SW6220504_Design Calculations_20220926

Storm wafer Management Report
Sepfem,ber 26, 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.
4006 Barrett Drive, Suite 104
Raleigh, NC 27609
[phone]
Firm#F-1445
Bowman
SEAL
051571
lay
rrrr Irq •O

TABLE OF CONTENTS
OVERVIEW
FIGURES
SOILS SURVEY & SOIL INFORMATION
USGS TOPOGRAPHIC MAP
FEMA FIRM MAP
WATER SURFACE CLASSIFICATIONS
HUC
NOAA POINT PRECIPITATION FREQUENCY ESTIMATES
WATER OUANTITY-WET POND #1
DRAINAGE AREA MAP
CN VALUES
PRE -DEVELOPMENT HYDROGRAPHS
POST - DEVELOPMENT HYDROGRAFHS
TIME VS. VOLUME (STORAGE)
TIME VS. ELEVATION (STAGE)
ELEVATION -VOLUME -FLOW SUMMARY
SCM SUMMARY
TIME OF CONCENTRATION
WATER QUANTITY -WET POND #2
DRAINAGE AREA MAP
CN VALUES
PRE -DEVELOPMENT HYDROGRAPHS
POST -DEVELOPMENT HYDROGRAPHS
TIME VS. VOLUME (STORAGE)
TIME VS. ELEVATION (STAGE)
ELEVATION -VOLUME -FLOW SUMMARY
SCM SUMMARY
TIME OF CONCENTRATION

OVERVIEW
This report contains the storm water management overview for the proposed residential
development site, Cameron Village, on Club Pond Road in Raeford, INC. 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 744,489sf (17.09ac 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.
Impervious Area 5Mmmsl-- Wet Pond # 1
On -Site
Pavement
110 940
2.55
Sidewalk
46,590
1.07
Lots
308,000
7.07
Pool
10,018
j 0.23
Total IA to Wet Pond#1
475,548
10.92

Im pervious Area Summar — Wet Pond #1 OveraI
On -Site
110 940
46,590
308,000
Pavement _
Sidewalk
2.55
1.07
7.07
Lots
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
188,000
0.43
4.32
Lots
Total IA to Wet Pond#2
260,413 1
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

Hydrologic Soil Group —Hoke County, North Carolina ;
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1'Sim Natural Resources VVeh Soil Survey 101412011
Conservation Ccrvice National Cooperalive Soil Survey Pane 1 of 4

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Hydrologic Soil Group —Hoke County, North Carolina
Hydrologic Soil Group
Map unit symbol I Map unit name
Mc McColl loam I D
NoB Norfolk loamy sand; 2 to A
6 percent slopes
Ra Rains sandy loam, 0 to A/D
2 percent slopes
Totals for Area of Interest
Description
Rating
Acres in AOI I Percent of AOI
2.8 5J%
39.8. 79.8%
7.3 1 14.6%
— —- — — — 49.8I—
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
IfM Conservation Service
Web Soil Survey
National Cooperative Soil Survey
i 00:0' o
10/4/2021
Page 3 of 4

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10/4/21, 1:07 PM Precipitation Frequency Data Server
T
NOAA Atlas 14, Volume 2, Version 3
Location name: Raeford, North Carolina, USA*
Latitude: 35.0097*, Longitude:-79.1752* p
Elevation: ft**
' source: ESRl SRI Maps
" source: USGS
POINT PRECIPITATION FREQUENCY ESTIMATES
G M. Bonnin, D. Marlin. B. Lin, T. Parzybok, M.Yekla, 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)'
Average recurrence interval (years)
Duration
1 5 10 125 50 100 200 500 1000
2 �����
5-min
0.436
0.514
0.600
0.664
0.741
0.797
0.850
0.899
0.961
1.01
o
(-396-0-482)
(0.468-0.569 .
(0 545-0.664)
0.602-0.733)
(0.669-0.816)
10-717-0,876)
(0.761-0.933)
(6-801-0.9B7)
(0.848-1.06)
(0 884-1.11
10-min
0,633-.O 770
UJ49-0 911
(0 8796106
(0 96 -11 17)
(1.0711830)
[1 142174a)
(1 213548)
(1 2741357)
(1 345267)
(1.39-51974)
0.870
1.03
1.22
1.34
1.50
1.61
1. 11
1.80
1.91
1.99
15-min
I
(0.791-0.963)
(0,941-1.15)
(111-1.35
1,22-1.48)
(1.35-1.65)
1.45-1.77)
(1.53-187)
(1.60-1.98)
(169-2.10)
1 (1.75-2.19)
1.19
1.43
1.73
1.95
2.22
2.42
2.61 !
2.80
3.04 1
3.23
30-min
1.08-1.32
1.30-1.58)
(1.57-1.91) 11
(1.77-2.15) 11
(2.00-2-44)
(2.18-2.66
2.34-2 87) I
(2-50-3.07)
(2 69-3-34)
1.49
1.79
2.21
2.54
2.95
3.28
3.60
3.93
4.37
4.71
60-min
(1.35-1.65)
.(1.63-1.98)
(2.01-2.45)
(2.30-2.80)
(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
1.74 r
(.1.56-1.9�)
2.10 )
(1.90-2-36
2.64
(2.38-2-96)
3.06
(2.75-3-42)
3.61 )
(3.23-4.04
( 4. 66 )
3.61-4.53
4.51
(3.99-5 03
4.96
(4.36-5.54)
5.59 )
i4.86.6-23
6.08
(5.25-6 79)
1.84
2.23
11 2.81
3.27
3.92
4.44
4.99
5.57
6.38
7.03
3-hr
(t.66-2.07)
(2 01-2-50)
2 53-3-16)
(2.94-3.67)
(3-49-4.39)
3.94-4.97
(4.39-5 58
4.86-6-211
(5 50-7.12
(6.00-7.84)
6-hr
2.19 )
(1.98-2.44
2.65
(2.40-2.95)
3.35
(3.03-3.72)
3.91
(3.53-4.35)
4.70
(4,20-5.211
5.35
(475-5.91)
6.03 )
(5-31-6-65
6.74 )
(5.89-7.43
7.76
(669-8.54)
8.58
(732-9-45)
12-hr
3.97
9 5
(2 33 2888)
(2 83 3349)
(3 58 4.43)
(4, 95619)
(5.02 6425)
(5 0 7513)
(6 0 8107)
(7 4 9408)
8 0 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
(2 82-3 29)
1 (3 41-3.98)
1 (4.32-5.04)
(5.03-5.88)
1 (6.00-7.04)
1 (6 78-7.96)
(7 58-8 93)
(8.40-9.92
9 52-11.3
10.4-12.4
3.53
4.26
5.35
6.22
7.42
8.38
9.37
10.4
11.8
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)
(8.61-10.1 )
9.51-11:2)
10.7-12.7
11.7-13.9
3-day
3.75
4.51
5.64
6.54
7.77
8.76
9.78
10.8
12.3
13.4
(3.50-4.01)
(4-22-4.84)
(5.26-6.04)
(6.09-7.00)
1 (7.21-8.32)
(8-10-9.37)
(9.94-11,6) JI
(11.2-13.2)
(12.2-14.4)
4-day
3.97
4.77
5.93
6.86
8.13
9.14
10.2
11.3
12.7
13.9
(3-72-4-24)
(4 47-5.10)
(5-55-6.33)
(6.40-7.31)
(7.56-8.66)
1 (8.47-9.74)
(9-41-10-9)
1 (10.4-12,0)
(11-7-13-6)
(12 7-14.9)
4.61
5.51
6.78
7.77
9.14
10.2
11.4
12.5
14.1
15.3
7-day
(4.31-4 93)
(5 16-5 89)
(6-33-7-24 )
7,25-8.31)
(8,50-9.77)
(9 49-10 9 )
( 10.5-12.1
11.5-13.4)
12-9-15.1
j14.0-16.5)
5.28
6.30
7.62
8.65
10.0
11.1
12.2
13.4
10-day
(4.97-5-61)
(593-6.70)
(7.16-8.09)
(8.12-9.18)
(9.40-10.7)
(10.4-118)
(11.4-13.0 )
( 12.4-14.2)
(13-8-15.9)
74.8-17.1
20-day
7.12
6 72-7-56)
8.43
[7 97-&-95j
10.0
(9.46.10.6)
11.3
(10 6-12 0)
13.0
(12.2-13-8)
14.3
(13 4-15 2)
15.6
14 6-16 6
17.0
(15 8-18 0)
18.8
(17 5-20 0)
26.3
(18 7-21 6)
8.85
10.4
12.2
13.6
15.4
16.8
18.1
19.5
21.3
22.7
30-day
( 8 38-9.37)
(9 88-11.0)
(11.5-12 9)
(12.8-14.4)
114.5-16.11
(15.8-17 8)
[ (17 0-19-2)
18 3-20.7)
1 (19 9-22.7)
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 9)
(14.3-16,0)
(15.7-17.6)
(17 6-19.6)
(18-9-21 2)
20:3.•22.8
( 21 6-24.3)
(23.3-26.3
24.5-27.9
60-day 13.4 )
(12 7-14.1
15.7 17.9 )
14.9-1Y .5) (17.0-18.8
19.6 )
(16.6-20.6
21.7
(20.6- 2.8)
�23.3 )
12 1 24 5
7 24.9
(, 3 a 26.2)
26.4 )
(24 9-27.8
28.4
(26.7-30.0)
29.9
(28.0-31.6)
Precipitation frequency (PF) estimates in this table are based on frequency analysis of partial duration series (PDS).
Numbers in parenthesis are PF estimates at lower and upper bounds of the 90% confidence interval, The probability that precipitation frequency estimates (for
given duration and average recurrence interval) will be greater than the upper bound (or less than the laver bound) is 5%. Estimates at upper bounds are
I)ot 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
hItps://hdsc,nws,noaa,gov/hdsc/pfds/pfds_printpage.html?lat=35.0097&Ion=-79,1752&data=depth&units=engIish&series=pds 1/4

WATER QUANTITY -WET POND #1

SUPPLEMENT-EZ COVER PAGE
FORMS LOADED
PROJECT INFORMATION
1
Project Name
Cameron Village
42.3088
2
Pro'ect Area ac
3
Coastal Wetland Area (OC)
'
4
Surface Water Area ac
5
Is this project High or Low Comity?
High
6
Does this project use an off -site SCM?
No
COMPLIANCE WITH 02H.1003(4)
7
Width of vegetated setbacks provided (feet)
30
8
WIII the vegetated setback remain vegetated?
NIA
9
If BUA is proposed in the setback, does it meet NCAC 021-1.10.03(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 S leader -Filter 5tri LB-F5
0
20
Disconnected Im ervlous Surface (DIS)
0
21
Treatment Swale
0
22
DryPond
0
23
StormFilter
0
24
Silva Cell
0
25
Bayfilter
0
26
Filterra
0
FORMS LOADED
DESIGNER_Gkg7gFICATION - - -- -
_27 Name and Title:
28 ar anization:
29 Street address'
Carte Pardo, PE
Bowman North Carolina, Ltd.
4006 Barrett Drive, Suite 104
30
City, State, Zi !
Raleilh, NC 27609
31
Phone number(&):
Email; _
_ 919-553-6570
32
cpardotghowmanxurn
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.
� x%J4ltIIIIfjrfrr,
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Signature of Designer
Date

DRAINAGE AREAS
1
Is this a high density project?
Yes
2
If so, number of drainage areas/SCMs
3
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
3
4
Type of SCM
-
Wet Pond
Wet Pond
Bypass
5
Total drainage area (sq ft
1842972 sf
1141886 sf
552343 sf
13073
6
Onsite drainage area (sq ft
1842972 sf
1141886 sf
552343 sf
13073
7
Offsite drainage area (sg ft
8
Total BUA in project (sq ft
744489 sf
475548 sf
260413 sf
8528 sf
9
New BUA on subdivided lots (subject to permitting)
(sq ft
496000 sf
308000 sf
188000 sf
10permitting)
New BUA not on subdivided lots (subject to
s
248489 sf
167548 sf
72413 sf
8528 sf
11
JOffsite BUA (sq ft
12
Breakdown of new BUA not on subdivided lots:
Parking (sq ft
Sidewalk (sq ft
67235 sf
46590 sf
18704 sf
1941 sf
Roof (sq ft)
Roadway s ft)
Future (sq ft)
Other, please specify in the comment box
below (sq ft)
171236 sf
110940 sf
53709 sf
6587 sf
10018 sf
10018 sf
13
New infiltrating permeable pavement on
subdivided lots (sq ft
14
New infiltrating permeable pavement not on
subdivided lots (sq ft
15
Existing BUA that will remain (not subject to
ermitting) (sq ft
17230 sf
17230 sf
16
Existing BUA that is already permitted (sq ft
17
Existing BUA that will be removed (sq ft
18
Percent BUA
40.40%
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
Calculation method for design volume
I Simple Method
Simple Method
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
1
Dralna a area number 1
2
21
Minimum required treatment volume cu ft) 4D424 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: ?
3:1
3:1
6
Does the SCM have retaining walls, gabion walls or other
en ineered side slopes?
No
No
7
Are the inlets, outlets, and receiving stream protected from erosion
(10- ear storm)?
Yes
Yes
8
Is there an overflow or bypass for inflow volume in excess of the
desi n volume?
Yes
Yes
9
What is the method for dewatering the SCM for maintenance?
Pump (preferred)
Pump (preferred)
10
If aeplicable, 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 by an NC licensedprofessional?
Yes
Yes
WET 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 ool fmsl
257.80
256.30
26
Surface area of the main ermanent 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 de the uation used
Equation 3
Equation 3
301
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)
146649 cf
36180 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)
Are the inlet(s) and outlet located in a manner that avoids short-
circuiting?
Are berms or baffles provided to improve the flow ath?
3.01
3.16
41
Yes
Yes
42
Yes
Yes
43
Depth of forebay at entrance (inches)
36 in
36 in
44
Depth of forebay at exit (inches)
0 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:
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
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
1 Hasa planting plan been provided for the vecietated shelf?
Yes
Yes
ADDITIONAL INFORMATION = -
Please use this space to provide any additional information about
55 the wet pond(s):
Wet Pond 1 1:33 PM 9/26/2022

-TI-rAC A- &�ceAlc-�,.� U&� ?ioe,3-'O

Bowman North Carolina, Ltd.
Cameron Village, Raeford, Hoke County, NC
Curve Number Calculation (CN)
Pre -Developed Conditions #1
Drainage Area (acres Z 26.21
Existing Soil Groups.
Soil Group Man 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%
Existing Land Uses:
Land Use Description ExistingSoilGroup Acres
Curve #
Weiphted CN
Wooded - Good Stand A 21.51
52
42.7
Open - Good A 1.50
55
3.1
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) 26.21
Existing Soil Groups:
Soil Group 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%
ftcased land Uses.
Land Use Description Existing Soil Group Acres
Curve #
Weighted CN
Impervious Area A & D 10.92
98
40.6
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 9/26/2022
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 (1) = % 41.65 %
Required Surface Area
Permament Pool Depth: 3.76 ft
SA/DA = 1.35
Min Req'd Surface Area = 15.415 sf (at Permanent Pool
Required WQv Storage Volume
Design Storm = 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 = 257.80 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 = 146,649 cf
Is Permenant Pool Surface Area Sufficient (yes/no)?
Yes
( 51435 >
15415 ) sf
Volume of Storage for Design Storm = 146,649
Yes
( 146649 >
40424 ) cf

Incremental Drawdown Time
Project Information
Project Nar Cameron Village
Project #:
asigned by: CEP
iecked by:
STORMWATER POND #1
INCREMENTAL DRAWDOWN METHOD -Water Quality Volume
Date: 9/26/2022
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 CD * Dz (Z-D/24-Ei)^(1121
QZ = 0.372 Co * D*(Z-EI)A(3rz)
Q,=0
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
257.80
86915
67.666
0.80
3.00
0.827
1,364
Total
--
146.649
--
--
--
4.335
Drawdown Time = Incremental Volume / Q / 60sec/min
Summary
Total Volume = 146,649 cf
Total Time = 4,335 min
Total Time = 3.01 days
9/26/2022 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
256
51,435
24,994
183,364
255.5
48,540
24,033
158,370
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
Description
A2 (Perm -Pool)
Al (Bottom -Shelf)
A3 (Bottom_Pond)
Forebay Contours -Volumes
Elevation
FB1
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
9/26/2022
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 =
Drawdown Time =
less than 5 days (yes/no) ? yes
greater than 2 day (yes/no) ? yes
Anti -Flotation Device
4' x 4' Outlet Structure
in (Diameter)
days (Incremental Draw Down Method)
Area:
16.0
sf
Volume:
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
(Water Displaced - Top of Pond to Bottom of Pond)
(Unit WT of Concrete = 150 pcf)
Volume Provided: 125.5 cf (4'x4' riser x 5.5' = 88sf, 5'x5' footing x 1.5'=37.5cf)

It
GWIOC SCALE
C I. !a
I NCH � !D FEET

'STAGE STORAGE TABLE
STAGE ELEVATION CONTOUR INCREMENTAL TOTAL
(FT) (FT) AREA (SF) 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
1.8
257.8
86915
67666
146649 (WQv)
2.0
258.0
88090
17501
164149
3.0
259.0
93565
90828
254977
4.0
260.0
97410
95488
350464
5.0
261.0
101310
99360
449824
5.5
261.5
103285
51149
500973
STORMWATER MANAGEMENT DESIGN
WET DETENTION POND#1
RIVER BASIN:
RECEIVING STREAM:
STREAM INDEX:
STREAM CLASS:
HUC:
DRAINAGE AREA TO POND:
CAPE FEAR
BEAVER CREEK
18-31-19-5
C
03030004
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
DRAINAGE AREA: 26.21 AC
CURVE NUMBER: 55.5
1.0" STORM EVENT:
1-YEAR STORM EVENT: 1.574 CFS
2-YEAR STORM EVENT: 4.631 CFS
10-YEAR STORM EVENT: 20.06 CFS
100-YEAR STORM EVENT: 56.79 CFS
POST -DEVELOPED POST DEVELOPED
26.21 AC
75.0
0.323 CFS
0.005
CFS
36.24 CFS
0.533
CFS
53.41 CFS
0.678
CFS
106.35 CFS
3.808
CFS
198.82 CFS
20.77
CFS

91 Al 4A
8
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W ~
YQCC
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W W
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RISER STRUCTURE
6" PVC SCREW CAP
FOR CLEANING ACCESS
12" MIN.
6"x6" PVC TEE
PERM. POND ELEV.=256.0
12" MIN.
5"DIA. HOLE DRILLED
INTO BOTTOM CAP
EXTEND 6" PVC
THROUGH RISER
STRUCTURE
PVC DRAIN OUTLET
SCALE: HJ.5.
TA° ^r cTDUCTURE NOT SHOWN FOR CURRY
TRASH RACK)
OUTLET CONTROL STRUCTURE - INCREMENTAL WEIR

14 REBAR A 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 }" 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 AutodeskO Civil 3D® by Autodesk, Inc. v2022
Monday, 09 / 26 / 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 (sgft)
Incr. Storage (tuft)
Total storage (tuft)
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
1.80
257.80
86,915
67,666
146,649
2.00
258.00
88,090
17,501
164,149
3.00
259.00
93,565
90,828
254,977
4.00
260.00
97,410
95,488
350,464
5.00
261.00
101,310
99,360
449,824
5.50
261.50
103,285
51,149
500,973
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
WeirCoeff.
= 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
Multistage
= 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
Exriil.(Infhr)
= 0.000 (by Contour)
Multistage
= n/a
Yes No No
TW Elev. (ft)
= 0.00
Note: Culvert/Odfioe outflows are analyzed
under inlet (ic) and outlet
(oc) control Weir risers checked for orifice conditions (ic) and submergence (s).
Stage (ft)
6.00
5.00
4.00
3.00
2.00
1.00
0.00
0.00 3.00
Total Q
Stage / Discharge
6.00 9.00 12.00 15.00 18.00 21.00 24.00 27.00
Elev (ft)
262.00
261.00
260.00
259.00
258.00
257.00
256.00
30.00 33.00
Discharge (cfs)

Hydrograph Summary Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D® by Autodesk, Inc. v2022

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 =
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
0.00
0 2 4
---- Hyd No. 1
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
Monday, 09 / 26 12022
= 1.574 cfs
= 12.57 hrs
= 20,745 cult
= 55.5
= Oft
= 40.50 min
= Type II
= 484
6 8 10 12 14 16 18 20 22 24
Q (cfs)
2.00
1.00
0.00
26
Time (hrs)

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
= 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
20.00
10.00
0.00
0 2 4
-- Hyd No. 2
Monday, 09 / 26 / 2022
Peak discharge
= 36.24 cfs
Time to peak
= 12.03 hrs
Hyd. volume
= 96,844 cuft
Curve number
= 75
Hydraulic length
= 0 ft
Time of conc. (Tc)
= 10.00 min
Distribution
= Type II
Shape factor
= 484
Post Developed to Pond
Hyd. No. 2 -- 1 Year
6 8 10 12 14
Q (cfs)
40.00
30.00
20.00
10.00
0.00
16 18 20 22 24 26
Time (hrs)

4
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 31D® by Autodesk, Inc. v2022
Hyd. No. 3
Post Through Pond
Hydrograph type
= Reservoir
Peak discharge
Storm frequency
= 1 yrs
Time to peak
Time interval
= 2 min
Hyd. volume
Inflow hyd. No.
= 2 - Post Developed to Pond
Max. Elevation
Reservoir name
= Wet Pond
Max. Storage
Storage Indication method used.
Q (cfs)
40.00
gym
20.00
10.00
Post Through Pond
Hyd. No. 3 -- 1 Year
Monday, 09 / 26 / 2022
= 0.533 cfs
= 24.07 hrs
= 85,410 cuft
= 256.95 ft
= 75,097 cuft
10 20 30 40 50 60 70 80 90
Hyd No. 3 Hyd No. 2 Total storage used = 75,097 cuft
Q (cfs)
40.00
30.00
20.00
10.00
0.00
100
Time (hrs)

C.1
Hydrograph Report
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 =
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
0.0
Monday, 09 / 26 / 2022
Peak discharge
= 0.323 cfs
Time to peak
= 6.00 hrs
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
1.0 2.0 3.0 4.0 5.0 6.0
Hyd No. 5
Q (cfs)
0.50
0.45
0.40
0.35
0.30
0.25
0.20
0.15
0.10
0.05
0.00
7.0
Time (hrs)

Hydrograph
Report
7
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2022
Monday, 09 / 26 / 2022
Hyd. No. 6
1.0inPost Through Pond
Hydrograph type
= Reservoir
Peak discharge
= 0.005 cfs
Storm frequency
= 1 yrs
Time to peak
= 6.30 hrs
Time interval
= 2 min
Hyd. volume
= 1,253 cuft
Inflow hyd. No.
= 5 - 1.0 Post -Developed to Pond/lax.
Elevation
= 256.04 ft
Reservoir name
= Wet Pond
Max. Storage
= 2,947 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
0.05
0.00
0
1.OinPost Through Pond
Hyd. No. 6 -- 1 Year
10 20 30 40 50 60 70 80 90
Hyd No. 6 Hyd No. 5 Total storage used = 2,947 cuft
Q (cfs)
0.50
0.45
0.40
0.35
0.30
0.25
0.20
0.15
0.10
0.05
0.00
100
Time (hrs)

Hydrograph Summary Report
Hydraflow 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
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
124,567
2
257.40
112,419
Post Through Pond
5
SCS Runoff
0.000
2
n/a
0
---
--
1.0 Post -Developed to Pond
6
i
Reservoir
0.000
2
n/a
0
5
256.00
0.000
1.0inPost Through Pond
Wet_pond#1 .gpw
Return Period: 2 Year
Monday, 09 / 26 / 2022

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 =
26.210 ac
Basin Slope =
0.0 %
Tc method =
User
Total precip. =
3.68 in
Storm duration =
24 hrs
Q (cfs
5.00
4.00
3.00
2.00
1.00
rm
Monday, 09 / 26 / 2022
Peak discharge
= 4.631 cfs
Time to peak
= 12.37 hrs
Hyd. volume
= 40,632 cuft
Curve number
= 55.5
Hydraulic length
= 0 ft
Time of conc. (Tc)
= 40.50 min
Distribution
= Type II
Shape factor
= 484
Pre -Developed -Overall Site
Hyd. No. 1 -- 2 Year
I
Q (cfs)
5.00
4.00
3.00
2.00
1.00
ifelM11
0 2 4 6 8 10 12 14 16 18 20 22 24 26
Hyd No. 1 Time (hrs)

11
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2022 Monday, 09 / 26 / 2022
Hyd. No. 2
Post Developed to Pond
Hydrograph type
= SCS Runoff
Peak discharge
= 53.41 cfs
Storm frequency
= 2 yrs
Time to peak
= 12.03 hrs
Time interval
= 2 min
Hyd. volume
= 140,374 cuft
Drainage area
= 26.210 ac
Curve number
= 75
Basin Slope
= 0.0 %
Hydraulic length
= 0 ft
Tc method
= User
Time of conc. (Tc)
= 10.00 min
Total precip.
= 3.68 in
Distribution
= Type II
Storm duration
= 24 hrs
Shape factor
= 484
Q (cfs)
60.00
50.00
40.00
30.00
20.00
10.00
Post Developed to Pond
Hyd. No. 2 -- 2 Year
Q (cfs)
60.00
50.00
40.00
30.00
20.00
10.00
0.00 1 , 1 1 Iwpon ! t_ I 0.00
0 2 4 6 8 10 12 14 16 18 20 22 24 26
- Hyd No. 2 Time (hrs)

Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3130 by Autodesk, Inc. v2022
Hyd. No. 3
Post Through Pond
Hydrograph type
= Reservoir
Peak discharge
Storm frequency
= 2 yrs
Time to peak
Time interval
= 2 min
Hyd. volume
Inflow hyd. No.
= 2 - Post Developed to Pond
Max. Elevation
Reservoir name
= Wet Pond
Max. Storage
Storage Indication method used.
Q (cfs)
60.00
50.00
40.00
30.00
10.00
10 20
Hyd No. 3
Post Through Pond
Hyd. No. 3 -- 2 Year
12
Monday, 09 / 26 / 2022
= 0.678 cfs
= 24.07 hrs
= 124,567 cult
= 257.40 ft
= 112,419 cuft
Q (cfs)
60.00
50.00
40.00
30.00
20.00
10.00
0.00
30 40 50 60 70 80 90 100
Time (hrs)
Hyd No. 2 Total storage used = 112,419 cuff

15
Hydrograph Summary Report
Hydraflow Hydrographs Extension for Autodesk0 Civil 3D® by Autodesk, Inc. v2022

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
Monday, 09 / 26 / 2022
Peak discharge
= 20.06 cfs
Time to peak
= 12.33 hrs
Hyd. volume
- 118,124 cuft
Curve number
= 55.5
Hydraulic length
= 0 ft
Time of conc. (Tc)
= 40.50 min
Distribution
= Type II
Shape factor
= 484
Pre -Developed -Overall Site
Q (s) Hyd. No. 1 -- 10 Year Q (cfs)
21.00 - - 21.00
18.00 18.00
15.00 - 15.00
12.00 12.00
9.00 9.00
6.00 6.00
3.00 3.00
0.00 - - 0.00
0 2 4 6 8 10 12 14 16 18 20 22 24 26
Time (hrs)
�---- Hyd No. 1

17
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
= 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
40.00
20.00
0.00
0 2 4
Hyd No. 2
Monday, 09 / 26 / 2022
Peak discharge
= 106.35 cfs
Time to peak
= 12.00 hrs
Hyd. volume
= 275,765 cuft
Curve number
= 75
Hydraulic length
= 0 ft
Time of conc. (Tc)
- 10.00 min
Distribution
= Type II
Shape factor
= 484
Post Developed to Pond
Hyd. No. 2 -- 10 Year
6 8 10 12 14
Q (cfs)
120.00
100.00
F. 11t
.M
40.00
20.00
0.00
16 18 20 22 24 26
Time (hrs)

Hydrograph
Report
18
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2022
Monday, 09 ! 26 ! 2022
Hyd. No. 3
Post Through Pond
Hydrograph type
= Reservoir
Peak discharge
= 3.808 cfs
Storm frequency
= 10 yrs
Time to peak
= 14.77 hrs
Time interval
= 2 min
Hyd. volume
= 251,738 cuft
Inflow hyd. No.
= 2 - Post Developed to Pond
Max. Elevation
= 258.17 ft
Reservoir name
= Wet Pond
Max. Storage
= 179,811 cuft
Storage Indication method used.
Q (cfs)
120.00
100.00
60.00
40.00
20.00
0.00 -.6
0
Post Through Pond
Hyd. No. 3 -- 10 Year
Q (cfs)
120.00
100.00
60.00
40.00
20.00
�- 0.00
10 20 30 40 50 60 70 80 90 100
Time (hrs)
Hyd No. 3 Hyd No. 2 Total storage used = 179,811 cult

21
H yd rog ra p h Summary Report Hydraflow Hydrogrephs Extension for Autodesk0 Civil 3DO by Autodesk, Inc. v2022

22
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 =
100 yrs
Time interval =
2 min
Drainage area =
26.210 a
Basin Slope =
0.0 %
Tc method =
User
Total precip. =
8.28 in
Storm duration =
24 hrs
Monday, 09 / 26 / 2022
Peak discharge
= 56.79 cfs
Time to peak
= 12.30 hrs
Hyd. volume
= 288,606 cuft
Curve number
= 55.5
Hydraulic length
= 0 ft
Time of conc. (Tc)
= 40.50 min
Distribution
- Type II
Shape factor
= 484
Pre -Developed -Overall Site
Q (cfs) Hyd. No. 1 -- 100 Year Q (cfs)
60.00
50.00
40.00
30.00
20.00
10.00
000
60.00
50.00
40.00
30.00
20.00
10.00
000
0 2 4 6 8 10 12 14 16 18 20 22 24 26
Hyd No. 1 Time (hrs)

23
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
= 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
90.00
30.00
0.00
0 2 4
- Hyd No. 2
C
Monday, 09 / 26 / 2022
Peak discharge
= 198.82 cfs
Time to peak
= 12.00 hrs
Hyd. volume
= 519,524 cuft
Curve number
= 75
Hydraulic length
= 0 ft
Time of conc. (Tc)
= 10.00 min
Distribution
= Type 11
Shape factor
= 484
Post Developed to Pond
Hyd. No. 2 -- 100 Year
Q (cfs)
210.00
180.00
150.00
120.00
- M
0.00
10 12 14 16 18 20 22 24 26
Time (hrs)

Hydrograph
Report
24
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2022
Monday, 09 126 / 2022
Hyd. No. 3
Post Through Pond
Hydrograph type
= Reservoir
Peak discharge
= 20.77 cfs
Storm frequency
= 100 yrs
Time to peak
= 12.57 hrs
Time interval
= 2 min
Hyd. volume
= 494,562 cuft
Inflow hyd. No.
= 2 - Post Developed to Pond
Max. Elevation
= 259.31 ft
Reservoir name
= Wet Pond
Max. Storage
= 284,925 cuft
Storage Indication method used.
Post Through Pond
Q (ems) Hyd. No. 3 -- 100 Year Q (cfs)
210.00 I 210.00
180.00 180.00
150.00 150.00
120.00 - 120.00
90.00 90.00
60.00 60.00
30.00 30.00
0.00 - 0.00
0 10 20 30 40 50 60 70 80 90 100
Time (hrs)
Hyd No. 3 Hyd No. 2 Total storage used = 284,925 cult

WATER QUANTITY -WET POND #2

SUPPLEMENT-EZ COVER PAGE
FORMS LOADED
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 project High or Low Oensi 7
Hi h
6 JDoes
this project use an off -site SCM?
No
COMPLIANCE WITH 02H .100$(4)
7
Width of vegetated setbacks provided est .
30
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
1 Infiltration System
113ioretention Cell _
Wet Pond
Stormwater Wetland
0
12
0
13
2
14
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
_
StormFiller
0
24
Silva Cell
Bavfilter
lFilierra
0
25
0
26
0
FDRMSLOADED
27 Name and Title: _
28 PIEL nixatI n: __
29 Street address:
330Clty. State. zlo:
31 1Phone number s)�
32 Email:
Carlo Pardo, PE
13owman North Carolina, Ltd.
an.com
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.
�w%IIIIIIf; lfill,//
- SEAL -_
_ 051571
=.ter.- •• £NG I t��-�-�•'• a ����
�rf /II ��1r4ela t P��
Signature of Designer
r�
Date

DRAINAGE AREAS
1
Is this a high density project?
Yes
2
If so, number of drainage areas/SCMs
3
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
3
4
Type of SCM
Wet Pond
Wet Pond
Bypass
5
Total drainage area (sq ft
1842972 sf
1141886 sf
552343 sf
13073
6
Onsite drainage area (sq ft
1842972 sf
1141886 sf
552343 sf
13073
7
Offsite drainage area (sq ft
8
Total BUA in project (sq ft)
744489 sf
475548 sf 1
260413 sf
8528 sf
9
New BUA on subdivided lots (subject to permitting)
(sq ft)
496000 sf
308000 sf
188000 sf
10permitting)
New BUA not on subdivided lots (subject to
(sf)
Offsite BU(sq ft
Breakdown of new BUA not on subdivided lots:
248489 sf
167548 sf
72413 sf
8528 sf
11
12
Parking (sq ft
Sidewalk (sq ft
67235 sf
46590 sf
18704 sf
1941 sf
Roof (sq ft
Roadway s ft
171236 sf
110940 sf
53709 sf
6587 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
subdivided lots (sq ft)
15permitting)
Existing BUA that will remain (not subject to
s ft)
17230 sf
17230 sf
ExistingBUA that is alreadypermitted s ft
Existing.BUA that will be removed s ft
Percent BUA
40.40%
41.65%
47.15%
k2O
Desi n storm inches
1.0 in
1.0 in
Desi n volume of SCM (cu ft)
40424 cf
21832 cf
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
Draina a area number 1
1
2
2
Minimum required treatment volume cu ft
_1
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: ?
3:1
3:1
6
Does the SCM have retaining walls, gabion walls or other
e ineered side slopes?
No
No
_
7
Are the inlets, outlets, and receiving stream protected from erosion
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 dewaterinQ the SCM for maintenance?
Pump (preferred)
Pump referred
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 §y an NO licensedprofessional?
Yes
Yes
T POND
MDC FROM 02H .1053
18
Sizing method used
SA/DA
SA/DA
19
Has a sta a/stora a 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
231
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)
257.80
256.30
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 de th of the main pool (feet)
3.76 ft
3.59 ft
29
Average depth euation used
E uation 3
Equation 3
30
If using equation 3, main pool perimeter feet.
975.0 It
593.0 ft
31
If usin2 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
146649 cf
36180 cf
36
Is the outlet an orifice or a weir?
Orifice
Orifice
371
If orifice, orifice diameter inches
5.0 in
2.50 in
381
If weir, weir height (inches)
39
If weir, weir length (inches)
40
Drawdown time for the temporary pool (days)
3.01
3.16
41
Are the inlet(s) and outlet located in a manner that avoids short-
circuiting?
Yes
Yes
421
_
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:
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
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
S ecies of turf that will be used on the dam and embankment
Hybrid Bermuda
H brid Bermuda
54
Hasa lantin Ian been Provided for the ve etated shelf?
Yes
Yes
ADDITIONAL
INFORMATION
55
Please use this space to provide any additional information about
the wet pond(s):
Wet Pond 1 1:33 PM 9/26/2022

}-61 1?.,,i^ . - 1 a . CQ? 4
Dr,

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 Grocin 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 Exisfng. Soil Group Acres
Curve #
Weighted eN
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 (acres): 12.68
Existing Soil Gror�ps
Soil Group 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%
Phased Land Uses:
Land Use Description Existirr4 Soil Grou Acres Curve # Weighled CfV
Impervious Area A/C 5.98 98 46.2
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: 9/26/2022
Revised by: Date:
Checked by: Date:
Site 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 (I) = % 47.15 %
Required Surface Area
Permament Pool Depth: 3.59 ft Non -Coastal County
SA/DA = 1.55
Min Rey;'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 =
266.30 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 = 146,649 cf
Is Permenant Pool Surface Area Sufficient (yes/no)? ( 18440 > 8561 ) sf
Volume of Storage for Design Storm = ( 146649 > 21832 ) cf

Incremental Drawdown Time
STORMWATER POND #2
INCREMENTAL DRAWDOWN METHOD -Water Quality Volume
Project Information
Project Nar Cameron Village
Project #:
Bsigned by: CEP Date: 9/26/2022
iecked by: Date:
Water Quality Orifice
" Incremental Determination of Water Quality Volume Drawdown Time
Zone 2
Q3 = 0.0437 Co " D2 (Z-D/24-Ei)^(1121
Q2 = 0.372 Co " D"(Z-Ei)^(3n)
Q,=0
Orifice Diameter (D) =
2.5 in
Cd =
0.6
Ei =
255
Orifice Inv.
Zone 1 Range =
0.00
to 255
Zone 2 Range =
255
to 255.1
Zone 3 Range =
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
13.131
0.50
3.00
0.103
2,123
255.90
28745
11,246
0.40
3.00
0.146
1,282
256.00
29065
2.891
0.10
3.00
0.155
311
256.30
30350
8.912
0.30
3.00
0.179
829
Total
36,180
--
--
--
4,644
Drawdown Time = Incremental Volume / Q / 60sec/min
Summary
Total Volume = 36,180 cf
Total Time = 4,644 min
Total Time = 3.16 days
9/26/2022 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

Proposed Wet Pond #2
Project Information
Project Name: Cameron Village
Project #:
Designed by: CEP Date:
Revised by: Date:
Checked by: Date:
Site Information
9/26/2022
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 = 3.16 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)

GRAPHIC SCALE
sG }6 sp
1 in c M FEET
WET 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
1.0
256.0
29065
2891
27268
1.3
256.3
30350
8912
36180 (WQv)
2.0
257.0
32275
21919
58099
3.0
258.0
35075
33675
91774
4.0
259.0
37925
36500
128274
rSTORMWATER
MANAGEMENT
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:
DESIGN
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
0.175
CFS
2-YEAR STORM EVENT:
2.257 CFS
31.26
CFS
0.959
CFS
10-YEAR STORM EVENT:
10.92 CFS
60.56
CFS
10.32
CFS
100-YEAR STORM EVENT:
31.91 CFS
111.73
CFS
20.07
CFS

§
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§
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§ §
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-
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-
---I
�

I
i7
T
:e i
m z
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�D
m N
Ir�l N
Al
N
A
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N\ O
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y CA O
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m � z
a F
0
0
z

�arJ� =.irnrsrn i
4" PVC SCREW CAP --
FOR CLEANING ACCESS
12" MIN.
4"x4" PVC TE
PERM. POND ELEV.=255.0
12" MIN. `
f
2j"DIA. HOLE DRILLED
INTO BOTTOM CAP
PVC DRAIN OUTLET
�S)0
EXTEND 4" PVC
THROUGH RISER
STRUCTURE
rno nr crgUCTURE NOT SHOWN FOR CLARITY
TRASH RACK)
OUTLET CONTROL STRUCTURE - INCREMENTAL WEIR
SCALE: N.T.S.

#4 REBAR A 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.

Pond Report
5
Hydraflow Hydrographs Extension for Autodesk® Civil 3DO
by Autodesk, Inc. v2022
Monday, 09 / 26 / 2022
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
0.50 255.50
27,485
13,131
13,131
0.90 255.90
28,745
11,246
24,377
1.00 256.00
29.065
2,891
27,268
1.30 256.30
30,350
8,912
36,180
2.00 257.00
32,275
21,919
58,099
3.00 258.00
36,075
33,675
91,774
4.00 259.00
37,925
36,500
128,274
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 0.00
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 0.00
0.00
Weir Type
= Rect Broad
- -
Length (ft) = 204.00
0.50 0.00
0.00
Multistage
= 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)
Multistage = n/a
Yes No
No
TW Elev. (ft)
= 0.00
Note: Culvert/Orifice outflows are analyzed under Inlet (ic) and outlet
(oc) control. Weir risers checked for orifice conditions (ic) and submergence (s).
Stage (ft)
4.00
3.00
2.00
1.00
0.00
0.00 2.00
Total Q
Stage / Discharge
4.00 6.00 8.00 10.00 12.00 14.00 16.00 18.00 20.00 22.00
Elev (ft)
259.00
258.00
257.00
256.00
255.00
24.00
Discharge (cfs)

1
Hydrograph Summary Report Hydraflow Hydrographs Extension for Autodesk® Civil 3DO by Autodesk, Inc. v2022
Hyd.
No.
Hydrograph
type
(origin)
Peak
flow
(cfs)
0.655
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
748
8,767
— -
Pre -Developed -Overall Site
2
SCS Runoff
21.60
2
718
43,297
----
—
- —
Post Developed to Pond
3
Reservoir
0.175
2
1442
37,435
2
256.30
36,178
Post Through Pond
5
SCS Runoff
2
360
1,409
---•--
-
------
1.0 Post -Developed to Pond
6
Reservoir
10.150
0.005
2
368
984
5
255.05
1,383
1.0inPost Through Pond
Wet_pond#2.gpw I Return Period: 1 Year
Monday, 09 / 26 / 2022

6
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
Q (cfs
1.00 1.00
0.90 — '- 0.90
0.80 - - - - - 0.80
0.70 — - — — - 0.70
0.60 0.60
0.50 0.50
0.40 - 0.40
0.30 - 0.30
0.20 0.20
0.10 0.10
0.00�-- 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Hyd No. 1 Time (min)
Monday, 09 / 26 / 2022
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
T 484
Pre -Developed -Overall Site
Hyd. No. 1 -- 1 Year

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
Peak discharge
Storm frequency
= 1 yrs
Time to peak
Time interval
= 2 min
Hyd. volume
Drainage area
= 12.680 ac
Curve number
Basin Slope
= 0.0 %
Hydraulic length
Tc method
=
Time of conc. (Tc)
Total precip.
= 3.04 in
Distribution
Storm duration
= 24 hrs
Shape factor
Q (cfs)
24.00
20.00
16.00
12.00
mil
4.00
Post Developed to Pond
Hyd. No. 2 -- 1 Year
Monday, 09 / 26 / 2022
= 21.60 cfs
= 718 min
= 43,297 cuft
= 75.3
= Oft
= 5.00 min
= Type II
= 484
Q (cfs)
24.00
20.00
16.00
12.00
WE
4.00
0.00
120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Time (min)
Hyd No. 2

Hydrograph
Report
4
Hydraflow Hydrographs Extension for Autodesk® Civil 3130 by Autodesk, Inc. v2022
Monday, 09 / 26 / 2022
Hyd. No. 3
Post Through Pond
Hydrograph type
= Reservoir
Peak discharge
= 0.175 cfs
Storm frequency
= 1 yrs
Time to peak
= 1442 min
Time interval
= 2 min
Hyd. volume
= 37,435 cuft
Inflow hyd. No.
= 2 - Post Developed to Pond
Max. Elevation
= 256.30 ft
Reservoir name
= Wet Pond
Max. Storage
= 36,178 cuft
Storage Indication method used.
Q (cfs)
24.00
20.00
16.00
12.00
8.00
4.00
600
Hyd No. 3
Post Through Pond
Hyd. No. 3 -- 1 Year
Q (cfs)
24.00
20.00
16.00
12.00
M.
4.00
0.00
1200 1800 2400 3000 3600 4200 4800 5400 6000
Time (min)
Hyd No. 2 Total storage used = 36,178 cult

11
Hydrograph Report
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
0.25
0.20
0.15
0.10
0.05
0.00
0 60
--- Hyd No. 5
Monday, 09 / 26 / 2022
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
Q (cfs)
0.50
0.45
0.40
0.35
0.30
0.25
0.20
0.15
0.10
0.05
0.00
360 420
Time (min)

7
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 31D® by Autodesk, Inc. v2022
Hyd. No. 6
1.0inPost Through Pond
Hydrograph type
= Reservoir
Peak discharge
Storm frequency
= 1 yrs
Time to peak
Time interval
= 2 min
Hyd. volume
Inflow hyd. No.
= 5 - 1.0 Post -Developed to Pond!/lax.
Elevation
Reservoir name
= Wet Pond
Max. Storage
Storage Indication method used
Q (cfs)
1.01nPost Through Pond
Hyd. No. 6 -- 1 Year
Monday, 09 / 26 12022
= 0.005 cfs
= 368 min
= 984 cuft
= 255.05 ft
= 1,383 cuft
Q (cfs)
0.50
0.50
0.45
0.45
0.40
0.40
0.35
-
0.35
0.30
0.30 -'
-
0.25
0.25
0.20
0.20
-
0.15
0.15
0.10
0.10
0.05
0.05
000
000
0
600 1200 1800 2400 3000 3600 4200 4800 5400 6000
Hyd No. 6 Hyd No. 5 1 Total storage used = 1,383 cult Time (min)

Ali yd rog ra p h Summary Report Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2022

10
Hydrograph
Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2022
Monday, 09 / 26 / 2022
Hyd. No. 1
Pre -Developed -Overall Site
Hydrograph type
= SCS Runoff
Peak discharge
= 2.257 cfs
Storm frequency
= 2 yrs
Time to peak
= 736 min
Time interval
= 2 min
Hyd. volume
= 17,776 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.
= 3.68 in
Distribution
= Type II
Storm duration
= 24 hrs
Shape factor
= 484
Q (cfs)
Pre -Developed -Overall Site
Hyd. No. 1 -- 2 Year
Q (cfs)
3.00
3.00
2.00
2.00
1.00
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)

11
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2022
Hyd. No. 2
Post Developed to Pond
Hydrograph type
= SCS Runoff
Peak discharge
Storm frequency
= 2 yrs
Time to peak
Time interval
= 2 min
Hyd. volume
Drainage area
= 12.680 ac
Curve number
Basin Slope
= 0.0 %
Hydraulic length
Tc method
=
Time of conc. (Tc)
Total precip.
= 3.68 in
Distribution
Storm duration
= 24 hrs
Shape factor
Q (cfs)
35.00
30.00
25.00
20.00
15.00
10.00
5.00
Post Developed to Pond
Hyd. No. 2 -- 2 Year
Monday, 09 / 26 / 2022
= 31.26 cfs
= 718 min
= 62,592 cuft
75.3
= Oft
= 5.00 min
Type II
484
Q (cfs)
35.00
25.00
20.00
15.00
10.00
5.00
0.00-1__-,1 I- I , I I I
' 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Hyd No. 2 Time (min)

12
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3130 by Autodesk, Inc. v2022
Hyd. No. 3
Post Through Pond
Hydrograph type
= Reservoir
Peak discharge
Storm frequency
= 2 yrs
Time to peak
Time interval
= 2 min
Hyd. volume
Inflow hyd. No.
= 2 - Post Developed to Pond
Max. Elevation
Reservoir name
= Wet Pond
Max. Storage
Storage Indication method used.
Q (cfs)
35.00
30.00
25.00
20.00
15.00
10.00
5.00
Post Through Pond
Hyd. No. 3 -- 2 Year
Monday, 09 / 26 / 2022
= 0.959 cfs
= 884 min
= 56,462 cuft
= 256.41 ft
= 39,743 cuft
Q (cfs)
35.00
30.00
25.00
20.00
15.00
10.00
5.00
0.00
600 1200 1800 2400 3000 3600 4200 4800 5400 6000
Hyd No. 3 Hyd No. 2 Total storage used = 39,743 cult Time (min)

15
Hydrograph Summary Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D® by Autodesk, Inc. v2022

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
Peak discharge
Storm frequency =
10 yrs
Time to peak
Time interval =
2 min
Hyd. volume
Drainage area =
12.680 ac
Curve number
Basin Slope =
0.0 %
Hydraulic length
Tc method =
User
Time of conc. (Tc)
Total precip. =
5.44 in
Distribution
Storm duration =
24 hrs
Shape factor
Q (cfs)
12.00
10.00
we]
4.00
2.00
we,
Pre -Developed -Overall Site
Hyd. No. 1 -- 10 Year
Monday, 09 / 26 / 2022
= 10.92 cfs
= 732 min
= 53,677 cuft
= 54.4
= Oft
= 29.70 min
= Type II
= 484
Q (cfs)
12.00
10.00
01
. M
4.00
2.00
0.00
120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Hyd No. 1 Time (min)

17
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3130 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
50.00
40.00
30.00
20.00
10.00
Monday, 09 / 26 / 2022
60.56 cfs
= 716 min
= 122,465 tuft
= 75.3
Oft
= 5.00 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 -- 10 Year
Q (cfs)
70.00
50.00
40.00
30.00
20.00
10.00
0.00 1 ' 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440
Hyd No. 2 Time (min)

18
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2022
Hyd. No. 3
Post Through Pond
Hydrograph type
= Reservoir
Peak discharge
Storm frequency
= 10 yrs
Time to peak
Time interval
= 2 min
Hyd. volume
Inflow hyd. No.
= 2 - Post Developed to Pond
Max. Elevation
Reservoir name
= Wet Pond
Max. Storage
Storage Indication method used.
Q (cfs)
70.00
60.00
50.00
40.00
30.00
20.00
10.00
480
Hyd No. 3
Post Through Pond
Hyd. No. 3 -- 10 Year
Monday, 09 / 26 / 2022
= 10.32 cfs
= 726 min
= 116,185 cuft
= 256.96 ft
= 56,989 cult
Q (cfs)
70.00
60.00
.�l
40.00
30.00
20.00
10.00
0.00
960 1440 1920 2400 2880 3360 3840 4320
- Hyd No. 2 Total storage used = 56,989 cult Time (min)

21
H yd rog ra p h Summary Report Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2022
Hyd. IHydrograph Peak Time Time to Hyd. Inflow Maximum Total Hydrograph
No. type flow interval Peak volume hyd(s) elevation strge used Description
(origin) �ws) (min) (min) (cuft) (ft) (cuft)
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
223,639
2
258.46
108,662
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
- J
Return Period: 100 Year
Monday, 09 / 26 / 2022

22
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 =
100 yrs
Time interval =
2 min
Drainage area =
12.680 ac
Basin Slope =
0.0 %
Tc method =
User
Total precip. =
8.28 in
Storm duration =
24 hrs
Q (cfs)
35.00
25.00
20.00
15.00
10.00
5.00
0.00
0 120 240 360 480 600
- Hyd No. 1
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
Monday, 09 / 26 / 2022
= 31.91 cfs
= 732 min
= 133,936 cuft
= 54.4
= Oft
= 29.70 min
= Type II
= 484
Q (Cfs)
35.00
30.00
25.00
20.00
15.00
10.00
5.00
0.00
720 840 960 1080 1200 1320 1440 1560
Time (min)

23
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
= 100 yrs
Time interval
= 2 min
Drainage area
= 12.680 ac
Basin Slope
= 0.0 %
Tc method
=
Total precip.
- 8.28 in
Storm duration
= 24 hrs
100.00
40.00
20.00
Monday, 09 / 26 / 2022
Peak discharge
= 111.73 cfs
Time to peak
= 716 min
Hyd. volume
= 230,020 cuft
Curve number
= 75.3
Hydraulic length
= 0 ft
Time of conc. (Tc)
W 5.00 min
Distribution
= Type II
Shape factor
= 484
Post Developed to Pond
Hyd. No. 2 -- 100 Year
Q (cfs)
120.00
100.00
20.00
0.00 1 I I I , , I. " 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
Monday, 09 / 26 / 2022
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
= 223,639 cuft
Inflow hyd. No.
= 2 - Post Developed to Pond
Max. Elevation
= 258.46 ft
Reservoir name
= Wet Pond
Max. Storage
= 108,662 cuft
Storage Indication method used
Post Through Pond
Q (cfs) Hyd. No. 3 -- 100 Year Q (cfs)
120.00 120.00
100.00 100.00
80.00 80.00
60.00 60.00
40.00 40.00
20.00 20.00
0.00 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 1680
Time (min)
Hyd No. 3 Hyd No. 2 I Total storage used = 108,662 cult

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