 110 120 130 140 150
Time (hours)
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
tRenewals 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: (
[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 Zip:27604
Mailing Address (if applicable):Randolph County - 725 McDowell Road
City:Asheboro State:NC Zip:27205
Phone: (336 ) 318.6300 Fax: (
Email:
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 6

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
to dry basins located on the pad. The dry basins will reduce the peak discharges and outlet to a 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 (NHW) line or Mean High Water
(MHW) 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 MFIW) 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.
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.
Form SWU-101 Version Oct. 31, 2013 Page 3 of 6

*** Report only that amount of existing BUA that will remain after development. Do not report any existing BUA that
is to be removed and which will be replaced by new BUA.
11. How was the off -site impervious area listed above determined? Provide documentation. NA
Projects in Union County: Contact DEMLR Central Office staff to check if the project is located within a Threatened &
Endangered Species watershed that may be subject to more stringent stormwater requirements as per 15A NCAC 02B .0600.
V. SUPPLEMENT AND O&M FORMS
The applicable state stormwater management permit supplement and operation and maintenance (O&M) forms
must be submitted for each BMP specified for this project. The latest versions of the forms can be downloaded
from http: / / portal.ncdenr.org/ web/wq/ws/ su/bmp-manual.
VI. SUBMITTAL REQUIREMENTS
Only complete application packages will be accepted and reviewed by the Division of Energy, Mineral and
Land Resources (DEMLR). A complete package includes all of the items listed below. A detailed application
instruction sheet and BMP checklists are available from
http://portal.ncdenr.org/web/wq/ws/su/statesw/forms_docs. The complete application package should be
submitted to the appropriate DEMLR Office. (The appropriate office may be found by locating project on the
interactive online map at http://portal.ncdenr.org/web/wq/ws/su/maps.)
Please indicate that the following required information have been provided by initialing in the space provided
for each item. All original documents MUST be signed and initialed in blue ink. Download the latest versions
for each submitted application package from http:/ /portal.ncdenr.org/web/wq/ws/su/statesw/forms_docs.
Initials
1. Original and one copy of the Stormwater Management Permit Application Form.
2. Original and one copy of the signed and notarized Deed Restrictions & Protective Covenants
Form. (if required as per Part VII below)
3. Original of the applicable Supplement Form(s) (sealed, signed and dated) and O&M
agreement(s) for each BMP.
4. Permit application processing fee of $505 payable to NCDENR. (For an Express review, refer to
http:/ /www.envhelp.org/pages/onestopexpress.html for information on the Express program
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 MEW 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 MEW (or NHW) of tidal waters.
i. Dimensioned property/project boundary with bearings & distances.
j. Site Layout with all BUA identified and dimensioned.
k. Existing contours, proposed contours, spot elevations, finished floor elevations.
1. Details of roads, drainage features, collection systems, and stormwater control measures.
m. Wetlands delineated, or a note on the plans that none exist. (Must be delineated by a
qualified person. Provide documentation of qualifications and identify the person who
made the determination on the plans.
n. Existing drainage (including off -site), drainage easements, pipe sizes, runoff calculations.
o. Drainage areas delineated (included in the main set of plans, not as a separate document).
Form SWU-101 Version Oct. 31, 2013 Page 4 of 6

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.
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.
Form SWU-101 Version Oct. 31, 2013 Page 5 of 6

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
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 6 of 6

WET POND
Drainage area number
2 Minimum required
treatm
ent volume (cu ft)
(GENERAL MDC FROM 02H .1050
A3 I B2 I C2
411878 cf 636375 cf 1159640 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)
621.00
607.00
643.00
21
Elevation of the main pool bottom (top of sediment removal) (fmsl)
622.00
608.00
644.00
22
Elevation of the bottom of the vegetated shelf (fmsl)
627.50
613.50
649.50
23
Elevation of the permanent pool (fmsl)
628.00
614.00
650.00
24
Elevation of the top of the vegetated shelf (fmsl)
628.50
614.50
650.50
25
Elevation of the temporary pool (fmsl)
26
Surface area of the main permanent pool (square feet)
27
Volume of the main permanent pool (cubic feet)
645750 cf
1130785•
• • cf
28
Average depth of the main pool (feet)
4.90 .
5.30 .
4.80 ft
29
Average depth equation used
30
If using equation 3, main pool perimeter (feet)
1560.0 ft
1874.0 ft
2417.0 ft
31
If using equation 3, width of submerged veg. shelf (feet)
3.0 ft
3.0
32
Volume of the forebay (cubic feet)
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)
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)
45
Does water flow out of the forebay in a non -erosive manner?
Yes
Yes
Yes
46
Width of the vegetated shelf (feet)
47
Slope of vegetated shelf (H:V)
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
Please use this space to provide any additional information about the
wet pond(s):
Wet Pond
1
7:52 PM 1/31/2022

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

DRAINAGE AREAS
1
Is this a high density project?
Yes
2
If so, number of drainage areas/SCMs
7
3
Does this project have low density areas?
No
4
If so, number of low density drainage areas
0
5
Is all/part of this project subject to previous rule
versions?
No
FORMS LOADED
DRAINAGE AREA INFORMATION
Entire Site
1
2
3
4
4
Type of SCM
Dry Pond Al
Dry Pond A2
Wet Pond A3
Dry Pond B1
5
Total drainage area (sq ft)
4325860
5458798
12130840
12144188
6
Onsite drainage area (sq ft)
4325860
5458798
12130840
12144188
7
Offsite drainage area (sq ft)
0
0
0
0
8
Total BUA in project (sq ft)
4325860 sf
5458798 sf
9784658 sf
12144188 sf
9
New BUA on subdivided lots (subject to permitting)
(sq ft)
10
New BUA not on subdivided lots (subject to
permitting) (sf)
4325860 sf
5458798 sf
121144188 sf
11
Offsite BUA (sq ft)
12
Breakdown of new BUA not on subdivided lots:
- Parking (sq ft)
- Sidewalk (sq ft)
- Roof (sq ft)
- Roadway (sq ft)
- Future (sq ft)
- Other, please specify in the comment box
below (sq ft)
4817897 sf
13
New infiltrating permeable pavement on
subdivided lots (sq ft)
14
New infiltrating permeable pavement not on
subdivided lots (sq ft)
15
Existing BUA that will remain (not subject to
permitting) (sq ft)
16
Existing BUA that is already permitted (sq ft)
17
Existing BUA that will be removed (sq ft)
18
Percent BUA
100%
19
Design storm (inches)
1.0 in
20
Design volume of SCM (cu ft)
411878 cf
21
Calculation method for design volume
Simple Method
ADDITIONAL INFORMATION 7
Please use this space to provide any additional information about the
22 drainage area(s):
Total .mpervious area. The breakdown of the types of impervious surface is
not known at this time.

DRAINAGE AREAS
1
Is this a high density project?
Yes
2
If so, number of drainage areas/SCMs
7
3
Does this project have low density areas?
No
4
If so, number of low density drainage areas
0
5
Is all/part of this project subject to previous rule
versions?
No
FORMS LOADED
DRAINAGE AREA INFORMATION
Entire Site
5
6
7
4
Type of SCM
Wet Pond B2
Dry Pond Al
Wet Pond A2
5
Total drainage area (sq ft)
16303530
23250169
23250169
6
Onsite drainage area (sq ft)
16303530
23250169
23250169
7
Offsite drainage area (sq ft)
0
0
0
8
Total BUA in project (sq ft)
12144188
23250169 sf
23250169 sf
9
New BUA on subdivided lots (subject to permitting)
(sq ft)
10
New BUA not on subdivided lots (subject to
permitting) (sf)
23250169 sf
11
Offsite BUA (sq ft)
12
Breakdown of new BUA not on subdivided lots:
- Parking (sq ft)
- Sidewalk (sq ft)
- Roof (sq ft)
- Roadway (sq ft)
- Future (sq ft)
- Other, please specify in the comment box
below (sq ft)
7748945 sf
14170645 sf
13
New infiltrating permeable pavement on
subdivided lots (sq ft)
14
New infiltrating permeable pavement not on
subdivided lots (sq ft)
15
Existing BUA that will remain (not subject to
permitting) (sq ft)
16
Existing BUA that is already permitted (sq ft)
17
Existing BUA that will be removed (sq ft)
18
Percent BUA
100%
100%
19
Design storm (inches)
1.0 in
1.0 in
20
Design volume of SCM (cu ft)
636375 cf
1159640 cf
21
Calculation method for design volume
Simple Method
Simple Method
ADDITIONAL INFORMATION
7
Please use this space to provide any additional information about the
22 drainage area(s):
Total mpervious area. The breakdown of the types of impervious surface is
not known at this time.

DRY POND
1
2
Draina.e area number
Minimum re.uired treatment volume cu ft
GENERAL MDC FROM 02H .1050
Al
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
37 Please use this space to provide any additional information about the
dry pond(s):
The dry ponds are only being used to provide peak attenuation and not
designed to provide water quality.
Dry Pond 5 7:52 PM 1/31/2022