SW3191102_SW Report_20200220

DEER CREEK FARM
RIDING ACADEMY
STORMWATER & EROSION CONTROL DESIGN
CALCULATIONS
(100% CONSTRUCTION DOCUMENTS)
Prepared For:
Deer Creek Farm LLC
237 Cherokee Road
Charlotte, NC 28207
November 7, 2019
Revised : January 2, 2020
February 3, 2020
February 18, 2020
SUBMITTED BY:
ff Dewberry
NCBELS F-0929
Dewberry Engineers Inc.
9300 Harris Corners Parkway, Suite 220
Charlotte, NC 28269

`ut) Dewberr Design -Builders Inc. 704.509.9918
x•.•
-•.r Dewberry 9300 y
Harris Corners Parkway 704.509.9937 fax
Suite 220 www.dewberry.com
Charlotte, NC 28269
DEER CREEK FARM RIDING ACADEMY
DEER CREEK FARM, LLC
Stormwater and Erosion and Sediment Control Computations
TABLE OF CONTENTS
Section
ProjectNarrative................................................................................................................. I
SiteInformation........................................................................................................................2
Erosion and Sediment Control Calculations...................................................................... 3
Dry Detention Basin Calculations.......................................................................................4
Grassed Swale Calculations............................................................................................... 5

PROJECT NARRATIVE
EXISTING CONDITIONS
The proposed project is located on the north side of New Town Road, approximately 0.4 miles east of
Waxhaw-Indian Trail Road in Westley Chapel, North Carolina. The site is located on 25.98 acres of land
that is vacant. The property has rolling topography and is partially wooded with row crops that are now
fallow. The previous owners used this property for agricultural row crops.
The site is in the Twelve Mile Creek watershed district.
PROPOSED DEVELOPMENT
The proposed improvements include the construction of a riding academy with a single -dwelling unit
attached, a riding arena, and fenced grassed paddock areas. Stormwater management improvements
include the construction of two (2) dry detention basins located on the central and southern parts of the
site. These basins have been designed as sediment control basins during the construction phase of the
project.
SEDIMENT BASIN CALCULATIONS
Two (2) skimmer sediment basins were designed in accordance with the NCDEQ practices to prevent
sediment erosion and treat site water during construction for events up to the 10-year storm.
Basin control structure outflow pipes and the Rip -Rap aprons at outfalls were designed to decrease the
velocity of runoff. These basins are intended to be converted to dry detention basins when construction
is complete.
STORMWATER MANAGEMENT AND HYDROLOGIC CALULATIONS
While the site is considered "Low -Density" per NCDEQ criteria, the local detention ordinance is triggered
by this project. Stormwater management for the site includes two dry detention basins designed per
Wesley Chapel requirements to detain the post -development peak flows for the 1-year, 2-year, 10-year,
25-year storm events to pre -development peak flows. Additionally, the basins were designed to hold and
draw -down the 1-year 24-hour storm event over a 24-hour period. The dry detention basins also are
designed to safely pass the 50-year and 100-year storm events. Stormwater conveyance on the site
consists of grassed swales to carry stormwater to the proposed dry detention basins.
Stormwater runoff peak discharges and volumes were approximated using USDA TR-55 method utilizing
HydroCAD software. NRCS Web Soil Survey was used to determine soil hydrologic properties.

CONCLUSION
In conclusion, the proposed dry detention basins appear to meet or exceed the requirements of the
Village Wesley Chapel Land Use Ordinance in controlling post -development stormwater peak flows to
the 1-year, 2-year, 10-year, 25-year storm events. See Tables 1 and 2 below for outflow summaries as
well as Tables 3 and 4 for emergency freeboard summaries.
Table 1. Basin 1 Outflow Summary
Dry Detention Basin 1 Flow Summary Table T
Storm
Event
pre -Developed Flow (cfs)
Post -Developed Flow (cfs)
Routed Flow
(cfs)
1-Year
0.47
1.46
0.08
2-Year
1.43
3.05
0.33
10-Year
5.69
8.68
2.34
25-Year
9.05
12.57
4.05
Table 2. Basin 2 Outflow Summary
Dry Detention Basin 2 Flow Summary Table
Storm
Event
pre -Developed Flow (cfs)
Post -Developed Flow (cfs)
Routed Flow
(cfs)
1-Year
1.87
1.89
0.10
2-Year
3.25
3.48
0.33
10-Year
7.74
8.75
2.05
25-Year
10.86
12.45
3.50
Undetained Basin 2 Flow Summary Table
Storm
Event
pre -Developed Flow (cfs)
Post -Developed Flow (cfs)
Routed Flow
(cfs)
1-Year
0.59
0.30
N/A
2-Year
1.07
0.67
N/A
10-Year
2.65
2.04
N/A
25-Year
3.75
3.04
N/A
Table 3. Emergency Freeboard Basin 1 Summary
Dry Detention Basin 1 Freeboard Summary Table
Storm Event
Top of Embankment Elevation (Ft)
Peak Stage Elevation (Ft)
Freeboard (Ft)
50-Year
501.00
498.65
2.35
100-Year
501.00
498.80
2.20
Table 4. Emergency Freeboard Basin 2 Summary

Dry Detention Basin 2 Freeboard Summary Table
Storm Event
Top of Embankment Elevation (Ft)
Peak Stage Elevation (Ft)
Freeboard (Ft)
50-Year
502.00
498.39
3.61
100-Year
502.00
498.63
3.37

Section 2: Site Information
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526000 526300 52%W 526900 5272W 527500
m
Map Scale: 1:14,700 if printed on A landscape (11" x 8.5") sheet.
` Meters
$ N 0 200 400 800 1200
Feet
0 SW 1000 2000 ?OW
Map projection: Web Mercator Conermordinates: WGS84 Edge tics: UTM Zone 17N WGS84
USDA Natural Resources Web Soil Survey
Conservation Service National Cooperative Soil Survey
Soil Map —Union County, North Carolina
(DEER CREEK FARM)
52M 526600 526900 5272W 5275W 527800
528100 528400 528700
527800 528100 528400 528700
529000
34o 59' 44" N
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34o 58' 37" N
5290W
9/19/2019
Pagel of 3

MAP LEGEND
Area of Interest (AOI)
0
Area of Interest (AOI)
Soils
Soil Map Unit Polygons
Soil Map Unit Lines
Soil Map Unit Points
Special
Point Features
Blowout
Borrow Pit
Clay Spot
Closed Depression
Gravel Pit
Gravelly Spot
0
Landfill
A.
Lava Flow
Marsh or swamp
Mine or Quarry
Miscellaneous Water
Perennial Water
Rock Outcrop
Saline Spot
Sandy Spot
Severely Eroded Spot
Sinkhole
Slide or Slip
o
Sodic Spot
Soil Map —Union County, North Carolina
(DEER CREEK FARM)
MAP INFORMATION
Spoil Area
The soil surveys that comprise your AOI were mapped at
1:24,000.
Stony Spot
th
Very Stony Spot
Warning: Soil Map may not be valid at this scale.
Wet Spot
Enlargement of maps beyond the scale of mapping can cause
misunderstanding of the detail of mapping and accuracy of soil
4�
Other
line placement. The maps do not show the small areas of
Special Line Features
contrasting soils that could have been shown at a more detailed
scale.
Water Features
Streams and Canals
Please rely on the bar scale on each map sheet for map
measurements.
Transportation
—
Rails
Source of Map: Natural Resources Conservation Service
Web Soil Survey URL:
. 0
Interstate Highways
Coordinate System: Web Mercator (EPSG:3857)
US Routes
Maps from the Web Soil Survey are based on the Web Mercator
Major Roads
projection, which preserves direction and shape but distorts
distance and area. A projection that preserves area, such as the
Local Roads
Albers equal-area conic projection, should be used if more
accurate calculations of distance or area are required.
Background
Aerial Photography
This product is generated from the USDA-NRCS certified data as
of the version date(s) listed below.
Soil Survey Area: Union County, North Carolina
Survey Area Data: Version 18, Sep 10, 2018
Soil map units are labeled (as space allows) for map scales
1:50,000 or larger.
Date(s) aerial images were photographed: Jul 18, 2011—Nov
25, 2017
The orthophoto or other base map on which the soil lines were
compiled and digitized probably differs from the background
imagery displayed on these maps. As a result, some minor
shifting of map unit boundaries may be evident.
USDA Natural Resources Web Soil Survey 9/19/2019
Conservation Service National Cooperative Soil Survey Page 2 of 3

Soil Map —Union County, North Carolina
Map Unit Legend
Map Unit Symbol
Map Unit Name
Acres in AOI
Percent of AOI
BaB
Badin channery silt loam, 2 to
27.8
3.4%
8 percent slopes
BdB2
Badin channery silty clay loam,
84.8
10.3%
2 to 8 percent slopes,
moderately eroded
BdC2
Badin channery silty clay loam,
21.0
2.6%
8 to 15 percent slopes,
moderately eroded
ChA
Chewacla silt loam, 0 to 2
18.0
2.2%
percent slopes, frequently
flooded
CmB
Cid channery silt loam, 1 to 5
98.5
12.0%
percent slopes
GsB
Goldston-Badin complex, 2 to
34.9
4.2%
8 percent slopes
ScA
Secrest-Cid complex, 0 to 3
17.9
2.2%
percent slopes
TaB
Tarrus gravelly silt loam, 2 to 8
66.7
8.1 %
percent slopes
TbB2
Tarrus gravelly silty clay loam,
326.9
39.7%
2 to 8 percent slopes,
moderately eroded
TbC2
Tarrus gravelly silty clay loam,
93.1
11.3%
8 to 15 percent slopes,
moderately eroded
WyB
Wynott gravelly loam, 2 to 8
32.9
4.0%
percent slopes
Totals for Area of Interest
822.6
100.0%
USDA Natural Resources Web Soil Survey 9/19/2019
Conservation Service National Cooperative Soil Survey Page 3 of 3

Hydrologic Soil Group —Union County, North Carolina
(DEER CREEK FARM)
527200 527300 527400 527500 527600 527700 527800 527900 5218D00 528100
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Soil Map may not he valiel at this scale.
34° 58' S1" N I - 34° 58' S1" N
527200 527300 527400 527500 527600 527700 527800 527900 528000 528100
a Map Scale: 1:5,960 if printed on A portrait (8.5" x 11") sheet.
$ Meters N
0 50 100 200 500 $
Feet
0 250 500 1000 1y00
Map projection: Web Mercator Coner000rdinates: WGS84 Edge tics: UTM Zone 17N WGS84
USDA Natural Resources Web Soil Survey 11 /1 /2019
Conservation Service National Cooperative Soil Survey Pagel of 4

Hydrologic Soil Group —Union County, North Carolina
(DEER CREEK FARM)
MAP LEGEND
Area of Interest (AOI)
0
Area of Interest (AOI)
Soils
Soil Rating
Polygons
0
A
0
A/D
0
B
0
B/D
0
C
0
C/D
0
D
0
Not rated or not available
Soil Rating
Lines
r 0
A
r 0
A/D
B
r
B/D
N 0
C
r 0
C/D
r 0
D
r 0
Not rated or not available
Soil Rating
Points
0
A
0
A/D
0
B
0
B/D
❑ C
0 C/D
0 D
❑ Not rated or not available
Water Features
Streams and Canals
Transportation
— Rails
­0 Interstate Highways
US Routes
Major Roads
Local Roads
Background
Aerial Photography
MAP INFORMATION
The soil surveys that comprise your AOI were mapped at
1:24,000.
Warning: Soil Map may not be valid at this scale.
Enlargement of maps beyond the scale of mapping can cause
misunderstanding of the detail of mapping and accuracy of soil
line placement. The maps do not show the small areas of
contrasting soils that could have been shown at a more detailed
scale.
Please rely on the bar scale on each map sheet for map
measurements.
Source of Map: Natural Resources Conservation Service
Web Soil Survey URL:
Coordinate System: Web Mercator (EPSG:3857)
Maps from the Web Soil Survey are based on the Web Mercator
projection, which preserves direction and shape but distorts
distance and area. A projection that preserves area, such as the
Albers equal-area conic projection, should be used if more
accurate calculations of distance or area are required.
This product is generated from the USDA-NRCS certified data as
of the version date(s) listed below.
Soil Survey Area: Union County, North Carolina
Survey Area Data: Version 19, Sep 16, 2019
Soil map units are labeled (as space allows) for map scales
1:50,000 or larger.
Date(s) aerial images were photographed: Jul 18, 2011—Nov
25, 2017
The orthophoto or other base map on which the soil lines were
compiled and digitized probably differs from the background
imagery displayed on these maps. As a result, some minor
shifting of map unit boundaries may be evident.
USDA Natural Resources Web Soil Survey 11 /1 /2019
Conservation Service National Cooperative Soil Survey Page 2 of 4

Hydrologic Soil Group —Union County, North Carolina
Hydrologic Soil Group
Map unit symbol
Map unit name
Rating
Acres in AOI
Percent of AOI
BaB
Badin channery silt
C
5.2
3.4%
loam, 2 to 8 percent
slopes
BdB2
Badin channery silty
C
7.5
4.8%
clay loam, 2 to 8
percent slopes,
moderately eroded
CmB
Cid channery silt loam, 1
D
52.6
34.0%
to 5 percent slopes
TaB
Tarrus gravelly silt loam,
B
30.1
19.5%
2 to 8 percent slopes
TbB2
Tarrus gravelly silty clay
B
36.1
23.4%
loam, 2 to 8 percent
slopes, moderately
eroded
TbC2
Tarrus gravelly silty clay
B
19.6
12.7%
loam, 8 to 15 percent
slopes, moderately
eroded
WyB
Wynott gravelly loam, 2
D
3.3
2.2%
to 8 percent slopes
Totals for Area of Interest
164.4
100.0%
USDA Natural Resources Web Soil Survey 11 /1 /2019
Conservation Service National Cooperative Soil Survey Page 3 of 4

Hydrologic Soil Group —Union 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 11 /1 /2019
Conservation Service National Cooperative Soil Survey Page 4 of 4

-: US GS U.S. DEPARTMENT
S. GEOLOGICAL GIICAL SURV YERIOR
science for a changing world
-80.7500'
35.0000' 523000M E 24 25
3873000mN
72
71
70
.•
67
65
64
63
62
61
27
The National Map
USTopo
28 29
30
31
34.8750' 23 24 25 26 27 28 29 30 31
-80.7500'
Produced by the United States Geological Survey
*
SCALE 1:24 000
M.N.
North American Datum of 1983 (NAD83)
World Geodetic System of 1984 (WGS84). Projection and
1
0.5 0 KILOMETERS 1 2
NORTH
1 000-meter grid:Universal Transverse Mercator, Zone 17S
N
AROLINA
This map is not a legal document. Boundaries may be
7°54"
1000
500 0 METERS 1000 2000
generalized for this map scale. Private lands within government
1ao MILS
1
0°11"
0.5 0 1
reservations may not be shown. Obtain permission before
3 MILS
MILES
entering private lands.
1000 0
1000 2000 3000 4000 5000 6000 7000 8000 9000 10000
QUADRANGLE LOCATION
Imagery .....................................................NAIP, May 2016 - November 2016
FEET
Roads ......................................... U.S. Census Bureau, 2016
Names............................................................................GNIS, 1980 - 2019
UTM GRID AND 2019 MAGNETIC NORTH
1 Weddington
Hydrography...............................National Hydrography Dataset, 1899 - 2018
DECLINATION AT CENTER OF SHEET
1
2
3
2Matthews
Contours ....................... National Elevation Dataset, 2008 - 2009
U.S. National Grid
CONTOUR INTERVAL 10 FEET
3 Bakers
Boundaries ..............Multiple sources; see metadata file 2017 - 2018
100,000-m Square ID
NORTH AMERICAN VERTICAL DATUM OF 1988
4 Catawba NE
4
5
5 Monroe
Wetlands ........ :........ FWS National Wetlands Inventory 1983 - 1989
This map was produced to conform with the
6 Van Wyck
NU
National Geospatial Program US Topo Product Standard, 2011.
A metadata file associated with this product is draft version 0.6.18
6
7
8
7 Unity
8 Tradesville
Grid Zone Designation
ADJOINING QUADRANGLES
17S
32
WN
WAXHAW QUADRANGLE
NORTH CAROLINA - UNION COUNTY
7.5-MINUTE SERIES
-80.62500
33 34 35.00000
73
33
72
71
70
67
65
64
63
62
61
3860000mN
53400omE
34.87500
-80.62500
ROAD CLASSIFICATION
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. Interstate Route C3 US Route O State Route
�Y
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WAXHAW, NC
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zz

National Flood Hazard Layer FI RMette
O FEMA
Legend
34°59'22.16"N
0 250 500 1,000 1,500 2,000
SEE FIS REPORT FOR DETAILED LEGEND AND INDEX MAP FOR FIRM PANEL LAYOUT
Without Base Flood Elevation (BFE)
Zone A, V, A99
SPECIAL FLOOD With BFE or Depth zone AE, AD, AH, VE, AR
HAZARD AREAS Regulatory Floodway
0.2% Annual Chance Flood Hazard, Areas
of 1% annual chance flood with average
depth less than one foot or with drainage
areas of less than one square mile zone
Future Conditions 1% Annual
Chance Flood Hazard zonex
III, Area with Reduced Flood Risk due to
)THEIR AREAS OF Levee. See Notes. zone
FLOOD HAZARD FA d' Area with Flood Risk due to Leveezone D
NO SCREEN Area of Minimal Flood Hazard zonex
Q Effective LOMRs
OTHER AREAS Area of Undetermined Flood Hazard
GENERAL ---- Channel, Culvert, or Storm Sewer
STRUCTURES IIIIIIII Levee, Dike, or Floodwall
e zo.s Cross Sections with 1% Annual Chance
17•5 Water Surface Elevation
o- — — Coastal Transect
—513— Base Flood Elevation Line (BFE)
Limit of Study
Jurisdiction Boundary
-- --- Coastal Transect Baseline
OTHER _ Profile Baseline
FEATURES Hydrographic Feature
❑ Digital Data Available N
0 No Digital Data Available
MAP PANELS ® Unmapped
p The pin displayed on the map is an approximate
T point selected by the user and does not represent
an authoritative property location.
This map complies with FEMA's standards for the use of
digital flood maps if it is not void as described below.
The basemap shown complies with FEMA's basemap
accuracy standards
The flood hazard information is derived directly from the
authoritative NFHL web services provided by FEMA. This map
was exported on 11/1/2019 at 11:22:37 AM and does not
reflect changes or amendments subsequent to this date and
time. The NFHL and effective information may change or
become superseded by new data over time.
This map image is void if the one or more of the following map
elements do not appear: basemap imagery, flood zone labels,
legend, scale bar, map creation date, community identifiers,
FIRM panel number, and FIRM effective date. Map images for
unmapped and unmodernized areas cannot be used for
regulatory purposes.

Section 3: Erosion & Sediment Control
Calculations
www.dewberry.com

Composite C Value Calculations
Designed By: T. McMannis 11/19/2019
Checked By: T. McMannis 11/19/2019
Basin 1
Phase 1
Land Cover
Area
Incremental C
Denuded (0.6)
3.6
0.60
Grass (0.3)
0
0.00
Gravel (0.55)
0
0.00
Impervious (0.95)
0
0.00
Woods (0.25)
0
0.00
Total
3.6
0.60
Basin 1
Phase 2
Land Cover
Area
Incremental C
Denuded (0.6)
3.4
0.57
Grass (0.3)
0
0.00
Gravel (0.55)
0.2
0.03
Impervious (0.95)
0
0.00
Woods (0.25)
0
0.00
Total
3.6
0.60
Land Use
C
Land Use
C
Business:
Lawns:
Downtown areas
0.70-0.96
Sandy soil, flat, 2%
0.05-0.10
Neighborhood areas
0.50-0.70
Sandy soil, ave_,
0.10-0.16
2-7%
Residential-
Sandy soil, steep,
0.15-0.20
Single-family areas
0.30-0.50
70,E
Multi units, detached
0.40-0.60
Heavy soil, flat, 2%
0.13-0.17
Multi units, Attached
0.60-0.75
Heavy soil, ave_,
0.18-0.22
Suburban
0.25-0.40
2-7%
Industrial:
Heavy soil, steep,
7°�
C.2S_�,.35
Light areas
0.50-0.80
Heavy, areas
0.60-0.90
Agricultural land:
Parks, oemeteries
0.10-0.25
Bare Packed soil
Smooth
0.30-0.60
Playgrounds
0.20-0.35
Dough
0.20-0.50
Cultivated roars
Railroad yard areas
0.20-0.40
Heavy soil no crop
0.30-0.60
Heavy soil with
Unimproved areas
0.10-0.30
crop
0.20-0.50
Streets:
Sandy soil no crop
0.2" 40
Asphalt
0.70-0.95
Sandy soil with
Concrete
0.80-0.95
crop
0.10-0.26
Brick
0.70-0.85
Pasture
Heavy soil
0.15-0.45
Drives and walks
0.75-0.85
Sandy soil
0.05-0.25
Woodlands
0.05-0.25
Roofs
0.75-0.85
NOTE: The designer
must use judgement
to select the appropriate
C
value within the range
for the appropriate land use. Generally,
larger
anus with permeable
soils, flat slopes, and dense vegetation
should
have lowest C values_
Smaller areas
with slowly permeable
soils, steep
slopes, and sparse vegetation should
be assigned highest C
values_
Source: American Society
of Civil Engineers

Hydrology Report
Hydraflow Express Extension for AUtodeskS AutoCADO Civil 31DO by Autodesk, Inc.
Wednesday, Nov 20 2019
Sediment Basin #1
Phase 1
Hydrograph type
= Rational
Peak discharge (cfs)
= 15.18
Storm frequency (yrs)
= 10
Time interval (min)
= 1
Drainage area (ac)
= 3.600
Runoff coeff. (C)
= 0.6
Rainfall Inten (in/hr)
= 7.030
Tc by User (min)
= 5
OF Curve
= charlotte.IDF
Rec limb factor
= 1.00
Q (cfs)
18.00
15.00
12.00
•M
.M
3.00
0.00 -110
0
Runoff Hyd - Qp = 15.18 (cfs)
Runoff Hydrograph
10-yr frequency
5
Hydrograph Volume = 4,555 (cuft); 0.105 (acft)
Q (cfs)
18.00
15.00
12.00
M
M
3.00
N- 0.00
10
Time (min)

This structure is intended for less than 3 years of use. Structures intended
for more than 3 years of use should be desinged as permanent structures.
User Input Data
Calculated Value
Reference Data
Designed By:
D. Vemico Date: 19-Nov
Checked By:
T. McMannis Date: 19-Nov
Company:
Dewberry
Project Name:
Deer Creek
Project No.:
50115748
Site Location (City/Town) Wesley Chapel
Sediment Basin Id. 1 - Phase 1
Total Drainage Area acres 3.6
Step 1. i]ete•r••ine peakflow, Q_ fbr die basin drainage area (Appandr8.03)-
Of 0 (cfs) 15.18
Step2. ➢efrmime any site limit uonsf the erLertpool elevation,emergency
spillway or top of the dam.
Minimum pool elevation (ft) 496.5
Maximum pool elevation (ft) 498.5
Step 3. DetP... me basin volumes:
• Compute teivimntn volume required (1800 fts/acre disturbed) Specify sediment cleanout level to be marked on riser (one-half the design
volume refrenced to the tap of the riser) and sedimrent storage area to be
cleared after the dam is built -
Disturbed acreage (ac) 3.6
Min Volume (ft) 6480
Sediment cleanout elevation (ft) 1
Sediment Storage Area 8860
Step 4. Determine area and shape of basin
• Check lengthlvridth ratio (should be 2:1 to 6:1)-
• Compute the basin surface area at principal spillway elevation-
• Check the ratio of basin surface area to peak inflow mte (should be greater
than or equal to 435 Wc ). Employ diversions —di additional naps and
basics to reduce area droned.
Determine barrel capacity required for site conditions (nucurmim capacity for Qp
is the 2-year peak runoff, Q,
Length/width ratio 1.3
Is length/width ratio between 2-6? YES, PROCEED
Basin surface area @ principal spillway (ft) 8860
Ratio: basin surface area/Qto 583.6627141
Is ratio — 435 ftZ/cfs? YES
Step S. Dc eirnine the principal spillway discharge capacity-
• The combined capacities of the pruicipal and emergency spillways must be
at least the 10-year peak flow- for the entice watershed of the has-.
• The principal spillway is analyzed f three possible limiting flow types:
Weir flour, Orifice fiow, and Pipe fiow- The principal spillway discharge
capacity is the smallest of these flue. flaw rates- Discharges through a
skiunner should be disregarded during this computation. Weir, onfiee and
pipe flaw may be det,—d by the following equations:
1- Weir Flow- Q=CLHta
where
Q = discharge in cubic feet per second (cfs)
C=weir coefficient, use 3-1 f —gated metal pipe risers-
L= circumference of the riser in f t
H = head abm-e riser crest m feet
Weir coefficient, C 3.1 Cmp=3.1
Riser circumference, L (ft) 7.85 2.5' dia'
Head above riser crest, H (ft) 1
Qt, (cfs) 24.335
2- Orifice Flows Q=CA(2gH)05
where
Q = discharge in cubic feet per second (its)
C = orifice coefficient, use C = 0 6 for corrugated metal pipe risers -
A= cross -sectional area of the riser pipe in square feet
g = cceleration due to g ..ity, 32-2 %scc'
H = head above riser crest in feet

Orifice coefficient, Ca 0.6 Cmp=0.6
Riser cross -sectional area, A (ft2) 4.9
Accleration due to gravity, g (ft/s2) 32.2
Head above riser crest, H (ft) 1
Discharge, Q. (cfs) 23.59338551
2gh 1
3. Pipe Flow. Q -all +Km+KpL J
where:
Q = discharge m cubic feet per second (cfs)
a = cross -sectional area ofthe barrel m square feet
g - accelemuan due w grav rty, 32.2 ft/sec'
h = head aboc-e the-1-lioe of the outlet end of the barrel
K. =coefficient of minor losses, can be asstuned to be 10 for
mast principal spillway systems
L = barrel length m feet
KP - p pe friction cneflicient
_ 5087nr (See Table g 07a i Ka moues f
di- coatnlan size afpLpe.)
n = Mamimg's coeficient of toughness, use n = 0025 f
mrugated metal pipe
n 0.015 for remfbrced concrete pipe
di = inside diamet,r fthe barrel an inches
Select riser and barrel dimensions m that the riser has a cress-sectmnal area
at least 1.5 tunes that of the barrel. Spillway hydtauh- are improved by
-g w flow and n,i-i- oriflce flow.
See Table 8.07b for
recomm®ded ni lbarel proportions_
Barrel diameter (ft)
2
Barrel cross -sectional area, a (ft2)
3.1
Accleration due to gravity, g (ft/s2)
32.2
Head above outlet end of barrel, h (ft)
2
Minor loss coefficieint, Km
1.0 Km 1.0 (typical)
Barrel length, L (ft)
100
Mannings coeffienct of roughness, n
0.025 nmp=0.025 nRM=0.015
Inside diameter of barrel, d; (in)
48
Pipe friction coefficient, Kp
0.01823 0.0123 Table 8.07a
Discharge, Q. (cfs)
18.2359953 19.8383954
RISER
Select hail rise< and barrel dimeavms_ Ul flie their, orifice and pipe flow
,goad.. m deaxmineifthe 2-yearpeak discharge iepasaedwirhont ackcating
fl a merg-y spillway Deharmive riser aive G® Figure 8 07b_ Check the
head and stage requhem®ta. If the design stage is too high, choose larger
dimeaa;maandreealc>sare. Aaaminhnam_aettheelevatimofd,ed��ratthe Table 8.07b
ore elevatim as the fop of the sediment pool_ .4 tisex height 2 to i rim., the
bathe]diameter is recommended. S.kdthetypeoftrashguard.
Select a dewareusg 4n ... If, skimmer is used, refer to the mmufantuux,
dewatering data, or Table 6.64.b.
Step 6. Desigy mtiaeep collar
Ensure that autiseep coasts are ao close dim 2 ft Roth a pipe joint. Collar
must W jeer ar least 1.5 ft from the pipe. ]sdicale waremght cmnectios,.
Step 7. Design asaflotafim block.
Detnutiae the weight of water displaced by the empty riser, and demgn a
block with buoyant weight 1. 1 time, the weighr fwater di, 1l 4.
Weight of water displaced by the empty riser
801.2
Buoyant weight
881.33837
stops. Deaigp inner
Determine discharge v A ty Gum the barrel. Design mtlel protection m
ore stable cmditims. Ripxap placement is usueay sece y (.lppaudrr
8.06).
Discharge velocity, V (ft/s)
5.80469759 6.3147574
See Appendix 8.06 for riprap sizing, if necessary
Step 9. Desigp emergency spillway
• Determine the required capacity fin the emergency spillway as
Q. - Q. - QP (QP i Qs)
•From Tabl=m Table a Wt the width a ad depth of the varlet,
Table 8.07c
depending m s,d cmditims_ 1, ge 1, the wider bottom width, and
Table 8.07d
lower slopes axe preferred to mtwmize exit salorities at ,upim h,,1
Bow_
• An acceptable alhnvative is the u e of the weir eg.6-
Q = CLH"
Wheee ttris optim is used, the maximum value of C should be 2.8. L
is the batmm width fthe spillway at the crest, sad H i, the depth of
flow above the spolway nest in feet. Notes M--,lags channel equatim
ahoutd not be nsedm sire the spiaway cre,t However. itshouldbev,ed
t, design the outlet chm-1 below the spillway meat.
• The total of the emergency and principle spillway capacities must equal
w exceed the required 10-year peak discharge.
• Set the d-oim of the crest of the emergenry spillway a minimum of 1
foot above the cre,t of the riser.
OPTION 1
Qlo
15.18
QP
18.2359953
OPTION 2
Weir coefficient, C 3.12
Bottom width of spillway crest, L (ft) 5

Emergency spillway capacity, Q. (cfs)-3.055995304 Depth of flow above spillway crest, H (ft)
Emergency spillway capacity, Q. (cfs)
Qp + Cie 15.18
Does (Qp+ Qe) equal orexceed Q10? YES, PROCEED
Step 10. Spiflway approach sec M.
Adjust he spifl— ahgu M so that the cwhwl section end outlet section
are shaight. the ewt —width should be U limes the widh of the contrwl
sectiw u�thasmooth hausilieu to the width of the couhol section. Approach
channel should slope towmd the res .ir no less thou 2%.
Width of control section (ft) 5
Width of entrance (ft) 1.2
Slope of approach channel (q) 3
Is width of the entrance section 1.5xcontrol section
width? YES, PROCEED
Is approach channel >/= 2%? YES, PROCEED
Step LL. Spillway confml —ft-
• Locate the conhol secrtow to the spillway near where it mteraecta the
extewason of the centerline of the dam.
• KC p a level aura m extend a least 20 ft upsheam fiom the outlet end of
the-1 section, to emme a straight alignment
• Side elopes should be 3:1.
Step 12. D-ign spillway .it se
• Spffl—y exit should align with the control section and h.- the same
bottom width end side slopes.
• Slope should be s.fcievt m maintain super aitical it., but make sure it
does uof create erosive ceSocities for Ste conditions. (Stay —tbm slope
rouges in appropriate d—gu tables.)
• Extend th—at channel m a poimwhere the watermay bereleasedwthout
damage.
Step 13. Size the embankment
• Set the design elev h— of the top of he dam a --turn- of I It ab.-he
water outface far the design flow in the emergency spillway.
• Cowsntscted height should be 10% greater than the desigv m allow for
settlement
• Base tap width oo the d—S. height.
• Set side slopes 251 m flatten
• Determine depth of cutoff frmch from site borings. It shodd..tead to s
stable, fight soil layer (. w+.wimum of 2 tt deep).
• Select burrow site-tbe emergency aptllway cut min p—& a significant
amomt of fill -
Step 14. Erosion ewwfrol
• Locate mmd design di—i. m pmhct ®bank— msd spillway
(Practice SWand Specsfrcatiou: 620, Temporary Drvnr—).
•Select surf-P.f tioa measures m control erosion"-fice Snndnrds
and Spact#cnnmat: 610, T-pwmay 5aadtng, 614, Mv7chtng; and 61 J,
RTmp).
• Select gmundcerver for emm 3—y spillway to prrndde protection for
desgn flow trelocity and rile conditions. Ripmp store osec geotexfile
fbuc may be required in —&bk soils oe when the aptllway is nd m
uodiaturbed swill
Step 15. Safe[y
• Construct a f-- awl install w g signs as weeded.
0.5
5.51543
23.7514
YES, PROCEED

Temporary Sediment Basin #1 Phase 1
Okay
3.6 Disturbed Area (Acres)
15.18 Peak Flow from 10-year Storm (cfs)
6480 Required Volume ft3
6612 Required Surface Area ft2
57.5 Suggested Width ft
115.0 Suggested Length ft
100 Trial Top Width at Spillway Invert ft
130 Trial Top Length at Spillway Invert ft
3 Trial Side Slope Ratio Z:1
2 Trial Depth ft (2 to 13 feet above grade)
88 Bottom Width ft
118 Bottom Length ft
10384 Bottom Area ft2
23336 Actual Volume ft3 Okay
13000 Actual Surface Area ft2 Okay
Use Spillway Capacity Sheet to Size Primary and Emergency Spillways
2.5 Skimmer Size (inches)
0.208 Head on Skimmer (feet)
1.2 Orifice Size (1/4 inch increments)
4.27 Dewatering Time (days)
Suggest about 3 days
Skimmer Size
(Inches)
1.5
2
2.5
3
4
5
6
8

*Skimmer Sizing Calculations Per Faircloth Design Calculator
Sediment Skimmer Basin #1
Phase I Phase II
Provided Vol. (ft)
23,336
23,336
Required Vol. (ft)
6,480
5,580
Skimmer 1A: Size to drain provided volume in 5 days
Skimmer Size Selected 2.5 2.5
2.5-in Skimmer Factor (ft^3/in^2 per
day) from Faircloth worksheet
6350
6350
Min. Orifice Area (in 2)
0.73
1.84
Min. Orifice Radius (in)
0.48
0.76
Min. Orifice Diameter (in)
0.97
1.53
Actual Orifice Diameter (in)
1.20
1.20
Skimmer 1A Drawdown Time (days)
3.25
3.25
Skimmer 1A: Size to drain required volume in 2 days
-in Skimmer Factor (ft^3/in^F192 per
day) from Faircloth worksheet
2540
2540
Max. Orifice Area (in2)
1.28
1.10
Max. Orifice Radius (in)
0.64
0.59
Max. Orifice Diameter (in)
1.27
1.18
Actual Orifice Diameter (in)
1.20
1.20
Skimmer 1A Drawdown Time (days)
2.26
1.94
Skimmer 1A: 2.5" skimmer, 1.20" orifice in Phase I, 1.20" orifice in Phase II

Hydrology Report
Hydraflow Express Extension for AUtodeskS AutoCADO Civil 31DO by Autodesk, Inc.
Wednesday, Nov 20 2019
Sediment Basin #1
Phase 2
Hydrograph type
= Rational
Peak discharge (cfs)
= 15.18
Storm frequency (yrs)
= 10
Time interval (min)
= 1
Drainage area (ac)
= 3.600
Runoff coeff. (C)
= 0.6
Rainfall Inten (in/hr)
= 7.030
Tc by User (min)
= 5
OF Curve
= charlotte.IDF
Rec limb factor
= 1.00
Q (cfs)
18.00
15.00
12.00
•M
.M
3.00
0.00 -110
0
Runoff Hyd - Qp = 15.18 (cfs)
Runoff Hydrograph
10-yr frequency
5
Hydrograph Volume = 4,555 (cuft); 0.105 (acft)
Q (cfs)
18.00
15.00
12.00
M
M
3.00
N- 0.00
10
Time (min)

This structure is intended for less than 3 years of use. Structures intended
for more than 3 years of use should be desinged as permanent structures.
User Input Data
Calculated Value
Reference Data
Designed By: D. Vemico Date: 19-Nov
Checked By: T. McMannis Date: 19-Nov
Company: Dewberry
Project Name: Deer Creek
Project No.: 50115748
Site Location (City/Town) Wesley Chapel
Sediment Basin Id. 1 -Phase 2
Total Drainage Area acres 3.6
Step 1. i]ete•r••ine peakflow, Q_ fbr dre basin drainage area (Appandr8.03)-
Of 0 (cfs) 15.18
Step2. ➢e�rmimeany site lnrit lionsf the erLertpool elevation emergency
spillway or top of the dam.
Minimum pool elevation (ft) 496.5
Maximum pool elevation (ft) 498.5
Step 3. DetP... me basin volumes:
• Compute teivimntn volume required (1800 fts/acre disturbed) Specify sediment cleanout level to be marked on riser (one-half the design
—1— referenced to the tap of the riser) and sedimrent storage area to be
clearedafter the dam is b6h
Disturbed acreage (ac) 3.1
Min Volume (ft) 5580
Sediment cleanout elevation (ft) 1
Sediment Storage Area 8860
Step 4. Determine area and shape of b--
• Check lengthlvndth ratio (should be 2:1 to 6:1)-
• Compute the basin surface area at principal spillway elevation-
• Check the ratio of basis surface area to peak iuflow mte (should be greater
than or equal to 435 Wc ). Employ diversions with additional naps and
basics to reduce area droned.
Determine barrel capacity required for site conditions (nucurmim capacity for Qp
is the 2-year peak runoff, Q,
Length/width ratio 1.3
Is length/width ratio between 2-6? YES, PROCEED
Basin surface area @ principal spillway (ft) 8860
Ratio: basin surface area/Qto 583.6627141
Is ratio — 435 ftZ/cfs? YES
Step S. Dc eirnine the principal spillway discharge capacity-
• The combined capacities of the principal and emergency spillways must be
at least the 10-year peak flow- for the entice watershed of the has-.
• The principal spillway is analyzed f three possible limiting flow types:
Weir flow, Orifice flow, and Pipe bow- The principal spillway discharge
capacity is the smallest of these three flaw rates- Discharges through a
skiunner shwld be disregarded during this computation. Weir, orifice and
pipe flaw may be determined by the following equations:
1- Weir Flow- Q=CLHta
where
Q =discharge in cubic feet per second (cfs)
C=weir coefficient, use 3-1 f corrugated metal pipe risers-
L= circumference of the riser in f t
H = head abm-e riser crest m feet
Weir coefficient, C 3.1 Cmp=3.1
Riser circumference, L (ft) 7.85 —
Head above riser crest, H (ft) 1
Qt, (cfs) 24.335
2- Orifira Flaws Q=CA(2gHpa
where
Q = d-lusige in cubic feet per second (its)
C = orifice coefficient, use C = 0 6 for corrugated metal pipe risers -
A= cross -sectional area of the nser pipe in square feet
g = cceleration due to gaity, 32-2 %scc'
H = head above riser crest in feet

Orifice coefficient, Ca 0.6 Cmp=0.6
Riser cross -sectional area, A (ft2) 4.9
Accleration due to gravity, g (ft/s2) 32.2
Head above riser crest, H (ft) 1
Discharge, Q. (cfs) 23.59338551
2gh 1
3. Pipe Flow. Q -all +Km+KpL J
where:
Q = discharge m cubic feet per second (cfs)
a = cross -sectional area ofthe barrel m square feet
g - accelemuan due w grav rty, 32.2 ft/sec'
h = head aboc-e the-1-lioe of the outlet end of the barrel
K. =coefficient of minor losses, can be asstuned to be 10 for
mast principal spillway systems
L = barrel length m feet
KP - p pe friction cneflicient
_ 5087nr (See Table g 07a i Ka moues f
di- coatnlan size afpLpe.)
n = Mamimg's coeficient of toughness, use n = 0025 f
mrugated metal pipe
n 0.015 for remfbrced concrete pipe
di = inside diamet,r fthe barrel an inches
Select riser and barrel dimensions m that the riser has a cress-sectmnal area
at least 1.5 tunes that of the barrel. Spillway hydtauh- are improved by
-g w flow and n,i-i- oriflce flow.
See Table 8.07b for
recomm®ded ni lbarel proportions_
Barrel diameter (ft)
2
Barrel cross -sectional area, a (ft2)
3.1
Accleration due to gravity, g (ft/s2)
32.2
Head above outlet end of barrel, h (ft)
2
Minor loss coefficieint, Km
1.0 Km 1.0 (typical)
Barrel length, L (ft)
100
Mannings coeffienct of roughness, n
0.025 nmp=0.025 nRCE=0.015
Inside diameter of barrel, d; (in)
48
Pipe friction coefficient, Kp
0.01823 0.0123 Table 8.07a
Discharge, Q. (cfs)
18.2359953 19.8383954
RISER
Select hail rise< and barrel dimeavms_ Ul flie their, orifice and pipe flow
,goad.. m deaxmineifthe 2-yearpeak discharge iepasaedwirhont ackcating
fl a merg-y spillway Deharmive riser aive G® Figure 8 07b_ Check the
head and stage requhem®ta. If the design stage is too high, choose larger
dimeaa;maandreealc>sare. Aaaminhnaa,_aettheelevatimofd,ed��ratthe Table 8.07b
me elevatim as the fop of the sediment pool_ .4 tisex height 2 to i time, the
bathe]diameter is recommended. S.kdthetypeoftrashguard.
Select a dewareusg 4n ... If, skimmer is used, refer to the mmufantuux,
dewatering data, or Table 6.64.b.
Step 6. Desigy mtiaeep collar
Ensure that autiseep coasts are ao close dim 2 ft Roth a pipe joint. Collar
must W jeer ar least 1.5 ft from the pipe. ]sdicale waremght cmnectios,.
Step 7. Design asaflotafim block.
Detnutiae the weight of water displaced by the empty riser, and demgn a
block with buoyant weight 1. 1 time, the weighr fwater di, 1l 4.
Weight of water displaced by the empty riser
801.2
Buoyant weight
881.33837
stops. Deaigp inner
Determine discharge v A ty Gum the barrel. Design mtlel protection m
ore stable cmditims. Ripxap placement is usueay sece y (.lppaudrr
8.06).
Discharge velocity, V (ft/s)
5.80469759 6.3147574
See Appendix 8.06 for riprap sizing, if necessary
Step 9. Desigp emergency spillway
• Determine the required capacity fin the emergency spillway as
Q. - Q. - QP (QP i Qs)
•From Table- Table a Wt the width a ad depth of the oatlet,
Table 8.07c
depending m s,d cmditims_ 1, ge 1, the wider bottom width, and
Table 8.07d
lower slopes axe preferred to mtwmize exit salorities at ,upim h,,1
Bow_
• An acceptable alhnvative is the u e of the weir eg.6-
Q = CLH"
Wheee ttris optim is used, the maximum value of C should be 2.8. L
is the batmm width fthe spillway at the crest, sad H i, the depth of
flow above the spolway nest in feet. Notes M--,lags channel equatim
ahoutd not be nsedm sire the spiaway cre,t However. itshouldbev,ed
t, design the outlet chm-1 below the spillway meat.
• The total of the emergency and principle spillway capacities must equal
w exceed the required 10-year peak discharge.
• Set the d-oim of the crest of the emergenry spillway a minimum of 1
foot above the cre,t of the riser.
OPTION 1
Qlo
15.18
QP
18.2359953
OPTION 2
Weir coefficient, C 3.12
Bottom width of spillway crest, L (ft) 5

Emergency spillway capacity, Q. (cfs)-3.055995304 Depth of flow above spillway crest, H (ft)
Emergency spillway capacity, Q. (cfs)
Qp + Cie 15.18
Does (Qp+ Qe) equal orexceed Q10? YES, PROCEED
Step 10. Spiflway approach sec M.
Adjust he spifl— ahgu M so that the cwhwl section end outlet section
are shaight. the ewt —width should be U limes the widh of the contrwl
sectiw u�thasmooth hausilieu to the width of the couhol section. Approach
channel should slope towmd the res .ir no less thou 2%.
Width of control section (ft) 5
Width of entrance (ft) 1.2
Slope of approach channel (q) 3
Is width of the entrance section 1.5xcontrol section
width? YES, PROCEED
Is approach channel >/= 2%? YES, PROCEED
Step LL. Spillway confml —ft-
• Locate the conhol secrtow to the spillway near where it mteraecta the
extewason of the centerline of the dam.
• KC p a level aura m extend a least 20 ft upsheam fiom the outlet end of
the-1 section, to emme a straight alignment
• Side elopes should be 3:1.
Step 12. D-ign spillway .it se
• Spffl—y exit should align with the control section and h.- the same
bottom width end side slopes.
• Slope should be s.fcievt m maintain super aitical it., but make sure it
does uof create erosive ceSocities for Ste conditions. (Stay —tbm slope
rouges in appropriate d—gu tables.)
• Extend th—at channel m a poimwhere the watermay bereleasedwthout
damage.
Step 13. Size the embankment
• Set the design elev h— of the top of he dam a --turn- of I It ab.-he
water outface far the design flow in the emergency spillway.
• Cowsntscted height should be 10% greater than the desigv m allow for
settlement
• Base tap width oo the d—S. height.
• Set side slopes 251 m flatten
• Determine depth of cutoff frmch from site borings. It shodd..tead to s
stable, fight soil layer (. w+.wimum of 2 tt deep).
• Select burrow site-tbe emergency aptllway cut min p—& a significant
amomt of fill -
Step 14. Erosion ewwfrol
• Locate mmd design di—i. m pmhct ®bank— msd spillway
(Practice SWand Specsfrcatiou: 620, Temporary Drvnr—).
•Select surf-P.f tioa measures m control erosion"-fice Snndnrds
and Spact#cnnmat: 610, T-pwmay 5aadtng, 614, Mv7chtng; and 61 J,
RTmp).
• Select gmundcerver for emm 3—y spillway to prrndde protection for
desgn flow trelocity and rile conditions. Ripmp store osec geotexfile
fbuc may be required in —&bk soils oe when the aptllway is nd m
uodiaturbed swill
Step 15. Safe[y
• Construct a f-- awl install w g signs as weeded.
0.5
5.51543
23.7514
YES, PROCEED

Temporary Sediment Basin #1 - Phase 2
Okay
3.6 Disturbed Area (Acres)
15.18 Peak Flow from 10-year Storm (cfs)
6480 Required Volume ft3
6612 Required Surface Area ft2
57.5 Suggested Width ft
115.0 Suggested Length ft
100 Trial Top Width at Spillway Invert ft
130 Trial Top Length at Spillway Invert ft
3 Trial Side Slope Ratio Z:1
2 Trial Depth ft (2 to 13 feet above grade)
88 Bottom Width ft
118 Bottom Length ft
10384 Bottom Area ft2
23336 Actual Volume ft3 Okay
13000 Actual Surface Area ft2 Okay
Use Spillway Capacity Sheet to Size Primary and Emergency Spillways
2.5 Skimmer Size (inches)
0.208 Head on Skimmer (feet)
1.2 Orifice Size (1/4 inch increments)
4.27 Dewatering Time (days)
Suggest about 3 days
Skimmer Size
(Inches)
1.5
2
2.5
3
4
5
6
8

*Skimmer Sizing Calculations Per Faircloth Design Calculator
Sediment Skimmer Basin #1
Phase I Phase II
Provided Vol. (ft)
23,336
23,336
Required Vol. (ft)
6,480
5,580
Skimmer 1A: Size to drain provided volume in 5 days
Skimmer Size Selected 2.5 2.5
2.5-in Skimmer Factor (ft^3/in^2 per
day) from Faircloth worksheet
6350
6350
Min. Orifice Area (in 2)
0.73
1.84
Min. Orifice Radius (in)
0.48
0.76
Min. Orifice Diameter (in)
0.97
1.53
Actual Orifice Diameter (in)
1.20
1.20
Skimmer 1A Drawdown Time (days)
3.25
3.25
Skimmer 1A: Size to drain required volume in 2 days
-in Skimmer Factor (ft^3/in^F192 per
day) from Faircloth worksheet
2540
2540
Max. Orifice Area (in2)
1.28
1.10
Max. Orifice Radius (in)
0.64
0.59
Max. Orifice Diameter (in)
1.27
1.18
Actual Orifice Diameter (in)
1.20
1.20
Skimmer 1A Drawdown Time (days)
2.26
1.94
Skimmer 1A: 2.5" skimmer, 1.20" orifice in Phase I, 1.20" orifice in Phase II

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Composite C Value Calculations
Designed By: T. McMannis 11/19/2019
Checked By: T. McMannis 11/19/2019
Basin 2
Phase 1
Land Cover
Area
Incremental C
Denuded (0.6)
4.5
0.60
Grass (0.3)
0
0.00
Gravel (0.55)
0
0.00
Impervious (0.95)
0
0.00
Woods (0.25)
0
0.00
Total
4.5
0.60
Basin 2
Phase 2
Land Cover
Area
Incremental C
Denuded (0.6)
4.1
0.55
Grass (0.3)
0
0.00
Gravel (0.55)
0.2
0.02
Impervious (0.95)
0.2
0.04
Woods (0.25)
0
0.00
Total
4.5
0.61
Land Use
C
Land Use
C
Business:
Lawns:
Downtiown areas
0.70-0.95
Sandy soil, flat, 2%
0.05-0.10
Neighborhood areas
0.60-0.70
Sandy soil, ave_,
0.10-0.15
2-7%
Residential:
Sandy soil, steep,
0.15-0.20
Single-family areas
0.30-0.50
7%
Multi units, detached
0_ -0.60
Heavy soil, fiat, 2%
0.13-0.17
Multi units, Attached
0.60-0.75
Heavy soil, ave_,
0.18-0.22
Suburban
0.25-0.40
2.7%
Industrial:
Heavy soil, steep,
025-0.35
Light areas
0_-0.80
7°�6
Heavy areas
0.60-0.90
Agricultural land:
Parks, cemeteries
0.10-0.25
Rare packed soil
Smooth
0.30-0.60
Playgrounds
0-20-0.35
Rough
0.20-0.50
Cultivated rows
Railroad yard anus
0.20-0.40
Heavy soil no crop
0.30-0.60
Heavy soil with
Unimproved areas
0.10-0.30
crap
0.20-0.50
Streets:
Sandy soil no crop
0.20-0.40
Asphalt
0.70-0.96
Sandy soil with
Concrete
0.80 0.95
crop
0.10-0.25
B rick
0.70-0.86
Pasture
Heavy soil
0.15-0.46
Drives and walks
0.75-0.86
Sandy so! 1
0.05-0.26
Woodlands
0.05-0.26
Roofs
0.76-0.86
NOTE: The designer
must use judgement
to select the appropriate
C
value within the range
for the appropriate land use. Generally,
larger
anus with permeable
soils, flat slopes, and dense vegetation
should
have lowest C values_
Smaller areas
with slowly permeable
soils, steep
slopes, and sparse vegetation should
be assigned highest C
values_
Source: American Society of Civil Engineers

Hydrology Report
Hydraflow Express Extension for AUtodeskS AutoCADO Civil 31DO by Autodesk, Inc. Wednesday, Nov 20 2019
Sediment Basin #2 Phase 1
Hydrograph type = Rational Peak discharge (cfs) = 18.98
Storm frequency (yrs) = 10 Time interval (min) = 1
Drainage area (ac) = 4.500 Runoff coeff. (C) = 0.6
Rainfall Inten (in/hr) = 7.030 Tc by User (min) = 5
OF Curve = charlotte.IDF Rec limb factor = 1.00
Q (cfs)
21.00
18.00
15.00
12.00
9.00
6.00
3.00
0 00
0
Runoff Hyd - Qp = 18.98 (cfs)
Hydrograph Volume = 5,694 (cuft); 0.131 (acft)
Runoff Hydrograph
10-yr frequency
5 10 v vv
Time (min)

This structure is intended for less than 3 years of use. Structures intended
for more than 3 years of use should be desinged as permanent structures.
User Input Data
Calculated Value
Reference Data
Designed By:
D. Vemico Date: 19-Nov
Checked By:
T. McMannis Date: 19-Nov
Company:
Dewberry
Project Name:
Deer Creek
Project No.:
50115748
Site Location (City/Town) Wesley Chapel
Sediment Basin Id. 2 - Phase 1
Total Drainage Area acres 4.5
Step 1. i]ete•r••ine peakflow, Q_ fbr die basin drainage area (Appandr8.03)-
Of 0 (cfs) 18.98
Step2. ➢efrmime any site limit uonsf the erLertpool elevation,emergency
spillway or top of the dam.
Minimum pool elevation (ft) 496.5
Maximum pool elevation (ft) 499.5
Step 3. DetP... me basin volumes:
• Compute teivimntn volume required (1800 fts/acre disturbed) Specify sediment cleanout level to be marked on riser (one-half the design
volume refrenced to the tap of the riser) and sedimrent storage area to be
cleared after the dam is built -
Disturbed acreage (ac) 4.5
Min Volume (ft) 8100
Sediment cleanout elevation (ft) 1.5
Sediment Storage Area 10415
Step 4. Determine area and shape of basin
• Check lengthlvridth ratio (should be 2:1 to 6.1)-
• Compute the basin surface area at principal spillway elevation-
• Check the ratio of basin surface area to peak inflow mte (should be greater
than or equal to 435 Wc ). Employ diversions —di additional naps and
basics to reduce area droned.
Determine barrel capacity required for site conditions (nucurmim capacity for Qp
is the 2-year peak runoff, Q,
Length/width ratio 1.5
Is length/width ratio between 2-6? YES, PROCEED
Basin surface area @ principal spillway (ft) 10680
Ratio: basin surface area/Qto 562.6975764
Is ratio — 435 ftZ/cfs? YES
Step S. Dc eirnine the principal spillway discharge capacity-
• The combined capacities of the pruicipal and emergency spillways must be
at least the 10-year peak flow- for the entice watershed of the has-.
• The principal spillway is analyzed f three possible limiting flow types:
Weir flour, Orifice fiow, and Pipe fiow- The principal spillway discharge
capacity is the smallest of these flue. flaw rates- Discharges through a
skiunner should be disregarded during this computation. Weir, onfiee and
pipe flaw may be det,—d by the following equations:
1- Weir Flow- Q=CLHta
where
Q = discharge in cubic feet per second (cfs)
C=weir coefficient, use 3-1 f —gated metal pipe risers-
L= circumference of the riser in f t
H = head abm-e riser crest m feet
Weir coefficient, C 3.1 Cmp=3.1
Riser circumference, L (ft) 7.85 2.5' dia'
Head above riser crest, H (ft) 1
Qt, (cfs) 24.335
2- Orifice Flows Q=CA(2gH)05
where
Q = discharge in cubic feet per second (its)
C = orifice coefficient, use C = 0 6 for corrugated metal pipe risers -
A= cross -sectional area of the riser pipe in square feet
g = cceleration due to g ..ity, 32-2 %scc'
H = head above riser crest in feet

Orifice coefficient, Ca 0.6 Cmp=0.6
Riser cross -sectional area, A (ft2) 4.9
Accleration due to gravity, g (ft/s2) 32.2
Head above riser crest, H (ft) 1
Discharge, Q. (cfs) 23.59338551
2gh 1
3. Pipe Flow. Q -all +Km+KpL J
where:
Q = discharge m cubic feet per second (cfs)
a = cross -sectional area ofthe barrel m square feet
g - accelemuan due w grav rty, 32.2 ft/sec'
h = head aboc-e the-1-lioe of the outlet end of the barrel
K. =coefficient of minor losses, can be asstuned to be 10 for
mast principal spillway systems
L = barrel length m feet
KP - p pe friction cneflicient
_ 5087nr (See Table g 07a i Ka moues f
di- coatnlan size afpLpe.)
n = Mamimg's coeficient of toughness, use n = 0025 f
mrugated metal pipe
n 0.015 for remfbrced concrete pipe
di = inside diamet,r fthe barrel an inches
Select riser and barrel dimensions m that the riser has a cress-sectmnal area
at least 1.5 tunes that of the barrel. Spillway hydtauh- are improved by
-g w flow and n,i-i- oriflce flow.
See Table 8.07b for
recomm®ded ni lbarel proportions_
Barrel diameter (ft)
2
Barrel cross -sectional area, a (ft2)
3.1
Accleration due to gravity, g (ft/s2)
32.2
Head above outlet end of barrel, h (ft)
2
Minor loss coefficieint, Km
1.0 Km 1.0 (typical)
Barrel length, L (ft)
100
Mannings coeffienct of roughness, n
0.025 nmp=0.025 nRCE=0.015
Inside diameter of barrel, d; (in)
48
Pipe friction coefficient, Kp
0.01823 0.0123 Table 8.07a
Discharge, Q. (cfs)
18.2359953 19.8383954
RISER
Select hail rise< and barrel dimeavms_ Ul flie their, orifice and pipe flow
,goad.. m deaxmineifthe 2-yearpeak discharge iepasaedwirhont ackcating
fl a merg-y spillway Deharmive riser aive G® Figure 8 07b_ Check the
head and stage requhem®ta. If the design stage is too high, choose larger
dimeaa;maandreealc>sare. Aaaminhnaa,_aettheelevatimofd,ed��ratthe Table 8.07b
me elevatim as the fop of the sediment pool_ .4 tisex height 2 to i time, the
bathe]diameter is recommended. S.kdthetypeoftrashguard.
Select a dewareusg 4n ... If, skimmer is used, refer to the mmufantuux,
dewatering data, or Table 6.64.b.
Step 6. Iksigy mtiaeep collar
Ensure that autiseep coasts are ao close dim 2 ft Roth a pipe joint. Collar
must W jeer ar least 1.5 ft from the pipe. ]sdicale waremght cmnectios,.
Step 7. Dnigu asaflotafim block.
Cetnutiae the weight of water displaced by the empty riser, and demgn a
block with buoyant weight 1. 1 time, the weighr fwater di, 1l 4.
Weight of water displaced by the empty riser
1209.3
Buoyant weight
1330.2575
stops. uaaigo inner
Determine discharge v A ty Gum the barrel. Design mtlel protection m
ore stable cmditims. Ripxap placement is usueay sece y (.lppaudrr
8.06).
Discharge velocity, V (ft/s)
5.80469759 6.3147574
See Appendix 8.06 for riprap sizing, if necessary
Step 9. Desigp emergency spillway
• Determine the required capacity fin the emergency spillway as
Q. - Q. - QP (QP i Qs)
•From Table- Table a Wt the width a ad depth of the oatlet,
Table 8.07c
depending m s,d cmditims_ 1, ge 1, the wider bottom width, and
Table 8.07d
lower slopes axe preferred to mtwmize exit salorities at ,upim h,,1
Bow_
• An acceptable alhnvative is the u e of the weir eg.6-
Q = CLH"
Wheee ttris optim is used, the maximum value of C should be 2.8. L
is the batmm width fthe spillway at the crest, sad H i, the depth of
flow above the spolway nest in feet. Notes M--,lags channel equatim
ahoutd not be nsedm sire the spiaway cre,t However. itshouldbev,ed
t, design the outlet chm-1 below the spillway meat.
• The total of the emergency and principle spillway capacities must equal
w exceed the required 10-year peak discharge.
• Set the d-oim of the crest of the emergenry spillway a minimum of 1
foot above the cre,t of the riser.
OPTION 1
Qlo
18.98
QP
18.2359953
OPTION 2
Weir coefficient, C 3.12
Bottom width of spillway crest, L (ft) 5

Emergency spillway capacity, Q. (cfs) 0.744004696 Depth of flow above spillway crest, H (ft)
Emergency spillway capacity, Q. (cfs)
Qp + Cie 18.98
Does (Qp+ Qe) equal orexceed Q10? YES, PROCEED
Step 10. Spiflway approach sec M.
Adjust he spifl— ahgu M so that the cwhwl section end outlet section
are shaight. the ewt —width should be U limes the widh of the contrwl
sectiw u�thasmooth hausilieu to the width of the couhol section. Approach
channel should slope towmd the res .ir no less thou 2%.
Width of control section (ft) 5
Width of entrance (ft) 1.2
Slope of approach channel (q) 3
Is width of the entrance section 1.5xcontrol section
width? YES, PROCEED
Is approach channel >/= 2%? YES, PROCEED
Step LL. Spillway confml —ft-
• Locate the conhol secrtow to the spillway near where it mteraecta the
extewason of the centerline of the dam.
• KC p a level aura m extend a least 20 ft upsheam fiom the outlet end of
the-1 section, to emme a straight alignment
• Side elopes should be 3:1.
Step 12. D-ign spillway .it se
• Spffl—y exit should align with the control section and h.- the same
bottom width end side slopes.
• Slope should be s.fcievt m maintain super aitical it., but make sure it
does uof create erosive ceSocities for Ste conditions. (Stay —tbm slope
rouges in appropriate d—gu tables.)
• Extend th—at channel m a poimwhere the watermay bereleasedwthout
damage.
Step 13. Size the embankment
• Set the design elev h— of the top of he dam a --turn- of I It ab.-he
water outface far the design flow in the emergency spillway.
• Cowsntscted height should be 10% greater than the desigv m allow for
settlement
• Base tap width oo the d—S. height.
• Set side slopes 251 m flatten
• Determine depth of cutoff frmch from site borings. It shodd..tead to s
stable, fight soil layer (. w+.wimum of 2 tt deep).
• Select burrow site-tbe emergency aptllway cut min p—& a significant
amomt of fill -
Step 14. Erosion ewwfrol
• Locate mmd design di—i. m pmhct ®bank— msd spillway
(Practice SWand Specsfrcatiou: 620, Temporary Drvnr—).
•Select surf-P.f tioa measures m control erosion"-fice Snndnrds
and Spact#cnnmat: 610, T-pwmay 5aadtng, 614, Mv7chtng; and 61 J,
RTmp).
• Select gmundcerver for emm 3—y spillway to prrndde protection for
desgn flow trelocity and rile conditions. Ripmp store osec geotexfile
fbuc may be required in —&bk soils oe when the aptllway is nd m
uodiaturbed swill
Step 15. Safe[y
• Construct a f-- awl install w g signs as weeded.
0.5
5.51543
23.7514
YES, PROCEED

Temporary Sediment Basin #2 - Phase 1
Okay
4.5 Disturbed Area (Acres)
18.98 Peak Flow from 10-year Storm (cfs)
8100 Required Volume ft3
8268 Required Surface Area ft2
64.3 Suggested Width ft
128.6 Suggested Length ft
75 Trial Top Width at Spillway Invert ft
140 Trial Top Length at Spillway Invert ft
3 Trial Side Slope Ratio Z:1
3 Trial Depth ft (2 to 13 feet above grade)
57 Bottom Width ft
122 Bottom Length ft
6954 Bottom Area ft2
26019 Actual Volume ft3 Okay
10500 Actual Surface Area ft2 Okay
Use Spillway Capacity Sheet to Size Primary and Emergency Spillways
2.5 Skimmer Size (inches)
0.208 Head on Skimmer (feet)
1.2 Orifice Size (1/4 inch increments)
5.34 Dewatering Time (days)
Suggest about 3 days
Skimmer Size
(Inches)
1.5
2
2.5
3
4
5
6
8

*Skimmer Sizing Calculations Per Faircloth Design Calculator
Sediment Skimmer Basin #2
Phase I Phase II
Provided Vol. (ft)
26,019
26,019
Required Vol. (ft)
8,100
7,380
Skimmer 1A: Size to drain provided volume in 5 days
Skimmer Size Selected 2.5 2.5
2.5-in Skimmer Factor (ft^3/in^2 per
day) from Faircloth worksheet
6350
6350
Min. Orifice Area (in 2)
0.82
2.05
Min. Orifice Radius (in)
0.51
0.81
Min. Orifice Diameter (in)
1.02
1.62
Actual Orifice Diameter (in)
1.20
1.20
Skimmer 1A Drawdown Time (days)
3.62
3.62
Skimmer 1A: Size to drain required volume in 2 days
-in Skimmer Factor (ft^3/in^F192 per
day) from Faircloth worksheet
2540
2540
Max. Orifice Area (in2)
1.59
1.45
Max. Orifice Radius (in)
0.71
0.68
Max. Orifice Diameter (in)
1.42
1.36
Actual Orifice Diameter (in)
1.20
1.20
Skimmer 1A Drawdown Time (days)
2.82
2.57
Skimmer 1A: 2.5" skimmer, 1.20" orifice in Phase I, 1.20" orifice in Phase II

Hydrology Report
Hydraflow Express Extension for AUtodeskS AutoCADO Civil 31DO by Autodesk, Inc. Wednesday, Nov 13 2019
Sediment Basin #2 Phase 2
Hydrograph type = Rational Peak discharge (cfs) = 18.98
Storm frequency (yrs) = 10 Time interval (min) = 1
Drainage area (ac) = 4.500 Runoff coeff. (C) = 0.6
Rainfall Inten (in/hr) = 7.030 Tc by User (min) = 5
OF Curve = charlotte.IDF Rec limb factor = 1.00
Q (cfs)
21.00
18.00
15.00
12.00
9.00
6.00
3.00
0 00
0
Runoff Hyd - Qp = 18.98 (cfs)
Hydrograph Volume = 5,694 (cuft); 0.131 (acft)
Runoff Hydrograph
10-yr frequency
5 10 v vv
Time (min)

This structure is intended for less than 3 years of use. Structures intended
for more than 3 years of use should be desinged as permanent structures.
User Input Data
Calculated Value
Reference Data
Designed By:
D. Vemico Date: 13-Nov
Checked By:
T. McMannis Date: 13-Nov
Company:
Dewberry
Project Name:
Deer Creek
Project No.:
50115748
Site Location (City/Town) Wesley Chapel
Sediment Basin Id. 2 - Phase 2
Total Drainage Area acres 4.5
Step 1. i]ete•r••ine peakflow, Q_ fbr die basin drainage area (Appandr8.03)-
Of 0 (cfs) 18.98
Step2. ➢efrmime any site limit uonsf the erLertpool elevation,emergency
spillway or top of the dam.
Minimum pool elevation (ft) 496.5
Maximum pool elevation (ft) 499.5
Step 3. DetP... me basin volumes:
• Compute teivimntn volume required (1800 fts/acre disturbed) Specify sediment cleanout level to be marked on riser (one-half the design
volume refrenced to the tap of the riser) and sedimrent storage area to be
cleared after the dam is built -
Disturbed acreage (ac) 4.1
Min Volume (ft) 7380
Sediment cleanout elevation (ft) 1
Sediment Storage Area 10415
Step 4. Determine area and shape of basin
• Check lengthlvridth ratio (should be 2:1 to 6.1)-
• Compute the basin surface area at principal spillway elevation-
• Check the ratio of basin surface area to peak inflow mte (should be greater
than or equal to 435 Wc ). Employ diversions —di additional naps and
basics to reduce area droned.
Determine barrel capacity required for site conditions (nucurmim capacity for Qp
is the 2-year peak runoff, Q,
Length/width ratio 1.5
Is length/width ratio between 2-6? YES, PROCEED
Basin surface area @ principal spillway (ft) 10680
Ratio: basin surface area/Qto 562.6975764
Is ratio — 435 ftZ/cfs? YES
Step S. Dc eirnine the principal spillway discharge capacity-
• The combined capacities of the pruicipal and emergency spillways must be
at least the 10-year peak flow- for the entice watershed of the has-.
• The principal spillway is analyzed f three possible limiting flow types:
Weir flour, Orifice fiow, and Pipe fiow- The principal spillway discharge
capacity is the smallest of these flue. flaw rates- Discharges through a
skiunner should be disregarded during this computation. Weir, onfiee and
pipe flaw may be det,—d by the following equations:
1- Weir Flow- Q=CLHta
where
Q = discharge in cubic feet per second (cfs)
C=weir coefficient, use 3-1 f —gated metal pipe risers-
L= circumference of the riser in f t
H = head abm-e riser crest m feet
Weir coefficient, C 3.1 Cmp=3.1
Riser circumference, L (ft) 7.85 2.5' dia'
Head above riser crest, H (ft) 1
Qt, (cfs) 24.335
2- Orifice Flows Q=CA(2gH)05
where
Q = discharge in cubic feet per second (its)
C = orifice coefficient, use C = 0 6 for corrugated metal pipe risers -
A= cross -sectional area of the riser pipe in square feet
g = cceleration due to g ..ity, 32-2 %scc'
H = head above riser crest in feet

Orifice coefficient, Ca 0.6 Cmp=0.6
Riser cross -sectional area, A (ft2) 4.9
Accleration due to gravity, g (ft/s2) 32.2
Head above riser crest, H (ft) 1
Discharge, Q. (cfs) 23.59338551
2gh 1
3. Pipe Flow. Q -all +Km+KpL J
where:
Q = discharge m cubic feet per second (cfs)
a = cross -sectional area ofthe barrel m square feet
g - accelemuan due w grav rty, 32.2 ft/sec'
h = head aboc-e the-1-lioe of the outlet end of the barrel
K. =coefficient of minor losses, can be asstuned to be 10 for
mast principal spillway systems
L = barrel length m feet
KP - p pe friction cneflicient
_ 5087nr (See Table g 07a i Ka moues f
di- coatnlan size afpLpe.)
n = Mamimg's coeficient of toughness, use n = 0025 f
mrugated metal pipe
n 0.015 for remfbrced concrete pipe
di = inside diamet,r fthe barrel an inches
Select riser and barrel dimensions m that the riser has a cress-sectmnal area
at least 1.5 tunes that of the barrel. Spillway hydtauh- are improved by
-g w flow and n,i-i- oriflce flow.
See Table 8.07b for
recomm®ded ni lbarel proportions_
Barrel diameter (ft)
2
Barrel cross -sectional area, a (ft2)
3.1
Accleration due to gravity, g (ft/s2)
32.2
Head above outlet end of barrel, h (ft)
2
Minor loss coefficieint, Km
1.0 Km 1.0 (typical)
Barrel length, L (ft)
100
Mannings coeffienct of roughness, n
0.025 nmp=0.025 nRCE=0.015
Inside diameter of barrel, d; (in)
48
Pipe friction coefficient, Kp
0.01823 0.0123 Table 8.07a
Discharge, Q. (cfs)
18.2359953 19.8383954
RISER
Select hail rise< and barrel dimeavms_ Ul flie their, orifice and pipe flow
,goad.. m deaxmineifthe 2-yearpeak discharge iepasaedwirhont ackcating
fl a merg-y spillway Deharmive riser aive G® Figure 8 07b_ Check the
head and stage requhem®ta. If the design stage is too high, choose larger
dimeaa;maandreealc>sare. Aaaminhnaa,_aettheelevatimofd,ed��ratthe Table 8.07b
me elevatim as the fop of the sediment pool_ .4 tisex height 2 to i time, the
bathe]diameter is recommended. S.kdthetypeoftrashguard.
Select a dewareusg 4n ... If, skimmer is used, refer to the mmufantuux,
dewatering data, or Table 6.64.b.
Step 6. Iksigy mtiaeep collar
Ensure that autiseep coasts are ao close dim 2 ft Roth a pipe joint. Collar
must W jeer ar least 1.5 ft from the pipe. ]sdicale waremght cmnectios,.
Step 7. Dnigu asaflotafim block.
Cetnutiae the weight of water displaced by the empty riser, and demgn a
block with buoyant weight 1. 1 time, the weighr fwater di, 1l 4.
Weight of water displaced by the empty riser
1209.3
Buoyant weight
1330.2575
stops. uaaigo inner
Determine discharge v A ty Gum the barrel. Design mtlel protection m
ore stable cmditims. Ripxap placement is usueay sece y (.lppaudrr
8.06).
Discharge velocity, V (ft/s)
5.80469759 6.3147574
See Appendix 8.06 for riprap sizing, if necessary
Step 9. Desigp emergency spillway
• Determine the required capacity fin the emergency spillway as
Q. - Q. - QP (QP i Qs)
•From Table- Table a Wt the width a ad depth of the oatlet,
Table 8.07c
depending m s,d cmditims_ 1, ge 1, the wider bottom width, and
Table 8.07d
lower slopes axe preferred to mtwmize exit salorities at ,upim h,,1
Bow_
• An acceptable alhnvative is the u e of the weir eg.6-
Q = CLH"
Wheee ttris optim is used, the maximum value of C should be 2.8. L
is the batmm width fthe spillway at the crest, sad H i, the depth of
flow above the spolway nest in feet. Notes M--,lags channel equatim
ahoutd not be nsedm sire the spiaway cre,t However. itshouldbev,ed
t, design the outlet chm-1 below the spillway meat.
• The total of the emergency and principle spillway capacities must equal
w exceed the required 10-year peak discharge.
• Set the d-oim of the crest of the emergenry spillway a minimum of 1
foot above the cre,t of the riser.
OPTION 1
Qlo
18.98
QP
18.2359953
OPTION 2
Weir coefficient, C 3.12
Bottom width of spillway crest, L (ft) 5

Emergency spillway capacity, Q. (cfs) 0.744004696 Depth of flow above spillway crest, H (ft)
Emergency spillway capacity, Q. (cfs)
Qp + Cie 18.98
Does (Qp+ Qe) equal orexceed Q10? YES, PROCEED
Step 10. Spiflway approach sec M.
Adjust he spifl— ahgu M so that the cwhwl section end outlet section
are shaight. the ewt —width should be U limes the widh of the contrwl
sectiw u�thasmooth hausilieu to the width of the couhol section. Approach
channel should slope towmd the res .ir no less thou 2%.
Width of control section (ft) 5
Width of entrance (ft) 1.2
Slope of approach channel (q) 3
Is width of the entrance section 1.5xcontrol section
width? YES, PROCEED
Is approach channel >/= 2%? YES, PROCEED
Step LL. Spillway confml —ft-
• Locate the conhol secrtow to the spillway near where it mteraecta the
extewason of the centerline of the dam.
• KC p a level aura m extend a least 20 ft upsheam fiom the outlet end of
the-1 section, to emme a straight alignment
• Side elopes should be 3:1.
Step 12. D-ign spillway .it se
• Spffl—y exit should align with the control section and h.- the same
bottom width end side slopes.
• Slope should be s.fcievt m maintain super aitical it., but make sure it
does uof create erosive ceSocities for Ste conditions. (Stay —tbm slope
rouges in appropriate d—gu tables.)
• Extend th—at channel m a poimwhere the watermay bereleasedwthout
damage.
Step 13. Size the embankment
• Set the design elev h— of the top of he dam a --turn- of I It ab.-he
water outface far the design flow in the emergency spillway.
• Cowsntscted height should be 10% greater than the desigv m allow for
settlement
• Base tap width oo the d—S. height.
• Set side slopes 251 m flatten
• Determine depth of cutoff frmch from site borings. It shodd..tead to s
stable, fight soil layer (. w+.wimum of 2 tt deep).
• Select burrow site-tbe emergency aptllway cut min p—& a significant
amomt of fill -
Step 14. Erosion ewwfrol
• Locate mmd design di—i. m pmhct ®bank— msd spillway
(Practice SWand Specsfrcatiou: 620, Temporary Drvnr—).
•Select surf-P.f tioa measures m control erosion"-fice Snndnrds
and Spact#cnnmat: 610, T-pwmay 5aadtng, 614, Mv7chtng; and 61 J,
RTmp).
• Select gmundcerver for emm 3—y spillway to prrndde protection for
desgn flow trelocity and rile conditions. Ripmp store osec geotexfile
fbuc may be required in —&bk soils oe when the aptllway is nd m
uodiaturbed swill
Step 15. Safe[y
• Construct a f-- awl install w g signs as weeded.
0.5
5.51543
23.7514
YES, PROCEED

Temporary Sediment Basin #2 - Phase 2
Okay
4.5 Disturbed Area (Acres)
18.98 Peak Flow from 10-year Storm (cfs)
8100 Required Volume ft3
8268 Required Surface Area ft2
64.3 Suggested Width ft
128.6 Suggested Length ft
75 Trial Top Width at Spillway Invert ft
140 Trial Top Length at Spillway Invert ft
3 Trial Side Slope Ratio Z:1
3 Trial Depth ft (2 to 13 feet above grade)
57 Bottom Width ft
122 Bottom Length ft
6954 Bottom Area ft2
26019 Actual Volume ft3 Okay
10500 Actual Surface Area ft2 Okay
Use Spillway Capacity Sheet to Size Primary and Emergency Spillways
2.5 Skimmer Size (inches)
0.208 Head on Skimmer (feet)
1.2 Orifice Size (1/4 inch increments)
5.34 Dewatering Time (days)
Suggest about 3 days
Skimmer Size
(Inches)
1.5
2
2.5
3
4
5
6
8

*Skimmer Sizing Calculations Per Faircloth Design Calculator
Sediment Skimmer Basin #2
Phase I Phase II
Provided Vol. (ft)
26,019
26,019
Required Vol. (ft)
8,100
7,380
Skimmer 1A: Size to drain provided volume in 5 days
Skimmer Size Selected 2.5 2.5
2.5-in Skimmer Factor (ft^3/in^2 per
day) from Faircloth worksheet
6350
6350
Min. Orifice Area (in 2)
0.82
2.05
Min. Orifice Radius (in)
0.51
0.81
Min. Orifice Diameter (in)
1.02
1.62
Actual Orifice Diameter (in)
1.20
1.20
Skimmer 1A Drawdown Time (days)
3.62
3.62
Skimmer 1A: Size to drain required volume in 2 days
-in Skimmer Factor (ft^3/in^F192 per
day) from Faircloth worksheet
2540
2540
Max. Orifice Area (in2)
1.59
1.45
Max. Orifice Radius (in)
0.71
0.68
Max. Orifice Diameter (in)
1.42
1.36
Actual Orifice Diameter (in)
1.20
1.20
Skimmer 1A Drawdown Time (days)
2.82
2.57
Skimmer 1A: 2.5" skimmer, 1.20" orifice in Phase I, 1.20" orifice in Phase II

-=________________________
rat
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Section 4: Dry Detention Basin Calculations
www.dewberry.com

Hydraflow OF Curves
OF file: charlotte.IDF
14.00
12.00
10.00
Egli 10
4.00
2.00
Int. (in/hr)
14.00 100-Yr
0.00 l I I I I I I I I I I I I
0
12.00 50-Yr
10.00 25-Yr
8.00 10-Yr
4.00
2.00
rz.T.i
5 10 15 20 25 30 35 40 45 50 55 60 V VV
Time (min)
Express

11/26/2019 Precipitation Frequency Data Server
NOAA Atlas 14, Volume 2, Version 3
Location name: Waxhaw, North Carolina, USA*�
Latitude: 34.9843°, Longitude: -80.6979'
g �
Elevation: 596.69 ft**
source: ESRI Maps
" source: USGS
POINT PRECIPITATION FREQUENCY ESTIMATES
G.M. Bonnin, D. Martin, B. Lin, T. Parzybok, M.Yekta, and D. Riley
NOAA, National Weather Service, Silver Spring, Maryland
PF tabular I PF graphical I Maps & aerials
PF tabular
PDS-based point precipitation frequency estimates with 90% confidence intervals (in inches)'
Duration
Average recurrence interval (years)
1 2 5 10 25 50 100 200 500 1000
������E���
0.419 0.495 0.575 0.633 0.700 0.746 0.788 0.826 0.869 0.899
5-min
(0.386-0.455) (0.455-0.539) (0.527-0.626) (0.580-0.687) (0.638-0.759) (0.677-0.808) (0.712-0.854) (0.742-0.895) (0.774-0.944) (0.795-0.979)
0.670 0.792 0.920 1.01 1.12 1 F--1-.25-1.31 1.37 1.42
10-min
(0.617-0.727) (0.728-0.862) (0.845-1.00) 11 (0.927-1.10) 11 (1.02-1.21) (1.08-1.29) (1.13-1.36)
0.837 0.995 1.16 1.28 1.41 1.50 1.58 1.65 1.73 1.78
15-min
(0.772-0.909) (0.916-1.08) 1 1 (1.17-1.39) 11 (1.29-1.53) 1 (1.37-1.63) 1 (1.43-1.71)
1.15 1.38 1.65 1.86 2.09 2.26 2.42 2.57 2.75 2.88
30-min
(1.06-1.25) (1.26-1.50) 11 (1.52-1.80) 11 (1.70-2.01) 11 (1.91-2.27) (2.06-2.46)1 (2.19-2.63) (2.31-2.79) (2.45-2.99)1 (2.55-3.14)
1.43 1.73 2.12 2.42 2.79 3.07 3.34 3.61 3.95 4.20
60-min
(1.32-1.55) (1.59-1.88) (1.95-2.31)1 (2.21-2.62) 11 (2.54-3.02) 1 (2.79-3.33) 1 (3.02-3.62) (3.24-3.91)1 (3.52-4.29) 11 (3.72-4.58)
1.65 2.00 2.48 2.84 3.32 3.68 4.04 4.39 4.87 5.23
2-hr
(1.52-1.81) 11 (1.83-2.19) 11 (2.27-2.71) 11 (2.59-3.11) 11 (3.01-3.62) 1 (3.32-4.01) 1 (3.63-4.40) (3.92-4.79)1 (4.30-5.31) 1(4.58-5.71)
1.76 2.12 2.65 3.05 3.60 4.04 4.48 4.93 5.55 6.04
3-hr
(1.61-1.93) (1.94-2.33)1 (2.42-2.91) 11 (2.78-3.34) 11 (3.26-3.94) 1 (3.64-4.41) 1 (4.00-4.88) (4.38-5.38)1 (4.86-6.06) 11 (5.24-6.60)
2.11 2.54 3.18 3.67 4.35 4.89 5.45 6.02 6.82 7.45
6-hr
(1.93-2.32) (2.33-2.79)1 (2.91-3.48) 11 (3.35-4.02) 11 (3.94-4.74) 1 (4.41-5.33) 1 (4.87-5.93) (5.33-6.55)1 (5.95-7.40) 1(6.43-8.10)
2.49 3.01 3.77 4.38 5.23 5.92 6.64 7.39 8.44 9.30
12-hr
(2.29-2.73) 11 (2.76-3.31) 1 1 (4.00-4.80) 11 (4.74-5.71) 1 (5.32-6.45) 1 (5.91-7.22) (6.50-8.04)1 (7.32-9.17) 11 (7.95-10.1)
2.95 3.56 4.47 5.20 6.21 7.03 7.88 8.78 10.0 11.1
24-hr
(2.73-3.20) (3.29-3.86) 1 (4.79-5.64) (5.70-6.73) (6.43-7.62) 1 (7.18-8.55) (7.96-9.53) (9.04-10.9) 1(9.90-12.0)
3.48 4.18 5.22 6.05 7.19 8.12 9.08 10.1 11.5 12.6
2-day
(3.22-3.77) (3.87-4.54) 1 (5.57-6.56) 11 (6.61-7.80) (7.43-8.80)1 (8.27-9.86) (9.15-11.0) (10.4-12.5)1 (11.3-13.8)
3.69 4.43 5.49 6.35 7.53 8.48 9.47 10.5 12.0 13.1
3-day
(3.42-3.99) 11 (4.11-4.79) (5.09-5.95) JI (5.86-6.87) (6.93-8.15) (7.78-9.18) 1 (8.65-10.3) (9.55-11.4) (10.8-13.0) 1(11.8-14.3)
3.90 4.67 5.77 6.65 7.86 8.84 9.86 10.9 12.4 13.6
4-day
(3.62-4.20) 11 (4.34-5.05) 1 1 (6.15-7.18) 11 (7.25-8.49) 1 (8.13-9.56) 1 (9.03-10.7) (9.96-11.8) (11.3-13.5)1 (12.3-14.8)
7-day
4.51
5.38
6.56
7.50
8.81
9.86
10.9
12.1
13.7
15.0
https://hdsc.nws.noaa.gov/hdsc/pfds/pfds_printpage.htmI?Iat=34.9843&Ion=-80.6979&data=depth&units=english&series=pds 1 /6

11 /26/2019
Precipitation Frequency Data Server
(4.21-4.84) (5.03-5.77) (6.12-7.04) (6.99-8.04) (8.18-9.45) (9.12-10.6) (10.1-11.8) (11.1-13.0) (12.5-14.7) (13.6-16.2)
10-day 5.16 6.14 7.40 8.38 9.72 10.8 11.9 13.0 14.5 15.7
(4.84-5.52) (5.75-6.57) (6.92-7.91) (7.83-8.96) (9.06-10.4) (10.0-11.5) (11.0-12.7)
20-day 6.91 B. 9.63 10.8 12.4 13.6 14.9 16.2 17.9 19.3
(6.50-7.35) 11 (7.67-8.68) (9.05-10.3) (10.1-11.5) (11.6-13.2) (12.7-14.5) (13.9-15.9) (15.0-17.3) (16.6-19.2) (17.8-20.7)
30-day 8.47 9.96 11.6 12.9 14.5 15.8 17.1 18.4 20.1 21.4
(8.00-8.97) 11 (9.41-10.6) 1 1 (12.1-13.6) 11 (13.7-15.4) (14.9-16.8) (16.0-18.2) (17.2-19.6)1 (18.7-21.4) 1(19.8-22.9)
45-day 10.6 12.5 14.3 15.7 17.5 18.9 20.2 21.5 23.2 24.5
(10.1-11.2) j(11.9-13.1) (13.6-15.0) (14.9-16.5) (16.6-18.4) (17.8-19.8) (19.1-21.3)
�-day [=F14.816.818.320.2.23.126.2 (14.1-15.5) (16.0-17.5) (17.4-19.1) (19.2-21.2) (20.6-22.7) (21.9-24.2) (23.1-25.7) (24.7-27.6)
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.
16141
W
C
4+ 20�/'y
41
CL
di
15
49
Z 10
5
Back to Top
PF graphical
PDS-based depth -duration -frequency (DDF) curves
Latitude: 34.98430. Longitude: -30.69790
�------------
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https://hdsc.nws.noaa.gov/hdsc/pfds/pfds_printpage.
htmI?Iat=34.9843&Ion=-80.6979&data=depth&units=english&series=pds
.overage recurrence
Mnlerval
(years)
- ry1
2
10
25
50
100
200
500
1000
2/6

11 /26/2019
Precipitation Frequency Data Server
30
25
C
20
+1
a
di
15
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i�j 10
M
1 2 5 10 25 50 100 200 500 1000
Average recurrence interval (years)
NOAA Atlas 14, Volume 2, Version 3 Created {GMT}: Toe Nov 26 18:44:39 2019
Back to Top
Maps & aerials
Small scale terrain
Duration
— 5-min —
2-day
— ID -min —
3-day
15^min —
4-d ay
— 30-ruin —
7-day
— 60`min —
10-day
— 2-tir —
20-day
— 3fir —
30-day
— 6-nr —
45-day
— 12fir —
60-day
— 24-h r
https://hdsc.nws.noaa.gov/hdsc/pfds/pfds_printpage.htmI?Iat=34.9843&Ion=-80.6979&data=depth&units=english&series=pds 3/6

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Precipitation Frequency Data Server
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https://hdsc.nws.noaa.gov/hdsc/pfds/pfds_printpage.htmI?Iat=34.9843&Ion=-80.6979&data=depth&units=english&series=pds 4/6

11/26/2019 Precipitation Frequency Data Server
Anston Salem G Feensboro Ubrfia�
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https://hdsc.nws.noaa.gov/hdsc/pfds/pfds_printpage.htmI?Iat=34.9843&Ion=-80.6979&data=depth&units=english&series=pds 5/6

S
2S (4S
DA 1 Pre-Dev DA 1 Post Developed D Post Dev Undet
41
3P
DA 1 Pond
15L]
DA 1 Post -Developed
Combined
Subcat Reach on Link Routing Diagram for Basin 1 NOAA Precip Revised
Prepared by DEWBERRY, Printed 12/23/2019
HydroCAD® 10.00-25 s/n 09483 © 2019 HydroCAD Software Solutions LLC

Deer Creek Riding Stable - Basin 1
Basin 1 NOAA Precip Revised Type 11 24-hr 1-yr 24hr Rainfall=2.95"
Prepared by DEWBERRY Printed 12/23/2019
HvdroCAD®10.00-25 s/n 09483 ©2019 HvdroCAD Software Solutions LLC Paae 2
Summary for Subcatchment 1S: DA 1 Pre-Dev
Runoff = 0.47 cfs @ 12.25 hrs, Volume= 0.097 af, Depth= 0.23"
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-120.00 hrs, dt= 0.05 hrs
Type II 24-hr 1-yr 24hr Rainfall=2.95"
Area (ac) CN Description
4.030 55 Woods, Good, HSG B
1.030 67 Legumes, C&T, Good, HSG B
5.060 57 Weighted Average
5.060 100.00% Pervious Area
Tc
Length
Slope
Velocity
Capacity Description
(min)
(feet)
(ft/ft)
(ft/sec)
(cfs)
18.5
100
0.0300
0.09
Sheet Flow, DA 1 Pre
Woods: Light underbrush n= 0.400 P2= 3.12"
2.6
405
0.0260
2.60
Shallow Concentrated Flow, Shallow Concentrated
Unpaved Kv= 16.1 fps
21.1 505 Total
Subcatchment 1S: DA 1 Pre-Dev
Hydrograph
0.52
0.5
0.48
0.46
--r----+--+--r--r----+--+--+--r--r----+--+--+--r--r----+--+--r-7
--'---'---'---'--
0.47 cfs
--r- r--r--r--r--i--r--r--r--r--r--i--r--r--r--r-----i--r-
--' - ----'
--'
'---'---'---'---'---'--'---'---'---'---'--'---'---'---'---'--'---'-----
--'
-----------'
--'
--'----------'
-
-r-- - r-
--' --' W24-i-
0.44
0.42
---- J--L--L--
--1--J--L--1--L--1T
---
--T--r--I-----r----r--I--
'1- rMhiRainfallT�295"-
-
--
Rd n6ff Aee�=c 5.06G a
0.36
0.34
-- - T--
---- L--L--L--
T--
r-
- r----T--T--T
----
- - -
--L--L--L-
- - --
--
- -
--
r ----i--T--T--r--r--1--
-_
----
-T- T- r -I -
L L I_ _ L
agff -01LI P -O Of
w 0.3
------------------+-------1--�--�--�
--�--i-1-4-+-- L - -I- -
----
Ra noff Depth-=Q 2-3"
0.26
0 0.24
LL
i l
-----'---'--'---'-------------------------
--+--+-------+--+-
++--+-------+--y+�--�++�--*--
- 1oW L-e"t-11--505'-
0.2
-Tr
0.18
0.16
----+--+--r--r----+--+--+--r--r----+--+--+--r--I
--' -----'--'
--'
-----------'--'
--'--------'--'
-+--r-
--'-------4Y=r 'F
0.14
0.12----L--L--'--T----i--L--'-----T----L--L---------L--L--'--
--r---r--r--r----r--r--r--r--r----r--r--r--r--r--i--r-
-
0.1
0.08
�i
--� --T--r--r--r-
--'--
--L--L--1--J--L--1--L--1-----J--L--L--
T--
T--
T --r
1--7--r--rT-- T --r - -- -
-------L--1--L--1--
0.04
---- -L--
L--L----L--L--L--L-------L--L--L--L-------L--L--L----
0.02
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)
■ Runoff

Deer Creek Riding Stable - Basin 1
Basin 1 NOAA Precip Revised Type 11 24-hr 1-yr 24hr Rainfall=2.95"
Prepared by DEWBERRY Printed 12/23/2019
HvdroCAD®10.00-25 s/n 09483 ©2019 HvdroCAD Software Solutions LLC Paae 3
Summary for Subcatchment 2S: DA 1 Post -Developed
Runoff = 1.18 cfs @ 12.13 hrs, Volume= 0.117 af, Depth= 0.41"
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-120.00 hrs, dt= 0.05 hrs
Type II 24-hr 1-yr 24hr Rainfall=2.95"
Area (ac) CN Description
3.200 61 >75% Grass cover, Good, HSG B
0.200 96 Gravel surface, HSG B
3.400 63 Weighted Average
3.400 100.00% Pervious Area
Tc
Length
Slope
Velocity Capacity
Description
(min)
(feet)
(ft/ft)
(ft/sec) (cfs)
14.9
100
0.0185
0.11
Sheet Flow, DA 1 Post
Grass: Dense n= 0.240 P2= 3.12"
1.3
183
0.0200
2.28
Shallow Concentrated Flow, DA 1 Post
Unpaved Kv= 16.1 fps
16.2 283 Total
Subcatchment 2S: DA 1 Post -Developed
Hydrograph
I I II II II II II II II II II II II II II II II II II II II II II ❑Runoff
i 1.18 cfs I I I I I I I I I I I I I I I I I I
lTYpe I(24-Il'r
-- -'----1--1--'---'---'--J--1--1--L1,yrl24ihr-RainfaHT2.195�"-
1 I I I I I I I I I I I I I I I I I I I I I
�Runbff Area=3.400 ad
PL;npff'IVQIL;me='10.11j elf
Runoff (Depth-0.41"
LL I I I I I I I I I I I I I I
Flow LenOth=283'
Tc=16.'12 ilmip
dN=63
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)

Deer Creek Riding Stable - Basin 1
Basin 1 NOAA Precip Revised Type 11 24-hr 1-yr 24hr Rainfall=2.95"
Prepared by DEWBERRY Printed 12/23/2019
HvdroCAD®10.00-25 s/n 09483 ©2019 HvdroCAD Software Solutions LLC Paae 4
Summary for Subcatchment 4S: DA 1 Post Dev Undet
Runoff = 0.28 cfs @ 12.15 hrs, Volume= 0.034 af, Depth= 0.32"
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-120.00 hrs, dt= 0.05 hrs
Type II 24-hr 1-yr 24hr Rainfall=2.95"
Area (ac)
CN
Description
0.030
96
Gravel surface, HSG B
0.920
61
>75% Grass cover, Good, HSG B
0.350
55
Woods, Good, HSG B
1.300
60
Weighted Average
1.300
100.00% Pervious Area
Tc
Length
Slope
Velocity Capacity
Description
(min)
(feet)
(ft/ft)
(ft/sec) (cfs)
15.2
100
0.0175
0.11
Sheet Flow, Sheet Flow
Grass: Dense n= 0.240 P2= 3.12"
1.1
190
0.0340
2.97
Shallow Concentrated Flow, Shallow Conc.
Unpaved Kv= 16.1 fps
iiM- c�1461I1=M
Subcatchment 4S: DA 1 Post Dev Undet
Hydrograph
0.3
-- 0.28 i 0.2-I -----F ----- ------I --- ----- ------I -----T --------I ---I
------�-�-�--
0.26
o.z4 - -- - - -- - - = /1'�24hr R9'infa1[-;Z9[5VI-
0.22-- - - -- -- - ff RUn6-AeeA--1_.300 ac-
0.2
-- 0.18 I I I I I I I I
w - - -I -- - - I- --I-- - ------Runa#f IDepfh-0.327-
0.16
Le0.14 i° ----- ---------I-- - FIoWv Le'nth=90'-
0.12F�-
tl
0.1 �I ILI
0.08 r
0.06
0.04
0.02 I I I I I I
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)
■ Runoff

Deer Creek Riding Stable - Basin 1
Basin 1 NOAA Precip Revised Type 11 24-hr 1-yr 24hr Rainfall=2.95"
Prepared by DEWBERRY Printed 12/23/2019
HvdroCAD®10.00-25 s/n 09483 ©2019 HvdroCAD Software Solutions LLC Paae 5
Summary for Pond 3P: DA 1 Pond
Inflow Area = 3.400 ac, 0.00% Impervious, Inflow Depth = 0.41" for 1-yr 24hr event
Inflow =
1.18 cfs @
12.13 hrs,
Volume=
0.117 of
Outflow =
0.08 cfs @
16.85 hrs,
Volume=
0.117 af, Atten= 93%, Lag= 283.5 min
Primary =
0.08 cfs @
16.85 hrs,
Volume=
0.117 of
Secondary =
0.00 cfs @
0.00 hrs,
Volume=
0.000 of
Routing by Stor-Ind method, Time Span= 0.00-120.00 hrs, dt= 0.05 hrs
Peak Elev= 497.52' @ 16.85 hrs Surf.Area= 4,721 sf Storage= 2,545 cf
Plug -Flow detention time= 519.9 min calculated for 0.117 of (100% of inflow)
Center -of -Mass det. time= 520.1 min ( 1,442.4 - 922.3 )
Volume Invert
Avail.Storage Storage Description
#1 496.50'
35,741 cf Custom Stage Data (Prismatic)-isted below (Recalc)
Elevation Surf.Area
Inc.Store Cum.Store
(feet)
(sq-ft)
(cubic -feet) (cubic -feet)
496.50
25
0 0
497.00
2,556
645 645
498.00
6,704
4,630 5,275
499.00
9,496
8,100 13,375
500.00
11,083
10,290 23,665
501.00
13,069
12,076 35,741
Device Routing
Invert
Outlet Devices
#1 Primary
496.50'
24.0" Round Culvert
L= 100.0' CMP, square edge headwall, Ke= 0.500
Inlet / Outlet Invert= 496.50' / 496.00' S= 0.0050'/' Cc= 0.900
n= 0.025 Corrugated metal, Flow Area= 3.14 sf
#2 Device 1
498.50'
30.0" Horiz. Top of Riser C= 0.600
Limited to weir flow at low heads
#3 Device 1
496.50'
1.5" Vert. Low Flow Orifice C= 0.600
#4 Device 1
497.50'
1.5' long 10YR Weir 2 End Contraction(s)
#5 Secondary
499.50'
5.0' long x 190.0' breadth Emergency Spillway
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=0.07 cfs @ 16.85 hrs HW=497.52' (Free Discharge)
L1=Culvert (Passes 0.07 cfs of 2.84 cfs potential flow)
2=Top of Riser ( Controls 0.00 cfs)
3=Low Flow Orifice (Orifice Controls 0.06 cfs @ 4.72 fps)
4=10YR Weir (Weir Controls 0.02 cfs @ 0.49 fps)
Secondary OutFlow Max=0.00 cfs @ 0.00 hrs HW=496.50' (Free Discharge)
5=Emergency Spillway ( Controls 0.00 cfs)

Deer Creek Riding Stable - Basin 1
Basin 1 NOAA Precip Revised Type 1124-hr 1-yr 24hr Rainfall=2.95"
Prepared by DEWBERRY Printed 12/23/2019
HvdroCAD®10.00-25 s/n 09483 ©2019 HvdroCAD Software Solutions LLC Paae 6
w
3
0
LL
Pond 3P: DA 1 Pond
Hyd rog raph
100W'Atea,3AWat
Peaik-fiev=97.2' -
StbrageT2y545 cf
0 5 10 15 20 25 30 35 40 45 50 55 60 65 70 75 80 85 90 95 100 105110 115 120
Time (hours)
❑ Inflow
❑ Outflow
0 Primary
rl Secondary

Deer Creek Riding Stable - Basin 1
Basin 1 NOAA Precip Revised Type 11 24-hr 1-yr 24hr Rainfall=2.95"
Prepared by DEWBERRY Printed 12/23/2019
HvdroCAD®10.00-25 s/n 09483 ©2019 HvdroCAD Software Solutions LLC Paae 7
Summary for Link 5L: DA 1 Post -Developed Combined
Inflow Area = 4.700 ac, 0.00% Impervious, Inflow Depth = 0.39" for 1-yr 24hr event
Inflow = 0.32 cfs @ 12.15 hrs, Volume= 0.151 of
Primary = 0.32 cfs @ 12.15 hrs, Volume= 0.151 af, Atten= 0%, Lag= 0.0 min
Primary outflow = Inflow, Time Span= 0.00-120.00 hrs, dt= 0.05 hrs
Link 5L: DA 1 Post -Developed Combined
Hyd rog raph
�'�■Inflow
-J--1--L--1--L--L--'--J--L--L----L--L----J--L--L--'--
------L--
0.34
-- L--L--'--L--L--1--J--L--L--'--L--L----J--L--L----L--L----I
0.32 cfs
❑Prima
I I I I I I I I Primary
0.32 cfs -
--i --I--
--i-----I--
--i----�f�
F /� q i�Glar,i--
fQW1
0.32
--i --I--
--i-----I--
--i --I--
/"►1�`�Il'S��.II/
--i-----I-- --i ---- --i---G---I--
0.3
0 28
---T--7--li--T--7--1i--
--T--7--1i--7--r--lr-
--T--7--1i----r--lr- --
0.26
�I
0.24
�I
0.22
I
I I
I I
I
I I
I
I I I
I I I I I I I I I I I
H 02
U
3 0.18
0 0.16
LL
Z
—
—
—
—
— —
— — — — — — — —
0.14
I
0.12
, I
I
--
I
-----I--
I I
I
--I--
I I I
-----I-- --I-------I--
I I I I I I I I I I I
0.1
0.08
/--
��I
-- —T
--+--
7 --I--
1
--I--7--T--7----7--7--I--7--T--7--I--7--7----7--
-- T --7 --I--
1 1
7 -- 7 --I-- -- T -- --I-- 7 -- 7 --I-- --
1 1
0.06
I
I
I
I
I I I
I I I I I I I I I I I
0.04
0.02
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)

Deer Creek Riding Stable - Basin 1
Basin 1 NOAA Precip Revised Type 11 24-hr 2-yr 24hr Rainfall=3.56"
Prepared by DEWBERRY Printed 12/23/2019
HvdroCAD®10.00-25 s/n 09483 ©2019 HvdroCAD Software Solutions LLC Paae 8
Summary for Subcatchment 1S: DA 1 Pre-Dev
Runoff = 1.43 cfs @ 12.20 hrs, Volume= 0.185 af, Depth= 0.44"
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-120.00 hrs, dt= 0.05 hrs
Type II 24-hr 2-yr 24hr Rainfall=3.56"
Area (ac) CN Description
4.030 55 Woods, Good, HSG B
1.030 67 Legumes, C&T, Good, HSG B
5.060 57 Weighted Average
5.060 100.00% Pervious Area
Tc
Length
Slope
Velocity
Capacity Description
(min)
(feet)
(ft/ft)
(ft/sec)
(cfs)
18.5
100
0.0300
0.09
Sheet Flow, DA 1 Pre
Woods: Light underbrush n= 0.400 P2= 3.12"
2.6
405
0.0260
2.60
Shallow Concentrated Flow, Shallow Concentrated
Unpaved Kv= 16.1 fps
21.1 505 Total
Subcatchment 1S: DA 1 Pre-Dev
Hydrograph
I I II II II II II II II II II II II II II II II II II II II II II ❑Runoff
1.43 cfs
Type I( 24-Il'r
2-yr��l24hr RainfaIIT3.156�;"
�Runbff Area=5.060 ad
1 PL;npff'IVQIL;m'le='10.18$ clf
k6noff IDepthT0.4411'
LL I I I I I I I I I I I I I I
Flow Lencoth=505'
Tc=21.'1l mip
dN=57
0
0 5 10 15 20 25 30 35 40 45 50 55 60 65 70 75 80 85 40 45 160 165 110 115 120
Time (hours)

Deer Creek Riding Stable - Basin 1
Basin 1 NOAA Precip Revised Type 11 24-hr 2-yr 24hr Rainfall=3.56"
Prepared by DEWBERRY Printed 12/23/2019
HvdroCAD®10.00-25 s/n 09483 ©2019 HvdroCAD Software Solutions LLC Paae 9
Summary for Subcatchment 2S: DA 1 Post -Developed
Runoff = 2.39 cfs @ 12.11 hrs, Volume= 0.195 af, Depth= 0.69"
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-120.00 hrs, dt= 0.05 hrs
Type II 24-hr 2-yr 24hr Rainfall=3.56"
Area (ac) CN Description
3.200 61 >75% Grass cover, Good, HSG B
0.200 96 Gravel surface, HSG B
3.400 63 Weighted Average
3.400 100.00% Pervious Area
Tc
Length
Slope
Velocity Capacity
Description
(min)
(feet)
(ft/ft)
(ft/sec) (cfs)
14.9
100
0.0185
0.11
Sheet Flow, DA 1 Post
Grass: Dense n= 0.240 P2= 3.12"
1.3
183
0.0200
2.28
Shallow Concentrated Flow, DA 1 Post
Unpaved Kv= 16.1 fps
16.2 283 Total
Subcatchment 2S: DA 1 Post -Developed
Hydrograph
I I II II II II II II II II II II II II II II II II II II II II II ❑Runoff
2.39 cfs
lTYpe I( 24-Il'r
A.7y I I -Rai f Nfi3:156I"-
2 I � I I I I I I I I I I I I I I I
Runbff Are&3.400 ad
PL;npff'IVQILjme='10.19$ elf
Runoff (Depth-0.69"
LL
Flow Len th=283'
--I--—I--__+__+__--------�__�__+__+------------+__�_--------I--
1 Tq=16.'12 ilmip
dN=63
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)

Deer Creek Riding Stable - Basin 1
Basin 1 NOAA Precip Revised Type 11 24-hr 2-yr 24hr Rainfall=3.56"
Prepared by DEWBERRY Printed 12/23/2019
HvdroCAD®10.00-25 s/n 09483 ©2019 HvdroCAD Software Solutions LLC Paae 10
Summary for Subcatchment 4S: DA 1 Post Dev Undet
Runoff = 0.66 cfs @ 12.12 hrs, Volume= 0.060 af, Depth= 0.56"
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-120.00 hrs, dt= 0.05 hrs
Type II 24-hr 2-yr 24hr Rainfall=3.56"
Area (ac)
CN
Description
0.030
96
Gravel surface, HSG B
0.920
61
>75% Grass cover, Good, HSG B
0.350
55
Woods, Good, HSG B
1.300
60
Weighted Average
1.300
100.00% Pervious Area
Tc
Length
Slope
Velocity Capacity
Description
(min)
(feet)
(ft/ft)
(ft/sec) (cfs)
15.2
100
0.0175
0.11
Sheet Flow, Sheet Flow
Grass: Dense n= 0.240 P2= 3.12"
1.1
190
0.0340
2.97
Shallow Concentrated Flow, Shallow Conc.
Unpaved Kv= 16.1 fps
iiM- c�1461I1=M
Subcatchment 4S: DA 1 Post Dev Undet
Hydrograph
--I---
0.7
0.66
0.65 '' -- -- --' --II-- -- --+-- -----II-- -- --+--'--Y-y�P-II!2-1�'1'
0.6 n
0.55
--'-- J--1--L--+--1--J--1--1--L--1--- '--
1 rrbffLArre l_1- 300 aC-
0.5 I I I
0.45 ongff IIVQIgrn�e=10.060 -cif
--I-- ---I-- ----------I------I---------------------------------
-- , I I I I I I I I I I I I I I Ip I I I I II Irc l
u 0.4 Runes IQe„th=;0.56'�-
�I I I I I I I I I I I I I I I I' wI I I I I I I
0 0.35 Roo ILe"tt�=29a!
a------rt--r--r--------7--r--r-------rt- FV�1IV tIF�
0.3
o.zs ----I---------II�-----I-----I----;----;+---------I------I-----I----�---------II�-----III-T-- I-=-�,-6- �I�+In-6r-�0I--
-
0.2
--I-- -I--I---I---I---I---I---I--I---I---I---I---I--I---I---I---I-�--IN--=
0.15
0.1
0.05 --I--I--
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)
■ Runoff

Deer Creek Riding Stable - Basin 1
Basin 1 NOAA Precip Revised Type 11 24-hr 2-yr 24hr Rainfall=3.56"
Prepared by DEWBERRY Printed 12/23/2019
HvdroCAD®10.00-25 s/n 09483 ©2019 HvdroCAD Software Solutions LLC Paae 11
Summary for Pond 3P: DA 1 Pond
Inflow Area = 3.400 ac, 0.00% Impervious, Inflow Depth = 0.69" for 2-yr 24hr event
Inflow =
2.39 cfs @
12.11 hrs,
Volume=
0.195 of
Outflow =
0.33 cfs @
13.03 hrs,
Volume=
0.195 af, Atten= 86%, Lag= 55.1 min
Primary =
0.33 cfs @
13.03 hrs,
Volume=
0.195 of
Secondary =
0.00 cfs @
0.00 hrs,
Volume=
0.000 of
Routing by Stor-Ind method, Time Span= 0.00-120.00 hrs, dt= 0.05 hrs
Peak Elev= 497.64' @ 13.03 hrs Surf.Area= 5,230 sf Storage= 3,155 cf
Plug -Flow detention time= 356.0 min calculated for 0.195 of (100% of inflow)
Center -of -Mass det. time= 356.3 min ( 1,256.7 - 900.4 )
Volume Invert
Avail.Storage Storage Description
#1 496.50'
35,741 cf Custom Stage Data (Prismatic)-isted below (Recalc)
Elevation Surf.Area
Inc.Store Cum.Store
(feet)
(sq-ft)
(cubic -feet) (cubic -feet)
496.50
25
0 0
497.00
2,556
645 645
498.00
6,704
4,630 5,275
499.00
9,496
8,100 13,375
500.00
11,083
10,290 23,665
501.00
13,069
12,076 35,741
Device Routing
Invert
Outlet Devices
#1 Primary
496.50'
24.0" Round Culvert
L= 100.0' CMP, square edge headwall, Ke= 0.500
Inlet / Outlet Invert= 496.50' / 496.00' S= 0.0050'/' Cc= 0.900
n= 0.025 Corrugated metal, Flow Area= 3.14 sf
#2 Device 1
498.50'
30.0" Horiz. Top of Riser C= 0.600
Limited to weir flow at low heads
#3 Device 1
496.50'
1.5" Vert. Low Flow Orifice C= 0.600
#4 Device 1
497.50'
1.5' long 10YR Weir 2 End Contraction(s)
#5 Secondary
499.50'
5.0' long x 190.0' breadth Emergency Spillway
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=0.33 cfs @ 13.03 hrs HW=497.64' (Free Discharge)
L1=Culvert (Passes 0.33 cfs of 3.52 cfs potential flow)
2=Top of Riser ( Controls 0.00 cfs)
3=Low Flow Orifice (Orifice Controls 0.06 cfs @ 5.01 fps)
4=10YR Weir (Weir Controls 0.26 cfs @ 1.24 fps)
Secondary OutFlow Max=0.00 cfs @ 0.00 hrs HW=496.50' (Free Discharge)
5=Emergency Spillway ( Controls 0.00 cfs)

Deer Creek Riding Stable - Basin 1
Basin 1 NOAA Precip Revised Type 11 24-hr 2-yr 24hr Rainfall=3.56"
Prepared by DEWBERRY Printed 12/23/2019
HvdroCAD®10.00-25 s/n 09483 ©2019 HvdroCAD Software Solutions LLC Paae 12
Pond 3P: DA 1 Pond
Hyd rog raph
❑ Inflow
2.3s cfs �El Outflow
Primary
1hf1OW Atea,3.400 gat 0-1Secondary
StbrageT3y155 cf
0.33 cfs
0.33 cfs
0 5 10 15 20 25 30 35 40 45 50 55 60 65 70 75 80 85 90 95 100 105110 115 120
Time (hours)

Deer Creek Riding Stable - Basin 1
Basin 1 NOAA Precip Revised Type 11 24-hr 2-yr 24hr Rainfall=3.56"
Prepared by DEWBERRY Printed 12/23/2019
HvdroCAD®10.00-25 s/n 09483 ©2019 HvdroCAD Software Solutions LLC Paae 13
Summary for Link 5L: DA 1 Post -Developed Combined
Inflow Area = 4.700 ac, 0.00% Impervious, Inflow Depth = 0.65" for 2-yr 24hr event
Inflow = 0.71 cfs @ 12.12 hrs, Volume= 0.256 of
Primary = 0.71 cfs @ 12.12 hrs, Volume= 0.256 af, Atten= 0%, Lag= 0.0 min
Primary outflow = Inflow, Time Span= 0.00-120.00 hrs, dt= 0.05 hrs
Link 5L: DA 1 Post -Developed Combined
Hyd rog raph
-----II-- --I, --II--
--I,-----II--
--I, --II--
--I,-----II-- --I,------I,
-----II-- ■Inflow
--0.71cfs +--------+----------+---------------+------------�--
Primary
0.75
,I
I
I I I
0.71 cfs
I
I I
I I I I
I wI
QaI
t 41
0GI arI
07
--------------------------
--J� T-I =I
_
0.65
AF
-- -T--I----T--I
--I--
--T--I----4--r----�--T--I
--I--
--r--I-- --
0.6
-+------+--
--I--
--+-- --I--
-- --I-- --+-- --I--
L ----I----
0.5
Y__r--I__7--t__r--I__Y--r--I--7--t--r--I--7--r--I--7--
w 0.45
w
I
I
-
U
�
t--Ir----7--Ir--I--
I
I
I I
I I I I I
I I I
° 0.35
LL
--
--t--Ir----rt--r--I--
--t--Ir--I--
--r--I-- --
0.3
0.25
0.2
'I
0.15
i--
0.05
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)

Deer Creek Riding Stable - Basin 1
Basin 1 NOAA Precip Revised Type 11 24-hr 10-yr 24hr Rainfall=5.20"
Prepared by DEWBERRY Printed 12/23/2019
HvdroCAD®10.00-25 s/n 09483 ©2019 HvdroCAD Software Solutions LLC Paae 14
Summary for Subcatchment 1S: DA 1 Pre-Dev
Runoff = 5.69 cfs @ 12.17 hrs, Volume= 0.511 af, Depth= 1.21"
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-120.00 hrs, dt= 0.05 hrs
Type II 24-hr 10-yr 24hr Rainfall=5.20"
Area (ac) CN Description
4.030 55 Woods, Good, HSG B
1.030 67 Legumes, C&T, Good, HSG B
5.060 57 Weighted Average
5.060 100.00% Pervious Area
Tc
Length
Slope
Velocity
Capacity Description
(min)
(feet)
(ft/ft)
(ft/sec)
(cfs)
18.5
100
0.0300
0.09
Sheet Flow, DA 1 Pre
Woods: Light underbrush n= 0.400 P2= 3.12"
2.6
405
0.0260
2.60
Shallow Concentrated Flow, Shallow Concentrated
Unpaved Kv= 16.1 fps
21.1 505 Total
Subcatchment 1S: DA 1 Pre-Dev
Hydrograph
--+--�--+--+--+--+--+--+-+--+--+--+--+--+--+-+--+--+--+--+--+--�--+-- ■Runoff
6 5.69 cfs
lTYpe I(24-Il'r
5 10-yr24hr Rainfa►IIT5.20"
Runbff Arela=5.060 ad
4 PL;npff'IVQIL;m'le='10.$11 clf
w I I I I I I I I I I I I I I
Rulno-ffbIepth� .21'P--
�
-- -----1--1--1---1---1--J--1--+--+--L--T11
3 Flo,w'LdnOth=505'
LL I I I I I I I I I I I I I I
--'I-- -'I-- 'I- 'I--'---'I---'I---'I---'I- 'I - 'I--'---'I---'I---'I---'I-
2 dN=57
1 I I I I I I I I I I I I I I I I I I I I
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)

Deer Creek Riding Stable - Basin 1
Basin 1 NOAA Precip Revised Type 11 24-hr 10-yr 24hr Rainfall=5.20"
Prepared by DEWBERRY Printed 12/23/2019
HvdroCAD®10.00-25 s/n 09483 ©2019 HvdroCAD Software Solutions LLC Paae 15
Summary for Subcatchment 2S: DA 1 Post -Developed
Runoff = 6.57 cfs @ 12.10 hrs, Volume= 0.464 af, Depth= 1.64"
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-120.00 hrs, dt= 0.05 hrs
Type II 24-hr 10-yr 24hr Rainfall=5.20"
Area (ac) CN Description
3.200 61 >75% Grass cover, Good, HSG B
0.200 96 Gravel surface, HSG B
3.400 63 Weighted Average
3.400 100.00% Pervious Area
Tc
Length
Slope
Velocity Capacity
Description
(min)
(feet)
(ft/ft)
(ft/sec) (cfs)
14.9
100
0.0185
0.11
Sheet Flow, DA 1 Post
Grass: Dense n= 0.240 P2= 3.12"
1.3
183
0.0200
2.28
Shallow Concentrated Flow, DA 1 Post
Unpaved Kv= 16.1 fps
16.2 283 Total
Subcatchment 2S: DA 1 Post -Developed
Hydrograph
1 I I 1 I 1 1 1 I _ ■Runoff
7 1 I 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1
6.57 cfs 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1
- -- ----+----- ----+--r--'----------,Typp,Jl24-1hr-
6 10-1'yr�'124hr RainfaillT5.201'
-- -- 1--1-- 1---L--Run6ff Are6=14-00-ac-
5
PL;npff'IVQI�m;e='10.464 elf
---
--T--T--T-------------T--T----------------T--T
4 RuOff'1Depth=0.i64"
1 1 1-F-I-ow'L6nt th-2-83'-
lL—I__1__T--T--I---I---I--T--T--T--T--T— I_ T
3 Tr,=16.'2 mip
2 N=6
1 I I I I I I I I I I I I I I I I I I I I I I
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)

Deer Creek Riding Stable - Basin 1
Basin 1 NOAA Precip Revised Type 11 24-hr 10-yr 24hr Rainfall=5.20"
Prepared by DEWBERRY Printed 12/23/2019
HvdroCAD®10.00-25 s/n 09483 ©2019 HvdroCAD Software Solutions LLC Paae 16
Summary for Subcatchment 4S: DA 1 Post Dev Undet
Runoff = 2.11 cfs @ 12.10 hrs, Volume= 0.154 af, Depth= 1.42"
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-120.00 hrs, dt= 0.05 hrs
Type II 24-hr 10-yr 24hr Rainfall=5.20"
Area (ac) CN Description
0.030 96 Gravel surface, HSG B
0.920 61 >75% Grass cover, Good, HSG B
0.350 55 Woods. Good. HSG B
1.300 60 Weighted Average
1.300 100.00% Pervious Area
Tc
Length
Slope
Velocity Capacity
Description
(min)
(feet)
(ft/ft)
(ft/sec) (cfs)
15.2
100
0.0175
0.11
Sheet Flow, Sheet Flow
Grass: Dense n= 0.240 P2= 3.12"
1.1
190
0.0340
2.97
Shallow Concentrated Flow, Shallow Conc.
Unpaved Kv= 16.1 fps
iiM- c�1461I1=M
Subcatchment 4S: DA 1 Post Dev Undet
Hydrograph
� � �I �I �I �I �I �I �I �I �I �I �I �I �I �I �I �I �I �I �I �I �I ❑Runoff
2.11 cfs
--,--,- - -- --,- - - -- --,Type 11-2 -hr-
10-'Yr1��24hr RainfaillT5.20"
Runbff Area=1.300 ad
PZLjnO4,VQIL;me='0.154 �f
Runoff Del
pthT1.42;"
-- -- --' -- -- -- --' -- F-Idw L6nOth=290'-
Tr,=16.',3 mip
4N=6b
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)

Basin 1 NOAA Precip Revised
Prepared by DEWBERRY
HvdroCAD® 10.00-25 s/n 09483 © 2019
Deer Creek Riding Stable - Basin 1
Type 11 24-hr 10-yr 24hr Rainfall=5.20"
roCAD Software Solutions LLC
Summary for Pond 3P: DA 1 Pond
Printed 12/23/2019
Inflow Area = 3.400 ac, 0.00% Impervious, Inflow Depth = 1.64" for 10-yr 24hr event
Paae 17
Inflow =
6.57 cfs @
12.10 hrs,
Volume=
0.464 of
Outflow =
2.34 cfs @
12.36 hrs,
Volume=
0.464 af, Atten= 64%, Lag= 15.6 min
Primary =
2.34 cfs @
12.36 hrs,
Volume=
0.464 of
Secondary =
0.00 cfs @
0.00 hrs,
Volume=
0.000 of
Routing by Stor-Ind method, Time Span= 0.00-120.00 hrs, dt= 0.05 hrs
Peak Elev= 498.13' @ 12.36 hrs Surf.Area= 7,080 sf Storage= 6,203 cf
Plug -Flow detention time= 174.3 min calculated for 0.464 of (100% of inflow)
Center -of -Mass det. time= 174.7 min ( 1,044.7 - 870.0 )
Volume Invert
Avail.Storage Storage Description
#1 496.50'
35,741 cf Custom Stage Data (Prismatic)-isted below (Recalc)
Elevation Surf.Area
Inc.Store Cum.Store
(feet)
(sq-ft)
(cubic -feet) (cubic -feet)
496.50
25
0 0
497.00
2,556
645 645
498.00
6,704
4,630 5,275
499.00
9,496
8,100 13,375
500.00
11,083
10,290 23,665
501.00
13,069
12,076 35,741
Device Routing
Invert
Outlet Devices
#1 Primary
496.50'
24.0" Round Culvert
L= 100.0' CMP, square edge headwall, Ke= 0.500
Inlet / Outlet Invert= 496.50' / 496.00' S= 0.0050'/' Cc= 0.900
n= 0.025 Corrugated metal, Flow Area= 3.14 sf
#2 Device 1
498.50'
30.0" Horiz. Top of Riser C= 0.600
Limited to weir flow at low heads
#3 Device 1
496.50'
1.5" Vert. Low Flow Orifice C= 0.600
#4 Device 1
497.50'
1.5' long 10YR Weir 2 End Contraction(s)
#5 Secondary
499.50'
5.0' long x 190.0' breadth Emergency Spillway
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=2.34 cfs @ 12.36 hrs HW=498.13' (Free Discharge)
L1=Culvert (Passes 2.34 cfs of 6.61 cfs potential flow)
2=Top of Riser ( Controls 0.00 cfs)
3=Low Flow Orifice (Orifice Controls 0.07 cfs @ 6.04 fps)
4=10YR Weir (Weir Controls 2.27 cfs @ 2.60 fps)
Secondary OutFlow Max=0.00 cfs @ 0.00 hrs HW=496.50' (Free Discharge)
5=Emergency Spillway ( Controls 0.00 cfs)

Deer Creek Riding Stable - Basin 1
Basin 1 NOAA Precip Revised Type 11 24-hr 10-yr 24hr Rainfall=5.20"
Prepared by DEWBERRY Printed 12/23/2019
HvdroCAD®10.00-25 s/n 09483 ©2019 HvdroCAD Software Solutions LLC Paae 18
Pond 3P: DA 1 Pond
Hyd rog raph
❑ Inflow
I
6.57 cfs ❑ Outflow
El Primary
——--+--------+----+----+—��Q�l'FFG�a�.��— MSecondary
7
Peak Oev=498.13,'
— — —II — — T — —II — — T — —I— — T — —II — — T — — — — T — — II— — T — — T — T — — T — T — — T — I— — T — T — — T —
6 Stbrage "6y203, cf
5
- - -I------T--I---
---T---- T---- T---- T---- T - -
I-- -- - --T-
N I I I I I I I I I I I I I I I I I I I I I I
u 4
3 I I I I I I I I I I I I I I I I I I I I I I
O 2.34 cfs
LL 3 2.34 cfs
__________I--T__I__=----------—�--�-
2
0.00 cfs
0 5 10 15 20 25 30 35 40 45 50 55 60 65 70 75 80 85 90 95 100 105110 115 120
Time (hours)

Deer Creek Riding Stable - Basin 1
Basin 1 NOAA Precip Revised Type 11 24-hr 10-yr 24hr Rainfall=5.20"
Prepared by DEWBERRY Printed 12/23/2019
HvdroCAD®10.00-25 s/n 09483 ©2019 HvdroCAD Software Solutions LLC Paae 19
Summary for Link 5L: DA 1 Post -Developed Combined
Inflow Area = 4.700 ac, 0.00% Impervious, Inflow Depth = 1.58" for 10-yr 24hr event
Inflow = 3.47 cfs @ 12.21 hrs, Volume= 0.618 of
Primary = 3.47 cfs @ 12.21 hrs, Volume= 0.618 af, Atten= 0%, Lag= 0.0 min
Primary outflow = Inflow, Time Span= 0.00-120.00 hrs, dt= 0.05 hrs
Link 5L: DA 1 Post -Developed Combined
Hyd rog raph
■ Inflow
❑ Primary
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)

Deer Creek Riding Stable - Basin 1
Basin 1 NOAA Precip Revised Type 1124-hr 25-yr24hrRainfall=6.21"
Prepared by DEWBERRY Printed 12/23/2019
HvdroCAD®10.00-25 s/n 09483 ©2019 HvdroCAD Software Solutions LLC Paae 20
Summary for Subcatchment 1S: DA 1 Pre-Dev
Runoff = 9.05 cfs @ 12.16 hrs, Volume= 0.761 af, Depth= 1.80"
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-120.00 hrs, dt= 0.05 hrs
Type II 24-hr 25-yr 24hr Rainfall=6.21"
Area (ac) CN Description
4.030 55 Woods, Good, HSG B
1.030 67 Legumes, C&T, Good, HSG B
5.060 57 Weighted Average
5.060 100.00% Pervious Area
Tc
Length
Slope
Velocity
Capacity Description
(min)
(feet)
(ft/ft)
(ft/sec)
(cfs)
18.5
100
0.0300
0.09
Sheet Flow, DA 1 Pre
Woods: Light underbrush n= 0.400 P2= 3.12"
2.6
405
0.0260
2.60
Shallow Concentrated Flow, Shallow Concentrated
Unpaved Kv= 16.1 fps
21.1 505 Total
Subcatchment 1S: DA 1 Pre-Dev
Hydrograph
10 ■Runoff
9.05 cfs
9 Type III2 _hr
257 r��24hr Rainfa►IIT6.21
-��--,--�--t--r--��---��---��--�--,--,--rtF�unbff-A'reA =S.-06D a -
7
6
I I I I I I I I I I I I I I I � ��'- _ -------------------------------------Rtino# Depth;a:0
LL - ---1--J--1----L----------J-- ----1--L-loaar'Le�ncthl=0'--
4 �i
------------------'�-- �Tp-��-dip--
3 dN=57
2
--I-- —--T--T--T——T----------T--
——T——T——T——T——--------T——T——T——T——
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)

Deer Creek Riding Stable - Basin 1
Basin 1 NOAA Precip Revised Type 1124-hr 25-yr24hrRainfall=6.21"
Prepared by DEWBERRY Printed 12/23/2019
HvdroCAD®10.00-25 s/n 09483 ©2019 HvdroCAD Software Solutions LLC Paae 21
Summary for Subcatchment 2S: DA 1 Post -Developed
Runoff = 9.57 cfs @ 12.09 hrs, Volume= 0.659 af, Depth= 2.32"
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-120.00 hrs, dt= 0.05 hrs
Type II 24-hr 25-yr 24hr Rainfall=6.21"
Area (ac) CN Description
3.200 61 >75% Grass cover, Good, HSG B
0.200 96 Gravel surface, HSG B
3.400 63 Weighted Average
3.400 100.00% Pervious Area
Tc
Length
Slope
Velocity Capacity
Description
(min)
(feet)
(ft/ft)
(ft/sec) (cfs)
14.9
100
0.0185
0.11
Sheet Flow, DA 1 Post
Grass: Dense n= 0.240 P2= 3.12"
1.3
183
0.0200
2.28
Shallow Concentrated Flow, DA 1 Post
Unpaved Kv= 16.1 fps
16.2 283 Total
Subcatchment 2S: DA 1 Post -Developed
Hydrograph
I __I___I___I__-I-- I�__ I---I---I___I___I___I-- �-- I�__ I---I---I___I___I___I-- I�__ I� __r __r--- ■Runoff
10 9.57 cfs
9
--I-- -I-- r--r--------I-- -- ----+--r--r-----ITyp� NI2 -hr
- - -II-- -- --Ir --Ir --Ir-----II-- 2.yrIli24h--Rainfal[=S.21 '--
$I I I I
--'I-----J--1----L--------__L_ _- __-,Run ff Are&3AODad-
7 R nOff lI I l lime=1O, 0-50- Of -
- ----rt--fi--r--------'I-- -- - -
w 6-
��
_ ---_I-- -- - --_I-- -- -- -Runoff IDeipthT2. 2 --
0 5 Flow I'ILdn th=283'
,I
4 - Tq=16.2 mip
-
-r---r--r--r--r--r-------r--r--r--r--r--r--r-------r---r ---
3 N=0
z 'I
--I--I--�--�--+--r--I---I---I--�--�--�--+--r--r--I---I---I--�--+--r--r--
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)

Deer Creek Riding Stable - Basin 1
Basin 1 NOAA Precip Revised Type 1124-hr 25-yr24hrRainfall=6.21"
Prepared by DEWBERRY Printed 12/23/2019
HvdroCAD®10.00-25 s/n 09483 ©2019 HvdroCAD Software Solutions LLC Paae 22
Summary for Subcatchment 4S: DA 1 Post Dev Undet
Runoff = 3.18 cfs @ 12.10 hrs, Volume= 0.223 af, Depth= 2.06"
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-120.00 hrs, dt= 0.05 hrs
Type II 24-hr 25-yr 24hr Rainfall=6.21"
Area (ac) CN Description
0.030 96 Gravel surface, HSG B
0.920 61 >75% Grass cover, Good, HSG B
0.350 55 Woods. Good. HSG B
1.300 60 Weighted Average
1.300 100.00% Pervious Area
Tc
Length
Slope
Velocity Capacity
Description
(min)
(feet)
(ft/ft)
(ft/sec) (cfs)
15.2
100
0.0175
0.11
Sheet Flow, Sheet Flow
Grass: Dense n= 0.240 P2= 3.12"
1.1
190
0.0340
2.97
Shallow Concentrated Flow, Shallow Conc.
Unpaved Kv= 16.1 fps
iiM- c�1461I1=M
Subcatchment 4S: DA 1 Post Dev Undet
Hydrograph
I I II II II II II II II II II II II II II II II II II II II II II ■Runoff
1 3.18 cfs 11 1 1
-- --11----Y--fi--11---11---11-- --rt--t--r--1r--11---11---11--YTYpe11111-24--hr-
3
25-11yr11124hr RainfaillT6.�21"
Rwnbff A'1rea=1.300 ac
- - - -11 - P4n-pff 111 qW mq=,D.24 -clf - ---,--T--T--I--1---1--�--�- T-
2 Ru�lnoff111DepthT2.p61'
V 1 1 1 1 1 1 1 1 1 1 1 1 1
Flow Length=290'
LL I I I I I I I I I I I I I I I I
Tc=16.1113 mip
1 4N=60
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)

Deer Creek Riding Stable - Basin 1
Basin 1 NOAA Precip Revised Type 1124-hr 25-yr24hrRainfall=6.21"
Prepared by DEWBERRY Printed 12/23/2019
HvdroCAD®10.00-25 s/n 09483 ©2019 HvdroCAD Software Solutions LLC Paae 23
Summary for Pond 3P: DA 1 Pond
Inflow Area = 3.400 ac, 0.00% Impervious, Inflow Depth = 2.32" for 25-yr 24hr event
Inflow =
9.57 cfs @
12.09 hrs,
Volume=
0.659 of
Outflow =
4.05 cfs @
12.31 hrs,
Volume=
0.659 af, Atten= 58%, Lag= 12.9 min
Primary =
4.05 cfs @
12.31 hrs,
Volume=
0.659 of
Secondary =
0.00 cfs @
0.00 hrs,
Volume=
0.000 of
Routing by Stor-Ind method, Time Span= 0.00-120.00 hrs, dt= 0.05 hrs
Peak Elev= 498.45' @ 12.31 hrs Surf.Area= 7,963 sf Storage= 8,582 cf
Plug -Flow detention time= 133.1 min calculated for 0.659 of (100% of inflow)
Center -of -Mass det. time= 132.9 min ( 992.1 - 859.2 )
Volume Invert
Avail.Storage Storage Description
#1 496.50'
35,741 cf Custom Stage Data (Prismatic)-isted below (Recalc)
Elevation Surf.Area
Inc.Store Cum.Store
(feet)
(sq-ft)
(cubic -feet) (cubic -feet)
496.50
25
0 0
497.00
2,556
645 645
498.00
6,704
4,630 5,275
499.00
9,496
8,100 13,375
500.00
11,083
10,290 23,665
501.00
13,069
12,076 35,741
Device Routing
Invert
Outlet Devices
#1 Primary
496.50'
24.0" Round Culvert
L= 100.0' CMP, square edge headwall, Ke= 0.500
Inlet / Outlet Invert= 496.50' / 496.00' S= 0.0050'/' Cc= 0.900
n= 0.025 Corrugated metal, Flow Area= 3.14 sf
#2 Device 1
498.50'
30.0" Horiz. Top of Riser C= 0.600
Limited to weir flow at low heads
#3 Device 1
496.50'
1.5" Vert. Low Flow Orifice C= 0.600
#4 Device 1
497.50'
1.5' long 10YR Weir 2 End Contraction(s)
#5 Secondary
499.50'
5.0' long x 190.0' breadth Emergency Spillway
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=4.04 cfs @ 12.31 hrs HW=498.45' (Free Discharge)
L1=Culvert (Passes 4.04 cfs of 8.67 cfs potential flow)
2=Top of Riser ( Controls 0.00 cfs)
3=Low Flow Orifice (Orifice Controls 0.08 cfs @ 6.61 fps)
4=10YR Weir (Weir Controls 3.96 cfs @ 3.19 fps)
Secondary OutFlow Max=0.00 cfs @ 0.00 hrs HW=496.50' (Free Discharge)
5=Emergency Spillway ( Controls 0.00 cfs)

Deer Creek Riding Stable - Basin 1
Basin 1 NOAA Precip Revised Type 1124-hr 25-yr24hrRainfall=6.21"
Prepared by DEWBERRY Printed 12/23/2019
HvdroCAD®10.00-25 s/n 09483 ©2019 HvdroCAD Software Solutions LLC Paae 24
Pond 3P: DA 1 Pond
Hyd rog raph
-----+--+----+----+----+-------+------+----+----+--I--+--
■Inflow
9.57 cfs
--L--1--1--1--1--1--1--1--
- I-
-1 flowAtea-" ��1 --
[lUtfIOW
Primary
�Se
Secondary
10
--1--1-----I--
--I-- --I-- --I--
-----'IIP�1�(fllrv=14918:IIF-
9
StbraoeT$1'Ia5$21-c1f-
H
--- 7--r----?----
Y -- I -- T ----
7-- r- 7-- r- - --? - I---r--I--T--I-- Y --
--11---1--1--+--1'I--4--1'I--4--1'I--I--I-
--1--1--+--1'I--1--1'I--4--1'I--4--
w 6
u
'-'
3
--- +--+--I--+--I--+--I--+--I--+--+-+--+--I--+--I--+--I--+--I--+--
4.05 cfs I
J--L--1--1--1--1--1--1--1--
I I I I I I I I
I I I I I I I I I I I I
O 5
LL
4.05 cfs
--L-J--L--1--1--1--L--1--1--1--1--
4
- -
3
---,
--1-- --1-- --1-----1-----,
--1--, --1-- --1--, --1-- --1-- --
2
1
0.00 cfs
0
0
5 10 15 20 25 30
35 40 45 50 55 60 65 70
75 80 85 90 95 100 105110 115 120
Time (hours)

Deer Creek Riding Stable - Basin 1
Basin 1 NOAA Precip Revised Type 1124-hr 25-yr24hrRainfall=6.21"
Prepared by DEWBERRY Printed 12/23/2019
HvdroCAD®10.00-25 s/n 09483 ©2019 HvdroCAD Software Solutions LLC Paae 25
Summary for Link 5L: DA 1 Post -Developed Combined
Inflow Area = 4.700 ac, 0.00% Impervious, Inflow Depth = 2.25" for 25-yr 24hr event
Inflow = 6.04 cfs @ 12.18 hrs, Volume= 0.882 of
Primary = 6.04 cfs @ 12.18 hrs, Volume= 0.882 af, Atten= 0%, Lag= 0.0 min
Primary outflow = Inflow, Time Span= 0.00-120.00 hrs, dt= 0.05 hrs
Link 5L: DA 1 Post -Developed Combined
Hyd rog raph
■ Inflow
❑ Prima
—6.04 cfs+--+--+—+--+--+--+—+--+--+--+—+--+--+--+—+--+--+--+--i--+-- ry
6.04 cfs tn f!l ow A irea=4.100 4 c
g
s
w 4
0
a 3
2
.O 65 iO i5 :O i5 40 45 160

Deer Creek Riding Stable - Basin 1
Basin 1 NOAA Precip Revised Type/1 24-hr 50-yr 24hr Rainfall=7.03"
Prepared by DEWBERRY Printed 12/23/2019
HvdroCAD®10.00-25 s/n 09483 ©2019 HvdroCAD Software Solutions LLC Paae 26
Summary for Subcatchment 1S: DA 1 Pre-Dev
Runoff = 12.05 cfs @ 12.15 hrs, Volume= 0.984 af, Depth= 2.33"
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-120.00 hrs, dt= 0.05 hrs
Type II 24-hr 50-yr 24hr Rainfall=7.03"
Area (ac) CN Description
4.030 55 Woods, Good, HSG B
1.030 67 Legumes, C&T, Good, HSG B
5.060 57 Weighted Average
5.060 100.00% Pervious Area
Tc
Length
Slope
Velocity
Capacity Description
(min)
(feet)
(ft/ft)
(ft/sec)
(cfs)
18.5
100
0.0300
0.09
Sheet Flow, DA 1 Pre
Woods: Light underbrush n= 0.400 P2= 3.12"
2.6
405
0.0260
2.60
Shallow Concentrated Flow, Shallow Concentrated
Unpaved Kv= 16.1 fps
21.1 505 Total
Subcatchment 1S: DA 1 Pre-Dev
Hydrograph
13 ■Runoff
12.05 cfsTT__Qp�p_ _
12 -i-- ----+--+--r--r--i-- -- ----+--+--r--r--iTyi�T-�I+� -fir' -
----
11 I-50-yr+24h-r- Ra l f�`lfall= 7-.03.�- -
--r----r--r--r--r--r--r--i--r- r-
10 1
- Run ff Are�={.{�6� ad -
-' r--r--r--r--r--r-r--r--r--r- r r
9
-- ---r-- r--r--r-- -- -- r-- $ Rpnpff'-Vplpme=O."4- fi-
I I � � � � I I I I
Runoff DephT3
LL 6 Flow �Ldncdth=505'
s'I
--------------------------�-- T1,1 imip--
4
-r- - ----+--+----- +--+--+--+--+--+-- --+- N, 57 -
3
--r- -i--r--r--r--r--r--r--i--r--r--r--r--r--r--r--i--r--r--r--r--r--
2
--r- i--r--r--r--r--r--r--i--r--r--r--r--r--r--r--i--r--r--r--r--r--
1 i it it it it it it it it it it it it it it it it it it it
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)

Deer Creek Riding Stable - Basin 1
Basin 1 NOAA Precip Revised Type/1 24-hr 50-yr 24hr Rainfall=7.03"
Prepared by DEWBERRY Printed 12/23/2019
HvdroCAD®10.00-25 s/n 09483 ©2019 HvdroCAD Software Solutions LLC Paae 27
Summary for Subcatchment 2S: DA 1 Post -Developed
Runoff = 12.17 cfs @ 12.09 hrs, Volume= 0.828 af, Depth= 2.92"
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-120.00 hrs, dt= 0.05 hrs
Type II 24-hr 50-yr 24hr Rainfall=7.03"
Area (ac) CN Description
3.200 61 >75% Grass cover, Good, HSG B
0.200 96 Gravel surface, HSG B
3.400 63 Weighted Average
3.400 100.00% Pervious Area
Tc
Length
Slope
Velocity Capacity
Description
(min)
(feet)
(ft/ft)
(ft/sec) (cfs)
14.9
100
0.0185
0.11
Sheet Flow, DA 1 Post
Grass: Dense n= 0.240 P2= 3.12"
1.3
183
0.0200
2.28
Shallow Concentrated Flow, DA 1 Post
Unpaved Kv= 16.1 fps
16.2 283 Total
Subcatchment 2S: DA 1 Post -Developed
Hydrograph
--'---'---'-------'---'---'---'------------=----------------'-- -- --T
- - ■Runoff
13
12.17 cfs -------------�---- -- --L--
_________________________________ `,np
12 ---J--1--i--L--'---'-----J--1--1--1--L--'r-----'ITY `s-11i2 -hr -
11-60..yr,_24h_-Rainfall;;7 037 -
10---+--+--+--+----------+--+--+--+Ruflbf#-AkreA= .400-ac -
----
9 # Fi ]/�(�7r
--r----r--r--r--r--r--r----r--r--r tTQ#f��Qlplmlle=;8.$2$ "T'
8
w - -T T--T--T--T --'r -- T-- T-- T--T-- Rurnoff DeptliT2�-
V 7
o , � �-,---,-- --; --; --;--,---,---,-- -- --; --;--�low'Le�notl1=a83'
a 6
III
5 Tq=j6.2 �i�--
4
- -i-- -- -- ----------i-- -- -- --+-- ----------i-- -- =�63 --
3
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)

Deer Creek Riding Stable - Basin 1
Basin 1 NOAA Precip Revised Type/1 24-hr 50-yr 24hr Rainfall=7.03"
Prepared by DEWBERRY Printed 12/23/2019
HvdroCAD®10.00-25 s/n 09483 ©2019 HvdroCAD Software Solutions LLC Paae 28
Summary for Subcatchment 4S: DA 1 Post Dev Undet
Runoff = 4.12 cfs @ 12.10 hrs, Volume= 0.284 af, Depth= 2.62"
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-120.00 hrs, dt= 0.05 hrs
Type II 24-hr 50-yr 24hr Rainfall=7.03"
Area (ac) CN Description
0.030 96 Gravel surface, HSG B
0.920 61 >75% Grass cover, Good, HSG B
0.350 55 Woods. Good. HSG B
1.300 60 Weighted Average
1.300 100.00% Pervious Area
Tc
Length
Slope
Velocity Capacity
Description
(min)
(feet)
(ft/ft)
(ft/sec) (cfs)
15.2
100
0.0175
0.11
Sheet Flow, Sheet Flow
Grass: Dense n= 0.240 P2= 3.12"
1.1
190
0.0340
2.97
Shallow Concentrated Flow, Shallow Conc.
Unpaved Kv= 16.1 fps
iiM- c�1461I1=M
Subcatchment 4S: DA 1 Post Dev Undet
Hydrograph
� � �I �I �I �I �I �I �I �I �I �I �I �I �I �I �I �I �I �I �I �I �I ■Runoff
4.12 cfs
--r—--i--r--r--r--r--i---i--r--r--t--r--r--r--i---i--r--r--r--r--- —i--
4 Type II 2 -1�r
50-'Yr1��24hr RainfaillT7.031'
--Runbff - A--1,3D0-ac-
3 KO O VO I L06-0.284 elf
Runoff Del pthT2.i62;1'
3 --I- -I-- T--T- I---I----T--T-- --I-- -late�ncI--T -fFl=-
LL z
w a�30
Tr,=16.3 mip
1 I I I I I I I I I I I I I I I I I I I I I I
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)

Deer Creek Riding Stable - Basin 1
Basin 1 NOAA Precip Revised Type/1 24-hr 50-yr 24hr Rainfall=7.03"
Prepared by DEWBERRY Printed 12/23/2019
HvdroCAD®10.00-25 s/n 09483 ©2019 HvdroCAD Software Solutions LLC Paae 29
Summary for Pond 3P: DA 1 Pond
Inflow Area = 3.400 ac, 0.00% Impervious, Inflow Depth = 2.92" for 50-yr 24hr event
Inflow =
12.17 cfs @
12.09 hrs,
Volume=
0.828 of
Outflow =
6.77 cfs @
12.26 hrs,
Volume=
0.828 af, Atten= 44%, Lag= 9.8 min
Primary =
6.77 cfs @
12.26 hrs,
Volume=
0.828 of
Secondary =
0.00 cfs @
0.00 hrs,
Volume=
0.000 of
Routing by Stor-Ind method, Time Span= 0.00-120.00 hrs, dt= 0.05 hrs
Peak Elev= 498.65' @ 12.26 hrs Surf.Area= 8,528 sf Storage= 10,250 cf
Plug -Flow detention time= 111.1 min calculated for 0.828 of (100% of inflow)
Center -of -Mass det. time= 111.5 min ( 963.9 - 852.4 )
Volume Invert
Avail.Storage Storage Description
#1 496.50'
35,741 cf Custom Stage Data (Prismatic)-isted below (Recalc)
Elevation Surf.Area
Inc.Store Cum.Store
(feet)
(sq-ft)
(cubic -feet) (cubic -feet)
496.50
25
0 0
497.00
2,556
645 645
498.00
6,704
4,630 5,275
499.00
9,496
8,100 13,375
500.00
11,083
10,290 23,665
501.00
13,069
12,076 35,741
Device Routing
Invert
Outlet Devices
#1 Primary
496.50'
24.0" Round Culvert
L= 100.0' CMP, square edge headwall, Ke= 0.500
Inlet / Outlet Invert= 496.50' / 496.00' S= 0.0050'/' Cc= 0.900
n= 0.025 Corrugated metal, Flow Area= 3.14 sf
#2 Device 1
498.50'
30.0" Horiz. Top of Riser C= 0.600
Limited to weir flow at low heads
#3 Device 1
496.50'
1.5" Vert. Low Flow Orifice C= 0.600
#4 Device 1
497.50'
1.5' long 10YR Weir 2 End Contraction(s)
#5 Secondary
499.50'
5.0' long x 190.0' breadth Emergency Spillway
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=6.72 cfs @ 12.26 hrs HW=498.65' (Free Discharge)
L1=Culvert (Passes 6.72 cfs of 9.88 cfs potential flow)
2=Top of Riser (Weir Controls 1.51 cfs @ 1.27 fps)
3=Low Flow Orifice (Orifice Controls 0.09 cfs @ 6.96 fps)
4=10YR Weir (Weir Controls 5.13 cfs @ 3.51 fps)
Secondary OutFlow Max=0.00 cfs @ 0.00 hrs HW=496.50' (Free Discharge)
5=Emergency Spillway ( Controls 0.00 cfs)

Deer Creek Riding Stable - Basin 1
Basin 1 NOAA Precip Revised Type/1 24-hr 50-yr 24hr Rainfall=7.03"
Prepared by DEWBERRY Printed 12/23/2019
HvdroCAD®10.00-25 s/n 09483 ©2019 HvdroCAD Software Solutions LLC Paae 30
Pond 3P: DA 1 Pond
Hyd rog raph
- 12.17 cfs
1 I
■ Inflow
M Outflow
r--r--i--t--i--r--r-r--r-r--r-r--r--i--t�-i�--r�-}-i-A-rtn-r-}rt�--
�D L���-Q-1400lato
El Primary
--- ---
---- ---- -- - -- -
-�
1Se Secondary
13
----i'--
r-----
----r--r-r--r-r
r----'---- t--'--
I
--r --r-II I
Peak t[elvI -4I'U.-OS
12
'Stoead6=10,211
11
--i- r--r--i--t--i--r--r-r--r-r--r-r--r--i--
--'I - --'I -
5a--
--
c'f
-i--r---r--r-r--
10
677 cfs r--r--,__t_r--r--r—r--r—r--r—r--r--i--t--,--r--,--r--r—r--
W $
6.77 cfsli__li__li__li__li__i__i__i__i
V 7
3
r--
r--II-- r--II-- r--II-- r--II--
r -- r— r-- r — — II -- r — — II -- r — — II -- r — — II-- r --
a 6
5
r--
r--II-- r--II-- r--II-- r--II--
r -- r— r-- r--II-- r--II-- r--II-- r--II-- r --
2
0.00 cfs
0
0
5 10 15 20 25 30
35 40 45 50 55 60 65 70
75 80 85 90 95 100 105110 115 120
Time (hours)

Deer Creek Riding Stable - Basin 1
Basin 1 NOAA Precip Revised Type/1 24-hr 50-yr 24hr Rainfall=7.03"
Prepared by DEWBERRY Printed 12/23/2019
HvdroCAD®10.00-25 s/n 09483 ©2019 HvdroCAD Software Solutions LLC Paae 31
Summary for Link 5L: DA 1 Post -Developed Combined
Inflow Area = 4.700 ac, 0.00% Impervious, Inflow Depth = 2.84" for 50-yr 24hr event
Inflow = 9.33 cfs @ 12.21 hrs, Volume= 1.113 of
Primary = 9.33 cfs @ 12.21 hrs, Volume= 1.113 af, Atten= 0%, Lag= 0.0 min
Primary outflow = Inflow, Time Span= 0.00-120.00 hrs, dt= 0.05 hrs
Link 5L: DA 1 Post -Developed Combined
Hyd rog raph
■ Inflow
10
9.33
I I I I I I I I I I I I I I I I I 17 I I
❑ Primary
cfs
9.33cfs
(I
lin-f1oi-iAr-l�4 00
9
i IaY
-------------------------------------------
8-
��
I
I I I I I I I I I I I I I I I I I I I I I
7-
6
�
--
L--L-----'-- --+--'---'--L--L--L----J--L--L-------L--L--L--'--
I I I I I I I I I I I I I I I I I I I I I
0 5
--
--r---------r-------1--r--Ir---- --7--r-------T--r--r----
LL
4
--
L--L--'---'--L--L--1---1--J--1--L--1--J--1--L--1-----1--L--L--'--
3
, I
----r--�r------r---------r--�r--�r-7--7--r--�r----7--r--�r--�i--
I I I I I I I I I I I I I I I I I I I I I
2
1
�L
I I I
I I I 1 -1 - - -
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)

Deer Creek Riding Stable - Basin 1
Basin 1 NOAA Precip Revised Type/1 24-hr 100-yr 24hr Rainfall=7.88"
Prepared by DEWBERRY Printed 12/23/2019
HvdroCAD®10.00-25 s/n 09483 ©2019 HvdroCAD Software Solutions LLC Paae 32
Summary for Subcatchment 1S: DA 1 Pre-Dev
Runoff = 15.35 cfs @ 12.15 hrs, Volume= 1.230 af, Depth= 2.92"
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-120.00 hrs, dt= 0.05 hrs
Type II 24-hr 100-yr 24hr Rainfall=7.88"
Area (ac) CN Description
4.030 55 Woods, Good, HSG B
1.030 67 Legumes, C&T, Good, HSG B
5.060 57 Weighted Average
5.060 100.00% Pervious Area
Tc
Length
Slope
Velocity
Capacity Description
(min)
(feet)
(ft/ft)
(ft/sec)
(cfs)
18.5
100
0.0300
0.09
Sheet Flow, DA 1 Pre
Woods: Light underbrush n= 0.400 P2= 3.12"
2.6
405
0.0260
2.60
Shallow Concentrated Flow, Shallow Concentrated
Unpaved Kv= 16.1 fps
21.1 505 Total
Subcatchment 1S: DA 1 Pre-Dev
Hydrograph
17
■Runoff
16 15.35 cfs
1 1 1 1 1
---------------------------------------------A-----
15 24- r
--+-+--+--+--+--r--1---1--+--+--+--+--+--+--+--+--I-Typ�- --+---
--I-- —1L--------1-- J-- 1 -- A p 1 �_ ,p� 1
14 1Myr-21` h-r Rainfa11=7- 8L _
13
----------------------------------R"o1-A�rda� .
12 a1C
--I--
--- -- -- ------------ -- -- -- -- -------`-.-„- --1�-- -- --
w 10 --I-- -1--J--1--L--L----------J-- -- --L- L L--I- I-- -+
Ru no##-�7ep;t1�=2.j92yF -
,1
0 8 1-'1F[pw Lqn-gt�_ O ' -
lL—I__T--T--T__T__I___I___I__T__T__T__T__T_
6 �'1
5 N=57
---- -------------------------------------------------------------
4
--1--
--- -- 7-- ------------ -- -- -- -- ------------ -- -- -- --
'1
3 --i-- -i-- -- -- ----------i-- -- -- --+-- ----------i-- --+-- -- --
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)

Deer Creek Riding Stable - Basin 1
Basin 1 NOAA Precip Revised Type/1 24-hr 100-yr 24hr Rainfall=7.88"
Prepared by DEWBERRY Printed 12/23/2019
HvdroCAD®10.00-25 s/n 09483 ©2019 HvdroCAD Software Solutions LLC Paae 33
Summary for Subcatchment 2S: DA 1 Post -Developed
Runoff = 14.97 cfs @ 12.09 hrs, Volume= 1.013 af, Depth= 3.57"
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-120.00 hrs, dt= 0.05 hrs
Type II 24-hr 100-yr 24hr Rainfall=7.88"
Area (ac) CN Description
3.200 61 >75% Grass cover, Good, HSG B
0.200 96 Gravel surface, HSG B
3.400 63 Weighted Average
3.400 100.00% Pervious Area
Tc
Length
Slope
Velocity Capacity
Description
(min)
(feet)
(ft/ft)
(ft/sec) (cfs)
14.9
100
0.0185
0.11
Sheet Flow, DA 1 Post
Grass: Dense n= 0.240 P2= 3.12"
1.3
183
0.0200
2.28
Shallow Concentrated Flow, DA 1 Post
Unpaved Kv= 16.1 fps
16.2 283 Total
Subcatchment 2S: DA 1 Post -Developed
Hydrograph
� � � � � � � � � � - - ■Runoff
16
_— I 14.97 cfsrI _--rI ----I ------I ----- ---- tI ---- rI ---- rI ---- tI ---- rI ----r'I --_-rI
t-- r--r ——
15 --- 1-T7PI I(2'1- r-
14
--r----1-----r---- r---- r----r--r--1---1--r--rr----1--r--t1
13 ---10[0=yr24hrRainfaII=7--.r 8-8-"r1
r--
-
'--- 1 -- 1 -- 1 ------- ----- -- ---- r----t1 ---r1 --r1 --
12 Ruo1f_A1ro1a;�13.411n©1_ac1
-
11 ------1 ---1 ---1 Ruh&f-VoFjn eTF.-013 A_
10 _
9 - -- - r----r--r-- ,--,--T--rRun'off Depth=3 57
o 1= Ipw LApn-gth=�8$' -
LL i 1 1
7 Tc�6.2 mi n
T--T--T--T--I--I---I--T--T--T--T--T--T— I I— T
5 M=63
4
3
2
1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 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)

Deer Creek Riding Stable - Basin 1
Basin 1 NOAA Precip Revised Type/1 24-hr 100-yr 24hr Rainfall=7.88"
Prepared by DEWBERRY Printed 12/23/2019
HvdroCAD®10.00-25 s/n 09483 ©2019 HvdroCAD Software Solutions LLC Paae 34
Summary for Subcatchment 4S: DA 1 Post Dev Undet
Runoff = 5.14 cfs @ 12.09 hrs, Volume= 0.351 af, Depth= 3.24"
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-120.00 hrs, dt= 0.05 hrs
Type II 24-hr 100-yr 24hr Rainfall=7.88"
Area (ac) CN Description
0.030 96 Gravel surface, HSG B
0.920 61 >75% Grass cover, Good, HSG B
0.350 55 Woods. Good. HSG B
1.300 60 Weighted Average
1.300 100.00% Pervious Area
Tc
Length
Slope
Velocity Capacity
Description
(min)
(feet)
(ft/ft)
(ft/sec) (cfs)
15.2
100
0.0175
0.11
Sheet Flow, Sheet Flow
Grass: Dense n= 0.240 P2= 3.12"
1.1
190
0.0340
2.97
Shallow Concentrated Flow, Shallow Conc.
Unpaved Kv= 16.1 fps
iiM- c�1461I1=M
Subcatchment 4S: DA 1 Post Dev Undet
Hydrograph
I I II II II II II II II II II II II II II II II II II II II II II ■Runoff
5.14 cfs
--r—--1--r--r--r--r--1---1--r--r--t--r--r--r--1--- 1--r--r--r-- 1-- 1
5 Ty pq I - 24-h r
1001-ylr 214h1r kailnfaIl=7.188'I"
----
4 ---;--;- - -- --Rurtiol Araa=�1300ac-
Ruhoff Volunie '0.351 of
V
-- -- -- -- -- -- -- Runoff -Depth'; 124"-
3 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1
LL I I I I I I I I I I I I I I
FIpw Lgngth=290,
TID=1-6,3-rnfn-
z
CW60
--r -1--r--r--r--r--1---1--r--r--t--r--r--r--1---1--r--r--r--r--1---1--
1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 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)

Deer Creek Riding Stable - Basin 1
Basin 1 NOAA Precip Revised Type/1 24-hr 100-yr 24hr Rainfall=7.88"
Prepared by DEWBERRY Printed 12/23/2019
HvdroCAD®10.00-25 s/n 09483 ©2019 HvdroCAD Software Solutions LLC Paae 35
Summary for Pond 3P: DA 1 Pond
Inflow Area = 3.400 ac, 0.00% Impervious, Inflow Depth = 3.57" for 100-yr 24hr event
Inflow =
14.97 cfs @
12.09 hrs,
Volume=
1.013 of
Outflow =
10.25 cfs @
12.21 hrs,
Volume=
1.013 af, Atten= 32%, Lag= 7.5 min
Primary =
10.25 cfs @
12.21 hrs,
Volume=
1.013 of
Secondary =
0.00 cfs @
0.00 hrs,
Volume=
0.000 of
Routing by Stor-Ind method, Time Span= 0.00-120.00 hrs, dt= 0.05 hrs
Peak Elev= 498.80' @ 12.21 hrs Surf.Area= 8,931 sf Storage= 11,512 cf
Plug -Flow detention time= 95.2 min calculated for 1.012 of (100% of inflow)
Center -of -Mass det. time= 95.6 min ( 942.2 - 846.6 )
Volume Invert
Avail.Storage Storage Description
#1 496.50'
35,741 cf Custom Stage Data (Prismatic)-isted below (Recalc)
Elevation Surf.Area
Inc.Store Cum.Store
(feet)
(sq-ft)
(cubic -feet) (cubic -feet)
496.50
25
0 0
497.00
2,556
645 645
498.00
6,704
4,630 5,275
499.00
9,496
8,100 13,375
500.00
11,083
10,290 23,665
501.00
13,069
12,076 35,741
Device Routing
Invert
Outlet Devices
#1 Primary
496.50'
24.0" Round Culvert
L= 100.0' CMP, square edge headwall, Ke= 0.500
Inlet / Outlet Invert= 496.50' / 496.00' S= 0.0050'/' Cc= 0.900
n= 0.025 Corrugated metal, Flow Area= 3.14 sf
#2 Device 1
498.50'
30.0" Horiz. Top of Riser C= 0.600
Limited to weir flow at low heads
#3 Device 1
496.50'
1.5" Vert. Low Flow Orifice C= 0.600
#4 Device 1
497.50'
1.5' long 10YR Weir 2 End Contraction(s)
#5 Secondary
499.50'
5.0' long x 190.0' breadth Emergency Spillway
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=10.08 cfs @ 12.21 hrs HW=498.79' (Free Discharge)
L1=Culvert (Passes 10.08 cfs of 10.60 cfs potential flow)
2=Top of Riser (Weir Controls 4.04 cfs @ 1.76 fps)
3=Low Flow Orifice (Orifice Controls 0.09 cfs @ 7.19 fps)
4=10YR Weir (Weir Controls 5.96 cfs @ 3.72 fps)
Secondary OutFlow Max=0.00 cfs @ 0.00 hrs HW=496.50' (Free Discharge)
5=Emergency Spillway ( Controls 0.00 cfs)

Deer Creek Riding Stable - Basin 1
Basin 1 NOAA Precip Revised Type 1124-hr 100-yr 24hr Rainfall=7.88"
Prepared by DEWBERRY Printed 12/23/2019
HvdroCAD®10.00-25 s/n 09483 ©2019 HvdroCAD Software Solutions LLC Paae 36
Pond 3P: DA 1 Pond
Hyd rog raph
■ Inflow
— 14.97 cfs —I — — i — — — — i — —
--I- -I-- --I-- --I--
_ _ _
— y.��1 ��� �L.. A
-- - -- --1nf[oVV I��eGCh3.14-Wa�
M Outflow
Primary
MSecondary
16--'I--'
--'I-------'I-- --'I--
-------'I--'-----'I-----'I� -
--'I-- ---------'1R1 '�k ell1=49i8.-80--
15
14
--,----T--,--,----?----?--,--
------T---- ----
--T- - - -
---- ---- --r--'Sto�-� _=_� 1�5'�1_2-c�-
13
i i 10.25 cfs
—
10.25 cfs
10
N
r--T
---T---r--,--T r
3 8
0
--T----T- ---
-- - -- -=--r- -- ----T----T----T----_r--
LL 7—
7-- 7--I__ T__I__
T__I__7__I__1__7—T--7--I-- T--I-- 7--I-- 7--I-- 7--
6
r--r--Ir-T--li--r--r-
--r-r--r-r--r--li--T--li--r--Ir-----r--
5
7--T--I--T--1--7--I
—7--I —7--7-7--7----T--1--7----7----7--
4
-T----T----
---- -------r-r--r----T----r----T----I--
3
2
0.00 cfs
0 5 10 15 20 25 30 35 40 45 50 55 60 65 70 75 80 85 90 95 100 105110 115 120
Time (hours)

Deer Creek Riding Stable - Basin 1
Basin 1 NOAA Precip Revised Type/1 24-hr 100-yr 24hr Rainfall=7.88"
Prepared by DEWBERRY Printed 12/23/2019
HvdroCAD®10.00-25 s/n 09483 ©2019 HvdroCAD Software Solutions LLC Paae 37
Summary for Link 5L: DA 1 Post -Developed Combined
Inflow Area = 4.700 ac, 0.00% Impervious, Inflow Depth = 3.48" for 100-yr 24hr event
Inflow = 13.97 cfs @ 12.19 hrs, Volume= 1.364 of
Primary = 13.97 cfs @ 12.19 hrs, Volume= 1.364 af, Atten= 0%, Lag= 0.0 min
Primary outflow = Inflow, Time Span= 0.00-120.00 hrs, dt= 0.05 hrs
Link 5L: DA 1 Post -Developed Combined
Hyd rog raph
�'I
-J--L--L-----'--
I I I
I I
--L-------L--
I I
I
I I I I
--L----J--L--L-------L--L--L--'--
I I I I I I I I I I I
■Inflow
15
���
- 13s7cfs-------�I--
-
---------------------�I--
--------�----------�I--
I
❑Primary
�+
13.97cfs—-----------+--
-----——inf1oroAre�r
�+'1= 7} -
14
a
13
12
-- ---r-----__7__
-
-- -----rr--
r----r T__ r__�-------r--r----
11
— L --
L-----'--
L--+-----'--
L --+--L
— —'—— L--+ -- L——' — — —'-- L -- L --L --'--
10
-
w 9
'I
`-'
3
LL
g
5
4
-- �--r--li---li--�--r--r--li--�--r--r--li--r--r--r--Ir--li--r--r--r--li--
3
1
...6.. /
.0 :0 •0 0

1S 2S 6S 7S
D
DA 2 Pre DA 2 Pre Undetained DA 2 Post Undetained
A Post
3P
Pond 2
Subcat Reach on Link Routing Diagram for Basin 2 NOAA Precip Revised
Prepared by DEWBERRY, Printed 12/23/2019
HydroCAD® 10.00-25 s/n 09483 © 2019 HydroCAD Software Solutions LLC

Deer Creek Riding Stable - Basin 2
Basin 2 NOAA Precip Revised Type 11 24-hr 1-yr 24hr Rainfall=2.95"
Prepared by DEWBERRY Printed 12/23/2019
HydroCAD®10.00-25 s/n 09483 ©2019 HydroCAD Software Solutions LLC Page 2
Summary for Subcatchment 1S: DA 2 Pre
Runoff = 1.87 cfs @ 12.10 hrs, Volume= 0.149 af, Depth= 0.56"
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-60.00 hrs, dt= 0.05 hrs
Type II 24-hr 1-yr 24hr Rainfall=2.95"
Area (ac)
CN
Description
3.170
67
Legumes, C&T, Good, HSG B
0.030
55
Woods, Good, HSG B
3.200
67
Weighted Average
3.200
100.00% Pervious Area
Tc
Length
Slope
Velocity Capacity
Description
(min)
(feet)
(ft/ft)
(ft/sec) (cfs)
13.2
100
0.0250
0.13
Sheet Flow, Pond 2 Pre
Grass: Dense n= 0.240 P2= 3.12"
2.1
372
0.0350
3.01
Shallow Concentrated Flow, shallow concentrated
Unpaved Kv= 16.1 fps
15.3 472 Total
Subcatchment 1S: DA 2 Pre
Hyd rog raph
2
1.87 cfs
type 11 24yhr
1-yr 24hr RaiinfaIIr2.95
Renbff Area=3.200 at
Ru n gff''I V''lo I''lu rmq='10.''1149''I o f
- Rulnoff _Depth 56,
1 FIbw Lehcoth=472''
LL I I I I I I I I I I I I I I I I I I I I
TC716 1 3 rpm
(N=167
0
0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 50 52 54 56 58 60
Time (hours)

Deer Creek Riding Stable - Basin 2
Basin 2 NOAA Precip Revised Type 11 24-hr 1-yr 24hr Rainfall=2.95"
Prepared by DEWBERRY Printed 12/23/2019
HydroCAD®10.00-25 s/n 09483 ©2019 HydroCAD Software Solutions LLC Page 3
Summary for Subcatchment 2S: DA 2 Post
Runoff = 1.89 cfs @ 12.07 hrs, Volume= 0.145 af, Depth= 0.48"
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-60.00 hrs, dt= 0.05 hrs
Type II 24-hr 1-yr 24hr Rainfall=2.95"
Area (ac)
CN
Adj Description
0.200
85
Gravel roads, HSG B
0.200
98
Unconnected pavement, HSG B
3.080
61
>75% Grass cover, Good, HSG B
0.120
98
Future Impervious
3.600
66
65 Weighted Average, UI Adjusted
3.280
91.11 % Pervious Area
0.320
8.89% Impervious Area
0.200
62.50% Unconnected
Tc
Length
Slope
Velocity Capacity
Description
(min)
(feet)
(ft/ft)
(ft/sec) (cfs)
10.5
82
0.0300
0.13
Sheet Flow, DA Pond 2 TIC Post
Grass: Dense n= 0.240 P2= 3.12"
2.1
318
0.0248
2.54
Shallow Concentrated Flow, DA Pond 2 TIC Post
Unpaved Kv= 16.1 fps
12.6 400 Total
Subcatchment 2S: DA 2 Post
Hyd rog raph
-+-+--+-+-+-+--+-+-+--I--+-+--I----+--I--I--+-+--I----+-+--I--+-+--I--I--+- ❑Runoff
I I type 11 24yhr
1-yr 24hr RaiinfaIIr2.95"
Renbff Area=3.500 at
Ruhr pg4IV'oiurm='0.',14iof
Rul'Inoff-DIel'Ipthr=b.4I8
1--1----L L-+-J-- L-1-- --+-- L-L_
1 FIbw LehothI=,1400''
LL I I I I I I I I I I I I I I I I I I I
c='� 2'� 6'I rp i n
U1 Adjusted (N='tt
0
0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 50 52 54 56 58 60
Time (hours)

Deer Creek Riding Stable - Basin 2
Basin 2 NOAA Precip Revised Type 11 24-hr 1-yr 24hr Rainfall=2.95"
Prepared by DEWBERRY Printed 12/23/2019
HvdroCAD®10.00-25 s/n 09483 ©2019 HvdroCAD Software Solutions LLC Paae 4
Summary for Subcatchment 6S: DA 2 Pre Undetained
Runoff = 0.59 cfs @ 12.14 hrs, Volume= 0.054 af, Depth= 0.52"
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-60.00 hrs, dt= 0.05 hrs
Type II 24-hr 1-yr 24hr Rainfall=2.95"
Area (ac)
CN
Description
1.100
67
Legumes, C&T, Good, HSG B
0.140
55
Woods, Good, HSG B
1.240
66
Weighted Average
1.240
100.00% Pervious Area
Tc
Length
Slope
Velocity Capacity
Description
(min)
(feet)
(ft/ft)
(ft/sec) (cfs)
16.2
100
0.0150
0.10
Sheet Flow, Sheet Flow
Grass: Dense n= 0.240 P2= 3.12"
1.6
310
0.0420
3.30
Shallow Concentrated Flow, Shallow Concentrated Flow
Unpaved Kv= 16.1 fps
17.8 410 Total
Subcatchment 6S: DA 2 Pre Undetained
Hydrograph
0.65
0.59 cfs
0.6
-type--24yh-r
0.55
0.5
- Rdr 6 f-Ardd--1-.240'ed-
0.45 I I I I
- - -; - - - - - Rjura'Iff'Vpflur e=0-0$4'at
0.4
0.35 Ruln©f( DelpfhTQ.52'1
3 -+-- -- - - }- - -- }- -- }- - - +- ---- -+- ---- - - -
a 0.3 -
' FIdW Leootli=410'_
0.25/► m
—t------r-r---r-r-r--r-r-r----r-r-r----r-r-r---TC=17T81"' in
-r-r--r-r-r-
I--r-r-r--r-r-r--I--r-r-r--I--r-r-r--I--r -r-r
0.15
T--I--r r-r r r-r- r r I— r r I- r r r r r r-r-r-
0.1 I I I I I I I I I I I I I I I I I I I I I I I I I I
I I I I I I
0.05
0
0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 50 52 54 56 58 60
Time (hours)
■ Runoff

Deer Creek Riding Stable - Basin 2
Basin 2 NOAA Precip Revised Type 11 24-hr 1-yr 24hr Rainfall=2.95"
Prepared by DEWBERRY Printed 12/23/2019
HvdroCAD®10.00-25 s/n 09483 ©2019 HvdroCAD Software Solutions LLC Paae 5
Summary for Subcatchment 7S: DA 2 Post Undetained
Runoff = 0.30 cfs @ 12.16 hrs, Volume= 0.036 af, Depth= 0.35"
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-60.00 hrs, dt= 0.05 hrs
Type II 24-hr 1-yr 24hr Rainfall=2.95"
Area (ac) CN Description
1.250 61 >75% Grass cover, Good, HSG B
1.250 100.00% Pervious Area
Tc
Length
Slope
Velocity Capacity
Description
(min)
(feet)
(ft/ft)
(ft/sec) (cfs)
16.2
100
0.0150
0.10
Sheet Flow, DA Pond 2 TC Post
Grass: Dense n= 0.240 P2= 3.12"
1.7
250
0.0240
2.49
Shallow Concentrated Flow, DA Pond 2 TC Post
Unpaved Kv= 16.1 fps
17.9 350 Total
Subcatchment 7S: DA 2 Post Undetained
Hydrograph
0.32
—+--i--+—+ 0.30 cfs —+—+—+—+--+—+—+--i--+—+—+--i--+—+—+--i--+—+—+--i--+—+—+—
-- - - - - - - - - - - pe Z4 h
0.3 ty
0.28
0.26 T T T - A C-L 4h r Rai a 1 CT 4.95';1-
-+--i--+-r-+--+-r-+-+--r-r-+--i--r-r-y-pi-�-�r-+-+-pi-,.-}ram-+-+/�--wig--r^-+-y-
0.24-1--1----L-1---L-1-J----L-1----'--+- Rom:.■' � f-�+krda-7�1-250,ad-
0.22 1 1 R� j n o;ff Vp [uMq�.O.6-at
— — — — — — — — — — — — — — — — — — — — I— — — — — — —
oz
u 0.18
0 0.16 1 1 f 16W LV"th--35W-
a 0.14
0.12
0.1 ! +�-
0.08 1
------- -- -- --------------------------------------------------
-
0.06
0.04
0.02
0
0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 50 52 54 56 58 60
Time (hours)
■ Runoff

Deer Creek Riding Stable - Basin 2
Basin 2 NOAA Precip Revised Type 11 24-hr 1-yr 24hr Rainfall=2.95"
Prepared by DEWBERRY Printed 12/23/2019
HydroCAD®10.00-25 s/n 09483 ©2019 HydroCAD Software Solutions LLC Page 6
Summary for Pond 3P: Pond 2
Inflow Area = 3.600 ac, 8.89% Impervious, Inflow Depth = 0.48" for 1-yr 24hr event
Inflow =
1.89 cfs @
12.07 hrs,
Volume=
0.145 of
Outflow =
0.10 cfs @
16.21 hrs,
Volume=
0.145 af, Atten= 95%, Lag= 248.0 min
Primary =
0.10 cfs @
16.21 hrs,
Volume=
0.145 of
Secondary =
0.00 cfs @
0.00 hrs,
Volume=
0.000 of
Routing by Stor-Ind method, Time Span= 0.00-60.00 hrs, dt= 0.05 hrs
Peak Elev= 497.34' @ 16.21 hrs Surf.Area= 7,471 sf Storage= 3,396 cf
Plug -Flow detention time= 666.9 min calculated for 0.145 of (100% of inflow)
Center -of -Mass det. time= 666.8 min ( 1,574.8 - 908.0 )
Volume Invert
#1 496.50'
UM11.1ire
Description
52,347 cf Custom Stage Data (Prismatic)-isted below (Recalc)
Elevation Surf.Area
Inc.Store Cum.Store
(feet)
(sq-ft)
(cubic -feet) (cubic -feet)
496.50
25
0 0
497.00
5,031
1,264 1,264
498.00
12,185
8,608 9,872
499.00
13,470
12,828 22,700
500.00
14,810
14,140 36,840
501.00
16,205
15,508 52,347
Device Routing
Invert
Outlet Devices
#1 Primary
496.50'
24.0" Round Culvert
L= 100.0' CMP, square edge headwall, Ke= 0.500
Inlet / Outlet Invert= 496.50' / 496.00' S= 0.0050'/' Cc= 0.900
n= 0.021 Corrugated metal, Flow Area= 3.14 sf
#2 Device 1
499.50'
30.0" Horiz. Top of Riser C= 0.600
Limited to weir flow at low heads
#3 Device 1
496.50'
1.5" Vert. Low Flow Orifice C= 0.600
#4 Device 1
497.30'
1.5' long Sharp -Crested Rectangular Weir 2 End Contraction(s)
#5 Secondary
500.50'
5.0' long x 19.0' breadth Emergency Spillway
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=0.09 cfs @ 16.21 hrs HW=497.34' (Free Discharge)
L1=Culvert (Passes 0.09 cfs of 2.23 cfs potential flow)
2=Top of Riser ( Controls 0.00 cfs)
3=Low Flow Orifice (Orifice Controls 0.05 cfs @ 4.25 fps)
4=Sharp-Crested Rectangular Weir(Weir Controls 0.04 cfs @ 0.66 fps)
Secondary OutFlow Max=0.00 cfs @ 0.00 hrs HW=496.50' (Free Discharge)
5=Emergency Spillway ( Controls 0.00 cfs)

Basin 2 NOAA Precip Revised
Prepared by DEWBERRY
HvdroCAD® 10.00-25 s/n 09483 © 2019
0.00 cfs
Deer Creek Riding Stable - Basin 2
Type 11 24-hr 1-yr 24hr Rainfall=2.95"
roCAD Software Solutions LLC
Printed 12/23/2019
Paae 7
Pond 3P: Pond 2
Hyd rog raph
T — T _ T _ T _ T _ T _ T _ T _ T _ T _ T _ T — T — T — T — T — T — T — T — T — T — T — T — T — _'I_
1.89 cfs
I nlOW A�'�rOa=3.600 ac
it it it it it it it it it it it it it it it Flea,k',E',Iev=, 40.34,
StbraO6-"3y396 cf
r — r — r — r — — r — 1 — T — T — T — T — 1 — 1 — T — 1 — 1 — 1 — 1 — 1 — 1 — 1 — 7 — 1 — , — 1 — 1 — 1 — —I-
0.10 cfs
0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 50 52 54 56 58 60
Time (hours)
❑ Inflow
❑ Outflow
0 Primary
rl Secondary

Deer Creek Riding Stable - Basin 2
Basin 2 NOAA Precip Revised Type 11 24-hr 2-yr 24hr Rainfall=3.56"
Prepared by DEWBERRY Printed 12/23/2019
HydroCAD®10.00-25 s/n 09483 ©2019 HydroCAD Software Solutions LLC Page 8
Summary for Subcatchment 1S: DA 2 Pre
Runoff = 3.25 cfs @ 12.09 hrs, Volume= 0.236 af, Depth= 0.88"
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-60.00 hrs, dt= 0.05 hrs
Type II 24-hr 2-yr 24hr Rainfall=3.56"
Area (ac)
CN
Description
3.170
67
Legumes, C&T, Good, HSG B
0.030
55
Woods, Good, HSG B
3.200
67
Weighted Average
3.200
100.00% Pervious Area
Tc
Length
Slope
Velocity Capacity
Description
(min)
(feet)
(ft/ft)
(ft/sec) (cfs)
13.2
100
0.0250
0.13
Sheet Flow, Pond 2 Pre
Grass: Dense n= 0.240 P2= 3.12"
2.1
372
0.0350
3.01
Shallow Concentrated Flow, shallow concentrated
Unpaved Kv= 16.1 fps
15.3 472 Total
Subcatchment 1S: DA 2 Pre
Hyd rog raph
�I �I �I � � � �I �I �I �I �I �I �I �I �I �I �I �I �I �I �I �I �I �I �I �I �I �I �I ■Runoff
3.25 cfs
Ty-;
3 - 2-yr 24hr RaiinfaIIr3.56"
Ptenbff Area=3.200 lad
Ru n pffV,o I'u rmq='0.'2$6 at
2 Ru��noff De��pthr0.887
F16w Lehi oth=,1472'I,
TC=1613 rein
-t-- --t--
r-t- t-T-t-t--' 7-t----t-t-- t-'- r-(II='67t
1
0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 50 52 54 56 58 60
Time (hours)

Deer Creek Riding Stable - Basin 2
Basin 2 NOAA Precip Revised Type 11 24-hr 2-yr 24hr Rainfall=3.56"
Prepared by DEWBERRY Printed 12/23/2019
HydroCAD®10.00-25 s/n 09483 ©2019 HydroCAD Software Solutions LLC Page 9
Summary for Subcatchment 2S: DA 2 Post
Runoff = 3.48 cfs @ 12.06 hrs, Volume= 0.235 af, Depth= 0.78"
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-60.00 hrs, dt= 0.05 hrs
Type II 24-hr 2-yr 24hr Rainfall=3.56"
Area (ac)
CN
Adj Description
0.200
85
Gravel roads, HSG B
0.200
98
Unconnected pavement, HSG B
3.080
61
>75% Grass cover, Good, HSG B
0.120
98
Future Impervious
3.600
66
65 Weighted Average, UI Adjusted
3.280
91.11 % Pervious Area
0.320
8.89% Impervious Area
0.200
62.50% Unconnected
Tc
Length
Slope
Velocity Capacity
Description
(min)
(feet)
(ft/ft)
(ft/sec) (cfs)
10.5
82
0.0300
0.13
Sheet Flow, DA Pond 2 TC Post
Grass: Dense n= 0.240 P2= 3.12"
2.1
318
0.0248
2.54
Shallow Concentrated Flow, DA Pond 2 TC Post
Unpaved Kv= 16.1 fps
12.6 400 Total
Subcatchment 2S: DA 2 Post
Hyd rog raph
�I �I �I � � � �I �I �I �I �I �I �I �I �I �I �I �I �I �I �I �I �I �I �I �I �I �I �I ❑Runoff
3.48 cfs
Type 11 24yhr
3 - --r41�r-I�►ir�el1r3:11
5r6"-
RtJnbff Area=3.600 at
Fungff'VoI'urm�='0.'25' a
2 Runoff-Ge ft:r0 78"-
F16w Leoth=,1400'
hiI,
Tc;= J 2'�6'I r in
1 - - - - - - - - -t 1-110-A 1 u1 fed-01l='6v-
0
0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 50 52 54 56 58 60
Time (hours)

Deer Creek Riding Stable - Basin 2
Basin 2 NOAA Precip Revised Type 11 24-hr 2-yr 24hr Rainfall=3.56"
Prepared by DEWBERRY Printed 12/23/2019
HydroCAD®10.00-25 s/n 09483 ©2019 HydroCAD Software Solutions LLC Page 10
Summary for Subcatchment 6S: DA 2 Pre Undetained
Runoff = 1.07 cfs @ 12.12 hrs, Volume= 0.086 af, Depth= 0.83"
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-60.00 hrs, dt= 0.05 hrs
Type II 24-hr 2-yr 24hr Rainfall=3.56"
Area (ac)
CN
Description
1.100
67
Legumes, C&T, Good, HSG B
0.140
55
Woods, Good, HSG B
1.240
66
Weighted Average
1.240
100.00% Pervious Area
Tc
Length
Slope
Velocity Capacity
Description
(min)
(feet)
(ft/ft)
(ft/sec) (cfs)
16.2
100
0.0150
0.10
Sheet Flow, Sheet Flow
Grass: Dense n= 0.240 P2= 3.12"
1.6
310
0.0420
3.30
Shallow Concentrated Flow, Shallow Concentrated Flow
Unpaved Kv= 16.1 fps
17.8 410 Total
Subcatchment 6S: DA 2 Pre Undetained
Hyd rog raph
�I �I �I � � � �I �I �I �I �I �I �I �I �I �I �I �I �I �I �I �I �I �I �I �I �I �I �I ■Runoff
1.07 cfs
- - - -hype 1 �"
2-yr 24hr RainfaIIr3.66"
Renbff Area=1.240 at
Runf pf4V'oiurme=',0.'0$6 of
Runoff De��pthr0.837
F16w 11ehl oth=,1410'I,
TC717�4rpm
0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 50 52 54 56 58 60
Time (hours)

Deer Creek Riding Stable - Basin 2
Basin 2 NOAA Precip Revised Type 11 24-hr 2-yr 24hr Rainfall=3.56"
Prepared by DEWBERRY Printed 12/23/2019
HvdroCAD®10.00-25 s/n 09483 ©2019 HvdroCAD Software Solutions LLC Paae 11
Summary for Subcatchment 7S: DA 2 Post Undetained
Runoff = 0.67 cfs @ 12.14 hrs, Volume= 0.062 af, Depth= 0.60"
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-60.00 hrs, dt= 0.05 hrs
Type II 24-hr 2-yr 24hr Rainfall=3.56"
Area (ac) CN Description
1.250 61 >75% Grass cover, Good, HSG B
1.250 100.00% Pervious Area
Tc
Length
Slope
Velocity Capacity
Description
(min)
(feet)
(ft/ft)
(ft/sec) (cfs)
16.2
100
0.0150
0.10
Sheet Flow, DA Pond 2 TIC Post
Grass: Dense n= 0.240 P2= 3.12"
1.7
250
0.0240
2.49
Shallow Concentrated Flow, DA Pond 2 TIC Post
Unpaved Kv= 16.1 fps
17.9 350 Total
Subcatchment 7S: DA 2 Post Undetained
Hydrograph
0.7 0.67 cfs I I I I I I I
-+----I--r ---+-� --r -+- --I--r-+-,--I--r -+- ---rt p�-1(-7-7- �
0.65
0.6 2-ylr-24hr Rainfaillr
0.55
0.5I
- - -; - - - - - Rjur�a'Iff'Vpllur�=O:p02jat
0.45
U 0.4 'I—------i—I---—-7----—------—--I--I--i-7-- r—-7——r—r-1'—
+--'- - - - +--'- - +--'- - - _Ru�*n©`f-` �D�eoth:T0.60''I_
p 0.35-+-+--+-+-+ -+-+-+-+--+-+-+-+--+-+-+-+--+ill-�lilV-Le"t-i35w-
0.3
-------F_T ----------------------------- --il 1'IC=1 �T-9I rJ
0.25 I I I I I I I I I I I I I I I I I I I I-1--1--1--L-1-1--L-1-J--'--L-1--1--'--L-�--'--'--i-�--'--r_+_�_ L _
0.2���� 1
— — T — 7 — —I — — — T — 7 — —I— —IF — T r — T — 7 — — — — r — T — 7 —
0.15
0.1
—+—+----+—+ —+—+----+—+------+—+------+—+----+—+—+----+—+—+-
0.05 I I I I I I I I I I I I I I I I I I I I I
0
0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 50 52 54 56 58 60
Time (hours)
■ Runoff

Deer Creek Riding Stable - Basin 2
Basin 2 NOAA Precip Revised Type 11 24-hr 2-yr 24hr Rainfall=3.56"
Prepared by DEWBERRY Printed 12/23/2019
HydroCAD®10.00-25 s/n 09483 ©2019 HydroCAD Software Solutions LLC Page 12
Summary for Pond 3P: Pond 2
Inflow Area = 3.600 ac, 8.89% Impervious, Inflow Depth = 0.78" for 2-yr 24hr event
Inflow =
3.48 cfs @
12.06 hrs,
Volume=
0.235 of
Outflow =
0.33 cfs @
13.22 hrs,
Volume=
0.235 af, Atten= 91 %, Lag= 69.1 min
Primary =
0.33 cfs @
13.22 hrs,
Volume=
0.235 of
Secondary =
0.00 cfs @
0.00 hrs,
Volume=
0.000 of
Routing by Stor-Ind method, Time Span= 0.00-60.00 hrs, dt= 0.05 hrs
Peak Elev= 497.45' @ 13.22 hrs Surf.Area= 8,237 sf Storage= 4,237 cf
Plug -Flow detention time= 455.8 min calculated for 0.235 of (100% of inflow)
Center -of -Mass det. time= 456.7 min ( 1,345.6 - 888.8 )
Volume Invert
#1 496.50'
UM11.1ire
Description
52,347 cf Custom Stage Data (Prismatic)-isted below (Recalc)
Elevation Surf.Area
Inc.Store Cum.Store
(feet)
(sq-ft)
(cubic -feet) (cubic -feet)
496.50
25
0 0
497.00
5,031
1,264 1,264
498.00
12,185
8,608 9,872
499.00
13,470
12,828 22,700
500.00
14,810
14,140 36,840
501.00
16,205
15,508 52,347
Device Routing
Invert
Outlet Devices
#1 Primary
496.50'
24.0" Round Culvert
L= 100.0' CMP, square edge headwall, Ke= 0.500
Inlet / Outlet Invert= 496.50' / 496.00' S= 0.0050'/' Cc= 0.900
n= 0.021 Corrugated metal, Flow Area= 3.14 sf
#2 Device 1
499.50'
30.0" Horiz. Top of Riser C= 0.600
Limited to weir flow at low heads
#3 Device 1
496.50'
1.5" Vert. Low Flow Orifice C= 0.600
#4 Device 1
497.30'
1.5' long Sharp -Crested Rectangular Weir 2 End Contraction(s)
#5 Secondary
500.50'
5.0' long x 19.0' breadth Emergency Spillway
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=0.33 cfs @ 13.22 hrs HW=497.45' (Free Discharge)
L1=Culvert (Passes 0.33 cfs of 2.82 cfs potential flow)
2=Top of Riser ( Controls 0.00 cfs)
3=Low Flow Orifice (Orifice Controls 0.06 cfs @ 4.53 fps)
4=Sharp-Crested Rectangular Weir(Weir Controls 0.27 cfs @ 1.26 fps)
Secondary OutFlow Max=0.00 cfs @ 0.00 hrs HW=496.50' (Free Discharge)
5=Emergency Spillway ( Controls 0.00 cfs)

Basin 2 NOAA Precip Revised
Prepared by DEWBERRY
HvdroCAD® 10.00-25 s/n 09483 © 2019
3.48 c
3
N I I I I
U I I I I I
2
3 I I I I I
LL i
1 II II II
0.33 cfs
0.00 cfs
Deer Creek Riding Stable - Basin 2
Type 11 24-hr 2-yr 24hr Rainfall=3.56"
roCAD Software Solutions LLC
Pond 3P: Pond 2
Hyd rog raph
Printed 12/23/2019
Inflbw'A�roa=3.600 ac
Peak E,Iev=40.4V
Stbr;'aO6-4y2'37 cf
0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 50 52 54 56 58 60
Time (hours)
Paae 13
❑ Inflow
❑ Outflow
0 Primary
rl Secondary

Deer Creek Riding Stable - Basin 2
Basin 2 NOAA Precip Revised Type 11 24-hr 10-yr 24hr Rainfall=5.20"
Prepared by DEWBERRY Printed 12/23/2019
HydroCAD®10.00-25 s/n 09483 ©2019 HydroCAD Software Solutions LLC Page 14
Summary for Subcatchment 1S: DA 2 Pre
Runoff = 7.74 cfs @ 12.08 hrs, Volume= 0.518 af, Depth= 1.94"
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-60.00 hrs, dt= 0.05 hrs
Type II 24-hr 10-yr 24hr Rainfall=5.20"
Area (ac)
CN
Description
3.170
67
Legumes, C&T, Good, HSG B
0.030
55
Woods, Good, HSG B
3.200
67
Weighted Average
3.200
100.00% Pervious Area
Tc
Length
Slope
Velocity Capacity
Description
(min)
(feet)
(ft/ft)
(ft/sec) (cfs)
13.2
100
0.0250
0.13
Sheet Flow, Pond 2 Pre
Grass: Dense n= 0.240 P2= 3.12"
2.1
372
0.0350
3.01
Shallow Concentrated Flow, shallow concentrated
Unpaved Kv= 16.1 fps
15.3 472 Total
Subcatchment 1S: DA 2 Pre
Hydrograph
1 1 I 1 I 1 - 1 ■Runoff
$ 1 1 1 7.74 cfs 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1
-1-- --L 1- L-1--' --1-- L-i-- 1-tyl 1 11-�4y r
10-yr 24hr Raiinfa II:;5.207
- - -T T- T- - - T-- FtLihbff Aeea= .20'0 'ae-
6
-1-- --L-'L-1-J--'--L-i------1--'Run-pff'1Volur --0 51-8 at-
,11111 1111111111
w 5
w Runoff De�lpthr11.947
3 — 7 — —1 — — — T — , — 7 — T — 7 — — — — T — 7 — — — — — T — —I — —I— T — 7 — —1— — — T — , — — — 7 — 7 — —I — — — T —
0 4 1 1 1 1 1 1 1 1 1 1 1 1 1 1I 1I 1I 1I FIbw Lehcoth=472j
LL I I I I I I I I I I I I I I I I I
-1--1--�--L-�-L-1-J--1--L-1--�--�--1--�--�--L-1--�--�� -;-�C�'���� fl'�In
3 c 1 2
1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1
0
0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 50 52 54 56 58 60
Time (hours)

Deer Creek Riding Stable - Basin 2
Basin 2 NOAA Precip Revised Type 11 24-hr 10-yr 24hr Rainfall=5.20"
Prepared by DEWBERRY Printed 12/23/2019
HydroCAD®10.00-25 s/n 09483 ©2019 HydroCAD Software Solutions LLC Page 15
Summary for Subcatchment 2S: DA 2 Post
Runoff = 8.75 cfs @ 12.05 hrs, Volume= 0.536 af, Depth= 1.79"
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-60.00 hrs, dt= 0.05 hrs
Type II 24-hr 10-yr 24hr Rainfall=5.20"
Area (ac)
CN
Adj Description
0.200
85
Gravel roads, HSG B
0.200
98
Unconnected pavement, HSG B
3.080
61
>75% Grass cover, Good, HSG B
0.120
98
Future Impervious
3.600
66
65 Weighted Average, UI Adjusted
3.280
91.11 % Pervious Area
0.320
8.89% Impervious Area
0.200
62.50% Unconnected
Tc
Length
Slope
Velocity Capacity
Description
(min)
(feet)
(ft/ft)
(ft/sec) (cfs)
10.5
82
0.0300
0.13
Sheet Flow, DA Pond 2 TC Post
Grass: Dense n= 0.240 P2= 3.12"
2.1
318
0.0248
2.54
Shallow Concentrated Flow, DA Pond 2 TC Post
Unpaved Kv= 16.1 fps
12.6 400 Total
Subcatchment 2S: DA 2 Post
Hydrograph
I I I I I I I I I I I I I I I I I I I I I I I I I I I I I ■Runoff
—+--I--I--r—+--I--r—+—+--I--r—+--I--I--+--I--I--+—+--I--I--+—+--I--r—+--I--I--r-
9 8.75 cfs
PO
$ I I I I I I I I I I I I I I I I
10-yr 24hr Raiinfaillr5�.2W
r--- -I--r -r-- r-r-r--I--r-r--I--I- r- -I--I-r r r-r--I--r-r--I--I--r
-
I RtJnbff Area=3.600 'ale
6 , - i--I--II - -r--,--I-- - i--I--II - --I F ur�gffllVloluim =10. 6$611a
N I I
--- --I--r- r- T- ,- -I- -r--- ----T------r-ftrlloff-GePtI h;l-79"-
3 5 I I I I I I I I I I I I I I I I I I
LL
------;-;-;-;-;----;-;------;------;-;-Hbw-Leh fh1400,'-
4
-; ----1 4 -;
-- --; �^-
3 I -I-I---I--I---I---
�
-
1
I I I I I I I I I I I I II I ulI _AI dgI uiI fI edI _(I NI =1I 6v
--
20 I
0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 50 52 54 56 58 60
Time (hours)

Deer Creek Riding Stable - Basin 2
Basin 2 NOAA Precip Revised Type 11 24-hr 10-yr 24hr Rainfall=5.20"
Prepared by DEWBERRY Printed 12/23/2019
HydroCAD®10.00-25 s/n 09483 ©2019 HydroCAD Software Solutions LLC Page 16
Summary for Subcatchment 6S: DA 2 Pre Undetained
Runoff = 2.65 cfs @ 12.11 hrs, Volume= 0.193 af, Depth= 1.87"
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-60.00 hrs, dt= 0.05 hrs
Type II 24-hr 10-yr 24hr Rainfall=5.20"
Area (ac)
CN
Description
1.100
67
Legumes, C&T, Good, HSG B
0.140
55
Woods, Good, HSG B
1.240
66
Weighted Average
1.240
100.00% Pervious Area
Tc
Length
Slope
Velocity Capacity
Description
(min)
(feet)
(ft/ft)
(ft/sec) (cfs)
16.2
100
0.0150
0.10
Sheet Flow, Sheet Flow
Grass: Dense n= 0.240 P2= 3.12"
1.6
310
0.0420
3.30
Shallow Concentrated Flow, Shallow Concentrated Flow
Unpaved Kv= 16.1 fps
17.8 410 Total
Subcatchment 6S: DA 2 Pre Undetained
Hydrograph
�I �I �I � � � �I �I �I �I �I �I �I �I �I �I �I �I �I �I �I �I �I �I �I �I �I �I �I ❑Runoff
2.65 cfs
Type 11 24yhr
1Q-yr 24h'r Rain fall: 5.207
A-ma=-1240-ad-
z I I I I I I I I I I I I I
Runpff',V'�,ol',urmq='0.',101 of
Runoff be0hr1-877
FIbw Lehoth=410'�I,
1 I I I I I I I I I I I I I I I I I I I I
0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 50 52 54 56 58 60
Time (hours)

Deer Creek Riding Stable - Basin 2
Basin 2 NOAA Precip Revised Type 11 24-hr 10-yr 24hr Rainfall=5.20"
Prepared by DEWBERRY Printed 12/23/2019
HvdroCAD®10.00-25 s/n 09483 ©2019 HvdroCAD Software Solutions LLC Paae 17
Summary for Subcatchment 7S: DA 2 Post Undetained
Runoff = 2.04 cfs @ 12.12 hrs, Volume= 0.155 af, Depth= 1.49"
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-60.00 hrs, dt= 0.05 hrs
Type II 24-hr 10-yr 24hr Rainfall=5.20"
Area (ac) CN Description
1.250 61 >75% Grass cover, Good, HSG B
1.250 100.00% Pervious Area
Tc
Length
Slope
Velocity Capacity
Description
(min)
(feet)
(ft/ft)
(ft/sec) (cfs)
16.2
100
0.0150
0.10
Sheet Flow, DA Pond 2 TC Post
Grass: Dense n= 0.240 P2= 3.12"
1.7
250
0.0240
2.49
Shallow Concentrated Flow, DA Pond 2 TC Post
Unpaved Kv= 16.1 fps
17.9 350 Total
Subcatchment 7S: DA 2 Post Undetained
Hyd rog raph
�I �I �I � � � �I �I �I �I �I �I �I �I �I �I �I �I �I �I �I �I �I �I �I �I �I �I �I ■Runoff
2.04 cfs
2 type 11 24yhr
10-yr 24hr Raiinfaillr5.207
RUnbff Arbb=1.250 'ad
F ungff'V'o1'0MO='0.',1$5', of
Runoff De��pthr1.497
1 Flbw 11ehoth=,3507-
TC=17'19 rein
0
0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 50 52 54 56 58 60
Time (hours)

Basin 2 NOAA Precip Revised
Prepared by DEWBERRY
HvdroCAD® 10.00-25 s/n 09483 © 2019
Deer Creek Riding Stable - Basin 2
Type 11 24-hr 10-yr 24hr Rainfall=5.20"
roCAD Software Solutions LLC
Summary for Pond 3P: Pond 2
Printed 12/23/2019
Inflow Area = 3.600 ac, 8.89% Impervious, Inflow Depth = 1.79" for 10-yr 24hr event
Paae 18
Inflow =
8.75 cfs @
12.05 hrs,
Volume=
0.536 of
Outflow =
2.05 cfs @
12.36 hrs,
Volume=
0.536 af, Atten= 77%, Lag= 18.3 min
Primary =
2.05 cfs @
12.36 hrs,
Volume=
0.536 of
Secondary =
0.00 cfs @
0.00 hrs,
Volume=
0.000 of
Routing by Stor-Ind method, Time Span= 0.00-60.00 hrs, dt= 0.05 hrs
Peak Elev= 497.88' @ 12.36 hrs Surf.Area= 11,298 sf Storage= 8,416 cf
Plug -Flow detention time= 235.8 min calculated for 0.536 of (100% of inflow)
Center -of -Mass det. time= 235.6 min ( 1,096.8 - 861.2 )
Volume Invert
#1 496.50'
UM11.1ire
Description
52,347 cf Custom Stage Data (Prismatic)-isted below (Recalc)
Elevation Surf.Area
Inc.Store Cum.Store
(feet)
(sq-ft)
(cubic -feet) (cubic -feet)
496.50
25
0 0
497.00
5,031
1,264 1,264
498.00
12,185
8,608 9,872
499.00
13,470
12,828 22,700
500.00
14,810
14,140 36,840
501.00
16,205
15,508 52,347
Device Routing
Invert
Outlet Devices
#1 Primary
496.50'
24.0" Round Culvert
L= 100.0' CMP, square edge headwall, Ke= 0.500
Inlet / Outlet Invert= 496.50' / 496.00' S= 0.0050'/' Cc= 0.900
n= 0.021 Corrugated metal, Flow Area= 3.14 sf
#2 Device 1
499.50'
30.0" Horiz. Top of Riser C= 0.600
Limited to weir flow at low heads
#3 Device 1
496.50'
1.5" Vert. Low Flow Orifice C= 0.600
#4 Device 1
497.30'
1.5' long Sharp -Crested Rectangular Weir 2 End Contraction(s)
#5 Secondary
500.50'
5.0' long x 19.0' breadth Emergency Spillway
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=2.05 cfs @ 12.36 hrs HW=497.88' (Free Discharge)
L1=Culvert (Passes 2.05 cfs of 5.58 cfs potential flow)
2=Top of Riser ( Controls 0.00 cfs)
3=Low Flow Orifice (Orifice Controls 0.07 cfs @ 5.52 fps)
4=Sharp-Crested Rectangular Weir(Weir Controls 1.98 cfs @ 2.48 fps)
Secondary OutFlow Max=0.00 cfs @ 0.00 hrs HW=496.50' (Free Discharge)
5=Emergency Spillway ( Controls 0.00 cfs)

Basin 2 NOAA Precip Revised
Prepared by DEWBERRY
HvdroCAD® 10.00-25 s/n 09483 © 2019
Deer Creek Riding Stable - Basin 2
Type 11 24-hr 10-yr 24hr Rainfall=5.20"
roCAD Software Solutions LLC
Printed 12/23/2019
8.7
! Aa
e a
•
I
I�
iiiiiiiiiiiiiiiiiiio
Paae 19
❑ Inflow
❑ Outflow
0 Primary
rl Secondary

Deer Creek Riding Stable - Basin 2
Basin 2 NOAA Precip Revised Type 1124-hr 25-yr24hrRainfall=6.21"
Prepared by DEWBERRY Printed 12/23/2019
HvdroCAD®10.00-25 s/n 09483 ©2019 HvdroCAD Software Solutions LLC Paae 20
Summary for Subcatchment 1S: DA 2 Pre
Runoff = 10.86 cfs @ 12.08 hrs, Volume= 0.717 af, Depth= 2.69"
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-60.00 hrs, dt= 0.05 hrs
Type II 24-hr 25-yr 24hr Rainfall=6.21"
Area (ac)
CN
Description
3.170
67
Legumes, C&T, Good, HSG B
0.030
55
Woods, Good, HSG B
3.200
67
Weighted Average
3.200
100.00% Pervious Area
Tc
Length
Slope
Velocity Capacity
Description
(min)
(feet)
(ft/ft)
(ft/sec) (cfs)
13.2
100
0.0250
0.13
Sheet Flow, Pond 2 Pre
Grass: Dense n= 0.240 P2= 3.12"
2.1
372
0.0350
3.01
Shallow Concentrated Flow, shallow concentrated
Unpaved Kv= 16.1 fps
15.3 472 Total
12
10.86 cfs
-T --I-- -T-
10
9-
8-
7
-----------
3 6
LL
5
--77 - -1
4
3
2
-----------
Subcatchment 1S: DA 2 Pre
Hydrograph
— L — 1 — —�— — �— — L — —� — — �— — L — L — —�— — L — L — —� — — L — L — L — — �— — L — L — —� — — L ——
� � � � � � � � � � � � � � � � � � � � � � � ■Runoff
T T
-! - --- ! - --! -! ---!- T - ---F- T -y�--
-! Raiinfa1P"-6,21'''--
-L-----L-+----L- --
---L-RLnbffAre 3.200-a&-
--I---F�u ft4ffyo�Ltmp='�O.:717 a f -
- -Runoff D pthr2.691 -
- -F lbvr� Leni oh=47 ;'- -
1/'L-�-
0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 50 52 54 56 58 60
Time (hours)

Deer Creek Riding Stable - Basin 2
Basin 2 NOAA Precip Revised Type 1124-hr 25-yr24hrRainfall=6.21"
Prepared by DEWBERRY Printed 12/23/2019
HydroCAD®10.00-25 s/n 09483 ©2019 HydroCAD Software Solutions LLC Page 21
Summary for Subcatchment 2S: DA 2 Post
Runoff = 12.45 cfs @ 12.05 hrs, Volume= 0.752 af, Depth= 2.51"
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-60.00 hrs, dt= 0.05 hrs
Type II 24-hr 25-yr 24hr Rainfall=6.21"
Area (ac)
CN
Adj Description
0.200
85
Gravel roads, HSG B
0.200
98
Unconnected pavement, HSG B
3.080
61
>75% Grass cover, Good, HSG B
0.120
98
Future Impervious
3.600
66
65 Weighted Average, UI Adjusted
3.280
91.11 % Pervious Area
0.320
8.89% Impervious Area
0.200
62.50% Unconnected
Tc
Length
Slope
Velocity Capacity
Description
(min)
(feet)
(ft/ft)
(ft/sec) (cfs)
10.5
82
0.0300
0.13
Sheet Flow, DA Pond 2 TC Post
Grass: Dense n= 0.240 P2= 3.12"
2.1
318
0.0248
2.54
Shallow Concentrated Flow, DA Pond 2 TC Post
Unpaved Kv= 16.1 fps
12.6 400 Total
Subcatchment 2S: DA 2 Post
Hydrograph
1 _ I� __1__1-- �I--__1_-I-- I� __1__1-- I� __1__1-- I-- �__1--I-- I� __1_-I-- I---I--I--I-- �I--I--I-- �I --I-- ■Runoff
13 12.45 cfs
12 ' II 1 pe-r�-�4yhr -
—--1--1--+—� —+—--1--1--+--1--1--+—--I--+—+--1--+—+—--1--+—--1--+-4—+--
11 ' 1 25 yr 24h*r Ra►infa►IIr6c 21��--
-r--1--r-r-r-r-r--1--r-r--1--1--r-r--1--r
10 ' 1 RtJnbff-Are&3 604 -at_ -
s
-1--1--1--1-J-L-1--1--1--1--1--1--�-1--1-��4##;L�;o�11���=;�0�1117�21a� -
N 8
-- --+- - ---1--1--+--1--1-- - --1--D pth =Z-51AV
�1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1
3 `w1, 11 Q1{� 1 YT 1
O—r------t—r—r—r--_---t------t-r----r-t--I-Ib Y- ii �I r11`
a 6 YYY
5 --T --T-T T-T-- T-- T- -- T-T-- r-T cr 21.6 iri
1 1 1 I I 1 I I 1 1 1 1 1 —� 11
--1--1--1---1 --11-1----1--1--1---1--1--1-- 1---1 --1-- 1---1 ---
-_111U ddl u�lsted ON=1116t -
4
----------- --------------------------
3: �1
—+--1--1--+—+ —+—+--1--1--+--1--1--+—+--1--+—+--1--+—+—+--1--+—+--1--+-4—+--
2
-t--I--I--t—t r-t--1--r-t--1--1--t- --1--r-t--1-T-1- -r-t-t--r-t--r-t-t--
1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1
0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 50 52 54 56 58 60
Time (hours)

Deer Creek Riding Stable - Basin 2
Basin 2 NOAA Precip Revised Type 1124-hr 25-yr24hrRainfall=6.21"
Prepared by DEWBERRY Printed 12/23/2019
HydroCAD®10.00-25 s/n 09483 ©2019 HydroCAD Software Solutions LLC Page 22
Summary for Subcatchment 6S: DA 2 Pre Undetained
Runoff = 3.75 cfs @ 12.11 hrs, Volume= 0.268 af, Depth= 2.60"
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-60.00 hrs, dt= 0.05 hrs
Type II 24-hr 25-yr 24hr Rainfall=6.21"
Area (ac)
CN
Description
1.100
67
Legumes, C&T, Good, HSG B
0.140
55
Woods, Good, HSG B
1.240
66
Weighted Average
1.240
100.00% Pervious Area
Tc
Length
Slope
Velocity Capacity
Description
(min)
(feet)
(ft/ft)
(ft/sec) (cfs)
16.2
100
0.0150
0.10
Sheet Flow, Sheet Flow
Grass: Dense n= 0.240 P2= 3.12"
1.6
310
0.0420
3.30
Shallow Concentrated Flow, Shallow Concentrated Flow
Unpaved Kv= 16.1 fps
17.8 410 Total
Subcatchment 6S: DA 2 Pre Undetained
Hydrograph
-7---T-T-T----T-T-T----T-T- -- -I- T-T----T-T----I--T--1 1--T-T- --T-T- Runoff
4 I I I I I I I I I I I I I I I I I I I I I
3.75 cfs
Type 11 24yhr
25-yr 24hIr Raiinfaillr6.217
3 RUnbff Area=1.2410 at
Fou n pff III VIIIo IIIIu rmq=IIIO.I12I$81II at
2 FIbw L'�ehcoth=4101II'
LL
Tci=17�Arpin
0 (�I
-
0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 50 52 54 56 58 60
Time (hours)

Deer Creek Riding Stable - Basin 2
Basin 2 NOAA Precip Revised Type 1124-hr 25-yr24hrRainfall=6.21"
Prepared by DEWBERRY Printed 12/23/2019
HvdroCAD®10.00-25 s/n 09483 ©2019 HvdroCAD Software Solutions LLC Paae 23
Summary for Subcatchment 7S: DA 2 Post Undetained
Runoff = 3.04 cfs @ 12.11 hrs, Volume= 0.224 af, Depth= 2.15"
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-60.00 hrs, dt= 0.05 hrs
Type II 24-hr 25-yr 24hr Rainfall=6.21"
Area (ac) CN Description
1.250 61 >75% Grass cover, Good, HSG B
1.250 100.00% Pervious Area
Tc
Length
Slope
Velocity Capacity
Description
(min)
(feet)
(ft/ft)
(ft/sec) (cfs)
16.2
100
0.0150
0.10
Sheet Flow, DA Pond 2 TC Post
Grass: Dense n= 0.240 P2= 3.12"
1.7
250
0.0240
2.49
Shallow Concentrated Flow, DA Pond 2 TC Post
Unpaved Kv= 16.1 fps
17.9 350 Total
Subcatchment 7S: DA 2 Post Undetained
Hydrograph
�I �I �I � � � �I �I �I �I �I �I �I �I �I �I �I �I �I �I �I �I �I �I �I �I �I �I �I ■Runoff
--�--�— 3.04 cfs —�--—--�--� —----�--
3 type 11 24yhr
25-yr 24hr Raiinfaillr6.2V
Rhntm Ards=1.250 at
--
-----r-, -r -T- ----r-------rt--f trr7gff'Volur WI --O.:� -af -
2
k6noff be��pthr2.11115'''
Flbw Lehoth=;350'�I,
--L-1---Jc=17r9 rr-ir,
0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 50 52 54 56 58 60
Time (hours)

Deer Creek Riding Stable - Basin 2
Basin 2 NOAA Precip Revised Type 1124-hr 25-yr24hrRainfall=6.21"
Prepared by DEWBERRY Printed 12/23/2019
HydroCAD®10.00-25 s/n 09483 ©2019 HydroCAD Software Solutions LLC Page 24
Summary for Pond 3P: Pond 2
Inflow Area = 3.600 ac, 8.89% Impervious, Inflow Depth = 2.51" for 25-yr 24hr event
Inflow =
12.45 cfs @
12.05 hrs,
Volume=
0.752 of
Outflow =
3.50 cfs @
12.30 hrs,
Volume=
0.752 af, Atten= 72%, Lag= 15.0 min
Primary =
3.50 cfs @
12.30 hrs,
Volume=
0.752 of
Secondary =
0.00 cfs @
0.00 hrs,
Volume=
0.000 of
Routing by Stor-Ind method, Time Span= 0.00-60.00 hrs, dt= 0.05 hrs
Peak Elev= 498.15' @ 12.30 hrs Surf.Area= 12,382 sf Storage= 11,752 cf
Plug -Flow detention time= 183.2 min calculated for 0.752 of (100% of inflow)
Center -of -Mass det. time= 183.0 min ( 1,034.1 - 851.1 )
Volume Invert
#1 496.50'
UM11.1ire
Description
52,347 cf Custom Stage Data (Prismatic)-isted below (Recalc)
Elevation Surf.Area
Inc.Store Cum.Store
(feet)
(sq-ft)
(cubic -feet) (cubic -feet)
496.50
25
0 0
497.00
5,031
1,264 1,264
498.00
12,185
8,608 9,872
499.00
13,470
12,828 22,700
500.00
14,810
14,140 36,840
501.00
16,205
15,508 52,347
Device Routing
Invert
Outlet Devices
#1 Primary
496.50'
24.0" Round Culvert
L= 100.0' CMP, square edge headwall, Ke= 0.500
Inlet / Outlet Invert= 496.50' / 496.00' S= 0.0050'/' Cc= 0.900
n= 0.021 Corrugated metal, Flow Area= 3.14 sf
#2 Device 1
499.50'
30.0" Horiz. Top of Riser C= 0.600
Limited to weir flow at low heads
#3 Device 1
496.50'
1.5" Vert. Low Flow Orifice C= 0.600
#4 Device 1
497.30'
1.5' long Sharp -Crested Rectangular Weir 2 End Contraction(s)
#5 Secondary
500.50'
5.0' long x 19.0' breadth Emergency Spillway
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=3.50 cfs @ 12.30 hrs HW=498.15' (Free Discharge)
L1=Culvert (Passes 3.50 cfs of 7.59 cfs potential flow)
2=Top of Riser ( Controls 0.00 cfs)
3=Low Flow Orifice (Orifice Controls 0.07 cfs @ 6.07 fps)
4=Sharp-Crested Rectangular Weir(Weir Controls 3.42 cfs @ 3.02 fps)
Secondary OutFlow Max=0.00 cfs @ 0.00 hrs HW=496.50' (Free Discharge)
5=Emergency Spillway ( Controls 0.00 cfs)

Deer Creek Riding Stable - Basin 2
Basin 2 NOAA Precip Revised Type 1124-hr 25-yr24hrRainfall=6.21"
Prepared by DEWBERRY Printed 12/23/2019
HvdroCAD®10.00-25 s/n 09483 ©2019 HvdroCAD Software Solutions LLC Paae 25
Pond 3P: Pond 2
.....
�
•16MAWAr6a 3,600
�.
• . •
Cfs
43,/50
ice
//////////
......

Deer Creek Riding Stable - Basin 2
Basin 2 NOAA Precip Revised Type/1 24-hr 50-yr 24hr Rainfall=7.03"
Prepared by DEWBERRY Printed 12/23/2019
HvdroCAD®10.00-25 s/n 09483 ©2019 HvdroCAD Software Solutions LLC Paae 26
Summary for Subcatchment 1S: DA 2 Pre
Runoff = 13.51 cfs @ 12.08 hrs, Volume= 0.888 af, Depth= 3.33"
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-60.00 hrs, dt= 0.05 hrs
Type II 24-hr 50-yr 24hr Rainfall=7.03"
Area (ac)
CN
Description
3.170
67
Legumes, C&T, Good, HSG B
0.030
55
Woods, Good, HSG B
3.200
67
Weighted Average
3.200
100.00% Pervious Area
Tc
Length
Slope
Velocity Capacity
Description
(min)
(feet)
(ft/ft)
(ft/sec) (cfs)
13.2
100
0.0250
0.13
Sheet Flow, Pond 2 Pre
Grass: Dense n= 0.240 P2= 3.12"
2.1
372
0.0350
3.01
Shallow Concentrated Flow, shallow concentrated
Unpaved Kv= 16.1 fps
15.3 472 Total
1 5
14
'
' I 3.51 cfs
-1--1--'--1-
13
— r----I--
Y — r
-1
12
11 �1
I I
I I 1
10
9
�1
,.. 8
I I I
I I I
o
7
LL
6
—--1--I--
— T
5
4
—r--I_
_I_ _ Y _ 7
3
2
1 +
1I 1I 1I
1I 1I
Subcatchment 1S: DA 2 Pre
Hydrograph
-11--III----11--III------II--III----II--III-------------II--III----II--III--II-- ■Runoff
-L-1--1--'--1--'--'--+-�--'--L-1--'--L-1-J-typeyhr -
— —I —I— —I— Y--I--1--+—I —I— r- Y--I-- r —+— r--1-- r—I —I— r— r— r--
50- r-1124hr _Ra►infa►IIrT.aT'--
- -------+------+- ---- -fi b# -Are&3.200-ad--
u1iOff'IIyo1u1! q=110:'I$8$3 af -
-Runsff- Depthr3�1 3.3''--
------I--I-----I--I-------I---
-L-1------i-- - -- L-i- - lbaar-L'�e�ndtl, =472,'--
-T -T -- T-T-- T- T-T-- T-T-T--TC'= j-&3rrrtn__
-i- T-
—
r— r——I—— I_ — Y— _I——I——t—r--I——r—Y --I— —r _+_ r——I— —r —r _—I--r—r—r--
_1
+—+----+—+----+—+—+----+—+----+—+—+--+—+—+----+—+—+--
0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 50 52 54 56 58 60
Time (hours)

Deer Creek Riding Stable - Basin 2
Basin 2 NOAA Precip Revised Type/1 24-hr 50-yr 24hr Rainfall=7.03"
Prepared by DEWBERRY Printed 12/23/2019
HvdroCAD®10.00-25 s/n 09483 ©2019 HvdroCAD Software Solutions LLC Paae 27
Summary for Subcatchment 2S: DA 2 Post
Runoff = 15.63 cfs @ 12.05 hrs, Volume= 0.938 af, Depth= 3.13"
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-60.00 hrs, dt= 0.05 hrs
Type II 24-hr 50-yr 24hr Rainfall=7.03"
Area (ac)
CN
Adj Description
0.200
85
Gravel roads, HSG B
0.200
98
Unconnected pavement, HSG B
3.080
61
>75% Grass cover, Good, HSG B
0.120
98
Future Impervious
3.600
66
65 Weighted Average, UI Adjusted
3.280
91.11 % Pervious Area
0.320
8.89% Impervious Area
0.200
62.50% Unconnected
Tc
Length
Slope
Velocity Capacity
Description
(min)
(feet)
(ft/ft)
(ft/sec) (cfs)
10.5
82
0.0300
0.13
Sheet Flow, DA Pond 2 TC Post
Grass: Dense n= 0.240 P2= 3.12"
2.1
318
0.0248
2.54
Shallow Concentrated Flow, DA Pond 2 TC Post
Unpaved Kv= 16.1 fps
12.6 400 Total
Subcatchment 2S: DA 2 Post
Hydrograph
-r--1--r-r-r--r-r-r--1--r-r--1--r-t-r--1--r-r--1--r-t-r--r-r-r--1--r-r-r--
17 1 ■Runoff
—+--1----+—--I--—+--I----+--1--I--+—+--I--+—+--I--—+—+----+—+--1--—+—+--
16 15.63 cfs
15yp`�-!-�yh r
14 I HI rr I 1f�I�7rI I V''I
'--
——--— —— ----——--———— —. +-A4h1r R
13 _--1--1--+- -r---1--1--+--1--1--+---1--r- - - --1-- +-
Rtin6�Ared-3.-600 ad--
12-L------1—L—L—L------L----'--1—----L—L----L-1—L--L—L—--'--L-1—L--
,1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1
11 gpff o�Ltmq=1A�' 8
1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1
w 10 1 I I I I I I I I 1 1 I 1 I
w -1--1- T-- T- - ---1--1-- - T--1--T -T-Runoff D"th;*A '-
9
-r--1--r-r-r -r-4--1-4-1--1--1--r-r--1--r-r--1--r-r-r--rr--1--r-r-r--
0 8-
7
6 ' 1 c1=�'i�'1 Min
----------- -
-----------------------------------------------------
5 ,1 1 1 1 1 1 WAdjulstedtN=_�-
-T----1- T-�-r-T--1---T--1--� -r---1--r-T- 1
4-+------+-+ -+-+--I--I--+--I--I--+-+--I--+-+--I--+-+-+--I--+-+--I--+-4-+--
3-1--1----L-L-L-L--1--'--1--'--'--L-1--'--L--L L--L -1--L-L--1--L-L-L--
2
1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1
0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 50 52 54 56 58 60
Time (hours)

Deer Creek Riding Stable - Basin 2
Basin 2 NOAA Precip Revised Type/1 24-hr 50-yr 24hr Rainfall=7.03"
Prepared by DEWBERRY Printed 12/23/2019
HydroCAD®10.00-25 s/n 09483 ©2019 HydroCAD Software Solutions LLC Page 28
Summary for Subcatchment 6S: DA 2 Pre Undetained
Runoff = 4.70 cfs @ 12.11 hrs, Volume= 0.334 af, Depth= 3.23"
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-60.00 hrs, dt= 0.05 hrs
Type II 24-hr 50-yr 24hr Rainfall=7.03"
Area (ac)
CN
Description
1.100
67
Legumes, C&T, Good, HSG B
0.140
55
Woods, Good, HSG B
1.240
66
Weighted Average
1.240
100.00% Pervious Area
Tc
Length
Slope
Velocity Capacity
Description
(min)
(feet)
(ft/ft)
(ft/sec) (cfs)
16.2
100
0.0150
0.10
Sheet Flow, Sheet Flow
Grass: Dense n= 0.240 P2= 3.12"
1.6
310
0.0420
3.30
Shallow Concentrated Flow, Shallow Concentrated Flow
Unpaved Kv= 16.1 fps
17.8 410 Total
Subcatchment 6S: DA 2 Pre Undetained
Hydrograph
-7---��-T-T----�F-T-T----T-T----�I- T-T----T- T---- �I- T -T- -II-T-T-T--�1--T- ■Runoff
5 I I I I I I I I I I I I I I I I I I I I I I I
4.70 cfs
Type 11 24yhr
- -- -- - -' -+- --'-- ---'--'--+- Q-Yr24hr•-RainfarHr7-0T'-
4
Ft;tJnbff Ar��ey���a=1.240 at
O
3 Runoff De�Ipthr3.237
LL
F16w Lehdth=410r'-
-r--I--r-r-r -r-r-r--r-r-r--I--r-r--I--r----I--r--r--I-
2 rrrTC=17�& rpip
-1--1--�--r-�-L-L-J--1--L-1--�--�--1--�--�--L-1--�--�--L-�--�--L-1--�--�--L-
1 I I I I I I I I I I I I I I I I I I I I I I I I I I I I
0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 50 52 54 56 58 60
Time (hours)

Deer Creek Riding Stable - Basin 2
Basin 2 NOAA Precip Revised Type/1 24-hr 50-yr 24hr Rainfall=7.03"
Prepared by DEWBERRY Printed 12/23/2019
HvdroCAD®10.00-25 s/n 09483 ©2019 HvdroCAD Software Solutions LLC Paae 29
Summary for Subcatchment 7S: DA 2 Post Undetained
Runoff = 3.92 cfs @ 12.11 hrs, Volume= 0.284 af, Depth= 2.72"
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-60.00 hrs, dt= 0.05 hrs
Type II 24-hr 50-yr 24hr Rainfall=7.03"
Area (ac) CN Description
1.250 61 >75% Grass cover, Good, HSG B
1.250 100.00% Pervious Area
Tc
Length
Slope
Velocity Capacity
Description
(min)
(feet)
(ft/ft)
(ft/sec) (cfs)
16.2
100
0.0150
0.10
Sheet Flow, DA Pond 2 TC Post
Grass: Dense n= 0.240 P2= 3.12"
1.7
250
0.0240
2.49
Shallow Concentrated Flow, DA Pond 2 TC Post
Unpaved Kv= 16.1 fps
17.9 350 Total
Subcatchment 7S: DA 2 Post Undetained
Hydrograph
I ■Runoff
-1--1--'--L-�--'--L-1-J--'--L-1--'--'--1--'--'--L-1--'--'--1-�--'--L-1--'--'--L-
3.92 cfs 1
4 type 11 24yhir
50-yr 24hr Raiinfaillr7.037
-+-- -- - -' - - --'--—1--1-RUn6ff Arbai--1-250 Arbai='1:250-'ad-
3 1
Ru n pff'1 V'10 I'1u rmq=0.'2Ot o f
V 1111 11111111111
Ru�lnoff -De�lpthr2.727
3-�--1--1--r-�-�-+-�--1--r-�--1--1--+--1--1--�-�--1--1--+�--1--�-�--1--1--r-
2 FIbw Lehot' =;350';'
LL I I I I I I I I I I I I I I I I I
TC= j 7''l0 rr ii►n
—7--III--III — IT-7 —III— IT-7--I'I-- I--7--III--III — IT — —III— —III-- IT-7--II1--III — IT-7--III--IT—�r�=IV —
1 I I I I I I I I I I I I I I I I I I I I I I I I I I I
0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 50 52 54 56 58 60
Time (hours)

Basin 2 NOAA Precip Revised
Prepared by DEWBERRY
HvdroCAD® 10.00-25 s/n 09483 © 2019
Deer Creek Riding Stable - Basin 2
Type/1 24-hr 50-yr 24hr Rainfall=7.03"
roCAD Software Solutions LLC
Summary for Pond 3P: Pond 2
Printed 12/23/2019
Inflow Area = 3.600 ac, 8.89% Impervious, Inflow Depth = 3.13" for 50-yr 24hr event
Paae 30
Inflow =
15.63 cfs @
12.05 hrs,
Volume=
0.938 of
Outflow =
4.83 cfs @
12.27 hrs,
Volume=
0.938 af, Atten= 69%, Lag= 13.5 min
Primary =
4.83 cfs @
12.27 hrs,
Volume=
0.938 of
Secondary =
0.00 cfs @
0.00 hrs,
Volume=
0.000 of
Routing by Stor-Ind method, Time Span= 0.00-60.00 hrs, dt= 0.05 hrs
Peak Elev= 498.39' @ 12.27 hrs Surf.Area= 12,681 sf Storage= 14,670 cf
Plug -Flow detention time= 155.2 min calculated for 0.937 of (100% of inflow)
Center -of -Mass det. time= 156.5 min ( 1,001.0 - 844.6 )
Volume Invert
#1 496.50'
UM11.1ire
Description
52,347 cf Custom Stage Data (Prismatic)-isted below (Recalc)
Elevation Surf.Area
Inc.Store Cum.Store
(feet)
(sq-ft)
(cubic -feet) (cubic -feet)
496.50
25
0 0
497.00
5,031
1,264 1,264
498.00
12,185
8,608 9,872
499.00
13,470
12,828 22,700
500.00
14,810
14,140 36,840
501.00
16,205
15,508 52,347
Device Routing
Invert
Outlet Devices
#1 Primary
496.50'
24.0" Round Culvert
L= 100.0' CMP, square edge headwall, Ke= 0.500
Inlet / Outlet Invert= 496.50' / 496.00' S= 0.0050'/' Cc= 0.900
n= 0.021 Corrugated metal, Flow Area= 3.14 sf
#2 Device 1
499.50'
30.0" Horiz. Top of Riser C= 0.600
Limited to weir flow at low heads
#3 Device 1
496.50'
1.5" Vert. Low Flow Orifice C= 0.600
#4 Device 1
497.30'
1.5' long Sharp -Crested Rectangular Weir 2 End Contraction(s)
#5 Secondary
500.50'
5.0' long x 19.0' breadth Emergency Spillway
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=4.81 cfs @ 12.27 hrs HW=498.38' (Free Discharge)
L1=Culvert (Passes 4.81 cfs of 9.28 cfs potential flow)
2=Top of Riser ( Controls 0.00 cfs)
3=Low Flow Orifice (Orifice Controls 0.08 cfs @ 6.50 fps)
4=Sharp-Crested Rectangular Weir(Weir Controls 4.73 cfs @ 3.40 fps)
Secondary OutFlow Max=0.00 cfs @ 0.00 hrs HW=496.50' (Free Discharge)
5=Emergency Spillway ( Controls 0.00 cfs)

Deer Creek Riding Stable - Basin 2
Basin 2 NOAA Precip Revised Type/1 24-hr 50-yr 24hr Rainfall=7.03"
Prepared by DEWBERRY Printed 12/23/2019
HvdroCAD®10.00-25 s/n 09483 ©2019 HvdroCAD Software Solutions LLC Paae 31
17
16
15
14
13
12
11
H 10
U
0 8
LL 7
6
5
4
3
2
0.00 cfs
Pond 3P: Pond 2
Hyd rog raph
-,-,-,-,-,-T-T-T-T-7-,-7-,-7--------------------------------
—7 —7
—T — —
—T —T —
— — — — —
—, —,—,--I—,--I------------ --- ---
■ Inflow
15 .63 cfs
T 7 7 7 7
M Outflow
- -
- - -
©
O Primary
---------
-_-!-_-!-!-!-!-!-!-----1_V--r�a��7.
A
MSecondary
- - -
- - - - -
el 14
---'--'-----u-'-----------`-�-`-3--9
-----Sto-tag66-1I41.-67-0-c
—�—�—�
4.83 cfs
_
ttttt_�__�__
—�—+
4.83 cfs
—+—+—+—+—+—+—+—+—+—+—+---+--------------------I--
0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 50 52 54 56 58 60
Time (hours)

Deer Creek Riding Stable - Basin 2
Basin 2 NOAA Precip Revised Type/1 24-hr 100-yr 24hr Rainfall=7.88"
Prepared by DEWBERRY Printed 12/23/2019
HvdroCAD®10.00-25 s/n 09483 ©2019 HvdroCAD Software Solutions LLC Paae 32
Summary for Subcatchment 1S: DA 2 Pre
Runoff = 16.34 cfs @ 12.08 hrs, Volume= 1.073 af, Depth= 4.02"
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-60.00 hrs, dt= 0.05 hrs
Type II 24-hr 100-yr 24hr Rainfall=7.88"
Area (ac)
CN
Description
3.170
67
Legumes, C&T, Good, HSG B
0.030
55
Woods, Good, HSG B
3.200
67
Weighted Average
3.200
100.00% Pervious Area
Tc
Length
Slope
Velocity Capacity
Description
(min)
(feet)
(ft/ft)
(ft/sec) (cfs)
13.2
100
0.0250
0.13
Sheet Flow, Pond 2 Pre
Grass: Dense n= 0.240 P2= 3.12"
2.1
372
0.0350
3.01
Shallow Concentrated Flow, shallow concentrated
Unpaved Kv= 16.1 fps
15.3 472 Total
Subcatchment 1S: DA 2 Pre
Hydrograph
18 - li --i--i -------i - li --i--i - li----i-- - li --i-- - li --i--i - --i--i - - li--i--i - li --i-- ■Runoff
1 716.34 cfs ��„ A h
16----I--II --I -II----I--II --I----I------I--II --I--I--II -
-r----r-r-r--r-r----r-r------r-r----r-r----r-r-r--I
15,I
— r——— YrrrY� --i---+-+--i-- t -8J —1 ; r24h-rRa�nfaIJ� 8I
'- -
14 -++ - --i-- -+-+--
13 -------+- - -------+------ - ---- - R',"off-Aeea;�3.'2OO-,at-
,I. „II 4 I„I,�I
121-1--1----1--L1
-------1--'--'--L-1- -'- -RWIIb V61LkIICT-t6-073 QfI
11 I I I I I I I I I I I I I I I I I I I I I I I I I I I I I
10 - ---- - ----------- Ru'off -1)gpthl=2�1'-
3
g
0
LL 8
-r--I--r-r-r --r-r--I--r-r--I--I--r-r--I--r-r--I--r-r-r--rT-r-rrw'--I--r-r-r--
7— r——
----Y—ri�1M
CF—
�-N-7c
6 -----i--+- - -------+----i--+- --i---+--i---+-+--i-- - - VT
5-+------+-+ -+-+--i--i--+--i--i--+-+--i--+-+--i--+-+-+--i--+-+--i--+-+-+--
4-1--1--'--1-1 -L-1--1--'--1--'--'--1-1--'--L-1--'--L-1-1--'--L-1--'--L-1-1--
3 "i
2 �I
----------- ---------------------------------
1
0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 50 52 54 56 58 60
Time (hours)

Deer Creek Riding Stable - Basin 2
Basin 2 NOAA Precip Revised Type/1 24-hr 100-yr 24hr Rainfall=7.88"
Prepared by DEWBERRY Printed 12/23/2019
HvdroCAD®10.00-25 s/n 09483 ©2019 HvdroCAD Software Solutions LLC Paae 33
Summary for Subcatchment 2S: DA 2 Post
Runoff = 19.03 cfs @ 12.05 hrs, Volume= 1.139 af, Depth= 3.80"
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-60.00 hrs, dt= 0.05 hrs
Type II 24-hr 100-yr 24hr Rainfall=7.88"
Area (ac)
CN
Adj Description
0.200
85
Gravel roads, HSG B
0.200
98
Unconnected pavement, HSG B
3.080
61
>75% Grass cover, Good, HSG B
0.120
98
Future Impervious
3.600
66
65 Weighted Average, UI Adjusted
3.280
91.11 % Pervious Area
0.320
8.89% Impervious Area
0.200
62.50% Unconnected
Tc
Length
Slope
Velocity Capacity
Description
(min)
(feet)
(ft/ft)
(ft/sec) (cfs)
10.5
82
0.0300
0.13
Sheet Flow, DA Pond 2 TC Post
Grass: Dense n= 0.240 P2= 3.12"
2.1
318
0.0248
2.54
Shallow Concentrated Flow, DA Pond 2 TC Post
Unpaved Kv= 16.1 fps
12.6 400 Total
Subcatchment 2S: DA 2 Post
Hydrograph
21 -------+- ---- -------+------+- ---- -+---- -+- ---- - ---- - - -- ■Runoff
�1
20 - — --r—+ 19.1 Cfs—+-11--I--r—+—_I--I--+—+--I--1—+—_I--11—+—+--I_-1-11--I--r—+—+—_
1 9 - T - - - - - - Y - 7 - r - T - -I Y - - T - 1 - - - - r - Y - - - - r - T - - - pR � � ���I�
18 - --i--i - -- -i - --i--i -----i-- - ---- -----�------------------- --
I I -
17
-- - - - -- - -- - a010-11yr-2�,4bl-�1 1 1 1 ��1 1 '1I' -
16-1------1-1-L-1--1--1--1--'--'--L-1--'--L-1--'--L-L-1--'--L-1--'--L-1--J
15
1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 �1 �1*/- 1 r 1 1 1 1 1 �+1 -1�
14-rt--1--1--+-y-r-rt--1--r-+--1--1--+---I--R(Jn'�ol�l-V ollJmre"O 13.7� ail -
-1
13 ---1--1i -T- -r---1--1i-T--li--li--r---li--r-+--1-- -+- --i -r- --1--F - 7 - 7--
H 12----------------------------------------IRL' M1 (W Qej ffi=3.SO! -
`� 11 11 11 11 11 11 11 11 -
`Ftoyv �-qngth40i'
3 10-1--1--'--+- -L-1--1----+------+-1----L-+--'--
o -
LL i l
9 _1__I__1__+_�_+-+--1__1__+__I__1__+_+--1__+-+__I__L_+_+__1T_L_�rw'__I__L_+_1+��__
8-rt------Y-7-r-rt--I Y + 1--I Y-Y r+ 7 y-�jl-7F��6r MIR
� I
-71 - -I --II -7 - -- -I--II-T----I--+-----r-T ---Ul Ad-Wste-d=1CC-765-
6 - - - - '- - --'-- - --'- - - -;-- - - ----
s i1--'- -- - 1-1--'- -- --L- L- --L- --L
1 1 1
4 -------+- - -------+------+- ---- -+---- -+- ---- - ---- - - 3--
2-
0
2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 50 52 54 56 58 60
Time (hours)

Deer Creek Riding Stable - Basin 2
Basin 2 NOAA Precip Revised Type/1 24-hr 100-yr 24hr Rainfall=7.88"
Prepared by DEWBERRY Printed 12/23/2019
HydroCAD®10.00-25 s/n 09483 ©2019 HydroCAD Software Solutions LLC Page 34
Summary for Subcatchment 6S: DA 2 Pre Undetained
Runoff = 5.72 cfs @ 12.11 hrs, Volume= 0.404 af, Depth= 3.91"
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-60.00 hrs, dt= 0.05 hrs
Type II 24-hr 100-yr 24hr Rainfall=7.88"
Area (ac)
CN
Description
1.100
67
Legumes, C&T, Good, HSG B
0.140
55
Woods, Good, HSG B
1.240
66
Weighted Average
1.240
100.00% Pervious Area
Tc
Length
Slope
Velocity Capacity
Description
(min)
(feet)
(ft/ft)
(ft/sec) (cfs)
16.2
100
0.0150
0.10
Sheet Flow, Sheet Flow
Grass: Dense n= 0.240 P2= 3.12"
1.6
310
0.0420
3.30
Shallow Concentrated Flow, Shallow Concentrated Flow
Unpaved Kv= 16.1 fps
17.8 410 Total
Subcatchment 6S: DA 2 Pre Undetained
Hydrograph
-�--�--�--�-�--�--�-�-�--�--�-�--�--�--�--�--�--�-�--�--�--�-�--�--�-�--�--�--�- ■Runoff
6 5.72 cfs
Typo (I �+-hlr
5 TOO-yrl 241�rRaIr7 aifl=T. 8�'-
IRuhoff Area-1.2401ac
- - -- - -- - -- - - -- - --I
- - -- I - 1--I - - - I -- -
4 Runoff ` 61Um'6"O,404 of
- ---- -- ----
Runoff bgp';th'==�.91
3 'F�oW �gngtn=410,
LL I I I I I I I I I I I I I I I I I I I I
Tc=117.8 rrl>I i re
2 CW66
1 I I I I I I I I I I I I I I I I I I I I I I I I I I I
0
0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 50 52 54 56 58 60
Time (hours)

Deer Creek Riding Stable - Basin 2
Basin 2 NOAA Precip Revised Type/1 24-hr 100-yr 24hr Rainfall=7.88"
Prepared by DEWBERRY Printed 12/23/2019
HvdroCAD®10.00-25 s/n 09483 ©2019 HvdroCAD Software Solutions LLC Paae 35
Summary for Subcatchment 7S: DA 2 Post Undetained
Runoff = 4.88 cfs @ 12.11 hrs, Volume= 0.349 af, Depth= 3.35"
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-60.00 hrs, dt= 0.05 hrs
Type II 24-hr 100-yr 24hr Rainfall=7.88"
Area (ac) CN Description
1.250 61 >75% Grass cover, Good, HSG B
1.250 100.00% Pervious Area
Tc
Length
Slope
Velocity Capacity
Description
(min)
(feet)
(ft/ft)
(ft/sec) (cfs)
16.2
100
0.0150
0.10
Sheet Flow, DA Pond 2 TIC Post
Grass: Dense n= 0.240 P2= 3.12"
1.7
250
0.0240
2.49
Shallow Concentrated Flow, DA Pond 2 TIC Post
Unpaved Kv= 16.1 fps
17.9 350 Total
Subcatchment 7S: DA 2 Post Undetained
Hydrograph
I I I ■Runoff
5 4.88 cfs
fiypip (i �4yhlr
- -- -- - -' -+- -- - -- +--100 'yr 24Mr1Rain-a11=7-88
4 Ruhoff lArea-1.�250 �Iac
Runoff `'/dlhm6'0,349 of
N Runoff Pep;th' -3.35"
3 �p�y� YLngt/cam ///uyyy I— GJy
0O
3 I I I I IF�o r h 3 '
0
LL I I I I I I I I I I I I I I I I I
2 -- I TC-17.9 min
CN-61
1 I I I I I I I I I I I I I I I I I I I I I I I I I I I
0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 50 52 54 56 58 60
Time (hours)

Deer Creek Riding Stable - Basin 2
Basin 2 NOAA Precip Revised Type/1 24-hr 100-yr 24hr Rainfall=7.88"
Prepared by DEWBERRY Printed 12/23/2019
HydroCAD®10.00-25 s/n 09483 ©2019 HydroCAD Software Solutions LLC Page 36
Summary for Pond 3P: Pond 2
Inflow Area = 3.600 ac, 8.89% Impervious, Inflow Depth = 3.80" for 100-yr 24hr event
Inflow =
19.03 cfs @
12.05 hrs,
Volume=
1.139 of
Outflow =
6.27 cfs @
12.26 hrs,
Volume=
1.139 af, Atten= 67%, Lag= 12.8 min
Primary =
6.27 cfs @
12.26 hrs,
Volume=
1.139 of
Secondary =
0.00 cfs @
0.00 hrs,
Volume=
0.000 of
Routing by Stor-Ind method, Time Span= 0.00-60.00 hrs, dt= 0.05 hrs
Peak Elev= 498.63' @ 12.26 hrs Surf.Area= 12,994 sf Storage= 17,800 cf
Plug -Flow detention time= 137.5 min calculated for 1.139 of (100% of inflow)
Center -of -Mass det. time= 137.3 min ( 976.3 - 839.0 )
Volume Invert
#1 496.50'
UM11.1ire
Description
52,347 cf Custom Stage Data (Prismatic)-isted below (Recalc)
Elevation Surf.Area
Inc.Store Cum.Store
(feet)
(sq-ft)
(cubic -feet) (cubic -feet)
496.50
25
0 0
497.00
5,031
1,264 1,264
498.00
12,185
8,608 9,872
499.00
13,470
12,828 22,700
500.00
14,810
14,140 36,840
501.00
16,205
15,508 52,347
Device Routing
Invert
Outlet Devices
#1 Primary
496.50'
24.0" Round Culvert
L= 100.0' CMP, square edge headwall, Ke= 0.500
Inlet / Outlet Invert= 496.50' / 496.00' S= 0.0050'/' Cc= 0.900
n= 0.021 Corrugated metal, Flow Area= 3.14 sf
#2 Device 1
499.50'
30.0" Horiz. Top of Riser C= 0.600
Limited to weir flow at low heads
#3 Device 1
496.50'
1.5" Vert. Low Flow Orifice C= 0.600
#4 Device 1
497.30'
1.5' long Sharp -Crested Rectangular Weir 2 End Contraction(s)
#5 Secondary
500.50'
5.0' long x 19.0' breadth Emergency Spillway
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=6.26 cfs @ 12.26 hrs HW=498.63' (Free Discharge)
L1=Culvert (Passes 6.26 cfs of 10.95 cfs potential flow)
2=Top of Riser ( Controls 0.00 cfs)
3=Low Flow Orifice (Orifice Controls 0.08 cfs @ 6.92 fps)
4=Sharp-Crested Rectangular Weir(Weir Controls 6.17 cfs @ 3.77 fps)
Secondary OutFlow Max=0.00 cfs @ 0.00 hrs HW=496.50' (Free Discharge)
5=Emergency Spillway ( Controls 0.00 cfs)

Deer Creek Riding Stable - Basin 2
Basin 2 NOAA Precip Revised Type/1 24-hr 100-yr 24hr Rainfall=7.88"
Prepared by DEWBERRY Printed 12/23/2019
HvdroCAD®10.00-25 s/n 09483 ©2019 HvdroCAD Software Solutions LLC Paae 37
Pond 3P: Pond 2
.....
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Dewberry
Dewberry Engineers Inc.
9300 Harris Corners Pkwy, Suite 220
Charlotte, NC 28269
Phone: [phone]
Fax: [phone]
www.dewberry.com
NCBELS #F-0929
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FOR
INFORMATION
ONLY
11,00MMI
SCALE: 1" =50'
0' 25' 50' 100'
1 01/02/20 1 TM I AGENCY COMMENTS
NO. DATE BY DESCRIPTION
VISIONS
DRAWN BY
JGL
APPROVED BY
RSN
CHECKED BY
TMM
DATE
NOVEMBER 7, 2019
TITLE
PRE -DEVELOPED
DRAINAGE AREA MAP
PROJECT NO.
50115748
DA�PRE

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Dewberry
Dewberry Engineers Inc.
9300 Harris Corners Pkwy, Suite 220
Charlotte, NC 28269
Phone: [phone]
Fax: [phone]
www.dewberry.com
NCBELS #F-0929
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FOR
INFORMATION
ONLY
11,00MMI
SCALE: 1" =50'
0' 25' 50' 100'
1 01/02/20 1 TM I AGENCY COMMENTS
NO. DATE BY DESCRIPTION
VISIONS
DRAWN BY JGL
APPROVED BY RSN
CHECKED BY TMM
DATE NOVEMBER 7, 2019
TITLE
POST -DEVELOPED
DRAINAGE AREA MAP
PROJECT NO. 50115748
DA�POST

Section 5: Grassed Swale Calculations
www.dewberry.com

Hydrology Report
Hydraflow Express Extension for Autodesk® AutoCAD® Civil 3D® by Autodesk, Inc. Wednesday, Feb 19 2020
Swale #1
Hydrograph type
= Rational
Peak discharge (cfs)
= 1.320
Storm frequency (yrs)
= 10
Time interval (min)
= 1
Drainage area (ac)
= 0.860
Runoff coeff. (C)
= 0.3
Rainfall Inten (in/hr)
= 5.116
Tc by User (min)
= 16
IDF Curve
= Waxhaw.IDF
Rec limb factor
= 1.00
TIME OF CONCENTRATION:
SHEET FLOW: 100' @ 1.9%
SHALLOW CONCENTRATED
FLOW: UNPAVED, 183' @ 2%
TC = 16.2 MINUTES
Q (cfs)
2.00
1.00
e
5
10
— Runoff Hyd - Qp = 1.32 (cfs)
Runoff Hydrograph
10-yr frequency
15
20
Hydrograph Volume = 1,267 (cult); 0.029 (acft)
25
11
Q (cfs)
2.00
1.00
1 0.00
35
Time (min)

Channel Report
Hydraflow Express Extension for Autodesk0 AutoCADO Civil 3D0 by Autodesk, Inc.
Swale#1
Trapezoidal
Bottom Width (ft)
= 1.00
Side Slopes (z:1)
= 3.00, 3.00
Total Depth (ft)
= 1.00
Invert Elev (ft)
= 600.00
Slope (%)
= 3.00
N-Value
= 0.035
Calculations
Compute by:
Known Q
Known Q (cfs)
= 1.32
Elev (ft)
602.00
601.50
601.00
600.50
599.50
Section
Wednesday, Feb 19 2020
Highlighted
Depth (ft)
= 0.29
Q (cfs)
= 1.320
Area (sqft)
= 0.54
Velocity (ft/s)
Wetted Perim (ft)
= 2.83
Crit Depth, Yc (ft)
= 0.29
Top Width (ft)
= 2.74
EGL (ft)
= 0.38
MAXIMUM ALLOWABLE VELOCITY PER
NCDEQ STORMWATER
BMP MANUAL:
4.5 FPS
1 2 3 4 5 6 7 8
Reach (ft)
Depth (ft)
2.00
1.50
1.00
0.50
-0.50

Hydrology Report
Hydraflow Express Extension for Autodesk® AutoCAD® Civil 3D® by Autodesk, Inc. Wednesday, Feb 19 2020
Swale #2
Hydrograph type
= Rational
Peak discharge (cfs)
= 2.442
Storm frequency (yrs)
= 10
Time interval (min)
= 1
Drainage area (ac)
= 1.290
Runoff coeff. (C)
= 0.37
Rainfall Inten (in/hr)
= 5.116
Tc by User (min)
= 16
IDF Curve
= Waxhaw.IDF
Rec limb factor
= 1.00
COMPOSITE RATIONAL "C": TIME OF CONCENTRATION: Hydrograph volume = 2,344 (cuft); 0.054 (acft)
0.14 ACRES OF IMPERVIOUS SHEET FLOW: 100' @ 1.9%
1.15 ACRES OF PERVIOUS SHALLOW CONCENTRATED
(0.14(0.95) + 1.15(0.3)) / 1.290 = 0.37 FLOW: UNPAVED, 183' @ 2%
TC = 16.2 MINUTES
Runoff Hydrograph
Q (cfs) 10-yr frequency Q (cfs)
3.00
rM
1.00
0.00
0 5 10
— Runoff Hyd - Qp = 2.44 (cfs)
3.00
2.00
1.00
X ' 0.00
15 20 25 30 35
Time (min)

Channel Report
Hydraflow Express Extension for Autodesk0 AutoCADO Civil 3D0 by Autodesk, Inc.
Swale #2
Trapezoidal
Bottom Width (ft)
= 1.00
Side Slopes (z:1)
= 3.00, 3.00
Total Depth (ft)
= 1.00
Invert Elev (ft)
= 600.00
Slope (%)
= 2.50
N-Value
= 0.035
Calculations
Compute by:
Known Q
Known Q (cfs)
= 2.44
Elev (ft)
602.00
601.50
601.00
600.50
599.50
Section
Wednesday, Feb 19 2020
Highlighted
Depth (ft)
= 0.41
Q (cfs)
= 2.440
Area (sqft)
= 0.91
Velocity (ft/s)
Wetted Perim (ft)
= 3.59
Crit Depth, Yc (ft)
= 0.40
Top Width (ft)
= 3.46
EGL (ft)
= 0.52
MAXIMUM ALLOWABLE VELOCITY PER
NCDEQ STORMWATER
BMP MANUAL:
4.5 FPS
1 2 3 4 5 6 7 8
Reach (ft)
Depth (ft)
2.00
1.50
1.00
0.50
-0.50

Hydrology Report
Hydraflow Express Extension for Autodesk® AutoCAD® Civil 3D® by Autodesk, Inc. Wednesday, Feb 19 2020
Swale #3
Hydrograph type
= Rational
Peak discharge (cfs)
= 2.094
Storm frequency (yrs)
= 10
Time interval (min)
= 1
Drainage area (ac)
= 0.870
Runoff coeff. (C)
= 0.43
Rainfall Inten (in/hr)
= 5.597
Tc by User (min)
= 13
IDF Curve
= Waxhaw.IDF
Rec limb factor
= 1.00
COMPOSITE RATIONAL "C": TIME OF CONCENTRATION: Hydrograph volume =1,633 (cuft); 0.037 (acft)
0.18 ACRES OF IMPERVIOUS SHEET FLOW: 82' @ 3.0%
0.69 ACRES OF PERVIOUS SHALLOW CONCENTRATED
(0.18(0.95) + .69(0.3)) / 0.870 = 0.43 FLOW: UNPAVED, 318' @ 2.5%
TC = 12.6 MINUTES
Runoff Hydrograph
Q (cfs) 10-yr frequency Q (cfs)
3.00
rM
1.00
0.00
0 5 10
— Runoff Hyd - Qp = 2.09 (cfs)
3.00
2.00
1.00
0.00
15 20 25 30
Time (min)

Channel Report
Hydraflow Express Extension for Autodesk0 AutoCADO Civil 3D0 by Autodesk, Inc.
Swale #3
Trapezoidal
Bottom Width (ft)
= 1.00
Side Slopes (z:1)
= 3.00, 3.00
Total Depth (ft)
= 1.00
Invert Elev (ft)
= 600.00
Slope (%)
= 2.00
N-Value
= 0.035
Calculations
Compute by:
Known Q
Known Q (cfs)
= 2.09
Elev (ft)
602.00
OF
601.50
601.00
600.50
599.50
Section
Wednesday, Feb 19 2020
Highlighted
Depth (ft)
= 0.40
Q (cfs)
= 2.090
Area (sqft)
= 0.88
Velocity (ft/s)
Wetted Perim (ft)
= 3.53
Crit Depth, Yc (ft)
= 0.37
Top Width (ft)
= 3.40
EGL (ft)
= 0.49
MAXIMUM ALLOWABLE VELOCITY PER
NCDEQ STORMWATER
BMP MANUAL:
4.5 FPS
1 2 3 4 5 6 7 8
Reach (ft)
Depth (ft)
2.00
1.50
1.00
0.50
-0.50

NORTH
AMERICAN
GREEN
CHANNEL ANALYSIS
> > > Grassed Swale #1
Name
Grassed Swale #1
Discharge
1.32
Peak Flow Period
0.26
Channel Slope
0.03
Channel Bottom Width
1
Left Side Slope
3
Right Side Slope
3
Low Flow Liner
Retardence Class
C 6-12 in
Vegetation Type
Mix (Sod and Bunch)
Vegetation Density
Good 75-95%
Soil Type
Silt Loam (SM)
Unreinforced Vegetation
North American Green
5401 St. Wendel-Cynthiana Rd.
Poseyville, Indiana 47633
Tel. [phone]
>Fax [phone]
www.nagreen.com
ECMDS v7.0
Phase
Reach
Discharge
Velocity
Normal
Mannings N
Permissable
Calculated
Safety
Remarks
Staple
Depth
Shear Stress
Shear Stress
Factor
Pattern
Unreinforced Straight 1.32 cfs 1.56 ft/s
Vegetation
Underlying Straight 1.32 cfs 1.56 ft/s
Substrate
0.39 ft 0.064 4 Ibs/ft2 0.73 Ibs/ft2 5.5 STABLE --
0.39 ft 0.064 5.4 Ibs/ft2 0.46 Ibs/ft2 11.85 STABLE --

NORTH
AMERICAN
GREEN
CHANNEL ANALYSIS
> > > Grassed Swale #2
Name
Grassed Swale #2
Discharge
2.44
Peak Flow Period
0.26
Channel Slope
0.025
Channel Bottom Width
1
Left Side Slope
3
Right Side Slope
3
Low Flow Liner
Retardence Class
C 6-12 in
Vegetation Type
Mix (Sod and Bunch)
Vegetation Density
Good 75-95%
Soil Type
Silt Loam (SM)
Unreinforced Vegetation
North American Green
5401 St. Wendel-Cynthiana Rd.
Poseyville, Indiana 47633
Tel. [phone]
>Fax [phone]
www.nagreen.com
ECMDS v7.0
Phase
Reach
Discharge
Velocity
Normal
Mannings N
Permissable
Calculated
Safety
Remarks
Staple
Depth
Shear Stress
Shear Stress
Factor
Pattern
Unreinforced Straight 2.44 cfs 1.76 ft/s 0.53 ft 0.062 4 Ibs/ft2 0.83 Ibs/ft2 4.81 STABLE
Vegetation
Underlying Straight 2.44 cfs 1.76 ft/s 0.53 ft 0.062 5.06 Ibs/ft2 0.49 Ibs/ft2 10.25 STABLE
Substrate

NORTH
AMERICAN
GREEN
CHANNEL ANALYSIS
> > > Grassed Swale #3
Name
Grassed Swale #3
Discharge
2.09
Peak Flow Period
0.21
Channel Slope
0.02
Channel Bottom Width
1
Left Side Slope
3
Right Side Slope
3
Low Flow Liner
Retardence Class
C 6-12 in
Vegetation Type
Mix (Sod and Bunch)
Vegetation Density
Good 75-95%
Soil Type
Silt Loam (SM)
Unreinforced Vegetation
North American Green
5401 St. Wendel-Cynthiana Rd.
Poseyville, Indiana 47633
Tel. [phone]
>Fax [phone]
www.nagreen.com
ECMDS v7.0
Phase
Reach
Discharge
Velocity
Normal
Mannings N
Permissable
Calculated
Safety
Remarks
Staple
Depth
Shear Stress
Shear Stress
Factor
Pattern
Unreinforced Straight 2.09 cfs 1.46 ft/s
Vegetation
Underlying Straight 2.09 cfs 1.46 ft/s
Substrate
0.54 ft 0.067
0.54 ft 0.067
4lbs/ft2 0.68lbs/ft2
5.98lbs/ft2 0.4lbs/ft2
5.9 STABLE --
14.87 STABLE --

NOAA Atlas 14, Volume 2, Version 3
5 Location name: Waxhaw, North Carolina, USA*
'00Latitude: 34.98430, Longitude:-80.69790
Elevation: 596.69 ft**
source: ESRI Maps
** source: USGS
POINT PRECIPITATION FREQUENCY ESTIMATES
G.M. Bonnin, D. Martin, B. Lin, T. Parzybok, M.Yekta, and D. Riley
NOAA, National Weather Service, Silver Spring, Maryland
PF tabular I PF graphical I Maps & aerials
PF tabular
11 PDS-based Doint Dreciaitation freauencv estimates with 90% confidence intervals (in inches/hourll 11
Duration
Average recurrence interval (years)
1000
�
1 2 5 10 25 50 100 200 500
5-min 5.03 5.94 6.90 I F--7.-60---8.-40---8.-95---9.-46---9.-91---10.4 10.8
(4.63-5.46) L (5.46-6.47) (6.32-7.51) (6.96-8.24) (7.66-9.11) (8.12-9.70) (8.54-10.2) (8.90-10.7) (9.29-11.3) (9.54-11.7)
10-min 4.02 4.75 5.52 6.07 6.69 7.12 7.51 7.85 8.24 8.50
(3.70-4.36) L (4.37-5.17) (5.07-6.01) (5.56-6.59) (6.10-7.25) (6.47-7.72) (6.79-8.14) (7.06-8.51) (7.35-8.96) (7.52-9.25)
15-min 3.35 3.98 4.66 5.12 5.65 6.01 6.33 6.60 6.92 7.11
(3.09-3.64) L (3.66-4.34) (4.27-5.07) (4.69-5.56) (5.16-6.13) (5.46-6.52) (5.72-6.86) (5.94-7.16) (6.17-7.52) (6.29-7.74)
30-min 2.30 2.75 3.31 3.71 4.19 4.53 4.85 5.14 5.50 5.76
(2.12-2.49) (2.53-3.00) (3.04-3.60) (3.40-4.03) (3.82-4.54) (4.11-4.91) (4.38-5.25) (4.62-5.58) (4.91-5.98) (5.09-6.27)
60-min 1.43 1.73 2.12 2.42 2.79 3.07 3.34 3.61 3.95 4.20
(1.32-1.55) (1.59-1.88) 1 1 (2.79-3.33) 11 (3.02-3.62) 11 (3.24-3.91) 11 (3.52-4.29) 1 (3.72-4.58)
2-hr 0.826 1.00 1.24 1.42 1.66 1.84 2.02 2.20 2.43 2.61
(0.758-0.904) (0.916-1.10) 1 1 (1.51-1.81) 11 (1.66-2.00) 11 (1.81-2.20) 11 (1.96-2.39) 11 (2.15-2.65) 1 (2.29-2.85)
3-hr 0.585 0.706 0.881 I F-T02 1.20 1.35 1.49 1.64 1.85 2.01
(0.535-0.643) (0.646-0.777) (0.804-0.967) (0.925-1.11) 11 (1.09-1.31) 1 (1.21-1.47) 11 (1.33-1.63) 11 (1.46-1.79) 11 (1.62-2.02) 1 (1.74-2.20)
6-hr 0.353 6.425 0.530 I F-O-.613 0.726 0.817 0.909 1.00 1.14 1.24
(0.323-0.387) (0.389-0.466) (0.485-0.582) (0.560-0.671) (0.659-0.792) (0.736-0.889) (0.813-0.990) (0.890-1.09)1 1 (1.07-1.35)
12-hr 0.207 6.250 0.313 I F-O-.364 0.434 0.491 0.551 0.613 0.701 0.772
(0.190-0.227) (0.229-0.275) (0.287-0.343) (0.332-0.398) (0.394-0.474) (0.442-0.536) (0.490-0.599) (0.540-0.667) (0.607-0.761) (0.660-0.839)
24-hr 0.123 0.148 0.186 I F-O-.217 0.259 0.293 0.329 0.366 0.418 0.461
(0.114-0.133) (0.137-0.161) (0.172-0.202) (0.200-0.235) (0.238-0.280) (0.268-0.317) (0.299-0.356) (0.332-0.397) (0.377-0.455) (0.412-0.502)
0.072
0.087
0.109
0.126
0.150
0.169
0.189
0.210
0.239
0.263
2-day
(0.067 0.078)
(0.081-0.095)
(0.101-0.118)
(0.116-0.137)
(0.138-0.162)
(0.155-0.183)
(0.172-0.205)
(0.191-0.228)
(0.216-0.261)
(0.235-0.288)
0.051
0.061
0.076 IF
0.088
0.105
0.118
0.131
0.146
0.166
0.182
3-day
(0.047-0.055)
(0.057-0.067)
(0.071-0.083)
(0.081-0.095)
(0.096-0.113)
(0.108-0.128)
(0.120-0.143)
(0.133-0.158)
(0.150-0.181)
(0.164-0.199)
4-day 0.041 0.049 0.060 I F-o-.069 0.082 0.092 I F-o-.103 I F-o-.114 1 F-o-.129 0.142
(0.038 0.044) (0.045-0.053) (0.056-0.065) (0.064-0.075) (0.076-0.088) (0.085-0.100) (0.094-0.111) (0.104-0.123) (0.117-0.140) (0.128-0.154)
7-day 0.027 0.032 0.039 0.045 0.052 0.059 0.065 0.072 0.081 0.089
(0.025 0.029) (0.030-0.034) (0.036-0.042) (0.042-0.048) (0.049-0.056) (0.054-0.063) (0.060-0.070) (0.066-0.077) (0.074-0.088) (0.081-0.096)
10-day 0.021 0.026 0.031 0.035 0.041 0.045 0.049 0.054 0.060 0.066
(0.020 0 023) (0.024-0.027) (0.029-0.033) (0.033-0.037) (0.038-0.043) (0.042-0.048) (0.046-0.053) (0.050-0.058) (0.056-0.065) (0.060-0.071)
20-day 0.014 0.017 0.020 0.022 0.026 0.028 0.031 0.034 0.037 0.040
(0.014 0 015) (0.016-0.018) (0.019-0.021) (0.021-0.024) (0.024-0.027) (0.027-0.030) (0.029-0.033) (0.031-0.036) (0.035-0.040) (0.037-0.043)
30-day 0.012 0.014 0.016 0.018 0.020 0.022 0.024 0.026 0.028 0.030
(0.011-0 012) (0.013-0.015) (0.015-0.017) (0.017-0.019) (0.019-0.021) (0.021-0.023) (0.022-0.025) (0.024-0.027) (0.026-0.030) (0.028-0.032)
45-day 0.010 0.012 0.013 0.015 0.016 0.017 0.019 0.020 0.022 0.023
(0.009 0 010) (0.011-0.012) (0.013-0.014) (0.014-0.015) (0.015-0.017) (0.017-0.018) (0.018-0.020) (0.019-0.021) (0.020-0.023) (0.021-0.024)
60-day 0.009 0.010 0.012 0.013 0.014 0.015 0.016 0.017 0.018 0.019
(0.008 0 009) (0.010-0.011) (0.011-0.012) (0.012-0.013) (0.013-0.015) (0.014-0.016) (0.015-0.017) (0.016-0.018) (0.017-0.019) (0.018-0.020)
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.
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PF graphical

PDS-based intensity -duration -frequency (IDF) curves
Latitude: 34.98430, Longitude:-30.69790
100.000
0.100
a- 0.010
0 001
u�
o
LA
r�
A 4
r: o
0
o
LA o
❑ iration
100.000
10.000
e
0.100
IL 0.010
0 001 G 1 1 1 1 1 1 1 1 1
1 2 5 10 25 50 100 200 500 1000
Average recurrence interval (}rears)
NOAA Atlas 14, ValLlme 2. Version 3 Created (GMT): Wed Feb 19 16:44:54 2020
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Maps & aerials
Small scale terrain
Average recurrence
interval
(years)
— 1
2
— 1Q
25
— 50
100
200
500
1000
Duration
— 5-min —
2-day
— 1O-min —
3--day
15-min —
"ay
— 30-mrn —
7-day
— 60-min —
10-eay
— 2-fir —
20-day
— 3-fir —
30-day
— 6-fir —
45-clay
— 12-hr —
60-eay
241hr

Large scale terrain
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Large scale map
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100km a
youth
60mi Carolina
Large scale aerial

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