SW3230302_Stormwater Report_20230627

STORM WATER MANAGEMENT REPORT
FOR
DAVIS VILLAGE
PHIFER RD
WINGATE, NORTH CAROLINA
BY
A
PLOTT HOUND
---- p ENGINEERING
V
PLOTT HOUND ENGINEERING
8050 CORPORATE CENTER DR. SUITE 100E
CHARLOTTE, NC 28226 � F N
[phone] \\�` .C ..RO "1
.� .o ••
7
;%
FIRM #P-1884 ;•Qs q 042077
/21/2 3
July 22, 2022 %� �'FHGINE� �
Rev. 1: March 3, 2023
////,y4iNi i LIN\\O\\\
Rev. 2: June 21, 2023

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ENGINEERINGHOUND
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
IV. OFFSITE STORM WATER CALCULATIONS

CA
PLOW HOUND
- 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

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OEN IN EERINGHOUND
ENG I N
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:

A
PLOTTHOUND
ENGINEERING
15A N('AC 0211 .1053 MDC FOR WET PONDS
The purpose of this Rule is to set forth thc dcsign requirements for wet ponds that arc constructed to meet thc
rcquircmcnts of this Scction.
(I) MAIN POOL SURFACE AREA AND VOLUME. The main pool of thc wet pond shall be sized
using cithcr:
(a) the Hydraulic Retention Timc(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 scdimcnt storage
depth of six inches.
(4) LOCATION OF INLET(S) AND OUTLET. The inlet(s) and outlet 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 I S to 20 perccnt 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 thc 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 dcsign depth. then the forcbay shall be cleaned out and returned to its
dcsign 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 6:1 (horizontal to vertical).
(7) DRAWDOWN TIME. The dcsign 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 resuspcnsion 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.
(I 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:trccs 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: /43-215.1: 143-215.3(a):
EQI January 1. 20/7_

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PLOTTHOUND
ENGINEERING
The following are the requirements the sand filters must meet per the rules of 15A
NCAC 2H .1056: MDC for Sand Filters
I5A NUM 0211.1056 MDC FOR SAND FILTERS
The purpose of this Rule is to set forth the design requirements sand filters that are constructed to meet the requirements
of a State post-construction stonnwater program.
(I) SIIWT SEPARATION. The minimum separation between the lowest point of the sand filter system
and the SIIWT shall be:
(a) two feet for open-bottom designs:and
(b) one foot for closed bottom designs. Exceptions to the one foot SIIWT separation may be
made if the applicant pro%idcs 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 volume 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
volume. The elevation of bypass devices shall be set above the ponding depth associated with this
volume. The bypass dew ice may be designed to attenuate peak flows.
(4) MAXIMUM PONDING DEPTH. The maximum ponding depth from the top of the sand to the
bypass dew ice shall be six feet.
(5) FLOW DISTRIBUTION. Incoming stormwater shall be evenly distributed over the surface of the
sand chamber.
(6) SAND MEDIA SPECIFICATION. Sand media shall meet ASTM C33 or the equivalent.
(7) MEDIA DEPTH. The filter bed shall base a minimum depth of 18 inches. The nununum depth of
sand above the underdrain pipe shall be 12 inches.
(8) MAINTENANCE OF MEDIA. The sand filter 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 prosided at the low point of each
underdrain line. Clean out pipes shall be capped.
llLslorr Note: Authority G.S. 143-214.7B: 143-215.1. 143-215.3tat.
Eff January 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.

A
� � PLOTTHOUND
ENGINEERING
1
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
Pre- Post- Post Developed Total Post-
Storm Developed Developed Bypass Wet Pond Developed Post-Developed
Event Flow(cfs) flow to Wet BUA(cfs) Outflow(cfs) Flow(cfs) Pond Elevation/Top
Pond(cfs) of Dam Elev.
1yr-24hr 39.59 67.08 2.78 18.77 21.55 557.92/560.5
_ 10yr-6hr 69.98 116.74 4.61 54.15 58.76 558.45/ 560.5
25yr-6hr 92.34 148.85 5.55 86.94 92.49 558.83/ 560.5
50yr-6hr 105.35 167.27 6.08 94.74 100.82 559.08/560.5
100yr-6hr 125.06 194.91 6.89 113.40 120.29 559.48/ 560.5

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// ENGIN HOUND
4 r ENGINEERING
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SAND FILTER B SUMMARY TABLE
Post
Pre- Developed Bypass Total Post- Post-Developed Sand
Post-
Storm Developed Sand Filter BUA developed Filter Chamber elev/
Event Flow (cfs) Developed Outflow
flow (cfs) (cfs) Flow (cfs) Emergency Spillway
(cfs) Elev.
1yr-24hr 18.66 17.64 6.21 7.70 _ 13.91 576.75/579 _
10yr-6hr 37.09 35.35 13.98 13.70 27.68 578.08/ 579
25yr-6hr 47.46 45.00 29.10 16.26 45.36 578.41/ 579
50yr-6hr 55.83 52.75 39.31 18.29 57.60 578.58/ 579
100yr-6hr 64.41 60.69 50.11 20.36 70.47 578.74/ 579
SAND FILTER C SUMMARY TABLE
Post
Pre- Developed Bypass Total Post- Post-Developed Sand
Post-
Storm Developed Sand Filter BUA developed Filter Chamber elev/
Event Flow (cfs) Developed Outflow
flow (cfs) (cfs) Flow (cfs) Emergency Spillway
(cfs) Elev.
1yr-24hr 11.49 15.00 0.27 1.84 2.11 553.26/555.0
10yr-6hr 23.01 28.59 1.67 3.27 4.94 554.08/555.0
25yr-6hr 29.30 35.31 6.14 3.88 10.02 554.22/555.0
50yr-6hr 34.36 40.66 14.01 4.37 18.38 554.40/ 555.0
100yr-6hr 39.54 46.10 23.11 4.86 27.97 554.57/ 555.0

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

® BMP HYDROCAD
WETPONDAPRE DEV ROUTING DIAGRAMS
0
WET POND A POST 0
YPASS BUA
12P
WET POND A
(OS)
PRE-DEVELOPMENT
14P 1 S <5S>
TOTAL RUNOFF PO TO SAND
FILTER B BY ASS BUA
WET POND A
/2F\ D 3P
FOREBAY SAND FIL ER
4D
TOTAL
<Os>
PRE-DEVELOPMENT
0 TOWNS SAND FILTER B
POS TOEILTER SANDC <5S>
PASS BUA
/2ND D A
FOREBAY SAND ILTER
/41:\
TOTAL
SAND FILTER C

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TOTAL BUA: 14.73 AC __-....,.., maw I '44 ri ,,g ir . /
„____ ___""mi______,........- J II el: / , , _______EA a i ..;,__ _ I ---------- ,•"Of
BUA ON LOTS: 10.53 AC (3500 SF/LOT)
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BUA OUTSIDE LOTS: 4.2 AC 111' --14 '
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POST DA

5/11/22, 11:26 AM Precipitation Frequency Data Server
NOAA Atlas 14,Volume 2,Version 3
so.4-N. Location name:Wingate,North Carolina,USA* I .
N
none
Latitude:34.9939°, Longitude: -80.4257° i �a
i7*cif Elevation:572.82 ft** i �I
ET+rEE 0> *source:ESRI Mapsk"M'wre 4�
**source:USGS
POINT PRECIPITATION FREQUENCY ESTIMATES
G.M.Bonnin,D.Martin,B.Lin,T.Parzybok,M.Yekta,and D.Riley
NOAA,National Weather Service,Silver Spring,Maryland
PF tabular I PF graphical I Maps & aerials
PF tabular
PDS-based point precipitation frequency estimates with 90% confidence intervals (in inches/hour)1
Average recurrence interval(years)
Duration
1 2 5 10 25 50 100 200 500 1000
-
5-min 5.16 6.10 7.07 7.78 8.59 9.14 9.66 10.1 10.6 I 11.0
(4.75-5.60) (5.60-6.65) (6.48-7.70) (7.13-8.45) (7.84-9.31) (8.30-9.91) (8.72-10.5) (9.10-11.0) (9.47-11.6) (9.73-12.0)
10-min 4.12 4.88 5.66 6.22 6.85 7.28 7.67 8.02 8.41 8.67
i (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) i (7.66-9.45) i
15-min 3.43 4.09 4.78 5.25 5.78 6.15 6.46 I 6.74 7.06 I 7.26
(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)
30-min 2.35 1 2.82 3.39 3.80 4.28 4.63 4.95 5.25 5.62 5.88
(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)
60-min 1.47 1.77 2.17 2.48 2.85 3.14 3.41 3.68 4.03 4.29
(1.35-1.59) I (1.63-1.93) (1.99-2.37) I (2.27-2.69) I (2.60-3.09) (2.85-3.40) I (3.08-3.70) I (3.31-4.00) (3.59-4.38) I (3.79-4.68)
2-hr 0.846 1.02 1.27 1.46 1.70 1.88 2.06 1 2.24 1 2.48 I 2.66
(0.776-0.925) (0.938-1.12) (1.16-1.39) (1.33-1.59) (1.54-1.85) (1.70-2.05) (1.85-2.24) (2.00-2.44) (2.19-2.70) (2.33-2.91)
3-hr 0.599 0.724 0.903 1.04 1.23 1.38 1.52 1.68 1.89 2.05
(0.547-0.658) (0.662-0.797) (0.824-0.993) (0.948-1.14) (1.11-1.35) (1.24-1.50) (1.36-1.66) (1.49-1.83) (1.65-2.06) (1.78-2.24)
6-hr 0.359 0.434 0.542 1 0.627 0.741 0.833 0.927 1.02 1.16 1.26
(0.329-0.395) (0.397-0.476) (0.495-0.595)1(0.571-0.687)1(0.671-0.810)1(0.749-0.908) (0.827-1.01) (0.905-1.11) I (1.01-1.26) (1.09-1.38)
12-hr 0.211 0.255 0.320 0.371 0.443 0.501 0.561 0.624 0.712 1 0.784
(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)1(0.669-0.854)
24-hr 0.125 0.151 0.190 0.221 0.265 0.300 0.337 0.376 0.430 0.474
(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)
2-day 0.074 0.089 0.111 0.129 0.153 I 0.173 0.194 0.216 0.246 0.271
(0.068-0.080) (0.082-0.097) (0.103-0.120) (0.118-0.139)(0.141-0.166) (0.158-0.188)1(0.176-0.210)1(0.195-0.235) (0.221-0.269) (0.242-0.297)
3-day 0.052 0.063 0.078 0.090 0.107 0.120 0.135 0.150 0.171 0.188
(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)
4-day 0.041 0.050 0.061 0.071 0.084 0.094 0.105 0.117 0.133 0.146
(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)
7-day 0.027 0.033 0.040 0.045 0.053 0.060 0.066 0.073 0.083 0.091
(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)
10-day 0.022 0.026 0.031 0.036 0.041 0.046 0.051 0.055 0.062 0.067
(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)
20-day 0.015 0.017 0.021 0.023 0.026 0.029 0.032 0.035 0.038 0.041
(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)1
30-day 0.012 0.014 0.017 0.018 0.021 0.023 0.024 0.026 0.029 0.030
(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)
45-day 0.010 0.012 0.014 0.015 0.017 0.018 0.019 0.021 0.022 0.023
(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)
60-day 0.009 0.011 0.012 0.013 0.014 0.016 0.017 0.018 0.019 0.020
(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)
1 Precipitation frequency(PF)estimates in this table are based on frequency analysis of partial duration series(PDS).
Numbers in parenthesis are PF estimates at lower and upper bounds of the 90%confidence interval.The probability that precipitation frequency estimates(for a
given duration and average recurrence interval)will be greater than the upper bound(or less than the lower bound)is 5%.Estimates at upper bounds are not
checked against probable maximum precipitation(PMP)estimates and may be higher than currently valid PMP values.
Please refer to NOAA Atlas 14 document for more information.
Back to Top
PF graphical
https://hdsc.nws.noaa.gov/hdsc/pfds/pfds_printpage.html?lat=34.9939&Ion=-80.4257&data=intensity&units=english&series=pds#top 1/4

5/11/22, 11:26 AM Precipitation Frequency Data Server
PDS-based intensity-duration-frequency (IDF) curves
Latitude: 34.9939°, Longitude: -80.4257°
100.000
Average recurrence
inter%al
L 10.000 - fyearsl
_c
1
_- — 5
c — 10
c ` — 25
0-100
�� ` — 50
a — 10 0
— 200
a` 0.010 500
— 1000
0.001 -
c c c c c 6- 6- i I >, >,>. >, >, >, >, >,>,
'F .- • '- •- L L . L t r0 r0 /0 N r0 2
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I Ct ID
Duration
100.000 I
10.000 - - -
_ —— Duration
1.000 - - — 5-min — 2-day
c — 10-min — 3-day
15-min — 4-day
0.100 — 30-min — 7-day
•
+� — 60-min — 10-day
a
•w — 2-hr — 20-day
a 0.010 - - — 3-hr — 30-day
— 6-hr — 45-day
— 12-hr — 60-day
0.001 — 24-hr
1 2 5 10 25 50 100 200 500 1000
Average recurrence interval (years)
NOAA Atlas 14,Volume 2,Version 3 Created(GMT):Wed May 11 15:25:41 2022
Back to Top
Maps & aerials
Small scale terrain
https://hdsc.nws.noaa.gov/hdsc/pfds/pfds_printpage.html?lat=34.9939&Ion=-80.4257&data=intensity&units=english&series=pds#top 2/4

5/11/22, 11:26 AM Precipitation Frequency Data Server
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https://hdsc.nws.noaa.gov/hdsc/pfds/pfds_printpage.html?lat=34.9939&Ion=-80.4257&data=intensity&units=english&series=pds#top 3/4

5/11/22, 11:26 AM Precipitation Frequency Data Server
Winston-Salem
Greensboro Durham
Raleigh
•
Asheville
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Fayettevill
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100km
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60mi_- olina
Back to Top
US Department of Commerce
National Oceanic and Atmospheric Administration
National Weather Service
National Water Center
1325 East West Highway
Silver Spring,MD 20910
Questions?:[e-mail]
Disclaimer
https://hdsc.nws.noaa.gov/hdsc/pfds/pfds_printpage.html?lot=34.9939&Ion=-80.4257&data=intensity&units=english&series=pds#top 4/4

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Custom Soil Resource Report
Soil Map
N
N N
551400 5515W 551600 5517W 551800 551900 552000 552100 552200 552300 552400 552500 552600 5527W 552800 552900 553000 553100
34°59'57•'N g r4.• - .,2.
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551400 5515W 551600 551700 551855 551553 552000 552100 552200 552300 552400 552500 552600 552700 552800 552900 553000 553100
3 3
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Map Scale:1:8,200 if printed on A landscape(11"x 8.5")sheet. -
N Meters 8
N 0 100 200 400 600
Feet
0 350 700 1400 2100
Map projection:Web Mercator Corner coordinates:WGS84 Edge tics:UTM Zone 17N WGS84
9

Custom Soil Resource Report
MAP LEGEND MAP INFORMATION
Area of Interest(AOI) 14 Spoil Area The soil surveys that comprise your AOI were mapped at
Area of Interest(AOI) 1:24,000.
Q Stony Spot
Soilsit Very Stony Spot
Soil Map Unit Polygons Warning:Soil Map may not be valid at this scale.
Wet Spot
,..,. Soil Map Unit Lines Enlargement of maps beyond the scale of mapping can cause
p Other misunderstandingof the detail of mapping and accuracyof soil
p Soil Map Unit Points pp 9
.• Special Line Features line placement.The maps do not show the small areas of
Special Point Features contrasting soils that could have been shown at a more detailed
Blowout Water Features scale.
Streams and Canals
kg Borrow Pit
Transportation Please rely on the bar scale on each map sheet for map
* clay Spot 1.44 Rails measurements.
0 Closed Depression
o,/ Interstate Highways
Gravel Pit Source of Map: Natural Resources Conservation Service
.r US Routes Web Soil Survey URL:
Gravelly Spot Major Roads Coordinate System: Web Mercator(EPSG:3857)
® Landfill Local Roads Maps from the Web Soil Survey are based on the Web Mercator
• Lava Flow Background projection,which preserves direction and shape but distorts
distance and area.A projection that preserves area,such as the
46 Marsh or swamp Aerial Photography Albers equal-area conic projection,should be used if more
It Mine or Quarry accurate calculations of distance or area are required.
4 Miscellaneous Water This product is generated from the USDA-NRCS certified data as
O Perennial Water of the version date(s)listed below.
v Rock Outcrop Soil Survey Area: Union County, North Carolina
+ Saline Spot Survey Area Data: Version 22,Jan 21,2022
Sandy Spot Soil map units are labeled(as space allows)for map scales
Severely Eroded Spot 1:50,000 or larger.
• Sinkhole Date(s)aerial images were photographed: Oct 28,2018—Oct
31 Slide or Slip 30,2018
oa Sodic Spot The orthophoto or other base map on which the soil lines were
compiled and digitized probably differs from the background
imagery displayed on these maps.As a result,some minor
shifting of map unit boundaries may be evident.
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 28.8 13.7%
percent slopes
BaC Badin channery silt loam,8 to 2.3 1.1%
15 percent slopes
BdB2 Badin channery silty clay loam, 24.2 11.5%
2 to 8 percent slopes,
moderately eroded
CmB Cid channery silt loam, 1 to 5 88.1 41.8%
percent slopes
GoC Goldston very channery silt 5.9 2.8%
loam,4 to 15 percent slopes
GsB Goldston-Badin complex,2 to 8 37.0 17.5%
percent slopes
MhA Misenheimer-Cid complex,0 to 23.8 11.3%
3 percent slopes
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 landforms or
landform segments that have similar use and management requirements. The
delineation of such segments on the map provides sufficient information for the
development of resource plans. If intensive use of small areas is planned, however,
onsite investigation is needed to define and locate the soils and miscellaneous
areas.
An identifying symbol precedes the map unit name in the map unit descriptions.
Each description includes general facts about the unit and gives important soil
properties and qualities.
Soils that have profiles that are almost alike make up a soil series. Except for
differences in texture of the surface layer, all the soils of a series have major
horizons that are similar in composition, thickness, and arrangement.
Soils of one series can differ in texture of the surface layer, slope, stoniness,
salinity, degree of erosion, and other characteristics that affect their use. On the
basis of such differences, a soil series is divided into soil phases. Most of the areas
shown on the detailed soil maps are phases of soil series. The name of a soil phase
commonly indicates a feature that affects use or management. For example, Alpha
silt loam, 0 to 2 percent slopes, is a phase of the Alpha series.
Some map units are made up of two or more major soils or miscellaneous areas.
These map units are complexes, associations, or undifferentiated groups.
A complex consists of two or more soils or miscellaneous areas in such an intricate
pattern or in such small areas that they cannot be shown separately on the maps.
The pattern and proportion of the soils or miscellaneous areas are somewhat similar
in all areas. Alpha-Beta complex, 0 to 6 percent slopes, is an example.
An association is made up of two or more geographically associated soils or
miscellaneous areas that are shown as one unit on the maps. Because of present
or anticipated uses of the map units in the survey area, it was not considered
practical or necessary to map the soils or miscellaneous areas separately. The
pattern and relative proportion of the soils or miscellaneous areas are somewhat
similar. Alpha-Beta association, 0 to 2 percent slopes, is an example.
An undifferentiated group is made up of two or more soils or miscellaneous areas
that could be mapped individually but are mapped as one unit because similar
interpretations can be made for use and management. The pattern and proportion
of the soils or miscellaneous areas in a mapped area are not uniform. An area can
be made up of only one of the major soils or miscellaneous areas, or it can be made
up of all of them. Alpha and Beta soils, 0 to 2 percent slopes, is an example.
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: Interfluves
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: Interfluves
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: Interfluves
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: 3w0g
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: Interfluves
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: 3w0q
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: Interfluves
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
16

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: 3w0z
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: 3w11
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: Interfluves
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: 3w17
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: Interfluves
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):Very low to high (0.00
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 inches)
Interpretive groups
Land capability classification (irrigated): None specified
Land capability classification (nonirrigated): 3w
Hydrologic Soil Group: C/D
Hydric soil rating: No
20

Custom Soil Resource Report
Description of Cid
Setting
Landform: Interfluves
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
W—Water
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

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Project Name: Davis Village
Owner/ Developer: Bulldog Investment Holdings LLC
WETLANDS City/County: Wingate/Union
& WATERS, INC. TaxPIN(S):
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Coordinates: Scale: Date:
Figure 1:Approximate Delineation of Surface Waters and Wetlands Lat: 34.993863 Long: -80.425098 graphic 09 21 21

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

WET POND 'A'DESIGN SHEET
Revised 6/15/2023 Pond Volume Linked to Worksheet: Wet Pond Volume
85%Total Suspended Soilds
25%Total Nitrogen
40%total Phosphate
Mountain&Piedmont Regions
Table 10-1
SURFACE AREA REQ'D Design TSS%Removal Rate SA/DA RATIO CHART(for 85%TSS removal)
Drainage Area= ac 85 % %imp cover avg.permanent pool depth(ft)
3 4 5 6 7 >=8
%Impervious= % 10 0.51 0.43 0.37 0.30 0.27 0.25
20 0.84 0.69 0.61 0.51 0.44 0.40
Perm.Pool Depth= 30 1.17 0.94 0.84 0.72 0.61 0.56
40 1.51 1.24 1.09 0.91 0.78 0.71
SA/DA= 1.31 50 1.79 1.51 ®1.13 0.95 0.87
60 2.09 1.77 1.49 1.31 1.12 1.03
Surface Area Req'd= 0.390 ac 16,988 sf 70 2.51 2.09 1.80 1.56 1.34 1.17
Area Provided= 0.789 ac 34,349 sf 80 2.92 2.41 2.07 1.86 1.62 1.40
at Elev= 555.50 90 3.25 2.64 2.31 2.04 1.84 1.59
VOL prov'd perm pool= 2.92 ac-ft (includes Fore-bay)
Avg Depth= 3.70 ft
Actual Ratio= 1.57 ELEV AREA STORAGE
Actual Area Req'd= 0.470 ac
(SF) (CF)
TEMP.DRAWDOWN -
DETERMINE 1"STORM VOLUME 556.74 40,297 44,380
556.75 40,332 44,783
USE SIMPLE METHOD Rv=0.05+0.9(I) 556.76 40,367 45,187
Rv=6.491 IN/IN 556.77 40,402 45,590
P= 1.0 IN 556.78 40,437 45,995
VOLUME=DESIGN RAINFALL(Rv)DA 556.79 40,472 46,399
VOLUME=' 1.228 AC-FT 53,470 CF 556.80 40,507 46,804
VOLprov= 1.262 AC-FT at elevation 557.00 556.81 40,542 47,209
556.82 40,577 47,615
556.83 40,612 48,021
FORE-BAY SIZE 556.84 40,647 48,427
PRE-BAY VOL=20%OF PERM POOL VOLUME 556.85 40,682 48,834
VOLUME OF MAIN POND: 2.365 ac-ft 556.86 40,717 49,241
MIN. MAX 556.87 40,752 49,648
PRE-BAY VOLregd= 0.473 ac-ft 0.591 556.88 40,787 50,056
PRE-BAY VOLprov.= 0.555 ac-ft 556.89 40,822 50,464
Actual%Used= 23.5 % 556.90 40,857 50,872
ORIFICE SIZING ORIFICE CALCULATIONS 556.91 40,892 51,281
orifice formula Q=cA(2gh)^.5 w/c=.6 556.92 40,927 51,690
2DAYDRAWDOWN Q2= 111511.cfs 556.93 40,962 52,100
DIA(in) 556.94 40,997 52,509
5 DAY DRAWDOWN= Q5= , 0.13 cfs Inv= 556.95 41,032 52,920
(cfs) 556.96 41,067 53,330 _ WQ
FROM ORIFICE CALC'S:USE 4.0 IN DIA ORIFICE Elev Q 556.97 41,102 53,741 STORAGE
Top 1"Stor= 557.00 556.98 41,137 54,152
Approx Draw Down Time= 3.7 days Perm.Pool= 555.50 VOL. ELEV:
89 hours He d= 0.50 556.99 41,172 54,564 556.97.
557.00 41,207 54,976 -
Avg Q=- VOLUME 0.17 cfs 557.01 41,243 55,388 =
Driving Head=H/3 557.02 41,279 55,800 53,470 CF
See Figure 3-3 NCDENR BMP
Manual 557.03 41,315 56,213
557.04 41,351 56,627
557.05 41,387 57,040
557.06 41,423 57,454
557.07 41,459 57,869
557.08 41,495 58,284
557.09 41,531 58,699
557.10 41,567 59,114
https://plotthoundeng.sharepoint.com/sites/PloltHoundFiles2/Shared Documents/2021.27.008 Perry Crooke-Wingate 64 acres/4.Calculations/B.Storm Water/Revised per comments 6.15.2023NVet Pond Page 1 of 1

Wet Pond Volume
Linked to Worksheet: Wet Pond NCDENR
Elev Perm.Pool= 555.50
Vol Perm Pool= 2.365 ac-ft 103019.4
Surface Area Perm.Pool 0.789 ac
1"Vol Storage Req'd= 1.228 ac-ft
Elev
Total Storage Req'd= 3.593 ac-ft 556.97
1"Vol Storage Prov'd= 1.262 ac-ft
Total Storage Prov'd= 3.627 557.00
Prebay Vol.Prov'd= 0.555 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) ELEV FOREBAY(sf) AREA(acft) WET POOL(sf) AREA(acft) TOTAL AREA
550 0.028 0.000 0.000 0.000 0.030 0.000 0.000 0.000 0.000 550 1230 0.028 1301 0.03 0.058
551 0.053 0.040 0.040 0.040 0.374 0.200 0.200 0.200 0.240 551 2305 0.053 16294 0.37 0.427
552 0.079 0.070 0.070 0.110 0.418 0.400 0.400 0.600 0.710 552 3451 0.079 18215 0.42 0.497
553 0.107 0.090 0.090 0.200 0.464 0.440 0.440 1.040 1.240 553 4667 0.107 20211 0.46 0.571
554 0.137 0.120 0.120 0.320 0.512 0.490 0.490 1.530 1.850 554 5952 0.137 22282 0.51 0.648
555 0.168 0.150 0.150 0.470 0.560 0.540 0.540 2.070 2.540 555 7306 0.168 24396 0.56 0.728
555.5 0.178 0.170 0.085 0.555 0.610 0.590 0.295 2.365 2.920 PERM POOL 555.5 7774 0.178 26575 0.61 0.789
556 0.000 0.080 0.080 0.550 0.866 0.710 0.710 2.780 3.330 556 37708 0.87 0.866
557 0.000 0.000 0.000 0.550 0.946 0.910 0.910 3.690 4.240 557 41207 0.95 0.946
558 0.000 0.000 0.000 0.550 1.029 0.990 0.990 4.680 5.230 558 44802 1.03 1.029
559 0.000 0.000 0.000 0.550 1.112 1.070 1.070 5.750 6.300 559 48459 1.11 1.112
560 0.000 0.000 0.000 0.550 1.197 1.150 1.150 6.900 7.450 560 52124 1.20 1.197
560.5 1.234 1.220 0.366 7.266 7.266 560.3 53746 1.23 1.234
STAGE/ STORAGE
560
559
558
557
556
d 555
$ 554
553
552
551
550
0.0 1.0 2.0 3.0 4.0 5.0 6.0 7.0
Volume
(ac-ft)

2S
WET POND A PRE
DEV
3S
WET POND A POST 13S
YPASS BUA
12P
WET POND A
14P
TOTAL RUNOFF
KSubca) Reach 'On. MP Routing Diagram for DAVIS VILLAGE WET POND A REV 6.8.2023
Prepared by Plott Hound Engineering PLLC, Printed 6/21/2023
HydroCAD®10.10-6a s/n 11998 ©2020 HydroCAD Software Solutions LLC

DAVIS VILLAGE
DAVIS VILLAGE WET POND A REV 6.8.2023
Prepared by Plott Hound Engineering PLLC Printed 6/21/2023
HydroCAD® 10.10-6a s/n 11998 ©2020 HydroCAD Software Solutions LLC Page 2
Rainfall Events Listing
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
2 10-Year Type II 6-hr Default 6.00 1 3.50 2
3 25-Year Type II 6-hr Default 6.00 1 4.20 2
4 50-Year Type II 6-hr Default 6.00 1 4.60 2
5 100-Year Type II 6-hr Default 6.00 1 5.20 2

DAVIS VILLAGE
DAVIS VILLAGE WET POND A REV 6.8.2023
Prepared by Plott Hound Engineering PLLC Printed 6/21/2023
HydroCAD® 10.10-6a s/n 11998 ©2020 HydroCAD Software Solutions LLC Page 3
Area Listing (all nodes)
Area CN Description
(acres) (subcatchment-numbers)
0.650 98 BYPASS BUA (13S)
30.000 84 Pasture/grassland/range, Fair, HSG D (2S)
30.000 88 RESIDENTIAL: 49% BUA (3S)
60.650 86 TOTAL AREA

DAVIS VILLAGE
DAVIS VILLAGE WET POND A REV 6.8.2023
Prepared by Plott Hound Engineering PLLC Printed 6/21/2023
HydroCAD® 10.10-6a s/n 11998 ©2020 HydroCAD Software Solutions LLC Page 4
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 0.000 0.650 0.650 BYPASS BUA 13S
0.000 0.000 0.000 30.000 0.000 30.000 Pasture/grassland/range, Fair 2S
0.000 0.000 0.000 0.000 30.000 30.000 RESIDENTIAL: 49% BUA 3S
0.000 0.000 0.000 30.000 30.650 60.650 TOTAL AREA

DAVIS VILLAGE
DAVIS VILLAGE WET POND A REV 6.8.2023 Type 1124-hr 1-Year Rainfall=3.00"
Prepared by Plott Hound Engineering PLLC Printed 6/21/2023
HydroCAD® 10.10-6a s/n 11998 ©2020 HydroCAD Software Solutions LLC Page 5
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>1.38"
Flow Length=2,918' Tc=29.5 min CN=84 Runoff=39.59 cfs 3.461 af
Subcatchment3S: WET POND A POST Runoff Area=30.000 ac 0.00% Impervious Runoff Depth>1.68"
Tc=16.3 min CN=88 Runoff=67.08 cfs 4.207 af
Subcatchmentl3S: BYPASS BUA Runoff Area=0.650 ac 100.00% Impervious Runoff Depth>2.62"
Tc=5.0 min CN=98 Runoff=2.78 cfs 0.142 af
Pond 12P: WET POND A Peak Elev=557.92' Storage=94,391 cf Inflow=67.08 cfs 4.207 af
Primary=18.77 cfs 2.670 af Secondary=0.00 cfs 0.000 af Outflow=18.77 cfs 2.670 af
Pond 14P: TOTAL RUNOFF Inflow=19.02 cfs 2.812 af
Primary=19.02 cfs 2.812 af
Total Runoff Area = 60.650 ac Runoff Volume = 7.810 af Average Runoff Depth = 1.55"
98.93% Pervious = 60.000 ac 1.07% Impervious = 0.650 ac

DAVIS VILLAGE
DAVIS VILLAGE WET POND A REV 6.8.2023 Type 1124-hr 1-Year Rainfall=3.00"
Prepared by Plott Hound Engineering PLLC Printed 6/21/2023
HydroCAD® 10.10-6a s/n 11998 ©2020 HydroCAD Software Solutions LLC Page 6
Summary for Subcatchment 2S: WET POND A PRE DEV
Runoff = 39.59 cfs @ 12.24 hrs, Volume= 3.461 af, Depth> 1.38"
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 84 Pasture/grassland/range, Fair, 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, grassed & winding
29.5 2,918 Total
Subcatchment 2S: WET POND A PRE DEV
Hydrograph
- - - 4 - r - I- t 7 - I 7 - r I-
44 1- - 7 T - 1 7 1 7 1- ■Runoff
42 I I I I I I 139-59 cfs I 1 1 I 1 1 I
40 Type1I-221�h rI I I I I
38_ — N' L�Fla
32 4- Rp11V1 A1e - I- I - 4 - I- -
30 ,r -1- 4 - fib/- I- -I - - 1- - / - - I- -1 - t - 7 -1- -
28 Ru n-0fFV-IIfl me 3.461-a'f- T - - I- -I - 7 - -I-
w 26
3 ,- (a�I f���ppl0 4,.3
0_ -
I
8124� I224-/ —
I204/ — Clovi - ength 2A18'- 1- / -
18 Iw- 4-- LC -T- -I - 4 - L - I_ - 4 - 4 -I- -
16= T1c=29.5 mint - 4 - - - 1- / - 4 - -I-
14 N0.4t - 1- -1 - _F - - I- - -I - t - H- -I-
12_ T H- - - - - - - - I
1 I I- -1 - 7 - -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
DAVIS VILLAGE WET POND A REV 6.8.2023 Type 1124-hr 1-Year Rainfall=3.00"
Prepared by Plott Hound Engineering PLLC Printed 6/21/2023
HydroCAD® 10.10-6a s/n 11998 ©2020 HydroCAD Software Solutions LLC Page 7
Hydrograph for Subcatchment 2S: WET POND A PRE DEV
Time Precip. Excess Runoff Time Precip. Excess Runoff
(hours) (inches) (inches) (cfs) (hours) (inches) (inches) (cfs)
0.00 0.00 0.00 0.00 12.75 2.27 0.94 12.01
0.25 0.01 0.00 0.00 13.00 2.32 0.98 7.34
0.50 0.02 0.00 0.00 13.25 2.36 1.01 5.36
0.75 0.02 0.00 0.00 13.50 2.40 1.04 4.29
1.00 0.03 0.00 0.00 13.75 2.43 1.06 3.68
1.25 0.04 0.00 0.00 14.00 2.46 1.09 3.24
1.50 0.05 0.00 0.00 14.25 2.49 1.11 2.89
1.75 0.06 0.00 0.00 14.50 2.51 1.13 2.63
2.00 0.07 0.00 0.00 14.75 2.54 1.15 2.47
2.25 0.08 0.00 0.00 15.00 2.56 1.16 2.35
2.50 0.08 0.00 0.00 15.25 2.58 1.18 2.23
2.75 0.09 0.00 0.00 15.50 2.60 1.20 2.11
3.00 0.10 0.00 0.00 15.75 2.62 1.21 1.99
3.25 0.11 0.00 0.00 16.00 2.64 1.23 1.87
3.50 0.12 0.00 0.00 16.25 2.66 1.24 1.75
3.75 0.13 0.00 0.00 16.50 2.67 1.25 1.66
4.00 0.14 0.00 0.00 16.75 2.69 1.27 1.61
4.25 0.15 0.00 0.00 17.00 2.71 1.28 1.56
4.50 0.17 0.00 0.00 17.25 2.72 1.29 1.52
4.75 0.18 0.00 0.00 17.50 2.74 1.30 1.48
5.00 0.19 0.00 0.00 17.75 2.75 1.31 1.43
5.25 0.20 0.00 0.00 18.00 2.76 1.32 1.39
5.50 0.21 0.00 0.00 18.25 2.78 1.33 1.35
5.75 0.23 0.00 0.00 18.50 2.79 1.34 1.30
6.00 0.24 0.00 0.00 18.75 2.80 1.35 1.26
6.25 0.25 0.00 0.00 19.00 2.81 1.36 1.22
6.50 0.27 0.00 0.00 19.25 2.82 1.37 1.17
6.75 0.28 0.00 0.00 19.50 2.84 1.38 1.13
7.00 0.30 0.00 0.00 19.75 2.85 1.39 1.08
7.25 0.31 0.00 0.00 20.00 2.86 1.40 1.04
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 0.02
9.00 0.44 0.00 0.06
9.25 0.47 0.00 0.12
9.50 0.49 0.01 0.19
9.75 0.51 0.01 0.25
10.00 0.54 0.01 0.33
10.25 0.58 0.02 0.45
10.50 0.61 0.02 0.60
10.75 0.65 0.03 0.79
11.00 0.71 0.05 1.07
11.25 0.77 0.07 1.44
11.50 0.85 0.09 2.06
11.75 1.16 0.23 3.72
12.00 1.99 0.74 17.47
12.25 2.12 0.83 39.56
12.50 2.20 0.89 23.09

DAVIS VILLAGE
DAVIS VILLAGE WET POND A REV 6.8.2023 Type 1124-hr 1-Year Rainfall=3.00"
Prepared by Plott Hound Engineering PLLC Printed 6/21/2023
HydroCAD® 10.10-6a s/n 11998 ©2020 HydroCAD Software Solutions LLC Page 8
Summary for Subcatchment 3S: WET POND A POST
Runoff = 67.08 cfs @ 12.08 hrs, Volume= 4.207 af, Depth> 1.68"
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
* 30.000 88 RESIDENTIAL: 49% BUA
30.000 100.00% Pervious 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
75" 1 1 1 4 4— 1— — — 1 I — 4 — —I— — !Runoff
70 1 1 I 1 1 I I 1 167 08 cfs I 1 1 I 1 1 I
65 Type II i 24-hri I
60 1 Ypar+Rallinfall-3. Q�— —1-
55:" Ru nioff-Area39.AOO-a-c ' L —I— —
50� 1 1 I I I I I!�/�1 1 I
45� n RuOff o1UrneF4.2Qraf / I
40
a 35" r T'=16.3 nti n-11
30 EIV�8$r 1 7
257-
- k —1— H — — 1— —1 — — 4 — H —1-
20� I 1 1 1 1
15� — —
I 1
10� — — 1
5 / 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
DAVIS VILLAGE WET POND A REV 6.8.2023 Type 1124-hr 1-Year Rainfall=3.00"
Prepared by Plott Hound Engineering PLLC Printed 6/21/2023
HydroCAD® 10.10-6a s/n 11998 ©2020 HydroCAD Software Solutions LLC Page 9
Hydrograph for Subcatchment 3S: WET POND A POST
Time Precip. Excess Runoff Time Precip. Excess Runoff
(hours) (inches) (inches) (cfs) (hours) (inches) (inches) (cfs)
0.00 0.00 0.00 0.00 12.75 2.27 1.18 7.34
0.25 0.01 0.00 0.00 13.00 2.32 1.23 5.67
0.50 0.02 0.00 0.00 13.25 2.36 1.26 4.74
0.75 0.02 0.00 0.00 13.50 2.40 1.29 4.15
1.00 0.03 0.00 0.00 13.75 2.43 1.32 3.64
1.25 0.04 0.00 0.00 14.00 2.46 1.35 3.24
1.50 0.05 0.00 0.00 14.25 2.49 1.37 2.91
1.75 0.06 0.00 0.00 14.50 2.51 1.39 2.74
2.00 0.07 0.00 0.00 14.75 2.54 1.41 2.61
2.25 0.08 0.00 0.00 15.00 2.56 1.43 2.48
2.50 0.08 0.00 0.00 15.25 2.58 1.45 2.34
2.75 0.09 0.00 0.00 15.50 2.60 1.47 2.21
3.00 0.10 0.00 0.00 15.75 2.62 1.49 2.08
3.25 0.11 0.00 0.00 16.00 2.64 1.50 1.94
3.50 0.12 0.00 0.00 16.25 2.66 1.52 1.83
3.75 0.13 0.00 0.00 16.50 2.67 1.53 1.76
4.00 0.14 0.00 0.00 16.75 2.69 1.55 1.72
4.25 0.15 0.00 0.00 17.00 2.71 1.56 1.67
4.50 0.17 0.00 0.00 17.25 2.72 1.57 1.62
4.75 0.18 0.00 0.00 17.50 2.74 1.58 1.57
5.00 0.19 0.00 0.00 17.75 2.75 1.60 1.53
5.25 0.20 0.00 0.00 18.00 2.76 1.61 1.48
5.50 0.21 0.00 0.00 18.25 2.78 1.62 1.43
5.75 0.23 0.00 0.00 18.50 2.79 1.63 1.38
6.00 0.24 0.00 0.00 18.75 2.80 1.64 1.33
6.25 0.25 0.00 0.00 19.00 2.81 1.65 1.28
6.50 0.27 0.00 0.00 19.25 2.82 1.66 1.24
6.75 0.28 0.00 0.00 19.50 2.84 1.67 1.19
7.00 0.30 0.00 0.03 19.75 2.85 1.68 1.14
7.25 0.31 0.00 0.06 20.00 2.86 1.69 1.09
7.50 0.33 0.00 0.10
7.75 0.34 0.00 0.14
8.00 0.36 0.01 0.19
8.25 0.38 0.01 0.24
8.50 0.40 0.01 0.31
8.75 0.42 0.01 0.39
9.00 0.44 0.02 0.49
9.25 0.47 0.02 0.59
9.50 0.49 0.03 0.67
9.75 0.51 0.04 0.76
10.00 0.54 0.04 0.91
10.25 0.58 0.05 1.11
10.50 0.61 0.07 1.38
10.75 0.65 0.08 1.72
11.00 0.71 0.10 2.20
11.25 0.77 0.13 2.87
11.50 0.85 0.17 4.05
11.75 1.16 0.35 10.68
12.00 1.99 0.96 54.01
12.25 2.12 1.06 35.21
12.50 2.20 1.13 12.88

DAVIS VILLAGE
DAVIS VILLAGE WET POND A REV 6.8.2023 Type 1124-hr 1-Year Rainfall=3.00"
Prepared by Plott Hound Engineering PLLC Printed 6/21/2023
HydroCAD® 10.10-6a s/n 11998 ©2020 HydroCAD Software Solutions LLC Page 10
Summary for Subcatchment 13S: BYPASS BUA
Runoff = 2.78 cfs @ 11.95 hrs, Volume= 0.142 af, Depth> 2.62"
Routed to Pond 14P : TOTAL RUNOFF
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
* 0.650 98 BYPASS BUA
0.650 100.00% Impervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
5.0 Direct Entry,
Subcatchment 13S: BYPASS BUA
Hydrograph
A 1 1 I 1 1 I
3 _ I I I I I I I I I ❑Runoff`
1 12.78 cfs 1
I Type II124-hr I
1-1 Year 1,Rainfall-3.00",
- Runoff Area=9.65Q a
2 Runoff VolumeF0.1142 af
Runoff,, DEpth>2.6 " '
- Tc=5.01 m iln I I I
I I I I I I I
■/�I
VN=9$H- - -
1- 11
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
DAVIS VILLAGE WET POND A REV 6.8.2023 Type 1124-hr 1-Year Rainfall=3.00"
Prepared by Plott Hound Engineering PLLC Printed 6/21/2023
HydroCAD® 10.10-6a s/n 11998 ©2020 HydroCAD Software Solutions LLC Page 11
Hydrograph for Subcatchment 13S: BYPASS BUA
Time Precip. Excess Runoff Time Precip. Excess Runoff
(hours) (inches) (inches) (cfs) (hours) (inches) (inches) (cfs)
0.00 0.00 0.00 0.00 12.75 2.27 2.04 0.15
0.25 0.01 0.00 0.00 13.00 2.32 2.09 0.13
0.50 0.02 0.00 0.00 13.25 2.36 2.13 0.11
0.75 0.02 0.00 0.00 13.50 2.40 2.17 0.10
1.00 0.03 0.00 0.00 13.75 2.43 2.20 0.09
1.25 0.04 0.00 0.00 14.00 2.46 2.23 0.08
1.50 0.05 0.00 0.00 14.25 2.49 2.26 0.07
1.75 0.06 0.00 0.00 14.50 2.51 2.28 0.07
2.00 0.07 0.00 0.00 14.75 2.54 2.31 0.06
2.25 0.08 0.00 0.01 15.00 2.56 2.33 0.06
2.50 0.08 0.01 0.01 15.25 2.58 2.35 0.06
2.75 0.09 0.01 0.01 15.50 2.60 2.37 0.05
3.00 0.10 0.01 0.01 15.75 2.62 2.39 0.05
3.25 0.11 0.02 0.01 16.00 2.64 2.41 0.05
3.50 0.12 0.02 0.01 16.25 2.66 2.43 0.04
3.75 0.13 0.03 0.01 16.50 2.67 2.44 0.04
4.00 0.14 0.03 0.02 16.75 2.69 2.46 0.04
4.25 0.15 0.04 0.02 17.00 2.71 2.47 0.04
4.50 0.17 0.05 0.02 17.25 2.72 2.49 0.04
4.75 0.18 0.05 0.02 17.50 2.74 2.50 0.04
5.00 0.19 0.06 0.02 17.75 2.75 2.52 0.04
5.25 0.20 0.07 0.02 18.00 2.76 2.53 0.04
5.50 0.21 0.08 0.02 18.25 2.78 2.55 0.03
5.75 0.23 0.09 0.02 18.50 2.79 2.56 0.03
6.00 0.24 0.10 0.03 18.75 2.80 2.57 0.03
6.25 0.25 0.11 0.03 19.00 2.81 2.58 0.03
6.50 0.27 0.12 0.03 19.25 2.82 2.59 0.03
6.75 0.28 0.13 0.03 19.50 2.84 2.60 0.03
7.00 0.30 0.14 0.03 19.75 2.85 2.61 0.03
7.25 0.31 0.15 0.03 20.00 2.86 2.62 0.03
7.50 0.33 0.17 0.03
7.75 0.34 0.18 0.04
8.00 0.36 0.19 0.04
8.25 0.38 0.21 0.04
8.50 0.40 0.23 0.04
8.75 0.42 0.24 0.05
9.00 0.44 0.27 0.05
9.25 0.47 0.29 0.06
9.50 0.49 0.31 0.06
9.75 0.51 0.33 0.06
10.00 0.54 0.36 0.07
10.25 0.58 0.39 0.08
10.50 0.61 0.42 0.09
10.75 0.65 0.46 0.11
11.00 0.71 0.51 0.13
11.25 0.77 0.57 0.17
11.50 0.85 0.65 0.21
11.75 1.16 0.95 1.01
12.00 1.99 1.76 2.32
12.25 2.12 1.89 0.32
12.50 2.20 1.98 0.20

DAVIS VILLAGE
DAVIS VILLAGE WET POND A REV 6.8.2023 Type 1124-hr 1-Year Rainfall=3.00"
Prepared by Plott Hound Engineering PLLC Printed 6/21/2023
HydroCAD® 10.10-6a s/n 11998 ©2020 HydroCAD Software Solutions LLC Page 12
Summary for Pond 12P: WET POND A
Inflow Area = 30.000 ac, 0.00% Impervious, Inflow Depth > 1.68" for 1-Year event
Inflow = 67.08 cfs @ 12.08 hrs, Volume= 4.207 af
Outflow = 18.77 cfs @ 12.39 hrs, Volume= 2.670 af, Atten= 72%, Lag= 18.3 min
Primary = 18.77 cfs @ 12.39 hrs, Volume= 2.670 af
Routed to Pond 14P : TOTAL RUNOFF
Secondary= 0.00 cfs @ 0.00 hrs, Volume= 0.000 af
Routed to Pond 14P : TOTAL RUNOFF
Routing by Dyn-Stor-Ind method, Time Span= 0.00-20.00 hrs, dt= 0.05 hrs
Peak Elev= 557.92'@ 12.39 hrs Surf.Area= 44,513 sf Storage= 94,391 cf
Plug-Flow detention time= 154.9 min calculated for 2.670 af(63% of inflow)
Center-of-Mass det. time=84.3 min ( 868.2 - 783.9 )
Volume Invert Avail.Storage Storage Description
#1 555.50' 221,432 cf Custom Stage Data (Prismatic)Listed 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
560.50 53,994 26,530 221,432
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' 4.0" Vert. 4" WO 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 559.00' 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. WEIR C= 0.600
Limited to weir flow at low heads

DAVIS VILLAGE
DAVIS VILLAGE WET POND A REV 6.8.2023 Type 1124-hr 1-Year Rainfall=3.00"
Prepared by Plott Hound Engineering PLLC Printed 6/21/2023
HydroCAD® 10.10-6a s/n 11998 ©2020 HydroCAD Software Solutions LLC Page 13
Primary OutFlow Max=18.71 cfs @ 12.39 hrs HW=557.92' TW=0.00' (Dynamic Tailwater)
Lam=Culvert (Passes 18.71 cfs of 86.23 cfs potential flow)
—2=4" WQ Orifice (Orifice Controls 0.63 cfs @ 7.23 fps)
—3=Top of OS (Weir Controls 14.17 cfs @ 2.12 fps)
—5=WEIR (Orifice Controls 3.91 cfs @ 3.91 fps)
Secondary OutFlow Max=0.00 cfs @ 0.00 hrs HW=555.50' TW=0.00' (Dynamic Tailwater)
L4=Emergency Spillway ( Controls 0.00 cfs)
Pond 12P: WET POND A
Hydrograph
r r r r T T rt rt r
- H t 1 t 1 t 1 t 1 t 1 t 1 t 1 fi 1 1 1 - ■Inflow
s�.os cfs •Outflow
4 - 1- -1 -1 - - � -I- + - - - - - - � - � -
75_/I-
// hn_ _IArL _ _ .g00_a__ 1 _1 _1_ H _ I_ H _ I_ _1 _ L _ •Seondary
70i-/ , ' , /1- Peak v Ie =5-57.9T 1 1 1 1 I I I I I I I
65 / ' 1 1 1 1 1 1 1 1 1 1 1 1 I I I I I I I
60y ' ' , '1 Stbrage -94,39-1 cf 1 1 1 1 I I 1
' /1 1 1 1 1 1 1 1 1 1 1 1 1 1 1
55 /
_ / i r - - L -1 - r -1 - r -1- T -1- T -1 1 1 - 1- 7 - 1 -
50� , / - H 1- 1 t 1 t I t t 1 -HH I H I- I-/ - - - 1- -1 - r -I - r -I- H -1- t 1 -1- 4 - I- 4 - 1- - - I -
.2. 40i: , ' i /- _I - i- -I - L _I - 1- _I- L _1_ H -1 1 1 '_ _1 - I_ -
a354 i 1 _I _ L _1 _ L _I L _I_ L _I_ 1 _1 _ _1 - L -
" 30� , '1 1 1 1 1 I I I 1 1 1 1a177 cfs 1 1
25 -' i '1 1 1 1 1 I I I 1 1 I i s 77 c;s[ 1 1
201 / '1 1 1 1 1 1 1 1 1 1 1
154 , ' i '1 /Z.
107 '
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
DAVIS VILLAGE WET POND A REV 6.8.2023 Type 1124-hr 1-Year Rainfall=3.00"
Prepared by Plott Hound Engineering PLLC Printed 6/21/2023
HydroCAD® 10.10-6a s/n 11998 ©2020 HydroCAD Software Solutions LLC Page 14
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 0.03 11 555.50 0.00 0.00 0.00
7.50 0.10 125 555.51 0.00 0.00 0.00
8.00 0.19 385 555.52 0.00 0.00 0.00
8.50 0.31 816 555.53 0.00 0.00 0.00
9.00 0.49 1,517 555.56 0.01 0.01 0.00
9.50 0.67 2,550 555.60 0.02 0.02 0.00
10.00 0.91 3,874 555.65 0.05 0.05 0.00
10.50 1.38 5,777 555.71 0.09 0.09 0.00
11.00 2.20 8,697 555.81 0.16 0.16 0.00
11.50 4.05 13,694 555.95 0.22 0.22 0.00
12.00 54.01 43,360 556.71 0.43 0.43 0.00
12.50 12.88 93,266 557.89 17.42 17.42 0.00
13.00 5.67 85,038 557.71 8.77 8.77 0.00
13.50 4.15 81,191 557.62 5.61 5.61 0.00
14.00 3.24 79,075 557.57 4.21 4.21 0.00
14.50 2.74 77,584 557.54 3.41 3.41 0.00
15.00 2.48 76,555 557.51 2.99 2.99 0.00
15.50 2.21 75,618 557.49 2.77 2.77 0.00
16.00 1.94 74,521 557.46 2.60 2.60 0.00
16.50 1.76 73,318 557.44 2.41 2.41 0.00
17.00 1.67 72,216 557.41 2.25 2.25 0.00
17.50 1.57 71,222 557.39 2.10 2.10 0.00
18.00 1.48 70,306 557.37 1.97 1.97 0.00
18.50 1.38 69,441 557.35 1.85 1.85 0.00
19.00 1.28 68,612 557.33 1.74 1.74 0.00
19.50 1.19 67,804 557.31 1.63 1.63 0.00
20.00 1.09 67,008 557.29 1.53 1.53 0.00

DAVIS VILLAGE
DAVIS VILLAGE WET POND A REV 6.8.2023 Type 1124-hr 1-Year Rainfall=3.00"
Prepared by Plott Hound Engineering PLLC Printed 6/21/2023
HydroCAD® 10.10-6a s/n 11998 ©2020 HydroCAD Software Solutions LLC Page 15
Stage-Discharge for Pond 12P: WET POND A
Elevation Discharge Primary Secondary Elevation Discharge Primary Secondary
(feet) (cfs) (cfs) (cfs) (feet) (cfs) (cfs) (cfs)
555.50 0.00 0.00 0.00 558.05 26.28 26.28 0.00
555.55 0.01 0.01 0.00 558.10 29.39 29.39 0.00
555.60 0.02 0.02 0.00 558.15 32.63 32.63 0.00
555.65 0.05 0.05 0.00 558.20 35.99 35.99 0.00
555.70 0.08 0.08 0.00 558.25 39.46 39.46 0.00
555.75 0.12 0.12 0.00 558.30 43.04 43.04 0.00
555.80 0.15 0.15 0.00 558.35 46.73 46.73 0.00
555.85 0.18 0.18 0.00 558.40 50.52 50.52 0.00
555.90 0.20 0.20 0.00 558.45 54.41 54.41 0.00
555.95 0.22 0.22 0.00 558.50 58.40 58.40 0.00
556.00 0.24 0.24 0.00 558.55 62.49 62.49 0.00
556.05 0.26 0.26 0.00 558.60 66.67 66.67 0.00
556.10 0.28 0.28 0.00 558.65 70.94 70.94 0.00
556.15 0.29 0.29 0.00 558.70 75.30 75.30 0.00
556.20 0.31 0.31 0.00 558.75 79.75 79.75 0.00
556.25 0.32 0.32 0.00 558.80 84.28 84.28 0.00
556.30 0.33 0.33 0.00 558.85 88.90 88.90 0.00
556.35 0.35 0.35 0.00 558.90 92.59 92.59 0.00
556.40 0.36 0.36 0.00 558.95 92.90 92.90 0.00
556.45 0.37 0.37 0.00 559.00 93.21 93.21 0.00
556.50 0.38 0.38 0.00 559.05 94.08 93.52 0.56
556.55 0.39 0.39 0.00 559.10 95.40 93.83 1.57
556.60 0.41 0.41 0.00 559.15 97.03 94.14 2.89
556.65 0.42 0.42 0.00 559.20 98.90 94.44 4.45
556.70 0.43 0.43 0.00 559.25 101.02 94.75 6.27
556.75 0.44 0.44 0.00 559.30 103.35 95.05 8.30
556.80 0.45 0.45 0.00 559.35 105.89 95.36 10.53
556.85 0.46 0.46 0.00 559.40 108.61 95.66 12.95
556.90 0.47 0.47 0.00 559.45 111.63 95.96 15.67
556.95 0.48 0.48 0.00 559.50 114.86 96.27 18.60
557.00 0.49 0.49 0.00 559.55 118.31 96.57 21.74
557.05 0.57 0.57 0.00 559.60 121.96 96.87 25.10
557.10 0.71 0.71 0.00 559.65 125.44 97.16 28.27
557.15 0.88 0.88 0.00 559.70 129.03 97.46 31.57
557.20 1.09 1.09 0.00 559.75 132.73 97.76 34.98
557.25 1.33 1.33 0.00 559.80 136.55 98.05 38.50
557.30 1.59 1.59 0.00 559.85 140.47 98.35 42.12
557.35 1.87 1.87 0.00 559.90 144.49 98.64 45.85
557.40 2.18 2.18 0.00 559.95 148.61 98.94 49.68
557.45 2.50 2.50 0.00 560.00 152.83 99.23 53.60
557.50 2.84 2.84 0.00 560.05 157.24 99.52 57.72
557.55 3.71 3.71 0.00 560.10 161.76 99.81 61.95
557.60 5.02 5.02 0.00 560.15 166.39 100.10 66.29
557.65 6.62 6.62 0.00 560.20 171.11 100.39 70.72
557.70 8.46 8.46 0.00 560.25 175.73 100.68 75.05
557.75 10.51 10.51 0.00 560.30 180.41 100.96 79.45
557.80 12.75 12.75 0.00 560.35 185.17 101.25 83.92
557.85 15.16 15.16 0.00 560.40 189.99 101.54 88.46
557.90 17.72 17.72 0.00 560.45 194.80 101.82 92.98
557.95 20.44 20.44 0.00 560.50 199.66 102.11 97.55
558.00 23.29 23.29 0.00

DAVIS VILLAGE
DAVIS VILLAGE WET POND A REV 6.8.2023 Type 1124-hr 1-Year Rainfall=3.00"
Prepared by Plott Hound Engineering PLLC Printed 6/21/2023
HydroCAD® 10.10-6a s/n 11998 ©2020 HydroCAD Software Solutions LLC Page 16
Stage-Area-Storage for Pond 12P: WET POND A
Elevation Surface Storage Elevation Surface Storage
(feet) (sq-ft) (cubic-feet) (feet) (sq-ft) (cubic-feet)
555.50 24,364 0 558.05 44,985 100,225
555.55 25,698 1,252 558.10 45,168 102,478
555.60 27,033 2,570 558.15 45,351 104,741
555.65 28,367 3,955 558.20 45,533 107,014
555.70 29,702 5,407 558.25 45,716 109,295
555.75 31,036 6,925 558.30 45,899 111,585
555.80 32,370 8,510 558.35 46,082 113,885
555.85 33,705 10,162 558.40 46,265 116,193
555.90 35,039 11,881 558.45 46,448 118,511
555.95 36,374 13,666 558.50 46,631 120,838
556.00 37,708 15,518 558.55 46,813 123,174
556.05 37,883 17,408 558.60 46,996 125,519
556.10 38,058 19,306 558.65 47,179 127,874
556.15 38,233 21,214 558.70 47,362 130,237
556.20 38,408 23,130 558.75 47,545 132,610
556.25 38,583 25,054 558.80 47,728 134,992
556.30 38,758 26,988 558.85 47,910 137,383
556.35 38,933 28,930 558.90 48,093 139,783
556.40 39,108 30,881 558.95 48,276 142,192
556.45 39,283 32,841 559.00 48,459 144,611
556.50 39,458 34,809 559.05 48,642 147,038
556.55 39,632 36,787 559.10 48,826 149,475
556.60 39,807 38,773 559.15 49,009 151,921
556.65 39,982 40,767 559.20 49,192 154,376
556.70 40,157 42,771 559.25 49,375 156,840
556.75 40,332 44,783 559.30 49,558 159,313
556.80 40,507 46,804 559.35 49,742 161,796
556.85 40,682 48,834 559.40 49,925 164,287
556.90 40,857 50,872 559.45 50,108 166,788
556.95 41,032 52,920 559.50 50,292 169,298
557.00 41,207 54,976 559.55 50,475 171,817
557.05 41,387 57,040 559.60 50,658 174,346
557.10 41,567 59,114 559.65 50,841 176,883
557.15 41,746 61,197 559.70 51,025 179,430
557.20 41,926 63,289 559.75 51,208 181,986
557.25 42,106 65,390 559.80 51,391 184,550
557.30 42,285 67,499 559.85 51,574 187,125
557.35 42,465 69,618 559.90 51,757 189,708
557.40 42,645 71,746 559.95 51,941 192,300
557.45 42,825 73,883 560.00 52,124 194,902
557.50 43,005 76,028 560.05 52,311 197,513
557.55 43,184 78,183 560.10 52,498 200,133
557.60 43,364 80,347 560.15 52,685 202,763
557.65 43,544 82,519 560.20 52,872 205,402
557.70 43,724 84,701 ' 560.25 53,059 208,050
557.75 43,903 86,892 560.30 53,246 210,707
557.80 44,083 89,091 560.35 53,433 213,374
557.85 44,263 91,300 560.40 53,620 216,051
557.90 44,442 93,518 560.45 53,807 218,736
557.95 44,622 95,744 560.50 53,994 221,432
558.00 44,802 97,980

DAVIS VILLAGE
DAVIS VILLAGE WET POND A REV 6.8.2023 Type 1124-hr 1-Year Rainfall=3.00"
Prepared by Plott Hound Engineering PLLC Printed 6/21/2023
HydroCAD® 10.10-6a s/n 11998 ©2020 HydroCAD Software Solutions LLC Page 17
Summary for Pond 14P: TOTAL RUNOFF
Inflow Area = 30.650 ac, 2.12% Impervious, Inflow Depth > 1.10" for 1-Year event
Inflow = 19.02 cfs @ 12.39 hrs, Volume= 2.812 af
Primary = 19.02 cfs @ 12.39 hrs, Volume= 2.812 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 14P: TOTAL RUNOFF
Hydrograph
/� —I— 4 — I— —I — 4 — I— —I — + — I— —I — + — I— —I — + — I— —I — + — I— —I — -
A — —I fi I fi I I t I I T I —I — t I I T I H - ■Inflow
21 -z / ,soz I - ■Primary
ITI I7 � IT — I I � . ITIITIT -
19 hlffow-Area=30:6�fl�1c -1
18� I/�
17 ,
16 " , —I— H — I— —I — H — H —I — H — H —I — -I — H — I— —I — H — I— —I — -
15 -/ , ,— —I— 4 — I— —I — 4 — I— —I — + — + —I — 1 — + — I— —I — + — I— — -
14� , � -1— fi - - -1 — fi - 1- -1 — t - 1- -1 / H 1 - t - 1- -I - t - 1- -1 - -
13t/ , — —I— T — 1— —I — T — T —I — T — T —1 — 1 — T — 1— —I — T — I— T —
11� , I I 1 1 I I I 1 1 1 01 1 1 I I I 1
c 10 , , I I 1 1 I I I 1 1 1 10, 1 1 I I I 1
Li94/ i /— II 1 1 III 1 1 1 � 1 1 1 II 1
8 -/ /
7� , /— —I— 4 — I— —1 — 4 — I— —I — + — I— —1 — / + — I— —I — + — I— + —
�6 / — I H 1 — H — I I t t 1 — ��� +
5 1 T 7 1 T � �II
3 ,
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
DAVIS VILLAGE WET POND A REV 6.8.2023 Type 1124-hr 1-Year Rainfall=3.00"
Prepared by Plott Hound Engineering PLLC Printed 6/21/2023
HydroCAD® 10.10-6a s/n 11998 ©2020 HydroCAD Software Solutions LLC Page 18
Hydrograph for Pond 14P: TOTAL RUNOFF
Time Inflow Elevation Primary Time Inflow Elevation Primary
(hours) (cfs) (feet) (cfs) (hours) (cfs) (feet) (cfs)
0.00 0.00 0.00 12.75 12.41 12.41
0.25 0.00 0.00 13.00 8.89 8.89
0.50 0.00 0.00 13.25 6.92 6.92
0.75 0.00 0.00 13.50 5.71 5.71
1.00 0.00 0.00 13.75 4.89 4.89
1.25 0.00 0.00 14.00 4.28 4.28
1.50 0.00 0.00 14.25 3.82 3.82
1.75 0.00 0.00 14.50 3.48 3.48
2.00 0.00 0.00 14.75 3.23 3.23
2.25 0.01 0.01 15.00 3.05 3.05
2.50 0.01 0.01 15.25 2.91 2.91
2.75 0.01 0.01 15.50 2.83 2.83
3.00 0.01 0.01 15.75 2.74 2.74
3.25 0.01 0.01 16.00 2.64 2.64
3.50 0.01 0.01 16.25 2.55 2.55
3.75 0.01 0.01 16.50 2.46 2.46
4.00 0.02 0.02 16.75 2.37 2.37
4.25 0.02 0.02 17.00 2.29 2.29
4.50 0.02 0.02 17.25 2.21 2.21
4.75 0.02 0.02 17.50 2.14 2.14
5.00 0.02 0.02 17.75 2.07 2.07
5.25 0.02 0.02 18.00 2.01 2.01
5.50 0.02 0.02 18.25 1.94 1.94
5.75 0.02 0.02 18.50 1.88 1.88
6.00 0.03 0.03 18.75 1.83 1.83
6.25 0.03 0.03 19.00 1.77 1.77
6.50 0.03 0.03 19.25 1.71 1.71
6.75 0.03 0.03 19.50 1.66 1.66
7.00 0.03 0.03 19.75 1.61 1.61
7.25 0.03 0.03 20.00 1.56 1.56
7.50 0.03 0.03
7.75 0.04 0.04
8.00 0.04 0.04
8.25 0.04 0.04
8.50 0.05 0.05
8.75 0.05 0.05
9.00 0.06 0.06
9.25 0.07 0.07
9.50 0.08 0.08
9.75 0.10 0.10
10.00 0.12 0.12
10.25 0.15 0.15
10.50 0.18 0.18
10.75 0.23 0.23
11.00 0.29 0.29
11.25 0.35 0.35
11.50 0.44 0.44
11.75 1.28 1.28
12.00 2.75 2.75
12.25 14.38 14.38
12.50 17.63 17.63

DAVIS VILLAGE
DAVIS VILLAGE WET POND A REV 6.8.2023 Type 11 6-hr 10-Year Rainfall=3.50"
Prepared by Plott Hound Engineering PLLC Printed 6/21/2023
HydroCAD® 10.10-6a s/n 11998 ©2020 HydroCAD Software Solutions LLC Page 19
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=1.94"
Flow Length=2,918' Tc=29.5 min CN=84 Runoff=69.98 cfs 4.841 af
Subcatchment3S: WET POND A POST Runoff Area=30.000 ac 0.00% Impervious Runoff Depth=2.27"
Tc=16.3 min CN=88 Runoff=116.74 cfs 5.672 af
Subcatchmentl3S: BYPASS BUA Runoff Area=0.650 ac 100.00% Impervious Runoff Depth=3.27"
Tc=5.0 min CN=98 Runoff=4.61 cfs 0.177 af
Pond 12P: WET POND A Peak Elev=558.45' Storage=118,359 cf Inflow=116.74 cfs 5.672 af
Primary=54.15 cfs 4.714 af Secondary=0.00 cfs 0.000 af Outflow=54.15 cfs 4.714 af
Pond 14P: TOTAL RUNOFF Inflow=54.65 cfs 4.891 af
Primary=54.65 cfs 4.891 af
Total Runoff Area = 60.650 ac Runoff Volume = 10.690 af Average Runoff Depth = 2.12"
98.93% Pervious = 60.000 ac 1.07% Impervious = 0.650 ac

DAVIS VILLAGE
DAVIS VILLAGE WET POND A REV 6.8.2023 Type 11 6-hr 10-Year Rainfall=3.50"
Prepared by Plott Hound Engineering PLLC Printed 6/21/2023
HydroCAD® 10.10-6a s/n 11998 ©2020 HydroCAD Software Solutions LLC Page 20
Summary for Subcatchment 2S: WET POND A PRE DEV
Runoff = 69.98 cfs @ 3.25 hrs, Volume= 4.841 af, Depth= 1.94"
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=3.50"
Area (ac) CN Description
30.000 84 Pasture/grassland/range, Fair, 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, grassed & winding
29.5 2,918 Total
Subcatchment 2S: WET POND A PRE DEV
Hydrograph
I I I 1 I
75 -/
I I I I I I I ■Runoff
-1- 69.98 ors — — r - 1- -I - 7 - -I- -
70 -/
H I% - -I - - T - 1- -1 - A - 1- - I- -I - -Type'1-1 -
65� I I I I I I I I I I I I I I I I
60 1 1 I I 1 I I 1 1 I 1 1 I 1r
55� _I ( I I I I 10-Year Rlairifalll=3.50"
50i-/ H 0 I- H - + - 1-Run-off Afeag30 DO-O-aC -
y 45 -/ IIp_
40� 1 1 / I 1 I I ou 'I fo " Ih m- 4.844,1 `I`f
35 =1 I 11 I I 1 1 RUnbff 1Delpth=11.941"
30- 4- -1 -p 10
-F - - 1- H + - 1- 1 -Flow Length2,9f8
- I - L _ 1_ J L - I- - A - L _
20= 1 1 • I 1 1 I 1 1 14'1
15, 1 I I 1 I I 1 CN=84
_
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
DAVIS VILLAGE WET POND A REV 6.8.2023 Type 11 6-hr 10-Year Rainfall=3.50"
Prepared by Plott Hound Engineering PLLC Printed 6/21/2023
HydroCAD® 10.10-6a s/n 11998 ©2020 HydroCAD Software Solutions LLC Page 21
Hydrograph for Subcatchment 2S: WET POND A PRE DEV
Time Precip. Excess Runoff Time Precip. Excess Runoff
(hours) (inches) (inches) (cfs) (hours) (inches) (inches) (cfs)
0.00 0.00 0.00 0.00 12.75 3.50 1.94 0.00
0.25 0.04 0.00 0.00 13.00 3.50 1.94 0.00
0.50 0.08 0.00 0.00 13.25 3.50 1.94 0.00
0.75 0.12 0.00 0.00 13.50 3.50 1.94 0.00
1.00 0.17 0.00 0.00 13.75 3.50 1.94 0.00
1.25 0.22 0.00 0.00 14.00 3.50 1.94 0.00
1.50 0.28 0.00 0.00 14.25 3.50 1.94 0.00
1.75 0.35 0.00 0.00 14.50 3.50 1.94 0.00
2.00 0.44 0.00 0.00 14.75 3.50 1.94 0.00
2.25 0.54 0.01 0.23 15.00 3.50 1.94 0.00
2.50 0.67 0.04 1.12 15.25 3.50 1.94 0.00
2.75 1.19 0.24 3.82 15.50 3.50 1.94 0.00
3.00 2.56 1.16 27.74 15.75 3.50 1.94 0.00
3.25 2.77 1.33 69.98 16.00 3.50 1.94 0.00
3.50 2.91 1.44 41.60 16.25 3.50 1.94 0.00
3.75 3.01 1.53 21.76 16.50 3.50 1.94 0.00
4.00 3.10 1.60 13.34 16.75 3.50 1.94 0.00
4.25 3.17 1.66 9.74 17.00 3.50 1.94 0.00
4.50 3.23 1.71 7.81 17.25 3.50 1.94 0.00
4.75 3.29 1.75 6.69 17.50 3.50 1.94 0.00
5.00 3.33 1.80 5.88 17.75 3.50 1.94 0.00
5.25 3.38 1.83 5.23 18.00 3.50 1.94 0.00
5.50 3.42 1.87 4.77 18.25 3.50 1.94 0.00
5.75 3.46 1.90 4.48 18.50 3.50 1.94 0.00
6.00 3.50 1.94 4.25 18.75 3.50 1.94 0.00
6.25 3.50 1.94 3.48 19.00 3.50 1.94 0.00
6.50 3.50 1.94 1.36 19.25 3.50 1.94 0.00
6.75 3.50 1.94 0.39 19.50 3.50 1.94 0.00
7.00 3.50 1.94 0.11 19.75 3.50 1.94 0.00
7.25 3.50 1.94 0.03 20.00 3.50 1.94 0.00
7.50 3.50 1.94 0.00
7.75 3.50 1.94 0.00
8.00 3.50 1.94 0.00
8.25 3.50 1.94 0.00
8.50 3.50 1.94 0.00
8.75 3.50 1.94 0.00
9.00 3.50 1.94 0.00
9.25 3.50 1.94 0.00
9.50 3.50 1.94 0.00
9.75 3.50 1.94 0.00
10.00 3.50 1.94 0.00
10.25 3.50 1.94 0.00
10.50 3.50 1.94 0.00
10.75 3.50 1.94 0.00
11.00 3.50 1.94 0.00
11.25 3.50 1.94 0.00
11.50 3.50 1.94 0.00
11.75 3.50 1.94 0.00
12.00 3.50 1.94 0.00
12.25 3.50 1.94 0.00
12.50 3.50 1.94 0.00

DAVIS VILLAGE
DAVIS VILLAGE WET POND A REV 6.8.2023 Type 11 6-hr 10-Year Rainfall=3.50"
Prepared by Plott Hound Engineering PLLC Printed 6/21/2023
HydroCAD® 10.10-6a s/n 11998 ©2020 HydroCAD Software Solutions LLC Page 22
Summary for Subcatchment 3S: WET POND A POST
Runoff = 116.74 cfs @ 3.09 hrs, Volume= 5.672 af, Depth= 2.27"
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=3.50"
Area (ac) CN Description
* 30.000 88 RESIDENTIAL: 49% BUA
30.000 100.00% Pervious 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
-1- rt - r - 1- - T I T - - -I -
130 El Runoff
125- -
120-' - -I- 1116.74 cfs 1- I- 4 - 4 - I- -I - 4 - 4 -I- 4 - 4 - I- -I - 4 - I- -1
115_' - 1 T 1- T T 1 1 T T 1 T T Typert l F
110_' -I I I 1 1 1 1 1 1 1 I 1 1
105= v-uori
95_/ /- - T - - -I - T - 1 113 mar rifall 3'.50"-
90_'
85_' -I_ _ I_ J _ L - I- _I _ 1 - L _I_ H _ L _ I- _I _ 1 - I_ _I
80 ' —I- + J - 1 H + 1 -1 - + + -1-Runoff Area-30A000- ac-
• 75=' � - -
• 70; T - 1- � - T T T � 1- -1 T - - 7
- - - uP0f# b9 IHm 2
00.
O 60',' - -I- 4 I + I 4 I -[ Ruribff-'Datith=2.27.'_
• 55_ — -I T - I 4T T 1 I T T I T1 T I -I T I
50 - - -
45 ' -1A L 1 L L I JTc16.31mIn
401 -I- 4 H - + - I- -I - - -I- - - I- -I - + - 1-11
351/ - T 0— I— T I T T I T I T Imo' '
251/ — I I I L I_ J 1 I - -
20=' 4- -I + - H T I t 1- I t I - + I -I - -
15 T -1- I I T I I T 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
DAVIS VILLAGE WET POND A REV 6.8.2023 Type 11 6-hr 10-Year Rainfall=3.50"
Prepared by Plott Hound Engineering PLLC Printed 6/21/2023
HydroCAD® 10.10-6a s/n 11998 ©2020 HydroCAD Software Solutions LLC Page 23
Hydrograph for Subcatchment 3S: WET POND A POST
Time Precip. Excess Runoff Time Precip. Excess Runoff
(hours) (inches) (inches) (cfs) (hours) (inches) (inches) (cfs)
0.00 0.00 0.00 0.00 12.75 3.50 2.27 0.00
0.25 0.04 0.00 0.00 13.00 3.50 2.27 0.00
0.50 0.08 0.00 0.00 13.25 3.50 2.27 0.00
0.75 0.12 0.00 0.00 13.50 3.50 2.27 0.00
1.00 0.17 0.00 0.00 13.75 3.50 2.27 0.00
1.25 0.22 0.00 0.00 14.00 3.50 2.27 0.00
1.50 0.28 0.00 0.00 14.25 3.50 2.27 0.00
1.75 0.35 0.00 0.21 14.50 3.50 2.27 0.00
2.00 0.44 0.02 1.04 14.75 3.50 2.27 0.00
2.25 0.54 0.04 2.30 15.00 3.50 2.27 0.00
2.50 0.67 0.09 4.41 15.25 3.50 2.27 0.00
2.75 1.19 0.37 15.06 15.50 3.50 2.27 0.00
3.00 2.56 1.43 92.36 15.75 3.50 2.27 0.00
3.25 2.77 1.62 61.88 16.00 3.50 2.27 0.00
3.50 2.91 1.74 22.70 16.25 3.50 2.27 0.00
3.75 3.01 1.83 12.93 16.50 3.50 2.27 0.00
4.00 3.10 1.90 9.97 16.75 3.50 2.27 0.00
4.25 3.17 1.97 8.33 17.00 3.50 2.27 0.00
4.50 3.23 2.02 7.28 17.25 3.50 2.27 0.00
4.75 3.29 2.07 6.40 17.50 3.50 2.27 0.00
5.00 3.33 2.12 5.69 17.75 3.50 2.27 0.00
5.25 3.38 2.16 5.10 18.00 3.50 2.27 0.00
5.50 3.42 2.20 4.80 18.25 3.50 2.27 0.00
5.75 3.46 2.23 4.56 18.50 3.50 2.27 0.00
6.00 3.50 2.27 4.33 18.75 3.50 2.27 0.00
6.25 3.50 2.27 1.80 19.00 3.50 2.27 0.00
6.50 3.50 2.27 0.18 19.25 3.50 2.27 0.00
6.75 3.50 2.27 0.01 19.50 3.50 2.27 0.00
7.00 3.50 2.27 0.00 19.75 3.50 2.27 0.00
7.25 3.50 2.27 0.00 20.00 3.50 2.27 0.00
7.50 3.50 2.27 0.00
7.75 3.50 2.27 0.00
8.00 3.50 2.27 0.00
8.25 3.50 2.27 0.00
8.50 3.50 2.27 0.00
8.75 3.50 2.27 0.00
9.00 3.50 2.27 0.00
9.25 3.50 2.27 0.00
9.50 3.50 2.27 0.00
9.75 3.50 2.27 0.00
10.00 3.50 2.27 0.00
10.25 3.50 2.27 0.00
10.50 3.50 2.27 0.00
10.75 3.50 2.27 0.00
11.00 3.50 2.27 0.00
11.25 3.50 2.27 0.00
11.50 3.50 2.27 0.00
11.75 3.50 2.27 0.00
12.00 3.50 2.27 0.00
12.25 3.50 2.27 0.00
12.50 3.50 2.27 0.00

DAVIS VILLAGE
DAVIS VILLAGE WET POND A REV 6.8.2023 Type 11 6-hr 10-Year Rainfall=3.50"
Prepared by Plott Hound Engineering PLLC Printed 6/21/2023
HydroCAD® 10.10-6a s/n 11998 ©2020 HydroCAD Software Solutions LLC Page 24
Summary for Subcatchment 13S: BYPASS BUA
Runoff = 4.61 cfs @ 2.95 hrs, Volume= 0.177 af, Depth= 3.27"
Routed to Pond 14P : TOTAL RUNOFF
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=3.50"
Area (ac) CN Description
* 0.650 98 BYPASS BUA
0.650 100.00% Impervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
5.0 Direct Entry,
Subcatchment 13S: BYPASS BUA
Hydrograph
/
5I ❑Runoff
1 I4.61ccfsl 1 1 1 1 1 1
. .HrIi I I i I I_ _L _ H _1 _ _[ _ H _ H i 1 I I_ _L _ H _1 1 I_ _ HType II
4- I I I I 1 I I I 1 16-hr
' ' ' ' 10-Yearr Rainfal'I=31.50"
Runoff Area=01t650 ae -
in 3
I I 1 1 Ounoff VVolnme=0.1'7 of
2 _ ' I I I Run�2ff'Dep1h=3.27"
_ 1 1 I I I I 1 Tc=5.01 m i n
= I ' 1 II cN=98
1� 11 11 I 1 1 1 1 1
_ � A 1 1 1 1' '� /�j �1 �1 1 1 �1 1 1 11
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
DAVIS VILLAGE WET POND A REV 6.8.2023 Type 11 6-hr 10-Year Rainfall=3.50"
Prepared by Plott Hound Engineering PLLC Printed 6/21/2023
HydroCAD® 10.10-6a s/n 11998 ©2020 HydroCAD Software Solutions LLC Page 25
Hydrograph for Subcatchment 13S: BYPASS BUA
Time Precip. Excess Runoff Time Precip. Excess Runoff
(hours) (inches) (inches) (cfs) (hours) (inches) (inches) (cfs)
0.00 0.00 0.00 0.00 12.75 3.50 3.27 0.00
0.25 0.04 0.00 0.00 13.00 3.50 3.27 0.00
0.50 0.08 0.01 0.02 13.25 3.50 3.27 0.00
0.75 0.12 0.02 0.05 13.50 3.50 3.27 0.00
1.00 0.17 0.05 0.07 13.75 3.50 3.27 0.00
1.25 0.22 0.08 0.10 14.00 3.50 3.27 0.00
1.50 0.28 0.13 0.13 14.25 3.50 3.27 0.00
1.75 0.35 0.19 0.16 14.50 3.50 3.27 0.00
2.00 0.44 0.26 0.20 14.75 3.50 3.27 0.00
2.25 0.54 0.35 0.26 15.00 3.50 3.27 0.00
2.50 0.67 0.48 0.34 15.25 3.50 3.27 0.00
2.75 1.19 0.97 1.66 15.50 3.50 3.27 0.00
3.00 2.56 2.33 3.85 15.75 3.50 3.27 0.00
3.25 2.77 2.54 0.52 16.00 3.50 3.27 0.00
3.50 2.91 2.68 0.34 16.25 3.50 3.27 0.00
3.75 3.01 2.78 0.25 16.50 3.50 3.27 0.00
4.00 3.10 2.86 0.21 16.75 3.50 3.27 0.00
4.25 3.17 2.94 0.18 17.00 3.50 3.27 0.00
4.50 3.23 3.00 0.16 17.25 3.50 3.27 0.00
4.75 3.29 3.05 0.14 17.50 3.50 3.27 0.00
5.00 3.33 3.10 0.12 17.75 3.50 3.27 0.00
5.25 3.38 3.15 0.12 18.00 3.50 3.27 0.00
5.50 3.42 3.19 0.11 18.25 3.50 3.27 0.00
5.75 3.46 3.23 0.10 18.50 3.50 3.27 0.00
6.00 3.50 3.27 0.10 18.75 3.50 3.27 0.00
6.25 3.50 3.27 0.00 19.00 3.50 3.27 0.00
6.50 3.50 3.27 0.00 19.25 3.50 3.27 0.00
6.75 3.50 3.27 0.00 19.50 3.50 3.27 0.00
7.00 3.50 3.27 0.00 19.75 3.50 3.27 0.00
7.25 3.50 3.27 0.00 20.00 3.50 3.27 0.00
7.50 3.50 3.27 0.00
7.75 3.50 3.27 0.00
8.00 3.50 3.27 0.00
8.25 3.50 3.27 0.00
8.50 3.50 3.27 0.00
8.75 3.50 3.27 0.00
9.00 3.50 3.27 0.00
9.25 3.50 3.27 0.00
9.50 3.50 3.27 0.00
9.75 3.50 3.27 0.00
10.00 3.50 3.27 0.00
10.25 3.50 3.27 0.00
10.50 3.50 3.27 0.00
10.75 3.50 3.27 0.00
11.00 3.50 3.27 0.00
11.25 3.50 3.27 0.00
11.50 3.50 3.27 0.00
11.75 3.50 3.27 0.00
12.00 3.50 3.27 0.00
12.25 3.50 3.27 0.00
12.50 3.50 3.27 0.00

DAVIS VILLAGE
DAVIS VILLAGE WET POND A REV 6.8.2023 Type 11 6-hr 10-Year Rainfall=3.50"
Prepared by Plott Hound Engineering PLLC Printed 6/21/2023
HydroCAD® 10.10-6a s/n 11998 ©2020 HydroCAD Software Solutions LLC Page 26
Summary for Pond 12P: WET POND A
Inflow Area = 30.000 ac, 0.00% Impervious, Inflow Depth = 2.27" for 10-Year event
Inflow = 116.74 cfs @ 3.09 hrs, Volume= 5.672 af
Outflow = 54.15 cfs @ 3.28 hrs, Volume= 4.714 af, Atten= 54%, Lag= 11.5 min
Primary = 54.15 cfs @ 3.28 hrs, Volume= 4.714 af
Routed to Pond 14P : TOTAL RUNOFF
Secondary= 0.00 cfs @ 0.00 hrs, Volume= 0.000 af
Routed to Pond 14P : TOTAL RUNOFF
Routing by Dyn-Stor-Ind method, Time Span= 0.00-20.00 hrs, dt= 0.05 hrs
Peak Elev= 558.45'@ 3.28 hrs Surf.Area= 46,436 sf Storage= 118,359 cf
Plug-Flow detention time= 121.5 min calculated for 4.703 af(83% of inflow)
Center-of-Mass det. time= 104.2 min ( 314.6 - 210.4 )
Volume Invert Avail.Storage Storage Description
#1 555.50' 221,432 cf Custom Stage Data (Prismatic)Listed 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
560.50 53,994 26,530 221,432
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' 4.0" Vert. 4" WO 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 559.00' 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. WEIR C= 0.600
Limited to weir flow at low heads

DAVIS VILLAGE
DAVIS VILLAGE WET POND A REV 6.8.2023 Type 11 6-hr 10-Year Rainfall=3.50"
Prepared by Plott Hound Engineering PLLC Printed 6/21/2023
HydroCAD® 10.10-6a s/n 11998 ©2020 HydroCAD Software Solutions LLC Page 27
Primary OutFlow Max=53.76 cfs @ 3.28 hrs HW=558.44' TW=0.00' (Dynamic Tailwater)
Lam=Culvert (Passes 53.76 cfs of 89.67 cfs potential flow)
—2=4" WQ Orifice (Orifice Controls 0.70 cfs @ 8.02 fps)
—3=Top of OS (Weir Controls 47.81 cfs @ 3.17 fps)
—5=WEIR (Orifice Controls 5.25 cfs @ 5.25 fps)
Secondary OutFlow Max=0.00 cfs @ 0.00 hrs HW=555.50' TW=0.00' (Dynamic Tailwater)
4-4=Emergency Spillway ( Controls 0.00 cfs)
Pond 12P: WET POND A
Hydrograph
- r 1 - r -1 - r -1 - r -1 - r -1 - r -1 - r -1 - r -
Z _ _ L L _ L -1 - L _I - L -I - L _I - L _I - L _I - L _ ■Inflow
1 11s.7a cfs I p�I ' �-(}� ■Outflow
inf�-oWATea- O1O* aC ■Primary130 L❑Secondary
120 / / - - 7 - 7 -I - 7�learcEIeli�35�451
_ - 1 - i- -I - I- -1 - I- -1 - 1- -I - 1- -I -
110i/ I I Storalaei1188359 of
1001/ / / 1 1 1 1 1 1 1 1
/ / _ _
90i/ / / 1 1 1 1 1 1 ' '
80� / / / /1_ _ - }- H1 - - -1 - - -1 - i- -
N = / / _ _ 1 1 1
15 70L/ / / 54.15 cfs
/ / _ 54.15 cfs
0 60L/ / / V I I I I
50� / /
_ -I - r -1 — r - - r -1 — r -
/ / L _ _ -1 - L -1 - L - - L -1 - L _
401 / 1 1 1 1 1 1 1 1 1 1
_ / /
30i / / I I I/
20z �������������
��� ���������������������������������������������� /
10 ',/
00 (Y . ������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
DAVIS VILLAGE WET POND A REV 6.8.2023 Type 11 6-hr 10-Year Rainfall=3.50"
Prepared by Plott Hound Engineering PLLC Printed 6/21/2023
HydroCAD® 10.10-6a s/n 11998 ©2020 HydroCAD Software Solutions LLC Page 28
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 1.04 584 555.52 0.00 0.00 0.00
2.50 4.41 4,958 555.68 0.07 0.07 0.00
3.00 92.36 51,549 556.92 0.47 0.47 0.00
3.50 22.70 108,218 558.23 37.81 37.81 0.00
4.00 9.97 91,010 557.84 14.83 14.83 0.00
4.50 7.28 85,507 557.72 9.20 9.20 0.00
5.00 5.69 82,834 557.66 6.87 6.87 0.00
5.50 4.80 81,073 557.62 5.53 5.53 0.00
6.00 4.33 80,037 557.59 4.81 4.81 0.00
6.50 0.18 76,506 557.51 2.97 2.97 0.00
7.00 0.00 71,987 557.41 2.21 2.21 0.00
7.50 0.00 68,474 557.32 1.72 1.72 0.00
8.00 0.00 65,711 557.26 1.37 1.37 0.00
8.50 0.00 63,486 557.20 1.12 1.12 0.00
9.00 0.00 61,655 557.16 0.93 0.93 0.00
9.50 0.00 60,116 557.12 0.79 0.79 0.00
10.00 0.00 58,798 557.09 0.68 0.68 0.00
10.50 0.00 57,645 557.06 0.60 0.60 0.00
11.00 0.00 56,617 557.04 0.54 0.54 0.00
11.50 0.00 55,678 557.02 0.50 0.50 0.00
12.00 0.00 54,795 557.00 0.48 0.48 0.00
12.50 0.00 53,926 556.97 0.48 0.48 0.00
13.00 0.00 53,065 556.95 0.48 0.48 0.00
13.50 0.00 52,211 556.93 0.47 0.47 0.00
14.00 0.00 51,363 556.91 0.47 0.47 0.00
14.50 0.00 50,522 556.89 0.47 0.47 0.00
15.00 0.00 49,689 556.87 0.46 0.46 0.00
15.50 0.00 48,862 556.85 0.46 0.46 0.00
16.00 0.00 48,043 556.83 0.45 0.45 0.00
16.50 0.00 47,231 556.81 0.45 0.45 0.00
17.00 0.00 46,425 556.79 0.45 0.45 0.00
17.50 0.00 45,627 556.77 0.44 0.44 0.00
18.00 0.00 44,836 556.75 0.44 0.44 0.00
18.50 0.00 44,051 556.73 0.43 0.43 0.00
19.00 0.00 43,274 556.71 0.43 0.43 0.00
19.50 0.00 42,504 556.69 0.43 0.43 0.00
20.00 0.00 41,742 556.67 0.42 0.42 0.00

DAVIS VILLAGE
DAVIS VILLAGE WET POND A REV 6.8.2023 Type 11 6-hr 10-Year Rainfall=3.50"
Prepared by Plott Hound Engineering PLLC Printed 6/21/2023
HydroCAD® 10.10-6a s/n 11998 ©2020 HydroCAD Software Solutions LLC Page 29
Stage-Discharge for Pond 12P: WET POND A
Elevation Discharge Primary Secondary Elevation Discharge Primary Secondary
(feet) (cfs) (cfs) (cfs) (feet) (cfs) (cfs) (cfs)
555.50 0.00 0.00 0.00 558.05 26.28 26.28 0.00
555.55 0.01 0.01 0.00 558.10 29.39 29.39 0.00
555.60 0.02 0.02 0.00 558.15 32.63 32.63 0.00
555.65 0.05 0.05 0.00 558.20 35.99 35.99 0.00
555.70 0.08 0.08 0.00 558.25 39.46 39.46 0.00
555.75 0.12 0.12 0.00 558.30 43.04 43.04 0.00
555.80 0.15 0.15 0.00 558.35 46.73 46.73 0.00
555.85 0.18 0.18 0.00 558.40 50.52 50.52 0.00
555.90 0.20 0.20 0.00 558.45 54.41 54.41 0.00
555.95 0.22 0.22 0.00 558.50 58.40 58.40 0.00
556.00 0.24 0.24 0.00 558.55 62.49 62.49 0.00
556.05 0.26 0.26 0.00 558.60 66.67 66.67 0.00
556.10 0.28 0.28 0.00 558.65 70.94 70.94 0.00
556.15 0.29 0.29 0.00 558.70 75.30 75.30 0.00
556.20 0.31 0.31 0.00 558.75 79.75 79.75 0.00
556.25 0.32 0.32 0.00 558.80 84.28 84.28 0.00
556.30 0.33 0.33 0.00 558.85 88.90 88.90 0.00
556.35 0.35 0.35 0.00 558.90 92.59 92.59 0.00
556.40 0.36 0.36 0.00 558.95 92.90 92.90 0.00
556.45 0.37 0.37 0.00 559.00 93.21 93.21 0.00
556.50 0.38 0.38 0.00 559.05 94.08 93.52 0.56
556.55 0.39 0.39 0.00 559.10 95.40 93.83 1.57
556.60 0.41 0.41 0.00 559.15 97.03 94.14 2.89
556.65 0.42 0.42 0.00 559.20 98.90 94.44 4.45
556.70 0.43 0.43 0.00 559.25 101.02 94.75 6.27
556.75 0.44 0.44 0.00 559.30 103.35 95.05 8.30
556.80 0.45 0.45 0.00 559.35 105.89 95.36 10.53
556.85 0.46 0.46 0.00 559.40 108.61 95.66 12.95
556.90 0.47 0.47 0.00 559.45 111.63 95.96 15.67
556.95 0.48 0.48 0.00 559.50 114.86 96.27 18.60
557.00 0.49 0.49 0.00 559.55 118.31 96.57 21.74
557.05 0.57 0.57 0.00 559.60 121.96 96.87 25.10
557.10 0.71 0.71 0.00 559.65 125.44 97.16 28.27
557.15 0.88 0.88 0.00 559.70 129.03 97.46 31.57
557.20 1.09 1.09 0.00 559.75 132.73 97.76 34.98
557.25 1.33 1.33 0.00 559.80 136.55 98.05 38.50
557.30 1.59 1.59 0.00 559.85 140.47 98.35 42.12
557.35 1.87 1.87 0.00 559.90 144.49 98.64 45.85
557.40 2.18 2.18 0.00 559.95 148.61 98.94 49.68
557.45 2.50 2.50 0.00 560.00 152.83 99.23 53.60
557.50 2.84 2.84 0.00 560.05 157.24 99.52 57.72
557.55 3.71 3.71 0.00 560.10 161.76 99.81 61.95
557.60 5.02 5.02 0.00 560.15 166.39 100.10 66.29
557.65 6.62 6.62 0.00 560.20 171.11 100.39 70.72
557.70 8.46 8.46 0.00 560.25 175.73 100.68 75.05
557.75 10.51 10.51 0.00 560.30 180.41 100.96 79.45
557.80 12.75 12.75 0.00 560.35 185.17 101.25 83.92
557.85 15.16 15.16 0.00 560.40 189.99 101.54 88.46
557.90 17.72 17.72 0.00 560.45 194.80 101.82 92.98
557.95 20.44 20.44 0.00 560.50 199.66 102.11 97.55
558.00 23.29 23.29 0.00

DAVIS VILLAGE
DAVIS VILLAGE WET POND A REV 6.8.2023 Type 11 6-hr 10-Year Rainfall=3.50"
Prepared by Plott Hound Engineering PLLC Printed 6/21/2023
HydroCAD® 10.10-6a s/n 11998 ©2020 HydroCAD Software Solutions LLC Page 30
Stage-Area-Storage for Pond 12P: WET POND A
Elevation Surface Storage Elevation Surface Storage
(feet) (sq-ft) (cubic-feet) (feet) (sq-ft) (cubic-feet)
555.50 24,364 0 558.05 44,985 100,225
555.55 25,698 1,252 558.10 45,168 102,478
555.60 27,033 2,570 558.15 45,351 104,741
555.65 28,367 3,955 558.20 45,533 107,014
555.70 29,702 5,407 558.25 45,716 109,295
555.75 31,036 6,925 558.30 45,899 111,585
555.80 32,370 8,510 558.35 46,082 113,885
555.85 33,705 10,162 558.40 46,265 116,193
555.90 35,039 11,881 558.45 46,448 118,511
555.95 36,374 13,666 558.50 46,631 120,838
556.00 37,708 15,518 558.55 46,813 123,174
556.05 37,883 17,408 558.60 46,996 125,519
556.10 38,058 19,306 558.65 47,179 127,874
556.15 38,233 21,214 558.70 47,362 130,237
556.20 38,408 23,130 558.75 47,545 132,610
556.25 38,583 25,054 558.80 47,728 134,992
556.30 38,758 26,988 558.85 47,910 137,383
556.35 38,933 28,930 558.90 48,093 139,783
556.40 39,108 30,881 558.95 48,276 142,192
556.45 39,283 32,841 559.00 48,459 144,611
556.50 39,458 34,809 559.05 48,642 147,038
556.55 39,632 36,787 559.10 48,826 149,475
556.60 39,807 38,773 559.15 49,009 151,921
556.65 39,982 40,767 559.20 49,192 154,376
556.70 40,157 42,771 559.25 49,375 156,840
556.75 40,332 44,783 559.30 49,558 159,313
556.80 40,507 46,804 559.35 49,742 161,796
556.85 40,682 48,834 559.40 49,925 164,287
556.90 40,857 50,872 559.45 50,108 166,788
556.95 41,032 52,920 559.50 50,292 169,298
557.00 41,207 54,976 559.55 50,475 171,817
557.05 41,387 57,040 559.60 50,658 174,346
557.10 41,567 59,114 559.65 50,841 176,883
557.15 41,746 61,197 559.70 51,025 179,430
557.20 41,926 63,289 559.75 51,208 181,986
557.25 42,106 65,390 559.80 51,391 184,550
557.30 42,285 67,499 559.85 51,574 187,125
557.35 42,465 69,618 559.90 51,757 189,708
557.40 42,645 71,746 559.95 51,941 192,300
557.45 42,825 73,883 560.00 52,124 194,902
557.50 43,005 76,028 560.05 52,311 197,513
557.55 43,184 78,183 560.10 52,498 200,133
557.60 43,364 80,347 560.15 52,685 202,763
557.65 43,544 82,519 560.20 52,872 205,402
557.70 43,724 84,701 ' 560.25 53,059 208,050
557.75 43,903 86,892 560.30 53,246 210,707
557.80 44,083 89,091 560.35 53,433 213,374
557.85 44,263 91,300 560.40 53,620 216,051
557.90 44,442 93,518 560.45 53,807 218,736
557.95 44,622 95,744 560.50 53,994 221,432
558.00 44,802 97,980

DAVIS VILLAGE
DAVIS VILLAGE WET POND A REV 6.8.2023 Type 11 6-hr 10-Year Rainfall=3.50"
Prepared by Plott Hound Engineering PLLC Printed 6/21/2023
HydroCAD® 10.10-6a s/n 11998 ©2020 HydroCAD Software Solutions LLC Page 31
Summary for Pond 14P: TOTAL RUNOFF
Inflow Area = 30.650 ac, 2.12% Impervious, Inflow Depth > 1.92" for 10-Year event
Inflow = 54.65 cfs @ 3.28 hrs, Volume= 4.891 af
Primary = 54.65 cfs @ 3.28 hrs, Volume= 4.891 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 14P: TOTAL RUNOFF
Hydrograph
/-
-I - T - I- -
- -I -I I I ■Inflow
60-v -1- 54.65 cfs I MI /h`w,I a p'I Iq�A /M� 0 Primary
55„ / ,_ -I �54.55 cfs -1 - _L - I- -I T - - inflow Are-=30.650-ac- -
/ I 1 1 1 1 1 1 1 1 1
501v /- I I I 1 1 I I 1 I I
/
45 -' /- 1 1 - I- -I - 1 - - -1 - 1 - - - - 1 - 1- _
- / I I I I I I I I I I I I
40iv /- 7 1 1 T 1 T 1 T 1 -
/
I I I 1 1 I 1 1
o 35_ 0 I I 1 1 1 1
3 30 -/ I T T T IT T T T T T T
251v
/-
: / 1 I I I 1 1 1 1
20 -' fi rt I I T 1 T 1- -
15 -/ I 1 1 1 1 1
10-v z I � T 1- T
- / ��Ij
5]1. ,,, z 4e,
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
DAVIS VILLAGE WET POND A REV 6.8.2023 Type 11 6-hr 10-Year Rainfall=3.50"
Prepared by Plott Hound Engineering PLLC Printed 6/21/2023
HydroCAD® 10.10-6a s/n 11998 ©2020 HydroCAD Software Solutions LLC Page 32
Hydrograph for Pond 14P: TOTAL RUNOFF
Time Inflow Elevation Primary Time Inflow Elevation Primary
(hours) (cfs) (feet) (cfs) (hours) (cfs) (feet) (cfs)
0.00 0.00 0.00 12.75 0.48 0.48
0.25 0.00 0.00 13.00 0.48 0.48
0.50 0.02 0.02 13.25 0.47 0.47
0.75 0.05 0.05 13.50 0.47 0.47
1.00 0.07 0.07 13.75 0.47 0.47
1.25 0.10 0.10 14.00 0.47 0.47
1.50 0.13 0.13 I 14.25 0.47 0.47
1.75 0.16 0.16 14.50 0.47 0.47
2.00 0.20 0.20 14.75 0.46 0.46
2.25 0.28 0.28 15.00 0.46 0.46
2.50 0.41 0.41 15.25 0.46 0.46
2.75 1.86 1.86 15.50 0.46 0.46
3.00 4.32 4.32 15.75 0.46 0.46
3.25 54.12 54.12 16.00 0.45 0.45
3.50 38.15 38.15 16.25 0.45 0.45
3.75 22.54 22.54 16.50 0.45 0.45
4.00 15.04 15.04 16.75 0.45 0.45
4.25 11.42 11.42 17.00 0.45 0.45
4.50 9.36 9.36 17.25 0.44 0.44
4.75 8.00 8.00 17.50 0.44 0.44
5.00 7.00 7.00 17.75 0.44 0.44
5.25 6.21 6.21 18.00 0.44 0.44
5.50 5.64 5.64 18.25 0.44 0.44
5.75 5.23 5.23 18.50 0.43 0.43
6.00 4.91 4.91 18.75 0.43 0.43
6.25 4.19 4.19 19.00 0.43 0.43
6.50 2.97 2.97 19.25 0.43 0.43
6.75 2.54 2.54 19.50 0.43 0.43
7.00 2.21 2.21 , 19.75 0.42 0.42
7.25 1.94 1.94 20.00 0.42 0.42
7.50 1.72 1.72
7.75 1.53 1.53
8.00 1.37 1.37
8.25 1.23 1.23
8.50 1.12 1.12
8.75 1.02 1.02
9.00 0.93 0.93
9.25 0.85 0.85
9.50 0.79 0.79
9.75 0.73 0.73
10.00 0.68 0.68
10.25 0.64 0.64
10.50 0.60 0.60
10.75 0.57 0.57
11.00 0.54 0.54
11.25 0.52 0.52
11.50 0.50 0.50
11.75 0.49 0.49
12.00 0.48 0.48
12.25 0.48 0.48
12.50 0.48 0.48

DAVIS VILLAGE
DAVIS VILLAGE WET POND A REV 6.8.2023 Type 11 6-hr 25-Year Rainfall=4.20"
Prepared by Plott Hound Engineering PLLC Printed 6/21/2023
HydroCAD® 10.10-6a s/n 11998 ©2020 HydroCAD Software Solutions LLC Page 33
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=2.55"
Flow Length=2,918' Tc=29.5 min CN=84 Runoff=92.34 cfs 6.370 af
Subcatchment3S: WET POND A POST Runoff Area=30.000 ac 0.00% Impervious Runoff Depth=2.92"
Tc=16.3 min CN=88 Runoff=148.85 cfs 7.288 af
Subcatchmentl3S: BYPASS BUA Runoff Area=0.650 ac 100.00% Impervious Runoff Depth=3.96"
Tc=5.0 min CN=98 Runoff=5.55 cfs 0.215 af
Pond 12P: WET POND A Peak Elev=558.83' Storage=136,376 cf Inflow=148.85 cfs 7.288 af
Primary=86.94 cfs 6.327 af Secondary=0.00 cfs 0.000 af Outflow=86.94 cfs 6.327 af
Pond 14P: TOTAL RUNOFF Inflow=87.59 cfs 6.542 af
Primary=87.59 cfs 6.542 af
Total Runoff Area = 60.650 ac Runoff Volume = 13.873 af Average Runoff Depth = 2.74"
98.93% Pervious = 60.000 ac 1.07% Impervious = 0.650 ac

DAVIS VILLAGE
DAVIS VILLAGE WET POND A REV 6.8.2023 Type 11 6-hr 25-Year Rainfall=4.20"
Prepared by Plott Hound Engineering PLLC Printed 6/21/2023
HydroCAD® 10.10-6a s/n 11998 ©2020 HydroCAD Software Solutions LLC Page 34
Summary for Subcatchment 2S: WET POND A PRE DEV
Runoff = 92.34 cfs @ 3.24 hrs, Volume= 6.370 af, Depth= 2.55"
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=4.20"
Area (ac) CN Description
30.000 84 Pasture/grassland/range, Fair, 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, grassed & winding
29.5 2,918 Total
Subcatchment 2S: WET POND A PRE DEV
Hydrograph
I I I I I I I I I
100=_' , I_ I I I I I I I I I I I I I I I I I ❑Runoff
95= I 92 34 cfs L I I 1 L I L I J L L I 1
I — L — I— —I — 1 — L —I— J — L — I— —I — L — 1LTylp_e111
— -1 — I— —I — 4 — —I— — —I 1- — I— —1�'.r
80 - I -1 I I 4 I C I I
75 + 1 1 4 125 eai'Rainfall=4.20"-
70= - H — + — I— —I — 4 — —I— — — I— I —I — -
65 , H L I fi "I-Runoff Ar-ea-30MOG ac-
.7., 60 —
55; - T - 1- -1 - - upoff Vplume= 3 00 �f
3 50 - • RUnOffDe th=2.55 -
o - T - 1 -1 T -I- m
LL 45_ � I I I I I I I I I I I I � I I I
40'� — 7 I I I I Flow Length 2 7 9f8'
35_ —
30i-/ 1— 1 1 1 1 1 1 1 1 ITGL2 .5I mtn
153 I 1 I I I I -CI
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
DAVIS VILLAGE WET POND A REV 6.8.2023 Type 11 6-hr 25-Year Rainfall=4.20"
Prepared by Plott Hound Engineering PLLC Printed 6/21/2023
HydroCAD® 10.10-6a s/n 11998 ©2020 HydroCAD Software Solutions LLC Page 35
Hydrograph for Subcatchment 2S: WET POND A PRE DEV
Time Precip. Excess Runoff Time Precip. Excess Runoff
(hours) (inches) (inches) (cfs) (hours) (inches) (inches) (cfs)
0.00 0.00 0.00 0.00 12.75 4.20 2.55 0.00
0.25 0.05 0.00 0.00 13.00 4.20 2.55 0.00
0.50 0.10 0.00 0.00 13.25 4.20 2.55 0.00
0.75 0.15 0.00 0.00 13.50 4.20 2.55 0.00
1.00 0.20 0.00 0.00 13.75 4.20 2.55 0.00
1.25 0.27 0.00 0.00 14.00 4.20 2.55 0.00
1.50 0.34 0.00 0.00 14.25 4.20 2.55 0.00
1.75 0.42 0.00 0.00 14.50 4.20 2.55 0.00
2.00 0.52 0.01 0.17 14.75 4.20 2.55 0.00
2.25 0.65 0.03 0.92 15.00 4.20 2.55 0.00
2.50 0.81 0.08 2.42 15.25 4.20 2.55 0.00
2.75 1.43 0.37 6.37 15.50 4.20 2.55 0.00
3.00 3.07 1.57 38.85 15.75 4.20 2.55 0.00
3.25 3.32 1.79 92.31 16.00 4.20 2.55 0.00
3.50 3.50 1.93 53.92 16.25 4.20 2.55 0.00
3.75 3.62 2.04 27.86 16.50 4.20 2.55 0.00
4.00 3.72 2.12 16.92 16.75 4.20 2.55 0.00
4.25 3.80 2.20 12.28 17.00 4.20 2.55 0.00
4.50 3.88 2.26 9.81 17.25 4.20 2.55 0.00
4.75 3.94 2.32 8.38 17.50 4.20 2.55 0.00
5.00 4.00 2.37 7.37 17.75 4.20 2.55 0.00
5.25 4.05 2.42 6.54 18.00 4.20 2.55 0.00
5.50 4.11 2.46 5.95 18.25 4.20 2.55 0.00
5.75 4.15 2.51 5.59 18.50 4.20 2.55 0.00
6.00 4.20 2.55 5.30 18.75 4.20 2.55 0.00
6.25 4.20 2.55 4.33 19.00 4.20 2.55 0.00
6.50 4.20 2.55 1.70 19.25 4.20 2.55 0.00
6.75 4.20 2.55 0.48 19.50 4.20 2.55 0.00
7.00 4.20 2.55 0.13 19.75 4.20 2.55 0.00
7.25 4.20 2.55 0.03 20.00 4.20 2.55 0.00
7.50 4.20 2.55 0.01
7.75 4.20 2.55 0.00
8.00 4.20 2.55 0.00
8.25 4.20 2.55 0.00
8.50 4.20 2.55 0.00
8.75 4.20 2.55 0.00
9.00 4.20 2.55 0.00
9.25 4.20 2.55 0.00
9.50 4.20 2.55 0.00
9.75 4.20 2.55 0.00
10.00 4.20 2.55 0.00
10.25 4.20 2.55 0.00
10.50 4.20 2.55 0.00
10.75 4.20 2.55 0.00
11.00 4.20 2.55 0.00
11.25 4.20 2.55 0.00
11.50 4.20 2.55 0.00
11.75 4.20 2.55 0.00
12.00 4.20 2.55 0.00
12.25 4.20 2.55 0.00
12.50 4.20 2.55 0.00

DAVIS VILLAGE
DAVIS VILLAGE WET POND A REV 6.8.2023 Type 11 6-hr 25-Year Rainfall=4.20"
Prepared by Plott Hound Engineering PLLC Printed 6/21/2023
HydroCAD® 10.10-6a s/n 11998 ©2020 HydroCAD Software Solutions LLC Page 36
Summary for Subcatchment 3S: WET POND A POST
Runoff = 148.85 cfs @ 3.08 hrs, Volume= 7.288 af, Depth= 2.92"
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=4.20"
Area (ac) CN Description
* 30.000 88 RESIDENTIAL: 49% BUA
30.000 100.00% Pervious 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
Hydrog rap h
1 1 1 1 1 1
160e/ I I I I I I I 1 1 ❑Runoff
148.85 cfs I I I T
1504-/ H t I- -1 - rt -1- -i - t- I -1 fi 1 yI I I-
140� - - H - + - 1- -I - + - + -I- + - + - 1- -I - + - I- -1 - 1 -
130( I J + II1LI + Iy �A1,,� L + 16hr
1201 -1- I I I I I I I I 25 Yeal-RairifaII=4.20"
1101 I 1 1 1 I I 1 1 1 1 1 1 1 1 1
1001 -I- 1 unof`f Araa�-30L000- ac
y 1u iof; >f/plump 408
v 901
_c 80 -1 + - I- + + - I -I - + + -I- + RUl?of1 De'ptlt=2-92"-
u 701 -I- _ _ _ II I - I1 - I
601 -1 1 1 I I 1 I I 1 1 ITc1 6.31 mile
40� -I I ' 111
40
30� 1— -1 — -r - 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
DAVIS VILLAGE WET POND A REV 6.8.2023 Type 11 6-hr 25-Year Rainfall=4.20"
Prepared by Plott Hound Engineering PLLC Printed 6/21/2023
HydroCAD® 10.10-6a s/n 11998 ©2020 HydroCAD Software Solutions LLC Page 37
Hydrograph for Subcatchment 3S: WET POND A POST
Time Precip. Excess Runoff Time Precip. Excess Runoff
(hours) (inches) (inches) (cfs) (hours) (inches) (inches) (cfs)
0.00 0.00 0.00 0.00 12.75 4.20 2.92 0.00
0.25 0.05 0.00 0.00 13.00 4.20 2.92 0.00
0.50 0.10 0.00 0.00 13.25 4.20 2.92 0.00
0.75 0.15 0.00 0.00 13.50 4.20 2.92 0.00
1.00 0.20 0.00 0.00 13.75 4.20 2.92 0.00
1.25 0.27 0.00 0.00 14.00 4.20 2.92 0.00
1.50 0.34 0.00 0.11 14.25 4.20 2.92 0.00
1.75 0.42 0.02 0.90 14.50 4.20 2.92 0.00
2.00 0.52 0.04 2.14 14.75 4.20 2.92 0.00
2.25 0.65 0.08 3.88 15.00 4.20 2.92 0.00
2.50 0.81 0.15 6.74 15.25 4.20 2.92 0.00
2.75 1.43 0.53 21.22 15.50 4.20 2.92 0.00
3.00 3.07 1.88 119.60 15.75 4.20 2.92 0.00
3.25 3.32 2.11 77.98 16.00 4.20 2.92 0.00
3.50 3.50 2.26 28.27 16.25 4.20 2.92 0.00
3.75 3.62 2.37 16.02 16.50 4.20 2.92 0.00
4.00 3.72 2.47 12.33 16.75 4.20 2.92 0.00
4.25 3.80 2.54 10.28 17.00 4.20 2.92 0.00
4.50 3.88 2.61 8.98 17.25 4.20 2.92 0.00
4.75 3.94 2.68 7.89 17.50 4.20 2.92 0.00
5.00 4.00 2.73 7.01 17.75 4.20 2.92 0.00
5.25 4.05 2.78 6.28 18.00 4.20 2.92 0.00
5.50 4.11 2.83 5.91 18.25 4.20 2.92 0.00
5.75 4.15 2.87 5.61 18.50 4.20 2.92 0.00
6.00 4.20 2.92 5.32 18.75 4.20 2.92 0.00
6.25 4.20 2.92 2.21 19.00 4.20 2.92 0.00
6.50 4.20 2.92 0.23 19.25 4.20 2.92 0.00
6.75 4.20 2.92 0.02 19.50 4.20 2.92 0.00
7.00 4.20 2.92 0.00 19.75 4.20 2.92 0.00
7.25 4.20 2.92 0.00 20.00 4.20 2.92 0.00
7.50 4.20 2.92 0.00
7.75 4.20 2.92 0.00
8.00 4.20 2.92 0.00
8.25 4.20 2.92 0.00
8.50 4.20 2.92 0.00
8.75 4.20 2.92 0.00
9.00 4.20 2.92 0.00
9.25 4.20 2.92 0.00
9.50 4.20 2.92 0.00
9.75 4.20 2.92 0.00
10.00 4.20 2.92 0.00
10.25 4.20 2.92 0.00
10.50 4.20 2.92 0.00
10.75 4.20 2.92 0.00
11.00 4.20 2.92 0.00
11.25 4.20 2.92 0.00
11.50 4.20 2.92 0.00
11.75 4.20 2.92 0.00
12.00 4.20 2.92 0.00
12.25 4.20 2.92 0.00
12.50 4.20 2.92 0.00

DAVIS VILLAGE
DAVIS VILLAGE WET POND A REV 6.8.2023 Type 11 6-hr 25-Year Rainfall=4.20"
Prepared by Plott Hound Engineering PLLC Printed 6/21/2023
HydroCAD® 10.10-6a s/n 11998 ©2020 HydroCAD Software Solutions LLC Page 38
Summary for Subcatchment 13S: BYPASS BUA
Runoff = 5.55 cfs @ 2.95 hrs, Volume= 0.215 af, Depth= 3.96"
Routed to Pond 14P : TOTAL RUNOFF
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=4.20"
Area (ac) CN Description
* 0.650 98 BYPASS BUA
0.650 100.00% Impervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
5.0 Direct Entry,
Subcatchment 13S: BYPASS BUA
Hydrograph
I 1 1 I I 1 1 1 1 1 1 I 1 1 I -
6� I I I I I I I I I I I I I I I I I I I ■Runoff
1 15.55 cfs I 1 I 1 1 I 1 1 I I 1 1 I 1 1 I
I 1 1 I I 1 1 I I Trpe�1 I I _
5 I
_/ 1 1 I I 1 1 I 1 16-h r
- 1 ,/ I I I I I I I I I I I
' IIII 11 25Yeat R'airlfal'I=4.20"
-
4: 1- 1 1 1 1 I I I I I I I I I
- 1 1 I I I I11 1 Runoff Area=01.650C ac
y , I 1 I�u liia f-/o I I.rn 1 (� J.
2 J 1 f
0 3 I I I I I 1 1 1 1 Runoff'De'pth=3.96"
u 1 1 1 1 1 1 1 1 1 1 11,, 11
1 I - t - 1 -1 - - - t - 1- -1 - t - I- -1 - C- 5.0I in -
2 / I I I CNI=9�8
I I I I I I I 1�1 v
/ - - + - I- I -4 - - I -1 - + - -I - -4 - -I -1 - -
1
1_ A 1 1 1 1 1 1 1 1 1
1
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
DAVIS VILLAGE WET POND A REV 6.8.2023 Type 11 6-hr 25-Year Rainfall=4.20"
Prepared by Plott Hound Engineering PLLC Printed 6/21/2023
HydroCAD® 10.10-6a s/n 11998 ©2020 HydroCAD Software Solutions LLC Page 39
Hydrograph for Subcatchment 13S: BYPASS BUA
Time Precip. Excess Runoff Time Precip. Excess Runoff
(hours) (inches) (inches) (cfs) (hours) (inches) (inches) (cfs)
0.00 0.00 0.00 0.00 12.75 4.20 3.96 0.00
0.25 0.05 0.00 0.00 13.00 4.20 3.96 0.00
0.50 0.10 0.01 0.04 13.25 4.20 3.96 0.00
0.75 0.15 0.04 0.07 13.50 4.20 3.96 0.00
1.00 0.20 0.07 0.10 13.75 4.20 3.96 0.00
1.25 0.27 0.12 0.13 14.00 4.20 3.96 0.00
1.50 0.34 0.18 0.16 14.25 4.20 3.96 0.00
1.75 0.42 0.25 0.20 14.50 4.20 3.96 0.00
2.00 0.52 0.34 0.24 14.75 4.20 3.96 0.00
2.25 0.65 0.45 0.32 15.00 4.20 3.96 0.00
2.50 0.81 0.61 0.42 15.25 4.20 3.96 0.00
2.75 1.43 1.21 2.01 15.50 4.20 3.96 0.00
3.00 3.07 2.84 4.63 15.75 4.20 3.96 0.00
3.25 3.32 3.09 0.63 16.00 4.20 3.96 0.00
3.50 3.50 3.26 0.41 16.25 4.20 3.96 0.00
3.75 3.62 3.38 0.30 16.50 4.20 3.96 0.00
4.00 3.72 3.48 0.25 16.75 4.20 3.96 0.00
4.25 3.80 3.57 0.22 17.00 4.20 3.96 0.00
4.50 3.88 3.64 0.19 17.25 4.20 3.96 0.00
4.75 3.94 3.71 0.17 17.50 4.20 3.96 0.00
5.00 4.00 3.77 0.15 17.75 4.20 3.96 0.00
5.25 4.05 3.82 0.14 18.00 4.20 3.96 0.00
5.50 4.11 3.87 0.13 18.25 4.20 3.96 0.00
5.75 4.15 3.92 0.13 18.50 4.20 3.96 0.00
6.00 4.20 3.96 0.12 18.75 4.20 3.96 0.00
6.25 4.20 3.96 0.00 19.00 4.20 3.96 0.00
6.50 4.20 3.96 0.00 19.25 4.20 3.96 0.00
6.75 4.20 3.96 0.00 19.50 4.20 3.96 0.00
7.00 4.20 3.96 0.00 19.75 4.20 3.96 0.00
7.25 4.20 3.96 0.00 20.00 4.20 3.96 0.00
7.50 4.20 3.96 0.00
7.75 4.20 3.96 0.00
8.00 4.20 3.96 0.00
8.25 4.20 3.96 0.00
8.50 4.20 3.96 0.00
8.75 4.20 3.96 0.00
9.00 4.20 3.96 0.00
9.25 4.20 3.96 0.00
9.50 4.20 3.96 0.00
9.75 4.20 3.96 0.00
10.00 4.20 3.96 0.00
10.25 4.20 3.96 0.00
10.50 4.20 3.96 0.00
10.75 4.20 3.96 0.00
11.00 4.20 3.96 0.00
11.25 4.20 3.96 0.00
11.50 4.20 3.96 0.00
11.75 4.20 3.96 0.00
12.00 4.20 3.96 0.00
12.25 4.20 3.96 0.00
12.50 4.20 3.96 0.00

DAVIS VILLAGE
DAVIS VILLAGE WET POND A REV 6.8.2023 Type 11 6-hr 25-Year Rainfall=4.20"
Prepared by Plott Hound Engineering PLLC Printed 6/21/2023
HydroCAD® 10.10-6a s/n 11998 ©2020 HydroCAD Software Solutions LLC Page 40
Summary for Pond 12P: WET POND A
Inflow Area = 30.000 ac, 0.00% Impervious, Inflow Depth = 2.92" for 25-Year event
Inflow = 148.85 cfs @ 3.08 hrs, Volume= 7.288 af
Outflow = 86.94 cfs @ 3.24 hrs, Volume= 6.327 af, Atten= 42%, Lag= 9.2 min
Primary = 86.94 cfs @ 3.24 hrs, Volume= 6.327 af
Routed to Pond 14P : TOTAL RUNOFF
Secondary= 0.00 cfs @ 0.00 hrs, Volume= 0.000 af
Routed to Pond 14P : TOTAL RUNOFF
Routing by Dyn-Stor-Ind method, Time Span= 0.00-20.00 hrs, dt= 0.05 hrs
Peak Elev= 558.83'@ 3.24 hrs Surf.Area= 47,834 sf Storage= 136,376 cf
Plug-Flow detention time=98.4 min calculated for 6.327 af(87% of inflow)
Center-of-Mass det. time=82.1 min ( 290.7 - 208.5 )
Volume Invert Avail.Storage Storage Description
#1 555.50' 221,432 cf Custom Stage Data (Prismatic)Listed 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
560.50 53,994 26,530 221,432
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' 4.0" Vert. 4" WO 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 559.00' 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. WEIR C= 0.600
Limited to weir flow at low heads

DAVIS VILLAGE
DAVIS VILLAGE WET POND A REV 6.8.2023 Type 11 6-hr 25-Year Rainfall=4.20"
Prepared by Plott Hound Engineering PLLC Printed 6/21/2023
HydroCAD® 10.10-6a s/n 11998 ©2020 HydroCAD Software Solutions LLC Page 41
Primary OutFlow Max=86.28 cfs @ 3.24 hrs HW=558.82' TW=0.00' (Dynamic Tailwater)
Lam=Culvert (Passes 86.28 cfs of 92.09 cfs potential flow)
—2=4" WQ Orifice (Orifice Controls 0.75 cfs © 8.55 fps)
—3=Top of OS (Weir Controls 79.50 cfs © 3.76 fps)
—5=WEIR (Orifice Controls 6.03 cfs @ 6.03 fps)
Secondary OutFlow Max=0.00 cfs © 0.00 hrs HW=555.50' TW=0.00' (Dynamic Tailwater)
4-4=Emergency Spillway ( Controls 0.00 cfs)
Pond 12P: WET POND A
Hydrograph
/: I I I I I
ra8secfs I- I I I I I I I I I I h
❑Inflow
❑Outflow
■Primary- - � kOWAr �_ Y�� ac
� in Secondary a ry
160 /
1 1 1 1 PJeal� EIE = 58.8:3_
150� 1 1 1 1 1 1 1 11 1
140� / / / 1 1 1 1 I gtorage136 371V cf
130� / / 1 1 1 1 1 I I I I I '
1204-/ / • / / I I I I
110� / / 86-94 ag 1 1 1 I 1 1 1
i _
100- i 186-94 cfs
90; / • " / 1 1 1 1
c 80� i / / ii,
LI 70; • /60i! / • / / - 7 -I - 7 -I - r -I - 1- -I - 7 -I - 7 -I - 7 -
50 / • / / I- 1- -
40� / / - r
20� // / ///% ��������������������������������
207' /
7 /
r,s0:0/.. ---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
DAVIS VILLAGE WET POND A REV 6.8.2023 Type 11 6-hr 25-Year Rainfall=4.20"
Prepared by Plott Hound Engineering PLLC Printed 6/21/2023
HydroCAD® 10.10-6a s/n 11998 ©2020 HydroCAD Software Solutions LLC Page 42
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 0.11 21 555.50 0.00 0.00 0.00
2.00 2.14 1,767 555.57 0.01 0.01 0.00
2.50 6.74 8,992 555.81 0.16 0.16 0.00
3.00 119.60 71,720 557.40 2.17 2.17 0.00
3.50 28.27 115,866 558.39 49.98 49.98 0.00
4.00 12.33 93,752 557.91 18.00 18.00 0.00
4.50 8.98 87,492 557.76 11.11 11.11 0.00
5.00 7.01 84,534 557.70 8.32 8.32 0.00
5.50 5.91 82,601 557.65 6.69 6.69 0.00
6.00 5.32 81,496 557.63 5.84 5.84 0.00
6.50 0.23 77,428 557.53 3.34 3.34 0.00
7.00 0.00 72,657 557.42 2.31 2.31 0.00
7.50 0.00 68,994 557.34 1.79 1.79 0.00
8.00 0.00 66,124 557.27 1.42 1.42 0.00
8.50 0.00 63,822 557.21 1.15 1.15 0.00
9.00 0.00 61,934 557.17 0.96 0.96 0.00
9.50 0.00 60,353 557.13 0.81 0.81 0.00
10.00 0.00 59,002 557.10 0.70 0.70 0.00
10.50 0.00 57,825 557.07 0.61 0.61 0.00
11.00 0.00 56,779 557.04 0.55 0.55 0.00
11.50 0.00 55,828 557.02 0.51 0.51 0.00
12.00 0.00 54,939 557.00 0.49 0.49 0.00
12.50 0.00 54,069 556.98 0.48 0.48 0.00
13.00 0.00 53,206 556.96 0.48 0.48 0.00
13.50 0.00 52,351 556.94 0.47 0.47 0.00
14.00 0.00 51,502 556.92 0.47 0.47 0.00
14.50 0.00 50,660 556.89 0.47 0.47 0.00
15.00 0.00 49,826 556.87 0.46 0.46 0.00
15.50 0.00 48,998 556.85 0.46 0.46 0.00
16.00 0.00 48,177 556.83 0.45 0.45 0.00
16.50 0.00 47,364 556.81 0.45 0.45 0.00
17.00 0.00 46,557 556.79 0.45 0.45 0.00
17.50 0.00 45,758 556.77 0.44 0.44 0.00
18.00 0.00 44,965 556.75 0.44 0.44 0.00
18.50 0.00 44,180 556.74 0.43 0.43 0.00
19.00 0.00 43,402 556.72 0.43 0.43 0.00
19.50 0.00 42,631 556.70 0.43 0.43 0.00
20.00 0.00 41,867 556.68 0.42 0.42 0.00

DAVIS VILLAGE
DAVIS VILLAGE WET POND A REV 6.8.2023 Type 11 6-hr 25-Year Rainfall=4.20"
Prepared by Plott Hound Engineering PLLC Printed 6/21/2023
HydroCAD® 10.10-6a s/n 11998 ©2020 HydroCAD Software Solutions LLC Page 43
Stage-Discharge for Pond 12P: WET POND A
Elevation Discharge Primary Secondary Elevation Discharge Primary Secondary
(feet) (cfs) (cfs) (cfs) (feet) (cfs) (cfs) (cfs)
555.50 0.00 0.00 0.00 558.05 26.28 26.28 0.00
555.55 0.01 0.01 0.00 558.10 29.39 29.39 0.00
555.60 0.02 0.02 0.00 558.15 32.63 32.63 0.00
555.65 0.05 0.05 0.00 558.20 35.99 35.99 0.00
555.70 0.08 0.08 0.00 558.25 39.46 39.46 0.00
555.75 0.12 0.12 0.00 558.30 43.04 43.04 0.00
555.80 0.15 0.15 0.00 558.35 46.73 46.73 0.00
555.85 0.18 0.18 0.00 558.40 50.52 50.52 0.00
555.90 0.20 0.20 0.00 558.45 54.41 54.41 0.00
555.95 0.22 0.22 0.00 558.50 58.40 58.40 0.00
556.00 0.24 0.24 0.00 558.55 62.49 62.49 0.00
556.05 0.26 0.26 0.00 558.60 66.67 66.67 0.00
556.10 0.28 0.28 0.00 558.65 70.94 70.94 0.00
556.15 0.29 0.29 0.00 558.70 75.30 75.30 0.00
556.20 0.31 0.31 0.00 558.75 79.75 79.75 0.00
556.25 0.32 0.32 0.00 558.80 84.28 84.28 0.00
556.30 0.33 0.33 0.00 558.85 88.90 88.90 0.00
556.35 0.35 0.35 0.00 558.90 92.59 92.59 0.00
556.40 0.36 0.36 0.00 558.95 92.90 92.90 0.00
556.45 0.37 0.37 0.00 559.00 93.21 93.21 0.00
556.50 0.38 0.38 0.00 559.05 94.08 93.52 0.56
556.55 0.39 0.39 0.00 559.10 95.40 93.83 1.57
556.60 0.41 0.41 0.00 559.15 97.03 94.14 2.89
556.65 0.42 0.42 0.00 559.20 98.90 94.44 4.45
556.70 0.43 0.43 0.00 559.25 101.02 94.75 6.27
556.75 0.44 0.44 0.00 559.30 103.35 95.05 8.30
556.80 0.45 0.45 0.00 559.35 105.89 95.36 10.53
556.85 0.46 0.46 0.00 559.40 108.61 95.66 12.95
556.90 0.47 0.47 0.00 559.45 111.63 95.96 15.67
556.95 0.48 0.48 0.00 559.50 114.86 96.27 18.60
557.00 0.49 0.49 0.00 559.55 118.31 96.57 21.74
557.05 0.57 0.57 0.00 559.60 121.96 96.87 25.10
557.10 0.71 0.71 0.00 559.65 125.44 97.16 28.27
557.15 0.88 0.88 0.00 559.70 129.03 97.46 31.57
557.20 1.09 1.09 0.00 559.75 132.73 97.76 34.98
557.25 1.33 1.33 0.00 559.80 136.55 98.05 38.50
557.30 1.59 1.59 0.00 559.85 140.47 98.35 42.12
557.35 1.87 1.87 0.00 559.90 144.49 98.64 45.85
557.40 2.18 2.18 0.00 559.95 148.61 98.94 49.68
557.45 2.50 2.50 0.00 560.00 152.83 99.23 53.60
557.50 2.84 2.84 0.00 560.05 157.24 99.52 57.72
557.55 3.71 3.71 0.00 560.10 161.76 99.81 61.95
557.60 5.02 5.02 0.00 560.15 166.39 100.10 66.29
557.65 6.62 6.62 0.00 560.20 171.11 100.39 70.72
557.70 8.46 8.46 0.00 560.25 175.73 100.68 75.05
557.75 10.51 10.51 0.00 560.30 180.41 100.96 79.45
557.80 12.75 12.75 0.00 560.35 185.17 101.25 83.92
557.85 15.16 15.16 0.00 560.40 189.99 101.54 88.46
557.90 17.72 17.72 0.00 560.45 194.80 101.82 92.98
557.95 20.44 20.44 0.00 560.50 199.66 102.11 97.55
558.00 23.29 23.29 0.00

DAVIS VILLAGE
DAVIS VILLAGE WET POND A REV 6.8.2023 Type 11 6-hr 25-Year Rainfall=4.20"
Prepared by Plott Hound Engineering PLLC Printed 6/21/2023
HydroCAD® 10.10-6a s/n 11998 ©2020 HydroCAD Software Solutions LLC Page 44
Stage-Area-Storage for Pond 12P: WET POND A
Elevation Surface Storage Elevation Surface Storage
(feet) (sq-ft) (cubic-feet) (feet) (sq-ft) (cubic-feet)
555.50 24,364 0 558.05 44,985 100,225
555.55 25,698 1,252 558.10 45,168 102,478
555.60 27,033 2,570 558.15 45,351 104,741
555.65 28,367 3,955 558.20 45,533 107,014
555.70 29,702 5,407 558.25 45,716 109,295
555.75 31,036 6,925 558.30 45,899 111,585
555.80 32,370 8,510 558.35 46,082 113,885
555.85 33,705 10,162 558.40 46,265 116,193
555.90 35,039 11,881 558.45 46,448 118,511
555.95 36,374 13,666 558.50 46,631 120,838
556.00 37,708 15,518 558.55 46,813 123,174
556.05 37,883 17,408 558.60 46,996 125,519
556.10 38,058 19,306 558.65 47,179 127,874
556.15 38,233 21,214 558.70 47,362 130,237
556.20 38,408 23,130 558.75 47,545 132,610
556.25 38,583 25,054 558.80 47,728 134,992
556.30 38,758 26,988 558.85 47,910 137,383
556.35 38,933 28,930 558.90 48,093 139,783
556.40 39,108 30,881 558.95 48,276 142,192
556.45 39,283 32,841 559.00 48,459 144,611
556.50 39,458 34,809 559.05 48,642 147,038
556.55 39,632 36,787 559.10 48,826 149,475
556.60 39,807 38,773 559.15 49,009 151,921
556.65 39,982 40,767 559.20 49,192 154,376
556.70 40,157 42,771 559.25 49,375 156,840
556.75 40,332 44,783 559.30 49,558 159,313
556.80 40,507 46,804 559.35 49,742 161,796
556.85 40,682 48,834 559.40 49,925 164,287
556.90 40,857 50,872 559.45 50,108 166,788
556.95 41,032 52,920 559.50 50,292 169,298
557.00 41,207 54,976 559.55 50,475 171,817
557.05 41,387 57,040 559.60 50,658 174,346
557.10 41,567 59,114 559.65 50,841 176,883
557.15 41,746 61,197 559.70 51,025 179,430
557.20 41,926 63,289 559.75 51,208 181,986
557.25 42,106 65,390 559.80 51,391 184,550
557.30 42,285 67,499 559.85 51,574 187,125
557.35 42,465 69,618 559.90 51,757 189,708
557.40 42,645 71,746 559.95 51,941 192,300
557.45 42,825 73,883 560.00 52,124 194,902
557.50 43,005 76,028 560.05 52,311 197,513
557.55 43,184 78,183 560.10 52,498 200,133
557.60 43,364 80,347 560.15 52,685 202,763
557.65 43,544 82,519 560.20 52,872 205,402
557.70 43,724 84,701 ' 560.25 53,059 208,050
557.75 43,903 86,892 560.30 53,246 210,707
557.80 44,083 89,091 560.35 53,433 213,374
557.85 44,263 91,300 560.40 53,620 216,051
557.90 44,442 93,518 560.45 53,807 218,736
557.95 44,622 95,744 560.50 53,994 221,432
558.00 44,802 97,980

DAVIS VILLAGE
DAVIS VILLAGE WET POND A REV 6.8.2023 Type 11 6-hr 25-Year Rainfall=4.20"
Prepared by Plott Hound Engineering PLLC Printed 6/21/2023
HydroCAD® 10.10-6a s/n 11998 ©2020 HydroCAD Software Solutions LLC Page 45
Summary for Pond 14P: TOTAL RUNOFF
Inflow Area = 30.650 ac, 2.12% Impervious, Inflow Depth > 2.56" for 25-Year event
Inflow = 87.59 cfs @ 3.24 hrs, Volume= 6.542 af
Primary = 87.59 cfs @ 3.24 hrs, Volume= 6.542 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 14P: TOTAL RUNOFF
Hydrograph
I I I I I I I I I
/ I I I I I I I I I I I I I I ■Inflow
95� / I 187.59cfs I — 1 — I— —1 — M1 —/11_ _1 —e 1Q_ 11_ _1 _ ^M1 —�I— _I 0 Primary
90= / ,787.59 cfs T H 1 -Info Area=30.650-ac- -
85 / _ T H 1 T 1 1 T
804z / /I_ eg
1 44 - I- 1 - 44 - I- -I - -k — - -1 - -+ - 1- —
704z / A_ 1 — 4 — I— —I — + - 1- -1 — + — I- -1 — + - 1- -I — + — I-
65=' / _ 1 -r H I H H 1 + I 1 + I I + I - -
60 V / —
H 1- 1 H 1- 1 T 1 1 H 1 1 H 1 —1 -
o55= / � // 1 — rt - 1— -1 — -r - 1— -1 - 1 — I— —I — -r - 1— -1 - -r - 1— -1 -
50 V /
3 45- / rt T T T T T
LL /� 7 T T T
/
35=' / -- --
40-H30-V /20_/ / /- 1 1154z / �� 1 1— —1 1— 1 — 1 — 1
5 /' ' Z�������
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
DAVIS VILLAGE WET POND A REV 6.8.2023 Type 11 6-hr 25-Year Rainfall=4.20"
Prepared by Plott Hound Engineering PLLC Printed 6/21/2023
HydroCAD® 10.10-6a s/n 11998 ©2020 HydroCAD Software Solutions LLC Page 46
Hydrograph for Pond 14P: TOTAL RUNOFF
Time Inflow Elevation Primary Time Inflow Elevation Primary
(hours) (cfs) (feet) (cfs) (hours) (cfs) (feet) (cfs)
0.00 0.00 0.00 12.75 0.48 0.48
0.25 0.00 0.00 13.00 0.48 0.48
0.50 0.04 0.04 13.25 0.48 0.48
0.75 0.07 0.07 13.50 0.47 0.47
1.00 0.10 0.10 13.75 0.47 0.47
1.25 0.13 0.13 14.00 0.47 0.47
1.50 0.16 0.16 14.25 0.47 0.47
1.75 0.20 0.20 14.50 0.47 0.47
2.00 0.25 0.25 14.75 0.46 0.46
2.25 0.38 0.38 15.00 0.46 0.46
2.50 0.58 0.58 15.25 0.46 0.46
2.75 2.28 2.28 15.50 0.46 0.46
3.00 6.80 6.80 15.75 0.46 0.46
3.25 87.34 87.34 16.00 0.45 0.45
3.50 50.38 50.38 16.25 0.45 0.45
3.75 27.95 27.95 16.50 0.45 0.45
4.00 18.25 18.25 16.75 0.45 0.45
4.25 13.79 13.79 17.00 0.45 0.45
4.50 11.30 11.30 17.25 0.44 0.44
4.75 9.67 9.67 17.50 0.44 0.44
5.00 8.47 8.47 17.75 0.44 0.44
5.25 7.51 7.51 18.00 0.44 0.44
5.50 6.82 6.82 18.25 0.44 0.44
5.75 6.33 6.33 18.50 0.43 0.43
6.00 5.95 5.95 18.75 0.43 0.43
6.25 5.02 5.02 19.00 0.43 0.43
6.50 3.34 3.34 19.25 0.43 0.43
6.75 2.66 2.66 19.50 0.43 0.43
7.00 2.31 2.31 , 19.75 0.42 0.42
7.25 2.03 2.03 20.00 0.42 0.42
7.50 1.79 1.79
7.75 1.59 1.59
8.00 1.42 1.42
8.25 1.28 1.28
8.50 1.15 1.15
8.75 1.05 1.05
9.00 0.96 0.96
9.25 0.88 0.88
9.50 0.81 0.81
9.75 0.75 0.75
10.00 0.70 0.70
10.25 0.65 0.65
10.50 0.61 0.61 ,
10.75 0.58 0.58
11.00 0.55 0.55
11.25 0.53 0.53
11.50 0.51 0.51
11.75 0.49 0.49
12.00 0.49 0.49
12.25 0.48 0.48
12.50 0.48 0.48

DAVIS VILLAGE
DAVIS VILLAGE WET POND A REV 6.8.2023 Type 11 6-hr 50-Year Rainfall=4.60"
Prepared by Plott Hound Engineering PLLC Printed 6/21/2023
HydroCAD® 10.10-6a s/n 11998 ©2020 HydroCAD Software Solutions LLC Page 47
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=2.91"
Flow Length=2,918' Tc=29.5 min CN=84 Runoff=105.35 cfs 7.267 af
Subcatchment3S: WET POND A POST Runoff Area=30.000 ac 0.00% Impervious Runoff Depth=3.29"
Tc=16.3 min CN=88 Runoff=167.27 cfs 8.226 af
Subcatchmentl3S: BYPASS BUA Runoff Area=0.650 ac 100.00% Impervious Runoff Depth=4.36"
Tc=5.0 min CN=98 Runoff=6.08 cfs 0.236 af
Pond 12P: WET POND A Peak Elev=559.08' Storage=148,373 cf Inflow=167.27 cfs 8.226 af
Primary=93.69 cfs 7.258 af Secondary=1.05 cfs 0.007 af Outflow=94.74 cfs 7.264 af
Pond 14P: TOTAL RUNOFF Inflow=95.44 cfs 7.501 af
Primary=95.44 cfs 7.501 af
Total Runoff Area = 60.650 ac Runoff Volume = 15.729 af Average Runoff Depth = 3.11"
98.93% Pervious = 60.000 ac 1.07% Impervious = 0.650 ac

DAVIS VILLAGE
DAVIS VILLAGE WET POND A REV 6.8.2023 Type 11 6-hr 50-Year Rainfall=4.60"
Prepared by Plott Hound Engineering PLLC Printed 6/21/2023
HydroCAD® 10.10-6a s/n 11998 ©2020 HydroCAD Software Solutions LLC Page 48
Summary for Subcatchment 2S: WET POND A PRE DEV
Runoff = 105.35 cfs @ 3.24 hrs, Volume= 7.267 af, Depth= 2.91"
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=4.60"
Area (ac) CN Description
30.000 84 Pasture/grassland/range, Fair, 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, grassed & winding
29.5 2,918 Total
Subcatchment 2S: WET POND A PRE DEV
Hydrograph
_I_ L - 1_ 1 _. _ - L - I_ _I
115= -1- - I - I- . - I- -I - 4 - -I- - - - - I- -1 ❑Runoff
110- ,- -I- -1105.35cfs I t t
105 " 1 1 I I I I I 1 1 1 1 1 1 liylpell_
100_ -
95=' _ - 1 I I I I I I I I I I I_ _1�-f1 l'
90=' I - 1 1 1 4 1 H 1
85 ' . + 1 1 5O eai-RainfalI=4.60"-
80_' — -1- T -r 1 I -r i- I 1 1 1 rt
75-/ — -1 -1 1 1 1 1 1 1 I Runoff Area=a0MOO ac-
70_
w 65= -1- 1 I 1 1 1 1 1 v/Irrs q
c,, 60 1 - 0 I I 4 R�.lnoff Y YI121117-11 1' {/ C f
0 55;' 1 / - t 1 t -I- RUinb#fIDetnth=2.91u'
LL 50-/ 7 - T - I- -1 - T - -I- - T - I -I - - 7�}-1
45LIEE 4� 1 1 1 1 1 Flow-Length:rl91-8`
35-' - 1 I 1 4 1 I � 1Ci min_
25_ - -1- rt 1 1 - t - I- -1 - - - 1- -1- rt - fi - I- -1 - -r - 1CN 84
15 - - 7 j 7 - T 1 I- -I - T - T -I- T - T -I- -1 - T - T 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
DAVIS VILLAGE WET POND A REV 6.8.2023 Type 11 6-hr 50-Year Rainfall=4.60"
Prepared by Plott Hound Engineering PLLC Printed 6/21/2023
HydroCAD® 10.10-6a s/n 11998 ©2020 HydroCAD Software Solutions LLC Page 49
Hydrograph for Subcatchment 2S: WET POND A PRE DEV
Time Precip. Excess Runoff Time Precip. Excess Runoff
(hours) (inches) (inches) (cfs) (hours) (inches) (inches) (cfs)
0.00 0.00 0.00 0.00 12.75 4.60 2.91 0.00
0.25 0.05 0.00 0.00 13.00 4.60 2.91 0.00
0.50 0.10 0.00 0.00 13.25 4.60 2.91 0.00
0.75 0.16 0.00 0.00 13.50 4.60 2.91 0.00
1.00 0.22 0.00 0.00 13.75 4.60 2.91 0.00
1.25 0.29 0.00 0.00 14.00 4.60 2.91 0.00
1.50 0.37 0.00 0.00 14.25 4.60 2.91 0.00
1.75 0.46 0.00 0.02 14.50 4.60 2.91 0.00
2.00 0.57 0.02 0.41 14.75 4.60 2.91 0.00
2.25 0.71 0.05 1.46 15.00 4.60 2.91 0.00
2.50 0.89 0.11 3.29 15.25 4.60 2.91 0.00
2.75 1.56 0.45 7.97 15.50 4.60 2.91 0.00
3.00 3.36 1.82 45.46 15.75 4.60 2.91 0.00
3.25 3.64 2.06 105.28 16.00 4.60 2.91 0.00
3.50 3.83 2.22 61.02 16.25 4.60 2.91 0.00
3.75 3.96 2.34 31.36 16.50 4.60 2.91 0.00
4.00 4.07 2.43 18.97 16.75 4.60 2.91 0.00
4.25 4.16 2.52 13.73 17.00 4.60 2.91 0.00
4.50 4.25 2.59 10.94 17.25 4.60 2.91 0.00
4.75 4.32 2.65 9.34 17.50 4.60 2.91 0.00
5.00 4.38 2.71 8.21 17.75 4.60 2.91 0.00
5.25 4.44 2.76 7.28 18.00 4.60 2.91 0.00
5.50 4.50 2.81 6.63 18.25 4.60 2.91 0.00
5.75 4.55 2.86 6.22 18.50 4.60 2.91 0.00
6.00 4.60 2.91 5.90 18.75 4.60 2.91 0.00
6.25 4.60 2.91 4.82 19.00 4.60 2.91 0.00
6.50 4.60 2.91 1.89 19.25 4.60 2.91 0.00
6.75 4.60 2.91 0.53 19.50 4.60 2.91 0.00
7.00 4.60 2.91 0.15 19.75 4.60 2.91 0.00
7.25 4.60 2.91 0.04 20.00 4.60 2.91 0.00
7.50 4.60 2.91 0.01
7.75 4.60 2.91 0.00
8.00 4.60 2.91 0.00
8.25 4.60 2.91 0.00
8.50 4.60 2.91 0.00
8.75 4.60 2.91 0.00
9.00 4.60 2.91 0.00
9.25 4.60 2.91 0.00
9.50 4.60 2.91 0.00
9.75 4.60 2.91 0.00
10.00 4.60 2.91 0.00
10.25 4.60 2.91 0.00
10.50 4.60 2.91 0.00
10.75 4.60 2.91 0.00
11.00 4.60 2.91 0.00
11.25 4.60 2.91 0.00
11.50 4.60 2.91 0.00
11.75 4.60 2.91 0.00
12.00 4.60 2.91 0.00
12.25 4.60 2.91 0.00
12.50 4.60 2.91 0.00

DAVIS VILLAGE
DAVIS VILLAGE WET POND A REV 6.8.2023 Type 11 6-hr 50-Year Rainfall=4.60"
Prepared by Plott Hound Engineering PLLC Printed 6/21/2023
HydroCAD® 10.10-6a s/n 11998 ©2020 HydroCAD Software Solutions LLC Page 50
Summary for Subcatchment 3S: WET POND A POST
Runoff = 167.27 cfs @ 3.08 hrs, Volume= 8.226 af, Depth= 3.29"
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=4.60"
Area (ac) CN Description
* 30.000 88 RESIDENTIAL: 49% BUA
30.000 100.00% Pervious 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
I 1 1 I I 1 I 1 1 1 1
180" 1 1 I I 1 I I I I I I 1 1 1 ❑Runoff
1701 " I I i67J27 cfs I I I I I I I I 1 1 1 1 1
160� L _ _ ® 1 I I I 1 1 1 1 1 Type I I r
150� H _ - 1 ✓ 1 1 1 I I 1 1 I I 1 Ic-r1 r
140 -/
1301 I I I 150-Y'eat Rainfall=4.60"
1 T I - I -IT I I T I T h T T I 1
1201 I T TI T I 1 T T 1-Ru noff Area -3-O OO1a ac-
y 1101 - -1- - , ,- -I - - - I- -I - - - - - - 7 - I- -I - rt -
1001 r _
1 rt - 1- � - T - I- -I - T I- r- Flo a/plum�= 6at
901 r /
01 - -r I I T 1- 1 -t RUnb 'Defipfli=3.29"
LL 8
1 V - '- H + I I T 1- I ± t I H 1-c- 16-.31 min-
601 ,_ _I- + / H - + - 1- -I - + - + -I- H - + - I- -I - + - 1-rire=itar
501 - 1 + - - -I + I I + + 1 -i + 1 - + - i
404' ,- I + , - - + 11 + + 1 -[ + 1 - + + 1 - -
304-/ j_ I 1 - T 1- -1 - T 1- -1- -1 H I - - 1 H 1 - -
204-/ _1_ 1 '' 1 _ 1 1 _ 1_ - L - 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
DAVIS VILLAGE WET POND A REV 6.8.2023 Type 11 6-hr 50-Year Rainfall=4.60"
Prepared by Plott Hound Engineering PLLC Printed 6/21/2023
HydroCAD® 10.10-6a s/n 11998 ©2020 HydroCAD Software Solutions LLC Page 51
Hydrograph for Subcatchment 3S: WET POND A POST
Time Precip. Excess Runoff Time Precip. Excess Runoff
(hours) (inches) (inches) (cfs) (hours) (inches) (inches) (cfs)
0.00 0.00 0.00 0.00 12.75 4.60 3.29 0.00
0.25 0.05 0.00 0.00 13.00 4.60 3.29 0.00
0.50 0.10 0.00 0.00 13.25 4.60 3.29 0.00
0.75 0.16 0.00 0.00 13.50 4.60 3.29 0.00
1.00 0.22 0.00 0.00 13.75 4.60 3.29 0.00
1.25 0.29 0.00 0.00 14.00 4.60 3.29 0.00
1.50 0.37 0.01 0.35 14.25 4.60 3.29 0.00
1.75 0.46 0.02 1.38 14.50 4.60 3.29 0.00
2.00 0.57 0.05 2.85 14.75 4.60 3.29 0.00
2.25 0.71 0.11 4.87 15.00 4.60 3.29 0.00
2.50 0.89 0.19 8.16 15.25 4.60 3.29 0.00
2.75 1.56 0.63 24.88 15.50 4.60 3.29 0.00
3.00 3.36 2.14 135.30 15.75 4.60 3.29 0.00
3.25 3.64 2.40 87.18 16.00 4.60 3.29 0.00
3.50 3.83 2.57 31.45 16.25 4.60 3.29 0.00
3.75 3.96 2.69 17.77 16.50 4.60 3.29 0.00
4.00 4.07 2.79 13.66 16.75 4.60 3.29 0.00
4.25 4.16 2.88 11.39 17.00 4.60 3.29 0.00
4.50 4.25 2.96 9.95 17.25 4.60 3.29 0.00
4.75 4.32 3.03 8.73 17.50 4.60 3.29 0.00
5.00 4.38 3.09 7.76 17.75 4.60 3.29 0.00
5.25 4.44 3.14 6.95 18.00 4.60 3.29 0.00
5.50 4.50 3.19 6.53 18.25 4.60 3.29 0.00
5.75 4.55 3.24 6.21 18.50 4.60 3.29 0.00
6.00 4.60 3.29 5.89 18.75 4.60 3.29 0.00
6.25 4.60 3.29 2.44 19.00 4.60 3.29 0.00
6.50 4.60 3.29 0.25 19.25 4.60 3.29 0.00
6.75 4.60 3.29 0.02 19.50 4.60 3.29 0.00
7.00 4.60 3.29 0.00 19.75 4.60 3.29 0.00
7.25 4.60 3.29 0.00 20.00 4.60 3.29 0.00
7.50 4.60 3.29 0.00
7.75 4.60 3.29 0.00
8.00 4.60 3.29 0.00
8.25 4.60 3.29 0.00
8.50 4.60 3.29 0.00
8.75 4.60 3.29 0.00
9.00 4.60 3.29 0.00
9.25 4.60 3.29 0.00
9.50 4.60 3.29 0.00
9.75 4.60 3.29 0.00
10.00 4.60 3.29 0.00
10.25 4.60 3.29 0.00
10.50 4.60 3.29 0.00
10.75 4.60 3.29 0.00
11.00 4.60 3.29 0.00
11.25 4.60 3.29 0.00
11.50 4.60 3.29 0.00
11.75 4.60 3.29 0.00
12.00 4.60 3.29 0.00
12.25 4.60 3.29 0.00
12.50 4.60 3.29 0.00

DAVIS VILLAGE
DAVIS VILLAGE WET POND A REV 6.8.2023 Type 11 6-hr 50-Year Rainfall=4.60"
Prepared by Plott Hound Engineering PLLC Printed 6/21/2023
HydroCAD® 10.10-6a s/n 11998 ©2020 HydroCAD Software Solutions LLC Page 52
Summary for Subcatchment 13S: BYPASS BUA
Runoff = 6.08 cfs @ 2.95 hrs, Volume= 0.236 af, Depth= 4.36"
Routed to Pond 14P : TOTAL RUNOFF
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=4.60"
Area (ac) CN Description
* 0.650 98 BYPASS BUA
0.650 100.00% Impervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
5.0 Direct Entry,
Subcatchment 13S: BYPASS BUA
Hydrograph
I ❑Runoff`
,1- -1- 16.08 cfs I — —
6� 1 / 1 Type Il
- 1 ,✓ - 'T - 116-hr _
5- 1 50-Year Rainfa11I=4.60"
I 1 1 I 1 1 1 1
- 'F - - 1- T - 1 - - - - 1- -Runoff-Area=0t6-50 ac -
-e 4- 1 1 1 1 I
11Ouliio f Vol 1 me=0 2 6 of
`� 3- _ i Run bff 11De�pth=4.36"
I I I I I I I I I I Tc=5.01 min
2--/ 1 1 1 1 1 1 1 1 1 1 1 1 c 1 =08
1 1 1 1 1 1 1 1 1 1 1 1 '16
/ 1 1 1 1 1 1 1
1-' 1 1 1 1 1 1 1 1 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
DAVIS VILLAGE WET POND A REV 6.8.2023 Type 11 6-hr 50-Year Rainfall=4.60"
Prepared by Plott Hound Engineering PLLC Printed 6/21/2023
HydroCAD® 10.10-6a s/n 11998 ©2020 HydroCAD Software Solutions LLC Page 53
Hydrograph for Subcatchment 13S: BYPASS BUA
Time Precip. Excess Runoff Time Precip. Excess Runoff
(hours) (inches) (inches) (cfs) (hours) (inches) (inches) (cfs)
0.00 0.00 0.00 0.00 12.75 4.60 4.36 0.00
0.25 0.05 0.00 0.00 13.00 4.60 4.36 0.00
0.50 0.10 0.02 0.05 13.25 4.60 4.36 0.00
0.75 0.16 0.04 0.08 13.50 4.60 4.36 0.00
1.00 0.22 0.08 0.11 13.75 4.60 4.36 0.00
1.25 0.29 0.14 0.15 14.00 4.60 4.36 0.00
1.50 0.37 0.20 0.18 14.25 4.60 4.36 0.00
1.75 0.46 0.29 0.22 14.50 4.60 4.36 0.00
2.00 0.57 0.38 0.27 14.75 4.60 4.36 0.00
2.25 0.71 0.51 0.36 15.00 4.60 4.36 0.00
2.50 0.89 0.68 0.46 15.25 4.60 4.36 0.00
2.75 1.56 1.34 2.21 15.50 4.60 4.36 0.00
3.00 3.36 3.13 5.07 15.75 4.60 4.36 0.00
3.25 3.64 3.41 0.69 16.00 4.60 4.36 0.00
3.50 3.83 3.59 0.45 16.25 4.60 4.36 0.00
3.75 3.96 3.72 0.33 16.50 4.60 4.36 0.00
4.00 4.07 3.83 0.28 16.75 4.60 4.36 0.00
4.25 4.16 3.93 0.24 17.00 4.60 4.36 0.00
4.50 4.25 4.01 0.21 17.25 4.60 4.36 0.00
4.75 4.32 4.08 0.19 17.50 4.60 4.36 0.00
5.00 4.38 4.15 0.16 17.75 4.60 4.36 0.00
5.25 4.44 4.20 0.15 18.00 4.60 4.36 0.00
5.50 4.50 4.26 0.14 18.25 4.60 4.36 0.00
5.75 4.55 4.31 0.14 18.50 4.60 4.36 0.00
6.00 4.60 4.36 0.13 18.75 4.60 4.36 0.00
6.25 4.60 4.36 0.00 19.00 4.60 4.36 0.00
6.50 4.60 4.36 0.00 19.25 4.60 4.36 0.00
6.75 4.60 4.36 0.00 19.50 4.60 4.36 0.00
7.00 4.60 4.36 0.00 19.75 4.60 4.36 0.00
7.25 4.60 4.36 0.00 20.00 4.60 4.36 0.00
7.50 4.60 4.36 0.00
7.75 4.60 4.36 0.00
8.00 4.60 4.36 0.00
8.25 4.60 4.36 0.00
8.50 4.60 4.36 0.00
8.75 4.60 4.36 0.00
9.00 4.60 4.36 0.00
9.25 4.60 4.36 0.00
9.50 4.60 4.36 0.00
9.75 4.60 4.36 0.00
10.00 4.60 4.36 0.00
10.25 4.60 4.36 0.00
10.50 4.60 4.36 0.00
10.75 4.60 4.36 0.00
11.00 4.60 4.36 0.00
11.25 4.60 4.36 0.00
11.50 4.60 4.36 0.00
11.75 4.60 4.36 0.00
12.00 4.60 4.36 0.00
12.25 4.60 4.36 0.00
12.50 4.60 4.36 0.00

DAVIS VILLAGE
DAVIS VILLAGE WET POND A REV 6.8.2023 Type 11 6-hr 50-Year Rainfall=4.60"
Prepared by Plott Hound Engineering PLLC Printed 6/21/2023
HydroCAD® 10.10-6a s/n 11998 ©2020 HydroCAD Software Solutions LLC Page 54
Summary for Pond 12P: WET POND A
Inflow Area = 30.000 ac, 0.00% Impervious, Inflow Depth = 3.29" for 50-Year event
Inflow = 167.27 cfs @ 3.08 hrs, Volume= 8.226 af
Outflow = 94.74 cfs @ 3.24 hrs, Volume= 7.264 af, Atten= 43%, Lag= 9.5 min
Primary = 93.69 cfs @ 3.24 hrs, Volume= 7.258 af
Routed to Pond 14P : TOTAL RUNOFF
Secondary= 1.05 cfs @ 3.24 hrs, Volume= 0.007 af
Routed to Pond 14P : TOTAL RUNOFF
Routing by Dyn-Stor-Ind method, Time Span= 0.00-20.00 hrs, dt= 0.05 hrs
Peak Elev= 559.08'@ 3.24 hrs Surf.Area= 48,743 sf Storage= 148,373 cf
Plug-Flow detention time=88.8 min calculated for 7.264 af(88% of inflow)
Center-of-Mass det. time= 73.9 min ( 281.6 - 207.7 )
Volume Invert Avail.Storage Storage Description
#1 555.50' 221,432 cf Custom Stage Data (Prismatic)Listed 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
560.50 53,994 26,530 221,432
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' 4.0" Vert. 4" WO 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 559.00' 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. WEIR C= 0.600
Limited to weir flow at low heads

DAVIS VILLAGE
DAVIS VILLAGE WET POND A REV 6.8.2023 Type 11 6-hr 50-Year Rainfall=4.60"
Prepared by Plott Hound Engineering PLLC Printed 6/21/2023
HydroCAD® 10.10-6a s/n 11998 ©2020 HydroCAD Software Solutions LLC Page 55
Primary OutFlow Max=93.64 cfs @ 3.24 hrs HW=559.07' TW=0.00' (Dynamic Tailwater)
Lam=Culvert (Inlet Controls 93.64 cfs © 13.25 fps)
—2=4" WQ Orifice (Passes < 0.78 cfs potential flow)
—3=Top of OS (Passes < 96.53 cfs potential flow)
—5=WEIR (Passes < 6.49 cfs potential flow)
Secondary OutFlow Max=0.95 cfs © 3.24 hrs HW=559.07' TW=0.00' (Dynamic Tailwater)
4-4=Emergency Spillway (Weir Controls 0.95 cfs @ 0.66 fps)
Pond 12P: WET POND A
Hydrograph
1 1 1 1 1 1 1 I I I I I I I I I I
/ 1 1 1 1 1 1 1 1 I I I 1 1 1 1 1 I I I ❑Inflow
/ 1167.27 cfs I ❑Outflow
�.. Primary
/ / /L _I _ ,_ I_ _I _ I_ _I _ L —I — L inl DlM^Lea= — alC ❑Secondary
180 / / / '/— —I I- - I- 1 1 I- I I- - I—Peak Elev=55908'-
170 / / / /1— - 1 — 1 1 I— 1 I— —1I— - I— 1 I— 1 H -1 - 1— -1 -
1601 / � /
/ / r r Storage�1,��47,3
150- /
130=' / / / / I I I I I I I I
120 / / / / 94.74 cfs 1 1 1 1 I I I I 1 1 1 1 1
i 11 0 / / � / 93.69Os 1 1 1 1 I I I I 1 1 1 1 1
0 1007 1 / / / / L
1 1 1 1 I I I I 1 1 1 1 1
o• 90 / / / i L -1 - -I - L -I - L -I - I_ -I - I_ -I - L -
LL 80- z , /r _ 1 _1 _ J_ _1 _ i_ _1 _ i_ -1 — l_ -1 — l_ -1 — J_ -
701 / / I— -1I- 1I- 1I— - 1 -1I- 1 —
601 / / /
501 / / H 1 = I- 1 I- 1 I- H I— 1 I— 1 H —
401 / � —1 - 1— -1 — � — I— —1 — I— —1 — '7
301 / ///'z.
�
�Z��j
201 / �������� Z
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
DAVIS VILLAGE WET POND A REV 6.8.2023 Type 11 6-hr 50-Year Rainfall=4.60"
Prepared by Plott Hound Engineering PLLC Printed 6/21/2023
HydroCAD® 10.10-6a s/n 11998 ©2020 HydroCAD Software Solutions LLC Page 56
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 0.35 95 555.50 0.00 0.00 0.00
2.00 2.85 2,704 555.60 0.03 0.03 0.00
2.50 8.16 11,693 555.89 0.20 0.20 0.00
3.00 135.30 83,426 557.67 7.36 7.36 0.00
3.50 31.45 121,010 558.50 58.70 58.70 0.00
4.00 13.66 95,271 557.94 19.85 19.85 0.00
4.50 9.95 88,559 557.79 12.19 12.19 0.00
5.00 7.76 85,440 557.72 9.13 9.13 0.00
5.50 6.53 83,410 557.67 7.35 7.35 0.00
6.00 5.89 82,263 557.64 6.42 6.42 0.00
6.50 0.25 77,885 557.54 3.56 3.56 0.00
7.00 0.00 72,971 557.43 2.36 2.36 0.00
7.50 0.00 69,236 557.34 1.82 1.82 0.00
8.00 0.00 66,316 557.27 1.44 1.44 0.00
8.50 0.00 63,978 557.22 1.17 1.17 0.00
9.00 0.00 62,063 557.17 0.97 0.97 0.00
9.50 0.00 60,462 557.13 0.82 0.82 0.00
10.00 0.00 59,096 557.10 0.70 0.70 0.00
10.50 0.00 57,908 557.07 0.62 0.62 0.00
11.00 0.00 56,854 557.05 0.56 0.56 0.00
11.50 0.00 55,897 557.02 0.51 0.51 0.00
12.00 0.00 55,004 557.00 0.49 0.49 0.00
12.50 0.00 54,134 556.98 0.48 0.48 0.00
13.00 0.00 53,270 556.96 0.48 0.48 0.00
13.50 0.00 52,414 556.94 0.47 0.47 0.00
14.00 0.00 51,565 556.92 0.47 0.47 0.00
14.50 0.00 50,723 556.90 0.47 0.47 0.00
15.00 0.00 49,888 556.88 0.46 0.46 0.00
15.50 0.00 49,060 556.86 0.46 0.46 0.00
16.00 0.00 48,238 556.84 0.45 0.45 0.00
16.50 0.00 47,424 556.82 0.45 0.45 0.00
17.00 0.00 46,617 556.80 0.45 0.45 0.00
17.50 0.00 45,817 556.78 0.44 0.44 0.00
18.00 0.00 45,024 556.76 0.44 0.44 0.00
18.50 0.00 44,238 556.74 0.43 0.43 0.00
19.00 0.00 43,460 556.72 0.43 0.43 0.00
19.50 0.00 42,688 556.70 0.43 0.43 0.00
20.00 0.00 41,924 556.68 0.42 0.42 0.00

DAVIS VILLAGE
DAVIS VILLAGE WET POND A REV 6.8.2023 Type 11 6-hr 50-Year Rainfall=4.60"
Prepared by Plott Hound Engineering PLLC Printed 6/21/2023
HydroCAD® 10.10-6a s/n 11998 ©2020 HydroCAD Software Solutions LLC Page 57
Stage-Discharge for Pond 12P: WET POND A
Elevation Discharge Primary Secondary Elevation Discharge Primary Secondary
(feet) (cfs) (cfs) (cfs) (feet) (cfs) (cfs) (cfs)
555.50 0.00 0.00 0.00 558.05 26.28 26.28 0.00
555.55 0.01 0.01 0.00 558.10 29.39 29.39 0.00
555.60 0.02 0.02 0.00 558.15 32.63 32.63 0.00
555.65 0.05 0.05 0.00 558.20 35.99 35.99 0.00
555.70 0.08 0.08 0.00 558.25 39.46 39.46 0.00
555.75 0.12 0.12 0.00 558.30 43.04 43.04 0.00
555.80 0.15 0.15 0.00 558.35 46.73 46.73 0.00
555.85 0.18 0.18 0.00 558.40 50.52 50.52 0.00
555.90 0.20 0.20 0.00 558.45 54.41 54.41 0.00
555.95 0.22 0.22 0.00 558.50 58.40 58.40 0.00
556.00 0.24 0.24 0.00 558.55 62.49 62.49 0.00
556.05 0.26 0.26 0.00 558.60 66.67 66.67 0.00
556.10 0.28 0.28 0.00 558.65 70.94 70.94 0.00
556.15 0.29 0.29 0.00 558.70 75.30 75.30 0.00
556.20 0.31 0.31 0.00 558.75 79.75 79.75 0.00
556.25 0.32 0.32 0.00 558.80 84.28 84.28 0.00
556.30 0.33 0.33 0.00 558.85 88.90 88.90 0.00
556.35 0.35 0.35 0.00 558.90 92.59 92.59 0.00
556.40 0.36 0.36 0.00 558.95 92.90 92.90 0.00
556.45 0.37 0.37 0.00 559.00 93.21 93.21 0.00
556.50 0.38 0.38 0.00 559.05 94.08 93.52 0.56
556.55 0.39 0.39 0.00 559.10 95.40 93.83 1.57
556.60 0.41 0.41 0.00 559.15 97.03 94.14 2.89
556.65 0.42 0.42 0.00 559.20 98.90 94.44 4.45
556.70 0.43 0.43 0.00 559.25 101.02 94.75 6.27
556.75 0.44 0.44 0.00 559.30 103.35 95.05 8.30
556.80 0.45 0.45 0.00 559.35 105.89 95.36 10.53
556.85 0.46 0.46 0.00 559.40 108.61 95.66 12.95
556.90 0.47 0.47 0.00 559.45 111.63 95.96 15.67
556.95 0.48 0.48 0.00 559.50 114.86 96.27 18.60
557.00 0.49 0.49 0.00 559.55 118.31 96.57 21.74
557.05 0.57 0.57 0.00 559.60 121.96 96.87 25.10
557.10 0.71 0.71 0.00 559.65 125.44 97.16 28.27
557.15 0.88 0.88 0.00 559.70 129.03 97.46 31.57
557.20 1.09 1.09 0.00 559.75 132.73 97.76 34.98
557.25 1.33 1.33 0.00 559.80 136.55 98.05 38.50
557.30 1.59 1.59 0.00 559.85 140.47 98.35 42.12
557.35 1.87 1.87 0.00 559.90 144.49 98.64 45.85
557.40 2.18 2.18 0.00 559.95 148.61 98.94 49.68
557.45 2.50 2.50 0.00 560.00 152.83 99.23 53.60
557.50 2.84 2.84 0.00 560.05 157.24 99.52 57.72
557.55 3.71 3.71 0.00 560.10 161.76 99.81 61.95
557.60 5.02 5.02 0.00 560.15 166.39 100.10 66.29
557.65 6.62 6.62 0.00 560.20 171.11 100.39 70.72
557.70 8.46 8.46 0.00 560.25 175.73 100.68 75.05
557.75 10.51 10.51 0.00 560.30 180.41 100.96 79.45
557.80 12.75 12.75 0.00 560.35 185.17 101.25 83.92
557.85 15.16 15.16 0.00 560.40 189.99 101.54 88.46
557.90 17.72 17.72 0.00 560.45 194.80 101.82 92.98
557.95 20.44 20.44 0.00 560.50 199.66 102.11 97.55
558.00 23.29 23.29 0.00

DAVIS VILLAGE
DAVIS VILLAGE WET POND A REV 6.8.2023 Type 11 6-hr 50-Year Rainfall=4.60"
Prepared by Plott Hound Engineering PLLC Printed 6/21/2023
HydroCAD® 10.10-6a s/n 11998 ©2020 HydroCAD Software Solutions LLC Page 58
Stage-Area-Storage for Pond 12P: WET POND A
Elevation Surface Storage Elevation Surface Storage
(feet) (sq-ft) (cubic-feet) (feet) (sq-ft) (cubic-feet)
555.50 24,364 0 558.05 44,985 100,225
555.55 25,698 1,252 558.10 45,168 102,478
555.60 27,033 2,570 558.15 45,351 104,741
555.65 28,367 3,955 558.20 45,533 107,014
555.70 29,702 5,407 558.25 45,716 109,295
555.75 31,036 6,925 558.30 45,899 111,585
555.80 32,370 8,510 558.35 46,082 113,885
555.85 33,705 10,162 558.40 46,265 116,193
555.90 35,039 11,881 558.45 46,448 118,511
555.95 36,374 13,666 558.50 46,631 120,838
556.00 37,708 15,518 558.55 46,813 123,174
556.05 37,883 17,408 558.60 46,996 125,519
556.10 38,058 19,306 558.65 47,179 127,874
556.15 38,233 21,214 558.70 47,362 130,237
556.20 38,408 23,130 558.75 47,545 132,610
556.25 38,583 25,054 558.80 47,728 134,992
556.30 38,758 26,988 558.85 47,910 137,383
556.35 38,933 28,930 558.90 48,093 139,783
556.40 39,108 30,881 558.95 48,276 142,192
556.45 39,283 32,841 559.00 48,459 144,611
556.50 39,458 34,809 559.05 48,642 147,038
556.55 39,632 36,787 559.10 48,826 149,475
556.60 39,807 38,773 559.15 49,009 151,921
556.65 39,982 40,767 559.20 49,192 154,376
556.70 40,157 42,771 559.25 49,375 156,840
556.75 40,332 44,783 559.30 49,558 159,313
556.80 40,507 46,804 559.35 49,742 161,796
556.85 40,682 48,834 559.40 49,925 164,287
556.90 40,857 50,872 559.45 50,108 166,788
556.95 41,032 52,920 559.50 50,292 169,298
557.00 41,207 54,976 559.55 50,475 171,817
557.05 41,387 57,040 559.60 50,658 174,346
557.10 41,567 59,114 559.65 50,841 176,883
557.15 41,746 61,197 559.70 51,025 179,430
557.20 41,926 63,289 559.75 51,208 181,986
557.25 42,106 65,390 559.80 51,391 184,550
557.30 42,285 67,499 559.85 51,574 187,125
557.35 42,465 69,618 559.90 51,757 189,708
557.40 42,645 71,746 559.95 51,941 192,300
557.45 42,825 73,883 560.00 52,124 194,902
557.50 43,005 76,028 560.05 52,311 197,513
557.55 43,184 78,183 560.10 52,498 200,133
557.60 43,364 80,347 560.15 52,685 202,763
557.65 43,544 82,519 560.20 52,872 205,402
557.70 43,724 84,701 ' 560.25 53,059 208,050
557.75 43,903 86,892 560.30 53,246 210,707
557.80 44,083 89,091 560.35 53,433 213,374
557.85 44,263 91,300 560.40 53,620 216,051
557.90 44,442 93,518 560.45 53,807 218,736
557.95 44,622 95,744 560.50 53,994 221,432
558.00 44,802 97,980

DAVIS VILLAGE
DAVIS VILLAGE WET POND A REV 6.8.2023 Type 11 6-hr 50-Year Rainfall=4.60"
Prepared by Plott Hound Engineering PLLC Printed 6/21/2023
HydroCAD® 10.10-6a s/n 11998 ©2020 HydroCAD Software Solutions LLC Page 59
Summary for Pond 14P: TOTAL RUNOFF
Inflow Area = 30.650 ac, 2.12% Impervious, Inflow Depth > 2.94" for 50-Year event
Inflow = 95.44 cfs @ 3.24 hrs, Volume= 7.501 af
Primary = 95.44 cfs @ 3.24 hrs, Volume= 7.501 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 14P: TOTAL RUNOFF
Hydrograph
— — + -
i 1 1 1 ■Inflow `
105=' i r I ss as cfs I �p - ■Primary 1
100 —11 i ssaacfs Inflow re$_3(�.65,--
95=' i — — V�I�I
90: ) 1 _I _ 1— 1 1 1 1 1 1 1 1 - I I I I
80_' i _1 _ / L — 1_ L — L _I_ _L _ L _1 — _L _ L —I _ 1 _ I— _I _ L —
75� i � —I — I 4 - 1- 4 - 4 —I- 4 - 7 -1 - 4 - 7 —I - 4 — I- -I - 4 —
_ — —
655" i ,T 1 /.0-1 -r 1- 1 r 1- rt r 1 rt 1 1 T I I T
U 60_% ice —I
55- i — —
O 50" i � // 1111111111111111
Li454 / ) 1 // 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1
40� i ,L 1 / 1 7 1 —1 L 1 4 L 1 4 L 1 7 1 1 7
351i )— 1 4 - 1 —1 - 4 —I- 4 — I— —I - 4 — I I — T — I— 1 - 4
303' ifi 1
25-' i
T717717 T717717 r 1 T T 1 T I I T
15-" i � 1 � 1 I I I 1 1 1 I I I 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
DAVIS VILLAGE WET POND A REV 6.8.2023 Type 11 6-hr 50-Year Rainfall=4.60"
Prepared by Plott Hound Engineering PLLC Printed 6/21/2023
HydroCAD® 10.10-6a s/n 11998 ©2020 HydroCAD Software Solutions LLC Page 60
Hydrograph for Pond 14P: TOTAL RUNOFF
Time Inflow Elevation Primary Time Inflow Elevation Primary
(hours) (cfs) (feet) (cfs) (hours) (cfs) (feet) (cfs)
0.00 0.00 0.00 12.75 0.48 0.48
0.25 0.00 0.00 13.00 0.48 0.48
0.50 0.05 0.05 13.25 0.48 0.48
0.75 0.08 0.08 13.50 0.47 0.47
1.00 0.11 0.11 13.75 0.47 0.47
1.25 0.15 0.15 14.00 0.47 0.47
1.50 0.18 0.18 14.25 0.47 0.47
1.75 0.22 0.22 14.50 0.47 0.47
2.00 0.30 0.30 14.75 0.46 0.46
2.25 0.45 0.45 15.00 0.46 0.46
2.50 0.66 0.66 15.25 0.46 0.46
2.75 2.52 2.52 15.50 0.46 0.46
3.00 12.43 12.43 15.75 0.46 0.46
3.25 95.40 95.40 16.00 0.45 0.45
3.50 59.14 59.14 16.25 0.45 0.45
3.75 31.30 31.30 16.50 0.45 0.45
4.00 20.12 20.12 16.75 0.45 0.45
4.25 15.14 15.14 17.00 0.45 0.45
4.50 12.40 12.40 17.25 0.44 0.44
4.75 10.62 10.62 17.50 0.44 0.44
5.00 9.30 9.30 17.75 0.44 0.44
5.25 8.25 8.25 18.00 0.44 0.44
5.50 7.49 7.49 18.25 0.44 0.44
5.75 6.96 6.96 18.50 0.43 0.43
6.00 6.55 6.55 18.75 0.43 0.43
6.25 5.49 5.49 19.00 0.43 0.43
6.50 3.56 3.56 19.25 0.43 0.43
6.75 2.71 2.71 I 19.50 0.43 0.43
7.00 2.36 2.36 19.75 0.42 0.42
7.25 2.07 2.07 20.00 0.42 0.42
7.50 1.82 1.82
7.75 1.62 1.62
8.00 1.44 1.44
8.25 1.30 1.30
8.50 1.17 1.17
8.75 1.06 1.06
9.00 0.97 0.97
9.25 0.89 0.89
9.50 0.82 0.82
9.75 0.76 0.76
10.00 0.70 0.70
10.25 0.66 0.66
10.50 0.62 0.62
10.75 0.59 0.59
11.00 0.56 0.56
11.25 0.53 0.53
11.50 0.51 0.51
11.75 0.50 0.50
12.00 0.49 0.49
12.25 0.48 0.48
12.50 0.48 0.48

DAVIS VILLAGE
DAVIS VILLAGE WET POND A REV 6.8.2023 Type 11 6-hr 100-Year Rainfall=5.20"
Prepared by Plott Hound Engineering PLLC Printed 6/21/2023
HydroCAD® 10.10-6a s/n 11998 ©2020 HydroCAD Software Solutions LLC Page 61
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=3.45"
Flow Length=2,918' Tc=29.5 min CN=84 Runoff=125.06 cfs 8.635 af
Subcatchment3S: WET POND A POST Runoff Area=30.000 ac 0.00% Impervious Runoff Depth=3.86"
Tc=16.3 min CN=88 Runoff=194.91 cfs 9.648 af
Subcatchmentl3S: BYPASS BUA Runoff Area=0.650 ac 100.00% Impervious Runoff Depth=4.96"
Tc=5.0 min CN=98 Runoff=6.89 cfs 0.269 af
Pond 12P: WET POND A Peak Elev=559.48' Storage=168,205 cf Inflow=194.91 cfs 9.648 af
Primary=96.13 cfs 8.428 af Secondary=17.27 cfs 0.257 af Outflow=113.40 cfs 8.685 af
Pond 14P: TOTAL RUNOFF Inflow=114.20 cfs 8.954 af
Primary=114.20 cfs 8.954 af
Total Runoff Area = 60.650 ac Runoff Volume = 18.552 af Average Runoff Depth = 3.67"
98.93% Pervious = 60.000 ac 1.07% Impervious = 0.650 ac

DAVIS VILLAGE
DAVIS VILLAGE WET POND A REV 6.8.2023 Type 11 6-hr 100-Year Rainfall=5.20"
Prepared by Plott Hound Engineering PLLC Printed 6/21/2023
HydroCAD® 10.10-6a s/n 11998 ©2020 HydroCAD Software Solutions LLC Page 62
Summary for Subcatchment 2S: WET POND A PRE DEV
Runoff = 125.06 cfs @ 3.24 hrs, Volume= 8.635 af, Depth= 3.45"
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=5.20"
Area (ac) CN Description
30.000 84 Pasture/grassland/range, Fair, 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, grassed & winding
29.5 2,918 Total
Subcatchment 2S: WET POND A PRE DEV
Hydrograph
I I I I I
140-/-
_ -I- HL 1_ - - - - I - - - - H - I - L I I ❑Runoff
130- I 1125-06 cfs I I I I I I
120 ► I I I Type*
l r
110 6-hr
100=' 0 n
100-Yeas- Rainfall=5.20"1 - Runoff Area=3 k00�0 ac
go -ui of1 Vplume- 5 af-
70-
I /
60 - t - -0 -1 - - -1- -1RunbffDepfh=3.45"
L L 1 LIA
50 I �� 1 1 1 1 1 Flow Length=2,1918'
1 I 1 1 40 'Tc-2 51 min
-I- 4 + - I- - - - 1- -I - + -
30 I I I _ I I I CN=84_
20 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
DAVIS VILLAGE WET POND A REV 6.8.2023 Type 11 6-hr 100-Year Rainfall=5.20"
Prepared by Plott Hound Engineering PLLC Printed 6/21/2023
HydroCAD® 10.10-6a s/n 11998 ©2020 HydroCAD Software Solutions LLC Page 63
Hydrograph for Subcatchment 2S: WET POND A PRE DEV
Time Precip. Excess Runoff Time Precip. Excess Runoff
(hours) (inches) (inches) (cfs) (hours) (inches) (inches) (cfs)
0.00 0.00 0.00 0.00 12.75 5.20 3.45 0.00
0.25 0.06 0.00 0.00 13.00 5.20 3.45 0.00
0.50 0.12 0.00 0.00 13.25 5.20 3.45 0.00
0.75 0.18 0.00 0.00 13.50 5.20 3.45 0.00
1.00 0.25 0.00 0.00 13.75 5.20 3.45 0.00
1.25 0.33 0.00 0.00 14.00 5.20 3.45 0.00
1.50 0.42 0.00 0.00 14.25 5.20 3.45 0.00
1.75 0.52 0.01 0.16 14.50 5.20 3.45 0.00
2.00 0.65 0.03 0.95 14.75 5.20 3.45 0.00
2.25 0.80 0.08 2.38 15.00 5.20 3.45 0.00
2.50 1.00 0.15 4.70 15.25 5.20 3.45 0.00
2.75 1.77 0.58 10.51 15.50 5.20 3.45 0.00
3.00 3.80 2.19 55.63 15.75 5.20 3.45 0.00
3.25 4.12 2.47 124.92 16.00 5.20 3.45 0.00
3.50 4.33 2.66 71.73 16.25 5.20 3.45 0.00
3.75 4.48 2.79 36.62 16.50 5.20 3.45 0.00
4.00 4.60 2.91 22.04 16.75 5.20 3.45 0.00
4.25 4.71 3.00 15.90 17.00 5.20 3.45 0.00
4.50 4.80 3.09 12.64 17.25 5.20 3.45 0.00
4.75 4.88 3.16 10.79 17.50 5.20 3.45 0.00
5.00 4.95 3.23 9.47 17.75 5.20 3.45 0.00
5.25 5.02 3.29 8.40 18.00 5.20 3.45 0.00
5.50 5.08 3.35 7.64 18.25 5.20 3.45 0.00
5.75 5.14 3.40 7.17 18.50 5.20 3.45 0.00
6.00 5.20 3.45 6.79 18.75 5.20 3.45 0.00
6.25 5.20 3.45 5.55 19.00 5.20 3.45 0.00
6.50 5.20 3.45 2.17 19.25 5.20 3.45 0.00
6.75 5.20 3.45 0.62 19.50 5.20 3.45 0.00
7.00 5.20 3.45 0.17 19.75 5.20 3.45 0.00
7.25 5.20 3.45 0.04 20.00 5.20 3.45 0.00
7.50 5.20 3.45 0.01
7.75 5.20 3.45 0.00
8.00 5.20 3.45 0.00
8.25 5.20 3.45 0.00
8.50 5.20 3.45 0.00
8.75 5.20 3.45 0.00
9.00 5.20 3.45 0.00
9.25 5.20 3.45 0.00
9.50 5.20 3.45 0.00
9.75 5.20 3.45 0.00
10.00 5.20 3.45 0.00
10.25 5.20 3.45 0.00
10.50 5.20 3.45 0.00
10.75 5.20 3.45 0.00
11.00 5.20 3.45 0.00
11.25 5.20 3.45 0.00
11.50 5.20 3.45 0.00
11.75 5.20 3.45 0.00
12.00 5.20 3.45 0.00
12.25 5.20 3.45 0.00
12.50 5.20 3.45 0.00

DAVIS VILLAGE
DAVIS VILLAGE WET POND A REV 6.8.2023 Type 11 6-hr 100-Year Rainfall=5.20"
Prepared by Plott Hound Engineering PLLC Printed 6/21/2023
HydroCAD® 10.10-6a s/n 11998 ©2020 HydroCAD Software Solutions LLC Page 64
Summary for Subcatchment 3S: WET POND A POST
Runoff = 194.91 cfs @ 3.08 hrs, Volume= 9.648 af, Depth= 3.86"
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=5.20"
Area (ac) CN Description
* 30.000 88 RESIDENTIAL: 49% BUA
30.000 100.00% Pervious 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
I 1 1 I I 1 1 i 1 1 1 1
210 I I ❑Runoff
200 I I 194
®91crsI I- _I - 1 - 1- -I - 1 - L -I- _ L _ I- _ L L -I - _
190 -I- - - - I- -I - 4 - -I_ - - 1- -1 - - i--1 T ype I I
180i' - / i- H - H - I- -I - 4 - H -I- H - H - 1- -I - + - H -1c- L -
170;' ,- - - - fi - I- -1 - -r - -I- - t - II-p-11 - t - I- -IVY 1
160-' —I— - * I 1 — rt — - IrO9- ear RainnfaII==5.26'r
1501 I 1 I I I I I I I I I I Ilk I I I I
1401 -1 1 I 1 1 I I 1 1Runoff AreaWM1X10O ac-
1301
1201 L1110ff Y' I1 m 1pp8 1 f
3 1101 -I 1 / I I 1 1 I I 1 `T Y � _
s 1001 ,- -1- � - I- H - H - - -I - 4 - H -I- -1RiinbffIDeptlt3.86..
901 -I- 4 - I- H - + - 1- -I - 4 - H -I- H - H - 1- -I - + -A I- -I - 4 -
801 — -1- 4 / - I- H - -- - I- -I t H FT c l 6-.31 mun-
701 - -I- rt I— - -r - - -1 - -r — r -1— - -r - - -1 — * - - -I -
601 T
rCN 8
T T TI T T T T T
504/ ,
401
30: -I- - - I - I- -I
204./ 1 1 L I I I_ 1 I I_ ! 1 _
10 // . 41r,
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
DAVIS VILLAGE WET POND A REV 6.8.2023 Type 11 6-hr 100-Year Rainfall=5.20"
Prepared by Plott Hound Engineering PLLC Printed 6/21/2023
HydroCAD® 10.10-6a s/n 11998 ©2020 HydroCAD Software Solutions LLC Page 65
Hydrograph for Subcatchment 3S: WET POND A POST
Time Precip. Excess Runoff Time Precip. Excess Runoff
(hours) (inches) (inches) (cfs) (hours) (inches) (inches) (cfs)
0.00 0.00 0.00 0.00 12.75 5.20 3.86 0.00
0.25 0.06 0.00 0.00 13.00 5.20 3.86 0.00
0.50 0.12 0.00 0.00 13.25 5.20 3.86 0.00
0.75 0.18 0.00 0.00 13.50 5.20 3.86 0.00
1.00 0.25 0.00 0.00 13.75 5.20 3.86 0.00
1.25 0.33 0.00 0.06 14.00 5.20 3.86 0.00
1.50 0.42 0.01 0.85 14.25 5.20 3.86 0.00
1.75 0.52 0.04 2.20 14.50 5.20 3.86 0.00
2.00 0.65 0.08 4.00 14.75 5.20 3.86 0.00
2.25 0.80 0.15 6.44 15.00 5.20 3.86 0.00
2.50 1.00 0.25 10.39 15.25 5.20 3.86 0.00
2.75 1.77 0.78 30.51 15.50 5.20 3.86 0.00
3.00 3.80 2.54 158.94 15.75 5.20 3.86 0.00
3.25 4.12 2.84 100.95 16.00 5.20 3.86 0.00
3.50 4.33 3.03 36.20 16.25 5.20 3.86 0.00
3.75 4.48 3.17 20.39 16.50 5.20 3.86 0.00
4.00 4.60 3.29 15.66 16.75 5.20 3.86 0.00
4.25 4.71 3.39 13.05 17.00 5.20 3.86 0.00
4.50 4.80 3.48 11.39 17.25 5.20 3.86 0.00
4.75 4.88 3.56 10.00 17.50 5.20 3.86 0.00
5.00 4.95 3.62 8.88 17.75 5.20 3.86 0.00
5.25 5.02 3.69 7.95 18.00 5.20 3.86 0.00
5.50 5.08 3.75 7.47 18.25 5.20 3.86 0.00
5.75 5.14 3.81 7.10 18.50 5.20 3.86 0.00
6.00 5.20 3.86 6.73 18.75 5.20 3.86 0.00
6.25 5.20 3.86 2.79 19.00 5.20 3.86 0.00
6.50 5.20 3.86 0.29 19.25 5.20 3.86 0.00
6.75 5.20 3.86 0.02 19.50 5.20 3.86 0.00
7.00 5.20 3.86 0.00 19.75 5.20 3.86 0.00
7.25 5.20 3.86 0.00 20.00 5.20 3.86 0.00
7.50 5.20 3.86 0.00
7.75 5.20 3.86 0.00
8.00 5.20 3.86 0.00
8.25 5.20 3.86 0.00
8.50 5.20 3.86 0.00
8.75 5.20 3.86 0.00
9.00 5.20 3.86 0.00
9.25 5.20 3.86 0.00
9.50 5.20 3.86 0.00
9.75 5.20 3.86 0.00
10.00 5.20 3.86 0.00
10.25 5.20 3.86 0.00
10.50 5.20 3.86 0.00
10.75 5.20 3.86 0.00
11.00 5.20 3.86 0.00
11.25 5.20 3.86 0.00
11.50 5.20 3.86 0.00
11.75 5.20 3.86 0.00
12.00 5.20 3.86 0.00
12.25 5.20 3.86 0.00
12.50 5.20 3.86 0.00

DAVIS VILLAGE
DAVIS VILLAGE WET POND A REV 6.8.2023 Type 11 6-hr 100-Year Rainfall=5.20"
Prepared by Plott Hound Engineering PLLC Printed 6/21/2023
HydroCAD® 10.10-6a s/n 11998 ©2020 HydroCAD Software Solutions LLC Page 66
Summary for Subcatchment 13S: BYPASS BUA
Runoff = 6.89 cfs @ 2.95 hrs, Volume= 0.269 af, Depth= 4.96"
Routed to Pond 14P : TOTAL RUNOFF
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=5.20"
Area (ac) CN Description
* 0.650 98 BYPASS BUA
0.650 100.00% Impervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
5.0 Direct Entry,
Subcatchment 13S: BYPASS BUA
Hydrograph
1 1 1 1 1 1
I I I 1 1 1 I 1 1 I 1 1 I ❑Runoff`
7/ I s.89 ccfs f 1 I I 1 1 I I I I I I I I 1 1 1
1 I I I 11 1 1 1 1 1 1 1 1 1Type1 I I
I - - 1 -1 - _i - - 1- -I - + - - -1 - _[ - -'6-hlr
6� 1 1 I I I I I I 1 11�
II 1 1 1 1 11OO-Yf ar Raiflfail=.20" _
5_/ 1 1 1 1 1 I I I I I I I I
1 1 I 1 1 I 1 1 Runoff Area=01.650 ac
y Ounof`f Vor' in— (�� 1 f -
4 pp I�� `'"n
o 1 I I 1 1 1 1 1 1 RIintiff Depths=4.�7S"
u 3L/ 1 1 1 1 1 I I 1 1 1 1 1 1
1 1 1 1 I I I I I I TICi=5.01 miln
I 1 - - 1 -1 - _i - - 1- -1 - 1 - - -1 - _i ¢ -
2 / 1 1 1 1 1 I I I I I I I 1 ""' �v
'/ 1 I 1 I 1 I
1 1
1- I I ���II� 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
DAVIS VILLAGE WET POND A REV 6.8.2023 Type 11 6-hr 100-Year Rainfall=5.20"
Prepared by Plott Hound Engineering PLLC Printed 6/21/2023
HydroCAD® 10.10-6a s/n 11998 ©2020 HydroCAD Software Solutions LLC Page 67
Hydrograph for Subcatchment 13S: BYPASS BUA
Time Precip. Excess Runoff Time Precip. Excess Runoff
(hours) (inches) (inches) (cfs) (hours) (inches) (inches) (cfs)
0.00 0.00 0.00 0.00 12.75 5.20 4.96 0.00
0.25 0.06 0.00 0.00 13.00 5.20 4.96 0.00
0.50 0.12 0.02 0.06 13.25 5.20 4.96 0.00
0.75 0.18 0.06 0.10 13.50 5.20 4.96 0.00
1.00 0.25 0.11 0.14 13.75 5.20 4.96 0.00
1.25 0.33 0.17 0.17 14.00 5.20 4.96 0.00
1.50 0.42 0.25 0.21 14.25 5.20 4.96 0.00
1.75 0.52 0.34 0.26 14.50 5.20 4.96 0.00
2.00 0.65 0.45 0.31 14.75 5.20 4.96 0.00
2.25 0.80 0.60 0.41 15.00 5.20 4.96 0.00
2.50 1.00 0.79 0.52 15.25 5.20 4.96 0.00
2.75 1.77 1.54 2.51 15.50 5.20 4.96 0.00
3.00 3.80 3.56 5.74 15.75 5.20 4.96 0.00
3.25 4.12 3.88 0.78 16.00 5.20 4.96 0.00
3.50 4.33 4.09 0.50 16.25 5.20 4.96 0.00
3.75 4.48 4.24 0.38 16.50 5.20 4.96 0.00
4.00 4.60 4.36 0.31 16.75 5.20 4.96 0.00
4.25 4.71 4.47 0.27 17.00 5.20 4.96 0.00
4.50 4.80 4.56 0.24 17.25 5.20 4.96 0.00
4.75 4.88 4.64 0.21 17.50 5.20 4.96 0.00
5.00 4.95 4.72 0.19 17.75 5.20 4.96 0.00
5.25 5.02 4.78 0.17 18.00 5.20 4.96 0.00
5.50 5.08 4.85 0.16 18.25 5.20 4.96 0.00
5.75 5.14 4.91 0.16 18.50 5.20 4.96 0.00
6.00 5.20 4.96 0.15 18.75 5.20 4.96 0.00
6.25 5.20 4.96 0.00 19.00 5.20 4.96 0.00
6.50 5.20 4.96 0.00 19.25 5.20 4.96 0.00
6.75 5.20 4.96 0.00 19.50 5.20 4.96 0.00
7.00 5.20 4.96 0.00 19.75 5.20 4.96 0.00
7.25 5.20 4.96 0.00 20.00 5.20 4.96 0.00
7.50 5.20 4.96 0.00
7.75 5.20 4.96 0.00
8.00 5.20 4.96 0.00
8.25 5.20 4.96 0.00
8.50 5.20 4.96 0.00
8.75 5.20 4.96 0.00
9.00 5.20 4.96 0.00
9.25 5.20 4.96 0.00
9.50 5.20 4.96 0.00
9.75 5.20 4.96 0.00
10.00 5.20 4.96 0.00
10.25 5.20 4.96 0.00
10.50 5.20 4.96 0.00
10.75 5.20 4.96 0.00
11.00 5.20 4.96 0.00
11.25 5.20 4.96 0.00
11.50 5.20 4.96 0.00
11.75 5.20 4.96 0.00
12.00 5.20 4.96 0.00
12.25 5.20 4.96 0.00
12.50 5.20 4.96 0.00

DAVIS VILLAGE
DAVIS VILLAGE WET POND A REV 6.8.2023 Type 11 6-hr 100-Year Rainfall=5.20"
Prepared by Plott Hound Engineering PLLC Printed 6/21/2023
HydroCAD® 10.10-6a s/n 11998 ©2020 HydroCAD Software Solutions LLC Page 68
Summary for Pond 12P: WET POND A
Inflow Area = 30.000 ac, 0.00% Impervious, Inflow Depth = 3.86" for 100-Year event
Inflow = 194.91 cfs @ 3.08 hrs, Volume= 9.648 af
Outflow = 113.40 cfs @ 3.23 hrs, Volume= 8.685 af, Atten= 42%, Lag= 9.1 min
Primary = 96.13 cfs @ 3.23 hrs, Volume= 8.428 af
Routed to Pond 14P : TOTAL RUNOFF
Secondary= 17.27 cfs @ 3.23 hrs, Volume= 0.257 af
Routed to Pond 14P : TOTAL RUNOFF
Routing by Dyn-Stor-Ind method, Time Span= 0.00-20.00 hrs, dt= 0.05 hrs
Peak Elev= 559.48'@ 3.23 hrs Surf.Area= 50,212 sf Storage= 168,205 cf
Plug-Flow detention time=76.3 min calculated for 8.663 af(90% of inflow)
Center-of-Mass det. time=65.1 min ( 271.6 - 206.6 )
Volume Invert Avail.Storage Storage Description
#1 555.50' 221,432 cf Custom Stage Data (Prismatic)Listed 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
560.50 53,994 26,530 221,432
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' 4.0" Vert. 4" WO 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 559.00' 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. WEIR C= 0.600
Limited to weir flow at low heads

DAVIS VILLAGE
DAVIS VILLAGE WET POND A REV 6.8.2023 Type 11 6-hr 100-Year Rainfall=5.20"
Prepared by Plott Hound Engineering PLLC Printed 6/21/2023
HydroCAD® 10.10-6a s/n 11998 ©2020 HydroCAD Software Solutions LLC Page 69
Primary OutFlow Max=96.07 cfs @ 3.23 hrs HW=559.47' TW=0.00' (Dynamic Tailwater)
Lam=Culvert (Inlet Controls 96.07 cfs © 13.59 fps)
—2=4" WQ Orifice (Passes < 0.82 cfs potential flow)
—3=Top of OS (Passes < 108.07 cfs potential flow)
—5=WEIR (Passes < 7.17 cfs potential flow)
Secondary OutFlow Max=16.70 cfs @ 3.23 hrs HW=559.47' TW=0.00' (Dynamic Tailwater)
4-4=Emergency Spillway (Weir Controls 16.70 cfs © 1.78 fps)
Pond 12P: WET POND A
Hydrograph
1 I 1 1 1 1 1 -� _ L J — — — � —I —
i/ /
194.91 fs I I I
L1 — L —I — L —I — L —I —
' � h ' ��
� w / .�— f -
AG ❑Infl ow
❑Outflow w
CI Secondary ary
210= ,
I I I I I I I 1 P- ak EIe=559-48'
200 i i ,
190 ' z , , - - - 1 - 1 -I - H -I - I- -I - I- -1 - 1 -I - 1 -I - 1- -I - 1- -I -
180=' / , / / - - - r _1 _ r i- -1 - r -1 - Storage -168 205-cf-
170-' i , , , , 1 1 1 1 1 1 1 1 1 1 1 1 '
160 ' i i , H 1 H 1 L 1 I_ _I 1 1 1 1 1_ _
150- / / „
140_' / , / ,1- - 113.40 cfs - f- -1 - I- -1 - 1- -1 - 1- -1 - i- -
"G 110+/ / , / / — [96.13 fs
1 1 -
0 1001 , , ,1— — A 1 1 — I 1 — 1— 1 — 1— - I— 1 I— 1 1— I
- 90=1 , z / /1-- 00 - 1 -1 - '7 - - I- -1 - I- -1 - I- -1 - I- -1 - 1- -
80./ / / / - 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1
701 i , , -
601 i i , / � I_1_ _I _
501 / , / - - -1 - I— -1 - I— 1 - H -1 - H -1 - H 1 - 1- 1 -
404/ / / / "141 4������
201
102 ��
0' �Z
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
DAVIS VILLAGE WET POND A REV 6.8.2023 Type 11 6-hr 100-Year Rainfall=5.20"
Prepared by Plott Hound Engineering PLLC Printed 6/21/2023
HydroCAD® 10.10-6a s/n 11998 ©2020 HydroCAD Software Solutions LLC Page 70
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 0.85 357 555.51 0.00 0.00 0.00
2.00 4.00 4,424 555.67 0.06 0.06 0.00
2.50 10.39 16,222 556.02 0.25 0.25 0.00
3.00 158.94 100,332 558.05 26.42 26.42 0.00
3.50 36.20 132,624 558.75 79.77 79.77 0.00
4.00 15.66 97,661 557.99 22.88 22.88 0.00
4.50 11.39 90,106 557.82 13.84 13.84 0.00
5.00 8.88 86,733 557.75 10.36 10.36 0.00
5.50 7.47 84,556 557.70 8.34 8.34 0.00
6.00 6.73 83,345 557.67 7.29 7.29 0.00
6.50 0.29 78,507 557.56 3.88 3.88 0.00
7.00 0.00 73,375 557.44 2.42 2.42 0.00
7.50 0.00 69,548 557.35 1.86 1.86 0.00
8.00 0.00 66,563 557.28 1.47 1.47 0.00
8.50 0.00 64,178 557.22 1.19 1.19 0.00
9.00 0.00 62,228 557.17 0.98 0.98 0.00
9.50 0.00 60,601 557.14 0.83 0.83 0.00
10.00 0.00 59,216 557.10 0.71 0.71 0.00
10.50 0.00 58,014 557.07 0.63 0.63 0.00
11.00 0.00 56,948 557.05 0.56 0.56 0.00
11.50 0.00 55,983 557.02 0.51 0.51 0.00
12.00 0.00 55,086 557.00 0.49 0.49 0.00
12.50 0.00 54,215 556.98 0.48 0.48 0.00
13.00 0.00 53,351 556.96 0.48 0.48 0.00
13.50 0.00 52,495 556.94 0.47 0.47 0.00
14.00 0.00 51,645 556.92 0.47 0.47 0.00
14.50 0.00 50,802 556.90 0.47 0.47 0.00
15.00 0.00 49,966 556.88 0.46 0.46 0.00
15.50 0.00 49,137 556.86 0.46 0.46 0.00
16.00 0.00 48,315 556.84 0.45 0.45 0.00
16.50 0.00 47,500 556.82 0.45 0.45 0.00
17.00 0.00 46,693 556.80 0.45 0.45 0.00
17.50 0.00 45,892 556.78 0.44 0.44 0.00
18.00 0.00 45,098 556.76 0.44 0.44 0.00
18.50 0.00 44,312 556.74 0.43 0.43 0.00
19.00 0.00 43,533 556.72 0.43 0.43 0.00
19.50 0.00 42,760 556.70 0.43 0.43 0.00
20.00 0.00 41,995 556.68 0.42 0.42 0.00

DAVIS VILLAGE
DAVIS VILLAGE WET POND A REV 6.8.2023 Type 11 6-hr 100-Year Rainfall=5.20"
Prepared by Plott Hound Engineering PLLC Printed 6/21/2023
HydroCAD® 10.10-6a s/n 11998 ©2020 HydroCAD Software Solutions LLC Page 71
Stage-Discharge for Pond 12P: WET POND A
Elevation Discharge Primary Secondary Elevation Discharge Primary Secondary
(feet) (cfs) (cfs) (cfs) (feet) (cfs) (cfs) (cfs)
555.50 0.00 0.00 0.00 558.05 26.28 26.28 0.00
555.55 0.01 0.01 0.00 558.10 29.39 29.39 0.00
555.60 0.02 0.02 0.00 558.15 32.63 32.63 0.00
555.65 0.05 0.05 0.00 558.20 35.99 35.99 0.00
555.70 0.08 0.08 0.00 558.25 39.46 39.46 0.00
555.75 0.12 0.12 0.00 558.30 43.04 43.04 0.00
555.80 0.15 0.15 0.00 558.35 46.73 46.73 0.00
555.85 0.18 0.18 0.00 558.40 50.52 50.52 0.00
555.90 0.20 0.20 0.00 558.45 54.41 54.41 0.00
555.95 0.22 0.22 0.00 558.50 58.40 58.40 0.00
556.00 0.24 0.24 0.00 558.55 62.49 62.49 0.00
556.05 0.26 0.26 0.00 558.60 66.67 66.67 0.00
556.10 0.28 0.28 0.00 558.65 70.94 70.94 0.00
556.15 0.29 0.29 0.00 558.70 75.30 75.30 0.00
556.20 0.31 0.31 0.00 558.75 79.75 79.75 0.00
556.25 0.32 0.32 0.00 558.80 84.28 84.28 0.00
556.30 0.33 0.33 0.00 558.85 88.90 88.90 0.00
556.35 0.35 0.35 0.00 558.90 92.59 92.59 0.00
556.40 0.36 0.36 0.00 558.95 92.90 92.90 0.00
556.45 0.37 0.37 0.00 559.00 93.21 93.21 0.00
556.50 0.38 0.38 0.00 559.05 94.08 93.52 0.56
556.55 0.39 0.39 0.00 559.10 95.40 93.83 1.57
556.60 0.41 0.41 0.00 559.15 97.03 94.14 2.89
556.65 0.42 0.42 0.00 559.20 98.90 94.44 4.45
556.70 0.43 0.43 0.00 559.25 101.02 94.75 6.27
556.75 0.44 0.44 0.00 559.30 103.35 95.05 8.30
556.80 0.45 0.45 0.00 559.35 105.89 95.36 10.53
556.85 0.46 0.46 0.00 559.40 108.61 95.66 12.95
556.90 0.47 0.47 0.00 559.45 111.63 95.96 15.67
556.95 0.48 0.48 0.00 559.50 114.86 96.27 18.60
557.00 0.49 0.49 0.00 559.55 118.31 96.57 21.74
557.05 0.57 0.57 0.00 559.60 121.96 96.87 25.10
557.10 0.71 0.71 0.00 559.65 125.44 97.16 28.27
557.15 0.88 0.88 0.00 559.70 129.03 97.46 31.57
557.20 1.09 1.09 0.00 559.75 132.73 97.76 34.98
557.25 1.33 1.33 0.00 559.80 136.55 98.05 38.50
557.30 1.59 1.59 0.00 559.85 140.47 98.35 42.12
557.35 1.87 1.87 0.00 559.90 144.49 98.64 45.85
557.40 2.18 2.18 0.00 559.95 148.61 98.94 49.68
557.45 2.50 2.50 0.00 560.00 152.83 99.23 53.60
557.50 2.84 2.84 0.00 560.05 157.24 99.52 57.72
557.55 3.71 3.71 0.00 560.10 161.76 99.81 61.95
557.60 5.02 5.02 0.00 560.15 166.39 100.10 66.29
557.65 6.62 6.62 0.00 560.20 171.11 100.39 70.72
557.70 8.46 8.46 0.00 560.25 175.73 100.68 75.05
557.75 10.51 10.51 0.00 560.30 180.41 100.96 79.45
557.80 12.75 12.75 0.00 560.35 185.17 101.25 83.92
557.85 15.16 15.16 0.00 560.40 189.99 101.54 88.46
557.90 17.72 17.72 0.00 560.45 194.80 101.82 92.98
557.95 20.44 20.44 0.00 560.50 199.66 102.11 97.55
558.00 23.29 23.29 0.00

DAVIS VILLAGE
DAVIS VILLAGE WET POND A REV 6.8.2023 Type 11 6-hr 100-Year Rainfall=5.20"
Prepared by Plott Hound Engineering PLLC Printed 6/21/2023
HydroCAD® 10.10-6a s/n 11998 ©2020 HydroCAD Software Solutions LLC Page 72
Stage-Area-Storage for Pond 12P: WET POND A
Elevation Surface Storage Elevation Surface Storage
(feet) (sq-ft) (cubic-feet) (feet) (sq-ft) (cubic-feet)
555.50 24,364 0 558.05 44,985 100,225
555.55 25,698 1,252 558.10 45,168 102,478
555.60 27,033 2,570 558.15 45,351 104,741
555.65 28,367 3,955 558.20 45,533 107,014
555.70 29,702 5,407 558.25 45,716 109,295
555.75 31,036 6,925 558.30 45,899 111,585
555.80 32,370 8,510 558.35 46,082 113,885
555.85 33,705 10,162 558.40 46,265 116,193
555.90 35,039 11,881 558.45 46,448 118,511
555.95 36,374 13,666 558.50 46,631 120,838
556.00 37,708 15,518 558.55 46,813 123,174
556.05 37,883 17,408 558.60 46,996 125,519
556.10 38,058 19,306 558.65 47,179 127,874
556.15 38,233 21,214 558.70 47,362 130,237
556.20 38,408 23,130 558.75 47,545 132,610
556.25 38,583 25,054 558.80 47,728 134,992
556.30 38,758 26,988 558.85 47,910 137,383
556.35 38,933 28,930 558.90 48,093 139,783
556.40 39,108 30,881 558.95 48,276 142,192
556.45 39,283 32,841 559.00 48,459 144,611
556.50 39,458 34,809 559.05 48,642 147,038
556.55 39,632 36,787 559.10 48,826 149,475
556.60 39,807 38,773 559.15 49,009 151,921
556.65 39,982 40,767 559.20 49,192 154,376
556.70 40,157 42,771 559.25 49,375 156,840
556.75 40,332 44,783 559.30 49,558 159,313
556.80 40,507 46,804 559.35 49,742 161,796
556.85 40,682 48,834 559.40 49,925 164,287
556.90 40,857 50,872 559.45 50,108 166,788
556.95 41,032 52,920 559.50 50,292 169,298
557.00 41,207 54,976 559.55 50,475 171,817
557.05 41,387 57,040 559.60 50,658 174,346
557.10 41,567 59,114 559.65 50,841 176,883
557.15 41,746 61,197 559.70 51,025 179,430
557.20 41,926 63,289 559.75 51,208 181,986
557.25 42,106 65,390 559.80 51,391 184,550
557.30 42,285 67,499 559.85 51,574 187,125
557.35 42,465 69,618 559.90 51,757 189,708
557.40 42,645 71,746 559.95 51,941 192,300
557.45 42,825 73,883 560.00 52,124 194,902
557.50 43,005 76,028 560.05 52,311 197,513
557.55 43,184 78,183 560.10 52,498 200,133
557.60 43,364 80,347 560.15 52,685 202,763
557.65 43,544 82,519 560.20 52,872 205,402
557.70 43,724 84,701 ' 560.25 53,059 208,050
557.75 43,903 86,892 560.30 53,246 210,707
557.80 44,083 89,091 560.35 53,433 213,374
557.85 44,263 91,300 560.40 53,620 216,051
557.90 44,442 93,518 560.45 53,807 218,736
557.95 44,622 95,744 560.50 53,994 221,432
558.00 44,802 97,980

DAVIS VILLAGE
DAVIS VILLAGE WET POND A REV 6.8.2023 Type 11 6-hr 100-Year Rainfall=5.20"
Prepared by Plott Hound Engineering PLLC Printed 6/21/2023
HydroCAD® 10.10-6a s/n 11998 ©2020 HydroCAD Software Solutions LLC Page 73
Summary for Pond 14P: TOTAL RUNOFF
Inflow Area = 30.650 ac, 2.12% Impervious, Inflow Depth > 3.51" for 100-Year event
Inflow = 114.20 cfs @ 3.23 hrs, Volume= 8.954 af
Primary = 114.20 cfs @ 3.23 hrs, Volume= 8.954 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 14P: TOTAL RUNOFF
Hydrograph
I I 1 1 I I I I I I I I
fi 1 t 1 1 t 1 —I 1 fi 1 1 t 1 1 t ■Inflow
- / 1 1 I I I I I 1 1 1 I I I 1 1 ❑Primary
120� 111420cfs
-
w/Inflo Area-30-.6_5_0_a1c_
110� I I// 1 - T T rt — T
1007 ) 0 I I I
1 1 1 1 1 1 1 1 1 1 1 I I 1 1
90� 1 1 I I I I I I I I
- i 1 1 1 I I I I I I I I
N - 0
70� / 1
0 60� — —1 — — — 1— —1 — 1
u = // 1 1 1 I 1
50=
- /
40 -/ ' 1 - —1 - 1
30� 1 1
1
o: ./ / .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
DAVIS VILLAGE WET POND A REV 6.8.2023 Type 11 6-hr 100-Year Rainfall=5.20"
Prepared by Plott Hound Engineering PLLC Printed 6/21/2023
HydroCAD® 10.10-6a s/n 11998 ©2020 HydroCAD Software Solutions LLC Page 74
Hydrograph for Pond 14P: TOTAL RUNOFF
Time Inflow Elevation Primary Time Inflow Elevation Primary
(hours) (cfs) (feet) (cfs) (hours) (cfs) (feet) (cfs)
0.00 0.00 0.00 12.75 0.48 0.48
0.25 0.00 0.00 13.00 0.48 0.48
0.50 0.06 0.06 13.25 0.48 0.48
0.75 0.10 0.10 13.50 0.47 0.47
1.00 0.14 0.14 13.75 0.47 0.47
1.25 0.17 0.17 14.00 0.47 0.47
1.50 0.21 0.21 I 14.25 0.47 0.47
1.75 0.27 0.27 14.50 0.47 0.47
2.00 0.37 0.37 14.75 0.46 0.46
2.25 0.57 0.57 15.00 0.46 0.46
2.50 0.77 0.77 15.25 0.46 0.46
2.75 2.87 2.87 15.50 0.46 0.46
3.00 32.16 32.16 15.75 0.46 0.46
3.25 113.91 113.91 16.00 0.45 0.45
3.50 80.28 80.28 16.25 0.45 0.45
3.75 37.56 37.56 16.50 0.45 0.45
4.00 23.19 23.19 16.75 0.45 0.45
4.25 17.24 17.24 17.00 0.45 0.45
4.50 14.07 14.07 17.25 0.44 0.44
4.75 12.04 12.04 17.50 0.44 0.44
5.00 10.54 10.54 17.75 0.44 0.44
5.25 9.36 9.36 18.00 0.44 0.44
5.50 8.50 8.50 18.25 0.44 0.44
5.75 7.91 7.91 18.50 0.43 0.43
6.00 7.44 7.44 18.75 0.43 0.43
6.25 6.20 6.20 19.00 0.43 0.43
6.50 3.88 3.88 19.25 0.43 0.43
6.75 2.79 2.79 19.50 0.43 0.43
7.00 2.42 2.42 19.75 0.43 0.43
7.25 2.12 2.12 20.00 0.42 0.42
7.50 1.86 1.86
7.75 1.65 1.65
8.00 1.47 1.47
8.25 1.32 1.32
8.50 1.19 1.19
8.75 1.08 1.08
9.00 0.98 0.98
9.25 0.90 0.90
9.50 0.83 0.83
9.75 0.77 0.77
10.00 0.71 0.71
10.25 0.67 0.67
10.50 0.63 0.63
10.75 0.59 0.59
11.00 0.56 0.56
11.25 0.54 0.54
11.50 0.51 0.51
11.75 0.50 0.50
12.00 0.49 0.49
12.25 0.48 0.48
12.50 0.48 0.48

�A
// PLOTT HOUND
- r 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 = 7.50 ac A diversion or bypass structure,
must divert all but the design
% Impervious = 48.00 °Ao flow for the filter
Curve Number= 84.00
USE SIMPLE METHOD Rv=0.05+0.009(I)
0.482 IN/IN Modified P to account for the rainfall loss in the 1"
Storm
P= 1.0 IN (to be used in lieu of the 1" depth in the SCS rainfall
distribution)
S = 1.905 Q=( P-I,)"2/( P-Ia+S)
solvedforP = [(4QxS+QA2 )nl/2+Q+2xla]/2
PModified = N/A
WQV= 13,123 ft3
WQV Adj= 9,843 ft'
Maximum Head on the Sand Filter must
DETERMINE FILTER BED&SEDIMENTATION BASIN SURFACE AREA not exceed 6 ft(Design Storm only)
h MaxFilter= WQV Adj(ft3)
As(ft2)+Af(ft)
Assume Hmax until min (AS+AF) ' `
=q Greater of AS and Af X 2 Choose a combination of Af&hMaxFllter to meet
total the space available. Sedimentation Chamber
\v\ \ and Sand Filter should be about the same size.
Assume h MaxFilter
h MaxFilter= 3.00 ft Min. (As+AF)= 1,497 ftz
Min.Area for Sedimentation Chamber Min.Area for Sand Filter
As= 0.066 x WQV Af— WQV x 1.5 ft
3.5 ft/day x 1.66 days x(Avg Head + 1.5 ft)
As= 650 ft` Af= 847 ftz Elev
Bottom Area Used = 6,453 ft2 (ELEV 575) Bottom Area Used = 1,334 ft2 575
Top Area Used = 9,280 ft2 Top Area Used = 2,958 ft2 578
23,600 ft3 6,438 ft3
VERIFY VOLUMES
VOltotal = (As+Af x hMaxFilter Compare to WQVAdi
Voltotal = 30,038 ft'
Page 1 of 2

SIZE UNDERDRAIN SYSTEM
Determine capacity of Under Drain System
Af=WQvxdf/[(kxHf+Df)xTf]
Where:
Af= 988 ft2 surface area of filter bed
df= 1.5 ft filter bed depth
k= 4 ft/day coefficient of permeability media (2" per hr)
hf= 1.50 ft average height of water above filter bed, (Hmax/2)
Tf= 1.66 Days (40 Hours, 1.66 Days))
3.0 Ft Max. Depth of Storage Volume
Af Provided= 1,096 ft` surface area provided
Q at Full Depth = 0.152 cfs Darcy's Law: Q= k x Af x((H +df)/df))
Q at Avg Depth = 0.101 cfs Darcy's Law: Q= k x Af x((H/2 +df)/df))
Time to Drain= 36.09 hrs
Safety Factor of 10 1.010 cfs
Bottom of sand to have min surface area
Compute Perforation Capacity as well. May go to 1:1 slope
Pipes Length 4 Holes/Row
#of Perforations= 2 10 10 = 400 Holes
50%of Perforations= 200 Holes
3/8" Dia. Hole
Capacity of One Hole= CA(2gh)^0.5 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

<Os>
PRE - DEVELOPMENT
1S 5S
PO TO SAND
FILTER B BY'ASS BUA
/2ND > AD
FOREBAY SAND FIL ER
4P
TOTAL
(Subca Reach 'On. lit Routing Diagram for DAVIS VILLAGE SAND FILTER B 6.11.23
Prepared by Plott Hound Engineering PLLC, Printed 6/21/2023
HydroCAD®10.10-6a s/n 11998 ©2020 HydroCAD Software Solutions LLC

DAVIS VILLAGE
DAVIS VILLAGE SAND FILTER B 6.11.23
Prepared by Plott Hound Engineering PLLC Printed 6/21/2023
HydroCAD® 10.10-6a s/n 11998 ©2020 HydroCAD Software Solutions LLC Page 2
Rainfall Events Listing
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
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
DAVIS VILLAGE SAND FILTER B 6.11.23
Prepared by Plott Hound Engineering PLLC Printed 6/21/2023
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 84 45% IMPERVIOUS, HSG D (1S)
1.800 98 BYPASS BUA (5S)
10.400 84 Pasture/grassland/range, Fair, HSG D (OS)
19.700 85 TOTAL AREA

DAVIS VILLAGE
DAVIS VILLAGE SAND FILTER B 6.11.23
Prepared by Plott Hound Engineering PLLC Printed 6/21/2023
HydroCAD® 10.10-6a s/n 11998 ©2020 HydroCAD Software Solutions LLC Page 4
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 7.500 0.000 7.500 45% IMPERVIOUS 1 S
0.000 0.000 0.000 0.000 1.800 1.800 BYPASS BUA 5S
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 1.800 19.700 TOTAL AREA

DAVIS VILLAGE
DAVIS VILLAGE SAND FILTER B 6.11.23 Type 1124-hr 1-Year Rainfall=3.00"
Prepared by Plott Hound Engineering PLLC Printed 6/21/2023
HydroCAD® 10.10-6a s/n 11998 ©2020 HydroCAD Software Solutions LLC Page 5
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 af
SubcatchmentlS: POST TO SAND FILTER B Runoff Area=7.500 ac 0.00% Impervious Runoff Depth>1.39"
Tc=9.4 min CN=84 Runoff=17.64 cfs 0.872 af
Subcatchment5S: BYPASS BUA Runoff Area=1.800 ac 100.00% Impervious Runoff Depth>2.62"
Tc=5.0 min CN=98 Runoff=7.70 cfs 0.393 af
Pond 2P: FOREBAY Peak Elev=576.75' Storage=12,840 cf Inflow=17.64 cfs 0.872 af
Primary=6.20 cfs 0.837 af Secondary=0.01 cfs 0.002 af Tertiary=0.00 cfs 0.000 af Outflow=6.21 cfs 0.839 af
Pond 3P: SAND FILTER Peak Elev=575.02' Storage=28 cf Inflow=0.01 cfs 0.002 af
Outflow=0.00 cfs 0.002 af
Pond 4P: TOTAL Inflow=11.98 cfs 1.232 af
Primary=11.98 cfs 1.232 af
Total Runoff Area = 19.700 ac Runoff Volume = 2.470 af Average Runoff Depth = 1.50"
90.86% Pervious = 17.900 ac 9.14% Impervious = 1.800 ac

DAVIS VILLAGE
DAVIS VILLAGE SAND FILTER B 6.11.23 Type 1124-hr 1-Year Rainfall=3.00"
Prepared by Plott Hound Engineering PLLC Printed 6/21/2023
HydroCAD® 10.10-6a s/n 11998 ©2020 HydroCAD Software Solutions LLC Page 6
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 Waterway Kv= 15.0 fps
17.7 950 Total
Subcatchment OS: PRE - DEVELOPMENT
Hydrograph
I I I I I 1 I 1 1 I I I I I I
20 1 1 I 1 1 I I I I I I I I I I ■Runoff
194-/ 1 1 I 1 1 1 1 I I 118.66 cfs l I I I I I I
18 Te11F24 Ir I 1 1 I I 1 I 1 I 1 1
17 1 I i 1 1 I I I I
16� � firTParl�alinfa11=3.00'1 1 1 1L 1 -
15f Run-off- ea- 1e.4� J - 1 - 1- 1- -I - _L - I_ -I- -
14� — -1- - - H - I- -I - 4 - I- - I- -I - H - I- H - I- -I - 4 - I- -I- -
13 - Runoff-V-OlJfl j.+205-af + - I- - - 1- - 1 -I - 4 H -I- -
w 12i r�io�{�t-riot lrpl��} n 1 - t 1-I - - - 1- 1 1 fi 1 1 -
11� _ NM 1- "1" •.47- - I- - -[ - 1- - I- -1 - -r - 1- -1- -
io
9� F11ov� Lbr�ath -95V.1- 1 - - 1 7 1 I 7 I- I _
1 1 1 1 1 1 1
8t2TIc= II7.7min-1 I I 1 1 1 1 1
6� —
QA 1 1 1 1
5� � I�FI / 1 1 1 1
4/ _ 1 1 1 1 1 / 1 1 1 1
3 ./ 1 1 1 1 1
24-/ _ 1 1 1 1 1 le . �� 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
DAVIS VILLAGE SAND FILTER B 6.11.23 Type 1124-hr 1-Year Rainfall=3.00"
Prepared by Plott Hound Engineering PLLC Printed 6/21/2023
HydroCAD® 10.10-6a s/n 11998 ©2020 HydroCAD Software Solutions LLC Page 7
Hydrograph for Subcatchment OS: PRE - DEVELOPMENT
Time Precip. Excess Runoff Time Precip. Excess Runoff
(hours) (inches) (inches) (cfs) (hours) (inches) (inches) (cfs)
0.00 0.00 0.00 0.00 12.75 2.27 0.94 2.40
0.25 0.01 0.00 0.00 13.00 2.32 0.98 1.79
0.50 0.02 0.00 0.00 13.25 2.36 1.01 1.50
0.75 0.02 0.00 0.00 13.50 2.40 1.04 1.31
1.00 0.03 0.00 0.00 13.75 2.43 1.06 1.15
1.25 0.04 0.00 0.00 14.00 2.46 1.09 1.03
1.50 0.05 0.00 0.00 14.25 2.49 1.11 0.92
1.75 0.06 0.00 0.00 14.50 2.51 1.13 0.86
2.00 0.07 0.00 0.00 14.75 2.54 1.15 0.82
2.25 0.08 0.00 0.00 15.00 2.56 1.16 0.78
2.50 0.08 0.00 0.00 15.25 2.58 1.18 0.74
2.75 0.09 0.00 0.00 15.50 2.60 1.20 0.70
3.00 0.10 0.00 0.00 15.75 2.62 1.21 0.66
3.25 0.11 0.00 0.00 16.00 2.64 1.23 0.62
3.50 0.12 0.00 0.00 16.25 2.66 1.24 0.58
3.75 0.13 0.00 0.00 16.50 2.67 1.25 0.56
4.00 0.14 0.00 0.00 16.75 2.69 1.27 0.54
4.25 0.15 0.00 0.00 17.00 2.71 1.28 0.53
4.50 0.17 0.00 0.00 17.25 2.72 1.29 0.52
4.75 0.18 0.00 0.00 17.50 2.74 1.30 0.50
5.00 0.19 0.00 0.00 17.75 2.75 1.31 0.49
5.25 0.20 0.00 0.00 18.00 2.76 1.32 0.47
5.50 0.21 0.00 0.00 18.25 2.78 1.33 0.46
5.75 0.23 0.00 0.00 18.50 2.79 1.34 0.44
6.00 0.24 0.00 0.00 18.75 2.80 1.35 0.43
6.25 0.25 0.00 0.00 19.00 2.81 1.36 0.41
6.50 0.27 0.00 0.00 19.25 2.82 1.37 0.39
6.75 0.28 0.00 0.00 19.50 2.84 1.38 0.38
7.00 0.30 0.00 0.00 19.75 2.85 1.39 0.36
7.25 0.31 0.00 0.00 20.00 2.86 1.40 0.35
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

DAVIS VILLAGE
DAVIS VILLAGE SAND FILTER B 6.11.23 Type 1124-hr 1-Year Rainfall=3.00"
Prepared by Plott Hound Engineering PLLC Printed 6/21/2023
HydroCAD® 10.10-6a s/n 11998 ©2020 HydroCAD Software Solutions LLC Page 8
Summary for Subcatchment 1S: POST TO SAND FILTER B
Runoff = 17.64 cfs @ 12.01 hrs, Volume= 0.872 af, Depth> 1.39"
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 84 45% IMPERVIOUS, HSG D
7.500 100.00% Pervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
9.4 Direct Entry, STORM SEWERS CALC
Subcatchment 1S: POST TO SAND FILTER B
Hydrograph
1 1 1 1 1 I —
19;/ ,_ I I I I I I I I I I I I _ ■Runoff
14/ II I — nsa cfs
171/ 2Ty_pe1IT2 Mil 1 1 I 1 I I
115t ,_ t r?(Par 1 RQ1rnf I
1 1.1 3. 0'I- I I I
� TC I I I I I I I I
14 /— Run es .fir' o©-a� -I _ 1 — 1 1 1 1
13 -/ 1 1 �1 1 I 1 1 1 I I I I I I
12 r Runol 11 V oIumeFO.872a1 I I
I1 1 1I
y 11 / _{ pI } �� 1 1 1 1 1
10� ,,u�l"w"I �`T�`,'" '� I I I I I I I I
LL9� _ TC A 1r I In 1 I I 1 I I 1 1 1 1 —
8 / 1 L L _ 1_ _I _ 1 _ L _1_ _ I _ L 1 I L L I _
7 , CN 8_11•L I 1 L 1 — — — L I L L I
6 / _ I I 1 I I 1 1 1 I I I
54-/ _I_ _I — L — 1_ _I _ 1 — L _I_ 1_ _I _ 1 _ L _I_ _
4/ _ 1 L L I I 1 L I — — — L — 1 I L L I —
3 -/ ,_ I L L I— 1 — 1 L I_ — L 1— —I L L I —
24 , I L L I 1 L I L — I L L
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
DAVIS VILLAGE SAND FILTER B 6.11.23 Type 1124-hr 1-Year Rainfall=3.00"
Prepared by Plott Hound Engineering PLLC Printed 6/21/2023
HydroCAD® 10.10-6a s/n 11998 ©2020 HydroCAD Software Solutions LLC Page 9
Hydrograph for Subcatchment 1S: POST TO SAND FILTER B
Time Precip. Excess Runoff Time Precip. Excess Runoff
(hours) (inches) (inches) (cfs) (hours) (inches) (inches) (cfs)
0.00 0.00 0.00 0.00 12.75 2.27 0.94 1.39
0.25 0.01 0.00 0.00 13.00 2.32 0.98 1.17
0.50 0.02 0.00 0.00 13.25 2.36 1.01 1.00
0.75 0.02 0.00 0.00 13.50 2.40 1.04 0.88
1.00 0.03 0.00 0.00 13.75 2.43 1.06 0.78
1.25 0.04 0.00 0.00 14.00 2.46 1.09 0.70
1.50 0.05 0.00 0.00 14.25 2.49 1.11 0.64
1.75 0.06 0.00 0.00 14.50 2.51 1.13 0.61
2.00 0.07 0.00 0.00 14.75 2.54 1.15 0.58
2.25 0.08 0.00 0.00 15.00 2.56 1.16 0.55
2.50 0.08 0.00 0.00 15.25 2.58 1.18 0.52
2.75 0.09 0.00 0.00 15.50 2.60 1.20 0.49
3.00 0.10 0.00 0.00 15.75 2.62 1.21 0.46
3.25 0.11 0.00 0.00 16.00 2.64 1.23 0.43
3.50 0.12 0.00 0.00 16.25 2.66 1.24 0.41
3.75 0.13 0.00 0.00 16.50 2.67 1.25 0.40
4.00 0.14 0.00 0.00 16.75 2.69 1.27 0.39
4.25 0.15 0.00 0.00 17.00 2.71 1.28 0.38
4.50 0.17 0.00 0.00 17.25 2.72 1.29 0.37
4.75 0.18 0.00 0.00 17.50 2.74 1.30 0.36
5.00 0.19 0.00 0.00 17.75 2.75 1.31 0.34
5.25 0.20 0.00 0.00 18.00 2.76 1.32 0.33
5.50 0.21 0.00 0.00 18.25 2.78 1.33 0.32
5.75 0.23 0.00 0.00 18.50 2.79 1.34 0.31
6.00 0.24 0.00 0.00 18.75 2.80 1.35 0.30
6.25 0.25 0.00 0.00 19.00 2.81 1.36 0.29
6.50 0.27 0.00 0.00 19.25 2.82 1.37 0.28
6.75 0.28 0.00 0.00 19.50 2.84 1.38 0.27
7.00 0.30 0.00 0.00 19.75 2.85 1.39 0.26
7.25 0.31 0.00 0.00 20.00 2.86 1.40 0.25
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 0.02
9.00 0.44 0.00 0.03
9.25 0.47 0.00 0.05
9.50 0.49 0.01 0.07
9.75 0.51 0.01 0.09
10.00 0.54 0.01 0.12
10.25 0.58 0.02 0.16
10.50 0.61 0.02 0.21
10.75 0.65 0.03 0.28
11.00 0.71 0.05 0.38
11.25 0.77 0.07 0.53
11.50 0.85 0.09 0.79
11.75 1.16 0.23 3.56
12.00 1.99 0.74 17.56
12.25 2.12 0.83 3.68
12.50 2.20 0.89 2.00

DAVIS VILLAGE
DAVIS VILLAGE SAND FILTER B 6.11.23 Type 1124-hr 1-Year Rainfall=3.00"
Prepared by Plott Hound Engineering PLLC Printed 6/21/2023
HydroCAD® 10.10-6a s/n 11998 ©2020 HydroCAD Software Solutions LLC Page 10
Summary for Subcatchment 5S: BYPASS BUA
Runoff = 7.70 cfs @ 11.95 hrs, Volume= 0.393 af, Depth> 2.62"
Routed to Pond 4P : TOTAL
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
* 1.800 98 BYPASS BUA
1.800 100.00% Impervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
5.0 Direct Entry,
Subcatchment 5S: BYPASS BUA
Hydrograph
1 1 1 1 1
: ,_ —I— _ I — _H — I— - I I_ _ l — _H —I— - ❑Runoff`
81/ 1 I I I I I 1 77°cfs I 1 1
- 1 Type II1241-h r 1 1 1 1 III 1 1 1 1 1
1 17Year 1IRainfalIT3.PU 1 1 11
I
61/ zr Runbl l'Ar�ea1.500 ad ' 1 1 1 I 1 I I
- 1 1I 1 1 I I 1 1 1 1 1 1 1
RunofftVoIum3e=0.393-a# rt - 1- - - rt - ff -1-
y 5� I un1 —I — 11 TDO ' „ 1
0 4� 1 Tc 5.01 miln I I 1 1 1 1 1 1 1
�+ I�pI I I I I I 1 1 1 1 1
3� _ C N 981 1 1 1 1 1 1 1 1 1 1
1 I I 1 1 I I 1 1 1
- 1 1 1 1 1 1 1 1 1 II/ 1 1 1
1— 1 t 1 1 1 t 1 1 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
DAVIS VILLAGE SAND FILTER B 6.11.23 Type 1124-hr 1-Year Rainfall=3.00"
Prepared by Plott Hound Engineering PLLC Printed 6/21/2023
HydroCAD® 10.10-6a s/n 11998 ©2020 HydroCAD Software Solutions LLC Page 11
Hydrograph for Subcatchment 5S: BYPASS BUA
Time Precip. Excess Runoff Time Precip. Excess Runoff
(hours) (inches) (inches) (cfs) (hours) (inches) (inches) (cfs)
0.00 0.00 0.00 0.00 12.75 2.27 2.04 0.42
0.25 0.01 0.00 0.00 13.00 2.32 2.09 0.35
0.50 0.02 0.00 0.00 13.25 2.36 2.13 0.30
0.75 0.02 0.00 0.00 13.50 2.40 2.17 0.27
1.00 0.03 0.00 0.00 13.75 2.43 2.20 0.24
1.25 0.04 0.00 0.00 14.00 2.46 2.23 0.21
1.50 0.05 0.00 0.00 14.25 2.49 2.26 0.19
1.75 0.06 0.00 0.01 14.50 2.51 2.28 0.18
2.00 0.07 0.00 0.01 14.75 2.54 2.31 0.17
2.25 0.08 0.00 0.02 15.00 2.56 2.33 0.17
2.50 0.08 0.01 0.02 15.25 2.58 2.35 0.16
2.75 0.09 0.01 0.02 15.50 2.60 2.37 0.15
3.00 0.10 0.01 0.03 15.75 2.62 2.39 0.14
3.25 0.11 0.02 0.03 16.00 2.64 2.41 0.13
3.50 0.12 0.02 0.04 16.25 2.66 2.43 0.12
3.75 0.13 0.03 0.04 16.50 2.67 2.44 0.12
4.00 0.14 0.03 0.04 16.75 2.69 2.46 0.12
4.25 0.15 0.04 0.05 17.00 2.71 2.47 0.11
4.50 0.17 0.05 0.05 17.25 2.72 2.49 0.11
4.75 0.18 0.05 0.05 17.50 2.74 2.50 0.11
5.00 0.19 0.06 0.06 17.75 2.75 2.52 0.10
5.25 0.20 0.07 0.06 18.00 2.76 2.53 0.10
5.50 0.21 0.08 0.06 18.25 2.78 2.55 0.10
5.75 0.23 0.09 0.07 18.50 2.79 2.56 0.09
6.00 0.24 0.10 0.07 18.75 2.80 2.57 0.09
6.25 0.25 0.11 0.08 19.00 2.81 2.58 0.09
6.50 0.27 0.12 0.08 19.25 2.82 2.59 0.08
6.75 0.28 0.13 0.08 19.50 2.84 2.60 0.08
7.00 0.30 0.14 0.09 19.75 2.85 2.61 0.07
7.25 0.31 0.15 0.09 20.00 2.86 2.62 0.07
7.50 0.33 0.17 0.09
7.75 0.34 0.18 0.10
8.00 0.36 0.19 0.10
8.25 0.38 0.21 0.11
8.50 0.40 0.23 0.12
8.75 0.42 0.24 0.14
9.00 0.44 0.27 0.15
9.25 0.47 0.29 0.16
9.50 0.49 0.31 0.16
9.75 0.51 0.33 0.17
10.00 0.54 0.36 0.19
10.25 0.58 0.39 0.22
10.50 0.61 0.42 0.25
10.75 0.65 0.46 0.30
11.00 0.71 0.51 0.35
11.25 0.77 0.57 0.46
11.50 0.85 0.65 0.59
11.75 1.16 0.95 2.80
12.00 1.99 1.76 6.43
12.25 2.12 1.89 0.87
12.50 2.20 1.98 0.57

DAVIS VILLAGE
DAVIS VILLAGE SAND FILTER B 6.11.23 Type 1124-hr 1-Year Rainfall=3.00"
Prepared by Plott Hound Engineering PLLC Printed 6/21/2023
HydroCAD® 10.10-6a s/n 11998 ©2020 HydroCAD Software Solutions LLC Page 12
Summary for Pond 2P: FOREBAY
Inflow Area = 7.500 ac, 0.00% Impervious, Inflow Depth > 1.39" for 1-Year event
Inflow = 17.64 cfs @ 12.01 hrs, Volume= 0.872 af
Outflow = 6.21 cfs @ 12.17 hrs, Volume= 0.839 af, Atten= 65%, Lag= 9.7 min
Primary = 6.20 cfs @ 12.17 hrs, Volume= 0.837 af
Routed to Pond 4P : TOTAL
Secondary= 0.01 cfs @ 12.17 hrs, Volume= 0.002 af
Routed to Pond 3P : SAND FILTER
Tertiary = 0.00 cfs @ 0.00 hrs, Volume= 0.000 af
Routed to Pond 4P : TOTAL
Routing by Dyn-Stor-Ind method, Time Span= 0.00-20.00 hrs, dt= 0.05 hrs
Peak Elev= 576.75'@ 12.17 hrs Surf.Area= 8,213 sf Storage= 12,840 cf
Plug-Flow detention time=42.3 min calculated for 0.839 af(96% of inflow)
Center-of-Mass det. time=28.0 min ( 817.9 - 789.9 )
Volume Invert Avail.Storage Storage Description _
#1 575.00' 66,167 cf Custom Stage Data (Prismatic)Listed 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 9,280 8,874 23,771
579.00 13,874 11,577 35,348
580.00 15,391 14,633 49,980
581.00 16,983 16,187 66,167
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 Primary 577.50' 36.0" W x 6.0" H Vert. 6X36 IN 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 Primary 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
DAVIS VILLAGE SAND FILTER B 6.11.23 Type 1124-hr 1-Year Rainfall=3.00"
Prepared by Plott Hound Engineering PLLC Printed 6/21/2023
HydroCAD® 10.10-6a s/n 11998 ©2020 HydroCAD Software Solutions LLC Page 13
Primary OutFlow Max=6.18 cfs @ 12.17 hrs HW=576.74' TW=0.00' (Dynamic Tailwater)
—1=36" Culvert (Passes 0.00 cfs of 19.18 cfs potential flow)
L3=TOP OF OUTLET STRUCTURE( Controls 0.00 cfs)
—2=6X36 IN ORIFICE ( Controls 0.00 cfs)
—5=12" PIPE TO SF (Barrel Controls 6.18 cfs @ 3.93 fps)
Secondary OutFlow Max=0.01 cfs @ 12.17 hrs HW=576.74' TW=575.01' (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
Hydrograph
II 1 1 II 1 1 1 I I I 1 1 1 I I
z ._ _ 1 _L I _L I _L I _L 1 _H L I L I L I L ■Inflow
I
� fj 17.64
n �p�?�_� "�(� + •
i /19 ,/ / / - V Outflow•Primary
p 1�$��� -I- T — T —I— —I — fi —I — — Secondary■
Tertiary
18 z z i ItAI I I 1 1 1 1 1 I I III I III
16=/ i
/
15 / / zz
� - - 1- T - 1- T - I- T - I- T -1- T T -I- T -1 - T -I - T- -
1315" / / % T
124/ i / / / / L _I _ 1_ L _ 1_ L _ 1_ 1 _ 1_ L _1_ L L _I_ L _I _ L _I _ L _
11. / / / / / - - 1- 4 - 1- 4 — I- 4 — I— + —I— + + —I- 4 —I - 4 —I - 1— -
2. 10 i / — —I _ 1_ _ 1_ —[ _ I_ rt _ I_ 1 6.21 cfs fi —I— fi —1 — fi —I — 1— —
3 / /o 1
LL 9 / � i I 1 1 1 I I 1 I 6.20 cfs I I 1 1 1 I I
Ski / / / I 1 1 1 1 1 1 1 1 � III III
6� // / / L _1 _ 1_ L _ 1_ L _ ' ' _ 1_ 1 '/l _1_ L _I _ L _1 _ L _
3- �� ����������� ' ���������
10.00 0 i � �/ �t�
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
DAVIS VILLAGE SAND FILTER B 6.11.23 Type 1124-hr 1-Year Rainfall=3.00"
Prepared by Plott Hound Engineering PLLC Printed 6/21/2023
HydroCAD® 10.10-6a s/n 11998 ©2020 HydroCAD Software Solutions LLC Page 14
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 0.00 0 575.00 0.00 0.00 0.00 0.00
8.00 0.00 0 575.00 0.00 0.00 0.00 0.00
8.50 0.00 1 575.00 0.00 0.00 0.00 0.00
9.00 0.03 31 575.00 0.00 0.00 0.00 0.00
9.50 0.07 120 575.02 0.00 0.00 0.00 0.00
10.00 0.12 272 575.04 0.01 0.01 0.00 0.00
10.50 0.21 522 575.08 0.03 0.03 0.00 0.00
11.00 0.38 911 575.14 0.11 0.11 0.00 0.00
11.50 0.79 1,549 575.24 0.32 0.32 0.00 0.00
12.00 17.56 8,736 576.24 5.17 5.16 0.01 0.00
12.50 2.00 9,702 576.36 5.15 5.14 0.01 0.00
13.00 1.17 4,984 575.73 2.64 2.64 0.00 0.00
13.50 0.88 3,386 575.51 1.39 1.39 0.00 0.00
14.00 0.70 2,739 575.41 0.95 0.95 0.00 0.00
14.50 0.61 2,392 575.36 0.74 0.74 0.00 0.00
15.00 0.55 2,203 575.33 0.64 0.63 0.00 0.00
15.50 0.49 2,065 575.31 0.56 0.56 0.00 0.00
16.00 0.43 1,940 575.29 0.50 0.50 0.00 0.00
16.50 0.40 1,832 575.28 0.45 0.44 0.00 0.00
17.00 0.38 1,759 575.27 0.41 0.41 0.00 0.00
17.50 0.36 1,701 575.26 0.39 0.38 0.00 0.00
18.00 0.33 1,648 575.25 0.36 0.36 0.00 0.00
18.50 0.31 1,596 575.24 0.34 0.34 0.00 0.00
19.00 0.29 1,545 575.24 0.32 0.32 0.00 0.00
19.50 0.27 1,491 575.23 0.30 0.30 0.00 0.00
20.00 0.25 1,437 575.22 0.28 0.28 0.00 0.00

DAVIS VILLAGE
DAVIS VILLAGE SAND FILTER B 6.11.23 Type 1124-hr 1-Year Rainfall=3.00"
Prepared by Plott Hound Engineering PLLC Printed 6/21/2023
HydroCAD® 10.10-6a s/n 11998 ©2020 HydroCAD Software Solutions LLC Page 15
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 0.23 0.23 0.00 0.00
575.40 0.90 0.90 0.00 0.00
575.60 1.89 1.89 0.00 0.00
575.80 3.04 3.04 0.00 0.00
576.00 4.19 4.18 0.01 0.00
576.20 5.07 5.06 0.01 0.00
576.40 5.26 5.25 0.01 0.00
576.60 5.82 5.81 0.01 0.00
576.80 6.32 6.31 0.01 0.00
577.00 6.79 6.78 0.01 0.00
577.20 7.23 7.22 0.01 0.00
577.40 7.64 7.63 0.01 0.00
577.60 8.34 8.33 0.01 0.00
577.80 9.99 9.98 0.01 0.00
578.00 12.18 12.16 0.02 0.00
578.20 18.57 18.56 0.02 0.00
578.40 28.47 28.45 0.02 0.00
578.60 40.72 40.70 0.02 0.00
578.80 54.90 54.88 0.02 0.00
579.00 70.76 70.74 0.02 0.00
579.20 77.80 75.26 0.02 2.51
579.40 85.67 78.16 0.02 7.49
579.60 95.33 80.95 0.02 14.36
579.80 106.19 83.64 0.03 22.52
580.00 118.89 86.25 0.03 32.61
580.20 133.50 88.77 0.03 44.70
580.40 149.68 91.22 0.03 58.43
580.60 167.30 93.61 0.03 73.67
580.80 186.91 95.93 0.03 90.95
581.00 208.33 98.20 0.03 110.09

DAVIS VILLAGE
DAVIS VILLAGE SAND FILTER B 6.11.23 Type 1124-hr 1-Year Rainfall=3.00"
Prepared by Plott Hound Engineering PLLC Printed 6/21/2023
HydroCAD® 10.10-6a s/n 11998 ©2020 HydroCAD Software Solutions LLC Page 16
Stage-Area-Storage for Pond 2P: FOREBAY
Elevation Surface Storage Elevation Surface Storage
(feet) (sq-ft) (cubic-feet) (feet) (sq-ft) (cubic-feet)
575.00 6,453 0 580.10 15,550 51,527
575.10 6,551 650 580.20 15,709 53,090
575.20 6,650 1,310 580.30 15,869 54,669
575.30 6,748 1,980 580.40 16,028 56,264
575.40 6,847 2,660 580.50 16,187 57,875
575.50 6,945 3,350 580.60 16,346 59,501
575.60 7,043 4,049 580.70 16,505 61,144
575.70 7,142 4,758 580.80 16,665 62,802
575.80 7,240 5,477 580.90 16,824 64,477
575.90 7,339 6,206 581.00 16,983 66,167
576.00 7,437 6,945
576.10 7,540 7,694
576.20 7,643 8,453
576.30 7,746 9,222
576.40 7,849 10,002
576.50 7,952 10,792
576.60 8,055 11,593
576.70 8,158 12,403
576.80 8,261 13,224
576.90 8,364 14,055
577.00 8,467 14,897
577.10 8,548 15,748
577.20 8,630 16,607
577.30 8,711 17,474
577.40 8,792 18,349
577.50 8,874 19,232
577.60 8,955 20,124
577.70 9,036 21,023
577.80 9,117 21,931
577.90 9,199 22,847
578.00 9,280 23,771
578.10 9,739 24,721
578.20 10,199 25,718
578.30 10,658 26,761
578.40 11,118 27,850
578.50 11,577 28,985
578.60 12,036 30,165
578.70 12,496 31,392
578.80 12,955 32,665
578.90 13,415 33,983
579.00 13,874 35,348
579.10 14,026 36,742
579.20 14,177 38,153
579.30 14,329 39,578
579.40 14,481 41,018
579.50 14,633 42,474
579.60 14,784 43,945
579.70 14,936 45,431
579.80 15,088 46,932
579.90 15,239 48,448
580.00 15,391 49,980

DAVIS VILLAGE
DAVIS VILLAGE SAND FILTER B 6.11.23 Type 1124-hr 1-Year Rainfall=3.00"
Prepared by Plott Hound Engineering PLLC Printed 6/21/2023
HydroCAD® 10.10-6a s/n 11998 ©2020 HydroCAD Software Solutions LLC Page 17
Summary for Pond 3P: SAND FILTER
Inflow = 0.01 cfs @ 12.17 hrs, Volume= 0.002 af
Outflow = 0.00 cfs @ 13.69 hrs, Volume= 0.002 af, Atten= 69%, Lag= 91.1 min
Primary = 0.00 cfs @ 13.69 hrs, Volume= 0.002 af
Routed to Pond 4P : TOTAL
Routing by Dyn-Stor-Ind method, Time Span= 0.00-20.00 hrs, dt= 0.05 hrs
Peak Elev= 575.02'@ 13.69 hrs Surf.Area= 1,344 sf Storage= 28 cf
Plug-Flow detention time= 143.8 min calculated for 0.002 af(79% of inflow)
Center-of-Mass det. time=81.3 min ( 941.9 - 860.6 )
Volume Invert Avail.Storage Storage Description
#1 575.00' 45,537 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 2,958 2,656 6,311
579.00 13,864 8,411 14,722
580.00 15,391 14,628 29,350
581.00 16,983 16,187 45,537
Device Routing 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=0.00 cfs @ 13.69 hrs HW=575.02' TW=0.00' (Dynamic Tailwater)
4-1=FILTER MEDIA (Custom Controls 0.00 cfs)

DAVIS VILLAGE
DAVIS VILLAGE SAND FILTER B 6.11.23 Type 1124-hr 1-Year Rainfall=3.00"
Prepared by Plott Hound Engineering PLLC Printed 6/21/2023
HydroCAD® 10.10-6a s/n 11998 ©2020 HydroCAD Software Solutions LLC Page 18
Pond 3P: SAND FILTER
Hydrograph
I- — I. 1 -I— — I— —I -
- —I — T —1— —1 — 1— r — 1— —1 — 1 :- —1— —r — 1— —1 ■Inflow
0.01 i /7 —1 — T {—1— 7 — - —1 T — I— —I — T I o.oi cfs — p —I T 7 — )— —I — ❑Primary
00.00009'' / ' -Peak El$j/� :02�
=, /r I I I I I I 1 1 1 1 I I I 1 1
0.008-
0.008-' / —I StO =2$ c_f— 1 1 1 I I I I 1
0.007 ' / 1 1 1 1 1 1 1 1 1 1 1 / 1 1 LLL :
0.007i' / I I I I I I I0.006-' / _ _I — 1 —I— J — L —I — 1 — I— —I — L -1
0.006 / ) I T I _I L I T I I 1- -I / — —I— - — I- I -
w
0.0051i ,_ -1 — + —I— H — i— -I — + - 1— -1 — _H -1 — t —I— —I — — -1 —
LL o.0041ifi I t I -I 1— I t I I t 1 - t I —11 I -
0.0041 - fi I t I— —I 1— —I -r 1 1 fi 1 �i - fi 1 1 1— 1 -
0.0031 i
I T T T IT TI T F TI T T I I T 1 o.00 crs rA� —1 T T I -
0.002 /
0.00247 / I 1 1 1 1 1 1 1 1 1 1 i 1 �/������%-
0.0011 i � 1
0.0011i I 1 1II 11, 1 1 1 1
0.000- / ���..
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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
DAVIS VILLAGE SAND FILTER B 6.11.23 Type 1124-hr 1-Year Rainfall=3.00"
Prepared by Plott Hound Engineering PLLC Printed 6/21/2023
HydroCAD® 10.10-6a s/n 11998 ©2020 HydroCAD Software Solutions LLC Page 19
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 0 575.00 0.00
10.00 0.00 0 575.00 0.00
10.50 0.00 1 575.00 0.00
11.00 0.00 2 575.00 0.00
11.50 0.00 3 575.00 0.00
12.00 0.01 8 575.01 0.00
12.50 0.01 20 575.02 0.00
13.00 0.00 27 575.02 0.00
13.50 0.00 28 575.02 0.00
14.00 0.00 28 575.02 0.00
14.50 0.00 27 575.02 0.00
15.00 0.00 26 575.02 0.00
15.50 0.00 25 575.02 0.00
16.00 0.00 24 575.02 0.00
16.50 0.00 23 575.02 0.00
17.00 0.00 22 575.02 0.00
17.50 0.00 21 575.02 0.00
18.00 0.00 20 575.02 0.00
18.50 0.00 19 575.01 0.00
19.00 0.00 19 575.01 0.00
19.50 0.00 18 575.01 0.00
20.00 0.00 17 575.01 0.00

DAVIS VILLAGE
DAVIS VILLAGE SAND FILTER B 6.11.23 Type 1124-hr 1-Year Rainfall=3.00"
Prepared by Plott Hound Engineering PLLC Printed 6/21/2023
HydroCAD® 10.10-6a s/n 11998 ©2020 HydroCAD Software Solutions LLC Page 20
Stage-Discharge for Pond 3P: SAND FILTER
Elevation Primary Elevation Primary Elevation Primary
(feet) (cfs) (feet) (cfs) (feet) (cfs)
575.00 0.00 577.55 0.33 580.10 0.54
575.05 0.01 577.60 0.34 580.15 0.54
575.10 0.01 577.65 0.34 580.20 0.55
575.15 0.02 577.70 0.34 580.25 0.55
575.20 0.03 577.75 0.35 580.30 0.56
575.25 0.03 577.80 0.35 580.35 0.56
575.30 0.04 577.85 0.36 I 580.40 0.56
575.35 0.05 577.90 0.36 580.45 0.57
575.40 0.05 577.95 0.36 580.50 0.57
575.45 0.06 578.00 0.37 580.55 0.58
575.50 0.07 , 578.05 0.37 580.60 0.58
575.55 0.07 578.10 0.38 580.65 0.59
575.60 0.08 578.15 0.38 580.70 0.59
575.65 0.09 578.20 0.38 580.75 0.59
575.70 0.09 578.25 0.39 580.80 0.60
575.75 0.10 578.30 0.39 580.85 0.60
575.80 0.10 578.35 0.40 580.90 0.61
575.85 0.11 578.40 0.40 580.95 0.61
575.90 0.12 578.45 0.40 581.00 0.61
575.95 0.12 578.50 0.41
576.00 0.13 578.55 0.41
576.05 0.14 578.60 0.42
576.10 0.14 578.65 0.42
576.15 0.15 ' 578.70 0.43
576.20 0.16 578.75 0.43
576.25 0.16 578.80 0.43
576.30 0.17 ' 578.85 0.44
576.35 0.18 578.90 0.44
576.40 0.18 578.95 0.45
576.45 0.19 579.00 0.45
576.50 0.20 579.05 0.45
576.55 0.20 579.10 0.46
576.60 0.21 579.15 0.46
576.65 0.22 579.20 0.47
576.70 0.22 579.25 0.47
576.75 0.23 579.30 0.47
576.80 0.24 579.35 0.48
576.85 0.24 579.40 0.48
576.90 0.25 I 579.45 0.49
576.95 0.26 579.50 0.49
577.00 0.26 579.55 0.50
577.05 0.27 579.60 0.50
577.10 0.27 579.65 0.50
577.15 0.28 579.70 0.51
577.20 0.29 579.75 0.51
577.25 0.29 579.80 0.52
577.30 0.30 579.85 0.52
577.35 0.31 579.90 0.52
577.40 0.31 579.95 0.53
577.45 0.32 580.00 0.53
577.50 0.33 580.05 0.54

DAVIS VILLAGE
DAVIS VILLAGE SAND FILTER B 6.11.23 Type 1124-hr 1-Year Rainfall=3.00"
Prepared by Plott Hound Engineering PLLC Printed 6/21/2023
HydroCAD® 10.10-6a s/n 11998 ©2020 HydroCAD Software Solutions LLC Page 21
Stage-Area-Storage for Pond 3P: SAND FILTER
Elevation Surface Storage Elevation Surface Storage
(feet) (sq-ft) (cubic-feet) (feet) (sq-ft) (cubic-feet)
575.00 1,334 0 580.10 15,550 30,897
575.10 1,382 136 580.20 15,709 32,460
575.20 1,430 276 580.30 15,869 34,038
575.30 1,477 422 580.40 16,028 35,633
575.40 1,525 572 580.50 16,187 37,244
575.50 1,573 727 580.60 16,346 38,871
575.60 1,621 886 580.70 16,505 40,513
575.70 1,669 1,051 580.80 16,665 42,172
575.80 1,716 1,220 580.90 16,824 43,846
575.90 1,764 1,394 581.00 16,983 45,537
576.00 1,812 1,573
576.10 1,866 1,757
576.20 1,920 1,946
576.30 1,974 2,141
576.40 2,028 2,341
576.50 2,083 2,547
576.60 2,137 2,758
576.70 2,191 2,974
576.80 2,245 3,196
576.90 2,299 3,423
577.00 2,353 3,656
577.10 2,414 3,894
577.20 2,474 4,138
577.30 2,534 4,389
577.40 2,595 4,645
577.50 2,656 4,908
577.60 2,716 5,176
577.70 2,777 5,451
577.80 2,837 5,731
577.90 2,897 6,018
578.00 2,958 6,311
578.10 4,049 6,661
578.20 5,139 7,121
578.30 6,230 7,689
578.40 7,320 8,367
578.50 8,411 9,153
578.60 9,502 10,049
578.70 10,592 11,054
578.80 11,683 12,167
578.90 12,773 13,390
579.00 13,864 14,722
579.10 14,017 16,116
579.20 14,169 17,525
579.30 14,322 18,950
579.40 14,475 20,390
579.50 14,628 21,845
579.60 14,780 23,315
579.70 14,933 24,801
579.80 15,086 26,302
579.90 15,238 27,818
580.00 15,391 29,350

DAVIS VILLAGE
DAVIS VILLAGE SAND FILTER B 6.11.23 Type 1124-hr 1-Year Rainfall=3.00"
Prepared by Plott Hound Engineering PLLC Printed 6/21/2023
HydroCAD® 10.10-6a s/n 11998 ©2020 HydroCAD Software Solutions LLC Page 22
Summary for Pond 4P: TOTAL
Inflow Area = 9.300 ac, 19.35% Impervious, Inflow Depth > 1.59" for 1-Year event
Inflow = 11.98 cfs @ 11.97 hrs, Volume= 1.232 af
Primary = 11.98 cfs @ 11.97 hrs, Volume= 1.232 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
Hydrograph
/ 1 I I 1 I I I I 1
I ❑ Inflow
13 I I I I 111.98 cfs r 1 1 1 D Primary 1
12
Inflow Area=9.300 ac 1lii98cfsi
1 1 1 1 1 1 1
10� / A- -I- fi - I- -1 - fi - I- -I -
g
I I I I I I / I I
v 7� / ,f` —I— 4 — I— —I — 4 — I— —I — 4 — I— —I — �� -I — 4 — I— — — — I— —I — -
3 = / I I I I I I I I I I
LL B� fi 1 1 1 1 1 1Oit
� 1 1 1 1 1
51/ fi —I— 1 I— —I — rt - 1- -1 rt - 1 - 1 rt I— — — rt — I— — -
= /
I 1 I I 1 I ` _ I_ _I _ 1 _ I_ _I
4 _ I 1
I I I I I I I / �� I I I I I
3 1 1 1 1 1 1 I 1
2 4 — I— —I — 4 — I— —I �� '��� - 1- -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
DAVIS VILLAGE SAND FILTER B 6.11.23 Type 1124-hr 1-Year Rainfall=3.00"
Prepared by Plott Hound Engineering PLLC Printed 6/21/2023
HydroCAD® 10.10-6a s/n 11998 ©2020 HydroCAD Software Solutions LLC Page 23
Hydrograph for Pond 4P: TOTAL
Time Inflow Elevation Primary Time Inflow Elevation Primary
(hours) (cfs) (feet) (cfs) (hours) (cfs) (feet) (cfs)
0.00 0.00 0.00 12.75 4.51 4.51
0.25 0.00 0.00 13.00 2.99 2.99
0.50 0.00 0.00 13.25 2.14 2.14
0.75 0.00 0.00 13.50 1.66 1.66
1.00 0.00 0.00 13.75 1.36 1.36
1.25 0.00 0.00 14.00 1.16 1.16
1.50 0.00 0.00 14.25 1.02 1.02
1.75 0.01 0.01 14.50 0.93 0.93
2.00 0.01 0.01 14.75 0.86 0.86
2.25 0.02 0.02 15.00 0.80 0.80
2.50 0.02 0.02 15.25 0.75 0.75
2.75 0.02 0.02 15.50 0.71 0.71
3.00 0.03 0.03 15.75 0.67 0.67
3.25 0.03 0.03 16.00 0.63 0.63
3.50 0.04 0.04 16.25 0.59 0.59
3.75 0.04 0.04 16.50 0.57 0.57
4.00 0.04 0.04 16.75 0.54 0.54
4.25 0.05 0.05 17.00 0.52 0.52
4.50 0.05 0.05 17.25 0.51 0.51
4.75 0.05 0.05 17.50 0.49 0.49
5.00 0.06 0.06 17.75 0.48 0.48
5.25 0.06 0.06 18.00 0.46 0.46
5.50 0.06 0.06 18.25 0.45 0.45
5.75 0.07 0.07 18.50 0.43 0.43
6.00 0.07 0.07 18.75 0.42 0.42
6.25 0.08 0.08 19.00 0.40 0.40
6.50 0.08 0.08 19.25 0.39 0.39
6.75 0.08 0.08 19.50 0.38 0.38
7.00 0.09 0.09 19.75 0.36 0.36
7.25 0.09 0.09 20.00 0.35 0.35
7.50 0.09 0.09
7.75 0.10 0.10
8.00 0.10 0.10
8.25 0.11 0.11
8.50 0.12 0.12
8.75 0.14 0.14
9.00 0.15 0.15
9.25 0.16 0.16
9.50 0.16 0.16
9.75 0.18 0.18
10.00 0.20 0.20
10.25 0.24 0.24
10.50 0.29 0.29
10.75 0.36 0.36
11.00 0.46 0.46
11.25 0.64 0.64
11.50 0.91 0.91
11.75 3.64 3.64
12.00 11.59 11.59
12.25 6.94 6.94
12.50 5.71 5.71

DAVIS VILLAGE
DAVIS VILLAGE SAND FILTER B 6.11.23 Type 11 6-hr 10-Year Rainfall=3.75"
Prepared by Plott Hound Engineering PLLC Printed 6/21/2023
HydroCAD® 10.10-6a s/n 11998 ©2020 HydroCAD Software Solutions LLC Page 24
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 af
SubcatchmentlS: POST TO SAND FILTER B Runoff Area=7.500 ac 0.00% Impervious Runoff Depth=2.15"
Tc=9.4 min CN=84 Runoff=35.35 cfs 1.345 af
Subcatchment5S: BYPASS BUA Runoff Area=1.800 ac 100.00% Impervious Runoff Depth=3.52"
Tc=5.0 min CN=98 Runoff=13.70 cfs 0.527 af
Pond 2P: FOREBAY Peak Elev=578.08' Storage=24,511 cf Inflow=35.35 cfs 1.345 af
Primary=13.97 cfs 1.339 af Secondary=0.02 cfs 0.002 af Tertiary=0.00 cfs 0.000 af Outflow=13.98 cfs 1.342 af
Pond 3P: SAND FILTER Peak EIev=575.04' Storage=48 cf Inflow=0.02 cfs 0.002 af
Outflow=0.00 cfs 0.002 af
Pond 4P: TOTAL Inflow=19.48 cfs 1.869 af
Primary=19.48 cfs 1.869 af
Total Runoff Area = 19.700 ac Runoff Volume = 3.738 af Average Runoff Depth = 2.28"
90.86% Pervious = 17.900 ac 9.14% Impervious = 1.800 ac

DAVIS VILLAGE
DAVIS VILLAGE SAND FILTER B 6.11.23 Type 11 6-hr 10-Year Rainfall=3.75"
Prepared by Plott Hound Engineering PLLC Printed 6/21/2023
HydroCAD® 10.10-6a s/n 11998 ©2020 HydroCAD Software Solutions LLC Page 25
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 Waterway Kv= 15.0 fps
17.7 950 Total
Subcatchment OS: PRE - DEVELOPMENT
Hydrograph
1 1 I 1 1 I I I I I I I I I I I I I
40 -1- I 1 I I I I I I I I I I I I I I - •Runoff
38;:,/ , -1- 1 37.o9 cfs 1 1 I I 1 I I 1 1 I 1 1 I 1 1 I -
364-/ , 1 1 1 1 I I 1 I I 1 1 I 1 1 I ITypeiu -
344 -I- _I - -I - _1 - 1_ -I- _I - H - I- -I - _1 - H - I- -I - 4 - v "
32 -I- _I - - I- -I - _1 - 1_ -I- _I - H - I- -I - _1 - H - l- -I - 4 - 1 I— -
304-/ — I -11- 1 4 1- 1 -I H 10-Y .eat RaitifaH=a " -
284-/ - - _1 1 - -1 - -1 - 1- -1- -I - H - I- -1 - -1 - H - I- -I - H - i- -I- -
26 � -1- H - I- -1 - 4 - 1— -I— H — + - 1—Ruf ffArea 1-O40,O-ac -
y 24 I _[ - -1 - rt I- 1 - -r 1 ft.1 -
oio
1 r 11110 Delpth 2-.T5"
16
14 I I I I I 1 ' ow Itength-95O'
1
104 ,_ I I I I 1 I 1 1 "I -
8 ,- ,_ _I 1 I I I I 1 I 1 1 I 1G 4
0/ 1 _ I I 1 I I I I I I I
4 , , .,- 1 I 1 1 I 1 1 I
X.
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
DAVIS VILLAGE SAND FILTER B 6.11.23 Type 11 6-hr 10-Year Rainfall=3.75"
Prepared by Plott Hound Engineering PLLC Printed 6/21/2023
HydroCAD® 10.10-6a s/n 11998 ©2020 HydroCAD Software Solutions LLC Page 26
Hydrograph for Subcatchment OS: PRE - DEVELOPMENT
Time Precip. Excess Runoff Time Precip. Excess Runoff
(hours) (inches) (inches) (cfs) (hours) (inches) (inches) (cfs)
0.00 0.00 0.00 0.00 12.75 3.75 2.15 0.00
0.25 0.04 0.00 0.00 13.00 3.75 2.15 0.00
0.50 0.08 0.00 0.00 13.25 3.75 2.15 0.00
0.75 0.13 0.00 0.00 13.50 3.75 2.15 0.00
1.00 0.18 0.00 0.00 13.75 3.75 2.15 0.00
1.25 0.24 0.00 0.00 14.00 3.75 2.15 0.00
1.50 0.30 0.00 0.00 14.25 3.75 2.15 0.00
1.75 0.38 0.00 0.00 14.50 3.75 2.15 0.00
2.00 0.47 0.00 0.04 14.75 3.75 2.15 0.00
2.25 0.58 0.02 0.34 15.00 3.75 2.15 0.00
2.50 0.72 0.05 0.93 15.25 3.75 2.15 0.00
2.75 1.27 0.28 3.63 15.50 3.75 2.15 0.00
3.00 2.74 1.30 26.64 15.75 3.75 2.15 0.00
3.25 2.97 1.49 23.15 16.00 3.75 2.15 0.00
3.50 3.12 1.62 8.55 16.25 3.75 2.15 0.00
3.75 3.23 1.71 4.78 16.50 3.75 2.15 0.00
4.00 3.32 1.78 3.57 16.75 3.75 2.15 0.00
4.25 3.39 1.85 2.97 17.00 3.75 2.15 0.00
4.50 3.46 1.90 2.59 17.25 3.75 2.15 0.00
4.75 3.52 1.95 2.28 17.50 3.75 2.15 0.00
5.00 3.57 2.00 2.03 17.75 3.75 2.15 0.00
5.25 3.62 2.04 1.82 18.00 3.75 2.15 0.00
5.50 3.67 2.08 1.70 18.25 3.75 2.15 0.00
5.75 3.71 2.12 1.62 18.50 3.75 2.15 0.00
6.00 3.75 2.15 1.54 18.75 3.75 2.15 0.00
6.25 3.75 2.15 0.75 19.00 3.75 2.15 0.00
6.50 3.75 2.15 0.09 19.25 3.75 2.15 0.00
6.75 3.75 2.15 0.01 19.50 3.75 2.15 0.00
7.00 3.75 2.15 0.00 19.75 3.75 2.15 0.00
7.25 3.75 2.15 0.00 20.00 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

DAVIS VILLAGE
DAVIS VILLAGE SAND FILTER B 6.11.23 Type 11 6-hr 10-Year Rainfall=3.75"
Prepared by Plott Hound Engineering PLLC Printed 6/21/2023
HydroCAD® 10.10-6a s/n 11998 ©2020 HydroCAD Software Solutions LLC Page 27
Summary for Subcatchment 1S: POST TO SAND FILTER B
Runoff = 35.35 cfs @ 3.01 hrs, Volume= 1.345 af, Depth= 2.15"
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 84 45% IMPERVIOUS, HSG D
7.500 100.00% Pervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
9.4 Direct Entry, STORM SEWERS CALC
Subcatchment 1S: POST TO SAND FILTER B
Hydrograph
/
38' 1 I 1 I I 1 I I I I I I I I I I ■Runoff
36� _ _ 35 35. cfs I I I 1 I I 1 I 1 1 I 1 1 I
34 1 eIn
32� _ _1_ I I I I I I I 4I ,, _
30� 1 1 I I I I I 1 I ,1I �-1111
28 ,_ _1_ 1 1 1 I 1 1 1G--Yeat R'airifall= 7-5" —
26 1 1 1 1 I 1 1 I I I I I I I I
24 I_ _I / I 1 I 1 I Wunof1 Area=71.5OO ac -
224-/ I I I11-o `1_E-1--__ 1 =T.3- r
_c 18 1 I I 1 I 1 1 1 - R nigi Delptli-2 -5r —
u 16� _I_ _1 _ I_ _I _ A _ L _1_ J _ L _ I_ _1 _ A _ L _ 1_ _I _ L _ L 1_ _
14 _ _ A I 1 1 I 1 I I TIc_=.41 min _
12 -/ ,_ II 1 I 1 I I 1
10 ,_ -I- I - 1- -I - 1 - L -I_ J - L - 1- _I - J - L - 1_ _I - I _
6 r _I 1 _ L _ I _ L _ I_ _I _ J _ L _ I I _ I _ L 1_ _
4 ,- -I- - ' J - L I - 1 I I A L I 1 - L - -
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
DAVIS VILLAGE SAND FILTER B 6.11.23 Type 11 6-hr 10-Year Rainfall=3.75"
Prepared by Plott Hound Engineering PLLC Printed 6/21/2023
HydroCAD® 10.10-6a s/n 11998 ©2020 HydroCAD Software Solutions LLC Page 28
Hydrograph for Subcatchment 1S: POST TO SAND FILTER B
Time Precip. Excess Runoff Time Precip. Excess Runoff
(hours) (inches) (inches) (cfs) (hours) (inches) (inches) (cfs)
0.00 0.00 0.00 0.00 12.75 3.75 2.15 0.00
0.25 0.04 0.00 0.00 13.00 3.75 2.15 0.00
0.50 0.08 0.00 0.00 13.25 3.75 2.15 0.00
0.75 0.13 0.00 0.00 13.50 3.75 2.15 0.00
1.00 0.18 0.00 0.00 13.75 3.75 2.15 0.00
1.25 0.24 0.00 0.00 14.00 3.75 2.15 0.00
1.50 0.30 0.00 0.00 14.25 3.75 2.15 0.00
1.75 0.38 0.00 0.00 14.50 3.75 2.15 0.00
2.00 0.47 0.00 0.10 14.75 3.75 2.15 0.00
2.25 0.58 0.02 0.41 15.00 3.75 2.15 0.00
2.50 0.72 0.05 0.95 15.25 3.75 2.15 0.00
2.75 1.27 0.28 5.99 15.50 3.75 2.15 0.00
3.00 2.74 1.30 35.15 15.75 3.75 2.15 0.00
3.25 2.97 1.49 7.38 16.00 3.75 2.15 0.00
3.50 3.12 1.62 3.98 16.25 3.75 2.15 0.00
3.75 3.23 1.71 2.76 16.50 3.75 2.15 0.00
4.00 3.32 1.78 2.32 16.75 3.75 2.15 0.00
4.25 3.39 1.85 1.98 17.00 3.75 2.15 0.00
4.50 3.46 1.90 1.75 17.25 3.75 2.15 0.00
4.75 3.52 1.95 1.54 17.50 3.75 2.15 0.00
5.00 3.57 2.00 1.38 17.75 3.75 2.15 0.00
5.25 3.62 2.04 1.26 18.00 3.75 2.15 0.00
5.50 3.67 2.08 1.20 18.25 3.75 2.15 0.00
5.75 3.71 2.12 1.14 18.50 3.75 2.15 0.00
6.00 3.75 2.15 1.08 18.75 3.75 2.15 0.00
6.25 3.75 2.15 0.09 19.00 3.75 2.15 0.00
6.50 3.75 2.15 0.00 19.25 3.75 2.15 0.00
6.75 3.75 2.15 0.00 19.50 3.75 2.15 0.00
7.00 3.75 2.15 0.00 19.75 3.75 2.15 0.00
7.25 3.75 2.15 0.00 20.00 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

DAVIS VILLAGE
DAVIS VILLAGE SAND FILTER B 6.11.23 Type 11 6-hr 10-Year Rainfall=3.75"
Prepared by Plott Hound Engineering PLLC Printed 6/21/2023
HydroCAD® 10.10-6a s/n 11998 ©2020 HydroCAD Software Solutions LLC Page 29
Summary for Subcatchment 5S: BYPASS BUA
Runoff = 13.70 cfs @ 2.95 hrs, Volume= 0.527 af, Depth= 3.52"
Routed to Pond 4P : TOTAL
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
1.800 98 BYPASS BUA
1.800 100.00% Impervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
5.0 Direct Entry,
Subcatchment 5S: BYPASS BUA
Hydrograph
I L I — — L — I— H H I -
15� I I I I I I i I I I 1 1 I 1 1 I ■Runoff
14� T 1 113.70 cfs I I I 1 I I 1 1 I 1 1 I 1 1 I
13� 1 1
�Ih
12� 1 1 L I J L I I _ L I I �_L L6-1 r
11 I O �'ai�fall 7�"
10� I I I I I
T — I T -Runoff Area=1- 8-OO-ac -
y - —1— — —I — — —1— — — —
8� utlo111 Ylol�m�= .5 1
c 7 I _mini "H
6� I I I I I I T nI I
1 I 1 I 1 1 1 1 1 1� rrnin 1 I 1 I I I I I I I I I
I 1 1 I 1 1 I 1 1 1
1- —1— + - - 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
DAVIS VILLAGE SAND FILTER B 6.11.23 Type 11 6-hr 10-Year Rainfall=3.75"
Prepared by Plott Hound Engineering PLLC Printed 6/21/2023
HydroCAD® 10.10-6a s/n 11998 ©2020 HydroCAD Software Solutions LLC Page 30
Hydrograph for Subcatchment 5S: BYPASS BUA
Time Precip. Excess Runoff Time Precip. Excess Runoff
(hours) (inches) (inches) (cfs) (hours) (inches) (inches) (cfs)
0.00 0.00 0.00 0.00 12.75 3.75 3.52 0.00
0.25 0.04 0.00 0.00 13.00 3.75 3.52 0.00
0.50 0.08 0.01 0.08 13.25 3.75 3.52 0.00
0.75 0.13 0.03 0.16 13.50 3.75 3.52 0.00
1.00 0.18 0.06 0.23 13.75 3.75 3.52 0.00
1.25 0.24 0.10 0.30 14.00 3.75 3.52 0.00
1.50 0.30 0.15 0.38 14.25 3.75 3.52 0.00
1.75 0.38 0.21 0.48 14.50 3.75 3.52 0.00
2.00 0.47 0.29 0.59 14.75 3.75 3.52 0.00
2.25 0.58 0.39 0.78 15.00 3.75 3.52 0.00
2.50 0.72 0.52 1.02 15.25 3.75 3.52 0.00
2.75 1.27 1.06 4.95 15.50 3.75 3.52 0.00
3.00 2.74 2.51 11.42 15.75 3.75 3.52 0.00
3.25 2.97 2.74 1.55 16.00 3.75 3.52 0.00
3.50 3.12 2.89 1.00 16.25 3.75 3.52 0.00
3.75 3.23 3.00 0.75 16.50 3.75 3.52 0.00
4.00 3.32 3.08 0.62 16.75 3.75 3.52 0.00
4.25 3.39 3.16 0.54 17.00 3.75 3.52 0.00
4.50 3.46 3.23 0.47 17.25 3.75 3.52 0.00
4.75 3.52 3.29 0.42 17.50 3.75 3.52 0.00
5.00 3.57 3.34 0.37 17.75 3.75 3.52 0.00
5.25 3.62 3.39 0.34 18.00 3.75 3.52 0.00
5.50 3.67 3.43 0.33 18.25 3.75 3.52 0.00
5.75 3.71 3.47 0.31 18.50 3.75 3.52 0.00
6.00 3.75 3.52 0.29 18.75 3.75 3.52 0.00
6.25 3.75 3.52 0.00 19.00 3.75 3.52 0.00
6.50 3.75 3.52 0.00 19.25 3.75 3.52 0.00
6.75 3.75 3.52 0.00 19.50 3.75 3.52 0.00
7.00 3.75 3.52 0.00 19.75 3.75 3.52 0.00
7.25 3.75 3.52 0.00 20.00 3.75 3.52 0.00
7.50 3.75 3.52 0.00
7.75 3.75 3.52 0.00
8.00 3.75 3.52 0.00
8.25 3.75 3.52 0.00
8.50 3.75 3.52 0.00
8.75 3.75 3.52 0.00
9.00 3.75 3.52 0.00
9.25 3.75 3.52 0.00
9.50 3.75 3.52 0.00
9.75 3.75 3.52 0.00
10.00 3.75 3.52 0.00
10.25 3.75 3.52 0.00
10.50 3.75 3.52 0.00
10.75 3.75 3.52 0.00
11.00 3.75 3.52 0.00
11.25 3.75 3.52 0.00
11.50 3.75 3.52 0.00
11.75 3.75 3.52 0.00
12.00 3.75 3.52 0.00
12.25 3.75 3.52 0.00
12.50 3.75 3.52 0.00

DAVIS VILLAGE
DAVIS VILLAGE SAND FILTER B 6.11.23 Type II 6-hr 10-Year Rainfall=3.75"
Prepared by Plott Hound Engineering PLLC Printed 6/21/2023
HydroCAD® 10.10-6a s/n 11998 ©2020 HydroCAD Software Solutions LLC Page 31
Summary for Pond 2P: FOREBAY
Inflow Area = 7.500 ac, 0.00% Impervious, Inflow Depth = 2.15" for 10-Year event
Inflow = 35.35 cfs @ 3.01 hrs, Volume= 1.345 af
Outflow = 13.98 cfs @ 3.16 hrs, Volume= 1.342 af, Atten= 60%, Lag= 9.0 min
Primary = 13.97 cfs @ 3.16 hrs, Volume= 1.339 af
Routed to Pond 4P : TOTAL
Secondary= 0.02 cfs @ 3.16 hrs, Volume= 0.002 af
Routed to Pond 3P : SAND FILTER
Tertiary = 0.00 cfs @ 0.00 hrs, Volume= 0.000 af
Routed to Pond 4P : TOTAL
Routing by Dyn-Stor-Ind method, Time Span= 0.00-20.00 hrs, dt= 0.05 hrs
Peak Elev= 578.08'@ 3.16 hrs Surf.Area= 9,639 sf Storage= 24,511 cf
Plug-Flow detention time=37.9 min calculated for 1.342 af(100% of inflow)
Center-of-Mass det. time= 37.4 min ( 244.1 - 206.8 )
Volume Invert Avail.Storage Storage Description
#1 575.00' 66,167 cf Custom Stage Data (Prismatic)Listed 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 9,280 8,874 23,771
579.00 13,874 11,577 35,348
580.00 15,391 14,633 49,980
581.00 16,983 16,187 66,167
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 Primary 577.50' 36.0" W x 6.0" H Vert. 6X36 IN 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 Primary 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
DAVIS VILLAGE SAND FILTER B 6.11.23 Type 11 6-hr 10-Year Rainfall=3.75"
Prepared by Plott Hound Engineering PLLC Printed 6/21/2023
HydroCAD® 10.10-6a s/n 11998 ©2020 HydroCAD Software Solutions LLC Page 32
Primary OutFlow Max=13.70 cfs @ 3.16 hrs HW=578.07' TW=0.00' (Dynamic Tailwater)
—1=36" Culvert (Passes 0.89 cfs of 42.60 cfs potential flow)
L3=TOP OF OUTLET STRUCTURE(Weir Controls 0.89 cfs @ 0.84 fps)
—2=6X36 IN ORIFICE (Orifice Controls 3.94 cfs @ 2.63 fps)
—5=12" PIPE TO SF (Barrel Controls 8.87 cfs @ 5.65 fps)
Secondary OutFlow Max=0.02 cfs © 3.16 hrs HW=578.06' 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
Hydrograph
1 1 1 1 1 I 1 1 1 1 I I I 1 1 1 I I
L J I L I L I 1 I L I L I L I L I L I L ■Inflow
j H 135.35 cfs I •+ �p�_ L�(�� �+ •Primary
w
rt rt �IQ T'"` `r" "f�f' •Seconary
38 / / / z 1 1 1 1 I - ' ' ' 1 1 1 peak'Erev=_57$1.O@. ■Tertiary
36 r �
I I I I I I I I I I A I I I II I �J�II
34 i z z • / — - 1 1 —[ — I —[ 1 —L 1 OI'�g� �37�11
32i'/ / / , // / — H — 1 — 1— H — I— H — I— + —1— + —1— + —1— H —1 — H —1 — I— —
3O / / • / rT - 1 — I— T — I— T — I— T —I— T —I— T —I— T —I — T —I — T -
264/ / i26 / / / I I I I I I I I I I I I I I I I I I
244/ / / / / / L J — 1 — I— L — I— 1 — I— L —I_ L _I— L _I— L —I — L —I — L —
t224/ ii , // / I— A13.98cfs — 1— —I — I— 4 — I— 4 —1— 4 —I— -L —I— —1 — —I — I— -
18/ / / / / I13F'i
97cfs ' — 1- —I — I— rt — I— rt -1— rt —I— fi —I— fi -1 — fi —I — I— —
LL 161 / i , I I I I I I I I I I I I I I
_ I I I I I I I I I I I I I
6� , /
44, / �///0.02 cfs //////////
I 0.00 ifs �/ �������������������/ - / ///
0 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
DAVIS VILLAGE SAND FILTER B 6.11.23 Type 11 6-hr 10-Year Rainfall=3.75"
Prepared by Plott Hound Engineering PLLC Printed 6/21/2023
HydroCAD® 10.10-6a s/n 11998 ©2020 HydroCAD Software Solutions LLC Page 33
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 0.10 24 575.00 0.00 0.00 0.00 0.00
2.50 0.95 804 575.12 0.09 0.08 0.00 0.00
3.00 35.15 15,631 577.09 6.98 6.97 0.01 0.00
3.50 3.98 19,557 577.54 7.98 7.97 0.01 0.00
4.00 2.32 12,157 576.67 6.00 5.99 0.01 0.00
4.50 1.75 6,601 575.95 3.93 3.93 0.01 0.00
5.00 1.38 4,285 575.63 2.08 2.07 0.00 0.00
5.50 1.20 3,478 575.52 1.46 1.46 0.00 0.00
6.00 1.08 3,141 575.47 1.22 1.22 0.00 0.00
6.50 0.00 2,054 575.31 0.56 0.55 0.00 0.00
7.00 0.00 1,375 575.21 0.25 0.25 0.00 0.00
7.50 0.00 1,033 575.16 0.14 0.14 0.00 0.00
8.00 0.00 828 575.13 0.09 0.09 0.00 0.00
8.50 0.00 693 575.11 0.06 0.06 0.00 0.00
9.00 0.00 596 575.09 0.05 0.05 0.00 0.00
9.50 0.00 524 575.08 0.04 0.03 0.00 0.00
10.00 0.00 468 575.07 0.03 0.03 0.00 0.00
10.50 0.00 424 575.07 0.02 0.02 0.00 0.00
11.00 0.00 387 575.06 0.02 0.02 0.00 0.00
11.50 0.00 357 575.06 0.02 0.02 0.00 0.00
12.00 0.00 331 575.05 0.01 0.01 0.00 0.00
12.50 0.00 308 575.05 0.01 0.01 0.00 0.00
13.00 0.00 289 575.04 0.01 0.01 0.00 0.00
13.50 0.00 272 575.04 0.01 0.01 0.00 0.00
14.00 0.00 257 575.04 0.01 0.01 0.00 0.00
14.50 0.00 244 575.04 0.01 0.01 0.00 0.00
15.00 0.00 232 575.04 0.01 0.01 0.00 0.00
15.50 0.00 221 575.03 0.01 0.01 0.00 0.00
16.00 0.00 211 575.03 0.01 0.00 0.00 0.00
16.50 0.00 203 575.03 0.00 0.00 0.00 0.00
17.00 0.00 194 575.03 0.00 0.00 0.00 0.00
17.50 0.00 187 575.03 0.00 0.00 0.00 0.00
18.00 0.00 180 575.03 0.00 0.00 0.00 0.00
18.50 0.00 174 575.03 0.00 0.00 0.00 0.00
19.00 0.00 168 575.03 0.00 0.00 0.00 0.00
19.50 0.00 162 575.03 0.00 0.00 0.00 0.00
20.00 0.00 157 575.02 0.00 0.00 0.00 0.00

DAVIS VILLAGE
DAVIS VILLAGE SAND FILTER B 6.11.23 Type 11 6-hr 10-Year Rainfall=3.75"
Prepared by Plott Hound Engineering PLLC Printed 6/21/2023
HydroCAD® 10.10-6a s/n 11998 ©2020 HydroCAD Software Solutions LLC Page 34
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 0.23 0.23 0.00 0.00
575.40 0.90 0.90 0.00 0.00
575.60 1.89 1.89 0.00 0.00
575.80 3.04 3.04 0.00 0.00
576.00 4.19 4.18 0.01 0.00
576.20 5.07 5.06 0.01 0.00
576.40 5.26 5.25 0.01 0.00
576.60 5.82 5.81 0.01 0.00
576.80 6.32 6.31 0.01 0.00
577.00 6.79 6.78 0.01 0.00
577.20 7.23 7.22 0.01 0.00
577.40 7.64 7.63 0.01 0.00
577.60 8.34 8.33 0.01 0.00
577.80 9.99 9.98 0.01 0.00
578.00 12.18 12.16 0.02 0.00
578.20 18.57 18.56 0.02 0.00
578.40 28.47 28.45 0.02 0.00
578.60 40.72 40.70 0.02 0.00
578.80 54.90 54.88 0.02 0.00
579.00 70.76 70.74 0.02 0.00
579.20 77.80 75.26 0.02 2.51
579.40 85.67 78.16 0.02 7.49
579.60 95.33 80.95 0.02 14.36
579.80 106.19 83.64 0.03 22.52
580.00 118.89 86.25 0.03 32.61
580.20 133.50 88.77 0.03 44.70
580.40 149.68 91.22 0.03 58.43
580.60 167.30 93.61 0.03 73.67
580.80 186.91 95.93 0.03 90.95
581.00 208.33 98.20 0.03 110.09

DAVIS VILLAGE
DAVIS VILLAGE SAND FILTER B 6.11.23 Type 11 6-hr 10-Year Rainfall=3.75"
Prepared by Plott Hound Engineering PLLC Printed 6/21/2023
HydroCAD® 10.10-6a s/n 11998 ©2020 HydroCAD Software Solutions LLC Page 35
Stage-Area-Storage for Pond 2P: FOREBAY
Elevation Surface Storage Elevation Surface Storage
(feet) (sq-ft) (cubic-feet) (feet) (sq-ft) (cubic-feet)
575.00 6,453 0 580.10 15,550 51,527
575.10 6,551 650 580.20 15,709 53,090
575.20 6,650 1,310 580.30 15,869 54,669
575.30 6,748 1,980 580.40 16,028 56,264
575.40 6,847 2,660 580.50 16,187 57,875
575.50 6,945 3,350 580.60 16,346 59,501
575.60 7,043 4,049 580.70 16,505 61,144
575.70 7,142 4,758 580.80 16,665 62,802
575.80 7,240 5,477 580.90 16,824 64,477
575.90 7,339 6,206 581.00 16,983 66,167
576.00 7,437 6,945
576.10 7,540 7,694
576.20 7,643 8,453
576.30 7,746 9,222
576.40 7,849 10,002
576.50 7,952 10,792
576.60 8,055 11,593
576.70 8,158 12,403
576.80 8,261 13,224
576.90 8,364 14,055
577.00 8,467 14,897
577.10 8,548 15,748
577.20 8,630 16,607
577.30 8,711 17,474
577.40 8,792 18,349
577.50 8,874 19,232
577.60 8,955 20,124
577.70 9,036 21,023
577.80 9,117 21,931
577.90 9,199 22,847
578.00 9,280 23,771
578.10 9,739 24,721
578.20 10,199 25,718
578.30 10,658 26,761
578.40 11,118 27,850
578.50 11,577 28,985
578.60 12,036 30,165
578.70 12,496 31,392
578.80 12,955 32,665
578.90 13,415 33,983
579.00 13,874 35,348
579.10 14,026 36,742
579.20 14,177 38,153
579.30 14,329 39,578
579.40 14,481 41,018
579.50 14,633 42,474
579.60 14,784 43,945
579.70 14,936 45,431
579.80 15,088 46,932
579.90 15,239 48,448
580.00 15,391 49,980

DAVIS VILLAGE
DAVIS VILLAGE SAND FILTER B 6.11.23 Type 11 6-hr 10-Year Rainfall=3.75"
Prepared by Plott Hound Engineering PLLC Printed 6/21/2023
HydroCAD® 10.10-6a s/n 11998 ©2020 HydroCAD Software Solutions LLC Page 36
Summary for Pond 3P: SAND FILTER
Inflow = 0.02 cfs @ 3.16 hrs, Volume= 0.002 af
Outflow = 0.00 cfs @ 4.71 hrs, Volume= 0.002 af, Atten= 72%, Lag= 92.6 min
Primary = 0.00 cfs @ 4.71 hrs, Volume= 0.002 af
Routed to Pond 4P : TOTAL
Routing by Dyn-Stor-Ind method, Time Span= 0.00-20.00 hrs, dt= 0.05 hrs
Peak Elev= 575.04'@ 4.71 hrs Surf.Area= 1,351 sf Storage= 48 cf
Plug-Flow detention time= 168.1 min calculated for 0.002 af(98% of inflow)
Center-of-Mass det. time= 151.5 min ( 462.4 - 310.8 )
Volume Invert Avail.Storage Storage Description
#1 575.00' 45,537 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 2,958 2,656 6,311
579.00 13,864 8,411 14,722
580.00 15,391 14,628 29,350
581.00 16,983 16,187 45,537
Device Routing 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=0.00 cfs @ 4.71 hrs HW=575.04' TW=0.00' (Dynamic Tailwater)
4-1=FILTER MEDIA (Custom Controls 0.00 cfs)

DAVIS VILLAGE
DAVIS VILLAGE SAND FILTER B 6.11.23 Type 11 6-hr 10-Year Rainfall=3.75"
Prepared by Plott Hound Engineering PLLC Printed 6/21/2023
HydroCAD® 10.10-6a s/n 11998 ©2020 HydroCAD Software Solutions LLC Page 37
Pond 3P: SAND FILTER
Hydrograph
_1 _ 1 _ I_ _I 1 1 L _I _ _
/ _1 _ 1 _ I_ _I 1_ _I_ _1_ L _ L _I _ _ ■Inflow
0.018� / I o.o2cfs 1 1 1 1 I L 1 1 41LCI L 1 L L I ■Primary
0.017 / I, —1 — 1 — I— —I — L PeakLE1Iev=575 04'
0.016= / )_ Ili� L I ± IL LI L LI J L LI L IL L L LI _
0.015i-/ / 1 1 1 1 1 1 1 1 I or a=48-elf
0.014+' / )_ -1 _ 1 '_ _1 - 1 _ I_ _I _ L _1_ 1 _ L _I _ L _1_ L _ L _1 _ _
0.013 / 1 1 1 1 I I I 1 1 1 1
0.012'' / 1 1 1 ' III I I 1 1 1 1 I I
0.011� / )_ —1 — 1 _ _1 — 1 _ 1— —I — L _I— 1 _ L _I — L _1_ L _ L _1 —
N
0.014,-/ /
• 0.009= / 1
u.• 0.008+' , _I — 1 1 1 I I I I I I I I
0.0071 / I 1 I 1 I I I 1 1 1 1 I
0.0061 / 1 1 I 1 1III 1 1 1 1 1 I
o.00 ofs . 1 1 1 1 1 I
0.0051 � —I — ,ii
0.0041 / ' i .."',.j I
II
0.002 / _ _ � j /% _ I 1 1 1 1
0.0021 / I I i
0.0011 %%.11
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
DAVIS VILLAGE SAND FILTER B 6.11.23 Type 11 6-hr 10-Year Rainfall=3.75"
Prepared by Plott Hound Engineering PLLC Printed 6/21/2023
HydroCAD® 10.10-6a s/n 11998 ©2020 HydroCAD Software Solutions LLC Page 38
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 0.01 7 575.00 0.00
3.50 0.01 30 575.02 0.00
4.00 0.01 43 575.03 0.00
4.50 0.01 48 575.04 0.00
5.00 0.00 47 575.04 0.00
5.50 0.00 45 575.03 0.00
6.00 0.00 43 575.03 0.00
6.50 0.00 40 575.03 0.00
7.00 0.00 36 575.03 0.00
7.50 0.00 32 575.02 0.00
8.00 0.00 28 575.02 0.00
8.50 0.00 25 575.02 0.00
9.00 0.00 22 575.02 0.00
9.50 0.00 19 575.01 0.00
10.00 0.00 17 575.01 0.00
10.50 0.00 15 575.01 0.00
11.00 0.00 13 575.01 0.00
11.50 0.00 11 575.01 0.00
12.00 0.00 10 575.01 0.00
12.50 0.00 9 575.01 0.00
13.00 0.00 8 575.01 0.00
13.50 0.00 7 575.01 0.00
14.00 0.00 6 575.00 0.00
14.50 0.00 6 575.00 0.00
15.00 0.00 5 575.00 0.00
15.50 0.00 5 575.00 0.00
16.00 0.00 4 575.00 0.00
16.50 0.00 4 575.00 0.00
17.00 0.00 4 575.00 0.00
17.50 0.00 3 575.00 0.00
18.00 0.00 3 575.00 0.00
18.50 0.00 3 575.00 0.00
19.00 0.00 3 575.00 0.00
19.50 0.00 2 575.00 0.00
20.00 0.00 2 575.00 0.00

DAVIS VILLAGE
DAVIS VILLAGE SAND FILTER B 6.11.23 Type 11 6-hr 10-Year Rainfall=3.75"
Prepared by Plott Hound Engineering PLLC Printed 6/21/2023
HydroCAD® 10.10-6a s/n 11998 ©2020 HydroCAD Software Solutions LLC Page 39
Stage-Discharge for Pond 3P: SAND FILTER
Elevation Primary Elevation Primary Elevation Primary
(feet) (cfs) (feet) (cfs) (feet) (cfs)
575.00 0.00 577.55 0.33 580.10 0.54
575.05 0.01 577.60 0.34 580.15 0.54
575.10 0.01 577.65 0.34 580.20 0.55
575.15 0.02 577.70 0.34 580.25 0.55
575.20 0.03 577.75 0.35 580.30 0.56
575.25 0.03 577.80 0.35 580.35 0.56
575.30 0.04 577.85 0.36 I 580.40 0.56
575.35 0.05 577.90 0.36 580.45 0.57
575.40 0.05 577.95 0.36 580.50 0.57
575.45 0.06 578.00 0.37 580.55 0.58
575.50 0.07 , 578.05 0.37 580.60 0.58
575.55 0.07 578.10 0.38 580.65 0.59
575.60 0.08 578.15 0.38 580.70 0.59
575.65 0.09 578.20 0.38 580.75 0.59
575.70 0.09 578.25 0.39 580.80 0.60
575.75 0.10 578.30 0.39 580.85 0.60
575.80 0.10 578.35 0.40 580.90 0.61
575.85 0.11 578.40 0.40 580.95 0.61
575.90 0.12 578.45 0.40 581.00 0.61
575.95 0.12 578.50 0.41
576.00 0.13 578.55 0.41
576.05 0.14 578.60 0.42
576.10 0.14 578.65 0.42
576.15 0.15 ' 578.70 0.43
576.20 0.16 578.75 0.43
576.25 0.16 578.80 0.43
576.30 0.17 ' 578.85 0.44
576.35 0.18 578.90 0.44
576.40 0.18 578.95 0.45
576.45 0.19 579.00 0.45
576.50 0.20 579.05 0.45
576.55 0.20 579.10 0.46
576.60 0.21 579.15 0.46
576.65 0.22 579.20 0.47
576.70 0.22 579.25 0.47
576.75 0.23 579.30 0.47
576.80 0.24 579.35 0.48
576.85 0.24 579.40 0.48
576.90 0.25 I 579.45 0.49
576.95 0.26 579.50 0.49
577.00 0.26 579.55 0.50
577.05 0.27 579.60 0.50
577.10 0.27 579.65 0.50
577.15 0.28 579.70 0.51
577.20 0.29 579.75 0.51
577.25 0.29 579.80 0.52
577.30 0.30 579.85 0.52
577.35 0.31 579.90 0.52
577.40 0.31 579.95 0.53
577.45 0.32 580.00 0.53
577.50 0.33 580.05 0.54

DAVIS VILLAGE
DAVIS VILLAGE SAND FILTER B 6.11.23 Type 11 6-hr 10-Year Rainfall=3.75"
Prepared by Plott Hound Engineering PLLC Printed 6/21/2023
HydroCAD® 10.10-6a s/n 11998 ©2020 HydroCAD Software Solutions LLC Page 40
Stage-Area-Storage for Pond 3P: SAND FILTER
Elevation Surface Storage Elevation Surface Storage
(feet) (sq-ft) (cubic-feet) (feet) (sq-ft) (cubic-feet)
575.00 1,334 0 580.10 15,550 30,897
575.10 1,382 136 580.20 15,709 32,460
575.20 1,430 276 580.30 15,869 34,038
575.30 1,477 422 580.40 16,028 35,633
575.40 1,525 572 580.50 16,187 37,244
575.50 1,573 727 580.60 16,346 38,871
575.60 1,621 886 580.70 16,505 40,513
575.70 1,669 1,051 580.80 16,665 42,172
575.80 1,716 1,220 580.90 16,824 43,846
575.90 1,764 1,394 581.00 16,983 45,537
576.00 1,812 1,573
576.10 1,866 1,757
576.20 1,920 1,946
576.30 1,974 2,141
576.40 2,028 2,341
576.50 2,083 2,547
576.60 2,137 2,758
576.70 2,191 2,974
576.80 2,245 3,196
576.90 2,299 3,423
577.00 2,353 3,656
577.10 2,414 3,894
577.20 2,474 4,138
577.30 2,534 4,389
577.40 2,595 4,645
577.50 2,656 4,908
577.60 2,716 5,176
577.70 2,777 5,451
577.80 2,837 5,731
577.90 2,897 6,018
578.00 2,958 6,311
578.10 4,049 6,661
578.20 5,139 7,121
578.30 6,230 7,689
578.40 7,320 8,367
578.50 8,411 9,153
578.60 9,502 10,049
578.70 10,592 11,054
578.80 11,683 12,167
578.90 12,773 13,390
579.00 13,864 14,722
579.10 14,017 16,116
579.20 14,169 17,525
579.30 14,322 18,950
579.40 14,475 20,390
579.50 14,628 21,845
579.60 14,780 23,315
579.70 14,933 24,801
579.80 15,086 26,302
579.90 15,238 27,818
580.00 15,391 29,350

DAVIS VILLAGE
DAVIS VILLAGE SAND FILTER B 6.11.23 Type 11 6-hr 10-Year Rainfall=3.75"
Prepared by Plott Hound Engineering PLLC Printed 6/21/2023
HydroCAD® 10.10-6a s/n 11998 ©2020 HydroCAD Software Solutions LLC Page 41
Summary for Pond 4P: TOTAL
Inflow Area = 9.300 ac, 19.35% Impervious, Inflow Depth > 2.41" for 10-Year event
Inflow = 19.48 cfs @ 2.96 hrs, Volume= 1.869 af
Primary = 19.48 cfs @ 2.96 hrs, Volume= 1.869 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
Hydrograph
/)
// 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 ■Inflow 1
21 ' i ,I -1 119.48cfs I I _L H 1 _L - I- 1 - _L - 1 -1 - _H 1- -1 - _L - 1- -1 -■Primary
20 -1I,9.48 / -F 1 1 - - 1- -1 -Inflow-Area=9-.300-ac -
19 i ,r -1- ri"- rt 1 1 rt - 1 - I - I -1 - I I- -1 - I - I- -I -
18; '
I I I I I I I I I I I I I I I
164v i A I I I I I I I I I I I I I I I -
15 i App/ I l 1 1 1 1 1 1 1 1 1 1 1 1 1
144-/ i -I - 4 - I- -I - - I- -I - 4 - I- -I - - I- -I
134vi ,- /I - + - 1- -1 - + - 1- -1 - + - 1- -1 - + - 1- -1
lz
o 12 / r /� - -r - I- -I - I - I- -I - 1 - I- -I - 1 - I- -I
0 107' /
2 I I I I I I I I I I I I
84-/ i /- / - 1 - - -1 - 1 - 1- -1 - 1 - 1- -1 - I I _I
7i' i ,- �, ,- -1 - 4 - 4 -1 - 4 - I- -1 - 4 - I- -1 - 4 - I- -1
6-' / A- -1 H 1 + H 1 + 1 1 + 1 1 + 1- + -
3_ ' � i 1 I I I I I I I I I I I I
2_ , /// �� � 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
DAVIS VILLAGE SAND FILTER B 6.11.23 Type 11 6-hr 10-Year Rainfall=3.75"
Prepared by Plott Hound Engineering PLLC Printed 6/21/2023
HydroCAD® 10.10-6a s/n 11998 ©2020 HydroCAD Software Solutions LLC Page 42
Hydrograph for Pond 4P: TOTAL
Time Inflow Elevation Primary Time Inflow Elevation Primary
(hours) (cfs) (feet) (cfs) (hours) (cfs) (feet) (cfs)
0.00 0.00 0.00 12.75 0.01 0.01
0.25 0.00 0.00 13.00 0.01 0.01
0.50 0.08 0.08 13.25 0.01 0.01
0.75 0.16 0.16 13.50 0.01 0.01
1.00 0.23 0.23 13.75 0.01 0.01
1.25 0.30 0.30 14.00 0.01 0.01
1.50 0.38 0.38 14.25 0.01 0.01
1.75 0.48 0.48 14.50 0.01 0.01
2.00 0.59 0.59 14.75 0.01 0.01
2.25 0.79 0.79 15.00 0.01 0.01
2.50 1.11 1.11 15.25 0.01 0.01
2.75 5.87 5.87 15.50 0.01 0.01
3.00 18.40 18.40 15.75 0.01 0.01
3.25 13.33 13.33 16.00 0.01 0.01
3.50 8.98 8.98 16.25 0.01 0.01
3.75 7.75 7.75 16.50 0.00 0.00
4.00 6.62 6.62 16.75 0.00 0.00
4.25 5.77 5.77 17.00 0.00 0.00
4.50 4.40 4.40 17.25 0.00 0.00
4.75 3.17 3.17 17.50 0.00 0.00
5.00 2.45 2.45 17.75 0.00 0.00
5.25 2.03 2.03 18.00 0.00 0.00
5.50 1.79 1.79 18.25 0.00 0.00
5.75 1.63 1.63 18.50 0.00 0.00
6.00 1.51 1.51 18.75 0.00 0.00
6.25 0.92 0.92 19.00 0.00 0.00
6.50 0.56 0.56 19.25 0.00 0.00
6.75 0.37 0.37 19.50 0.00 0.00
7.00 0.26 0.26 19.75 0.00 0.00
7.25 0.19 0.19 20.00 0.00 0.00
7.50 0.14 0.14
7.75 0.11 0.11
8.00 0.09 0.09
8.25 0.08 0.08
8.50 0.06 0.06
8.75 0.05 0.05
9.00 0.05 0.05
9.25 0.04 0.04
9.50 0.04 0.04
9.75 0.03 0.03
10.00 0.03 0.03
10.25 0.03 0.03
10.50 0.02 0.02
10.75 0.02 0.02
11.00 0.02 0.02
11.25 0.02 0.02
11.50 0.02 0.02
11.75 0.02 0.02
12.00 0.01 0.01
12.25 0.01 0.01
12.50 0.01 0.01

DAVIS VILLAGE
DAVIS VILLAGE SAND FILTER B 6.11.23 Type 11 6-hr 25-Year Rainfall=4.44"
Prepared by Plott Hound Engineering PLLC Printed 6/21/2023
HydroCAD® 10.10-6a sin 11998 ©2020 HydroCAD Software Solutions LLC Page 43
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=2.76"
Flow Length=950' Tc=17.7 min CN=84 Runoff=47.46 cfs 2.394 af
Subcatchment1 S: POST TO SAND FILTER B Runoff Area=7.500 ac 0.00% Impervious Runoff Depth=2.76"
Tc=9.4 min CN=84 Runoff=45.00 cfs 1.727 af
Subcatchment5S: BYPASS BUA Runoff Area=1.800 ac 100.00% Impervious Runoff Depth=4.20"
Tc=5.0 min CN=98 Runoff=16.26 cfs 0.631 af
Pond 2P: FOREBAY Peak Elev=578.41' Storage=27,987 cf Inflow=45.00 cfs 1.727 af
Primary=29.08 cfs 1.720 af Secondary=0.02 cfs 0.003 af Tertiary=0.00 cfs 0.000 af Outflow=29.10 cfs 1.723 af
Pond 3P: SAND FILTER Peak Elev=575.04' Storage=54 cf Inflow=0.02 cfs 0.003 af
Outflow=0.01 cfs 0.003 af
Pond 4P: TOTAL Inflow=32.24 cfs 2.354 af
Primary=32.24 cfs 2.354 af
Total Runoff Area = 19.700 ac Runoff Volume = 4.752 af Average Runoff Depth = 2.89"
90.86% Pervious = 17.900 ac 9.14% Impervious = 1.800 ac

DAVIS VILLAGE
DAVIS VILLAGE SAND FILTER B 6.11.23 Type 11 6-hr 25-Year Rainfall=4.44"
Prepared by Plott Hound Engineering PLLC Printed 6/21/2023
HydroCAD® 10.10-6a s/n 11998 ©2020 HydroCAD Software Solutions LLC Page 44
Summary for Subcatchment OS: PRE - DEVELOPMENT
Runoff = 47.46 cfs @ 3.10 hrs, Volume= 2.394 af, Depth= 2.76"
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
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 Waterway Kv= 15.0 fps
17.7 950 Total
Subcatchment OS: PRE - DEVELOPMENT
Hydrograph
I 1 1 I I I I I I I I I I
4— 1— 1 1 — fi 1 1 1 rt 1 — ■Runoff
501-/
47.46 cfs
TypeIH
45--
1 1 1 1 1 1 40:-/ 1 1 1 1 1 1 1 1 I11
_1 . . 1 1 1 25-YeaI R'airifall=4-44" -
352/ 1 1 1 1 1 1 I I IA.,I I I I I
1 _1 _ _ L 1 L 1 Runoff Area=10].400_aC -
w 301 1
OUilaf f Vom�= .3 -
25_ 1 1 1 1 1 1 RUnbff'Delpth=2.76"
LL = r 1 1 rt 1 H t 1 rt 1 1 rt- r 1 -
201-/ 1 1 1 1 1 1 1 1 1 Flow(Length=950'
:: H
1 1
1 CN=64
_ I 1
54/ �� 1 1 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
DAVIS VILLAGE SAND FILTER B 6.11.23 Type 11 6-hr 25-Year Rainfall=4.44"
Prepared by Plott Hound Engineering PLLC Printed 6/21/2023
HydroCAD® 10.10-6a s/n 11998 ©2020 HydroCAD Software Solutions LLC Page 45
Hydrograph for Subcatchment OS: PRE - DEVELOPMENT
Time Precip. Excess Runoff Time Precip. Excess Runoff
(hours) (inches) (inches) (cfs) (hours) (inches) (inches) (cfs)
0.00 0.00 0.00 0.00 12.75 4.44 2.76 0.00
0.25 0.05 0.00 0.00 13.00 4.44 2.76 0.00
0.50 0.10 0.00 0.00 13.25 4.44 2.76 0.00
0.75 0.15 0.00 0.00 13.50 4.44 2.76 0.00
1.00 0.21 0.00 0.00 13.75 4.44 2.76 0.00
1.25 0.28 0.00 0.00 14.00 4.44 2.76 0.00
1.50 0.36 0.00 0.00 14.25 4.44 2.76 0.00
1.75 0.45 0.00 0.02 14.50 4.44 2.76 0.00
2.00 0.55 0.01 0.26 14.75 4.44 2.76 0.00
2.25 0.69 0.04 0.75 15.00 4.44 2.76 0.00
2.50 0.85 0.09 1.58 15.25 4.44 2.76 0.00
2.75 1.51 0.42 5.32 15.50 4.44 2.76 0.00
3.00 3.24 1.72 34.86 15.75 4.44 2.76 0.00
3.25 3.51 1.95 29.25 16.00 4.44 2.76 0.00
3.50 3.70 2.10 10.66 16.25 4.44 2.76 0.00
3.75 3.82 2.21 5.91 16.50 4.44 2.76 0.00
4.00 3.93 2.31 4.39 16.75 4.44 2.76 0.00
4.25 4.02 2.39 3.65 17.00 4.44 2.76 0.00
4.50 4.10 2.46 3.18 17.25 4.44 2.76 0.00
4.75 4.17 2.52 2.80 17.50 4.44 2.76 0.00
5.00 4.23 2.57 2.49 17.75 4.44 2.76 0.00
5.25 4.29 2.62 2.23 18.00 4.44 2.76 0.00
5.50 4.34 2.67 2.09 18.25 4.44 2.76 0.00
5.75 4.39 2.72 1.98 18.50 4.44 2.76 0.00
6.00 4.44 2.76 1.88 18.75 4.44 2.76 0.00
6.25 4.44 2.76 0.92 19.00 4.44 2.76 0.00
6.50 4.44 2.76 0.12 19.25 4.44 2.76 0.00
6.75 4.44 2.76 0.01 19.50 4.44 2.76 0.00
7.00 4.44 2.76 0.00 19.75 4.44 2.76 0.00
7.25 4.44 2.76 0.00 20.00 4.44 2.76 0.00
7.50 4.44 2.76 0.00
7.75 4.44 2.76 0.00
8.00 4.44 2.76 0.00
8.25 4.44 2.76 0.00
8.50 4.44 2.76 0.00
8.75 4.44 2.76 0.00
9.00 4.44 2.76 0.00
9.25 4.44 2.76 0.00
9.50 4.44 2.76 0.00
9.75 4.44 2.76 0.00
10.00 4.44 2.76 0.00
10.25 4.44 2.76 0.00
10.50 4.44 2.76 0.00
10.75 4.44 2.76 0.00
11.00 4.44 2.76 0.00
11.25 4.44 2.76 0.00
11.50 4.44 2.76 0.00
11.75 4.44 2.76 0.00
12.00 4.44 2.76 0.00
12.25 4.44 2.76 0.00
12.50 4.44 2.76 0.00

DAVIS VILLAGE
DAVIS VILLAGE SAND FILTER B 6.11.23 Type 11 6-hr 25-Year Rainfall=4.44"
Prepared by Plott Hound Engineering PLLC Printed 6/21/2023
HydroCAD® 10.10-6a s/n 11998 ©2020 HydroCAD Software Solutions LLC Page 46
Summary for Subcatchment 1S: POST TO SAND FILTER B
Runoff = 45.00 cfs @ 3.01 hrs, Volume= 1.727 af, Depth= 2.76"
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 25-Year Rainfall=4.44"
Area (ac) CN Description
7.500 84 45% IMPERVIOUS, HSG D
7.500 100.00% Pervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
9.4 Direct Entry, STORM SEWERS CALC
Subcatchment 1S: POST TO SAND FILTER B
Hydrograph
- - - fi - 1- _I - 7 - 1— - I— — I I i I I — fi — r —I- -
50; I I I I I I I I I I I I I I I I I ■Runoff
484/ -
464-/ 1 145.00 cfs I I 1 A AlA _ T I A L I I 4 H AlA —
44 - - - - - I- -1 - 4 - 1- -I- H - + - I- -1 - 4 - H - I- -I - -Type IH -
424/ - I T 1 T I T I 7
404/ - —
384 1_ -I _ 1 _ L _1_ J _ L _ I_ -1 _ H _ L _ 1_ _I - 1 _ Y"Ill -
364/ - -I- -1I 4 I- H + 255-Yeat- R'airifaH=4-44L -
34� -1 1 - I_ _I _ T _ _I_ _ T _ T _1 _ T _ T _ 1_ _I _ T� _ _I_ —
32" 1 1 1 1 1 1 1 -Furioff Area=I `5 -ac
�30 —' 1— -
`"' 26/ — —1— H 1 1 H i— —I— H T `"f"' f YOIt "h' 'Z o
0 24= — I I I I I I I I I I I ZU.,�y� I T �Q
LL 22 41VL/� � /�7n
20 - - - H - 1- -1 - 1 - L -I- J - L I - H - L - I- - 1 -�1L -I- -
184/ - 1- A 4 I + I 4 + T-1+I :t l-min —
16 - -1- T - I- -1 - T - T -I- T - T - 1- -1 - T - T - 1- -1 - T - T - -
144/ —
124/ , —I— ►► 1 1 1 1 1 1 1 1 1 1 1 1 1 —
10� 1- // - 1 - 4 - I- -I- H - T - -I - 4 - H- - I- 1 - 4 - H -1- -
8 — — /' 1 —1 — rt — —1— — T — 1— —1 — rt — fi — 1— —I — rt — —1-
6 —
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
DAVIS VILLAGE SAND FILTER B 6.11.23 Type 11 6-hr 25-Year Rainfall=4.44"
Prepared by Plott Hound Engineering PLLC Printed 6/21/2023
HydroCAD® 10.10-6a s/n 11998 ©2020 HydroCAD Software Solutions LLC Page 47
Hydrograph for Subcatchment 1S: POST TO SAND FILTER B
Time Precip. Excess Runoff Time Precip. Excess Runoff
(hours) (inches) (inches) (cfs) (hours) (inches) (inches) (cfs)
0.00 0.00 0.00 0.00 12.75 4.44 2.76 0.00
0.25 0.05 0.00 0.00 13.00 4.44 2.76 0.00
0.50 0.10 0.00 0.00 13.25 4.44 2.76 0.00
0.75 0.15 0.00 0.00 13.50 4.44 2.76 0.00
1.00 0.21 0.00 0.00 13.75 4.44 2.76 0.00
1.25 0.28 0.00 0.00 14.00 4.44 2.76 0.00
1.50 0.36 0.00 0.00 14.25 4.44 2.76 0.00
1.75 0.45 0.00 0.05 14.50 4.44 2.76 0.00
2.00 0.55 0.01 0.34 14.75 4.44 2.76 0.00
2.25 0.69 0.04 0.79 15.00 4.44 2.76 0.00
2.50 0.85 0.09 1.52 15.25 4.44 2.76 0.00
2.75 1.51 0.42 8.45 15.50 4.44 2.76 0.00
3.00 3.24 1.72 44.82 15.75 4.44 2.76 0.00
3.25 3.51 1.95 9.19 16.00 4.44 2.76 0.00
3.50 3.70 2.10 4.92 16.25 4.44 2.76 0.00
3.75 3.82 2.21 3.41 16.50 4.44 2.76 0.00
4.00 3.93 2.31 2.85 16.75 4.44 2.76 0.00
4.25 4.02 2.39 2.43 17.00 4.44 2.76 0.00
4.50 4.10 2.46 2.14 17.25 4.44 2.76 0.00
4.75 4.17 2.52 1.89 17.50 4.44 2.76 0.00
5.00 4.23 2.57 1.69 17.75 4.44 2.76 0.00
5.25 4.29 2.62 1.54 18.00 4.44 2.76 0.00
5.50 4.34 2.67 1.47 18.25 4.44 2.76 0.00
5.75 4.39 2.72 1.39 18.50 4.44 2.76 0.00
6.00 4.44 2.76 1.32 18.75 4.44 2.76 0.00
6.25 4.44 2.76 0.11 19.00 4.44 2.76 0.00
6.50 4.44 2.76 0.00 19.25 4.44 2.76 0.00
6.75 4.44 2.76 0.00 19.50 4.44 2.76 0.00
7.00 4.44 2.76 0.00 19.75 4.44 2.76 0.00
7.25 4.44 2.76 0.00 20.00 4.44 2.76 0.00
7.50 4.44 2.76 0.00
7.75 4.44 2.76 0.00
8.00 4.44 2.76 0.00
8.25 4.44 2.76 0.00
8.50 4.44 2.76 0.00
8.75 4.44 2.76 0.00
9.00 4.44 2.76 0.00
9.25 4.44 2.76 0.00
9.50 4.44 2.76 0.00
9.75 4.44 2.76 0.00
10.00 4.44 2.76 0.00
10.25 4.44 2.76 0.00
10.50 4.44 2.76 0.00
10.75 4.44 2.76 0.00
11.00 4.44 2.76 0.00
11.25 4.44 2.76 0.00
11.50 4.44 2.76 0.00
11.75 4.44 2.76 0.00
12.00 4.44 2.76 0.00
12.25 4.44 2.76 0.00
12.50 4.44 2.76 0.00

DAVIS VILLAGE
DAVIS VILLAGE SAND FILTER B 6.11.23 Type 11 6-hr 25-Year Rainfall=4.44"
Prepared by Plott Hound Engineering PLLC Printed 6/21/2023
HydroCAD® 10.10-6a s/n 11998 ©2020 HydroCAD Software Solutions LLC Page 48
Summary for Subcatchment 5S: BYPASS BUA
Runoff = 16.26 cfs @ 2.95 hrs, Volume= 0.631 af, Depth= 4.20"
Routed to Pond 4P : TOTAL
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
* 1.800 98 BYPASS BUA
1.800 100.00% Impervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
5.0 Direct Entry,
Subcatchment 5S: BYPASS BUA
Hydrog rap h
187-/ , 1 4 1- I i- i - 4 - # - I -I - 4 - I- -I- - ■Runoff
174-/ I16.26 cfs I i - 4 — I— -I— —I — — I— —I — —I - 4 — I— —I - 4 — I- -I- —
16� ,_ -1 / -1 - 4 - 1_ -1- _I - _L - 1- -1 - _1 - 1_ - 1- -I - --Type 1 ll -
15� -I - _I - L -I- _ I - I - I- -I - I - L - I- -I - 1 - L„ iIT. _
14/ _I I I I I 1 1 I 1 1 I 1 w1(i 111
13� I I I I 25-Yeat Rlak�hfaIi=4 44!' -
12 -/ - - _I I I I I 1 I I I I _I
11� I I I I runoff Area=1 8OD ac
o 10y 1 1 1 ��I�� �1 1
3 9� "'T""I' �I""T"'1'= •Va7f
1 1 1 1 1 1 Runoff 1Delpth=4.20
1 8 "
I / I I I I I I I I I I I I I IC nI I
7,- I 7 - I- I 7 1- I -I T 1 1 7 T
- - 1- 1 c-=5.V 1-rniin -
6� - - I- -I - rt - 1- -1- - 1 - -r - 1- -1 - rt - 1- - 1- -1 - rt^ Q
5t, - - - -I I- -1 - -F - 1- -I- -I - t - I- -1 - -1 - 1— — I— —I — fi Q -
34 -1- - ' 1 1 4 - 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
DAVIS VILLAGE SAND FILTER B 6.11.23 Type 11 6-hr 25-Year Rainfall=4.44"
Prepared by Plott Hound Engineering PLLC Printed 6/21/2023
HydroCAD® 10.10-6a s/n 11998 ©2020 HydroCAD Software Solutions LLC Page 49
Hydrograph for Subcatchment 5S: BYPASS BUA
Time Precip. Excess Runoff Time Precip. Excess Runoff
(hours) (inches) (inches) (cfs) (hours) (inches) (inches) (cfs)
0.00 0.00 0.00 0.00 12.75 4.44 4.20 0.00
0.25 0.05 0.00 0.00 13.00 4.44 4.20 0.00
0.50 0.10 0.01 0.12 13.25 4.44 4.20 0.00
0.75 0.15 0.04 0.21 13.50 4.44 4.20 0.00
1.00 0.21 0.08 0.30 13.75 4.44 4.20 0.00
1.25 0.28 0.13 0.39 14.00 4.44 4.20 0.00
1.50 0.36 0.19 0.48 14.25 4.44 4.20 0.00
1.75 0.45 0.27 0.59 14.50 4.44 4.20 0.00
2.00 0.55 0.37 0.72 14.75 4.44 4.20 0.00
2.25 0.69 0.49 0.95 15.00 4.44 4.20 0.00
2.50 0.85 0.65 1.23 15.25 4.44 4.20 0.00
2.75 1.51 1.29 5.91 15.50 4.44 4.20 0.00
3.00 3.24 3.01 13.55 15.75 4.44 4.20 0.00
3.25 3.51 3.28 1.84 16.00 4.44 4.20 0.00
3.50 3.70 3.46 1.19 16.25 4.44 4.20 0.00
3.75 3.82 3.59 0.89 16.50 4.44 4.20 0.00
4.00 3.93 3.69 0.74 16.75 4.44 4.20 0.00
4.25 4.02 3.78 0.64 17.00 4.44 4.20 0.00
4.50 4.10 3.86 0.56 17.25 4.44 4.20 0.00
4.75 4.17 3.93 0.50 17.50 4.44 4.20 0.00
5.00 4.23 3.99 0.44 17.75 4.44 4.20 0.00
5.25 4.29 4.05 0.41 18.00 4.44 4.20 0.00
5.50 4.34 4.10 0.39 18.25 4.44 4.20 0.00
5.75 4.39 4.16 0.37 18.50 4.44 4.20 0.00
6.00 4.44 4.20 0.35 18.75 4.44 4.20 0.00
6.25 4.44 4.20 0.00 19.00 4.44 4.20 0.00
6.50 4.44 4.20 0.00 19.25 4.44 4.20 0.00
6.75 4.44 4.20 0.00 19.50 4.44 4.20 0.00
7.00 4.44 4.20 0.00 19.75 4.44 4.20 0.00
7.25 4.44 4.20 0.00 20.00 4.44 4.20 0.00
7.50 4.44 4.20 0.00
7.75 4.44 4.20 0.00
8.00 4.44 4.20 0.00
8.25 4.44 4.20 0.00
8.50 4.44 4.20 0.00
8.75 4.44 4.20 0.00
9.00 4.44 4.20 0.00
9.25 4.44 4.20 0.00
9.50 4.44 4.20 0.00
9.75 4.44 4.20 0.00
10.00 4.44 4.20 0.00
10.25 4.44 4.20 0.00
10.50 4.44 4.20 0.00
10.75 4.44 4.20 0.00
11.00 4.44 4.20 0.00
11.25 4.44 4.20 0.00
11.50 4.44 4.20 0.00
11.75 4.44 4.20 0.00
12.00 4.44 4.20 0.00
12.25 4.44 4.20 0.00
12.50 4.44 4.20 0.00

DAVIS VILLAGE
DAVIS VILLAGE SAND FILTER B 6.11.23 Type II 6-hr 25-Year Rainfall=4.44"
Prepared by Plott Hound Engineering PLLC Printed 6/21/2023
HydroCAD® 10.10-6a s/n 11998 ©2020 HydroCAD Software Solutions LLC Page 50
Summary for Pond 2P: FOREBAY
Inflow Area = 7.500 ac, 0.00% Impervious, Inflow Depth = 2.76" for 25-Year event
Inflow = 45.00 cfs @ 3.01 hrs, Volume= 1.727 af
Outflow = 29.10 cfs @ 3.11 hrs, Volume= 1.723 af, Atten= 35%, Lag= 6.1 min
Primary = 29.08 cfs @ 3.11 hrs, Volume= 1.720 of
Routed to Pond 4P : TOTAL
Secondary= 0.02 cfs @ 3.11 hrs, Volume= 0.003 of
Routed to Pond 3P : SAND FILTER
Tertiary = 0.00 cfs @ 0.00 hrs, Volume= 0.000 af
Routed to Pond 4P : TOTAL
Routing by Dyn-Stor-Ind method, Time Span= 0.00-20.00 hrs, dt= 0.05 hrs
Peak Elev= 578.41'@ 3.11 hrs Surf.Area= 11,174 sf Storage= 27,987 cf
Plug-Flow detention time=32.3 min calculated for 1.719 af(100% of inflow)
Center-of-Mass det. time= 33.2 min ( 238.1 - 205.0 )
Volume Invert Avail.Storage Storage Description
#1 575.00' 66,167 cf Custom Stage Data (Prismatic)Listed 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 9,280 8,874 23,771
579.00 13,874 11,577 35,348
580.00 15,391 14,633 49,980
581.00 16,983 16,187 66,167
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 Primary 577.50' 36.0" W x 6.0" H Vert. 6X36 IN 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 Primary 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
DAVIS VILLAGE SAND FILTER B 6.11.23 Type 11 6-hr 25-Year Rainfall=4.44"
Prepared by Plott Hound Engineering PLLC Printed 6/21/2023
HydroCAD® 10.10-6a s/n 11998 ©2020 HydroCAD Software Solutions LLC Page 51
Primary OutFlow Max=28.02 cfs @ 3.11 hrs HW=578.39' TW=0.00' (Dynamic Tailwater)
—1=36" Culvert (Passes 12.85 cfs of 46.82 cfs potential flow)
4-3=TOP OF OUTLET STRUCTURE(Weir Controls 12.85 cfs © 2.05 fps)
—2=6X36 IN ORIFICE (Orifice Controls 5.75 cfs @ 3.83 fps)
—5=12" PIPE TO SF (Barrel Controls 9.42 cfs @ 5.99 fps)
Secondary OutFlow Max=0.02 cfs © 3.11 hrs HW=578.39' TW=575.01' (Dynamic Tailwater)
4-4=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)
4-6=EMERGENCY SPILLWAY( Controls 0.00 cfs)
Pond 2P: FOREBAY
Hydrograph
—I I rt I 1 I -r 1 t I t I fi 1 fi I 1—
/
I I I I I I I I I I I I I I I I I I ■Inflow
— 1 45.00 cfs I III•Outflow
i 1 1 I 1 •primary
/
1 Ifllov �re�a=1 0 a
P •Secondary
50 IPeakEI1ev1=51781.41' U Tertiary
/ /
/
45 / 1 1 1 1 1 1 Storsage a7,9&7_cf—
, —40 / / , I 1 1 1 , , I I I , 1 1 I I I 1
i 129.10 cfs
35 / 29.08 cfs
1 II 1 1 1 1 1 1 1 11
30
i 1 1 1 1 I I I 1 1 1 1 1
t z z / _ r _ 1_ _L _ 1_ _, _ I_ _L _1_ _H _i_ _L _i_ _1 _
_ _ _ _
25 / 1 1 1 1 1 1 1
i lie 1— 7 — 1— - 1 1 1 1
O 20 / itel
/
5 ��o.oz cfs
0I 0.00 cfs
���� /l�///
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
DAVIS VILLAGE SAND FILTER B 6.11.23 Type 11 6-hr 25-Year Rainfall=4.44"
Prepared by Plott Hound Engineering PLLC Printed 6/21/2023
HydroCAD® 10.10-6a s/n 11998 ©2020 HydroCAD Software Solutions LLC Page 52
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 0.34 173 575.03 0.00 0.00 0.00 0.00
2.50 1.52 1,518 575.23 0.31 0.31 0.00 0.00
3.00 44.82 20,945 577.69 9.02 9.00 0.01 0.00
3.50 4.92 20,722 577.67 8.82 8.80 0.01 0.00
4.00 2.85 13,775 576.87 6.48 6.47 0.01 0.00
4.50 2.14 8,100 576.15 4.91 4.90 0.01 0.00
5.00 1.69 4,974 575.73 2.63 2.63 0.00 0.00
5.50 1.47 3,922 575.58 1.79 1.79 0.00 0.00
6.00 1.32 3,514 575.52 1.49 1.48 0.00 0.00
6.50 0.00 2,223 575.34 0.65 0.64 0.00 0.00
7.00 0.00 1,450 575.22 0.28 0.28 0.00 0.00
7.50 0.00 1,074 575.16 0.15 0.15 0.00 0.00
8.00 0.00 855 575.13 0.10 0.10 0.00 0.00
8.50 0.00 711 575.11 0.07 0.07 0.00 0.00
9.00 0.00 610 575.09 0.05 0.05 0.00 0.00
9.50 0.00 534 575.08 0.04 0.04 0.00 0.00
10.00 0.00 476 575.07 0.03 0.03 0.00 0.00
10.50 0.00 430 575.07 0.02 0.02 0.00 0.00
11.00 0.00 392 575.06 0.02 0.02 0.00 0.00
11.50 0.00 361 575.06 0.02 0.02 0.00 0.00
12.00 0.00 334 575.05 0.01 0.01 0.00 0.00
12.50 0.00 312 575.05 0.01 0.01 0.00 0.00
13.00 0.00 292 575.05 0.01 0.01 0.00 0.00
13.50 0.00 275 575.04 0.01 0.01 0.00 0.00
14.00 0.00 259 575.04 0.01 0.01 0.00 0.00
14.50 0.00 246 575.04 0.01 0.01 0.00 0.00
15.00 0.00 234 575.04 0.01 0.01 0.00 0.00
15.50 0.00 223 575.03 0.01 0.01 0.00 0.00
16.00 0.00 213 575.03 0.01 0.01 0.00 0.00
16.50 0.00 204 575.03 0.00 0.00 0.00 0.00
17.00 0.00 196 575.03 0.00 0.00 0.00 0.00
17.50 0.00 188 575.03 0.00 0.00 0.00 0.00
18.00 0.00 181 575.03 0.00 0.00 0.00 0.00
18.50 0.00 175 575.03 0.00 0.00 0.00 0.00
19.00 0.00 168 575.03 0.00 0.00 0.00 0.00
19.50 0.00 163 575.03 0.00 0.00 0.00 0.00
20.00 0.00 158 575.02 0.00 0.00 0.00 0.00

DAVIS VILLAGE
DAVIS VILLAGE SAND FILTER B 6.11.23 Type 11 6-hr 25-Year Rainfall=4.44"
Prepared by Plott Hound Engineering PLLC Printed 6/21/2023
HydroCAD® 10.10-6a s/n 11998 ©2020 HydroCAD Software Solutions LLC Page 53
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 0.23 0.23 0.00 0.00
575.40 0.90 0.90 0.00 0.00
575.60 1.89 1.89 0.00 0.00
575.80 3.04 3.04 0.00 0.00
576.00 4.19 4.18 0.01 0.00
576.20 5.07 5.06 0.01 0.00
576.40 5.26 5.25 0.01 0.00
576.60 5.82 5.81 0.01 0.00
576.80 6.32 6.31 0.01 0.00
577.00 6.79 6.78 0.01 0.00
577.20 7.23 7.22 0.01 0.00
577.40 7.64 7.63 0.01 0.00
577.60 8.34 8.33 0.01 0.00
577.80 9.99 9.98 0.01 0.00
578.00 12.18 12.16 0.02 0.00
578.20 18.57 18.56 0.02 0.00
578.40 28.47 28.45 0.02 0.00
578.60 40.72 40.70 0.02 0.00
578.80 54.90 54.88 0.02 0.00
579.00 70.76 70.74 0.02 0.00
579.20 77.80 75.26 0.02 2.51
579.40 85.67 78.16 0.02 7.49
579.60 95.33 80.95 0.02 14.36
579.80 106.19 83.64 0.03 22.52
580.00 118.89 86.25 0.03 32.61
580.20 133.50 88.77 0.03 44.70
580.40 149.68 91.22 0.03 58.43
580.60 167.30 93.61 0.03 73.67
580.80 186.91 95.93 0.03 90.95
581.00 208.33 98.20 0.03 110.09

DAVIS VILLAGE
DAVIS VILLAGE SAND FILTER B 6.11.23 Type 11 6-hr 25-Year Rainfall=4.44"
Prepared by Plott Hound Engineering PLLC Printed 6/21/2023
HydroCAD® 10.10-6a s/n 11998 ©2020 HydroCAD Software Solutions LLC Page 54
Stage-Area-Storage for Pond 2P: FOREBAY
Elevation Surface Storage Elevation Surface Storage
(feet) (sq-ft) (cubic-feet) (feet) (sq-ft) (cubic-feet)
575.00 6,453 0 580.10 15,550 51,527
575.10 6,551 650 580.20 15,709 53,090
575.20 6,650 1,310 580.30 15,869 54,669
575.30 6,748 1,980 580.40 16,028 56,264
575.40 6,847 2,660 580.50 16,187 57,875
575.50 6,945 3,350 580.60 16,346 59,501
575.60 7,043 4,049 580.70 16,505 61,144
575.70 7,142 4,758 580.80 16,665 62,802
575.80 7,240 5,477 580.90 16,824 64,477
575.90 7,339 6,206 581.00 16,983 66,167
576.00 7,437 6,945
576.10 7,540 7,694
576.20 7,643 8,453
576.30 7,746 9,222
576.40 7,849 10,002
576.50 7,952 10,792
576.60 8,055 11,593
576.70 8,158 12,403
576.80 8,261 13,224
576.90 8,364 14,055
577.00 8,467 14,897
577.10 8,548 15,748
577.20 8,630 16,607
577.30 8,711 17,474
577.40 8,792 18,349
577.50 8,874 19,232
577.60 8,955 20,124
577.70 9,036 21,023
577.80 9,117 21,931
577.90 9,199 22,847
578.00 9,280 23,771
578.10 9,739 24,721
578.20 10,199 25,718
578.30 10,658 26,761
578.40 11,118 27,850
578.50 11,577 28,985
578.60 12,036 30,165
578.70 12,496 31,392
578.80 12,955 32,665
578.90 13,415 33,983
579.00 13,874 35,348
579.10 14,026 36,742
579.20 14,177 38,153
579.30 14,329 39,578
579.40 14,481 41,018
579.50 14,633 42,474
579.60 14,784 43,945
579.70 14,936 45,431
579.80 15,088 46,932
579.90 15,239 48,448
580.00 15,391 49,980

DAVIS VILLAGE
DAVIS VILLAGE SAND FILTER B 6.11.23 Type 11 6-hr 25-Year Rainfall=4.44"
Prepared by Plott Hound Engineering PLLC Printed 6/21/2023
HydroCAD® 10.10-6a s/n 11998 ©2020 HydroCAD Software Solutions LLC Page 55
Summary for Pond 3P: SAND FILTER
Inflow = 0.02 cfs @ 3.11 hrs, Volume= 0.003 of
Outflow = 0.01 cfs @ 4.76 hrs, Volume= 0.003 af, Atten= 71%, Lag= 99.0 min
Primary = 0.01 cfs @ 4.76 hrs, Volume= 0.003 af
Routed to Pond 4P : TOTAL
Routing by Dyn-Stor-Ind method, Time Span= 0.00-20.00 hrs, dt= 0.05 hrs
Peak Elev= 575.04'@ 4.76 hrs Surf.Area= 1,353 sf Storage= 54 cf
Plug-Flow detention time= 168.2 min calculated for 0.003 af(98% of inflow)
Center-of-Mass det. time= 153.1 min ( 456.5 - 303.4 )
Volume Invert Avail.Storage Storage Description
#1 575.00' 45,537 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 2,958 2,656 6,311
579.00 13,864 8,411 14,722
580.00 15,391 14,628 29,350
581.00 16,983 16,187 45,537
Device Routing 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 @ 4.76 hrs HW=575.04' TW=0.00' (Dynamic Tailwater)
4-1=FILTER MEDIA (Custom Controls 0.01 cfs)

DAVIS VILLAGE
DAVIS VILLAGE SAND FILTER B 6.11.23 Type 11 6-hr 25-Year Rainfall=4.44"
Prepared by Plott Hound Engineering PLLC Printed 6/21/2023
HydroCAD® 10.10-6a s/n 11998 ©2020 HydroCAD Software Solutions LLC Page 56
Pond 3P: SAND FILTER
Hydrograph
1 I I I I 1 I
1 I I I I I I I I I I I I I I I I I I ■Inflow
0.02_/ / I Jo.02 cfs _l L I T I I L I 1 I- I L./ I �bb� L _II - ❑Primary
0.019 / ,- -I - b OF '- -I - - - 1- -1 - - �n_IIev=5 '�/■O"!,
0.018 / /t 1 + , I t I 1 t 1 -F - H I t I- -1 I- 1 -
0.017 / fi _t OP -I - T I 1 t Storaae C�
0.016- / _ - T - 1- -1 - T -1- 7 - I- -I - 747#I- T -1 -
0.015 ' / � -1 I 1 1 1 1 1 I I I I I I I
0.014=/ / /- - -
w 0.012 / 1 1 1 1 1 1 1 1 I I I 1 1 1 1
c00.011' / � -I - 1 I_ � - 1 - I- -I - L -I- 1 - L -I - L -1- L - L -I
u 0.009 / ,- -1 - + I- / - + - I- -I - b -I- 4 - I- -I - H -I- b - I- -I
0.00847z _1 - + I - + H t t- 1- -1 - t -I- - H -I - t -I- - -1
1 0.007 / fi -1 - t /4 t - I- -1 - t -1- fi - r -I - t -1- -I - 1- -1 -
0.0061 / 0.01 cfs
/T 1 T ,ii'''. T I 1 T 1 7 I- 1 T I T T 1
0.0051 / 1 1 1 I I I I I I I I I
1 1 1 1 I I I
0.00247 , �i�i�I/�/�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
DAVIS VILLAGE SAND FILTER B 6.11.23 Type 11 6-hr 25-Year Rainfall=4.44"
Prepared by Plott Hound Engineering PLLC Printed 6/21/2023
HydroCAD® 10.10-6a s/n 11998 ©2020 HydroCAD Software Solutions LLC Page 57
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 1 575.00 0.00
3.00 0.01 9 575.01 0.00
3.50 0.01 35 575.03 0.00
4.00 0.01 48 575.04 0.00
4.50 0.01 53 575.04 0.01
5.00 0.00 54 575.04 0.01
5.50 0.00 51 575.04 0.01
6.00 0.00 49 575.04 0.00
6.50 0.00 45 575.03 0.00
7.00 0.00 41 575.03 0.00
7.50 0.00 36 575.03 0.00
8.00 0.00 32 575.02 0.00
8.50 0.00 28 575.02 0.00
9.00 0.00 24 575.02 0.00
9.50 0.00 21 575.02 0.00
10.00 0.00 19 575.01 0.00
10.50 0.00 16 575.01 0.00
11.00 0.00 14 575.01 0.00
11.50 0.00 12 575.01 0.00
12.00 0.00 11 575.01 0.00
12.50 0.00 10 575.01 0.00
13.00 0.00 9 575.01 0.00
13.50 0.00 8 575.01 0.00
14.00 0.00 7 575.01 0.00
14.50 0.00 6 575.00 0.00
15.00 0.00 5 575.00 0.00
15.50 0.00 5 575.00 0.00
16.00 0.00 4 575.00 0.00
16.50 0.00 4 575.00 0.00
17.00 0.00 4 575.00 0.00
17.50 0.00 3 575.00 0.00
18.00 0.00 3 575.00 0.00
18.50 0.00 3 575.00 0.00
19.00 0.00 3 575.00 0.00
19.50 0.00 3 575.00 0.00
20.00 0.00 2 575.00 0.00

DAVIS VILLAGE
DAVIS VILLAGE SAND FILTER B 6.11.23 Type 11 6-hr 25-Year Rainfall=4.44"
Prepared by Plott Hound Engineering PLLC Printed 6/21/2023
HydroCAD® 10.10-6a s/n 11998 ©2020 HydroCAD Software Solutions LLC Page 58
Stage-Discharge for Pond 3P: SAND FILTER
Elevation Primary Elevation Primary Elevation Primary
(feet) (cfs) (feet) (cfs) (feet) (cfs)
575.00 0.00 577.55 0.33 580.10 0.54
575.05 0.01 577.60 0.34 580.15 0.54
575.10 0.01 577.65 0.34 580.20 0.55
575.15 0.02 577.70 0.34 580.25 0.55
575.20 0.03 577.75 0.35 580.30 0.56
575.25 0.03 577.80 0.35 580.35 0.56
575.30 0.04 577.85 0.36 I 580.40 0.56
575.35 0.05 577.90 0.36 580.45 0.57
575.40 0.05 577.95 0.36 580.50 0.57
575.45 0.06 578.00 0.37 580.55 0.58
575.50 0.07 , 578.05 0.37 580.60 0.58
575.55 0.07 578.10 0.38 580.65 0.59
575.60 0.08 578.15 0.38 580.70 0.59
575.65 0.09 578.20 0.38 580.75 0.59
575.70 0.09 578.25 0.39 580.80 0.60
575.75 0.10 578.30 0.39 580.85 0.60
575.80 0.10 578.35 0.40 580.90 0.61
575.85 0.11 578.40 0.40 580.95 0.61
575.90 0.12 578.45 0.40 581.00 0.61
575.95 0.12 578.50 0.41
576.00 0.13 578.55 0.41
576.05 0.14 578.60 0.42
576.10 0.14 578.65 0.42
576.15 0.15 ' 578.70 0.43
576.20 0.16 578.75 0.43
576.25 0.16 578.80 0.43
576.30 0.17 ' 578.85 0.44
576.35 0.18 578.90 0.44
576.40 0.18 578.95 0.45
576.45 0.19 579.00 0.45
576.50 0.20 579.05 0.45
576.55 0.20 579.10 0.46
576.60 0.21 579.15 0.46
576.65 0.22 579.20 0.47
576.70 0.22 579.25 0.47
576.75 0.23 579.30 0.47
576.80 0.24 579.35 0.48
576.85 0.24 579.40 0.48
576.90 0.25 I 579.45 0.49
576.95 0.26 579.50 0.49
577.00 0.26 579.55 0.50
577.05 0.27 579.60 0.50
577.10 0.27 579.65 0.50
577.15 0.28 579.70 0.51
577.20 0.29 579.75 0.51
577.25 0.29 579.80 0.52
577.30 0.30 579.85 0.52
577.35 0.31 579.90 0.52
577.40 0.31 579.95 0.53
577.45 0.32 580.00 0.53
577.50 0.33 580.05 0.54

DAVIS VILLAGE
DAVIS VILLAGE SAND FILTER B 6.11.23 Type 11 6-hr 25-Year Rainfall=4.44"
Prepared by Plott Hound Engineering PLLC Printed 6/21/2023
HydroCAD® 10.10-6a s/n 11998 ©2020 HydroCAD Software Solutions LLC Page 59
Stage-Area-Storage for Pond 3P: SAND FILTER
Elevation Surface Storage Elevation Surface Storage
(feet) (sq-ft) (cubic-feet) (feet) (sq-ft) (cubic-feet)
575.00 1,334 0 580.10 15,550 30,897
575.10 1,382 136 580.20 15,709 32,460
575.20 1,430 276 580.30 15,869 34,038
575.30 1,477 422 580.40 16,028 35,633
575.40 1,525 572 580.50 16,187 37,244
575.50 1,573 727 580.60 16,346 38,871
575.60 1,621 886 580.70 16,505 40,513
575.70 1,669 1,051 580.80 16,665 42,172
575.80 1,716 1,220 580.90 16,824 43,846
575.90 1,764 1,394 581.00 16,983 45,537
576.00 1,812 1,573
576.10 1,866 1,757
576.20 1,920 1,946
576.30 1,974 2,141
576.40 2,028 2,341
576.50 2,083 2,547
576.60 2,137 2,758
576.70 2,191 2,974
576.80 2,245 3,196
576.90 2,299 3,423
577.00 2,353 3,656
577.10 2,414 3,894
577.20 2,474 4,138
577.30 2,534 4,389
577.40 2,595 4,645
577.50 2,656 4,908
577.60 2,716 5,176
577.70 2,777 5,451
577.80 2,837 5,731
577.90 2,897 6,018
578.00 2,958 6,311
578.10 4,049 6,661
578.20 5,139 7,121
578.30 6,230 7,689
578.40 7,320 8,367
578.50 8,411 9,153
578.60 9,502 10,049
578.70 10,592 11,054
578.80 11,683 12,167
578.90 12,773 13,390
579.00 13,864 14,722
579.10 14,017 16,116
579.20 14,169 17,525
579.30 14,322 18,950
579.40 14,475 20,390
579.50 14,628 21,845
579.60 14,780 23,315
579.70 14,933 24,801
579.80 15,086 26,302
579.90 15,238 27,818
580.00 15,391 29,350

DAVIS VILLAGE
DAVIS VILLAGE SAND FILTER B 6.11.23 Type 11 6-hr 25-Year Rainfall=4.44"
Prepared by Plott Hound Engineering PLLC Printed 6/21/2023
HydroCAD® 10.10-6a s/n 11998 ©2020 HydroCAD Software Solutions LLC Page 60
Summary for Pond 4P: TOTAL
Inflow Area = 9.300 ac, 19.35% Impervious, Inflow Depth = 3.04" for 25-Year event
Inflow = 32.24 cfs @ 3.10 hrs, Volume= 2.354 af
Primary = 32.24 cfs @ 3.10 hrs, Volume= 2.354 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
Hydrograph
367/( —I- 4 - 1— 1 1 r I H I - - -1 — T 1— -1 T 1 H
—I— rt I- 1 -r L 1 -r 1 1 - I — I —I — I I— —I I I I - ■Inflow
_ 0 Prima 1
—I— I32.24cfs I —1 — -r - 1- -I - t _ I- _ I-- -1 - t - -1 - t - -I - t - -1Primary
34 -/ InflowrArea=9-30-0-ac
/ 132.24 cfs — — rt — — — t — — — —
327 / '
—I— 1 t I— I t — 1 — t — I —1 — t I— —I — t — I— —1
7-30
1— —I— - 1 —1I —I I — I + I— —I — + I— —I + I— —I
7
28
i` —I— - I —L I I + + I + I I + I I + I —I
26� / � - ' - - — — — — — —I - 4 — I - - 4 — II - 4 — II - 4 — I - - 4 — I— —I
247 / +
1 —I - 4 — I- -I - 4 — — —I - 4 — I- -I - 4 — I- -I - 4 — I-
22iv + —I - 4 — I- -I - 4 — — I — I — I —I — H — I —I — H — I I
20� / — —1 — - H —I 4 H I I I I H I —I H I —I -
14 -z / � 1 L _IH L _II I_ I 1 I _I L I L _
12= / � 1 I I I I I I I I I I I I I I _
10 / I I I I I I I I
_
P I I I I I I I I I I I I I
6= i $fr4I_ _ 1 I I I I I
4 / '
-r /Z -"3-#/3--r#j--#/3,-#
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
DAVIS VILLAGE SAND FILTER B 6.11.23 Type 11 6-hr 25-Year Rainfall=4.44"
Prepared by Plott Hound Engineering PLLC Printed 6/21/2023
HydroCAD® 10.10-6a s/n 11998 ©2020 HydroCAD Software Solutions LLC Page 61
Hydrograph for Pond 4P: TOTAL
Time Inflow Elevation Primary Time Inflow Elevation Primary
(hours) (cfs) (feet) (cfs) (hours) (cfs) (feet) (cfs)
0.00 0.00 0.00 12.75 0.01 0.01
0.25 0.00 0.00 13.00 0.01 0.01
0.50 0.12 0.12 13.25 0.01 0.01
0.75 0.21 0.21 13.50 0.01 0.01
1.00 0.30 0.30 13.75 0.01 0.01
1.25 0.39 0.39 14.00 0.01 0.01
1.50 0.48 0.48 14.25 0.01 0.01
1.75 0.59 0.59 14.50 0.01 0.01
2.00 0.72 0.72 14.75 0.01 0.01
2.25 1.00 1.00 15.00 0.01 0.01
2.50 1.53 1.53 15.25 0.01 0.01
2.75 7.77 7.77 15.50 0.01 0.01
3.00 22.55 22.55 15.75 0.01 0.01
3.25 16.62 16.62 16.00 0.01 0.01
3.50 10.00 10.00 16.25 0.01 0.01
3.75 8.26 8.26 16.50 0.01 0.01
4.00 7.22 7.22 16.75 0.00 0.00
4.25 6.16 6.16 17.00 0.00 0.00
4.50 5.47 5.47 17.25 0.00 0.00
4.75 4.05 4.05 17.50 0.00 0.00
5.00 3.07 3.07 17.75 0.00 0.00
5.25 2.50 2.50 18.00 0.00 0.00
5.50 2.18 2.18 18.25 0.00 0.00
5.75 1.98 1.98 18.50 0.00 0.00
6.00 1.83 1.83 I 18.75 0.00 0.00
6.25 1.10 1.10 19.00 0.00 0.00
6.50 0.65 0.65 19.25 0.00 0.00
6.75 0.41 0.41 I 19.50 0.00 0.00
7.00 0.28 0.28 19.75 0.00 0.00
7.25 0.21 0.21 20.00 0.00 0.00
7.50 0.16 0.16
7.75 0.12 0.12
8.00 0.10 0.10
8.25 0.08 0.08
8.50 0.07 0.07
8.75 0.06 0.06
9.00 0.05 0.05
9.25 0.04 0.04
9.50 0.04 0.04
9.75 0.03 0.03
10.00 0.03 0.03
10.25 0.03 0.03
10.50 0.02 0.02
10.75 0.02 0.02
11.00 0.02 0.02
11.25 0.02 0.02
11.50 0.02 0.02
11.75 0.02 0.02
12.00 0.01 0.01
12.25 0.01 0.01
12.50 0.01 0.01

DAVIS VILLAGE
DAVIS VILLAGE SAND FILTER B 6.11.23 Type 11 6-hr 50-Year Rainfall=4.99"
Prepared by Plott Hound Engineering PLLC Printed 6/21/2023
HydroCAD® 10.10-6a s/n 11998 ©2020 HydroCAD Software Solutions LLC Page 62
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 af
SubcatchmentlS: POST TO SAND FILTER B Runoff Area=7.500 ac 0.00% Impervious Runoff Depth=3.26"
Tc=9.4 min CN=84 Runoff=52.75 cfs 2.038 af
Subcatchment5S: BYPASS BUA Runoff Area=1.800 ac 100.00% Impervious Runoff Depth=4.75"
Tc=5.0 min CN=98 Runoff=18.29 cfs 0.713 af
Pond 2P: FOREBAY Peak Elev=578.58' Storage=29,914 cf Inflow=52.75 cfs 2.038 af
Primary=39.29 cfs 2.032 af Secondary=0.02 cfs 0.003 af Tertiary=0.00 cfs 0.000 af Outflow=39.31 cfs 2.035 af
Pond 3P: SAND FILTER Peak Elev=575.04' Storage=58 cf Inflow=0.02 cfs 0.003 af
Outflow=0.01 cfs 0.003 af
Pond 4P: TOTAL Inflow=45.48 cfs 2.748 af
Primary=45.48 cfs 2.748 af
Total Runoff Area = 19.700 ac Runoff Volume = 5.578 af Average Runoff Depth = 3.40"
90.86% Pervious = 17.900 ac 9.14% Impervious = 1.800 ac

DAVIS VILLAGE
DAVIS VILLAGE SAND FILTER B 6.11.23 Type 11 6-hr 50-Year Rainfall=4.99"
Prepared by Plott Hound Engineering PLLC Printed 6/21/2023
HydroCAD® 10.10-6a s/n 11998 ©2020 HydroCAD Software Solutions LLC Page 63
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/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 Waterway Kv= 15.0 fps
17.7 950 Total
Subcatchment OS: PRE - DEVELOPMENT
Hydrograph
1 1 I I I I I I I I I
60 -/ — I I I I I I I I I ■Runoff
,1_ [55.83cfs I — — — —1 — —[ — — 1— —I — 4 — 1 —I— -
55 1 I 1 1 1 1 1 1 T_ype I II _
50� 1 _1 1 11 _ L I _I L 1 L
I A L I I 6-h r
45� 1 1 1 1 I 1 1 1 I 50-Year R'airifal'I=4.99"
40� 1 1 1 1 1 1 1 I I Runoff A e-a 40i.40O sac -
35- fi —11— - - - 11- -11 rt - I- - II- -II - 1- -Ouf.-" f Violljme- .8*6 of —
3 30�
nb#Dept -3.26" -
LL 25� T 1 1 1 1 1 1 1 1 1
4- 1 + / -F + I- + - + 1 1 +FIOW ILengfh-950' -
20� I I I I I
�e,�1 f-t-m-in
15� 1 1 1 1 1 1 1 1 1 1 1 1
4- -I- - - L - 1- -I + I- I + 1- I I +CI4=84 -
10
0:-1Z. .-.- .-,,-71-n- ‘n-1•14.(' #// . 2, / . . / p
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
DAVIS VILLAGE SAND FILTER B 6.11.23 Type 11 6-hr 50-Year Rainfall=4.99"
Prepared by Plott Hound Engineering PLLC Printed 6/21/2023
HydroCAD® 10.10-6a s/n 11998 ©2020 HydroCAD Software Solutions LLC Page 64
Hydrograph for Subcatchment OS: PRE - DEVELOPMENT
Time Precip. Excess Runoff Time Precip. Excess Runoff
(hours) (inches) (inches) (cfs) (hours) (inches) (inches) (cfs)
0.00 0.00 0.00 0.00 12.75 4.99 3.26 0.00
0.25 0.06 0.00 0.00 13.00 4.99 3.26 0.00
0.50 0.11 0.00 0.00 13.25 4.99 3.26 0.00
0.75 0.17 0.00 0.00 13.50 4.99 3.26 0.00
1.00 0.24 0.00 0.00 13.75 4.99 3.26 0.00
1.25 0.32 0.00 0.00 14.00 4.99 3.26 0.00
1.50 0.40 0.00 0.00 14.25 4.99 3.26 0.00
1.75 0.50 0.01 0.11 14.50 4.99 3.26 0.00
2.00 0.62 0.03 0.51 14.75 4.99 3.26 0.00
2.25 0.77 0.07 1.13 15.00 4.99 3.26 0.00
2.50 0.96 0.14 2.15 15.25 4.99 3.26 0.00
2.75 1.70 0.54 6.77 15.50 4.99 3.26 0.00
3.00 3.64 2.06 41.56 15.75 4.99 3.26 0.00
3.25 3.95 2.33 34.15 16.00 4.99 3.26 0.00
3.50 4.15 2.51 12.34 16.25 4.99 3.26 0.00
3.75 4.30 2.63 6.81 16.50 4.99 3.26 0.00
4.00 4.41 2.74 5.05 16.75 4.99 3.26 0.00
4.25 4.52 2.83 4.20 17.00 4.99 3.26 0.00
4.50 4.61 2.91 3.65 17.25 4.99 3.26 0.00
4.75 4.68 2.98 3.21 17.50 4.99 3.26 0.00
5.00 4.75 3.05 2.85 17.75 4.99 3.26 0.00
5.25 4.82 3.10 2.55 18.00 4.99 3.26 0.00
5.50 4.88 3.16 2.39 18.25 4.99 3.26 0.00
5.75 4.94 3.21 2.27 18.50 4.99 3.26 0.00
6.00 4.99 3.26 2.16 18.75 4.99 3.26 0.00
6.25 4.99 3.26 1.05 19.00 4.99 3.26 0.00
6.50 4.99 3.26 0.13 19.25 4.99 3.26 0.00
6.75 4.99 3.26 0.01 19.50 4.99 3.26 0.00
7.00 4.99 3.26 0.00 19.75 4.99 3.26 0.00
7.25 4.99 3.26 0.00 20.00 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

DAVIS VILLAGE
DAVIS VILLAGE SAND FILTER B 6.11.23 Type 11 6-hr 50-Year Rainfall=4.99"
Prepared by Plott Hound Engineering PLLC Printed 6/21/2023
HydroCAD® 10.10-6a s/n 11998 ©2020 HydroCAD Software Solutions LLC Page 65
Summary for Subcatchment 1S: POST TO SAND FILTER B
Runoff = 52.75 cfs @ 3.01 hrs, Volume= 2.038 af, Depth= 3.26"
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 84 45% IMPERVIOUS, HSG D
7.500 100.00% Pervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
9.4 Direct Entry, STORM SEWERS CALC
Subcatchment 1S: POST TO SAND FILTER B
Hydrograph
1 1 1 1 1
-1- - - - - - I- -1 4 I - ■Runoff
55� z 7s cfs 1 I I I I I I I I
elh
50� 1 1 1 1 1 1 1 1 1 �I
45� 1 1 1 1 1 1 1 1 1 1 1 -611T
4- -1- + - - - - - I- 6O Yeah- Ra i rifa II=499" -
40� 1 1 1 1 1 1 1 1 1 I �1 1
35
_I_ I I I I Runoff ]Area=/ L5Ofl ac -
w 1 1111 YIVe= .�a QI
30� I I I I I
-I- - H - I- H - + - I- -I 1Rtrnon- Depth=3.26"
'L 251/ 1 1 1 1 1 1 1 1 1 1 1 1 1 20 1 1 1 1 1 1 1 1 1 T1 p 4Imin
-I- _ 1 - I- -I - - L - I- _I - L
15� 1 1 1 1 1 1 1 1 1�
- 1 - A fi t 1 - rt 1 1 rt r 1 -
I I I I
0 1 2 3 4.. ..0. 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20
Time (hours)

DAVIS VILLAGE
DAVIS VILLAGE SAND FILTER B 6.11.23 Type 11 6-hr 50-Year Rainfall=4.99"
Prepared by Plott Hound Engineering PLLC Printed 6/21/2023
HydroCAD® 10.10-6a s/n 11998 ©2020 HydroCAD Software Solutions LLC Page 66
Hydrograph for Subcatchment 1S: POST TO SAND FILTER B
Time Precip. Excess Runoff Time Precip. Excess Runoff
(hours) (inches) (inches) (cfs) (hours) (inches) (inches) (cfs)
0.00 0.00 0.00 0.00 12.75 4.99 3.26 0.00
0.25 0.06 0.00 0.00 13.00 4.99 3.26 0.00
0.50 0.11 0.00 0.00 13.25 4.99 3.26 0.00
0.75 0.17 0.00 0.00 13.50 4.99 3.26 0.00
1.00 0.24 0.00 0.00 13.75 4.99 3.26 0.00
1.25 0.32 0.00 0.00 14.00 4.99 3.26 0.00
1.50 0.40 0.00 0.00 14.25 4.99 3.26 0.00
1.75 0.50 0.01 0.19 14.50 4.99 3.26 0.00
2.00 0.62 0.03 0.56 14.75 4.99 3.26 0.00
2.25 0.77 0.07 1.12 15.00 4.99 3.26 0.00
2.50 0.96 0.14 2.01 15.25 4.99 3.26 0.00
2.75 1.70 0.54 10.53 15.50 4.99 3.26 0.00
3.00 3.64 2.06 52.59 15.75 4.99 3.26 0.00
3.25 3.95 2.33 10.63 16.00 4.99 3.26 0.00
3.50 4.15 2.51 5.67 16.25 4.99 3.26 0.00
3.75 4.30 2.63 3.92 16.50 4.99 3.26 0.00
4.00 4.41 2.74 3.28 16.75 4.99 3.26 0.00
4.25 4.52 2.83 2.79 17.00 4.99 3.26 0.00
4.50 4.61 2.91 2.46 17.25 4.99 3.26 0.00
4.75 4.68 2.98 2.17 17.50 4.99 3.26 0.00
5.00 4.75 3.05 1.93 17.75 4.99 3.26 0.00
5.25 4.82 3.10 1.76 18.00 4.99 3.26 0.00
5.50 4.88 3.16 1.68 18.25 4.99 3.26 0.00
5.75 4.94 3.21 1.60 18.50 4.99 3.26 0.00
6.00 4.99 3.26 1.51 18.75 4.99 3.26 0.00
6.25 4.99 3.26 0.12 19.00 4.99 3.26 0.00
6.50 4.99 3.26 0.00 19.25 4.99 3.26 0.00
6.75 4.99 3.26 0.00 19.50 4.99 3.26 0.00
7.00 4.99 3.26 0.00 19.75 4.99 3.26 0.00
7.25 4.99 3.26 0.00 20.00 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

DAVIS VILLAGE
DAVIS VILLAGE SAND FILTER B 6.11.23 Type 1I 6-hr 50-Year Rainfall=4.99"
Prepared by Plott Hound Engineering PLLC Printed 6/21/2023
HydroCAD® 10.10-6a s/n 11998 ©2020 HydroCAD Software Solutions LLC Page 67
Summary for Subcatchment 5S: BYPASS BUA
Runoff = 18.29 cfs @ 2.95 hrs, Volume= 0.713 af, Depth= 4.75"
Routed to Pond 4P : TOTAL
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
* 1.800 98 BYPASS BUA
1.800 100.00% Impervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
5.0 Direct Entry,
Subcatchment 5S: BYPASS BUA
Hydrograph
20 -/ ,- _1- 1 _ I- -1 - 4 - 1- I 1 _ 1_ - I_ _I - _L - 1 -I_ - ■Runoff
19� -1 Ifa.29cfsI • 1- -1 - 4 - 1- -1- - 4 - 4 - 1- -I - 4 - 4 -I- -
18� _ -1- - -i - - 1- -1 - 1- 1- - T I 4 T I -I -TypeIH -
17� ,- -I 1 - - - 4 - 1- -1- -I - + - 1- -1 - - - H - 1- -1 - 4 - I- --1-1- -
16� - -1- - - - -F - 1- -1- -I - t - 1- -1 - -1 - '7 - 1- -I - t - ��I1-1
14/ ,_ 1 H 1 1 -F r 1 H t 50--Yat Rlalritall=C99" -
14/ _ - - _ I- -1 - rt — r —1— - — fi — I— —1 — rt — r — 1— —1 — rt r —1— -
134'/ — 1
-1 - 1- 171- 1 T1 -Rt11110ffArea=t8OO-ac -
y 12� - -I T T 1 T T Ouiloir lIetkini =0.7134f
010- — 1 1 1 1 I
Li 94 - - R�n�ff D��Zth=4.7�_'
8 / - -I 1 1 1 I I I I I I I I
7i 1 1 I 1 1 I 1 I 1 1 TIc=5 11�1111
5 I I I 1 I I I I I N- v
44-/ _I_ _I 1 1 1 I 1 I I 1 1 1 1
3� _ 1 1 I 1 I I I I I I I I I
2' ,_ 1 - L - - I- I - 1 - L - I - 1 - L - -
. ..,. ..!!��,...,��� . 0/117( 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
DAVIS VILLAGE SAND FILTER B 6.11.23 Type 11 6-hr 50-Year Rainfall=4.99"
Prepared by Plott Hound Engineering PLLC Printed 6/21/2023
HydroCAD® 10.10-6a s/n 11998 ©2020 HydroCAD Software Solutions LLC Page 68
Hydrograph for Subcatchment 5S: BYPASS BUA
Time Precip. Excess Runoff Time Precip. Excess Runoff
(hours) (inches) (inches) (cfs) (hours) (inches) (inches) (cfs)
0.00 0.00 0.00 0.00 12.75 4.99 4.75 0.00
0.25 0.06 0.00 0.01 13.00 4.99 4.75 0.00
0.50 0.11 0.02 0.15 13.25 4.99 4.75 0.00
0.75 0.17 0.05 0.26 13.50 4.99 4.75 0.00
1.00 0.24 0.10 0.35 13.75 4.99 4.75 0.00
1.25 0.32 0.16 0.45 14.00 4.99 4.75 0.00
1.50 0.40 0.23 0.55 14.25 4.99 4.75 0.00
1.75 0.50 0.32 0.68 14.50 4.99 4.75 0.00
2.00 0.62 0.43 0.82 14.75 4.99 4.75 0.00
2.25 0.77 0.57 1.08 15.00 4.99 4.75 0.00
2.50 0.96 0.75 1.39 15.25 4.99 4.75 0.00
2.75 1.70 1.47 6.66 15.50 4.99 4.75 0.00
3.00 3.64 3.41 15.24 15.75 4.99 4.75 0.00
3.25 3.95 3.71 2.07 16.00 4.99 4.75 0.00
3.50 4.15 3.92 1.34 16.25 4.99 4.75 0.00
3.75 4.30 4.06 1.00 16.50 4.99 4.75 0.00
4.00 4.41 4.18 0.83 16.75 4.99 4.75 0.00
4.25 4.52 4.28 0.72 17.00 4.99 4.75 0.00
4.50 4.61 4.37 0.63 17.25 4.99 4.75 0.00
4.75 4.68 4.45 0.56 17.50 4.99 4.75 0.00
5.00 4.75 4.52 0.49 17.75 4.99 4.75 0.00
5.25 4.82 4.58 0.46 18.00 4.99 4.75 0.00
5.50 4.88 4.64 0.44 18.25 4.99 4.75 0.00
5.75 4.94 4.70 0.41 18.50 4.99 4.75 0.00
6.00 4.99 4.75 0.39 18.75 4.99 4.75 0.00
6.25 4.99 4.75 0.00 19.00 4.99 4.75 0.00
6.50 4.99 4.75 0.00 19.25 4.99 4.75 0.00
6.75 4.99 4.75 0.00 19.50 4.99 4.75 0.00
7.00 4.99 4.75 0.00 19.75 4.99 4.75 0.00
7.25 4.99 4.75 0.00 20.00 4.99 4.75 0.00
7.50 4.99 4.75 0.00
7.75 4.99 4.75 0.00
8.00 4.99 4.75 0.00
8.25 4.99 4.75 0.00
8.50 4.99 4.75 0.00
8.75 4.99 4.75 0.00
9.00 4.99 4.75 0.00
9.25 4.99 4.75 0.00
9.50 4.99 4.75 0.00
9.75 4.99 4.75 0.00
10.00 4.99 4.75 0.00
10.25 4.99 4.75 0.00
10.50 4.99 4.75 0.00
10.75 4.99 4.75 0.00
11.00 4.99 4.75 0.00
11.25 4.99 4.75 0.00
11.50 4.99 4.75 0.00
11.75 4.99 4.75 0.00
12.00 4.99 4.75 0.00
12.25 4.99 4.75 0.00
12.50 4.99 4.75 0.00

DAVIS VILLAGE
DAVIS VILLAGE SAND FILTER B 6.11.23 Type II 6-hr 50-Year Rainfall=4.99"
Prepared by Plott Hound Engineering PLLC Printed 6/21/2023
HydroCAD® 10.10-6a s/n 11998 ©2020 HydroCAD Software Solutions LLC Page 69
Summary for Pond 2P: FOREBAY
Inflow Area = 7.500 ac, 0.00% Impervious, Inflow Depth = 3.26" for 50-Year event
Inflow = 52.75 cfs @ 3.01 hrs, Volume= 2.038 af
Outflow = 39.31 cfs @ 3.09 hrs, Volume= 2.035 af, Atten= 25%, Lag= 4.8 min
Primary = 39.29 cfs @ 3.09 hrs, Volume= 2.032 af
Routed to Pond 4P : TOTAL
Secondary= 0.02 cfs @ 3.09 hrs, Volume= 0.003 af
Routed to Pond 3P : SAND FILTER
Tertiary = 0.00 cfs @ 0.00 hrs, Volume= 0.000 af
Routed to Pond 4P : TOTAL
Routing by Dyn-Stor-Ind method, Time Span= 0.00-20.00 hrs, dt= 0.05 hrs
Peak Elev= 578.58'@ 3.09 hrs Surf.Area= 11,940 sf Storage= 29,914 cf
Plug-Flow detention time=31.1 min calculated for 2.035 of(100% of inflow)
Center-of-Mass det. time= 30.6 min ( 234.3 - 203.7 )
Volume Invert Avail.Storage Storage Description
#1 575.00' 66,167 cf Custom Stage Data (Prismatic)Listed 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 9,280 8,874 23,771
579.00 13,874 11,577 35,348
580.00 15,391 14,633 49,980
581.00 16,983 16,187 66,167
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 Primary 577.50' 36.0" W x 6.0" H Vert. 6X36 IN 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 Primary 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
DAVIS VILLAGE SAND FILTER B 6.11.23 Type 11 6-hr 50-Year Rainfall=4.99"
Prepared by Plott Hound Engineering PLLC Printed 6/21/2023
HydroCAD® 10.10-6a s/n 11998 ©2020 HydroCAD Software Solutions LLC Page 70
Primary OutFlow Max=38.32 cfs @ 3.09 hrs HW=578.56' TW=0.00' (Dynamic Tailwater)
—1=36" Culvert (Passes 22.14 cfs of 48.89 cfs potential flow)
L3=TOP OF OUTLET STRUCTURE(Weir Controls 22.14 cfs © 2.46 fps)
—2=6X36 IN ORIFICE (Orifice Controls 6.49 cfs @ 4.33 fps)
—5=12" PIPE TO SF (Barrel Controls 9.69 cfs @ 6.17 fps)
Secondary OutFlow Max=0.02 cfs © 3.09 hrs HW=578.56' 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
Hydrograph
I I I I I i I I I I I I I I I I I I
— —1 — I— —1 — I— rt — I— t —I— t —I— t —I— t —I — t —I — 1— — ■Inflow
/ 152.75 cfs 1 •Outflow
/ _ I _ I 1 I irafil _ •Primary
/ / 1 I 1 1 1 1 1 16 1e ■Secondary
/ / / / / L 1 I I I I 1 peak Bev1=51781.58. ■Tertiary
55� / / — H — 1 4 - 1— + —I— + -1— + -1— + -1 — + —I - 1
50� / / / / / 1E9.3f cfs 1 1 1 1 Storage=29,914 of
- / / / 39.29 cfs I , I I I I I I I I I I
45� / /
/ / — -I T 7 1 T I T I T I T I T I I
40 -/ / / _I 1 — 4 — 1— -L —I— —1— -k —1— —I — —I — I— —
/ /
35Lz / /
/ / / , , 1 1 1 , , 1 1 1
30 / / / - fi - 1— rt —I— rt -1— fi -1— fi —I — fi —I - 1
c = / / /
a 25 / / / _ _ — 1 L 1 L 1— 1 —I_ L _I _ L _I _ L —
/ / , 1 1 1 , , 1 1 1
20 / / / — _
= / / / 1 1 1 1 1
5� / 0 02 cfs ,
I 0.00 cfs / /
0 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
DAVIS VILLAGE SAND FILTER B 6.11.23 Type 11 6-hr 50-Year Rainfall=4.99"
Prepared by Plott Hound Engineering PLLC Printed 6/21/2023
HydroCAD® 10.10-6a s/n 11998 ©2020 HydroCAD Software Solutions LLC Page 71
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 0.56 389 575.06 0.02 0.02 0.00 0.00
2.50 2.01 2,138 575.32 0.60 0.60 0.00 0.00
3.00 52.59 24,934 578.12 15.52 15.50 0.02 0.00
3.50 5.67 21,376 577.74 9.42 9.41 0.01 0.00
4.00 3.28 14,852 576.99 6.78 6.77 0.01 0.00
4.50 2.46 9,290 576.31 5.22 5.21 0.01 0.00
5.00 1.93 5,580 575.81 3.13 3.12 0.00 0.00
5.50 1.68 4,278 575.63 2.07 2.07 0.00 0.00
6.00 1.51 3,801 575.56 1.70 1.70 0.00 0.00
6.50 0.00 2,346 575.35 0.72 0.71 0.00 0.00
7.00 0.00 1,504 575.23 0.30 0.30 0.00 0.00
7.50 0.00 1,103 575.17 0.16 0.16 0.00 0.00
8.00 0.00 873 575.13 0.10 0.10 0.00 0.00
8.50 0.00 723 575.11 0.07 0.07 0.00 0.00
9.00 0.00 618 575.10 0.05 0.05 0.00 0.00
9.50 0.00 541 575.08 0.04 0.04 0.00 0.00
10.00 0.00 482 575.07 0.03 0.03 0.00 0.00
10.50 0.00 434 575.07 0.02 0.02 0.00 0.00
11.00 0.00 396 575.06 0.02 0.02 0.00 0.00
11.50 0.00 364 575.06 0.02 0.02 0.00 0.00
12.00 0.00 337 575.05 0.01 0.01 0.00 0.00
12.50 0.00 314 575.05 0.01 0.01 0.00 0.00
13.00 0.00 294 575.05 0.01 0.01 0.00 0.00
13.50 0.00 276 575.04 0.01 0.01 0.00 0.00
14.00 0.00 261 575.04 0.01 0.01 0.00 0.00
14.50 0.00 247 575.04 0.01 0.01 0.00 0.00
15.00 0.00 235 575.04 0.01 0.01 0.00 0.00
15.50 0.00 224 575.03 0.01 0.01 0.00 0.00
16.00 0.00 214 575.03 0.01 0.01 0.00 0.00
16.50 0.00 205 575.03 0.00 0.00 0.00 0.00
17.00 0.00 196 575.03 0.00 0.00 0.00 0.00
17.50 0.00 189 575.03 0.00 0.00 0.00 0.00
18.00 0.00 182 575.03 0.00 0.00 0.00 0.00
18.50 0.00 175 575.03 0.00 0.00 0.00 0.00
19.00 0.00 169 575.03 0.00 0.00 0.00 0.00
19.50 0.00 163 575.03 0.00 0.00 0.00 0.00
20.00 0.00 158 575.02 0.00 0.00 0.00 0.00

DAVIS VILLAGE
DAVIS VILLAGE SAND FILTER B 6.11.23 Type 11 6-hr 50-Year Rainfall=4.99"
Prepared by Plott Hound Engineering PLLC Printed 6/21/2023
HydroCAD® 10.10-6a s/n 11998 ©2020 HydroCAD Software Solutions LLC Page 72
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 0.23 0.23 0.00 0.00
575.40 0.90 0.90 0.00 0.00
575.60 1.89 1.89 0.00 0.00
575.80 3.04 3.04 0.00 0.00
576.00 4.19 4.18 0.01 0.00
576.20 5.07 5.06 0.01 0.00
576.40 5.26 5.25 0.01 0.00
576.60 5.82 5.81 0.01 0.00
576.80 6.32 6.31 0.01 0.00
577.00 6.79 6.78 0.01 0.00
577.20 7.23 7.22 0.01 0.00
577.40 7.64 7.63 0.01 0.00
577.60 8.34 8.33 0.01 0.00
577.80 9.99 9.98 0.01 0.00
578.00 12.18 12.16 0.02 0.00
578.20 18.57 18.56 0.02 0.00
578.40 28.47 28.45 0.02 0.00
578.60 40.72 40.70 0.02 0.00
578.80 54.90 54.88 0.02 0.00
579.00 70.76 70.74 0.02 0.00
579.20 77.80 75.26 0.02 2.51
579.40 85.67 78.16 0.02 7.49
579.60 95.33 80.95 0.02 14.36
579.80 106.19 83.64 0.03 22.52
580.00 118.89 86.25 0.03 32.61
580.20 133.50 88.77 0.03 44.70
580.40 149.68 91.22 0.03 58.43
580.60 167.30 93.61 0.03 73.67
580.80 186.91 95.93 0.03 90.95
581.00 208.33 98.20 0.03 110.09

DAVIS VILLAGE
DAVIS VILLAGE SAND FILTER B 6.11.23 Type 11 6-hr 50-Year Rainfall=4.99"
Prepared by Plott Hound Engineering PLLC Printed 6/21/2023
HydroCAD® 10.10-6a s/n 11998 ©2020 HydroCAD Software Solutions LLC Page 73
Stage-Area-Storage for Pond 2P: FOREBAY
Elevation Surface Storage Elevation Surface Storage
(feet) (sq-ft) (cubic-feet) (feet) (sq-ft) (cubic-feet)
575.00 6,453 0 580.10 15,550 51,527
575.10 6,551 650 580.20 15,709 53,090
575.20 6,650 1,310 580.30 15,869 54,669
575.30 6,748 1,980 580.40 16,028 56,264
575.40 6,847 2,660 580.50 16,187 57,875
575.50 6,945 3,350 580.60 16,346 59,501
575.60 7,043 4,049 580.70 16,505 61,144
575.70 7,142 4,758 580.80 16,665 62,802
575.80 7,240 5,477 580.90 16,824 64,477
575.90 7,339 6,206 581.00 16,983 66,167
576.00 7,437 6,945
576.10 7,540 7,694
576.20 7,643 8,453
576.30 7,746 9,222
576.40 7,849 10,002
576.50 7,952 10,792
576.60 8,055 11,593
576.70 8,158 12,403
576.80 8,261 13,224
576.90 8,364 14,055
577.00 8,467 14,897
577.10 8,548 15,748
577.20 8,630 16,607
577.30 8,711 17,474
577.40 8,792 18,349
577.50 8,874 19,232
577.60 8,955 20,124
577.70 9,036 21,023
577.80 9,117 21,931
577.90 9,199 22,847
578.00 9,280 23,771
578.10 9,739 24,721
578.20 10,199 25,718
578.30 10,658 26,761
578.40 11,118 27,850
578.50 11,577 28,985
578.60 12,036 30,165
578.70 12,496 31,392
578.80 12,955 32,665
578.90 13,415 33,983
579.00 13,874 35,348
579.10 14,026 36,742
579.20 14,177 38,153
579.30 14,329 39,578
579.40 14,481 41,018
579.50 14,633 42,474
579.60 14,784 43,945
579.70 14,936 45,431
579.80 15,088 46,932
579.90 15,239 48,448
580.00 15,391 49,980

DAVIS VILLAGE
DAVIS VILLAGE SAND FILTER B 6.11.23 Type 11 6-hr 50-Year Rainfall=4.99"
Prepared by Plott Hound Engineering PLLC Printed 6/21/2023
HydroCAD® 10.10-6a s/n 11998 ©2020 HydroCAD Software Solutions LLC Page 74
Summary for Pond 3P: SAND FILTER
Inflow = 0.02 cfs @ 3.09 hrs, Volume= 0.003 af
Outflow = 0.01 cfs @ 4.82 hrs, Volume= 0.003 af, Atten= 71%, Lag= 103.8 min
Primary = 0.01 cfs @ 4.82 hrs, Volume= 0.003 af
Routed to Pond 4P : TOTAL
Routing by Dyn-Stor-Ind method, Time Span= 0.00-20.00 hrs, dt= 0.05 hrs
Peak Elev= 575.04'@ 4.82 hrs Surf.Area= 1,355 sf Storage= 58 cf
Plug-Flow detention time= 168.5 min calculated for 0.003 af(98% of inflow)
Center-of-Mass det. time= 154.0 min ( 453.0 - 299.0 )
Volume Invert Avail.Storage Storage Description
#1 575.00' 45,537 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 2,958 2,656 6,311
579.00 13,864 8,411 14,722
580.00 15,391 14,628 29,350
581.00 16,983 16,187 45,537
Device Routing 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 @ 4.82 hrs HW=575.04' TW=0.00' (Dynamic Tailwater)
4-1=FILTER MEDIA (Custom Controls 0.01 cfs)

DAVIS VILLAGE
DAVIS VILLAGE SAND FILTER B 6.11.23 Type 11 6-hr 50-Year Rainfall=4.99"
Prepared by Plott Hound Engineering PLLC Printed 6/21/2023
HydroCAD® 10.10-6a s/n 11998 ©2020 HydroCAD Software Solutions LLC Page 75
Pond 3P: SAND FILTER
Hydrograph
I I I I I I 1 I I
/I I I I I I I I I I I I I I I I I I I I ■Inflow
0.021 i ,- -I - I0.02ofs - — L —I — H — I— —I — L —I— — H —I — L —I— H — 1— —I — - Primary
0.02 / ,+ -I - + L -I - + - 1- -1 - + Peak IIevC1575.04'-
0.019 i ,r -1 - rt - -I - -r - 1- -1 - r -1- rt - 1- -1 - r -1- - 1- -I -
0.018_ i ' -I 1 , I 1 1 1 1 1 I S#Oraae_= cf-
0.017= i - - `�
0.016= i
0.014_/ ik -I - 1 I- I 1 1 1 L 1 4 I- I L I -1 1- 1 -
0.013-' i ,+ -I - + 4 - 1- -I - + - 1 1 - L -1- H - H I - L -I- + - + 1 - -
40 0.012-' i ,1 1 rt 1 r 1 -r 1 1 L 1 rt r 1 L 1 rt r 1 -
0 00.01 ' i
LL =/ 1
0.009- i �
0.0081i � I1 1- ' I L11 L111_ ILILL1 -
0.0071 i )- -I - 1 /jam I -k 1 1 L 1 4 I- 1 L 1 -1 1- 1 -
fs r
0.0061 001 c
+ -1 - + ��jj/ + - 1- -I - H -I- H - H -I - H -I- H - H -I -
0.005, / - %/ 1 1 I I - rt - r -1 - r -i- - 1 -1 -
0.003k / � - *, � 1 1
0.003; i ��i
0.0021 I ����I/I ����� �����������������������������
0.001 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
DAVIS VILLAGE SAND FILTER B 6.11.23 Type 11 6-hr 50-Year Rainfall=4.99"
Prepared by Plott Hound Engineering PLLC Printed 6/21/2023
HydroCAD® 10.10-6a s/n 11998 ©2020 HydroCAD Software Solutions LLC Page 76
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 12 575.01 0.00
3.50 0.01 38 575.03 0.00
4.00 0.01 52 575.04 0.01
4.50 0.01 57 575.04 0.01
5.00 0.00 58 575.04 0.01
5.50 0.00 56 575.04 0.01
6.00 0.00 53 575.04 0.01
6.50 0.00 49 575.04 0.00
7.00 0.00 44 575.03 0.00
7.50 0.00 39 575.03 0.00
8.00 0.00 34 575.03 0.00
8.50 0.00 30 575.02 0.00
9.00 0.00 26 575.02 0.00
9.50 0.00 23 575.02 0.00
10.00 0.00 20 575.01 0.00
10.50 0.00 17 575.01 0.00
11.00 0.00 15 575.01 0.00
11.50 0.00 13 575.01 0.00
12.00 0.00 12 575.01 0.00
12.50 0.00 10 575.01 0.00
13.00 0.00 9 575.01 0.00
13.50 0.00 8 575.01 0.00
14.00 0.00 7 575.01 0.00
14.50 0.00 6 575.00 0.00
15.00 0.00 6 575.00 0.00
15.50 0.00 5 575.00 0.00
16.00 0.00 5 575.00 0.00
16.50 0.00 4 575.00 0.00
17.00 0.00 4 575.00 0.00
17.50 0.00 4 575.00 0.00
18.00 0.00 3 575.00 0.00
18.50 0.00 3 575.00 0.00
19.00 0.00 3 575.00 0.00
19.50 0.00 3 575.00 0.00
20.00 0.00 2 575.00 0.00

DAVIS VILLAGE
DAVIS VILLAGE SAND FILTER B 6.11.23 Type 11 6-hr 50-Year Rainfall=4.99"
Prepared by Plott Hound Engineering PLLC Printed 6/21/2023
HydroCAD® 10.10-6a s/n 11998 ©2020 HydroCAD Software Solutions LLC Page 77
Stage-Discharge for Pond 3P: SAND FILTER
Elevation Primary Elevation Primary Elevation Primary
(feet) (cfs) (feet) (cfs) (feet) (cfs)
575.00 0.00 577.55 0.33 580.10 0.54
575.05 0.01 577.60 0.34 580.15 0.54
575.10 0.01 577.65 0.34 580.20 0.55
575.15 0.02 577.70 0.34 580.25 0.55
575.20 0.03 577.75 0.35 580.30 0.56
575.25 0.03 577.80 0.35 580.35 0.56
575.30 0.04 577.85 0.36 I 580.40 0.56
575.35 0.05 577.90 0.36 580.45 0.57
575.40 0.05 577.95 0.36 580.50 0.57
575.45 0.06 578.00 0.37 580.55 0.58
575.50 0.07 , 578.05 0.37 580.60 0.58
575.55 0.07 578.10 0.38 580.65 0.59
575.60 0.08 578.15 0.38 580.70 0.59
575.65 0.09 578.20 0.38 580.75 0.59
575.70 0.09 578.25 0.39 580.80 0.60
575.75 0.10 578.30 0.39 580.85 0.60
575.80 0.10 578.35 0.40 580.90 0.61
575.85 0.11 578.40 0.40 580.95 0.61
575.90 0.12 578.45 0.40 581.00 0.61
575.95 0.12 578.50 0.41
576.00 0.13 578.55 0.41
576.05 0.14 578.60 0.42
576.10 0.14 578.65 0.42
576.15 0.15 ' 578.70 0.43
576.20 0.16 578.75 0.43
576.25 0.16 578.80 0.43
576.30 0.17 ' 578.85 0.44
576.35 0.18 578.90 0.44
576.40 0.18 578.95 0.45
576.45 0.19 579.00 0.45
576.50 0.20 579.05 0.45
576.55 0.20 579.10 0.46
576.60 0.21 579.15 0.46
576.65 0.22 579.20 0.47
576.70 0.22 579.25 0.47
576.75 0.23 579.30 0.47
576.80 0.24 579.35 0.48
576.85 0.24 579.40 0.48
576.90 0.25 I 579.45 0.49
576.95 0.26 579.50 0.49
577.00 0.26 579.55 0.50
577.05 0.27 579.60 0.50
577.10 0.27 579.65 0.50
577.15 0.28 579.70 0.51
577.20 0.29 579.75 0.51
577.25 0.29 579.80 0.52
577.30 0.30 579.85 0.52
577.35 0.31 579.90 0.52
577.40 0.31 579.95 0.53
577.45 0.32 580.00 0.53
577.50 0.33 580.05 0.54

DAVIS VILLAGE
DAVIS VILLAGE SAND FILTER B 6.11.23 Type 11 6-hr 50-Year Rainfall=4.99"
Prepared by Plott Hound Engineering PLLC Printed 6/21/2023
HydroCAD® 10.10-6a s/n 11998 ©2020 HydroCAD Software Solutions LLC Page 78
Stage-Area-Storage for Pond 3P: SAND FILTER
Elevation Surface Storage Elevation Surface Storage
(feet) (sq-ft) (cubic-feet) (feet) (sq-ft) (cubic-feet)
575.00 1,334 0 580.10 15,550 30,897
575.10 1,382 136 580.20 15,709 32,460
575.20 1,430 276 580.30 15,869 34,038
575.30 1,477 422 580.40 16,028 35,633
575.40 1,525 572 580.50 16,187 37,244
575.50 1,573 727 580.60 16,346 38,871
575.60 1,621 886 580.70 16,505 40,513
575.70 1,669 1,051 580.80 16,665 42,172
575.80 1,716 1,220 580.90 16,824 43,846
575.90 1,764 1,394 581.00 16,983 45,537
576.00 1,812 1,573
576.10 1,866 1,757
576.20 1,920 1,946
576.30 1,974 2,141
576.40 2,028 2,341
576.50 2,083 2,547
576.60 2,137 2,758
576.70 2,191 2,974
576.80 2,245 3,196
576.90 2,299 3,423
577.00 2,353 3,656
577.10 2,414 3,894
577.20 2,474 4,138
577.30 2,534 4,389
577.40 2,595 4,645
577.50 2,656 4,908
577.60 2,716 5,176
577.70 2,777 5,451
577.80 2,837 5,731
577.90 2,897 6,018
578.00 2,958 6,311
578.10 4,049 6,661
578.20 5,139 7,121
578.30 6,230 7,689
578.40 7,320 8,367
578.50 8,411 9,153
578.60 9,502 10,049
578.70 10,592 11,054
578.80 11,683 12,167
578.90 12,773 13,390
579.00 13,864 14,722
579.10 14,017 16,116
579.20 14,169 17,525
579.30 14,322 18,950
579.40 14,475 20,390
579.50 14,628 21,845
579.60 14,780 23,315
579.70 14,933 24,801
579.80 15,086 26,302
579.90 15,238 27,818
580.00 15,391 29,350

DAVIS VILLAGE
DAVIS VILLAGE SAND FILTER B 6.11.23 Type 11 6-hr 50-Year Rainfall=4.99"
Prepared by Plott Hound Engineering PLLC Printed 6/21/2023
HydroCAD® 10.10-6a s/n 11998 ©2020 HydroCAD Software Solutions LLC Page 79
Summary for Pond 4P: TOTAL
Inflow Area = 9.300 ac, 19.35% Impervious, Inflow Depth = 3.55" for 50-Year event
Inflow = 45.48 cfs @ 3.07 hrs, Volume= 2.748 af
Primary = 45.48 cfs @ 3.07 hrs, Volume= 2.748 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
Hydrograph
-I- 4 - I- -I - 4 - I- -I - 4 - I- -I - . - -I - 4 - I- -I - 4 - I- -I - -
/ z- -1- rt 1- 1 rt L 1 -r 1 1 T - I I 1 I- I I I -I - ■Inflow
507/ / - -I a5.aacfs El Primary
46� i 1(45.48 cfs/ 1 - - L -I + - + 1 -Inflow►-Area-9-.300-ac -
44 / / 7 - T -I - T - T -I - T I T I T I
42=' / /- I 1 1 L I L L 1 1 I 1 L 1 I L I L
40� � �-
38I" / -I- p -1 - -F - - -I - - - -1 - + - I- -1 - + - 1- -I - + - I- -1 -
36./
34 / /- -
32=' / /- -I- -I - - I- -I - - - -I - - I- -I - - I- -I - - I- - - -
30 / 1- I- ' I rt I- I t r 1 t I I t I I t I t -
z 28, z 'L I 1 I I I I I I I I I I I I I I
26 '
0 24� i ,- -I- I -I - 4 - I- -I - 4 - I- -1 - -L - I- -I - - I- -I - -L - I- -1 - -
LL 22= / /- -I- -I - 7 - I- -I - T - I- -I - T - I- -I - T - I- -I - T - I- T - -
20✓ -I 1 I IIII IIII IIII I L I- _I
18- / �
16 / A 1 - - 1- -1 - + - 1- -1 - + - 1- -1 - + - 1- -1 - + - 1- -1
12 / � � 1 - - - - - 1- -1 - - - -1 - - 1- - -
10 e''A - I -�
g_ t I I fi I I fi I- -I fi I _
4 / �fr�SSr�S (/Sr�t�Sr��r�rt /Sr�
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
DAVIS VILLAGE SAND FILTER B 6.11.23 Type 11 6-hr 50-Year Rainfall=4.99"
Prepared by Plott Hound Engineering PLLC Printed 6/21/2023
HydroCAD® 10.10-6a s/n 11998 ©2020 HydroCAD Software Solutions LLC Page 80
Hydrograph for Pond 4P: TOTAL
Time Inflow Elevation Primary Time Inflow Elevation Primary
(hours) (cfs) (feet) (cfs) (hours) (cfs) (feet) (cfs)
0.00 0.00 0.00 12.75 0.01 0.01
0.25 0.01 0.01 13.00 0.01 0.01
0.50 0.15 0.15 13.25 0.01 0.01
0.75 0.26 0.26 13.50 0.01 0.01
1.00 0.35 0.35 13.75 0.01 0.01
1.25 0.45 0.45 14.00 0.01 0.01
1.50 0.55 0.55 14.25 0.01 0.01
1.75 0.68 0.68 14.50 0.01 0.01
2.00 0.84 0.84 14.75 0.01 0.01
2.25 1.22 1.22 15.00 0.01 0.01
2.50 1.99 1.99 15.25 0.01 0.01
2.75 9.38 9.38 15.50 0.01 0.01
3.00 30.74 30.74 15.75 0.01 0.01
3.25 18.95 18.95 16.00 0.01 0.01
3.50 10.75 10.75 16.25 0.01 0.01
3.75 8.58 8.58 16.50 0.01 0.01
4.00 7.61 7.61 I 16.75 0.00 0.00
4.25 6.61 6.61 17.00 0.00 0.00
4.50 5.84 5.84 17.25 0.00 0.00
4.75 4.79 4.79 17.50 0.00 0.00
5.00 3.62 3.62 17.75 0.00 0.00
5.25 2.91 2.91 18.00 0.00 0.00
5.50 2.51 2.51 18.25 0.00 0.00
5.75 2.26 2.26 18.50 0.00 0.00
6.00 2.09 2.09 18.75 0.00 0.00
6.25 1.25 1.25 19.00 0.00 0.00
6.50 0.72 0.72 19.25 0.00 0.00
6.75 0.45 0.45 19.50 0.00 0.00
7.00 0.31 0.31 19.75 0.00 0.00
7.25 0.22 0.22 20.00 0.00 0.00
7.50 0.17 0.17
7.75 0.13 0.13
8.00 0.10 0.10
8.25 0.08 0.08
8.50 0.07 0.07
8.75 0.06 0.06
9.00 0.05 0.05
9.25 0.04 0.04
9.50 0.04 0.04
9.75 0.03 0.03
10.00 0.03 0.03
10.25 0.03 0.03
10.50 0.02 0.02
10.75 0.02 0.02
11.00 0.02 0.02
11.25 0.02 0.02
11.50 0.02 0.02
11.75 0.02 0.02
12.00 0.01 0.01
12.25 0.01 0.01
12.50 0.01 0.01

DAVIS VILLAGE
DAVIS VILLAGE SAND FILTER B 6.11.23 Type 11 6-hr 100-Year Rainfall=5.55"
Prepared by Plott Hound Engineering PLLC Printed 6/21/2023
HydroCAD® 10.10-6a s/n 11998 ©2020 HydroCAD Software Solutions LLC Page 81
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=3.78"
Flow Length=950' Tc=17.7 min CN=84 Runoff=64.41 cfs 3.274 af
SubcatchmentlS: POST TO SAND FILTER B Runoff Area=7.500 ac 0.00% Impervious Runoff Depth=3.78"
Tc=9.4 min CN=84 Runoff=60.69 cfs 2.361 af
Subcatchment5S: BYPASS BUA Runoff Area=1.800 ac 100.00% Impervious Runoff Depth=5.31"
Tc=5.0 min CN=98 Runoff=20.36 cfs 0.797 af
Pond 2P: FOREBAY Peak Elev=578.74' Storage=31,877 cf Inflow=60.69 cfs 2.361 af
Primary=50.09 cfs 2.354 af Secondary=0.02 cfs 0.003 af Tertiary=0.00 cfs 0.000 af Outflow=50.11 cfs 2.357 af
Pond 3P: SAND FILTER Peak Elev=575.05' Storage=62 cf Inflow=0.02 cfs 0.003 af
Outflow=0.01 cfs 0.003 af
Pond 4P: TOTAL Inflow=57.42 cfs 3.154 af
Primary=57.42 cfs 3.154 af
Total Runoff Area = 19.700 ac Runoff Volume = 6.431 af Average Runoff Depth = 3.92"
90.86% Pervious = 17.900 ac 9.14% Impervious = 1.800 ac

DAVIS VILLAGE
DAVIS VILLAGE SAND FILTER B 6.11.23 Type 11 6-hr 100-Year Rainfall=5.55"
Prepared by Plott Hound Engineering PLLC Printed 6/21/2023
HydroCAD® 10.10-6a s/n 11998 ©2020 HydroCAD Software Solutions LLC Page 82
Summary for Subcatchment OS: PRE - DEVELOPMENT
Runoff = 64.41 cfs @ 3.10 hrs, Volume= 3.274 af, Depth= 3.78"
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
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 Waterway Kv= 15.0 fps
17.7 950 Total
Subcatchment OS: PRE - DEVELOPMENT
Hydrograph
_I_ _I I I I I I I I I I I I I _
70i-/ 1 1 1 I I I I I I I I I I I I I I ■Runoff
164.41 cfs I 1 I I 1 I I 1 1 I 1 1 I 1 1 I
65�
4- 1 1 �l 1 f - H - 1- H - + - 1- -1 - -i - 1- - 1- -1 - -Type I 1-1 -
60 -/ 1 1 I 1 I I 1 1 I 1 1 I 1 �I
55� 1 1 1 1 1 1 1 1 1 1 1 1 1 *r
50 1- 7 / - r - 1- -I - T - 1100-Year Rlairif-all=5:55" -
4- -1- -1 - I I I 4 - 4 1 - 4 - I- -I- -
45 -/ Runoff 1Area=101.400 ac
a 40� 1 1 1
- -1 1 1 Ruoffvolpme=4.2f4* -
a 35� 1 - I-1 4 _ _ _ 1 _RUnbff lDepth=&7-8" -
30� 1 I I 1 I I 1 1 I 1 1 1 1
25� -1- / - 1 1 1 1 1 1 1 I F1oW(Length:9501 -
20-/ 1 4 _ 1 1 1 1_ 1 Tc=17.71Hm i n _
15'' 1 1A 1 1 1 1 1 1 CN=84
10iv 1 1 1 1 1 , 1 1
5v / p �-.#7 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
DAVIS VILLAGE SAND FILTER B 6.11.23 Type 11 6-hr 100-Year Rainfall=5.55"
Prepared by Plott Hound Engineering PLLC Printed 6/21/2023
HydroCAD® 10.10-6a s/n 11998 ©2020 HydroCAD Software Solutions LLC Page 83
Hydrograph for Subcatchment OS: PRE - DEVELOPMENT
Time Precip. Excess Runoff Time Precip. Excess Runoff
(hours) (inches) (inches) (cfs) (hours) (inches) (inches) (cfs)
0.00 0.00 0.00 0.00 12.75 5.55 3.78 0.00
0.25 0.06 0.00 0.00 13.00 5.55 3.78 0.00
0.50 0.13 0.00 0.00 13.25 5.55 3.78 0.00
0.75 0.19 0.00 0.00 13.50 5.55 3.78 0.00
1.00 0.27 0.00 0.00 13.75 5.55 3.78 0.00
1.25 0.35 0.00 0.00 14.00 5.55 3.78 0.00
1.50 0.45 0.00 0.01 14.25 5.55 3.78 0.00
1.75 0.56 0.02 0.28 14.50 5.55 3.78 0.00
2.00 0.69 0.04 0.80 14.75 5.55 3.78 0.00
2.25 0.86 0.09 1.55 15.00 5.55 3.78 0.00
2.50 1.07 0.18 2.77 15.25 5.55 3.78 0.00
2.75 1.89 0.66 8.30 15.50 5.55 3.78 0.00
3.00 4.05 2.42 48.47 15.75 5.55 3.78 0.00
3.25 4.39 2.72 39.14 16.00 5.55 3.78 0.00
3.50 4.62 2.92 14.05 16.25 5.55 3.78 0.00
3.75 4.78 3.07 7.72 16.50 5.55 3.78 0.00
4.00 4.91 3.19 5.72 16.75 5.55 3.78 0.00
4.25 5.02 3.29 4.75 17.00 5.55 3.78 0.00
4.50 5.12 3.38 4.13 17.25 5.55 3.78 0.00
4.75 5.21 3.46 3.63 17.50 5.55 3.78 0.00
5.00 5.29 3.53 3.22 17.75 5.55 3.78 0.00
5.25 5.36 3.60 2.88 18.00 5.55 3.78 0.00
5.50 5.43 3.66 2.70 18.25 5.55 3.78 0.00
5.75 5.49 3.72 2.57 18.50 5.55 3.78 0.00
6.00 5.55 3.78 2.43 18.75 5.55 3.78 0.00
6.25 5.55 3.78 1.18 19.00 5.55 3.78 0.00
6.50 5.55 3.78 0.15 19.25 5.55 3.78 0.00
6.75 5.55 3.78 0.02 19.50 5.55 3.78 0.00
7.00 5.55 3.78 0.00 19.75 5.55 3.78 0.00
7.25 5.55 3.78 0.00 20.00 5.55 3.78 0.00
7.50 5.55 3.78 0.00
7.75 5.55 3.78 0.00
8.00 5.55 3.78 0.00
8.25 5.55 3.78 0.00
8.50 5.55 3.78 0.00
8.75 5.55 3.78 0.00
9.00 5.55 3.78 0.00
9.25 5.55 3.78 0.00
9.50 5.55 3.78 0.00
9.75 5.55 3.78 0.00
10.00 5.55 3.78 0.00
10.25 5.55 3.78 0.00
10.50 5.55 3.78 0.00
10.75 5.55 3.78 0.00
11.00 5.55 3.78 0.00
11.25 5.55 3.78 0.00
11.50 5.55 3.78 0.00
11.75 5.55 3.78 0.00
12.00 5.55 3.78 0.00
12.25 5.55 3.78 0.00
12.50 5.55 3.78 0.00

DAVIS VILLAGE
DAVIS VILLAGE SAND FILTER B 6.11.23 Type 11 6-hr 100-Year Rainfall=5.55"
Prepared by Plott Hound Engineering PLLC Printed 6/21/2023
HydroCAD® 10.10-6a s/n 11998 ©2020 HydroCAD Software Solutions LLC Page 84
Summary for Subcatchment 1S: POST TO SAND FILTER B
Runoff = 60.69 cfs @ 3.01 hrs, Volume= 2.361 af, Depth= 3.78"
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 100-Year Rainfall=5.55"
Area (ac) CN Description
* 7.500 84 45% IMPERVIOUS, HSG D
7.500 100.00% Pervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
9.4 Direct Entry, STORM SEWERS CALC
Subcatchment 1S: POST TO SAND FILTER B
Hydrograph
I I I
651 1 1 ■Runoff
—I— o.69 cfs
60� I I +Type 111
55 1 7 I I 1 I I 1 1 I 1 1 I 1 i�I
5077 1 1 11 00-Yeat Rainfall=5,5-5" -
45 -' 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1
- - 7 7 - 1 - 177 — T - 17 -iunoffAre-a=7- 500-ac —
40
35� 1 1 1 0Li6O f1(ol-Il�mg= .301 4f —
30� — —1 1 1 1 1 RUnbff 1De�pt�h=3.78"
—I— - —I - 4 — I— — I— —I — -k — — -1 - 4 - 1— - I- -I - 4 — I— -I- -
25:_-/ 1 1 1 1 11 1 Tic=9..41 mien
20 —1— I I— —1 — -(�'+h%" --�j4 —
15� - - A/ I _
10� 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
DAVIS VILLAGE SAND FILTER B 6.11.23 Type 11 6-hr 100-Year Rainfall=5.55"
Prepared by Plott Hound Engineering PLLC Printed 6/21/2023
HydroCAD® 10.10-6a s/n 11998 ©2020 HydroCAD Software Solutions LLC Page 85
Hydrograph for Subcatchment 1S: POST TO SAND FILTER B
Time Precip. Excess Runoff Time Precip. Excess Runoff
(hours) (inches) (inches) (cfs) (hours) (inches) (inches) (cfs)
0.00 0.00 0.00 0.00 12.75 5.55 3.78 0.00
0.25 0.06 0.00 0.00 13.00 5.55 3.78 0.00
0.50 0.13 0.00 0.00 13.25 5.55 3.78 0.00
0.75 0.19 0.00 0.00 13.50 5.55 3.78 0.00
1.00 0.27 0.00 0.00 13.75 5.55 3.78 0.00
1.25 0.35 0.00 0.00 14.00 5.55 3.78 0.00
1.50 0.45 0.00 0.05 14.25 5.55 3.78 0.00
1.75 0.56 0.02 0.36 14.50 5.55 3.78 0.00
2.00 0.69 0.04 0.81 14.75 5.55 3.78 0.00
2.25 0.86 0.09 1.48 15.00 5.55 3.78 0.00
2.50 1.07 0.18 2.54 15.25 5.55 3.78 0.00
2.75 1.89 0.66 12.71 15.50 5.55 3.78 0.00
3.00 4.05 2.42 60.54 15.75 5.55 3.78 0.00
3.25 4.39 2.72 12.10 16.00 5.55 3.78 0.00
3.50 4.62 2.92 6.43 16.25 5.55 3.78 0.00
3.75 4.78 3.07 4.44 16.50 5.55 3.78 0.00
4.00 4.91 3.19 3.71 16.75 5.55 3.78 0.00
4.25 5.02 3.29 3.16 17.00 5.55 3.78 0.00
4.50 5.12 3.38 2.78 17.25 5.55 3.78 0.00
4.75 5.21 3.46 2.45 17.50 5.55 3.78 0.00
5.00 5.29 3.53 2.18 17.75 5.55 3.78 0.00
5.25 5.36 3.60 1.99 18.00 5.55 3.78 0.00
5.50 5.43 3.66 1.89 18.25 5.55 3.78 0.00
5.75 5.49 3.72 1.80 18.50 5.55 3.78 0.00
6.00 5.55 3.78 1.71 18.75 5.55 3.78 0.00
6.25 5.55 3.78 0.14 19.00 5.55 3.78 0.00
6.50 5.55 3.78 0.00 19.25 5.55 3.78 0.00
6.75 5.55 3.78 0.00 19.50 5.55 3.78 0.00
7.00 5.55 3.78 0.00 19.75 5.55 3.78 0.00
7.25 5.55 3.78 0.00 20.00 5.55 3.78 0.00
7.50 5.55 3.78 0.00
7.75 5.55 3.78 0.00
8.00 5.55 3.78 0.00
8.25 5.55 3.78 0.00
8.50 5.55 3.78 0.00
8.75 5.55 3.78 0.00
9.00 5.55 3.78 0.00
9.25 5.55 3.78 0.00
9.50 5.55 3.78 0.00
9.75 5.55 3.78 0.00
10.00 5.55 3.78 0.00
10.25 5.55 3.78 0.00
10.50 5.55 3.78 0.00
10.75 5.55 3.78 0.00
11.00 5.55 3.78 0.00
11.25 5.55 3.78 0.00
11.50 5.55 3.78 0.00
11.75 5.55 3.78 0.00
12.00 5.55 3.78 0.00
12.25 5.55 3.78 0.00
12.50 5.55 3.78 0.00

DAVIS VILLAGE
DAVIS VILLAGE SAND FILTER B 6.11.23 Type 11 6-hr 100-Year Rainfall=5.55"
Prepared by Plott Hound Engineering PLLC Printed 6/21/2023
HydroCAD® 10.10-6a s/n 11998 ©2020 HydroCAD Software Solutions LLC Page 86
Summary for Subcatchment 5S: BYPASS BUA
Runoff = 20.36 cfs @ 2.95 hrs, Volume= 0.797 af, Depth= 5.31"
Routed to Pond 4P : TOTAL
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
1.800 98 BYPASS BUA
1.800 100.00% Impervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
5.0 Direct Entry,
Subcatchment 5S: BYPASS BUA
Hydrograph
1 1 I 1 I I - I 1 1 1 I 1 1 I -
221/ - I I I I I I I I I I I I I I I I I I ■Runoff
211/ - 1- 120.3%fs I 1— H H 4 T I— I — 4 — H 1 H H I -
20 - -1- -1 - 4 - H -1- H - + - I- -I - H - H - I- -I - H e I N -
19 -I- - 1 - rt - H -1- 1 - T - 1- -1 - 1 - H - 1- -I - rt - H -1- -
18� - - -
17� - - y� ppI �w'II, �` I�
16 - - _ I I 1 I I 1QO--Yea RaifFQH=5c55.. -
15 -I- -1 - 1 L I I H L I H L I -
144/ -I- I -1 - 4 - H -1- - - H - 1H _Runoff Area t800-ac -
u, 13 -I- 7`�71
� 12� -
- -r - -I- - - - "111 f V�"'Fr'`?'� -
LL minbf# Delpth 5 3-1" -
94,/ 1 1 - 1 I I I I I I I I I I I II I
84/ - - J - 1 1 1 _I L I- 1 A L Tc 5M rnhin -
7 - I- H - - 1- I - 4 - H -1 H - + - 1 - 4 - H - 1 -I - 4
-
61/ - - - 1 1 - H - H -1- I - t - I- -1 - 1 - H — I— —I — fi
5�
- I I - 7 - -1771 - T - I- -I - 7 - 7 - I- -I - 7 - 7 -I- -
41 - - - -
- - - I I I I
24/ _1_ . 1 I _ 1 1 1 1 1 _ 1
14/
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
DAVIS VILLAGE SAND FILTER B 6.11.23 Type 11 6-hr 100-Year Rainfall=5.55"
Prepared by Plott Hound Engineering PLLC Printed 6/21/2023
HydroCAD® 10.10-6a s/n 11998 ©2020 HydroCAD Software Solutions LLC Page 87
Hydrograph for Subcatchment 5S: BYPASS BUA
Time Precip. Excess Runoff Time Precip. Excess Runoff
(hours) (inches) (inches) (cfs) (hours) (inches) (inches) (cfs)
0.00 0.00 0.00 0.00 12.75 5.55 5.31 0.00
0.25 0.06 0.00 0.02 13.00 5.55 5.31 0.00
0.50 0.13 0.02 0.19 13.25 5.55 5.31 0.00
0.75 0.19 0.06 0.31 13.50 5.55 5.31 0.00
1.00 0.27 0.12 0.41 13.75 5.55 5.31 0.00
1.25 0.35 0.19 0.52 14.00 5.55 5.31 0.00
1.50 0.45 0.27 0.63 14.25 5.55 5.31 0.00
1.75 0.56 0.37 0.77 14.50 5.55 5.31 0.00
2.00 0.69 0.50 0.92 14.75 5.55 5.31 0.00
2.25 0.86 0.65 1.21 15.00 5.55 5.31 0.00
2.50 1.07 0.86 1.56 15.25 5.55 5.31 0.00
2.75 1.89 1.66 7.43 15.50 5.55 5.31 0.00
3.00 4.05 3.82 16.97 15.75 5.55 5.31 0.00
3.25 4.39 4.16 2.30 16.00 5.55 5.31 0.00
3.50 4.62 4.38 1.49 16.25 5.55 5.31 0.00
3.75 4.78 4.54 1.11 16.50 5.55 5.31 0.00
4.00 4.91 4.67 0.93 16.75 5.55 5.31 0.00
4.25 5.02 4.79 0.80 17.00 5.55 5.31 0.00
4.50 5.12 4.88 0.70 17.25 5.55 5.31 0.00
4.75 5.21 4.97 0.62 17.50 5.55 5.31 0.00
5.00 5.29 5.05 0.55 17.75 5.55 5.31 0.00
5.25 5.36 5.12 0.51 18.00 5.55 5.31 0.00
5.50 5.43 5.19 0.48 18.25 5.55 5.31 0.00
5.75 5.49 5.25 0.46 18.50 5.55 5.31 0.00
6.00 5.55 5.31 0.43 18.75 5.55 5.31 0.00
6.25 5.55 5.31 0.00 19.00 5.55 5.31 0.00
6.50 5.55 5.31 0.00 19.25 5.55 5.31 0.00
6.75 5.55 5.31 0.00 19.50 5.55 5.31 0.00
7.00 5.55 5.31 0.00 19.75 5.55 5.31 0.00
7.25 5.55 5.31 0.00 20.00 5.55 5.31 0.00
7.50 5.55 5.31 0.00
7.75 5.55 5.31 0.00
8.00 5.55 5.31 0.00
8.25 5.55 5.31 0.00
8.50 5.55 5.31 0.00
8.75 5.55 5.31 0.00
9.00 5.55 5.31 0.00
9.25 5.55 5.31 0.00
9.50 5.55 5.31 0.00
9.75 5.55 5.31 0.00
10.00 5.55 5.31 0.00
10.25 5.55 5.31 0.00
10.50 5.55 5.31 0.00
10.75 5.55 5.31 0.00
11.00 5.55 5.31 0.00
11.25 5.55 5.31 0.00
11.50 5.55 5.31 0.00
11.75 5.55 5.31 0.00
12.00 5.55 5.31 0.00
12.25 5.55 5.31 0.00
12.50 5.55 5.31 0.00

DAVIS VILLAGE
DAVIS VILLAGE SAND FILTER B 6.11.23 Type II 6-hr 100-Year Rainfall=5.55"
Prepared by Plott Hound Engineering PLLC Printed 6/21/2023
HydroCAD® 10.10-6a s/n 11998 ©2020 HydroCAD Software Solutions LLC Page 88
Summary for Pond 2P: FOREBAY
Inflow Area = 7.500 ac, 0.00% Impervious, Inflow Depth = 3.78" for 100-Year event
Inflow = 60.69 cfs @ 3.01 hrs, Volume= 2.361 af
Outflow = 50.11 cfs @ 3.07 hrs, Volume= 2.357 af, Atten= 17%, Lag= 3.9 min
Primary = 50.09 cfs @ 3.07 hrs, Volume= 2.354 af
Routed to Pond 4P : TOTAL
Secondary= 0.02 cfs @ 3.07 hrs, Volume= 0.003 af
Routed to Pond 3P : SAND FILTER
Tertiary = 0.00 cfs @ 0.00 hrs, Volume= 0.000 af
Routed to Pond 4P : TOTAL
Routing by Dyn-Stor-Ind method, Time Span= 0.00-20.00 hrs, dt= 0.05 hrs
Peak Elev= 578.74'@ 3.07 hrs Surf.Area= 12,673 sf Storage= 31,877 cf
Plug-Flow detention time=29.0 min calculated for 2.357 af(100% of inflow)
Center-of-Mass det. time=28.5 min ( 231.2 - 202.7 )
Volume Invert Avail.Storage Storage Description
#1 575.00' 66,167 cf Custom Stage Data (Prismatic)Listed 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 9,280 8,874 23,771
579.00 13,874 11,577 35,348
580.00 15,391 14,633 49,980
581.00 16,983 16,187 66,167
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 Primary 577.50' 36.0" W x 6.0" H Vert. 6X36 IN 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 Primary 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
DAVIS VILLAGE SAND FILTER B 6.11.23 Type 11 6-hr 100-Year Rainfall=5.55"
Prepared by Plott Hound Engineering PLLC Printed 6/21/2023
HydroCAD® 10.10-6a s/n 11998 ©2020 HydroCAD Software Solutions LLC Page 89
Primary OutFlow Max=47.71 cfs @ 3.07 hrs HW=578.70' TW=0.00' (Dynamic Tailwater)
—1=36" Culvert (Passes 30.77 cfs of 50.50 cfs potential flow)
L3=TOP OF OUTLET STRUCTURE(Weir Controls 30.77 cfs @ 2.74 fps)
—2=6X36 IN ORIFICE (Orifice Controls 7.03 cfs @ 4.68 fps)
—5=12" PIPE TO SF (Barrel Controls 9.91 cfs @ 6.31 fps)
Secondary OutFlow Max=0.02 cfs © 3.07 hrs HW=578.70' 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
Hydrograph
I I I I I 1 1 1 1 I I I 1 1 1 I I
i 1 1 1 I I I I I I I I I I I I I ■Inflow
i L - 160 69 cfs) •Outflow
, / / 1 I 1 1 I AI vpl� $00 II ■Primary z / ` —I — I- 1� - I- — I— -r —I— 1ur ' T'v`I"' -aP — ■Secondary
■Tertiary
65_ / / / / - + - I— - 1— + - - — I— + I + -Peak'EI�eV=-51781.74
50.11 cfs
1 I I 1 _ I— 1 _I_ 1 _I_ 1 —I— L I — L I _ L -
6° ,/ ' , , 150;09cfs I 1 1 1 1 Storage=31,877 of
55- z , / L -1 1 I I I I I I I I I I
50� / z/ i
454-' z / , / i 1 + I rt 1 + 1 + I + I + 1 -r — —
- 40y / , r % — 1— + — 1— 4 — 1— + —I— + —1— + —1— + —1
I LLI1I + 1 + I1IL1L -
3- - / / / 1 1 I I I 1 1 1 I I I 1 I
LI 30� / , i —
/ I I I I I I I I I I I I 1
25 -/ / / I I I I I I I I I I I I 1
1(47 z //- 002 cfs ZZ />
10.00 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
DAVIS VILLAGE SAND FILTER B 6.11.23 Type 11 6-hr 100-Year Rainfall=5.55"
Prepared by Plott Hound Engineering PLLC Printed 6/21/2023
HydroCAD® 10.10-6a s/n 11998 ©2020 HydroCAD Software Solutions LLC Page 90
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 0.05 8 575.00 0.00 0.00 0.00 0.00
2.00 0.81 681 575.10 0.06 0.06 0.00 0.00
2.50 2.54 2,777 575.42 0.98 0.98 0.00 0.00
3.00 60.54 28,185 578.43 30.17 30.15 0.02 0.00
3.50 6.43 21,963 577.80 10.03 10.01 0.01 0.00
4.00 3.71 15,851 577.11 7.04 7.03 0.01 0.00
4.50 2.78 10,370 576.45 5.39 5.39 0.01 0.00
5.00 2.18 6,297 575.91 3.70 3.69 0.01 0.00
5.50 1.89 4,659 575.69 2.38 2.37 0.00 0.00
6.00 1.71 4,090 575.61 1.92 1.92 0.00 0.00
6.50 0.00 2,466 575.37 0.79 0.78 0.00 0.00
7.00 0.00 1,554 575.24 0.32 0.32 0.00 0.00
7.50 0.00 1,130 575.17 0.17 0.17 0.00 0.00
8.00 0.00 889 575.14 0.10 0.10 0.00 0.00
8.50 0.00 734 575.11 0.07 0.07 0.00 0.00
9.00 0.00 626 575.10 0.05 0.05 0.00 0.00
9.50 0.00 547 575.08 0.04 0.04 0.00 0.00
10.00 0.00 486 575.07 0.03 0.03 0.00 0.00
10.50 0.00 438 575.07 0.02 0.02 0.00 0.00
11.00 0.00 399 575.06 0.02 0.02 0.00 0.00
11.50 0.00 366 575.06 0.02 0.02 0.00 0.00
12.00 0.00 339 575.05 0.01 0.01 0.00 0.00
12.50 0.00 316 575.05 0.01 0.01 0.00 0.00
13.00 0.00 295 575.05 0.01 0.01 0.00 0.00
13.50 0.00 278 575.04 0.01 0.01 0.00 0.00
14.00 0.00 262 575.04 0.01 0.01 0.00 0.00
14.50 0.00 248 575.04 0.01 0.01 0.00 0.00
15.00 0.00 236 575.04 0.01 0.01 0.00 0.00
15.50 0.00 225 575.03 0.01 0.01 0.00 0.00
16.00 0.00 215 575.03 0.01 0.01 0.00 0.00
16.50 0.00 205 575.03 0.00 0.00 0.00 0.00
17.00 0.00 197 575.03 0.00 0.00 0.00 0.00
17.50 0.00 189 575.03 0.00 0.00 0.00 0.00
18.00 0.00 182 575.03 0.00 0.00 0.00 0.00
18.50 0.00 176 575.03 0.00 0.00 0.00 0.00
19.00 0.00 170 575.03 0.00 0.00 0.00 0.00
19.50 0.00 164 575.03 0.00 0.00 0.00 0.00
20.00 0.00 159 575.02 0.00 0.00 0.00 0.00

DAVIS VILLAGE
DAVIS VILLAGE SAND FILTER B 6.11.23 Type 11 6-hr 100-Year Rainfall=5.55"
Prepared by Plott Hound Engineering PLLC Printed 6/21/2023
HydroCAD® 10.10-6a s/n 11998 ©2020 HydroCAD Software Solutions LLC Page 91
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 0.23 0.23 0.00 0.00
575.40 0.90 0.90 0.00 0.00
575.60 1.89 1.89 0.00 0.00
575.80 3.04 3.04 0.00 0.00
576.00 4.19 4.18 0.01 0.00
576.20 5.07 5.06 0.01 0.00
576.40 5.26 5.25 0.01 0.00
576.60 5.82 5.81 0.01 0.00
576.80 6.32 6.31 0.01 0.00
577.00 6.79 6.78 0.01 0.00
577.20 7.23 7.22 0.01 0.00
577.40 7.64 7.63 0.01 0.00
577.60 8.34 8.33 0.01 0.00
577.80 9.99 9.98 0.01 0.00
578.00 12.18 12.16 0.02 0.00
578.20 18.57 18.56 0.02 0.00
578.40 28.47 28.45 0.02 0.00
578.60 40.72 40.70 0.02 0.00
578.80 54.90 54.88 0.02 0.00
579.00 70.76 70.74 0.02 0.00
579.20 77.80 75.26 0.02 2.51
579.40 85.67 78.16 0.02 7.49
579.60 95.33 80.95 0.02 14.36
579.80 106.19 83.64 0.03 22.52
580.00 118.89 86.25 0.03 32.61
580.20 133.50 88.77 0.03 44.70
580.40 149.68 91.22 0.03 58.43
580.60 167.30 93.61 0.03 73.67
580.80 186.91 95.93 0.03 90.95
581.00 208.33 98.20 0.03 110.09

DAVIS VILLAGE
DAVIS VILLAGE SAND FILTER B 6.11.23 Type 11 6-hr 100-Year Rainfall=5.55"
Prepared by Plott Hound Engineering PLLC Printed 6/21/2023
HydroCAD® 10.10-6a s/n 11998 ©2020 HydroCAD Software Solutions LLC Page 92
Stage-Area-Storage for Pond 2P: FOREBAY
Elevation Surface Storage Elevation Surface Storage
(feet) (sq-ft) (cubic-feet) (feet) (sq-ft) (cubic-feet)
575.00 6,453 0 580.10 15,550 51,527
575.10 6,551 650 580.20 15,709 53,090
575.20 6,650 1,310 580.30 15,869 54,669
575.30 6,748 1,980 580.40 16,028 56,264
575.40 6,847 2,660 580.50 16,187 57,875
575.50 6,945 3,350 580.60 16,346 59,501
575.60 7,043 4,049 580.70 16,505 61,144
575.70 7,142 4,758 580.80 16,665 62,802
575.80 7,240 5,477 580.90 16,824 64,477
575.90 7,339 6,206 581.00 16,983 66,167
576.00 7,437 6,945
576.10 7,540 7,694
576.20 7,643 8,453
576.30 7,746 9,222
576.40 7,849 10,002
576.50 7,952 10,792
576.60 8,055 11,593
576.70 8,158 12,403
576.80 8,261 13,224
576.90 8,364 14,055
577.00 8,467 14,897
577.10 8,548 15,748
577.20 8,630 16,607
577.30 8,711 17,474
577.40 8,792 18,349
577.50 8,874 19,232
577.60 8,955 20,124
577.70 9,036 21,023
577.80 9,117 21,931
577.90 9,199 22,847
578.00 9,280 23,771
578.10 9,739 24,721
578.20 10,199 25,718
578.30 10,658 26,761
578.40 11,118 27,850
578.50 11,577 28,985
578.60 12,036 30,165
578.70 12,496 31,392
578.80 12,955 32,665
578.90 13,415 33,983
579.00 13,874 35,348
579.10 14,026 36,742
579.20 14,177 38,153
579.30 14,329 39,578
579.40 14,481 41,018
579.50 14,633 42,474
579.60 14,784 43,945
579.70 14,936 45,431
579.80 15,088 46,932
579.90 15,239 48,448
580.00 15,391 49,980

DAVIS VILLAGE
DAVIS VILLAGE SAND FILTER B 6.11.23 Type 11 6-hr 100-Year Rainfall=5.55"
Prepared by Plott Hound Engineering PLLC Printed 6/21/2023
HydroCAD® 10.10-6a s/n 11998 ©2020 HydroCAD Software Solutions LLC Page 93
Summary for Pond 3P: SAND FILTER
Inflow = 0.02 cfs @ 3.07 hrs, Volume= 0.003 af
Outflow = 0.01 cfs @ 4.88 hrs, Volume= 0.003 af, Atten= 70%, Lag= 108.2 min
Primary = 0.01 cfs @ 4.88 hrs, Volume= 0.003 af
Routed to Pond 4P : TOTAL
Routing by Dyn-Stor-Ind method, Time Span= 0.00-20.00 hrs, dt= 0.05 hrs
Peak Elev= 575.05'@ 4.88 hrs Surf.Area= 1,356 sf Storage= 62 cf
Plug-Flow detention time= 168.5 min calculated for 0.003 af(98% of inflow)
Center-of-Mass det. time= 154.8 min ( 450.1 - 295.3 )
Volume Invert Avail.Storage Storage Description
#1 575.00' 45,537 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 2,958 2,656 6,311
579.00 13,864 8,411 14,722
580.00 15,391 14,628 29,350
581.00 16,983 16,187 45,537
Device Routing 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 @ 4.88 hrs HW=575.05' TW=0.00' (Dynamic Tailwater)
4-1=FILTER MEDIA (Custom Controls 0.01 cfs)

DAVIS VILLAGE
DAVIS VILLAGE SAND FILTER B 6.11.23 Type 11 6-hr 100-Year Rainfall=5.55"
Prepared by Plott Hound Engineering PLLC Printed 6/21/2023
HydroCAD® 10.10-6a s/n 11998 ©2020 HydroCAD Software Solutions LLC Page 94
Pond 3P: SAND FILTER
Hydrograph
1 I I I I 1 1 I I I I I
_I I II I I I I I I I I I I I I I I I ■Inflow
0.022- , ,- - 10.02 crsl -1 — 1- —I — + — I— —I — H —I— 4 — 1 —I — �H/—I— H — 1 —I — - ❑Primary
0.021_' / ,1 1 - T 0 -1 H 1 T 1 1 h peak II e Y=1575.05' -
0.02 ' / ,- —I — T j —I F I T I I T I H P I T I T T
0.019-' , — -
;, r � 1 1 1 1 1 1 1 1 1 toraCao— I ef- _
0.018� " `J
0.0174' i 1 1 1 1 1 1 L 1 1 I— 1 L 1 1 L 1 -
0.016- , + 1 + J —1 — + - 1 1 — + 1— H — H 1 — T -1— + — + 1 — -
0.015-' i —I — T 00 I- -I - T - I- -I - T -I- 7 - I- -1 - T -I- 7 - 7 -I - -
0.014'' i )— — —
v
a 0.013= /
°- 0.012; i � 1 1 1 1 1 1 L 1 1 L I L I L L I -
33 0.011-' ik -1 - + 1- % - + - 1- -1 - H -1- 4 - I- -I - H -I- H - 1 -1 -
u. 0.01 i —I I- — t — I— —I — t -1— rt — I— —I — t —I— rt - 1— —I -
0.009 , 1— I 1 1 1 1 1 1 1 1 1 1 1 1 1 1
0.0081 i _
0.0071 / 1 1 ci m cfs 1 1 1 1 1 1
0.0061 , ,L —I — ��J/////// -H - 1- -1 - -H -1- - H -1 - -L -1 i - 1- -1 - -
0.0051 / fi I ..4. I - - H -I- i I- -I H -I- -1 1 I -
0.0041 i 1 ,i% � ��� I
1 i � T 7 flill
0.003
0.0021 , 1 I A i._��i�j� _ .i���
Rio Ardor . 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
DAVIS VILLAGE SAND FILTER B 6.11.23 Type 11 6-hr 100-Year Rainfall=5.55"
Prepared by Plott Hound Engineering PLLC Printed 6/21/2023
HydroCAD® 10.10-6a s/n 11998 ©2020 HydroCAD Software Solutions LLC Page 95
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 3 575.00 0.00
3.00 0.02 14 575.01 0.00
3.50 0.01 41 575.03 0.00
4.00 0.01 55 575.04 0.01
4.50 0.01 61 575.05 0.01
5.00 0.01 62 575.05 0.01
5.50 0.00 60 575.04 0.01
6.00 0.00 57 575.04 0.01
6.50 0.00 52 575.04 0.01
7.00 0.00 47 575.03 0.00
7.50 0.00 41 575.03 0.00
8.00 0.00 36 575.03 0.00
8.50 0.00 32 575.02 0.00
9.00 0.00 28 575.02 0.00
9.50 0.00 24 575.02 0.00
10.00 0.00 21 575.02 0.00
10.50 0.00 18 575.01 0.00
11.00 0.00 16 575.01 0.00
11.50 0.00 14 575.01 0.00
12.00 0.00 12 575.01 0.00
12.50 0.00 11 575.01 0.00
13.00 0.00 9 575.01 0.00
13.50 0.00 8 575.01 0.00
14.00 0.00 7 575.01 0.00
14.50 0.00 7 575.00 0.00
15.00 0.00 6 575.00 0.00
15.50 0.00 5 575.00 0.00
16.00 0.00 5 575.00 0.00
16.50 0.00 4 575.00 0.00
17.00 0.00 4 575.00 0.00
17.50 0.00 4 575.00 0.00
18.00 0.00 3 575.00 0.00
18.50 0.00 3 575.00 0.00
19.00 0.00 3 575.00 0.00
19.50 0.00 3 575.00 0.00
20.00 0.00 2 575.00 0.00

DAVIS VILLAGE
DAVIS VILLAGE SAND FILTER B 6.11.23 Type 11 6-hr 100-Year Rainfall=5.55"
Prepared by Plott Hound Engineering PLLC Printed 6/21/2023
HydroCAD® 10.10-6a s/n 11998 ©2020 HydroCAD Software Solutions LLC Page 96
Stage-Discharge for Pond 3P: SAND FILTER
Elevation Primary Elevation Primary Elevation Primary
(feet) (cfs) (feet) (cfs) (feet) (cfs)
575.00 0.00 577.55 0.33 580.10 0.54
575.05 0.01 577.60 0.34 580.15 0.54
575.10 0.01 577.65 0.34 580.20 0.55
575.15 0.02 577.70 0.34 580.25 0.55
575.20 0.03 577.75 0.35 580.30 0.56
575.25 0.03 577.80 0.35 580.35 0.56
575.30 0.04 577.85 0.36 I 580.40 0.56
575.35 0.05 577.90 0.36 580.45 0.57
575.40 0.05 577.95 0.36 580.50 0.57
575.45 0.06 578.00 0.37 580.55 0.58
575.50 0.07 , 578.05 0.37 580.60 0.58
575.55 0.07 578.10 0.38 580.65 0.59
575.60 0.08 578.15 0.38 580.70 0.59
575.65 0.09 578.20 0.38 580.75 0.59
575.70 0.09 578.25 0.39 580.80 0.60
575.75 0.10 578.30 0.39 580.85 0.60
575.80 0.10 578.35 0.40 580.90 0.61
575.85 0.11 578.40 0.40 580.95 0.61
575.90 0.12 578.45 0.40 581.00 0.61
575.95 0.12 578.50 0.41
576.00 0.13 578.55 0.41
576.05 0.14 578.60 0.42
576.10 0.14 578.65 0.42
576.15 0.15 ' 578.70 0.43
576.20 0.16 578.75 0.43
576.25 0.16 578.80 0.43
576.30 0.17 ' 578.85 0.44
576.35 0.18 578.90 0.44
576.40 0.18 578.95 0.45
576.45 0.19 579.00 0.45
576.50 0.20 579.05 0.45
576.55 0.20 579.10 0.46
576.60 0.21 579.15 0.46
576.65 0.22 579.20 0.47
576.70 0.22 579.25 0.47
576.75 0.23 579.30 0.47
576.80 0.24 579.35 0.48
576.85 0.24 579.40 0.48
576.90 0.25 I 579.45 0.49
576.95 0.26 579.50 0.49
577.00 0.26 579.55 0.50
577.05 0.27 579.60 0.50
577.10 0.27 579.65 0.50
577.15 0.28 579.70 0.51
577.20 0.29 579.75 0.51
577.25 0.29 579.80 0.52
577.30 0.30 579.85 0.52
577.35 0.31 579.90 0.52
577.40 0.31 579.95 0.53
577.45 0.32 580.00 0.53
577.50 0.33 580.05 0.54

DAVIS VILLAGE
DAVIS VILLAGE SAND FILTER B 6.11.23 Type 11 6-hr 100-Year Rainfall=5.55"
Prepared by Plott Hound Engineering PLLC Printed 6/21/2023
HydroCAD® 10.10-6a s/n 11998 ©2020 HydroCAD Software Solutions LLC Page 97
Stage-Area-Storage for Pond 3P: SAND FILTER
Elevation Surface Storage Elevation Surface Storage
(feet) (sq-ft) (cubic-feet) (feet) (sq-ft) (cubic-feet)
575.00 1,334 0 580.10 15,550 30,897
575.10 1,382 136 580.20 15,709 32,460
575.20 1,430 276 580.30 15,869 34,038
575.30 1,477 422 580.40 16,028 35,633
575.40 1,525 572 580.50 16,187 37,244
575.50 1,573 727 580.60 16,346 38,871
575.60 1,621 886 580.70 16,505 40,513
575.70 1,669 1,051 580.80 16,665 42,172
575.80 1,716 1,220 580.90 16,824 43,846
575.90 1,764 1,394 581.00 16,983 45,537
576.00 1,812 1,573
576.10 1,866 1,757
576.20 1,920 1,946
576.30 1,974 2,141
576.40 2,028 2,341
576.50 2,083 2,547
576.60 2,137 2,758
576.70 2,191 2,974
576.80 2,245 3,196
576.90 2,299 3,423
577.00 2,353 3,656
577.10 2,414 3,894
577.20 2,474 4,138
577.30 2,534 4,389
577.40 2,595 4,645
577.50 2,656 4,908
577.60 2,716 5,176
577.70 2,777 5,451
577.80 2,837 5,731
577.90 2,897 6,018
578.00 2,958 6,311
578.10 4,049 6,661
578.20 5,139 7,121
578.30 6,230 7,689
578.40 7,320 8,367
578.50 8,411 9,153
578.60 9,502 10,049
578.70 10,592 11,054
578.80 11,683 12,167
578.90 12,773 13,390
579.00 13,864 14,722
579.10 14,017 16,116
579.20 14,169 17,525
579.30 14,322 18,950
579.40 14,475 20,390
579.50 14,628 21,845
579.60 14,780 23,315
579.70 14,933 24,801
579.80 15,086 26,302
579.90 15,238 27,818
580.00 15,391 29,350

DAVIS VILLAGE
DAVIS VILLAGE SAND FILTER B 6.11.23 Type 11 6-hr 100-Year Rainfall=5.55"
Prepared by Plott Hound Engineering PLLC Printed 6/21/2023
HydroCAD® 10.10-6a s/n 11998 ©2020 HydroCAD Software Solutions LLC Page 98
Summary for Pond 4P: TOTAL
Inflow Area = 9.300 ac, 19.35% Impervious, Inflow Depth = 4.07" for 100-Year event
Inflow = 57.42 cfs @ 3.06 hrs, Volume= 3.154 af
Primary = 57.42 cfs @ 3.06 hrs, Volume= 3.154 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
Hydrograph
I I I I 1 I I I I I I I
—I— 4 I— —I — rt — 1— —1 + — — + — 1 —1 — + I— —1 — + — 1— —1 •Inflow
: / 1 157.42 cfs 1 I I I I I 1 11 1 I I I 1 ❑Primary 1
60� r —iI5742cs1: / I I Inflow Area=9.30Oac
55 -' fi — — —I — fi - 1- -1 t - - - t - 1 -1 - t 1- -1 - t - 1- -1
50 -/
: i 1 I I I I I 1 1
45./ fi -1 - rt - 1- -1 - -r - - -1 - t — — — — -r - 1- -
40iv /— 1 1 1 1 I 1 1 I I
0
—
35� 1 1 1 1 1 1
3 30� I01 —I — — — —1 — — — —1 — — 1—
25� 1 1
20= // 1 - 4 — I— —I - 1 — I 1 - 1 — I— -1 — I - 1— — - 1 — I— —I — -
= //% 1 1 1 1 1 1 1 1 1
15_ � �� 1 1 1 I I I 1 1
10- A 01 �� —1 — 1 1 1 1 — + — 1— — — -
5= / ' Z0: /',.,( �/
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
DAVIS VILLAGE SAND FILTER B 6.11.23 Type 11 6-hr 100-Year Rainfall=5.55"
Prepared by Plott Hound Engineering PLLC Printed 6/21/2023
HydroCAD® 10.10-6a s/n 11998 ©2020 HydroCAD Software Solutions LLC Page 99
Hydrograph for Pond 4P: TOTAL
Time Inflow Elevation Primary Time Inflow Elevation Primary
(hours) (cfs) (feet) (cfs) (hours) (cfs) (feet) (cfs)
0.00 0.00 0.00 12.75 0.01 0.01
0.25 0.02 0.02 13.00 0.01 0.01
0.50 0.19 0.19 13.25 0.01 0.01
0.75 0.31 0.31 13.50 0.01 0.01
1.00 0.41 0.41 13.75 0.01 0.01
1.25 0.52 0.52 14.00 0.01 0.01
1.50 0.63 0.63 14.25 0.01 0.01
1.75 0.77 0.77 14.50 0.01 0.01
2.00 0.98 0.98 14.75 0.01 0.01
2.25 1.52 1.52 15.00 0.01 0.01
2.50 2.53 2.53 15.25 0.01 0.01
2.75 11.02 11.02 15.50 0.01 0.01
3.00 47.11 47.11 15.75 0.01 0.01
3.25 21.22 21.22 16.00 0.01 0.01
3.50 11.51 11.51 16.25 0.01 0.01
3.75 8.86 8.86 16.50 0.01 0.01
4.00 7.96 7.96 16.75 0.00 0.00
4.25 7.03 7.03 17.00 0.00 0.00
4.50 6.09 6.09 17.25 0.00 0.00
4.75 5.51 5.51 17.50 0.00 0.00
5.00 4.25 4.25 17.75 0.00 0.00
5.25 3.36 3.36 18.00 0.00 0.00
5.50 2.86 2.86 18.25 0.00 0.00
5.75 2.56 2.56 18.50 0.00 0.00
6.00 2.36 2.36 18.75 0.00 0.00
6.25 1.40 1.40 19.00 0.00 0.00
6.50 0.79 0.79 19.25 0.00 0.00
6.75 0.49 0.49 19.50 0.00 0.00
7.00 0.33 0.33 , 19.75 0.00 0.00
7.25 0.23 0.23 20.00 0.00 0.00
7.50 0.17 0.17
7.75 0.13 0.13
8.00 0.11 0.11
8.25 0.09 0.09
8.50 0.07 0.07
8.75 0.06 0.06
9.00 0.05 0.05
9.25 0.05 0.05
9.50 0.04 0.04
9.75 0.04 0.04
10.00 0.03 0.03
10.25 0.03 0.03
10.50 0.03 0.03
10.75 0.02 0.02
11.00 0.02 0.02
11.25 0.02 0.02
11.50 0.02 0.02
11.75 0.02 0.02
12.00 0.01 0.01
12.25 0.01 0.01
12.50 0.01 0.01

C
POTTND" 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
Drainage Area = 5.00 ac A diversion or bypass structure
must divert all but the design
% Impervious = 48.00 °Ao flow for the filter
Curve Number= 88.60
USE SIMPLE METHOD Rv=0.05+0.009(I)
0.482 IN/IN Modified P to account for the rainfall loss in the 1"\
Storm
P= 1.0 IN (to be used in lieu of the 1" depth in the SCS rainfall
distribution)
S = 1.287 Q=( P-la)"2/( P-Ia+S)
solvedforP = [ (4QxS+QA2 )n1/2+Q+2x la]/2
PModified = N/A
WQV= 8,749 ft3
WQV Ad]= 6,562 ft'
Maximum Head on the Sand Filter must
DETERMINE FILTER BED&SEDIMENTATION BASIN SURFACE AREA not exceed 6 ft(Design Storm only)
h MaxFilter= WQV Adj(ft3)
As(ft2)+Af(ft)
Assume Hmax until min (AS+AF)
=q Greater of AS and Af X 2 Choose a combination of Af&hMaxFilter to meet
total the space available. Sedimentation Chamber
\v\ and Sand Filter should be about the same size.
Assume h MaxFilter
h MaxFilter= 3.00 ft Min. (As+AF)= 1,186 ft`
Min.Area for Sedimentation Chamber Min.Area for Sand Filter
As= 0.066 x WQV Af— WQV x 1.5 ft
3.5 ft/day x 1.66 days x(Avg Head + 1.5 ft)
As= 433 ft` Af= 753 ft` Elev
Bottom Area Used = 3,727 ft2 (ELEV 550) Bottom Area Used = 912 ft2 550
Top Area Used = 7,937 ft2 Top Area Used = 2,221 ft2 553
17,496 ft3 4,700 ft3
VERIFY VOLUMES
VOltotal = (As+Af)x hMaxFilter Compare to WQVAdi
Voltotal = 22,196 ft'
Page 1 of 2

SIZE UNDERDRAIN SYSTEM
Determine capacity of Under Drain System
Af=WQvxdf/[(kxHf+Df)xTf]
Where:
Af= 659 ft2 surface area of filter bed
df= 1.5 ft filter bed depth
k= 4 ft/day coefficient of permeability media (2" per hr)
hf= 1.50 ft average height of water above filter bed, (Hmax/2)
Tf= 1.66 Days (40 Hours, 1.66 Days))
3.0 Ft Max. Depth of Storage Volume
Af Provided= 1,096 ft` surface area provided
Q at Full Depth = 0.152 cfs Darcy's Law: Q= k x Af x((H +df)/df))
Q at Avg Depth = 0.101 c Darcy's Law: Q= k x Af x((H/2 +df)/df))
Time to Drain= 24.06 hrs
Safety Factor of 10 1.010 cfs
Bottom of sand to have min surface area
Compute Perforation Capacity as well. May go to 1:1 slope
Pipes Length 4 Holes/Row
#of Perforations= 2 25 4 = 400 Holes
50%of Perforations= 200 Holes
3/8" Dia. Hole
Capacity of One Hole= CA(2gh)^0.5 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 Capac OK
Page 2 of 2

<Os>
PRE - DEVELOPMENT
TOWNS
1S
POS TO SAND
5S
IILTER C
: PASS BUA
/21\ > AND
FOREBAY SAND ILTER
/
4P
TOTAL
SubCat Reach 'On. lit Routing Diagram for DAVIS VILLAGE SAND FILTER C 6.11.23
Prepared by Plott Hound Engineering PLLC, Printed 6/21/2023
HydroCAD®10.10-6a s/n 11998 ©2020 HydroCAD Software Solutions LLC

DAVIS VILLAGE
DAVIS VILLAGE SAND FILTER C 6.11.23
Prepared by Plott Hound Engineering PLLC Printed 6/21/2023
HydroCAD® 10.10-6a s/n 11998 ©2020 HydroCAD Software Solutions LLC Page 2
Rainfall Events Listing
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
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
DAVIS VILLAGE SAND FILTER C 6.11.23
Prepared by Plott Hound Engineering PLLC Printed 6/21/2023
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 89 48% IMPERVIOUS, HSG D (1S)
0.430 98 BYPASS BUA (5S)
5.000 84 Pasture/grassland/range, Fair, HSG D (OS)
10.430 87 TOTAL AREA

DAVIS VILLAGE
DAVIS VILLAGE SAND FILTER C 6.11.23
Prepared by Plott Hound Engineering PLLC Printed 6/21/2023
HydroCAD® 10.10-6a s/n 11998 ©2020 HydroCAD Software Solutions LLC Page 4
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 5.000 0.000 5.000 48% IMPERVIOUS 1 S
0.000 0.000 0.000 0.000 0.430 0.430 BYPASS BUA 5S
0.000 0.000 0.000 5.000 0.000 5.000 Pasture/grassland/range, Fair OS
0.000 0.000 0.000 10.000 0.430 10.430 TOTAL AREA

DAVIS VILLAGE
DAVIS VILLAGE SAND FILTER C 6.11.23 Type 1124-hr 1-Year Rainfall=3.00"
Prepared by Plott Hound Engineering PLLC Printed 6/21/2023
HydroCAD® 10.10-6a s/n 11998 ©2020 HydroCAD Software Solutions LLC Page 5
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=5.000 ac 0.00% Impervious Runoff Depth>1.39"
Tc=10.0 min CN=84 Runoff=11.49 cfs 0.581 af
SubcatchmentlS: POST TO SAND FILTER C Runoff Area=5.000 ac 0.00% Impervious Runoff Depth>1.77"
Tc=8.5 min CN=89 Runoff=15.00 cfs 0.736 af
Subcatchment5S: BYPASS BUA Runoff Area=0.430 ac 100.00% Impervious Runoff Depth>2.62"
Tc=5.0 min CN=98 Runoff=1.84 cfs 0.094 af
Pond 2P: FOREBAY Peak Elev=553.26' Storage=26,448 cf Inflow=15.00 cfs 0.736 af
Primary=0.25 cfs 0.125 af Secondary=0.02 cfs 0.012 af Tertiary=0.00 cfs 0.000 af Outflow=0.27 cfs 0.137 af
Pond 3P: SAND FILTER Peak Elev=550.00' Storage=0 cf Inflow=0.02 cfs 0.012 af
Outflow=0.02 cfs 0.012 af
Pond 4P: TOTAL Inflow=1.85 cfs 0.231 af
Primary=1.85 cfs 0.231 af
Total Runoff Area = 10.430 ac Runoff Volume = 1.411 af Average Runoff Depth = 1.62"
95.88% Pervious = 10.000 ac 4.12% Impervious = 0.430 ac

DAVIS VILLAGE
DAVIS VILLAGE SAND FILTER C 6.11.23 Type 1124-hr 1-Year Rainfall=3.00"
Prepared by Plott Hound Engineering PLLC Printed 6/21/2023
HydroCAD® 10.10-6a s/n 11998 ©2020 HydroCAD Software Solutions LLC Page 6
Summary for Subcatchment OS: PRE - DEVELOPMENT TOWNS
Runoff = 11.49 cfs @ 12.02 hrs, Volume= 0.581 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
5.000 84 Pasture/grassland/range, Fair, HSG D
5.000 100.00% 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
I 1 1 I 1 I I 1 1 I 1 1 I 1 1 I
1 4 k 1 1 1— 1 4 -k 1 1 - — # — 1 I — 4 — # —I— — ■Runoff
12 -/ 1 1 � 1 I I 1 I I I11.49cfs 1 I I I I I
11 T Type y II 244lr II I I - I —
f` � — - 4 - 4 -I- -
10� 1 Year alin�,a1I 3. 0'1 I
91- Runoff Ar'ea5.000 ad I -
- Runoff VolumeF0.581 af / I
Dump .3 „- - �
6� Tc=10 0 n�h_i n I I 1
.
Ca18-44_ - 11- -11 - - 1 -11- - -
4� 1 1 1 1 1 '
3� � 1 1 1 1 1
,- I I
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
DAVIS VILLAGE SAND FILTER C 6.11.23 Type 1124-hr 1-Year Rainfall=3.00"
Prepared by Plott Hound Engineering PLLC Printed 6/21/2023
HydroCAD® 10.10-6a s/n 11998 ©2020 HydroCAD Software Solutions LLC Page 7
Hydrograph for Subcatchment OS: PRE - DEVELOPMENT TOWNS
Time Precip. Excess Runoff Time Precip. Excess Runoff
(hours) (inches) (inches) (cfs) (hours) (inches) (inches) (cfs)
0.00 0.00 0.00 0.00 12.75 2.27 0.94 0.93
0.25 0.01 0.00 0.00 13.00 2.32 0.98 0.78
0.50 0.02 0.00 0.00 13.25 2.36 1.01 0.67
0.75 0.02 0.00 0.00 13.50 2.40 1.04 0.59
1.00 0.03 0.00 0.00 13.75 2.43 1.06 0.52
1.25 0.04 0.00 0.00 14.00 2.46 1.09 0.47
1.50 0.05 0.00 0.00 14.25 2.49 1.11 0.43
1.75 0.06 0.00 0.00 14.50 2.51 1.13 0.41
2.00 0.07 0.00 0.00 14.75 2.54 1.15 0.39
2.25 0.08 0.00 0.00 15.00 2.56 1.16 0.37
2.50 0.08 0.00 0.00 15.25 2.58 1.18 0.35
2.75 0.09 0.00 0.00 15.50 2.60 1.20 0.33
3.00 0.10 0.00 0.00 15.75 2.62 1.21 0.31
3.25 0.11 0.00 0.00 16.00 2.64 1.23 0.29
3.50 0.12 0.00 0.00 16.25 2.66 1.24 0.27
3.75 0.13 0.00 0.00 16.50 2.67 1.25 0.27
4.00 0.14 0.00 0.00 16.75 2.69 1.27 0.26
4.25 0.15 0.00 0.00 17.00 2.71 1.28 0.25
4.50 0.17 0.00 0.00 17.25 2.72 1.29 0.24
4.75 0.18 0.00 0.00 17.50 2.74 1.30 0.24
5.00 0.19 0.00 0.00 17.75 2.75 1.31 0.23
5.25 0.20 0.00 0.00 18.00 2.76 1.32 0.22
5.50 0.21 0.00 0.00 18.25 2.78 1.33 0.22
5.75 0.23 0.00 0.00 18.50 2.79 1.34 0.21
6.00 0.24 0.00 0.00 18.75 2.80 1.35 0.20
6.25 0.25 0.00 0.00 19.00 2.81 1.36 0.19
6.50 0.27 0.00 0.00 19.25 2.82 1.37 0.19
6.75 0.28 0.00 0.00 19.50 2.84 1.38 0.18
7.00 0.30 0.00 0.00 19.75 2.85 1.39 0.17
7.25 0.31 0.00 0.00 20.00 2.86 1.40 0.16
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 0.06
10.00 0.54 0.01 0.08
10.25 0.58 0.02 0.10
10.50 0.61 0.02 0.14
10.75 0.65 0.03 0.18
11.00 0.71 0.05 0.25
11.25 0.77 0.07 0.35
11.50 0.85 0.09 0.52
11.75 1.16 0.23 2.24
12.00 1.99 0.74 11.34
12.25 2.12 0.83 2.63
12.50 2.20 0.89 1.36

DAVIS VILLAGE
DAVIS VILLAGE SAND FILTER C 6.11.23 Type 1124-hr 1-Year Rainfall=3.00"
Prepared by Plott Hound Engineering PLLC Printed 6/21/2023
HydroCAD® 10.10-6a s/n 11998 ©2020 HydroCAD Software Solutions LLC Page 8
Summary for Subcatchment 1S: POST TO SAND FILTER C
Runoff = 15.00 cfs @ 12.00 hrs, Volume= 0.736 af, Depth> 1.77"
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 89 48% IMPERVIOUS, HSG D
5.000 100.00% Pervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
8.5 Direct Entry, STORM SEWERS CALC
Subcatchment 1S: POST TO SAND FILTER C
Hydrog raph
1 1 1 1 1 1
16i-/ I I I I I I ■Runoff
- - -r - I- -I - - t -1 15.00 cfs r - - - - -I - - r -1-
T
15� - type-I11-24r - - - ♦- -I- r - - - - I- -1 - - H -1- -
13� rYgarain ,a�l= aI- 66 1- 1 - 1 - L -I- -
12 4- Run ea- .0OQ ad_ I I
114- I�� I I
I I I
10� Rurriooff V oolI+ me l/nu o. J6af
,u ngyp""tD t •� n H fi 1 / - - - H 1
82-
:LI _ - L - 1- -1 - 1 _ L _1- 1 _I - 1 _ L -1- -
6 ' CN891 I I I I
54-/ I I 1 I I 1 1 I I I I 1
yI I 1 I I 1
3 I I
fi -1- 1 1
1I/
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
DAVIS VILLAGE SAND FILTER C 6.11.23 Type 1124-hr 1-Year Rainfall=3.00"
Prepared by Plott Hound Engineering PLLC Printed 6/21/2023
HydroCAD® 10.10-6a s/n 11998 ©2020 HydroCAD Software Solutions LLC Page 9
Hydrograph for Subcatchment 1S: POST TO SAND FILTER C
Time Precip. Excess Runoff Time Precip. Excess Runoff
(hours) (inches) (inches) (cfs) (hours) (inches) (inches) (cfs)
0.00 0.00 0.00 0.00 12.75 2.27 1.25 1.05
0.25 0.01 0.00 0.00 13.00 2.32 1.30 0.88
0.50 0.02 0.00 0.00 13.25 2.36 1.33 0.75
0.75 0.02 0.00 0.00 13.50 2.40 1.37 0.66
1.00 0.03 0.00 0.00 13.75 2.43 1.39 0.59
1.25 0.04 0.00 0.00 14.00 2.46 1.42 0.52
1.50 0.05 0.00 0.00 14.25 2.49 1.44 0.48
1.75 0.06 0.00 0.00 14.50 2.51 1.47 0.46
2.00 0.07 0.00 0.00 14.75 2.54 1.49 0.43
2.25 0.08 0.00 0.00 15.00 2.56 1.51 0.41
2.50 0.08 0.00 0.00 15.25 2.58 1.53 0.39
2.75 0.09 0.00 0.00 15.50 2.60 1.55 0.37
3.00 0.10 0.00 0.00 15.75 2.62 1.56 0.34
3.25 0.11 0.00 0.00 16.00 2.64 1.58 0.32
3.50 0.12 0.00 0.00 16.25 2.66 1.59 0.30
3.75 0.13 0.00 0.00 16.50 2.67 1.61 0.30
4.00 0.14 0.00 0.00 16.75 2.69 1.62 0.29
4.25 0.15 0.00 0.00 17.00 2.71 1.64 0.28
4.50 0.17 0.00 0.00 17.25 2.72 1.65 0.27
4.75 0.18 0.00 0.00 17.50 2.74 1.66 0.26
5.00 0.19 0.00 0.00 17.75 2.75 1.67 0.26
5.25 0.20 0.00 0.00 18.00 2.76 1.69 0.25
5.50 0.21 0.00 0.00 18.25 2.78 1.70 0.24
5.75 0.23 0.00 0.00 18.50 2.79 1.71 0.23
6.00 0.24 0.00 0.00 18.75 2.80 1.72 0.22
6.25 0.25 0.00 0.00 19.00 2.81 1.73 0.21
6.50 0.27 0.00 0.01 19.25 2.82 1.74 0.21
6.75 0.28 0.00 0.01 19.50 2.84 1.75 0.20
7.00 0.30 0.00 0.02 19.75 2.85 1.76 0.19
7.25 0.31 0.00 0.03 20.00 2.86 1.77 0.18
7.50 0.33 0.00 0.03
7.75 0.34 0.01 0.04
8.00 0.36 0.01 0.05
8.25 0.38 0.01 0.06
8.50 0.40 0.02 0.07
8.75 0.42 0.02 0.09
9.00 0.44 0.03 0.11
9.25 0.47 0.03 0.13
9.50 0.49 0.04 0.14
9.75 0.51 0.05 0.16
10.00 0.54 0.06 0.19
10.25 0.58 0.07 0.23
10.50 0.61 0.08 0.29
10.75 0.65 0.10 0.36
11.00 0.71 0.12 0.45
11.25 0.77 0.15 0.61
11.50 0.85 0.20 0.85
11.75 1.16 0.39 3.72
12.00 1.99 1.02 15.00
12.25 2.12 1.13 2.61
12.50 2.20 1.20 1.50

DAVIS VILLAGE
DAVIS VILLAGE SAND FILTER C 6.11.23 Type 1124-hr 1-Year Rainfall=3.00"
Prepared by Plott Hound Engineering PLLC Printed 6/21/2023
HydroCAD® 10.10-6a s/n 11998 ©2020 HydroCAD Software Solutions LLC Page 10
Summary for Subcatchment 5S: BYPASS BUA
Runoff = 1.84 cfs @ 11.95 hrs, Volume= 0.094 af, Depth> 2.62"
Routed to Pond 4P : TOTAL
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
* 0.430 98 BYPASS BUA
0.430 100.00% Impervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
5.0 Direct Entry, DIRECT
Subcatchment 5S: BYPASS BUA
Hydrograph
2 - I I I ❑Runoff`
I I I 11.84 cfs I
Type II1241-hr I
1-1 Year(,Rainfall-3.00'1
Runoff Area=0.430 ad I
I I I I I I I
I Runoff VolumeF0.1094 af I
Tuppth>2.6 "
.2 1 T'c=5.0 I m iln
GN=981 1 I I
I I I I I I I
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
DAVIS VILLAGE SAND FILTER C 6.11.23 Type 1124-hr 1-Year Rainfall=3.00"
Prepared by Plott Hound Engineering PLLC Printed 6/21/2023
HydroCAD® 10.10-6a s/n 11998 ©2020 HydroCAD Software Solutions LLC Page 11
Hydrograph for Subcatchment 5S: BYPASS BUA
Time Precip. Excess Runoff Time Precip. Excess Runoff
(hours) (inches) (inches) (cfs) (hours) (inches) (inches) (cfs)
0.00 0.00 0.00 0.00 12.75 2.27 2.04 0.10
0.25 0.01 0.00 0.00 13.00 2.32 2.09 0.08
0.50 0.02 0.00 0.00 13.25 2.36 2.13 0.07
0.75 0.02 0.00 0.00 13.50 2.40 2.17 0.06
1.00 0.03 0.00 0.00 13.75 2.43 2.20 0.06
1.25 0.04 0.00 0.00 14.00 2.46 2.23 0.05
1.50 0.05 0.00 0.00 14.25 2.49 2.26 0.05
1.75 0.06 0.00 0.00 14.50 2.51 2.28 0.04
2.00 0.07 0.00 0.00 14.75 2.54 2.31 0.04
2.25 0.08 0.00 0.00 15.00 2.56 2.33 0.04
2.50 0.08 0.01 0.00 15.25 2.58 2.35 0.04
2.75 0.09 0.01 0.01 15.50 2.60 2.37 0.03
3.00 0.10 0.01 0.01 15.75 2.62 2.39 0.03
3.25 0.11 0.02 0.01 16.00 2.64 2.41 0.03
3.50 0.12 0.02 0.01 16.25 2.66 2.43 0.03
3.75 0.13 0.03 0.01 16.50 2.67 2.44 0.03
4.00 0.14 0.03 0.01 16.75 2.69 2.46 0.03
4.25 0.15 0.04 0.01 17.00 2.71 2.47 0.03
4.50 0.17 0.05 0.01 17.25 2.72 2.49 0.03
4.75 0.18 0.05 0.01 17.50 2.74 2.50 0.03
5.00 0.19 0.06 0.01 17.75 2.75 2.52 0.02
5.25 0.20 0.07 0.01 18.00 2.76 2.53 0.02
5.50 0.21 0.08 0.02 18.25 2.78 2.55 0.02
5.75 0.23 0.09 0.02 18.50 2.79 2.56 0.02
6.00 0.24 0.10 0.02 18.75 2.80 2.57 0.02
6.25 0.25 0.11 0.02 19.00 2.81 2.58 0.02
6.50 0.27 0.12 0.02 19.25 2.82 2.59 0.02
6.75 0.28 0.13 0.02 19.50 2.84 2.60 0.02
7.00 0.30 0.14 0.02 19.75 2.85 2.61 0.02
7.25 0.31 0.15 0.02 20.00 2.86 2.62 0.02
7.50 0.33 0.17 0.02
7.75 0.34 0.18 0.02
8.00 0.36 0.19 0.02
8.25 0.38 0.21 0.03
8.50 0.40 0.23 0.03
8.75 0.42 0.24 0.03
9.00 0.44 0.27 0.04
9.25 0.47 0.29 0.04
9.50 0.49 0.31 0.04
9.75 0.51 0.33 0.04
10.00 0.54 0.36 0.05
10.25 0.58 0.39 0.05
10.50 0.61 0.42 0.06
10.75 0.65 0.46 0.07
11.00 0.71 0.51 0.08
11.25 0.77 0.57 0.11
11.50 0.85 0.65 0.14
11.75 1.16 0.95 0.67
12.00 1.99 1.76 1.54
12.25 2.12 1.89 0.21
12.50 2.20 1.98 0.14

DAVIS VILLAGE
DAVIS VILLAGE SAND FILTER C 6.11.23 Type 1124-hr 1-Year Rainfall=3.00"
Prepared by Plott Hound Engineering PLLC Printed 6/21/2023
HydroCAD® 10.10-6a s/n 11998 ©2020 HydroCAD Software Solutions LLC Page 12
Summary for Pond 2P: FOREBAY
Inflow Area = 5.000 ac, 0.00% Impervious, Inflow Depth > 1.77" for 1-Year event
Inflow = 15.00 cfs @ 12.00 hrs, Volume= 0.736 af
Outflow = 0.27 cfs @ 17.40 hrs, Volume= 0.137 af, Atten= 98%, Lag= 324.0 min
Primary = 0.25 cfs @ 17.40 hrs, Volume= 0.125 af
Routed to Pond 4P : TOTAL
Secondary= 0.02 cfs @ 17.40 hrs, Volume= 0.012 af
Routed to Pond 3P : SAND FILTER
Tertiary = 0.00 cfs @ 0.00 hrs, Volume= 0.000 af
Routed to Pond 4P : TOTAL
Routing by Dyn-Stor-Ind method, Time Span= 0.00-20.00 hrs, dt= 0.05 hrs
Peak Elev= 553.26'@ 17.40 hrs Surf.Area= 10,985 sf Storage= 26,448 cf
Plug-Flow detention time=348.7 min calculated for 0.137 of(19% of inflow)
Center-of-Mass det. time=233.7 min ( 1,008.2 - 774.5 )
Volume Invert Avail.Storage Storage Description
#1 550.00' 69,077 cf Custom Stage Data (Prismatic)Listed 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 549.50' 24.0" Round 24" RCP Outfall
L= 85.0' RCP, square edge headwall, Ke= 0.500
Inlet/ Outlet Invert= 549.50'/ 549.00' S= 0.0059 '/' 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
DAVIS VILLAGE SAND FILTER C 6.11.23 Type 1124-hr 1-Year Rainfall=3.00"
Prepared by Plott Hound Engineering PLLC Printed 6/21/2023
HydroCAD® 10.10-6a s/n 11998 ©2020 HydroCAD Software Solutions LLC Page 13
Primary OutFlow Max=0.25 cfs @ 17.40 hrs HW=553.26' TW=0.00' (Dynamic Tailwater)
4-1=24" RCP Outfall (Passes 0.25 cfs of 24.46 cfs potential flow)
2=10 YR. ORIFICE (Passes 0.25 cfs of 0.86 cfs potential flow)
4-5=6" Underdrain to Sand (Outlet Controls 0.25 cfs @ 1.27 fps)
3=TOP OF OUTLET STRUCTURE( Controls 0.00 cfs)
Secondary OutFlow Max=0.02 cfs @ 17.40 hrs HW=553.26' TW=550.00' (Dynamic Tailwater)
4-4=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)
4-6=EMERGENCY SPILLWAY( Controls 0.00 cfs)
Pond 2P: FOREBAY
Hydrograph
1 1 1 1 1 1 1 1 1 1 1 1 1
I I ■Inflow
I is.00crs r ■Outflow
ss IA pp I�_ ( (}(� •1
TI" '"1 '"I""I� •Secondary
/ / _ Peak-Elev5 3 126' 1 1 1 1 1 1 •Tertiary
16� / / / / / 1 1 1 1 1 1 1 1 1 1 1 1 1 1
15. / / // / / _ Stora_ge*26-,44QQf- 1 1 I I I I I
14 - /
13- / /
/ /
12 -/ / / / / / L J _ I_ L _ I_ L — 1_ 1 _ 1— L _I_ L _1_
11 / / / / / L L L L L L 1 1 1 L I L 1 1 L I L 1 L
10 -/ / / / / / L I 11 1 1 L L L
8 / / / / / / I— 4 — I— 4 — I— 4 — I— 4 — I— 4 —I— -k —I— —I — —I — I— —
Li II —I — I 4 — I— - — I— 4 — I— 4 —I ` -k 1 I 1 I—— I— —[ — I— 4 — I— 4 —I— r -k —I— —I — —1 — I— -
54 // / / / I- - I 4 I 4 1 -[ 1 4 —I— i 1 —I I—
z.
2 / /
0 02 cfs or
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
DAVIS VILLAGE SAND FILTER C 6.11.23 Type 1124-hr 1-Year Rainfall=3.00"
Prepared by Plott Hound Engineering PLLC Printed 6/21/2023
HydroCAD® 10.10-6a s/n 11998 ©2020 HydroCAD Software Solutions LLC Page 14
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 0.01 3 550.00 0.00 0.00 0.00 0.00
7.00 0.02 25 550.00 0.00 0.00 0.00 0.00
7.50 0.03 73 550.01 0.00 0.00 0.00 0.00
8.00 0.05 147 550.03 0.00 0.00 0.00 0.00
8.50 0.07 255 550.05 0.00 0.00 0.00 0.00
9.00 0.11 421 550.08 0.00 0.00 0.00 0.00
9.50 0.14 649 550.12 0.00 0.00 0.00 0.00
10.00 0.19 939 550.17 0.00 0.00 0.00 0.00
10.50 0.29 1,362 550.24 0.00 0.00 0.00 0.00
11.00 0.45 2,012 550.35 0.00 0.00 0.00 0.00
11.50 0.85 3,135 550.53 0.00 0.00 0.00 0.00
12.00 15.00 12,604 551.82 0.01 0.00 0.01 0.00
12.50 1.50 21,094 552.75 0.01 0.00 0.01 0.00
13.00 0.88 23,031 552.94 0.02 0.00 0.02 0.00
13.50 0.66 24,321 553.06 0.12 0.10 0.02 0.00
14.00 0.52 25,076 553.14 0.20 0.18 0.02 0.00
14.50 0.46 25,562 553.18 0.22 0.21 0.02 0.00
15.00 0.41 25,920 553.21 0.24 0.22 0.02 0.00
15.50 0.37 26,171 553.24 0.25 0.24 0.02 0.00
16.00 0.32 26,323 553.25 0.26 0.24 0.02 0.00
16.50 0.30 26,399 553.26 0.26 0.25 0.02 0.00
17.00 0.28 26,439 553.26 0.27 0.25 0.02 0.00
17.50 0.26 26,447 553.26 0.27 0.25 0.02 0.00
18.00 0.25 26,427 553.26 0.27 0.25 0.02 0.00
18.50 0.23 26,380 553.26 0.26 0.25 0.02 0.00
19.00 0.21 26,309 553.25 0.26 0.24 0.02 0.00
19.50 0.20 26,214 553.24 0.26 0.24 0.02 0.00
20.00 0.18 26,098 553.23 0.25 0.23 0.02 0.00

DAVIS VILLAGE
DAVIS VILLAGE SAND FILTER C 6.11.23 Type 1124-hr 1-Year Rainfall=3.00"
Prepared by Plott Hound Engineering PLLC Printed 6/21/2023
HydroCAD® 10.10-6a s/n 11998 ©2020 HydroCAD Software Solutions LLC Page 15
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 31.39 31.37 0.03 0.00
555.00 32.11 32.09 0.03 0.00
555.20 37.73 32.79 0.03 4.91
555.40 47.83 33.48 0.03 14.32
555.60 61.09 34.16 0.03 26.90
555.80 76.26 34.82 0.03 41.41
556.00 94.42 35.48 0.03 58.91

DAVIS VILLAGE
DAVIS VILLAGE SAND FILTER C 6.11.23 Type 1124-hr 1-Year Rainfall=3.00"
Prepared by Plott Hound Engineering PLLC Printed 6/21/2023
HydroCAD® 10.10-6a s/n 11998 ©2020 HydroCAD Software Solutions LLC Page 16
Stage-Area-Storage for Pond 2P: FOREBAY
Elevation Surface Storage Elevation Surface Storage
(feet) (sq-ft) (cubic-feet) (feet) (sq-ft) (cubic-feet)
550.00 5,499 0 555.10 16,943 51,460
550.10 5,655 558 555.20 17,528 53,183
550.20 5,811 1,131 555.30 18,113 54,965
550.30 5,967 1,720 555.40 18,698 56,806
550.40 6,123 2,324 555.50 19,283 58,705
550.50 6,279 2,945 555.60 19,867 60,662
550.60 6,435 3,580 555.70 20,452 62,678
550.70 6,591 4,232 555.80 21,037 64,753
550.80 6,747 4,898 555.90 21,622 66,886
550.90 6,903 5,581 556.00 22,207 69,077
551.00 7,059 6,279
551.10 7,221 6,993
551.20 7,382 7,723
551.30 7,543 8,469
551.40 7,705 9,232
551.50 7,867 10,010
551.60 8,028 10,805
551.70 8,190 11,616
551.80 8,351 12,443
551.90 8,512 13,286
552.00 8,674 14,146
552.10 8,841 15,021
552.20 9,008 15,914
552.30 9,175 16,823
552.40 9,342 17,749
552.50 9,510 18,691
552.60 9,677 19,651
552.70 9,844 20,627
552.80 10,011 21,619
552.90 10,178 22,629
553.00 10,345 23,655
553.10 10,589 24,702
553.20 10,834 25,773
553.30 11,078 26,868
553.40 11,322 27,988
553.50 11,567 29,133
553.60 11,811 30,302
553.70 12,055 31,495
553.80 12,299 32,713
553.90 12,544 33,955
554.00 12,788 35,222
554.10 13,145 36,518
554.20 13,502 37,851
554.30 13,859 39,219
554.40 14,216 40,622
554.50 14,573 42,062
554.60 14,930 43,537 ,
554.70 15,287 45,048
554.80 15,644 46,594
554.90 16,001 48,177
555.00 16,358 49,795

DAVIS VILLAGE
DAVIS VILLAGE SAND FILTER C 6.11.23 Type 1124-hr 1-Year Rainfall=3.00"
Prepared by Plott Hound Engineering PLLC Printed 6/21/2023
HydroCAD® 10.10-6a s/n 11998 ©2020 HydroCAD Software Solutions LLC Page 17
Summary for Pond 3P: SAND FILTER
Inflow = 0.02 cfs @ 17.40 hrs, Volume= 0.012 af
Outflow = 0.02 cfs @ 17.40 hrs, Volume= 0.012 af, Atten= 0%, Lag= 0.0 min
Primary = 0.02 cfs @ 17.40 hrs, Volume= 0.012 af
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= 913 sf Storage= 0 cf
Plug-Flow detention time=(not calculated: outflow precedes inflow)
Center-of-Mass det. time=0.0 min ( 953.9 - 953.9 )
Volume Invert Avail.Storage Storage Description
#1 550.00' 15,158 cf SAND FILTER STORAGE (Prismatic)isted below(Recalc)
Elevation Surf.Area Inc.Store Cum.Store
(feet) (sq-ft) (cubic-feet) _(cubic-feet)
550.00 913 0 0
551.00 1,309 1,111 1,111
552.00 1,776 1,543 2,654
553.00 2,221 1,999 4,652
554.00 5,933 4,077 8,729
555.00 6,925 6,429 15,158
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 @ 17.40 hrs HW=550.00' TW=0.00' (Dynamic Tailwater)
4-1=FILTER MEDIA (Passes 0.00 cfs of 0.07 cfs potential flow)

DAVIS VILLAGE
DAVIS VILLAGE SAND FILTER C 6.11.23 Type 1124-hr 1-Year Rainfall=3.00"
Prepared by Plott Hound Engineering PLLC Printed 6/21/2023
HydroCAD® 10.10-6a s/n 11998 ©2020 HydroCAD Software Solutions LLC Page 18
Pond 3P: SAND FILTER
Hydrograph
i I I I I I I I I I I I I I I I 1 1 1 I I ■Inflow
D Primary
j
0.019 " / 1 I I I I I 1 1 1 1 1 1 0.02c
0.018=' , ' d -Elev=55O.O0' - -1- -L ��iii�ii �; �/
,-
0.017_' / I I 1 1 _I 1_ 1 1 1 _I H I /� _l 1_ I -
storag--�cf
0.015-' i —I — —I— — ,_ —I — _ 1_ —1 — —1 - —I— — _1 _ .
0.014_' —I —I
H —I— —1 1 1 -
0.013 fi -I - + -I— H — i— —1 — + — 1— —1 — t — — H —1 — t —I— —1 — 1 —1 -
0.012-' i fi 1 + _I_ _1 i_ 1 t 1 1 — 1 1 t I —1 1 1 -
y 0.011 H
fi 1 T 1— —1 r 1 -r 1 1 fi 1 1 fi 1 1 r 1 -
0.01='
—1 — T -1- 1 — r -1 — r — I— —I - 7 — r -1 — r -1— r — r —I -
0 0.009-
LL 0.008=' / —I — T —I— —I 1— —IT 1 1 T — I— I T I T T 1 -
0.0071 i /7 I I I I I I I 1 1 1 I I I I 1
0.0061 i 1 I 1 1 1 1 1 I I I I 1
0.0051 / I 1 1 1 1 1 I I I I 1
0.0041 iI I 1 1 1 I I I I I 1
0.0031i1— 1 1 1 1 1 1 I I I I 1 -
0.0011 / Z-Zr
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
DAVIS VILLAGE SAND FILTER C 6.11.23 Type 1124-hr 1-Year Rainfall=3.00"
Prepared by Plott Hound Engineering PLLC Printed 6/21/2023
HydroCAD® 10.10-6a s/n 11998 ©2020 HydroCAD Software Solutions LLC Page 19
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 0.02 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
DAVIS VILLAGE SAND FILTER C 6.11.23 Type 1124-hr 1-Year Rainfall=3.00"
Prepared by Plott Hound Engineering PLLC Printed 6/21/2023
HydroCAD® 10.10-6a s/n 11998 ©2020 HydroCAD Software Solutions LLC Page 20
Stage-Discharge for Pond 3P: SAND FILTER
Elevation Primary Elevation Primary
(feet) (cfs) (feet) (cfs)
550.00 0.00 552.55 0.37
550.05 0.07 552.60 0.38
550.10 0.08 552.65 0.38
550.15 0.09 552.70 0.38
550.20 0.09 552.75 0.39
550.25 0.10 552.80 0.39
550.30 0.10 552.85 0.40
550.35 0.11 552.90 0.40
550.40 0.12 552.95 0.40
550.45 0.12 553.00 0.41
550.50 0.13 553.05 0.41
550.55 0.14 553.10 0.42
550.60 0.14 553.15 0.42
550.65 0.15 553.20 0.43
550.70 0.16 553.25 0.43
550.75 0.16 553.30 0.43
550.80 0.17 553.35 0.44
550.85 0.18 553.40 0.44
550.90 0.18 553.45 0.45
550.95 0.19 553.50 0.45
551.00 0.20 553.55 0.45
551.05 0.20 553.60 0.46
551.10 0.21 553.65 0.46
551.15 0.22 553.70 0.47
551.20 0.22 553.75 0.47
551.25 0.23 553.80 0.47
551.30 0.24 553.85 0.48
551.35 0.24 553.90 0.48
551.40 0.25 553.95 0.49
551.45 0.26 554.00 0.49
551.50 0.26 554.05 0.50
551.55 0.27 554.10 0.50
551.60 0.27 554.15 0.50
551.65 0.28 554.20 0.51
551.70 0.29 554.25 0.51
551.75 0.29 554.30 0.52
551.80 0.30 554.35 0.52
551.85 0.31 554.40 0.52
551.90 0.31 554.45 0.53
551.95 0.32 554.50 0.53
552.00 0.33 554.55 0.54
552.05 0.33 554.60 0.54
552.10 0.34 554.65 0.54
552.15 0.34 554.70 0.55
552.20 0.34 554.75 0.55
552.25 0.35 554.80 0.56
552.30 0.35 554.85 0.56
552.35 0.36 554.90 0.56
552.40 0.36 554.95 0.57
552.45 0.36 555.00 0.57
552.50 0.37

DAVIS VILLAGE
DAVIS VILLAGE SAND FILTER C 6.11.23 Type 1124-hr 1-Year Rainfall=3.00"
Prepared by Plott Hound Engineering PLLC Printed 6/21/2023
HydroCAD® 10.10-6a s/n 11998 ©2020 HydroCAD Software Solutions LLC Page 21
Stage-Area-Storage for Pond 3P: SAND FILTER
Elevation Surface Storage Elevation Surface Storage
(feet) (sq-ft) (cubic-feet) (feet) (sq-ft) (cubic-feet)
550.00 913 0 552.55 2,021 3,698
550.05 933 46 552.60 2,043 3,799
550.10 953 93 552.65 2,065 3,902
550.15 972 141 , 552.70 2,088 4,006
550.20 992 191 552.75 2,110 4,111
550.25 1,012 241 552.80 2,132 4,217
550.30 1,032 292 552.85 2,154 4,324
550.35 1,052 344 552.90 2,176 4,432
550.40 1,071 397 552.95 2,199 4,542
550.45 1,091 451 553.00 2,221 4,652
550.50 1,111 506 553.05 2,407 4,768
550.55 1,131 562 553.10 2,592 4,893
550.60 1,151 619 553.15 2,778 5,027
550.65 1,170 677 553.20 2,963 5,170
550.70 1,190 736 553.25 3,149 5,323
550.75 1,210 796 553.30 3,335 5,485
550.80 1,230 857 553.35 3,520 5,657
550.85 1,250 919 553.40 3,706 5,837
550.90 1,269 982 553.45 3,891 6,027
550.95 1,289 1,046 553.50 4,077 6,227
551.00 1,309 1,111 553.55 4,263 6,435
551.05 1,332 1,177 553.60 4,448 6,653
551.10 1,356 1,244 553.65 4,634 6,880
551.15 1,379 1,313 553.70 4,819 7,116
551.20 1,402 1,382 553.75 5,005 7,362
551.25 1,426 1,453 553.80 5,191 7,617
551.30 1,449 1,525 553.85 5,376 7,881
551.35 1,472 1,598 553.90 5,562 8,154
551.40 1,496 1,672 553.95 5,747 8,437
551.45 1,519 1,747 554.00 5,933 8,729
551.50 1,543 1,824 554.05 5,983 9,027
551.55 1,566 1,902 554.10 6,032 9,327
551.60 1,589 1,980 554.15 6,082 9,630
551.65 1,613 2,061 554.20 6,131 9,935
551.70 1,636 2,142 554.25 6,181 10,243
551.75 1,659 2,224 554.30 6,231 10,554
551.80 1,683 2,308 554.35 6,280 10,866
551.85 1,706 2,392 554.40 6,330 11,182
551.90 1,729 2,478 554.45 6,379 11,499
551.95 1,753 2,565 554.50 6,429 11,820
552.00 1,776 2,654 554.55 6,479 12,142
552.05 1,798 2,743 554.60 6,528 12,467
552.10 1,821 2,833 554.65 6,578 12,795
552.15 1,843 2,925 554.70 6,627 13,125
552.20 1,865 3,018 554.75 6,677 13,458
552.25 1,887 3,111 554.80 6,727 13,793
552.30 1,909 3,206 554.85 6,776 14,130
552.35 1,932 3,302 554.90 6,826 14,470
552.40 1,954 3,399 554.95 6,875 14,813
552.45 1,976 3,498 555.00 6,925 15,158
552.50 1,999 3,597

DAVIS VILLAGE
DAVIS VILLAGE SAND FILTER C 6.11.23 Type 1124-hr 1-Year Rainfall=3.00"
Prepared by Plott Hound Engineering PLLC Printed 6/21/2023
HydroCAD® 10.10-6a s/n 11998 ©2020 HydroCAD Software Solutions LLC Page 22
Summary for Pond 4P: TOTAL
Inflow Area = 5.430 ac, 7.92% Impervious, Inflow Depth > 0.51" for 1-Year event
Inflow = 1.85 cfs @ 11.95 hrs, Volume= 0.231 af
Primary = 1.85 cfs @ 11.95 hrs, Volume= 0.231 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
Hydrograph
II II II 11 11 11 II
❑ Inflow
2—/ I I I I f-85ofs D Primary
Inflow Area=5.430 ac '185 cfs
N /
o
T.
o
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
DAVIS VILLAGE SAND FILTER C 6.11.23 Type 1124-hr 1-Year Rainfall=3.00"
Prepared by Plott Hound Engineering PLLC Printed 6/21/2023
HydroCAD® 10.10-6a s/n 11998 ©2020 HydroCAD Software Solutions LLC Page 23
Hydrograph for Pond 4P: TOTAL
Time Inflow Elevation Primary Time Inflow Elevation Primary
(hours) (cfs) (feet) (cfs) (hours) (cfs) (feet) (cfs)
0.00 0.00 0.00 12.75 0.12 0.12
0.25 0.00 0.00 13.00 0.10 0.10
0.50 0.00 0.00 13.25 0.09 0.09
0.75 0.00 0.00 13.50 0.18 0.18
1.00 0.00 0.00 13.75 0.23 0.23
1.25 0.00 0.00 14.00 0.25 0.25
1.50 0.00 0.00 14.25 0.26 0.26
1.75 0.00 0.00 14.50 0.27 0.27
2.00 0.00 0.00 14.75 0.28 0.28
2.25 0.00 0.00 15.00 0.28 0.28
2.50 0.00 0.00 15.25 0.29 0.29
2.75 0.01 0.01 15.50 0.29 0.29
3.00 0.01 0.01 15.75 0.29 0.29
3.25 0.01 0.01 16.00 0.29 0.29
3.50 0.01 0.01 16.25 0.29 0.29
3.75 0.01 0.01 16.50 0.29 0.29
4.00 0.01 0.01 16.75 0.29 0.29
4.25 0.01 0.01 17.00 0.29 0.29
4.50 0.01 0.01 17.25 0.29 0.29
4.75 0.01 0.01 17.50 0.29 0.29
5.00 0.01 0.01 17.75 0.29 0.29
5.25 0.01 0.01 18.00 0.29 0.29
5.50 0.02 0.02 18.25 0.29 0.29
5.75 0.02 0.02 18.50 0.29 0.29
6.00 0.02 0.02 18.75 0.28 0.28
6.25 0.02 0.02 19.00 0.28 0.28
6.50 0.02 0.02 19.25 0.28 0.28
6.75 0.02 0.02 19.50 0.27 0.27
7.00 0.02 0.02 19.75 0.27 0.27
7.25 0.02 0.02 20.00 0.27 0.27
7.50 0.02 0.02
7.75 0.02 0.02
8.00 0.02 0.02
8.25 0.03 0.03
8.50 0.03 0.03 '
8.75 0.03 0.03
9.00 0.04 0.04
9.25 0.04 0.04
9.50 0.04 0.04
9.75 0.04 0.04
10.00 0.05 0.05
10.25 0.05 0.05
10.50 0.06 0.06
10.75 0.07 0.07
11.00 0.09 0.09
11.25 0.11 0.11
11.50 0.14 0.14
11.75 0.67 0.67
12.00 1.54 1.54
12.25 0.22 0.22
12.50 0.15 0.15

DAVIS VILLAGE
DAVIS VILLAGE SAND FILTER C 6.11.23 Type 11 6-hr 10-Year Rainfall=3.75"
Prepared by Plott Hound Engineering PLLC Printed 6/21/2023
HydroCAD® 10.10-6a s/n 11998 ©2020 HydroCAD Software Solutions LLC Page 24
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=5.000 ac 0.00% Impervious Runoff Depth=2.15"
Tc=10.0 min CN=84 Runoff=23.01 cfs 0.897 af
SubcatchmentlS: POST TO SAND FILTER C Runoff Area=5.000 ac 0.00% Impervious Runoff Depth=2.59"
Tc=8.5 min CN=89 Runoff=28.59 cfs 1.079 af
Subcatchment5S: BYPASS BUA Runoff Area=0.430 ac 100.00% Impervious Runoff Depth=3.52"
Tc=5.0 min CN=98 Runoff=3.27 cfs 0.126 af
Pond 2P: FOREBAY Peak Elev=554.08' Storage=36,228 cf Inflow=28.59 cfs 1.079 af
Primary=1.64 cfs 0.509 af Secondary=0.02 cfs 0.026 af Tertiary=0.00 cfs 0.000 af Outflow=1.67 cfs 0.536 af
Pond 3P: SAND FILTER Peak EIev=550.00' Storage=0 cf Inflow=0.02 cfs 0.026 af
Outflow=0.02 cfs 0.026 af
Pond 4P: TOTAL Inflow=3.28 cfs 0.662 af
Primary=3.28 cfs 0.662 af
Total Runoff Area = 10.430 ac Runoff Volume = 2.102 af Average Runoff Depth = 2.42"
95.88% Pervious = 10.000 ac 4.12% Impervious = 0.430 ac

DAVIS VILLAGE
DAVIS VILLAGE SAND FILTER C 6.11.23 Type 11 6-hr 10-Year Rainfall=3.75"
Prepared by Plott Hound Engineering PLLC Printed 6/21/2023
HydroCAD® 10.10-6a s/n 11998 ©2020 HydroCAD Software Solutions LLC Page 25
Summary for Subcatchment OS: PRE - DEVELOPMENT TOWNS
Runoff = 23.01 cfs @ 3.02 hrs, Volume= 0.897 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
5.000 84 Pasture/grassland/range, Fair, HSG D
5.000 100.00% 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
I 1 1 1 _ _ I_ I I I I I I I I -
25 — 1 - — H — 1— 1 — 4 — 1— — I— —1 — H — —I — 4 — H — I —I — 4 — I— —1— — ■Runoff
244-' ,— —I— 123.or ors I — I— —1 — rt - r -1- - - -r - r -1 - rt - fi — I— —I — rt - r -I- —
23 —
22� � — — �y�Q l d
21" — —I— - — I— —1 — 4 — I— —I— - — H — I— —1 — 4 — 1— — I— —I — 4 — I-' —
20 —I— —I — I- -I — rt - r -1- - - fi - r -1 - rt - r - 1- -I - rt - ru4 —
19 I I1 I 1 1-O--Yeat PC'airlfaN�3,75" —
16 r 1— —1 I 1 rt I- 1 -I H Runoff Area=5-t0110-ac —
154' — —
w _II I— —I1 — 4 — 1— —II— - — -k —OIT-OTT V�Vi4m�—I 1 4444 7 f —
14� r
3 13;
_0 12 1— I —1 I 1 -rr 1 -1t 1 1 -Runbff'Derit =2cizu
u. 11; I 1
104-/ r
94/ —1— - — I— —I — 4 — 1— —I— —1 — — I— —1 — 4 — 1— — 1-Cr1=1-.U1- iq -
8 r I H I 1 rt r I H t 1 1 H H I 1 H
74-' —1 I rOl I
5 —1- 1 / — I- - - 4 - 1— -1- -I - -L - - -I - 4 — — I- -I - 4 — I- -1- -
4 — —I— - — I 1 H r I— H t 1 I 1 H I— 1 fi I 1 —
2�
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
DAVIS VILLAGE SAND FILTER C 6.11.23 Type 11 6-hr 10-Year Rainfall=3.75"
Prepared by Plott Hound Engineering PLLC Printed 6/21/2023
HydroCAD® 10.10-6a s/n 11998 ©2020 HydroCAD Software Solutions LLC Page 26
Hydrograph for Subcatchment OS: PRE - DEVELOPMENT TOWNS
Time Precip. Excess Runoff Time Precip. Excess Runoff
(hours) (inches) (inches) (cfs) (hours) (inches) (inches) (cfs)
0.00 0.00 0.00 0.00 12.75 3.75 2.15 0.00
0.25 0.04 0.00 0.00 13.00 3.75 2.15 0.00
0.50 0.08 0.00 0.00 13.25 3.75 2.15 0.00
0.75 0.13 0.00 0.00 13.50 3.75 2.15 0.00
1.00 0.18 0.00 0.00 13.75 3.75 2.15 0.00
1.25 0.24 0.00 0.00 14.00 3.75 2.15 0.00
1.50 0.30 0.00 0.00 14.25 3.75 2.15 0.00
1.75 0.38 0.00 0.00 14.50 3.75 2.15 0.00
2.00 0.47 0.00 0.06 14.75 3.75 2.15 0.00
2.25 0.58 0.02 0.27 15.00 3.75 2.15 0.00
2.50 0.72 0.05 0.62 15.25 3.75 2.15 0.00
2.75 1.27 0.28 3.74 15.50 3.75 2.15 0.00
3.00 2.74 1.30 22.67 15.75 3.75 2.15 0.00
3.25 2.97 1.49 5.26 16.00 3.75 2.15 0.00
3.50 3.12 1.62 2.71 16.25 3.75 2.15 0.00
3.75 3.23 1.71 1.86 16.50 3.75 2.15 0.00
4.00 3.32 1.78 1.55 16.75 3.75 2.15 0.00
4.25 3.39 1.85 1.33 17.00 3.75 2.15 0.00
4.50 3.46 1.90 1.17 17.25 3.75 2.15 0.00
4.75 3.52 1.95 1.03 17.50 3.75 2.15 0.00
5.00 3.57 2.00 0.92 17.75 3.75 2.15 0.00
5.25 3.62 2.04 0.84 18.00 3.75 2.15 0.00
5.50 3.67 2.08 0.80 18.25 3.75 2.15 0.00
5.75 3.71 2.12 0.76 18.50 3.75 2.15 0.00
6.00 3.75 2.15 0.72 18.75 3.75 2.15 0.00
6.25 3.75 2.15 0.07 19.00 3.75 2.15 0.00
6.50 3.75 2.15 0.00 19.25 3.75 2.15 0.00
6.75 3.75 2.15 0.00 19.50 3.75 2.15 0.00
7.00 3.75 2.15 0.00 19.75 3.75 2.15 0.00
7.25 3.75 2.15 0.00 20.00 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

DAVIS VILLAGE
DAVIS VILLAGE SAND FILTER C 6.11.23 Type 11 6-hr 10-Year Rainfall=3.75"
Prepared by Plott Hound Engineering PLLC Printed 6/21/2023
HydroCAD® 10.10-6a s/n 11998 ©2020 HydroCAD Software Solutions LLC Page 27
Summary for Subcatchment 1S: POST TO SAND FILTER C
Runoff = 28.59 cfs @ 3.00 hrs, Volume= 1.079 af, Depth= 2.59"
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 89 48% IMPERVIOUS, HSG D
5.000 100.00% Pervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
8.5 Direct Entry, STORM SEWERS CALC
Subcatchment 1S: POST TO SAND FILTER C
Hydrograph
1 1 1 1 I
32_ 4- 1 1- -I - -F - 1- -I- - I I I I -I - 4 - H -I- - ■Runoff
30 _ 12a.59 cfs I 1- A 1_ I _I L I A L I I 1 L I —
28 1_ 1 1 I I 1 I I 1 1 I 1 1 I I Type 1I I -
26� I 1 1 1 1 1 1 1 1 1 1 1 1 1 1,I.,,
24y 1 1 1 1 1 1 1 1 1 1 1 rn1 -1I�
1 1 1 1 -r I 1 -1H IOYeat R'aitifahl 3T5n -
22 _ —1— -1 1— —I — 4 — 1— —I— —I — + — I— —I — 4 — H — I— —I — H- — I— —I— -
20i/ I _ 1 I J L I _ L 1 _Runoff Area5.QaO ac -
y 184 1 1 1 1 1
I
T 16 -' I I I I I 1( rl A �_ �=I e r1 -
3
7" 1
1 I I I I I 1 I 1ltUnbff'Delpthh=2 59"
LL 14
I- —I 1 1 rt 1- I H L 1 1 1 i I I rt C1 1 -
12� -1- -1 - I- -I - � - 1- -1- -1 - � - I- -1 - H - 1- - 1-Tc-8.-J Alin -
10 -' 1 1 1 1 1 1 1 1 1 1 1 1.+,ryl,—�
8'' -I- 1 1 1 1 1 1 1 1 1 1C '— �
1 10
4� /''' if 1— — - I 1— 1 — 4 1— — 1 - 4 - H - -
2
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
DAVIS VILLAGE SAND FILTER C 6.11.23 Type 11 6-hr 10-Year Rainfall=3.75"
Prepared by Plott Hound Engineering PLLC Printed 6/21/2023
HydroCAD® 10.10-6a s/n 11998 ©2020 HydroCAD Software Solutions LLC Page 28
Hydrograph for Subcatchment 1S: POST TO SAND FILTER C
Time Precip. Excess Runoff Time Precip. Excess Runoff
(hours) (inches) (inches) (cfs) (hours) (inches) (inches) (cfs)
0.00 0.00 0.00 0.00 12.75 3.75 2.59 0.00
0.25 0.04 0.00 0.00 13.00 3.75 2.59 0.00
0.50 0.08 0.00 0.00 13.25 3.75 2.59 0.00
0.75 0.13 0.00 0.00 13.50 3.75 2.59 0.00
1.00 0.18 0.00 0.00 13.75 3.75 2.59 0.00
1.25 0.24 0.00 0.00 14.00 3.75 2.59 0.00
1.50 0.30 0.00 0.05 14.25 3.75 2.59 0.00
1.75 0.38 0.01 0.20 14.50 3.75 2.59 0.00
2.00 0.47 0.03 0.41 14.75 3.75 2.59 0.00
2.25 0.58 0.07 0.73 15.00 3.75 2.59 0.00
2.50 0.72 0.13 1.23 15.25 3.75 2.59 0.00
2.75 1.27 0.47 6.42 15.50 3.75 2.59 0.00
3.00 2.74 1.67 28.58 15.75 3.75 2.59 0.00
3.25 2.97 1.87 4.97 16.00 3.75 2.59 0.00
3.50 3.12 2.01 2.84 16.25 3.75 2.59 0.00
3.75 3.23 2.11 1.98 16.50 3.75 2.59 0.00
4.00 3.32 2.19 1.66 16.75 3.75 2.59 0.00
4.25 3.39 2.26 1.42 17.00 3.75 2.59 0.00
4.50 3.46 2.32 1.25 17.25 3.75 2.59 0.00
4.75 3.52 2.38 1.10 17.50 3.75 2.59 0.00
5.00 3.57 2.42 0.98 17.75 3.75 2.59 0.00
5.25 3.62 2.47 0.90 18.00 3.75 2.59 0.00
5.50 3.67 2.51 0.86 18.25 3.75 2.59 0.00
5.75 3.71 2.55 0.81 18.50 3.75 2.59 0.00
6.00 3.75 2.59 0.77 18.75 3.75 2.59 0.00
6.25 3.75 2.59 0.04 19.00 3.75 2.59 0.00
6.50 3.75 2.59 0.00 19.25 3.75 2.59 0.00
6.75 3.75 2.59 0.00 19.50 3.75 2.59 0.00
7.00 3.75 2.59 0.00 19.75 3.75 2.59 0.00
7.25 3.75 2.59 0.00 20.00 3.75 2.59 0.00
7.50 3.75 2.59 0.00
7.75 3.75 2.59 0.00
8.00 3.75 2.59 0.00
8.25 3.75 2.59 0.00
8.50 3.75 2.59 0.00
8.75 3.75 2.59 0.00
9.00 3.75 2.59 0.00
9.25 3.75 2.59 0.00
9.50 3.75 2.59 0.00
9.75 3.75 2.59 0.00
10.00 3.75 2.59 0.00
10.25 3.75 2.59 0.00
10.50 3.75 2.59 0.00
10.75 3.75 2.59 0.00
11.00 3.75 2.59 0.00
11.25 3.75 2.59 0.00
11.50 3.75 2.59 0.00
11.75 3.75 2.59 0.00
12.00 3.75 2.59 0.00
12.25 3.75 2.59 0.00
12.50 3.75 2.59 0.00

DAVIS VILLAGE
DAVIS VILLAGE SAND FILTER C 6.11.23 Type 11 6-hr 10-Year Rainfall=3.75"
Prepared by Plott Hound Engineering PLLC Printed 6/21/2023
HydroCAD® 10.10-6a s/n 11998 ©2020 HydroCAD Software Solutions LLC Page 29
Summary for Subcatchment 5S: BYPASS BUA
Runoff = 3.27 cfs @ 2.95 hrs, Volume= 0.126 af, Depth= 3.52"
Routed to Pond 4P : TOTAL
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
* 0.430 98 BYPASS BUA
0.430 100.00% Impervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
5.0 Direct Entry, DIRECT
Subcatchment 5S: BYPASS BUA
Hydrograph
I I
- I I I ❑Runoff`
- 1327 cfs II I
'Ty'peL
3 1 11111 la "
I 1 1 I 16-hr
10-Year irlfal'I=31.75"
_ Run R'aoff Area=0A30 ac
2� 1I IRunoff Vlolijme=0.1$ af
Rim
on- Depth=3.52"
Tc=5.01 min
1 1
4 - 1 r 1 fi t 1 -hcNos
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
DAVIS VILLAGE SAND FILTER C 6.11.23 Type 11 6-hr 10-Year Rainfall=3.75"
Prepared by Plott Hound Engineering PLLC Printed 6/21/2023
HydroCAD® 10.10-6a s/n 11998 ©2020 HydroCAD Software Solutions LLC Page 30
Hydrograph for Subcatchment 5S: BYPASS BUA
Time Precip. Excess Runoff Time Precip. Excess Runoff
(hours) (inches) (inches) (cfs) (hours) (inches) (inches) (cfs)
0.00 0.00 0.00 0.00 12.75 3.75 3.52 0.00
0.25 0.04 0.00 0.00 13.00 3.75 3.52 0.00
0.50 0.08 0.01 0.02 13.25 3.75 3.52 0.00
0.75 0.13 0.03 0.04 13.50 3.75 3.52 0.00
1.00 0.18 0.06 0.05 13.75 3.75 3.52 0.00
1.25 0.24 0.10 0.07 14.00 3.75 3.52 0.00
1.50 0.30 0.15 0.09 14.25 3.75 3.52 0.00
1.75 0.38 0.21 0.11 14.50 3.75 3.52 0.00
2.00 0.47 0.29 0.14 14.75 3.75 3.52 0.00
2.25 0.58 0.39 0.19 15.00 3.75 3.52 0.00
2.50 0.72 0.52 0.24 15.25 3.75 3.52 0.00
2.75 1.27 1.06 1.18 15.50 3.75 3.52 0.00
3.00 2.74 2.51 2.73 15.75 3.75 3.52 0.00
3.25 2.97 2.74 0.37 16.00 3.75 3.52 0.00
3.50 3.12 2.89 0.24 16.25 3.75 3.52 0.00
3.75 3.23 3.00 0.18 16.50 3.75 3.52 0.00
4.00 3.32 3.08 0.15 16.75 3.75 3.52 0.00
4.25 3.39 3.16 0.13 17.00 3.75 3.52 0.00
4.50 3.46 3.23 0.11 17.25 3.75 3.52 0.00
4.75 3.52 3.29 0.10 17.50 3.75 3.52 0.00
5.00 3.57 3.34 0.09 17.75 3.75 3.52 0.00
5.25 3.62 3.39 0.08 18.00 3.75 3.52 0.00
5.50 3.67 3.43 0.08 18.25 3.75 3.52 0.00
5.75 3.71 3.47 0.07 18.50 3.75 3.52 0.00
6.00 3.75 3.52 0.07 18.75 3.75 3.52 0.00
6.25 3.75 3.52 0.00 19.00 3.75 3.52 0.00
6.50 3.75 3.52 0.00 19.25 3.75 3.52 0.00
6.75 3.75 3.52 0.00 19.50 3.75 3.52 0.00
7.00 3.75 3.52 0.00 19.75 3.75 3.52 0.00
7.25 3.75 3.52 0.00 20.00 3.75 3.52 0.00
7.50 3.75 3.52 0.00
7.75 3.75 3.52 0.00
8.00 3.75 3.52 0.00
8.25 3.75 3.52 0.00
8.50 3.75 3.52 0.00
8.75 3.75 3.52 0.00
9.00 3.75 3.52 0.00
9.25 3.75 3.52 0.00
9.50 3.75 3.52 0.00
9.75 3.75 3.52 0.00
10.00 3.75 3.52 0.00
10.25 3.75 3.52 0.00
10.50 3.75 3.52 0.00
10.75 3.75 3.52 0.00
11.00 3.75 3.52 0.00
11.25 3.75 3.52 0.00
11.50 3.75 3.52 0.00
11.75 3.75 3.52 0.00
12.00 3.75 3.52 0.00
12.25 3.75 3.52 0.00
12.50 3.75 3.52 0.00

DAVIS VILLAGE
DAVIS VILLAGE SAND FILTER C 6.11.23 Type II 6-hr 10-Year Rainfall=3.75"
Prepared by Plott Hound Engineering PLLC Printed 6/21/2023
HydroCAD® 10.10-6a s/n 11998 ©2020 HydroCAD Software Solutions LLC Page 31
Summary for Pond 2P: FOREBAY
Inflow Area = 5.000 ac, 0.00% Impervious, Inflow Depth = 2.59" for 10-Year event
Inflow = 28.59 cfs @ 3.00 hrs, Volume= 1.079 af
Outflow = 1.67 cfs @ 4.00 hrs, Volume= 0.536 af, Atten= 94%, Lag= 60.3 min
Primary = 1.64 cfs @ 4.00 hrs, Volume= 0.509 af
Routed to Pond 4P : TOTAL
Secondary= 0.02 cfs @ 4.00 hrs, Volume= 0.026 af
Routed to Pond 3P : SAND FILTER
Tertiary = 0.00 cfs @ 0.00 hrs, Volume= 0.000 af
Routed to Pond 4P : TOTAL
Routing by Dyn-Stor-Ind method, Time Span= 0.00-20.00 hrs, dt= 0.05 hrs
Peak Elev= 554.08'@ 4.00 hrs Surf.Area= 13,066 sf Storage= 36,228 cf
Plug-Flow detention time=279.0 min calculated for 0.534 af(50% of inflow)
Center-of-Mass det. time=250.2 min ( 451.7 - 201.5 )
Volume Invert Avail.Storage Storage Description
#1 550.00' 69,077 cf Custom Stage Data (Prismatic)Listed 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 549.50' 24.0" Round 24" RCP Outfall
L= 85.0' RCP, square edge headwall, Ke= 0.500
Inlet/ Outlet Invert= 549.50'/ 549.00' S= 0.0059 '/' 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
DAVIS VILLAGE SAND FILTER C 6.11.23 Type 11 6-hr 10-Year Rainfall=3.75"
Prepared by Plott Hound Engineering PLLC Printed 6/21/2023
HydroCAD® 10.10-6a s/n 11998 ©2020 HydroCAD Software Solutions LLC Page 32
Primary OutFlow Max=1.64 cfs © 4.00 hrs HW=554.08' TW=0.00' (Dynamic Tailwater)
L1=24" RCP Outfall (Passes 1.64 cfs of 28.53 cfs potential flow)
2=10 YR. ORIFICE (Passes 0.51 cfs of 7.04 cfs potential flow)
L5=6" Underdrain to Sand (Outlet Controls 0.51 cfs © 2.57 fps)
3=TOP OF OUTLET STRUCTURE(Weir Controls 1.14 cfs @ 0.91 fps)
Secondary OutFlow Max=0.02 cfs © 4.00 hrs HW=554.08' 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
Hydrograph
II I Il I T I T I T I 1
/ - -I I T I T I T I T I T I T I T I T I >- ■Inflow
28.59 cfs 1 •outflow
` 1 T I J IT I iTn I T QQI r�pp7a�_I r+ •Prima
- - 1- -I - I- -r - 1- - -I- I if low AreIa= f}��@p - ■Secondary
32, / • / / - -1 - - I- T I - I T T �eaki EreV=554I.Vv •Tertiary
30i / / / - -I - , - ,- -I - 1- rt - 1- t - - t -1- t -1- t - - t -1 - r -
287 / / /
- - - - ,- -t - 1- rt - 1- t -,- -- -Stor-age=36,228-cf-
264/ / z• / / - H H I rt I t t I t I t t I I-
24 / / / ,, // - H , I- H - I- -[ - I- t -I- t -I- t -I- t I t I I-
22 / / / / .- - - - ,- -I - I- rt - I- t -I- t -1- t -1- t - - t -1 - r -
20� / / / - -I H I -[ I t t I t I t t I I-
18 / ; j , ; - H I t I -F I t t I t I t I t I I-
316 / / I- H - I / - I- H - I- -F - I- t -I- ± -I- t -I- t -I - t -I - I- —
LL14� / / I- A - 1- -F - 1- -+ - 1- + -1- + -1- + -1- -H -1 - -H -1 - i
12i/ / / • I- H I i - I- t - I- -t - I- + ,- t -I- t -I- t -I - t -I - I -
105/ z / � � - I p I - I- -+ - I- + -I- + -I- + -I- i I + -I - I- -
8� / / / 1 67 cfsrir /
27 s
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
DAVIS VILLAGE SAND FILTER C 6.11.23 Type 11 6-hr 10-Year Rainfall=3.75"
Prepared by Plott Hound Engineering PLLC Printed 6/21/2023
HydroCAD® 10.10-6a s/n 11998 ©2020 HydroCAD Software Solutions LLC Page 33
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 0.05 10 550.00 0.00 0.00 0.00 0.00
2.00 0.41 387 550.07 0.00 0.00 0.00 0.00
2.50 1.23 1,756 550.31 0.00 0.00 0.00 0.00
3.00 28.58 19,036 552.54 0.01 0.00 0.01 0.00
3.50 2.84 34,585 553.95 0.50 0.47 0.02 0.00
4.00 1.66 36,228 554.08 1.67 1.64 0.02 0.00
4.50 1.25 36,045 554.06 1.37 1.35 0.02 0.00
5.00 0.98 35,848 554.05 1.08 1.06 0.02 0.00
5.50 0.86 35,710 554.04 0.91 0.88 0.02 0.00
6.00 0.77 35,630 554.03 0.81 0.79 0.02 0.00
6.50 0.00 34,886 553.97 0.50 0.48 0.02 0.00
7.00 0.00 33,998 553.90 0.48 0.46 0.02 0.00
7.50 0.00 33,143 553.83 0.47 0.44 0.02 0.00
8.00 0.00 32,321 553.77 0.45 0.43 0.02 0.00
8.50 0.00 31,533 553.70 0.43 0.41 0.02 0.00
9.00 0.00 30,779 553.64 0.41 0.39 0.02 0.00
9.50 0.00 30,059 553.58 0.39 0.37 0.02 0.00
10.00 0.00 29,375 553.52 0.37 0.35 0.02 0.00
10.50 0.00 28,726 553.46 0.35 0.33 0.02 0.00
11.00 0.00 28,113 553.41 0.33 0.31 0.02 0.00
11.50 0.00 27,536 553.36 0.31 0.29 0.02 0.00
12.00 0.00 26,996 553.31 0.29 0.27 0.02 0.00
12.50 0.00 26,494 553.27 0.27 0.25 0.02 0.00
13.00 0.00 26,029 553.22 0.25 0.23 0.02 0.00
13.50 0.00 25,603 553.18 0.23 0.21 0.02 0.00
14.00 0.00 25,215 553.15 0.20 0.19 0.02 0.00
14.50 0.00 24,867 553.12 0.18 0.17 0.02 0.00
15.00 0.00 24,559 553.09 0.16 0.14 0.02 0.00
15.50 0.00 24,305 553.06 0.12 0.10 0.02 0.00
16.00 0.00 24,132 553.05 0.08 0.06 0.02 0.00
16.50 0.00 24,011 553.03 0.06 0.04 0.02 0.00
17.00 0.00 23,922 553.03 0.04 0.03 0.02 0.00
17.50 0.00 23,854 553.02 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 23,719 553.01 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 23,657 553.00 0.02 0.00 0.02 0.00

DAVIS VILLAGE
DAVIS VILLAGE SAND FILTER C 6.11.23 Type 11 6-hr 10-Year Rainfall=3.75"
Prepared by Plott Hound Engineering PLLC Printed 6/21/2023
HydroCAD® 10.10-6a s/n 11998 ©2020 HydroCAD Software Solutions LLC Page 34
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 31.39 31.37 0.03 0.00
555.00 32.11 32.09 0.03 0.00
555.20 37.73 32.79 0.03 4.91
555.40 47.83 33.48 0.03 14.32
555.60 61.09 34.16 0.03 26.90
555.80 76.26 34.82 0.03 41.41
556.00 94.42 35.48 0.03 58.91

DAVIS VILLAGE
DAVIS VILLAGE SAND FILTER C 6.11.23 Type 11 6-hr 10-Year Rainfall=3.75"
Prepared by Plott Hound Engineering PLLC Printed 6/21/2023
HydroCAD® 10.10-6a s/n 11998 ©2020 HydroCAD Software Solutions LLC Page 35
Stage-Area-Storage for Pond 2P: FOREBAY
Elevation Surface Storage Elevation Surface Storage
(feet) (sq-ft) (cubic-feet) (feet) (sq-ft) (cubic-feet)
550.00 5,499 0 555.10 16,943 51,460
550.10 5,655 558 555.20 17,528 53,183
550.20 5,811 1,131 555.30 18,113 54,965
550.30 5,967 1,720 555.40 18,698 56,806
550.40 6,123 2,324 555.50 19,283 58,705
550.50 6,279 2,945 555.60 19,867 60,662
550.60 6,435 3,580 555.70 20,452 62,678
550.70 6,591 4,232 555.80 21,037 64,753
550.80 6,747 4,898 555.90 21,622 66,886
550.90 6,903 5,581 556.00 22,207 69,077
551.00 7,059 6,279
551.10 7,221 6,993
551.20 7,382 7,723
551.30 7,543 8,469
551.40 7,705 9,232
551.50 7,867 10,010
551.60 8,028 10,805
551.70 8,190 11,616
551.80 8,351 12,443
551.90 8,512 13,286
552.00 8,674 14,146
552.10 8,841 15,021
552.20 9,008 15,914
552.30 9,175 16,823
552.40 9,342 17,749
552.50 9,510 18,691
552.60 9,677 19,651
552.70 9,844 20,627
552.80 10,011 21,619
552.90 10,178 22,629
553.00 10,345 23,655
553.10 10,589 24,702
553.20 10,834 25,773
553.30 11,078 26,868
553.40 11,322 27,988
553.50 11,567 29,133
553.60 11,811 30,302
553.70 12,055 31,495
553.80 12,299 32,713
553.90 12,544 33,955
554.00 12,788 35,222
554.10 13,145 36,518
554.20 13,502 37,851
554.30 13,859 39,219
554.40 14,216 40,622
554.50 14,573 42,062
554.60 14,930 43,537 ,
554.70 15,287 45,048
554.80 15,644 46,594
554.90 16,001 48,177
555.00 16,358 49,795

DAVIS VILLAGE
DAVIS VILLAGE SAND FILTER C 6.11.23 Type 11 6-hr 10-Year Rainfall=3.75"
Prepared by Plott Hound Engineering PLLC Printed 6/21/2023
HydroCAD® 10.10-6a s/n 11998 ©2020 HydroCAD Software Solutions LLC Page 36
Summary for Pond 3P: SAND FILTER
Inflow = 0.02 cfs @ 4.00 hrs, Volume= 0.026 af
Outflow = 0.02 cfs @ 4.00 hrs, Volume= 0.026 af, Atten= 0%, Lag= 0.0 min
Primary = 0.02 cfs @ 4.00 hrs, Volume= 0.026 af
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= 913 sf Storage= 0 cf
Plug-Flow detention time=(not calculated: outflow precedes inflow)
Center-of-Mass det. time=0.0 min ( 651.4 - 651.4 )
Volume Invert Avail.Storage Storage Description
#1 550.00' 15,158 cf SAND FILTER STORAGE (Prismatic)isted below(Recalc)
Elevation Surf.Area Inc.Store Cum.Store
(feet) (sq-ft) (cubic-feet) _(cubic-feet)
550.00 913 0 0
551.00 1,309 1,111 1,111
552.00 1,776 1,543 2,654
553.00 2,221 1,999 4,652
554.00 5,933 4,077 8,729
555.00 6,925 6,429 15,158
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 @ 4.00 hrs HW=550.00' TW=0.00' (Dynamic Tailwater)
4-1=FILTER MEDIA (Passes 0.00 cfs of 0.07 cfs potential flow)

DAVIS VILLAGE
DAVIS VILLAGE SAND FILTER C 6.11.23 Type 11 6-hr 10-Year Rainfall=3.75"
Prepared by Plott Hound Engineering PLLC Printed 6/21/2023
HydroCAD® 10.10-6a s/n 11998 ©2020 HydroCAD Software Solutions LLC Page 37
Pond 3P: SAND FILTER
Hydrograph
i I 1 1 1 1 1 I i I 1 1 1
z _I _ 1 _I_ 1 _ L _I 1 _ I_ _I _ L TIT 1 _ L _I _ L _I_ H _ L _I _ _ ■Inflow
o.oz cfs ■Primary
0.024 z -1 - + — 1— -1 — t --111--F -- H -I -- -I-�-F -- 1- A1 - 1
0.023 1 1 o.oz ct�/ '' I - ealc it ei al MI5 V�L■0 V,- -
0.022 - - - II/jam//II�j/ I I L I _1 1_ I
0.0210. 2 � I/jl�j��I�/I�j/�/ -tO�'a 0-C'- -
0.02 / I, / /
0.019 T /��� �/�/� �f
0.017 / L -1 - i L ///I/// _
0.017
0.016 z - -I - i- -I - t - 1- -1 - t -1- H
0.015 / 1 1 I I I I I I I I I I
a 0.014 z - 0
0.013 i - J - I_ _I - 1 - I- -I - _H -I- _L - I_ _I - L _1_ _I - 1_ -I - I
c 0.012 / 1 I- I t t I -1 I- I t I t t I -
LI 00.01 z Ai II 111111111
'I
0.009 1- _1 - H -I - _H - I- _I - _H _1_ - H -1 - _L -I- - 1_ -I -
0.008 z I- 1 - t -1 - t - I- -I - t -1- rt - t -I - H -1- 1 - t -I -
0.007 / 1 I 1 1 I I I I I I 1 I I
0.006 i -
0.005 i - I _I H I H 1 1 L 1 H I- I H 1 H L 1 -
0.004 / /' -1- 1 - t -1 - t - - - - t -1- fi - t -1 - fi -1- 1 - t -I -
0.003 / 1
0.0020.001 - /j 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
DAVIS VILLAGE SAND FILTER C 6.11.23 Type 11 6-hr 10-Year Rainfall=3.75"
Prepared by Plott Hound Engineering PLLC Printed 6/21/2023
HydroCAD® 10.10-6a s/n 11998 ©2020 HydroCAD Software Solutions LLC Page 38
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
DAVIS VILLAGE SAND FILTER C 6.11.23 Type 11 6-hr 10-Year Rainfall=3.75"
Prepared by Plott Hound Engineering PLLC Printed 6/21/2023
HydroCAD® 10.10-6a s/n 11998 ©2020 HydroCAD Software Solutions LLC Page 39
Stage-Discharge for Pond 3P: SAND FILTER
Elevation Primary Elevation Primary
(feet) (cfs) (feet) (cfs)
550.00 0.00 552.55 0.37
550.05 0.07 552.60 0.38
550.10 0.08 552.65 0.38
550.15 0.09 552.70 0.38
550.20 0.09 552.75 0.39
550.25 0.10 552.80 0.39
550.30 0.10 552.85 0.40
550.35 0.11 552.90 0.40
550.40 0.12 552.95 0.40
550.45 0.12 553.00 0.41
550.50 0.13 553.05 0.41
550.55 0.14 553.10 0.42
550.60 0.14 553.15 0.42
550.65 0.15 553.20 0.43
550.70 0.16 553.25 0.43
550.75 0.16 553.30 0.43
550.80 0.17 553.35 0.44
550.85 0.18 553.40 0.44
550.90 0.18 553.45 0.45
550.95 0.19 553.50 0.45
551.00 0.20 553.55 0.45
551.05 0.20 553.60 0.46
551.10 0.21 553.65 0.46
551.15 0.22 553.70 0.47
551.20 0.22 553.75 0.47
551.25 0.23 553.80 0.47
551.30 0.24 553.85 0.48
551.35 0.24 553.90 0.48
551.40 0.25 553.95 0.49
551.45 0.26 554.00 0.49
551.50 0.26 554.05 0.50
551.55 0.27 554.10 0.50
551.60 0.27 554.15 0.50
551.65 0.28 554.20 0.51
551.70 0.29 554.25 0.51
551.75 0.29 554.30 0.52
551.80 0.30 554.35 0.52
551.85 0.31 554.40 0.52
551.90 0.31 554.45 0.53
551.95 0.32 554.50 0.53
552.00 0.33 554.55 0.54
552.05 0.33 554.60 0.54
552.10 0.34 554.65 0.54
552.15 0.34 554.70 0.55
552.20 0.34 554.75 0.55
552.25 0.35 554.80 0.56
552.30 0.35 554.85 0.56
552.35 0.36 554.90 0.56
552.40 0.36 554.95 0.57
552.45 0.36 555.00 0.57
552.50 0.37

DAVIS VILLAGE
DAVIS VILLAGE SAND FILTER C 6.11.23 Type 11 6-hr 10-Year Rainfall=3.75"
Prepared by Plott Hound Engineering PLLC Printed 6/21/2023
HydroCAD® 10.10-6a s/n 11998 ©2020 HydroCAD Software Solutions LLC Page 40
Stage-Area-Storage for Pond 3P: SAND FILTER
Elevation Surface Storage Elevation Surface Storage
(feet) (sq-ft) (cubic-feet) (feet) (sq-ft) (cubic-feet)
550.00 913 0 552.55 2,021 3,698
550.05 933 46 552.60 2,043 3,799
550.10 953 93 552.65 2,065 3,902
550.15 972 141 , 552.70 2,088 4,006
550.20 992 191 552.75 2,110 4,111
550.25 1,012 241 552.80 2,132 4,217
550.30 1,032 292 552.85 2,154 4,324
550.35 1,052 344 552.90 2,176 4,432
550.40 1,071 397 552.95 2,199 4,542
550.45 1,091 451 553.00 2,221 4,652
550.50 1,111 506 553.05 2,407 4,768
550.55 1,131 562 553.10 2,592 4,893
550.60 1,151 619 553.15 2,778 5,027
550.65 1,170 677 553.20 2,963 5,170
550.70 1,190 736 553.25 3,149 5,323
550.75 1,210 796 553.30 3,335 5,485
550.80 1,230 857 553.35 3,520 5,657
550.85 1,250 919 553.40 3,706 5,837
550.90 1,269 982 553.45 3,891 6,027
550.95 1,289 1,046 553.50 4,077 6,227
551.00 1,309 1,111 553.55 4,263 6,435
551.05 1,332 1,177 553.60 4,448 6,653
551.10 1,356 1,244 553.65 4,634 6,880
551.15 1,379 1,313 553.70 4,819 7,116
551.20 1,402 1,382 553.75 5,005 7,362
551.25 1,426 1,453 553.80 5,191 7,617
551.30 1,449 1,525 553.85 5,376 7,881
551.35 1,472 1,598 553.90 5,562 8,154
551.40 1,496 1,672 553.95 5,747 8,437
551.45 1,519 1,747 554.00 5,933 8,729
551.50 1,543 1,824 554.05 5,983 9,027
551.55 1,566 1,902 554.10 6,032 9,327
551.60 1,589 1,980 554.15 6,082 9,630
551.65 1,613 2,061 554.20 6,131 9,935
551.70 1,636 2,142 554.25 6,181 10,243
551.75 1,659 2,224 554.30 6,231 10,554
551.80 1,683 2,308 554.35 6,280 10,866
551.85 1,706 2,392 554.40 6,330 11,182
551.90 1,729 2,478 554.45 6,379 11,499
551.95 1,753 2,565 554.50 6,429 11,820
552.00 1,776 2,654 554.55 6,479 12,142
552.05 1,798 2,743 554.60 6,528 12,467
552.10 1,821 2,833 554.65 6,578 12,795
552.15 1,843 2,925 554.70 6,627 13,125
552.20 1,865 3,018 554.75 6,677 13,458
552.25 1,887 3,111 554.80 6,727 13,793
552.30 1,909 3,206 554.85 6,776 14,130
552.35 1,932 3,302 554.90 6,826 14,470
552.40 1,954 3,399 554.95 6,875 14,813
552.45 1,976 3,498 555.00 6,925 15,158
552.50 1,999 3,597

DAVIS VILLAGE
DAVIS VILLAGE SAND FILTER C 6.11.23 Type 11 6-hr 10-Year Rainfall=3.75"
Prepared by Plott Hound Engineering PLLC Printed 6/21/2023
HydroCAD® 10.10-6a s/n 11998 ©2020 HydroCAD Software Solutions LLC Page 41
Summary for Pond 4P: TOTAL
Inflow Area = 5.430 ac, 7.92% Impervious, Inflow Depth > 1.46" for 10-Year event
Inflow = 3.28 cfs @ 2.95 hrs, Volume= 0.662 af
Primary = 3.28 cfs @ 2.95 hrs, Volume= 0.662 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
Hydrograph
I I I I
/ I I I 1 I I I 1 ❑ Inflow `
1 13.28.cfs 1 1 1 1 1 D Primary 1
— r
1 ,3.28 cfs . I 1 _H 1 Inflow Area=5.43ac,
- / 1 1 1 1 1 1 1
3—/ 1 I 1 I I I I
1 I 1 1 I I I I
- I 1 1 I I I I 1 1 1
- 11 1 L 1 1 _1 — L1
ii i I
o 2
o ///
- / .'�LI - *
, 1
1—/ 0
000V 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
DAVIS VILLAGE SAND FILTER C 6.11.23 Type 11 6-hr 10-Year Rainfall=3.75"
Prepared by Plott Hound Engineering PLLC Printed 6/21/2023
HydroCAD® 10.10-6a s/n 11998 ©2020 HydroCAD Software Solutions LLC Page 42
Hydrograph for Pond 4P: TOTAL
Time Inflow Elevation Primary Time Inflow Elevation Primary
(hours) (cfs) (feet) (cfs) (hours) (cfs) (feet) (cfs)
0.00 0.00 0.00 12.75 0.26 0.26
0.25 0.00 0.00 13.00 0.25 0.25
0.50 0.02 0.02 13.25 0.24 0.24
0.75 0.04 0.04 13.50 0.23 0.23
1.00 0.05 0.05 13.75 0.22 0.22
1.25 0.07 0.07 14.00 0.20 0.20
1.50 0.09 0.09 14.25 0.19 0.19
1.75 0.11 0.11 14.50 0.18 0.18
2.00 0.14 0.14 14.75 0.17 0.17
2.25 0.19 0.19 15.00 0.16 0.16
2.50 0.25 0.25 15.25 0.14 0.14
2.75 1.19 1.19 15.50 0.12 0.12
3.00 2.74 2.74 15.75 0.10 0.10
3.25 0.80 0.80 16.00 0.08 0.08
3.50 0.74 0.74 16.25 0.07 0.07
3.75 1.45 1.45 16.50 0.06 0.06
4.00 1.81 1.81 ' 16.75 0.05 0.05
4.25 1.67 1.67 17.00 0.04 0.04
4.50 1.48 1.48 17.25 0.04 0.04
4.75 1.31 1.31 17.50 0.03 0.03
5.00 1.17 1.17 17.75 0.03 0.03
5.25 1.06 1.06 18.00 0.03 0.03
5.50 0.98 0.98 18.25 0.02 0.02
5.75 0.93 0.93 18.50 0.02 0.02
6.00 0.88 0.88 18.75 0.02 0.02
6.25 0.56 0.56 19.00 0.02 0.02
6.50 0.50 0.50 19.25 0.02 0.02
6.75 0.49 0.49 19.50 0.02 0.02
7.00 0.48 0.48 19.75 0.02 0.02
7.25 0.48 0.48 20.00 0.02 0.02
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

DAVIS VILLAGE
DAVIS VILLAGE SAND FILTER C 6.11.23 Type 11 6-hr 25-Year Rainfall=4.44"
Prepared by Plott Hound Engineering PLLC Printed 6/21/2023
HydroCAD® 10.10-6a s/n 11998 ©2020 HydroCAD Software Solutions LLC Page 43
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=5.000 ac 0.00% Impervious Runoff Depth=2.76"
Tc=10.0 min CN=84 Runoff=29.30 cfs 1.151 af
SubcatchmentlS: POST TO SAND FILTER C Runoff Area=5.000 ac 0.00% Impervious Runoff Depth=3.24"
Tc=8.5 min CN=89 Runoff=35.31 cfs 1.349 af
Subcatchment5S: BYPASS BUA Runoff Area=0.430 ac 100.00% Impervious Runoff Depth=4.20"
Tc=5.0 min CN=98 Runoff=3.88 cfs 0.151 af
Pond 2P: FOREBAY Peak Elev=554.22' Storage=38,187 cf Inflow=35.31 cfs 1.349 af
Primary=6.12 cfs 0.779 af Secondary=0.02 cfs 0.027 af Tertiary=0.00 cfs 0.000 af Outflow=6.14 cfs 0.806 af
Pond 3P: SAND FILTER Peak Elev=550.00' Storage=0 cf Inflow=0.02 cfs 0.027 af
Outflow=0.02 cfs 0.027 af
Pond 4P: TOTAL Inflow=6.57 cfs 0.957 af
Primary=6.57 cfs 0.957 af
Total Runoff Area = 10.430 ac Runoff Volume = 2.651 af Average Runoff Depth = 3.05"
95.88% Pervious = 10.000 ac 4.12% Impervious = 0.430 ac

DAVIS VILLAGE
DAVIS VILLAGE SAND FILTER C 6.11.23 Type 11 6-hr 25-Year Rainfall=4.44"
Prepared by Plott Hound Engineering PLLC Printed 6/21/2023
HydroCAD® 10.10-6a s/n 11998 ©2020 HydroCAD Software Solutions LLC Page 44
Summary for Subcatchment OS: PRE - DEVELOPMENT TOWNS
Runoff = 29.30 cfs @ 3.02 hrs, Volume= 1.151 af, Depth= 2.76"
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
5.000 84 Pasture/grassland/range, Fair, HSG D
5.000 100.00% 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
32i-' 1 1 I 1 1 I I I I I I I I I I I I _ ■Runoff
304 1 129.30 cfs I 1 1 I I 1 I I 1 1 I 1 1 I 1 1 I
28y 1 I I I I I 1 1 I 1 1 I 1 Type 1 H
- T - -I - T - T -I- T - T - I- -I - T - T - I- -I - T - T -".N
26�
4- -1- H - - 1 1 - -F - 1- -1- H - + - -I - H- - + - 1 1 - H - �J IIl -
244: - 1- 1 - j - 1- -1- -I - + - 1- 25YearR'airifaHl=“4"
22 1 I I I I I I I I I I I I I I
20 -1- I I I I I 1 Runoff Area=5.000 ac
'$z - 1I- I
I I I Ou,o R1,..ki i =o-.1- 1 f
016- 4- -I- I -I - -F - 1- -I- -I - -h - I- -I -Rim
0ffIDepth=r76" -
13
14 / -I- - 4 - 1- -I- -I - -k - I- -I - 4 - - I- -I - 4n- I -I- -
12 I _1 . - A 1_ I I I I I H IJ T C1=1_0.OLrni1n _
101/ I I I I I I I I I I I I I I I�_+ I _
8� T 1 1 1 1 I 1 1 1 1 1 I%s
6/ /� I I I I I I I I I I I I I
- - 1- - - 1- -1 - 7 - T - I -I - T - I- '- -
4- 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
DAVIS VILLAGE SAND FILTER C 6.11.23 Type 11 6-hr 25-Year Rainfall=4.44"
Prepared by Plott Hound Engineering PLLC Printed 6/21/2023
HydroCAD® 10.10-6a s/n 11998 ©2020 HydroCAD Software Solutions LLC Page 45
Hydrograph for Subcatchment OS: PRE - DEVELOPMENT TOWNS
Time Precip. Excess Runoff Time Precip. Excess Runoff
(hours) (inches) (inches) (cfs) (hours) (inches) (inches) (cfs)
0.00 0.00 0.00 0.00 12.75 4.44 2.76 0.00
0.25 0.05 0.00 0.00 13.00 4.44 2.76 0.00
0.50 0.10 0.00 0.00 13.25 4.44 2.76 0.00
0.75 0.15 0.00 0.00 13.50 4.44 2.76 0.00
1.00 0.21 0.00 0.00 13.75 4.44 2.76 0.00
1.25 0.28 0.00 0.00 14.00 4.44 2.76 0.00
1.50 0.36 0.00 0.00 14.25 4.44 2.76 0.00
1.75 0.45 0.00 0.03 14.50 4.44 2.76 0.00
2.00 0.55 0.01 0.22 14.75 4.44 2.76 0.00
2.25 0.69 0.04 0.51 15.00 4.44 2.76 0.00
2.50 0.85 0.09 0.99 15.25 4.44 2.76 0.00
2.75 1.51 0.42 5.30 15.50 4.44 2.76 0.00
3.00 3.24 1.72 28.96 15.75 4.44 2.76 0.00
3.25 3.51 1.95 6.56 16.00 4.44 2.76 0.00
3.50 3.70 2.10 3.35 16.25 4.44 2.76 0.00
3.75 3.82 2.21 2.29 16.50 4.44 2.76 0.00
4.00 3.93 2.31 1.91 16.75 4.44 2.76 0.00
4.25 4.02 2.39 1.63 17.00 4.44 2.76 0.00
4.50 4.10 2.46 1.44 17.25 4.44 2.76 0.00
4.75 4.17 2.52 1.27 17.50 4.44 2.76 0.00
5.00 4.23 2.57 1.13 17.75 4.44 2.76 0.00
5.25 4.29 2.62 1.03 18.00 4.44 2.76 0.00
5.50 4.34 2.67 0.98 18.25 4.44 2.76 0.00
5.75 4.39 2.72 0.93 18.50 4.44 2.76 0.00
6.00 4.44 2.76 0.88 18.75 4.44 2.76 0.00
6.25 4.44 2.76 0.09 19.00 4.44 2.76 0.00
6.50 4.44 2.76 0.00 19.25 4.44 2.76 0.00
6.75 4.44 2.76 0.00 19.50 4.44 2.76 0.00
7.00 4.44 2.76 0.00 19.75 4.44 2.76 0.00
7.25 4.44 2.76 0.00 20.00 4.44 2.76 0.00
7.50 4.44 2.76 0.00
7.75 4.44 2.76 0.00
8.00 4.44 2.76 0.00
8.25 4.44 2.76 0.00
8.50 4.44 2.76 0.00
8.75 4.44 2.76 0.00
9.00 4.44 2.76 0.00
9.25 4.44 2.76 0.00
9.50 4.44 2.76 0.00
9.75 4.44 2.76 0.00
10.00 4.44 2.76 0.00
10.25 4.44 2.76 0.00
10.50 4.44 2.76 0.00
10.75 4.44 2.76 0.00
11.00 4.44 2.76 0.00
11.25 4.44 2.76 0.00
11.50 4.44 2.76 0.00
11.75 4.44 2.76 0.00
12.00 4.44 2.76 0.00
12.25 4.44 2.76 0.00
12.50 4.44 2.76 0.00

DAVIS VILLAGE
DAVIS VILLAGE SAND FILTER C 6.11.23 Type 11 6-hr 25-Year Rainfall=4.44"
Prepared by Plott Hound Engineering PLLC Printed 6/21/2023
HydroCAD® 10.10-6a s/n 11998 ©2020 HydroCAD Software Solutions LLC Page 46
Summary for Subcatchment 1S: POST TO SAND FILTER C
Runoff = 35.31 cfs @ 3.00 hrs, Volume= 1.349 af, Depth= 3.24"
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 25-Year Rainfall=4.44"
Area (ac) CN Description
* 5.000 89 48% IMPERVIOUS, HSG D
5.000 100.00% Pervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
8.5 Direct Entry, STORM SEWERS CALC
Subcatchment 1S: POST TO SAND FILTER C
Hydrograph
I I I I I _ I I I I I I
38y 1 I 1 I 1 I I I I I I I I I ■Runoff
364/ 1 _I_ 135.31 cfs I I I I 1 I 1 1 I 1 1 I
34/ _ 1 1 1 1 1 1 1 1 1 1 1 1T e111
324-/ _ _ _ I 1 I I I I 1 I 4I�,,
30 / _ 1 1 1 1 1 1 1 1 1 "Iir
284 _I_ _I 1 1 1 1 25--Yeat R1e i fl fa u=44!' _
26 / 1 1 1 1 I I I I 7t I I �1 I
f1 A
24� _I I I I 1 1 Wunorea-5OIa�_ac _
y 22€'/ _ 1 1 �y1 1 1 1I �
3 20� _I / 1 1 ti ""I' a 1""T"'l' 349 `I"
_0 18� 1 1 1 1 1 -RU1_nOff Ipepth-3 24
u 16 -/ ,_ _I_ _ I / _ 1 _ L _I_ J _ L _ I_ _I _ A _ L _ I_ _I _ 1 _ L 1_ _
14 ,_ _ 1 I 1 1 I 1 1 1 1 1 1 TIC_8,5IMiIn _
12 -/ _ I_ _ / 1 1 I I I I I I I I
10� ,_ —1_ _ I _I _ 1 _ L _I_ _I — L _ I_ _I _ A _ L _ 1_ _I _ 1- - _
8� � 1 _1 _ H I L L I _ L _ I 1 A L I I L L 1 _
64-/ r I 1 1 _ L _ I _ L _ I_ _I _ J _ L _ 1 I _ I _ L 1_ _
4 / , 4 J L 1 - I 1 1 A I I L L — _
2=/
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
DAVIS VILLAGE SAND FILTER C 6.11.23 Type 11 6-hr 25-Year Rainfall=4.44"
Prepared by Plott Hound Engineering PLLC Printed 6/21/2023
HydroCAD® 10.10-6a s/n 11998 ©2020 HydroCAD Software Solutions LLC Page 47
Hydrograph for Subcatchment 1S: POST TO SAND FILTER C
Time Precip. Excess Runoff Time Precip. Excess Runoff
(hours) (inches) (inches) (cfs) (hours) (inches) (inches) (cfs)
0.00 0.00 0.00 0.00 12.75 4.44 3.24 0.00
0.25 0.05 0.00 0.00 13.00 4.44 3.24 0.00
0.50 0.10 0.00 0.00 13.25 4.44 3.24 0.00
0.75 0.15 0.00 0.00 13.50 4.44 3.24 0.00
1.00 0.21 0.00 0.00 13.75 4.44 3.24 0.00
1.25 0.28 0.00 0.01 14.00 4.44 3.24 0.00
1.50 0.36 0.01 0.16 14.25 4.44 3.24 0.00
1.75 0.45 0.03 0.37 14.50 4.44 3.24 0.00
2.00 0.55 0.06 0.65 14.75 4.44 3.24 0.00
2.25 0.69 0.11 1.07 15.00 4.44 3.24 0.00
2.50 0.85 0.20 1.71 15.25 4.44 3.24 0.00
2.75 1.51 0.64 8.44 15.50 4.44 3.24 0.00
3.00 3.24 2.12 35.29 15.75 4.44 3.24 0.00
3.25 3.51 2.37 6.05 16.00 4.44 3.24 0.00
3.50 3.70 2.54 3.44 16.25 4.44 3.24 0.00
3.75 3.82 2.66 2.40 16.50 4.44 3.24 0.00
4.00 3.93 2.76 2.01 16.75 4.44 3.24 0.00
4.25 4.02 2.84 1.72 17.00 4.44 3.24 0.00
4.50 4.10 2.91 1.51 17.25 4.44 3.24 0.00
4.75 4.17 2.98 1.33 17.50 4.44 3.24 0.00
5.00 4.23 3.04 1.18 17.75 4.44 3.24 0.00
5.25 4.29 3.09 1.08 18.00 4.44 3.24 0.00
5.50 4.34 3.14 1.03 18.25 4.44 3.24 0.00
5.75 4.39 3.19 0.98 18.50 4.44 3.24 0.00
6.00 4.44 3.24 0.93 18.75 4.44 3.24 0.00
6.25 4.44 3.24 0.05 19.00 4.44 3.24 0.00
6.50 4.44 3.24 0.00 19.25 4.44 3.24 0.00
6.75 4.44 3.24 0.00 19.50 4.44 3.24 0.00
7.00 4.44 3.24 0.00 19.75 4.44 3.24 0.00
7.25 4.44 3.24 0.00 20.00 4.44 3.24 0.00
7.50 4.44 3.24 0.00
7.75 4.44 3.24 0.00
8.00 4.44 3.24 0.00
8.25 4.44 3.24 0.00
8.50 4.44 3.24 0.00
8.75 4.44 3.24 0.00
9.00 4.44 3.24 0.00
9.25 4.44 3.24 0.00
9.50 4.44 3.24 0.00
9.75 4.44 3.24 0.00
10.00 4.44 3.24 0.00
10.25 4.44 3.24 0.00
10.50 4.44 3.24 0.00
10.75 4.44 3.24 0.00
11.00 4.44 3.24 0.00
11.25 4.44 3.24 0.00
11.50 4.44 3.24 0.00
11.75 4.44 3.24 0.00
12.00 4.44 3.24 0.00
12.25 4.44 3.24 0.00
12.50 4.44 3.24 0.00

DAVIS VILLAGE
DAVIS VILLAGE SAND FILTER C 6.11.23 Type 11 6-hr 25-Year Rainfall=4.44"
Prepared by Plott Hound Engineering PLLC Printed 6/21/2023
HydroCAD® 10.10-6a s/n 11998 ©2020 HydroCAD Software Solutions LLC Page 48
Summary for Subcatchment 5S: BYPASS BUA
Runoff = 3.88 cfs @ 2.95 hrs, Volume= 0.151 af, Depth= 4.20"
Routed to Pond 4P : TOTAL
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
* 0.430 98 BYPASS BUA
0.430 100.00% Impervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs) _
5.0 Direct Entry, DIRECT
Subcatchment 5S: BYPASS BUA
Hydrog raph
I I I I I I I I I
I I I I I I I I 1 I I I I I I I - ❑Runoff`
41 1 13.88 cfs 1 1 1 1 1 1 I I I I I I I I I I
- 1 1 i I 1 1 1 1 1 1 1 1 1 1 1 1 Type I
1 1 1 1 1 1 1 1 1 1
- 1 1 1 1 1 1 1 1 16-Iir
1 —' - 7 - r - '-25-Yeai R'ainfait=4-44"- -
3 1 1 1I I I I I I I I I I
I I I I I I I Runoff Area=0.430 ac
y = 11 11 tunoff Viol m 1$1 a 1 f
u
2' 1 1 1 1 1 1 1 1 1 1 Runoff'Delpth=4.20"
1 1 1 1 1 1 1 1 1 1 Tc=5.01 m i nQ
1 1 I I
_ 1 A 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
DAVIS VILLAGE SAND FILTER C 6.11.23 Type 11 6-hr 25-Year Rainfall=4.44"
Prepared by Plott Hound Engineering PLLC Printed 6/21/2023
HydroCAD® 10.10-6a s/n 11998 ©2020 HydroCAD Software Solutions LLC Page 49
Hydrograph for Subcatchment 5S: BYPASS BUA
Time Precip. Excess Runoff Time Precip. Excess Runoff
(hours) (inches) (inches) (cfs) (hours) (inches) (inches) (cfs)
0.00 0.00 0.00 0.00 12.75 4.44 4.20 0.00
0.25 0.05 0.00 0.00 13.00 4.44 4.20 0.00
0.50 0.10 0.01 0.03 13.25 4.44 4.20 0.00
0.75 0.15 0.04 0.05 13.50 4.44 4.20 0.00
1.00 0.21 0.08 0.07 13.75 4.44 4.20 0.00
1.25 0.28 0.13 0.09 14.00 4.44 4.20 0.00
1.50 0.36 0.19 0.11 14.25 4.44 4.20 0.00
1.75 0.45 0.27 0.14 14.50 4.44 4.20 0.00
2.00 0.55 0.37 0.17 14.75 4.44 4.20 0.00
2.25 0.69 0.49 0.23 15.00 4.44 4.20 0.00
2.50 0.85 0.65 0.29 15.25 4.44 4.20 0.00
2.75 1.51 1.29 1.41 15.50 4.44 4.20 0.00
3.00 3.24 3.01 3.24 15.75 4.44 4.20 0.00
3.25 3.51 3.28 0.44 16.00 4.44 4.20 0.00
3.50 3.70 3.46 0.28 16.25 4.44 4.20 0.00
3.75 3.82 3.59 0.21 16.50 4.44 4.20 0.00
4.00 3.93 3.69 0.18 16.75 4.44 4.20 0.00
4.25 4.02 3.78 0.15 17.00 4.44 4.20 0.00
4.50 4.10 3.86 0.13 17.25 4.44 4.20 0.00
4.75 4.17 3.93 0.12 17.50 4.44 4.20 0.00
5.00 4.23 3.99 0.10 17.75 4.44 4.20 0.00
5.25 4.29 4.05 0.10 18.00 4.44 4.20 0.00
5.50 4.34 4.10 0.09 18.25 4.44 4.20 0.00
5.75 4.39 4.16 0.09 18.50 4.44 4.20 0.00
6.00 4.44 4.20 0.08 18.75 4.44 4.20 0.00
6.25 4.44 4.20 0.00 19.00 4.44 4.20 0.00
6.50 4.44 4.20 0.00 19.25 4.44 4.20 0.00
6.75 4.44 4.20 0.00 19.50 4.44 4.20 0.00
7.00 4.44 4.20 0.00 19.75 4.44 4.20 0.00
7.25 4.44 4.20 0.00 20.00 4.44 4.20 0.00
7.50 4.44 4.20 0.00
7.75 4.44 4.20 0.00
8.00 4.44 4.20 0.00
8.25 4.44 4.20 0.00
8.50 4.44 4.20 0.00
8.75 4.44 4.20 0.00
9.00 4.44 4.20 0.00
9.25 4.44 4.20 0.00
9.50 4.44 4.20 0.00
9.75 4.44 4.20 0.00
10.00 4.44 4.20 0.00
10.25 4.44 4.20 0.00
10.50 4.44 4.20 0.00
10.75 4.44 4.20 0.00
11.00 4.44 4.20 0.00
11.25 4.44 4.20 0.00
11.50 4.44 4.20 0.00
11.75 4.44 4.20 0.00
12.00 4.44 4.20 0.00
12.25 4.44 4.20 0.00
12.50 4.44 4.20 0.00

DAVIS VILLAGE
DAVIS VILLAGE SAND FILTER C 6.11.23 Type II 6-hr 25-Year Rainfall=4.44"
Prepared by Plott Hound Engineering PLLC Printed 6/21/2023
HydroCAD® 10.10-6a s/n 11998 ©2020 HydroCAD Software Solutions LLC Page 50
Summary for Pond 2P: FOREBAY
Inflow Area = 5.000 ac, 0.00% Impervious, Inflow Depth = 3.24" for 25-Year event
Inflow = 35.31 cfs @ 3.00 hrs, Volume= 1.349 af
Outflow = 6.14 cfs @ 3.26 hrs, Volume= 0.806 af, Atten= 83%, Lag= 15.8 min
Primary = 6.12 cfs @ 3.26 hrs, Volume= 0.779 af
Routed to Pond 4P : TOTAL
Secondary= 0.02 cfs @ 3.26 hrs, Volume= 0.027 af
Routed to Pond 3P : SAND FILTER
Tertiary = 0.00 cfs @ 0.00 hrs, Volume= 0.000 af
Routed to Pond 4P : TOTAL
Routing by Dyn-Stor-Ind method, Time Span= 0.00-20.00 hrs, dt= 0.05 hrs
Peak Elev= 554.22'@ 3.26 hrs Surf.Area= 13,591 sf Storage= 38,187 cf
Plug-Flow detention time=203.3 min calculated for 0.806 af(60% of inflow)
Center-of-Mass det. time= 175.4 min ( 375.2 - 199.9 )
Volume Invert Avail.Storage Storage Description
#1 550.00' 69,077 cf Custom Stage Data (Prismatic)Listed 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 549.50' 24.0" Round 24" RCP Outfall
L= 85.0' RCP, square edge headwall, Ke= 0.500
Inlet/ Outlet Invert= 549.50'/ 549.00' S= 0.0059 '/' 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
DAVIS VILLAGE SAND FILTER C 6.11.23 Type 11 6-hr 25-Year Rainfall=4.44"
Prepared by Plott Hound Engineering PLLC Printed 6/21/2023
HydroCAD® 10.10-6a s/n 11998 ©2020 HydroCAD Software Solutions LLC Page 51
Primary OutFlow Max=6.06 cfs © 3.26 hrs HW=554.22' TW=0.00' (Dynamic Tailwater)
L1=24" RCP Outfall (Passes 6.06 cfs of 29.19 cfs potential flow)
2=10 YR. ORIFICE (Passes 0.54 cfs of 8.01 cfs potential flow)
L5=6" Underdrain to Sand (Outlet Controls 0.54 cfs © 2.74 fps)
3=TOP OF OUTLET STRUCTURE(Weir Controls 5.52 cfs @ 1.55 fps)
Secondary OutFlow Max=0.02 cfs © 3.26 hrs HW=554.22' 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
Hydrograph
I I I I I I I I I I I I I I I I I I
/ J I_ LIL11IL1LILIL1LIL ■Inflow
/ / / ® L aaI��pp���_I - Prima• ry
/ / / / - - 1- 1 - 1- rt - 1- -r -1- �Iorf ' T'"`"� �1" - •Secondary
66 rr `,'p l - Tertiary
38 / / / rR EIr��F .��
36 / / / / / 1 1 1 1 1 I I 1 1 1 1 1 1 1 1 1 1 1
34 / / / -11 1 -I 1 -[ 1 4 1 -H Storage 38,1 Frei
32 / / / / / - - 1 - 1- t - I- -t - I- t -I- t -I- t -I- t -I - t -I - I- -
30 / / / / / T - 1 - 1- T - I- T - 1- T -1- T -I- T -I- T -1 - T -I - T -
28 / / / / / I 1 I I I I I I I I
_ 24 / / / / / J - 1 - 1- L - I- 1 - I- L -1- L -I_ I _I- L -1 - L -I - L -
fi22 / / / / / - - 1 - 1- -I - 1- 4 - I- 4 -1- 4 -1- -L -1- -1 - -1 - I- -
320 / / / / / -I - I I- t - I- -f - I- t -I- t -I- t -I- t -I - t -I - I- -
0 18 / Iøiiiiiiii
" 16 / / / / /
14 / / / 6.14 cfs — —
12 / / / / / I6.12c1s 1 — 1— _I - 1- L -1_ L -1- L -1- J
10 / / / / y „. 4,A
0.00fs
I cfs �� ///'v /
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
DAVIS VILLAGE SAND FILTER C 6.11.23 Type 11 6-hr 25-Year Rainfall=4.44"
Prepared by Plott Hound Engineering PLLC Printed 6/21/2023
HydroCAD® 10.10-6a s/n 11998 ©2020 HydroCAD Software Solutions LLC Page 52
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 0.16 73 550.01 0.00 0.00 0.00 0.00
2.00 0.65 765 550.14 0.00 0.00 0.00 0.00
2.50 1.71 2,756 550.47 0.00 0.00 0.00 0.00
3.00 35.29 24,721 553.10 0.17 0.16 0.02 0.00
3.50 3.44 37,467 554.17 4.27 4.24 0.02 0.00
4.00 2.01 36,558 554.10 2.26 2.24 0.02 0.00
4.50 1.51 36,220 554.08 1.65 1.63 0.02 0.00
5.00 1.18 35,997 554.06 1.30 1.27 0.02 0.00
5.50 1.03 35,849 554.05 1.08 1.06 0.02 0.00
6.00 0.93 35,765 554.04 0.97 0.95 0.02 0.00
6.50 0.00 34,966 553.98 0.50 0.48 0.02 0.00
7.00 0.00 34,076 553.91 0.49 0.46 0.02 0.00
7.50 0.00 33,218 553.84 0.47 0.45 0.02 0.00
8.00 0.00 32,393 553.77 0.45 0.43 0.02 0.00
8.50 0.00 31,602 553.71 0.43 0.41 0.02 0.00
9.00 0.00 30,845 553.65 0.41 0.39 0.02 0.00
9.50 0.00 30,122 553.58 0.39 0.37 0.02 0.00
10.00 0.00 29,434 553.53 0.37 0.35 0.02 0.00
10.50 0.00 28,782 553.47 0.35 0.33 0.02 0.00
11.00 0.00 28,166 553.42 0.33 0.31 0.02 0.00
11.50 0.00 27,586 553.36 0.31 0.29 0.02 0.00
12.00 0.00 27,043 553.32 0.29 0.27 0.02 0.00
12.50 0.00 26,537 553.27 0.27 0.25 0.02 0.00
13.00 0.00 26,069 553.23 0.25 0.23 0.02 0.00
13.50 0.00 25,639 553.19 0.23 0.21 0.02 0.00
14.00 0.00 25,248 553.15 0.21 0.19 0.02 0.00
14.50 0.00 24,897 553.12 0.18 0.17 0.02 0.00
15.00 0.00 24,585 553.09 0.16 0.15 0.02 0.00
15.50 0.00 24,324 553.06 0.12 0.10 0.02 0.00
16.00 0.00 24,144 553.05 0.08 0.07 0.02 0.00
16.50 0.00 24,020 553.04 0.06 0.04 0.02 0.00
17.00 0.00 23,929 553.03 0.04 0.03 0.02 0.00
17.50 0.00 23,860 553.02 0.03 0.02 0.02 0.00
18.00 0.00 23,805 553.01 0.03 0.01 0.02 0.00
18.50 0.00 23,760 553.01 0.02 0.01 0.02 0.00
19.00 0.00 23,723 553.01 0.02 0.00 0.02 0.00
19.50 0.00 23,690 553.00 0.02 0.00 0.02 0.00
20.00 0.00 23,660 553.00 0.02 0.00 0.02 0.00

DAVIS VILLAGE
DAVIS VILLAGE SAND FILTER C 6.11.23 Type 11 6-hr 25-Year Rainfall=4.44"
Prepared by Plott Hound Engineering PLLC Printed 6/21/2023
HydroCAD® 10.10-6a s/n 11998 ©2020 HydroCAD Software Solutions LLC Page 53
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 31.39 31.37 0.03 0.00
555.00 32.11 32.09 0.03 0.00
555.20 37.73 32.79 0.03 4.91
555.40 47.83 33.48 0.03 14.32
555.60 61.09 34.16 0.03 26.90
555.80 76.26 34.82 0.03 41.41
556.00 94.42 35.48 0.03 58.91

DAVIS VILLAGE
DAVIS VILLAGE SAND FILTER C 6.11.23 Type 11 6-hr 25-Year Rainfall=4.44"
Prepared by Plott Hound Engineering PLLC Printed 6/21/2023
HydroCAD® 10.10-6a s/n 11998 ©2020 HydroCAD Software Solutions LLC Page 54
Stage-Area-Storage for Pond 2P: FOREBAY
Elevation Surface Storage Elevation Surface Storage
(feet) (sq-ft) (cubic-feet) (feet) (sq-ft) (cubic-feet)
550.00 5,499 0 555.10 16,943 51,460
550.10 5,655 558 555.20 17,528 53,183
550.20 5,811 1,131 555.30 18,113 54,965
550.30 5,967 1,720 555.40 18,698 56,806
550.40 6,123 2,324 555.50 19,283 58,705
550.50 6,279 2,945 555.60 19,867 60,662
550.60 6,435 3,580 555.70 20,452 62,678
550.70 6,591 4,232 555.80 21,037 64,753
550.80 6,747 4,898 555.90 21,622 66,886
550.90 6,903 5,581 556.00 22,207 69,077
551.00 7,059 6,279
551.10 7,221 6,993
551.20 7,382 7,723
551.30 7,543 8,469
551.40 7,705 9,232
551.50 7,867 10,010
551.60 8,028 10,805
551.70 8,190 11,616
551.80 8,351 12,443
551.90 8,512 13,286
552.00 8,674 14,146
552.10 8,841 15,021
552.20 9,008 15,914
552.30 9,175 16,823
552.40 9,342 17,749
552.50 9,510 18,691
552.60 9,677 19,651
552.70 9,844 20,627
552.80 10,011 21,619
552.90 10,178 22,629
553.00 10,345 23,655
553.10 10,589 24,702
553.20 10,834 25,773
553.30 11,078 26,868
553.40 11,322 27,988
553.50 11,567 29,133
553.60 11,811 30,302
553.70 12,055 31,495
553.80 12,299 32,713
553.90 12,544 33,955
554.00 12,788 35,222
554.10 13,145 36,518
554.20 13,502 37,851
554.30 13,859 39,219
554.40 14,216 40,622
554.50 14,573 42,062
554.60 14,930 43,537 ,
554.70 15,287 45,048
554.80 15,644 46,594
554.90 16,001 48,177
555.00 16,358 49,795

DAVIS VILLAGE
DAVIS VILLAGE SAND FILTER C 6.11.23 Type 11 6-hr 25-Year Rainfall=4.44"
Prepared by Plott Hound Engineering PLLC Printed 6/21/2023
HydroCAD® 10.10-6a s/n 11998 ©2020 HydroCAD Software Solutions LLC Page 55
Summary for Pond 3P: SAND FILTER
Inflow = 0.02 cfs @ 3.26 hrs, Volume= 0.027 af
Outflow = 0.02 cfs @ 3.26 hrs, Volume= 0.027 af, Atten= 0%, Lag= 0.0 min
Primary = 0.02 cfs @ 3.26 hrs, Volume= 0.027 af
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= 913 sf Storage= 0 cf
Plug-Flow detention time=0.0 min calculated for 0.027 af(100% of inflow)
Center-of-Mass det. time=0.0 min ( 647.3 - 647.3 )
Volume Invert Avail.Storage Storage Description
#1 550.00' 15,158 cf SAND FILTER STORAGE (Prismatic)isted below(Recalc)
Elevation Surf.Area Inc.Store Cum.Store
(feet) (sq-ft) (cubic-feet) _(cubic-feet)
550.00 913 0 0
551.00 1,309 1,111 1,111
552.00 1,776 1,543 2,654
553.00 2,221 1,999 4,652
554.00 5,933 4,077 8,729
555.00 6,925 6,429 15,158
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 @ 3.26 hrs HW=550.00' TW=0.00' (Dynamic Tailwater)
4-1=FILTER MEDIA (Passes 0.00 cfs of 0.07 cfs potential flow)

DAVIS VILLAGE
DAVIS VILLAGE SAND FILTER C 6.11.23 Type 11 6-hr 25-Year Rainfall=4.44"
Prepared by Plott Hound Engineering PLLC Printed 6/21/2023
HydroCAD® 10.10-6a s/n 11998 ©2020 HydroCAD Software Solutions LLC Page 56
Pond 3P: SAND FILTER
Hydrograph
1 1 1 1 1 1
- t I 1 t 1 -F H 1 t 1 -[ ± I - ■Inflow
1 I 10.02cfs , 1 1 1 1 1 I I 1 I I 1 1 1 Primary
0.024_ �O.O2 s �%��� 1 Feak1�11ev=1556.00r
%0.022� =i1 1- rt - � -/1 -
/
0.02 i- StorQY-e�-0-c -
' 1= 1
0.018 /T I T i � I /0.016- )- - - - L —1 — 1 - 1- -1 - L ////////////////
- i lI I I I I I
N _
0.014�
- i
c 0.012i/ /1- - 1 _1LI _L _H1 1 _11_ 1 -
LL - / I I I 1 1 1 1 1 ' 1
0.01 1 1 1 I I 1 1 1 1
0.008 / k j 1- -I - I- -I - -k - I- -I - -I- 4 - I- -I - -I- -[ - I- -I -
- / I I '1 I I I 1 1 1 I I I I I 1
0.006�
I I I
- i
0.004 /I- -1 I H 1- I + t I -F H 1 t 1 -[ 1- -
1 I I I I I 1 I I I I I I I 1
0.0021
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
DAVIS VILLAGE SAND FILTER C 6.11.23 Type 11 6-hr 25-Year Rainfall=4.44"
Prepared by Plott Hound Engineering PLLC Printed 6/21/2023
HydroCAD® 10.10-6a s/n 11998 ©2020 HydroCAD Software Solutions LLC Page 57
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
DAVIS VILLAGE SAND FILTER C 6.11.23 Type 11 6-hr 25-Year Rainfall=4.44"
Prepared by Plott Hound Engineering PLLC Printed 6/21/2023
HydroCAD® 10.10-6a s/n 11998 ©2020 HydroCAD Software Solutions LLC Page 58
Stage-Discharge for Pond 3P: SAND FILTER
Elevation Primary Elevation Primary
(feet) (cfs) (feet) (cfs)
550.00 0.00 552.55 0.37
550.05 0.07 552.60 0.38
550.10 0.08 552.65 0.38
550.15 0.09 552.70 0.38
550.20 0.09 552.75 0.39
550.25 0.10 552.80 0.39
550.30 0.10 552.85 0.40
550.35 0.11 552.90 0.40
550.40 0.12 552.95 0.40
550.45 0.12 553.00 0.41
550.50 0.13 553.05 0.41
550.55 0.14 553.10 0.42
550.60 0.14 553.15 0.42
550.65 0.15 553.20 0.43
550.70 0.16 553.25 0.43
550.75 0.16 553.30 0.43
550.80 0.17 553.35 0.44
550.85 0.18 553.40 0.44
550.90 0.18 553.45 0.45
550.95 0.19 553.50 0.45
551.00 0.20 553.55 0.45
551.05 0.20 553.60 0.46
551.10 0.21 553.65 0.46
551.15 0.22 553.70 0.47
551.20 0.22 553.75 0.47
551.25 0.23 553.80 0.47
551.30 0.24 553.85 0.48
551.35 0.24 553.90 0.48
551.40 0.25 553.95 0.49
551.45 0.26 554.00 0.49
551.50 0.26 554.05 0.50
551.55 0.27 554.10 0.50
551.60 0.27 554.15 0.50
551.65 0.28 554.20 0.51
551.70 0.29 554.25 0.51
551.75 0.29 554.30 0.52
551.80 0.30 554.35 0.52
551.85 0.31 554.40 0.52
551.90 0.31 554.45 0.53
551.95 0.32 554.50 0.53
552.00 0.33 554.55 0.54
552.05 0.33 554.60 0.54
552.10 0.34 554.65 0.54
552.15 0.34 554.70 0.55
552.20 0.34 554.75 0.55
552.25 0.35 554.80 0.56
552.30 0.35 554.85 0.56
552.35 0.36 554.90 0.56
552.40 0.36 554.95 0.57
552.45 0.36 555.00 0.57
552.50 0.37

DAVIS VILLAGE
DAVIS VILLAGE SAND FILTER C 6.11.23 Type 11 6-hr 25-Year Rainfall=4.44"
Prepared by Plott Hound Engineering PLLC Printed 6/21/2023
HydroCAD® 10.10-6a s/n 11998 ©2020 HydroCAD Software Solutions LLC Page 59
Stage-Area-Storage for Pond 3P: SAND FILTER
Elevation Surface Storage Elevation Surface Storage
(feet) (sq-ft) (cubic-feet) (feet) (sq-ft) (cubic-feet)
550.00 913 0 552.55 2,021 3,698
550.05 933 46 552.60 2,043 3,799
550.10 953 93 552.65 2,065 3,902
550.15 972 141 , 552.70 2,088 4,006
550.20 992 191 552.75 2,110 4,111
550.25 1,012 241 552.80 2,132 4,217
550.30 1,032 292 552.85 2,154 4,324
550.35 1,052 344 552.90 2,176 4,432
550.40 1,071 397 552.95 2,199 4,542
550.45 1,091 451 553.00 2,221 4,652
550.50 1,111 506 553.05 2,407 4,768
550.55 1,131 562 553.10 2,592 4,893
550.60 1,151 619 553.15 2,778 5,027
550.65 1,170 677 553.20 2,963 5,170
550.70 1,190 736 553.25 3,149 5,323
550.75 1,210 796 553.30 3,335 5,485
550.80 1,230 857 553.35 3,520 5,657
550.85 1,250 919 553.40 3,706 5,837
550.90 1,269 982 553.45 3,891 6,027
550.95 1,289 1,046 553.50 4,077 6,227
551.00 1,309 1,111 553.55 4,263 6,435
551.05 1,332 1,177 553.60 4,448 6,653
551.10 1,356 1,244 553.65 4,634 6,880
551.15 1,379 1,313 553.70 4,819 7,116
551.20 1,402 1,382 553.75 5,005 7,362
551.25 1,426 1,453 553.80 5,191 7,617
551.30 1,449 1,525 553.85 5,376 7,881
551.35 1,472 1,598 553.90 5,562 8,154
551.40 1,496 1,672 553.95 5,747 8,437
551.45 1,519 1,747 554.00 5,933 8,729
551.50 1,543 1,824 554.05 5,983 9,027
551.55 1,566 1,902 554.10 6,032 9,327
551.60 1,589 1,980 554.15 6,082 9,630
551.65 1,613 2,061 554.20 6,131 9,935
551.70 1,636 2,142 554.25 6,181 10,243
551.75 1,659 2,224 554.30 6,231 10,554
551.80 1,683 2,308 554.35 6,280 10,866
551.85 1,706 2,392 554.40 6,330 11,182
551.90 1,729 2,478 554.45 6,379 11,499
551.95 1,753 2,565 554.50 6,429 11,820
552.00 1,776 2,654 554.55 6,479 12,142
552.05 1,798 2,743 554.60 6,528 12,467
552.10 1,821 2,833 554.65 6,578 12,795
552.15 1,843 2,925 554.70 6,627 13,125
552.20 1,865 3,018 554.75 6,677 13,458
552.25 1,887 3,111 554.80 6,727 13,793
552.30 1,909 3,206 554.85 6,776 14,130
552.35 1,932 3,302 554.90 6,826 14,470
552.40 1,954 3,399 554.95 6,875 14,813
552.45 1,976 3,498 555.00 6,925 15,158
552.50 1,999 3,597

DAVIS VILLAGE
DAVIS VILLAGE SAND FILTER C 6.11.23 Type 11 6-hr 25-Year Rainfall=4.44"
Prepared by Plott Hound Engineering PLLC Printed 6/21/2023
HydroCAD® 10.10-6a s/n 11998 ©2020 HydroCAD Software Solutions LLC Page 60
Summary for Pond 4P: TOTAL
Inflow Area = 5.430 ac, 7.92% Impervious, Inflow Depth > 2.11" for 25-Year event
Inflow = 6.57 cfs @ 3.26 hrs, Volume= 0.957 af
Primary = 6.57 cfs @ 3.26 hrs, Volume= 0.957 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
Hydrograph
I I I
I� I I I I I I I I i ❑ Inflow 1 7:/ I L°57 cfs I 1 1 1 1 ❑Primary
z I657cfs i — Inflow Area=--.43-0
//
/ I — T — I— — — T — I— — - 1 I— T — T —I— TI - 1 —I— T -
5 I I 1 I I 1
T I I L I _1 L I J LI _L
I I I I I
0 4 �� 1 1 I I I 1 1
o -I-
/� 1 1 T — 1— T — T 1- -
3 1 1 1 1 1 1
1 1 1 1 2
0- /- "r"di
///////
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
DAVIS VILLAGE SAND FILTER C 6.11.23 Type 11 6-hr 25-Year Rainfall=4.44"
Prepared by Plott Hound Engineering PLLC Printed 6/21/2023
HydroCAD® 10.10-6a s/n 11998 ©2020 HydroCAD Software Solutions LLC Page 61
Hydrograph for Pond 4P: TOTAL
Time Inflow Elevation Primary Time Inflow Elevation Primary
(hours) (cfs) (feet) (cfs) (hours) (cfs) (feet) (cfs)
0.00 0.00 0.00 12.75 0.26 0.26
0.25 0.00 0.00 13.00 0.25 0.25
0.50 0.03 0.03 13.25 0.24 0.24
0.75 0.05 0.05 13.50 0.23 0.23
1.00 0.07 0.07 13.75 0.22 0.22
1.25 0.09 0.09 14.00 0.21 0.21
1.50 0.11 0.11 I 14.25 0.20 0.20
1.75 0.14 0.14 14.50 0.18 0.18
2.00 0.17 0.17 14.75 0.17 0.17
2.25 0.23 0.23 ' 15.00 0.16 0.16
2.50 0.30 0.30 15.25 0.15 0.15
2.75 1.42 1.42 15.50 0.12 0.12
3.00 3.41 3.41 ' 15.75 0.10 0.10
3.25 6.57 6.57 16.00 0.08 0.08
3.50 4.55 4.55 16.25 0.07 0.07
3.75 3.07 3.07 16.50 0.06 0.06
4.00 2.44 2.44 16.75 0.05 0.05
4.25 2.05 2.05 17.00 0.04 0.04
4.50 1.78 1.78 17.25 0.04 0.04
4.75 1.57 1.57 17.50 0.03 0.03
5.00 1.40 1.40 17.75 0.03 0.03
5.25 1.26 1.26 18.00 0.03 0.03
5.50 1.18 1.18 18.25 0.02 0.02
5.75 1.11 1.11 18.50 0.02 0.02
6.00 1.06 1.06 18.75 0.02 0.02
6.25 0.62 0.62 19.00 0.02 0.02
6.50 0.50 0.50 19.25 0.02 0.02
6.75 0.49 0.49 19.50 0.02 0.02
7.00 0.49 0.49 19.75 0.02 0.02
7.25 0.48 0.48 20.00 0.02 0.02
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

DAVIS VILLAGE
DAVIS VILLAGE SAND FILTER C 6.11.23 Type 11 6-hr 50-Year Rainfall=4.99"
Prepared by Plott Hound Engineering PLLC Printed 6/21/2023
HydroCAD® 10.10-6a s/n 11998 ©2020 HydroCAD Software Solutions LLC Page 62
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=5.000 ac 0.00% Impervious Runoff Depth=3.26"
Tc=10.0 min CN=84 Runoff=34.36 cfs 1.359 of
SubcatchmentlS: POST TO SAND FILTER C Runoff Area=5.000 ac 0.00% Impervious Runoff Depth=3.76"
Tc=8.5 min CN=89 Runoff=40.66 cfs 1.568 af
Subcatchment5S: BYPASS BUA Runoff Area=0.430 ac 100.00% Impervious Runoff Depth=4.75"
Tc=5.0 min CN=98 Runoff=4.37 cfs 0.170 af
Pond 2P: FOREBAY Peak Elev=554.40' Storage=40,673 cf Inflow=40.66 cfs 1.568 af
Primary=13.98 cfs 0.998 af Secondary=0.02 cfs 0.027 af Tertiary=0.00 cfs 0.000 af Outflow=14.01 cfs 1.024 af
Pond 3P: SAND FILTER Peak EIev=550.00' Storage=0 cf Inflow=0.02 cfs 0.027 af
Outflow=0.02 cfs 0.027 af
Pond 4P: TOTAL Inflow=14.62 cfs 1.195 af
Primary=14.62 cfs 1.195 af
Total Runoff Area = 10.430 ac Runoff Volume = 3.097 af Average Runoff Depth = 3.56"
95.88% Pervious = 10.000 ac 4.12% Impervious = 0.430 ac

DAVIS VILLAGE
DAVIS VILLAGE SAND FILTER C 6.11.23 Type 11 6-hr 50-Year Rainfall=4.99"
Prepared by Plott Hound Engineering PLLC Printed 6/21/2023
HydroCAD® 10.10-6a s/n 11998 ©2020 HydroCAD Software Solutions LLC Page 63
Summary for Subcatchment OS: PRE - DEVELOPMENT TOWNS
Runoff = 34.36 cfs @ 3.01 hrs, Volume= 1.359 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
5.000 84 Pasture/grassland/range, Fair, HSG D
5.000 100.00% 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
H - t - I- -V - 1- I - -1 - 1- - I- -I - H - H -I- -
38� � - - H - -h - I- -I - H - ♦- - I I -I - H - 4 - I- -I - 4 - 4 -I- - ■Runoff
36i-/ _ - 34.36 cfs I - I— —1 — 4 — I— —1— —I — + — I— —1 — 4 — H — 1— —I — 4 — 1 —I— -
344/ ,- -1- H I - -I - 4 - 1- -I- H - + - I- -I - H - 4 - I- -I - -+TypeIH -
32+/ _1_ H I - -I - 4 - 1- -1- H - + - 4 -I - H - 4 - 1- -I - 4 - H -I- -
30 I _ - - I- -I - 4 - 1- -I- -I - H - -I - 4 H - I I 4 �-hr -
28 .- -1- - - 1- -1 4 I 1- - H 50 Yea! R'airifaH=4-99" -
264-/ -I- - 1 1 - -I - 4 - 1- -I- H - - I- -I - 4 - 4 -- I- -I -
� , _1H p 4 - H -I- -
24 1 - 1- -I - 4 - 1- -1- -I - - I- �unO1�Fuu Area`&000- c -
20 „ -II- _ 1- -11 . 4 . 1- -II- _ _ _ _ _ o#f V�o- - -7 .3. .7-a -
0 18� ,_ -1 -I - I -I - 4 - I- -1 -I - H - -I Runtaf Depth.&�n
LT.
16: ,_ I H - 1 I - 4 - 1- -I -I - H - -I - 4 - H - I- -I - 4 -nI -I- -
144-z , -I- -I - I- -I - -V - 1- -I- -I - -L - I- -I - - - 1- - ITc 1L.-VI--rnhin -
12 ,_ I -I , - I- I 4 i_ I 4 H - -I - 4 - H - I- -I -
10� ,_ I - r 1 4 i_ 1 4 H 1 4 H 1 I 4� 4 -
8i-/ _I- - I- -I - 4 - 1- -I- -I - -L - 1- -I - H - H- - I- -I - H- - I- -I- -
6; I _ 1 1 11_ - I - I- I _LLI- -I _LI -
4� I I . 1_ _ 1 1 - 1
4,.."
' �/ //l�//�i /��//�/ �/fir //���/��
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
DAVIS VILLAGE SAND FILTER C 6.11.23 Type 11 6-hr 50-Year Rainfall=4.99"
Prepared by Plott Hound Engineering PLLC Printed 6/21/2023
HydroCAD® 10.10-6a s/n 11998 ©2020 HydroCAD Software Solutions LLC Page 64
Hydrograph for Subcatchment OS: PRE - DEVELOPMENT TOWNS
Time Precip. Excess Runoff Time Precip. Excess Runoff
(hours) (inches) (inches) (cfs) (hours) (inches) (inches) (cfs)
0.00 0.00 0.00 0.00 12.75 4.99 3.26 0.00
0.25 0.06 0.00 0.00 13.00 4.99 3.26 0.00
0.50 0.11 0.00 0.00 13.25 4.99 3.26 0.00
0.75 0.17 0.00 0.00 13.50 4.99 3.26 0.00
1.00 0.24 0.00 0.00 13.75 4.99 3.26 0.00
1.25 0.32 0.00 0.00 14.00 4.99 3.26 0.00
1.50 0.40 0.00 0.00 14.25 4.99 3.26 0.00
1.75 0.50 0.01 0.12 14.50 4.99 3.26 0.00
2.00 0.62 0.03 0.36 14.75 4.99 3.26 0.00
2.25 0.77 0.07 0.73 15.00 4.99 3.26 0.00
2.50 0.96 0.14 1.32 15.25 4.99 3.26 0.00
2.75 1.70 0.54 6.61 15.50 4.99 3.26 0.00
3.00 3.64 2.06 34.02 15.75 4.99 3.26 0.00
3.25 3.95 2.33 7.60 16.00 4.99 3.26 0.00
3.50 4.15 2.51 3.86 16.25 4.99 3.26 0.00
3.75 4.30 2.63 2.64 16.50 4.99 3.26 0.00
4.00 4.41 2.74 2.20 16.75 4.99 3.26 0.00
4.25 4.52 2.83 1.87 17.00 4.99 3.26 0.00
4.50 4.61 2.91 1.65 17.25 4.99 3.26 0.00
4.75 4.68 2.98 1.45 17.50 4.99 3.26 0.00
5.00 4.75 3.05 1.29 17.75 4.99 3.26 0.00
5.25 4.82 3.10 1.18 18.00 4.99 3.26 0.00
5.50 4.88 3.16 1.12 18.25 4.99 3.26 0.00
5.75 4.94 3.21 1.07 18.50 4.99 3.26 0.00
6.00 4.99 3.26 1.01 18.75 4.99 3.26 0.00
6.25 4.99 3.26 0.10 19.00 4.99 3.26 0.00
6.50 4.99 3.26 0.00 19.25 4.99 3.26 0.00
6.75 4.99 3.26 0.00 19.50 4.99 3.26 0.00
7.00 4.99 3.26 0.00 19.75 4.99 3.26 0.00
7.25 4.99 3.26 0.00 20.00 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

DAVIS VILLAGE
DAVIS VILLAGE SAND FILTER C 6.11.23 Type 11 6-hr 50-Year Rainfall=4.99"
Prepared by Plott Hound Engineering PLLC Printed 6/21/2023
HydroCAD® 10.10-6a s/n 11998 ©2020 HydroCAD Software Solutions LLC Page 65
Summary for Subcatchment 1S: POST TO SAND FILTER C
Runoff = 40.66 cfs @ 3.00 hrs, Volume= 1.568 af, Depth= 3.76"
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 89 48% IMPERVIOUS, HSG D
5.000 100.00% Pervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
8.5 Direct Entry, STORM SEWERS CALC
Subcatchment 1S: POST TO SAND FILTER C
Hydrograph
1 1 1 I I 1 1 1 1 1 I
444-/ , I I I I I I I I 1 I 1 1 I 1 1 I ■Runoff
42 ,— -1— I40.66 cfs I —I - 4 — i— -I- -I — T — I- -1 - 4 - 4 — I- -I - 4 — I- -I- -
40 ,— —1— - — - - I- -1- - - H - 1- -1 - H - '7 — I— —I — tType 1 II —
384/ — —1— I — 7 - 1— -I- 7 — T — I- -I - 7 — T — I- -I — T — T —I- —
364/4 , — — — ��I�
34 ,_ _I_ AA_9
32� ,_ _I_ 1 e_ 1 I I 1 I I 1 50-Y RIairifai=4 9 .. _
30 — 1 I I L L I L L 1 p1 ��L L 1_ _I L L —
I
28 ,
runoff Area`&000-ac -
y 26 — I— I 1 4 1- 1 -I fi __1=_fir ` ^�_1-=1 .5 —
u24 - 1— II4 � I � T �,��1QT�T YT"1��1P
3 22' p .,�y� ^
LL 20� — — — _Runt off —
184-/ — 1— 1 1 I I I I I I I I I I I I I _I
16 — I— L I I A L 1 J L 1— 1 A L 1 TC=SI1_f_hin
144-/ — 1- - — I 1 - 4 - 1— -1 4 — H — 1 - 4 — H - 1 —I — +� ai -
12� — —1— - 1 l� — I— —1 — H — 1— —I— - — H — I— —I — H — H — I— —I — fi
10� � — - II �/ — -I — T — T —I— T — T - - -1 — T — T — I- -I — T — T -1- -
8� — —1
—
6� - -1_ 1 — 1 1 1 1 1 1 1 1 1 1 — 1 — 1 1- -
4� _ �� 1 1 I _ 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
DAVIS VILLAGE SAND FILTER C 6.11.23 Type 11 6-hr 50-Year Rainfall=4.99"
Prepared by Plott Hound Engineering PLLC Printed 6/21/2023
HydroCAD® 10.10-6a s/n 11998 ©2020 HydroCAD Software Solutions LLC Page 66
Hydrograph for Subcatchment 1S: POST TO SAND FILTER C
Time Precip. Excess Runoff Time Precip. Excess Runoff
(hours) (inches) (inches) (cfs) (hours) (inches) (inches) (cfs)
0.00 0.00 0.00 0.00 12.75 4.99 3.76 0.00
0.25 0.06 0.00 0.00 13.00 4.99 3.76 0.00
0.50 0.11 0.00 0.00 13.25 4.99 3.76 0.00
0.75 0.17 0.00 0.00 13.50 4.99 3.76 0.00
1.00 0.24 0.00 0.00 13.75 4.99 3.76 0.00
1.25 0.32 0.00 0.07 14.00 4.99 3.76 0.00
1.50 0.40 0.02 0.27 14.25 4.99 3.76 0.00
1.75 0.50 0.04 0.53 14.50 4.99 3.76 0.00
2.00 0.62 0.09 0.86 14.75 4.99 3.76 0.00
2.25 0.77 0.16 1.36 15.00 4.99 3.76 0.00
2.50 0.96 0.26 2.11 15.25 4.99 3.76 0.00
2.75 1.70 0.78 10.08 15.50 4.99 3.76 0.00
3.00 3.64 2.49 40.62 15.75 4.99 3.76 0.00
3.25 3.95 2.78 6.90 16.00 4.99 3.76 0.00
3.50 4.15 2.97 3.91 16.25 4.99 3.76 0.00
3.75 4.30 3.10 2.73 16.50 4.99 3.76 0.00
4.00 4.41 3.21 2.29 16.75 4.99 3.76 0.00
4.25 4.52 3.31 1.95 17.00 4.99 3.76 0.00
4.50 4.61 3.40 1.72 17.25 4.99 3.76 0.00
4.75 4.68 3.47 1.51 17.50 4.99 3.76 0.00
5.00 4.75 3.54 1.34 17.75 4.99 3.76 0.00
5.25 4.82 3.60 1.23 18.00 4.99 3.76 0.00
5.50 4.88 3.66 1.17 18.25 4.99 3.76 0.00
5.75 4.94 3.71 1.11 18.50 4.99 3.76 0.00
6.00 4.99 3.76 1.05 18.75 4.99 3.76 0.00
6.25 4.99 3.76 0.06 19.00 4.99 3.76 0.00
6.50 4.99 3.76 0.00 19.25 4.99 3.76 0.00
6.75 4.99 3.76 0.00 19.50 4.99 3.76 0.00
7.00 4.99 3.76 0.00 19.75 4.99 3.76 0.00
7.25 4.99 3.76 0.00 20.00 4.99 3.76 0.00
7.50 4.99 3.76 0.00
7.75 4.99 3.76 0.00
8.00 4.99 3.76 0.00
8.25 4.99 3.76 0.00
8.50 4.99 3.76 0.00
8.75 4.99 3.76 0.00
9.00 4.99 3.76 0.00
9.25 4.99 3.76 0.00
9.50 4.99 3.76 0.00
9.75 4.99 3.76 0.00
10.00 4.99 3.76 0.00
10.25 4.99 3.76 0.00
10.50 4.99 3.76 0.00
10.75 4.99 3.76 0.00
11.00 4.99 3.76 0.00
11.25 4.99 3.76 0.00
11.50 4.99 3.76 0.00
11.75 4.99 3.76 0.00
12.00 4.99 3.76 0.00
12.25 4.99 3.76 0.00
12.50 4.99 3.76 0.00

DAVIS VILLAGE
DAVIS VILLAGE SAND FILTER C 6.11.23 Type 11 6-hr 50-Year Rainfall=4.99"
Prepared by Plott Hound Engineering PLLC Printed 6/21/2023
HydroCAD® 10.10-6a s/n 11998 ©2020 HydroCAD Software Solutions LLC Page 67
Summary for Subcatchment 5S: BYPASS BUA
Runoff = 4.37 cfs @ 2.95 hrs, Volume= 0.170 af, Depth= 4.75"
Routed to Pond 4P : TOTAL
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
* 0.430 98 BYPASS BUA
0.430 100.00% Impervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
5.0 Direct Entry, DIRECT
Subcatchment 5S: BYPASS BUA
Hydrograph
I I I I
- I I I I I I I ❑Runoff`
1 4.37 cfs I I 1
rI 1 1 I I 1 1 I I Type'u _
41 1 I I I I I I 1
I I I I I I 1 16-hr
' I ' ' 50-Year R'airlfal'I=4.99"
J _ 1 _ L _1 _ LE _ L _ I_ _I _ 1 _ I_ _1 _ LL1 _
3. 1 11 1 I 1 1 Runoff Area=01.430 ac
y - 1 1 1 1 i tunoff Viol m 0 1 0 a f
21 / 1 1 - ff nb 119 1 p# =4.7�..
- 1 H
I I I I 1 Tc=5.01 mien
. � L I 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
DAVIS VILLAGE SAND FILTER C 6.11.23 Type 11 6-hr 50-Year Rainfall=4.99"
Prepared by Plott Hound Engineering PLLC Printed 6/21/2023
HydroCAD® 10.10-6a s/n 11998 ©2020 HydroCAD Software Solutions LLC Page 68
Hydrograph for Subcatchment 5S: BYPASS BUA
Time Precip. Excess Runoff Time Precip. Excess Runoff
(hours) (inches) (inches) (cfs) (hours) (inches) (inches) (cfs)
0.00 0.00 0.00 0.00 12.75 4.99 4.75 0.00
0.25 0.06 0.00 0.00 13.00 4.99 4.75 0.00
0.50 0.11 0.02 0.04 13.25 4.99 4.75 0.00
0.75 0.17 0.05 0.06 13.50 4.99 4.75 0.00
1.00 0.24 0.10 0.08 13.75 4.99 4.75 0.00
1.25 0.32 0.16 0.11 14.00 4.99 4.75 0.00
1.50 0.40 0.23 0.13 14.25 4.99 4.75 0.00
1.75 0.50 0.32 0.16 14.50 4.99 4.75 0.00
2.00 0.62 0.43 0.20 14.75 4.99 4.75 0.00
2.25 0.77 0.57 0.26 15.00 4.99 4.75 0.00
2.50 0.96 0.75 0.33 15.25 4.99 4.75 0.00
2.75 1.70 1.47 1.59 15.50 4.99 4.75 0.00
3.00 3.64 3.41 3.64 15.75 4.99 4.75 0.00
3.25 3.95 3.71 0.49 16.00 4.99 4.75 0.00
3.50 4.15 3.92 0.32 16.25 4.99 4.75 0.00
3.75 4.30 4.06 0.24 16.50 4.99 4.75 0.00
4.00 4.41 4.18 0.20 16.75 4.99 4.75 0.00
4.25 4.52 4.28 0.17 17.00 4.99 4.75 0.00
4.50 4.61 4.37 0.15 17.25 4.99 4.75 0.00
4.75 4.68 4.45 0.13 17.50 4.99 4.75 0.00
5.00 4.75 4.52 0.12 17.75 4.99 4.75 0.00
5.25 4.82 4.58 0.11 18.00 4.99 4.75 0.00
5.50 4.88 4.64 0.10 18.25 4.99 4.75 0.00
5.75 4.94 4.70 0.10 18.50 4.99 4.75 0.00
6.00 4.99 4.75 0.09 18.75 4.99 4.75 0.00
6.25 4.99 4.75 0.00 19.00 4.99 4.75 0.00
6.50 4.99 4.75 0.00 19.25 4.99 4.75 0.00
6.75 4.99 4.75 0.00 19.50 4.99 4.75 0.00
7.00 4.99 4.75 0.00 19.75 4.99 4.75 0.00
7.25 4.99 4.75 0.00 20.00 4.99 4.75 0.00
7.50 4.99 4.75 0.00
7.75 4.99 4.75 0.00
8.00 4.99 4.75 0.00
8.25 4.99 4.75 0.00
8.50 4.99 4.75 0.00
8.75 4.99 4.75 0.00
9.00 4.99 4.75 0.00
9.25 4.99 4.75 0.00
9.50 4.99 4.75 0.00
9.75 4.99 4.75 0.00
10.00 4.99 4.75 0.00
10.25 4.99 4.75 0.00
10.50 4.99 4.75 0.00
10.75 4.99 4.75 0.00
11.00 4.99 4.75 0.00
11.25 4.99 4.75 0.00
11.50 4.99 4.75 0.00
11.75 4.99 4.75 0.00
12.00 4.99 4.75 0.00
12.25 4.99 4.75 0.00
12.50 4.99 4.75 0.00

DAVIS VILLAGE
DAVIS VILLAGE SAND FILTER C 6.11.23 Type II 6-hr 50-Year Rainfall=4.99"
Prepared by Plott Hound Engineering PLLC Printed 6/21/2023
HydroCAD® 10.10-6a s/n 11998 ©2020 HydroCAD Software Solutions LLC Page 69
Summary for Pond 2P: FOREBAY
Inflow Area = 5.000 ac, 0.00% Impervious, Inflow Depth = 3.76" for 50-Year event
Inflow = 40.66 cfs @ 3.00 hrs, Volume= 1.568 af
Outflow = 14.01 cfs @ 3.16 hrs, Volume= 1.024 af, Atten= 66%, Lag= 9.7 min
Primary = 13.98 cfs @ 3.16 hrs, Volume= 0.998 af
Routed to Pond 4P : TOTAL
Secondary= 0.02 cfs @ 3.16 hrs, Volume= 0.027 af
Routed to Pond 3P : SAND FILTER
Tertiary = 0.00 cfs @ 0.00 hrs, Volume= 0.000 af
Routed to Pond 4P : TOTAL
Routing by Dyn-Stor-Ind method, Time Span= 0.00-20.00 hrs, dt= 0.05 hrs
Peak Elev= 554.40'@ 3.16 hrs Surf.Area= 14,229 sf Storage= 40,673 cf
Plug-Flow detention time= 168.2 min calculated for 1.024 af(65% of inflow)
Center-of-Mass det. time= 141.7 min ( 340.5 - 198.8 )
Volume Invert Avail.Storage Storage Description
#1 550.00' 69,077 cf Custom Stage Data (Prismatic)Listed 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 549.50' 24.0" Round 24" RCP Outfall
L= 85.0' RCP, square edge headwall, Ke= 0.500
Inlet/ Outlet Invert= 549.50'/ 549.00' S= 0.0059 '/' 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
DAVIS VILLAGE SAND FILTER C 6.11.23 Type 11 6-hr 50-Year Rainfall=4.99"
Prepared by Plott Hound Engineering PLLC Printed 6/21/2023
HydroCAD® 10.10-6a s/n 11998 ©2020 HydroCAD Software Solutions LLC Page 70
Primary OutFlow Max=13.69 cfs @ 3.16 hrs HW=554.40' TW=0.00' (Dynamic Tailwater)
L1=24" RCP Outfall (Passes 13.69 cfs of 29.86 cfs potential flow)
2=10 YR. ORIFICE (Passes 0.58 cfs of 9.00 cfs potential flow)
L5=6" Underdrain to Sand (Outlet Controls 0.58 cfs © 2.93 fps)
3=TOP OF OUTLET STRUCTURE(Weir Controls 13.12 cfs @ 2.06 fps)
Secondary OutFlow Max=0.02 cfs © 3.16 hrs HW=554.40' 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
Hydrograph
- 1 —1 1 —1 I t 1 t I t I L 1 L I 1—
i /
1 1 1 1 I I I I I I I I I I I I ■Inflow
40.66 cfs_1T — 1— 7 — 1— T —I— T —I— T —I— T - - - ■Outflow
1 1 1 1 1 I I I1fllov� /area=�.�0� arc •SeconPrimadary
45� , ' / r •1 1 1 1 1 1 peak)ElleV1=5154�.40' Tertiary
- 1 1 1 1 1 1 1 1 1 1 1 1 1 1
- - - i
40 -/ , ' / 1 1 1 1 1 1 1 1 Storage=40,673 of
_ ,
35� , ._ _i - - I- _ I_ 7 - 1- _L -1- _I_ T -1- -1 - -1 - I
- / I 1 1 I I 1 1 1 I I I 1 1 1 I
: i /
301/ / / — -I — — I— t — 1— rt — I— t —1— t —1— t —1— t —1 — t —1 — r —
- ' / , 1 1 , 1 1 1 1 1 , 1 1 1 1 1
L
' 25� ' / 1 1 1 , 1 1 1 1 1 , 1 1 1 1 1
_ / / I LL4.0.1 cfs 1 I I I 1 1 1 I I I 1 1 1 I
O 1/ / r 113.98 cfs
LL 20_ / / 1 1 , I I I I I , I I I I I
/
�/r I_ L 1 1 I L I L I 1 I_ L —I L _1 _ L
15- , ' / ��tir‘l� 1 I I I 1 1 1 1
/ / /
1o� %//%k�% %
I 0.00 cfs ii/ f;'';,,
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
DAVIS VILLAGE SAND FILTER C 6.11.23 Type 11 6-hr 50-Year Rainfall=4.99"
Prepared by Plott Hound Engineering PLLC Printed 6/21/2023
HydroCAD® 10.10-6a s/n 11998 ©2020 HydroCAD Software Solutions LLC Page 71
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 0.27 166 550.03 0.00 0.00 0.00 0.00
2.00 0.86 1,139 550.20 0.00 0.00 0.00 0.00
2.50 2.11 3,659 550.61 0.00 0.00 0.00 0.00
3.00 40.62 29,390 553.52 0.37 0.35 0.02 0.00
3.50 3.91 37,774 554.19 5.04 5.02 0.02 0.00
4.00 2.29 36,707 554.11 2.56 2.54 0.02 0.00
4.50 1.72 36,345 554.09 1.87 1.84 0.02 0.00
5.00 1.34 36,106 554.07 1.46 1.44 0.02 0.00
5.50 1.17 35,950 554.06 1.23 1.20 0.02 0.00
6.00 1.05 35,862 554.05 1.10 1.08 0.02 0.00
6.50 0.00 35,016 553.98 0.50 0.48 0.02 0.00
7.00 0.00 34,123 553.91 0.49 0.47 0.02 0.00
7.50 0.00 33,263 553.84 0.47 0.45 0.02 0.00
8.00 0.00 32,437 553.78 0.45 0.43 0.02 0.00
8.50 0.00 31,644 553.71 0.43 0.41 0.02 0.00
9.00 0.00 30,885 553.65 0.41 0.39 0.02 0.00
9.50 0.00 30,160 553.59 0.39 0.37 0.02 0.00
10.00 0.00 29,471 553.53 0.37 0.35 0.02 0.00
10.50 0.00 28,817 553.47 0.35 0.33 0.02 0.00
11.00 0.00 28,198 553.42 0.33 0.31 0.02 0.00
11.50 0.00 27,616 553.37 0.31 0.29 0.02 0.00
12.00 0.00 27,071 553.32 0.29 0.27 0.02 0.00
12.50 0.00 26,563 553.27 0.27 0.25 0.02 0.00
13.00 0.00 26,093 553.23 0.25 0.23 0.02 0.00
13.50 0.00 25,661 553.19 0.23 0.21 0.02 0.00
14.00 0.00 25,268 553.15 0.21 0.19 0.02 0.00
14.50 0.00 24,915 553.12 0.19 0.17 0.02 0.00
15.00 0.00 24,601 553.09 0.16 0.15 0.02 0.00
15.50 0.00 24,336 553.07 0.12 0.11 0.02 0.00
16.00 0.00 24,153 553.05 0.08 0.07 0.02 0.00
16.50 0.00 24,026 553.04 0.06 0.04 0.02 0.00
17.00 0.00 23,933 553.03 0.04 0.03 0.02 0.00
17.50 0.00 23,863 553.02 0.03 0.02 0.02 0.00
18.00 0.00 23,808 553.01 0.03 0.01 0.02 0.00
18.50 0.00 23,762 553.01 0.02 0.01 0.02 0.00
19.00 0.00 23,724 553.01 0.02 0.00 0.02 0.00
19.50 0.00 23,691 553.00 0.02 0.00 0.02 0.00
20.00 0.00 23,661 553.00 0.02 0.00 0.02 0.00

DAVIS VILLAGE
DAVIS VILLAGE SAND FILTER C 6.11.23 Type 11 6-hr 50-Year Rainfall=4.99"
Prepared by Plott Hound Engineering PLLC Printed 6/21/2023
HydroCAD® 10.10-6a s/n 11998 ©2020 HydroCAD Software Solutions LLC Page 72
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 31.39 31.37 0.03 0.00
555.00 32.11 32.09 0.03 0.00
555.20 37.73 32.79 0.03 4.91
555.40 47.83 33.48 0.03 14.32
555.60 61.09 34.16 0.03 26.90
555.80 76.26 34.82 0.03 41.41
556.00 94.42 35.48 0.03 58.91

DAVIS VILLAGE
DAVIS VILLAGE SAND FILTER C 6.11.23 Type 11 6-hr 50-Year Rainfall=4.99"
Prepared by Plott Hound Engineering PLLC Printed 6/21/2023
HydroCAD® 10.10-6a s/n 11998 ©2020 HydroCAD Software Solutions LLC Page 73
Stage-Area-Storage for Pond 2P: FOREBAY
Elevation Surface Storage Elevation Surface Storage
(feet) (sq-ft) (cubic-feet) (feet) (sq-ft) (cubic-feet)
550.00 5,499 0 555.10 16,943 51,460
550.10 5,655 558 555.20 17,528 53,183
550.20 5,811 1,131 555.30 18,113 54,965
550.30 5,967 1,720 555.40 18,698 56,806
550.40 6,123 2,324 555.50 19,283 58,705
550.50 6,279 2,945 555.60 19,867 60,662
550.60 6,435 3,580 555.70 20,452 62,678
550.70 6,591 4,232 555.80 21,037 64,753
550.80 6,747 4,898 555.90 21,622 66,886
550.90 6,903 5,581 556.00 22,207 69,077
551.00 7,059 6,279
551.10 7,221 6,993
551.20 7,382 7,723
551.30 7,543 8,469
551.40 7,705 9,232
551.50 7,867 10,010
551.60 8,028 10,805
551.70 8,190 11,616
551.80 8,351 12,443
551.90 8,512 13,286
552.00 8,674 14,146
552.10 8,841 15,021
552.20 9,008 15,914
552.30 9,175 16,823
552.40 9,342 17,749
552.50 9,510 18,691
552.60 9,677 19,651
552.70 9,844 20,627
552.80 10,011 21,619
552.90 10,178 22,629
553.00 10,345 23,655
553.10 10,589 24,702
553.20 10,834 25,773
553.30 11,078 26,868
553.40 11,322 27,988
553.50 11,567 29,133
553.60 11,811 30,302
553.70 12,055 31,495
553.80 12,299 32,713
553.90 12,544 33,955
554.00 12,788 35,222
554.10 13,145 36,518
554.20 13,502 37,851
554.30 13,859 39,219
554.40 14,216 40,622
554.50 14,573 42,062
554.60 14,930 43,537 ,
554.70 15,287 45,048
554.80 15,644 46,594
554.90 16,001 48,177
555.00 16,358 49,795

DAVIS VILLAGE
DAVIS VILLAGE SAND FILTER C 6.11.23 Type 11 6-hr 50-Year Rainfall=4.99"
Prepared by Plott Hound Engineering PLLC Printed 6/21/2023
HydroCAD® 10.10-6a s/n 11998 ©2020 HydroCAD Software Solutions LLC Page 74
Summary for Pond 3P: SAND FILTER
Inflow = 0.02 cfs @ 3.16 hrs, Volume= 0.027 af
Outflow = 0.02 cfs @ 3.16 hrs, Volume= 0.027 af, Atten= 0%, Lag= 0.0 min
Primary = 0.02 cfs @ 3.16 hrs, Volume= 0.027 af
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= 913 sf Storage= 0 cf
Plug-Flow detention time=(not calculated: outflow precedes inflow)
Center-of-Mass det. time=0.0 min ( 644.9 - 644.9 )
Volume Invert Avail.Storage Storage Description
#1 550.00' 15,158 cf SAND FILTER STORAGE (Prismatic)isted below(Recalc)
Elevation Surf.Area Inc.Store Cum.Store
(feet) (sq-ft) (cubic-feet) _(cubic-feet)
550.00 913 0 0
551.00 1,309 1,111 1,111
552.00 1,776 1,543 2,654
553.00 2,221 1,999 4,652
554.00 5,933 4,077 8,729
555.00 6,925 6,429 15,158
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 @ 3.16 hrs HW=550.00' TW=0.00' (Dynamic Tailwater)
4-1=FILTER MEDIA (Passes 0.00 cfs of 0.07 cfs potential flow)

DAVIS VILLAGE
DAVIS VILLAGE SAND FILTER C 6.11.23 Type 11 6-hr 50-Year Rainfall=4.99"
Prepared by Plott Hound Engineering PLLC Printed 6/21/2023
HydroCAD® 10.10-6a s/n 11998 ©2020 HydroCAD Software Solutions LLC Page 75
Pond 3P: SAND FILTER
Hydrograph
7;1—
_ I I I I I I I I I ■Inflow
0.026 0.02 cfs ❑Primary
0022 e C ln550.
% 1 1
.
''' '''''' I 1 c
0 018 / -
- / 1 I I I I I
0.016� /- - 1 I
N
0.014� -h 1 - -I - t - I- -I - t -I- - -I- -h - I- -1
3 - / 1 1 I I 1 1 I 1 1
17- 0.012� I
0.011:-./ - -1 — T T T T T T T — T 1
- /
- z I 1 I I I I I
0.006i-z - 1 1 1 1 1 1 1-
0.004 / k / 1 + - t I -F H -I t I -1 1- I -
0.0021 T
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
DAVIS VILLAGE SAND FILTER C 6.11.23 Type 11 6-hr 50-Year Rainfall=4.99"
Prepared by Plott Hound Engineering PLLC Printed 6/21/2023
HydroCAD® 10.10-6a s/n 11998 ©2020 HydroCAD Software Solutions LLC Page 76
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
DAVIS VILLAGE SAND FILTER C 6.11.23 Type 11 6-hr 50-Year Rainfall=4.99"
Prepared by Plott Hound Engineering PLLC Printed 6/21/2023
HydroCAD® 10.10-6a s/n 11998 ©2020 HydroCAD Software Solutions LLC Page 77
Stage-Discharge for Pond 3P: SAND FILTER
Elevation Primary Elevation Primary
(feet) (cfs) (feet) (cfs)
550.00 0.00 552.55 0.37
550.05 0.07 552.60 0.38
550.10 0.08 552.65 0.38
550.15 0.09 552.70 0.38
550.20 0.09 552.75 0.39
550.25 0.10 552.80 0.39
550.30 0.10 552.85 0.40
550.35 0.11 552.90 0.40
550.40 0.12 552.95 0.40
550.45 0.12 553.00 0.41
550.50 0.13 553.05 0.41
550.55 0.14 553.10 0.42
550.60 0.14 553.15 0.42
550.65 0.15 553.20 0.43
550.70 0.16 553.25 0.43
550.75 0.16 553.30 0.43
550.80 0.17 553.35 0.44
550.85 0.18 553.40 0.44
550.90 0.18 553.45 0.45
550.95 0.19 553.50 0.45
551.00 0.20 553.55 0.45
551.05 0.20 553.60 0.46
551.10 0.21 553.65 0.46
551.15 0.22 553.70 0.47
551.20 0.22 553.75 0.47
551.25 0.23 553.80 0.47
551.30 0.24 553.85 0.48
551.35 0.24 553.90 0.48
551.40 0.25 553.95 0.49
551.45 0.26 554.00 0.49
551.50 0.26 554.05 0.50
551.55 0.27 554.10 0.50
551.60 0.27 554.15 0.50
551.65 0.28 554.20 0.51
551.70 0.29 554.25 0.51
551.75 0.29 554.30 0.52
551.80 0.30 554.35 0.52
551.85 0.31 554.40 0.52
551.90 0.31 554.45 0.53
551.95 0.32 554.50 0.53
552.00 0.33 554.55 0.54
552.05 0.33 554.60 0.54
552.10 0.34 554.65 0.54
552.15 0.34 554.70 0.55
552.20 0.34 554.75 0.55
552.25 0.35 554.80 0.56
552.30 0.35 554.85 0.56
552.35 0.36 554.90 0.56
552.40 0.36 554.95 0.57
552.45 0.36 555.00 0.57
552.50 0.37

DAVIS VILLAGE
DAVIS VILLAGE SAND FILTER C 6.11.23 Type 11 6-hr 50-Year Rainfall=4.99"
Prepared by Plott Hound Engineering PLLC Printed 6/21/2023
HydroCAD® 10.10-6a s/n 11998 ©2020 HydroCAD Software Solutions LLC Page 78
Stage-Area-Storage for Pond 3P: SAND FILTER
Elevation Surface Storage Elevation Surface Storage
(feet) (sq-ft) (cubic-feet) (feet) (sq-ft) (cubic-feet)
550.00 913 0 552.55 2,021 3,698
550.05 933 46 552.60 2,043 3,799
550.10 953 93 552.65 2,065 3,902
550.15 972 141 , 552.70 2,088 4,006
550.20 992 191 552.75 2,110 4,111
550.25 1,012 241 552.80 2,132 4,217
550.30 1,032 292 552.85 2,154 4,324
550.35 1,052 344 552.90 2,176 4,432
550.40 1,071 397 552.95 2,199 4,542
550.45 1,091 451 553.00 2,221 4,652
550.50 1,111 506 553.05 2,407 4,768
550.55 1,131 562 553.10 2,592 4,893
550.60 1,151 619 553.15 2,778 5,027
550.65 1,170 677 553.20 2,963 5,170
550.70 1,190 736 553.25 3,149 5,323
550.75 1,210 796 553.30 3,335 5,485
550.80 1,230 857 553.35 3,520 5,657
550.85 1,250 919 553.40 3,706 5,837
550.90 1,269 982 553.45 3,891 6,027
550.95 1,289 1,046 553.50 4,077 6,227
551.00 1,309 1,111 553.55 4,263 6,435
551.05 1,332 1,177 553.60 4,448 6,653
551.10 1,356 1,244 553.65 4,634 6,880
551.15 1,379 1,313 553.70 4,819 7,116
551.20 1,402 1,382 553.75 5,005 7,362
551.25 1,426 1,453 553.80 5,191 7,617
551.30 1,449 1,525 553.85 5,376 7,881
551.35 1,472 1,598 553.90 5,562 8,154
551.40 1,496 1,672 553.95 5,747 8,437
551.45 1,519 1,747 554.00 5,933 8,729
551.50 1,543 1,824 554.05 5,983 9,027
551.55 1,566 1,902 554.10 6,032 9,327
551.60 1,589 1,980 554.15 6,082 9,630
551.65 1,613 2,061 554.20 6,131 9,935
551.70 1,636 2,142 554.25 6,181 10,243
551.75 1,659 2,224 554.30 6,231 10,554
551.80 1,683 2,308 554.35 6,280 10,866
551.85 1,706 2,392 554.40 6,330 11,182
551.90 1,729 2,478 554.45 6,379 11,499
551.95 1,753 2,565 554.50 6,429 11,820
552.00 1,776 2,654 554.55 6,479 12,142
552.05 1,798 2,743 554.60 6,528 12,467
552.10 1,821 2,833 554.65 6,578 12,795
552.15 1,843 2,925 554.70 6,627 13,125
552.20 1,865 3,018 554.75 6,677 13,458
552.25 1,887 3,111 554.80 6,727 13,793
552.30 1,909 3,206 554.85 6,776 14,130
552.35 1,932 3,302 554.90 6,826 14,470
552.40 1,954 3,399 554.95 6,875 14,813
552.45 1,976 3,498 555.00 6,925 15,158
552.50 1,999 3,597

DAVIS VILLAGE
DAVIS VILLAGE SAND FILTER C 6.11.23 Type 11 6-hr 50-Year Rainfall=4.99"
Prepared by Plott Hound Engineering PLLC Printed 6/21/2023
HydroCAD® 10.10-6a s/n 11998 ©2020 HydroCAD Software Solutions LLC Page 79
Summary for Pond 4P: TOTAL
Inflow Area = 5.430 ac, 7.92% Impervious, Inflow Depth > 2.64" for 50-Year event
Inflow = 14.62 cfs @ 3.16 hrs, Volume= 1.195 af
Primary = 14.62 cfs @ 3.16 hrs, Volume= 1.195 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
Hydrograph
1 1 1 1 1 I I I I I I I 1 ■Inflow
16 v , /— I L14.62 cfs /�I El Primary
15 , - 2—1114.6 fs 1 I Inflow Area=5.4aO ac
13v 4 1 I I I 1 1 I I I 1 1 1 I
12v r —1 — I 1 + 1 1 rt 1 I + 1 1 rt 1 —I -
11� A— I
I— —1 — + - - -I — + - 1- -I — + — I- -1 — + - 1— —I- 4 — — —I - 4 — I- -I - 4 — I- -I - 4 — I— -1 -
13, 10I I I I I I I
�8� ,7� '� I 16-Y 5 -/ rt4y %` — + H1 + — I I + 1I + I1 + 1I -
��/� 4 — I— —I — 4 — 1— —I - 4 - I— —I — 4 — I— —I — 4 — I— —I
4
III/�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
DAVIS VILLAGE SAND FILTER C 6.11.23 Type 11 6-hr 50-Year Rainfall=4.99"
Prepared by Plott Hound Engineering PLLC Printed 6/21/2023
HydroCAD® 10.10-6a s/n 11998 ©2020 HydroCAD Software Solutions LLC Page 80
Hydrograph for Pond 4P: TOTAL
Time Inflow Elevation Primary Time Inflow Elevation Primary
(hours) (cfs) (feet) (cfs) (hours) (cfs) (feet) (cfs)
0.00 0.00 0.00 12.75 0.26 0.26
0.25 0.00 0.00 13.00 0.25 0.25
0.50 0.04 0.04 13.25 0.24 0.24
0.75 0.06 0.06 13.50 0.23 0.23
1.00 0.08 0.08 13.75 0.22 0.22
1.25 0.11 0.11 14.00 0.21 0.21
1.50 0.13 0.13 I 14.25 0.20 0.20
1.75 0.16 0.16 14.50 0.19 0.19
2.00 0.20 0.20 14.75 0.17 0.17
2.25 0.26 0.26 15.00 0.16 0.16
2.50 0.34 0.34 15.25 0.15 0.15
2.75 1.60 1.60 15.50 0.12 0.12
3.00 4.01 4.01 15.75 0.10 0.10
3.25 10.85 10.85 16.00 0.08 0.08
3.50 5.36 5.36 16.25 0.07 0.07
3.75 3.48 3.48 16.50 0.06 0.06
4.00 2.76 2.76 16.75 0.05 0.05
4.25 2.31 2.31 17.00 0.04 0.04
4.50 2.02 2.02 17.25 0.04 0.04
4.75 1.78 1.78 17.50 0.03 0.03
5.00 1.58 1.58 I 17.75 0.03 0.03
5.25 1.42 1.42 18.00 0.03 0.03
5.50 1.33 1.33 18.25 0.02 0.02
5.75 1.26 1.26 18.50 0.02 0.02
6.00 1.19 1.19 18.75 0.02 0.02
6.25 0.68 0.68 19.00 0.02 0.02
6.50 0.50 0.50 19.25 0.02 0.02
6.75 0.50 0.50 19.50 0.02 0.02
7.00 0.49 0.49 19.75 0.02 0.02
7.25 0.48 0.48 20.00 0.02 0.02
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

DAVIS VILLAGE
DAVIS VILLAGE SAND FILTER C 6.11.23 Type 11 6-hr 100-Year Rainfall=5.55"
Prepared by Plott Hound Engineering PLLC Printed 6/21/2023
HydroCAD® 10.10-6a s/n 11998 ©2020 HydroCAD Software Solutions LLC Page 81
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=5.000 ac 0.00% Impervious Runoff Depth=3.78"
Tc=10.0 min CN=84 Runoff=39.54 cfs 1.574 of
SubcatchmentlS: POST TO SAND FILTER C Runoff Area=5.000 ac 0.00% Impervious Runoff Depth=4.30"
Tc=8.5 min CN=89 Runoff=46.10 cfs 1.792 af
Subcatchment5S: BYPASS BUA Runoff Area=0.430 ac 100.00% Impervious Runoff Depth=5.31"
Tc=5.0 min CN=98 Runoff=4.86 cfs 0.190 af
Pond 2P: FOREBAY Peak Elev=554.57' Storage=43,102 cf Inflow=46.10 cfs 1.792 af
Primary=23.09 cfs 1.222 af Secondary=0.02 cfs 0.027 af Tertiary=0.00 cfs 0.000 af Outflow=23.11 cfs 1.249 af
Pond 3P: SAND FILTER Peak Elev=550.00' Storage=0 cf Inflow=0.02 cfs 0.027 af
Outflow=0.02 cfs 0.027 af
Pond 4P: TOTAL Inflow=23.95 cfs 1.439 af
Primary=23.95 cfs 1.439 af
Total Runoff Area = 10.430 ac Runoff Volume = 3.556 af Average Runoff Depth = 4.09"
95.88% Pervious = 10.000 ac 4.12% Impervious = 0.430 ac

DAVIS VILLAGE
DAVIS VILLAGE SAND FILTER C 6.11.23 Type 11 6-hr 100-Year Rainfall=5.55"
Prepared by Plott Hound Engineering PLLC Printed 6/21/2023
HydroCAD® 10.10-6a s/n 11998 ©2020 HydroCAD Software Solutions LLC Page 82
Summary for Subcatchment OS: PRE - DEVELOPMENT TOWNS
Runoff = 39.54 cfs @ 3.01 hrs, Volume= 1.574 af, Depth= 3.78"
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
5.000 84 Pasture/grassland/range, Fair, HSG D
5.000 100.00% 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
7 — r r — r - rt - fi - I- -I - rt - r -1- —
44 — — 7 1 1 7 1 1— r r
42� — _ — — r — — 7 — 7 —I _ ■Runoff
40� — — 13ss fs
38 _1_ 1 1 1 1 1 1 1 1 1 1 1 I1ypeln _
364/ , —I— - — 1 — L —I— _I — L — I— —I — I — I — I— —1 — 1 —� -�,6,_1— —
34 - -I- I - -I - 7 - 1_ -I- H - I - I- -I - I - I - I- -1 - I - IV1111r _
32 —I— + - — + — —I- + — + - 100--Yeat RaihfaH=1&55L -
304/ - — — - — rt - r -1- - fi - 1- -1 - rt - - 1- -1 - rt - r -1- -
28
- 1- 171717T1 -R'ulmofifArea=511a0-ac -
26
221/ 1 1 1 1 1 1 I I __I_ _ `i1-1--__ I _ .0 Ir
3 14.
22� ��Qp�� vyQ��^�P �7
ff
164 1- - - 1 1 - 7 - I -1- - - + - -1 - - - + - I14:1=7-- -min —
14 — 1 I 1 - 7 - 1— -I- 7 fi 1 1 H - 4 — I 1 H —
w
12 7 1 1 7 1 1 7 1 7 1 1 7
10 �
8� —1— 1 9 I I I I I I I
1 1 I I 1 1 I I I I I
44 1 1ef 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
DAVIS VILLAGE SAND FILTER C 6.11.23 Type 11 6-hr 100-Year Rainfall=5.55"
Prepared by Plott Hound Engineering PLLC Printed 6/21/2023
HydroCAD® 10.10-6a s/n 11998 ©2020 HydroCAD Software Solutions LLC Page 83
Hydrograph for Subcatchment OS: PRE - DEVELOPMENT TOWNS
Time Precip. Excess Runoff Time Precip. Excess Runoff
(hours) (inches) (inches) (cfs) (hours) (inches) (inches) (cfs)
0.00 0.00 0.00 0.00 12.75 5.55 3.78 0.00
0.25 0.06 0.00 0.00 13.00 5.55 3.78 0.00
0.50 0.13 0.00 0.00 13.25 5.55 3.78 0.00
0.75 0.19 0.00 0.00 13.50 5.55 3.78 0.00
1.00 0.27 0.00 0.00 13.75 5.55 3.78 0.00
1.25 0.35 0.00 0.00 14.00 5.55 3.78 0.00
1.50 0.45 0.00 0.03 14.25 5.55 3.78 0.00
1.75 0.56 0.02 0.23 14.50 5.55 3.78 0.00
2.00 0.69 0.04 0.53 14.75 5.55 3.78 0.00
2.25 0.86 0.09 0.97 15.00 5.55 3.78 0.00
2.50 1.07 0.18 1.67 15.25 5.55 3.78 0.00
2.75 1.89 0.66 7.99 15.50 5.55 3.78 0.00
3.00 4.05 2.42 39.20 15.75 5.55 3.78 0.00
3.25 4.39 2.72 8.65 16.00 5.55 3.78 0.00
3.50 4.62 2.92 4.37 16.25 5.55 3.78 0.00
3.75 4.78 3.07 2.98 16.50 5.55 3.78 0.00
4.00 4.91 3.19 2.49 16.75 5.55 3.78 0.00
4.25 5.02 3.29 2.12 17.00 5.55 3.78 0.00
4.50 5.12 3.38 1.86 17.25 5.55 3.78 0.00
4.75 5.21 3.46 1.64 17.50 5.55 3.78 0.00
5.00 5.29 3.53 1.46 17.75 5.55 3.78 0.00
5.25 5.36 3.60 1.33 18.00 5.55 3.78 0.00
5.50 5.43 3.66 1.27 18.25 5.55 3.78 0.00
5.75 5.49 3.72 1.20 18.50 5.55 3.78 0.00
6.00 5.55 3.78 1.14 18.75 5.55 3.78 0.00
6.25 5.55 3.78 0.12 19.00 5.55 3.78 0.00
6.50 5.55 3.78 0.00 19.25 5.55 3.78 0.00
6.75 5.55 3.78 0.00 19.50 5.55 3.78 0.00
7.00 5.55 3.78 0.00 19.75 5.55 3.78 0.00
7.25 5.55 3.78 0.00 20.00 5.55 3.78 0.00
7.50 5.55 3.78 0.00
7.75 5.55 3.78 0.00
8.00 5.55 3.78 0.00
8.25 5.55 3.78 0.00
8.50 5.55 3.78 0.00
8.75 5.55 3.78 0.00
9.00 5.55 3.78 0.00
9.25 5.55 3.78 0.00
9.50 5.55 3.78 0.00
9.75 5.55 3.78 0.00
10.00 5.55 3.78 0.00
10.25 5.55 3.78 0.00
10.50 5.55 3.78 0.00
10.75 5.55 3.78 0.00
11.00 5.55 3.78 0.00
11.25 5.55 3.78 0.00
11.50 5.55 3.78 0.00
11.75 5.55 3.78 0.00
12.00 5.55 3.78 0.00
12.25 5.55 3.78 0.00
12.50 5.55 3.78 0.00

DAVIS VILLAGE
DAVIS VILLAGE SAND FILTER C 6.11.23 Type 11 6-hr 100-Year Rainfall=5.55"
Prepared by Plott Hound Engineering PLLC Printed 6/21/2023
HydroCAD® 10.10-6a s/n 11998 ©2020 HydroCAD Software Solutions LLC Page 84
Summary for Subcatchment 1S: POST TO SAND FILTER C
Runoff = 46.10 cfs @ 3.00 hrs, Volume= 1.792 af, Depth= 4.30"
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 100-Year Rainfall=5.55"
Area (ac) CN Description
5.000 89 48% IMPERVIOUS, HSG D
5.000 100.00% Pervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
8.5 Direct Entry, STORM SEWERS CALC
Subcatchment 1S: POST TO SAND FILTER C
Hydrograph
I i I I 1 1 1 1 1 1 I —
501/ I 4 4 4 4 1 _ 4 4 4 I 4 4 I - ■Runoff
484-/ -1- 146.1ocrs 1 - I- -1 - rt - r -1- 4 - 7 - 1- -I - rt - fi - I- -1 - rt - r -1- —
46
44� — Type ry el11
424-/ - -I— 4 — 1 1 4 4 I— 4 4 1 4 4 I I 4 I -
404-/ -1- -1 - 1- -1 - rt - r -1- - fi - 1- -1 - rt - -p -1 - -r -
38 I- 1 I I I I 11 00--Y@at RlairifaN=5,5-5"32 -1- -1 - 1- -1 - rt - 1- -I- - fi - I- -RUnoffArea=5tOOO-ae -
30
o
28=
26;
24 -I- - fi - 1- -1- - fi - I- -I offIDel th 4i3r —
LL 22 -/ - -
20
- 4 - - -1 - 4 - 1- -1- -1 - - I- -I - 4 - -4 - I-LIC=OZl--lhiq -
a
14 1 I I 1 1 1 1 1 1 1
�12 I-
10 -I I - I- -I - - 1- -I- - - I- -I - - - I- -I - - -I-
4
81/, - -1- r- 1 1r1Hfi - 1 r1 1fir1 -
-hill! (��iiiiiiiiiiiiiiiiiiiiiiiii�
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
DAVIS VILLAGE SAND FILTER C 6.11.23 Type 11 6-hr 100-Year Rainfall=5.55"
Prepared by Plott Hound Engineering PLLC Printed 6/21/2023
HydroCAD® 10.10-6a s/n 11998 ©2020 HydroCAD Software Solutions LLC Page 85
Hydrograph for Subcatchment 1S: POST TO SAND FILTER C
Time Precip. Excess Runoff Time Precip. Excess Runoff
(hours) (inches) (inches) (cfs) (hours) (inches) (inches) (cfs)
0.00 0.00 0.00 0.00 12.75 5.55 4.30 0.00
0.25 0.06 0.00 0.00 13.00 5.55 4.30 0.00
0.50 0.13 0.00 0.00 13.25 5.55 4.30 0.00
0.75 0.19 0.00 0.00 13.50 5.55 4.30 0.00
1.00 0.27 0.00 0.00 13.75 5.55 4.30 0.00
1.25 0.35 0.01 0.15 14.00 5.55 4.30 0.00
1.50 0.45 0.03 0.39 14.25 5.55 4.30 0.00
1.75 0.56 0.06 0.70 14.50 5.55 4.30 0.00
2.00 0.69 0.12 1.08 14.75 5.55 4.30 0.00
2.25 0.86 0.20 1.67 15.00 5.55 4.30 0.00
2.50 1.07 0.33 2.53 15.25 5.55 4.30 0.00
2.75 1.89 0.93 11.77 15.50 5.55 4.30 0.00
3.00 4.05 2.87 46.03 15.75 5.55 4.30 0.00
3.25 4.39 3.19 7.77 16.00 5.55 4.30 0.00
3.50 4.62 3.41 4.40 16.25 5.55 4.30 0.00
3.75 4.78 3.56 3.07 16.50 5.55 4.30 0.00
4.00 4.91 3.69 2.57 16.75 5.55 4.30 0.00
4.25 5.02 3.79 2.19 17.00 5.55 4.30 0.00
4.50 5.12 3.89 1.92 17.25 5.55 4.30 0.00
4.75 5.21 3.97 1.70 17.50 5.55 4.30 0.00
5.00 5.29 4.05 1.51 17.75 5.55 4.30 0.00
5.25 5.36 4.12 1.38 18.00 5.55 4.30 0.00
5.50 5.43 4.18 1.31 18.25 5.55 4.30 0.00
5.75 5.49 4.24 1.25 18.50 5.55 4.30 0.00
6.00 5.55 4.30 1.18 18.75 5.55 4.30 0.00
6.25 5.55 4.30 0.06 19.00 5.55 4.30 0.00
6.50 5.55 4.30 0.00 19.25 5.55 4.30 0.00
6.75 5.55 4.30 0.00 19.50 5.55 4.30 0.00
7.00 5.55 4.30 0.00 19.75 5.55 4.30 0.00
7.25 5.55 4.30 0.00 20.00 5.55 4.30 0.00
7.50 5.55 4.30 0.00
7.75 5.55 4.30 0.00
8.00 5.55 4.30 0.00
8.25 5.55 4.30 0.00
8.50 5.55 4.30 0.00
8.75 5.55 4.30 0.00
9.00 5.55 4.30 0.00
9.25 5.55 4.30 0.00
9.50 5.55 4.30 0.00
9.75 5.55 4.30 0.00
10.00 5.55 4.30 0.00
10.25 5.55 4.30 0.00
10.50 5.55 4.30 0.00
10.75 5.55 4.30 0.00
11.00 5.55 4.30 0.00
11.25 5.55 4.30 0.00
11.50 5.55 4.30 0.00
11.75 5.55 4.30 0.00
12.00 5.55 4.30 0.00
12.25 5.55 4.30 0.00
12.50 5.55 4.30 0.00

DAVIS VILLAGE
DAVIS VILLAGE SAND FILTER C 6.11.23 Type 11 6-hr 100-Year Rainfall=5.55"
Prepared by Plott Hound Engineering PLLC Printed 6/21/2023
HydroCAD® 10.10-6a s/n 11998 ©2020 HydroCAD Software Solutions LLC Page 86
Summary for Subcatchment 5S: BYPASS BUA
Runoff = 4.86 cfs @ 2.95 hrs, Volume= 0.190 af, Depth= 5.31"
Routed to Pond 4P : TOTAL
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
* 0.430 98 BYPASS BUA
0.430 100.00% Impervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
5.0 Direct Entry, DIRECT
Subcatchment 5S: BYPASS BUA
Hydrog raph
I 1 1 1 I I I I
- 1 I 1 1 I i I I 1 I 1 I I I I _ ❑Runoff`
5-/ I I4.86CSI 1 I I 1 I 1 1 I I 1 I 1 1 I
1 1 . 1 1 1 1 I 1 1 1 1 1 1 1TfpeIII
1 1 1 1 1
fi / - 1 -1 - + - 1- -1 - -[ - -16-hr _
4-"/ ' 1 ' 1 100-Yeas- Rairlfal'I=5.55"
1 1 1 1 1 I I 1 1 I 1 1 I
I 1 I 11 Runoff Area=0A30 ac _
' 3 1 I I`unoff V'ol 1 m l 1 0 a 1 f
' 1 ' 1 ' ' I Runoff'De'pth=5.31"
2-/ 1 1 I I 1 Tc=5.011 miinn
- 1 1 1 1 I I C'I'=98
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
DAVIS VILLAGE SAND FILTER C 6.11.23 Type 11 6-hr 100-Year Rainfall=5.55"
Prepared by Plott Hound Engineering PLLC Printed 6/21/2023
HydroCAD® 10.10-6a s/n 11998 ©2020 HydroCAD Software Solutions LLC Page 87
Hydrograph for Subcatchment 5S: BYPASS BUA
Time Precip. Excess Runoff Time Precip. Excess Runoff
(hours) (inches) (inches) (cfs) (hours) (inches) (inches) (cfs)
0.00 0.00 0.00 0.00 12.75 5.55 5.31 0.00
0.25 0.06 0.00 0.01 13.00 5.55 5.31 0.00
0.50 0.13 0.02 0.05 13.25 5.55 5.31 0.00
0.75 0.19 0.06 0.07 13.50 5.55 5.31 0.00
1.00 0.27 0.12 0.10 13.75 5.55 5.31 0.00
1.25 0.35 0.19 0.12 14.00 5.55 5.31 0.00
1.50 0.45 0.27 0.15 14.25 5.55 5.31 0.00
1.75 0.56 0.37 0.18 14.50 5.55 5.31 0.00
2.00 0.69 0.50 0.22 14.75 5.55 5.31 0.00
2.25 0.86 0.65 0.29 15.00 5.55 5.31 0.00
2.50 1.07 0.86 0.37 15.25 5.55 5.31 0.00
2.75 1.89 1.66 1.78 15.50 5.55 5.31 0.00
3.00 4.05 3.82 4.05 15.75 5.55 5.31 0.00
3.25 4.39 4.16 0.55 16.00 5.55 5.31 0.00
3.50 4.62 4.38 0.36 16.25 5.55 5.31 0.00
3.75 4.78 4.54 0.27 16.50 5.55 5.31 0.00
4.00 4.91 4.67 0.22 16.75 5.55 5.31 0.00
4.25 5.02 4.79 0.19 17.00 5.55 5.31 0.00
4.50 5.12 4.88 0.17 17.25 5.55 5.31 0.00
4.75 5.21 4.97 0.15 17.50 5.55 5.31 0.00
5.00 5.29 5.05 0.13 17.75 5.55 5.31 0.00
5.25 5.36 5.12 0.12 18.00 5.55 5.31 0.00
5.50 5.43 5.19 0.12 18.25 5.55 5.31 0.00
5.75 5.49 5.25 0.11 18.50 5.55 5.31 0.00
6.00 5.55 5.31 0.10 18.75 5.55 5.31 0.00
6.25 5.55 5.31 0.00 19.00 5.55 5.31 0.00
6.50 5.55 5.31 0.00 19.25 5.55 5.31 0.00
6.75 5.55 5.31 0.00 19.50 5.55 5.31 0.00
7.00 5.55 5.31 0.00 19.75 5.55 5.31 0.00
7.25 5.55 5.31 0.00 20.00 5.55 5.31 0.00
7.50 5.55 5.31 0.00
7.75 5.55 5.31 0.00
8.00 5.55 5.31 0.00
8.25 5.55 5.31 0.00
8.50 5.55 5.31 0.00
8.75 5.55 5.31 0.00
9.00 5.55 5.31 0.00
9.25 5.55 5.31 0.00
9.50 5.55 5.31 0.00
9.75 5.55 5.31 0.00
10.00 5.55 5.31 0.00
10.25 5.55 5.31 0.00
10.50 5.55 5.31 0.00
10.75 5.55 5.31 0.00
11.00 5.55 5.31 0.00
11.25 5.55 5.31 0.00
11.50 5.55 5.31 0.00
11.75 5.55 5.31 0.00
12.00 5.55 5.31 0.00
12.25 5.55 5.31 0.00
12.50 5.55 5.31 0.00

DAVIS VILLAGE
DAVIS VILLAGE SAND FILTER C 6.11.23 Type II 6-hr 100-Year Rainfall=5.55"
Prepared by Plott Hound Engineering PLLC Printed 6/21/2023
HydroCAD® 10.10-6a s/n 11998 ©2020 HydroCAD Software Solutions LLC Page 88
Summary for Pond 2P: FOREBAY
Inflow Area = 5.000 ac, 0.00% Impervious, Inflow Depth = 4.30" for 100-Year event
Inflow = 46.10 cfs @ 3.00 hrs, Volume= 1.792 af
Outflow = 23.11 cfs @ 3.12 hrs, Volume= 1.249 af, Atten= 50%, Lag= 7.3 min
Primary = 23.09 cfs @ 3.12 hrs, Volume= 1.222 af
Routed to Pond 4P : TOTAL
Secondary= 0.02 cfs @ 3.12 hrs, Volume= 0.027 af
Routed to Pond 3P : SAND FILTER
Tertiary = 0.00 cfs @ 0.00 hrs, Volume= 0.000 af
Routed to Pond 4P : TOTAL
Routing by Dyn-Stor-Ind method, Time Span= 0.00-20.00 hrs, dt= 0.05 hrs
Peak Elev= 554.57'@ 3.12 hrs Surf.Area= 14,826 sf Storage= 43,102 cf
Plug-Flow detention time= 142.2 min calculated for 1.246 af(70% of inflow)
Center-of-Mass det. time= 119.1 min ( 317.0 - 197.9 )
Volume Invert Avail.Storage Storage Description
#1 550.00' 69,077 cf Custom Stage Data (Prismatic)Listed 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 549.50' 24.0" Round 24" RCP Outfall
L= 85.0' RCP, square edge headwall, Ke= 0.500
Inlet/ Outlet Invert= 549.50'/ 549.00' S= 0.0059 '/' 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
DAVIS VILLAGE SAND FILTER C 6.11.23 Type 11 6-hr 100-Year Rainfall=5.55"
Prepared by Plott Hound Engineering PLLC Printed 6/21/2023
HydroCAD® 10.10-6a s/n 11998 ©2020 HydroCAD Software Solutions LLC Page 89
Primary OutFlow Max=21.88 cfs @ 3.12 hrs HW=554.55' TW=0.00' (Dynamic Tailwater)
4-1=24" RCP Outfall (Passes 21.88 cfs of 30.44 cfs potential flow)
2=10 YR. ORIFICE (Passes 0.61 cfs of 9.77 cfs potential flow)
4-5=6" Underdrain to Sand (Outlet Controls 0.61 cfs © 3.09 fps)
3=TOP OF OUTLET STRUCTURE(Weir Controls 21.28 cfs @ 2.42 fps)
Secondary OutFlow Max=0.02 cfs © 3.12 hrs HW=554.55' TW=550.00' (Dynamic Tailwater)
4-4=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)
4-6=EMERGENCY SPILLWAY( Controls 0.00 cfs)
Pond 2P: FOREBAY
Hydrograph
- 1- 1 - 1- 1 - 1- _L _ i- 1 _1- I -I- 1 -I- I -1 - I -I - L -
/ I I I I I I I I I I I I I I ■Inflow
// 46.10 •cfs
••Outflow
, , ' 1 I I rif Ilow Psrea=5. 0 ap •SeconPrimadary
/50� / ' ' 1 1 I 1 1 1 Peak1 E11ev1=5541.57' Tertiary
/ , ' - H - 1 + - 1- + -I- + -1- + -1- 1 1 + -I - I- -
45 / / 1 1 1 1 1 1 1 Storage=43,102 of
40� /
- - -
' - 1 - 1- -1 - 4 I 4 1 -k I T I J- I I-
35" , ' 1 1 1 I I I I 1 1 I 1 1 I I
/
/ _ 23.1.cfs
?, 30� —I23.osors I- T -1- T -1- T -1- T 1 L -
_ 1 1 1 1 1 1 1 L 1 L3 25� / ' / 1 1 1 1 1 1 I I 1 1 1 1 1
0
LL : , , - - I1 - rt1rtIrt -.- 1 .- fi -1 fi1r
20-✓ 1 1
/
15:-/ ' 1 I I I 1 1 1 1 1
: ' / f'
10�
0.00 cfs / 0.02 cf� /�/�j/
0 G//��G��G�C!
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
DAVIS VILLAGE SAND FILTER C 6.11.23 Type 11 6-hr 100-Year Rainfall=5.55"
Prepared by Plott Hound Engineering PLLC Printed 6/21/2023
HydroCAD® 10.10-6a s/n 11998 ©2020 HydroCAD Software Solutions LLC Page 90
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 0.39 298 550.05 0.00 0.00 0.00 0.00
2.00 1.08 1,578 550.28 0.00 0.00 0.00 0.00
2.50 2.53 4,659 550.76 0.00 0.00 0.00 0.00
3.00 46.03 34,207 553.92 0.49 0.47 0.02 0.00
3.50 4.40 38,011 554.21 5.66 5.64 0.02 0.00
4.00 2.57 36,851 554.13 2.86 2.84 0.02 0.00
4.50 1.92 36,464 554.10 2.09 2.06 0.02 0.00
5.00 1.51 36,210 554.08 1.63 1.61 0.02 0.00
5.50 1.31 36,046 554.06 1.37 1.35 0.02 0.00
6.00 1.18 35,953 554.06 1.23 1.21 0.02 0.00
6.50 0.00 35,058 553.99 0.51 0.48 0.02 0.00
7.00 0.00 34,164 553.92 0.49 0.47 0.02 0.00
7.50 0.00 33,302 553.85 0.47 0.45 0.02 0.00
8.00 0.00 32,474 553.78 0.45 0.43 0.02 0.00
8.50 0.00 31,680 553.72 0.43 0.41 0.02 0.00
9.00 0.00 30,919 553.65 0.41 0.39 0.02 0.00
9.50 0.00 30,193 553.59 0.39 0.37 0.02 0.00
10.00 0.00 29,502 553.53 0.37 0.36 0.02 0.00
10.50 0.00 28,846 553.48 0.35 0.34 0.02 0.00
11.00 0.00 28,226 553.42 0.33 0.32 0.02 0.00
11.50 0.00 27,642 553.37 0.31 0.30 0.02 0.00
12.00 0.00 27,095 553.32 0.29 0.28 0.02 0.00
12.50 0.00 26,586 553.27 0.27 0.26 0.02 0.00
13.00 0.00 26,114 553.23 0.25 0.23 0.02 0.00
13.50 0.00 25,680 553.19 0.23 0.21 0.02 0.00
14.00 0.00 25,286 553.15 0.21 0.19 0.02 0.00
14.50 0.00 24,930 553.12 0.19 0.17 0.02 0.00
15.00 0.00 24,615 553.09 0.16 0.15 0.02 0.00
15.50 0.00 24,346 553.07 0.13 0.11 0.02 0.00
16.00 0.00 24,160 553.05 0.08 0.07 0.02 0.00
16.50 0.00 24,031 553.04 0.06 0.04 0.02 0.00
17.00 0.00 23,937 553.03 0.04 0.03 0.02 0.00
17.50 0.00 23,866 553.02 0.03 0.02 0.02 0.00
18.00 0.00 23,810 553.01 0.03 0.01 0.02 0.00
18.50 0.00 23,764 553.01 0.02 0.01 0.02 0.00
19.00 0.00 23,726 553.01 0.02 0.00 0.02 0.00
19.50 0.00 23,693 553.00 0.02 0.00 0.02 0.00
20.00 0.00 23,663 553.00 0.02 0.00 0.02 0.00

DAVIS VILLAGE
DAVIS VILLAGE SAND FILTER C 6.11.23 Type 11 6-hr 100-Year Rainfall=5.55"
Prepared by Plott Hound Engineering PLLC Printed 6/21/2023
HydroCAD® 10.10-6a s/n 11998 ©2020 HydroCAD Software Solutions LLC Page 91
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 31.39 31.37 0.03 0.00
555.00 32.11 32.09 0.03 0.00
555.20 37.73 32.79 0.03 4.91
555.40 47.83 33.48 0.03 14.32
555.60 61.09 34.16 0.03 26.90
555.80 76.26 34.82 0.03 41.41
556.00 94.42 35.48 0.03 58.91

DAVIS VILLAGE
DAVIS VILLAGE SAND FILTER C 6.11.23 Type 11 6-hr 100-Year Rainfall=5.55"
Prepared by Plott Hound Engineering PLLC Printed 6/21/2023
HydroCAD® 10.10-6a s/n 11998 ©2020 HydroCAD Software Solutions LLC Page 92
Stage-Area-Storage for Pond 2P: FOREBAY
Elevation Surface Storage Elevation Surface Storage
(feet) (sq-ft) (cubic-feet) (feet) (sq-ft) (cubic-feet)
550.00 5,499 0 555.10 16,943 51,460
550.10 5,655 558 555.20 17,528 53,183
550.20 5,811 1,131 555.30 18,113 54,965
550.30 5,967 1,720 555.40 18,698 56,806
550.40 6,123 2,324 555.50 19,283 58,705
550.50 6,279 2,945 555.60 19,867 60,662
550.60 6,435 3,580 555.70 20,452 62,678
550.70 6,591 4,232 555.80 21,037 64,753
550.80 6,747 4,898 555.90 21,622 66,886
550.90 6,903 5,581 556.00 22,207 69,077
551.00 7,059 6,279
551.10 7,221 6,993
551.20 7,382 7,723
551.30 7,543 8,469
551.40 7,705 9,232
551.50 7,867 10,010
551.60 8,028 10,805
551.70 8,190 11,616
551.80 8,351 12,443
551.90 8,512 13,286
552.00 8,674 14,146
552.10 8,841 15,021
552.20 9,008 15,914
552.30 9,175 16,823
552.40 9,342 17,749
552.50 9,510 18,691
552.60 9,677 19,651
552.70 9,844 20,627
552.80 10,011 21,619
552.90 10,178 22,629
553.00 10,345 23,655
553.10 10,589 24,702
553.20 10,834 25,773
553.30 11,078 26,868
553.40 11,322 27,988
553.50 11,567 29,133
553.60 11,811 30,302
553.70 12,055 31,495
553.80 12,299 32,713
553.90 12,544 33,955
554.00 12,788 35,222
554.10 13,145 36,518
554.20 13,502 37,851
554.30 13,859 39,219
554.40 14,216 40,622
554.50 14,573 42,062
554.60 14,930 43,537 ,
554.70 15,287 45,048
554.80 15,644 46,594
554.90 16,001 48,177
555.00 16,358 49,795

DAVIS VILLAGE
DAVIS VILLAGE SAND FILTER C 6.11.23 Type 11 6-hr 100-Year Rainfall=5.55"
Prepared by Plott Hound Engineering PLLC Printed 6/21/2023
HydroCAD® 10.10-6a s/n 11998 ©2020 HydroCAD Software Solutions LLC Page 93
Summary for Pond 3P: SAND FILTER
Inflow = 0.02 cfs @ 3.12 hrs, Volume= 0.027 af
Outflow = 0.02 cfs @ 3.12 hrs, Volume= 0.027 af, Atten= 0%, Lag= 0.0 min
Primary = 0.02 cfs @ 3.12 hrs, Volume= 0.027 af
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= 913 sf Storage= 0 cf
Plug-Flow detention time=(not calculated: outflow precedes inflow)
Center-of-Mass det. time=0.0 min ( 642.7 - 642.7 )
Volume Invert Avail.Storage Storage Description
#1 550.00' 15,158 cf SAND FILTER STORAGE (Prismatic)isted below(Recalc)
Elevation Surf.Area Inc.Store Cum.Store
(feet) (sq-ft) (cubic-feet) _(cubic-feet)
550.00 913 0 0
551.00 1,309 1,111 1,111
552.00 1,776 1,543 2,654
553.00 2,221 1,999 4,652
554.00 5,933 4,077 8,729
555.00 6,925 6,429 15,158
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 @ 3.12 hrs HW=550.00' TW=0.00' (Dynamic Tailwater)
4-1=FILTER MEDIA (Passes 0.00 cfs of 0.07 cfs potential flow)

DAVIS VILLAGE
DAVIS VILLAGE SAND FILTER C 6.11.23 Type 11 6-hr 100-Year Rainfall=5.55"
Prepared by Plott Hound Engineering PLLC Printed 6/21/2023
HydroCAD® 10.10-6a s/n 11998 ©2020 HydroCAD Software Solutions LLC Page 94
Pond 3P: SAND FILTER
Hydrograph
1 1 1 1 1 1 I I I I
I I I I ■Inflow
0.026� A- -I - I o.oz cfs fi - 1- -1 - t -1- - r -I - fi -I- -I - t -1 - -
❑Primary
/ I o.ozl I ' 1 1 L f eak1 11ev=1J5►0.00, -
0.024: �I�// ��I' 1 1 1 1 1 1 1 /1�y 0.022� �i' i` toraMeC�C'f
0.02 ��� �i�' -I - - -i i i
-I - I- -I - -
/�ii /���i� �i��i�o��o��
0.018 �o
dr
0.016� /I I- - , - I 1
in
0.014�
I_ ._ _I - 1 - I- -1 L _I_ _ -I- L - L -I
33 : / 1 I I I 1 1 I 1
o
Li 0.012 / I HH - HHHH
I I
0.01i/ fi -_ _ _ I
0.008� I I I d I I I I I I I
0.006 / / 1 1 I I I I I I I 1
- /
0.004i/ k - /' 1 -1 I- 1 + 1 4 I- I 1 -I I- -
' 1 1 1 I I I I I I I I I I I 1
0.0021
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
DAVIS VILLAGE SAND FILTER C 6.11.23 Type 11 6-hr 100-Year Rainfall=5.55"
Prepared by Plott Hound Engineering PLLC Printed 6/21/2023
HydroCAD® 10.10-6a s/n 11998 ©2020 HydroCAD Software Solutions LLC Page 95
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
DAVIS VILLAGE SAND FILTER C 6.11.23 Type 11 6-hr 100-Year Rainfall=5.55"
Prepared by Plott Hound Engineering PLLC Printed 6/21/2023
HydroCAD® 10.10-6a s/n 11998 ©2020 HydroCAD Software Solutions LLC Page 96
Stage-Discharge for Pond 3P: SAND FILTER
Elevation Primary Elevation Primary
(feet) (cfs) (feet) (cfs)
550.00 0.00 552.55 0.37
550.05 0.07 552.60 0.38
550.10 0.08 552.65 0.38
550.15 0.09 552.70 0.38
550.20 0.09 552.75 0.39
550.25 0.10 552.80 0.39
550.30 0.10 552.85 0.40
550.35 0.11 552.90 0.40
550.40 0.12 552.95 0.40
550.45 0.12 553.00 0.41
550.50 0.13 553.05 0.41
550.55 0.14 553.10 0.42
550.60 0.14 553.15 0.42
550.65 0.15 553.20 0.43
550.70 0.16 553.25 0.43
550.75 0.16 553.30 0.43
550.80 0.17 553.35 0.44
550.85 0.18 553.40 0.44
550.90 0.18 553.45 0.45
550.95 0.19 553.50 0.45
551.00 0.20 553.55 0.45
551.05 0.20 553.60 0.46
551.10 0.21 553.65 0.46
551.15 0.22 553.70 0.47
551.20 0.22 553.75 0.47
551.25 0.23 553.80 0.47
551.30 0.24 553.85 0.48
551.35 0.24 553.90 0.48
551.40 0.25 553.95 0.49
551.45 0.26 554.00 0.49
551.50 0.26 554.05 0.50
551.55 0.27 554.10 0.50
551.60 0.27 554.15 0.50
551.65 0.28 554.20 0.51
551.70 0.29 554.25 0.51
551.75 0.29 554.30 0.52
551.80 0.30 554.35 0.52
551.85 0.31 554.40 0.52
551.90 0.31 554.45 0.53
551.95 0.32 554.50 0.53
552.00 0.33 554.55 0.54
552.05 0.33 554.60 0.54
552.10 0.34 554.65 0.54
552.15 0.34 554.70 0.55
552.20 0.34 554.75 0.55
552.25 0.35 554.80 0.56
552.30 0.35 554.85 0.56
552.35 0.36 554.90 0.56
552.40 0.36 554.95 0.57
552.45 0.36 555.00 0.57
552.50 0.37

DAVIS VILLAGE
DAVIS VILLAGE SAND FILTER C 6.11.23 Type 11 6-hr 100-Year Rainfall=5.55"
Prepared by Plott Hound Engineering PLLC Printed 6/21/2023
HydroCAD® 10.10-6a s/n 11998 ©2020 HydroCAD Software Solutions LLC Page 97
Stage-Area-Storage for Pond 3P: SAND FILTER
Elevation Surface Storage Elevation Surface Storage
(feet) (sq-ft) (cubic-feet) (feet) (sq-ft) (cubic-feet)
550.00 913 0 552.55 2,021 3,698
550.05 933 46 552.60 2,043 3,799
550.10 953 93 552.65 2,065 3,902
550.15 972 141 , 552.70 2,088 4,006
550.20 992 191 552.75 2,110 4,111
550.25 1,012 241 552.80 2,132 4,217
550.30 1,032 292 552.85 2,154 4,324
550.35 1,052 344 552.90 2,176 4,432
550.40 1,071 397 552.95 2,199 4,542
550.45 1,091 451 553.00 2,221 4,652
550.50 1,111 506 553.05 2,407 4,768
550.55 1,131 562 553.10 2,592 4,893
550.60 1,151 619 553.15 2,778 5,027
550.65 1,170 677 553.20 2,963 5,170
550.70 1,190 736 553.25 3,149 5,323
550.75 1,210 796 553.30 3,335 5,485
550.80 1,230 857 553.35 3,520 5,657
550.85 1,250 919 553.40 3,706 5,837
550.90 1,269 982 553.45 3,891 6,027
550.95 1,289 1,046 553.50 4,077 6,227
551.00 1,309 1,111 553.55 4,263 6,435
551.05 1,332 1,177 553.60 4,448 6,653
551.10 1,356 1,244 553.65 4,634 6,880
551.15 1,379 1,313 553.70 4,819 7,116
551.20 1,402 1,382 553.75 5,005 7,362
551.25 1,426 1,453 553.80 5,191 7,617
551.30 1,449 1,525 553.85 5,376 7,881
551.35 1,472 1,598 553.90 5,562 8,154
551.40 1,496 1,672 553.95 5,747 8,437
551.45 1,519 1,747 554.00 5,933 8,729
551.50 1,543 1,824 554.05 5,983 9,027
551.55 1,566 1,902 554.10 6,032 9,327
551.60 1,589 1,980 554.15 6,082 9,630
551.65 1,613 2,061 554.20 6,131 9,935
551.70 1,636 2,142 554.25 6,181 10,243
551.75 1,659 2,224 554.30 6,231 10,554
551.80 1,683 2,308 554.35 6,280 10,866
551.85 1,706 2,392 554.40 6,330 11,182
551.90 1,729 2,478 554.45 6,379 11,499
551.95 1,753 2,565 554.50 6,429 11,820
552.00 1,776 2,654 554.55 6,479 12,142
552.05 1,798 2,743 554.60 6,528 12,467
552.10 1,821 2,833 554.65 6,578 12,795
552.15 1,843 2,925 554.70 6,627 13,125
552.20 1,865 3,018 554.75 6,677 13,458
552.25 1,887 3,111 554.80 6,727 13,793
552.30 1,909 3,206 554.85 6,776 14,130
552.35 1,932 3,302 554.90 6,826 14,470
552.40 1,954 3,399 554.95 6,875 14,813
552.45 1,976 3,498 555.00 6,925 15,158
552.50 1,999 3,597

DAVIS VILLAGE
DAVIS VILLAGE SAND FILTER C 6.11.23 Type 11 6-hr 100-Year Rainfall=5.55"
Prepared by Plott Hound Engineering PLLC Printed 6/21/2023
HydroCAD® 10.10-6a s/n 11998 ©2020 HydroCAD Software Solutions LLC Page 98
Summary for Pond 4P: TOTAL
Inflow Area = 5.430 ac, 7.92% Impervious, Inflow Depth > 3.18" for 100-Year event
Inflow = 23.95 cfs @ 3.12 hrs, Volume= 1.439 af
Primary = 23.95 cfs @ 3.12 hrs, Volume= 1.439 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
Hydrograph
I I I I I I 1 1
i I I 1 1 I I I I I 1 1 I I I ■Inflow
26� � I 123.95 cfs I 1 I I I I I I I I - 0 Primary
241 ' 123.9�fs�' 1 4 - I- -I - - 1- i
ETTTT�.4T-O-alcI I 1I -I —
1
101/ d
1 -r 1 rt 1 1 rt 1 - -
g� 1 1
- i � I 1 1 1 I I 1 I J -
1 1 1 1 I I I
6-? . 1 1 1 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
DAVIS VILLAGE SAND FILTER C 6.11.23 Type 11 6-hr 100-Year Rainfall=5.55"
Prepared by Plott Hound Engineering PLLC Printed 6/21/2023
HydroCAD® 10.10-6a s/n 11998 ©2020 HydroCAD Software Solutions LLC Page 99
Hydrograph for Pond 4P: TOTAL
Time Inflow Elevation Primary Time Inflow Elevation Primary
(hours) (cfs) (feet) (cfs) (hours) (cfs) (feet) (cfs)
0.00 0.00 0.00 12.75 0.26 0.26
0.25 0.01 0.01 13.00 0.25 0.25
0.50 0.05 0.05 13.25 0.24 0.24
0.75 0.07 0.07 13.50 0.23 0.23
1.00 0.10 0.10 13.75 0.22 0.22
1.25 0.12 0.12 14.00 0.21 0.21
1.50 0.15 0.15 14.25 0.20 0.20
1.75 0.18 0.18 14.50 0.19 0.19
2.00 0.22 0.22 14.75 0.18 0.18
2.25 0.29 0.29 15.00 0.16 0.16
2.50 0.38 0.38 15.25 0.15 0.15
2.75 1.78 1.78 15.50 0.13 0.13
3.00 4.54 4.54 15.75 0.10 0.10
3.25 13.33 13.33 16.00 0.08 0.08
3.50 6.02 6.02 16.25 0.07 0.07
3.75 3.88 3.88 16.50 0.06 0.06
4.00 3.08 3.08 16.75 0.05 0.05
4.25 2.58 2.58 17.00 0.04 0.04
4.50 2.25 2.25 17.25 0.04 0.04
4.75 1.98 1.98 17.50 0.03 0.03
5.00 1.76 1.76 17.75 0.03 0.03
5.25 1.59 1.59 18.00 0.03 0.03
5.50 1.48 1.48 18.25 0.03 0.03
5.75 1.41 1.41 18.50 0.02 0.02
6.00 1.33 1.33 18.75 0.02 0.02
6.25 0.73 0.73 19.00 0.02 0.02
6.50 0.51 0.51 19.25 0.02 0.02
6.75 0.50 0.50 19.50 0.02 0.02
7.00 0.49 0.49 19.75 0.02 0.02
7.25 0.48 0.48 20.00 0.02 0.02
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

CipENGIN HOUNDEERING
ENGIN
STORM WATER HYDRAULIC CALCULATIONS
Storm Sewers Design
NCDOT— Hydro Ca lcs

Hydraflow Storm Sewers Extension for Autodesk® Civil 3D® Plan
31
30 32
29 34 33
28
27
39r
26 5
60 40 •
58 59 4
2 41 42
24 61
57 43
23...0011IIIIIIIIIII
70
20 21 22 / 32
69
7,
19 100 aIF12 73
68 50 51 10
11 1:
Outfall 16 12
44 •
17 18 45 48 Outfall
66
56
46 47 53 55
- 54
65
71
81
80
79
78
77 76 75
8 Outfall
Project File: PROP STORM SEWERS-DAVIS VILL REVISED 3.2023.stm Number of lines:83 Date:3/14/2023
Storm Sewers v2023.00

Storm Sewer Tabulation Pagel
Station Len Drng Area Rnoff Area x C Tc Rain Total Cap Vel Pipe Invert Elev HGL Elev Grnd/Rim Elev Line ID
coeff (I) 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 B1-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 B2-B1
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 B3-B2
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 B4-B3
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 B5-B4
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 B6-B5
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 B7-B6
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 B8-B7
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 B9-B4
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 B10-B2
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 B11-610
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 Al-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)A 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 Vel Pipe Invert Elev HGL Elev Grnd/Rim Elev Line ID
coeff (I) 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)A 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 Vel Pipe Invert Elev HGL Elev Grnd/Rim Elev Line ID
coeff (I) 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 Al1-A10
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-A8
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)A 0.79; Return period=Yrs. 10 ; c=cir e=ellip b=box
Storm Sewers v2023 00

Storm Sewer Tabulation Page4
Station Len Drng Area Rnoff Area x C Tc Rain Total Cap Vel Pipe Invert Elev HGL Elev Grnd/Rim Elev Line ID
coeff (I) 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 B15-B14
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 B16-B15
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 B17-B16
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)A 0.79; Return period=Yrs. 10 ; c=cir e=ellip b=box
Storm Sewers v2023 00

A
� jrENGIN
E GIN EERING HOUND
SEDIMENT BASIN / EROSION CONTROL CALCULATIONS

DESIGN OF RIPRAP OUTLET PROTECTION
User Input Data
Calculated Value
Reference Data
Designed By: BCL Date: 6/16/2023
Checked By: BCL Date: 6/16/2023
Company: PLOTT HOUND ENGINEERING
Project Name: KMCC INDUSTRIAL
Project No.: 21.27.008
Site Location(City/Town) KINGS MOUNTAIN
Culvert Id. Al OF
Total Drainage Area(acres) 24.58
Step 1.Determine the tailwater depth from channel characteristics below the
pipe outlet for the design capacity of the pipe. If the tubs-are(depth is less
than half the outlet pipe diameter.it is classified muumuu tailwater condition.
If it is greater than half the pipe diameter.it is classified maximum condition.
Pipes that outlet onto side flat areas with no defined channel are assumed
to have a inn nun tailwater condition unless reliable flood stage elevations
show otherwise.
Outlet pipe diameter,Do(in.) 48
Tailwater depth(in.) 60
Minimum/Maximum tailwater? Max TW(Fig.8.06b)
Discharge(cfs) 80.29
Velocity(ft./s) 8.85
Step 2. Based on the tailwater conditions determined in step I.enter Figure
8.06a or Figure 8.06b.and determine d;o nprap size and minimum apron length
(L).The ds size is the median stone size in a well-graded nprap apron.
Step 3. Dete minne apron width at the pipe outlet.the apron shape.and the
apron width at the outlet end from the same figure used m Step'_.
Minimum TW Maximum TW
Figure 8.06a Figure 8.066
Riprap dso,(ft.) 0.9
Minimum apron length,La(ft.) 26
Apron width at pipe outlet(ft.) 12
Apron shape
Apron width at outlet end(ft.) 30
Step 4.Determine the maximum stone diameter
din„=I5xdso
Minimum TW Maximum TW
Max Stone Diameter,dmax(ft.) 1.35 0
Step 5.Determine the apron thickness.
Apron thickness=15 x
Minimum TW Maximum TW
Apron Thickness(ft.) 2.025 0
Step 6. Fit the nprap apron to the site by making it level for the minimum
length.L.from Figure 8.06a or Figure 8.06b. Extend the apron farther
downstream and along channel banks until stability is assured. Keep the
apron as straight as possible and align it with the flow of the receiving stream.
Make any necessary alignment bends near the pipe outlet so that the entrance
into the receiving stream is straight.
Sonic locations may requre luring of the entire channel cross section to assure
stability
It niap be necessary to increase the size of riprap where protection of the
channel side slopes is necessary(Appendix 8.05) Where overfalls exist at
pipe outlets or flows are excessive.a plunge pool should be considered.see
page 8 06.8.

DESIGN OF RIPRAP OUTLET PROTECTION
User Input Data
Calculated Value
Reference Data
Designed By: BCL Date: 6/16/2023
Checked By: BCL Date: 6/16/2023
Company: PLOTT HOUND ENGINEERING
Project Name: KMCC INDUSTRIAL
Project No.: 21.27.008
Site Location(City/Town) KINGS MOUNTAIN
Culvert Id. B1 OF
Total Drainage Area(acres) 2.62
Step 1.Determine the tailwater depth from channel characteristics below the
pipe outlet for the design capacity of the pipe. If the twin-ate(depth is less
than half the outlet pipe diameter.it is classified muumuu tailwater condition.
If it is greater than half the pipe diameter.it is classified nraxmrunr condition.
Pipes that outlet onto wide flat areas with no defined channel are assumed
to have a mnnmun tailwater condition unless reliable flood stage elevations
show otherwise.
Outlet pipe diameter,Do(in.) 30
Tailwater depth(in.) 0
Minimum/Maximum tailwater? Min TW(Fig.8.06a)
Discharge(cfs) 13.33
Velocity(ft./s) 5.41
Step 2. Based on the tailwater conditions determined in step I.enter Figure
8.06a or Figure 8.06b.and deternu ne d,0 nprap size and muumuu'apron length
(L,).The do size is the median stone size m a well-graded nprap apron.
Step 3. Determne apron width at the pipe outlet.the apron shape.and the
apron width at the outlet end from the same figure used in Step 2.
Minimum TW Maximum TW
Figure 8.06a Figure 8.066
Riprap d50,(ft.) 0.5
Minimum apron length,La(ft.) 18
Apron width at pipe outlet(ft.) 7.5 7.5
Apron shape
Apron width at outlet end(ft.) 20.5 2.5
Step 4.Determine the maximum stone diameter
din„=I5xd,o
Minimum TW Maximum TW
Max Stone Diameter,dmax(ft.) 0.75 0
Step 5.Determine the apron tlrckness.
Apron thickness=15 x
Minimum TW Maximum TW
Apron Thickness(ft.) 1.125 0
Step 6. Fit the nprap apron to the site by making it level for the nnnimmn
length.L.from Figure 8.06a or Figure 8.06b. Extend the apron farther
downstream and along channel banks until stability is assured. Keep the
apron as straight as possible and align it with the flow of the receiving stream.
Make any necessary alignment bends near the pipe outlet so that the entrance
into the receiving stream is straight.
Sonic locations may requre lumrg of the entire charnel cross section to assure
stability
It niay be necessary to increase the size of riprap where protection of the
channel side slopes is necessary(Appendix 8.05) Where overfalls exist at
pipe outlets or flows are excessive.a plrmge pool should be considered.see
page 8 06.8.

DESIGN OF RIPRAP OUTLET PROTECTION
User Input Data
Calculated Value
Reference Data
Designed By: BCL Date: 6/16/2023
Checked By: BCL Date: 6/16/2023
Company: PLOTT HOUND ENGINEERING
Project Name: KMCC INDUSTRIAL
Project No.: 21.27.008
Site Location(City/Town) KINGS MOUNTAIN
Culvert Id. B15-B14
Total Drainage Area(acres) 1.95
Step 1.Determine the tailwater depth from channel characteristics below the
pipe outlet for the design capacity of the pipe. If the tarlwater depth is less
than half the outlet pipe diameter.it is classified muumuu tailwater condition.
If it is greater than half the pipe diameter.it is classified maximum condition.
Pipes that outlet onto aside flat areas with no defined channel are assumed
to have a ni mmun tailwater condition unless reliable flood stage elevations
show otherwise.
Outlet pipe diameter,Do(in.) 24
Tailwater depth(in.) 0
Minimum/Maximum tailwater? Min TW(Fig.8.06a)
Discharge(cfs) 11.6
Velocity(ft./s) 5.77
Step 2. Based on the tailwater conditions determined in step I.enter Figure
8.06a or Figure 8.06b.and determine d;o nprap size and minimum apron length
(L.).The d0 size is the median stone size in a well-graded nprap apron.
Step 3. Detnmine apron width at the pipe outlet.the apron shape.and the
apron width at the outlet end from the same figure used m Step'_.
Minimum TW Maximum TW
Figure 8.06a Figure 8.066
Riprap dso,(ft.) 0.4
Minimum apron length,La(ft.) 13
Apron width at pipe outlet(ft.) 6
Apron shape
Apron width at outlet end(ft.) 15
Step 4.Determine the maximum stone diameter
din„=I5xdso
Minimum TW Maximum TW
Max Stone Diameter,dmax(ft.) 0.6 0
Step 5.Deteruine the apron thickness.
Apron thickness=15 x
Minimum TW Maximum TW
Apron Thickness(ft.) 0.9 0
Step 6. Fit the nprap apron to the site by making it level for the minimum
length.L.from Figure 8.06a or Figure 8.06b. Extend the apron farther
downstream and along charnel banks until stability is assured. Keep the
apron as straight as possible and align it with the flow of the receiving stream.
Make any necessary alignment bends near the pipe outlet so that the entrance
into the receiving stream is straight.
Sonic locations may requre linurg of the entire charnel cross section to assure
stability
It may be necessary to increase the size of riprap where protection of the
channel side slopes is necessary(Appendix 8.05) Where overfalls exist at
pipe outlets or flows are excessive.a plunge pool should be considered.see
page 8 06.8.

DESIGN OF RIPRAP OUTLET PROTECTION
User Input Data
Calculated Value
Reference Data
Designed By: BCL Date: 6/16/2023
Checked By: BCL Date: 6/16/2023
Company: PLOTT HOUND ENGINEERING
Project Name: KMCC INDUSTRIAL
Project No.: 21.27.008
Site Location(City/Town) KINGS MOUNTAIN
Culvert Id. C1 OF
Total Drainage Area(acres) 2.26
Step 1.Determine the tailwater depth from channel characteristics below the
pipe outlet for the design capacity of the pipe. If the tubs-ate(depth is less
than half the outlet pipe diameter.it is classified munumun tailwater condition.
If it is greater than half the pipe diameter.it is classified nraxmrunr condition.
Pipes that outlet onto side flat areas with no defined channel are assumed
to have a mnnmun tailwater condition unless reliable flood stage elevations
show otherwise.
Outlet pipe diameter,Do(in.) 24
Tailwater depth(in.) 0
Minimum/Maximum tailwater? Min TW(Fig.8.06a)
Discharge(cfs) 10.18
Velocity(ft./s) 5.22
Step 2. Based on the tailwater conditions determined in step I.enter Figure
8.06a or Figure 8.06b.and deternu ne d,0 riprap size and muumuu'apron length
(L,).The do size is the median stone size m a well-graded riprap apron.
Step 3. Determne apron width at the pipe outlet.the apron shape.and the
apron width at the outlet end from the same figure used in Step 2.
Minimum TW Maximum TW
Figure 8.06a Figure 8.06b
Riprap dso,(ft.) 0.4
Minimum apron length,La(ft.) 13
Apron width at pipe outlet(ft.) 6
Apron shape
Apron width at outlet end(ft.) 15
Step 4.Determine the maximum stone diameter
din =15 x dso
Minimum TW Maximum TW
Max Stone Diameter,dmax(ft.) 0.6 0
Step 5.Determine the apron thickness.
Apron thickness=15 x
Minimum TW Maximum TW
Apron Thickness(ft.) 0.9 0
Step 6. Fit the riprap apron to the site by making it level for the nnnimmn
length.L.from Figure 8.06a or Figure 8.06b. Extend the apron farther
downstream and along channel banks until stability is assured. Keep the
apron as straight as possible and align it with the flow of the receiving stream.
Make any necessary alignment bends near the pipe outlet so that the entrance
into the receiving stream is straight.
Sonic locations may impure lumng of the entire channel cross section to assure
stability
It niay be necessary to increase the size of riprap where protection of the
channel side slopes is necessary(Appendix 8.05) Where overfalls exist at
pipe outlets or flows are excessive.a plrmge pool should be considered.see
page 8 06.8.

DAVIS VILLAGE
EROSION CONTROL PHASE 1 BASIN CALCULATIONS

SEDIMENT BASIN Al NCDENR 6.61
Primary Spillway: Riser/Barrel
Dewatering Mechanisim: Skimmer
Denuded Area 18.3 AC
Drainage Area 18.3 'AC
Time of Concentration 5.0 Min.
Hydrology Method:
Rational
C I DA
Q2= 0.6 x 6.10 x 18.3 = 67.0 CFS
Qto= 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 100 AC Max Drainage Area
1,800 CF of Storage per Disturbed Area
Volume of Storage Req'd 435 SF of Surface Area per CFS of Q10 Peak
1,800 CF/AC= 32,940 CF Flow
Depth= 6.00 FT 2:1 Min.Length to Width Ratio
M+in.Depth 2.0 FT
Surface Area Req'd Minimum 1 FT Freeboard
435 SF X Qto= 37,160 SF Minimum Dewatering Time=24 hours
Min.of Three Baffles Required
Size Basin \ Max of 15 FT Dam Height /
L=2 x Width
L=2W W=(SA/(2xH)^0.5 W= • L= 274 (Approximate for sizing purposes)
Area(SF) Elev
Top of Dam 29,072 560
Top Of Storage 56,988 558
36,057 554
Bottom of Storage 25,004 552
Bottom of Perm Pool 16,594 551
Volume of Storage Provided I 247,151 CF
Surface Area Provided 56,988 SF
® CALCULATE FAIRCLOTH SKIMMER® SIZE
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,
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 storms,do not include that
the larger the skimmer required.In NC,assume 3 days to
volume.
drain.
SKIMMER SIZE ORIFICE RADIUS ORIFICE DIAMETER
4.0 inches 1.5 inches 3.0 inches
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SKIMMER BASINS AND TRAP-WINGATE.xlsm

SEDIMENT BASIN B1 NCDENR 6.61
Primary Spillway: Riser/Barrel
Dewatering Mechanisim: Skimmer
Denuded Area 9.4 AC
Drainage Area 9.4 AC
Time of Concentration 5.0 Min.
Hydrology Method:
Rational
C I DA
Q2= 0.6 x 6.10 x 9.4 = 34.4 CFS
Qio= 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 100 AC Max Drainage Area
1,800 CF of Storage per Disturbed Area
Volume of Storage Req'd 435 SF of Surface Area per CFS of Q10 Peak
1,800 CF/AC= 16,920 CF Flow
Depth= 2.00 FT 2:1 Min.Length to Width Ratio
M+in.Depth 2.0 FT
Surface Area Req'd Minimum 1 FT Freeboard
435 SF X Q10- 19,087 SF Minimum Dewatering Time=24 hours
Min.of Three Baffles Required
Size Basin \ Max of 15 FT Dam Height /
L=2 x Width
L=2W W=(SA/(2xH)^0.5 W= L= 196 (Approximate for sizing purposes)
Area(SF) Elev
Top of Dam 17,230 ' 580
Top Of Storage 20,570 578
18,675 577
Bottom of Storage 15,022 ' 576
Bottom of Perm Pool 8,295 ' 575
Volume of Storage Provided I 36,471 CF
Surface Area Provided 20,570 SF
® 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,
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 storms,do not include that
the larger the skimmer required.In NC,assume 3 days to
volume.
drain.
SKIMMER SIZE ORIFICE RADIUS ORIFICE DIAMETER
2.5 inches 1.2 inches 2.4 inches
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SKIMMER BASINS AND TRAP-WINGATE.xlsm

SEDIMENT BASIN Cl (2) NCDENR 6.61
Primary Spillway: Riser/Barrel
Dewatering Mechanisim: Skimmer
Denuded Area 4.5 AC
Drainage Area 4.5 AC
Time of Concentration 5.0 Min.
Hydrology Method:
Rational
C I DA
Q2= 0.6 x 6.10 x 4.5 = 16.5 CFS
Qio= 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 100 AC Max Drainage Area
1,800 CF of Storage per Disturbed Area
Volume of Storage Req'd 435 SF of Surface Area per CFS of Q10 Peak
1,800 CF/AC= 8,100 CF Flow
Depth= 5.00 FT 2:1 Min.Length to Width Ratio
M+in.Depth 2.0 FT
Surface Area Req'd Minimum 1 FT Freeboard
435 SF X Qto= 9,138 SF Minimum Dewatering Time=24 hours
Min.of Three Baffles Required
Size Basin Max of 15 FT Dam Height
L=2 x Width
L=2W W=(SA/(2xH)^0.5 W= 68 L= 136 (Approximate for sizing purposes)
Area(SF) Elev
Top of Dam 19,557 558
Top Of Storage 15,692 556
8,667 552
Bottom of Storage 7,056 551
Bottom of Perm Pool 5,499 550
Volume of Storage Provided 56,580 CF
Surface Area Provided 15,692 SF
®CALCULATE FAIRCLOTH SKIMMER® SIZE
Required Basin volume in cubic feet Days to Drain
8100 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 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 storms,do not include that
the larger the skimmer required.In NC,assume 3 days to
volume.
drain.
SKIMMER SIZE ORIFICE RADIUS ORIFICE DIAMETER
2.0 inches 0.9 inches 1.8 inches
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SKIMMER BASINS AND TRAP-WINGATE.xlsm

SKIMMER BASIN#1
Primary Spillway: Stone Weir with Skimmer or Flashboard Riser
Dewatering Mechanisim: Skimmer
Denuded Area 10.0 AC
Drainage Area 10.0 AC 10 AC Max Drainage Area
Qio= 0.6 x 7.78 x 10.0 46.7 CFS 1,800 CF of Storage per Disturbed Area
Q50= 0.6 x 9.14 x 10.0 54.8 CFS 325 SF of Surface Area per CFS of Q10
Peak Flow
Storage Requirements Max.Dam Height=5 FT.
Min.Top Width=5 FT.
2:1 Min.Length to Width Ratio
Volume of Storage Req'd Min.of Three Baffles Required
1,800 CF/AC Drainage 10.0 18,000 CF Min.Dewatering Time=2 Days /
Depth= 3 FT --
Surface Area=325 SF per Q10 Peak Flow x 1=SF
L=2W W=(V/(2xH))^0.5 W= 88 L=_L=2 x Width (Approximate for Sizing Purposes)
Rectangular By Planimeter Elev
Top of Dam Dims 94 x 18 SF ! 20,795 SF 576
Top of Storage Dims 88 x 12 SF 17,445 SF 574.0
Bottom Dims 82 x 6 SF 12,797 SF 571.0
By Planimeter J
Surface Area Provided 17,445 SF
Volume of Storage Provided 45,363 CF
® CALCULATE FAIRCLOTH 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 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
wafer is to be II wit bel.wecrr swnris,du nul iirJuJe that
the larger the skimmer required.In NC,assume 3 days to
volume.
drain.
SKIMMER SIZE ORIFICE RADIUS ORIFICE DIAMETER
2.5 inches 1.2 inches 2.5 inches
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' Skimmer Basin 2
Primary Spillway: Stone Weir with Skimmer or Flashboard Riser
Dewatering Mechanisim: Skimmer
Denuded Area 4.9ii AC / 10 AC Max Drainage Area
Drainage Area 4.9 AC 1,800 CF of Storage per
Q10= 0.6 x 7.78 x 4.9 22.9 CFS Disturbed Area
Qso= 0.6 x 9.14 x 4.9 26.9 CFS 325 SF of Surface Area per
CFS of Q10 Peak Flow
Max.Dam Height=5 FT.
Storage Requirements Min.Top Width=5 FT.
2:1 Min.Length to Width
Volume of Storage Req'd Ratio
1,800 CF/AC Drainage 4.9 8,820 CF Min.of Three Baffles
Required
Depth= 5 FT
Surface Area=325 SF per Q10 Peak Flow x 7,434 SF
L=2W W=(V/(2xH))^0.5 W= 67 L=_L=2 x Width (Approximate for Sizing Purposes)
Rectangular By Planimeter Elev
Top of Dam Dims 77 x 30 SF 12,3 SF 568
Top of Storage Dims 67 x 20 SF 11,003 SF 567.0
Bottom Dims` 57 x 10,SF 7,532 SF 564.0
By Planimeter
Surface Area Provided '11,ASF
Volume of Storage Provided 27, CF
® CALCULATE FAIRCLOTH SKIMMER® 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 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 storms,do not include that
the larger the skimmer required.In NC,assume 3 days to
volume.
drain.
SKIMMER SIZE ORIFICE RADIUS ORIFICE DIAMETER
2.0 inches 0.9 inches 1.8 inches
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' Skimmer Basin 3
Primary Spillway: Stone Weir with Skimmer or Flashboard Riser
Dewatering Mechanisim: Skimmer
Denuded Area 2.9*AC / 10 AC Max Drainage Area
Drainage Area 2.6 AC 1,800 CF of Storage per
Q10= 0.6 x 7.78 x 2.6 12.1 CFS Disturbed Area
Q50= 0.6 x 9.14 x 2.6 14.111 CFS 325 SF of Surface Area per
CFS of Q10 Peak Flow
Max.Dam Height=5 FT.
Storage Requirements Min.Top Width=5 FT.
2:1 Min.Length to Width
Volume of Storage Req'd Ratio
1,800 CF/AC Drainage 2.6 4,680 CF Min.of Three Baffles
Required
Depth= 5 FT
Surface Area=325 SF per Q10 Peak Flow x 3,944 SF
L=2W W=(V/(2xH))^0.5 W= 49 L= AL=2 x Width (Approximate for Sizing Purposes)
Rectangular By Planimeter Elev
Top of Dam Dims 59 x I SF SF 580
Top of Storage Dims 49 x SF SF 578.5
Bottom Dims` 39 x SF SF 575.0
By Planimeter
Surface Area Provided -SF
Volume of Storage Provided CF
® CALCULATE FAIRCLOTH SKIMMER® SIZE
Required Basin volume in cubic feet Days to Drain
4680 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 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 storms,do not include that
the larger the skimmer required.In NC,assume 3 days to
volume.
drain.
SKIMMER SIZE ORIFICE RADIUS ORIFICE DIAMETER
1.5 inches 0.7 inches 1.4 inches
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Skimmer Basin 4
Primary Spillway: Stone Weir with Skimmer or Flashboard Riser
Dewatering Mechanisim: Skimmer
Denuded Area 4.6 AC (-10 AC Max Drainage Area
Drainage Area 4.6 AC 1,800 CF of Storage per
Q10= 0.6 x 7.78 x 4.6 21.5 CFS Disturbed Area
Qso= 0.6 x 9.14 x 4.6 25.2 CFS 325 SF of Surface Area per
CFS of Q10 Peak Flow
Max.Dam Height=5 FT.
Storage Requirements Min.Top Width=5 FT.
2:1 Min.Length to Width
Volume of Storage Req'd Ratio
1,800 CF/AC Drainage 4.6 8,280 CF Min.of Three Baffles
Required
Depth= 5 FT \
Surface Area=325 SF per Q10 Peak Flow x 6,979 SF
L=2W W=(V/(2xH))^0.5 W= 65 L= 130 L=2 x Width (Approximate for Sizing Purposes)
Rectangular By Planimeter Elev
Top of Dam Dims 75 x 30 SF 13,621 SF 578
Top of Storage Dims 65 x 20 SF 12,338 SF 576.5
Bottom Dims 55 x 10 SF 9,564 SF 573.0
By Planimeter
Surface Area Provided 12,338 SF
Volume of Storage Provided 38,329 CF
® CALCULATE FAIRCLOTH SKIMMER® SIZE
Required Basin volume in cubic feet Days to Drain
8280 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 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 storms,do not include that
the larger the skimmer required.In NC,assume 3 days to
volume.
drain.
SKIMMER SIZE ORIFICE RADIUS ORIFICE DIAMETER
2.0 inches 0.9 inches 1.8 inches
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Skimmer Basin 5
Primary Spillway: Stone Weir with Skimmer or Flashboard Riser
Dewatering Mechanisim: Skimmer
Denuded Area 1.5 AC 1-10 AC Max Drainage Area
Drainage Area 1.5 AC 1,800 CF of Storage per
Q10= 0.6 x 7.78 x 1.5 7.0 CFS Disturbed Area
Q50= 0.6 x 9.14 x 1.5 8.2 CFS 325 SF of Surface Area per
CFS of Q10 Peak Flow
Max.Dam Height=5 FT.
Storage Requirements Min.Top Width=5 FT.
2:1 Min.Length to Width
Volume of Storage Req'd Ratio
1,800 CF/AC Drainage 1.5 2,700 CF Min.of Three Baffles
Required
Depth= 5 FT
Surface Area=325 SF per Q10 Peak Flow x 2,276 SF
L=2W W=(V/(2xH))^0.5 W= 37 L= 74 L=2 x Width (Approximate for Sizing Purposes)
Rectangular By Planimeter Elev
Top of Dam Dims 47 x 30 SF 7,802 SF 582
Top of Storage Dims 37 x 20 SF 6,823 SF 580.5
Bottom Dims 27 x 10 SF 4,751 SF 577.0
By Planimeter
Surface Area Provided 6,823 SF
Volume of Storage Provided 20,255 CF
® CALCULATE FAIRCLOTH SKIMMER® 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 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 storms,do not include that
the larger the skimmer required.In NC,assume 3 days to
volume.
drain.
SKIMMER SIZE ORIFICE RADIUS ORIFICE DIAMETER
1.5 inches 0.5 inches 1.1 inches
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TOWNHOME SKIMMER 1
Primary Spillway: Stone Weir with Skimmer or Flashboard Riser
Dewatering Mechanisim: Skimmer
Denuded Area 1.7 AC 1-10 AC Max Drainage Area
Drainage Area 1.7 AC 1,800 CF of Storage per
Q10= 0.6 x 7.78 x 1.7 7.9 CFS Disturbed Area
Q50= 0.6 x 9.14 x 1.7 9.3 CFS 325 SF of Surface Area per
CFS of Q10 Peak Flow
Max.Dam Height=5 FT.
Storage Requirements Min.Top Width=5 FT.
2:1 Min.Length to Width
Volume of Storage Req'd Ratio
1,800 CF/AC Drainage 1.7 3,060 CF Min.of Three Baffles
Required
Depth= 5 FT
Surface Area=325 SF per Q10 Peak Flow x 2,579 SF
L=2W W=(V/(2xH))^0.5 W= 40 L= 80 L=2 x Width (Approximate for Sizing Purposes)
Rectangular By Planimeter Elev
Top of Dam Dims 50 x 30 SF 12,795 SF 553
Top of Storage Dims 40 x 20 SF 11,749 SF 551.5
Bottom Dims 30 x 10 SF 7,376 SF 547.0
By Planimeter
Surface Area Provided 11,749 SF
Volume of Storage Provided 43,031 CF
® CALCULATE FAIRCLOTH SKIMMER® SIZE
Required Basin volume in cubic feet Days to Drain
3060 3
Number of Days to drain is usually determired 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 storms,do not include that
the larger the skimmer required.In NC,assume 3 days to
volume.
drain.
SKIMMER SIZE ORIFICE RADIUS ORIFICE DIAMETER
1.5 inches 0.6 inches 1.2 inches
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' TOWNHOME SKIMMER 2
Primary Spillway: Stone Weir with Skimmer or Flashboard Riser
Dewatering Mechanisim: Skimmer
Denuded Area 0.8 AC (-10 AC Max Drainage Area
Drainage Area 0.8 AC 1,800 CF of Storage per
Q10= 0.6 x 7.78 x 0.8 3.5 CFS Disturbed Area
Qso= 0.6 x 9.14 x 0.8 4.1lCFS 325SFof Surface Area per
CFS of Q10 Peak Flow
Max.Dam Height=5 FT.
Storage Requirements Min.Top Width=5 FT.
2:1 Min.Length to Width
Volume of Storage Req'd Ratio
1,800 CF/AC Drainage 0.8 1,350 CF Min.of Three Baffles
Required
Depth= 5 FT
Surface Area=325 SF per Q10 Peak Flow x 1,138 SF
L=2W W=(V/(2xH))^0.5 W= 26 L= 52 L=2 x Width (Approximate for Sizing Purposes)
Rectangular By Planimeter Elev
Top of Dam Dims x 30 SF 6,5 SF 552
Top of Storage Dims x I 20 SF 5,619 SF 550.5
Bottom Dims x 10 SF 3,681 SF 547.0
By Planimeter
Surface Area Provided 5,619 SF
Volume of Storage Provided 16,275 CF
® CALCULATE FAIRCLOTH SKIMMER® SIZE
Required Basin volume in cubic feet Days to Drain
1350 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 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 storms,do not include that
the larger the skimmer required.In NC,assume 3 days to
volume.
drain.
SKIMMER SIZE ORIFICE RADIUS ORIFICE DIAMETER
1.5 inches 0.4 inches 0.8 inches
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DAVIS VILLAGE
EROSION CONTROL PHASE 2 BASIN CALCULATIONS

I SEDIMENT BASIN Al -PH2 NCDENR 6.61
Primary Spillway: Riser/Barrel
Dewatering Mechanisim: Skimmer
Denuded Area 29.0 AC
Drainage Area 29.0 AC
Time of Concentration 19.0 Min.
Hydrology Method:
Rational
C I DA
Q2= 0.6 x 3.75 x 29.0 = 65.3 CFS
Qv)= 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 / 100 AC Max Drainage Area
1,800 CF of Storage per Disturbed Area
Volume of Storage Req'd 435 SF of Surface Area per CFS of Q10 Peak
1,800 CF/AC= 52,200 CF Flow
Depth= 6.00 FT 2:1 Min.Length to Width Ratio
M+in.Depth 2.0 FT
Surface Area Req'd Minimum 1 FT Freeboard
435 SFXQt0=P36,808 SF Minimum Dewatering Time=24 hours
Min.of Three Baffles Required
Size Basin \ Max of 15 FT Dam Height
L=2 x Width \ /
L=2W W=(SA/(2xH)^0.5 W= 136 L= 272 (Approximate for sizing purposes)
Area(SF) Elev
Top of Dam 52,124 560
Top Of Storage 44,802 558
28,833 554
Bottom of Storage 25,514 552
Bottom of Perm Pool 19,441 551
Volume of Storage Provided 201,617 CF
Surface Area Provided 44,802 SF
®CALCULATE FAIRCLOTH SKIMMER® SIZE
Required Basin volume in cubic feet Days to Drain
52200
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 storms,do not include that
the larger the skimmer required.In NC,assume 3 days to
volume.
dram.
SKIMMER SIZE ORIFICE RADIUS ORIFICE DIAMETER
4.0 inches 1.9 inches 3.7 inches
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PHASE 2.xlsm

SEDIMENT BASIN B1 - PH2 NCDENR 6.61
Primary Spillway: Riser/Barrel
Dewatering Mechanisim: Skimmer
Denuded Area 9.3 AC
Drainage Area 9.3 AC
Time of Concentration 5.0 Min.
Hydrology Method:
Rational
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 ( 100 AC Max Drainage Area
1,800 CF of Storage per Disturbed Area
Volume of Storage Req'd 435 SF of Surface Area per CFS of Q10 Peak
1,800 CF/AC= 16,650 CF Flow
Depth= 2.00 FT 2:1 Min.Length to Width Ratio
M+in.Depth 2.0 FT
Surface Area Req'd Minimum 1 FT Freeboard
435 SF X Q10= 18,783 SF Minimum Dewatering Time=24 hours
Min.of Three Baffles Required
Size Basin Max of 15 FT Dam Height
L=2 x Width
L=2W W=(SA/(2xH)^0.5 W= 97 L= 194 (Approximate for sizing purposes)
Area(SF) Elev
Top of Dam 17,230 580
Top Of Storage 20,570 578
18,675 577
Bottom of Storage 15,022 576
Bottom of Perm Pool 8,295 575
Volume of Storage Provided 36,471 CF
Surface Area Provided 20,570 SF
®CALCULATE FAIRCLOTH SKIMMER®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 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 storms,do not include that
the larger the skimmer required.In NC,assume 3 days to
volume.
drain.
SKIMMER SIZE ORIFICE RADIUS ORIFICE DIAMETER
2.5 inches 1.2 inches 2.4 inches
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 Cl - PH2 NCDENR 6.61
Primary Spillway: Riser/Barrel
Dewatering Mechanisim: Skimmer
Denuded Area 5.1 AC
Drainage Area 5.1 AC
Time of Concentration 5.0 Min.
Hydrology Method:
Rational
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 100 AC Max Drainage Area
1,800 CF of Storage per Disturbed Area
Volume of Storage Req'd 435 SF of Surface Area per CFS of Q10 Peak
1,800 CF/AC= 9,180 CF Flow
Depth= 5.00 FT 2:1 Min.Length to Width Ratio
M+in.Depth 2.0 FT
Surface Area Req'd Minimum 1 FT Freeboard
435 SF X Qto= 10,356 SF Minimum Dewatering Time=24 hours
Min.of Three Baffles Required
Size Basin Max of 15 FT Dam Height
L=2 x Width
L=2W W=(SA/(2xH)^0.5 W= 72 L= 144 (Approximate for sizing purposes)
Area(SF) Elev
Top of Dam 19,557 558
Top Of Storage 15,692 556
8,667 552
Bottom of Storage 7,056 551
Bottom of Perm Pool 5,499 550
Volume of Storage Provided 56,580 CF
Surface Area Provided 15,692 SF
®CALCULATE FAIRCLOTH SKIMMER®SIZE
Required Basin volume in cubic feet Days to Drain
9180 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 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 storms,do not include that
the larger the skimmer required.In NC,assume 3 days to
volume.
drain.
SKIMMER SIZE ORIFICE RADIUS ORIFICE DIAMETER
2.0 inches 0.9 inches 1.9 inches
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SKIMMER BASINS PHASE 2.xlsm

' SKIMMER BASIN 3-PH2
Primary Spillway: Stone Weir with Skimmer or Flashboard Riser
Dewatering Mechanisim: Skimmer
Denuded Area AC ( 10 AC Max Drainage Are-
Drainage Area AC 1,800 CF of Storage per
Q10= 0.6 x 7.78 x 1.8 CFS Disturbed Area
Qso= 0.6 x 9.14 x 1.8 CFS 325 SF of Surface Area per
CFS of Q10 Peak Flow
Max.Dam Height=5 FT.
Storage Requirements Min.Top Width=5 FT.
2:1 Min.Length to Width
Volume of Storage Req'd Ratio
1,800 CF/AC Drainage 1.8 3,240 CF Min.of Three Baffles
Required
Depth= 5 FT
Surface Area=325 SF per Q10 Peak Flow x 2,731 SF
L=2W W=(V/(2xH))^0.5 W= 41 L= 82 L=2 x Width (Approximate for Sizing Purposes)
Rectangular By Planimeter Elev
Top of Dam Dims 51 x 30 SF SF 580
Top of Storage Dims 41 x 2JSF SF 578.5
Bottom Dims 31 x SF SF 575.0
By Planimeter
Surface Area Provided -SF
Volume of Storage Provided CF
® CALCULATE FAIRCLOTH SKIMMER® SIZE
Required Basin volume in cubic feet Days to Drain
324,:,
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 storms,do not include that
the larger the skimmer required.In NC,assume 3 days to
volume.
drain.
SKIMMER SIZE ORIFICE RADIUS ORIFICE DIAMETER
1.5 inches 0.6 inches 1.2 inches
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' TOWNHOME SKIMMER 2-PH2
Primary Spillway: Stone Weir with Skimmer or Flashboard Riser
Dewatering Mechanisim: Skimmer
Denuded Area 0.7 !AC ( 10 AC Max Drainage Are
Drainage Area 0.7 AC 1,800 CF of Storage per
Q1D= 0.6 x 7.78 x 0.7 3.3 CFS Disturbed Area
325 SF of Surface Area per
Q50= 0.6 x 9.14 x 0.7 3.8 'CFS CFS of Q10 Peak Flow
Max.Dam Height=5 FT.
Storage Requirements Min.Top Width=5 FT.
2:1 Min.Length to Width
Volume of Storage Req'd Ratio
1,800 CF/AC Drainage 0.7 IMi CF Min.of Three Baffles
Required
Depth= 5 FT
Surface Area=325 SF per Q10 Peak Flow x 1,062 SF
L=2W W=(V/(2xH))^0.5 W= 26 L=_L=2 x Width (Approximate for Sizing Purposes)
Rectangular By Planimeter Elev
Top of Dam Dims 36 x 30 SF 6,5 SF 552
Top of Storage DimsIII 26 x 20 SF 5,619 SF 550.5
Bottom Dims 16 x SF 3,681 SF 547.0
By Planimeter
Surface Area Provided 5,619 SF
Volume of Storage Provided 16,275 CF
® CALCULATE FAIRCLOTH SKIMMER® SIZE
Required Basin volume in cubic feet Days to Drain
3
Number of Days to drain is usually determined by local or
The required basin vo'ume 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 storms,do not include that
the larger the skimmer required.In NC,assume 3 days to
volume.
drain.
SKIMMER SIZE ORIFICE RADIUS ORIFICE DIAMETER
1.5 inches 0.4 irches 0.7 inches
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DAVIS VILLAGE
CLEAN WATER BYPASS PIPE CALCULATIONS

Channel Report
Hydraflow Express Extension for Autodesk®Civil 3D®by Autodesk, Inc. Wednesday,Feb 22 2023
DAVIS VILLAGE SF BYPASS - 50YR
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
Elev (ft) Q50=24 CFS Depth (ft)
Section
580.00 3.29
v
•
579.00 — 2.29
•
•
578.00 • 1.29
•
577.00 • 0.29
•
576.00 • -0.71
575.00 -1.71
0 1 2 3 4 5
Reach (ft)

IV. OFFSITE STORM WATER CALCULATIONS

w
NOTE: g
TYPE OF SURFACE C OWNER IS RESPONSIBLE TO REMOVE EXISTING
TREES/OBSTRUCTIONS LOCATED WITHIN THE SIGHT LINE. Z Z IL'to $
STORM DRAINAGE CHART Pavement 0.7-0.9 7? C'N 2
PERMISSION FROM ADJACENT PROPERTY OWNERS IS 0 E _
Project: DAVIS VILLAGE Date: 09.06.2022 REQUIRED PRIOR TO TREE/OBSTRUCTIONS REMOVAL FROM 2 w w N rc
Location: PHIFER ROAD(SR1819),WINGATE TOWNSHIP IN UNION COUNTY,NC Gravel surfaces 0.4-0.6 W F- .,i
Revised: 06.15.2023 ADJACENT PROPERTY.IF TREES ARE ONLY TRIMMED AND k Z Z O W B
Project No.: 21.27.008 Industrial areas 0.5-0.9 NOT FULLY REMOVED,AN EASEMENT WILL BE REQUIRED IN 0 Z U w
ORDER TO MAINTAIN CLEAR SIGHT DISTANCE. D.w w
Storm Frequency(Secondary Route):25-yr-C=0.45(NCDOT GUIDELINES FOR DRAINAGE STUDIES AND HYDRAULIC DESIGN MANUAL,TABLE 7-3) Computed By: JWJ Residential(Single-family) 0.3-0.5 , LL o
Checked By: BCL �, ►O ce Q Si
Line Drainage Area x C Q(cfs) Pipe: (%) (ft) (in) Invert (fps) (ft) HGL Hw/D Residential(Apartments.etc.) 0.5-0.7 a v 0.
Area C Tc Sys.Tc DETAILS O
jar) Incr. Total (25yr) Add. CIA Full N Slope Length Size UP DOWN Vel. Depth UP DN Grassed,steep slopes 0.3-0.4 , Oo
CULVERT ENTRANCE 1 0.46 0.46 0.21 0.45 5.0 5.0 8.38 1.76 8.45 0.012 0.50% 24 18 561.68 561.56 3.59 0.48' 562.44 562.L2 0.32 REINFORCED CONCRETE PIPE(CLASS III) o
Grassed,flat slopes 0.2-0.3 eo
CULVERT ENTRANCE 2 0.91 0.91 0.41 0.45 5.0 5.0 8.38 3.43 8.30 0.012 0.50% 24 18 572.26 572.14 4.30 0.69' S23' 5'2.AA 0.46 REINFORCED CONCRETE PIPE(CLASS III) .
Woods I Forest 0.1-0.2
SPREAD CALCS
INLET ID
Drainage 25 YR Q(cfs) BYPASS DEPTHS
SPREAD DEPTH (%) Table 7-3 Typical Rational Runoff Coefficients
Area C Tc
(as) SF (25 yr) TOTAL CAPAJRED BYPASS FT IN. ROAD SLOPE
ENT 1-C81 0.09 3,920 0.80 5.0 8.38 0.62 0.36 0.26 3.17 0.72 3.0%
ENT 1-CB2 _ 0.05 2,178 0.80 5.0 8.38 0.36 0.24 0.12 2.37 0.60 3.0%
ENT 2-C81 0.14 6,098 0.60 5.0 8.38 3.50 1.22 2.28 3.95 1.0 3.0%
ENT 2-CB2 0.68 29,620 0.80 5.0 8.38 0.96 0.50 0.46 7.18 1.68 3.0%
S.
/ / ENT CB2-- --_-_ �. ,- ENT CBI - Ipr ao:°'�
I / / ( LI 'IM 5656 K - i C z-
PROP.BMP II RIM 565.6 t �: �I 1fp \ - 575.0 P I I I 575
/ /� _ V INV IN:561.56 18'RCP eke NV IN 561 68 18"RCP DA ENTRANCE 1 o
' / / L • P .INV OUT 561 68 18"RCP ,�
/1 fi / / _ ", I sti - \ CULVERT:0.46 AC tl
I,'( , 40 �: / Y , "!.-•_-; 1v: tiENTRANC' 4 \\ I ::::
It. (SEE DETAIL THISSHEET)
1 565
- .`'il(•M_II�\� .5e1 sso '--s66; - -- ----- DITCH#
__Pe..._
��O-.552'/ / - 556 J 55] SSa� 560 - - -" z � - ----------__� -- -
/yy5 / /� / r559� 661 - -56 - 563---.11�� r<--564_ / - _566 _ --- -
�� // / - j � 24'of,B2EP�0.50% _�► < U)
__ • _-565-��«-- _ 2.LF uF 1naroF�p56% U)
`�- 5� _�->- �i N�-\\ 560._ s-tHIFERa D-- --- -- 562=_� = Ti�� /�` -564 = �.� - _ ohe - _ �5 ROP.GRW ix RCP lol n5n^,61n a[.P N}-n tea,
% -- -€e'P aLIC RIGHT OFwA'r--- -
1L�f .X. - - - - - �� aV'Item• :WOW one -564 - __ J
-- on 1 e �i •
_PROP.ROADSIDE DITCH `` ' �/,.. _ 345'OF a"PVC SDIus U
.� _ s_ _ 7 ;S"y � . (SEE DETAIL THIS SHEET) � 11i 1 I Oi/// - -_ -�563 555.0 w Z
eu DITCH#1 START eo.33s �55 z
1 TH " / 556.33 I.E.EV.5 C� Q W GI/
� __ [__-� __-. - NTRANC ..I - -----\" 562 , --- END INV.ELEtl:553.47 Q Q Q `
_- •-7� -, - -_ " x - - -- ---- - l 6 EXIST.OVERHEAD J 0( �/
_- >/ / ) i i1 ; \c-- - - -- 1 I _ ` -.5 ES \ W z L.L
-W - w
UTILITY LINES _
-` --- 1✓ 550.0 PROP.CULVERT 1 PROFILE 550 w
HORIZ.SCALE:1"=MY LL LL
eO - zu 160 VERT.SCALE:1=5' U) _0 Q
nil (IN FEET) 545,0 I 545 Q O 2
I inch=40 fE N 0+00 1+00 2+00 3+00 4+00 56605
IW -I PAVEMENT O
SHOULDER(MIN.6')
D(INCLUDES 6"F.B.) _ suacRAOEWI-
1 I d _________I1 P.
/ ,'
i-h-1 /J _ _ "¢VIm
DITCH SECT/ON jI 56� 5� / seD��Y 717/
L��� // $4.11"
4® � �� �oC-�SEE CHARTI 58 // -58]- �,, DA ENTRANCE2 � I '• % /
' CULVERT 0914C 1 �Mail. r=
- / � - / -60 NI 4,tr IVA 561/ /�• iiiiiiiiiiiiltll� m N
DITCH CHART �� / /11 p,y9 / ---
D![ch (AC) (CH) SS(H:V) (FT) (FT) (FT) (%) (FPS) (FT) _ - /, �� -583-/ 81 / e �.�/ o Q Q
NO. DPWMA Q10 L R 6 D W SLOPE N V10 d STABILIZATION -_ iotik'l
- _ sea
-- / \��� / �7/' �/� r 575.1 ������®� 75 m w m ttocc M o
J
1 1.11E 2.70 2 2 1.5' 2 9.5 2 0.03 2.93 0.40 STRAW WITH NET 583-��-- ` �y \\ z� )/J " ® 7
/0.?/.' it r kitCfn
-411111111111111,
--- +�sao- _ 5\ i 5r3�/ 570.1 11111111111•1M 70 p
C- -sJv._� �� r /mac/ • s._580 ,, ai a e
Manning's n for Channels(Chow, 1959). - 5J9 --- _ � 0� �7�"•j / i °'] _�i 8
Type of Channel and Description Minimum Normal Maximum - �4-77 - - /� 565.1 65
irdi _ o 0 0
_� ! NT� C 7� .-' _ 0+00 1+00 / Di' S 8 0
Natural streams-minor streams(top width at floodstage<100 ft) - _s- ! -
EXIST.PHIFER RD P. -+� s - 575�i
1.Main Channels Rnv ENT3 B _ �� � , - /i� z d d
RIM:576.072_�_ �, ,�ai - _ �:�/// PROP.CULVERT 2 PROFILE O
clean,straight,full stage,no rifts or deep pools 0.025 0.030 0.033 INV IN:572.26 18"RCP-,\ :` si -" -,r_s1A--��� / - HORIZ.SCALE:1"=50' i w w
b.same as abovelbut more eT ses-ariaweeas uvaQ 0.035 (law INV OUT:572.26 18"ROP \\�� � I�a' __ ENT 2 OB 1 ! VERT.SCALE:1=s W p 8 p
c.clean,winding,somepools and shoals 0.033 0.040 0.045 \ � � ���� iii Y__%yIV IN 572 �_- r "2
' __ct.=-j " TrvloDRAWING
ENGINEERING
g putt _j� _ INV IN:572.1418"RCP / IS THE PROPERTY OF PLOTT
• PART
24.of 18"RCPQ 0°10 ar• "IN�OUT:571.95 8'RCP y
d.same as above,but some weeds and stones 0.035 0.045 0.050y�> \ _ - - - . - - TO BE
4Q FF .. \\ /\ /\ \ - ///" "/ EERmc AND IS RETURNED
- - / REPRODUCEDOR COPIED INwHaAOR 1N
PIN:0224202]C - -
e.same as above,lower stages,more ineffective 0.040 0.048 0.055 KENNETH JORDAN JR _ _ - !� - _ _ OTHER PROJECT ANDR SUES.RFTURNeo
slopes and sections &SHARON MARE JORDAN 5 L°y7 ` �_ / - . _ UPON REQUEST.
DB.7150,PH.063
f.same as"d"with more stones 0.045 0.050 0.060 w0,7.t5 6v�5 Sys F - - _" n' _ / - PROJECT NUMBER
' \ �_ " /. _ / 21.27.008
g.sluggish reaches,weedy,deep pools 0.050 0.070 0.080 °hq / - -
h.very weedy reaches,deep pools,or ftoodways / \� s]6 `" _" y- n G
with heavy stand of timber and underbrush 0.075 0.100 0.150 MAT&O E 2 ua ' �� - " - / -/- .I \ _5 0 0
&CORINNA N BONILLA S VVV
D3.7292,P0.253 Sheet 10 of 10

Storm Sewer Tabulation Pagel
Station Len Drng Area Rnoff Area x C Tc Rain Total Cap Vel Pipe Invert Elev HGL Elev Grnd/Rim Elev Line ID
coeff (I) 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 38.640 0.14 1.17 0.80 0.11 0.73 5.0 5.9 8.2 6.01 7.98 4.99 18 0.49 571.95 572.14 572.90 573.13 0.00 576.07 ENT2CB1-OF
2 1 24.000 0.68 1.03 0.60 0.41 0.62 5.0 5.8 8.3 5.12 8.04 4.03 18 0.50 572.14 572.26 573.39 573.13 576.07 576.07 ENT2CB2-ENT2C
3 2 47.472 0.35 0.35 0.60 0.21 0.21 5.0 5.0 8.6 1.80 8.09 2.57 18 0.51 572.26 572.50 573.13 573.00 576.07 0.00 ENT2HW2-ENT2
4 End 24.197 0.05 0.61 0.80 0.04 0.49 5.0 5.4 8.4 4.12 8.01 4.46 18 0.50 561.44 561.56 562.22 562.34 0.00 565.60 ENT1 CB2-OF
5 4 24.000 0.09 0.56 0.80 0.07 0.45 5.0 5.2 8.5 3.80 8.04 4.23 18 0.50 561.56 561.68 562.34 562.42 565.60 565.60 ENTICBI-ENTIC
6 5 24.181 0.47 0.47 0.80 0.38 0.38 5.0 5.0 8.6 3.23 8.01 3.90 18 0.50 561.68 561.80 562.42 562.48 565.60 0.00 HW-ENTICBI
Project File: ENTRANCE DRIVEWAY ANALYSIS.stm Number of lines:6 Run Date: 6/22/2023
NOTES:Intensity=67.42/(Inlet time+11.10)A 0.74; Return period=Yrs.25 ; c=cir e=ellip b=box
Storm Sewers v2023.00

Inlet Report Page 1
Line Inlet ID Q= Q Q Q Junc Curb Inlet Grate Inlet Gutter Inlet Byp
No CIA carry capt Byp Type Line
Ht L Area L W So W Sw Sx n Depth Spread Depth Spread Depr No
(cfs) (cfs) (cfs) (cfs) (in) (ft) (sqft) (ft) (ft) (ft/ft) (ft) (ft/ft) (ft/ft) (ft) (ft) (ft) (ft) (in)
1 ENT 2 CB 1 0.96 0.00 0.50 0.46 Comb 6.0 2.50 0.00 3.00 2.00 0.030 1.00 0.020 0.020 0.012 0.10 5.19 0.16 3.95 1.0 Off
2 ENT 2 CB 2 3.50 0.00 1.22 2.28 Comb 6.0 3.00 0.00 3.00 2.00 0.030 1.00 0.020 0.020 0.012 0.17 8.43 0.23 7.18 1.0 Off
3 Null Structure 1.80 0.00 1.80 0.00 Hdwl 0.0 0.00 0.00 0.00 0.00 Sag 0.00 0.000 0.000 0.013 0.00 0.00 0.00 0.00 0.0 Off
4 ENT 1 CB 2 0.36 0.00 0.24 0.12 Comb 6.0 2.50 0.00 3.00 2.00 0.030 1.00 0.020 0.020 0.012 0.07 3.58 0.13 2.37 1.0 Off
5 ENT1 CB 1 0.62 0.00 0.36 0.26 Comb 6.0 3.00 0.00 3.00 2.00 0.030 1.00 0.020 0.020 0.012 0.09 4.40 0.15 3.17 1.0 Off
6 Null Structure 3.23 0.00 3.23 0.00 Hdwl 0.0 0.00 0.00 0.00 0.00 Sag 0.00 0.000 0.000 0.013 0.00 0.00 0.00 0.00 0.0 Off
Project File: ENTRANCE DRIVEWAY ANALYSIS.stm Number of lines:6 Run Date: 6/22/2023
NOTES: Inlet N-Values=0.016; Intensity=67.42/(Inlet time+ 11.10)A 0.74; Return period=25 Yrs. ; *Indicates Known Q added.All curb inlets are throat.
Storm Sewers v2023.00

Inlet Section (Line 5 - Combination Inlet) - ENT1 CB 1 Page 1of1
All dimensions in feet
Line ^ - L_c mThinatic n Inlet on Grade - ENT1 1_E 1
17�— �
3.4
J
Q Inlet Gutter Depth Spread Byp
Line#
Catch Carry Capt Byp Length Depr Throat Width Slope Sw Sx Gutter Inlet Gutter Inlet Line
(cfs) (cfs) (cfs) (cfs) (ft) (in) (in) (ft) (ft/ft) (ft/ft) (ft/ft) (ft) (ft) (ft) (ft) (ft)
5 0.62 0.00 0.36 0.26 3.00 1.0 6.0 1.00 0.030 0.020 0.020 0.09 4.40 0.06 3.17 Offsite
I
Project File: No. Lines. 6 Run Date: 6/22/2023
Storm Sewers

Inlet Section (Line 4 - Combination Inlet) - ENT 1 CB 2 Page 1of1
All dimensions in feet
Line 4 - Combination Inlet on Grade - ENT 1 C E 2
4.,---,--r
/
;.----_-- \
0.15 11#0,(- 001.
11
_r.D 2.58
/
Q Inlet Gutter Depth Spread Byp
Line#
Catch Carry Capt Byp Length Depr Throat Width Slope Sw Sx Gutter Inlet Gutter Inlet Line
(cfs) (cfs) (cfs) (cfs) (ft) (in) (in) (ft) (ft/ft) (ft/ft) (ft/ft) (ft) (ft) (ft) (ft) (ft)
4 0.36 0.00 0.24 0.12 Sweep 1.0 6.0 1.00 0.030 0.020 0.020 0.07 3.58 0.05 2.37 Offsite
I
Project File: No. Lines. 6 Run Date: 6/22/2023
Storm Sewers

Inlet Section (Line 1 - Combination Inlet) - ENV Page 1of1
All dimensions in feet Line 1 - Combination Inlet on Grade - ENT 2 CB 1
^
/7
i
.C'` 4.19
. Gutter Depth Spread
Line#
Catch Carry Capt Length Depr Throat Width Slope Gutter Gutter
(cfs) (cfs) (cfs) ifs) i (Mt) ft/ft) 1ftlft)
I . . . . Sweep ! II0.030 0.020 0.020 1111 O site
I
Project File: No. Lines: 6 Run Date: 6/22/2023
Storm Sewers

Inlet Section (Line 2 - Combination Inlet) - ENT 2 CB 2 Page 1of1
All dimensions in feet Line 2 - Combination Inlet on Grade - ENT 2 CE; 2
l
7.43
Q Inlet Gutter Depth Spread Byp
Line#
Catch Carry Capt Byp Length Depr Throat Width Slope Sw Sx Gutter Inlet Gutter Inlet Line
(cfs) (cfs) (cfs) (cfs) (ft) (in) (in) (ft) (ft/ft) (ft/ft) (ft/ft) (ft) (ft) (ft) (ft) (ft)
2 3.50 0.00 1.22 2.28 3.00 1.0 6.0 1.00 0.030 0.020 0.020 0.17 8.43 0.14 7.18 Offsite
I
Project File: No. Lines: 6 Run Date: 6/22/2023
Storm Sewers