SW6220505_Design Calculations_20221220

Storm wcfer Management Report
December 19, 2022
Utility Improvements to Serve
Shahbain Reserve —Phase 1
Rockfish 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
1 J
SEAL
051571
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r���i Epp, �,.1

OVERVIEW
FIGURES
SOILS SURVEY & SOIL INFORMATION
USGS TOPOGRAPHIC MAP
FEMA FIRM MAP
WATER SURFACE CLASSIFICATIONS
HUG
NOAA POINT PRECIPITATION FREQUENCY ESTIMATES
SHWT REPORT
WATER QUANTITY -WET POND SCM 1
DRAINAGE AREA MAP
DESIGN SUPPLEMENT
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
WATER QUANTITY -INFILTRATION BASIN SCM 2
DRAINAGE AREA MAP
DESIGN SUPPLEMENT
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
WATER QUANTITY -WET POND SCM 3
DRAINAGE AREA MAP
DESIGN SUPPLEMENT
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

WATER QUANTITY -WET POND SCM 4
DRAINAGE AREA MAP
DESIGN SUPPLEMENT
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 residential project Utility
Improvements to Serve Shahbain Reserve — Phase 1 on Rockfish Road in Hoke County.
The project site is currently undeveloped. The proposed site consists of 115.32 acres.
The proposed site is located in Flood Zone `X' as shown on FEMA FIRM Panel 3710947500K
with an effective date of 1/5/07. Flood zones are subject to change by FEMA.
There are existing stream or wetland features on the proposed property.
There are four proposed storm water management facilities (three wet ponds and one
infiltration basin) outlined in this report and have been designed for post —development peak
attenuation to treat the impervious areas of the development. The Wet Pond SCM 1 is
designed to capture a drainage area of 20.29 ac with an impervious area of 8.53 ac. The
Infiltration Basin SCM 2 is designed to capture a drainage area of 9.05 ac with an
impervious area of 3.93 ac. The Wet Pond SCM 3 is designed to capture a drainage area
of 4.06 ac with an impervious area of 1.99 ac. The Wet Pond SCM 4 is designed to
capture a drainage area of 20.08 ac with an impervious area of 8.06 ac. The balance of
the site is open space and will by—pass the proposed SCMs. The SCMs are designed to
treat a 1.0" storm event.
Impervious Area Summary — Wet Pond SCM 1
Roadway
71,993 sf
1.65 ac
Sidewalk
27,645 sf
0.64 ac
Roof 68 lots @ 4,000 sf/lot
272,000 sf
6.24 ac
Total IA to Pond
371,638 sf
8.53 ac
Impervious Area Summary — Infiltration Basin
SCM 2
Roadway
43,779 sf
1.01 ac
Sidewalk
15,376 sf
0.35 ac
Roof 28 lots @ 4,000 sf/lot
112,000 sf
2.57 ac
Total IA to Pond
171,155 sf
3.93 ac
Impervious Area Summary — Wet Pond SCM 3
Roadway
17,073 sf
0.39 ac
Sidewalk
5,672 sf
0.13 ac
Roof 16 lots @ 4,000 sf/lot
64,000 sf
1.47 ac
Total IA to Pond
86,745 sf
1.99 ac

Impervious Area Summary — Wet Pond SCM 4
Roadway
82,159 sf
1.89 ac
Sidewalk
26,880 sf
0.62 ac
Roof 58 lots @ 4,000 sf/lot
232,000 sf
5.32 ac
Pool Kiosk
9 920 sf
0.23 ac
Total IA to Pond
350,959 sf
8.06 ac
Soils
The County Soils Survey indicates that Blaney Loamy Sand, Johnston Loam, Norfolk Loamy
Sand and Wagram Loamy Sand soils are present on the site.

FIGURES

Hydrologic Soil Group —Hoke County, North Carolina
a
- v
674300 674400 6745M 674600 674700 674800 674900 675000 675100 675200
34° 59' 46" N ,� � \ ems, + y, � + �< . � 34° 59' 46" N
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Soil Map may not he valiel at this scale.
34° 59' 0" N 34° 59' 0" N
674300 674400 674500 674600 674700 674800 674900 675000 675100 675200
Map Scale: 1:6,810 if printed on A portrait (8.5" x 11") sheet. a
Meters N
0 100 200 400 600
Feet
0 300 600 1200 1800
Map projection: Web Mercator Conermordinates: WGS84 Edge tics: lfrM Zone 17N WGS84
usoA Natural Resources Web Soil Survey 4/4/2022
Conservation Service National Cooperative Soil Survey Pagel of 4

Hydrologic Soil Group —Hoke County, North Carolina
MAP LEGEND
Area of Interest (AOI)
0
Area of Interest (AOI)
Soils
Soil Rating
Polygons
0
A
0
A/D
0
B
0
B/D
C
0
C/D
0
D
0
Not rated or not available
Soil Rating
Lines
r 0
A
r 0
A/D
B
B/D
N 0
C
r 0
C/D
r 0
D
r 0
Not rated or not available
Soil Rating
Points
0
A
0
A/D
0
B
0
B/D
❑ C
0 C/D
0 D
❑ Not rated or not available
Water Features
Streams and Canals
Transportation
— Rails
­0 Interstate Highways
US Routes
Major Roads
Local Roads
Background
D6 Aerial Photography
MAP INFORMATION
The soil surveys that comprise your AOI were mapped at
1:24,000.
Warning: Soil Map may not be valid at this scale.
Enlargement of maps beyond the scale of mapping can cause
misunderstanding of the detail of mapping and accuracy of soil
line placement. The maps do not show the small areas of
contrasting soils that could have been shown at a more detailed
scale.
Please rely on the bar scale on each map sheet for map
measurements.
Source of Map: Natural Resources Conservation Service
Web Soil Survey URL:
Coordinate System: Web Mercator (EPSG:3857)
Maps from the Web Soil Survey are based on the Web Mercator
projection, which preserves direction and shape but distorts
distance and area. A projection that preserves area, such as the
Albers equal-area conic projection, should be used if more
accurate calculations of distance or area are required.
This product is generated from the USDA-NRCS certified data as
of the version date(s) listed below.
Soil Survey Area: Hoke County, North Carolina
Survey Area Data: Version 19, Jan 21, 2022
Soil map units are labeled (as space allows) for map scales
1:50,000 or larger.
Date(s) aerial images were photographed: Jul 1, 2018—Jul 31,
2018
The orthophoto or other base map on which the soil lines were
compiled and digitized probably differs from the background
imagery displayed on these maps. As a result, some minor
shifting of map unit boundaries may be evident.
usoA Natural Resources Web Soil Survey 4/4/2022
Conservation Service National Cooperative Soil Survey Page 2 of 4

Hydrologic Soil Group —Hoke County, North Carolina
Hydrologic Soil Group
Map unit symbol
Map unit name
Rating
Acres in AOI
Percent of AOI
BaD
Blaney loamy sand, 8 to
15 percent slopes
C
42.6
37.1 %
JT
Johnston loam
A/D
5.3
4.6%
NoB
Norfolk loamy sand, 2 to
6 percent slopes
A
44.6
38.8%
WaB
Wagram loamy sand, 0
to 6 percent slopes
A
22.4
19.5%
Totals for Area of Interest
114.9
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 4/4/2022
Conservation Service National Cooperative Soil Survey Page 3 of 4

Hydrologic Soil Group —Hoke County, North Carolina
Rating Options
Aggregation Method: Dominant Condition
Component Percent Cutoff.- None Specified
Tie -break Rule: Higher
USDA Natural Resources Web Soil Survey 4/4/2022
Conservation Service National Cooperative Soil Survey Page 4 of 4

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4/4/22, 2:43 PM
Precipitation Frequency Data Server
NOAA Atlas 14, Volume 2, Version 3
(D Location name: Raeford, North Carolina, USA*
Latitude: 34.9904*, Longitude:-79.0855*
Elevation: 223.18 ft**
' source: ESRI Maps kw W.
M
** source: USGS
POINT PRECIPITATION FREQUENCY ESTIMATES
G.M. Bonnin, D. Martin, B. Lin, T. Parzybok, M.Yekta, and D. Riley
NOAA, National Weather Service, Silver Spring, Maryland
PF tabular I PF graphical I Maps & aerials
PF tabular
PDS-based point precipitation frequency estimates with 90% confidence intervals (in inches)1
Average
recurrence interval (years)
Duration
1
����������
2
5
10
25
50
100
200
500
1000
5-min
0. 95-0 482
0.46 0 569
0.544-0 664
0.601---0733
0.668-0.817
0.7117-0 877
0.761---0.936
0. 03-0 991
0.8511--1 06
0.888-1.11
0.695
0.821
0.960
1.06
1.18
1.27
1.35
1.43
1.53
1.60
10-min
(0.631-0.769)
(0.746-0.909)
(0.871-1.06)
(0.961-1.17)
1 (1.07-1.30) 11
(1.14-1.40)
1 (1.21-1.49)
1 (1.27-1.57)
(1.35-1.68)
(1.40-1.75)
0.869
1.03
1.21
1.34
1.50
1.61
1.71
1.80
1.92
2.00
1 5-min
(0.789-0.962)
(0.938-1.14)
1 (1.10-1.35) 11
(1.22-1.48)
1 (1.35-1.65) 11
(1.45-1.77)
1 (1.53-1.88)
1 (1.61-1.98)
(1.70-2.11)
(1.76-2.20)
1.19
1.43
1.73
1.95
2.22
2.42
2.62
2.81
3.06
3.24
30-min
1
( .08-1.32)
1 (1.30-1.58)
1 (1.57-1.91) 11
(1.76-2.15)
1 (2.00-2.44) 11
(2.18-2.66)
1 (2.34-2.88)
1 (2.50-3.08)
(2.70-3.36)
(2.84-3.57)
1.49
1.79
2.21
2.53
2.95
3.28
3.61
3.94
4.39
4.74
60-min
(1 .35-1.64)
(1.63-1.98)
(2.01-2.45)
(2.29-2.80)
(2.66-3.26)
(2.95-3.61)
(3.23-3.96)
(3.51-4.33)
(3.87-4.82)
( 4.15-5.20)
1.73
2.09
2.64
3.05
3.61
4.06
4.51
4.98
5.61
6.11
2-hr
(1.55-1.95)
1 (1.88-2.36)
1 (2.37-2.97) 11
(2.73-3.43)
1 (3.22-4.07) 11
(3.60-4.56)
1 (3.98-5.07)
1 (4.37-5.59)
(4.87-6.29)
(5.27-6.86)
3-hr
1.65 2308
1. 9 2?51
2.52 3117
2. 3-3.69
3.48 4?42
3. 3 5501
4. 9 5063
4.86 6927
5.514.19
6.02-07794
6-hr
2.19
(1 .97-2.45)
2.65
(2.39-2.96)
3.35
(3.02-3.74)
3.92
(3.52-4.36)
4.71
(4.20-5.23)
5.36
(4.75-5.95)
6.05
(5.32-6.70)
6.78
(5.90-7.49)
7.81
(6.72-8.63)
8.65
( 7.36-9.56)
12-hr
2.58
(2 .33-2.89)
3.12
1 (2.82-3.49)
3.97
1 (3.57-4.44) 11
4.67
(4.18-5.20)
5.65
1 (5.02-6.28) 11
6.47
(5.71-7.17)
7.34
1 (6.41-8.12)
8.28
1 (7.16-9.15)
9.63
(8.21-10.6)
10.7
(9.04-11.9)
3.04
3.68
4.67
5.46
6.56
7.44
8.36
9
10.6
11.7
24-hr
.31
(2 .82-3.28)
(3.42-3.97)
(4.33-5.04)
(5.05-5.89)
(6.04-7.07)
(6.83-8.02)
(7.65-9.01)
(8.49-10.0)
(9.65-11.5)
( 10.6-12.6)
3.52
4.25
5.36
6.24
7.46
8.44
9.45
10.5
11.9
13.1
2iiay
(3.28-3.79)
1 (3.964.58)
1 (4.98-5.76) 11
(5.79-6.70)
1 (6.89-8.01) 11
(7.77-9.06)
1 (8.66-10.2)
1 (9.59-11.3)
(10.9-12.9)
(11.8-14.1)
3.74
4.51
5.65
6.56
7.81
8.81
9.85
10.9
12.4
13.6
3iiay
(3.50-4.01)
1 (4.224.83)
1 (5.27-6.05) 11
(6.10-7.02)
1 (7.24-8.36) 11
(8.14-9.43)
1 (9.07-10.5)
1 (10.0-11.7)
(11.3-13.3)
(12.3-14.6)
3.96
4.77
5.94
6.88
8.16
9.19
10.3
11.4
12.9
14.1
4iiay
(3.71-4.23)
(4.47-5.09)
(5.55-6.34)
(6.42-7.33)
(7.59-8.70)
(8.51-9.80)
(9.47-10.9)
(10.4-12.1)
( 11.8-13.8)
( 12.8-15.1)
7iiay
4.61
(4 .31-4.93)
5.51
(5.15-5.90)
6.79
(6.34-7.27)
7.80
(7.27-8.34)
9.19
(8.53-9.82)
10.3
(9.53-11.0)
11.4
(10.6-12.2)
12.6
(11.6-13.5)
14.2
( 13.0-15.3)
15.5
( 14.1-16.6)
5.28
6.30
7.63
8.68
10.1
11.2
12.3
13.5
15.0
16.2
10-day
(4 .97-5.61)
1 (5.92-6.70)
1 (7.17-8.11) 11
(8.14-9.21)
1 (9.42-10.7) 11
(10.4-11.9)
1 (11.4-13.1)
1 (12.5-14.3)
(13.8-16.0)
(14.9-17.3)
7.12
8.43
10.1
11.3
13.0
14.4
15.7
17.1
19.0
20.4
20-day
(6.71-7.56)
(7.96-8.96)
(9.47-10.7) 11
(10.6-12.0)
1 (12.2-13.8)
(13.4-15.3) JI
(14.7-16.7)
1 (15.9-18.2)
(17.6-20.2)
(18.8-21.8)
8.85
10.4
12.2
13.6
15.5
16.9
18.2
19.6
21.5
22.9
E-day]7
(8.37-9.37)
(9.88-11.1)
(11.6-13.0)
(12.9-14.4)
(14.5-16.4)
(15.8-17.9)
(17.1-19.4)
(18.4-20.8)
(20.0-22.9)
(21.3-24.4)
45-day
10.6-121.8
1215-13.9
14.4- 6.0
15.8-17.6
17.6- 9.7
19?0-21.3
20.41 2.9
21?73-24.5
23 45 6.5
24?7- 8.1
13.4
15.7
17.9
19.6
21.8
23.4
25.0
26.6
28.6
30.1
60-day
(12 7-14.1)
(14.9-16.5)
(17.0-18.9)
(18.6-20.7)
(20.7-22.9)
(22.2-24.7)
(23.6-26.4)
(25.1-28.0)
(26.9-30.2)
(28.2-31.9)
Precipitation frequency (PF) estimates in this table are based on frequency analysis of partial duration series (PDS).
Numbers in parenthesis are PF estimates at lower and upper bounds of the 90% confidence interval. The probability that precipitation frequency estimates (for
a given duration and average recurrence interval) will be greater than the upper bound (or less than the lower bound) is 5%. Estimates at upper bounds are
not checked against probable maximum precipitation (PMP) estimates and may be higher than currently valid PMP values.
Please refer to NOAA Atlas 14 document for more information.
Back to Top
PF graphical
hftps://hdsc.nws.noaa.gov/hdsc/pfds/pfds_printpage.html?lat=34.9904&Ion=-79.0855&data=depth&units=english&series=pds 1/4

4/4/22, 2:43 PM Precipitation Frequency Data Server
PDS-based depth -duration -frequency (DDF) curves
Latitude: 34.99041, Longitude: -79.08551
35
30
E 25
L
a-+
Gl 20
c
0
15
C
10
L
G
C
C
C
G
L L
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https://hdsc.nws.noaa.gov/hdsc/pfds/pfds_printpage.html?lat=34.9904&Ion=-79.0855&data=depth&units=english&series=pds 2/4

4/4/22, 2:43 PM
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Questions?: [e-mail]
Disclaimer
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Scott Cole, NCLSS
312 Copples Road Ext
Asheboro, NC 27205
[phone]
Double D Engineering, PLLC
Attn: Mr. Lee Humphrey
150 S. Page Street
Southern Pines, NC 28387
March 21, 2022
Re: Seasonal High -Water Table Identification and Soil Infiltration Rates: Rockfish Road site, Raeford,
NC; Hoke County NC parcel 494750301009.
Soil conditions and infiltration rates were evaluated and measured on the above -referenced property within
the proposed storm water BMP device. Work was conducted in accordance with Parts A-2 and C-1 of the
North Carolina Department of Environmental Quality Stormwater Design Manual. Soil samples were
evaluated with a hand auger.
SEASONAL HIGH WATER TABLE IDENTIFICATION
Seasonal High Water Table depth is determined by field evaluation for soil wetness conditions which are
indicated by the presence of redoximorphic (rdox) features with chroma colors of 2 or less (in Munsell
color notation) in mottles or the horizon matrix, and at times, saturated soil conditions and/or free water
within the soil profile. Colors of chroma 2 or less due to relic minerals from parent material (underlying
rock), anaerobic activity created by placement of fill material, or soil textural class transitions (perched
water) are not considered as indicators for seasonal high water. Upon determination of SHWT depth, an
additional 6" will be deducted from the observed depth to account for capillary fringe water movement
above the SHWT. Stormwater infiltration trenches are designed to ensure the lowest point is at least two
feet above the Seasonal High Water Table (SHWT).
SATURATED HYDRAULIC CONDUCTIVITY Mgt)
Soils evaluated on this property are typical of those within the Johnston and Blaney Soil series. These soils
are moderately well drained soils with varying rates of permeability. Infiltration rates are measured to
determine if soil conditions are suitable for the installation of stormwater infiltration devices. Infiltration
rates are measured using a Johnson Constant Head Permeameter. Measurements are recorded at varying
intervals until equilibrium was reached.
The SHWT and Infiltration rates for the stormwater BMP devices are reported for each proposed
location in the tables below.
BMP Device Site #1
Test Location
SHWT
Munsell Color
Ksat #1
Ksat #2
Ksat #3
(feet below
Notation
round surface
11' bgs
5Y 8/1
0-18"
18-50"
5011+
BMP Site 1
2.5Y 7/1
Sandy Loam
Sandy Clay
Exp.
Elevation 205'
8" / hour
Loam (heavy)
Clay/Heavy
2.5" / hour
Redox
Not Measured

Scott Cole, NCLSS
312 Copples Road Ext
Asheboro, NC 27205
[phone]
BMP Device Site #2
Test Location
SHWT
Munsell Color
Ksat #1
Ksat #2
Ksat #3
(feet below
Notation
round surface
10' bgs
5Y 8/1
0-24"
24-50"
5019+
BMP Site 2
2.5Y 7/1
Sandy Loam
Silty Clay
Exp.
Elevation 189'
8" / hour
2.5" / hour
Clay/Heavy
Redox
Not Measured
BMP Device Site #3
Test Location
SHWT
Munsell Color
Ksat #1
Ksat 92
Ksat #3
(feet below
Notation
round surface
9' bgs
5Y 8/1
0-36"
3659+
N/A
BMP Site 3
2.5Y 7/1
Sandy Loam
Exp.
Elevation 184'
8" / hour
Clay/Heavy
Redox
Not Measured
BMP Device Site #4
Test Location
SHWT
Munsell Color
Ksat #1
Ksat #2
Ksat #3
(feet below
Notation
round surface
9' bgs
5Y 8/1
0-24"
24-48"
4811+
BMP Site 4
2.5Y 7/1
Sandy Clay
Sandy Clay
Exp.
Elevation 197'
Loam
0.2" / hour
Clay/Heavy
2.5" / hour
Redox
Not Measured
CONCLUSION
Field evaluation of hydraulic conductivity provides estimations of soil infiltration rates; however, methods
used to measure these rates can influence the results. Side walls of the bore hole are "smeared" by the soil
auger as the hole is prepared and loose soil in the bottom of the hole is placed in suspension when water is
applied; both of these factors negatively influence water infiltration rates. To help overcome these issues,
after excavation of each infiltration trench, it is recommended the trench bottom and sidewalls be raked and
dusted with pulverized limestone. These are practices that have been in place within the on -site wastewater
industry to help loosen the soil and aid in restoration of soil structure.
I am pleased to be of service in this matter and can be contacted at
questions concerning information within this report.
Thank you,
-� a
Scott Cole
North Carolina Licensed Soil Scientist
should you have any
rrN I_(_j'
'Ti

{ { '--� —Bey:____•
Proposed Stormwater BMP #3 i
a
f' SHWT: 9' bgs
SHWT Elevation: 184'
Ksat 0-36" SL: 8" 1 hour _
- Ksat 36"+ SCL (heavy): Not Measured
Proposed Stormwater BMP #4
SHWT: 9' bgs \• «,,.. jr �/` .�' �\::,..�
SHWT Elevation: 197' �• �`° �•,
Ksat 0-24" SCL: 2.5" 1 hour
Ksat 24"-48" SC: .2" / hour
Ksat 48"+ Expansive Clay: Not Measured
,
us
r7,�
�, `, f, ;{ tiff r ;1 � . � z l � ,_ � 1•.,� `' � i
Tz
.--�
Proposed Stormwater BMP #2 =•-�=F:•Ea
SHWT: 10' bgs
SHWT Elevation: 189" �\ 1 •��'.►
Ksat 0-24" SL: 8" / hour M£..
{ Ksat 24"-50" SCL (heavy): 2.5" / hour (�
{ i:= Ksat 50"+ Expansive Clay: Not Measured k
i
Proposed Stormwater BMP #1 '
,.._.,X orri
_r
SHWT: 11' bgs
SHWT Elevation: 205'
Ksat 0-18" SL: 8" / hour
Ksat 18"-50" SCL (heavy): 2.5" / hour
'{ Ksat 50"+ Expansive Clay: Not Measured \
1 inch = 300 feet

WATER QUANTITY -WET POND SCM 1

W C/� -q v-,i 5
s

SUPPLEMENT-EZ COVER PAGE
FORMS LOADED
PROJECT INFORMATION
1
Proiect Name
Utility Improvements to Serve Shabain Reserve - Phase 1
2
Project Area ac
115.32
3
Coastal Wetland Area ac
-
4
Surface Water Area ac
-
5
Is this project High or Low Densit ?
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
Will the vegetated setback remain vegetated?
Yes
9
If BUA is proposed in the setback, does it meet NCAC 02H.1003 4 c-d ?
No
10
Is streambank stabilization proposed on thisproject?
No
NUMBER AND TYPE OF SCMs:
11
Infiltration System
1
12
Bioretention Cell
0
13
Wet Pond
3
14
Stormwater Wetland
0
15
Permeable Pavement
0
16
Sand 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
0
23
_
StormFilter
24
Silva Cell
0
25
Bayfilter
0
26
Filterra
0
FORMS LOADED
DESIGNER CERTIFICATION
27
Name and Title:
Carlo Pardo, PE
28
Organization:
Bowman North Carolina, Ltd.
29
Street address:
City, State, Zip:
4006 Barrett Drive, Suite 104
Raleigh, NC 27609
30
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.
�����tultllrrr��
�►k C A R0�''�•f,
SEAL
051571
c..........
A
Signature of Designer
Date

DRAINAGE AREAS
1
Is this a hi h density project?
Yes
2
If so, number of drainage areas/SCMs
4
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
AREA INFORMATION
Entire Site
1
2
3
4
4
T e of SCM
-
Wet Pond
Infiltration Basin
Wet Pond
Wet Pond
5
Total draina a area s ft
5023339 sf
883772
394402
176822
874858
6
Onsite draina a areas ft
883772
394402
176822
874858
7
Offsite draina a area s ft
8
Total BUA in project (sq ft
980497 sf
371638 sf
171155 sf
86745 sf
350959 sf
9permitting)
New BUA on subdivided lots (subject to
s ft
680000 sf
272000 sf
112000 sf
64000 sf
232000 sf
10permitting)
New BUA not on subdivided lots (subject to
s
300497 sf
99638 sf
59155 sf
22745 sf
118959 sf
11
10ffsite BUA (sq ft
12
Breakdown of new BUA not on subdivided lots:
Parking (sq ft
Sidewalk (sq ft
75573 sf
27645 sf
15376 sf
5672 sf
26880 sf
Roof (sq ft
Roadway s ft
215004 sf
71993 sf
43779 sf
17073 sf
82159 sf
Future (sq ft
Other, please specify in the comment box
below (sq ft
9920 sf
9920 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
16
1 Existing BUA that is already permitted (sq ft
17
Existing BUA that will be removed (sq ft
18
Percent BUA
19.52%
42.1%
43%
49%
40%
19
Design storm inches
1.0 in
1.0 in
1.0 in
1.0 in
20
Design volume of SCM cu ft
32182 cf
62235 cf
7580 cf
31488 cf
21 Calculation method for design volume Simple Method Simple Method Simple Method Simple Method
ONAL INFORMATION
ease use this space to provide any additional information about the
"22drainagearea(s):
12-Postal Kiosk for additional BUA

WET POND
1 11 Drainage area number 1 3 4
21 Minimum required treatment volume (cu ft) 32182 cf 7580 cf 31488 cf
NERAL MDC FROM 02H .1050
3
Is the SCM sized to treat the SW from all surfaces at build -out?
Yes
Yes
Yes
4
Is the SCM located away from contaminated soils?
Yes
Yes
Yes
5
What are the side slopes of the SCM (H:V)?
3:1
3:1
3:1
6
Does the SCM have retaining walls, gabion walls or other
engineered side slopes?
No
No
No
7
Are the inlets, outlets, and receiving stream protected from erosion
10- ear storm)?
Yes
Yes
Yes
8
Is there an overflow or bypass for inflow volume in excess of the
design volume?
Yes
Yes
Yes
9
What is the method for dewatering the SCM for maintenance?
Pump (preferred)
Pump (preferred)
Pump (preferred)
10
If applicable, will the SCM be cleaned out after construction?
Yes
Yes
Yes
11
Does the maintenance access comply with General MDC (8)?
Yes
Yes
Yes
12
Does the drainage easement comply with General MDC (9)?
Yes
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
N/A
14
Is there an O&M Agreement that complies with General MDC (11)?
Yes
Yes
Yes
15
Is there an O&M Plan that complies with General MDC (12)?
Yes
Yes
Yes
161
Does the SCM follow the device specific MDC?
Yes
Yes
Yes
17
Was the SCM designed b an NC licensedprofessional?
Yes
Yes
Yes
WET POND
MDC FROM 02H .1053
18
Sizing method used
SA/DA
SA/DA
SA/DA
19
Has a stage/storage table been provided in the calculations?
Yes
Yes
Yes
20
Elevation of the excavated main pool depth (bottom of sediment
removal) (fmsl
206.00
189.00
202.00
21
Elevation of the main pool bottom (top of sediment removal) (fmsl)
207.00
190.00
203.00
22
Elevation of the bottom of the vegetated shelf (fmsl)
211.50
195.50
206.50
23
Elevation of the permanent pool (fmsl)
212.00
196.00
207.00
24
Elevation of the top of the vegetated shelf (fmsl)
212.50
196.50
207.50
25
Elevation of the temporary pool (fmsl)
213.90
197.50
208.70
26
Surface area of the main permanent pool (square feet)
11390
2950
13155
27
Volume of the main permanent pool (cubic feet)
43138 cf
8526 cf
42764 cf
28
Average depth of the main pool (feet)
4.22 ft
3.66 ft
3.58 ft
29
Average depth equation used
Equation 3
Equation 3
Equation 3
301
If using equation 3, main pool perimeter (feet)
423.0 ft
237.0 ft
442.0 ft
31
If using equation 3, width of submerged veg. shelf (feet)
3.0 ft
3.0 ft
3.0 ft
32
Volume of the forebay (cubic feet)
6715 cf
1583 cf
7964 cf
33
Is this 15-20% of the volume in the main pool?
Yes
Yes
Yes
34
Clean -out depth for forebay (inches)
48 in
48 in
48 in
35
Design volume of SCM (cu ft)
32182 cf
7580 cf
31488 cf
36
Is the outlet an orifice or a weir?
Orifice
Orifice
Orifice
371
If orifice, orifice diameter (inches)
2.00 in
1.00 in
2.50 in
38
If weir, weir height (inches)
39
If weir, weir length (inches)
40
Drawdown time for the temporary pool (days)
3.59
3.61
2.41
41
Are the inlet(s) and outlet located in a manner that avoids short-
circuiting?
Yes
Yes
Yes
42
Are berms or baffles provided to improve the flow path?
Yes
Yes
Yes
431
Depth of forebay at entrance (inches)
60 in
60 in
60 in
44
Depth of forebay at exit (inches)
54 in
54 in
54 in
45
Does water flow out of the forebay in a non -erosive manner?
Yes
Yes
Yes
46
Width of the vegetated shelf (feet)
6 ft
6 ft
6 ft
47
Slope of vegetated shelf (H:V)
6:1
6:1
6:1
48
Does the orifice drawdown from below the top surface of the
permanentpool?
Yes
Yes
Yes
49
Does the pond minimize impacts to the receiving channel from the 1-
r, 24-hr storm?
Yes
Yes
Yes
50
Are fountains proposed? (If Y, please provide documentation that
MDC(9) is met.
No
No
No
51
Is a trash rack or other device provided to protect the outlet system?
Yes
Yes
Yes
52
Are the dam and embankment planted in non -clumping turf grass?
Yes
Yes
Yes
53
Species of turf that will be used on the dam and embankment
Hybrid Bermuda
Hybrid Bermuda
Hybrid Bermuda
54
Hasa planting plan been provided for the vegetated shelf?
Yes
Yes
Yes
ADDITIONAL INFORMATION
55
Please use this space to provide any additional information about
the wet pond(s):
Wet Pond 1 10:18 AM 12/19/2022

Bowman North Carolina, Ltd.
Shahbain Reserve, Hoke County, NC
Curve Number Calculation (CN)
Pre -Developed Conditions #1
Drainage Area (acres): 20.29
Existing Soil Groups
Soil Group Map Symbol Soil Description
Acres
Percent of DA
A NoB Norfolk Loamy Sand
16.22
80%
A WaB Wagram Loamy Sand
0.33
2%
C Bad Blaney Loamy Sand
3.74
18%
Existing Land Uses
Land Use Description Existing Soil Group Acres
Curve #
Weighted CN
Open Space - Good Stand A 16.55
55
44.9
Wooded - Good Stand C 3.74
74
13.6
Cumulative Curve # =
58.5

Bowman North Carolina, Ltd.
Shahbain Reserve, Hoke County, NC
Curve Number Calculation (CN)
Post -Developed Conditions #1
Drainage Area (acres): 20.29
Existing Soil Groups
Soil Group Map Symbol Soil Description
Acres
Percent of DA
A NoB Norfolk Loamy Sand
16.22
80%
A WaB Wagram Loamy Sand
0.33
2%
C Bad Blaney Loamy Sand
3.74
18%
Proposed Land Uses
Land Use Description Existing Soil Group Acres
Curve #
Weighted CN
Open Space - Good Condition A 9.44
55
25.6
Open Space - Good Condition C 2.32
77
8.8
Impervious Area A & C 8.53
98
41.2
Cumulative Curve # =
75.6

Proposed Wet Pond #1
Project Information
Project Name:
Shabain Reserve
Project #:
Designed by:
CEP Date: 12/19/2022
Revised by:
Date:
Checked by:
Date:
Site Information
Sub Area Location: Drainage To Proposed Wet Pond
Drainage Area (DA) = 20.29 Acres 883,772 sf
Impervious Area (IA) = 8.53 Acres 371,638 sf
Percent Impervious (1) = % 42.05 %
Required Surface Area
Permament Pool Depth: 4.22 ft
SA/DA = 1.260
Min Req'd Surface Area = 11,137 sf (at Permanent Pool)
Required WQv Storage Volume
Design Storm = inch Non -Coastal County
Determine Rv Value = 0.05 + .009 (1) = 0.428 in/in
Storage Volume Required = cf (above Permanent Pool)
Elevations
Top of Pond Elevation =
220.00
ft
Temporary Pool Elevation =
213.90
ft
Permanent Pool Elevation =
212.00
ft
Shelf Begining Elevation =
212.50
ft
Forebay Weir =
211.50
ft
Shelf Ending Elevation =
211.50
ft
Bottom Elevation =
207.00
ft
Permanent Pool Area
Area @ Top of Permanent Pool = 11,390 sf
Volume of Temporary Storage = 32,182 cf
Is Permenant Pool Surface Area Sufficient (yes/no)?
Volume of Storage for Design Storm = 32,182
Y
( 11390 > 11137) sf
( 32182 > 31555) cf

Incremental Drawdown Time
STORMWATER POND #1
INCREMENTAL DRAWDOWN METHOD -Water Quality Volume
Project Information
Project NarShabain Reserve
Project #:
esigned by: CEP
hecked by:
Water
Date: 12/19/2022
Date:
ity 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 - D2 (Z-D/24-Ei)^(1/2)
Qz = 0.372 CD ' D'(Z-Ei)^(3i2)
Q, = 0
in
0.6
212
Orifice Inv.
0.00
to
212
212
to
212.1
212.1
to
213
Incremental Drawdown Method
Countour
Contour
Area
Incremental
Volume
Stage, Z
Zone
Q
Drawdown
Time
sq ft
cu ft
ft
cfs
min
212.00
14,430
0
0.00
2.00
0.000
--
212.50
16080
7,628
0.50
3.00
0.068
1,878
213.00
17120
8,300
0.50
3.00
0.100
1,378
213.90
19000
16,254
0.90
3.00
0.141
1,916
Total
--
--
--
--
Drawdown Time = Incremental Volume / Q / 60sec/min
Summary
Total Volume= 32,182 of
Total Time= 5,172 min
Total Time = 3.59 days Between 2-5
12/19/2022 Prop Wet Pond- new design-#1.xls 1 of 1

Project: Pond #1 Date: 12/19/2022
Main -Pond Contours -Volumes
Elevation
Main -Pond
Incremental Vol.
Accumulated Vol.
Description
212
11,390
5,385
43,138
A2 (Perm -Pool)
211.5
10,150
4,963
37,753
Al (Bottom -Shelf)
211
9,700
9,313
32,790
210
8,925
8,553
23,478
209
8,180
7,818
14,925
208
7,455
7,108
7,108
207
6,760
0
0
A3 (Bottom -Pond)
Forebay Contours -Volumes
Elevation
FB1
FB2 FB3 Total -Areas
Incremental Vol.
Accumulated Vol.
212
2,805
2,805
1,333
6,715
211.5
2,525
2,525
1,193
5,383
211
2,245
2,245
1,980
4,190
210
1,715
1,715
1,460
2,210
209
1,205
1,205
750
750
208
295
295
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%
3.72 *At least 3' average depth
43,138
423
3
10,150
Average Depth = 4.22

Proposed Wet Pond #1
Project Information
Project Name:
Shabain Reserve
Project #:
Designed by:
CEP Date:
Revised by:
Date:
Checked by:
Date:
Site Information
12/19/2022
Sub Area Location:
Drainage to Proposed Pond
Drainage Area (DA) =
20.29 Acres
Impervious Area (IA) =
8.53 Acres
Percent Impervious (I) =
42.05 % (Drainage Area)
Orifice Sizing
Orifice Size = 2.00 in
Drawdown Time = 3.59 days
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:
208.0
cf
Weight:
12979
Ibs
Factor of Safety
1.20
WT Req'd of Anti -Flotation Device:
15,575
Ibs
Volume of Concrete Req'd:
103.8
cf
(Diameter)
(Incremental Draw Down Method)
(Water Displaced - Top of Pond to Bottom of Pond)
(Unit WT of Concrete = 150 pcf)
Volume Provided: 165.5 cf (4'x4' riser x 8' = 128sf, 5'x5' footing x 1.5'=37.5cf)

50
STORMWATER
� MANAGEMENTS
EASEMENT
INLET PIPE WITH--,,,
RIP -RAP APRON
LITORAL SHELF
AREA-2,485 SF
DEFER TO DETAIL \
FOR PLANTINGS
11�1
SOD AREAS ABOVE
NORMAL POOL
EELVATION,�
_ - FOREBAY AREA b'2-
BOO
CLASS B RIP -RAP ATE
- 0 FOREBAY WEIR \�
OUTLET CONTROL
STRUCTURE REFER
TO DETAILS ON
Cl
THIS SHEET
-
� �, \ ----" 24" OUTLET PIPE
1� REFER TO GRADING �1 _PLAN
016 sq.ft.
-6 acres TOP OF
EMBANKMENT FES
ELEV-220.0 � ELEV-211.5
GRAPHIC SCALE
0 25 50 100 200
( IN FEET )
1 inch = 50 ft.
PLAN VIEW

STAGE/STORAGE TABLE
STAGE (FT)
ELEVATION (FT)
CONTOUR AREA
(SF)
INCREMENTAL
STORAGE (CF)
TOTAL STORAGE
(CF)
0.0
212.0
14430
0
0
0.5
212.5
16080
7628
7628
1.0
213.0
17120
8300
15928
1.9
213.9
19000
16254
32182 (WQV)
2.0
214.0
19160
1908
34090
3.0
215.0
20780
19970
54060
4.0
216.0
22455
21618
75677
5.0
217.0
24185
23320
98997
6.0
218.0
25970
25078
124075
7.0
219.0
27815
26893
150967
8.0
220.0
29720
28768
179735

4' MIN
EMBANKMENT WIDTH
6" TOPSOIL FOR ALL
AREAS ABOVE THE
NORMAL POND ELEVATION
24" HDPE WITH WATER TIGHT SEAL
PIPE TO BE BEDDED
PER DIRECTION OF GEOTECHNICAL
ENGINEER 2
� 6° CLAY SOIL
LINER ON INSIDE
FACE OF
EMBANKMENT
3' MIN
CUTOFF TRENCH
APPROXIMATE SIZE
EXCAVATE AND BACKFILL
WITH COMPACTED
STRUCTURAL FILL AS
rx�m�r"
ENGINEER
42'-24" HDPE @ 1.19%
TRASH RACK
REFER TO DETAIL
THIS SHEET
TOP OF EMBANKMENT ELEVATION=220.0
6" TOPSOIL ABOVE NOTE: 1.0" STORM ELEVATION IS 212.16 AND INTERMEDIATE
6" CLAY LINER REFER TO DETAIL 100 YEAR STORM ELEVATION=219.60 WEIR IS ELEVATION 213.9. THERE IS ADDITIONAL STORAGE
DESIGNED FROM THE 1.0" STORM ELEVATION TO THE
I i ON LITTORAL SHELF FOR INCREMENTAL 3 WEIR INTERMEDIATE WEIR ELEVATION.
1 10 YEAR STORM ELEVATION=216.61
6
4'x4' PRECAST �
6FT LITTORAL 1 CONCRETE RISER
SHELF (INSTALL STEPS 2 YEAR STORM ELEVATION=214.80
AS NECESSARY) 1 YEAR STORM ELEVATION=214.32
INV=212.0 1.0—INCH STORM ELEVATION=212.16 EXISTING GRADE=213.5f
NORMAL POND ELEVATION=212.0
d a
d
PVC ELBOW
° SEE DETAIL
a � 2
ELEV=210.0 d 2 NOTE: PUMPS SHALL BE USED TO DRAIN 1
w
1
1 1 THE POND WHEN NECESSARY. REFER TO DETAIL
THIS SHEET FOR DEWATERING REQUIREMENTS.
O n_ O
4' IN. ASTM C-923 SEAL
BETWEEN BARREL & RISER.
KEY RISER BASE TO BE FILLED
WITH CONC. TO INVERT OF BOTTOM OF POND (TOP OF SEDIMENT STORAGE)=207.0
BARREL CONCRETE SHALL BE
8"X8"X1"X12" LONG ANGLE (6 TOT. REQUIRED) TO ANCHOR RISER TO PLACED IN RISER AFTER BOTTOM OF SEDIMENT STORAGE)=206.0
BASE. PROVIDE 2-3/4" A307 BOLTS FROM ANGLE TO RISER AND ANGLES ARE SECURED
„ „ TO BASE AND RISER.
2—A307 J HOOKS 3/4 DIA. X 12 LONG FROM ANGLE TO BASE. — —�
ANGLE TO BE FIELD COATED WITH ZINC RICH PAINT AFTER
CONSTRUCTION. "J" HOOKS TO BE PLACED UNDER LOWER REINFORCING
STEEL. 6" CLAY SOIL
5'x5'x1.5' CONC. BASE REINFORCE WITH #4 BARS AT 12" O.C. TOP LINER
AND BOTTOM OF EACH DIRECTION PROVIDE 3" MIN. CLEARANCE MAIN POOL
BETWEEN EDGE OF CONC. AND STEEL REINFORCING.
PROFILE OF WET POND DETENTION SYSTEM
SCALE: N.T.S.

'941:11:
TOPSOIL
6" CLAY
LITTORAL
LITTORAL
SH ELF
6" TOPSOIL FOR ALL
AREAS ABOVE THE
NORMAL POND ELEVATION
VI\/\JJ I VI\LU/-\ I
' AT ELEV=211.5
FOREBAY
WIDTH AT
NOTE: PUMPS SHALL BE USED TO DRAIN
THE FOREBAY WHEN NECESSARY. REFER TO
SEDIMENT STORAGE THIS SHEET FOR DFWATFRING REQUIREMENTS.
FOREBAY ENTRANCE SHALL BE - III 6" TOPSOIL FOR ALLAREAS ABOVE THE
DEEPER THAN FOREBAY EXIT NORMAL POND ELEVATION
PROFILE OF WET POND DETENTION SYSTEM
SCALE: N.T.S.
BOTTOM OF SEDIMENT
STORAGE/EXIT BOTTOM OF SEDIMENT
ELEV=207.5 STORAGE/ENTRANCE
ELEV=207.0
FOREBAY ENTRANCE SHALL BE ' FOREBAY
DEEPER THAN FOREBAY EXIT

jop 0F WEIR ;
1Ai _
rno nr crgUCTURE NOT SHOWN
TRASH RACK)
OUTLET CONTROL STRUCTURE - INCREMENTAL WEIR
PERM. POND ELEV.-212.0
4" PVC SCREW CAP
FOR CLEANING ACCESS
12" f
4"x4" PVC 1
2"DIA. HOLE DRILLE1
INTO BOTTOM CAP
SCALE: N.T.S.
DICCD OTDI lf'\TI IDC
PVC DRAIN OUTLET
FOR CLARITY
SCALE: N.T.S.

Pond Report s
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2022
Monday, 12 / 19 / 2022
Pond No. 1 - Wet Pond
Pond Data
Contours -User-defined contour areas.
Average end area method
used for volume calculation. Begining Elevation = 212.00 ft
Stage / Storage Table
Stage (ft) Elevation (ft)
Contour area (sqft)
Incr. Storage (cuft)
Total storage (cuft)
0.00 212.00
14,430
0
0
0.50 212.50
16,080
7,628
7,628
1.00 213.00
17,120
8,300
15,928
1.90 213.90
19,000
16,254
32,182
2.00 214.00
19,160
1,908
34,090
3.00 215.00
20,780
19,970
54,060
4.00 216.00
22,455
21,618
75,677
5.00 217.00
24,185
23,320
98,997
6.00 218.00
25,970
25,078
124,075
7.00 219.00
27,815
26,893
150,967
8.00 220.00
29,720
28,768
179,735
Culvert / Orifice Structures
Weir Structures
[A]
[B]
[C]
[PrfRsr]
[A]
[B]
[C]
[D]
Rise (in)
= 24.00
2.00
Inactive
Inactive
Crest Len (ft)
= 1.50
15.50
Inactive
Inactive
Span (in)
= 24.00
2.00
0.00
0.00
Crest El. (ft)
= 213.90
216.70
0.00
0.00
No. Barrels
= 1
1
0
0
Weir Coeff.
= 3.33
2.60
3.33
3.33
Invert El. (ft)
= 212.00
212.00
0.00
0.00
Weir Type
= Rect
Broad
---
---
Length (ft)
= 42.00
0.50
0.00
0.00
Multi -Stage
= Yes
Yes
No
No
Slope (%)
= 1.19
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)
8.00
4.00
RIM
0.00 ' '
0.00 4.00
- 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).
Stage / Discharge
8.00 12.00 16.00 20.00 24.00 28.00 32.00
Elev (ft)
220.00
216.00
214.00
212.00
36.00 40.00
Discharge (cfs)

Hydrograph Summary Report HydraflowHydrographsExtension for AutodeskOCivil 3DObyAutodesk,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
2.507
2
740
22,489
------
------
------
Pre -Developed -Overall Site
2
SCS Runoff
25.13
2
724
73,237
------
------
------
Post Developed to Pond
3
Reservoir
1.512
2
836
66,097
2
214.32
40,503
Post Through Pond
5
SCS Runoff
0.255
2
360
2,519
------
------
------
1.0 Post -Developed to Pond
6
Reservoir
0.028
2
378
2,255
5
212.16
2,381
1.0inPost Through Pond
Wet Pond#1.gpw
Return Period: 1 Year
Monday, 12 / 19 / 2022

Hydrograph
Report
2
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2022
Monday, 12 / 19 / 2022
Hyd. No. 1
Pre -Developed -Overall Site
Hydrograph type
= SCS Runoff
Peak discharge
= 2.507 cfs
Storm frequency
= 1 yrs
Time to peak
= 740 min
Time interval
= 2 min
Hyd. volume
= 22,489 cuft
Drainage area
= 20.290 ac
Curve number
= 58.5
Basin Slope
= 0.0 %
Hydraulic length
= 0 ft
Tc method
= User
Time of conc. (Tc)
= 32.50 min
Total precip.
= 3.04 in
Distribution
= Type II
Storm duration
= 24 hrs
Shape factor
= 484
Pre -Developed -Overall Site
Q (cfs) Hyd. No. 1 -- 1 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)

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
= 20.290 ac
Basin Slope
= 0.0 %
Tc method
= User
Total precip.
= 3.04 in
Storm duration
= 24 hrs
Q (cfs)
28.00
24.00
20.00
16.00
12.00
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 -- 1 Year
Monday, 12 / 19 / 2022
= 25.13 cfs
= 724 min
= 73,237 cuft
= 75.6
= 0 ft
= 13.60 min
= Type II
= 484
Q (cfs)
28.00
24.00
20.00
16.00
12.00
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
Monday, 12 / 19 / 2022
Hyd. No. 3
Post Through Pond
Hydrograph type
= Reservoir
Peak discharge
= 1.512 cfs
Storm frequency
= 1 yrs
Time to peak
= 836 min
Time interval
= 2 min
Hyd. volume
= 66,097 cuft
Inflow hyd. No.
= 2 - Post Developed to Pond
Max. Elevation
= 214.32 ft
Reservoir name
= Wet Pond
Max. Storage
= 40,503 cuft
Storage Indication method used.
Post Through Pond
Q (cfs) Hyd. No. 3 -- 1 Year Q (cfs)
28.00 28.00
24.00 24.00
20.00 20.00
16.00 16.00
12.00 12.00
8.00 8.00
4.00 4.00
0.00 0.00
0 600 1200 1800 2400 3000 3600 4200 4800 5400 6000
Time (min)
— Hyd No. 3 Hyd No. 2 Total storage used = 40,503 cult

A
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2022
Monday, 12 / 19 / 2022
Hyd. No. 5
1.0 Post -Developed to Pond
Hydrograph type =
SCS Runoff
Peak discharge
= 0.255 cfs
Storm frequency =
1 yrs
Time to peak
= 360 min
Time interval =
2 min
Hyd. volume
= 2,519 cuft
Drainage area =
20.290 ac
Curve number
= 75.6
Basin Slope =
0.0 %
Hydraulic length
= 0 ft
Tc method =
User
Time of conc. (Tc)
= 13.60 min
Total precip. =
1.00 in
Distribution
= SCS 6-Hr
Storm duration =
6.00 hrs
Shape factor
= 484
Q (cfs)
0.50
0.45
0.40
0.35
0.30
0.25
0.20
0.15
0.10
0.05
0 00
1.0 Post -Developed to Pond
Hyd. No. 5 -- 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
0 60 120 180 240 300 360 420
— Hyd No. 5 Time (min)

7
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2022
Monday, 12 / 19 / 2022
Hyd. No. 6
1.0inPost Through Pond
Hydrograph type
= Reservoir
Peak discharge
= 0.028 cfs
Storm frequency
= 1 yrs
Time to peak
= 378 min
Time interval
= 2 min
Hyd. volume
= 2,255 cuft
Inflow hyd. No.
= 5 - 1.0 Post -Developed to Pond/lax.
Elevation
= 212.16 ft
Reservoir name
= Wet Pond
Max. Storage
= 2,381 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
1.0inPost Through Pond
Hyd. No. 6 -- 1 Year
1200 1800 2400
Hyd No. 5
3000 3600 4200 4800 5400
Total storage used = 2,381 cuft
Q (cfs)
0.50
0.45
0.40
0.35
0.30
0.25
0.20
0.15
0.05
0.00
6000
Time (min)

Hydrograph Summary Report HydraflowHydrographsExtension for AutodeskOCivil 3DObyAutodesk,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
6.221
2
736
40,743
------
------
------
Pre -Developed -Overall Site
2
SCS Runoff
37.01
2
722
105,597
------
------
------
Post Developed to Pond
3
Reservoir
4.430
2
760
98,350
2
214.80
50,119
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
212.00
0.000
1.0inPost Through Pond
Wet Pond#1.gpw
Return Period: 2 Year
Monday, 12 / 19 / 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 =
20.290 ac
Basin Slope =
0.0 %
Tc method =
User
Total precip. =
3.68 in
Storm duration =
24 hrs
Q (cfs)
7.00
5.00
3.00
1.00
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
Monday, 12 / 19 / 2022
= 6.221 cfs
= 736 min
= 40,743 cuft
= 58.5
= 0 ft
= 32.50 min
= Type II
= 484
Q (cfs)
7.00
. We
5.00
4.00
3.00
2.00
1.00
0.00 ' 1 1 1 1
" ' ' ' ' ' ' � ' 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
Monday, 12 / 19 / 2022
Hyd. No. 2
Post Developed to Pond
Hydrograph type
= SCS Runoff
Peak discharge
= 37.01 cfs
Storm frequency
= 2 yrs
Time to peak
= 722 min
Time interval
= 2 min
Hyd. volume
= 105,597 cuft
Drainage area
= 20.290 ac
Curve number
= 75.6
Basin Slope
= 0.0 %
Hydraulic length
= 0 ft
Tc method
= User
Time of conc. (Tc)
= 13.60 min
Total precip.
= 3.68 in
Distribution
= Type II
Storm duration
= 24 hrs
Shape factor
= 484
Post Developed to Pond
Q (cfs) Hyd. No. 2 -- 2 Year Q (cfs)
40.00 40.00
30.00 30.00
20.00 20.00
10.00 10.00
0.00 - 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
— Hyd No. 2 Time (min)

Hydrograph
Report
12
Hydraflow Hydrographs Extension
for Autodesk® Civil 3D® by Autodesk, Inc. v2022
Monday, 12 / 19 / 2022
Hyd. No. 3
Post Through Pond
Hydrograph type
= Reservoir
Peak discharge
= 4.430 cfs
Storm frequency
= 2 yrs
Time to peak
= 760 min
Time interval
= 2 min
Hyd. volume
= 98,350 cuft
Inflow hyd. No.
= 2 - Post Developed to Pond
Max. Elevation
= 214.80 ft
Reservoir name
= Wet Pond
Max. Storage
= 50,119 cuft
Storage Indication method used
Q (cfs)
40.00
20.00
10.00
0.00 ' --./
0 600
— Hyd No. 3
Post Through Pond
Hyd. No. 3 -- 2 Year
1200 1800 2400 3000 3600 4200 4800 5400
Hyd No. 2 Total storage used = 50,119 cuft
Q (cfs)
40.00
30.00
20.00
10.00
1 0.00
6000
Time (min)

Hydrograph Summary Report
15
Hydraflow Hydrographs Extension for Autodesk0 Civil 3DO 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
22.38
2
734
109,371
------
------
------
Pre -Developed -Overall Site
2
SCS Runoff
73.84
2
722
206,981
------
------
------
Post Developed to Pond
3
Reservoir
20.54
2
738
199,561
2
216.61
89,922
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
212.00
0.000
1.0inPost Through Pond
Wet Pond#1.gpw
Return Period: 10 Year
Monday, 12 / 19 / 2022

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 =
20.290 ac
Basin Slope =
0.0 %
Tc method =
User
Total precip. =
5.46 in
Storm duration =
24 hrs
Q (cfs)
24.00
20.00
16.00
12.00
m
4.00
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
Monday, 12 / 19 / 2022
= 22.38 cfs
= 734 min
= 109,371 cuft
= 58.5
= Oft
= 32.50 min
= Type II
= 484
Q (cfs)
24.00
20.00
16.00
12.00
M
4.00
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
17
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
= 20.290 ac
Basin Slope
= 0.0 %
Tc method
= User
Total precip.
= 5.46 in
Storm duration
= 24 hrs
Q (cfs)
80.00
70.00
40.00
20.00
10.00
Peak discharge
Time to peak
Hyd. volume
Curve number
Hydraulic length
Time of conc. (Tc)
Distribution
Shape factor
Monday, 12 / 19 / 2022
= 73.84 cfs
= 722 min
= 206,981 cuft
= 75.6
= 0 ft
= 13.60 min
= Type II
= 484
Q (cfs)
80.00
70.00
50.00
40.00
30.00
20.00
10.00
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 Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2022
Monday, 12 / 19 / 2022
Hyd. No. 3
Post Through Pond
Hydrograph type
= Reservoir
Peak discharge
= 20.54 cfs
Storm frequency
= 10 yrs
Time to peak
= 738 min
Time interval
= 2 min
Hyd. volume
= 199,561 cuft
Inflow hyd. No.
= 2 - Post Developed to Pond
Max. Elevation
= 216.61 ft
Reservoir name
= Wet Pond
Max. Storage
= 89,922 cuft
Storage Indication method used.
Post Through Pond
Q (cfs) Hyd. No. 3 -- 10 Year Q (cfs)
80.00
70.00
60.00
50.00
40.00
30.00
20.00
10.00
0 00
80.00
70.00
60.00
50.00
40.00
30.00
20.00
10.00
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 Total storage used = 89,922 cult

Hydrograph Summary Report
21
Hydraflow Hydrographs Extension for Autodesk0 Civil 3DO 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
57.72
2
734
255,996
------
------
------
Pre -Developed -Overall Site
2
SCS Runoff
138.16
2
722
390,581
------
------
------
Post Developed to Pond
3
Reservoir
38.71
2
738
383,021
2
219.60
168,086
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
212.00
0.000
1.0inPost Through Pond
Wet Pond#1.gpw
Return Period: 100 Year
Monday, 12 / 19 / 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 =
20.290 ac
Basin Slope =
0.0 %
Tc method =
User
Total precip. =
8.36 in
Storm duration =
24 hrs
Q (cfs)
60.00
40.00
20.00
10.00
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, 12 / 19 / 2022
= 57.72 cfs
= 734 min
= 255,996 cuft
= 58.5
= 0 ft
= 32.50 min
= Type II
= 484
Q (cfs)
60.00
50.00
40.00
30.00
20.00
10.00
0.00 1 1 1 1 1_ I I I I I I I_ i 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
— Hyd No. 1 Time (min)

Hydrograph Report
23
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
= 20.290 ac
Basin Slope
= 0.0 %
Tc method
= User
Total precip.
= 8.36 in
Storm duration
= 24 hrs
Q (cfs)
140.00
120.00
100.00
40.00
20.00
Peak discharge
Time to peak
Hyd. volume
Curve number
Hydraulic length
Time of conc. (Tc)
Distribution
Shape factor
Monday, 12 / 19 / 2022
= 138.16 cfs
= 722 min
= 390,581 cuft
= 75.6
= 0 ft
= 13.60 min
= Type II
= 484
Q (cfs)
140.00
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)

Hydrograph
Report
24
Hydraflow Hydrographs Extension
for Autodesk® Civil 3D® by Autodesk, Inc. v2022
Monday, 12 / 19 / 2022
Hyd. No. 3
Post Through Pond
Hydrograph type
= Reservoir
Peak discharge
= 38.71 cfs
Storm frequency
= 100 yrs
Time to peak
= 738 min
Time interval
= 2 min
Hyd. volume
= 383,021 cuft
Inflow hyd. No.
= 2 - Post Developed to Pond
Max. Elevation
= 219.60 ft
Reservoir name
= Wet Pond
Max. Storage
= 168,086 cuft
Storage Indication method used
Q (cfs)
140.00
120.00
100.00
40.00
20.00
Q (cfs)
140.00
120.00
100.00
40.00
20.00
J 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 1680
Time (min)
Hyd No. 3 — Hyd No. 2 Total storage used = 168,086 cult

OF CONCENTRATION
ng Conditions DA1
OPEN CHANNEL
SHALLOW CONIC FLOW:
FLOW:
TOTAL
SHEET FLOW:
SEGMENT1
Manning's Equation:
Tc = (0.007ml-y0.8)/(P2"0.5)(s"0.4)
2-year24-hr
�SEGMENTI
Tc = L / 60'V
V = 1.49R21IS112/ n
Basin Comments
Length Elev1 Elev2 Slope
Rainfall Depth Manning's
T'
Length Elev2 Elev3
Slope
Condition
Vavg
T12
Cross Sectional Wetted Perimeter Hydraulic Radius Length Elev3 Elev4 Slope Manning's V
T�,
T­ 1L
Tc(minimum) Tlag Basin
fl fl/fl
TP-40 in
fl
flAt
TR-55 Fig. 3-1
fl/sec
Flow Area (fl-2) (fl fl fl fl/fl (fps)
10 min 0.67c hrs
1
100 229.8 228.0 0.018
3.68 0.24
13.88
1671 228.0 213
0.00898
Unpaved
1.50
18.57
32.45
32.45 0.32 1

TIME OF CONCENTRATION
Proposed Conditions
SCS Methodology
Note: Fields in blue are manual entry
OPEN CHANNEL
SHALLOW CONIC FLOW:
FLOW:
TOTAL
SHEET FLOW:
SEGMENT1
Manning's Equation:
Tc = (0.007m`-y`0.8)/(P2A0.5)(sA0.4)
2-year24-hr
�SEGMENTI
Tc = L / 60'V
V = 1.49R�S112/ n
Basin Comments Length Elev1 Elev2 Slope
Rainfall Depth Manning's
T' Length Elev2 Elev3
Slope Condition
Vavg
T12 Cross Sectional Wetted Perimeter Hydraulic Radius Length Elev3 Elev4 Slope Manning's V
T,3 T,,A�
Tc(minimum) Tlag Basin
fl fl/fl
TP-40 in
fl
flAt TR-55 Fig. 3-1
fl/sec
Flow Area flA2 fl fl t t (fps)
10 min 0.67c hrs
1
100 229.8 228.4 0.014
3.68 0.018
1.93
1463 228.4 212
0.01121 Paved
2.10
11.61
13.54
13.54 0.14 1

WATER QUANTITY- INFILTRATION BASIN SCM 2

bml',\a5 A4-ec,
q.oSac.

SUPPLEMENT-EZ COVER PAGE
FORMS LOADED
PROJECT INFORMATION
1
Proiect Name
Utility Improvements to Serve Shabain Reserve - Phase 1
2
Project Area ac
115.32
3
Coastal Wetland Area ac
-
4
Surface Water Area ac
-
5
Is this project High or Low Densit ?
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
Will the vegetated setback remain vegetated?
Yes
9
If BUA is proposed in the setback, does it meet NCAC 02H.1003 4 c-d ?
No
10
Is streambank stabilization proposed on thisproject?
No
NUMBER AND TYPE OF SCMs:
11
Infiltration System
1
12
Bioretention Cell
0
13
Wet Pond
3
14
Stormwater Wetland
0
15
Permeable Pavement
0
16
Sand 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
0
23
_
StormFilter
24
Silva Cell
0
25
Bayfilter
0
26
Filterra
0
FORMS LOADED
DESIGNER CERTIFICATION
27
Name and Title:
Carlo Pardo, PE
28
Organization:
Bowman North Carolina, Ltd.
29
Street address:
City, State, Zip:
4006 Barrett Drive, Suite 104
Raleigh, NC 27609
30
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.
�����tultllrrr��
�►k C A R0�''�•f,
SEAL
051571
c..........
A
Signature of Designer
Date

DRAINAGE AREAS
1
Is this a hi h density project?
Yes
2
If so, number of drainage areas/SCMs
4
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
AREA INFORMATION
Entire Site
1
2
3
4
4
T e of SCM
-
Wet Pond
Infiltration Basin
Wet Pond
Wet Pond
5
Total draina a area s ft
5023339 sf
883772
394402
176822
874858
6
Onsite draina a areas ft
883772
394402
176822
874858
7
Offsite draina a area s ft
8
Total BUA in project (sq ft
980497 sf
371638 sf
171155 sf
86745 sf
350959 sf
9permitting)
New BUA on subdivided lots (subject to
s ft
680000 sf
272000 sf
112000 sf
64000 sf
232000 sf
10permitting)
New BUA not on subdivided lots (subject to
s
300497 sf
99638 sf
59155 sf
22745 sf
118959 sf
11
10ffsite BUA (sq ft
12
Breakdown of new BUA not on subdivided lots:
Parking (sq ft
Sidewalk (sq ft
75573 sf
27645 sf
15376 sf
5672 sf
26880 sf
Roof (sq ft
Roadway s ft
215004 sf
71993 sf
43779 sf
17073 sf
82159 sf
Future (sq ft
Other, please specify in the comment box
below (sq ft
9920 sf
9920 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
16
1 Existing BUA that is already permitted (sq ft
17
Existing BUA that will be removed (sq ft
18
Percent BUA
19.52%
42.1%
43%
49%
40%
19
Design storm inches
1.0 in
1.0 in
1.0 in
1.0 in
20
Design volume of SCM cu ft
32182 cf
62235 cf
7580 cf
31488 cf
21 Calculation method for design volume Simple Method Simple Method Simple Method Simple Method
ONAL INFORMATION
ease use this space to provide any additional information about the
"22drainagearea(s):
12-Postal Kiosk for additional BUA

INFILTRATION SYSTEM
1 Drainage area number
2 1 Minimum required treatment volume (cu ft)
ERAL MDC FROM 02H .1050
3
Is the SCM sized to treat the SW from all surfaces at build -out?
Yes
4
Is the SCM located away from contaminated soils?
Yes
5
What are the side slopes of the SCM (H:V or enter "Vertical' for
trenches)?
3:1
6
Does the SCM have retaining walls, gabion walls or other
engineered side slopes?
No
7
Are the inlets, outlets, and receiving stream protected from erosion
10- ear storm)?
Yes
8
Is there an overflow or bypass for inflow volume in excess of the
design volume?
Yes
9
lWhat is the method for dewatering the SCM for maintenance?
Pump (preferred)
10
If applicable, will the SCM be cleaned out after construction?
Yes
11
Does the maintenance access comply with General MDC (8)?
Yes
12
Does the drainage easement comply with General MDC (9)?
Yes
13
If the SCM is on a single family lot, does (will?) the plat comply with
General MDC 10 ?
N/A
14
Is there an O&M Agreement that complies with General MDC (11)?
Yes
15
Is there an O&M Plan that complies with General MDC (12)?
Yes
16
Does the SCM follow the device specific MDC?
Yes
17
Was the SCM designed by an NC licensedprofessional?
Yes
18 1 Proposed slope of the subgrade surface (%) 0%
19 jAre terraces or baffles provided? No
20 1Tvpe of pretreatment: Forebay
Data
21
Was the soil investigated in the footprint and at the elevation of the
infiltrations stem?
Yes
22
SHWT elevation (fmsl)
189.00
23
Depth to SHWT per soils report (in)
120 in
24
Ground elevation at boring in soils report (fmsl)
199.00
25
Is a detailed hydrogeologic study attached if the separation is
between 1 and 2 feet?
N/A
26
ISoil infiltration rate (in/hr)
4.00
27
1 Factor of safety (FS) (2 is recommended):
2.00
Elevations
29
113ottom elevation (fmsl)
199 ft
30
IStorage elevation (fmsl)
204.5 ft
31
1 Bypass elevation (fmsl)
204.5 ft
Basins
32 113ottom surface area(ft) 7230 ft
33 Istorage elevation surface area(ft) 15675. ft
For Trenches Only
34
Length (ft)
35
Width (ft)
36
Perforated pipe diameter, if applicable (inches)
37
Number of laterals
38
Total length of perforated piping
39
Stone type, if applicable
40
Stone porosity (%)
41
Is stone free of fines?
42
Is the stone wrapped in geotextile fabric?
43
Has at least one inspection port been provided?
Volumes/Drawdown
44 IDesign volume of SCM (cu ft) 62235 cf
45 ITime to draw down (hours) 23.8 hrs
46 Please use this space to provide any additional information about
the infiltration system(s):
Line 26 - The soils report found the infiltration rate of the soil to be 8.0"/hr. A more
conservative value of 4.0"/hr was used in the calculations, to account for clogging of
the soils that will happen over time.
Infiltration 1 1:15 PM 12/19/2022

Bowman North Carolina, Ltd.
Shahbain Reserve, Hoke County, NC
Curve Number Calculation (CN)
Pre -Developed Conditions #2
Drainage Area (acres): 9.05
Existing Soil Groups
Soil Group Map Symbol Soil Description
Acres
Percent of DA
A WaB Wagram Loamy Sand
1.60
18%
A NoB Norfolk Loamy Sand
1.61
18%
A/D IT Johnston Loam
2.28
25%
C Bad Blaney Loamy Sand
3.56
39%
Existing Land Uses
Land Use Description Existing Soil Group Acres
Curve #
Weighted CN
Wooded - Good Stand A 3.25
54
19.4
Wooded - Good Stand C 2.51
74
20.5
Open Space - Good Stand A 2.24
55
13.6
Open Space - Good Stand C 1.05
77
8.9
Cumulative Curve # =
62.5

Bowman North Carolina, Ltd.
Shahbain Reserve, Hoke County, NC
Curve Number Calculation (CN)
Post -Developed Conditions #2
Drainage Area (acres): 9.05
Existing Soil Groups
Soil Group Map Symbol Soil Description
Acres
Percent of DA
A WaB Wagram Loamy Sand
1.60
18%
A NoB Norfolk Loamy Sand
1.61
18%
A/D IT Johnston Loam
2.28
25%
C Bad Blaney Loamy Sand
3.56
39%
Proposed Land Uses
Land Use Description Existing Soil Group Acres
Curve #
Weighted CN
Open Space - Good Condition A 3.33
55
20.3
Open Space - Good Condition C 1.79
77
15.2
Impervious Area A & C 3.93
98
42.5
Cumulative Curve # =
78.0

Infiltration Basin Design
Site Information
Sub Area Location:
Drainage To Infiltration Basin
Drainage Area (DA) =
9.05 Acres 394402 sf
Impervious Area (IA) =
3.93 Acres 171155 sf
Percent Impervious (1) =
43.4 %
Required Water Quality Volume
Design Storm = 1 inch
Determine Rv Value = 0.05 + .009 (1) = 0.44 in/in
Water Quality Volume = 0.332 ac-ft
Water Quality Volume = 14,480 cf
Water Quality Volume = 0.441 inches of runoff
NOAA 1-year, 24-hour event = 3.09 inches
Minimum Surface Area
SA =
(12-FS-DV)/(K-T)
Factor of Safety (FS) =
2
Design Volume (DV) =
62235.0 cf
Hydraulic Conductivity of Soil (K) =
4.00 in/hr
Max Dewatering Time (T) =
72 hours
Minimum Surface Area =
5186.3 sf
Drawdown Time
T =
FS - (DV-12)/(K-SA)
Factor of Safety (FS) =
2
Design Volume (DV) =
62235.0 cf
Hydraulic Conductivity of Soil (K) =
4.00 in/hr
Surface Area Provided =
15675 sf
Drawdown Time =
23.8 hours

50
8JI76SF
0 T�
J
L Ti 1 1
6 �2 S STORMWATERr
�
� MANAGEMENT
�r� EASEMENT
/
GFZAPHIC SCALE
o 25 50 ,00
( IN FEET )
1 inch = 50 ft.
more
GRASS SPILL
REFER TO DETAIL
THIS SHEET
OBSERVATION
WELL (TYP.)
INLET PIPE WITH
RIP -RAP APRON
- TOP OE
EMBANKMENT
I
ELEV-206.0
✓ \I/ \I/ \I/ \I/
I
W � � � \4/\ \1/ /
PLAN VIEW

STAGE/STORAGE TABLE
STAGE (FT)
ELEVATION (FT)
CONTOUR AREA
(SF)
INCREMENTAL
STORAGE (CF)
TOTAL STORAGE
(CF)
0.0
199.0
7230
0
0
l'o
200.0
8640
7935
7935
2.0
201.0
10105
9373
17308
3.0
202.0
11625
10865
28173
4.0
203.0
13205
12415
40588
5.0
204.0
14835
14020
54608
5.5
204.5
15675
7628
62235 (WQV)
6.0
205.0
16530
8051
70286
7.0
206.0
18275
17403
87689

EXISTING GRADE = 199.0
w
W
0
0
F-
TOP OF
EMBANKMENT
= 206.0
100-YEAR STORM
ELEVATION =
205.36
SPILLWAY ELEVATION
= 204.5
10-YEAR STORM
ELEVATION =
204.42
2-YEAR STORM
ELEVATION =
202.09
1-YEAR STORM
ELEVATION =
201.17
1.0" RAINFALL
ELEVATION =
199.14
BOTTOM OF BASIN
= 199.0
z
N
SEASONAL HIGH WATER TABLE = 189.0
41
FILTER MIXTURE (FRoM Top)
V-0" OF CLEAN ASTM C-33
SAND (MEDIUM AGGREGATE SAND
WITH A SIZE RANGE OF 0.02-INCH
TO 0.04-INCH DIAMETER)
LAYER OF GEOTEXTILE PERMEABLE
FILTER FABRIC (MIRAFI N-SERIES
OR EQUIVALENT)
l'-0" MIN. UNDISTURBED IN -SITU
SOIL
0
1'-O" CLEAN SAND
INFILTRATION BASIN TYPICAL SECTION
FILTER FABRIC AT BOTTOM
AND SIDES OF CLEAN SAND
RIP -RAP PRE-TREATMENT
FOREBAY AT PIPE INLETS
SEE DETAIL THIS SHEET
n
GRASS SOD
4
FILTER FABRIC

FLOW
LONG
TOP OF EMBANKMENT
SPILLWAY
Q(l 00)
SLOPE(%)
H
B
W
SS
CHANNEL LINING
ELEVATION
SPILLWAY ELEVATION
INFILTRATION
STRAW WITH NET NAG
SPILLWAY
41.44 CFS
50.0%
L5'
20.0'
29.0'
3:1
SHOREMAX W/ P300
206.0
204.5
EXTEND LINING TO
TOP OF SPILLWAY
S\ H
W
EXTEND LINING TO
TOP OF SPILLWAY
CHANNEL LINING
MATTING SHALL BE AS NOTED
OR APPROVED EQUAL. B
GRASS SPILLWAY DETAIL
TOP OF EMBANKMENT-206.0
SPILLWAY ELEVATION-204.5
GRASS SOD ON SPILLWAY
AND SIDE SLOPES

Hydrograph
Report
12
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk,
Inc. v2022
Monday, 12 / 19 / 2022
Hyd. No. 3
Post Through SCM
Hydrograph type
= Reservoir
Peak discharge
= 41.44 cfs
Storm frequency
= 100 yrs
Time to peak
= 12.07 hrs
Time interval
= 2 min
Hyd. volume
= 61,654 cuft
Inflow hyd. No.
= 2 - SCM Post-Developlibelservoir
name
= BMP Pond
Max. Elevation
= 205.36 ft
Max. Storage
= 76,531 cuft
Storage Indication method used. Exfiltration extracted from Outflow.
Hydrograph Discharge Table
(Printed values -1.00% ofQp.)
Time Inflow Elevation Clv A Clv B Clv C
PfRsr Wr A Wr B
Wr C Wr D Exfil
Outflow
(hrs) cfs ft cfs cfs cfs
cfs cfs cfs
cfs cfs cfs
cfs
12.00 76.74 204.89 ----- ----- -----
----- 12.52 -----
----- ----- 1.513
12.52
12.03 65.78 205.22 ----- ----- -----
----- 31.98 -----
----- ----- 1.566
31.98
12.07 50.32 205.36 << ----- ----- -----
----- 41.44 -----
----- ----- 1.589
41.44
12.10
35.33
205.36 ----- -----
----- ----- 41.36 ----- -----
----- 1.588
41.36
12.13
23.66
205.28 ----- -----
----- ----- 36.08 ----- -----
----- 1.576
36.08
12.17
16.15
205.18 ----- -----
----- ----- 29.44 ----- -----
----- 1.560
29.44
12.20
12.51
205.09 ----- -----
----- ----- 23.55 ----- -----
----- 1.545
23.55
12.23
11.24
205.01 ----- -----
----- ----- 19.15 ----- -----
----- 1.533
19.15
12.27
10.75
204.95 ----- -----
----- ----- 15.93 ----- -----
----- 1.523
15.93
12.30
10.27
204.91 ----- -----
----- ----- 13.71 ----- -----
----- 1.516
13.71
12.33
9.786
204.88 ----- -----
----- ----- 12.11 ----- -----
----- 1.511
12.11
12.37
9.300
204.85 ----- -----
----- ----- 10.88 ----- -----
----- 1.507
10.88
12.40
8.812
204.83 ----- -----
----- ----- 9.925 ----- -----
----- 1.504
9.925
12.43
8.322
204.81 ----- -----
----- ----- 9.112 ----- -----
----- 1.501
9.112
12.47
7.830
204.80 ----- -----
----- ----- 8.402 ----- -----
----- 1.498
8.402
12.50
7.336
204.78 ----- -----
----- ----- 7.790 ----- -----
----- 1.496
7.789
12.53
6.857
204.77 ----- -----
----- ----- 7.211 ----- -----
----- 1.494
7.211
12.57
6.425
204.75 ----- -----
----- ----- 6.665 ----- -----
----- 1.492
6.665
12.60
6.073
204.74 ----- -----
----- ----- 6.190 ----- -----
----- 1.490
6.190
12.63
5.807
204.73 ----- -----
----- ----- 5.768 ----- -----
----- 1.488
5.768
Continues on next page...

13
Post Through SCM
Hydrograph Discharge Table
Time
Inflow
Elevation
Clv A Clv B Clv C PfRsr Wr A Wr B
Wr C Wr D Exfil
Outflow
(hrs)
cfs
ft
cfs cfs cfs cfs cfs cfs
cfs cfs cfs
cfs
12.67
5.609
204.72
----- ----- ----- ----- 5.393 -----
----- ----- 1.486
5.394
12.70
5.459
204.71
----- ----- ----- ----- 5.068 -----
----- ----- 1.485
5.068
12.73
5.338
204.70
----- ----- ----- ----- 4.788 -----
----- ----- 1.484
4.788
12.77
5.226
204.70
----- ----- ----- ----- 4.559 -----
----- ----- 1.483
4.559
12.80
5.114
204.69
----- ----- ----- ----- 4.370 -----
----- ----- 1.482
4.371
12.83
5.002
204.69
----- ----- ----- ----- 4.199 -----
----- ----- 1.481
4.199
12.87
4.890
204.68
----- ----- ----- ----- 4.040 -----
----- ----- 1.480
4.040
12.90
4.777
204.68
----- ----- ----- ----- 3.891 -----
----- ----- 1.479
3.891
12.93
4.664
204.67
----- ----- ----- ----- 3.750 -----
----- ----- 1.479
3.750
12.97
4.551
204.67
----- ----- ----- ----- 3.616 -----
----- ----- 1.478
3.616
13.00
4.438
204.66
----- ----- ----- ----- 3.486 -----
----- ----- 1.477
3.486
13.03
4.326
204.66
----- ----- ----- ----- 3.360 -----
----- ----- 1.477
3.360
13.07
4.222
204.66
----- ----- ----- ----- 3.238 -----
----- ----- 1.476
3.238
13.10
4.128
204.65
----- ----- ----- ----- 3.121 -----
----- ----- 1.476
3.121
13.13
4.046
204.65
----- ----- ----- ----- 3.012 -----
----- ----- 1.475
3.012
13.17
3.974
204.65
----- ----- ----- ----- 2.923 -----
----- ----- 1.475
2.923
13.20
3.908
204.64
----- ----- ----- ----- 2.838 -----
----- ----- 1.474
2.838
13.23
3.845
204.64
----- ----- ----- ----- 2.757 -----
----- ----- 1.474
2.757
13.27
3.784
204.64
----- ----- ----- ----- 2.680 -----
----- ----- 1.473
2.680
13.30
3.723
204.63
----- ----- ----- ----- 2.606 -----
----- ----- 1.473
2.606
13.33
3.662
204.63
----- ----- ----- ----- 2.534 -----
----- ----- 1.472
2.534
13.37
3.601
204.63
----- ----- ----- ----- 2.464 -----
----- ----- 1.472
2.464
13.40
3.540
204.63
----- ----- ----- ----- 2.396 -----
----- ----- 1.472
2.396
13.43
3.479
204.62
----- ----- ----- ----- 2.330 -----
----- ----- 1.471
2.330
13.47
3.417
204.62
----- ----- ----- ----- 2.264 -----
----- ----- 1.471
2.264
13.50
3.356
204.62
----- ----- ----- ----- 2.199 -----
----- ----- 1.470
2.199
13.53
3.295
204.62
----- ----- ----- ----- 2.135 -----
----- ----- 1.470
2.135
13.57
3.236
204.62
----- ----- ----- ----- 2.072 -----
----- ----- 1.470
2.072
Continues on next page...

14
Post Through SCM
Hydrograph Discharge Table
Time
Inflow
Elevation
Clv A Clv B Clv C PfRsr Wr A Wr B
Wr C Wr D Exfil
Outflow
(hrs)
cfs
ft
cfs cfs cfs cfs cfs cfs
cfs cfs cfs
cfs
13.60
3.182
204.61
----- ----- ----- ----- 2.010 -----
----- ----- 1.469
2.010
13.63
3.131
204.61
----- ----- ----- ----- 1.950 -----
----- ----- 1.469
1.950
13.67
3.083
204.61
----- ----- ----- ----- 1.892 -----
----- ----- 1.469
1.892
13.70
3.037
204.61
----- ----- ----- ----- 1.836 -----
----- ----- 1.468
1.836
13.73
2.993
204.61
----- ----- ----- ----- 1.782 -----
----- ----- 1.468
1.782
13.77
2.949
204.60
----- ----- ----- ----- 1.730 -----
----- ----- 1.468
1.730
13.80
2.905
204.60
----- ----- ----- ----- 1.680 -----
----- ----- 1.467
1.680
13.83
2.860
204.60
----- ----- ----- ----- 1.634 -----
----- ----- 1.467
1.633
13.87
2.816
204.60
----- ----- ----- ----- 1.595 -----
----- ----- 1.467
1.595
13.90
2.772
204.60
----- ----- ----- ----- 1.556 -----
----- ----- 1.467
1.556
13.93
2.728
204.59
----- ----- ----- ----- 1.516 -----
----- ----- 1.466
1.516
13.97
2.684
204.59
----- ----- ----- ----- 1.475 -----
----- ----- 1.466
1.475
14.00
2.640
204.59
----- ----- ----- ----- 1.434 -----
----- ----- 1.466
1.434
14.03
2.596
204.59
----- ----- ----- ----- 1.393 -----
----- ----- 1.465
1.393
14.07
2.557
204.59
----- ----- ----- ----- 1.352 -----
----- ----- 1.465
1.352
14.10
2.524
204.58
----- ----- ----- ----- 1.311 -----
----- ----- 1.465
1.311
14.13
2.497
204.58
----- ----- ----- ----- 1.272 -----
----- ----- 1.464
1.272
14.17
2.475
204.58
----- ----- ----- ----- 1.235 -----
----- ----- 1.464
1.235
14.20
2.457
204.58
----- ----- ----- ----- 1.201 -----
----- ----- 1.464
1.201
14.23
2.441
204.58
----- ----- ----- ----- 1.169 -----
----- ----- 1.464
1.169
14.27
2.426
204.58
----- ----- ----- ----- 1.140 -----
----- ----- 1.463
1.140
14.30
2.411
204.57
----- ----- ----- ----- 1.113 -----
----- ----- 1.463
1.113
14.33
2.395
204.57
----- ----- ----- ----- 1.088 -----
----- ----- 1.463
1.087
14.37
2.380
204.57
----- ----- ----- ----- 1.064 -----
----- ----- 1.463
1.063
14.40
2.365
204.57
----- ----- ----- ----- 1.041 -----
----- ----- 1.463
1.041
14.43
2.349
204.57
----- ----- ----- ----- 1.019 -----
----- ----- 1.463
1.019
14.47
2.334
204.57
----- ----- ----- ----- 0.999 -----
----- ----- 1.462
0.999
14.50
2.319
204.57
----- ----- ----- ----- 0.979 -----
----- ----- 1.462
0.979
Continues on next page...

15
Post Through SCM
Hydrograph Discharge Table
Time
Inflow
Elevation
Clv A Clv B Clv C PfRsr Wr A Wr B
Wr C Wr D Exfil
Outflow
(hrs)
cfs
ft
cfs cfs cfs cfs cfs cfs
cfs cfs cfs
cfs
14.53
2.304
204.57
----- ----- ----- ----- 0.960 -----
----- ----- 1.462
0.960
14.57
2.288
204.57
----- ----- ----- ----- 0.942 -----
----- ----- 1.462
0.941
14.60
2.273
204.57
----- ----- ----- ----- 0.923 -----
----- ----- 1.462
0.923
14.63
2.258
204.57
----- ----- ----- ----- 0.906 -----
----- ----- 1.462
0.906
14.67
2.242
204.56
----- ----- ----- ----- 0.889 -----
----- ----- 1.462
0.889
14.70
2.227
204.56
----- ----- ----- ----- 0.872 -----
----- ----- 1.461
0.872
14.73
2.212
204.56
----- ----- ----- ----- 0.855 -----
----- ----- 1.461
0.855
14.77
2.196
204.56
----- ----- ----- ----- 0.838 -----
----- ----- 1.461
0.838
14.80
2.181
204.56
----- ----- ----- ----- 0.822 -----
----- ----- 1.461
0.822
14.83
2.165
204.56
----- ----- ----- ----- 0.806 -----
----- ----- 1.461
0.806
14.87
2.150
204.56
----- ----- ----- ----- 0.790 -----
----- ----- 1.461
0.790
14.90
2.135
204.56
----- ----- ----- ----- 0.774 -----
----- ----- 1.461
0.774
14.93
2.119
204.56
----- ----- ----- ----- 0.758 -----
----- ----- 1.461
0.758
14.97
2.104
204.56
----- ----- ----- ----- 0.742 -----
----- ----- 1.460
0.742
15.00
2.088
204.56
----- ----- ----- ----- 0.727 -----
----- ----- 1.460
0.727
15.03
2.073
204.56
----- ----- ----- ----- 0.711 -----
----- ----- 1.460
0.711
15.07
2.057
204.56
----- ----- ----- ----- 0.696 -----
----- ----- 1.460
0.695
15.10
2.042
204.55
----- ----- ----- ----- 0.680 -----
----- ----- 1.460
0.680
15.13
2.026
204.55
----- ----- ----- ----- 0.664 -----
----- ----- 1.460
0.664
15.17
2.011
204.55
----- ----- ----- ----- 0.649 -----
----- ----- 1.460
0.649
15.20
1.995
204.55
----- ----- ----- ----- 0.633 -----
----- ----- 1.460
0.633
15.23
1.980
204.55
----- ----- ----- ----- 0.618 -----
----- ----- 1.460
0.618
15.27
1.964
204.55
----- ----- ----- ----- 0.603 -----
----- ----- 1.459
0.602
15.30
1.949
204.55
----- ----- ----- ----- 0.587 -----
----- ----- 1.459
0.587
15.33
1.933
204.55
----- ----- ----- ----- 0.576 -----
----- ----- 1.459
0.576
15.37
1.918
204.55
----- ----- ----- ----- 0.567 -----
----- ----- 1.459
0.567
15.40
1.902
204.55
----- ----- ----- ----- 0.557 -----
----- ----- 1.459
0.557
15.43
1.886
204.55
----- ----- ----- ----- 0.547 -----
----- ----- 1.459
0.547
Continues on next page...

Post Through SCM
16
Hydrograph Discharge Table
Time
Inflow
Elevation
(hrs)
cfs
ft
15.47
1.871
204.55 -
15.50
1.855
204.55 -
15.53
1.840
204.54 -
15.57
1.824
204.54 -
15.60
1.808
204.54 -
15.63
1.793
204.54 -
15.67
1.777
204.54 -
15.70
1.762
204.54 -
15.73
1.746
204.54 -
15.77
1.730
204.54 -
End
Clv A Clv B Clv C PfRsr Wr A Wr B Wr C Wr D Exfil Outflow
cfs cfs cfs cfs cfs cfs cfs cfs cfs cfs
---- ----- ----- ----- 0.536 ----- ----- ----- 1.459 0.536
---- ----- ----- ----- 0.525 ----- ----- ----- 1.459 0.525
---- ----- ----- ----- 0.514 ----- ----- ----- 1.458 0.514
---- ----- ----- ----- 0.502 ----- ----- ----- 1.458 0.502
---- ----- ----- ----- 0.490 ----- ----- ----- 1.458 0.490
---- ----- ----- ----- 0.478 ----- ----- ----- 1.458 0.478
---- ----- ----- ----- 0.466 ----- ----- ----- 1.458 0.466
---- ----- ----- ----- 0.453 ----- ----- ----- 1.458 0.453
---- ----- ----- ----- 0.440 ----- ----- ----- 1.457 0.440
---- ----- ----- ----- 0.427 ----- ----- ----- 1.457 0.427
Peak Flow Period
15.77hr-12.00hr = 3.77 hr
-Use 4.Ohr
Peak Flow Period
15.77hr-12.00hr = 3.77 hr
-Use 4.Ohr

12/19/22, 11:17 AM
NORTH
AMERICAN
GREEN
SPILLWAY ANALYSIS
> > > Grass Spillway
Name
Grass Spillway
Discharge
41.44
Peak Flow Period
4
Channel Slope
0.5
Channel Bottom Width
20
Low Flow Liner
Retardence Class
C 6-12 in
Vegetation Type
Mix (Sod and Bunch)
Vegetation Density
Very Good 80-95%
Soil Type
Sandy Loam (GM)
Shoremax - Class C
- Mix (Sod & Bunch) - Very Good 80-95%
ECMDS 7.0
North American Green
5401 St. Wendel -Cynthia na Rd.
Poseyville, Indiana 47633
Tel. [phone]
> Fax [phone]
www.nagreen.com
ECM DS v7.0
Normal Permissible Calculated Safety Staple
Phase Reach Discharge Velocity Mannings N Remarks
Depth Shear Stress Shear Stress Factor Pattern
Shoremax w/
Straight
41.44 cfs
12.52 ft/s
0.16 ft
0.025
8.5 Ibs/ft2
5.12 Ibs/ft2
1.66
STABLE F
P300
Unvegetated
Underlying
Straight
41.44 cfs
12.52 ft/s
0.16 ft
0.025
5.68 Ibs/ft2
5.05 Ibs/ft2
1.13
STABLE F
Substrate
Shoremax w/
Straight
41.44 cfs
12.62 ft/s
0.16 ft
0.025
14 Ibs/ft2
5.08 Ibs/ft2
2.75
STABLE F
P300 Reinforced
Vegetation
Underlying
Straight
41.44 cfs
12.62 ft/s
0.16 ft
0.025
8.5 Ibs/ft2
5.01 Ibs/ft2
1.7
STABLE F
Substrate
https://ecmds.com/project/l 51829/spillway-analysis/236059/show 1 /1

Pond Report s
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2022
Monday, 12 / 19 / 2022
Pond No. 1 - BMP Pond
Pond Data
Contours -User-defined contour areas.
Average end area method
used for volume calculation. Begining Elevation = 199.00 ft
Stage / Storage Table
Stage (ft) Elevation (ft)
Contour area (sqft)
Incr. Storage (cuft)
Total storage (cuft)
0.00 199.00
7,230
0
0
1.00 200.00
8,640
7,935
7,935
2.00 201.00
10,105
9,373
17,308
3.00 202.00
11,625
10,865
28,173
4.00 203.00
13,205
12,415
40,588
5.00 204.00
14,835
14,020
54,608
5.50 204.50
15,675
7,628
62,235
6.00 205.00
16,530
8,051
70,286
7.00 206.00
18,275
17,403
87,689
Culvert / Orifice Structures
Weir Structures
[A]
[B]
[C]
[PrfRsr]
[A]
[B]
[C]
[D]
Rise (in)
Inactive
Inactive
Inactive
Inactive
Crest Len (ft)
= 20.00
0.00
0.00
0.00
Span (in)
= 0.00
0.00
0.00
0.00
Crest El. (ft)
= 204.50
0.00
0.00
0.00
No. Barrels
= 0
0
1
0
Weir Coeff.
= 2.60
3.33
3.33
3.33
Invert El. (ft)
= 0.00
0.00
0.00
0.00
Weir Type
= Broad
---
---
---
Length (ft)
= 0.00
0.00
0.00
0.00
Multi -Stage
= No
No
No
No
Slope (%)
= 0.00
0.00
0.00
n/a
N-Value
= .013
.013
.013
n/a
Orifice Coeff.
= 0.60
0.60
0.60
0.60
Exfil.(in/hr)
= 4.000 (by
Contour)
Multi -Stage
= n/a
No
Yes
No
TW Elev. (ft)
= 0.00
Stage (ft)
8.00
AM
4.00
►41I17
0.00 r
0.00 10.00 20.00
- 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).
Stage / Discharge
30.00 40.00 50.00 60.00 70.00 80.00
Elev (ft)
207.00
205.00
203.00
f180S91I11
199.00
90.00 100.00
Discharge (cfs)

Hydrograph Summary Report HydraflowHydrographsExtension for AutodeskOCivil 3DObyAutodesk,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
4.305
2
722
15,331
------
------
------
SCM Pre -Developed
2
SCS Runoff
17.11
2
720
39,203
------
------
------
SCM Post -Developed
3
Reservoir
0.000
2
1358
0
2
201.17
19,166
Post Through SCM
5
SCS Runoff
0.163
2
248
1,916
------
------
------
1.0 Post -Developed to SCM
6
Reservoir
0.000
2
328
0
5
199.14
1,091
1.0inPost Through SCM
Infiltration#2.gpw
Return Period: 1 Year
Monday, 12 / 19 / 2022

Hydrograph Report
2
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2022
Hyd. No. 1
SCM Pre -Developed
Hydrograph type
= SCS Runoff
Storm frequency
= 1 yrs
Time interval
= 2 min
Drainage area
= 9.050 ac
Basin Slope
= 0.0 %
Tc method
= User
Total precip.
= 3.09 in
Storm duration
= 24 hrs
Q (cfs)
5.00
4.00
3.00
1.00
Peak discharge
Time to peak
Hyd. volume
Curve number
Hydraulic length
Time of conc. (Tc)
Distribution
Shape factor
SCM Pre -Developed
Hyd. No. 1 -- 1 Year
Monday, 12 / 19 / 2022
= 4.305 cfs
= 722 min
= 15,331 cuft
= 62.5
= Oft
= 11.60 min
= Type II
= 484
Q (cfs)
5.00
4.00
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
3
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2022
Hyd. No. 2
SCM Post -Developed
Hydrograph type
= SCS Runoff
Storm frequency
= 1 yrs
Time interval
= 2 min
Drainage area
= 9.050 ac
Basin Slope
= 0.0 %
Tc method
= User
Total precip.
= 3.09 in
Storm duration
= 24 hrs
Q (cfs)
18.00
15.00
12.00
M
M
3.00
Peak discharge
Time to peak
Hyd. volume
Curve number
Hydraulic length
Time of conc. (Tc)
Distribution
Shape factor
SCM Post -Developed
Hyd. No. 2 -- 1 Year
Monday, 12 / 19 / 2022
= 17.11 cfs
= 720 min
= 39,203 cuft
= 78
= 0 ft
= 7.20 min
= Type II
= 484
Q (cfs)
18.00
15.00
12.00
M
. ��
3.00
0.00
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
Monday, 12 / 19 / 2022
Hyd. No. 3
Post Through SCM
Hydrograph type
= Reservoir
Peak discharge
= 0.000 cfs
Storm frequency
= 1 yrs
Time to peak
= 1358 min
Time interval
= 2 min
Hyd. volume
= 0 cuft
Inflow hyd. No.
= 2 - SCM Post -Developed
Max. Elevation
= 201.17 ft
Reservoir name
= BMP Pond
Max. Storage
= 19,166 cuft
Storage Indication method used. Exfiltration extracted from Outflow.
Q (cfs)
18.00
15.00
12.00
M
M
3.00
Post Through SCM
Hyd. No. 3 -- 1 Year
240 480 720 960
Hyd No. 3 — Hyd No. 2
Q (cfs)
18.00
15.00
12.00
M
. ��
3.00
0.00
1200 1440 1680 1920 2160
Time (min)
Total storage used = 19,166 cult

A
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2022
Monday, 12 / 19 / 2022
Hyd. No. 5
1.0 Post -Developed to SCM
Hydrograph type =
SCS Runoff
Peak discharge
= 0.163 cfs
Storm frequency =
1 yrs
Time to peak
= 248 min
Time interval =
2 min
Hyd. volume
= 1,916 cuft
Drainage area =
9.050 ac
Curve number
= 78
Basin Slope =
0.0 %
Hydraulic length
= 0 ft
Tc method =
User
Time of conc. (Tc)
= 7.20 min
Total precip. =
1.00 in
Distribution
= SCS 6-Hr
Storm duration =
6.00 hrs
Shape factor
= 484
Q (cfs)
0.50
0.45
0.40
0.35
0.30
0.25
0.20
0.15
0.10
0.05
0 00
1.0 Post -Developed to SCM
Hyd. No. 5 -- 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
0 60 120 180 240 300 360 420
— Hyd No. 5 Time (min)

7
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2022
Monday, 12 / 19 / 2022
Hyd. No. 6
1.OinPost Through SCM
Hydrograph type
= Reservoir
Peak d
scharge
= 0.000 cfs
Storm frequency
= 1 yrs
Time t
peak
= 328 min
Time interval
= 2 min
Hyd. v
lume
= 0 cuft
Inflow hyd. No.
= 5 - 1.0 Post -Developed to SCWax.
evation
= 199.14 ft
Reservoir name
= BMP Pond
Max.
orage
= 1 091 cuft
Storage Indication method used. Exfiltration extracted from Outflow
Q (cfs)
0.50
0.45
0.40
0.35
0.30
0.25
0.20
0.15
0.10
240
1.OinPost Through SCM
Hyd. No. 6 -- 1 Year
360 480 600 720 840 960
Hyd No. 5 Total storage used = 1,091 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
1080
Time (min)

Hydrograph Summary Report HydraflowHydrographsExtension for AutodeskOCivil 3DObyAutodesk,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
8.481
2
722
25,422
------
------
------
SCM Pre -Developed
2
SCS Runoff
24.02
2
720
55,003
------
------
------
SCM Post -Developed
3
Reservoir
0.000
2
1612
0
2
202.09
29,303
Post Through SCM
5
SCS Runoff
0.000
2
n/a
0
------
------
------
1.0 Post -Developed to SCM
6
Reservoir
0.000
2
n/a
0
5
199.00
0.000
1.0inPost Through SCM
Infiltration#2.gpw
Return Period: 2 Year
Monday, 12 / 19 / 2022

Hydrograph Report
10
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2022
Hyd. No. 1
SCM Pre -Developed
Hydrograph type
= SCS Runoff
Storm frequency
= 2 yrs
Time interval
= 2 min
Drainage area
= 9.050 ac
Basin Slope
= 0.0 %
Tc method
= User
Total precip.
= 3.73 in
Storm duration
= 24 hrs
Q (cfs)
10.00
Were
. UX
4.00
r w
Peak discharge
Time to peak
Hyd. volume
Curve number
Hydraulic length
Time of conc. (Tc)
Distribution
Shape factor
SCM Pre -Developed
Hyd. No. 1 -- 2 Year
Monday, 12 / 19 / 2022
= 8.481 cfs
= 722 min
= 25,422 cuft
= 62.5
= 0 ft
= 11.60 min
= Type II
= 484
Q (cfs)
10.00
N. We
4.00
r w
0.00
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
SCM Post -Developed
Hydrograph type
= SCS Runoff
Storm frequency
= 2 yrs
Time interval
= 2 min
Drainage area
= 9.050 ac
Basin Slope
= 0.0 %
Tc method
= User
Total precip.
= 3.73 in
Storm duration
= 24 hrs
Q (cfs)
28.00
24.00
20.00
16.00
12.00
Peak discharge
Time to peak
Hyd. volume
Curve number
Hydraulic length
Time of conc. (Tc)
Distribution
Shape factor
SCM Post -Developed
Hyd. No. 2 -- 2 Year
Monday, 12 / 19 / 2022
= 24.02 cfs
= 720 min
= 55,003 cuft
= 78
= 0 ft
= 7.20 min
= Type II
= 484
Q (cfs)
28.00
24.00
20.00
16.00
12.00
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)

12
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2022
Monday, 12 / 19 / 2022
Hyd. No. 3
Post Through SCM
Hydrograph type
= Reservoir
Peak discharge
= 0.000 cfs
Storm frequency
= 2 yrs
Time to peak
= 1612 min
Time interval
= 2 min
Hyd. volume
= 0 cuft
Inflow hyd. No.
= 2 - SCM Post -Developed
Max. Elevation
= 202.09 ft
Reservoir name
= BMP Pond
Max. Storage
= 29,303 cuft
Storage Indication method used. Exfiltration extracted from Outflow.
Q (cfs)
28.00
24.00
20.00
16.00
12.00
Post Through SCM
Hyd. No. 3 -- 2 Year
Q (cfs)
28.00
24.00
20.00
16.00
12.00
4.00
0.00 1 1 1 1 0.00
0 240 480 720 960 1200 1440 1680 1920 2160 2400
Time (min)
— Hyd No. 3 — Hyd No. 2 Total storage used = 29,303 cult

Hydrograph Summary Report
15
Hydraflow Hydrographs Extension for Autodesk0 Civil 3DO 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
22.51
2
722
60,146
------
------
------
SCM Pre -Developed
2
SCS Runoff
44.61
2
718
102,333
------
------
------
SCM Post -Developed
3
Reservoir
0.000
2
674
0
2
204.42
60,994
Post Through SCM
5
SCS Runoff
0.000
2
n/a
0
------
------
------
1.0 Post -Developed to SCM
6
Reservoir
0.000
2
n/a
0
5
199.00
0.000
1.0inPost Through SCM
Infiltration#2.gpw
Return Period: 10 Year
Monday, 12 / 19 / 2022

Hydrograph Report
16
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2022
Hyd. No. 1
SCM Pre -Developed
Hydrograph type
= SCS Runoff
Storm frequency
= 10 yrs
Time interval
= 2 min
Drainage area
= 9.050 ac
Basin Slope
= 0.0 %
Tc method
= User
Total precip.
= 5.47 in
Storm duration
= 24 hrs
Q (cfs)
24.00
20.00
16.00
12.00
m
4.00
Peak discharge
Time to peak
Hyd. volume
Curve number
Hydraulic length
Time of conc. (Tc)
Distribution
Shape factor
SCM Pre -Developed
Hyd. No. 1 -- 10 Year
Monday, 12 / 19 / 2022
= 22.51 cfs
= 722 min
= 60,146 cuft
= 62.5
= 0 ft
= 11.60 min
= Type II
= 484
Q (cfs)
24.00
20.00
16.00
12.00
M
4.00
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
17
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2022
Hyd. No. 2
SCM Post -Developed
Hydrograph type
= SCS Runoff
Storm frequency
= 10 yrs
Time interval
= 2 min
Drainage area
= 9.050 ac
Basin Slope
= 0.0 %
Tc method
= User
Total precip.
= 5.47 in
Storm duration
= 24 hrs
Q (cfs)
50.00
40.00
20.00
10.00
Peak discharge
Time to peak
Hyd. volume
Curve number
Hydraulic length
Time of conc. (Tc)
Distribution
Shape factor
SCM Post -Developed
Hyd. No. 2 -- 10 Year
Monday, 12 / 19 / 2022
= 44.61 cfs
= 718 min
= 102,333 cuft
= 78
= 0 ft
= 7.20 min
= Type II
= 484
Q (cfs)
50.00
40.00
30.00
20.00
10.00
0.00 - 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
— Hyd No. 2 Time (min)

Hydrograph
Report
18
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2022
Monday, 12 / 19 / 2022
Hyd. No. 3
Post Through SCM
Hydrograph type
= Reservoir
Peak discharge
= 0.000 cfs
Storm frequency
= 10 yrs
Time to peak
= 674 min
Time interval
= 2 min
Hyd. volume
= 0 cuft
Inflow hyd. No.
= 2 - SCM Post -Developed
Max. Elevation
= 204.42 ft
Reservoir name
= BMP Pond
Max. Storage
= 60,994 cuft
Storage Indication method used. Exfiltration extracted from Outflow
Post Through SCM
Q (cfs) Hyd. No. 3 -- 10 Year Q (cfs)
50.00 50.00
40.00 40.00
30.00 30.00
20.00 20.00
10.00 10.00
0.00 - 0.00
0 240 480 720 960 1200 1440 1680 1920 2160 2400 2640 2880
Time (min)
— Hyd No. 3 — Hyd No. 2 Total storage used = 60,994 cult

Hydrograph Summary Report
21
Hydraflow Hydrographs Extension for Autodesk0 Civil 3DO 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
49.14
2
720
127,961
------
------
------
SCM Pre -Developed
2
SCS Runoff
78.55
2
718
183,491
------
------
------
SCM Post -Developed
3
Reservoir
41.44
2
724
61,654
2
205.36
76,531
Post Through SCM
5
SCS Runoff
0.000
2
n/a
0
------
------
------
1.0 Post -Developed to SCM
6
Reservoir
0.000
2
n/a
0
5
199.00
0.000
1.0inPost Through SCM
Infiltration#2.gpw
Return Period: 100 Year
Monday, 12 / 19 / 2022

Hydrograph Report
22
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2022
Hyd. No. 1
SCM Pre -Developed
Hydrograph type
= SCS Runoff
Storm frequency
= 100 yrs
Time interval
= 2 min
Drainage area
= 9.050 ac
Basin Slope
= 0.0 %
Tc method
= User
Total precip.
= 8.21 in
Storm duration
= 24 hrs
Q (cfs)
50.00
40.00
20.00
10.00
Peak discharge
Time to peak
Hyd. volume
Curve number
Hydraulic length
Time of conc. (Tc)
Distribution
Shape factor
SCM Pre -Developed
Hyd. No. 1 -- 100 Year
Monday, 12 / 19 / 2022
= 49.14 cfs
= 720 min
= 127,961 cuft
= 62.5
= 0 ft
= 11.60 min
= Type II
= 484
Q (cfs)
50.00
40.00
30.00
20.00
10.00
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
23
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2022
Hyd. No. 2
SCM Post -Developed
Hydrograph type
= SCS Runoff
Storm frequency
= 100 yrs
Time interval
= 2 min
Drainage area
= 9.050 ac
Basin Slope
= 0.0 %
Tc method
= User
Total precip.
= 8.21 in
Storm duration
= 24 hrs
Q (cfs)
80.00
70.00
40.00
20.00
10.00
Peak discharge
Time to peak
Hyd. volume
Curve number
Hydraulic length
Time of conc. (Tc)
Distribution
Shape factor
Monday, 12 / 19 / 2022
= 78.55 cfs
= 718 min
= 183,491 cuft
= 78
= Oft
= 7.20 min
= Type II
= 484
Q (cfs)
80.00
70.00
50.00
40.00
30.00
20.00
10.00
0.00 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440
— Hyd No. 2 Time (min)

24
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2022
Monday, 12 / 19 / 2022
Hyd. No. 3
Post Through SCM
Hydrograph type
= Reservoir
Peak discharge
= 41.44 cfs
Storm frequency
= 100 yrs
Time to peak
= 724 min
Time interval
= 2 min
Hyd. volume
= 61,654 cuft
Inflow hyd. No.
= 2 - SCM Post -Developed
Max. Elevation
= 205.36 ft
Reservoir name
= BMP Pond
Max. Storage
= 76,531 cuft
Storage Indication method used. Exfiltration extracted from Outflow.
Q (cfs)
80.00
70.00
60.00
50.00
40.00
30.00
20.00
10.00
0 00
0 120
— Hyd No. 3
Post Through SCM
Hyd. No. 3 -- 100 Year
240 360
Hyd No. 2
480 600 720 840
Total storage used = 76,531 cuft
Q (cfs)
80.00
70.00
60.00
50.00
40.00
30.00
20.00
10.00
0.00
960
Time (min)

OF CONCENTRATION
ng Conditions DA2
OPEN CHANNEL
SHALLOW CONIC FLOW:
FLOW:
TOTAL
SHEET FLOW:
SEGMENT1
Manning's Equation:
Tc = (0.007ml-y0.8)/(P2"0.5)(s"0.4)
2-year24-hr
�SEGMENTI
Tc = L / 60'V
V = 1.49R21IS112/ n
Basin Comments
Length Elev1 Elev2 Slope
Rainfall Depth Manning's
T'
Length Elev2 Elev3
Slope
Condition
Vavg
T12
Cross Sectional Wetted Perimeter Hydraulic Radius Length Elev3 Elev4 Slope Manning's V
T�,
T­ IL
Tc(minimum) Tlag Basin
fl fl/fl
TP-40 in
fl
flAt
TR-55 Fig. 3-1
fl/sec
Flow Area (fl-2) (fl fl fl fl/fl (fps)
10 min 0.67c hrs
2
100 225.2 221.7 0.035
3.68 0.24
10.64
269 221.7 198
0.08810
Unpaved
4.80
0.93
11.57
11.57 0.12 2

TIME OF CONCENTRATION
Proposed Conditions
SCS Methodology
Note: Fields in blue are manual entry
OPEN CHANNEL
SHALLOW CONIC FLOW:
FLOW:
TOTAL
SHEET FLOW:
SEGMENT1
Manning's Equation:
Tc = (0.007m`-y`0.8)/(P2A0.5)(sA0.4)
2-year24-hr
�SEGMENTI
Tc = L / 60'V
V = 1.49R�S112/ n
Basin Comments Length Elev1 Elev2 Slope
Rainfall Depth Manning's
T' Length Elev2 Elev3
Slope Condition
Vavg
T12 Cross Sectional Wetted Perimeter Hydraulic Radius Length Elev3 Elev4 Slope Manning's V
T,3 T,,A�
Tc(minimum) Tlag Basin
fl fl/fl
TP-40 in
fl
flAt TR-55 Fig. 3-1
fl/sec
Flow Area MA 2) fl fl t t (fps)
10 min 0.67c hrs
2
100 224.8 222.0 0.028
3.68 0.018
1.46
1031 222.0 199
0.02231 Paved
3.00
5.73
7.19
10.00 0.10 2

WATER QUANTITY -WET POND SCM 3

tJe,4- %5CA -63
zrct., ,.Ale Arec.
— Ll - 0 (e a C-
CC.�O,

SUPPLEMENT-EZ COVER PAGE
FORMS LOADED
PROJECT INFORMATION
1
Proiect Name
Utility Improvements to Serve Shabain Reserve - Phase 1
2
Project Area ac
115.32
3
Coastal Wetland Area ac
-
4
Surface Water Area ac
-
5
Is this project High or Low Densit ?
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
Will the vegetated setback remain vegetated?
Yes
9
If BUA is proposed in the setback, does it meet NCAC 02H.1003 4 c-d ?
No
10
Is streambank stabilization proposed on thisproject?
No
NUMBER AND TYPE OF SCMs:
11
Infiltration System
1
12
Bioretention Cell
0
13
Wet Pond
3
14
Stormwater Wetland
0
15
Permeable Pavement
0
16
Sand 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
0
23
_
StormFilter
24
Silva Cell
0
25
Bayfilter
0
26
Filterra
0
FORMS LOADED
DESIGNER CERTIFICATION
27
Name and Title:
Carlo Pardo, PE
28
Organization:
Bowman North Carolina, Ltd.
29
Street address:
City, State, Zip:
4006 Barrett Drive, Suite 104
Raleigh, NC 27609
30
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.
�����tultllrrr��
�►k C A R0�''�•f,
SEAL
051571
c..........
A
Signature of Designer
Date

DRAINAGE AREAS
1
Is this a hi h density project?
Yes
2
If so, number of drainage areas/SCMs
4
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
AREA INFORMATION
Entire Site
1
2
3
4
4
T e of SCM
-
Wet Pond
Infiltration Basin
Wet Pond
Wet Pond
5
Total draina a area s ft
5023339 sf
883772
394402
176822
874858
6
Onsite draina a areas ft
883772
394402
176822
874858
7
Offsite draina a area s ft
8
Total BUA in project (sq ft
980497 sf
371638 sf
171155 sf
86745 sf
350959 sf
9permitting)
New BUA on subdivided lots (subject to
s ft
680000 sf
272000 sf
112000 sf
64000 sf
232000 sf
10permitting)
New BUA not on subdivided lots (subject to
s
300497 sf
99638 sf
59155 sf
22745 sf
118959 sf
11
10ffsite BUA (sq ft
12
Breakdown of new BUA not on subdivided lots:
Parking (sq ft
Sidewalk (sq ft
75573 sf
27645 sf
15376 sf
5672 sf
26880 sf
Roof (sq ft
Roadway s ft
215004 sf
71993 sf
43779 sf
17073 sf
82159 sf
Future (sq ft
Other, please specify in the comment box
below (sq ft
9920 sf
9920 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
16
1 Existing BUA that is already permitted (sq ft
17
Existing BUA that will be removed (sq ft
18
Percent BUA
19.52%
42.1%
43%
49%
40%
19
Design storm inches
1.0 in
1.0 in
1.0 in
1.0 in
20
Design volume of SCM cu ft
32182 cf
62235 cf
7580 cf
31488 cf
21 Calculation method for design volume Simple Method Simple Method Simple Method Simple Method
ONAL INFORMATION
ease use this space to provide any additional information about the
"22drainagearea(s):
12-Postal Kiosk for additional BUA

WET POND
1 11 Drainage area number 1 3 4
21 Minimum required treatment volume (cu ft) 32182 cf 7580 cf 31488 cf
NERAL MDC FROM 02H .1050
3
Is the SCM sized to treat the SW from all surfaces at build -out?
Yes
Yes
Yes
4
Is the SCM located away from contaminated soils?
Yes
Yes
Yes
5
What are the side slopes of the SCM (H:V)?
3:1
3:1
3:1
6
Does the SCM have retaining walls, gabion walls or other
engineered side slopes?
No
No
No
7
Are the inlets, outlets, and receiving stream protected from erosion
10- ear storm)?
Yes
Yes
Yes
8
Is there an overflow or bypass for inflow volume in excess of the
design volume?
Yes
Yes
Yes
9
What is the method for dewatering the SCM for maintenance?
Pump (preferred)
Pump (preferred)
Pump (preferred)
10
If applicable, will the SCM be cleaned out after construction?
Yes
Yes
Yes
11
Does the maintenance access comply with General MDC (8)?
Yes
Yes
Yes
12
Does the drainage easement comply with General MDC (9)?
Yes
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
N/A
14
Is there an O&M Agreement that complies with General MDC (11)?
Yes
Yes
Yes
15
Is there an O&M Plan that complies with General MDC (12)?
Yes
Yes
Yes
161
Does the SCM follow the device specific MDC?
Yes
Yes
Yes
17
Was the SCM designed b an NC licensedprofessional?
Yes
Yes
Yes
WET POND
MDC FROM 02H .1053
18
Sizing method used
SA/DA
SA/DA
SA/DA
19
Has a stage/storage table been provided in the calculations?
Yes
Yes
Yes
20
Elevation of the excavated main pool depth (bottom of sediment
removal) (fmsl
206.00
189.00
202.00
21
Elevation of the main pool bottom (top of sediment removal) (fmsl)
207.00
190.00
203.00
22
Elevation of the bottom of the vegetated shelf (fmsl)
211.50
195.50
206.50
23
Elevation of the permanent pool (fmsl)
212.00
196.00
207.00
24
Elevation of the top of the vegetated shelf (fmsl)
212.50
196.50
207.50
25
Elevation of the temporary pool (fmsl)
213.90
197.50
208.70
26
Surface area of the main permanent pool (square feet)
11390
2950
13155
27
Volume of the main permanent pool (cubic feet)
43138 cf
8526 cf
42764 cf
28
Average depth of the main pool (feet)
4.22 ft
3.66 ft
3.58 ft
29
Average depth equation used
Equation 3
Equation 3
Equation 3
301
If using equation 3, main pool perimeter (feet)
423.0 ft
237.0 ft
442.0 ft
31
If using equation 3, width of submerged veg. shelf (feet)
3.0 ft
3.0 ft
3.0 ft
32
Volume of the forebay (cubic feet)
6715 cf
1583 cf
7964 cf
33
Is this 15-20% of the volume in the main pool?
Yes
Yes
Yes
34
Clean -out depth for forebay (inches)
48 in
48 in
48 in
35
Design volume of SCM (cu ft)
32182 cf
7580 cf
31488 cf
36
Is the outlet an orifice or a weir?
Orifice
Orifice
Orifice
371
If orifice, orifice diameter (inches)
2.00 in
1.00 in
2.50 in
38
If weir, weir height (inches)
39
If weir, weir length (inches)
40
Drawdown time for the temporary pool (days)
3.59
3.61
2.41
41
Are the inlet(s) and outlet located in a manner that avoids short-
circuiting?
Yes
Yes
Yes
42
Are berms or baffles provided to improve the flow path?
Yes
Yes
Yes
431
Depth of forebay at entrance (inches)
60 in
60 in
60 in
44
Depth of forebay at exit (inches)
54 in
54 in
54 in
45
Does water flow out of the forebay in a non -erosive manner?
Yes
Yes
Yes
46
Width of the vegetated shelf (feet)
6 ft
6 ft
6 ft
47
Slope of vegetated shelf (H:V)
6:1
6:1
6:1
48
Does the orifice drawdown from below the top surface of the
permanentpool?
Yes
Yes
Yes
49
Does the pond minimize impacts to the receiving channel from the 1-
r, 24-hr storm?
Yes
Yes
Yes
50
Are fountains proposed? (If Y, please provide documentation that
MDC(9) is met.
No
No
No
51
Is a trash rack or other device provided to protect the outlet system?
Yes
Yes
Yes
52
Are the dam and embankment planted in non -clumping turf grass?
Yes
Yes
Yes
53
Species of turf that will be used on the dam and embankment
Hybrid Bermuda
Hybrid Bermuda
Hybrid Bermuda
54
Hasa planting plan been provided for the vegetated shelf?
Yes
Yes
Yes
ADDITIONAL INFORMATION
55
Please use this space to provide any additional information about
the wet pond(s):
Wet Pond 1 10:18 AM 12/19/2022

Bowman North Carolina, Ltd.
Shahbain Reserve, Hoke County, NC
Curve Number Calculation (CN)
Pre -Developed Conditions #3
Drainage Area (acres): 4.06
Existing Soil Groups
Soil Group Map Symbol Soil Description Acres Percent of DA
A WaB Wagram Loamy Sand 3.31 82%
C Bad Blaney Loamy Sand 0.75 18%
Existing Land Uses
Land Use Description Existing Soil Group Acres Curve # Weighted CN
Wooded - Good Stand A 3.31 54 44.0
Wooded - Good Stand C 0.75 74 13.7
Cumulative Curve # = 57.7

Bowman North Carolina, Ltd.
Shahbain Reserve, Hoke County, NC
Curve Number Calculation (CN)
Post -Developed Conditions #3
Drainage Area (acres): 4.06
Existing Soil Groups
Soil Group Map Symbol Soil Description Acres Percent of DA
A WaB Wagram Loamy Sand 3.31 82%
C Bad Blaney Loamy Sand 0.75 18%
Proposed Land Uses
Land Use Description Existing Soil Group Acres Curve # Weighted CN
Open Space - Good Condition A 1.32 55 17.9
Open Space - Good Condition C 0.75 77 14.2
Impervious Area A & C 1.99 98 48.0
Cumulative Curve # = 80.1

Proposed Wet Pond #3
Project Information
Project Name: Shahbain Reserve
Project #: 048-024
Designed by: CB Date: 12/15/2022
Revised by: Date:
Checked by: Date:
Site Information
Sub Area Location: Drainage To Proposed Wet Pond
Drainage Area (DA) = 4.06 Acres 176,822 sf
Impervious Area (IA) = 1.99 Acres 86,745 sf
Percent Impervious (1) = % 49.06 %
Required Surface Area
Permament Pool Depth: 3.66 ft
SA/DA = 1.579
Min Req'd Surface Area = 2,793 sf (at Permanent Pool)
Required WQv Storage Volume
Design Storm = inch Non -Coastal County
Determine Rv Value = 0.05 + .009 (1) = 0.492 in/in
Storage Volume Required = cf (above Permanent Pool)
Elevations
Top of Pond Elevation =
201.00
ft
Temporary Pool Elevation =
197.50
ft
Permanent Pool Elevation =
196.00
ft
Shelf Begining Elevation =
196.50
ft
Forebay Weir =
195.50
ft
Shelf Ending Elevation =
195.50
ft
Bottom Elevation =
190.00
ft
Permanent Pool Area
Area @ Top of Permanent Pool = 2,950 sf
Volume of Temporary Storage = 7,580 cf
Is Permenant Pool Surface Area Sufficient (yes/no)?
Volume of Storage for Design Storm =
( 2950 > 2793) sf
( 7580 > 7243) cf

Incremental Drawdown Time
STORMWATER POND #3
INCREMENTAL DRAWDOWN METHOD -Water Quality Volume
Project Information
Project Name: Shahbain Reserve
Project #: 048-024
Designed by: CB Date: 12/15/2022
Revised by: Date:
Checked by: Date:
Water
ity 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 ' D2 (Z-D/24-Ei)^(112)
Qz = 0.372 CD ' D'(Z-Ei)^(3i2)
Q, = 0
in
0.6
196 Orifice Inv.
0.00 to 196
196 to 196.1
196.1 to 197
Incremental Drawdown Method
Countour
Contour
Area
Incremental
Volume
Stage, Z
Zone
Q
Drawdown
Time
sq ft
cu ft
ft
cfs
min
196.00
3,855
0
0.00
2.00
0.000
--
196.50
4810
2,166
0.50
3.00
0.018
2,034
197.00
5400
2,553
0.50
3.00
0.026
1,658
197.50
6045
2,861
0.50
3.00
0.032
1,506
Total
--
--
--
--
Drawdown Time = Incremental Volume / Q / 60sec/min
Summary
Total Volume = 7,580 of
Total Time = 5,197 min
Total Time = 3.61 days 2 to 5 days
12/19/2022 Prop Wet Pond- new design-#3.xls 1 of 1

Project: Pond #1 Date: 12/19/2022
Main -Pond Contours -Volumes
Elevation
Main -Pond
Incremental Vol.
Accumulated Vol.
Description
196
2,950
1,308
8,526
A2 (Perm —Pool)
195.5
2,280
1,089
7,219
Al (Bottom —Shelf)
195
2,075
1,883
6,130
194
1,690
1,515
4,248
193
1,340
1,185
2,733
192
1,030
898
1,548
191
765
650
650
190
535
0
0
A3 (Bottom —Pond)
Forebay Contours -Volumes
Elevation
FB1
FB2 FB3 Total -Areas
Incremental Vol.
Accumulated Vol.
196
810
810
375
1,583
195.5
690
690
315
1,208
195
570
570
468
893
194
365
365
283
425
193
200
200
143
143
192
85
85
0
0
Forebay Volume
Average Depth (Option 1)
Average Depth Calculation (Option 2)
Vpp
permeter of shelf
width of shelf
Al (Bottom —Shelf):
18.6% *Between 15% & 20%
3.17 *At least 3' average depth
8,526
237
3
2,280
Average Depth = 3.66

Proposed Wet Pond #3
Project Information
Project Name: Shahbain Reserve
Project #: 048-024
Designed by: CB Date:
Revised by: Date:
Checked by: Date:
Site Information
12/15/2022
Sub Area Location:
Drainage to Proposed Pond
Drainage Area (DA) =
4.06 Acres
Impervious Area (IA) =
1.99 Acres
Percent Impervious (I) =
49.06 % (Drainage Area)
Orifice Sizing
Orifice Size = 1.00 in
Drawdown Time = 3.61 days
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:
176.0
cf
Weight:
10982
Ibs
Factor of Safety
1.20
WT Req'd of Anti -Flotation Device:
13,179
Ibs
Volume of Concrete Req'd:
87.9
cf
(Diameter)
(Incremental Draw Down Method)
(Water Displaced - Top of Pond to Bottom of Pond)
(Unit WT of Concrete = 150 pcf)
Volume Provided: 117.5 cf (4'x4' riser x 5.0' = 80sf, 5'x5' footing x 1.5'=37.5cf)

09
TOP of �
EMBANKMENT
� ELEV-201.0 .......
STORMWATER
� MANAGEMENT �
EASEMENT
INLET PIPE WITH �
RIP -RAP APRON
i
["'I 501013mmolul
FOREBAY AREA
CLASS B RIP RAP
� AT FOREBAY WEIR \�
ITORAL SHELF
AREA=1,410 SP- 24 OUTLET PIPE �
REFER TO DETAIL REFER TO GRADING
FOR PLANTINGS PLAN
Z,
�/ /
��
ELEV_ 194.5
0
z
14-Tswilml
�Ov
OO ` OO /.
�O-
OUTLET CONTROL \
� \ STRUCTURE REFER � \
�\\ TO DETAILS ON � \
� THIS SHEET
\ \ \ MAIN POND AREA
SOD AREAS ABOVE
NORMAL POOL
EELVATION � 1
0 15 30 60 120
( IN FEET )
1 inch = 30 ft.
PLAN VIEW

STAGE/STORAGE TABLE
STAGE (FT)
ELEVATION (FT)
CONTOUR AREA
(SF)
INCREMENTAL
STORAGE (CF)
TOTAL STORAGE
(CF)
0.0
196.0
3855
0
0
0,5
196.5
4810
2166
2166
1.0
197.0
5400
2553
4719
1.5
197.5
6045
2861
7580 (WQV)
2,0
198.0
6605
3163
10743
3.0
199.0
7775
7190
17933
4.0
200.0
9000
8388
26320
5,0
201.0
10280
9640
35960

4' MIN
EMBANKMENT WIDTH
6" TOPSOIL FOR ALL
AREAS ABOVE THE
NORMAL POND ELEVATION
24" HDPE WITH WATER TIGHT SEAL
PIPE TO BE BEDDED
PER DIRECTION OF GEOTECHNICAL
ENGINEER 2
� 6" CLAY SOIL
LINER ON INSIDE
FACE OF
EMBANKMENT
3' MIN
CUTOFF TRENCH
APPROXIMATE SIZE
EXCAVATE AND BACKFILL
WITH COMPACTED
STRUCTURAL FILL AS
DIRECTED BY GEOTECHNICAL
ENGINEER
33'-24" HDPE @ 4.55%
IN
KEY
TRASH RACK
REFER TO DETAIL
THIS SHEET
6" TOPSOIL ABOVE
6" CLAY LINER REFER TO DETAIL
ON LITTORAL SHELF FOR INCREMENTAL
3 WEI R
1
6
6 4'x4' PRECAST
6FT LITTORAL _ 1 CONCRETE RISER
SHELF (INSTALL STEPS
AS NECESSARY)
II
NV=196.0
1 ELEV=194.0
ASTM C-923 SEAL
BETWEEN BARREL & RISER.
RISER BASE TO BE FILLED
WITH CONC. TO INVERT OF
BARREL
8"X8"X1 "X12" LONG ANGLE (6 TOT. REQUIRED) TO ANCHOR RISER TO
BASE. PROVIDE 2-3/4" A307 BOLTS FROM ANGLE TO RISER AND
2—A307 "J" HOOKS 3/4" DIA. X 12" LONG FROM ANGLE TO BASE.
ANGLE TO BE FIELD COATED WITH ZINC RICH PAINT AFTER
CONSTRUCTION. "J" HOOKS TO BE PLACED UNDER LOWER REINFORCING
STEEL.
0
TOP OF EMBANKMENT ELEVATION=201.0
100 YEAR STORM ELEVATION=200.36
10 YEAR STORM ELEVATION=199.43
2 YEAR STORM ELEVATION=198.22
1 YEAR STORM ELEVATION=197.87
NOTE: 1.0" STORM ELEVATION IS 196.25 AND INTERMEDIATE
WEIR IS ELEVATION 197.5. THERE IS ADDITIONAL STORAGE
DESIGNED FROM THE 1.0" STORM ELEVATION TO THE
INTERMEDIATE WEIR ELEVATION.
1.0—INCH STORM ELEVATION=196.25
NORMAL POND ELEVATION=196.0
_ a
_a
a a a a
PVC ELBOW
a SEE DETAIL
°a °a a a
ILL =2 NOTE: PUMPS SHALL BE USED TO DRAIN
1 THE POND WHEN NECESSARY. REFER TO DETAIL
THIS SHEET FOR DEWATERING REQUIREMENTS.
O d O
a 1
CONCRETE SHALL BE
PLACED IN RISER AFTER
ANGLES ARE SECURED
TO BASE AND RISER.
5'x5'x1.5' CONC. BASE REINFORCE WITH #4 BARS AT 12" O.C. TOP
AND BOTTOM OF EACH DIRECTION PROVIDE 3" MIN. CLEARANCE
BETWEEN EDGE OF CONC. AND STEEL REINFORCING.
PROFILE OF WET POND DETENTION SYSTEM
SCALE: N.T.S.
BOTTOM OF POND (TOP OF SEDIMENT STORAGE)=190.0
(BOTTOM OF SEDIMENT STORAGE)=189.0
6" CLAY SOIL
LINER
MAIN POOL
EXISTING GRADE=202.Of
lt�

6" TOPSOIL FOR ALL
AREAS ABOVE THE
NORMAL POND ELEVATION
FOREBAY BERM
6" TOPSOIL ABOVE
6" CLAY LINER 3:1
ON LITTORAL SHELF 1111,
6FT LITTORAL
SHELF
Cm
CLASS B RIP -RAP
OVER FILTER FABRIC
MIN. 4' GRASS FOREBAY
WEIR AT ELEV=195.5
FOREBAY
TOP
ELEV=
197.0
WIDTH
AT
TOP
= 2.0
FT
3/
FOREBAY ENTRANCE SHALL BE
DEEPER THAN FOREBAY EXIT
PROFILE OF WET POND DETENTION SYSTEM
SCALE: N.T.S.
NOTE: PUMPS SHALL BE USED TO DRAIN
THE FOREBAY WHEN NECESSARY. REFER TO DETAIL
SEDIMENT STORAGE THIS SHEET FOR DEWATERING REQUIREMENTS.
TOP FOREBAY BOTTOM
ELEV=192.0
BOTTOM OF SEDIMENT
STORAGE/EXIT
ELEV=191.5
FOREBAY ENTRANCE SHALL BE
DEEPER THAN FOREBAY EXIT
fNG]: LM,a go] MINaM,n go]1
BOTTOM LITTORAL SHELF ELEV. Z_
'KI]OLINDOYMIM
6" TOPSOIL FOR ALL
AREAS ABOVE THE
NORMAL POND ELEVATION
BOTTOM OF SEDIMENT
STORAGE/ENTRANCE
ELEV=191.0

jOp 0F
99,5
IAIi -,, _
rno nr cTgUCTURE NOT SHOWN FOR CLARITY
TRASH RACK)
OUTLET CONTROL STRUCTURE - INCREMENTAL WEIR
PERM. POND ELEV.-196.0
4" PVC SCREW CAP
FOR CLEANING ACCESS
12"
4"x4" PVC I
1"DIA. HOLE DRILLE[
INTO BOTTOM CAP
SCALE: N.T.S.
DICCD OTDI lr\TI IDC
PVC DRAIN OUTLET
SCALE: N.T.S.

Pond Report s
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2022
Monday, 12 / 19 / 2022
Pond No. 1 - Wet Pond
Pond Data
Contours -User-defined contour areas.
Average end area method
used for volume calculation. Begining Elevation = 196.00 ft
Stage / Storage Table
Stage (ft) Elevation (ft)
Contour area (sqft)
Incr. Storage (cuft)
Total storage (cuft)
0.00 196.00
3,855
0
0
0.50 196.50
4,810
2,166
2,166
1.00 197.00
5,400
2,553
4,719
1.50 197.50
6,045
2,861
7,580
2.00 198.00
6,605
3,163
10,743
3.00 199.00
7,775
7,190
17,933
4.00 200.00
9,000
8,388
26,320
5.00 201.00
10,280
9,640
35,960
Culvert / Orifice Structures
Weir Structures
[A]
[B]
[C]
[PrfRsr]
[A]
[B]
[C]
[D]
Rise (in)
= 24.00
1.00
Inactive
Inactive
Crest Len (ft)
= 0.50
15.50
Inactive
Inactive
Span (in)
= 24.00
1.00
0.00
0.00
Crest El. (ft)
= 197.50
199.50
0.00
0.00
No. Barrels
= 1
1
0
0
Weir Coeff.
= 3.33
2.60
3.33
3.33
Invert El. (ft)
= 196.00
196.00
0.00
0.00
Weir Type
= Rect
Broad
---
---
Length (ft)
= 33.00
0.50
0.00
0.00
Multi -Stage
= Yes
Yes
No
No
Slope (%)
= 4.55
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)
5.00
!91I11
c m
RIM
M
Note: Culvert/Orifice outflows are analyzed under inlet (ic) and outlet (oc) control. Weir risers checked for orifice conditions (ic) and submergence (s).
3.00 6.00 9.00
Total Q
Stage / Discharge
Elev (ft)
201.00
f180I1l<1I11
198.00
197.00
196.00
12.00 15.00 18.00 21.00 24.00 27.00 30.00
Discharge (cfs)

Hydrograph Summary Report HydraflowHydrographsExtension for AutodeskOCivil 3DObyAutodesk,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
0.668
2
726
3,994
------
------
------
Pre -Developed -Overall Site
2
SCS Runoff
8.863
2
718
17,774
------
------
------
Post Developed to Pond
3
Reservoir
0.408
2
804
16,029
2
197.87
9,916
Post Through Pond
5
SCS Runoff
0.129
2
152
1,170
------
------
------
1.0 Post -Developed to Pond
6
Reservoir
0.012
2
366
1,087
5
196.25
1,075
1.0inPost Through Pond
Wet Pond#3.gpw
Return Period: 1 Year
Monday, 12 / 19 / 2022

2
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2022
Monday, 12 / 19 / 2022
Hyd. No. 1
Pre -Developed -Overall Site
Hydrograph type =
SCS Runoff
Peak discharge
= 0.668 cfs
Storm frequency =
1 yrs
Time to peak
= 726 min
Time interval =
2 min
Hyd. volume
= 3,994 cuft
Drainage area =
4.060 ac
Curve number
= 57.7
Basin Slope =
0.0 %
Hydraulic length
= 0 ft
Tc method =
User
Time of conc. (Tc)
= 16.00 min
Total precip. =
3.04 in
Distribution
= Type II
Storm duration =
24 hrs
Shape factor
= 484
Q (cfs)
1.00
0.90
0.80
0.70
0.60
0.50
0.40
0.30
0.20
Pre -Developed -Overall Site
Hyd. No. 1 -- 1 Year
Q (cfs)
1.00
0.90
0.80
0.70
0.60
0.50
0.40
0.30
0.20
0.10 0.10
0.00 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560

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
= 4.060 ac
Basin Slope
= 0.0 %
Tc method
= User
Total precip.
= 3.04 in
Storm duration
= 24 hrs
Q (cfs)
10.00
Were
. OX
4.00
r w
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
Monday, 12 / 19 / 2022
= 8.863 cfs
= 718 min
= 17,774 cuft
= 80.1
= 0 ft
= 5.40 min
= Type II
= 484
Q (cfs)
10.00
N. We
4.00
r w
0.00
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
Monday, 12 / 19 / 2022
Hyd. No. 3
Post Through Pond
Hydrograph type
= Reservoir
Peak discharge
= 0.408 cfs
Storm frequency
= 1 yrs
Time to peak
= 804 min
Time interval
= 2 min
Hyd. volume
= 16,029 cuft
Inflow hyd. No.
= 2 - Post Developed to Pond
Max. Elevation
= 197.87 ft
Reservoir name
= Wet Pond
Max. Storage
= 9,916 cuft
Storage Indication method used.
Q (cfs)
10.00
UR
. UX
4.00
r W
Post Through Pond
Hyd. No. 3 -- 1 Year
600 1200 1800 2400 3000 3600 4200 4800 5400
Hyd No. 3 — Hyd No. 2 Total storage used = 9,916 cuft
Q (cfs)
10.00
N. We
. UX
4.00
2.00
0.00
6000
Time (min)

A
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2022
Monday, 12 / 19 / 2022
Hyd. No. 5
1.0 Post -Developed to Pond
Hydrograph type =
SCS Runoff
Peak discharge
= 0.129 cfs
Storm frequency =
1 yrs
Time to peak
= 152 min
Time interval =
2 min
Hyd. volume
= 1,170 cuft
Drainage area =
4.060 ac
Curve number
= 80.1
Basin Slope =
0.0 %
Hydraulic length
= 0 ft
Tc method =
User
Time of conc. (Tc)
= 5.40 min
Total precip. =
1.00 in
Distribution
= SCS 6-Hr
Storm duration =
6.00 hrs
Shape factor
= 484
Q (cfs)
0.50
0.45
0.40
0.35
0.30
0.25
0.20
0.15
0.10
0.05
0 00
1.0 Post -Developed to Pond
Hyd. No. 5 -- 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
0 60 120 180 240 300 360 420
— Hyd No. 5 Time (min)

7
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2022
Monday, 12 / 19 / 2022
Hyd. No. 6
1.0inPost Through Pond
Hydrograph type
= Reservoir
Peak discharge
= 0.012 cfs
Storm frequency
= 1 yrs
Time to peak
= 366 min
Time interval
= 2 min
Hyd. volume
= 1,087 cuft
Inflow hyd. No.
= 5 - 1.0 Post -Developed to Pond/lax.
Elevation
= 196.25 ft
Reservoir name
= Wet Pond
Max. Storage
= 1,075 cuft
Storage Indication method used.
1.0inPost Through Pond
•.
1 •1 1 1:1 ��1 :11 •1 1 ::1 �1 •11 •.1

Hydrograph Summary Report HydraflowHydrographsExtension for AutodeskOCivil 3DObyAutodesk,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
1.803
2
726
7,378
------
------
------
Pre -Developed -Overall Site
2
SCS Runoff
12.23
2
716
24,701
------
------
------
Post Developed to Pond
3
Reservoir
1.058
2
750
22,930
2
198.22
12,337
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
196.00
0.000
1.0inPost Through Pond
Wet Pond#3.gpw
Return Period: 2 Year
Monday, 12 / 19 / 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 =
4.060 ac
Basin Slope =
0.0 %
Tc method =
User
Total precip. =
3.68 in
Storm duration =
24 hrs
Q (cfs)
2.00
1.00
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
120 240 360 480 600 720 840 960
Hyd No. 1
Monday, 12 / 19 / 2022
= 1.803 cfs
= 726 min
= 7,378 cuft
= 57.7
= 0 ft
= 16.00 min
= Type II
= 484
Q (cfs)
2.00
1.00
0.00
1080 1200 1320 1440 1560
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
= 4.060 ac
Basin Slope
= 0.0 %
Tc method
= User
Total precip.
= 3.68 in
Storm duration
= 24 hrs
Q (cfs)
14.00
12.00
10.00
01
M
4.00
ItX
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
Monday, 12 / 19 / 2022
= 12.23 cfs
= 716 min
= 24,701 cuft
= 80.1
= 0 ft
= 5.40 min
= Type II
= 484
Q (cfs)
14.00
12.00
10.00
. ��
4.00
of
0.00
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 3D® by Autodesk, Inc. v2022
Monday, 12 / 19 / 2022
Hyd. No. 3
Post Through Pond
Hydrograph type
= Reservoir
Peak discharge
= 1.058 cfs
Storm frequency
= 2 yrs
Time to peak
= 750 min
Time interval
= 2 min
Hyd. volume
= 22,930 cuft
Inflow hyd. No.
= 2 - Post Developed to Pond
Max. Elevation
= 198.22 ft
Reservoir name
= Wet Pond
Max. Storage
= 12,337 cuft
Storage Indication method used.
Q (cfs)
14.00
12.00
10.00
01
M
4.00
ItX
Post Through Pond
Hyd. No. 3 -- 2 Year
Q (cfs)
14.00
12.00
10.00
0@
4.00
2.00
0.00
600 1200 1800 2400 3000 3600 4200 4800 5400 6000
Time (min)
Hyd No. 3 — Hyd No. 2 Total storage used = 12,337 cult

Hydrograph Summary Report
15
Hydraflow Hydrographs Extension for Autodesk0 Civil 3DO 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
6.620
2
724
20,238
------
------
------
Pre -Developed -Overall Site
2
SCS Runoff
22.37
2
716
45,699
------
------
------
Post Developed to Pond
3
Reservoir
4.524
2
726
43,884
2
199.43
21,581
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
196.00
0.000
1.0inPost Through Pond
Wet Pond#3.gpw
Return Period: 10 Year
Monday, 12 / 19 / 2022

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 =
4.060 ac
Basin Slope =
0.0 %
Tc method =
User
Total precip. =
5.46 in
Storm duration =
24 hrs
Q (cfs)
7.00
5.00
3.00
1.00
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
Monday, 12 / 19 / 2022
= 6.620 cfs
= 724 min
= 20,238 cuft
= 57.7
= 0 ft
= 16.00 min
= Type II
= 484
Q (cfs)
7.00
. We
5.00
4.00
3.00
2.00
1.00
0.00 ' 1 1 1 1' ' ' ' ' ' ' '� ' 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
— Hyd No. 1 Time (min)

17
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2022
Monday, 12 / 19 / 2022
Hyd. No. 2
Post Developed to Pond
Hydrograph type
= SCS Runoff
Peak discharge
= 22.37 cfs
Storm frequency
= 10 yrs
Time to peak
= 716 min
Time interval
= 2 min
Hyd. volume
= 45,699 cuft
Drainage area
= 4.060 ac
Curve number
= 80.1
Basin Slope
= 0.0 %
Hydraulic length
= 0 ft
Tc method
= User
Time of conc. (Tc)
= 5.40 min
Total precip.
= 5.46 in
Distribution
= Type II
Storm duration
= 24 hrs
Shape factor
= 484
Q (cfs)
24.00
20.00
16.00
12.00
:1M
4.00
Post Developed to Pond
Hyd. No. 2 -- 10 Year
Q (cfs)
24.00
20.00
16.00
12.00
m
4.00
0.00 ' —' ' ' ' 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320
— Hyd No. 2 Time (min)

Hydrograph
Report
18
Hydraflow Hydrographs Extension
for Autodesk® Civil 3D® by Autodesk, Inc. v2022
Monday, 12 / 19 / 2022
Hyd. No. 3
Post Through Pond
Hydrograph type
= Reservoir
Peak discharge
= 4.524 cfs
Storm frequency
= 10 yrs
Time to peak
= 726 min
Time interval
= 2 min
Hyd. volume
= 43,884 cuft
Inflow hyd. No.
= 2 - Post Developed to Pond
Max. Elevation
= 199.43 ft
Reservoir name
= Wet Pond
Max. Storage
= 21,581 cuft
Storage Indication method used
Post Through Pond
Q (cfs) Hyd. No. 3 -- 10 Year Q (cfs)
24.00 24.00
20.00 20.00
16.00 16.00
12.00 12.00
8.00 8.00
4.00 4.00
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 Total storage used = 21,581 cult

Hydrograph Summary Report
21
Hydraflow Hydrographs Extension for Autodesk0 Civil 3DO 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
16.83
2
722
48,007
------
------
------
Pre -Developed -Overall Site
2
SCS Runoff
39.34
2
716
82,558
------
------
------
Post Developed to Pond
3
Reservoir
26.59
2
720
80,707
2
200.36
29,754
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
196.00
0.000
1.0inPost Through Pond
Wet Pond#3.gpw
Return Period: 100 Year
Monday, 12 / 19 / 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 =
4.060 ac
Basin Slope =
0.0 %
Tc method =
User
Total precip. =
8.36 in
Storm duration =
24 hrs
Q (cfs)
18.00
15.00
12.00
M
M
3.00
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, 12 / 19 / 2022
= 16.83 cfs
= 722 min
= 48,007 cuft
= 57.7
= 0 ft
= 16.00 min
= Type II
= 484
Q (cfs)
18.00
15.00
12.00
M
. ��
3.00
0.00
120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Hyd No. 1 Time (min)

Hydrograph Report
23
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
= 4.060 ac
Basin Slope
= 0.0 %
Tc method
= User
Total precip.
= 8.36 in
Storm duration
= 24 hrs
Q (cfs)
40.00
20.00
10.00
0.00
0 120 240
— Hyd No. 2
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
360 480 600 720 840 960
Monday, 12 / 19 / 2022
= 39.34 cfs
= 716 min
= 82,558 cuft
= 80.1
= 0 ft
= 5.40 min
= Type II
= 484
Q (cfs)
40.00
30.00
20.00
10.00
0.00
1080 1200 1320
Time (min)

Hydrograph
Report
24
Hydraflow Hydrographs Extension
for Autodesk® Civil 3D® by Autodesk, Inc. v2022
Monday, 12 / 19 / 2022
Hyd. No. 3
Post Through Pond
Hydrograph type
= Reservoir
Peak discharge
= 26.59 cfs
Storm frequency
= 100 yrs
Time to peak
= 720 min
Time interval
= 2 min
Hyd. volume
= 80,707 cuft
Inflow hyd. No.
= 2 - Post Developed to Pond
Max. Elevation
= 200.36 ft
Reservoir name
= Wet Pond
Max. Storage
= 29,754 cuft
Storage Indication method used
Post Through Pond
Q (cfs) Hyd. No. 3 -- 100 Year Q (cfs)
40.00 40.00
30.00 30.00
20.00 20.00
10.00 10.00
0.00 — 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Time (min)
— Hyd No. 3 — Hyd No. 2 Total storage used = 29,754 cult

OF CONCENTRATION
ng Conditions DA4
OPEN CHANNEL
SHALLOW CONIC FLOW:
FLOW:
TOTAL
SHEET FLOW:
SEGMENT1
Manning's Equation:
Tc = (0.007ml-y0.8)/(P2"0.5)(s"0.4)
2-year24-hr
�SEGMENTI
Tc = L / 60'V
V = 1.49R21IS112/ n
Basin Comments
Length Elev1 Elev2 Slope
Rainfall Depth Manning's
T'
Length Elev2 Elev3
Slope
Condition
Vavg
T12
Cross Sectional Wetted Perimeter Hydraulic Radius Length Elev3 Elev4 Slope Manning's V
T�,
T­ 1L
Tc(minimum) Tlag Basin
fl fl/fl
TP-40 in
fl
flAt
TR-55 Fig. 3-1
fl/sec
Flow Area (fl-2) (fl fl fl fl/fl (fps)
10 min 0.67c hrs
3
100 222.0 220.5 0.015
3.68 0.24
14.93
290 220.5 197
0.08103
Unpaved
4.60
1.05
15.98
15.98 0.16 3

TIME OF CONCENTRATION
Proposed Conditions
SCS Methodology
Note: Fields in blue are manual entry
OPEN CHANNEL
SHALLOW CONIC FLOW:
FLOW:
TOTAL
SHEET FLOW:
SEGMENT1
Manning's Equation:
Tc = (0.007m`-y`0.8)/(P2A0.5)(sA0.4)
2-year24-hr
�SEGMENTI
Tc = L / 60'V
V = 1.49R�S112/ n
Basin Comments Length Elev1 Elev2 Slope
Rainfall Depth Manning's
T' Length Elev2 Elev3
Slope Condition
Vavg
T12 Cross Sectional Wetted Perimeter Hydraulic Radius Length Elev3 Elev4 Slope Manning's V
T,3 T,,A�
Tc(minimum) Tlag Basin
fl fl/fl
TP-40 in
fl
flAt TR-55 Fig. 3-1
fl/sec
Flow Area flA2 fl fl t t (fps)
10 min 0.67c hrs
3
100 215.6 213.0 0.026
3.68 0.018
1.51
557 213.0 205
0.01436 Paved
2.40
3.87
5.38
10.00 0.10 3

WATER QUANTITY -WET POND SCM 4

oa,- jc Arec,
a L
.- A 5}
1
O
e

SUPPLEMENT-EZ COVER PAGE
FORMS LOADED
PROJECT INFORMATION
1
Proiect Name
Utility Improvements to Serve Shabain Reserve - Phase 1
2
Project Area ac
115.32
3
Coastal Wetland Area ac
-
4
Surface Water Area ac
-
5
Is this project High or Low Densit ?
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
Will the vegetated setback remain vegetated?
Yes
9
If BUA is proposed in the setback, does it meet NCAC 02H.1003 4 c-d ?
No
10
Is streambank stabilization proposed on thisproject?
No
NUMBER AND TYPE OF SCMs:
11
Infiltration System
1
12
Bioretention Cell
0
13
Wet Pond
3
14
Stormwater Wetland
0
15
Permeable Pavement
0
16
Sand 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
0
23
_
StormFilter
24
Silva Cell
0
25
Bayfilter
0
26
Filterra
0
FORMS LOADED
DESIGNER CERTIFICATION
27
Name and Title:
Carlo Pardo, PE
28
Organization:
Bowman North Carolina, Ltd.
29
Street address:
City, State, Zip:
4006 Barrett Drive, Suite 104
Raleigh, NC 27609
30
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.
�����tultllrrr��
�►k C A R0�''�•f,
SEAL
051571
c..........
A
Signature of Designer
Date

DRAINAGE AREAS
1
Is this a hi h density project?
Yes
2
If so, number of drainage areas/SCMs
4
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
AREA INFORMATION
Entire Site
1
2
3
4
4
T e of SCM
-
Wet Pond
Infiltration Basin
Wet Pond
Wet Pond
5
Total draina a area s ft
5023339 sf
883772
394402
176822
874858
6
Onsite draina a areas ft
883772
394402
176822
874858
7
Offsite draina a area s ft
8
Total BUA in project (sq ft
980497 sf
371638 sf
171155 sf
86745 sf
350959 sf
9permitting)
New BUA on subdivided lots (subject to
s ft
680000 sf
272000 sf
112000 sf
64000 sf
232000 sf
10permitting)
New BUA not on subdivided lots (subject to
s
300497 sf
99638 sf
59155 sf
22745 sf
118959 sf
11
10ffsite BUA (sq ft
12
Breakdown of new BUA not on subdivided lots:
Parking (sq ft
Sidewalk (sq ft
75573 sf
27645 sf
15376 sf
5672 sf
26880 sf
Roof (sq ft
Roadway s ft
215004 sf
71993 sf
43779 sf
17073 sf
82159 sf
Future (sq ft
Other, please specify in the comment box
below (sq ft
9920 sf
9920 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
16
1 Existing BUA that is already permitted (sq ft
17
Existing BUA that will be removed (sq ft
18
Percent BUA
19.52%
42.1%
43%
49%
40%
19
Design storm inches
1.0 in
1.0 in
1.0 in
1.0 in
20
Design volume of SCM cu ft
32182 cf
62235 cf
7580 cf
31488 cf
21 Calculation method for design volume Simple Method Simple Method Simple Method Simple Method
ONAL INFORMATION
ease use this space to provide any additional information about the
"22drainagearea(s):
12-Postal Kiosk for additional BUA

WET POND
1 11 Drainage area number 1 3 4
21 Minimum required treatment volume (cu ft) 32182 cf 7580 cf 31488 cf
NERAL MDC FROM 02H .1050
3
Is the SCM sized to treat the SW from all surfaces at build -out?
Yes
Yes
Yes
4
Is the SCM located away from contaminated soils?
Yes
Yes
Yes
5
What are the side slopes of the SCM (H:V)?
3:1
3:1
3:1
6
Does the SCM have retaining walls, gabion walls or other
engineered side slopes?
No
No
No
7
Are the inlets, outlets, and receiving stream protected from erosion
10- ear storm)?
Yes
Yes
Yes
8
Is there an overflow or bypass for inflow volume in excess of the
design volume?
Yes
Yes
Yes
9
What is the method for dewatering the SCM for maintenance?
Pump (preferred)
Pump (preferred)
Pump (preferred)
10
If applicable, will the SCM be cleaned out after construction?
Yes
Yes
Yes
11
Does the maintenance access comply with General MDC (8)?
Yes
Yes
Yes
12
Does the drainage easement comply with General MDC (9)?
Yes
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
N/A
14
Is there an O&M Agreement that complies with General MDC (11)?
Yes
Yes
Yes
15
Is there an O&M Plan that complies with General MDC (12)?
Yes
Yes
Yes
161
Does the SCM follow the device specific MDC?
Yes
Yes
Yes
17
Was the SCM designed b an NC licensedprofessional?
Yes
Yes
Yes
WET POND
MDC FROM 02H .1053
18
Sizing method used
SA/DA
SA/DA
SA/DA
19
Has a stage/storage table been provided in the calculations?
Yes
Yes
Yes
20
Elevation of the excavated main pool depth (bottom of sediment
removal) (fmsl
206.00
189.00
202.00
21
Elevation of the main pool bottom (top of sediment removal) (fmsl)
207.00
190.00
203.00
22
Elevation of the bottom of the vegetated shelf (fmsl)
211.50
195.50
206.50
23
Elevation of the permanent pool (fmsl)
212.00
196.00
207.00
24
Elevation of the top of the vegetated shelf (fmsl)
212.50
196.50
207.50
25
Elevation of the temporary pool (fmsl)
213.90
197.50
208.70
26
Surface area of the main permanent pool (square feet)
11390
2950
13155
27
Volume of the main permanent pool (cubic feet)
43138 cf
8526 cf
42764 cf
28
Average depth of the main pool (feet)
4.22 ft
3.66 ft
3.58 ft
29
Average depth equation used
Equation 3
Equation 3
Equation 3
301
If using equation 3, main pool perimeter (feet)
423.0 ft
237.0 ft
442.0 ft
31
If using equation 3, width of submerged veg. shelf (feet)
3.0 ft
3.0 ft
3.0 ft
32
Volume of the forebay (cubic feet)
6715 cf
1583 cf
7964 cf
33
Is this 15-20% of the volume in the main pool?
Yes
Yes
Yes
34
Clean -out depth for forebay (inches)
48 in
48 in
48 in
35
Design volume of SCM (cu ft)
32182 cf
7580 cf
31488 cf
36
Is the outlet an orifice or a weir?
Orifice
Orifice
Orifice
371
If orifice, orifice diameter (inches)
2.00 in
1.00 in
2.50 in
38
If weir, weir height (inches)
39
If weir, weir length (inches)
40
Drawdown time for the temporary pool (days)
3.59
3.61
2.41
41
Are the inlet(s) and outlet located in a manner that avoids short-
circuiting?
Yes
Yes
Yes
42
Are berms or baffles provided to improve the flow path?
Yes
Yes
Yes
431
Depth of forebay at entrance (inches)
60 in
60 in
60 in
44
Depth of forebay at exit (inches)
54 in
54 in
54 in
45
Does water flow out of the forebay in a non -erosive manner?
Yes
Yes
Yes
46
Width of the vegetated shelf (feet)
6 ft
6 ft
6 ft
47
Slope of vegetated shelf (H:V)
6:1
6:1
6:1
48
Does the orifice drawdown from below the top surface of the
permanentpool?
Yes
Yes
Yes
49
Does the pond minimize impacts to the receiving channel from the 1-
r, 24-hr storm?
Yes
Yes
Yes
50
Are fountains proposed? (If Y, please provide documentation that
MDC(9) is met.
No
No
No
51
Is a trash rack or other device provided to protect the outlet system?
Yes
Yes
Yes
52
Are the dam and embankment planted in non -clumping turf grass?
Yes
Yes
Yes
53
Species of turf that will be used on the dam and embankment
Hybrid Bermuda
Hybrid Bermuda
Hybrid Bermuda
54
Hasa planting plan been provided for the vegetated shelf?
Yes
Yes
Yes
ADDITIONAL INFORMATION
55
Please use this space to provide any additional information about
the wet pond(s):
Wet Pond 1 10:18 AM 12/19/2022

Bowman North Carolina, Ltd.
Shahbain Reserve, Hoke County, NC
Curve Number Calculation (CN)
Pre -Developed Conditions #4
Drainage Area (acres): 20.08
Existing Soil Groups
Soil Group Map Symbol Soil Description
Acres
Percent of DA
C BaD Blaney Loamy Sand
1.28
6%
A NoB Norfolk Loamy Sand
15.77
79%
A WaB Wagram Loamy Sand
3.03
15%
Existing Land Uses
Land Use Description Existing Soil Group Acres
Curve #
Weighted CN
Wooded - Good Stand C 1.28
74
4.7
Wooded - Good Stand A 4.49
54
12.1
Open Space - Fair Stand A 14.31
55
39.2
Cumulative Curve # =
56.0

Bowman North Carolina, Ltd.
Shahbain Reserve, Hoke County, NC
Curve Number Calculation (CN)
Post -Developed Conditions #4
Drainage Area (acres): 20.08
Existing Soil Groups
Soil Group Map Symbol Soil Description
Acres
Percent of DA
C BaD Blaney Loamy Sand
1.28
6%
A NoB Norfolk Loamy Sand
15.77
79%
A WaB Wagram Loamy Sand
3.03
15%
Proposed Land Uses
Land Use Description Existing Soil Group Acres
Curve #
Weighted CN
Open Space - Good Condition C 0.60
77
2.3
Open Space - Good Condition A 11.42
55
31.3
Impervious Area A & C 8.06
98
39.3
Cumulative Curve # =
72.9

Proposed Wet Pond #4
Project Information
Project Name: Shahbain Reserve
Project #: 048-024
Designed by: CB Date: 12/15/2022
Revised by: Date:
Checked by: Date:
Site Information
Sub Area Location: Drainage To Proposed Wet Pond
Drainage Area (DA) = 20.08 Acres 874,858 sf
Impervious Area (IA) = 8.06 Acres 350,959 sf
Percent Impervious (1) = % 40.12 %
Required Surface Area
Permament Pool Depth: 3.58 ft
SA/DA = 1.357
Min Req'd Surface Area = 11,868 sf (at Permanent Pool)
Required WQv Storage Volume
Design Storm = 1 inch Non -Coastal County
Determine Rv Value = 0.05 + .009 (1) = 0.411 in/in
Storage Volume Required = 29,967 cf (above Permanent Pool)
Elevations
Top of Pond Elevation =
215.00
ft
Temporary Pool Elevation =
208.70
ft
Permanent Pool Elevation =
207.00
ft
Shelf Begining Elevation =
207.50
ft
Forebay Weir =
206.00
ft
Shelf Ending Elevation =
206.50
ft
Bottom Elevation =
203.00
ft
Permanent Pool Area
Area @ Top of Permanent Pool = 13,155 sf
Volume of Temporary Storage = 31,488 cf
Is Permenant Pool Surface Area Sufficient (yes/no)?
Volume of Storage for Design Storm = 31,488
Y
( 13155 > 11868) sf
( 31488 > 29967) cf

Incremental Drawdown Time
STORMWATER POND #4
INCREMENTAL DRAWDOWN METHOD -Water Quality Volume
Project Information
Project NarShahbain Reserve
Project #: 048-024
esigned by: CB Date: 12/15/2022
hecked by: Date:
Water Quality Orifice
Incremental Determination of Water Quality Volume Drawdown Time
Zone 2
Q3 = 0.0437 CD - D2 (Z-D/24-Ei)^(1/2)
Qz = 0.372 CD ' D'(Z-Ei)^(3i2)
m •
Orifice Diameter (D) =
2.5 in
Cd =
0.6
Ei =
207
Orifice Inv.
Zone 1 Range =
0.00
to 207
Zone 2 Range =
207
to 207.1
Zone 3 Range =
207.1
to 208
Incremental Drawdown Method
Countour
Contour
Area
Incremental
Volume
Stage, Z
Zone
Q
Drawdown
Time
sq ft
cu ft
ft
cfs
min
207.00
16,200
0
0.00
2.00
0.000
--
207.50
17850
8,513
0.50
3.00
0.103
1,376
208.00
18860
9,178
0.50
3.00
0.155
986
208.70
20560
13,797
0.70
3.00
0.207
1,111
Total
--
--
--
--
Drawdown Time = Incremental Volume / Q / 60sec/min
Summary
Total Volume = 31,488 of
Total Time = 3,473 min
Total Time = 2.41 days 2 to 5 days
12/19/2022 Prop Wet Pond- new design-#4.xls 1 of 1

Project: Pond #1 Date: 12/19/2022
Main -Pond Contours -Volumes
Elevation
Main -Pond
Incremental Vol.
Accumulated Vol.
Description
207
13,155
6,254
42,764
A2 (Perm -Pool)
206.5
11,860
5,825
36,510
Al (Bottom -Shelf)
206
11,440
11,030
30,685
205
10,620
10,220
19,655
204
9,820
9,435
9,435
A3 (Bottom -Pond)
203
9,050
0
0
Forebay Contours -Volumes
Elevation
FB1
FB2 FB3 Total -Areas
Incremental Vol.
Accumulated Vol.
207
2,860
2,860
1,373
7,964
206.5
2,630
2,630
1,259
6,591
206
2,405
2,405
2,188
5,333
205
1,970
1,970
1,768
3,145
204
1,565
1,565
1,378
1,378
203
1,190
1,190
0
0
Forebay Volume
Average Depth (Option 1)
Average Depth Calculation (Option 2)
Vpp
permeter of shelf
width of shelf
Al (Bottom -Shelf):
18.6% *Between 15% & 20%
3.08 *At least 3' average depth
42,764
442
3
11,860
Average Depth = 3.58

Proposed Wet Pond #4
Project Information
Project Name: Shahbain Reserve
Project #: 048-024
Designed by: CB Date:
Revised by: Date:
Checked by: Date:
Site Information
12/15/2022
Sub Area Location:
Drainage to Proposed Pond
Drainage Area (DA) =
20.08 Acres
Impervious Area (IA) =
8.06 Acres
Percent Impervious (I) =
40.12 % (Drainage Area)
Orifice Sizing
Orifice Size = 2.50 in
Drawdown Time = 2.41 days
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:
192.0
cf
Weight:
11981
Ibs
Factor of Safety
1.20
WT Req'd of Anti -Flotation Device:
14,377
Ibs
Volume of Concrete Req'd:
95.8
cf
(Diameter)
(Incremental Draw Down Method)
(Water Displaced - Top of Pond to Bottom of Pond)
(Unit WT of Concrete = 150 pcf)
Volume Provided: 165.5 cf (4'x4' riser x 8.0' = 128sf, 5'x5' footing x 1.5'=37.5cf)

50
STORMWATER�
� \ MANAGEMENT,,
- \ � EASEMENel
0
BOO
INLET PIPE WITH;
-� RIP -RAP APRON
GRAPHIC
o 25 50
K
( IN FEET )
1 inch = 50 ft.
yv/
FES �
ELEV 205.0 LOT 147
z+89 SF
24" OUTLET PIPE
REFER TO GRADING
146
� \ PLAN v g SF
\ ` � OUTLET CONTROL �
STRUCTURE REFER - --�
TO DETAILS ON �
THIS SHEET _
� MAIN POND AREA �✓/
LITORAL SHELF
AREA-2,595 SF
REFER TO DETAIL /7
FOR PLANTINGS
F
OREBAY AREA
� Kir-KNr N i
FOREBAY WEIR _ � S TO R M WA TE R
MANAGEMENT
EASEMENT
20
PLAN VIEW

STAGE/STORAGE TABLE
STAGE (FT)
ELEVATION (FT)
CONTOUR AREA
(SF)
INCREMENTAL
STORAGE (CF)
TOTAL STORAGE
(CF)
0.0
207.0
16200
0
0
0.5
207.5
17850
8513
8513
1.0
208.0
18860
9178
17690
1.7
208.7
20560
13797
31487 (WQV)
2.0
209.0
21025
6238
37725
3.0
210.0
22635
21830
59555
4.0
211.0
24300
23468
83022
5.0
212.0
26020
25160
108182
6.0
213.0
27800
26910
135092
7.0
214.0
29635
28718
163810
8.0
215.0
31525
30580
194390

4' MIN
EMBANKMENT WIDTH
6" TOPSOIL FOR ALL
AREAS ABOVE THE
NORMAL POND ELEVATION
24" HDPE WITH WATER TIGHT SEAL
PIPE TO BE BEDDED
PER DIRECTION OF GEOTECHNICAL
ENGINEER 2
� 6" CLAY SOIL
LINER ON INSIDE
FACE OF
EMBANKMENT
3' MIN
CUTOFF TRENCH
APPROXIMATE SIZE
EXCAVATE AND BACKFI LL
WITH COMPACTED
STRUCTURAL FILL AS
DIRECTED BY GEOTECHNICAL
ENGINEER
37'-24" HDPE @ 5.71
8
6FT LITTORAL
SHELF
6" TOPSOIL ABOVE
6" CLAY LINER
ON LITTORAL SHELF
3
TRASH RACK
REFER TO DETAIL
THIS SHEET
6
11
REFER TO DETAIL
FOR INCREMENTAL
WEIR
4'x4' PRECAST
CONCRETE RISER
(INSTALL STEPS
AS NECESSARY)
LL-
0
oj
TOP OF EMBANKMENT ELEVATION=215.00
100 YEAR STORM ELEVATION=213.84
10 YEAR STORM ELEVATION=211.17
2 YEAR STORM ELEVATION=209.47
1 YEAR STORM ELEVATION=209.05
NOTE: 1.0" STORM ELEVATION IS 207.07 AND INTERMEDIATE
WEIR IS ELEVATION 208.7. THERE IS ADDITIONAL STORAGE
DESIGNED FROM THE 1.0" STORM ELEVATION TO THE
INTERMEDIATE WEIR ELEVATION.
INV=207.0 1.0—INCH STORM ELEVATION=207.07 EXISTING GRADE=209.0f
a
NORMAL POND ELEVATION=207.00
a
PVC ELBOW
SEE DETAIL
°a 2
1 ELEV=205.0 a 2 NOTE: PUMPS SHALL BE USED TO DRAIN 1
1 THE POND WHEN NECESSARY. REFER TO DETAIL
1u u THIS SHEET FOR DEWATERING REQUIREMENTS.
0 0 0 0
4' IN. ASTM C-923 SEAL
KEY BETWEEN BARREL & RISER.
RISER BASE TO BE FILLED
WITH CONC. TO INVERT OF BOTTOM OF POND (TOP OF SEDIMENT STORAGE)=203.0
BARREL CONCRETE SHALL BE —_
8"X8"X1"X12" LONG ANGLE (6 TOT. REQUIRED) TO ANCHOR RISER TO PLACED IN RISER AFTER — (BOTTOM OF SEDIMENT STORAGE)=202.0
BASE. PROVIDE 2-3/4" A307 BOLTS FROM ANGLE TO RISER AND ANGLES ARE SECURED
2—A307 "J" HOOKS 3/4" DIA. X 12" LONG FROM ANGLE TO BASE. TO BASE AND RISER.
ANGLE TO BE FIELD COATED WITH ZINC RICH PAINT AFTER
CONSTRUCTION. "J" HOOKS TO BE PLACED UNDER LOWER REINFORCING
STEEL. 6" CLAY SOIL
5'x5'x1.5' CONC. BASE REINFORCE WITH #4 BARS AT 12" O.C. TOP LINER
AND BOTTOM OF EACH DIRECTION PROVIDE 3" MIN. CLEARANCE MAIN POOL
BETWEEN EDGE OF CONC. AND STEEL REINFORCING.
PROFILE OF WET POND DETENTION SYSTEM
SCALE: N.T.S.

6" TOPSOIL ABOVE
6" CLAY LINER
ON LITTORAL SHELF
6FT LITTORAL
SH ELF
6" TOPSOIL FOR ALL
AREAS ABOVE THE
NORMAL POND ELEVATION
3:1
CLASS B RIP -RAP
OVER FILTER FABRIC
MIN. 4' GRASS FOREBAY
WEIR AT ELEV= 206.5
FOREBAY
TOP
ELEV=
208.0
WIDTH AT
TOP
= 2.0
FT
FOREBAY ENTRANCE SHALL BE
DEEPER THAN FOREBAY EXIT
PROFILE OF WET POND DETENTION SYSTEM
SCALE: N.T.S.
SEDIMENT STORAGE
TOP FOREBAY BOTTOM
ELEV= 203.0
BOTTOM OF SEDIMENT
STORAGE/EXIT
ELEV=202.5
FOREBAY ENTRANCE SHALL BE
DEEPER THAN FOREBAY EXIT
NOTE: PUMPS SHALL BE USED TO DRAIN
THE FOREBAY WHEN NECESSARY. REFER TO
THIS SHEET FOR DEWATERING REQUIREMENTS.
NORMAL POND ELEVATION
BOTTOM LITTORAL SHELF ELEV.
960495MEM
C��
DETAIL
6" TOPSOIL FOR ALL
AREAS ABOVE THE
NORMAL POND ELEVATION
BOTTOM OF SEDIMENT
STORAGE/ENTRANCE
ELEV=202.0

Tip OF �✓E/R \ 27 J 20
1Ai -)-,,
��
nr crRUCTURE NOT SHOWN
TRASH RACK)
OUTLET CONTROL STRUCTURE - INCREMENTAL WEIR
PERM. POND ELEV.-207.0
4" PVC SCREW CAP
FOR CLEANING ACCESS
12" P
4"x4" PVC 1
2.5"DIA. HOLE DRILLE1
INTO BOTTOM CAP
SCALE: N.T.S.
DICE-D OTDI I(-`TI IDC
PVC DRAIN OUTLET
SCALE: N.T.S.
FOR CLARITY

Pond Report s
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2022
Monday, 12 / 19 / 2022
Pond No. 1 - Wet Pond
Pond Data
Contours -User-defined contour areas.
Average end area method
used for volume calculation. Begining Elevation = 207.00 ft
Stage / Storage Table
Stage (ft) Elevation (ft)
Contour area (sqft)
Incr. Storage (cuft)
Total storage (cuft)
0.00 207.00
16,200
0
0
0.50 207.50
17,850
8,513
8,513
1.00 208.00
18,860
9,178
17,690
1.70 208.70
20,560
13,797
31,487
2.00 209.00
21,025
6,238
37,725
3.00 210.00
22,635
21,830
59,555
4.00 211.00
24,300
23,468
83,022
5.00 212.00
26,020
25,160
108,182
6.00 213.00
27,800
26,910
135,092
7.00 214.00
29,635
28,718
163,810
8.00 215.00
31,525
30,580
194,390
Culvert / Orifice Structures
Weir Structures
[A]
[B]
[C]
[PrfRsr]
[A]
[B]
[C]
[D]
Rise (in)
= 24.00
2.50
Inactive
Inactive
Crest Len (ft)
= 1.00
15.00
Inactive
Inactive
Span (in)
= 24.00
2.50
0.00
0.00
Crest El. (ft)
= 208.70
211.20
0.00
0.00
No. Barrels
= 1
1
0
0
Weir Coeff.
= 3.33
2.60
3.33
3.33
Invert El. (ft)
= 207.00
207.00
0.00
0.00
Weir Type
= Rect
Broad
---
---
Length (ft)
= 37.00
0.50
0.00
0.00
Multi -Stage
= Yes
Yes
No
No
Slope (%)
= 5.71
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)
8.00
4.00
RIM
Note: Culvert/Orifice outflows are analyzed under inlet (ic) and outlet (oc) control. Weir risers checked for orifice conditions (ic) and submergence (s).
Stage / Discharge
4.00 8.00 12.00 16.00 20.00 24.00 28.00 32.00
Total Q
Elev (ft)
215.00
WA19111I11
211.00
209.00
207.00
36.00 40.00
Discharge (cfs)

Hydrograph Summary Report HydraflowHydrographsExtension for AutodeskOCivil 3DObyAutodesk,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
1.483
2
746
17,067
------
------
------
Pre -Developed -Overall Site
2
SCS Runoff
18.98
2
726
63,922
------
------
------
Post Developed to Pond
3
Reservoir
0.913
2
944
61,601
2
209.05
38,865
Post Through Pond
5
SCS Runoff
0.168
2
360
1,207
------
------
------
1.0 Post -Developed to Pond
6
Reservoir
0.010
2
386
1,027
5
207.07
1,170
1.0inPost Through Pond
Wet Pond#4.gpw
Return Period: 1 Year
Monday, 12 / 19 / 2022

Hydrograph Report
2
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 =
20.080 ac
Basin Slope =
0.0 %
Tc method =
User
Total precip. =
3.04 in
Storm duration =
24 hrs
Q (cfs)
2.00
1.00
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
120 240 360 480 600 720 840 960
Hyd No. 1
Monday, 12 / 19 / 2022
= 1.483 cfs
= 746 min
= 17,067 cuft
= 56
= 0 ft
= 33.50 min
= Type II
= 484
Q (cfs)
2.00
1.00
0.00
1080 1200 1320 1440 1560
Time (min)

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
= 20.080 ac
Basin Slope
= 0.0 %
Tc method
= User
Total precip.
= 3.04 in
Storm duration
= 24 hrs
Q (cfs)
21.00
18.00
15.00
12.00
3.00
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 -- 1 Year
Monday, 12 / 19 / 2022
= 18.98 cfs
= 726 min
= 63,922 cuft
= 72.9
= 0 ft
= 18.10 min
= Type II
= 484
Q (cfs)
21.00
18.00
15.00
12.00
3.00
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
Monday, 12 / 19 / 2022
Hyd. No. 3
Post Through Pond
Hydrograph type
= Reservoir
Peak discharge
= 0.913 cfs
Storm frequency
= 1 yrs
Time to peak
= 944 min
Time interval
= 2 min
Hyd. volume
= 61,601 cuft
Inflow hyd. No.
= 2 - Post Developed to Pond
Max. Elevation
= 209.05 ft
Reservoir name
= Wet Pond
Max. Storage
= 38,865 cuft
Storage Indication method used.
Post Through Pond
Q (cfs) Hyd. No. 3 -- 1 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
0 600 1200 1800 2400 3000 3600 4200 4800 5400 6000
Time (min)
— Hyd No. 3 Hyd No. 2 Total storage used = 38,865 cult

A
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2022
Monday, 12 / 19 / 2022
Hyd. No. 5
1.0 Post -Developed to Pond
Hydrograph type =
SCS Runoff
Peak discharge
= 0.168 cfs
Storm frequency =
1 yrs
Time to peak
= 360 min
Time interval =
2 min
Hyd. volume
= 1,207 cuft
Drainage area =
20.080 ac
Curve number
= 72.9
Basin Slope =
0.0 %
Hydraulic length
= 0 ft
Tc method =
User
Time of conc. (Tc)
= 18.10 min
Total precip. =
1.00 in
Distribution
= SCS 6-Hr
Storm duration =
6.00 hrs
Shape factor
= 484
Q (cfs)
0.50
0.45
0.40
0.35
0.30
0.25
0.20
0.15
0.10
0.05
0 00
1.0 Post -Developed to Pond
Hyd. No. 5 -- 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
0 60 120 180 240 300 360 420
— Hyd No. 5 Time (min)

7
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2022
Monday, 12 / 19 / 2022
Hyd. No. 6
1.0inPost Through Pond
Hydrograph type
= Reservoir
Peak discharge
= 0.010 cfs
Storm frequency
= 1 yrs
Time to peak
= 386 min
Time interval
= 2 min
Hyd. volume
= 1,027 cuft
Inflow hyd. No.
= 5 - 1.0 Post -Developed to Pond/lax.
Elevation
= 207.07 ft
Reservoir name
= Wet Pond
Max. Storage
= 1,170 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
1.0inPost Through Pond
Hyd. No. 6 -- 1 Year
1200 1800 2400
Hyd No. 5
3000 3600 4200 4800 5400
Total storage used = 1,170 cuft
Q (cfs)
0.50
0.45
0.40
0.35
0.30
0.25
0.20
0.15
0.05
0.00
6000
Time (min)

Hydrograph Summary Report HydraflowHydrographsExtension for AutodeskOCivil 3DObyAutodesk,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
4.348
2
738
32,924
------
------
------
Pre -Developed -Overall Site
2
SCS Runoff
29.07
2
726
94,462
------
------
------
Post Developed to Pond
3
Reservoir
2.480
2
804
92,063
2
209.47
48,013
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
207.00
0.000
1.0inPost Through Pond
Wet Pond#4.gpw
Return Period: 2 Year
Monday, 12 / 19 / 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 =
20.080 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
1.00
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
Monday, 12 / 19 / 2022
= 4.348 cfs
= 738 min
= 32,924 cuft
= 56
= 0 ft
= 33.50 min
= Type II
= 484
Q (cfs)
5.00
4.00
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
= 20.080 ac
Basin Slope
= 0.0 %
Tc method
= User
Total precip.
= 3.68 in
Storm duration
= 24 hrs
Q (cfs)
30.00
25.00
20.00
15.00
10.00
5.00
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 -- 2 Year
Monday, 12 / 19 / 2022
= 29.07 cfs
= 726 min
= 94,462 cuft
= 72.9
= 0 ft
= 18.10 min
= Type II
= 484
Q (cfs)
30.00
25.00
20.00
15.00
10.00
5.00
0.00 ' 1 1 1' --.- ' ' ' ' ' ' " ' 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 3D® by Autodesk, Inc. v2022
Monday, 12 / 19 / 2022
Hyd. No. 3
Post Through Pond
Hydrograph type
= Reservoir
Peak discharge
= 2.480 cfs
Storm frequency
= 2 yrs
Time to peak
= 804 min
Time interval
= 2 min
Hyd. volume
= 92,063 cuft
Inflow hyd. No.
= 2 - Post Developed to Pond
Max. Elevation
= 209.47 ft
Reservoir name
= Wet Pond
Max. Storage
= 48,013 cuft
Storage Indication method used.
Q (cfs)
30.00
25.00
20.00
15.00
10.00
5.00
0.00 ' 1"
0 600
— Hyd No. 3
Post Through Pond
Hyd. No. 3 -- 2 Year
Q (cfs)
30.00
25.00
20.00
15.00
10.00
5.00
0.00
1200 1800 2400 3000 3600 4200 4800 5400 6000
Time (min)
Hyd No. 2 Total storage used = 48,013 cult

Hydrograph Summary Report
15
Hydraflow Hydrographs Extension for Autodesk0 Civil 3DO 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
18.48
2
734
95,009
------
------
------
Pre -Developed -Overall Site
2
SCS Runoff
61.18
2
724
192,257
------
------
------
Post Developed to Pond
3
Reservoir
13.13
2
746
189,729
2
211.17
87,177
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
207.00
0.000
1.0inPost Through Pond
Wet Pond#4.gpw
Return Period: 10 Year
Monday, 12 / 19 / 2022

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 =
20.080 ac
Basin Slope =
0.0 %
Tc method =
User
Total precip. =
5.46 in
Storm duration =
24 hrs
Q (cfs)
21.00
18.00
15.00
12.00
3.00
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
Monday, 12 / 19 / 2022
= 18.48 cfs
= 734 min
= 95,009 cuft
= 56
= 0 ft
= 33.50 min
= Type II
= 484
Q (cfs)
21.00
18.00
15.00
12.00
3.00
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
17
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
= 20.080 ac
Basin Slope
= 0.0 %
Tc method
= User
Total precip.
= 5.46 in
Storm duration
= 24 hrs
Q (cfs)
70.00
40.00
20.00
10.00
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
Monday, 12 / 19 / 2022
= 61.18 cfs
= 724 min
= 192,257 cuft
= 72.9
= 0 ft
= 18.10 min
= Type II
= 484
Q (cfs)
70.00
50.00
40.00
30.00
20.00
10.00
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 Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2022
Monday, 12 / 19 / 2022
Hyd. No. 3
Post Through Pond
Hydrograph type
= Reservoir
Peak discharge
= 13.13 cfs
Storm frequency
= 10 yrs
Time to peak
= 746 min
Time interval
= 2 min
Hyd. volume
= 189,729 cuft
Inflow hyd. No.
= 2 - Post Developed to Pond
Max. Elevation
= 211.17 ft
Reservoir name
= Wet Pond
Max. Storage
= 87,177 cuft
Storage Indication method used.
Q (cfs)
70.00
40.00
20.00
10.00
0.00 '
0 360
— Hyd No. 3
Post Through Pond
Hyd. No. 3 -- 10 Year
Q (cfs)
70.00
50.00
40.00
30.00
20.00
10.00
0.00
720 1080 1440 1800 2160 2520 2880 3240 3600
Time (min)
— Hyd No. 2 Total storage used = 87,177 cult

Hydrograph Summary Report
21
Hydraflow Hydrographs Extension for Autodesk0 Civil 3DO 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
51.67
2
734
232,226
------
------
------
Pre -Developed -Overall Site
2
SCS Runoff
119.13
2
724
373,080
------
------
------
Post Developed to Pond
3
Reservoir
36.42
2
742
370,441
2
213.84
159,087
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
207.00
0.000
1.0inPost Through Pond
Wet Pond#4.gpw
Return Period: 100 Year
Monday, 12 / 19 / 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 =
20.080 ac
Basin Slope =
0.0 %
Tc method =
User
Total precip. =
8.36 in
Storm duration =
24 hrs
Q (cfs)
60.00
40.00
20.00
10.00
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, 12 / 19 / 2022
= 51.67 cfs
= 734 min
= 232,226 cuft
= 56
= 0 ft
= 33.50 min
= Type II
= 484
Q (cfs)
60.00
50.00
40.00
30.00
20.00
10.00
0.00 ' 1 1 1' -..- ' ' ' ' ' ' ' � ' 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
— Hyd No. 1 Time (min)

Hydrograph Report
23
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
= 20.080 ac
Basin Slope
= 0.0 %
Tc method
= User
Total precip.
= 8.36 in
Storm duration
= 24 hrs
Q (cfs)
120.00
100.00
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 -- 100 Year
Monday, 12 / 19 / 2022
= 119.13 cfs
= 724 min
= 373,080 cuft
= 72.9
= 0 ft
= 18.10 min
= Type II
= 484
Q (cfs)
120.00
100.00
40.00
20.00
0.00 1 1 1 1 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
— Hyd No. 2 Time (min)

Hydrograph
Report
24
Hydraflow Hydrographs Extension
for Autodesk® Civil 3D® by Autodesk, Inc. v2022
Monday, 12 / 19 / 2022
Hyd. No. 3
Post Through Pond
Hydrograph type
= Reservoir
Peak discharge
= 36.42 cfs
Storm frequency
= 100 yrs
Time to peak
= 742 min
Time interval
= 2 min
Hyd. volume
= 370,441 cuft
Inflow hyd. No.
= 2 - Post Developed to Pond
Max. Elevation
= 213.84 ft
Reservoir name
= Wet Pond
Max. Storage
= 159,087 cuft
Storage Indication method used
Q (cfs)
120.00
100.00
40.00
20.00
Post Through Pond
Hyd. No. 3 -- 100 Year
Q (cfs)
120.00
100.00
40.00
20.00
0.00 '1 1 1 L�-' ' ' ' ' -T--- ry 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 Total storage used = 159,087 cult

OF CONCENTRATION
ng Conditions DA3
OPEN CHANNEL
SHALLOW CONIC FLOW:
FLOW:
TOTAL
SHEET FLOW:
SEGMENT1
Manning's Equation:
Tc = (0.007ml-y0.8)/(P2"0.5)(s"0.4)
2-year24-hr
�SEGMENTI
Tc = L / 60'V
V = 1.49R21IS112/ n
Basin Comments
Length Elev1 Elev2 Slope
Rainfall Depth Manning's
T'
Length Elev2 Elev3
Slope
Condition
Vavg
T12
Cross Sectional Wetted Perimeter Hydraulic Radius Length Elev3 Elev4 Slope Manning's V
T�,
T­ IL
Tc(minimum) Tlag Basin
fl fl/fl
TP-40 in
fl
flAt
TR-55 Fig. 3-1
fl/sec
Flow Area (fl-2) (fl fl fl fl/fl (fps)
10 min 0.67c hrs
4
100 228.2 227.2 0.010
3.68 0.24
17.56
1725 227.2 206
0.01229
Unpaved
1.80
15.97
33.53
33.53 0.34 4

TIME OF CONCENTRATION
Proposed Conditions
SCS Methodology
Note: Fields in blue are manual entry
OPEN CHANNEL
SHALLOW CONIC FLOW:
FLOW:
TOTAL
SHEET FLOW:
SEGMENT1
Manning's Equation:
Tc = (0.007m`-y`0.8)/(P2A0.5)(sA0.4)
2-year24-hr
�SEGMENTI
Tc = L / 60'V
V = 1.49R�S112/ n
Basin Comments Length Elev1 Elev2 Slope
Rainfall Depth Manning's
T' Length Elev2 Elev3
Slope Condition
Vavg
T12 Cross Sectional Wetted Perimeter Hydraulic Radius Length Elev3 Elev4 Slope Manning's V
T,3 T,,A�
Tc(minimum) Tlag Basin
fl fl/fl
TP-40 in
fl
flAt TR-55 Fig. 3-1
fl/sec
Flow Area flA2 fl fl t t (fps)
10 min 0.67c hrs
4
100 228.2 227.2 0.010
3.68 0.018
2.21
1905 227.2 207
0.01060 Paved
2.00
15.86
18.09
18.09 0.18 4