SW3230302_Stormwater Report_20230314

STORM WATER MANAGEMENT REPORT
FOR
DAVIS VILLAGE
PHIFER RD
WINGATE, NORTH CAROLINA
BY
P LOTT HOUND
ENGINEERING
PLOTT HOUND ENGINEERING
8050 CORPORATE CENTER DR. SUITE 100E
CHARLOTTE, NC 28226
[phone]
FIRM #P-1884
July 22, 2022
Rev. 1: March 3, 2023
CAR
O
042077
1/111mWo

PLOTT HOUND
ENGINEERING
ENGINEERING
TABLE OF CONTENTS
I. NARRATIVE
Introduction
Storm Water Management Requirements
Existing Site Conditions
Proposed BMP Design
Conclusions
II. MAPS AND FIGURES
HydroCAD Model Diagram
Pre and Post Drainage Area Maps
NOAA Rainfall Data
Location Map
Soils Map
USGS Map
FEMA FIRM Map
III. HYDROCAD MODEL OUTPUT
WET POND A
HydroCAD: 1-yr 24-hr Storm Event
HydroCAD: 10-yr 6-hr Storm Event
HydroCAD: 50-yr 6-hr Storm Event
SAND FILTER B
HydroCAD: 1-yr 24-hr Storm Event
HydroCAD: 10-yr 6-hr Storm Event
HydroCAD: 50-yr 6-hr Storm Event
SAND FILTER C
HydroCAD: 1-yr 24-hr Storm Event
HydroCAD: 10-yr 6-hr Storm Event
HydroCAD: 50-yr 6-hr Storm Event

PLOTT HOUND
ENGINEERING
ENGINEERING
IV. STORM WATER HYDRAULIC CALCULATIONS
Storm Sewers Design
V. SEDIMENT BASIN / EROSION CONTROL CALCULATIONS
BASIN Al
BASIN B1
BASIN Cl
SKIMMER BASIN 1
SEDIMENT TRAP T1

i
_Q, PLOTT HOUND
ENGINEERING
INTRODUCTION
Bulldog Investment Holdings, LLC is proposing the construction of a new residential
subdivision with 168 single-family homes and 46 townhomes located off Phifer Rd in the
Town of Wingate, North Carolina. The purpose of this report is to show that the
proposed storm water management BMPs associated with these improvements will
meet or exceed the state of North Carolina's storm water requirements as well as the
requirements of NCDOT and the Town of Wingate. The NCDOT roadside ditch and
culvert analysis is included in this report for two roadside culverts and the roadside
ditch at the intersection of Ansonville Road (SR1002) and Phifer Road (SR1819).
STORM WATER MANAGEMENT REQUIREMENTS
The proposed BMPs shall meet or exceed the rules as defined in the NCDEQ Stormwater
Design Manual Chapter A-1. Runoff Treatment and Volume Match and be designed to
meet or exceed the Minimum Design Criteria (MDC) as outlined in Chapter C-0. The
BMPs chosen for these improvements is a Wet Pond and two Sand Filters, as designed
per Chapters C-3 & C-6 respectively. Storm water in this subdivision is conveyed
through grassed ditches, swales, and storm inlets to drainage systems that divert runoff
to the BMPs. These are the requirements the wet pond must meet per the rules of 15A
NCAC 2H .1053: MDC for Wet Ponds:

PLOTT
ENGINEERING
HOUND
ENGINEERING
ISA NCAC 02H .1053 MDC FOR WET PONDS
The purpose of this Rule is to set forth the design requirements for wet ponds that arc constructed to meet the
requirements of this Section.
(1) MAIN POOL SURFACE AREA AND VOLUME. The main pool of the wet pond shall be sized
using either:
(a) the Hydraulic Retention Time (HRT) Method; or
(b) the SA/DA and Average Depth Method.
(2) MAIN POOL DEPTH. The average depth of the main pool shall be three to eight feet below the
permanent pool elevation. The applicant shall have the option of excluding the submerged portion
of the vegetated shelf from the calculation of average depth.
(3) SEDIMENT STORAGE. The forcbay and main pool shall have a minimum sediment storage
depth of six inches.
(4) LOCATION OF INLET(S) AND OUTLET. The inlct(s) and outict shall be located in a manner
that avoids short circuiting.
(5) FOREBAY. A forcbay that meets the following specifications shall be included;
(a) Forcbay volume shall be 15 to 20 percent of the volume in the main pool;
(b) The forcbay entrance shall be deeper than the forcbay exit;
(c) The water flowing over or through the structure that separates the forcbay from the main
pool shall flow at a noncrosivc velocity; and
(d) If sediment accumulates in the forcbay in a manner that reduces its depth to less than 75
percent of its design depth, then the forcbay shall be cleaned out and returned to its
design state.
(6) VEGETATED SHELF. The main pool shall be equipped with a vegetative shelf around its
perimeter. The minimum width of the vegetated shelf shall be six feet and the slope shall be no
steeper than 6: I (horizontal to vertical).
(7) DRAWDOWN TIME. The design volume shall draw down to the permanent pool level between
two and five days.
(8) PROTECTION OF THE RECEIVING STREAM. The wet pond shall discharge the runoff from
the one-year, 24-hour storm in a manner that minimizes hydrologic impacts to the receiving
channel.
(9) FOUNTAINS. If fountains arc proposed, then documentation shall be provided that they will not
cause a resuspension of sediment within the pond, or cause erosion on the side slopes of the pond.
(10) TRASH RACK. A trash rack or other device shall be provided to prevent large debris from
entering the outlet system.
(1 I) VEGETATION. The following criteria apply to vegetation in and around the wet pond:
(a) The dam structure, including front and back embankment slopes, of the pond shall be
vegetated with non -clumping turf grass. trees and woody shrubs shall not be allowed; and
(b) The vegetated shelf shall be planted with a minimum of three diverse species of
herbaceous, native vegetation at a minimum density of 50 plants per 200 square feet of
shelf area.
History Note: Authority G.S. 143-214.7B: 143-215.1: 143-215.3(a):
E_ .. January 1. 2017.

i
_Q, PLOTT HOUND
ENGINEERING
The following are the requirements the sand filters must meet per the rules of 15A
NCAC 2H .1056: MDC for Sand Filters
15A NCAC 0211 .1056 1*111)(' FOR SAND FILTERS
The purpose of this Rule is to set forth the- design re-quiremen�s sand filters that are constructed to meet the requirements
of'a State post -construction stonnwater program.
(1) SIIN T SEPARATION. The minimum separation between the lowest point of the sand filter system
and the SIIWT shall be:
(a) two feel fur open -bottom designs; and
(b) one fool for closed bottom designs. Exceptions to the one foot SHWT separation may be
made if the applicant pro,6idcs documentation that the design will neither float nor drain the
water table.
(2) TWO CHAMBER SYSTEM. The sand filter shall include a sediment chamber and a sand chamber.
Storage volume in each chamber shall be equivalent.
(3) SEDIMENT/SAND CHAMBER SIZING. The %olume of water that can be stored in the sediment
chamber and the sand chamber above the sand surface combined shall be 0.75 times the treatment
volute. The elevation of bypass devices shall be set above the porxling depth associated with this
volute. The bypass dc%ice may be designed to attenuate pca1, flows.
(4) MAXIMUM PONDING DEPTH. The maximum ponding depth from the top of the sand to the
bypass device shall be- six fret.
(5) FLOW DISTRIBUTION. Incoming storm%%ater shall be evenly distributed o%cr the surface ofthc
sand chamber.
(6) SAND MEDIA SPECIFICATION. Sand media shall meet ASTM C33 or the equivalent.
(7) MEDIA DEPTEI. The filter bed shall have a minimum depth of 18 inches. The minimum depth of
sand above the underdrain pipe shall be 12 inches.
(8) MAINTENANCE OF MEDIA. The sand filler shall be maintained in a manner that results in a
drawdown of at least two inches per hour at the sand surface.
(9) CLEAN -OUT PIPES. At least one clean -out pipe- shall be- pro%idcd at the low point of each
underdrain line. Clean out pipes shall be capped.
History Nole: Auihorrrr G.S. 143- 214. 78: 143-215.1: 143- 215.3(a):
E,(% Januan• 1. 2017.
Objective: Remove urban stormwater pollutants including TSS, BOD, fecal coliform,
hydrocarbons, and metals.
Design Volume: The design storm depth for high density projects [greater than 24%
Built Upon Area (BUA)] shall be 1-inch of storm water runoff from the BUA of the site.
Discharge Flow: Stormwater outlets shall be designed so that they do not cause erosion
downslope of the discharge point during the peak flow from the 10-year storm event as
shown by engineering calculations.

i
_Q, PLOTT HOUND
ENGINEERING
EXISTING SITE CONDITIONS
This project is currently being called Davis Village and the parcel associated with this project has an
area of 53.35 Acres located on the North side of Phifer Rd. as well as an area of 7.94 Acres on the
South side of Phifer Rd. The 61.3 acres total is currently being used for residential and agricultural
purposes. There are multiple homes on the property and a fenced in cattle field. The project is
bordered to the West by residential/agricultural land, to the South by the 60' Phifer Rd. Public Right
of Way, to the East by several residential properties, and to the North by NCDOT Right of Way -
Monroe 74 Bypass. The site was assessed and determined to have three unnamed jurisdictional
tributaries and one jurisdictional pond. The existing pond is a silted -in cattle grazing pond that may
need to be dredged/cleaned out post construction. The existing soils on site are mostly a Cid
Channery silt loam (hyd soil group D), a Goldston-Badin complex (hyd soil group D), and
Misenheimer-Cid Complex (hyd soil group D/C). There is an area of Badin Channery Silt Loam (HSG C)
on the eastern side of the property, surrounded by the Cid Channery Silt Loam (HSG D) and Goldston
Very Channery Silt Loam (HSG D).
PROPOSED SITE CONDITIONS
The proposed improvements include the development of a residential subdivision with
approximately 168 single-family homes, minimum 6,000 SQFT lot, to the North side of Phifer Rd. and
46 townhomes, with a minimum 2,200 SQFT lot, to the South of Phifer Rd. Each single-family home
will have an 18' wide driveway and the townhomes will have a 12' driveway along with two
additional overflow parking lots, each with 16 spaces in the townhome development. There will also
be 5' sidewalks on each side of the streets. The proposed roadway cross section includes 12' travel
lanes, 24" curb and gutter, with 5' planting strip and 5' sidewalk on both sides of the street. There is
approximately 1.3 acres reserved for an amenity area located within the single-family development,
North of Phifer Road.
WET POND A SUMMARY TABLE
Storm
Pre -Developed
Post -Developed
Wet Pond Post Developed
Post -Developed
Event
Flow (cfs)
flow to Wet Pond
Outflow (cfs)
Pond Elevation /
(cfs)
Top of Dam Elev.
1yr-24hr
32.01
54.65
8.60
557.71/560
10yr-6hr
65.84
105.43
43.85
558.32/ 560
25yr — 6hr
87.02
132.30
72.95
558.65/ 560
50yr-6hr
104.40
153.81
100.48
558.86 / 560
100yr-6hr
122.41
175.75
117.74
559.08 / 560

PLOTT HOUND
ENGINEERING
ENGINEERING
SAND FILTER B SUMMARY TABLE
Post Developed
Post -Developed
Storm
Pre -Developed
Post -Developed
Sand Filter
Sand Filter
Event
Flow (cfs)
flow (cfs)
Outflow (cfs)
Chamber elev/
Emergency
Spillway Elev.
1yr-24hr
18.66
23.21
4.05
577.78/579
10yr-6hr
37.09
45.23
24.57
578.51/ 579
25yr-6hr
47.46
56.39
40.98
578.77/ 579
50yr-6hr
55.83
65.3
52.61
578.92 / 579
100yr-6hr
64.41
74.35
i 55.91
i 579.10/ 579
SAND FILTER C SUMMARY TABLE
Post Developed
Post -Developed
Storm
Pre -Developed
Post -Developed
Sand Filter
Sand Filter
Event
Flow (cfs)
flow (cfs)
Outflow (cfs)
Chamber elev/
Emergency
Spillway Elev.
1yr-24hr
10.91
15.48
0.22
553.17/555.0
10yr-6hr
21.86
30.16
1.10
554.05/ 555.0
25yr-6hr
27.83
37.60
3.95
554.16/ 555.0
50yr-6hr
32.64
43.53
10.65
554.33 / 555.0
100yr-6hr
37.56
49.57
20.97
554.54/ 555.0

PLOTT HOUND
ENGINEERING
ENGINEERING
MAPS & FIGURES
HydroCAD Model Routing Diagram
Drainage Area Maps
NOAA Rainfall Data
Location Map
Soils Map
USGS Map
FEMA FIRM Map

BMP HYDROCAD
(2S) C 3S ROUTING DIAGRAMS
WET POND A PRE
DEV
WET POND A POST
12P
WET POND A
WET POND A
OS
S
PRE-DEVELOPMENT
TOWNS OST TO SAND
FILTER C
2P
FOR BAY \
A3P
SAND FILTER
4P
TOTAL
SAND FILTER C
OS 1S
PRE -DEVELOPMENT POST T SAND
FILT R B
2P
FOREBAY
�4
3P
4P SAND FILTER
TOTAL
SAND FILTER B

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DRAINAGE AREA: 30 AC \\ \ \\ \\
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111 ( i If ToC: 29.5 MIN
rl / 10 YR FLOW: 65.85 CFS
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ANALYSIS 16
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DRAINAGE AREA: 10.4 AC
CN: 84 (FAIR PASTURE/GRASSLAND)'
HSG: D
ToC: 17.7 MIN.
10 YR FLOW: 55.83 CFS-,-/,
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0 YR FLOW: 32.64 CFS
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5/11 /22, 11:26 AM
Precipitation Frequency Data Server
NOAA Atlas 14, Volume 2, Version 3
Location name: Wingate, North Carolina, USA*
�'
Latitude: 34.9939*, Longitude:-80.4257*
Elevation: 572.82 ft**
*source: ESRI Maps 'w,�w, It
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/hourp
Duration
Average recurrence interval (years)
1
2
5
10
25
50
1 100
100
200
500
1000
5-min
5.16
(4.75-5.60)
6.10
(5.60-6.65)
7.07
(6.48-7.70)
7.78
(7.13-8.45)
8.59
(7.84-9.31)
9.14
(8.30-9.91)
9.66
(8.72-10.5)
10.1
(9.10-11.0)
10.6
(9.47-11.6)
11.0
(9.73-12.0)
4.12
4.88
5.66
6.22
6.85
7.28
7.67
8.02
8.41
8.67
10-min
(3.79-4.48)
(4.48-5.31)
(5.19-6.17)
(5.69-6.76)
(6.24-7.42)
(6.61-7.90)
(6.93-8.32)
(7.21-8.70)
(7.49-9.15)
(7.66-9.45)
3.43
4.09
4.78
5.25
5.78
6.15
6.46
6.74
7.06
7.26
15-min
(3.16-3.73)
(3.75-4.45)
(4.38-5.20)
(4.80-5.70)
(5.27-6.27)
(5.58-6.66)
(5.84-7.01)
(6.06-7.32)
(6.28-7.68)
(6.41-7.91)
2.35
2.82
3.39
3.80
4.28
4.63
4.95
5.25
5.62
5.88
30-min
(2.17-2.56)
(2.59-3.07)
(3.11-3.70)
(3.48-4.13)
(3.91-4.64)
(4.20-5.02)
(4.47-5.37)
(4.72-5.70)
(5.00-6.11)
(5.19-6.40)
1.47
1.77
2.17
2.48
2.85
3.14
3.41
3.68
4.03
4.29
60-min
(1.35-1.59)
(1.63-1.93)
(1.99-2.37)
(2.27-2.69)
(2.60-3.09)
(2.85-3.40)
(3.08-3.70)
(3.31-4.00)
(3.59-4.38)
(3.79-4.68)
0.846
1.02
1.27
1.46
1.70
1.88
2.06
2.24
2.48
2.66
2-hr
(0.776-0.925)
(0.938-1.12) 1
1 (1.33-1.59) 11
(1.54-1.85)
1 (1.70-2.05)
(1.85-2.24)
(2.00-2.44)
(2.19-2.70)
(2.33-2.91)
0.599
0.724
0.903
1.04
113
1.38
1.52
1.68
1.89
2.05
3-hr
(0.547-0.658)
(0.662-0.797)
(0.824-0.993)
(0.948-1.14)
(1.11-1.35)
1 (1.24-1.50)
1 (1.36-1.66)
1 (1.49-1.83)
1 (1.65-2.06)
(1.78-2.24)
0.359
0.434
0.542
0.627
0.741
F 0.833
F 0.927
1.02
1.16
1.26
6-hr
(0.329-0.395)
(0.397-0.476)
(0.495-0.595)
(0.571-0.687)
(0.671-0.810)
(0.749-0.908)
(0.827-1.01)
(0.905-1.11)
1 (1.01-1.26)
1 (1.09-1.38)
0.211
0.255
0.320
0.371
0.443
0.501
0.561
0.624
0.712
F 0.784
12-hr
(0.193-0.231)
(0.234-0.281)
(0.292-0.351)
(0.338-0.407)
(0.401-0.484)
(0.450-0.547)
(0.499-0.611)
(0.548-0.679)
(0.616-0.775)
(0.669-0.854)
0.125
0.151
0.190
0.221
0.265
0.300
0.337
0.376
0.430
0.474
24-hr
(0.116-0.136)
(0.140-0.164)
(0.175-0.207)
(0.203-0.240)
(0.242-0.287)
(0.273-0.326)
(0.305-0.366)
(0.339-0.409)
(0.386-0.468)
(0.423-0.518)
0.074
0.089
0.111
0.129
0.153
0.173
0.194
0.216
0.246
0.271
2-day
(0.068-0.080)
(0.082-0.097)
(0.103-0.120)
(0.118-0.139)
(0.141-0.166)
(0.158-0.188)
(0.176-0.210)
(0.195-0.235)
(0.221-0.269)
(0.242-0.297)
0.052
0.063
0.078
0.090
0.107
0.120
0.135
0.150
0.171
0.188
3-day
(0.048-0.056)
(0.058-0.068)
(0.072-0.084)
(0.083-0.097)
(0.098-0.116)
(0.110-0.130)
(0.123-0.146)
(0.136-0.162)
(0.154-0.186)
(0.168-0.205)
0.041
0.050
0.061
0.071
0.084
0.094
0.105
0.117
0.133
0.146
4-day
(0.038-0.045)
(0.046-0.053)
(0.057-0.066)
(0.065-0.076)
(0.077-0.090)
(0.086-0.102)
(0.096-0.114)
(0.106-0.126)
(0.120-0.144)
(0.132-0.159)
0.027
0.033
0.040
0.045
0.053
0.060
0.066
0.073
0.083
0.091
7-day
(0.025-0.029)
(0.030-0.035)
(0.037-0.043)
(0.042-0.049)
(0.050-0.057)
(0.055-0.064)
(0.061-0.071)
(0.067-0.079)
(0.076-0.090)
(0.083-0.098)
0.022
0.026
0.031
0.036
0.041
0.046
0.051
0.055
0.062
0.067
10-day
(0.021-0.023)
(0.024-0.028)
(0.029-0.033)
(0.033-0.038)
(0.039-0.044)
(0.043-0.049)
(0.047-0.054)
(0.051-0.059)
(0.057-0.066)
(0.062-0.072)
0.015
0.017
0.021
0.023
0.026
0.029
0.032
0.035
0.038
0.041
20-day
(0.014-0.016)
(0.016-0.018)
(0.019-0.022)
(0.022-0.024)
(0.025-0.028)
(0.027-0.031)
(0.030-0.034)
(0.032-0.037)
(0.036-0.041)
(0.038-0.044)
0.012
0.014
0.017
0.018
0.021
0.023
0.024
0.026
0.029
0.030
30-day
(0.011-0.013)
(0.013-0.015)
(0.016-0.017)
(0.017-0.019)
(0.020-0.022)
(0.021-0.024)
(0.023-0.026)
(0.025-0.028)
(0.027-0.030)
(0.028-0.032)
0.010
0.012
0.014
0.015
0.017
0.018
0.019
0.021
0.022
0.023
45-day
(0.010-0.011)
(0.011-0.012)
(0.013-0.014)
(0.014-0.016)
(0.016-0.017)
(0.017-0.019)
(0.018-0.020)
(0.019-0.022)
(0.021-0.023)
(0.022-0.025)
0.009
0.011
0.012
0.013
0.014
0.016
0.017
0.018
0.019
0.020
60-day
(0.009-0.009)
(0.010-0.011)
(0.011-0.013)
(0.012-0.014)
(0.014-0.015)
(0.015-0.016)
(0.016-0.017)
(0.017-0.018)
(0.018-0.020)
(0.019-0.021)
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
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5/11 /22, 11:26 AM
Precipitation Frequency Data Server
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NOAA Atlas 14, Volume 2, Version 3 Created (GMT): Wed May 11 15:25:41 2022
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Maps & aerials
Small scale terrain
Average recurrence
interval
{years}
— 1
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— 12-nr —
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5/11 /22, 11:26 AM
Precipitation Frequency Data Server
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US Department of Commerce
National Oceanic and Atmospheric Administration
National Weather Service
National Water Center
1325 East West Highway
Silver Spring, MD 20910
Questions?: HDSC.Questions noaa.gov
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17

Custom Soil Resource Report
•
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551400 551500 551600 551700 551800 551900 552000 552100 552200 552300 552400 552500 552600 552700 552800 552900 553000 553100
Map Scale: 1:8,200 if printed on A landscape (11" x 8.5") sheet. in
Meters $ $ N 0 100 200 400 E00
Feet
0 350 700 1400 2100
Map projection: Web Mercator Comer coordinates: WGS84 Edge tics: UTM 7_aie 17N WGS84
9

MAP LEGEND
Area of Interest (AOI)
0
Area of Interest (AOI)
Soils
0
Soil Map Unit Polygons
Soil Map Unit Lines
Soil Map Unit Points
Special
Point Features
Iwo
Blowout
Borrow Pit
Clay Spot
Closed Depression
Gravel Pit
�i
Gravelly Spot
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
oa
Sodic Spot
Custom Soil Resource Report
MAP INFORMATION
Spoil Area
The soil surveys that comprise your AOI were mapped at
1:24,000.
Stony Spot
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
Other
misunderstanding of the detail of mapping and accuracy of soil
�-
Special Line Features
line placement. The maps do not show the small areas of
contrasting soils that could have been shown at a more detailed
Water Features
scale.
Streams and Canals
Transportation
Please rely on the bar scale on each map sheet for map
E F
Rails
measurements.
. 0
Interstate Highways
Source of Map: Natural Resources Conservation Service
US Routes
Web Soil Survey URL:
Coordinate System: Web Mercator (EPSG:3857)
Major Roads
Local Roads
Maps from the Web Soil Survey are based on the Web Mercator
projection, which preserves direction and shape but distorts
Background
distance and area. A projection that preserves area, such as the
Aerial Photography
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 22, Jan 21, 2022
Soil map units are labeled (as space allows) for map scales
1:50,000 or larger.
Date(s) aerial images were photographed: Oct 28, 2018—Oct
30, 2018
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.
10

Custom Soil Resource Report
Map Unit Legend
Map Unit Symbol
Map Unit Name
Acres in AOI
Percent of AOI
BaB
Badin channery silt loam, 2 to 8
percent slopes
28.8
13.7%
BaC
Badin channery silt loam, 8 to
15 percent slopes
2.3
1.1 %
BdB2
Badin channery silty clay loam,
2 to 8 percent slopes,
moderately eroded
24.2
11.5%
CmB
Cid channery silt loam, 1 to 5
percent slopes
88.1
41.8%
GoC
Goldston very channery silt
loam, 4 to 15 percent slopes
5.9
2.8%
GsB
Goldston-Badin complex, 2 to 8
percent slopes
37.0
17.5%
MhA
Misenheimer-Cid complex, 0 to
3 percent slopes
23.8
11.3%
W
Water
0.8
0.4%
Totals for Area of Interest
210.9
100.0%
Map Unit Descriptions
The map units delineated on the detailed soil maps in a soil survey represent the
soils or miscellaneous areas in the survey area. The map unit descriptions, along
with the maps, can be used to determine the composition and properties of a unit.
A map unit delineation on a soil map represents an area dominated by one or more
major kinds of soil or miscellaneous areas. A map unit is identified and named
according to the taxonomic classification of the dominant soils. Within a taxonomic
class there are precisely defined limits for the properties of the soils. On the
landscape, however, the soils are natural phenomena, and they have the
characteristic variability of all natural phenomena. Thus, the range of some
observed properties may extend beyond the limits defined for a taxonomic class.
Areas of soils of a single taxonomic class rarely, if ever, can be mapped without
including areas of other taxonomic classes. Consequently, every map unit is made
up of the soils or miscellaneous areas for which it is named and some minor
components that belong to taxonomic classes other than those of the major soils.
Most minor soils have properties similar to those of the dominant soil or soils in the
map unit, and thus they do not affect use and management. These are called
noncontrasting, or similar, components. They may or may not be mentioned in a
particular map unit description. Other minor components, however, have properties
and behavioral characteristics divergent enough to affect use or to require different
management. These are called contrasting, or dissimilar, components. They
generally are in small areas and could not be mapped separately because of the
scale used. Some small areas of strongly contrasting soils or miscellaneous areas
11

Custom Soil Resource Report
are identified by a special symbol on the maps. If included in the database for a
given area, the contrasting minor components are identified in the map unit
descriptions along with some characteristics of each. A few areas of minor
components may not have been observed, and consequently they are not
mentioned in the descriptions, especially where the pattern was so complex that it
was impractical to make enough observations to identify all the soils and
miscellaneous areas on the landscape.
The presence of minor components in a map unit in no way diminishes the
usefulness or accuracy of the data. The objective of mapping is not to delineate
pure taxonomic classes but rather to separate the landscape into Iandforms or
Iandform segments that have similar use and management requirements. The
delineation of such segments on the map provides sufficient information for the
development of resource plans. If intensive use of small areas is planned, however,
onsite investigation is needed to define and locate the soils and miscellaneous
areas.
An identifying symbol precedes the map unit name in the map unit descriptions.
Each description includes general facts about the unit and gives important soil
properties and qualities.
Soils that have profiles that are almost alike make up a soil series. Except for
differences in texture of the surface layer, all the soils of a series have major
horizons that are similar in composition, thickness, and arrangement.
Soils of one series can differ in texture of the surface layer, slope, stoniness,
salinity, degree of erosion, and other characteristics that affect their use. On the
basis of such differences, a soil series is divided into soil phases. Most of the areas
shown on the detailed soil maps are phases of soil series. The name of a soil phase
commonly indicates a feature that affects use or management. For example, Alpha
silt loam, 0 to 2 percent slopes, is a phase of the Alpha series.
Some map units are made up of two or more major soils or miscellaneous areas.
These map units are complexes, associations, or undifferentiated groups.
A complex consists of two or more soils or miscellaneous areas in such an intricate
pattern or in such small areas that they cannot be shown separately on the maps.
The pattern and proportion of the soils or miscellaneous areas are somewhat similar
in all areas. Alpha -Beta complex, 0 to 6 percent slopes, is an example.
An association is made up of two or more geographically associated soils or
miscellaneous areas that are shown as one unit on the maps. Because of present
or anticipated uses of the map units in the survey area, it was not considered
practical or necessary to map the soils or miscellaneous areas separately. The
pattern and relative proportion of the soils or miscellaneous areas are somewhat
similar. Alpha -Beta association, 0 to 2 percent slopes, is an example.
An undifferentiated group is made up of two or more soils or miscellaneous areas
that could be mapped individually but are mapped as one unit because similar
interpretations can be made for use and management. The pattern and proportion
of the soils or miscellaneous areas in a mapped area are not uniform. An area can
be made up of only one of the major soils or miscellaneous areas, or it can be made
up of all of them. Alpha and Beta soils, 0 to 2 percent slopes, is an example.
Some surveys include miscellaneous areas. Such areas have little or no soil
material and support little or no vegetation. Rock outcrop is an example.
12

Custom Soil Resource Report
Union County, North Carolina
BaB—Badin channery silt loam, 2 to 8 percent slopes
Map Unit Setting
National map unit symbol: 2t80y
Elevation: 300 to 1,100 feet
Mean annual precipitation: 43 to 49 inches
Mean annual air temperature: 59 to 63 degrees F
Frost -free period: 215 to 245 days
Farmland classification: Farmland of statewide importance
Map Unit Composition
Badin and similar soils: 90 percent
Minor components: 10 percent
Estimates are based on observations, descriptions, and transects of the mapunit.
Description of Badin
Setting
Landform: Imerfluves
Landform position (two-dimensional): Summit, shoulder
Landform position (three-dimensional): Interfluve
Down -slope shape: Linear
Across -slope shape: Convex
Parent material: Residuum weathered from metasedimentary rock and/or
metavolcanics
Typical profile
A - 0 to 6 inches: channery silt loam
Bt - 6 to 35 inches: silty clay
Cr - 35 to 43 inches: bedrock
R - 43 to 53 inches: bedrock
Properties and qualities
Slope: 2 to 8 percent
Depth to restrictive feature: 24 to 40 inches to paralithic bedrock; 40 to 59 inches
to lithic bedrock
Drainage class: Well drained
Runoff class: Medium
Capacity of the most limiting layer to transmit water (Ksat): Very low to high (0.00
to 1.98 in/hr)
Depth to water table: More than 80 inches
Frequency of flooding: None
Frequency of ponding: None
Available water supply, 0 to 60 inches: Low (about 6.0 inches)
Interpretive groups
Land capability classification (irrigated): None specified
Land capability classification (nonirrigated): 3e
Hydrologic Soil Group: C
Hydric soil rating: No
13

Custom Soil Resource Report
Minor Components
Goldston
Percent of map unit: 5 percent
Landform: Imerfluves
Landform position (two-dimensional): Summit, shoulder
Landform position (three-dimensional): Interfluve
Down -slope shape: Convex
Across -slope shape: Convex
Hydric soil rating: No
Tatum
Percent of map unit: 5 percent
Landform: Imerfluves
Landform position (two-dimensional): Summit, shoulder
Landform position (three-dimensional): Interfluve
Down -slope shape: Linear
Across -slope shape: Convex
Hydric soil rating: No
BaC—Badin channery silt loam, 8 to 15 percent slopes
Map Unit Setting
National map unit symbol: 3wOg
Elevation: 200 to 650 feet
Mean annual precipitation: 37 to 60 inches
Mean annual air temperature: 59 to 66 degrees F
Frost -free period: 200 to 240 days
Farmland classification: Farmland of statewide importance
Map Unit Composition
Badin and similar soils: 85 percent
Estimates are based on observations, descriptions, and transects of the mapunit.
Description of Badin
Setting
Landform: Hillslopes on ridges
Landform position (two-dimensional): Backslope
Landform position (three-dimensional): Side slope
Down -slope shape: Linear
Across -slope shape: Convex
Parent material: Residuum weathered from metavolcanics and/or argillite
Typical profile
Ap - 0 to 6 inches: channery silt loam
Bt - 6 to 35 inches: silty clay
Cr - 35 to 43 inches: weathered bedrock
R - 43 to 80 inches: unweathered bedrock
14

Custom Soil Resource Report
Properties and qualities
Slope: 8 to 15 percent
Depth to restrictive feature: 20 to 40 inches to paralithic bedrock; 40 to 80 inches
to lithic bedrock
Drainage class: Well drained
Runoff class: Medium
Capacity of the most limiting layer to transmit water (Ksat): Very low to high (0.00
to 1.98 in/hr)
Depth to water table: More than 80 inches
Frequency of flooding: None
Frequency of ponding: None
Available water supply, 0 to 60 inches: Low (about 6.0 inches)
Interpretive groups
Land capability classification (irrigated): None specified
Land capability classification (nonirrigated): 3e
Hydrologic Soil Group: C
Hydric soil rating: No
BdB2—Badin channery silty clay loam, 2 to 8 percent slopes,
moderately eroded
Map Unit Setting
National map unit symbol: 2mx85
Elevation: 200 to 650 feet
Mean annual precipitation: 37 to 60 inches
Mean annual air temperature: 59 to 66 degrees F
Frost -free period: 200 to 240 days
Farmland classification: Farmland of statewide importance
Map Unit Composition
Badin, moderately eroded, and similar soils: 85 percent
Estimates are based on observations, descriptions, and transects of the mapunit.
Description of Badin, Moderately Eroded
Setting
Landform: Imerfluves
Landform position (two-dimensional): Summit
Landform position (three-dimensional): Interfluve
Down -slope shape: Convex
Across -slope shape: Convex
Parent material: Residuum weathered from metavolcanics and/or argillite
Typical profile
Ap - 0 to 6 inches: silty clay loam
Bt - 6 to 20 inches: silty clay
BC - 20 to 28 inches: channery silty clay loam
Cr - 28 to 42 inches: weathered bedrock
R - 42 to 80 inches: unweathered bedrock
15

Custom Soil Resource Report
Properties and qualities
Slope: 2 to 8 percent
Depth to restrictive feature: 20 to 40 inches to paralithic bedrock; 40 to 80 inches
to lithic bedrock
Drainage class: Well drained
Runoff class: Medium
Capacity of the most limiting layer to transmit water (Ksat): Very low to high (0.00
to 1.98 in/hr)
Depth to water table: More than 80 inches
Frequency of flooding: None
Frequency of ponding: None
Available water supply, 0 to 60 inches: Low (about 4.8 inches)
Interpretive groups
Land capability classification (irrigated): None specified
Land capability classification (nonirrigated): 2e
Hydrologic Soil Group: C
Hydric soil rating: No
CmB—Cid channery silt loam, 1 to 5 percent slopes
Map Unit Setting
National map unit symbol: 3wOq
Elevation: 200 to 650 feet
Mean annual precipitation: 37 to 60 inches
Mean annual air temperature: 59 to 66 degrees F
Frost -free period: 200 to 240 days
Farmland classification: Farmland of statewide importance
Map Unit Composition
Cid and similar soils: 85 percent
Estimates are based on observations, descriptions, and transects of the mapunit.
Description of Cid
Setting
Landform: Imerfluves
Landform position (two-dimensional): Summit
Landform position (three-dimensional): Interfluve
Down -slope shape: Convex
Across -slope shape: Linear
Parent material: Residuum weathered from metavolcanics and/or residuum
weathered from argillite
Typical profile
Ap - 0 to 9 inches: channery silt loam
Bt - 9 to 22 inches: silty clay loam
BC - 22 to 27 inches: channery silty clay
Cr - 27 to 32 inches: weathered bedrock
R - 32 to 80 inches: unweathered bedrock
it.

Custom Soil Resource Report
Properties and qualities
Slope: 2 to 6 percent
Depth to restrictive feature: 20 to 40 inches to paralithic bedrock; 20 to 40 inches
to lithic bedrock
Drainage class: Moderately well drained
Runoff class: Low
Capacity of the most limiting layer to transmit water (Ksat): Very low to moderately
high (0.00 to 0.20 in/hr)
Depth to water table: About 12 to 30 inches
Frequency of flooding: None
Frequency of ponding: None
Available water supply, 0 to 60 inches: Low (about 4.0 inches)
Interpretive groups
Land capability classification (irrigated): None specified
Land capability classification (nonirrigated): 2e
Hydrologic Soil Group: D
Hydric soil rating: No
GoC—Goldston very channery silt loam, 4 to 15 percent slopes
Map Unit Setting
National map unit symbol. 3wOz
Elevation: 200 to 650 feet
Mean annual precipitation: 37 to 60 inches
Mean annual air temperature: 59 to 66 degrees F
Frost -free period: 200 to 240 days
Farmland classification: Not prime farmland
Map Unit Composition
Goldston and similar soils: 85 percent
Estimates are based on observations, descriptions, and transects of the mapunit.
Description of Goldston
Setting
Landform: Hillslopes on ridges
Landform position (two-dimensional): Backslope
Landform position (three-dimensional): Side slope
Down -slope shape: Linear
Across -slope shape: Convex
Parent material: Residuum weathered from metavolcanics and/or argillite
Typical profile
A - 0 to 1 inches: very channery silt loam
E - 1 to 7 inches: very channery silt loam
Bw - 7 to 16 inches: very channery silt loam
Cr - 16 to 36 inches: weathered bedrock
R - 36 to 80 inches: unweathered bedrock
Properties and qualities
Slope: 4 to 15 percent
17

Custom Soil Resource Report
Depth to restrictive feature: 10 to 20 inches to paralithic bedrock; 20 to 40 inches
to lithic bedrock
Drainage class: Well drained
Runoff class: Medium
Capacity of the most limiting layer to transmit water (Ksat): Very low to high (0.00
to 1.98 in/hr)
Depth to water table: More than 80 inches
Frequency of flooding: None
Frequency of ponding: None
Available water supply, 0 to 60 inches: Very low (about 1.8 inches)
Interpretive groups
Land capability classification (irrigated): None specified
Land capability classification (nonirrigated): 4s
Hydrologic Soil Group: D
Hydric soil rating: No
GsB—Goldston-Badin complex, 2 to 8 percent slopes
Map Unit Setting
National map unit symbol. 3wl1
Elevation: 200 to 650 feet
Mean annual precipitation: 37 to 60 inches
Mean annual air temperature: 59 to 66 degrees F
Frost -free period: 200 to 240 days
Farmland classification: Not prime farmland
Map Unit Composition
Goldston and similar soils: 45 percent
Badin and similar soils: 40 percent
Estimates are based on observations, descriptions, and transects of the mapunit.
Description of Goldston
Setting
Landform: I me rfluves
Landform position (two-dimensional): Summit
Landform position (three-dimensional): Interfluve
Down -slope shape: Convex
Across -slope shape: Convex
Parent material: Residuum weathered from metavolcanics and/or argillite
Typical profile
A - 0 to 5 inches: very channery silt loam
Bw- 5 to 16 inches: very channery silt loam
Cr - 16 to 27 inches: weathered bedrock
R - 27 to 80 inches: unweathered bedrock
Properties and qualities
Slope: 2 to 8 percent
Depth to restrictive feature: 10 to 20 inches to paralithic bedrock; 20 to 40 inches
to lithic bedrock
18

Custom Soil Resource Report
Drainage class: Well drained
Runoff class: Medium
Capacity of the most limiting layer to transmit water (Ksat): Very low to high (0.00
to 1.98 in/hr)
Depth to water table: More than 80 inches
Frequency of flooding: None
Frequency of ponding: None
Available water supply, 0 to 60 inches: Very low (about 1.7 inches)
Interpretive groups
Land capability classification (irrigated): None specified
Land capability classification (nonirrigated): 4s
Hydrologic Soil Group: D
Hydric soil rating: No
Description of Badin
Setting
Landform: Hillslopes on ridges
Landform position (two-dimensional): Backslope
Landform position (three-dimensional): Side slope
Down -slope shape: Linear
Across -slope shape: Convex
Parent material: Residuum weathered from metavolcanics and/or argillite
Typical profile
A - 0 to 7 inches: channery silt loam
Bt - 7 to 28 inches: silty clay
Cr - 28 to 41 inches: weathered bedrock
R - 41 to 80 inches: unweathered bedrock
Properties and qualities
Slope: 4 to 8 percent
Depth to restrictive feature: 20 to 40 inches to paralithic bedrock; 40 to 80 inches
to lithic bedrock
Drainage class: Well drained
Runoff class: Medium
Capacity of the most limiting layer to transmit water (Ksat): Very low to high (0.00
to 1.98 in/hr)
Depth to water table: More than 80 inches
Frequency of flooding: None
Frequency of ponding: None
Available water supply, 0 to 60 inches: Low (about 4.8 inches)
Interpretive groups
Land capability classification (irrigated): None specified
Land capability classification (nonirrigated): 2e
Hydrologic Soil Group: C
Hydric soil rating: No
19

Custom Soil Resource Report
MhA—Misenheimer-Cid complex, 0 to 3 percent slopes
Map Unit Setting
National map unit symbol. 3wl 7
Elevation: 200 to 650 feet
Mean annual precipitation: 37 to 60 inches
Mean annual air temperature: 59 to 66 degrees F
Frost -free period: 200 to 240 days
Farmland classification: Not prime farmland
Map Unit Composition
Misenheimer and similar soils: 60 percent
Cid and similar soils: 25 percent
Estimates are based on observations, descriptions, and transects of the mapunit.
Description of Misenheimer
Setting
Landform: I me rfluves
Landform position (two-dimensional): Summit
Down -slope shape: Convex
Across -slope shape: Convex
Parent material: Residuum weathered from metavolcanics and/or residuum
weathered from argillite
Typical profile
A - 0 to 2 inches: channery silt loam
E - 2 to 7 inches: channery silt loam
Bw - 7 to 14 inches: channery silt loam
Cr - 14 to 25 inches: weathered bedrock
R - 25 to 80 inches: unweathered bedrock
Properties and qualities
Slope: 0 to 3 percent
Depth to restrictive feature: 10 to 20 inches to paralithic bedrock; 20 to 40 inches
to lithic bedrock
Drainage class: Moderately well drained
Runoff class: Very high
Capacity of the most limiting layer to transmit water (Ksat):
to 1.98 in/hr)
Depth to water table: About 12 to 18 inches
Frequency of flooding: None
Frequency of ponding: None
Available water supply, 0 to 60 inches: Very low (about 2.1
Interpretive groups
Land capability classification (irrigated): None specified
Land capability classification (nonirrigated): 3w
Hydrologic Soil Group: C/D
Hydric soil rating: No
Very low to high (0.00
inches)
20

Custom Soil Resource Report
Description of Cid
Setting
Landform: Imerfluves
Landform position (two-dimensional): Summit
Down -slope shape: Convex
Across -slope shape: Convex
Parent material: Residuum weathered from metavolcanics and/or residuum
weathered from argillite
Typical profile
Ap - 0 to 9 inches: channery silt loam
Bt - 9 to 22 inches: silty clay loam
BC - 22 to 27 inches: channery silty clay
Cr - 27 to 32 inches: weathered bedrock
R - 32 to 80 inches: unweathered bedrock
Properties and qualities
Slope: 0 to 3 percent
Depth to restrictive feature: 20 to 40 inches to paralithic bedrock; 20 to 40 inches
to lithic bedrock
Drainage class: Moderately well drained
Runoff class: Low
Capacity of the most limiting layer to transmit water (Ksat): Very low to moderately
high (0.00 to 0.20 in/hr)
Depth to water table: About 12 to 30 inches
Frequency of flooding: None
Frequency of ponding: None
Available water supply, 0 to 60 inches: Low (about 4.0 inches)
Interpretive groups
Land capability classification (irrigated): None specified
Land capability classification (nonirrigated): 2w
Hydrologic Soil Group: D
Hydric soil rating: No
Map Unit Composition
Water.- 100 percent
Estimates are based on observations, descriptions, and transects of the mapunit.
Description of Water
Interpretive groups
Land capability classification (irrigated): None specified
Land capability classification (nonirrigated): 8w
Hydric soil rating: No
21

USGS MAP
3A
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Legend
Open Water
— Intermittent Tributary
•—•—•— Perennial Tributary
0 Marginal Area
Ephemeral Drainage Pattern
Tributary 1
i
r,
a
Tributary 2
Project Name:
Owner / Developer
W ETLAN d 5 City/County:
& WATERS} INC. TaxPIN(s):
Coordinates:
Figure 1: Approximate Delineation of Surface Waters and Wetlands Lat: 34.993863 Lc
i��
Q
Tributary 2-A
O
300 ft N
*Wetland Sketch provided for illustrative purposes for preliminary planning use only. Not intended
to be relied upon for exact location, dimensions, or orientation. All findings and assessments made
by wetland consultants regarding limits ofjurisdiction or permitting requirements are subject to
verification by the US Army Corps of Engineers and other appropriate state and local authorities.
Davis Village
Bulldog Investment Holdings LLC
Wingate/Union
02242026
Scale: Date:
-80.425098 graphic 09-21-21

National Flood Hazard Layer FIRMette . FEMA
80025'56"W 34o59'48"N
I.D,000
0 250 500 1,000 1,500 2,000
Basemap: USGS National Map: Orthoimagery. Data refreshed October, 2020
Legend
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, AO, 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 x
_Future Conditions 1%Annual
Chance Flood Hazard zone
r" Area with Reduced Flood Risk due to
OTHER AREAS OF Levee. See Notes. zone x
FLOOD HAZARD Area with Flood Risk due to Levee zone o
NOSCREEN Area of Minimal Flood Hazard zonex
Q Effective LOMRs
OTHER AREAS Area of Undetermined Flood Hazard zone D
GENERAL ' — - - Channel, Culvert, or Storm Sewer
STRUCTURES 1 1 I 1 I I 1 Levee, Dike, or Floodway
e zo.z Cross Sections with 1%Annual Chance
Water Surface Elevation
a - - - Coastal Transect
—5w— Base Flood Elevation Line (BFE)
Limit of Study
Jurisdiction Boundary
-- --- Coastal Transect Baseline
OTHER _ Profile Baseline
FEATURES Hydrographic Feature
Digital Data Available N
No Digital Data Available
MAP PANELS Unmapped
The pin displayed on the map is an approximate
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 8/15/2022 at 4:10 PM 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 overtime.
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.

Pr
dP
'd
4.fFind address or place
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National Map: Orthoimagery and U

PLOTT HOUND
ENGINEERING
ENGINEERING
WET POND A
HYDROCAD OUTPUT
1-Yr 24-Hr Design Volume Storm Event

WET POND A' DESIGN SHEET
85% Total Suspended Soilds
25% Total Nitrogen
40% total Phosphate
SURFACE AREA REQ'D
Design TSS% Removal Rate
Drainage Area=�ac
85
Impervious =-�
Try Perm. Pool Depth = 111r5.0
SA/DA= 1.50
Surface Area Req'd = 0.450 ac
19,602 sf
Area Provided = 0.810 ac
35,284 sf
at Elev = 555.50
VOL prov'd perm pool= 2.81 ac-ft
(includes Fore -bay)
Avg Depth = 3.47 ft
Actual Ratio = 1.76
Perm. pool elevation should be
Actual Area Req'd= 0.529 ac
within 6"+/-of the SHWT
(Seasonal High Water Table)
TEMP. DRAWDOWN
DETERMINE I" STORM VOLUME
USE SIMPLE METHOD Rv=0.05+0.009(I)
Rv= 0.5
IN/IN
P=I 1.0
IN
VOLUME=DESIGN RAINFALL(Rv)DA
VOLUME= 1.250
AC -FT
VOLprov= 1.5
AC -FT
FORE -BAY SIZE
PRE-BAYVOL=20% OF PERM POOL VOLUME
PRE-BAYVOLregd= 0.562 ac-ft
PRE-BAYVOLprov.= 0.810 ac-ft
Actual % Used = 28.8
ORIFICE SIZING
54,450 CF
at elevation 556.96
Pond Volume Linked to Worksheets Wet Pond Volume
Mountain & Piedmont Regions
T.N. 1n-1
SAIDA RATIO CHART
(for 85%TSS removal)
avg. permanent pool depth (ft)
imp cover
3
4
5
6
7
8
9
10
0.51
0.49
0.43
0.35
0.31
0.29
0.26
20
0.84
0.79
0.70
0.59
0.51
0.46
0.44
30
1.17
1.08
0.97
0.83
0.70
0.64
0.62
40
1.51
1.43
1.25
1.05
0.90
0.82
0.77
50
1.79
1.73
I
1.30
1.09
1.00
0.92
60
2.09
2.03
1.71
1.51
1.29
1.18
1.10
70
2.51
2.40
2.07
1.79
1.54
1.35
1.26
80
2.92
2.78
2.38
2.10
1.86
1.60
1.42
90
1 3.25
3.10
2.66
2.34
2.11
1.83
1.67
Mountain & Piedmont Regions
T�Klu In-'2
TZDA RATIO CHART
(for 90%TSS removal)
avg. permanent pool depth (ft)
imp cover
3.0
3.5
4.0
4.5
5.0
5.5
6.0
6.5
7.0
7.5
8.0
8.5
9.0
10
0.9
0.8
0.8
0.7
0.6
0.6
0.5
0.5
0.5
0.5
0.4
0.4
0.4
20
1.5
1.3
1.1
1.0
1.0
0.9
0.9
0.9
0.8
0.8
0.8
0.7
0.7
30
1.9
1.8
1.7
1.5
1.4
1.4
1.3
1.1
1.0
1.0
1.0
0.9
0.9
40
2.5
2.3
2.0
1.9
1.8
1.7
1.6
1.6
1.5
1.4
1.3
1.2
1.1
50
3.0
2.8
2.5
2.3
2.0
1.9
1.9
1.8
1.7
1.6
1.6
1.5
1.5
60
3.5
3.2
2.8
2.7
2.5
2.4
2.2
2.1
1.9
1.9
1.8
1.8
1.7
70
4.0
3.7
3.3
3.1
2.8
2.7
2.5
2.4
2.2
1 1
2.0
2.0
1.9
80
4.5
4.1
3.8
3.5
3.3
3.0
2.8
2.7
2.6
2.4
2.3
2.1
2.0
90
5.0
4.5
4.0
3.8
3.5
3.3
3.0
2.9
2.8
2.7
2.6
2.5
2.4
ORIFICE CALCULATIONS
orifice formula Q=cA(2gh)A.5 w/c=.6
2 DAY DRAWDOWN Q2= -cfs
DIA (in) 4.0
5 DAY DRAWDOWN= Q5= -cfs
Inv = 555.50
(cfs)
FROM ORIFICE CALC'S: USE IN DIA ORIFICE
Elev Q
Top 1" Stor = 556.96
Approx Draw Down Time ==days
Perm. Pool = 555.50
hours
Head -1& 0.49
cfs
Driving Head = H/3
See Figure 3-3 NCDENR Y�AvgQ=IIIIIIIIIIIIIIIIIIIIIIIIIIIIIIII�
Manual
Elevation
Surface
Storage
(feet)
(sq-ft)
(cubic -feet)
555.50
35,940
0
WATER
555.60
36,498
3,622
555.70
37,056
7,300
QUALITY
555.60
37,615
11,033
555.90
38,173
14,823
ELEVATION:
556.00
38,731
18,668
556.10
39,083
22,558
556.96'
556.20
39,434
26,484
556.30
39,785
30,445
556.40
40,137
34,441
556.50
40,489
38,473
556.60
40,240
42, 539
556.70
41,192
46, 641
556.80
41,543
50,777
556.90
41,094
54,949
557.00
42,246
59,156
557.10
42,598
63,398
557.20
42,950
67,576
557.30
43,302
71,988
557.40
43,654
76,336
557.50
44,007
80,719
557.50
44,359
85.138
557.70
44,711
89,591
557.30
45,063
94,080
557.90
45,415
98,604
558.00
45,767
103,163
550.10
46,125
107,757
558.20
46,483
112,388
558.30
46,842
117,054
558.40
47,200
121,756
558.50
47,558
126,494
558.60
47,916
131,268
558.70
48,274
136,077
558.30
48,633
140,923
558.90
48,991
145,804
559.00
49,349
150,721
559.10
49,704
155,673
559.20
50,060
160,562
559.30
50,415
165,685
559.40
50,771
170,745
559.50
51,126
175,B40
559.60
51,401
100,970
559.70
51,837
186,136
559.30
52,192
191,337
https://plotthoundeng.sharepoint.com/sites/PlottHoundFiles2/Shared Documents/2021.27.008 Perry Crooke - Wingate 64 acres/4. Calculations/B. Storm WaterNvet Pond Page 1 of 1

Wet Pond Volume
Linked to Worksheet: Wet Pond NCDENR 2007
Elev Perm. Pool = 555.50
Vol Perm Pool = 2.810 ac-ft
Surface Area Perm. Pool 0.829 ac
1" Vol Storage Req'd = 1.250 ac-ft
Elev Include 1.0 Ft for Sediment Storage
Total Storage Req'd= 4.060 ac-ft 556.96
1" Vol Storage Prov'd = 1.313 ac-ft 00
Total Storage Prov'd= 4.123 556.96
Prebay Vol. Prov'd= 0.810 ac-ft
PreBay
Main Pond
Total
Inc. Total
Contour
Area
Avg. Area
Volume
Volume
Area
Avg. Area
Inc. Volume
Total Volume
Cum. Volume
Elev
(ac)
(ac)
(ac-ft)
(ac-ft)
(ac)
(ac)
(ac-ft)
(ac-ft)
(ac-ft)
551
0.100
0.000
0.000
0.000
0.330
0.000
0.000
0.000
0.000
552
0.133
0.120
0.120
0.120
0.380
0.360
0.360
0.360
0.480
553
0.170
0.150
0.150
0.270
0.420
0.400
0.400
0.760
1.030
554
0.207
0.190
0.190
0.460
0.470
0.450
0.450
1.210
1.670
555
0.249
0.230
0.230
0.690
0.520
0.500
0.500
1.710
2.400
556
0.000
0.120
0.120
0.810
0.890
0.710
0.710
2.420
3.230
557
0.000
0.000
0.000
0.810
0.970
0.930
0.930
3.350
4.160
558
0.000
0.000
0.000
0.810
1.050
1.010
1.010
4.360
5.170
559
0.000
0.000
0.000
0.810
1.130
1.090
1.090
5.450
6.260
560
0.000
0.000
0.000
0.810
1.210
1.170
1.170
6.620
7.430
STAGE/STORAGE
560
559
558
557
556
555
554
553
552
551
550
0.0 1.0 2.0
3.0
Volume
(ac-ft)
4.0 5.0 6.0 7.0

(2S 3S
WET POND A PRE WET POND POST
DEV
12P
WET POND A
Subcat Reach on Link F
g Diagram for DAVIS VILLAGE WET POND A REV 3.2.2023
ared by Plott Hound Engineering PLLC, Printed 3/14/2023
AD®10.10-6a s/n 11998 ©2020 HydroCAD Software Solutions LLC

DAVIS VILLAGE WET POND A REV 3.2.2023
Prepared by Plott Hound Engineering PLLC Printed 3/14/2023
HydroCAD® 10.10-6a s/n 11998 © 2020 HydroCAD Software Solutions LLC Page 2
Rainfall Events Listing
Event#
Event
Name
Storm Type Curve
Mode
Duration
(hours)
B/B
Depth
(inches)
AMC
1
1-Year
Type II 24-hr
Default
24.00
1
3.00
2
2
10-Year
Type II 6-hr
Default
6.00
1
3.75
2
3
25-Year
Type II 6-hr
Default
6.00
1
4.44
2
4
50-Year
Type II 6-hr
Default
6.00
1
4.99
2
5
100-Year
Type II 6-hr
Default
6.00
1
5.55
2

DAVIS VILLAGE WET POND A REV 3.2.2023
Prepared by Plott Hound Engineering PLLC Printed 3/14/2023
HydroCAD® 10.10-6a s/n 11998 © 2020 HydroCAD Software Solutions LLC Page 3
Area Listing (all nodes)
Area CN Description
(acres) (su bcatch me nt-n u mbe rs)
25.500 87 1/4 acre lots, 38% imp, HSG D (3S)
30.000 80 Pasture/grassland/range, Good, HSG D (2S)
55.500 83 TOTAL AREA

DAVIS VILLAGE WET POND A REV 3.2.2023
Prepared by Plott Hound Engineering PLLC Printed 3/14/2023
HydroCAD® 10.10-6a s/n 11998 © 2020 HydroCAD Software Solutions LLC Page 4
Soil Listing (all nodes)
Area Soil Subcatchment
(acres) Group Numbers
0.000
HSG A
0.000
HSG B
0.000
HSG C
55.500
HSG D 2S, 3S
0.000
Other
55.500
TOTAL AREA

DAVIS VILLAGE WET POND A REV 3.2.2023
Prepared by Plott Hound Engineering PLLC
HydroCAD® 10.10-6a s/n 11998 © 2020 HydroCAD Software Solutions LLC
Printed 3/14/2023
Page 5
Ground Covers
(all
nodes)
HSG-A
HSG-B
HSG-C
HSG-D
Other
Total
Ground
Subcatchment
(acres)
(acres)
(acres)
(acres)
(acres)
(acres)
Cover
Numbers
0.000
0.000
0.000
25.500
0.000
25.500
1/4 acre lots, 38% imp
3S
0.000
0.000
0.000
30.000
0.000
30.000
Pasture/grassland/range, Good
2S
0.000
0.000
0.000
55.500
0.000
55.500
TOTAL AREA

DAVIS VILLAGE WET POND A REV 3.2.2023 Type 1124-hr 1-Year Rainfall=3.00"
Prepared by Plott Hound Engineering PLLC Printed 3/14/2023
HydroCAD® 10.10-6a s/n 11998 © 2020 HydroCAD Software Solutions LLC Page 6
Time span=0.00-20.00 hrs, dt=0.05 hrs, 401 points
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN
Reach routing by Dyn-Stor-Ind method - Pond routing by Dyn-Stor-Ind method
Subcatchment2S: WET POND A PRE DEV Runoff Area=30.000 ac 0.00% Impervious Runoff Depth>1.13"
Flow Length=2,918' Tc=29.5 min CN=80 Runoff=32.01 cfs 2.825 of
Subcatchment3S: WET POND POST Runoff Area=25.500 ac 38.00% Imperious Runoff Depth>1.61"
Tc=16.3 min CN=87 Runoff=54.65 cfs 3.413 of
Pond 12P: WET POND Peak Elev=557.71' Storage=85,136 cf Inflow=54.65 cfs 3.413 of
Primary=8.60 cfs 1.876 of Secondary=0.00 cfs 0.000 of Outflow=8.60 cfs 1.876 of
Total Runoff Area = 55.500 ac Runoff Volume = 6.238 of Average Runoff Depth = 1.35"
82.54% Pervious = 45.810 ac 17.46% Impervious = 9.690 ac

DAVIS VILLAGE WET POND A REV 3.2.2023 Type 1124-hr 1-Year Rainfall=3.00"
Prepared by Plott Hound Engineering PLLC Printed 3/14/2023
HydroCAD® 10.10-6a s/n 11998 © 2020 HydroCAD Software Solutions LLC Page 7
Summary for Subcatchment 2S: WET POND A PRE DEV
Runoff = 32.01 cfs @ 12.25 hrs, Volume= 2.825 af, Depth> 1.13"
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-20.00 hrs, dt= 0.05 hrs
Type II 24-hr 1-Year Rainfall=3.00"
Area (ac) CN Description
30.000 80 Pasture/grassland/range, Good, HSG D
30.000 100.00% Pervious Area
Tc
Length
Slope
Velocity
Capacity Description
(min)
(feet)
(ft/ft)
(ft/sec)
(cfs)
17.7
239
0.0580
0.23
Sheet Flow, SHEET FLOW
Grass: Dense n= 0.240 P2= 3.58"
8.7
1,095
0.0170
2.10
Shallow Concentrated Flow,
Unpaved Kv= 16.1 fps
3.1
1,584
0.0138
8.61
232.48 Channel Flow, CHANNEL FLOW
Area= 27.0 sf Perim= 15.0' r= 1.80'
n= 0.030 Earth. arassed & windina
29.5 2,918 Total
Subcatchment 2S: WET POND A PRE DEV
Hydrograph
I--�---Ir--7---Ir--r---Ii---r---Ii---Ir--�---Ir--7---Ir--r---Ii---r---Ii---Ir--�--- ■Runoff
341 ——-—————— +—————— +—————— r—————— r — — - — —— 32.01cfs-----+------r------r--�---
32 _T-y �'-N,24,-h-r------I------� 11 --- �------- I ---
--- ------ --�---
30 �
--------1---I--a11 3------L-----------'-------i------L--------�---
28 1 r.Year Rai llnff.00'1
26-Rundf#Ar'Ie&M.00a�c-'-- - - - - --
----- - ---Ir-- - - - -Ir---,---
24 _
22 _F un'off+V_glUMM7 . 2 a -- ---'r----- +- - -
'------'---' -- ---
20 RunofftDeptlr>1A-3 - -- -- - -- --- -- ------ -- ---
3 18---'---'-------------------------------'-- -'---'----'---'----'---'----'---
16 FI QWldnoth^=Z9 l$'- -- 12
-- -- -- -- --
-/-'+r,---r--r---r--r------r------r--r---r -r--r------r------r--r---
10 _ N-780+---I---+------r---I---r--i---- ---+---I---r---I---r------
,I
8--------------------
I------I--- -- ---I- -----I------I--- -- ---
6--!---I---!---I---!---I---!---------!---I- -! ---I---! ---I---I----I---
4 �I
2
0
0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20
Time (hours)

DAVIS VILLAGE WET POND A REV 3.2.2023 Type 1124-hr 1-Year Rainfall=3.00"
Prepared by Plott Hound Engineering PLLC Printed 3/14/2023
HydroCAD® 10.10-6a s/n 11998 © 2020 HydroCAD Software Solutions LLC Page 8
Hydrograph for Subcatchment 2S: WET POND A PRE DEV
Time Precip. Excess Runoff
(hours)
(inches)
(inches)
(cfs)
0.00
0.00
0.00
0.00
0.25
0.01
0.00
0.00
0.50
0.02
0.00
0.00
0.75
0.02
0.00
0.00
1.00
0.03
0.00
0.00
1.25
0.04
0.00
0.00
1.50
0.05
0.00
0.00
1.75
0.06
0.00
0.00
2.00
0.07
0.00
0.00
2.25
0.08
0.00
0.00
2.50
0.08
0.00
0.00
2.75
0.09
0.00
0.00
3.00
0.10
0.00
0.00
3.25
0.11
0.00
0.00
3.50
0.12
0.00
0.00
3.75
0.13
0.00
0.00
4.00
0.14
0.00
0.00
4.25
0.15
0.00
0.00
4.50
0.17
0.00
0.00
4.75
0.18
0.00
0.00
5.00
0.19
0.00
0.00
5.25
0.20
0.00
0.00
5.50
0.21
0.00
0.00
5.75
0.23
0.00
0.00
6.00
0.24
0.00
0.00
6.25
0.25
0.00
0.00
6.50
0.27
0.00
0.00
6.75
0.28
0.00
0.00
7.00
0.30
0.00
0.00
7.25
0.31
0.00
0.00
7.50
0.33
0.00
0.00
7.75
0.34
0.00
0.00
8.00
0.36
0.00
0.00
8.25
0.38
0.00
0.00
8.50
0.40
0.00
0.00
8.75
0.42
0.00
0.00
9.00
0.44
0.00
0.00
9.25
0.47
0.00
0.00
9.50
0.49
0.00
0.00
9.75
0.51
0.00
0.00
10.00
0.54
0.00
0.01
10.25
0.58
0.00
0.07
10.50
0.61
0.00
0.15
10.75
0.65
0.01
0.28
11.00
0.71
0.02
0.46
11.25
0.77
0.03
0.72
11.50
0.85
0.04
1.16
11.75
1.16
0.14
2.35
12.00
1.99
0.56
12.98
12.25
2.12
0.64
32.01
12.50
2.20
0.69
19.23
12.75
2.27
0.73
10.21
Time Precip. Excess Runoff
(hours)
(inches)
(inches)
(cfs)
13.00
2.32
0.76
6.35
13.25
2.36
0.79
4.68
13.50
2.40
0.82
3.78
13.75
2.43
0.84
3.25
14.00
2.46
0.86
2.87
14.25
2.49
0.88
2.56
14.50
2.51
0.90
2.34
14.75
2.54
0.91
2.20
15.00
2.56
0.93
2.09
15.25
2.58
0.95
1.99
15.50
2.60
0.96
1.89
15.75
2.62
0.97
1.78
16.00
2.64
0.99
1.68
16.25
2.66
1.00
1.57
16.50
2.67
1.01
1.49
16.75
2.69
1.02
1.44
17.00
2.71
1.03
1.40
17.25
2.72
1.04
1.37
17.50
2.74
1.06
1.33
17.75
2.75
1.07
1.29
18.00
2.76
1.08
1.25
18.25
2.78
1.08
1.22
18.50
2.79
1.09
1.18
18.75
2.80
1.10
1.14
19.00
2.81
1.11
1.10
19.25
2.82
1.12
1.06
19.50
2.84
1.13
1.02
19.75
2.85
1.14
0.98
20.00
2.86
1.14
0.94

DAVIS VILLAGE WET POND A REV 3.2.2023 Type 1124-hr 1-Year Rainfall=3.00"
Prepared by Plott Hound Engineering PLLC Printed 3/14/2023
HydroCAD® 10.10-6a s/n 11998 © 2020 HydroCAD Software Solutions LLC Page 9
Summary for Subcatchment 3S: WET POND A POST
Runoff = 54.65 cfs @ 12.09 hrs, Volume= 3.413 af, Depth> 1.61"
Routed to Pond 12P : WET POND A
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-20.00 hrs, dt= 0.05 hrs
Type II 24-hr 1-Year Rainfall=3.00"
Area (ac) CN Description
25.500 87 1/4 acre lots. 38% imp. HSG D
15.810 62.00% Pervious Area
9.690 38.00% Impervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
16.3 Direct Entry, STORM SYSTEM ANALYSIS
Subcatchment 3S: WET POND A POST
Hydrograph
60
--T---T--T------T------T---i--- -- - -�
55 ' _ Ty Re UT 1 2-4hr T---1--- '
- r---1---r--T---r
50 -IrY arRa'linfAfl-;*-3�./00"---'--------
45 -RL n6ff AeeaT2d.50aAcs-L--1---1-
40 PWnI�}�I'I �Fou��3.'I'� 1 -af
w 35 / 1 1 1
Run6f#'1 Depth>1.61"- -- -- -
3 30
LL T-c=16- 3 iTAn - -
I
25 I
20 87 1
--+_ -----+_ -----+_ -----+_ —
—I— — —+_ _+---I-
15
10
-------------------------------------
5
I I I I I I I 1 ■Runoff
--1T-- 1
�.65 cfs T---1---r---1---F--�---
--1--- 1---1--- L---1--- L -- L ---
-11--- 11----11--- 11----11---11----11---
--1--- T-- — I --— r-- —
I --- T -- T ---
—1---1---1---L---1---IL-- I — ——
---------II------II -I---
0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20
Time (hours)

DAVIS VILLAGE WET POND A REV 3.2.2023 Type 1124-hr 1-Year Rainfall=3.00"
Prepared by Plott Hound Engineering PLLC Printed 3/14/2023
HydroCAD® 10.10-6a s/n 11998 © 2020 HydroCAD Software Solutions LLC Page 10
Hydrograph for Subcatchment 3S: WET POND A POST
Time Precip. Excess Runoff
(hours)
(inches)
(inches)
(cfs)
0.00
0.00
0.00
0.00
0.25
0.01
0.00
0.00
0.50
0.02
0.00
0.00
0.75
0.02
0.00
0.00
1.00
0.03
0.00
0.00
1.25
0.04
0.00
0.00
1.50
0.05
0.00
0.00
1.75
0.06
0.00
0.00
2.00
0.07
0.00
0.00
2.25
0.08
0.00
0.00
2.50
0.08
0.00
0.00
2.75
0.09
0.00
0.00
3.00
0.10
0.00
0.00
3.25
0.11
0.00
0.00
3.50
0.12
0.00
0.00
3.75
0.13
0.00
0.00
4.00
0.14
0.00
0.00
4.25
0.15
0.00
0.00
4.50
0.17
0.00
0.00
4.75
0.18
0.00
0.00
5.00
0.19
0.00
0.00
5.25
0.20
0.00
0.00
5.50
0.21
0.00
0.00
5.75
0.23
0.00
0.00
6.00
0.24
0.00
0.00
6.25
0.25
0.00
0.00
6.50
0.27
0.00
0.00
6.75
0.28
0.00
0.00
7.00
0.30
0.00
0.00
7.25
0.31
0.00
0.00
7.50
0.33
0.00
0.03
7.75
0.34
0.00
0.06
8.00
0.36
0.00
0.10
8.25
0.38
0.00
0.13
8.50
0.40
0.01
0.19
8.75
0.42
0.01
0.25
9.00
0.44
0.01
0.32
9.25
0.47
0.02
0.40
9.50
0.49
0.02
0.47
9.75
0.51
0.03
0.54
10.00
0.54
0.03
0.66
10.25
0.58
0.04
0.81
10.50
0.61
0.05
1.02
10.75
0.65
0.07
1.29
11.00
0.71
0.09
1.67
11.25
0.77
0.11
2.20
11.50
0.85
0.15
3.14
11.75
1.16
0.32
8.40
12.00
1.99
0.90
43.70
12.25
2.12
1.00
28.86
12.50
2.20
1.07
10.62
12.75
2.27
1.12
6.07
Time Precip. Excess Runoff
(hours)
(inches)
(inches)
(cfs)
13.00
2.32
1.16
4.70
13.25
2.36
1.19
3.93
13.50
2.40
1.23
3.44
13.75
2.43
1.25
3.02
14.00
2.46
1.28
2.69
14.25
2.49
1.30
2.42
14.50
2.51
1.32
2.28
14.75
2.54
1.34
2.17
15.00
2.56
1.36
2.06
15.25
2.58
1.38
1.95
15.50
2.60
1.40
1.84
15.75
2.62
1.41
1.73
16.00
2.64
1.43
1.62
16.25
2.66
1.44
1.52
16.50
2.67
1.46
1.47
16.75
2.69
1.47
1.43
17.00
2.71
1.48
1.39
17.25
2.72
1.50
1.35
17.50
2.74
1.51
1.31
17.75
2.75
1.52
1.27
18.00
2.76
1.53
1.23
18.25
2.78
1.55
1.19
18.50
2.79
1.56
1.15
18.75
2.80
1.57
1.11
19.00
2.81
1.58
1.07
19.25
2.82
1.59
1.03
19.50
2.84
1.60
0.99
19.75
2.85
1.61
0.95
20.00
2.86
1.61
0.91

DAVIS VILLAGE WET POND A REV 3.2.2023 Type 1124-hr 1-Year Rainfall=3.00"
Prepared by Plott Hound Engineering PLLC Printed 3/14/2023
HydroCAD® 10.10-6a s/n 11998 © 2020 HydroCAD Software Solutions LLC Page 11
Summary for Pond 12P: WET POND A
Inflow Area = 25.500 ac, 38.00% Impervious, Inflow Depth > 1.61" for 1-Year event
Inflow =
54.65 cfs @
12.09 hrs,
Volume=
3.413 of
Outflow =
8.60 cfs @
12.59 hrs,
Volume=
1.876 af, Atten= 84%, Lag= 30.0 min
Primary =
8.60 cfs @
12.59 hrs,
Volume=
1.876 of
Routed to nonexistent node
9P
Secondary =
0.00 cfs @
0.00 hrs,
Volume=
0.000 of
Routing by Dyn-Stor-Ind method, Time Span= 0.00-20.00 hrs, dt= 0.05 hrs
Peak Elev= 557.71' @ 12.59 hrs Surf.Area= 43,759 sf Storage= 85,136 cf
Plug -Flow detention time= 182.7 min calculated for 1.872 of (55% of inflow)
Center -of -Mass det. time= 107.6 min ( 894.5 - 787.0 )
Volume Invert
#1 555.50'
UM11.1ire
Description
194,902 cf Custom Stage Data (Prismatic)-isted below (Recalc)
Elevation Surf.Area
Inc.Store Cum.Store
(feet)
(sq-ft)
(cubic -feet) (cubic -feet)
555.50
24,364
0 0
556.00
37,708
15,518 15,518
557.00
41,207
39,458 54,976
558.00
44,802
43,005 97,980
559.00
48,459
46,631 144,611
560.00
52,124
50,292 194,902
Device Routing
Invert
Outlet Devices
#1 Primary
550.00'
36.0" Round Culvert
L= 115.0' RCP, square edge headwall, Ke= 0.500
Inlet / Outlet Invert= 550.00' / 548.00' S= 0.0174'/' Cc= 0.900
n= 0.012, Flow Area= 7.07 sf
#2 Device 1
555.50'
3.0" Vert. 3" WQ Orifice C= 0.600 Limited to weir flow at low heads
#3 Device 1
557.50'
48.0" x 48.0" Horiz. Top of OS C= 0.600
Limited to weir flow at low heads
#4 Secondary
558.50'
20.0' long x 10.0' breadth Emergency Spillway
Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60
Coef. (English) 2.49 2.56 2.70 2.69 2.68 2.69 2.67 2.64
#5 Device 1
557.00'
24.0" W x 6.0" H Vert. Orifice/Grate C= 0.600
Limited to weir flow at low heads
Primary OutFlow Max=8.58 cfs @ 12.59 hrs HW=557.71' (Free Discharge)
L1=Culvert (Passes 8.58 cfs of 84.81 cfs potential flow)
2=3" WQ Orifice (Orifice Controls 0.34 cfs @ 6.95 fps)
3=Top of OS (Weir Controls 5.02 cfs @ 1.50 fps)
=Orifice/Grate (Orifice Controls 3.22 cfs @ 3.22 fps)
Secondary OutFlow Max=0.00 cfs @ 0.00 hrs HW=555.50' (Free Discharge)
L4=Emergency Spillway ( Controls 0.00 cfs)

DAVIS VILLAGE WET POND A REV 3.2.2023 Type 1124-hr 1-Year Rainfall=3.00"
Prepared by Plott Hound Engineering PLLC Printed 3/14/2023
HydroCAD® 10.10-6a s/n 11998 © 2020 HydroCAD Software Solutions LLC Page 12
Pond 12P: WET POND A
Hyd rog raph
■ Inflow
--------------------sa. —Outflow
C n
El Primary
-111flow Atea�25.500,ae
60-- -- ------------------------ Secondary
55
50-Stora-ge=85'-,936-cf
-- -- -- ---------------------,, --
--L--L--L--1--1--1--1--1--J-- I--J— --'---'---'---'---'---'---'---
45
40
w 35--r--r--r--+--+--+--rt--rt--y--y--y --li---li---li---li---li---li---Ir--
0
20
__ 8.60 cfs _,___,___,___,___,___,___
15 8.60 cfs
10
0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20
Time (hours)

DAVIS VILLAGE WET POND A REV 3.2.2023 Type 1124-hr 1-Year Rainfall=3.00"
Prepared by Plott Hound Engineering PLLC Printed 3/14/2023
HydroCAD® 10.10-6a s/n 11998 © 2020 HydroCAD Software Solutions LLC Page 13
Hydrograph for Pond 12P: WET POND A
Time
Inflow
Storage
Elevation
Outflow
Primary
Secondary
(hours)
(cfs)
(cubic -feet)
(feet)
(cfs)
(cfs)
(cfs)
0.00
0.00
0
555.50
0.00
0.00
0.00
0.50
0.00
0
555.50
0.00
0.00
0.00
1.00
0.00
0
555.50
0.00
0.00
0.00
1.50
0.00
0
555.50
0.00
0.00
0.00
2.00
0.00
0
555.50
0.00
0.00
0.00
2.50
0.00
0
555.50
0.00
0.00
0.00
3.00
0.00
0
555.50
0.00
0.00
0.00
3.50
0.00
0
555.50
0.00
0.00
0.00
4.00
0.00
0
555.50
0.00
0.00
0.00
4.50
0.00
0
555.50
0.00
0.00
0.00
5.00
0.00
0
555.50
0.00
0.00
0.00
5.50
0.00
0
555.50
0.00
0.00
0.00
6.00
0.00
0
555.50
0.00
0.00
0.00
6.50
0.00
0
555.50
0.00
0.00
0.00
7.00
0.00
0
555.50
0.00
0.00
0.00
7.50
0.03
14
555.50
0.00
0.00
0.00
8.00
0.10
124
555.51
0.00
0.00
0.00
8.50
0.19
368
555.51
0.00
0.00
0.00
9.00
0.32
817
555.53
0.00
0.00
0.00
9.50
0.47
1,531
555.56
0.01
0.01
0.00
10.00
0.66
2,494
555.60
0.02
0.02
0.00
10.50
1.02
3,926
555.65
0.04
0.04
0.00
11.00
1.67
6,183
555.73
0.08
0.08
0.00
11.50
3.14
10,114
555.85
0.11
0.11
0.00
12.00
43.70
33,919
556.48
0.22
0.22
0.00
12.50
10.62
84,818
557.70
8.31
8.31
0.00
13.00
4.70
82,680
557.65
6.50
6.50
0.00
13.50
3.44
80,063
557.59
4.58
4.58
0.00
14.00
2.69
78,317
557.55
3.53
3.53
0.00
14.50
2.28
76,982
557.52
2.90
2.90
0.00
15.00
2.06
75,984
557.50
2.59
2.59
0.00
15.50
1.84
74,977
557.48
2.43
2.43
0.00
16.00
1.62
73,873
557.45
2.26
2.26
0.00
16.50
1.47
72,721
557.42
2.08
2.08
0.00
17.00
1.39
71,684
557.40
1.93
1.93
0.00
17.50
1.31
70,760
557.38
1.80
1.80
0.00
18.00
1.23
69,918
557.36
1.68
1.68
0.00
18.50
1.15
69,133
557.34
1.57
1.57
0.00
19.00
1.07
68,389
557.32
1.48
1.48
0.00
19.50
0.99
67,671
557.30
1.38
1.38
0.00
20.00
0.91
66,969
557.29
1.29
1.29
0.00

DAVIS VILLAGE WET POND A REV 3.2.2023 Type 1124-hr 1-Year Rainfall=3.00"
Prepared by Plott Hound Engineering PLLC Printed 3/14/2023
HydroCAD® 10.10-6a s/n 11998 © 2020 HydroCAD Software Solutions LLC Page 14
Stage -Discharge for Pond 12P: WET POND A
Elevation Discharge Primary Secondary
(feet)
(cfs)
(cfs)
(cfs)
555.50
0.00
0.00
0.00
555.55
0.01
0.01
0.00
555.60
0.02
0.02
0.00
555.65
0.04
0.04
0.00
555.70
0.06
0.06
0.00
555.75
0.08
0.08
0.00
555.80
0.10
0.10
0.00
555.85
0.11
0.11
0.00
555.90
0.12
0.12
0.00
555.95
0.13
0.13
0.00
556.00
0.14
0.14
0.00
556.05
0.15
0.15
0.00
556.10
0.16
0.16
0.00
556.15
0.17
0.17
0.00
556.20
0.18
0.18
0.00
556.25
0.19
0.19
0.00
556.30
0.19
0.19
0.00
556.35
0.20
0.20
0.00
556.40
0.21
0.21
0.00
556.45
0.21
0.21
0.00
556.50
0.22
0.22
0.00
556.55
0.23
0.23
0.00
556.60
0.23
0.23
0.00
556.65
0.24
0.24
0.00
556.70
0.25
0.25
0.00
556.75
0.25
0.25
0.00
556.80
0.26
0.26
0.00
556.85
0.26
0.26
0.00
556.90
0.27
0.27
0.00
556.95
0.27
0.27
0.00
557.00
0.28
0.28
0.00
557.05
0.35
0.35
0.00
557.10
0.49
0.49
0.00
557.15
0.66
0.66
0.00
557.20
0.87
0.87
0.00
557.25
1.10
1.10
0.00
557.30
1.36
1.36
0.00
557.35
1.64
1.64
0.00
557.40
1.94
1.94
0.00
557.45
2.26
2.26
0.00
557.50
2.59
2.59
0.00
557.55
3.46
3.46
0.00
557.60
4.77
4.77
0.00
557.65
6.37
6.37
0.00
557.70
8.21
8.21
0.00
557.75
10.25
10.25
0.00
557.80
12.48
12.48
0.00
557.85
14.89
14.89
0.00
557.90
17.45
17.45
0.00
557.95
20.16
20.16
0.00
558.00
23.01
23.01
0.00
558.05
26.00
26.00
0.00
Elevation Discharge Primary Secondary
(feet)
(cfs)
(cfs)
(cfs)
558.10
29.11
29.11
0.00
558.15
32.35
32.35
0.00
558.20
35.70
35.70
0.00
558.25
39.17
39.17
0.00
558.30
42.75
42.75
0.00
558.35
46.43
46.43
0.00
558.40
50.22
50.22
0.00
558.45
54.11
54.11
0.00
558.50
58.10
58.10
0.00
558.55
62.74
62.18
0.56
558.60
67.93
66.36
1.57
558.65
73.52
70.62
2.89
558.70
79.44
74.98
4.45
558.75
85.70
79.43
6.27
558.80
92.26
83.96
8.30
558.85
99.10
88.58
10.53
558.90
105.54
92.59
12.95
558.95
108.56
92.90
15.67
559.00
111.81
93.21
18.60
559.05
115.26
93.52
21.74
559.10
118.93
93.83
25.10
559.15
122.41
94.14
28.27
559.20
126.01
94.44
31.57
559.25
129.73
94.75
34.98
559.30
133.55
95.05
38.50
559.35
137.48
95.36
42.12
559.40
141.51
95.66
45.85
559.45
145.64
95.96
49.68
559.50
149.87
96.27
53.60
559.55
154.29
96.57
57.72
559.60
158.82
96.87
61.95
559.65
163.45
97.16
66.29
559.70
168.18
97.46
70.72
559.75
172.81
97.76
75.05
559.80
177.50
98.05
79.45
559.85
182.27
98.35
83.92
559.90
187.10
98.64
88.46
559.95
191.91
98.94
92.98
560.00
196.78
99.23
97.55

DAVIS VILLAGE WET POND A REV 3.2.2023 Type 1124-hr 1-Year Rainfall=3.00"
Prepared by Plott Hound Engineering PLLC Printed 3/14/2023
HydroCAD® 10.10-6a s/n 11998 © 2020 HydroCAD Software Solutions LLC Page 15
Stage -Area -Storage for Pond 12P: WET POND A
Elevation
Surface
Storage
(feet)
(sq-ft)
(cubic -feet)
555.50
24,364
0
555.55
25,698
1,252
555.60
27,033
2,570
555.65
28,367
3,955
555.70
29,702
5,407
555.75
31,036
6,925
555.80
32,370
8,510
555.85
33,705
10,162
555.90
35,039
11,881
555.95
36,374
13,666
556.00
37,708
15,518
556.05
37,883
17,408
556.10
38,058
19,306
556.15
38,233
21,214
556.20
38,408
23,130
556.25
38,583
25,054
556.30
38,758
26,988
556.35
38,933
28,930
556.40
39,108
30,881
556.45
39,283
32,841
556.50
39,458
34,809
556.55
39,632
36,787
556.60
39,807
38,773
556.65
39,982
40,767
556.70
40,157
42,771
556.75
40,332
44,783
556.80
40,507
46,804
556.85
40,682
48,834
556.90
40,857
50,872
556.95
41,032
52,920
557.00
41,207
54,976
557.05
41,387
57,040
557.10
41,567
59,114
557.15
41,746
61,197
557.20
41,926
63,289
557.25
42,106
65,390
557.30
42,285
67,499
557.35
42,465
69,618
557.40
42,645
71,746
557.45
42,825
73,883
557.50
43,005
76,028
557.55
43,184
78,183
557.60
43,364
80,347
557.65
43,544
82,519
557.70
43,724
84,701
557.75
43,903
86,892
557.80
44,083
89,091
557.85
44,263
91,300
557.90
44,442
93,518
557.95
44,622
95,744
558.00
44,802
97,980
558.05
44,985
100,225
Elevation
Surface
Storage
(feet)
(sq-ft)
(cubic -feet)
558.10
45,168
102,478
558.15
45,351
104,741
558.20
45,533
107,014
558.25
45,716
109,295
558.30
45,899
111,585
558.35
46,082
113,885
558.40
46,265
116,193
558.45
46,448
118,511
558.50
46,631
120,838
558.55
46,813
123,174
558.60
46,996
125,519
558.65
47,179
127,874
558.70
47,362
130,237
558.75
47,545
132,610
558.80
47,728
134,992
558.85
47,910
137,383
558.90
48,093
139,783
558.95
48,276
142,192
559.00
48,459
144,611
559.05
48,642
147,038
559.10
48,826
149,475
559.15
49,009
151,921
559.20
49,192
154,376
559.25
49,375
156,840
559.30
49,558
159,313
559.35
49,742
161,796
559.40
49,925
164,287
559.45
50,108
166,788
559.50
50,292
169,298
559.55
50,475
171,817
559.60
50,658
174,346
559.65
50,841
176,883
559.70
51,025
179,430
559.75
51,208
181,986
559.80
51,391
184,550
559.85
51,574
187,125
559.90
51,757
189,708
559.95
51,941
192,300
560.00
52,124
194,902

DAVIS VILLAGE WET POND A REV 3.2.2023 Type/1 6-hr 10-Year Rainfall=3.75"
Prepared by Plott Hound Engineering PLLC Printed 3/14/2023
HydroCAD® 10.10-6a s/n 11998 © 2020 HydroCAD Software Solutions LLC Page 16
Time span=0.00-20.00 hrs, dt=0.05 hrs, 401 points
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN
Reach routing by Dyn-Stor-Ind method - Pond routing by Dyn-Stor-Ind method
Subcatchment2S: WET POND A PRE DEV Runoff Area=30.000 ac 0.00% Impervious Runoff Depth=1.84"
Flow Length=2,918' Tc=29.5 min CN=80 Runoff=65.84 cfs 4.592 of
Subcatchment3S: WET POND A POST Runoff Area=25.500 ac 38.00% Imperious Runoff Depth=2.41"
Tc=16.3 min CN=87 Runoff=105.43 cfs 5.118 of
Pond 12P: WET POND A Peak Elev=558.32' Storage=112,278 cf Inflow=105.43 cfs 5.118 of
Primary=43.85 cfs 3.992 of Secondary=0.00 cfs 0.000 of Outflow=43.85 cfs 3.992 of
Total Runoff Area = 55.500 ac Runoff Volume = 9.710 of Average Runoff Depth = 2.10"
82.54% Pervious = 45.810 ac 17.46% Impervious = 9.690 ac

DAVIS VILLAGE WET POND A REV 3.2.2023 Type/1 6-hr 10-Year Rainfall=3.75"
Prepared by Plott Hound Engineering PLLC Printed 3/14/2023
HydroCAD® 10.10-6a s/n 11998 © 2020 HydroCAD Software Solutions LLC Page 17
Summary for Subcatchment 2S: WET POND A PRE DEV
Runoff = 65.84 cfs @ 3.25 hrs, Volume= 4.592 af, Depth= 1.84"
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-20.00 hrs, dt= 0.05 hrs
Type II 6-hr 10-Year Rainfall=3.75"
Area (ac) CN Description
30.000 80 Pasture/grassland/range, Good, HSG D
30.000 100.00% Pervious Area
Tc
Length
Slope
Velocity
Capacity Description
(min)
(feet)
(ft/ft)
(ft/sec)
(cfs)
17.7
239
0.0580
0.23
Sheet Flow, SHEET FLOW
Grass: Dense n= 0.240 P2= 3.58"
8.7
1,095
0.0170
2.10
Shallow Concentrated Flow,
Unpaved Kv= 16.1 fps
3.1
1,584
0.0138
8.61
232.48 Channel Flow, CHANNEL FLOW
Area= 27.0 sf Perim= 15.0' r= 1.80'
n= 0.030 Earth. arassed & windina
29.5 2,918 Total
Subcatchment 2S: WET POND A PRE DEV
Hydrograph
-
-T---�--T- - -�--r------T------+--T---�--T------r------T------+--1--- ■Runoff
70 -- I I I I I I I
---165.84 cfs 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
65 -- -- ---+---'I--- ---'----------+--- +--- ----'I Type -,II -
60 -----I-----I---,---I---,---I---, -----I-------I---,---I---,------I-C-hT -
55 ii
--1---1I----II---------L------L--1---1I--10=Year Rllain#atllf=3-.7v"--
50 I I I I I I I I I I
-- ---I-- -I----
--I---r---I---r--rt---II Rpnpff IArOa=301II.001r0pc -
45
u 40
iI---I -LI---I -III---RIIunIo�If_yIoluImeI _=_4I,5�I 2_�I
f_-
350a I
-- ---r-- r--T---r---T-Rium6Depth—04
30-
„'--
-
-- I - - -------- - - --------f(ovptqrgth=2,91$25 IT=2 .5mlln20 C
— — 7 — — —I— I— — — T — — —I— — — r — — —I— — — r — — 7 — — —I— — — T — — — — — — T — — — — — — r — — —I—/�—+ —r' — — pr ^— — —
15 I I I I I I I I I---I\.tN=80 -
------I- - ------------------------------I-
10 I
--+---I- +-- ----+------+--+------+------+------+------+--+---
5
0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20
Time (hours)

DAVIS VILLAGE WET POND A REV 3.2.2023 Type/1 6-hr 10-Year Rainfall=3.75"
Prepared by Plott Hound Engineering PLLC Printed 3/14/2023
HydroCAD® 10.10-6a s/n 11998 © 2020 HydroCAD Software Solutions LLC Page 18
Hydrograph for Subcatchment 2S: WET POND A PRE DEV
Time Precip. Excess Runoff
(hours)
(inches)
(inches)
(cfs)
0.00
0.00
0.00
0.00
0.25
0.04
0.00
0.00
0.50
0.08
0.00
0.00
0.75
0.13
0.00
0.00
1.00
0.18
0.00
0.00
1.25
0.24
0.00
0.00
1.50
0.30
0.00
0.00
1.75
0.38
0.00
0.00
2.00
0.47
0.00
0.00
2.25
0.58
0.00
0.01
2.50
0.72
0.02
0.35
2.75
1.27
0.18
2.41
3.00
2.74
1.06
23.96
3.25
2.97
1.23
65.82
3.50
3.12
1.34
40.08
3.75
3.23
1.42
21.30
4.00
3.32
1.49
13.22
4.25
3.39
1.55
9.74
4.50
3.46
1.61
7.85
4.75
3.52
1.65
6.74
5.00
3.57
1.69
5.94
5.25
3.62
1.73
5.28
5.50
3.67
1.77
4.82
5.75
3.71
1.80
4.53
6.00
3.75
1.84
4.30
6.25
3.75
1.84
3.52
6.50
3.75
1.84
1.38
6.75
3.75
1.84
0.39
7.00
3.75
1.84
0.11
7.25
3.75
1.84
0.03
7.50
3.75
1.84
0.00
7.75
3.75
1.84
0.00
8.00
3.75
1.84
0.00
8.25
3.75
1.84
0.00
8.50
3.75
1.84
0.00
8.75
3.75
1.84
0.00
9.00
3.75
1.84
0.00
9.25
3.75
1.84
0.00
9.50
3.75
1.84
0.00
9.75
3.75
1.84
0.00
10.00
3.75
1.84
0.00
10.25
3.75
1.84
0.00
10.50
3.75
1.84
0.00
10.75
3.75
1.84
0.00
11.00
3.75
1.84
0.00
11.25
3.75
1.84
0.00
11.50
3.75
1.84
0.00
11.75
3.75
1.84
0.00
12.00
3.75
1.84
0.00
12.25
3.75
1.84
0.00
12.50
3.75
1.84
0.00
12.75
3.75
1.84
0.00
Time Precip. Excess Runoff
(hours)
(inches)
(inches)
(cfs)
13.00
3.75
1.84
0.00
13.25
3.75
1.84
0.00
13.50
3.75
1.84
0.00
13.75
3.75
1.84
0.00
14.00
3.75
1.84
0.00
14.25
3.75
1.84
0.00
14.50
3.75
1.84
0.00
14.75
3.75
1.84
0.00
15.00
3.75
1.84
0.00
15.25
3.75
1.84
0.00
15.50
3.75
1.84
0.00
15.75
3.75
1.84
0.00
16.00
3.75
1.84
0.00
16.25
3.75
1.84
0.00
16.50
3.75
1.84
0.00
16.75
3.75
1.84
0.00
17.00
3.75
1.84
0.00
17.25
3.75
1.84
0.00
17.50
3.75
1.84
0.00
17.75
3.75
1.84
0.00
18.00
3.75
1.84
0.00
18.25
3.75
1.84
0.00
18.50
3.75
1.84
0.00
18.75
3.75
1.84
0.00
19.00
3.75
1.84
0.00
19.25
3.75
1.84
0.00
19.50
3.75
1.84
0.00
19.75
3.75
1.84
0.00
20.00
3.75
1.84
0.00

DAVIS VILLAGE WET POND A REV 3.2.2023 Type/1 6-hr 10-Year Rainfall=3.75"
Prepared by Plott Hound Engineering PLLC Printed 3/14/2023
HydroCAD® 10.10-6a s/n 11998 © 2020 HydroCAD Software Solutions LLC Page 19
Summary for Subcatchment 3S: WET POND A POST
Runoff = 105.43 cfs @ 3.09 hrs, Volume= 5.118 af, Depth= 2.41"
Routed to Pond 12P : WET POND A
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-20.00 hrs, dt= 0.05 hrs
Type II 6-hr 10-Year Rainfall=3.75"
Area (ac) CN Description
25.500 87 1/4 acre lots. 38% imp. HSG D
15.810 62.00% Pervious Area
9.690 38.00% Impervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
16.3 Direct Entry, STORM SYSTEM ANALYSIS
Subcatchment 3S: WET POND A POST
Hydrograph
— 7— — —I--- T— — —I--- r --, ---I--- T— — —I--- T -- r---I--- r— — —I--- r -- r — — —r -- r---I---
115 �' --- - -'- --- - -'- -- ---- -'- ---- -'- ------ -'- ---- -'- --
-----'------'--- ■Runoff
110 105.43 cfs
105--1---I----- - - -T--------T-- ---T--------T------T--_T1
100 -'-----'�e'�l-
,
90 -- --
85--1---1I----'I--- -- - - - - --I- - - - --L-- II-1 i=Yeatfti falf= .75"
80-- r - - -I- ------r--r---I---r---I---r--r---I---r---I---r--r---r--r---I---
7s -- ---'I---------------------------,R-0rTOff_�4rw 25F�_00-ac-
70--1---1- ----- -- ------------L--J--
-- , I I I I I I I I I I I I ��,I��FI I I I ,{I �} I
w 65--r---I------r--r------+------r--Rain V111 Vp1Ume=�-Ivaf -
60
0 55--1---1- -- ---- L--J--- RLtnbffDE0th=2 41"-
LL
50--T---r--I---r--T---I---T---I---r--T---r--T---I---r--T
45------'---'---'------'---'-- -'- - -'---'- - -'---------'��i��i.JI'��'�
40- - - - - --
----- -- ------ ------ --------+------ -- ----------
35--1---II—-----T--1------T------T--1---II--T------T--1---Ii —RIB=SL�-
30------'- --'---'----'---'---'----'---'----'---'----'---'---'----'-------------
i l I
20-- T - - -I--1---r--�---i - -T -- I - - - r-- T---I — — —
r-----r--T---I---
15 -----I ---�-----'---�---'---�------------'---�-----------'---
I I I I I I I I I I I I I I I I I I I
10+---+--+---�---
0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20
Time (hours)

DAVIS VILLAGE WET POND A REV 3.2.2023 Type/1 6-hr 10-Year Rainfall=3.75"
Prepared by Plott Hound Engineering PLLC Printed 3/14/2023
HydroCAD® 10.10-6a s/n 11998 © 2020 HydroCAD Software Solutions LLC Page 20
Hydrograph for Subcatchment 3S: WET POND A POST
Time Precip. Excess Runoff
(hours)
(inches)
(inches)
(cfs)
0.00
0.00
0.00
0.00
0.25
0.04
0.00
0.00
0.50
0.08
0.00
0.00
0.75
0.13
0.00
0.00
1.00
0.18
0.00
0.00
1.25
0.24
0.00
0.00
1.50
0.30
0.00
0.00
1.75
0.38
0.00
0.15
2.00
0.47
0.02
0.86
2.25
0.58
0.04
1.99
2.50
0.72
0.09
3.88
2.75
1.27
0.39
13.42
3.00
2.74
1.51
83.23
3.25
2.97
1.71
55.97
3.50
3.12
1.85
20.56
3.75
3.23
1.94
11.73
4.00
3.32
2.02
9.05
4.25
3.39
2.09
7.56
4.50
3.46
2.15
6.61
4.75
3.52
2.20
5.81
5.00
3.57
2.25
5.17
5.25
3.62
2.29
4.63
5.50
3.67
2.33
4.36
5.75
3.71
2.37
4.14
6.00
3.75
2.41
3.93
6.25
3.75
2.41
1.63
6.50
3.75
2.41
0.17
6.75
3.75
2.41
0.01
7.00
3.75
2.41
0.00
7.25
3.75
2.41
0.00
7.50
3.75
2.41
0.00
7.75
3.75
2.41
0.00
8.00
3.75
2.41
0.00
8.25
3.75
2.41
0.00
8.50
3.75
2.41
0.00
8.75
3.75
2.41
0.00
9.00
3.75
2.41
0.00
9.25
3.75
2.41
0.00
9.50
3.75
2.41
0.00
9.75
3.75
2.41
0.00
10.00
3.75
2.41
0.00
10.25
3.75
2.41
0.00
10.50
3.75
2.41
0.00
10.75
3.75
2.41
0.00
11.00
3.75
2.41
0.00
11.25
3.75
2.41
0.00
11.50
3.75
2.41
0.00
11.75
3.75
2.41
0.00
12.00
3.75
2.41
0.00
12.25
3.75
2.41
0.00
12.50
3.75
2.41
0.00
12.75
3.75
2.41
0.00
Time Precip. Excess Runoff
(hours)
(inches)
(inches)
(cfs)
13.00
3.75
2.41
0.00
13.25
3.75
2.41
0.00
13.50
3.75
2.41
0.00
13.75
3.75
2.41
0.00
14.00
3.75
2.41
0.00
14.25
3.75
2.41
0.00
14.50
3.75
2.41
0.00
14.75
3.75
2.41
0.00
15.00
3.75
2.41
0.00
15.25
3.75
2.41
0.00
15.50
3.75
2.41
0.00
15.75
3.75
2.41
0.00
16.00
3.75
2.41
0.00
16.25
3.75
2.41
0.00
16.50
3.75
2.41
0.00
16.75
3.75
2.41
0.00
17.00
3.75
2.41
0.00
17.25
3.75
2.41
0.00
17.50
3.75
2.41
0.00
17.75
3.75
2.41
0.00
18.00
3.75
2.41
0.00
18.25
3.75
2.41
0.00
18.50
3.75
2.41
0.00
18.75
3.75
2.41
0.00
19.00
3.75
2.41
0.00
19.25
3.75
2.41
0.00
19.50
3.75
2.41
0.00
19.75
3.75
2.41
0.00
20.00
3.75
2.41
0.00

DAVIS VILLAGE WET POND A REV 3.2.2023 Type/1 6-hr 10-Year Rainfall=3.75"
Prepared by Plott Hound Engineering PLLC Printed 3/14/2023
HydroCAD® 10.10-6a s/n 11998 © 2020 HydroCAD Software Solutions LLC Page 21
Summary for Pond 12P: WET POND A
Inflow Area = 25.500 ac, 38.00% Impervious, Inflow Depth = 2.41" for 10-Year event
Inflow = 105.43 cfs @
3.09 hrs, Volume=
5.118 of
Outflow = 43.85 cfs @
3.30 hrs, Volume=
3.992 af, Atten= 58%, Lag= 13.0 min
Primary = 43.85 cfs @
3.30 hrs, Volume=
3.992 of
Routed to nonexistent node 9P
Secondary = 0.00 cfs @
0.00 hrs, Volume=
0.000 of
Routing by Dyn-Stor-Ind method, Time Span= 0.00-20.00
hrs, dt= 0.05 hrs
Peak Elev= 558.32' @ 3.30 hrs
Surf.Area= 45,954 sf
Storage= 112,278 cf
Plug -Flow detention time= 115.6 min calculated for 3.982 of (78% of inflow)
Center -of -Mass det. time= 95.1 min ( 305.7 - 210.6 )
Volume Invert
#1 555.50'
UM11.1ire
Description
194,902 cf Custom Stage Data (Prismatic)-isted below (Recalc)
Elevation Surf.Area
Inc.Store Cum.Store
(feet)
(sq-ft)
(cubic -feet) (cubic -feet)
555.50
24,364
0 0
556.00
37,708
15,518 15,518
557.00
41,207
39,458 54,976
558.00
44,802
43,005 97,980
559.00
48,459
46,631 144,611
560.00
52,124
50,292 194,902
Device Routing
Invert
Outlet Devices
#1 Primary
550.00'
36.0" Round Culvert
L= 115.0' RCP, square edge headwall, Ke= 0.500
Inlet / Outlet Invert= 550.00' / 548.00' S= 0.0174'/' Cc= 0.900
n= 0.012, Flow Area= 7.07 sf
#2 Device 1
555.50'
3.0" Vert. 3" WQ Orifice C= 0.600 Limited to weir flow at low heads
#3 Device 1
557.50'
48.0" x 48.0" Horiz. Top of OS C= 0.600
Limited to weir flow at low heads
#4 Secondary
558.50'
20.0' long x 10.0' breadth Emergency Spillway
Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60
Coef. (English) 2.49 2.56 2.70 2.69 2.68 2.69 2.67 2.64
#5 Device 1
557.00'
24.0" W x 6.0" H Vert. Orifice/Grate C= 0.600
Limited to weir flow at low heads
Primary OutFlow Max=43.73 cfs @ 3.30 hrs HW=558.31' (Free Discharge)
L1=Culvert (Passes 43.73 cfs of 88.84 cfs potential flow)
2=3" WQ Orifice (Orifice Controls 0.39 cfs @ 7.89 fps)
3=Top of OS (Weir Controls 38.38 cfs @ 2.95 fps)
=Orifice/Grate (Orifice Controls 4.95 cfs @ 4.95 fps)
Secondary OutFlow Max=0.00 cfs @ 0.00 hrs HW=555.50' (Free Discharge)
L4=Emergency Spillway ( Controls 0.00 cfs)

DAVIS VILLAGE WET POND A REV 3.2.2023 Type/1 6-hr 10-Year Rainfall=3.75"
Prepared by Plott Hound Engineering PLLC Printed 3/14/2023
HydroCAD® 10.10-6a s/n 11998 © 2020 HydroCAD Software Solutions LLC Page 22
Pond 12P: WET POND A
Hyd rog raph
--+--+--+--+--+--+--+--+--+--+--+--+--+--+--+--+--+--+--+--
MInflow
105.43 cfs
r Outflow
--+--r--+--r--r--r--r--r--r-
� +
�IIO� A���=25.50® �I�
❑ Primary
Secondary
110
Ptak-�lev�55$.�2
100
I
,-
--I---I---------------------I,
--I,--5toralge'�1�1227j8 of
90
I I
I I I I I I
I I I I I I I I I I
80
N
60
O43.85
�I
_ _
I 43.85 cfs
I I I I I I
I I I I I I I I I I
a 50
cfs
— I — — L — — L — — L — — L — — L —
— L — — L — — L — — L — — L — — L — — 1 — — 1 — — 1 — — 1 —
30
--r
I
r--r--r--r--r--r--r--r--r--r--r--+--+--+--+--
I I I
I I I I I I I I I I
20
0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20
Time (hours)

DAVIS VILLAGE WET POND A REV 3.2.2023 Type/1 6-hr 10-Year Rainfall=3.75"
Prepared by Plott Hound Engineering PLLC Printed 3/14/2023
HydroCAD® 10.10-6a s/n 11998 © 2020 HydroCAD Software Solutions LLC Page 23
Hydrograph for Pond 12P: WET POND A
Time
Inflow
Storage
Elevation
Outflow
Primary
Secondary
(hours)
(cfs)
(cubic -feet)
(feet)
(cfs)
(cfs)
(cfs)
0.00
0.00
0
555.50
0.00
0.00
0.00
0.50
0.00
0
555.50
0.00
0.00
0.00
1.00
0.00
0
555.50
0.00
0.00
0.00
1.50
0.00
0
555.50
0.00
0.00
0.00
2.00
0.86
458
555.52
0.00
0.00
0.00
2.50
3.88
4,263
555.66
0.05
0.05
0.00
3.00
83.23
46,150
556.78
0.25
0.25
0.00
3.50
20.56
105,210
558.16
33.03
33.03
0.00
4.00
9.05
90,066
557.82
13.53
13.53
0.00
4.50
6.61
84,931
557.71
8.41
8.41
0.00
5.00
5.17
82,409
557.65
6.28
6.28
0.00
5.50
4.36
80,748
557.61
5.04
5.04
0.00
6.00
3.93
79,767
557.59
4.39
4.39
0.00
6.50
0.17
76,518
557.51
2.73
2.73
0.00
7.00
0.00
72,372
557.41
2.03
2.03
0.00
7.50
0.00
69,149
557.34
1.58
1.58
0.00
8.00
0.00
66,620
557.28
1.25
1.25
0.00
8.50
0.00
64,593
557.23
1.01
1.01
0.00
9.00
0.00
62,938
557.19
0.83
0.83
0.00
9.50
0.00
61,564
557.16
0.70
0.70
0.00
10.00
0.00
60,404
557.13
0.59
0.59
0.00
10.50
0.00
59,410
557.11
0.51
0.51
0.00
11.00
0.00
58,547
557.09
0.45
0.45
0.00
11.50
0.00
57,787
557.07
0.40
0.40
0.00
12.00
0.00
57,109
557.05
0.36
0.36
0.00
12.50
0.00
56,494
557.04
0.33
0.33
0.00
13.00
0.00
55,930
557.02
0.30
0.30
0.00
13.50
0.00
55,403
557.01
0.28
0.28
0.00
14.00
0.00
54,899
557.00
0.28
0.28
0.00
14.50
0.00
54,401
556.99
0.28
0.28
0.00
15.00
0.00
53,906
556.97
0.27
0.27
0.00
15.50
0.00
53,413
556.96
0.27
0.27
0.00
16.00
0.00
52,922
556.95
0.27
0.27
0.00
16.50
0.00
52,434
556.94
0.27
0.27
0.00
17.00
0.00
51,947
556.93
0.27
0.27
0.00
17.50
0.00
51,463
556.91
0.27
0.27
0.00
18.00
0.00
50,981
556.90
0.27
0.27
0.00
18.50
0.00
50,501
556.89
0.27
0.27
0.00
19.00
0.00
50,024
556.88
0.26
0.26
0.00
19.50
0.00
49,548
556.87
0.26
0.26
0.00
20.00
0.00
49,075
556.86
0.26
0.26
0.00

DAVIS VILLAGE WET POND A REV 3.2.2023 Type/1 6-hr 10-Year Rainfall=3.75"
Prepared by Plott Hound Engineering PLLC Printed 3/14/2023
HydroCAD® 10.10-6a s/n 11998 © 2020 HydroCAD Software Solutions LLC Page 24
Stage -Discharge for Pond 12P: WET POND A
Elevation Discharge Primary Secondary
(feet)
(cfs)
(cfs)
(cfs)
555.50
0.00
0.00
0.00
555.55
0.01
0.01
0.00
555.60
0.02
0.02
0.00
555.65
0.04
0.04
0.00
555.70
0.06
0.06
0.00
555.75
0.08
0.08
0.00
555.80
0.10
0.10
0.00
555.85
0.11
0.11
0.00
555.90
0.12
0.12
0.00
555.95
0.13
0.13
0.00
556.00
0.14
0.14
0.00
556.05
0.15
0.15
0.00
556.10
0.16
0.16
0.00
556.15
0.17
0.17
0.00
556.20
0.18
0.18
0.00
556.25
0.19
0.19
0.00
556.30
0.19
0.19
0.00
556.35
0.20
0.20
0.00
556.40
0.21
0.21
0.00
556.45
0.21
0.21
0.00
556.50
0.22
0.22
0.00
556.55
0.23
0.23
0.00
556.60
0.23
0.23
0.00
556.65
0.24
0.24
0.00
556.70
0.25
0.25
0.00
556.75
0.25
0.25
0.00
556.80
0.26
0.26
0.00
556.85
0.26
0.26
0.00
556.90
0.27
0.27
0.00
556.95
0.27
0.27
0.00
557.00
0.28
0.28
0.00
557.05
0.35
0.35
0.00
557.10
0.49
0.49
0.00
557.15
0.66
0.66
0.00
557.20
0.87
0.87
0.00
557.25
1.10
1.10
0.00
557.30
1.36
1.36
0.00
557.35
1.64
1.64
0.00
557.40
1.94
1.94
0.00
557.45
2.26
2.26
0.00
557.50
2.59
2.59
0.00
557.55
3.46
3.46
0.00
557.60
4.77
4.77
0.00
557.65
6.37
6.37
0.00
557.70
8.21
8.21
0.00
557.75
10.25
10.25
0.00
557.80
12.48
12.48
0.00
557.85
14.89
14.89
0.00
557.90
17.45
17.45
0.00
557.95
20.16
20.16
0.00
558.00
23.01
23.01
0.00
558.05
26.00
26.00
0.00
Elevation Discharge Primary Secondary
(feet)
(cfs)
(cfs)
(cfs)
558.10
29.11
29.11
0.00
558.15
32.35
32.35
0.00
558.20
35.70
35.70
0.00
558.25
39.17
39.17
0.00
558.30
42.75
42.75
0.00
558.35
46.43
46.43
0.00
558.40
50.22
50.22
0.00
558.45
54.11
54.11
0.00
558.50
58.10
58.10
0.00
558.55
62.74
62.18
0.56
558.60
67.93
66.36
1.57
558.65
73.52
70.62
2.89
558.70
79.44
74.98
4.45
558.75
85.70
79.43
6.27
558.80
92.26
83.96
8.30
558.85
99.10
88.58
10.53
558.90
105.54
92.59
12.95
558.95
108.56
92.90
15.67
559.00
111.81
93.21
18.60
559.05
115.26
93.52
21.74
559.10
118.93
93.83
25.10
559.15
122.41
94.14
28.27
559.20
126.01
94.44
31.57
559.25
129.73
94.75
34.98
559.30
133.55
95.05
38.50
559.35
137.48
95.36
42.12
559.40
141.51
95.66
45.85
559.45
145.64
95.96
49.68
559.50
149.87
96.27
53.60
559.55
154.29
96.57
57.72
559.60
158.82
96.87
61.95
559.65
163.45
97.16
66.29
559.70
168.18
97.46
70.72
559.75
172.81
97.76
75.05
559.80
177.50
98.05
79.45
559.85
182.27
98.35
83.92
559.90
187.10
98.64
88.46
559.95
191.91
98.94
92.98
560.00
196.78
99.23
97.55

DAVIS VILLAGE WET POND A REV 3.2.2023 Type/1 6-hr 10-Year Rainfall=3.75"
Prepared by Plott Hound Engineering PLLC Printed 3/14/2023
HydroCAD® 10.10-6a s/n 11998 © 2020 HydroCAD Software Solutions LLC Page 25
Stage -Area -Storage for Pond 12P: WET POND A
Elevation
Surface
Storage
(feet)
(sq-ft)
(cubic -feet)
555.50
24,364
0
555.55
25,698
1,252
555.60
27,033
2,570
555.65
28,367
3,955
555.70
29,702
5,407
555.75
31,036
6,925
555.80
32,370
8,510
555.85
33,705
10,162
555.90
35,039
11,881
555.95
36,374
13,666
556.00
37,708
15,518
556.05
37,883
17,408
556.10
38,058
19,306
556.15
38,233
21,214
556.20
38,408
23,130
556.25
38,583
25,054
556.30
38,758
26,988
556.35
38,933
28,930
556.40
39,108
30,881
556.45
39,283
32,841
556.50
39,458
34,809
556.55
39,632
36,787
556.60
39,807
38,773
556.65
39,982
40,767
556.70
40,157
42,771
556.75
40,332
44,783
556.80
40,507
46,804
556.85
40,682
48,834
556.90
40,857
50,872
556.95
41,032
52,920
557.00
41,207
54,976
557.05
41,387
57,040
557.10
41,567
59,114
557.15
41,746
61,197
557.20
41,926
63,289
557.25
42,106
65,390
557.30
42,285
67,499
557.35
42,465
69,618
557.40
42,645
71,746
557.45
42,825
73,883
557.50
43,005
76,028
557.55
43,184
78,183
557.60
43,364
80,347
557.65
43,544
82,519
557.70
43,724
84,701
557.75
43,903
86,892
557.80
44,083
89,091
557.85
44,263
91,300
557.90
44,442
93,518
557.95
44,622
95,744
558.00
44,802
97,980
558.05
44,985
100,225
Elevation
Surface
Storage
(feet)
(sq-ft)
(cubic -feet)
558.10
45,168
102,478
558.15
45,351
104,741
558.20
45,533
107,014
558.25
45,716
109,295
558.30
45,899
111,585
558.35
46,082
113,885
558.40
46,265
116,193
558.45
46,448
118,511
558.50
46,631
120,838
558.55
46,813
123,174
558.60
46,996
125,519
558.65
47,179
127,874
558.70
47,362
130,237
558.75
47,545
132,610
558.80
47,728
134,992
558.85
47,910
137,383
558.90
48,093
139,783
558.95
48,276
142,192
559.00
48,459
144,611
559.05
48,642
147,038
559.10
48,826
149,475
559.15
49,009
151,921
559.20
49,192
154,376
559.25
49,375
156,840
559.30
49,558
159,313
559.35
49,742
161,796
559.40
49,925
164,287
559.45
50,108
166,788
559.50
50,292
169,298
559.55
50,475
171,817
559.60
50,658
174,346
559.65
50,841
176,883
559.70
51,025
179,430
559.75
51,208
181,986
559.80
51,391
184,550
559.85
51,574
187,125
559.90
51,757
189,708
559.95
51,941
192,300
560.00
52,124
194,902

DAVIS VILLAGE WET POND A REV 3.2.2023 Type/1 6-hr 25-Year Rainfall=4.44"
Prepared by Plott Hound Engineering PLLC Printed 3/14/2023
HydroCAD® 10.10-6a s/n 11998 © 2020 HydroCAD Software Solutions LLC Page 26
Time span=0.00-20.00 hrs, dt=0.05 hrs, 401 points
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN
Reach routing by Dyn-Stor-Ind method - Pond routing by Dyn-Stor-Ind method
Subcatchment2S: WET POND A PRE DEV Runoff Area=30.000 ac 0.00% Impervious Runoff Depth=2.41"
Flow Length=2,918' Tc=29.5 min CN=80 Runoff=87.02 cfs 6.026 of
Subcatchment3S: WET POND A POST Runoff Area=25.500 ac 38.00% Imperious Runoff Depth=3.04"
Tc=16.3 min CN=87 Runoff=132.30 cfs 6.467 of
Pond 12P: WET POND A Peak Elev=558.65' Storage=127,643 cf Inflow=132.30 cfs 6.467 of
Primary=70.20 cfs 5.311 of Secondary=2.75 cfs 0.028 of Outflow=72.95 cfs 5.339 of
Total Runoff Area = 55.500 ac Runoff Volume = 12.493 of Average Runoff Depth = 2.70"
82.54% Pervious = 45.810 ac 17.46% Impervious = 9.690 ac

DAVIS VILLAGE WET POND A REV 3.2.2023 Type/1 6-hr 25-Year Rainfall=4.44"
Prepared by Plott Hound Engineering PLLC Printed 3/14/2023
HydroCAD® 10.10-6a s/n 11998 © 2020 HydroCAD Software Solutions LLC Page 27
Summary for Subcatchment 2S: WET POND A PRE DEV
Runoff = 87.02 cfs @ 3.25 hrs, Volume= 6.026 af, Depth= 2.41"
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-20.00 hrs, dt= 0.05 hrs
Type II 6-hr 25-Year Rainfall=4.44"
Area (ac) CN Description
30.000 80 Pasture/grassland/range, Good, HSG D
30.000 100.00% Pervious Area
Tc
Length
Slope
Velocity
Capacity Description
(min)
(feet)
(ft/ft)
(ft/sec)
(cfs)
17.7
239
0.0580
0.23
Sheet Flow, SHEET FLOW
Grass: Dense n= 0.240 P2= 3.58"
8.7
1,095
0.0170
2.10
Shallow Concentrated Flow,
Unpaved Kv= 16.1 fps
3.1
1,584
0.0138
8.61
232.48 Channel Flow, CHANNEL FLOW
Area= 27.0 sf Perim= 15.0' r= 1.80'
n= 0.030 Earth. arassed & windina
29.5 2,918 Total
Subcatchment 2S: WET POND A PRE DEV
Hydrograph
95
-- ---I--- r- - -I--- T- - -I---
r---I---
r --
7- -
-I--- T- - -I--- T- - -I------
1 1
■Runoff
90
85
1
1 lF87.02 cfs
--7---1 --1---T---I---r___I---r--7-__---T---I---T---I---r---I---r--r---
80
75
1
-- I 1 --1 I I
7---I - I---T---I---r---I---r--7---I
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-- - --1 --1
I
--1 r -
I I
- -I- r--T---I
--1
I
I I I I I I 1 I - --
--T---I---T---I---r------Ir6-hr
T------T------r------r--T---
70
--T---1 ------ T---
--- T-
-- ---Ir-
-T---
_ -2{ Year RairtfaFF-4,.44"--
65
'
I 1
- T---1---r----ATVa
7
1 r
7I
n p3�0060
ff Aria=�-4r -
w 55
/ 1
--T---1 - ----T------T------Ir--T----
Runoff-Volume=6. - -
50
0 45
----- T- - -I---
-- 1---11-------IT------Ir
r -
------Ir
- - --- r --
--
7 - -
1---11----
- I -- T--1--- T- - - --- T-I--- r -w- 7 ---
-Rtun6ff Dgpt*�=Z41"--
LL 40
I 1 I
-- ---I-1
I---1-r--
- --II
---F(O—T-L23F9135
I �r-gh '--
30
-T---1---T---1---r---1---Ir--T---1
--T---1---T-- II-C =.51F-MI1n
I I
25
20
---T--- ---
- T- - ---T11---
T---1
---I---
7---1
I
11------I----
rT
---
- -
I--- ------ --- --
I�1 1
1--TI1---
-T---1T---1---T---IG-8V
5
10
--T- - -Ii T---1
--r------Ir-
-T- -
-Ii--T- - -Ir T------r------IT- --
0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20
Time (hours)

DAVIS VILLAGE WET POND A REV 3.2.2023 Type/1 6-hr 25-Year Rainfall=4.44"
Prepared by Plott Hound Engineering PLLC Printed 3/14/2023
HydroCAD® 10.10-6a s/n 11998 © 2020 HydroCAD Software Solutions LLC Page 28
Hydrograph for Subcatchment 2S: WET POND A PRE DEV
Time Precip. Excess Runoff
(hours)
(inches)
(inches)
(cfs)
0.00
0.00
0.00
0.00
0.25
0.05
0.00
0.00
0.50
0.10
0.00
0.00
0.75
0.15
0.00
0.00
1.00
0.21
0.00
0.00
1.25
0.28
0.00
0.00
1.50
0.36
0.00
0.00
1.75
0.45
0.00
0.00
2.00
0.55
0.00
0.00
2.25
0.69
0.01
0.20
2.50
0.85
0.04
1.22
2.75
1.51
0.29
4.50
3.00
3.24
1.43
34.06
3.25
3.51
1.65
87.02
3.50
3.70
1.79
51.93
3.75
3.82
1.90
27.22
4.00
3.93
1.98
16.73
4.25
4.02
2.06
12.23
4.50
4.10
2.12
9.81
4.75
4.17
2.18
8.41
5.00
4.23
2.23
7.40
5.25
4.29
2.28
6.58
5.50
4.34
2.33
5.99
5.75
4.39
2.37
5.63
6.00
4.44
2.41
5.34
6.25
4.44
2.41
4.37
6.50
4.44
2.41
1.71
6.75
4.44
2.41
0.49
7.00
4.44
2.41
0.13
7.25
4.44
2.41
0.03
7.50
4.44
2.41
0.01
7.75
4.44
2.41
0.00
8.00
4.44
2.41
0.00
8.25
4.44
2.41
0.00
8.50
4.44
2.41
0.00
8.75
4.44
2.41
0.00
9.00
4.44
2.41
0.00
9.25
4.44
2.41
0.00
9.50
4.44
2.41
0.00
9.75
4.44
2.41
0.00
10.00
4.44
2.41
0.00
10.25
4.44
2.41
0.00
10.50
4.44
2.41
0.00
10.75
4.44
2.41
0.00
11.00
4.44
2.41
0.00
11.25
4.44
2.41
0.00
11.50
4.44
2.41
0.00
11.75
4.44
2.41
0.00
12.00
4.44
2.41
0.00
12.25
4.44
2.41
0.00
12.50
4.44
2.41
0.00
12.75
4.44
2.41
0.00
Time Precip. Excess Runoff
(hours)
(inches)
(inches)
(cfs)
13.00
4.44
2.41
0.00
13.25
4.44
2.41
0.00
13.50
4.44
2.41
0.00
13.75
4.44
2.41
0.00
14.00
4.44
2.41
0.00
14.25
4.44
2.41
0.00
14.50
4.44
2.41
0.00
14.75
4.44
2.41
0.00
15.00
4.44
2.41
0.00
15.25
4.44
2.41
0.00
15.50
4.44
2.41
0.00
15.75
4.44
2.41
0.00
16.00
4.44
2.41
0.00
16.25
4.44
2.41
0.00
16.50
4.44
2.41
0.00
16.75
4.44
2.41
0.00
17.00
4.44
2.41
0.00
17.25
4.44
2.41
0.00
17.50
4.44
2.41
0.00
17.75
4.44
2.41
0.00
18.00
4.44
2.41
0.00
18.25
4.44
2.41
0.00
18.50
4.44
2.41
0.00
18.75
4.44
2.41
0.00
19.00
4.44
2.41
0.00
19.25
4.44
2.41
0.00
19.50
4.44
2.41
0.00
19.75
4.44
2.41
0.00
20.00
4.44
2.41
0.00

DAVIS VILLAGE WET POND A REV 3.2.2023 Type/1 6-hr 25-Year Rainfall=4.44"
Prepared by Plott Hound Engineering PLLC Printed 3/14/2023
HydroCAD® 10.10-6a s/n 11998 © 2020 HydroCAD Software Solutions LLC Page 29
Summary for Subcatchment 3S: WET POND A POST
Runoff = 132.30 cfs @ 3.08 hrs, Volume= 6.467 af, Depth= 3.04"
Routed to Pond 12P : WET POND A
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-20.00 hrs, dt= 0.05 hrs
Type II 6-hr 25-Year Rainfall=4.44"
Area (ac) CN Description
25.500 87 1/4 acre lots. 38% imp. HSG D
15.810 62.00% Pervious Area
9.690 38.00% Impervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
16.3 Direct Entry, STORM SYSTEM ANALYSIS
Subcatchment 3S: WET POND A POST
Hydrograph
--------- li---r---li---r--y---I---+---li---r--y---I---+---li---r------Ir--rt---li--- ■Runoff
140 132.30 cfs
-------------------------------------------
130
-- -- --- --------+------+-- --- +--------- 'Type 120
110
-------------------------25=Y-ec-W Rainfaif=4.44"-
----------
100 I I I I I I I 1
--4-- ------ --------+------+--IRwngff-Arta=25� 4 -�c-
9a
-----'-- -- ' -- -- '---'-----------------------------
-
u 80
1---1- -- --- L--RuIiof1f Volume=5.457 of -
0 70 ---r --y-- RLtpbff �Dgpth=3.-0V -
LL--rt---i------r--y---r--+---r
50 -- ---------, --------',,------',,---',',------ ------I:3 jc=f$',mi,rr-
40 CN-87
30
20 /t10
0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20
Time (hours)

DAVIS VILLAGE WET POND A REV 3.2.2023 Type/1 6-hr 25-Year Rainfall=4.44"
Prepared by Plott Hound Engineering PLLC Printed 3/14/2023
HydroCAD® 10.10-6a s/n 11998 © 2020 HydroCAD Software Solutions LLC Page 30
Hydrograph for Subcatchment 3S: WET POND A POST
Time Precip. Excess Runoff
(hours)
(inches)
(inches)
(cfs)
0.00
0.00
0.00
0.00
0.25
0.05
0.00
0.00
0.50
0.10
0.00
0.00
0.75
0.15
0.00
0.00
1.00
0.21
0.00
0.00
1.25
0.28
0.00
0.00
1.50
0.36
0.00
0.05
1.75
0.45
0.01
0.68
2.00
0.55
0.04
1.76
2.25
0.69
0.08
3.29
2.50
0.85
0.15
5.80
2.75
1.51
0.54
18.52
3.00
3.24
1.95
106.00
3.25
3.51
2.19
69.46
3.50
3.70
2.36
25.24
3.75
3.82
2.47
14.31
4.00
3.93
2.57
11.02
4.25
4.02
2.65
9.19
4.50
4.10
2.73
8.03
4.75
4.17
2.79
7.05
5.00
4.23
2.85
6.27
5.25
4.29
2.90
5.62
5.50
4.34
2.95
5.28
5.75
4.39
3.00
5.02
6.00
4.44
3.04
4.76
6.25
4.44
3.04
1.98
6.50
4.44
3.04
0.20
6.75
4.44
3.04
0.02
7.00
4.44
3.04
0.00
7.25
4.44
3.04
0.00
7.50
4.44
3.04
0.00
7.75
4.44
3.04
0.00
8.00
4.44
3.04
0.00
8.25
4.44
3.04
0.00
8.50
4.44
3.04
0.00
8.75
4.44
3.04
0.00
9.00
4.44
3.04
0.00
9.25
4.44
3.04
0.00
9.50
4.44
3.04
0.00
9.75
4.44
3.04
0.00
10.00
4.44
3.04
0.00
10.25
4.44
3.04
0.00
10.50
4.44
3.04
0.00
10.75
4.44
3.04
0.00
11.00
4.44
3.04
0.00
11.25
4.44
3.04
0.00
11.50
4.44
3.04
0.00
11.75
4.44
3.04
0.00
12.00
4.44
3.04
0.00
12.25
4.44
3.04
0.00
12.50
4.44
3.04
0.00
12.75
4.44
3.04
0.00
Time Precip. Excess Runoff
(hours)
(inches)
(inches)
(cfs)
13.00
4.44
3.04
0.00
13.25
4.44
3.04
0.00
13.50
4.44
3.04
0.00
13.75
4.44
3.04
0.00
14.00
4.44
3.04
0.00
14.25
4.44
3.04
0.00
14.50
4.44
3.04
0.00
14.75
4.44
3.04
0.00
15.00
4.44
3.04
0.00
15.25
4.44
3.04
0.00
15.50
4.44
3.04
0.00
15.75
4.44
3.04
0.00
16.00
4.44
3.04
0.00
16.25
4.44
3.04
0.00
16.50
4.44
3.04
0.00
16.75
4.44
3.04
0.00
17.00
4.44
3.04
0.00
17.25
4.44
3.04
0.00
17.50
4.44
3.04
0.00
17.75
4.44
3.04
0.00
18.00
4.44
3.04
0.00
18.25
4.44
3.04
0.00
18.50
4.44
3.04
0.00
18.75
4.44
3.04
0.00
19.00
4.44
3.04
0.00
19.25
4.44
3.04
0.00
19.50
4.44
3.04
0.00
19.75
4.44
3.04
0.00
20.00
4.44
3.04
0.00

DAVIS VILLAGE WET POND A REV 3.2.2023 Type/1 6-hr 25-Year Rainfall=4.44"
Prepared by Plott Hound Engineering PLLC Printed 3/14/2023
HydroCAD® 10.10-6a s/n 11998 © 2020 HydroCAD Software Solutions LLC Page 31
Summary for Pond 12P: WET POND A
Inflow Area = 25.500 ac, 38.00% Impervious, Inflow Depth = 3.04" for 25-Year event
Inflow = 132.30 cfs @
3.08 hrs, Volume=
6.467 of
Outflow = 72.95 cfs @
3.25 hrs, Volume=
5.339 af, Atten= 45%, Lag= 9.9 min
Primary = 70.20 cfs @
3.25 hrs, Volume=
5.311 of
Routed to nonexistent node 9P
Secondary = 2.75 cfs @
3.25 hrs, Volume=
0.028 of
Routing by Dyn-Stor-Ind method, Time Span= 0.00-20.00
hrs, dt= 0.05 hrs
Peak Elev= 558.65' @ 3.25 hrs
Surf.Area= 47,161 sf
Storage= 127,643 cf
Plug -Flow detention time= 93.2 min calculated for 5.326 of (82% of inflow)
Center -of -Mass det. time= 75.7 min (284.6 - 208.9 )
Volume Invert
#1 555.50'
UM11.1ire
Description
194,902 cf Custom Stage Data (Prismatic)-isted below (Recalc)
Elevation Surf.Area
Inc.Store Cum.Store
(feet)
(sq-ft)
(cubic -feet) (cubic -feet)
555.50
24,364
0 0
556.00
37,708
15,518 15,518
557.00
41,207
39,458 54,976
558.00
44,802
43,005 97,980
559.00
48,459
46,631 144,611
560.00
52,124
50,292 194,902
Device Routing
Invert
Outlet Devices
#1 Primary
550.00'
36.0" Round Culvert
L= 115.0' RCP, square edge headwall, Ke= 0.500
Inlet / Outlet Invert= 550.00' / 548.00' S= 0.0174'/' Cc= 0.900
n= 0.012, Flow Area= 7.07 sf
#2 Device 1
555.50'
3.0" Vert. 3" WQ Orifice C= 0.600 Limited to weir flow at low heads
#3 Device 1
557.50'
48.0" x 48.0" Horiz. Top of OS C= 0.600
Limited to weir flow at low heads
#4 Secondary
558.50'
20.0' long x 10.0' breadth Emergency Spillway
Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60
Coef. (English) 2.49 2.56 2.70 2.69 2.68 2.69 2.67 2.64
#5 Device 1
557.00'
24.0" W x 6.0" H Vert. Orifice/Grate C= 0.600
Limited to weir flow at low heads
Primary OutFlow Max=70.17 cfs @ 3.25 hrs HW=558.64' (Free Discharge)
L1=Culvert (Passes 70.17 cfs of 90.97 cfs potential flow)
2=3" WQ Orifice (Orifice Controls 0.41 cfs @ 8.37 fps)
3=Top of OS (Weir Controls 64.08 cfs @ 3.50 fps)
=Orifice/Grate (Orifice Controls 5.68 cfs @ 5.68 fps)
Secondary OutFlow Max=2.74 cfs @ 3.25 hrs HW=558.64' (Free Discharge)
L4=Emergency Spillway (Weir Controls 2.74 cfs @ 0.95 fps)

DAVIS VILLAGE WET POND A REV 3.2.2023 Type/1 6-hr 25-Year Rainfall=4.44"
Prepared by Plott Hound Engineering PLLC Printed 3/14/2023
HydroCAD® 10.10-6a s/n 11998 © 2020 HydroCAD Software Solutions LLC Page 32
140
130
120
110
100
90
80
70
60
50
40
30
20
0
Pond 12P: WET POND A
Hyd rog raph
■ Inflow
132.30 cfs
_fir p_r,,_
��fIQ
Outflow
❑Primary
--L - -L--L__L__L__L__L__L
_L_ _A _e�-25�5Q©
_Secondary
-4-4 ----------------------------Peak-E-Iev=550.65'-
--��--��--��--r--r--r--r--r--r--r--�foraqe=1,7,64r3
--�--� --
--L--L--L-- -- --
-- -- __L-- af_
11 72.95 cfs
70.20 cfs
—
0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20
Time (hours)

DAVIS VILLAGE WET POND A REV 3.2.2023 Type/1 6-hr 25-Year Rainfall=4.44"
Prepared by Plott Hound Engineering PLLC Printed 3/14/2023
HydroCAD® 10.10-6a s/n 11998 © 2020 HydroCAD Software Solutions LLC Page 33
Hydrograph for Pond 12P: WET POND A
Time
Inflow
Storage
Elevation
Outflow
Primary
Secondary
(hours)
(cfs)
(cubic -feet)
(feet)
(cfs)
(cfs)
(cfs)
0.00
0.00
0
555.50
0.00
0.00
0.00
0.50
0.00
0
555.50
0.00
0.00
0.00
1.00
0.00
0
555.50
0.00
0.00
0.00
1.50
0.05
8
555.50
0.00
0.00
0.00
2.00
1.76
1,366
555.55
0.01
0.01
0.00
2.50
5.80
7,534
555.77
0.09
0.09
0.00
3.00
106.00
62,976
557.19
0.84
0.84
0.00
3.50
25.24
112,067
558.31
43.51
43.51
0.00
4.00
11.02
92,501
557.88
16.26
16.26
0.00
4.50
8.03
86,663
557.74
10.03
10.03
0.00
5.00
6.27
83,886
557.68
7.49
7.49
0.00
5.50
5.28
82,075
557.64
6.02
6.02
0.00
6.00
4.76
81,034
557.62
5.25
5.25
0.00
6.50
0.20
77,327
557.53
3.04
3.04
0.00
7.00
0.00
72,961
557.43
2.12
2.12
0.00
7.50
0.00
69,605
557.35
1.64
1.64
0.00
8.00
0.00
66,981
557.29
1.30
1.30
0.00
8.50
0.00
64,885
557.24
1.05
1.05
0.00
9.00
0.00
63,179
557.20
0.86
0.86
0.00
9.50
0.00
61,765
557.16
0.72
0.72
0.00
10.00
0.00
60,574
557.14
0.61
0.61
0.00
10.50
0.00
59,557
557.11
0.52
0.52
0.00
11.00
0.00
58,676
557.09
0.46
0.46
0.00
11.50
0.00
57,901
557.07
0.41
0.41
0.00
12.00
0.00
57,211
557.05
0.36
0.36
0.00
12.50
0.00
56,587
557.04
0.33
0.33
0.00
13.00
0.00
56,016
557.03
0.31
0.31
0.00
13.50
0.00
55,484
557.01
0.29
0.29
0.00
14.00
0.00
54,977
557.00
0.28
0.28
0.00
14.50
0.00
54,480
556.99
0.28
0.28
0.00
15.00
0.00
53,984
556.98
0.27
0.27
0.00
15.50
0.00
53,491
556.96
0.27
0.27
0.00
16.00
0.00
53,000
556.95
0.27
0.27
0.00
16.50
0.00
52,511
556.94
0.27
0.27
0.00
17.00
0.00
52,024
556.93
0.27
0.27
0.00
17.50
0.00
51,539
556.92
0.27
0.27
0.00
18.00
0.00
51,057
556.90
0.27
0.27
0.00
18.50
0.00
50,577
556.89
0.27
0.27
0.00
19.00
0.00
50,099
556.88
0.26
0.26
0.00
19.50
0.00
49,623
556.87
0.26
0.26
0.00
20.00
0.00
49,150
556.86
0.26
0.26
0.00

DAVIS VILLAGE WET POND A REV 3.2.2023 Type/1 6-hr 25-Year Rainfall=4.44"
Prepared by Plott Hound Engineering PLLC Printed 3/14/2023
HydroCAD® 10.10-6a s/n 11998 © 2020 HydroCAD Software Solutions LLC Page 34
Stage -Discharge for Pond 12P: WET POND A
Elevation Discharge Primary Secondary
(feet)
(cfs)
(cfs)
(cfs)
555.50
0.00
0.00
0.00
555.55
0.01
0.01
0.00
555.60
0.02
0.02
0.00
555.65
0.04
0.04
0.00
555.70
0.06
0.06
0.00
555.75
0.08
0.08
0.00
555.80
0.10
0.10
0.00
555.85
0.11
0.11
0.00
555.90
0.12
0.12
0.00
555.95
0.13
0.13
0.00
556.00
0.14
0.14
0.00
556.05
0.15
0.15
0.00
556.10
0.16
0.16
0.00
556.15
0.17
0.17
0.00
556.20
0.18
0.18
0.00
556.25
0.19
0.19
0.00
556.30
0.19
0.19
0.00
556.35
0.20
0.20
0.00
556.40
0.21
0.21
0.00
556.45
0.21
0.21
0.00
556.50
0.22
0.22
0.00
556.55
0.23
0.23
0.00
556.60
0.23
0.23
0.00
556.65
0.24
0.24
0.00
556.70
0.25
0.25
0.00
556.75
0.25
0.25
0.00
556.80
0.26
0.26
0.00
556.85
0.26
0.26
0.00
556.90
0.27
0.27
0.00
556.95
0.27
0.27
0.00
557.00
0.28
0.28
0.00
557.05
0.35
0.35
0.00
557.10
0.49
0.49
0.00
557.15
0.66
0.66
0.00
557.20
0.87
0.87
0.00
557.25
1.10
1.10
0.00
557.30
1.36
1.36
0.00
557.35
1.64
1.64
0.00
557.40
1.94
1.94
0.00
557.45
2.26
2.26
0.00
557.50
2.59
2.59
0.00
557.55
3.46
3.46
0.00
557.60
4.77
4.77
0.00
557.65
6.37
6.37
0.00
557.70
8.21
8.21
0.00
557.75
10.25
10.25
0.00
557.80
12.48
12.48
0.00
557.85
14.89
14.89
0.00
557.90
17.45
17.45
0.00
557.95
20.16
20.16
0.00
558.00
23.01
23.01
0.00
558.05
26.00
26.00
0.00
Elevation Discharge Primary Secondary
(feet)
(cfs)
(cfs)
(cfs)
558.10
29.11
29.11
0.00
558.15
32.35
32.35
0.00
558.20
35.70
35.70
0.00
558.25
39.17
39.17
0.00
558.30
42.75
42.75
0.00
558.35
46.43
46.43
0.00
558.40
50.22
50.22
0.00
558.45
54.11
54.11
0.00
558.50
58.10
58.10
0.00
558.55
62.74
62.18
0.56
558.60
67.93
66.36
1.57
558.65
73.52
70.62
2.89
558.70
79.44
74.98
4.45
558.75
85.70
79.43
6.27
558.80
92.26
83.96
8.30
558.85
99.10
88.58
10.53
558.90
105.54
92.59
12.95
558.95
108.56
92.90
15.67
559.00
111.81
93.21
18.60
559.05
115.26
93.52
21.74
559.10
118.93
93.83
25.10
559.15
122.41
94.14
28.27
559.20
126.01
94.44
31.57
559.25
129.73
94.75
34.98
559.30
133.55
95.05
38.50
559.35
137.48
95.36
42.12
559.40
141.51
95.66
45.85
559.45
145.64
95.96
49.68
559.50
149.87
96.27
53.60
559.55
154.29
96.57
57.72
559.60
158.82
96.87
61.95
559.65
163.45
97.16
66.29
559.70
168.18
97.46
70.72
559.75
172.81
97.76
75.05
559.80
177.50
98.05
79.45
559.85
182.27
98.35
83.92
559.90
187.10
98.64
88.46
559.95
191.91
98.94
92.98
560.00
196.78
99.23
97.55

DAVIS VILLAGE WET POND A REV 3.2.2023 Type/1 6-hr 25-Year Rainfall=4.44"
Prepared by Plott Hound Engineering PLLC Printed 3/14/2023
HydroCAD® 10.10-6a s/n 11998 © 2020 HydroCAD Software Solutions LLC Page 35
Stage -Area -Storage for Pond 12P: WET POND A
Elevation
Surface
Storage
(feet)
(sq-ft)
(cubic -feet)
555.50
24,364
0
555.55
25,698
1,252
555.60
27,033
2,570
555.65
28,367
3,955
555.70
29,702
5,407
555.75
31,036
6,925
555.80
32,370
8,510
555.85
33,705
10,162
555.90
35,039
11,881
555.95
36,374
13,666
556.00
37,708
15,518
556.05
37,883
17,408
556.10
38,058
19,306
556.15
38,233
21,214
556.20
38,408
23,130
556.25
38,583
25,054
556.30
38,758
26,988
556.35
38,933
28,930
556.40
39,108
30,881
556.45
39,283
32,841
556.50
39,458
34,809
556.55
39,632
36,787
556.60
39,807
38,773
556.65
39,982
40,767
556.70
40,157
42,771
556.75
40,332
44,783
556.80
40,507
46,804
556.85
40,682
48,834
556.90
40,857
50,872
556.95
41,032
52,920
557.00
41,207
54,976
557.05
41,387
57,040
557.10
41,567
59,114
557.15
41,746
61,197
557.20
41,926
63,289
557.25
42,106
65,390
557.30
42,285
67,499
557.35
42,465
69,618
557.40
42,645
71,746
557.45
42,825
73,883
557.50
43,005
76,028
557.55
43,184
78,183
557.60
43,364
80,347
557.65
43,544
82,519
557.70
43,724
84,701
557.75
43,903
86,892
557.80
44,083
89,091
557.85
44,263
91,300
557.90
44,442
93,518
557.95
44,622
95,744
558.00
44,802
97,980
558.05
44,985
100,225
Elevation
Surface
Storage
(feet)
(sq-ft)
(cubic -feet)
558.10
45,168
102,478
558.15
45,351
104,741
558.20
45,533
107,014
558.25
45,716
109,295
558.30
45,899
111,585
558.35
46,082
113,885
558.40
46,265
116,193
558.45
46,448
118,511
558.50
46,631
120,838
558.55
46,813
123,174
558.60
46,996
125,519
558.65
47,179
127,874
558.70
47,362
130,237
558.75
47,545
132,610
558.80
47,728
134,992
558.85
47,910
137,383
558.90
48,093
139,783
558.95
48,276
142,192
559.00
48,459
144,611
559.05
48,642
147,038
559.10
48,826
149,475
559.15
49,009
151,921
559.20
49,192
154,376
559.25
49,375
156,840
559.30
49,558
159,313
559.35
49,742
161,796
559.40
49,925
164,287
559.45
50,108
166,788
559.50
50,292
169,298
559.55
50,475
171,817
559.60
50,658
174,346
559.65
50,841
176,883
559.70
51,025
179,430
559.75
51,208
181,986
559.80
51,391
184,550
559.85
51,574
187,125
559.90
51,757
189,708
559.95
51,941
192,300
560.00
52,124
194,902

DAVIS VILLAGE WET POND A REV 3.2.2023 Type/1 6-hr 50-Year Rainfall=4.99"
Prepared by Plott Hound Engineering PLLC Printed 3/14/2023
HydroCAD® 10.10-6a s/n 11998 © 2020 HydroCAD Software Solutions LLC Page 36
Time span=0.00-20.00 hrs, dt=0.05 hrs, 401 points
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN
Reach routing by Dyn-Stor-Ind method - Pond routing by Dyn-Stor-Ind method
Subcatchment2S: WET POND A PRE DEV Runoff Area=30.000 ac 0.00% Impervious Runoff Depth=2.88"
Flow Length=2,918' Tc=29.5 min CN=80 Runoff=104.40 cfs 7.210 of
Subcatchment3S: WET POND A POST Runoff Area=25.500 ac 38.00% Imperious Runoff Depth=3.56"
Tc=16.3 min CN=87 Runoff=153.81 cfs 7.560 of
Pond 12P: WET POND A Peak Elev=558.86' Storage=137,877 cf Inflow=153.81 cfs 7.560 of
Primary=89.52 cfs 6.279 of Secondary=10.96 cfs 0.153 of Outflow=100.48 cfs 6.432 of
Total Runoff Area = 55.500 ac Runoff Volume = 14.771 of Average Runoff Depth = 3.19"
82.54% Pervious = 45.810 ac 17.46% Impervious = 9.690 ac

DAVIS VILLAGE WET POND A REV 3.2.2023 Type/1 6-hr 50-Year Rainfall=4.99"
Prepared by Plott Hound Engineering PLLC Printed 3/14/2023
HydroCAD® 10.10-6a s/n 11998 © 2020 HydroCAD Software Solutions LLC Page 37
Summary for Subcatchment 2S: WET POND A PRE DEV
Runoff = 104.40 cfs @ 3.25 hrs, Volume= 7.210 af, Depth= 2.88"
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-20.00 hrs, dt= 0.05 hrs
Type II 6-hr 50-Year Rainfall=4.99"
Area (ac) CN Description
30.000 80 Pasture/grassland/range, Good, HSG D
30.000 100.00% Pervious Area
Tc
Length
Slope
Velocity
Capacity Description
(min)
(feet)
(ft/ft)
(ft/sec)
(cfs)
17.7
239
0.0580
0.23
Sheet Flow, SHEET FLOW
Grass: Dense n= 0.240 P2= 3.58"
8.7
1,095
0.0170
2.10
Shallow Concentrated Flow,
Unpaved Kv= 16.1 fps
3.1
1,584
0.0138
8.61
232.48 Channel Flow, CHANNEL FLOW
Area= 27.0 sf Perim= 15.0' r= 1.80'
n= 0.030 Earth. arassed & windina
29.5 2,918 Total
Subcatchment 2S: WET POND A PRE DEV
Hydrograph
115--+------+------+--+------+------+--+---+--+------+--+---+--+---I--- ■Runoff
,I
110--�---�----r--�---�--+-----+--�---�-
-T---
---r-----r--+---�---
04.40 cfs
105 -- ----- ----- -------- I - - - - - -+-------- i - - - - ----�---' - ----' -
+� TY4P6I111_
95-- T- - -Ii------- T--;---Ii--T-----T-----Ii --T-----------+--76=1i1-C-
90 -- ----- ----- -- ------+------+-----------yam--- -----F--- ------
85-- + - - -+--+---+--+---+--+------+--+- O- I!ea1 1� Irifa11�'f.-99"-
-- I I --I —I I I — I — —
80 T---I-- -- T--T---I--- T--T- - -T I I I I I I T T I
75 ---I ---I-- --------------------------
JW _ ff-_-r-a=W0-00-a-c
w 65-- T- - -Ii-- ----r--T---IT--T---
---T--
60------'--------------------I_ Ru_li Of'f �(1011 me—T-.21 o -a1 -
0 55 -- ------------ ---+------------- -RUn-bffID_dpth=2.88'1--
. I
a 50 I
T---T I-- r--T---I + - - -I-- r--T---T- +--- I-i--r T#{.�T T I-
45--1---1---------------i------L-------f(o�M-Lgngl-hl 2,,91-8
,I I I I I I I I I I I I
35-- T- - -IT----r--T---IT--T------T--T---Ii--T---Ii-- T T - -
30 -- ---I- --- -- ------ + ------+ ------I--- --------- ------��r�gil{n� 25--4---II- --- -----'II---+---II--- --------T--- -----------CN=8 -
20j --T---I- ---- T-- T-- - I --- +-- - I -- -+-- -I -- -T -- +------T-- T -- -T -- + -I---
15-----I- +---------L-----+-------------------------I---
10--+---+ +--+ --+--+--+---+--+---+--+--+---+--+---+--+---I---
5
0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20
Time (hours)

DAVIS VILLAGE WET POND A REV 3.2.2023 Type/1 6-hr 50-Year Rainfall=4.99"
Prepared by Plott Hound Engineering PLLC Printed 3/14/2023
HydroCAD® 10.10-6a s/n 11998 © 2020 HydroCAD Software Solutions LLC Page 38
Hydrograph for Subcatchment 2S: WET POND A PRE DEV
Time Precip. Excess Runoff
(hours)
(inches)
(inches)
(cfs)
0.00
0.00
0.00
0.00
0.25
0.06
0.00
0.00
0.50
0.11
0.00
0.00
0.75
0.17
0.00
0.00
1.00
0.24
0.00
0.00
1.25
0.32
0.00
0.00
1.50
0.40
0.00
0.00
1.75
0.50
0.00
0.00
2.00
0.62
0.01
0.05
2.25
0.77
0.03
0.63
2.50
0.96
0.07
2.16
2.75
1.70
0.39
6.41
3.00
3.64
1.75
42.59
3.25
3.95
2.00
104.39
3.50
4.15
2.17
61.54
3.75
4.30
2.29
32.00
4.00
4.41
2.39
19.54
4.25
4.52
2.48
14.23
4.50
4.61
2.55
11.38
4.75
4.68
2.62
9.74
5.00
4.75
2.68
8.56
5.25
4.82
2.73
7.61
5.50
4.88
2.79
6.93
5.75
4.94
2.84
6.51
6.00
4.99
2.88
6.17
6.25
4.99
2.88
5.05
6.50
4.99
2.88
1.98
6.75
4.99
2.88
0.56
7.00
4.99
2.88
0.16
7.25
4.99
2.88
0.04
7.50
4.99
2.88
0.01
7.75
4.99
2.88
0.00
8.00
4.99
2.88
0.00
8.25
4.99
2.88
0.00
8.50
4.99
2.88
0.00
8.75
4.99
2.88
0.00
9.00
4.99
2.88
0.00
9.25
4.99
2.88
0.00
9.50
4.99
2.88
0.00
9.75
4.99
2.88
0.00
10.00
4.99
2.88
0.00
10.25
4.99
2.88
0.00
10.50
4.99
2.88
0.00
10.75
4.99
2.88
0.00
11.00
4.99
2.88
0.00
11.25
4.99
2.88
0.00
11.50
4.99
2.88
0.00
11.75
4.99
2.88
0.00
12.00
4.99
2.88
0.00
12.25
4.99
2.88
0.00
12.50
4.99
2.88
0.00
12.75
4.99
2.88
0.00
Time Precip. Excess Runoff
(hours)
(inches)
(inches)
(cfs)
13.00
4.99
2.88
0.00
13.25
4.99
2.88
0.00
13.50
4.99
2.88
0.00
13.75
4.99
2.88
0.00
14.00
4.99
2.88
0.00
14.25
4.99
2.88
0.00
14.50
4.99
2.88
0.00
14.75
4.99
2.88
0.00
15.00
4.99
2.88
0.00
15.25
4.99
2.88
0.00
15.50
4.99
2.88
0.00
15.75
4.99
2.88
0.00
16.00
4.99
2.88
0.00
16.25
4.99
2.88
0.00
16.50
4.99
2.88
0.00
16.75
4.99
2.88
0.00
17.00
4.99
2.88
0.00
17.25
4.99
2.88
0.00
17.50
4.99
2.88
0.00
17.75
4.99
2.88
0.00
18.00
4.99
2.88
0.00
18.25
4.99
2.88
0.00
18.50
4.99
2.88
0.00
18.75
4.99
2.88
0.00
19.00
4.99
2.88
0.00
19.25
4.99
2.88
0.00
19.50
4.99
2.88
0.00
19.75
4.99
2.88
0.00
20.00
4.99
2.88
0.00

DAVIS VILLAGE WET POND A REV 3.2.2023 Type/1 6-hr 50-Year Rainfall=4.99"
Prepared by Plott Hound Engineering PLLC Printed 3/14/2023
HydroCAD® 10.10-6a s/n 11998 © 2020 HydroCAD Software Solutions LLC Page 39
Summary for Subcatchment 3S: WET POND A POST
Runoff = 153.81 cfs @ 3.08 hrs, Volume= 7.560 af, Depth= 3.56"
Routed to Pond 12P : WET POND A
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-20.00 hrs, dt= 0.05 hrs
Type II 6-hr 50-Year Rainfall=4.99"
Area (ac) CN Description
25.500 87 1/4 acre lots. 38% imp. HSG D
15.810 62.00% Pervious Area
9.690 38.00% Impervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
16.3 Direct Entry, STORM SYSTEM ANALYSIS
Subcatchment 3S: WET POND A POST
Hydrograph
170 -----I------1--- -----1------1--------1------1--- -----1-----1--- ■Runoff
160 153.81 cfs
-- -------r--------r------r-- ---r--r------r-- --- -----I---
150 ---I----I--- --------+---I---+-----I---+---I- -- -----'T�/p�'III
1 40
--;-- -- -- '
130 '
120 50-Yleae Rainfall=4.99"
--7---II— -----r--1------T------T--1---I---r---I---r--r---r--r---I---
110 ' -- ---'I---'I--- -- ---''I---+------+-- -R-pn4ff-Ar0a=23'501I�0-cjc -
w 100 -- ---I---------------'----I ' I --- -I- ofV
-- I I I I I I _
90 ' F�un1011lfll�=7r.v(�f
80 0
-- r---I— --I--- r———---r------r---RLtnbffDel;pth=3.-56! -
LL i
60 ' c='I .31I m illn
50-----II— -----I--------------------------------------III-C7}=Q7--
40
30-----I- -------------------------+----------------I---
20
10 I I I
0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20
Time (hours)

DAVIS VILLAGE WET POND A REV 3.2.2023 Type/1 6-hr 50-Year Rainfall=4.99"
Prepared by Plott Hound Engineering PLLC Printed 3/14/2023
HydroCAD® 10.10-6a s/n 11998 © 2020 HydroCAD Software Solutions LLC Page 40
Hydrograph for Subcatchment 3S: WET POND A POST
Time Precip. Excess Runoff
(hours)
(inches)
(inches)
(cfs)
0.00
0.00
0.00
0.00
0.25
0.06
0.00
0.00
0.50
0.11
0.00
0.00
0.75
0.17
0.00
0.00
1.00
0.24
0.00
0.00
1.25
0.32
0.00
0.00
1.50
0.40
0.01
0.29
1.75
0.50
0.02
1.23
2.00
0.62
0.06
2.58
2.25
0.77
0.11
4.43
2.50
0.96
0.20
7.44
2.75
1.70
0.67
22.77
3.00
3.64
2.31
124.33
3.25
3.95
2.59
80.21
3.50
4.15
2.78
28.95
3.75
4.30
2.91
16.36
4.00
4.41
3.02
12.58
4.25
4.52
3.11
10.49
4.50
4.61
3.20
9.16
4.75
4.68
3.27
8.04
5.00
4.75
3.34
7.15
5.25
4.82
3.40
6.40
5.50
4.88
3.45
6.02
5.75
4.94
3.51
5.72
6.00
4.99
3.56
5.42
6.25
4.99
3.56
2.25
6.50
4.99
3.56
0.23
6.75
4.99
3.56
0.02
7.00
4.99
3.56
0.00
7.25
4.99
3.56
0.00
7.50
4.99
3.56
0.00
7.75
4.99
3.56
0.00
8.00
4.99
3.56
0.00
8.25
4.99
3.56
0.00
8.50
4.99
3.56
0.00
8.75
4.99
3.56
0.00
9.00
4.99
3.56
0.00
9.25
4.99
3.56
0.00
9.50
4.99
3.56
0.00
9.75
4.99
3.56
0.00
10.00
4.99
3.56
0.00
10.25
4.99
3.56
0.00
10.50
4.99
3.56
0.00
10.75
4.99
3.56
0.00
11.00
4.99
3.56
0.00
11.25
4.99
3.56
0.00
11.50
4.99
3.56
0.00
11.75
4.99
3.56
0.00
12.00
4.99
3.56
0.00
12.25
4.99
3.56
0.00
12.50
4.99
3.56
0.00
12.75
4.99
3.56
0.00
Time Precip. Excess Runoff
(hours)
(inches)
(inches)
(cfs)
13.00
4.99
3.56
0.00
13.25
4.99
3.56
0.00
13.50
4.99
3.56
0.00
13.75
4.99
3.56
0.00
14.00
4.99
3.56
0.00
14.25
4.99
3.56
0.00
14.50
4.99
3.56
0.00
14.75
4.99
3.56
0.00
15.00
4.99
3.56
0.00
15.25
4.99
3.56
0.00
15.50
4.99
3.56
0.00
15.75
4.99
3.56
0.00
16.00
4.99
3.56
0.00
16.25
4.99
3.56
0.00
16.50
4.99
3.56
0.00
16.75
4.99
3.56
0.00
17.00
4.99
3.56
0.00
17.25
4.99
3.56
0.00
17.50
4.99
3.56
0.00
17.75
4.99
3.56
0.00
18.00
4.99
3.56
0.00
18.25
4.99
3.56
0.00
18.50
4.99
3.56
0.00
18.75
4.99
3.56
0.00
19.00
4.99
3.56
0.00
19.25
4.99
3.56
0.00
19.50
4.99
3.56
0.00
19.75
4.99
3.56
0.00
20.00
4.99
3.56
0.00

DAVIS VILLAGE WET POND A REV 3.2.2023 Type/1 6-hr 50-Year Rainfall=4.99"
Prepared by Plott Hound Engineering PLLC Printed 3/14/2023
HydroCAD® 10.10-6a s/n 11998 © 2020 HydroCAD Software Solutions LLC Page 41
Summary for Pond 12P: WET POND A
Inflow Area = 25.500 ac, 38.00% Impervious, Inflow Depth = 3.56" for 50-Year event
Inflow = 153.81 cfs @
3.08 hrs, Volume=
7.560 of
Outflow = 100.48 cfs @
3.22 hrs, Volume=
6.432 af, Atten= 35%, Lag= 8.0 min
Primary = 89.52 cfs @
3.22 hrs, Volume=
6.279 of
Routed to nonexistent node 9P
Secondary = 10.96 cfs @
3.22 hrs, Volume=
0.153 of
Routing by Dyn-Stor-Ind method, Time Span= 0.00-20.00
hrs, dt= 0.05 hrs
Peak Elev= 558.86' @ 3.22 hrs
Surf.Area= 47,948 sf
Storage= 137,877 cf
Plug -Flow detention time= 83.3 min calculated for 6.432 of (85% of inflow)
Center -of -Mass det. time= 65.6 min (273.3 - 207.8 )
Volume Invert
#1 555.50'
UM11.1ire
Description
194,902 cf Custom Stage Data (Prismatic)-isted below (Recalc)
Elevation Surf.Area
Inc.Store Cum.Store
(feet)
(sq-ft)
(cubic -feet) (cubic -feet)
555.50
24,364
0 0
556.00
37,708
15,518 15,518
557.00
41,207
39,458 54,976
558.00
44,802
43,005 97,980
559.00
48,459
46,631 144,611
560.00
52,124
50,292 194,902
Device Routing
Invert
Outlet Devices
#1 Primary
550.00'
36.0" Round Culvert
L= 115.0' RCP, square edge headwall, Ke= 0.500
Inlet / Outlet Invert= 550.00' / 548.00' S= 0.0174'/' Cc= 0.900
n= 0.012, Flow Area= 7.07 sf
#2 Device 1
555.50'
3.0" Vert. 3" WQ Orifice C= 0.600 Limited to weir flow at low heads
#3 Device 1
557.50'
48.0" x 48.0" Horiz. Top of OS C= 0.600
Limited to weir flow at low heads
#4 Secondary
558.50'
20.0' long x 10.0' breadth Emergency Spillway
Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60
Coef. (English) 2.49 2.56 2.70 2.69 2.68 2.69 2.67 2.64
#5 Device 1
557.00'
24.0" W x 6.0" H Vert. Orifice/Grate C= 0.600
Limited to weir flow at low heads
Primary OutFlow Max=88.20 cfs @ 3.22 hrs HW=558.85' (Free Discharge)
L1=Culvert (Passes 88.20 cfs of 92.25 cfs potential flow)
2=3" WQ Orifice (Orifice Controls 0.42 cfs @ 8.64 fps)
3=Top of OS (Weir Controls 81.70 cfs @ 3.79 fps)
=Orifice/Grate (Orifice Controls 6.08 cfs @ 6.08 fps)
Secondary OutFlow Max=10.35 cfs @ 3.22 hrs HW=558.85' (Free Discharge)
L4=Emergency Spillway (Weir Controls 10.35 cfs @ 1.50 fps)

DAVIS VILLAGE WET POND A REV 3.2.2023 Type/1 6-hr 50-Year Rainfall=4.99"
Prepared by Plott Hound Engineering PLLC Printed 3/14/2023
HydroCAD® 10.10-6a s/n 11998 © 2020 HydroCAD Software Solutions LLC Page 42
170
160
150
140
130
120
110
H 100
-� 90
0 80
LL 70
60
50
40
30
20 �«10
Pond 12P: WET POND A
Hyd rog raph
--+--+--+--+--+--+--+-----+--+--+--+--+--+--+--+--+--+--+--
■Inflow
153.81 cfs
—--+--+--+--
--
--
--
—_��,,,,C_n_+__+__
rOutflow
Prima
0Se
-- -- --
--+--+--+--
--------I,nflow-Area=-25-500-ate-
ondary
--+--'+--+--+--+--+--
--------
--
P6ak-E1ev=-558.85'-
--'+--'+--+--+--+--+--
--
--
--
--Storage=l37,+87';7
-cf -
— — 100.48 cfs-
89.52 cfs
--Ir
--Ir
—Ir--r--r--r--r--r--r--r--r--r--r--r--+--r--r--r--
I---r--r--r--r--r--r--r--r--r--r--r--r--r--r--r--
—
— Y
— — Y —
— Y —
— Y —
— Y —
—-
0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20
Time (hours)

DAVIS VILLAGE WET POND A REV 3.2.2023 Type/1 6-hr 50-Year Rainfall=4.99"
Prepared by Plott Hound Engineering PLLC Printed 3/14/2023
HydroCAD® 10.10-6a s/n 11998 © 2020 HydroCAD Software Solutions LLC Page 43
Hydrograph for Pond 12P: WET POND A
Time
Inflow
Storage
Elevation
Outflow
Primary
Secondary
(hours)
(cfs)
(cubic -feet)
(feet)
(cfs)
(cfs)
(cfs)
0.00
0.00
0
555.50
0.00
0.00
0.00
0.50
0.00
0
555.50
0.00
0.00
0.00
1.00
0.00
0
555.50
0.00
0.00
0.00
1.50
0.29
77
555.50
0.00
0.00
0.00
2.00
2.58
2,411
555.59
0.02
0.02
0.00
2.50
7.44
10,642
555.86
0.12
0.12
0.00
3.00
124.33
77,044
557.52
2.92
2.92
0.00
3.50
28.95
115,727
558.39
49.45
49.45
0.00
4.00
12.58
94,161
557.91
18.22
18.22
0.00
4.50
9.16
87,927
557.77
11.28
11.28
0.00
5.00
7.15
84,974
557.71
8.45
8.45
0.00
5.50
6.02
83,049
557.66
6.79
6.79
0.00
6.00
5.42
81,957
557.64
5.93
5.93
0.00
6.50
0.23
77,884
557.54
3.31
3.31
0.00
7.00
0.00
73,341
557.44
2.18
2.18
0.00
7.50
0.00
69,899
557.36
1.68
1.68
0.00
8.00
0.00
67,214
557.29
1.32
1.32
0.00
8.50
0.00
65,073
557.24
1.07
1.07
0.00
9.00
0.00
63,332
557.20
0.88
0.88
0.00
9.50
0.00
61,893
557.17
0.73
0.73
0.00
10.00
0.00
60,683
557.14
0.62
0.62
0.00
10.50
0.00
59,651
557.11
0.53
0.53
0.00
11.00
0.00
58,757
557.09
0.46
0.46
0.00
11.50
0.00
57,973
557.07
0.41
0.41
0.00
12.00
0.00
57,276
557.06
0.37
0.37
0.00
12.50
0.00
56,646
557.04
0.33
0.33
0.00
13.00
0.00
56,070
557.03
0.31
0.31
0.00
13.50
0.00
55,535
557.01
0.29
0.29
0.00
14.00
0.00
55,027
557.00
0.28
0.28
0.00
14.50
0.00
54,529
556.99
0.28
0.28
0.00
15.00
0.00
54,033
556.98
0.27
0.27
0.00
15.50
0.00
53,539
556.97
0.27
0.27
0.00
16.00
0.00
53,048
556.95
0.27
0.27
0.00
16.50
0.00
52,559
556.94
0.27
0.27
0.00
17.00
0.00
52,072
556.93
0.27
0.27
0.00
17.50
0.00
51,587
556.92
0.27
0.27
0.00
18.00
0.00
51,104
556.91
0.27
0.27
0.00
18.50
0.00
50,624
556.89
0.27
0.27
0.00
19.00
0.00
50,146
556.88
0.27
0.27
0.00
19.50
0.00
49,670
556.87
0.26
0.26
0.00
20.00
0.00
49,196
556.86
0.26
0.26
0.00

DAVIS VILLAGE WET POND A REV 3.2.2023 Type/1 6-hr 50-Year Rainfall=4.99"
Prepared by Plott Hound Engineering PLLC Printed 3/14/2023
HydroCAD® 10.10-6a s/n 11998 © 2020 HydroCAD Software Solutions LLC Page 44
Stage -Discharge for Pond 12P: WET POND A
Elevation Discharge Primary Secondary
(feet)
(cfs)
(cfs)
(cfs)
555.50
0.00
0.00
0.00
555.55
0.01
0.01
0.00
555.60
0.02
0.02
0.00
555.65
0.04
0.04
0.00
555.70
0.06
0.06
0.00
555.75
0.08
0.08
0.00
555.80
0.10
0.10
0.00
555.85
0.11
0.11
0.00
555.90
0.12
0.12
0.00
555.95
0.13
0.13
0.00
556.00
0.14
0.14
0.00
556.05
0.15
0.15
0.00
556.10
0.16
0.16
0.00
556.15
0.17
0.17
0.00
556.20
0.18
0.18
0.00
556.25
0.19
0.19
0.00
556.30
0.19
0.19
0.00
556.35
0.20
0.20
0.00
556.40
0.21
0.21
0.00
556.45
0.21
0.21
0.00
556.50
0.22
0.22
0.00
556.55
0.23
0.23
0.00
556.60
0.23
0.23
0.00
556.65
0.24
0.24
0.00
556.70
0.25
0.25
0.00
556.75
0.25
0.25
0.00
556.80
0.26
0.26
0.00
556.85
0.26
0.26
0.00
556.90
0.27
0.27
0.00
556.95
0.27
0.27
0.00
557.00
0.28
0.28
0.00
557.05
0.35
0.35
0.00
557.10
0.49
0.49
0.00
557.15
0.66
0.66
0.00
557.20
0.87
0.87
0.00
557.25
1.10
1.10
0.00
557.30
1.36
1.36
0.00
557.35
1.64
1.64
0.00
557.40
1.94
1.94
0.00
557.45
2.26
2.26
0.00
557.50
2.59
2.59
0.00
557.55
3.46
3.46
0.00
557.60
4.77
4.77
0.00
557.65
6.37
6.37
0.00
557.70
8.21
8.21
0.00
557.75
10.25
10.25
0.00
557.80
12.48
12.48
0.00
557.85
14.89
14.89
0.00
557.90
17.45
17.45
0.00
557.95
20.16
20.16
0.00
558.00
23.01
23.01
0.00
558.05
26.00
26.00
0.00
Elevation Discharge Primary Secondary
(feet)
(cfs)
(cfs)
(cfs)
558.10
29.11
29.11
0.00
558.15
32.35
32.35
0.00
558.20
35.70
35.70
0.00
558.25
39.17
39.17
0.00
558.30
42.75
42.75
0.00
558.35
46.43
46.43
0.00
558.40
50.22
50.22
0.00
558.45
54.11
54.11
0.00
558.50
58.10
58.10
0.00
558.55
62.74
62.18
0.56
558.60
67.93
66.36
1.57
558.65
73.52
70.62
2.89
558.70
79.44
74.98
4.45
558.75
85.70
79.43
6.27
558.80
92.26
83.96
8.30
558.85
99.10
88.58
10.53
558.90
105.54
92.59
12.95
558.95
108.56
92.90
15.67
559.00
111.81
93.21
18.60
559.05
115.26
93.52
21.74
559.10
118.93
93.83
25.10
559.15
122.41
94.14
28.27
559.20
126.01
94.44
31.57
559.25
129.73
94.75
34.98
559.30
133.55
95.05
38.50
559.35
137.48
95.36
42.12
559.40
141.51
95.66
45.85
559.45
145.64
95.96
49.68
559.50
149.87
96.27
53.60
559.55
154.29
96.57
57.72
559.60
158.82
96.87
61.95
559.65
163.45
97.16
66.29
559.70
168.18
97.46
70.72
559.75
172.81
97.76
75.05
559.80
177.50
98.05
79.45
559.85
182.27
98.35
83.92
559.90
187.10
98.64
88.46
559.95
191.91
98.94
92.98
560.00
196.78
99.23
97.55

DAVIS VILLAGE WET POND A REV 3.2.2023 Type/1 6-hr 50-Year Rainfall=4.99"
Prepared by Plott Hound Engineering PLLC Printed 3/14/2023
HydroCAD® 10.10-6a s/n 11998 © 2020 HydroCAD Software Solutions LLC Page 45
Stage -Area -Storage for Pond 12P: WET POND A
Elevation
Surface
Storage
(feet)
(sq-ft)
(cubic -feet)
555.50
24,364
0
555.55
25,698
1,252
555.60
27,033
2,570
555.65
28,367
3,955
555.70
29,702
5,407
555.75
31,036
6,925
555.80
32,370
8,510
555.85
33,705
10,162
555.90
35,039
11,881
555.95
36,374
13,666
556.00
37,708
15,518
556.05
37,883
17,408
556.10
38,058
19,306
556.15
38,233
21,214
556.20
38,408
23,130
556.25
38,583
25,054
556.30
38,758
26,988
556.35
38,933
28,930
556.40
39,108
30,881
556.45
39,283
32,841
556.50
39,458
34,809
556.55
39,632
36,787
556.60
39,807
38,773
556.65
39,982
40,767
556.70
40,157
42,771
556.75
40,332
44,783
556.80
40,507
46,804
556.85
40,682
48,834
556.90
40,857
50,872
556.95
41,032
52,920
557.00
41,207
54,976
557.05
41,387
57,040
557.10
41,567
59,114
557.15
41,746
61,197
557.20
41,926
63,289
557.25
42,106
65,390
557.30
42,285
67,499
557.35
42,465
69,618
557.40
42,645
71,746
557.45
42,825
73,883
557.50
43,005
76,028
557.55
43,184
78,183
557.60
43,364
80,347
557.65
43,544
82,519
557.70
43,724
84,701
557.75
43,903
86,892
557.80
44,083
89,091
557.85
44,263
91,300
557.90
44,442
93,518
557.95
44,622
95,744
558.00
44,802
97,980
558.05
44,985
100,225
Elevation
Surface
Storage
(feet)
(sq-ft)
(cubic -feet)
558.10
45,168
102,478
558.15
45,351
104,741
558.20
45,533
107,014
558.25
45,716
109,295
558.30
45,899
111,585
558.35
46,082
113,885
558.40
46,265
116,193
558.45
46,448
118,511
558.50
46,631
120,838
558.55
46,813
123,174
558.60
46,996
125,519
558.65
47,179
127,874
558.70
47,362
130,237
558.75
47,545
132,610
558.80
47,728
134,992
558.85
47,910
137,383
558.90
48,093
139,783
558.95
48,276
142,192
559.00
48,459
144,611
559.05
48,642
147,038
559.10
48,826
149,475
559.15
49,009
151,921
559.20
49,192
154,376
559.25
49,375
156,840
559.30
49,558
159,313
559.35
49,742
161,796
559.40
49,925
164,287
559.45
50,108
166,788
559.50
50,292
169,298
559.55
50,475
171,817
559.60
50,658
174,346
559.65
50,841
176,883
559.70
51,025
179,430
559.75
51,208
181,986
559.80
51,391
184,550
559.85
51,574
187,125
559.90
51,757
189,708
559.95
51,941
192,300
560.00
52,124
194,902

DAVIS VILLAGE WET POND A REV 3.2.2023 Type 11 6-hr 100-Year Rainfall=5.55"
Prepared by Plott Hound Engineering PLLC Printed 3/14/2023
HydroCAD® 10.10-6a s/n 11998 © 2020 HydroCAD Software Solutions LLC Page 46
Time span=0.00-20.00 hrs, dt=0.05 hrs, 401 points
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN
Reach routing by Dyn-Stor-Ind method - Pond routing by Dyn-Stor-Ind method
Subcatchment2S: WET POND A PRE DEV Runoff Area=30.000 ac 0.00% Impervious Runoff Depth=3.38"
Flow Length=2,918' Tc=29.5 min CN=80 Runoff=122.41 cfs 8.445 of
Subcatchment3S: WET POND A POST Runoff Area=25.500 ac 38.00% Imperious Runoff Depth=4.09"
Tc=16.3 min CN=87 Runoff=175.75 cfs 8.687 of
Pond 12P: WET POND A Peak Elev=559.08' Storage=148,714 cf Inflow=175.75 cfs 8.687 of
Primary=93.73 cfs 7.157 of Secondary=24.01 cfs 0.400 of Outflow=117.74 cfs 7.557 of
Total Runoff Area = 55.500 ac Runoff Volume = 17.131 of Average Runoff Depth = 3.70"
82.54% Pervious = 45.810 ac 17.46% Impervious = 9.690 ac

DAVIS VILLAGE WET POND A REV 3.2.2023 Type 11 6-hr 100-Year Rainfall=5.55"
Prepared by Plott Hound Engineering PLLC Printed 3/14/2023
HydroCAD® 10.10-6a s/n 11998 © 2020 HydroCAD Software Solutions LLC Page 47
Summary for Subcatchment 2S: WET POND A PRE DEV
Runoff = 122.41 cfs @ 3.24 hrs, Volume= 8.445 af, Depth= 3.38"
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-20.00 hrs, dt= 0.05 hrs
Type II 6-hr 100-Year Rainfall=5.55"
Area (ac) CN Description
30.000 80 Pasture/grassland/range, Good, HSG D
30.000 100.00% Pervious Area
Tc
Length
Slope
Velocity
Capacity Description
(min)
(feet)
(ft/ft)
(ft/sec)
(cfs)
17.7
239
0.0580
0.23
Sheet Flow, SHEET FLOW
Grass: Dense n= 0.240 P2= 3.58"
8.7
1,095
0.0170
2.10
Shallow Concentrated Flow,
Unpaved Kv= 16.1 fps
3.1
1,584
0.0138
8.61
232.48 Channel Flow, CHANNEL FLOW
Area= 27.0 sf Perim= 15.0' r= 1.80'
n= 0.030 Earth. arassed & windina
29.5 2,918 Total
Subcatchment 2S: WET POND A PRE DEV
Hydrograph
I--�---Ir--r---Ii---r--�---Ii---r---Ii---r--�---Ir--7---Ii---r--�---Ir--7---Ii--- ■Runoff
130
22.41 cfs
120
-- -- -- - -- -- -- -- -- TyII-ellll
110
--1---1-- --'--- -----1---1------L--J------1------L--L--- IL
I I I I I I I I I I I I I I I I I I
100 100-Yeah Rai-nfal[=5r' .-55''
IIIIIIIII
90 -R-q rmff ArwW0010 OC
w 80 3
I II I I I I I I- Run Ioff-VolumeI
=8-I-.445-of
70
° Rg nb e1pti=3.3$'
a 60 ---------I----
50 FjoW Lgngth=2,I91$'�--
40-
-
-
-- ---'I- --- -----'I------'I--- -----'I---------,Tu=2-0.5 ml�Ia_
LI I I I I I I I I I I I I I I I I I I I
30 I �-CN=p ^
20
--r---I— r-- --r---I---T------r--r------T------r--r---r--T---I---
10 I I
0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20
Time (hours)

DAVIS VILLAGE WET POND A REV 3.2.2023 Type 11 6-hr 100-Year Rainfall=5.55"
Prepared by Plott Hound Engineering PLLC Printed 3/14/2023
HydroCAD® 10.10-6a s/n 11998 © 2020 HydroCAD Software Solutions LLC Page 48
Hydrograph for Subcatchment 2S: WET POND A PRE DEV
Time Precip. Excess Runoff
(hours)
(inches)
(inches)
(cfs)
0.00
0.00
0.00
0.00
0.25
0.06
0.00
0.00
0.50
0.13
0.00
0.00
0.75
0.19
0.00
0.00
1.00
0.27
0.00
0.00
1.25
0.35
0.00
0.00
1.50
0.45
0.00
0.00
1.75
0.56
0.00
0.00
2.00
0.69
0.01
0.24
2.25
0.86
0.04
1.26
2.50
1.07
0.11
3.26
2.75
1.89
0.49
8.51
3.00
4.05
2.09
51.60
3.25
4.39
2.37
122.37
3.50
4.62
2.56
71.43
3.75
4.78
2.70
36.89
4.00
4.91
2.81
22.40
4.25
5.02
2.91
16.26
4.50
5.12
3.00
12.98
4.75
5.21
3.08
11.09
5.00
5.29
3.14
9.75
5.25
5.36
3.21
8.65
5.50
5.43
3.27
7.88
5.75
5.49
3.32
7.40
6.00
5.55
3.38
7.01
6.25
5.55
3.38
5.73
6.50
5.55
3.38
2.25
6.75
5.55
3.38
0.64
7.00
5.55
3.38
0.18
7.25
5.55
3.38
0.05
7.50
5.55
3.38
0.01
7.75
5.55
3.38
0.00
8.00
5.55
3.38
0.00
8.25
5.55
3.38
0.00
8.50
5.55
3.38
0.00
8.75
5.55
3.38
0.00
9.00
5.55
3.38
0.00
9.25
5.55
3.38
0.00
9.50
5.55
3.38
0.00
9.75
5.55
3.38
0.00
10.00
5.55
3.38
0.00
10.25
5.55
3.38
0.00
10.50
5.55
3.38
0.00
10.75
5.55
3.38
0.00
11.00
5.55
3.38
0.00
11.25
5.55
3.38
0.00
11.50
5.55
3.38
0.00
11.75
5.55
3.38
0.00
12.00
5.55
3.38
0.00
12.25
5.55
3.38
0.00
12.50
5.55
3.38
0.00
12.75
5.55
3.38
0.00
Time Precip. Excess Runoff
(hours)
(inches)
(inches)
(cfs)
13.00
5.55
3.38
0.00
13.25
5.55
3.38
0.00
13.50
5.55
3.38
0.00
13.75
5.55
3.38
0.00
14.00
5.55
3.38
0.00
14.25
5.55
3.38
0.00
14.50
5.55
3.38
0.00
14.75
5.55
3.38
0.00
15.00
5.55
3.38
0.00
15.25
5.55
3.38
0.00
15.50
5.55
3.38
0.00
15.75
5.55
3.38
0.00
16.00
5.55
3.38
0.00
16.25
5.55
3.38
0.00
16.50
5.55
3.38
0.00
16.75
5.55
3.38
0.00
17.00
5.55
3.38
0.00
17.25
5.55
3.38
0.00
17.50
5.55
3.38
0.00
17.75
5.55
3.38
0.00
18.00
5.55
3.38
0.00
18.25
5.55
3.38
0.00
18.50
5.55
3.38
0.00
18.75
5.55
3.38
0.00
19.00
5.55
3.38
0.00
19.25
5.55
3.38
0.00
19.50
5.55
3.38
0.00
19.75
5.55
3.38
0.00
20.00
5.55
3.38
0.00

DAVIS VILLAGE WET POND A REV 3.2.2023 Type 11 6-hr 100-Year Rainfall=5.55"
Prepared by Plott Hound Engineering PLLC Printed 3/14/2023
HydroCAD® 10.10-6a s/n 11998 © 2020 HydroCAD Software Solutions LLC Page 49
Summary for Subcatchment 3S: WET POND A POST
Runoff = 175.75 cfs @ 3.08 hrs, Volume= 8.687 af, Depth= 4.09"
Routed to Pond 12P : WET POND A
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-20.00 hrs, dt= 0.05 hrs
Type II 6-hr 100-Year Rainfall=5.55"
Area (ac) CN Description
25.500 87 1/4 acre lots. 38% imp. HSG D
15.810 62.00% Pervious Area
9.690 38.00% Impervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
16.3 Direct Entry, STORM SYSTEM ANALYSIS
Subcatchment 3S: WET POND A POST
Hydrograph
190
--------+--------------+-----r--------+----------------I---
■Runoff
180
170
l 75.75 cfs
-- ---I-- ------
--
------+------
--
------+------ -----'�Ty-peIII
160
150
140
-
------11----11----------11---+-------------11---T---11------
--rt---Ii-------r--y------+--ti---r--
-- - - - -
-------
r-
---Ir--T------r-----Ir--7---I---
400-Yvc-4 Raiilfa1[=5.-55-' -
130
120
--- - - -Ii-------r--
------11------r---------fi---11---r--�R"ngffAr-pa=2-5,50,0-cle-
y---I
I---T------r-- ---Ir- 7---Ii---
w 110
" 100
--rt---I- -----r--y---r--+------r-
1
1
1
Rurno# Vo1Ltm�=&.6-87 of-
0 90
LL
-- --LI
- ----
-------
---r--,----RLtnbff
rDell�Pth=4.-0�"-
80
70
-,----,---I---r---I---r--,---r--,---I---rTe,=1-��3Tm�I,n-
- -, - -
-,---r--r
---
---r--,---r--,---I---r
60
--
--
-50
40
--
30
qn
---------1,---I,
7---
- 7 -
---,---,
I
I
---,---1,I1--II-1-20
T -
I
- 7 - - - T - - - 7 7 - - -r 7 - - - ---
I I I I I I
0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20
Time (hours)

DAVIS VILLAGE WET POND A REV 3.2.2023 Type 11 6-hr 100-Year Rainfall=5.55"
Prepared by Plott Hound Engineering PLLC Printed 3/14/2023
HydroCAD® 10.10-6a s/n 11998 © 2020 HydroCAD Software Solutions LLC Page 50
Hydrograph for Subcatchment 3S: WET POND A POST
Time Precip. Excess Runoff
(hours)
(inches)
(inches)
(cfs)
0.00
0.00
0.00
0.00
0.25
0.06
0.00
0.00
0.50
0.13
0.00
0.00
0.75
0.19
0.00
0.00
1.00
0.27
0.00
0.00
1.25
0.35
0.00
0.03
1.50
0.45
0.01
0.68
1.75
0.56
0.04
1.87
2.00
0.69
0.08
3.48
2.25
0.86
0.15
5.66
2.50
1.07
0.26
9.20
2.75
1.89
0.82
27.22
3.00
4.05
2.69
143.08
3.25
4.39
3.00
91.14
3.50
4.62
3.21
32.72
3.75
4.78
3.36
18.44
4.00
4.91
3.48
14.17
4.25
5.02
3.59
11.81
4.50
5.12
3.68
10.31
4.75
5.21
3.76
9.05
5.00
5.29
3.84
8.04
5.25
5.36
3.91
7.19
5.50
5.43
3.97
6.76
5.75
5.49
4.03
6.42
6.00
5.55
4.09
6.09
6.25
5.55
4.09
2.53
6.50
5.55
4.09
0.26
6.75
5.55
4.09
0.02
7.00
5.55
4.09
0.00
7.25
5.55
4.09
0.00
7.50
5.55
4.09
0.00
7.75
5.55
4.09
0.00
8.00
5.55
4.09
0.00
8.25
5.55
4.09
0.00
8.50
5.55
4.09
0.00
8.75
5.55
4.09
0.00
9.00
5.55
4.09
0.00
9.25
5.55
4.09
0.00
9.50
5.55
4.09
0.00
9.75
5.55
4.09
0.00
10.00
5.55
4.09
0.00
10.25
5.55
4.09
0.00
10.50
5.55
4.09
0.00
10.75
5.55
4.09
0.00
11.00
5.55
4.09
0.00
11.25
5.55
4.09
0.00
11.50
5.55
4.09
0.00
11.75
5.55
4.09
0.00
12.00
5.55
4.09
0.00
12.25
5.55
4.09
0.00
12.50
5.55
4.09
0.00
12.75
5.55
4.09
0.00
Time Precip. Excess Runoff
(hours)
(inches)
(inches)
(cfs)
13.00
5.55
4.09
0.00
13.25
5.55
4.09
0.00
13.50
5.55
4.09
0.00
13.75
5.55
4.09
0.00
14.00
5.55
4.09
0.00
14.25
5.55
4.09
0.00
14.50
5.55
4.09
0.00
14.75
5.55
4.09
0.00
15.00
5.55
4.09
0.00
15.25
5.55
4.09
0.00
15.50
5.55
4.09
0.00
15.75
5.55
4.09
0.00
16.00
5.55
4.09
0.00
16.25
5.55
4.09
0.00
16.50
5.55
4.09
0.00
16.75
5.55
4.09
0.00
17.00
5.55
4.09
0.00
17.25
5.55
4.09
0.00
17.50
5.55
4.09
0.00
17.75
5.55
4.09
0.00
18.00
5.55
4.09
0.00
18.25
5.55
4.09
0.00
18.50
5.55
4.09
0.00
18.75
5.55
4.09
0.00
19.00
5.55
4.09
0.00
19.25
5.55
4.09
0.00
19.50
5.55
4.09
0.00
19.75
5.55
4.09
0.00
20.00
5.55
4.09
0.00

DAVIS VILLAGE WET POND A REV 3.2.2023 Type 11 6-hr 100-Year Rainfall=5.55"
Prepared by Plott Hound Engineering PLLC Printed 3/14/2023
HydroCAD® 10.10-6a s/n 11998 © 2020 HydroCAD Software Solutions LLC Page 51
Summary for Pond 12P: WET POND A
Inflow Area = 25.500 ac, 38.00% Impervious, Inflow Depth = 4.09" for 100-Year event
Inflow = 175.75 cfs @
3.08 hrs, Volume=
8.687 of
Outflow = 117.74 cfs @
3.21 hrs, Volume=
7.557 af, Atten= 33%, Lag= 7.6 min
Primary = 93.73 cfs @
3.21 hrs, Volume=
7.157 of
Routed to nonexistent node 9P
Secondary = 24.01 cfs @
3.21 hrs, Volume=
0.400 of
Routing by Dyn-Stor-Ind method, Time Span= 0.00-20.00
hrs, dt= 0.05 hrs
Peak Elev= 559.08' @ 3.21 hrs
Surf.Area= 48,768 sf
Storage= 148,714 cf
Plug -Flow detention time= 72.2 min calculated for 7.538 of (87% of inflow)
Center -of -Mass det. time= 58.2 min (265.0 - 206.8 )
Volume Invert
#1 555.50'
UM11.1ire
Description
194,902 cf Custom Stage Data (Prismatic)-isted below (Recalc)
Elevation Surf.Area
Inc.Store Cum.Store
(feet)
(sq-ft)
(cubic -feet) (cubic -feet)
555.50
24,364
0 0
556.00
37,708
15,518 15,518
557.00
41,207
39,458 54,976
558.00
44,802
43,005 97,980
559.00
48,459
46,631 144,611
560.00
52,124
50,292 194,902
Device Routing
Invert
Outlet Devices
#1 Primary
550.00'
36.0" Round Culvert
L= 115.0' RCP, square edge headwall, Ke= 0.500
Inlet / Outlet Invert= 550.00' / 548.00' S= 0.0174'/' Cc= 0.900
n= 0.012, Flow Area= 7.07 sf
#2 Device 1
555.50'
3.0" Vert. 3" WQ Orifice C= 0.600 Limited to weir flow at low heads
#3 Device 1
557.50'
48.0" x 48.0" Horiz. Top of OS C= 0.600
Limited to weir flow at low heads
#4 Secondary
558.50'
20.0' long x 10.0' breadth Emergency Spillway
Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60
Coef. (English) 2.49 2.56 2.70 2.69 2.68 2.69 2.67 2.64
#5 Device 1
557.00'
24.0" W x 6.0" H Vert. Orifice/Grate C= 0.600
Limited to weir flow at low heads
Primary OutFlow Max=93.67 cfs @ 3.21 hrs HW=559.07' (Free Discharge)
L1=Culvert (Inlet Controls 93.67 cfs @ 13.25 fps)
2=3" WQ Orifice (Passes < 0.44 cfs potential flow)
3=Top of OS (Passes < 96.68 cfs potential flow)
=Orifice/Grate (Passes < 6.50 cfs potential flow)
Secondary OutFlow Max=23.40 cfs @ 3.21 hrs HW=559.08' (Free Discharge)
L4=Emergency Spillway (Weir Controls 23.40 cfs @ 2.03 fps)

DAVIS VILLAGE WET POND A REV 3.2.2023 Type 11 6-hr 100-Year Rainfall=5.55"
Prepared by Plott Hound Engineering PLLC Printed 3/14/2023
HydroCAD® 10.10-6a s/n 11998 © 2020 HydroCAD Software Solutions LLC Page 52
Pond 12P: WET POND A
.....
®
•
lAnf
00
.,
:.
.. . , .
.
�+

DAVIS VILLAGE WET POND A REV 3.2.2023 Type 11 6-hr 100-Year Rainfall=5.55"
Prepared by Plott Hound Engineering PLLC Printed 3/14/2023
HydroCAD® 10.10-6a s/n 11998 © 2020 HydroCAD Software Solutions LLC Page 53
Hydrograph for Pond 12P: WET POND A
Time
Inflow
Storage
Elevation
Outflow
Primary
Secondary
(hours)
(cfs)
(cubic -feet)
(feet)
(cfs)
(cfs)
(cfs)
0.00
0.00
0
555.50
0.00
0.00
0.00
0.50
0.00
0
555.50
0.00
0.00
0.00
1.00
0.00
0
555.50
0.00
0.00
0.00
1.50
0.68
262
555.51
0.00
0.00
0.00
2.00
3.48
3,736
555.64
0.04
0.04
0.00
2.50
9.20
14,204
555.96
0.14
0.14
0.00
3.00
143.08
90,918
557.84
14.46
14.46
0.00
3.50
32.72
119,253
558.47
55.37
55.37
0.00
4.00
14.17
95,761
557.95
20.18
20.18
0.00
4.50
10.31
89,150
557.80
12.55
12.55
0.00
5.00
8.04
86,024
557.73
9.42
9.42
0.00
5.50
6.76
83,984
557.68
7.58
7.58
0.00
6.00
6.09
82,840
557.66
6.62
6.62
0.00
6.50
0.26
78,396
557.55
3.57
3.57
0.00
7.00
0.00
73,672
557.45
2.23
2.23
0.00
7.50
0.00
70,154
557.36
1.71
1.71
0.00
8.00
0.00
67,415
557.30
1.35
1.35
0.00
8.50
0.00
65,235
557.25
1.09
1.09
0.00
9.00
0.00
63,465
557.20
0.89
0.89
0.00
9.50
0.00
62,004
557.17
0.74
0.74
0.00
10.00
0.00
60,777
557.14
0.63
0.63
0.00
10.50
0.00
59,731
557.11
0.54
0.54
0.00
11.00
0.00
58,828
557.09
0.47
0.47
0.00
11.50
0.00
58,035
557.07
0.41
0.41
0.00
12.00
0.00
57,331
557.06
0.37
0.37
0.00
12.50
0.00
56,697
557.04
0.34
0.34
0.00
13.00
0.00
56,117
557.03
0.31
0.31
0.00
13.50
0.00
55,578
557.01
0.29
0.29
0.00
14.00
0.00
55,068
557.00
0.28
0.28
0.00
14.50
0.00
54,570
556.99
0.28
0.28
0.00
15.00
0.00
54,074
556.98
0.27
0.27
0.00
15.50
0.00
53,580
556.97
0.27
0.27
0.00
16.00
0.00
53,089
556.95
0.27
0.27
0.00
16.50
0.00
52,599
556.94
0.27
0.27
0.00
17.00
0.00
52,112
556.93
0.27
0.27
0.00
17.50
0.00
51,627
556.92
0.27
0.27
0.00
18.00
0.00
51,145
556.91
0.27
0.27
0.00
18.50
0.00
50,664
556.89
0.27
0.27
0.00
19.00
0.00
50,186
556.88
0.27
0.27
0.00
19.50
0.00
49,710
556.87
0.26
0.26
0.00
20.00
0.00
49,236
556.86
0.26
0.26
0.00

DAVIS VILLAGE WET POND A REV 3.2.2023 Type 11 6-hr 100-Year Rainfall=5.55"
Prepared by Plott Hound Engineering PLLC Printed 3/14/2023
HydroCAD® 10.10-6a s/n 11998 © 2020 HydroCAD Software Solutions LLC Page 54
Stage -Discharge for Pond 12P: WET POND A
Elevation Discharge Primary Secondary
(feet)
(cfs)
(cfs)
(cfs)
555.50
0.00
0.00
0.00
555.55
0.01
0.01
0.00
555.60
0.02
0.02
0.00
555.65
0.04
0.04
0.00
555.70
0.06
0.06
0.00
555.75
0.08
0.08
0.00
555.80
0.10
0.10
0.00
555.85
0.11
0.11
0.00
555.90
0.12
0.12
0.00
555.95
0.13
0.13
0.00
556.00
0.14
0.14
0.00
556.05
0.15
0.15
0.00
556.10
0.16
0.16
0.00
556.15
0.17
0.17
0.00
556.20
0.18
0.18
0.00
556.25
0.19
0.19
0.00
556.30
0.19
0.19
0.00
556.35
0.20
0.20
0.00
556.40
0.21
0.21
0.00
556.45
0.21
0.21
0.00
556.50
0.22
0.22
0.00
556.55
0.23
0.23
0.00
556.60
0.23
0.23
0.00
556.65
0.24
0.24
0.00
556.70
0.25
0.25
0.00
556.75
0.25
0.25
0.00
556.80
0.26
0.26
0.00
556.85
0.26
0.26
0.00
556.90
0.27
0.27
0.00
556.95
0.27
0.27
0.00
557.00
0.28
0.28
0.00
557.05
0.35
0.35
0.00
557.10
0.49
0.49
0.00
557.15
0.66
0.66
0.00
557.20
0.87
0.87
0.00
557.25
1.10
1.10
0.00
557.30
1.36
1.36
0.00
557.35
1.64
1.64
0.00
557.40
1.94
1.94
0.00
557.45
2.26
2.26
0.00
557.50
2.59
2.59
0.00
557.55
3.46
3.46
0.00
557.60
4.77
4.77
0.00
557.65
6.37
6.37
0.00
557.70
8.21
8.21
0.00
557.75
10.25
10.25
0.00
557.80
12.48
12.48
0.00
557.85
14.89
14.89
0.00
557.90
17.45
17.45
0.00
557.95
20.16
20.16
0.00
558.00
23.01
23.01
0.00
558.05
26.00
26.00
0.00
Elevation Discharge Primary Secondary
(feet)
(cfs)
(cfs)
(cfs)
558.10
29.11
29.11
0.00
558.15
32.35
32.35
0.00
558.20
35.70
35.70
0.00
558.25
39.17
39.17
0.00
558.30
42.75
42.75
0.00
558.35
46.43
46.43
0.00
558.40
50.22
50.22
0.00
558.45
54.11
54.11
0.00
558.50
58.10
58.10
0.00
558.55
62.74
62.18
0.56
558.60
67.93
66.36
1.57
558.65
73.52
70.62
2.89
558.70
79.44
74.98
4.45
558.75
85.70
79.43
6.27
558.80
92.26
83.96
8.30
558.85
99.10
88.58
10.53
558.90
105.54
92.59
12.95
558.95
108.56
92.90
15.67
559.00
111.81
93.21
18.60
559.05
115.26
93.52
21.74
559.10
118.93
93.83
25.10
559.15
122.41
94.14
28.27
559.20
126.01
94.44
31.57
559.25
129.73
94.75
34.98
559.30
133.55
95.05
38.50
559.35
137.48
95.36
42.12
559.40
141.51
95.66
45.85
559.45
145.64
95.96
49.68
559.50
149.87
96.27
53.60
559.55
154.29
96.57
57.72
559.60
158.82
96.87
61.95
559.65
163.45
97.16
66.29
559.70
168.18
97.46
70.72
559.75
172.81
97.76
75.05
559.80
177.50
98.05
79.45
559.85
182.27
98.35
83.92
559.90
187.10
98.64
88.46
559.95
191.91
98.94
92.98
560.00
196.78
99.23
97.55

DAVIS VILLAGE WET POND A REV 3.2.2023 Type 11 6-hr 100-Year Rainfall=5.55"
Prepared by Plott Hound Engineering PLLC Printed 3/14/2023
HydroCAD® 10.10-6a s/n 11998 © 2020 HydroCAD Software Solutions LLC Page 55
Stage -Area -Storage for Pond 12P: WET POND A
Elevation
Surface
Storage
(feet)
(sq-ft)
(cubic -feet)
555.50
24,364
0
555.55
25,698
1,252
555.60
27,033
2,570
555.65
28,367
3,955
555.70
29,702
5,407
555.75
31,036
6,925
555.80
32,370
8,510
555.85
33,705
10,162
555.90
35,039
11,881
555.95
36,374
13,666
556.00
37,708
15,518
556.05
37,883
17,408
556.10
38,058
19,306
556.15
38,233
21,214
556.20
38,408
23,130
556.25
38,583
25,054
556.30
38,758
26,988
556.35
38,933
28,930
556.40
39,108
30,881
556.45
39,283
32,841
556.50
39,458
34,809
556.55
39,632
36,787
556.60
39,807
38,773
556.65
39,982
40,767
556.70
40,157
42,771
556.75
40,332
44,783
556.80
40,507
46,804
556.85
40,682
48,834
556.90
40,857
50,872
556.95
41,032
52,920
557.00
41,207
54,976
557.05
41,387
57,040
557.10
41,567
59,114
557.15
41,746
61,197
557.20
41,926
63,289
557.25
42,106
65,390
557.30
42,285
67,499
557.35
42,465
69,618
557.40
42,645
71,746
557.45
42,825
73,883
557.50
43,005
76,028
557.55
43,184
78,183
557.60
43,364
80,347
557.65
43,544
82,519
557.70
43,724
84,701
557.75
43,903
86,892
557.80
44,083
89,091
557.85
44,263
91,300
557.90
44,442
93,518
557.95
44,622
95,744
558.00
44,802
97,980
558.05
44,985
100,225
Elevation
Surface
Storage
(feet)
(sq-ft)
(cubic -feet)
558.10
45,168
102,478
558.15
45,351
104,741
558.20
45,533
107,014
558.25
45,716
109,295
558.30
45,899
111,585
558.35
46,082
113,885
558.40
46,265
116,193
558.45
46,448
118,511
558.50
46,631
120,838
558.55
46,813
123,174
558.60
46,996
125,519
558.65
47,179
127,874
558.70
47,362
130,237
558.75
47,545
132,610
558.80
47,728
134,992
558.85
47,910
137,383
558.90
48,093
139,783
558.95
48,276
142,192
559.00
48,459
144,611
559.05
48,642
147,038
559.10
48,826
149,475
559.15
49,009
151,921
559.20
49,192
154,376
559.25
49,375
156,840
559.30
49,558
159,313
559.35
49,742
161,796
559.40
49,925
164,287
559.45
50,108
166,788
559.50
50,292
169,298
559.55
50,475
171,817
559.60
50,658
174,346
559.65
50,841
176,883
559.70
51,025
179,430
559.75
51,208
181,986
559.80
51,391
184,550
559.85
51,574
187,125
559.90
51,757
189,708
559.95
51,941
192,300
560.00
52,124
194,902

PLOTT HOUND
ENGINEERING
ENGINEERING
SAND FILTER B
HYDROCAD OUTPUT
1-Yr 24-Hr Design Volume Storm Event

Phifer Road
WINGATE, NORTH CAROLINA
SAND FILTER B DESIGN
COMPUTE WATER QUALITY VOLUME
Drainage Area = 7.5ffloac
% Impervious = �%
Curve Number = 83.W
USE SIMPLE METHOD
Rv=0.05+0.009(I )
W 0.5
P=- 1.0
S = —1116&48
PModified - or N/A
WQV =
WQV Adl =
Updated per NCDENR 2017 BMP Manual
A diversion or bypass structure
must divert all but the design
flow for the filter
IN/IN Modified P to account for the rainfall loss in the 1"
Storm
IN (to be used in lieu of the 1" depth in the SCS rainfall
distribution)
Q= ( P-la)"2/( P-la +S )
solved forP =[(4QxS+QA2)A1/2+Q+2x1a]/2
13,613 ft3
10,210 ft3
DETERMINE FILTER BED & SEDIMENTATION BASIN SURFACE AREA
h MaxFilter= WQV Ad j (ft3)
As (ft) + Af (ft)
eo
Assume Hmax until min (AS + AF)
= A total Greater of AS and Af X 2
Assume h MaxFilter
h MaxFilter= 3.00 ft Min. (As+ AF)= 1,846 ft2
Min. Area for Sedimentation Chamber
AS=0.066xWQV
Maximum Head on the Sand Filter must
not exceed 6 ft (Design Storm only)
Choose a combination of Af & hMaxFilter to meet
the space available. Sedimentation Chamber
and Sand Filter should be about the same size.
Min. Area for Sand Filter
Af =
3.5 ft/day x 1.66 days x (Avg Head + 1.5 ft)
WQV x 1.5 ft
AS = Lmm ft2 Af = ft2 EI ev
Bottom Area Used = 6,453 ft2 (ELEV575) Bottom Area Used = 1,334 ft2 575
Top Area Used = 8,467 ft2 Top Area Used = 2,353 ft2 577
ft3 ft3
VERIFY VOLUMES
VOltotal = ( As + Af ) x hMaxFilter Compare W WQVAdj
VOltotal = 20,451 ft3
Page 1 of 2

SIZE UNDERDRA/N SYSTEM
Determine capacity of Under Drain System
Af=WQvxdf/[(kxHf+Df)xTf]
Where:
Af = 1 ftz
df = ft
k =71�6
ft/day
hf =ft
Tf =Days
3.0 Ft
Af Provided= 1,096 ftz
Q at Full Depth = 0.152 cfs
Q at Avg Depth = 0.101 cfs
Time to Drain= 37.44 hrs
surface area of filter bed
filter bed depth
coefficient of permeability media (2" per hr)
average height of water above filter bed, (Hmax / 2)
(40 Hours, 1.66 Days))
Max. Depth of Storage Volume
surface area provided
Darcy's Law: Q = k x Af x ((H + df)/df))
Darcy's Law: Q = k x Af x ((H/2 + df)/df))
Safety Factor of 10 1.010 cfs
Bottom of sand to have min surface area
as well. May go to 1:1 slope
Compute Perforation Capacity
Pipes Length 4 Holes/Row
# of Perforations = 2 �- 10 = 400 Holes
50% of Perforations = 200 Holes
3/8" Dia. Hole
Capacity of One Hole = CA(2gh)10.5 Holes spaced 6" o/c.
0.007 cfs/Hole Min of 2 pipes Max 10' o/c
Total Capacity = 1.479 cfs
Capacity of Filter Media = 1.010 cfs
Perforation Capacity = Media Capacity OK

COS
PRE - DEVELOPMENT
ols
POST TO SAND
FILT R B
Z2P
i FOREBAY
3P
4P SAND FILTER
TOTAL
Subcat Reach on Link

DAVIS VILLAGE SAND FILTER B
DAVIS VILLAGE SAND FILTER B 8.11.22
Prepared by Plott Hound Engineering PLLC Printed 8/11/2022
HvdroCAD® 10.10-6a s/n 11998 © 2020 HvdroCAD Software Solutions LLC Paae 2
Rainfall Events Listing (selected events)
Event# Event Storm Type Curve Mode Duration B/B Depth AMC
Name (hours) (inches)
1 1-Year Type II 24-hr Default 24.00 1 3.00 2

DAVIS VILLAGE SAND FILTER B
DAVIS VILLAGE SAND FILTER B 8.11.22
Prepared by Plott Hound Engineering PLLC Printed 8/11/2022
HydroCAD® 10.10-6a s/n 11998 © 2020 HydroCAD Software Solutions LLC Page 3
Area Listing (all nodes)
Area CN Description
(acres) (subcatchment-numbers)
7.500 87 1/4 acre lots, 38% imp, HSG D (1S)
10.400 84 Pasture/grassland/range, Fair, HSG D (OS)
17.900 85 TOTAL AREA

DAVIS VILLAGE SAND FILTER B
DAVIS VILLAGE SAND FILTER B 8.11.22
Prepared by Plott Hound Engineering PLLC Printed 8/11/2022
HydroCAD® 10.10-6a s/n 11998 © 2020 HydroCAD Software Solutions LLC Page 4
Soil Listing (all nodes)
Area Soil Subcatchment
(acres) Group Numbers
0.000 HSG A
0.000 HSG B
0.000 HSG C
17.900 HSG D OS, 1 S
0.000 Other
17.900 TOTAL AREA

DAVIS VILLAGE SAND FILTER B
DAVIS VILLAGE SAND FILTER B 8.11.22
Prepared by Plott Hound Engineering PLLC
HvdroCADO 10.10-6a s/n 11998 © 2020 HvdroCAD Software Solutions LLC
Ground Covers (all nodes)
HSG-A HSG-B HSG-C HSG-D Other Total Ground
(acres) (acres) (acres) (acres) (acres) (acres) Cover
Printed 8/11/2022
Paae 5
Subcatchment
Numbers
0.000
0.000
0.000
7.500
0.000
7.500
1/4 acre lots, 38% imp 1S
0.000
0.000
0.000
10.400
0.000
10.400
Pasture/grassland/range, Fair OS
0.000
0.000
0.000
17.900
0.000
17.900
TOTAL AREA

DAVIS VILLAGE SAND FILTER B
DAVIS VILLAGE SAND FILTER B 8.11.22 Type 1124-hr 1-Year Rainfall=3.00"
Prepared by Plott Hound Engineering PLLC Printed 8/11/2022
HvdroCAD® 10.10-6a s/n 11998 © 2020 HvdroCAD Software Solutions LLC Paae 6
Time span=0.00-20.00 hrs, dt=0.05 hrs, 401 points
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN
Reach routing by Dyn-Stor-Ind method - Pond routing by Dyn-Stor-Ind method
SubcatchmentOS: PRE- DEVELOPMENT Runoff Area=10.400 ac 0.00% Impervious Runoff Depth>1.39"
Flow Length=950' Tc=17.7 min CN=84 Runoff=18.66 cfs 1.205 of
Subcatchment1S: POST TO SAND FILTER Runoff Area=7.500 ac 38.00% Impervious Runoff Depth>1.61"
Tc=5.0 min CN=87 Runoff=23.21 cfs 1.008 of
Pond 2P: FOREBAY Peak Elev=577.78' Storage=22,676 cf Inflow=23.21 cfs 1.008 of
Primary=4.03 cfs 0.669 of Secondary=0.01 cfs 0.008 of Tertiary=0.00 cfs 0.000 of Outflow=4.05 cfs 0.677 of
Pond 3P: SAND FILTER Peak Elev=575.07' Storage=99 cf Inflow=0.01 cfs 0.008 of
Outflow=0.01 cfs 0.005 of
Inflow=4.03 cfs 0.674 of
Primary=4.03 cfs 0.674 of
Total Runoff Area = 17.900 ac Runoff Volume = 2.213 of Average Runoff Depth = 1.48"
84.08% Pervious = 15.050 ac 15.92% Impervious = 2.850 ac

DAVIS VILLAGE SAND FILTER B
DAVIS VILLAGE SAND FILTER B 8.11.22 Type 1124-hr 1-Year Rainfall=3.00"
Prepared by Plott Hound Engineering PLLC Printed 8/11/2022
HvdroCAD® 10.10-6a s/n 11998 © 2020 HvdroCAD Software Solutions LLC Paae 7
Summary for Subcatchment OS: PRE - DEVELOPMENT
Runoff = 18.66 cfs @ 12.10 hrs, Volume= 1.205 af, Depth> 1.39"
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-20.00 hrs, dt= 0.05 hrs
Type II 24-hr 1-Year Rainfall=3.00"
Area (ac) CN Description
10.400 84 Pasture/grassland/range, Fair, HSG D
10.400 100.00% Pervious Area
Tc
Length
Slope
Velocity Capacity
Description
(min)
(feet)
(ft/ft)
(ft/sec) (cfs)
12.6
150
0.0533
0.20
Sheet Flow,
Grass: Dense n= 0.240 P2= 3.58"
5.1
800
0.0300
2.60
Shallow Concentrated Flow,
Grassed Waterwav Kv= 15.0 fps
17.7 950 Total
Subcatchment OS: PRE - DEVELOPMENT
Hydrograph
20
,I
---'� ---'� ---'�---'�---'�---'�---'�---'�---'� ---'�
-1---1---1---'---i---'---L---'---L--1------1------i------L---'---
---'� ---'�---'�---'�
---'�---'�---'�---'�
---'�---
---
■Runoff
18.66 cfs
17
16
�,
- 7 rr M---Ir--rt---Ir-
rYear IRaainfaH:; 3.00 I
- -- -- -- --
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- --
1
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--
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15
,
pp� p
-Rundf� Aeea: �10.40a ac-�-------
-----------------------I---
14
13
---'---'-------------------------------'-
-R n0ff1V UMe=a-
-. 0 a
--'---'----'---'----'---'----'---
1---
w 12
11
-- - - - - -- +- - - I ---------e--------
_Run6eDepttr�1_3v7-----+--+----
- - - - -- -----
-----+------+------+--+---
--------------------
0 10
LL 9
��-��,�� p 0 =A ir---li---Ir--,---I-
- F l o vii -t V n w t h^ V/ 0_ I I
--T---I --T----T- - -I-- T---I--- T--
I I --
T- - -I----T------T--------�-
-- I -- -- I - -I
- r- - r-
- I--,-
-- II
--
--
_�_�:lnrin-
�-- ------- --1
--- I- --I--
- - --
-
6
I
III ---L--1---
-CN= ---L---
IIw1--i-
---i---I---L---
L
II ----
5
1----L----L----L--1--
I
- -- L--
L- --
,
3
------Ir--7---Ir--r---li-------li---Ir------Ir
---r---------- li---Ir--
---
2
'I
--r---r--r---I---r---I---r---I---r--r---I
r-
-----r---I---r--r---
1
0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20
Time (hours)

DAVIS VILLAGE SAND FILTER B
DAVIS VILLAGE SAND FILTER B 8.11.22 Type 1124-hr 1-Year Rainfall=3.00"
Prepared by Plott Hound Engineering PLLC Printed 8/11/2022
HydroCAD® 10.10-6a s/n 11998 © 2020 HydroCAD Software Solutions LLC Paae 8
Hydrograph for Subcatchment OS: PRE - DEVELOPMENT
Time Precip. Excess Runoff
(hours)
(inches)
(inches)
(cfs)
0.00
0.00
0.00
0.00
0.25
0.01
0.00
0.00
0.50
0.02
0.00
0.00
0.75
0.02
0.00
0.00
1.00
0.03
0.00
0.00
1.25
0.04
0.00
0.00
1.50
0.05
0.00
0.00
1.75
0.06
0.00
0.00
2.00
0.07
0.00
0.00
2.25
0.08
0.00
0.00
2.50
0.08
0.00
0.00
2.75
0.09
0.00
0.00
3.00
0.10
0.00
0.00
3.25
0.11
0.00
0.00
3.50
0.12
0.00
0.00
3.75
0.13
0.00
0.00
4.00
0.14
0.00
0.00
4.25
0.15
0.00
0.00
4.50
0.17
0.00
0.00
4.75
0.18
0.00
0.00
5.00
0.19
0.00
0.00
5.25
0.20
0.00
0.00
5.50
0.21
0.00
0.00
5.75
0.23
0.00
0.00
6.00
0.24
0.00
0.00
6.25
0.25
0.00
0.00
6.50
0.27
0.00
0.00
6.75
0.28
0.00
0.00
7.00
0.30
0.00
0.00
7.25
0.31
0.00
0.00
7.50
0.33
0.00
0.00
7.75
0.34
0.00
0.00
8.00
0.36
0.00
0.00
8.25
0.38
0.00
0.00
8.50
0.40
0.00
0.00
8.75
0.42
0.00
0.01
9.00
0.44
0.00
0.03
9.25
0.47
0.00
0.06
9.50
0.49
0.01
0.08
9.75
0.51
0.01
0.11
10.00
0.54
0.01
0.14
10.25
0.58
0.02
0.19
10.50
0.61
0.02
0.25
10.75
0.65
0.03
0.33
11.00
0.71
0.05
0.45
11.25
0.77
0.07
0.62
11.50
0.85
0.09
0.91
11.75
1.16
0.23
2.40
12.00
1.99
0.74
13.71
12.25
2.12
0.83
11.59
12.50
2.20
0.89
4.28
Time Precip. Excess Runoff
(hours)
(inches)
(inches)
(cfs)
12.75
2.27
0.94
2.40
13.00
2.32
0.98
1.79
13.25
2.36
1.01
1.50
13.50
2.40
1.04
1.31
13.75
2.43
1.06
1.15
14.00
2.46
1.09
1.03
14.25
2.49
1.11
0.92
14.50
2.51
1.13
0.86
14.75
2.54
1.15
0.82
15.00
2.56
1.16
0.78
15.25
2.58
1.18
0.74
15.50
2.60
1.20
0.70
15.75
2.62
1.21
0.66
16.00
2.64
1.23
0.62
16.25
2.66
1.24
0.58
16.50
2.67
1.25
0.56
16.75
2.69
1.27
0.54
17.00
2.71
1.28
0.53
17.25
2.72
1.29
0.52
17.50
2.74
1.30
0.50
17.75
2.75
1.31
0.49
18.00
2.76
1.32
0.47
18.25
2.78
1.33
0.46
18.50
2.79
1.34
0.44
18.75
2.80
1.35
0.43
19.00
2.81
1.36
0.41
19.25
2.82
1.37
0.39
19.50
2.84
1.38
0.38
19.75
2.85
1.39
0.36
20.00
2.86
1.40
0.35

DAVIS VILLAGE SAND FILTER B
DAVIS VILLAGE SAND FILTER B 8.11.22 Type 1124-hr 1-Year Rainfall=3.00"
Prepared by Plott Hound Engineering PLLC Printed 8/11/2022
HydroCAD® 10.10-6a s/n 11998 © 2020 HydroCAD Software Solutions LLC Paae 9
Summary for Subcatchment 1S: POST TO SAND FILTER B
Runoff = 23.21 cfs @ 11.96 hrs, Volume= 1.008 af, Depth> 1.61"
Routed to Pond 2P : FOREBAY
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-20.00 hrs, dt= 0.05 hrs
Type II 24-hr 1-Year Rainfall=3.00"
Area (ac) CN Description
7.500 87 1/4 acre lots, 38% imp, HSG D
4.650 62.00% Pervious Area
2.850 38.00% Impervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
5.0 Direct Entry,
Subcatchment 1S: POST TO SAND FILTER B
Hydrograph
26
-----1---1---'------'---L---'---L--L---'---L------L---'---L------IL
I
- I---
I
■Runoff
24
23
--L---'---L------L---'---L---'---L--1-- 23.21 cfs
_� �_h124`h�=-----LI—==L--1---
———---L------L — — —' L
''____''_______
22
20
---
___''____--- --- ---
-
18
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I I I I I I I I I I I
-
I I I I I I I
17
16
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------ T— — — I — —— T- —I--- -- 1 ---
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115
w u3 14
Rtnof0lepth>1.61
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--T----T -
0 12
LL3
��=�TYilT-1----L---- '-
..01I I I
T--
---'---'--- L--- '--- L------LT-
11
10
---T---
_- T-T- -r-— - -T---T -T- — -
L-L-L -'-
=-----
-----
r-— - T - —
----L———-L----LL -
8
7
-----'------'------'------'--- -- - - -'-
-----_--- ---T
- - -'- -----'------'--- -- ---
---I---�---I---T-----_ --- ---
6
5
--------
+---'------'------'--- -- ---'-
I
T- - -i T - - -T r - - -I- T---I- T--T- - -I
---'------'------'--- -- ---
T r---I---T---I---T--T---
4
3
--L---'---L---'---L---'---L---'---L--L---'
I I I I I I
-----I-- ---T---I---T -- ---I
--'---L---'---L---'---L--L---
I
2
1
L.
-----'--- ---'- -'------'--- -- ---' -
- ---'---'--- -- ---
0
0
................ 1'. . . .
1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20
Time (hours)

DAVIS VILLAGE SAND FILTER B
DAVIS VILLAGE SAND FILTER B 8.11.22 Type 1124-hr 1-Year Rainfall=3.00"
Prepared by Plott Hound Engineering PLLC Printed 8/11/2022
HydroCAD® 10.10-6a s/n 11998 © 2020 HydroCAD Software Solutions LLC Paae 10
Hydrograph for Subcatchment 1S: POST TO SAND FILTER B
Time Precip. Excess Runoff
(hours)
(inches)
(inches)
(cfs)
0.00
0.00
0.00
0.00
0.25
0.01
0.00
0.00
0.50
0.02
0.00
0.00
0.75
0.02
0.00
0.00
1.00
0.03
0.00
0.00
1.25
0.04
0.00
0.00
1.50
0.05
0.00
0.00
1.75
0.06
0.00
0.00
2.00
0.07
0.00
0.00
2.25
0.08
0.00
0.00
2.50
0.08
0.00
0.00
2.75
0.09
0.00
0.00
3.00
0.10
0.00
0.00
3.25
0.11
0.00
0.00
3.50
0.12
0.00
0.00
3.75
0.13
0.00
0.00
4.00
0.14
0.00
0.00
4.25
0.15
0.00
0.00
4.50
0.17
0.00
0.00
4.75
0.18
0.00
0.00
5.00
0.19
0.00
0.00
5.25
0.20
0.00
0.00
5.50
0.21
0.00
0.00
5.75
0.23
0.00
0.00
6.00
0.24
0.00
0.00
6.25
0.25
0.00
0.00
6.50
0.27
0.00
0.00
6.75
0.28
0.00
0.00
7.00
0.30
0.00
0.00
7.25
0.31
0.00
0.01
7.50
0.33
0.00
0.01
7.75
0.34
0.00
0.02
8.00
0.36
0.00
0.04
8.25
0.38
0.00
0.05
8.50
0.40
0.01
0.07
8.75
0.42
0.01
0.09
9.00
0.44
0.01
0.11
9.25
0.47
0.02
0.13
9.50
0.49
0.02
0.15
9.75
0.51
0.03
0.18
10.00
0.54
0.03
0.22
10.25
0.58
0.04
0.28
10.50
0.61
0.05
0.35
10.75
0.65
0.07
0.45
11.00
0.71
0.09
0.58
11.25
0.77
0.11
0.82
11.50
0.85
0.15
1.15
11.75
1.16
0.32
6.60
12.00
1.99
0.90
20.11
12.25
2.12
1.00
2.91
12.50
2.20
1.07
1.91
Time Precip. Excess Runoff
(hours)
(inches)
(inches)
(cfs)
12.75
2.27
1.12
1.44
13.00
2.32
1.16
1.21
13.25
2.36
1.19
1.05
13.50
2.40
1.23
0.92
13.75
2.43
1.25
0.82
14.00
2.46
1.28
0.73
14.25
2.49
1.30
0.68
14.50
2.51
1.32
0.65
14.75
2.54
1.34
0.61
15.00
2.56
1.36
0.58
15.25
2.58
1.38
0.55
15.50
2.60
1.40
0.52
15.75
2.62
1.41
0.49
16.00
2.64
1.43
0.45
16.25
2.66
1.44
0.43
16.50
2.67
1.46
0.42
16.75
2.69
1.47
0.41
17.00
2.71
1.48
0.40
17.25
2.72
1.50
0.39
17.50
2.74
1.51
0.38
17.75
2.75
1.52
0.37
18.00
2.76
1.53
0.35
18.25
2.78
1.55
0.34
18.50
2.79
1.56
0.33
18.75
2.80
1.57
0.32
19.00
2.81
1.58
0.31
19.25
2.82
1.59
0.29
19.50
2.84
1.60
0.28
19.75
2.85
1.61
0.27
20.00
2.86
1.61
0.26

DAVIS VILLAGE SAND FILTER B
DAVIS VILLAGE SAND FILTER B 8.11.22 Type 1124-hr 1-Year Rainfall=3.00"
Prepared by Plott Hound Engineering PLLC Printed 8/11/2022
HvdroCAD® 10.10-6a s/n 11998 © 2020 HvdroCAD Software Solutions LLC Paae 11
Summary for Pond 2P: FOREBAY
Inflow Area = 7.500 ac, 38.00% Impervious, Inflow Depth > 1.61" for 1-Year event
Inflow = 23.21 cfs @ 11.96 hrs, Volume= 1.008 of
Outflow = 4.05 cfs @ 12.15 hrs, Volume= 0.677 af, Atten= 83%, Lag= 11.5 min
Primary = 4.03 cfs @ 12.15 hrs, Volume= 0.669 of
Routed to Pond 4P : TOTAL
Secondary = 0.01 cfs @ 12.15 hrs, Volume= 0.008 of
Routed to Pond 3P : SAND FILTER
Tertiary = 0.00 cfs @ 0.00 hrs, Volume= 0.000 of
Routed to Pond 4P : TOTAL
Routing by Dyn-Stor-Ind method, Time Span= 0.00-20.00 hrs, dt= 0.05 hrs
Peak Elev= 577.78' @ 12.15 hrs Surf.Area= 11,517 sf Storage= 22,676 cf
Plug -Flow detention time= 136.5 min calculated for 0.675 of (67% of inflow)
Center -of -Mass det. time= 67.3 min ( 845.4 - 778.1 )
Volume Invert
#1 575.00'
Description
69,270 cf Custom Stage Data (Prismatic)-isted below (Recalc)
Elevation Surf.Area
Inc.Store Cum.Store
(feet)
(sq-ft)
(cubic -feet) (cubic -feet)
575.00
6,453
0 0
576.00
7,437
6,945 6,945
577.00
8,467
7,952 14,897
578.00
12,385
10,426 25,323
579.00
13,872
13,129 38,452
580.00
15,391
14,632 53,083
581.00
16,983
16,187 69,270
Device Routing
Invert
Outlet Devices
#1 Primary
575.00'
36.0" Round 36" Culvert
L= 87.0' RCP, square edge headwall, Ke= 0.500
Inlet / Outlet Invert= 575.00' / 574.00' S= 0.0115'/' Cc= 0.900
n= 0.012, Flow Area= 7.07 sf
#2 Device 1
576.82'
24.0" W x 6.0" H Vert. 10 YR. ORIFICE C= 0.600
Limited to weir flow at low heads
#3 Device 1
578.00'
48.0" x 48.0" Horiz. TOP OF OUTLET STRUCTURE C= 0.600
Limited to weir flow at low heads
#4 Secondary
575.00'
FLOW THROUGH RIPRAP BERM (Q=KIA) X 2.00
Head (feet) 0.00 1.00 2.00 3.00 4.00 5.00
Disch. (cfs) 0.000 0.003 0.005 0.008 0.011 0.013
#5 Device 2
575.00'
12.0" Round 12" PIPE TO SF X 2.00
L= 30.0' CMP, mitered to conform to fill, Ke= 0.700
Inlet / Outlet Invert= 575.00' / 574.50' S= 0.0167'/' Cc= 0.900
n= 0.025 Corrugated metal, Flow Area= 0.79 sf
#6 Tertiary
579.00'
10.0' long + 3.0'/' SideZ x 20.0' 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

DAVIS VILLAGE SAND FILTER B
DAVIS VILLAGE SAND FILTER B 8.11.22 Type 1124-hr 1-Year Rainfall=3.00"
Prepared by Plott Hound Engineering PLLC Printed 8/11/2022
HvdroCAD® 10.10-6a s/n 11998 © 2020 HvdroCAD Software Solutions LLC Paae 12
Primary OutFlow Max=4.03 cfs @ 12.15 hrs HW=577.78' TW=0.00' (Dynamic Tailwater)
L1=36" Culvert (Passes 4.03 cfs of 38.77 cfs potential flow)
2=10 YR. ORIFICE (Orifice Controls 4.03 cfs @ 4.03 fps)
5=12" PIPE TO SF (Passes 4.03 cfs of 5.42 cfs potential flow)
3=TOP OF OUTLET STRUCTURE( Controls 0.00 cfs)
Secondary OutFlow Max=0.01 cfs @ 12.15 hrs HW=577.78' TW=575.02' (Dynamic Tailwater)
L4=FLOW THROUGH RIPRAP BERM (Q=KIA)(Custom Controls 0.01 cfs)
Tertiary OutFlow Max=0.00 cfs @ 0.00 hrs HW=575.00' TW=0.00' (Dynamic Tailwater)
L6=EMERGENCY SPILLWAY( Controls 0.00 cfs)
Pond 2P: FOREBAY
Hyd rog raph
L -- -I- - L
L
L
1
1
1
1
L
■ Inflow
I
{CAIQ 23.21 cfs
fnflowArea-7.50ati--I---I --
--
--
--
--
--
--II
--
r outf1OW
❑Primary
26
�I
I
T
eak E16v-6577.78'
ReAk E��v-6577.78'
-1--1--1--1--1--1--L-
Secondary
OTertiary
24
--r--------------------------I---I --
-$toe� lrag2�-7$76-E-----I--
--
-L--L--1--1--1--1--L--
--7--7--7--T--L--
22
�I
I I I I I I
I
I
I
I
I
I
I
20
--r--I--------------------I---I --
--
--Y--Y--Y--t--L--
18
—L--L--1--1--1--1--L-
16
--Ir--I --I --I --I--------------I---I --T--T--T--T--T--T--T--
14
-L--I---I---I---I---I---I---I---I---I---I
-�--�--L--L--L--L--L-
0 12
--Ir--I --I --I --I--------------I---I --T--T--T--T--T--T--T--
10
I I I I I I I I I
I
I
I
I
I
I
I
4.05 cfs
$
4.03 cfs
6
4
..
0.01 cfs
0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20
Time (hours)

DAVIS VILLAGE SAND FILTER B
DAVIS VILLAGE SAND FILTER B 8.11.22 Type 1124-hr 1-Year Rainfall=3.00"
Prepared by Plott Hound Engineering PLLC Printed 8/11/2022
HvdroCAD® 10.10-6a s/n 11998 © 2020 HvdroCAD Software Solutions LLC Paae 13
Hydrograph for Pond 2P: FOREBAY
Time
Inflow
Storage
Elevation
Outflow
Primary
Secondary
Tertiary
(hours)
(cfs)
(cubic -feet)
(feet)
(cfs)
(cfs)
(cfs)
(cfs)
0.00
0.00
0
575.00
0.00
0.00
0.00
0.00
0.50
0.00
0
575.00
0.00
0.00
0.00
0.00
1.00
0.00
0
575.00
0.00
0.00
0.00
0.00
1.50
0.00
0
575.00
0.00
0.00
0.00
0.00
2.00
0.00
0
575.00
0.00
0.00
0.00
0.00
2.50
0.00
0
575.00
0.00
0.00
0.00
0.00
3.00
0.00
0
575.00
0.00
0.00
0.00
0.00
3.50
0.00
0
575.00
0.00
0.00
0.00
0.00
4.00
0.00
0
575.00
0.00
0.00
0.00
0.00
4.50
0.00
0
575.00
0.00
0.00
0.00
0.00
5.00
0.00
0
575.00
0.00
0.00
0.00
0.00
5.50
0.00
0
575.00
0.00
0.00
0.00
0.00
6.00
0.00
0
575.00
0.00
0.00
0.00
0.00
6.50
0.00
0
575.00
0.00
0.00
0.00
0.00
7.00
0.00
0
575.00
0.00
0.00
0.00
0.00
7.50
0.01
11
575.00
0.00
0.00
0.00
0.00
8.00
0.04
55
575.01
0.00
0.00
0.00
0.00
8.50
0.07
145
575.02
0.00
0.00
0.00
0.00
9.00
0.11
304
575.05
0.00
0.00
0.00
0.00
9.50
0.15
541
575.08
0.00
0.00
0.00
0.00
10.00
0.22
868
575.13
0.00
0.00
0.00
0.00
10.50
0.35
1,373
575.21
0.00
0.00
0.00
0.00
11.00
0.58
2,191
575.33
0.00
0.00
0.00
0.00
11.50
1.15
3,687
575.55
0.00
0.00
0.00
0.00
12.00
20.11
19,666
577.50
3.14
3.13
0.01
0.00
12.50
1.91
21,132
577.64
3.62
3.61
0.01
0.00
13.00
1.21
18,206
577.36
2.51
2.50
0.01
0.00
13.50
0.92
16,620
577.19
1.48
1.47
0.01
0.00
14.00
0.73
15,882
577.11
1.03
1.02
0.01
0.00
14.50
0.65
15,481
577.07
0.80
0.79
0.01
0.00
15.00
0.58
15,259
577.04
0.68
0.67
0.01
0.00
15.50
0.52
15,098
577.02
0.60
0.59
0.01
0.00
16.00
0.45
14,957
577.01
0.53
0.52
0.01
0.00
16.50
0.42
14,842
576.99
0.47
0.46
0.01
0.00
17.00
0.40
14,765
576.98
0.44
0.43
0.01
0.00
17.50
0.38
14,703
576.98
0.41
0.40
0.01
0.00
18.00
0.35
14,647
576.97
0.38
0.37
0.01
0.00
18.50
0.33
14,592
576.96
0.36
0.35
0.01
0.00
19.00
0.31
14,538
576.96
0.34
0.33
0.01
0.00
19.50
0.28
14,482
576.95
0.31
0.30
0.01
0.00
20.00
0.26
14,425
576.94
0.29
0.28
0.01
0.00

DAVIS VILLAGE SAND FILTER B
DAVIS VILLAGE SAND FILTER B 8.11.22 Type 1124-hr 1-Year Rainfall=3.00"
Prepared by Plott Hound Engineering PLLC Printed 8/11/2022
HvdroCAD® 10.10-6a s/n 11998 © 2020 HvdroCAD Software Solutions LLC Paae 14
Stage -Discharge for Pond 2P: FOREBAY
Elevation
Discharge
Primary
Secondary
Tertiary
(feet)
(cfs)
(cfs)
(cfs)
(cfs)
575.00
0.00
0.00
0.00
0.00
575.20
0.00
0.00
0.00
0.00
575.40
0.00
0.00
0.00
0.00
575.60
0.00
0.00
0.00
0.00
575.80
0.00
0.00
0.00
0.00
576.00
0.01
0.00
0.01
0.00
576.20
0.01
0.00
0.01
0.00
576.40
0.01
0.00
0.01
0.00
576.60
0.01
0.00
0.01
0.00
576.80
0.01
0.00
0.01
0.00
577.00
0.50
0.49
0.01
0.00
577.20
1.52
1.50
0.01
0.00
577.40
2.70
2.69
0.01
0.00
577.60
3.48
3.47
0.01
0.00
577.80
4.11
4.09
0.01
0.00
578.00
4.65
4.63
0.02
0.00
578.20
9.80
9.79
0.02
0.00
578.40
18.80
18.78
0.02
0.00
578.60
30.28
30.27
0.02
0.00
578.80
43.79
43.76
0.02
0.00
579.00
53.84
53.81
0.02
0.00
579.20
58.46
55.93
0.02
2.51
579.40
65.47
57.96
0.02
7.49
579.60
74.30
59.92
0.02
14.36
579.80
84.37
61.83
0.03
22.52
580.00
96.31
63.67
0.03
32.61
580.20
110.19
65.47
0.03
44.70
580.40
125.67
67.21
0.03
58.43
580.60
142.61
68.92
0.03
73.67
580.80
161.56
70.58
0.03
90.95
581.00
182.32
72.20
0.03
110.09

DAVIS VILLAGE SAND FILTER B
DAVIS VILLAGE SAND FILTER B 8.11.22 Type 1124-hr 1-Year Rainfall=3.00"
Prepared by Plott Hound Engineering PLLC Printed 8/11/2022
HvdroCAD® 10.10-6a s/n 11998 © 2020 HvdroCAD Software Solutions LLC Paae 15
Summary for Pond 3P: SAND FILTER
Inflow = 0.01 cfs @ 12.15 hrs, Volume= 0.008 of
Outflow = 0.01 cfs @ 20.00 hrs, Volume= 0.005 af, Atten= 35%, Lag= 471.2 min
Primary = 0.01 cfs @ 20.00 hrs, Volume= 0.005 of
Routed to Pond 4P : TOTAL
Routing by Dyn-Stor-Ind method, Time Span= 0.00-20.00 hrs, dt= 0.05 hrs
Peak Elev= 575.07' @ 20.00 hrs Surf.Area= 1,369 sf Storage= 99 cf
Plug -Flow detention time= 136.0 min calculated for 0.005 of (70% of inflow
Center -of -Mass det. time= 55.5 min ( 984.0 - 928.5 )
Volume
Invert Avail.Storage Storage Description
#1
575.00'
54,964 cf SAND FILTER STORAGE (Prismatic�isted below (Recalc)
Elevation
Surf.Area
Inc.Store
Cum.Store
(feet)
(sq-ft)
(cubic -feet)
(cubic -feet)
575.00
1,334
0
0
576.00
1,812
1,573
1,573
577.00
2,353
2,083
3,656
578.00
12,385
7,369
11,025
579.00
13,864
13,125
24,149
580.00
15,391
14,628
38,777
581.00
16,983
16,187
54,964
Device Routina Invert Outlet Devices
#1 Primary 575.00' FILTER MEDIA
Head (feet) 0.00 2.50 5.00
Disch. (cfs) 0.000 0.327 0.532
Primary OutFlow Max=0.01 cfs @ 20.00 hrs HW=575.07' TW=0.00' (Dynamic Tailwater)
L1=FILTER MEDIA (Custom Controls 0.01 cfs)

DAVIS VILLAGE SAND FILTER B
DAVIS VILLAGE SAND FILTER B 8.11.22 Type 1124-hr 1-Year Rainfall=3.00"
Prepared by Plott Hound Engineering PLLC Printed 8/11/2022
HydroCAD® 10.10-6a s/n 11998 © 2020 HydroCAD Software Solutions LLC Paae 16
Pond 3P: SAND FILTER
Hyd rog raph
——T—— T—— —I---I-- T—— T—— T———---T--T--T---
---�I
I
--T--T
—
I
—T—
——---T
——T--
■ Inflow
0.016
--+--+---------r--+--+------r--+--------r--r--+--+------r--+--
1
0.01 cfs
❑Prima ry
0.015
-�ea1� 1ev�5 5
--
-
-
----0.014
0.013
�.r----r--T--
- torage- cf
-
----T
r
--
------r----
T
0.012
'
0.011
- --�------'---' --'---------'---' ---' ---'-
--
--------
0.01
T------I---T -- T -- T------I---T -- T --
T— ---T
--T --
T----------
0.01 cfs
y
0.009
— — + — — + — — —I— — —I— — — T — — + — — + — — —I— — — + — — + —
— + I— — —I—
— — + —
— + —
— — T — —
3 0.008
0
------I---- -_--- ------I---F __ ___
___
__F --
------I---T
__
a 0.007
T
T
0.006
------I---T------I---T
- _--_---
T------------
--
0.005
— — + — — + — — —I— — —I— — — Y — — + — — + — — —I— — — + — — + —
— — —I—
— — + —
— + —
— + —
— —I— — — Y
— — T — —
0.004
0.003
---- - -I--- -_--- T------I---F
-I---
-_---
T------I---T
0.002
-- T-- T------r--T-- T-- T--- ---r--
- -----r--
r--T
--
T---
---r
--T--
0.001
0
0 1
2 3 4 5 6 7 8 9 10 11
12 13 14
15
16
17
18 19
20
Time (hours)

DAVIS VILLAGE SAND FILTER B
DAVIS VILLAGE SAND FILTER B 8.11.22 Type 1124-hr 1-Year Rainfall=3.00"
Prepared by Plott Hound Engineering PLLC Printed 8/11/2022
HvdroCAD® 10.10-6a s/n 11998 © 2020 HvdroCAD Software Solutions LLC Paae 17
Hydrograph for Pond 3P: SAND FILTER
Time
Inflow
Storage
Elevation
Primary
(hours)
(cfs)
(cubic -feet)
(feet)
(cfs)
0.00
0.00
0
575.00
0.00
0.50
0.00
0
575.00
0.00
1.00
0.00
0
575.00
0.00
1.50
0.00
0
575.00
0.00
2.00
0.00
0
575.00
0.00
2.50
0.00
0
575.00
0.00
3.00
0.00
0
575.00
0.00
3.50
0.00
0
575.00
0.00
4.00
0.00
0
575.00
0.00
4.50
0.00
0
575.00
0.00
5.00
0.00
0
575.00
0.00
5.50
0.00
0
575.00
0.00
6.00
0.00
0
575.00
0.00
6.50
0.00
0
575.00
0.00
7.00
0.00
0
575.00
0.00
7.50
0.00
0
575.00
0.00
8.00
0.00
0
575.00
0.00
8.50
0.00
0
575.00
0.00
9.00
0.00
0
575.00
0.00
9.50
0.00
1
575.00
0.00
10.00
0.00
2
575.00
0.00
10.50
0.00
3
575.00
0.00
11.00
0.00
5
575.00
0.00
11.50
0.00
9
575.01
0.00
12.00
0.01
18
575.01
0.00
12.50
0.01
39
575.03
0.00
13.00
0.01
54
575.04
0.01
13.50
0.01
64
575.05
0.01
14.00
0.01
72
575.05
0.01
14.50
0.01
78
575.06
0.01
15.00
0.01
82
575.06
0.01
15.50
0.01
86
575.06
0.01
16.00
0.01
89
575.07
0.01
16.50
0.01
91
575.07
0.01
17.00
0.01
93
575.07
0.01
17.50
0.01
95
575.07
0.01
18.00
0.01
96
575.07
0.01
18.50
0.01
97
575.07
0.01
19.00
0.01
98
575.07
0.01
19.50
0.01
98
575.07
0.01
20.00
0.01
99
575.07
0.01

DAVIS VILLAGE SAND FILTER B
DAVIS VILLAGE SAND FILTER B 8.11.22 Type 1124-hr 1-Year Rainfall=3.00"
Prepared by Plott Hound Engineering PLLC Printed 8/11/2022
HvdroCAD® 10.10-6a s/n 11998 © 2020 HvdroCAD Software Solutions LLC Paae 18
Elevation Primary
(feet)
(cfs)
575.00
0.00
575.05
0.01
575.10
0.01
575.15
0.02
575.20
0.03
575.25
0.03
575.30
0.04
575.35
0.05
575.40
0.05
575.45
0.06
575.50
0.07
575.55
0.07
575.60
0.08
575.65
0.09
575.70
0.09
575.75
0.10
575.80
0.10
575.85
0.11
575.90
0.12
575.95
0.12
576.00
0.13
576.05
0.14
576.10
0.14
576.15
0.15
576.20
0.16
576.25
0.16
576.30
0.17
576.35
0.18
576.40
0.18
576.45
0.19
576.50
0.20
576.55
0.20
576.60
0.21
576.65
0.22
576.70
0.22
576.75
0.23
576.80
0.24
576.85
0.24
576.90
0.25
576.95
0.26
577.00
0.26
577.05
0.27
577.10
0.27
577.15
0.28
577.20
0.29
577.25
0.29
577.30
0.30
577.35
0.31
577.40
0.31
577.45
0.32
577.50
0.33
Stage -Discharge for Pond 3P: SAND FILTER
Elevation Primary
(feet)
(cfs)
577.55
0.33
577.60
0.34
577.65
0.34
577.70
0.34
577.75
0.35
577.80
0.35
577.85
0.36
577.90
0.36
577.95
0.36
578.00
0.37
578.05
0.37
578.10
0.38
578.15
0.38
578.20
0.38
578.25
0.39
578.30
0.39
578.35
0.40
578.40
0.40
578.45
0.40
578.50
0.41
578.55
0.41
578.60
0.42
578.65
0.42
578.70
0.43
578.75
0.43
578.80
0.43
578.85
0.44
578.90
0.44
578.95
0.45
579.00
0.45
579.05
0.45
579.10
0.46
579.15
0.46
579.20
0.47
579.25
0.47
579.30
0.47
579.35
0.48
579.40
0.48
579.45
0.49
579.50
0.49
579.55
0.50
579.60
0.50
579.65
0.50
579.70
0.51
579.75
0.51
579.80
0.52
579.85
0.52
579.90
0.52
579.95
0.53
580.00
0.53
580.05
0.54
Elevation Primary
(feet)
(cfs)
580.10
0.54
580.15
0.54
580.20
0.55
580.25
0.55
580.30
0.56
580.35
0.56
580.40
0.56
580.45
0.57
580.50
0.57
580.55
0.58
580.60
0.58
580.65
0.59
580.70
0.59
580.75
0.59
580.80
0.60
580.85
0.60
580.90
0.61
580.95
0.61
581.00
0.61

DAVIS VILLAGE SAND FILTER B
DAVIS VILLAGE SAND FILTER B 8.11.22 Type 1124-hr 1-Year Rainfall=3.00"
Prepared by Plott Hound Engineering PLLC Printed 8/11/2022
HvdroCAD® 10.10-6a s/n 11998 © 2020 HvdroCAD Software Solutions LLC Paae 19
Summary for Pond 4P: TOTAL
Inflow Area = 7.500 ac, 38.00% Impervious, Inflow Depth > 1.08" for 1-Year event
Inflow = 4.03 cfs @ 12.15 hrs, Volume= 0.674 of
Primary = 4.03 cfs @ 12.15 hrs, Volume= 0.674 af, Atten= 0%, Lag= 0.0 min
Routing by Dyn-Stor-Ind method, Time Span= 0.00-20.00 hrs, dt= 0.05 hrs
Pond 4P: TOTAL
Hyd rog raph
■ Inflow
❑ Primary
0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20
Time (hours)

DAVIS VILLAGE SAND FILTER B
DAVIS VILLAGE SAND FILTER B 8.11.22 Type 1124-hr 1-Year Rainfall=3.00"
Prepared by Plott Hound Engineering PLLC Printed 8/11/2022
HvdroCAD® 10.10-6a s/n 11998 © 2020 HvdroCAD Software Solutions LLC Paae 20
Hydrograph for Pond 4P: TOTAL
Time
Inflow Elevation
Primary
(hours)
(cfs) (feet)
(cfs)
0.00
0.00
0.00
0.25
0.00
0.00
0.50
0.00
0.00
0.75
0.00
0.00
1.00
0.00
0.00
1.25
0.00
0.00
1.50
0.00
0.00
1.75
0.00
0.00
2.00
0.00
0.00
2.25
0.00
0.00
2.50
0.00
0.00
2.75
0.00
0.00
3.00
0.00
0.00
3.25
0.00
0.00
3.50
0.00
0.00
3.75
0.00
0.00
4.00
0.00
0.00
4.25
0.00
0.00
4.50
0.00
0.00
4.75
0.00
0.00
5.00
0.00
0.00
5.25
0.00
0.00
5.50
0.00
0.00
5.75
0.00
0.00
6.00
0.00
0.00
6.25
0.00
0.00
6.50
0.00
0.00
6.75
0.00
0.00
7.00
0.00
0.00
7.25
0.00
0.00
7.50
0.00
0.00
7.75
0.00
0.00
8.00
0.00
0.00
8.25
0.00
0.00
8.50
0.00
0.00
8.75
0.00
0.00
9.00
0.00
0.00
9.25
0.00
0.00
9.50
0.00
0.00
9.75
0.00
0.00
10.00
0.00
0.00
10.25
0.00
0.00
10.50
0.00
0.00
10.75
0.00
0.00
11.00
0.00
0.00
11.25
0.00
0.00
11.50
0.00
0.00
11.75
0.00
0.00
12.00
3.13
3.13
12.25
3.96
3.96
12.50
3.61
3.61
Time
Inflow Elevation
Primary
(hours)
(cfs) (feet)
(cfs)
12.75
3.09
3.09
13.00
2.51
2.51
13.25
1.88
1.88
13.50
1.48
1.48
13.75
1.21
1.21
14.00
1.03
1.03
14.25
0.89
0.89
14.50
0.80
0.80
14.75
0.73
0.73
15.00
0.68
0.68
15.25
0.64
0.64
15.50
0.60
0.60
15.75
0.56
0.56
16.00
0.53
0.53
16.25
0.50
0.50
16.50
0.47
0.47
16.75
0.45
0.45
17.00
0.44
0.44
17.25
0.42
0.42
17.50
0.41
0.41
17.75
0.40
0.40
18.00
0.38
0.38
18.25
0.37
0.37
18.50
0.36
0.36
18.75
0.35
0.35
19.00
0.34
0.34
19.25
0.33
0.33
19.50
0.31
0.31
19.75
0.30
0.30
20.00
0.29
0.29

PLOTT HOUND
ENGINEERING
ENGINEERING
SAND FILTER B
HYDROCAD OUTPUT
10-yr - 6-hour Storm Event

COS
PRE - DEVELOPMENT
ols
POST TO SAND
FILT R B
Z2P
i FOREBAY
3P
4P SAND FILTER
TOTAL
Subcat Reach on Link

DAVIS VILLAGE SAND FILTER B
DAVIS VILLAGE SAND FILTER B 8.11.22
Prepared by Plott Hound Engineering PLLC
HvdroCAD® 10.10-6a s/n 11998 © 2020 HvdroCAD Software Solutions LLC
Rainfall Events Listing (selected events)
Event# Event Storm Type Curve Mode Duration B/B Depth AMC
Name (hours) (inches)
1 10-Year Type II 6-hr Default 6.00 1 3.75 2
Printed 8/11/2022
Paae 2

DAVIS VILLAGE SAND FILTER B
DAVIS VILLAGE SAND FILTER B 8.11.22
Prepared by Plott Hound Engineering PLLC Printed 8/11/2022
HydroCAD® 10.10-6a s/n 11998 © 2020 HydroCAD Software Solutions LLC Page 3
Area Listing (all nodes)
Area CN Description
(acres) (subcatchment-numbers)
7.500 87 1/4 acre lots, 38% imp, HSG D (1S)
10.400 84 Pasture/grassland/range, Fair, HSG D (OS)
17.900 85 TOTAL AREA

DAVIS VILLAGE SAND FILTER B
DAVIS VILLAGE SAND FILTER B 8.11.22
Prepared by Plott Hound Engineering PLLC Printed 8/11/2022
HydroCAD® 10.10-6a s/n 11998 © 2020 HydroCAD Software Solutions LLC Page 4
Soil Listing (all nodes)
Area Soil Subcatchment
(acres) Group Numbers
0.000 HSG A
0.000 HSG B
0.000 HSG C
17.900 HSG D OS, 1 S
0.000 Other
17.900 TOTAL AREA

DAVIS VILLAGE SAND FILTER B
DAVIS VILLAGE SAND FILTER B 8.11.22
Prepared by Plott Hound Engineering PLLC
HvdroCADO 10.10-6a s/n 11998 © 2020 HvdroCAD Software Solutions LLC
Ground Covers (all nodes)
HSG-A HSG-B HSG-C HSG-D Other Total Ground
(acres) (acres) (acres) (acres) (acres) (acres) Cover
Printed 8/11/2022
Paae 5
Subcatchment
Numbers
0.000
0.000
0.000
7.500
0.000
7.500
1/4 acre lots, 38% imp 1S
0.000
0.000
0.000
10.400
0.000
10.400
Pasture/grassland/range, Fair OS
0.000
0.000
0.000
17.900
0.000
17.900
TOTAL AREA

DAVIS VILLAGE SAND FILTER B
DAVIS VILLAGE SAND FILTER B 8.11.22 Type/1 6-hr 10-Year Rainfall=3.75"
Prepared by Plott Hound Engineering PLLC Printed 8/11/2022
HvdroCAD® 10.10-6a s/n 11998 © 2020 HvdroCAD Software Solutions LLC Paae 6
Time span=0.00-20.00 hrs, dt=0.05 hrs, 401 points
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN
Reach routing by Dyn-Stor-Ind method - Pond routing by Dyn-Stor-Ind method
SubcatchmentOS: PRE- DEVELOPMENT Runoff Area=10.400 ac 0.00% Impervious Runoff Depth=2.15"
Flow Length=950' Tc=17.7 min CN=84 Runoff=37.09 cfs 1.865 of
Subcatchment1S: POST TO SAND FILTER Runoff Area=7.500 ac 38.00% Impervious Runoff Depth=2.41"
Tc=5.0 min CN=87 Runoff=45.23 cfs 1.505 of
Pond 2P: FOREBAY Peak Elev=578.51' Storage=31,771 cf Inflow=45.23 cfs 1.505 of
Primary=24.55 cfs 1.189 of Secondary=0.02 cfs 0.015 of Tertiary=0.00 cfs 0.000 of Outflow=24.57 cfs 1.204 of
Pond 3P: SAND FILTER Peak Elev=575.07' Storage=97 cf Inflow=0.02 cfs 0.015 of
Outflow=0.01 cfs 0.012 of
Inflow=24.55 cfs 1.201 of
Primary=24.55 cfs 1.201 of
Total Runoff Area = 17.900 ac Runoff Volume = 3.371 of Average Runoff Depth = 2.26"
84.08% Pervious = 15.050 ac 15.92% Impervious = 2.850 ac

DAVIS VILLAGE SAND FILTER B
DAVIS VILLAGE SAND FILTER B 8.11.22 Type/1 6-hr 10-Year Rainfall=3.75"
Prepared by Plott Hound Engineering PLLC Printed 8/11/2022
HvdroCAD® 10.10-6a s/n 11998 © 2020 HvdroCAD Software Solutions LLC Paae 7
Summary for Subcatchment OS: PRE - DEVELOPMENT
Runoff = 37.09 cfs @ 3.11 hrs, Volume= 1.865 af, Depth= 2.15"
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-20.00 hrs, dt= 0.05 hrs
Type II 6-hr 10-Year Rainfall=3.75"
Area (ac) CN Description
10.400 84 Pasture/grassland/range, Fair, HSG D
10.400 100.00% Pervious Area
Tc
Length
Slope
Velocity Capacity
Description
(min)
(feet)
(ft/ft)
(ft/sec) (cfs)
12.6
150
0.0533
0.20
Sheet Flow,
Grass: Dense n= 0.240 P2= 3.58"
5.1
800
0.0300
2.60
Shallow Concentrated Flow,
Grassed Waterwav Kv= 15.0 fps
17.7 950 Total
Subcatchment OS: PRE - DEVELOPMENT
Hydrograph
—------+---'--- 1--- '--- L--- '--- L -- L---'--- L--- '--- 1--- '--- L--- '--- L---
1 1 ■Runoff
38 37.09 cfs I I I I I I I I I I I I I I
--r------ ---1---t---I---r---I---r--r------Y---I---t---I---r------r--r---
36--,---�I-------t------r------�r--------7------t------r---��Tyne-4 -
3432 -----11----11-------11----------�i------�i--------------------�i--- - --
�-1II C
--------------------------------------------
--- - --- 10=Yea1r-R'alrtfaf'f �75"--
30 I I I I I I I I I 1 ,1 I I I 1
28--- - -'- --'---L---'---L---'---'---'---'---+------+------L----------'---
, 1 I I I I I I I I I I pI p I� Ip I I ^I w�I� 1
26--�---'---'---+---'---�---'---�-- I-RvnOff' T,0a?10400AjE -
H 24--+---------+------r--+---r--+-----+-0if-Volu-rate--i- iff--
w -1 I I I I I I I I I
22 -- ---1- __1 ---
20 -- -----T------ r- - -I--- -- T-Rkln%fflDE�pf= �5.r-
1
L 18 I 1 1
---i r r---1- r---1- -- ---i +---r r---1-- --2.15 --
16-----I-----------------------;
---------- 'ffQv�r''ILe'n9=1950'--
I
14------'- --'---'----'---L---'---'----'---'----'------
12 -L- -'- ----+- ----L--1---L--1--1----- ----L- - c= t, - - �-1- 1 Fly-1 rr -
10------'-----+---'------'-----'------+------+-------------�u�'-- ---
+ 1 1 1--'CN=84-
�1
6--r---I— Y ___+___I___r---I___r-- r— — — I_ —— Y———
---t------r------r--r---
� I
4-
2
0
0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20
Time (hours)

DAVIS VILLAGE SAND FILTER B
DAVIS VILLAGE SAND FILTER B 8.11.22 Type/1 6-hr 10-Year Rainfall=3.75"
Prepared by Plott Hound Engineering PLLC Printed 8/11/2022
HydroCAD® 10.10-6a s/n 11998 © 2020 HydroCAD Software Solutions LLC Paae 8
Hydrograph for Subcatchment OS: PRE - DEVELOPMENT
Time Precip. Excess Runoff
(hours)
(inches)
(inches)
(cfs)
0.00
0.00
0.00
0.00
0.25
0.04
0.00
0.00
0.50
0.08
0.00
0.00
0.75
0.13
0.00
0.00
1.00
0.18
0.00
0.00
1.25
0.24
0.00
0.00
1.50
0.30
0.00
0.00
1.75
0.38
0.00
0.00
2.00
0.47
0.00
0.04
2.25
0.58
0.02
0.34
2.50
0.72
0.05
0.93
2.75
1.27
0.28
3.63
3.00
2.74
1.30
26.64
3.25
2.97
1.49
23.15
3.50
3.12
1.62
8.55
3.75
3.23
1.71
4.78
4.00
3.32
1.78
3.57
4.25
3.39
1.85
2.97
4.50
3.46
1.90
2.59
4.75
3.52
1.95
2.28
5.00
3.57
2.00
2.03
5.25
3.62
2.04
1.82
5.50
3.67
2.08
1.70
5.75
3.71
2.12
1.62
6.00
3.75
2.15
1.54
6.25
3.75
2.15
0.75
6.50
3.75
2.15
0.09
6.75
3.75
2.15
0.01
7.00
3.75
2.15
0.00
7.25
3.75
2.15
0.00
7.50
3.75
2.15
0.00
7.75
3.75
2.15
0.00
8.00
3.75
2.15
0.00
8.25
3.75
2.15
0.00
8.50
3.75
2.15
0.00
8.75
3.75
2.15
0.00
9.00
3.75
2.15
0.00
9.25
3.75
2.15
0.00
9.50
3.75
2.15
0.00
9.75
3.75
2.15
0.00
10.00
3.75
2.15
0.00
10.25
3.75
2.15
0.00
10.50
3.75
2.15
0.00
10.75
3.75
2.15
0.00
11.00
3.75
2.15
0.00
11.25
3.75
2.15
0.00
11.50
3.75
2.15
0.00
11.75
3.75
2.15
0.00
12.00
3.75
2.15
0.00
12.25
3.75
2.15
0.00
12.50
3.75
2.15
0.00
Time Precip. Excess Runoff
(hours)
(inches)
(inches)
(cfs)
12.75
3.75
2.15
0.00
13.00
3.75
2.15
0.00
13.25
3.75
2.15
0.00
13.50
3.75
2.15
0.00
13.75
3.75
2.15
0.00
14.00
3.75
2.15
0.00
14.25
3.75
2.15
0.00
14.50
3.75
2.15
0.00
14.75
3.75
2.15
0.00
15.00
3.75
2.15
0.00
15.25
3.75
2.15
0.00
15.50
3.75
2.15
0.00
15.75
3.75
2.15
0.00
16.00
3.75
2.15
0.00
16.25
3.75
2.15
0.00
16.50
3.75
2.15
0.00
16.75
3.75
2.15
0.00
17.00
3.75
2.15
0.00
17.25
3.75
2.15
0.00
17.50
3.75
2.15
0.00
17.75
3.75
2.15
0.00
18.00
3.75
2.15
0.00
18.25
3.75
2.15
0.00
18.50
3.75
2.15
0.00
18.75
3.75
2.15
0.00
19.00
3.75
2.15
0.00
19.25
3.75
2.15
0.00
19.50
3.75
2.15
0.00
19.75
3.75
2.15
0.00
20.00
3.75
2.15
0.00

DAVIS VILLAGE SAND FILTER B
DAVIS VILLAGE SAND FILTER B 8.11.22 Type/1 6-hr 10-Year Rainfall=3.75"
Prepared by Plott Hound Engineering PLLC Printed 8/11/2022
HydroCAD® 10.10-6a s/n 11998 © 2020 HydroCAD Software Solutions LLC Paae 9
Summary for Subcatchment 1S: POST TO SAND FILTER B
Runoff = 45.23 cfs @ 2.96 hrs, Volume= 1.505 af, Depth= 2.41"
Routed to Pond 2P : FOREBAY
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-20.00 hrs, dt= 0.05 hrs
Type II 6-hr 10-Year Rainfall=3.75"
Area (ac) CN Description
7.500 87 1/4 acre lots, 38% imp, HSG D
4.650 62.00% Pervious Area
2.850 38.00% Impervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
5.0 Direct Entry,
Subcatchment 1S: POST TO SAND FILTER B
Hydrograph
50
,I
---------7---Ir--r---li---r---li---Ir--
---Ir--7---Ir--r---li---r---li---Ir--
---
■Runoff
48/
46
44�i�ei��-
�i
r 41-5.2-3—cfs1---1r---Lr---'---L----Lr-1r----1----L----L----IL
---' ---'-------------------------'
---r--
--
-------'
-11
--- r------ r-- - - - -r- —
-------------'--- l-F
42
40
--+---I- ------+------r------+--+------+------+------r------r--+---
-----------------------------------------------------------6-11T
38
36
--+---- ------+------+------+--+------+------+------+------+--+---
-- ---- ------
------
------1---?----
-9=Yeah R'ait�feNl-.75"--
34
32
, I
------- ------
-------------
I ---I------
--------+------
1 ----
------ ------ -- ---
KuMoff, Are -7'� v00 c
30
N
V 28
--1---1----1---1---1---L---1---L--1------1---'---
-- ---
------T------r-
-
-I--- -----Runotf-Voktme
---'--- --�--- ---
i -
26
0 24
a 22
,
--1---1---1---1
- -
---
1---L---
1---L--1------1—R1.4IaVfDebft4
-05-a
Z��*r-
I
20
18
--r---r---I---r---I---r---I---r--r---r--r---r--r---I-
---'-------'---1---'---L---'---L---'---'----'------1-----�'I�ii)'�'ri--
r--�- -
16
14
--+---r---r--+
---------------------------1
---
---r---
---r--+---
1 ---
r--+--- --- ---- I---r---I-/+ r + -
--- I --- --- ---- --- ---- 'ICj�— � -
12
,i
--+---- ------+------+------+--+------+------+------+------+--+---
8
6
,i
--+--- -----+------+------+--+------+------+------+------+--+---
-- �1---�-�---
1----�1---
1----�1---
1--- 1---�1---
1---�1--- 1----�1--- 1----�1--- 1----1---
4
2
-- ---' —
—L------L---'---
-----'---
------L------L---'--- -- ---
0
0
1 2 3 4
5 6
7 8
9 10 11
Time (hours)
12 13 14 15 16 17 18 19 20

DAVIS VILLAGE SAND FILTER B
DAVIS VILLAGE SAND FILTER B 8.11.22 Type/1 6-hr 10-Year Rainfall=3.75"
Prepared by Plott Hound Engineering PLLC Printed 8/11/2022
HydroCAD® 10.10-6a s/n 11998 © 2020 HydroCAD Software Solutions LLC Paae 10
Hydrograph for Subcatchment 1S: POST TO SAND FILTER B
Time Precip. Excess Runoff
(hours)
(inches)
(inches)
(cfs)
0.00
0.00
0.00
0.00
0.25
0.04
0.00
0.00
0.50
0.08
0.00
0.00
0.75
0.13
0.00
0.00
1.00
0.18
0.00
0.00
1.25
0.24
0.00
0.00
1.50
0.30
0.00
0.00
1.75
0.38
0.00
0.16
2.00
0.47
0.02
0.45
2.25
0.58
0.04
0.92
2.50
0.72
0.09
1.64
2.75
1.27
0.39
11.76
3.00
2.74
1.51
39.17
3.25
2.97
1.71
5.64
3.50
3.12
1.85
3.69
3.75
3.23
1.94
2.77
4.00
3.32
2.02
2.32
4.25
3.39
2.09
2.01
4.50
3.46
2.15
1.77
4.75
3.52
2.20
1.57
5.00
3.57
2.25
1.39
5.25
3.62
2.29
1.30
5.50
3.67
2.33
1.24
5.75
3.71
2.37
1.18
6.00
3.75
2.41
1.11
6.25
3.75
2.41
0.00
6.50
3.75
2.41
0.00
6.75
3.75
2.41
0.00
7.00
3.75
2.41
0.00
7.25
3.75
2.41
0.00
7.50
3.75
2.41
0.00
7.75
3.75
2.41
0.00
8.00
3.75
2.41
0.00
8.25
3.75
2.41
0.00
8.50
3.75
2.41
0.00
8.75
3.75
2.41
0.00
9.00
3.75
2.41
0.00
9.25
3.75
2.41
0.00
9.50
3.75
2.41
0.00
9.75
3.75
2.41
0.00
10.00
3.75
2.41
0.00
10.25
3.75
2.41
0.00
10.50
3.75
2.41
0.00
10.75
3.75
2.41
0.00
11.00
3.75
2.41
0.00
11.25
3.75
2.41
0.00
11.50
3.75
2.41
0.00
11.75
3.75
2.41
0.00
12.00
3.75
2.41
0.00
12.25
3.75
2.41
0.00
12.50
3.75
2.41
0.00
Time Precip. Excess Runoff
(hours)
(inches)
(inches)
(cfs)
12.75
3.75
2.41
0.00
13.00
3.75
2.41
0.00
13.25
3.75
2.41
0.00
13.50
3.75
2.41
0.00
13.75
3.75
2.41
0.00
14.00
3.75
2.41
0.00
14.25
3.75
2.41
0.00
14.50
3.75
2.41
0.00
14.75
3.75
2.41
0.00
15.00
3.75
2.41
0.00
15.25
3.75
2.41
0.00
15.50
3.75
2.41
0.00
15.75
3.75
2.41
0.00
16.00
3.75
2.41
0.00
16.25
3.75
2.41
0.00
16.50
3.75
2.41
0.00
16.75
3.75
2.41
0.00
17.00
3.75
2.41
0.00
17.25
3.75
2.41
0.00
17.50
3.75
2.41
0.00
17.75
3.75
2.41
0.00
18.00
3.75
2.41
0.00
18.25
3.75
2.41
0.00
18.50
3.75
2.41
0.00
18.75
3.75
2.41
0.00
19.00
3.75
2.41
0.00
19.25
3.75
2.41
0.00
19.50
3.75
2.41
0.00
19.75
3.75
2.41
0.00
20.00
3.75
2.41
0.00

DAVIS VILLAGE SAND FILTER B
DAVIS VILLAGE SAND FILTER B 8.11.22 Type/1 6-hr 10-Year Rainfall=3.75"
Prepared by Plott Hound Engineering PLLC Printed 8/11/2022
HvdroCAD® 10.10-6a s/n 11998 © 2020 HvdroCAD Software Solutions LLC Paae 11
Summary for Pond 2P: FOREBAY
Inflow Area = 7.500 ac, 38.00% Impervious, Inflow Depth = 2.41" for 10-Year event
Inflow = 45.23 cfs @
2.96 hrs, Volume=
1.505 of
Outflow = 24.57 cfs @
3.05 hrs, Volume=
1.204 af, Atten= 46%, Lag= 5.9 min
Primary = 24.55 cfs @
3.05 hrs, Volume=
1.189 of
Routed to Pond 4P : TOTAL
Secondary = 0.02 cfs @
3.05 hrs, Volume=
0.015 of
Routed to Pond 3P : SAND FILTER
Tertiary = 0.00 cfs @
0.00 hrs, Volume=
0.000 of
Routed to Pond 4P : TOTAL
Routing by Dyn-Stor-Ind method, Time Span= 0.00-20.00
hrs, dt= 0.05 hrs
Peak Elev= 578.51' @ 3.05 hrs
Surf.Area= 13,136 sf
Storage= 31,771 cf
Plug -Flow detention time= 66.2 min calculated for 1.204 of (80% of inflow)
Center -of -Mass det. time= 44.8 min (244.9 - 200.1 )
Volume Invert
#1 575.00'
Description
69,270 cf Custom Stage Data (Prismatic)-isted below (Recalc)
Elevation Surf.Area
Inc.Store Cum.Store
(feet)
(sq-ft)
(cubic -feet) (cubic -feet)
575.00
6,453
0 0
576.00
7,437
6,945 6,945
577.00
8,467
7,952 14,897
578.00
12,385
10,426 25,323
579.00
13,872
13,129 38,452
580.00
15,391
14,632 53,083
581.00
16,983
16,187 69,270
Device Routing
Invert
Outlet Devices
#1 Primary
575.00'
36.0" Round 36" Culvert
L= 87.0' RCP, square edge headwall, Ke= 0.500
Inlet / Outlet Invert= 575.00' / 574.00' S= 0.0115'/' Cc= 0.900
n= 0.012, Flow Area= 7.07 sf
#2 Device 1
576.82'
24.0" W x 6.0" H Vert. 10 YR. ORIFICE C= 0.600
Limited to weir flow at low heads
#3 Device 1
578.00'
48.0" x 48.0" Horiz. TOP OF OUTLET STRUCTURE C= 0.600
Limited to weir flow at low heads
#4 Secondary
575.00'
FLOW THROUGH RIPRAP BERM (Q=KIA) X 2.00
Head (feet) 0.00 1.00 2.00 3.00 4.00 5.00
Disch. (cfs) 0.000 0.003 0.005 0.008 0.011 0.013
#5 Device 2
575.00'
12.0" Round 12" PIPE TO SF X 2.00
L= 30.0' CMP, mitered to conform to fill, Ke= 0.700
Inlet / Outlet Invert= 575.00' / 574.50' S= 0.0167'/' Cc= 0.900
n= 0.025 Corrugated metal, Flow Area= 0.79 sf
#6 Tertiary
579.00'
10.0' long + 3.0'/' SideZ x 20.0' 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

DAVIS VILLAGE SAND FILTER B
DAVIS VILLAGE SAND FILTER B 8.11.22 Type/1 6-hr 10-Year Rainfall=3.75"
Prepared by Plott Hound Engineering PLLC Printed 8/11/2022
HvdroCAD® 10.10-6a s/n 11998 © 2020 HvdroCAD Software Solutions LLC Paae 12
Primary OutFlow Max=24.07 cfs @ 3.05 hrs HW=578.50' TW=0.00' (Dynamic Tailwater)
L1=36" Culvert (Passes 24.07 cfs of 48.10 cfs potential flow)
2=10 YR. ORIFICE (Orifice Controls 5.74 cfs @ 5.74 fps)
5=12" PIPE TO SF (Passes 5.74 cfs of 7.17 cfs potential flow)
3=TOP OF OUTLET STRUCTURE (Weir Controls 18.33 cfs @ 2.31 fps)
Secondary OutFlow Max=0.02 cfs @ 3.05 hrs HW=578.50' TW=575.01' (Dynamic Tailwater)
L4=FLOW THROUGH RIPRAP BERM (Q=KIA)(Custom Controls 0.02 cfs)
Tertiary OutFlow Max=0.00 cfs @ 0.00 hrs HW=575.00' TW=0.00' (Dynamic Tailwater)
L6=EMERGENCY SPILLWAY( Controls 0.00 cfs)
Pond 2P: FOREBAY
Hyd rog raph
■ Inflow
45.23 cfs-----------------------�--
-- -- -- -- -- -- -- --
outflow
Infiow Area=7.500 aIC
Primary
-----,----,---,---,---,---,---,------------------------
-----I
_ Secondary
50
Peak�'� EI'ev'=57&51
0 Tertiary
45
t r = 1 7'1 f
ci q--
40
--' --'--------------------------
-Q -+-
35
� -�--I- --1---1---1---1---1---1---1---1--1--1--1--1--1--1--1--L-
24.57 cfs
-
w 30
24.55 cfs
I
I I I I I I I I I I I I I I I
V
----i--i-----------------I--
-- --T--T--T--T--T--T--
3 25
LL 20
15
10
5
0.02 cfs
0.00 cfs
0
0
1
2 3 4 5 6 7
8 9 10 11 12 13 14 15 16 17 18 19 20
Time (hours)

DAVIS VILLAGE SAND FILTER B
DAVIS VILLAGE SAND FILTER B 8.11.22 Type/1 6-hr 10-Year Rainfall=3.75"
Prepared by Plott Hound Engineering PLLC Printed 8/11/2022
HvdroCAD® 10.10-6a s/n 11998 © 2020 HvdroCAD Software Solutions LLC Paae 13
Hydrograph for Pond 2P: FOREBAY
Time
Inflow
Storage
Elevation
Outflow
Primary
Secondary
Tertiary
(hours)
(cfs)
(cubic -feet)
(feet)
(cfs)
(cfs)
(cfs)
(cfs)
0.00
0.00
0
575.00
0.00
0.00
0.00
0.00
0.50
0.00
0
575.00
0.00
0.00
0.00
0.00
1.00
0.00
0
575.00
0.00
0.00
0.00
0.00
1.50
0.00
0
575.00
0.00
0.00
0.00
0.00
2.00
0.45
328
575.05
0.00
0.00
0.00
0.00
2.50
1.64
2,061
575.31
0.00
0.00
0.00
0.00
3.00
39.17
30,117
578.38
17.70
17.68
0.02
0.00
3.50
3.69
25,783
578.04
5.11
5.10
0.02
0.00
4.00
2.32
22,821
577.79
4.08
4.07
0.01
0.00
4.50
1.77
19,872
577.52
3.21
3.20
0.01
0.00
5.00
1.39
17,769
577.32
2.25
2.24
0.01
0.00
5.50
1.24
16,764
577.21
1.58
1.57
0.01
0.00
6.00
1.11
16,322
577.16
1.30
1.29
0.01
0.00
6.50
0.00
14,994
577.01
0.55
0.54
0.01
0.00
7.00
0.00
14,322
576.93
0.25
0.24
0.01
0.00
7.50
0.00
13,991
576.89
0.13
0.12
0.01
0.00
8.00
0.00
13,803
576.87
0.08
0.07
0.01
0.00
8.50
0.00
13,685
576.86
0.05
0.04
0.01
0.00
9.00
0.00
13,606
576.85
0.04
0.03
0.01
0.00
9.50
0.00
13,550
576.84
0.03
0.02
0.01
0.00
10.00
0.00
13,508
576.83
0.02
0.01
0.01
0.00
10.50
0.00
13,476
576.83
0.02
0.01
0.01
0.00
11.00
0.00
13,449
576.83
0.01
0.00
0.01
0.00
11.50
0.00
13,427
576.82
0.01
0.00
0.01
0.00
12.00
0.00
13,408
576.82
0.01
0.00
0.01
0.00
12.50
0.00
13,391
576.82
0.01
0.00
0.01
0.00
13.00
0.00
13,374
576.82
0.01
0.00
0.01
0.00
13.50
0.00
13,358
576.82
0.01
0.00
0.01
0.00
14.00
0.00
13,341
576.81
0.01
0.00
0.01
0.00
14.50
0.00
13,324
576.81
0.01
0.00
0.01
0.00
15.00
0.00
13,308
576.81
0.01
0.00
0.01
0.00
15.50
0.00
13,291
576.81
0.01
0.00
0.01
0.00
16.00
0.00
13,275
576.81
0.01
0.00
0.01
0.00
16.50
0.00
13,258
576.80
0.01
0.00
0.01
0.00
17.00
0.00
13,241
576.80
0.01
0.00
0.01
0.00
17.50
0.00
13,225
576.80
0.01
0.00
0.01
0.00
18.00
0.00
13,208
576.80
0.01
0.00
0.01
0.00
18.50
0.00
13,192
576.80
0.01
0.00
0.01
0.00
19.00
0.00
13,175
576.79
0.01
0.00
0.01
0.00
19.50
0.00
13,159
576.79
0.01
0.00
0.01
0.00
20.00
0.00
13,142
576.79
0.01
0.00
0.01
0.00

DAVIS VILLAGE SAND FILTER B
DAVIS VILLAGE SAND FILTER B 8.11.22 Type/1 6-hr 10-Year Rainfall=3.75"
Prepared by Plott Hound Engineering PLLC Printed 8/11/2022
HvdroCAD® 10.10-6a s/n 11998 © 2020 HvdroCAD Software Solutions LLC Paae 14
Stage -Discharge for Pond 2P: FOREBAY
Elevation
Discharge
Primary
Secondary
Tertiary
(feet)
(cfs)
(cfs)
(cfs)
(cfs)
575.00
0.00
0.00
0.00
0.00
575.20
0.00
0.00
0.00
0.00
575.40
0.00
0.00
0.00
0.00
575.60
0.00
0.00
0.00
0.00
575.80
0.00
0.00
0.00
0.00
576.00
0.01
0.00
0.01
0.00
576.20
0.01
0.00
0.01
0.00
576.40
0.01
0.00
0.01
0.00
576.60
0.01
0.00
0.01
0.00
576.80
0.01
0.00
0.01
0.00
577.00
0.50
0.49
0.01
0.00
577.20
1.52
1.50
0.01
0.00
577.40
2.70
2.69
0.01
0.00
577.60
3.48
3.47
0.01
0.00
577.80
4.11
4.09
0.01
0.00
578.00
4.65
4.63
0.02
0.00
578.20
9.80
9.79
0.02
0.00
578.40
18.80
18.78
0.02
0.00
578.60
30.28
30.27
0.02
0.00
578.80
43.79
43.76
0.02
0.00
579.00
53.84
53.81
0.02
0.00
579.20
58.46
55.93
0.02
2.51
579.40
65.47
57.96
0.02
7.49
579.60
74.30
59.92
0.02
14.36
579.80
84.37
61.83
0.03
22.52
580.00
96.31
63.67
0.03
32.61
580.20
110.19
65.47
0.03
44.70
580.40
125.67
67.21
0.03
58.43
580.60
142.61
68.92
0.03
73.67
580.80
161.56
70.58
0.03
90.95
581.00
182.32
72.20
0.03
110.09

DAVIS VILLAGE SAND FILTER B
DAVIS VILLAGE SAND FILTER B 8.11.22 Type/1 6-hr 10-Year Rainfall=3.75"
Prepared by Plott Hound Engineering PLLC Printed 8/11/2022
HvdroCAD® 10.10-6a s/n 11998 © 2020 HvdroCAD Software Solutions LLC Paae 15
Summary for Pond 3P: SAND FILTER
Inflow = 0.02 cfs @ 3.05 hrs, Volume= 0.015 of
Outflow = 0.01 cfs @ 9.16 hrs, Volume= 0.012 af, Atten= 51 %, Lag= 366.5 min
Primary = 0.01 cfs @ 9.16 hrs, Volume= 0.012 of
Routed to Pond 4P : TOTAL
Routing by Dyn-Stor-Ind method, Time Span= 0.00-20.00 hrs, dt= 0.05 hrs
Peak Elev= 575.07' @ 9.16 hrs Surf.Area= 1,368 sf Storage= 97 cf
Plug -Flow detention time= 156.8 min calculated for 0.012 of (85% of inflow
Center -of -Mass det. time= 73.5 min ( 715.7 - 642.2 )
Volume
Invert Avail.Storage Storage Description
#1
575.00'
54,964 cf SAND FILTER STORAGE (Prismatic�isted below (Recalc)
Elevation
Surf.Area
Inc.Store
Cum.Store
(feet)
(sq-ft)
(cubic -feet)
(cubic -feet)
575.00
1,334
0
0
576.00
1,812
1,573
1,573
577.00
2,353
2,083
3,656
578.00
12,385
7,369
11,025
579.00
13,864
13,125
24,149
580.00
15,391
14,628
38,777
581.00
16,983
16,187
54,964
Device Routina Invert Outlet Devices
#1 Primary 575.00' FILTER MEDIA
Head (feet) 0.00 2.50 5.00
Disch. (cfs) 0.000 0.327 0.532
Primary OutFlow Max=0.01 cfs @ 9.16 hrs HW=575.07' TW=0.00' (Dynamic Tailwater)
L1=FILTER MEDIA (Custom Controls 0.01 cfs)

DAVIS VILLAGE SAND FILTER B
DAVIS VILLAGE SAND FILTER B 8.11.22 Type/1 6-hr 10-Year Rainfall=3.75"
Prepared by Plott Hound Engineering PLLC Printed 8/11/2022
HydroCAD® 10.10-6a s/n 11998 © 2020 HydroCAD Software Solutions LLC Paae 16
Pond 3P: SAND FILTER
Hyd rog raph
L —
— L —
— L
— — —'— — — L —
— —
— — — L — — 1 — — L — — —'— — — L — — L —
--+--+--+---+--+--+--+---+--+--+--+--+---+--+--+--+---+--+--+--
■Inflow
0.021
- —+—
0.02 cfs
—r--r--t--r—
----r--r--r—
----r--r--r--r—
----r--+_
❑ Prima ry
0.19
-- ---,-
--------
------,---
--==Beak'
EIev=� �-Q7�-
0.018
0.017
--+--+-
-T -
---
+--+--+---+--+--+--+--+-
T-T
-T
- - -
}-+--+--+---, -
-C -
= ©Irage=/lr---f+
0.016
F T - -
0.015
IT
0.014
--+--+
--
+--+---+--+--+--+--+---+--+--+--+---+--+--+--
0.013
--T -
-T --
- T------T--T-
- T ------
--T--T--T---I---T--T--
w0.012
------
----
------------------------------------------
V
p0.01
— — + —
—+ ___,___+
0.01 cfs
LL 0.009
-
0.008
- -
- - ------
-
-
-
- - -
- -
- - - - - - - -
0.007
--T-
J
L--L
--L------L
--L
-- ---------L--L--L------L--+--
0.006
--+--+
--+--+--+--+---+--+--+--+--+---+--+--+--+---+--+--+--
0.005
--T--T
---
--r--T--T---I---T--T--T---I---T--T--T--T---I---T--T--
0.004
- -
-
- -
-
-
- - -
- -
- - - - - - - -
0.003
-+-
-1---1---L--1--J---1---L--1--L---------L--1--J---1---L--+-
0.002
0.001
0
0 1
2
3 4
5 6
7
8
9 10 11
12 13
14 15 16 17 18 19 20
Time (hours)

DAVIS VILLAGE SAND FILTER B
DAVIS VILLAGE SAND FILTER B 8.11.22 Type/1 6-hr 10-Year Rainfall=3.75"
Prepared by Plott Hound Engineering PLLC Printed 8/11/2022
HvdroCAD® 10.10-6a s/n 11998 © 2020 HvdroCAD Software Solutions LLC Paae 17
Hydrograph for Pond 3P: SAND FILTER
Time
Inflow
Storage
Elevation
Primary
(hours)
(cfs)
(cubic -feet)
(feet)
(cfs)
0.00
0.00
0
575.00
0.00
0.50
0.00
0
575.00
0.00
1.00
0.00
0
575.00
0.00
1.50
0.00
0
575.00
0.00
2.00
0.00
0
575.00
0.00
2.50
0.00
2
575.00
0.00
3.00
0.02
14
575.01
0.00
3.50
0.02
40
575.03
0.00
4.00
0.01
59
575.04
0.01
4.50
0.01
73
575.05
0.01
5.00
0.01
82
575.06
0.01
5.50
0.01
88
575.06
0.01
6.00
0.01
92
575.07
0.01
6.50
0.01
95
575.07
0.01
7.00
0.01
96
575.07
0.01
7.50
0.01
96
575.07
0.01
8.00
0.01
97
575.07
0.01
8.50
0.01
97
575.07
0.01
9.00
0.01
97
575.07
0.01
9.50
0.01
97
575.07
0.01
10.00
0.01
97
575.07
0.01
10.50
0.01
97
575.07
0.01
11.00
0.01
97
575.07
0.01
11.50
0.01
97
575.07
0.01
12.00
0.01
96
575.07
0.01
12.50
0.01
96
575.07
0.01
13.00
0.01
96
575.07
0.01
13.50
0.01
96
575.07
0.01
14.00
0.01
96
575.07
0.01
14.50
0.01
96
575.07
0.01
15.00
0.01
96
575.07
0.01
15.50
0.01
96
575.07
0.01
16.00
0.01
96
575.07
0.01
16.50
0.01
96
575.07
0.01
17.00
0.01
96
575.07
0.01
17.50
0.01
96
575.07
0.01
18.00
0.01
95
575.07
0.01
18.50
0.01
95
575.07
0.01
19.00
0.01
95
575.07
0.01
19.50
0.01
95
575.07
0.01
20.00
0.01
95
575.07
0.01

DAVIS VILLAGE SAND FILTER B
DAVIS VILLAGE SAND FILTER B 8.11.22 Type/1 6-hr 10-Year Rainfall=3.75"
Prepared by Plott Hound Engineering PLLC Printed 8/11/2022
HvdroCAD® 10.10-6a s/n 11998 © 2020 HvdroCAD Software Solutions LLC Paae 18
Elevation Primary
(feet)
(cfs)
575.00
0.00
575.05
0.01
575.10
0.01
575.15
0.02
575.20
0.03
575.25
0.03
575.30
0.04
575.35
0.05
575.40
0.05
575.45
0.06
575.50
0.07
575.55
0.07
575.60
0.08
575.65
0.09
575.70
0.09
575.75
0.10
575.80
0.10
575.85
0.11
575.90
0.12
575.95
0.12
576.00
0.13
576.05
0.14
576.10
0.14
576.15
0.15
576.20
0.16
576.25
0.16
576.30
0.17
576.35
0.18
576.40
0.18
576.45
0.19
576.50
0.20
576.55
0.20
576.60
0.21
576.65
0.22
576.70
0.22
576.75
0.23
576.80
0.24
576.85
0.24
576.90
0.25
576.95
0.26
577.00
0.26
577.05
0.27
577.10
0.27
577.15
0.28
577.20
0.29
577.25
0.29
577.30
0.30
577.35
0.31
577.40
0.31
577.45
0.32
577.50
0.33
Stage -Discharge for Pond 3P: SAND FILTER
Elevation Primary
(feet)
(cfs)
577.55
0.33
577.60
0.34
577.65
0.34
577.70
0.34
577.75
0.35
577.80
0.35
577.85
0.36
577.90
0.36
577.95
0.36
578.00
0.37
578.05
0.37
578.10
0.38
578.15
0.38
578.20
0.38
578.25
0.39
578.30
0.39
578.35
0.40
578.40
0.40
578.45
0.40
578.50
0.41
578.55
0.41
578.60
0.42
578.65
0.42
578.70
0.43
578.75
0.43
578.80
0.43
578.85
0.44
578.90
0.44
578.95
0.45
579.00
0.45
579.05
0.45
579.10
0.46
579.15
0.46
579.20
0.47
579.25
0.47
579.30
0.47
579.35
0.48
579.40
0.48
579.45
0.49
579.50
0.49
579.55
0.50
579.60
0.50
579.65
0.50
579.70
0.51
579.75
0.51
579.80
0.52
579.85
0.52
579.90
0.52
579.95
0.53
580.00
0.53
580.05
0.54
Elevation Primary
(feet)
(cfs)
580.10
0.54
580.15
0.54
580.20
0.55
580.25
0.55
580.30
0.56
580.35
0.56
580.40
0.56
580.45
0.57
580.50
0.57
580.55
0.58
580.60
0.58
580.65
0.59
580.70
0.59
580.75
0.59
580.80
0.60
580.85
0.60
580.90
0.61
580.95
0.61
581.00
0.61

DAVIS VILLAGE SAND FILTER B
DAVIS VILLAGE SAND FILTER B 8.11.22 Type/1 6-hr 10-Year Rainfall=3.75"
Prepared by Plott Hound Engineering PLLC Printed 8/11/2022
HvdroCAD® 10.10-6a s/n 11998 © 2020 HvdroCAD Software Solutions LLC Paae 19
Summary for Pond 4P: TOTAL
Inflow Area = 7.500 ac, 38.00% Impervious, Inflow Depth > 1.92" for 10-Year event
Inflow = 24.55 cfs @ 3.05 hrs, Volume= 1.201 of
Primary = 24.55 cfs @ 3.05 hrs, Volume= 1.201 af, Atten= 0%, Lag= 0.0 min
Routing by Dyn-Stor-Ind method, Time Span= 0.00-20.00 hrs, dt= 0.05 hrs
Pond 4P: TOTAL
Hyd rog raph
--7---------7---------T------r--T--T------T--T------T--T------r--
■ Inflow
26
24.55 cfs li li li li li li li
24.55 cfs T —— — ---li __------li T
li
— — ——
li li li li
——————— — — — —
li
——
li li
— --
li ❑ Primary
— — — --
24
'I
I I I I I I I I
I
I I I I
I
I I
I
22
--r-- --r---I---r--r---I---r--r--r---r--+--r---I---r--r---I---r--
18
, I
I I I I I I I I
I
I I I I
I
I I
I
16
y
--+-- --+--+---+--+--+---+--+--+---+--+--+------+--+------+--
I I I I I I I I
I
I I I I
I
I I
I
U
14
3
-- ----T--------r------r--r---1------T--I------r--I------r--
I I I I I I I I
I
I I I I
I
I I
I
o
LL 12-
--F
10
--1-- --+---'---'---r---'---L--L--J------+--r------L--r------r--
8
--t-- -t---li---r--r---li---r--+
--t---Ir--
t--t---li---r--t------r--
6
-- I -- ------'--- ------I---
I I I I I I I
-----'---
I
-----'---
I I I I
-----'---'
I
I I
--
I
4
�I
- L - -'- - - L - - L
- - L -
-1- - - L - - I - - -
- - L -
- --
2
0
0 1
2 3 4 5 6 7 8 9 10 11
12
13 14 15 16
17
18 19
20
Time (hours)

DAVIS VILLAGE SAND FILTER B
DAVIS VILLAGE SAND FILTER B 8.11.22 Type/1 6-hr 10-Year Rainfall=3.75"
Prepared by Plott Hound Engineering PLLC Printed 8/11/2022
HvdroCAD® 10.10-6a s/n 11998 © 2020 HvdroCAD Software Solutions LLC Paae 20
Hydrograph for Pond 4P: TOTAL
Time
Inflow Elevation
Primary
(hours)
(cfs) (feet)
(cfs)
0.00
0.00
0.00
0.25
0.00
0.00
0.50
0.00
0.00
0.75
0.00
0.00
1.00
0.00
0.00
1.25
0.00
0.00
1.50
0.00
0.00
1.75
0.00
0.00
2.00
0.00
0.00
2.25
0.00
0.00
2.50
0.00
0.00
2.75
0.00
0.00
3.00
17.68
17.68
3.25
8.67
8.67
3.50
5.10
5.10
3.75
4.43
4.43
4.00
4.07
4.07
4.25
3.66
3.66
4.50
3.21
3.21
4.75
2.74
2.74
5.00
2.25
2.25
5.25
1.83
1.83
5.50
1.57
1.57
5.75
1.41
1.41
6.00
1.29
1.29
6.25
0.88
0.88
6.50
0.55
0.55
6.75
0.36
0.36
7.00
0.25
0.25
7.25
0.18
0.18
7.50
0.13
0.13
7.75
0.10
0.10
8.00
0.08
0.08
8.25
0.06
0.06
8.50
0.05
0.05
8.75
0.04
0.04
9.00
0.04
0.04
9.25
0.03
0.03
9.50
0.03
0.03
9.75
0.02
0.02
10.00
0.02
0.02
10.25
0.02
0.02
10.50
0.02
0.02
10.75
0.01
0.01
11.00
0.01
0.01
11.25
0.01
0.01
11.50
0.01
0.01
11.75
0.01
0.01
12.00
0.01
0.01
12.25
0.01
0.01
12.50
0.01
0.01
Time
Inflow Elevation
Primary
(hours)
(cfs) (feet)
(cfs)
12.75
0.01
0.01
13.00
0.01
0.01
13.25
0.01
0.01
13.50
0.01
0.01
13.75
0.01
0.01
14.00
0.01
0.01
14.25
0.01
0.01
14.50
0.01
0.01
14.75
0.01
0.01
15.00
0.01
0.01
15.25
0.01
0.01
15.50
0.01
0.01
15.75
0.01
0.01
16.00
0.01
0.01
16.25
0.01
0.01
16.50
0.01
0.01
16.75
0.01
0.01
17.00
0.01
0.01
17.25
0.01
0.01
17.50
0.01
0.01
17.75
0.01
0.01
18.00
0.01
0.01
18.25
0.01
0.01
18.50
0.01
0.01
18.75
0.01
0.01
19.00
0.01
0.01
19.25
0.01
0.01
19.50
0.01
0.01
19.75
0.01
0.01
20.00
0.01
0.01

PLOTT HOUND
ENGINEERING
ENGINEERING
SAND FILTER B
HYDROCAD OUTPUT
50-yr - 6-hour Storm Event

COS
PRE - DEVELOPMENT
ols
POST TO SAND
FILT R B
Z2P
i FOREBAY
3P
4P SAND FILTER
TOTAL
Subcat Reach on Link

DAVIS VILLAGE SAND FILTER B
DAVIS VILLAGE SAND FILTER B 8.11.22
Prepared by Plott Hound Engineering PLLC
HvdroCAD® 10.10-6a s/n 11998 © 2020 HvdroCAD Software Solutions LLC
Rainfall Events Listing (selected events)
Event# Event Storm Type Curve Mode Duration B/B Depth AMC
Name (hours) (inches)
1 50-Year Type II 6-hr Default 6.00 1 4.99 2
Printed 8/11/2022
Paae 2

DAVIS VILLAGE SAND FILTER B
DAVIS VILLAGE SAND FILTER B 8.11.22
Prepared by Plott Hound Engineering PLLC Printed 8/11/2022
HydroCAD® 10.10-6a s/n 11998 © 2020 HydroCAD Software Solutions LLC Page 3
Area Listing (all nodes)
Area CN Description
(acres) (subcatchment-numbers)
7.500 87 1/4 acre lots, 38% imp, HSG D (1S)
10.400 84 Pasture/grassland/range, Fair, HSG D (OS)
17.900 85 TOTAL AREA

DAVIS VILLAGE SAND FILTER B
DAVIS VILLAGE SAND FILTER B 8.11.22
Prepared by Plott Hound Engineering PLLC Printed 8/11/2022
HydroCAD® 10.10-6a s/n 11998 © 2020 HydroCAD Software Solutions LLC Page 4
Soil Listing (all nodes)
Area Soil Subcatchment
(acres) Group Numbers
0.000 HSG A
0.000 HSG B
0.000 HSG C
17.900 HSG D OS, 1 S
0.000 Other
17.900 TOTAL AREA

DAVIS VILLAGE SAND FILTER B
DAVIS VILLAGE SAND FILTER B 8.11.22
Prepared by Plott Hound Engineering PLLC
HvdroCADO 10.10-6a s/n 11998 © 2020 HvdroCAD Software Solutions LLC
Ground Covers (all nodes)
HSG-A HSG-B HSG-C HSG-D Other Total Ground
(acres) (acres) (acres) (acres) (acres) (acres) Cover
Printed 8/11/2022
Paae 5
Subcatchment
Numbers
0.000
0.000
0.000
7.500
0.000
7.500
1/4 acre lots, 38% imp 1S
0.000
0.000
0.000
10.400
0.000
10.400
Pasture/grassland/range, Fair OS
0.000
0.000
0.000
17.900
0.000
17.900
TOTAL AREA

DAVIS VILLAGE SAND FILTER B
DAVIS VILLAGE SAND FILTER B 8.11.22 Type/1 6-hr 50-Year Rainfall=4.99"
Prepared by Plott Hound Engineering PLLC Printed 8/11/2022
HvdroCAD® 10.10-6a s/n 11998 © 2020 HvdroCAD Software Solutions LLC Paae 6
Time span=0.00-20.00 hrs, dt=0.05 hrs, 401 points
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN
Reach routing by Dyn-Stor-Ind method - Pond routing by Dyn-Stor-Ind method
SubcatchmentOS: PRE- DEVELOPMENT Runoff Area=10.400 ac 0.00% Impervious Runoff Depth=3.26"
Flow Length=950' Tc=17.7 min CN=84 Runoff=55.83 cfs 2.826 of
Subcatchment1S: POST TO SAND FILTER Runoff Area=7.500 ac 38.00% Impervious Runoff Depth=3.56"
Tc=5.0 min CN=87 Runoff=65.30 cfs 2.224 of
Pond 2P: FOREBAY Peak Elev=578.92' Storage=37,337 cf Inflow=65.30 cfs 2.224 of
Primary=52.59 cfs 1.907 of Secondary=0.02 cfs 0.015 of Tertiary=0.00 cfs 0.000 of Outflow=52.61 cfs 1.922 of
Pond 3P: SAND FILTER Peak Elev=575.08' Storage=103 cf Inflow=0.02 cfs 0.015 of
Outflow=0.01 cfs 0.013 of
Inflow=52.59 cfs 1.920 of
Primary=52.59 cfs 1.920 of
Total Runoff Area = 17.900 ac Runoff Volume = 5.050 of Average Runoff Depth = 3.39"
84.08% Pervious = 15.050 ac 15.92% Impervious = 2.850 ac

DAVIS VILLAGE SAND FILTER B
DAVIS VILLAGE SAND FILTER B 8.11.22 Type/1 6-hr 50-Year Rainfall=4.99"
Prepared by Plott Hound Engineering PLLC Printed 8/11/2022
HvdroCAD® 10.10-6a s/n 11998 © 2020 HvdroCAD Software Solutions LLC Paae 7
Summary for Subcatchment OS: PRE - DEVELOPMENT
Runoff = 55.83 cfs @ 3.10 hrs, Volume= 2.826 af, Depth= 3.26"
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-20.00 hrs, dt= 0.05 hrs
Type II 6-hr 50-Year Rainfall=4.99"
Area (ac) CN Description
10.400 84 Pasture/arassland/ranae. Fair. HSG D
10.400 100.00% Pervious Area
Tc
Length
Slope
Velocity Capacity
Description
(min)
(feet)
(ft/ft)
(ft/sec) (cfs)
12.6
150
0.0533
0.20
Sheet Flow,
Grass: Dense n= 0.240 P2= 3.58"
5.1
800
0.0300
2.60
Shallow Concentrated Flow,
Grassed Waterwav Kv= 15.0 fps
17.7 950 Total
Subcatchment OS: PRE - DEVELOPMENT
Hydrograph
-- L---'--- L---'--- L-------------'---!---'---!---'---!---'---! ---'---'----'---
60 ■Runoff
---- 55.83 cfs -----'------'---� ---'---'----'--- 55 Type-11
-
-_-- -- - - - -L -- -- - -- - ---
�
50 6-il r
- --
45 ' ' ' ' ' ' ' 50-Yea'r R'airlfa11=4.99"
--7---I— -----T---I---r------r--7------T---I---T---I---r---I---r--r---
40 -- Rµn-Off 'Alfa=1Q'
r---r , 40,4 c -
--�---r--r--t---------r--rt-
w 35
---I- --I---------r--- ---r--rt--- Runotf-Volume=2,826-a# -
° 30 RUnbf# D"W=126"--
25 L F l Len f}�9 '
I I I I I I I I I I I I �I 1 9 I -
20
—L— —'— —
---L— — — --L——---L--L——1---1— ----1_ I_
I I I I I I I I I I I I I I Tee= 1- .-7L � F19t,n- -
15 1 1
-- ---'- -'----------------'--- ---I_ --- �CN=84
10
5
0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20
Time (hours)

DAVIS VILLAGE SAND FILTER B
DAVIS VILLAGE SAND FILTER B 8.11.22 Type/1 6-hr 50-Year Rainfall=4.99"
Prepared by Plott Hound Engineering PLLC Printed 8/11/2022
HydroCAD® 10.10-6a s/n 11998 © 2020 HydroCAD Software Solutions LLC Paae 8
Hydrograph for Subcatchment OS: PRE - DEVELOPMENT
Time Precip. Excess Runoff
(hours)
(inches)
(inches)
(cfs)
0.00
0.00
0.00
0.00
0.25
0.06
0.00
0.00
0.50
0.11
0.00
0.00
0.75
0.17
0.00
0.00
1.00
0.24
0.00
0.00
1.25
0.32
0.00
0.00
1.50
0.40
0.00
0.00
1.75
0.50
0.01
0.11
2.00
0.62
0.03
0.51
2.25
0.77
0.07
1.13
2.50
0.96
0.14
2.15
2.75
1.70
0.54
6.77
3.00
3.64
2.06
41.56
3.25
3.95
2.33
34.15
3.50
4.15
2.51
12.34
3.75
4.30
2.63
6.81
4.00
4.41
2.74
5.05
4.25
4.52
2.83
4.20
4.50
4.61
2.91
3.65
4.75
4.68
2.98
3.21
5.00
4.75
3.05
2.85
5.25
4.82
3.10
2.55
5.50
4.88
3.16
2.39
5.75
4.94
3.21
2.27
6.00
4.99
3.26
2.16
6.25
4.99
3.26
1.05
6.50
4.99
3.26
0.13
6.75
4.99
3.26
0.01
7.00
4.99
3.26
0.00
7.25
4.99
3.26
0.00
7.50
4.99
3.26
0.00
7.75
4.99
3.26
0.00
8.00
4.99
3.26
0.00
8.25
4.99
3.26
0.00
8.50
4.99
3.26
0.00
8.75
4.99
3.26
0.00
9.00
4.99
3.26
0.00
9.25
4.99
3.26
0.00
9.50
4.99
3.26
0.00
9.75
4.99
3.26
0.00
10.00
4.99
3.26
0.00
10.25
4.99
3.26
0.00
10.50
4.99
3.26
0.00
10.75
4.99
3.26
0.00
11.00
4.99
3.26
0.00
11.25
4.99
3.26
0.00
11.50
4.99
3.26
0.00
11.75
4.99
3.26
0.00
12.00
4.99
3.26
0.00
12.25
4.99
3.26
0.00
12.50
4.99
3.26
0.00
Time Precip. Excess Runoff
(hours)
(inches)
(inches)
(cfs)
12.75
4.99
3.26
0.00
13.00
4.99
3.26
0.00
13.25
4.99
3.26
0.00
13.50
4.99
3.26
0.00
13.75
4.99
3.26
0.00
14.00
4.99
3.26
0.00
14.25
4.99
3.26
0.00
14.50
4.99
3.26
0.00
14.75
4.99
3.26
0.00
15.00
4.99
3.26
0.00
15.25
4.99
3.26
0.00
15.50
4.99
3.26
0.00
15.75
4.99
3.26
0.00
16.00
4.99
3.26
0.00
16.25
4.99
3.26
0.00
16.50
4.99
3.26
0.00
16.75
4.99
3.26
0.00
17.00
4.99
3.26
0.00
17.25
4.99
3.26
0.00
17.50
4.99
3.26
0.00
17.75
4.99
3.26
0.00
18.00
4.99
3.26
0.00
18.25
4.99
3.26
0.00
18.50
4.99
3.26
0.00
18.75
4.99
3.26
0.00
19.00
4.99
3.26
0.00
19.25
4.99
3.26
0.00
19.50
4.99
3.26
0.00
19.75
4.99
3.26
0.00
20.00
4.99
3.26
0.00

DAVIS VILLAGE SAND FILTER B
DAVIS VILLAGE SAND FILTER B 8.11.22 Type/1 6-hr 50-Year Rainfall=4.99"
Prepared by Plott Hound Engineering PLLC Printed 8/11/2022
HydroCAD® 10.10-6a s/n 11998 © 2020 HydroCAD Software Solutions LLC Paae 9
Summary for Subcatchment 1S: POST TO SAND FILTER B
Runoff = 65.30 cfs @ 2.95 hrs, Volume= 2.224 af, Depth= 3.56"
Routed to Pond 2P : FOREBAY
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-20.00 hrs, dt= 0.05 hrs
Type II 6-hr 50-Year Rainfall=4.99"
Area (ac) CN Description
7.500 87 1/4 acre lots, 38% imp, HSG D
4.650 62.00% Pervious Area
2.850 38.00% Impervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
5.0 Direct Entry,
Subcatchment 1S: POST TO SAND FILTER B
Hydrograph
-- '-- -'---'----------'--------'------'---'----------' --' ---I
70 1 1 1 1 1 ■Runoff
65.30 cfs--_+__+____________________�___+__+___�___�___�___�__�___
65 -- --- ------T------T------F--T---T--T------T------T---'Ty'rpe-4-
60 -- --- ------ ------ ---III -- ---1 -----1--- 1---1---1---�---S hT -
55
-- -- -- -- -' -- 50=year R'airtfa[1=4:99"--
50 I I I I I I I I 1
--�---i ---r r r F -T + r +---I---
45 unofi A'recj=7',5g0 c1c
40
w - -Ru noff-Vol ume=2.2i4- af_ -
35 __ -R��?# Deptli=156��--
LL 30
--L---L---1---1---1---L---1---L--1------1------L---'— L --
25 - 'c= �0' m rn
20 ChJ=87
-- -- - --- - - - ---------------
1s
10
5
1't
0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20
Time (hours)

DAVIS VILLAGE SAND FILTER B
DAVIS VILLAGE SAND FILTER B 8.11.22 Type/1 6-hr 50-Year Rainfall=4.99"
Prepared by Plott Hound Engineering PLLC Printed 8/11/2022
HydroCAD® 10.10-6a s/n 11998 © 2020 HydroCAD Software Solutions LLC Paae 10
Hydrograph for Subcatchment 1S: POST TO SAND FILTER B
Time Precip. Excess Runoff
(hours)
(inches)
(inches)
(cfs)
0.00
0.00
0.00
0.00
0.25
0.06
0.00
0.00
0.50
0.11
0.00
0.00
0.75
0.17
0.00
0.00
1.00
0.24
0.00
0.00
1.25
0.32
0.00
0.01
1.50
0.40
0.01
0.25
1.75
0.50
0.02
0.62
2.00
0.62
0.06
1.08
2.25
0.77
0.11
1.85
2.50
0.96
0.20
2.95
2.75
1.70
0.67
18.78
3.00
3.64
2.31
55.90
3.25
3.95
2.59
7.90
3.50
4.15
2.78
5.14
3.75
4.30
2.91
3.85
4.00
4.41
3.02
3.22
4.25
4.52
3.11
2.79
4.50
4.61
3.20
2.45
4.75
4.68
3.27
2.17
5.00
4.75
3.34
1.93
5.25
4.82
3.40
1.79
5.50
4.88
3.45
1.71
5.75
4.94
3.51
1.62
6.00
4.99
3.56
1.53
6.25
4.99
3.56
0.00
6.50
4.99
3.56
0.00
6.75
4.99
3.56
0.00
7.00
4.99
3.56
0.00
7.25
4.99
3.56
0.00
7.50
4.99
3.56
0.00
7.75
4.99
3.56
0.00
8.00
4.99
3.56
0.00
8.25
4.99
3.56
0.00
8.50
4.99
3.56
0.00
8.75
4.99
3.56
0.00
9.00
4.99
3.56
0.00
9.25
4.99
3.56
0.00
9.50
4.99
3.56
0.00
9.75
4.99
3.56
0.00
10.00
4.99
3.56
0.00
10.25
4.99
3.56
0.00
10.50
4.99
3.56
0.00
10.75
4.99
3.56
0.00
11.00
4.99
3.56
0.00
11.25
4.99
3.56
0.00
11.50
4.99
3.56
0.00
11.75
4.99
3.56
0.00
12.00
4.99
3.56
0.00
12.25
4.99
3.56
0.00
12.50
4.99
3.56
0.00
Time Precip. Excess Runoff
(hours)
(inches)
(inches)
(cfs)
12.75
4.99
3.56
0.00
13.00
4.99
3.56
0.00
13.25
4.99
3.56
0.00
13.50
4.99
3.56
0.00
13.75
4.99
3.56
0.00
14.00
4.99
3.56
0.00
14.25
4.99
3.56
0.00
14.50
4.99
3.56
0.00
14.75
4.99
3.56
0.00
15.00
4.99
3.56
0.00
15.25
4.99
3.56
0.00
15.50
4.99
3.56
0.00
15.75
4.99
3.56
0.00
16.00
4.99
3.56
0.00
16.25
4.99
3.56
0.00
16.50
4.99
3.56
0.00
16.75
4.99
3.56
0.00
17.00
4.99
3.56
0.00
17.25
4.99
3.56
0.00
17.50
4.99
3.56
0.00
17.75
4.99
3.56
0.00
18.00
4.99
3.56
0.00
18.25
4.99
3.56
0.00
18.50
4.99
3.56
0.00
18.75
4.99
3.56
0.00
19.00
4.99
3.56
0.00
19.25
4.99
3.56
0.00
19.50
4.99
3.56
0.00
19.75
4.99
3.56
0.00
20.00
4.99
3.56
0.00

DAVIS VILLAGE SAND FILTER B
DAVIS VILLAGE SAND FILTER B 8.11.22 Type/1 6-hr 50-Year Rainfall=4.99"
Prepared by Plott Hound Engineering PLLC Printed 8/11/2022
HvdroCAD® 10.10-6a s/n 11998 © 2020 HvdroCAD Software Solutions LLC Paae 11
Summary for Pond 2P: FOREBAY
Inflow Area = 7.500 ac, 38.00% Impervious, Inflow Depth = 3.56" for 50-Year event
Inflow = 65.30 cfs @
2.95 hrs, Volume=
2.224 of
Outflow = 52.61 cfs @
3.01 hrs, Volume=
1.922 af, Atten= 19%, Lag= 3.4 min
Primary = 52.59 cfs @
3.01 hrs, Volume=
1.907 of
Routed to Pond 4P : TOTAL
Secondary = 0.02 cfs @
3.01 hrs, Volume=
0.015 of
Routed to Pond 3P : SAND FILTER
Tertiary = 0.00 cfs @
0.00 hrs, Volume=
0.000 of
Routed to Pond 4P : TOTAL
Routing by Dyn-Stor-Ind method, Time Span= 0.00-20.00
hrs, dt= 0.05 hrs
Peak Elev= 578.92' @ 3.01 hrs
Surf.Area= 13,752 sf
Storage= 37,337 cf
Plug -Flow detention time= 49.2 min calculated for 1.917 of (86% of inflow)
Center -of -Mass det. time= 34.4 min (231.6 - 197.3 )
Volume Invert
#1 575.00'
Description
69,270 cf Custom Stage Data (Prismatic)-isted below (Recalc)
Elevation Surf.Area
Inc.Store Cum.Store
(feet)
(sq-ft)
(cubic -feet) (cubic -feet)
575.00
6,453
0 0
576.00
7,437
6,945 6,945
577.00
8,467
7,952 14,897
578.00
12,385
10,426 25,323
579.00
13,872
13,129 38,452
580.00
15,391
14,632 53,083
581.00
16,983
16,187 69,270
Device Routing
Invert
Outlet Devices
#1 Primary
575.00'
36.0" Round 36" Culvert
L= 87.0' RCP, square edge headwall, Ke= 0.500
Inlet / Outlet Invert= 575.00' / 574.00' S= 0.0115'/' Cc= 0.900
n= 0.012, Flow Area= 7.07 sf
#2 Device 1
576.82'
24.0" W x 6.0" H Vert. 10 YR. ORIFICE C= 0.600
Limited to weir flow at low heads
#3 Device 1
578.00'
48.0" x 48.0" Horiz. TOP OF OUTLET STRUCTURE C= 0.600
Limited to weir flow at low heads
#4 Secondary
575.00'
FLOW THROUGH RIPRAP BERM (Q=KIA) X 2.00
Head (feet) 0.00 1.00 2.00 3.00 4.00 5.00
Disch. (cfs) 0.000 0.003 0.005 0.008 0.011 0.013
#5 Device 2
575.00'
12.0" Round 12" PIPE TO SF X 2.00
L= 30.0' CMP, mitered to conform to fill, Ke= 0.700
Inlet / Outlet Invert= 575.00' / 574.50' S= 0.0167'/' Cc= 0.900
n= 0.025 Corrugated metal, Flow Area= 0.79 sf
#6 Tertiary
579.00'
10.0' long + 3.0'/' SideZ x 20.0' 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

DAVIS VILLAGE SAND FILTER B
DAVIS VILLAGE SAND FILTER B 8.11.22 Type/1 6-hr 50-Year Rainfall=4.99"
Prepared by Plott Hound Engineering PLLC Printed 8/11/2022
HvdroCAD® 10.10-6a s/n 11998 © 2020 HvdroCAD Software Solutions LLC Paae 12
Primary OutFlow Max=50.71 cfs @ 3.01 hrs HW=578.89' TW=0.00' (Dynamic Tailwater)
L1=36" Culvert (Passes 50.71 cfs of 52.66 cfs potential flow)
2=10 YR. ORIFICE (Orifice Controls 6.50 cfs @ 6.50 fps)
5=12" PIPE TO SF (Passes 6.50 cfs of 7.97 cfs potential flow)
3=TOP OF OUTLET STRUCTURE (Weir Controls 44.21 cfs @ 3.09 fps)
Secondary OutFlow Max=0.02 cfs @ 3.01 hrs HW=578.89' TW=575.02' (Dynamic Tailwater)
L4=FLOW THROUGH RIPRAP BERM (Q=KIA)(Custom Controls 0.02 cfs)
Tertiary OutFlow Max=0.00 cfs @ 0.00 hrs HW=575.00' TW=0.00' (Dynamic Tailwater)
L6=EMERGENCY SPILLWAY( Controls 0.00 cfs)
Pond 2P: FOREBAY
.....
!M Inflow
Outflow
. -
/////////////////
0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20
Time (hours)

DAVIS VILLAGE SAND FILTER B
DAVIS VILLAGE SAND FILTER B 8.11.22 Type/1 6-hr 50-Year Rainfall=4.99"
Prepared by Plott Hound Engineering PLLC Printed 8/11/2022
HvdroCAD® 10.10-6a s/n 11998 © 2020 HvdroCAD Software Solutions LLC Paae 13
Hydrograph for Pond 2P: FOREBAY
Time
Inflow
Storage
Elevation
Outflow
Primary
Secondary
Tertiary
(hours)
(cfs)
(cubic -feet)
(feet)
(cfs)
(cfs)
(cfs)
(cfs)
0.00
0.00
0
575.00
0.00
0.00
0.00
0.00
0.50
0.00
0
575.00
0.00
0.00
0.00
0.00
1.00
0.00
0
575.00
0.00
0.00
0.00
0.00
1.50
0.25
104
575.02
0.00
0.00
0.00
0.00
2.00
1.08
1,243
575.19
0.00
0.00
0.00
0.00
2.50
2.95
4,669
575.69
0.00
0.00
0.00
0.00
3.00
55.90
37,230
578.91
52.08
52.06
0.02
0.00
3.50
5.14
26,587
578.10
6.59
6.57
0.02
0.00
4.00
3.22
24,552
577.94
4.48
4.47
0.02
0.00
4.50
2.45
22,039
577.72
3.88
3.87
0.01
0.00
5.00
1.93
19,637
577.50
3.13
3.12
0.01
0.00
5.50
1.71
17,944
577.33
2.37
2.36
0.01
0.00
6.00
1.53
17,148
577.25
1.83
1.82
0.01
0.00
6.50
0.00
15,327
577.05
0.72
0.71
0.01
0.00
7.00
0.00
14,469
576.95
0.31
0.30
0.01
0.00
7.50
0.00
14,068
576.90
0.16
0.15
0.01
0.00
8.00
0.00
13,849
576.88
0.09
0.08
0.01
0.00
8.50
0.00
13,715
576.86
0.06
0.05
0.01
0.00
9.00
0.00
13,627
576.85
0.04
0.03
0.01
0.00
9.50
0.00
13,565
576.84
0.03
0.02
0.01
0.00
10.00
0.00
13,519
576.84
0.02
0.01
0.01
0.00
10.50
0.00
13,485
576.83
0.02
0.01
0.01
0.00
11.00
0.00
13,457
576.83
0.01
0.00
0.01
0.00
11.50
0.00
13,434
576.83
0.01
0.00
0.01
0.00
12.00
0.00
13,414
576.82
0.01
0.00
0.01
0.00
12.50
0.00
13,396
576.82
0.01
0.00
0.01
0.00
13.00
0.00
13,379
576.82
0.01
0.00
0.01
0.00
13.50
0.00
13,363
576.82
0.01
0.00
0.01
0.00
14.00
0.00
13,346
576.81
0.01
0.00
0.01
0.00
14.50
0.00
13,329
576.81
0.01
0.00
0.01
0.00
15.00
0.00
13,313
576.81
0.01
0.00
0.01
0.00
15.50
0.00
13,296
576.81
0.01
0.00
0.01
0.00
16.00
0.00
13,279
576.81
0.01
0.00
0.01
0.00
16.50
0.00
13,263
576.80
0.01
0.00
0.01
0.00
17.00
0.00
13,246
576.80
0.01
0.00
0.01
0.00
17.50
0.00
13,230
576.80
0.01
0.00
0.01
0.00
18.00
0.00
13,213
576.80
0.01
0.00
0.01
0.00
18.50
0.00
13,197
576.80
0.01
0.00
0.01
0.00
19.00
0.00
13,180
576.79
0.01
0.00
0.01
0.00
19.50
0.00
13,164
576.79
0.01
0.00
0.01
0.00
20.00
0.00
13,147
576.79
0.01
0.00
0.01
0.00

DAVIS VILLAGE SAND FILTER B
DAVIS VILLAGE SAND FILTER B 8.11.22 Type/1 6-hr 50-Year Rainfall=4.99"
Prepared by Plott Hound Engineering PLLC Printed 8/11/2022
HvdroCAD® 10.10-6a s/n 11998 © 2020 HvdroCAD Software Solutions LLC Paae 14
Stage -Discharge for Pond 2P: FOREBAY
Elevation
Discharge
Primary
Secondary
Tertiary
(feet)
(cfs)
(cfs)
(cfs)
(cfs)
575.00
0.00
0.00
0.00
0.00
575.20
0.00
0.00
0.00
0.00
575.40
0.00
0.00
0.00
0.00
575.60
0.00
0.00
0.00
0.00
575.80
0.00
0.00
0.00
0.00
576.00
0.01
0.00
0.01
0.00
576.20
0.01
0.00
0.01
0.00
576.40
0.01
0.00
0.01
0.00
576.60
0.01
0.00
0.01
0.00
576.80
0.01
0.00
0.01
0.00
577.00
0.50
0.49
0.01
0.00
577.20
1.52
1.50
0.01
0.00
577.40
2.70
2.69
0.01
0.00
577.60
3.48
3.47
0.01
0.00
577.80
4.11
4.09
0.01
0.00
578.00
4.65
4.63
0.02
0.00
578.20
9.80
9.79
0.02
0.00
578.40
18.80
18.78
0.02
0.00
578.60
30.28
30.27
0.02
0.00
578.80
43.79
43.76
0.02
0.00
579.00
53.84
53.81
0.02
0.00
579.20
58.46
55.93
0.02
2.51
579.40
65.47
57.96
0.02
7.49
579.60
74.30
59.92
0.02
14.36
579.80
84.37
61.83
0.03
22.52
580.00
96.31
63.67
0.03
32.61
580.20
110.19
65.47
0.03
44.70
580.40
125.67
67.21
0.03
58.43
580.60
142.61
68.92
0.03
73.67
580.80
161.56
70.58
0.03
90.95
581.00
182.32
72.20
0.03
110.09

DAVIS VILLAGE SAND FILTER B
DAVIS VILLAGE SAND FILTER B 8.11.22 Type/1 6-hr 50-Year Rainfall=4.99"
Prepared by Plott Hound Engineering PLLC Printed 8/11/2022
HvdroCAD® 10.10-6a s/n 11998 © 2020 HvdroCAD Software Solutions LLC Paae 15
Summary for Pond 3P: SAND FILTER
Inflow = 0.02 cfs @ 3.01 hrs, Volume= 0.015 of
Outflow = 0.01 cfs @ 6.78 hrs, Volume= 0.013 af, Atten= 54%, Lag= 226.2 min
Primary = 0.01 cfs @ 6.78 hrs, Volume= 0.013 of
Routed to Pond 4P : TOTAL
Routing by Dyn-Stor-Ind method, Time Span= 0.00-20.00 hrs, dt= 0.05 hrs
Peak Elev= 575.08' @ 6.78 hrs Surf.Area= 1,370 sf Storage= 103 cf
Plug -Flow detention time= 157.3 min calculated for 0.013 of (85% of inflow
Center -of -Mass det. time= 74.8 min ( 703.9 - 629.1 )
Volume
Invert Avail.Storage Storage Description
#1
575.00'
54,964 cf SAND FILTER STORAGE (Prismatic�isted below (Recalc)
Elevation
Surf.Area
Inc.Store
Cum.Store
(feet)
(sq-ft)
(cubic -feet)
(cubic -feet)
575.00
1,334
0
0
576.00
1,812
1,573
1,573
577.00
2,353
2,083
3,656
578.00
12,385
7,369
11,025
579.00
13,864
13,125
24,149
580.00
15,391
14,628
38,777
581.00
16,983
16,187
54,964
Device Routina Invert Outlet Devices
#1 Primary 575.00' FILTER MEDIA
Head (feet) 0.00 2.50 5.00
Disch. (cfs) 0.000 0.327 0.532
Primary OutFlow Max=0.01 cfs @ 6.78 hrs HW=575.08' TW=0.00' (Dynamic Tailwater)
L1=FILTER MEDIA (Custom Controls 0.01 cfs)

DAVIS VILLAGE SAND FILTER B
DAVIS VILLAGE SAND FILTER B 8.11.22 Type/1 6-hr 50-Year Rainfall=4.99"
Prepared by Plott Hound Engineering PLLC Printed 8/11/2022
HydroCAD® 10.10-6a s/n 11998 © 2020 HydroCAD Software Solutions LLC Paae 16
Pond 3P: SAND FILTER
Hyd rog raph
--r--r------r--r--r
— r---r—
—r — —
r- r——r——r———---r--r--
--'-I---'I------'�
--'� --'-I
---'I---'I---'�
---'I
---'I---'I---'� --'� ---'I---'I---'I---'� --'� --
■Inflow
0.024
--+--
---------r--+--+------r--+--+------r--r--+--+------r--+--
0.02 cfs
❑Primary
0.023
0,022
-- --
-- -- --
------I---
--
-------------- ----- --
---f�e- k E11el =-11 75:08'-
0.021
-- ----
-- -- --
---------
--
0.019
--T--T
---T--T--
--- T --T
---
��+/�pp Q_
-- ---I LO7ae,=103-f -
0.018
--I--J
---I--I--J---'---
--I--
------'--- ---J------L--I--
0.017
--T--T
--r--T--T---I---r--T--T---I---I---r--T--T---I---r--T--
0.016
------
--
0.01 5
--+--
---
-+--
------r--+--
---------r--+--------r--+--
w0.014
------
----
---------------------------------------------
u 0.013
--+--+
------
-+------+--+--+---------+--+--+------+--+
3 0.012
------
--------
--
----
----------------------------------
o 0.011
+
___
0.01cfs
a 0.01
-- ---
------
-
0.009
- - I -
-J -'---
--L--I--J
--- '——— L--
I——J--- ' - - - - -- -- -- - - - - -- -- --
0.008
--T--
-1-
-1---r--T---------r--T--
---------r--T--I------r--T--
0.007
--I--J
—'
--'---I--I--J---'---L--I--J---------L--I--J------L--I--
0.006
--r--
---r--r
T
0.005
I--
---I---
I -
-I--
I
---I---I--I--I------I---I
--I---I---I --I--
0.004
--+--
—li---Ir--r--T--I---li---r--T--I---li---Ir--r--T--I---Ir--r--+--
0.003
----
--------------------------------------------------------
0.002
0.001
0
0 1
2
3 4
5 6
7
8
9 10 11
12 13 14 15 16 17 18 19 20
Time (hours)

DAVIS VILLAGE SAND FILTER B
DAVIS VILLAGE SAND FILTER B 8.11.22 Type/1 6-hr 50-Year Rainfall=4.99"
Prepared by Plott Hound Engineering PLLC Printed 8/11/2022
HvdroCAD® 10.10-6a s/n 11998 © 2020 HvdroCAD Software Solutions LLC Paae 17
Hydrograph for Pond 3P: SAND FILTER
Time
Inflow
Storage
Elevation
Primary
(hours)
(cfs)
(cubic -feet)
(feet)
(cfs)
0.00
0.00
0
575.00
0.00
0.50
0.00
0
575.00
0.00
1.00
0.00
0
575.00
0.00
1.50
0.00
0
575.00
0.00
2.00
0.00
1
575.00
0.00
2.50
0.00
5
575.00
0.00
3.00
0.02
22
575.02
0.00
3.50
0.02
48
575.04
0.00
4.00
0.02
67
575.05
0.01
4.50
0.01
81
575.06
0.01
5.00
0.01
91
575.07
0.01
5.50
0.01
97
575.07
0.01
6.00
0.01
101
575.07
0.01
6.50
0.01
103
575.08
0.01
7.00
0.01
103
575.08
0.01
7.50
0.01
102
575.08
0.01
8.00
0.01
102
575.08
0.01
8.50
0.01
101
575.07
0.01
9.00
0.01
100
575.07
0.01
9.50
0.01
100
575.07
0.01
10.00
0.01
99
575.07
0.01
10.50
0.01
99
575.07
0.01
11.00
0.01
98
575.07
0.01
11.50
0.01
98
575.07
0.01
12.00
0.01
98
575.07
0.01
12.50
0.01
97
575.07
0.01
13.00
0.01
97
575.07
0.01
13.50
0.01
97
575.07
0.01
14.00
0.01
97
575.07
0.01
14.50
0.01
97
575.07
0.01
15.00
0.01
96
575.07
0.01
15.50
0.01
96
575.07
0.01
16.00
0.01
96
575.07
0.01
16.50
0.01
96
575.07
0.01
17.00
0.01
96
575.07
0.01
17.50
0.01
96
575.07
0.01
18.00
0.01
96
575.07
0.01
18.50
0.01
96
575.07
0.01
19.00
0.01
95
575.07
0.01
19.50
0.01
95
575.07
0.01
20.00
0.01
95
575.07
0.01

DAVIS VILLAGE SAND FILTER B
DAVIS VILLAGE SAND FILTER B 8.11.22 Type/1 6-hr 50-Year Rainfall=4.99"
Prepared by Plott Hound Engineering PLLC Printed 8/11/2022
HvdroCAD® 10.10-6a s/n 11998 © 2020 HvdroCAD Software Solutions LLC Paae 18
Elevation Primary
(feet)
(cfs)
575.00
0.00
575.05
0.01
575.10
0.01
575.15
0.02
575.20
0.03
575.25
0.03
575.30
0.04
575.35
0.05
575.40
0.05
575.45
0.06
575.50
0.07
575.55
0.07
575.60
0.08
575.65
0.09
575.70
0.09
575.75
0.10
575.80
0.10
575.85
0.11
575.90
0.12
575.95
0.12
576.00
0.13
576.05
0.14
576.10
0.14
576.15
0.15
576.20
0.16
576.25
0.16
576.30
0.17
576.35
0.18
576.40
0.18
576.45
0.19
576.50
0.20
576.55
0.20
576.60
0.21
576.65
0.22
576.70
0.22
576.75
0.23
576.80
0.24
576.85
0.24
576.90
0.25
576.95
0.26
577.00
0.26
577.05
0.27
577.10
0.27
577.15
0.28
577.20
0.29
577.25
0.29
577.30
0.30
577.35
0.31
577.40
0.31
577.45
0.32
577.50
0.33
Stage -Discharge for Pond 3P: SAND FILTER
Elevation Primary
(feet)
(cfs)
577.55
0.33
577.60
0.34
577.65
0.34
577.70
0.34
577.75
0.35
577.80
0.35
577.85
0.36
577.90
0.36
577.95
0.36
578.00
0.37
578.05
0.37
578.10
0.38
578.15
0.38
578.20
0.38
578.25
0.39
578.30
0.39
578.35
0.40
578.40
0.40
578.45
0.40
578.50
0.41
578.55
0.41
578.60
0.42
578.65
0.42
578.70
0.43
578.75
0.43
578.80
0.43
578.85
0.44
578.90
0.44
578.95
0.45
579.00
0.45
579.05
0.45
579.10
0.46
579.15
0.46
579.20
0.47
579.25
0.47
579.30
0.47
579.35
0.48
579.40
0.48
579.45
0.49
579.50
0.49
579.55
0.50
579.60
0.50
579.65
0.50
579.70
0.51
579.75
0.51
579.80
0.52
579.85
0.52
579.90
0.52
579.95
0.53
580.00
0.53
580.05
0.54
Elevation Primary
(feet)
(cfs)
580.10
0.54
580.15
0.54
580.20
0.55
580.25
0.55
580.30
0.56
580.35
0.56
580.40
0.56
580.45
0.57
580.50
0.57
580.55
0.58
580.60
0.58
580.65
0.59
580.70
0.59
580.75
0.59
580.80
0.60
580.85
0.60
580.90
0.61
580.95
0.61
581.00
0.61

DAVIS VILLAGE SAND FILTER B
DAVIS VILLAGE SAND FILTER B 8.11.22 Type/1 6-hr 50-Year Rainfall=4.99"
Prepared by Plott Hound Engineering PLLC Printed 8/11/2022
HvdroCAD® 10.10-6a s/n 11998 © 2020 HvdroCAD Software Solutions LLC Paae 19
Summary for Pond 4P: TOTAL
Inflow Area = 7.500 ac, 38.00% Impervious, Inflow Depth > 3.07" for 50-Year event
Inflow = 52.59 cfs @ 3.01 hrs, Volume= 1.920 of
Primary = 52.59 cfs @ 3.01 hrs, Volume= 1.920 af, Atten= 0%, Lag= 0.0 min
Routing by Dyn-Stor-Ind method, Time Span= 0.00-20.00 hrs, dt= 0.05 hrs
Pond 4P: TOTAL
Hyd rog raph
--L---'------L---'------L---'---L--L-----'---L--L---'---L--L---'---L-- ■ Inflow
52.59 cfs 1 1 1 1 1 1 1 li 1 1I 1lli� liL/� li ,Ili, li ❑ Primary
55 -- 52.59 cfs --+ -- I11 - I11 1-- II1--'l1-1nIIIiVW-Area=li■ .-$-0{� ac-
,1
50 -- --
45 --7----+---1---i--r---i--- --r--------+--------r-----1---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 1 1 1 1 1 1 1 1 1 1 1
40 --+-- --+---1---r--+---1---r--+--+---r--+--+---1---r--+---1---r--
35 --+-- --+--+---+--+--+---+--+--+---+--+--+---i---+--+---i---+--
y I I I I I I I I I I I I I I I I I
U I I I I I I I I I I I I I I I I I
i
30 -- ----+------'------'--- -- --------+-----'--- -----'--- --
3 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1
0 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1
LL 25 ---'-- ---'---'---'---'----'---'---'----'---'---'----'---'---'----'---'---'---
20 ----- -- ------------------------ --
�1
1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1
15-+---------i---i +---i +---------i---i
il l
10 � --r-----1---r--r---1---r--r--r---1---+--r---1---r--r---1---r--
0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20
Time (hours)

DAVIS VILLAGE SAND FILTER B
DAVIS VILLAGE SAND FILTER B 8.11.22 Type/1 6-hr 50-Year Rainfall=4.99"
Prepared by Plott Hound Engineering PLLC Printed 8/11/2022
HvdroCAD® 10.10-6a s/n 11998 © 2020 HvdroCAD Software Solutions LLC Paae 20
Hydrograph for Pond 4P: TOTAL
Time
Inflow Elevation
Primary
(hours)
(cfs) (feet)
(cfs)
0.00
0.00
0.00
0.25
0.00
0.00
0.50
0.00
0.00
0.75
0.00
0.00
1.00
0.00
0.00
1.25
0.00
0.00
1.50
0.00
0.00
1.75
0.00
0.00
2.00
0.00
0.00
2.25
0.00
0.00
2.50
0.00
0.00
2.75
0.00
0.00
3.00
52.06
52.06
3.25
11.65
11.65
3.50
6.57
6.57
3.75
4.77
4.77
4.00
4.47
4.47
4.25
4.20
4.20
4.50
3.87
3.87
4.75
3.51
3.51
5.00
3.12
3.12
5.25
2.73
2.73
5.50
2.36
2.36
5.75
2.04
2.04
6.00
1.83
1.83
6.25
1.20
1.20
6.50
0.72
0.72
6.75
0.46
0.46
7.00
0.31
0.31
7.25
0.22
0.22
7.50
0.16
0.16
7.75
0.12
0.12
8.00
0.09
0.09
8.25
0.07
0.07
8.50
0.06
0.06
8.75
0.05
0.05
9.00
0.04
0.04
9.25
0.03
0.03
9.50
0.03
0.03
9.75
0.03
0.03
10.00
0.02
0.02
10.25
0.02
0.02
10.50
0.02
0.02
10.75
0.02
0.02
11.00
0.01
0.01
11.25
0.01
0.01
11.50
0.01
0.01
11.75
0.01
0.01
12.00
0.01
0.01
12.25
0.01
0.01
12.50
0.01
0.01
Time
Inflow Elevation
Primary
(hours)
(cfs) (feet)
(cfs)
12.75
0.01
0.01
13.00
0.01
0.01
13.25
0.01
0.01
13.50
0.01
0.01
13.75
0.01
0.01
14.00
0.01
0.01
14.25
0.01
0.01
14.50
0.01
0.01
14.75
0.01
0.01
15.00
0.01
0.01
15.25
0.01
0.01
15.50
0.01
0.01
15.75
0.01
0.01
16.00
0.01
0.01
16.25
0.01
0.01
16.50
0.01
0.01
16.75
0.01
0.01
17.00
0.01
0.01
17.25
0.01
0.01
17.50
0.01
0.01
17.75
0.01
0.01
18.00
0.01
0.01
18.25
0.01
0.01
18.50
0.01
0.01
18.75
0.01
0.01
19.00
0.01
0.01
19.25
0.01
0.01
19.50
0.01
0.01
19.75
0.01
0.01
20.00
0.01
0.01

PLOTT HOUND
ENGINEERING
ENGINEERING
SAND FILTER C
HYDROCAD OUTPUT
1-Yr 24-Hr Design Volume Storm Event

Phifer Road
WINGATE, NORTH CAROLINA
SAND FILTER C DESIGN
COMPUTE WATER QUALITY VOLUME
Updated per NCDENR 2017 BMP Manual
Drainage Area = 5.00 ac A diversion or bypass structure
must divert all but the design
% Impervious = 50.00 % flow for the filter
Curve Number = 83.00 .
USE SIMPLE METHOD Rv=0.05+0.009(I)
-IN/IN
P= - IN
S--
PModified =
WQV = 9,075 ft3
WQV Adl = 6,807 ft3
DETERMINE FILTER BED & SEDIMENTATION BASIN SURFACE AREA
h MaxFilter = WQV Ad j (ft3)
AS (ft) + Af (ft)
Assume Hmax until min (AS + AF)
= AtotaI
Assume h MaxFilter
h MaxFilter = 4.00 ft
Modified P to account for the rainfall loss in the 1"
Storm
(to be used in lieu of the 1" depth in the SCS rainfall
distribution)
Q= ( P-la )"2/( P-la +S )
solved forP =[(4QxS+QA2)A1/2+Q+2xla]/2
Greater of AS and Af X 2
Min. (As+ AF)= 1,118 ft2
Min. Area for Sedimentation Chamber
As = 0.066 x WQV
As = WMMn.aA ft2
Bottom Area Used = 3,727 ft2 (ELEV 550)
Maximum Head on the Sand Filter must
not exceed 6 ft (Design Storm only)
Choose a combination of Af & hMaxFilter to meet
the space available. Sedimentation Chamber
and Sand Filter should be about the same size.
Min. Area for Sand Filter
Af =
Af =
Bottom Area Used =
WQV x 1.5 ft
3.5 ft/day x 1.66 days x (Avg Head + 1.5 ft)
ft2 Elev
912Ift2 Fr550
Top Area Used = 6,655 ft2 Top Area Used = "1,776ft2 552
10,382 ft3 ft3
VERIFY VOLUMES
V01total = ( As + Af ) x hMaxFilter Compare to WQVAdj
V01total = 15,758 ft3
Page 1 of 2

SIZE UNDERDRA/N SYSTEM
Determine capacity of Under Drain System
Af=WQvxdf/[(kxHf+Df)xTf]
Where:
Af =
586
ft,
df =
1.5
ft
k =
4
ft/day
hf =
1 2.00
ft
Tf =
L."6
Days
Ft
Af Provided=E-1,096
ft2
Q at Full Depth =�
0.186
cfs
Q at Avg Depth =
0.118
Time to Drain=
21.36
hrs
Safety Factor of 10 1.180 cfs
surface area of filter bed
filter bed depth
coefficient of permeability media (2" per hr)
average height of water above filter bed, (Hmax / 2)
(40 Hours, 1.66 Days))
Max. Depth of Storage Volume
surface area provided
Darcy's Law: Q = k x Af x ((H + df)/df))
Darcy's Law: Q = k x Af x ((H/2 + df)/df))
Bottom of sand to have min surface area
as well. May go to 1:1 slope
Compute Perforation Capacity
Pipes Length 4 Holes/Row
# of Perforations = 4 = 400 Holes
50% of Perforations = 200 Holes
3/8" Dia. Hole
Capacity of One Hole = CA(2gh)10.5 Holes spaced 6" o/c.
0.007 cfs/Hole Min of 2 pipes Max 10' o/c
Total Capacity = 1.479 cfs
Capacity of Filter Media = 1.180 cfs
Perforation Capacity = Media Capac OK
Page 2 of 2

C
PRE - DEVELOPMENT
TOWNS
FOR BA
4P
TOTAL
Subcat Reach on Link
Y
0
Cis
T TO SAND
-ILTER C
N1Q
3P
SAND FILTER

DAVIS VILLAGE SAND FILTER C
DAVIS VILLAGE SAND FILTER C 8.11.22
Prepared by Plott Hound Engineering PLLC Printed 8/12/2022
HvdroCAD® 10.10-6a s/n 11998 © 2020 HvdroCAD Software Solutions LLC Paae 2
Rainfall Events Listing (selected events)
Event# Event Storm Type Curve Mode Duration B/B Depth AMC
Name (hours) (inches)
1 1-Year Type II 24-hr Default 24.00 1 3.00 2

DAVIS VILLAGE SAND FILTER C
DAVIS VILLAGE SAND FILTER C 8.11.22
Prepared by Plott Hound Engineering PLLC Printed 8/12/2022
HydroCAD® 10.10-6a s/n 11998 © 2020 HydroCAD Software Solutions LLC Page 3
Area Listing (all nodes)
Area CN Description
(acres) (subcatchment-numbers)
5.000 87 1/4 acre lots, 38% imp, HSG D (1S)
4.750 84 Pasture/grassland/range, Fair, HSG D (OS)
9.750 86 TOTAL AREA

DAVIS VILLAGE SAND FILTER C
DAVIS VILLAGE SAND FILTER C 8.11.22
Prepared by Plott Hound Engineering PLLC Printed 8/12/2022
HydroCAD® 10.10-6a s/n 11998 © 2020 HydroCAD Software Solutions LLC Page 4
Soil Listing (all nodes)
Area Soil Subcatchment
(acres) Group Numbers
0.000 HSG A
0.000 HSG B
0.000 HSG C
9.750 HSG D OS, 1 S
0.000 Other
9.750 TOTAL AREA

DAVIS VILLAGE SAND FILTER C
DAVIS VILLAGE SAND FILTER C 8.11.22
Prepared by Plott Hound Engineering PLLC
HvdroCADO 10.10-6a s/n 11998 © 2020 HvdroCAD Software Solutions LLC
Ground Covers (all nodes)
HSG-A HSG-B HSG-C HSG-D Other Total Ground
(acres) (acres) (acres) (acres) (acres) (acres) Cover
Printed 8/12/2022
Paae 5
Subcatchment
Numbers
0.000
0.000
0.000
5.000
0.000
5.000
1/4 acre lots, 38% imp 1S
0.000
0.000
0.000
4.750
0.000
4.750
Pasture/grassland/range, Fair OS
0.000
0.000
0.000
9.750
0.000
9.750
TOTAL AREA

DAVIS VILLAGE SAND FILTER C
DAVIS VILLAGE SAND FILTER C 8.11.22 Type 1124-hr 1-Year Rainfall=3.00"
Prepared by Plott Hound Engineering PLLC Printed 8/12/2022
HvdroCAD® 10.10-6a s/n 11998 © 2020 HvdroCAD Software Solutions LLC Paae 6
Time span=0.00-20.00 hrs, dt=0.05 hrs, 401 points
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN
Reach routing by Dyn-Stor-Ind method - Pond routing by Dyn-Stor-Ind method
SubcatchmentOS: PRE - DEVELOPMENT Runoff Area=4.750 ac 0.00% Impervious Runoff Depth>1.39"
Tc=10.0 min CN=84 Runoff=10.91 cfs 0.552 of
Subcatchment1S: POST TO SAND FILTER Runoff Area=5.000 ac 38.00% Impervious Runoff Depth>1.61"
Tc=5.0 min CN=87 Runoff=15.48 cfs 0.672 of
Pond 2P: FOREBAY Peak Elev=553.17' Storage=25,435 cf Inflow=15.48 cfs 0.672 of
Primary=0.20 cfs 0.079 of Secondary=0.02 cfs 0.011 of Tertiary=0.00 cfs 0.000 of Outflow=0.22 cfs 0.090 of
Pond 3P: SAND FILTER Peak Elev=550.00' Storage=0 cf Inflow=0.02 cfs 0.011 of
Outflow=0.02 cfs 0.011 of
Pond 4P: TOTAL Inflow=0.22 cfs 0.090 of
Primary=0.22 cfs 0.090 of
Total Runoff Area = 9.750 ac Runoff Volume = 1.224 of Average Runoff Depth = 1.51"
80.51% Pervious = 7.850 ac 19.49% Impervious = 1.900 ac

DAVIS VILLAGE SAND FILTER C
DAVIS VILLAGE SAND FILTER C 8.11.22 Type 1124-hr 1-Year Rainfall=3.00"
Prepared by Plott Hound Engineering PLLC Printed 8/12/2022
HydroCAD® 10.10-6a s/n 11998 © 2020 HydroCAD Software Solutions LLC Paae 7
Summary for Subcatchment OS: PRE - DEVELOPMENT TOWNS
Runoff = 10.91 cfs @ 12.02 hrs, Volume= 0.552 af, Depth> 1.39"
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-20.00 hrs, dt= 0.05 hrs
Type II 24-hr 1-Year Rainfall=3.00"
Area (ac) CN Description
4.750 84 Pasture/grassland/range, Fair, HSG D
4.750 100.00% Pervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
10.0 Direct Entry,
Subcatchment OS: PRE - DEVELOPMENT TOWNS
Hydrograph
12 ■Runoff
i i i i i i i i 10.91 cfs i i
11 I I I I I I I I I I I 1
T ��-u7�4���+------r------'r-- ---'I- ---'I-------'I---r---'I---'r--,---
10 ��
1,YeaK+Ra'in#A11T3.0II- -- ----+--+--+--- --+--- -- ---
9
-R nl#+Ae'laT,4�750-at--L--1---1- ---i---+------L------L--J---
+I I I I I I I I I I I I I I I I I I I
8 1� 1 1 u qa 4.155� -a f
,1 I I I I I I I I I I I I I I
w 7 1 1 1 1 1 1 1 1 1 1
1-R n'1of#'1 Depth>1.39 -- -- ---1-------1-------1---1----1---
3 6
LL
84Y___I___+___I___Y___I___r__rt___I_
4
--+---+--+---+--+------+--+---+--+---+ --+--+--+---+--+---+--+---
3
-----1---1---1---1---1---L---1---L--1---L -----L---I---L------L--J---
2
1 1 1 1 1 1 1 1 1 1 1
0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20
Time (hours)

DAVIS VILLAGE SAND FILTER C
DAVIS VILLAGE SAND FILTER C 8.11.22 Type 1124-hr 1-Year Rainfall=3.00"
Prepared by Plott Hound Engineering PLLC Printed 8/12/2022
HydroCAD® 10.10-6a s/n 11998 © 2020 HydroCAD Software Solutions LLC Paae 8
Hydrograph for Subcatchment OS: PRE - DEVELOPMENT TOWNS
Time Precip. Excess Runoff
(hours)
(inches)
(inches)
(cfs)
0.00
0.00
0.00
0.00
0.25
0.01
0.00
0.00
0.50
0.02
0.00
0.00
0.75
0.02
0.00
0.00
1.00
0.03
0.00
0.00
1.25
0.04
0.00
0.00
1.50
0.05
0.00
0.00
1.75
0.06
0.00
0.00
2.00
0.07
0.00
0.00
2.25
0.08
0.00
0.00
2.50
0.08
0.00
0.00
2.75
0.09
0.00
0.00
3.00
0.10
0.00
0.00
3.25
0.11
0.00
0.00
3.50
0.12
0.00
0.00
3.75
0.13
0.00
0.00
4.00
0.14
0.00
0.00
4.25
0.15
0.00
0.00
4.50
0.17
0.00
0.00
4.75
0.18
0.00
0.00
5.00
0.19
0.00
0.00
5.25
0.20
0.00
0.00
5.50
0.21
0.00
0.00
5.75
0.23
0.00
0.00
6.00
0.24
0.00
0.00
6.25
0.25
0.00
0.00
6.50
0.27
0.00
0.00
6.75
0.28
0.00
0.00
7.00
0.30
0.00
0.00
7.25
0.31
0.00
0.00
7.50
0.33
0.00
0.00
7.75
0.34
0.00
0.00
8.00
0.36
0.00
0.00
8.25
0.38
0.00
0.00
8.50
0.40
0.00
0.00
8.75
0.42
0.00
0.01
9.00
0.44
0.00
0.02
9.25
0.47
0.00
0.03
9.50
0.49
0.01
0.04
9.75
0.51
0.01
0.05
10.00
0.54
0.01
0.07
10.25
0.58
0.02
0.10
10.50
0.61
0.02
0.13
10.75
0.65
0.03
0.17
11.00
0.71
0.05
0.24
11.25
0.77
0.07
0.33
11.50
0.85
0.09
0.49
11.75
1.16
0.23
2.13
12.00
1.99
0.74
10.77
12.25
2.12
0.83
2.49
12.50
2.20
0.89
1.29
Time Precip. Excess Runoff
(hours)
(inches)
(inches)
(cfs)
12.75
2.27
0.94
0.89
13.00
2.32
0.98
0.74
13.25
2.36
1.01
0.64
13.50
2.40
1.04
0.56
13.75
2.43
1.06
0.50
14.00
2.46
1.09
0.44
14.25
2.49
1.11
0.40
14.50
2.51
1.13
0.39
14.75
2.54
1.15
0.37
15.00
2.56
1.16
0.35
15.25
2.58
1.18
0.33
15.50
2.60
1.20
0.31
15.75
2.62
1.21
0.29
16.00
2.64
1.23
0.27
16.25
2.66
1.24
0.26
16.50
2.67
1.25
0.25
16.75
2.69
1.27
0.25
17.00
2.71
1.28
0.24
17.25
2.72
1.29
0.23
17.50
2.74
1.30
0.23
17.75
2.75
1.31
0.22
18.00
2.76
1.32
0.21
18.25
2.78
1.33
0.20
18.50
2.79
1.34
0.20
18.75
2.80
1.35
0.19
19.00
2.81
1.36
0.18
19.25
2.82
1.37
0.18
19.50
2.84
1.38
0.17
19.75
2.85
1.39
0.16
20.00
2.86
1.40
0.16

DAVIS VILLAGE SAND FILTER C
DAVIS VILLAGE SAND FILTER C 8.11.22 Type 1124-hr 1-Year Rainfall=3.00"
Prepared by Plott Hound Engineering PLLC Printed 8/12/2022
HydroCAD® 10.10-6a s/n 11998 © 2020 HydroCAD Software Solutions LLC Paae 9
Summary for Subcatchment 1S: POST TO SAND FILTER C
Runoff = 15.48 cfs @ 11.96 hrs, Volume= 0.672 af, Depth> 1.61"
Routed to Pond 2P : FOREBAY
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-20.00 hrs, dt= 0.05 hrs
Type II 24-hr 1-Year Rainfall=3.00"
Area (ac) CN Description
5.000 87 1/4 acre lots, 38% imp, HSG D
3.100 62.00% Pervious Area
1.900 38.00% Impervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
5.0 Direct Entry,
Subcatchment 1S: POST TO SAND FILTER C
Hydrograph
17 ■Runoff
—T---I—— T——— I— — — T—--I——— T———I——— T--T— — — I --T---I---T---I---T------T--T---
16 15.48 cfs
— + — — — + — — + — — — + — — + — — + — — — + — — + — — — + — — + — — — — — — — — — — + — — + — — — + — — + — — — + — — + — — —
15 Type II124�hr, I
�- 1- -I 1---1---L---1---L--1---I----I---�---I---L---I---L--J---
,I I I I I I I I I I I I I I I I I I I
141FearIRalinfaH:3:007------ ---II- ---II-------II-------II---II----II---
13
-F�unloffArea-5.-000-k - -- -- -I-- -I--
12--+------+`-,-+--+--+---+--+---+--+---+ ---+--+--+---+--+---+--+---
11-Rungff1 p1ume=a.fi7� a -- ---I- - -----+--- -------
---I -- ---
10
9
RunoffD"th>� fil
T — — — I — —T ---I — T — —— I--- T— — —I— —— T-- T---I———---T———---T———
-----�---
LL$ :0+�a�I-+---I- r---I- r------I- ---- +---- r---I- r-- ---
�II
7 -CIS-$71------L------L------IL--L---II- ------L------L------IL--J---
6 I I I I I I I I I I I I I I I I I I
s
--------;------ ;-----------------;- - -- ------------------------I---
4
--------t--- I--- +------r------r--I ---I ------+------r------r--,---
'I
3--1---1---1------1--- I --- L--- I --- L--1 --- I -----+------L------L--1---
2
1 I I I I I I I I I I
0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20
Time (hours)

DAVIS VILLAGE SAND FILTER C
DAVIS VILLAGE SAND FILTER C 8.11.22 Type 1124-hr 1-Year Rainfall=3.00"
Prepared by Plott Hound Engineering PLLC Printed 8/12/2022
HydroCAD® 10.10-6a s/n 11998 © 2020 HydroCAD Software Solutions LLC Paae 10
Hydrograph for Subcatchment 1S: POST TO SAND FILTER C
Time Precip. Excess Runoff
(hours)
(inches)
(inches)
(cfs)
0.00
0.00
0.00
0.00
0.25
0.01
0.00
0.00
0.50
0.02
0.00
0.00
0.75
0.02
0.00
0.00
1.00
0.03
0.00
0.00
1.25
0.04
0.00
0.00
1.50
0.05
0.00
0.00
1.75
0.06
0.00
0.00
2.00
0.07
0.00
0.00
2.25
0.08
0.00
0.00
2.50
0.08
0.00
0.00
2.75
0.09
0.00
0.00
3.00
0.10
0.00
0.00
3.25
0.11
0.00
0.00
3.50
0.12
0.00
0.00
3.75
0.13
0.00
0.00
4.00
0.14
0.00
0.00
4.25
0.15
0.00
0.00
4.50
0.17
0.00
0.00
4.75
0.18
0.00
0.00
5.00
0.19
0.00
0.00
5.25
0.20
0.00
0.00
5.50
0.21
0.00
0.00
5.75
0.23
0.00
0.00
6.00
0.24
0.00
0.00
6.25
0.25
0.00
0.00
6.50
0.27
0.00
0.00
6.75
0.28
0.00
0.00
7.00
0.30
0.00
0.00
7.25
0.31
0.00
0.00
7.50
0.33
0.00
0.01
7.75
0.34
0.00
0.02
8.00
0.36
0.00
0.02
8.25
0.38
0.00
0.03
8.50
0.40
0.01
0.04
8.75
0.42
0.01
0.06
9.00
0.44
0.01
0.07
9.25
0.47
0.02
0.09
9.50
0.49
0.02
0.10
9.75
0.51
0.03
0.12
10.00
0.54
0.03
0.15
10.25
0.58
0.04
0.19
10.50
0.61
0.05
0.23
10.75
0.65
0.07
0.30
11.00
0.71
0.09
0.39
11.25
0.77
0.11
0.55
11.50
0.85
0.15
0.77
11.75
1.16
0.32
4.40
12.00
1.99
0.90
13.40
12.25
2.12
1.00
1.94
12.50
2.20
1.07
1.27
Time Precip. Excess Runoff
(hours)
(inches)
(inches)
(cfs)
12.75
2.27
1.12
0.96
13.00
2.32
1.16
0.80
13.25
2.36
1.19
0.70
13.50
2.40
1.23
0.61
13.75
2.43
1.25
0.55
14.00
2.46
1.28
0.49
14.25
2.49
1.30
0.45
14.50
2.51
1.32
0.43
14.75
2.54
1.34
0.41
15.00
2.56
1.36
0.39
15.25
2.58
1.38
0.37
15.50
2.60
1.40
0.35
15.75
2.62
1.41
0.32
16.00
2.64
1.43
0.30
16.25
2.66
1.44
0.29
16.50
2.67
1.46
0.28
16.75
2.69
1.47
0.27
17.00
2.71
1.48
0.27
17.25
2.72
1.50
0.26
17.50
2.74
1.51
0.25
17.75
2.75
1.52
0.24
18.00
2.76
1.53
0.24
18.25
2.78
1.55
0.23
18.50
2.79
1.56
0.22
18.75
2.80
1.57
0.21
19.00
2.81
1.58
0.20
19.25
2.82
1.59
0.20
19.50
2.84
1.60
0.19
19.75
2.85
1.61
0.18
20.00
2.86
1.61
0.17

DAVIS VILLAGE SAND FILTER C
DAVIS VILLAGE SAND FILTER C 8.11.22 Type 1124-hr 1-Year Rainfall=3.00"
Prepared by Plott Hound Engineering PLLC Printed 8/12/2022
HvdroCAD® 10.10-6a s/n 11998 © 2020 HvdroCAD Software Solutions LLC Paae 11
Summary for Pond 2P: FOREBAY
Inflow Area = 5.000 ac, 38.00% Impervious, Inflow Depth > 1.61" for 1-Year event
Inflow = 15.48 cfs @ 11.96 hrs, Volume= 0.672 of
Outflow = 0.22 cfs @ 18.60 hrs, Volume= 0.090 af, Atten= 99%, Lag= 398.6 min
Primary = 0.20 cfs @ 18.60 hrs, Volume= 0.079 of
Routed to Pond 4P : TOTAL
Secondary = 0.02 cfs @ 18.60 hrs, Volume= 0.011 of
Routed to Pond 3P : SAND FILTER
Tertiary = 0.00 cfs @ 0.00 hrs, Volume= 0.000 of
Routed to Pond 4P : TOTAL
Routing by Dyn-Stor-Ind method, Time Span= 0.00-20.00 hrs, dt= 0.05 hrs
Peak Elev= 553.17' @ 18.60 hrs Surf.Area= 10,757 sf Storage= 25,435 cf
Plug -Flow detention time= 385.0 min calculated for 0.090 of (13% of inflow)
Center -of -Mass det. time= 263.9 min ( 1,042.0 - 778.1 )
Volume Invert
#1 550.00'
Description
69,077 cf Custom Stage Data (Prismatic)-isted below (Recalc)
Elevation Surf.Area
Inc.Store Cum.Store
(feet)
(sq-ft)
(cubic -feet) (cubic -feet)
550.00
5,499
0 0
551.00
7,059
6,279 6,279
552.00
8,674
7,867 14,146
553.00
10,345
9,510 23,655
554.00
12,788
11,567 35,222
555.00
16,358
14,573 49,795
556.00
22,207
19,283 69,077
Device Routing
Invert
Outlet Devices
#1 Primary
550.00'
24.0" Round 24" RCP Outfall
L= 113.0' RCP, square edge headwall, Ke= 0.500
Inlet / Outlet Invert= 550.00' / 549.00' S= 0.0088'/' Cc= 0.900
n= 0.012, Flow Area= 3.14 sf
#2 Device 1
553.00'
24.0" W x 12.0" H Vert. 10 YR. ORIFICE C= 0.600
Limited to weir flow at low heads
#3 Device 1
554.00'
48.0" x 48.0" Horiz. TOP OF OUTLET STRUCTURE C= 0.600
Limited to weir flow at low heads
#4 Secondary
550.00'
FLOW THROUGH RIPRAP BERM (Q=KIA) X 2.00
Head (feet) 0.00 1.00 2.00 3.00 4.00 5.00
Disch. (cfs) 0.000 0.003 0.005 0.008 0.011 0.013
#5 Device 2
550.00'
6.0" Round 6" Underdrain to Sand
L= 30.0' CMP, mitered to conform to fill, Ke= 0.700
Inlet / Outlet Invert= 550.00' / 549.50' S= 0.0167'/' Cc= 0.900
n= 0.025 Corrugated metal, Flow Area= 0.20 sf
#6 Tertiary
555.00'
20.0' long + 3.0'/' SideZ x 28.0' 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

DAVIS VILLAGE SAND FILTER C
DAVIS VILLAGE SAND FILTER C 8.11.22 Type 1124-hr 1-Year Rainfall=3.00"
Prepared by Plott Hound Engineering PLLC Printed 8/12/2022
HydroCAD® 10.10-6a s/n 11998 © 2020 HydroCAD Software Solutions LLC Paae 12
Primary OutFlow Max=0.20 cfs @ 18.60 hrs HW=553.17' TW=0.00' (Dynamic Tailwater)
L1=24" RCP Outfall (Passes 0.20 cfs of 22.28 cfs potential flow)
2=10 YR. ORIFICE (Passes 0.20 cfs of 0.45 cfs potential flow)
L5=6" Underdrain to Sand (Outlet Controls 0.20 cfs @ 1.02 fps)
3=TOP OF OUTLET STRUCTURE( Controls 0.00 cfs)
Secondary OutFlow Max=0.02 cfs @ 18.60 hrs HW=553.17' TW=550.00' (Dynamic Tailwater)
L4=FLOW THROUGH RIPRAP BERM (Q=KIA)(Custom Controls 0.02 cfs)
Tertiary OutFlow Max=0.00 cfs @ 0.00 hrs HW=550.00' TW=0.00' (Dynamic Tailwater)
L6=EMERGENCY SPILLWAY( Controls 0.00 cfs)
Pond 2P: FOREBAY
.....
Inflow
Outflow!M
El Primary
..
r,
////////////////%M,��:��J///
0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20
Time (hours)

DAVIS VILLAGE SAND FILTER C
DAVIS VILLAGE SAND FILTER C 8.11.22 Type 1124-hr 1-Year Rainfall=3.00"
Prepared by Plott Hound Engineering PLLC Printed 8/12/2022
HvdroCAD® 10.10-6a s/n 11998 © 2020 HvdroCAD Software Solutions LLC Paae 13
Hydrograph for Pond 2P: FOREBAY
Time
Inflow
Storage
Elevation
Outflow
Primary
Secondary
Tertiary
(hours)
(cfs)
(cubic -feet)
(feet)
(cfs)
(cfs)
(cfs)
(cfs)
0.00
0.00
0
550.00
0.00
0.00
0.00
0.00
0.50
0.00
0
550.00
0.00
0.00
0.00
0.00
1.00
0.00
0
550.00
0.00
0.00
0.00
0.00
1.50
0.00
0
550.00
0.00
0.00
0.00
0.00
2.00
0.00
0
550.00
0.00
0.00
0.00
0.00
2.50
0.00
0
550.00
0.00
0.00
0.00
0.00
3.00
0.00
0
550.00
0.00
0.00
0.00
0.00
3.50
0.00
0
550.00
0.00
0.00
0.00
0.00
4.00
0.00
0
550.00
0.00
0.00
0.00
0.00
4.50
0.00
0
550.00
0.00
0.00
0.00
0.00
5.00
0.00
0
550.00
0.00
0.00
0.00
0.00
5.50
0.00
0
550.00
0.00
0.00
0.00
0.00
6.00
0.00
0
550.00
0.00
0.00
0.00
0.00
6.50
0.00
0
550.00
0.00
0.00
0.00
0.00
7.00
0.00
0
550.00
0.00
0.00
0.00
0.00
7.50
0.01
7
550.00
0.00
0.00
0.00
0.00
8.00
0.02
37
550.01
0.00
0.00
0.00
0.00
8.50
0.04
96
550.02
0.00
0.00
0.00
0.00
9.00
0.07
202
550.04
0.00
0.00
0.00
0.00
9.50
0.10
361
550.06
0.00
0.00
0.00
0.00
10.00
0.15
578
550.10
0.00
0.00
0.00
0.00
10.50
0.23
915
550.16
0.00
0.00
0.00
0.00
11.00
0.39
1,460
550.26
0.00
0.00
0.00
0.00
11.50
0.77
2,457
550.42
0.00
0.00
0.00
0.00
12.00
13.40
13,438
551.92
0.01
0.00
0.01
0.00
12.50
1.27
19,019
552.53
0.01
0.00
0.01
0.00
13.00
0.80
20,748
552.71
0.01
0.00
0.01
0.00
13.50
0.61
21,982
552.84
0.02
0.00
0.02
0.00
14.00
0.49
22,939
552.93
0.02
0.00
0.02
0.00
14.50
0.43
23,726
553.01
0.02
0.00
0.02
0.00
15.00
0.39
24,340
553.07
0.12
0.11
0.02
0.00
15.50
0.35
24,720
553.10
0.17
0.16
0.02
0.00
16.00
0.30
24,976
553.13
0.19
0.17
0.02
0.00
16.50
0.28
25,147
553.14
0.20
0.18
0.02
0.00
17.00
0.27
25,274
553.15
0.21
0.19
0.02
0.00
17.50
0.25
25,362
553.16
0.21
0.20
0.02
0.00
18.00
0.24
25,414
553.17
0.22
0.20
0.02
0.00
18.50
0.22
25,435
553.17
0.22
0.20
0.02
0.00
19.00
0.20
25,427
553.17
0.22
0.20
0.02
0.00
19.50
0.19
25,392
553.16
0.21
0.20
0.02
0.00
20.00
0.17
25,333
553.16
0.21
0.19
0.02
0.00

DAVIS VILLAGE SAND FILTER C
DAVIS VILLAGE SAND FILTER C 8.11.22 Type 1124-hr 1-Year Rainfall=3.00"
Prepared by Plott Hound Engineering PLLC Printed 8/12/2022
HvdroCAD® 10.10-6a s/n 11998 © 2020 HvdroCAD Software Solutions LLC Paae 14
Stage -Discharge for Pond 2P: FOREBAY
Elevation
Discharge
Primary
Secondary
Tertiary
(feet)
(cfs)
(cfs)
(cfs)
(cfs)
550.00
0.00
0.00
0.00
0.00
550.20
0.00
0.00
0.00
0.00
550.40
0.00
0.00
0.00
0.00
550.60
0.00
0.00
0.00
0.00
550.80
0.00
0.00
0.00
0.00
551.00
0.01
0.00
0.01
0.00
551.20
0.01
0.00
0.01
0.00
551.40
0.01
0.00
0.01
0.00
551.60
0.01
0.00
0.01
0.00
551.80
0.01
0.00
0.01
0.00
552.00
0.01
0.00
0.01
0.00
552.20
0.01
0.00
0.01
0.00
552.40
0.01
0.00
0.01
0.00
552.60
0.01
0.00
0.01
0.00
552.80
0.01
0.00
0.01
0.00
553.00
0.02
0.00
0.02
0.00
553.20
0.23
0.22
0.02
0.00
553.40
0.33
0.31
0.02
0.00
553.60
0.40
0.38
0.02
0.00
553.80
0.46
0.44
0.02
0.00
554.00
0.51
0.49
0.02
0.00
554.20
5.24
5.21
0.02
0.00
554.40
13.84
13.81
0.02
0.00
554.60
24.96
24.93
0.02
0.00
554.80
29.51
29.49
0.03
0.00
555.00
30.28
30.25
0.03
0.00
555.20
35.94
31.00
0.03
4.91
555.40
46.07
31.73
0.03
14.32
555.60
59.38
32.44
0.03
26.90
555.80
74.58
33.14
0.03
41.41
556.00
92.77
33.82
0.03
58.91

DAVIS VILLAGE SAND FILTER C
DAVIS VILLAGE SAND FILTER C 8.11.22 Type 1124-hr 1-Year Rainfall=3.00"
Prepared by Plott Hound Engineering PLLC Printed 8/12/2022
HvdroCAD® 10.10-6a s/n 11998 © 2020 HvdroCAD Software Solutions LLC Paae 15
Summary for Pond 3P: SAND FILTER
Inflow = 0.02 cfs @ 18.60 hrs, Volume= 0.011 of
Outflow = 0.02 cfs @ 18.60 hrs, Volume= 0.011 af, Atten= 0%, Lag= 0.0 min
Primary = 0.02 cfs @ 18.60 hrs, Volume= 0.011 of
Routed to Pond 4P : TOTAL
Routing by Dyn-Stor-Ind method, Time Span= 0.00-20.00 hrs, dt= 0.05 hrs
Peak Elev= 550.00' @ 0.00 hrs Surf.Area= 3,093 sf Storage= 0 cf
Plug -Flow detention time= (not calculated: outflow precedes inflow)
Center -of -Mass det. time= (not calculated: outflow precedes inflow)
Volume Invert
Avail.Storage Storage Description
#1 550.00'
23,772 cf SAND FILTER STORAGE (Prismatic�isted below (Recalc)
Elevation Surf.Area
Inc.Store Cum.Store
(feet)
(sq-ft) (cubic -feet) (cubic -feet)
550.00
3,093 0 0
551.00
3,519 3,306 3,306
552.00
4,256 3,888 7,194
553.00
5,055 4,656 11,849
554.00
5,933 5,494 17,343
555.00
6,925 6,429 23,772
Device Routing
Invert Outlet Devices
#1 Primary
549.50' FILTER MEDIA
Head (feet) 0.00 2.50 5.00
Disch. (cfs) 0.000 0.327 0.532
Primary OutFlow Max=0.00 cfs @ 18.60 hrs HW=550.00' TW=0.00' (Dynamic Tailwater)
L1=FILTER MEDIA (Passes 0.00 cfs of 0.07 cfs potential flow)

DAVIS VILLAGE SAND FILTER C
DAVIS VILLAGE SAND FILTER C 8.11.22 Type 1124-hr 1-Year Rainfall=3.00"
Prepared by Plott Hound Engineering PLLC Printed 8/12/2022
HydroCAD® 10.10-6a s/n 11998 © 2020 HydroCAD Software Solutions LLC Paae 16
Pond 3P: SAND FILTER
Hyd rog raph
--r--r------r--r--T- r - --I - r - -r
r-
-r-
-r-
-----r--r--
--T--T-----————T—— T——T——---—T --T--T—
——---Ir—— T—
— T—
— T—
——— — —T —
—T ■Inflow
0.019
,'��
--T--T---I---i——r—— T——T------I--T——T—
——I
—--I--I—
I
—T —
— ----
0.02cfs
❑Primary
0.018
I
- ea
�
0.02 cfs
-
0.017
-
V
— — — — — — — — — — — —
—
— —
— —I— — — —
— — —
0.016
0.015
T T T T T I T
T/+ — — I — — — I — — T — — I —
__ oragem - T� -;---; --; -- -- -
— — — — I — — I _
- -I -; --; --
T
_ T —
---;---;
T
— —I —
I
— — — — — I —
--; --
T
— r _
--
0.014
0.013
0.012
.011
- -I- -I- - -- - -I- -I-
-
-I-
-I-
0.01
0 0.009I---
a 0.008
I
-1--J---1---I---L--1--J---1---L--1-
I
I---I---L--1--J---1---L--i-
0.007
-1--J---1------L--1--J---1---L--1-
---I--- --1--J---1---L--1-
0.006
-+--+---------+--+--+------+--+-
-I---I---+--+--+---I---+--+-
0.005
-1--J---1------L--1--J---1---L--1-
----I--- --1--J---1---L--1-
0.004
-+--+---------+--+--+------+--+-
-I---I---+--+--+---I---+--+-
0.003
--+--+---------+--+--+------+--+ +---I---I---+--+--+---I---+--+--
0.002
0.001
0
0 1
2 3 4 5 6 7 8 9 10 11 12
13 14 15
16
17
18 19
20
Time (hours)

DAVIS VILLAGE SAND FILTER C
DAVIS VILLAGE SAND FILTER C 8.11.22 Type 1124-hr 1-Year Rainfall=3.00"
Prepared by Plott Hound Engineering PLLC Printed 8/12/2022
HvdroCAD® 10.10-6a s/n 11998 © 2020 HvdroCAD Software Solutions LLC Paae 17
Hydrograph for Pond 3P: SAND FILTER
Time
Inflow
Storage
Elevation
Primary
(hours)
(cfs)
(cubic -feet)
(feet)
(cfs)
0.00
0.00
0
550.00
0.00
0.50
0.00
0
550.00
0.00
1.00
0.00
0
550.00
0.00
1.50
0.00
0
550.00
0.00
2.00
0.00
0
550.00
0.00
2.50
0.00
0
550.00
0.00
3.00
0.00
0
550.00
0.00
3.50
0.00
0
550.00
0.00
4.00
0.00
0
550.00
0.00
4.50
0.00
0
550.00
0.00
5.00
0.00
0
550.00
0.00
5.50
0.00
0
550.00
0.00
6.00
0.00
0
550.00
0.00
6.50
0.00
0
550.00
0.00
7.00
0.00
0
550.00
0.00
7.50
0.00
0
550.00
0.00
8.00
0.00
0
550.00
0.00
8.50
0.00
0
550.00
0.00
9.00
0.00
0
550.00
0.00
9.50
0.00
0
550.00
0.00
10.00
0.00
0
550.00
0.00
10.50
0.00
0
550.00
0.00
11.00
0.00
0
550.00
0.00
11.50
0.00
0
550.00
0.00
12.00
0.01
0
550.00
0.01
12.50
0.01
0
550.00
0.01
13.00
0.01
0
550.00
0.01
13.50
0.02
0
550.00
0.02
14.00
0.02
0
550.00
0.02
14.50
0.02
0
550.00
0.02
15.00
0.02
0
550.00
0.02
15.50
0.02
0
550.00
0.02
16.00
0.02
0
550.00
0.02
16.50
0.02
0
550.00
0.02
17.00
0.02
0
550.00
0.02
17.50
0.02
0
550.00
0.02
18.00
0.02
0
550.00
0.02
18.50
0.02
0
550.00
0.02
19.00
0.02
0
550.00
0.02
19.50
0.02
0
550.00
0.02
20.00
0.02
0
550.00
0.02

DAVIS VILLAGE SAND FILTER C
DAVIS VILLAGE SAND FILTER C 8.11.22 Type 1124-hr 1-Year Rainfall=3.00"
Prepared by Plott Hound Engineering PLLC Printed 8/12/2022
HvdroCAD® 10.10-6a s/n 11998 © 2020 HvdroCAD Software Solutions LLC Paae 18
Elevation Primary
(feet)
(cfs)
550.00
0.00
550.05
0.07
550.10
0.08
550.15
0.09
550.20
0.09
550.25
0.10
550.30
0.10
550.35
0.11
550.40
0.12
550.45
0.12
550.50
0.13
550.55
0.14
550.60
0.14
550.65
0.15
550.70
0.16
550.75
0.16
550.80
0.17
550.85
0.18
550.90
0.18
550.95
0.19
551.00
0.20
551.05
0.20
551.10
0.21
551.15
0.22
551.20
0.22
551.25
0.23
551.30
0.24
551.35
0.24
551.40
0.25
551.45
0.26
551.50
0.26
551.55
0.27
551.60
0.27
551.65
0.28
551.70
0.29
551.75
0.29
551.80
0.30
551.85
0.31
551.90
0.31
551.95
0.32
552.00
0.33
552.05
0.33
552.10
0.34
552.15
0.34
552.20
0.34
552.25
0.35
552.30
0.35
552.35
0.36
552.40
0.36
552.45
0.36
552.50
0.37
Stage -Discharge for Pond 3P: SAND FILTER
Elevation Primary
(feet)
(cfs)
552.55
0.37
552.60
0.38
552.65
0.38
552.70
0.38
552.75
0.39
552.80
0.39
552.85
0.40
552.90
0.40
552.95
0.40
553.00
0.41
553.05
0.41
553.10
0.42
553.15
0.42
553.20
0.43
553.25
0.43
553.30
0.43
553.35
0.44
553.40
0.44
553.45
0.45
553.50
0.45
553.55
0.45
553.60
0.46
553.65
0.46
553.70
0.47
553.75
0.47
553.80
0.47
553.85
0.48
553.90
0.48
553.95
0.49
554.00
0.49
554.05
0.50
554.10
0.50
554.15
0.50
554.20
0.51
554.25
0.51
554.30
0.52
554.35
0.52
554.40
0.52
554.45
0.53
554.50
0.53
554.55
0.54
554.60
0.54
554.65
0.54
554.70
0.55
554.75
0.55
554.80
0.56
554.85
0.56
554.90
0.56
554.95
0.57
555.00
0.57

DAVIS VILLAGE SAND FILTER C
DAVIS VILLAGE SAND FILTER C 8.11.22 Type 1124-hr 1-Year Rainfall=3.00"
Prepared by Plott Hound Engineering PLLC Printed 8/12/2022
HvdroCAD® 10.10-6a s/n 11998 © 2020 HvdroCAD Software Solutions LLC Paae 19
Summary for Pond 4P: TOTAL
Inflow Area = 5.000 ac, 38.00% Impervious, Inflow Depth > 0.22" for 1-Year event
Inflow = 0.22 cfs @ 18.60 hrs, Volume= 0.090 of
Primary = 0.22 cfs @ 18.60 hrs, Volume= 0.090 af, Atten= 0%, Lag= 0.0 min
Routing by Dyn-Stor-Ind method, Time Span= 0.00-20.00 hrs, dt= 0.05 hrs
Pond 4P: TOTAL
Hyd rog raph
L - - 1 - - L -
- - L -
- L -
-
- J - - -'- -
- L - -
--T--T--- I-
--r-- T--T--- I---r-- T--T-
-- r-
- T-
- ,-
-- I - - - r-
- T-
- ,--- ---r--
■ Inflow
0.24
--L--J---'---L--L--J---'---L--L--J---L--L--L------L--L--_J
I I
I
I
I
I
0.22 ofs
--❑ Primary
0.23
0.22
-ITT -1--li-�'1
� [Q
�IVAr� -----F--+--T------F--+--
p n
� c------------------------
o.22cfs
-
0.21
Ti
---r--Y--r---r--T--r------r--
-r---I--
0.2
+ r------r--7--
------------------
--- - -
r--
- ---
0.19
--+--y------r--T--y------r--+--y---r--+--y------
-+--y------r--
0.18
----------------------------------------------
---------------
0.17
--+--+---+--+--+--+---+--+--+--+---+--+--+--+-
--+--+------+--
0.16
----------------
------------------
----
- --
- --
---
---
---- - -
- - --
0.15
--+--J------L--+--T------L--+--T---L--+-_L---
--+--L
--- ---r
--
w 0.14
,� -I
--T--�---I---r--T--�---I---r--T--�---r--T--�--
---T
--�
--- I --
-r --
u 0.13
+'
--+--L---'---r-
- L-- L------r-- L-- L-
--r-
-L -
- --
L--+--
------r-
-
0 0.11
--1--J---1---L--L--J------L--L--J---L--L--L--
L-
-L-
-
L------L--
LL
0.1
- -T-----r-
-r- -+-----r--r- -+--T -
-- r -
-r -
- T --
r -
-r -
---- - -
-r --
0.09
--L__J---1---L--L--J---1---L--L--J---L--L--L--
L-
-L-
-L------L--
0.08
--T--------
r--T--T------ r-- T-- T-
-- r-
- T -
-, -
- r--T--,------r--
0.07
-------------------------------------------
-----------------
0.06
- -+ - -J----r--7--
------r--7-----r--+
L
-r--+
L
r
0.05
------ ------
0.04
--+--T------r--+--
------r--+-----r--+--
-
-r--+--
------+--
0.03
--------------------------------------
-------------------
0.02
0.01
0
0 1
2 3 4
5 6 7 8 9 10 11
12
13
14
15 16
17
18 19
20
Time (hours)

DAVIS VILLAGE SAND FILTER C
DAVIS VILLAGE SAND FILTER C 8.11.22 Type 1124-hr 1-Year Rainfall=3.00"
Prepared by Plott Hound Engineering PLLC Printed 8/12/2022
HvdroCAD® 10.10-6a s/n 11998 © 2020 HvdroCAD Software Solutions LLC Paae 20
Hydrograph for Pond 4P: TOTAL
Time
Inflow Elevation
Primary
(hours)
(cfs) (feet)
(cfs)
0.00
0.00
0.00
0.25
0.00
0.00
0.50
0.00
0.00
0.75
0.00
0.00
1.00
0.00
0.00
1.25
0.00
0.00
1.50
0.00
0.00
1.75
0.00
0.00
2.00
0.00
0.00
2.25
0.00
0.00
2.50
0.00
0.00
2.75
0.00
0.00
3.00
0.00
0.00
3.25
0.00
0.00
3.50
0.00
0.00
3.75
0.00
0.00
4.00
0.00
0.00
4.25
0.00
0.00
4.50
0.00
0.00
4.75
0.00
0.00
5.00
0.00
0.00
5.25
0.00
0.00
5.50
0.00
0.00
5.75
0.00
0.00
6.00
0.00
0.00
6.25
0.00
0.00
6.50
0.00
0.00
6.75
0.00
0.00
7.00
0.00
0.00
7.25
0.00
0.00
7.50
0.00
0.00
7.75
0.00
0.00
8.00
0.00
0.00
8.25
0.00
0.00
8.50
0.00
0.00
8.75
0.00
0.00
9.00
0.00
0.00
9.25
0.00
0.00
9.50
0.00
0.00
9.75
0.00
0.00
10.00
0.00
0.00
10.25
0.00
0.00
10.50
0.00
0.00
10.75
0.00
0.00
11.00
0.00
0.00
11.25
0.00
0.00
11.50
0.00
0.00
11.75
0.00
0.00
12.00
0.01
0.01
12.25
0.01
0.01
12.50
0.01
0.01
Time
Inflow Elevation
Primary
(hours)
(cfs) (feet)
(cfs)
12.75
0.01
0.01
13.00
0.01
0.01
13.25
0.01
0.01
13.50
0.02
0.02
13.75
0.02
0.02
14.00
0.02
0.02
14.25
0.02
0.02
14.50
0.02
0.02
14.75
0.07
0.07
15.00
0.12
0.12
15.25
0.16
0.16
15.50
0.17
0.17
15.75
0.18
0.18
16.00
0.19
0.19
16.25
0.20
0.20
16.50
0.20
0.20
16.75
0.20
0.20
17.00
0.21
0.21
17.25
0.21
0.21
17.50
0.21
0.21
17.75
0.21
0.21
18.00
0.22
0.22
18.25
0.22
0.22
18.50
0.22
0.22
18.75
0.22
0.22
19.00
0.22
0.22
19.25
0.22
0.22
19.50
0.21
0.21
19.75
0.21
0.21
20.00
0.21
0.21

PLOTT HOUND
ENGINEERING
ENGINEERING
SAND FILTER C
HYDROCAD OUTPUT
10-yr - 6-hour Storm Event

C
PRE - DEVELOPMENT
TOWNS
FOR BA
4P
TOTAL
Subcat Reach on Link
Y
0
Cis
T TO SAND
-ILTER C
N1Q
3P
SAND FILTER

DAVIS VILLAGE SAND FILTER C
DAVIS VILLAGE SAND FILTER C 8.11.22
Prepared by Plott Hound Engineering PLLC
HvdroCAD® 10.10-6a s/n 11998 © 2020 HvdroCAD Software Solutions LLC
Rainfall Events Listing (selected events)
Event# Event Storm Type Curve Mode Duration B/B Depth AMC
Name (hours) (inches)
1 10-Year Type II 6-hr Default 6.00 1 3.75 2
Printed 8/12/2022
Paae 2

DAVIS VILLAGE SAND FILTER C
DAVIS VILLAGE SAND FILTER C 8.11.22
Prepared by Plott Hound Engineering PLLC Printed 8/12/2022
HydroCAD® 10.10-6a s/n 11998 © 2020 HydroCAD Software Solutions LLC Page 3
Area Listing (all nodes)
Area CN Description
(acres) (subcatchment-numbers)
5.000 87 1/4 acre lots, 38% imp, HSG D (1S)
4.750 84 Pasture/grassland/range, Fair, HSG D (OS)
9.750 86 TOTAL AREA

DAVIS VILLAGE SAND FILTER C
DAVIS VILLAGE SAND FILTER C 8.11.22
Prepared by Plott Hound Engineering PLLC Printed 8/12/2022
HydroCAD® 10.10-6a s/n 11998 © 2020 HydroCAD Software Solutions LLC Page 4
Soil Listing (all nodes)
Area Soil Subcatchment
(acres) Group Numbers
0.000 HSG A
0.000 HSG B
0.000 HSG C
9.750 HSG D OS, 1 S
0.000 Other
9.750 TOTAL AREA

DAVIS VILLAGE SAND FILTER C
DAVIS VILLAGE SAND FILTER C 8.11.22
Prepared by Plott Hound Engineering PLLC
HvdroCADO 10.10-6a s/n 11998 © 2020 HvdroCAD Software Solutions LLC
Ground Covers (all nodes)
HSG-A HSG-B HSG-C HSG-D Other Total Ground
(acres) (acres) (acres) (acres) (acres) (acres) Cover
Printed 8/12/2022
Paae 5
Subcatchment
Numbers
0.000
0.000
0.000
5.000
0.000
5.000
1/4 acre lots, 38% imp 1S
0.000
0.000
0.000
4.750
0.000
4.750
Pasture/grassland/range, Fair OS
0.000
0.000
0.000
9.750
0.000
9.750
TOTAL AREA

DAVIS VILLAGE SAND FILTER C
DAVIS VILLAGE SAND FILTER C 8.11.22 Type/1 6-hr 10-Year Rainfall=3.75"
Prepared by Plott Hound Engineering PLLC Printed 8/12/2022
HvdroCAD® 10.10-6a s/n 11998 © 2020 HvdroCAD Software Solutions LLC Paae 6
Time span=0.00-20.00 hrs, dt=0.05 hrs, 401 points
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN
Reach routing by Dyn-Stor-Ind method - Pond routing by Dyn-Stor-Ind method
SubcatchmentOS: PRE - DEVELOPMENT Runoff Area=4.750 ac 0.00% Impervious Runoff Depth=2.15"
Tc=10.0 min CN=84 Runoff=21.86 cfs 0.852 of
Subcatchment1S: POST TO SAND FILTER Runoff Area=5.000 ac 38.00% Impervious Runoff Depth=2.41"
Tc=5.0 min CN=87 Runoff=30.16 cfs 1.003 of
Pond 2P: FOREBAY Peak EIev=554.05' Storage=35,859 cf Inflow=30.16 cfs 1.003 of
Primary=1.08 cfs 0.434 of Secondary=0.02 cfs 0.026 of Tertiary=0.00 cfs 0.000 of Outflow=1.10 cfs 0.461 of
Pond 3P: SAND FILTER Peak EIev=550.00' Storage=0 cf Inflow=0.02 cfs 0.026 of
Outflow=0.02 cfs 0.026 of
Pond 4P: TOTAL Inflow=1.10 cfs 0.461 of
Primary=1.10 cfs 0.461 of
Total Runoff Area = 9.750 ac Runoff Volume = 1.855 of Average Runoff Depth = 2.28"
80.51% Pervious = 7.850 ac 19.49% Impervious = 1.900 ac

DAVIS VILLAGE SAND FILTER C
DAVIS VILLAGE SAND FILTER C 8.11.22 Type/1 6-hr 10-Year Rainfall=3.75"
Prepared by Plott Hound Engineering PLLC Printed 8/12/2022
HydroCAD® 10.10-6a s/n 11998 © 2020 HydroCAD Software Solutions LLC Paae 7
Summary for Subcatchment OS: PRE - DEVELOPMENT TOWNS
Runoff = 21.86 cfs @ 3.02 hrs, Volume= 0.852 af, Depth= 2.15"
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-20.00 hrs, dt= 0.05 hrs
Type II 6-hr 10-Year Rainfall=3.75"
Area (ac) CN Description
4.750 84 Pasture/grassland/range, Fair, HSG D
4.750 100.00% Pervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
10.0 Direct Entry,
Subcatchment OS: PRE - DEVELOPMENT TOWNS
Hydrograph
24 --------+---'------'------'-----'------+---'------'------'--- -- --- ■Runoff
23--2I1.8cfs
22
I--1r------i-Lr-----i-LrI------- iLr---- I� -T21 ----- --- r---l--- r---l- - -r -----7---I---r----ypr-e--�J,
---
�-
20-- - - -'i-- -
---'i------'i------li-----li --'i------'i ---il---L---li--
19- - + - - -
-------+------+------+--+------+------+------+------ 6-hT
18 ;'--1---''---''-------------------------an=YEar' �t''airlkfa[1=3.75"--
17 - -
;5 -- - --- --- ------�xo#-�4'Kg=4'��50-
---I--- I ---I--- I --------- I---I---
w 14--+----------+------+------+--+---- -+ +-- I - - - + -- - + -+ -
w Rurm tf-Volume=A.862-if -
--J---'— ---1---1---'---L---'---L--J---'---J----�—M-1—j—�—'----L—*-�-I—�---L—AA—J---
i° 11 -- ---Ir---Ir--r---li-------li---Ir-----I---7-RCf776ff1 Depir7-215„--
10 -- ---- ----- --------------- ------ ------ -------------^-+m1n--
8-------
9Tc-a-0
--+---------+------+------+--+------+------+--- �7 -- ---I—-----+------+------+--+------+------+---I--- ---17 =��TT —
,i V
6 -- it---�---�i--- �i ---it---�i ---it---�i -- it---�i -- Ii---�i--- Ii ---it---1i ---it---i---i---
,i
4--r---r --r- r---i---r---i---r--r---r--r---r--r---i---r---i---r--r---
3---'---' -'---'----'---'----'---'----'---'----'---'---'----'---'----'---'----'---
1
0
0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20
Time (hours)

DAVIS VILLAGE SAND FILTER C
DAVIS VILLAGE SAND FILTER C 8.11.22 Type/1 6-hr 10-Year Rainfall=3.75"
Prepared by Plott Hound Engineering PLLC Printed 8/12/2022
HydroCAD® 10.10-6a s/n 11998 © 2020 HydroCAD Software Solutions LLC Paae 8
Hydrograph for Subcatchment OS: PRE - DEVELOPMENT TOWNS
Time Precip. Excess Runoff
(hours)
(inches)
(inches)
(cfs)
0.00
0.00
0.00
0.00
0.25
0.04
0.00
0.00
0.50
0.08
0.00
0.00
0.75
0.13
0.00
0.00
1.00
0.18
0.00
0.00
1.25
0.24
0.00
0.00
1.50
0.30
0.00
0.00
1.75
0.38
0.00
0.00
2.00
0.47
0.00
0.06
2.25
0.58
0.02
0.25
2.50
0.72
0.05
0.59
2.75
1.27
0.28
3.56
3.00
2.74
1.30
21.53
3.25
2.97
1.49
5.00
3.50
3.12
1.62
2.57
3.75
3.23
1.71
1.77
4.00
3.32
1.78
1.48
4.25
3.39
1.85
1.26
4.50
3.46
1.90
1.11
4.75
3.52
1.95
0.98
5.00
3.57
2.00
0.87
5.25
3.62
2.04
0.80
5.50
3.67
2.08
0.76
5.75
3.71
2.12
0.72
6.00
3.75
2.15
0.69
6.25
3.75
2.15
0.07
6.50
3.75
2.15
0.00
6.75
3.75
2.15
0.00
7.00
3.75
2.15
0.00
7.25
3.75
2.15
0.00
7.50
3.75
2.15
0.00
7.75
3.75
2.15
0.00
8.00
3.75
2.15
0.00
8.25
3.75
2.15
0.00
8.50
3.75
2.15
0.00
8.75
3.75
2.15
0.00
9.00
3.75
2.15
0.00
9.25
3.75
2.15
0.00
9.50
3.75
2.15
0.00
9.75
3.75
2.15
0.00
10.00
3.75
2.15
0.00
10.25
3.75
2.15
0.00
10.50
3.75
2.15
0.00
10.75
3.75
2.15
0.00
11.00
3.75
2.15
0.00
11.25
3.75
2.15
0.00
11.50
3.75
2.15
0.00
11.75
3.75
2.15
0.00
12.00
3.75
2.15
0.00
12.25
3.75
2.15
0.00
12.50
3.75
2.15
0.00
Time Precip. Excess Runoff
(hours)
(inches)
(inches)
(cfs)
12.75
3.75
2.15
0.00
13.00
3.75
2.15
0.00
13.25
3.75
2.15
0.00
13.50
3.75
2.15
0.00
13.75
3.75
2.15
0.00
14.00
3.75
2.15
0.00
14.25
3.75
2.15
0.00
14.50
3.75
2.15
0.00
14.75
3.75
2.15
0.00
15.00
3.75
2.15
0.00
15.25
3.75
2.15
0.00
15.50
3.75
2.15
0.00
15.75
3.75
2.15
0.00
16.00
3.75
2.15
0.00
16.25
3.75
2.15
0.00
16.50
3.75
2.15
0.00
16.75
3.75
2.15
0.00
17.00
3.75
2.15
0.00
17.25
3.75
2.15
0.00
17.50
3.75
2.15
0.00
17.75
3.75
2.15
0.00
18.00
3.75
2.15
0.00
18.25
3.75
2.15
0.00
18.50
3.75
2.15
0.00
18.75
3.75
2.15
0.00
19.00
3.75
2.15
0.00
19.25
3.75
2.15
0.00
19.50
3.75
2.15
0.00
19.75
3.75
2.15
0.00
20.00
3.75
2.15
0.00

DAVIS VILLAGE SAND FILTER C
DAVIS VILLAGE SAND FILTER C 8.11.22 Type/1 6-hr 10-Year Rainfall=3.75"
Prepared by Plott Hound Engineering PLLC Printed 8/12/2022
HydroCAD® 10.10-6a s/n 11998 © 2020 HydroCAD Software Solutions LLC Paae 9
Summary for Subcatchment 1S: POST TO SAND FILTER C
Runoff = 30.16 cfs @ 2.96 hrs, Volume= 1.003 af, Depth= 2.41"
Routed to Pond 2P : FOREBAY
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-20.00 hrs, dt= 0.05 hrs
Type II 6-hr 10-Year Rainfall=3.75"
Area (ac) CN Description
5.000 87 1/4 acre lots, 38% imp, HSG D
3.100 62.00% Pervious Area
1.900 38.00% Impervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
5.0 Direct Entry,
Subcatchment 1S: POST TO SAND FILTER C
Hydrograph
_ _ i---I--- Y---I--- i---I--- i---I--- r -- i---I--- i---I--- i---I--- i---I--- r -- r ---
■ Runoff
32 30.16 cfs--____+____________________�___�___+___�___�___�___�__�___
30-----',------------',------',-----',--------------',---'Type,11-
28
--7----------7------T------7--7------T------7------r------
- --
26 - r
24 ---''-------'------'-------- -----an-YbaxR'aiftfa[1=375"--
22
-- ---- ------ - --- Kuno#�f-A're�=v'1,ti00Ac -
20 _
N--�---�----I---r---�---r---�---r--r---Runo�f_yiolume=�I,443_�f_--
i 18
0 16 R n6f# D l"W=2. I"--
LL 14
--r---r---r--r------r------r--r---r--r---r--r---i- r---1---
12 - ---'- --'------'------'---' --------+---'------'--- c: -.0' mi'n
10
-----i ---i -- -i---i -i---i -----i --- - -i ------i---i -- -
i� 7 -
8
— — — — —� — — —�— — — T 7 7 — — 7 T T 7 7 — — 7 — — —
6
4
---'---------------------------------------------------- ----'---
2 �i
0
0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20
Time (hours)

DAVIS VILLAGE SAND FILTER C
DAVIS VILLAGE SAND FILTER C 8.11.22 Type/1 6-hr 10-Year Rainfall=3.75"
Prepared by Plott Hound Engineering PLLC Printed 8/12/2022
HydroCAD® 10.10-6a s/n 11998 © 2020 HydroCAD Software Solutions LLC Paae 10
Hydrograph for Subcatchment 1S: POST TO SAND FILTER C
Time Precip. Excess Runoff
(hours)
(inches)
(inches)
(cfs)
0.00
0.00
0.00
0.00
0.25
0.04
0.00
0.00
0.50
0.08
0.00
0.00
0.75
0.13
0.00
0.00
1.00
0.18
0.00
0.00
1.25
0.24
0.00
0.00
1.50
0.30
0.00
0.00
1.75
0.38
0.00
0.11
2.00
0.47
0.02
0.30
2.25
0.58
0.04
0.62
2.50
0.72
0.09
1.09
2.75
1.27
0.39
7.84
3.00
2.74
1.51
26.12
3.25
2.97
1.71
3.76
3.50
3.12
1.85
2.46
3.75
3.23
1.94
1.85
4.00
3.32
2.02
1.55
4.25
3.39
2.09
1.34
4.50
3.46
2.15
1.18
4.75
3.52
2.20
1.05
5.00
3.57
2.25
0.93
5.25
3.62
2.29
0.87
5.50
3.67
2.33
0.82
5.75
3.71
2.37
0.78
6.00
3.75
2.41
0.74
6.25
3.75
2.41
0.00
6.50
3.75
2.41
0.00
6.75
3.75
2.41
0.00
7.00
3.75
2.41
0.00
7.25
3.75
2.41
0.00
7.50
3.75
2.41
0.00
7.75
3.75
2.41
0.00
8.00
3.75
2.41
0.00
8.25
3.75
2.41
0.00
8.50
3.75
2.41
0.00
8.75
3.75
2.41
0.00
9.00
3.75
2.41
0.00
9.25
3.75
2.41
0.00
9.50
3.75
2.41
0.00
9.75
3.75
2.41
0.00
10.00
3.75
2.41
0.00
10.25
3.75
2.41
0.00
10.50
3.75
2.41
0.00
10.75
3.75
2.41
0.00
11.00
3.75
2.41
0.00
11.25
3.75
2.41
0.00
11.50
3.75
2.41
0.00
11.75
3.75
2.41
0.00
12.00
3.75
2.41
0.00
12.25
3.75
2.41
0.00
12.50
3.75
2.41
0.00
Time Precip. Excess Runoff
(hours)
(inches)
(inches)
(cfs)
12.75
3.75
2.41
0.00
13.00
3.75
2.41
0.00
13.25
3.75
2.41
0.00
13.50
3.75
2.41
0.00
13.75
3.75
2.41
0.00
14.00
3.75
2.41
0.00
14.25
3.75
2.41
0.00
14.50
3.75
2.41
0.00
14.75
3.75
2.41
0.00
15.00
3.75
2.41
0.00
15.25
3.75
2.41
0.00
15.50
3.75
2.41
0.00
15.75
3.75
2.41
0.00
16.00
3.75
2.41
0.00
16.25
3.75
2.41
0.00
16.50
3.75
2.41
0.00
16.75
3.75
2.41
0.00
17.00
3.75
2.41
0.00
17.25
3.75
2.41
0.00
17.50
3.75
2.41
0.00
17.75
3.75
2.41
0.00
18.00
3.75
2.41
0.00
18.25
3.75
2.41
0.00
18.50
3.75
2.41
0.00
18.75
3.75
2.41
0.00
19.00
3.75
2.41
0.00
19.25
3.75
2.41
0.00
19.50
3.75
2.41
0.00
19.75
3.75
2.41
0.00
20.00
3.75
2.41
0.00

DAVIS VILLAGE SAND FILTER C
DAVIS VILLAGE SAND FILTER C 8.11.22 Type/1 6-hr 10-Year Rainfall=3.75"
Prepared by Plott Hound Engineering PLLC Printed 8/12/2022
HvdroCAD® 10.10-6a s/n 11998 © 2020 HvdroCAD Software Solutions LLC Paae 11
Summary for Pond 2P: FOREBAY
Inflow Area = 5.000 ac, 38.00% Impervious, Inflow Depth = 2.41" for 10-Year event
Inflow = 30.16 cfs @
2.96 hrs, Volume=
1.003 of
Outflow = 1.10 cfs @
4.65 hrs, Volume=
0.461 af, Atten= 96%, Lag= 101.5 min
Primary = 1.08 cfs @
4.65 hrs, Volume=
0.434 of
Routed to Pond 4P : TOTAL
Secondary = 0.02 cfs @
4.65 hrs, Volume=
0.026 of
Routed to Pond 3P : SAND FILTER
Tertiary = 0.00 cfs @
0.00 hrs, Volume=
0.000 of
Routed to Pond 4P : TOTAL
Routing by Dyn-Stor-Ind method, Time Span= 0.00-20.00
hrs, dt= 0.05 hrs
Peak Elev= 554.05' @ 4.65 hrs
Surf.Area= 12,965 sf
Storage= 35,859 cf
Plug -Flow detention time= 311.0 min calculated for 0.459 of (46% of inflow)
Center -of -Mass det. time= 281.5 min (481.6 - 200.1 )
Volume Invert
#1 550.00'
Description
69,077 cf Custom Stage Data (Prismatic)-isted below (Recalc)
Elevation Surf.Area
Inc.Store Cum.Store
(feet)
(sq-ft)
(cubic -feet) (cubic -feet)
550.00
5,499
0 0
551.00
7,059
6,279 6,279
552.00
8,674
7,867 14,146
553.00
10,345
9,510 23,655
554.00
12,788
11,567 35,222
555.00
16,358
14,573 49,795
556.00
22,207
19,283 69,077
Device Routing
Invert
Outlet Devices
#1 Primary
550.00'
24.0" Round 24" RCP Outfall
L= 113.0' RCP, square edge headwall, Ke= 0.500
Inlet / Outlet Invert= 550.00' / 549.00' S= 0.0088'/' Cc= 0.900
n= 0.012, Flow Area= 3.14 sf
#2 Device 1
553.00'
24.0" W x 12.0" H Vert. 10 YR. ORIFICE C= 0.600
Limited to weir flow at low heads
#3 Device 1
554.00'
48.0" x 48.0" Horiz. TOP OF OUTLET STRUCTURE C= 0.600
Limited to weir flow at low heads
#4 Secondary
550.00'
FLOW THROUGH RIPRAP BERM (Q=KIA) X 2.00
Head (feet) 0.00 1.00 2.00 3.00 4.00 5.00
Disch. (cfs) 0.000 0.003 0.005 0.008 0.011 0.013
#5 Device 2
550.00'
6.0" Round 6" Underdrain to Sand
L= 30.0' CMP, mitered to conform to fill, Ke= 0.700
Inlet / Outlet Invert= 550.00' / 549.50' S= 0.0167'/' Cc= 0.900
n= 0.025 Corrugated metal, Flow Area= 0.20 sf
#6 Tertiary
555.00'
20.0' long + 3.0'/' SideZ x 28.0' 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

DAVIS VILLAGE SAND FILTER C
DAVIS VILLAGE SAND FILTER C 8.11.22 Type/1 6-hr 10-Year Rainfall=3.75"
Prepared by Plott Hound Engineering PLLC Printed 8/12/2022
HydroCAD® 10.10-6a s/n 11998 © 2020 HydroCAD Software Solutions LLC Paae 12
Primary OutFlow Max=1.08 cfs @ 4.65 hrs HW=554.05' TW=0.00' (Dynamic Tailwater)
L1=24" RCP Outfall (Passes 1.08 cfs of 26.42 cfs potential flow)
2=10 YR. ORIFICE (Passes 0.50 cfs of 6.83 cfs potential flow)
L5=6" Underdrain to Sand (Outlet Controls 0.50 cfs @ 2.54 fps)
3=TOP OF OUTLET STRUCTURE (Weir Controls 0.58 cfs @ 0.73 fps)
Secondary OutFlow Max=0.02 cfs @ 4.65 hrs HW=554.05' TW=550.00' (Dynamic Tailwater)
L4=FLOW THROUGH RIPRAP BERM (Q=KIA)(Custom Controls 0.02 cfs)
Tertiary OutFlow Max=0.00 cfs @ 0.00 hrs HW=550.00' TW=0.00' (Dynamic Tailwater)
L6=EMERGENCY SPILLWAY( Controls 0.00 cfs)
Pond 2P: FOREBAY
Hyd rog raph
■ Inflow
30.16 cfs----------------------J--'I�
-- --p�� -- -- -- --
oUtfIOW
-----I------------------------160ow-AreaiJ-000
���--^�^—^�
ac-
El Primary
-- --I- --1---1---1---1---1---1---1---1--1--1--1--1--1--i--1--L-
Peak1Elev-_"'`F05 -
1�'
Secondary
0Tertiary
32
--�--I---I---I---I---I---I---I---I---I-
EQ , .7�.7 lJ�
30
'I
-- --I---------------I--
I I I I
-- -- ---- - - - + --
I I I I I I ra - rt
28
-- --I---------------I--
-- -- -- --� `4gq-- -� -- -"�--
26
--Ir--Ir--Ir--Ir-----------------Ii--
-- -- --+--+--+--+--r--
24
—
22
--r--I- --I---I---I---I---I---I---I---I--T--T--T--T--T--T--T--r--
H 20
w
--T--I
I
-----------------T--T--T--T--T--T--T--r--
.... 18
T -
T-- T-- T-- T-- T - -r--
3
0
11111111111111111
I
10
--I -- ---------------------II--
-- -- --'I --'I --'I ---I -- --
8
10 cfs
6
Z ,
1.08 cfs
0.02 cfs zzzzzz
4
0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20
Time (hours)

DAVIS VILLAGE SAND FILTER C
DAVIS VILLAGE SAND FILTER C 8.11.22 Type/1 6-hr 10-Year Rainfall=3.75"
Prepared by Plott Hound Engineering PLLC Printed 8/12/2022
HvdroCAD® 10.10-6a s/n 11998 © 2020 HvdroCAD Software Solutions LLC Paae 13
Hydrograph for Pond 2P: FOREBAY
Time
Inflow
Storage
Elevation
Outflow
Primary
Secondary
Tertiary
(hours)
(cfs)
(cubic -feet)
(feet)
(cfs)
(cfs)
(cfs)
(cfs)
0.00
0.00
0
550.00
0.00
0.00
0.00
0.00
0.50
0.00
0
550.00
0.00
0.00
0.00
0.00
1.00
0.00
0
550.00
0.00
0.00
0.00
0.00
1.50
0.00
0
550.00
0.00
0.00
0.00
0.00
2.00
0.30
219
550.04
0.00
0.00
0.00
0.00
2.50
1.09
1,374
550.24
0.00
0.00
0.00
0.00
3.00
26.12
21,954
552.83
0.01
0.00
0.01
0.00
3.50
2.46
32,200
553.76
0.44
0.42
0.02
0.00
4.00
1.55
34,725
553.96
0.50
0.48
0.02
0.00
4.50
1.18
35,832
554.05
1.06
1.04
0.02
0.00
5.00
0.93
35,794
554.04
1.01
0.99
0.02
0.00
5.50
0.82
35,680
554.04
0.87
0.85
0.02
0.00
6.00
0.74
35,603
554.03
0.78
0.76
0.02
0.00
6.50
0.00
34,768
553.96
0.50
0.48
0.02
0.00
7.00
0.00
33,885
553.89
0.48
0.46
0.02
0.00
7.50
0.00
33,034
553.83
0.46
0.44
0.02
0.00
8.00
0.00
32,217
553.76
0.44
0.42
0.02
0.00
8.50
0.00
31,433
553.69
0.43
0.41
0.02
0.00
9.00
0.00
30,683
553.63
0.41
0.39
0.02
0.00
9.50
0.00
29,968
553.57
0.39
0.37
0.02
0.00
10.00
0.00
29,288
553.51
0.37
0.35
0.02
0.00
10.50
0.00
28,644
553.46
0.35
0.33
0.02
0.00
11.00
0.00
28,036
553.40
0.33
0.31
0.02
0.00
11.50
0.00
27,464
553.35
0.31
0.29
0.02
0.00
12.00
0.00
26,929
553.31
0.29
0.27
0.02
0.00
12.50
0.00
26,431
553.26
0.27
0.25
0.02
0.00
13.00
0.00
25,971
553.22
0.24
0.23
0.02
0.00
13.50
0.00
25,550
553.18
0.22
0.21
0.02
0.00
14.00
0.00
25,168
553.14
0.20
0.18
0.02
0.00
14.50
0.00
24,825
553.11
0.18
0.16
0.02
0.00
15.00
0.00
24,522
553.08
0.16
0.14
0.02
0.00
15.50
0.00
24,278
553.06
0.11
0.09
0.02
0.00
16.00
0.00
24,113
553.04
0.08
0.06
0.02
0.00
16.50
0.00
23,998
553.03
0.05
0.04
0.02
0.00
17.00
0.00
23,912
553.02
0.04
0.03
0.02
0.00
17.50
0.00
23,847
553.02
0.03
0.02
0.02
0.00
18.00
0.00
23,794
553.01
0.03
0.01
0.02
0.00
18.50
0.00
23,751
553.01
0.02
0.01
0.02
0.00
19.00
0.00
23,715
553.01
0.02
0.00
0.02
0.00
19.50
0.00
23,683
553.00
0.02
0.00
0.02
0.00
20.00
0.00
23,654
553.00
0.02
0.00
0.02
0.00

DAVIS VILLAGE SAND FILTER C
DAVIS VILLAGE SAND FILTER C 8.11.22 Type/1 6-hr 10-Year Rainfall=3.75"
Prepared by Plott Hound Engineering PLLC Printed 8/12/2022
HvdroCAD® 10.10-6a s/n 11998 © 2020 HvdroCAD Software Solutions LLC Paae 14
Stage -Discharge for Pond 2P: FOREBAY
Elevation
Discharge
Primary
Secondary
Tertiary
(feet)
(cfs)
(cfs)
(cfs)
(cfs)
550.00
0.00
0.00
0.00
0.00
550.20
0.00
0.00
0.00
0.00
550.40
0.00
0.00
0.00
0.00
550.60
0.00
0.00
0.00
0.00
550.80
0.00
0.00
0.00
0.00
551.00
0.01
0.00
0.01
0.00
551.20
0.01
0.00
0.01
0.00
551.40
0.01
0.00
0.01
0.00
551.60
0.01
0.00
0.01
0.00
551.80
0.01
0.00
0.01
0.00
552.00
0.01
0.00
0.01
0.00
552.20
0.01
0.00
0.01
0.00
552.40
0.01
0.00
0.01
0.00
552.60
0.01
0.00
0.01
0.00
552.80
0.01
0.00
0.01
0.00
553.00
0.02
0.00
0.02
0.00
553.20
0.23
0.22
0.02
0.00
553.40
0.33
0.31
0.02
0.00
553.60
0.40
0.38
0.02
0.00
553.80
0.46
0.44
0.02
0.00
554.00
0.51
0.49
0.02
0.00
554.20
5.24
5.21
0.02
0.00
554.40
13.84
13.81
0.02
0.00
554.60
24.96
24.93
0.02
0.00
554.80
29.51
29.49
0.03
0.00
555.00
30.28
30.25
0.03
0.00
555.20
35.94
31.00
0.03
4.91
555.40
46.07
31.73
0.03
14.32
555.60
59.38
32.44
0.03
26.90
555.80
74.58
33.14
0.03
41.41
556.00
92.77
33.82
0.03
58.91

DAVIS VILLAGE SAND FILTER C
DAVIS VILLAGE SAND FILTER C 8.11.22 Type/1 6-hr 10-Year Rainfall=3.75"
Prepared by Plott Hound Engineering PLLC Printed 8/12/2022
HvdroCAD® 10.10-6a s/n 11998 © 2020 HvdroCAD Software Solutions LLC Paae 15
Summary for Pond 3P: SAND FILTER
Inflow = 0.02 cfs @ 4.65 hrs, Volume= 0.026 of
Outflow = 0.02 cfs @ 4.65 hrs, Volume= 0.026 af, Atten= 0%, Lag= 0.0 min
Primary = 0.02 cfs @ 4.65 hrs, Volume= 0.026 of
Routed to Pond 4P : TOTAL
Routing by Dyn-Stor-Ind method, Time Span= 0.00-20.00 hrs, dt= 0.05 hrs
Peak Elev= 550.00' @ 0.00 hrs Surf.Area= 3,093 sf Storage= 0 cf
Plug -Flow detention time= (not calculated: outflow precedes inflow)
Center -of -Mass det. time= 0.0 min (652.7 - 652.7 )
Volume Invert
Avail.Storage Storage Description
#1 550.00'
23,772 cf SAND FILTER STORAGE (Prismatic�isted below (Recalc)
Elevation Surf.Area
Inc.Store Cum.Store
(feet)
(sq-ft) (cubic -feet) (cubic -feet)
550.00
3,093 0 0
551.00
3,519 3,306 3,306
552.00
4,256 3,888 7,194
553.00
5,055 4,656 11,849
554.00
5,933 5,494 17,343
555.00
6,925 6,429 23,772
Device Routing
Invert Outlet Devices
#1 Primary
549.50' FILTER MEDIA
Head (feet) 0.00 2.50 5.00
Disch. (cfs) 0.000 0.327 0.532
Primary OutFlow Max=0.00 cfs @ 4.65 hrs HW=550.00' TW=0.00' (Dynamic Tailwater)
L1=FILTER MEDIA (Passes 0.00 cfs of 0.07 cfs potential flow)

DAVIS VILLAGE SAND FILTER C
DAVIS VILLAGE SAND FILTER C 8.11.22 Type/1 6-hr 10-Year Rainfall=3.75"
Prepared by Plott Hound Engineering PLLC Printed 8/12/2022
HydroCAD® 10.10-6a s/n 11998 © 2020 HydroCAD Software Solutions LLC Paae 16
Pond 3P: SAND FILTER
Hyd rog raph
--+--+---------+--+--+------+
--'----'---'---'----------'---'---'----'
---------
---'
------+--+--+------+--+--
-------------'
------------'---
■ Inflow
0.024
❑ Primary
0.023
-
=- 0.02ofs
----�i =_==
e�1
'Ii-E'lev=56:0.0
0.022
-
- -
-
0.021
,�
-- --
- --; --; --
----,---;
--; -- -- ---; --; -- --
Cl
0.019
-----
------ ------
------
`orage;= --
0.018
--+--
------+--+--+------+--
0.017
-----
---------
---
-
---------- --
- ---
-
0.016
,
--+--
------+--+--+------+--+--+---------+--
-- --
0.015
w 0.014
--+--
------+--+--+------+--+--+---------+--+--+------+--+--
-� 0.013
-----
------------------------------------------------------
3 0.012
--+--
------*--+--
------r--+--
---------r--+--
------r--+--
�-°° 0.011
-----
0.0 1
,
--+--
------+--+--+------+--+--+---------+--+--+------+--+--
0.009
0.008------+--+--+------+--+--+---------+--+--+------+--+--
0.007
----
------------------------------------------------------
0.006
--+-
-------r--+--
------r--+--
---------r--+--
------r--+--
0.005
----
-------------------------------------------------------
0.004
,
--+-
-------+--+--+------+--+--+---------+--+--+------+--+--
0.002
0.001
0
0 1
2
3 4 5 6
7
8
9 10 11
12 13
14 15 16 17 18 19 20
Time (hours)

DAVIS VILLAGE SAND FILTER C
DAVIS VILLAGE SAND FILTER C 8.11.22 Type/1 6-hr 10-Year Rainfall=3.75"
Prepared by Plott Hound Engineering PLLC Printed 8/12/2022
HvdroCAD® 10.10-6a s/n 11998 © 2020 HvdroCAD Software Solutions LLC Paae 17
Hydrograph for Pond 3P: SAND FILTER
Time
Inflow
Storage
Elevation
Primary
(hours)
(cfs)
(cubic -feet)
(feet)
(cfs)
0.00
0.00
0
550.00
0.00
0.50
0.00
0
550.00
0.00
1.00
0.00
0
550.00
0.00
1.50
0.00
0
550.00
0.00
2.00
0.00
0
550.00
0.00
2.50
0.00
0
550.00
0.00
3.00
0.01
0
550.00
0.01
3.50
0.02
0
550.00
0.02
4.00
0.02
0
550.00
0.02
4.50
0.02
0
550.00
0.02
5.00
0.02
0
550.00
0.02
5.50
0.02
0
550.00
0.02
6.00
0.02
0
550.00
0.02
6.50
0.02
0
550.00
0.02
7.00
0.02
0
550.00
0.02
7.50
0.02
0
550.00
0.02
8.00
0.02
0
550.00
0.02
8.50
0.02
0
550.00
0.02
9.00
0.02
0
550.00
0.02
9.50
0.02
0
550.00
0.02
10.00
0.02
0
550.00
0.02
10.50
0.02
0
550.00
0.02
11.00
0.02
0
550.00
0.02
11.50
0.02
0
550.00
0.02
12.00
0.02
0
550.00
0.02
12.50
0.02
0
550.00
0.02
13.00
0.02
0
550.00
0.02
13.50
0.02
0
550.00
0.02
14.00
0.02
0
550.00
0.02
14.50
0.02
0
550.00
0.02
15.00
0.02
0
550.00
0.02
15.50
0.02
0
550.00
0.02
16.00
0.02
0
550.00
0.02
16.50
0.02
0
550.00
0.02
17.00
0.02
0
550.00
0.02
17.50
0.02
0
550.00
0.02
18.00
0.02
0
550.00
0.02
18.50
0.02
0
550.00
0.02
19.00
0.02
0
550.00
0.02
19.50
0.02
0
550.00
0.02
20.00
0.02
0
550.00
0.02

DAVIS VILLAGE SAND FILTER C
DAVIS VILLAGE SAND FILTER C 8.11.22 Type/1 6-hr 10-Year Rainfall=3.75"
Prepared by Plott Hound Engineering PLLC Printed 8/12/2022
HvdroCAD® 10.10-6a s/n 11998 © 2020 HvdroCAD Software Solutions LLC Paae 18
Elevation Primary
(feet)
(cfs)
550.00
0.00
550.05
0.07
550.10
0.08
550.15
0.09
550.20
0.09
550.25
0.10
550.30
0.10
550.35
0.11
550.40
0.12
550.45
0.12
550.50
0.13
550.55
0.14
550.60
0.14
550.65
0.15
550.70
0.16
550.75
0.16
550.80
0.17
550.85
0.18
550.90
0.18
550.95
0.19
551.00
0.20
551.05
0.20
551.10
0.21
551.15
0.22
551.20
0.22
551.25
0.23
551.30
0.24
551.35
0.24
551.40
0.25
551.45
0.26
551.50
0.26
551.55
0.27
551.60
0.27
551.65
0.28
551.70
0.29
551.75
0.29
551.80
0.30
551.85
0.31
551.90
0.31
551.95
0.32
552.00
0.33
552.05
0.33
552.10
0.34
552.15
0.34
552.20
0.34
552.25
0.35
552.30
0.35
552.35
0.36
552.40
0.36
552.45
0.36
552.50
0.37
Stage -Discharge for Pond 3P: SAND FILTER
Elevation Primary
(feet)
(cfs)
552.55
0.37
552.60
0.38
552.65
0.38
552.70
0.38
552.75
0.39
552.80
0.39
552.85
0.40
552.90
0.40
552.95
0.40
553.00
0.41
553.05
0.41
553.10
0.42
553.15
0.42
553.20
0.43
553.25
0.43
553.30
0.43
553.35
0.44
553.40
0.44
553.45
0.45
553.50
0.45
553.55
0.45
553.60
0.46
553.65
0.46
553.70
0.47
553.75
0.47
553.80
0.47
553.85
0.48
553.90
0.48
553.95
0.49
554.00
0.49
554.05
0.50
554.10
0.50
554.15
0.50
554.20
0.51
554.25
0.51
554.30
0.52
554.35
0.52
554.40
0.52
554.45
0.53
554.50
0.53
554.55
0.54
554.60
0.54
554.65
0.54
554.70
0.55
554.75
0.55
554.80
0.56
554.85
0.56
554.90
0.56
554.95
0.57
555.00
0.57

DAVIS VILLAGE SAND FILTER C
DAVIS VILLAGE SAND FILTER C 8.11.22 Type/1 6-hr 10-Year Rainfall=3.75"
Prepared by Plott Hound Engineering PLLC Printed 8/12/2022
HvdroCAD® 10.10-6a s/n 11998 © 2020 HvdroCAD Software Solutions LLC Paae 19
Summary for Pond 4P: TOTAL
Inflow Area = 5.000 ac, 38.00% Impervious, Inflow Depth > 1.11" for 10-Year event
Inflow = 1.10 cfs @ 4.65 hrs, Volume= 0.461 of
Primary = 1.10 cfs @ 4.65 hrs, Volume= 0.461 af, Atten= 0%, Lag= 0.0 min
Routing by Dyn-Stor-Ind method, Time Span= 0.00-20.00 hrs, dt= 0.05 hrs
Pond 4P: TOTAL
Hyd rog raph
■ Inflow
❑ Primary
0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20
Time (hours)

DAVIS VILLAGE SAND FILTER C
DAVIS VILLAGE SAND FILTER C 8.11.22 Type/1 6-hr 10-Year Rainfall=3.75"
Prepared by Plott Hound Engineering PLLC Printed 8/12/2022
HvdroCAD® 10.10-6a s/n 11998 © 2020 HvdroCAD Software Solutions LLC Paae 20
Hydrograph for Pond 4P: TOTAL
Time
Inflow Elevation
Primary
(hours)
(cfs) (feet)
(cfs)
0.00
0.00
0.00
0.25
0.00
0.00
0.50
0.00
0.00
0.75
0.00
0.00
1.00
0.00
0.00
1.25
0.00
0.00
1.50
0.00
0.00
1.75
0.00
0.00
2.00
0.00
0.00
2.25
0.00
0.00
2.50
0.00
0.00
2.75
0.00
0.00
3.00
0.01
0.01
3.25
0.38
0.38
3.50
0.44
0.44
3.75
0.48
0.48
4.00
0.50
0.50
4.25
0.70
0.70
4.50
1.06
1.06
4.75
1.09
1.09
5.00
1.01
1.01
5.25
0.93
0.93
5.50
0.87
0.87
5.75
0.83
0.83
6.00
0.78
0.78
6.25
0.51
0.51
6.50
0.50
0.50
6.75
0.49
0.49
7.00
0.48
0.48
7.25
0.47
0.47
7.50
0.46
0.46
7.75
0.45
0.45
8.00
0.44
0.44
8.25
0.44
0.44
8.50
0.43
0.43
8.75
0.42
0.42
9.00
0.41
0.41
9.25
0.40
0.40
9.50
0.39
0.39
9.75
0.38
0.38
10.00
0.37
0.37
10.25
0.36
0.36
10.50
0.35
0.35
10.75
0.34
0.34
11.00
0.33
0.33
11.25
0.32
0.32
11.50
0.31
0.31
11.75
0.30
0.30
12.00
0.29
0.29
12.25
0.28
0.28
12.50
0.27
0.27
Time
Inflow Elevation
Primary
(hours)
(cfs) (feet)
(cfs)
12.75
0.26
0.26
13.00
0.24
0.24
13.25
0.23
0.23
13.50
0.22
0.22
13.75
0.21
0.21
14.00
0.20
0.20
14.25
0.19
0.19
14.50
0.18
0.18
14.75
0.17
0.17
15.00
0.16
0.16
15.25
0.14
0.14
15.50
0.11
0.11
15.75
0.09
0.09
16.00
0.08
0.08
16.25
0.06
0.06
16.50
0.05
0.05
16.75
0.05
0.05
17.00
0.04
0.04
17.25
0.04
0.04
17.50
0.03
0.03
17.75
0.03
0.03
18.00
0.03
0.03
18.25
0.02
0.02
18.50
0.02
0.02
18.75
0.02
0.02
19.00
0.02
0.02
19.25
0.02
0.02
19.50
0.02
0.02
19.75
0.02
0.02
20.00
0.02
0.02

PLOTT HOUND
ENGINEERING
ENGINEERING
SAND FILTER C
HYDROCAD OUTPUT
50-yr - 6-hour Storm Event

C
PRE - DEVELOPMENT
TOWNS
FOR BA
4P
TOTAL
Subcat Reach on Link
Y
0
Cis
T TO SAND
-ILTER C
N1Q
3P
SAND FILTER

DAVIS VILLAGE SAND FILTER C
DAVIS VILLAGE SAND FILTER C 8.11.22
Prepared by Plott Hound Engineering PLLC
HvdroCAD® 10.10-6a s/n 11998 © 2020 HvdroCAD Software Solutions LLC
Rainfall Events Listing (selected events)
Event# Event Storm Type Curve Mode Duration B/B Depth AMC
Name (hours) (inches)
1 50-Year Type II 6-hr Default 6.00 1 4.99 2
Printed 8/12/2022
Paae 2

DAVIS VILLAGE SAND FILTER C
DAVIS VILLAGE SAND FILTER C 8.11.22
Prepared by Plott Hound Engineering PLLC Printed 8/12/2022
HydroCAD® 10.10-6a s/n 11998 © 2020 HydroCAD Software Solutions LLC Page 3
Area Listing (all nodes)
Area CN Description
(acres) (subcatchment-numbers)
5.000 87 1/4 acre lots, 38% imp, HSG D (1S)
4.750 84 Pasture/grassland/range, Fair, HSG D (OS)
9.750 86 TOTAL AREA

DAVIS VILLAGE SAND FILTER C
DAVIS VILLAGE SAND FILTER C 8.11.22
Prepared by Plott Hound Engineering PLLC Printed 8/12/2022
HydroCAD® 10.10-6a s/n 11998 © 2020 HydroCAD Software Solutions LLC Page 4
Soil Listing (all nodes)
Area Soil Subcatchment
(acres) Group Numbers
0.000 HSG A
0.000 HSG B
0.000 HSG C
9.750 HSG D OS, 1 S
0.000 Other
9.750 TOTAL AREA

DAVIS VILLAGE SAND FILTER C
DAVIS VILLAGE SAND FILTER C 8.11.22
Prepared by Plott Hound Engineering PLLC
HvdroCADO 10.10-6a s/n 11998 © 2020 HvdroCAD Software Solutions LLC
Ground Covers (all nodes)
HSG-A HSG-B HSG-C HSG-D Other Total Ground
(acres) (acres) (acres) (acres) (acres) (acres) Cover
Printed 8/12/2022
Paae 5
Subcatchment
Numbers
0.000
0.000
0.000
5.000
0.000
5.000
1/4 acre lots, 38% imp 1S
0.000
0.000
0.000
4.750
0.000
4.750
Pasture/grassland/range, Fair OS
0.000
0.000
0.000
9.750
0.000
9.750
TOTAL AREA

DAVIS VILLAGE SAND FILTER C
DAVIS VILLAGE SAND FILTER C 8.11.22 Type/1 6-hr 50-Year Rainfall=4.99"
Prepared by Plott Hound Engineering PLLC Printed 8/12/2022
HvdroCAD® 10.10-6a s/n 11998 © 2020 HvdroCAD Software Solutions LLC Paae 6
Time span=0.00-20.00 hrs, dt=0.05 hrs, 401 points
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN
Reach routing by Dyn-Stor-Ind method - Pond routing by Dyn-Stor-Ind method
SubcatchmentOS: PRE - DEVELOPMENT Runoff Area=4.750 ac 0.00% Impervious Runoff Depth=3.26"
Tc=10.0 min CN=84 Runoff=32.64 cfs 1.291 of
Subcatchment1S: POST TO SAND FILTER Runoff Area=5.000 ac 38.00% Impervious Runoff Depth=3.56"
Tc=5.0 min CN=87 Runoff=43.53 cfs 1.482 of
Pond 2P: FOREBAY Peak Elev=554.33' Storage=39,686 cf Inflow=43.53 cfs 1.482 of
Primary=10.62 cfs 0.913 of Secondary=0.02 cfs 0.027 of Tertiary=0.00 cfs 0.000 of Outflow=10.65 cfs 0.939 of
Pond 3P: SAND FILTER Peak Elev=550.00' Storage=0 cf Inflow=0.02 cfs 0.027 of
Outflow=0.02 cfs 0.027 of
Pond 4P: TOTAL Inflow=10.65 cfs 0.939 of
Primary=10.65 cfs 0.939 of
Total Runoff Area = 9.750 ac Runoff Volume = 2.773 of Average Runoff Depth = 3.41"
80.51% Pervious = 7.850 ac 19.49% Impervious = 1.900 ac

DAVIS VILLAGE SAND FILTER C
DAVIS VILLAGE SAND FILTER C 8.11.22 Type/1 6-hr 50-Year Rainfall=4.99"
Prepared by Plott Hound Engineering PLLC Printed 8/12/2022
HydroCAD® 10.10-6a s/n 11998 © 2020 HydroCAD Software Solutions LLC Paae 7
Summary for Subcatchment OS: PRE - DEVELOPMENT TOWNS
Runoff = 32.64 cfs @ 3.01 hrs, Volume= 1.291 af, Depth= 3.26"
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-20.00 hrs, dt= 0.05 hrs
Type II 6-hr 50-Year Rainfall=4.99"
Area (ac) CN Description
4.750 84 Pasture/grassland/range, Fair, HSG D
4.750 100.00% Pervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
10.0 Direct Entry,
Subcatchment OS: PRE - DEVELOPMENT TOWNS
Hydrograph
■Runoff
34 I 32.64 cfs
-------------------------------------
32
- -- + - -- - -- --T------+------T---ITyrpe-ill-
30
--+---r---r--r--- ---r--- ---r--+---I---+---I---+---I---r------iV-hir-
28--+---+ ---+--+------+------+--+---I---+---I---+------r------+--+---
26 -- ---'----'------'------------L---'--5n Yea�r-l�'a
24 -- ---''-------L------L------ 'L--1------1
--Ii Ai re4i =4i 75`LuMQ-
i
c221----L----L-1---
20-------- R-unotf-Yolume=1-2- 1-af =
-
3 18 -- --- ------ + ------ ------ -- ---I -- I I -
a 16
RUnbf�'DotF =�- 26'r-
---I I— T — — —I— T — — —I— T--T— — —I T---I— T— — —I—T— A-----T---
14 -- ---Ir--Ir--r------r------Ir------II---7---1i---r---li 1 c= I .Vrmi'in-
12--+---+ --+--+--+---+--+---+--+---+--+---+--+--+---+--+---+--+---
10--L---'- --'------'------'---' --------L------L------L---ICN =84
- �I
$ - -L -- --'--- ---'---L---'---L--L---'---L------L------L------L--L---
6
4 -- ---' -'---------'------'---T - - -'--- +- - -
'-------------'---
2
0
0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20
Time (hours)

DAVIS VILLAGE SAND FILTER C
DAVIS VILLAGE SAND FILTER C 8.11.22 Type/1 6-hr 50-Year Rainfall=4.99"
Prepared by Plott Hound Engineering PLLC Printed 8/12/2022
HydroCAD® 10.10-6a s/n 11998 © 2020 HydroCAD Software Solutions LLC Paae 8
Hydrograph for Subcatchment OS: PRE - DEVELOPMENT TOWNS
Time Precip. Excess Runoff
(hours)
(inches)
(inches)
(cfs)
0.00
0.00
0.00
0.00
0.25
0.06
0.00
0.00
0.50
0.11
0.00
0.00
0.75
0.17
0.00
0.00
1.00
0.24
0.00
0.00
1.25
0.32
0.00
0.00
1.50
0.40
0.00
0.00
1.75
0.50
0.01
0.11
2.00
0.62
0.03
0.34
2.25
0.77
0.07
0.69
2.50
0.96
0.14
1.25
2.75
1.70
0.54
6.28
3.00
3.64
2.06
32.32
3.25
3.95
2.33
7.22
3.50
4.15
2.51
3.66
3.75
4.30
2.63
2.50
4.00
4.41
2.74
2.09
4.25
4.52
2.83
1.78
4.50
4.61
2.91
1.57
4.75
4.68
2.98
1.38
5.00
4.75
3.05
1.23
5.25
4.82
3.10
1.12
5.50
4.88
3.16
1.07
5.75
4.94
3.21
1.01
6.00
4.99
3.26
0.96
6.25
4.99
3.26
0.10
6.50
4.99
3.26
0.00
6.75
4.99
3.26
0.00
7.00
4.99
3.26
0.00
7.25
4.99
3.26
0.00
7.50
4.99
3.26
0.00
7.75
4.99
3.26
0.00
8.00
4.99
3.26
0.00
8.25
4.99
3.26
0.00
8.50
4.99
3.26
0.00
8.75
4.99
3.26
0.00
9.00
4.99
3.26
0.00
9.25
4.99
3.26
0.00
9.50
4.99
3.26
0.00
9.75
4.99
3.26
0.00
10.00
4.99
3.26
0.00
10.25
4.99
3.26
0.00
10.50
4.99
3.26
0.00
10.75
4.99
3.26
0.00
11.00
4.99
3.26
0.00
11.25
4.99
3.26
0.00
11.50
4.99
3.26
0.00
11.75
4.99
3.26
0.00
12.00
4.99
3.26
0.00
12.25
4.99
3.26
0.00
12.50
4.99
3.26
0.00
Time Precip. Excess Runoff
(hours)
(inches)
(inches)
(cfs)
12.75
4.99
3.26
0.00
13.00
4.99
3.26
0.00
13.25
4.99
3.26
0.00
13.50
4.99
3.26
0.00
13.75
4.99
3.26
0.00
14.00
4.99
3.26
0.00
14.25
4.99
3.26
0.00
14.50
4.99
3.26
0.00
14.75
4.99
3.26
0.00
15.00
4.99
3.26
0.00
15.25
4.99
3.26
0.00
15.50
4.99
3.26
0.00
15.75
4.99
3.26
0.00
16.00
4.99
3.26
0.00
16.25
4.99
3.26
0.00
16.50
4.99
3.26
0.00
16.75
4.99
3.26
0.00
17.00
4.99
3.26
0.00
17.25
4.99
3.26
0.00
17.50
4.99
3.26
0.00
17.75
4.99
3.26
0.00
18.00
4.99
3.26
0.00
18.25
4.99
3.26
0.00
18.50
4.99
3.26
0.00
18.75
4.99
3.26
0.00
19.00
4.99
3.26
0.00
19.25
4.99
3.26
0.00
19.50
4.99
3.26
0.00
19.75
4.99
3.26
0.00
20.00
4.99
3.26
0.00

DAVIS VILLAGE SAND FILTER C
DAVIS VILLAGE SAND FILTER C 8.11.22 Type/1 6-hr 50-Year Rainfall=4.99"
Prepared by Plott Hound Engineering PLLC Printed 8/12/2022
HydroCAD® 10.10-6a s/n 11998 © 2020 HydroCAD Software Solutions LLC Paae 9
Summary for Subcatchment 1S: POST TO SAND FILTER C
Runoff = 43.53 cfs @ 2.95 hrs, Volume= 1.482 af, Depth= 3.56"
Routed to Pond 2P : FOREBAY
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-20.00 hrs, dt= 0.05 hrs
Type II 6-hr 50-Year Rainfall=4.99"
Area (ac) CN Description
5.000 87 1/4 acre lots, 38% imp, HSG D
3.100 62.00% Pervious Area
1.900 38.00% Impervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
5.0 Direct Entry,
Subcatchment 1S: POST TO SAND FILTER C
Hydrograph
48
--------- T---
———+---
———r---li---Ir--rt---
Ir-- T---——— +---——— r---li---Ir--y---
■Runoff
46
42
I
---------------------------?---�---
43.53 cfs
-- -------
-- T---
--- T--
----F-- T--
--------------------------
-T--T------ r------T---�4-
40
i
---' - - -'--------
-- ---
---
------
--- - - -- -'--
,Type
- - - - -'---------
--------'--- - -
- -
,6--�
36
34
-- --- ------
--+-------+--+--+---+--+---+--+-----50
------
------
-- ---
- -- - -- -- C�-------------
Year REliftfalf=4.R9��--
32
30
--1---'----1---1---1---L---1---L--1------<ii�tJil-/.t're=�i�i7tJVE
- - -
i ww��i� p Ci ^�i�
-
w 28
V 26
------r---r--r
----------------------------------F��ir�rJif-Volumev=l."2-af
---
I---r---I---r------r--7
-+------r--- ---r-- - -
-
3 24
i° 22
--+-------+--+--+---+--+---+--+------+-pp-+���-MM-+yyam�--+-^--+-**+��---ry+-C-+---
-- ---,----,---,
------T---,---T--
------T-RLm6ff
�"W=156"--
20
18
--1---'- ---1---1---1---L---1---L--1---'---1------1---'---L---'----L--1---
-- ---Ir---
--- r---
--- r---li---r------Ir--T
--- --- r--- li--Ttc=$.0,m f n--
16
14
,i
,i
---'---'---'---'
--+-------+--+--+---+--+---+--+------+------+------+---iCN�87
---'---'
---'---'
---'---'
---'---'---'---'-----------------
-
12
-- -------,---,
------
T------
T-----,----
---,---,------ T---,---,---,---
8
6-
,i
�i
- - - - - -i--r--r------r------r--rt---r--7------+------r------r--
---
4-
2
0
0
1 2 3 4
5 6
7 8
9 10 11
Time (hours)
12 13 14 15 16 17 18 19 20

DAVIS VILLAGE SAND FILTER C
DAVIS VILLAGE SAND FILTER C 8.11.22 Type/1 6-hr 50-Year Rainfall=4.99"
Prepared by Plott Hound Engineering PLLC Printed 8/12/2022
HydroCAD® 10.10-6a s/n 11998 © 2020 HydroCAD Software Solutions LLC Paae 10
Hydrograph for Subcatchment 1S: POST TO SAND FILTER C
Time Precip. Excess Runoff
(hours)
(inches)
(inches)
(cfs)
0.00
0.00
0.00
0.00
0.25
0.06
0.00
0.00
0.50
0.11
0.00
0.00
0.75
0.17
0.00
0.00
1.00
0.24
0.00
0.00
1.25
0.32
0.00
0.00
1.50
0.40
0.01
0.17
1.75
0.50
0.02
0.41
2.00
0.62
0.06
0.72
2.25
0.77
0.11
1.24
2.50
0.96
0.20
1.97
2.75
1.70
0.67
12.52
3.00
3.64
2.31
37.27
3.25
3.95
2.59
5.26
3.50
4.15
2.78
3.43
3.75
4.30
2.91
2.57
4.00
4.41
3.02
2.15
4.25
4.52
3.11
1.86
4.50
4.61
3.20
1.63
4.75
4.68
3.27
1.45
5.00
4.75
3.34
1.29
5.25
4.82
3.40
1.20
5.50
4.88
3.45
1.14
5.75
4.94
3.51
1.08
6.00
4.99
3.56
1.02
6.25
4.99
3.56
0.00
6.50
4.99
3.56
0.00
6.75
4.99
3.56
0.00
7.00
4.99
3.56
0.00
7.25
4.99
3.56
0.00
7.50
4.99
3.56
0.00
7.75
4.99
3.56
0.00
8.00
4.99
3.56
0.00
8.25
4.99
3.56
0.00
8.50
4.99
3.56
0.00
8.75
4.99
3.56
0.00
9.00
4.99
3.56
0.00
9.25
4.99
3.56
0.00
9.50
4.99
3.56
0.00
9.75
4.99
3.56
0.00
10.00
4.99
3.56
0.00
10.25
4.99
3.56
0.00
10.50
4.99
3.56
0.00
10.75
4.99
3.56
0.00
11.00
4.99
3.56
0.00
11.25
4.99
3.56
0.00
11.50
4.99
3.56
0.00
11.75
4.99
3.56
0.00
12.00
4.99
3.56
0.00
12.25
4.99
3.56
0.00
12.50
4.99
3.56
0.00
Time Precip. Excess Runoff
(hours)
(inches)
(inches)
(cfs)
12.75
4.99
3.56
0.00
13.00
4.99
3.56
0.00
13.25
4.99
3.56
0.00
13.50
4.99
3.56
0.00
13.75
4.99
3.56
0.00
14.00
4.99
3.56
0.00
14.25
4.99
3.56
0.00
14.50
4.99
3.56
0.00
14.75
4.99
3.56
0.00
15.00
4.99
3.56
0.00
15.25
4.99
3.56
0.00
15.50
4.99
3.56
0.00
15.75
4.99
3.56
0.00
16.00
4.99
3.56
0.00
16.25
4.99
3.56
0.00
16.50
4.99
3.56
0.00
16.75
4.99
3.56
0.00
17.00
4.99
3.56
0.00
17.25
4.99
3.56
0.00
17.50
4.99
3.56
0.00
17.75
4.99
3.56
0.00
18.00
4.99
3.56
0.00
18.25
4.99
3.56
0.00
18.50
4.99
3.56
0.00
18.75
4.99
3.56
0.00
19.00
4.99
3.56
0.00
19.25
4.99
3.56
0.00
19.50
4.99
3.56
0.00
19.75
4.99
3.56
0.00
20.00
4.99
3.56
0.00

DAVIS VILLAGE SAND FILTER C
DAVIS VILLAGE SAND FILTER C 8.11.22 Type/1 6-hr 50-Year Rainfall=4.99"
Prepared by Plott Hound Engineering PLLC Printed 8/12/2022
HvdroCAD® 10.10-6a s/n 11998 © 2020 HvdroCAD Software Solutions LLC Paae 11
Summary for Pond 2P: FOREBAY
Inflow Area = 5.000 ac, 38.00% Impervious, Inflow Depth = 3.56" for 50-Year event
Inflow = 43.53 cfs @
2.95 hrs, Volume=
1.482 of
Outflow = 10.65 cfs @
3.11 hrs, Volume=
0.939 af, Atten= 76%, Lag= 9.5 min
Primary = 10.62 cfs @
3.11 hrs, Volume=
0.913 of
Routed to Pond 4P : TOTAL
Secondary = 0.02 cfs @
3.11 hrs, Volume=
0.027 of
Routed to Pond 3P : SAND FILTER
Tertiary = 0.00 cfs @
0.00 hrs, Volume=
0.000 of
Routed to Pond 4P : TOTAL
Routing by Dyn-Stor-Ind method, Time Span= 0.00-20.00
hrs, dt= 0.05 hrs
Peak Elev= 554.33' @ 3.11 hrs
Surf.Area= 13,979 sf
Storage= 39,686 cf
Plug -Flow detention time= 177.7 min calculated for 0.937 of (63% of inflow)
Center -of -Mass det. time= 152.6 min ( 349.9 - 197.3 )
Volume Invert
#1 550.00'
Description
69,077 cf Custom Stage Data (Prismatic)-isted below (Recalc)
Elevation Surf.Area
Inc.Store Cum.Store
(feet)
(sq-ft)
(cubic -feet) (cubic -feet)
550.00
5,499
0 0
551.00
7,059
6,279 6,279
552.00
8,674
7,867 14,146
553.00
10,345
9,510 23,655
554.00
12,788
11,567 35,222
555.00
16,358
14,573 49,795
556.00
22,207
19,283 69,077
Device Routing
Invert
Outlet Devices
#1 Primary
550.00'
24.0" Round 24" RCP Outfall
L= 113.0' RCP, square edge headwall, Ke= 0.500
Inlet / Outlet Invert= 550.00' / 549.00' S= 0.0088'/' Cc= 0.900
n= 0.012, Flow Area= 3.14 sf
#2 Device 1
553.00'
24.0" W x 12.0" H Vert. 10 YR. ORIFICE C= 0.600
Limited to weir flow at low heads
#3 Device 1
554.00'
48.0" x 48.0" Horiz. TOP OF OUTLET STRUCTURE C= 0.600
Limited to weir flow at low heads
#4 Secondary
550.00'
FLOW THROUGH RIPRAP BERM (Q=KIA) X 2.00
Head (feet) 0.00 1.00 2.00 3.00 4.00 5.00
Disch. (cfs) 0.000 0.003 0.005 0.008 0.011 0.013
#5 Device 2
550.00'
6.0" Round 6" Underdrain to Sand
L= 30.0' CMP, mitered to conform to fill, Ke= 0.700
Inlet / Outlet Invert= 550.00' / 549.50' S= 0.0167'/' Cc= 0.900
n= 0.025 Corrugated metal, Flow Area= 0.20 sf
#6 Tertiary
555.00'
20.0' long + 3.0'/' SideZ x 28.0' 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

DAVIS VILLAGE SAND FILTER C
DAVIS VILLAGE SAND FILTER C 8.11.22 Type/1 6-hr 50-Year Rainfall=4.99"
Prepared by Plott Hound Engineering PLLC Printed 8/12/2022
HydroCAD® 10.10-6a s/n 11998 © 2020 HydroCAD Software Solutions LLC Paae 12
Primary OutFlow Max=10.19 cfs @ 3.11 hrs HW=554.32' TW=0.00' (Dynamic Tailwater)
L1=24" RCP Outfall (Passes 10.19 cfs of 27.58 cfs potential flow)
2=10 YR. ORIFICE (Passes 0.56 cfs of 8.59 cfs potential flow)
L5=6" Underdrain to Sand (Outlet Controls 0.56 cfs @ 2.85 fps)
3=TOP OF OUTLET STRUCTURE (Weir Controls 9.63 cfs @ 1.86 fps)
Secondary OutFlow Max=0.02 cfs @ 3.11 hrs HW=554.32' TW=550.00' (Dynamic Tailwater)
L4=FLOW THROUGH RIPRAP BERM (Q=KIA)(Custom Controls 0.02 cfs)
Tertiary OutFlow Max=0.00 cfs @ 0.00 hrs HW=550.00' TW=0.00' (Dynamic Tailwater)
L6=EMERGENCY SPILLWAY( Controls 0.00 cfs)
Pond 2P: FOREBAY
Hyd rog raph
--L--1---1---1---1---1---1---1---1---1---1--1--1--1--1--1--1--1--L--
■Inflow
43.53 cfs
� IBC ^� ^^� a
-Inflow Area-� -040 _� -
r
outflow
❑Primary
Secondary
--'r--'- --'---'---'---'---'-----------Peak,Elev'=,554.a3--
0 Tertiary
45
-- ----------------------------
k :J0=39308Y 0
40
35
'
--� --i
30
o
-------,---,----------------------------,---,
---, ---, ---,--,----
LL 20
10.65 cfs
10.62 cfs —i---i---i---i---i---i---i---i--+--+--+--+--+--+--+--t--
15
10
5
0.02 cfs
0.00 cfs
0
0
1 2 3
4 5 6 7
8 9 10 11 12 13 14 15 16 17 18 19 20
Time (hours)

DAVIS VILLAGE SAND FILTER C
DAVIS VILLAGE SAND FILTER C 8.11.22 Type/1 6-hr 50-Year Rainfall=4.99"
Prepared by Plott Hound Engineering PLLC Printed 8/12/2022
HvdroCAD® 10.10-6a s/n 11998 © 2020 HvdroCAD Software Solutions LLC Paae 13
Hydrograph for Pond 2P: FOREBAY
Time
Inflow
Storage
Elevation
Outflow
Primary
Secondary
Tertiary
(hours)
(cfs)
(cubic -feet)
(feet)
(cfs)
(cfs)
(cfs)
(cfs)
0.00
0.00
0
550.00
0.00
0.00
0.00
0.00
0.50
0.00
0
550.00
0.00
0.00
0.00
0.00
1.00
0.00
0
550.00
0.00
0.00
0.00
0.00
1.50
0.17
69
550.01
0.00
0.00
0.00
0.00
2.00
0.72
829
550.15
0.00
0.00
0.00
0.00
2.50
1.97
3,112
550.53
0.00
0.00
0.00
0.00
3.00
37.27
34,047
553.91
0.49
0.46
0.02
0.00
3.50
3.43
37,483
554.17
4.30
4.28
0.02
0.00
4.00
2.15
36,629
554.11
2.40
2.38
0.02
0.00
4.50
1.63
36,296
554.08
1.78
1.76
0.02
0.00
5.00
1.29
36,067
554.07
1.40
1.38
0.02
0.00
5.50
1.14
35,925
554.05
1.19
1.17
0.02
0.00
6.00
1.02
35,839
554.05
1.07
1.05
0.02
0.00
6.50
0.00
34,900
553.97
0.50
0.48
0.02
0.00
7.00
0.00
34,012
553.90
0.48
0.46
0.02
0.00
7.50
0.00
33,157
553.84
0.47
0.45
0.02
0.00
8.00
0.00
32,334
553.77
0.45
0.43
0.02
0.00
8.50
0.00
31,545
553.70
0.43
0.41
0.02
0.00
9.00
0.00
30,791
553.64
0.41
0.39
0.02
0.00
9.50
0.00
30,071
553.58
0.39
0.37
0.02
0.00
10.00
0.00
29,386
553.52
0.37
0.35
0.02
0.00
10.50
0.00
28,736
553.47
0.35
0.33
0.02
0.00
11.00
0.00
28,122
553.41
0.33
0.31
0.02
0.00
11.50
0.00
27,545
553.36
0.31
0.29
0.02
0.00
12.00
0.00
27,005
553.31
0.29
0.27
0.02
0.00
12.50
0.00
26,501
553.27
0.27
0.25
0.02
0.00
13.00
0.00
26,036
553.22
0.25
0.23
0.02
0.00
13.50
0.00
25,609
553.18
0.23
0.21
0.02
0.00
14.00
0.00
25,221
553.15
0.20
0.19
0.02
0.00
14.50
0.00
24,873
553.12
0.18
0.17
0.02
0.00
15.00
0.00
24,564
553.09
0.16
0.14
0.02
0.00
15.50
0.00
24,308
553.06
0.12
0.10
0.02
0.00
16.00
0.00
24,134
553.05
0.08
0.06
0.02
0.00
16.50
0.00
24,012
553.03
0.06
0.04
0.02
0.00
17.00
0.00
23,923
553.03
0.04
0.03
0.02
0.00
17.50
0.00
23,855
553.02
0.03
0.02
0.02
0.00
18.00
0.00
23,801
553.01
0.03
0.01
0.02
0.00
18.50
0.00
23,757
553.01
0.02
0.01
0.02
0.00
19.00
0.00
23,720
553.01
0.02
0.00
0.02
0.00
19.50
0.00
23,687
553.00
0.02
0.00
0.02
0.00
20.00
0.00
23,658
553.00
0.02
0.00
0.02
0.00

DAVIS VILLAGE SAND FILTER C
DAVIS VILLAGE SAND FILTER C 8.11.22 Type/1 6-hr 50-Year Rainfall=4.99"
Prepared by Plott Hound Engineering PLLC Printed 8/12/2022
HvdroCAD® 10.10-6a s/n 11998 © 2020 HvdroCAD Software Solutions LLC Paae 14
Stage -Discharge for Pond 2P: FOREBAY
Elevation
Discharge
Primary
Secondary
Tertiary
(feet)
(cfs)
(cfs)
(cfs)
(cfs)
550.00
0.00
0.00
0.00
0.00
550.20
0.00
0.00
0.00
0.00
550.40
0.00
0.00
0.00
0.00
550.60
0.00
0.00
0.00
0.00
550.80
0.00
0.00
0.00
0.00
551.00
0.01
0.00
0.01
0.00
551.20
0.01
0.00
0.01
0.00
551.40
0.01
0.00
0.01
0.00
551.60
0.01
0.00
0.01
0.00
551.80
0.01
0.00
0.01
0.00
552.00
0.01
0.00
0.01
0.00
552.20
0.01
0.00
0.01
0.00
552.40
0.01
0.00
0.01
0.00
552.60
0.01
0.00
0.01
0.00
552.80
0.01
0.00
0.01
0.00
553.00
0.02
0.00
0.02
0.00
553.20
0.23
0.22
0.02
0.00
553.40
0.33
0.31
0.02
0.00
553.60
0.40
0.38
0.02
0.00
553.80
0.46
0.44
0.02
0.00
554.00
0.51
0.49
0.02
0.00
554.20
5.24
5.21
0.02
0.00
554.40
13.84
13.81
0.02
0.00
554.60
24.96
24.93
0.02
0.00
554.80
29.51
29.49
0.03
0.00
555.00
30.28
30.25
0.03
0.00
555.20
35.94
31.00
0.03
4.91
555.40
46.07
31.73
0.03
14.32
555.60
59.38
32.44
0.03
26.90
555.80
74.58
33.14
0.03
41.41
556.00
92.77
33.82
0.03
58.91

DAVIS VILLAGE SAND FILTER C
DAVIS VILLAGE SAND FILTER C 8.11.22 Type/1 6-hr 50-Year Rainfall=4.99"
Prepared by Plott Hound Engineering PLLC Printed 8/12/2022
HvdroCAD® 10.10-6a s/n 11998 © 2020 HvdroCAD Software Solutions LLC Paae 15
Summary for Pond 3P: SAND FILTER
Inflow = 0.02 cfs @ 3.11 hrs, Volume= 0.027 of
Outflow = 0.02 cfs @ 3.11 hrs, Volume= 0.027 af, Atten= 0%, Lag= 0.0 min
Primary = 0.02 cfs @ 3.11 hrs, Volume= 0.027 of
Routed to Pond 4P : TOTAL
Routing by Dyn-Stor-Ind method, Time Span= 0.00-20.00 hrs, dt= 0.05 hrs
Peak Elev= 550.00' @ 0.00 hrs Surf.Area= 3,093 sf Storage= 0 cf
Plug -Flow detention time= (not calculated: outflow precedes inflow)
Center -of -Mass det. time= 0.0 min (645.1 - 645.1 )
Volume Invert
Avail.Storage Storage Description
#1 550.00'
23,772 cf SAND FILTER STORAGE (Prismatic�isted below (Recalc)
Elevation Surf.Area
Inc.Store Cum.Store
(feet)
(sq-ft) (cubic -feet) (cubic -feet)
550.00
3,093 0 0
551.00
3,519 3,306 3,306
552.00
4,256 3,888 7,194
553.00
5,055 4,656 11,849
554.00
5,933 5,494 17,343
555.00
6,925 6,429 23,772
Device Routing
Invert Outlet Devices
#1 Primary
549.50' FILTER MEDIA
Head (feet) 0.00 2.50 5.00
Disch. (cfs) 0.000 0.327 0.532
Primary OutFlow Max=0.00 cfs @ 3.11 hrs HW=550.00' TW=0.00' (Dynamic Tailwater)
L1=FILTER MEDIA (Passes 0.00 cfs of 0.07 cfs potential flow)

DAVIS VILLAGE SAND FILTER C
DAVIS VILLAGE SAND FILTER C 8.11.22 Type/1 6-hr 50-Year Rainfall=4.99"
Prepared by Plott Hound Engineering PLLC Printed 8/12/2022
HydroCAD® 10.10-6a s/n 11998 © 2020 HydroCAD Software Solutions LLC Paae 16
Pond 3P: SAND FILTER
Hyd rog raph
FM PIIfiOW
0.026
-r--------1
1 0.02cfs
r--r--r---r--r--r--,---1---r--r--r--r---1---r--r--
I
I
I
I I I
❑Primary
0.024
,1
-- 0.02cfs
--------1---
-Peak
J�(�
Elie
0.022
-- -- -- 1
- -----------1---1-
--- --
---1---;
---'Storage;*
--; -----1---; --; -- --
c _
0.02
0.018
--1-- ---1---L--1--J---1---L--
0.016
1
1 1 1
- - + -----r--+--+--+---r--L--+--+------r--
1
1
1
1 1 1
1 1
- --
y
I
1
0 0.012
LL
--T-- I - - - T
I I
--T-
I
- T-
I
-T-
I
-----T- -T-
I I I
- ------
I I
--T--T--T------T--T--
I I I I I I I
0.01
,1
1
F T
F T 1
0.008
,1
, 1
-
1 1 1
1
1
1
1 1 1
1 1
1 1 1 1 1 1 1
0.006
�� 1
--L- -1---1---L--1--J---1---L--1--L---------L--1--J---1---L--L--
1 1 1
1
1
1
1 1 1
1 1
1 1 1 1 1 1 1
0.004
--L- --------L--L--L------L--L--L------L--L--L--L------L--L--
0.002
0
0 1
2 3 4 5
6
7
8
9 10 11
12 13
14 15 16 17 18 19 20
Time (hours)

DAVIS VILLAGE SAND FILTER C
DAVIS VILLAGE SAND FILTER C 8.11.22 Type/1 6-hr 50-Year Rainfall=4.99"
Prepared by Plott Hound Engineering PLLC Printed 8/12/2022
HvdroCAD® 10.10-6a s/n 11998 © 2020 HvdroCAD Software Solutions LLC Paae 17
Hydrograph for Pond 3P: SAND FILTER
Time
Inflow
Storage
Elevation
Primary
(hours)
(cfs)
(cubic -feet)
(feet)
(cfs)
0.00
0.00
0
550.00
0.00
0.50
0.00
0
550.00
0.00
1.00
0.00
0
550.00
0.00
1.50
0.00
0
550.00
0.00
2.00
0.00
0
550.00
0.00
2.50
0.00
0
550.00
0.00
3.00
0.02
0
550.00
0.02
3.50
0.02
0
550.00
0.02
4.00
0.02
0
550.00
0.02
4.50
0.02
0
550.00
0.02
5.00
0.02
0
550.00
0.02
5.50
0.02
0
550.00
0.02
6.00
0.02
0
550.00
0.02
6.50
0.02
0
550.00
0.02
7.00
0.02
0
550.00
0.02
7.50
0.02
0
550.00
0.02
8.00
0.02
0
550.00
0.02
8.50
0.02
0
550.00
0.02
9.00
0.02
0
550.00
0.02
9.50
0.02
0
550.00
0.02
10.00
0.02
0
550.00
0.02
10.50
0.02
0
550.00
0.02
11.00
0.02
0
550.00
0.02
11.50
0.02
0
550.00
0.02
12.00
0.02
0
550.00
0.02
12.50
0.02
0
550.00
0.02
13.00
0.02
0
550.00
0.02
13.50
0.02
0
550.00
0.02
14.00
0.02
0
550.00
0.02
14.50
0.02
0
550.00
0.02
15.00
0.02
0
550.00
0.02
15.50
0.02
0
550.00
0.02
16.00
0.02
0
550.00
0.02
16.50
0.02
0
550.00
0.02
17.00
0.02
0
550.00
0.02
17.50
0.02
0
550.00
0.02
18.00
0.02
0
550.00
0.02
18.50
0.02
0
550.00
0.02
19.00
0.02
0
550.00
0.02
19.50
0.02
0
550.00
0.02
20.00
0.02
0
550.00
0.02

DAVIS VILLAGE SAND FILTER C
DAVIS VILLAGE SAND FILTER C 8.11.22 Type/1 6-hr 50-Year Rainfall=4.99"
Prepared by Plott Hound Engineering PLLC Printed 8/12/2022
HvdroCAD® 10.10-6a s/n 11998 © 2020 HvdroCAD Software Solutions LLC Paae 18
Elevation Primary
(feet)
(cfs)
550.00
0.00
550.05
0.07
550.10
0.08
550.15
0.09
550.20
0.09
550.25
0.10
550.30
0.10
550.35
0.11
550.40
0.12
550.45
0.12
550.50
0.13
550.55
0.14
550.60
0.14
550.65
0.15
550.70
0.16
550.75
0.16
550.80
0.17
550.85
0.18
550.90
0.18
550.95
0.19
551.00
0.20
551.05
0.20
551.10
0.21
551.15
0.22
551.20
0.22
551.25
0.23
551.30
0.24
551.35
0.24
551.40
0.25
551.45
0.26
551.50
0.26
551.55
0.27
551.60
0.27
551.65
0.28
551.70
0.29
551.75
0.29
551.80
0.30
551.85
0.31
551.90
0.31
551.95
0.32
552.00
0.33
552.05
0.33
552.10
0.34
552.15
0.34
552.20
0.34
552.25
0.35
552.30
0.35
552.35
0.36
552.40
0.36
552.45
0.36
552.50
0.37
Stage -Discharge for Pond 3P: SAND FILTER
Elevation Primary
(feet)
(cfs)
552.55
0.37
552.60
0.38
552.65
0.38
552.70
0.38
552.75
0.39
552.80
0.39
552.85
0.40
552.90
0.40
552.95
0.40
553.00
0.41
553.05
0.41
553.10
0.42
553.15
0.42
553.20
0.43
553.25
0.43
553.30
0.43
553.35
0.44
553.40
0.44
553.45
0.45
553.50
0.45
553.55
0.45
553.60
0.46
553.65
0.46
553.70
0.47
553.75
0.47
553.80
0.47
553.85
0.48
553.90
0.48
553.95
0.49
554.00
0.49
554.05
0.50
554.10
0.50
554.15
0.50
554.20
0.51
554.25
0.51
554.30
0.52
554.35
0.52
554.40
0.52
554.45
0.53
554.50
0.53
554.55
0.54
554.60
0.54
554.65
0.54
554.70
0.55
554.75
0.55
554.80
0.56
554.85
0.56
554.90
0.56
554.95
0.57
555.00
0.57

DAVIS VILLAGE SAND FILTER C
DAVIS VILLAGE SAND FILTER C 8.11.22 Type/1 6-hr 50-Year Rainfall=4.99"
Prepared by Plott Hound Engineering PLLC Printed 8/12/2022
HvdroCAD® 10.10-6a s/n 11998 © 2020 HvdroCAD Software Solutions LLC Paae 19
Summary for Pond 4P: TOTAL
Inflow Area = 5.000 ac, 38.00% Impervious, Inflow Depth > 2.25" for 50-Year event
Inflow = 10.65 cfs @ 3.11 hrs, Volume= 0.939 of
Primary = 10.65 cfs @ 3.11 hrs, Volume= 0.939 af, Atten= 0%, Lag= 0.0 min
Routing by Dyn-Stor-Ind method, Time Span= 0.00-20.00 hrs, dt= 0.05 hrs
Pond 4P: TOTAL
Hyd rog raph
-----I---------I--------I---------I---------I--- -- ■Inflow
iiI II
❑ Primary
11 10.s1-011 'Area-5-400a�-
IrI --irI ---I ---rrI --i
10 9
--
+---I------I--- + -----+-- ------+-- ---I--- --
8-
7- L-- -
I
---L
y I I I I I I I I I I I I I I I I I
U I I I I I I I I I I I I I I I I I
3 6 ----I---i---------I---------I---------I---i
0
'L 5 ----I------I------I---------I---------I---
4 -- ------- - -i ----- - I -- -i ----- - - I -------- - I -------- - I -- -i --
3 -- -------li--T---li---T--T-----li---T--T---li---T--------T--
1
0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20
Time (hours)

DAVIS VILLAGE SAND FILTER C
DAVIS VILLAGE SAND FILTER C 8.11.22 Type/1 6-hr 50-Year Rainfall=4.99"
Prepared by Plott Hound Engineering PLLC Printed 8/12/2022
HvdroCAD® 10.10-6a s/n 11998 © 2020 HvdroCAD Software Solutions LLC Paae 20
Hydrograph for Pond 4P: TOTAL
Time
Inflow Elevation
Primary
(hours)
(cfs) (feet)
(cfs)
0.00
0.00
0.00
0.25
0.00
0.00
0.50
0.00
0.00
0.75
0.00
0.00
1.00
0.00
0.00
1.25
0.00
0.00
1.50
0.00
0.00
1.75
0.00
0.00
2.00
0.00
0.00
2.25
0.00
0.00
2.50
0.00
0.00
2.75
0.01
0.01
3.00
0.49
0.49
3.25
7.00
7.00
3.50
4.30
4.30
3.75
2.95
2.95
4.00
2.40
2.40
4.25
2.03
2.03
4.50
1.78
1.78
4.75
1.57
1.57
5.00
1.40
1.40
5.25
1.27
1.27
5.50
1.19
1.19
5.75
1.13
1.13
6.00
1.07
1.07
6.25
0.57
0.57
6.50
0.50
0.50
6.75
0.49
0.49
7.00
0.48
0.48
7.25
0.48
0.48
7.50
0.47
0.47
7.75
0.46
0.46
8.00
0.45
0.45
8.25
0.44
0.44
8.50
0.43
0.43
8.75
0.42
0.42
9.00
0.41
0.41
9.25
0.40
0.40
9.50
0.39
0.39
9.75
0.38
0.38
10.00
0.37
0.37
10.25
0.36
0.36
10.50
0.35
0.35
10.75
0.34
0.34
11.00
0.33
0.33
11.25
0.32
0.32
11.50
0.31
0.31
11.75
0.30
0.30
12.00
0.29
0.29
12.25
0.28
0.28
12.50
0.27
0.27
Time
Inflow Elevation
Primary
(hours)
(cfs) (feet)
(cfs)
12.75
0.26
0.26
13.00
0.25
0.25
13.25
0.24
0.24
13.50
0.23
0.23
13.75
0.22
0.22
14.00
0.20
0.20
14.25
0.19
0.19
14.50
0.18
0.18
14.75
0.17
0.17
15.00
0.16
0.16
15.25
0.15
0.15
15.50
0.12
0.12
15.75
0.10
0.10
16.00
0.08
0.08
16.25
0.07
0.07
16.50
0.06
0.06
16.75
0.05
0.05
17.00
0.04
0.04
17.25
0.04
0.04
17.50
0.03
0.03
17.75
0.03
0.03
18.00
0.03
0.03
18.25
0.02
0.02
18.50
0.02
0.02
18.75
0.02
0.02
19.00
0.02
0.02
19.25
0.02
0.02
19.50
0.02
0.02
19.75
0.02
0.02
20.00
0.02
0.02

PLOTT HOUND
ENGINEERING
ENGINEERING
STORM WATER HYDRAULIC CALCULATIONS
Storm Sewers Design
NCDOT — Hydro Calcs

Hydraflow Storm Sewers Extension for Autodesk® Civil 3D® Plan
Outfall
81
80
79
78
77 76 75
8 Outfall
Project File: PROP STORM SEWERS - DAVIS VILL REVISED 3.2023.stm
Number of lines: 83 1 Date: 3/14/2023
Ifall
Storm Sewers v2023.00

Storm Sewer Tabulation
Page 1
Station
Len
Drng Area
Rnoff
Area x C
Tc
Rain
Total
Cap
Vol
Pipe
Invert Elev
HGL Elev
Grnd / Rim Elev
Line ID
coeff
(1)
flow
full
Line
To
Incr
Total
Incr
Total
Inlet
Syst
Size
Slope
Dn
Up
Dn
Up
Dn
Up
Line
(ft)
(ac)
(ac)
(C)
(min)
(min)
(in/hr)
(cfs)
(cfs)
(ft/s)
(in)
(%)
(ft)
(ft)
(ft)
(ft)
(ft)
(ft)
1
End
68.374
0.18
2.62
0.80
0.14
2.06
5.0
9.4
6.5
13.33
26.32
5.41
30
0.35
575.01
575.25
576.24
576.53
579.30
582.56
131-OUTFALL
2
1
24.000
0.27
2.44
0.80
0.22
1.91
5.0
9.3
6.5
12.44
17.33
5.96
24
0.50
575.75
575.87
577.00
577.14
582.56
582.56
132-131
3
2
325.814
0.10
1.76
0.80
0.08
1.37
5.0
7.6
7.0
9.53
21.63
4.95
24
0.78
575.87
578.41
577.14
579.51
582.56
588.49
133-132
4
3
107.447
0.35
1.66
0.80
0.28
1.29
5.0
7.2
7.0
9.10
14.39
7.39
18
1.60
578.91
580.63
579.78
581.80
588.49
587.62
134-133
5
4
154.371
0.03
0.56
0.80
0.02
0.45
5.0
5.9
7.5
3.34
18.54
5.55
18
2.66
581.32
585.42
581.80
586.12
587.62
589.67
135-134
6
5
24.000
0.03
0.53
0.80
0.02
0.42
5.0
5.7
7.5
3.19
8.04
4.20
18
0.50
585.52
585.64
586.18
586.32
589.67
589.67
136-135
7
6
38.539
0.14
0.50
0.80
0.11
0.40
5.0
5.3
7.7
3.06
19.57
4.45
18
2.96
585.74
586.88
586.32
587.55
589.67
590.96
137-136
8
7
24.947
0.36
0.36
0.80
0.29
0.29
5.0
5.0
7.8
2.24
7.89
3.68
18
0.48
586.98
587.10
587.55
587.66
590.96
590.87
138-137
9
4
22.000
0.75
0.75
0.75
0.56
0.56
5.0
5.0
7.8
4.37
8.05
3.91
18
0.50
580.73
580.84
581.80
581.64
587.62
587.62
139-134
10
2
46.454
0.16
0.41
0.80
0.13
0.33
5.0
5.5
7.6
2.50
8.18
3.93
18
0.52
578.27
578.51
578.84
579.11
582.56
582.35
1310-132
11
10
24.000
0.25
0.25
0.80
0.20
0.20
5.0
5.0
7.8
1.56
8.04
3.17
18
0.50
578.61
578.73
579.11
579.20
582.35
582.36
1311-1310
12
End
120.033
0.00
17.10
0.00
0.00
8.55
0.0
5.4
7.6
65.27
88.48
10.07
36
1.50
576.71
578.51
579.30
581.10
0.00
590.41
BP1-BPOF
13
12
62.689
0.00
17.10
0.00
0.00
8.55
0.0
5.3
7.7
65.61
88.94
10.10
36
1.52
578.50
579.45
581.10
582.04
590.41
589.40
BP2-BP1
14
13
125.000
0.00
17.10
0.00
0.00
8.55
0.0
5.1
7.8
66.29
88.37
10.19
36
1.50
579.45
581.32
582.04
583.92
589.40
588.10
BP3-BP2
15
14
35.392
17.10
17.10
0.50
8.55
8.55
5.0
5.0
7.8
66.49
88.41
10.20
36
1.50
581.32
581.85
583.92
584.46
588.10
585.77
BP4-BP3
16
End
61.410
0.38
24.58
0.50
0.19
15.44
5.0
16.3
5.2
80.29
101.3
8.85
48
0.42
550.00
550.26
552.71
552.97
555.92
561.80
A1-OUTFALL
17
16
138.004
0.44
23.15
0.80
0.35
14.73
5.0
15.9
5.2
77.25
88.99
9.98
42
0.67
552.98
553.90
555.50
556.65
561.80
564.64
A2 -Al
18
17
157.469
0.00
22.36
0.80
0.00
14.09
5.0
15.6
5.3
74.71
84.21
9.63
42
0.60
554.15
555.09
556.72
557.79
564.64
567.36
A3-A2
19
18
353.806
0.19
16.55
0.80
0.15
10.35
5.0
14.5
5.5
56.58
108.7
8.35
42
0.99
555.50
559.02
557.79
561.37
567.36
569.07
A22-A3 (1)
20
19
32.059
0.18
16.36
0.80
0.14
10.20
5.0
14.4
5.5
55.91
105.4
8.88
42
0.94
559.33
559.63
561.37
561.97
569.07
568.94
A22-A3
21
20
159.611
0.12
14.92
0.80
0.10
9.42
5.0
14.1
5.5
52.25
77.15
10.26
36
1.14
560.70
562.52
562.51
564.87
568.94
570.45
A23-A22
22
21
167.102
0.15
12.87
0.80
0.12
8.36
5.0
13.6
5.6
46.98
74.15
8.11
36
1.05
562.51
564.27
564.87
566.50
570.45
572.40
A24-A23
Project File: PROP STORM SEWERS - DAVIS VILL REVISED 3.2023.stm
Number of lines: 83
Run Date: 3/14/2023
NOTES:Intensity = 73.28 / (Inlet time + 12.00) ^ 0.79; Return period =Yrs. 10 c = cir e = ellip b = box
Storm Sewers v2023.00

Storm Sewer Tabulation
Page 2
Station
Len
Drng Area
Rnoff
Area x C
Tc
Rain
Total
Cap
Vol
Pipe
Invert Elev
HGL Elev
Grnd / Rim Elev
Line ID
coeff
(1)
flow
full
Line
To
Incr
Total
Incr
Total
Inlet
Syst
Size
Slope
Dn
Up
Dn
Up
Dn
Up
Line
(ft)
(ac)
(ac)
(C)
(min)
(min)
(in/hr)
(cfs)
(cfs)
(ft/s)
(in)
(%)
(ft)
(ft)
(ft)
(ft)
(ft)
(ft)
23
22
219.083
0.02
12.72
0.80
0.02
8.24
5.0
13.1
5.7
47.11
72.40
8.56
36
1.00
564.37
566.57
566.50
568.80
572.40
574.76
A25-A24
24
23
49.274
0.02
12.54
0.80
0.02
8.10
5.0
13.0
5.7
46.47
67.50
8.47
36
0.87
566.67
567.10
568.80
569.32
574.76
574.67
A27-A26
25
24
69.029
1.11
12.52
0.80
0.89
8.08
5.0
12.8
5.8
46.63
63.90
8.52
36
0.78
567.20
567.74
569.32
569.96
574.67
574.21
A28-A27
26
25
288.564
0.27
7.62
0.80
0.22
5.02
5.0
12.0
5.9
29.67
36.71
7.94
30
0.68
568.25
570.22
569.96
572.08
574.21
578.61
A29-A28
27
26
106.866
0.28
7.35
0.80
0.22
4.80
5.0
11.7
6.0
28.67
31.29
7.23
30
0.50
570.32
570.85
572.20
572.73
578.61
579.95
A59-A29
28
27
63.376
0.07
7.07
0.80
0.06
4.58
5.0
11.5
6.0
27.50
31.57
6.01
30
0.50
570.85
571.17
573.14
573.29
579.95
580.55
A30-A59
29
28
86.889
0.10
7.00
0.80
0.08
4.52
5.0
11.3
6.1
27.38
31.26
5.58
30
0.49
571.17
571.60
573.82
574.10
580.55
581.38
A49-A30
30
29
152.929
0.49
1.32
0.50
0.25
0.66
5.0
10.3
6.3
4.14
11.30
3.04
18
0.99
572.60
574.11
574.82
575.01
581.38
577.87
A50-A49
31
30
198.783
0.39
0.83
0.50
0.20
0.42
5.0
8.9
6.6
2.74
8.79
3.40
15
1.58
574.36
577.50
575.34
578.16
577.87
581.85
A51-A50
32
31
161.572
0.00
0.44
0.00
0.00
0.22
0.0
6.9
7.1
1.57
10.60
3.19
15
2.30
577.60
581.31
578.16
581.81
581.85
585.08
A52-A51
33
32
161.567
0.44
0.44
0.50
0.22
0.22
5.0
5.0
7.8
1.71
10.25
4.34
15
2.15
581.41
584.88
581.81
585.40
585.08
588.31
A53-A52
34
29
58.914
0.14
5.58
0.80
0.11
3.78
5.0
8.8
6.6
25.08
31.71
5.11
30
0.51
571.60
571.90
574.82
575.01
581.38
581.94
A31-A49
35
34
92.442
0.27
5.44
0.80
0.22
3.67
5.0
8.5
6.7
24.62
31.34
5.02
30
0.50
571.90
572.36
575.46
575.75
581.94
582.24
A32-A31
36
35
24.000
0.52
1.22
0.80
0.42
0.98
5.0
5.6
7.6
7.40
8.04
5.17
18
0.50
578.07
578.19
579.20
579.32
582.24
582.24
A46-A32
37
36
41.161
0.29
0.70
0.80
0.23
0.56
5.0
5.3
7.7
4.30
21.43
3.48
18
3.55
578.29
579.75
579.84
580.54
582.24
583.64
A47-A46
38
37
24.528
0.41
0.41
0.80
0.33
0.33
5.0
5.0
7.8
2.55
7.96
3.48
18
0.49
579.84
579.96
580.54
580.56
583.64
583.53
A48-A47
39
35
105.369
0.27
3.95
0.80
0.22
2.48
5.0
8.0
6.8
16.96
34.35
3.45
30
0.60
572.36
572.99
576.22
576.37
582.24
583.35
A33-A32
40
39
270.307
0.61
3.68
0.80
0.49
2.26
5.0
7.1
7.1
16.03
19.09
5.10
24
0.61
573.49
575.13
576.46
577.62
583.35
581.06
A34-A33
41
40
24.000
0.79
3.07
0.80
0.63
1.77
5.0
7.0
7.1
12.62
18.72
4.02
24
0.58
575.13
575.27
578.23
578.29
581.06
581.06
A35-A34
42
41
138.658
1.52
2.28
0.50
0.76
1.14
5.0
6.2
7.4
8.42
18.26
2.68
24
0.56
575.37
576.14
578.42
578.58
581.06
580.35
A36-A35
43
42
115.972
0.76
0.76
0.50
0.38
0.38
5.0
5.0
7.8
2.96
16.70
2.84
18
2.16
576.64
579.14
578.75
579.79
580.35
582.84
A37-A36
44
18
24.000
0.57
5.81
0.80
0.46
3.75
5.0
13.8
5.6
20.93
31.42
5.45
30
0.50
555.44
555.56
557.79
557.11
567.36
567.36
A4-A3
Project File: PROP STORM SEWERS - DAVIS VILL REVISED 3.2023.stm
Number of lines: 83
Run Date: 3/14/2023
NOTES:Intensity = 73.28 / (Inlet time + 12.00) ^ 0.79; Return period =Yrs. 10 c = cir e = ellip b = box
Storm Sewers v2023.00

Storm Sewer Tabulation
Page 3
Station
Len
Drng Area
Rnoff
Area x C
Tc
Rain
Total
Cap
Vol
Pipe
Invert Elev
HGL Elev
Grnd / Rim Elev
Line ID
coeff
(1)
flow
full
Line
To
Incr
Total
Incr
Total
Inlet
Syst
Size
Slope
Dn
Up
Dn
Up
Dn
Up
Line
(ft)
(ac)
(ac)
(C)
(min)
(min)
(in/hr)
(cfs)
(cfs)
(ft/s)
(in)
(%)
(ft)
(ft)
(ft)
(ft)
(ft)
(ft)
45
44
43.720
0.29
5.24
0.80
0.23
3.29
5.0
13.6
5.6
18.48
81.19
6.24
30
3.34
555.66
557.12
557.11
558.58
567.36
566.76
A5-A4
46
45
75.411
0.25
4.85
0.80
0.20
2.98
5.0
13.4
5.7
16.84
17.39
6.31
24
0.50
557.62
558.00
559.21
559.58
566.76
568.48
A6-A5
47
46
200.576
0.06
3.36
0.80
0.05
2.16
5.0
12.6
5.8
12.50
24.71
4.96
24
1.02
558.10
560.14
560.48
561.41
568.48
573.99
A7-A6
48
47
370.906
0.71
3.30
0.80
0.57
2.11
5.0
11.3
6.1
12.78
17.35
6.02
24
0.50
560.14
562.00
561.42
563.28
573.99
571.33
A8-A7
49
48
229.982
0.13
0.45
0.80
0.10
0.36
5.0
8.8
6.6
2.39
23.53
3.15
18
4.28
562.50
572.34
563.28
572.92
571.33
576.79
A9-A8
50
49
100.609
0.13
0.29
0.80
0.10
0.23
5.0
5.7
7.5
1.75
21.43
3.48
18
3.55
572.44
576.01
572.92
576.51
576.79
579.95
A10-A9
51
50
24.000
0.16
0.16
0.80
0.13
0.13
5.0
5.0
7.8
1.00
8.04
2.79
18
0.50
576.11
576.23
576.51
576.60
579.95
579.95
A11 -Al 0
52
49
24.000
0.03
0.03
0.80
0.02
0.02
5.0
5.0
7.8
0.19
8.04
1.88
18
0.50
573.10
573.22
573.26
573.38
576.79
576.79
A16-A9
53
48
138.000
0.63
1.77
0.50
0.32
0.89
5.0
9.0
6.6
5.82
8.04
4.96
18
0.50
562.50
563.19
563.45
564.13
571.33
567.03
A17-A8
54
53
105.829
0.00
0.77
0.50
0.00
0.39
5.0
8.2
6.8
2.61
13.05
3.10
15
3.48
563.44
567.12
565.00
567.77
567.03
571.00
A18-A17
55
54
158.743
0.40
0.77
0.50
0.20
0.39
5.0
7.1
7.1
2.73
13.71
4.20
15
3.84
567.12
573.22
567.77
573.88
571.00
576.95
A19-A18
56
55
148.376
0.37
0.37
0.50
0.19
0.19
5.0
5.0
7.8
1.44
13.75
2.77
15
3.86
573.22
578.95
573.88
579.42
576.95
582.35
A20-A19
57
23
24.000
0.16
0.16
0.80
0.13
0.13
5.0
5.0
7.8
1.00
8.04
3.00
18
0.50
570.64
570.76
571.00
571.13
574.76
574.76
A26-A25
58
25
24.000
0.94
3.79
0.80
0.75
2.18
5.0
7.6
7.0
15.15
17.33
6.22
24
0.50
568.75
568.87
570.20
570.32
574.21
574.21
A42-A28
59
58
138.000
1.43
2.85
0.50
0.72
1.43
5.0
6.9
7.2
10.20
17.33
4.50
24
0.50
568.87
569.56
570.62
570.70
574.21
573.31
A43-A42
60
59
161.191
0.75
0.75
0.50
0.38
0.38
5.0
5.0
7.8
2.92
15.34
4.01
18
1.82
570.06
572.99
570.70
573.64
573.31
576.69
A44-A43
61
59
166.037
0.67
0.67
0.50
0.34
0.34
5.0
5.0
7.8
2.61
11.20
3.73
18
0.97
570.06
571.67
570.70
572.28
573.31
576.05
A45-A43
62
48
24.000
0.37
0.37
0.80
0.30
0.30
5.0
5.0
7.8
2.30
8.04
3.82
18
0.50
567.49
567.61
568.04
568.18
571.33
571.33
A15-AB
63
21
24.000
1.93
1.93
0.50
0.97
0.97
5.0
5.0
7.8
7.50
8.04
5.18
18
0.50
566.33
566.45
567.48
567.60
570.45
570.45
A38-A23
64
20
24.000
1.26
1.26
0.50
0.63
0.63
5.0
5.0
7.8
4.90
8.04
4.76
18
0.50
565.11
565.23
565.96
566.08
568.94
568.94
Pipe - (195)
65
53
158.743
0.37
0.37
0.50
0.19
0.19
5.0
5.0
7.8
1.44
10.43
2.27
15
2.22
563.44
566.97
565.00
567.44
567.03
570.20
A21-A17
66
45
24.012
0.10
0.10
0.80
0.08
0.08
5.0
5.0
7.8
0.62
8.04
2.63
18
0.50
562.64
562.76
562.92
563.05
566.76
566.74
A13-A5
Project File: PROP STORM SEWERS - DAVIS VILL REVISED 3.2023.stm
Number of lines: 83
Run Date: 3/14/2023
NOTES:Intensity = 73.28 / (Inlet time + 12.00) ^ 0.79; Return period =Yrs. 10 c = cir e = ellip b = box
Storm Sewers v2023.00

Storm Sewer Tabulation
Page 4
Station
Len
Drng Area
Rnoff
Area x C
Tc
Rain
Total
Cap
Vol
Pipe
Invert Elev
HGL Elev
Grnd / Rim Elev
Line ID
coeff
(1)
flow
full
Line
To
Incr
Total
Incr
Total
Inlet
Syst
Size
Slope
Dn
Up
Dn
Up
Dn
Up
Line
(ft)
(ac)
(ac)
(C)
(min)
(min)
(in/hr)
(cfs)
(cfs)
(ft/s)
(in)
(%)
(ft)
(ft)
(ft)
(ft)
(ft)
(ft)
67
17
24.112
0.35
0.35
0.80
0.28
0.28
5.0
5.0
7.8
2.18
8.03
3.75
18
0.50
560.97
561.09
561.50
561.65
564.64
564.65
Al2-A2
68
16
171.072
0.36
1.05
0.50
0.18
0.53
5.0
7.8
6.9
3.62
4.87
4.35
15
0.49
557.54
558.37
558.34
559.17
561.80
565.20
A54-Al
69
68
156.000
0.12
0.69
0.50
0.06
0.35
5.0
6.5
7.3
2.51
4.95
3.42
15
0.50
558.47
559.25
559.32
559.88
565.20
568.32
A55-A54
70
69
164.619
0.57
0.57
0.50
0.29
0.29
5.0
5.0
7.8
2.22
5.17
3.95
15
0.55
559.35
560.25
559.92
560.84
568.32
566.63
A56-A55
71
46
142.833
1.24
1.24
0.50
0.62
0.62
5.0
5.0
7.8
4.82
8.08
2.73
18
0.50
558.50
559.22
560.48
560.72
568.48
562.93
A14-A6
72
End
52.510
0.12
1.95
0.50
0.06
1.52
5.0
5.5
7.6
11.60
16.91
5.77
24
0.48
574.98
575.23
576.20
576.45
578.73
587.27
1315-1314
73
72
138.000
0.85
1.83
0.80
0.68
1.46
5.0
5.1
7.7
11.32
13.93
7.91
18
1.50
578.59
580.66
579.62
581.94
587.27
588.23
1316-1315
74
73
24.000
0.98
0.98
0.80
0.78
0.78
5.0
5.0
7.8
6.10
13.93
4.61
18
1.50
580.76
581.12
581.94
582.07
588.23
588.23
1317-1316
75
End
39.558
0.00
2.26
0.00
0.00
1.52
0.0
8.5
6.7
10.18
14.57
5.22
24
0.35
549.78
549.92
550.92
551.17
553.70
557.81
C1-OUTFALL
76
75
129.255
0.07
2.26
0.80
0.06
1.52
5.0
7.9
6.9
10.44
17.38
4.84
24
0.50
549.91
550.56
551.41
551.72
557.81
554.74
C2-C1
77
76
97.724
0.44
2.08
0.80
0.35
1.38
5.0
7.4
7.0
9.64
17.35
5.26
24
0.50
550.56
551.05
551.72
552.16
554.74
555.78
C3-C2
78
77
49.550
0.59
1.55
0.80
0.47
0.95
5.0
7.2
7.1
6.73
8.08
5.12
18
0.50
551.52
551.77
552.57
552.81
555.78
556.17
C4-C3
79
78
68.407
0.09
0.96
0.50
0.05
0.48
5.0
6.6
7.2
3.47
8.02
3.23
18
0.50
551.87
552.21
553.09
552.92
556.17
558.35
C7-C4
80
79
61.717
0.20
0.87
0.50
0.10
0.44
5.0
6.1
7.4
3.22
8.06
4.21
18
0.50
552.31
552.62
552.97
553.30
558.35
556.73
C8-C7
81
80
94.000
0.67
0.67
0.50
0.34
0.34
5.0
5.0
7.8
2.61
8.04
3.96
18
0.50
552.72
553.19
553.31
553.80
556.73
556.90
C9-C8
82
77
24.000
0.09
0.09
0.80
0.07
0.07
5.0
5.0
7.8
0.56
8.04
2.55
18
0.50
551.95
552.07
552.22
552.35
555.78
555.78
C5-C3
83
76
24.000
0.11
0.11
0.80
0.09
0.09
5.0
5.0
7.8
0.68
8.05
1.67
18
0.50
550.91
551.03
551.72
551.34
554.74
554.74
C6-C2
Project File: PROP STORM SEWERS - DAVIS VILL REVISED 3.2023.stm
Number of lines: 83
Run Date: 3/14/2023
NOTES:Intensity = 73.28 / (Inlet time + 12.00) ^ 0.79; Return period =Yrs. 10 c = cir e = ellip b = box
Storm Sewers v2023.00

PLOTT HOUND
ENGINEERING
ENGINEERING
SEDIMENT BASIN / EROSION CONTROL CALCULATIONS

DAVIS VILLAGE
EROSION CONTROL PHASE 1 BASIN CALCULATIONS

SEDIMENT BASIN Al
Denuded Area
Drainage Area
Time of Concentration
Hydrology Method:
Rational
NCDENR 6.61
Primary Spillway: Riser/ Barrel
Dewatering Mechanisim: Skimmer
18.3 AC
18.3 AC
5.0 Min.
C I DA
Q2 = 0.6 x 6.10 x 18.3 = 67.0 CFS
Q10 = 0.6 x 7.78 x 18.3 = 85.4 CFS
Q50 = 0.6 x 9.14 x 18.3 = 100.4 CFS
Storage Requirements
Volume of Storage Req'd
Surface Area Req'd
Size Basin
L = 2 x Width
L = 2W W=(SA/(2xH)^0.5
1,800 CF/AC = 32,940 CF
Depth = 6.00 FT
435SFXQ1o= 37,160 SF
100 AC Max Drainage Area
1,800 CF of Storage per Disturbed Area
435 SF of Surface Area per CFS of Q10 Peak
Flow
2:1 Min. Length to Width Ratio
M+in. Depth 2.0 FT
Minimum 1 FT Freeboard
Minimum Dewatering Time = 24 hours
Min. of Three Baffles Required
Max of 15 FT Dam Height
W = 137 L= 274 (Approximate for sizing purposes)
Top of Dam
Top Of Storage
Bottom of Storage
Bottom of Perm Pool
Area (SF)
Elev
29,072
560
56,988
558
36,057
554
25,004
552
16,594
551
Volume of Storage Provided 247,151 CF
Surface Area Provided 1 56,988 ISF
® CALCULATE FAIRCLQTH SKIMMER® 512E
Required Basin volume in cubic feet Days to Drain
32940 3
Number of Days to drain is usually determined by local or
The required basin volume is the actual volume you intend to drain,
slate regulations. Where there is no requirement 3 days is
not the provided ortctal volume which is often larger. If a Fool of
recommended. Keep in mind the quicker the basin is to drain
water isto be maintained between stones, do not includethat
the larger the skimmer required. In NC, assume 3 days to
volume.
drain.
https://plotthoundeng.sharepoint.com/sites/PlottHoundFiles2/Shared Documents/2021.27.008 Perry Crooke - Wingate 64 acres/4. Calculations/A. Erosion Control/EC SEDIMENT AND
SKIMMER BASINS AND TRAP - WINGATE.xlsm

SEDIMENT BASIN 131
Denuded Area
Drainage Area
Time of Concentration
Hydrology Method:
Rational
NCDENR 6.61
Primary Spillway: Riser/ Barrel
Dewatering Mechanisim: Skimmer
9.4 AC
9.4 AC
5.0 Min.
C I DA
Q2 = 0.6 x 6.10 x 9.4 = 34.4 CFS
Qto = 0.6 x 7.78 x 9.4 = 43.9 CFS
Q50 = 0.6 x 9.14 x 9.4 = 51.5 CFS
Storage Requirements
Volume of Storage Req'd
Surface Area Req'd
Size Basin
L = 2 x Width
L = 2W W=(SA/(2xH)^0.5
1,800 CF/AC = 16,920 CF
Depth = 2.00 FT
435 SF X Qto= 19,087 SF
100 AC Max Drainage Area
1,800 CF of Storage per Disturbed Area
435 SF of Surface Area per CFS of Q10 Peak
Flow
2:1 Min. Length to Width Ratio
M+in. Depth 2.0 FT
Minimum 1 FT Freeboard
Minimum Dewatering Time = 24 hours
Min. of Three Baffles Required
Max of 15 FT Dam Height
W = 98 L= 196 (Approximate for sizing purposes)
Top of Dam
Top Of Storage
Bottom of Storage
Bottom of Perm Pool
Area (SF)
Elev
17,230
580
20,570
578
18,675
577
15,022
576
8,295
575
Volume of Storage Provided 36,471 CF
Surface Area Provided 1 20,570 ISF
® CALCULATE FAIRCLOTH SKIMMER® SIZE
Required Basin volume in cubic feet Days to Drain
16920 3
Number of Days to drain is usually determined by local or
The required basin volume is the actual volume you intend to drain,
crate regulations_ Where there is no requiremerrc3 days is
not the provided or total volume which is often larger. If a pool of
recommended. keep in mend the quicker the basin is to drain
water is to be maintained between stones, do not include that
the largerthe skimmer required. In NC, assume 3 daysto
volume.
drain.
https://plotthoundeng.sharepoint.com/sites/PlottHoundFiles2/Shared Documents/2021.27.008 Perry Crooke - Wingate 64 acres/4. Calculations/A. Erosion Control/EC SEDIMENT AND
SKIMMER BASINS AND TRAP - WINGATE.xlsm

SEDIMENT BASIN C1 (2)
Denuded Area
Drainage Area
Time of Concentration
Hydrology Method:
Rational
NCDENR 6.61
Primary Spillway: Riser/ Barrel
Dewatering Mechanisim: Skimmer
4.5 AC
4.5 AC
5.0 Min.
C I DA
Q2 = 0.6 x 6.10 x 4.5 = 16.5 CFS
Qto = 0.6 x 7.78 x 4.5 = 21.0 CFS
Q50 = 0.6 x 9.14 x 4.5 = 24.7 CFS
Storage Requirements
Volume of Storage Req'd
Surface Area Req'd
Size Basin
L = 2 x Width
L = 2W W=(SA/(2xH)^0.5
1,800 CF/AC = 8,100 CF
Depth = 5.00 FT
435SFXQ1o= 9,138 SF
100 AC Max Drainage Area
1,800 CF of Storage per Disturbed Area
435 SF of Surface Area per CFS of Q10 Peak
Flow
2:1 Min. Length to Width Ratio
M+in. Depth 2.0 FT
Minimum 1 FT Freeboard
Minimum Dewatering Time = 24 hours
Min. of Three Baffles Required
Max of 15 FT Dam Height
W = 68 L= 136 (Approximate for sizing purposes)
Top of Dam
Top Of Storage
Bottom of Storage
Bottom of Perm Pool
Area (SF)
Elev
19,557
558
15,692
556
8,667
552
7,056
551
5,499
550
Volume of Storage Provided 56,580 CF
Surface Area Provided 1 15,692 ISF
® CALCULATE FAIRCLOTH SKIMMERS SIZE
Required Basin volume in cubic feet Days to Drain
8,0r, 3
Number of Days to drain is usually determined by local or
The required basin volume is the actual volume you intend to drain,
state regulations. Where there is no requiremerrc3 days is
not the provided or total volume which is often larger. If a pool of
recommended. Keep in mind the quicker the basin is to drain
water isto be maintained between storms, do not includethat
the larger the skimmer required. In NC, assume 3 days to
volume.
drain.
https://plotthoundeng.sharepoint.com/sites/PlottHoundFiles2/Shared Documents/2021.27.008 Perry Crooke - Wingate 64 acres/4. Calculations/A. Erosion Control/EC SEDIMENT AND
SKIMMER BASINS AND TRAP - WINGATE.xlsm

SKIMMER BASIN #1
Denuded Area
Drainage Area
Q10 = 0.6 x
Q50 = 0.6 x
Storaae Reauirements
Volume of Storage Req'd
1,800 CF/AC Drainage
Depth =
Surface Area = 325 SF per Q10 Peak Flow
L = 2W W=(V/(2xH))A0.5
Primary Spillway: Stone Weir with Skimmer or Flashboard Riser
Dewatering Mechanisim: Skimmer
10.0 AC
10.01 AC
7.78 x 10.0 46.7 CFS
9.14 x 10.0 54.8 CFS
10.0 18,000 CF
3 FT
x M5,171 SF
10 AC Max Drainage Area
1,800 CF of Storage per Disturbed Area
325 SF of Surface Area per CFS of Q10
Peak Flow
Max. Dam Height = 5 FT.
Min. Top Width = 5 FT.
2:1 Min. Length to Width Ratio
Min. of Three Baffles Required
Min. Dewatering Time = 2 Days
W= 116,. L=_L=2xWidth
Rectangular
Top of Dam Dims x SF
Top of Storage Dims x SF
Bottom Dims x SF
(Approximate for Sizing Purposes)
By Planimeter Elev
20,795 MRSF 576
17,445 SF 574.0
12,797 SF 571.0
I By Planimeter
Surface Area Provided 17,445 SF
Volume of Storage Provided 63 CF
® CALCULATE FAIRCLDTH SKIMMER® SIZE
Required Basin volume in cubic feet Days to Drain
18000 3
Number of Days to drain is usually determined by local or
The required basin volume is the actual volume you intend to drain,
state regulations. Where there is no requiremerrc3 days is
not the provided or total volume which is often larger. If a pool of
recommended. Keep in mind the quicker the basin is to drain
now i, w 6c urci nm it icd 61-111. cuwr nn, .JI r I- it 111dI I -I mC
the la rger the skimmer required. In NC, assume 3 days to
volume.
drain.
Mips://plotthoundeng.sharepoint.com/sites/PlottHoundFiles2/Shared Documents/2021.27.008 Perry Crooke - Wingate 64 acres/4. Calculations/A. Erosion Control/EC SEDIMENT AND SKIMMER BASINS AND TRAP - WINGATE.xlsm

' Skimmer Basin 2
Denuded Area
Drainage Area
Q10 = 0.6 x
Q50 = 0.6 x
Storaae Reauirements
Volume of Storage Req'd
1,800 CF/AC Drainage
Depth =
Surface Area = 325 SF per Q10 Peak Flow
L = 2W W=(V/(2xH))10.5
Primary Spillway: Stone Weir with Skimmer or Flashboard Riser
Dewatering Mechanisim: Skimmer
7.78 x
9.14 x
9L AC
AC
4.9 22.9 CFS
4.9 26.9 CFS
4.9 8,820 CIF
5 FT
x W,434 SF
W= M
Rectangular
Top of Dam Dims 77 x
Top of Storage Dims 67 x
Bottom Dims 57 x
10 AC Max Drainage Area
1,800 CF of Storage per
Disturbed Area
325 SF of Surface Area per
CFS of Q10 Peak Flow
Max. Dam Height =5 FT.
Min. Top Width = 5 FT.
2:1 Min. Length to Width
Ratio
Min. of Three Baffles
Required
L= 134 L = 2 x Width (Approximate for Sizing Purposes)
By Planimeter Elev
30 SF 12,362 ISF
SF 568
20 SF 11,003 SF 567.0
10 SF 7,532 564.0
By Planimeter
Surface Area Provided 11,003 SF
Volume of Storage Provided 27,803 CIF
® CALCULATE FAIRCLOTH SHIMMER® SIZE
Required Basin volume in cubic feet Days to Drain
8820 3
Number of Days to drain is usually determined by local or
The required basin volume is the actual volume you intend to drain,
state regulations. Where there is no requiremerrc3 days is
not the provided ortotal volume which is often larger. If a pool of
recommended- Keep in mind the quicker the basin is to drain
water is to be maintained between storms, do not include that
the Iargerthe skimmer required. In INC, assume 3 daysto
volume-
drain-
https://platthoundeng.sharepoint.com/sites/PlottHoundFiles2/Shared Documents/2021.27.008 Perry Crooke- Wingate 64 acres/4. Calculations/A. Erosion Control/EC SEDIMENTAND SKIMMER BASINS AND TRAP- WINGATE.Asm

' Skimmer Basin 3
Denuded Area
Drainage Area
Q10 = 0.6 x
Q50 = 0.6 x
Storaae Reauirements
Volume of Storage Req'd
1,800 CF/AC Drainage
Depth =
Surface Area = 325 SF per Q10 Peak Flow
L = 2W W=(V/(2xH))10.5
Primary Spillway: Stone Weir with Skimmer or Flashboard Riser
Dewatering Mechanisim: Skimmer
7.78 x
9.14 x
AC
&L AC
2.6 12.1 CFS
2.6 14.3 CFS
2.6 4,680 CF
5 FT
x 3,944 SF
W = 49
Rectangular
Top of Dam Dims 59 x
Top of Storage Dims 49 x
Bottom Dims 39 x
® CALCULATE FAIRCLOTH SKIMMER® SIZE
Required Basin volume in cubic feet
4680
10 AC Max Drainage Area
1,800 CF of Storage per
Disturbed Area
325 SF of Surface Area per
CFS of Q10 Peak Flow
Max. Dam Height =5 FT.
Min. Top Width = 5 FT.
2:1 Min. Length to Width
Ratio
Min. of Three Baffles
Required
L= 98 L = 2 x Width (Approximate for Sizing Purposes)
By Planimeter Elev
30 SF 5,745 ISF 580
20 SF 4,936 SF 578.5
10 SF 3,263 SF 575.0
Surface Area Provided
Volume of Storage Provided
Days to Drain
By Planimeter
4,936 SF
14,348 CF
Number of Days to drain is usually determined by local or
The required basin volume is the actual volume you intend to drain,
state regulations- Where there is no requiremem3 days is
not the provided or tctal volume which is often larger. If a pool of
recommended. Keep in mind the quicker the basin is to drain
water is to be maintained between sw mts, do not include that
the la rger the skimmer required. In NC, assume 3 days to
volume.
drain_
https://platthoundeng.sharepoint.com/sites/PlottHoundFiles2/Shared Documents/2021.27.008 Perry Crooke- Wingate 64 acres/4. Calculations/A. Erosion Control/EC SEDIMENTAND SKIMMER BASINS AND TRAP- WINGATE.xism

' Skimmer Basin 4
Denuded Area
Drainage Area
Q10 = 0.6 x
Q50 = 0.6 x
Storaae Reauirements
Volume of Storage Req'd
1,800 CF/AC Drainage
Depth =
Surface Area = 325 SF per Q10 Peak Flow
L = 2W W=(V/(2xH))10.5
Primary Spillway: Stone Weir with Skimmer or Flashboard Riser
Dewatering Mechanisim: Skimmer
7.78 x
9.14 x
9L AC
AC
4.6 21.5 CFS
4.6 25.2 CFS
4.6 8,280 CF
5 FT
x 6,979 SF
W = 65
Rectangular
Top of Dam Dims 75 x
Top of Storage Dims 65 x
Bottom Dims 55 x
® CALCULATE FAIRCLOTH SKIMMER(k) SIZE
Required Basin volume in cubic feet
9290
10 AC Max Drainage Area
1,800 CF of Storage per
Disturbed Area
325 SF of Surface Area per
CFS of Q10 Peak Flow
Max. Dam Height =5 FT.
Min. Top Width = 5 FT.
2:1 Min. Length to Width
Ratio
Min. of Three Baffles
Required
L= 130 L = 2 x Width (Approximate for Sizing Purposes)
By Planimeter Elev
30 SF 13,621 ISF
SF 578
20 SF 12,338 SF 576.5
10 SF 9,564 573.0
Surface Area Provided
Volume of Storage Provided
Days to Drain
3
By Planimeter
'12,338 SF
38,329 CF
Number of Days to drain is usually determined by local or
The required basin volu me is the actual volume you intend to drain,
state regulations- Where there is no requiremerrc3 days is
not the provided or total volume which is often larger. If a pool of
recommended. Keep in mind the quicker the basin is to drain
water is to be mairrta ined between storms, do not include that
the la rger the skimmer required. In NC, assume 3 days to
volume-
drain-
https://platthoundeng.sharepoint.com/sites/PlottHoundFiles2/Shared Documents/2021.27.008 Perry Crooke- Wingate 64 acres/4. Calculations/A. Erosion Control/EC SEDIMENTAND SKIMMER BASINS AND TRAP- WINGATE.Asm

' Skimmer Basin 5
Denuded Area
Drainage Area
Q10 = 0.6 x
Q50 = 0.6 x
Storaae Reauirements
Volume of Storage Req'd
1,800 CF/AC Drainage
Depth =
Surface Area = 325 SF per Q10 Peak Flow
L = 2W W=(V/(2xH))10.5
Primary Spillway: Stone Weir with Skimmer or Flashboard Riser
Dewatering Mechanisim: Skimmer
7.78 x
9.14 x
RL AC
AC
1.5 7.0 CFS
1.5 8.2 CFS
1.5 2,700 CIF
k. 5 FT
x 1p,276 SF
W =_
Rectangular
Top of Dam Dims 47 x
Top of Storage Dims 37 x
Bottom Dims 27 x
10 AC Max Drainage Area
1,800 CIF of Storage per
Disturbed Area
325 SF of Surface Area per
CFS of Q10 Peak Flow
Max. Dam Height =5 FT.
Min. Top Width = 5 FT.
2:1 Min. Length to Width
Ratio
Min. of Three Baffles
Required
L= 74 L = 2 x Width (Approximate for Sizing Purposes)
By Planimeter Elev
30 SF 7,802 ISF 582
20 SF 6,823 SF 580.5
10 SF 4,751 SF 577.0
By Planimeter
Surface Area Provided I 6,823 SF
Volume of Storage Provided 20,255 CIF
® CALCULATE FAIRCLOTH SKIMMERV SIZE
Required Basin volume in cubic feet Days to Drain
2700 3
Number of Days to drain is usually determined by local or
The required basin volume is the actual volume you intend tc drain.
state regulations- Where there is no requiremerrc 3 days is
not the provided or total volume which is often larger. If a pool of
recommended -Keep in mind the quicker the basin is to drain
water is to be mairrta ined between storms, do not include that
the larger the skimmer required. In NC, assume 3 days to
volume -
drain.
https://platthoundeng.sharepoint.com/sites/PlottHoundFiles2/Shared Documents/2021.27.008 Perry Crooke- Wingate 64 acres/4. Calculations/A. Erosion Control/EC SEDIMENTAND SKIMMER BASINS AND TRAP- WINGATE.Asm

' TOWNHOME SKIMMER 1
Denuded Area
Drainage Area
Q10 = 0.6 x
Q50 = 0.6 x
Storaae Reauirements
Volume of Storage Req'd
1,800 CF/AC Drainage
Depth =
Surface Area = 325 SF per Q10 Peak Flow
L = 2W W=(V/(2xH))10.5
Primary Spillway: Stone Weir with Skimmer or Flashboard Riser
Dewatering Mechanisim: Skimmer
7.78 x
9.14 x
AC
AC
1.7 7.9 CFS
1.7 9.3 CFS
1.7 3,060 CIF
5 FT
x 2,579 SF
W = 40
Rectangular
Top of Dam Dims 50 x
Top of Storage Dims 40 x
Bottom Dims 30 x
10 AC Max Drainage Area
1,800 CF of Storage per
Disturbed Area
325 SF of Surface Area per
CFS of Q10 Peak Flow
Max. Dam Height =5 FT.
Min. Top Width = 5 FT.
2:1 Min. Length to Width
Ratio
Min. of Three Baffles
Required
L= 80 L = 2 x Width (Approximate for Sizing Purposes)
By Planimeter Elev
30 SF 12,795 ISF
SF 553
20 SF 11,749 SF 551.5
10 SF 7,376 547.0
Surface Area Provided
Volume of Storage Provided
® CALCULATE FAIRCLOTH SKIMMER@ SIZE
Required Basin volume in cubic feet
3060
The required basin volume is the actual volume you intend to drain,
not the provided or total volume which is often larger. If a pool of
water is to be maintained between storms, do not include that
volume -
By Planimeter
11,749 SF
43,031 CIF
Days to Drain
3
Number of Days to drain is usually determined by local or
state regulations- Where there is no requirement days is
recommended- Keep in mind the quicker the hasin is to drain
the larger the skimmer required. In INC, assume 3 days to
drain.
https://platthoundeng.sharepoint.com/sites/PlottHoundFiles2/Shared Documents/2021.27.008 Perry Crooke- Wingate 64 acres/4. Calculations/A. Erosion Control/EC SEDIMENTAND SKIMMER BASINS AND TRAP- WINGATE.xism

' TOWNHOME SKIMMER 2
Denuded Area
Drainage Area
Q10 = 0.6 x
Q50 = 0.6 x
Storaae Reauirements
Volume of Storage Req'd
1,800 CF/AC Drainage
Depth =
Surface Area = 325 SF per Q10 Peak Flow
L = 2W W=(V/(2xH))10.5
Primary Spillway: Stone Weir with Skimmer or Flashboard Riser
Dewatering Mechanisim: Skimmer
7.78 x 0.8
9.14 x 0.8
0.8 AC
0.8 AC
3.5 CFS
4.1 CFS
0.8 1,350 CF
5 FT
x 1,138 SF
W = 26
Rectangular
Top of Dam Dims 36 x
Top of Storage Dims 26 x
Bottom Dims 16 x
10 AC Max Drainage Area
1,800 CF of Storage per
Disturbed Area
325 SF of Surface Area per
CFS of Q10 Peak Flow
Max. Dam Height =5 FT.
Min. Top Width = 5 FT.
2:1 Min. Length to Width
Ratio
Min. of Three Baffles
Required
L= 52 L = 2 x Width (Approximate for Sizing Purposes)
By Planimeter Elev
30 SF 6,543 ISF 552
20 SF 5,619 SF 550.5
10 SF 3,681 SF 547.0
By Planimeter
Surface Area Provided I 5,619 SF
Volume of Storage Provided 16,275 CF
® CALCULATE FAIRCLOTH SKIMMER® SIZE
Required Basin volume in cubic feet Days to Drain
t350 3
Number of Days to drain is usually determined by local or
The required basin volume is the actual volume you intend to drain,
state regulations- Where there is no requirement 3 days is
not the provided ortotal volume which is often larger. If a pool of
recommended. Keep in mind the quicker the basin is to drain
water is to be maintained between storms, do not Include that
the la rger the skimmer required. In NC, assume 3 days to
volume_
drain.
https://platthoundeng.sharepoint.com/sites/PlottHoundFiles2/Shared Documents/2021.27.008 Perry Crooke- Wingate 64 acres/4. Calculations/A. Erosion Control/EC SEDIMENTAND SKIMMER BASINS AND TRAP- WINGATE.xism

DAVIS VILLAGE
EROSION CONTROL PHASE 2 BASIN CALCULATIONS

' SEDIMENT BASIN Al - PH2
Denuded Area
Drainage Area
Time of Concentration
Hydrology Method:
Rational
Primary Spillway: Riser/ Barrel
Dewatering Mechanisim: Skimmer
29.0 AC
29.0 AC
19.0 Min.
C I DA
Q2 = 0.6 x 3.75 x 29.0 = 65.3 CFS
Qto = 0.6 x 4.86 x 29.0 = 84.6 CFS
Q50 = 0.6 x 5.74 x 29.0 = 99.9 CFS
Storage Requirements
Volume of Storage Req'd
Surface Area Req'd
Size Basin
L = 2 x Width
L = 2W W=(SA/(2xH)^0.5
1,800 CF/AC = 52,200 CF
Depth = 6.00 FT
435 SF X Qto= 36,808 SF
W = 136
Top of Dam
Top Of Storage
Bottom of Storage
Bottom of Perm Pool
100 AC Max Drainage Area
1,800 CF of Storage per Disturbed Area
435 SF of Surface Area per CFS of Q10 Peak
Flow
2:1 Min. Length to Width Ratio
M+in. Depth 2.0 FT
Minimum 1 FT Freeboard
Minimum Dewatering Time = 24 hours
Min. of Three Baffles Required
Max of 15 FT Dam Height
L= 272 (Approximate for sizing purposes)
Area (SF)
Elev
52,124
560
44,802
558
28,833
554
25,514
552
19,441
551
Volume of Storage Provided 201,617 CF
Surface Area Provided 1 44,802 ISF
® CALCULATE FAIRCLOTH SKIMMER& SIZE
Required Basin volume in cubic feet Days to Drain
52200 3
Number of Days to drain Is usually determined by local or
The required basin volume is the actual volume you intend to drain,
stagy regulations_ Where there is no requirement 3 days is
not the pi or oral volume whieh is often larger. If a pool of
recommended. Keep in mind the quicker the basin Is to drain
water is to be mairrcained between -, do not include that
th a larger the skimmer required. In INC, assume 3 days to
wlume_
dram.
https://plotthoundeng.sharepoint.com/sites/PlottHound Files2/Shared Documents/2021.27.008 Perry Crooke- Wingate 64 acres/4. Calculations/A. Erosion Control/EC SEDIMENT AND SKIMMER BASINS
PHASE 2.xlsm

SEDIMENT BASIN 131 - PH2
Denuded Area
Drainage Area
Time of Concentration
Hydrology Method:
Rational
NCDENR 6.61
Primary Spillway: Riser/ Barrel
Dewatering Mechanisim: Skimmer
9.3 AC
9.3 AC
5.0 Min.
C I DA
Q2 = 0.6 x 6.10 x 9.3 = 33.9 CFS
Q10 = 0.6 x 7.78 x 9.3 = 43.2 CFS
Q50 = 0.6 x 9.14 x 9.3 = 50.7 CFS
Storage Requirements
Volume of Storage Req'd
Surface Area Req'd
Size Basin
L = 2 x Width
L = 2W W=(SA/(2xH)^0.5
1,800 CF/AC = 16,650 CF
Depth = 2.00 FT
435 SF X Q70= 18,783 SF
100 AC Max Drainage Area
1,800 CF of Storage per Disturbed Area
435 SF of Surface Area per CFS of Q10 Peak
Flow
2:1 Min. Length to Width Ratio
M+in. Depth 2.0 FT
Minimum 1 FT Freeboard
Minimum Dewatering Time = 24 hours
Min. of Three Baffles Required
Max of 15 FT Dam Height
W = 97 L= 194 (Approximate for sizing purposes)
Top of Dam
Top Of Storage
Bottom of Storage
Bottom of Perm Pool
Area (SF)
Elev
17,230
580
20,570
578
18,675
577
15,022
576
8,295
575
Volume of Storage Provided 36,471 CF
Surface Area Provided 1 20,570 ISF
® CALCULATE FAIRCLOTH SKIMME111) SIZE
Required Basin volume in cubic feet Days to Drain
16650 3
Number of Days to drain is usually determined by local or
The required basin wlume is the actual volume you Intend m drain,
ware regulations_ Where there is no requiremem 3 days is
not the provided ortotal volume which is often larger. li a pool of
recommended. ICecp in mind the quicker the be5in i5 ro drain
water is to be maintained between storms, do not include that
the larger the skimmer required. In N{ assume 3 days to
volume, drain.
https://plotthoundeng.sharepoint.com/sites/PlottHoundFiles2/Shared Documents/2021.27.008 Perry Crooke - Wingate 64 acres/4. Calculations/A. Erosion Control/EC SEDIMENT AND
SKIMMER BASINS PHASE 2.xlsm

SEDIMENT BASIN C1 - PH2
Denuded Area
Drainage Area
Time of Concentration
Hydrology Method:
Rational
NCDENR 6.61
Primary Spillway: Riser/ Barrel
Dewatering Mechanisim: Skimmer
5.1 AC
5.1 AC
5.0 Min.
C I DA
Q2 = 0.6 x 6.10 x 5.1 = 18.7 CFS
Q10 = 0.6 x 7.78 x 5.1 = 23.8 CFS
Q50 = 0.6 x 9.14 x 5.1 = 28.0 CFS
Storage Requirements
Volume of Storage Req'd
Surface Area Req'd
Size Basin
L = 2 x Width
L = 2W W=(SA/(2xH)^0.5
1,800 CF/AC = 9,180 CF
Depth = 5.00 FT
435 SF X Q1o= 10,356 SF
100 AC Max Drainage Area
1,800 CF of Storage per Disturbed Area
435 SF of Surface Area per CFS of Q10 Peak
Flow
2:1 Min. Length to Width Ratio
M+in. Depth 2.0 FT
Minimum 1 FT Freeboard
Minimum Dewatering Time = 24 hours
Min. of Three Baffles Required
Max of 15 FT Dam Height
W = 72 L= 144 (Approximate for sizing purposes)
Top of Dam
Top Of Storage
Bottom of Storage
Bottom of Perm Pool
Area (SF)
Elev
19,557
558
15,692
556
8,667
552
7,056
551
5,499
550
Volume of Storage Provided 56,580 CF
Surface Area Provided 1 15,692 ISF
® CALCULATE FAIRCLOTH SKIMMER@ SIZE
Required Basin volume in cubic feet Days to Drain
9180 b
Number of Days to drain Is usually determined by local or
The required basin volume is the actual volume ycu intend to drain,
crate regulations. Whe re the re is no requiremerrc 3 days is
not the provided or total volume which is often larger. If a pool of
recommended. Keep in mind the quicker the basin Is to drain
water isto be mairrcained between storms, do not include that
the larger the slimmer required. In INC, assume 3 days to
volume.
dram.
https://plotthoundeng.sharepoint.com/sites/PlottHoundFiles2/Shared Documents/2021.27.008 Perry Crooke - Wingate 64 acres/4. Calculations/A. Erosion Control/EC SEDIMENT AND
SKIMMER BASINS PHASE 2.xlsm

' SKIMMER BASIN 3 - PH2
Denuded Area
Drainage Area
Q10 = 0.6 x
Q50 = 0.6 x
Storaae Reauirements
Volume of Storage Req'd
1,800 CF/AC Drainage
Depth =
Surface Area = 325 SF per Q10 Peak Flow
L = 2W W=(V/(2xH))10.5
Primary Spillway: Stone Weir with Skimmer or Flashboard Riser
Dewatering Mechanisim: Skimmer
7.78 x
9.14 x
IL AC
AC
1.8 8.4 CFS
1.8 9.9 CFS
1.8 3,240 CF
k. 5 FT
x 1p,731 SF
W _
Rectangular
Top of Dam Dims 51 x
Top of Storage Dims 41 x
Bottom Dims 31 x
10 AC Max Drainage Area
1,800 CF of Storage per
Disturbed Area
325 SF of Surface Area per
CFS of Q10 Peak Flow
Max. Dam Height =5 FT.
Min. Top Width = 5 FT.
2:1 Min. Length to Width
Ratio
Min. of Three Baffles
Required
L= 82 L = 2 x Width (Approximate for Sizing Purposes)
By Planimeter Elev
30 SF 5,745 ISF 580
20 SF 4,936 SF 578.5
10 SF 3,263 SF 575.0
By Planimeter
Surface Area Provided I 4,936 SF
Volume of Storage Provided 14,348 CF
® CALCULATE FAIRCLOTH SKIMMER® SIZE
Required Basin volume in cubic feet Days to Drain
32
Number of Days to drain is usually determined by local or
The required basin volume is the actual volume you intend to drain,
state regulations_ Where there is no requirement 3 days is
not the provided or total volume which is often larger. If a pool of
recommended- Keep in mind the quicker the basin is to drain
water is to be maintained between s[o rms, do not include that
the la rger the skimmer required. In NC, assume 3 days to
volume-
drain-
https://platthoundeng.sharepoint.com/sites/PlottHoundFiles2/Shared Documents/2021.27.008 Perry Crooke- Wingate 64 acres/4. Calculations/A. Erosion Control/EC SEDIMENTAND SKIMMER BASINS PHASE 2.xlsm

' TOWNHOME SKIMMER 2 - PH2
Denuded Area
Drainage Area
Q10 = 0.6 x
Q50 = 0.6 x
Storaae Reauirements
Volume of Storage Req'd
1,800 CF/AC Drainage
Depth =
Surface Area = 325 SF per Q10 Peak Flow
L = 2W W=(V/(2xH))10.5
Primary Spillway: Stone Weir with Skimmer or Flashboard Riser
Dewatering Mechanisim: Skimmer
7.78 x
9.14 x
AC
AC
0.7 3.3 CFS
0.7 3.8 CFS
0.7 1,260 CIF
5 FT
x 1,062 SF
W = 26
Rectangular
Top of Dam Dims 36 x
Top of Storage Dims 26 x
Bottom Dims 16 x
CALCULATE FAIRCLOTH SKIMMER® SIZE
Required Basin volume in cubic feet
1260
The required basin volume is the actual volume you intend to drain
not the provided ortotal volume which is often larger. If a pool of
water is to be maintained between storms, do not include that
volume -
10 AC Max Drainage Area
1,800 CF of Storage per
Disturbed Area
325 SF of Surface Area per
CFS of Q10 Peak Flow
Max. Dam Height =5 FT.
Min. Top Width = 5 FT.
2:1 Min. Length to Width
Ratio
Min. of Three Baffles
Required
L= 52 L = 2 x Width (Approximate for Sizing Purposes)
By Planimeter Elev
30 SF 6,543 ISF 552
20 SF 5,619 SF 550.5
10 SF 3,681 SF 547.0
Surface Area Provided
Volume of Storage Provided
Days to Drain
3
By Planimeter
5,619 SF
16,275 CIF
Number of Days to drain is usually determined by local or
state regulations- Where there is no requirement 3 days is
recommended- Keep in mind the quicker the basin is to drair
the larger the skimmer required. In NC, assume 3 days to
drain.
https://platthoundeng.sharepoint.com/sites/PlottHoundFiles2/Shared Documents/2021.27.008 Perry Crooke- Wingate 64 acres/4. Calculations/A. Erosion Control/EC SEDIMENTAND SKIMMER BASINS PHASE 2.xlsm

DAVIS VILLAGE
CLEAN WATER BYPASS PIPE CALCULATIONS

Channel Report
Hydraflow Express Extension for Autodesk® Civil 3D® by Autodesk, Inc.
DAVIS VILLAGE SF BYPASS - 50YR
Wednesday, Feb 22 2023
Circular
Highlighted
Diameter (ft)
= 3.00
Depth (ft)
= 2.77
Q (cfs)
= 95.00
Area (sqft)
= 6.83
Invert Elev (ft)
= 576.71
Velocity (ft/s)
= 13.92
Slope (%)
= 1.50
Wetted Perim (ft)
= 7.76
N-Value
= 0.012
Crit Depth, Yc (ft)
= 2.88
Top Width (ft)
= 1.58
Calculations
EGL (ft)
= 5.78
Compute by:
Known Q
Known Q (cfs)
= 95.00
95 CFS IS CONSERVATIVE ESTIMATE TO PROTECT BYPASS
50-YR STORM EVENT FROM POSSIBLE IMPACTS FROM DEVELOPMENT IN THE
i = 9.15 IN/HOUR FUTURE. LAND IS CURRENTLY WOODED/GRASSED WITH
TC = 5 MIN. SINGLE FAMILY HOMES @ APPROX. 1 UNIT PER 3 ACRES
C = 0.6 ALTERNATIVE EXISTING FLOW IF NO DEVELOPMENT IN
A = 17.1 AC FUTURE ON DRAINAGE AREA: i = 4.63 IN/HR
Tc = 30 MIN.
C = 0.3
a5n = 24 (-IFS
Elev (ft)
580.00 ­7
579.00
578.00
577.00
576.00
575.00
Section
0 1 2 3 4 5
Reach (ft)
Depth (ft)
3.29
2.29
1.29
0.29
-0.71
-1.71