SW4240907_Stormwater Report_20241015

Stormwater Report
Project:
Design Masters Displays — Building Expansion
FEI Project: 02043.003
Submitted To:
NCDEQ
August 30th, 2024
Prepared For: H2PRO, LLC
4001 Brambletye Court
Greensboro,NC 27407
[phone]
Prepared By: FEI Civil Engineers and Land Surveyors
8518 Triad Drive
Colfax, North Carolina 27235
(336)-544-6438
Engineer: Andrew Christ, PE
11111
Civil Engineers and Land Surveyors
CIVIL ENGINEERS AND LAND SURVEYORS
8518 Triad Drive
Colfax, NC 27235
[phone]
License No. C-0950
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Table of Contents
Introduction 5
Site Information 5
SITE DATA 5
WATERSHED DATA 5
Narrative 6
Site Description 6
DRAINAGE AREAS AND COMPOSITE CURVE NUMBERS 6
STORM WATER CONVEYANCE SYSTEMS 7
Stormwater Wet Pond Sizing 7
WATER QUALITY ANALYSIS 9
WATER QUANTITY ANALYSIS 9
Conclusion 10
Appendix 11
Table of Tables
Table 1: Existing Site Drainage Areas 6
Table 2: Drainage Areas (Proposed) 7
Table 3: Wetland Design Parameters and Required Volume 8
Table 4: Proposed Wetland Design Volume and Surface Area 9
Table 5: NOAA ATLAS Precipitation Depth 10
Table 6: Summary of Water Quantity Analysis 10
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Design Masters Display
High Point
Randolph County, North Carolina
INTRODUCTION
The proposed development is the construction of a Building Expansion located at 5657 Prospect
St, High Point, NC 27260, falling under the jurisdiction of Trinity, NC. This 18.73-acre parcel
contains 4.11 acres of existing built-upon area (BUA). A portion of the existing BUA will remain
in a low-density application and where the improvements are being proposed, all BUA will be
captured and treated using a Stormwater Wet Pond for both Water Quality and Quantity
control. The site requires the removal of existing BUA, grading, and installation of new paved
areas along with the new building. The project consists of a total 22,000 sf building expansion
with an asphalt parking lot, storm sewer installation, and sanitary service relocation. The
effective area is 18.50 acres after subtracting the 0.23 acres of surface water found from the
total property (18.73acres) within the property lines resulting in 22.23% (4.11 acres) of existing
built upon area. The new building will not to be served by new water/sewer services as the
existing building, currently served by public water and private septic sewer will meet
requirements.
SITE INFORMATION
Site Data
Owner: H2PRO, LLC, 4001 Brambletye Court, Greensboro, NC 27407
PIN: 6798364174
Reference: D.B. 2110, PG. 940
Development Standard: City of Trinity, NCDOT, and NCDEQ
Zoning: M2
Property Address: 5657 Prospect St, High Point, NC 27263
Permitting Jurisdiction: City of Trinity
Watershed Data
Watershed Classification: Non-water supply watershed
River Basin: Yadkin-Pee-Dee
Soil Types: WtC and MeB2
Average Slope: 4%
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NARRATIVE
The subject property has been delineated by a licensed Soil Scientist and verified by USACE. The
Property consists of two Intermittent Streams with 50ft Riparian Buffers. The onsite drainage
areas have been broken down into two drainage areas as well as an offsite area that drains
through the property. The property has a hydrologic soil group D with a combination of heavy
tree coverage within the buffer areas but within the project area, the ground is mostly gravel
and pavement with light grass cover. The existing Pre-Construction drainage area has a 10-year
flow rate of 17.67 cfs (CN=96, 110=5.60 (in/hr), Tc=10min).
During initial construction, erosion control measures will be in place to control the disturbed
area runoff. Upon completion of construction, the erosion control basin will be converted to a
wet pond and perimeter measures will be removed.
The Post-Construction Drainage area will be controlled by storm sewers, catch basins, and grate
inlets collecting the water and directing it to the stormwater wet pond.The Wet Pond is
proposed to discharge closer to the stream within the buffer areas to prevent scour and allow
the depths required for the wet pond.
SITE DESCRIPTION
The site is not located within a designated Watershed.
Drainage Areas and Composite Curve Numbers
The existing site is 18.73 acres (Total Project Area of 18.50 acres)that is comprised of 2 preconstruction
drainage areas, see Table 1 below for breakdown.The existing condition is most closely represented as
grass, some areas of Woods and dense vegetation, and existing BUA in Soil Group C. A weighted Curve
Number(CN) of 79 was used for the existing condition. See pre-construction drainage area summary for
curve number summary in Table 2.
Table 1: Existing Site Drainage Areas
Description Onsite DA Offsite DA Total DA
Pre-Construction Low Density DA 1 14.74 AC 0.00 AC 14.74 AC
Pre-Construction DA 2 3.99 AC 0.00 AC 3.99 AC
Total Site DA 18.73 AC 0.00 AC 18.73 AC
The Pre-Construction Low Density DA is proposed to have no change and is not evaluated in routing or
pre/post conditions. For the Preconstruction DA 2, a time of concentration (TO of 10 minutes was used
for the existing conditions (sheet, shallow, and concentrated flow) and a Tc of 5 minutes was used for
post development construction.The developed area is intended to be captured and conveyed to the
Wet Pond using roof drains and storm sewer.The post-construction site has been analyzed to meet the
pre & post condition as required by NCDEQ. See Table 2 for a summary of drainage areas and composite
curve numbers used in the analysis.
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The post-construction drainage area to the Wet Pond is 3.99 acres and analyzed with a site built upon
area of 3.16 acres.
The proposed development will comprise of buildings, pavement (drive aisles, parking area, and
sidewalk), and landscaped areas producing a weighted CN of 96 for the proposed development.
Table 2: Drainage Areas(Proposed)
Drainage Area Total Area Impervious Area Weighted CN
Post-Construction Low N/A
Density DA 1 14.74 Acres 1.58 Acres (10.72%)
Post-Construction DA 2 3.99 Acres 3.16 Acres (79.20%) 96
Curve Numbers are referenced from SCS/NRCS TR-55 and NCDEQ Stormwater Design Manual Appendix
B and is provided in the appendix.
Stormwater Conveyance Systems
The piped conveyance system and permanent drainage swales have been designed to capture the
managed drainage area and convey the 10 and 25-year storm event.The HGL analysis and elevations are
provided on the construction documents.
STORMWATER WET POND SIZING
The proposed stormwater Wet Pond has been designed to meet both water quality and quantity.The
Wet Pond has a required design volume of 7,977 cubic feet using an impervious fraction of 0.55 and
runoff coefficient of 0.55.
The Proposed Wet Pond will provide a water quality volume of 8,908 cubic feet and a surface area of
7,814 square feet.The design parameters and the proposed stormwater wetland design are further
outlined in Table 3 and Table 4, respectively.
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Table 3: Wetland Design Parameters and Required Volume
Wet Pond Design (SA/DA Method)
Drainage Area to Wet Pond (ac) 3.99
Impervious Area to Wet Pond (ac) 3.16
Percent Impervious (%) 80%
Permanent Pool Average Depth (ft) 3
Location (Mtn./Pied., or Coastal) Mtn./Pied.
SA/DA Value from Table 2.92
Minimum Surface Area Required (sf) 5075
Minimum Main Pool Volume (cf) 15225
Minimum Forebay Volume (cf) 2284
Water Quality Volume Calculation
Determine Runoff Volume (NCDENR BMP 3.3.1)
Rv=0.05+0.9* IA
Drainage Area 3.99 ac
Impervious Area 2.22 ac
Impervious Fraction 0.556
Rv 0.551
V=3630* RD * Rv *A(Volume to be controlled)
RD 1 inch
Required Volume to Treat, V= 7977 cf
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Table 4: Proposed Wetland Design Volume and Surface Area
Total Wet Pond Dimensions and Volumes
Description Design
Main Pool Surface Area Required (sf) L5075
Main Pool Volume Required (cf) 15225
Forebay Volume Required (cf) 2284
Required Water Quality Volume to Treat(cf) 7977
Main Pool Surface Area Provided (sf) 7814.3
Main Pool Volume Provided (cf) _ 26341.65
Forebay Volume Provided (cf) 4427.35 l
Water Quality Volume Provided (cf) 8908
Side Slope of Proposed Design 3 :1
Bottom of Sediment Storage Elevation (ft) 896.50
Bottom of Main Pool Elevation (ft) 897.50
Top of Main Pool Elevation (ft) 902.50
Top of Water Quality Elevation (ft) 903.30 _
Bottom of Vegetated Shelf Elevation (ft) 901.50
Max. Elevation for 1 yr Storm (ft) 903.62 _
Max. Elevation for 2 yr Storm (ft) 903.69
Max. Elevation for 10 yr Storm (ft) 903.83
Max. Elevation for 100 yr Storm (ft) 904.05
Bottom of Emergency Spillway Elevation (ft) 904.00
Top of Berm Elevation (ft) 905.50
Water Quality Analysis
The first inch water quality volume is based on the post-construction drainage area of 3.99 acres and the
runoff coefficient.The Wetland has been designed to detain the first inch below the riser elevation
allowing the 1-inch orifice to control the drawdown rate for the provided volume of 8,908 cubic feet
between the 2-5-day requirement.
Water Quantity Analysis
The SCS TR-20 Method using HydroCAD was used to determine the peak pre-construction and post-
construction flows on the site per NCDEQ stormwater standards. The Wet Pond was sized for a water
quality volume to provide adequate pollutant removal and discharge post construction runoff below the
pre-construction runoff rates and ensure volume control for the identified rainfall events as described in
the introduction paragraph.
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The 1, 2, 10, and 100-year, 24-hour rainfall events were analyzed for water quantity control.The 24-
hour precipitation intensity using the SCS model was used in modeling the pre-existing site conditions
versus post construction conditions. Rainfall values for the 24-hour rainfall event for Thomasville are
based on data from NOAA and are listed below in Table 6 and provided in the appendix.
Table 5: NOAA ATLAS Precipitation Depth
1-Yr 2-Yr 10—Yr 100—Yr
TYPE II RAINFALL Return Return Return Return
Period Period Period Period
24-hour Rainfall Sequence (in) 2.84 3.43 4.94 7.26
A summary of the pre and post construction flow rates are identified in table 6.
Table 6: Summary of Water Quantity Analysis
SCS Method-24 hr Rainfall
1-Yr 2-Yr 10—Yr 100—Yr
Drainage Area Discharge Rates(cfs) Return Return Return Return
Period Period Period Period
Pre-Construction Runoff 10.30 12.80 17.67 22.58 II
Post-Construction DA 13.96 16.91 22.33 27.53
Post-Construction Wet Pond Discharge 9.62 12.69 15.00 15.25
Peak Elevations 903.62 903.69 903.83 904.05
CONCLUSION
The Wet Pond has been adequately sized to meet the NCDEQ's Post Construction Stormwater Ordinance
and Design Manual as outlined below:
1. The Wet Pond will discharge the first inch water quality volume at a rate lower than the pre-
construction 1-year, 24-hour runoff rate.
2. The Wet Pond will control the increased volume and discharge the post-construction
condition at a lesser runoff rate compared to the pre-construction condition and runoff
rates.
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APPENDIX
• NOAA PRECIPITATION FREQUENCY
• MAPS
➢ VICINITY MAP
➢ USDA SOILS MAP
➢ USGS QUAD MAP
➢ FLOOD MAPS
• SWALE LINER SPECIFICATIONS
• DEED REFERENCE
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NOAA PRECIPITATION FREQUENCY

NOAA Atlas 14,Volume 2,Version 3
eve,°``w,, Location name:Thomasville,North Carolina,USA* 1,..�„
r Latitude:35.8832°,Longitude: -80.0818° norm ,
% Elevation:855 ft**
'e rEs.,*" *source:ESRI Maps "w,, yam''s,
**source:USGS "
POINT PRECIPITATION FREQUENCY ESTIMATES
G.M.Bonnin,D.Martin,B.Lin,T.Parzybok,M.Yekta,and D.Riley
NOAA,National Weather Service,Silver Spring,Maryland
PF tabular I PF graphical I Maps & aerials
PF tabular
PDS-based point precipitation frequency estimates with 90% confidence intervals (in inches/hour)1
Average recurrence interval(years)
Duration -
1 2 5 10 25 50 100 200 _ 500 1000 _
5-min 4.63 5.50 6.40 7.00 7.64 8.04 8.38 8.64 8.89 9.04
(4.26-5.04) (5.06-5.99) (5.88-6.96) (6.42-7.60) (6.97-8.28) (7.31-8.72) (7.58-9.10) (7.79-9.38) (7.94-9.66) (8.02-9.82)
10-min 3.70 4.40 5.12 I 5.60 II 6.08 6.40 6.66 6.85 7.03 7.11
(3.40-4.02) (4.05-4.79) (4.71-5.58) I (5.14-6.07) I (5.56-6.60) (5.82-6.95) (6.02-7.22) (6.17-7.44) (6.29-7.64) (6.31-7.73)
15-min 3.08 3.68 4.32 4.72 5.14 5.40 5.61 5.76 5.90 5.95
(2.83-3.35) (3.39-4.01)_ (3.97-4.70) (4.33-5.12) (4.70-5.58) (4.91-5.86) (5.08-6.09) (5.20-6.26) (5.28-6.41) (5.28-6.47)
30-min 2.11 2.54 3.07 3.42 3.81 4.07 4.30 4.49 4.70 4.82
(1.94-2.30) (2.34-2.77) (2.82-3.34) (3.14-3.71) (3.48-4.13)) (3.70-4.41) (3.89-4.66) (4.04-4.87) (4.20-5.10) (4.27-5.24)
60-min 1.32 1.60 1.97 2.23 2.54 2.76 2.96 3.15 3.37 3.52
(1.21-1.43) (1.47-1.74) (1.81-2.14) (2.04-2.42) (2.32-2.75) (2.51-2.99) (2.68-3.21) (2.84-3.42) (3.01-3.66) (3.12-3.82)
2-hr 0.772 0.936 1.16 1.33 1.53 1.69 1.83 1.97 2.15 2.27
(0.712-0.838) (0.864-1.02) (1.07-1.26) (1.22-1.44) (1.40-1.66) (1.53-1.82) (1.66-1.98) (1.77-2.14) (1.90-2.33) (2.00-2.47)
3-hr 0.550 0.666 0.830 0.949 1.10 1.22 1.33 1.43 1 1.57 1.67
(0.507-0.597) (0.617-0.725) (0.766-0.901) (0.873-1.03) (1.01-1.19) (1.11-1.31) (1.20-1.43) (1.28-1.55) (1.39-1.70) (1.46-1.80)
6-hr 0.335 0.404 0.503 0.578 0.677 0.754 0.830 0.906 1.01 1.08
(0.309-0.364) (0.374-0.440),(0.464-0.548) (0.531-0.627) (0.618-0.732) (0.682-0.814) (0.745-0.895)1(0.805-0.976) (0.882-1.09) (0.937-1.17)
12-hr 0.197 0.238 0.298 0.345 0.408 0.459 0.510 0.564 0.637 0.694
(0.181-0.215) (0.219-0.260) (0.274-0.325) (0.316-0.375) (0.370-0.443) (0.413-0.496) (0.455-0.551) (0.497-0.608)I(0.551-0.686) (0.591-0.748)
24-hr 0.118 0.142 0.178 0.205 0.243 0.272 0.302 0.333 1 0.375 0.408
(0.110-0.127) (0.133-0.153) (0.165-0.192) (0.190-0.221) (0.224-0.262) (0.251-0.293) (0.278-0.326) (0.304-0.360) (0.341-0.406) (0.369-0.444)
2-day 0.068 0.082 0.102 0.117 0.137 0.153 0.169 0.185 0.207 0.224
(0.064-0.073) (0.077-0.088) (0.095-0.109) (0.109-0.126) (0.127-0.147) (0.141-0.164) (0.155-0.182) (0.170-0.199) (0.189-0.224) (0.203-0.243)
3-day 0.048 0.058 0.072 0.082 0.096 0.107 0.118 0.130 0.145 0.157
(0.045-0.052) (0.054-0.062) (0.067-0.077) (0.077-0.088) (0.089-0.103) (0.099-0.115) (0.109-0.127) (0.119-0.140) (0.133-0.157) (0.143-0.171)
4-day 0.038 0.046 0.056 0.064 0.076 0.084 0.093 0.102 0.115 0.124
(0.036-0.041) (0.043-0.049) (0.053-0.060) (0.060-0.069) (0.070-0.081) (0.078-0.091) (0.086-0.100) (0.094-0.110)1(0.105-0.124)1 (0.113-0.135)
7-day 0.025 0.030 0.036 0.041 0.048 0.053 0.059 0.064 0.072 0.078
(0.023-0.026) (0.028-0.032) (0.034-0.038) (0.038-0.044) (0.045-0.051) (0.049-0.057) (0.054-0.063) (0.059-0.069) (0.066-0.077) (0.071-0.084)
10-day 0.020 0.023 0.028 0.032 0.037 0.041 0.045 0.049 0.054 0.059
(0.018-0.021) (0.022-0.025) (0.026-0.030) (0.030-0.034) (0.035-0.039) (0.038-0.043) (0.042-0.048) (0.045-0.052) (0.050-0.058) (0.054-0.063)
20-day 0.013 0.015 0.018 0.021 0.024 0.026 0.029 I 0.031 0.035 0.037
(0.012-0.014) (0.015-0.016),(0.017-0.019) (0.019-0.022) (0.022-0.025) (0.025-0.028) (0.027-0.030)1(0.029-0.033) (0.032-0.037) (0.034-0.040)
30-day 0.011 0.013 0.015 0.016 0.018 0.020 0.022 0.023 0.026 0.027
(0.010-0.011) (0.012-0.013) (0.014-0.015) (0.015-0.017) (0.017-0.019) (0.019-0.021) (0.020-0.023) (0.022-0.025) (0.024-0.027) (0.025-0.029)
45-day 0.009 0.010 0.012 0.013 0.015 0.016 0.017 0.018 0.020 0.021
(0.008-0.009) (0.010-0.011) (0.011-0.013) (0.013-0.014) (0.014-0.015) (0.015-0.017) (0.016-0.018) (0.017-0.019) (0.019-0.021) (0.020-0.022)
60-day 0.008 0.009 0.010 0.011 0.013 0.014 0.014 0.015 0.016 0.017
(0.008-0.008) (0.009-0.010) (0.010-0.011) (0.011-0.012) (0.012-0.013) (0.013-0.014) (0.014-0.015) (0.015-0.016) (0.016-0.017),(0.016-0.018)
1 Precipitation frequency(PF)estimates in this table are based on frequency analysis of partial duration series(PDS).
Numbers in parenthesis are PF estimates at lower and upper bounds of the 90%confidence interval.The probability that precipitation frequency estimates(for
a given duration and average recurrence interval)will be greater than the upper bound(or less than the lower bound)is 5%.Estimates at upper bounds are not
checked against probable maximum precipitation(PMP)estimates and may be higher than currently valid PMP values.
Please refer to NOAAAtlas 14 document for more information.
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PF graphical

PDS-based intensity-duration-frequency (IDF) curves
Latitude: 35.8832°, Longitude: -80.0818°
101 - I- I Average recurrence
= mterral
(years)
L.
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10° - L �� _ — 2
— 5
cu
— 25
o 1 \� — 50
4 10-1 ._ \`` `� — 100
a �,
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d
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a �. I
\_\ — 1000
10-Z - fI
t i
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E E E E E N nti 6 r 4 v -o v 7 ii3 'o v 77
LA .-1 N Aln fdt 4
O� m $ Duration o N m •ko
101 - - -
c
10° -- Duration
lifilitillillill
a5-man — 2-day
— 10 min — 3-day
o 15-min — 4-day
0 10-1 - - — 30-min — 7-day
•a — 60-nin — 10-day
— 2-hr — 20-day
a 1 — 3-hr — 30-day
— 6-hr — 45-day
10-Z —— C — — 12-hr — 60-day
I I f I f 24-hr
1 2 5 10 25 50 100 200 500 1000
Average recurrence interval (years)
NOAA Atlas 14,Volume 2,Version 3 Created(GMT):Wed Aug 28 18:36:05 2024
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Maps & aerials
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Back to Top
US Department of Commerce
National Oceanic and Atmospheric Administration
National Weather Service
National Water Center
1325 East West Highway
Silver Spring,MD 20910
Questions?:HDSC.Questions(o),noaa.gov
Disclaimer

MAPS

David Brame
From: Phillips, George L CIV USARMY CESAW (USA) <[e-mail]>
Sent: Thursday,July 25, 2024 6:18 PM
To: David Brame; Michael Brame
Subject: RE: SAW-2024-00703 (5657 Prospect Street/Archdale NC/ Randolph County)
Attachments: Wetland Map.pdf
ALCON,
Reference is made to ORM ID SAW-2024-00703, please reference this number on any correspondence regarding this
action.
We received information from you requesting the Wilmington District, Regulatory Division review and concur with the
boundaries of an aquatic resource delineation.
We have reviewed the information provided by you concerning the aquatic resources, and by copy of this e-mail, are
confirming that the aquatic resources delineation has been verified by the Corps to be a sufficiently accurate and
reliable representation of the location and extent of aquatic resources within the identified Site Boundary.The location
and extent of these aquatic resources are shown on the delineation map, Wetland Map.
Regulatory Guidance Letter(RGL) 16-01
https://usace.contentdm.ocic.org/utils/getfile/collection/p16021co119/id/1256 provides guidance for Jurisdictional
Determinations (JD) and states "The Corps generally does not issue a JD of any type where no JD has been
requested". At this time we are only verifying the delineation. This delineation may be relied upon for use in the permit
evaluation process, including determining compensatory mitigation. "This verification does not address nor include any
consideration for geographic jurisdiction on aquatic resources and shall not be interpreted as such. This delineation
verification is not an Approved Jurisdictional Determination (AJD) and is not an appealable action under the Regulatory
Program Administrative Appeal Process (33 CFR Part 331). However,you may request an AJD,which is an appealable
action.
If you wish to receive a Preliminary Jurisdictional Determination (PJD), or an Approved Jurisdictional Determination
(AJD) please respond accordingly, otherwise nothing further is required and we will not provide any additional
documentation.
The delineation included herein has been conducted to identify the location and extent of the aquatic resource
boundaries and/or the jurisdictional status of aquatic resources for purposes of the Clean Water Act for the
particular site identified in this request.This delineation may not be valid for the Wetland Conservation Provisions
of the Food Security Act of 1985, as amended. If you or your tenant are USDA program participants, or anticipate
participation in USDA programs,you should discuss the applicability of a certified wetland determination with the
local USDA service center, prior to starting work.
Lyle Phillips
Regulatory Project Manager
US Army Corps of Engineers
CE-SAW-RG-R
3331 Heritage Trade Drive,Suite 105
Wake Forest, North Carolina 27587
Phone: [phone]
1

Fax: [phone]
Email: [e-mail]
We would appreciate your feedback on how we are performing our duties. Our automated Customer Service Survey is
located at https://regulatory.ops.usace.army.mil/customer-service-survey/.Thank you for taking the time to visit this
site and complete the survey.
From: RaleighNCREG<[e-mail]>
Sent:Thursday,April 4, 2024 3:01 PM
To: David Brame<[e-mail]>
Cc: Phillips, George L CIV USARMY CESAW (USA) <[e-mail]>
Subject: SAW-2024-00703 (5657 Prospect Street/Archdale NC/ Randolph County)
Good afternoon,
Your JD request has been received, assigned action IDSAW-2024-00703 and forwarded to Lyle Phillips for
further processing.
Please refer to the action ID in all correspondence.
Thank you,
Josephine Schaffer
From: David Brame<[e-mail]>
Sent:Thursday,April 4, 2024 10:23 AM
To: RaleighNCREG<[e-mail]>
Subject: [Non-DoD Source] 10742 - Prospect Street, Stokesdale, Guilford County, NC- USACE JD Request
Please see attached.
Sincerely,
David Brame, PWS
PILOT ""
PILOT I N V I I O N Y I N T A l . I N C
336.708.4617(c)
336.310.4527(o)
www.pitotenviro.com
[e-mail]
2

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-,pi. LEGEND41
_AditI. ailli �, Site Boundary
s ±' Potential Jurisdictional Non-Wetland Water(Perennial Stream)
y
THE LOCATIONS OF FEATURES SHOWN ON THIS MAP Potential Jurisdictional Non-Wetland Water(Intermittent Stream)
le ARE APPROXIMATE. THEY WERE VERIFIED BY MR. LYLE Potential Jurisdictional Wetland-Water
4 PHILLIPS WITH THE USACE ON JULY 25, 2024 (SAW- SA1-5 Flag Number
2024-00703). THIS MAP INCLUDES GPS LOCATIONS OF DP-1 O Data Point
DELINEATED FEATURES. DELINEATED BY PILOT ON
3.20.2024. • Culvert
Drawing 5 t Wetland Map
Aerial Imagery from ESRI `''` f\- �i ' ,�?x- -{ Approximate 17.2-Acre Tract
and Pilot GPS Data __ :r' y. Prospect Street
Scale: 1" = 200' PIL01". Archdale, Randolph County, NC
Date: 3.25.2024 PIS T !NVIR0 \ M!NTAL,INC Pilot Project10742

Soil Map—Randolph County, North Carolina
N
V
586860 586940 587020 587100 587180 587260 587340
35°54'33"N 35°54'33"N
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35°54'11"N 35°54'11"N
586860 586940 587020 587100 587180 587260 587340
3 3
Map Scale:1:3,290 if printed on A portrait(8.5"x 11")sheet.
Meters
°' N 0 45 90 180 270
Feet
0 150 300 600 900
Map projection:Web Mercator Comer coordinates:WGS84 Edge tics:UTM Zone 17N WGS84
USDA Natural Resources Web Soil Survey 8/22/2024
dila Conservation Service National Cooperative Soil Survey Page 1 of 3

Soil Map—Randolph County, North Carolina
MAP LEGEND MAP INFORMATION
Area of Interest(AOI) Spoil Area The soil surveys that comprise your AOI were mapped at
Area of Interest(AOI) 1:24,000.
Q Stony Spot
Soils Very Stony Spot Warning:Soil Map may not be valid at this scale.
0 Soil Map Unit Polygons
Wet Spot Enlargement of maps beyond the scale of mapping can cause
.�� Soil Map Unit Lines misunderstanding of the detail of mapping and accuracy of soil
Other line placement.The maps do not show the small areas of
p Soil Map Unit Points contrasting soils that could have been shown at a more detailed
Special Line Features
Special Point Features scale.
(o, Blowout Water Features
Streams and Canals Please rely on the bar scale on each map sheet for map
cs Borrow Pit measurements.
Transportation
I Clay Spot Rails Source of Map: Natural Resources Conservation Service
0 Closed Depression Web Soil Survey URL:
ti Interstate Highways Coordinate System: Web Mercator(EPSG:3857)
X Gravel Pit US Routes
04,00 Maps from the Web Soil Survey are based on the Web Mercator
,. Gravelly Spot Major Roads projection,which preserves direction and shape but distorts
distance and area.A projection that preserves area,such as the
0 Landfill Local Roads Albers equal-area conic projection,should be used if more
Lava Flow accurate calculations of distance or area are required.
Background
46 Marsh or swamp Aerial Photography This product is generated from the USDA-NRCS certified data as
of the version date(s)listed below.
iRk Mine or Quarry
Soil Survey Area: Randolph County,North Carolina
O Miscellaneous Water Survey Area Data: Version 29,Sep 13,2023
Q Perennial Water Soil map units are labeled(as space allows)for map scales
v Rock Outcrop 1:50,000 or larger.
▪ Saline Spot Date(s)aerial images were photographed: Apr 23,2022—Apr
27,2022
Sandy Spot
The orthophoto or other base map on which the soil lines were
Severely Eroded Spot compiled and digitized probably differs from the background
imagery displayed on these maps.As a result,some minor
• Sinkhole shifting of map unit boundaries may be evident.
3) Slide or Slip
oa Sodic Spot
i\ Natural Resources Web Soil Survey 8/22/2024
001. Conservation Service National Cooperative Soil Survey Page 2 of 3

Soil Map—Randolph County, North Carolina
Map Unit Legend
Map Unit Symbol Map Unit Name Acres in AOI Percent of AOI
MaC Mecklenburg loam,8 to 15 5.2 9.2%
percent slopes
MeB2 Mecklenburg clay loam,2 to 8 22.0 38.8%
percent slopes,moderately
eroded
MeC2 Mecklenburg clay loam,8 to 15 5.6 9.8%
percent slopes,moderately
eroded
W Water 2.0 3.5%
WtC Wynott-Enon complex,8 to 15 22.0 38.7%
percent slopes
Totals for Area of Interest 56.8 100.0%
usi)n Natural Resources Web Soil Survey 8/22/2024
Conservation Service National Cooperative Soil Survey Page 3 of 3

Map Unit Description:Wynott-Enon complex,8 to 15 percent slopes---Randolph County, North
Carolina
Randolph County, North Carolina
WtC—Wynott-Enon complex, 8 to 15 percent slopes
Map Unit Setting
National map unit symbol: 3y7k
Elevation: 200 to 1,400 feet
Mean annual precipitation: 37 to 60 inches
Mean annual air temperature: 59 to 66 degrees F
Frost-free period: 200 to 240 days
Farmland classification: Farmland of statewide importance
Map Unit Composition
Wynott and similar soils: 55 percent
Enon and similar soils: 35 percent
Minor components: 7 percent
Estimates are based on observations, descriptions, and transects of
the mapunit.
Description of Wynott
Setting
Landform: Hillslopes on ridges
Landform position (two-dimensional): Backslope
Landform position (three-dimensional): Side slope
Down-slope shape: Linear
Across-slope shape: Convex
Parent material: Saprolite derived from diorite and/or gabbro and/or
diabase and/or gneiss
Typical profile
A -0 to 4 inches: sandy loam
E-4 to 14 inches: sandy loam
Bt- 14 to 24 inches: clay
BC-24 to 28 inches: sandy clay loam
Cr-28 to 80 inches: weathered bedrock
Properties and qualities
Slope: 8 to 15 percent
Depth to restrictive feature: 20 to 40 inches to paralithic bedrock
Drainage class:Well drained
Runoff class: Medium
Capacity of the most limiting layer to transmit water(Ksat):Very low
to moderately high (0.00 to 0.20 in/hr)
Depth to water table: More than 80 inches
Frequency of flooding: None
Frequency of ponding: None
Available water supply, 0 to 60 inches: Low(about 4.4 inches)
Interpretive groups
Land capability classification (irrigated): None specified
Land capability classification (nonirrigated): 3e
USDA Natural Resources Web Soil Survey 8/22/2024
Conservation Service National Cooperative Soil Survey Page 1 of 3

Map Unit Description:Wynott-Enon complex,8 to 15 percent slopes---Randolph County, North
Carolina
Hydrologic Soil Group: D
Ecological site: F136XY730SC- Basic upland forest, depth
restriction, dry
Hydric soil rating: No
Description of Enon
Setting
Landform: Hillslopes on ridges
Landform position (two-dimensional): Backslope
Landform position (three-dimensional): Side slope
Down-slope shape: Linear
Across-slope shape: Convex
Parent material: Saprolite derived from diorite and/or gabbro and/or
diabase and/or gneiss
Typical profile
Ap- 0 to 7 inches: fine sandy loam
BA - 7 to 10 inches: sandy clay loam
Bt- 10 to 27 inches: clay
BC-27 to 33 inches: clay loam
C-33 to 80 inches: loam
Properties and qualities
Slope: 8 to 15 percent
Depth to restrictive feature: More than 80 inches
Drainage class:Well drained
Runoff class: Medium
Capacity of the most limiting layer to transmit water
(Ksat): Moderately low to moderately high (0.06 to 0.20 in/hr)
Depth to water table: More than 80 inches
Frequency of flooding: None
Frequency of ponding: None
Available water supply, 0 to 60 inches: Moderate (about 8.3
inches)
Interpretive groups
Land capability classification (irrigated): None specified
Land capability classification (nonirrigated): 3e
Hydrologic Soil Group: C
Ecological site: F136XY720NC - Basic upland forest, moist
Hydric soil rating: No
Minor Components
Wilkes
Percent of map unit: 5 percent
Landform: Hillslopes on ridges
Landform position (two-dimensional): Backslope
Landform position (three-dimensional): Side slope
Down-slope shape: Linear
Across-slope shape: Convex
Hydric soil rating: No
USDA Natural Resources Web Soil Survey 8/22/2024
Conservation Service National Cooperative Soil Survey Page 2 of 3

Map Unit Description:Wynott-Enon complex,8 to 15 percent slopes---Randolph County, North
Carolina
Sedgefield
Percent of map unit:2 percent
Landform: Ridges
Landform position (two-dimensional): Summit, footslope
Down-slope shape: Concave
Across-slope shape: Concave
Hydric soil rating: No
Data Source Information
Soil Survey Area: Randolph County, North Carolina
Survey Area Data: Version 29, Sep 13, 2023
USDA Natural Resources Web Soil Survey 8/22/2024
alli Conservation Service National Cooperative Soil Survey Page 3 of 3

Map Unit Description: Mecklenburg clay loam,2 to 8 percent slopes,moderately eroded---
Randolph County, North Carolina
Randolph County, North Carolina
MeB2—Mecklenburg clay loam, 2 to 8 percent slopes,
moderately eroded
Map Unit Setting
National map unit symbol: 3y6v
Elevation: 200 to 1,400 feet
Mean annual precipitation: 37 to 60 inches
Mean annual air temperature: 59 to 66 degrees F
Frost-free period: 200 to 240 days
Farmland classification: All areas are prime farmland
Map Unit Composition
Mecklenburg, moderately eroded, and similar soils: 85 percent
Minor components: 10 percent
Estimates are based on observations, descriptions, and transects of
the mapunit.
Description of Mecklenburg, Moderately Eroded
Setting
Landform: lnterfluves
Landform position (two-dimensional): Summit
Landform position (three-dimensional): Interfluve
Down-slope shape: Convex
Across-slope shape: Convex
Parent material: Saprolite derived from diorite and/or gabbro and/or
diabase and/or gneiss
Typical profile
Ap- 0 to 7 inches: clay loam
Bt- 7 to 30 inches: clay
BC-30 to 38 inches: clay loam
C-38 to 80 inches: loam
Properties and qualities
Slope: 2 to 8 percent
Depth to restrictive feature: More than 80 inches
Drainage class:Well drained
Runoff class: Medium
Capacity of the most limiting layer to transmit water
(Ksat): Moderately low to moderately high (0.06 to 0.20 in/hr)
Depth to water table: More than 80 inches
Frequency of flooding: None
Frequency of ponding: None
Available water supply, 0 to 60 inches: Moderate (about 8.9
inches)
Interpretive groups
Land capability classification (irrigated): None specified
Land capability classification (nonirrigated): 2e
USDA Natural Resources Web Soil Survey 8/22/2024
Conservation Service National Cooperative Soil Survey Page 1 of 2

Map Unit Description: Mecklenburg clay loam,2 to 8 percent slopes,moderately eroded---
Randolph County, North Carolina
Hydrologic Soil Group: C
Ecological site: F136XY720NC - Basic upland forest, moist
Hydric soil rating: No
Minor Components
Lloyd, moderately eroded
Percent of map unit: 5 percent
Landform: Interfluves
Landform position (two-dimensional): Summit
Landform position (three-dimensional): Interfluve
Down-slope shape: Convex
Across-slope shape: Convex
Hydric soil rating: No
Pacolet, moderately eroded
Percent of map unit: 3 percent
Landform: Interfluves
Landform position (two-dimensional): Summit
Landform position (three-dimensional): Interfluve
Down-slope shape: Convex
Across-slope shape: Convex
Hydric soil rating: No
Enon
Percent of map unit:2 percent
Landform: Interfluves
Landform position (two-dimensional): Summit
Landform position (three-dimensional): Interfluve
Down-slope shape: Convex
Across-slope shape: Convex
Hydric soil rating: No
Data Source Information
Soil Survey Area: Randolph County, North Carolina
Survey Area Data: Version 29, Sep 13, 2023
USDA Natural Resources Web Soil Survey 8/22/2024
alli Conservation Service National Cooperative Soil Survey Page 2 of 2

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WET POND CALCULATIONS

Pre-Construction Analysis
Project Design Master Display Date 8/30/2024
Location Prospect Street,Archdale Checked By AC
Runoff Curve Number
Soil Group Cover Description CN Area(AC) CN xA
D Paved parking lots,roofs,driveways,etc.(excluding right-of-way) 98 2.53 247.94
Open space:Fair condition(grass cover 50%to 75%) 84 1.46 122.64
Total 3.99 370.58
ICN(Weighted)= I 92.881 CN= 93
la= 0.151
'Runoff
Storm#1 Storm#2 Storm#3 Storm#4
Frequency(yr) 1 2 10 100
Duration 24-hr: 24-hr: 24-hr: 24-hr:
Rainfall Depth,P(in) 2.84 3.43 4.94 7.26
Renter Depth 2.84 3.43 4.94 7.26
S=1000/CN-10 0.75 0.75 0.75 0.75
la 0.151 0.151 0.151 0.151
Runoff,Q(in) 2.101 2.667 4.139 6.428
'Sheet Flow
Surface Description Smooth Surfaces
Mannings Roughness Coefficient,n 0.011
Flow Length,L(L<300ft)(ft) 300
Two-year 24-hour rainfall,p2(in) 3.38
Land Slope,S(ft/ft) 0.02
Tt1(hr)= 0.047 0.047 hr
Tt� 0.007("a Ttl(min)= 2.839 2.839 min
pi OS#Da
'Shallow Concentrated Flow '
Surface Description(Paved or Unpaved) Paved Unpaved
Kv(ft/s) 20.3 16.1
Flow Length,L(ft) 147 220
Two-year 24-hour rainfall,p2(in) 2.84 3.43
Watercourse Slope,S(ft/ft) 0.02 0.04
Average Velocity,V(ft/s) 2.87 3.22
Tt2(hr)= 0.014 0.019 0.033 hr
Tt l 3000 V Tt2(min)= 0.853 1.139 1.992 min
Total Ttl+Tt2= 0.081 hr
' 4.831 min
'Channel Flow
Cross Sectional Flow Area,a(ft^2)
Wetted Perimeter,Pw(ft0
Hydraulic Radius,R(ft)(Wet P./Cross A.) 1.00
Channel Slope,S(ft/ft) 1
Mannings Roughness Coefficient,n 1
Flow Length,L(ft) 0
Velocity,V(ft/s) 1.49
Tt3(hr)= 0.000 0.000 hr
Tt3(min)= 0.000 0.000 min
Total Ttl+Tt2+Tt3= 0.081 hr
4.831 min
Time of Concentration,Tc(hr)Used For Min Design hr
'Data Summary
Drainage Area,A(mio2)(Acres/640) 0.006 mi^2
Runoff Curve Number,CN 93
Time of Concentration,Tc(hr) 0.083 hr
Rainfall Type II
Pond and/or Swamp Area in Watershed 0.97
Average Velocity,V(ft/s) 3.05
Flow Length,L(ft) 667
Storm#1 Storm#2 Storm#3 Storm#4
Frequency(yr) 1 2 10 100
Rainfall Depth,P(in)(24-hr) _ 2.84 3.43 4.94 7.26
Initial Abstraction,la(in) 0.151 0.151 0.151 0.151
Compute,la/P 0.05 0.04 0.03 0.02
Design,Ia/P 0.10 0.10 0.10 0.10
CO 2.55323 2.55323 2.55323 2.55323
Cl -0.61512 -0.61512 -0.61512 -0.61512
C2 -0.16403 -0.16403 -0.16403 -0.16403
Unit Peak Discharge,qu(csm/in) 1061.75 1061.75 1061.75 1061.75
Runoff,Q(in) 2.101 2.667 4.139 6.428
Pond and Swap adjustment factor,Fp 0.970 0.970 0.970 0.970
Peak Discharge,Op(ft03/s) 13.49 17.12 26.57 41.28

Wet Pond #1 Design
Project: Design Masters Pond #: 1
FEI #: 02043.003
Date: 8/28/2024
Location: Randolph County
Wet Pond Design (SA/DA Method)
Drainage Area to Wet Pond (ac) 3.99
Impervious Area to Wet Pond (ac) 3.16
Percent Impervious (%) 80%
Permanent Pool Average Depth (ft) 3
Location (Mtn./Pied., or Coastal) Mtn./Pied.
SA/DA Value from Table 2.92
Minimum Surface Area Required (sf) 5075
Minimum Main Pool Volume (cf) 15225
Minimum Forebay Volume (cf) 2284
Water Quality Volume Calculation
Determine Runoff Volume (NCDENR BMP 3.3.1)
R�=0.05 +0.9 * IA
Drainage Area 3.99 ac
Impervious Area 2.22 ac
Impervious Fraction 0.556
Rv 0.551
V= 3630 * RD * Rv * A (Volume to be controlled)
RD 1 inch
Required Volume to Treat, V= 7977 cf

Total Wet Pond Dimensions and Volumes
Description Design Asbuilt
Main Pool Surface Area Required (sf) 5075
Main Pool Volume Required (cf) 15225
Forebay Volume Required (cf) 2284
Required Water Quality Volume to Treat (cf) 7977
Main Pool Surface Area Provided (sf) 7814.3
•
Main Pool Volume Provided (cf) 26341.65
Forebay Volume Provided (cf) 4427.35
•
Water Quality Volume Provided (cf) 8908
Side Slope of Proposed Design 3 :1
Bottom of Sediment Storage Elevation (ft) 896.50
Bottom of Main Pool Elevation (ft) 897.50
Top of Main Pool Elevation (ft) 902.50
•
Top of Water Quality Elevation (ft) 903.30
Bottom of Vegetated Shelf Elevation (ft) 901.50
•
Max. Elevation for 1 yr Storm (ft) 903.62
Max. Elevation for 2 yr Storm (ft) 903.69
•
Max. Elevation for 10 yr Storm (ft) 903.83
Max. Elevation for 100 yr Storm (ft) 904.05
•
Bottom of Emergency Spillway Elevation (ft) 904.00
Top of Berm Elevation (ft) 905.50

Wet Pond#1 Water Quality Drawdown
Project: Design Masters Pond#: 1
FEI#: 02043.003
Date: 8/28/2024
Location: Randolph County
Calculate Water Quality Drawdown Time:
Q= CdAV(2gh)
Q= (Basin Volume/Target Drawdown Time)x(1 Hr/3,600 sec.)
Target Drawdown Time= 72 hr *Between 48 hrs and 72 hrs)Allowable 2-5 Days
Provided BMP Volume= 8,908 cu.Ft (See Water Quality Vol.Cal.)
Target Q= 0.03436728 cfs
Cd= 0.6 (NCDENR BMP Table 3-8)
g= 32.2 ft/sec2 (NCDENR BMP 3.5.2)
Ho= (Water Elev.-Centroid of Orifice)
Water Elev.= 903.3 ft (NCDENR BMP 3.5.2)
Orifice Elev.= 902.5 ft
Ho= 0.80 ft
Ho/3= 0.27 ft
A= 0.008 ft2
Od= 1.21 " Diameter
Therefore Min Orifice to be Used= 1.25 " Diameter 1 1/4 "Diameter
Design Orifice 1.5 " Diameter 1 1/2 "Diameter
Check Draw Down Time:
A= 0.0123 ft2
Q= 0.0305 cfs
Time= Total Basin Volume/Q
Actual Drawdown Time= 81.1 Hrs. O.K.
3.38 Days

Wet Pond #1 Emergency Spillway Design
Project: Design Masters Pond#: 1
FEI #: 02043.003
Date: 8/28/2024
Location: Randolph County
Calculate Emergency Spillway Design:
0.566L1.9
Q= 3.247LH1.48 — 1+2L1.8 Hl 9+0.609H2 5 *For cipoletti (trapezoidal)weir
Qioo= 0.26 cfs *Calculated from Hydraflow Hydrographs
Length = 25 ft
Height= 0.05 ft
Qweir= 0.96 OK

Wet Pond #1 Anti-Flotation Slab Design
Project: Design Masters Pond #: 1
FEI #: 02043.003
Date: 8/28/2024
Location: Randolph County
Anti-Flotation Slab Design
Outlet Structure Top Elev. 903.3 ft
Outlet Pipe Inv. Elev. 896.76 ft
Outlet Structure Outside Box Width 5 ft
Outlet Structure Wall Thickness 0.5 ft
Density of Water 62.43 lb/ft3
Density of Concrete 150 Ib/ft3
Volume Being Displaced by Box 163.5 ft3
Buoyant Force Created 10207.3 lb
Weight of Outlet Structure 8829 lb
Difference in Buoyant Force and Weight 1378.305 lb
Depth of Concrete Needed in Bottom 0.57 ft
Factor of Safety 2
Total Depth Needed 1.15 !ft
Check
Volume Displaced by Box (Adjusted) 204.71 ft3
Buoyant Force Created (Adjusted) 12780.34 lb
Weight of Outlet Structure (Adjusted) 12254.59 lb
Weight of Anti-Flotation Slab 2756.61 lb
Total Weight of Outlet Structure 15011.20 lb
Difference in Buoyant Force and Weight 2230.87 lb
Outlet Structure Design
Outlet Structure Top Elev. 903.30 ft
Outlet Pipe Inv. Elev. 896.76 ft
Top of Anti-Flotation Slab 896.76 ft
Bottom Of Box Elev. 895.11 ft

Design Masters Table of Contents
Prepared by FEI Printed 8/29/2024
HydroCAD® 10.20-4b s/n 11463 ©2023 HydroCAD Software Solutions LLC
TABLE OF CONTENTS
Project Reports
1 Routing Diagram
2 Rainfall Events Listing (selected events)
1-yr Event
3 Subcat 1S: Pre-Construction DA
5 Subcat 2S: Post-Construction DA
7 Pond 3P: Wet Pond
2-yr Event
13 Subcat 1S: Pre-Construction DA
15 Subcat 2S: Post-Construction DA
17 Pond 3P: Wet Pond
10-yr Event
23 Subcat 1S: Pre-Construction DA
25 Subcat 2S: Post-Construction DA
27 Pond 3P: Wet Pond
100-yr Event
33 Subcat 1S: Pre-Construction DA
35 Subcat 2S: Post-Construction DA
37 Pond 3P: Wet Pond
Multi-Event Tables
43 Subcat 1S: Pre-Construction DA
44 Subcat 2S: Post-Construction DA
45 Pond 3P: Wet Pond

1S
Pre-Construction DA
2S > 3P
Post-Construction DA Wet Pond
(Subct Reach Pon Link Routing Diagram for Design Masters
Prepared by FEI, Printed 8/29/2024
HydroCAD®10.20-4b s/n 11463 ©2023 HydroCAD Software Solutions LLC

Design Masters
Prepared by FEI Printed 8/29/2024
HydroCAD® 10.20-4b s/n 11463 ©2023 HydroCAD Software Solutions LLC Page 2
Rainfall Events Listing (selected events)
Event# Event Storm Type Curve Mode Duration B/B Depth AMC
Name (hours) (inches)
1 1-yr NC-Thomasville 24-hr S1 1-yr Default 24.00 1 2.84 2
2 2-yr NC-Thomasville 24-hr S1 2-yr Default 24.00 1 3.43 2
3 10-yr NC-Thomasville 24-hr S1 10-yr Default 24.00 1 4.94 2
4 100-yr NC-Thomasville 24-hr S1 100-yr Default 24.00 1 7.26 2

Design Masters NC-Thomasville 24-hr S1 1-yr Rainfall=2.84"
Prepared by FEI Printed 8/29/2024
HydroCAD® 10.20-4b s/n 11463 ©2023 HydroCAD Software Solutions LLC Page 3
Summary for Subcatchment 1S: Pre-Construction DA
Runoff = 10.30 cfs @ 12.09 hrs, Volume= 30,384 cf, Depth> 2.10"
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs
NC-Thomasville 24-hr S1 1-yr Rainfall=2.84"
Area (ac) CN Description
2.530 98 Unconnected pavement, HSG D
1.460 84 50-75% Grass cover, Fair, HSG D
3.990 93 Weighted Average
1.460 36.59% Pervious Area
2.530 63.41% Impervious Area
2.530 100.00% Unconnected
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
10.0 Direct Entry,
Subcatchment 1S: Pre-Construction DA
Hydrograph
t
11- ❑Runoff
110.30 cfs
10- NC-Thomasville 24-hr 11-yr
fainfahf=2.84"
gunoff Araea=3.99d-ac
8_ Runoff�'�Volume=30 384 cf
7- Runoff' Depth>2.1 b"
6- T6=1O11 min
3
LL 5-
4-
3-
2=
0- _�����..
0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24
Time (hours)

Design Masters NC-Thomasville 24-hr S1 1-yr Rainfall=2.84"
Prepared by FEI Printed 8/29/2024
HydroCAD® 10.20-4b s/n 11463 ©2023 HydroCAD Software Solutions LLC Page 4
Hydrograph for Subcatchment 1S: Pre-Construction DA
Time Precip. Excess Runoff Time Precip. Excess Runoff
(hours) (inches) (inches) (cfs) (hours) (inches) (inches) (cfs)
0.00 0.00 0.00 0.00 13.00 2.20 1.50 0.79
0.25 0.01 0.00 0.00 13.25 2.25 1.54 0.65
0.50 0.01 0.00 0.00 13.50 2.28 1.58 0.56
0.75 0.02 0.00 0.00 13.75 2.32 1.61 0.49
1.00 0.03 0.00 0.00 14.00 2.34 1.63 0.44
1.25 0.04 0.00 0.00 14.25 2.37 1.66 0.40
1.50 0.05 0.00 0.00 14.50 2.39 1.68 0.37
1.75 0.05 0.00 0.00 14.75 2.42 1.70 0.34
2.00 0.06 0.00 0.00 15.00 2.44 1.72 0.32
2.25 0.07 0.00 0.00 15.25 2.46 1.74 0.30
2.50 0.08 0.00 0.00 15.50 2.48 1.76 0.28
2.75 0.09 0.00 0.00 15.75 2.49 1.77 0.27
3.00 0.10 0.00 0.00 16.00 2.51 1.79 0.25
3.25 0.10 0.00 0.00 16.25 2.53 1.80 0.24
3.50 0.11 0.00 0.00 16.50 2.54 1.82 0.23
3.75 0.12 0.00 0.00 16.75 2.56 1.83 0.22
4.00 0.13 0.00 0.00 17.00 2.57 1.85 0.21
4.25 0.14 0.00 0.00 17.25 2.58 1.86 0.21
4.50 0.15 0.00 0.00 17.50 2.60 1.87 0.20
4.75 0.16 0.00 0.00 17.75 2.61 1.88 0.19
5.00 0.17 0.00 0.01 18.00 2.62 1.89 0.19
5.25 0.18 0.00 0.01 18.25 2.63 1.91 0.18
5.50 0.20 0.00 0.02 18.50 2.65 1.92 0.18
5.75 0.21 0.00 0.02 18.75 2.66 1.93 0.17
6.00 0.22 0.01 0.03 19.00 2.67 1.94 0.17
6.25 0.23 0.01 0.03 19.25 2.68 1.95 0.16
6.50 0.24 0.01 0.04 19.50 2.69 1.96 0.16
6.75 0.26 0.01 0.05 19.75 2.70 1.97 0.15
7.00 0.27 0.02 0.05 20.00 2.71 1.98 0.15
7.25 0.29 0.02 0.06 20.25 2.72 1.99 0.15
7.50 0.30 0.02 0.07 20.50 2.73 1.99 0.14
7.75 0.32 0.03 0.08 20.75 2.74 2.00 0.14
8.00 0.33 0.04 0.09 21.00 2.75 2.01 0.14
8.25 0.35 0.04 0.10 21.25 2.75 2.02 0.13
8.50 0.37 0.05 0.11 21.50 2.76 2.03 0.13
8.75 0.38 0.06 0.12 21.75 2.77 2.04 0.13
9.00 0.40 0.06 0.14 22.00 2.78 2.04 0.13
9.25 0.43 0.07 0.15 22.25 2.79 2.05 0.12
9.50 0.45 0.08 0.17 22.50 2.80 2.06 0.12
9.75 0.47 0.10 0.19 22.75 2.80 2.07 0.12
10.00 0.50 0.11 0.22 23.00 2.81 2.07 0.12
10.25 0.53 0.13 0.25 23.25 2.82 2.08 0.12
10.50 0.56 0.15 0.30 23.50 2.83 2.09 0.11
10.75 0.60 0.17 0.35 23.75 2.83 2.09 0.11
11.00 0.64 0.20 0.43 24.00 2.84 2.10 0.11
11.25 0.70 0.23 0.54
11.50 0.77 0.28 0.74
11.75 0.97 0.43 2.14
12.00 1.57 0.93 6.31
12.25 1.90 1.22 5.60
12.50 2.09 1.39 2.89
12.75 2.15 1.46 1.15

Design Masters NC-Thomasville 24-hr S1 1-yr Rainfall=2.84"
Prepared by FEI Printed 8/29/2024
HydroCAD® 10.20-4b s/n 11463 ©2023 HydroCAD Software Solutions LLC Page 5
Summary for Subcatchment 2S: Post-Construction DA
[49] Hint: Tc<2dt may require smaller dt
Runoff = 13.96 cfs @ 12.02 hrs, Volume= 34,663 cf, Depth> 2.39"
Routed to Pond 3P : Wet Pond
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs
NC-Thomasville 24-hr S1 1-yr Rainfall=2.84"
Area (ac) CN Description
3.160 98 Paved Area and Roofs
0.830 89 <50% Grass cover, Poor, HSG D
3.990 96 Weighted Average
0.830 20.80% Pervious Area
3.160 79.20% Impervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
5.0 Direct Entry,
Subcatchment 2S: Post-Construction DA
Hydrograph
15 ❑Runoff
113.96 cfs I
14= NC- hamasviIle 24-hr_Si1-1-yr_
13_ ! Rainfa61=2.84"
12 Area=3.990-ac
f2rmOff Vtiiume=34;61f~i3 cf
10=
Runoff Depth>2.39"
Tic
Tic=5.0min
3 13 CN 96
_
J
z
0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24
Time (hours)

Design Masters NC-Thomasville 24-hr S1 1-yr Rainfall=2.84"
Prepared by FEI Printed 8/29/2024
HydroCAD® 10.20-4b s/n 11463 ©2023 HydroCAD Software Solutions LLC Page 6
Hydrograph for Subcatchment 2S: Post-Construction DA
Time Precip. Excess Runoff Time Precip. Excess Runoff
(hours) (inches) (inches) (cfs) (hours) (inches) (inches) (cfs)
0.00 0.00 0.00 0.00 13.00 2.20 1.77 0.77
0.25 0.01 0.00 0.00 13.25 2.25 1.81 0.64
0.50 0.01 0.00 0.00 13.50 2.28 1.85 0.56
0.75 0.02 0.00 0.00 13.75 2.32 1.88 0.49
1.00 0.03 0.00 0.00 14.00 2.34 1.91 0.44
1.25 0.04 0.00 0.00 14.25 2.37 1.93 0.41
1.50 0.05 0.00 0.00 14.50 2.39 1.96 0.37
1.75 0.05 0.00 0.00 14.75 2.42 1.98 0.35
2.00 0.06 0.00 0.00 15.00 2.44 2.00 0.33
2.25 0.07 0.00 0.00 15.25 2.46 2.02 0.31
2.50 0.08 0.00 0.00 15.50 2.48 2.04 0.29
2.75 0.09 0.00 0.00 15.75 2.49 2.06 0.27
3.00 0.10 0.00 0.01 16.00 2.51 2.07 0.26
3.25 0.10 0.00 0.01 16.25 2.53 2.09 0.25
3.50 0.11 0.00 0.02 16.50 2.54 2.10 0.24
3.75 0.12 0.00 0.02 16.75 2.56 2.12 0.23
4.00 0.13 0.01 0.03 17.00 2.57 2.13 0.22
4.25 0.14 0.01 0.04 17.25 2.58 2.14 0.21
4.50 0.15 0.01 0.04 17.50 2.60 2.16 0.20
4.75 0.16 0.01 0.05 17.75 2.61 2.17 0.20
5.00 0.17 0.02 0.05 18.00 2.62 2.18 0.19
5.25 0.18 0.02 0.06 18.25 2.63 2.19 0.19
5.50 0.20 0.02 0.07 18.50 2.65 2.20 0.18
5.75 0.21 0.03 0.07 18.75 2.66 2.21 0.18
6.00 0.22 0.03 0.08 19.00 2.67 2.23 0.17
6.25 0.23 0.04 0.09 19.25 2.68 2.24 0.17
6.50 0.24 0.04 0.10 19.50 2.69 2.25 0.16
6.75 0.26 0.05 0.11 19.75 2.70 2.26 0.16
7.00 0.27 0.06 0.11 20.00 2.71 2.27 0.15
7.25 0.29 0.07 0.12 20.25 2.72 2.27 0.15
7.50 0.30 0.07 0.13 20.50 2.73 2.28 0.15
7.75 0.32 0.08 0.15 20.75 2.74 2.29 0.14
8.00 0.33 0.09 0.16 21.00 2.75 2.30 0.14
8.25 0.35 0.10 0.17 21.25 2.75 2.31 0.14
8.50 0.37 0.11 0.18 21.50 2.76 2.32 0.14
8.75 0.38 0.13 0.20 21.75 2.77 2.33 0.13
9.00 0.40 0.14 0.22 22.00 2.78 2.33 0.13
9.25 0.43 0.15 0.24 22.25 2.79 2.34 0.13
9.50 0.45 0.17 0.26 22.50 2.80 2.35 0.13
9.75 0.47 0.19 0.29 22.75 2.80 2.36 0.12
10.00 0.50 0.21 0.33 23.00 2.81 2.37 0.12
10.25 0.53 0.23 0.37 23.25 2.82 2.37 0.12
10.50 0.56 0.26 0.42 23.50 2.83 2.38 0.12
10.75 0.60 0.29 0.49 23.75 2.83 2.39 0.12
11.00 0.64 0.32 0.59 24.00 2.84 2.39 0.11
11.25 0.70 0.37 0.74
11.50 0.77 0.42 1.02
11.75 0.97 0.60 3.02
12.00 1.57 1.16 13.31
12.25 1.90 1.48 4.23
12.50 2.09 1.66 2.69
12.75 2.15 1.72 0.98

Design Masters NC-Thomasville 24-hr S1 1-yr Rainfall=2.84"
Prepared by FEI Printed 8/29/2024
HydroCAD® 10.20-4b s/n 11463 ©2023 HydroCAD Software Solutions LLC Page 7
Summary for Pond 3P: Wet Pond
Inflow Area = 173,804 sf, 79.20% Impervious, Inflow Depth > 2.39" for 1-yr event
Inflow = 13.96 cfs @ 12.02 hrs, Volume= 34,663 cf
Outflow = 9.62 cfs @ 12.10 hrs, Volume= 25,614 cf, Atten= 31%, Lag= 4.7 min
Primary = 9.62 cfs @ 12.10 hrs, Volume= 25,614 cf
Secondary = 0.00 cfs @ 0.00 hrs, Volume= 0 cf
Routing by Dyn-Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs
Starting Elev= 902.50' Surf.Area= 10,053 sf Storage= 30,769 cf
Peak Elev= 903.62' @ 12.10 hrs Surf.Area= 12,939 sf Storage= 43,744 cf (12,975 cf above start)
Plug-Flow detention time= (not calculated: initial storage exceeds outflow)
Center-of-Mass det. time= 64.2 min ( 839.9 - 775.7 )
Volume Invert Avail.Storage Storage Description
#1 897.50' 70,593 cf Custom Stage Data (Prismatic)Listed below (Recalc)
Elevation Surf.Area Inc.Store Cum.Store
(feet) (sq-ft) (cubic-feet) (cubic-feet)
897.50 2,985 0 0
898.00 3,372 1,589 1,589
898.50 3,781 1,788 3,378
899.00 4,611 2,098 5,476
899.50 5,273 2,471 7,947
900.00 5,997 2,818 10,764
900.50 6,725 3,181 13,945
901.00 7,515 3,560 17,505
901.50 8,348 3,966 21,470
902.00 9,396 4,436 25,906
902.50 10,053 4,862 30,769
903.00 11,405 5,365 36,133
903.50 12,764 6,042 42,175
904.00 13,479 6,561 48,736
904.50 14,203 6,921 55,657
905.00 14,934 7,284 62,941
905.50 15,673 7,652 70,593
Device Routing Invert Outlet Devices
#1 Primary 896.76' 15.0" Round Culvert
L= 103.0' RCP, sq.cut end projecting, Ke= 0.500
Inlet/ Outlet Invert= 896.76' /894.09' S= 0.0259 '/' Cc= 0.900
n= 0.012 Concrete pipe, finished, Flow Area= 1.23 sf
#2 Device 1 902.50' 1.5"Vert. Orifice/Grate C= 0.600 Limited to weir flow at low heads
#3 Device 1 903.30' 48.0"x 48.0" Horiz. Riser C= 0.600
Limited to weir flow at low heads
#4 Secondary 904.00' 10.0' long + 3.0 '/' SideZ x 10.0' breadth Broad-Crested Rectangular Weir
Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60
Coef. (English) 2.49 2.56 2.70 2.69 2.68 2.69 2.67 2.64

Design Masters NC-Thomasville 24-hr S1 1-yr Rainfall=2.84"
Prepared by FEI Printed 8/29/2024
HydroCAD® 10.20-4b s/n 11463 ©2023 HydroCAD Software Solutions LLC Page 8
Primary OutFlow Max=9.58 cfs @ 12.10 hrs HW=903.62' (Free Discharge)
4-1=Culvert (Passes 9.58 cfs of 14.76 cfs potential flow)
AL2=Orifice/Grate (Orifice Controls 0.06 cfs @ 4.95 fps)
3=Riser (Weir Controls 9.52 cfs @ 1.85 fps)
Secondary OutFlow Max=0.00 cfs @ 0.00 hrs HW=902.50' (Free Discharge)
4-4=Broad-Crested Rectangular Weir ( Controls 0.00 cfs)
Broad-Crested Rectangular
Pond 3P: Wet Pond Orifice/
u ver
Pond 3P: Wet Pond
Hydrograph
0 Inflow
1 tssscfs Outflow
--fin low-Area#173;804 a
Primary
E Secondary
14 -- Peak E ev=9O3.62#
13 - S#cage=43,74c
12E 1
s.9 cfs
11- 4 T 9.62cfs r ,
10_
9_ / }
0 8= /
1 ,
1
= i ., / ,
1
, i 1
3- � !/ ,, „ :
r f,/
10-K/ ���i���i����������i����������������������������
0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24
Time (hours)

Design Masters NC-Thomasville 24-hr S1 1-yr Rainfall=2.84"
Prepared by FEI Printed 8/29/2024
HydroCAD® 10.20-4b s/n 11463 ©2023 HydroCAD Software Solutions LLC Page 9
Pond 3P: Wet Pond
Stage-Discharge
���� ���
_ � -- ❑Total
905 �A���� _❑Secondary
/ Broad-Crested Rectangular Weir
904 i// Riser
%� Orifice/Grate
%903 /
w 902
o
> 901
w
900
899
898 /0
0 10 20 30 40 50 60 70 80
Discharge (cfs)

Design Masters NC-Thomasville 24-hr S1 1-yr Rainfall=2.84"
Prepared by FEI Printed 8/29/2024
HydroCAD® 10.20-4b s/n 11463 ©2023 HydroCAD Software Solutions LLC Page 10
Hydrograph for Pond 3P: Wet Pond
Time Inflow Storage Elevation Outflow Primary Secondary
(hours) (cfs) (cubic-feet) (feet) (cfs) (cfs) (cfs)
0.00 0.00 30,769 902.50 0.00 0.00 0.00
0.50 0.00 30,769 902.50 0.00 0.00 0.00
1.00 0.00 30,769 902.50 0.00 0.00 0.00
1.50 0.00 30,769 902.50 0.00 0.00 0.00
2.00 0.00 30,769 902.50 0.00 0.00 0.00
2.50 0.00 30,769 902.50 0.00 0.00 0.00
3.00 0.01 30,771 902.50 0.00 0.00 0.00
3.50 0.02 30,793 902.50 0.00 0.00 0.00
4.00 0.03 30,835 902.51 0.00 0.00 0.00
4.50 0.04 30,899 902.51 0.00 0.00 0.00
5.00 0.05 30,984 902.52 0.00 0.00 0.00
5.50 0.07 31,091 902.53 0.00 0.00 0.00
6.00 0.08 31,221 902.54 0.00 0.00 0.00
6.50 0.10 31,375 902.56 0.00 0.00 0.00
7.00 0.11 31,555 902.58 0.01 0.01 0.00
7.50 0.13 31,762 902.60 0.01 0.01 0.00
8.00 0.16 32,001 902.62 0.01 0.01 0.00
8.50 0.18 32,279 902.65 0.02 0.02 0.00
9.00 0.22 32,608 902.68 0.02 0.02 0.00
9.50 0.26 33,002 902.72 0.02 0.02 0.00
10.00 0.33 33,486 902.76 0.03 0.03 0.00
10.50 0.42 34,103 902.82 0.03 0.03 0.00
11.00 0.59 34,942 902.89 0.03 0.03 0.00
11.50 1.02 36,252 903.01 0.04 0.04 0.00
12.00 13.31 42,242 903.51 4.92 4.92 0.00
12.50 2.69 41,634 903.46 3.32 3.32 0.00
13.00 0.77 40,518 903.37 0.99 0.99 0.00
13.50 0.56 40,289 903.35 0.63 0.63 0.00
14.00 0.44 40,183 903.34 0.49 0.49 0.00
14.50 0.37 40,116 903.34 0.41 0.41 0.00
15.00 0.33 40,067 903.33 0.35 0.35 0.00
15.50 0.29 40,030 903.33 0.31 0.31 0.00
16.00 0.26 40,000 903.33 0.28 0.28 0.00
16.50 0.24 39,976 903.32 0.25 0.25 0.00
17.00 0.22 39,955 903.32 0.23 0.23 0.00
17.50 0.20 39,938 903.32 0.21 0.21 0.00
18.00 0.19 39,922 903.32 0.20 0.20 0.00
18.50 0.18 39,908 903.32 0.19 0.19 0.00
19.00 0.17 39,896 903.32 0.18 0.18 0.00
19.50 0.16 39,885 903.32 0.17 0.17 0.00
20.00 0.15 39,875 903.32 0.16 0.16 0.00
20.50 0.15 39,866 903.32 0.15 0.15 0.00
21.00 0.14 39,858 903.31 0.15 0.15 0.00
21.50 0.14 39,850 903.31 0.14 0.14 0.00
22.00 0.13 39,843 903.31 0.13 0.13 0.00
22.50 0.13 39,836 903.31 0.13 0.13 0.00
23.00 0.12 39,830 903.31 0.12 0.12 0.00
23.50 0.12 39,824 903.31 0.12 0.12 0.00
24.00 0.11 39,818 903.31 0.12 0.12 0.00

Design Masters NC-Thomasville 24-hr S1 1-yr Rainfall=2.84"
Prepared by FEI Printed 8/29/2024
HydroCAD® 10.20-4b s/n 11463 ©2023 HydroCAD Software Solutions LLC Page 11
Stage-Discharge for Pond 3P: Wet Pond
Elevation Discharge Primary Secondary Elevation Discharge Primary Secondary
(feet) (cfs) (cfs) (cfs) (feet) (cfs) (cfs) (cfs)
897.50 0.00 0.00 0.00 902.70 0.02 0.02 0.00
897.60 0.00 0.00 0.00 902.80 0.03 0.03 0.00
897.70 0.00 0.00 0.00 902.90 0.03 0.03 0.00
897.80 0.00 0.00 0.00 903.00 0.04 0.04 0.00
897.90 0.00 0.00 0.00 903.10 0.04 0.04 0.00
898.00 0.00 0.00 0.00 903.20 0.05 0.05 0.00
898.10 0.00 0.00 0.00 903.30 0.05 0.05 0.00
898.20 0.00 0.00 0.00 903.40 1.71 1.71 0.00
898.30 0.00 0.00 0.00 903.50 4.74 4.74 0.00
898.40 0.00 0.00 0.00 903.60 8.66 8.66 0.00
898.50 0.00 0.00 0.00 903.70 13.30 13.30 0.00
898.60 0.00 0.00 0.00 903.80 14.97 14.97 0.00
898.70 0.00 0.00 0.00 903.90 15.08 15.08 0.00
898.80 0.00 0.00 0.00 904.00 15.20 15.20 0.00
898.90 0.00 0.00 0.00 904.10 16.12 15.31 0.81
899.00 0.00 0.00 0.00 904.20 17.76 15.43 2.33
899.10 0.00 0.00 0.00 904.30 19.99 15.54 4.45
899.20 0.00 0.00 0.00 904.40 22.75 15.65 7.10
899.30 0.00 0.00 0.00 904.50 26.18 15.76 10.41
899.40 0.00 0.00 0.00 904.60 30.23 15.87 14.36
899.50 0.00 0.00 0.00 904.70 34.42 15.98 18.44
899.60 0.00 0.00 0.00 904.80 39.03 16.08 22.94
899.70 0.00 0.00 0.00 904.90 44.05 16.17 27.88
899.80 0.00 0.00 0.00 905.00 49.49 16.25 33.23
899.90 0.00 0.00 0.00 905.10 55.49 16.34 39.15
900.00 0.00 0.00 0.00 905.20 61.97 16.42 45.54
900.10 0.00 0.00 0.00 905.30 68.62 16.50 52.12
900.20 0.00 0.00 0.00 905.40 75.68 16.59 59.09
900.30 0.00 0.00 0.00 905.50 83.00 16.67 66.33
900.40 0.00 0.00 0.00
900.50 0.00 0.00 0.00
900.60 0.00 0.00 0.00
900.70 0.00 0.00 0.00
900.80 0.00 0.00 0.00
900.90 0.00 0.00 0.00
901.00 0.00 0.00 0.00
901.10 0.00 0.00 0.00
901.20 0.00 0.00 0.00
901.30 0.00 0.00 0.00
901.40 0.00 0.00 0.00
901.50 0.00 0.00 0.00
901.60 0.00 0.00 0.00
901.70 0.00 0.00 0.00
901.80 0.00 0.00 0.00
901.90 0.00 0.00 0.00
902.00 0.00 0.00 0.00
902.10 0.00 0.00 0.00
902.20 0.00 0.00 0.00
902.30 0.00 0.00 0.00
902.40 0.00 0.00 0.00
902.50 0.00 0.00 0.00
902.60 0.01 0.01 0.00

Design Masters NC-Thomasville 24-hr S1 1-yr Rainfall=2.84"
Prepared by FEI Printed 8/29/2024
HydroCAD® 10.20-4b s/n 11463 ©2023 HydroCAD Software Solutions LLC Page 12
Stage-Area-Storage for Pond 3P: Wet Pond
Elevation Surface Storage Elevation Surface Storage
(feet) (sq-ft) (cubic-feet) (feet) (sq-ft) (cubic-feet)
897.50 2,985 0 902.70 10,594 32,833
897.60 3,062 302 902.80 10,864 33,906
897.70 3,140 612 902.90 11,135 35,006
897.80 3,217 930 903.00 11,405 36,133
897.90 3,295 1,256 903.10 11,677 37,287
898.00 3,372 1,589 903.20 11,949 38,468
898.10 3,454 1,931 903.30 12,220 39,677
898.20 3,536 2,280 903.40 12,492 40,912
898.30 3,617 2,638 903.50 12,764 42,175
898.40 3,699 3,003 903.60 12,907 43,459
898.50 3,781 3,378 903.70 13,050 44,757
898.60 3,947 3,764 903.80 13,193 46,069
898.70 4,113 4,167 903.90 13,336 47,395
898.80 4,279 4,586 904.00 13,479 48,736
898.90 4,445 5,023 904.10 13,624 50,091
899.00 4,611 5,476 904.20 13,769 51,461
899.10 4,743 5,943 904.30 13,913 52,845
899.20 4,876 6,424 904.40 14,058 54,243
899.30 5,008 6,918 904.50 14,203 55,657
899.40 5,141 7,426 904.60 14,349 57,084
899.50 5,273 7,947 904.70 14,495 58,526
899.60 5,418 8,481 904.80 14,642 59,983
899.70 5,563 9,030 904.90 14,788 61,455
899.80 5,707 9,594 905.00 14,934 62,941
899.90 5,852 10,172 905.10 15,082 64,442
900.00 5,997 10,764 905.20 15,230 65,957
900.10 6,143 11,371 905.30 15,377 67,487
900.20 6,288 11,993 905.40 15,525 69,033
900.30 6,434 12,629 905.50 15,673 70,593
900.40 6,579 13,279
900.50 6,725 13,945
900.60 6,883 14,625
900.70 7,041 15,321
900.80 7,199 16,033
900.90 7,357 16,761
901.00 7,515 17,505
901.10 7,682 18,264
901.20 7,848 19,041
901.30 8,015 19,834
901.40 8,181 20,644
901.50 8,348 21,470
901.60 8,558 22,316
901.70 8,767 23,182
901.80 8,977 24,069
901.90 9,186 24,977
902.00 9,396 25,906
902.10 9,527 26,852
902.20 9,659 27,812
902.30 9,790 28,784
902.40 9,922 29,770
902.50 10,053 30,769
902.60 10,323 31,787

Design Masters NC-Thomasville 24-hr S1 2-yr Rainfall=3.43"
Prepared by FEI Printed 8/29/2024
HydroCAD® 10.20-4b s/n 11463 ©2023 HydroCAD Software Solutions LLC Page 13
Summary for Subcatchment 1S: Pre-Construction DA
Runoff = 12.80 cfs @ 12.09 hrs, Volume= 38,570 cf, Depth> 2.66"
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs
NC-Thomasville 24-hr S1 2-yr Rainfall=3.43"
Area (ac) CN Description
2.530 98 Unconnected pavement, HSG D
1.460 84 50-75% Grass cover, Fair, HSG D
3.990 93 Weighted Average
1.460 36.59% Pervious Area
2.530 63.41% Impervious Area
2.530 100.00% Unconnected
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
10.0 Direct Entry,
Subcatchment 1S: Pre-Construction DA
Hydrograph
14- ■Runoff
I 1z.aocfs I
-r
12s ,!-Ralnfa6E= :4 " ! ,
11 Runoff Area=3.990 ae /
10_ - Runoff Volume=3$,S10-Ef
9= Runoff Depth>2.66" /
8= Tic=
7
GN93� t
LL 6-
5-
t
4-
1-
0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24
Time (hours)

Design Masters NC-Thomasville 24-hr S1 2-yr Rainfall=3.43"
Prepared by FEI Printed 8/29/2024
HydroCAD® 10.20-4b s/n 11463 ©2023 HydroCAD Software Solutions LLC Page 14
Hydrograph for Subcatchment 1S: Pre-Construction DA
Time Precip. Excess Runoff Time Precip. Excess Runoff
(hours) (inches) (inches) (cfs) (hours) (inches) (inches) (cfs)
0.00 0.00 0.00 0.00 13.00 2.66 1.93 0.97
0.25 0.01 0.00 0.00 13.25 2.72 1.98 0.80
0.50 0.02 0.00 0.00 13.50 2.76 2.02 0.68
0.75 0.03 0.00 0.00 13.75 2.80 2.06 0.60
1.00 0.04 0.00 0.00 14.00 2.83 2.09 0.54
1.25 0.04 0.00 0.00 14.25 2.86 2.13 0.49
1.50 0.05 0.00 0.00 14.50 2.89 2.15 0.45
1.75 0.06 0.00 0.00 14.75 2.92 2.18 0.42
2.00 0.07 0.00 0.00 15.00 2.95 2.20 0.39
2.25 0.08 0.00 0.00 15.25 2.97 2.23 0.37
2.50 0.09 0.00 0.00 15.50 2.99 2.25 0.35
2.75 0.10 0.00 0.00 15.75 3.01 2.27 0.33
3.00 0.11 0.00 0.00 16.00 3.03 2.29 0.31
3.25 0.13 0.00 0.00 16.25 3.05 2.30 0.30
3.50 0.14 0.00 0.00 16.50 3.07 2.32 0.28
3.75 0.15 0.00 0.00 16.75 3.09 2.34 0.27
4.00 0.16 0.00 0.00 17.00 3.11 2.36 0.26
4.25 0.17 0.00 0.01 17.25 3.12 2.37 0.25
4.50 0.18 0.00 0.01 17.50 3.14 2.39 0.24
4.75 0.20 0.00 0.02 17.75 3.15 2.40 0.24
5.00 0.21 0.00 0.02 18.00 3.17 2.41 0.23
5.25 0.22 0.01 0.03 18.25 3.18 2.43 0.22
5.50 0.24 0.01 0.04 18.50 3.20 2.44 0.21
5.75 0.25 0.01 0.05 18.75 3.21 2.45 0.21
6.00 0.26 0.01 0.05 19.00 3.22 2.47 0.20
6.25 0.28 0.02 0.06 19.25 3.24 2.48 0.20
6.50 0.29 0.02 0.07 19.50 3.25 2.49 0.19
6.75 0.31 0.03 0.08 19.75 3.26 2.50 0.19
7.00 0.33 0.03 0.09 20.00 3.27 2.51 0.18
7.25 0.34 0.04 0.10 20.25 3.28 2.53 0.18
7.50 0.36 0.05 0.11 20.50 3.29 2.54 0.17
7.75 0.38 0.05 0.12 20.75 3.31 2.55 0.17
8.00 0.40 0.06 0.13 21.00 3.32 2.56 0.17
8.25 0.42 0.07 0.14 21.25 3.33 2.57 0.16
8.50 0.44 0.08 0.16 21.50 3.34 2.58 0.16
8.75 0.46 0.09 0.18 21.75 3.35 2.59 0.16
9.00 0.49 0.10 0.20 22.00 3.36 2.60 0.15
9.25 0.51 0.12 0.22 22.25 3.37 2.61 0.15
9.50 0.54 0.13 0.24 22.50 3.38 2.62 0.15
9.75 0.57 0.15 0.27 22.75 3.39 2.62 0.15
10.00 0.60 0.17 0.31 23.00 3.39 2.63 0.14
10.25 0.64 0.19 0.35 23.25 3.40 2.64 0.14
10.50 0.68 0.22 0.40 23.50 3.41 2.65 0.14
10.75 0.72 0.25 0.47 23.75 3.42 2.66 0.14
11.00 0.78 0.28 0.57 24.00 3.43 2.67 0.13
11.25 0.84 0.33 0.72
11.50 0.92 0.39 0.97
11.75 1.17 0.59 2.83
12.00 1.89 1.22 7.98
12.25 2.29 1.59 7.00
12.50 2.52 1.80 3.63
12.75 2.60 1.88 1.42

Design Masters NC-Thomasville 24-hr S1 2-yr Rainfall=3.43"
Prepared by FEI Printed 8/29/2024
HydroCAD® 10.20-4b s/n 11463 ©2023 HydroCAD Software Solutions LLC Page 15
Summary for Subcatchment 2S: Post-Construction DA
[49] Hint: Tc<2dt may require smaller dt
Runoff = 16.91 cfs @ 12.02 hrs, Volume= 43,080 cf, Depth> 2.97"
Routed to Pond 3P : Wet Pond
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs
NC-Thomasville 24-hr S1 2-yr Rainfall=3.43"
Area (ac) CN Description
* 3.160 98 Paved Area and Roofs
0.830 89 <50% Grass cover, Poor, HSG D
3.990 96 Weighted Average
0.830 20.80% Pervious Area
3.160 79.20% Impervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
5.0 Direct Entry,
Subcatchment 2S: Post-Construction DA
Hydrograph
t
18 ' 0 Runoff
16.91 cfs I 1
17_ ' -f £-Th©mps,i1l0-24-hrS1-2-yr
16_ 1 ainfaff= .43"
15=
14= __Runoff Ar_i a=3.99O_ac
13 - -ftaribff Volume=4 ;0$0 of
;;= , ` } unoff`Depth>2.97
10= "}_Tic=5.O min i i
G-fV 96 1
3 g
7 '
5
4=
o
0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24
Time (hours)

Design Masters NC-Thomasville 24-hr S1 2-yr Rainfall=3.43"
Prepared by FEI Printed 8/29/2024
HydroCAD® 10.20-4b s/n 11463 ©2023 HydroCAD Software Solutions LLC Page 16
Hydrograph for Subcatchment 2S: Post-Construction DA
Time Precip. Excess Runoff Time Precip. Excess Runoff
(hours) (inches) (inches) (cfs) (hours) (inches) (inches) (cfs)
0.00 0.00 0.00 0.00 13.00 2.66 2.22 0.93
0.25 0.01 0.00 0.00 13.25 2.72 2.27 0.78
0.50 0.02 0.00 0.00 13.50 2.76 2.32 0.68
0.75 0.03 0.00 0.00 13.75 2.80 2.35 0.60
1.00 0.04 0.00 0.00 14.00 2.83 2.39 0.54
1.25 0.04 0.00 0.00 14.25 2.86 2.42 0.49
1.50 0.05 0.00 0.00 14.50 2.89 2.45 0.45
1.75 0.06 0.00 0.00 14.75 2.92 2.47 0.42
2.00 0.07 0.00 0.00 15.00 2.95 2.50 0.39
2.25 0.08 0.00 0.00 15.25 2.97 2.52 0.37
2.50 0.09 0.00 0.01 15.50 2.99 2.54 0.35
2.75 0.10 0.00 0.01 15.75 3.01 2.57 0.33
3.00 0.11 0.00 0.02 16.00 3.03 2.59 0.32
3.25 0.13 0.00 0.03 16.25 3.05 2.60 0.30
3.50 0.14 0.01 0.04 16.50 3.07 2.62 0.29
3.75 0.15 0.01 0.04 16.75 3.09 2.64 0.28
4.00 0.16 0.01 0.05 17.00 3.11 2.66 0.27
4.25 0.17 0.02 0.06 17.25 3.12 2.67 0.26
4.50 0.18 0.02 0.07 17.50 3.14 2.69 0.25
4.75 0.20 0.02 0.07 17.75 3.15 2.70 0.24
5.00 0.21 0.03 0.08 18.00 3.17 2.72 0.23
5.25 0.22 0.03 0.09 18.25 3.18 2.73 0.22
5.50 0.24 0.04 0.10 18.50 3.20 2.75 0.22
5.75 0.25 0.05 0.11 18.75 3.21 2.76 0.21
6.00 0.26 0.05 0.12 19.00 3.22 2.77 0.21
6.25 0.28 0.06 0.13 19.25 3.24 2.78 0.20
6.50 0.29 0.07 0.14 19.50 3.25 2.80 0.20
6.75 0.31 0.08 0.15 19.75 3.26 2.81 0.19
7.00 0.33 0.09 0.16 20.00 3.27 2.82 0.19
7.25 0.34 0.10 0.17 20.25 3.28 2.83 0.18
7.50 0.36 0.11 0.18 20.50 3.29 2.84 0.18
7.75 0.38 0.12 0.20 20.75 3.31 2.85 0.17
8.00 0.40 0.14 0.21 21.00 3.32 2.86 0.17
8.25 0.42 0.15 0.23 21.25 3.33 2.87 0.17
8.50 0.44 0.16 0.25 21.50 3.34 2.88 0.16
8.75 0.46 0.18 0.27 21.75 3.35 2.89 0.16
9.00 0.49 0.20 0.29 22.00 3.36 2.90 0.16
9.25 0.51 0.22 0.31 22.25 3.37 2.91 0.15
9.50 0.54 0.24 0.34 22.50 3.38 2.92 0.15
9.75 0.57 0.26 0.38 22.75 3.39 2.93 0.15
10.00 0.60 0.29 0.42 23.00 3.39 2.94 0.15
10.25 0.64 0.32 0.47 23.25 3.40 2.95 0.14
10.50 0.68 0.35 0.54 23.50 3.41 2.96 0.14
10.75 0.72 0.39 0.63 23.75 3.42 2.97 0.14
11.00 0.78 0.43 0.75 24.00 3.43 2.98 0.14
11.25 0.84 0.49 0.94
11.50 0.92 0.56 1.28
11.75 1.17 0.79 3.83
12.00 1.89 1.47 16.15
12.25 2.29 1.86 5.22
12.50 2.52 2.08 3.35
12.75 2.60 2.16 1.19

Design Masters NC-Thomasville 24-hr S1 2-yr Rainfall=3.43"
Prepared by FEI Printed 8/29/2024
HydroCAD® 10.20-4b s/n 11463 ©2023 HydroCAD Software Solutions LLC Page 17
Summary for Pond 3P: Wet Pond
Inflow Area = 173,804 sf, 79.20% Impervious, Inflow Depth > 2.97" for 2-yr event
Inflow = 16.91 cfs @ 12.02 hrs, Volume= 43,080 cf
Outflow = 12.69 cfs @ 12.09 hrs, Volume= 33,998 cf, Atten= 25%, Lag= 3.9 min
Primary = 12.69 cfs @ 12.09 hrs, Volume= 33,998 cf
Secondary = 0.00 cfs @ 0.00 hrs, Volume= 0 cf
Routing by Dyn-Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs
Starting Elev= 902.50' Surf.Area= 10,053 sf Storage= 30,769 cf
Peak Elev= 903.69' @ 12.09 hrs Surf.Area= 13,032 sf Storage= 44,597 cf (13,829 cf above start)
Plug-Flow detention time= 839.9 min calculated for 3,222 cf(7% of inflow)
Center-of-Mass det. time= 57.9 min ( 828.2 - 770.2 )
Volume Invert Avail.Storage Storage Description
#1 897.50' 70,593 cf Custom Stage Data (Prismatic)Listed below (Recalc)
Elevation Surf.Area Inc.Store Cum.Store
(feet) (sq-ft) (cubic-feet) (cubic-feet)
897.50 2,985 0 0
898.00 3,372 1,589 1,589
898.50 3,781 1,788 3,378
899.00 4,611 2,098 5,476
899.50 5,273 2,471 7,947
900.00 5,997 2,818 10,764
900.50 6,725 3,181 13,945
901.00 7,515 3,560 17,505
901.50 8,348 3,966 21,470
902.00 9,396 4,436 25,906
902.50 10,053 4,862 30,769
903.00 11,405 5,365 36,133
903.50 12,764 6,042 42,175
904.00 13,479 6,561 48,736
904.50 14,203 6,921 55,657
905.00 14,934 7,284 62,941
905.50 15,673 7,652 70,593
Device Routing Invert Outlet Devices
#1 Primary 896.76' 15.0" Round Culvert
L= 103.0' RCP, sq.cut end projecting, Ke= 0.500
Inlet/ Outlet Invert= 896.76' /894.09' S= 0.0259 '/' Cc= 0.900
n= 0.012 Concrete pipe, finished, Flow Area= 1.23 sf
#2 Device 1 902.50' 1.5"Vert. Orifice/Grate C= 0.600 Limited to weir flow at low heads
#3 Device 1 903.30' 48.0"x 48.0" Horiz. Riser C= 0.600
Limited to weir flow at low heads
#4 Secondary 904.00' 10.0' long + 3.0 '/' SideZ x 10.0' breadth Broad-Crested Rectangular Weir
Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60
Coef. (English) 2.49 2.56 2.70 2.69 2.68 2.69 2.67 2.64

Design Masters NC-Thomasville 24-hr S1 2-yr Rainfall=3.43"
Prepared by FEI Printed 8/29/2024
HydroCAD® 10.20-4b s/n 11463 ©2023 HydroCAD Software Solutions LLC Page 18
Primary OutFlow Max=12.49 cfs @ 12.09 hrs HW=903.68' (Free Discharge)
4-1=Culvert (Passes 12.49 cfs of 14.83 cfs potential flow)
4L2=Orifice/Grate (Orifice Controls 0.06 cfs @ 5.10 fps)
3=Riser (Weir Controls 12.43 cfs @ 2.03 fps)
Secondary OutFlow Max=0.00 cfs @ 0.00 hrs HW=902.50' (Free Discharge)
4-4=Broad-Crested Rectangular Weir ( Controls 0.00 cfs)
Broad-Crested Rectangular
Pond 3P: Wet Pond Orifice/
u ver
Pond 3P: Wet Pond
Hydrograph
❑Inflow
1691 cfs r ___ ___ ___ __ ___ ___ ❑Outflow
Inflow Area=173,804 s 0 rimary
o se ondar
y
17 - --Peal Ele+00-9
16 Storage=44,597 cf 15 1269 cfss
14 12 69 cfs
11
13
w 11
10
c
5 1
2 �� i ff
i i
0
0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24
Time (hours)

Design Masters NC-Thomasville 24-hr S1 2-yr Rainfall=3.43"
Prepared by FEI Printed 8/29/2024
HydroCAD® 10.20-4b s/n 11463 ©2023 HydroCAD Software Solutions LLC Page 19
Pond 3P: Wet Pond
Stage-Discharge
���� ���
_ � -- ❑Total
905Primary
'�����A� ❑Secondary
Broad-Crested Rectangular Weir
904 i// Riser
Orifice/Grate
%
:::
�ru
o
> 901
900
899
898
0 10 20 30 40 50 60 70 80
Discharge (cfs)

Design Masters NC-Thomasville 24-hr S1 2-yr Rainfall=3.43"
Prepared by FEI Printed 8/29/2024
HydroCAD® 10.20-4b s/n 11463 ©2023 HydroCAD Software Solutions LLC Page 20
Hydrograph for Pond 3P: Wet Pond
Time Inflow Storage Elevation Outflow Primary Secondary
(hours) (cfs) (cubic-feet) (feet) (cfs) (cfs) (cfs)
0.00 0.00 30,769 902.50 0.00 0.00 0.00
0.50 0.00 30,769 902.50 0.00 0.00 0.00
1.00 0.00 30,769 902.50 0.00 0.00 0.00
1.50 0.00 30,769 902.50 0.00 0.00 0.00
2.00 0.00 30,769 902.50 0.00 0.00 0.00
2.50 0.01 30,770 902.50 0.00 0.00 0.00
3.00 0.02 30,794 902.50 0.00 0.00 0.00
3.50 0.04 30,845 902.51 0.00 0.00 0.00
4.00 0.05 30,923 902.52 0.00 0.00 0.00
4.50 0.07 31,028 902.53 0.00 0.00 0.00
5.00 0.08 31,160 902.54 0.00 0.00 0.00
5.50 0.10 31,318 902.55 0.00 0.00 0.00
6.00 0.12 31,503 902.57 0.01 0.01 0.00
6.50 0.14 31,716 902.59 0.01 0.01 0.00
7.00 0.16 31,959 902.62 0.01 0.01 0.00
7.50 0.18 32,238 902.64 0.02 0.02 0.00
8.00 0.21 32,559 902.67 0.02 0.02 0.00
8.50 0.25 32,930 902.71 0.02 0.02 0.00
9.00 0.29 33,365 902.75 0.03 0.03 0.00
9.50 0.34 33,883 902.80 0.03 0.03 0.00
10.00 0.42 34,512 902.86 0.03 0.03 0.00
10.50 0.54 35,307 902.93 0.04 0.04 0.00
11.00 0.75 36,379 903.02 0.04 0.04 0.00
11.50 1.28 38,037 903.16 0.05 0.05 0.00
12.00 16.15 43,370 903.59 8.36 8.36 0.00
12.50 3.35 41,921 903.48 4.05 4.05 0.00
13.00 0.93 40,628 903.38 1.17 1.17 0.00
13.50 0.68 40,376 903.36 0.76 0.76 0.00
14.00 0.54 40,258 903.35 0.59 0.59 0.00
14.50 0.45 40,182 903.34 0.49 0.49 0.00
15.00 0.39 40,128 903.34 0.42 0.42 0.00
15.50 0.35 40,086 903.33 0.37 0.37 0.00
16.00 0.32 40,053 903.33 0.33 0.33 0.00
16.50 0.29 40,026 903.33 0.30 0.30 0.00
17.00 0.27 40,003 903.33 0.28 0.28 0.00
17.50 0.25 39,983 903.32 0.26 0.26 0.00
18.00 0.23 39,966 903.32 0.24 0.24 0.00
18.50 0.22 39,950 903.32 0.23 0.23 0.00
19.00 0.21 39,937 903.32 0.21 0.21 0.00
19.50 0.20 39,925 903.32 0.20 0.20 0.00
20.00 0.19 39,914 903.32 0.19 0.19 0.00
20.50 0.18 39,903 903.32 0.18 0.18 0.00
21.00 0.17 39,894 903.32 0.18 0.18 0.00
21.50 0.16 39,886 903.32 0.17 0.17 0.00
22.00 0.16 39,878 903.32 0.16 0.16 0.00
22.50 0.15 39,870 903.32 0.16 0.16 0.00
23.00 0.15 39,863 903.32 0.15 0.15 0.00
23.50 0.14 39,857 903.31 0.14 0.14 0.00
24.00 0.14 39,851 903.31 0.14 0.14 0.00

Design Masters NC-Thomasville 24-hr S1 2-yr Rainfall=3.43"
Prepared by FEI Printed 8/29/2024
HydroCAD® 10.20-4b s/n 11463 ©2023 HydroCAD Software Solutions LLC Page 21
Stage-Discharge for Pond 3P: Wet Pond
Elevation Discharge Primary Secondary Elevation Discharge Primary Secondary
(feet) (cfs) (cfs) (cfs) (feet) (cfs) (cfs) (cfs)
897.50 0.00 0.00 0.00 902.70 0.02 0.02 0.00
897.60 0.00 0.00 0.00 902.80 0.03 0.03 0.00
897.70 0.00 0.00 0.00 902.90 0.03 0.03 0.00
897.80 0.00 0.00 0.00 903.00 0.04 0.04 0.00
897.90 0.00 0.00 0.00 903.10 0.04 0.04 0.00
898.00 0.00 0.00 0.00 903.20 0.05 0.05 0.00
898.10 0.00 0.00 0.00 903.30 0.05 0.05 0.00
898.20 0.00 0.00 0.00 903.40 1.71 1.71 0.00
898.30 0.00 0.00 0.00 903.50 4.74 4.74 0.00
898.40 0.00 0.00 0.00 903.60 8.66 8.66 0.00
898.50 0.00 0.00 0.00 903.70 13.30 13.30 0.00
898.60 0.00 0.00 0.00 903.80 14.97 14.97 0.00
898.70 0.00 0.00 0.00 903.90 15.08 15.08 0.00
898.80 0.00 0.00 0.00 904.00 15.20 15.20 0.00
898.90 0.00 0.00 0.00 904.10 16.12 15.31 0.81
899.00 0.00 0.00 0.00 904.20 17.76 15.43 2.33
899.10 0.00 0.00 0.00 904.30 19.99 15.54 4.45
899.20 0.00 0.00 0.00 904.40 22.75 15.65 7.10
899.30 0.00 0.00 0.00 904.50 26.18 15.76 10.41
899.40 0.00 0.00 0.00 904.60 30.23 15.87 14.36
899.50 0.00 0.00 0.00 904.70 34.42 15.98 18.44
899.60 0.00 0.00 0.00 904.80 39.03 16.08 22.94
899.70 0.00 0.00 0.00 904.90 44.05 16.17 27.88
899.80 0.00 0.00 0.00 905.00 49.49 16.25 33.23
899.90 0.00 0.00 0.00 905.10 55.49 16.34 39.15
900.00 0.00 0.00 0.00 905.20 61.97 16.42 45.54
900.10 0.00 0.00 0.00 905.30 68.62 16.50 52.12
900.20 0.00 0.00 0.00 905.40 75.68 16.59 59.09
900.30 0.00 0.00 0.00 905.50 83.00 16.67 66.33
900.40 0.00 0.00 0.00
900.50 0.00 0.00 0.00
900.60 0.00 0.00 0.00
900.70 0.00 0.00 0.00
900.80 0.00 0.00 0.00
900.90 0.00 0.00 0.00
901.00 0.00 0.00 0.00
901.10 0.00 0.00 0.00
901.20 0.00 0.00 0.00
901.30 0.00 0.00 0.00
901.40 0.00 0.00 0.00
901.50 0.00 0.00 0.00
901.60 0.00 0.00 0.00
901.70 0.00 0.00 0.00
901.80 0.00 0.00 0.00
901.90 0.00 0.00 0.00
902.00 0.00 0.00 0.00
902.10 0.00 0.00 0.00
902.20 0.00 0.00 0.00
902.30 0.00 0.00 0.00
902.40 0.00 0.00 0.00
902.50 0.00 0.00 0.00
902.60 0.01 0.01 0.00

Design Masters NC-Thomasville 24-hr S1 2-yr Rainfall=3.43"
Prepared by FEI Printed 8/29/2024
HydroCAD® 10.20-4b s/n 11463 ©2023 HydroCAD Software Solutions LLC Page 22
Stage-Area-Storage for Pond 3P: Wet Pond
Elevation Surface Storage Elevation Surface Storage
(feet) (sq-ft) (cubic-feet) (feet) (sq-ft) (cubic-feet)
897.50 2,985 0 902.70 10,594 32,833
897.60 3,062 302 902.80 10,864 33,906
897.70 3,140 612 902.90 11,135 35,006
897.80 3,217 930 903.00 11,405 36,133
897.90 3,295 1,256 903.10 11,677 37,287
898.00 3,372 1,589 903.20 11,949 38,468
898.10 3,454 1,931 903.30 12,220 39,677
898.20 3,536 2,280 903.40 12,492 40,912
898.30 3,617 2,638 903.50 12,764 42,175
898.40 3,699 3,003 903.60 12,907 43,459
898.50 3,781 3,378 903.70 13,050 44,757
898.60 3,947 3,764 903.80 13,193 46,069
898.70 4,113 4,167 903.90 13,336 47,395
898.80 4,279 4,586 904.00 13,479 48,736
898.90 4,445 5,023 904.10 13,624 50,091
899.00 4,611 5,476 904.20 13,769 51,461
899.10 4,743 5,943 904.30 13,913 52,845
899.20 4,876 6,424 904.40 14,058 54,243
899.30 5,008 6,918 904.50 14,203 55,657
899.40 5,141 7,426 904.60 14,349 57,084
899.50 5,273 7,947 904.70 14,495 58,526
899.60 5,418 8,481 904.80 14,642 59,983
899.70 5,563 9,030 904.90 14,788 61,455
899.80 5,707 9,594 905.00 14,934 62,941
899.90 5,852 10,172 905.10 15,082 64,442
900.00 5,997 10,764 905.20 15,230 65,957
900.10 6,143 11,371 905.30 15,377 67,487
900.20 6,288 11,993 905.40 15,525 69,033
900.30 6,434 12,629 905.50 15,673 70,593
900.40 6,579 13,279
900.50 6,725 13,945
900.60 6,883 14,625
900.70 7,041 15,321
900.80 7,199 16,033
900.90 7,357 16,761
901.00 7,515 17,505
901.10 7,682 18,264
901.20 7,848 19,041
901.30 8,015 19,834
901.40 8,181 20,644
901.50 8,348 21,470
901.60 8,558 22,316
901.70 8,767 23,182
901.80 8,977 24,069
901.90 9,186 24,977
902.00 9,396 25,906
902.10 9,527 26,852
902.20 9,659 27,812
902.30 9,790 28,784
902.40 9,922 29,770
902.50 10,053 30,769
902.60 10,323 31,787

Design Masters NC-Thomasville 24-hr S1 10-yr Rainfall=4.94"
Prepared by FEI Printed 8/29/2024
HydroCAD® 10.20-4b s/n 11463 ©2023 HydroCAD Software Solutions LLC Page 23
Summary for Subcatchment 1S: Pre-Construction DA
Runoff = 17.67 cfs @ 12.09 hrs, Volume= 59,853 cf, Depth> 4.13"
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs
NC-Thomasville 24-hr S1 10-yr Rainfall=4.94"
Area (ac) CN Description
2.530 98 Unconnected pavement, HSG D
1.460 84 50-75% Grass cover, Fair, HSG D
3.990 93 Weighted Average
1.460 36.59% Pervious Area
2.530 63.41% Impervious Area
2.530 100.00% Unconnected
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
10.0 Direct Entry,
Subcatchment 1S: Pre-Construction DA
Hydrograph
19= •Runoff
T ,' 117.67 cfs I
18- -T-1VCThomasville-24, r S1 I0-yr
17'
16= Rainfall=494"
15 - )--RunbfflAr0a=1990 ac
14= 1Ullbff tiolurre-59,853 cf
13= / r , F
12 Runoff Depth>4.13"
w 11 TIc= U.-O-min- /
10= `_-Gist=93 ' L L L 1
o
LL 9 /
8- '
1- 1 r
5
2�
0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24
Time (hours)

Design Masters NC-Thomasville 24-hr S1 10-yr Rainfall=4.94"
Prepared by FEI Printed 8/29/2024
HydroCAD® 10.20-4b s/n 11463 ©2023 HydroCAD Software Solutions LLC Page 24
Hydrograph for Subcatchment 1S: Pre-Construction DA
Time Precip. Excess Runoff Time Precip. Excess Runoff
(hours) (inches) (inches) (cfs) (hours) (inches) (inches) (cfs)
0.00 0.00 0.00 0.00 13.00 3.80 3.03 1.45
0.25 0.01 0.00 0.00 13.25 3.88 3.10 1.20
0.50 0.03 0.00 0.00 13.50 3.94 3.16 1.03
0.75 0.04 0.00 0.00 13.75 4.00 3.22 0.91
1.00 0.05 0.00 0.00 14.00 4.05 3.27 0.81
1.25 0.07 0.00 0.00 14.25 4.10 3.32 0.74
1.50 0.08 0.00 0.00 14.50 4.14 3.36 0.68
1.75 0.10 0.00 0.00 14.75 4.18 3.40 0.63
2.00 0.11 0.00 0.00 15.00 4.22 3.43 0.59
2.25 0.13 0.00 0.00 15.25 4.25 3.47 0.56
2.50 0.14 0.00 0.00 15.50 4.29 3.50 0.52
2.75 0.16 0.00 0.00 15.75 4.32 3.53 0.50
3.00 0.17 0.00 0.01 16.00 4.35 3.56 0.47
3.25 0.19 0.00 0.02 16.25 4.38 3.59 0.45
3.50 0.20 0.00 0.03 16.50 4.40 3.61 0.43
3.75 0.22 0.01 0.04 16.75 4.43 3.64 0.41
4.00 0.24 0.01 0.05 17.00 4.46 3.66 0.40
4.25 0.26 0.01 0.06 17.25 4.48 3.69 0.38
4.50 0.27 0.02 0.07 17.50 4.50 3.71 0.37
4.75 0.29 0.02 0.08 17.75 4.53 3.73 0.36
5.00 0.31 0.03 0.09 18.00 4.55 3.75 0.35
5.25 0.33 0.04 0.10 18.25 4.57 3.78 0.34
5.50 0.35 0.04 0.12 18.50 4.59 3.80 0.33
5.75 0.37 0.05 0.13 18.75 4.61 3.81 0.32
6.00 0.39 0.06 0.14 19.00 4.63 3.83 0.31
6.25 0.42 0.07 0.16 19.25 4.65 3.85 0.30
6.50 0.44 0.08 0.17 19.50 4.67 3.87 0.29
6.75 0.46 0.09 0.18 19.75 4.68 3.89 0.29
7.00 0.49 0.10 0.20 20.00 4.70 3.91 0.28
7.25 0.51 0.12 0.22 20.25 4.72 3.92 0.27
7.50 0.54 0.13 0.23 20.50 4.74 3.94 0.27
7.75 0.57 0.15 0.25 20.75 4.75 3.96 0.26
8.00 0.60 0.17 0.27 21.00 4.77 3.97 0.25
8.25 0.63 0.18 0.30 21.25 4.78 3.99 0.25
8.50 0.66 0.20 0.32 21.50 4.80 4.00 0.24
8.75 0.69 0.23 0.35 21.75 4.82 4.02 0.24
9.00 0.73 0.25 0.38 22.00 4.83 4.03 0.24
9.25 0.76 0.28 0.41 22.25 4.84 4.05 0.23
9.50 0.80 0.30 0.46 22.50 4.86 4.06 0.23
9.75 0.85 0.34 0.50 22.75 4.87 4.07 0.22
10.00 0.90 0.37 0.56 23.00 4.89 4.09 0.22
10.25 0.95 0.41 0.63 23.25 4.90 4.10 0.22
10.50 1.01 0.46 0.72 23.50 4.91 4.11 0.21
10.75 1.07 0.51 0.83 23.75 4.93 4.13 0.21
11.00 1.15 0.57 0.98 24.00 4.94 4.14 0.21
11.25 1.25 0.65 1.22
11.50 1.37 0.75 1.61
11.75 1.73 1.07 4.64
12.00 2.69 1.96 11.56
12.25 3.26 2.50 10.11
12.50 3.60 2.83 5.51
12.75 3.71 2.94 2.14

Design Masters NC-Thomasville 24-hr S1 10-yr Rainfall=4.94"
Prepared by FEI Printed 8/29/2024
HydroCAD® 10.20-4b s/n 11463 ©2023 HydroCAD Software Solutions LLC Page 25
Summary for Subcatchment 2S: Post-Construction DA
[49] Hint: Tc<2dt may require smaller dt
Runoff = 22.33 cfs @ 12.02 hrs, Volume= 64,746 cf, Depth> 4.47"
Routed to Pond 3P : Wet Pond
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs
NC-Thomasville 24-hr S1 10-yr Rainfall=4.94"
Area (ac) CN Description
* 3.160 98 Paved Area and Roofs
0.830 89 <50% Grass cover, Poor, HSG D
3.990 96 Weighted Average
0.830 20.80% Pervious Area
3.160 79.20% Impervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
5.0 Direct Entry,
Subcatchment 2S: Post-Construction DA
Hydrograph
25= r- 2 ---�
24- El Runoff
23� -- 122.33 cfs I
22_ NC--Thomasville 244hr�S1�'-Ayr, r
}-Riainfall=4
20' 4,94"
19= ; -Runoff-Area=;3.990 ac-
18 T
17_ ';" Runoff Vollunte=64,740 c 16 }
15- ,L_R-unoff Depth>4,47"
w 14 -T6=6:O min
o 12" r_CN=961 r
a ii
1 9:
4 - i # 0 1. _'
0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24
Time (hours)

Design Masters NC-Thomasville 24-hr S1 10-yr Rainfall=4.94"
Prepared by FEI Printed 8/29/2024
HydroCAD® 10.20-4b s/n 11463 ©2023 HydroCAD Software Solutions LLC Page 26
Hydrograph for Subcatchment 2S: Post-Construction DA
Time Precip. Excess Runoff Time Precip. Excess Runoff
(hours) (inches) (inches) (cfs) (hours) (inches) (inches) (cfs)
0.00 0.00 0.00 0.00 13.00 3.80 3.35 1.37
0.25 0.01 0.00 0.00 13.25 3.88 3.42 1.16
0.50 0.03 0.00 0.00 13.50 3.94 3.48 1.00
0.75 0.04 0.00 0.00 13.75 4.00 3.54 0.89
1.00 0.05 0.00 0.00 14.00 4.05 3.59 0.80
1.25 0.07 0.00 0.00 14.25 4.10 3.64 0.73
1.50 0.08 0.00 0.00 14.50 4.14 3.68 0.68
1.75 0.10 0.00 0.01 14.75 4.18 3.72 0.63
2.00 0.11 0.00 0.02 15.00 4.22 3.76 0.59
2.25 0.13 0.00 0.04 15.25 4.25 3.79 0.55
2.50 0.14 0.01 0.05 15.50 4.29 3.82 0.52
2.75 0.16 0.01 0.07 15.75 4.32 3.86 0.50
3.00 0.17 0.02 0.08 16.00 4.35 3.88 0.47
3.25 0.19 0.02 0.09 16.25 4.38 3.91 0.45
3.50 0.20 0.03 0.10 16.50 4.40 3.94 0.43
3.75 0.22 0.03 0.12 16.75 4.43 3.97 0.42
4.00 0.24 0.04 0.13 17.00 4.46 3.99 0.40
4.25 0.26 0.05 0.14 17.25 4.48 4.02 0.39
4.50 0.27 0.06 0.15 17.50 4.50 4.04 0.37
4.75 0.29 0.07 0.17 17.75 4.53 4.06 0.36
5.00 0.31 0.08 0.18 18.00 4.55 4.08 0.35
5.25 0.33 0.09 0.19 18.25 4.57 4.10 0.34
5.50 0.35 0.11 0.20 18.50 4.59 4.12 0.33
5.75 0.37 0.12 0.22 18.75 4.61 4.14 0.32
6.00 0.39 0.13 0.23 19.00 4.63 4.16 0.31
6.25 0.42 0.15 0.24 19.25 4.65 4.18 0.30
6.50 0.44 0.16 0.26 19.50 4.67 4.20 0.29
6.75 0.46 0.18 0.28 19.75 4.68 4.22 0.29
7.00 0.49 0.20 0.29 20.00 4.70 4.24 0.28
7.25 0.51 0.22 0.31 20.25 4.72 4.25 0.27
7.50 0.54 0.24 0.33 20.50 4.74 4.27 0.27
7.75 0.57 0.26 0.35 20.75 4.75 4.29 0.26
8.00 0.60 0.28 0.37 21.00 4.77 4.30 0.26
8.25 0.63 0.31 0.40 21.25 4.78 4.32 0.25
8.50 0.66 0.33 0.42 21.50 4.80 4.33 0.25
8.75 0.69 0.36 0.45 21.75 4.82 4.35 0.24
9.00 0.73 0.39 0.49 22.00 4.83 4.36 0.24
9.25 0.76 0.42 0.53 22.25 4.84 4.38 0.23
9.50 0.80 0.46 0.57 22.50 4.86 4.39 0.23
9.75 0.85 0.50 0.62 22.75 4.87 4.41 0.22
10.00 0.90 0.54 0.69 23.00 4.89 4.42 0.22
10.25 0.95 0.58 0.76 23.25 4.90 4.43 0.22
10.50 1.01 0.64 0.87 23.50 4.91 4.45 0.21
10.75 1.07 0.70 1.00 23.75 4.93 4.46 0.21
11.00 1.15 0.77 1.18 24.00 4.94 4.47 0.21
11.25 1.25 0.86 1.46
11.50 1.37 0.97 1.98
11.75 1.73 1.32 5.86
12.00 2.69 2.25 21.39
12.25 3.26 2.81 7.61
12.50 3.60 3.14 5.04
12.75 3.71 3.26 1.75

Design Masters NC-Thomasville 24-hr S1 10-yr Rainfall=4.94"
Prepared by FEI Printed 8/29/2024
HydroCAD® 10.20-4b s/n 11463 ©2023 HydroCAD Software Solutions LLC Page 27
Summary for Pond 3P: Wet Pond
Inflow Area = 173,804 sf, 79.20% Impervious, Inflow Depth > 4.47" for 10-yr event
Inflow = 22.33 cfs @ 12.02 hrs, Volume= 64,746 cf
Outflow = 15.00 cfs @ 12.10 hrs, Volume= 55,581 cf, Atten= 33%, Lag= 4.6 min
Primary = 15.00 cfs @ 12.10 hrs, Volume= 55,581 cf
Secondary = 0.00 cfs @ 0.00 hrs, Volume= 0 cf
Routing by Dyn-Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs
Starting Elev= 902.50' Surf.Area= 10,053 sf Storage= 30,769 cf
Peak Elev= 903.83' @ 12.10 hrs Surf.Area= 13,231 sf Storage= 46,422 cf (15,653 cf above start)
Plug-Flow detention time= 323.6 min calculated for 24,812 cf(38% of inflow)
Center-of-Mass det. time= 52.8 min ( 814.2 - 761.4 )
Volume Invert Avail.Storage Storage Description
#1 897.50' 70,593 cf Custom Stage Data (Prismatic)Listed below (Recalc)
Elevation Surf.Area Inc.Store Cum.Store
(feet) (sq-ft) (cubic-feet) (cubic-feet)
897.50 2,985 0 0
898.00 3,372 1,589 1,589
898.50 3,781 1,788 3,378
899.00 4,611 2,098 5,476
899.50 5,273 2,471 7,947
900.00 5,997 2,818 10,764
900.50 6,725 3,181 13,945
901.00 7,515 3,560 17,505
901.50 8,348 3,966 21,470
902.00 9,396 4,436 25,906
902.50 10,053 4,862 30,769
903.00 11,405 5,365 36,133
903.50 12,764 6,042 42,175
904.00 13,479 6,561 48,736
904.50 14,203 6,921 55,657
905.00 14,934 7,284 62,941
905.50 15,673 7,652 70,593
Device Routing Invert Outlet Devices
#1 Primary 896.76' 15.0" Round Culvert
L= 103.0' RCP, sq.cut end projecting, Ke= 0.500
Inlet/ Outlet Invert= 896.76' /894.09' S= 0.0259 '/' Cc= 0.900
n= 0.012 Concrete pipe, finished, Flow Area= 1.23 sf
#2 Device 1 902.50' 1.5"Vert. Orifice/Grate C= 0.600 Limited to weir flow at low heads
#3 Device 1 903.30' 48.0"x 48.0" Horiz. Riser C= 0.600
Limited to weir flow at low heads
#4 Secondary 904.00' 10.0' long + 3.0 '/' SideZ x 10.0' breadth Broad-Crested Rectangular Weir
Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60
Coef. (English) 2.49 2.56 2.70 2.69 2.68 2.69 2.67 2.64

Design Masters NC-Thomasville 24-hr S1 10-yr Rainfall=4.94"
Prepared by FEI Printed 8/29/2024
HydroCAD® 10.20-4b s/n 11463 ©2023 HydroCAD Software Solutions LLC Page 28
Primary OutFlow Max=15.00 cfs © 12.10 hrs HW=903.83' (Free Discharge)
4-1=Culvert (Inlet Controls 15.00 cfs © 12.22 fps)
AL2=Orifice/Grate (Passes < 0.07 cfs potential flow)
3=Riser (Passes < 19.99 cfs potential flow)
Secondary OutFlow Max=0.00 cfs @ 0.00 hrs HW=902.50' (Free Discharge)
4-4=Broad-Crested Rectangular Weir ( Controls 0.00 cfs)
Broad-Crested Rectangulara�//
Pond 3P: Wet Pond Orifice/Gt
u ver
Pond 3P: Wet Pond
Hydrograph
❑Inflow
1 22.33 cfs I r r r r Outflow
Inflow Area=173,8'04 s
2242��
❑Secondary
rY
-
', Peak-Ee-W=9a&83-a11
, -Stage=46,422cf
20 15.00 cfs
15.00 cfs
16-
14- I _ 1 ,
3 12 J, '
t
18J I
.4 -_ ', ,,/,' / / AO - ' .
0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24
Time (hours)

Design Masters NC-Thomasville 24-hr S1 10-yr Rainfall=4.94"
Prepared by FEI Printed 8/29/2024
HydroCAD® 10.20-4b s/n 11463 ©2023 HydroCAD Software Solutions LLC Page 29
Pond 3P: Wet Pond
Stage-Discharge
���� ���
_ � -- ❑Total
905Primary
rZ '4����A�� ❑Secondary
Broad-Crested Rectangular Weir
904 i// Riser
Orifice/Grate
%
:::
�ru
o
> 901
900
899
898
0 10 20 30 40 50 60 70 80
Discharge (cfs)

Design Masters NC-Thomasville 24-hr S1 10-yr Rainfall=4.94"
Prepared by FEI Printed 8/29/2024
HydroCAD® 10.20-4b s/n 11463 ©2023 HydroCAD Software Solutions LLC Page 30
Hydrograph for Pond 3P: Wet Pond
Time Inflow Storage Elevation Outflow Primary Secondary
(hours) (cfs) (cubic-feet) (feet) (cfs) (cfs) (cfs)
0.00 0.00 30,769 902.50 0.00 0.00 0.00
0.50 0.00 30,769 902.50 0.00 0.00 0.00
1.00 0.00 30,769 902.50 0.00 0.00 0.00
1.50 0.00 30,769 902.50 0.00 0.00 0.00
2.00 0.02 30,785 902.50 0.00 0.00 0.00
2.50 0.05 30,854 902.51 0.00 0.00 0.00
3.00 0.08 30,971 902.52 0.00 0.00 0.00
3.50 0.10 31,133 902.54 0.00 0.00 0.00
4.00 0.13 31,336 902.56 0.00 0.00 0.00
4.50 0.15 31,579 902.58 0.01 0.01 0.00
5.00 0.18 31,858 902.61 0.01 0.01 0.00
5.50 0.20 32,175 902.64 0.02 0.02 0.00
6.00 0.23 32,533 902.67 0.02 0.02 0.00
6.50 0.26 32,936 902.71 0.02 0.02 0.00
7.00 0.29 33,389 902.75 0.03 0.03 0.00
7.50 0.33 33,898 902.80 0.03 0.03 0.00
8.00 0.37 34,474 902.85 0.03 0.03 0.00
8.50 0.42 35,127 902.91 0.03 0.03 0.00
9.00 0.49 35,879 902.98 0.04 0.04 0.00
9.50 0.57 36,756 903.05 0.04 0.04 0.00
10.00 0.69 37,804 903.14 0.05 0.05 0.00
10.50 0.87 39,105 903.25 0.05 0.05 0.00
11.00 1.18 40,407 903.36 0.81 0.81 0.00
11.50 1.98 40,889 903.40 1.66 1.66 0.00
12.00 21.39 44,580 903.69 12.63 12.63 0.00
12.50 5.04 42,581 903.53 5.90 5.90 0.00
13.00 1.37 40,890 903.40 1.66 1.66 0.00
13.50 1.00 40,590 903.37 1.11 1.11 0.00
14.00 0.80 40,443 903.36 0.87 0.87 0.00
14.50 0.68 40,349 903.35 0.72 0.72 0.00
15.00 0.59 40,280 903.35 0.62 0.62 0.00
15.50 0.52 40,228 903.34 0.55 0.55 0.00
16.00 0.47 40,186 903.34 0.49 0.49 0.00
16.50 0.43 40,152 903.34 0.45 0.45 0.00
17.00 0.40 40,123 903.34 0.41 0.41 0.00
17.50 0.37 40,098 903.33 0.38 0.38 0.00
18.00 0.35 40,076 903.33 0.36 0.36 0.00
18.50 0.33 40,057 903.33 0.34 0.34 0.00
19.00 0.31 40,040 903.33 0.32 0.32 0.00
19.50 0.29 40,025 903.33 0.30 0.30 0.00
20.00 0.28 40,011 903.33 0.29 0.29 0.00
20.50 0.27 39,999 903.33 0.27 0.27 0.00
21.00 0.26 39,987 903.33 0.26 0.26 0.00
21.50 0.25 39,977 903.32 0.25 0.25 0.00
22.00 0.24 39,967 903.32 0.24 0.24 0.00
22.50 0.23 39,958 903.32 0.23 0.23 0.00
23.00 0.22 39,949 903.32 0.23 0.23 0.00
23.50 0.21 39,941 903.32 0.22 0.22 0.00
24.00 0.21 39,934 903.32 0.21 0.21 0.00

Design Masters NC-Thomasville 24-hr S1 10-yr Rainfall=4.94"
Prepared by FEI Printed 8/29/2024
HydroCAD® 10.20-4b s/n 11463 ©2023 HydroCAD Software Solutions LLC Page 31
Stage-Discharge for Pond 3P: Wet Pond
Elevation Discharge Primary Secondary Elevation Discharge Primary Secondary
(feet) (cfs) (cfs) (cfs) (feet) (cfs) (cfs) (cfs)
897.50 0.00 0.00 0.00 902.70 0.02 0.02 0.00
897.60 0.00 0.00 0.00 902.80 0.03 0.03 0.00
897.70 0.00 0.00 0.00 902.90 0.03 0.03 0.00
897.80 0.00 0.00 0.00 903.00 0.04 0.04 0.00
897.90 0.00 0.00 0.00 903.10 0.04 0.04 0.00
898.00 0.00 0.00 0.00 903.20 0.05 0.05 0.00
898.10 0.00 0.00 0.00 903.30 0.05 0.05 0.00
898.20 0.00 0.00 0.00 903.40 1.71 1.71 0.00
898.30 0.00 0.00 0.00 903.50 4.74 4.74 0.00
898.40 0.00 0.00 0.00 903.60 8.66 8.66 0.00
898.50 0.00 0.00 0.00 903.70 13.30 13.30 0.00
898.60 0.00 0.00 0.00 903.80 14.97 14.97 0.00
898.70 0.00 0.00 0.00 903.90 15.08 15.08 0.00
898.80 0.00 0.00 0.00 904.00 15.20 15.20 0.00
898.90 0.00 0.00 0.00 904.10 16.12 15.31 0.81
899.00 0.00 0.00 0.00 904.20 17.76 15.43 2.33
899.10 0.00 0.00 0.00 904.30 19.99 15.54 4.45
899.20 0.00 0.00 0.00 904.40 22.75 15.65 7.10
899.30 0.00 0.00 0.00 904.50 26.18 15.76 10.41
899.40 0.00 0.00 0.00 904.60 30.23 15.87 14.36
899.50 0.00 0.00 0.00 904.70 34.42 15.98 18.44
899.60 0.00 0.00 0.00 904.80 39.03 16.08 22.94
899.70 0.00 0.00 0.00 904.90 44.05 16.17 27.88
899.80 0.00 0.00 0.00 905.00 49.49 16.25 33.23
899.90 0.00 0.00 0.00 905.10 55.49 16.34 39.15
900.00 0.00 0.00 0.00 905.20 61.97 16.42 45.54
900.10 0.00 0.00 0.00 905.30 68.62 16.50 52.12
900.20 0.00 0.00 0.00 905.40 75.68 16.59 59.09
900.30 0.00 0.00 0.00 905.50 83.00 16.67 66.33
900.40 0.00 0.00 0.00
900.50 0.00 0.00 0.00
900.60 0.00 0.00 0.00
900.70 0.00 0.00 0.00
900.80 0.00 0.00 0.00
900.90 0.00 0.00 0.00
901.00 0.00 0.00 0.00
901.10 0.00 0.00 0.00
901.20 0.00 0.00 0.00
901.30 0.00 0.00 0.00
901.40 0.00 0.00 0.00
901.50 0.00 0.00 0.00
901.60 0.00 0.00 0.00
901.70 0.00 0.00 0.00
901.80 0.00 0.00 0.00
901.90 0.00 0.00 0.00
902.00 0.00 0.00 0.00
902.10 0.00 0.00 0.00
902.20 0.00 0.00 0.00
902.30 0.00 0.00 0.00
902.40 0.00 0.00 0.00
902.50 0.00 0.00 0.00
902.60 0.01 0.01 0.00

Design Masters NC-Thomasville 24-hr S1 10-yr Rainfall=4.94"
Prepared by FEI Printed 8/29/2024
HydroCAD® 10.20-4b s/n 11463 ©2023 HydroCAD Software Solutions LLC Page 32
Stage-Area-Storage for Pond 3P: Wet Pond
Elevation Surface Storage Elevation Surface Storage
(feet) (sq-ft) (cubic-feet) (feet) (sq-ft) (cubic-feet)
897.50 2,985 0 902.70 10,594 32,833
897.60 3,062 302 902.80 10,864 33,906
897.70 3,140 612 902.90 11,135 35,006
897.80 3,217 930 903.00 11,405 36,133
897.90 3,295 1,256 903.10 11,677 37,287
898.00 3,372 1,589 903.20 11,949 38,468
898.10 3,454 1,931 903.30 12,220 39,677
898.20 3,536 2,280 903.40 12,492 40,912
898.30 3,617 2,638 903.50 12,764 42,175
898.40 3,699 3,003 903.60 12,907 43,459
898.50 3,781 3,378 903.70 13,050 44,757
898.60 3,947 3,764 903.80 13,193 46,069
898.70 4,113 4,167 903.90 13,336 47,395
898.80 4,279 4,586 904.00 13,479 48,736
898.90 4,445 5,023 904.10 13,624 50,091
899.00 4,611 5,476 904.20 13,769 51,461
899.10 4,743 5,943 904.30 13,913 52,845
899.20 4,876 6,424 904.40 14,058 54,243
899.30 5,008 6,918 904.50 14,203 55,657
899.40 5,141 7,426 904.60 14,349 57,084
899.50 5,273 7,947 904.70 14,495 58,526
899.60 5,418 8,481 904.80 14,642 59,983
899.70 5,563 9,030 904.90 14,788 61,455
899.80 5,707 9,594 905.00 14,934 62,941
899.90 5,852 10,172 905.10 15,082 64,442
900.00 5,997 10,764 905.20 15,230 65,957
900.10 6,143 11,371 905.30 15,377 67,487
900.20 6,288 11,993 905.40 15,525 69,033
900.30 6,434 12,629 905.50 15,673 70,593
900.40 6,579 13,279
900.50 6,725 13,945
900.60 6,883 14,625
900.70 7,041 15,321
900.80 7,199 16,033
900.90 7,357 16,761
901.00 7,515 17,505
901.10 7,682 18,264
901.20 7,848 19,041
901.30 8,015 19,834
901.40 8,181 20,644
901.50 8,348 21,470
901.60 8,558 22,316
901.70 8,767 23,182
901.80 8,977 24,069
901.90 9,186 24,977
902.00 9,396 25,906
902.10 9,527 26,852
902.20 9,659 27,812
902.30 9,790 28,784
902.40 9,922 29,770
902.50 10,053 30,769
902.60 10,323 31,787

Design Masters NC-Thomasville 24-hr S1 100-yr Rainfall=7.26"
Prepared by FEI Printed 8/29/2024
HydroCAD® 10.20-4b s/n 11463 ©2023 HydroCAD Software Solutions LLC Page 33
Summary for Subcatchment 1S: Pre-Construction DA
Runoff = 22.58 cfs @ 12.09 hrs, Volume= 92,954 cf, Depth> 6.42"
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs
NC-Thomasville 24-hr S1 100-yr Rainfall=7.26"
Area (ac) CN Description
2.530 98 Unconnected pavement, HSG D
1.460 84 50-75% Grass cover, Fair, HSG D
3.990 93 Weighted Average
1.460 36.59% Pervious Area
2.530 63.41% Impervious Area
2.530 100.00% Unconnected
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
10.0 Direct Entry,
Subcatchment 1S: Pre-Construction DA
Hydrograph
25 - •Runoff
24° T T r
22- ,,L-HC-Thomasville24,hr:S1 100,yr
23=
r
21 Rainfall=r:26''
20= ' T
19= ';r-gunoff-Area-=3-.990-ac, r '
17 /H--RiunOffYolunitot92,,954-ct---i---,- r - i
15 T Runoff'�Deptti>6 42"
1 14 ' x-Tc=1 U.0 min-
12_ C1a
a 11i-
8- ,_ L 1 1 _IL L 1 � L L 1 1 L
J ----, ,- I / ,_
4 r 1 L L L
1=
0-
0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24
Time (hours)

Design Masters NC-Thomasville 24-hr S1 100-yr Rainfall=7.26"
Prepared by FEI Printed 8/29/2024
HydroCAD® 10.20-4b s/n 11463 ©2023 HydroCAD Software Solutions LLC Page 34
Hydrograph for Subcatchment 1S: Pre-Construction DA
Time Precip. Excess Runoff Time Precip. Excess Runoff
(hours) (inches) (inches) (cfs) (hours) (inches) (inches) (cfs)
0.00 0.00 0.00 0.00 13.00 5.44 4.63 2.24
0.25 0.02 0.00 0.00 13.25 5.56 4.74 1.86
0.50 0.04 0.00 0.00 13.50 5.66 4.84 1.61
0.75 0.07 0.00 0.00 13.75 5.74 4.93 1.43
1.00 0.09 0.00 0.00 14.00 5.82 5.01 1.29
1.25 0.11 0.00 0.00 14.25 5.90 5.08 1.18
1.50 0.13 0.00 0.00 14.50 5.97 5.15 1.09
1.75 0.16 0.00 0.00 14.75 6.03 5.21 1.01
2.00 0.18 0.00 0.02 15.00 6.09 5.27 0.95
2.25 0.21 0.00 0.04 15.25 6.14 5.32 0.89
2.50 0.23 0.01 0.06 15.50 6.20 5.38 0.84
2.75 0.26 0.01 0.08 15.75 6.25 5.43 0.80
3.00 0.28 0.02 0.10 16.00 6.29 5.47 0.76
3.25 0.31 0.03 0.13 16.25 6.34 5.52 0.73
3.50 0.34 0.04 0.15 16.50 6.38 5.56 0.70
3.75 0.37 0.05 0.17 16.75 6.43 5.60 0.67
4.00 0.39 0.06 0.19 17.00 6.47 5.64 0.65
4.25 0.42 0.07 0.20 17.25 6.51 5.68 0.63
4.50 0.45 0.09 0.22 17.50 6.54 5.72 0.61
4.75 0.48 0.10 0.24 17.75 6.58 5.76 0.59
5.00 0.51 0.12 0.26 18.00 6.62 5.79 0.57
5.25 0.55 0.14 0.28 18.25 6.65 5.83 0.55
5.50 0.58 0.15 0.30 18.50 6.68 5.86 0.54
5.75 0.61 0.18 0.33 18.75 6.72 5.89 0.52
6.00 0.65 0.20 0.35 19.00 6.75 5.92 0.51
6.25 0.68 0.22 0.37 19.25 6.78 5.95 0.49
6.50 0.72 0.24 0.39 19.50 6.81 5.98 0.48
6.75 0.76 0.27 0.42 19.75 6.84 6.01 0.47
7.00 0.80 0.30 0.44 20.00 6.87 6.04 0.46
7.25 0.84 0.33 0.47 20.25 6.90 6.07 0.45
7.50 0.88 0.36 0.50 20.50 6.92 6.10 0.44
7.75 0.92 0.39 0.53 20.75 6.95 6.12 0.43
8.00 0.97 0.43 0.56 21.00 6.98 6.15 0.42
8.25 1.02 0.47 0.60 21.25 7.00 6.17 0.41
8.50 1.07 0.51 0.64 21.50 7.03 6.20 0.41
8.75 1.12 0.55 0.68 21.75 7.05 6.22 0.40
9.00 1.18 0.59 0.73 22.00 7.08 6.25 0.39
9.25 1.24 0.64 0.79 22.25 7.10 6.27 0.38
9.50 1.30 0.70 0.86 22.50 7.13 6.30 0.38
9.75 1.37 0.76 0.93 22.75 7.15 6.32 0.37
10.00 1.45 0.82 1.02 23.00 7.17 6.34 0.37
10.25 1.53 0.89 1.13 23.25 7.19 6.36 0.36
10.50 1.62 0.97 1.27 23.50 7.22 6.39 0.35
10.75 1.72 1.06 1.45 23.75 7.24 6.41 0.35
11.00 1.84 1.17 1.69 24.00 7.26 6.43 0.34
11.25 1.98 1.30 2.05
11.50 2.17 1.47 2.65
11.75 2.68 1.95 7.03
12.00 3.88 3.11 15.49
12.25 4.65 3.85 13.65
12.50 5.13 4.32 7.89
12.75 5.30 4.49 3.24

Design Masters NC-Thomasville 24-hr S1 100-yr Rainfall=7.26"
Prepared by FEI Printed 8/29/2024
HydroCAD® 10.20-4b s/n 11463 ©2023 HydroCAD Software Solutions LLC Page 35
Summary for Subcatchment 2S: Post-Construction DA
[49] Hint: Tc<2dt may require smaller dt
Runoff = 27.53 cfs @ 12.02 hrs, Volume= 98,176 cf, Depth> 6.78"
Routed to Pond 3P : Wet Pond
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs
NC-Thomasville 24-hr S1 100-yr Rainfall=7.26"
Area (ac) CN Description
3.160 98 Paved Area and Roofs
0.830 89 <50% Grass cover, Poor, HSG D
3.990 96 Weighted Average
0.830 20.80% Pervious Area
3.160 79.20% Impervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
5.0 Direct Entry,
Subcatchment 2S: Post-Construction DA
Hydrograph
30= 0 Runoff
--- --- ---* 127.53 cfs
213 H -NC Thomasville 24.hr-S1-4OO-yr
26_ -Rainfall=7:26"
24- '
-Rtun off-Are=3.999-ac----
22
213
-f unoff tfojume=98,1716 c#
= ` RunOff'Depth>6.78"
18
T6=6:0 m i n
C 14- -lily=r76
01
8=
44'
jer
0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24
Time (hours)

Design Masters NC-Thomasville 24-hr S1 100-yr Rainfall=7.26"
Prepared by FEI Printed 8/29/2024
HydroCAD® 10.20-4b s/n 11463 ©2023 HydroCAD Software Solutions LLC Page 36
Hydrograph for Subcatchment 2S: Post-Construction DA
Time Precip. Excess Runoff Time Precip. Excess Runoff
(hours) (inches) (inches) (cfs) (hours) (inches) (inches) (cfs)
0.00 0.00 0.00 0.00 13.00 5.44 4.97 2.11
0.25 0.02 0.00 0.00 13.25 5.56 5.08 1.79
0.50 0.04 0.00 0.00 13.50 5.66 5.18 1.56
0.75 0.07 0.00 0.00 13.75 5.74 5.27 1.39
1.00 0.09 0.00 0.00 14.00 5.82 5.35 1.26
1.25 0.11 0.00 0.03 14.25 5.90 5.43 1.16
1.50 0.13 0.01 0.07 14.50 5.97 5.49 1.07
1.75 0.16 0.01 0.10 14.75 6.03 5.56 1.00
2.00 0.18 0.02 0.13 15.00 6.09 5.62 0.94
2.25 0.21 0.03 0.15 15.25 6.14 5.67 0.88
2.50 0.23 0.04 0.18 15.50 6.20 5.72 0.84
2.75 0.26 0.05 0.20 15.75 6.25 5.77 0.80
3.00 0.28 0.07 0.22 16.00 6.29 5.82 0.76
3.25 0.31 0.08 0.24 16.25 6.34 5.87 0.73
3.50 0.34 0.10 0.26 16.50 6.38 5.91 0.70
3.75 0.37 0.11 0.28 16.75 6.43 5.95 0.67
4.00 0.39 0.13 0.30 17.00 6.47 5.99 0.65
4.25 0.42 0.15 0.32 17.25 6.51 6.03 0.62
4.50 0.45 0.17 0.34 17.50 6.54 6.07 0.60
4.75 0.48 0.20 0.36 17.75 6.58 6.11 0.58
5.00 0.51 0.22 0.38 18.00 6.62 6.14 0.57
5.25 0.55 0.24 0.40 18.25 6.65 6.18 0.55
5.50 0.58 0.27 0.42 18.50 6.68 6.21 0.53
5.75 0.61 0.30 0.44 18.75 6.72 6.24 0.52
6.00 0.65 0.32 0.46 19.00 6.75 6.27 0.51
6.25 0.68 0.35 0.48 19.25 6.78 6.30 0.49
6.50 0.72 0.38 0.50 19.50 6.81 6.33 0.48
6.75 0.76 0.42 0.53 19.75 6.84 6.36 0.47
7.00 0.80 0.45 0.55 20.00 6.87 6.39 0.46
7.25 0.84 0.49 0.58 20.25 6.90 6.42 0.45
7.50 0.88 0.52 0.61 20.50 6.92 6.45 0.44
7.75 0.92 0.56 0.64 20.75 6.95 6.47 0.43
8.00 0.97 0.60 0.67 21.00 6.98 6.50 0.42
8.25 1.02 0.65 0.71 21.25 7.00 6.53 0.41
8.50 1.07 0.69 0.75 21.50 7.03 6.55 0.41
8.75 1.12 0.74 0.79 21.75 7.05 6.58 0.40
9.00 1.18 0.79 0.85 22.00 7.08 6.60 0.39
9.25 1.24 0.85 0.91 22.25 7.10 6.63 0.39
9.50 1.30 0.91 0.98 22.50 7.13 6.65 0.38
9.75 1.37 0.97 1.05 22.75 7.15 6.67 0.37
10.00 1.45 1.04 1.15 23.00 7.17 6.70 0.37
10.25 1.53 1.12 1.27 23.25 7.19 6.72 0.36
10.50 1.62 1.21 1.42 23.50 7.22 6.74 0.35
10.75 1.72 1.31 1.62 23.75 7.24 6.76 0.35
11.00 1.84 1.42 1.90 24.00 7.26 6.78 0.34
11.25 1.98 1.56 2.31
11.50 2.17 1.74 3.07
11.75 2.68 2.24 8.40
12.00 3.88 3.43 26.46
12.25 4.65 4.18 10.49
12.50 5.13 4.66 7.20
12.75 5.30 4.83 2.66

Design Masters NC-Thomasville 24-hr S1 100-yr Rainfall=7.26"
Prepared by FEI Printed 8/29/2024
HydroCAD® 10.20-4b s/n 11463 ©2023 HydroCAD Software Solutions LLC Page 37
Summary for Pond 3P: Wet Pond
Inflow Area = 173,804 sf, 79.20% Impervious, Inflow Depth > 6.78" for 100-yr event
Inflow = 27.53 cfs @ 12.02 hrs, Volume= 98,176 cf
Outflow = 15.53 cfs @ 12.15 hrs, Volume= 88,878 cf, Atten= 44%, Lag= 7.4 min
Primary = 15.25 cfs @ 12.15 hrs, Volume= 88,790 cf
Secondary = 0.27 cfs @ 12.15 hrs, Volume= 88 cf
Routing by Dyn-Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs
Starting Elev= 902.50' Surf.Area= 10,053 sf Storage= 30,769 cf
Peak Elev= 904.05' @ 12.15 hrs Surf.Area= 13,550 sf Storage= 49,400 cf (18,631 cf above start)
Plug-Flow detention time= 242.2 min calculated for 57,989 cf(59% of inflow)
Center-of-Mass det. time= 48.8 min ( 802.6 - 753.8 )
Volume Invert Avail.Storage Storage Description
#1 897.50' 70,593 cf Custom Stage Data (Prismatic)Listed below (Recalc)
Elevation Surf.Area Inc.Store Cum.Store
(feet) (sq-ft) (cubic-feet) (cubic-feet)
897.50 2,985 0 0
898.00 3,372 1,589 1,589
898.50 3,781 1,788 3,378
899.00 4,611 2,098 5,476
899.50 5,273 2,471 7,947
900.00 5,997 2,818 10,764
900.50 6,725 3,181 13,945
901.00 7,515 3,560 17,505
901.50 8,348 3,966 21,470
902.00 9,396 4,436 25,906
902.50 10,053 4,862 30,769
903.00 11,405 5,365 36,133
903.50 12,764 6,042 42,175
904.00 13,479 6,561 48,736
904.50 14,203 6,921 55,657
905.00 14,934 7,284 62,941
905.50 15,673 7,652 70,593
Device Routing Invert Outlet Devices
#1 Primary 896.76' 15.0" Round Culvert
L= 103.0' RCP, sq.cut end projecting, Ke= 0.500
Inlet/ Outlet Invert= 896.76' /894.09' S= 0.0259 '/' Cc= 0.900
n= 0.012 Concrete pipe, finished, Flow Area= 1.23 sf
#2 Device 1 902.50' 1.5"Vert. Orifice/Grate C= 0.600 Limited to weir flow at low heads
#3 Device 1 903.30' 48.0"x 48.0" Horiz. Riser C= 0.600
Limited to weir flow at low heads
#4 Secondary 904.00' 10.0' long + 3.0 '/' SideZ x 10.0' breadth Broad-Crested Rectangular Weir
Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60
Coef. (English) 2.49 2.56 2.70 2.69 2.68 2.69 2.67 2.64

Design Masters NC-Thomasville 24-hr S1 100-yr Rainfall=7.26"
Prepared by FEI Printed 8/29/2024
HydroCAD® 10.20-4b s/n 11463 ©2023 HydroCAD Software Solutions LLC Page 38
Primary OutFlow Max=15.25 cfs © 12.15 hrs HW=904.05' (Free Discharge)
4-1=Culvert (Inlet Controls 15.25 cfs © 12.43 fps)
AL2=Orifice/Grate (Passes < 0.07 cfs potential flow)
3=Riser (Passes < 33.81 cfs potential flow)
Secondary OutFlow Max=0.26 cfs @ 12.15 hrs HW=904.05' (Free Discharge)
4-4=Broad-Crested Rectangular Weir (Weir Controls 0.26 cfs @ 0.54 fps)
Broad-Crested Rectangularag
Pond 3P: Wet Pond Orifice/GM
u ver
minumni
Pond 3P: Wet Pond
Hydrograph
/ ! 1 ' 1 1- 1 1 ,
D Inflow
� 127.53 cfs I '� Outflow
Inflow Area= 1,{73,804 S " 0 Primary
E Se oncar
y
28 leak Elev=_90,4 05
26_ Storage=49',,400 cf
24=
22=
20= 115.53 cfs
-7,-, 18 )15.25 cfs
w _ ,
16-
0 14= i 4 ,
10� -
4,
. ,
,______,..,„„
..,,,,,,„
0=/ iii ,
0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24
Time (hours)

Design Masters NC-Thomasville 24-hr S1 100-yr Rainfall=7.26"
Prepared by FEI Printed 8/29/2024
HydroCAD® 10.20-4b s/n 11463 ©2023 HydroCAD Software Solutions LLC Page 39
Pond 3P: Wet Pond
Stage-Discharge
���� ���
_ � -- ❑Total
Primary
905 Z '� �� _❑Se ondary
Broad-Crested Rectangular Weir
904 i// Riser
Orifice/Grate
%
:::
�ru
o
> 901
900
899
898
0 10 20 30 40 50 60 70 80
Discharge (cfs)

Design Masters NC-Thomasville 24-hr S1 100-yr Rainfall=7.26"
Prepared by FEI Printed 8/29/2024
HydroCAD® 10.20-4b s/n 11463 ©2023 HydroCAD Software Solutions LLC Page 40
Hydrograph for Pond 3P: Wet Pond
Time Inflow Storage Elevation Outflow Primary Secondary
(hours) (cfs) (cubic-feet) (feet) (cfs) (cfs) (cfs)
0.00 0.00 30,769 902.50 0.00 0.00 0.00
0.50 0.00 30,769 902.50 0.00 0.00 0.00
1.00 0.00 30,769 902.50 0.00 0.00 0.00
1.50 0.07 30,830 902.51 0.00 0.00 0.00
2.00 0.13 31,007 902.52 0.00 0.00 0.00
2.50 0.18 31,281 902.55 0.00 0.00 0.00
3.00 0.22 31,633 902.58 0.01 0.01 0.00
3.50 0.26 32,051 902.63 0.01 0.01 0.00
4.00 0.30 32,531 902.67 0.02 0.02 0.00
4.50 0.34 33,073 902.72 0.02 0.02 0.00
5.00 0.38 33,674 902.78 0.03 0.03 0.00
5.50 0.42 34,337 902.84 0.03 0.03 0.00
6.00 0.46 35,065 902.91 0.03 0.03 0.00
6.50 0.50 35,862 902.98 0.04 0.04 0.00
7.00 0.55 36,737 903.05 0.04 0.04 0.00
7.50 0.61 37,699 903.14 0.04 0.04 0.00
8.00 0.67 38,763 903.22 0.05 0.05 0.00
8.50 0.75 39,923 903.32 0.20 0.20 0.00
9.00 0.85 40,375 903.36 0.76 0.76 0.00
9.50 0.98 40,480 903.37 0.92 0.92 0.00
10.00 1.15 40,579 903.37 1.09 1.09 0.00
10.50 1.42 40,715 903.38 1.33 1.33 0.00
11.00 1.90 40,929 903.40 1.74 1.74 0.00
11.50 3.07 41,363 903.44 2.68 2.68 0.00
12.00 26.46 45,840 903.78 14.95 14.95 0.00
12.50 7.20 43,679 903.62 9.40 9.40 0.00
13.00 2.11 41,263 903.43 2.45 2.45 0.00
13.50 1.56 40,904 903.40 1.69 1.69 0.00
14.00 1.26 40,721 903.38 1.34 1.34 0.00
14.50 1.07 40,600 903.37 1.13 1.13 0.00
15.00 0.94 40,513 903.37 0.98 0.98 0.00
15.50 0.84 40,446 903.36 0.87 0.87 0.00
16.00 0.76 40,392 903.36 0.79 0.79 0.00
16.50 0.70 40,348 903.35 0.72 0.72 0.00
17.00 0.65 40,311 903.35 0.67 0.67 0.00
17.50 0.60 40,279 903.35 0.62 0.62 0.00
18.00 0.57 40,251 903.35 0.58 0.58 0.00
18.50 0.53 40,226 903.34 0.55 0.55 0.00
19.00 0.51 40,204 903.34 0.52 0.52 0.00
19.50 0.48 40,185 903.34 0.49 0.49 0.00
20.00 0.46 40,167 903.34 0.47 0.47 0.00
20.50 0.44 40,151 903.34 0.45 0.45 0.00
21.00 0.42 40,136 903.34 0.43 0.43 0.00
21.50 0.41 40,122 903.34 0.41 0.41 0.00
22.00 0.39 40,110 903.34 0.40 0.40 0.00
22.50 0.38 40,098 903.33 0.38 0.38 0.00
23.00 0.37 40,087 903.33 0.37 0.37 0.00
23.50 0.35 40,077 903.33 0.36 0.36 0.00
24.00 0.34 40,067 903.33 0.35 0.35 0.00

Design Masters NC-Thomasville 24-hr S1 100-yr Rainfall=7.26"
Prepared by FEI Printed 8/29/2024
HydroCAD® 10.20-4b s/n 11463 ©2023 HydroCAD Software Solutions LLC Page 41
Stage-Discharge for Pond 3P: Wet Pond
Elevation Discharge Primary Secondary Elevation Discharge Primary Secondary
(feet) (cfs) (cfs) (cfs) (feet) (cfs) (cfs) (cfs)
897.50 0.00 0.00 0.00 902.70 0.02 0.02 0.00
897.60 0.00 0.00 0.00 902.80 0.03 0.03 0.00
897.70 0.00 0.00 0.00 902.90 0.03 0.03 0.00
897.80 0.00 0.00 0.00 903.00 0.04 0.04 0.00
897.90 0.00 0.00 0.00 903.10 0.04 0.04 0.00
898.00 0.00 0.00 0.00 903.20 0.05 0.05 0.00
898.10 0.00 0.00 0.00 903.30 0.05 0.05 0.00
898.20 0.00 0.00 0.00 903.40 1.71 1.71 0.00
898.30 0.00 0.00 0.00 903.50 4.74 4.74 0.00
898.40 0.00 0.00 0.00 903.60 8.66 8.66 0.00
898.50 0.00 0.00 0.00 903.70 13.30 13.30 0.00
898.60 0.00 0.00 0.00 903.80 14.97 14.97 0.00
898.70 0.00 0.00 0.00 903.90 15.08 15.08 0.00
898.80 0.00 0.00 0.00 904.00 15.20 15.20 0.00
898.90 0.00 0.00 0.00 904.10 16.12 15.31 0.81
899.00 0.00 0.00 0.00 904.20 17.76 15.43 2.33
899.10 0.00 0.00 0.00 904.30 19.99 15.54 4.45
899.20 0.00 0.00 0.00 904.40 22.75 15.65 7.10
899.30 0.00 0.00 0.00 904.50 26.18 15.76 10.41
899.40 0.00 0.00 0.00 904.60 30.23 15.87 14.36
899.50 0.00 0.00 0.00 904.70 34.42 15.98 18.44
899.60 0.00 0.00 0.00 904.80 39.03 16.08 22.94
899.70 0.00 0.00 0.00 904.90 44.05 16.17 27.88
899.80 0.00 0.00 0.00 905.00 49.49 16.25 33.23
899.90 0.00 0.00 0.00 905.10 55.49 16.34 39.15
900.00 0.00 0.00 0.00 905.20 61.97 16.42 45.54
900.10 0.00 0.00 0.00 905.30 68.62 16.50 52.12
900.20 0.00 0.00 0.00 905.40 75.68 16.59 59.09
900.30 0.00 0.00 0.00 905.50 83.00 16.67 66.33
900.40 0.00 0.00 0.00
900.50 0.00 0.00 0.00
900.60 0.00 0.00 0.00
900.70 0.00 0.00 0.00
900.80 0.00 0.00 0.00
900.90 0.00 0.00 0.00
901.00 0.00 0.00 0.00
901.10 0.00 0.00 0.00
901.20 0.00 0.00 0.00
901.30 0.00 0.00 0.00
901.40 0.00 0.00 0.00
901.50 0.00 0.00 0.00
901.60 0.00 0.00 0.00
901.70 0.00 0.00 0.00
901.80 0.00 0.00 0.00
901.90 0.00 0.00 0.00
902.00 0.00 0.00 0.00
902.10 0.00 0.00 0.00
902.20 0.00 0.00 0.00
902.30 0.00 0.00 0.00
902.40 0.00 0.00 0.00
902.50 0.00 0.00 0.00
902.60 0.01 0.01 0.00

Design Masters NC-Thomasville 24-hr S1 100-yr Rainfall=7.26"
Prepared by FEI Printed 8/29/2024
HydroCAD® 10.20-4b s/n 11463 ©2023 HydroCAD Software Solutions LLC Page 42
Stage-Area-Storage for Pond 3P: Wet Pond
Elevation Surface Storage Elevation Surface Storage
(feet) (sq-ft) (cubic-feet) (feet) (sq-ft) (cubic-feet)
897.50 2,985 0 902.70 10,594 32,833
897.60 3,062 302 902.80 10,864 33,906
897.70 3,140 612 902.90 11,135 35,006
897.80 3,217 930 903.00 11,405 36,133
897.90 3,295 1,256 903.10 11,677 37,287
898.00 3,372 1,589 903.20 11,949 38,468
898.10 3,454 1,931 903.30 12,220 39,677
898.20 3,536 2,280 903.40 12,492 40,912
898.30 3,617 2,638 903.50 12,764 42,175
898.40 3,699 3,003 903.60 12,907 43,459
898.50 3,781 3,378 903.70 13,050 44,757
898.60 3,947 3,764 903.80 13,193 46,069
898.70 4,113 4,167 903.90 13,336 47,395
898.80 4,279 4,586 904.00 13,479 48,736
898.90 4,445 5,023 904.10 13,624 50,091
899.00 4,611 5,476 904.20 13,769 51,461
899.10 4,743 5,943 904.30 13,913 52,845
899.20 4,876 6,424 904.40 14,058 54,243
899.30 5,008 6,918 904.50 14,203 55,657
899.40 5,141 7,426 904.60 14,349 57,084
899.50 5,273 7,947 904.70 14,495 58,526
899.60 5,418 8,481 904.80 14,642 59,983
899.70 5,563 9,030 904.90 14,788 61,455
899.80 5,707 9,594 905.00 14,934 62,941
899.90 5,852 10,172 905.10 15,082 64,442
900.00 5,997 10,764 905.20 15,230 65,957
900.10 6,143 11,371 905.30 15,377 67,487
900.20 6,288 11,993 905.40 15,525 69,033
900.30 6,434 12,629 905.50 15,673 70,593
900.40 6,579 13,279
900.50 6,725 13,945
900.60 6,883 14,625
900.70 7,041 15,321
900.80 7,199 16,033
900.90 7,357 16,761
901.00 7,515 17,505
901.10 7,682 18,264
901.20 7,848 19,041
901.30 8,015 19,834
901.40 8,181 20,644
901.50 8,348 21,470
901.60 8,558 22,316
901.70 8,767 23,182
901.80 8,977 24,069
901.90 9,186 24,977
902.00 9,396 25,906
902.10 9,527 26,852
902.20 9,659 27,812
902.30 9,790 28,784
902.40 9,922 29,770
902.50 10,053 30,769
902.60 10,323 31,787

Design Masters Multi-Event Tables
Prepared by FEI Printed 8/29/2024
HydroCAD® 10.20-4b s/n 11463 ©2023 HydroCAD Software Solutions LLC Page 43
Events for Subcatchment 1S: Pre-Construction DA
Event Rainfall Runoff Volume Depth
(inches) (cfs) (cubic-feet) (inches)
1-yr 2.84 10.30 30,384 2.10
2-yr 3.43 12.80 38,570 2.66
10-yr 4.94 17.67 59,853 4.13
100-yr 7.26 22.58 92,954 6.42

Design Masters Multi-Event Tables
Prepared by FEI Printed 8/29/2024
HydroCAD® 10.20-4b s/n 11463 ©2023 HydroCAD Software Solutions LLC Page 44
Events for Subcatchment 2S: Post-Construction DA
Event Rainfall Runoff Volume Depth
(inches) (cfs) (cubic-feet) (inches)
1-yr 2.84 13.96 34,663 2.39
2-yr 3.43 16.91 43,080 2.97
10-yr 4.94 22.33 64,746 4.47
100-yr 7.26 27.53 98,176 6.78

Design Masters Multi-Event Tables
Prepared by FEI Printed 8/29/2024
HydroCAD® 10.20-4b s/n 11463 ©2023 HydroCAD Software Solutions LLC Page 45
Events for Pond 3P: Wet Pond
Event Inflow Outflow Primary Secondary Elevation Storage
(cfs) (cfs) (cfs) (cfs) (feet) (cubic-feet)
1-yr 13.96 9.62 9.62 0.00 903.62 43,744
2-yr 16.91 12.69 12.69 0.00 903.69 44,597
10-yr 22.33 15.00 15.00 0.00 903.83 46,422
100-yr 27.53 15.53 15.25 0.27 904.05 49,400

DEED REFERENCE

FILED Krista M Lowe
Register of Deeds, Randolph Co,NC _—
Recording Fee: $23.00
NC Real Estate Ex Tx:$.00
20081230000231970 DEED
Bk:RE2110 Pg:940
12/30/2008 04:32:55 PM 1/4
II 111111III ill 11111 IIIIIIIIIIIIII 111
20081230000231970 1/4
Excise Tax: NTC
Prepared by:
/Clristopher
J. Vaughn, Esq.
Carruthers & Roth, P.A.
235 North Edgeworth Street
Greensboro, North Carolina 27401
STATE OF NORTH CAROLINA
SPECIAL WARRANTY DEED
COUNTY OF RANDOLPH
THIS SPECIAL WARRANTY DEED (this "Deed") is made as of the_7° day of
December, 2008, by and between JERRY L. HARDY, and wife, NANCY S. HARDY,
(collectively "Grantor"), and H2PRO, LLC, a North Carolina limited liability company
("Grantee"), whose address is 5657 Prospect Street, High Point, North Carolina 27263. The
designation Grantor and Grantee, as used herein, shall include heirs, successors and assigns.
WITNESSETH:
That the Grantor, for a valuable consideration paid by the Grantee, the receipt of which is
hereby acknowledged, has and by these presents does grant, bargain, sell and convey unto the
Grantee in fee simple, all that certain lot or parcel of land situated in Randolph County, North
Carolina and more particularly described on Exhibit A attached hereto and made a part hereof
("Property").
TO HAVE AND TO HOLD the above-described property and all privileges and
appurtenances thereto belonging to Grantee in fee simple.
And the Grantor covenants with the Grantee, that the Grantor has done nothing to impair
such title as Grantor received, and Grantor will warrant and defend said title against the lawful
claims of all persons claiming by, under or through Grantor, except for the exceptions hereinafter
stated.
Title to the Property is subject to the exceptions set forth on Exhibit B, which is attached
hereto and incorporated by this reference.

111111111111 11111111/i III RE2110 941 2/4
IN WITNESS WHEREOF, the Grantor has executed this instrument as of the day and year
first above written.
GRANTORS:
/71,4 (SEAL)
eiry L. Hardy
/incicmk
' _(SEAL)
Nancy S. Hard
STATE OF NORTH CAROLINA
COUNTY OF G .....itportp
I certify that the following person(s) personally appeared before me this day, each
acknowledging to me that he or she signed the foregoing document: JERRY L. HARDY
Date: December 30 , 2008 Q.
Q. �..oa µ.A.)
Print ame: Ina DONNA A. ELA.0 s
(Official Seal) Notary Public
My Commission expires: 3-1&-Zoi3
STATE OF NORTH CAROLINA MADNA A EVAN�S
FORN MUNN NC
COUNTY OF ( I,.►ksee o c********N:eay****************pultic***
proamiBrimsAAiscl,18,20**13*****
I certify that the following person(s) personally appeared before me this day, each
acknowledging to me that he or she signed the foregoing document: NANCY S. HARDY
Date: December 30 , 2008 I�1c�d Q. �tJ
Print ame: m o i i)p
(Official Seal) Notary Public
My Commission expires: 3- 8-Zoa
Eillrir**********1
UN C
A Evws
N1,,NC
s March 18,2013
2

itILilhJLI&J1iuIllhIIiiiilluii,iii111111
!4
EXHIBIT A • •
•
. Being all of that certain lot, parcel or tract of land located in Randolph County, North
Carolina as described below:
BEGINNING at an existing iron pin in the northern margin of
Prospect Street Extension..at the southeastern corner with property
of Mrs : A. H. Ragan, said existing iron pin being located
northeastwardly 29.52 feet•from the center line of Prospect Street
Extension; and running thence from said beginning point along the
eastern property line of Mrs . A. H. Ragan, .North 06° 10 ' 10" mast
1193.55 feet to an existing iron pin at the southwestern corner of
property of R. R. Mendenhall; thence along the southern property
line of R. R. Mendenhall, South 87° 36 ' 43" East 765 .52 feet to a
point; thence South 87° 35' 43" East 30 .52 feet to a point in the
western right of way of the High Point, Thomasville, Denton
Railroad; thence South 87° 36 ' 43" East 27.47 feet to an existing
p .k. nail in the centerline of .the existing main railroad tract;
thence along the centerline of the said existing main railroad
tract, the following courses and distances : South 12° 59 ' 04" West
316 .29 feet to a point; South 13° 50 ' 02" West 99 .98 feet to a
point; South 16° 03 ' 25" West 99 .99 feet to a point; South 19° 57 '
13" West 99.99 feet to a point; South 23° 59 ' 19" West 99 .96 feet
to a point; South 28° 19 ' 14 " West 99.98 feet to a point; South 32°
21' 02" West 99 . 99 feet to a point; South 35° 52 ' 12" West 99.99
feet to a point; South 40° 03 ' 20" West 99 . 98 feet to a point;
South 44° '02 ' 19" West 99 .95 feet to a point; South 46° 36 ' 51"
West 41.53 feet to a point in the northern margin of Prospect
Street Extension; thence along the northern margin of . Prospect
Street Extension the following courses. and distances r, South. 85'
19 ' 50" West 43.17 feet to a pointy South 8.5'°' 19" 50" West47. .9'6.-
feet to a point and South 85° 19 ' 5:0-" West. 3.4a.3.6 feet. ;to•;an
existing iron pin, the point and place ' of BEGXL3WING;•. - ::.This- : •
description taken from survey, prepared: by, pavis„ Ma.rtiur owe7.� . '
Assoc. , Inc. , dated October 2.2., 1985 and d.es..i•9.ne.ted ,aq', jaJ ..-: '�7
22514 . '�;

kIJIIffiJ1g1IiiJLVUIIIIIIII1111111111
RE2110 943 4/4
EXHIBIT B
1. Right(s) of Way to Southern Power Company recorded in Book 134, Page 111, Randolph
County Registry.
2. Right(s) of Way to Carolina & Yadkin River Railway Company recorded in Book 144,
Page 465, Randolph County Registry.
3. Easement(s) to Duke Power Company recorded in Book 596, Page 35, Randolph County
Registry.
4. Title to that portion, if any, of the land lying within the right of way of High Point,
Thomasville and Denton Railroad.
5. All matters that would be reflected by a current survey.
6. Deed of Trust between Jerry L. Hardy and wife, Nancy S. Hardy, Grantor to Southland
Associates, Inc., Trustee for Central Carolina Bank and Trust Company, Beneficiary,
recorded in Book 1718, Page 1501, Randolph County Registry.
7. Easement to the Department of Transportation recorded in Book 2083, Page
1309, Randolph County Registry.
4

COMPANY INFORMATION