SW3240202_Stormwater Report_20240530

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: May, 2024
KHA Reference#: 013335005 6•gaZieptaV.
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030861
05/30/24
KimIey >) Horn
©Kimley-Horn and Associates,Inc.2024
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
MAY, 2024
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 5
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
CONSTRUCTION PLANS STORMWATER NETWORK ANALYSIS 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 (Rowan 85 Trade Center) in Salisbury, North Carolina. The approximately 91.56-
acre project site is located east of 1-85 and northwest of 1212 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 B 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 as
follows: 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 Appendix A 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. Refer to Appendix A for the FEMA
FIRMETTE.
5.0 PROPOSED DEVELOPMENT
The development is planned to consist of 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 63.01 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
2

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.
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.
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, 9" gravel layer for underdrain system, and 6" perforated PVC inside the gravel
layer. The water quality volume (WQV), in accordance with the design manual, was multiplied by 0.75
due to the water draining through the sand media at quicker rate during storm events. The sand filters
have been designed with a maximum ponding depth of 6 feet. Detailed calculations are included in
Appendix C of this report.
Proposed and existing, pervious and 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 20.77 45,584 49,665 20.78
2 18.79 44,016 47,714 93.75
3 36.80 80,673 244,809 13.54
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. Per NCDEQ requirements, peak attenuation for the 1-year, 2-year, and 10-year 24-hour storm
will be treated with the proposed SCMs.
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
3

of concentration. Sheet flow lengths for use in the time of concentration calculations were limited to
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 F). Results of
the HydroCAD analysis are provided in a detailed report in Appendix D. 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% 56.46 55.80 -1.2% 74.97 73.06 -2.6%
hour
2-year,24- 6.55 3.39 -48% 88.27 87.92 -0.4% 110.80 106.57 -3.9%
hour
10-year, 12.59 6.55 -48% 184.94 189.61 +2.5% 215.63 212.82 -1.3%
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 in Appendix B 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 impact 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
top of pond. 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 Filters 2 and 3 have been sized to pass the 100-year through the
principal 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 790.02 1.98
SAND FILTER 2 793 792.5 791.96 1.04
SAND FILTER 3 786 785.5 784.67 1.33
4

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
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 in
Appendix D for the results of drainage network analysis. Additionally, refer to the Rowan 85 Trade
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, Phase 2, and Phase 3 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 Rowan 85 Trade 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 peak
attenuation will be provided for the 1-, 2-, and 10-year storms. The stormwater control measures that
have been put in place will allow the removal of 85% TSS and reduce the post-development peak flow
for the 1-, 2-, and 10-year storms to within 10% of the pre-development flow conditions.
8

APPENDIX A: SITE MAPS

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0 ' TITLE: PROJECT: 1 (CLIENT: JOB NUMBER: 013335005
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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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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
17.5 Water Surface Elevation
®--- Coastal Transect
——------Coastal Transect Baseline
—--—Profile Baseline
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
4.0LS MILES •Interstate Route 0 US Route 0 State Route
en eNng priv teykndz. moo__0 1000 2000 3000 4000 5000 6900 7000 8000 9000 10000 Cv^o^^ao�s.°c^mon
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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

i 1/-..* PRE-DEVELOPMENT DRAINAGE `6"''+..
- �.
AR
!'- ,>•. F fGY CURVE NUMB)ER:8576 / - L •r
!J '�
1
,,
t
r - PRE-DEVELOPMENT LEGEND
/ t • ` ^ �1 „ .„ PROPERTY LINE - -
tip` ooFTOFSMEETFLow@369,a ` '.wt > ��•' e: f., � DRAINAGE AREA BOUNDARY — — —
/:I. - . • . . e3., TIME OF CONCENTRATION
6 . 503 FT OF CHANNEL FLOW @ 0 99% -• ` - h Y'�'"1 ;. FLOW PATH TV
.J,.. / � /N/ PRE-DEVELOPMENT DRAINAGE AREA 1-ONSITE---'� 44
' • • / POA-, AREA(AC):4.58 -. ..x. ,,M�.-- �, .:� �. I PROPOSED LIMITS OF
•� - T 201 FT OF SHALLOW G I CUR TO(MINI:20.E :7789 '6 -- . DISTURBANCE LOD
CONCENTRATED FLOW @ -' C/ _ - -y - '1
: a 1 } _ e. -- .? f � F��lI( �v` I i�;l�A��� '�' ( ! POINT OF ANALYSIS —*— —
100FTOFSHEET II---.- .1',)1(I 7W/ I(I /-` - EXISTING MAJOR CONTOUR
1 / �.. FLOW@3.09% -� 3�I�'�I I I/, / i�,-/, EXISTING MINOR CONTOUR ---- TM° ----
571 FT OF SHALLOW —\ _- ,1'1-��/�1//Il//�=�j j////
.t r /\ DRAINAGE PRE DEVELOPMENT ITF ..r... -- i�//�I//// I J
i r��``• 1y P f .\ P. ' l AREA AACA 67.14ONS . ..... r✓. r .! Y� '
4 ^ - `, f ' .,: CURVE NUMBER:75.78 :\�. L.
�� % I ' TC(MIN).3641 — -
e
i
,
.sf ,,. i.
'a
uj y�,� :� 2214 FTOFSHALLOW �� �'
Q ,_ � �.1,. CONCENTRATED FLOW @ 1.74% .r
5 A..4.,.:/4::/li -,:': , L ____. --/
,
% '
'' \ PRE-DEVELOPMENT DRAINAGE
AAREA(A):36.8 B
w AREA(AC):36.88
CURVE NUMBER:70.77 T'
f ( TC(MIN):1900 '%
a
m i �-, , PRE-DEVELOPMENT ,✓
�VDRAINAGEAREA3 ONSITE _ '
a - '('- .,. 1521 FT OF SHALLOW
- ai RVEAUMB R:73 L 24Y
w -�' + CURVE NUMBER:74.64 f. .. .-. ` W @ 2.
( ) i - FLOW @2.81% 9• FLOW J CONCENTRATED
L S :x TC MIN:20.]5 ..,_ , 4
.. .L„\ ......,.. 7
FT OF SHALLOW 1111�
1120 ,00 FT OF SHEET
3 • _ f CONCENTRATED FLOW @ 1 79% Il FLOW @ 2.82% I
I _ lye„,f PRE-DEVELOPMENT
- „
OFFSITEB o c ` DRAINAGERVE AREA3 Y
_; /' '� ' ` IL_ .. ,` ,.N (NUMBER 825 ,.
CU 56
TC MIN 5732
a _ r 11 oo FT OF SHEET FLOW @3.01 1 4 S
701 FT OF CHANNEL OF SHALLOW ` ��
3 FLOW @ 1 80%. ` 369 FT CONCENTRATED FLOW @ 4.31'/, ....../ ` 2300 FT OF SHALLOW
u ..' l CONCENTRATED FLOW @ 1.31%
M �, ram .
,` ems..
w ,,, ?;.
a A
' ' PRE-DEVELOPMENT DRAINAGE
a - AREA OFFSITEA 10 FFTOF SHEET /
1981 FT OF SHALLOW FLOW @ 1.00%
N \ AREA(AC):83.2
CONCENTRATED FLOW @ 2.98% CURVE NUMBER:]54] )
n
O \' - - TC(MIN).43.17
J • xi 1
i-I '
T
a
ti-
5 .p •N 100 FT OF SHEET
FLOW@100%
o
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tt
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r -
Z
N GRAPHIC SCALE IN FEET /\
0 150 300 600
I 11 NORTH
°
N
SALISBURY LOGISTICS CENTER PRE-DEVELOPMENT DRAINAGE AREA MAP
Ki m I e >> Horn CHARLOTTE,30RTH CAROLINA 28202 Q2023-
iii
yPHONE
DATE: 05-24-2024
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.

I... , 1 4 s _, ,• POST-DEVELOPMENT 1 • w d - d•"
,' 7 . /DRAINAGE AREA2-OFFSITEB /J 'A A I C C i A I
- i., f,' 4 1" CURVE NUMBER: 5.76 =1 - - _�1 -•' '_ M'
• :�.. _ /',. TC(MIN):11.99 J. POST-DEVELOPMENT - 4.• �� * `�`
' • - �_- .. DRAINAGE AREA, ONSITE _ •, , - MENT LEGEND
PRE DEVELOP
"` '100 FT OF SHEET FLOW @309% AREA(AC:14 I , 1
J=`.'` ,f• ' �' ,, T.-it '' �' -,-, • 503 FT OF CHANNEL FLOW CURTC(MIN).VE NUMBER:6.2fi _ ,, V.f,; PROPERTY LINE
201 FT OF SHALLOW ' ' h 1 DRAINAGE AREA BOUNDARY —
GONCENTRATEDFLOW@4.88% \/ ;(�1 ,. '
TIME OF CONCENTRATION
// /V POA 1 1 - .- �A.. f r 'E y FLOW PATH c Tv
POST-DEVELOPMENT �_ \ x rr PROPOSED LIMITS OF
DRAINAGE AREA 2-ONSITEC x ,'y * LOD
AREA(AC):4.39 � . L _-' � ! A i,'s p DISTURBANCE
P
CURVE NUMBER'.78.03 / .Ina_p .. _ _ �` ' \V )( / ) I l I i \\
TC(MIN)17 sz .p.. r. • :V�A 1 �1 �� ��J l I A
/ POST-DEVELOPMENT c j I 1\1\�— I , "J ,,\\\` \ l I * 4 POINT OF ANALYSIS *
'''' POA-2 \ DRAINAGE AREA 2-ONSITE A(SCM-1) I / 1 \/�—,�\1 1 / , N.7 ` '- y „„,
` �! AREA(Aq:zD.n �� .1 < /�/11—� VAAA�1{I /1/ 1(1 / �"'
�` CURVE NUMBER:94.7fi • �� '1I A I1 l / l�1// EXISTING MAJOR CONTOUR
',IAMBI TC MIN 5.00 ` / / J
1 v w A I�/c //2/i/ EXISTING MINOR CONTOUR
.� �,, F - POST-DEVELOPMENT \ - %`�\\'� /I� J ��� / -
;I. 10 LOW OF24fihNN� .� DRAINAGEAREA2 ONSITEB \- \ - \111 `�/ //// ��,/ / . - . -
]6 FT OF CHANNEL -FLOW @ 2.46'/ / CUR RENUMBER z78.10 >•�. /-\ \\ /////'// // /
a33 Fr of SHALLOW I .-_- - , _ _---'All IIIIIII ��\ /� �� ) \
° lei
\ j 7 - _ TC MIN'1330 19' -- �1i ,( _\ POST DEVELOPMENT I
CONCENTRATED FLOW @704/ �, — - -_ !� DRAINAGE AREA ONSITED
``. AREA(AC):0]8 I
J \\ I CURVE NUMBER 77.62
`].,' ! - p 100 FT OF SHEET — --- - TC(MIN).5.00
. a, FLOW@aze% !�® �. a.'mrrS ..a�ec' 1)
1251 FT OF SHALLOW _ r�1
v \' -' •. I POST-DEVELOPMENT H.
CONCENTRATED FLOW@126% L Ol {{ DRAINAGE AREA 3-OFFSITE C SCM-3
; , t i
••••TE *(EE'` � 1 ( )
'H " . POST-DEVELOPMENT '�Ji:fir e6 1111
` (ASSUMED TO BE IMPERVIOUS FOR POSSIBLE
f.
/ ri DRAINAGE AREA 2-ONSITE E(SCM-2) '-\ �■ i i FUTURE DEVELOPMENT) '
n �i AREA(AC):18.79 - AREA(AC):7 88 er! :7 /4.',VI
,11
- ,�y -`+7 CURVE NUMBER:95.81 �T r -r- ( ` CURVE NUMBER:98 t , ' , i,s
p 4i =Vi�
I:=I TC(MIN)5.00 'I' TC(MIN).5 K .4P ,f'
E� _ _ Mr ■■ I
*'.,- .. POST DEVELOPMENT
-
c
v y.... GEAR AREA AEO SM2 T V ..
£ .. r '4 - OFFSITE �'
EA
'
a + T r y `'M1� -' -- - � _ DRAINAGE AREA2-OF w
a L_
a = _ rt' - . I■■ DRAINAGE C 349EA L l n
DRA (SOI�F3 CURVE NUMBER:70.8
.f.. ;J. -!a.-»`. Y T.h�. 'V I �.. . CURVE NUMBER.92.89 ■ • �� 2 TC(MIN):2
11Rl1R F'
S
��?�� TC(MIN):5.00 1:
d7 I 4��Ti \i —\���\ 1� 1521 FTALL I '
i / : •-7 ® ` l—�.,,-- �/\/ \�� "'L=ti' ''.. CONCENTRATED FLOW @ 2.26/0
I
a Q.
L
_ `k
1 ` 1120 FT OF SHALLOW '
3Q ( / CONCENTRATED FLOW @ 1 79% ',_
BM / �'F 7 POST-DEVELOPMENT
1 u S/j "DRAINAGE AREA 3-OFFSITE R I
^ t AREA(AC)42 35
" III° \ • CURVE NUMBER:82.56 \k,,
1} ! +, ( TC(MIN):57.32 too FT OF SHFFT
f.
o J \
N
1 __ /- - \
'' V. 2300 FT OF.IALLON.r
Y. 701 FT OF CHANNEL I /-CONCENTRATED FI O7 @ 1.31%
fN
o FLOW @ 1 80% I� ',
r
=Mj i5 POST DEVELOPMENT T
��1Y _ \ - DRAINAGE AREA 3 ONSITE B �
ram-4-rice-•male: k \ AREA(AC)5.84 \ ,
A, CURVE NUMBER:78.29 .. POST-DEVELOPMENT
A ft -A A A _t TC(MIN)14.96 ' • - DRAINAGE AREA3-OFFSITEA I
A ) _ , i 100 FT OF SHEET AREA(AC):83.2
_ ,„ FLOW@810% It„,„ CURVE NUMBER:75.47
/ `/. I'� 2TE35 FT OF SHALLOW
`I / / ' „p: CONCENTRATED FLOW @753/0 TC(MIN)'.43.17 l\
_�,� 10 FTOFSHEET
'.� 1981 FT OF SHALLOW,-�. ILO,+,i%1.oU%
N 11 =, - - _ CONCENTRATED FLOW@298Nr,.m `
L` Lr • " /
"1' - ., *' / 100 FT OF SHEET H
T, FLOW @ 1.00%
L, f
a
0
1 f'.
A ,r- -. - a: -
N GRAPHIC SCALE IN FEET IN
0 150 300 600
I 11 NORTH
s°
N
SALISBURY LOGISTICS CENTER POST-DEVELOPMENT DRAINAGE AREA MAP
S.
Ki m l e >> Hon !PHON CHARLOTTE,200 30RTH CAROLINA 28202 Q2023-
y
DATE: 05-24-2024
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 Lopisbcs center
KHA Project N:
3 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
Pre-Development
Drainage Area:DA-I-ONSITE
r w lNnnrt,.l sceeaNn N emata a 1 TNMyeamHr rainfall, p d rl neS't Arl Wetted
eererim e ur,tx Ixvqrinnrqux .•„tIWeual"itvv '1,n'e.Tt
SHALLOW CONCENTRATED nsxaumvmxctxmn.to riow sn.00 0.0342 a Pre-Development Time of Concentration,DA-1-ONSITE 20.96
Pre-Development
Drainage Area:DA-2-ONSITE
I I rlceuem,t I sope,alNn1 I N eaaeudae.n s Two-v pzc-o„erall.I a pave, I'"'::::An;'";e'''.
na,nlcla'at I wavat'unas,ew Ixv rgh.q.e, vereaeevau,o.v I rra Iminla,n
CHANNEL narra oaow 4274400 0.0245 0.05 a PreDevelopment Time of Concentration,DA-2-ONSITE 35.41
Pm-Development
Drainage Area:DA-2-OFFSITE A
flow Length,I. two- pnstall, o Area. Wetted ee Perimeter, Hydraulic aolipiaes, Average Velocity, Travel
nnnl slope,sNM Coefficient, nn Unpaved Plow, h Ms nni
SHEET tro-¢r NOW 100.00 0.0200 0.15 3.30 9.95
nsxnuaw mxttmmswanax 503.00 o0 3.60 0.93
CHANNEL RCINanat SLOW .ao9s o.03 U
SHALLOW CONCEN19AlE0 13.so 13.50 1.00 5.93
zo804.00 Pre-Development Time of Concentration,Da-2-OFFSITE A 11.e9
Pre-Development
Drainage Area:DA-2-OFFSITE B
Flaw LAW,I.
oe.alNn emaema a 1 TWOtee,.W l4Ar rainfal, p , rlan eKl Area at reePemrim e rer, ar qrinnlrga wrat1Nev,ePty,v
rr'ann'e,n
SHALLOW CONCENTRATED nsxaumvmxctxm ROW
s 1672.00 o.ozz, a Pre-Development Time of Concentration,DA-2-OFFSITE B 19.00
Pm-Development
Drainage Area:DA-3-ONSITE
flowLength,I. toughness Two- rainfall, Crossof Wetted Perimeter. Hydraulic s. Average .v r t
tEl slope,sln/m coemaem,a rPellnn Unpaved Flow.aln'Il ap 151 ev aoilto/ eraeevseiatity Travel e.
CHANNEL to c..aaerrww 29 o.01xa 0.os a Pm-Development Time of Concentration,DA-3-ONSITE to,
Pre-Development
Drainage Area:DA-3-OFFSITE
I I`wlmed,.t 19 ,a ln/nl I A 5aemaem a e Irwo- noel rear tI p d I° rla alwlee r I wex'151 .Pw Ixv,'151 aa.I .rein,:l'7nr,v I ra I4"nrn
11
SHALLOW CONCENTRATED 13 SHALLOW CONCENTRATED{LOW 1120.00 o.oin "2 6.86
11
SHALLOW CONCENTRATEDnsxauowmxctxmn.toriow ccToo 0.0075 a 1.00
pre-Development Time of Concentration,DA-3-OFFSITE coon,
Pm-Development
Drainage Area:DA-3-0FFSITE B
flowLength,I. two- rainfall, Crossor wetted r.pw Hydraulic s. Average .v r t
lln slope,sln/nt Coefficient, rP2 nni r. Unpaved FlowoA Ilt) dp(IN e< al�00 era103,1'oaty a1 d
EEr 0„,,,uaow 100.00 0.0100 0.40 3.30 27.90
H nsxnuawmdcmmsteotww 20.76
SHALLOW CONCENTRATED nsxaumvmxetxmnworuw 11x0.00 o.o1T9 a 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#: 13335005
Designed by: EM Date: 10/19/2023
Revised by: SMC Date: 5/27/2024
Checked by: Date:
Minimum Time of Concentration 5.0 minutes
2YR-24HR Rainfall,P2 3.30
Post-Developmet
Drainage Area:DA-1-ONSITE
Flow Length,L Manning's Roughness Two-year,24-hr rainfall, paved or Cross Sectional Area of Wetted Perimeter,pw Hydraulic radius, Average Velocity,V Travel Time,Tt
(ft) Slope,s ift/ft) Coefficient,n P2(in) Unpaved Flow,A(ft') (ft) r(ft) (ft/sr (min)
TL MINIMUM if I 155.00 1 0.0000 I I I 5.00
Post-Developmet Time of Concentration,DA-1-ONSITE s.00
Drainage Area:DA-2-ONSITE A(SCM-1)
Flow Length,L Manning's Roughness Two-year,24-hr rainfall, Paved or Cross Sectional Area of Wetted Perimeter,pw Hydraulic radius, Average Velocity,V Travel Time,Tt
(ft) Slope,s MAN Coefficient,n P2(in) Unpaved Flow,A ift')) Ift) rift) Misr. (min)
n MINIMUM rC 1400.00 0.0000 5.00
Time of Concentration,DA-2-ONSITE A(SCM-1) 5.00
Post-Developmet I
Drainage Area:DA-2-ONSITE B
Flow Length,L Manning's Roughness Two-year,24-hr rainfall, Paved or cross sectionalof Wetted Perimeter,pw Hydraulic radius, Average Velocity,V Travel Time,Tt
(ft) Slope,s(ft/ft) Coefficient,n P2(in) Unpaved Flow,A ltt'')) (ft) r(ft) (ft/s)" (min)
SHALLOW CONCENTRATED n,,wvuW CONCENnIATED FLOW 1409.00 00126 U 1.81 12.97
CHANNEL TS CHANNEL FLOW 234.00 0.0246 0.05 U 46.00 12.39 3.71 11.68 0.33
Post-Developmet Time of Concentration,DA-2-ONSITE B 13.30
Post-Developmet
Drainage Area:DA-2-ONSITE C
Flow Length,L Manning's Roughness Two-year,24-hr rainfall, Paved or Cross semonai Area
of Wetted Perimeter,pw Hydraulic radius, Average Velocity,V Travel Time,It
ON Slope,s(ft/ft) Coefficient,n P2(in) Unpaved Flow,A ift') Ift) rift) (ft/s)" (min)
SHEET n,HEETFLow 100.00 0.0926 0.40 3.30 15.63
SHALLOW CONCENTRATED Tx SHALLOW CONCENTRATED FLOW 483.00 0.0704 U 4.28 1.88
•
CHANNEL 13 CHANNEL FLOW 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 17.62
Post-Developmet
Drainage Area:DA-2-ONSITE D
Flow Length,L Manning's Roughness Two-year,24-hr rainfall, Cross Paved or Cro I of Wetted Perimeter,pw Hydraulic radius, Average Velocity,V Travel Time,Tt
ift) Slope,s(ft/ft) Coefficient,n P2(in) Unpaved Flow,A ltt')) (ft) r(ft) (tt/s)'a (min)
rc MINIMUM if 324.00 0.0000 5.00
Post-Developmet Time of Concentration,DA-2-ONSITE D 5.00
Post-Developmet
Drainage Area:DA-2-ONSITE E(SCM-2)
Flow Length,L Manning's Roughness Two-year,24-hr rainfall, Paved or Cross I nal Area 01 Wetted Perimeter,pw Hydraulic radius, Average Velocity,V Travel Time,Tt
(ft) Slope,s(ft/tt) Coettident,n P2(in) Unpaved Flow,A(ft') Ift) rift) ltt/s)" (min)
TL MINIMUM TC 1715.00 0.0000 5.00
Post-Developmet Time of Concentration,DA-2-ONSITE E(SCM-2) 5.00

Kimley>>Horn
Pre vs.Post Runoff Analysis
Time of Concentration
Project Information
Project Name: Salisbury Logistics Center
KHA Project#: 13335005
Designed by: EM Date: 10/19/2023
Revised by: SMC Date: 5/27/2024
Checked by: Date:
Minimum Time of Concentration 5.0 minutes
2YR-24HR Rainfall,P2 3.30
Post-Developmet
Drainage Area:DA-2-OFFSITE A
Flow Length,L Manning's Roughness Two-year,24-hr rainfall, Paved or Cross Sectional urea of Wetted Perimeter,pw Hydraulic radius, Average Velocity,V Travel Time,Tt
ini Slope,s(ft/ft) Coefficient,n P2(in) Unpaved FIow,A(ft') (ft) r(ft) Pt/sl" (min)
SHEET TISNEETrLOW 10000 00282 0.40 3.30 18.43
SHALLOW CONCENTRATED r4vvw ew CONCENTRATED FLOW 1521.00 0.0224 U 2.41 ip r50
Post-Developmet Time of Concentration,DA-2-OFFSITE A 28.93
Post-Developmet
Drainage Area:DA-2-OFFSITE B
Flow Length,L Manning's Roughness Two-year,24-hr rainfall, Paved or Crossof Wetted Perimeter,pw Hydraulic radius, Average Velocity,V Travel Tine,Tt
(ft) Slope,slit/ftl Coefficient,n P2(in) Unpaved Flow,A lftzlrea (ft) r/ftl (ft/sl** (min)
SHEET ncvErr FLOW 10000 0.0200 0.15 3.30 9.65
CHANNEL Tx CHANNEL FLOW 503.00 0.0099 0.03 P 13.50 13.50 1.00 5.93 141
SHALLOW CONCENTRATED 7351.10W CONCEmaATED FLOW 201.00 0.0498 U 3.60 0.93
Post-Developmet Time of Concentration,DA-2-OFFSITE B 1199
Post-Developmet
Drainage Area:DA-3-ONSITE A(SCM-3)
Flow Length,L Manning's Roughness Two-year,24-hr rainfall, Paved or Crossof Wetted Perimeter,pw Hydraulic radius, Average Velocity,V Travel Time,Ti
(ft) Slope,s(ft/ft) Coefficient,n P2)in) Unpaved Flow,A lftzlrea (ft) r(ft) (ft/a)" (min)
TS MINIMUM rC 2243.00 00000 5.00
Post-Developmet Time of Concentration,DA-3-ONSITE A(SCM-3) 3.00
Post-Developmet
Drainage Area:DA-3-ONSITE B
Flow Length,L Manning's Roughness Two-year,24-hr rainfall, Paved Sr CM.5e.ional Area of Wetted Perimeter,pw Hydraulic radius, Average Velocity,V Travel Time,Tt
(ft) Slope,s(ft/ft) Coefficient,n Pa(in) Unpaved Flow,A(ft'l (ft) r(nl In/sl" (min)
SHEET TL SHEET FLOW 100.00 0.0810 0.40 3.30 12.08
SHALLOW CONCENTRATED n SHALLOW CONCENTRATED FLOW 235.00 0.0753 U 4.43 0.88
CHANNEL Ta CHANNEL FLOW 499.00 0.0180 0.07 U 11.00 6.20 1.77 4.19 1.99
Post-Developmet Time of Concentration,DA-3-ONSITE B 14.96

Kimley>>Horn
Pre vs.Post Runoff Analysis
Time of Concentration
Project Information
Project Name: Salisbury Logistics Center
KHA Project#: 13335005
Designed by: EM Date: 10/19/2023
Revised by: SMC Date: 5/27/2024
Checked by: Date:
Minimum Time of Concentration 5.0 minutes
2YR-24HR Rainfall,P2 3.30
Post-Developmet
Drainage Area:DA-3-OFFSITE A
Flow Length,L Manning's Roughness Two-year,24-hr rainfall, Paved or Cross i rea Ot Wetted Perimeter,pw Hydraulic radius, Average Velocity,V Travel Time,TO
tel Slope,s(ft/ft) Coefficient,n P2(in) Unpaved Flow,A(ft) (ft) rlftl (ft/sl** (min)
SHEET Ts SHEET FLOW 100.00 0.0010 0.13 3.30 28.52
SHALLOW CONCENTRATED TX 0NAuowcONCENTRATED FLOW 1981.00 0.0298 U 2.78 11.86
CHANNEL Ta CHANNEL FLOW 701.00 0.0180 0.07 U 11.00 6.20 1.77 4.19 279
Post-Developmet Time of Concentration,DA-3-OFFSITE A 43.17
Post-Developmet
Drainage Area:DA-3-OFFSITE B
Flow Length,L Manning's Roughness Two-year,24-1r rainfall, Paved or Crossof Wetted Perimeter,pw Hydraulic radius, Average Velocity,V Travel Time,Tt
(ft) Slope,s(ft/ft) Coefficient,n P2(in) Unpaved Flow,A lftLlrea (ft) rlftl (ft/sl** (min)
SHEET Ta SHEET FLOW 100.00 0.0100 0.40 3.30 27.90
SHALLOW CONCENTRATED nvwuowCONCENTRATED FLOW 2300.00 0.0131 U 1.85 20.76
SHALLOW CONCENTRATED 75 SHALLOW CONCENTRATED FLOW 1120.00 0.0176 U 2.16 8.65
Post-Developmet Time of Concentration,DA-3-OFFSITE B 57.32
Post-Developmet
Drainage Area:DA-3-OFFSITE C(SCM-3)
Flow Length,L Manning's Roughness Two-year,24-hr rainfall, Paved or Crossof Wetted Perimeter,pw Hydraulic radius, Average Velocity,V Travel Time,TO
(ft) Slope,s(ft/ft) Coefficient,n P2(in) Unpaved Flow,A lftLlrea (ft) rlftl (ft/sl** a(min)
SHEET TL SHEET FLOW 100.00 0.0293 0.40 3.30 18.15
SHALLOW CONCENTRATED TS SHALLOW CONCENTRATED FLOW 370.00 0.0211 U 2.34 2.63
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#: 13335005
Designed by: EM Date: 10/19/2023
Revised by: SMC Date: 5/27/2024
Revised by: Date:
Checked by: Date:
Pre-Development
Drainage Area: DA-1 - ONSITE
HYDROLOGIC CONDITION OR HYDROLOGIC SOIL RATIONAL C-VALUE SCS CURVE NUMBER AREA,A
COVER DESCRIPTION COVER TYPE GROUP (CRAT) (CN) (ac.)
OPEN_SPACE Good condition(grass cover>75%) 0.48 74.00 1.76
OPEN_SPACE Good condition(grass cover>75%) 0.60 80.00 1.56
WOODS WOODS,Fair condition(grass cover 50 to 75%) 0.58 79.00 0.99
RESIDENTIAL 1/4 acre(38%imp.) 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 (CRAT) (CN) (ac.)
OPEN_SPACE Good condition(grass cover>75%) 0.48 74.00 39.38
WOODS WOODS,Fair condition(grass cover 50 to 75%) 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 50 to 75%) 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 (CRAT) (CN) (ac.)
OPEN_SPACE Good condition(grasscover>75%) C 0.48 74.00 2.19
WOODS WOODS,Fair condition(grass cover 50 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- OFFSITEA 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 (CRAT) (CN) (ac.)
OPEN_SPACE Good condition(grass cover>75%) 0.48 74.00 0.67
WOODS WOODS,Fair condition(grass cover 50 to 75%) 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 1.38
WOODS WOODS,Fair condition(grass cover 50 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 50 to 75%) B 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 0.45 36.88
COMPOSITE SCS CURVE NUMBER-DA-2- OFFSITE B 70.77

Kimley>>> Horn
Pre vs. Post Runoff Analysis
Composite CN and Crat
Project Name: Salisbury Logistics Center
KHA Project#: 13335005
Designed by: EM Date: 10/19/2023
Revised by: SMC Date: 5/27/2024
Revised by: Date:
Checked by: Date:
Pre-Development
Drainage Area: DA-3- ONSITE
HYDROLOGIC CONDITION OR HYDROLOGIC SOIL RATIONAL C-VALUE SCS CURVE NUMBER AREA,A
COVER DESCRIPTION COVER TYPE GROUP (CRpT) (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
Paved parking lots,roots,driveways,etc.(excluding
IMPERVIOUS right of wavl 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 (CRpT) (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- OFFSITEA 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 C-VALUE SCS CURVE NUMBER AREA,A
COVER DESCRIPTION COVER TYPE GROUP (GRAY) (CN) (ac.)
RESIDENTIAL 1/4 acre(38%imp.) 1. 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 50 to 75%) 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 I 42.35
COMPOSITE SCS CURVE NUMBER-DA-3- OFFSITE B 82.56

Kimley>>> Horn
Pre vs. Post Runoff Analysis
Composite CN and Crat
Project Name: Salisbury Logistics Center
KHA Project#: 13335005
Designed by: EM Date: 10/19/2023
Revised by: SMC Date: 5/27/2024
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 (CRAT) (CN) (ac.)
OPEN_SPACE Good condition(grass cover>75%) 0.48 74.00 1.35
Paved parking lots,roofs,driveways,etc.(excluding
IMPERVIOUS right of way) 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 (CRAT) (CN) (ac.)
OPEN_SPACE Good condition(grass cover>75%) 0.48 74.00 1.27
OPEN_SPACE Good condition(grass cover>75%) 0.60 80.00 2.05
Paved parking lots,roofs,driveways,etc.(excluding
IMPERVIOUS right of way) 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 C-VALUE SCS CURVE NUMBER AREA,A
COVER DESCRIPTION COVER TYPE GROUP (CRAT) (CN) (ac.)
OPEN_SPACE Good condition(grass cover>75%) 0.48 74.00 1.67
WOODS WOODS,Fair condition(grass cover 50 to 75%) C 0.46 73.00 0.00
OPEN_SPACE Good condition(grass cover>75%) D 0.60 80.00 1.46
WOODS WOODS,Fair condition(grass cover 50 to 75%) 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 0.56 4.26
COMPOSITE SCS CURVE NUMBER-DA-2- ONSITE B 78.10
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 (CRAT) (CN) (ac.)
OPEN_SPACE Good condition(grass cover>75%) 0.48 74.00 0.68
WOODS WOODS,Fair condition(grass cover 50 to 75%) 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 of way) 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 (CRAT) (CN) (ac.)
OPEN_SPACE Good condition(grass cover>75%) 0.48 74.00 0.31
OPEN_SPACE Good condition(grasscover>75%) 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 C-VALUE SCS CURVE NUMBER AREA,A
COVER DESCRIPTION COVER TYPE GROUP (CRAT) (CN) (ac.)
OPEN_SPACE Good condition(grass cover>75%) 0.48 74.00 1.87
Paved parking lots,roofs,driveways,etc.(excluding
IMPERVIOUS right of way) 0.96 98.00 16.92
COMPOSITE C-VALUE- DA-2-ONSITE E(SCM-2) 0.91 18.79
COMPOSITE SCS CURVE NUMBER-DA-2- ONSITE E(SCM-2) 95.61

Kimley>>> Horn
Pre vs. Post Runoff Analysis
Composite CN and Crat
Project Name: Salisbury Logistics Center
KHA Project#: 13335005
Designed by: EM Date: 10/19/2023
Revised by: SMC Date: 5/27/2024
Revised by: Date:
Checked by: Date:
Post-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 (CRAT) (CN) (ac.)
OPEN_SPACE Good condition(grasscover>75%) 0.48 74.00 0.67
WOODS WOODS,Fair condition(grass cover 50 to 75%) C 0.46 73.00 6.06
OPEN_SPACE Good condition(grass cover>75%) D 0.60 80.00 1.38
WOODS WOODS,Fair condition(grass cover 50 to 75%) 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.) Q 0.50 75.00 5.59
RESIDENTIAL WOODS,Fair condition(grass cover 50 to 75%) 0.46 73.00 0.18
URBAN DISTRICTS Industrial(72%imp.) 0.82 91.00 0.00
COMPOSITE C-VALUE-DA-2- OFFSITE A 0.45 35.00
COMPOSITE SCS CURVE NUMBER-DA-2- OFFSITE A 70.80
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 (CRAT) (CN) (ac.)
OPEN_SPACE Good condition(grass cover>75%) 0.48 74.00 2.19
WOODS WOODS,Fair condition(grass cover 50 to 75%) 0.46 73.00 0.47
WOODS WOODS,Fair condition(grass cover 50 to 75%) 0.58 79.00 0.39
Paved parking lots,roofs,driveways,etc.(excluding
IMPERVIOUS right of way) 0.96 98.00 2.81
COMPOSITE C-VALUE-DA-2-OFFSITE B 0.72 5.86
COMPOSITE SCS CURVE NUMBER-DA-2- OFFSITE B 85.76
Post-Development
Drainage Area: DA-3- ONSITE A (SCM-3)
HYDROLOGIC CONDITION OR HYDROLOGIC SOIL RATIONAL C-VALUE SCS CURVE NUMBER AREA,A
COVER DESCRIPTION COVER TYPE GROUP (CRAT) (CN) (ac.)
OPEN_SPACE Good condition(grass cover>75%) 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 (CRAT) (CN) (ac.)
OPEN_SPACE Good condition(grass cover>75%) L 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 50 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>>> Horn
Pre vs. Post Runoff Analysis
Composite CN and Crat
Project Name: Salisbury Logistics Center
KHA Project#: 13335005
Designed by: EM Date: 10/19/2023
Revised by: SMC Date: 5/27/2024
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 (CRAT) (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 C-VALUE SCS CURVE NUMBER AREA,A
COVER DESCRIPTION COVER TYPE GROUP (CRAT) (CN) (ac.)
RESIDENTIAL 1/4 acre(38%imp.) 0.66 83.00 0.29
URBAN_DISTRICTS Industrial(72%imp.) L. 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 50 to 75%) 0.20 60.00 2.39
RESIDENTIAL 1/4 acre(38%imp.) i. 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
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 (CRAT) (CN) (ac.)
Paved parking lots,roofs,driveways,etc.(excluding
right of way) 0.96 98.00
COMPOSITE C-VALUE-DA-3- OFFSITE C(SCM-3) 0.96 1.88
COMPOSITE SCS CURVE NUMBER-DA-3- OFFSITE C(SCM-3) 98.00

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: 5/20/2024
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)= 20.77 Acres
Impervious Area(IA)= 17.45 Acres
Percent Impervious(I)= 84.0 %
SHWT Separation
Type of Sand Filter: Open Bottom
SHWT Elevation= 779.0 ft
Top of Sand Filter Media Elevation= 785.0 ft
Sand Chamber Media Depth= 18.0 in
SHWT Separation Required= 2.0 ft
SHWT Separation Provided= 4.5 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)= 0.81 in/in
WQV= 60,779 cf
WQVad 45,584 cf 75%of WQv per SCM Manual
Top of Sand Filter Media Elevation= 785.0 ft
Top of Ponding Elevation= 790.0 ft
Ponding Depth Provided= 5.0 ft OK
Total Volume Required= 45,584.2 cf
Minimum Required Sand Chamber Volume= 22,792.1 cf 50%of Water Quality Volume
Minimum Required Sediment Chamber Volume= 22,792.1 cf 50%of Water Quality Volume
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 10,630 0 0.24 0.00
786.0 12,300 11,465 0.28 0.26
Lowest Orifice 787.0 14,000 24,620 0.32 0.57
788.0 15,860 39,550 0.36 0.91
789.0 17,730 56,345 0.41 1.29
790.0 19,650 75,035 0.45 1.72
791.0 21,650 95,685 0.50 2.20
Top of Sand Chamber 792.0 23,700 118,360 0.54 2.72
Provided Surface Area of Sand Chamber= 10,630.0
Approximate Sand Chamber Volume Provided at First Orifice= 24,620.0 OK
Stormwater Stage-Area-Storage Table-Sandfilter 1
Stage Area Area Storage Volume
DRY-POND CHARACTARISTICS (ft) (ftz) Storage Volume(ft3) (ac) (ac.ft)
Bottom of Basin Elevation 785.0 10,990 0 0.25 0.00
786.0 12,500 11,745 0.29 0.27
Lowest Orifice 787.0 14,100 25,045 0.32 0.57
788.0 15,765 39,978 0.36 0.92
789.0 17,500 56,610 0.40 1.30
790.0 19,300 75,010 0.44 1.72
791.0 21,175 95,248 0.49 2.19
Top of Sediment Chamber 792.0 23,100 117,385 0.53 2.69
Provided Surface Area of Sediment Chamber= 10,990.0
Approximate Sediment Chamber Volume Provided at First Orifice= 25,045 OK
Required Sand Filter Volume= 45,584 cf
Total Provided Sand Filter Volume= 49,665 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: 5/20/2024
Checked by: Date:
Compute Sand Filter Drawdown Discharge
Surface Area of Sand Chamber(Af) = 10630 sf
Coefficient of Permeability(ft/day)= 4.0 ft/day
Filter Bed Depth (df)= 1.5 ft
Maximum Ponding Depth (hf)= 2.5 ft Half of Max Ponding Depth of Sand Filter
Sand Filter Media Drawdown = 1.31 cfs
Computer Diameter of Single Pipe
D=16(Q*n/S^0.5)^(3/8)
Diameter of single pipe (D)= 20.91 in
Roughness factor(n) = 0.011
Internal Slope (S)= 0.005 for a slope of 0.5%
Factor of safety= 10
Underdrain Design Flow(Q)= 13.12 cfs multiply by factor of safety 2- 10
Orifice Flow
Number of Pipes= 6
Size of Pipe= 6 in
Sand Filter Media Drawdown = 1.31 cfs Orifice flow design based off of
Factor of safety= 10.00
Required Design Flow Per Pipe(Qtotal) w/sf= 13.12
Required Design Flow Per Pipe(Qreq) per pipe= 2.19 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= 4 in
Number of Pipes= 6 Used to calculate orifice flow above
Total Length of Pipes= 300 LF Total Length of Perf Pipe
Rows of Perforations= 4
Perforations per Row= 1,200 assume 3"o.c.
Number of 3/8" Perforations= 4,800
50%of Perforations= 2,400
Capacity of each 3/8" Perforation = 0.009
Total Underdrain Capacity= 22.15 cfs OK

Kimley>>>Horn
SAND FILTER CALCULATIONS
SAND FILTER 2
Project Name: Track West-Rowan
KHA Project#: 013335005
Designed by: EM Date: 9/15/2023
Revised by: SMC Date: 5/20/2024
Checked by: Date:
Design Resource: NCDEQ-Stormwater BMP Manual(2017)
Site Information
Sub Area Identification: DA-2 ONSITE E
Drainage Area(DA)= 18.79 Acres
Impervious Area(IA)= 16.92 Acres
Percent Impervious(I)= 90.0 %
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 Rp= 1 inch
Percent Sizing= 100%
Design Storm Depth Rp= 1 inch
Determine Rv Value= 0.05+.9(I)= 0.86 in/in
WQV= 58,688 cf
WQVadj= 44,016 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= 44,016.0 cf
Minimum Required Sand Chamber Volume= 22,008.0 cf 50%of Water Quality Volume
Minimum Required Sediment Chamber Volume= 22,008.0 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 5,370 0 0.12 0.00
787.0 6,360 5,865 0.15 0.13
788.0 7,420 12,767 0.17 0.29
789.0 8,560 20,757 0.20 0.48
Lowest Orifice 789.5 9,150 25,184 0.21 0.58
790.0 9,760 29,912 0.22 0.69
791.0 11,020 40,149 0.25 0.92
792.0 12,350 51,834 0.28 1.19
Top of Sand Chamber 793.0 13,736 64,877 0.32 1.49
Provided Surface Area of Sand Chamber= 5,370.0
Approximate Sand Chamber Volume Provided at First Orifice= 25,184.2 OK
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 4,400 0 0.10 0.00
787.0 5,500 4,950 0.13 0.11
788.0 6,690 11,045 0.15 0.25
789.0 7,970 18,375 0.18 0.42
Lowest Orifice 789.5 8,650 22,530 0.20 0.52
790.0 9,350 27,030 0.21 0.62
791.0 10,840 37,125 0.25 0.85
792.0 12,440 48,765 0.29 1.12
Top of Sediment Chamber 793.0 14,170 62,070 0.33 1.42
Provided Surface Area of Sediment Chamber= 4,400.0
Approximate Sediment Chamber Volume Provided at First Orifice= 22,530 OK
Required Sand Filter Volume= 44,016 cf
Total Provided Sand Filter Volume= 47,714 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: 5/20/2024
Checked by: Date:
Compute Sand Filter Drawdown Discharge
Surface Area of Sand Chamber(Af) = 5370 sf
Coefficient of Permeability(ft/day)= 4.0 ft/day
Filter Bed Depth (df)= 1.5 ft
Maximum Ponding Depth (hf)= 3.0 ft Half of Max Ponding Depth of Sand Filter
Sand Filter Media Drawdown = 0.75 cfs
Computer Diameter of Single Pipe
D=16(Q*n/S^0.5)^(3/8)
Diameter of single pipe (D)= 16.92 in
Roughness factor(n) = 0.011
Internal Slope (S)= 0.005 for a slope of 0.5%
Factor of safety= 10
Underdrain Design Flow(Q)= 7.46 cfs multiply by factor of safety 2- 10
Number of Pipes= 4
Size of Pipe= 6 in
Sand Filter Media Drawdown = 0.75 cfs Orifice flow design based off of
Factor of safety= 10.00
Required Design Flow Per Pipe (Qtotal) w/sf= 7.46
Required Design Flow Per Pipe(Qreq) per pipe= 1.86 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= 4 Used to calculate orifice flow above
Total Length of Pipes= 120 LF Total Length of Perf Pipe
Rows of Perforations= 4
Perforations per Row= 480 assume 3"o.c.
Number of 3/8" Perforations= 1,920
50%of Perforations= 960
Capacity of each 3/8" Perforation = 0.009
Total Underdrain Capacity= 8.86 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: 5/20/2024
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)= 30.88 Acres
Percent Impervious(I)= 83.9
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 Rp= 1 inch
Determine Rv Value= 0.05+.9(I)= 0.81 in/in
WQV= 107,564 cf
WQVad 80,673 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= 20,168
Total Volume Required= 80,673.1 cf
Minimum Required Sand Chamber Volume= 40,336.6 cf 50%of Water Quality Volume
Minimum Required Sediment Chamber Volume= 40,336.6 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 27,895 0 0.64 0.00
783.0 30,131 29,013 0.69 0.67
Lowest Orifice 784.0 32,400 60,279 0.74 1.38
785.0 34,800 93,879 0.80 2.16
Top of Sand Chamber 786.0 37,230 129,894 0.85 2.98
Provided Surface Area of Sand Chamber= 27,895.0
Approximate Sand Chamber Volume Provided at First Orifice= 60,278.5 OK
Stormwater Stage-Area-Storage Table-Sandfilter 3
Stage Area Area Storage Volume
DRY-POND CHARACTARISTICS (ft) (ft2) Storage Volume(ft3) (ac) (ac.ft)
Bottom of Basin Elevation 782.0 87,960 0 2.02 0.00
783.0 92,250 90,105 2.12 2.07
Lowest Orifice 784.0 96,600 184,530 2.22 4.24
785.0 101,000 283,330 2.32 6.50
Top of Sediment Chamber 786.0 105,494 386,577 2.42 8.87
Provided Surface Area of Sediment Chamber= 87,960.0
Approximate Sediment Chamber Volume Provided at First Orifice= 184,530 OK
Required Sand Filter Volume= 80,673 cf
Total Provided Sand Filter Volume= 244,809 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: 5/20/2024
Checked by: Date:
Compute Sand Filter Drawdown Discharge
Surface Area of Sand Chamber(Af) = 27895 sf
Coefficient of Permeability(ft/day)= 4.0 ft/day
Filter Bed Depth (df)= 1.5 ft
Maximum Ponding Depth (hf)= 2.0 ft Half of Max Ponding Depth of Sand Filter
Sand Filter Media Drawdown = 3.01 cfs
Computer Diameter of Single Pipe
D=16(Q*n/S^0.5)^(3/8)
Diameter of single pipe (D)= 28.56 in
Roughness factor(n) = 0.011
Internal Slope (S)= 0.005 for a slope of 0.5%
Factor of safety= 10
Underdrain Design Flow(Q)= 30.13 cfs multiply by factor of safety 2- 10
Orifice Flow
Number of Pipes= 13
Size of Pipe= 6 in
Sand Filter Media Drawdown = 3.01 cfs Orifice flow design based off of
Factor of safety= 10.00
Required Design Flow Per Pipe(Qtotal) w/sf= 30.13
Required Design Flow Per Pipe(Qreq) per pipe= 2.3 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= 13 Used to calculate orifice flow above
Total Length of Pipes= 650 LF Total Length of Perf Pipe
Rows of Perforations= 4
Perforations per Row= 2,600 assume 3"o.c.
Number of 3/8" Perforations= 10,400
50%of Perforations= 5,200
Capacity of each 3/8" Perforation = 0.009 4125
Total Underdrain Capacity= 47.99 cfs OK

APPENDIX D: WATER QUANTITY

1S \3S 5S 6S I
(10S)PRE-DEVA-2 PRE-D VIDA-2PR -DEV DA-27$ (8S)
PRE-D V 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 5/28/2024
HydroCAD®10.20-4b s/n 02344 ©2023 HydroCAD Software Solutions LLC

PRE-DEVELOPMENT
Prepared by Kimley-Horn &Associates Printed 5/28/2024
HydroCAD®10.20-4b 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

PRE-DEVELOPMENT
Prepared by Kimley-Horn &Associates Printed 5/28/2024
HydroCAD®10.20-4b 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)
36.880 71 (6S)
19.830 75 (7S)
42.350 83 (10S)
259.840 77 TOTAL AREA

PRE-DEVELOPMENT Type 1124-hr 1-Year Rainfall=2.73"
Prepared by Kimley-Horn &Associates Printed 5/28/2024
HydroCAD®10.20-4b s/n 02344 ©2023 HydroCAD Software Solutions LLC Page 4
Time span=0.00-120.00 hrs, dt=0.01 hrs, 12001 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 1S: PRE-DEV DA-1 ONSITE Runoff Area=4.580 ac 0.00% Impervious Runoff Depth=0.94"
Tc=21.0 min CN=78 Runoff=4.47 cfs 0.359 of
Subcatchment 3S: PRE-DEV DA-2 ONSITE Runoff Area=67.140 ac 0.00% Impervious Runoff Depth=0.84"
Tc=36.4 min CN=76 Runoff=39.16 cfs 4.687 of
Subcatchment 5S: PRE-DEV DA-2 OFFSITE A 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 6S: PRE-DEV DA-2 OFFSITE B Runoff Area=36.880 ac 0.00% Impervious Runoff Depth=0.61"
Tc=19.0 min CN=71 Runoff=22.15 cfs 1.875 of
Subcatchment 7S: PRE-DEV DA-3 ONSITE Runoff Area=19.830 ac 0.00% Impervious Runoff Depth=0.79"
Tc=20.7 min CN=75 Runoff=15.73 cfs 1.304 of
Subcatchment 8S: PRE-DEV DA-3 OFFSITE A Runoff Area=83.200 ac 0.00% Impervious Runoff Depth=0.84"
Tc=43.2 min CN=76 Runoff=42.93 cfs 5.808 of
Subcatchment 10S: PRE-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
Link 2L: POA 1 Inflow=4.47 cfs 0.359 af
Primary=4.47 cfs 0.359 af
Link 4L: POA 2 Inflow=56.46 cfs 7.263 af
Primary=56.46 cfs 7.263 af
Link 9L: POA 3 Inflow=74.97 cfs 11.461 af
Primary=74.97 cfs 11.461 af
Total Runoff Area= 259.840 ac Runoff Volume= 19.083 af Average Runoff Depth = 0.88"
100.00%Pervious=259.840 ac 0.00%Impervious= 0.000 ac

PRE-DEVELOPMENT Type 1124-hr 1-Year Rainfall=2.73"
Prepared by Kimley-Horn &Associates Printed 5/28/2024
HydroCAD® 10.20-4b s/n 02344 ©2023 HydroCAD Software Solutions LLC Page 5
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 5/28/2024
HydroCAD® 10.20-4b s/n 02344 ©2023 HydroCAD Software Solutions LLC Page 6
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=
LL 201 Runoff Depth=Q.84"
18= TC=36.4 MI6
16=
14; h CN=76
12= ,
10;
8z
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 5/28/2024
HydroCAD® 10.20-4b s/n 02344 ©2023 HydroCAD Software Solutions LLC Page 7
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 5/28/2024
HydroCAD® 10.20-4b s/n 02344 ©2023 HydroCAD Software Solutions LLC Page 8
Summary for Subcatchment 6S: PRE-DEV DA-2 OFFSITE B
Runoff = 22.15 cfs @ 12.14 hrs, Volume= 1.875 af, Depth= 0.61"
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
* 36.880 71
36.880 100.00% 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
24;
23- I 22.15 cfs I —Runoff
22=_
21= ' , Typ f}} 2 4-fir
20= ,
18; 1-Year.--Rain all=2--73"
16 Runoff Area - 6,880 ac
15 r
w 14 Runoff-i o Itjrnol.875 a f
13-
=
12- RunoffDepth=0.S1
LT 11=
10= j Tc=19.0 min
9; r I I r r
/s
8= CAFICI=7 r�l
7=
6;
5=
4=
3;
2= I I I I
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 5/28/2024
HydroCAD® 10.20-4b s/n 02344 ©2023 HydroCAD Software Solutions LLC Page 9
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 5/28/2024
HydroCAD® 10.20-4b s/n 02344 ©2023 HydroCAD Software Solutions LLC Page 10
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 5/28/2024
HydroCAD® 10.20-4b s/n 02344 ©2023 HydroCAD Software Solutions LLC Page 11
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 5/28/2024
HydroCAD®10.20-4b s/n 02344 ©2023 HydroCAD Software Solutions LLC Page 12
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 5/28/2024
HydroCAD®10.20-4b s/n 02344 ©2023 HydroCAD Software Solutions LLC Page 13
Summary for Link 4L: POA 2
Inflow Area = 109.880 ac, 0.00% Impervious, Inflow Depth = 0.79" for 1-Year event
Inflow = 56.46 cfs @ 12.22 hrs, Volume= 7.263 af
Primary = 56.46 cfs @ 12.22 hrs, Volume= 7.263 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
60= 156.46 cfs I -Inflow
- -Primary
::i,
Inflow Area=109.880 ac
45
40
w 35-
C -
0 ::ij20-
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 5/28/2024
HydroCAD®10.20-4b s/n 02344 ©2023 HydroCAD Software Solutions LLC Page 14
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 1124-hr 2-Year Rainfall=3.30"
Prepared by Kimley-Horn &Associates Printed 5/28/2024
HydroCAD®10.20-4b s/n 02344 ©2023 HydroCAD Software Solutions LLC Page 15
Time span=0.00-120.00 hrs, dt=0.01 hrs, 12001 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 1S: PRE-DEV DA-1 ONSITE Runoff Area=4.580 ac 0.00% Impervious Runoff Depth=1.35"
Tc=21.0 min CN=78 Runoff=6.55 cfs 0.514 of
Subcatchment 3S: PRE-DEV DA-2 ONSITE Runoff Area=67.140 ac 0.00% Impervious Runoff Depth=1.22"
Tc=36.4 min CN=76 Runoff=59.72 cfs 6.838 of
Subcatchment 5S: PRE-DEV DA-2 OFFSITE A 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 6S: PRE-DEV DA-2 OFFSITE B Runoff Area=36.880 ac 0.00% Impervious Runoff Depth=0.94"
Tc=19.0 min CN=71 Runoff=36.69 cfs 2.885 of
Subcatchment 7S: PRE-DEV DA-3 ONSITE Runoff Area=19.830 ac 0.00% Impervious Runoff Depth=1.16"
Tc=20.7 min CN=75 Runoff=24.13 cfs 1.921 of
Subcatchment 8S: PRE-DEV DA-3 OFFSITE A Runoff Area=83.200 ac 0.00% Impervious Runoff Depth=1.22"
Tc=43.2 min CN=76 Runoff=65.53 cfs 8.473 af
Subcatchment 10S: PRE-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
Link 2L: POA 1 Inflow=6.55 cfs 0.514 af
Primary=6.55 cfs 0.514 af
Link 4L: POA 2 Inflow=88.27 cfs 10.662 af
Primary=88.27 cfs 10.662 af
Link 9L: POA 3 Inflow=110.80 cfs 16.364 af
Primary=110.80 cfs 16.364 af
Total Runoff Area= 259.840 ac Runoff Volume=27.540 af Average Runoff Depth = 1.27"
100.00%Pervious=259.840 ac 0.00%Impervious= 0.000 ac

PRE-DEVELOPMENT Type 1124-hr 2-Year Rainfall=3.30"
Prepared by Kimley-Horn &Associates Printed 5/28/2024
HydroCAD® 10.20-4b s/n 02344 ©2023 HydroCAD Software Solutions LLC Page 16
Summary for Subcatchment 1 S: PRE-DEV DA-1 ONSITE
Runoff = 6.55 cfs @ 12.15 hrs, Volume= 0.514 af, Depth= 1.35"
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 2-Year Rainfall=3.30"
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
6.55 cfs
—Runoff
6- Type II 24-hr
= 2-Year Rainfall=3.30`'
Runoff Area=4.580 ac
- Runoff Volume=0.514 af
- 4—
o
Runoff Depth=1.35"'
LL -
3— Tc=21.O midi
2- CN=78
17
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 2-Year Rainfall=3.30"
Prepared by Kimley-Horn &Associates Printed 5/28/2024
HydroCAD® 10.20-4b s/n 02344 ©2023 HydroCAD Software Solutions LLC Page 17
Summary for Subcatchment 3S: PRE-DEV DA-2 ONSITE
Runoff = 59.72 cfs @ 12.34 hrs, Volume= 6.838 af, Depth= 1.22"
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 2-Year Rainfall=3.30"
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
65
-
= 159.72 cfs i —Runoff
60-
55 Type II 24**��-1r
50- 2-Year Rainfall=3.3O"
- -45= Runoff area--6�.140 ac
Runoff Vofu,me
40— -0.$3$ of
35-
3 = Runoff Depth=1.22"
LL 30- T A
25- ,Tor=36.4--m-in
20- G-+'N=76
15iL10
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 2-Year Rainfall=3.30"
Prepared by Kimley-Horn &Associates Printed 5/28/2024
HydroCAD® 10.20-4b s/n 02344 ©2023 HydroCAD Software Solutions LLC Page 18
Summary for Subcatchment 5S: PRE-DEV DA-2 OFFSITE A
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= 0.00-120.00 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 5S: PRE-DEV DA-2 OFFSITE A
Hydrograph
18-
17- 116.11 cfs f -Runoff
16:15: Type II 24-hr
13_ 2-Year; Rainfall3.'0"
12- Ranaff Area=$.860 ac
11=
10= Runoff V--olume=0,939 af
9- Runoff Depth=1.92"
Li 8-
T--c=12.
6_ C =86
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 2-Year Rainfall=3.30"
Prepared by Kimley-Horn &Associates Printed 5/28/2024
HydroCAD® 10.20-4b s/n 02344 ©2023 HydroCAD Software Solutions LLC Page 19
Summary for Subcatchment 6S: PRE-DEV DA-2 OFFSITE B
Runoff = 36.69 cfs @ 12.14 hrs, Volume= 2.885 af, Depth= 0.94"
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 2-Year Rainfall=3.30"
Area (ac) CN Description
* 36.880 71
36.880 100.00% 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
40=
38- l 36.69 cfs i —Runoff
36=
34= Type II->2-4—Ir
3 -
30= , , 2-dear Rainfall 3,w7'' Q'n
28= Runoff Area=36.88O ac
26;
24= Runoff VoIume=2.885 of
o 22=
20- Runoff Depth=O.44''
18=
T6=19.0 min
14=
C N=7 1
10=
8-
6=
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 2-Year Rainfall=3.30"
Prepared by Kimley-Horn &Associates Printed 5/28/2024
HydroCAD® 10.20-4b s/n 02344 ©2023 HydroCAD Software Solutions LLC Page 20
Summary for Subcatchment 7S: PRE-DEV DA-3 ONSITE
Runoff = 24.13 cfs @ 12.15 hrs, Volume= 1.921 af, Depth= 1.16"
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 2-Year Rainfall=3.30"
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
26-
124.13 cfs I —Runoff
::i
Type 1124-hr
20= 2-Year, RainfaN=3.30"
18=
Runoff Area=19 883a ac
16 Runoff Vorume=1.921 of
14-
G = Runoff ,Depth=1.�16"
LL 12—
10 176=2 .7_m_il
8 CN=7$
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 2-Year Rainfall=3.30"
Prepared by Kimley-Horn &Associates Printed 5/28/2024
HydroCAD® 10.20-4b s/n 02344 ©2023 HydroCAD Software Solutions LLC Page 21
Summary for Subcatchment 8S: PRE-DEV DA-3 OFFSITE A
Runoff = 65.53 cfs @ 12.43 hrs, Volume= 8.473 af, Depth= 1.22"
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 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 8S: PRE-DEV DA-3 OFFSITE A
Hydrograph
70 1 65.53 cfs
—Runoff
:::
Type II 24-1hr
2 =-
55- , , 'Year Ram#all-3.�0',
50- RRunoffArea=83.20a ac
45
• 40= Runoff Volume=8.47 3 of
35= Runoff-Depth=1.22"
• -
30- TC=43. m 1n
25-
20 CN=76
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 2-Year Rainfall=3.30"
Prepared by Kimley-Horn &Associates Printed 5/28/2024
HydroCAD® 10.20-4b s/n 02344 ©2023 HydroCAD Software Solutions LLC Page 22
Summary for Subcatchment 10S: PRE-DEV DA-3 OFFSITE B
Runoff = 39.24 cfs @ 12.60 hrs, Volume= 5.970 af, Depth= 1.69"
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 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 10S: PRE-DEV DA-3 OFFSITE B
Hydrograph
42, 139.24 cfs -Runoff
40: r r >
38;
36; I Type II 24-hcr
3
32; I2-Year--Rainfall=-3.3-Q"
=
30= r Runoff_Area430
28= - ac
26= Runoff=volume=5.97_'' af
- 24- f __
Li 20- I Runoff Depth=1.69"
16= "TC=57.3 min
14= r N=8$
12;
10= L ) L\
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 2-Year Rainfall=3.30"
Prepared by Kimley-Horn &Associates Printed 5/28/2024
HydroCAD®10.20-4b s/n 02344 ©2023 HydroCAD Software Solutions LLC Page 23
Summary for Link 2L: POA 1
Inflow Area = 4.580 ac, 0.00% Impervious, Inflow Depth = 1.35" for 2-Year event
Inflow = 6.55 cfs @ 12.15 hrs, Volume= 0.514 af
Primary = 6.55 cfs @ 12.15 hrs, Volume= 0.514 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
7 I6.55 cfs I —Inflow
—Primary
6- Inflow Area=4.580 ac
5—
w
o 4—
3 -
o -
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 2-Year Rainfall=3.30"
Prepared by Kimley-Horn &Associates Printed 5/28/2024
HydroCAD®10.20-4b s/n 02344 ©2023 HydroCAD Software Solutions LLC Page 24
Summary for Link 4L: POA 2
Inflow Area = 109.880 ac, 0.00% Impervious, Inflow Depth = 1.16" for 2-Year event
Inflow = 88.27 cfs @ 12.21 hrs, Volume= 10.662 af
Primary = 88.27 cfs @ 12.21 hrs, Volume= 10.662 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
95= —Inflow
88.27 cfs I I
90= P P P —Primary
85=
85 P InflowAraa=109.880 ac_
75
70=
65--
60=
55=
o -
3 50=
LL 45=
40=
35= :
30-
25=
20-
15=
10=
5=
0'.....I..... „i....I.... ...................I.........I..............I.........I.........I..............I.........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 2-Year Rainfall=3.30"
Prepared by Kimley-Horn &Associates Printed 5/28/2024
HydroCAD®10.20-4b s/n 02344 ©2023 HydroCAD Software Solutions LLC Page 25
Summary for Link 9L: POA 3
Inflow Area = 145.380 ac, 0.00% Impervious, Inflow Depth = 1.35" for 2-Year event
Inflow = 110.80 cfs @ 12.43 hrs, Volume= 16.364 of
Primary = 110.80 cfs @ 12.43 hrs, Volume= 16.364 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
120:
115! 1110.80 cfs I 4 4 4 ; 4 : i —Inflow I
110= } : —Primary
105= Inflow Area=145.380 ac
100=
95:
85: i 44
80=
75: , ,
i 70=
65: r 4 .
33 60:
M 55: ? t
50:
45: , 4 4 4 4
40= i r ,
35=
30: ;
25= I i 4 4 4 ?
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 5/28/2024
HydroCAD®10.20-4b s/n 02344 ©2023 HydroCAD Software Solutions LLC Page 26
Time span=0.00-120.00 hrs, dt=0.01 hrs, 12001 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 1S: PRE-DEV DA-1 ONSITE Runoff Area=4.580 ac 0.00% Impervious Runoff Depth=2.54"
Tc=21.0 min CN=78 Runoff=12.59 cfs 0.970 of
Subcatchment 3S: PRE-DEV DA-2 ONSITE Runoff Area=67.140 ac 0.00% Impervious Runoff Depth=2.37"
Tc=36.4 min CN=76 Runoff=120.57 cfs 13.270 af
Subcatchment 5S: PRE-DEV DA-2 OFFSITE A 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 6S: PRE-DEV DA-2 OFFSITE B Runoff Area=36.880 ac 0.00% Impervious Runoff Depth=1.97"
Tc=19.0 min CN=71 Runoff=81.74 cfs 6.044 of
Subcatchment 7S: PRE-DEV DA-3 ONSITE Runoff Area=19.830 ac 0.00% Impervious Runoff Depth=2.29"
Tc=20.7 min CN=75 Runoff=49.21 cfs 3.781 af
Subcatchment 8S: PRE-DEV DA-3 OFFSITE A Runoff Area=83.200 ac 0.00% Impervious Runoff Depth=2.37"
Tc=43.2 min CN=76 Runoff=132.47 cfs 16.444 of
Subcatchment 10S: PRE-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
Link 2L: POA 1 Inflow=12.59 cfs 0.970 af
Primary=12.59 cfs 0.970 af
Link 4L: POA 2 Inflow=184.94 cfs 20.915 af
Primary=184.94 cfs 20.915 af
Link 9L: POA 3 Inflow=215.63 cfs 30.790 of
Primary=215.63 cfs 30.790 af
Total Runoff Area= 259.840 ac Runoff Volume= 52.676 af Average Runoff Depth = 2.43"
100.00%Pervious=259.840 ac 0.00%Impervious= 0.000 ac

PRE-DEVELOPMENT Type II 24-hr 10-Year Rainfall=4.80"
Prepared by Kimley-Horn &Associates Printed 5/28/2024
HydroCAD® 10.20-4b s/n 02344 ©2023 HydroCAD Software Solutions LLC Page 27
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 5/28/2024
HydroCAD® 10.20-4b s/n 02344 ©2023 HydroCAD Software Solutions LLC Page 28
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 5/28/2024
HydroCAD® 10.20-4b s/n 02344 ©2023 HydroCAD Software Solutions LLC Page 29
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 5/28/2024
HydroCAD® 10.20-4b s/n 02344 ©2023 HydroCAD Software Solutions LLC Page 30
Summary for Subcatchment 6S: PRE-DEV DA-2 OFFSITE B
Runoff = 81.74 cfs @ 12.12 hrs, Volume= 6.044 af, Depth= 1.97"
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
* 36.880 71
36.880 100.00% 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
90.-
85-- 181.74 cfs —Runoff
80=
75= Type II 24-1hr
70= 10-Year', Rainfall4.80,"
65=
60= Runoff Area=36.880 arc
55= Runoff
50=
Volume=;8.444 a
45: Runoff Depth--1.97"
Li 40: (�
35: Tc=1 3.O rm in
30= dN=71
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 5/28/2024
HydroCAD® 10.20-4b s/n 02344 ©2023 HydroCAD Software Solutions LLC Page 31
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 5/28/2024
HydroCAD® 10.20-4b s/n 02344 ©2023 HydroCAD Software Solutions LLC Page 32
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 5/28/2024
HydroCAD® 10.20-4b s/n 02344 ©2023 HydroCAD Software Solutions LLC Page 33
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 5/28/2024
HydroCAD®10.20-4b s/n 02344 ©2023 HydroCAD Software Solutions LLC Page 34
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 5/28/2024
HydroCAD®10.20-4b s/n 02344 ©2023 HydroCAD Software Solutions LLC Page 35
Summary for Link 4L: POA 2
Inflow Area = 109.880 ac, 0.00% Impervious, Inflow Depth = 2.28" for 10-Year event
Inflow = 184.94 cfs @ 12.18 hrs, Volume= 20.915 af
Primary = 184.94 cfs @ 12.18 hrs, Volume= 20.915 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
200= ; ;
190- 1184.94 cfs I I —Inflow
in —
Primary
180_
170- Io-w Area=109.880 ac
160
150=
140=
130:
120= i
110
c 100: ,
Li 90:
80=
70
60=
50: ;
40=
30
20=
10.-
0 ....I... I I I j l l l l l
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 5/28/2024
HydroCAD®10.20-4b s/n 02344 ©2023 HydroCAD Software Solutions LLC Page 36
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
, Primary
210=
200= h Inflow 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 100-Year Rainfall=7.21"
Prepared by Kimley-Horn &Associates Printed 5/28/2024
HydroCAD®10.20-4b s/n 02344 ©2023 HydroCAD Software Solutions LLC Page 37
Time span=0.00-120.00 hrs, dt=0.01 hrs, 12001 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 1S: PRE-DEV DA-1 ONSITE Runoff Area=4.580 ac 0.00% Impervious Runoff Depth=4.67"
Tc=21.0 min CN=78 Runoff=23.01 cfs 1.781 af
Subcatchment 3S: PRE-DEV DA-2 ONSITE Runoff Area=67.140 ac 0.00% Impervious Runoff Depth=4.44"
Tc=36.4 min CN=76 Runoff=227.86 cfs 24.868 af
Subcatchment 5S: PRE-DEV DA-2 OFFSITE A 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 6S: PRE-DEV DA-2 OFFSITE B Runoff Area=36.880 ac 0.00% Impervious Runoff Depth=3.90"
Tc=19.0 min CN=71 Runoff=164.77 cfs 11.989 of
Subcatchment 7S: PRE-DEV DA-3 ONSITE Runoff Area=19.830 ac 0.00% Impervious Runoff Depth=4.33"
Tc=20.7 min CN=75 Runoff=93.65 cfs 7.164 of
Subcatchment 8S: PRE-DEV DA-3 OFFSITE A Runoff Area=83.200 ac 0.00% Impervious Runoff Depth=4.44"
Tc=43.2 min CN=76 Runoff=250.36 cfs 30.817 af
Subcatchment 10S: PRE-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
Link 2L: POA 1 Inflow=23.01 cfs 1.781 af
Primary=23.01 cfs 1.781 af
Link 4L: POA 2 Inflow=359.19 cfs 39.576 af
Primary=359.19 cfs 39.576 af
Link 9L: POA 3 Inflow=397.65 cfs 56.425 af
Primary=397.65 cfs 56.425 af
Total Runoff Area= 259.840 ac Runoff Volume=97.782 af Average Runoff Depth =4.52"
100.00%Pervious=259.840 ac 0.00%Impervious= 0.000 ac

PRE-DEVELOPMENT Type II 24-hr 100-Year Rainfall=7.21"
Prepared by Kimley-Horn &Associates Printed 5/28/2024
HydroCAD® 10.20-4b s/n 02344 ©2023 HydroCAD Software Solutions LLC Page 38
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 5/28/2024
HydroCAD® 10.20-4b s/n 02344 ©2023 HydroCAD Software Solutions LLC Page 39
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 5/28/2024
HydroCAD® 10.20-4b s/n 02344 ©2023 HydroCAD Software Solutions LLC Page 40
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 5/28/2024
HydroCAD® 10.20-4b s/n 02344 ©2023 HydroCAD Software Solutions LLC Page 41
Summary for Subcatchment 6S: PRE-DEV DA-2 OFFSITE B
Runoff = 164.77 cfs @ 12.12 hrs, Volume= 11.989 af, Depth= 3.90"
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
* 36.880 71
36.880 100.00% 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: 1164.77 cfs I I —Runoff
160=
150- Type II'24-h r
140: 1 QO Y-ear- Raii fil=7.,' 1
'
120120- Runoff_Area=36._880_a_
110=
I unoff Volurne=l l,989 of
100=
Runoff _!Q
90= �p h= ..90'
o
Li 80- Tc=19,0 miry
70= ►A'
60= 0N 071
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 5/28/2024
HydroCAD® 10.20-4b s/n 02344 ©2023 HydroCAD Software Solutions LLC Page 42
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 5/28/2024
HydroCAD® 10.20-4b s/n 02344 ©2023 HydroCAD Software Solutions LLC Page 43
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 5/28/2024
HydroCAD® 10.20-4b s/n 02344 ©2023 HydroCAD Software Solutions LLC Page 44
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 5/28/2024
HydroCAD®10.20-4b s/n 02344 ©2023 HydroCAD Software Solutions LLC Page 45
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 5/28/2024
HydroCAD®10.20-4b s/n 02344 ©2023 HydroCAD Software Solutions LLC Page 46
Summary for Link 4L: POA 2
Inflow Area = 109.880 ac, 0.00% Impervious, Inflow Depth = 4.32" for 100-Year event
Inflow = 359.19 cfs @ 12.17 hrs, Volume= 39.576 af
Primary = 359.19 cfs @ 12.17 hrs, Volume= 39.576 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
400-
380 1 1359.19 cfs I —Inflow
360= —Primary
340= Inflow Area-109.880 ac
320
300
280=
260=
240
-) 220
3 200=
LL 180=
160I
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 100-Year Rainfall=7.21"
Prepared by Kimley-Horn &Associates Printed 5/28/2024
HydroCAD®10.20-4b s/n 02344 ©2023 HydroCAD Software Solutions LLC Page 47
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 5/28/2024
HydroCAD® 10.20-4b 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
5 Subcat 1 S: PRE-DEV DA-1 ONSITE
6 Subcat 3S: PRE-DEV DA-2 ONSITE
7 Subcat 5S: PRE-DEV DA-2 OFFSITE A
8 Subcat 6S: PRE-DEV DA-2 OFFSITE B
9 Subcat 7S: PRE-DEV DA-3 ONSITE
10 Subcat 8S: PRE-DEV DA-3 OFFSITE A
11 Subcat 10S: PRE-DEV DA-3 OFFSITE B
12 Link 2L: POA 1
13 Link 4L: POA 2
14 Link 9L: POA 3
2-Year Event
15 Node Listing
16 Subcat 1 S: PRE-DEV DA-1 ONSITE
17 Subcat 3S: PRE-DEV DA-2 ONSITE
18 Subcat 5S: PRE-DEV DA-2 OFFSITE A
19 Subcat 6S: PRE-DEV DA-2 OFFSITE B
20 Subcat 7S: PRE-DEV DA-3 ONSITE
21 Subcat 8S: PRE-DEV DA-3 OFFSITE A
22 Subcat 10S: PRE-DEV DA-3 OFFSITE B
23 Link 2L: POA 1
24 Link 4L: POA 2
25 Link 9L: POA 3
10-Year Event
26 Node Listing
27 Subcat 1 S: PRE-DEV DA-1 ONSITE
28 Subcat 3S: PRE-DEV DA-2 ONSITE
29 Subcat 5S: PRE-DEV DA-2 OFFSITE A
30 Subcat 6S: PRE-DEV DA-2 OFFSITE B
31 Subcat 7S: PRE-DEV DA-3 ONSITE
32 Subcat 8S: PRE-DEV DA-3 OFFSITE A
33 Subcat 10S: PRE-DEV DA-3 OFFSITE B
34 Link 2L: POA 1
35 Link 4L: POA 2
36 Link 9L: POA 3
100-Year Event
37 Node Listing

PRE-DEVELOPMENT Table of Contents
Prepared by Kimley-Horn &Associates Printed 5/28/2024
HydroCAD®10.20-4b s/n 02344 ©2023 HydroCAD Software Solutions LLC
38 Subcat 1 S: PRE-DEV DA-1 ONSITE
39 Subcat 3S: PRE-DEV DA-2 ONSITE
40 Subcat 5S: PRE-DEV DA-2 OFFSITE A
41 Subcat 6S: PRE-DEV DA-2 OFFSITE B
42 Subcat 7S: PRE-DEV DA-3 ONSITE
43 Subcat 8S: PRE-DEV DA-3 OFFSITE A
44 Subcat 10S: PRE-DEV DA-3 OFFSITE B
45 Link 2L: POA 1
46 Link 4L: POA 2
47 Link 9L: POA 3

•
® POSST-ES DA-2CM
® O E( 2)
POST-DES -2
POST-D V DA-1 ONSITEA(D D )
•
O'.ITE
10 OST-DEV DA-2
OFFSITE A
A. S M2
POST-DEV -3 P -DEV
12 OFFSITE C(S 3) O ITE A(SCM-DA-33)
SCM1
POST-DES DA-3
POST-DES DA-2 24 OFFSITE B
ONSITE D
13R Q--
Sc 30R
r,
NORTH TREAM A-3 BYPASS PIPE
DEPRESSION POST-DES DA-2
b ONSITE B
28R
14R 1-® SOUTH TREAM •
ES
NORTH AM TO PO O NSITEC DA-2 POST-DES DA-3
P ^` NSI OFFSITE A
LS 2L
9L
4L I
POA 3 POST-DEV DA-3
POA 1 POST-DEV DA-2
POA 2 OFFSITE B ONSITE B
(Subca) Reach OndIN Routing Diagram for POST-DEVELOPMENT
Prepared by Kimley-Horn&Associates, Printed 5/29/2024
HydroCAD®10.20-4b s/n 02344 ©2023 HydroCAD Software Solutions LLC

POST-DEVELOPMENT
Prepared by Kimley-Horn &Associates Printed 5/29/2024
HydroCAD®10.20-4b 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"WQ EVENT Type II 24-hr Default 24.00 1 1.00 2
2 1-Year Type II 24-hr Default 24.00 1 2.73 2
3 2-Year Type II 24-hr Default 24.00 1 3.30 2
4 10-Year Type II 24-hr Default 24.00 1 4.80 2
5 100-Year Type II 24-hr Default 24.00 1 7.21 2

POST-DEVELOPMENT
Prepared by Kimley-Horn &Associates Printed 5/29/2024
HydroCAD®10.20-4b s/n 02344 ©2023 HydroCAD Software Solutions LLC Page 3
Area Listing (all nodes)
Area CN Description
(acres) (subcatchment-numbers)
1.880 98 (10S)
84.690 76 (11S, 32S)
18.790 96 (12S)
5.860 86 (15S)
20.770 95 (16S)
15.270 78 (18S, 19S, 23S, 29S)
35.000 71 (22S)
34.680 93 (25S)
42.350 83 (31S)
259.290 82 TOTAL AREA

POST-DEVELOPMENT Type 1124-hr 1" WQ EVENT Rainfall=1.00"
Prepared by Kimley-Horn &Associates Printed 5/29/2024
HydroCAD®10.20-4b s/n 02344 ©2023 HydroCAD Software Solutions LLC Page 4
Time span=0.00-180.00 hrs, dt=0.01 hrs, 18001 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 Runoff Area=1.880 ac 100.00% Impervious Runoff Depth=0.79"
Tc=5.0 min CN=98 Runoff=2.54 cfs 0.124 of
Subcatchment 11S: POST-DEV DA-1 ONSITE Runoff Area=1.490 ac 0.00% Impervious Runoff Depth=0.04"
Tc=5.0 min CN=76 Runoff=0.01 cfs 0.005 af
Subcatchment 12S: POST-DEV DA-2 ONSITE E Runoff Area=18.790 ac 0.00% Impervious Runoff Depth=0.63"
Tc=5.0 min CN=96 Runoff=21.42 cfs 0.987 of
Subcatchment 15S: POST-DEV DA-2 OFFSITE B Runoff Area=5.860 ac 0.00% Impervious Runoff Depth=0.20"
Tc=12.0 min CN=86 Runoff=1.43 cfs 0.096 of
Subcatchment 16S: POST-DEV DA-2 ONSITE A Runoff Area=20.770 ac 0.00% Impervious Runoff Depth=0.56"
Tc=5.0 min CN=95 Runoff=21.48 cfs 0.975 of
Subcatchment 18S: POST-DEV DA-2 ONSITE B Runoff Area=4.260 ac 0.00% Impervious Runoff Depth=0.06"
Tc=13.3 min CN=78 Runoff=0.08 cfs 0.021 af
Subcatchment 19S: POST-DEV DA-2 ONSITE C Runoff Area=4.390 ac 0.00% Impervious Runoff Depth=0.06"
Tc=17.6 min CN=78 Runoff=0.07 cfs 0.021 of
Subcatchment 22S: POST-DEV DA-2 OFFSITE ARunoff Area=35.000 ac 0.00% Impervious Runoff Depth=0.01"
Tc=28.9 min CN=71 Runoff=0.03 cfs 0.023 af
Subcatchment 23S: POST-DEV DA-2 ONSITE D Runoff Area=0.780 ac 0.00% Impervious Runoff Depth=0.06"
Tc=5.0 min CN=78 Runoff=0.03 cfs 0.004 of
Subcatchment 25S: POST-DEV DA-3 ONSITE A Runoff Area=34.680 ac 0.00% Impervious Runoff Depth=0.45"
Tc=5.0 min CN=93 Runoff=29.07 cfs 1.302 of
Subcatchment 29S: POST-DEV DA-3 ONSITE B Runoff Area=5.840 ac 0.00% Impervious Runoff Depth=0.06"
Tc=15.0 min CN=78 Runoff=0.11 cfs 0.028 of
Subcatchment 31S: POST-DEV DA-3 OFFSITE B Runoff Area=42.350 ac 0.00% Impervious Runoff Depth=0.13"
Tc=57.3 min CN=83 Runoff=1.92 cfs 0.466 af
Subcatchment 32S: POST-DEV DA-3 OFFSITE ARunoff Area=83.200 ac 0.00% Impervious Runoff Depth=0.04"
Tc=43.2 min CN=76 Runoff=0.45 cfs 0.267 af
Reach 13R: NORTH STREAM DEPRESSION Inflow=1.26 cfs 2.009 af
Outflow=1.26 cfs 2.009 af
Reach 14R: NORTH STREAM TO POA 2 Inflow=1.29 cfs 2.031 af
Outflow=1.29 cfs 2.031 af
Reach 28R: SOUTH STREAM Inflow=3.14 cfs 2.187 af
Outflow=3.14 cfs 2.187 af

POST-DEVELOPMENT Type 1124-hr 1" WQ EVENT Rainfall=1.00"
Prepared by Kimley-Horn &Associates Printed 5/29/2024
HydroCAD®10.20-4b s/n 02344 ©2023 HydroCAD Software Solutions LLC _ Page 5
Reach 30R: DA-3 BYPASS PIPE Avg. Flow Depth=0.26' Max Vet=5.26 fps Inflow=1.92 cfs 0.466 af
54.0" Round Pipe n=0.011 L=585.0' S=0.0163'/' Capacity=296.47 cfs Outflow=1.92 cfs 0.466 af
Pond 10P: SCM 2 Peak Elev=787.82' Storage=27,286 cf Inflow=21.42 cfs 0.987 af
Primary=0.55 cfs 0.987 af Secondary=0.00 cfs 0.000 af Outflow=0.55 cfs 0.987 af
Pond 12P: SCM 1 Peak Elev=785.82' Storage=25,658 cf Inflow=21.48 cfs 0.975 af
Outflow=0.67 cfs 0.975 af
Pond 24P: SCM 3 Peak Elev=782.32' Storage=37,936 cf Inflow=31.60 cfs 1.426 af
Primary=0.83 cfs 1.426 af Secondary=0.00 cfs 0.000 af Outflow=0.83 cfs 1.426 af
Link 2L: POA 1 Inflow=0.01 cfs 0.005 af
Primary=0.01 cfs 0.005 af
Link 4L: POA 2 Inflow=2.55 cfs 2.127 of
Primary=2.55 cfs 2.127 af
Link 9L: POA 3 Inflow=3.14 cfs 2.187 of
Primary=3.14 cfs 2.187 af
Total Runoff Area= 259.290 ac Runoff Volume=4.319 af Average Runoff Depth = 0.20"
99.27%Pervious=257.410 ac 0.73%Impervious= 1.880 ac

POST-DEVELOPMENT Type 1124-hr 1" WQ EVENT Rainfall=1.00"
Prepared by Kimley-Horn &Associates Printed 5/29/2024
HydroCAD® 10.20-4b s/n 02344 ©2023 HydroCAD Software Solutions LLC Page 6
Summary for Subcatchment 10S: POST-DEV DA-3 OFFSITE C (SCM-3)
Runoff = 2.54 cfs @ 11.96 hrs, Volume= 0.124 af, Depth= 0.79"
Routed to Pond 24P : SCM 3
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-180.00 hrs, dt= 0.01 hrs
Type II 24-hr 1" WQ EVENT Rainfall=1.00"
Area (ac) CN Description
* 1.880 98
1.880 100.00% Impervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
5.0 Direct Entry,
Subcatchment 10S: POST-DEV DA-3 OFFSITE C (SCM-3)
Hydrograph
12.54 cfs i —Runoff
Type II 24-hr
1 ' WQ EVENT Rainfall-1.00"
2— Runoff Area=1.880 ac
Runoff Volume=0.124 af
- Runoff Depth=0.79"
- Tc=5.0 min
0
u_
CN=98
1-
0 „
0 10 20 30 40 50 60 70 80 90 100 110 120 130 140 150 160 170 180
Time (hours)

POST-DEVELOPMENT Type 1124-hr 1" WQ EVENT Rainfall=1.00"
Prepared by Kimley-Horn &Associates Printed 5/29/2024
HydroCAD® 10.20-4b s/n 02344 ©2023 HydroCAD Software Solutions LLC Page 7
Summary for Subcatchment 11S: POST-DEV DA-1 ONSITE
Runoff = 0.01 cfs @ 12.36 hrs, Volume= 0.005 af, Depth= 0.04"
Routed to Link 2L : POA 1
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-180.00 hrs, dt= 0.01 hrs
Type II 24-hr 1" WQ EVENT Rainfall=1.00"
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
0.011-
0.01= 10.01 cfs
Runoff
0.01.
0.009
0.009= ' ' Type I1'244,hr
0.008 1 WQ-EVEN17--Rainfa117t0O"
0.0081 fF Area
0.0071 . '. Run- =1-.490--1e
0.007= fRunof--Votume=II.b05` -af-
0.0061
0.0061 - Rur off,,Deptha.04"
0.005; .
n -LL 0.005- m T- -5�0--m
0.004
CN= 6
0.004'
0.003=
0.003-
0.002=
0.002=
0.001
0.001 H L-- L
0.000 h-
0 m 10 20 30 40 50 60 70 80 90 100 110 120 130 140 150 160 170 180
Time (hours)

POST-DEVELOPMENT Type 1124-hr 1" WQ EVENT Rainfall=1.00"
Prepared by Kimley-Horn &Associates Printed 5/29/2024
HydroCAD® 10.20-4b s/n 02344 ©2023 HydroCAD Software Solutions LLC Page 8
Summary for Subcatchment 12S: POST-DEV DA-2 ONSITE E (SCM-2)
Runoff = 21.42 cfs @ 11.96 hrs, Volume= 0.987 af, Depth= 0.63"
Routed to Pond 10P : SCM 2
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-180.00 hrs, dt= 0.01 hrs
Type II 24-hr 1" WQ EVENT Rainfall=1.00"
Area (ac) CN Description
* 18.790 96
18.790 100.00% 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
23 121.42 cfs l
22- —Runoff
21-
20= Type 1124-hr
19; 1" WQ--EVENT--Rainfall1.00"
181
171 Runoff Area=18.79-0 ac
16=
151 Runoff Voi u me=O.987 of
14;
13; R naff Depth-0.63"
3 121
LL 11= Tc=50 min
10=
81
7-
5=
4-
3-
2=
0 10 20 30 40 50 60 70 80 90 100 110 120 130 140 150 160 170 180
Time (hours)

POST-DEVELOPMENT Type 1124-hr 1" WQ EVENT Rainfall=1.00"
Prepared by Kimley-Horn &Associates Printed 5/29/2024
HydroCAD® 10.20-4b s/n 02344 ©2023 HydroCAD Software Solutions LLC Page 9
Summary for Subcatchment 15S: POST-DEV DA-2 OFFSITE B
Runoff = 1.43 cfs @ 12.06 hrs, Volume= 0.096 af, Depth= 0.20"
Routed to Link 4L : POA 2
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-180.00 hrs, dt= 0.01 hrs
Type II 24-hr 1" WQ EVENT Rainfall=1.00"
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 B
Hydrograph
11.43 cfs i —Runoff
Type II 24-hr
1 ' WQ EVENT Rainfall-1.00"
Runoff Area=5.860 ac
1- Runoff Volume=0.096 af
Runoff Depth=0.20"
Tc=12.0 min
u_
CN=86
0 10 20 30 40 50 60 70 80 90 100 110 120 130 140 150 160 170 180
Time (hours)

POST-DEVELOPMENT Type 1124-hr 1" WQ EVENT Rainfall=1.00"
Prepared by Kimley-Horn &Associates Printed 5/29/2024
HydroCAD® 10.20-4b s/n 02344 ©2023 HydroCAD Software Solutions LLC Page 10
Summary for Subcatchment 16S: POST-DEV DA-2 ONSITE A (SCM-1)
Runoff = 21.48 cfs @ 11.96 hrs, Volume= 0.975 af, Depth= 0.56"
Routed to Pond 12P : SCM 1
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-180.00 hrs, dt= 0.01 hrs
Type II 24-hr 1" WQ EVENT Rainfall=1.00"
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
24-
23; 121.48 cfs —Runoff
22=
21_
201 Type It 24-hr
19; 1"yyQ EVENT_=Rainfalt0.00"----
18=
171 Rum*Area=20.170 ac
161
151 Runoff Voiurne=0.975 of
14= Runoff 11,E 1, f1 C
13; Depth O 56-"
3 12_
LL 11= T_n=5t0_min
10.
ON=JS
9-
8-
7-
6=
5=
4=
3
2
1
0 10 20 30 40 50 60 70 80 90 100 110 120 130 140 150 160 170 180
Time (hours)

POST-DEVELOPMENT Type 1124-hr 1" WQ EVENT Rainfall=1.00"
Prepared by Kimley-Horn &Associates Printed 5/29/2024
HydroCAD® 10.20-4b s/n 02344 ©2023 HydroCAD Software Solutions LLC Page 11
Summary for Subcatchment 18S: POST-DEV DA-2 ONSITE B
Runoff = 0.08 cfs @ 12.15 hrs, Volume= 0.021 af, Depth= 0.06"
Routed to Reach 13R : NORTH STREAM DEPRESSION
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-180.00 hrs, dt= 0.01 hrs
Type II 24-hr 1" WQ EVENT Rainfall=1.00"
Area (ac) CN Description
* 4.260 78
4.260 100.00% Pervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
13.3 Direct Entry,
Subcatchment 18S: POST-DEV DA-2 ONSITE B
Hydrograph
0.09. I
0.085I 0.08 cfs —Runoff
0.08_
0.075- Type 11 24-hr
0.07= 1' WQ EVENT Rainfa1174.0O"
0.065_ Runoff Area=4 260 ac
0.55= Off_Volume 0.
0.055= , 1�-un- = b21_.af
0.05- ! ! I Rurloff1Depth a.06"
c 0.045= Tc=13,3 min
Li 0.047 +►
0.035= CN=78
0.03=
0.025=
0.02
0.015
0.01
0.005
0 m 10 20 30 40 50 60 70 80 90 100 110 120 130 140 150 160 170 180
Time (hours)

POST-DEVELOPMENT Type 1124-hr 1" WQ EVENT Rainfall=1.00"
Prepared by Kimley-Horn &Associates Printed 5/29/2024
HydroCAD® 10.20-4b s/n 02344 ©2023 HydroCAD Software Solutions LLC Page 12
Summary for Subcatchment 19S: POST-DEV DA-2 ONSITE C
Runoff = 0.07 cfs @ 12.23 hrs, Volume= 0.021 af, Depth= 0.06"
Routed to Reach 14R : NORTH STREAM TO POA 2
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-180.00 hrs, dt= 0.01 hrs
Type II 24-hr 1" WQ EVENT Rainfall=1.00"
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
0.08=
0.075= -I 0.07 cfs —Runoff
0.07_ .Type 11`24�,;hr
0.065
WQ EVENT Rainfall=1.08"
0.06=
0.055= Rhnoff_Area=4.890_ac
0.05= Runoff Volume=0.021 of
0.045_ ku off'Depth=0.0 "
0.047 Tc=17:6 min
u 0.035
CN=78
0.03-
0.025-
0.027
0.015
0.01
0.005
0 m 10 20 30 40 50 60 70 80 90 100 110 120 130 140 150 160 170 180
Time (hours)

POST-DEVELOPMENT Type 1124-hr 1" WQ EVENT Rainfall=1.00"
Prepared by Kimley-Horn &Associates Printed 5/29/2024
HydroCAD® 10.20-4b s/n 02344 ©2023 HydroCAD Software Solutions LLC Page 13
Summary for Subcatchment 22S: POST-DEV DA-2 OFFSITE A
Runoff = 0.03 cfs @ 23.99 hrs, Volume= 0.023 af, Depth= 0.01"
Routed to Reach 13R : NORTH STREAM DEPRESSION
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-180.00 hrs, dt= 0.01 hrs
Type II 24-hr 1" WQ EVENT Rainfall=1.00"
Area (ac) CN Description
* 35.000 71
35.000 100.00% 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 A
Hydrograph
0.036-
0.034= 1 0.03 cfs f —Runoff
(::
0.032=
0.037 r r Type-_Il._24-h r
0.0287 1' WQ E /Eid-T- Rainfal171.00"
0.026= Lr Runoff Area=35.000 ac
0.024
0.022= Runoff Volume=13.023 of
74 0.02_ Runoff'Depth a.01"
0.018_ Tc=2819 min
0.016-
0.014= CN=71
0.012-
0.01
0.008
0.006=
0.004
0.002
0 m 10 20 30 40 50 60 70 80 90 100 110 120 130 140 150 160 170 180
Time (hours)

POST-DEVELOPMENT Type 1124-hr 1" WQ EVENT Rainfall=1.00"
Prepared by Kimley-Horn &Associates Printed 5/29/2024
HydroCAD® 10.20-4b s/n 02344 ©2023 HydroCAD Software Solutions LLC Page 14
Summary for Subcatchment 23S: POST-DEV DA-2 ONSITE D
Runoff = 0.03 cfs @ 12.02 hrs, Volume= 0.004 af, Depth= 0.06"
Routed to Reach 13R : NORTH STREAM DEPRESSION
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-180.00 hrs, dt= 0.01 hrs
Type II 24-hr 1" WQ EVENT Rainfall=1.00"
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
0.028-
0.03 cfs —Runoff
0.026-
0.024= Type II 24-h r
0.022= 1' WQ EVENT Rainfalp1.0O"
0.02= Runoff-Area=0.78O ae
0.018 fRunAff Votume 0.b04 of
0.0167 Runoff-Depth=0-.06"
0.0147 Tc=5,O min
0.012-
= dN=78
0.01-
0.008-
0.006-
0.004-
0.002-
0 r
0 10 20 30 40 50 60 70 80 90 100 110 120 130 140 150 160 170 180
Time (hours)

POST-DEVELOPMENT Type 1124-hr 1" WQ EVENT Rainfall=1.00"
Prepared by Kimley-Horn &Associates Printed 5/29/2024
HydroCAD® 10.20-4b s/n 02344 ©2023 HydroCAD Software Solutions LLC Page 15
Summary for Subcatchment 25S: POST-DEV DA-3 ONSITE A (SCM-3)
Runoff = 29.07 cfs @ 11.96 hrs, Volume= 1.302 af, Depth= 0.45"
Routed to Pond 24P : SCM 3
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-180.00 hrs, dt= 0.01 hrs
Type II 24-hr 1" WQ EVENT Rainfall=1.00"
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
327
30=---I 29.07 cfs l —Runoff
28=
Type 11244,hr
26 1" WQ EVENT Rainfall1.00"
24=
22= Runoff_Are-a=,34.68-0_ac
20= Runoff Volume=1.302'af
• 187 Runof-Depth0.4,5"
16 Tc=50 On
u. 14=
12 CN=93
10-
8=
6
42
^0 10 20 30 40 50 60 70 80 90 100 110 120 130 140 150 160 170 180
Time (hours)

POST-DEVELOPMENT Type 1124-hr 1" WQ EVENT Rainfall=1.00"
Prepared by Kimley-Horn &Associates Printed 5/29/2024
HydroCAD® 10.20-4b s/n 02344 ©2023 HydroCAD Software Solutions LLC Page 16
Summary for Subcatchment 29S: POST-DEV DA-3 ONSITE B
Runoff = 0.11 cfs @ 12.18 hrs, Volume= 0.028 af, Depth= 0.06"
Routed to Reach 28R : SOUTH STREAM
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-180.00 hrs, dt= 0.01 hrs
Type II 24-hr 1" WQ EVENT Rainfall=1.00"
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
0.115
0.11= 1 0.11 cfs r —Runoff
0.105= ,
0.1= Type tl 244hr
0.095=
0.09 1" WQ EVENT Rainfall=1.0'0"
0.085
0 08= R' ff_Area 5.8 40--1And — �
0.075= Runoff Volume=0.d2S of
_ 0.07=
40.065 n
= 'Ruoff Depth=0.0,6"
0.06 - .1
0 0.055= Tc=i-510--min----
u 0.05;
0.045= Ow —18
0.04= + +
0.035
0.03
0.025
0.02
0.015= ; ; ;
0.01 t ,
0.005
0 10 20 30 40 50 60 70 80 90 100 110 120 130 140 150 160 170 180
Time (hours)

POST-DEVELOPMENT Type 1124-hr 1" WQ EVENT Rainfall=1.00"
Prepared by Kimley-Horn &Associates Printed 5/29/2024
HydroCAD® 10.20-4b s/n 02344 ©2023 HydroCAD Software Solutions LLC Page 17
Summary for Subcatchment 31S: POST-DEV DA-3 OFFSITE B
Runoff = 1.92 cfs @ 12.74 hrs, Volume= 0.466 af, Depth= 0.13"
Routed to Reach 30R : DA-3 BYPASS PIPE
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-180.00 hrs, dt= 0.01 hrs
Type II 24-hr 1" WQ EVENT Rainfall=1.00"
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
2 1.92 cfs —Runoff
Type II 24-hr
1 ' WQ EVENT Rainfall-1.00"
Runoff Area=42.350 ac
Runoff Volume=0.466 af
- Runoff Depth=0.13"
0 1 Tc=57.3 man
CN=83
0 10 20 30 40 50 60 70 80 90 100 110 120 130 140 150 160 170 180
Time (hours)

POST-DEVELOPMENT Type 1124-hr 1" WQ EVENT Rainfall=1.00"
Prepared by Kimley-Horn &Associates Printed 5/29/2024
HydroCAD® 10.20-4b s/n 02344 ©2023 HydroCAD Software Solutions LLC Page 18
Summary for Subcatchment 32S: POST-DEV DA-3 OFFSITE A
Runoff = 0.45 cfs @ 13.20 hrs, Volume= 0.267 af, Depth= 0.04"
Routed to Reach 28R : SOUTH STREAM
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-180.00 hrs, dt= 0.01 hrs
Type II 24-hr 1" WQ EVENT Rainfall=1.00"
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
0.48= ,
0.46= i 0.45 cfs l —Runoff
0.44
0.42= I Type-lI-244 r�---
o38= i 1 1" WQ-EVENT RairnfalI= :0''C"
0.33= + Runoff-Area=83.200 ac
0.32= unoff=1/ol_ume---067_
0.3= ' ; > � � af
F 0.28= y t IRunoff Depthr0:04"----
= 0.26 i i
c 0.24_ Tc=43.2 nun
ii 0.22
0.2_ I vN=76
0.18
0.16 4 4
r
0.14=
0.12=_
0.1 ; + ;
0.08 i
0.06
0.04
0.02 l
0 10 20 30 40 50 60 70 80 90 100 110 120 130 140 150 160 170 180
Time (hours)

POST-DEVELOPMENT Type 1124-hr 1" WQ EVENT Rainfall=1.00"
Prepared by Kimley-Horn &Associates Printed 5/29/2024
HydroCAD® 10.20-4b s/n 02344 ©2023 HydroCAD Software Solutions LLC Page 19
Summary for Reach 13R: NORTH STREAM DEPRESSION
Inflow Area = 79.600 ac, 0.00% Impervious, Inflow Depth = 0.30" for 1" WQ EVENT event
Inflow = 1.26 cfs @ 14.94 hrs, Volume= 2.009 af
Outflow = 1.26 cfs @ 14.94 hrs, Volume= 2.009 af, Atten= 0%, Lag= 0.0 min
Routed to Reach 14R : NORTH STREAM TO POA 2
Routing by Stor-Ind+Trans method, Time Span= 0.00-180.00 hrs, dt= 0.01 hrs
Reach 13R: NORTH STREAM DEPRESSION
Hydrograph
I 1.26 cfs I —Inflow
—Outflow
Inflow Area=79.600 ac
1-
n
0
0 t �fi r r
0 10 20 30 40 50 60 70 80 90 100 110 120 130 140 150 160 170 180
Time (hours)

POST-DEVELOPMENT Type 1124-hr 1" WQ EVENT Rainfall=1.00"
Prepared by Kimley-Horn &Associates Printed 5/29/2024
HydroCAD® 10.20-4b s/n 02344 ©2023 HydroCAD Software Solutions LLC Page 20
Summary for Reach 14R: NORTH STREAM TO POA 2
Inflow Area = 83.990 ac, 0.00% Impervious, Inflow Depth = 0.29" for 1" WQ EVENT event
Inflow = 1.29 cfs @ 13.52 hrs, Volume= 2.031 af
Outflow = 1.29 cfs @ 13.52 hrs, Volume= 2.031 af, Atten= 0%, Lag= 0.0 min
Routed to Link 4L : POA 2
Routing by Stor-Ind+Trans method, Time Span= 0.00-180.00 hrs, dt= 0.01 hrs
Reach 14R: NORTH STREAM TO POA 2
Hydrograph
I 1.29 cfs I —Inflow
—Outflow
Inflow Area=83.990 ac
1-
n
0
0 m i r
0 10 20 30 40 50 60 70 80 90 100 110 120 130 140 150 160 170 180
Time (hours)

POST-DEVELOPMENT Type 1124-hr 1" WQ EVENT Rainfall=1.00"
Prepared by Kimley-Horn &Associates Printed 5/29/2024
HydroCAD®10.20-4b s/n 02344 ©2023 HydroCAD Software Solutions LLC Page 21
Summary for Reach 28R: SOUTH STREAM
Inflow Area = 167.950 ac, 1.12% Impervious, Inflow Depth = 0.16" for 1" WQ EVENT event
Inflow = 3.14 cfs @ 12.85 hrs, Volume= 2.187 of
Outflow = 3.14 cfs @ 12.85 hrs, Volume= 2.187 af, Atten= 0%, Lag= 0.0 min
Routed to Link 9L : POA 3
Routing by Stor-Ind+Trans method, Time Span= 0.00-180.00 hrs, dt= 0.01 hrs
Reach 28R: SOUTH STREAM
Hydrograph
3.14 cfs [:111Tfrowl
3— inflow Area=167.950 ac
w 2—
o _
LL
1—
0 10 20 30 40 50 60 70 80 90 100 110 120 130 140 150 160 170 180
Time (hours)

POST-DEVELOPMENT Type 1124-hr 1" WQ EVENT Rainfall=1.00"
Prepared by Kimley-Horn &Associates Printed 5/29/2024
HydroCAD®10.20-4b s/n 02344 ©2023 HydroCAD Software Solutions LLC Page 22
Summary for Reach 30R: DA-3 BYPASS PIPE
Inflow Area = 42.350 ac, 0.00% Impervious, Inflow Depth = 0.13" for 1" WQ EVENT event
Inflow = 1.92 cfs @ 12.74 hrs, Volume= 0.466 of
Outflow = 1.92 cfs @ 12.81 hrs, Volume= 0.466 af, Atten= 0%, Lag= 4.1 min
Routed to Reach 28R : SOUTH STREAM
Routing by Stor-Ind+Trans method, Time Span= 0.00-180.00 hrs, dt= 0.01 hrs
Max. Velocity= 5.26 fps, Min. Travel Time= 1.9 min
Avg. Velocity = 2.95 fps, Avg. Travel Time= 3.3 min
Peak Storage= 213 cf @ 12.78 hrs
Average Depth at Peak Storage= 0.26' , Surface Width= 2.09'
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
2- 11.92 cfs _Inflow
Outflow
Inflow Area=42.350 ac
Avg. Flow Depth=0.26'
Max Vel=5.26 fps
54.0"
Round Pipe
0 1-
LL n=0.011
L=585.0'
S=0.0163 '/'
Capacity=296.47 cfs
0 10 20 30 40 50 60 70 80 90 100 110 120 130 140 150 160 170 180
Time (hours)

POST-DEVELOPMENT Type 1124-hr 1" WQ EVENT Rainfall=1.00"
Prepared by Kimley-Horn &Associates Printed 5/29/2024
HydroCAD®10.20-4b s/n 02344 ©2023 HydroCAD Software Solutions LLC Page 23
Summary for Pond 10P: SCM 2
Inflow Area = 18.790 ac, 0.00% Impervious, Inflow Depth = 0.63" for 1" WQ EVENT event
Inflow = 21.42 cfs @ 11.96 hrs, Volume= 0.987 af
Outflow = 0.55 cfs @ 14.61 hrs, Volume= 0.987 af, Atten= 97%, Lag= 159.3 min
Primary = 0.55 cfs @ 14.61 hrs, Volume= 0.987 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= 0.00-180.00 hrs, dt= 0.01 hrs
Peak Elev= 787.82' @ 14.61 hrs Surf.Area= 16,774 sf Storage= 27,286 cf
Plug-Flow detention time= 683.1 min calculated for 0.987 af(100% of inflow)
Center-of-Mass det. time= 683.0 min ( 1,493.1 - 810.1 )
Volume Invert Avail.Storage Storage Description
#1 786.00' 142,346 cf Custom Stage Data(Prismatic) Listed below (Recalc)
Elevation Surf.Area Inc.Store Cum.Store
(feet) (sq-ft) (cubic-feet) (cubic-feet)
786.00 13,241 0 0
787.00 15,150 14,196 14,196
788.00 17,130 16,140 30,336
789.00 19,170 18,150 48,486
790.00 21,270 20,220 68,706
791.00 23,420 22,345 91,051
792.00 25,635 24,528 115,578
793.00 27,900 26,768 142,346
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= 0.013, 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 0.414 0.580 0.746 0.912 1.077 1.243
#3 Device 1 789.50' 45.0"W x 12.0" H Vert. Orifice/Grate X 2.00 C= 0.600
Limited to weir flow at low heads
#4 Device 1 790.50' 45.0"W x 6.0" H Vert. Orifice/Grate C= 0.600
Limited to weir flow at low heads
#5 Device 1 791.50' 96.0" x 96.0" 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" WQ EVENT Rainfall=1.00"
Prepared by Kimley-Horn &Associates Printed 5/29/2024
HydroCAD® 10.20-4b sin 02344 ©2023 HydroCAD Software Solutions LLC Page 24
Primary OutFlow Max=0.55 cfs @ 14.61 hrs HW=787.82' (Free Discharge)
4-1=Culvert (Passes 0.55 cfs of 71.44 cfs potential flow)
2=Special & User-Defined (Custom Controls 0.55 cfs)
44
3=Orifice/Grate ( Controls 0.00 cfs)
=Orifice/Grate ( Controls 0.00 cfs)
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
23 121.42 cfs
22- —Inflow
i —Outflow
21; � �` —Primary
20 I _- - - -Secondary
pW'�Area '�8 ��© a� _
19=
184 F Peak Efev,787.82'
174
16 Sto 1rage A �'} �8V+
= =2 cf
15= 7L
14=
- 13-
3 124 ,
o 115
u
105
9-
8'
7-
65
5=
4-
3-
0 00 cfs 1 00..55�cfs II
0 10 20 30 40 50 60 70 80 90 100 110 120 130 140 150 160 170 180
Time (hours)

POST-DEVELOPMENT Type 1124-hr 1" WQ EVENT Rainfall=1.00"
Prepared by Kimley-Horn &Associates Printed 5/29/2024
HydroCAD®10.20-4b s/n 02344 ©2023 HydroCAD Software Solutions LLC Page 25
Summary for Pond 12P: SCM 1
Inflow Area = 20.770 ac, 0.00% Impervious, Inflow Depth = 0.56" for 1" WQ EVENT event
Inflow = 21.48 cfs @ 11.96 hrs, Volume= 0.975 af
Outflow = 0.67 cfs @ 13.96 hrs, Volume= 0.975 af, Atten= 97%, Lag= 120.0 min
Primary = 0.67 cfs @ 13.96 hrs, Volume= 0.975 af
Routed to Reach 13R : NORTH STREAM DEPRESSION
Routing by Stor-Ind method, Time Span= 0.00-180.00 hrs, dt= 0.01 hrs
Peak Elev= 785.82' @ 13.96 hrs Surf.Area= 32,094 sf Storage= 25,658 cf
Plug-Flow detention time= 627.8 min calculated for 0.975 af(100% of inflow)
Center-of-Mass det. time= 627.7 min ( 1,447.7- 820.0 )
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= 0.013, 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 0.820 1.148 1.476 1.804 2.133 2.461
#3 Device 1 787.00' 4.0"Vert. Orifice/Grate C= 0.600 Limited to weir flow at low heads
#4 Device 1 789.50' 60.0"W x 18.0" H Vert. Orifice/Grate X 3.00 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=0.67 cfs @ 13.96 hrs HW=785.82' (Free Discharge)
L=Culvert (Passes 0.67 cfs of 57.43 cfs potential flow)
-2=Special &User-Defined (Custom Controls 0.67 cfs)
-3=Orifice/Grate ( Controls 0.00 cfs)
-4=Orifice/Grate ( Controls 0.00 cfs)
-5=Orifice/Grate ( Controls 0.00 cfs)

POST-DEVELOPMENT Type 1124-hr 1" WQ EVENT Rainfall=1.00"
Prepared by Kimley-Horn &Associates Printed 5/29/2024
HydroCAD® 10.20-4b s/n 02344 ©2023 HydroCAD Software Solutions LLC Page 26
Pond 12P: SCM 1
Hydrograph
24- -
23: -1 21.48 cfs ' ' Inflow
224 p F i -Primary
21=
204 inflow Area=2O.770 ae
19=
18= Peak ;Elev=785.82'
174
164
154 Storage=2L5;6518 Of
14-
- 13-
3 12
2 11-
LL
10-
9-
8'
7=
6=_
5
4
3
2 10.67 cfs l I I I I I I I
1
0
0 10 20 30 40 50 60 70 80 90 100 110 120 130 140 150 160 170 180
Time (hours)

POST-DEVELOPMENT Type 1124-hr 1" WQ EVENT Rainfall=1.00"
Prepared by Kimley-Horn &Associates Printed 5/29/2024
HydroCAD®10.20-4b s/n 02344 ©2023 HydroCAD Software Solutions LLC Page 27
Summary for Pond 24P: SCM 3
Inflow Area = 36.560 ac, 5.14% Impervious, Inflow Depth = 0.47" for 1" WQ EVENT event
Inflow = 31.60 cfs @ 11.96 hrs, Volume= 1.426 af
Outflow = 0.83 cfs @ 15.02 hrs, Volume= 1.426 af, Atten= 97%, Lag= 183.7 min
Primary = 0.83 cfs @ 15.02 hrs, Volume= 1.426 of
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= 0.00-180.00 hrs, dt= 0.01 hrs
Peak Elev= 782.32' @ 15.02 hrs Surf.Area= 118,370 sf Storage= 37,936 cf
Plug-Flow detention time= 757.9 min calculated for 1.426 af(100% of inflow)
Center-of-Mass det. time= 757.8 min ( 1,589.9- 832.1 )
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 2.583 3.874 5.166 6.457 7.749
#3 Device 1 784.00' 30.0"W x 12.0" H Vert. Orifice/Grate X 2.00 C= 0.600
Limited to weir flow at low heads
#4 Device 1 785.00' 96.0" x 96.0" Horiz. Orifice/Grate C= 0.600
Limited to weir flow at low heads
#5 Secondary 785.50' 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
Primary OutFlow Max=0.83 cfs @ 15.02 hrs HW=782.32' (Free Discharge)
L=Culvert (Passes 0.83 cfs of 36.27 cfs potential flow)
-2=Special &User-Defined (Custom Controls 0.83 cfs)
-3=Orifice/Grate ( Controls 0.00 cfs)
-4=Orifice/Grate ( Controls 0.00 cfs)
Secondary OutFlow Max=0.00 cfs @ 0.00 hrs HW=782.00' (Free Discharge)
L5=Broad-Crested Rectangular Weir ( Controls 0.00 cfs)

POST-DEVELOPMENT Type 1124-hr 1" WQ EVENT Rainfall=1.00"
Prepared by Kimley-Horn &Associates Printed 5/29/2024
HydroCAD® 10.20-4b s/n 02344 ©2023 HydroCAD Software Solutions LLC Page 28
Pond 24P: SCM 3
Hydrograph
34-
31.60 cfs I —Inflow
32- F —Outflow
/�
_ —Primary
30_ Inflow Area=36.560 ac -Secondary
28=
26= Peak Elev=782.32'
24- Storage=37,936 cf
22=
20
u
18-
2 16=
14
12-
10=
8-
6- t
1
0.83 cfs
0.00cfsIJ
r r
0 10 20 30 40 50 60 70 80 90 100 110 120 130 140 150 160 170 180
Time (hours)

POST-DEVELOPMENT Type 1124-hr 1" WQ EVENT Rainfall=1.00"
Prepared by Kimley-Horn &Associates Printed 5/29/2024
HydroCAD®10.20-4b s/n 02344 ©2023 HydroCAD Software Solutions LLC Page 29
Summary for Link 2L: POA 1
Inflow Area = 1.490 ac, 0.00% Impervious, Inflow Depth = 0.04" for 1" WQ EVENT event
Inflow = 0.01 cfs @ 12.36 hrs, Volume= 0.005 af
Primary = 0.01 cfs @ 12.36 hrs, Volume= 0.005 af, Atten= 0%, Lag= 0.0 min
Primary outflow = Inflow, Time Span= 0.00-180.00 hrs, dt= 0.01 hrs
Link 2L: POA 1
Hydrograph
0.011=
0.01 = 0.01 cfs —Inflow
0.01 —Primary
0.009= Fi i F�� 'Area=1■49O ac
0.008;
0.008
0.007
0.007
0.006:
0.006=
3 0.005:
° 0.005-
0.004=
0.004=
0.003;
0.003;
0.002;
0.002;
0.001=
0.001=
0.0001
0 10 20 30 40 50 60 70 80 90 100 110 120 130 140 150 160 170 180
Time (hours)

POST-DEVELOPMENT Type 1124-hr 1" WQ EVENT Rainfall=1.00"
Prepared by Kimley-Horn &Associates Printed 5/29/2024
HydroCAD®10.20-4b s/n 02344 ©2023 HydroCAD Software Solutions LLC Page 30
Summary for Link 4L: POA 2
Inflow Area = 89.850 ac, 0.00% Impervious, Inflow Depth = 0.28" for 1" WQ EVENT event
Inflow = 2.55 cfs @ 12.07 hrs, Volume= 2.127 of
Primary = 2.55 cfs @ 12.07 hrs, Volume= 2.127 af, Atten= 0%, Lag= 0.0 min
Primary outflow = Inflow, Time Span= 0.00-180.00 hrs, dt= 0.01 hrs
Link 4L: POA 2
Hydrograph
2.55 cfs —Inflow
i —Primary
Inflow Area=89 850 ac
2—
N _
-
0
LL
1—
0 10 20 30 40 50 60 70 80 90 100 110 120 130 140 150 160 170 180
Time (hours)

POST-DEVELOPMENT Type 1124-hr 1" WQ EVENT Rainfall=1.00"
Prepared by Kimley-Horn &Associates Printed 5/29/2024
HydroCAD®10.20-4b s/n 02344 ©2023 HydroCAD Software Solutions LLC Page 31
Summary for Link 9L: POA 3
Inflow Area = 167.950 ac, 1.12% Impervious, Inflow Depth = 0.16" for 1" WQ EVENT event
Inflow = 3.14 cfs @ 12.85 hrs, Volume= 2.187 of
Primary = 3.14 cfs @ 12.85 hrs, Volume= 2.187 af, Atten= 0%, Lag= 0.0 min
Primary outflow = Inflow, Time Span= 0.00-180.00 hrs, dt= 0.01 hrs
Link 9L: POA 3
Hydrograph
I 3.14 cfs I -Inflow
-Primary
3- Inflow Area=167.950 ac
2-
o _
LL
1-
0 10 20 30 40 50 60 70 80 90 100 110 120 130 140 150 160 170 180
Time (hours)

POST-DEVELOPMENT Type 1124-hr 1-Year Rainfall=2.73"
Prepared by Kimley-Horn &Associates Printed 5/29/2024
HydroCAD®10.20-4b s/n 02344 ©2023 HydroCAD Software Solutions LLC Page 32
Time span=0.00-180.00 hrs, dt=0.01 hrs, 18001 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 Runoff Area=1.880 ac 100.00% Impervious Runoff Depth=2.50"
Tc=5.0 min CN=98 Runoff=7.46 cfs 0.392 af
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=18.790 ac 0.00% Impervious Runoff Depth=2.29"
Tc=5.0 min CN=96 Runoff=71.68 cfs 3.581 of
Subcatchment 15S: POST-DEV DA-2 OFFSITE B 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 18S: POST-DEV DA-2 ONSITE B Runoff Area=4.260 ac 0.00% Impervious Runoff Depth=0.94"
Tc=13.3 min CN=78 Runoff=5.36 cfs 0.334 af
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 ARunoff Area=35.000 ac 0.00% Impervious Runoff Depth=0.61"
Tc=28.9 min CN=71 Runoff=15.69 cfs 1.780 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 of
Reach 13R: NORTH STREAM DEPRESSION Inflow=40.10 cfs 9.540 af
Out low=40.10 cfs 9.540 af
Reach 14R: NORTH STREAM TO POA 2 Inflow=44.83 cfs 9.884 af
Out low=44.83 cfs 9.884 af
Reach 28R: SOUTH STREAM Inflow=73.06 cfs 16.778 af
Out low=73.06 cfs 16.778 af

POST-DEVELOPMENT Type 1124-hr 1-Year Rainfall=2.73"
Prepared by Kimley-Horn &Associates Printed 5/29/2024
HydroCAD®10.20-4b s/n 02344 ©2023 HydroCAD Software Solutions LLC _ Page 33
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=790.49' Storage=79,340 cf Inflow=71.68 cfs 3.581 af
Primary=24.63 cfs 3.581 af Secondary=0.00 cfs 0.000 af Outflow=24.63 cfs 3.581 af
Pond 12P: SCM 1 Peak EIev=788.22' Storage=109,114 cf Inflow=77.21 cfs 3.784 af
Outflow=1.98 cfs 3.784 af
Pond 24P: SCM 3 Peak EIev=783.48' Storage=177,312 cf Inflow=128.78 cfs 6.162 af
Primary=3.20 cfs 6.162 af Secondary=0.00 cfs 0.000 af Outflow=3.20 cfs 6.162 af
Link 2L: POA 1 Inflow=2.30 cfs 0.104 af
Primary=2.30 cfs 0.104 af
Link 4L: POA 2 Inflow=55.80 cfs 10.584 af
Primary=55.80 cfs 10.584 af
Link 9L: POA 3 Inflow=73.06 cfs 16.778 af
Primary=73.06 cfs 16.778 af
Total Runoff Area= 259.290 ac Runoff Volume=27.466 af Average Runoff Depth = 1.27"
99.27%Pervious=257.410 ac 0.73%Impervious= 1.880 ac

POST-DEVELOPMENT Type 1124-hr 1-Year Rainfall=2.73"
Prepared by Kimley-Horn &Associates Printed 5/29/2024
HydroCAD® 10.20-4b s/n 02344 ©2023 HydroCAD Software Solutions LLC Page 34
Summary for Subcatchment 10S: POST-DEV DA-3 OFFSITE C (SCM-3)
Runoff = 7.46 cfs @ 11.96 hrs, Volume= 0.392 af, Depth= 2.50"
Routed to Pond 24P : SCM 3
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-180.00 hrs, dt= 0.01 hrs
Type II 24-hr 1-Year Rainfall=2.73"
Area (ac) CN Description
* 1.880 98
1.880 100.00% Impervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
5.0 Direct Entry,
Subcatchment 10S: POST-DEV DA-3 OFFSITE C (SCM-3)
Hydrograph
8- 7.46 cfs i —Runoff
7:
Type II 24-hr
1-Year Rainfall=2.73"
Runoff Area=1 .880 ac
5= Runoff Volume=0.392 af
_
4-_ Runoff- Depth=2.50"
LL -
Tc=5.O min
3-
CN=98
2- -
1-
0 10 20 30 40 50 60 70 80 90 100 110 120 130 140 150 160 170 180
Time (hours)

POST-DEVELOPMENT Type 1124-hr 1-Year Rainfall=2.73"
Prepared by Kimley-Horn &Associates Printed 5/29/2024
HydroCAD® 10.20-4b s/n 02344 ©2023 HydroCAD Software Solutions LLC Page 35
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= 0.00-180.00 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
- i 2.30 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 min
CM=76
0 10 20 30 40 50 60 70 80 90 100 110 120 130 140 150 160 170 180
Time (hours)

POST-DEVELOPMENT Type 1124-hr 1-Year Rainfall=2.73"
Prepared by Kimley-Horn &Associates Printed 5/29/2024
HydroCAD® 10.20-4b s/n 02344 ©2023 HydroCAD Software Solutions LLC Page 36
Summary for Subcatchment 12S: POST-DEV DA-2 ONSITE E (SCM-2)
Runoff = 71.68 cfs @ 11.96 hrs, Volume= 3.581 af, Depth= 2.29"
Routed to Pond 10P : SCM 2
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-180.00 hrs, dt= 0.01 hrs
Type II 24-hr 1-Year Rainfall=2.73"
Area (ac) CN Description
* 18.790 96
18.790 100.00% 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
80
75= 171.68 cfs l -Runoff
70
65 Type 1124-b r
60 1 Year Rainfa11=2.73"
::i!E
RunoffArea='18.700 I
45- Runoff VoIurne=3.5$1 Of
o -
3 40- Runoff Depth=2.29"
LL 35
30- Tc=5.Q_mn
25= C N=96
20
15
10
0 , , , , , , , , , , , , , , , , , , , , , , , , , , , , , , , , , , , , , , , , , , , , , , , , , , , , , , , , , , , , , ,
0 10 20 30 40 50 60 70 80 90 100 110 120 130 140 150 160 170 180
Time (hours)

POST-DEVELOPMENT Type 1124-hr 1-Year Rainfall=2.73"
Prepared by Kimley-Horn &Associates Printed 5/29/2024
HydroCAD® 10.20-4b s/n 02344 ©2023 HydroCAD Software Solutions LLC Page 37
Summary for Subcatchment 15S: POST-DEV DA-2 OFFSITE B
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= 0.00-180.00 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 B
Hydrograph
13- ,
i 12.07 cfs I —Runoff
12- -J
T_ype_ll24-1tr
10= 1-Year Ra'nfail - - -- "
Runoff Area=$.860 ac
$- Runoff Volume=0.7O0 of
N '
7-
3 = Runoff Depth=I.43"
Li
57 Tci=12.Ow--m-inn
47 C1>N' 86
3-
2-
0 10 20 30 40 50 60 70 80 90 100 110 120 130 140 150 160 170 180
Time (hours)

POST-DEVELOPMENT Type 1124-hr 1-Year Rainfall=2.73"
Prepared by Kimley-Horn &Associates Printed 5/29/2024
HydroCAD® 10.20-4b s/n 02344 ©2023 HydroCAD Software Solutions LLC Page 38
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= 0.00-180.00 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
857
80=---I 77.21 cfs l —Runoff
75=
70= Type 11--*4-hr
1 Year Rainfaf1=2.7-3"
60
55 noff Area Runoff _2 0,770 ac
N 50= Runoff Volume0.784 Of
• 45=
• 40= RuffD_no e-pth=2A 0"
357 1 c= .Q m jn
30= ^ww''
25L . CN_9 5
20
15
10
5
,
0 10 20 30 40 50 60 70 80 90 100 110 120 130 140 150 160 170 180
Time (hours)

POST-DEVELOPMENT Type 1124-hr 1-Year Rainfall=2.73"
Prepared by Kimley-Horn &Associates Printed 5/29/2024
HydroCAD® 10.20-4b s/n 02344 ©2023 HydroCAD Software Solutions LLC Page 39
Summary for Subcatchment 18S: POST-DEV DA-2 ONSITE B
Runoff = 5.36 cfs @ 12.06 hrs, Volume= 0.334 af, Depth= 0.94"
Routed to Reach 13R : NORTH STREAM DEPRESSION
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-180.00 hrs, dt= 0.01 hrs
Type II 24-hr 1-Year Rainfall=2.73"
Area (ac) CN Description
* 4.260 78
4.260 100.00% Pervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
13.3 Direct Entry,
Subcatchment 18S: POST-DEV DA-2 ONSITE B
Hydrograph
6
5.36 cfs i —Runoff
5- Type II 24-hr
1 -Year Rainfall=2.73"
4- Runoff Area=4.260 ac
w = Runoff Volume=0.334 of
3 Runoff Depth=0.94`F
u_
Tc=13.3 min
2-
CN=18
0 10 20 30 40 50 60 70 80 90 100 110 120 130 140 150 160 170 180
Time (hours)

POST-DEVELOPMENT Type 1124-hr 1-Year Rainfall=2.73"
Prepared by Kimley-Horn &Associates Printed 5/29/2024
HydroCAD® 10.20-4b s/n 02344 ©2023 HydroCAD Software Solutions LLC Page 40
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= 0.00-180.00 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
14.76 cfs —Runoff
= Type II 24-h r
4- 1 -Year Rainfall=2.73"
Runoff Area=4.390 ac
w 3 Runoff-Volume=0.344 of
_
Runoff Depth=0.94"
u_
2= Tc=1-7-.6 min
CM=78
1-
0 10 20 30 40 50 60 70 80 90 100 110 120 130 140 150 160 170 180
Time (hours)

POST-DEVELOPMENT Type 1124-hr 1-Year Rainfall=2.73"
Prepared by Kimley-Horn &Associates Printed 5/29/2024
HydroCAD® 10.20-4b s/n 02344 ©2023 HydroCAD Software Solutions LLC Page 41
Summary for Subcatchment 22S: POST-DEV DA-2 OFFSITE A
Runoff = 15.69 cfs @ 12.27 hrs, Volume= 1.780 af, Depth= 0.61"
Routed to Reach 13R : NORTH STREAM DEPRESSION
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-180.00 hrs, dt= 0.01 hrs
Type II 24-hr 1-Year Rainfall=2.73"
Area (ac) CN Description
* 35.000 71
35.000 100.00% 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 A
Hydrograph
17
i 1569 cfs i —Runoff
16 r
15= Type II 24-11 r
14=
13=
1-Year- Ra lnfa II=2.73"
12 Runoff Area=35.00
0 ac
w 107 Runoff Volurne=1.780 Of
LL $- Runoff Depth=0.61"
T--c=28.9 m in
6- A'
5- CA =71
4
3
2
1
0 10 20 30 40 50 60 70 80 90 100 110 120 130 140 150 160 170 180
Time (hours)

POST-DEVELOPMENT Type 1124-hr 1-Year Rainfall=2.73"
Prepared by Kimley-Horn &Associates Printed 5/29/2024
HydroCAD® 10.20-4b s/n 02344 ©2023 HydroCAD Software Solutions LLC Page 42
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= 0.00-180.00 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
_ i 1.36 cfs i —Runoff
i
Type II 24-h r
1 -Year Rainfall=2.73"
1- Runoff Area=0.780 ac
Runoff Volume=0.061 of
Runoff Depth=0.94"
Tc=5.0 min
CM=78
0 10 20 30 40 50 60 70 80 90 100 110 120 130 140 150 160 170 180
Time (hours)

POST-DEVELOPMENT Type 1124-hr 1-Year Rainfall=2.73"
Prepared by Kimley-Horn &Associates Printed 5/29/2024
HydroCAD® 10.20-4b s/n 02344 ©2023 HydroCAD Software Solutions LLC Page 43
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= 0.00-180.00 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
120
110 Type 1l__24-hr
100 1-Year RairifalI=2.73"
90 =34.6 Runoff Area 0 ac
80 Runoff Volume=5.771 of
3 70
LL 60 Runoff Depth=2.00"
50 Tc=5.0 m i n
40 C =93
30
20 -
10 h� h
0 10 20 30 40 50 60 70 80 90 100 110 120 130 140 150 160 170 180
Time (hours)

POST-DEVELOPMENT Type 1124-hr 1-Year Rainfall=2.73"
Prepared by Kimley-Horn &Associates Printed 5/29/2024
HydroCAD® 10.20-4b s/n 02344 ©2023 HydroCAD Software Solutions LLC Page 44
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= 0.00-180.00 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- 1
Type II 24-hr
1-Year Rainfall=2.73"
5- Runoff Are- a=5.840 ac
= Runoff Volume=0.458 of
4-
_ Runoff Dep th=0.94"
o -
LL -
3 Tc=15.O min
CM=78
2-
1-
0- T
0 10 20 30 40 50 60 70 80 90 100 110 120 130 140 150 160 170 180
Time (hours)

POST-DEVELOPMENT Type 1124-hr 1-Year Rainfall=2.73"
Prepared by Kimley-Horn &Associates Printed 5/29/2024
HydroCAD® 10.20-4b s/n 02344 ©2023 HydroCAD Software Solutions LLC Page 45
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= 0.00-180.00 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= 128.19 cfs C —Runoff
28-
26= Type II 24-hr
24 1-Year Rainfall=2.73"
22 =
Runoff
Area4
20= 2.350 Oc
w 187 Runoff-V-oEurne=4.3 50 Of
16 I - Runoff Depth=1.23"
14=
12- Tc=a-7.3 4xn-iq
10= Ci =83
8
6 -
4
2
0 10 20 30 40 50 60 70 80 90 100 110 120 130 140 150 160 170 180
Time (hours)

POST-DEVELOPMENT Type 1124-hr 1-Year Rainfall=2.73"
Prepared by Kimley-Horn &Associates Printed 5/29/2024
HydroCAD® 10.20-4b s/n 02344 ©2023 HydroCAD Software Solutions LLC Page 46
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= 0.00-180.00 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
46 Runoff
44-
i 42.93 cfs
42
401 Type II 24-fir
381
361 1-Year Ra'rnfa41=2.73"
34.
321 Runoff Area=83.200 ac
30=
Runoff-Votume=5.808 -af
28=
26-
LL 22= Runoff Depth=O.84"
L04
181 Tc=43.2-rm inn
16-
14' CAI=76
,
12=
10=
8=
6
4
0 10 20 30 40 50 60 70 80 90 100 110 120 130 140 150 160 170 180
Time (hours)

POST-DEVELOPMENT Type 1124-hr 1-Year Rainfall=2.73"
Prepared by Kimley-Horn &Associates Printed 5/29/2024
HydroCAD® 10.20-4b s/n 02344 ©2023 HydroCAD Software Solutions LLC Page 47
Summary for Reach 13R: NORTH STREAM DEPRESSION
Inflow Area = 79.600 ac, 0.00% Impervious, Inflow Depth = 1.44" for 1-Year event
Inflow = 40.10 cfs @ 12.09 hrs, Volume= 9.540 af
Outflow = 40.10 cfs @ 12.09 hrs, Volume= 9.540 af, Atten= 0%, Lag= 0.0 min
Routed to Reach 14R : NORTH STREAM TO POA 2
Routing by Stor-Ind+Trans method, Time Span= 0.00-180.00 hrs, dt= 0.01 hrs
Reach 13R: NORTH STREAM DEPRESSION
Hydrograph
445
424 I 40.10 cfs l —Inflow
40
Outflow
38- Inflow Area=79.600 sic
364
34=
324
30-
284
26=
t) 244 -
3 22-
LL 20- -
18=
164
14-
12
10
8
4
2
0
0 10 20 30 40 50 60 70 80 90 100 110 120 130 140 150 160 170 180
Time (hours)

POST-DEVELOPMENT Type 1124-hr 1-Year Rainfall=2.73"
Prepared by Kimley-Horn &Associates Printed 5/29/2024
HydroCAD® 10.20-4b s/n 02344 ©2023 HydroCAD Software Solutions LLC Page 48
Summary for Reach 14R: NORTH STREAM TO POA 2
Inflow Area = 83.990 ac, 0.00% Impervious, Inflow Depth = 1.41" for 1-Year event
Inflow = 44.83 cfs @ 12.10 hrs, Volume= 9.884 af
Outflow = 44.83 cfs @ 12.10 hrs, Volume= 9.884 af, Atten= 0%, Lag= 0.0 min
Routed to Link 4L : POA 2
Routing by Stor-Ind+Trans method, Time Span= 0.00-180.00 hrs, dt= 0.01 hrs
Reach 14R: NORTH STREAM TO POA 2
Hydrograph
50-
463 i 44.83 cfs I , Inflow
44= I �—Outflow
42= InflowArea=83'.990 ac
40=
38-
36 i r
3LH
32=
_ 30
w =
28-
26=
0 24-
LI 22-
20 ,
18=
16=
14=
12=
10=
8-
4=
2=_
0 Sri-h*�
0 10 20 30 40 50 60 70 80 90 100 110 120 130 140 150 160 170 180
Time (hours)

POST-DEVELOPMENT Type 1124-hr 1-Year Rainfall=2.73"
Prepared by Kimley-Horn &Associates Printed 5/29/2024
HydroCAD® 10.20-4b s/n 02344 ©2023 HydroCAD Software Solutions LLC Page 49
Summary for Reach 28R: SOUTH STREAM
Inflow Area = 167.950 ac, 1.12% Impervious, Inflow Depth = 1.20" for 1-Year event
Inflow = 73.06 cfs @ 12.50 hrs, Volume= 16.778 af
Outflow = 73.06 cfs @ 12.50 hrs, Volume= 16.778 af, Atten= 0%, Lag= 0.0 min
Routed to Link 9L : POA 3
Routing by Stor-Ind+Trans method, Time Span= 0.00-180.00 hrs, dt= 0.01 hrs
Reach 28R: SOUTH STREAM
Hydrograph
80
75 -1 73.06 cfs Inflow
—Outflow
70 Inflow Area=I67.95-0 ac
65=
60=
55.
50_
45.
3 40=
0
a 357
30-
25-
20=
15
10
5
0 10 20 30 40 50 60 70 80 90 100 110 120 130 140 150 160 170 180
Time (hours)

POST-DEVELOPMENT Type 1124-hr 1-Year Rainfall=2.73"
Prepared by Kimley-Horn &Associates Printed 5/29/2024
HydroCAD® 10.20-4b s/n 02344 ©2023 HydroCAD Software Solutions LLC Page 50
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= 0.00-180.00 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
307 -i 28.17 cfs C —Inflow
287
Outflow
267 Inflow Area=42.350 ac
247 Avg. Flow Depth=0.a4'
227 Max Vel=11.75 fps
20-
18- 54'0"
3 167
Round-Pipe
LL 14= 'n=0.011
127
10 L=5850
87 S=0.0163 11'
67 Capacity=296.47 cfs
27
0 10 20 30 40 50 60 70 80 90 100 110 120 130 140 150 160 170 180
Time (hours)

POST-DEVELOPMENT Type 1124-hr 1-Year Rainfall=2.73"
Prepared by Kimley-Horn &Associates Printed 5/29/2024
HydroCAD®10.20-4b s/n 02344 ©2023 HydroCAD Software Solutions LLC Page 51
Summary for Pond 10P: SCM 2
Inflow Area = 18.790 ac, 0.00°/o Impervious, Inflow Depth = 2.29" for 1-Year event
Inflow = 71.68 cfs @ 11.96 hrs, Volume= 3.581 af
Outflow = 24.63 cfs @ 12.06 hrs, Volume= 3.581 af, Atten= 66%, Lag= 6.4 min
Primary = 24.63 cfs @ 12.06 hrs, Volume= 3.581 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= 0.00-180.00 hrs, dt= 0.01 hrs
Peak Elev= 790.49' @ 12.06 hrs Surf.Area= 22,319 sf Storage= 79,340 cf
Plug-Flow detention time= 591.1 min calculated for 3.580 of(100% of inflow)
Center-of-Mass det. time= 591.4 min ( 1,365.7- 774.4 )
Volume Invert Avail.Storage Storage Description
#1 786.00' 142,346 cf Custom Stage Data(Prismatic) Listed below (Recalc)
Elevation Surf.Area Inc.Store Cum.Store
(feet) (sq-ft) (cubic-feet) (cubic-feet)
786.00 13,241 0 0
787.00 15,150 14,196 14,196
788.00 17,130 16,140 30,336
789.00 19,170 18,150 48,486
790.00 21,270 20,220 68,706
791.00 23,420 22,345 91,051
792.00 25,635 24,528 115,578
793.00 27,900 26,768 142,346
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= 0.013, 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 0.414 0.580 0.746 0.912 1.077 1.243
#3 Device 1 789.50' 45.0"W x 12.0" H Vert. Orifice/Grate X 2.00 C= 0.600
Limited to weir flow at low heads
#4 Device 1 790.50' 45.0"W x 6.0" H Vert. Orifice/Grate C= 0.600
Limited to weir flow at low heads
#5 Device 1 791.50' 96.0" x 96.0" 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 5/29/2024
HydroCAD® 10.20-4b sin 02344 ©2023 HydroCAD Software Solutions LLC Page 52
Primary OutFlow Max=24.60 cfs @ 12.06 hrs HW=790.49' (Free Discharge)
4-1=Culvert (Passes 24.60 cfs of 99.66 cfs potential flow)
2=Special & User-Defined (Custom Controls 0.99 cfs)
44
3=Orifice/Grate (Orifice Controls 23.61 cfs @ 3.19 fps)
=Orifice/Grate ( Controls 0.00 cfs)
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
80-
75 171.68 cfs [ —Inflow
I —Outflow
70 —Primary
65=
Inflow.Ar-ea=1 8,790 ac —Secondary
60= Peak E-lev=790.49'
::i!E
Sto rage=79,340 cf
w 45=
u -
3 40-
o -
-
u 35
30-
24.63 cfs
25=
20=
15-
10-
10.00 cfs I
0
0 10 20 30 40 50 60 70 80 90 100 110 120 130 140 150 160 170 180
Time (hours)

POST-DEVELOPMENT Type 1124-hr 1-Year Rainfall=2.73"
Prepared by Kimley-Horn &Associates Printed 5/29/2024
HydroCAD®10.20-4b s/n 02344 ©2023 HydroCAD Software Solutions LLC Page 53
Summary for Pond 12P: SCM 1
Inflow Area = 20.770 ac, 0.00°/o Impervious, Inflow Depth = 2.19" for 1-Year event
Inflow = 77.21 cfs @ 11.96 hrs, Volume= 3.784 af
Outflow = 1.98 cfs @ 14.22 hrs, Volume= 3.784 af, Atten= 97%, Lag= 135.5 min
Primary = 1.98 cfs @ 14.22 hrs, Volume= 3.784 of
Routed to Reach 13R : NORTH STREAM DEPRESSION
Routing by Stor-Ind method, Time Span= 0.00-180.00 hrs, dt= 0.01 hrs
Peak Elev= 788.22' @ 14.22 hrs Surf.Area= 37,542 sf Storage= 109,114 cf
Plug-Flow detention time= 823.7 min calculated for 3.784 af(100% of inflow)
Center-of-Mass det. time= 824.0 min ( 1,605.8- 781.8 )
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= 0.013, 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 0.820 1.148 1.476 1.804 2.133 2.461
#3 Device 1 787.00' 4.0"Vert. Orifice/Grate C= 0.600 Limited to weir flow at low heads
#4 Device 1 789.50' 60.0"W x 18.0" H Vert. Orifice/Grate X 3.00 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=1.98 cfs @ 14.22 hrs HW=788.22' (Free Discharge)
t-1=Culvert (Passes 1.98 cfs of 87.41 cfs potential flow)
- 2- =Special &User-Defined (Custom Controls 1.55 cfs)
-3=Orifice/Grate (Orifice Controls 0.43 cfs @ 4.95 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 5/29/2024
HydroCAD® 10.20-4b s/n 02344 ©2023 HydroCAD Software Solutions LLC _ Page 54
Pond 12P: SCM 1
Hydrograph
85-
80= 177 21 cfs I Inflow
i —Primary
75=
70 I of low_Area=2O.770_ac
65= Peak Elev=788.22'
60=
55=
Storage=109,114 cf
507
-
45-
0 40=
LL
35=
30=
25-
20=
15=
10=
11.98 cfs I
0 10 20 30 40 50 60 70 80 90 100 110 120 130 140 150 160 170 180
Time (hours)

POST-DEVELOPMENT Type 1124-hr 1-Year Rainfall=2.73"
Prepared by Kimley-Horn &Associates Printed 5/29/2024
HydroCAD®10.20-4b s/n 02344 ©2023 HydroCAD Software Solutions LLC Page 55
Summary for Pond 24P: SCM 3
Inflow Area = 36.560 ac, 5.14% Impervious, Inflow Depth = 2.02" for 1-Year event
Inflow = 128.78 cfs @ 11.96 hrs, Volume= 6.162 of
Outflow = 3.20 cfs @ 14.51 hrs, Volume= 6.162 af, Atten= 98%, Lag= 153.0 min
Primary = 3.20 cfs @ 14.51 hrs, Volume= 6.162 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= 0.00-180.00 hrs, dt= 0.01 hrs
Peak Elev= 783.48' @ 14.51 hrs Surf.Area= 123,358 sf Storage= 177,312 cf
Plug-Flow detention time= 822.7 min calculated for 6.162 af(100% of inflow)
Center-of-Mass det. time= 823.1 min ( 1,614.8- 791.7 )
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 2.583 3.874 5.166 6.457 7.749
#3 Device 1 784.00' 30.0"W x 12.0" H Vert. Orifice/Grate X 2.00 C= 0.600
Limited to weir flow at low heads
#4 Device 1 785.00' 96.0" x 96.0" Horiz. Orifice/Grate C= 0.600
Limited to weir flow at low heads
#5 Secondary 785.50' 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
Primary OutFlow Max=3.20 cfs @ 14.51 hrs HW=783.48' (Free Discharge)
L=Culvert (Passes 3.20 cfs of 43.10 cfs potential flow)
-2=Special &User-Defined (Custom Controls 3.20 cfs)
-3=Orifice/Grate ( Controls 0.00 cfs)
-4=Orifice/Grate ( Controls 0.00 cfs)
Secondary OutFlow Max=0.00 cfs @ 0.00 hrs HW=782.00' (Free Discharge)
L5=Broad-Crested Rectangular Weir ( Controls 0.00 cfs)

POST-DEVELOPMENT Type 1124-hr 1-Year Rainfall=2.73"
Prepared by Kimley-Horn &Associates Printed 5/29/2024
HydroCAD® 10.20-4b s/n 02344 ©2023 HydroCAD Software Solutions LLC Page 56
Pond 24P: SCM 3
Hydrograph
140-
= 1128 78 cfs I —Inflow
130' C�+/� —Outflow
—Primary
120= Inflow Area=36.560 aC -Secondary
110_ Peak Eiev=78-3.48'
100-
Storage=177,312 cf
w 80-
V
3 70-
o -
LL
60_
50-
40-
30:
20_
lfl i 0.00 cfs I i 3.20 cfs r
0 10 20 30 40 50 60 70 80 90 100 110 120 130 140 150 160 170 180
Time (hours)

POST-DEVELOPMENT Type 1124-hr 1-Year Rainfall=2.73"
Prepared by Kimley-Horn &Associates Printed 5/29/2024
HydroCAD®10.20-4b s/n 02344 ©2023 HydroCAD Software Solutions LLC Page 57
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= 0.00-180.00 hrs, dt= 0.01 hrs
Link 2L: POA 1
Hydrograph
- 12.30 cfs —Inflow
i —Primary
Inflow Area=1 .490 ac
2-
-
3
0 -
1-
0 10 20 30 40 50 60 70 80 90 100 110 120 130 140 150 160 170 180
Time (hours)

POST-DEVELOPMENT Type 1124-hr 1-Year Rainfall=2.73"
Prepared by Kimley-Horn &Associates Printed 5/29/2024
HydroCAD®10.20-4b s/n 02344 ©2023 HydroCAD Software Solutions LLC Page 58
Summary for Link 4L: POA 2
Inflow Area = 89.850 ac, 0.00% Impervious, Inflow Depth = 1.41" for 1-Year event
Inflow = 55.80 cfs @ 12.07 hrs, Volume= 10.584 af
Primary = 55.80 cfs @ 12.07 hrs, Volume= 10.584 af, Atten= 0%, Lag= 0.0 min
Primary outflow = Inflow, Time Span= 0.00-180.00 hrs, dt= 0.01 hrs
Link 4L: POA 2
Hydrograph
60- —Inflow
= � 55.80 cfs � 1
i —Primary
55-
50- Inflow Area=89.850 ac
45-
40
-0 35_
u
c 30-
LL
25-
20-
15
10
5
0 10 20 30 40 50 60 70 80 90 100 110 120 130 140 150 160 170 180
Time (hours)

POST-DEVELOPMENT Type 1124-hr 1-Year Rainfall=2.73"
Prepared by Kimley-Horn &Associates Printed 5/29/2024
HydroCAD®10.20-4b s/n 02344 ©2023 HydroCAD Software Solutions LLC Page 59
Summary for Link 9L: POA 3
Inflow Area = 167.950 ac, 1.12% Impervious, Inflow Depth = 1.20" for 1-Year event
Inflow = 73.06 cfs @ 12.50 hrs, Volume= 16.778 af
Primary = 73.06 cfs @ 12.50 hrs, Volume= 16.778 af, Atten= 0%, Lag= 0.0 min
Primary outflow = Inflow, Time Span= 0.00-180.00 hrs, dt= 0.01 hrs
Link 9L: POA 3
Hydrograph
80=
75_ 1 73.06 cfs I —Inflow
i —Primary
Inflow Area=167.950 ac
65=
60
55=
50
45-
40=
0
LL 35=
30-
25
20=
15
10
0 10 20 30 40 50 60 70 80 90 100 110 120 130 140 150 160 170 180
Time (hours)

POST-DEVELOPMENT Type 1124-hr 2-Year Rainfall=3.30"
Prepared by Kimley-Horn &Associates Printed 5/29/2024
HydroCAD®10.20-4b s/n 02344 ©2023 HydroCAD Software Solutions LLC Page 60
Time span=0.00-180.00 hrs, dt=0.01 hrs, 18001 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 Runoff Area=1.880 ac 100.00% Impervious Runoff Depth=3.07"
Tc=5.0 min CN=98 Runoff=9.06 cfs 0.481 af
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=18.790 ac 0.00% Impervious Runoff Depth=2.85"
Tc=5.0 min CN=96 Runoff=87.97 cfs 4.459 of
Subcatchment 15S: POST-DEV DA-2 OFFSITE B 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 18S: POST-DEV DA-2 ONSITE B Runoff Area=4.260 ac 0.00% Impervious Runoff Depth=1.35"
Tc=13.3 min CN=78 Runoff=7.81 cfs 0.478 af
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 ARunoff Area=35.000 ac 0.00% Impervious Runoff Depth=0.94"
Tc=28.9 min CN=71 Runoff=26.28 cfs 2.738 of
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=65.93 cfs 12.511 af
Outflow=65.93 cfs 12.511 af
Reach 14R: NORTH STREAM TO POA 2 Inflow=72.73 cfs 13.003 af
Outflow=72.73 cfs 13.003 af
Reach 28R: SOUTH STREAM Inflow=106.57 cfs 22.926 af
Oufflow=106.57 cfs 22.926 af

POST-DEVELOPMENT Type 1124-hr 2-Year Rainfall=3.30"
Prepared by Kimley-Horn &Associates Printed 5/29/2024
HydroCAD®10.20-4b s/n 02344 ©2023 HydroCAD Software Solutions LLC _ Page 61
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=791.02' Storage=91,474 cf Inflow=87.97 cfs 4.459 af
Primary=41.58 cfs 4.459 af Secondary=0.00 cfs 0.000 af Outflow=41.58 cfs 4.459 af
Pond 12P: SCM 1 Peak EIev=788.98' Storage=138,200 cf Inflow=95.37 cfs 4.747 af
Outflow=2.36 cfs 4.747 af
Pond 24P: SCM 3 Peak EIev=783.89' Storage=229,430 cf Inflow=161.07 cfs 7.827 af
Primary=3.74 cfs 7.827 af Secondary=0.00 cfs 0.000 af Outflow=3.74 cfs 7.827 af
Link 2L: POA 1 Inflow=3.39 cfs 0.152 af
Primary=3.39 cfs 0.152 af
Link 4L: POA 2 Inflow=87.92 cfs 13.942 af
Primary=87.92 cfs 13.942 af
Link 9L: POA 3 Inflow=106.57 cfs 22.926 af
Primary=106.57 cfs 22.926 af
Total Runoff Area= 259.290 ac Runoff Volume=37.020 af Average Runoff Depth = 1.71"
99.27%Pervious=257.410 ac 0.73%Impervious= 1.880 ac

POST-DEVELOPMENT Type 1124-hr 2-Year Rainfall=3.30"
Prepared by Kimley-Horn &Associates Printed 5/29/2024
HydroCAD® 10.20-4b s/n 02344 ©2023 HydroCAD Software Solutions LLC Page 62
Summary for Subcatchment 10S: POST-DEV DA-3 OFFSITE C (SCM-3)
Runoff = 9.06 cfs @ 11.96 hrs, Volume= 0.481 af, Depth= 3.07"
Routed to Pond 24P : SCM 3
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-180.00 hrs, dt= 0.01 hrs
Type II 24-hr 2-Year Rainfall=3.30"
Area (ac) CN Description
* 1.880 98
1.880 100.00% Impervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
5.0 Direct Entry,
Subcatchment 10S: POST-DEV DA-3 OFFSITE C (SCM-3)
Hydrograph
10-
19.06 cfs i —Runoff
$_ Type II 24-hr
2-Year Rainfall=3.30"
Runoff Area=i .880 ac
6-
Runoff Vorume=0.4 1 af
_
- Runoff Depth-=3.07"
Tc=5.Q nin
3- C N=98
2-
0- ,
0 10 20 30 40 50 60 70 80 90 100 110 120 130 140 150 160 170 180
Time (hours)

POST-DEVELOPMENT Type 1124-hr 2-Year Rainfall=3.30"
Prepared by Kimley-Horn &Associates Printed 5/29/2024
HydroCAD® 10.20-4b s/n 02344 ©2023 HydroCAD Software Solutions LLC Page 63
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= 0.00-180.00 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
13.39 cfs i —Runoff
Type II 24-hr
3-
2-Year Rainfall=3.30"
Runoff Area=1 .490 ac
Runoff Volume=0.152 af
2
Runoff Depth='1.22"
u_
Tc=5.0 min
CM=76
1-
0 10 20 30 40 50 60 70 80 90 100 110 120 130 140 150 160 170 180
Time (hours)

POST-DEVELOPMENT Type 1124-hr 2-Year Rainfall=3.30"
Prepared by Kimley-Horn &Associates Printed 5/29/2024
HydroCAD® 10.20-4b s/n 02344 ©2023 HydroCAD Software Solutions LLC Page 64
Summary for Subcatchment 12S: POST-DEV DA-2 ONSITE E (SCM-2)
Runoff = 87.97 cfs @ 11.96 hrs, Volume= 4.459 af, Depth= 2.85"
Routed to Pond 10P : SCM 2
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-180.00 hrs, dt= 0.01 hrs
Type II 24-hr 2-Year Rainfall=3.30"
Area (ac) CN Description
* 18.790 96
18.790 100.00% 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- I
87.97 cfs -Runoff
85 ,
80- T_ype_11 *4-h r
70
75- 2- Year Rainfarl=3.3-O"
65 Runoff Area=18.790--ac
- `,
60= Runo o�+ 55= ff lame=4,459 Of
o
Li 45 Runoff Depth=2.85"
40= Tc=5.0 min
35= - , , , ,30= - , , , w'C =96
25
201 , , ,
15
10L , ,
5
0 10 20 30 40 50 60 70 80 90 100 110 120 130 140 150 160 170 180
Time (hours)

POST-DEVELOPMENT Type 1124-hr 2-Year Rainfall=3.30"
Prepared by Kimley-Horn &Associates Printed 5/29/2024
HydroCAD® 10.20-4b s/n 02344 ©2023 HydroCAD Software Solutions LLC Page 65
Summary for Subcatchment 15S: POST-DEV DA-2 OFFSITE B
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= 0.00-180.00 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 B
Hydrograph
18-
17- 116.11 cfs I —Runoff
16- -J
15= Type--II----4-h'1r
13 2-Year Rainfall= .30"
12_ Runoff Area=5.860 ac
11_
w 107 Runoff VoIurne='O.939 if
o - Runoff Depth=1.92"
ii 8-
7- Tc=1 --
2.0 cn�n
5- C =86
4
3
2
1
0 10^ 20 30 40 50 60 70 80 90 100 110 120 130 140 150 160 170 180
Time (hours)

POST-DEVELOPMENT Type 1124-hr 2-Year Rainfall=3.30"
Prepared by Kimley-Horn &Associates Printed 5/29/2024
HydroCAD® 10.20-4b s/n 02344 ©2023 HydroCAD Software Solutions LLC Page 66
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= 0.00-180.00 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 l t 11 —Runoff
95=
90= I Type' II 24-hr.
85= /�
80 2 i ear Rai iif al I= .30"
75=
Runoff Area
70= =20.770 2tC
65= Runoff
w 60; VOlUI'YYe=4.747 if
55=
_0 50= Runoff Depth=2.74"
u. 45= r /�
40= #--c-5.O minn
35= CN=95
30=
25=
20=
15_
10
5L-n. :
0 10 20 30 40 50 60 70 80 90 100 110 120 130 140 150 160 170 180
Time (hours)

POST-DEVELOPMENT Type 1124-hr 2-Year Rainfall=3.30"
Prepared by Kimley-Horn &Associates Printed 5/29/2024
HydroCAD® 10.20-4b s/n 02344 ©2023 HydroCAD Software Solutions LLC Page 67
Summary for Subcatchment 18S: POST-DEV DA-2 ONSITE B
Runoff = 7.81 cfs @ 12.06 hrs, Volume= 0.478 af, Depth= 1.35"
Routed to Reach 13R : NORTH STREAM DEPRESSION
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-180.00 hrs, dt= 0.01 hrs
Type II 24-hr 2-Year Rainfall=3.30"
Area (ac) CN Description
* 4.260 78
4.260 100.00% Pervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
13.3 Direct Entry,
Subcatchment 18S: POST-DEV DA-2 ONSITE B
Hydrograph
- i 7.81 cfs l —Runoff
8-
Type II 24-hr
2-Year Rainfall=3.30"
Runoff Area=4.260 ac
F 5: Runoff Volume=O.478 of
p LL 4
Runoff ff_De th--
1.3_
Tc=13.3 min
3_ �+w' Q
`i w =78
2-
0 10 20 30 40 50 60 70 80 90 100 110 120 130 140 150 160 170 180
Time (hours)

POST-DEVELOPMENT Type 1124-hr 2-Year Rainfall=3.30"
Prepared by Kimley-Horn &Associates Printed 5/29/2024
HydroCAD® 10.20-4b s/n 02344 ©2023 HydroCAD Software Solutions LLC Page 68
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= 0.00-180.00 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
_ 16.96 cfs i —Runoff
7-
Type II 24-hr
6= 2-Year RalnfaII=3.3O"
5- Runoff_1 r_ea=4._390__ac
w = Runoff Volume=0.493 of
4 Runoff Depth=t35"
LL -
3- Tc=17.6 min
CN=78
2-
1-
0 10 20 30 40 50 60 70 80 90 100 110 120 130 140 150 160 170 180
Time (hours)

POST-DEVELOPMENT Type 1124-hr 2-Year Rainfall=3.30"
Prepared by Kimley-Horn &Associates Printed 5/29/2024
HydroCAD® 10.20-4b s/n 02344 ©2023 HydroCAD Software Solutions LLC Page 69
Summary for Subcatchment 22S: POST-DEV DA-2 OFFSITE A
Runoff = 26.28 cfs @ 12.26 hrs, Volume= 2.738 af, Depth= 0.94"
Routed to Reach 13R : NORTH STREAM DEPRESSION
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-180.00 hrs, dt= 0.01 hrs
Type II 24-hr 2-Year Rainfall=3.30"
Area (ac) CN Description
* 35.000 71
35.000 100.00% 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 A
Hydrograph
287 r26.28 cfs
Runoff
26-
247 Type---ll--24-hr
22-
2-Year---Rainfall=3.3-0"
20-- Ai
Runoff rea=3$.000 ac
18-
16- Runoff Volume=2.738 af
c 14- ,Runo�--Depth=O.94"
127 Tc=28 9 rn jn
10- j CN=11
6- - - , , ,
4- , ,
2- , ,
0 . . „ 0 , r, , , r, , , , , , , , , , , , , , , , , , , , , , , , , , , , , , , , , , , , , , , , , , , , , , , , , , , , , , , , , , , � , , , , , , , , ,
0 10^ 20 30 40 50 60 70 80 90 100 110 120 130 140 150 160 170 180
Time (hours)

POST-DEVELOPMENT Type 1124-hr 2-Year Rainfall=3.30"
Prepared by Kimley-Horn &Associates Printed 5/29/2024
HydroCAD® 10.20-4b s/n 02344 ©2023 HydroCAD Software Solutions LLC Page 70
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= 0.00-180.00 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
i 1.96 cfs —Runoff
2- i
Type II 24-h r
2-Year Rainfall=3.30"
Runoff Area=0.780 ac
Runoff Volume=0.088 af
1 _ Runoff Depth=1.35"
Tc=5.0 min
CM=78
0 ^10 20 30 40 50 60 70 80 90 100 110 120 130 140 150 160 170 180
Time (hours)

POST-DEVELOPMENT Type 1124-hr 2-Year Rainfall=3.30"
Prepared by Kimley-Horn &Associates Printed 5/29/2024
HydroCAD® 10.20-4b s/n 02344 ©2023 HydroCAD Software Solutions LLC Page 71
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= 0.00-180.00 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 f —Runoff
150_ h A
1407 Type II -11r
1307 2-Year Rai'nfalr=3.30-"
120-
110= Runoff--Area=34.680--ac
100 ----
Runoff Volume=7.346 Of
=
907
80= Runoff Depth=2-.54"
0
6 _ Tc 5.V mmn
0 w' '
50= C'` =93
40-
30
20 -
10
0 10 20 30 40 50 60 70 80 90 100 110 120 130 140 150 160 170 180
Time (hours)

POST-DEVELOPMENT Type 1124-hr 2-Year Rainfall=3.30"
Prepared by Kimley-Horn &Associates Printed 5/29/2024
HydroCAD® 10.20-4b s/n 02344 ©2023 HydroCAD Software Solutions LLC Page 72
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= 0.00-180.00 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- f
Type II *4-hr
9-
2-Year Rainfall=$.30"
8-
7- -
Runoff Area=5.840 ac
Runoff Volume=0.656 of
6-
3 = Runoff Depth=1.35"
Tic=15.0 min
4- -
CN=18
3- -
2-
1-
0 10 20 30 40 50 60 70 80 90 100 110 120 130 140 150 160 170 180
Time (hours)

POST-DEVELOPMENT Type 1124-hr 2-Year Rainfall=3.30"
Prepared by Kimley-Horn &Associates Printed 5/29/2024
HydroCAD® 10.20-4b s/n 02344 ©2023 HydroCAD Software Solutions LLC Page 73
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= 0.00-180.00 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
38 36= Type II *4-hr
�/ �j j�
341 2,-Year---Rainfa I1=.;�.30"
32=
301 Runoff Area=42.35Q--a_c
281
26 Runoff=Vo_
24- CulYI1�=;,�, J0 f
LL 20- Runoff Depth=1.69"
16- > I 181 Tic=57.3 m i n
14; C14=83
12-
10=
8
g
4
0 10 20 30 40 50 60 70 80 90 100 110 120 130 140 150 160 170 180
Time (hours)

POST-DEVELOPMENT Type 1124-hr 2-Year Rainfall=3.30"
Prepared by Kimley-Horn &Associates Printed 5/29/2024
HydroCAD® 10.20-4b s/n 02344 ©2023 HydroCAD Software Solutions LLC Page 74
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= 0.00-180.00 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- -I 65.53 cfs
—Runoff
65-
60- Type II 24-f r
55- 2-Year -Rarnfall=3.3-0"
50- Runoff Aj
rea=g�.200 ac
45-
• 40- Runoff
Runoff Volume=8.473 'f
o
35- pep h= .2 n
• 307 Tc=43.* IT jn
25- C N=16
20-
15
10 -
5
,
0 10 20 30 40 50 60 70 80 90 100 110 120 130 140 150 160 170 180
Time (hours)

POST-DEVELOPMENT Type 1124-hr 2-Year Rainfall=3.30"
Prepared by Kimley-Horn &Associates Printed 5/29/2024
HydroCAD® 10.20-4b s/n 02344 ©2023 HydroCAD Software Solutions LLC Page 75
Summary for Reach 13R: NORTH STREAM DEPRESSION
Inflow Area = 79.600 ac, 0.00% Impervious, Inflow Depth = 1.89" for 2-Year event
Inflow = 65.93 cfs @ 12.08 hrs, Volume= 12.511 af
Outflow = 65.93 cfs @ 12.08 hrs, Volume= 12.511 af, Atten= 0%, Lag= 0.0 min
Routed to Reach 14R : NORTH STREAM TO POA 2
Routing by Stor-Ind+Trans method, Time Span= 0.00-180.00 hrs, dt= 0.01 hrs
Reach 13R: NORTH STREAM DEPRESSION
Hydrograph
70 165.93 cfs Inflow
i —Outflow
65
60 Inflow_Area=79.600_ac
55
50
45
u 40
c 35
LL
30
25
20
15
10
5
0 10 20 30 40 50 60 70 80 90 100 110 120 130 140 150 160 170 180
Time (hours)

POST-DEVELOPMENT Type 1124-hr 2-Year Rainfall=3.30"
Prepared by Kimley-Horn &Associates Printed 5/29/2024
HydroCAD® 10.20-4b s/n 02344 ©2023 HydroCAD Software Solutions LLC Page 76
Summary for Reach 14R: NORTH STREAM TO POA 2
Inflow Area = 83.990 ac, 0.00% Impervious, Inflow Depth = 1.86" for 2-Year event
Inflow = 72.73 cfs @ 12.08 hrs, Volume= 13.003 af
Outflow = 72.73 cfs @ 12.08 hrs, Volume= 13.003 af, Atten= 0%, Lag= 0.0 min
Routed to Link 4L : POA 2
Routing by Stor-Ind+Trans method, Time Span= 0.00-180.00 hrs, dt= 0.01 hrs
Reach 14R: NORTH STREAM TO POA 2
Hydrograph
80
72.73 cfs l Inflow
75- —Outflow
Inflow Area=83:9-9O ac
651
601
55=
50=
45.
3 407
o
a 35=
30- -
25-
20
15
10 -
5
0 10 20 30 40 50 60 70 80 90 100 110 120 130 140 150 160 170 180
Time (hours)

POST-DEVELOPMENT Type 1124-hr 2-Year Rainfall=3.30"
Prepared by Kimley-Horn &Associates Printed 5/29/2024
HydroCAD®10.20-4b s/n 02344 ©2023 HydroCAD Software Solutions LLC Page 77
Summary for Reach 28R: SOUTH STREAM
Inflow Area = 167.950 ac, 1.12% Impervious, Inflow Depth = 1.64" for 2-Year event
Inflow = 106.57 cfs @ 12.48 hrs, Volume= 22.926 af
Outflow = 106.57 cfs @ 12.48 hrs, Volume= 22.926 af, Atten= 0%, Lag= 0.0 min
Routed to Link 9L : POA 3
Routing by Stor-Ind+Trans method, Time Span= 0.00-180.00 hrs, dt= 0.01 hrs
Reach 28R: SOUTH STREAM
Hydrograph
115=
110= l 106.57 cfs I _Inflow
Outflow
105_
100= Inflow Area=167.950 ac
95-s
90-
85- ;
80=
75: T r
70
4) 65
80_ ,
0 55=
50:
45-
40'
35= _ ,
30=
25=
20-
15=
10'
5-
0 10 20 30 40 50 60 70 80 90 100 110 120 130 140 150 160 170 180
Time (hours)

POST-DEVELOPMENT Type 1124-hr 2-Year Rainfall=3.30"
Prepared by Kimley-Horn &Associates Printed 5/29/2024
HydroCAD® 10.20-4b s/n 02344 ©2023 HydroCAD Software Solutions LLC Page 78
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= 0.00-180.00 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
40= 1 l —Outflow
38; J
361 irtflow_Area=42.350-ac
34 Avg. Flow Depth=1.11'
321 l
301 t Max V OI 12.93 f s
281
26 54.0"
74 24-
22- Round PiPe
Li = n=0 All
18-
161 L=585.01
14=
11 S=0.0163 ``P
10= I
8- Capacity,296.47 efs
6
. .
2
0 10 20 30 40 50 60 70 80 90 100 110 120 130 140 150 160 170 180
Time (hours)

POST-DEVELOPMENT Type 1124-hr 2-Year Rainfall=3.30"
Prepared by Kimley-Horn &Associates Printed 5/29/2024
HydroCAD®10.20-4b s/n 02344 ©2023 HydroCAD Software Solutions LLC Page 79
Summary for Pond 10P: SCM 2
Inflow Area = 18.790 ac, 0.00°/o Impervious, Inflow Depth = 2.85" for 2-Year event
Inflow = 87.97 cfs @ 11.96 hrs, Volume= 4.459 af
Outflow = 41.58 cfs @ 12.04 hrs, Volume= 4.459 af, Atten= 53%, Lag= 5.3 min
Primary = 41.58 cfs @ 12.04 hrs, Volume= 4.459 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= 0.00-180.00 hrs, dt= 0.01 hrs
Peak Elev= 791.02' @ 12.04 hrs Surf.Area= 23,460 sf Storage= 91,474 cf
Plug-Flow detention time= 499.2 min calculated for 4.459 af(100% of inflow)
Center-of-Mass det. time= 499.5 min ( 1,268.2 - 768.7 )
Volume Invert Avail.Storage Storage Description
#1 786.00' 142,346 cf Custom Stage Data(Prismatic) Listed below (Recalc)
Elevation Surf.Area Inc.Store Cum.Store
(feet) (sq-ft) (cubic-feet) (cubic-feet)
786.00 13,241 0 0
787.00 15,150 14,196 14,196
788.00 17,130 16,140 30,336
789.00 19,170 18,150 48,486
790.00 21,270 20,220 68,706
791.00 23,420 22,345 91,051
792.00 25,635 24,528 115,578
793.00 27,900 26,768 142,346
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= 0.013, 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 0.414 0.580 0.746 0.912 1.077 1.243
#3 Device 1 789.50' 45.0"W x 12.0" H Vert. Orifice/Grate X 2.00 C= 0.600
Limited to weir flow at low heads
#4 Device 1 790.50' 45.0"W x 6.0" H Vert. Orifice/Grate C= 0.600
Limited to weir flow at low heads
#5 Device 1 791.50' 96.0" x 96.0" 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 5/29/2024
HydroCAD® 10.20-4b sin 02344 ©2023 HydroCAD Software Solutions LLC Page 80
Primary OutFlow Max=41.55 cfs © 12.04 hrs HW=791.02' (Free Discharge)
4-1=Culvert (Passes 41.55 cfs of 104.36 cfs potential flow)
2=Special & User-Defined (Custom Controls 1.08 cfs)
44
3=Orifice/Grate (Orifice Controls 36.03 cfs @ 4.80 fps)
=Orifice/Grate (Orifice Controls 4.45 cfs @ 2.37 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. —Inflow
I 87.97 cfs
90= i —Outflow
85_ ���■ ', (� —Primary
80= ow Area=i8,.-79 c 0- —Secondary
75= Peak--Slev=79-1-.07`
70'
65=
60= Storage=91,474 of
w 55-
o
50-
0 45- -I 41.58 cfs 1
LL
40=
35=
301
25=
20-
15=
10=
I 0.00Lcfs I-
0 10 20 30 40 50 60 70 80 90 100 110 120 130 140 150 160 170 180
Time (hours)

POST-DEVELOPMENT Type 1124-hr 2-Year Rainfall=3.30"
Prepared by Kimley-Horn &Associates Printed 5/29/2024
HydroCAD®10.20-4b s/n 02344 ©2023 HydroCAD Software Solutions LLC Page 81
Summary for Pond 12P: SCM 1
Inflow Area = 20.770 ac, 0.00°/o Impervious, Inflow Depth = 2.74" for 2-Year event
Inflow = 95.37 cfs @ 11.96 hrs, Volume= 4.747 af
Outflow = 2.36 cfs @ 14.34 hrs, Volume= 4.747 af, Atten= 98%, Lag= 143.0 min
Primary = 2.36 cfs @ 14.34 hrs, Volume= 4.747 af
Routed to Reach 13R : NORTH STREAM DEPRESSION
Routing by Stor-Ind method, Time Span= 0.00-180.00 hrs, dt= 0.01 hrs
Peak Elev= 788.98' @ 14.34 hrs Surf.Area= 39,327 sf Storage= 138,200 cf
Plug-Flow detention time= 858.9 min calculated for 4.747 af(100% of inflow)
Center-of-Mass det. time= 858.9 min ( 1,634.6- 775.7 )
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= 0.013, 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 0.820 1.148 1.476 1.804 2.133 2.461
#3 Device 1 787.00' 4.0"Vert. Orifice/Grate C= 0.600 Limited to weir flow at low heads
#4 Device 1 789.50' 60.0"W x 18.0" H Vert. Orifice/Grate X 3.00 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=2.36 cfs @ 14.34 hrs HW=788.98' (Free Discharge)
t-1=Culvert (Passes 2.36 cfs of 94.92 cfs potential flow)
- 2- =Special &User-Defined (Custom Controls 1.80 cfs)
-3=Orifice/Grate (Orifice Controls 0.57 cfs @ 6.48 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 5/29/2024
HydroCAD® 10.20-4b s/n 02344 ©2023 HydroCAD Software Solutions LLC _ Page 82
Pond 12P: SCM 1
Hydrograph
105: i h , h h h ,
100; 195.37 cfs I I Inflow
95_ i —Primary
90: Inflow Area=20.770 ac
85=
80= Peak E fev=';788.98'
75-
70: I 1 Storage=138,200 cf
65:
i 60:
55:
0 50:
LL 45-
40-
35=
30=
25 4 4 4 4 +
20
15 r 1 r
10
2.36 cfs
5
0 fi_
0 10 20 30 40 50 60 70 80 90 100 110 120 130 140 150 160 170 180
Time (hours)

POST-DEVELOPMENT Type 1124-hr 2-Year Rainfall=3.30"
Prepared by Kimley-Horn &Associates Printed 5/29/2024
HydroCAD®10.20-4b s/n 02344 ©2023 HydroCAD Software Solutions LLC Page 83
Summary for Pond 24P: SCM 3
Inflow Area = 36.560 ac, 5.14% Impervious, Inflow Depth = 2.57" for 2-Year event
Inflow = 161.07 cfs @ 11.96 hrs, Volume= 7.827 of
Outflow = 3.74 cfs @ 14.76 hrs, Volume= 7.827 af, Atten= 98%, Lag= 167.9 min
Primary = 3.74 cfs @ 14.76 hrs, Volume= 7.827 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= 0.00-180.00 hrs, dt= 0.01 hrs
Peak Elev= 783.89' @ 14.76 hrs Surf.Area= 125,186 sf Storage= 229,430 cf
Plug-Flow detention time= 880.1 min calculated for 7.826 af(100% of inflow)
Center-of-Mass det. time= 880.5 min ( 1,665.7- 785.2 )
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 2.583 3.874 5.166 6.457 7.749
#3 Device 1 784.00' 30.0"W x 12.0" H Vert. Orifice/Grate X 2.00 C= 0.600
Limited to weir flow at low heads
#4 Device 1 785.00' 96.0" x 96.0" Horiz. Orifice/Grate C= 0.600
Limited to weir flow at low heads
#5 Secondary 785.50' 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
Primary OutFlow Max=3.74 cfs @ 14.76 hrs HW=783.89' (Free Discharge)
L=Culvert (Passes 3.74 cfs of 45.32 cfs potential flow)
-2=Special &User-Defined (Custom Controls 3.74 cfs)
-3=Orifice/Grate ( Controls 0.00 cfs)
-4=Orifice/Grate ( Controls 0.00 cfs)
Secondary OutFlow Max=0.00 cfs @ 0.00 hrs HW=782.00' (Free Discharge)
L5=Broad-Crested Rectangular Weir ( Controls 0.00 cfs)

POST-DEVELOPMENT Type 1124-hr 2-Year Rainfall=3.30"
Prepared by Kimley-Horn &Associates Printed 5/29/2024
HydroCAD® 10.20-4b s/n 02344 ©2023 HydroCAD Software Solutions LLC Page 84
Pond 24P: SCM 3
Hydrograph
180-
170_-1 161 07 cfs —Inflow
160- t —Outflow
C�+/�
—Primary
150_ Inflow Area=36.560 ac —Secondary
140_
130_ Peak_E_I_iv^.78_3,89'
120_ Storage=229 430 cf
110=
w 100--
C.)3 90-
LL 80
70
60: I I I I
50:
40-i
30_
20_
0.00 cfs 11374 cfs�� r 01
0 10 20 30 40 50 60 70 80 90 100 110 120 130 140 150 160 170 180
Time (hours)

POST-DEVELOPMENT Type 1124-hr 2-Year Rainfall=3.30"
Prepared by Kimley-Horn &Associates Printed 5/29/2024
HydroCAD®10.20-4b s/n 02344 ©2023 HydroCAD Software Solutions LLC Page 85
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= 0.00-180.00 hrs, dt= 0.01 hrs
Link 2L: POA 1
Hydrograph
I 3.39 cfs —Inflow
_ —Primary
Inflow Area=1 .490 ac
3—
a
2-
3 _
0
LL
1—
0
0 10 20 30 40 50 60 70 80 90 100 110 120 130 140 150 160 170 180
Time (hours)

POST-DEVELOPMENT Type 1124-hr 2-Year Rainfall=3.30"
Prepared by Kimley-Horn &Associates Printed 5/29/2024
HydroCAD®10.20-4b s/n 02344 ©2023 HydroCAD Software Solutions LLC Page 86
Summary for Link 4L: POA 2
Inflow Area = 89.850 ac, 0.00% Impervious, Inflow Depth = 1.86" for 2-Year event
Inflow = 87.92 cfs @ 12.07 hrs, Volume= 13.942 af
Primary = 87.92 cfs @ 12.07 hrs, Volume= 13.942 af, Atten= 0%, Lag= 0.0 min
Primary outflow = Inflow, Time Span= 0.00-180.00 hrs, dt= 0.01 hrs
Link 4L: POA 2
Hydrograph
95 ,
87.92 cfs l ' ' ' —Inflow
907 n /�,,,Q ((��. 1
80= Inflow ea 89 —Primary
85_
- _ .85D ac
75
70=
65=
60=
55-
50-
45-
40=
35= -
30
25
20
15
10
0 10 20 30 40 50 60 70 80 90 100 110 120 130 140 150 160 170 180
Time (hours)

POST-DEVELOPMENT Type 1124-hr 2-Year Rainfall=3.30"
Prepared by Kimley-Horn &Associates Printed 5/29/2024
HydroCAD®10.20-4b s/n 02344 ©2023 HydroCAD Software Solutions LLC Page 87
Summary for Link 9L: POA 3
Inflow Area = 167.950 ac, 1.12% Impervious, Inflow Depth = 1.64" for 2-Year event
Inflow = 106.57 cfs @ 12.48 hrs, Volume= 22.926 af
Primary = 106.57 cfs @ 12.48 hrs, Volume= 22.926 af, Atten= 0%, Lag= 0.0 min
Primary outflow = Inflow, Time Span= 0.00-180.00 hrs, dt= 0.01 hrs
Link 9L: POA 3
Hydrograph
115= —Inflow
11 I3 1 106.57 cfs 1
i —Primary
105=
100: Inflow- Area=167.950 ac
95:
90! r ;
85! ;
80=
75 r r
70=
- 65-
3 60=
O 55:
50'
45! - 1 1 1 1
40! I I
35:
30:
25
20 rII +
15 r , 4 r r r r ,
10 r i
5
0
0 10 20 30 40 50 60 70 80 90 100 110 120 130 140 150 160 170 180
Time (hours)

POST-DEVELOPMENT Type 1124-hr 10-Year Rainfall=4.80"
Prepared by Kimley-Horn &Associates Printed 5/29/2024
HydroCAD®10.20-4b s/n 02344 ©2023 HydroCAD Software Solutions LLC Page 88
Time span=0.00-180.00 hrs, dt=0.01 hrs, 18001 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 Runoff Area=1.880 ac 100.00% Impervious Runoff Depth=4.56"
Tc=5.0 min CN=98 Runoff=13.25 cfs 0.715 of
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=18.790 ac 0.00% Impervious Runoff Depth=4.33"
Tc=5.0 min CN=96 Runoff=130.44 cfs 6.786 of
Subcatchment 15S: POST-DEV DA-2 OFFSITE B 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 18S: POST-DEV DA-2 ONSITE B Runoff Area=4.260 ac 0.00% Impervious Runoff Depth=2.54"
Tc=13.3 min CN=78 Runoff=14.86 cfs 0.903 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 ARunoff Area=35.000 ac 0.00% Impervious Runoff Depth=1.97"
Tc=28.9 min CN=71 Runoff=59.64 cfs 5.736 of
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 of
Reach 13R: NORTH STREAM DEPRESSION Inflow=150.66 cfs 20.896 af
Oufflow=150.66 cfs 20.896 af
Reach 14R: NORTH STREAM TO POA 2 Inflow=162.67 cfs 21.827 af
Oufflow=162.67 cfs 21.827 af
Reach 28R: SOUTH STREAM Inflow=212.82 cfs 40.526 af
Oufflow=212.82 cfs 40.526 af

POST-DEVELOPMENT Type 1124-hr 10-Year Rainfall=4.80"
Prepared by Kimley-Horn &Associates Printed 5/29/2024
HydroCAD®10.20-4b s/n 02344 ©2023 HydroCAD Software Solutions LLC _ _ _ Page 89
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=791.96' Storage=114,662 cf Inflow=130.44 cfs 6.786 af
Primary=94.76 cfs 6.786 af Secondary=0.00 cfs 0.000 af Outflow=94.76 cfs 6.786 af
Pond 12P: SCM 1 Peak Elev=790.02' Storage=180,369 cf Inflow=142.67 cfs 7.307 af
Outflow=20.78 cfs 7.307 af
Pond 24P: SCM 3 Peak Elev=784.67' Storage=327,719 cf Inflow=245.26 cfs 12.280 af
Primary=13.54 cfs 12.280 af Secondary=0.00 cfs 0.000 af Outflow=13.54 cfs 12.280 af
Link 2L: POA 1 Inflow=6.55 cfs 0.294 af
Primary=6.55 cfs 0.294 af
Link 4L: POA 2 Inflow=189.61 cfs 23.429 af
Primary=189.61 cfs 23.429 af
Link 9L: POA 3 Inflow=212.82 cfs 40.526 af
Primary=212.82 cfs 40.526 af
Total Runoff Area= 259.290 ac Runoff Volume=64.249 af Average Runoff Depth = 2.97"
99.27%Pervious=257.410 ac 0.73%Impervious= 1.880 ac

POST-DEVELOPMENT Type 1124-hr 10-Year Rainfall=4.80"
Prepared by Kimley-Horn &Associates Printed 5/29/2024
HydroCAD® 10.20-4b s/n 02344 ©2023 HydroCAD Software Solutions LLC Page 90
Summary for Subcatchment 10S: POST-DEV DA-3 OFFSITE C (SCM-3)
Runoff = 13.25 cfs @ 11.96 hrs, Volume= 0.715 af, Depth= 4.56"
Routed to Pond 24P : SCM 3
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-180.00 hrs, dt= 0.01 hrs
Type II 24-hr 10-Year Rainfall=4.80"
Area (ac) CN Description
* 1.880 98
1.880 100.00% Impervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
5.0 Direct Entry,
Subcatchment 10S: POST-DEV DA-3 OFFSITE C (SCM-3)
Hydrograph
14- 113.25 cfs I —Runoff
13-
12- Type II 24-hr
11- 10-Year Ra i n-f- II=4.8 }"
Runoff Area=1.880 ac
9-
Runoff Volume=;0.715 of
8-
- Runoffe-pth=4,56"
LL 7- D
67 Tc=5.0 mjn
5-
CN=98
4-
3
2 -
1 -
0 ,
0 10 20 30 40 50 60 70 80 90 100 110 120 130 140 150 160 170 180
Time (hours)

POST-DEVELOPMENT Type 1124-hr 10-Year Rainfall=4.80"
Prepared by Kimley-Horn &Associates Printed 5/29/2024
HydroCAD® 10.20-4b s/n 02344 ©2023 HydroCAD Software Solutions LLC Page 91
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= 0.00-180.00 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- 16.55 cfs
—Runoff
6- Type II 24-hr
10-Year Rainfall=4.80"
Runoff area=1 .490 ac
4- Runoff Volume=0.294 af
3 = Runoff Depth=2.37"
LL -
3- Tc=5.Q rain
2- CN=76
1-
0 10 20 30 40 50 60 70 80 90 100 110 120 130 140 150 160 170 180
Time (hours)

POST-DEVELOPMENT Type 1124-hr 10-Year Rainfall=4.80"
Prepared by Kimley-Horn &Associates Printed 5/29/2024
HydroCAD® 10.20-4b s/n 02344 ©2023 HydroCAD Software Solutions LLC Page 92
Summary for Subcatchment 12S: POST-DEV DA-2 ONSITE E (SCM-2)
Runoff = 130.44 cfs @ 11.96 hrs, Volume= 6.786 af, Depth= 4.33"
Routed to Pond 10P : SCM 2
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-180.00 hrs, dt= 0.01 hrs
Type II 24-hr 10-Year Rainfall=4.80"
Area (ac) CN Description
* 18.790 96
18.790 100.00% 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_
i 130.44 cfs —Runoff
130-
h A
1207 Type
110= 107Y-ear Rainfatl=4.80"
100-: Runoff Area=18.790 ac
::i
off_ Rump 1lQlurne=C.7$6 Of
o
70- Runoff Depth=4.3"
607 Tc=5.0 mmn
50 40 CN=86
30
20
10
0 10 20 30 40 50 60 70 80 90 100 110 120 130 140 150 160 170 180
Time (hours)

POST-DEVELOPMENT Type 1124-hr 10-Year Rainfall=4.80"
Prepared by Kimley-Horn &Associates Printed 5/29/2024
HydroCAD® 10.20-4b s/n 02344 ©2023 HydroCAD Software Solutions LLC Page 93
Summary for Subcatchment 15S: POST-DEV DA-2 OFFSITE B
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= 0.00-180.00 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 B
Hydrograph
30-
28----I 27.02 cfs l —Runoff
267 Type II 24-hr
24-
22- 1 O-Year_Rainf011=4.80"
20- Runoff Area=5.850 ac
'$- Runoff Volume=1.6
- 02 of
16-
LL 14- Runoff_-De-pth=3.28"
12_ 1c=12.Q *in
Cif=06
8-
6
4
2 t0 10 20 30 40 50 60 70 80 90 100 110 120 130 140 150 160 170 180
Time (hours)

POST-DEVELOPMENT Type 1124-hr 10-Year Rainfall=4.80"
Prepared by Kimley-Horn &Associates Printed 5/29/2024
HydroCAD® 10.20-4b s/n 02344 ©2023 HydroCAD Software Solutions LLC Page 94
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= 0.00-180.00 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=-_I 142.67 cfs f —Runoff
140_ Type`T ype r
120_ 10 Year Rainfal 14.8G"
Runoff Area=20.770 ac
100=
90_ Runoff volume=�.307 > f
3 $°- Runoff Depth=4.22"
u- 70=60 T- #--c 5-.0--mi n
50= CN-
40=
30 -
20
10
0 10 20 30 40 50 60 70 80 90 100 110 120 130 140 150 160 170 180
Time (hours)

POST-DEVELOPMENT Type 1124-hr 10-Year Rainfall=4.80"
Prepared by Kimley-Horn &Associates Printed 5/29/2024
HydroCAD® 10.20-4b s/n 02344 ©2023 HydroCAD Software Solutions LLC Page 95
Summary for Subcatchment 18S: POST-DEV DA-2 ONSITE B
Runoff = 14.86 cfs @ 12.05 hrs, Volume= 0.903 af, Depth= 2.54"
Routed to Reach 13R : NORTH STREAM DEPRESSION
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-180.00 hrs, dt= 0.01 hrs
Type II 24-hr 10-Year Rainfall=4.80"
Area (ac) CN Description
* 4.260 78
4.260 100.00% Pervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
13.3 Direct Entry,
Subcatchment 18S: POST-DEV DA-2 ONSITE B
Hydrograph
16 ,
i 14.86 cfs I —Runoff
15-
14 Type- 11 24-h r
1312- 10-Year__Iainfall=4.84"
11- Runoff Area=4.200 ac
w 9=
Runoff Volume=0.903 of
Runoff Depth=2.54"
O
LL 7 Tic=13.3 min
5- C hl= $
4' -
3
2
1
0 , , , , , , , , , , , , 1 , , , , � , j , , , , ,
0 10 20 30 40 50 60 70 80 90 100 110 120 130 140 150 160 170 180
Time (hours)

POST-DEVELOPMENT Type 1124-hr 10-Year Rainfall=4.80"
Prepared by Kimley-Horn &Associates Printed 5/29/2024
HydroCAD® 10.20-4b s/n 02344 ©2023 HydroCAD Software Solutions LLC Page 96
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= 0.00-180.00 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 i —Runoff
13-
12 Type II 24-hr
11- 1O,Year Rainfai1=4.80"
10= Runoff Area=4.300 ac
9-
w = Runoff Volume=0.930 of
8-
I 77 Runoff Depth=2.54"
67 Tc=17.6 mjn
5-
CN= '8
4-
3
2
1 ,
0
0 10 20 30 40 50 60 70 80 90 100 110 120 130 140 150 160 170 180
Time (hours)

POST-DEVELOPMENT Type 1124-hr 10-Year Rainfall=4.80"
Prepared by Kimley-Horn &Associates Printed 5/29/2024
HydroCAD® 10.20-4b s/n 02344 ©2023 HydroCAD Software Solutions LLC Page 97
Summary for Subcatchment 22S: POST-DEV DA-2 OFFSITE A
Runoff = 59.64 cfs @ 12.24 hrs, Volume= 5.736 af, Depth= 1.97"
Routed to Reach 13R : NORTH STREAM DEPRESSION
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-180.00 hrs, dt= 0.01 hrs
Type II 24-hr 10-Year Rainfall=4.80"
Area (ac) CN Description
* 35.000 71
35.000 100.00% 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 A
Hydrograph
65- I
i 59.64 cfs i —Runoff
::ii
4
Type l24-6r
50-
_ 10-Year Ra i nfa FI=4.0"
457 - Runoff Area=3-5. 0 0 ac
407 Runoff Volume=5.736 'f
N _
35-
3 = Runoff Depth= .97"
it 30-
25- TIC=28.9-min
20- Cw'= 1
15-
10-
5-
0 , „ f , , , , , ,
0 10^ 20 30 40 50 60 70 80 90 100 110 120 130 140 150 160 170 180
Time (hours)

POST-DEVELOPMENT Type 1124-hr 10-Year Rainfall=4.80"
Prepared by Kimley-Horn &Associates Printed 5/29/2024
HydroCAD® 10.20-4b s/n 02344 ©2023 HydroCAD Software Solutions LLC Page 98
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= 0.00-180.00 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
- i 3.66 cfs i —Runoff
Type II 24-h r
3- 10-Y-ear Rainfall=4.80"
Runoff Area=0.780 ac
Runoff Volume=0.165 af
2- Runoff
Depth=2.54"
Tc=5.0 min
CM=78
1-
0
0 10^ 20 30r 40 50 60 70 80 90 100 110 120 130 140 150 160 170 180
Time (hours)

POST-DEVELOPMENT Type 1124-hr 10-Year Rainfall=4.80"
Prepared by Kimley-Horn &Associates Printed 5/29/2024
HydroCAD® 10.20-4b s/n 02344 ©2023 HydroCAD Software Solutions LLC Page 99
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= 0.00-180.00 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 -I 232.01 cfs —Runoff
220= Type- II 24--h r
200= 10-Year Rainfa11=+4:80"
180: Runoff Area=34.E-80 ac
160_ Runoff Volume=11.565 Of
140= Runoff Depth=4.00"
0 120=
= Tc=5.0 min
100-
CN-93
80- -
60
40-
20
0 10 20 30 40 50 60 70 80 90 100 110 120 130 140 150 160 170 180
Time (hours)

POST-DEVELOPMENT Type 1124-hr 10-Year Rainfall=4.80"
Prepared by Kimley-Horn &Associates Printed 5/29/2024
HydroCAD® 10.20-4b s/n 02344 ©2023 HydroCAD Software Solutions LLC Page 100
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= 0.00-180.00 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
201--i 19.25 cfs l —Runoff
19.
181 Type II 24-hr
17; Q '
161 A 0-Year Rai nfall=4 80"
11 Runoff .14= �� -
�4V Oc
13=12 Runoff-Volurne=1.2i3-
�
= Of
;o= Runoff Depth=2.54"
$- T__c=15.0_mtrn
7- C14=18
6=
5=
4
3
2
1
0 „ f, , , , , , , , , , , , , � , , , , � , , , , � , , , , , , , , , , , , ,
0 10� 20 30 40 50 60 70 80 90 100 110 120 130 140 150 160 170 180
Time (hours)

POST-DEVELOPMENT Type 1124-hr 10-Year Rainfall=4.80"
Prepared by Kimley-Horn &Associates Printed 5/29/2024
HydroCAD® 10.20-4b s/n 02344 ©2023 HydroCAD Software Solutions LLC Page 101
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= 0.00-180.00 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- 170.19 cfs
—Runoff
70-
65= TYpe 11 244w
60 10 Year Rainfa11=4.8G"
::i!
Runoff Area=42.350 ac
457 Runoff Volume=10.565-af
40 Runoff Depth=2.99"
LL 357 Tc=57.3 m i n
30= CN=83
25-
20=
15
10
0 10 20 30 40 50 60 70 80 90 100 110 120 130 140 150 160 170 180
Time (hours)

POST-DEVELOPMENT Type 1124-hr 10-Year Rainfall=4.80"
Prepared by Kimley-Horn &Associates Printed 5/29/2024
HydroCAD® 10.20-4b s/n 02344 ©2023 HydroCAD Software Solutions LLC Page 102
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= 0.00-180.00 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_ , 132.47 cfs l —Runoff
130_
120= Type II 24-hr
110_ 10-Year.Rai nfall=4-80"
100= Runoff Area=83.2-00 is
90
Runoff Volume=16.444 af
$o= Runoff Depth=2.37"
o
60= T-o=43.2 man
50= 7S= c
� G N
40-
30-
20-
10-
0 r
0 10 20 30 40 50 60 70 80 90 100 110 120 130 140 150 160 170 180
Time (hours)

POST-DEVELOPMENT Type 1124-hr 10-Year Rainfall=4.80"
Prepared by Kimley-Horn &Associates Printed 5/29/2024
HydroCAD® 10.20-4b s/n 02344 ©2023 HydroCAD Software Solutions LLC Page 103
Summary for Reach 13R: NORTH STREAM DEPRESSION
Inflow Area = 79.600 ac, 0.00% Impervious, Inflow Depth = 3.15" for 10-Year event
Inflow = 150.66 cfs @ 12.04 hrs, Volume= 20.896 af
Outflow = 150.66 cfs @ 12.04 hrs, Volume= 20.896 af, Atten= 0%, Lag= 0.0 min
Routed to Reach 14R : NORTH STREAM TO POA 2
Routing by Stor-Ind+Trans method, Time Span= 0.00-180.00 hrs, dt= 0.01 hrs
Reach 13R: NORTH STREAM DEPRESSION
Hydrograph
160 1150.66 cfs Inflow
150= —Outflow
140_ Inflow Area=79.600 ac
130=
120-E
110- -
100-
90:
0 80:
LL
70-
60=
50-
40:
30:
20:
10_
0 10 20 30 40 50 60 70 80 90 100 110 120 130 140 150 160 170 180
Time (hours)

POST-DEVELOPMENT Type 1124-hr 10-Year Rainfall=4.80"
Prepared by Kimley-Horn &Associates Printed 5/29/2024
HydroCAD® 10.20-4b s/n 02344 ©2023 HydroCAD Software Solutions LLC Page 104
Summary for Reach 14R: NORTH STREAM TO POA 2
Inflow Area = 83.990 ac, 0.00% Impervious, Inflow Depth = 3.12" for 10-Year event
Inflow = 162.67 cfs @ 12.04 hrs, Volume= 21.827 af
Outflow = 162.67 cfs @ 12.04 hrs, Volume= 21.827 af, Atten= 0%, Lag= 0.0 min
Routed to Link 4L : POA 2
Routing by Stor-Ind+Trans method, Time Span= 0.00-180.00 hrs, dt= 0.01 hrs
Reach 14R: NORTH STREAM TO POA 2
Hydrograph
180:
170=--I 162.67 cfs Inflow
i —Outflow
160: (� n
150: Inflow 'Area=83'.990 ac
140=
130:
120:
110: -
3 90.
o
80:
70:
60:
50-
40
30
20
10
0 10 20 30 40 50 60 70 80 90 100 110 120 130 140 150 160 170 180
Time (hours)

POST-DEVELOPMENT Type 1124-hr 10-Year Rainfall=4.80"
Prepared by Kimley-Horn &Associates Printed 5/29/2024
HydroCAD®10.20-4b s/n 02344 ©2023 HydroCAD Software Solutions LLC Page 105
Summary for Reach 28R: SOUTH STREAM
Inflow Area = 167.950 ac, 1.12% Impervious, Inflow Depth = 2.90" for 10-Year event
Inflow = 212.82 cfs @ 12.44 hrs, Volume= 40.526 af
Outflow = 212.82 cfs @ 12.44 hrs, Volume= 40.526 af, Atten= 0%, Lag= 0.0 min
Routed to Link 9L : POA 3
Routing by Stor-Ind+Trans method, Time Span= 0.00-180.00 hrs, dt= 0.01 hrs
Reach 28R: SOUTH STREAM
Hydrograph
230 212.82 cfs
220= l —Inflow
210= —Outflow
200= Inflow Area=167.950 ac
190=
180: -
170=
160]
150= -
140=
2 130E
3 120_
0 110=
100=
90'
80
70=
60
50
40
30
20
10
0 10 20 30 40 50 60 70 80 90 100 110 120 130 140 150 160 170 180
Time (hours)

POST-DEVELOPMENT Type 1124-hr 10-Year Rainfall=4.80"
Prepared by Kimley-Horn &Associates Printed 5/29/2024
HydroCAD® 10.20-4b s/n 02344 ©2023 HydroCAD Software Solutions LLC Page 106
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= 0.00-180.00 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 l —Outflow
65= inflow Area=42.350 ac
60= Avg. FIQw Depth='F.49`
::i
Max VeI=15.26 fs
=
F 45_ 54.0"
3 40-
Round Pitle
LL 35- , :n=0.01-1
307
L=585.0'
25-
207 S=0.0163 '/'
157 Capacity=296.47 cfs
10=
5-
0 10 20 30 40 50 60 70 80 90 100 110 120 130 140 150 160 170 180
Time (hours)

POST-DEVELOPMENT Type 1124-hr 10-Year Rainfall=4.80"
Prepared by Kimley-Horn &Associates Printed 5/29/2024
HydroCAD®10.20-4b s/n 02344 ©2023 HydroCAD Software Solutions LLC Page 107
Summary for Pond 10P: SCM 2
Inflow Area = 18.790 ac, 0.00°/o Impervious, Inflow Depth = 4.33" for 10-Year event
Inflow = 130.44 cfs @ 11.96 hrs, Volume= 6.786 of
Outflow = 94.76 cfs @ 12.01 hrs, Volume= 6.786 af, Atten= 27%, Lag= 3.4 min
Primary = 94.76 cfs @ 12.01 hrs, Volume= 6.786 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= 0.00-180.00 hrs, dt= 0.01 hrs
Peak Elev= 791.96' @ 12.01 hrs Surf.Area= 25,556 sf Storage= 114,662 cf
Plug-Flow detention time= 353.7 min calculated for 6.786 af(100% of inflow)
Center-of-Mass det. time= 354.0 min ( 1,112.7- 758.7 )
Volume Invert Avail.Storage Storage Description
#1 786.00' 142,346 cf Custom Stage Data(Prismatic) Listed below (Recalc)
Elevation Surf.Area Inc.Store Cum.Store
(feet) (sq-ft) (cubic-feet) (cubic-feet)
786.00 13,241 0 0
787.00 15,150 14,196 14,196
788.00 17,130 16,140 30,336
789.00 19,170 18,150 48,486
790.00 21,270 20,220 68,706
791.00 23,420 22,345 91,051
792.00 25,635 24,528 115,578
793.00 27,900 26,768 142,346
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= 0.013, 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 0.414 0.580 0.746 0.912 1.077 1.243
#3 Device 1 789.50' 45.0"W x 12.0" H Vert. Orifice/Grate X 2.00 C= 0.600
Limited to weir flow at low heads
#4 Device 1 790.50' 45.0"W x 6.0" H Vert. Orifice/Grate C= 0.600
Limited to weir flow at low heads
#5 Device 1 791.50' 96.0" x 96.0" 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 5/29/2024
HydroCAD® 10.20-4b sin 02344 ©2023 HydroCAD Software Solutions LLC Page 108
Primary OutFlow Max=94.52 cfs @ 12.01 hrs HW=791.96' (Free Discharge)
4-1=Culvert (Passes 94.52 cfs of 112.26 cfs potential flow)
2=Special & User-Defined (Custom Controls 1.24 cfs)
44
3=Orifice/Grate (Orifice Controls 50.45 cfs @ 6.73 fps)
=Orifice/Grate (Orifice Controls 9.92 cfs @ 5.29 fps)
5=Orifice/Grate (Weir Controls 32.91 cfs @ 2.22 fps)
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
140. 1130 44 cfs I
—Inflow
130- , —Outflow
120: Inflow Area -Primary
Z -Secondary
110_ Peak flee^ 91 .96'
100 194.76 cfs I
Storagae=114,662 cf
u 80-
0 70-
LL
60-
50-
40:
30-
20- .
in-
10.00 cfs I I
0 r
0 10 T20 30 40 50 60 70 80 90 100 110 120 130 140 150 160 170 180
Time (hours)

POST-DEVELOPMENT Type 1124-hr 10-Year Rainfall=4.80"
Prepared by Kimley-Horn &Associates Printed 5/29/2024
HydroCAD®10.20-4b s/n 02344 ©2023 HydroCAD Software Solutions LLC Page 109
Summary for Pond 12P: SCM 1
Inflow Area = 20.770 ac, 0.00°/o Impervious, Inflow Depth = 4.22" for 10-Year event
Inflow = 142.67 cfs @ 11.96 hrs, Volume= 7.307 of
Outflow = 20.78 cfs @ 12.15 hrs, Volume= 7.307 af, Atten= 85%, Lag= 11.3 min
Primary = 20.78 cfs @ 12.15 hrs, Volume= 7.307 af
Routed to Reach 13R : NORTH STREAM DEPRESSION
Routing by Stor-Ind method, Time Span= 0.00-180.00 hrs, dt= 0.01 hrs
Peak Elev= 790.02' @ 12.15 hrs Surf.Area= 41,835 sf Storage= 180,369 cf
Plug-Flow detention time= 718.9 min calculated for 7.306 af(100% of inflow)
Center-of-Mass det. time= 719.2 min ( 1,484.0- 764.8 )
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= 0.013, 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 0.820 1.148 1.476 1.804 2.133 2.461
#3 Device 1 787.00' 4.0"Vert. Orifice/Grate C= 0.600 Limited to weir flow at low heads
#4 Device 1 789.50' 60.0"W x 18.0" H Vert. Orifice/Grate X 3.00 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=20.76 cfs @ 12.15 hrs HW=790.02' (Free Discharge)
t-1=Culvert (Passes 20.76 cfs of 104.36 cfs potential flow)
- 2- =Special &User-Defined (Custom Controls 2.14 cfs)
-3=Orifice/Grate (Orifice Controls 0.71 cfs @ 8.13 fps)
-4=Orifice/Grate (Orifice Controls 17.92 cfs @ 2.31 fps)
-5=Orifice/Grate ( Controls 0.00 cfs)

POST-DEVELOPMENT Type 1124-hr 10-Year Rainfall=4.80"
Prepared by Kimley-Horn &Associates Printed 5/29/2024
HydroCAD® 10.20-4b s/n 02344 ©2023 HydroCAD Software Solutions LLC Page 110
Pond 12P: SCM 1
Hydrograph
150= 1 142 67 cfs I Inflow
i -Primary
140: Inflow
-Ar _
130= �a 2O.770 a Q C
120_ Peak EIev=7-9O.02`
110=
100: Storage=1-80,369 Of
w 90:
3 80:
o -
LL 70:
60:
50-
40=
30 120.78 cfs I
20
10
0
0 10 20 30 40 50 60 70 80 90 100 110 120 130 140 150 160 170 180
Time (hours)

POST-DEVELOPMENT Type 1124-hr 10-Year Rainfall=4.80"
Prepared by Kimley-Horn &Associates Printed 5/29/2024
HydroCAD®10.20-4b s/n 02344 ©2023 HydroCAD Software Solutions LLC Page 111
Summary for Pond 24P: SCM 3
Inflow Area = 36.560 ac, 5.14% Impervious, Inflow Depth = 4.03" for 10-Year event
Inflow = 245.26 cfs @ 11.96 hrs, Volume= 12.280 af
Outflow = 13.54 cfs @ 12.73 hrs, Volume= 12.280 af, Atten= 94%, Lag= 46.5 min
Primary = 13.54 cfs @ 12.73 hrs, Volume= 12.280 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= 0.00-180.00 hrs, dt= 0.01 hrs
Peak Elev= 784.67' @ 12.73 hrs Surf.Area= 128,601 sf Storage= 327,719 cf
Plug-Flow detention time= 742.8 min calculated for 12.279 af(100% of inflow)
Center-of-Mass det. time= 743.1 min ( 1,516.5- 773.4 )
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 2.583 3.874 5.166 6.457 7.749
#3 Device 1 784.00' 30.0"W x 12.0" H Vert. Orifice/Grate X 2.00 C= 0.600
Limited to weir flow at low heads
#4 Device 1 785.00' 96.0" x 96.0" Horiz. Orifice/Grate C= 0.600
Limited to weir flow at low heads
#5 Secondary 785.50' 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
Primary OutFlow Max=13.53 cfs @ 12.73 hrs HW=784.67' (Free Discharge)
t-1=Culvert (Passes 13.53 cfs of 49.17 cfs potential flow)
- 2- =Special &User-Defined (Custom Controls 4.74 cfs)
-3=Orifice/Grate (Orifice Controls 8.79 cfs @ 2.63 fps)
-4=Orifice/Grate ( Controls 0.00 cfs)
Secondary OutFlow Max=0.00 cfs @ 0.00 hrs HW=782.00' (Free Discharge)
L5=Broad-Crested Rectangular Weir ( Controls 0.00 cfs)

POST-DEVELOPMENT Type 1124-hr 10-Year Rainfall=4.80"
Prepared by Kimley-Horn &Associates Printed 5/29/2024
HydroCAD® 10.20-4b s/n 02344 ©2023 HydroCAD Software Solutions LLC _ Page 112
Pond 24P: SCM 3
Hydrograph
260 l 245 26 cfs l —Inflow
i —Outflow
240= Inflow Area=36.560 ac =Se rimary ondary
220:
200- Peak EIev=784.67'
180=
5#oragTe=327,71 9 cf
160-
o
140-
3 -
0
u 120-
100:
80-
60-
40-
2n-_ 13.54 cfs
I 0.00 cfs
0 10 20 30 40 50 60 70 80 90 100 110 120 130 140 150 160 170 180
Time (hours)

POST-DEVELOPMENT Type 1124-hr 10-Year Rainfall=4.80"
Prepared by Kimley-Horn &Associates Printed 5/29/2024
HydroCAD®10.20-4b s/n 02344 ©2023 HydroCAD Software Solutions LLC Page 113
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= 0.00-180.00 hrs, dt= 0.01 hrs
Link 2L: POA 1
Hydrograph
7- 16.55 cfs
—Inflow
—Primary
6- Inflow Area=1.490 ac
5-
w 4
3 -
0
3-
2-
1
0 10 20 30 40 50 60 70 80 90 100 110 120 130 140 150 160 170 180
Time (hours)

POST-DEVELOPMENT Type 1124-hr 10-Year Rainfall=4.80"
Prepared by Kimley-Horn &Associates Printed 5/29/2024
HydroCAD®10.20-4b s/n 02344 ©2023 HydroCAD Software Solutions LLC Page 114
Summary for Link 4L: POA 2
Inflow Area = 89.850 ac, 0.00% Impervious, Inflow Depth = 3.13" for 10-Year event
Inflow = 189.61 cfs @ 12.04 hrs, Volume= 23.429 af
Primary = 189.61 cfs @ 12.04 hrs, Volume= 23.429 af, Atten= 0%, Lag= 0.0 min
Primary outflow = Inflow, Time Span= 0.00-180.00 hrs, dt= 0.01 hrs
Link 4L: POA 2
Hydrograph
210=
200= 1189.61 cfs i rr r r —Inflow
190E —Primary
180
170= Inflow Area=89 850 ac
160E r 1 r r ;
150E
140E
130E
in 120E
.a 110E
c 100:
LT. 90-
80=
70; r
60-
50= r r r r r
40=
30 r 1 r r r
20 I
10 `
0 10 20 30 40 50 60 70 80 90 100 110 120 130 140 150 160 170 180
Time (hours)

POST-DEVELOPMENT Type 1124-hr 10-Year Rainfall=4.80"
Prepared by Kimley-Horn &Associates Printed 5/29/2024
HydroCAD®10.20-4b s/n 02344 ©2023 HydroCAD Software Solutions LLC Page 115
Summary for Link 9L: POA 3
Inflow Area = 167.950 ac, 1.12% Impervious, Inflow Depth = 2.90" for 10-Year event
Inflow = 212.82 cfs @ 12.44 hrs, Volume= 40.526 af
Primary = 212.82 cfs @ 12.44 hrs, Volume= 40.526 af, Atten= 0%, Lag= 0.0 min
Primary outflow = Inflow, Time Span= 0.00-180.00 hrs, dt= 0.01 hrs
Link 9L: POA 3
Hydrograph
230= 4 4 4 4 —Inflow
220' I 212.82 cfs -- 1
i —Primary
210:
200: Inflow- Area=167.950 ac
190:
180: r , 1
170
160=
150 r r
140-
2 130- ,
120:100: I
90! r r r r
80!
70:
60
50
40 r + +
30 r ; 4 4 4 4 ,
20 r i
10
0 10 20 30 40 50 60 70 80 90 100 110 120 130 140 150 160 170 180
Time (hours)

POST-DEVELOPMENT Type II 24-hr 100-Year Rainfall=7.21"
Prepared by Kimley-Horn &Associates Printed 5/29/2024
HydroCAD®10.20-4b s/n 02344 ©2023 HydroCAD Software Solutions LLC Page 116
Time span=0.00-180.00 hrs, dt=0.01 hrs, 18001 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 Runoff Area=1.880 ac 100.00% Impervious Runoff Depth=6.97"
Tc=5.0 min CN=98 Runoff=19.97 cfs 1.092 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=18.790 ac 0.00% Impervious Runoff Depth=6.73"
Tc=5.0 min CN=96 Runoff=198.08 cfs 10.543 of
Subcatchment 15S: POST-DEV DA-2 OFFSITE B Runoff Area=5.860 ac 0.00% Impervious Runoff Depth=5.57"
Tc=12.0 min CN=86 Runoff=44.63 cfs 2.719 af
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 18S: POST-DEV DA-2 ONSITE B Runoff Area=4.260 ac 0.00% Impervious Runoff Depth=4.67"
Tc=13.3 min CN=78 Runoff=26.95 cfs 1.656 of
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 ARunoff Area=35.000 ac 0.00% Impervious Runoff Depth=3.90"
Tc=28.9 min CN=71 Runoff=121.41 cfs 11.378 of
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=351.60 cfs 35.329 af
Oufflow=351.60 cfs 35.329 af
Reach 14R: NORTH STREAM TO POA 2 Inflow=373.14 cfs 37.036 af
Oufflow=373.14 cfs 37.036 af
Reach 28R: SOUTH STREAM Inflow=424.35 cfs 71.060 af
Oufflow=424.35 cfs 71.060 af

POST-DEVELOPMENT Type II 24-hr 100-Year Rainfall=7.21"
Prepared by Kimley-Horn &Associates Printed 5/29/2024
HydroCAD®10.20-4b s/n 02344 ©2023 HydroCAD Software Solutions LLC Page 117
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=792.87' Storage=138,746 cf Inflow=198.08 cfs 10.543 af
Primary=119.35 cfs 10.393 af Secondary=24.88 cfs 0.149 af Outflow=144.24 cfs 10.543 af
Pond 12P: SCM 1 Peak Elev=791.32' Storage=237,007 cf Inflow=217.80 cfs 11.449 af
Outflow=113.05 cfs 11.449 af
Pond 24P: SCM 3 Peak Elev=785.75' Storage=469,525 cf Inflow=378.70 cfs 19.528 af
Primary=54.09 cfs 19.282 af Secondary=10.20 cfs 0.246 af Outflow=64.29 cfs 19.528 af
Link 2L: POA 1 Inflow=12.02 cfs 0.552 af
Primary=12.02 cfs 0.552 af
Link 4L: POA 2 Inflow=417.79 cfs 39.755 af
Primary=417.79 cfs 39.755 af
Link 9L: POA 3 Inflow=424.35 cfs 71.060 af
Primary=424.35 cfs 71.060 af
Total Runoff Area= 259.290 ac Runoff Volume= 111.367 af Average Runoff Depth = 5.15"
99.27%Pervious=257.410 ac 0.73%Impervious= 1.880 ac

POST-DEVELOPMENT Type II 24-hr 100-Year Rainfall=7.21"
Prepared by Kimley-Horn &Associates Printed 5/29/2024
HydroCAD® 10.20-4b s/n 02344 ©2023 HydroCAD Software Solutions LLC Page 118
Summary for Subcatchment 10S: POST-DEV DA-3 OFFSITE C (SCM-3)
Runoff = 19.97 cfs @ 11.96 hrs, Volume= 1.092 af, Depth= 6.97"
Routed to Pond 24P : SCM 3
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-180.00 hrs, dt= 0.01 hrs
Type II 24-hr 100-Year Rainfall=7.21"
Area (ac) CN Description
* 1.880 98
1.880 100.00% Impervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
5.0 Direct Entry,
Subcatchment 10S: POST-DEV DA-3 OFFSITE C (SCM-3)
Hydrograph
22i
211 119.97 cfs I —Runoff
20-
19=
181 Type II *4-h r
171 100-Year Rainfall=7.21"
161
151 Runoff Are _
14= .880
13
R
_ unoff Volume=1.092 Of
o 12= -
3 111 Runoff D Kph=6.91"
LL 10=
91 Tc=5.Q 1jn
8=
7= CN=98
6=
2
1
0 10 20 30 40 50 60 70 80 90 100 110 120 130 140 150 160 170 180
Time (hours)

POST-DEVELOPMENT Type II 24-hr 100-Year Rainfall=7.21"
Prepared by Kimley-Horn &Associates Printed 5/29/2024
HydroCAD® 10.20-4b s/n 02344 ©2023 HydroCAD Software Solutions LLC Page 119
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= 0.00-180.00 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- 4
i 12.02 cfs I —Runoff
12- 1
11- Type--ll--24-hr
10-: 1-00-Year--Rain--fall=7.21"
Run-off Area=1.490 ac
$- Runoff Vorume=O.5
52 of
7.
3 = Runoff Depth=4.44"
67
57 l-c=5.1J w,_m inc
4- C-ik'=16
3
2 -
0 , , , , , , , ,
0 10 20 30 40 50 60 70 80 90 100 110 120 130 140 150 160 170 180
Time (hours)

POST-DEVELOPMENT Type II 24-hr 100-Year Rainfall=7.21"
Prepared by Kimley-Horn &Associates Printed 5/29/2024
HydroCAD® 10.20-4b s/n 02344 ©2023 HydroCAD Software Solutions LLC Page 120
Summary for Subcatchment 12S: POST-DEV DA-2 ONSITE E (SCM-2)
Runoff = 198.08 cfs @ 11.96 hrs, Volume= 10.543 af, Depth= 6.73"
Routed to Pond 10P : SCM 2
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-180.00 hrs, dt= 0.01 hrs
Type II 24-hr 100-Year Rainfall=7.21"
Area (ac) CN Description
* 18.790 96
18.790 100.00% 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
220-
210= _i 198.08 cfs —Runoff
200- a
190: Type II 24-hr
180:
170: 100-Year Rainfa11=7.21"
160=
150= Runoff Area-18.790 ac
140= R�ri4ff Vol a-1;©.
130= Um - 543 'Of
120: n ept-h
110; Ru aff Q —�.�3n
LL 100=
90: TG-_-5.0_mi
n
so= I I
80: CN=96
60
50
40
30
20
10
0 10 20 30 40 50 60 70 80 90 100 110 120 130 140 150 160 170 180
Time (hours)

POST-DEVELOPMENT Type II 24-hr 100-Year Rainfall=7.21"
Prepared by Kimley-Horn &Associates Printed 5/29/2024
HydroCAD® 10.20-4b s/n 02344 ©2023 HydroCAD Software Solutions LLC Page 121
Summary for Subcatchment 15S: POST-DEV DA-2 OFFSITE B
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= 0.00-180.00 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 B
Hydrograph
48- ,
46= -i 44.63 cfs l —Runoff
44421
Time II 24-h r
4CH
36 1-00-Year Rai;nfarf=7.21"
34; Runoff- a e =_ Q
32= ' �.R0O pc
N 28 Runoff-V--o - -
30= ��m���.�� af
26
24- Runoff Depth=v.57"
Li 22=
20= Tc=1 2.O min
18= AwwF'
14-
12=_
10 >
8 >
6
4
2
0 , — Ir„ , r, , , , , 1 , , , , 1 , , , , , , , , , , , , , , , , , , , , , , , i , , , , , , , , 1 , —� , , , , , , , , , , , , , , , , , , , , ,
0 10 20 30 40 50 60 70 80 90 100 110 120 130 140 150 160 170 180
Time (hours)

POST-DEVELOPMENT Type II 24-hr 100-Year Rainfall=7.21"
Prepared by Kimley-Horn &Associates Printed 5/29/2024
HydroCAD® 10.20-4b s/n 02344 ©2023 HydroCAD Software Solutions LLC Page 122
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= 0.00-180.00 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
2301 1217.80 cfs f —Runoff
220= a
210_ - ,
200= Type==[[--24-hr
190;
180= 10O-Year- Rainfail_7.21"
170 Ru not-A►re =20.77Q ac
160= �,7 r,
140 - Runof--Vole-me=1,1.449
w = R of
13 130; Runoff--Depth=6.=V 1"
120_
LL 110_ TC
100= - 5.Q min
IL
, CN=95
, ,
: ,
,,
. . ,
0 10 20 30 40 50 60 70 80 90 100 110 120 130 140 150 160 170 180
Time (hours)

POST-DEVELOPMENT Type II 24-hr 100-Year Rainfall=7.21"
Prepared by Kimley-Horn &Associates Printed 5/29/2024
HydroCAD® 10.20-4b s/n 02344 ©2023 HydroCAD Software Solutions LLC Page 123
Summary for Subcatchment 18S: POST-DEV DA-2 ONSITE B
Runoff = 26.95 cfs @ 12.05 hrs, Volume= 1.656 af, Depth= 4.67"
Routed to Reach 13R : NORTH STREAM DEPRESSION
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-180.00 hrs, dt= 0.01 hrs
Type II 24-hr 100-Year Rainfall=7.21"
Area (ac) CN Description
* 4.260 78
4.260 100.00% Pervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
13.3 Direct Entry,
Subcatchment 18S: POST-DEV DA-2 ONSITE B
Hydrograph
30
28----I 26.95 cfs l —Runoff
26- Type II 24-hr
24-
22-
100-Year Rainfall=7.21"
20= Runoff Area=4.200 ae
'$- Runoff Volume=1.656 of
16-. 14- Runoff__Depth=4.67"
127 Tc=13.3 n jn
Cif=18
8-
6
4
2
0 10 20 30 40 50 60 70 80 90 100 110 120 130 140 150 160 170 180
Time (hours)

POST-DEVELOPMENT Type II 24-hr 100-Year Rainfall=7.21"
Prepared by Kimley-Horn &Associates Printed 5/29/2024
HydroCAD® 10.20-4b s/n 02344 ©2023 HydroCAD Software Solutions LLC Page 124
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= 0.00-180.00 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_'124.30 cfs
—Runoff
24-
22- Type II $4-hr
20= 100-Year-Ra i nfa ll=7.21"
18 Runoff Area=4.390 ac
167 Runoff Volume=1.707 Of
3 14-
Runoff Depth=4.67"
Li 12-
Tic=17.6 min
10- w, ' Q
87
6-
4 -
2
0 10 20 30 40 50 60 70 80 90 100 110 120 130 140 150 160 170 180
Time (hours)

POST-DEVELOPMENT Type II 24-hr 100-Year Rainfall=7.21"
Prepared by Kimley-Horn &Associates Printed 5/29/2024
HydroCAD® 10.20-4b s/n 02344 ©2023 HydroCAD Software Solutions LLC Page 125
Summary for Subcatchment 22S: POST-DEV DA-2 OFFSITE A
Runoff = 121.41 cfs @ 12.23 hrs, Volume= 11.378 af, Depth= 3.90"
Routed to Reach 13R : NORTH STREAM DEPRESSION
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-180.00 hrs, dt= 0.01 hrs
Type II 24-hr 100-Year Rainfall=7.21"
Area (ac) CN Description
* 35.000 71
35.000 100.00% 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 A
Hydrograph
130 1121.41 cfs I
—Runoff
120
110 Type II 24-hr
100 100-Year- Rainfall=7.21"
90 Runoff Area=35.000 ac
80 Runoff Volume=11.37-8 of
3 70 Runoff Depth=3.90"
0
LL 60 Tc=28.9 m i n
50 C =71
40
30
20 -
10
0 10 20 30 40 50 60 70 80 90 100 110 120 130 140 150 160 170 180
Time (hours)

POST-DEVELOPMENT Type II 24-hr 100-Year Rainfall=7.21"
Prepared by Kimley-Horn &Associates Printed 5/29/2024
HydroCAD® 10.20-4b s/n 02344 ©2023 HydroCAD Software Solutions LLC Page 126
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= 0.00-180.00 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- 16.55 cfs
—Runoff
6- Type II 24-hr
100-Year Rainfall=7.21"
5= Runoff area=0.780 ac
4- Runoff Volume=0.303 af
3 = Runoff Depth=4.67"
LL -
3- Tc=5.Q rain
2- CN=78
1-
0 10 20 30 40 50 60 70 80 90 100 110 120 130 140 150 160 170 180
Time (hours)

POST-DEVELOPMENT Type II 24-hr 100-Year Rainfall=7.21"
Prepared by Kimley-Horn &Associates Printed 5/29/2024
HydroCAD® 10.20-4b s/n 02344 ©2023 HydroCAD Software Solutions LLC Page 127
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= 0.00-180.00 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 —Runoff
360=
340= Type II 24-h r
320= 1-00 Year--Rarinfa
280= Runoff Area=34.6-80 ac
260-
240_ Runoff Volume=18.436 of
- 220
Runoff D ��
3 200; ept h=0.38
LL 180_
160= Tc=5f.?O�Imm
140; CIY=93
120
100
80
60
40
20
0 10 20 30 40 50 60 70 80 90 100 110 120 130 140 150 160 170 180
Time (hours)

POST-DEVELOPMENT Type II 24-hr 100-Year Rainfall=7.21"
Prepared by Kimley-Horn &Associates Printed 5/29/2024
HydroCAD® 10.20-4b s/n 02344 ©2023 HydroCAD Software Solutions LLC Page 128
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= 0.00-180.00 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 ___I 34.97 cfs l —Runoff
34; 4
32= Type 11 *4-11r
30= '100-Year Rainfar1=7.21"
28=
26_ Runoff Area=5.84 ae
24=
22 Runoff-V--oIurne==2.271 Of
3 ,$_ Runoff Depth=4.07"
167 Tc 15.O Ynjn
14= ww''
12- hf= 8
10=
8=
6
4
2
0 10 20 30 40 50 60 70 80 90 100 110 120 130 140 150 160 170 180
Time (hours)

POST-DEVELOPMENT Type II 24-hr 100-Year Rainfall=7.21"
Prepared by Kimley-Horn &Associates Printed 5/29/2024
HydroCAD® 10.20-4b s/n 02344 ©2023 HydroCAD Software Solutions LLC Page 129
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= 0.00-180.00 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 l -Runoff
120- l
Type II 24-hr
110-
100-Year.Rai nfal 1=7.21"
90-
Runoff AreP=42.350 Pc
80_ Runoff Voki me=1,[8.4,44 of
3 70= Runoff De l =5 2-3"
LL 60- Il
Tc=57.3 min
50_ CN=83
40-
30-
20-
10-
0 r r
0 10 20 30 40 50 60 70 80 90 100 110 120 130 140 150 160 170 180
Time (hours)

POST-DEVELOPMENT Type II 24-hr 100-Year Rainfall=7.21"
Prepared by Kimley-Horn &Associates Printed 5/29/2024
HydroCAD® 10.20-4b s/n 02344 ©2023 HydroCAD Software Solutions LLC Page 130
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= 0.00-180.00 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- 1250.36 cfs —Runoff
240_ Type 1124-h r
220= 100-Year Rainfall=7.2
200-
180= Runoff Area=83.200 ac
Runoff_Vol'
w 160_ .O.Q17_af
uma, =
140= Runoff bepth=4.44"
u_ 120 Tc=43.2 min
100= CN=76
80-
60- -
40
20
0 10 20 30 40 50 60 70 80 90 100 110 120 130 140 150 160 170 180
Time (hours)

POST-DEVELOPMENT Type II 24-hr 100-Year Rainfall=7.21"
Prepared by Kimley-Horn &Associates Printed 5/29/2024
HydroCAD® 10.20-4b s/n 02344 ©2023 HydroCAD Software Solutions LLC Page 131
Summary for Reach 13R: NORTH STREAM DEPRESSION
Inflow Area = 79.600 ac, 0.00% Impervious, Inflow Depth = 5.33" for 100-Year event
Inflow = 351.60 cfs @ 12.03 hrs, Volume= 35.329 af
Outflow = 351.60 cfs @ 12.03 hrs, Volume= 35.329 af, Atten= 0%, Lag= 0.0 min
Routed to Reach 14R : NORTH STREAM TO POA 2
Routing by Stor-Ind+Trans method, Time Span= 0.00-180.00 hrs, dt= 0.01 hrs
Reach 13R: NORTH STREAM DEPRESSION
Hydrograph
380
360: -I 351.60 cfs Inflow
i —Outflow
340
320, Inflow--Area=7-9._6QD__ac
300,
2805
260; II
2405
,1 220-
o
2005
3 =
2 180-
LL
160,
140,
120-
100,
80-
60;
40;
205
0
0 10 20 30 40 50 60 70 80 90 100 110 120 130 140 150 160 170 180
Time (hours)

POST-DEVELOPMENT Type II 24-hr 100-Year Rainfall=7.21"
Prepared by Kimley-Horn &Associates Printed 5/29/2024
HydroCAD® 10.20-4b s/n 02344 ©2023 HydroCAD Software Solutions LLC Page 132
Summary for Reach 14R: NORTH STREAM TO POA 2
Inflow Area = 83.990 ac, 0.00% Impervious, Inflow Depth = 5.29" for 100-Year event
Inflow = 373.14 cfs @ 12.04 hrs, Volume= 37.036 af
Outflow = 373.14 cfs @ 12.04 hrs, Volume= 37.036 af, Atten= 0%, Lag= 0.0 min
Routed to Link 4L : POA 2
Routing by Stor-Ind+Trans method, Time Span= 0.00-180.00 hrs, dt= 0.01 hrs
Reach 14R: NORTH STREAM TO POA 2
Hydrograph
400 Inflow
373.14 cfs
380 �—Outflow
360
340E Inflow_Arca=88.-99D---ac
320
300= -
280
260
w 240
220
3 200
o
LL 180
160
140
120
100E
80
60
40-
20
0
0 10 20 30 40 50 60 70 80 90 100 110 120 130 140 150 160 170 180
Time (hours)

POST-DEVELOPMENT Type II 24-hr 100-Year Rainfall=7.21"
Prepared by Kimley-Horn &Associates Printed 5/29/2024
HydroCAD®10.20-4b s/n 02344 ©2023 HydroCAD Software Solutions LLC Page 133
Summary for Reach 28R: SOUTH STREAM
Inflow Area = 167.950 ac, 1.12% Impervious, Inflow Depth = 5.08" for 100-Year event
Inflow = 424.35 cfs @ 12.43 hrs, Volume= 71.060 af
Outflow = 424.35 cfs @ 12.43 hrs, Volume= 71.060 af, Atten= 0%, Lag= 0.0 min
Routed to Link 9L : POA 3
Routing by Stor-Ind+Trans method, Time Span= 0.00-180.00 hrs, dt= 0.01 hrs
Reach 28R: SOUTH STREAM
Hydrograph
460
440= II I - —Inflow
424.35 cfs
i i —Outflow
420f
400i Inflow Area=167.950 ac
380=
360=
340= I
320=
300=
280=
t 260
3 240_
0 220-
a 200
180=
160= I
140- ,
120=
100=
80- ,
60=
40'
20
0= . n . i . .-. �. . . .50. . . . . i60 , , i70 8. . . . . . .. .90. . . .
0 10 20 30 40 0 100 110 120 130 140 150 160 170 180
Time (hours)

POST-DEVELOPMENT Type II 24-hr 100-Year Rainfall=7.21"
Prepared by Kimley-Horn &Associates Printed 5/29/2024
HydroCAD® 10.20-4b s/n 02344 ©2023 HydroCAD Software Solutions LLC Page 134
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= 0.00-180.00 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.'121.89 cfs l _Inflow
120- Outflow
Inflow Area=42.350 ac
110-
Avg. Flow Depth=2.01'
90_ Max Vel=17,73 fps
80= 54.0"
3 70= Round Pipe
0
607 n=0.011
50_ L=585.0-'
40= S=0.0163''/'
30-
20= Capacity=296.47 cfs
10-
0 10 20 30 40 50 60 70 80 90 100 110 120 130 140 150 160 170 180
Time (hours)

POST-DEVELOPMENT Type II 24-hr 100-Year Rainfall=7.21"
Prepared by Kimley-Horn &Associates Printed 5/29/2024
HydroCAD®10.20-4b s/n 02344 ©2023 HydroCAD Software Solutions LLC Page 135
Summary for Pond 10P: SCM 2
Inflow Area = 18.790 ac, 0.00°/o Impervious, Inflow Depth = 6.73" for 100-Year event
Inflow = 198.08 cfs @ 11.96 hrs, Volume= 10.543 af
Outflow = 144.24 cfs @ 12.01 hrs, Volume= 10.543 af, Atten= 27%, Lag= 3.4 min
Primary = 119.35 cfs @ 12.01 hrs, Volume= 10.393 of
Routed to Reach 13R : NORTH STREAM DEPRESSION
Secondary= 24.88 cfs @ 12.01 hrs, Volume= 0.149 af
Routed to Reach 13R : NORTH STREAM DEPRESSION
Routing by Stor-Ind method, Time Span= 0.00-180.00 hrs, dt= 0.01 hrs
Peak Elev= 792.87' @ 12.01 hrs Surf.Area= 27,606 sf Storage= 138,746 cf
Plug-Flow detention time= 248.4 min calculated for 10.543 of(100% of inflow)
Center-of-Mass det. time= 248.3 min ( 997.8 - 749.5 )
Volume Invert Avail.Storage Storage Description
#1 786.00' 142,346 cf Custom Stage Data(Prismatic) Listed below (Recalc)
Elevation Surf.Area Inc.Store Cum.Store
(feet) _ (sq-ft) (cubic-feet) (cubic-feet)
786.00 13,241 0 0
787.00 15,150 14,196 14,196
788.00 17,130 16,140 30,336
789.00 19,170 18,150 48,486
790.00 21,270 20,220 68,706
791.00 23,420 22,345 91,051
792.00 25,635 24,528 115,578
793.00 27,900 26,768 142,346
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= 0.013, 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 0.414 0.580 0.746 0.912 1.077 1.243
#3 Device 1 789.50' 45.0"W x 12.0" H Vert. Orifice/Grate X 2.00 C= 0.600
Limited to weir flow at low heads
#4 Device 1 790.50' 45.0"W x 6.0" H Vert. Orifice/Grate C= 0.600
Limited to weir flow at low heads
#5 Device 1 791.50' 96.0" x 96.0" 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 5/29/2024
HydroCAD® 10.20-4b sin 02344 ©2023 HydroCAD Software Solutions LLC Page 136
Primary OutFlow Max=119.34 cfs @ 12.01 hrs HW=792.87' (Free Discharge)
4-1=Culvert (Inlet Controls 119.34 cfs @ 16.88 fps)
2=Special & User-Defined (Passes < 1.24 cfs potential flow)
44
3=Orifice/Grate (Passes < 61.08 cfs potential flow)
=Orifice/Grate (Passes < 13.13 cfs potential flow)
5=Orifice/Grate (Passes < 167.44 cfs potential flow)
Secondary OutFlow Max=24.63 cfs @ 12.01 hrs HW=792.87' (Free Discharge)
4-6=Broad-Crested Rectangular Weir (Weir Controls 24.63 cfs @ 1.63 fps)
Pond 10P: SCM 2
Hydrograph
220- ,
210__l 198 08 cfs —Inflow
200: 1 1 1 I 1 1 —Outflow
190_
_ —Primary
/�
180] Inflow Area 8.79_O_ac —Secondary
170: Peak-i`I -Xe =792.8il '
160- 1 144.24 cfs I 1 r�150
Q 7
140] Storages= l3-V-y Of
Is
130;-1 119.35 cfs I 1
0 120=
3 110:
u_ 100=
90:
80=
70-
60=
50=
40-
30-
i 24.88 cfs
20- :
10=
0 10 20 30 40 50 60 70 80 90 100 110 120 130 140 150 160 170 180
Time (hours)

POST-DEVELOPMENT Type II 24-hr 100-Year Rainfall=7.21"
Prepared by Kimley-Horn &Associates Printed 5/29/2024
HydroCAD®10.20-4b s/n 02344 ©2023 HydroCAD Software Solutions LLC Page 137
Summary for Pond 12P: SCM 1
Inflow Area = 20.770 ac, 0.00% Impervious, Inflow Depth = 6.61" for 100-Year event
Inflow = 217.80 cfs @ 11.96 hrs, Volume= 11.449 of
Outflow = 113.05 cfs @ 12.04 hrs, Volume= 11.449 af, Atten= 48%, Lag= 4.9 min
Primary = 113.05 cfs @ 12.04 hrs, Volume= 11.449 af
Routed to Reach 13R : NORTH STREAM DEPRESSION
Routing by Stor-Ind method, Time Span= 0.00-180.00 hrs, dt= 0.01 hrs
Peak Elev= 791.32' @ 12.04 hrs Surf.Area= 45,075 sf Storage= 237,007 cf
Plug-Flow detention time= 518.3 min calculated for 11.448 af(100% of inflow)
Center-of-Mass det. time= 518.6 min ( 1,273.2 - 754.6 )
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= 0.013, 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 0.820 1.148 1.476 1.804 2.133 2.461
#3 Device 1 787.00' 4.0"Vert. Orifice/Grate C= 0.600 Limited to weir flow at low heads
#4 Device 1 789.50' 60.0"W x 18.0" H Vert. Orifice/Grate X 3.00 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=113.04 cfs @ 12.04 hrs HW=791.32' (Free Discharge)
L=Culvert (Barrel Controls 113.04 cfs @ 15.99 fps)
-2=Special &User-Defined (Passes < 2.46 cfs potential flow)
-3=Orifice/Grate (Passes < 0.86 cfs potential flow)
-4=Orifice/Grate (Passes < 109.50 cfs potential flow)
-5=Orifice/Grate (Passes < 11.83 cfs potential flow)

POST-DEVELOPMENT Type II 24-hr 100-Year Rainfall=7.21"
Prepared by Kimley-Horn &Associates Printed 5/29/2024
HydroCAD® 10.20-4b s/n 02344 ©2023 HydroCAD Software Solutions LLC Page 138
Pond 12P: SCM 1
Hydrograph
240:
230=-1 217.80 cfs I i 4 Inflow
220 —Primary
200:10: Inflow Area*20 77'0ac
190]
180 Peak Ele-v=791 .32'
170:
160- Stora- e=237,007 cf
150: �,
1405 :
u 130'
120'--I 113.05 cfs
- 110:
1005 -
90- -
80
70=
60 , , ,
50
40 4
30 I I I
20
10
0 m 1 T ,- , ,, , j , , , , , , , , , ,, , , , , , j , ,, , j , , , , � , ,, , j , , , , � , ,, , j , , , ,
0 10 20 30 40 50 60 70 80 90 100 110 120 130 140 150 160 170 180
Time (hours)

POST-DEVELOPMENT Type II 24-hr 100-Year Rainfall=7.21"
Prepared by Kimley-Horn &Associates Printed 5/29/2024
HydroCAD®10.20-4b s/n 02344 ©2023 HydroCAD Software Solutions LLC Page 139
Summary for Pond 24P: SCM 3
Inflow Area = 36.560 ac, 5.14% Impervious, Inflow Depth = 6.41" for 100-Year event
Inflow = 378.70 cfs @ 11.96 hrs, Volume= 19.528 af
Outflow = 64.29 cfs @ 12.12 hrs, Volume= 19.528 af, Atten= 83%, Lag= 9.8 min
Primary = 54.09 cfs @ 12.12 hrs, Volume= 19.282 af
Routed to Reach 28R : SOUTH STREAM
Secondary= 10.20 cfs @ 12.12 hrs, Volume= 0.246 af
Routed to Reach 28R : SOUTH STREAM
Routing by Stor-Ind method, Time Span= 0.00-180.00 hrs, dt= 0.01 hrs
Peak Elev= 785.75' @ 12.12 hrs Surf.Area= 133,423 sf Storage= 469,525 cf
Plug-Flow detention time= 538.2 min calculated for 19.528 of(100% of inflow)
Center-of-Mass det. time= 538.2 min ( 1,300.2 - 762.0 )
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 2.583 3.874 5.166 6.457 7.749
#3 Device 1 784.00' 30.0"W x 12.0" H Vert. Orifice/Grate X 2.00 C= 0.600
Limited to weir flow at low heads
#4 Device 1 785.00' 96.0" x 96.0" Horiz. Orifice/Grate C= 0.600
Limited to weir flow at low heads
#5 Secondary 785.50' 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
Primary OutFlow Max=54.09 cfs @ 12.12 hrs HW=785.75' (Free Discharge)
L=Culvert (Barrel Controls 54.09 cfs @ 11.02 fps)
-2=Special &User-Defined (Passes < 6.14 cfs potential flow)
-3=Orifice/Grate (Passes < 26.75 cfs potential flow)
-4=Orifice/Grate (Passes < 68.24 cfs potential flow)
Secondary OutFlow Max=10.19 cfs @ 12.12 hrs HW=785.75' (Free Discharge)
L5=Broad-Crested Rectangular Weir (Weir Controls 10.19 cfs @ 1.35 fps)

POST-DEVELOPMENT Type II 24-hr 100-Year Rainfall=7.21"
Prepared by Kimley-Horn &Associates Printed 5/29/2024
HydroCAD® 10.20-4b s/n 02344 ©2023 HydroCAD Software Solutions LLC _ Page 140
Pond 24P: SCM 3
Hydrograph
420: ,
400_-1 378 70 cfs l 1 T r I r T 1 —Inflow
380= 1 ; —Outflow
it
_ —Primary
360= E
340= ; inflow / Pea �7=36.JO ac —Secondary
320= I Peak EIev^78-5.75'
300-
280_ torage=46 ,52 cf
260: r
w 240=
-"- 220:
0 200: •
LL 180=
1605 7 4 4
- I I I
140
120:
100- t T t
80 --- RA`)O rfo 1
54.09 cfs i
60
40
20 i 10.20 cfs I I I I I
0 .-r4-4 —
0 10 20 30 40 50 60 70 80 90 100 110 120 130 140 150 160 170 180
Time (hours)

POST-DEVELOPMENT Type II 24-hr 100-Year Rainfall=7.21"
Prepared by Kimley-Horn &Associates Printed 5/29/2024
HydroCAD®10.20-4b s/n 02344 ©2023 HydroCAD Software Solutions LLC Page 141
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= 0.00-180.00 hrs, dt= 0.01 hrs
Link 2L: POA 1
Hydrograph
13-
12.02 cfs —Inflow
12- —Primary
11- Inflow Area=1 .490 ac
10-
9-
8-
w
3
0
LL 6-
5-
4-
3-
2-
0 10 20 30 40 50 60 70 80 90 100 110 120 130 140 150 160 170 180
Time (hours)

POST-DEVELOPMENT Type II 24-hr 100-Year Rainfall=7.21"
Prepared by Kimley-Horn &Associates Printed 5/29/2024
HydroCAD®10.20-4b s/n 02344 ©2023 HydroCAD Software Solutions LLC Page 142
Summary for Link 4L: POA 2
Inflow Area = 89.850 ac, 0.00% Impervious, Inflow Depth = 5.31" for 100-Year event
Inflow = 417.79 cfs @ 12.04 hrs, Volume= 39.755 af
Primary = 417.79 cfs @ 12.04 hrs, Volume= 39.755 af, Atten= 0%, Lag= 0.0 min
Primary outflow = Inflow, Time Span= 0.00-180.00 hrs, dt= 0.01 hrs
Link 4L: POA 2
Hydrograph
460=
440= 1417.79 cfs 4 1 r r I r 4 —Inflow
420 . i 4 4 , —Primary
400 . Inflow_Area=89.850 ac
380=
360
340-
320 . I
300=
280=
i' 260=
o
240= , ,
c 220 , ?
Li 200
180=
160=
140=
120=
100
80= L. '
r
60=
40=
20=
0 10 20 30 40 50 60 70 80 90 100 110 120 130 140 150 160 170 180
Time (hours)

POST-DEVELOPMENT Type II 24-hr 100-Year Rainfall=7.21"
Prepared by Kimley-Horn &Associates Printed 5/29/2024
HydroCAD®10.20-4b s/n 02344 ©2023 HydroCAD Software Solutions LLC Page 143
Summary for Link 9L: POA 3
Inflow Area = 167.950 ac, 1.12% Impervious, Inflow Depth = 5.08" for 100-Year event
Inflow = 424.35 cfs @ 12.43 hrs, Volume= 71.060 of
Primary = 424.35 cfs @ 12.43 hrs, Volume= 71.060 af, Atten= 0%, Lag= 0.0 min
Primary outflow = Inflow, Time Span= 0.00-180.00 hrs, dt= 0.01 hrs
Link 9L: POA 3
Hydrograph
46 • I
0=
4404--1 424.35 cfs l , —Inflow
420= I —Primary
400= Inflow Area=967950 ac
380=
360E
340= - , ,
320=
300=
280=
-) 260= + ,
3 240
0 220=
a 200= - . , r
180= 1
160=
140= _ 1 ,
120=
100.
80= + ,
60
40 , ,
20
0 . I — I . . , , „ r� „ r, , r„ I „ h, ,, , i , , . . . . . , I . . 1 . , , , I , ,, , i , . . . L .. . I . . . . I . .. . L . .
0 10 20 30 40 50 60 70 80 90 100 110 120 130 140 150 160 170 180
Time (hours)

POST-DEVELOPMENT Table of Contents
Prepared by Kimley-Horn &Associates Printed 5/29/2024
HydroCAD® 10.20-4b 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"WQ EVENT 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 B
10 Subcat 16S: POST-DEV DA-2 ONSITE A (SCM-1)
11 Subcat 18S: POST-DEV DA-2 ONSITE B
12 Subcat 19S: POST-DEV DA-2 ONSITE C
13 Subcat 22S: POST-DEV DA-2 OFFSITE A
14 Subcat 23S: POST-DEV DA-2 ONSITE D
15 Subcat 25S: POST-DEV DA-3 ONSITE A (SCM-3)
16 Subcat 29S: POST-DEV DA-3 ONSITE B
17 Subcat 31S: POST-DEV DA-3 OFFSITE B
18 Subcat 32S: POST-DEV DA-3 OFFSITE A
19 Reach 13R: NORTH STREAM DEPRESSION
20 Reach 14R: NORTH STREAM TO POA 2
21 Reach 28R: SOUTH STREAM
22 Reach 30R: DA-3 BYPASS PIPE
23 Pond 10P: SCM 2
25 Pond 12P: SCM 1
27 Pond 24P: SCM 3
29 Link 2L: POA 1
30 Link 4L: POA 2
31 Link 9L: POA 3
1-Year Event
32 Node Listing
34 Subcat 10S: POST-DEV DA-3 OFFSITE C (SCM-3)
35 Subcat 11 S: POST-DEV DA-1 ONSITE
36 Subcat 12S: POST-DEV DA-2 ONSITE E (SCM-2)
37 Subcat 15S: POST-DEV DA-2 OFFSITE B
38 Subcat 16S: POST-DEV DA-2 ONSITE A (SCM-1)
39 Subcat 18S: POST-DEV DA-2 ONSITE B
40 Subcat 19S: POST-DEV DA-2 ONSITE C
41 Subcat 22S: POST-DEV DA-2 OFFSITE A
42 Subcat 23S: POST-DEV DA-2 ONSITE D
43 Subcat 25S: POST-DEV DA-3 ONSITE A (SCM-3)
44 Subcat 29S: POST-DEV DA-3 ONSITE B
45 Subcat 31S: POST-DEV DA-3 OFFSITE B
46 Subcat 32S: POST-DEV DA-3 OFFSITE A

POST-DEVELOPMENT Table of Contents
Prepared by Kimley-Horn &Associates Printed 5/29/2024
HydroCAD® 10.20-4b s/n 02344 ©2023 HydroCAD Software Solutions LLC
47 Reach 13R: NORTH STREAM DEPRESSION
48 Reach 14R: NORTH STREAM TO POA 2
49 Reach 28R: SOUTH STREAM
50 Reach 30R: DA-3 BYPASS PIPE
51 Pond 10P: SCM 2
53 Pond 12P: SCM 1
55 Pond 24P: SCM 3
57 Link 2L: POA 1
58 Link 4L: POA 2
59 Link 9L: POA 3
2-Year Event
60 Node Listing
62 Subcat 10S: POST-DEV DA-3 OFFSITE C (SCM-3)
63 Subcat 11 S: POST-DEV DA-1 ONSITE
64 Subcat 12S: POST-DEV DA-2 ONSITE E (SCM-2)
65 Subcat 15S: POST-DEV DA-2 OFFSITE B
66 Subcat 16S: POST-DEV DA-2 ONSITE A (SCM-1)
67 Subcat 18S: POST-DEV DA-2 ONSITE B
68 Subcat 19S: POST-DEV DA-2 ONSITE C
69 Subcat 22S: POST-DEV DA-2 OFFSITE A
70 Subcat 23S: POST-DEV DA-2 ONSITE D
71 Subcat 25S: POST-DEV DA-3 ONSITE A (SCM-3)
72 Subcat 29S: POST-DEV DA-3 ONSITE B
73 Subcat 31S: POST-DEV DA-3 OFFSITE B
74 Subcat 32S: POST-DEV DA-3 OFFSITE A
75 Reach 13R: NORTH STREAM DEPRESSION
76 Reach 14R: NORTH STREAM TO POA 2
77 Reach 28R: SOUTH STREAM
78 Reach 30R: DA-3 BYPASS PIPE
79 Pond 10P: SCM 2
81 Pond 12P: SCM 1
83 Pond 24P: SCM 3
85 Link 2L: POA 1
86 Link 4L: POA 2
87 Link 9L: POA 3
10-Year Event
88 Node Listing
90 Subcat 10S: POST-DEV DA-3 OFFSITE C (SCM-3)
91 Subcat 11 S: POST-DEV DA-1 ONSITE
92 Subcat 12S: POST-DEV DA-2 ONSITE E (SCM-2)
93 Subcat 15S: POST-DEV DA-2 OFFSITE B
94 Subcat 16S: POST-DEV DA-2 ONSITE A (SCM-1)
95 Subcat 18S: POST-DEV DA-2 ONSITE B
96 Subcat 19S: POST-DEV DA-2 ONSITE C
97 Subcat 22S: POST-DEV DA-2 OFFSITE A
98 Subcat 23S: POST-DEV DA-2 ONSITE D

POST-DEVELOPMENT Table of Contents
Prepared by Kimley-Horn &Associates Printed 5/29/2024
HydroCAD® 10.20-4b s/n 02344 ©2023 HydroCAD Software Solutions LLC
99 Subcat 25S: POST-DEV DA-3 ONSITE A (SCM-3)
100 Subcat 29S: POST-DEV DA-3 ONSITE B
101 Subcat 31S: POST-DEV DA-3 OFFSITE B
102 Subcat 32S: POST-DEV DA-3 OFFSITE A
103 Reach 13R: NORTH STREAM DEPRESSION
104 Reach 14R: NORTH STREAM TO POA 2
105 Reach 28R: SOUTH STREAM
106 Reach 30R: DA-3 BYPASS PIPE
107 Pond 10P: SCM 2
109 Pond 12P: SCM 1
111 Pond 24P: SCM 3
113 Link 2L: POA 1
114 Link 4L: POA 2
115 Link 9L: POA 3
100-Year Event
116 Node Listing
118 Subcat 10S: POST-DEV DA-3 OFFSITE C (SCM-3)
119 Subcat 11 S: POST-DEV DA-1 ONSITE
120 Subcat 12S: POST-DEV DA-2 ONSITE E (SCM-2)
121 Subcat 15S: POST-DEV DA-2 OFFSITE B
122 Subcat 16S: POST-DEV DA-2 ONSITE A (SCM-1)
123 Subcat 18S: POST-DEV DA-2 ONSITE B
124 Subcat 19S: POST-DEV DA-2 ONSITE C
125 Subcat 22S: POST-DEV DA-2 OFFSITE A
126 Subcat 23S: POST-DEV DA-2 ONSITE D
127 Subcat 25S: POST-DEV DA-3 ONSITE A (SCM-3)
128 Subcat 29S: POST-DEV DA-3 ONSITE B
129 Subcat 31S: POST-DEV DA-3 OFFSITE B
130 Subcat 32S: POST-DEV DA-3 OFFSITE A
131 Reach 13R: NORTH STREAM DEPRESSION
132 Reach 14R: NORTH STREAM TO POA 2
133 Reach 28R: SOUTH STREAM
134 Reach 30R: DA-3 BYPASS PIPE
135 Pond 10P: SCM 2
137 Pond 12P: SCM 1
139 Pond 24P: SCM 3
141 Link 2L: POA 1
142 Link 4L: POA 2
143 Link 9L: POA 3

Hydraflow Storm Sewers Extension for Autodesk® Civil 3D® Plan
6
7
4
3
8
9
10
11
12
13
Outfall
1
•
N
Project File: BEG-STRM-A.stm Number of lines: 15 Date:5/29/2024
Storm Sewers v2022.00

MyReport Page 1
Line Runoff i Flow Line Line Line Capac Vel Invert Invert HGL HGL Gnd/Rim Inlet DnStm Line Drng
No. Coeff Inlet Rate Length Size Slope Full Ave Dn Up Dn Up El Up Depth Ln No ID Area
(C) (in/hr) (cfs) (ft) (in) (%) (cfs) (ft/s) (ft) (ft) (ft) (ft) (ft) (ft) (ac)
1 0.00 0.00 91.95 210.771 54 1.01 197.23 10.49 791.00 793.12 793.16 795.93 800.16 .... Outfall PIPE-1560 0.00
2 0.69 3.65 92.58 193.773 54 1.00 196.78 8.84 793.12 795.06 795.93 797.88 801.52 .... 1 PIPE-1550 36.77
3 0.71 6.86 58.05 60.552 42 0.74 86.73 8.98 785.00 785.45 787.10 787.83 797.45 .... Outfall PIPE-1360 0.48
4 0.95 6.86 30.93 237.248 36 0.74 57.44 6.80 785.95 787.71 787.83 789.51 j 802.55 .... 3 PIPE-1350 0.69
5 0.95 6.86 28.53 351.000 30 0.74 35.37 7.73 788.21 790.82 789.91 792.64 802.55 .... 4 PIPE-1340 2.00
6 0.92 6.86 18.52 387.000 24 0.74 19.51 7.04 791.07 793.95 792.64 795.50 802.54 .... 5 PIPE-1330 1.84
7 0.83 6.86 9.34 369.000 24 0.74 19.49 4.62 794.20 796.94 795.62 798.03 j 802.52 .... 6 PIPE-1320 1.64
8 0.65 6.86 40.47 248.748 42 0.51 72.17 6.51 785.45 786.73 787.83 788.71 j 795.68 .... 3 PIPE-1470 0.13
9 0.90 6.86 40.36 157.338 36 0.52 48.15 7.63 787.23 788.05 789.33 790.15 797.18 .... 8 PIPE-1460 1.89
10 0.95 6.86 35.40 228.000 36 0.51 47.78 6.53 788.05 789.22 790.51 791.15 797.48 .... 9 PIPE-1450 1.97
11 0.95 6.86 29.92 258.000 36 0.52 47.89 6.55 789.22 790.55 791.15 792.32 j 797.54 .... 10 PIPE-1440 1.97
12 0.95 6.86 24.30 222.304 30 0.52 29.50 6.71 791.05 792.20 792.78 793.93 797.84 .... 11 PIPE-1430 1.80
13 0.73 3.12 19.10 251.696 24 0.52 16.25 6.08 792.70 794.00 794.70 796.50 797.75 .... 12 PIPE-1420 8.40
14 0.00 0.00 20.78 158.288 36 2.21 99.17 8.58 779.00 782.50 779.93 783.96 790.50 .... Outfall PIPE-1570 0.00
15 0.00 0.00 20.78 40.000 6 3.00 1.26 105.84 782.50 783.70 783.96 1109.16 785.00 .... 14 PIPE-1640 0.00
Project File: BEG-STRM-A.stm Numher of lines: 15 Date: 5/29/2024
NOTES: Intensity= 12.41 /(Inlet time+0.10)A 0.36--Return period= 10 Yrs. ; ""Critical depth
Storm Sewers

Hydraflow Storm Sewers Extension for Autodesk® Civil 3D® Plan
37 16
20
24
30 15
17 19
18
Outfall
2 23
29
13
28
12
'7
14
11
26
25
2 3 4 5 6
31 7 8 10 9
36
1 35
39
34
38
33
32
Outfall
Project File: New.stm Number of lines:39 Date:5/29/2024
Storm Sewers v2022.00

MyReport Page 1
Line Runoff i Flow Line Line Line Capac Vel Invert Invert HGL HGL Gnd/Rim Inlet DnStm Line Drng
No. Coeff Inlet Rate Length Size Slope Full Ave Dn Up Dn Up El Up Depth Ln No ID Area
(C) (in/hr) (cfs) (ft) (in) (%) (cfs) (ft/s) (ft) (ft) (ft) (ft) (ft) (ft) (ac)
1 0.91 7.01 87.76 118.245 54 0.50 138.92 8.94 782.00 782.59 784.60 785.33 794.10 .... Outfall PIPE-1150 1.72
2 0.95 7.01 78.09 160.000 48 0.65 115.81 8.62 782.59 783.63 785.33 786.30 794.14 .... 1 PIPE-1140 1.88
3 0.93 7.01 70.43 161.997 42 0.48 69.81 8.27 783.62 784.40 786.52 787.30 794.08 .... 2 PIPE-1160 1.94
4 0.91 7.01 64.33 161.933 42 0.49 70.27 7.56 784.40 785.19 787.46 787.95 794.14 .... 3 PIPE-1170 2.02
5 0.90 7.01 58.05 162.070 42 0.48 69.79 7.34 785.19 785.97 788.10 788.48 794.08 .... 4 PIPE-1180 2.05
6 0.90 7.01 49.78 162.315 42 0.49 70.19 6.49 785.97 786.76 789.44 788.96 794.14 .... 5 PIPE-1190 2.06
7 0.90 7.01 43.29 161.685 42 0.40 63.79 7.04 786.76 787.41 788.96 789.48 794.07 .... 6 PIPE-1200 2.07
8 0.90 7.01 36.69 162.176 42 0.40 63.69 6.35 787.41 788.06 789.61 789.95 j 794.13 .... 7 PIPE-1210 2.07
9 0.77 7.01 21.54 111.824 36 0.39 41.84 3.52 788.06 788.50 790.69 790.76 794.57 .... 8 PIPE-1220 2.46
10 0.85 7.01 14.27 132.316 30 0.40 25.96 3.13 788.50 789.03 790.95 791.06 799.46 .... 9 PIPE-1230 0.15
11 0.86 7.01 14.11 291.576 24 0.80 20.18 5.37 789.02 791.34 791.08 792.69 j 798.59 .... 10 PIPE-1240 1.36
12 0.87 7.01 10.52 368.952 24 0.79 20.16 5.11 791.34 794.27 792.69 795.43 j 798.59 .... 11 PIPE-1250 1.33
13 0.77 7.01 2.48 12.579 18 8.03 29.76 3.55 794.77 795.78 795.43 796.38 j 800.73 .... 12 PIPE-1290 0.46
14 0.62 4.16 2.99 12.492 18 8.00 29.71 7.39 794.27 795.27 794.59 795.93 800.73 .... 11 PIPE-1280 1.16
15 0.80 7.01 5.42 115.973 36 0.50 47.16 3.02 784.09 784.67 785.33 785.40 j 799.64 .... 1 PIPE-1130 0.11
16 0.92 7.01 5.22 110.529 30 0.50 28.93 4.32 785.17 785.72 785.89 786.47 800.22 .... 15 PIPE-1120 0.37
17 0.95 7.01 4.35 348.536 30 0.50 28.98 3.73 785.72 787.46 786.47 788.15 j 798.81 .... 16 PIPE-1110 0.67
18 0.00 0.00 1.74 66.633 30 0.51 29.29 2.35 787.46 787.80 788.15 788.23 j 798.78 .... 17 PIPE-1690 0.00
19 0.93 7.01 2.17 356.660 24 0.50 15.98 3.49 788.30 790.08 788.80 790.59 798.31 .... 18 PIPE-1100 0.32
20 0.81 7.01 0.62 117.941 18 0.50 7.43 2.54 790.58 791.17 790.87 791.47 799.58 .... 19 PIPE-1300 0.11
21 0.67 7.01 3.52 44.938 18 6.56 26.91 7.38 789.12 792.07 789.49 792.79 797.03 .... 5 PIPE-1260 0.75
22 0.64 4.16 8.66 50.805 24 5.00 50.57 3.97 788.33 790.87 790.69 791.92 j 800.64 .... 8 PIPE-1270 3.25
23 0.75 7.01 3.21 26.222 18 0.99 10.46 4.10 785.62 785.88 786.30 786.56 j 790.97 .... 2 PIPE-1680 0.61
Project File: New.stm Number of linag:39 Date: 5/29/2024
NOTES: Intensity=66.36/(Inlet time+ 12.00)A 0.79--Return period= 10 Yrs. ; **Critical depth
Storm Sewers

MyReport Page 2
Line Runoff i Flow Line Line Line Capac Vel Invert Invert HGL HGL Gnd/Rim Inlet DnStm Line Drng
No. Coeff Inlet Rate Length Size Slope Full Ave Dn Up Dn Up El Up Depth Ln No ID Area
(C) (in/hr) (cfs) (ft) (in) (%) (cfs) (ft/s) (ft) (ft) (ft) (ft) (ft) (ft) (ac)
24 0.91 7.01 67.36 60.709 54 0.49 138.24 8.24 786.00 786.30 788.22 788.69 794.08 .... Outfall PIPE-1090 2.44
25 0.95 7.01 57.18 161.829 54 0.48 136.54 7.05 786.30 787.08 788.69 789.27 794.05 .... 24 PIPE-1070 1.88
26 0.00 0.00 48.46 149.648 42 0.49 70.27 7.68 787.08 787.81 789.27 789.98 j 796.03 .... 25 PIPE-1060 0.00
27 0.00 0.00 48.91 88.955 42 0.48 69.95 7.77 787.81 788.24 789.98 790.42 796.26 .... 26 PIPE-1730 0.00
28 0.95 7.01 49.51 118.045 42 0.48 69.91 7.82 788.24 788.81 790.42 791.01 794.86 .... 27 PIPE-1050 1.88
29 0.95 7.01 40.29 162.418 36 0.49 46.51 7.36 788.81 789.60 791.01 791.74 795.31 .... 28 PIPE-1040 1.88
30 0.95 7.01 30.91 161.582 36 0.49 46.64 6.18 789.60 790.39 791.87 792.19 j 795.55 .... 29 PIPE-1030 1.88
31 0.95 7.01 21.16 162.230 30 0.49 28.62 6.06 790.39 791.18 792.19 792.75 795.62 .... 30 PIPE-1020 1.88
32 0.92 7.01 10.97 111.771 24 0.48 15.72 4.44 791.18 791.72 792.85 793.05 796.06 .... 31 PIPE-1010 1.87
33 0.80 7.01 0.95 131.714 18 0.49 7.32 0.64 791.72 792.36 793.37 793.38 799.49 .... 32 PIPE-1000 0.17
34 0.00 0.00 4.42 57.526 54 1.39 231.92 4.64 781.37 782.17 781.80 782.76 789.01 .... Outfall PIPE-1480 0.00
35 0.80 3.15 4.42 372.949 54 1.41 233.33 3.60 782.17 787.42 782.76 788.01 796.01 .... 34 PIPE-1520 42.61
36 0.00 0.00 0.01 97.884 54 1.41 233.51 0.39 787.42 788.80 788.01 788.83 j 793.84 .... 35 PIPE-1620 0.00
37 0.00 0.00 94.76 66.746 36 0.49 46.90 13.41 779.67 780.00 782.67 784.02 792.00 .... Outfall PIPE-1610 0.00
38 0.00 0.00 13.54 116.982 30 0.50 28.88 5.69 778.71 779.29 779.91 780.53 790.78 .... Outfall PIPE-1580 0.00
39 0.00 0.00 13.54 94.290 30 0.50 28.96 5.59 779.29 779.76 780.53 781.00 783.14 .... 38 PIPE-1590 0.00
Project File: New.stm Number of linos:39 Date: 5/29/2024
NOTES: Intensity=66.36/(Inlet time+ 12.00)A 0.79--Return period= 10 Yrs. ; **Critical depth
Storm Sewers

APPENDIX E: EROSION CONTROL CALCULATIONS

Salsibury Logistics Center
PROJECT NO.: 13335005 BY: EM Ki m I ey >>> H o r n
DATE: 10/19/23 T.M:
REVISED: 05/29/24 P.M.: RIP RAP OUTLET
RIP RAP OUTLET PROTECTION a� ,1 ��.. . „ . 4
..m.,.,L, 1 „, is ,*y
o.•. f
Project: Salisbury Logistics Center a d,°w�^` gi /f�:
Calculated By: EM Date: 10/19/2023 •� � a � „jr;;
Revised By: SM Date: 5/29/2024 w",.m ,. 1. i$ ' e A:co,�� ,
kr311:_,
Revised By: Date: _ "( _ °, ddr4c.',
ID: 2200-FES TW< 0.5 Do: Y Use Fig. 8.06a i . i
STA: N/A TW_ 0.5 D : ~ J��"� v gg
p .r rre 8
o N Use Fig. 8.06b i �',1 � �'I ,,,mI�t�i{�w � , ..�{:( i
. M�" I�R`�4'�Wllio
DIA: 36 in 19 ftEs ,,, ,,, IMO
Q: 20.78 cfs d50: 0.6 ft =,�•�•.��•�.• ..
dmax: 0.9 ft 1�1
Ou,Nt -D.•0..1.
L• 110 -6 ." .1, ,�'llll(JI'��W11yi
1r
asp I
lirK
Irilrflg
00 Do = 36 in ��� / A A;a�,: BEE
Do 00 3Do Do+La 3D0 = 9 ft i:, '�!
v0 89 , La - 19 ft �,F� i �' ! 1/1 I AIhIi::ff��11l1l i
Do + La = 22 ft Iwp a' �� �Ja�r``ggll����liti''�P i . il,
n r ,_
4 La Rime . ..,e ' '. sx—,--•4,,we�,��C€€'�,7�q�C�` F
) — a 1) A WttclwW(�/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: 05/29/24 P.M.: RIP RAP OUTLET
RIP RAP OUTLET PROTECTION a.« 1 ��.. . „ . 4
..m.,.,L: 1 .. is• ,..y
0,•. f
Project: Salisbury Logistics Center ,,,,,,.r�^` gg /f�
Calculated By: EM Date: 10/19/2023 • IN •;alit „jr:,
Revised By: Date: w,=",`,. 1 N !� .1 ,
erli:'.
Revised By: Date: "( j� ,.- ' 41;51..;;'
ID: 1610-FES T, < 0.5 Do: Y Use Fig. 8.06a I i , i
STA: N/A T�„_ 0.5 D N J �" gg
p .r rre 8
o N Use Fig. 8.06b � �'.,.� -.—� ��'I�n�'dIa�'t�i{�w'� � ��{:( ., i
�' �M�" I�R`�4'�Wllio
DIA: 30 in La: E-__ �i a-i% J, II�1i mi
18 ft 0 mSo KO 200 ,m ,OW
Q: 13.54 cfs d50: 0.6 ft =,�•�•.��•�.• ..
dmax: 0.9 ft 1�1
a„« r
ammo«lWl _ i .iri I p�
„o _6 ` 1 ,FEINT flr
1 J �I�E' -19I1!
00Ali Do = 30 in ��� A rir. W,b LF.
Do co 3Do Do+La 3Do = 7.5 ft Sr Il.' e ror y�J r?it
� °° � Il,il, . II r a
0 89 , La = 18 ft ,�^ i .i 1: 1/i I iI! :i!IPiIl�, 1 I,I
Do + La = 20.5 ft �wp ai' �� Ja�r``ggll��l�l�'lPi +�ia�
or'r � ,A l�Il�a tRAl! l'i o� Y�IIi,'~ a
n r �,_
La Whin .� .,: I -�y�`�11�,91,, �?,'3�.a'��,q it
Quantity Calculations *Minimum apron thickness of 10"to be used
Outlet Pad: 252.0 sf Apron thickness*: 1.35 ft
Rip Rap: 17.0 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: 05/29/24 P.M.: RIP RAP OUTLET
RIP RAP OUTLET PROTECTION a•« 1 ��.. . . 4
..m.,.,,,'. 1 is *y
` •••, f
Project: Salisbury Logistics Center ,,,,,,.r„^` gi 7,4
Calculated By: EM Date: 10/19/2023 '• i 1111 •;a t „jr;;
Revised By: Date: :",'''i
�,,•i ,. 1 it • e Aic o ',,
kr311:_,
Revised By: Date: _ "(IL_ -,.• ' 41,4..;:'
ID: 1700-FES TW< 0.5 Do: Y Use Fig. 8.06a Ii . ;
STA: N/A TW_ 0.5 Do: N Use Fig. 8.06b ,1 ~ ����d" i
p .r 4- IV
,
Es '�
DIA: 36 in 20 ft ,,, ,•, ,M;
Q: 94.76 cfs d50: 1.1 ft =•,�•�•.�•••�.• ..•
dmax: 1.65 ft 1�1
00 lk Do = 36 in _r_ ,j31,33/37,r,via s0,3
"8 _i `, .1, ,IIr J Iir�ll�l ,c
�` J OM 19r11!
Do 00 3Do Do+La 3D0 = 9 ft I•., 74140v0 Q9 , La - 20ft �,F� i; �' ! 1/ l fl:i:� l1l i
Do + La = 23 ft �wp 'i' rear�l�'1P i +4ia�r. �i 4� 'A III° °� 6111 '.,_ a
n r �
t.
4 La 1
Whin .— ..,: ' ',y�`- 1��,9/a'z'r?,'3�.a'ro,qsgr' E
�if`;/�ZAB� r/��Pen , $
) — -S 3) A aKwW(�]/NC,'OD ]00 wo laoo
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 .sm.,° �•,,a�.,�
Filter Fabric: 36 sy .,�...... .�.a�,.�....�., .•m.�.�•.•�.�•�.�.�•m��._ „).>•.a..,.,,

Salsibury Logistics Center
PROJECT NO.: 13335005 BY: EM Ki m I ey >>> H o r n
DATE: 10/19/23 T.M:
REVISED: 05/29/24 P.M.: RIP RAP OUTLET
RIP RAP OUTLET PROTECTION a� ,1 �f.. . „ .
..m.,.,L, 1 „, is ,:y
0,•. f
Project: Salisbury Logistics Center a d,°w*^` li /fd
Calculated By: EM Date: 10/19/2023 •� � a � „jr;;
Revised By: Date: 0," ,`. 1 n ii ,� .1 ,
• k earF.
Revised By: Date: ( j� -,,- ' ¢11.51.;;'
ID: 1610-FES T, < 0.5 Do: Y Use Fig. 8.06a I iArif , i
STA: N/A TW_ 0.5 D : N J l" gg
p .r rre 8
„ N Use Fig. 8.06b i �',.� —� �'In�dIa�'t�i{�w ��{:(
�' �M�" I�R`�4'�Wllio
DIA: 54 in La: E-__ tiuii% J, 111i ni
32 ft 0 mSo on 200 ,m ,OW
Q: 91.95 cfs d50: 0.9 ft =,�•�•.��•�.• ..
dmax: 1.35 ft 1�1
„o _i `, .1, ,IIr J IlT�ll�li lc
.
1` J 1I1EI 19r11!
00 Ali Do = 54 in _r_ ,_,.”-sar,via so,,
Do 00 3Do Do+La 3Do = 13.5 ft �o I nil Lic
1.. e. r��l y�J r t
D °° � Il,il, . II r a
v0 Q�, La - 32 ft ,F'^ i .. 1/ � �Ihlia���l�l
� 1�,'lillI f ill!Isi,: II; IG ,
Do + La = 36.5 ft �wp a' �� Ja�r Kira ggll��l�l�'1Pi +�ia�
n r viirA _
-' � ar Ir. /F {: . ' ; ' �r0, gy p,.
4 La li� .� .,: ' '�y�`A1��9/a' 'r,�ro,qsi��'
�Z�AB� r/V�.Pen ' $
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 Ki m I ey >>> H o r n
DATE: 10/19/23 T.M:
REVISED: 05/29/24 P.M.: RIP RAP OUTLET
RIP RAP OUTLET PROTECTION a�
..m.,.,,1 �f.. . „ .
L, 1 „, is ,*.y
o••. • •d f
Project: Salisbury Logistics Center d�� r�^` � /•
Calculated By: EM Date: 10/19/2023 •,f a 1111 •;a t „jr:,
Revised By: Date: 0." l`. 1 n ii o � o ',,
• earF.
Revised By: Date: ( j� -,,- ' ¢11.51.;;'
ID: 1660-FES T,„< 0.5 Do: Y Use Fig. 8.06a I i , i
STA: N/A TW_ 0.5 D : N g J �" gg
p rre 8
o N Use Fig. 8.06b i �',.� —� �'In�dIa�'t�i{�w ��{:(
�' �M�" I�R`�4'�Wllio
DIA: 30 in La: E-__:boil% J, II�1i mi
18 ft „ mSo 103 200 ,m ,OW
Q: 11.46 cfs d50: 0.5 ft =,�•�•.��•�.• ..
dmax: 0.75 ft 1�1
OP
00 Ali Do = 30 in _r_ ,_,.”-sar,rvia su,
1 J / EI iir If1I1!
Do �� 3Do Do+La 3Do = 7.5 ft �o I1.' ri ylJ r?igo
o 111,d.', 1 iris,ie. i I' '
� °° � Il,il, . II r a
0 89 , La = 18 ft ,F�^ . .i 1: I/ I iI! :i!IPIII�, 1 ,,I
Do + La = 20.5 ft Mr ai' �� Ja�r`pII��I�I�'1Pi +�ia�
n r _
La whin .� .,: ' '�y�`�1��9/a' '�?,'3�.a'��,q��' ;
o%�AB� r/V�.Pen ' $
) --S --3) A
aKwW(�]/N0:'0D ]00 wo 1000
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: 05/29/24 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 ARV.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:: �` J �I�E' girl 1!
Do ©0 3Do Do+La 3Do = 13.5 ft �o 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 ': mar Amur]] I ,,I
8 Do + La = 44.5 ft �wp a' it �JaEi Ajar �r,,gR,111l4,'1Pi .ti
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: 05/29/24 P.M.: RIP RAP OUTLET
RIP RAP OUTLET PROTECTION a.«
°.m.,..,1 ��.. .-. „ .
L, 1 is .."
°,•. 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 �:c .1
ra3
Revised By: Date: __ �( �j� ;, 'I � ,.y- ��' .�.40: ¢�r�ke..;'
1.
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
o N Use Fig. 8.06b � �,,.1 -.-� e �'I�n�'dIa�t�i{�w'� � ��{:( , i
DIA: 42 in La: E- tiuii% J, IIlli 111.
26 ft ° tW ,m ,ma
Q: 58.05 cfs d50: 0.7 ft =°,�•�•.��•�.• ..°
.,.........,.rod. ,>.. .M.a.�.� ,.e. � .. _�_..�.�,...°.,...
dmax: 1.05 ft 1�1
„° _1 .`, .1, ,I�riJ Ir�ll�lI lc
1` J 11�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 � � .fl :1!IPiIF ii : In
Do + 0.4L b .arig lf�ig!'lli!lk. y l!: ,
O 8 a 13.9 ft �p ^r:;if) WINVISAR111,1,, +4ia
nli: r �,_
� La
..,: '�y�`�1��9/a' �?,3�a��,q��'
�ic`;/�%�AB� r/�.Pen ' $
--s • „ ,m ,. ,. ,�
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: 05/29/24 P.M.: RIP RAP OUTLET
RIP RAP OUTLET PROTECTION a.«
°.m.,..,1 �f.. .-. „ .
L, 1 is ..1
` °,•. f
Project: Salisbury Logistics Center d�,,,,.r�^` n /f�
Calculated By: EM Date: 10/19/2023 • a 1111 •;at „jr:,
Revised By: Date: w.--'' ,. I n ii o Ak .1 ,
efF.
Revised By: Date: "( j� -,,- ' 411.51..;;'
ID: 3100-FES T, < 0.5 Do: Y Use Fig. 8.06a Ii , ,
STA: N/A T�„_ 0.5 D N J o" �- gg
p .r ..- rro 8
o N Use Fig. 8.06b � �,,.1 -.-� e �'I�n�'dIa�t�i{�w'� � �i{:( , i
DIA: 54 in La: E- tiuii% J, IIlli Mi.
29 ft ° tW ,m ,ma
Q: 72.01 cfs d50: 0.9 ft =°,�•�•.��•�.• ..°
dmax: 1.35 ft 1�1
„° _1 'Ill .1, ,I�r Jl'Ir�ll�ll 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. ra y� Ot
� °° � Il,il, . II r a
vo 89 , La = 29 ft .0,. i .i is � � .fl :1!IPiIF ii : In
Do + 0.4L b .arig lf�ig!'lli!lk. y l!: ,
O a 16.1 ft ., iiiEVr.;if) WINVISAR111.1, +�iai
n r �,_
-'li; art r /r : . ' •1' �r0� p - i�
� La
.,: '�y�`�1��9/a' �?,3�a��,q��'
� P%�d8� r/�.Pen ' $
- s .- „ ,m ,. No ,�
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: 05/29/24 P.M.: RIP RAP OUTLET
RIP RAP OUTLET PROTECTION a.« ,1 ��.. .-. „ .
°.m.,..L, 1 is ..1
°,.. f
Project: Salisbury Logistics Center d,,,,,.r�^` n /f1
Calculated By: EM Date: 10/19/2023 • a 1111 •;at „jr:,
Revised By: Date: ..---'`,. I n ii �� .1 ,
• ra3.:.
Revised By: Date: "( j� -,,- ' ,it-,,II51..;;'
ID: 3000-FES T,„< 0.5 Do: N Use Fig. 8.06a Ii , ,
STA: N/A T�„_ 0.5 D N J o" �- gg
p .r ..- lro 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 . ,.. ,.
Q: 89.51 cfs d50: 0.9 ft =°,�•�•.��•�.• ..°
dmax: 1.35 ft 1�1
0.1•1 -D.•0.•l. t. -i �, .
ammo«lWl , R i aU1 I p�
,l0 _Y `, .1, ,IIr1J 'Ir�ll�l lc
O a,� I
1` J 1I��' i9I�1xr
00 Do = 54 in �,.� / A �;a�,: W,b
Do 00 3Do Do+0.4La 3D0 = 13.5 ft moo,/ 1. e. ra y� Ott'
(� °° � Il,il, . II r a
„V Q�, La = 29 ft .0,. i . is I/1►�i d� :�II;Ii:1!IPiIF I i,,I
O Do a 16.1 ft .p' iiiEVr.;if) trattlAR111,1,, +�iai
n r �,_
� La
� .: '�y�`�1��9/a' �?3a����'
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

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

APPENDIX F: SUPPLEMENTAL INFORMATION

r ierracon
2701 Westport Road
Charlotte, NC 28208
P [phone]
NC License No. F-0869
Terracon.com
May 29, 2024
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 (Rev 1)
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 Apparent Depth Boring
Approximate Water Table Terminated
Boring Water Table 1
Boring Elevation (AWT) (inches)
Location (SHWT)
(feet)1 Depth
Depth (inches)2 (inches)2
B-37 791 172 >240 240
B-39 783 55 >120 120
SHWT-1 791 >144 >144 144
SHWT-2 785 >120 >120 120
Facilities I Environmental I Geotechnical I Materials

Supplemental Geotechnical Consulting Services -Seasonal High Water Table (Rev 1) .wrrwwwr�
Honbarger Tract I Salisbury, North Carolina ICI I QVV�
May 29, 2024 I Terracon Project No. 71225131
Apparent Depth Boring
Seasonal High
Approximate Water Table Terminated
Boring Water Table 1
Boring Elevation (AWT) (inches)
Location (SHWT)
(feet)1 Depth (inches)2 Depth
(inches)2
1. Elevations based on topographic map provided by civil engineer.
2. The "Stormwater Control Measure (SCM) Soil Testing, Seasonal High Water
Table (SHWT) Evaluation" report is attached to this letter.
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
Sean M. Pardy, P.E. Janette M. Prosser, P.E.
Project Engineer Senior Engineer
Facilities I Environmental I Geotechnical I Materials

Supplemental Geotechnical Consulting Services -Seasonal High Water Table Aft rrwwwM
Honbarger Tract I Salisbury, North Carolina ICI I QbVI
May 29, 2024 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
�9 5O11 SC
2S A W I L/ /F
•
4" A, C. cSrATE `CO re,
tVr-
colli rite
Nf
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NORTH GP
v
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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GUARANTEES ABOUT ITS ACCURACY. WMSS,PLLC ASSUMES NO RESPONSIBILITY FOR ANY DECISION N
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SCALE: 1 „= 1 000, FIGURE NO. ti
•
DATE: 11-14-23 VICINITY MAP
DRAWN BY: MEM \Mllcox&mabe I `m
PROJECT NO: SOIL SOLUTIONS HONBARGER TRACT II
` 21-04 Ph:66 ROWAN COUNTY, NORTH CAROLINA

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REFERENCE: m
- GIS DATA LAYERS WERE OBTAINED FROM ESRI,INC. PLEASE NOTE THIS MAP IS FOR INFORMATIONAL
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F MADE OR ANY ACTIONS TAKEN BY THE USER BASED UPON THIS INFORMATION. N
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SCALE: 1 .._ 500' FIGURE NO. ti
DATE: 11-14-23IICO BORING LOCATION MAP 2
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
vI W
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
•
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 .
1
-C 2
ate, 15 - — 5
v — 10
o — 25
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25 -
^. 20 -
c
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s
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C — 10-non — 3-day
011
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a10 �� — 30-mon — 7-day
1= — 60-mm — 10-day
al EL ' — 2-hr — 20-day
5 —��
— — 3fir — 30-day
------� — 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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Small scale terrain
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9/6/23, 10:17 AM Precipitation Frequency Data Server
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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
https://hdsc.nws.noaa.gov/pfds/pfds_printpage.html?st=nc&sta=31-7615&data=depth&units=english&series=pds#table 4/4

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 _ \`
a \\ — 200
a
�,- — 500
— 1000
10-2
i i i 1 1 1 1 1 1
•_C C C C_ C 6- 6- 6- 6- 1- T TT >. A A T TT
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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https://hdsc.nws.noaa.gov/pfds/pfds_printpage.html?lit=35.6672&Ion=-80.4696&data=intensity&units=english&series=pds 3/4

9/13/23,3:06 PM Precipitation Frequency Data Server
Iss2ort_.-tan st of
Johnson City
Winston Salem
•
Greensboro Durham
Raleie
•
Asheville
• North
Carolina
Charlotte
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Greenville •
• 100km
60mi \
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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]
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