SW6220504_Design Calculations_20220606

Storm wafer Management Report
Jon uory 5, 2022
Cameron Village
Club Pond Road
Raeford, Hoke County, NC
Prepared for: -
Double D Engineering, PLLC
150 S. Page Street
Southern Pines, NC 28387
910-684-8646
Prepared by:
Bowman North Carolina, Ltd.
(Formerly Triangle Site Design,
4004 Barrett Drive, Suite 101
Raleigh, NC 27609
[phone]
Firm#F-1445
TRIANGLE
SITE DESIGN
a Bowman company
PLLC)
,,►�►►►► I I. T I I t!!!!�i
•q4 of •. �_
SEAL
051571 -
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OVERVIEW
This report contains the storm water management overview for the proposed residential
development site, Cameron Village, on Club Pond Road in Raeford, NC. The project site is
currently undeveloped wooded area. The proposed site consists of 42.3088 acres and
approximately 17.66 acres will be disturbed as part of this project for the construction of
the site improvements.
The proposed site is located in Flood Zone `X' as shown on FEMA FIRM Panels 3710944600J
and 3710944500J with an effective date of 10/17/06, Flood zones are subject to change
by FEMA.
There are no existing stream or wetland features on the proposed property.
There will be a future phase to be built following the current phase. The development of
the site will result in an impervious area of 735,961sf (16.90ac impervious). The drainage
area also consists of 17,230sf of existing impervious area. The site grading and storm
drainage systems are designed to convey stormwater runoff from the impervious areas of
the site to the proposed storm water management facilities (wet ponds. Wet pond #1 has
been designed to include the future phase and will be used to provide peak flow
attenuation of the 10—year storm event for an overall drainage area of 42.84 ac with an
overall impervious area of 20.67 ac. For the current permit, wet pond #1 will be used to
provide peak flow attenuation of the 10—year storm event for a drainage area of 26.21
ac with an impervious area of 10.92 ac. Wet pond #2 will be used to provide peak flow
attenuation of the 10—year storm event for a drainage area of 12.68 ac with an
impervious area of 5.98 ac. The balance of the site is open space and will by—pass the
proposed SCM. The SCM are designed to treat a 1.0" storm event.
i nlgeryious Area Summary — Wet Pond # I
On -Site
Pavement
110,940
2.55
Sidewalk
46 590
1.07
Lots
308,000
7.07
Pool
10,018
0.23
Total IA to Wet Pond#1
475,548
10.92

_I_mperyious Arga Summary — Wet Pond # 1 Overall
On -Site
_
Pavement
110,940
2.55
Sidewalk
46 590
1.07
Lots
308,000
7.07
Pool
10,018
0.23
On -Site Future
Pavement
82,670
1.90
Sidewalk
30113
0.69
Lots
312,000
7.16
Total IA to Wet Pond#1
900,331
20.67
Impervious Area Summary — Wet Pond #2
On -Site
Pavement
53,709
1.23
Sidewalk
18.704
0.43
Lots
188 000
4.32
Total IA to Wet Pond#2
260,413
5.98
Soils
The County Soils Survey indicates that McColl Loam, Norfolk Loamy Sand, and Rains Sandy
Loam soils are present on the site.

FIGURES

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Hydrologic Soil Group —Hoke County, Forth Carolina
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Natural Resources Vdeb Soil Survey 1U/4i2U?
Conservation Service National Cooperative Soil Survey Pico 1 of 4
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Hydrologic Soil Group —Hoke County, North Carolina
Hydrologic Soil Group
Map unit symbol Map unit name Rating Acres in AOI Percent of AOI
i
Mc McColl loam D
2.8
5.7%
NoB Norfolk loamy sand: 2 to A
39.8
79.8%
6 percent slopes
Ra Rains sandy loam, 0 to A/D
7.3
14.6%
2 percent slopes
Totals for Area of Interest _
49.8
100.0%
Description
Hydrologic soil groups are based on estimates of runoff potential. Soils are
assigned to one of four groups according to the rate of water infiltration when the
soils are not protected by vegetation, are thoroughly wet, and receive
precipitation from long -duration storms.
The soils in the United States are assigned to four groups (A, B, C, and D) and
three dual classes (A/D, B/D, and C/D). The groups are defined as follows:
Group A. Soils having a high infiltration rate (low runoff potential) when
thoroughly wet. These consist mainly of deep, well drained to excessively
drained sands or gravelly sands. These soils have a high rate of water
transmission.
Group B. Soils having a moderate infiltration rate when thoroughly wet. These
consist chiefly of moderately deep or deep, moderately well drained or well
drained soils that have moderately fine texture to moderately coarse texture.
These soils have a moderate rate of water transmission.
Group C. Soils having a slow infiltration rate when thoroughly wet. These consist
chiefly of soils having a layer that impedes the downward movement of water or
soils of moderately fine texture or fine texture. These soils have a slow rate of
water transmission.
Group D. Soils having a very slow infiltration rate (high runoff potential) when
thoroughly wet. These consist chiefly of clays that have a high shrink -swell
potential, soils that have a high water table, soils that have a claypan or clay
layer at or near the surface, and soils that are shallow over nearly impervious
material. These soils have a very slow rate of water transmission.
If a soil is assigned to a dual hydrologic group (A/D, B/D, or C/D), the first letter is
for drained areas and the second is for undrained areas. Only the soils that in
their natural condition are in group D are assigned to dual classes.
USDA Natural Resources web Soil Survey 10/4/2021
Conservation Service National Cooperative Soil Survey Page 3 of 4

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10/4/21. 1:07 PM Precipitation Frequency Data Server
NOAA Atlas 14, Volume 2, Version 3
Location name: Raeford, North Carolina, USA* A
Latitude: 35.0097*, Longitude:-79.1752'
t Elevation: ft** }
' source: ESRl SRI Maps
source: USGS
POINT PRECIPITATION FREQUENCY ESTIMATES
G M. Bonnin, D. Marlin B. Lin, T. Parzybok, M.Yekta, and D. Riley
NOAA, National Weather Service, Silver Spring Maryland
PF tabular I PF graphical I Maps & aerials
PF tabular
PDS-based point precipitation frequency estimates with 90% confidence intervals (in inches)1
Duration
•• Average
recurrence interval (years)
1
2
�����
5
10
25
50
100
200
500
1000
5-min
0.436
0.514
0.600
0.664
0.741
0.797
0.850
0.899
0.961
1.01
(0.39G-0.482J
(0.468-0.569)
( 0 545-0.664)
(0,602-0.733)
(0.669-0.S1G)
(0.717-0.876)
(0.761-0,933)
0,801-0,987)
t0.848-1.06(
U.884-1.11)
10-min
0.696
0.823
0.961
1.06
1.18
1.27
1.35
1.43
1.52
1.59 I
(0 633-0.770)
(0 749-0 911)
(0 873-1 06)
(0 963-1 17)
(1.07-1 30)
1 (1.14-1.40)
(1.21-1 48)
1.27-1.57)
(1 34-1.67)
[{1.39-1 74
2
6
1
15-min
0.79180 963)
(0.941-11.15)
(1 11--1-35)
(1.22 1448
(1.355 ,65)
(1.45-11.77
(1.53 187)
1,608 .98
1.69 2110
9
1.75 219
1.19
1.43
1.73
1.95
2.22
2.42
2.61
2.80
3.04
3.23
30-min
1.08-1.32)
(130-1.58)
(1.57-191)
(1.77-2.15)
(2.00-2.44)
(2,18-2.66)
(2.34-287)
2.50-3.07)
269-3.34
(2.83-3.55
60-min
1.49
1.79
2.21
2.54
2.95
3.28
3.60
3.93
4.37
4.71
(1 35-1 65)
(1.63-1 981
(2.01-2 45)
[7,30-a.80)
(2.67-3.25)
(2.95-3.60
(3.22-3 95)
(3.50-4.31 )
3 86-4.79)
(4.13-5.18)
2-hr
l
(1.5 1.95)
(1 fl '2.36)
(2.38 2496)
(2. 50.42)
f3.23 4104)
(3.61 4653)
(3.995 03)
(4. 69.54)
(4 6 6.23
(5.25 6579)
3-hr
6-hr
1.84
(1.66-2 07)
2.19
2.23
2.01.2.50J
2.65
2.81
2.53-3.T5
3.35
3.27
2.1)4--167)
3.91
3.92
(3.49-4.39)
4.70
4.44
3.94-4.97
5.35
4.99 1
(4.39-5 58)
6.03
(4.86-6.21
6.74
1 6.38 1
5.50-7.12)
7.76
F-7-.0-31
(6.00-7.84)
8.58
(1.98-2.44)
(2,40-2.95)
(3.03-3.72)
(3.53-4.35)
(4.20-5.21)
(4.75-5.91)
(5.31-6.65)
(5.89-7.43)
( 6.69-8.54)
(7,32-9.45)
12-hr
2.58
3.13
3.97
4.66
5.64
6.45
7.31
8.24
9.57
10.7
2.33-2,88)
(2 83-3.49)
(3 58-4 43)
(4 19-5.19)
(5.42.5.25
(5.70-7.13)
(6 40-8 07
7A4-9.08)
(8 17-10.5)
(8.99-11.7
3.04
3.68
4.66
5.44
6.52
7.39
8.28
9.21
10.5
11.5
24-hr
Z82-: 29)
(3 41-3.98)
(4.32-5 04)
(5.03-5.88)
1 (6.00-7.04)
(6.78-7.96)
7.58-8-M
8A0-9.92
9.52-11.3
10-4-12,4
3.53
4.26
5.35
6.22
7.42
8.38
9.37
10.4
91.8
12.9
2-day
3.29-3.79)
(3.974.58)
(4.98-5.76)
(5.77-6•69)
(6.86-7.97)
(7.72-9.00)
1 (8.61-10.1)
1 (9,51-11.2)
10.7-12.7
11.7-13.9
3-day
3.75
(3,50-4.01)
4.51
5.64
(5.26-6.04)
6.54
(6,09.7.00)
7.77
(7.21-8.32)
8.76
(8.10-9.37)
9.78
10.8
1 (9.94-11.6)
12.3
(11.2-13.2)
1 13.4
(12.2-14.4)
3.97
4.77
5.93
6.86
8.13
9.14
10.2
7 12.7
13.9
4-day
(3.72-4.24)
(4.47-5.10)
(5.55-6.33)
(6.40-7.31)
j (7.56-8.66) 1
(8.47-9.74
1. (9.41-10.9)
(104-120)
(11.7-13.6)
(12.7-14.9)
7-day
4.314193
5. 6-5 89)
(6X-7.24
7.25 8731)
(8. 019,77)
(9.49-10 9
10.5- 2.1
(11 15-13.4)
(1219-15.1)
(14.10--16.5)
10-day
5.28
6.30
7.62
8.65
10.0
11.1
12.2
13.4
14.9 IF
16.1
(4.97-5.61)
(5 93-6.70)
(7.16-8.09)
(8.12-9.18)
(9.40-10.7)
(10.4-11 8)
(11.4-13.0)
(12 4-14.2)
(13.8-15.9)
(14.8-17 1)
20-day
(6.72 7_56)
1 (7 97-8.95)
(9.46-10.6)
(10.6-12 0)
(12.12--13.8)
(13-4-15.2)
(1416-16 6)
(1518-18 0)
(17 5- 0 0)
(18 7021.6)
30-day
(8. 6 9537)
(9 88-141.0
11 5-12.9)
12.8-14.4
5.4
(14.15- 6.3)
15.18-187 8
17[0-19.2)
(1813 0.7)
(19 9- 2.7)
(21.1z 4.2)
11.2
13.1
15.1
16.6
18.6
20.1
21.5
23.0
24.8
26.3
45-day
[10.6-11.8
12.5-13.8)
[14 3-16.Q)
(15.7-17.6
[17 6-19.6)
[18.9-21 2
{2f7.3-22.8]
[21 6-24.3)
[7.3.3.26.3}
(24,5-27,9)
7-9
60-day
(1217-_14 1]
04.[9- 6.5) .
t1710-188}
(1816.20.6)
(20,6-22.8i
(2423 45)
(L3242 2)
(24..9-2.8)
(26283v.0)
[28.0- 1A
Precipitation frequency (PF) estimates in this table are based on frequency analysis of partial duration series (PDS).
Nrlmber4 in parenthesis are PF estimates at lower and upper bounds of the 90% confidence interval. The probability that precipitation frequency estimates (for
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.
Pleaae refer to NOAA Atlas 14 document for more information.
Back to Top
PF graphical
https:llhdsc.nvvs.noaa.gov/hdsc/pfds/pfds_printpage.html?lat=35.0097&Ion=-79.1752&data=depth&units=english&series=pds 1 /4

WATER QUANTITY -WET POND #1

SUPPLEMENT-EZ COVER PAGE
FORMS LOADED
PROJECT INFORMATION
1
Project Name
Cameron Vlils e
2
Project Area ac
42.3088
3
Coastal Wetland Area ac
-
4
Surface Weler Area aC
-
5
Is thisproject High or Low Density?
High
6
Does this project use an off -site SCM?
No
COMPLIANCE WITH 02M.1003(4)
7
Width of ve petaled setbacks provided feet
N/A
8
Will the vegetated setback remain vegetated?
NIA
9
If BUA is proposed in the setback, does it meet NCAC 02H.1003 4 (c-d)?
No
10
Is streambank stabilization proposed on this project?
No
NUMBER AND TYPE OF SCMs:
11
Infiltration System
0
12
Bioretention Cell
0
13
Wet Pond
2
14
Stormwater Wetland
0
15
Permeable Pavement
0
16
Sand Filter
0
17
Rainwater Harvesting RWH)
0
18
Green Roof
0
19
Level Spreader -Filter Strip LS-FS
0
20
Disconnected Impervious Surface (DIS)
0
21
Treatment Swale
0
22
Dry Pond
0
23
S1ormFilter
0
24
Silva Cell
0
25
Bayfilter
0
26
Filterra
0
FORMS LOADED
DESIGNER CERTIFICATION
Name and Title:
Carlo Pardo, PE
28
Or anization:
Bowman North Carolina, Ltd.
F3127
29
Street address:
4004 Barrett Drive, Suite 101
30
City, State, Zip:
Raleigh, NC 27609
Phone numbers :
919-553-6570
32
Email:
[e-mail]
Certification Statement:
I certify, under penalty of law that this Supplement-FZ form and all supporting information were prepared under my direction or supervision; that the
information provided in the form is, to the best of my knowledge and belief, true, accurate, and complete and that the engineering plans,
specifications, operation and maintenance agreements and other supporting information are consistent with the information provided here.
■■�lllllillII!I •,+1
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Signature of Designer
- ) /5/,?Q-
Date

DRAINAGE AREAS
1
Is this a high density project?
Yes
2
If so, number of drainage areas/SCMs
2
3
Does this project have low density areas?
No
4
If so, number of low density drainage areas
0
5
Is all/part of this project subject to previous rule
versions?
No
FORMS LOADED
DRAINAGE AREA INFORMATION
Entire Site
T
2
4
Type of SCM
Wet Pond
Wet Pond
5
Total drainage area (sq ft
1842972 sf
1141886 sf
552343 sf
6
Onsite drainage area (sq ft
1842972 sf
1141886 sf
552343 sf
7
Offsite drainage areas ft
8
Total BUA in project (sq ft
735961 sf
475548 sf
260413 sf
9
New BUA on subdivided lots (subject to permitting)
(sq ft)
10
New BUA not on subdivided lots (subject to
permitting) (sf)
11
Offsite BUA (sq ft
12
Breakdown of new BUA not on subdivided lots:
Parkin (sq ft
Sidewalk (sq ft)
65294 sf
46590 sf
18704 sf
Roof (sq ft
496000 sf
308000 sf
188000 sf
Roadway s ft
164649 sf
110940 sf
53709 sf
Future sq ft
Other, please specify in the comment box
below (sq ft)
10018 sf
10018 sf
13
New infiltrating permeable pavement on
subdivided lots (sq ft
14
New infiltrating permeable pavement not on
Isubdivided lots (sq ft
15permitting)
Existing BUA that will remain (not subject to
s ft
17230 sf
16
Existing BUA that is already permitted (sq ft
17
Existing BUA that will be removed (sq ft
18
Percent BUA
41.65%
47.15%
19
Design storm (inches)
1.0 in
1.0 in
20
Design volume of SCM (cu ft)
40424 cf
21832 cf
21
1 Calculation method for design volume
Simple Method
Simple Method
ADDITIONAL INFORMATION
22
Please use this space to provide any additional information about the
drainage area(s):
Drainage Area #1 - Pool Impervious Area = 10,018sf Drainage
Area #1 has been designed for an area of 1,866,124 sf with an impervious area of
900,331 sf. The future phase includes an additional 724,238 sf of drainage area with an
additional impervious area of 424,783 sf

WET POND
1
J.Drainage area number
1 1 2
2
1 Minimum required treatment volume (cu ft)
40424 cf 21832 cf
GENERAL
MDC FROM 02H .1050
3
Is the SCM sized to treat the SW from all surfaces at build -out?
Yes
Yes
4
Is the SCM located away from contaminated soils?
Yes
Yes
5
What are the side slopes of the SCM (H:V)?
3:1
3:1
6
Does the SCM have retaining walls, gabion walls or other
engineered side slopes?
No
No
7
Are the inlets, outlets, and receiving stream protected from erosion
(10-year storm)?
Yes
Yes
8
Is there an overflow or bypass for inflow volume in excess of the
design volume?
Yes
Yes
9
What is the method for dewaterinq the SCM for maintenance?
Pump (preferred)
Pump (preferred)
10
If applicable, will the SCM be cleaned out after construction?
Yes
Yes
11
Does the maintenance access comply with General MDC (8)?
Yes
Yes
12
Does the drainage easement comply with General MDC (9)?
Yes
Yes
13
If the SCM is on a single family lot, does (will?) the plat comply with
General MDC (10)?
N/A
N/A
14
Is there an O&M Agreement that complies with General MDC (11)?
Yes
Yes
15
Is there an O&M Plan that complies with General MDC (12)?
Yes
Yes
16
Does the SCM follow the devicespecific MDC?
Yes
Yes
17
Was the SCM designed bv an NC licensedprofessional?
Yes
Yes
VWAET POND
MDC FROM 02H .1053
18
Sizing method used
SA/DA
SA/DA
19
Has a stage/storage table been provided in the calculations?
Yes
Yes
20
Elevation of the excavated main pool depth (bottom of sediment
removal) (fmsl
251.00
250.00
21
Elevation of the main pool bottom (top of sediment removal) (fmsl)
252.00
251.00
22
Elevation of the bottom of the vegetated shelf fmsl)
255.50
254.50
23
Elevation of the permanent pool fmsl
256.00
255.00
24
Elevation of the top of the vegetated shelf (fmsl)
256.50
255.50
25
Elevation of the temporary pool fmsl
257.00
255.90
26
Surface area of the main permanent pool (square feet)
51435
18440
27
Volume of the main permanent pool cubic feet)
183364 cf
60353 cf
28
Avera a depth of the main pool (feet)
3.76 ft
3.59 ft
29
Average depth equation used
Equation 3
Equation 3
30
If usin equation 3, main pool perimeter (feet)
975.0 ft
593.0 ft
31
If using equation 3, width of submerged ve . shelf (feet)
3.0 ft
3.0 ft
32
Volume of the foreba cubic feet
35620 cf
9396 cf
33
Is this 15-20% of the volume in the mainpool?
Yes
Yes
34
Clean -out depth for foreba (inches)
24 in
24 in
35
Design volume of SCM cu ft
40424 cf
21832 cf
36
Is the outlet an orifice or a weir?
Orifice
Orifice
37
If orifice, orifice diameter inches
5.0 in
2.50 in
38
If weir, weir height (inches)
39
If weir, weir length inches
40
Drawdown time for the temporary pool (days)
2.06
2.36
41
Are the inlet(s) and outlet located in a manner that avoids short-
circuiting?
Yes
Yes
42
Are berms or baffles provided to improve the flowpath?
Yes
Yes
43
Depth of forebay at entrance inches
36 in
36 in
44
Depth of forebay at exit (inches)
30 in
30 in
45
Does water flow out of the forebay in a non -erosive manner?
Yes
Yes
46
Width of the vegetated shelf (feet)
6 ft
6 ft
47
Slope of vegetated shelf (H:V)
6:1
6:1
48
Does the ordrawdown from below the top surface of the
permanent Pool?
Yes
Yes
49
Does the pond minimize impacts to the receiving channel from the 1
r, 24-hr storm?
Yes
Yes
50
Are fountains proposed? (If Y. please provide documentation that
MDC 9 is met.
No
No
51
Is a trash rack or other device provided to protect the outlet system?
Yes
Yes
52
Are the dam and embankment planted in non -clumping turf grass?
Yes
Yes
53
Species of turf that will be used on the dam and embankment
Hybrid Bermuda
Hybrid Bermuda
54
Hasa planting plan been provided for the vegetated shelf?
Yes
Yes
ADDITIONAL INFORMATION
55
Please use this space to provide any additional information about
the wet pond(s):
Wet Pond 1 8:21 AM 1/5/2022

a

Bowman North Carolina, Ltd.
Cameron Village, Raeford, Hoke County, NC
Curve Number Calculation (CN)
Pre -Developed Conditions #1
Drainage Area (acres) 26.21
Existing Soil Groups:
Soil Grow Map Symbol Soil Description
Acres
Percent of DA
A/D Ra Rains Sandy Loam
1.50
6%
A NoB Norfolk Loamy Sand
21.91
84%
D Mc McColl Loam
2.80
11%
Existin_4 Land Uses:
Land Use Description Existing Soil G_ mum Acres
Curve #
Weighted CN
Wooded - Good Stand A 21.51
52
42.7
Open - Good A 1.50
55
&1
Wooded - Good Stand D 2.80
80
8.5
Impervious -Dirt A 0.40
77
1.2
Cumulative Curve # =
55.5

Bowman North Carolina, Ltd.'
Cameron Village, Raeford, Hoke County, NC
Curve Number Calculation (CN)
Post -Developed Conditions #2
Drainage Area (acres Z 26.21
Existing Soil Groups:
Soil GrouD Map Symbol Soil Description
Acres
Percent of DA
A/D Ra Rains Sandy Loam
1.50
6%
A NoB Norfolk Loamy Sand
21.91
84%
D Mc McColl Loam
2.80
11%
Proposed Land Uses.,
Land Use Description Existing Soil Group Acres
Curve #
Weicghled CN
Impervious Area A & D 10.92
98
40,8
Open Space - Good Condition A 12.76
55
26.8
Open Space - Good Condition D 2.53
77
7.4
Cumulative
Curve # =
75.0

Proposed Wet Pond #1
Project Information
Project Name: Cameron Village
Project #:
Designed by: CEP Date: 12/29/2021
Revised by: Date:
Checked by: Date:
Site Information
Sub Area Location: Drainage To Proposed Wet Pond
Drainage Area (DA) = 26.21 Acres 1,141,886 sf
Impervious Area (IA) = 10.92 Acres 475,548 sf
Percent Impervious (I) = % 41.65 %
Required Surface Area
Permament Pool Depth: 3.76 ft
SA/DA = 1.35
Min Re 'd Surface Area = 15,415 sf (at Permanent Pool
Required WQv Storage Volume
Design Storm = 1 inch Non -Coastal County
Determine Rv Value = 0.05 + .009 (1) = 0.425 in/in
Storage Volume Required = 40,424 cf above Permanent Pool)
Elevations
Top of Pond Elevation = 261.50 ft
Temporary Pool Elevation = 257.00 ft
Permanent Pool Elevation = 256.00 ft
Shelf Begining Elevation =
256.50 ft
Forebay Weir =
255.00 ft
Shelf Ending Elevation =
255.50 ft
Bottom Elevation =
252.00 ft
Permanent Pool Area
Area @ Top of Permanent Pool = 51,435 sf
Volume of Temporary Storage = 78,983 cf
Is Permenant Pool Surface Area Sufficient (yes/no)? Yes ( 51435 > 15415) sf
Volume of Storage for Design Storm = 78,983 Yes ( 78983 > 40424) cf

Incremental Drawdown Time
STORMWATER POND #1
INCREMENTAL DRAWDOWN METHOD -Water Quality Volume
Project Information
Project Nar Cameron Village
Project #:
Bsigned by: CEP
iecked by:
Date. 12/29/2021
Date:
Water Quality Orifice
* Incremental Determination of Water Quality Volume Drawdown Time
Zone 2
Orifice Diameter (D) =
Cd =
Ei =
Zone 1 Range =
Zone 2 Range =
Zone 3 Range =
Q3 = 0.0437 Cp * D2 (Z-D/24-Ei)"")
Q2 = 0.372 CD * D*(Z-Ei)n(3n)
Q, = 0
5 in
0.6
256
Orifice Inv.
0.00
to 256
256
to 256.1
256.1
to 257
Incremental Drawdown Method
Countour
Contour
Area
Incremental
Volume
Stage, Z
Zone
Q
Drawdown
Time
sq ft
cu ft
ft
cfs
min
256.00
74.990
0
0.00
2.00
0.000
—
256.50
79345
38.584
0.50
3.00
0.354
1.817
257.00
82250
40,399
0.50
3.00
0.583
1.154
Total
--
78,983
--
-
2,971
Drawdown Time = Incremental Volume / Q / 60sec/min
Summary
Total Volume = 78,983 cf
Total Time = 2,971 min
Total Time = 2.06 days
12/29/2021 Prop Wet Pond- new design-CV#1 1 of 1

Project: Pond #1 Date: 12/29/2021
Main -Pond Contours -Volumes
Elevation
Main -Pond
Incremental Vol.
Accumulated Vol.
Description
256
51,435
24,994
183,364
A2 (Perm -Pool)
255.5
48,540
24,033
158,370
Al (Bottom -Shelf)
255
47,590
46,645
134,338
254
45,700
44,770
87,693
253
43,840
42,923
42,923
252
42,005
0
0
A3 (Bottom -Pond)
Forebay Contours -Volumes
Elevation
FBI
FB2
FB3 Total -Areas
Incremental Vol.
Accumulated Vol.
256
17,460
4,920
22,380
10,941
35,620
255.5
16,740
4,645
21,385
10,446
24,679
255
16,020
4,380
20,400
14,233
14,233
254
6,455
1,610
8,065
0
0
Forebay Volume
Average Depth (Option 1)
Average Depth Calculation (Option 2)
19.4% *Between 15% & 20%
3.26 *At least 3' average depth
Vpp
183,364
permeter of shelf
975
width of shelf
3
Al (Bottom -Shelf):
48,540
Average Depth = 3.76

Proposed Wet Pond #1
Project Information
Project Name: Cameron Village
Project #:
Designed by: CEP Date:
Revised by: Date:
Checked by: Date:
Site Information
12/29/2021
Sub Area Location:
Drainage
to Proposed Pond
Drainage Area (DA) =
26.21
Acres
Impervious Area (IA) =
10.92
Acres
Percent Impervious (1) =
41.65
% (Drainage Area)
Orifice Sizing
Orifice Size = 5.00 in (Diameter)
Drawdown Time = 2,06 days (Incremental Draw Down Method)
less than 5 days (yes/no) ? yes
greater than 2 day (yes/no) ?
erg
Anti -Flotation Device
4' x 4' Outlet Structure
Area:
16.0
sf
Volume:
152.0
cf
Weight:
9485
Ibs
Factor of Safety
1.20
WT Req'd of Anti -Flotation Device:
11,382
Ibs
Volume of Concrete Req'd:
75.9
cf
Volume Provided:
125.5
cf
(Water Displaced - Top of Pond to Bottom of Pond)
(Unit WT of Concrete = 150 pcf)
(4'x4' riser x 5.5' = 88sf, 5'x5' footing x 1.5'=37.5cf)

duawc ttu�
sr � 19 so
I NCH - rD FEET
WET POND PLAN VIEW

(""STAG E
STAGE
(FT)
/STORAGE TABLE
ELEVATION CONTOUR
(FT) AREA (SF)
INCREMENTAL TOTAL
STORAGE (CF) STORAGE (CF)
0.0
256.0
74990
0
0
0.5
256.5
79345
38584
38584
1.0
257.0
82250
40399
78983 (WQv)
2.0
258.0
88090
85170
164153
3.0
259.0
93565
90828
254980
4.0
260.0
97410
95488
350468
,5.0
261.0
101310
99360
449828
5.5
261.5
103285
51149
500976
!STORMWATER
MANAGEMENT
WET DETENTION POND#1
RIVER BASIN:
CAPE FEAR
RECEIVING STREAM:
BEAVER CREEK
STREAM INDEX:
18-31-19-5
STREAM CLASS:
C
HUC:
03030004
POND DESIGN SUMMARY
DESIGN
DRAINAGE AREA TO POND: 26.21 ACRES
SITE IMPERVIOUS AREA TO POND: 10.92 ACRES
OFF SITE DESIGN IMPERVIOUS AREA TO POND: 0.00 ACRES
TOTAL DESIGN IMPERVIOUS AREA TO POND: 10.92 ACRES
PRE -DEVELOPED POST -DEVELOPED POST DEVELOPED
THROUGH POND
DRAINAGE AREA: 26.21 AC 26.21 AC
CURVE NUMBER: 55.5 75.0
1.0" STORM EVENT:
0.323
CFS
0.005
CFS
1-YEAR STORM EVENT:
1.574
CFS
36.24
CFS
0.533
CFS
2-YEAR STORM EVENT:
4.631
CFS
53.41
CFS
0.678
CFS
10-YEAR STORM EVENT:
20.06
CFS
106.35
CFS
3.806
CFS
100-YEAR STORM EVENT:
56.79
CFS
198.82
CFS
20.77
CFS

10
m
m
w
O
W
v
W
Co
J
Q
i
O
Z
o
m Lo
m n
p H
w �
N W
a
QQ
Q
_C
N

4" PVC SCREW CAP
FOR CLEANING ACCESS_
12" MIN.
4"x4" PVC T
PERM. POND ELEV.=256.0
12" MIN.
5"DIA. HOLE DRILLEI
INTO BOTTOM CAP
nicrn crnunri inr.
PVC DRAIN OUTLET
LY.TEND 4" PVC
THROUGH RISER
STRUCTURE
rno nr c'oUCTURE NOT SHOWN FOR CLARITY
TRASH RACK)
OUTLET CONTROL STRUCTURE - INCREMENTAL WEIR
SCALE: N.T.S.

44 REBAR 0 12" OC
IN FRONT A REAR FACE
OF COLLAR. REBAR TO
HAVE 3" MIN. CONC. COVER
FROM EDGE OR FACE OF COLLAR
NOTES:
1. ALL CONCRETE TO BE 3000 PSI
NON -FLY ASH.
2. APPLY I" THICK WRAP OF ASPHALTIC
CEMENT AROUND DISCHARGE PIPE 6"
BEYOND PLANNED SEEPAGE COLLAR ON
BOTH SIDES.
3. APPLY ADDITIONAL ASPHALTIC CEMENT
AT PIPE/SEEPAGE COLLAR INTERFACE
ON UPSTREAM FACES.
4. TO BE FIELD INSPECTED BY
GEOTECHNICAL ENGINEER. ASPHALTIC
CEMENT TO MEET OR EXCEED FEDERAL
SPECIFICATION SS-153 TYPE 1:
ASTM-D-2822-75 TYPE 1.
CONCRETE SEEPAGE COLLAR
SCALE: N.T.S.

Pond Report s
Hydraflow Hydrographs Extension for Autodesk(D Civil 3D® by Autodesk, Inc. v2022
Wednesday, 01 / 5 / 2022
Pond No. 1 - Wet Pond
Pond Data
Contours -User-defined contour areas.
Average end area method used for volume calculation. Begining Elevation = 256.00 ft
Stage / Storage Table
Stage (ft) Elevation (ft)
Contour area (sqft)
Incr. Storage (cuft)
Total storage (cult)
0.00 256.00
74,990
0
0
0.50 256.50
79,345
38,584
38,584
1.00 257-00
82,250
40,399
78,983
2.00 258.00
88,090
85,170
164,153
3.00 259.00
93,565
90,828
254,980
4.00 260.00
97,410
95,488
350,468
5.00 261.00
101,310
99,360
449,828
5.50 261.50
103,285
51,149
500,976
Culvert / Orifice Structures
Weir Structures
[A]
[B]
[C]
[PrfRsr]
[A]
[B]
[C]
[D]
Rise (in)
= 24.00
5.00
Inactive
Inactive
Crest Len (ft)
= 4.00
12.00
Inactive
Inactive
Span (in)
= 24.00
5.00
0.00
0.00
Crest El. (ft)
= 257.80
259.10
0.00
0.00
No. Barrels
= 1
1
0
0
Weir Coeff.
= 3.33
2.60
3.33
3.33
Invert El. (ft)
= 256.00
256.00
0.00
0.00
Weir Type
= Rect
Broad
--
Length (ft)
= 35.00
0.50
0.00
0.00
Multi -Stage
= Yes
Yes
No
No
Slope (%)
= 3.70
1.00
0.00
n/a
N-Value
= .013
.013
.013
n/a
Orifice Coeff.
= 0.60
0.60
0.60
0.60
Exfil.(in/hr)
= 0.000 (by
Contour)
Multi -Stage
= n/a
Yes
No
No
TW Elev. (ft)
= 0.00
Stage (ft)
6.00
5.00
4.00
3.00
2.00
1.00
0.00 s -
0.00 300
Total Q
Note: Culvert/Orifice outflows are analyzed under inlet (ic) and outlet (oc) control Weir risers checked for orifice conditions (ic) and submergence (s)
6.00 9.00
Stage / Discharge
Elev (ft)
262.00
I
261.00
260.00
259.00
258.00
- 257.00
- - 256-00
12.00 1500 18.00 21.00 24.00 27.00 30.00 3300
Discharge (cfs)

Hydrograph Summary Repo lydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2022
Hyd.
No.
Hydrograph
type
(origin)
Peak
flow
(cfs)
Time
interval
(min)
Time to
Peak
(min)
Hyd.
volume
(cuft)
Inflow
hyd(s)
- --
Maximum
elevation
(ft)
-
Total
strge used
(cuft)
Hydrograph
Description
Pre -Developed -Overall Site
1
SCS Runoff
1.574
2
754
20,745
------
2
SCS Runoff
36.24
2
722
96,844
—
--
—
Post Developed to Pond
3
Reservoir
0.533
2
1444
85,411
2
256.95
75,097
Post Through Pond
5
SCS Runoff
0.323
2
360
2,973
---
------
-
1.0 Post -Developed to Pond
6
Reservoir
0.005
2
378
1,253
5
256.04
2,947
1.0inPost Through Pond
Wet_pond#1.gpw
Return Period: 1 Year
Wednesday, 01 / 5 / 2022

2
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 31D® by Autodesk, Inc. v2022
Hyd. No. 1
Pre -Developed -Overall
Site
Hydrograph type
= SCS Runoff
Storm frequency
= 1 yrs
Time interval
= 2 min
Drainage area
= 26.210 ac
Basin Slope
= 0.0 %
Tc method
= User
Total precip.
= 3.04 in
Storm duration
= 24 hrs
Q (cfs)
2.00
1.00
w
Peak discharge
Time to peak
Hyd. volume
Curve number
Hydraulic length
Time of conc. (Tc)
Distribution
Shape factor
Pre -Developed -Overall Site
Hyd. No. 1 -- 1 Year
I
Wednesday, 01 / 5 / 2022
= 1.574 cfs
= 754 min
= 20,745 cuft
= 55.5
= Oft
= 40.50 min
= Type II
= 484
Q (cfs)
2.00
1.00
-j- -' ' - N. ' 0.00
120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Time (min)
Hyd No. 1

Hydrograph Report
3
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2022
Hyd. No. 2
Post ,Developed to Pond
Hydrograph type =
SCS Runoff
Storm frequency =
1 yrs
Time interval =
2 min
Drainage area =
26.210 ac
Basin Slope =
0.0 %
Tc method =
User
Total precip. =
3.04 in
Storm duration =
24 hrs
Q (cfs)
40.00
30.00
10.00
M
Peak discharge
Time to peak
Hyd. volume
Curve number
Hydraulic length
Time of conc. (Tc)
Distribution
Shape factor
Post Developed to Pond
Hyd. No. 2 -- 1 Year
Wednesday, 01 / 5 / 2022
= 36.24 cfs
= 722 min
= 96,844 cuft
= 75
= Oft
= 10.00 min
= Type II
= 484
i
120 240 360 480 600 720 840
Hyd No. 2
Q (cfs)
40.00
30.00
20.00
10.00
0.00
960 1080 1200 1320 1440 1560
Time (min)

Hydrograph
Report
4
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2022
Wednesday, 01 / 5 / 2022
Hyd. No. 3
Post Through Pond
Hydrograph type
= Reservoir
Peak discharge
= 0.533 cfs
Storm frequency
= 1 yrs
Time to peak
= 1444 min
Time interval
= 2 min
Hyd. volume
= 85,411 cuft
Inflow hyd. No.
= 2 - Post Developed to Pond
Max. Elevation
= 256.95 ft
Reservoir name
= Wet Pond
Max. Storage
= 75,097 cuft
Storage Indication method used
Q (cfs)
40.00
30.00 -
20.00 -
10.00
Post Through Pond
Hyd. No. 3 -- 1 Year
600 1200 1800 2400 3000 3600 4200 4800 5400
Hyd No. 3 Hyd No. 2 ❑T_M- Total storage used = 75,097 cuft
Q (cfs)
40.00
30.00
20.00
10.00
0.00
6000
Time (min)

6
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3130 by Autodesk, Inc. v2022
Hyd. No. 5
1.0 Post -Developed to Pond
Hydrograph type
= SCS Runoff
Storm frequency
= 1 yrs
Time interval
= 2 min
Drainage area
= 26.210 ac
Basin Slope
= 0.0 %
Tc method
= User
Total precip.
= 1.00 in
Storm duration
= 6.00 hrs
Q (cfs)
0.50
0.45
0.40
0.35
0.30
0.25
0.20
0.15
0.10
0.05
0.00
0
Wednesday, 01 / 5 / 2022
Peak discharge
= 0.323 cfs
Time to peak
= 360 min
Hyd. volume
= 2,973 cuft
Curve number
= 75
Hydraulic length
= 0 ft
Time of conc. (Tc)
= 10.00 min
Distribution
= SCS 6-Hr
Shape factor
= 484
1.0 Post -Developed to Pond
Hyd. No. 5 -- 1 Year
60 120 180 240 300
Hyd No. 5
Q (cfs)
0.50
0.45
040
0.35
0.30
0.25
0.20
0.15
0.10
0.05
0.00
360 420
Time (min)

Hydrograph
Report
7
Hydraflow Hydrographs Extension for Autodesk@ Civil 3DO by Autodesk, Inc. v2022
Wednesday, 01 / 5 / 2022
Hyd. No. 6
1.0inPost Through Pond-
Hydrograph type
= Reservoir
Peak discharge
= 0.005 cfs
Storm frequency
= 1 yrs
Time to peak
= 378 min
Time interval
= 2 min
Hyd. volume
= 1,253 cuft
Inflow hyd. No.
= 5 - 1.0 Post -Developed to Pofotx.
Elevation
= 256.04 ft
Reservoir name
= Wet Pond
Max. Storage
= 2,947 cuft
Storage Indication method used
1.0inPost Through Pond
Q (cfs) Hyd. No. 6 -- 1 Year Q (cfs)
0.50
0.45
0.40
0.35
0.30
0.25
0.20
0.15
0.10
0.05
0 00
-
1
�
T
I
-
-
-
,
i
1
_
I
0 600
Hyd No. 6
1200 1800 2400
Hyd No. 5
0.50
0.45
0.40
0.35
0.30
0.25
0.20
0.15
0.10
0.05
o.00
3000 3600 4200 4800 5400 6000
Time (min)
TITTIT Total storage used = 2,947 cuft

Hydrograph Summary Repo - FTydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2022
Hyd.
No.
Hydrograph
type
(origin)
Peak
flow
(cfs)
Time
interval
(min)
Time to
Peak
(min)
Hyd.
volume
(cuft)
Inflow
hyd(s)
Maximum
elevation
(ft)
Total
strge used
(cuft)
Hydrograph
Description
1
SCS Runoff
4.631
2
742
40,632
--
--
- — -
Pre -Developed -Overall Site
2
SCS Runoff
53.41
2
722
140,374
-
—
------
Post Developed to Pond
3
Reservoir
0.678
2
1444
124,562
2
257.39
112,438
Post Through Pond
5
SCS Runoff
0.000
2
n/a
0
------
1.0 Post -Developed to Pond
6
Reservoir
0.000
2
n/a
0
5
256.00
0.000
1.0inPost Through Pond
Wet_pond#1.gpw
Return Period: 2 Year
Wednesday, 01 / 5 / 2022

Hydrograph Report
10
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2022
Hyd. No. 1
Pre -Developed -Overall
Site
Hydrograph type
= SCS Runoff
Storm frequency
= 2 yrs
Time interval
= 2 min
Drainage area
= 26.210 ac
Basin Slope
= 0.0 %
Tc method
= User
Total precip.
= 3.68 in
Storm duration
= 24 hrs
4.00
3.00
2.00
1.00
Wednesday, 01 / 5 / 2022
= 4.631 cfs
= 742 min
= 40,632 cuft
= 55.5
= Oft
= 40.50 min
= Type II
= 484
Peak discharge
Time to peak
Hyd. volume
Curve number
Hydraulic length
Time of conc. (Tc)
Distribution
Shape factor
Pre -Developed -Overall Site
Hyd. No. 1 -- 2 Year
Q (cfs)
5.00
3.00
2.00
1.00
0.00 ' ' 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Hyd No. 1 Time (min)

Hydrograph Report
11
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2022
Hyd. No. 2
Post Developed to Pond
Hydrograph type =
SCS Runoff
Storm frequency =
2 yrs
Time interval =
2 min
Drainage area =
26.210 ac
Basin Slope =
0.0 %
Tc method =
User
Total precip. =
3.68 in
Storm duration =
24 hrs
50.00
40.00
30.00
20.00
10.00
Wednesday, 01 / 5 / 2022
= 5 3.4 1 cfs
= 722 min
= 140,374 cult
= 75
= Oft
= 10.00 min
Type II
= 484
Peak discharge
Time to peak
Hyd. volume
Curve number
Hydraulic length
Time of conc. (Tc)
Distribution
Shape factor
Post Developed to Pond
Hyd. No. 2 -- 2 Year
Q (cfs)
60.00
50.00
30.00
20.00
10.00
0.00
120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Hyd No. 2 Time (min)

12
' 'ydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2022 Wednesday, 01 / 5 / 2022
Hyd. No. 3
Post Through Pond
Hydrograph type
= Reservoir
Peak discharge
= 0.678 cfs
Storm frequency
= 2 yrs
Time to peak
= 1444 min
Time interval
= 2 min
Hyd. volume
= 124,562 cuft
Inflow hyd. No.
= 2 - Post Developed to Pond
Max. Elevation
= 257.39 ft
Reservoir name
= Wet Pond
Max. Storage
= 112,438 cult
Storage Indication method used.
Q (cfs)
60.00
50.00
40.00
30.00
20.00
Post Through Pond
Hyd. No. 3 -- 2 Year
i-
I I
Q (cfs)
60.00
50.00
40.00
30.00
I
20.00
10.00 � ; 10.00
I
0.00 0.00
0 600 1200 1800 2400 3000 3600 4200 4800 5400 6000
Time (min)
Hyd No. 3 Hyd No. 2 LLJI P Total storage used = 112,438 cuft

15
Hydrograph Summary Repo r3ydraflow Hydrographs Extension for Autodesk® Civil 3DO by Autodesk, Inc v2022
Hyd.
No.
Hydrograph (Peak
type flow
(origin) (cfs)
Time
interval
(min)
Time to
Peak
(min)
Hyd.
volume
(cuft)
Inflow
hyd(s)
Maximum
elevation
(ft)
Total
strge used
(cuft)
Hydrograph
Description
1
SCS Runoff
20.06
2
740
118,124
-
--
Pre -Developed -Overall Site
2
SCS Runoff
106.35
2
720
275,765
—
---
Post Developed to Pond
3
Reservoir
3.806
2
888
251,776
2
25817
179,804
Post Through Pond
5
SCS Runoff
0.000
2
n/a
0
--
- -
------
1.0 Post -Developed to Pond
6
Reservoir
0.000
2
n/a
0
5
256.00
0.000
1.0inPost Through Pond
Wet_pond#1.gpw
Return Period: 10 Year
Wednesday, 01 / 5 / 2022

16
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2022
Hyd. No. 1
Pre -Developed -Overall
Site
Hydrograph type
= SCS Runoff
Storm frequency
= 10 yrs
Time interval
= 2 min
Drainage area
= 26.210 ac
Basin Slope
= 0.0 %
Tc method
= User
Total precip.
= 5.44 in
Storm duration
= 24 hrs
Q (cfs)
21.00
18.00
15.00
12.00
. 11
Mire,
Peak discharge
Time to peak
Hyd. volume
Curve number
Hydraulic length
Time of conc. (Tc)
Distribution
Shape factor
Pre -Developed -Overall Site
Hyd. No. 1 -- 10 Year
Wednesday, 01 / 5 / 2022
= 20.06 cfs
740 min
118,124 cuft
= 55.5
= Oft
= 40.50 min
= Type II
484
Q (cfs)
21.00
18.00
15.00
12.00
• 1/
ME
3.00
0.00
120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Time (min)
Hyd No. 1

17
P'ydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2022
Hyd. No. 2
Post Developed to Pond
Hydrograph type =
SCS Runoff
Storm frequency =
10 yrs
Time interval =
2 min
Drainage area =
26.210 ac
Basin Slope =
0.0 %
Tc method =
User
Total precip. =
5.44 in
Storm duration =
24 hrs
Q (cfs)
120.00
100.00
:M
A
40.00
20.00
Peak discharge
Time to peak
Hyd. volume
Curve number
Hydraulic length
Time of conc. (Tc)
Distribution
Shape factor
Post Developed to Pond
Hyd. No. 2 -- 10 Year
Wednesday, 01 / 5 / 2022
= 106.35 cfs
= 720 min
= 275,765 cuft
= 75
= 0 ft
= 10.00 min
= Type II
= 484
Q (cfs)
120.00
100.00
40.00
20.00
0.00 -- - 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Hyd No. 2 Time (min)

18
Hydrograph- Repoit
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2022 Wednesday, 01 / 5 / 2022
Hyd. No. 3
Post Through Pond
Hydrograph type
= Reservoir
Peak discharge
= 3.806 cfs
Storm frequency
= 10 yrs
Time to peak
= 888 min
Time interval
= 2 min
Hyd. volume
= 251,776 cuft
Inflow hyd. No.
= 2 - Post Developed to Pond
Max. Elevation
= 258.17 ft
Reservoir name
= Wet Pond
Max. Storage
= 179,804 cuft
Storage Indication method used
Q (cfs)
120.00
100.00
40.00
20.00
Post Through Pond
Hyd. No. 3 -- 10 Year
Q (cfs)
120.00
100.00
80.00
60.00
40.00
20.00
-- - -- - -. 0.00
600 1200 1800 2400 3000 3600 4200 4800 5400 6000
Hyd No. 3 Hyd No. 2 LL 11LI Total storage used = 179,804 CA Time (min)

21
Hydrograph Summary Re p o - FTydraflow Hydrographs Extension for Autodesk® Civil 3D@ by Autodesk, Inc. v2022
Hyd.
No.
Hydrograph
type
(origin)
Peak
flow
(cfs)
Time
interval
(min)
Time to
Peak
(min)
Hyd.
volume
(cuft)
Inflow
hyd(s)
Maximum
elevation
(ft)
Total
strge used
(cuft)
-
Hydrograph
Description
1
SCS Runoff
56.79
2
738
288,606
-
- ---
Pre -Developed -Overall Site
2
SCS Runoff
198.82
2
720
519,524
------
- --
Post Developed to Pond
3
Reservoir
20.77
2
754
494,595
2
259.31
284,923
Post Through Pond
5
SCS Runoff
0 000
2
n/a
0
---
- - —
- -
1.0 Post -Developed to Pond
6
Reservoir
0.000
2
n/a
0
5
256.00
0.000
1.0inPost Through Pond
Wet_pond#1.gpw
Return Period: 100 Year
Wednesday, 01 / 5 / 2022

Hydrograph Report
22
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2022
Hyd. No. 1
Pre -Developed -Overall
Site
Hydrograph type
= SCS Runoff
Storm frequency
= 100 yrs
Time interval
= 2 min
Drainage area
= 26.210 ac
Basin Slope
= 0.0 %
Tc method
= User
Total precip.
= 8.28 in
Storm duration
= 24 hrs
Q (cfs)
60.00
50.00
40.00
30.00
20.00
10.00
we
Peak discharge
Time to peak
Hyd. volume
Curve number
Hydraulic length
Time of conc. (Tc)
Distribution
Shape factor
Pre -Developed -Overall Site
Hyd. No. 1 -- 100 Year
Wednesday, 01 / 5 / 2022
= 56.79 cfs
= 738 min
= 288,606 cuft
= 55.5
= Oft
= 40.50 min
= Type II
= 484
Q (cfs)
60.00
50.00
40.00
30.00
20.00
10.00
0.00
120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Hyd No. 1 Time (min)

23
s. %ydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2022
Hyd. No. 2
Post Developed to Pond
Hydrograph type =
SCS Runoff
Storm frequency =
100 yrs
Time interval =
2 min
Drainage area =
26.210 ac
Basin Slope =
0.0 %
Tc method =
User
Total precip. =
8.28 in
Storm duration =
24 hrs
180.00
150.00
120.00
30.00
Wednesday, 01 / 5 / 2022
= 198.82 cfs
= 720 min
= 519,524 cuft
= 75
= Oft
= 10.00 min
= Type II
= 484
Peak discharge
Time to peak
Hyd. volume
Curve number
Hydraulic length
Time of conc. (Tc)
Distribution
Shape factor
Post Developed to Pond
Hyd. No. 2 -- 100 Year
Q (cfs)
210.00
180.00
150.00
120.00
.1 1It
30.00
0.00 , L I I --r- } 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Hyd No. 2 Time (min)

24
Hydrograph Report
Hydraflow Hydrographs Extension for AutodeskO Civil 31DO by Autodesk, Inc. v2022 Wednesday, 01 / 5 / 2022
Hyd. No. 3
Post Through Pond
Hydrograph type
= Reservoir
Peak discharge
= 20.77 cfs
Storm frequency
= 100 yrs
Time to peak
= 754 min
Time interval
= 2 min
Hyd. volume
= 494,595 cuft
Inflow hyd. No.
= 2 - Post Developed to Pond
Max. Elevation
= 259.31 ft
Reservoir name
= Wet Pond
Max. Storage
= 284,923 cuft
Storage Indication method used.
Q (Cfs)
210.00
180.00
150.00
120.00
MOOR
-M
30.00
Post Through Pond
Hyd. No. 3 -- 100 Year
Q (Cfs)
210.00
180.00
150.00
120.00
•1 I1
60.00
clews,
- 0.00
600 1200 1800 2400 3000 3600 4200 4800 5400 6000
Hyd No. 3 Hyd No. 2 _l1 1 1 1 Total storage used = 284,923 cult Time (min)

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WATER QUANTITY -WET POND #2

SUPPLEMENT-EZ COVER PAGE
PROJECT INFORMATION
1
Project Name
Cameron Village
2
Project Area ac
42.3088
3
Coastal Wetland Area (ac
4
Surface Water Area (ac)_
5
Is this roject High or Low Density?
High
No
6
Does this project use an off -site SCM?
COMPLIANCE WITH 02H .1003(4)
7
Width of vegetated setbacks provided feet
N/A_
B
Will the vegetated setback remain vegetated?
N/A
9
If BUA is proposed in the setback, does it meet NCAC 02H.1003(4)(c-d)?
No
10
Is streambank stabilization proposed on this project?
No
NUMBER AND TYPE OF SCIMS:
11
1ntillration 5 Istem
0
12
Bioretention Cell
0
13
lWet Pond
2
14
iStormwater Wetland
0
15
1permeabie Pavement
0
16
ISand Filter
0
17
1 Rainwater Harvesting RWH
_ 0
18
lGreen Roof
0
19
Level Spreader -Filter Strip LS-FS
0
20
Disconnected Impervious Surface (DIS)
0
21
Treatment Swale
0
22
Dry Pond
0
23
StormFilter
0
24
Silva Cell
0
25
Bayfilter
0
26
Filterra
0
FORMS LOADED
DESIGNER CERTIFICATION
27
Name and Title:
Carlo Pardo, PE
2B
Or anization:
Bowman North Carolina, Ltd.
29
Street address:
4004 Barrett Drive, Suite 101
30
City, State. Zip:
Raleigh, NC 27609
31
Phone number(s):
_._ 919-553-6570
32
Email:
[e-mail]
Certification Statement
I certify, under penalty of law that this Supplement-EZ form and all supporting information were prepared under my direction or supervision that the
information provided in the form is, to the best of my knowledge and belief, true, accurate, and complete and that the engineering plans,
specifications, operation and maintenance agreements and other supporting information are consistent with the information provided here.
=. oFESS/04� 4�
SEAL
051571 -
1.
Signature of Designer
Dale

DRAINAGE AREAS
1
Is this a high density project?
Yes
2
If so, number of drainage areas/SCMs
2
3
Does this project have low density areas?
No
4
If so, number of low density drainage areas
0
5
Is all/part of this project subject to previous rule
versions?
No
FORMS LOADED
DRAINAGE AREA INFORMATION
Entire Site
1
2
4
Type of SCM
Wet Pond
Wet Pond
5
Total drainage area (sq ft
1842972 sf
1141886 sf
552343 sf
6
Onsite drainage area (sg ft
1842972 sf
1141886 sf
552343 sf
7
Offsite drainage area (sq ft
8
Total BUA in project (sq ft
735961 sf
475548 sf
260413 sf
9
New BUA on subdivided lots (subject to permitting)
1 (sq ft
10permitting)
New BUA not on subdivided lots (subject to
s
11
Offsite BUA (sq ft
12
Breakdown of new BUA not on subdivided lots:
Parking (sq ft
Sidewalk (sq ft
65294 sf
46590 sf
18704 sf
Roof (sq ft
496000 sf
308000 sf
188000 sf
Roadway (sq ft)
164649 sf
110940 sf
53709 sf
Future (sq ft)
Other, please specify in the comment box
below (sq ft
10018 sf
10018 sf
13
New infiltrating permeable pavement on
subdivided lots (sq ft
14
New infiltrating permeable pavement not on
Isubdivided lots (sq ft
15
Existing BUA that will remain (not subject to
permitting) (sq ft)
17230 sf
16
Existing BUA that is already permitted (sq ft
17
Existing BUA that will be removed (sq ft
18
Percent BUA
41.65%
47.15%
19
Design storm inches
1.0 in
1.0 in
20
Desi n volume of SCM cu ft
40424 cf
21832 cf
21
Calculation method for design volume
Simple Method
Simple Method
ADDITIONAL INFORMATION
Please use this space to provide any additional information about the
22 ]drainage area(s):
Drainage Area #1 - Pool Impervious Area = 10,018sf Drainage
Area #1 has been designed for an area of 1,866,124 sf with an impervious area of
900,331 sf. The future phase includes an additional 724,238 sf of drainage area with an
additional impervious area of 424,783 sf.

WET POND
11 Drainage area number 1 2
2 Minimum re9uired treatment volume (cu ft) 40424 cf 21832 cf
GENERAL MDC FROM 02H .1050
3 Is the SCM sized to treat the SW from all surfaces at build -out?
Yes
Yes
4 Is the SCM located away from contaminated soils?
Yes
Yes
5 What are the side slo es of the SCM H: ?
3:1
3:1
6 Does the SCM have retaining walls, gabion walls or other
engineered side slopes?
No
No
Are the inlets, outlets, and receiving stream protected from erosion
7 (10- ear storm)?
Yes
Yes
8 Is there an overflow or bypass for inflow volume in excess of the
design volume?
Yes
Yes
9 What is the method for dewatering the SCM for maintenance?
Pump (preferred)
Pump (preferred)
10 If applicable, will the SCM be cleaned out after construction?
Yes
Yes
11 Does the maintenance access comply with General MDC (8)?
Yes
Yes
12 Does the drainage easement comply with General MDC (9)?
Yes
Yes
If the SCM is on a single family lot, does (will?) the plat comply with
13 General MDC(10)?
N/A
NIA
14 Is there an O&M Agreement that complies with General MDC (11)?
Yes
Yes
15 Is there an O&M Plan that complies with General MDC 12 ?
Yes
Yes
16 Does the SCM follow the devicespecific MDC? I
Yes
Yes
17 Was the SCM designed by an NC. licensed rofessional7 I
Yes
Yes
IVU 1 rUNU IYn]C I-KUM Vi Hl r2's3
18 Sizing method used
SA/DA
SA/DA
19 Has a stage/storage table been provided in the calculations?
Yes
Yes
20 Elevation of the excavated main pool depth (bottom of sediment
removal) (fmsl)
251.00
250.00
21 Elevation of the main pool bottom (top of sediment removal) (fmsl)
252.00
251.00
22 Elevation of the bottom of the vegetated shelf (fmsl)
255.50
254.50
23 Elevation of the permanent pool (fmsl)
256.00
255.00
24 Elevation of the top of the vegetated shelf (fmsl)
256.50
255.50
25 Elevation of the temporary pool fmsl
257.00
255.90
26 Surface area of the main permanent pool (square feet)
51435
18440
27 Volume of the main permanent pool (cubic feet)
183364 cf
60353 cf
28 Average depth of the main pool feet
3.76 ft
3.59 ft
29 Average depth euation used
Equation 3
Equation 3
30 If using equation 3, main pool perimeter (feet)
975.0 ft
593.0 ft
31 If using equation 3, width of submerged veg. shelf (feet)
3.0 ft
3.0 ft
32 Volume of the foreba cubic feet
35620 cf
9396 cf
33 Is this 15-20% of the volume in the mainpool?
Yes
Yes
34 Clean -out depth for foreba (inches)
24 in
24 in
35 Design volume of SCM (cu ft)
40424 cf
21832 cf
36 Is the outlet an orifice or a weir?
Orifice
Orifice
37 If orifice, orifice diameter (inches)
5.0 in
2.50 in
38 If weir, weir height inches
39 If weir, weir length (inches)
40 Drawdown time for the temporary pool (days)
2.06
2.36
41 Are the inlet(s) and outlet located in a manner that avoids short-
circuiting?
Yes
Yes
42 Are berms or baffles provided to improve the flowpath?
Yes
Yes
43 Depth of forebay at entrance (inches)
36 in
36 in
44 Depth of forebay at exit inches
30 in
30 in
45 Does water flow out of the forebay in a non -erosive manner?
Yes
Yes
46 Width of the vegetated shelf (feet)
6 ft
6 ft
47 Slope of vegetated shelf (H:V)
6:1
6:1
48 Does the orifice drawdown from below the top surface of the
permanentpool?
Yes
Yes
49 Does the pond minimize impacts to the receiving channel from the 1
yr, 24-hr storm?
Yes
Yes
50 Are fountains proposed? (If Y, please provide documentation that
MDC(9) is met.
No
No
51 Is a trash rack or other device provided to protect the outlet system?
Yes
Yes
52 Are the dam and embankment planted in non -clumping turf grass?
Yes
Yes
53 Species of turf that will be used on the dam and embankment
Hybrid Bermuda
Hybrid Bermuda
54 Has a planting plan been provided for the vegetated shelf?
Yes
Yes
ADDITIONAL INFORMATION
55
Please use this space to provide any additional information about
the wet pond(s):
Wet Pond 1 8:21 AM 1/5/2022

}-lam -? D flo^r Se A-&- - 10 . c0? 4 C-

Bowman North Carolina, Ltd.
Cameron Village, Raeford, Hoke County, NC
Curve Number Calculation (CN)
Pre -Developed Conditions #2
Drainage Area (acres,): 12.68
Existing Soil Groups:
Soil Grouo Map Symbol Soil Description Acres Percent of DA__
A/D Ra Rains Sandy Loam 5.30 42%
A NoB Norfolk Loamy Sand 7.38 58%
Existing Land Uses:
Land Use Description Exislinci Soil Grov Acres Curve # We4ahled CN
Wooded - Good Stand A 2.58 52 10.6
Open - Good A 10.10 55 418
Cumulative Curve # = 54.4

Bowman North Carolina, Ltd.
Cameron Village, Raeford, Hoke County, NC
Curve Number Calculation (CN)
Post -Developed Conditions #2
Drainage Area LacresZ 12.68
Existing Soil Groups:
Soil Grow Map Symbol Soil Description Acres Percent of DA
A/D Ra Rains Sandy Loam 5.30 42%
A NoB Norfolk Loamy Sand 7.38 58%
Proposed Land Uses:
Land Use Description Existing Soil Group Acres Curve # Weighted CN
Impervious Area A/C 5.98 98 462
Open Space - Good Condition A 6.70 55 29.1
Cumulative Curve # = 75.3

Proposed Wet Pond #2
Project Information
Project Name: Cameron Village
Project #:
Designed by: CEP Date: 12/29/2021
Revised by: Date:
Checked by: Date:
ite Information
Sub Area Location: Drainage To Proposed Wet Pond
Drainage Area (DA) = 12.68 Acres 552,343 sf
Impervious Area (IA) = 5.98 Acres 260,413 sf
Percent Impervious (1) = % 47.15 %
Required Surface Area
Permament Pool Depth: 3.59 ft Non -Coastal County
SA/DA = 1.55
Min Re 'd Surface Area = 8.561 sf at Permanent Pool)
Required WQv Storage Volume
Design Storm = 1 inch Non -Coastal County
Determine Rv Value = 0.05 + .009 (1) = 0.474 in/in
Storage Volume Required = 21,832 cf above Permanent Pool
Elevations
Top of Pond Elevation =
259.00
ft
Temporary Pool Elevation =
265.90
ft
Permanent Pool Elevation =
255.00
ft
Shelf Begining Elevation =
255.50
ft
Forebay Weir =
254.00
ft
Shelf Ending Elevation =
254.50
ft
Bottom Elevation =
251.00
ft
Permanent Pool Area
Area @ Top of Permanent Pool = 18,440 sf
Volume of Temporary Storage = 78,983 cf
Is Permenant Pool Surface Area Sufficient (yes/no)? ( 18440 > 8561 ) sf
Volume of Storage for Design Storm = 78,983 Yes ( 78983 > 21832 ) cf

Incremental Drawdown Time
Project Information
Project Nar Cameron Village
Project #:
Bsigned by: CEP
iecked by:
STORMWATER POND #2
INCREMENTAL DRAWDOWN METHOD -Water Quality Volume
Date: 12/29/2021
Date:
Water Quality Orifice
* Incremental Determination of Water Quality Volume Drawdown Time
Zone 2
Orifice Diameter (D) =
Cd =
Ei =
Zone 1 Range =
Zone 2 Range =
Zone 3 Range =
Q3 = 0.0437 Co * D2 (Z-D/24-Ei)^(112)
Q2 = 0.372 Co * D*(Z-Ei)A(3rz)
Q,=0
2.5 in
0.6
255
Orifice Inv.
0.00
to 255
255
to 255.1
255.1
to 256
Incremental Drawdown Method
Countour
Contour
Area
Incremental
Volume
Stage, Z
Zone
Q
Drawdown
Time
sq ft
cu ft
ft
cfs
min
255.00
25,040
0
0.00
2.00
0.000
--
255.50
27485
13.128
0.50
3.00
0.103
2.122
255.90
28745
11.246
0.40
3.00
0.146
1.282
Tots l
24,374
-
3.404
Drawdown Time = Incremental Volume / Q / 60sec/min
Summary
Total Volume = 24,374 cf
Total Time = 3,404 min
Total Time = 2.36 days
12/29/2021 Prop Wet Pond- new design-CV#1 1 of 1

Project: Pond #1 Date: 12/29/2021
Main -Pond Contours -Volumes
Elevation
Main -Pond
Incremental Vol.
Accumulated Vol.
Description
255
18,440
8,783
60,353
A2 (Perm -Pool)
254.5
16,690
8,203
51,570
Al (Bottom -Shelf)
254
16,120
15,558
43,368
253
14,995
14,448
27,810
252
13,900
13,363
13,363
251
12,825
0
0
A3 (Bottom -Pond)
Forebay Contours -Volumes
Elevation
FB1
FB2
FB3 Total -Areas
Incremental Vol.
Accumulated Vol.
255
3,020
3,155
6,175
2,979
9,396
254.5
2,805
2,935
5,740
2,768
6,418
254
2,600
2,730
5,330
3,650
3,650
253
965
1,005
1,970
0
0
Forebay Volume
Average Depth (Option 1)
Average Depth Calculation (Option 2)
Vpp
permeter of shelf
width of shelf
Al (Bottom -Shelf):
15.6% *Between 15% & 20%
3.09 *At least 3' average depth
60,353
593
3
16,690
Average Depth = 3.59

Project Information
Site Information
Proposed Wet Pond #2
Project Name: Cameron Village
Project #
Designed by: CEP Date: 12/29/2021
Revised by: Date -
Checked by: Date.
Sub Area Location:
Drainage
to Proposed Pond
Drainage Area (DA) _
12.68
Acres
Impervious Area (IA) =
5.98
Acres
Percent Impervious (1) =
47.15
% (Drainage Area)
Orifice Sizing
Orifice Size = 2.50 in (Diameter)
Drawdown Time = 2.36 days (Incremental Draw Down Method)
less than 5 days (yes/no) ? yes
greater than 2 day (yes/no) ? yes
Anti -Flotation Device
4' x 4' Outlet Structure
Area:
16.0
sf
Volume:
128.0
cf
Weight:
7987
Ibs
Factor of Safety
1.20
WT Req'd of Anti -Flotation Device:
9,585
Ibs
Volume of Concrete Req'd:
63.9
cf
(Water Displaced - Top of Pond to Bottom of Pond)
(Unit WT of Concrete = 150 pcf)
Volume Provided: 101.5 cf (4'x4' riser x 4' = 64sf, 5'x5' footing x 1.5'=37.5cf)

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imm=sorm
WLI POND PLAN VIEW

'STAGE/STORAGE TABLE _
STAGE ELEVATION CONTOUR INCREMENTAL TOTAL
(FT) (FT) AREA (SF) STORAGE (CF) STORAGE (CF)
0.0
255.0
25040
0
0
0.5
255.5
27485
13131
13131
0.9
255.9
28745
11246
24377 (WQv)
1.0
256.0
29065
2891
27268
2.0
257.0
32275
30670
57938
3.0
258.0
35075
33675
91613
4.0
259.0
37925
36500
128113
"'STORMWATER
MANAGEMENT DESIGN
WET DETENTION POND#2
RIVER BASIN:
CAPE FEAR
RECEIVING STREAM:
BEAVER CREEK
STREAM INDEX:
18-31-19-5
STREAM CLASS:
C
HUC:
03030004
POND DESIGN SUMMARY
DRAINAGE AREA TO POND:
12.68 ACRES
SITE IMPERVIOUS AREA TO POND: 5.98 ACRES
OFF DESIGN IMPERVIOUS AREA TO POND: 0.00 ACRES
TOTAL DESIGN IMPERVIOUS AREA TO POND: 5.98 ACRES
PRE -DEVELOPED POST -DEVELOPED POST DEVELOPED
DRAINAGE AREA: 12.68 AC 12.68 AC
CURVE NUMBER: 54.4 75.3
1.0" STORM EVENT:
0.150
CFS
0.005
CFS
1-YEAR STORM EVENT:
0.655
CFS
21.60
CFS
0.174
CFS
2-YEAR STORM EVENT:
2.257
CFS
31.26
CFS
0.945
CFS
10-YEAR STORM EVENT:
10.92
CFS
60.56
CFS
10.38
CFS
100-YEAR STORM EVENT:
31.91
CFS
111.73
CFS
20.07
CFS

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4" PVC SCREW CAP
FOR CLEANING ACCESS
12" MIN.
PERM. POND ELEV.=255.0
12" MIN.
4"x4" PVC T
i
21"DIA. HOLE DRILLEL
INTO BOTTOM CAP
PVC DRAIN OUTLET
SCALE: N.T.S.
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THROUGH RISER
STRUCTURE
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SCALE: N.T.S.

#4 REBAR ® 12" OC
IN FRONT do REAR FACE
OF COLLAR. REBAR TO
HAVE 3" MIN. CONC. COVER
FROM EDGE OR FACE OF COLLAR
NOTES:
1. ALL CONCRETE TO BE 3000 PSI
NON —FLY ASH.
2. APPLY J" THICK WRAP OF ASPHALTIC
CEMENT AROUND DISCHARGE PIPE 6"
BEYOND PLANNED SEEPAGE COLLAR ON
BOTH SIDES.
3. APPLY ADDITIONAL ASPHALTIC CEMENT
AT PIPE/SEEPAGE COLLAR INTERFACE
ON UPSTREAM FACES.
4. TO BE FIELD INSPECTED BY
GEOTECHNICAL ENGINEER. ASPHALTIC
CEMENT TO MEET OR EXCEED FEDERAL
SPECIFICATION SS-153 TYPE 1:
ASTM—D-2822-75 TYPE 1.
CONCRETE SEEPAGE COLLAR
SCALE: N.T.S.

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Pond Report 5
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc v2022
Wednesday, 12 129 / 2021
Pond No. 1 - Wet Pond
Pond Data
Contours -User-defined contour areas.
Average end area method used for volume calculation. Begining Elevation = 255.00 ft
Stage / Storage Table
Stage (ft) Elevation (ft)
Contour area (sgft)
Incr. Storage (cuft)
Total storage (cuft)
0.00 255-00
25,040
0
0
050 255,50
27,485
13,131
13,131
090 255-90
28,745
11,246
24,377
1.00 256-00
29,065
2,891
27,268
2.00 25700
32,275
30,670
57,938
3-00 258-00
35,075
33,675
91,613
4.00 259.00
37,925
36,500
128,113
Culvert / Orifice Structures Weir Structures
[A] [B] [C] [PrfRsr] [A] [B] [C] [D]
Rise (in)
= 24.00
2.50
Inactive
Inactive
Crest Len (ft)
= 6.00
10.00
Inactive
Inactive
Span (in)
= 24.00
2.50
000
0.00
Crest El. (ft)
= 256.30
257.00
0.00
0.00
No. Barrels
= 1
1
0
0
Weir Coeff.
= 3.33
2.60
3.33
3-33
Invert El. (ft)
= 255.00
255.00
000
000
Weir Type
= Rect
Broad
-
--
Length (ft)
= 204.00
050
0.00
0.00
Multi -Stage
= Yes
Yes
No
No
Slope (%)
= 0.54
1.00
0.00
n/a
N-Value
= 013
.013
013
n/a
Orifice Coeff.
= 0.60
0.60
0.60
0.60
Exfil.(in/hr)
= 0 000 (by
Contour)
Multi -Stage
= n/a
Yes
No
No
TW Elev. (ft)
= 0.00
Stage (ft)
4.00
3.00
2.00
Note: Culvert/Orifice outflows are analyzed under inlet (ic) and oullet (oc) control Weir risers checked for orifice conditions (ic) and submergence (s)
Stage / Discharge
Elev (ft)
259.00
258.00
257.00
- I I
1.00 - 256.00
I
0.00 - - 255.00
000 200 400 600 800 1000 1200 1400 1600 1800 20.00 22.00 24.00
Total Q Discharge (cfs)

Hydrograph Summary Repo Oydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2022
Hyd.
No.
Hydrograph
type
(origin)
Peak
flow
(cfs)
Time
interval
(min)
Time to
Peak
(min)
Hyd.
volume
(cult)
Inflow
hyd(s)
Maximum
elevation
(ft)
Total
strge used
(cuft)
Hydrograph
Description
Pre -Developed -Overall Site
1
SCS Runoff
0.655
2
748
8,767
------
--
2
SCS Runoff
21.60
2
718
43,297
--
-
------
Post Developed to Pond
3
Reservoir
0.174
2
1442
37,422
2
256.29
36,195
Post Through Pond
5
SCS Runoff
0.150
2
360
1,409
------
------
- --
1.0 Post -Developed to Pond
6
Reservoir
0.005
2
368
984
5
255.05
1,383
1.0inPost Through Pond
Wet_pond#2.gpw
Return Period: 1 Year
Wednesday, 12 / 29 / 2021

K
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2022
Hyd. No. 1
Pre -Developed -Overall
Site
Hydrograph type
= SCS Runoff
Storm frequency
= 1 yrs
Time interval
= 2 min
Drainage area
= 12.680 ac
Basin Slope
= 0.0 %
Tc method
= User
Total precip.
= 3.04 in
Storm duration
= 24 hrs
Wednesday, 12 / 29 / 2021
Peak discharge
= 0.655 cfs
Time to peak
= 748 min
Hyd. volume
= 8,767 cuft
Curve number
= 54.4
Hydraulic length
= 0 ft
Time of conc. (Tc)
= 29.70 min
Distribution
= Type II
Shape factor
= 484
Pre -Developed -Overall Site
Q (cfs) Q (cfs)
Hyd. No. 1 -- 1 Year
1.00 - -- - —- 1.00
0.90 0.90
i
0.80 0.80
I !
0.70 - - 0.70
i
0.60 - - ---- - 0.60
I
0.50 -- - - 0.50
i
0.40 -- - - 0.40
0.30 - ! 0.30
0.20 - -- - 0.20
0.10 - — -- i— 0.10
0.00 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Time (min)
Hyd No. 1

3
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc v2022
Hyd. No. 2
Post Developed to Pond
Hydrograph type =
SCS Runoff
Storm frequency =
1 yrs
Time interval =
2 min
Drainage area =
12.680 ac
Basin Slope =
0.0 %
Tc method =
Total precip. =
3.04 in
Storm duration =
24 hrs
Q (cfs)
24.00 -- -
20.00
16.00
12.00
Wednesday, 12 / 29 / 2021
Peak discharge
= 21.60 cfs
Time to peak
= 718 min
Hyd. volume
= 43,297 cuft
Curve number
= 75.3
Hydraulic length
= 0 ft
Time of conc. (Tc)
= 5.00 min
Distribution
= Type II
Shape factor
= 484
Post Developed to Pond
Hyd. No. 2 -- 1 Year
Q (cfs)
24.00
20.00
- — — 16.00
12.00
8.00 8.00
i
4.00 — 4.00
0.00 - -� 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Hyd No. 2 Time (min)

4
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk( Civil 3D® by Autodesk, Inc. v2022
Wednesday, 12 / 29 / 2021
Hyd. No. 3
Post Through Pond
Hydrograph type
= Reservoir
Peak discharge
= 0.174 cfs
Storm frequency
= 1 yrs
Time to peak
= 1442 min
Time interval
= 2 min
Hyd. volume
= 37,422 cuft
Inflow hyd. No.
= 2 - Post Developed to Pond
Max. Elevation
= 256.29 ft
Reservoir name
= Wet Pond
Max. Storage
= 36,195 cuft
Storage Indication method used
Post Through Pond
Q (cfs) Hyd. No. 3 -- 1 Year Q (cfs)
24.00 - 24.00
I
' I
I
20.00 - 20.00
I I
16.00 --�. --I 16.00
12.00 -I - --- -- - 12.00
8.00 - - — - - - 8.00
4.00 4.00
0.000.00
0 600 1200 1800 2400 3000 3600 4200 4800 5400 6000
Time (min)
Hyd No. 3 — Hyd No. 2 - Total storage used = 36,195 cuft

(ydrograph Report
R
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2022
Hyd. No. 5
1.0 Post -Developed to Pond
Hydrograph type
= SCS Runoff
Storm frequency
= 1 yrs
Time interval
= 2 min
Drainage area
= 12.680 ac
Basin Slope
= 0.0 %
Tc method
=
Total precip.
- 1.00 in
Storm duration
- 6.00 hrs
Q (cfs)
0.50
0.45
0.40
0.35
0.30
025
020
015
0.10
0.05
0.00
0
60
Hyd No. 5
Wednesday, 12 / 29 / 2021
Peak discharge
= 0.150 cfs
Time to peak
= 360 min
Hyd. volume
= 1,409 cuft
Curve number
= 75.3
Hydraulic length
= 0 ft
Time of conc. (Tc)
= 5.00 min
Distribution
= SCS 6-Hr
Shape factor
= 484
1.0 Post -Developed to Pond
Hyd. No. 5 -- 1 Year
120 180
240 300 360
Q (cfs)
0.50
0.45
0.40
0.35
030
0.25
0.20
0.15
0.10
- 0.05
0.00
420
Time (min)

Hydrograph
Report
7
Hydraflow Hydrographs Extension for Autodesk0 Civil 31DO by Autodesk, Inc. v2022
Wednesday, 12 / 29 / 2021
Hyd. No. 6
1.0inPost Through Pond
Hydrograph type
= Reservoir
Peak discharge
= 0.005 cfs
Storm frequency
= 1 yrs
Time to peak
= 368 min
Time interval
= 2 min
Hyd. volume
= 984 cuft
Inflow hyd. No.
= 5 - 1.0 Post -Developed to PofVWX. Elevation
= 255.05 ft
Reservoir name
= Wet Pond
Max. Storage
= 1,383 cuft
Storage Indication method used
Q (cfs)
0.50
0.45
0.40
0.35
0.30
0.25
0.20
0.15
0.10
I
0.05
I
0.00 +
0 600
Hyd No. 6
1.0inPost Through Pond
Hyd. No. 6 -- 1 Year Q (cfs)
- — - — - --- 0.50
-- - --- - 0.45
i ' I
—------- - 0.40
� I
0.35
I
0.30
� I
I
0.25
0.20
- - — -- -- - 0.15
0.10
' I
- — - - - 0.05
I
0.00
1200 1800 2400 3000 3600 4200 4800 5400 6000
_ Time (min)
Hyd No. 5 1 Tl I I I! Total storage used = 1,383 cuft

Hydrograph Summary Repo - Xydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2022
Hyd,
No.
Hydrograph
type
(origin)
Peak
flow
(cfs)
Time
interval
(min)
2
Time to
Peak
(min)
Hyd.
volume
(cuft)
Inflow
hyd(s)
Maximum
elevation
(ft)
Total
strge used
(cuft)
Hydrograph
Description
1
SCS Runoff
2.257
736
17,776
-
— - -
Pre -Developed -Overall Site
2
SCS Runoff
31 26
2
718
62,592
-
--
- -
Post Developed to Pond
3
Reservoir
0 945
2
888
56,412
2
256.41
39,926
Post Through Pond
5
SCS Runoff
0.000
2
n/a
0
------
---
1.0 Post -Developed to Pond
6
Reservoir
0.000
2
n/a
0
5
255.00
0 000
1.0inPost Through Pond
I
Wet_pond#2.gpw
Return Period: 2 Year
Wednesday, 12 / 29 / 2021

10
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc v2022
Hyd. No. 1
Pre -Developed -Overall
Site
Hydrograph type
= SCS Runoff
Storm frequency
= 2 yrs
Time interval
= 2 min
Drainage area
= 12.680 ac
Basin Slope
= 0.0 %
Tc method
= User
Total precip.
= 3.68 in
Storm duration
= 24 hrs
Q (cfs)
3.00
2.00
1 00
Wednesday, 12 / 29 / 2021
Peak discharge
= 2.257 cfs
Time to peak
= 736 min
Hyd. volume
= 17,776 cuft
Curve number
= 54.4
Hydraulic length
= 0 ft
Time of conc. (Tc)
= 29.70 min
Distribution
= Type II
Shape factor
= 484
Pre -Developed -Overall Site
Hyd. No. 1 -- 2 Year Q (cfs)
- - 3.00
1.00
000 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Time (min)
Hyd No. 1

Eydrograph Report
Hydraflow Hydrographs Extension for Autodesk@ Civil 3D® by Autodesk, Inc v2022
Hyd. No. 2
Post Developed to Pond
Hydrograph type =
SCS Runoff
Storm frequency =
2 yrs
Time interval =
2 min
Drainage area =
12.680 ac
Basin Slope =
0.0 %
Tc method =
Total precip. =
3.68 in
Storm duration =
24 hrs
Q (cfs)
35.00
30.00
25.00
20.00
15.00
11
Wednesday, 12 / 29 / 2021
Peak discharge
= 31.26 cfs
Time to peak
= 718 min
Hyd. volume
= 62,592 cuft
Curve number
= 75.3
Hydraulic length
= 0 ft
Time of conc. (Tc)
= 5.00 min
Distribution
= Type II
Shane factor
= 484
Post Developed to Pond
Hyd. No. 2 -- 2 Year
Q (cfs)
35.00
- — — - 30.00
— 25.00
I
20.00
15.00
10.00 l— 10.00
5.00 - - - - 5.00
0.00 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Time (min)
Hyd No. 2

12
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk0 Civil 31DO by Autodesk, Inc. v2022 Wednesday, 12 / 29 12021
Hyd. No. 3
Post Through Pond
Hydrograph type
= Reservoir
Peak discharge
= 0.945 cfs
Storm frequency
= 2 yrs
Time to peak
= 888 min
Time interval
= 2 min
Hyd. volume
= 56,412 cuft
Inflow hyd. No.
= 2 - Post Developed to Pond
Max. Elevation
= 256.41 ft
Reservoir name
= Wet Pond
Max. Storage
= 39,926 cuft
Storage Indication method used.
Post Through Pond
Q (cfs)
Hyd. No. 3 -- 2 Year
Q (cfs)
35.00
35.00
30.00 1
- j
30.00
25.00 —
— -
-
rt
'
- 25.00
I
20.00 -
- — — - —
— —.i. 20.00
15.00
i
15.00
10.00
-
10.00
5.00
r
- - -
5.00
0.00 -
0.00
0
600 1200
1800 2400 3000 3600 4200 4800 5400
6000
Time (min)
Hyd No. 3
Hyd No. 2 1_I1-Lll! Total storage used = 39,926 cuft

15
Hydrograph Summary Repo - FTydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2022
Hyd.
No.
Hydrograph
type
(origin)
Peak
flow
(cfs)
Time
interval
(min)
Time to
Peak
(min)
Hyd.
volume
(cuft)
Inflow
hyd(s)
Maximum
elevation
(ft)
Total
strge used
(cuft)
Hydrograph
Description
1
SCS Runoff
10.92
2
732
53,677
—
--
Pre -Developed -Overall Site
2
SCS Runoff
60.56
2
716
122,465
- -
- -
--
Post Developed to Pond
3
Reservoir
1038
2
726
116,131
2
256.97
56,969
Post Through Pond
5
SCS Runoff
0.000
2
n/a
0
1.0 Post -Developed to Pond
6
Reservoir
0.000
2
n/a
0
5
255.00
0.000
1.0inPost Through Pond
Wet_pond#2.gpw
Return Period: 10 Year
i
Wednesday, 12 / 29 / 2021

Hydrograph Report
16
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2022
Hyd. No. 1
Pre -Developed -Overall
Site
Hydrograph type
= SCS Runoff
Storm frequency
= 10 yrs
Time interval
= 2 min
Drainage area
= 12.680 ac
Basin Slope
= 0.0 %
Tc method
= User
Total precip.
= 5.44 in
Storm duration
= 24 hrs
Q (cfs)
12.00
10.00
. IM
4.00
2.00
0.00 -
0
Peak discharge
Time to peak
Hyd. volume
Curve number
Hydraulic length
Time of conc. (Tc)
Distribution
Shape factor
Pre -Developed -Overall Site
Hyd. No. 1 -- 10 Year
Wednesday, 12 / 29 / 2021
= 10.92 cfs
= 732 min
= 53,677 cuft
54.4
= Oft
= 29.70 min
= Type II
= 484
Q (cfs)
12.00
10.00
OM
WO
4.00
2.00
0.00
120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Time (min)
Hyd No. 1

Hydrograph Report
17
Hydraflow Hydrographs Extension for Autodesk0 Civil 3DO by Autodesk, Inc. v2022
Hyd. No. 2
Post Developed to Pond
Hydrograph type =
SCS Runoff
Storm frequency =
10 yrs
Time interval =
2 min
Drainage area =
12.680 ac
Basin Slope =
0.0 %
Tc method =
Total precip. =
5.44 in
Storm duration =
24 hrs
Wednesday, 12 / 29 / 2021
Peak discharge
= 60.56 cfs
Time to peak
= 716 min
Hyd. volume
= 122,465 cuft
Curve number
= 75.3
Hydraulic length
= 0 ft
Time of conc. (Tc)
= 5.00 min
Distribution
= Type II
Shape factor
= 484
Post Developed to Pond
Q (cfs)
Hyd. No. 2 -- 10 Year
Q (cfs)
70.00 - -
70.00
60.00
- - -
—;
- -
60.00
50.00
- -
-
50.00
40.00
- -
I
I '
-
- ._. .. 40.00
30.00
- — !
—
30.00
20.00
7
20.00
10.00
10.00
0.00
- -
-- 0.00
0
120 240 360 480 600 720 840
960 1080 1200
1320 1440
Time (min)
Hyd No. 2

18
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk. Inc v2022 Wednesday, 12 / 29 / 2021
Hyd. No. 3
Post Through Pond
Hydrograph type
= Reservoir
Peak discharge
= 10.38 cfs
Storm frequency
= 10 yrs
Time to peak
= 726 min
Time interval
= 2 min
Hyd. volume
= 116,131 cuft
Inflow hyd. No.
= 2 - Post Developed to Pond
Max. Elevation
= 256.97 ft
Reservoir name
= Wet Pond
Max. Storage
= 56,969 cuft
Storage Indication method used
Post Through Pond
Q (cfs) Hyd. No. 3 -- 10 Year Q (cfs)
70.00 70.00
60.00 - - - - - - 60.00
50.00 - j 50.00
I
40.00 - — — -� - 40.00
I
30.00 30.00
20.00 - - — - - 20.00
10.00 - - - - 10.00
000 0.00
0 480 960 1440 1920 2400 2880 3360 3840 4320
Time (min)
Hyd No. 3 Hyd No. 2 I11-I-11J' Total storage used = 56,969 cuft

21
Hydrograph Summary Re p o lydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2022
Hyd.
No.
Hydrograph
type
(origin)
Peak
flow
(cfs)
Time
interval
(min)
Time to
Peak
(min)
Hyd.
volume
(cult)
Inflow
hyd(s)
Maximum
elevation
(ft)
Total
strge used
(cuft)
Hydrograph
Description
1
SCS Runoff
31.91
2
732
133,936
------
--
--
Pre -Developed -Overall Site
2
SCS Runoff
111.73
2
716
230,020
--
Post Developed to Pond
3
Reservoir
20.07
2
726
223,576
2
25847
108,644
Post Through Pond
5
SCS Runoff
0 000
2
n/a
0
- —
----
----
1.0 Post -Developed to Pond
6
Reservoir
0.000
2
n/a
0
5
255.00
0.000
1.0inPost Through Pond
Wet_pond#2.gpw
Return Period: 100 Year
Wednesday, 12 / 29 / 2021

22
Hydrograph Report
Hydraflow Hydrographs Extension for AutodeskO Civil 3D0 by Autodesk, Inc v2022
Wednesday, 12 / 29 / 2021
Hyd. No. 1
Pre -Developed -Overall
Site
Hydrograph type
= SCS Runoff
Peak discharge
= 31.91 cfs
Storm frequency
= 100 yrs
Time to peak
= 732 min
Time interval
= 2 min
Hyd. volume
= 133,936 cuft
Drainage area
= 12.680 ac
Curve number
= 54.4
Basin Slope
= 0.0 %
Hydraulic length
= 0 ft
Tc method
= User
Time of conc. (Tc)
= 29.70 min
Total precip.
= 8.28 in
Distribution
= Type II
Storm duration
= 24 hrs
Shape factor
= 484
Pre -Developed -Overall Site
Q (cfs) Hyd. No. 1 -- 100 Year
35.00
30.00
25.00
20.00
15.00
Q (cfs)
35.00
I
- —j 30.00
25.00
20.00
15.00
10.00 - — 10.00
5.00 — — - -- 5.00
0.00— 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Hyd No. 1 Time (min)

23
Hydrograph Report
Hydraflow Hydrographs Extension for AutodeskO Civil 3D0 by Autodesk, Inc. v2022
Wednesday, 12 / 29 / 2021
Hyd. No. 2
Post Developed to Pond
Hydrograph type =
SCS Runoff
Peak discharge
= 111.73 cfs
Storm frequency =
100 yrs
Time to peak
= 716 min
Time interval =
2 min
Hyd. volume
= 230,020 cuft
Drainage area =
12.680 ac
Curve number
= 75.3
Basin Slope =
0.0 %
Hydraulic length
= 0 ft
Tc method =
Time of conc. (Tc)
= 5.00 min
Total precip. =
8.28 in
Distribution
= Type II
Storm duration =
24 hrs
Shape factor
= 484
Q (cfs)
120.00
100.00
40.00
20.00
Post Developed to Pond
Hyd. No. 2 -- 100 Year
Q (cfs)
120.00
100.00
4000
0.00 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320
Hyd No. 2 Time (min)

24
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2022 Wednesday, 12 / 29 / 2021
Hyd. No. 3
Post Through Pond
Hydrograph type
= Reservoir
Peak discharge
= 20.07 cfs
Storm frequency
= 100 yrs
Time to peak
= 726 min
Time interval
= 2 min
Hyd. volume
= 223,576 cuft
Inflow hyd. No.
= 2 - Post Developed to Pond
Max. Elevation
= 258.47 ft
Reservoir name
= Wet Pond
Max. Storage
= 108,644 cuft
Storage Indication method used-
Q (cfs)
120.00 -
100.00
:m
.M
40.00
20.00
Post Through Pond
Hyd. No. 3 -- 100 Year
Q (cfs)
- 120.00
100.00
:M
.M
40.00
20.00
000 — 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 1680
Hyd No. 3 Hyd No. 2 _LLI I IS Total storage used = 108,644 CA Time (min)

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