SW3240202_Stormwater Report_20240212 (2)

Stormwater Management & Erosion
and Sediment Control Calculations
Rowan 85 Trade Center
Unincorporated Rowan County, North Carolina
Prepared for:
RP Salisbury Partners, LLC
445 Bishop Street NW
Atlanta, GA 30318
Date: December, 2023
KHA Reference#: 013335005
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©Kimley-Horn and Associates,Inc.2023
200 South Tryon,Suite 200,Charlotte,NC 28202
Phone:[phone]
NC FIRM#F-0102

ROWAN 85 TRADE CENTER
SALISBURY,NC
STORMWATER MANAGEMENT &
EROSION AND SEDIMENT CONTROL CALCULATIONS
Prepared for:
RP Salisbury Partners,LLC
445 Bishop Street NW
Atlanta,GA 30318
Prepared by:
KIMLEY-HORN AND ASSOCIATES,INC.
200 SOUTH TRYON ST,SUITE 200
CHARLOTTE,NORTH CAROLINA 28202
DECEMBER, 2023
KHA PROJECT NO. 013335005

This document,together with the concepts and designs presented herein,as an instrument of service,is intended only for the specific
purpose and client for which it was prepared. Reuse of and improper reliance on this document without written authorization and
adaptation by Kimley-Hom and Associates,Inc.shall be without liability to Kimley-Horn and Associates,Inc.

STORMWATER MANAGEMENT &
EROSION AND SEDIMENT CONTROL CALCULATIONS
TABLE OF CONTENTS
1.0 BACKGROUND 2
2.0 EXISTING CONDITIONS 2
3.0 SOILS 2
4.0 FLOODPLAIN/FLOODWAY/FIRM FLOOD INSURANCE RATE MAP 2
5.0 PROPOSED DEVELOPMENT 2
6.0 WATER QUALITY/ STORMWATER CONTROL MEASURES 3
7.0 STORMWATER ROUTING AND RESULTS 3
8.0 PIPE CONVEYANCE NETWORK 4
9.0 EROSION CONTROL 5
10.0 EROSION AND SEDIMENT CONTROL PLANS 5
11.0 CONCLUSION 8
APPENDIX A: SITE MAPS
SITE VICINITY MAP FIGURE 1
USDA SOIL CLASSIFICATION MAP FIGURE 2
FEMA FIRMETTE FIGURE 3
USGS TOPOGRAPHIC MAP FIGURE 4
APPENDIX B: WATERSHED MAPS
PRE-DEVELOPMENT DRAINAGE AREA MAP EXHIBIT 1
POST-DEVELOPMENT DRAINAGE AREA MAP EXHIBIT 2
APPENDIX C: WATER QUALITY
PRE-AND POST-DEVELOPMENT CN AND TC CALCULATIONS EXHIBIT 3
NCDEQ SANDFILTER CALCULATIONS EXHIBIT 4
APPENDIX D: WATER QUANTITY
PRE-AND POST-DEVELOPMENT HYDROCAD REPORT EXHIBIT 5
STORM SEWERS DATA TABLE EXHIBIT 6
APPENDIX E: EROSION CONTROL CALCULATIONS
RIP RAP APRON CALCULATIONS EXHIBIT 7
NCDEQ SEDIMENT BASIN PHASE 1 CALCULATIONS EXHIBIT 8
NCDEQ SEDIMENT BASIN PHASE 2 CALCULATIONS EXHIBIT 9
TEMPORARY DIVERSION DITCH CALCULATIONS EXHIBIT 10
APPENDIX F: SUPPLEMENTAL INFORMATION
SEASONAL HIGHWATER TABLE REPORT EXHIBIT 11
NOAA RAINFALL DATA EXHIBIT 12
1

1.0 BACKGROUND
This report contains the approach and results of the stormwater analysis conducted for the proposed
logistics center facility (Salisbury Logistics Center) in Salisbury, North Carolina. The approximately 91.56-
acre project site is located east of 1-85 at the intersection of Webb Road. The development is planned to
consist of approximately 2 industrial buildings totaling approximately 1,240,000 +/- SF, surrounding
trailer parking and associate parking.
This project consists of the following components:
■ Clearing and grubbing of the existing site.
■ Construction of the building and associated site appurtenances for operation (i.e. parking,
driveways and sidewalks);
■ Construction of the stormwater conveyance network and proposed stormwater control
measures.
2.0 EXISTING CONDITIONS
The site is located east of 1-85, between Webb Road and Lane Parkway and is currently undeveloped.
The existing topography drains towards three points of analysis (POA): approximately 4.58-acres
towards the North of the site (POA 1), 67.14-acres towards the Northwest corner of the site (POA 2).
The remaining 19.83-acres drains to a creek at the southern point of the site (POA 3). See appendix A for
a Pre-Development drainage map.
3.0 SOILS
According to the USGS Soils Map, downloaded on August 31, 2023, the existing soils onsite are: Cecil
sandy clay loam with a hydrologic soil group B, Enon fine sandy loam and Mecklenburg loam with a
hydrologic soil group C, and Sedgefield fine sandy loam, Iredell loam and Chewacla loam with hydrologic
soil group D. In a separate report prepared specifically for this project, Terracon investigated four boring
locations to understand the infiltration rates throughout the site. The infiltration rates were: 0.004,
0.007, 0.014 and 0.027 in/hr. Based on the reported findings from Terracon's testing and the results
from the USGS Soils Maps, the calculations were done using hydrologic soil groups B,C and D. Refer to
the appendix for the USDA Soil Classification Map.
4.0 FLOODPLAIN/FLOODWAY/FIRM FLOOD INSURANCE RATE MAP
Based on the effective FEMA Flood Insurance Rate Map Number 3710564700J, dated June 16, 2009, the
site is determined to be outside the 0.2%annual chance floodplain.
5.0 PROPOSED DEVELOPMENT
The development is planned to consist of approximately 2 industrial buildings totaling approximately
1,240,000+/-SF, surrounding trailer parking and associate parking, utility infrastructure and stormwater
improvements including three sand filters.
The site will be composed of approximately 63.60 acres of impervious area. The site is divided into three
drainage areas, one to the North of the site (DA-1), one in the center of the site (DA-2) and one in the
South of the site (DA-3). Drainage areas 2 and 3 contain proposed sand filters to treat for water quality
and decrease peak flows leaving the site in the post-development condition. DA-1 will discharge to the
North of the site, DA-2 discharges to a stream that runs through the center of the site and DA-3
discharges to a stream at the South of the site.
2

This report contains the locations of the final stormwater quality measures. Drainage areas for the
development have been delineated in the existing and proposed conditions. The proposed impervious
areas have been calculated based on the proposed development footprint.
A separate design package has been submitted to NCDOT for the construction of the extension of Lane
Parkway to Webb Road, the majority drainage from the proposed road will bypass the stormwater
BMPs. The additional water quality volume associated with the treatment of the impervious area
associated with the proposed right-of-way was included in the water quality calculations for the sand
filter on-site.
6.0 WATER QUALITY/STORMWATER CONTROL MEASURES
In accordance with the North Carolina Department of Environmental Quality (NCDEQ) Stormwater
Design Manual, a stormwater quality control system designed to treat runoff of the first inch of rain for
85% average annual removal of total suspended solids will be required. This requirement will be met by
the construction of on-site above ground sand filters.
The above ground sand filters 1, 2 and 3, have been designed in accordance with Part C-6 of the NCDEQ
BMP Design Manual, to treat the first inch of runoff from the development for water quality. The sand
filters have been designed with a media depth of 1.5 feet and minimum drawdown of 2 inches per hour
to achieve 85% TSS removal. The media depth of includes a 3" layer of washed stone, 1.0' of cleaned
washed "concrete" sand, 6" gravel layer for underdrain system, and 4" perforated PVC. The water
quality volume (WQV) for the sand filter was calculated and in accordance with the design manual, was
multiplied by 0.75 due to the water draining through the sand media at quicker rate. The sand filters
been designed with a maximum ponding depth of 6 feet. Detailed calculations are included in the
appendix of this report.
Proposed impervious area were used to calculate the CN values for the sand filter drainage areas.
Hydrologic soil groups of were assigned in the pre and post conditions based on the downloaded Web
Soil Survey from the Natural Resources Conservation Service (NRCS). The table below displays the
drainage area summary for all proposed development areas.
SCM SAND FILTER RESULTS
FINAL FINAL FINAL
Drainage WQV WQV Q10
Area Required Provided Discharge
SCM NAME (ac) (CF) (CF) (cfs)
1 25.77 46,265 256,240 28.35
2 17.95 44,098 113,325 81.86
3 36.80 76,067 489,994 11.46
7.0 STORMWATER ROUTING AND RESULTS
Peak attenuation was analyzed by routing the required rain events through the proposed stormwater
control measures. Refer to the construction plans for detailed design of the stormwater control
measures.
The pre- and post-development peak discharge from the site was modeled in HydroCAD. The hydrologic
analysis was conducted using NRCS TR-55 (SCS Method) of calculating runoff, curve numbers, and time
of concentration. Sheet flow lengths for use in the time of concentration calculations were limited to
3

100 feet or less. The SCS Type-II, 24-hour storm with a peaking factor of 484 was used in the analysis. As
reported by the NOAA Precipitation Frequency Data Server, the 24-hour rainfall depths used for this
analysis were (1-yr= 2.73 inches, 2-yr = 3.30 inches, 10-yr=4.80 inches; refer to Appendix C). Results of
the HydroCAD analysis are provided in a detailed report in Appendix B. Results of the stormwater
analysis are provided in the tables below.
PRE-VS POST-DEVELOPMENT PEAK DISCHARGE RESULTS
POA-1 POA-2 POA-3
Pre- Post- Percent Pre- Post- Percent Pre- Post- Percent
Event Development Development Reduction Development Development Reduction Development Development Reduction
Frequency*
(cfs) (cfs) (cfs) (cfs) (cfs) (cfs)
1-year,24- 4.47 2.30 49% 61.74 61.62 0.2% 74.97 72.93 3%
hour
2-year,24- 6.55 3.39 48% 96.59 92.48 4% 110.80 107.86 3%
hour
10-year, 12.59 6.55 48% 201.60 191.36 5% 215.63 209.44 3%
24-hour
The site's post-development discharge was compared to the peak flow rates for the pre-development
discharge at the points of analysis. Refer to appendix A and the pre- and post-development drainage
area maps for the exact locations of the Points of Analysis. As shown in tables above, the results of the
analysis indicate attenuation of post-development discharge to the pre-development peak flow rate for
all POAs which impacts the residential neighboring community. As shown in the table above, the results
of the routing indicate peak attenuation is achieved for the 1-year, 2-year, and 10-year 24-hour storm
events at POA-1, POA-2 and POA-3.
In addition to the peak attenuation, sand filters 2 and 3 have been provided with an outlet control
structure designed to provide 1 foot of freeboard between the 10-year, 24-hour peak elevation and the
emergency spillway. A summary of the peak water surface elevation for each pond has been provided in
the summary table below. Sand filter 1 is surrounded by proposed roadways and parking areas,
therefore an emergency spillway was not provided but the principal riser was sized to pass the 100-year
event without overtopping the pond. Sand Filter 3 is also sized to pass the 100-year through the
principle spillway.
PEAK WATER SURFACE ELEVATION SUMMARY
Top of Pond Emergency Spillway 10 year Water Freeboard
Pond Name (ft) Elevation(ft) Surface Elevation(ft) (ft)
SAND FILTER 1 792 N/A 789.90 2.10
SAND FILTER 2 793 792.5 791.67 1.33
SAND FILTER 3 786 785.75 784.67 1.33
8.0 PIPE CONVEYANCE NETWORK
The onsite development includes paved parking areas and an associated storm drainage system. The
onsite stormwater drainage system was analyzed using Autodesk Civil 3D 2022 by Autodesk, Inc. for pipe
4

analysis. This program performs pipe analysis and computes hydraulic grade lines according to HEC-22,
3rd edition standards. A minimum time of concentration of 5 minutes was assumed for the entire site
for the analysis.
The stormwater network was designed using the 10-year rational storm event.The inlets' drainage areas
for the site were delineated using the finished ground surface at the proposed build out conditions. The
stormwater network was analyzed using a tail water condition equal to the calculated 10-year stage at
their respective discharge locations. Refer to the Construction Plans Stormwater Network Analysis for
the results of drainage network analysis. Additionally, refer to the Salisbury Logistics Center Civil Plans
for Stormwater Profile Sheets C405 to C414 for hydraulic grade lines of the proposed stormwater
conveyance networks.
9.0 EROSION CONTROL
The project will require disturbance of approximately 89 acres. Proposed temporary erosion control
measures include a stone construction entrance, silt fence, sediment basins, sediment trap, stone filter
outlet ring, and catch basin inlet protection. All measures have been designed in accordance with North
Carolina Department of Environmental Quality Erosion Control standards.
10.0 EROSION AND SEDIMENT CONTROL PLANS
A variety of storm water pollutant controls are proposed for this project. Please see below for a detailed
description of each measure and refer to the attached Erosion and Sedimentation Control Plan/Site
Maps, Phase 1 and Phase 2 prepared by Kimley-Horn and Associates, Inc. (Construction Drawings) for
further information.
The following measures will be used to control erosion and sedimentation for this project. Please see
the calculations for more information on the design of each item.
5

10.1 Soil Stabilization
The purpose of soil stabilization is to prevent soil from eroding and leaving the site. In the natural
condition, soil is stabilized by native vegetation. The primary technique to be used at this project for
stabilizing site soils will be to provide a protective cover of grass, pavement, or building structure.
6.1.1.Temporary Seeding or Stabilization—
All denuded areas that will be inactive for 7 days or more must be stabilized temporarily with
the use of fast-germinating annual grass/grain varieties appropriate for site soil and climate
conditions, straw/hay mulch, wood cellulose fibers, tackifiers, netting and/or blankets.
Stockpiles and diversion ditches/berms must be stabilized to prevent erosion and dust issues.
6.1.2.Permanent Seeding, Sodding or Mulching—
All areas at final grade must be seeded or sodded within 7 days after completion of work in that
area. Seed immediately after final grade is achieved and soils are prepared to take advantage of
soil moisture and seed germination. At the completion of ground-disturbing activities the entire
site must have permanent vegetative cover, meeting vegetative density requirements, or mulch
per landscape plan, in all areas not covered by hardscape (pavement, buildings, etc.).
Seeded areas shall be protected with mulch or a rolled erosion control product. Mulch must be
anchored to the soil surface by spray-on tackifiers or crimped by disc or other machinery and/or
rolled erosion control products must be installed per manufacturer recommendations.
Consideration is given to climate conditions, soil type and native vegetation when designing the
final landscaping plan.
Final site stabilization is achieved when perennial vegetative cover provides an established
permanent ground cover sufficient to restrain erosion. This shall be no less than a coverage
density of at least 80 percent over the entire area to be stabilized by vegetative cover.
Furthermore, "establishment of stabilization" is loosely defined by the State and could include
vegetation growing through at least on growing season, based on site and drought conditions at
the time vegetation is first established. This area is exclusive of areas that are covered with rock
(crushed granite, gravel, etc.) or landscape mulch, paved or have a building or other permanent
structure on them.
6.1.3.Rip Rap—
Riprap is a cover of rock used to create a stabilized outlet by dissipating concentrated flow paths
and catching larger sediment or debris. Riprap stone and apron size are calculated based on the
drainage areas concentrated flow. See plan details for specific rip rap stone size, type, and
apron dimensions.
6

10.2 Structural Controls
6.1.4.Silt Fence
Silt fence is a synthetic permeable woven or non-woven geotextile fabric incorporating metal
support stakes at intervals sufficient to support the fence (5-feet maximum distance between
posts), water, and sediment retained by the fence. The fence is designed to retain sediment-
laden stormwater and allow settlement of suspended soils before the stormwater flows through
the fabric and discharges off-site. Silt fence shall be located on the contour to capture overland,
low-velocity sheet flows and is typically installed with a wire fence backing for additional
support. Wire fence backing is required unless the silt fence is installed using the slicing method
as the slicing method ensures the silt fence fabric is anchored securely in the ground.
6.1.5.Inlet Protection—
All existing and proposed storm network structures shall have inlet protection during
construction. Inlet protection is put in place to trap sediment as it approaches the storm
drainage system before final stabilization is complete. Inspect, clean and properly maintain all
inlets twice a week, and after each storm event until entire project area has been properly
stabilized. See detail sheets for specific inlet protection types and installation requirements.
6.1.6.Construction Exit—
All access points from the public street into the construction site shall include a construction exit
composed of course stone to the dimensions shown on the Construction Drawings detail sheet.
The rough texture of the stone helps to remove clumps of soil adhering to the construction
vehicle tires through the action of vibration and jarring over the rough surface and the friction of
the stone matrix against soils attached to vehicle tires.
In addition to the stone at the construction exit, it may be necessary to install devices such as
pipes (cattle guard) to increase the vibration and jarring. It may also be necessary to install a
wheel wash system. If this is done, a sediment trap control must be installed to treat the wash
water before it discharges from the site.
All site access must be confined to the construction exit(s). Barricade to prevent use, any
locations other than the construction exit(s) where vehicles or equipment may access the site.
Use jersey barriers, construction fencing/drums, etc. near construction exit(s) to prevent traffic
by-pass or short circuiting.
6.1.7. Temporary Sediment Trap—
A temporary sediment trap is a small, temporary ponding basin formed by an embankment or
excavation to detain sediment-laden runoff and trap the sediment to protect receiving streams,
lakes, drainage systems, and protect adjacent property.
Select locations for sediment traps during site evaluation. Note natural drainage divides and
select trap sites so that runoff from potential sediment producing areas can easily be diverted
into the traps. Ensure the drainage areas for each trap does not exceed 5 acres. Install
temporary sediment traps before land disturbing takes place within the drainage area.
7

6.1.8.Sediment Basin—
A sediment basin is an earthen embankment suitably located to capture sediment with a
primary spillway system consisting of a riser and barrel pipe. The purpose of a sediment basin is
to retain sediment on the construction site, and prevent sedimentation in off-site streams,
lakes, and drainageways.
Select key locations for sediment basins during initial site evaluation. Install basins before any
land-disturbance takes place within the drainage area. Select basin sites to capture sediment
from all areas that are not treated adequately by other sediment controls. Always consider
access for cleanout and disposal of the trapped sediment. Locations where a pond can be
formed by constructing a low dam across a natural swale are generally preferred to sites that
require excavation. Where practical, divert sediment-free runoff away from the basin.
11.0 CONCLUSION
The proposed Salisbury Logistics Center will occupy a 91.56-acre site that will treat both water quality
and quantity using three sand filters.The first 1.0" rainfall event will be treated for water quality and the
1-, 2-, and 10-year storms will be treated for water quantity. The stormwater control measures that
have been put in place will allow the removal of 85% TSS and reduce the pre-development peak flow
conditions for the 1-, 2-, and 10-year storms.
8

APPENDIX A: SITE MAPS

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E KingleY* Horn SALISBURY PARTNERS, LLC DATE
o VICINITY MAP 10/19/2023
200 SOUTH TRYON ST.,SUITE 200 LOGISTICS CENTER 1962 HOWELL MILL RD., SUITE 210 SHEET:
E CHARLOTTE,NC 28202 ATLANTA, GA 30318 EXHIBIT A
PHONE:[phone] www.kimley-horn.corn l

a Hydrologic Soil Group—Rowan County, North Carolina
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USDA Natural Resources Web Soil Survey 8/31/2023
Iliad Conservation Service National Cooperative Soil Survey Page 1 of 5

Hydrologic Soil Group—Rowan County, North Carolina
MAP LEGEND MAP INFORMATION
Area of Interest(AOI) p C The soil surveys that comprise your AOI were mapped at
Area of Interest(AOI) 1:24,000.
O C/D
Soils Please rely on the bar scale on each map sheet for map
Soil Rating Polygons
• D measurements.
0 A p Not rated or not available Source of Map: Natural Resources Conservation Service
n A/D Water Features Web Soil Survey URL:
Streams and Canals Coordinate System: Web Mercator(EPSG:3857)
B Maps from the Web Soil Survey are based on the Web Mercator
Transportation
0 B/D projection,which preserves direction and shape but distorts
Rails distance and area.A projection that preserves area,such as the
n C •.i Interstate Highways Albers equal-area conic projection,should be used if more
accurate calculations of distance or area are required.C/D US Routes
This product is generated from the USDA-NRCS certified data as
0 D Major Roads of the version date(s)listed below.
n Not rated or not available Local Roads
Soil Survey Area: Rowan County,North Carolina
Soil Rating Lines Background Survey Area Data: Version 20,Sep 12,2022
A 1111 Aerial Photography Soil map units are labeled(as space allows)for map scales
• A/D 1:50,000 or larger.
.v B Date(s)aerial images were photographed: Mar 13,2022—May
9,2022
•y B/D
The orthophoto or other base map on which the soil lines were
• • C compiled and digitized probably differs from the background
• • C/D imagery displayed on these maps.As a result,some minor
shifting of map unit boundaries may be evident.
• • D
• • Not rated or not available
Soil Rating Points
O A
O ND
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• B/D
USDA Natural Resources Web Soil Survey 8/31/2023
Conservation Service National Cooperative Soil Survey Page 2 of 5

Hydrologic Soil Group-Rowan County, North Carolina
Hydrologic Soil Group
Map unit symbol Map unit name Rating Acres in AOI Percent of AOI
ArA Armenia loam,0 to 2 C/D 8.1 0.6%
percent slopes,
frequently flooded
CcB Cecil sandy loam,2 to 8 B 103.7 7.4%
percent slopes
CcC Cecil sandy loam,8 to A 3.0 0.2%
15 percent slopes
CeB2 Cecil sandy clay loam,2 B 290.5 20.6%
to 8 percent slopes,
moderately eroded
CeC2 Cecil sandy clay loam,8 B 43.3 3.1%
to 15 percent slopes,
moderately eroded
ChA Chewacla loam,0 to 2 B/D 73.9 5.3%
percent slopes,
frequently flooded
EnB Enon fine sandy loam,2 C 192.3 13.7%
to 8 percent slopes
EnC Enon fine sandy loam,8 C 43.1 3.1%
to 15 percent slopes
EuB Enon-Urban land C 14.7 1.0%
complex,2 to 10
percent slopes
IrB Iredell loam, 1 to 8 C/D 10.4 0.7%
percent slopes
LdB2 Lloyd clay loam,2 to 8 B 25.3 1.8%
percent slopes,
moderately eroded
MbB Mecklenburg loam,2 to C 37.6 2.7%
8 percent slopes
MbC Mecklenburg loam,8 to C 0.4 0.0%
15 percent slopes
MeB2 Mecklenburg clay loam, C 12.1 0.9%
2 to 8 percent slopes,
moderately eroded
PaD Pacolet sandy loam, 15 B 0.0 0.0%
to 25 percent slopes
PcC2 Pacolet sandy clay B 23.7 1.7%
loam,8 to 15 percent
slopes,moderately
eroded
PxD Poindexter-Rowan C 12.9 0.9%
complex, 15 to 25
percent slopes
tism Natural Resources Web Soil Survey 8/31/2023
Conservation Service National Cooperative Soil Survey Page 3 of 5

Hydrologic Soil Group—Rowan County,North Carolina
Map unit symbol Map unit name gm Rating Acres in AOI Percent of AOI
SeB Sedgefield fine sandy C/D 154.6 11.0%
loam, 1 to 6 percent
slopes
Ud Udorthents,loamy C 197.7 14.0%
Uf Urban land 7.9 0.6%
VaB Vance sandy loam,2 to C 55.1 3.9%
8 percent slopes
VnB2 Vance sandy clay loam, C 73.2 5.2%
2 to 8 percent slopes,
moderately eroded
W Water 8.0 0.6%
WaA Warne loam,0 to 2 C/D 15.6 1.1%
percent slopes,
occasionally flooded
Totals for Area of Interest 1,406.9 100.0%
t si)\ Natural Resources Web Soil Survey 8/31/2023
Conservation Service National Cooperative Soil Survey Page 4 of 5

Hydrologic Soil Group—Rowan County,North Carolina
Description
Hydrologic soil groups are based on estimates of runoff potential. Soils are
assigned to one of four groups according to the rate of water infiltration when the
soils are not protected by vegetation, are thoroughly wet, and receive
precipitation from long-duration storms.
The soils in the United States are assigned to four groups (A, B, C, and D) and
three dual classes (A/D, B/D, and C/D). The groups are defined as follows:
Group A. Soils having a high infiltration rate (low runoff potential)when
thoroughly wet. These consist mainly of deep, well drained to excessively
drained sands or gravelly sands. These soils have a high rate of water
transmission.
Group B. Soils having a moderate infiltration rate when thoroughly wet. These
consist chiefly of moderately deep or deep, moderately well drained or well
drained soils that have moderately fine texture to moderately coarse texture.
These soils have a moderate rate of water transmission.
Group C. Soils having a slow infiltration rate when thoroughly wet. These consist
chiefly of soils having a layer that impedes the downward movement of water or
soils of moderately fine texture or fine texture. These soils have a slow rate of
water transmission.
Group D. Soils having a very slow infiltration rate (high runoff potential)when
thoroughly wet. These consist chiefly of clays that have a high shrink-swell
potential, soils that have a high water table, soils that have a claypan or clay
layer at or near the surface, and soils that are shallow over nearly impervious
material. These soils have a very slow rate of water transmission.
If a soil is assigned to a dual hydrologic group (A/D, B/D, or C/D), the first letter is
for drained areas and the second is for undrained areas. Only the soils that in
their natural condition are in group D are assigned to dual classes.
Rating Options
Aggregation Method: Dominant Condition
Component Percent Cutoff.None Specified
Tie-break Rule: Higher
USDA Natural Resources Web Soil Survey 8/31/2023
Conservation Service National Cooperative Soil Survey Page 5 of 5

80°32'46.79"W 35°36'44.98"N
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FLOOD HAZARD INFORMATION NOTES TO USERS SCALE
SEE FIS REPORT FOR DETAILED LEGEND AND INDEX MAP NATIONAL FLOOD INSURANCE PROGRAM
FOR DRAFT FIRM PANEL LAYOUT For Information and questions about this Flood Insurance Rate Map(FIRM),available products associated with Map Projection:
this FIRM,including historic versions,the current map date for each FIRM panel,how to order products, GCS,Geodetic Reference System 1980; E LOOD INSURANCE RATE MAP
or the National Flood Insurance Program(NFIP)in general,please call the FEMA Map Information eXchange at Vertical Datum:NAVD88
CO
—
1.877.FEMA-MAP(1-877.336-2627)or visit the FEMA Flood Map Service Centerwebsile at https://msc.fema.gov. For information about the specific vertical datum for elevation features,datum
Without Base Flood Elevation(BFE) Available products may include previously issued Letters of Map Change,a Flood Insurance Study Report, conversions,or vertical monuments used t0 create this map,please see the Flood
Zone A,V,A99 and/or digital versions of this map.Many of these products can be ordered or obtained directly from the website. Insurance Study(FIS)Report for your community at hops://msc.fema.gov
With BFE or Depth zone AE,A0,AH,VE,AR 0 PANEL 5647 OF 6702
SPECIAL FLOOD Communities annexing land on adjacent FIRM panels must obtain a current copy of the adjacent panel as well L
as the current FIRM Index.These may be ordered directly from the Flood Map Service Center at the number A 1 inch=500 feet 1.6,000 ..Lil1
HAZARD AREAS Regulatory Floodway listed above.
For community and countywide map dates,refer to the Flood Insurance Study Report for this jurisdiction. 0 250 500 1,000 1,500 2,000 Q)
0.2%Annual Chance Flood Hazard,Areas Feet V
of 1%annual chance flood with average To determine if flood insurance is available in this community,contact your Insurance agent or call the National A 1 Meters =
depth less than one foot or with drainage Flood Insurance Program at 1-800-638.6620. I\' �.`,
areas of less than one square mile zone xY 0 50 100 200 300 400
4 Basemap information shown on this FIRM was provided in digital format by the United States Geological Survey(USGS). C ) L
1 Future Conditions 1%Annual The basemap shown is the USGS National Map:Orthoimagery.Last refreshed October,2020. ` = Panel Contains:
N111111Chance Flood Hazard Zone X This mapwas exported from FEMA's National Flood Hazartl Layer(NFHL)on 10/19/2023]:00 AM antl tloes N COMMUNITY NUMBER PANEL
�/// Area with Reduced Flood Risk due to Levee chtng eor beco es upense dments new
data ovt rp me.dote d The NFi n,ple esesee he Floodon may =
changn or become superseded by hee data overtime.For additional information,please see the Flood Hazard ROWAN COUNTY 370351 5647
See Notes Zone X Mapping Updates Overview Fact Sheet at https:/Iwww.fema.govlmedia-library/asselsldocumenls/118418
OTHER AREAS OF '/ Area with Flood Risk due to Levee Zone D This map complies with FEMA's standards for the use of digital flood maps if it is not void as described below. Q
FLOOD HAZARD The basemap shown complies with FEMA's basemap accuracy standards.This map image is void if the one 0
or more of the following map elements do not appear:basemap imagery,flood zone labels,legend,scale bar,
NO SCREEN Area of Minimal Flood Hazard Zone X map creation date,community identifiers,FIRM panel number,and FIRM effective date.
I Effective LOMRs
MS
OTHER AREAS Area of Undetermined Flood Hazard Zone D =
0
GENERAL ---------- Channel,Culvert,or Storm Sewer 47,
STRUCTURES r r r r r r r r r r Levee,Dike,or Floodwall CO
© 20.2 Cross Sections with 1%Annual Chance
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Hydrographlc Feature
•^^'••6f7'•••••Base Flood Elevation Line(BFE)
OTHER - Limit of Study
FEATURES -Jurisdiction Boundary
MAP NUMBER
3710564700J
x EFFECTIVE DATE
w June 16,2009
r,,

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of be shown.Obtain permission before ts
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NV National Geospatlal Program US Topo Product Standard. 6 Kannapolis =i Q
6 ] a Mount
CHINA GROVE, NC
a M Mount Pleasant CHINA i
`rid Zone naDealgruilloo ADJOINING QUUMRANGIES 2022

APPENDIX B: WATERSHED MAPS

PRE-DEVELOPMENT DRAINAGE • - + 4 ,�
AREA2-OFFSITEA 9 /��
AREA 5.86 - / -
CURVE NUMBER:85.76
TC(MIN)'.11.99
Z I PRE-DEVELOPMENT LEGEND
• �� PROPERTY LINE - -
,00 FTOFSHEET FLOW @309% l DRAINAGE AREA BOUNDARY — —
/ TIME OF CONCENTRATION
503 FT OF CHANNEL FLOW@ 0.99% Tc.,
,V PRE-DEVELOPMENT DRAINAGE AREA 1-ONSITE FLOW PATH
POA-, AREA(AC):4.58 PROPOSED LIMITS OF
�'� CURVE NUMBER:77.89
201 FT OF SHALLOW I TC(MIN):20.96 - __ 1 LOD
CONCENTRATED FLOW@ 4.98% / D' '"'" ...L........................ DISTURBANCE
it1 POINT OF ANALYSIS *
jooFTOFSHEET •
EXISTING MAJOR CONTOUR —'°°— — —
�%>"\ • ` FLOW @ 3.09% •
(\ \ -- `.7 - EXISTING MINOR CONTOUR -----TM0-----
\ N 571 FT OF SHALLOW
...lea
/ (\ / \ 430FT OF CHANNEL CONCENTRATED FLOW @ 3.42% 1
/ii KIT // , -FLOW @246%
r
/ l
' " PRE-DEVELOPMENT -
J I DRAINAGE AREA 2-ONSITE -
.. ( /2 F.� / AREA(AC):fi7.14
/ CURVE NUMBER:75.]8
_/ % 1\1
TC(MINI:36.41
„j / ) I /< ° ��CON ENT ATEDFLo1
///// / `i •\� CONCENTRATED FLOW @ 1.74%
/ •
/ JI%r �`\\ / f
m l'/7 ///I / /7/./ A•. , . -
w rT PRE-DEVELOPMENT DRAINAGE I
I\
/ AREA2-OFFSITEB
w '!/ / AREA(AC):43.18
CURVE NUMBER:72.07
j �� /--: .
\ // \ —/ ` TC(MIN):18.00
I / / '2 \ PRE-DEVELOPMENT
�' / - I DRAINAGE AREA 3-ONSITE • 1521 FT OF SHALLOW
j / • / AREA(AC):19.83 ` CONCENTRATED FLOW @ 2 24%
1POA® CURVE NUMBER:74.84 •• I
TO(MIN):20.75 100 FT OF SHEET
% /••' L' �� FLOW @ 2.81%
111
�- i•) / — - - i l 1120 FT OF SHALLOW 1000'FT OF SHEET
1 - 3 - I V CONCENTRATED FLOW 1.79%
y. �� ® I FLOW @ 2.82
{� / • y Ef • PRE-DEVELOPMENT
a I /// ` ` f':• ' o f • ❑RAINA DRAINAGE (A)34.OFFSITE B
7' J/ CURVE NUMBER:82.56
o TC(MIN):57.32 I
n. v ��\� 100 FT OF SHEET FLOW@3.01%
�` Mom, r -
.� . ' I — . 701 FT OF CHANNEL V �`
FLOW'@ 1 80% 369 FT OF SHALLOW 1�
a - / ), ` CONCENTRATED FLOW @ 4.31% .1I
_ _ 2300 FT OF SHALLOW
N \\ •_1 -�- - @_ t /.•I" • -� ' CONCENTRATED FLOW @ 1.31%
/` y,..- a- i I' mil - _
i
i vAh yI Q •
•`. I/I
\\ 1.‘Ati,v,/ , 1 PRE-DEVELOPMENT DRAINAGEgi 100 FT OF SHEET
\\ I 1981 FT OF SHALLOW - AREA 3-OFFSITE AFLOW @ 1.00) A ARE3-OFFSa.2a \\\\ 1 1\ CONCENTRATED FLOW @2.98% CURVENUMBER:75.4]o \ i TC(MIN).43.,] 1/
N
z
- 100 FT OF SHEET
> r - FLOW @ 1.00%
1
a /
I
N GRAPHIC SCALE IN FEET /\
0 150 300 600
I 11 NORTH
°
N
d.
SALISBURY LOGISTICS CENTER PRE-DEVELOPMENT DRAINAGE AREA MAP -
Ki m l e >> H o r n CHAARLOTTE 3 ORTH STREET,
SUITE 200 NA28202©2023-
yPHONE
DATE: 11-28-2023
d THIS DOCUMENT,TOGETHER WITH THE CONCEPTS AND DESIGNS PRESENTED HEREIN,AS AN INSTRUMENT OF SERVICE,IS INTENDED ONLY FOR THE SPECIFIC PURPOSE AND CLIENT FOR WHICH IT WAS PREPARED.REUSE OF AND IMPROPER RELIANCE ON THIS DOCUMENT WITHOUT WRITTEN AUTHORIZATION AND ADAPTATION BY KIMLEY-HORN AND ASSOCIATES,INC.SHALL BE WITHOUT LIABILITY TO KIMLEY.HORN AND ASSOCIATES,INC.

, ,
POST-DEVELOPMENT
/
.DRAINAGEAREA OFFSITE C
AREA(AC):5.86 \
-0
CURVE NUMBER:85.76 Ii
'.-- TC(MIN):11.99 POST-DEVELOPMENT PRE-DEVELOPMENT LEGEND
GiftDRAINAGE AREA 1-ONSITE
100 FT OF SHEET FLOW @ 3.09% (\\ AREA AREA
1-O
1 -
♦ CURVE NUMBER:7626 " PROPERTY LINE -
503 FT OF CHANNEL FLOW @ 0.99% TC(MIN):5.00 Ole
201 FT OF SHALLOW '' DRAINAGE AREA BOUNDARY - - -
CONCENTRATED FLOW @4.98% - TIME OF CONCENTRATION
Z. /�/ r FLOW PATH
POST-DEVELOPMENT TO,
POA-1 DRAINAGE AREA 2-ONSITE B
POST-DEVELOPMENT - _ _
PROPOSED LIMITS OF
1 'I •, DRAINAGE AREA ONSITEC AREA AC):5.29 L LOD
•
AREA(AC)-4.39 / V AREA
NUMBER:]8.41 I DISTURBANCE
' E NUMBER 78.03 '- •�1'•II _-- - TC(MIN):21.06
iY,, MIN):nsz / _ �� _ _ POINT OF ANALYSIS *
CURVE
POST DEVELOPMENT IP
C_ `
` , I DRAINAGEAREA2 ONSITEA(SCM_1)' 1-:::
%► EXISTING MAJOR CONTOUR "'°°"
{ POST-DEVELOPMENT
/ IJ AREA(AC)20.77 , DRAINAGE AREA 2-OFFSITE A(SCM1)' 700
��� CURVE NUMBER 94.76 AREA(Ac>50o EXISTING MINOR CONTOUR -
®� TC(MIN)'.5.00 CURVE NUMBER:79.64
r 430 FT OF CHANNEL ) TC(MIN).44.69 'FLOW @246% 359 FT OF SH\ H L / ,/ ® CONCENTRATED FLOW @/ FLOW@246/ ) 100 FT F O SHEET
. •
/ 1 1c� - - A7'4 .' - - \ [e-mail]
( /2<ti . L 4TE FT OF SHALLOW1 t _ ^\ ` POST DEVELOPMENT
\~ /- CONCENTRATED FLOW @ 7.04/ __ _ - _ ritilliil'ii'I'll
GGG DRAINAGE AREA 2 ONSITE DAREA(AC).0.78
/L CURVE NUMBER:77.62
v \\ / - 100 FT OF SHEET / `1 ��� '.m"'�' •-• III 11. • H TC(MIN)5.00
FLOW 3.29% - -
n � \\\,� 1. CONCENTRATED
T SHALLOW .
\ \\\� ICES
y' ,CONCENTRATED FLOW @ 1.29°ro �Iil POST DEVELOPMENT
/
1 ` 1 Y- ����'�'. DRAINAGE AREA 3 OFFSITE C(SCM-3)
�w/I /< i POST DEVELOPMENT �� En �I AREA(AC)188
/ /\/ / \`/ DRAINAGE AREA 2-ONSITE E(SCM-2) M, �� Z `1 ' CURVE NUMBER:69.95 ii
/�//��,\:��� \ AREA(AC).1795 ,�. TC(MIN)-2078
/ CURVE NUMBER:96.73 I r I�-
., #1"( _ f \ I ( I TC(MIN):5.00 - - IyI,
/ / / I // l _ - �� �� III L (
I
-`//�// r- // /� �/� • - 141 POST-DDEVELOPMENT EI I I ) - ,'� L U POST-DEVELOPMENT I
tii MOW _ DRAINAGE AREA 3-ONSITE A(SCM-3) DRAINAGE AREA 2-OFFSITE B
a
1�� 4 / , , - II ■■ AREA C):34.92 ■ .. ■� I IIII� AREA(AC).36.29
/ / 1FCCR=E5RSS92RS FSOW I�' CONCENTRATED FLOW @2.,1%' , ,
/
/ II ‘; - - - )� �e, 1521 FT OF SHALLOW
/ yn rf // \ Irti-1110 __ _.", _ -�\"/� �� `J !CONCENTRATED FLOW @ 2.24%'
•-- J100 FT OF SHEET1E / . �9i _ �-/- FLOW @2.93%
/j �(\,.-r . -. ,-- /) -
•/
/ \ 1120 FT OF SHALLOW
o I�� /,,.I \ j \ ,n 1) :........,.
CONCENTRATED FLOW@1]9% •-` Y M�fE �, POSTDEVELOPMENTili
4+ DRAINAGE A(AC: 2.35 TE Ba // ¢ I l RVE NUMB R 82,,,,, 1� CURVE NUMBER:82.56
o I / {\'\ \ \\\\\Iii:,%' TC(MIN):57.32 \ .-
100 FT OF SHEET
o • / '�►�_`�'.i �� �,\ (I'I ` - _ FLOW@2.82
..... .
_ _.,-
...„ _,,,, ,
•
• ,
,,,, ___
.....• , .- l', i 1
_i.,.. .
, ,„„.,
,_ • `� •c 2300 FT OF SHALLOW
f - \ \ �\\ .1 I " • I 701 FT OF CHANNEL .�p/ y�.::._____ .t, •
- -� - - C CONCENTRATED FLOW @ 1.31 6 •
M _.,,4.\ \ \1 ' - - '1� •• / FLow@1.80% VLS/ r. ]�j'
-, -�T ` •
_ III �,',.III
f / i? • \s 1 l \. '� -,.I I - rif ,POST-DEVELOPMENT ` ems'9 `: U • 3t',' -_ ......
\
o. �'' \ •'/I I("•F•• /-�--.•••. DRAINAGE AREA 3-ONSITEB - .\- ` \ ,,•
{�, J AREA(AC)584 • I
Y '''1 • r /=, R CURVE NUMBER:78.29 POST-DEVELOPMENT _
j // -\��I / Ili 1 l TC(MIN)1496 ` DRAINAGE AREA3-OFFSITEA ' '
// • \t\\=',j / ( / 100FT 8.SHEETAREA(AC):83.2 • I.� \ _',�.e••Fa.aa c FLOW @ 8.10% CURVE NUMBER:75.47 r 'i k i 236 FT OF SHALLOWJ )i, �, ' \ \� \ :ITC(MIN):43.17_ CONCENTRATED FLOW @ 753% .,M \ ( --
o \\\ \ \Ic ` ✓/ i I .IH���'III(', ; _ 100 FT OF SHEET
1{ \ li 1981 FT OF SHALLOW 1 FLOW @1.00% r
CONCENTRATED FLOW @ 2 98%
a.
Q `' )
100 FT OF SHFFT 1-
OW @ 1 00%
Z
iill,_ , / , .. ...-. ......- . _
\ /
L, iii!
o
._ isiews , H
I
a
N GRAPHIC SCALE IN FEET /\
0 150 300 600
I 11 NORTH
°
N
SALISBURY LOGISTICS CENTER POST-DEVELOPMENT DRAINAGE AREA MAPSTREET,SUITE 200 -
iii Kimley >> HornHOONE 7 4.330R3H CAROLINA 28202Q2023_
DATE: 12-19-2023
d• THIS DOCUMENT,TOGETHER WITH THE CONCEPTS AND DESIGNS PRESENTED HEREIN,AS AN INSTRUMENT OF SERVICE,IS INTENDED ONLY FOR THE SPECIFIC PURPOSE AND CLIENT FOR WHICH IT WAS PREPARED.REUSE OF AND IMPROPER RELIANCE ON THIS DOCUMENT WITHOUT WRITTEN AUTHORIZATION AND ADAPTATION BY KIMLEY-HORN AND ASSOCIATES,INC.SHALL BE WITHOUT LIABILITY TO KIMLEY-HORN AND ASSOCIATES,INC.

APPENDIX C: WATER QUALITY

Kimley»>Horn
Pre vs.Post Runoff Analysis
Time of Concentration
Project Information
Project Name: Salisbury Logistics center
KHA Project St:
Designed by: EM ts s Date: 10/19/2023
Revised by: Date:
Checked by: Date:
Minimum Tme of Concentration 5.0 minutes
2YR-24HR Rainfall,P2 3.30
Pre-Development
Drainage Area:DA-1-ONSITE
1
7
M1 1 socesW 1 can;e,u w rPSawr em., re rtse,cwt m et Pen meo taanr aam, yMe"av
it Id ele,n
SHALLOW CONCENTRATED rzvwu uamsnn owuooaow szt oo omaz a Pre-Development Time of Concentration,DA-1-ONSITE 2095
Pre-Development
Drainage Area:DA-2-ONSITE
I I r w,;nrM1,L I so ,sltt/55 e«teuee.s I,wa Ptlllmma,I I nowapl t ,I wetw P,R,. ."'Ix,dr.'tto l .ra a1omy,v (._tact
CHANNEL nrxnxxzzrimv a274400 0.0246 0.05 u Pre-Development Time of Concentration,DA-2-ONSITE 36.01
Pre-Development
Drainage Area:DA-2-OFFSITE A
I flow 171,1
wlnlss11 I soce,sln/i I m co<mneeZe s I"" PZOnt ram a,I unwuad I c now,nlnelrea of I Wen.P tnlat r,ma Ixyerarllpaaus ver tntl.,s I n'v tetet
SHALLOW CONCENTRATED nww tw awmnmrzoaow xo80400 o.oase u Pre-Development Time of Concentration,DA-2-OFFSITE A ties
Pre-Development
Drainage Area:DA-2-OFFSITE B
II"'wr"L I sloa.s„tw I m rce::m,h u n r,t 1rrama,I d I ero r owApaa t I wm Penr w ,m Itsaraenac a,a . atva)lo ary I.menm
sxnuowmrvrr:rarvreo rz WALLOW uouams.,EoFLOW 1521.00
o
1672.00 azza a Pre-Development Time of Concentration,DA-2-OFFSITE B 1500

Kimley»>Horn
Pre vs.Post Runoff Analysis
Time of Concentration
Project Information
Project Name: Salisbury Logistics Center
KHA Project 0:
ts Designed by: EM Date:s 10/19/2023
Revised by: Date:
Checked by: Date:
Minimum Time of Concentration 5.0 minutes
2YR-24HR Rainfall,P2 3.30
Pre-Development
Drainage Area:DA-3-ONSITE
1 1 pte1fl,0ex,L 1 soce.s„rw 1 M..mt1.M..cs rn rea 1,usd0.1 upamaap 1 pipe,nnp'c 1 W'" pn rda.txra,00 v,"ov 1 nsue,e,e
CHANNEL nexnxxErrimv 298.00 0.0128 0.05 u 13.00
Pre-Development Time of Concentration,DA-3-ONSITE 20.25
Pre-Development
Drainage Area:DA-3-OFFSITEA
I Slow
WlnlrtnL l soce.sln/nl 1 M caeninencn r 1Swo p2xN rainfall,1 unpavee I c now.nlnplrea of l wetted p'nletr,pa lxv arllpaaus, Averagmeisse,irmv
71:n7,
CHANNEL .sexarxetrimv 702.00 0.0180 0.02 a Pre-Development Time of Concentration,DA-3-OFFSITE A 03.12
Pre-Development
Drainage Area:DA-3-OFFSITE B
r a,'kreex,L I S pc.s ln/W coatx:oe,o IT.o p2110lrraia 1L p a I c ploo,cxt'I"t l We're plet a .w IHvma,lI aaua, v r IWst'•nrv.v I T.v'no'a,
SHALLOW CONCENTRATED TE MALLOW LOICRERCID FLOW 2300.0D 0.0.1 1.85 20.78
SHALLOW CONCENTRATED T;aurww twumwrzo ROW1120.00 0.a1pa a 8,65
Pre-Development Time of Concentration,DA-3-OFFSITE B 57.32

Kimley»>Horn
Pre vs.Post Runoff Analysis
Time of Concentration
Project Information
Project Name: Salisbury Logistics Center
KHA Project 0:
13 Designed by: EM Date:S 10/19I2023
Revised by: Date:
Checked by: Date:
Minimum Tme of Concentration 5.0 minutes
2YR-24HR Rainfall,P2 3.30
Pest-Developmet
Drainage Area:DA-1-ONSITE
tbw MryrML aH m Pavedcr reluea eere ra nerd,pw HMraeacrealus, ryeveloary,v
INI soce.,ItRtf m ca.N:0,0,n rend r. al, unpaved ar flow,nlrr'1 m w a PSI rp4 ve IsRsi Tr llnige,n
155.00 110.0000 I. I I I I I 5.00
Post-Developmet Time of Concentration,DA-I-ONSITE see
Drainage Area:DA-2-ONSITE A(SCM-1)
w lN 2ryL see. nNI ra canneece s P2 aU-nnl a man, unpved c now.Areaos weneare11 s1m er r,wHvdraurfilnc radios,
ver In/al' rrev Inele,
1 T,M„„UM., 1 '"'" 1 'DODO 1 1 1 1 1 1 Soo
Time of Concentration,DA-2-ONSITE A(5CM-1) 5.00
1 ' Post.Developmet
Drainage Area:DA-2•ONSITE B
n .L Two rainfall. Lr or wene Perimeter, Hy s. Average ,v i <
w lNlstb slope.s(WIN Coefficient,nneu P2 On) Unpaved Flow.A.
aPIN es erl(r0 n/sl+odty -Travel
SHALLOW CONCENTRATED rzawww cwmnumo Now 1409.00 0.0129 u 1.83 12.02
CHANNEL naamnfiow 234.00 0.0246 0.05 U 4G.00 12.39 an 11.68 0.33
Post-Developmet Time of Concentration,DA-2-ONSITE B 21.06
Post.Developmet
Drainage Area:DA-2-ONSITE C
now Lg
wN gryL sacest/NI ra CueldeEe ss anr rain.all, vd It, PawA u ea oswete PeN r r,wHydraurl1tttc7.4, vv aatev@e"etyv
3rav lmme
SHALLOW CONCENTRATED rzauuowcwuerwrzorww 483.00 0.0204 u 4.20 1.00
CHANNEL naamacaww 76.00 0.0246 0.05 U 46.00 12.39 3.71 11.68 0.11
Post-Developmet Time of Concentration,DA-2-ONSITE C 12.62
Post.Developmet
Drainage Area:DA-2-ONSITE D
1 I Plow
rcenL 1 m
ope,,
/NI 1' ne caelfincn c 1 Tw -,anlll,1 unpaved 1 L naw_Alenlrea0,1 weneaP,lslerr,pw 111 ydraur1,1,caaos] AveragmeiVse,!,o.clw,V 1Traar ea,
11
1 .,.„sc,,r 1 32a0D 1 ec000 1 1 1 1 1 1 not
Post-Developmet Time of Concentration,DA-2-ONSITE D too
Post.Developmet
Drainage Area:DA-2-ONSITE E ISCM-2l
1 I'IT"I sope.slN,NI 1 a 4oelfinentn s rwn P25nlrenla1 unpaved 1` How°AIfi',eaos I went r,:lerr,pw 1Hy aa:otaaus,1 vera;N/s,LLuc ,V 1Trcod,na.r
1lirvilIML,11, 1 3,35
00 1 a0000 1 1 1 1 1 1 Sao
Post-DevelopmetTime of Concentration,DA-2-ONSITE E(SCM-2) see

Kimley»>Horn
Pre vs.Post Runoff Analysis
Time of Concentration
Project Information
Project Name: Salisbury Logistics Center
KHA Project ft:
13 Designed by: EM Date:S 10/19/2023
Revised by: Date:
Checked by: Date:
Minimum Time of Concentration 5.0 minutes
2YR-24HR Rainfall,P2 3.30
Post-Developmet
Drainage Area:DA-2-OFFSITE A(SCM-1)
I I P''Ir<Idtn,E I'I.E.'II'AII
P.sln/nl I co=rn s ITw'' PZI'nlraer i, p a I c nowoglXAlr.,r I ware e€c .pw Icnu,tlnl,a,v y r€u€vdn,c I T.v'ipr•
SHEET -.'.'r,ow 100.00 0.0000 0.40 3.39 40.25
SHALLOW CONCENTRATED
0 ewmemno wow 359.00 0.0010 a 1.35 4.4a
Post-Developmet Time of Concentration,DA-2-OFFSITE A(SCM-1) doss
Post-Developmet
Drainage Area:DA-2-OFFSITE B
flowLength,l Two man, c or wend Perimeter, Hydraulic radius, Average ,v
Inl slopes Wit) Cumnent,n P2 ilnir ra unpaved flow,A ln'Irea Wetted MI et rR0 Ws)""c Travel Time,
Post-Developmet Time of Concentration,DA-2-OFFSRE B 2.93
Post-Developmet
AlDrainage Area:DA-2-OFFSITE C
I I F lnM I tinpepI e ae e,m.-ITa saadn.ua,I uraya
nmade I cr nowre"u r I Wm pen. .e Iceda,tIn a,v ver W'oay.v I TV
mse.n
SHEET n,,,,,wW 100.00 0.0200 0.1S 3.30 9.65
Post-Developmet Time of Concentration,DA-2-OFFSITE C u.99
Post-Developmet
Drainage Area:OA-3-ONSITE A(SCM-3)
w Hr)gr E S P,sln/nl mama.,:., Two ccnal arc r u,pavaa co now,AlfAlaa r I w.n.PIrn a r.w Hv'rinlna s. .r./9/,:'' Taelmel`.1
I Taww �vuu,c 12243 I loo.0000 I I I I
5.00
Post-Developmet Time of Concentration,DA-3-ONSITE A(SCM-3) So0
!ii Post-oevelopmet
Drainage Area:DA-3-ONSITE B
I I'1
7°1 I,Ippa.sprm I M a m,r,.mh u w r,t0 1cadent Uraua
npavedao I cr P Iewanaoa I w€e nlma .w Iceda.tln.e ae N1ve"o d„.v I n atmnm
SHEET nsxss.ROW 100.00 0.0810 0.a0 3.30 12.09
Post-Developmet Time of Concentration,DA-3-ONSITE B 14.95

Kimley»>Horn
Pre vs.Post Runoff Analysis
Time of Concentration
Project Information
Project Name: Salisbury Logistics center
KHA Project tit
16 Designed by: EM Date:6 10/19/2023
Revised by: Date:
Checked by: Date:
Minimum Time of Concentration 5.0 minutes
2YR-24HR Rainfall,P2 3.30
Post.Developmet
Drainage Area:DA-3-OFFSITE A
Plow
ln 11,Lsoceseal comaee0e Two Fn-Hnnlr rainfall,man, Unwve Lr .nnale Area ettetleelrira et r,ew Hydraurll ftc;echos, Aver In/sl"c nav lmnle
SHALLOW CONCENTRATEDTzswLww cwuerwnN Row 1981.00 0.0298 U 238 11.86
CHANNEL naaneerww 701.00 0.0180 0.07 U 11.00 6.20 1.77 d.19 2.7e
Post-Developmet Time of Concentration,DA-3-OFFSITE A 43.1t
Post.oevelopmet
Drainage Area:DA-3-OFFSITE B
PIw ngtryL Two rraman, c Area Wetted Perimeter, Hydraulic rad, Average Velocity, Travel
e lnl Slopeele/al Coefficient,n Pa Hnl Unpaved now,AM al r lel tt/sr. Intel
SHALLOW CONCENTRATED R...cwmnmrtorww 2300.00 0.0131 u 1.s8 70.76
SHALLOW CONCENTRATED Ts SALLOW cwmnmrtorww 1120.00 0.0179 U 2.16 8.65
Post-Developmet Time of Concentration,DA-3-OFFSITE B s7.32
Post-Developmet
Drainage Area:DA-3-OFFSITE C(SCM-3)
Flow
Length, Two-year, rrantan, U.S. a ) 0a Wetted p• Hv a a. AverageVelocity, r av it
l slope.s ln/r6 costar/entn 2 Rnl Unpaved FlowA IftOil r60 Mis Huai
Post-Developmet Time of Concentration,DA-3-OFFSITE C(SCM-3) 20.78

Kimley>>>Horn
Pre vs.Post Runoff Analysis
Composite CN and Crat
Project Name: Salisbury Logistics Center
KHA Project 8: 13335005
Designed by: EM Date: 10/19/2023
Revised by: Date:
Revised by: Date:
Checked by: Date:
Pre-Development
Drainage Area: DA-1-ONSITE
HYDROLOGIC CONDITION OR HYDROLOGIC SOIL RATIONAL[-VALUE SCS CURVE NUMBER AREA,A
COVER DESCRIPTION COVER TYPE GROUP (C,Ar) (CN) (ac.)
OPEN_SPACE Good condition(grass cover>75%) C 0.48 74.00 1.76
OPEN_SPACE Good condition(grass cover>75%) D 0.60 80.00 1.56
WOODS WOODS,Fair condition(grass cover SO to 75%) D 0.58 79.00 0.99
RESIDENTIAL 1/4 acre(38%imp.) D 0.74 87.00 0.27
COMPOSITE C-VALUE-DA-1-ONSITE 0.56 4.58
COMPOSITE SCS CURVE NUMBER-DA-1-ONSITE 77.89
Pre-Development
Drainage Area: DA-2-ONSITE
HYDROLOGIC CONDITION OR HYDROLOGIC SOIL RATIONAL C-VALUE SCS CURVE NUMBER AREA,A
COVER DESCRIPTION COVER TYPE GROUP (Cast) (CN) (ac.)
OPEN_SPACE Good condition(grass cover>75%) C 0.48 74.00 39.38
WOODS WOODS,Fair condition(grass cover 50to75%) C 0.46 73.00 6.26
OPEN_SPACE Good condition(grass cover>75%) D 0.60 80.00 3.90
WOODS WOODS,Fair condition(grass cover 50to75%) D 0.58 79.00 15.80
RESIDENTIAL 1/4 acre(38%imp.) D 0.74 87.00 1.80
COMPOSITE C-VALUE-DA-2-ONSITE 0.52 67.14
COMPOSITE SCS CURVE NUMBER-DA-2-ONSITE 75.78
Pre-Development
Drainage Area: DA-2-OFFSITE A
HYDROLOGIC CONDITION OR HYDROLOGIC SOIL RATIONAL C-VALUE SCS CURVE NUMBER AREA,A
COVER DESCRIPTION COVER TYPE GROUP (CMr) (CN) (ac.)
OPEN_SPACE Good condition(gross cover>75%) C 0.48 74.00 2.19
WOODS WOODS,Fair condition(grass cover SO to 75%) C 0.46 73.00 0.47
WOODS WOODS,Fair condition(grass cover 50 to 75%) D 0.58 79.00 0.39
Paved parking lots,roofs,driveways,etc.(excluding
IMPERVIOUS right of way) D 0.96 98.00 2.81
COMPOSITE C-VALUE-DA-2-OFFSITE A 0.72 5.86
COMPOSITE SCS CURVE NUMBER-DA-2-OFFSITE A 85.76
Pre-Development
Drainage Area: DA-2-OFFSITE B
HYDROLOGIC CONDITION OR HYDROLOGIC SOIL RATIONAL C-VALUE SCS CURVE NUMBER AREA,A
COVER DESCRIPTION COVER TYPE GROUP (Carr) (CN) (ac.)
OPEN_SPACE Good condition(grass cover>75%) C 0.48 74.00 0.97
WOODS WOODS,Fair condition(grass cover 50to75%) C 0.46 73.00 6.68
RESIDENTIAL 1/4 acre(38%imp.) C 0.66 83.00 0.18
URBAN_DISTRICTS Industrial(72%imp.) C 0.82 91.00 0.13
OPEN_SPACE Good condition(grass cover>75%) D 0.60 80.00 7.38
WOODS WOODS,Fair condition(grass cover S0 to 75%) D 0.58 79.00 13.18
WOODS WOODS,Fair condition(grass cover 50 to 75%) A 0.15 36.00 3.00
WOODS WOODS,Fair condition(grass cover SO to 75%) 8 0.20 60.00 5.88
RESIDENTIAL 1/4 acre(38%imp.) B 0.50 75.00 5.78
COMPOSITE C-VALUE-DA-2-OFFSITE B 0.47 43.18
COMPOSITE SCS CURVE NUMBER-DA-2-OFFSITE B 72.07

Kimley>>>Horn
Pre vs.Post Runoff Analysis
Composite CN and Crat
Project Name: Salisbury Logistics Center
KHA Project 8: 13335005
Designed by: EM Date: 10/19/2023
Revised by: Date:
Revised by: Date:
Checked by: Date:
Pre-Development
Drainage Area: DA-3-ONSITE
HYDROLOGIC CONDITION OR HYDROLOGIC SOIL RATIONAL[-VALUE SCS CURVE NUMBER AREA,A
COVER DESCRIPTION COVER TYPE GROUP (Canr) (CN) (ac.)
OPEN_SPACE Good condition(grass cover>75%) C 0.48 74.00 8.05
WOODS WOODS,Fair condition(grass cover 50 to 75%) C 0.46 73.00 2.00
WOODS WOODS,Fair condition(grass cover 50 to 75%) D 0.58 79.00 8.05 -
WOODS WOODS,Fair condition(grass cover 50 to 75%) B 0.20 60.00 1.66 vavee parxing ion,roots,
ro driveways,
-
IMPERVIOUS ways,etc.lexcluaing D 0.96 98.00 0.07
COMPOSITE C-VALUE-DA-3-ONSITE 0.50 19.83
COMPOSITE SCS CURVE NUMBER-DA-3-ONSITE 74.84
Pre-Development
Drainage Area: DA-3-OFFSITE A
HYDROLOGIC CONDITION OR HYDROLOGIC SOIL RATIONAL C-VALUE SCS CURVE NUMBER AREA,A
COVER DESCRIPTION COVER TYPE GROUP (CMr) (CN) (ac.)
OPEN_SPACE Good condition(grass cover>75%) C 0.48 74.00 6.12
OPEN_SPACE Good condition(grass cover>75%) D 0.60 80.00 3.69
WOODS WOODS,Fair condition(grass cover 50to75%) D _ 0.58 79.00 5.17
RESIDENTIAL 1/4 acre(38%imp.) D 0.74 87.00 1.38
URBAN_DISTRICTS Industrial(72%imp.) _ D 0.86 93.00 16.61 -
OPEN_SPACE Good condition(grass cover>75%) B 0.22 61.00 14.43
WOODS WOODS,Fair condition(grass cover 50 to 75%) B 0.20 60.00 11.70
RESIDENTIAL 1/4 acre(38%imp.) B 0.50 75.00 20.13
URBAN_DISTRICTS Industrial(72%imp.) B 0.76 88.00 2.32
Paved parking lots,roots,driveways,etc.(excluding
IMPERVIOUS right of way) A 0.96 98.00 1.65
COMPOSITE C-VALUE-DA-3-OFFSITE A 0.51 83.20
COMPOSITE SCS CURVE NUMBER-DA-3-OFFSITE A 75.47
Pre-Development
Drainage Area: DA-3-OFFSITE B
HYDROLOGIC CONDITION OR HYDROLOGIC SOIL RATIONAL[-VALUE SCS CURVE NUMBER AREA,A
COVER DESCRIPTION COVER TYPE GROUP (C,,r) (CN) (ac.)
RESIDENTIAL 1/4 acre(3B%imp.) C 0.66 83.00 0.29
URBAN_DISTRICTS Industrial(72%imp.) C 0.82 91.00 1.80
WOODS WOODS,Fair condition(grass cover 50to75%) D 0.58 79.00 5.48
URBAN_DISTRICTS Industrial(72%imp.) D _ 0.86 93.00 9.76
RESIDENTIAL 1/4 acre(38%imp.) D 0.74 87.00 10.62
WOODS WOODS,Fair condition(grass cover 50to75%) B 0.20 60.00 2.39
RESIDENTIAL 1/4 acre(38%imp.) B 0.50 75.00 12.01
COMPOSITE C-VALUE-DA-3-OFFSITE B 0.65 42.35
COMPOSITE SCS CURVE NUMBER-DA-3-OFFSITE B 82.56

Kimley F>>Horn
Pre vs.Post Runoff Analysis
Composite CN and Crat
Project Name: Salisbury Logistics Center
KHA Project 8: 13335005
Designed by: EM Date: 10/19/2023
Revised by: Date:
Revised by: Date:
Checked by: Date:
Post-Development
Drainage Area: DA-1-ONSITE
HYDROLOGIC CONDITION OR HYDROLOGIC SOIL RATIONAL C-VALUE SCS CURVE NUMBER AREA,A
COVER DESCRIPTION COVER TYPE GROUP (Cam.) ([N) (ac.)
OPEN_SPACE Good condition(grass cover>75%) C 0.48 74.00 1.35
Paved parking lots,roofs,driveways,etc.(excluding
IMPERVIOUS right of way) D 0.96 98.00 0.14
COMPOSITE C-VALUE-DA-1-ONSITE 0.53 1.49
COMPOSITE SCS CURVE NUMBER-DA-1-ONSITE 76.26
Post-Development
Drainage Area: DA-2-ONSITE A(SCM-1)
HYDROLOGIC CONDITION OR HYDROLOGIC SOIL RATIONAL C-VALUE SCS CURVE NUMBER AREA,A
COVER DESCRIPTION COVER TYPE GROUP (Ctsr) (CN) (as.)
OPEN_SPACE Good condition(grass cover>75%) C 0.48 74.00 1,27
OPEN_SPACE Good condition(grass cover>75%) D 0.60 80.00 2.05
Paved parking lots,roofs,driveways,etc.(excluding
IMPERVIOUS right of way) D 0.96 98.00 17.45
COMPOSITE C-VALUE-DA-2-ONSITE A(SCM-1) 0.90 20.77
COMPOSITE SCS CURVE NUMBER-DA-2-ONSITE A(SCM-1) 94.76
Post-Development
Drainage Area: DA-2-ONSITE B
HYDROLOGIC CONDITION OR HYDROLOGIC SOIL RATIONAL[-VALUE SCS CURVE NUMBER AREA,A
COVER DESCRIPTION COVER TYPE GROUP (CMr) (CN) (ec.)
OPEN_SPACE Good condition(grass cover>75%) C 0,48 74.00 1.72
WOODS WOODS,Fair condition(grasscover SOto75%) C 0.46 73.00 0.00
OPEN_SPACE Good condition(grass cover>75%) D 0.60 80.00 2.44 _
WOODS WOODS,Fair condition(grass cover 50to75%) D 0.58 79.00 0.97
Paved parking lots,roofs,driveways,etc.(excluding
IMPERVIOUS right of way) D 0.96 98.00 0.16
COMPOSITE C-VALUE-DA-2-ONSITE B 0.57 5.29 _
COMPOSITE SCS CURVE NUMBER-DA-2-ONSITE B 78.41
Post-Development
Drainage Area: DA-2-ONSITE C
HYDROLOGIC CONDITION OR HYDROLOGIC SOIL RATIONAL C-VALUE SCS CURVE NUMBER AREA,A
COVER DESCRIPTION COVER TYPE GROUP (Ca,) (CN) lac.)
OPEN_SPACE Good condition(grass cover>75%) C 0,48 74,00 0,68
WOODS WOODS,Fair condition(grass cover 50to75%) C 0.46 73.00 2.36
OPEN_SPACE Good condition(grass cover>75%) D 0.60 80.00 0.21
WOODS WOODS,Fair condition(grass cover 50 to 75%) D 0.58 79.00 0.45
Paved parking lots,roofs,driveways,etc.(excluding
IMPERVIOUS right ofway) D 0.96 98.00 0.69
COMPOSITE C-VALUE-DA-2-ONSITE C 0.56 4.39
COMPOSITE SCS CURVE NUMBER-DA-2-ONSITE C 78.03
Post-Development
Drainage Area: DA-2-ONSITE D
HYDROLOGIC CONDITION OR HYDROLOGIC SOIL RATIONAL C-VALUE SCS CURVE NUMBER AREA,A
COVER DESCRIPTION COVER TYPE GROUP (Carr) (CN) lac.)
OPEN_SPACE Good condition(grass cover>75%) C 0.48 74.00 0.31
OPEN_SPACE Good condition(grass cover>75%) D 0.60 80.00 0.47
COMPOSITE C-VALUE-DA-2-ONSITE D 0.55 0.78
COMPOSITE SCS CURVE NUMBER-DA-2-ONSITE D 77.62
Post-Development
Drainage Area: DA-2-ONSITE E(SCM-2)
HYDROLOGIC CONDITION OR HYDROLOGIC SOIL RATIONAL[-VALUE SCS CURVE NUMBER AREA,A
COVER DESCRIPTION COVER TYPE GROUP (Caxr) (CN) (as.)
OPEN_SPACE Good condition(grass cover>75%) C 0.48 74.00 0.95
Paved parking lots,roofs,driveways,etc.(excluding
IMPERVIOUS right of way) D 0.96 98.00 17.00
COMPOSITE C-VALUE-DA-2-ONSITE E(SCM-2) 0.93 17.95
COMPOSITE SCS CURVE NUMBER-DA-2-ONSITE E(SCM-2) 96.73

Kimley F>>Horn
Pre vs.Post Runoff Analysis
Composite CN and Crat
Project Name: Salisbury Logistics Center
KHA Project 4: 13335005
Designed by: EM Date: 10/19/2023
Revised by: Date:
Revised by: Date:
Checked by: Date:
-
Post-Development
Drainage Area: DA-2-OFFSITE A(SCM-1) -
HYDROLOGIC CONDITION OR HYDROLOGIC SOIL RATIONAL C-VALUE SCS CURVE NUMBER AREA,A
COVER DESCRIPTION COVER TYPE GROUP (Cwtr) (CN) (ac.)
OPEN_SPACE Good condition(grass cover>75%) C 0.48 74.00 0.30
OPEN_SPACE Good condition(grass cover>75%) D 0.60 80.00 4.70
COMPOSITE C-VALUE-DA-2-OFFSITEA(SCM-1) 0.59 5.00
COMPOSITE SCS CURVE NUMBER-DA-2-OFFSITEA(SCM-1) 79.64
Post-Development
Drainage Area: DA-2-OFFSITE B
HYDROLOGIC CONDITION OR HYDROLOGIC SOIL RATIONAL C-VALUE SCS CURVE NUMBER AREA,A
COVER DESCRIPTION COVER TYPE GROUP (Cs,,,.) (CN) (ac.)
OPEN_SPACE Good condition(grass cover>75%) C 0,48 74.00 0.67
WOODS WOODS,Fair condition(grass cover 50to75%) C 0.46 73.00 6.06
OPEN_SPACE Good condition(grass cover>75%) D 0.60 80.00 2.67
WOODS WOODS,Fair condition(grass cover 50to75%) D 0.58 79.00 13.06
WOODS WOODS,Fair condition(grass cover 50 to 75%) A 0.15 36.00 3.00
WOODS WOODS,Fair condition(grass cover 50 to 75%) B 0.20 60.00 5.06
RESIDENTIAL 1/4 acre(38%imp.) B 0.50 75.00 5.59
RESIDENTIAL WOODS,Fair condition(grass cover 50 to 75%) C 0.46 73.00 0.18 _
URBAN DISTRICTS Industrial(72%imp.) C 0.82 91.00 0.00
COMPOSITE C-VALUE-DA-2-OFFSITE B 0.46 36.29
COMPOSITE SCS CURVE NUMBER-DA-2-OFFSITE B 71.13
Post-Development
Drainage Area: DA-2-OFFSITE C
HYDROLOGIC CONDITION OR HYDROLOGIC SOIL RATIONAL C-VALUE SCS CURVE NUMBER AREA,A
COVER DESCRIPTION COVER TYPE GROUP (CMr) (CN) (ac.)
OPEN_SPACE Good condition(grass cover>75%) C 0.48 74.00 2.19
WOODS WOODS,Fair condition(grass cover S0 to 75%) C 0.46 73.00 0.47
-
WOODS WOODS,Fair condition(grass cover 50to75%) D 0.58 79.00 0.39
Paved parking lots,roofs,driveways,etc.(excluding
IMPERVIOUS right of way) D 0.96 98.00 2.81
COMPOSITE C-VALUE-DA-2-OFFSITE C 0.72 5.86
COMPOSITE SCS CURVE NUMBER-DA-2-OFFSITE C 85.76
Post-Development
Drainage Area: DA-3-ONSITEA(SCM-3)
HYDROLOGIC CONDITION OR HYDROLOGIC SOIL RATIONAL[-VALUE SCS CURVE NUMBER AREA,A
COVER DESCRIPTION COVER TYPE GROUP (Cwtr) (CN) (HE)
OPEN_SPACE Good condition(grass cover>75%) C 0.48 74.00 6.40
OPEN_SPACE Good condition(grass cover>75%) D 0.60 80.00 1.76
Paved parking lots,roofs,driveways,etc.(excluding
IMPERVIOUS right of way) D 0.96 98.00 26.76
- COMPOSITE C-VALUE-DA-3-ONSITE A(SCM-3) 0.85 34.92_
COMPOSITE SCS CURVE NUMBER-DA-3-ONSITE A(SCM-3) 92.69
Post-Development
Drainage Area: DA-3-ONSITE B
HYDROLOGIC CONDITION OR HYDROLOGIC SOIL RATIONAL C-VALUE SCS CURVE NUMBER AREA,A
COVER DESCRIPTION COVER TYPE GROUP (Cwtr) (CN) (ac.)
OPEN_SPACE Good condition(grass cover>75%) D 0.60 80.00 1.39
WOODS WOODS,Fair condition(grass cover 50 to 75%) D 0.58 79.00 1.87
OPEN_SPACE Good condition(grass cover>75%) C 0.48 74.00 0.05
WOODS WOODS,Fair condition(grass cover SO to 75%) C 0.46 73.00 0.05
OPEN_SPACE Good condition(grass cover>75%) B 0.22 61.00 0.26
WOODS WOODS,Fair condition(grass cover 50 to 75%) B 0.20 60.00 1.12
Paved parking lots,roofs,driveways,etc.(excluding
IMPERVIOUS right of way) A 0.96 98.00 1.10
COMPOSITE C-VALUE-DA-3-ONSITE B 0.57 5.84
COMPOSITE SCS CURVE NUMBER-DA-3-ONSITE B 78.29

Kimley F>>Horn
Pre vs.Post Runoff Analysis
Composite CN and Crat
Project Name: Salisbury Logistics Center
KHA Project 8: 13335005
Designed by: EM Date: 10/19/2023
Revised by: Date:
Revised by: Date:
Checked by: Date:
Post-Development
Drainage Area: DA-3-OFFSITE A
HYDROLOGIC CONDITION OR HYDROLOGIC SOIL RATIONAL C-VALUE SCS CURVE NUMBER AREA,A
COVER DESCRIPTION COVER TYPE GROUP (CMr) (CN) (ac.)
OPEN_SPACE Good condition(grass cover>75%) C 0.48 74.00 6.12
OPEN_SPACE Good condition(grass cover>75%) D 0.60 80.00 3.69 _
WOODS WOODS,Fair condition(grass cover 50 to 75%) D 0.58 79.00 5.17
RESIDENTIAL 1/4 acre(38%imp.) D 0.74 87.00 1.38
URBAN_DISTRICTS Industrial(72%imp.) D 0.86 93.00 16.61 _
OPEN_SPACE Good condition(grass cover>75%) B 0.22 61.00 14.43 _
WOODS WOODS,Fair condition(grass cover 50 to 75%) B 0.20 60.00 11.70
RESIDENTIAL 1/4 acre(38%imp.) B 0.50 75.00 20.13
URBAN_DISTRICTS Industrial(72%imp.) B 0.76 88.00 2.32
Paved parking lots,roofs,driveways,etc.(excluding
IMPERVIOUS right of way) A 0.96 98.00 1.65
COMPOSITE C-VALUE-DA-3-OFFSITE A 0.51 83.20
COMPOSITE SCS CURVE NUMBER-DA-3-OFFSITE A 75.47
Post-Development
Drainage Area: DA-3-OFFSITE B
HYDROLOGIC CONDITION OR HYDROLOGIC SOIL RATIONAL[-VALUE SCS CURVE NUMBER AREA,A
COVER DESCRIPTION COVER TYPE GROUP (CMr) (CN) (as.)
RESIDENTIAL 1/4 acre(38%imp.) C 0.66 83.00 0.29
URBAN_DISTRICTS Industrial(72%imp.) C 0.82 91.00 1.80
WOODS WOODS,Fair condition(grass cover 50 to 75%) D 0.58 79.00 5.48
URBAN_DISTRICTS Industrial(72%imp.) D 0.86 93.00 9.76
RESIDENTIAL 1/4 acre(38%imp.) D 0.74 87.00 10.62 _
WOODS WOODS,Fair condition(grass cover 50to75%) B 0.20 60.00 2.39
RESIDENTIAL 1/4 acre(38%imp.) B 0.50 75.00 12.01
COMPOSITE C-VALUE-DA-3-OFFSITE B 0.65 42.35
COMPOSITE SCS CURVE NUMBER-DA-3-OFFSITE 8 82.56
Post-Development
Drainage Area: DA-3-OFFSITE C(SCM-3)
HYDROLOGIC CONDITION OR HYDROLOGIC SOIL RATIONAL C-VALUE SCS CURVE NUMBER AREA,A
COVER DESCRIPTION COVER TYPE GROUP (Carr) (CN) (ac.)
RESIDENTIAL 1/4 acre(38%imp.) C 0.66 83.00 0.18
WOODS WOODS,Fair condition(grass cover 50to75%) C 0.46 73.00 0.62
URBAN_DISTRICTS Industrial(72%imp.) C 0.82 91.00 0.13
WOODS WOODS,Fair condition(grass cover 50to75%) B 0.20 60.00 0.82
WOODS WOODS,Fair condition(grass cover 50 to 75%) D 0.58 79.00 0.13
COMPOSITE C-VALUE-DA-3-OFFSITE C(SCM-3) 0.40 1.88
COMPOSITE SCS CURVE NUMBER-DA-3-OFFSITE C(SCM-3) 69.95

APPENDIX D: WATER QUANTITY

Kimley>>>Horn
SAND FILTER CALCULATIONS
SAND FILTER 1A
Project Name: Track West-Rowan
KHA Project#: 013335005
Designed by: EM Date: 9/15/2023
Revised by: SMC Date: 11/2/2023
Checked by: Date:
Design Resource: NCDEQ-Stormwater BMP Manual(2017)
Site Information
Sub Area Identification: DA-2 Onsite A and Offsite A
Drainage Area(DA)= 25.77 Acres
Impervious Area(IA)= 17.45 Acres
Percent Impervious(I)= 67.7 %
SHWT Separation
Type of Sand Filter: Open Bottom
SHWT Elevation= 779.0 ft
Top of Sand Filter Media Elevation= 786.0 ft
Sand Chamber Media Depth= 18.0 in
SHWT Separation Required= 2.0 ft
SHWT Separation Provided= 5.5 ft OK
Sand Filter Design
Required Storm Depth RD= 1 inch
Percent Sizing= 100%
Design Storm Depth RD= 1 inch
Determine Rv Value= 0.05+.9(I)= 0.66 in/in
WQV= 61,686 cf
WQV,dJ= 46,265 cf 75%of WQv per SCM Manual
Top of Sand Filter Media Elevation= 786.0 ft
Top of Ponding Elevation= 791.0 ft
Ponding Depth Provided= 5.0 ft OK
Total Volume Required= 46,264.8 cf
Minimum Required Sand Chamber Volume= 23,132.4 cf 50%of Water Quality Volume
Minimum Required Sediment Chamber Volume= 23,132.4 cf 50%of Water Quality Volume
Stormwater Stage-Area-Storage Table-Sandfilter 1
Stage Area Area Storage Volume
DRY-POND CHARACTARISTICS (ft) (ft2) Storage Volume(ft3) (ac) (ac.ft)
Bottom of Basin Elevation 785.0 9,393 0 0.22 0.00
786.0 10,691 10,042 0.25 0.23
787.0 12,060 21,429 0.28 0.49
788.0 13,492 34,205 0.31 0.79
789.0 14,985 48,444 0.34 1.11
790.0 16,540 64,206 0.38 1.47
791.0 16,541 80,747 0.38 1.85
Top of Sand Chamber 792.0 19,835 98,935 0.46 2.27
Provided Surface Area of Sand Chamber= 9,393.0
Approximate Sand Chamber Volume Provided= 98,934.8 OK
Stormwater Stage-Area-Storage Table-Sandfilter 1
Stage Area Area Storage Volume
DRY-POND CHARACTARISTICS (ft) (ft') Storage Volume(ft3) (ac) (ac.ft)
Bottom of Basin Elevation 785.0 14,831 14,831 0.34 0.34
786.0 16,353 30,423 0.38 0.70
787.0 17,950 47,575 0.41 1.09
788.0 19,614 66,357 0.45 1.52
789.0 21,349 86,838 0.49 1.99
790.0 23,153 109,089 0.53 2.50
791.0 23,154 132,243 0.53 3.04
Top of Sediment Chamber 792.0 26,972 157,306 0.62 3.61
Provided Surface Area of Sediment Chamber= 14,831.0
Approximate Sediment Chamber Volume Provided= 157,306 OK
Required Sand Filter Volume= 46,265 cf
Total Provided Sand Filter Volume= 256,240 cf OK

Kimley>>> Horn UNDERDRAIN CALCULATIONS
SAND FILTER B100
Project Name: Track West-Rowan
KHA Project#: 013335005
Designed by: EM Date: 9/15/2023
Revised by: SMC Date: 11/2/2023
Checked by: Date:
Compute Sand Filter Drawdown Discharge
Surface Area of Sand Chamber(Af) = 9393 sf
Coefficient of Permeability(ft/day)= 4.0 ft/day
Filter Bed Depth (df)= 1.5 ft
Maximum Ponding Depth (hf)= 2.5 ft
Sand Filter Media Drawdown = 1.16 cfs
Computer Diameter of Single Pipe
D=16(Q*n/S^0.5)^(3/8)
Diameter of single pipe (D)= 12.71 in
Roughness factor(n) = 0.011
Internal Slope (S)= 0.005 for a slope of 0.5%
Factor of safety= 3
Underdrain Design Flow(Q)= 3.48 cfs multiply by factor of safety 2- 10
Orifice Flow
Number of Pipes= 3
Size of Pipe= 6 in
Sand Filter Media Drawdown = 1.16 cfs Orifice flow design based off of
Factor of safety= 3.00
Required Design Flow Per Pipe(Qtotal) w/sf= 3.48
Required Design Flow Per Pipe(Qreq) per pipe= 1.16 cfs maximum drawdown.
Head (H) = 6.25
Orifice Coefficient= 0.6
Orifice Flow(Q)= 2.4
is Qreq<=Qorifice? YES SUFFICIENT UNDERDRAINS
Compute Perforation Capacity
Pipe Diameter= 6 in
Number of Pipes= 3 Used to calculate orifice flow above
Length of Pipes= 120 LF Total Length of Perf Pipe
Rows of Perforations= 4
Perforations per Row= 240 assume 6"o.c.
Number of 3/8" Perforations= 960
50%of Perforations= 480
Capacity of each 3/8" Perforation = 0.009
Total Underdrain Capacity= 4.43 cfs OK

Kimley>>>Horn
SAND FILTER CALCULATIONS
SAND FILTER 2
Project Name: Track West-Rowan
KHA Project#: 013335005
Designed by: FM Date: 9/15/2023
Revised by: SMC Date: 11/2/2023
Checked by: Date:
Design Resource: NCDEQ-Stormwater BMP Manual(2017)
Site Information
Sub Area Identification: DA-2 ONSITE E
Drainage Area(DA)= 17.95 Acres
Impervious Area(IA)= 17.00 Acres
Percent Impervious(I)= 94.7
SHWT Separation
Type of Sand Filter: Open Bottom
SHWT Elevation= 775.0 ft
Top of Sand Filter Media Elevation= 786.0 ft
Sand Chamber Media Depth= 18.0 in
SHWT Separation Required= 2.0 ft
SHWT Separation Provided= 9.5 ft OK
Sand Filter Design
Required Storm Depth RD= 1 inch
Percent Sizing= 100%
Design Storm Depth RD= 1 inch
Determine Rv Value= 0.05+.9(I)= 0.90 in/in
WQV= 58,797 cf
WQVadI= 44,098 cf 75%of WQv per SCM Manual
Top of Sand Filter Media Elevation= 786.0 ft
Top of Ponding Elevation= 792.0 ft
Ponding Depth Provided= 6.0 ft OK
Total Volume Required= 44,097.7 cf
Minimum Required Sand Chamber Volume= 22,048.8 cf 50%of Water Quality Volume
Minimum Required Sediment Chamber Volume= 22,048.8 cf 50%of Water Quality Volume
Stormwater Stage-Area-Storage Table-Sandfilter 2
Stage Area Area Storage Volume
DRY-POND CHARACTARISTICS (ft) (ft2) Storage Volume(ft3) (ac) (ac.ft)
Bottom of Basin Elevation 786.0 4,125 0 0.09 0.00
787.0 5,000 4,563 0.11 0.10
788.0 5,980 10,070 0.14 0.23
789.0 7,030 16,575 0.16 0.38
790.0 8,175 24,178 0.19 0.56
791.0 9,345 32,938 0.21 0.76
792.0 10,578 42,899 0.24 0.98
Top of Sand Chamber 793.0 11,880 54,128 0.27 1.24
Provided Surface Area of Sand Chamber= 4,125.0
Approximate Sand Chamber Volume Provided= 54,128.0 OK
Stormwater Stage-Area-Storage Table-Sandfilter 2
Stage Area Area Storage Volume
DRY-POND CHARACTARISTICS (ft) (ft) Storage Volume(ft3) (ac) (ac.ft)
Bottom of Basin Elevation 786.0 3,645 0 0.08 0.00
787.0 4,840 4,243 0.11 0.10
788.0 6,130 9,728 0.14 0.22
789.0 7,515 16,550 0.17 0.38
790.0 9,000 24,808 0.21 0.57
791.0 10,580 34,598 0.24 0.79
792.0 12,272 46,024 0.28 1.06
Top of Sediment Chamber 793.0 14,075 59,197 0.32 1.36
Provided Surface Area of Sediment Chamber= 3,645.0
Required Sand Filter Volume= 44,098 cf
Total Provided Sand Filter Volume= 113,325 cf OK

Kimley>>> Horn UNDERDRAIN CALCULATIONS
SAND FILTER 2
Project Name: Track West-Rowan
KHA Project#: 013335005
Designed by: EM Date: 9/15/2023
Revised by: SMC Date: 11/2/2023
Checked by: Date:
Compute Sand Filter Drawdown Discharge
Surface Area of Sand Chamber(Af) = 4125 sf
Coefficient of Permeability(ft/day)= 4.0 ft/day
Filter Bed Depth (df)= 1.5 ft
Maximum Ponding Depth (hf)= 3.0 ft
Sand Filter Media Drawdown = 0.57 cfs
Computer Diameter of Single Pipe
D=16(Q*n/S^0.5)^(3/8)
Diameter of single pipe (D)= 9.76 in
Roughness factor(n) = 0.011
Internal Slope (S)= 0.005 for a slope of 0.5%
Factor of safety= 3
Underdrain Design Flow(Q)= 1.72 cfs multiply by factor of safety 2- 10
Number of Pipes= 3
Size of Pipe= 6 in
Sand Filter Media Drawdown = 0.57 cfs Orifice flow design based off of
Factor of safety= 3.00
Required Design Flow Per Pipe (Qtotal) w/sf= 1.72
Required Design Flow Per Pipe(Qreq) per pipe= 0.57 cfs maximum drawdown.
Head (H) = 6.25
Orifice Coefficient= 0.6
Orifice Flow(Q)= 2.4
is Qreq<=Qorifice? YES SUFFICIENT UNDERDRAINS
Compute Perforation Capacity
Pipe Diameter= 6 in
Number of Pipes= 3
Length of Pipes= 50 LF
Rows of Perforations= 4
Perforations per Row= 200 assume 3"o.c.
Number of 3/8" Perforations= 800
50%of Perforations= 400
Capacity of each 3/8" Perforation = 0.009
Total Underdrain Capacity= 3.69 cfs OK

Kimley>>>Horn
SAND FILTER CALCULATIONS
SAND FILTER SCM 3
Project Name: Track West-Rowan
KHA Project#: 013335005
Designed by: EM Date: 9/15/2023
Revised by: SMC Date: 11/2/2023
Checked by: Date:
Design Resource: NCDEQ-Stormwater BMP Manual(2017)
Site Information
Sub Area Identification: DA-3 ONSITE A AND OFFSITE C
Drainage Area(DA)= 36.80 Acres
Impervious Area(IA)= 29.00 Acres
Percent Impervious(I)= 78.8
SHWT Separation
Type of Sand Filter: Open Bottom
SHWT Elevation= 776.7 ft
Top of Sand Filter Media Elevation= 782.0 ft
Sand Chamber Media Depth= 18.0 in
SHWT Separation Required= 2.0 ft
SHWT Separation Provided= 3.8 ft OK
Sand Filter Design
Required Storm Depth Rp= 1 inch
Percent Sizing= 100%
Design Storm Depth Ro= 1 inch
Determine Rv Value= 0.05+.9(I)= 0.76 in/in
WQV= 101,422 cf
WQV,di= 76,067 cf 75%of WQv per SCM Manual
Top of Sand Filter Media Elevation= 782.0 ft
Top of Ponding Elevation= 786.0 ft
Ponding Depth Provided= 4.0 ft OK
Approximate Surface Area Required= 19,017
Total Volume Required= 40.0 cf
Minimum Required Sand Chamber Volume= 6.0 cf 50%of Water Quality Volume
Minimum Required Sediment Chamber Volume= 20.0 cf 50%of Water Quality Volume
Stormwater Stage-Area-Storage Table-Sandfilter 3
Stage Area Area Storage Volume
DRY-POND CHARACTARISTICS (ft) (ft') Storage Volume(ft3) (ac) (ac.ft)
Bottom of Basin Elevation 782.0 18,740 0 0.43 -.--
783.0 20,660 19,700 0.47 0.45
784.0 22,675 41,368 0.52 0.95
785.0 24,776 65,093 0.57 1.49
Top of Sand Chamber 786.0 26,965 90,964 0.62 2.09
Provided Surface Area of Sand Chamber= 18,740.0
Approximate Sand Chamber Volume Provided= 90,963.5 OK
Stormwater Stage-Area-Storage Table-Sandfilter 3
Stage Area Area Storage Volume
DRY-POND CHARACTARISTICS (ft) (ft') Storage Volume(ft3) (ac) (ac.ft)
Bottom of Basin Elevation 782.0 92,100 0 2.11 0.00
783.0 95,880 93,990 2.20 2.16
784.0 99,700 191,780 2.29 4.40
785.0 103,615 293,438 2.38 6.74
Top of Sediment Chamber 786.0 107,570 399,030 2.47 9.16
Provided Surface Area of Sediment Chamber= 92,100.0
Approximate Sediment Chamber Volume Provided= 399,030 OK
Required Sand Filter Volume= 76,067 cf
Total Provided Sand Filter Volume= 489,994 cf OK

Kimley>>> Horn
UNDERDRAIN CALCULATIONS
SAND FILTER 3
Project Name: Track West-Rowan
KHA Project#: 013335005
Designed by: EM Date: 9/15/2023
Revised by: SMC Date: 11/2/2023
Checked by: Date:
Compute Sand Filter Drawdown Discharge
Surface Area of Sand Chamber(Af) = 18740 sf
Coefficient of Permeability(ft/day)= 4.0 ft/day
Filter Bed Depth (df)= 1.5 ft
Maximum Ponding Depth (hf)= 3.0 ft
Sand Filter Media Drawdown = 2.60 cfs
Computer Diameter of Single Pipe
D=16(Q*n/S^0.5)^(3/8)
Diameter of single pipe (D)= 17.21 in
Roughness factor(n) = 0.011
Internal Slope (S)= 0.005 for a slope of 0.5%
Factor of safety= 3
Underdrain Design Flow(Q)= 7.81 cfs multiply by factor of safety 2- 10
Orifice Flow
Number of Pipes= 5
Size of Pipe= 6 in
Sand Filter Media Drawdown = 2.60 cfs Orifice flow design based off of
Factor of safety= 3.00
Required Design Flow Per Pipe(Qtotal) w/sf= 7.81
Required Design Flow Per Pipe(Qreq) per pipe= 1.56 cfs maximum drawdown.
Head (H) = 6.25
Orifice Coefficient= 0.6
Orifice Flow(Q)= 2.4
is Qreq<=Qorifice? YES SUFFICIENT UNDERDRAINS
Compute Perforation Capacity
Pipe Diameter= 6 in
Number of Pipes= 5
Length of Pipes= 250 LF
Rows of Perforations= 4
Perforations per Row= 1,000 assume 6"o.c.
Number of 3/8" Perforations= 4,000
50%of Perforations= 2,000
Capacity of each 3/8" Perforation = 0.009 4125
Total Underdrain Capacity= 18.46 cfs OK

1S \3S 5S 6S I
\ (10S\PRE-DEVA-2 PRE-D VIDA2PR -DEV DA-27S C8S I JPRE-DV DA-1 ONSITEOFFITEAFFSITE B /
ON ITE PRE-D V DA-3
PRE-DEV 3 OFF ITE A PR -DEV DA-3
ONSITE FFSITE B
2L ��
4L 9L
POA 1 /�
POA3
POA2
(Subca) Reach Ond MN Routing Diagram for PRE-DEVELOPMENT
Prepared by Kimley-Horn&Associates, Printed 11/28/2023
HydroCAD®10.20-3c s/n 02344 ©2023 HydroCAD Software Solutions LLC

PRE-DEVELOPMENT
Prepared by Kimley-Horn &Associates Printed 11/28/2023
HydroCAD®10.20-3c s/n 02344 ©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-Year Type II 24-hr Default 24.00 1 2.73 2
2 10-Year Type II 24-hr Default 24.00 1 4.80 2
3 25-Year Type II 24-hr Default 24.00 1 5.70 2
4 50-Year Type II 24-hr Default 24.00 1 6.41 2
5 100-Year Type II 24-hr Default 24.00 1 7.21 2

PRE-DEVELOPMENT
Prepared by Kimley-Horn &Associates Printed 11/28/2023
HydroCAD®10.20-3c s/n 02344 ©2023 HydroCAD Software Solutions LLC Page 3
Area Listing (all nodes)
Area CN Description
(acres) (subcatchment-numbers)
4.580 78 (1S)
150.340 76 (3S, 8S)
5.860 86 (5S)
43.180 72 (6S)
19.830 75 (7S)
42.350 83 (10S)
266.140 77 TOTAL AREA

PRE-DEVELOPMENT Type 1124-hr 1-Year Rainfall=2.73"
Prepared by Kimley-Horn &Associates Printed 11/28/2023
HydroCAD® 10.20-3c s/n 02344 ©2023 HydroCAD Software Solutions LLC Page 4
Summary for Subcatchment 1 S: PRE-DEV DA-1 ONSITE
Runoff = 4.47 cfs © 12.15 hrs, Volume= 0.359 af, Depth= 0.94"
Routed to Link 2L : POA 1
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-120.00 hrs, dt= 0.01 hrs
Type II 24-hr 1-Year Rainfall=2.73"
Area (ac) CN Description
* 4.580 78
4.580 100.00% Pervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
21.0 Direct Entry,
Subcatchment 1 S: PRE-DEV DA-1 ONSITE
Hydrograph
5
- i 4.47 cfs i —Runoff
Type II 24-hr
4-
1-Year Rainfall=2.73"
Runoff Area=4.580 ac
3 Runoff Volume=0.359 af
Runoff Depth=0.94"
2— Tc=21.8 min
CN=78
1-
0 5 10 15 20 25 30 35 40 45 50 55 60 65 70 75 80 85 90 95 100 105 110 115 120
Time (hours)

PRE-DEVELOPMENT Type 1124-hr 1-Year Rainfall=2.73"
Prepared by Kimley-Horn &Associates Printed 11/28/2023
HydroCAD® 10.20-3c s/n 02344 ©2023 HydroCAD Software Solutions LLC Page 5
Summary for Subcatchment 3S: PRE-DEV DA-2 ONSITE
Runoff = 39.16 cfs © 12.34 hrs, Volume= 4.687 af, Depth= 0.84"
Routed to Link 4L : POA 2
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-120.00 hrs, dt= 0.01 hrs
Type II 24-hr 1-Year Rainfall=2.73"
Area (ac) CN Description
* 67.140 76
67.140 100.00% Pervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
36.4 Direct Entry,
Subcatchment 3S: PRE-DEV DA-2 ONSITE
Hydrograph
42 z
39.16 cfs —Runoff
40=
38= ,
36; Type II 2-4-I r
32=
32= 1-Year; Rainfall2,73"
, ,
Runoff Area=6T :4a 1 ac
28;
26= Runoff=volume=4.88- af
- 24=o
LL 201 Runoff Depth=Q.84"
18= TC=36.4 MI6
16;
14; h CN=76
12: , ,
10;
8,
6=
4=
2=
0 5 10 15 20 25 30 35 40 45 50 55 60 65 70 75 80 85 90 95 100 105 110 115 120
Time (hours)

PRE-DEVELOPMENT Type 1124-hr 1-Year Rainfall=2.73"
Prepared by Kimley-Horn &Associates Printed 11/28/2023
HydroCAD® 10.20-3c s/n 02344 ©2023 HydroCAD Software Solutions LLC Page 6
Summary for Subcatchment 5S: PRE-DEV DA-2 OFFSITE A
Runoff = 12.07 cfs © 12.04 hrs, Volume= 0.700 af, Depth= 1.43"
Routed to Link 4L : POA 2
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-120.00 hrs, dt= 0.01 hrs
Type II 24-hr 1-Year Rainfall=2.73"
Area (ac) CN Description
* 5.860 86
5.860 100.00% Pervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
12.0 Direct Entry,
Subcatchment 5S: PRE-DEV DA-2 OFFSITE A
Hydrograph
13-
i 12.07 cfs i —Runoff
12-
11 Type--1124-hr
10 1-Year RaFnfaII=2.73"
9= Runoff Area=$.$60 ac
w 8- Runoff Volume=,O.TQO of
G = r Runoff ,Depth=1.43"
LT
5-
,Ic=12.0_miln 4- CN w'=86
3-
2-
1-
0 5 10 15 20 25 30 35 40 45 50 55 60 65 70 75 80 85 90 95 100 105 110 115 120
Time (hours)

PRE-DEVELOPMENT Type 1124-hr 1-Year Rainfall=2.73"
Prepared by Kimley-Horn &Associates Printed 11/28/2023
HydroCAD® 10.20-3c s/n 02344 ©2023 HydroCAD Software Solutions LLC Page 7
Summary for Subcatchment 6S: PRE-DEV DA-2 OFFSITE B
Runoff = 28.40 cfs © 12.14 hrs, Volume= 2.348 af, Depth= 0.65"
Routed to Link 4L : POA 2
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-120.00 hrs, dt= 0.01 hrs
Type II 24-hr 1-Year Rainfall=2.73"
Area (ac) CN Description
* 43.180 72
43.180 100.00% Pervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
19.0 Direct Entry,
Subcatchment 6S: PRE-DEV DA-2 OFFSITE B
Hydrograph
30- 128.40 cfs —Runoff
28=
26 Type II 24-hr
24= 1-Year Raiinfalll=2.73"
22= Runoff ac
20=
rn 18=
Runoff VoIurye==2.848 of
3 16- Runoff Depth-0.6-5"
O
14-
T--6=19. xYl in
10= C N=72
8-
6=
4-
2=
0 5 10 15 20 25 30 35 40 45 50 55 60 65 70 75 80 85 90 95 100 105 110 115 120
Time (hours)

PRE-DEVELOPMENT Type 1124-hr 1-Year Rainfall=2.73"
Prepared by Kimley-Horn &Associates Printed 11/28/2023
HydroCAD® 10.20-3c s/n 02344 ©2023 HydroCAD Software Solutions LLC Page 8
Summary for Subcatchment 7S: PRE-DEV DA-3 ONSITE
Runoff = 15.73 cfs © 12.15 hrs, Volume= 1.304 af, Depth= 0.79"
Routed to Link 9L : POA 3
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-120.00 hrs, dt= 0.01 hrs
Type II 24-hr 1-Year Rainfall=2.73"
Area (ac) CN Description
* 19.830 75
19.830 100.00% Pervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
20.7 Direct Entry,
Subcatchment 7S: PRE-DEV DA-3 ONSITE
Hydrograph
17= ,
15.73 cfs —Runoff
16:
15: Type II 24-hr
14=
13= 1-Year, RaFnfaII-2.73"
12= Runoff Area= 9.830 ac
11—
rn 10
R-undff VoILrn=1.304 of
=
LL $ Runoff Depth=0.79"
T6=20.7 Mill
6= CN=75
5=
4=
3=
2=
1=
0 5 10 15 20 25 30 35 40 45 50 55 60 65 70 75 80 85 90 95 100 105 110 115 120
Time (hours)

PRE-DEVELOPMENT Type 1124-hr 1-Year Rainfall=2.73"
Prepared by Kimley-Horn &Associates Printed 11/28/2023
HydroCAD® 10.20-3c s/n 02344 ©2023 HydroCAD Software Solutions LLC Page 9
Summary for Subcatchment 8S: PRE-DEV DA-3 OFFSITE A
Runoff = 42.93 cfs © 12.43 hrs, Volume= 5.808 af, Depth= 0.84"
Routed to Link 9L : POA 3
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-120.00 hrs, dt= 0.01 hrs
Type II 24-hr 1-Year Rainfall=2.73"
Area (ac) CN Description
* 83.200 76
83.200 100.00% Pervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
43.2 Direct Entry,
Subcatchment 8S: PRE-DEV DA-3 OFFSITE A
Hydrograph
48-
46
44= 42.93 cfs i —Runoff
42=
40= r r i "Type 1I''24-h,r
38;
36=
1-Year Ra fnfa 11=2.73'"
34= I ,
32; J Runoff Area -83.200 ac
30-
Runoff-Volume 5.808 -af
• 28=
6 26-
LL 22- Runoff bepth=0.84"
20=
18= Tp=4.3.2-m-lp
16: 1 1 1 1
r fir_ L7
14 CN 7
12=
10=
8=
6=
4-
2=
0 5 10 15 20 25 30 35 40 45 50 55 60 65 70 75 80 85 90 95 100 105 110 115 120
Time (hours)

PRE-DEVELOPMENT Type 1124-hr 1-Year Rainfall=2.73"
Prepared by Kimley-Horn &Associates Printed 11/28/2023
HydroCAD® 10.20-3c s/n 02344 ©2023 HydroCAD Software Solutions LLC Page 10
Summary for Subcatchment 10S: PRE-DEV DA-3 OFFSITE B
Runoff = 28.19 cfs © 12.61 hrs, Volume= 4.350 af, Depth= 1.23"
Routed to Link 9L : POA 3
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-120.00 hrs, dt= 0.01 hrs
Type II 24-hr 1-Year Rainfall=2.73"
Area (ac) CN Description
* 42.350 83
42.350 100.00% Pervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
57.3 Direct Entry,
Subcatchment 10S: PRE-DEV DA-3 OFFSITE B
Hydrograph
30= 128.19 cfs l —Runoff
28:
26= Type II 24-hr
24= 1-Year Rainfar172.7-3"
22= =4
Runoff Area- 2.
20 50, ac
w 18-
Rundff IfOh r e=4.350 of
0 16= Runoff Depth=1.23"
LT 14=
TCi 7.
10= C N=83
8
6=
4-
2-
0 ,,,, ,,,, ,,,, ,,,, ,,,, ,,,, ,,,, ,,,, ,,,, ,,,, ,,,,�,,,,�,,,,�,,,,�,,,,�,,,,�,,,,,
0 5 10 15 20 25 30 35 40 45 50 55 60 65 70 75 80 85 90 95 100 105 110 115 120
Time (hours)

PRE-DEVELOPMENT Type 1124-hr 1-Year Rainfall=2.73"
Prepared by Kimley-Horn &Associates Printed 11/28/2023
HydroCAD®10.20-3c s/n 02344 ©2023 HydroCAD Software Solutions LLC Page 11
Summary for Link 2L: POA 1
Inflow Area = 4.580 ac, 0.00% Impervious, Inflow Depth = 0.94" for 1-Year event
Inflow = 4.47 cfs @ 12.15 hrs, Volume= 0.359 af
Primary = 4.47 cfs @ 12.15 hrs, Volume= 0.359 af, Atten= 0%, Lag= 0.0 min
Primary outflow = Inflow, Time Span= 0.00-120.00 hrs, dt= 0.01 hrs
Link 2L: POA 1
Hydrograph
5
_ 14.47 cfs I —Inflow
—Primary
4 Inflow Area=4.580 ac
3—
w -
-
0
2—
1
0
0 5 10 15 20 25 30 35 40 45 50 55 60 65 70 75 80 85 90 95 100 105 110 115 120
Time (hours)

PRE-DEVELOPMENT Type 1124-hr 1-Year Rainfall=2.73"
Prepared by Kimley-Horn &Associates Printed 11/28/2023
HydroCAD®10.20-3c s/n 02344 ©2023 HydroCAD Software Solutions LLC Page 12
Summary for Link 4L: POA 2
Inflow Area = 116.180 ac, 0.00% Impervious, Inflow Depth = 0.80" for 1-Year event
Inflow = 61.74 cfs @ 12.21 hrs, Volume= 7.735 of
Primary = 61.74 cfs @ 12.21 hrs, Volume= 7.735 af, Atten= 0%, Lag= 0.0 min
Primary outflow = Inflow, Time Span= 0.00-120.00 hrs, dt= 0.01 hrs
Link 4L: POA 2
Hydrograph
65= 161.74 cfs I -Inflow
-Primary
Inflow Area=116.180 ac
::i.-
50-
45-
40-
3 35_
o -
LL 30-
25-
20-
15-
10-
5-
0 5 10 15 20 25 30 35 40 45 50 55 60 65 70 75 80 85 90 95 100 105 110 115 120
Time (hours)

PRE-DEVELOPMENT Type 1124-hr 1-Year Rainfall=2.73"
Prepared by Kimley-Horn &Associates Printed 11/28/2023
HydroCAD®10.20-3c s/n 02344 ©2023 HydroCAD Software Solutions LLC Page 13
Summary for Link 9L: POA 3
Inflow Area = 145.380 ac, 0.00% Impervious, Inflow Depth = 0.95" for 1-Year event
Inflow = 74.97 cfs @ 12.48 hrs, Volume= 11.461 af
Primary = 74.97 cfs @ 12.48 hrs, Volume= 11.461 af, Atten= 0%, Lag= 0.0 min
Primary outflow = Inflow, Time Span= 0.00-120.00 hrs, dt= 0.01 hrs
Link 9L: POA 3
Hydrograph
80= 174.97 cfs I Inflow
75: —Primary
70= I of ow-Area=1-45.380 --ac
65:
60:
55=
50=
u 45--
c 40;
u. 35=
30=
25=
20=
15=
10=
5=
0
0 5 10 15 20 25 30 35 40 45 50 55 60 65 70 75 80 85 90 95 100 105 110 115 120
Time (hours)

PRE-DEVELOPMENT Type II 24-hr 10-Year Rainfall=4.80"
Prepared by Kimley-Horn &Associates Printed 11/28/2023
HydroCAD® 10.20-3c s/n 02344 ©2023 HydroCAD Software Solutions LLC Page 14
Summary for Subcatchment 1 S: PRE-DEV DA-1 ONSITE
Runoff = 12.59 cfs © 12.14 hrs, Volume= 0.970 af, Depth= 2.54"
Routed to Link 2L : POA 1
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-120.00 hrs, dt= 0.01 hrs
Type II 24-hr 10-Year Rainfall=4.80"
Area (ac) CN Description
* 4.580 78
4.580 100.00% Pervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
21.0 Direct Entry,
Subcatchment 1 S: PRE-DEV DA-1 ONSITE
Hydrograph
14-
13- I 12.59 cfs i —Runoff
12-
Type II 24-hr
11= 10-Year Rainfall=4.80"
10-
9 Runoff,Area=4.580_--ac
=8 Runoff VoII� rn =b.970 af
0 7- D Runoff- pth-=2.5-4"
LL 6 Tc=21 .0 m i n
5-
4 LII�l=--- --8
7$
3-
2-
1-
0 5 10 15 20 25 30 35 40 45 50 55 60 65 70 75 80 85 90 95 100 105 110 115 120
Time (hours)

PRE-DEVELOPMENT Type II 24-hr 10-Year Rainfall=4.80"
Prepared by Kimley-Horn &Associates Printed 11/28/2023
HydroCAD® 10.20-3c s/n 02344 ©2023 HydroCAD Software Solutions LLC Page 15
Summary for Subcatchment 3S: PRE-DEV DA-2 ONSITE
Runoff = 120.57 cfs © 12.33 hrs, Volume= 13.270 af, Depth= 2.37"
Routed to Link 4L : POA 2
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-120.00 hrs, dt= 0.01 hrs
Type II 24-hr 10-Year Rainfall=4.80"
Area (ac) CN Description
* 67.140 76
67.140 100.00% Pervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
36.4 Direct Entry,
Subcatchment 3S: PRE-DEV DA-2 ONSITE
Hydrograph
130-
120.57 cfs I —Runoff
120:
110- Type II24-hr
100 10-Year- Raipfall=-4-80"
90- Runoff Arca=67.140 ac
80- Runoff Volume=13.270 of
-
3 70= Runoff Depth2.137"
LL 60= Tc=364 m i n
ON=76
40-
30-
20-
10-
0 ,,,, ,,,, ,,,, ,,,, ,,,, ,,,, ,,,, ,,,, ,,,, ,,,, ,,,,�,,,,�,,,,�,,,,�,,,,�,,,,�,,,,,
0 5 10 15 20 25 30 35 40 45 50 55 60 65 70 75 80 85 90 95 100 105 110 115 120
Time (hours)

PRE-DEVELOPMENT Type II 24-hr 10-Year Rainfall=4.80"
Prepared by Kimley-Horn &Associates Printed 11/28/2023
HydroCAD® 10.20-3c s/n 02344 ©2023 HydroCAD Software Solutions LLC Page 16
Summary for Subcatchment 5S: PRE-DEV DA-2 OFFSITE A
Runoff = 27.02 cfs © 12.04 hrs, Volume= 1.602 af, Depth= 3.28"
Routed to Link 4L : POA 2
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-120.00 hrs, dt= 0.01 hrs
Type II 24-hr 10-Year Rainfall=4.80"
Area (ac) CN Description
* 5.860 86
5.860 100.00% Pervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
12.0 Direct Entry,
Subcatchment 5S: PRE-DEV DA-2 OFFSITE A
Hydrograph
30-
28- 27.02 cfs —Runoff
26= I . TYpe li'2 r
24-
22 10-Year.-Ra_i-nfaU=4.8_0"
20 Ru noff Area=5.866 ac
18= Runoff Vorum - `f
V16- � 1.602a
3.28"
0 14 RRunoff_De-p h=
12 Tc=12.0 min
I I C N=86
8-
6-
4-
2-
0 5 10 15 20 25 30 35 40 45 50 55 60 65 70 75 80 85 90 95 100 105 110 115 120
Time (hours)

PRE-DEVELOPMENT Type II 24-hr 10-Year Rainfall=4.80"
Prepared by Kimley-Horn &Associates Printed 11/28/2023
HydroCAD® 10.20-3c s/n 02344 ©2023 HydroCAD Software Solutions LLC Page 17
Summary for Subcatchment 6S: PRE-DEV DA-2 OFFSITE B
Runoff = 99.91 cfs © 12.12 hrs, Volume= 7.359 af, Depth= 2.05"
Routed to Link 4L : POA 2
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-120.00 hrs, dt= 0.01 hrs
Type II 24-hr 10-Year Rainfall=4.80"
Area (ac) CN Description
* 43.180 72
43.180 100.00% Pervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
19.0 Direct Entry,
Subcatchment 6S: PRE-DEV DA-2 OFFSITE B
Hydrograph
110=
105- 99.91 cfs —Runoff
100=
95= Type tl 24-h r
90=
85= T 1 1 10-Year Rainfall 4.80"
80=
75= Runoff Area-43.180 an
70=
w 65- ' Runoff
V 60 . . 1/c►lume=1.3�e5}�9 af
3 55; Runoff Depth=L.05"
LL 50=
45= Tc=19.0 m i n
40=
35= C'N=72
30=
25=
20=
15=
10=
5..
0 5 10 15 20 25 30 35 40 45 50 55 60 65 70 75 80 85 90 95 100 105 110 115 120
Time (hours)

PRE-DEVELOPMENT Type II 24-hr 10-Year Rainfall=4.80"
Prepared by Kimley-Horn &Associates Printed 11/28/2023
HydroCAD® 10.20-3c s/n 02344 ©2023 HydroCAD Software Solutions LLC Page 18
Summary for Subcatchment 7S: PRE-DEV DA-3 ONSITE
Runoff = 49.21 cfs © 12.14 hrs, Volume= 3.781 af, Depth= 2.29"
Routed to Link 9L : POA 3
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-120.00 hrs, dt= 0.01 hrs
Type II 24-hr 10-Year Rainfall=4.80"
Area (ac) CN Description
* 19.830 75
19.830 100.00% Pervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
20.7 Direct Entry,
Subcatchment 7S: PRE-DEV DA-3 ONSITE
Hydrograph
55—
i 49.21 cfs i -Runoff
50-
45- Type- 11 24-hr
40- I , 10_-Year_Ra-i-nfa-il=4.$_0�'
35- Runoff-Area=19.830--a-c
30- Runoff Volume=,3.781 af
3 - Runoff Depth=2.29"
° 25-
20- ,Tc=20.7 m i In
15- CN=75
10-
5-
0 5 10 15 20 25 30 35 40 45 50 55 60 65 70 75 80 85 90 95 100 105 110 115 120
Time (hours)

PRE-DEVELOPMENT Type II 24-hr 10-Year Rainfall=4.80"
Prepared by Kimley-Horn &Associates Printed 11/28/2023
HydroCAD® 10.20-3c s/n 02344 ©2023 HydroCAD Software Solutions LLC Page 19
Summary for Subcatchment 8S: PRE-DEV DA-3 OFFSITE A
Runoff = 132.47 cfs © 12.43 hrs, Volume= 16.444 af, Depth= 2.37"
Routed to Link 9L : POA 3
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-120.00 hrs, dt= 0.01 hrs
Type II 24-hr 10-Year Rainfall=4.80"
Area (ac) CN Description
* 83.200 76
83.200 100.00% Pervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
43.2 Direct Entry,
Subcatchment 8S: PRE-DEV DA-3 OFFSITE A
Hydrograph
140- 1 132.47 cfs I —Runoff
130-
120 .Type II 24-hr
110= 10 Ypar Rai0f0+4 80"
Runoff Area83.200 ae
90- Runoff Voluil e=16.444 of
so=
Runoff p
0 =70 De th=2.''37
LL 60= To=43;2--IY1i
+►
50- t IV j7t
40-
30-
20-
10-
0 5 10 15 20 25 30 35 40 45 50 55 60 65 70 75 80 85 90 95 100 105 110 115 120
Time (hours)

PRE-DEVELOPMENT Type II 24-hr 10-Year Rainfall=4.80"
Prepared by Kimley-Horn &Associates Printed 11/28/2023
HydroCAD® 10.20-3c s/n 02344 ©2023 HydroCAD Software Solutions LLC Page 20
Summary for Subcatchment 10S: PRE-DEV DA-3 OFFSITE B
Runoff = 70.19 cfs © 12.55 hrs, Volume= 10.565 af, Depth= 2.99"
Routed to Link 9L : POA 3
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-120.00 hrs, dt= 0.01 hrs
Type II 24-hr 10-Year Rainfall=4.80"
Area (ac) CN Description
* 42.350 83
42.350 100.00% Pervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
57.3 Direct Entry,
Subcatchment 10S: PRE-DEV DA-3 OFFSITE B
Hydrograph
75_ 170.19 cfs —Runoff
70- I
1 A
65: Type 124-hr
60= 10-blear Rainfa11=4.80"
55= Runoff Area=42.350 ac
50=
• 45— Runoff / luM0=1 0.5fi f
3 40_ Runoff Depth*2.997
LL 35= Tc=57s3 min
30:
25 CN=83
20-
15-
10-
5=
0 5 10 15 20 25 30 35 40 45 50 55 60 65 70 75 80 85 90 95 100 105 110 115 120
Time (hours)

PRE-DEVELOPMENT Type 1124-hr 10-Year Rainfall=4.80"
Prepared by Kimley-Horn &Associates Printed 11/28/2023
HydroCAD®10.20-3c s/n 02344 ©2023 HydroCAD Software Solutions LLC Page 21
Summary for Link 2L: POA 1
Inflow Area = 4.580 ac, 0.00% Impervious, Inflow Depth = 2.54" for 10-Year event
Inflow = 12.59 cfs @ 12.14 hrs, Volume= 0.970 of
Primary = 12.59 cfs @ 12.14 hrs, Volume= 0.970 af, Atten= 0%, Lag= 0.0 min
Primary outflow = Inflow, Time Span= 0.00-120.00 hrs, dt= 0.01 hrs
Link 2L: POA 1
Hydrograph
14-
13- 12.59 cfs —Inflow
—Primary
12 Inflow Area=4.580 ac
11-
10-
9-
w 8-
3 7=
o =
LL 6
5-
4-
3-
2-
1-
0
0 5 10 15 20 25 30 35 40 45 50 55 60 65 70 75 80 85 90 95 100 105 110 115 120
Time (hours)

PRE-DEVELOPMENT Type 1124-hr 10-Year Rainfall=4.80"
Prepared by Kimley-Horn &Associates Printed 11/28/2023
HydroCAD®10.20-3c s/n 02344 ©2023 HydroCAD Software Solutions LLC Page 22
Summary for Link 4L: POA 2
Inflow Area = 116.180 ac, 0.00% Impervious, Inflow Depth = 2.30" for 10-Year event
Inflow = 201.60 cfs @ 12.17 hrs, Volume= 22.230 of
Primary = 201.60 cfs @ 12.17 hrs, Volume= 22.230 af, Atten= 0%, Lag= 0.0 min
Primary outflow = Inflow, Time Span= 0.00-120.00 hrs, dt= 0.01 hrs
Link 4L: POA 2
Hydrograph
220= Inflow
210 f ;1201.60 cfs I Primary I
200=
190= inflow Area-116.180 ac
180-s
1701
160=
150=
140= , ,
N 130=
u 120=
c 110= I I I I I
LT: 100= r
90=
80=
70= ; r r ;
60=
50=
40=
30= i
20 10=
0 5 10 15 20 25 30 35 40 45 50 55 60 65 70 75 80 85 90 95 100 105 110 115 120
Time (hours)

PRE-DEVELOPMENT Type 1124-hr 10-Year Rainfall=4.80"
Prepared by Kimley-Horn &Associates Printed 11/28/2023
HydroCAD®10.20-3c s/n 02344 ©2023 HydroCAD Software Solutions LLC Page 23
Summary for Link 9L: POA 3
Inflow Area = 145.380 ac, 0.00% Impervious, Inflow Depth = 2.54" for 10-Year event
Inflow = 215.63 cfs @ 12.43 hrs, Volume= 30.790 af
Primary = 215.63 cfs @ 12.43 hrs, Volume= 30.790 af, Atten= 0%, Lag= 0.0 min
Primary outflow = Inflow, Time Span= 0.00-120.00 hrs, dt= 0.01 hrs
Link 9L: POA 3
Hydrograph
240�
230= 1215.63 cfs —Inflow
220! I
: n Primary
210=
200= h ,low Area=i 45.380 ac
190:
180:
170:
160=
150: i h h h ;
w 140= 4 4 I ' I
u 130=
120= 1 h I h h h h h h I
.° 110g 1
100.. l
90! 4 4 4 4 +
80=
70= h h h
1 1
60:
50: i i h ;
40:
30= I h h h ;
20: ,
10=
0 5 10 15 20 25 30 35 40 45 50 55 60 65 70 75 80 85 90 95 100 105 110 115 120
Time (hours)

PRE-DEVELOPMENT Type II 24-hr 25-Year Rainfall=5.70"
Prepared by Kimley-Horn &Associates Printed 11/28/2023
HydroCAD® 10.20-3c s/n 02344 ©2023 HydroCAD Software Solutions LLC Page 24
Summary for Subcatchment 1 S: PRE-DEV DA-1 ONSITE
Runoff = 16.42 cfs © 12.14 hrs, Volume= 1.265 af, Depth= 3.32"
Routed to Link 2L : POA 1
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-120.00 hrs, dt= 0.01 hrs
Type II 24-hr 25-Year Rainfall=5.70"
Area (ac) CN Description
* 4.580 78
4.580 100.00% Pervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
21.0 Direct Entry,
Subcatchment 1 S: PRE-DEV DA-1 ONSITE
Hydrograph
18=
17- I 16.42 cfs —Runoff
16=
15= T-Ype--11-.24-hr
14= 25-Year Rainfall=5.7 "
13
12= R noff1A ea=4.58O arc
Runoff Volume=1 5af
Runoff Depth=3.32"
8=
7= T6=21.0-min
6=
5= N=78
4.-
3=
1-
0 5 10 15 20 25 30 35 40 45 50 55 60 65 70 75 80 85 90 95 100 105 110 115 120
Time (hours)

PRE-DEVELOPMENT Type II 24-hr 25-Year Rainfall=5.70"
Prepared by Kimley-Horn &Associates Printed 11/28/2023
HydroCAD® 10.20-3c s/n 02344 ©2023 HydroCAD Software Solutions LLC Page 25
Summary for Subcatchment 3S: PRE-DEV DA-2 ONSITE
Runoff = 159.80 cfs © 12.33 hrs, Volume= 17.472 af, Depth= 3.12"
Routed to Link 4L : POA 2
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-120.00 hrs, dt= 0.01 hrs
Type II 24-hr 25-Year Rainfall=5.70"
Area (ac) CN Description
* 67.140 76
67.140 100.00% Pervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
36.4 Direct Entry,
Subcatchment 3S: PRE-DEV DA-2 ONSITE
Hydrograph
170 1159.80 cfs I —Runoff
160
150= Typ II 24=hr
140- 25-Year Rainfall=5.70"
130=
120- Runoff Area=67.140 ac
110= Runoff Volume=17.47 Lf
100= o
Runoff DOpth3.12"
$°_ Tc=364 m i n
70= �+►60= N=76
50:
40_
30=
20=
10=
0 5 10 15 20 25 30 35 40 45 50 55 60 65 70 75 80 85 90 95 100 105 110 115 120
Time (hours)

PRE-DEVELOPMENT Type II 24-hr 25-Year Rainfall=5.70"
Prepared by Kimley-Horn &Associates Printed 11/28/2023
HydroCAD® 10.20-3c s/n 02344 ©2023 HydroCAD Software Solutions LLC Page 26
Summary for Subcatchment 5S: PRE-DEV DA-2 OFFSITE A
Runoff = 33.62 cfs © 12.04 hrs, Volume= 2.014 af, Depth= 4.12"
Routed to Link 4L : POA 2
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-120.00 hrs, dt= 0.01 hrs
Type II 24-hr 25-Year Rainfall=5.70"
Area (ac) CN Description
* 5.860 86
5.860 100.00% Pervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
12.0 Direct Entry,
Subcatchment 5S: PRE-DEV DA-2 OFFSITE A
Hydrograph
36='
133.62 cfs —Runoff
34=
32= Type fl 24-hr
30 r 28 25-YearRainf-aII=5.7O '
26:
24= RunoffRijnoft Area= 60- ac
22=
Runoff Votumn =2.014
� � � f
0 20:
0 18= Runoff
Runo - - De th-4.12"
.�
� �
16= T _�
14=
,l__C 2.O_m-i4,
12= N=86
10=
8=
6r
4=
2=
0 5 10 15 20 25 30 35 40 45 50 55 60 65 70 75 80 85 90 95 100 105 110 115 120
Time (hours)

PRE-DEVELOPMENT Type II 24-hr 25-Year Rainfall=5.70"
Prepared by Kimley-Horn &Associates Printed 11/28/2023
HydroCAD® 10.20-3c s/n 02344 ©2023 HydroCAD Software Solutions LLC Page 27
Summary for Subcatchment 6S: PRE-DEV DA-2 OFFSITE B
Runoff = 135.54 cfs © 12.12 hrs, Volume= 9.894 af, Depth= 2.75"
Routed to Link 4L : POA 2
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-120.00 hrs, dt= 0.01 hrs
Type II 24-hr 25-Year Rainfall=5.70"
Area (ac) CN Description
* 43.180 72
43.180 100.00% Pervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
19.0 Direct Entry,
Subcatchment 6S: PRE-DEV DA-2 OFFSITE B
Hydrograph
150-
140- 135.54 cfs —Runoff
130- Type rl 24-fir
120-
110 25-Year,_Rainfall=_5.J01'
100= Runoff Area=43.i 80
90- Runoff Volume=9-.894 of
80—
LL 70= f uno - Qg trh=2.75"'
3
60= I Tc=19.9 min
50 cN=72
40-
30-
20-
10-
0 5 10 15 20 25 30 35 40 45 50 55 60 65 70 75 80 85 90 95 100 105 110 115 120
Time (hours)

PRE-DEVELOPMENT Type II 24-hr 25-Year Rainfall=5.70"
Prepared by Kimley-Horn &Associates Printed 11/28/2023
HydroCAD® 10.20-3c s/n 02344 ©2023 HydroCAD Software Solutions LLC Page 28
Summary for Subcatchment 7S: PRE-DEV DA-3 ONSITE
Runoff = 65.42 cfs © 12.13 hrs, Volume= 5.004 af, Depth= 3.03"
Routed to Link 9L : POA 3
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-120.00 hrs, dt= 0.01 hrs
Type II 24-hr 25-Year Rainfall=5.70"
Area (ac) CN Description
* 19.830 75
19.830 100.00% Pervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
20.7 Direct Entry,
Subcatchment 7S: PRE-DEV DA-3 ONSITE
Hydrograph
70_ I65.42 cfs
_ —Runoff
:::
Type II 24-1hr
55= 25-Year Rainfall=5.7O '
50= R[unoff Area='19.030 ac
45=
40=
Runoff YolUm -5.404 af
35
c -
Runoff bepth-3.03"
30- iC=2 .7 m i n
25= CN=7$
20=
15=
10=
5r ,
0 5 10 15 20 25 30 35 40 45 50 55 60 65 70 75 80 85 90 95 100 105 110 115 120
Time (hours)

PRE-DEVELOPMENT Type II 24-hr 25-Year Rainfall=5.70"
Prepared by Kimley-Horn &Associates Printed 11/28/2023
HydroCAD® 10.20-3c s/n 02344 ©2023 HydroCAD Software Solutions LLC Page 29
Summary for Subcatchment 8S: PRE-DEV DA-3 OFFSITE A
Runoff = 175.61 cfs © 12.43 hrs, Volume= 21.651 af, Depth= 3.12"
Routed to Link 9L : POA 3
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-120.00 hrs, dt= 0.01 hrs
Type II 24-hr 25-Year Rainfall=5.70"
Area (ac) CN Description
* 83.200 76
83.200 100.00% Pervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
43.2 Direct Entry,
Subcatchment 8S: PRE-DEV DA-3 OFFSITE A
Hydrograph
190. ; ;
180= 1 175.61 cfs —Runoff
170= r 'Type IIT 24-hr
160= I
150. ©25:Year Rainfa11=5.70"
130 Runoff Area ,
=83.�QQ a
120= Iurlofif Voruma-2�1.G51 of
Elio;
100= Runoff Dipth=3.12"
0 90:
80= TG=43.2_-miri
70= tri=76
60;
50=
40i
30=
20
10=
0 5 10 15 20 25 30 35 40 45 50 55 60 65 70 75 80 85 90 95 100 105 110 115 120
Time (hours)

PRE-DEVELOPMENT Type II 24-hr 25-Year Rainfall=5.70"
Prepared by Kimley-Horn &Associates Printed 11/28/2023
HydroCAD® 10.20-3c s/n 02344 ©2023 HydroCAD Software Solutions LLC Page 30
Summary for Subcatchment 10S: PRE-DEV DA-3 OFFSITE B
Runoff = 89.40 cfs © 12.55 hrs, Volume= 13.460 af, Depth= 3.81"
Routed to Link 9L : POA 3
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-120.00 hrs, dt= 0.01 hrs
Type II 24-hr 25-Year Rainfall=5.70"
Area (ac) CN Description
* 42.350 83
42.350 100.00% Pervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
57.3 Direct Entry,
Subcatchment 10S: PRE-DEV DA-3 OFFSITE B
Hydrograph
100_
95- 1 89.40 cfs I —Runoff
85; I
80— Type II 24-h'';r
75 254Ypar Rainfall=5:70'
I "
= I I I I
651 Runoff Area=42.350 ac
60- Runoff Volume 1',3.460 of
.4 55=
3 50_ Ruoff!Depth-3.81
LL 45= Tc=57,3 min
40;
351 01*=83
30
25=
15:
5-
0 5 10 15 20 25 30 35 40 45 50 55 60 65 70 75 80 85 90 95 100 105 110 115 120
Time (hours)

PRE-DEVELOPMENT Type 1124-hr 25-Year Rainfall=5.70"
Prepared by Kimley-Horn &Associates Printed 11/28/2023
HydroCAD®10.20-3c s/n 02344 ©2023 HydroCAD Software Solutions LLC Page 31
Summary for Link 2L: POA 1
Inflow Area = 4.580 ac, 0.00% Impervious, Inflow Depth = 3.32" for 25-Year event
Inflow = 16.42 cfs @ 12.14 hrs, Volume= 1.265 of
Primary = 16.42 cfs @ 12.14 hrs, Volume= 1.265 af, Atten= 0%, Lag= 0.0 min
Primary outflow = Inflow, Time Span= 0.00-120.00 hrs, dt= 0.01 hrs
Link 2L: POA 1
Hydrograph
18
17= 16.42 cfs Inflow
—Primary)
16_
15= Inflow---A''rea=4.58-0-ac
14=
13
12
11.
41-11 10
3 9=
o =
U. 8=
7=
6=
5=
4=
3
2
1=
0 5 10 15 20 25 30 35 40 45 50 55 60 65 70 75 80 85 90 95 100 105 110 115 120
Time (hours)

PRE-DEVELOPMENT Type II 24-hr 25-Year Rainfall=5.70"
Prepared by Kimley-Horn &Associates Printed 11/28/2023
HydroCAD® 10.20-3c s/n 02344 ©2023 HydroCAD Software Solutions LLC Page 32
Summary for Link 4L: POA 2
Inflow Area = 116.180 ac, 0.00% Impervious, Inflow Depth = 3.03" for 25-Year event
Inflow = 270.20 cfs © 12.17 hrs, Volume= 29.381 af
Primary = 270.20 cfs © 12.17 hrs, Volume= 29.381 af, Atten= 0%, Lag= 0.0 min
Primary outflow = Inflow, Time Span= 0.00-120.00 hrs, dt= 0.01 hrs
Link 4L: POA 2
Hydrograph
300-
280- 1270.20 cfs i Inflow
—Primary
260- Inflow Area=116.180 ac
240= <
220-
200-
180-
ti 160-
c 140
120:
100.-
80-
60-
40-
20:
0 5 10 15 20 25 30 35 40 45 50 55 60 65 70 75 80 85 90 95 100 105 110 115 120
Time (hours)

PRE-DEVELOPMENT Type 1124-hr 25-Year Rainfall=5.70"
Prepared by Kimley-Horn &Associates Printed 11/28/2023
HydroCAD®10.20-3c s/n 02344 ©2023 HydroCAD Software Solutions LLC Page 33
Summary for Link 9L: POA 3
Inflow Area = 145.380 ac, 0.00% Impervious, Inflow Depth = 3.31" for 25-Year event
Inflow = 282.46 cfs @ 12.43 hrs, Volume= 40.115 af
Primary = 282.46 cfs @ 12.43 hrs, Volume= 40.115 af, Atten= 0%, Lag= 0.0 min
Primary outflow = Inflow, Time Span= 0.00-120.00 hrs, dt= 0.01 hrs
Link 9L: POA 3
Hydrograph
300_ , 282.46 cfs I —Inflow
280= —Primary
260_ Inflow Area=145.380 ac
240-E
220
200
w 180
o
3 160
0
M 140=
120.
100-
80
60
40-
20_
0 5 10 15 20 25 30 35 40 45 50 55 60 65 70 75 80 85 90 95 100 105 110 115 120
Time (hours)

PRE-DEVELOPMENT Type II 24-hr 50-Year Rainfall=6.41"
Prepared by Kimley-Horn &Associates Printed 11/28/2023
HydroCAD® 10.20-3c s/n 02344 ©2023 HydroCAD Software Solutions LLC Page 34
Summary for Subcatchment 1 S: PRE-DEV DA-1 ONSITE
Runoff = 19.51 cfs © 12.13 hrs, Volume= 1.505 af, Depth= 3.94"
Routed to Link 2L : POA 1
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-120.00 hrs, dt= 0.01 hrs
Type II 24-hr 50-Year Rainfall=6.41"
Area (ac) CN Description
* 4.580 78
4.580 100.00% Pervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
21.0 Direct Entry,
Subcatchment 1 S: PRE-DEV DA-1 ONSITE
Hydrograph
21: ,
20:: l 19.51 cfs i -Runoff
1 =
18 Yp
� '. T � II!24-1�r
= � A if
17= 50-Year RainfE�. H 6.41 '
16= O J
1 =
14= Runoff A e =4.580 aci
`, es ,1
13= Runoff-Volum .50
4-• 12= -af
3 11= Runoff Lb pth=3 94"
O 10=
8= Tc=21.0 m i n
7 C N=78
6=
5=
4=
3=
2=
1=
0 5 10 15 20 25 30 35 40 45 50 55 60 65 70 75 80 85 90 95 100 105 110 115 120
Time (hours)

PRE-DEVELOPMENT Type II 24-hr 50-Year Rainfall=6.41"
Prepared by Kimley-Horn &Associates Printed 11/28/2023
HydroCAD® 10.20-3c s/n 02344 ©2023 HydroCAD Software Solutions LLC Page 35
Summary for Subcatchment 3S: PRE-DEV DA-2 ONSITE
Runoff = 191.54 cfs © 12.33 hrs, Volume= 20.905 af, Depth= 3.74"
Routed to Link 4L : POA 2
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-120.00 hrs, dt= 0.01 hrs
Type II 24-hr 50-Year Rainfall=6.41"
Area (ac) CN Description
* 67.140 76
67.140 100.00% Pervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
36.4 Direct Entry,
Subcatchment 3S: PRE-DEV DA-2 ONSITE
Hydrograph
210= I
200- 1191.54 cfs r h h ; i h h —Runoff
190 i
1
180=
`T a--II 24--h
170= �
160= 50-Y-ear--Rai-nfall=6:41"
150= Runoff_Area'
140= . 67.140_ac
130= Runoff VoluMe=20.905 af
w 120=
0 110 Ru17bff'-Depth-3.74"
0 100=
Li 90-: TE=36.,4 min
So= t t 01070
60:
50=
40=
30=
F
-E_ ' )
0 5 10 15 20 25 30 35 40 45 50 55 60 65 70 75 80 85 90 95 100 105 110 115 120
Time (hours)

PRE-DEVELOPMENT Type II 24-hr 50-Year Rainfall=6.41"
Prepared by Kimley-Horn &Associates Printed 11/28/2023
HydroCAD® 10.20-3c s/n 02344 ©2023 HydroCAD Software Solutions LLC Page 36
Summary for Subcatchment 5S: PRE-DEV DA-2 OFFSITE A
Runoff = 38.79 cfs © 12.03 hrs, Volume= 2.344 af, Depth= 4.80"
Routed to Link 4L : POA 2
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-120.00 hrs, dt= 0.01 hrs
Type II 24-hr 50-Year Rainfall=6.41"
Area (ac) CN Description
* 5.860 86
5.860 100.00% Pervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
12.0 Direct Entry,
Subcatchment 5S: PRE-DEV DA-2 OFFSITE A
Hydrograph
42= —Runoff
40= 38.79 cfs
38=
36= Typa II 24-I r
34;
324 50-Year Rainfall6.41"
30=
28: RUnaff Area=5,86O ac
26= Runoff-Vo[um� =
O 24:
e- af
3 221
O• 20: Runoff Depth-4.50..
Tc=1 0 min
16; /swF
14= C N=86
12=
10=
8=
6;
4:
2=
0 5 10 15 20 25 30 35 40 45 50 55 60 65 70 75 80 85 90 95 100 105 110 115 120
Time (hours)

PRE-DEVELOPMENT Type II 24-hr 50-Year Rainfall=6.41"
Prepared by Kimley-Horn &Associates Printed 11/28/2023
HydroCAD® 10.20-3c s/n 02344 ©2023 HydroCAD Software Solutions LLC Page 37
Summary for Subcatchment 6S: PRE-DEV DA-2 OFFSITE B
Runoff = 164.68 cfs © 12.12 hrs, Volume= 11.989 af, Depth= 3.33"
Routed to Link 4L : POA 2
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-120.00 hrs, dt= 0.01 hrs
Type II 24-hr 50-Year Rainfall=6.41"
Area (ac) CN Description
* 43.180 72
43.180 100.00% Pervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
19.0 Direct Entry,
Subcatchment 6S: PRE-DEV DA-2 OFFSITE B
Hydrograph
180-
170: 1164.68 cfs I —Runoff
160=
150: Type II'24-h r
140: ? 5U i ear Rai faII76 4i.n
120
120= Runoff_Area43._180__ac
110=
Runoff Volume 11.989 of
100= Runoff!Depth=3..''33';"
c 90_
Li 80: TC=19,0111irr
60= r CN=7
50=
40=
30=
20-
10=
0 5 10 15 20 25 30 35 40 45 50 55 60 65 70 75 80 85 90 95 100 105 110 115 120
Time (hours)

PRE-DEVELOPMENT Type II 24-hr 50-Year Rainfall=6.41"
Prepared by Kimley-Horn &Associates Printed 11/28/2023
HydroCAD® 10.20-3c s/n 02344 ©2023 HydroCAD Software Solutions LLC Page 38
Summary for Subcatchment 7S: PRE-DEV DA-3 ONSITE
Runoff = 78.57 cfs © 12.13 hrs, Volume= 6.005 af, Depth= 3.63"
Routed to Link 9L : POA 3
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-120.00 hrs, dt= 0.01 hrs
Type II 24-hr 50-Year Rainfall=6.41"
Area (ac) CN Description
* 19.830 75
19.830 100.00% Pervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
20.7 Direct Entry,
Subcatchment 7S: PRE-DEV DA-3 ONSITE
Hydrograph
85= ,
78.57 cfs —Runoff
80:
75: Type II 24 hr
70=
65 50-Year RainfaH1=6..41"
60- Runoff Area19.830 ac
55= `, �A�■{�
5
w 50- Runoff Volume=8 00 af
3 45=
3 40_ Runoff JDepth=3.63"
35=
'176=20.1 min
30= d =75
25=
20:
15=
10=
0 5 10 15 20 25 30 35 40 45 50 55 60 65 70 75 80 85 90 95 100 105 110 115 120
Time (hours)

PRE-DEVELOPMENT Type II 24-hr 50-Year Rainfall=6.41"
Prepared by Kimley-Horn &Associates Printed 11/28/2023
HydroCAD® 10.20-3c s/n 02344 ©2023 HydroCAD Software Solutions LLC Page 39
Summary for Subcatchment 8S: PRE-DEV DA-3 OFFSITE A
Runoff = 210.54 cfs © 12.43 hrs, Volume= 25.906 af, Depth= 3.74"
Routed to Link 9L : POA 3
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-120.00 hrs, dt= 0.01 hrs
Type II 24-hr 50-Year Rainfall=6.41"
Area (ac) CN Description
* 83.200 76
83.200 100.00% Pervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
43.2 Direct Entry,
Subcatchment 8S: PRE-DEV DA-3 OFFSITE A
Hydrograph
230=
220- 1 210.54 cfs i h h ; i h h —Runoff
210-
200= Type- II 24-hr
190=
180= 5U Year Rai0fall=6.41"
160- Runoff Area 8-
= 3.20© aitr
150=
140= iioff /Q'funle=25.906 of
74 130: h ;
Ru trff De th 3.
0 -110 4'
u 100= Te�3,2 rnil'Y
90; AA'' cc
80= 1s=7'
70=
60=
50=
40=
30=
20= ) i t t i t
10=
0 5 10 15 20 25 30 35 40 45 50 55 60 65 70 75 80 85 90 95 100 105 110 115 120
Time (hours)

PRE-DEVELOPMENT Type II 24-hr 50-Year Rainfall=6.41"
Prepared by Kimley-Horn &Associates Printed 11/28/2023
HydroCAD® 10.20-3c s/n 02344 ©2023 HydroCAD Software Solutions LLC Page 40
Summary for Subcatchment 10S: PRE-DEV DA-3 OFFSITE B
Runoff = 104.68 cfs © 12.55 hrs, Volume= 15.787 af, Depth= 4.47"
Routed to Link 9L : POA 3
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-120.00 hrs, dt= 0.01 hrs
Type II 24-hr 50-Year Rainfall=6.41"
Area (ac) CN Description
* 42.350 83
42.350 100.00% Pervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
57.3 Direct Entry,
Subcatchment 10S: PRE-DEV DA-3 OFFSITE B
Hydrograph
115=
110- 1 104.68 cfs I -Runoff
105-
100= Type II,24-h'r
95=
90= 50-Year--Rainfall 6 417
85=
80= Runof--Area 42.35© ac
75=
70= Runoff 'Volume 15.787 of
65= ;
3 60= Runoff Depth=4.,47"
G 55=
_ Tc 57,
II 50= = 3 mip
45=
40 =8
35=
30=
25=
20=
15=
5=
0 5 10 15 20 25 30 35 40 45 50 55 60 65 70 75 80 85 90 95 100 105 110 115 120
Time (hours)

PRE-DEVELOPMENT Type 1124-hr 50-Year Rainfall=6.41"
Prepared by Kimley-Horn &Associates Printed 11/28/2023
HydroCAD®10.20-3c s/n 02344 ©2023 HydroCAD Software Solutions LLC Page 41
Summary for Link 2L: POA 1
Inflow Area = 4.580 ac, 0.00% Impervious, Inflow Depth = 3.94" for 50-Year event
Inflow = 19.51 cfs @ 12.13 hrs, Volume= 1.505 of
Primary = 19.51 cfs @ 12.13 hrs, Volume= 1.505 af, Atten= 0%, Lag= 0.0 min
Primary outflow = Inflow, Time Span= 0.00-120.00 hrs, dt= 0.01 hrs
Link 2L: POA 1
Hydrograph
21: :
20= 19.51 cfs ' —Inflow
'
—Primary
1 : ' '18 Inflow Area-4.580 ac
17:
16=
15=
14:
13=
F 12=
3 11=
o 10:
9=
8= :
7=
6: -- --
5
4=
3=
2=
1f
0 5 10 15 20 25 30 35 40 45 50 55 60 65 70 75 80 85 90 95 100 105 110 115 120
Time (hours)

PRE-DEVELOPMENT Type 1124-hr 50-Year Rainfall=6.41"
Prepared by Kimley-Horn &Associates Printed 11/28/2023
HydroCAD®10.20-3c s/n 02344 ©2023 HydroCAD Software Solutions LLC Page 42
Summary for Link 4L: POA 2
Inflow Area = 116.180 ac, 0.00% Impervious, Inflow Depth = 3.64" for 50-Year event
Inflow = 326.04 cfs @ 12.16 hrs, Volume= 35.238 af
Primary = 326.04 cfs @ 12.16 hrs, Volume= 35.238 af, Atten= 0%, Lag= 0.0 min
Primary outflow = Inflow, Time Span= 0.00-120.00 hrs, dt= 0.01 hrs
Link 4L: POA 2
Hydrograph
360
340= 326.04 cfs -Inflow
320= —Primary)
300_ ! ! Inflow Area=116.180 ac
280-
260--
240
220
200=o
I I
180=
0
u 160-
140=
120
100
80
60=
40=
20
0 5 10 15 20 25 30 35 40 45 50 55 60 65 70 75 80 85 90 95 100 105 110 115 120
Time (hours)

PRE-DEVELOPMENT Type 1124-hr 50-Year Rainfall=6.41"
Prepared by Kimley-Horn &Associates Printed 11/28/2023
HydroCAD®10.20-3c s/n 02344 ©2023 HydroCAD Software Solutions LLC Page 43
Summary for Link 9L: POA 3
Inflow Area = 145.380 ac, 0.00% Impervious, Inflow Depth = 3.94" for 50-Year event
Inflow = 336.22 cfs @ 12.42 hrs, Volume= 47.699 af
Primary = 336.22 cfs @ 12.42 hrs, Volume= 47.699 af, Atten= 0%, Lag= 0.0 min
Primary outflow = Inflow, Time Span= 0.00-120.00 hrs, dt= 0.01 hrs
Link 9L: POA 3
Hydrograph
360= , 336.22 cfs I ' ' ' —Inflow
340_ —Primary
320= * inflow Area=145.380 ac
300
280
260
240:
220:
= I I I I I
200
c 180
L.T. 160
140: ,
120:
100;
80
60
40i
20:
0 5 10 15 20 25 30 35 40 45 50 55 60 65 70 75 80 85 90 95 100 105 110 115 120
Time (hours)

PRE-DEVELOPMENT Type II 24-hr 100-Year Rainfall=7.21"
Prepared by Kimley-Horn &Associates Printed 11/28/2023
HydroCAD® 10.20-3c s/n 02344 ©2023 HydroCAD Software Solutions LLC Page 44
Summary for Subcatchment 1 S: PRE-DEV DA-1 ONSITE
Runoff = 23.01 cfs © 12.13 hrs, Volume= 1.781 af, Depth= 4.67"
Routed to Link 2L : POA 1
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-120.00 hrs, dt= 0.01 hrs
Type II 24-hr 100-Year Rainfall=7.21"
Area (ac) CN Description
* 4.580 78
4.580 100.00% Pervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
21.0 Direct Entry,
Subcatchment 1 S: PRE-DEV DA-1 ONSITE
Hydrograph
24— 23.01 cfs —Runoff
22—
Type II 24-hr
20= 100-Year Rainfaill7. 1"
18:
Runoff Area=4.580 ac
16-
14= Runoff Volume=,1 .781 of
o
0 12—
Runoff Depth=4.6-7"
Tc - 1
8= E N=78
6-
4-
2—
0 5 10 15 20 25 30 35 40 45 50 55 60 65 70 75 80 85 90 95 100 105 110 115 120
Time (hours)

PRE-DEVELOPMENT Type II 24-hr 100-Year Rainfall=7.21"
Prepared by Kimley-Horn &Associates Printed 11/28/2023
HydroCAD® 10.20-3c s/n 02344 ©2023 HydroCAD Software Solutions LLC Page 45
Summary for Subcatchment 3S: PRE-DEV DA-2 ONSITE
Runoff = 227.86 cfs © 12.33 hrs, Volume= 24.868 af, Depth= 4.44"
Routed to Link 4L : POA 2
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-120.00 hrs, dt= 0.01 hrs
Type II 24-hr 100-Year Rainfall=7.21"
Area (ac) CN Description
* 67.140 76
67.140 100.00% Pervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
36.4 Direct Entry,
Subcatchment 3S: PRE-DEV DA-2 ONSITE
Hydrograph
240— '1227.86 cfs l —Runoff
220- ,
Type 11'24-hr
200- 100-Year Rainfall=7.421"
180— RuRunoff Area67.140 ac
Runoff Volume=24.868 of
w 140-
3 = Runoff D ;pth=4.447
G 120—
Tc=36,4 min
100-
So CN=76
60-
40—
20-
0 5 10 15 20 25 30 35 40 45 50 55 60 65 70 75 80 85 90 95 100 105 110 115 120
Time (hours)

PRE-DEVELOPMENT Type II 24-hr 100-Year Rainfall=7.21"
Prepared by Kimley-Horn &Associates Printed 11/28/2023
HydroCAD® 10.20-3c s/n 02344 ©2023 HydroCAD Software Solutions LLC Page 46
Summary for Subcatchment 5S: PRE-DEV DA-2 OFFSITE A
Runoff = 44.63 cfs © 12.03 hrs, Volume= 2.719 af, Depth= 5.57"
Routed to Link 4L : POA 2
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-120.00 hrs, dt= 0.01 hrs
Type II 24-hr 100-Year Rainfall=7.21"
Area (ac) CN Description
* 5.860 86
5.860 100.00% Pervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
12.0 Direct Entry,
Subcatchment 5S: PRE-DEV DA-2 OFFSITE A
Hydrograph
48= —Runoff
46! 44.63 cfs
44=
42; rType- II 24-hr
40=
38; r 100-Year'Rainfall=7.21"
36:
3 ;
32= Runoff Are-fi=5.860---fi-c
p /�
30= FEUi�L.(9
1
_ 28= iOff V-diuM Of
-- 26; i 1 r r r r r r
24; i Runoff Depth-5.57"
u 22=
20= 17=12.0min
18;
16: 1 C N=86
14:
12;
10;
8:
6=
4;
2=
0 5 10 15 20 25 30 35 40 45 50 55 60 65 70 75 80 85 90 95 100 105 110 115 120
Time (hours)

PRE-DEVELOPMENT Type II 24-hr 100-Year Rainfall=7.21"
Prepared by Kimley-Horn &Associates Printed 11/28/2023
HydroCAD® 10.20-3c s/n 02344 ©2023 HydroCAD Software Solutions LLC Page 47
Summary for Subcatchment 6S: PRE-DEV DA-2 OFFSITE B
Runoff = 198.26 cfs © 12.12 hrs, Volume= 14.424 af, Depth= 4.01"
Routed to Link 4L : POA 2
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-120.00 hrs, dt= 0.01 hrs
Type II 24-hr 100-Year Rainfall=7.21"
Area (ac) CN Description
* 43.180 72
43.180 100.00% Pervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
19.0 Direct Entry,
Subcatchment 6S: PRE-DEV DA-2 OFFSITE B
Hydrograph
220 '
210- 1198.26 cfs i —Runoff
200;
190; Type II,24-h.r
180;
170= 100 Year Fainfatl=7. 1 r.
160=
150 Runoff 4r0a=43.1$0 aic
140;
130: Runo#f Volu 171E=14.424 of
c, 120=
110; : RunOff DOpt-h=4.O1;�"
- 100: T
90= c=1=9 0_min---
80
70' N7
60;
50-
40;
30=
20=
10;
0 5 10 15 20 25 30 35 40 45 50 55 60 65 70 75 80 85 90 95 100 105 110 115 120
Time (hours)

PRE-DEVELOPMENT Type II 24-hr 100-Year Rainfall=7.21"
Prepared by Kimley-Horn &Associates Printed 11/28/2023
HydroCAD® 10.20-3c s/n 02344 ©2023 HydroCAD Software Solutions LLC Page 48
Summary for Subcatchment 7S: PRE-DEV DA-3 ONSITE
Runoff = 93.65 cfs © 12.13 hrs, Volume= 7.164 af, Depth= 4.33"
Routed to Link 9L : POA 3
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-120.00 hrs, dt= 0.01 hrs
Type II 24-hr 100-Year Rainfall=7.21"
Area (ac) CN Description
* 19.830 75
19.830 100.00% Pervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
20.7 Direct Entry,
Subcatchment 7S: PRE-DEV DA-3 ONSITE
Hydrograph
100= 93.65 cfs
-Runoff
95= F
90= 'Type-1124-h.r
85=
80= 100-Year Rainfall=7.21`'
70 Runoff are=19.830 ac
65=
Runoff Volume-=7.�64af
55=
_0 50= Runoff Depth#4.33"'
U. 45=
40= Tc=2'0�'*� rn i n
35=
30= CN=75
25=
20=
15=
10-
5=
0 5 10 15 20 25 30 35 40 45 50 55 60 65 70 75 80 85 90 95 100 105 110 115 120
Time (hours)

PRE-DEVELOPMENT Type II 24-hr 100-Year Rainfall=7.21"
Prepared by Kimley-Horn &Associates Printed 11/28/2023
HydroCAD® 10.20-3c s/n 02344 ©2023 HydroCAD Software Solutions LLC Page 49
Summary for Subcatchment 8S: PRE-DEV DA-3 OFFSITE A
Runoff = 250.36 cfs © 12.42 hrs, Volume= 30.817 af, Depth= 4.44"
Routed to Link 9L : POA 3
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-120.00 hrs, dt= 0.01 hrs
Type II 24-hr 100-Year Rainfall=7.21"
Area (ac) CN Description
* 83.200 76
83.200 100.00% Pervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
43.2 Direct Entry,
Subcatchment 8S: PRE-DEV DA-3 OFFSITE A
Hydrograph
280-
260- 1250.36 cfs —Runoff
240= Type 1124-hr
220- 100-Year Rainfall=7.'21`'
200-
180= Ru hofF Area83.200 ac
kunoff_Volu 3 81 ' f
3 140= Runoff.-DOpth=4.44"
O
u_ 120- Tc=43 2 mi --
100_ cN=76
80-
60-
40-
20 J
0 5 10 15 20 25 30 35 40 45 50 55 60 65 70 75 80 85 90 95 100 105 110 115 120
Time (hours)

PRE-DEVELOPMENT Type II 24-hr 100-Year Rainfall=7.21"
Prepared by Kimley-Horn &Associates Printed 11/28/2023
HydroCAD® 10.20-3c s/n 02344 ©2023 HydroCAD Software Solutions LLC Page 50
Summary for Subcatchment 10S: PRE-DEV DA-3 OFFSITE B
Runoff = 121.96 cfs © 12.55 hrs, Volume= 18.444 af, Depth= 5.23"
Routed to Link 9L : POA 3
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-120.00 hrs, dt= 0.01 hrs
Type II 24-hr 100-Year Rainfall=7.21"
Area (ac) CN Description
* 42.350 83
42.350 100.00% Pervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
57.3 Direct Entry,
Subcatchment 10S: PRE-DEV DA-3 OFFSITE B
Hydrograph
130- 1121.96 cfs I —Runoff
120=
110_ Type II 24-h r
100 1 Q0 Year Rai if II 7.21
90- Runoff Area42. ►50 a
80 R1 no f Volume=1,[8.444 a1f
-
70= Runoff Depth-5.23''
Li 60- Tn=573 D'1n
ON=83
40-
30-
20-
10-
0 5 10 15 20 25 30 35 40 45 50 55 60 65 70 75 80 85 90 95 100 105 110 115 120
Time (hours)

PRE-DEVELOPMENT Type II 24-hr 100-Year Rainfall=7.21"
Prepared by Kimley-Horn &Associates Printed 11/28/2023
HydroCAD®10.20-3c s/n 02344 ©2023 HydroCAD Software Solutions LLC Page 51
Summary for Link 2L: POA 1
Inflow Area = 4.580 ac, 0.00% Impervious, Inflow Depth = 4.67" for 100-Year event
Inflow = 23.01 cfs @ 12.13 hrs, Volume= 1.781 af
Primary = 23.01 cfs @ 12.13 hrs, Volume= 1.781 af, Atten= 0%, Lag= 0.0 min
Primary outflow = Inflow, Time Span= 0.00-120.00 hrs, dt= 0.01 hrs
Link 2L: POA 1
Hydrograph
24- 23.01 cfs —Inflow
—Primary
::i.
Inflow Area=4:580 ac
18-
16-
o
14_
o 12-
10-
8-
6-
4-
2-
0
0 5 10 15 20 25 30 35 40 45 50 55 60 65 70 75 80 85 90 95 100 105 110 115 120
Time (hours)

PRE-DEVELOPMENT Type II 24-hr 100-Year Rainfall=7.21"
Prepared by Kimley-Horn &Associates Printed 11/28/2023
HydroCAD®10.20-3c s/n 02344 ©2023 HydroCAD Software Solutions LLC Page 52
Summary for Link 4L: POA 2
Inflow Area = 116.180 ac, 0.00% Impervious, Inflow Depth = 4.34" for 100-Year event
Inflow = 390.23 cfs @ 12.16 hrs, Volume= 42.012 af
Primary = 390.23 cfs @ 12.16 hrs, Volume= 42.012 af, Atten= 0%, Lag= 0.0 min
Primary outflow = Inflow, Time Span= 0.00-120.00 hrs, dt= 0.01 hrs
Link 4L: POA 2
Hydrograph
420
400: 1390.23 cfs I —Inflow I
_ —Primary
380=
360: ! Inflow Area`116.180 ac
340:
320-E
300;
280
260-E
F. 240;
3 220=
0 200=
LL =
180-E
160=
140:
120: ,
1005 1
80: 1 1 1 i
60=
40=
20=
0 5 10 15 20 25 30 35 40 45 50 55 60 65 70 75 80 85 90 95 100 105 110 115 120
Time (hours)

PRE-DEVELOPMENT Type II 24-hr 100-Year Rainfall=7.21"
Prepared by Kimley-Horn &Associates Printed 11/28/2023
HydroCAD®10.20-3c s/n 02344 ©2023 HydroCAD Software Solutions LLC Page 53
Summary for Link 9L: POA 3
Inflow Area = 145.380 ac, 0.00% Impervious, Inflow Depth = 4.66" for 100-Year event
Inflow = 397.65 cfs @ 12.42 hrs, Volume= 56.425 af
Primary = 397.65 cfs @ 12.42 hrs, Volume= 56.425 af, Atten= 0%, Lag= 0.0 min
Primary outflow = Inflow, Time Span= 0.00-120.00 hrs, dt= 0.01 hrs
Link 9L: POA 3
Hydrograph
440=
420- 1397.65 cfs l —Inflow
400= —Primary
380= Inflow ►
rea=14 .380 ac
360
340=
320= .
3001
280=
260=
=
2401 . . .
3 220-
LL 200=
180-E
160=
140=
120
100-
80
60=
40=20=
0 5 10 15 20 25 30 35 40 45 50 55 60 65 70 75 80 85 90 95 100 105 110 115 120
Time (hours)

PRE-DEVELOPMENT Table of Contents
Prepared by Kimley-Horn &Associates Printed 11/28/2023
HydroCAD® 10.20-3c s/n 02344 ©2023 HydroCAD Software Solutions LLC
TABLE OF CONTENTS
Project Reports
1 Routing Diagram
2 Rainfall Events Listing (selected events)
3 Area Listing (all nodes)
1-Year Event
4 Subcat 1 S: PRE-DEV DA-1 ONSITE
5 Subcat 3S: PRE-DEV DA-2 ONSITE
6 Subcat 5S: PRE-DEV DA-2 OFFSITE A
7 Subcat 6S: PRE-DEV DA-2 OFFSITE B
8 Subcat 7S: PRE-DEV DA-3 ONSITE
9 Subcat 8S: PRE-DEV DA-3 OFFSITE A
10 Subcat 10S: PRE-DEV DA-3 OFFSITE B
11 Link 2L: POA 1
12 Link 4L: POA 2
13 Link 9L: POA 3
10-Year Event
14 Subcat 1 S: PRE-DEV DA-1 ONSITE
15 Subcat 3S: PRE-DEV DA-2 ONSITE
16 Subcat 5S: PRE-DEV DA-2 OFFSITE A
17 Subcat 6S: PRE-DEV DA-2 OFFSITE B
18 Subcat 7S: PRE-DEV DA-3 ONSITE
19 Subcat 8S: PRE-DEV DA-3 OFFSITE A
20 Subcat 10S: PRE-DEV DA-3 OFFSITE B
21 Link 2L: POA 1
22 Link 4L: POA 2
23 Link 9L: POA 3
25-Year Event
24 Subcat 1 S: PRE-DEV DA-1 ONSITE
25 Subcat 3S: PRE-DEV DA-2 ONSITE
26 Subcat 5S: PRE-DEV DA-2 OFFSITE A
27 Subcat 6S: PRE-DEV DA-2 OFFSITE B
28 Subcat 7S: PRE-DEV DA-3 ONSITE
29 Subcat 8S: PRE-DEV DA-3 OFFSITE A
30 Subcat 10S: PRE-DEV DA-3 OFFSITE B
31 Link 2L: POA 1
32 Link 4L: POA 2
33 Link 9L: POA 3
50-Year Event
34 Subcat 1 S: PRE-DEV DA-1 ONSITE
35 Subcat 3S: PRE-DEV DA-2 ONSITE
36 Subcat 5S: PRE-DEV DA-2 OFFSITE A
37 Subcat 6S: PRE-DEV DA-2 OFFSITE B

PRE-DEVELOPMENT Table of Contents
Prepared by Kimley-Horn &Associates Printed 11/28/2023
HydroCAD® 10.20-3c s/n 02344 ©2023 HydroCAD Software Solutions LLC
38 Subcat 7S: PRE-DEV DA-3 ONSITE
39 Subcat 8S: PRE-DEV DA-3 OFFSITE A
40 Subcat 10S: PRE-DEV DA-3 OFFSITE B
41 Link 2L: POA 1
42 Link 4L: POA 2
43 Link 9L: POA 3
100-Year Event
44 Subcat 1 S: PRE-DEV DA-1 ONSITE
45 Subcat 3S: PRE-DEV DA-2 ONSITE
46 Subcat 5S: PRE-DEV DA-2 OFFSITE A
47 Subcat 6S: PRE-DEV DA-2 OFFSITE B
48 Subcat 7S: PRE-DEV DA-3 ONSITE
49 Subcat 8S: PRE-DEV DA-3 OFFSITE A
50 Subcat 10S: PRE-DEV DA-3 OFFSITE B
51 Link 2L: POA 1
52 Link 4L: POA 2
53 Link 9L: POA 3

® POS®A-2
® '® POST-D V DA-2 ONSI E(SCM-2)
OFFSITE (SCM-1)
POSTD-2
POST-D V DA-1 ONSITE E AE(SC ) •
O'.ITE
OFFSITE B
S M2
OFFSITE TEDEVC -3
P -DEVA DA-3
C (S 3) O ITE (SCM-3)
SCM1
•
AT-DOS
DA-3
POST-DEV DA-2 FFSITE B
ONSITE D
13R Q--®
SC 30R
�3
NORTH TREAM A-3 BYPASS PIPE
DEPRESSION POST-DEV DA-2
b ONSITE B
28R
14R 1-® SOUTH TREAM •
POST-DEV DA-2NORTH POST-DEV DA-3
P 2 M TO ONSITE C OFFSITE A_
21
4L 4 ® 9L
---,_ POA 3 POST-DEV DA-3
POA 1 POA 2 POST-DEV DA-2 ONSITE B
OFFSITE C
(Subca) Reach andIN Routing Diagram for POST-DEVELOPMENT
Prepared by Kimley-Horn&Associates, Printed 12/21/2023
HydroCAD®10.20-3c s/n 02344 ©2023 HydroCAD Software Solutions LLC

POST-DEVELOPMENT
Prepared by Kimley-Horn &Associates Printed 12/21/2023
HydroCAD®10.20-3c s/n 02344 ©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-Year Type II 24-hr Default 24.00 1 2.73 2
2 2-Year Type II 24-hr Default 24.00 1 3.30 2
3 10-Year Type II 24-hr Default 24.00 1 4.80 2
4 100-Year Type II 24-hr Default 24.00 1 7.21 2

POST-DEVELOPMENT
Prepared by Kimley-Horn &Associates Printed 12/21/2023
HydroCAD®10.20-3c s/n 02344 ©2023 HydroCAD Software Solutions LLC Page 3
Area Listing (all nodes)
Area CN Description
(acres) (subcatchment-numbers)
1.880 70 (10S)
84.690 76 (11S, 32S)
17.950 97 (12S)
5.860 86 (15S)
20.770 95 (16S)
5.000 80 (17S)
16.310 78 (18S, 19S, 23S, 29S)
36.290 71 (22S)
34.680 93 (25S)
42.350 83 (31S)
265.780 82 TOTAL AREA

POST-DEVELOPMENT Type 1124-hr 1-Year Rainfall=2.73"
Prepared by Kimley-Horn &Associates Printed 12/21/2023
HydroCAD®10.20-3c s/n 02344 ©2023 HydroCAD Software Solutions LLC _ _ Page 4
Time span=0.00-72.00 hrs, dt=0.01 hrs, 7201 points
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN
Reach routing by Stor-Ind+Trans method - Pond routing by Stor-Ind method
Subcatchment 10S: POST-DEV DA-3 OFFSITE C Runoff Area=1.880 ac 0.00% Impervious Runoff Depth=0.57"
Tc=20.8 min CN=70 Runoff=0.96 cfs 0.089 of
Subcatchment 11S: POST-DEV DA-1 ONSITE Runoff Area=1.490 ac 0.00% Impervious Runoff Depth=0.84"
Tc=5.0 min CN=76 Runoff=2.30 cfs 0.104 of
Subcatchment 12S: POST-DEV DA-2 ONSITE E Runoff Area=17.950 ac 0.00% Impervious Runoff Depth=2.39"
Tc=5.0 min CN=97 Runoff=70.00 cfs 3.577 of
Subcatchment 15S: POST-DEV DA-2 OFFSITE C Runoff Area=5.860 ac 0.00% Impervious Runoff Depth=1.43"
Tc=12.0 min CN=86 Runoff=12.07 cfs 0.700 of
Subcatchment 16S: POST-DEV DA-2 ONSITE A Runoff Area=20.770 ac 0.00% Impervious Runoff Depth=2.19"
Tc=5.0 min CN=95 Runoff=77.21 cfs 3.784 af
Subcatchment 17S: POST-DEV DA-2 OFFSITE A Runoff Area=5.000 ac 0.00% Impervious Runoff Depth=1.05"
Tc=44.7 min CN=80 Runoff=3.32 cfs 0.438 of
Subcatchment 18S: POST-DEV DA-2 ONSITE B Runoff Area=5.300 ac 0.00% Impervious Runoff Depth=0.94"
Tc=21.1 min CN=78 Runoff=5.14 cfs 0.416 of
Subcatchment 19S: POST-DEV DA-2 ONSITE C Runoff Area=4.390 ac 0.00% Impervious Runoff Depth=0.94"
Tc=17.6 min CN=78 Runoff=4.76 cfs 0.344 af
Subcatchment 22S: POST-DEV DA-2 OFFSITE B Runoff Area=36.290 ac 0.00% Impervious Runoff Depth=0.61"
Tc=28.9 min CN=71 Runoff=16.27 cfs 1.845 of
Subcatchment 23S: POST-DEV DA-2 ONSITE D Runoff Area=0.780 ac 0.00% Impervious Runoff Depth=0.94"
Tc=5.0 min CN=78 Runoff=1.36 cfs 0.061 af
Subcatchment 25S: POST-DEV DA-3 ONSITE A Runoff Area=34.680 ac 0.00% Impervious Runoff Depth=2.00"
Tc=5.0 min CN=93 Runoff=121.32 cfs 5.771 of
Subcatchment 29S: POST-DEV DA-3 ONSITE B Runoff Area=5.840 ac 0.00% Impervious Runoff Depth=0.94"
Tc=15.0 min CN=78 Runoff=6.92 cfs 0.458 af
Subcatchment 31S: POST-DEV DA-3 OFFSITE B Runoff Area=42.350 ac 0.00% Impervious Runoff Depth=1.23"
Tc=57.3 min CN=83 Runoff=28.19 cfs 4.350 of
Subcatchment 32S: POST-DEV DA-3 OFFSITE ARunoff Area=83.200 ac 0.00% Impervious Runoff Depth=0.84"
Tc=43.2 min CN=76 Runoff=42.93 cfs 5.808 af
Reach 13R: NORTH STREAM DEPRESSION Inflow=47.87 cfs 10.097 af
Oufflow=47.87 cfs 10.097 af
Reach 14R: NORTH STREAM TO POA 2 Inflow=51.90 cfs 10.441 af
Outflow=51.90 cfs 10.441 af

POST-DEVELOPMENT Type 1124-hr 1-Year Rainfall=2.73"
Prepared by Kimley-Horn &Associates Printed 12/21/2023
HydroCAD®10.20-3c s/n 02344 ©2023 HydroCAD Software Solutions LLC _ Page 5
Reach 28R: SOUTH STREAM Inflow=72.93 cfs 16.239 af
Outflow=72.93 cfs 16.239 af
Reach 30R: DA-3 BYPASS PIPE Avg. Flow Depth=0.94' Max Vet=11.75 fps Inflow=28.19 cfs 4.350 af
54.0" Round Pipe n=0.011 L=585.0' S=0.0163'/' Capacity=296.47 cfs Outflow=28.17 cfs 4.350 af
Pond 10P: SCM 2 Peak EIev=790.42' Storage=69,620 cf Inflow=70.00 cfs 3.577 af
Primary=28.99 cfs 3.568 af Secondary=0.00 cfs 0.000 af Outflow=28.99 cfs 3.568 af
Pond 12P: SCM 1 Peak EIev=788.12' Storage=105,379 cf Inflow=77.72 cfs 4.222 af
Outflow=4.63 cfs 4.207 af
Pond 24P: SCM 3 Peak EIev=783.40' Storage=168,174 cf Inflow=121.56 cfs 5.860 af
Primary=3.44 cfs 5.624 af Secondary=0.00 cfs 0.000 af Outflow=3.44 cfs 5.624 af
Link 2L: POA 1 Inflow=2.30 cfs 0.104 af
Primary=2.30 cfs 0.104 af
Link 4L: POA 2 Inflow=61.62 cfs 11.141 af
Primary=61.62 cfs 11.141 af
Link 9L: POA 3 Inflow=72.93 cfs 16.239 af
Primary=72.93 cfs 16.239 af
Total Runoff Area= 265.780 ac Runoff Volume=27.745 af Average Runoff Depth = 1.25"
100.00%Pervious=265.780 ac 0.00%Impervious= 0.000 ac

POST-DEVELOPMENT Type 1124-hr 1-Year Rainfall=2.73"
Prepared by Kimley-Horn &Associates Printed 12/21/2023
HydroCAD® 10.20-3c s/n 02344 ©2023 HydroCAD Software Solutions LLC Page 6
Summary for Subcatchment 10S: POST-DEV DA-3 OFFSITE C (SCM-3)
Runoff = 0.96 cfs © 12.17 hrs, Volume= 0.089 af, Depth= 0.57"
Routed to Pond 24P : SCM 3
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs
Type II 24-hr 1-Year Rainfall=2.73"
Area (ac) CN Description
* 1.880 70
1.880 100.00% Pervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
20.8 Direct Entry,
Subcatchment 10S: POST-DEV DA-3 OFFSITE C (SCM-3)
Hydrograph
1— 0.96 cfs —Runoff
Type II 24-hr
1-Year Rainfall=2.73"
Runoff Area='i .880 ac
- Runoff Volume=0.089 of
Runoff Depth-0.57"
LL
Tc=20.8 min
CN=i0
0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 50 52 54 56 58 60 62 64 66 68 70 72
Time (hours)

POST-DEVELOPMENT Type 1124-hr 1-Year Rainfall=2.73"
Prepared by Kimley-Horn &Associates Printed 12/21/2023
HydroCAD® 10.20-3c s/n 02344 ©2023 HydroCAD Software Solutions LLC Page 7
Summary for Subcatchment 11S: POST-DEV DA-1 ONSITE
Runoff = 2.30 cfs © 11.97 hrs, Volume= 0.104 af, Depth= 0.84"
Routed to Link 2L : POA 1
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs
Type II 24-hr 1-Year Rainfall=2.73"
Area (ac) CN Description
* 1.490 76
1.490 100.00% Pervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
5.0 Direct Entry,
Subcatchment 11S: POST-DEV DA-1 ONSITE
Hydrograph
12.30 cfs i —Runoff
i
Type II 24-hr
2-
1-Year Rainfall=2.73'"
Runoff Area=1 .490 ac
Runoff Volume=0.104 of
Runoff Depth-0.84'"
-
1- Tc=5.Q r:
w'
Cw =76
0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 50 52 54 56 58 60 62 64 66 68 70 72
Time (hours)

POST-DEVELOPMENT Type 1124-hr 1-Year Rainfall=2.73"
Prepared by Kimley-Horn &Associates Printed 12/21/2023
HydroCAD® 10.20-3c s/n 02344 ©2023 HydroCAD Software Solutions LLC Page 8
Summary for Subcatchment 12S: POST-DEV DA-2 ONSITE E (SCM-2)
Runoff = 70.00 cfs © 11.96 hrs, Volume= 3.577 af, Depth= 2.39"
Routed to Pond 10P : SCM 2
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs
Type II 24-hr 1-Year Rainfall=2.73"
Area (ac) CN Description
* 17.950 97
17.950 100.00% Pervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
5.0 Direct Entry,
Subcatchment 12S: POST-DEV DA-2 ONSITE E (SCM-2)
Hydrograph
75
I 70.00 cfs
—Runoff
70-
65= Type 11 *4-hr
60- 1-Year Rainfall= .73t�
55-
50 Runoff Area=i 7,950 ac
45= Runoffme=
� � Votu , 3.571 of
407 Runoff
h:2. 9r�
o
35-
30= F�s=5.O--min
25i C N=97
20
15 -
10
5
0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 50 52 54 56 58 60 62 64 66 68 70 72
Time (hours)

POST-DEVELOPMENT Type 1124-hr 1-Year Rainfall=2.73"
Prepared by Kimley-Horn &Associates Printed 12/21/2023
HydroCAD® 10.20-3c s/n 02344 ©2023 HydroCAD Software Solutions LLC Page 9
Summary for Subcatchment 15S: POST-DEV DA-2 OFFSITE C
Runoff = 12.07 cfs © 12.04 hrs, Volume= 0.700 af, Depth= 1.43"
Routed to Link 4L : POA 2
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs
Type II 24-hr 1-Year Rainfall=2.73"
Area (ac) CN Description
* 5.860 86
5.860 100.00% Pervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
12.0 Direct Entry,
Subcatchment 15S: POST-DEV DA-2 OFFSITE C
Hydrograph
13-
112.07 cis i —Runoff
12-
117 Type 11--*4 hr
10-
1-Year RainfaN-2.73"
Runoff Area=$.800 ac
$- Runoff Volume=0:700 of
N -
Runoffe
7-
a - . , D p ,h=
11 67
57 Tc- 12.0►w--'m-in
4- 1>NF=86
3-
2-
0
0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 50 52 54 56 58 60 62 64 66 68 70 72
Time (hours)

POST-DEVELOPMENT Type 1124-hr 1-Year Rainfall=2.73"
Prepared by Kimley-Horn &Associates Printed 12/21/2023
HydroCAD® 10.20-3c s/n 02344 ©2023 HydroCAD Software Solutions LLC Page 10
Summary for Subcatchment 16S: POST-DEV DA-2 ONSITE A (SCM-1)
Runoff = 77.21 cfs © 11.96 hrs, Volume= 3.784 af, Depth= 2.19"
Routed to Pond 12P : SCM 1
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs
Type II 24-hr 1-Year Rainfall=2.73"
Area (ac) CN Description
* 20.770 95
20.770 100.00% Pervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
5.0 Direct Entry,
Subcatchment 16S: POST-DEV DA-2 ONSITE A (SCM-1)
Hydrograph
85i
80= l 77.21 cfs i —Runoff
75=
Type « 24-h r
65_ r1 Year Rainfall=2 7 11
60
55 I Runoff_Area 5).-
77a--1C
w 50= Runoff me=';3.784
ff�/otu Of
45-
Li
40- Runoff bei?fh=2.19'"
357 Tc=5 Q m:
30 r 25- C w' (�CC
=9a7
20
15
10
5 , L , L L ,
0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 50 52 54 56 58 60 62 64 66 68 70 72
Time (hours)

POST-DEVELOPMENT Type 1124-hr 1-Year Rainfall=2.73"
Prepared by Kimley-Horn &Associates Printed 12/21/2023
HydroCAD® 10.20-3c s/n 02344 ©2023 HydroCAD Software Solutions LLC Page 11
Summary for Subcatchment 17S: POST-DEV DA-2 OFFSITE A (SCM-1)
Runoff = 3.32 cfs © 12.46 hrs, Volume= 0.438 af, Depth= 1.05"
Routed to Pond 12P : SCM 1
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs
Type II 24-hr 1-Year Rainfall=2.73"
Area (ac) CN Description
* 5.000 80
5.000 100.00% Pervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
44.7 Direct Entry,
Subcatchment 17S: POST-DEV DA-2 OFFSITE A (SCM-1)
Hydrograph
3.32 cfs i —Runoff
3- Type. II 24-hr
1-Year Rainfall=2.73'"
Runoff Area=5.000 ac
Runoff Volume=0.438 'f
u
3 Runoff Depth='1.05'"
o
LL Tc=44.7 m i n
CN=80
L ................
0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 50 52 54 56 58 60 62 64 66 68 70 72
Time (hours)

POST-DEVELOPMENT Type 1124-hr 1-Year Rainfall=2.73"
Prepared by Kimley-Horn &Associates Printed 12/21/2023
HydroCAD® 10.20-3c s/n 02344 ©2023 HydroCAD Software Solutions LLC Page 12
Summary for Subcatchment 18S: POST-DEV DA-2 ONSITE B
Runoff = 5.14 cfs © 12.15 hrs, Volume= 0.416 af, Depth= 0.94"
Routed to Reach 13R : NORTH STREAM DEPRESSION
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs
Type II 24-hr 1-Year Rainfall=2.73"
Area (ac) CN Description
* 5.300 78
5.300 100.00% Pervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
21.1 Direct Entry,
Subcatchment 18S: POST-DEV DA-2 ONSITE B
Hydrograph
15.14 cfs i —Runoff
5
Type II 24-hr
1-Year Rainfall=2.73'1
4-
un
Roff Area=5.300 ac
w = Runoff Volume,=0.416 of
3
Runoff Depth-O.941"
LL
Tc=21 .1 m i n
2-
CN=18
1
0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 50 52 54 56 58 60 62 64 66 68 70 72
Time (hours)

POST-DEVELOPMENT Type 1124-hr 1-Year Rainfall=2.73"
Prepared by Kimley-Horn &Associates Printed 12/21/2023
HydroCAD® 10.20-3c s/n 02344 ©2023 HydroCAD Software Solutions LLC Page 13
Summary for Subcatchment 19S: POST-DEV DA-2 ONSITE C
Runoff = 4.76 cfs © 12.11 hrs, Volume= 0.344 af, Depth= 0.94"
Routed to Reach 14R : NORTH STREAM TO POA 2
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs
Type II 24-hr 1-Year Rainfall=2.73"
Area (ac) CN Description
* 4.390 78
4.390 100.00% Pervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
17.6 Direct Entry,
Subcatchment 19S: POST-DEV DA-2 ONSITE C
Hydrograph
5— 4.76 cfs —Runoff
- Type II 24-hr
4- 1-Year Rainfall=2.73
Runoff Area=4.390 ac
E 3— off VoIu ne Run' -0.344 Of
- Runoff Depth-0.94'
0
2- Tc=1.7.6 -min.
CN=78
1-
0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 50 52 54 56 58 60 62 64 66 68 70 72
Time (hours)

POST-DEVELOPMENT Type 1124-hr 1-Year Rainfall=2.73"
Prepared by Kimley-Horn &Associates Printed 12/21/2023
HydroCAD® 10.20-3c s/n 02344 ©2023 HydroCAD Software Solutions LLC Page 14
Summary for Subcatchment 22S: POST-DEV DA-2 OFFSITE B
Runoff = 16.27 cfs © 12.27 hrs, Volume= 1.845 af, Depth= 0.61"
Routed to Reach 13R : NORTH STREAM DEPRESSION
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs
Type II 24-hr 1-Year Rainfall=2.73"
Area (ac) CN Description
* 36.290 71
36.290 100.00% Pervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
28.9 Direct Entry,
Subcatchment 22S: POST-DEV DA-2 OFFSITE B
Hydrograph
18-
17= 1 16.27 cfs —Runoff
16=
_ Type h
157
13 1-Year Rainfall=2 73"
12_ Runoff Area=86.29 ac
11=
! Runoff Volume=1.845 of
0• 10=
97 Runoff Depth 0.61"
LL 8= T
7= o- 28.9 min
5=
C 1',\ /�, 1
4
3
2
0 M i
0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 50 52 54 56 58 60 62 64 66 68 70 72
Time (hours)

POST-DEVELOPMENT Type 1124-hr 1-Year Rainfall=2.73"
Prepared by Kimley-Horn &Associates Printed 12/21/2023
HydroCAD® 10.20-3c s/n 02344 ©2023 HydroCAD Software Solutions LLC Page 15
Summary for Subcatchment 23S: POST-DEV DA-2 ONSITE D
Runoff = 1.36 cfs © 11.97 hrs, Volume= 0.061 af, Depth= 0.94"
Routed to Reach 13R : NORTH STREAM DEPRESSION
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs
Type II 24-hr 1-Year Rainfall=2.73"
Area (ac) CN Description
* 0.780 78
0.780 100.00% Pervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
5.0 Direct Entry,
Subcatchment 23S: POST-DEV DA-2 ONSITE D
Hydrograph
1.36 cfs —Runoff
Type II 24-hr
1-Year Rainfall=2.73'"
1- Runoff Area=O.780 ac
Runoff Volume=0.061 af
Runoff Depth=0.94'"
0
Tc=5.0 min
CN=78
i
0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 50 52 54 56 58 60 62 64 66 68 70 72
Time (hours)

POST-DEVELOPMENT Type 1124-hr 1-Year Rainfall=2.73"
Prepared by Kimley-Horn &Associates Printed 12/21/2023
HydroCAD® 10.20-3c s/n 02344 ©2023 HydroCAD Software Solutions LLC Page 16
Summary for Subcatchment 25S: POST-DEV DA-3 ONSITE A (SCM-3)
Runoff = 121.32 cfs © 11.96 hrs, Volume= 5.771 af, Depth= 2.00"
Routed to Pond 24P : SCM 3
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs
Type II 24-hr 1-Year Rainfall=2.73"
Area (ac) CN Description
* 34.680 93
34.680 100.00% Pervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
5.0 Direct Entry,
Subcatchment 25S: POST-DEV DA-3 ONSITE A (SCM-3)
Hydrograph
130-
121.32 cfs I —Runoff
r
1207 . . L . . L
=1107 , . , , , l-ype.- --h44 it
1007 1--Year--Rai nfal-I=2.73"
90= Runoff-Area -
$°= Runoff Volume=5.771 Of
- Riunoff Depth=2.00'"
. . Tc 5.Q rrOn
30 f
20 , ,
10
0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 50 52 54 56 58 60 62 64 66 68 70 72
Time (hours)

POST-DEVELOPMENT Type 1124-hr 1-Year Rainfall=2.73"
Prepared by Kimley-Horn &Associates Printed 12/21/2023
HydroCAD® 10.20-3c s/n 02344 ©2023 HydroCAD Software Solutions LLC Page 17
Summary for Subcatchment 29S: POST-DEV DA-3 ONSITE B
Runoff = 6.92 cfs © 12.08 hrs, Volume= 0.458 af, Depth= 0.94"
Routed to Reach 28R : SOUTH STREAM
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs
Type II 24-hr 1-Year Rainfall=2.73"
Area (ac) CN Description
* 5.840 78
5.840 100.00% Pervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
15.0 Direct Entry,
Subcatchment 29S: POST-DEV DA-3 ONSITE B
Hydrograph
16.92 cfs I —Runoff
7-
Type II 24-hr
1-Year Rainfall=2.73"
Runoff Area:
- . . 84a ac
5- �
= Runoff Volume,=0.458 Of
Ruoff De
3 4-
LL pth=0.94'"
Tc=15.8---rr�-"
3 Fn.
CIN= 8
2-
1
0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 50 52 54 56 58 60 62 64 66 68 70 72
Time (hours)

POST-DEVELOPMENT Type 1124-hr 1-Year Rainfall=2.73"
Prepared by Kimley-Horn &Associates Printed 12/21/2023
HydroCAD® 10.20-3c s/n 02344 ©2023 HydroCAD Software Solutions LLC Page 18
Summary for Subcatchment 31S: POST-DEV DA-3 OFFSITE B
Runoff = 28.19 cfs © 12.61 hrs, Volume= 4.350 af, Depth= 1.23"
Routed to Reach 30R : DA-3 BYPASS PIPE
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs
Type II 24-hr 1-Year Rainfall=2.73"
Area (ac) CN Description
* 42.350 83
42.350 100.00% Pervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
57.3 Direct Entry,
Subcatchment 31S: POST-DEV DA-3 OFFSITE B
Hydrograph
30= I 28.19 cfs —Runoff
28=
Type 1124-
24- 1-Year Ra'nfaW=-2.73rr
22 Runoff Area=42.= 35� Oc
20=
w 1
Runoff VolOrne:=43$0 Of
- Ill Runoff�re ` A�i
3 16- 1. "
0 ,
14-
12 , c=57.3
10= C 141�4Z 8
8-
6
2
0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 50 52 54 56 58 60 62 64 66 68 70 72
Time (hours)

POST-DEVELOPMENT Type 1124-hr 1-Year Rainfall=2.73"
Prepared by Kimley-Horn &Associates Printed 12/21/2023
HydroCAD® 10.20-3c s/n 02344 ©2023 HydroCAD Software Solutions LLC Page 19
Summary for Subcatchment 32S: POST-DEV DA-3 OFFSITE A
Runoff = 42.93 cfs © 12.43 hrs, Volume= 5.808 af, Depth= 0.84"
Routed to Reach 28R : SOUTH STREAM
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs
Type II 24-hr 1-Year Rainfall=2.73"
Area (ac) CN Description
* 83.200 76
83.200 100.00% Pervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
43.2 Direct Entry,
Subcatchment 32S: POST-DEV DA-3 OFFSITE A
Hydrograph
48=
461
44= 142.93 cfs —Runoff
42 I h
40; / ,
Type II 44-hr
38-
361 1 Year Rainfall=2.7 "
341
32= Runoff Area=83.20O ac
30=
Runoff-V'Otume_5:808 -af
28=
0 26=
3 22= Runoff D' h=0� 4"
20= k
=43.2 -111 in
18- �
16= r
14= N� =-;
12_
10
8
6
4
2
0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 50 52 54 56 58 60 62 64 66 68 70 72
Time (hours)

POST-DEVELOPMENT Type 1124-hr 1-Year Rainfall=2.73"
Prepared by Kimley-Horn &Associates Printed 12/21/2023
HydroCAD® 10.20-3c s/n 02344 ©2023 HydroCAD Software Solutions LLC Page 20
Summary for Reach 13R: NORTH STREAM DEPRESSION
Inflow Area = 86.090 ac, 0.00% Impervious, Inflow Depth > 1.41" for 1-Year event
Inflow = 47.87 cfs © 12.20 hrs, Volume= 10.097 af
Outflow = 47.87 cfs © 12.20 hrs, Volume= 10.097 af, Atten= 0%, Lag= 0.0 min
Routed to Reach 14R : NORTH STREAM TO POA 2
Routing by Stor-Ind+Trans method, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs
Reach 13R: NORTH STREAM DEPRESSION
Hydrograph
50- 1 47.87 cfs , —Inflow
I —Outflow
45- ( =-
Inflow Area-&6.f98 ac
40
35-
30-
0 25-
20
15-
10-
5-
0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 50 52 54 56 58 60 62 64 66 68 70 72
Time (hours)

POST-DEVELOPMENT Type 1124-hr 1-Year Rainfall=2.73"
Prepared by Kimley-Horn &Associates Printed 12/21/2023
HydroCAD® 10.20-3c s/n 02344 ©2023 HydroCAD Software Solutions LLC Page 21
Summary for Reach 14R: NORTH STREAM TO POA 2
Inflow Area = 90.480 ac, 0.00% Impervious, Inflow Depth > 1.38" for 1-Year event
Inflow = 51.90 cfs @ 12.17 hrs, Volume= 10.441 af
Outflow = 51.90 cfs @ 12.17 hrs, Volume= 10.441 af, Atten= 0%, Lag= 0.0 min
Routed to Link 4L : POA 2
Routing by Stor-Ind+Trans method, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs
Reach 14R: NORTH STREAM TO POA 2
Hydrograph
55_ 1 51.90 cfs C Inflow
—Outflow
50-
Inflow Area=90.480 ac
45-
40- ----, , . . ,
35- , . . ,
30-
3 -
o -
u. 25-
20-
15-
5- , . . ,
0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 50 52 54 56 58 60 62 64 66 68 70 72
Time (hours)

POST-DEVELOPMENT Type 1124-hr 1-Year Rainfall=2.73"
Prepared by Kimley-Horn &Associates Printed 12/21/2023
HydroCAD® 10.20-3c s/n 02344 ©2023 HydroCAD Software Solutions LLC Page 22
Summary for Reach 28R: SOUTH STREAM
Inflow Area = 167.950 ac, 0.00% Impervious, Inflow Depth > 1.16" for 1-Year event
Inflow = 72.93 cfs © 12.51 hrs, Volume= 16.239 af
Outflow = 72.93 cfs © 12.51 hrs, Volume= 16.239 af, Atten= 0%, Lag= 0.0 min
Routed to Link 9L : POA 3
Routing by Stor-Ind+Trans method, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs
Reach 28R: SOUTH STREAM
Hydrograph
80
75 72.93 cfs Inflow
—Outflow
70
Inflow Area=157.95-O ac
65
60
55
50
.: 45
3 40
u. 35
30
25
20
15
10
5
0
-
0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 50 52 54 56 58 60 62 64 66 68 70 72
Time (hours)

POST-DEVELOPMENT Type 1124-hr 1-Year Rainfall=2.73"
Prepared by Kimley-Horn &Associates Printed 12/21/2023
HydroCAD® 10.20-3c s/n 02344 ©2023 HydroCAD Software Solutions LLC Page 23
Summary for Reach 30R: DA-3 BYPASS PIPE
Inflow Area = 42.350 ac, 0.00% Impervious, Inflow Depth = 1.23" for 1-Year event
Inflow = 28.19 cfs @ 12.61 hrs, Volume= 4.350 af
Outflow = 28.17 cfs @ 12.63 hrs, Volume= 4.350 af, Atten= 0%, Lag= 1.3 min
Routed to Reach 28R : SOUTH STREAM
Routing by Stor-Ind+Trans method, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs
Max. Velocity= 11.75 fps, Min. Travel Time= 0.8 min
Avg. Velocity = 4.86 fps, Avg. Travel Time= 2.0 min
Peak Storage= 1,403 cf @ 12.61 hrs
Average Depth at Peak Storage= 0.94' , Surface Width= 3.65'
Bank-Full Depth= 4.50' Flow Area= 15.9 sf, Capacity= 296.47 cfs
54.0" Round Pipe
n= 0.011 Concrete pipe, straight& clean
Length= 585.0' Slope= 0.0163 '/'
Inlet Invert= 788.52', Outlet Invert= 779.00'
Reach 30R: DA-3 BYPASS PIPE
Hydrograph
30= 28.17 cfs —Inflow
287 I! —Outflow
26= I rlf low>Area=42.350 OP
24- I Avg. Plow Depth=0.94+
22= -1 Max Vel T.
75 fps
20- . . 54��,J�i
^ 18-
�1
Rb1nd-Pfpe-
3
0.01-1
127
107 L=585 0,
8 S=0.0163 •I�
6 Clpaci ty 2g6.47 cfs
0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 50 52 54 56 58 60 62 64 66 68 70 72
Time (hours)

POST-DEVELOPMENT Type 1124-hr 1-Year Rainfall=2.73"
Prepared by Kimley-Horn &Associates Printed 12/21/2023
HydroCAD®10.20-3c s/n 02344 ©2023 HydroCAD Software Solutions LLC Page 24
Summary for Pond 10P: SCM 2
Inflow Area = 17.950 ac, 0.00% Impervious, Inflow Depth = 2.39" for 1-Year event
Inflow = 70.00 cfs @ 11.96 hrs, Volume= 3.577 af
Outflow = 28.99 cfs @ 12.05 hrs, Volume= 3.568 af, Atten= 59%, Lag= 5.7 min
Primary = 28.99 cfs @ 12.05 hrs, Volume= 3.568 af
Routed to Reach 13R : NORTH STREAM DEPRESSION
Secondary= 0.00 cfs @ 0.00 hrs, Volume= 0.000 af
Routed to Reach 13R : NORTH STREAM DEPRESSION
Routing by Stor-Ind method, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs
Peak Elev= 790.42' @ 12.05 hrs Surf.Area= 20,290 sf Storage= 69,620 cf
Plug-Flow detention time= 327.7 min calculated for 3.568 af(100% of inflow)
Center-of-Mass det. time= 326.0 min ( 1,091.7- 765.7 )
Volume Invert Avail.Storage Storage Description
#1 786.00' 129,160 cf Custom Stage Data(Prismatic) Listed below (Recalc)
Elevation Surf.Area Inc.Store Cum.Store
(feet) (sq-ft) (cubic-feet) (cubic-feet)
786.00 11,400 0 0
787.00 13,294 12,347 12,347
788.00 15,260 14,277 26,624
789.00 17,290 16,275 42,899
790.00 19,385 18,338 61,237
791.00 21,526 20,456 81,692
792.00 23,720 22,623 104,315
793.00 25,970 24,845 129,160
Device Routing Invert Outlet Devices
#1 Primary 783.50' 36.0" Round Culvert L= 67.0' Ke= 0.200
Inlet/Outlet Invert= 783.50'/780.00' S= 0.0522 '/' Cc= 0.900
n= 0.011, Flow Area= 7.07 sf
#2 Device 1 786.00' Special &User-Defined
Head (feet) 0.00 1.00 2.00 3.00 4.00 5.00 6.00
Disch. (cfs) 0.000 0.318 0.446 0.573 0.700 0.828 0.955
#3 Device 1 788.20' 48.0"W x 12.0" H Vert. Orifice/Grate C= 0.600
Limited to weir flow at low heads
#4 Device 1 790.20' 36.0"W x 12.0" H Vert. Orifice/Grate X 3.00 C= 0.600
Limited to weir flow at low heads
#5 Device 1 791.50' 72.0" x 72.0" Horiz. Orifice/Grate C= 0.600
Limited to weir flow at low heads
#6 Secondary 792.50' 40.0' long +3.0 '/' SideZ x 25.0' 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) 2.68 2.70 2.70 2.64 2.63 2.64 2.64 2.63

POST-DEVELOPMENT Type 1124-hr 1-Year Rainfall=2.73"
Prepared by Kimley-Horn &Associates Printed 12/21/2023
HydroCAD® 10.20-3c sin 02344 ©2023 HydroCAD Software Solutions LLC Page 25
Primary OutFlow Max=28.95 cfs @ 12.05 hrs HW=790.42' (Free Discharge)
4-1=Culvert (Passes 28.95 cfs of 99.06 cfs potential flow)
2=Special & User-Defined (Custom Controls 0.75 cfs)
44
3=Orifice/Grate (Orifice Controls 25.18 cfs @ 6.30 fps)
=Orifice/Grate (Orifice Controls 3.02 cfs @ 1.51 fps)
5=Orifice/Grate ( Controls 0.00 cfs)
Secondary OutFlow Max=0.00 cfs @ 0.00 hrs HW=786.00' (Free Discharge)
4-6=Broad-Crested Rectangular Weir ( Controls 0.00 cfs)
Pond 10P: SCM 2
Hydrograph
75- I I
170.00 cfs I —Inflow
70= t L r —Outflow
Inflow--Area` 17 950--at —Primary
65= � Secondary
60- Peak Elev 79O 42'
::ii
StOiageiT'6v►j620 irf
w 45
u
40- ,
-
° 35=
128.99 cfs I
30-
25= ,
20-
15=
10-
0.00 cfs
0
0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 50 52 54 56 58 60 62 64 66 68 70 72
Time (hours)

POST-DEVELOPMENT Type 1124-hr 1-Year Rainfall=2.73"
Prepared by Kimley-Horn &Associates Printed 12/21/2023
HydroCAD®10.20-3c s/n 02344 ©2023 HydroCAD Software Solutions LLC Page 26
Summary for Pond 12P: SCM 1
Inflow Area = 25.770 ac, 0.00% Impervious, Inflow Depth = 1.97" for 1-Year event
Inflow = 77.72 cfs @ 11.96 hrs, Volume= 4.222 af
Outflow = 4.63 cfs @ 13.08 hrs, Volume= 4.207 af, Atten= 94%, Lag= 67.5 min
Primary = 4.63 cfs @ 13.08 hrs, Volume= 4.207 af
Routed to Reach 13R : NORTH STREAM DEPRESSION
Routing by Stor-Ind method, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs
Peak Elev= 788.12' @ 13.08 hrs Surf.Area= 37,307 sf Storage= 105,379 cf
Plug-Flow detention time= 442.4 min calculated for 4.207 af(100% of inflow)
Center-of-Mass det. time= 440.0 min ( 1,232.4- 792.4 )
Volume Invert Avail.Storage Storage Description
#1 785.00' 268,196 cf Custom Stage Data(Prismatic) Listed below (Recalc)
Elevation Surf.Area Inc.Store Cum.Store
(feet) (sq-ft) (cubic-feet) (cubic-feet)
785.00 30,293 0 0
786.00 32,482 31,388 31,388
787.00 34,718 33,600 64,988
788.00 37,020 35,869 100,857
789.00 39,378 38,199 139,056
790.00 41,792 40,585 179,641
791.00 44,264 43,028 222,669
792.00 46,791 45,528 268,196
Device Routing Invert Outlet Devices
#1 Primary 782.50' 36.0" Round Culvert L= 158.0' Ke= 0.200
Inlet/Outlet Invert= 782.50'/779.00' S= 0.0222 '/' Cc= 0.900
n= 0.011 Concrete pipe, straight&clean, Flow Area= 7.07 sf
#2 Device 1 785.00' Special &User-Defined
Head (feet) 0.00 1.00 2.00 3.00 4.00 5.00 6.00
Disch. (cfs) 0.000 0.725 1.015 1.305 1.594 1.884 2.174
#3 Device 1 786.00' 12.0"W x 6.0" H Vert. Orifice/Grate C= 0.600
Limited to weir flow at low heads
#4 Device 1 789.00' 48.0"W x 12.0" H Vert. Orifice/Grate X 2.00 C= 0.600
Limited to weir flow at low heads
#5 Device 1 791.00' 60.0" x 60.0" Horiz. Orifice/Grate C= 0.600
Limited to weir flow at low heads
Primary OutFlow Max=4.63 cfs @ 13.08 hrs HW=788.12' (Free Discharge)
L=Culvert (Passes 4.63 cfs of 86.37 cfs potential flow)
-2=Special &User-Defined (Custom Controls 1.34 cfs)
-3=Orifice/Grate (Orifice Controls 3.29 cfs @ 6.58 fps)
-4=Orifice/Grate ( Controls 0.00 cfs)
-5=Orifice/Grate ( Controls 0.00 cfs)

POST-DEVELOPMENT Type 1124-hr 1-Year Rainfall=2.73"
Prepared by Kimley-Horn &Associates Printed 12/21/2023
HydroCAD® 10.20-3c s/n 02344 ©2023 HydroCAD Software Solutions LLC _ Page 27
Pond 12P: SCM 1
Hydrograph
85- -
i 77.72 cfs r_ -Inflow
80= —Primary
liTfloliv Area= 5'.•770arc.
65= Peak Elev=78-8.12'
55= Storage`1-05,379---c
w 50=
45=
3 =
O 40-
LL
35=
30= , , „ ,
25=
20
15 (
10 4.663 cfs
5
0
0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 50 52 54 56 58 60 62 64 66 68 70 72
Time (hours)

POST-DEVELOPMENT Type 1124-hr 1-Year Rainfall=2.73"
Prepared by Kimley-Horn &Associates Printed 12/21/2023
HydroCAD®10.20-3c s/n 02344 ©2023 HydroCAD Software Solutions LLC Page 28
Summary for Pond 24P: SCM 3
Inflow Area = 36.560 ac, 0.00% Impervious, Inflow Depth = 1.92" for 1-Year event
Inflow = 121.56 cfs @ 11.96 hrs, Volume= 5.860 of
Outflow = 3.44 cfs @ 14.04 hrs, Volume= 5.624 af, Atten= 97%, Lag= 124.9 min
Primary = 3.44 cfs @ 14.04 hrs, Volume= 5.624 af
Routed to Reach 28R : SOUTH STREAM
Secondary= 0.00 cfs @ 0.00 hrs, Volume= 0.000 af
Routed to Reach 28R : SOUTH STREAM
Routing by Stor-Ind method, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs
Peak Elev= 783.40' @ 14.04 hrs Surf.Area= 123,035 sf Storage= 168,174 cf
Plug-Flow detention time= 902.4 min calculated for 5.623 af(96% of inflow)
Center-of-Mass det. time= 878.8 min ( 1,674.6- 795.8 )
Volume Invert Avail.Storage Storage Description
#1 782.00' 502,747 cf Custom Stage Data(Prismatic) Listed below (Recalc)
Elevation Surf.Area Inc.Store Cum.Store
(feet) (sq-ft) (cubic-feet) (cubic-feet)
782.00 116,983 0 0
783.00 121,285 119,134 119,134
784.00 125,644 123,465 242,599
785.00 130,060 127,852 370,451
786.00 134,532 132,296 502,747
Device Routing Invert Outlet Devices
#1 Primary 778.00' 30.0" Round Culvert L= 195.0' Ke= 0.500
Inlet/Outlet Invert= 778.00'/777.02' S= 0.0050'/' Cc= 0.900
n= 0.013, Flow Area= 4.91 sf
#2 Device 1 782.00' Special &User-Defined
Head (feet) 0.00 1.00 2.00 3.00 4.00 5.00
Disch. (cfs) 0.000 1.735 2.603 3.470 4.338 5.206
#3 Device 1 783.00' 20.0"W x 6.0" H Vert. Orifice/Grate C= 0.600
Limited to weir flow at low heads
#4 Device 1 784.50' 72.0"W x 6.0" H Vert. Orifice/Grate X 3.00 C= 0.600
Limited to weir flow at low heads
#5 Device 1 785.00' 96.0" x 96.0" Horiz. Orifice/Grate C= 0.600
Limited to weir flow at low heads
#6 Secondary 785.75' 30.0' long x 15.0' 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) 2.68 2.70 2.70 2.64 2.63 2.64 2.64 2.63

POST-DEVELOPMENT Type 1124-hr 1-Year Rainfall=2.73"
Prepared by Kimley-Horn &Associates Printed 12/21/2023
HydroCAD® 10.20-3c s/n 02344 ©2023 HydroCAD Software Solutions LLC Page 29
Primary OutFlow Max=3.44 cfs @ 14.04 hrs HW=783.40' (Free Discharge)
t1=Culvert (Passes 3.44 cfs of 42.69 cfs potential flow)
2=Special &User-Defined (Custom Controls 2.08 cfs)
3=Orifice/Grate (Orifice Controls 1.36 cfs @ 2.03 fps)
-Orifice/Grate ( Controls 0.00 cfs)
=Orifice/Grate ( Controls 0.00 cfs)
Secondary OutFlow Max=0.00 cfs @ 0.00 hrs HW=782.00' (Free Discharge)
t6=Broad-Crested Rectangular Weir ( Controls 0.00 cfs)
Pond 24P: SCM 3
Hydrograph
130_ 121.56 cfs i
Inflow
i —Outflow
120= —Primary
Inflow Area=36.560.-ac. —Secondary
110= C *� An
100= Peak TG-Iev-=783.40'----
tarage=1 68,'I 74 cf
80= <
N _
V
70_
3
0
1L 60_
50-
40 .
30-
20=
n- 13.44 cfs I
10.00 cfs I
0 .. ... ... .I
0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 50 52 54 56 58 60 62 64 66 68 70 72
Time (hours)

POST-DEVELOPMENT Type 1124-hr 1-Year Rainfall=2.73"
Prepared by Kimley-Horn &Associates Printed 12/21/2023
HydroCAD®10.20-3c s/n 02344 ©2023 HydroCAD Software Solutions LLC Page 30
Summary for Link 2L: POA 1
Inflow Area = 1.490 ac, 0.00% Impervious, Inflow Depth = 0.84" for 1-Year event
Inflow = 2.30 cfs @ 11.97 hrs, Volume= 0.104 of
Primary = 2.30 cfs @ 11.97 hrs, Volume= 0.104 af, Atten= 0%, Lag= 0.0 min
Primary outflow = Inflow, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs
Link 2L: POA 1
Hydrograph
I2.30 cfs I —Inflow
i —Primary
Inflow Area=1 .490 ac
2-
-
3
0
LL
p
0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 50 52 54 56 58 60 62 64 66 68 70 72
Time (hours)

POST-DEVELOPMENT Type 1124-hr 1-Year Rainfall=2.73"
Prepared by Kimley-Horn &Associates Printed 12/21/2023
HydroCAD®10.20-3c s/n 02344 ©2023 HydroCAD Software Solutions LLC Page 31
Summary for Link 4L: POA 2
Inflow Area = 96.340 ac, 0.00% Impervious, Inflow Depth > 1.39" for 1-Year event
Inflow = 61.62 cfs @ 12.08 hrs, Volume= 11.141 af
Primary = 61.62 cfs @ 12.08 hrs, Volume= 11.141 af, Atten= 0%, Lag= 0.0 min
Primary outflow = Inflow, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs
Link 4L: POA 2
Hydrograph
65 1 61.62 cfs —Inflow
1—Primary
::.
Inflow Area=96.340 ac
50-
45-
40-
a =
3 35
0
LL 30-
25-
20_
15-
10-
5=
O
0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 50 52 54 56 58 60 62 64 66 68 70 72
Time (hours)

POST-DEVELOPMENT Type 1124-hr 1-Year Rainfall=2.73"
Prepared by Kimley-Horn &Associates Printed 12/21/2023
HydroCAD®10.20-3c s/n 02344 ©2023 HydroCAD Software Solutions LLC Page 32
Summary for Link 9L: POA 3
Inflow Area = 167.950 ac, 0.00% Impervious, Inflow Depth > 1.16" for 1-Year event
Inflow = 72.93 cfs @ 12.51 hrs, Volume= 16.239 af
Primary = 72.93 cfs @ 12.51 hrs, Volume= 16.239 af, Atten= 0%, Lag= 0.0 min
Primary outflow = Inflow, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs
Link 9L: POA 3
Hydrograph
80=
75 72.93 cfs I —Inflow
—Primaryl
70=
Inflow Area=167.950 ac
65=
60
55=
50-
45=
40=
o
u 35
30=
25-
20
15
10
0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 50 52 54 56 58 60 62 64 66 68 70 72
Time (hours)

POST-DEVELOPMENT Type 1124-hr 2-Year Rainfall=3.30"
Prepared by Kimley-Horn &Associates Printed 12/21/2023
HydroCAD®10.20-3c s/n 02344 ©2023 HydroCAD Software Solutions LLC _ _ Page 33
Time span=0.00-72.00 hrs, dt=0.01 hrs, 7201 points
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN
Reach routing by Stor-Ind+Trans method - Pond routing by Stor-Ind method
Subcatchment 10S: POST-DEV DA-3 OFFSITE C Runoff Area=1.880 ac 0.00% Impervious Runoff Depth=0.89"
Tc=20.8 min CN=70 Runoff=1.64 cfs 0.139 of
Subcatchment 11S: POST-DEV DA-1 ONSITE Runoff Area=1.490 ac 0.00% Impervious Runoff Depth=1.22"
Tc=5.0 min CN=76 Runoff=3.39 cfs 0.152 of
Subcatchment 12S: POST-DEV DA-2 ONSITE E Runoff Area=17.950 ac 0.00% Impervious Runoff Depth=2.96"
Tc=5.0 min CN=97 Runoff=85.41 cfs 4.421 af
Subcatchment 15S: POST-DEV DA-2 OFFSITE C Runoff Area=5.860 ac 0.00% Impervious Runoff Depth=1.92"
Tc=12.0 min CN=86 Runoff=16.11 cfs 0.939 of
Subcatchment 16S: POST-DEV DA-2 ONSITE A Runoff Area=20.770 ac 0.00% Impervious Runoff Depth=2.74"
Tc=5.0 min CN=95 Runoff=95.37 cfs 4.747 of
Subcatchment 17S: POST-DEV DA-2 OFFSITE A Runoff Area=5.000 ac 0.00% Impervious Runoff Depth=1.48"
Tc=44.7 min CN=80 Runoff=4.78 cfs 0.616 of
Subcatchment 18S: POST-DEV DA-2 ONSITE B Runoff Area=5.300 ac 0.00% Impervious Runoff Depth=1.35"
Tc=21.1 min CN=78 Runoff=7.55 cfs 0.595 of
Subcatchment 19S: POST-DEV DA-2 ONSITE C Runoff Area=4.390 ac 0.00% Impervious Runoff Depth=1.35"
Tc=17.6 min CN=78 Runoff=6.96 cfs 0.493 af
Subcatchment 22S: POST-DEV DA-2 OFFSITE B Runoff Area=36.290 ac 0.00% Impervious Runoff Depth=0.94"
Tc=28.9 min CN=71 Runoff=27.25 cfs 2.839 af
Subcatchment 23S: POST-DEV DA-2 ONSITE D Runoff Area=0.780 ac 0.00% Impervious Runoff Depth=1.35"
Tc=5.0 min CN=78 Runoff=1.96 cfs 0.088 of
Subcatchment 25S: POST-DEV DA-3 ONSITE A Runoff Area=34.680 ac 0.00% Impervious Runoff Depth=2.54"
Tc=5.0 min CN=93 Runoff=152.02 cfs 7.346 of
Subcatchment 29S: POST-DEV DA-3 ONSITE B Runoff Area=5.840 ac 0.00% Impervious Runoff Depth=1.35"
Tc=15.0 min CN=78 Runoff=10.10 cfs 0.656 of
Subcatchment 31S: POST-DEV DA-3 OFFSITE B Runoff Area=42.350 ac 0.00% Impervious Runoff Depth=1.69"
Tc=57.3 min CN=83 Runoff=39.24 cfs 5.970 of
Subcatchment 32S: POST-DEV DA-3 OFFSITE ARunoff Area=83.200 ac 0.00% Impervious Runoff Depth=1.22"
Tc=43.2 min CN=76 Runoff=65.53 cfs 8.473 af
Reach 13R: NORTH STREAM DEPRESSION Inflow=70.37 cfs 13.281 af
Outflow=70.37 cfs 13.281 af
Reach 14R: NORTH STREAM TO POA 2 Inflow=77.10 cfs 13.774 af
Out low=77.10 cfs 13.774 af

POST-DEVELOPMENT Type 1124-hr 2-Year Rainfall=3.30"
Prepared by Kimley-Horn &Associates Printed 12/21/2023
HydroCAD®10.20-3c s/n 02344 ©2023 HydroCAD Software Solutions LLC _ Page 34
Reach 28R: SOUTH STREAM Inflow=107.86 cfs 22.322 af
Outflow=107.86 cfs 22.322 af
Reach 30R: DA-3 BYPASS PIPE Avg. Flow Depth=1.11' Max Vet=12.93 fps Inflow=39.24 cfs 5.970 af
54.0" Round Pipe n=0.011 L=585.0' S=0.0163'/' Capacity=296.47 cfs Outflow=39.23 cfs 5.970 af
Pond 10P: SCM 2 Peak EIev=790.88' Storage=79,033 cf Inflow=85.41 cfs 4.421 af
Primary=45.22 cfs 4.412 af Secondary=0.00 cfs 0.000 af Outflow=45.22 cfs 4.412 af
Pond 12P: SCM 1 Peak EIev=788.92' Storage=135,843 cf Inflow=96.23 cfs 5.364 af
Outflow=5.50 cfs 5.347 af
Pond 24P: SCM 3 Peak EIev=783.74' Storage=210,095 cf Inflow=152.57 cfs 7.485 af
Primary=5.15 cfs 7.223 af Secondary=0.00 cfs 0.000 af Outflow=5.15 cfs 7.223 af
Link 2L: POA 1 Inflow=3.39 cfs 0.152 af
Primary=3.39 cfs 0.152 af
Link 4L: POA 2 Inflow=92.48 cfs 14.712 af
Primary=92.48 cfs 14.712 af
Link 9L: POA 3 Inflow=107.86 cfs 22.322 af
Primary=107.86 cfs 22.322 af
Total Runoff Area= 265.780 ac Runoff Volume=37.474 af Average Runoff Depth = 1.69"
100.00%Pervious=265.780 ac 0.00%Impervious= 0.000 ac

POST-DEVELOPMENT Type 1124-hr 2-Year Rainfall=3.30"
Prepared by Kimley-Horn &Associates Printed 12/21/2023
HydroCAD® 10.20-3c s/n 02344 ©2023 HydroCAD Software Solutions LLC Page 35
Summary for Subcatchment 10S: POST-DEV DA-3 OFFSITE C (SCM-3)
Runoff = 1.64 cfs © 12.16 hrs, Volume= 0.139 af, Depth= 0.89"
Routed to Pond 24P : SCM 3
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs
Type II 24-hr 2-Year Rainfall=3.30"
Area (ac) CN Description
* 1.880 70
1.880 100.00% Pervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
20.8 Direct Entry,
Subcatchment 10S: POST-DEV DA-3 OFFSITE C (SCM-3)
Hydrograph
1.64 cfs —Runoff
Type II 24-hr
2-Year Rainfall4.30'1
Runoff Area='i .880 ac
Ru n
e o ume
Runoff Depth=0.89'"
LL -
Tc=20.9 min
CN=i0
0 ,..i....i....i....,..�.... i i rn i hn• ...4 �i
0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 50 52 54 56 58 60 62 64 66 68 70 72
Time (hours)

POST-DEVELOPMENT Type 1124-hr 2-Year Rainfall=3.30"
Prepared by Kimley-Horn &Associates Printed 12/21/2023
HydroCAD® 10.20-3c s/n 02344 ©2023 HydroCAD Software Solutions LLC Page 36
Summary for Subcatchment 11S: POST-DEV DA-1 ONSITE
Runoff = 3.39 cfs © 11.97 hrs, Volume= 0.152 af, Depth= 1.22"
Routed to Link 2L : POA 1
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs
Type II 24-hr 2-Year Rainfall=3.30"
Area (ac) CN Description
* 1.490 76
1.490 100.00% Pervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
5.0 Direct Entry,
Subcatchment 11S: POST-DEV DA-1 ONSITE
Hydrograph
3.39 cfs i —Runoff
3-
Type II 24-hr
2-Year Rainfall=$.30"
Runoff Area=1 .400 ac
Runoff Volume,=0.152 of
2 . , .
- Runoff Depth='I.22'"
LL
Te=5.Q min
CN=75,
1-
0TTrr, 1 i
0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 50 52 54 56 58 60 62 64 66 68 70 72
Time (hours)

POST-DEVELOPMENT Type 1124-hr 2-Year Rainfall=3.30"
Prepared by Kimley-Horn &Associates Printed 12/21/2023
HydroCAD® 10.20-3c s/n 02344 ©2023 HydroCAD Software Solutions LLC Page 37
Summary for Subcatchment 12S: POST-DEV DA-2 ONSITE E (SCM-2)
Runoff = 85.41 cfs © 11.96 hrs, Volume= 4.421 af, Depth= 2.96"
Routed to Pond 10P : SCM 2
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs
Type II 24-hr 2-Year Rainfall=3.30"
Area (ac) CN Description
* 17.950 97
17.950 100.00% Pervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
5.0 Direct Entry,
Subcatchment 12S: POST-DEV DA-2 ONSITE E (SCM-2)
Hydrograph
95-: „
90 r 1 85.41 cfs I , —Runoff
85= t t ,
80- TIIh 11 *4-hr
75= Year Rainfa►
65= Runoff a= .95a
60 Are ac
Runoff Volume=4:421 of
w _ ,R
45- a noff a t "�
E
40- *ri
35 �
30= C14=97
25
20
15
10
5 7 --
0 _ ..................................i....,....,....,
0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 50 52 54 56 58 60 62 64 66 68 70 72
Time (hours)

POST-DEVELOPMENT Type 1124-hr 2-Year Rainfall=3.30"
Prepared by Kimley-Horn &Associates Printed 12/21/2023
HydroCAD® 10.20-3c s/n 02344 ©2023 HydroCAD Software Solutions LLC Page 38
Summary for Subcatchment 15S: POST-DEV DA-2 OFFSITE C
Runoff = 16.11 cfs @ 12.04 hrs, Volume= 0.939 af, Depth= 1.92"
Routed to Link 4L : POA 2
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs
Type II 24-hr 2-Year Rainfall=3.30"
Area (ac) CN Description
* 5.860 86
5.860 100.00% Pervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
12.0 Direct Entry,
Subcatchment 15S: POST-DEV DA-2 OFFSITE C
Hydrograph
18-
17- 16.11 cfs —Runoff
16=
15= TYP I *4'f'}r
137 2-Year Rainfall1=3.301
12-: Iu noff Area=$.860 ac
11_
107 Runoff Volume=0,939 of
Runoff2"
�� h19
,
c=12.0 n 1 IFn
5- C 86
4
3
2
1
0 ,, , , , , , ,, ,
0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 50 52 54 56 58 60 62 64 66 68 70 72
Time (hours)

POST-DEVELOPMENT Type 1124-hr 2-Year Rainfall=3.30"
Prepared by Kimley-Horn &Associates Printed 12/21/2023
HydroCAD® 10.20-3c s/n 02344 ©2023 HydroCAD Software Solutions LLC Page 39
Summary for Subcatchment 16S: POST-DEV DA-2 ONSITE A (SCM-1)
Runoff = 95.37 cfs © 11.96 hrs, Volume= 4.747 af, Depth= 2.74"
Routed to Pond 12P : SCM 1
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs
Type II 24-hr 2-Year Rainfall=3.30"
Area (ac) CN Description
* 20.770 95
20.770 100.00% Pervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
5.0 Direct Entry,
Subcatchment 16S: POST-DEV DA-2 ONSITE A (SCM-1)
Hydrograph
105:
100= I 95.37 cfs f t I t 1 t —Runoff
95:
90-
type'
85= nn
80= 2-'-Year Rainfall=3 $0"
75=
R noff Area= 0.77a
70- aC
N 60= ';Runoff volume
-- 4.741 if
55=
50= Runoff Depth=2.74'"
ii 45 .jam _ /�
40= c 5.O-n -n
35= w' r�
30= �N_95
25=
20
15-
10:
5=
0 ......................................................................................................................
0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 50 52 54 56 58 60 62 64 66 68 70 72
Time (hours)

POST-DEVELOPMENT Type 1124-hr 2-Year Rainfall=3.30"
Prepared by Kimley-Horn &Associates Printed 12/21/2023
HydroCAD® 10.20-3c s/n 02344 ©2023 HydroCAD Software Solutions LLC Page 40
Summary for Subcatchment 17S: POST-DEV DA-2 OFFSITE A (SCM-1)
Runoff = 4.78 cfs © 12.46 hrs, Volume= 0.616 af, Depth= 1.48"
Routed to Pond 12P : SCM 1
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs
Type II 24-hr 2-Year Rainfall=3.30"
Area (ac) CN Description
* 5.000 80
5.000 100.00% Pervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
44.7 Direct Entry,
Subcatchment 17S: POST-DEV DA-2 OFFSITE A (SCM-1)
Hydrograph
5- 14.78 cfs I —Runoff
Type II 24-hr
4-
2-Year Rainfall=3.80'1
Runoff Area=5.000 ac
E 3- Runoff VoIurne=1L61
_ Runoff Depth=1.48'"
0
2- ,_ Tc4�7m=4 -'. min
CN=80
1-
0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 50 52 54 56 58 60 62 64 66 68 70 72
Time (hours)

POST-DEVELOPMENT Type 1124-hr 2-Year Rainfall=3.30"
Prepared by Kimley-Horn &Associates Printed 12/21/2023
HydroCAD® 10.20-3c s/n 02344 ©2023 HydroCAD Software Solutions LLC Page 41
Summary for Subcatchment 18S: POST-DEV DA-2 ONSITE B
Runoff = 7.55 cfs © 12.15 hrs, Volume= 0.595 af, Depth= 1.35"
Routed to Reach 13R : NORTH STREAM DEPRESSION
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs
Type II 24-hr 2-Year Rainfall=3.30"
Area (ac) CN Description
* 5.300 78
5.300 100.00% Pervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
21.1 Direct Entry,
Subcatchment 18S: POST-DEV DA-2 ONSITE B
Hydrograph
8_ 1 7.55 cfs C —Runoff
2-Year Rainfall=3.30'
6
Runoff Area=5.300 ac
5_ Runoff Volume=O.5$$ of
_
Runoff Depth-1.35'
c 4-
Tc=21 .1 m i n
CN=78
2-
1-
0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 50 52 54 56 58 60 62 64 66 68 70 72
Time (hours)

POST-DEVELOPMENT Type 1124-hr 2-Year Rainfall=3.30"
Prepared by Kimley-Horn &Associates Printed 12/21/2023
HydroCAD® 10.20-3c s/n 02344 ©2023 HydroCAD Software Solutions LLC Page 42
Summary for Subcatchment 19S: POST-DEV DA-2 ONSITE C
Runoff = 6.96 cfs © 12.11 hrs, Volume= 0.493 af, Depth= 1.35"
Routed to Reach 14R : NORTH STREAM TO POA 2
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs
Type II 24-hr 2-Year Rainfall=3.30"
Area (ac) CN Description
* 4.390 78
4.390 100.00% Pervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
17.6 Direct Entry,
Subcatchment 19S: POST-DEV DA-2 ONSITE C
Hydrograph
6.96 cfs —Runoff
7
Type II 24-hr
6= 2-Year Rainfall=3.30"
5- Runoff Area=4.390 ac
w = Runoff Volume,=p.493 of
Runoff Depth=1.35'
3- Tc=-'I 7-.-6----min
CN=78
2
0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 50 52 54 56 58 60 62 64 66 68 70 72
Time (hours)

POST-DEVELOPMENT Type 1124-hr 2-Year Rainfall=3.30"
Prepared by Kimley-Horn &Associates Printed 12/21/2023
HydroCAD® 10.20-3c s/n 02344 ©2023 HydroCAD Software Solutions LLC Page 43
Summary for Subcatchment 22S: POST-DEV DA-2 OFFSITE B
Runoff = 27.25 cfs © 12.26 hrs, Volume= 2.839 af, Depth= 0.94"
Routed to Reach 13R : NORTH STREAM DEPRESSION
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs
Type II 24-hr 2-Year Rainfall=3.30"
Area (ac) CN Description
* 36.290 71
36.290 100.00% Pervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
28.9 Direct Entry,
Subcatchment 22S: POST-DEV DA-2 OFFSITE B
Hydrograph
30-
28- 127.25 cfs l —Runoff
26
22=
24=
Type II 4- r
2-Year in all= h.�
20= Runoff Area=36 290 ec
187 Runoff Volume=2.839 Of
N _
16-
3• 14- -1 Runoff_Depth=Q.94'1
12- c=28.9 jn
10-
1k1 11
8
6
4
0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 50 52 54 56 58 60 62 64 66 68 70 72
Time (hours)

POST-DEVELOPMENT Type 1124-hr 2-Year Rainfall=3.30"
Prepared by Kimley-Horn &Associates Printed 12/21/2023
HydroCAD® 10.20-3c s/n 02344 ©2023 HydroCAD Software Solutions LLC Page 44
Summary for Subcatchment 23S: POST-DEV DA-2 ONSITE D
Runoff = 1.96 cfs © 11.96 hrs, Volume= 0.088 af, Depth= 1.35"
Routed to Reach 13R : NORTH STREAM DEPRESSION
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs
Type II 24-hr 2-Year Rainfall=3.30"
Area (ac) CN Description
* 0.780 78
0.780 100.00% Pervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
5.0 Direct Entry,
Subcatchment 23S: POST-DEV DA-2 ONSITE D
Hydrograph
1.96 cfs —Runoff
2—
Type II 24-Fi r
2-Year Rainfall4.30'1
Runoff Area=0.780 ac
Runoff Volume=0.088 Of
Runoff Depth=1.35'
2 1—
Tc=5.Q min
CN=18
0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 50 52 54 56 58 60 62 64 66 68 70 72
Time (hours)

POST-DEVELOPMENT Type 1124-hr 2-Year Rainfall=3.30"
Prepared by Kimley-Horn &Associates Printed 12/21/2023
HydroCAD® 10.20-3c s/n 02344 ©2023 HydroCAD Software Solutions LLC Page 45
Summary for Subcatchment 25S: POST-DEV DA-3 ONSITE A (SCM-3)
Runoff = 152.02 cfs © 11.96 hrs, Volume= 7.346 af, Depth= 2.54"
Routed to Pond 24P : SCM 3
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs
Type II 24-hr 2-Year Rainfall=3.30"
Area (ac) CN Description
* 34.680 93
34.680 100.00% Pervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
5.0 Direct Entry,
Subcatchment 25S: POST-DEV DA-3 ONSITE A (SCM-3)
Hydrograph
170-
160= ,I 152.02 cfs h —Runoff
150=
140_ Type--II--24-hr
130_ 2-Year Rainfall*.*'
120=
110= a'34.6$a----------------------------------------------------------------RunAff Ax'E 1G
100_ Runoff Vol .346 '
so. Urrie-=7 �f
80_ wunt�ff Depth-2-.541�
70_ 5.0 IYI�n
60= '
50= w 03
40- L
;
30
20
10
0 ���������������I ..I....I....I....I....I....I....I....I....I....I....I....I....I....I....,
0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 50 52 54 56 58 60 62 64 66 68 70 72
Time (hours)

POST-DEVELOPMENT Type 1124-hr 2-Year Rainfall=3.30"
Prepared by Kimley-Horn &Associates Printed 12/21/2023
HydroCAD® 10.20-3c s/n 02344 ©2023 HydroCAD Software Solutions LLC Page 46
Summary for Subcatchment 29S: POST-DEV DA-3 ONSITE B
Runoff = 10.10 cfs © 12.08 hrs, Volume= 0.656 af, Depth= 1.35"
Routed to Reach 28R : SOUTH STREAM
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs
Type II 24-hr 2-Year Rainfall=3.30"
Area (ac) CN Description
* 5.840 78
5.840 100.00% Pervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
15.0 Direct Entry,
Subcatchment 29S: POST-DEV DA-3 ONSITE B
Hydrograph
11-
110.10 cfs I —Runoff
10-
Type II 24-hr
9-
2-Year Rainfall=3.30"
8-
Runoff Area=5.840 ac
7-
Runoff Volume='O.656 of
0 6-
Runoff Depth=1.35"
5-
Tc- 15.0 mjn
CN=78
3:
2�
1]
,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,, ,,,, ,,,,,,,,,,,,,,,
0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 50 52 54 56 58 60 62 64 66 68 70 72
Time (hours)

POST-DEVELOPMENT Type 1124-hr 2-Year Rainfall=3.30"
Prepared by Kimley-Horn &Associates Printed 12/21/2023
HydroCAD® 10.20-3c s/n 02344 ©2023 HydroCAD Software Solutions LLC Page 47
Summary for Subcatchment 31S: POST-DEV DA-3 OFFSITE B
Runoff = 39.24 cfs © 12.60 hrs, Volume= 5.970 af, Depth= 1.69"
Routed to Reach 30R : DA-3 BYPASS PIPE
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs
Type II 24-hr 2-Year Rainfall=3.30"
Area (ac) CN Description
* 42.350 83
42.350 100.00% Pervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
57.3 Direct Entry,
Subcatchment 31S: POST-DEV DA-3 OFFSITE B
Hydrograph
42- 139.24 cfs
40- -Runoff
381 r r r r
36; r r Type 11 24 �r
321 2 ar Ranfa
301 r r r r
Run0fl__Area=42350 ac
28=
26=
.- 24- 1\ Runoff olum -
e*5.9 0 of
22 .
cc(!�
LL 20 Runoff Depth=1.69"
181 r r .
16- ,Tc=57.3 mjn
14= J
ifr =8 ,
10
8 I , ,
6
4
2
������1���� ���������1���� �� 1����I�"n�����I����I����I����I����I����I����I����I����Inn Inn Inn Inn I����I����I����I�'��I�'��I����I���� I
0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 50 52 54 56 58 60 62 64 66 68 70 72
Time (hours)

POST-DEVELOPMENT Type 1124-hr 2-Year Rainfall=3.30"
Prepared by Kimley-Horn &Associates Printed 12/21/2023
HydroCAD® 10.20-3c s/n 02344 ©2023 HydroCAD Software Solutions LLC Page 48
Summary for Subcatchment 32S: POST-DEV DA-3 OFFSITE A
Runoff = 65.53 cfs © 12.43 hrs, Volume= 8.473 af, Depth= 1.22"
Routed to Reach 28R : SOUTH STREAM
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs
Type II 24-hr 2-Year Rainfall=3.30"
Area (ac) CN Description
* 83.200 76
83.200 100.00% Pervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
43.2 Direct Entry,
Subcatchment 32S: POST-DEV DA-3 OFFSITE A
Hydrograph
70 165.53 cfs
Runoff
::i
Type II 24-
I j
55= 2-Year Rarn#a11-3.301r
50- Runoff Area 3.2O0 pc
45- Run
g 40= , Runoff Volum0=8.473r�Pf
co
35- Runoff-beioth=1-.22"
307 Tc--43.2 rn jn,
25- ww''
20 c N=7'6
15
10
5
0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 50 52 54 56 58 60 62 64 66 68 70 72
Time (hours)

POST-DEVELOPMENT Type 1124-hr 2-Year Rainfall=3.30"
Prepared by Kimley-Horn &Associates Printed 12/21/2023
HydroCAD® 10.20-3c s/n 02344 ©2023 HydroCAD Software Solutions LLC Page 49
Summary for Reach 13R: NORTH STREAM DEPRESSION
Inflow Area = 86.090 ac, 0.00% Impervious, Inflow Depth > 1.85" for 2-Year event
Inflow = 70.37 cfs © 12.07 hrs, Volume= 13.281 af
Outflow = 70.37 cfs © 12.07 hrs, Volume= 13.281 af, Atten= 0%, Lag= 0.0 min
Routed to Reach 14R : NORTH STREAM TO POA 2
Routing by Stor-Ind+Trans method, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs
Reach 13R: NORTH STREAM DEPRESSION
Hydrograph
75= 170.37 cfs
Inflow
70= —Outflow
65-
Inflow Area=86.090 ac
60-
55-
50=
45= I!
40
35
30
25
20
15
10
5
0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 50 52 54 56 58 60 62 64 66 68 70 72
Time (hours)

POST-DEVELOPMENT Type 1124-hr 2-Year Rainfall=3.30"
Prepared by Kimley-Horn &Associates Printed 12/21/2023
HydroCAD® 10.20-3c s/n 02344 ©2023 HydroCAD Software Solutions LLC Page 50
Summary for Reach 14R: NORTH STREAM TO POA 2
Inflow Area = 90.480 ac, 0.00% Impervious, Inflow Depth > 1.83" for 2-Year event
Inflow = 77.10 cfs © 12.08 hrs, Volume= 13.774 af
Outflow = 77.10 cfs © 12.08 hrs, Volume= 13.774 af, Atten= 0%, Lag= 0.0 min
Routed to Link 4L : POA 2
Routing by Stor-Ind+Trans method, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs
Reach 14R: NORTH STREAM TO POA 2
Hydrograph
85
80 77.10 cfs I- I Inflow
—Outflow
75= Inflow
_
70= nflow_-Ar_aa=-9O.480--ac
65
60
55.
50=
45-
0 I
i inn i I����I���� I I � �i �i�n�inn Inn Inn ����Inn Inn In��l
0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 50 52 54 56 58 60 62 64 66 68 70 72
Time (hours)

POST-DEVELOPMENT Type 1124-hr 2-Year Rainfall=3.30"
Prepared by Kimley-Horn &Associates Printed 12/21/2023
HydroCAD®10.20-3c s/n 02344 ©2023 HydroCAD Software Solutions LLC Page 51
Summary for Reach 28R: SOUTH STREAM
Inflow Area = 167.950 ac, 0.00% Impervious, Inflow Depth > 1.59" for 2-Year event
Inflow = 107.86 cfs @ 12.48 hrs, Volume= 22.322 af
Outflow = 107.86 cfs @ 12.48 hrs, Volume= 22.322 af, Atten= 0%, Lag= 0.0 min
Routed to Link 9L : POA 3
Routing by Stor-Ind+Trans method, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs
Reach 28R: SOUTH STREAM
Hydrograph
120— -- ,
115= 107.86 cfs F Inflow
110= 1 —Outflow
105_
100_ ! Inflow Area=167.950 ac
95-i
90-i
85: a a ,
80:
I
75;
70:
u 65:
fi0;
O 55=
50: - ; , . ,
45:
40:
35:
30=
25= - ;
20: , . ,
15-
10=
0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 50 52 54 56 58 60 62 64 66 68 70 72
Time (hours)

POST-DEVELOPMENT Type 1124-hr 2-Year Rainfall=3.30"
Prepared by Kimley-Horn &Associates Printed 12/21/2023
HydroCAD® 10.20-3c s/n 02344 ©2023 HydroCAD Software Solutions LLC Page 52
Summary for Reach 30R: DA-3 BYPASS PIPE
Inflow Area = 42.350 ac, 0.00% Impervious, Inflow Depth = 1.69" for 2-Year event
Inflow = 39.24 cfs @ 12.60 hrs, Volume= 5.970 af
Outflow = 39.23 cfs @ 12.62 hrs, Volume= 5.970 af, Atten= 0%, Lag= 1.1 min
Routed to Reach 28R : SOUTH STREAM
Routing by Stor-Ind+Trans method, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs
Max. Velocity= 12.93 fps, Min. Travel Time= 0.8 min
Avg. Velocity = 5.20 fps, Avg. Travel Time= 1.9 min
Peak Storage= 1,775 cf @ 12.61 hrs
Average Depth at Peak Storage= 1.11' , Surface Width= 3.87'
Bank-Full Depth= 4.50' Flow Area= 15.9 sf, Capacity= 296.47 cfs
54.0" Round Pipe
n= 0.011 Concrete pipe, straight& clean
Length= 585.0' Slope= 0.0163 '/'
Inlet Invert= 788.52', Outlet Invert= 779.00'
0
Reach 30R: DA-3 BYPASS PIPE
Hydrograph
42- I 39.23 cfs —Inflow
401 —Outflow
381 r i
r , Inflow Area__4 .3 0 -C�
361 L -
31
32= `+'Av Flow DepiM=1.11'
Max Vet 12:93 fps
�
28;
26; 54.{hhri
,
3 22= Round Pipe
lo 20= n^
0.- ,.
18= : : r—
11
16= = 0 F
14=
10_ S4.0163 '.7fi
8 Capacity=296''.47 efs
6
4
2 I I
0 ,
0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 50 52 54 56 58 60 62 64 66 68 70 72
Time (hours)

POST-DEVELOPMENT Type 1124-hr 2-Year Rainfall=3.30"
Prepared by Kimley-Horn &Associates Printed 12/21/2023
HydroCAD®10.20-3c s/n 02344 ©2023 HydroCAD Software Solutions LLC Page 53
Summary for Pond 10P: SCM 2
Inflow Area = 17.950 ac, 0.00% Impervious, Inflow Depth = 2.96" for 2-Year event
Inflow = 85.41 cfs @ 11.96 hrs, Volume= 4.421 af
Outflow = 45.22 cfs @ 12.04 hrs, Volume= 4.412 af, Atten= 47%, Lag= 4.8 min
Primary = 45.22 cfs @ 12.04 hrs, Volume= 4.412 af
Routed to Reach 13R : NORTH STREAM DEPRESSION
Secondary= 0.00 cfs @ 0.00 hrs, Volume= 0.000 af
Routed to Reach 13R : NORTH STREAM DEPRESSION
Routing by Stor-Ind method, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs
Peak Elev= 790.88' @ 12.04 hrs Surf.Area= 21,260 sf Storage= 79,033 cf
Plug-Flow detention time= 277.3 min calculated for 4.412 af(100% of inflow)
Center-of-Mass det. time= 276.3 min ( 1,036.9- 760.6 )
Volume Invert Avail.Storage Storage Description
#1 786.00' 129,160 cf Custom Stage Data(Prismatic) Listed below (Recalc)
Elevation Surf.Area Inc.Store Cum.Store
(feet) (sq-ft) (cubic-feet) (cubic-feet)
786.00 11,400 0 0
787.00 13,294 12,347 12,347
788.00 15,260 14,277 26,624
789.00 17,290 16,275 42,899
790.00 19,385 18,338 61,237
791.00 21,526 20,456 81,692
792.00 23,720 22,623 104,315
793.00 25,970 24,845 129,160
Device Routing Invert Outlet Devices
#1 Primary 783.50' 36.0" Round Culvert L= 67.0' Ke= 0.200
Inlet/Outlet Invert= 783.50'/780.00' S= 0.0522 '/' Cc= 0.900
n= 0.011, Flow Area= 7.07 sf
#2 Device 1 786.00' Special &User-Defined
Head (feet) 0.00 1.00 2.00 3.00 4.00 5.00 6.00
Disch. (cfs) 0.000 0.318 0.446 0.573 0.700 0.828 0.955
#3 Device 1 788.20' 48.0"W x 12.0" H Vert. Orifice/Grate C= 0.600
Limited to weir flow at low heads
#4 Device 1 790.20' 36.0"W x 12.0" H Vert. Orifice/Grate X 3.00 C= 0.600
Limited to weir flow at low heads
#5 Device 1 791.50' 72.0" x 72.0" Horiz. Orifice/Grate C= 0.600
Limited to weir flow at low heads
#6 Secondary 792.50' 40.0' long +3.0 '/' SideZ x 25.0' 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) 2.68 2.70 2.70 2.64 2.63 2.64 2.64 2.63

POST-DEVELOPMENT Type 1124-hr 2-Year Rainfall=3.30"
Prepared by Kimley-Horn &Associates Printed 12/21/2023
HydroCAD® 10.20-3c s/n 02344 ©2023 HydroCAD Software Solutions LLC Page 54
Primary OutFlow Max=45.15 cfs @ 12.04 hrs HW=790.87' (Free Discharge)
4-1=Culvert (Passes 45.15 cfs of 103.12 cfs potential flow)
2=Special & User-Defined (Custom Controls 0.81 cfs)
44
3=Orifice/Grate (Orifice Controls 28.34 cfs @ 7.08 fps)
=Orifice/Grate (Orifice Controls 16.00 cfs @ 2.64 fps)
5=Orifice/Grate ( Controls 0.00 cfs)
Secondary OutFlow Max=0.00 cfs @ 0.00 hrs HW=786.00' (Free Discharge)
4-6=Broad-Crested Rectangular Weir ( Controls 0.00 cfs)
Pond 10P: SCM 2
Hydrograph
95-
90 r 185.41 cfs I r r r r r r r r —Inflow
—Outflow
80 , , I1flQWFree=i7.95© aC -
—Primary
-Seondary
75
70= Peak Elev`79O.88'
60 St_ _-�--9-7 0 3 cf
_
^ 55=
N _
50= 145.22 cfs I r
0 45- `
LL
40= .
35- `
30=
25
20=
15= ,
10
0.00 cfs
UT
0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 50 52 54 56 58 60 62 64 66 68 70 72
Time (hours)

POST-DEVELOPMENT Type 1124-hr 2-Year Rainfall=3.30"
Prepared by Kimley-Horn &Associates Printed 12/21/2023
HydroCAD®10.20-3c s/n 02344 ©2023 HydroCAD Software Solutions LLC Page 55
Summary for Pond 12P: SCM 1
Inflow Area = 25.770 ac, 0.00% Impervious, Inflow Depth = 2.50" for 2-Year event
Inflow = 96.23 cfs @ 11.96 hrs, Volume= 5.364 af
Outflow = 5.50 cfs @ 13.16 hrs, Volume= 5.347 af, Atten= 94%, Lag= 72.2 min
Primary = 5.50 cfs @ 13.16 hrs, Volume= 5.347 af
Routed to Reach 13R : NORTH STREAM DEPRESSION
Routing by Stor-Ind method, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs
Peak Elev= 788.92' @ 13.16 hrs Surf.Area= 39,185 sf Storage= 135,843 cf
Plug-Flow detention time= 435.4 min calculated for 5.346 af(100% of inflow)
Center-of-Mass det. time= 433.7 min ( 1,220.6- 787.0 )
Volume Invert Avail.Storage Storage Description
#1 785.00' 268,196 cf Custom Stage Data(Prismatic) Listed below (Recalc)
Elevation Surf.Area Inc.Store Cum.Store
(feet) (sq-ft) (cubic-feet) (cubic-feet)
785.00 30,293 0 0
786.00 32,482 31,388 31,388
787.00 34,718 33,600 64,988
788.00 37,020 35,869 100,857
789.00 39,378 38,199 139,056
790.00 41,792 40,585 179,641
791.00 44,264 43,028 222,669
792.00 46,791 45,528 268,196
Device Routing Invert Outlet Devices
#1 Primary 782.50' 36.0" Round Culvert L= 158.0' Ke= 0.200
Inlet/Outlet Invert= 782.50'/779.00' S= 0.0222 '/' Cc= 0.900
n= 0.011 Concrete pipe, straight&clean, Flow Area= 7.07 sf
#2 Device 1 785.00' Special &User-Defined
Head (feet) 0.00 1.00 2.00 3.00 4.00 5.00 6.00
Disch. (cfs) 0.000 0.725 1.015 1.305 1.594 1.884 2.174
#3 Device 1 786.00' 12.0"W x 6.0" H Vert. Orifice/Grate C= 0.600
Limited to weir flow at low heads
#4 Device 1 789.00' 48.0"W x 12.0" H Vert. Orifice/Grate X 2.00 C= 0.600
Limited to weir flow at low heads
#5 Device 1 791.00' 60.0" x 60.0" Horiz. Orifice/Grate C= 0.600
Limited to weir flow at low heads
Primary OutFlow Max=5.50 cfs @ 13.16 hrs HW=788.92' (Free Discharge)
L=Culvert (Passes 5.50 cfs of 94.35 cfs potential flow)
-2=Special &User-Defined (Custom Controls 1.57 cfs)
-3=Orifice/Grate (Orifice Controls 3.93 cfs @ 7.86 fps)
-4=Orifice/Grate ( Controls 0.00 cfs)
-5=Orifice/Grate ( Controls 0.00 cfs)

POST-DEVELOPMENT Type 1124-hr 2-Year Rainfall=3.30"
Prepared by Kimley-Horn &Associates Printed 12/21/2023
HydroCAD® 10.20-3c s/n 02344 ©2023 HydroCAD Software Solutions LLC _ Page 56
Pond 12P: SCM 1
Hydrograph
105-
100= 4 'l 96.23 i!
6 2 Inflow
95. —Primary
90=
Inflow Area 25'.77© ac
85: I r +
So= Peak Ele =788 '
75-
70tt `StOi`ag',€135,843 Of
65=
y 60=
55:
0 50:
45-
40]
35=
30:
25= .
20= � � 'r � � i i
15= . .
10: 5.50 cfs
5-
0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 50 52 54 56 58 60 62 64 66 68 70 72
Time (hours)

POST-DEVELOPMENT Type 1124-hr 2-Year Rainfall=3.30"
Prepared by Kimley-Horn &Associates Printed 12/21/2023
HydroCAD®10.20-3c s/n 02344 ©2023 HydroCAD Software Solutions LLC Page 57
Summary for Pond 24P: SCM 3
Inflow Area = 36.560 ac, 0.00% Impervious, Inflow Depth = 2.46" for 2-Year event
Inflow = 152.57 cfs @ 11.96 hrs, Volume= 7.485 of
Outflow = 5.15 cfs @ 13.64 hrs, Volume= 7.223 af, Atten= 97%, Lag= 101.1 min
Primary = 5.15 cfs @ 13.64 hrs, Volume= 7.223 af
Routed to Reach 28R : SOUTH STREAM
Secondary= 0.00 cfs @ 0.00 hrs, Volume= 0.000 af
Routed to Reach 28R : SOUTH STREAM
Routing by Stor-Ind method, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs
Peak Elev= 783.74' @ 13.64 hrs Surf.Area= 124,511 sf Storage= 210,095 cf
Plug-Flow detention time= 812.7 min calculated for 7.223 af(97% of inflow)
Center-of-Mass det. time= 791.5 min ( 1,580.8- 789.3 )
Volume Invert Avail.Storage Storage Description
#1 782.00' 502,747 cf Custom Stage Data(Prismatic) Listed below (Recalc)
Elevation Surf.Area Inc.Store Cum.Store
(feet) (sq-ft) (cubic-feet) (cubic-feet)
782.00 116,983 0 0
783.00 121,285 119,134 119,134
784.00 125,644 123,465 242,599
785.00 130,060 127,852 370,451
786.00 134,532 132,296 502,747
Device Routing Invert Outlet Devices
#1 Primary 778.00' 30.0" Round Culvert L= 195.0' Ke= 0.500
Inlet/Outlet Invert= 778.00'/777.02' S= 0.0050'/' Cc= 0.900
n= 0.013, Flow Area= 4.91 sf
#2 Device 1 782.00' Special &User-Defined
Head (feet) 0.00 1.00 2.00 3.00 4.00 5.00
Disch. (cfs) 0.000 1.735 2.603 3.470 4.338 5.206
#3 Device 1 783.00' 20.0"W x 6.0" H Vert. Orifice/Grate C= 0.600
Limited to weir flow at low heads
#4 Device 1 784.50' 72.0"W x 6.0" H Vert. Orifice/Grate X 3.00 C= 0.600
Limited to weir flow at low heads
#5 Device 1 785.00' 96.0" x 96.0" Horiz. Orifice/Grate C= 0.600
Limited to weir flow at low heads
#6 Secondary 785.75' 30.0' long x 15.0' 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) 2.68 2.70 2.70 2.64 2.63 2.64 2.64 2.63

POST-DEVELOPMENT Type 1124-hr 2-Year Rainfall=3.30"
Prepared by Kimley-Horn &Associates Printed 12/21/2023
HydroCAD® 10.20-3c sin 02344 ©2023 HydroCAD Software Solutions LLC Page 58
Primary OutFlow Max=5.15 cfs @ 13.64 hrs HW=783.74' (Free Discharge)
4-1=Culvert (Passes 5.15 cfs of 44.51 cfs potential flow)
2=Special & User-Defined (Custom Controls 2.38 cfs)
44
3=Orifice/Grate (Orifice Controls 2.78 cfs @ 3.33 fps)
=Orifice/Grate ( Controls 0.00 cfs)
5=Orifice/Grate ( Controls 0.00 cfs)
Secondary OutFlow Max=0.00 cfs @ 0.00 hrs HW=782.00' (Free Discharge)
4-6=Broad-Crested Rectangular Weir ( Controls 0.00 cfs)
Pond 24P: SCM 3
Hydrograph
170-
160_ 152.57 cfs 1 --- —Inflow
i —Outflow
150_ �" ^ —Primary
140= in
-Fiow Area=3 V.560 a —Secondary
130_ Peak Elev^733.7 '
120
110_ Storage=2-1-a,095--cf'----
100= > <
Vl
90: . . , .
0 80=_
LL
70=
60=
50=
40:
30
20 ,i
5.15 cfs
10.00 cfs
0
0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 50 52 54 56 58 60 62 64 66 68 70 72
Time (hours)

POST-DEVELOPMENT Type 1124-hr 2-Year Rainfall=3.30"
Prepared by Kimley-Horn &Associates Printed 12/21/2023
HydroCAD®10.20-3c s/n 02344 ©2023 HydroCAD Software Solutions LLC Page 59
Summary for Link 2L: POA 1
Inflow Area = 1.490 ac, 0.00% Impervious, Inflow Depth = 1.22" for 2-Year event
Inflow = 3.39 cfs @ 11.97 hrs, Volume= 0.152 of
Primary = 3.39 cfs @ 11.97 hrs, Volume= 0.152 af, Atten= 0%, Lag= 0.0 min
Primary outflow = Inflow, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs
Link 2L: POA 1
Hydrograph
I3.39 cfs I —Inflow
i —Primary
Inflow Area=1 .490 ac
3—
F
2-
3 _
1—
0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 50 52 54 56 58 60 62 64 66 68 70 72
Time (hours)

POST-DEVELOPMENT Type 1124-hr 2-Year Rainfall=3.30"
Prepared by Kimley-Horn &Associates Printed 12/21/2023
HydroCAD®10.20-3c s/n 02344 ©2023 HydroCAD Software Solutions LLC Page 60
Summary for Link 4L: POA 2
Inflow Area = 96.340 ac, 0.00% Impervious, Inflow Depth > 1.83" for 2-Year event
Inflow = 92.48 cfs @ 12.06 hrs, Volume= 14.712 af
Primary = 92.48 cfs @ 12.06 hrs, Volume= 14.712 af, Atten= 0%, Lag= 0.0 min
Primary outflow = Inflow, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs
Link 4L: POA 2
Hydrograph
100= I , I i , . , —Inflow
95= 192.48 cfs r', 1
—Primary
90
85- Inflow Area=96 340 ac
,
80E
75= _ ;
70E 4 1 , 1 1 1 4 4 4 ,
65: - 4 , }
42
C) 55=
c 50: '
LL 45:
40:
35
30E ,
25-
201
15:
10=
5= r r >
o
0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 50 52 54 56 58 60 62 64 66 68 70 72
Time (hours)

POST-DEVELOPMENT Type 1124-hr 2-Year Rainfall=3.30"
Prepared by Kimley-Horn &Associates Printed 12/21/2023
HydroCAD®10.20-3c s/n 02344 ©2023 HydroCAD Software Solutions LLC Page 61
Summary for Link 9L: POA 3
Inflow Area = 167.950 ac, 0.00% Impervious, Inflow Depth > 1.59" for 2-Year event
Inflow = 107.86 cfs @ 12.48 hrs, Volume= 22.322 af
Primary = 107.86 cfs @ 12.48 hrs, Volume= 22.322 af, Atten= 0%, Lag= 0.0 min
Primary outflow = Inflow, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs
Link 9L: POA 3
Hydrograph
120- I I
115= 107.86 cfs i —Inflow
110= h 1 h h 1 h —Primary
105=
100_ h h h h h h h h Inflow Area=167.950 ac
95-
90-
85-
80=
75= - h h h 1r---- h h h h h--- ' h h h h h ---f
70= h h + h h h h h h + +
65=
60=
0 55=
M
50= h h h r h h h h h h h h h h
45=
40:
35=
30-
25 h h ;
20-
15= 4 4 1 i i 1 4 , 4 4 1 4 1
10
0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 50 52 54 56 58 60 62 64 66 68 70 72
Time (hours)

POST-DEVELOPMENT Type 1124-hr 10-Year Rainfall=4.80"
Prepared by Kimley-Horn &Associates Printed 12/21/2023
HydroCAD®10.20-3c s/n 02344 ©2023 HydroCAD Software Solutions LLC Page 62
Time span=0.00-72.00 hrs, dt=0.01 hrs, 7201 points
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN
Reach routing by Stor-Ind+Trans method - Pond routing by Stor-Ind method
Subcatchment 10S: POST-DEV DA-3 OFFSITE C Runoff Area=1.880 ac 0.00% Impervious Runoff Depth=1.89"
Tc=20.8 min CN=70 Runoff=3.77 cfs 0.296 af
Subcatchment 11S: POST-DEV DA-1 ONSITE Runoff Area=1.490 ac 0.00% Impervious Runoff Depth=2.37"
Tc=5.0 min CN=76 Runoff=6.55 cfs 0.294 of
Subcatchment 12S: POST-DEV DA-2 ONSITE E Runoff Area=17.950 ac 0.00% Impervious Runoff Depth=4.45"
Tc=5.0 min CN=97 Runoff=125.70 cfs 6.653 of
Subcatchment 15S: POST-DEV DA-2 OFFSITE C Runoff Area=5.860 ac 0.00% Impervious Runoff Depth=3.28"
Tc=12.0 min CN=86 Runoff=27.02 cfs 1.602 of
Subcatchment 16S: POST-DEV DA-2 ONSITE A Runoff Area=20.770 ac 0.00% Impervious Runoff Depth=4.22"
Tc=5.0 min CN=95 Runoff=142.67 cfs 7.307 of
Subcatchment 17S: POST-DEV DA-2 OFFSITE A Runoff Area=5.000 ac 0.00% Impervious Runoff Depth=2.72"
Tc=44.7 min CN=80 Runoff=8.96 cfs 1.133 of
Subcatchment 18S: POST-DEV DA-2 ONSITE B Runoff Area=5.300 ac 0.00% Impervious Runoff Depth=2.54"
Tc=21.1 min CN=78 Runoff=14.52 cfs 1.123 of
Subcatchment 19S: POST-DEV DA-2 ONSITE C Runoff Area=4.390 ac 0.00% Impervious Runoff Depth=2.54"
Tc=17.6 min CN=78 Runoff=13.34 cfs 0.930 of
Subcatchment 22S: POST-DEV DA-2 OFFSITE B Runoff Area=36.290 ac 0.00% Impervious Runoff Depth=1.97"
Tc=28.9 min CN=71 Runoff=61.84 cfs 5.947 af
Subcatchment 23S: POST-DEV DA-2 ONSITE D Runoff Area=0.780 ac 0.00% Impervious Runoff Depth=2.54"
Tc=5.0 min CN=78 Runoff=3.66 cfs 0.165 of
Subcatchment 25S: POST-DEV DA-3 ONSITE A Runoff Area=34.680 ac 0.00% Impervious Runoff Depth=4.00"
Tc=5.0 min CN=93 Runoff=232.01 cfs 11.565 of
Subcatchment 29S: POST-DEV DA-3 ONSITE B Runoff Area=5.840 ac 0.00% Impervious Runoff Depth=2.54"
Tc=15.0 min CN=78 Runoff=19.25 cfs 1.237 of
Subcatchment 31S: POST-DEV DA-3 OFFSITE B Runoff Area=42.350 ac 0.00% Impervious Runoff Depth=2.99"
Tc=57.3 min CN=83 Runoff=70.19 cfs 10.565 of
Subcatchment 32S: POST-DEV DA-3 OFFSITE ARunoff Area=83.200 ac 0.00% Impervious Runoff Depth=2.37"
Tc=43.2 min CN=76 Runoff=132.47 cfs 16.444 af
Reach 13R: NORTH STREAM DEPRESSION Inflow=154.35 cfs 22.299 af
Outflow=154.35 cfs 22.299 af
Reach 14R: NORTH STREAM TO POA 2 Inflow=167.69 cfs 23.230 af
Outflow=167.69 cfs 23.230 af

POST-DEVELOPMENT Type 1124-hr 10-Year Rainfall=4.80"
Prepared by Kimley-Horn &Associates Printed 12/21/2023
HydroCAD®10.20-3c s/n 02344 ©2023 HydroCAD Software Solutions LLC Page 63
Reach 28R: SOUTH STREAM Inflow=209.44 cfs 39.783 af
Outflow=209.44 cfs 39.783 af
Reach 30R: DA-3 BYPASS PIPE Avg. Flow Depth=1.49' Max Vet=15.26 fps Inflow=70.19 cfs 10.565 af
54.0" Round Pipe n=0.011 L=585.0' S=0.0163'/' Capacity=296.47 cfs Outflow=70.15 cfs 10.565 af
Pond 10P: SCM 2 Peak Elev=791.67' Storage=96,640 cf Inflow=125.70 cfs 6.653 af
Primary=81.86 cfs 6.644 af Secondary=0.00 cfs 0.000 af Outflow=81.86 cfs 6.644 af
Pond 12P: SCM 1 Peak EIev=789.90' Storage=175,445 cf Inflow=144.60 cfs 8.440 af
Outflow=28.35 cfs 8.420 af
Pond 24P: SCM 3 Peak EIev=784.66' Storage=325,859 cf Inflow=233.64 cfs 11.861 af
Primary=11.46 cfs 11.537 af Secondary=0.00 cfs 0.000 af Outflow=11.46 cfs 11.537 af
Link 2L: POA 1 Inflow=6.55 cfs 0.294 af
Primary=6.55 cfs 0.294 af
Link 4L: POA 2 Inflow=191.36 cfs 24.832 af
Primary=191.36 cfs 24.832 af
Link 9L: POA 3 Inflow=209.44 cfs 39.783 af
Primary=209.44 cfs 39.783 af
Total Runoff Area= 265.780 ac Runoff Volume=65.262 af Average Runoff Depth = 2.95"
100.00%Pervious=265.780 ac 0.00%Impervious= 0.000 ac

POST-DEVELOPMENT Type 1124-hr 10-Year Rainfall=4.80"
Prepared by Kimley-Horn &Associates Printed 12/21/2023
HydroCAD® 10.20-3c s/n 02344 ©2023 HydroCAD Software Solutions LLC Page 64
Summary for Subcatchment 10S: POST-DEV DA-3 OFFSITE C (SCM-3)
Runoff = 3.77 cfs © 12.14 hrs, Volume= 0.296 af, Depth= 1.89"
Routed to Pond 24P : SCM 3
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs
Type II 24-hr 10-Year Rainfall=4.80"
Area (ac) CN Description
* 1.880 70
1.880 100.00% Pervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
20.8 Direct Entry,
Subcatchment 10S: POST-DEV DA-3 OFFSITE C (SCM-3)
Hydrograph
4 3.77 cfs -Runoff
Type II 24-hr
10-Year Rainfall 4.80"
3-
Runoff Area=1 .880 ac
Runoff Volume=0.296 Of
0 2- Runoff Depth 1.89"�.
Tc=20.8 m i n
CN=i0
1
0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 50 52 54 56 58 60 62 64 66 68 70 72
Time (hours)

POST-DEVELOPMENT Type 1124-hr 10-Year Rainfall=4.80"
Prepared by Kimley-Horn &Associates Printed 12/21/2023
HydroCAD® 10.20-3c s/n 02344 ©2023 HydroCAD Software Solutions LLC Page 65
Summary for Subcatchment 11S: POST-DEV DA-1 ONSITE
Runoff = 6.55 cfs © 11.96 hrs, Volume= 0.294 af, Depth= 2.37"
Routed to Link 2L : POA 1
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs
Type II 24-hr 10-Year Rainfall=4.80"
Area (ac) CN Description
* 1.490 76
1.490 100.00% Pervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
5.0 Direct Entry,
Subcatchment 11S: POST-DEV DA-1 ONSITE
Hydrograph
7- 6.55 cfs
Runoff
6- Type ll 24-hr
10-Year Rainfall=4.80"
Runoff area=1 .40 a ac
Ru n
4- -
e. Volume 0,294 Of
3 Runoff Depth=2.37'"
O -
3_ T05.Q rnjn
2- C =16
1
0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 50 52 54 56 58 60 62 64 66 68 70 72
Time (hours)

POST-DEVELOPMENT Type 1124-hr 10-Year Rainfall=4.80"
Prepared by Kimley-Horn &Associates Printed 12/21/2023
HydroCAD® 10.20-3c s/n 02344 ©2023 HydroCAD Software Solutions LLC Page 66
Summary for Subcatchment 12S: POST-DEV DA-2 ONSITE E (SCM-2)
Runoff = 125.70 cfs © 11.96 hrs, Volume= 6.653 af, Depth= 4.45"
Routed to Pond 10P : SCM 2
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs
Type II 24-hr 10-Year Rainfall=4.80"
Area (ac) CN Description
* 17.950 97
17.950 100.00% Pervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
5.0 Direct Entry,
Subcatchment 12S: POST-DEV DA-2 ONSITE E (SCM-2)
Hydrograph
140-
130= 1125.70 cfs I. —Runoff
120: Type 11 24-hr
110= 10-Ye,ar Rainfall=4.$
h��
100- /�,� {W/
90= Runoff--Al"ea=17.95Q--ac
w 80= Rurt ff Volume--6.6_ a3 �f
70
Runoff Depth=4.4$"
60-
Tc=5.Q mmn
50_
40- C 1�- 7
30-
20-
10-
0 rn Rf}Tn 1................................................................................ ...............................
0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 50 52 54 56 58 60 62 64 66 68 70 72
Time (hours)

POST-DEVELOPMENT Type 1124-hr 10-Year Rainfall=4.80"
Prepared by Kimley-Horn &Associates Printed 12/21/2023
HydroCAD® 10.20-3c s/n 02344 ©2023 HydroCAD Software Solutions LLC Page 67
Summary for Subcatchment 15S: POST-DEV DA-2 OFFSITE C
Runoff = 27.02 cfs © 12.04 hrs, Volume= 1.602 af, Depth= 3.28"
Routed to Link 4L : POA 2
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs
Type II 24-hr 10-Year Rainfall=4.80"
Area (ac) CN Description
* 5.860 86
5.860 100.00% Pervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
12.0 Direct Entry,
Subcatchment 15S: POST-DEV DA-2 OFFSITE C
Hydrograph
30-
28- 27.02 cfs —Runoff
26-
24- T II 24---t r
22- 10-Year Rainfall=4.80
20 u noff Area=5.860 ac
18 Runoff Volume=1'602
16- • f
LL 14- Runoff Depth=3.28'"
12= 1 cj 12.Q 1 jn
10-
CO=66
8-
6
4
2
0 }I i
0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 50 52 54 56 58 60 62 64 66 68 70 72
Time (hours)

POST-DEVELOPMENT Type 1124-hr 10-Year Rainfall=4.80"
Prepared by Kimley-Horn &Associates Printed 12/21/2023
HydroCAD® 10.20-3c s/n 02344 ©2023 HydroCAD Software Solutions LLC Page 68
Summary for Subcatchment 16S: POST-DEV DA-2 ONSITE A (SCM-1)
Runoff = 142.67 cfs © 11.96 hrs, Volume= 7.307 af, Depth= 4.22"
Routed to Pond 12P : SCM 1
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs
Type II 24-hr 10-Year Rainfall=4.80"
Area (ac) CN Description
* 20.770 95
20.770 100.00% Pervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
5.0 Direct Entry,
Subcatchment 16S: POST-DEV DA-2 ONSITE A (SCM-1)
Hydrograph
150: 1 142.67 cfs I —Runoff
140= Type r
130:
120_ 1 0TYear-Raillfai-i—4 8G"
110= Runoff Area-20.770 ac
90_ Ru - df- q1 if
r� f volume-�.3,
3 80_ Runoff Depth=4.22"
LL 70=
.5.Qm,
40
30
20
10
0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 50 52 54 56 58 60 62 64 66 68 70 72
Time (hours)

POST-DEVELOPMENT Type 1124-hr 10-Year Rainfall=4.80"
Prepared by Kimley-Horn &Associates Printed 12/21/2023
HydroCAD® 10.20-3c s/n 02344 ©2023 HydroCAD Software Solutions LLC Page 69
Summary for Subcatchment 17S: POST-DEV DA-2 OFFSITE A (SCM-1)
Runoff = 8.96 cfs © 12.42 hrs, Volume= 1.133 af, Depth= 2.72"
Routed to Pond 12P : SCM 1
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs
Type II 24-hr 10-Year Rainfall=4.80"
Area (ac) CN Description
* 5.000 80
5.000 100.00% Pervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
44.7 Direct Entry,
Subcatchment 17S: POST-DEV DA-2 OFFSITE A (SCM-1)
Hydrograph
10-
I 8.98 cfs I -Runoff
9-
8=
Type II 24-fir
10-Year Rainfall=4.$0"
7-
Runoff Area=5.000 ac
6-
w - Runoff Vofume=1.133 at
Runoff 2. 2'4
3 5- r �Te��n= 7
4- 1 c=44.7 iCn mn
3- CN=80
2-
1-
0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 50 52 54 56 58 60 62 64 66 68 70 72
Time (hours)

POST-DEVELOPMENT Type 1124-hr 10-Year Rainfall=4.80"
Prepared by Kimley-Horn &Associates Printed 12/21/2023
HydroCAD® 10.20-3c s/n 02344 ©2023 HydroCAD Software Solutions LLC Page 70
Summary for Subcatchment 18S: POST-DEV DA-2 ONSITE B
Runoff = 14.52 cfs © 12.14 hrs, Volume= 1.123 af, Depth= 2.54"
Routed to Reach 13R : NORTH STREAM DEPRESSION
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs
Type II 24-hr 10-Year Rainfall=4.80"
Area (ac) CN Description
* 5.300 78
5.300 100.00% Pervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
21.1 Direct Entry,
Subcatchment 18S: POST-DEV DA-2 ONSITE B
Hydrograph
16=
15= 114.52 cfs l —Runoff
-
14=
13- Type Il 24-hr
12 10-Year Rainfall=4.&O"',
11_ Runoff area=5.3O0 ac
Runoffoff Volu me-,1 123 af
87 Runoff Depth-2.54'
LL 7 Tic= .1.1, m
w'min
5= 1�1=
8
4 T
3
:11, ,
0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 50 52 54 56 58 60 62 64 66 68 70 72
Time (hours)

POST-DEVELOPMENT Type 1124-hr 10-Year Rainfall=4.80"
Prepared by Kimley-Horn &Associates Printed 12/21/2023
HydroCAD® 10.20-3c s/n 02344 ©2023 HydroCAD Software Solutions LLC Page 71
Summary for Subcatchment 19S: POST-DEV DA-2 ONSITE C
Runoff = 13.34 cfs © 12.10 hrs, Volume= 0.930 af, Depth= 2.54"
Routed to Reach 14R : NORTH STREAM TO POA 2
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs
Type II 24-hr 10-Year Rainfall=4.80"
Area (ac) CN Description
* 4.390 78
4.390 100.00% Pervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
17.6 Direct Entry,
Subcatchment 19S: POST-DEV DA-2 ONSITE C
Hydrograph
14- i 13.34 cfs —Runoff
13-
12- Type �! 24-hr
11- J 10-Year Rainfall=4 80"
10- Runoff Area=4 390 ac
97
-
Runoff Volume=,0.930 af
LL 77 Runoff Depth-2.54'
67 Tc- 17.6 min
5- j►ww'' j
4-
3
2
0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 50 52 54 56 58 60 62 64 66 68 70 72
Time (hours)

POST-DEVELOPMENT Type 1124-hr 10-Year Rainfall=4.80"
Prepared by Kimley-Horn &Associates Printed 12/21/2023
HydroCAD® 10.20-3c s/n 02344 ©2023 HydroCAD Software Solutions LLC Page 72
Summary for Subcatchment 22S: POST-DEV DA-2 OFFSITE B
Runoff = 61.84 cfs © 12.24 hrs, Volume= 5.947 af, Depth= 1.97"
Routed to Reach 13R : NORTH STREAM DEPRESSION
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs
Type II 24-hr 10-Year Rainfall=4.80"
Area (ac) CN Description
* 36.290 71
36.290 100.00% Pervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
28.9 Direct Entry,
Subcatchment 22S: POST-DEV DA-2 OFFSITE B
Hydrograph
65- 161.84 cfs —Runoff
::i
T 4 ,
50-
10-Year Rainfall=4. 0'//��
45- Runoff Area- =36.290
p �/ aC
40-_
� , Runoff o ff Y tume=5:94fi Of
3 35_ Runoff Depth=1.9 '
o -
Li 30-
Tic=28.9 m i n
25- /►w'
20- l'�=1-1
15
10
0 Rl i
0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 50 52 54 56 58 60 62 64 66 68 70 72
Time (hours)

POST-DEVELOPMENT Type 1124-hr 10-Year Rainfall=4.80"
Prepared by Kimley-Horn &Associates Printed 12/21/2023
HydroCAD® 10.20-3c s/n 02344 ©2023 HydroCAD Software Solutions LLC Page 73
Summary for Subcatchment 23S: POST-DEV DA-2 ONSITE D
Runoff = 3.66 cfs © 11.96 hrs, Volume= 0.165 af, Depth= 2.54"
Routed to Reach 13R : NORTH STREAM DEPRESSION
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs
Type II 24-hr 10-Year Rainfall=4.80"
Area (ac) CN Description
* 0.780 78
0.780 100.00% Pervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
5.0 Direct Entry,
Subcatchment 23S: POST-DEV DA-2 ONSITE D
Hydrograph
4-
13.66 cfs i —Runoff
Type II 24-hr
10-bear Rainfal l=4.8
Runoff Area=O.780 ac
Runoff Volume=0.165 Of
j
2— Runoff- De, pth 2.54'�
-
Tc=5.Q min
CN=78
1-
0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 50 52 54 56 58 60 62 64 66 68 70 72
Time (hours)

POST-DEVELOPMENT Type 1124-hr 10-Year Rainfall=4.80"
Prepared by Kimley-Horn &Associates Printed 12/21/2023
HydroCAD® 10.20-3c s/n 02344 ©2023 HydroCAD Software Solutions LLC Page 74
Summary for Subcatchment 25S: POST-DEV DA-3 ONSITE A (SCM-3)
Runoff = 232.01 cfs © 11.96 hrs, Volume= 11.565 af, Depth= 4.00"
Routed to Pond 24P : SCM 3
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs
Type II 24-hr 10-Year Rainfall=4.80"
Area (ac) CN Description
* 34.680 93
34.680 100.00% Pervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
5.0 Direct Entry,
Subcatchment 25S: POST-DEV DA-3 ONSITE A (SCM-3)
Hydrograph
240= 1232.01 cfs I. ! ; -Runoff
220= Type rr 24-nhr
200= 10-Year Rainfall=4.80
180_ Runoff Area34.680 OP
160= Runoff Vole L 1t565 of
140_ Runoff Depth,=4.00'"
O 120=
LL = Tc=5.0 mmn
100-
CN=93
80-
60
40
20
0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 50 52 54 56 58 60 62 64 66 68 70 72
Time (hours)

POST-DEVELOPMENT Type 1124-hr 10-Year Rainfall=4.80"
Prepared by Kimley-Horn &Associates Printed 12/21/2023
HydroCAD® 10.20-3c s/n 02344 ©2023 HydroCAD Software Solutions LLC Page 75
Summary for Subcatchment 29S: POST-DEV DA-3 ONSITE B
Runoff = 19.25 cfs © 12.07 hrs, Volume= 1.237 af, Depth= 2.54"
Routed to Reach 28R : SOUTH STREAM
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs
Type II 24-hr 10-Year Rainfall=4.80"
Area (ac) CN Description
* 5.840 78
5.840 100.00% Pervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
15.0 Direct Entry,
Subcatchment 29S: POST-DEV DA-3 ONSITE B
Hydrograph
21 I
201 19.25 cfs —Runoff
191
18= Type i L 2 h r
171
16 1rRainfaiV=4.807
15=
141 pp R no m
uff Area`5.840- aC
13=
12 Runoff-Volue=1.237 of
=
Runoff DeOth=2.64"
0 10=
9; TC'71 min
8-
7- T �r
6- C N=78
5
4
3
0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 50 52 54 56 58 60 62 64 66 68 70 72
Time (hours)

POST-DEVELOPMENT Type 1124-hr 10-Year Rainfall=4.80"
Prepared by Kimley-Horn &Associates Printed 12/21/2023
HydroCAD® 10.20-3c s/n 02344 ©2023 HydroCAD Software Solutions LLC Page 76
Summary for Subcatchment 31S: POST-DEV DA-3 OFFSITE B
Runoff = 70.19 cfs © 12.55 hrs, Volume= 10.565 af, Depth= 2.99"
Routed to Reach 30R : DA-3 BYPASS PIPE
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs
Type II 24-hr 10-Year Rainfall=4.80"
Area (ac) CN Description
* 42.350 83
42.350 100.00% Pervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
57.3 Direct Entry,
Subcatchment 31S: POST-DEV DA-3 OFFSITE B
Hydrograph
75- 70.19 cfs
—Runoff
70-
Type I
607 1 O�Yeer-Rainfa11=4.80"
55= Runoff, Arlen=42.350 aG
50=
�w3, 457
h Run'
o ume
Z.fi b
_40 Runoff Depth= .99ur
�f
O
• 35-
Tc=87.3 min
30=
25=
C.N83
20
L,
15
10
5 emir) LTh
0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 50 52 54 56 58 60 62 64 66 68 70 72
Time (hours)

POST-DEVELOPMENT Type 1124-hr 10-Year Rainfall=4.80"
Prepared by Kimley-Horn &Associates Printed 12/21/2023
HydroCAD® 10.20-3c s/n 02344 ©2023 HydroCAD Software Solutions LLC Page 77
Summary for Subcatchment 32S: POST-DEV DA-3 OFFSITE A
Runoff = 132.47 cfs © 12.43 hrs, Volume= 16.444 af, Depth= 2.37"
Routed to Reach 28R : SOUTH STREAM
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs
Type II 24-hr 10-Year Rainfall=4.80"
Area (ac) CN Description
* 83.200 76
83.200 100.00% Pervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
43.2 Direct Entry,
Subcatchment 32S: POST-DEV DA-3 OFFSITE A
Hydrograph
140= 1 132.47 cfs i —Runoff
130:
120=
.Type II 24-hr
110= P i -Year.Ralrif01l=4 80'1
100= Runoff Area=83.200 ac
90_ Runoff V oIu me16,A44 of
13 80: off De'
t Rwn � �
-
LL 60- Tc-4 . min
50
GN=76
40
30
20
10
0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 50 52 54 56 58 60 62 64 66 68 70 72
Time (hours)

POST-DEVELOPMENT Type 1124-hr 10-Year Rainfall=4.80"
Prepared by Kimley-Horn &Associates Printed 12/21/2023
HydroCAD® 10.20-3c s/n 02344 ©2023 HydroCAD Software Solutions LLC Page 78
Summary for Reach 13R: NORTH STREAM DEPRESSION
Inflow Area = 86.090 ac, 0.00% Impervious, Inflow Depth > 3.11" for 10-Year event
Inflow = 154.35 cfs © 12.10 hrs, Volume= 22.299 af
Outflow = 154.35 cfs © 12.10 hrs, Volume= 22.299 af, Atten= 0%, Lag= 0.0 min
Routed to Reach 14R : NORTH STREAM TO POA 2
Routing by Stor-Ind+Trans method, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs
Reach 13R: NORTH STREAM DEPRESSION
Hydrograph
170=
160= I 154.35 cfs Inflow
—Outflow
150_
Inflow Area=80,090_ac
140:
130=
120-
110:
90-
c 80:
70:
60:
50-
40:
30=
20=
10:
0 wirfrrrr� j i i i
0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 50 52 54 56 58 60 62 64 66 68 70 72
Time (hours)

POST-DEVELOPMENT Type 1124-hr 10-Year Rainfall=4.80"
Prepared by Kimley-Horn &Associates Printed 12/21/2023
HydroCAD® 10.20-3c s/n 02344 ©2023 HydroCAD Software Solutions LLC Page 79
Summary for Reach 14R: NORTH STREAM TO POA 2
Inflow Area = 90.480 ac, 0.00% Impervious, Inflow Depth > 3.08" for 10-Year event
Inflow = 167.69 cfs © 12.10 hrs, Volume= 23.230 af
Outflow = 167.69 cfs © 12.10 hrs, Volume= 23.230 af, Atten= 0%, Lag= 0.0 min
Routed to Link 4L : POA 2
Routing by Stor-Ind+Trans method, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs
Reach 14R: NORTH STREAM TO POA 2
Hydrograph
180_ 1167.69 cfs —Inflow
170_ —Outflow
Inflow Area=90.
160=
150= 80 ac
140:
130:
120z_
100=
c 90-
a 80:
70-
60:
50
40
30=
20=
10:
0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 50 52 54 56 58 60 62 64 66 68 70 72
Time (hours)

POST-DEVELOPMENT Type 1124-hr 10-Year Rainfall=4.80"
Prepared by Kimley-Horn &Associates Printed 12/21/2023
HydroCAD®10.20-3c s/n 02344 ©2023 HydroCAD Software Solutions LLC Page 80
Summary for Reach 28R: SOUTH STREAM
Inflow Area = 167.950 ac, 0.00% Impervious, Inflow Depth > 2.84" for 10-Year event
Inflow = 209.44 cfs @ 12.44 hrs, Volume= 39.783 af
Outflow = 209.44 cfs @ 12.44 hrs, Volume= 39.783 af, Atten= 0%, Lag= 0.0 min
Routed to Link 9L : POA 3
Routing by Stor-Ind+Trans method, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs
Reach 28R: SOUTH STREAM
Hydrograph
230=
220_ 209.44 i —Inflow
I cfs I I I
—Outflow
200_ I /�
1nflow_Area167.950 ac
90-
180= -- -- -
170= h
;
160=
150]
140:
12 130=
o
120
c 110=
LL 100=
90
80
70
60
50
40
30
20
10 rI1111'i
0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 50 52 54 56 58 60 62 64 66 68 70 72
Time (hours)

POST-DEVELOPMENT Type 1124-hr 10-Year Rainfall=4.80"
Prepared by Kimley-Horn &Associates Printed 12/21/2023
HydroCAD® 10.20-3c s/n 02344 ©2023 HydroCAD Software Solutions LLC Page 81
Summary for Reach 30R: DA-3 BYPASS PIPE
Inflow Area = 42.350 ac, 0.00% Impervious, Inflow Depth = 2.99" for 10-Year event
Inflow = 70.19 cfs @ 12.55 hrs, Volume= 10.565 af
Outflow = 70.15 cfs @ 12.58 hrs, Volume= 10.565 af, Atten= 0%, Lag= 1.4 min
Routed to Reach 28R : SOUTH STREAM
Routing by Stor-Ind+Trans method, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs
Max. Velocity= 15.26 fps, Min. Travel Time= 0.6 min
Avg. Velocity = 5.89 fps, Avg. Travel Time= 1.7 min
Peak Storage= 2,690 cf @ 12.56 hrs
Average Depth at Peak Storage= 1.49' , Surface Width= 4.24'
Bank-Full Depth= 4.50' Flow Area= 15.9 sf, Capacity= 296.47 cfs
54.0" Round Pipe
n= 0.011 Concrete pipe, straight& clean
Length= 585.0' Slope= 0.0163 '/'
Inlet Invert= 788.52', Outlet Invert= 779.00'
Reach 30R: DA-3 BYPASS PIPE
Hydrograph
75 170.15 cfs
—Inflow
707 , —Outflow
657 1 la ow Area=42.350 ac
607 Avg. Plow h=1.49'
55= Max 15.26 f
VeI- pS
50:
=F 45_ 54.o�i
40 Pi
pe
Ppe
3
LL 35=
0.01-1'
30=
25= L=5850
20 �! S=O.0163
Capaci
15
. ty=2g6.47 cfs
10
5
0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 50 52 54 56 58 60 62 64 66 68 70 72
Time (hours)

POST-DEVELOPMENT Type 1124-hr 10-Year Rainfall=4.80"
Prepared by Kimley-Horn &Associates Printed 12/21/2023
HydroCAD®10.20-3c s/n 02344 ©2023 HydroCAD Software Solutions LLC Page 82
Summary for Pond 10P: SCM 2
Inflow Area = 17.950 ac, 0.00% Impervious, Inflow Depth = 4.45" for 10-Year event
Inflow = 125.70 cfs @ 11.96 hrs, Volume= 6.653 of
Outflow = 81.86 cfs @ 12.02 hrs, Volume= 6.644 af, Atten= 35%, Lag= 4.0 min
Primary = 81.86 cfs @ 12.02 hrs, Volume= 6.644 of
Routed to Reach 13R : NORTH STREAM DEPRESSION
Secondary= 0.00 cfs @ 0.00 hrs, Volume= 0.000 af
Routed to Reach 13R : NORTH STREAM DEPRESSION
Routing by Stor-Ind method, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs
Peak Elev= 791.67' @ 12.02 hrs Surf.Area= 22,999 sf Storage= 96,640 cf
Plug-Flow detention time= 203.5 min calculated for 6.644 af(100% of inflow)
Center-of-Mass det. time= 202.5 min ( 954.3 - 751.8 )
Volume Invert Avail.Storage Storage Description
#1 786.00' 129,160 cf Custom Stage Data(Prismatic) Listed below (Recalc)
Elevation Surf.Area Inc.Store Cum.Store
(feet) (sq-ft) (cubic-feet) (cubic-feet)
786.00 11,400 0 0
787.00 13,294 12,347 12,347
788.00 15,260 14,277 26,624
789.00 17,290 16,275 42,899
790.00 19,385 18,338 61,237
791.00 21,526 20,456 81,692
792.00 23,720 22,623 104,315
793.00 25,970 24,845 129,160
Device Routing Invert Outlet Devices
#1 Primary 783.50' 36.0" Round Culvert L= 67.0' Ke= 0.200
Inlet/Outlet Invert= 783.50'/780.00' S= 0.0522 '/' Cc= 0.900
n= 0.011, Flow Area= 7.07 sf
#2 Device 1 786.00' Special &User-Defined
Head (feet) 0.00 1.00 2.00 3.00 4.00 5.00 6.00
Disch. (cfs) 0.000 0.318 0.446 0.573 0.700 0.828 0.955
#3 Device 1 788.20' 48.0"W x 12.0" H Vert. Orifice/Grate C= 0.600
Limited to weir flow at low heads
#4 Device 1 790.20' 36.0"W x 12.0" H Vert. Orifice/Grate X 3.00 C= 0.600
Limited to weir flow at low heads
#5 Device 1 791.50' 72.0" x 72.0" Horiz. Orifice/Grate C= 0.600
Limited to weir flow at low heads
#6 Secondary 792.50' 40.0' long +3.0 '/' SideZ x 25.0' 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) 2.68 2.70 2.70 2.64 2.63 2.64 2.64 2.63

POST-DEVELOPMENT Type 1124-hr 10-Year Rainfall=4.80"
Prepared by Kimley-Horn &Associates Printed 12/21/2023
HydroCAD® 10.20-3c s/n 02344 ©2023 HydroCAD Software Solutions LLC Page 83
Primary OutFlow Max=81.74 cfs @ 12.02 hrs HW=791.67' (Free Discharge)
L1=Culvert (Passes 81.74 cfs of 109.87 cfs potential flow)
2=Special & User-Defined (Custom Controls 0.91 cfs)
44
3=Orifice/Grate (Orifice Controls 33.15 cfs @ 8.29 fps)
=Orifice/Grate (Orifice Controls 42.18 cfs @ 4.69 fps)
5=Orifice/Grate (Weir Controls 5.50 cfs @ 1.35 fps)
Secondary OutFlow Max=0.00 cfs @ 0.00 hrs HW=786.00' (Free Discharge)
L6=Broad-Crested Rectangular Weir ( Controls 0.00 cfs)
Pond 10P: SCM 2
Hydrograph
140-
130- 125.70 cfs —Inflow
—Outflow
_ —Primary
120=
1n ow Area=17.950 ac
-Secondary
110= Peak Elev 100_90= 81.86 cfs F Stoi age 96,640--vF
w 80_
V
3 70=
_o
60-
50-
40-
30-
20-
in=
i 0.00 cfs i
0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 50 52 54 56 58 60 62 64 66 68 70 72
Time (hours)

POST-DEVELOPMENT Type 1124-hr 10-Year Rainfall=4.80"
Prepared by Kimley-Horn &Associates Printed 12/21/2023
HydroCAD®10.20-3c s/n 02344 ©2023 HydroCAD Software Solutions LLC Page 84
Summary for Pond 12P: SCM 1
Inflow Area = 25.770 ac, 0.00% Impervious, Inflow Depth = 3.93" for 10-Year event
Inflow = 144.60 cfs @ 11.96 hrs, Volume= 8.440 of
Outflow = 28.35 cfs @ 12.12 hrs, Volume= 8.420 af, Atten= 80%, Lag= 10.0 min
Primary = 28.35 cfs @ 12.12 hrs, Volume= 8.420 af
Routed to Reach 13R : NORTH STREAM DEPRESSION
Routing by Stor-Ind method, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs
Peak Elev= 789.90' @ 12.12 hrs Surf.Area= 41,549 sf Storage= 175,445 cf
Plug-Flow detention time= 341.5 min calculated for 8.420 of(100% of inflow)
Center-of-Mass det. time= 339.9 min ( 1,117.0- 777.1 )
Volume Invert Avail.Storage Storage Description
#1 785.00' 268,196 cf Custom Stage Data(Prismatic) Listed below (Recalc)
Elevation Surf.Area Inc.Store Cum.Store
(feet) (sq-ft) (cubic-feet) (cubic-feet)
785.00 30,293 0 0
786.00 32,482 31,388 31,388
787.00 34,718 33,600 64,988
788.00 37,020 35,869 100,857
789.00 39,378 38,199 139,056
790.00 41,792 40,585 179,641
791.00 44,264 43,028 222,669
792.00 46,791 45,528 268,196
Device Routing Invert Outlet Devices
#1 Primary 782.50' 36.0" Round Culvert L= 158.0' Ke= 0.200
Inlet/Outlet Invert= 782.50'/779.00' S= 0.0222 '/' Cc= 0.900
n= 0.011 Concrete pipe, straight&clean, Flow Area= 7.07 sf
#2 Device 1 785.00' Special &User-Defined
Head (feet) 0.00 1.00 2.00 3.00 4.00 5.00 6.00
Disch. (cfs) 0.000 0.725 1.015 1.305 1.594 1.884 2.174
#3 Device 1 786.00' 12.0"W x 6.0" H Vert. Orifice/Grate C= 0.600
Limited to weir flow at low heads
#4 Device 1 789.00' 48.0"W x 12.0" H Vert. Orifice/Grate X 2.00 C= 0.600
Limited to weir flow at low heads
#5 Device 1 791.00' 60.0" x 60.0" Horiz. Orifice/Grate C= 0.600
Limited to weir flow at low heads
Primary OutFlow Max=28.35 cfs @ 12.12 hrs HW=789.90' (Free Discharge)
t-1=Culvert (Passes 28.35 cfs of 103.33 cfs potential flow)
- 2- =Special &User-Defined (Custom Controls 1.85 cfs)
-3=Orifice/Grate (Orifice Controls 4.60 cfs @ 9.20 fps)
-4=Orifice/Grate (Orifice Controls 21.90 cfs @ 3.04 fps)
-5=Orifice/Grate ( Controls 0.00 cfs)

POST-DEVELOPMENT Type 1124-hr 10-Year Rainfall=4.80"
Prepared by Kimley-Horn &Associates Printed 12/21/2023
HydroCAD® 10.20-3c s/n 02344 ©2023 HydroCAD Software Solutions LLC _ Page 85
Pond 12P: SCM 1
Hydrograph
160=
150_ 1 144.60 cfs I —Inflow
—Primary
140_ Inflow Area=25.770 ac
130: �]
120= Peak Elev=789 90'
110_
StOt g'e=175,445 Cf
100=
Co 90:
u
80:
o -
LL 70:
60: ,
50:
40=
28.35 cfs I
30 .
20
10 .
0
0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 50 52 54 56 58 60 62 64 66 68 70 72
Time (hours)

POST-DEVELOPMENT Type 1124-hr 10-Year Rainfall=4.80"
Prepared by Kimley-Horn &Associates Printed 12/21/2023
HydroCAD®10.20-3c s/n 02344 ©2023 HydroCAD Software Solutions LLC Page 86
Summary for Pond 24P: SCM 3
Inflow Area = 36.560 ac, 0.00% Impervious, Inflow Depth = 3.89" for 10-Year event
Inflow = 233.64 cfs @ 11.96 hrs, Volume= 11.861 af
Outflow = 11.46 cfs @ 12.95 hrs, Volume= 11.537 af, Atten= 95%, Lag= 59.7 min
Primary = 11.46 cfs @ 12.95 hrs, Volume= 11.537 af
Routed to Reach 28R : SOUTH STREAM
Secondary= 0.00 cfs @ 0.00 hrs, Volume= 0.000 af
Routed to Reach 28R : SOUTH STREAM
Routing by Stor-Ind method, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs
Peak Elev= 784.66' @ 12.95 hrs Surf.Area= 128,537 sf Storage= 325,859 cf
Plug-Flow detention time= 707.0 min calculated for 11.537 af(97% of inflow)
Center-of-Mass det. time= 690.0 min ( 1,467.3- 777.3 )
Volume Invert Avail.Storage Storage Description
#1 782.00' 502,747 cf Custom Stage Data(Prismatic) Listed below (Recalc)
Elevation Surf.Area Inc.Store Cum.Store
(feet) (sq-ft) (cubic-feet) (cubic-feet)
782.00 116,983 0 0
783.00 121,285 119,134 119,134
784.00 125,644 123,465 242,599
785.00 130,060 127,852 370,451
786.00 134,532 132,296 502,747
Device Routing Invert Outlet Devices
#1 Primary 778.00' 30.0" Round Culvert L= 195.0' Ke= 0.500
Inlet/Outlet Invert= 778.00'/777.02' S= 0.0050'/' Cc= 0.900
n= 0.013, Flow Area= 4.91 sf
#2 Device 1 782.00' Special &User-Defined
Head (feet) 0.00 1.00 2.00 3.00 4.00 5.00
Disch. (cfs) 0.000 1.735 2.603 3.470 4.338 5.206
#3 Device 1 783.00' 20.0"W x 6.0" H Vert. Orifice/Grate C= 0.600
Limited to weir flow at low heads
#4 Device 1 784.50' 72.0"W x 6.0" H Vert. Orifice/Grate X 3.00 C= 0.600
Limited to weir flow at low heads
#5 Device 1 785.00' 96.0" x 96.0" Horiz. Orifice/Grate C= 0.600
Limited to weir flow at low heads
#6 Secondary 785.75' 30.0' long x 15.0' 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) 2.68 2.70 2.70 2.64 2.63 2.64 2.64 2.63

POST-DEVELOPMENT Type 1124-hr 10-Year Rainfall=4.80"
Prepared by Kimley-Horn &Associates Printed 12/21/2023
HydroCAD® 10.20-3c s/n 02344 ©2023 HydroCAD Software Solutions LLC Page 87
Primary OutFlow Max=11.45 cfs @ 12.95 hrs HW=784.66' (Free Discharge)
4-1=Culvert (Passes 11.45 cfs of 49.10 cfs potential flow)
2=Special & User-Defined (Custom Controls 3.17 cfs)
44
3=Orifice/Grate (Orifice Controls 4.75 cfs @ 5.70 fps)
=Orifice/Grate (Orifice Controls 3.53 cfs @ 1.26 fps)
5=Orifice/Grate ( Controls 0.00 cfs)
Secondary OutFlow Max=0.00 cfs @ 0.00 hrs HW=782.00' (Free Discharge)
4-6=Broad-Crested Rectangular Weir ( Controls 0.00 cfs)
Pond 24P: SCM 3
Hydrograph
260-
240- 233.64 cfs 1 —Inflow
I —Outflow
- —
220= I n l i w Area=36
V.560 Cc,,---- —SeconPrimarydary
200= Peak EIev^784.66'
Storage=325,859 cf
180_
160-
140=
-
0 120-
100-
80: I .
60-
40-
20- I 11.46 cfs I
i 0.00 cfs i
y �n}nnntnnjrm�
0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 50 52 54 56 58 60 62 64 66 68 70 72
Time (hours)

POST-DEVELOPMENT Type 1124-hr 10-Year Rainfall=4.80"
Prepared by Kimley-Horn &Associates Printed 12/21/2023
HydroCAD®10.20-3c s/n 02344 ©2023 HydroCAD Software Solutions LLC Page 88
Summary for Link 2L: POA 1
Inflow Area = 1.490 ac, 0.00% Impervious, Inflow Depth = 2.37" for 10-Year event
Inflow = 6.55 cfs @ 11.96 hrs, Volume= 0.294 af
Primary = 6.55 cfs @ 11.96 hrs, Volume= 0.294 af, Atten= 0%, Lag= 0.0 min
Primary outflow = Inflow, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs
Link 2L: POA 1
Hydrograph
7 16.55 cfs —I Inflow I
i —Primary
6- Inflow Area=1I.490 ac
5-
4-
3 -
0
3
1-
0Tnrtrml.............. ................................................,Mph ...............................................................................
0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 50 52 54 56 58 60 62 64 66 68 70 72
Time (hours)

POST-DEVELOPMENT Type 1124-hr 10-Year Rainfall=4.80"
Prepared by Kimley-Horn &Associates Printed 12/21/2023
HydroCAD®10.20-3c s/n 02344 ©2023 HydroCAD Software Solutions LLC Page 89
Summary for Link 4L: POA 2
Inflow Area = 96.340 ac, 0.00% Impervious, Inflow Depth > 3.09" for 10-Year event
Inflow = 191.36 cfs @ 12.06 hrs, Volume= 24.832 of
Primary = 191.36 cfs @ 12.06 hrs, Volume= 24.832 af, Atten= 0%, Lag= 0.0 min
Primary outflow = Inflow, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs
Link 4L: POA 2
Hydrograph
210
200 'l I 191.36 cfs I I , —Inflow
190- ' —Primary
180=
Inflow Area=96.340 ac
170= :
160- I I
150:
140!
130=
w 120=
110
0 100
90
80- h h h h h h h +
70E
60=
50=
40= 4
30= 1 4 L
r
20-
10
0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 50 52 54 56 58 60 62 64 66 68 70 72
Time (hours)

POST-DEVELOPMENT Type 1124-hr 10-Year Rainfall=4.80"
Prepared by Kimley-Horn &Associates Printed 12/21/2023
HydroCAD®10.20-3c s/n 02344 ©2023 HydroCAD Software Solutions LLC Page 90
Summary for Link 9L: POA 3
Inflow Area = 167.950 ac, 0.00% Impervious, Inflow Depth > 2.84" for 10-Year event
Inflow = 209.44 cfs @ 12.44 hrs, Volume= 39.783 af
Primary = 209.44 cfs @ 12.44 hrs, Volume= 39.783 af, Atten= 0%, Lag= 0.0 min
Primary outflow = Inflow, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs
Link 9L: POA 3
Hydrograph
230-
220_ 209.44 —Inflow
0= I —Primary
21 li
09. cfs i
200 i r r 4 4Inflow Area=167.950 ac
190: r ,
180: 1 rr
170=
160: r r r ,
150=
140:
F 130=
u
120:
c 110
LL 100-
90=
80]
70!
60=
50= r
40!
30=
20: r r
10=
0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 50 52 54 56 58 60 62 64 66 68 70 72
Time (hours)

POST-DEVELOPMENT Type II 24-hr 100-Year Rainfall=7.21"
Prepared by Kimley-Horn &Associates Printed 12/21/2023
HydroCAD®10.20-3c s/n 02344 ©2023 HydroCAD Software Solutions LLC Page 91
Time span=0.00-72.00 hrs, dt=0.01 hrs, 7201 points
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN
Reach routing by Stor-Ind+Trans method - Pond routing by Stor-Ind method
Subcatchment 10S: POST-DEV DA-3 OFFSITE C Runoff Area=1.880 ac 0.00% Impervious Runoff Depth=3.79"
Tc=20.8 min CN=70 Runoff=7.77 cfs 0.594 of
Subcatchment 11S: POST-DEV DA-1 ONSITE Runoff Area=1.490 ac 0.00% Impervious Runoff Depth=4.44"
Tc=5.0 min CN=76 Runoff=12.02 cfs 0.552 of
Subcatchment 12S: POST-DEV DA-2 ONSITE E Runoff Area=17.950 ac 0.00% Impervious Runoff Depth=6.85"
Tc=5.0 min CN=97 Runoff=190.03 cfs 10.249 of
Subcatchment 15S: POST-DEV DA-2 OFFSITE C Runoff Area=5.860 ac 0.00% Impervious Runoff Depth=5.57"
Tc=12.0 min CN=86 Runoff=44.63 cfs 2.719 of
Subcatchment 16S: POST-DEV DA-2 ONSITE A Runoff Area=20.770 ac 0.00% Impervious Runoff Depth=6.61"
Tc=5.0 min CN=95 Runoff=217.80 cfs 11.449 of
Subcatchment 17S: POST-DEV DA-2 OFFSITE A Runoff Area=5.000 ac 0.00% Impervious Runoff Depth=4.89"
Tc=44.7 min CN=80 Runoff=16.11 cfs 2.037 of
Subcatchment 18S: POST-DEV DA-2 ONSITE B Runoff Area=5.300 ac 0.00% Impervious Runoff Depth=4.67"
Tc=21.1 min CN=78 Runoff=26.54 cfs 2.061 af
Subcatchment 19S: POST-DEV DA-2 ONSITE C Runoff Area=4.390 ac 0.00% Impervious Runoff Depth=4.67"
Tc=17.6 min CN=78 Runoff=24.30 cfs 1.707 of
Subcatchment 22S: POST-DEV DA-2 OFFSITE B Runoff Area=36.290 ac 0.00% Impervious Runoff Depth=3.90"
Tc=28.9 min CN=71 Runoff=125.89 cfs 11.797 af
Subcatchment 23S: POST-DEV DA-2 ONSITE D Runoff Area=0.780 ac 0.00% Impervious Runoff Depth=4.67"
Tc=5.0 min CN=78 Runoff=6.55 cfs 0.303 of
Subcatchment 25S: POST-DEV DA-3 ONSITE A Runoff Area=34.680 ac 0.00% Impervious Runoff Depth=6.38"
Tc=5.0 min CN=93 Runoff=358.74 cfs 18.436 of
Subcatchment 29S: POST-DEV DA-3 ONSITE B Runoff Area=5.840 ac 0.00% Impervious Runoff Depth=4.67"
Tc=15.0 min CN=78 Runoff=34.97 cfs 2.271 of
Subcatchment 31S: POST-DEV DA-3 OFFSITE B Runoff Area=42.350 ac 0.00% Impervious Runoff Depth=5.23"
Tc=57.3 min CN=83 Runoff=121.96 cfs 18.444 of
Subcatchment 32S: POST-DEV DA-3 OFFSITE ARunoff Area=83.200 ac 0.00% Impervious Runoff Depth=4.44"
Tc=43.2 min CN=76 Runoff=250.36 cfs 30.817 af
Reach 13R: NORTH STREAM DEPRESSION Inflow=322.12 cfs 37.864 af
Outflow=322.12 cfs 37.864 af
Reach 14R: NORTH STREAM TO POA 2 Inflow=346.36 cfs 39.571 af
Outflow=346.36 cfs 39.571 af

POST-DEVELOPMENT Type II 24-hr 100-Year Rainfall=7.21"
Prepared by Kimley-Horn &Associates Printed 12/21/2023
HydroCAD®10.20-3c s/n 02344 ©2023 HydroCAD Software Solutions LLC Page 92
Reach 28R: SOUTH STREAM Inflow=421.89 cfs 70.206 af
Outflow=421.89 cfs 70.206 af
Reach 30R: DA-3 BYPASS PIPE Avg. Flow Depth=2.01' Max Vet=17.73 fps Inflow=121.96 cfs 18.444 af
54.0" Round Pipe n=0.011 L=585.0' S=0.0163'/' Capacity=296.47 cfs Outflow=121.89 cfs 18.444 af
Pond 10P: SCM 2 Peak Elev=792.67' Storage=120,698 cf Inflow=190.03 cfs 10.249 af
Primary=117.82 cfs 10.210 af Secondary=7.65 cfs 0.030 af Outflow=125.47 cfs 10.239 af
Pond 12P: SCM 1 Peak Elev=791.52' Storage=246,078 cf Inflow=221.70 cfs 13.486 af
Outflow=86.94 cfs 13.463 af
Pond 24P: SCM 3 Peak Elev=785.67' Storage=457,995 cf Inflow=362.51 cfs 19.030 af
Primary=53.72 cfs 18.674 af Secondary=0.00 cfs 0.000 af Outflow=53.72 cfs 18.674 af
Link 2L: POA 1 Inflow=12.02 cfs 0.552 af
Primary=12.02 cfs 0.552 af
Link 4L: POA 2 Inflow=381.50 cfs 42.290 af
Primary=381.50 cfs 42.290 af
Link 9L: POA 3 Inflow=421.89 cfs 70.206 af
Primary=421.89 cfs 70.206 af
Total Runoff Area= 265.780 ac Runoff Volume= 113.436 af Average Runoff Depth = 5.12"
100.00%Pervious=265.780 ac 0.00%Impervious= 0.000 ac

POST-DEVELOPMENT Type II 24-hr 100-Year Rainfall=7.21"
Prepared by Kimley-Horn &Associates Printed 12/21/2023
HydroCAD® 10.20-3c s/n 02344 ©2023 HydroCAD Software Solutions LLC Page 93
Summary for Subcatchment 10S: POST-DEV DA-3 OFFSITE C (SCM-3)
Runoff = 7.77 cfs © 12.13 hrs, Volume= 0.594 af, Depth= 3.79"
Routed to Pond 24P : SCM 3
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs
Type II 24-hr 100-Year Rainfall=7.21"
Area (ac) CN Description
* 1.880 70
1.880 100.00% Pervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
20.8 Direct Entry,
Subcatchment 10S: POST-DEV DA-3 OFFSITE C (SCM-3)
Hydrograph
f 8_ 7.77 cfs —Runoff
7-
Type II 24-hr
100-Year Rainfall=7.21"
Runoff Area=1 .880 ac
= Runoff Volurrte=O:5
Runoff_Depth=a.79'
c 4-
"
Tc=20.8 mink
2-
0 -rpm i frrrrtn
0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 50 52 54 56 58 60 62 64 66 68 70 72
Time (hours)

POST-DEVELOPMENT Type II 24-hr 100-Year Rainfall=7.21"
Prepared by Kimley-Horn &Associates Printed 12/21/2023
HydroCAD® 10.20-3c s/n 02344 ©2023 HydroCAD Software Solutions LLC Page 94
Summary for Subcatchment 11S: POST-DEV DA-1 ONSITE
Runoff = 12.02 cfs © 11.96 hrs, Volume= 0.552 af, Depth= 4.44"
Routed to Link 2L : POA 1
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs
Type II 24-hr 100-Year Rainfall=7.21"
Area (ac) CN Description
* 1.490 76
1.490 100.00% Pervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
5.0 Direct Entry,
Subcatchment 11S: POST-DEV DA-1 ONSITE
Hydrograph
13-
112.02 cfs I —Runoff
12
117 Type- ! 24-br
10= 100-Year Rainfall=7.21"�
Runoff Area=1.490 ac
$_ Runoff Vorum �:5= $2 Of
3 = h=4.44 unoffD
u 67
5- l- s1�1Jww_''m mn
4- C hF=16
3
2
1
0
0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 50 52 54 56 58 60 62 64 66 68 70 72
Time (hours)

POST-DEVELOPMENT Type II 24-hr 100-Year Rainfall=7.21"
Prepared by Kimley-Horn &Associates Printed 12/21/2023
HydroCAD® 10.20-3c s/n 02344 ©2023 HydroCAD Software Solutions LLC Page 95
Summary for Subcatchment 12S: POST-DEV DA-2 ONSITE E (SCM-2)
Runoff = 190.03 cfs © 11.96 hrs, Volume= 10.249 af, Depth= 6.85"
Routed to Pond 10P : SCM 2
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs
Type II 24-hr 100-Year Rainfall=7.21"
Area (ac) CN Description
* 17.950 97
17.950 100.00% Pervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
5.0 Direct Entry,
Subcatchment 12S: POST-DEV DA-2 ONSITE E (SCM-2)
Hydrograph
210 I I I
200 ° 190.03 cfs i , , —Runoff
190
180 TYPO II 24-hr
170
160 ,
©0-Year-,Rainfa I l=7.'21
1 ` Ru n►off--Are = -L .950
140 40 aC
130 `r ^� ',-- `Runoff V QIume=1 O,249 of
f: 120
10 Rulroff Qepth= .$ "
c 100 t 1
TC5.O 1�1 LL 90 11
80
. C _91
70
60 ;
50 :
40
30
20
10
0 —
0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 50 52 54 56 58 60 62 64 66 68 70 72
Time (hours)

POST-DEVELOPMENT Type II 24-hr 100-Year Rainfall=7.21"
Prepared by Kimley-Horn &Associates Printed 12/21/2023
HydroCAD® 10.20-3c s/n 02344 ©2023 HydroCAD Software Solutions LLC Page 96
Summary for Subcatchment 15S: POST-DEV DA-2 OFFSITE C
Runoff = 44.63 cfs © 12.03 hrs, Volume= 2.719 af, Depth= 5.57"
Routed to Link 4L : POA 2
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs
Type II 24-hr 100-Year Rainfall=7.21"
Area (ac) CN Description
* 5.860 86
5.860 100.00% Pervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
12.0 Direct Entry,
Subcatchment 15S: POST-DEV DA-2 OFFSITE C
Hydrograph
48- ,
464 144.63 cfs I —Runoff
444
-42- Time
1144-~lr
40=
364 i r i r 10 0- i;}�ear RaiinfFFCall=7.21 ar;
Runoff Ars
34= a= .80 pc
n 284 Runoff�' 1 �f
304
O�INFYlE��2.;7
264
-- ��
24- Runoff-Det}th=v.5
Li 22-
20- TC=l-2.o irn in
184 wF
16= 1'�1
144
12-
104
8-
61
2
0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 50 52 54 56 58 60 62 64 66 68 70 72
Time (hours)

POST-DEVELOPMENT Type II 24-hr 100-Year Rainfall=7.21"
Prepared by Kimley-Horn &Associates Printed 12/21/2023
HydroCAD® 10.20-3c s/n 02344 ©2023 HydroCAD Software Solutions LLC Page 97
Summary for Subcatchment 16S: POST-DEV DA-2 ONSITE A (SCM-1)
Runoff = 217.80 cfs © 11.96 hrs, Volume= 11.449 af, Depth= 6.61"
Routed to Pond 12P : SCM 1
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs
Type II 24-hr 100-Year Rainfall=7.21"
Area (ac) CN Description
* 20.770 95
20.770 100.00% Pervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
5.0 Direct Entry,
Subcatchment 16S: POST-DEV DA-2 ONSITE A (SCM-1)
Hydrograph
240
230 217.80 cfs I —Runoff
220
'TYPO [[ 24=hr
200
180 1 IDO-Nrar- RainfOl ==7. 1.170
160 ©u rlo; f--A►re =,20 770 a
'; I Q�ir
150
unoff Vol m �----
13 140 R -D
� RR� 1 -�yy++
-
130 Runoff e th=6 V
120 �
u 100 r i TC--4-0 mid
I
r171 1 ;, , h ,
20
10
0 — .............. ....,....,....,....,....,....,....,....,....,....,....,....,....,....,....,....,....,....,.... ....,
0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 50 52 54 56 58 60 62 64 66 68 70 72
Time (hours)

POST-DEVELOPMENT Type II 24-hr 100-Year Rainfall=7.21"
Prepared by Kimley-Horn &Associates Printed 12/21/2023
HydroCAD® 10.20-3c s/n 02344 ©2023 HydroCAD Software Solutions LLC Page 98
Summary for Subcatchment 17S: POST-DEV DA-2 OFFSITE A (SCM-1)
Runoff = 16.11 cfs © 12.42 hrs, Volume= 2.037 af, Depth= 4.89"
Routed to Pond 12P : SCM 1
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs
Type II 24-hr 100-Year Rainfall=7.21"
Area (ac) CN Description
* 5.000 80
5.000 100.00% Pervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
44.7 Direct Entry,
Subcatchment 17S: POST-DEV DA-2 OFFSITE A (SCM-1)
Hydrograph
18-
17- 116.11 cfs f —Runoff
16
15= Type II 24- 'Tr
13 14= 100-Year Rainfaill-7.21'r
12 Iu noff Area=5 000 ac
11_ Ru'n',
1o= '- af
3 VO�um�-Z,D3
Runoff Depth 4.89"
LL 8-
C+44.7 cn
,� gin,.
6- c IY firs/�
V
4=
3
2
0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 50 52 54 56 58 60 62 64 66 68 70 72
Time (hours)

POST-DEVELOPMENT Type II 24-hr 100-Year Rainfall=7.21"
Prepared by Kimley-Horn &Associates Printed 12/21/2023
HydroCAD® 10.20-3c s/n 02344 ©2023 HydroCAD Software Solutions LLC Page 99
Summary for Subcatchment 18S: POST-DEV DA-2 ONSITE B
Runoff = 26.54 cfs © 12.13 hrs, Volume= 2.061 af, Depth= 4.67"
Routed to Reach 13R : NORTH STREAM DEPRESSION
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs
Type II 24-hr 100-Year Rainfall=7.21"
Area (ac) CN Description
* 5.300 78
5.300 100.00% Pervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
21.1 Direct Entry,
Subcatchment 18S: POST-DEV DA-2 ONSITE B
Hydrograph
28- 126.54 cfs I —Runoff
26-
Type II 24-'
�r
22-
O04e-ar Rainfall=7.21
2
187 Runoff area=5.300 ac
Runoff Volume=2.001 'f
o 16-14- "Runoff Depth=4,67'
127 Tc- 21.1- m n
10- w w'= Ei
8
6
0 ..........6' .. i....i....i....i....i....i...2 4..i.........i....i....i....i....i....i....i....in..i....i....i....i....i....i....i....i....i....i....i....i....i....I
0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 50 52 54 56 58 60 62 64 66 68 70 72
Time (hours)

POST-DEVELOPMENT Type II 24-hr 100-Year Rainfall=7.21"
Prepared by Kimley-Horn &Associates Printed 12/21/2023
HydroCAD® 10.20-3c s/n 02344 ©2023 HydroCAD Software Solutions LLC Page 100
Summary for Subcatchment 19S: POST-DEV DA-2 ONSITE C
Runoff = 24.30 cfs © 12.10 hrs, Volume= 1.707 af, Depth= 4.67"
Routed to Reach 14R : NORTH STREAM TO POA 2
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs
Type II 24-hr 100-Year Rainfall=7.21"
Area (ac) CN Description
* 4.390 78
4.390 100.00% Pervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
17.6 Direct Entry,
Subcatchment 19S: POST-DEV DA-2 ONSITE C
Hydrograph
26 1 24.30 cfs
Runoff
24-
- �/„
22- J'�T IPP II 24-hr
20- 1-00-Year Rainfall=7.21
18 Ru not= T =4�.
. # area- �90 ac
167 Runoff Volume=1.JOI Of
_ cc 1�
c J D Runoff e h 4.61
Li 12-
Tc=17.6 min
8- C 14=18
6-
4-
2-
0 .............. ............ ....,.... .... ....,....,.... ....,....,....,....,....,....,....,....,.... ....,.... ....,.... ....,....,
0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 50 52 54 56 58 60 62 64 66 68 70 72
Time (hours)

POST-DEVELOPMENT Type II 24-hr 100-Year Rainfall=7.21"
Prepared by Kimley-Horn &Associates Printed 12/21/2023
HydroCAD® 10.20-3c s/n 02344 ©2023 HydroCAD Software Solutions LLC Page 101
Summary for Subcatchment 22S: POST-DEV DA-2 OFFSITE B
Runoff = 125.89 cfs © 12.23 hrs, Volume= 11.797 af, Depth= 3.90"
Routed to Reach 13R : NORTH STREAM DEPRESSION
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs
Type II 24-hr 100-Year Rainfall=7.21"
Area (ac) CN Description
* 36.290 71
36.290 100.00% Pervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
28.9 Direct Entry,
Subcatchment 22S: POST-DEV DA-2 OFFSITE B
Hydrograph
140-
130- 1 125.89 cfs —Runoff
120= Type rl 241 r
110 1 100-Year Rainfa111=7:21'r
Ru noif Area-36.290 ac
90-
y 80- Runoff Volume1,1r797 Of
70_ Runoff bept-1h=3.9O'
_o Qp
" �
60
= TC2v.91Y111�
50 CN
40
30
20
10
0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 50 52 54 56 58 60 62 64 66 68 70 72
Time (hours)

POST-DEVELOPMENT Type II 24-hr 100-Year Rainfall=7.21"
Prepared by Kimley-Horn &Associates Printed 12/21/2023
HydroCAD® 10.20-3c s/n 02344 ©2023 HydroCAD Software Solutions LLC Page 102
Summary for Subcatchment 23S: POST-DEV DA-2 ONSITE D
Runoff = 6.55 cfs © 11.96 hrs, Volume= 0.303 af, Depth= 4.67"
Routed to Reach 13R : NORTH STREAM DEPRESSION
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs
Type II 24-hr 100-Year Rainfall=7.21"
Area (ac) CN Description
* 0.780 78
0.780 100.00% Pervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
5.0 Direct Entry,
Subcatchment 23S: POST-DEV DA-2 ONSITE D
Hydrograph
7 6.55 cfs
—Runoff
6 Type Z4- '1r
100-Year Rainfall=7.21"
Runoff ea O.780
,Run Off
4
eff Volume: 0 303ef
Runoff Depth=4.67'"
0
3 �5.Q rjn
2 C14= 8,1
1
0
0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 50 52 54 56 58 60 62 64 66 68 70 72
Time (hours)

POST-DEVELOPMENT Type II 24-hr 100-Year Rainfall=7.21"
Prepared by Kimley-Horn &Associates Printed 12/21/2023
HydroCAD® 10.20-3c s/n 02344 ©2023 HydroCAD Software Solutions LLC Page 103
Summary for Subcatchment 25S: POST-DEV DA-3 ONSITE A (SCM-3)
Runoff = 358.74 cfs © 11.96 hrs, Volume= 18.436 af, Depth= 6.38"
Routed to Pond 24P : SCM 3
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs
Type II 24-hr 100-Year Rainfall=7.21"
Area (ac) CN Description
* 34.680 93
34.680 100.00% Pervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
5.0 Direct Entry,
Subcatchment 25S: POST-DEV DA-3 ONSITE A (SCM-3)
Hydrograph
400-
380= 1358.74 cfs I —Runoff
3601 f'
340; Type f f 24-hr
320_ �/ p,
300= 1 90-8par-'-Rainfa-i I=7. '�
280 Runoff Area 3-
260= ^ .680 ac
240_ Runoff Volume=184436 of
3 _ p - = .38'"
200= ux�off De -
LL 180:
TC0.0 m Nn
160;
140: C N=9 3
120
100
80
60
40
20
0
0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 50 52 54 56 58 60 62 64 66 68 70 72
Time (hours)

POST-DEVELOPMENT Type II 24-hr 100-Year Rainfall=7.21"
Prepared by Kimley-Horn &Associates Printed 12/21/2023
HydroCAD® 10.20-3c s/n 02344 ©2023 HydroCAD Software Solutions LLC Page 104
Summary for Subcatchment 29S: POST-DEV DA-3 ONSITE B
Runoff = 34.97 cfs © 12.07 hrs, Volume= 2.271 af, Depth= 4.67"
Routed to Reach 28R : SOUTH STREAM
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs
Type II 24-hr 100-Year Rainfall=7.21"
Area (ac) CN Description
* 5.840 78
5.840 100.00% Pervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
15.0 Direct Entry,
Subcatchment 29S: POST-DEV DA-3 ONSITE B
Hydrograph
38=
36= 34.97 cfs I —Runoff
i
34
32= ■+ ype 024-hr
30_ 100-Year Rainfall=7.21"
28=
26_ u Hoff area=5.8 ae
24
=
N 22 fume Runoff Vo =2.211
3 20= Runo ff De Lhy4.67«
O 18_
167 L 'Tc 1E�
.O nin
14= t 12- CN=78
10
8
6
4
2
0 ... .... .... ) :
0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 50 52 54 56 58 60 62 64 66 68 70 72
Time (hours)

POST-DEVELOPMENT Type II 24-hr 100-Year Rainfall=7.21"
Prepared by Kimley-Horn &Associates Printed 12/21/2023
HydroCAD® 10.20-3c s/n 02344 ©2023 HydroCAD Software Solutions LLC Page 105
Summary for Subcatchment 31S: POST-DEV DA-3 OFFSITE B
Runoff = 121.96 cfs © 12.55 hrs, Volume= 18.444 af, Depth= 5.23"
Routed to Reach 30R : DA-3 BYPASS PIPE
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs
Type II 24-hr 100-Year Rainfall=7.21"
Area (ac) CN Description
* 42.350 83
42.350 100.00% Pervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
57.3 Direct Entry,
Subcatchment 31S: POST-DEV DA-3 OFFSITE B
Hydrograph
130_ 1 121.96 cfs —Runoff
120=
110_ Type II 24-h r
1100=
90-Year Rai nfal l=7.21'1
90- Runoff Area 42.350 ac
w
80_ Runoff Volume=18,444 of
3 70_ Runoff Depth=J.'23"
LL 60_ Tc=57.3l�n
50 CN=83
40
30
20
10
0 .,....I ..I....I....I....I....I....I....I....I....I....I....I....I....I....I....I....I....I....I....I....I....I....I....,
0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 50 52 54 56 58 60 62 64 66 68 70 72
Time (hours)

POST-DEVELOPMENT Type II 24-hr 100-Year Rainfall=7.21"
Prepared by Kimley-Horn &Associates Printed 12/21/2023
HydroCAD® 10.20-3c s/n 02344 ©2023 HydroCAD Software Solutions LLC Page 106
Summary for Subcatchment 32S: POST-DEV DA-3 OFFSITE A
Runoff = 250.36 cfs © 12.42 hrs, Volume= 30.817 af, Depth= 4.44"
Routed to Reach 28R : SOUTH STREAM
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs
Type II 24-hr 100-Year Rainfall=7.21"
Area (ac) CN Description
* 83.200 76
83.200 100.00% Pervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
43.2 Direct Entry,
Subcatchment 32S: POST-DEV DA-3 OFFSITE A
Hydrograph
280-
260- .1 250.36 cfs I —Runoff
240_ Type 1124-h r
220_ 100-8(ear Rapnfall=7.2
200-
180= Runoff Area-83.200 aG
Vl a r81
Runoff of
w 160= © Q �� �"` 7
140_ Runoff beet =4. 4'"
0
u. 120= Tc 43.2 11'111 --
100- cN=76
80
60
40
20
0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 50 52 54 56 58 60 62 64 66 68 70 72
Time (hours)

POST-DEVELOPMENT Type II 24-hr 100-Year Rainfall=7.21"
Prepared by Kimley-Horn &Associates Printed 12/21/2023
HydroCAD® 10.20-3c s/n 02344 ©2023 HydroCAD Software Solutions LLC Page 107
Summary for Reach 13R: NORTH STREAM DEPRESSION
Inflow Area = 86.090 ac, 0.00% Impervious, Inflow Depth > 5.28" for 100-Year event
Inflow = 322.12 cfs @ 12.11 hrs, Volume= 37.864 af
Outflow = 322.12 cfs @ 12.11 hrs, Volume= 37.864 af, Atten= 0%, Lag= 0.0 min
Routed to Reach 14R : NORTH STREAM TO POA 2
Routing by Stor-Ind+Trans method, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs
Reach 13R: NORTH STREAM DEPRESSION
Hydrograph
360-
340_ I 322.12 cfs Inflow
320= " —Outflow
300= Inflow Area=86.090 ac
280=
260-
240:
220
.4 200!
o
3 180=
LL 160=
140:
120-
100
80
60 :
40 r
20
0 ...I....i.u. i j �n nrfrtntnn}n�
0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 50 52 54 56 58 60 62 64 66 68 70 72
Time (hours)

POST-DEVELOPMENT Type II 24-hr 100-Year Rainfall=7.21"
Prepared by Kimley-Horn &Associates Printed 12/21/2023
HydroCAD® 10.20-3c s/n 02344 ©2023 HydroCAD Software Solutions LLC Page 108
Summary for Reach 14R: NORTH STREAM TO POA 2
Inflow Area = 90.480 ac, 0.00% Impervious, Inflow Depth > 5.25" for 100-Year event
Inflow = 346.36 cfs @ 12.11 hrs, Volume= 39.571 af
Outflow = 346.36 cfs @ 12.11 hrs, Volume= 39.571 af, Atten= 0%, Lag= 0.0 min
Routed to Link 4L : POA 2
Routing by Stor-Ind+Trans method, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs
Reach 14R: NORTH STREAM TO POA 2
Hydrograph
380=
360= I 346.36 cfs
Inflow
340: I —Outflow
f" /�Q nn
320 �Inflow /�1 '$a=9O'.TV V ac
300=
280= 4 4 4 .
260=
240=
220=
2001 ; l , , ,
0 180:
160:
r
140= i
120= ,
100=
80 ;
40
20 ---- ; -
0 rrn lInn�nn � � u �n n�nn�nn�nn I �I �I Inn�7TT1 Inn Inn Iu Inn I1
0 2 4 6 8 10 12 14� 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 50 52 54 56 58 60 62 64 66 68 70 72
Time (hours)

POST-DEVELOPMENT Type II 24-hr 100-Year Rainfall=7.21"
Prepared by Kimley-Horn &Associates Printed 12/21/2023
HydroCAD® 10.20-3c s/n 02344 ©2023 HydroCAD Software Solutions LLC Page 109
Summary for Reach 28R: SOUTH STREAM
Inflow Area = 167.950 ac, 0.00% Impervious, Inflow Depth > 5.02" for 100-Year event
Inflow = 421.89 cfs @ 12.43 hrs, Volume= 70.206 af
Outflow = 421.89 cfs @ 12.43 hrs, Volume= 70.206 af, Atten= 0%, Lag= 0.0 min
Routed to Link 9L : POA 3
Routing by Stor-Ind+Trans method, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs
Reach 28R: SOUTH STREAM
Hydrograph
460=
440= r 'r 1421.89 cfs r —Inflow
420= —Outflow
1nffOw
400: Ar• a-167.950 cac
380=
360:
340]
320] 4 4 ;
300:
280=
4 260'
. .
240-
r ,
0 220=
a 200: . . , , . ,
180] ; ,
160'
140:
120-
100
80
I �nn
.
60
40 � .
I
20 - I I I I I Inn Inn Inn Inn Iu Inn I
0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 50 52 54 56 58 60 62 64 66 68 70 72
Time (hours)

POST-DEVELOPMENT Type II 24-hr 100-Year Rainfall=7.21"
Prepared by Kimley-Horn &Associates Printed 12/21/2023
HydroCAD® 10.20-3c s/n 02344 ©2023 HydroCAD Software Solutions LLC Page 110
Summary for Reach 30R: DA-3 BYPASS PIPE
Inflow Area = 42.350 ac, 0.00% Impervious, Inflow Depth = 5.23" for 100-Year event
Inflow = 121.96 cfs @ 12.55 hrs, Volume= 18.444 af
Outflow = 121.89 cfs @ 12.57 hrs, Volume= 18.444 af, Atten= 0%, Lag= 1.1 min
Routed to Reach 28R : SOUTH STREAM
Routing by Stor-Ind+Trans method, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs
Max. Velocity= 17.73 fps, Min. Travel Time= 0.5 min
Avg. Velocity = 6.74 fps, Avg. Travel Time= 1.4 min
Peak Storage= 4,022 cf @ 12.56 hrs
Average Depth at Peak Storage= 2.01' , Surface Width= 4.47'
Bank-Full Depth= 4.50' Flow Area= 15.9 sf, Capacity= 296.47 cfs
54.0" Round Pipe
n= 0.011 Concrete pipe, straight& clean
Length= 585.0' Slope= 0.0163 '/'
Inlet Invert= 788.52', Outlet Invert= 779.00'
Reach 30R: DA-3 BYPASS PIPE
Hydrograph
130_ 1 121.89 cfs i _Inflow
120- Outflow
Inflow Area�4�. 50 c
110-
100-
Avg, Flow depth=2r011
9o= Max Ve1=17.73 fps
80= 54.0"
3 70_ Roll rid Pi Pe
o -
Li 60_ n=0.011
50_ L=585.0'
ao S=0 016'
30
Capacity=296.47 cfs
20
10
0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 50 52 54 56 58 60 62 64 66 68 70 72
Time (hours)

POST-DEVELOPMENT Type II 24-hr 100-Year Rainfall=7.21"
Prepared by Kimley-Horn &Associates Printed 12/21/2023
HydroCAD®10.20-3c s/n 02344 ©2023 HydroCAD Software Solutions LLC Page 111
Summary for Pond 10P: SCM 2
Inflow Area = 17.950 ac, 0.00% Impervious, Inflow Depth = 6.85" for 100-Year event
Inflow = 190.03 cfs @ 11.96 hrs, Volume= 10.249 af
Outflow = 125.47 cfs @ 12.02 hrs, Volume= 10.239 af, Atten= 34%, Lag= 3.9 min
Primary = 117.82 cfs @ 12.02 hrs, Volume= 10.210 of
Routed to Reach 13R : NORTH STREAM DEPRESSION
Secondary= 7.65 cfs @ 12.02 hrs, Volume= 0.030 af
Routed to Reach 13R : NORTH STREAM DEPRESSION
Routing by Stor-Ind method, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs
Peak Elev= 792.67' @ 12.02 hrs Surf.Area= 25,226 sf Storage= 120,698 cf
Plug-Flow detention time= 146.4 min calculated for 10.238 of(100% of inflow)
Center-of-Mass det. time= 146.1 min ( 890.0 - 743.9 )
Volume Invert Avail.Storage Storage Description
#1 786.00' 129,160 cf Custom Stage Data(Prismatic) Listed below (Recalc)
Elevation Surf.Area Inc.Store Cum.Store
(feet) (sq-ft) (cubic-feet) (cubic-feet)
786.00 11,400 0 0
787.00 13,294 12,347 12,347
788.00 15,260 14,277 26,624
789.00 17,290 16,275 42,899
790.00 19,385 18,338 61,237
791.00 21,526 20,456 81,692
792.00 23,720 22,623 104,315
793.00 25,970 24,845 129,160
Device Routing Invert Outlet Devices
#1 Primary 783.50' 36.0" Round Culvert L= 67.0' Ke= 0.200
Inlet/Outlet Invert= 783.50'/780.00' S= 0.0522 '/' Cc= 0.900
n= 0.011, Flow Area= 7.07 sf
#2 Device 1 786.00' Special &User-Defined
Head (feet) 0.00 1.00 2.00 3.00 4.00 5.00 6.00
Disch. (cfs) 0.000 0.318 0.446 0.573 0.700 0.828 0.955
#3 Device 1 788.20' 48.0"W x 12.0" H Vert. Orifice/Grate C= 0.600
Limited to weir flow at low heads
#4 Device 1 790.20' 36.0"W x 12.0" H Vert. Orifice/Grate X 3.00 C= 0.600
Limited to weir flow at low heads
#5 Device 1 791.50' 72.0" x 72.0" Horiz. Orifice/Grate C= 0.600
Limited to weir flow at low heads
#6 Secondary 792.50' 40.0' long +3.0 '/' SideZ x 25.0' 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) 2.68 2.70 2.70 2.64 2.63 2.64 2.64 2.63

POST-DEVELOPMENT Type II 24-hr 100-Year Rainfall=7.21"
Prepared by Kimley-Horn &Associates Printed 12/21/2023
HydroCAD® 10.20-3c s/n 02344 ©2023 HydroCAD Software Solutions LLC Page 112
Primary OutFlow Max=117.81 cfs @ 12.02 hrs HW=792.67' (Free Discharge)
4-1=Culvert (Inlet Controls 117.81 cfs @ 16.67 fps)
2=Special & User-Defined (Passes < 0.96 cfs potential flow)
44
3=Orifice/Grate (Passes < 38.34 cfs potential flow)
=Orifice/Grate (Passes < 60.63 cfs potential flow)
5=Orifice/Grate (Passes < 99.10 cfs potential flow)
Secondary OutFlow Max=7.47 cfs @ 12.02 hrs HW=792.67' (Free Discharge)
4-6=Broad-Crested Rectangular Weir (Weir Controls 7.47 cfs @ 1.10 fps)
Pond 10P: SCM 2
Hydrograph
210: I I I I I
200= 190.03 fs c I, r —Inflow
190= I ,}: —Outflow
1 hf10W Ar�� 1�. __ __ —SePricondary
180= S —Secondary
170- O I� -
160; Peak :=/ 92.V'_
150= +� (� �`©Q ��"
140: Storage=1 O,698 {+�
130= 125.47 cfs
117.82 cfs
120: —
110= r
c 100: — 4 4 ?
u 90:
80=---
70
60=
50
40 r
30 tA
20 7.65 cfs I I I I I I
10
0
0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 50 52 54 56 58 60 62 64 66 68 70 72
Time (hours)

POST-DEVELOPMENT Type II 24-hr 100-Year Rainfall=7.21"
Prepared by Kimley-Horn &Associates Printed 12/21/2023
HydroCAD®10.20-3c s/n 02344 ©2023 HydroCAD Software Solutions LLC Page 113
Summary for Pond 12P: SCM 1
Inflow Area = 25.770 ac, 0.00% Impervious, Inflow Depth = 6.28" for 100-Year event
Inflow = 221.70 cfs @ 11.96 hrs, Volume= 13.486 af
Outflow = 86.94 cfs @ 12.06 hrs, Volume= 13.463 af, Atten= 61%, Lag= 6.1 min
Primary = 86.94 cfs @ 12.06 hrs, Volume= 13.463 af
Routed to Reach 13R : NORTH STREAM DEPRESSION
Routing by Stor-Ind method, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs
Peak Elev= 791.52' @ 12.06 hrs Surf.Area= 45,581 sf Storage= 246,078 cf
Plug-Flow detention time= 260.3 min calculated for 13.462 of(100% of inflow)
Center-of-Mass det. time= 259.5 min ( 1,026.9- 767.4 )
Volume Invert Avail.Storage Storage Description
#1 785.00' 268,196 cf Custom Stage Data(Prismatic) Listed below (Recalc)
Elevation Surf.Area Inc.Store Cum.Store
(feet) (sq-ft) (cubic-feet) (cubic-feet)
785.00 30,293 0 0
786.00 32,482 31,388 31,388
787.00 34,718 33,600 64,988
788.00 37,020 35,869 100,857
789.00 39,378 38,199 139,056
790.00 41,792 40,585 179,641
791.00 44,264 43,028 222,669
792.00 46,791 45,528 268,196
Device Routing Invert Outlet Devices
#1 Primary 782.50' 36.0" Round Culvert L= 158.0' Ke= 0.200
Inlet/Outlet Invert= 782.50'/779.00' S= 0.0222 '/' Cc= 0.900
n= 0.011 Concrete pipe, straight&clean, Flow Area= 7.07 sf
#2 Device 1 785.00' Special &User-Defined
Head (feet) 0.00 1.00 2.00 3.00 4.00 5.00 6.00
Disch. (cfs) 0.000 0.725 1.015 1.305 1.594 1.884 2.174
#3 Device 1 786.00' 12.0"W x 6.0" H Vert. Orifice/Grate C= 0.600
Limited to weir flow at low heads
#4 Device 1 789.00' 48.0"W x 12.0" H Vert. Orifice/Grate X 2.00 C= 0.600
Limited to weir flow at low heads
#5 Device 1 791.00' 60.0" x 60.0" Horiz. Orifice/Grate C= 0.600
Limited to weir flow at low heads
Primary OutFlow Max=86.88 cfs @ 12.06 hrs HW=791.52' (Free Discharge)
t-1=Culvert (Passes 86.88 cfs of 116.67 cfs potential flow)
- 2- =Special &User-Defined (Custom Controls 2.17 cfs)
-3=Orifice/Grate (Orifice Controls 5.53 cfs @ 11.05 fps)
-4=Orifice/Grate (Orifice Controls 54.61 cfs @ 6.83 fps)
-5=Orifice/Grate (Weir Controls 24.57 cfs @ 2.36 fps)

POST-DEVELOPMENT Type II 24-hr 100-Year Rainfall=7.21"
Prepared by Kimley-Horn &Associates Printed 12/21/2023
HydroCAD® 10.20-3c s/n 02344 ©2023 HydroCAD Software Solutions LLC _ Page 114
Pond 12P: SCM 1
Hydrograph
220- 221 7
Inflow
—Primary
230= 0 cfs
210= Inflow Area225 770 ac
180- Peak
1
246
7
150_ cf
p7$
iiiw 140:
130- , . r r .
3 120:
o =
LL 110:
100= 186.94 cfs f l
90:
80:
70'
50]
40-
30!
20:
10=_
� I I I I I I I I I I I I I I I I
0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 50 52 54 56 58 60 62 64 66 68 70 72
Time (hours)

POST-DEVELOPMENT Type II 24-hr 100-Year Rainfall=7.21"
Prepared by Kimley-Horn &Associates Printed 12/21/2023
HydroCAD®10.20-3c sin 02344 ©2023 HydroCAD Software Solutions LLC Page 115
Summary for Pond 24P: SCM 3
Inflow Area = 36.560 ac, 0.00% Impervious, Inflow Depth = 6.25" for 100-Year event
Inflow = 362.51 cfs @ 11.96 hrs, Volume= 19.030 of
Outflow = 53.72 cfs @ 12.18 hrs, Volume= 18.674 af, Atten= 85%, Lag= 13.3 min
Primary = 53.72 cfs @ 12.18 hrs, Volume= 18.674 af
Routed to Reach 28R : SOUTH STREAM
Secondary= 0.00 cfs @ 0.00 hrs, Volume= 0.000 af
Routed to Reach 28R : SOUTH STREAM
Routing by Stor-Ind method, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs
Peak Elev= 785.67' @ 12.18 hrs Surf.Area= 133,036 sf Storage= 457,995 cf
Plug-Flow detention time= 506.6 min calculated for 18.674 af(98% of inflow)
Center-of-Mass det. time= 494.5 min ( 1,260.3- 765.8 )
Volume Invert Avail.Storage Storage Description
#1 782.00' 502,747 cf Custom Stage Data(Prismatic) Listed below (Recalc)
Elevation Surf.Area Inc.Store Cum.Store
(feet) (sq-ft) (cubic-feet) (cubic-feet)
782.00 116,983 0 0
783.00 121,285 119,134 119,134
784.00 125,644 123,465 242,599
785.00 130,060 127,852 370,451
786.00 134,532 132,296 502,747
Device Routing Invert Outlet Devices
#1 Primary 778.00' 30.0" Round Culvert L= 195.0' Ke= 0.500
Inlet/Outlet Invert= 778.00'/777.02' S= 0.0050'/' Cc= 0.900
n= 0.013, Flow Area= 4.91 sf
#2 Device 1 782.00' Special &User-Defined
Head (feet) 0.00 1.00 2.00 3.00 4.00 5.00
Disch. (cfs) 0.000 1.735 2.603 3.470 4.338 5.206
#3 Device 1 783.00' 20.0"W x 6.0" H Vert. Orifice/Grate C= 0.600
Limited to weir flow at low heads
#4 Device 1 784.50' 72.0"W x 6.0" H Vert. Orifice/Grate X 3.00 C= 0.600
Limited to weir flow at low heads
#5 Device 1 785.00' 96.0" x 96.0" Horiz. Orifice/Grate C= 0.600
Limited to weir flow at low heads
#6 Secondary 785.75' 30.0' long x 15.0' 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) 2.68 2.70 2.70 2.64 2.63 2.64 2.64 2.63

POST-DEVELOPMENT Type II 24-hr 100-Year Rainfall=7.21"
Prepared by Kimley-Horn &Associates Printed 12/21/2023
HydroCAD® 10.20-3c sin 02344 ©2023 HydroCAD Software Solutions LLC Page 116
Primary OutFlow Max=53.72 cfs © 12.18 hrs HW=785.67' (Free Discharge)
4-1=Culvert (Barrel Controls 53.72 cfs @ 10.94 fps)
2=Special & User-Defined (Passes < 4.05 cfs potential flow)
44
3=Orifice/Grate (Passes < 6.23 cfs potential flow)
=Orifice/Grate (Passes < 41.33 cfs potential flow)
5=Orifice/Grate (Passes < 56.80 cfs potential flow)
Secondary OutFlow Max=0.00 cfs @ 0.00 hrs HW=782.00' (Free Discharge)
4-6=Broad-Crested Rectangular Weir ( Controls 0.00 cfs)
Pond 24P: SCM 3
Hydrograph
400: I
380= 362.51 cfs 1 + —Inflow
360= I ! —Outflow
Primary
340; 1 nf1 ovv Area=36.56 - --ac', -Secondary
320-
300= ltV=7
260_ Storage=4 - 9, 95--cf
240=
220
3 200=
o
ii 180: t t '
160=
140= 1 1 1 1 1 r
120=
100=
80=
53.72 cfs
60L
40
0.0
0
0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 50 52 54 56 58 60 62 64 66 68 70 72
Time (hours)

POST-DEVELOPMENT Type II 24-hr 100-Year Rainfall=7.21"
Prepared by Kimley-Horn &Associates Printed 12/21/2023
HydroCAD®10.20-3c s/n 02344 ©2023 HydroCAD Software Solutions LLC Page 117
Summary for Link 2L: POA 1
Inflow Area = 1.490 ac, 0.00% Impervious, Inflow Depth = 4.44" for 100-Year event
Inflow = 12.02 cfs @ 11.96 hrs, Volume= 0.552 of
Primary = 12.02 cfs @ 11.96 hrs, Volume= 0.552 af, Atten= 0%, Lag= 0.0 min
Primary outflow = Inflow, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs
Link 2L: POA 1
Hydrograph
13-
I 12.02 cfs I —Inflow
12- r —Primary
11- Inflow---Area=1 .490-ac
10-
9-
8-
7-
3 -
0 LT 6-
5-
4-
2-
,L
0
0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 50 52 54 56 58 60 62 64 66 68 70 72
Time (hours)

POST-DEVELOPMENT Type II 24-hr 100-Year Rainfall=7.21"
Prepared by Kimley-Horn &Associates Printed 12/21/2023
HydroCAD®10.20-3c s/n 02344 ©2023 HydroCAD Software Solutions LLC Page 118
Summary for Link 4L: POA 2
Inflow Area = 96.340 ac, 0.00% Impervious, Inflow Depth = 5.27" for 100-Year event
Inflow = 381.50 cfs @ 12.09 hrs, Volume= 42.290 af
Primary = 381.50 cfs @ 12.09 hrs, Volume= 42.290 af, Atten= 0%, Lag= 0.0 min
Primary outflow = Inflow, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs
Link 4L: POA 2
Hydrograph
420
400_ � 381.50 cfs ; —Inflow
—Primary
360: Inflow Area=96.340 ac
340!
320:
300=
280= t r r - t t t r t .
260
w 240=
220=
0 200
a 180
160= 1 + r I r r r +
140L i r
120= : : r r
100-
80:
60: t 4 t 4 4 4 r
40=
20:
0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 50 52 54 56 58 60 62 64 66 68 70 72
Time (hours)

POST-DEVELOPMENT Type II 24-hr 100-Year Rainfall=7.21"
Prepared by Kimley-Horn &Associates Printed 12/21/2023
HydroCAD®10.20-3c s/n 02344 ©2023 HydroCAD Software Solutions LLC Page 119
Summary for Link 9L: POA 3
Inflow Area = 167.950 ac, 0.00% Impervious, Inflow Depth > 5.02" for 100-Year event
Inflow = 421.89 cfs @ 12.43 hrs, Volume= 70.206 af
Primary = 421.89 cfs @ 12.43 hrs, Volume= 70.206 af, Atten= 0%, Lag= 0.0 min
Primary outflow = Inflow, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs
Link 9L: POA 3
Hydrograph
460:
440= r 1421.89 cfs i r r i r ; , : —Inflow
420= —Primary
400] Inflow Area=167.950 ac
380=
360=
340=
320: rr L 1 L ; ;
300=
280=
260= r .
240=
0 220:
a 200= 1 r r r
180 1 r r r 1 r r r
160=
IiI
I IIr.wri
0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 50 52 54 56 58 60 62 64 66 68 70 72
Time (hours)

POST-DEVELOPMENT Table of Contents
Prepared by Kimley-Horn &Associates Printed 12/21/2023
HydroCAD® 10.20-3c s/n 02344 ©2023 HydroCAD Software Solutions LLC
TABLE OF CONTENTS
Project Reports
1 Routing Diagram
2 Rainfall Events Listing (selected events)
3 Area Listing (all nodes)
1-Year Event
4 Node Listing
6 Subcat 10S: POST-DEV DA-3 OFFSITE C (SCM-3)
7 Subcat 11 S: POST-DEV DA-1 ONSITE
8 Subcat 12S: POST-DEV DA-2 ONSITE E (SCM-2)
9 Subcat 15S: POST-DEV DA-2 OFFSITE C
10 Subcat 16S: POST-DEV DA-2 ONSITE A (SCM-1)
11 Subcat 17S: POST-DEV DA-2 OFFSITE A (SCM-1)
12 Subcat 18S: POST-DEV DA-2 ONSITE B
13 Subcat 19S: POST-DEV DA-2 ONSITE C
14 Subcat 22S: POST-DEV DA-2 OFFSITE B
15 Subcat 23S: POST-DEV DA-2 ONSITE D
16 Subcat 25S: POST-DEV DA-3 ONSITE A (SCM-3)
17 Subcat 29S: POST-DEV DA-3 ONSITE B
18 Subcat 31S: POST-DEV DA-3 OFFSITE B
19 Subcat 32S: POST-DEV DA-3 OFFSITE A
20 Reach 13R: NORTH STREAM DEPRESSION
21 Reach 14R: NORTH STREAM TO POA 2
22 Reach 28R: SOUTH STREAM
23 Reach 30R: DA-3 BYPASS PIPE
24 Pond 10P: SCM 2
26 Pond 12P: SCM 1
28 Pond 24P: SCM 3
30 Link 2L: POA 1
31 Link 4L: POA 2
32 Link 9L: POA 3
2-Year Event
33 Node Listing
35 Subcat 10S: POST-DEV DA-3 OFFSITE C (SCM-3)
36 Subcat 11 S: POST-DEV DA-1 ONSITE
37 Subcat 12S: POST-DEV DA-2 ONSITE E (SCM-2)
38 Subcat 15S: POST-DEV DA-2 OFFSITE C
39 Subcat 16S: POST-DEV DA-2 ONSITE A (SCM-1)
40 Subcat 17S: POST-DEV DA-2 OFFSITE A (SCM-1)
41 Subcat 18S: POST-DEV DA-2 ONSITE B
42 Subcat 19S: POST-DEV DA-2 ONSITE C
43 Subcat 22S: POST-DEV DA-2 OFFSITE B
44 Subcat 23S: POST-DEV DA-2 ONSITE D
45 Subcat 25S: POST-DEV DA-3 ONSITE A (SCM-3)
46 Subcat 29S: POST-DEV DA-3 ONSITE B

POST-DEVELOPMENT Table of Contents
Prepared by Kimley-Horn &Associates Printed 12/21/2023
HydroCAD® 10.20-3c sin 02344 ©2023 HydroCAD Software Solutions LLC
47 Subcat 31S: POST-DEV DA-3 OFFSITE B
48 Subcat 32S: POST-DEV DA-3 OFFSITE A
49 Reach 13R: NORTH STREAM DEPRESSION
50 Reach 14R: NORTH STREAM TO POA 2
51 Reach 28R: SOUTH STREAM
52 Reach 30R: DA-3 BYPASS PIPE
53 Pond 10P: SCM 2
55 Pond 12P: SCM 1
57 Pond 24P: SCM 3
59 Link 2L: POA 1
60 Link 4L: POA 2
61 Link 9L: POA 3
10-Year Event
62 Node Listing
64 Subcat 10S: POST-DEV DA-3 OFFSITE C (SCM-3)
65 Subcat 11 S: POST-DEV DA-1 ONSITE
66 Subcat 12S: POST-DEV DA-2 ONSITE E (SCM-2)
67 Subcat 15S: POST-DEV DA-2 OFFSITE C
68 Subcat 16S: POST-DEV DA-2 ONSITE A (SCM-1)
69 Subcat 17S: POST-DEV DA-2 OFFSITE A (SCM-1)
70 Subcat 18S: POST-DEV DA-2 ONSITE B
71 Subcat 19S: POST-DEV DA-2 ONSITE C
72 Subcat 22S: POST-DEV DA-2 OFFSITE B
73 Subcat 23S: POST-DEV DA-2 ONSITE D
74 Subcat 25S: POST-DEV DA-3 ONSITE A (SCM-3)
75 Subcat 29S: POST-DEV DA-3 ONSITE B
76 Subcat 31S: POST-DEV DA-3 OFFSITE B
77 Subcat 32S: POST-DEV DA-3 OFFSITE A
78 Reach 13R: NORTH STREAM DEPRESSION
79 Reach 14R: NORTH STREAM TO POA 2
80 Reach 28R: SOUTH STREAM
81 Reach 30R: DA-3 BYPASS PIPE
82 Pond 10P: SCM 2
84 Pond 12P: SCM 1
86 Pond 24P: SCM 3
88 Link 2L: POA 1
89 Link 4L: POA 2
90 Link 9L: POA 3
100-Year Event
91 Node Listing
93 Subcat 10S: POST-DEV DA-3 OFFSITE C (SCM-3)
94 Subcat 11 S: POST-DEV DA-1 ONSITE
95 Subcat 12S: POST-DEV DA-2 ONSITE E (SCM-2)
96 Subcat 15S: POST-DEV DA-2 OFFSITE C
97 Subcat 16S: POST-DEV DA-2 ONSITE A (SCM-1)
98 Subcat 17S: POST-DEV DA-2 OFFSITE A(SCM-1)

POST-DEVELOPMENT Table of Contents
Prepared by Kimley-Horn &Associates Printed 12/21/2023
HydroCAD® 10.20-3c s/n 02344 ©2023 HydroCAD Software Solutions LLC
99 Subcat 18S: POST-DEV DA-2 ONSITE B
100 Subcat 19S: POST-DEV DA-2 ONSITE C
101 Subcat 22S: POST-DEV DA-2 OFFSITE B
102 Subcat 23S: POST-DEV DA-2 ONSITE D
103 Subcat 25S: POST-DEV DA-3 ONSITE A (SCM-3)
104 Subcat 29S: POST-DEV DA-3 ONSITE B
105 Subcat 31S: POST-DEV DA-3 OFFSITE B
106 Subcat 32S: POST-DEV DA-3 OFFSITE A
107 Reach 13R: NORTH STREAM DEPRESSION
108 Reach 14R: NORTH STREAM TO POA 2
109 Reach 28R: SOUTH STREAM
110 Reach 30R: DA-3 BYPASS PIPE
111 Pond 10P: SCM 2
113 Pond 12P: SCM 1
115 Pond 24P: SCM 3
117 Link 2L: POA 1
118 Link 4L: POA 2
119 Link 9L: POA 3

Hydraflow Storm Sewers Extension for Autodesk® Civil 3D® Plan
•
_
9
10
11
12
ti
0. •♦___
2
•0-0-_1 File: New.stm Number of lines:15 Date 12 20 2023

Line Flow Line Size Line Line Invert Elev. Invert Elev. Line HGL HGL Minor HGL
No. Line ID Rate (Rise x Span) Type Length Down Up Slope Down Up Loss Junct
(cfs) (in) (ft) (ft) (ft) (%) (ft) (ft) (ft) (ft)
1 PIPE-1560 91.95 54 ar 210.771 791.00 793.12 1.01 793.81 795.93 0.98 795.93_
2 PIPE-1550 92.58 54 ar 193.773 793.12 795.06 1 1.00 795.93 797.88 n/a 797.88
•
3 PIPE-1360 58.05 42 ar 60.552 785.00 785.45 0.74 789.90 790.10* 0.55 790.66
4 PIPE-1350 30.93 36 ar 237.248 785.95 787.71 0.74 790.66 791.17* 0.29 791.46
5 PIPE-1340 28.53 30 ar 351.000 788.21 790.82 0.74 791.46 792.99 0.09 793.08
6 PIPE-1330 18.52 24 Cir 387.000 791.07 793.95 0.74 793.08 795.55 0.11 795.66
7 PIPE-1320 9.34 24 Cir 369.000 794.20 796.94 0.74 795.66 798.03 n/a 798.03 j
8 PIPE-1470 40.47 42 Cir 248.748 785.45 786.73 0.51 790.66 791.06* 0.23 I 791.29
9 PIPE-1460 40.36 36 Cir 157.338 787.23 788.05 0.52 791.29 791.87* 0.20 792.07
10 PIPE-1450 i 35.40 36 Cir 228.000 788.05 789.22 0.51 792.07 792.71* 0.06 792.77 ,
11 PIPE-1440 29.92 36 Cir 258.000 789.22 790.55 0.52 792.77 793.23 0.05 793.27
12 PIPE-1430 24.30 30 Cir 222.304 791.05 792.20 0.52 793.27 793.92 0.11 794.03
J 13 PIPE-1420 19.10 24 Cir 251.696 792.70 1 794.00 0.52 794.70 796.50* 0.57 797.07
14 PIPE-1570 28.35 36 Cir 158.288 779.00 782.50 2.21 780.10 784.22 n/a 784.22
15 PIPE-1640 28.35 6 Cir 40.000 782.50 783.70 3.00 784.22 1389.51* 324.12 1713.62
I
Notes: *Surcharged(HGL above crown).j-Line contains hyd.jump
Hydraflow Summary Report 1

Hydraflow Storm Sewers Extension for Autodesk® Civil 3D® Plan
•
7.
21
2
r
19
19 I-
/11/
17 176 /
2 = 10
5
n ` 7 8 9
1 22
15
orr�4
as
d7
a
J
=-o er.= a _c=-s-FM-E _:-- Number of lines:38 Date:12!20i2023
Ex.-1 a-.e5 :C:i

Line Flow Line Size Line Line Invert Elev. Invert Elev. Line HGL HGL Minor HGL Dn Str
No. Line ID Rate (Rise x Span) Type Length Down Up Slope Down Up Loss Junct Line No.
(cfs) (in) (ft) (ft) (ft) (%) (ft) (ft) (ft) (ft)
1 PIPE-1150 89.51 54 Or 118.245 782.00 782.59 0.50 784.66 785.36 1.18 785.36 Outfall
2 PIPE-1140 80.31 48 Or 160.000 782.84 783.62 0.49 785.55 786.33 1.22 786.33 1
3 PIPE-1160 I 72.23 42 Or 161.997_1 783.62 784.40 0.48 786.61 787.39 0.16 787.55 2
4 PIPE-1170 65.76 42 Or 161.933 784.40 785.19 0.49 787.55 788.06 0.14 788.21 3
_
5 PIPE-1180 59.14 42 Or 162.070 785.19 785.97 0.48 788.21 788.59 I 0.91 789.50 4
6 PIPE-1190 50.52 42 Cir 162.315 785.97 786.76 0.49 789.50 789.82 0.07 789.90 5
7 PIPE-1200 43.75 42 Cir 161.685 786.76 787.41 0.40 789.90 790.09 0.07 790.16 6
8 PIPE-1210 36.89 1 42 Cir 162.176 787.41 788.06 0.40 790.16 790.30 0.50 790.80 7
9 PIPE-122 T 21.56 36 Cir 111.824 ' 788.06 788.50 0.39 790.80 790.87 1 0.17 791.04 8
10 PIPE-1230 14.20 30 Cir 132.316 788.50 789.03 0.40 791.04 791.16 0.02 791.19 9
11 I PIPE-1240 I 13.95 24 Or 291.576 789.02 791.34 0.80 791.19 792.68 n/a 792.68 j 10
12 , PIPE-1250 10.26 24 Or 368.952 791.34 794.27 0.79 792.68 795.42 n/a 795.42 j 11
13 PIPE-1290 I 2.43 18 Or 12.579 794.77 795.78 8.03 795.42 796.37 n/a 796.37 j 12
14 PIPE-1280 2.96 18 Or 12.492 794.27 795.27 8.00 794.59 795.92 n/a 795.92 11
15 PIPE-1130 I 5.47 36 Or 115.973 784.09 784.67 0.50 785.36 785.40 0.22 785.40 1
16 PIPE-1120 5.23 30 Or 110.529 785.17 785.72 0.50 785.89 786.47 n/a 786.47 15
17 PIPE-1110 4.23 30 Or 348.536 785.72 787.46 0.50 786.47 788.14 n/a 788.14 j 16
18 PIPE-1690 1.67 30 Or 66.633 787.46 787.80 0.51 788.14 788.22 n/a 788.22 j 17
19 PIPE-1100 2.02 24 Or 356.660 788.30 790.08 0.50 788.78 790.57 n/a 790.57 18
20 PIPE-1300 0.61 18 Or 117.941 790.58 791.17 0.50 790.87 791.46 0.10 791.56 19
21 PIPE-1260 1 3.45 18 Or 44.938 789.12 792.07 1 6.56 789.50 792.78 n/a 792.78 5
22 PIPE-1270 8.55 24 Or 50.805 788.33 790.87 5.00 790.80 791.91 n/a 791.91 j 8
J 23 PIPE-1680 3.14 18 Or 26.222 785.62 785.88 0.99 1786.33 786.55 n/a 786.55 j 2
24 PIPE-1090 72.01 54 Cir 60.709 786.00 786.29 0.48 791.67 791.75* 0.07 791.82 Outfall
25 PIPE-1070 62.35 54 Cir 161.829 786.29 I 787.10 0.50 791.82 791.98* 0.04 792.02 24
26 PIPE-1060 54.44 48 Cir 161.973 787.10 787.91 0.50 792.02 792.25* 0.04 792.29 25
27 PIPE-1050 46.17 42 Cir 162.028 787.91 788.72 0.50 792.29 792.64* 0.05 792.69 26
28 PIPE-1040 37.57 36 Cir 162.418 788.72 789.53 0.50 792.69 793.20* 0.07 793.27 27
29 PIPE-1030 28.84 36 Or 161.582 789.53 790.34 I 0.50 1793.27 793.57* 0.04 793.61 28
30 PIPE-1020 19.76 30 Or 162.230 790.34 791.15 0.50 793.61 793.99* 0.04 794.03 29
31 PIPE-1010 10.26 24 Or 111.771 791.15 791.71 0.50 1 794.03 794.26* 0.14 794.40 30
32 PIPE-1000 0.93 18 Or 131.714 791.71 792.36 0.49 794.40 794.41* 0.00 794.41 31
33 PIPE-1700 115.26 ' 54 Or 84.291 I 779.00 779.42 0.50 1782.13 782.58 n/a 782.58 Outfall
34 PIPE-1480 115.66 54 Cir 146.974 779.41 781.62 1.50 782.58 784.78 1.18 784.78 33
35 PIPE-1520 116.62 54 Cir 352.036 781.62 788.52 1.96 784.78 791.70 n/a 791.70 34
36 PIPE-1620 116.66 54 Cir 11.976 788.52 788.80 2.34 791.70 791.98 n/a 791.98 35
37 PIPE-1610 81.86 36 Cir 66.746 I 781.00 783.50 3.75 I 782.73 786.29 2.22 786.2 -Outfall
38 PIPE-1580 11.46 30 Cir 57.655 777.15 777.44 0.50 778.24 778.57 0.41 778.57 Outfall
39 I PIPE-1590 11.46 30 Or 115.395 777.42 778.00 0.50 778.57 779.13 0.44 779.13 38
1
Notes: *Surcharged(HGL above crown).j-Line contains hyd.jump 1
Hydraflow Summary Report 1

APPENDIX E: EROSION CONTROL CALCULATIONS

STORM WATER CONVEYANCE NETWORK CALCULATIONS
DISSIPATOR PAD CALCULATIONS(HEC14)
Project Information:
Project Name: TRACK WEST ROWAN
KHA Project#: 013335005
Designed by: BEG Date:
Revised by: XXX Date:
Checked by: XXX Date:
TABLE 10.1 RIPRAP CLASSES AND APRON DIMENSIONS
RIP-RAP CLASS NOMINAL SIZE NOMINAL SIZE APRON LENGTH APRON DEPTH
(#) D50 D50 MULTIPLIER MULTIPLIER
(in.) (ft) (X) (Z)
1 5.0 0.4 4 3.5
2 6.0 0.5 4 3.3
3 10.0 0.8 5 2.4
4 14.0 1.2 6 2.2
5 20.0 1.7 7 2.0
6 22.0 1.8 8 2.0
`TABLE 10.1 WAS UVELOPED FROM HYDRAULIC ENGINEERING CIRCULAR 141HEC-141-"ENERGY DISSIPATORS"REVISED 13-AUG-2012
RIPRAP APRON ANALYSIS TABLE
SYMBOL(UNITS)
CALCULATE NOMINAL RIP-RAP SIZE SDI SD2 SD3 SD5 SD6 SD7 SD8 SD9 SD10
NOMINAL RIP-RAP SIZE D50(ft) 0.812 0.468 0.638 0.275 0.565 0.566 0.580 0.279 0.602
(10-YR)DESIGN DISCHARGE 0(ft^3/s) 55.81 26.84 61.05 12.20 20.93 30.95 43.38 3.66 73.75
PIPE DIAMETER(FT) D(ft) 3 2.5 3.5 2 2 2.5 3 1 4
TAIL WATER DEPTH(ASSUMED TO BE 0.4*D) TW(ft) 1.2 1 1.4 0.8 0.8 1 1.2 0.4 1.6
GRAVITY CONSTANT g(ft/s) 32.2 32.2 32.2 32.2 32.2 32.2 32.2 32.2 32.2
RIP RAP APRON CHARACTARISTICS
RIP RAP CLASS CLASS 3 2 1 3 3 3 1
APRON WIDTH(FT)(START) 3*D(ft) 9 7.5 10.5 6 6 7.5 9 3 12
LENGTH(FT) X*D(ft) 15 10 17.5 8 10 12.5 15 4 20
DEPTH(INCHES) Z*D50(in.) 24.00 20.00 24.00 18.00 24.00 24.00 24.00 18.00 24.00
APRON WIDTH(END) 3*D+(2/3)*L(ft) 19.00 14.20 22.20 11.40 12.70 15.90 19.00 5.70 25.40
ALL RIP RAP CALCULATIONS WERE PERFORMED IN ACCORDANCE WITH THE FHWA"HYDRAULIC ENGINEERING CIRCULAR"14

Kimley>»Horn
SEDIMENT BASIN DESIGN CALCULATIONS
Project Information Project Information
Project Name: Rowan
KHA Project#:
Designed by: Date:
Checked by: Date:
Revised by: Date:
Sediment Basin 1 -Phase 1
Drainage Area(Site)(ac)= 16.42
Disturbed Area(ac)= 16.42
Runoff Coefficient(C)= 0.60
Time of Concentration= 30.00
Rainfall Intensity(2-yr Storm)"i"(in/hr)= 2.53
Rainfall Intensity(10-yr Storm)"i"(in/hr)= 3.42
Flow(Q2)(cfs)= 24.9 (Q=c*i*drainage area)
Flow(Q10)(cfs)= 33.7 (Q=c*i*drainage area)
Required Storage(cf)= 29,556.0 (1800 cf per Disturbed Acre)
*Required Surface Area(Trapping Efficiency)(sf)
14,656.8 (435 s.f.per cfs of Q10 peak inflow)
Storage Dimensions:
Basin Side Slopes(X:1)= 3.0
Storage Depth"R"(ft)= 5.0
Cumulative
Elev(ft) Area(SF) Volume(CF)
Bottom Elevation_ 785.00 30,293 0
786.00 32,482 31,388
787.00 34,718 64,988
788.00 37,020 100,857
789.00 39,378 139,056
Riser Elevation 789.75 41,188 169,268
790.00 41,792 179,640
Spillway Elevation 790.50 43,028 200,845
791.00 44,264 222,668
Top of Basin 792.00 46,791 268,196
Designed Storage Elevation(ft)= 790.00
Designed Storage Volume(cf)= 179,640 O.K.>Minimum Required Storage
Designed Surface Area(sf)= 41,792 O.K.>Minimum Required Surface Area
Sizing of Barrel&Flashboard Riser:
ORB(cfs)= 24.9 (from Peak Discharge for 2-yr,24 hr storm)
Water Depth over Riser(ft)= 2.3 (Spillway elevation minus Riser Crest elevation)
Weir Flow:Q=CLH7'S 24.9 (Weir equation)
H=head above riser crest(ft) 2.25 (fixed based on design parameters)
L=circumference of riser(ft) 2.24 (C=weir coefficient=3.1 for corrugated metal pipe risers)
Riser Size determined from L(in) 8.5
Therefore choose Riser size(in)= 18.0
Barrel Size(in)= 12.0
Orifice Flow:Q=CA(2gH)°'S 24.9
H=head above riser crest(ft) 2.3 (C=oriflce coefficient,0.6 for corrugated metal pipe risers)
A=cross-sectional area of riser(sf) 3.5
Riser Size determined from A(in) 25.2
Therefore choose Riser size(in)= 36.0
Barrel Size(in)= 30.0
Pipe Flow:Q=a[2gh/(1+Km+KpL)1°'S 24.9
L=barrel length(ft) 100.0
Invert elevation of outlet end of barrel(ft) 781.0
h=head above the centerline of the outlet end of 9.8
barrel(ft) (Iterative based on barrel size)
Km 1.0 (coefficient of minor losses,assumed to be 1.0 for most principal spillways)
KP 0.0267 (pipe friction coefficient,see Table 8.07c for Kn for common pipe sizes)
a=cross-sectional area of barrel in SF 2.15
Barrel Size(in)= 19.9
Therefore choose Barrel size(in)= 30.0
Riser Size(in)= 36.0 <-From Figure 8.07b
Required Riser Size(in)= 36.0
Required Barrel Size(in)= 30.0
Page 1 of 10

Kimley>»Horn
SEDIMENT BASIN DESIGN CALCULATIONS
Project Information Project Information
Project Name: Rowan
KHA Project#:
Designed by: Date:
Checked by: Date:
Revised by: Date:
Sizing of Antiflotation Block:
Riser Length: 5.00 ft
Riser Width: 5.00 ft
Top Riser Elev.: 789.75 ft
Bottom Riser Elev.: 785.00 ft
Depth of Antiflotation(beyond bottom of riser): 2.00
Overall Height of Riser(including anti-float block): 6.8 ft
Outside Area of Riser: 25.0 sf (Water Displaced)
Total Volume of Riser: 168.8 cf (Water Displaced)
*Bouyancy force 10,530 lbs Water=62.4lb/cf
*Weight of Riser 9,113
*Required antifloatation block weight 2,126 factor of safety 1.50
Depth of Antifloatation block: 2
Weight of Anti-flotation block 4,800 OK
Is Antiflotation Device Sufficient(yes/no)? Yes
*Weight of riser assumes that the wall thickness is 6"and weight of concrete is 150 lb/cf
Sizing of Faircloth Skimmer:(Calculated per Faircloth Skimmer online calculator)
Basin Volume in Cubic Feet 29,556 (Required Storage Volume Provided for Riser Basin)
Days to Drain 2 (2 day minimum,Jurisdictionally Specific)
Skimmer Size(in) 4.00
Orifice Radius(in) 1.70
Orifice Diamter(in) 3.50
Page 2 of 10

Kimley>)Horn
SEDIMENT BASIN DESIGN CALCULATIONS
Project Information Project Information
Project Name: Rowan
KHA Project#:
Designed by: Date:
Checked by: Date:
Revised by: Date:
Sediment Basin 2-Phase 1
Drainage Area(Site)(ac)= 42.37
Disturbed Area(ac)= 40.00
Runoff Coefficient(C)= 0.60
Time of Concentration= 30.00
Rainfall Intensity(2-yr Storm)"i"(in/hr)= 2.53
Rainfall Intensity(10-yr Storm)"i"(in/hr)= 3.42
Flow(Q2)(cfs)= 64.3 (Q=c*i*drainage area)
Flow(Q10)(cfs)= 86.9 (Q=c*i*drainage area)
Required Storage(cf)= 72,000.0 (1800 cf per Disturbed Acre)
*Required Surface Area(Trapping Efficiency)(sf)
37,820.3 (435 s.f.per cfs of Q10 peak inflow)
Storage Dimensions:
Basin Side Slopes(X:1)= 3.0
Storage Depth"R"(ft)= 5.0
Cumulative
Elev(ft) Area(SF) Volume(CF)
Bottom Elevation 779.00 27,795 0
780.00 29,956 28,876
781.00 32,171 59,939
Riser Elevation 781.40 34,441 73,261
Spillway Elevation 782.40 37,824 109,394
Top of Basin 784.00 39,264 171,064
Designed Storage Elevation(ft)= 782.40
Designed Storage Volume(cf)= 109,394 O.K.>Minimum Required Storage
Designed Surface Area(sf)= 37,824 O.K.>Minimum Required Surface Area
Sizing of Barrel&Flashboard Riser:
ORB(cfs)= 64.3 (from Peak Discharge for 2-yr,24 hr storm)
Water Depth over Riser(ft)= 2.6 (Spillway elevation minus Riser Crest elevation)
Weir Flow:Q=CLH1'S 64.3 (Weir equation)
H=head above riser crest(ft) 2.60 (fixed based on design parameters)
L=circumference of riser(ft) 4.65 (C=weir coefficient=3.1 for corrugated metal pipe risers)
Riser Size determined from L(in) 17.8
Therefore choose Riser size(in)= 24.0
Barrel Size(in)= 18.0
Orifice Flow:Q=CA(2gH)°'S 64.3
H=head above riser crest(ft) 2.6 (C=orifice coefficient,0.6 for corrugated metal pipe risers)
A=cross-sectional area of riser(sf) 8.3
Riser Size determined from A(in) 39.0
Therefore choose Riser size(in)= 36.0
Barrel Size(in)= 30.0
Pipe Flow:Q=a[2gh/(1+Km+KpL)1°'S 64.3
L=barrel length(ft) 70.0
Invert elevation of outlet end of barrel(ft) 780.5
h=head above the centerline of the outlet end of 1.8
barrel(ft) (Iterative based on barrel size)
Kn, 1.0 (coefficient of minor losses,assumed to be 1.0 for most principal spillways)
KP 0.0267 (pipe friction coefficient,see Table 8.07c for Kn for common pipe sizes)
a=cross-sectional area of barrel in SF 11.92
Barrel Size(in)= 46.8
Therefore choose Barrel size(in)= 42.0
Riser Size(in)= 54.0 <-From Figure 8.07b
Required Riser Size(in)= 54.0 5'x5'box equivalent diameter equal to 67.7"
Required Barrel Size(in)= 42.0
Page 3 of 10

Kimley>)Horn
SEDIMENT BASIN DESIGN CALCULATIONS
Project Information Project Information
Project Name: Rowan
KHA Project#:
Designed by: Date:
Checked by: Date:
Revised by: Date:
Sizing of Antiflotation Block:
Riser Length: 5.00 ft
Riser Width: 5.00 ft
Top Riser Elev.: 784.00 ft
Bottom Riser Elev.: 779.00 ft
Depth of Antiflotation(beyond bottom of riser): 2.00
Overall Height of Riser(including anti-float block): 7.0 ft
Outside Area of Riser: 25.0 sf (Water Displaced)
Total Volume of Riser: 175.0 cf (Water Displaced)
*Bouyancy force 10,920 lbs Water=62.4lb/cf
*Weight of Riser 9,450
*Required antifloatation block weight 2,205 factor of safety 1.50
Depth of Antifloatation block: 2
Weight of Anti-flotation block 4,800 OK
Is Antiflotation Device Sufficient(yes/no)? Yes
*Weight of riser assumes that the wall thickness is 6"and weight of concrete is 150 lb/cf
Sizing of Emergency Spillway:
Qv)(cfs)= 86.9
Water Depth Over Spillway(ft)= 0.5
Spillway Length(ft)= 80.0
Spillway Crest Elevation(ft)= 782.4 O.K.>1'Separation Provided
Freeboard(ft)= 1.09 O.K.>Minimum Required Freeboard
Sizing of Faircloth Skimmer:(Calculated per Faircloth Skimmer online calculator)
Basin Volume in Cubic Feet 72,000 (Required Storage Volume Provided for Riser Basin)
Days to Drain 4 (2 day minimum,Jurisdictionally Specific)
Skimmer Size(in) 4.00
Orifice Radius(in) 1.80
Orifice Diamter(in) 3.60
Page 4 of 10

Kimley>)Horn
SEDIMENT BASIN DESIGN CALCULATIONS
Project Information Project Information
Project Name: Rowan
KHA Project#:
Designed by: Date:
Checked by: Date:
Revised by: Date:
Sediment Basin 3 Phase 7
Drainage Area(Site)(ac)= 13.62
Disturbed Area(ac)= 13.62
Runoff Coefficient(C)= 0.60
Time of Concentration= 10.00
Rainfall Intensity(2-yr Storm)"i"(in/hr)= 3.66
Rainfall Intensity(10-yr Storm)"i"(in/hr)= 5.60
Flow(Q2)(cfs)= 29.9 (Q=c*i*drainage area)
Flow(Q10)(cfs)= 45.8 (Q=c*i*drainage area)
Required Storage(cf)= 24,516.0 (1800 cf per Disturbed Acre)
*Required Surface Area(Trapping Efficiency)(sf)
19,907.0 (435 s.f.per cfs of Q10 peak inflow)
Storage Dimensions:
Basin Side Slopes(X:1)= 3.0
Storage Depth"R"(ft)= 2.0
Cumulative
Elev(ft) Area(SF) Volume(CF)
Bottom Elevation_ 782.00 116,982 0_
783.00 121,284 119,133
784.00 125,643 242,597
784.25 126,747 274,145
784.75 128,955 338,071
Riser Elevation 785.00 130,059 370,448
Top of Basin 786.00 134,531 502,743
Designed Storage Elevation(ft)= 784.00
Designed Storage Volume(cf)= 242,597 O.K.>Minimum Required Storage
Designed Surface Area(sf)= 125,643 O.K.>Minimum Required Surface Area
Sizing of Barrel&Flashboard Riser:
QRs(cfs)= 29.9 (from Peak Discharge for 2-yr,24 hr storm)
Water Depth over Riser(ft)= 1.0 (Spillway elevation minus Riser Crest elevation)
Weir Flow:Q=CLH1'S 29.9 (Weir equation)
H=head above riser crest(ft) 1.00 (fixed based on design parameters)
L=circumference of riser(ft) 9.06 (C=weir coefficient=3.1 for corrugated metal pipe risers)
Riser Size determined from L(in) 34.6
Therefore choose Riser size(in)= 36.0
Barrel Size(in)= 30.0
Orifice Flow:Q=CA(2gH)e'S 29.9
H=head above riser crest(ft) 1.0 (C=orifice coefficient,0.6 for corrugated metal pipe risers)
A=cross-sectional area of riser(sf) 6.2
Riser Size determined from A(in) 33.7
Therefore choose Riser size(in)= 36.0
Barrel Size(in)= 30.0
Pipe Flow:Q=a[2gh/(1+Km+KpL)]e'S 29.9
L=barrel length(ft) 100.0
Invert elevation of outlet end of barrel(ft) 781.0
h=head above the centerline of the outlet end of 2.5
barrel(ft) (Iterative based on barrel size)
K> 1.0 (coefficient of minor losses,assumed to be 1.0 for most principal spillways)
KP 0.0267 (pipe friction coefficient,see Table 8.07c for Kp for common pipe sizes)
a=cross-sectional area of barrel in SF 5.09
Barrel Size(in)= 30.6
Therefore choose Barrel size(in)= 36.0
Riser Size(in)= 48.0 <-From Figure 8.07b
Required Riser Size(in)= 48.0 Based on Permanement Pond Routing,the Permanent Outfall
Required Barrel Size(in)= 36.0 Structure if sufficient and passes the 100 year event
Page 5 of 10

Kimley>)Horn
SEDIMENT BASIN DESIGN CALCULATIONS
Project Information Project Information
Project Name: Rowan
KHA Project#:
Designed by: Date:
Checked by: Date:
Revised by: Date:
Sizing of Antiflotation Block:
Riser Length: 9.00 ft
Riser Width: 9.00 ft
Top Riser Elev.: 785.00 ft
Bottom Riser Elev.: 778.00 ft
Depth of Antiflotation(beyond bottom of riser): 5.00
Overall Height of Riser(including anti-float block): 12.0 ft
Outside Area of Riser: 81.0 sf (Water Displaced)
Total Volume of Riser: 972.0 cf (Water Displaced)
*Bouyancy force 60,653 lbs Water=62.4lb/cf
*Weight of Riser 30,600
*Required antifloatation block weight 45,079 factor of safety 1.50
Depth of Antifloatation block: 5
Weight of Anti-flotation block 48,000 OK
Is Antiflotation Device Sufficient(yes/no)? Yes
*Weight of riser assumes that the wall thickness is 6"and weight of concrete is 150 lb/cf
Sizing of Emergency Spillway:
O10(cfs)= 45.8 Ignore this. As Routed,the 100 Passes Thru the Principal Riser
Water Depth Over Spillway(ft)= 0.8
Spillway Length(ft)= 20.0
Spillway Crest Elevation(ft)= 785.0 NOT O.K.1'Separation Required Between Riser and Spillway!
Freeboard(ft)= 0.2 NOT O.K.INCREASE FREEBOARD!
Sizing of Faircloth Skimmer:(Calculated per Faircloth Skimmer online calculator)
Basin Volume in Cubic Feet 242,597 (Required Storage Volume Provided for Riser Basin)
Days to Drain 2 (2 day minimum,Jurisdictionally Specific)
Skimmer Size(in) 4
Orifice Radius(in) 1.60
Orifice Diamter(in) 3.3
Page 6 of 10

Kimley>>>Horn
SEDIMENT TRAP DESIGN CALCULATIONS
Project Information Project Information
Project Name: Rowan
KHA Project#:
Designed by: Date:
Checked by: Date:
Revised by: Date:
Sediment Trap A
Drainage Area(Site)(ac)= 3.79
Disturbed Area(ac)= 3.79
Runoff Coefficient(C)= 0.60
Time of Concentration= 10.00
Rainfall Intensity(2-yr Storm)"i"(in/hr)= 3.66
Rainfall Intensity(10-yr Storm)"i"(in/hr)= 4.72
Flow(Q2)(cfs)= 8.3 (Q=c*i*drainage area)
Flow(Ow)(cfs)= 10.7 (Q=c*i*drainage area)
Required Storage(cf)= 13,644.0 (3600 cf per Disturbed Acre)
*Required Surface Area(Trapping Efficiency)(sf) 4,669.0 (435 s.f.per cfs of Quo peak inflow)
Storage Dimensions:
Basin Side Slopes(X: 1 )= 2.0
Storage Depth"R"(ft)= 4.0
Cumulative
Elev(ft) Area(SF) Volume(CF)
Bottom Elevation 775.00 6,006 0
776.00 7,135 6,571
777.00 8,317 14,297
Spillway Elevation 777.50 8,930 18,608
Top of Basin 779.00 9,558 32,474
Designed Storage Elevation(ft)= 777.50
Designed Storage Volume(cf)= 18,608 O.K.>Minimum Required Storage
Designed Surface Area(sf)= 8,930 O.K.>Minimum Required Surface Area
Sizing of Emergency Spillway:
QspiHway(cfs)= 10.7 (spillway designed to pass peak discharge of 10-year storm)
Water Depth Over Spillway(ft)= 0.4
Spillway Length(ft)= 15.0 (4'minimum)
Spillway Crest Elevation(ft)= 777.5 (1 ft min.above sediment storage depth)
Freeboard(ft)= 1.1 (1 ft minimum)
Page 7 of 10

Kimley>>>Horn
SEDIMENT TRAP DESIGN CALCULATIONS
Project Information Project Information
Project Name: Rowan
KHA Project#:
Designed by: Date:
Checked by: Date:
Revised by: Date:
Sediment Trap B
Drainage Area(Site)(ac)= 1.64
Disturbed Area(ac)= 1.48
Runoff Coefficient(C)= 0.60
Time of Concentration= 5.00
Rainfall Intensity(2-yr Storm)"i"(in/hr)= 5.46
Rainfall Intensity(10-yr Storm)"i"(in/hr)= 7.01
Flow(Q2)(cfs)= 5.4 (Q=c*i*drainage area)
Flow(Ow)(cfs)= 6.9 (Q=c*i*drainage area)
Required Storage(cf)= 5,328.0 (3600 cf per Disturbed Acre)
*Required Surface Area(Trapping Efficiency)(sf)
3,000.6 (435 s.f.per cfs of Q,o peak inflow)
Storage Dimensions:
Basin Side Slopes(X: 1 )= 2.0
Storage Depth"R"(ft)= 4.0
Cumulative
Elev(ft) Area(SF) Volume(CF)
Bottom Elevation 777.00 1,218 0
778.00 1,910 1,564
779.00 2,731 3,885
Spillway Elevation 779.50 3,166 5,359
Top of Basin 781.00 3,615 10,445
Designed Storage Elevation(ft)= 779.50
Designed Storage Volume(cf)= 5,359 O.K.>Minimum Required Storage
Designed Surface Area(sf)= 3,166 O.K.>Minimum Required Surface Area
Sizing of Emergency Spillway:
QspiHway(cfs)= 6.9 (spillway designed to pass peak discharge of 10-year storm)
Water Depth Over Spillway(ft)= 0.3
Spillway Length(ft)= 15.0 (4'minimum)
Spillway Crest Elevation(ft)= 779.5 (1 ft min.above sediment storage depth)
Freeboard(ft)= 1.2 (1 ft minimum)
Page 8 of 10

Kimley>)Horn
SEDIMENT BASIN DESIGN CALCULATIONS
Project Information Project Information
Project Name: Rowan
KHA Project#:
Designed by: Date:
Checked by: Date:
Revised by: Date:
Sediment Basin 1 -Phase 2
Drainage Area(Site)(ac)= 25.78
Disturbed Area(ac)= 20.78
Runoff Coefficient(C)= 0.60
Time of Concentration= 10.00
Rainfall Intensity(2-yr Storm)"i"(in/hr)= 4.37
Rainfall Intensity(10-yr Storm)"i"(in/hr)= 5.60
Flow(Q2)(cfs)= 67.6 (Q=c*i*drainage area)
Flow(Q10)(cfs)= 86.6 (Q=c*i*drainage area)
Required Storage(cf)= 37,404.0 (1800 cf per Disturbed Acre)
*Required Surface Area(Trapping Efficiency)(sf)
37,680.0 (435 s.f.per cfs of Q10 peak inflow)
Storage Dimensions:
Basin Side Slopes(X:1)= 3.0
Storage Depth"R"(ft)= 5.0
Cumulative
Elev(ft) Area(SF) Volume(CF)
Bottom Elevation_ 785.00 30,293 0
786.00 32,482 31,388
787.00 34,718 64,988
788.00 37,020 100,857
789.00 39,378 139,056
Riser Elevation 789.75 41,188 169,268
790.00 41,792 179,640
Spillway Elevation 790.50 43,028 200,845
791.00 44,264 222,668
Top of Basin 792.00 46,791 268,196
Designed Storage Elevation(ft)= 790.00
Designed Storage Volume(cf)= 179,640 O.K.>Minimum Required Storage
Designed Surface Area(sf). 41,792 O.K.>Minimum Required Surface Area
Sizing of Barrel&Flashboard Riser:
ORB(cfs)= 67.6 (from Peak Discharge for 2-yr,24 hr storm)
Water Depth over Riser(ft)= 1.0 (Spillway elevation minus Riser Crest elevation)
Weir Flow:Q=CLH7'S 67.6 (Weir equation)
H=head above riser crest(ft) 1.00 (fixed based on design parameters)
L=circumference of riser(ft) 20.48 (C=weir coefficient=3.1 for corrugated metal pipe risers)
Riser Size determined from L(in) 78.2
Therefore choose Riser size(in)= 48.0
Barrel Size(in)= 36.0
Orifice Flow:Q=CA(2gH)°'S 67.6
H=head above riser crest(ft) 1.0 (C=oriflce coefficient,0.6 for corrugated metal pipe risers)
A=cross-sectional area of riser(sf) 14.0
Riser Size determined from A(in) 50.7
Therefore choose Riser size(in)= 48.0
Barrel Size(in)= 36.0
Pipe Flow:Q=a[2gh/(1+Km+KpL)1°'S 67.6
L=barrel length(ft) 100.0
Invert elevation of outlet end of barrel(ft) 781.0
h=head above the centerline of the outlet end of 8.5
barrel(ft) (Iterative based on barrel size)
Km 1.0 (coefficient of minor losses,assumed to be 1.0 for most principal spillways)
KP 0.0267 (pipe friction coefficient,see Table 8.07c for Kn for common pipe sizes)
a=cross-sectional area of barrel in SF 6.24
Barrel Size(in)= 33.8
Therefore choose Barrel size(in)= 36.0
Riser Size(in)= 48.0 <-From Figure 8.07b
Required Riser Size(in)= 48.0
Required Barrel Size(in)= 36.0
Page 1 of 8

Kimley>)Horn
SEDIMENT BASIN DESIGN CALCULATIONS
Project Information Project Information
Project Name: Rowan
KHA Project#:
Designed by: Date:
Checked by: Date:
Revised by: Date:
Sizing of Antiflotation Block:
Riser Length: 5.00 ft
Riser Width: 5.00 ft
Top Riser Elev.: 789.75 ft
Bottom Riser Elev.: 785.00 ft
Depth of Antiflotation(beyond bottom of riser): 2.00
Overall Height of Riser(including anti-float block): 6.8 ft
Outside Area of Riser: 25.0 sf (Water Displaced)
Total Volume of Riser: 168.8 cf (Water Displaced)
*Bouyancy force 10,530 lbs Water=62.4lb/cf
*Weight of Riser 9,113
*Required antifloatation block weight 2,126 factor of safety 1.50
Depth of Antifloatation block: 2
Weight of Anti-flotation block 4,800 OK
Is Antiflotation Device Sufficient(yes/no)? Yes
*Weight of riser assumes that the wall thickness is 6"and weight of concrete is 150 lb/cf
Sizing of Faircloth Skimmer:(Calculated per Faircloth Skimmer online calculator)
Basin Volume in Cubic Feet 37,404 (Required Storage Volume Provided for Riser Basin)
Days to Drain 3 (2 day minimum,Jurisdictionally Specific)
Skimmer Size(in) 4.00
Orifice Radius(in) 1.70
Orifice Diamter(in) 3.50
Page 2 of 8

Kimley>)Horn
SEDIMENT BASIN DESIGN CALCULATIONS
Project Information Project Information
Project Name: Rowan
KHA Project#:
Designed by: Date:
Checked by: Date:
Revised by: Date:
Sediment Basin 2-Phase 2
Drainage Area(Site)(ac)= 18.06
Disturbed Area(ac)= 18.06
Runoff Coefficient(C)= 0.60
Time of Concentration= 12.50
Rainfall Intensity(2-yr Storm)"i"(in/hr)= 4.02
Rainfall Intensity(10-yr Storm)"i"(in/hr)= 5.16
Flow(Q2)(cfs)= 43.6 (Q=c*i*drainage area)
Flow(Q10)(cfs)= 55.9 (Q=c*i*drainage area)
Required Storage(cf)= 32,508.0 (1800 cf per Disturbed Acre)
*Required Surface Area(Trapping Efficiency)(sf)
24,322.5 (435 s.f.per cfs of Q10 peak inflow)
Storage Dimensions:
Basin Side Slopes(X:1)= 3.0
Storage Depth"R"(ft)= 5.0
Cumulative
Elev(ft) Area(SF) Volume(CF)
Bottom Elevation_ 786.00 11,925 0
787.00 14,330 13,128
788.00 16,811 28,698
789.00 19,370 46,789
790.00 22,003 67,475
Riser Elevation 791.00 24,574 90,764
Spillway Elevation 792.25 27,278 123,197
Top of Basin 793.00 30,039 144,662
Designed Storage Elevation(ft)= 791.00
Designed Storage Volume(cf)= 90,764 O.K.>Minimum Required Storage
Designed Surface Area(sf)= 24,574 O.K.>Minimum Required Surface Area
Sizing of Barrel&Flashboard Riser:
ORB(cfs)= 43.6 (from Peak Discharge for 2-yr,24 hr storm)
Water Depth over Riser(ft)= 1.3 (Spillway elevation minus Riser Crest elevation)
Weir Flow:Q=CLH1'S 43.6 (Weir equation)
H=head above riser crest(ft) 1.25 (fixed based on design parameters)
L=circumference of riser(ft) 9.43 (C=weir coefficient=3.1 for corrugated metal pipe risers)
Riser Size determined from L(in) 36.0
Therefore choose Riser size(in)= 36.0
Barrel Size(in)= 30.0
Orifice Flow:Q=CA(2gH)°'S 43.6
H=head above riser crest(ft) 1.3 (C=orifice coefficient,0.6 for corrugated metal pipe risers)
A=cross-sectional area of riser(sf) 8.1
Riser Size determined from A(in) 38.5
Therefore choose Riser size(in)= 48.0
Barrel Size(in)= 36.0
Pipe Flow:Q=a[2gh/(1+Km+KpL)1°'S 43.6
L=barrel length(ft) 100.0
Invert elevation of outlet end of barrel(ft) 781.0
h=head above the centerline of the outlet end of 9.8
barrel(ft) (Iterative based on barrel size)
Km 1.0 (coefficient of minor losses,assumed to be 1.0 for most principal spillways)
KP 0.0267 (pipe friction coefficient,see Table 8.07c for Kr for common pipe sizes)
a=cross-sectional area of barrel in SF 3.76
Barrel Size(in)= 26.3
Therefore choose Barrel size(in)= 36.0
Riser Size(in)= 48.0 <-From Figure 8.07b
Required Riser Size(in)= 48.0 5'x5'box equivalent diameter equal to 67.7"
Required Barrel Size(in)= 36.0
Page 3 of 8

Kimley>)Horn
SEDIMENT BASIN DESIGN CALCULATIONS
Project Information Project Information
Project Name: Rowan
KHA Project#:
Designed by: Date:
Checked by: Date:
Revised by: Date:
Sizing of Antiflotation Block:
Riser Length: 5.00 ft
Riser Width: 5.00 ft
Top Riser Elev.: 791.00 ft
Bottom Riser Elev.: 786.00 ft
Depth of Antiflotation(beyond bottom of riser): 2.00
Overall Height of Riser(including anti-float block): 7.0 ft
Outside Area of Riser: 25.0 sf (Water Displaced)
Total Volume of Riser: 175.0 cf (Water Displaced)
*Bouyancy force 10,920 lbs Water=62.4lb/cf
*Weight of Riser 9,450
*Required antifloatation block weight 2,205 factor of safety 1.50
Depth of Antifloatation block: 2
Weight of Anti-flotation block 4,800 OK
Is Antiflotation Device Sufficient(yes/no)? Yes
*Weight of riser assumes that the wall thickness is 6"and weight of concrete is 150 lb/cf
Sizing of Faircloth Skimmer:(Calculated per Faircloth Skimmer online calculator)
Basin Volume in Cubic Feet 32,508 (Required Storage Volume Provided for Riser Basin)
Days to Drain 2 (2 day minimum,Jurisdictionally Specific)
Skimmer Size(in) 4.00
Orifice Radius(in) 1.80
Orifice Diamter(in) 3.60
Page 4 of 8

Kimley>)Horn
SEDIMENT BASIN DESIGN CALCULATIONS
Project Information Project Information
Project Name: Rowan
KHA Project#:
Designed by: Date:
Checked by: Date:
Revised by: Date:
Sediment Basin 3-Phase 2
Drainage Area(Site)(ac)= 36.56
Disturbed Area(ac)= 30.00
Runoff Coefficient(C)= 0.60
Time of Concentration= 10.00
Rainfall Intensity(2-yr Storm)"i"(in/hr)= 4.37
Rainfall Intensity(10-yr Storm)"i"(in/hr)= 5.60
Flow(Q2)(cfs)= 95.9 (Q=c*i*drainage area)
Flow(Q10)(cfs)= 122.8 (Q=c*i*drainage area)
Required Storage(cf)= 54,000.0 (1800 cf per Disturbed Acre)
*Required Surface Area(Trapping Efficiency)(sf)
53,436.1 (435 s.f.per cfs of Q10 peak inflow)
Storage Dimensions:
Basin Side Slopes(X:1)= 3.0
Storage Depth"R"(ft)= 2.0
Cumulative
Elev(ft) Area(SF) Volume(CF)
Bottom Elevation_ 782.00 116,982 0_
783.00 121,284 119,133
784.00 125,643 242,597
Riser Elevation 784.25 126,747 274,145
784.75 128,955 338,071
Spillway Elevation 785.00 130,059 370,448
Top of Basin 786.00 134,531 502,743
Designed Storage Elevation(ft)= 784.00
Designed Storage Volume(cf)= 242,597 O.K.>Minimum Required Storage
Designed Surface Area(sf)= 125,643 O.K.>Minimum Required Surface Area
Sizing of Barrel&Flashboard Riser:
QRs(cfs)= 95.9 (from Peak Discharge for 2-yr,24 hr storm)
Water Depth over Riser(ft)= 1.0 (Spillway elevation minus Riser Crest elevation)
Weir Flow:Q=CLH1'S 95.9 (Weir equation)
H=head above riser crest(ft) 1.00 (fixed based on design parameters)
L=circumference of riser(ft) 29.05 (C=weir coefficient=3.1 for corrugated metal pipe risers)
Riser Size determined from L(in) 111.0
Therefore choose Riser size(in)= 48.0
Barrel Size(in)= 36.0
Orifice Flow:Q=CA(2gH)°'S 95.9
H=head above riser crest(ft) 1.0 (C=orifice coefficient,0.6 for corrugated metal pipe risers)
A=cross-sectional area of riser(sf) 19.9
Riser Size determined from A(in) 60.4
Therefore choose Riser size(in)= 48.0
Barrel Size(in)= 36.0
Pipe Flow:Q=a[2gh/(1+Km+K,L)]°'S 95.9
L=barrel length(ft) 100.0
Invert elevation of outlet end of barrel(ft) 781.0
h=head above the centerline of the outlet end of 2.5
barrel(ft) (Iterative based on barrel size)
Km 1.0 (coefficient of minor losses,assumed to be 1.0 for most principal spillways)
KP 0.0267 (pipe friction coefficient,see Table 8.07c for Kp for common pipe sizes)
a=cross-sectional area of barrel in SF 16.33
Barrel Size(in)= 54.7
Therefore choose Barrel size(in)= 36.0
Riser Size(in)= 48.0 <-From Figure 8.07b
Required Riser Size(in)= 48.0
Required Barrel Size(in)= 36.0
Page 5 of 8

Kimley>)Horn
SEDIMENT BASIN DESIGN CALCULATIONS
Project Information Project Information
Project Name: Rowan
KHA Project#:
Designed by: Date:
Checked by: Date:
Revised by: Date:
Sizing of Antiflotation Block:
Riser Length: 5.00 ft
Riser Width: 5.00 ft
Top Riser Elev.: 784.00 ft
Bottom Riser Elev.: 782.00 ft
Depth of Antiflotation(beyond bottom of riser): 2.00
Overall Height of Riser(including anti-float block): 4.0 ft
Outside Area of Riser: 25.0 sf (Water Displaced)
Total Volume of Riser: 100.0 cf (Water Displaced)
*Bouyancy force 6,240 lbs Water=62.4lb/cf
*Weight of Riser 5,400
*Required antifloatation block weight 1,260 factor of safety 1.50
Depth of Antifloatation block: 2
Weight of Anti-flotation block 4,800 OK
Is Antiflotation Device Sufficient(yes/no)? Yes
*Weight of riser assumes that the wall thickness is 6"and weight of concrete is 150 lb/cf
Sizing of Emergency Spillway:
Qio(cfs)= 122.8
Water Depth Over Spillway(ft)= 1.6
Spillway Length(ft)= 20.0
Spillway Crest Elevation(ft)= 785.0 O.K.>1'Separation Provided
Freeboard(ft)= -0.6 NOT O.K.INCREASE FREEBOARD!
Sizing of Faircloth Skimmer:(Calculated per Faircloth Skimmer online calculator)
Basin Volume in Cubic Feet 54,000 (Required Storage Volume Provided for Riser Basin)
Days to Drain 4 (2 day minimum,Jurisdictionally Specific)
Skimmer Size(in) 4
Orifice Radius(in) 1.60
Orifice Diamter(in) 3.3
Page 6 of 8

Kimley>>Horn TEMPORARY DIVERSION ANALYSIS
Project Information
Project Name: Salisbury Logistics Center
KHA Project#: 013335005
Designed by:
Revised by: Date:
DIVERSION DITCH AND CHECK DAM DATA TABLE
Ditch/ Ditch Side Bottom Min.Ditch Max.Ditch Drainage Composite -lc Intensity Peak Flow Max.Depth Min.Depth Max.Calculated Check Dam Phases of
Berm Dimensions Slopes Width Gradient Gradient Area C-Value (min) (inlhr) Q,o Manning's of Flow** of Flow** Velocity** Height Construction
No. (H:V) (ft.) (ac) (%) (ac) (cfs) "n"" (ft) (ft) (fps) (ft) Required
DD1 2'Deep I
TRAPEZIODAL 2:1 4.0 1.00% 1.95% 27.20 0.60 30.00 3.42 55.81 0.03 1.57 1.32 6.37 2.00 1,2,FINAL
DD2 2'Deep 3:1 4.0 0.75% 0.75% 13.08 0.60 30.00 3.42 26.84 0.03 1.08 1.08 3.45 1.50 1
TRAPEZIODAL
DD3 2'Deep 3:1 4.0 0.50% 4.50% 29.75 0.60 30.00 3.42 61.05 0.03 1.78 1.04 8.27 2.00 1
TRAPEZIODAL
2'Deep
DD4 3:1 2.0 0.75% 2.25% 2.90 0.60 10.00 5.60 9.74 0.03 0.81 0.62 4.06 1.00 1
TRAPEZIODAL _ _ _ _ _
DD5 2'Deep 3:1 4.0 0.50% 0.50% 3.63 0.60 10.00 5.60 12.20 0.03 0.80 0.80 2.39 1.00 1,2
TRAPEZIODAL
DD6 2'Deep 8:1 4.0 0.75% 0.75% 6.23 0.60 10.00 5.60 20.93 0.03 0.78 0.78 2.63 1.00 2
TRAPEZIODAL
DD7 2'Deep 8:1 4.0 0.50% 0.88% 9.21 0.60 10.00 5.60 30.95 0.03 1.02 0.90 3.12 1.50 2
TRAPEZIODAL
DD8 2'Deep 3:1 4.0 0.50% 0.75% 12.91 0.60 10.00 5.60 43.38 0.03 1.01 0.93 2.78 1.50 2
TRAPEZIODAL
DD9 2'Deep 10:1 4.0 0.80% 1.30% 1.09 0.60 10.00 5.60 3.66 0.03 0.32 0.28 1.92 0.50 2
TRAPEZIODAL
DD10 2'Deep 10:1 4.0 1.00% 1.00% 4.26 0.60 10.00 5.60 14.31 0.03 0.58 0.58 2.52 1.00 2
TRAPEZIODAL
DD11 2'Deep 3:1 2.0 0.75% 2.25% 3.01 0.60 10.00 5.60 10.11 0.03 0.83 0.63 4.10 1.00 1
TRAPEZIODAL
DD12 2'Deep 3:1 2.0 1.00% 3.00% 1.50 0.60 10.00 5.60 5.04 0.03 0.55 0.42 3.76 1.00 1
TRAPEZIODAL
DD13 2'Deep 3:1 1.0 3.75% 4.50% 0.69 0.60 10.00 5.60 2.32 0.03 0.35 0.33 3.92 0.50 1
TRAPEZIODAL
"Manning's"n"roughness coefficient from Manufacturer Specification Sheet.
**From Bently Flowmaster channel design software.
Ditch/ ECB Max.Calculated Permissible Min.Depth Calculated Permissible
Berm Type Velocity** Velocity" of Flow** Shear stress Shear stress"
No. (fps) (fps) (ft) 1 (Ibs/ft') (Ibs/fta)
DD1 SC150 or 6.37 .. 1.32 1.60 2.00
Greater
DD2 DS150 or • 3.45 6.00 1.08 0.51 1.75
Greater _ _ _
DD3 SC150 or - 8.27 8.00 1.04 2.93 2.00
Greater
DD4 DS150 or 4.06 6.00 0.62 0.87 1.75
Greater
DD5 DS150 or 2.39 6.00 0.80 0.25 1.75
Greater
DD6 DS150 or 2.63 6.00 0.78 0.37 1.75
Greater
DD7 SC150 or 3.12 6.00 0.90 0.49 1.75
Greater
DD8 SC150 or 2.78 6.00 0.93 0.43 1.75
Greater
DD9 SC150 or 1.92 6.00 0.28 0.23 1.75
Greater
DD10 SC150 or 2.52 6.00 0.58 0.36 1.75
Greater
DD11 SC150 or 4.10 6.00 0.63 0.89 1.75
Greater
DD12 SC150 or 3.76 6.00 0.42 0.78 1.75
Greater
DD13 SC150 or 3.92 6.00 0.33 0.93 1.75
Greater

Salsibury Logistics Center
PROJECT NO.: 13335005 BY: EM Ki m I ey >>> H o r n
DATE: 10/19/23 T.M:
REVISED: P.M.: RIP RAP OUTLET
RIP RAP OUTLET PROTECTION a— 1 ��.. .-. „ . . 4
..m.,.,.,a, 1 o
••, 'd f
Project: Salisbury Logistics Center �,o',,.r*^` ii /f1
Calculated By: EM Date: 10/19/2023 • 1 Nil •;a r „...
Revised By: Date: '"`,,1 it 'oee Ai o 1',,
k e".r.
Revised By: Date: _ "( I j� -''` 14116..;:'
ID: 2200-FES TN< 0.5 Do: Y Use Fig. 8.06a I i , ,>;
STA: N/A TW_ 0.5 Do: J "�. �- gg
p r rre 8
o N Use Fig. 8.06b 1 ,,.1 —� �'I �dIa�'t�i{�w ��{:(
�M I�R`�4'�Wllio
La: 1- _ t- ate.", t111 I11
DIA: 36 in19 ft ,,, IMO
Q: 28.35 cfs d50: 0.6 ft =,�•�•.��•�.• ..
..,,,....a. rod. ,>.. ,�a.�.� „,• .. _�_..�,�,.....,...
dmax: 0.9 ft 1�1
a,» "° r
wrr "a _1 .`, 1, ,I�riJ If�ll�lliflr
1` J 11lE'11144
°O lk Do = 36 in -
1:1 ITC
Do 1 00 1 3Do Do+La 3D0 = 9 ftI.'vo Q9 , La - 19ft �,F,44� �i .'. ! !• Iirindif'-
., R •:11111�,'ill1 I •,I
Do + La = 22 ft �wp a':Atidr. d� Ja�r``gg�u���l�'�Pi +�ia�
n r ,f
Orlir
—) a ') A WSc1wW(�/Nq'ro ]00 wo laoo
Quantity Calculations *Minimum apron thickness of 10"to be used
Outlet Pad: 294.5 sf Apron thickness*: 1.35 ft
Rip Rap: 19.9 tons Rip Rap Class: B
Filter Fabric: 33 sy

Salsibury Logistics Center
PROJECT NO.: 13335005 BY: EM Ki m I ey >>> H o r n
DATE: 10/19/23 T.M:
REVISED: P.M.: RIP RAP OUTLET
RIP RAP OUTLET PROTECTION a- 1 ...„--f.. . „ . . 4
..m.,.,L, 1
o••. f
Project: Salisbury Logistics Center �,�'"'*'' ii /11
Calculated By: EM Date: 10/19/2023 • a Nil •;a r „j
Revised By: Date: w�m�,`. I it 'oee Ai o 1',,
k r3 L,
Revised By: Date: _ "( :_ -''` 14116..;:'
ID: 1700-FES TN< 0.5 Do: Y Use Fig. 8.06a Ii , ig
STA: N/A T�„_ 0.5 Do: N Use Fig. 8.06b , ~ ����
p r ae 8
f:i
� .. �i�tiiiil�dpti Ii �:i
,
Es '�
DIA: 36 in 20 ft ,,, ,,, ,M;
Q: 81.86 cfs d50: 1.1 ft =,�•�•.��•�.• ..
dmax: 1.65 ft 1�1
a,» _ - ,. r
'W „o -6 1, I, ,Ariii;'if�l�lli ,C
1` J 11lE' 191,i!
°O lk Do = 36 in -
MITE
Do 1 00 1 3Do Do+La 3D0 = 9 ft 1•.'EV ITVvo Q9 , La - 20ft �,F. �i �'. ! � :� l1 i
Do + La = 23 ft �wp a �� Ja�r``gg�u'11�ll'1Pi +4ia�
n :1 r ',f
�`;/�%�4- r/�.Pen , $
Quantity Calculations *Minimum apron thickness of 10"to be used
Outlet Pad: 320.0 sf Apron thickness*: 2.475 ft
Rip Rap: 39.6 tons Rip Rap Class: 2
Filter Fabric: 36 sy

Salsibury Logistics Center
PROJECT NO.: 13335005 BY: EM Ki m I ey >>> H o r n
DATE: 10/19/23 T.M:
REVISED: P.M.: RIP RAP OUTLET
RIP RAP OUTLET PROTECTION — 1 ...„--f.. . „ .
..m.,.,L: 1
Project: Salisbury Logistics Center wo',,.r"^` ii elf
•
Calculated By: EM Date: 10/19/2023 •� a 1V a' „jr;;
Revised By: Date: w�m�,`. 1 ii li '•;O �� .1 ,
I r33:,
Revised By: Date: _ ( :. -''` ' 41VIT,
ID: 1610-FES TN< 0.5 Do: Y Use Fig. 8.06a i �• + ..
STA: N/A TW_ 0.5D NJ �"�" �- gg
p rre 8
„ N Use Fig. 8.06b f ,t,, —� �'iiiiiI�t�i{�w i t�{s i
� �M I�R`�4'�Wllio
DIA: 54 in La: E-__ tiuii% J, 1111 111
32 ft ,CY ,OW
Q: 91.95 cfs d50: 0.9 ft =,�•�•.��•�.• ..
.,„,...a. rod. ,>.. ,�a.�.� „,• .. _�_..�,�,.....,...
dmax: 1.35 ft 1�1
a,» ,. r
'•Sri „u -6 1, 1, ,�' ri 'iif�ll�lifi
O a s�
li i` J 11lE' 19r1 i!
OQ Do = 54 in �� / A �;a�,: W,b iti
. 1,: i writ
7
Do co 3Do Do+La 3D0 = 13.5 ft Io •.'
v� 89 , La - 32 ft
Do + La = 36.5 ft f °i � � �h� 1 �� , I
F^ . : 1
ii:h'firm
a 1. PAlf:','
Elk; l �``gg �'
_n ' �� '
' ' :`���/ a3a, 4
g� La ' �y ,� ,q
.
-l S „ A W(�]/NC:'OD 200 KO 1000
aKw
Quantity Calculations *Minimum apron thickness of 10"to be used
Outlet Pad: 800.0 sf Apron thickness*: 2.025 ft
Rip Rap: 81.0 tons Rip Rap Class: 1
Filter Fabric: 89 sy

Salsibury Logistics Center
PROJECT NO.: 13335005 BY: EM Kimley >>> Horn
DATE: 10/19/23 T.M:
REVISED: P.M.: RIP RAP OUTLET
RIP RAP OUTLET PROTECTION
7:-....L,'---------1Liu
Project: Salisbury Logistics Center wo'''"'*'' '' 'ii
Calculated By: EM Date: 10/19/2023 ,,,,„'"r 1 ] H IV .5,1.'ir'l A ,'• '
Revised By: Date:
- • .l..:.,'
Revised By: Date: .01 ; i; !!.,.1 I._ 74i.. _.1.r..,••:,:p.7,4„,
,__ • ''''!IL , : -''` - 4 ' ' . 'r'74e111Y%
..
Use Fig. 8.06a ID: 1660-FES TN< 0.5 D.: Y , •:0,400*, ..__ _Lij _ i:1 : Ai dfrof ,,, .. , i
STA: N/A -1,, 0.5 Do: N Use Fig. 8.06b
DIA: 30 in La: 18 ft Es itiiiiiiii , 011111111111.
SOO IMO
330.225000(930•91
Q: 11.46 cfs d50: 0.5 ft
dmax: 0.75 ft ..
1 ,-----------.1
"° i ', yfil I i
POO ‘
,e,.
"a- -1:, .11; 1, Oririfitifi
0
°O li Do = 30 in llar'.41,144
1:11i'L
hio,Pliti
1'WY i rarrviw
Do col 3D. Do+La 3D0 = 7.5 ft A. - j.,
. ...: ..I
CCO 89:)
La — 18 ft
Do + La = 20.5 ft ormiwri, ' i Ape illif,111 i Iro
/. 11 it ' rrkluil
.''1 ' ' A .i.rphlirP! illi:i .(1,! .
Efirm7r41,drA,Ari"itirtirjwirli 01.4p:','. g
f : .44:- A
_,,,ArAtift4.A jr,-,,14
4-- La ....64:•-:? ArrApriar47.04''4, I
' : ,
.1 _,. -
,,- , Wiliiii
.2;or.-icrove,-6200.211i.
_ -- , MIMI
_
3 5 3) 29 SO 103 203 SOO 009
0019/31109.013000
Quantity Calculations *Minimum apron thickness of 10"to be used
Outlet Pad: 252.0 sf Apron thickness*: 1.125 ft
Rip Rap: 14.2 tons Rip Rap Class: B
Filter Fabric: 28 sy

Salsibury Logistics Center
PROJECT NO.: 13335005 BY: EM Ki m I ey >>> H o r n
DATE: 10/19/23 T.M:
REVISED: P.M.: RIP RAP OUTLET
RIP RAP OUTLET PROTECTION a� ,1 �f.. .-. „ .
..m.,.,L, 1 is ,.y
0,•. f
Project: Salisbury Logistics Center ,,,,,,.r�^` gi /f�
Calculated By: EM Date: 10/19/2023 • ' IN MN •;at „jr:,
Revised By: Date: w,m",`,. 1 N !R .1 ,
earF.
Revised By: Date: ( j� -,,- ' ¢11.51.;;'
ID: 5000-FES T,„< 0.5 Do: Y Use Fig. 8.06a ii , i
STA: N/A TW_ 0.5 D : NJ l" �- gg
p .r rre 8
o N Use Fig. 8.06b I �',.� � �'In�dIa�'t�i{�w ��{:(
�' �M I�R`�4'�Wllio
DIA: 54 in La: 1-__ tiuii% J, IIl1i mi
40 ft 0 m50 ma 200 ,m ,OW
Q: 209.66 cfs d50: 1.25 ft =,�•�•.��•�.• ..
dmax: 1.875 ft 1�1
iiiviji,',FgritYlti
O00 li Do = 54 in a,� I
7:: 1` J iIlEI 1 rirIIi!
Do ©0 3Do Do+La 3Do = 13.5 ft Sr
I1.. e. r��l y�J 'ittO
wirr 1,, 1 iris i� i I' '
� °° � Il,il, . II r a
vo 89 , La = 40 ft ,F�^ i .i t: mar Amur]] I ,,I
8 Do + La = 44.5 ft �wp a' S�� �JaEi Ajar �r,,gR,11�l�,'1Pi .,ia�
n r �,_
4 La 0 .� .,e I '�'7�`��j'�"�t?,��.r.o,qsi i.i. I
�Z�AB� r/�.Pen ' $
Quantity Calculations *Minimum apron thickness of 10"to be used
Outlet Pad: 1160.0 sf Apron thickness*: 2.8125 ft
Rip Rap: 163.1 tons Rip Rap Class: 2 ,sm•,°'� ,,,•oo.,�
Filter Fabric: 129 sy .,�...•.. .�.a�,.�....�., .om.�.�a..�.�o�.�.�.m��._ „r.>o••.,,.,,

Salsibury Logistics Center
PROJECT NO.: 13335005 BY: EM Ki m I ey >>> H o r n
DATE: 10/19/23 T.M:
REVISED: P.M.: RIP RAP OUTLET
RIP RAP OUTLET PROTECTION a.«
°.m.,..,1 ��.. .-. „ .
L, 1 is ..1
°,•. f
Project: Salisbury Logistics Center a,,,°wr^` gi /-"id:
Calculated By: EM Date: 10/19/2023 •. i1 111 ,a . „jr,
Revised By: SMC Date: 12/12/2023 w°,m'm'`,. I II Aqu i
ra3
Revised By: Date: __ �( �j� , 'I l ,.y- ��' .�¢�r�ke..;'
ID: 1000-FES T,„< 0.5 Do: Y Use Fig. 8.06a I i , i
STA: N/A T�„_ 0.5 D N J o" �- gg
p .s- .u- rro 8
o N Use Fig. 8.06b � �,,.1 -.-� ��'I�n�'dIa�t�i{�w'� � ��{:( , i
DIA: 42 in La: E- tiuii% J, IIlli Mi.
26 ft ° tW ,m ,ma
Q: 58.05 cfs d50: 0.7 ft =°,�•�•.��•�.• ..°
.,,........ rod. ,>.. ,�a.�.� „.. .. _�_..�,�,...°.,...
dmax: 1.05 ft 1�1
il
„° _1 .`, .1, ,IIriJ Ir�ll�lI lc
1` J �I�E' 19r11!
00 Do = 42 in �,, / A �;a�,: W,b I?
Do 00 3Do Do+0.4La 3D0 = 10.5 ft �o I1.' e. r�i F ij
� °° � Il,il, . II r a
vo 89 , La = 26 ft .0,. i .i is 1/ � iIhlia!IPiIF I In
Do + 0.4L b Arai ig!'lli!lk.ii y l!: ,
O a 13.9 ft .p rdWAJZIP,R111.1,, +pia
n r �,_
� La
..,: '�y�`�1��9/a' �?,3�a��,q��'
�iA`;/�%�AB� r/�.Pen ' $
tivt
— s" .- „ m " 'w ,m mo I ,mo
Quantity Calculations a" `�,..
Outlet Pad: 317.2 sf Apron thickness: 1.575 ft
Rip Rap: 25.0 tons Rip Rap Class: 1 vBSTeY°°°°°•°°°°°
Filter Fabric: 36 sy

Salsibury Logistics Center
PROJECT NO.: 13335005 BY: EM Ki m I ey >>> H o r n
DATE: 10/19/23 T.M:
REVISED: P.M.: RIP RAP OUTLET
RIP RAP OUTLET PROTECTION a.« ,1 ��.. .-. „ .
°.m.,..L, 1 is ..1
` °,.. f
Project: Salisbury Logistics Center a d,°wr^` gi /fd:
Calculated By: EM Date: 10/19/2023 • a 111 •;a � „jr,
Revised By: Date: w.--" ,. I ii z't A .1 ,
efF.
Revised By: Date: ( j� -,,- ' r¢�1.51.;;'
ID: 3100-FES T, < 0.5 Do: Y Use Fig. 8.06a Ii , i
STA: N/A T�„_ 0.5 D N J o" �- gg
p .r .. rre 8
o N Use Fig. 8.06b � �,,.1 -.-� ��'I�n�'dIa�t�i{�w'� � ��{:( , i
DIA: 54 in La: E- tiuii% J, IIlli Mi.
29 ft ° m 200 ,m ,OW
Q: 72.01 cfs d50: 0.9 ft =°,�•�•.��•�.• ..°
dmax: 1.35 ft 1�1
a„« r
a.,.,.,«lWl i 4aU1 I p�
„° _� .`, .1, fiE Ir�ll�lI lc
1` J 11�E' 19r11!
00 Do = 54 in �,•� / A �;a�,: W,b I?
Do 00 3Do Do+0.4La 3Do = 13.5 ft �o I1' e. r��l F Ot
� °° � Il,il, . II r a
vo 89 , La = 29 ft .0,. i .i is � � iIhii:1!IPiIF ii : In
Do + 0.4L b Arai ig!'lli!lk. y l!: ,
O a 16.1 ft .p iiiEVr.;if) rigittlAR111,1, +�iai
n r �,_
� Lan .,: '�y�`�1��9/a' �?,3�a��,q��'
� P%�d8� r/�.Pen ' $
Quantity Calculations a" `�,—)
Outlet Pad: 429.2 sf Apron thickness: 2.025 ft
Rip Rap: 43.5 tons Rip Rap Class: 1 vBSTeY°°°°°•°°°°°
Filter Fabric: 48 sy

Salsibury Logistics Center
PROJECT NO.: 13335005 BY: EM Ki m I ey >>> H o r n
DATE: 10/19/23 T.M:
REVISED: P.M.: RIP RAP OUTLET
RIP RAP OUTLET PROTECTION a.« ,1 ��.. .-. „ .
°.m.,..L, 1 is ..1
` °,.. f
Project: Salisbury Logistics Center a d,°wr^` gi /fd:
Calculated By: EM Date: 10/19/2023 • a 111 •;a � „jr,
Revised By: Date: w.--" ,. I ii z't A .1 ,
efF.
Revised By: Date: ( j� -,,- ' r¢�1.51.;;'
ID: 3000-FES T,„< 0.5 Do: N Use Fig. 8.06a Ii , i
STA: N/A T�„_ 0.5 D N J o" �- gg
p .r .. rre 8
o Y Use Fig. 8.06b � �,,.1 -.-� ��'I�n�'dIa�t�i{�w'� � ��{:( , i
DIA: 54 in La: E- tiuii% J, IIlli Mi.
29 ft ° m 200 ,m ,OW
Q: 89.51 cfs d50: 0.9 ft =°,�•�•.��•�.• ..°
dmax: 1.35 ft 1�1
a„« r
a.,.,.,«lWl i 4aU1 I p�
„° _� .`, .1, fiE Ir�ll�lI lc
1` J 11�E' 19r11!
00 Do = 54 in �,•� / A �;a�,: W,b I?
Do 00 3Do Do+0.4La 3Do = 13.5 ft �o I1' e. r��l F Ot
� °° � Il,il, . II r a
vo 89 , La = 29 ft .0,. i .i is � � iIhii:1!IPiIF ii : In
Do + 0.4L b Arai ig!'lli!lk. y l!: ,
O a 16.1 ft .p iiiEVr.;if) rigittlAR111,1, +�iai
n r �,_
� Lan .,: '�y�`�1��9/a' �?,3�a��,q��'
� P%�d8� r/�.Pen ' $
Quantity Calculations a" `�,—)
Outlet Pad: 429.2 sf Apron thickness: 2.025 ft
Rip Rap: 43.5 tons Rip Rap Class: 1 vBSTeY°°°°°•°°°°°
Filter Fabric: 48 sy

i , I•,•
.I i i;t ,!.
Outlet w = Do + La 1 It
pipe 90 i. . I::' ; 1 ii i II ,I
diameter (Do) i ' :i� - ' 4 II I ,,,,,:,,,if�II
Da 80 •
I 1 Si i '},1._. '' J'll
i 1wa ter < 0.5Do ! .i ; i :I : {I..':.'..'.:y '=�illr
)'- i 11 i'I I I . (. .+I. il. It!.I
1 , 1j+) Ipt� 2 I^ �' i I :1 It '!1''/ •I
• f1 fil,/u11.1 i . + •
O i, I . . , 1 �•d i Ir,11d11 / ' I
Pi�4 i! it 1 1 a1. 1'11t.iPil['- I I
. . fluII
■ - I 4� IIP' 1 , 1 Ip ■ •; ;AO, AI 1 rii�ii�ti iii i[.
�c\' L i I_ 1 i' ' .1'J , ( fI 1, s. .t• � i oli�Ai diiiiiIll� it ilii I1
I 40 - _ } ` + .- Ir� )I• tr Iw■ulu .IIIIIIIIII!!! <0 Illll1. 'I+ Lw:il� ld � Belli HIl1i111111 gig illI I,,I
30 , i s 1•_ ' Opazgl=11111011111
�1/Ai■ A III1111111 I ,i�rr '!'. .I r"
I ...~. .F ...-• _ - :- 1.j .wrJL*, - ' . li t i'`I l;r !'IlI I• ►
Zo la l' nrlli , dl 1�.'
, .. ... 2 .... s oil .. : ■ 1Plpso
III Inn : F irr gc• , 3
.. � S r .. ;. j'4 i, {lilt I10 .- ,ilu r "1 i ' 1 MIM Mrl{il ' i'j��^i • ;,•" .n _
. , . I I _ - Ili. i �f.��: II!�ilf /i,'Iliit..�- ,
0 —..- fl , 'I - ... .t. :.t ' I :1 tt. 1.t-. iri . b /�[ , - '1!' 4) 'I l• .itlO. 2
Milli
I I I E I I ' 'IIII ■■■■ ■■._ i I ilit llln I111I1 :It �� , b.1111 i Illi •' i ii;E•• ii�pi
___ III iIIIIIIIII iil Iil ' ! II 1a S Mill __1 �iuE,'°"" I i• �7, i I.,,II ���!i� ; il't llil'�Iprlldll r�lll�i i�ililllll .
iiiiiiimprii IIIII 11militti, I n+ �. �. i+ '',I V = yr 10' ,�� r..l i� 1' p l t l 1 1 Illlllgll '�' 1�.+! II1'' . ili f �=�;a�!l��i�!�It�ilil i���I�II'i;i,��il� I 'IiIINIlilii{ I � l !lI��II itill v =2 -.altlt ri&i I :!!!mi 1er/ 4 4a A ri�lli�it{i���Ii�Iiii'hall 1 sill �i iI ills1 i
+ ,- l� � p+ /" r Ii t vim
„ is i .i l. y. .
1...i.q !'d�M11 rlr 'w,i g(l'S � mill
<!� i I{II
s�li�nliMill1.1 �� NI
3 5 10 20 50 100 200 500 1000
Discharge (ft3/sec)
Curves may not be extrapolated.
Figure 8.06a Design of outlet protection protection from a round pipe flowing full, minimum tailwater condition (T.<0.5 diameter).

3D0
Outlet W = Do + 0.4La 120 - -•
diameter !
La - t •1• , 1 :,�'
110 e t
Tai l wat r >_0.500 ,.- ,� } ' : ;: ' r, i. ii 1'
100 :1. ' 1 . . 1 ! ( ( C
,
....:I I,. l ►apl l t,
., It ..r.1 i, •I i:1 111 I - 1 II
-, :`,.::, , .,, ., fl..,.., • ' � �: it a 0,1
�� 80 1; N „ rl ■II
I ' 1 i i
,QQ I AI11 q l , ' " I I
tla,ilIi :.: :};' :•;a I a 1 . i .L i 1
• lin V
,. r I' : ry.'i:11 1 �i Airauramiu,'IMOINIIIr111..l
�` ..r. 'hi.
7 ~•�n•4 .I . ill
4•.....� ,I,I f�1�1, iWiiji,gtii'• FI■ .,,.., �1All1 3
40 � ...._. , • .1 . .- it III I 1 1 lip
30 •1�11111 I 111: b, ' ' f• ' .-r, . ' I l 1 ; 'I . 1 'jig ' 1, I'II��le( .. 11.,L ...r��•.0
ilpri r.
..
• �I..��� 4i�ti�IlI9!I 11 • •t ,,I�I��!�f/II��iE�a �� 2
20 Ino 1 .11111�I'. •la I� 1111�I� I �.I N'1 n{III 1 I,.,ti , V O� - / 1 I I I�(►i.al Oltl y
t1A I r'I I Ill e i - t N
.. ;�I�Iilliil •I 'al. ,III lii�� I . . , �' pA{I; %1il! , 1 ri •-
10 • _ D!L...lii�ll, =� I, ar "...`• . �� 1 a'� ..Ile, i{i! I I� Ii
• , Ii1 . .l ;1'�1 � � aA�l1
n � Mf! p ,
rt"t;° i li 4 }! l1�I II'� v _. i 5vM a , • ° _ •• • �i••ri Al . "1
}1 '( 1'111II ' Il s , 2 15 �� �,. �' �'•�' �i(Rili '.
3 5 10 20 50 100 200 500 1000
Discharge(ft3/sec)
Curves may not be extrapolated.
Figure 8.06b Design of outlet protection from a round pipe flowing full,maximum tailwater condition(T.2 0.5 diameter).

APPENDIX F: SUPPLEMENTAL INFORMATION

r ierracon
2701 Westport Road
Charlotte, NC 28208
P [phone]
NC License No. F-0869
Terracon.com
November 17, 2023
RP Salisbury Partners, LLC
c/o Rooker
445 Bishop St NW
Atlanta, Georgia 30318
Attn: Cason Bufe
P: [phone]
E: [e-mail]
Re: Supplemental Geotechnical Consulting Services - Seasonal High Water Table
Honbarger Tract
Lane Parkway
Salisbury, North Carolina
Terracon Project No. 71225131
Dear Mr. Bufe:
Terracon Consultants, Inc. (Terracon) has completed a seasonal high water table
(SHWT) exploration for the above-referenced project. This study was performed in
general accordance with Terracon Supplement to Agreement for Services dated
November 7, 2023. This letter presents the findings of the Seasonal High Water Table
(SHWT) Evaluation performed by others. Please refer to our Geotechnical Engineering
Report (Revision 1) - Honbarger Tract, Terracon Project No. 71225131, dated January
27, 2023, for additional geotechnical information for design and construction.
Our subconsultant, Willcox & Mabe Soil Solutions, evaluated the soil samples in the
borings for the evidence of seasonal high water table (SHWT). Based on the evaluation,
the soil samples in the observed borings indicated the following SHWT results:
Seasonal High Water Apparent Water Depth Boring
Boring Table (SHWT) Table (AWT) Terminated
Location
Elevation (inches)' Elevation (inches)1 (inches)'
B-37 172 >240 240
B-39 55 >120 120
SHWT-1 >144 >144 144
SHWT-2 >120 >120 120
1. The "Stormwater Control Measure (SCM) Soil Testing, Seasonal High Water
Table (SHWT) Evaluation" report is attached to this letter.
Facilities i Environmental I Geotechnical i Materials

Supplemental Geotechnical Consulting Services - Seasonal High Water Table ..wri��wwM
Honbarger Tract I Salisbury, North Carolina ICI I QVV�
November 17, 2023 I Terracon Project No. 71225131
We appreciate the opportunity to be of service to you on this project. If you have any
questions concerning this letter, or if we may be of further service, please contact us.
Sincerely,
Terracon
Christopher R. Briggs, P.E. Janette M. Prosser, P.E.
Geotechnical Department Manager Senior Engineer
Facilities i Environmental I Geotechnical

Supplemental Geotechnical Consulting Services - Seasonal High Water Table Aft rrwwwM
Honbarger Tract I Salisbury, North Carolina ICI I QbVI
November 17, 2023 I Terracon Project No. 71225131
Attachments
Contents:
Willcox & Mabe Soil Solutions "Seasonal High Water Table (SHWT)
Evaluation - Energy United Statesville Site" dated 11/16/2023 (9 pages)
Facilities I Environmental I Geotechnical I Materials

willcox&mabe
SOIL SOLUTIONS
November 16, 2023
Terracon Consultants, Inc.
2701 Westport Road
Charlotte,North Carolina 28208
Attention: Ms. Janette M. Prosser, P.E.
Transmitted by e-mail:[e-mail]
Reference: Stormwater Control Measure(SCM) Soil Testing
Seasonal High Water Table(SHWT)Evaluation
Proposed SCMs
Honbarger Tract II—Rowan County,N.C.
Willcox&Mabe Soil Solutions, PLLC Project No. 21-04; Phase: 66
Dear Ms. Prosser:
Willcox&Mabe Soil Solutions, PLLC (WMSS)has conducted Stormwater Control
Measures (SCM) Soil Testing in accordance with Terracon Consultants, Inc. (Terracon)
Subcontract Master Services Agreement dated March 23, 2021, and WMSS Subcontract
Work Authorization No. 20-22 dated August 15, 2022 and WMSS Subcontract Work
Authorization No. 33-23 dated November 7, 2023. The SCM Soil Testing was performed
to provide information for technical assistance with the design of proposed SCMs. A soil
scientist investigation was conducted to evaluate the soil properties at four(4)proposed
SCM locations, to determine suitability for stormwater management systems. The soil
scientist investigation was conducted to evaluate: seasonal high water table (SHWT)
elevations below existing ground surface (bgs). A "Site Plan"was provided to WMSS by
Terracon that identified relative site features and potential location for the proposed
SCMs.
PROJECT BACKGROUND
The areas evaluated were located within the areas associated with the planned SCMs.
The SCMs are planned in conjunction with proposed site improvements associated with
the Honbarger tract in Rowan County,North Carolina(N.C.). The proposed SCM
locations (Boring location SHWT-1)was located in an existing crop field, and(Boring
locations SHWT-2, B-37 and B-39)were located in former pastures. The site is located
east of Interstate 85 and south of Lane Parkway in Salisbury,N.C. (Figure 1).
Use of on-site stormwater management systems, is being considered to comply with
stormwater management requirements. The use of stormwater SCMs is subject to the
suitability of site soils and regulatory approval. Regulatory guidance on requirements for
Willcox&Mabe Soil Solutions,PLLC/7231 B Summerfield Road/Summerfield,NC 27358/Rob 336.339.9128 or
Martin 336.312.1396/www.willcoxmabesoil.com

SHWT Evaluation WMSS Project No. 21-04; Phase: 66
Honbarger Tract II November 16, 2023
permitting of stormwater SCMs is provided in the North Carolina Department of
Environmental Quality(NCDEQ), Division of Energy, Mineral and Land Resources
(DEMLR)— Stormwater Design Manual (NCDEQ-DEMLR-SDM), (Revised, 2017).
The NCDEQ-DEMLR-SDM requires that the SHWT shall be taken into consideration for
the design of most SCMs.
A WMSS soil scientist conducted an evaluation of the soils through the review of hand
auger borings (SHWT-1 and SHWT-2), and drill rig borings (B-37 and B-39)within the
areas identified on a base map provided by Terracon, and were located in the field by
Terracon. Maps were prepared using Arcview 10.8 a Geographic Information System
(GIS). Base maps were generated using information from the ESRI Web site and maps
provided by Terracon (Figures 1 and 2).
FINDINGS
Seasonal High Water Table Evaluation
The SHWT evaluation was performed on August 23, 2022 by evaluating 2 drill rig
borings (B-37 and B-39), and on November 14, 2023 by evaluating 2 hand auger borings
(SHWT-1 and SHWT-2)to depths ranging from approximately 120 to 240 inches bgs
(Figure 2). The soils were evaluated by a NC Licensed Soil Scientist for evidence of
seasonal high water table influence. This evaluation involved observing the actual
moisture content in the soil and observing the matrix and mottle colors. Depending on
the soil texture, the soil color will indicate processes that are driven by SHWT
fluctuations such as iron reduction and oxidation and organic matter staining.
B-37 was observed to consist of brown sandy clay loam in the upper soil horizon,to dark
yellowish brown sandy clay loam and yellowish brown clay in the subsurface horizons.
B-37 transitioned into yellowish brown clay with massive structure at approximately 28
inches bgs, followed by multicolored clay loam and multicolored sandy loam and silt
loam. Evidence of a SHWT was identified at approximately 172 inches bgs, and no
apparent water table (AWT)was observed prior to the boring being terminated at 240
inches bgs.
B-39 was observed to consist of dark brown sandy clay loam in the upper soil horizon, to
yellowish brown sandy clay loam and multicolored clay in the subsurface horizons. B-39
transitioned into multicolored silt loam and silty clay loam with massive structure at
approximately 20 inches bgs, followed by multicolored silty clay loam and silt loam.
Evidence of a SHWT was identified at approximately 55 inches bgs, and no AWT was
observed prior to the boring being terminated at 120 inches bgs.
SHWT-1 was observed to consist of dark yellowish brown sandy clay loam in the upper
soil horizon, to yellowish brown clay in the subsurface horizons. SHWT-1 transitioned
into multicolored clay loam and sandy loam with massive structure at approximately 28
inches bgs, followed by multicolored clay loam and sandy loam parent material /
saprolite. No evidence of a SHWT was identified, and no AWT was observed prior to
the boring being terminated at 144 inches bgs.
2

SHWT Evaluation WMSS Project No. 21-04; Phase: 66
Honbarger Tract II November 16, 2023
SHWT-2 was observed to consist of dark yellowish brown sandy clay loam in the upper
soil horizon, to yellowish brown clay in the subsurface horizon. SHWT-2 transitioned
into yellowish brown clay with massive structure at approximately 13 inches bgs,
followed by multicolored clay loam and loam with massive structure at approximately 28
inches bgs, followed by multicolored clay loam and sandy loam parent material/
saprolite. No evidence of a SHWT was identified, and no AWT was observed prior to
the boring being terminated at 120 inches bgs. Reference attached Figure 2 for the
approximate SHWT test locations, and Table 1 and the attached soil profile descriptions
for the approximated SHWT depths.
Please note that SHWT evaluations are based on secondary evidence and not on direct
groundwater level measurements. Groundwater levels fluctuate for numerous reasons
and these findings do not indicate that groundwater levels have not or will not rise above
the noted depths.
Table 1: Approximated SHWT and AWT Depths
Seasonal High Apparent Water
Boring Water Table Table Depth Boring
Location (SHWT) (AWT) Terminated
(inches bgs) (inches bgs) (inches bgs)
B-37 172 [ >240 240
B-39 55 >120 120
SHWT-1 >144 >144 144
SHWT-2 >120 >120 120
CONCLUSIONS
Based upon our findings associated with the locations evaluated, a SHWT was identified at
boring location B-37 at approximately 172 inches bgs, and at boring location B-39 at
approximately 55 inches bgs. These findings should be taken into careful consideration
when designing appropriate SCMs for the proposed locations. If the proposed SCM
locations change from the locations evaluated, further evaluation may be necessary.
3

SHWT Evaluation WMSS Project No.21-04; Phase: 66
Honbarger Tract II November 16,2023
CLOSING
Willcox & Mabe Soil Solutions appreciates the opportunity to provide these services to
you. If you have any questions,please contact us.
Sincerely,
Wilcox & Mabe Soil Solutions, PLLC
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Martin Mabe Rob Willcox, L.S.S.
Partner/ Agronomist Partner/ Soil Scientist
Tables: Approximated SHWT and AWT Depths
Attachments: Figure 1 —Vicinity Map
Figure 2—Boring Location Map
Boring Profile Sheets
Shared\WMSS Projects\2021\21-04 Terracon Consultants\Phase 66-Honbarger Tract II SHWT\21-04 Honbarger Tract II Stormwater
SCM Soil Report.doc
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DATE: 11-14-23 VICINITY MAP
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PROJECT NO: SOIL SOLUTIONS HONBARGER TRACT II
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DRAWN BY: MEM
PROJECT NO: SOIL SOLUTIONS HONBARGER TRACT II
21-04 Ph:66 ROWAN COUNTY, NORTH CAROLINA

WILLCOX & MABE SOIL SOLUTIONS, PLLC i/ of --
SITE/SOIL EVALUATION
Project No. 2 f-04' ptIA5E: Z4 Phone No. Date: gf 23127-
Location 1Lloti Bei2L,ER 7 fPin County: l,JA l , Property Size
Proposed Facility: ,jTpf(Mw,' r 5'iip Water Supply: On-Site Well ❑ Evaluation: Auger Boring El
Community ❑ Pit ❑
Described By: c r3 /'1/1LLCo'C Public ❑ Cut ❑
Weather: ` ur� ,ji 4pj d'
Antecedent Moisture / ,i �7 Surface Water:
r. /)f-/ L[ De/LL
FACTORS PROFILE PROFIL PROFILE PROFILE
,t3- 3C t3- 3 (can +) S- 3q 8- 3`/coo4%
Landscape Position% 2 ,_ 2% L - Z-3'7o LEGEND
Horizon Depth I b- a Q - 5 LANDSCAPE POSITION
Color Munsell /6 ye 3/4- JO /K. 4.13 R Ridge Interfluve
Texture ,g.C. I /SC I S Shoulder
Structure w sib K Aisb/€. L Linear Slope
Consistence 55 ;p 4-( 55 s -Pi FS Foot Slope
1 I N Nose Slope
H Head Slope
Cc Concave Slope
Boundary Cv Convex Slope
Horizon Depth II e-_ 4s_ /20 t S - it 1 46)_ 50 T Terrace
Color-Munsell /0 Y,e $J(p al K 4-! /D�j/Z 414 j't U l-I-( P Flood Plain
Texture
e (r 13 I t c l TEXTURE
Mottles -
s sand
Structure Vihatk /fiCjs/for 1 Sb(�/INQbX lyr'gss/v' Is loamy sand
Consistence 5 f SS Sb P? S$ Sr .4\r SS S r -P Sl sandy loam
I loam
si silt
sil silt loam
Boundary sicl silty clay loam
Horizon Depth III /2- 2g
te 2? SD - 240 cl clay loam
Color-Munsell
.6 L// S/(o /6 e sl(p ink I4 1 sel sandy clay loam
Texture /C i G c 7 she's to 51150 sc sandy clay
Mottles M-,5c ) Inc, — — I sic silty clay
Structure rylcr!.s;de 19/SJ //rtlabt neor5,,/ c clay
Consistence S p v P l $ p 4 55- S P4611 cf CONSISTENCE WET
1 Ns non-sticky
/72"- reabstompl4e Ss slightly sticky
-4a re S/ S sticky
Boundary
Horizon Depth IV 2 We F(tt5 5 Vs very sticky
$— 4S 2g 46 Np non-plastic
Color-Munsell /n u (1- /awe sly Sp slightly plastic
Texture C C I C P plastic
Mottles PI' /.$ g (o/Q c- �PP, WC Vp very plastic
Structure ma >S1 ive 7ni SS i ke MOIST
Consistence 5 r ./.; s p -P vfr Very friable
i fr friable
fi firm
y vfi Very firm
Boundary STRUCTURE
Soil Wetness } i 2i O I j r7 Z i r sg single grain
Restrictive Horizon m massive
Saprolite I g.,,- S) tie 28"- massive cr crumb
LTAR gr granular
Classification sbk subangular blocky
abk angular blocky
pl platy
pr prismatic

WILLCOX & MABE SOIL SOLUTIONS, PLLC
SITE/SOIL EVALUATION 2 of
Project No. 2/-04 pi4 c ,.2¢Phone No. Date: PI 23) 22
Location ] //e,grem, jeiatr Pin County: /(.duJ,q N Property Size
Proposed �« ��
ty: S7ortnwA.,t,' r l
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Facili ater Supply: On-Site Well ❑ Evaluation: Auger Boring
Community ❑ Pit ❑
Described By: 7a13 l/1f1LL[D v" Public ❑ Cut ❑
Weather: Sa >t ; 14,/qtett Antecedent Moisture i i'/4 Surface Water:
FACTORS PROFI E PROFILE 29 PROFILE PROFILE
Landscape Position% 7_I 2% l - 3- 4,0 LEGEND
Horizon Depth I ,) 6) D _ S LANDSCAPE POSITION
Color Munsell w u S 14 10 1, 313 R Ridge Interfluve
Texture ] ( 5C1 S Shoulder
Structure w b4 wsbe L Linear Slope
Consistence 3'5' p c- $S S? " FS Foot Slope
N Nose Slope
H Head Slope
Cc Concave Slope
Boundary Cv Convex Slope
Horizon Depth II _ I Z. S- 1 S 30- C0 5 T Terrace
Color-Munsell Or (S14 /t viz s)4- n 1 f P Flood Plain
Texture SG( s; I TEXTURE
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Mottles c' S'' ' WIC •r- 30e ,RC 55n_ rcdpx s sand
Structure Nab- inarc,Je NJ b,t dla5 s I lie Is loamy sand
Consistence $S p-: SS SP „1`,' SS s D .P, sl sandy loam
1 p l loam
si silt
sil silt loam
Boundary sicl silty clay loam
Horizon Depth III I Z— ,'(- /5 2O 6,5 - 12 O el clay loam
Color-Munsell Mu i--, /Y)A 14-il ma l r< , scl sandy clay loam
Texture C C s 1/ sc sandy clay
Mottles ri-ID 6,13 41- /Orig. Sr?'> m. /o y,P ( r 2 sic silty clay
Structure MG? Si J/�L Y✓ab /!yl SS1✓2 /hASS I ✓G c clay
Consistence 5 • -1--r S p 41: SS 5 p f i' CONSISTENCE WET
M- 5 4/40 ,4- so? litC Ns non-sticky
I Ss slightly sticky
S sticky
Boundary Vs very sticky
Horizon Depth IV z4 alb 2p D Np non-plastic
Color-Munsell M j}- r /4 k/ i Sp slightly plastic
Texture 4.1 ; 1 Si / /! S;G( P plastic
Mottles _ Vp very plastic
Structure ,1 . 5111a- /YIAS$1tie MOIST
Consistence SS.$ ' P+ .S 1 IC; vfr Very friable
/J51I- E'LIDX' 2 ChfaMA - fr friable
112"- Bh/aNl4 011 ockgAm)C fi firm
, Y vfi Very firm
Boundary STRUCTURE
Soil Wetness 514) - I0S tl Si-Ivi r_ SS" sg single grain
Restrictive Horizon m massive
Saprolite _12°- lass"/de ' cr crumb
LTAR 20' Nl�tsS,Jel p✓�
gr granular
Classification sbk subangular blocky
abk angular blocky
pl platy
pr prismatic

WILLCOX & MABE SOIL SOLUTIONS, PLLC
SITE/SOIL EVALUATION ���( - of
Project No. 2/- i'PHRSE', 64Phone No. Date: a / 14(23
Location liONl�4ee ew *re4GT Pin County: Kptoc)/J Property Size
Proposed Facility: SITpP,y'vimrfitv 1 ,D Water Supply: On-Site Well ❑ Evaluation: Auger Boring
Community ❑ Pit ❑
Described By: ,8 Prazetlgr' e94/N Miler Public ❑ Cut III
Weather: SMAIAIy' W4 'frt Antecedent Moisture De Surface Water:
C2e/' FLo�/E S -/e,6
FACTORS PROFILE PROFILE PROFILE PROFILE
ji-i'W7 -- I 51f -l6;onr-) sn i- -Z
Landscape Position% L , ( _ 2 ®,,,
• T— 3-4 476 LEGEND
Horizon Depth I 0 -10 O _ 5 LANDSCAPE POSITION
Color Munsell /4 Vie 3/4 /Q LI,Q ,414 R Ridge Interfluve
Texture SC( < a/ S Shoulder
Structure tils,be
Sys h Z L Linear Slope
Consistence SS S12 $s Sp 7C— FS Foot Slope
N Nose Slope
H Head Slope
Cc Concave Slope
Boundary Cv Convex Slope
Horizon Depth II /6- 20 /44 5— (3 T Terrace
Color-Munsell /Q�Q S!(o M it/ t. /, /D 2- S/f P Flood Plain
Texture C // / / S ' C TEXTURE
Mottles %e- bye 5)4 — -/)_/Q y, G•f¢ s sand
Structure /�jQ+/ij,[' ll245st,re `(/Gbid/4,9 4/ve Is loamy sand
Consistence SS- S-p A SS SP P. r -i sl sandy loam
F 1/e- res/t raQ , I loam
11- Clay Mettles si silt
uy dep)1.2,2 sil silt loam
Boundary / sicl silty clay loam
Horizon Depth III 26_ 22 13_ 4' cl clay loam
Color-Munsell /4 sly /b u e s/e, scl sandy clay loam
Texture 7 C C sc sandy clay
Mottles -A/t 4.13 {'/R- /Q 4, sic silty clay
Structure u/q /l] SS!V : MA se re c clay
Consistence
.S S S S F+ S p {�,� CONSISTENCE WET
2 thr6tii — '!e— e,/$_fv Lav Ns non-sticky
/;fheelt✓oM'C H6- /d y/d £ /2 Ss slightly sticky
1,Mochie0,,c S sticky
Boundary Vs very sticky
Horizon Depth IV 2$ - 45 /f _ /261, Np non-plastic
Color-Munsell /) a/IL,' Mill 4-/ Sp slightly plastic
Texture C / C C( I P plastic
Mottles ✓n-/A et c/2 l r�1 )_ �j ,fir` ly Vp very plastic
Structure in*.SS1 Le MR SS"/ye* MOIST
Consistence 5S sp Ss 5r vfr Very friable
Z eh
/rlj/yb _ fr friable
//{ i cimorrIlG fi firm
vfi Very firm
Boundary STRUCTURE
Soil Wetness sfi 7 /44 " s/+ y leo it sg single grain
Restrictive Horizon m massive
Saprolite all✓WY/lve /3 if ,5.4t cr crumb
LTAR gr granular
Classification sbk subangular blocky
abk angular blocky
pl platy
pr prismatic

9/6/23, 10:17 AM Precipitation Frequency Data Server
NOAA Atlas 14,Volume 2,Version 3 SALISBURY
Station ID:31-7615
""T°"°44. Location name: Salisbury, North Carolina,USA* '''''''`'*
1 It " Latitude:35.6836°, Longitude:-80.4811° - non 1
Elevation:
�°�� Elevation(station metadata):700 ft** '1e„w,,,,,,
*source:ESRI Maps
**source:USGS
POINT PRECIPITATION FREQUENCY ESTIMATES
G.M.Bonnin,D.Martin,B.Lin,T.Parzybok,M.Yekta,and D.Riley
NOAA,National Weather Service,Silver Spring,Maryland
PF tabular I PF graphical I Maps & aerials
PF tabular
PDS-based point precipitation frequency estimates with 90% confidence intervals (in inches)1
Average recurrence interval(years)
Duration 1 2 5 10 25 50 100 200 500 1000
5-min 0.384 0.455 0.530 0.583 0.642 0.681 0.716 I 0.745 0.777 0.798
(0.354-0.417) (0.420-0.495) (0.488-0.576) (0.536-0.632) (0.587-0.696) (0.620-0.738) (0.647-0.776)1(0.670-0.810) (0.691-0.847) (0.703-0.872)
10-min 0.614 0.727 0.849 0.933 1.02 1.08 1.14 1.18 1.23 1.26
(0.566-0.665) (0.671-0.791) (0.782-0.923) (0.856-1.01) (0.935-1.11) (0.987-1.18) (1.03-1.23) _(1.06-1.28) (1.09-1.34) (1.11-1.37)
15-min 0.767 0.914 1.07 1.18 1.30 1.37 1.44 1.49 1.55 1.58
(0.707-0.832) (0.844-0.994) (0.989-1.17) (1.08-1.28) (1.18-1.40) (1.25-1.49) (1.30-1.56) (1.34-1.62) (1.38-1.69) (1.39-1.72)
30-min 1.05 1.26 1.53 1.71 1.92 2.07 2.20 2.32 2.46 2.55
(0.970-1.14) (1.16-1.37) (1.41-1.66) i (1.57-1.85) (1.76-2.08) (1.88-2.24) (1.99-2.39) (2.09-2.52) (2.19-2.68) (2.25-2.79)
60-min 1.31 1.58 1.96 2.23 2.56 2.80 3.04 3.26 3.53 3.73
(1.21-1.42) (1.46-1.72) (1.80-2.13)_ (2.04-2.41) (2.34-2.77) (2.55-3.04) (2.74-3.29) (2.93-3.54) (3.14-3.85) (3.28-4.07)
2-hr 1.51 1.83 2.28 2.61 3.04 3.36 3.67 3.98 4.37 4.66
(1.39-1.64) (1.68-1.99) (2.09-2.48)_ (2.39-2.84) (2.77-3.30) (3.04-3.65) (3.30-4.00) (3.55-4.34) (3.85-4.78) (4.06-5.10)
3-hr 1.61 1.94 2.43 2.79 3.28 3.65 4.01 4.38 4.86 5.22
(1.48-1.75) (1.79-2.12) (2.23-2.65) (2.56-3.04) (2.98-3.56) (3.30-3.96) (3.60-4.35) (3.89-4.76) (4.26-5.30) (4.53-5.71)
6-hr 1.95 2.34 2.93 3.38 3.98 4.45 4.93 5.40 6.04 6.53
(1.79-2.12) (2.16-2.56) (2.69-3.20) (3.10-3.68) (3.62-4.32) (4.02-4.83) (4.42-5.34) (4.79-5.86) (5.28-6.57) (5.63-7.11)
12-hr 2.29 2.76 3.46 4.01 4.76 5.35 5.96 6.59 7.44 8.09
(2.11-2.50) (2.54-3.02) (3.18-3.77) (3.68-4.37) (4.32-5.16) (4.83-5.79) (5.33-6.44) (5.82-7.11) (6.46-8.02) (6.93-8.74)
24-hr 2.73 3.30 4.14 4.80 5.70 6.41 7.13 7.88 8.89 9.68
(2.56-2.93) I(3.09-3.54) (3.88-4.44) (4.48-5.14) (5.30-6.10) (5• .96-6.86) (6.61-7.64 (7.28-8.44) (8.18-9.54) (8.88-10.4)
2-day 3.17 3.82 4.75 5.48 6.47 7.24 8.04 8.84 9.94 10.8
(2.97-3.38) (3.58-4.07) (4.45-5.07) (5.12-5.84) (6.03-6.89) (6.74-7.72) (7.46-8.56) (8.18-9.44) (9.16-10.6) (9.91-11.5)
3-day 3.37 4.05 5.02 5.78 6.81 7.62 8.45 9.30 10.4 11.3
(3.17-3.59) (3.81-4.32) (4.71-5.35) (5.41-6.15) (6.36-7.25) (7.10-8.12) (7.85-9.00) (8.61-9.91) (9.64-11.2) (10.4-12.1)
4-day 3.58 4.29 5.29 6.08 7.15 8.00 8.86 9.75 11.0 11.9
(3.37-3.80) (4.04-4.57) (4.97-5.63)_ (5.70-6.46) (6.68-7.60) (7.46-8.51) (8.24-9.44) (9.04-10.4) (10.1-11.7) (10.9-12.7)
7-day 4.13 4.93 6.00 6.84 7.99 8.91 9.84 10.8 12.1 13.1
(3.91-4.39) (4.66-5.24) (5.66-6.36)_ (6.45-7.26) (7.51-8.48) (8.35-9.44) (9.19-10.4) (10.1-11.5) (11.2-12.9) (12.1-14.0)
10-day 4.71 5.60 6.73 7.61 8.79 9.71 10.6 11.6 12.8 13.8
(4.47-4.98) I (5.32-5.91) (6.38-7.10) (7.21-8.02) (8.30-9.27) (9.16-10.2) (10.0-11.2) I (10 9-12.2) (12.0-13.6) (12.9-14.7)
20-day 6.34 7.48 8.83 9.89 11.3 12.4 13.6 14.7 16.3 17.4
(6.04-6.64) (7.13-7.84) (8.40-9.25)_ (9.40-10.4) (10.7-11.9) (11.8-13.1) (12.8-14.3) (13.8-15.5) (15.2-17.1) (16.3-18.4)
30-day 7.84 9.22 10.7 11.9 13.4 14.5 15.7 16.8 18.3 19.4
(7.50-8.20) (8.82-9.63) (10.2-11.2) (11.3-12.4) (12.7-13.9) (13.8-15.2) (14.8-16.4) (15.9-17.6) (17.2-19.2) (18.3-20.4)
45-day 9.86 11.5 13.2 14.4 16.1 17.3 18.5 19.6 21.2 22.3
(9.48-10.3) (11.1-12.0) (12.7-13.7) (13.8-15.0) (15.4-16.7) (16.5-18.0) (17.6-19.3) (18.7-20.5) (20.1-22.1) (21.1-23.3)
60-day 11.7 13.7 15.4 16.8 18.5 19.8 21.1 22.3 23.8 25.0
(11.3-12.2) (13.2-14.2) (14.9-16.0) (16.2-17.4) (17.8-19.2) (19.0-20.6) (20.2-21.9) (21.3-23.2) (22.7-24.8) (23.8-26.1)
1 Precipitation frequency(PF)estimates in this table are based on frequency analysis of partial duration series(PDS).
Numbers in parenthesis are PF estimates at lower and upper bounds of the 90%confidence interval.The probability that precipitation frequency estimates(for
a given duration and average recurrence interval)will be greater than the upper bound(or less than the lower bound)is 5%.Estimates at upper bounds are not
checked against probable maximum precipitation(PMP)estimates and may be higher than currently valid PMP values.
Please refer to NOAA Atlas 14 document for more information.
Back to Top
PF graphical
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9/6/23, 10:17 AM Precipitation Frequency Data Server
PDS-based depth-duration-frequency (DDF) curves
Latitude: 35.6836`, Longitude: -80.4811`
25 -
Average recurrence
interval
(years)
c 20 .
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------� — 6-hr — 45-day
0_ _f — — 12-hr — 60-day
' ' ' ' ' 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 Sep 6 14:14:24 2023
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9/6/23, 10:17 AM Precipitation Frequency Data Server
igsRort_•-Bristol—; _
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National Oceanic and Atmospheric Administration
National Weather Service
National Water Center
1325 East West Highway
Silver Spring,MD 20910
Questions?:[e-mail]
Disclaimer
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9/13/23,3:06 PM Precipitation Frequency Data Server
NOAA Atlas 14,Volume 2,Version 3
°`' .°\. Location name: Salisbury, North Carolina,USA* �'''"``P
g A Latitude:35.6672°, Longitude:-80.4696° - none
1.
. p Elevation: 782 ft** 1 i?
�o�•E �,a`' *source:ESRI Maps "�s„� J
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 4.62 5.46 6.37 7.01 7.72 8.18 8.59 8.94 9.32 9.56
(4.26-5.02) (5.04-5.94) (5.87-6.92) (6.43-7.60) (7.04-8.35) (7.44-8.87) (7.78-9.32) (8.04-9.72) _(8.29-10.2) (8.44-10.4)
10-min 3.68 4.37 5.11 5.60 6.14 6.52 6.83 7.09 7.37 7.53
(3.40-4.00) I (4.03-4.75) (4.70-5.54) (5.14-6.07) (5.62-6.65) (5.93-7.06) (6.17-7.40) (6.38-7.70) (6.56-8.03) (6.64-8.22)
15-min 3.07 .•• 1 '.7 5. • 5.51 5.7. 5.96 6.19 6.30
(2.83-3.34) (3.38-3.98) (3.96-4.68) (4.34-5.12) , 4.74-5.62) 55.00-5.96) (5.20-6.24) (5.36-6.48) (5.50-6.74) (5.56-6.88)
30-min 2.11 2.53 3.06 3.42 3.85 4.14 4.41 4.64 4.92 5.10
(1.94-2.29) (2.33-2.75) (2.82-3.32) (3.14-3.71) (3.51-4.17) (3.77-4.49) (3.98-4.78) (4.17-5.04) (4.38-5.36) (4.50-5.57)
60-min 1.31 1.59 1.96 2.23 2.56 2.80 3.04 3.26 3.53 3.72
(1.21-1.42) (1.46-1.73) (1.80-2.13)_ (2.05-2.42) (2.34-2.77) (2.55-3.04) (2.74-3.29) (2.93-3.54) (3.14-3.84) (3.28-4.06)
2-hr 0.757 0.916 1.14 1.31 1.52 1.68 1.84 1.99 2.18 2.33
(0.696-0.824) (0.842-0.999) (1.05-1.24)_ (1.20-1.42) (1.38-1.65) (1.52-1.82) (1.65-2.00) (1.77-2.17) (1.92-2.39) (2.03-2.55)
3-hr 0.536 0.648 0.809 0.931 1.09 1.22 1.34 1.46 1.62 1.74
(0.493-0.585) (0.597-0.707) (0.744-0.883) (0.852-1.01) (0.992-1.18) (1.10-1.32) (1.20-1.45) (1.30-1.58) (1.42-1.76) (1.51-1.90)
6-hr 0.325 0.392 0.489 0.565 0.665 0.744 0.823 0.903 1.01 1.09
(0.299-0.355) (0.361-0.428) (0.450-0.535) (0.517-0.615) (0.605-0.723) (0.673-0.807) (0.738-0.893) (0.801-0.979) (0.883-1.10) (0.942-1.19)
12-hr 0.190 0.229 0.287 0.333 0.395 0.445 0.496 0.548 0.619 0.673
(0.175-0.207) (0.211-0.251) (0.264-0.313) (0.305-0.363) (0.359-0.429) (0.401-0.481) (0.443-0.535) (0.484-0.591) (0.537-0.667) (0.576-0.727)
24-hr 0.114 0.137 0.172 0.200 0.237 0.267 0.297 0.328 0.371 0.404
(0.106-0.122) (0.129-0.147) (0.161-0.185) (0.187-0.214) (0.221-0.254) (0.248-0.286) (0.275-0.318) (0.303-0.352) (0.341-0.398) (0.370-0.433)
2-day 0.066 0.079 0.099 0.114 0.134 0.151 0.167 0.184 0.207 0.225
(0.061-0.070) (0.074-0.085) (0.092-0.105) (0.106-0.121) (0.125-0.14J(0.140-0.161) (0.155-0.178) (0.170-0.197) (0.191-0.221) (0.206-0.240)
3-day 0.046 0.056 0.069 0.080 0.094 0.106 0.117 0.129 0.145 0.157
(0.044-0.050) (0.053-0.060) (0.065-0.074) (0.075-0.085) (0.088-0.100) (0.098-0.113) (0.109-0.125) (0.119-0.137) (0.134-0.155) (0.145-0.168)
4-day 0.037 0.044 0.055 0.063 0.074 0.083 0.092 I 0.101 0.114 I 0.124
(0.035-0.039) (0.042-0.047) (0.051-0.058) (0.059-0.067) (0.069-0.079) (0.077-0.088) (0.086-0.098) (0.094-0.108) (0.105-0.122)i (0.114-0.132)
7-day 0.024 0.029 0.035 0.040 0.047 0.053 0.058 I 0.064 0.072 0.078
(0.023-0.026) (0.027-0.031) (0.033-0.037) (0.038-0.043) (0.044-0.050) (0.049-0.056) (0.054-0.062) (0.059-0.068) (0.066-0.076) (0.072-0.083)
10-day 0.019 0.023 0.028 0.031 0.036 0.040 0.044 0.048 0.053 0.057
(0.018-0.020) (0.022-0.024) (0.026-0.029) (0.030-0.033) (0.034-0.038) (0.038-0.042) (0.041-0.046) (0.045-0.051) (0.050-0.056) (0.053-0.061)
20-day 0.013 0.015 0.018 0.020 0.023 0.025 0.028 I 0.030 0.033 I 0.036
(0.012-0.013) (0.014-0.016),(0.017-0.019) (0.019-0.021) (0.022-0.024) (0.024-0.027) (0.026-0.029),(0.028-0.032) (0.031-0.035)1(0.033-0.038)
30-day 0.010 0.012 0.014 0.016 0.018 0.020 0.021 0.023 0.025 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) (0.020-0.022) (0.022-0.024) (0.023-0.026) (0.025-0.028)
45-day 0.009 0.010 0.012 0.013 0.014 0.016 0.017 I 0.018 0.019 0.020
(0.008-0.009) (0.010-0.011) (0.011-0.012) (0.012-0.013) (0.014-0.015) (0.015-0.016) (0.016-0.017) (0.017-0.019) (0.018-0.020) (0.019-0.021)
60-day 0.008 0.009 0.010 0.011 0.012 0.013 0.014 0.015 0.016 0.017
(0.007-0.008) (0.009-0.009) (0.010-0.011) (0.011-0.012) (0.012-0.013) (0.013-0.014) (0.014-0.015)i(0.014-0.016) (0.015-0.017) (0.016-0.018)1
1 Precipitation frequency(PF)estimates in this table are based on frequency analysis of partial duration series(PDS).
Numbers in parenthesis are PF estimates at lower and upper bounds of the 90%confidence interval.The probability that precipitation frequency estimates(for
a given duration and average recurrence interval)will be greater than the upper bound(or less than the lower bound)is 5%.Estimates at upper bounds are not
checked against probable maximum precipitation(PMP)estimates and may be higher than currently valid PMP values.
Please refer to NOAA Atlas 14 document for more information.
Back to Top
PF graphical
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9/13/23,3:06 PM Precipitation Frequency Data Server
PDS-based intensity-duration-frequency (IDF) curves
Latitude: 35.6672°, Longitude: -80.4696°
101 - Average recurrence
,__ inter\al
(years l
TZ
r
1
I
10 „_-:::::_. 5
— 10
10-1 _ \`
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a
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— 1000
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E E E E E A r6 kb N 4 v v v v 7 -o v v v
.-1 NO ,,-1 m Duration N N O N m cr 1.0
101 - I
— iimmill111111111111111111111111111111111
10° - — Duration
Y.
IIIMIIIII.
1.1
== — 5-min — 2-day
__ — 10i1M — 3-day— 15aNn — 4-dayc10-1 - — 30nNn — 7-day
— 60 nNr — 1 da
ya
— 2-hr — 20-day
ar
a` momomeim — 3-hr — 30-day
— 6-hr — 45-day
10-2 — 12-hr — 60-day
— 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 Sep 13 19:05:33 2023
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Maps & aerials
Small scale terrain
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9/13/23,3:06 PM Precipitation Frequency Data Server
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9/13/23,3:06 PM Precipitation Frequency Data Server
Iss2ort_.-tan st of
Johnson City
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National Oceanic and Atmospheric Administration
National Weather Service
National Water Center
1325 East West Highway
Silver Spring,MD 20910
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USDA United States A product of the National Custom Soil Resource
Department of Cooperative Soil Survey,
Agriculture a joint effort of the United Report for
\ RCS States Department of
Agriculture and other Rowan County,
Federal agencies, State
Natural agencies including the
Resources Agricultural Experiment North Carolina
Conservation Stations, and local
Service participants
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_ ii November 30, 2023

Preface
Soil surveys contain information that affects land use planning in survey areas.
They highlight soil limitations that affect various land uses and provide information
about the properties of the soils in the survey areas. Soil surveys are designed for
many different users, including farmers, ranchers, foresters, agronomists, urban
planners, community officials, engineers, developers, builders, and home buyers.
Also, conservationists, teachers, students, and specialists in recreation, waste
disposal, and pollution control can use the surveys to help them understand,
protect, or enhance the environment.
Various land use regulations of Federal, State, and local governments may impose
special restrictions on land use or land treatment. Soil surveys identify soil
properties that are used in making various land use or land treatment decisions.
The information is intended to help the land users identify and reduce the effects of
soil limitations on various land uses. The landowner or user is responsible for
identifying and complying with existing laws and regulations.
Although soil survey information can be used for general farm, local, and wider area
planning, onsite investigation is needed to supplement this information in some
cases. Examples include soil quality assessments (http://www.nrcs.usda.gov/wps/
portal/nrcs/main/soils/health/) and certain conservation and engineering
applications. For more detailed information, contact your local USDA Service Center
(https://offices.sc.egov.usda.gov/locator/app?agency=nrcs)or your NRCS State Soil
Scientist(http://www.nres.usda.gov/wps/portal/nres/detail/soils/contactus/?
cid=nrcs142p2_053951).
Great differences in soil properties can occur within short distances. Some soils are
seasonally wet or subject to flooding. Some are too unstable to be used as a
foundation for buildings or roads. Clayey or wet soils are poorly suited to use as
septic tank absorption fields. A high water table makes a soil poorly suited to
basements or underground installations.
The National Cooperative Soil Survey is a joint effort of the United States
Department of Agriculture and other Federal agencies, State agencies including the
Agricultural Experiment Stations, and local agencies. The Natural Resources
Conservation Service (NRCS) has leadership for the Federal part of the National
Cooperative Soil Survey.
Information about soils is updated periodically. Updated information is available
through the NRCS Web Soil Survey, the site for official soil survey information.
The U.S. Department of Agriculture (USDA) prohibits discrimination in all its
programs and activities on the basis of race, color, national origin, age, disability,
and where applicable, sex, marital status, familial status, parental status, religion,
sexual orientation, genetic information, political beliefs, reprisal, or because all or a
part of an individual's income is derived from any public assistance program. (Not
all prohibited bases apply to all programs.) Persons with disabilities who require
2

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

Contents
Preface 2
How Soil Surveys Are Made 5
Soil Map 8
Soil Map 9
Legend 10
Map Unit Legend 11
Map Unit Descriptions 11
Rowan County, North Carolina 14
CeB2—Cecil sandy clay loam, 2 to 8 percent slopes, moderately eroded 14
CeC2—Cecil sandy clay loam, 8 to 15 percent slopes, moderately
eroded 15
ChA—Chewacla loam, 0 to 2 percent slopes, frequently flooded 16
EnB—Enon fine sandy loam, 2 to 8 percent slopes 18
EnC—Enon fine sandy loam, 8 to 15 percent slopes 19
EuB—Enon-Urban land complex, 2 to 10 percent slopes 20
IrB—Iredell loam, 1 to 8 percent slopes 21
LdB2—Lloyd clay loam, 2 to 8 percent slopes, moderately eroded 22
MbB—Mecklenburg loam, 2 to 8 percent slopes 23
SeB—Sedgefield fine sandy loam, 1 to 6 percent slopes 24
Soil Information for All Uses 26
Soil Properties and Qualities 26
Soil Qualities and Features 26
Hydrologic Soil Group 26
References 31
4

How Soil Surveys Are Made
Soil surveys are made to provide information about the soils and miscellaneous
areas in a specific area. They include a description of the soils and miscellaneous
areas and their location on the landscape and tables that show soil properties and
limitations affecting various uses. Soil scientists observed the steepness, length,
and shape of the slopes; the general pattern of drainage; the kinds of crops and
native plants; and the kinds of bedrock. They observed and described many soil
profiles. A soil profile is the sequence of natural layers, or horizons, in a soil. The
profile extends from the surface down into the unconsolidated material in which the
soil formed or from the surface down to bedrock. The unconsolidated material is
devoid of roots and other living organisms and has not been changed by other
biological activity.
Currently, soils are mapped according to the boundaries of major land resource
areas (MLRAs). MLRAs are geographically associated land resource units that
share common characteristics related to physiography, geology, climate, water
resources, soils, biological resources, and land uses (USDA, 2006). Soil survey
areas typically consist of parts of one or more MLRA.
The soils and miscellaneous areas in a survey area occur in an orderly pattern that
is related to the geology, landforms, relief, climate, and natural vegetation of the
area. Each kind of soil and miscellaneous area is associated with a particular kind
of landform or with a segment of the landform. By observing the soils and
miscellaneous areas in the survey area and relating their position to specific
segments of the landform, a soil scientist develops a concept, or model, of how they
were formed. Thus, during mapping, this model enables the soil scientist to predict
with a considerable degree of accuracy the kind of soil or miscellaneous area at a
specific location on the landscape.
Commonly, individual soils on the landscape merge into one another as their
characteristics gradually change. To construct an accurate soil map, however, soil
scientists must determine the boundaries between the soils. They can observe only
a limited number of soil profiles. Nevertheless, these observations, supplemented
by an understanding of the soil-vegetation-landscape relationship, are sufficient to
verify predictions of the kinds of soil in an area and to determine the boundaries.
Soil scientists recorded the characteristics of the soil profiles that they studied. They
noted soil color, texture, size and shape of soil aggregates, kind and amount of rock
fragments, distribution of plant roots, reaction, and other features that enable them
to identify soils. After describing the soils in the survey area and determining their
properties, the soil scientists assigned the soils to taxonomic classes (units).
Taxonomic classes are concepts. Each taxonomic class has a set of soil
characteristics with precisely defined limits. The classes are used as a basis for
comparison to classify soils systematically. Soil taxonomy, the system of taxonomic
classification used in the United States, is based mainly on the kind and character
of soil properties and the arrangement of horizons within the profile. After the soil
5

Custom Soil Resource Report
scientists classified and named the soils in the survey area, they compared the
individual soils with similar soils in the same taxonomic class in other areas so that
they could confirm data and assemble additional data based on experience and
research.
The objective of soil mapping is not to delineate pure map unit components; the
objective is to separate the landscape into landforms or landform segments that
have similar use and management requirements. Each map unit is defined by a
unique combination of soil components and/or miscellaneous areas in predictable
proportions. Some components may be highly contrasting to the other components
of the map unit. The presence of minor components in a map unit in no way
diminishes the usefulness or accuracy of the data. The delineation of such
landforms and landform segments on the map provides sufficient information for the
development of resource plans. If intensive use of small areas is planned, onsite
investigation is needed to define and locate the soils and miscellaneous areas.
Soil scientists make many field observations in the process of producing a soil map.
The frequency of observation is dependent upon several factors, including scale of
mapping, intensity of mapping, design of map units, complexity of the landscape,
and experience of the soil scientist. Observations are made to test and refine the
soil-landscape model and predictions and to verify the classification of the soils at
specific locations. Once the soil-landscape model is refined, a significantly smaller
number of measurements of individual soil properties are made and recorded.
These measurements may include field measurements, such as those for color,
depth to bedrock, and texture, and laboratory measurements, such as those for
content of sand, silt, clay, salt, and other components. Properties of each soil
typically vary from one point to another across the landscape.
Observations for map unit components are aggregated to develop ranges of
characteristics for the components. The aggregated values are presented. Direct
measurements do not exist for every property presented for every map unit
component. Values for some properties are estimated from combinations of other
properties.
While a soil survey is in progress, samples of some of the soils in the area generally
are collected for laboratory analyses and for engineering tests. Soil scientists
interpret the data from these analyses and tests as well as the field-observed
characteristics and the soil properties to determine the expected behavior of the
soils under different uses. Interpretations for all of the soils are field tested through
observation of the soils in different uses and under different levels of management.
Some interpretations are modified to fit local conditions, and some new
interpretations are developed to meet local needs. Data are assembled from other
sources, such as research information, production records, and field experience of
specialists. For example, data on crop yields under defined levels of management
are assembled from farm records and from field or plot experiments on the same
kinds of soil.
Predictions about soil behavior are based not only on soil properties but also on
such variables as climate and biological activity. Soil conditions are predictable over
long periods of time, but they are not predictable from year to year. For example,
soil scientists can predict with a fairly high degree of accuracy that a given soil will
have a high water table within certain depths in most years, but they cannot predict
that a high water table will always be at a specific level in the soil on a specific date.
After soil scientists located and identified the significant natural bodies of soil in the
survey area, they drew the boundaries of these bodies on aerial photographs and
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Custom Soil Resource Report
identified each as a specific map unit. Aerial photographs show trees, buildings,
fields, roads, and rivers, all of which help in locating boundaries accurately.
7

Soil Map
The soil map section includes the soil map for the defined area of interest, a list of
soil map units on the map and extent of each map unit, and cartographic symbols
displayed on the map. Also presented are various metadata about data used to
produce the map, and a description of each soil map unit.
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Custom Soil Resource Report
M Soil Map pNo
$M $M
W W
542900 543000 543100 543200 543300 543400 543500 543600 543700 543800
35°36'28"N .• `-— 35°36'28"N
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3 3
Map Scale:1:6,250 if printed on A portrait(8.5"x 11")sheet. a
" Meters
m N 0 50 100 200 300 $
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0 ?00 600 m 1200 1800
Map projection:Web Mercator Coer coordinates:WG584 Edge tcs:UTM Zone 17N WGS84
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Custom Soil Resource Report
MAP LEGEND MAP INFORMATION
Area of Interest(AOI) 14 Spoil Area The soil surveys that comprise your AOI were mapped at
Area of Interest(AOI) 1:24,000.
Q Stony Spot
Soilsit Very Stony Spot
Soil Map Unit Polygons Warning:Soil Map may not be valid at this scale.
Wet Spot
,..,. Soil Map Unit Lines Enlargement of maps beyond the scale of mapping can cause
p Other misunderstandingof the detail of mapping and accuracyof soil
p Soil Map Unit Points pp 9
.• Special Line Features line placement.The maps do not show the small areas of
Special Point Features contrasting soils that could have been shown at a more detailed
Blowout Water Features scale.
Streams and Canals
kg Borrow Pit
Transportation Please rely on the bar scale on each map sheet for map
* clay Spot 1.44 Rails measurements.
0 Closed Depression
o,/ Interstate Highways
Gravel Pit Source of Map: Natural Resources Conservation Service
.r US Routes Web Soil Survey URL:
Gravelly Spot Major Roads Coordinate System: Web Mercator(EPSG:3857)
® Landfill Local Roads Maps from the Web Soil Survey are based on the Web Mercator
• Lava Flow Background projection,which preserves direction and shape but distorts
distance and area.A projection that preserves area,such as the
46 Marsh or swamp Aerial Photography Albers equal-area conic projection,should be used if more
It Mine or Quarry accurate calculations of distance or area are required.
4 Miscellaneous Water This product is generated from the USDA-NRCS certified data as
O Perennial Water of the version date(s)listed below.
v Rock Outcrop Soil Survey Area: Rowan County,North Carolina
+ Saline Spot Survey Area Data: Version 21,Sep 13,2023
Sandy Spot Soil map units are labeled(as space allows)for map scales
Severely Eroded Spot 1:50,000 or larger.
• Sinkhole Date(s)aerial images were photographed: Mar 13,2022—May
31 Slide or Slip 9,2022
oa Sodic Spot The orthophoto or other base map on which the soil lines were
compiled and digitized probably differs from the background
imagery displayed on these maps.As a result,some minor
shifting of map unit boundaries may be evident.
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Custom Soil Resource Report
Map Unit Legend
Map Unit Symbol Map Unit Name Acres in AOI Percent of AOI
CeB2 Cecil sandy clay loam,2 to 8 1.6 1.4%
percent slopes,moderately
eroded
CeC2 Cecil sandy clay loam,8 to 15 2.0 1.8%
percent slopes,moderately
eroded
ChA Chewacla loam,0 to 2 percent 3.4 3.0%
slopes,frequently flooded
EnB Enon fine sandy loam,2 to 8 57.1 51.0%
percent slopes
EnC Enon fine sandy loam,8 to 15 2.9 2.6%
percent slopes
EuB Enon-Urban land complex,2 to 3.3 2.9%
10 percent slopes
IrB Iredell loam, 1 to 8 percent 3.4 3.1%
slopes
LdB2 Lloyd clay loam,2 to 8 percent 12.1 10.8%
slopes,moderately eroded
MbB Mecklenburg loam,2 to 8 6.6 5.9%
percent slopes
SeB Sedgefield fine sandy loam, 1 to 19.6 17.5%
6 percent slopes
Totals for Area of Interest 112.0 100.0%
Map Unit Descriptions
The map units delineated on the detailed soil maps in a soil survey represent the
soils or miscellaneous areas in the survey area. The map unit descriptions, along
with the maps, can be used to determine the composition and properties of a unit.
A map unit delineation on a soil map represents an area dominated by one or more
major kinds of soil or miscellaneous areas. A map unit is identified and named
according to the taxonomic classification of the dominant soils. Within a taxonomic
class there are precisely defined limits for the properties of the soils. On the
landscape, however, the soils are natural phenomena, and they have the
characteristic variability of all natural phenomena. Thus, the range of some
observed properties may extend beyond the limits defined for a taxonomic class.
Areas of soils of a single taxonomic class rarely, if ever, can be mapped without
including areas of other taxonomic classes. Consequently, every map unit is made
up of the soils or miscellaneous areas for which it is named and some minor
components that belong to taxonomic classes other than those of the major soils.
Most minor soils have properties similar to those of the dominant soil or soils in the
map unit, and thus they do not affect use and management. These are called
noncontrasting, or similar, components. They may or may not be mentioned in a
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Custom Soil Resource Report
particular map unit description. Other minor components, however, have properties
and behavioral characteristics divergent enough to affect use or to require different
management. These are called contrasting, or dissimilar, components. They
generally are in small areas and could not be mapped separately because of the
scale used. Some small areas of strongly contrasting soils or miscellaneous areas
are identified by a special symbol on the maps. If included in the database for a
given area, the contrasting minor components are identified in the map unit
descriptions along with some characteristics of each. A few areas of minor
components may not have been observed, and consequently they are not
mentioned in the descriptions, especially where the pattern was so complex that it
was impractical to make enough observations to identify all the soils and
miscellaneous areas on the landscape.
The presence of minor components in a map unit in no way diminishes the
usefulness or accuracy of the data. The objective of mapping is not to delineate
pure taxonomic classes but rather to separate the landscape into landforms or
landform segments that have similar use and management requirements. The
delineation of such segments on the map provides sufficient information for the
development of resource plans. If intensive use of small areas is planned, however,
onsite investigation is needed to define and locate the soils and miscellaneous
areas.
An identifying symbol precedes the map unit name in the map unit descriptions.
Each description includes general facts about the unit and gives important soil
properties and qualities.
Soils that have profiles that are almost alike make up a soil series. Except for
differences in texture of the surface layer, all the soils of a series have major
horizons that are similar in composition, thickness, and arrangement.
Soils of one series can differ in texture of the surface layer, slope, stoniness,
salinity, degree of erosion, and other characteristics that affect their use. On the
basis of such differences, a soil series is divided into soil phases. Most of the areas
shown on the detailed soil maps are phases of soil series. The name of a soil phase
commonly indicates a feature that affects use or management. For example, Alpha
silt loam, 0 to 2 percent slopes, is a phase of the Alpha series.
Some map units are made up of two or more major soils or miscellaneous areas.
These map units are complexes, associations, or undifferentiated groups.
A complex consists of two or more soils or miscellaneous areas in such an intricate
pattern or in such small areas that they cannot be shown separately on the maps.
The pattern and proportion of the soils or miscellaneous areas are somewhat similar
in all areas. Alpha-Beta complex, 0 to 6 percent slopes, is an example.
An association is made up of two or more geographically associated soils or
miscellaneous areas that are shown as one unit on the maps. Because of present
or anticipated uses of the map units in the survey area, it was not considered
practical or necessary to map the soils or miscellaneous areas separately. The
pattern and relative proportion of the soils or miscellaneous areas are somewhat
similar. Alpha-Beta association, 0 to 2 percent slopes, is an example.
An undifferentiated group is made up of two or more soils or miscellaneous areas
that could be mapped individually but are mapped as one unit because similar
interpretations can be made for use and management. The pattern and proportion
of the soils or miscellaneous areas in a mapped area are not uniform. An area can
be made up of only one of the major soils or miscellaneous areas, or it can be made
up of all of them. Alpha and Beta soils, 0 to 2 percent slopes, is an example.
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Custom Soil Resource Report
Some surveys include miscellaneous areas. Such areas have little or no soil
material and support little or no vegetation. Rock outcrop is an example.
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Custom Soil Resource Report
Rowan County, North Carolina
CeB2—Cecil sandy clay loam, 2 to 8 percent slopes, moderately eroded
Map Unit Setting
National map unit symbol: 2m9w5
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
Cecil, moderately eroded, and similar soils: 88 percent
Minor components: 12 percent
Estimates are based on observations, descriptions, and transects of the mapunit.
Description of Cecil, Moderately Eroded
Setting
Landform: Interfluves
Landform position (two-dimensional): Summit
Landform position (three-dimensional): Interfluve
Down-slope shape: Convex
Across-slope shape: Convex
Parent material: Saprolite derived from granite and gneiss and/or schist
Typical profile
Ap- 0 to 6 inches: sandy clay loam
Bt- 6 to 40 inches: clay
BC-40 to 48 inches: clay loam
C-48 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 high to high
(0.57 to 1.98 in/hr)
Depth to water table: More than 80 inches
Frequency of flooding: None
Frequency of ponding: None
Available water supply, 0 to 60 inches: Moderate (about 7.4 inches)
Interpretive groups
Land capability classification (irrigated): None specified
Land capability classification (nonirrigated): 3e
Hydrologic Soil Group: B
Ecological site: F136XY820GA-Acidic upland forest, moist
Hydric soil rating: No
Minor Components
Madison, moderately eroded
Percent of map unit: 8 percent
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Custom Soil Resource Report
Landform: Interfluves
Landform position (two-dimensional): Summit
Landform position (three-dimensional): Interfluve
Down-slope shape: Convex
Across-slope shape: Convex
Hydric soil rating: No
Vance, moderately eroded
Percent of map unit:4 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
CeC2—Cecil sandy clay loam, 8 to 15 percent slopes, moderately
eroded
Map Unit Setting
National map unit symbol: 2m9w6
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
Cecil, moderately eroded, and similar soils: 92 percent
Minor components: 8 percent
Estimates are based on observations, descriptions, and transects of the mapunit.
Description of Cecil, Moderately Eroded
Setting
Landform: Interfluves
Landform position (two-dimensional): Summit, shoulder
Landform position (three-dimensional): Interfluve
Down-slope shape: Convex
Across-slope shape: Convex
Parent material: Saprolite derived from granite and gneiss and/or schist
Typical profile
Ap- 0 to 6 inches: sandy clay loam
Bt- 6 to 40 inches: clay
BC-40 to 55 inches: clay loam
C- 55 to 80 inches: sandy loam
Properties and qualities
Slope: 8 to 15 percent
Depth to restrictive feature: More than 80 inches
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Custom Soil Resource Report
Drainage class:Well drained
Runoff class: Medium
Capacity of the most limiting layer to transmit water(Ksat): Moderately high to high
(0.57 to 1.98 in/hr)
Depth to water table: More than 80 inches
Frequency of flooding: None
Frequency of ponding: None
Available water supply, 0 to 60 inches: Moderate (about 8.3 inches)
Interpretive groups
Land capability classification (irrigated): None specified
Land capability classification (nonirrigated): 3e
Hydrologic Soil Group: B
Ecological site: F136XY820GA-Acidic upland forest, moist
Hydric soil rating: No
Minor Components
Madison, moderately eroded
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
Wedowee
Percent of map unit: 3 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
ChA—Chewacla loam, 0 to 2 percent slopes, frequently flooded
Map Unit Setting
National map unit symbol: 2vy6r
Elevation: 330 to 660 feet
Mean annual precipitation: 39 to 47 inches
Mean annual air temperature: 55 to 63 degrees F
Frost-free period: 200 to 250 days
Farmland classification: Prime farmland if drained and either protected from flooding
or not frequently flooded during the growing season
Map Unit Composition
Chewacla, frequently flooded, and similar soils: 90 percent
Minor components: 10 percent
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Custom Soil Resource Report
Estimates are based on observations, descriptions, and transects of the mapunit.
Description of Chewacla, Frequently Flooded
Setting
Landform: Flood plains
Landform position (two-dimensional):Toeslope
Landform position (three-dimensional):Tread, talf
Down-slope shape: Linear
Across-slope shape: Linear
Parent material: Loamy alluvium derived from igneous and metamorphic rock
Typical profile
Ap- 0 to 6 inches: loam
Bw- 6 to 52 inches: sandy clay loam
Cg- 52 to 80 inches: stratified sandy loam
Properties and qualities
Slope: 0 to 2 percent
Depth to restrictive feature: More than 80 inches
Drainage class: Somewhat poorly drained
Capacity of the most limiting layer to transmit water(Ksat): Moderately high to high
(0.20 to 2.00 in/hr)
Depth to water table:About 6 to 24 inches
Frequency of flooding: Frequent
Frequency of ponding: None
Available water supply, 0 to 60 inches: Moderate (about 7.6 inches)
Interpretive groups
Land capability classification (irrigated): None specified
Land capability classification (nonirrigated): 4w
Hydrologic Soil Group: B/D
Ecological site: F136XY610GA- Flood plain forest, wet
Hydric soil rating: No
Minor Components
Wehadkee,frequently flooded
Percent of map unit: 5 percent
Landform: Flood plains
Landform position (two-dimensional):Toeslope
Landform position (three-dimensional):Tread, talf
Down-slope shape: Linear
Across-slope shape: Linear
Hydric soil rating: Yes
Riverview, frequently flooded
Percent of map unit: 5 percent
Landform: Flood plains
Landform position (two-dimensional):Toeslope
Landform position (three-dimensional):Tread, talf
Down-slope shape: Linear
Across-slope shape: Linear
Hydric soil rating: No
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Custom Soil Resource Report
EnB—Enon fine sandy loam, 2 to 8 percent slopes
Map Unit Setting
National map unit symbol: 3vn 1
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
Enon and similar soils: 85 percent
Estimates are based on observations, descriptions, and transects of the mapunit.
Description of Enon
Setting
Landform: Interfluves
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: 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: 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 8.3 inches)
Interpretive groups
Land capability classification (irrigated): None specified
Land capability classification (nonirrigated): 2e
Hydrologic Soil Group: C
Ecological site: F136XY720NC - Basic upland forest, moist
Hydric soil rating: No
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Custom Soil Resource Report
EnC—Enon fine sandy loam, 8 to 15 percent slopes
Map Unit Setting
National map unit symbol: 3vn2
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
Enon and similar soils: 85 percent
Estimates are based on observations, descriptions, and transects of the mapunit.
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
19

Custom Soil Resource Report
EuB—Enon-Urban land complex, 2 to 10 percent slopes
Map Unit Setting
National map unit symbol: 3vn5
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: Not prime farmland
Map Unit Composition
Enon and similar soils: 50 percent
Urban land: 30 percent
Estimates are based on observations, descriptions, and transects of the mapunit.
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: 2 to 10 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
20

Custom Soil Resource Report
Description of Urban Land
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: Impervious layers over human transported material
Interpretive groups
Land capability classification (irrigated): None specified
Land capability classification (nonirrigated): 8
Hydric soil rating: No
IrB—Iredell loam, 1 to 8 percent slopes
Map Unit Setting
National map unit symbol: 3vnb
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
Iredell and similar soils: 85 percent
Minor components: 3 percent
Estimates are based on observations, descriptions, and transects of the mapunit.
Description of Iredell
Setting
Landform: I nterfl uves
Landform position (two-dimensional): Summit
Landform position (three-dimensional): Interfluve
Down-slope shape: Linear
Across-slope shape: Linear
Parent material: Saprolite derived from diorite and/or gabbro and/or diabase
and/or gneiss
Typical profile
Ap- 0 to 6 inches: loam
Bt- 6 to 25 inches: clay
BC-25 to 28 inches: clay loam
C-28 to 80 inches: loam
Properties and qualities
Slope: 2 to 8 percent
Depth to restrictive feature: More than 80 inches
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Custom Soil Resource Report
Drainage class: Moderately well drained
Runoff class: Very high
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:About 12 to 24 inches
Frequency of flooding: None
Frequency of ponding: None
Available water supply, 0 to 60 inches: High (about 10.8 inches)
Interpretive groups
Land capability classification (irrigated): None specified
Land capability classification (nonirrigated): 2e
Hydrologic Soil Group: C/D
Ecological site: F136XY710NC - Basic upland woodland, expansive clay,
seasonally wet and dry
Hydric soil rating: No
Minor Components
Armenia, undrained
Percent of map unit: 3 percent
Landform: Drainageways on interfluves
Landform position (two-dimensional): Summit
Landform position (three-dimensional): Interfluve
Down-slope shape: Linear
Across-slope shape: Linear
Hydric soil rating: Yes
LdB2—Lloyd clay loam, 2 to 8 percent slopes, moderately eroded
Map Unit Setting
National map unit symbol: 2m9wt
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
Lloyd, moderately eroded, and similar soils: 90 percent
Estimates are based on observations, descriptions, and transects of the mapunit.
Description of Lloyd, Moderately Eroded
Setting
Landform: Interfluves
Landform position (two-dimensional): Summit
Landform position (three-dimensional): Interfluve
Down-slope shape: Convex
Across-slope shape: Convex
22

Custom Soil Resource Report
Parent material: Saprolite derived from diorite and/or gabbro and/or diabase
and/or gneiss
Typical profile
Ap- 0 to 7 inches: clay loam
Bt1 - 7 to 58 inches: clay
Bt2-58 to 73 inches: clay loam
C- 73 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: Low
Capacity of the most limiting layer to transmit water(Ksat): Moderately high to high
(0.57 to 1.98 in/hr)
Depth to water table: 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): 2e
Hydrologic Soil Group: B
Ecological site: F136XY820GA-Acidic upland forest, moist
Hydric soil rating: No
MbB—Mecklenburg loam, 2 to 8 percent slopes
Map Unit Setting
National map unit symbol: 3vnf
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 and similar soils: 85 percent
Estimates are based on observations, descriptions, and transects of the mapunit.
Description of Mecklenburg
Setting
Landform: Interfluves
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
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Custom Soil Resource Report
Typical profile
Ap- 0 to 8 inches: loam
Bt- 8 to 25 inches: clay
BC-25 to 36 inches: clay loam
C-36 to 80 inches: sandy clay 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: High (about 9.3 inches)
Interpretive groups
Land capability classification (irrigated): None specified
Land capability classification (nonirrigated): 2e
Hydrologic Soil Group: C
Ecological site: F136XY720NC - Basic upland forest, moist
Hydric soil rating: No
SeB—Sedgefield fine sandy loam, 1 to 6 percent slopes
Map Unit Setting
National map unit symbol: 3vp8
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
Sedgefield and similar soils: 85 percent
Minor components: 3 percent
Estimates are based on observations, descriptions, and transects of the mapunit.
Description of Sedgefield
Setting
Landform: Ridges
Landform position (two-dimensional): Summit, footslope
Down-slope shape: Concave
Across-slope shape: Concave
Parent material: Saprolite derived from diorite and/or gabbro and/or diabase
and/or gneiss
Typical profile
Ap- 0 to 3 inches: fine sandy loam
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Custom Soil Resource Report
E-3 to 8 inches: fine sandy loam
Bt- 8 to 40 inches: clay
C-40 to 80 inches: loam
Properties and qualities
Slope: 1 to 6 percent
Depth to restrictive feature: More than 80 inches
Drainage class: Moderately well drained
Runoff class: Very high
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:About 12 to 18 inches
Frequency of flooding: None
Frequency of ponding: None
Available water supply, 0 to 60 inches: High (about 9.7 inches)
Interpretive groups
Land capability classification (irrigated): None specified
Land capability classification (nonirrigated): 2e
Hydrologic Soil Group: C/D
Ecological site: F136XY710NC - Basic upland woodland, expansive clay,
seasonally wet and dry
Hydric soil rating: No
Minor Components
Armenia, undrained
Percent of map unit: 3 percent
Landform: Drainageways on interfluves
Landform position (two-dimensional): Summit
Landform position (three-dimensional): Interfluve
Down-slope shape: Linear
Across-slope shape: Linear
Hydric soil rating: Yes
25

Soil Information for All Uses
Soil Properties and Qualities
The Soil Properties and Qualities section includes various soil properties and
qualities displayed as thematic maps with a summary table for the soil map units in
the selected area of interest. A single value or rating for each map unit is generated
by aggregating the interpretive ratings of individual map unit components. This
aggregation process is defined for each property or quality.
Soil Qualities and Features
Soil qualities are behavior and performance attributes that are not directly
measured, but are inferred from observations of dynamic conditions and from soil
properties. Example soil qualities include natural drainage, and frost action. Soil
features are attributes that are not directly part of the soil. Example soil features
include slope and depth to restrictive layer. These features can greatly impact the
use and management of the soil.
Hydrologic Soil Group
Hydrologic soil groups are based on estimates of runoff potential. Soils are
assigned to one of four groups according to the rate of water infiltration when the
soils are not protected by vegetation, are thoroughly wet, and receive precipitation
from long-duration storms.
The soils in the United States are assigned to four groups (A, B, C, and D) and
three dual classes (A/D, B/D, and C/D). The groups are defined as follows:
Group A. Soils having a high infiltration rate (low runoff potential)when thoroughly
wet. These consist mainly of deep, well drained to excessively drained sands or
gravelly sands. These soils have a high rate of water transmission.
Group B. Soils having a moderate infiltration rate when thoroughly wet. These
consist chiefly of moderately deep or deep, moderately well drained or well drained
soils that have moderately fine texture to moderately coarse texture. These soils
have a moderate rate of water transmission.
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Custom Soil Resource Report
Group C. Soils having a slow infiltration rate when thoroughly wet. These consist
chiefly of soils having a layer that impedes the downward movement of water or
soils of moderately fine texture or fine texture. These soils have a slow rate of water
transmission.
Group D. Soils having a very slow infiltration rate (high runoff potential)when
thoroughly wet. These consist chiefly of clays that have a high shrink-swell
potential, soils that have a high water table, soils that have a claypan or clay layer at
or near the surface, and soils that are shallow over nearly impervious material.
These soils have a very slow rate of water transmission.
If a soil is assigned to a dual hydrologic group (A/D, B/D, or C/D), the first letter is
for drained areas and the second is for undrained areas. Only the soils that in their
natural condition are in group D are assigned to dual classes.
27

Custom Soil Resource Report
,, Map—Hydrologic Soil Group p
$ •No
M M
W O
542900 513000 543100 543200 543300 543400 543500 543600 543700 543800
35°36'28"N , -��� ''. 35°36'28"N
_/ir ,,,Vkcp/ ' ,c,:rdr."H, ,
.:‘.1. .,.,\,)6,.: u_.t.
.77:
•
J`��wJc¢ I3 MbB
r,
MbB ,
1 0.- . gfig\ _ . :
ILarriN
s1
a lE—nC ChA `'' a
al
1.
-.., ',1.416, 0.,4,2 ,i'',13.iet
P =rl MbB
M
NA-
IrB !jilt if
a N �J) r ' �
11,, :CeC-2 ( 4f•
f .1 I` ti ,,ql • P
IN
qt
r ` . 47 ,‘ s 4
�000 Glop oaf Eiot�b@ da0od ai}aGio� ,ga0�o �
7
35°35'46"N 35°35'46"N
542900 543000 543100 543200 543300 543400 543500 543600 543700 543800
3 3
r. N
Map Scale:1:6,250 if printed on A portrait(8.5"x 11")sheet. b
Meters
$ N 0 50 100 200 300 $
Feet
A
0 300 600 m 1200 1800
Map projection:Web Mercator Coercooniinates:WGS84 Edge tics:UTM Zone 17N WGS84
28

Custom Soil Resource Report
MAP LEGEND MAP INFORMATION
Area of Interest(AOI) 0 C The soil surveys that comprise your AOI were mapped at
Area of Interest(AOI) CID 1:24,000.
Soils D
Soil Rating Polygons Warning:Soil Map may not be valid at this scale.
A 0 Not rated or not available
Enlargement of maps beyond the scale of mapping can cause
I Water Features
A/D misunderstanding of the detail of mapping and accuracy of soil
1 Streams and Canals line placement.The maps do not show the small areas of
I I B
Transportation contrasting soils that could have been shown at a more detailed
I B/D scale.
1-FF Rails
I C
^,/ Interstate Highways
C/D Please rely on the bar scale on each map sheet for map
ti US Routes measurements.
D Major Roads
Not rated or not available Source of Map: Natural Resources Conservation Service
Local Roads Web Soil Survey URL:
Soil Rating Lines Background Coordinate System: Web Mercator(EPSG:3857)
• Ael Aerial Photography
Maps from the Web Soil Survey are based on the Web Mercator
. • A/D projection,which preserves direction and shape but distorts
• B distance and area.A projection that preserves area,such as the
Albers equal-area conic projection,should be used if more
....we B/D accurate calculations of distance or area are required.
✓ w c
This product is generated from the USDA-NRCS certified data as
• r C/D of the version date(s)listed below.
. r D
Soil Survey Area: Rowan County,North Carolina
. • Not rated or not available Survey Area Data: Version 21,Sep 13,2023
Soil Rating Points
A Soil map units are labeled(as space allows)for map scales
1:50,000 or larger.
▪ A/D
▪ B Date(s)aerial images were photographed: Mar 13,2022—May
9,2022
▪ B/D
The orthophoto or other base map on which the soil lines were
compiled and digitized probably differs from the background
imagery displayed on these maps.As a result,some minor
shifting of map unit boundaries may be evident.
29

Custom Soil Resource Report
Table—Hydrologic Soil Group
Map unit symbol I Map unit name Rating Acres in AOI Percent of AOI
CeB2 Cecil sandy clay loam,2 B 1.6 1.4%
to 8 percent slopes,
moderately eroded
CeC2 Cecil sandy clay loam,8 B 2.0 1.8%
to 15 percent slopes,
moderately eroded
ChA Chewacla loam,0 to 2 B/D 3.4 3.0%
percent slopes,
frequently flooded
EnB Enon fine sandy loam,2 C 57.1 51.0%
to 8 percent slopes
EnC Enon fine sandy loam,8 C 2.9 2.6%
to 15 percent slopes
EuB Enon-Urban land C 3.3 2.9%
complex,2 to 10
percent slopes
IrB Iredell loam, 1 to 8 C/D 3.4 3.1%
percent slopes
LdB2 Lloyd clay loam,2 to 8 B 12.1 10.8%
percent slopes,
moderately eroded
MbB Mecklenburg loam,2 to 8 C 6.6 5.9%
percent slopes
SeB Sedgefield fine sandy C/D 19.6 17.5%
loam, 1 to 6 percent
slopes
Totals for Area of Interest 112.0 100.0%
Rating Options—Hydrologic Soil Group
Aggregation Method: Dominant Condition
Component Percent Cutoff- None Specified
Tie-break Rule: Higher
30

References
American Association of State Highway and Transportation Officials (AASHTO).
2004. Standard specifications for transportation materials and methods of sampling
and testing. 24th edition.
American Society for Testing and Materials (ASTM). 2005. Standard classification of
soils for engineering purposes. ASTM Standard D2487-00.
Cowardin, L.M., V. Carter, F.C. Golet, and E.T. LaRoe. 1979. Classification of
wetlands and deep-water habitats of the United States. U.S. Fish and Wildlife
Service FWS/OBS-79/31.
Federal Register. July 13, 1994. Changes in hydric soils of the United States.
Federal Register. September 18, 2002. Hydric soils of the United States.
Hurt, G.W., and L.M. Vasilas, editors. Version 6.0, 2006. Field indicators of hydric
soils in the United States.
National Research Council. 1995. Wetlands: Characteristics and boundaries.
Soil Survey Division Staff. 1993. Soil survey manual. Soil Conservation Service.
U.S. Department of Agriculture Handbook 18. http://www.nres.usda.gov/wps/portal/
nres/detail/national/soils/?cid=nres 142p2_054262
Soil Survey Staff. 1999. Soil taxonomy: A basic system of soil classification for
making and interpreting soil surveys. 2nd edition. Natural Resources Conservation
Service, U.S. Department of Agriculture Handbook 436. http://
www.nres.usda.gov/wps/portal/nres/detail/national/soils/?cid=nres142p2_053577
Soil Survey Staff. 2010. Keys to soil taxonomy. 11th edition. U.S. Department of
Agriculture, Natural Resources Conservation Service. http://
www.nres.usda.gov/wps/portal/nres/detail/national/soils/?cid=nres142p2_053580
Tiner, R.W., Jr. 1985. Wetlands of Delaware. U.S. Fish and Wildlife Service and
Delaware Department of Natural Resources and Environmental Control, Wetlands
Section.
United States Army Corps of Engineers, Environmental Laboratory. 1987. Corps of
Engineers wetlands delineation manual. Waterways Experiment Station Technical
Report Y-87-1.
United States Department of Agriculture, Natural Resources Conservation Service.
National forestry manual. http://www.nrcs.usda.gov/wps/portal/nrcs/detail/soils/
home/?cid=nres142p2_053374
United States Department of Agriculture, Natural Resources Conservation Service.
National range and pasture handbook. http://www.nres.usda.gov/wps/portal/nres/
detail/national/landuse/rangepasture/?cid=stelprdb1043084
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Custom Soil Resource Report
United States Department of Agriculture, Natural Resources Conservation Service.
National soil survey handbook, title 430-VI. http://www.nres.usda.gov/wps/portal/
nres/detail/soils/scientists/?cid=nres142p2_054242
United States Department of Agriculture, Natural Resources Conservation Service.
2006. Land resource regions and major land resource areas of the United States,
the Caribbean, and the Pacific Basin. U.S. Department of Agriculture Handbook
296. http://www.nres.usda.gov/wps/portal/nres/detail/national/soils/?
cid=nres142p2_053624
United States Department of Agriculture, Soil Conservation Service. 1961. Land
capability classification. U.S. Department of Agriculture Handbook 210. http://
www.nrcs.usda.gov/Internet/FSE_DOCUMENTS/nrcs142p2_052290.pdf
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