SW6220505_Design Calculations_20220607

Sformwofer Monogemenf Report
April 29, 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
*10 1111A I u = 111
C A 1R
SEAL -_
051571
=, • � lam: ._�
'•• NGINE ...
E F N

TABLE OF CONTENTS
OVERVIEW
FIGURES
SOILS SURVEY & SOIL INFORMATION
USGS TOPOGRAPHIC MAP
FEMA FIRM MAP
WATER SURFACE CLASSIFICATIONS
HUC
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 Shahboin 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 3710947SOOK
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 oc. 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.
Im ervious 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 1
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 mma — 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 1.99 ac

Impervious Area Sum maty — Wet Pond 5CM 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
6745M 6460D 674M 674930 674a)f)
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ins Conservation Service National Cooperative Soil Survey
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Hydrologic Soil Group —Hoke County, North Carolina
Hydrologic Soil Group
�M_'P-Iit symbol Map unit name
Rating
Acres in AOI
Percent of AOI
BaD i Blaney loamy sand, 8 to
15 percent slopes
C
A/D
42.6
5.3
37.1 %
JT
Johnston loam
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.
u= Natural Resources Web Soil Survey 4/4/2022
Conservation Service National Cooperative Soil Survey Page 3 of 4

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4/4/22, 2:43 PM Precipitation Frequency Data Server
NOAA Atlas 14, Volume 2, Version 3
Location name: Raeford, North Carolina, USA*
Latitude: 34.9904*, Longitude:-79.0855°
Elevation: 223.18 ft**
source: ESRI Maps
'* 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
0.395-0 482
{OR6G 0 569
0.544.0,t�6d
0:801-0 733
0: 6s-0 817
0- 17 p 877
0.76 -0.938
0.803.0.991
0.851..1.06
.01
0.8�11
10-min
0.695�
0.821
0.960
1.06
1.18
1.27
1,35
1.43
1.53
1.60
(0.631, 0.769
0.74&0.909]
(0.871-1.06
0.961-1.17
1.07-1.30
1-14-1.40
1.21-1.49
(1.27-1.57
1.35-1-68
(1.40-1.75 }�
15-min
81.88)
{0.789-0962
(0.938-13.14
1: Q?�35
1. 2-31448
1.35---1.65
(1.45--61.77)
(1.531188
(1.61-51-7
1. 092.11)
(1. 60.20
30-min
1.19
(1.08-1.32
1.43
1.30-1.58)
1.73
{1.57.1.91)
1,95
(1.76-2.15)
2.22
(2.00-2.44)
2,42
(2.18-2.66)
2.62
(2.34-2,88)
2.81
(Z%-108)
3.06
(2.70-3.36)
3.24
(2.84-3.57)
1A5}
60-min
(1.35-41964)
1..63 1998
.2,01 2-71
(2.29 2380)
(P-0-3.28
2, 5 3861)
(3.23-3.96)
(3.51.4.33
(3.87-4982
4. 5 5420
1.73
2.09
2.64
3.05
3.61
44
4.51
4.98
5.61
6.11
2-hr
(1.55-1.95)
L(1.88.2.36j
1 (2.37-2.91)
1 (2.73-3.43)
(3.22-4.07) 11
(3.60-4.56)
1 (4175.59)
4.87-6.29
(5.27-6.86
3-hr
1.83
(1.65-2.081
2.22
(1.99.151) 11(2.52-117
2.81
3.27
2.93-3.69)
1 3.92 1
11 (3.48-4.42) 1]
F--4.-45---)l5.00
(3.93-5.01)
1 (4.39-5.63)
5.59
1 (4.86-6.27)
6.41
(5.51-7.19)
7.07
(6.02-7.94
6-hr
1.97 2.45
2 2.39-98
3. 2 3,74]
3. 294.36
4.20 5123
(4.755695)
3. 206.70
(5.90-7 49)
1(6.72 8.63)
1(7.36 9556
12-hr
2.33 2889
.2.82.3A9
3.574.44
4. 8 520
(5.02 6528
(5. 1-7.17)
6. 138.12
7. 6-9A
8.21610.E
9.0 - 1.9
3.04
3.68
d.87
5.46
6.56
1 7.44
8.3E
1 9.31
10.6
11.7
24-hr
(2.82-3.28
142-3,97
4.33-5.04)
5.05-5.89)
(6.04-7.07) 11(ti,$3-8.02)
(7.65-9.01)
(t3448-10:0]
(9.65-11.5)
(10.6-12.6
3.52
455
5.3E
654
7.4E 11
8.44
F 9.45
10,5
11.9
13.1
2�lay
(3.28-3.79) JI
(3.96-4.58)
1 (4.98-5.76)
5.79-6.70
(6.89-8.01) ]1
(7.77-9.06)
8.a6-10.2
(9.58.71.3
10.9-12.9)
3.74
4.51
5.65
6.5E
7.81
8.81
9,85
10.9
12.4
13.6
3�lay
3.50-4.01)
3.96
(4.22-4.83)
4.77
1 (5.27-6.05) 11
5.94
(6.10-7.02)
6.88
11 (7.24-8.36)
8.1E
L (8.14-9.43) 11
9.19
(9-07-10.5)
10.3
1 (1U-11.71
11.4
(11.3-13.3)
12.9
(12.3-14.6
14.1
4-day
3.71-4.23)
(4.47-5.09
(5.55-6.34)
6.42-7.33
7.59-8.70
(8.51-9.80)
(9.47-10.9
(10.4-12.1
11.8-13.8)
12.B-15.1 )
7-day
4.61
(4.31-4.93)
5.51
{5.15-5.90)
6.79
6.34-7.27
7.80
7.27-8.34
9.19
8.53-9.82
1 10.3 1
9.53-11.0
F-11.4
(10.6-12.2)
12.E
1 (11.6-13.5
14.2
13.0-15.3
15.5
(14.1-16.6)
5.28
6.30
7.63
8.68
10.1
11.2
12.3
13.5
15.0
16.2
10-day
(4.97-5.61)
(5,92-6.70
7.17-8.11
8.14-9.21)
9 42-10.7
(10.4-11.9)
(11.4-13.1
12.5-14.3
13.8.16.0)
20-day
.126.
3.8
55.7
15E
7.9E 839E
(9.47--10.7)
10.6- 2.0
12.2-
13.4- 5.3)
14,
15.9-182
17,6-202
18.8 21.8
30-day
8.37 9537
9.8E-141.1
11 6-110
12.9--14.4
14.b--16A
15.18-1�7.9)
171819.4
18.4-20.$
20,0 2.9
213-24.4
11.2
13.1
15.2
16-1
18.7
20.2
21.7
23.1
2 i.0
26.5
45-day
(10.611.8)
12.5-13,9
14.4-16:0)
15.8-17.6)
(17.6-19.7)
(19.0-21.3)
(20.4-22.9)
[21.7-24.5)
23.4-26.5)
(2d.7.28.1)
13.4
15.7
17.9
19,E
21.8
23.4
25.0
26.E
28.E
30.1
60-day
(12.7-14.1j
(14.9-16-5)
[17.0-18.9)
18.E-20.7
20.7-22.9
22.2-24.7)
(23.6-26.4 )
(25.1-26.0
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
https:llhdsc, nws.noaa.govlhdsclpfdslpfds_printpage.htm17lat=34.9904&Ion=- 79.0855&data=depth&units=engIish&series=pds 1 /4

Scott Cole, NCLSS
312 Copples Road Et
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 stone water BMP device. Work was conducted in accordance with Parts A-2 and C-I of the
North Carolina Department ol'Environmentcd Qualify Slurniwaler 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 redoxiniorphic (redox) 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 SIiWT. 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 (Ksat)
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 storm water 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 43
(feet below
Notation
round surface
11' bgs
5Y 8/1
0-18"
18-50"
50"+
BMP Site 1
2.51' 7/1
Sandy Loam
Sandy Clay
Exp.
Elevation 205'
8" / hour
Loam (heavy)
Clay/Heavy
2.5" / hour
Redox
Not Measured

Thank you,
Scott Cole
North Carolina Licensed Soil Scientist
Scott Cole, NCLSS
312 Copples Road Ext
Asheboro, NC 27205
[phone]
BMP Device Site 42
Test Location
SHWT
(feet below
Munsell Color
Ksat #1
Ksat 02
Ksat 03
Notation
round surface
10' bgs
5Y 8/1
0-24"
24-50"
5011+
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
(feet below
Munsell Color
Notation
Ksat #1
Ksat #2
Ksat 43
round surface
9' bgs
5Y 811
0-36"
36"+
N/A
BI%IP 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
(feet below
Munsell Color
Notation
Ksat #I
Ksat #2
Ksat #3
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 side,'valls 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.
1 am pleased to be of service in this matter and can be contacted at
questions concerning information within this report.
!
4k0
�r'
e'-Q
convenience should you have any
a

I
`.\ f _ _ ■f * f Proposed Stormwater BMP #3 ! ti,
SHWT: 9' bgs C
-0 r SHWT Elevation: 184' j
Ksat 0-36" SL: 8" 1 hour
Ksat 36"+ SCL (heavy): Not Measured
i li
��� i i a rr, - . _— - ter.. _.. ..� •f�.,�.�' ,,� 'iF-' s� _ • 11 ■ ° ; t a �t� �.
Proposed Stormwater BMP #4
j 1 • p; SHWT: 9' bgs ■. w:•.0 t
o SHWT Elevation: 197' r 1'
■ w y e m Ksat 0-24" SCL: 2.5" 1 hour
e= {# 1 u Y Ksat 24"-48" SC:.2" I hour 1 1 r e o■ !!
* �• *; • i'■ r n Ksat 48"+ Expansive Clay: Not Measured
i . ■ ,� �' ,;sr- � � • a Y'�'. i�. 4. e r `., a s J�' � � a � `!1� e
■ i,4F42
r ``I w ° i •° c ,'}4{ n c. p ,•Yl1 L■ , � •dt
�
r ■!;+t ■ r °' 11 ► S C YI+'° r i a
c , 1 .
ip 1` ■ a � n. V ;Y11.•$; .. •I I,' .•�'.,1.. S. ��. � 'lti.;`._ .'�� � r `I� !I i
■ .! , Q'11* a .� �\ ' . F 1}\ r:-- � ■::I..w ° � • Ir-- ! i .��I,F I
°' * °ji' tr +i 1}�_� °,�' 'y ■:� r ° Tw r t a R a b�'
c u `',`' ■ i`� '} !'Y a ®1•■ ■ i� °al''.I. F Q¢ e OL
ep
a ! '' ' ■*`� ■ Proposed Stormwater BMP #2
a �, ° i r . .4} s� ■ SHWT: 10' bgs
p SHWT Elevation: 189"
° •'' `W. Ksat 0-24" SL: 8" 1 hour ti
•� � 1 t 4
s Ksat 24"-50" SCL (heavy): 2.5" / hour _
i ti= r
Ksat 50"+ Expansive Clay: Not Measured � l
Proposed Stormwater BMP 01 ir r�ri
SHWT: 11' bgs'r
SHWT Elevation: 205' ff '
Ksat 0-18" SL: 8" 1 hour
Ksat 18"-50" SCL (heavy): 2.5" 1 hour _
Ksat 50"+ Expansive Clay: Not Measured
f
` \ � �- a n , ---p—,Sti•■ -� 4 �ti�.1 �y I 6J.y'�• �r_�-.�
,A
a a
1 inch = 300 feet •` `

WATER QUANTITY -WET POND SCM 1

U&� -1�l f)
ao, aq a

SUPPLEMENT-EZ COVER PAGE
FORMS LOADED
PROJECT INFORMATION-
1 Pro eCt Name _
2 Project Area ac
Ulilit Improvements to Serve Shabain Reserve - Phase 1 _
115.32
3
Coastal Wetland Area ac
-
4
Surface Water Area ac
-
5
Is this project High or Low Density?
1 fish
6
Does this project use an off -site SCM?
No
COMPLIANCE WITH 02H .1008L4j
7
Width of vegetated setbacks provided (feet)
N/A
8
Will the vegetated setback remain vegetated?
N/A
9
If BUA is proposed in the setback, does it meet NCAC 02H.1003(4)(c-d)?
No
10
Is streambank stabilization proposed on this project?
No
NUMBER AND TYPE OF SCMs:
11
I Infiltration System
1
0
12
Bioretention Cell
13
Wet Pond
3
14
Stormwater Wetland
0
15
Permeable Pavement
0
16
Sand Filter
0
17
Rainwater Harvesting (RWH)
0
18
Green Roof
0
19
Level Spreader -Filter Strip (IS-FS
0
20
Disconnected Impervious Surface (DIS)
0
21
Treatment Swale
0
22
Dry Pond
0
23
StormFilter
0
24
Silva Cell
0
25 113ayTIter
0
26
Filterra
0
f4RNi5 LOADED
DESIGNER CERTIFICATION
27 Name and Title:
28 Organization:
29 _ Street address:
3D City, State, Zip:
31 Phone number(s):
32 Email:
Carlo Pardo, PE
4006 Barrett Drive, Suite 104
Raleigh, NC 27609
919-553-6570
Certification Statement
I certify, under penalty of law that this Supplement EZ fonn 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.
. • I///
k0 . I //,
� .• of E sroy. �.�
SEAL
051571
�Arf c� I............rTWF� qa ``�.`A�
�C) - `�\\ti
g41:Y
Signature of Designer
q a ga
Date

DRAINAGE AREAS
1
Is this a high densit ro' ?
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
DRAINAGE AREA INFORMATION
Entire Site
7 1
2
3
4
4
Type of SCM
-
Wet Pond
Infiltration Basin
Wet Pond
Wet Pond
5
Total drainage area (sq ft
5023339 sf
883772
394402
176822
874858
6
Onsite drainage area (sq ft
883772
394402
176822
874858
7
Offsite drainage area (sq ft
8
Total BUA in project (sq ft
980497 sf
371638 sf
171155 sf
86745 sf
350959 sf
9
New BUA on subdivided lots (subject to permitting)
(sq ft
10permitting)
New BUA not on subdivided lots (subject to
s
11
Offsite BUA (sq ft
12
Breakdown of new BUA not on subdivided lots:
Parking (sq ft
Sidewalk (sq ft
75573 sf
27645 sf
15376 sf
5672 sf
26880 sf
Roof (sq ft
680000 sf
272000 sf
112000 sf
64000 sf
232000 sf
Roadway s ft
215004 sf
71993 sf
43779 sf
17073 sf
82159 sf
- Future (sq fib
9920 sf
- Other, please specify in the comment box
below (sq ft
9920 sf
13
New infiltrating permeable pavement on
subdivided lots (sq ft
14
New infiltrating permeable pavement not on
subdivided lots s ft
15permitting)
Existing BUA that will remain (not subject to
s ft
16
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
31555 cf
14480 cf
1 7243 cf
29967 cf
21 1
Calculation method for design volume
1 Simple Method
Simple Method
I Simple Method
1 Simple Method
ADDITIONAL INFORMATION
Please use this space to provide any additional information about the
22 drainage area(s):
12-Postal Kiosk for additional BUA

WET POND
11Drainaue
2
area number
Minimum required treatmentvalume eu ft
1
31555 cf
3
7243 cf
4
29967 cf
ENERAL
DC 0
3
Is the SCM sized to treat the SW from all suffar:es at build -cut?
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: ?
3:1
3:1
3:1
6
_
Does the SCM have retaining walls, gabion walls or other
en ineered 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 referre
Pum referred
Pum referred
10
If a plicable, 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)?
Is there an O&M Agreement that complies with General MDC (11)?
N/A
N/A
WA
14
Yes
Yes
Yes
Yes
Yes
Yes
15
Is there an O&M Plan that complies with General MDC 12 ?
16
Does the SCM follow the devicespecific MDC?
Yes
Yes
Yes
17
Was the SCM designed
I Yes
Yes
Yes
18
Sizing method used
SA/DA
SAIDA 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
Elevation of the main pool bottom (top of sediment removal) (fmsl)
206.00
189.00 202.00
190.00 203.00
21
207.00
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
Avera a depth euation used
Equation 3
Equation 3
Equation 3
30
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 fee
3.0 ft
3.0 ft
3.0 ft
32
Volume of the foreba cubic feet
6715 cf
1583 cf
7964 cf
33
Is this 15-20% of the volume in the main ool?
Yes
Yes
Yes
34
Clean -out depth for foreba inches
48 in
48 in
48 in
35
Design volume of SCM cu ft
31555 of
7243 cf
29967 cf
36
Is the outlet an orifice or a weir?
Orifice
Orifice
Orifice
37
If orifice, orifice diameter inches
2.00 in
1 in
2 in
38
If weir, weir height (inches)
39
If weir, weir length inches
40
Drawdown time for the temporary pool (days)
2.44
3.61
3.71
41
Are the inlet(s) and outlet located in a manner that avoids short-
circuitin ?
Yes
Yes
Yes
42
Are berms or baffles provided to improve the flowpath?
Yes
Yes
Yes
43
Depth of forebay at entrance inches
60 in
60 in
60 in
44
Depth of forebay at exit inches
24 in
18 in
24 in
45
Does water flow out of the forebay in anon -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
53i
Species of turf that will be used on the dam and embankment
Hybrid Bermuda
Hybrid Bermuda
Hybrid Bermuda
54
Has a planting plan been provided for the vegetated shelf?
Yes
Yes
Yes
j Please use this space to provide any additional information about I
55 the wet pond(s):
Wet Pond 1 9:27 AM 4/29/2022

Bowman North Carolina, Ltd.
Shahbain Reserve, Hoke County, NC
Curve Number Calculation (CN)
Pre -Developed Conditions #1
Drainage Area (acres): 20.29
Sod Grouo 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 Gmu� Acres
Curve #
We►ghted 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 Z 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:
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
tequired WQv Storage Volume
Design Storm = 1 inch Non -Coastal County
Determine Rv Value = 0.05 + .009 (1) = 0.428 in/in
Storage Volume Required = 31,555 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)? Yes ( 11390 > 11137) sf
Volume of Storage for Design Storm = 32,182 Yes ( 32182 > 31555) cf

Incremental Drawdown Time
STORMWATER POND #1
INCREMENTAL DRAWDOWN METHOD -Water Quality Volume
Project Information
Project Nar Shabain Reserve
Project #:
asigned by: CEP Date: 4/28/2022
iecked by: Date:
Water Quality Orifice
* Incremental Determination of Water Quality Volume Drawdown Time
Zone 2
Q3 = 0.0437 Cp * DZ (Z-D/24-Ei)n(112)
Q2 = 0.372 Co * D*(Z-Ei)^(3rz)
QJ=0
Orifice Diameter (D) =
2 in
Cd =
0.6
Ei =
212
Orifice Inv.
Zonal Range =
0.00
to 212
Zone 2 Range =
212
to 212.1
Zone 3 Range =
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
313.90
19000
16,254
100.90
3.00
1.058
256
Total
--
32.182
-
-
-
3.511
Drawdown Time = Incremental Volume / Q / 60sec/min
Summary
Total Volume = 32,182 cf
Total Time = 3,511 min
Total Time = 2.44 days Between 2-5
4/29/2022 Prop Wet Pond- new design-#1 1 of 1

Project: Pond #1 Date: 4/29/2022
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

Project Information
Site Information
Proposed Wet Pond #1
Project Name: Shabain Reserve
Project *
Designed by: CEP Date: 4/28/2022
Revised by: Date:
Checked by: Date:
Sub Area Location:
Drainage
to Proposed Pond
Drainage Area (DA) _
_20.29
Acres
Impervious Area (IA) _
8.53
Acres
Percent Impervious (1) =
_
42.05
% (Drainage Area)
Orifice Sizing
Orifice Size = 2.00 in (Diameter)
Drawdown Time = 2.44 days (Incremental Draw Down Method)
less than 5 days (yes/no) ? yes
greater than 2 day (yes/no) ? des
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
(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)

3� F- cl: 0
OU
= J w
maw
►J
L
w
w
_ cV
J \
I w
f
rCD
Z O
Y N
/ ME
CU J
g w
w i
��F--
LLJZ— J J�__
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a¢w 6L-¢_acvo-1 �o /
sn� ��cy- o II Q-
J �/O w m GC p I
4Lj cn , �f
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cp
C_
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Q
J
w

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
STORMWATER MANAGEMENT DESIGN WET DETENTION POND:
RIVER BASIN:
RECEIVING STREAM:
STREAM INDEX:
STREAM CLASS:
HUC:
PROJECT COORDINATES
POND DESIGN SUMMARY
CAPE FEAR
GULLY BRANCH
18-31-20.7
B
0303000406
34.988433°N,-79.087756°W
DRAINAGE AREA TO POND: 20.29 ACRES
SITE IMPERVIOUS AREA TO POND: 8.53 ACRES
OFF -SITE DESIGN IMPERVIOUS AREA TO POND: 0.0 ACRES
TOTAL DESIGN IMPERVIOUS AREA TO POND: 8.53 ACRES
PRE -DEVELOPED POST -DEVELOPED POST DEVELOPED
TO POND
TO POND
THROUGH POND
DRAINAGE AREA:
20.29
AC
20.29
AC
CURVE NUMBER:
58.5
75.6
TIME OF CONCENTRATION:
32.5
MIN
13.6 MIN
1.0" STORM EVENT:
0.255
CFS
0.028
CFS
1-YEAR STORM EVENT:
2.507
CFS
25.13
CFS
1.222
CFS
2-YEAR STORM EVENT:
6.221
CFS
37.01
CFS
3.945
CFS
10-YEAR STORM EVENT:
22.38
CFS
73.84
CFS
22.04
CFS
100-YEAR STORM EVENT:
57.72
CFS
138.16
CFS
38.79
CFS

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TOO nr QTRUCTURE NOT SHOWN FOR CLARITY
TRASH RACK)
OUTLET CONTROL STRUCTURE - INCREMENTAL WEIR
SCALE: N.T.S.
113M JIKuuIumr
4" PVC SCREW CAP
FOR CLEANING ACCESS
12" MIN. EXTEND 4"
PVC
THROUGH
RISER
STRUCTURE
4"x4" PVC TEE
PERM. POND ELEV.=212.0
12" MIN.
2"DIA. HOLE DRILLED
INTO BOTTOM CAP
PVC DRAIN OUTLET
SCALE: N.T.S.

Pond Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2022
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 (sgft)
Incr. Storage (cuft)
Total storage (cuft)
000 212.00
14,430
0
0
050 212.50
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
[A]
[B]
[C]
[PrfRSr]
Rise (in)
= 24.00
2.00
Inactive
Inactive
Span (in)
= 24.00
2.00
0.00
0.00
No. Barrels
= 1
1
0
0
Invert El. (ft)
= 212.00
212.00
0.00
0.00
Length (ft)
= 42.00
0.50
0.00
0.00
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
Multi -Stage
= n/a
Yes
No
No
5
Friday, 04 / 29 / 2022
Weir Structures
[A]
[B]
[C]
[D]
Crest Len (ft)
= 2.00
14.00
Inactive
Inactive
Crest El. (ft)
= 214.20
216.60
0.00
0.00
Weir Coeff.
= 3.33
260
3.33
3.33
Weir Type
= Rect
Broad
---
---
Multi-Stage
= Yes
Yes
No
No
Exfil.(Irl = 0.000 (by Contour)
TW Elev. (ft) = 0.00
Note: Culvert/Orifice outflows are analyzed under inlet (ic) and outlet (oc) control Weir risers checked for orifice conditions (ic) and submergence (s).
Stage (ft) Stage / Discharge Elev (ft)
8.00 - 220.00
6.00 218.00
4.00 - 216.00
2.00 214.00
0.00 212.00
0.00 4.00 8.00 12.00 16.00 20.00 24.00 28.00 32.00 36.00 40.00
Total Q Discharge (cfs)

H yd rog ra p h Summary Report Hydraflow Hydrographs Extension for Autodesk® Civil 3136 by Autodesk, Inc. v2022

K
Hydrograph Report
HydraFlow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2022
Hyd. No. 1
Pre -Developed -Overall Site
Hydrograph type =
SCS Runoff
Storm frequency =
1 yrs
Time interval =
2 min
Drainage area =
20.290 ac
Basin Slope =
0.0 %
Tc method =
User
Total precip. =
3.04 in
Storm duration =
24 hrs
WC
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
Hyd No. 1
Friday, 04 / 29 / 2022
= 2.507 cfs
= 740 min
= 22,489 cuft
= 58.5
= Oft
= 32.50 min
= Type II
= 484
Q (cfs)
3.00
2.00
1.00
0.00
960 1080 1200 1320 1440 1560
Time (min)

3
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk a0 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
24.00
20.00
16.00
12.00
M
M
Friday, 04 / 29 / 2022
= 25.13 cfs
= 724 min
= 73,237 cuft
= 75.6
= Oft
= 13.60 min
= Type II
= 484
Peak discharge
Time to peak
Hyd. volume
Curve number
Hydraulic length
Time of conc. (Tc)
Distribution
Shape factor
Post Developed to Pond
Hyd. No. 2 -- 1 Year
Q (cfs)
28.00
24.00
20.00
16.00
12.00
We
4.00
0.00
120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Hyd No. 2 Time (min)

4
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2022
Hyd. No. 3
Post Through Pond
Hydrograph type
= Reservoir
Peak discharge
Storm frequency
= 1 yrs
Time to peak
Time interval
= 2 min
Hyd. volume
Inflow hyd. No.
= 2 - Post Developed to Pond
Max. Elevation
Reservoir name
= Wet Pond
Max. Storage
Storage Indication method used.
24.00
20.00
16.00
12.00
e
4.00
600
Hyd No. 3
Post Through Pond
Hyd. No. 3 -- 1 Year
Friday, 04 / 29 / 2022
= 1.222 cfs
= 882 min
= 63,501 cult
= 214.50 ft
= 43,982 cuft
Q (cfs)
28.00
24.00
20.00
16.00
12.00
4.00
0.00
1200 1800 2400 3000 3600 4200 4800 5400 6000
Hyd No. 2 1 Total storage used = 43,982 cult Time (min)

Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2022
Hyd. No. 5
1.0 Post -Developed to Pond
Hydrograph type =
SCS Runoff
Storm frequency =
1 yrs
Time interval =
2 min
Drainage area =
20.290 ac
Basin Slope =
0.0 %
Tc method =
User
Total precip. =
1.00 in
Storm duration =
6.00 hrs
Q (Cfs)
0.50
0.45
0.40
0.35
0.30
0.25
0.20
0.15
0.10
0.05
0.00
0
6
Friday, 04 / 29 / 2022
Peak discharge
= 0.255 cfs
Time to peak
= 360 min
Hyd. volume
= 2,519 cuft
Curve number
= 75.6
Hydraulic length
= 0 ft
Time of conc. (Tc)
= 13.60 min
Distribution
= SCS 6-Hr
Shape factor
= 484
1.0 Post -Developed to Pond
Hyd. No. 5 -- 1 Year
60 120 180 240 300 360
Hyd No. 5
Q (cfs)
0.50
0.45
0.40
0.35
0.30
0.25
0.20
0.15
0.10
0.05
0.00
420
Time (min)

Hydrograph
Report
7
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2022
Friday, 04 / 29 12022
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
0.05
0.00
0
1.0inPost Through Pond
Hyd. No. 6 -- 1 Year
600 1200 1800 2400 3000 3600 4200 4800 5400
Hyd No. 6 Hyd No. 5 Total storage used = 2,381 cuft
Q (cfs)
0.50
0.45
0.40
0.35
0.30
0.25
0.20
0.15
0.10
0.05
0.00
6000
Time (min)

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

10
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2022
Hyd. No. 1
Pre -Developed -Overall Site
Hydrograph type =
SCS Runoff
Peak discharge
Storm frequency =
2 yrs
Time to peak
Time interval =
2 min
Hyd. volume
Drainage area =
20.290 ac
Curve number
Basin Slope =
0.0 %
Hydraulic length
Tc method =
User
Time of conc. (Tc)
Total precip. =
3.68 in
Distribution
Storm duration =
24 hrs
Shape factor
Ma
5.00
4.00
3.00
2.00
1.00
Friday, 04 / 29 / 2022
= 6.221 cfs
736 min
= 40,743 cuft
= 58.5
= Oft
= 32.50 min
Type II
484
Pre -Developed -Overall Site
Hyd. No. 1 -- 2 Year
Q (cfs)
7.00
WE
5.00
4.00
3.00
1.00
0.00
120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Hyd No. 1 Time (min)

11
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 31D® 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
= 20.290 ac
Basin Slope
= 0.0 %
Tc method
= User
Total precip.
= 3.68 in
Storm duration
= 24 hrs
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 -- 2 Year
120 240 360 480 600 720 840
Hyd No. 2
Friday, 04 / 29 / 2022
= 37.01 cfs
= 722 min
= 105,597 cuft
= 75.6
= Oft
= 13.60 min
= Type II
= 484
Q (cfs)
40.00
30.00
20.00
10.00
0.00
960 1080 1200 1320 1440 1560
Time (min)

12
Hydrograph
Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2022
Friday, 04 129 / 2022
Hyd. No. 3
Post Through Pond
Hydrograph type
= Reservoir
Peak discharge
= 3.945 cfs
Storm frequency
= 2 yrs
Time to peak
= 766 min
Time interval
= 2 min
Hyd. volume
= 95,751 cuft
Inflow hyd. No.
= 2 - Post Developed to Pond
Max. Elevation
= 214.89 ft
Reservoir name
= Wet Pond
Max. Storage
= 51,799 cuft
Storage Indication method used.
Q (cfs)
40.00
30.00
20.00
10.00
w
Post Through Pond
Hyd. No. 3 -- 2 Year
600 1200 1800 2400 3000
Hyd No. 3 - Hyd No. 2
3600 4200 4800 5400
1 Total storage used = 51,799 cuft
Q (cfs)
40.00
30.00
20.00
10.00
0.00
6000
Time (min)

15
H yd rog ra p h Summary Report Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2022

16
Hydrograph Report
HydraFlow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2022
Hyd. No. 1
Pre -Developed -Overall Site
Hydrograph type =
SCS Runoff
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
WC
4.00
0.00
0
Peak discharge
Time to peak
Hyd. volume
Curve number
Hydraulic length
Time of conc. (Tc)
Distribution
Shape factor
Pre -Developed -Overall Site
Hyd. No. 1 -- 10 Year
Friday, 04 / 29 / 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
we
4.00
0.00
120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Hyd No. 1 Time (min)

17
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 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
70.00
50.00
40.00
20.00
10.00
Friday, 04 / 29 / 2022
Peak discharge
= 73.84 cfs
Time to peak
= 722 min
Hyd. volume
= 206,981 cuft
Curve number
= 75.6
Hydraulic length
= 0 ft
Time of conc. (Tc)
= 13.60 min
Distribution
= Type II
Shape factor
= 484
Post Developed to Pond
Hyd. No. 2 -- 10 Year
Q (cfs)
80.00
70.00
50.00
40.00
30.00
20.00
10.00
0.00 -, .1 ,g- E - - I - '-. ,- . I- 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
Friday, 04 / 29 / 2022
Hyd. No. 3
Post Through Pond
Hydrograph type
= Reservoir
Peak discharge
= 22.04 cfs
Storm frequency
= 10 yrs
Time to peak
= 736 min
Time interval
= 2 min
Hyd. volume
= 196,963 cuft
Inflow hyd. No.
= 2 - Post Developed to Pond
Max. Elevation
= 216.58 ft
Reservoir name
= Wet Pond
Max. Storage
= 89,115 cuft
Storage Indication method used
70.00
50.00
40.00
30.00
20.00
10.00
Post Through Pond
Hyd. No. 3 -- 10 Year
Q (cfs)
80.00
70.00
50.00
40.00
30.00
20.00
10.00
0.00
120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 1680
Time (min)
Hyd No. 3 Hyd No. 2 1 Total storage used = 89,115 cult

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

22
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2022
Hyd. No. 1
Pre -Developed -Overall Site
Hydrograph type =
SCS Runoff
Storm frequency =
100 yrs
Time interval =
2 min
Drainage area =
20.290 ac
Basin Slope =
0.0 %
Tc method =
User
Total precip. =
8.36 in
Storm duration =
24 hrs
40.00
30.00
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
120 240 360 480 600 720
Hyd No. 1
Friday, 04 / 29 / 2022
= 57.72 cfs
= 734 min
= 255,996 tuft
= 58.5
= Oft
= 32.50 min
= Type II
= 484
Q (cfs)
60.00
50.00
40.00
20.00
10.00
0.00
840 960 1080 1200 1320 1440 1560
Time (min)

Hydrograph Report
HydraFlow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2022
Hyd. No. 2
Post Developed to Pond
Hydrograph type
= SCS Runoff
Storm frequency
= 100 yrs
Time interval
= 2 min
Drainage area
= 20.290 ac
Basin Slope
= 0.0 %
Tc method
= User
Total precip.
= 8.36 in
Storm duration
= 24 hrs
120.00
100.00
.• 1 1 1,
40.00
20.00
23
Friday, 04 / 29 / 2022
= 138.16 cfs
= 722 min
= 390,581 cuft
= 75.6
= Oft
= 13.60 min
= Type II
= 484
Peak discharge
Time to peak
Hyd. volume
Curve number
Hydraulic length
Time of conc. (Tc)
Distribution
Shape factor
Post Developed to Pond
Hyd. No. 2 -- 100 Year
Q (cfs)
140.00
120.00
100.00
40.00
20.00
0.00
120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Hyd No. 2 Time (min)

24
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk@ Civil 3D® by Autodesk, Inc. v2022
Hyd. No. 3
Post Through Pond
Hydrograph type
= Reservoir
Peak discharge
Storm frequency
= 100 yrs
Time to peak
Time interval
= 2 min
Hyd. volume
Inflow hyd. No.
= 2 - Post Developed to Pond
Max. Elevation
Reservoir name
= Wet Pond
Max. Storage
Storage Indication method used
Post Through Pond
Hyd. No. 3 -- 100 Year
120.00
100.00
40.00
20.00
Friday, 04 / 29 / 2022
= 38.79 cfs
= 738 min
= 380,424 cuft
= 219.60 ft
= 168,212 cuft
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 1680
Hyd No. 3 Hyd No. 2 9 Time (min)
Total storage used = 166,212 cult

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WATER QUANTITY -INFILTRATION BASIN SCM 2

�s �ex 5CM *,p
^- q.osaL

SUPPLEMENT-EZ COVER PAGE
FDRMSLOADEti
PROJECT INFORMAT_ ION
1 Pr_ oject Name
2 Project Area ac
3 Coastal Wetland Area (2c)
4 Surface Water Area (ac)
5 Is this project High or Low Density?
6 Does this proiect use an off -site SCM?
1 utility_ Improvements to Serve_Shabain Reserve - Phase 1
115.32
High
No
COMPLIANCE WITH 02H.100314)
7
Width of vegetated setbacks provided (feet)
N/A
8
Will the vegetated setback remain vegetated?
N/A
9
If BUA is proposed in the setback, does it meet NCAC 02H.1003(4)(c-d ?
No
10
Is streambank stabilization proposed on this project?
No
NUMBER AND TYPE OF SCMs:
11
Infiltration S stem
1
12
Bioretention Cell
Wet Pond
0
13
3
0
14
_
Stormwater Wetland _
Permeable Pavement
15
0
16
Sand Filter
0
17
Rainwater Harvesting (RWH)
0
18
Green Roof
0
19
Level Spreader -Filter Strip LS-FS
0
20
IlDisconnected Impervious Surface.(DIS)
0
21
Treatment Swale
0
22
Dry Pond
0
23
StonnFilter
0
0
24
Silva Cell _
Ba !ter ^ ^
_25
0
0
26 jlFilterra
FORWlS LOADED
DESIGNER CERTIFICATION
27
+Name and Title:
Organization: _
Street address:
Carlo Pardo, PE
28
_
i Bowman North Carolina, Ltd.
29
4006 Barrett Drive, Suite 104
30
City, State, Zip'. T
Raleigh. NC 27609
919-553-6570
31
Phone numb_er(s): _
Email:
32
[e-mail]
Certification Statement:
I certify, under penalty of law thatthis Supplement EZ form and all supporting information were prepared under my direction or supervision; that the
information provided in the forth 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.
``t��.ti�� C A R0��.,,f�f'
SEAS.
051571
rrrf, . Gt'IVG I �{ ....
RC/Q I E�
Signature of Designer
Date

DRAINAGE AREAS
1
Is this a hi h density ro'ect?
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 densi draina a areas
0
5 .
Is all/part of this project subject to previous rule
versions?
No
FORMS LOADED
DRAINAGE AREA INFORMATION
Entire Site
1
2
3
4
4
Type of SCM
-
Wet Pond
Infiltration Basin
Wet Pond
Wet Pond
5
Total drainage area (sq ft
5023339 sf
883772
394402
176822
874858
6
Onsite drainage area (sq ft
883772
394402
176822
874858
7
Offsite drainage area (sq ft
8
Total BUA in project (sq ft
980497 sf
371638 sf
171155 sf
86745 sf
350959 sf
9
New BUA on subdivided lots (subject to permitting)
(sq ft)
10
New BUA not on subdivided lots (subject to
ermittin s
11
Offsite 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 fly
680000 sf
272000 sf
112000 sf
64000 sf
232000 sf
- 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
Existing BUA that is already ermitted (s ft.
17
Existing BUA that will be removed (sq ft
18
Percent BUA
19.52%
42.1%
43%
49%
40%
19 luesign
storm (inches)
1.0 in
1.0 in
1.0 in
1.0 in
20
Design volume of SCM cu ft
31555 cf
14480 cf
7243 cf
29967 cf
21
Calculation method for design volume
Simple Method
Simple Method
Simple Method
Simple Method
1IUNAL IN1-UKMA]1UN .
Please use this space to provide any additional information about the
Kiosk for additional BUA

INFILTRATION SYSTEM
1
IlDrainge area number
1 2
2
,Minimum required treatment volume (cu ft)
14480 c
MNERAL 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
What are the side slopes of the SCM (H:V or enter "Vertical' for
5
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
What 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 com I with General MDC 8 ?
Yes
12
Does the drainage easement compjy 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 devicespecific MDC?
Yes
17
Was the SCM designed by an NC licensed professional?
Yes
18 Proposed slope of the subgrade surface (%) 0%
19 Are terraces or bafflesprovided? No
20 Type of pretreatment: Forebay
cnnC nntn
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 borina 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
Soil infiltration rate in/hr
4.00
27
Factor of safety FS) 2 is recommended .
2.00
I Fiovalinns
29
Bottom elevation (fmsl)
199 ft
30
Storage elevation fmsl
200.8 ft
31
Bypass elevation (fmsl)
204.5 ft
For Basins Only
32 Bottom surface area(ft) 7230 ft
33 1 Storage elevation surface area ft2 9805. 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 2orosift)
41
Is stone free of fines?
42
1 Is the stone wrapped in geotextile fabric?
43
Has at least one inspection port been provided?
ffolumes/Drawdown
44 1 Design volume of SCM
45 ITime to draw down (ho
ADDITIONAL INFORMATION
46 Please use this space to provide any additional information about the
infiltration system(s): _
14480 c
7.8 hrs
Infiltration 1 1:40 PM 4/28/2022

Bowman North Carolina, Ltd.
Shahbain Reserve, Hoke County, NC
Curve Number Calculation (CN)
Pre -Developed Conditions #2
Drainage Area (acresZ' 9.05
Ln in4 Soil Groups:
Soi/ Grouo 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 JT 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
50
17.9
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 # =
61.0

Bowman North Carolina, Ltd.
Shahbain Reserve, Hoke County, NC
Curve Number Calculation (CN)
Post -Developed Conditions #2
Drainage Area (acres): 9.05
Fxisting Sod 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 JT 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
i OAA 1- ear, 24-hour event = 3.09 inches
Minimum Surface Area
SA =
(12"FS-DV)/(K'T)
Factor of Safety (FS) =
2
Design Volume (DV) =
14480.0 cf
Hydraulic Conductivity of Soil =
4.00 in/hr
Max Dewatering Time =
72 hours
SA =
1206.7 sf
Drawdown Time
T =
FS " (DV"12)/(K"SA)
Factor of Safety (FS) =
2
Design Volume (DV) =
14480.0 cf
Hydraulic Conductivity of Soil =
4.00 in/hr
Surface Area Provided =
11195 sf
Drawdown Time =
7.8 hours

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STAGE/STORAGE TABLE
STAGE (FT) ELEVATION (FT) CONTOUR AREA INCREMENTAL TOTAL STORAGE
(SF) STORAGE (CF) (CF)
0.0
199.0
7230
0
0
1.0
200.0
8640
7935
7935
1.8
200.8
9805
7378
15313 (WQV)
2.0
201.0
10105
1991
17304
3.0
202.0
11625
10865
28169
4.0
203.0
13205
12415
40584
5.0
204.0
14835
14020
54604
6.0
205.0
1 16530
15683
1 70287
7.0
206.0
1 18275
17403
87689
STORMWATER MANAGEMENT DESIGN INFILTRATION SYSTEM #3:
RIVER BASIN:
RECEIVING STREAM:
STREAM INDEX:
STREAM CLASS:
HUC:
PROJECT COORDINATES:
POND DESIGN SUMMARY
CAPE FEAR
GULLY BRANCH
18-31-20.7
B
0303000406
34.988433°N,-79.087756°W
DRAINAGE AREA TO POND: 9.05 ACRES
SITE IMPERVIOUS AREA TO POND: 3.93 ACRES
OFF -SITE DESIGN IMPERVIOUS AREA TO POND: 0.0 ACRES
TOTAL DESIGN IMPERVIOUS AREA TO POND: 3.93 ACRES
PRE -DEVELOPED POST -DEVELOPED POST DEVELOPED
TO POND TO POND THROUGH POND
DRAINAGE AREA: 9.05 AC 9.05 AC
CURVE NUMBER: 61.0 78.0
TIME OF CONCENTRATION: 11.6 MIN 7.2 MIN
1.0" STORM EVENT:
0.163
CFS
0.000
CFS
1-YEAR STORM EVENT:
3.492
CFS
17.11
CFS
0.000
CFS
2-YEAR STORM EVENT:
7.356
CFS
24.02
CFS
0.000
CFS
10-YEAR STORM EVENT:
20.84
CFS
44.61
CFS
0.000
CFS
100-YEAR STORM EVENT:
46.77
CFS
78.55
CFS
41.46
CFS

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Hydrograph Report 12
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2022 Thursday, 04 / 28 / 2022
Hyd. No. 3
Post Through SCM
Hydrograph type
= Reservoir
Peak discharge
= 41.46 cfs
Storm frequency
= 100 yrs
Time to peak
= 12.07 hrs
Time interval
= 2 min
Hyd. volume
= 61,476 cuft
Inflow hyd. No.
= 2 - SCM Post-Developli)&ervoir name
= BMP Pond
Max. Elevation
= 205.36 ft
Max. Storage
= 76,539 cuft
Storage Indication method used. EAltration extracted from Outflow.
Hydrograph Discharge Table
(Printed values
>= 1.00% of Op)
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.OT, 76.74
204.88
- -- - --
12.41 -
-- 1.512
12.41
12.03 65.78
205.22
-- -- --
----- 32.01 - -
- 1.567
32.01
12.07 50.32
205.36 <<
-- __-- ----
----- 41.46 - --
- - -- 1.589
41.46
12.10 35.33
205.36
- ----- -
41.37 .......
- -- 1.588
41.37
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
- - ---
----- 19.16 --
-- - -- 1.533
19.16
12.27 10.75
204.95
- - --
15.93 ---
- - 1.523
15.93
12.30 10.27
204.91
-- - - - -
----- 13.62 --
- ----- 1.516
13.62
12.33 9.786
204.88
-- - - -- --
- 12.04 ---
- - ----- 1.511
12.04
12.37 9.300
204.85
--
-- 10.84 -
1.507
10.84
12.40 8.812
204.83
-- - --
--- 9.852 ----
- - -- 1.504
9.852
12.43 8.322
204.81
-- ----
----- 9.016 --- -
--- -- 1.501
9.016
12.47 7.830
204.79
--- ----- ----
----- 8.320 - --
- - - - 1.498
8.320
12.50 7.336
204.78
- - --
-_ .-- 7.740 -- ---
----- - - 1.496
7.740
12.53 6.857
204.77
- -- ----
-- 7.186 - -
---- -- 1.494
7.186
12.57 6.425
204.75
----- - -- -
6.657 --
-- - ----- 1.492
6.657
12.60 6.073
204.74
----- --- ----
- -- 6.165
1.490
6.165
12.63 5.807
204.73
-- -- -- - -
- -- 5.720 - -
-- - ----- 1.488
5.720
Continues on next page...

13
Post Through SCM
Hydrograph Discharge Table
Time
Inflow
Elevation
CivA CIv B CkpC PfRar
WrA Wr B
Wr C Wr0
ExflI
Outflow
(hrs)
cfS
ft
cs ofS ofS cfS
os os
ds ofS
cfS
os
12.67
5.609
20472
--' --' --' --'
5.332 -'-
--' --'
1.488
5332
12.70
5.468
204.71
--' --' --' --'
4.090 --'
--' --'
1.485
4.890
12.73
5.338
204.70
--- '-- -- --
4J17 --
--' --'
1.484
4717
12.77
5.226
204.70
--' -- --' -
4.514 --'
--' -'-
1.488
4.515
12.80
5]14
204.60
--' --' --' --'
4.344 ---
'-- --'
1.482
4.344
12.83
5i002
204.68
--' '-- '--' --'
4195 --'
--- ---
1.401
4186
12.87
4.890
204.68
--' --' -- --'
4.037 --'
-- '--
1.480
4.037
12.90
4.777
204.67
-'- --- '-- -'-
3.806 '--
--' '--
1.480
3.886
12.93
4.664
204.87
--- --' '--' ---
3.761 '--
--- '--
1.479
3761
12.97
4.551
204.67
'- '
3.630
- '
1.478
3.630
13.00
4.438
204.66
'-- --' --' '--'
3.584 '--
--- '--
1.477
3.504
13.03
4.326
284.66
--' -- --' --'
3.380 --'
--' --
1.477
3.380
13.07
4222
204.65
'--- --- --' '--
3.260 ---
--' '--
1.476
3.260
1310
4128
204.65
--' --' --' ---
3144 --'
--' --'
1.476
3144
13.13
4.046
304.65
'-- -'- --- '--
3.034 -'-
'-- '--
1.475
3.034
13.17
3.974
204.64
--' --- '-- '--'
3.931 -
--' --'
1.474
2.931
13.20
3.008
204.64
-- -- --' --'
2.835 --'
--' --'
1.474
2.835
13.23
3.845
204.64
-- -- '-- --'
2.746 ---
--' '--
1.474
2746
1327
3.784
204.63
--' -- -- --
2.663 --
'-- --
1.473
3.663
13.30
3.723
204.63
- -' - --
2.584 -
- -
1,473
2.584
13.33
3.662
204£3
'- -- -' --
2.509 --
- -
1.472
2.509
13.37
3.601
204.63
---' --' --' ---
2.437 '--
--' --'
1.472
2.437
13.40
3.540
204.62
--' --' --' --'
2.367 --'
-'- --'
1.472
2.367
13.43
3.479
204.62
--- -'- --' -
2.209 ---
'-- '--
1.471
2.290
13.47
3.417
204.62
-- '- -- -
2'233 '-
- -
1.471
2.233
13.50
3.356
204.62
--' '--' --- ---
2167 '--
--- --'
1.470
2167
13.53
3.295
204.62
--' --' --' --'
2103 --'
-'- --'
1'470
2103
13.57
3.236
204.61
2.030 -'-
--' ---
1.470
2.040
Continues mnnext pmga'

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
-----
----- ----- ----- 1.977
--- - -- -----
1.470
1.978
13.63
3.131
204.61
-----
- --- - -- 1.917
--- - - --
1.469
1.918
13.67
3.083
204.61
-----
----- - - - 1.860
--- --- - -
1.469
1.860
13.70
3.037
204.61
-----
- - - -- - - 1.805
-_ ---
1.469
1.804
13.73
2.993
204.60
-----
- - - 1.751
-- --- -----
1.468
1.751
13.77
2.949
204.60
-----
- - - - 1.700
- - --- -----
1.468
1.700
13.80
2.905
204.60
-----
1.650
-
1.468
1.650
13.83
2.860
204.60
-----
- -- - - - 1.620
-- -- ---
1.468
1.620
13.87
2.816
204.60
-----
- -- ----- ---- 1.591
- -- -- -----
1.467
1.591
13.90
2.772
204.59
-----
1.559
1.467
1.559
13.93
2.728
204.59
-----
- - 1.527
- - -
1.467
1.527
13.97
2.684
204.59
-----
_-___ ___ 1.493
- - -- --
1.466
1.493
14.00
2.640
204.59
-----
- -- -- - -- 1.458
- -- --- - --
1.466
1.457
14.03
2.596
204.59
-----
-- --- - ----- 1.421
- -- - - -
1.466
1.421
14.07
2.557
204.58
-----
- - - - 1.385
----- - - --
1.465
1.385
14.10
2.524
204.58
-----
--- ----- ---- 1.348
--- ----
1.465
1.348
14.13
2.497
204.58
-----
----- - - - -- 1.312
- - -- - ---
1.465
1.312
14.17
2.475
204.58
-----
_____ ___ __..__ 1.278
--- ___- _-
1.464
1.278
14.20
2.457
204.58
-----
---- -- - 1.245
- - - - ---
1.464
1.245
14.23
2.441
204.57
-----
- -- --- - -- 1.214
----- -- - - --
1.464
1.214
14.27
2.426
204.57
-----
----- -- -- 1.185
-- - _--- _ -
1.463
1.185
14.30
2.411
204.57
-----
- - -- --- 1.158
-- -- --- - --
1.463
1.158
14.33
2.395
204.57
-----
- -- 1.132
- - - - -----
1.463
1.132
14.37
2.380
204.57
-----
-- -- 1.108
----- - - -----
1.463
1.108
14.40
2.365
204.57
-----
----- ----- ----- 1.084
-- - -- - ---
1.462
1.084
14.43
2.349
204.56
-----
----- -__ - --- 1.062
-- -- --- ---
1.462
1.062
14.47
2.334
204.56
-----
---- 1.040
_
1.462
1.040
14.50
2.319
204.56
-----
- -- --- - 1.019
- - - - ---
1.462
1.019
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
204.56
-----
----- -- - -- 0.999 --
- - - --
1.462
0.999
14.57
2.288
204.56
-----
- - - -- - -- 0.980 --
- -- ---
1.461
0.980
14.60
2.273
204.56
-----
- - ----- 0.961 --
-- -
1.461
0.961
14.63
2.258
204.56
-----
-- --- - -- 0.942 -----
-- --
1.461
0.942
14.67
2.242
204.56
-----
----- -- -- - -- 0.924 -----
----- -----
1.461
0.924
14.70
2.227
204.56
-----
- --- ----- - -- 0.906 -----
----- --
1.461
0.906
14.73
2.212
204.55
-----
- --- -- - - 0.889 ----
---
1.461
0.889
14.77
2.196
204.55
-----
- -- ----- ---- 0.872 - --
-- --
1.460
0.872
14.80
2.181
204.55
-----
- - ---- - -- 0.855 -
-- --
1.460
0.855
14.83
2.165
204.55
-----
0.838
1.460
0.838
14.87
2.150
204.55
-----
----- 0.821
-----
1.460
0.821
14.90
2.135
204.55
-----
---- - 0.805 - -
- -----
1.460
0.805
14.93
2.119
204.55
-----
-- -- - -- 0.789 ----
--- - --
1.460
0.788
14.97
2.104
204.55
-----
__-- ----- 0.772 -- -
- - - -
1.459
0.772
15.00
2.088
204.55
-----
----- 0.756 ---
----
1.459
0.756
15.03
2.073
204.55
-----
--- -- - 0.740 -- -
--- -----
1.459
0.740
15.07
2.057
204.54
-----
- - -- --- 0.724 -- -
--- - -
1.459
0.724
15.10
2.042
204.54
-----
-- - - 0.708 __--
-_- - -
1.459
0.708
15.13
2.026
204.54
-----
----- 0.693 -- -
---
1.459
0.693
15.17
2.011
204.54
-----
-- - --- - - 0.677
--- ---
1.459
0.677
15.20
1.995
204.54
-----
-__-- ----- ----- 0.661 ----
--- - -
1.458
0.661
15.23
1.980
204.54
-----
- - -- ----- 0.646 --_--
- - - --
1.458
0.646
15.27
1.964
204.54
-----
----- ----- -- - 0.630 --- -
- - - -
1.458
0.630
15.30
1.949
204.54
-----
- 0.615 --
- -
1.458
0.614
15.33
1.933
204.54
-----
----- ----- - -- 0.599 ----
--- - --
1.458
0.599
15.37
1.918
204.54
-----
----- - - ----- 0.583 ----
- - - ---
1.458
0.583
15.40
1.902
204.53
-----
- -- -- - - -- 0.568 ---
--- -
1.457
0.568
15.43
1.886
204.53
-----
- 0.552
-
1.457
0.552
Continues on next page...

16
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
afs afs cfs cfs afs cfs
cfs afs afs
afs
15.47
1.871
204.53
-- - - _- - - - 0.537 --
-- -- - -- 1.457
0.537
15.50
1.855
204.53
- - - - - - 0.521 --
-- - - - 1.457
0.521
15.53
1.840
204.53
----- 0.506 ---
---- - - 1.457
0.506
15.57
1.824
204.53
- -- - - -- 0.490 ---
--- - - 1.457
0.490
15.60
1.808
204.53
----- - - -- - -- 0.475 --
--- - - 1.457
0.475
15.63
1.793
204.53
----- - - -- - -- 0.459 - -
---- - -- 1.456
0.459
15.67
1.777
204.53
----- - -- - -- 0.444
- 1.456
0.444
15- 70
1.762
204.53
----- - - - - --- 0.428 - -
-- - 1.456
0.428
End
1S.7� kr
(J5C

NORTH
AMERICAN
GREEN
SPILLWAY ANALYSIS
> > > Grass Spi Tway.
Name
Discharge
Peak Flow Period
Channel Slope
Channel Bottom Width
Low Flow Liner
Retardence Class
Vegetation Type
Vegetation Density
Soil Type
Grass Spillway
41.46
4
0.3333
20
C 6-12 in
Mix (Sod and Bunch)
Very Good 80-95%
Sandy Loam (GM)
Shoremax - Class C - Mix (Sod & Bunch) - Very Good 80-95%
North American Green
5401 St. Wendel -Cynthiana Rd,
Poseyville, Indiana 47633
Tel. [phone]
>Fax [phone]
www.nagreen.com
ECMDS v7.0
Normal
Permissible
Calculated
Safe tY
Stale
P
Phase
Reach
Discharge
Velocity
Mannings N
Remarks
Depth
Shear Stress
Shear Stress
Factor
Pattern
Shoremax w/
Straight
41.46 cfs
10.94 ft/s
0.19 ft
0.026
8.5 Ibs/ft2
3.94 Ibs/ft2
2.16
STABLE
F
P300
Unvegetated
Underlying
Straight
41.46 cfs
10.94 ft/s
0.19 ft
0.026
5.68 Ibs/ft2
3.87 Ibs/ft2
1.47
STABLE
F
Substrate
Shoremax w/
Straight
41.46 cfs
10.58 ft/s
0.2 ft
0.027
14 Ibs/ft2
4.06 Ibs/ft2
3.44
STABLE
F
P300 Reinforced
Vegetation
Underlying
Straight
41.46 cfs
10.58 ft/s
0.2 ft
0.027
8.5 Ibs/ft2
3.99 Ibs/ft2
2.13
STABLE
F
Substrate

Pond Report s
Hydraflow Hydrographs Extension for AutodeskO Civil 3D® by Autodesk, Inc. v2022
Thursday, 04 / 28 / 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
1.80 200.80
9,805
7,378
15,313
2.00 201.00
10,105
1,991
17,304
3.00 202.00
11,625
10,865
28,169
4.00 203.00
13,205
12,415
40,584
5.00 204.00
14,835
14,020
54,604
6.00 205.00
16,530
15,683
70,287
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
WeirCoeff.
= 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
Multistage
= 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)
Multistage = n/a
No
Yes
No
TW Elev. (ft)
= 0.00
Stage (ft)
8.00
6.00
4.00
2.00
0.00
0.00 10.00
Total Q
Note: Culvert/Orifice outflows are analyzed under inlet (ic) and oullet (oc) control Weir risers checked for orifice conditions (ic) and submergence (s)
Stage / Discharge
20.00 30.00 40.00 50.00 60.00 70.00 80.00
Elev (ft)
207.00
205.00
203.00
201.00
199.00
90.00 100.00
Discharge (cfs)

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

2
Hydrograph Report
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)
4.00
3.00
2.00
1.00
Thursday, 04 / 28 / 2022
Peak discharge
= 3.492 cfs
Time to peak
= 12.07 hrs
Hyd. volume
= 13,537 cuft
Curve number
= 61
Hydraulic length
= 0 ft
Time of conc. (Tc)
= 11.60 min
Distribution
= Type II
Shape factor
= 484
SCM Pre -Developed
Hyd. No. 1 -- 1 Year
2 4 6 8 10 12 14
Hyd No. 1
Q (cfs)
4.00
3.00
2.00
1.00
0.00
16 18 20 22 24 26
Time (hrs)

3
Hydrograph Report
HydraFlow Hydrographs Extension for Aulodesk® 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
15.00
12.00
• 11
. 81
3.00
0.00
0 2 4
— Hyd No. 2
Thursday, 04 / 28 / 2022
Peak discharge
= 17.11 cfs
Time to peak
= 12.00 hrs
Hyd. volume
= 39,203 cuft
Curve number
= 78
Hydraulic length
= 0 ft
Time of conc. (Tc)
= 7.20 min
Distribution
= Type II
Shape factor
= 484
SCM Post -Developed
Hyd. No. 2 -- 1 Year
Q (cfs)
18.00
15.00
12.00
•M
ME
3.00
0.00
10 12 14 16 18 20 22 24 26
Time (hrs)

Hydrograph
Report
4
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2022
Thursday, 04 / 28 / 2022
Hyd. No. 3
Post Through SCM
Hydrograph type
= Reservoir
Peak discharge
= 0.000 cfs
Storm frequency
= 1 yrs
Time to peak
= 22.70 hrs
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
15.00
12.00
6.00
3.00
Post Through SCM
Hyd. No. 3 -- 1 Year
4 8 12 16 20 24 28 32
Hyd No. 3 Hyd No. 2 i Total storage used = 19,166 cuft
Q (cfs)
18.00
15.00
12.00
. OR
.e
3.00
0.00
36
Time (hrs)

Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2022
Hyd. No. 5
1.0 Post -Developed to SCM
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. =
1.00 in
Storm duration =
6.00 hrs
Q (cfs)
0.50
0.45
0.40
0.35
0.30
0.25
0.20
0.15
0.10
0.05
0.00
0.0
6
Thursday, 04 / 28 / 2022
Peak discharge
= 0.163 cfs
Time to peak
= 4.13 hrs
Hyd. volume
= 1,916 cuft
Curve number
= 78
Hydraulic length
= 0 ft
Time of conc. (Tc)
= 7.20 min
Distribution
= SCS 6-Hr
Shape factor
= 484
1.0 Post -Developed to SCM
Hyd. No. 5 -- 1 Year
1.0 2.0 3.0 4.0 5.0 6.0
Hyd No. 5
Q (cfs)
0.50
0.45
0.40
0.35
0.30
0.25
0.20
0.15
0.10
0.05
0.00
7.0
Time (hrs)

Hydrograph
Report
7
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2022
Thursday, 04 / 28 / 2022
Hyd. No. 6
1.0inPost Through SCM
Hydrograph type
= Reservoir
Peak
scharge
= 0.000 cfs
Storm frequency
= 1 yrs
Time t
peak
= 5.47 hrs
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. ExFltration extracted from Outflow
Q (cfs)
0.50
0.45 -
0.40
0.35
0.30 -
0.25
0.20
0.15
0.10
0.05
0.00 --
0.0
1.0inPost Through SCM
Hyd. No. 6 -- 1 Year
2.0 4.0 6.0 8.0 10.0 12.0 14.0 16.0
Hyd No. 6 Hyd No. 5 1 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
18.0
Time (hrs)

Hydrograph Summary Report HydreflowHydrographsExtension for Autodesk®Civil 3D®byAutodesk,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
7.356
2
722
23,013
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
Return Period:
5
199.00
0.000
1.0inPost Through SCM
Infiltration#2.gpw
2 Year
Thursday, 04
/ 28 / 2022

10
Hydrograph Report
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)
8.00
. M
4.00
2.00
Thursday, 04 / 28 / 2022
Peak discharge
= 7.356 cfs
Time to peak
= 12.03 hrs
Hyd. volume
= 23,013 cuft
Curve number
= 61
Hydraulic length
= 0 ft
Time of conc. (Tc)
= 11.60 min
Distribution
= Type II
Shape factor
= 484
SCM Pre -Developed
Hyd. No. 1 -- 2 Year
2 4 6 8 10 12 14
Hyd No. 1
Q (cfs)
8.00
4.00
2.00
0.00
16 18 20 22 24 26
Time (hrs)

Hydrograph Report
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
8.00
4.00
0.00
0 2 4 6
Hyd No. 2
11
Thursday, 04 / 28 / 2022
Peak discharge
= 24.02 cfs
Time to peak
= 12.00 hrs
Hyd. volume
= 55,003 tuft
Curve number
= 78
Hydraulic length
= 0 ft
Time of conc. (Tc)
= 7.20 min
Distribution
= Type II
Shape factor
= 484
SCM Post -Developed
Hyd. No. 2 -- 2 Year
Q (Cfs)
28.00
24.00
20.00
16.00
12.00
M.
4.00
0.00
8 10 12 14 16 18 20 22 24 26
Time (hrs)

Hydrograph
Report
12
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2022
Thursday, 04 / 28 / 2022
Hyd. No. 3
Post Through SCM
Hydrograph type
= Reservoir
Peak discharge
= 0.000 cfs
Storm frequency
= 2 yrs
Time to peak
= 26.87 hrs
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
Post Through SCM
Q (cfs) Hyd. No. 3 -- 2 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 4 8 12 16 20 24 28 32 36 40
Time (hrs)
Hyd No. 3 Hyd No. 2 i Total storage used = 29,303 cult

15
H yd rog ra p h Summary Report Hydraflow Hydrographs Extension for Autodesk® Civil 3D(@ by Autodesk, Inc. v2022
Hyd.
Hydrograph
Peak
Time
Time to
Hyd.
No.
type
flow
interval
Peak
volume
(origin)
(cis)
(min)
(min)
(cuft)
1
SCS Runoff
20.84
2
722 I
56,226
2
SCS Runoff
44.61
2
718
102,333
3
Reservoir
0.000
2
860
0
5
SCS Runoff
0.000
2
n/a
0
6
Reservoir
0.000
2
n/a
0
Infiltration#2.gpw f Return F
Inflow
hyd(s)
Maximum
elevation
(ft)
Total
strge used
(cuft)
Hydrograph
Description
SCM Pre -Developed
-----
--
— --
------
SCM Post -Developed
2
204.41
61,000
Post Through SCM
-
-----
1.0 Post -Developed to SCM
5
199.00
0.000
1.0inPost Through SCM
eriod: 10 Year
Thursday, 04 / 28 / 2022

16
Hydrograph Report
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)
21.00
18.00
15.00
12.00
•M
AM
3.00
0.00 ' '
0 2 4
Hyd No. 1
Thursday, 04 / 28 / 2022
Peak discharge
= 20.84 cfs
Time to peak
= 12.03 hrs
Hyd. volume
= 56,226 cuft
Curve number
= 61
Hydraulic length
= 0 ft
Time of conc. (Tc)
= 11.60 min
Distribution
= Type II
Shape factor
= 484
SCM Pre -Developed
Hyd. No. 1 -- 10 Year
Q (cfs)
21.00
18.00
15.00
12.00
M
M
3.00
L _ 1 J I I I 1 I I i': 1 0.00
8 10 12 14 16 18 20 22 24 26
Time (hrs)

17
Hydrograph Report
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
30.00
20.00
10.00
0.00 "
0
Thursday, 04 / 28 / 2022
Peak discharge
= 44.61 cfs
Time to peak
= 11.97 hrs
Hyd. volume
= 102,333 cuft
Curve number
= 78
Hydraulic length
= 0 ft
Time of conc. (Tc)
= 7.20 min
Distribution
= Type II
Shape factor
= 484
SCM Post -Developed
Hyd. No. 2 -- 10 Year
2 4 6 8 10 12 14
Hyd No. 2
Q (cfs)
50.00
40.00
30.00
20.00
10.00
0.00
16 18 20 22 24 26
Time (hrs)

18
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3DO by Autodesk, Inc. v2022
Hyd. No. 3
Post Through SCM
Hydrograph type
= Reservoir
Storm frequency
= 10 yrs
Time interval
= 2 min
Inflow hyd. No.
= 2 - SCM Post -Developed
Reservoir name
= BMP Pond
Storage Indication method used. EAltration extracted from Outflow.
40.00
30.00
20.00
10.00
Thursday, 04 / 28 / 2022
= 0.000 cfs
= 14.33 hrs
= 0 cuft
= 204.41 ft
= 61,000 cuft
Peak discharge
Time to peak
Hyd. volume
Max. Elevation
Max. Storage
Post Through SCM
Hyd. No. 3 -- 10 Year
4 8 12 16 20 24 28 32 36
Hyd No. 3 Hyd No. 2 Total storage used = 61,000 cuft
Q (cfs)
50.00
40.00
30.00
20.00
10.00
0.00
40
Time (hrs)

21
Hydrograph Summary Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2022
Hyd.
No.
Hydrograph
type
(origin)
Peak
flow
(cfs)
Time
interval
(min)
Time to
Peak
(min)
Hyd.
volume
(cuft)
Inflow
hyd(s)
Maximum
elevation
(ft)
Total
strge used
(cuft)
Hydrograph
Description
SCM Pre -Developed
1
SCS Runoff
46.77
2
720
122,149
-
2
SCS Runoff
78.55
2
718
183,491
—
—
-- —
SCM Post -Developed
3
Reservoir
41.46
2
724
61,476
2
205.36
76,539
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
Year
0.000
Thursday, 04
1.OinPost Through SCM
i
i
/ 28 / 2022
Infiltration#2.gpw
Return Period:
100

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
40.00
20.00
10.00
0.00
0 2 4
— Hyd No. 1
Thursday, 04 / 28 / 2022
Peak discharge
= 46.77 cfs
Time to peak
= 12.00 hrs
Hyd. volume
= 122,149 cuft
Curve number
= 61
Hydraulic length
= 0 ft
Time of conc. (Tc)
= 11.60 min
Distribution
= Type II
Shape factor
= 484
SCM Pre -Developed
Hyd. No. 1 -- 100 Year
6 8 10 12 14
Q (cfs)
50.00
40.00
30.00
10.00
0.00
16 18 20 22 24 26
Time (hrs)

Hydrograph Report
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
70.00
50.00
40.00
30.00
20.00
10.00
0.00
0 2 4
Hyd No. 2
C
23
Thursday, 04 / 28 / 2022
Peak discharge
= 78.55 cfs
Time to peak
= 11.97 hrs
Hyd. volume
= 183,491 tuft
Curve number
= 78
Hydraulic length
= 0 ft
Time of conc. (Tc)
= 7.20 min
Distribution
= Type II
Shape factor
= 484
SCM Post -Developed
Hyd. No. 2 -- 100 Year
Q (cfs)
80.00
70.00
961171
50.00
40.00
30.00
20.00
10.00
0.00
8 10 12 14 16 18 20 22 24
Time (hrs)

Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 31)® by Autodesk, Inc. v2022
Hyd. No. 3
Post Through SCM
Hydrograph type
= Reservoir
Peak discharge
Storm frequency
= 100 yrs
Time to peak
Time interval
= 2 min
Hyd. volume
Inflow hyd. No.
= 2 - SCM Post -Developed
Max. Elevation
Reservoir name
= BMP Pond
Max. Storage
Storage Indication method used. EAltration extracted from Outflow
Q (cfs)
80.00
70.00
60.00
50.00
40.00
30.00
20.00
10.00
0.00
0.0
Post Through SCM
Hyd. No. 3 -- 100 Year
24
Thursday, 04 / 28 / 2022
= 41.46 cfs
= 12.07 hrs
= 61,476 cuft
= 205.36 ft
= 76,539 cuft
2.0 4.0 6.0 8.0 10.0 12.0 14.0
Hyd No. 3 Hyd No. 2 Total storage used = 76,539 cuft
Q (cfs)
80.00
70.00
60.00
50.00
40.00
30.00
20.00
10.00
0.00
16.0
Time (hrs)

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WATER QUANTITY -WET POND SCM 3

ZrOL:..0134LV A(-eC%
-,-y.o(p ac-
1 i►�+- -6� �'c.�ceM1�'�a'0''

SUPPLEMENT-EZ COVER PAGE
HORNS I.OADFD
PROJECT INFORMATION
1 Pro'ect Name
2 Pro'ect Area ac
3 Coastal Wetland Area ( c
4 Surface Water Area ac
5 Is this project High or Low Density?
6 Does this proiect use an off -site SCM?
Utility Improvements to Serve Sha_baln Reserve - Phase 1
115.32
No
COMPLIANCE WITH 02H .1003(4)
7
Width of vegetated setbacks provided feet
N/A
�N/A
8
Will the vegetated setback remain vegetated?
9
If BUA is proposed in the setback, does it meet NCAC 02H.1003 4 c-d ?
No
10
I Is streambank stabilization proposed on this project?
No
NUMBER AND TYPE OF SCMs:
11
Infiltration System
1
12
Bioretention Cell
0
f 13
Wet Pond
3
14
Stormwater Wetland
0
15
1 Permeable Pavement
0
16
an Filter
0
17
Rainwater Harvesting (RWH)
0
18
Green Roof _ _
Level Spreader -Filter Strip LS-FS
0
19 i
0
20
Disconnected Impervious Surface (DIS)
0
21
Treatment Swale
0
22
Dry Pond
0
23
StormFilter
0
24
Silva Celf
0
0
25
Bayfilter
Filterra
26 1
0
FORMS LOADED
,ESIGNER CERTIFICATION
27 1Name and Title:
28
jOrganization: _
29
Street address:
30
City, State, Zip:
31
Phone number(s):
32
Email:
Carlo Pardo, PE
_ Bowman North Carolina, Ltd.
4006 Barrett Drive. Suite 104
ileigh, NC 2760_9
919-553-6570
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.
. rill
10I- .
SEAS. _
051571
r
rfr/irS���ltt��
Signature of Designer
Date

DRAINAGE AREAS
1
Is this a high density project?
Yes
2
If so, number of drainage areas/SCMs
4
3
Does this prooect have low density areas?
No
4
If so, number of low density drainage areas
0
5
Is all/part of this project subject to previous rule
versions?
No
FORMS LOADED
DRAINAGE AREA INFORMATION
Entire Site
1
2
3
4
4
Type of SCM
Wet Pond
Infiltration Basin
Wet Pond
Wet Pond
5
Total drainage area (sq ft
5023339 sf
883772
394402
176822
874858
6
Onsite drainage area (sq ft
883772
394402
176822
874858
7
Offsite drainage area (sq ft
8
Total BUA in project (sq_ftJ
980497 sf
371638 sf
171155 sf
86745 sf
350959 sf
9
New BUA on subdivided lots (subject to permitting)
(sq ft
10permitting)
New BUA not on subdivided lots (subject to
s
11
Offsite BUA (sq ft
12
Breakdown of new BUA not on subdivided lots:
Parking (sq ft
Sidewalk (sq ft
75573 sf
27645 sf
15376 sf
5672 sf
26880 sf
Roofs
680000 sf
272000 sf
112000 sf
64000 sf
232000 sf
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
15
Existing BUA that will remain (not subject to
ermitting) (sq ft
16 1
Existinq BUA that is already permitted s 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)
31555 cf
14480 cf
7243 cfL29967
cf
21
Calculation method for design volume
Simple Method
Sim le Method
Simple Method
le Method
AUUI I IUNAL INFUKMA I IUN "
Please use this space to provide any additional information about the
22 drainage area(s):
12-Postal Kiosk for additional BUA

WET POND
1
Drainage area number
1
3
4
2
Minimum reg uired treatment volume. cu ft
31555 cf
7243 cf
29967 cf
GENE
MQC FRgM 62
3
Is the SCM sized to treat ft SW from all surfaces at bui#d=out?
Yes
Yes
Yes
4
Is the SCM located away from contaminated soils?
Yes
Yes
Yes
5
6
What are the side slopes of the SCM (H:V)?
Does the SCM have retaining walls, gabion walls or other
engineered side slopes?
3:1
3:1
3:1
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 referred)
Pump referred
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
WA
N/A
14
Is there an O&M Agreement that complies with General MDC (11)?
Is there an O&M Plan that complies with General MDC (12)?
Yes
Yes
Yes
15
Yes
Yes
Yes
16
Does the SCM follow the devicespecific MDC?
Yes
Yes
Yes
171
Was the SCM desIg nod by an NC Ilcetrsed rofesslanal?
Yes
Yes
Yes
WET
M H .1653
18
Sizing method used
SA/DA
Yes
SA/DA
Yes
189.00
SA/DA
Yes
202.00
19
Has a stage/storage table been provided in the calculations?
20
Elevation of the excavated main pool depth (bottom of sediment
removal) fmsl
Elevation of the main pool bottom (top of sediment removal) (fmsl)
206.00
21
207.00
190.00
203.00
22
1 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 tem orapool 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 of
42764 cf
28
Average depth of the main pool feet
4.22 ft
3.66 ft
3.58 ft
29
Avera a depth euation used
Equation 3
Equation 3
Equation 3
30
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 foreba cubic feet
6715 cf
1583 cf
7964 cf
33
Is this 15-20% of the volume in the mainpool?
Yes
Yes
Yes
34
Clean -out depth for foreba inches
48 in
48 in
48 in
351
Design volume of SCM cu
31555 cf
7243 cf
29967 cf
36
Is the outlet an orifice or a weir?
Orifice
Orifice
Orifice
37
If orifice, orifice diameter inches
2.00 in
1 in
2 in
38
If weir, weir height inches
39
If weir, weir length inches
40
_
Drawdown time for the temporary pool (days)
2.44
3.61
3.71
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 flowpath?
Yes
Yes
Yes
43
Depth of forebay at entrance inches
60 in
60 in
60 in
44
Depth of forebay at exit inches
24 in
18 in
24 in
45
Does water flow out of the forebay in a non -erosive manner?
Yes
Yes
Yes
46
lWidth of the vegetated shelf feet
6 ft
6 ft
6 ft
47
Slope of ve etated shelf H:
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
Specie of turf that will be used on the dam and embankment
Hybrid Bermuda
Hybrid Bermuda
Hybrid Bermuda
54
Hasa planfing plan been rovided for the vegetated shelf?
Yes
Yes
Yes
AMONAL
INFORMATION
55
Please use this space to provide any additional information about
the wet pond(s):
Wet Pond 1 9:27 AM 4/29/2022

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 Man Symbol Soil Description Acres Percent of DA
A WaB Wagram Loamy Sand 3.31 82%
C Bad Blaney Loamy Sand 0.75 18%
ExisV1797 Land Us
Land Use Description Existing Soil Group Acres Curve # Wer kited CN
Wooded - Good Stand A 3.31 50 40.8
Wooded - Good Stand C 0.75 74 13.7
Cumulative Curve # = 54.4

Bowman North Carolina, Ltd.
Shahbain Reserve, Hoke County, NC
Curve Number Calculation (CN)
Post -Developed Conditions #3
Drainage Area (acres Z 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:
BRM Date: 4/8/2022
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)
I
equired WQv Storage Volume
Design Storm = 1 inch Non -Coastal County
Determine Rv Value = 0.05 + .009 (1) = 0.492 in/in
Storage Volume Required = 7,243 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)? ( 2950 > 2793 ) sf
Volume of Storage for Design Storm = ( 7580 > 7243 ) cf

Project: Pond #1 Date: 4/28/2022
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

Incremental Drawdown Time
STORMWATER POND #3
INCREMENTAL DRAWDOWN METHOD -Water Quality Volume
Project Information
Project Nar Shahbain Reserve
Project #: 048-024
3signed by: BRM Date: 4/8/2022
iecked by: Date:
Water Quality Orifice
` Incremental Determination of Water Quality Volume Drawdown Time
Zone 2
Qa = 0.0437 Co " D2 (Z-D/24-Ei)^(Im
Q2 = 0.372 CD * D•(Z-Ei)"(312)
Q, = 0
Orifice Diameter (D) =
1 in
Cd =
0.6
El =
196 Orifice Inv.
Zone 1 Range =
0.00 to 196
Zone 2 Range =
196 to 196.1
Zone 3 Range =
196.1 to 197
Incremental Drawdown Method
Countour
Contour
Area
Incremental
Volume
Stage, Z
Zone
Q
Drawdown
Time
sq ft
cu ft
ft
cis
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
—
7,580
--
—
—
6.197
Drawdown Time = Incremental Volume / Q / 60sec/min
Summary
Total Volume = 7,680 cf
Total Time = 5,197 min
Total Time = 3.61 days 2 to 5 days
4/28/2022 Prop Wet Pond- new design-#3 1 of 1

Proposed Wet Pond #3
Project Information
Project Name: Shahbain Reserve
Project #: 048-024
Designed by: BRM Date:
Revised by: Date:
Checked by: Date:
Site Information
4/8/2022
Sub Area Location:
Drainage to Proposed Pond
_
Drainage Area (DA) =
4.06 Acres
Impervious Area (IA) =
1.99 Acres
Percent Impervious (1) =
49.06 % (Drainage Area)
Orifice Sizing
Orifice Size =
Drawdown Time =
less than 5 days (yes/no) ? yes
greater than 2 day (yes/no) ? yes
Anti -Flotation Device
4' x 4' Outlet Structure
in (Diameter)
days (Incremental Draw Down Method)
Area:
16.0
sf
Volume:
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
(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)

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STAG E/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
STORMWATER MANAGEMENT DESIGN WET DETENTION POND:
RIVER BASIN:
RECEIVING STREAM:
STREAM INDEX:
STREAM CLASS:
HUC:
PROJECT COORDINATES
POND DESIGN SUMMARY
CAPE FEAR
GULLY BRANCH
18-31-20.7
B
0303000406
34.988433°N,-79.087756°W
DRAINAGE AREA TO POND: 4.06 ACRES
SITE IMPERVIOUS AREA TO POND: 1.99 ACRES
OFF -SITE DESIGN IMPERVIOUS AREA TO POND: 0.0 ACRES
TOTAL DESIGN IMPERVIOUS AREA TO POND: 1.99 ACRES
PRE -DEVELOPED POST -DEVELOPED POST DEVELOPED
TO POND TO POND THROUGH POND
DRAINAGE AREA: 4.06 AC 4.06 AC
CURVE NUMBER: 54.4 80.1
TIME OF CONCENTRATION: 16.0 MIN 5.4 MIN
1.0" STORM EVENT:
0.129
CFS
0.012
CFS
1-YEAR STORM EVENT:
0.264
CFS
8.863
CFS
0.043
CFS
2-YEAR STORM EVENT:
1.077
CFS
12.23
CFS
0.317
CFS
10-YEAR STORM EVENT:
5.241
CFS
22.37
CFS
4.427
CFS
100-YEAR STORM EVENT:
14.71
CFS
39.34
CFS
27.02
CFS

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rno nc C,'�UCTURE NOT SHOWN FOR CLARITY
E TRASH RACK)
OUTLET CONTROL STRUCTURE - INCREMENTAL WEIR
SCALE: N.T.S.
RISER STRUCTURE
4" PVC SCREW CAP
FOR CLEANING ACCESS
12" MIN. EXTEND 4"
PVC
THROUGH
RISER
STRUCTURE
4'x4" PVC TEE
PERM. POND ELEV.=196.0
12" MIN.
1"DIA. HOLE DRILLED
INTO BOTTOM CAP
PVC DRAIN OUTLET
SCALE: N.T.S.

Pond Repot s
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2022
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
Thursday, 04 / 28 / 2022
Culvert / Orifice Structures
Weir Structures
[A]
[B]
[C]
[PrfRSr]
[A]
[B]
[C]
[D]
Rise (in)
= 24.00
1.00
Inactive
Inactive
Crest Len (ft)
= 2.00
14.00
Inactive
Inactive
Span (in)
= 24.00
1.00
0.00
0.00
Crest El. (ft)
= 198.80
199.60
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)
Multistage
= n/a
Yes
No
No
TW Elev. (ft)
= 0.00
Stage (ft)
5.00
4.00
3.00
2.00
1.00
0.00
0.00 3.00
Total Q
Note: CulvertfOrifice outflows are analyzed under inlet (ic) and outlet (oc) control Weir risers checked for orifice conditions (ic) and submergence (s)
6.00 9.00
Stage / Discharge
Elev (ft)
201.00
200.00
199.00
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 Autodesk®Civil 3D®byAutodesk,Inc. v2022
Hyd.
No.
Hydrograph
type
(origin)
Peak
flow
(cfs)
Time
interval
(min)
Time to
Peak
(min)
Hyd.
volume
(cuft)
Inflow Maximum
hyd(s) elevation
(ft)
Total
strge used
(cuft)
Hydrograph
Description
1
SCS Runoff
0.264
2
728
2,737
-
-
Pre -Developed -Overall Site
2
SCS Runoff
8.863
2
718
17,774
—
----
Post Developed to Pond
3
Reservoir
0.043
2
1444
11,208
2
198.73
15,985
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.OinPost Through Pond
Wet
Pond#3.gpw
Return Period:
1 Year
Thursday, 04
/ 28 / 2022

2
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2022
Hyd. No. 1
Pre -Developed -Overall Site
Hydrograph type =
SCS Runoff
Storm frequency =
1 yrs
Time interval =
2 min
Drainage area =
4.060 ac
Basin Slope =
0.0 %
Tc method =
User
Total precip. =
3.04 in
Storm duration =
24 hrs
Q (cfs
0.50 0.50
I
0.45 — 0.45
0.40 0.40
0.35 0.35
0.30 0.30
0.25 0.25
0.20 0.20
0.15 0.15
0.10 0.10
0.05 0.05
0.00 - - —_ _- - - - -F - 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Hyd No. 1 Time (min)
Thursday, 04 / 28 / 2022
Peak discharge
= 0.264 cfs
Time to peak
= 728 min
Hyd. volume
= 2,737 cuft
Curve number
= 54.4
Hydraulic length
= 0 ft
Time of conc. (Tc)
= 16.00 min
Distribution
= Type II
Shape factor
= 484
Pre -Developed -Overall Site
Hyd. No. 1 -- 1 Year

3
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2022
Hyd. No. 2
Post Developed to Pond
Hydrograph type
= SCS Runoff
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
1
I
4.00
2.00
we,
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
Thursday, 04 / 28 / 2022
= 8.863 cfs
= 718 min
= 17,774 cult
80.1
= Oft
= 5.40 min
Type II
= 484
Q (cfs)
10.00
WC
. OM
4.00
2.00
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
Hyd. No. 3
Post Through Pond
Hydrograph type
= Reservoir
Peak discharge
Storm frequency
= 1 yrs
Time to peak
Time interval
= 2 min
Hyd. volume
Inflow hyd. No.
= 2 - Post Developed to Pond
Max. Elevation
Reservoir name
= Wet Pond
Max. Storage
Storage Indication method used
4.00
2.00
600
Hyd No. 3
Post Through Pond
Hyd. No. 3 -- 1 Year
Thursday, 04 / 28 / 2022
= 0.043 cfs
= 1444 min
= 11,208 cuft
= 198.73 ft
= 15,985 cuft
Q (cfs)
10.00
M
WC
4.00
FAR
0.00
1200 1800 2400 3000 3600 4200 4800 5400 6000
Hyd No. 2 i Total storage used = 15,985 cult Time (min)

6
Hydrograph Report
Hydraflow Hydrographs Extension for AutodesW Civil 3D® by Autodesk, Inc. v2022
Hyd. No. 5
1.0 Post -Developed to Pond
Hydrograph type =
SCS Runoff
Storm frequency =
1 yrs
Time interval =
2 min
Drainage area =
4.060 ac
Basin Slope =
0.0 %
Tc method =
User
Total precip. =
1.00 in
Storm duration =
6.00 hrs
Q (cfs)
0.50
0.45
0.40
0.35
0.30
0.25
0.20
0.15
0.10
0.05
0.00
0
Thursday, 04 / 28 / 2022
Peak discharge
= 0.129 cfs
Time to peak
= 152 min
Hyd. volume
= 1,170 cuft
Curve number
= 80.1
Hydraulic length
= 0 ft
Time of conc. (Tc)
= 5.40 min
Distribution
= SCS 6-Hr
Shape factor
= 484
1.0 Post -Developed to Pond
Hyd. No. 5 -- 1 Year
60 120 180 240 300 360
Hyd No. 5
Q (cfs)
0.50
0.45
0.40
0.35
0.30
0.25
0.20
0.15
0.10
0.05
0.00
420
Time (min)

Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2022
Hyd. No. 6
1.0inPost Through Pond
Hydrograph type
= Reservoir
Peak discharge
Storm frequency
= 1 yrs
Time to peak
Time interval
= 2 min
Hyd. volume
Inflow hyd. No.
= 5 - 1.0 Post -Developed to Pond/lax.
Elevation
Reservoir name
= Wet Pond
Max. Storage
Storage Indication method used
Q (cfs)
0.50
0.45
0.40
0.35
0.30
0.25
0.20
0.15
0.10
0.05
0.00
0
7
Thursday, 04 / 28 / 2022
= 0.012 cfs
= 366 min
= 1,087 cuft
= 196.25 ft
= 1,075 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
360 720 1080 1440 1800 2160 2520 2880 3240 3600 3960
Hyd No. 6 Hyd No. 5 Total storage used = 1,075 cult Time (min)
1.0inPost Through Pond
Hyd. No. 6 -- 1 Year

Hydrograph Summary Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D® by Autodesk, Inc. v2022
Hyd.
No.
Hydrograph
type
(origin)
Peak
flow
(cis)
Time
interval
(min)
rPeak
Hyd.
volume
(cuft)
Inflow
hyd(s)
Maximum
elevation
(ft)
Total
strge used
(cuft)
Hydrograph
Description
Pre -Developed -Overall Site
1
SCS Runoff
1.077
2
726
5,549
--
---
-
2
SCS Runoff
12.23
2
716
24,701
-----
- -
--
Post Developed to Pond
3
Reservoir
0.317
2
910
17,671
2
198.92
17,332
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
/ 28 / 2022
Wet_Pond#3.gpw
Return Period:
2 Year
Thursday, 04

Hydrograph Report
HydraFlow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2022
Hyd. No. 1
Pre -Developed -Overall Site
Hydrograph type =
SCS Runoff
Peak discharge
Storm frequency =
2 yrs
Time to peak
Time interval =
2 min
Hyd. volume
Drainage area =
4.060 ac
Curve number
Basin Slope =
0.0 %
Hydraulic length
Tc method =
User
Time of conc. (Tc)
Total precip. =
3.68 in
Distribution
Storm duration =
24 hrs
Shape factor
1.00
Pre -Developed -Overall Site
Hyd. No. 1 -- 2 Year
120 240 360 480 600 720 840 960
Hyd No. 1
10
Thursday, 04 / 28 / 2022
= 1.077 cfs
= 726 min
= 5,549 cuft
= 54.4
= Oft
= 16.00 min
= Type II
= 484
Q (cfs)
2.00
1.00
0.00
1080 1200 1320 1440 1560
Time (min)

11
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2022
Hyd. No. 2
Post Developed to Pond
Hydrograph type
= SCS Runoff
Peak discharge
Storm frequency
= 2 yrs
Time to peak
Time interval
= 2 min
Hyd. volume
Drainage area
= 4.060 ac
Curve number
Basin Slope
= 0.0 %
Hydraulic length
Tc method
= User
Time of conc. (Tc)
Total precip.
= 3.68 in
Distribution
Storm duration
= 24 hrs
Shape factor
12.00
10.00
WE
WE
4.00
2.00
Thursday, 04 / 28 / 2022
= 12.23 cfs
= 716 min
= 24,701 cult
= 80.1
= Oft
= 5.40 min
= Type II
= 484
Post Developed to Pond
Hyd. No. 2 -- 2 Year
Q (cfs)
14.00
12.00
10.00
More
ME
4.00
2.00
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
Thursday, 04 / 28 / 2022
Hyd. No. 3
Post Through Pond
Hydrograph type
= Reservoir
Peak discharge
= 0.317 cfs
Storm frequency
= 2 yrs
Time to peak
= 910 min
Time interval
= 2 min
Hyd. volume
= 17,671 cuft
Inflow hyd. No.
= 2 - Post Developed to Pond
Max. Elevation
= 198.92 ft
Reservoir name
= Wet Pond
Max. Storage
= 17,332 cult
Storage Indication method used
Q (cfs)
14.00
12.00
10.00
RE
MIN
4.00
2.00
600
Hyd No. 3
Post Through Pond
Hyd. No. 3 -- 2 Year
Q (cfs)
14.00
12.00
10.00
We
WE
4.00
2.00
0.00
1200 1800 2400 3000 3600 4200 4800 5400 6000
Time (min)
Hyd No. 2 1 Total storage used = 17,332 cult

15
H yd rog ra p h Summary Report Hydraflow Hydrographs Extension for Autodesk0 Civil 3DO by Autodesk, Inc. v2022

16
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2022
Hyd. No. 1
Pre -Developed -Overall Site
Hydrograph type
= SCS Runoff
Storm frequency
= 10 yrs
Time interval
= 2 min
Drainage area
= 4.060 ac
Basin Slope
= 0.0 %
Tc method
= User
Total precip.
= 5.46 in
Storm duration
= 24 hrs
Q (Cfs)
6.00
5.00
4.00
3.00
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 -- 10 Year
120 240 360 480 600 720
Hyd No. 1
Thursday, 04 / 28 / 2022
= 5.241 cfs
= 724 min
= 16,908 cuft
= 54.4
= Oft
= 16.00 min
= Type II
= 484
Q (cfs)
6.00
5.00
4.00
3.00
2.00
1.00
0.00
840 960 1080 1200 1320 1440 1560
Time (min)

17
Hydrograph Report
HydraFlow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2022
Hyd. No. 2
Post Developed to Pond
Hydrograph type
= SCS Runoff
Storm frequency
= 10 yrs
Time interval
= 2 min
Drainage area
= 4.060 ac
Basin Slope
= 0.0 %
Tc method
= User
Total precip.
= 5.46 in
Storm duration
= 24 hrs
20.00
16.00
12.00
4.00
0.00
0
Thursday, 04 / 28 / 2022
Peak discharge
= 22.37 cfs
Time to peak
= 716 min
Hyd. volume
= 45,699 cuft
Curve number
= 80.1
Hydraulic length
= 0 ft
Time of conc. (Tc)
= 5.40 min
Distribution
= Type II
Shape factor
= 484
Post Developed to Pond
Hyd. No. 2 -- 10 Year
120 240 360 480 600
Hyd No. 2
Q (cfs)
24.00
20.00
16.00
12.00
w
4.00
0.00
720 840 960 1080 1200 1320
Time (min)

18
Hydrograph
Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2022
Thursday, 04 / 28 / 2022
Hyd. No. 3
Post Through Pond
Hydrograph type
= Reservoir
Peak discharge
= 4.427 cfs
Storm frequency
= 10 yrs
Time to peak
= 726 min
Time interval
= 2 min
Hyd. volume
= 38,617 cuft
Inflow hyd. No.
= 2 - Post Developed to Pond
Max. Elevation
= 199.56 ft
Reservoir name
= Wet Pond
Max. Storage
= 22,595 cuft
Storage Indication method used
Q (cfs)
24.00
20.00
16.00
12.00
II 1
4.00
Post Through Pond
Hyd. No. 3 -- 10 Year
Q (cfs)
24.00
20.00
16.00
12.00
4.00
0.00
120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Time (min)
Hyd No. 3 Hyd No. 2 I Total storage used = 22,595 cult

21
Hydrograph Summary Report HydraflowHydrographsExtension for Autodesk®Civil 3D®byAutodesk,Inc. v2022

Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2022
Hyd. No. 1
Pre -Developed -Overall Site
Hydrograph type =
SCS Runoff
Storm frequency =
100 yrs
Time interval =
2 min
Drainage area =
4.060 ac
Basin Slope =
0.0 %
Tc method =
User
Total precip. =
8.36 in
Storm duration =
24 hrs
Q (cfs)
15.00
12.00
Me]
to
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
22
Thursday, 04 / 28 / 2022
= 14.71 cfs
= 724 min
= 42,604 cult
54.4
= Oft
= 16.00 min
= Type II
= 484
Q (cfs)
15.00
12.00
3.00
0.00 —:. —L I J. — 1. i 1. 1 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
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2022
Hyd. No. 2
Post Developed to Pond
Hydrograph type
= SCS Runoff
Peak discharge
Storm frequency
= 100 yrs
Time to peak
Time interval
= 2 min
Hyd. volume
Drainage area
= 4.060 ac
Curve number
Basin Slope
= 0.0 %
Hydraulic length
Tc method
= User
Time of conc. (Tc)
Total precip.
= 8.36 in
Distribution
Storm duration
= 24 hrs
Shape factor
Q (cfs)
40.00
30.00
20.00
10.00
Post Developed to Pond
Hyd. No. 2 -- 100 Year
120 240 360 480 600 720 840
Hyd No. 2
23
Thursday, 04 / 28 / 2022
= 39.34 cfs
= 716 min
= 82,558 cuft
= 80.1
= Oft
= 5.40 min
= Type II
= 484
Q (cfs)
40.00
30.00
20.00
10.00
0.00
960 1080 1200 1320
Time (min)

24
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2022
Hyd. No. 3
Post Through Pond
Hydrograph type
= Reservoir
Peak discharge
Storm frequency
= 100 yrs
Time to peak
Time interval
= 2 min
Hyd. volume
Inflow hyd. No.
= 2 - Post Developed to Pond
Max. Elevation
Reservoir name
= Wet Pond
Max. Storage
Storage Indication method used.
Q (cfs)
40.00
30.00
20.00
10.00
Post Through Pond
Hyd. No. 3 -- 100 Year
120 240 360 480 600 720 840
Hyd No. 3 Hyd No. 2
Thursday, 04 / 28 / 2022
= 27.02 cfs
= 720 min
= 75,442 cuft
= 200.43 ft
= 30,490 cuft
Q (cfs)
40.00
30.00
20.00
10.00
0.00
960 1080 1200 1320 1440 1560
i Total storage used = 30,490 CA Time (min)

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WATER QUANTITY -WET POND SCM 4

-�un8 e(:M A cl
Arec,
a C-
TZ

SUPPLEMENT-EZ COVER PAGE
FORMSSI-DADED
PROJECT INFORMATION
1
Project 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 l3roiect High or Low Density?
High
6
Does this project use an off -site 5CM?
No
COMPLIANCE WITH 02H .1003(4)
7
Width of vegetated setbacks provided feet
N/A
8
Will the vegetated setback remain vegetated?
WA
9
If BUA is proposed in the setback does it meet NCAC 02H.1003(4)(c-d)?
No
10
Is streambank stabilization proposed on this project?
No
NUMBER AND TYPE OF SCMs:
11
Infiltration System
1
12
Bioretention Cell
0
13
Wet Pond
3
14
Stormwater Wetland
0
15
Permeable Pavement
0
16
Sand Filter
0
17
Rainwater Harvesting RWH
0
18
Green Roof
0
0
19
Level Spreader -Filter Strip LS-FS
20
Disconnected Impervious Surface (DIS)
0
21
Treatment Swale
0
22
Dy Pond
0
23
StormFilter
0
24
Silva Cell
0
25
Bayfilter
0
26
Filterra
0
FORMS LOADED
DESIGNER CERTIFICATION
27
!Name and Title:
28 Organization: _
29
Street address:
30
City, State, Zip:
31
Phone numbers :
32
Email:
Carlo Pardo, PE
Bowman North Carolina, Ltd.
4006 Barrett Drive, Suite 104
Raleigh, NC 27609
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 forth 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.
Desr�Llier
,�11111•�t: ::�d�l
A..0L
SEAL
051571 -
,QR�f.. . p�,```��
Signature of Designer
Date
Ala y/�a

DRAINAGE AREAS
1
Is this a hi h densit ro'ect?
Yes
2
If so, number of drainage areas/SCMs
4
Does this project have low density areas?
No
_3
4
If so, number of low density drainage areas
0
5
Is all/part of this project subject to previous rule
versions?
No
FORMS LOADED
DRAINAGE AREA INFORMATION
Entire Site
1
2
3
4
4
Type of SCM
-
Wet Pond
Infiltration Basin
Wet Pond
Wet Pond
5
Total drainage area (sq 11
5023339 sf
883772
394402
176822
874858
6
Onsite drainage area (sq ft
883772
394402
176822
874858
7
Offsite drainage area (sq ft
8
Total BUA in project (§q ft
980497 sf
371638 sf
171155 sf
86745 sf
350959 sf
9
New BUA on subdivided lots (subject to permitting)
(sq ft
10
New BUA not on subdivided lots (subject to
ermittin s
Offsite BUA (sq ft
11
12
Breakdown of new BUA not on subdivided lots:
Parkin s ft
Sidewalk (sq ft
75573 sf
27645 sf
15376 sf
5672 sf
26880 sf
Roof (sq ft
680000 sf
272000 sf
112000 sf
64000 sf
232000 sf
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
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
31555 cf
14480 cf
7243 cf
29967 cf
21
Calculation method for design volume
Simple Method
Sim le Method
I Simple Method
Simple Method
ADDITIONAL
INFORMATION _
22
Please use this space to provide any additional information about the
drainage area(s):
12-Postal Kiosk for additional BUA

WET POND
1
Drainage area number
I 1
1 3
1 4
2
Minimum req uired treatment volume cu ftl
1 31555 cf
7243 cf
29967 cf
GENIEMO
31
Is the SCM sized to treat the SW from all surfaces at build -out?
Yes
Yes
Yes
41
Is the SCM located away from contaminated soils?
Yes
Yes
Yes
5
What are the side slopes of the SCM H: ?
3:1
3:1
3:1
6
Does the SCM have retaining walls, gabion walls or other
en ineered side slopes?
Are the inlets, outlets, and receiving stream protected from erosion
10- ear storm)?
No
No
No
7
Yes
Yes
Yes
Yes
Yes
Yes
8
Is there an overflow or bypass for inflow volume in excess of the
design volume?
9
What is the method for dewatering the SCM for maintenance?
Pump (preferred)
Pump referred
Pump referred)
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
WA
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
16
Does the SCM follow the devicespecific MDC?
Yes
Yes
Yes
17
Was the SCM designed by an NC licensedprofessional?
Yes
Yes
Yes
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
190.00
195.50
202.00
203.00
206.50
21
Elevation of the main pool bottom (top of sediment removal) (fmsl)
207.00
211.50
221
Elevation of the bottom of the ve etated shelf fmsl
23
Elevation of the permanent pool fmsl
212.00
196.00
207.00
24
Elevaton of the top of the yNetated shelf qTsj
Elevation of the temporary pool fmsl
212.50
196.50
207.50
25
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 d
8526 cf
42764 cf
28
Average depth of the main pool feet
4.22 ft
3.66 ft
3.58 ft
29
Average depth euation used
Equation 3
Equation 3
Equation 3
30
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 foreba cubic feet).6715
cf
1583 cf
7964 cf
33
Is this 15-20% of the volume in the mainpool?
Yes
Yes
Yes
34
Clean -out depth for foreba (inches).
48 in
48 in
48 in
35
Design volume of SCM cu ft
31555 cf
7243 cf
29967 cf
36
Is the outlet an orifice or a weir?
Orifice
Orifice
Orifice
37
If orifice, orifice diameter (inches)
2.00 in
1 in
2 in
38
If weir, weir height (inches)
39
If weir, weir length inches
40
Drawdown time for the temporary pool (days)
2.44
3.61
3.71
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 flowpath?
Yes
Yes
Yes
43
Depth of foreb2y at entrance inches
60 in
60 in
60 in
44
Depth of forebay at exit inches
24 in
18 in
24 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:
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
Has a planting plan been provided for the vegetated shelf?
Yes
Yes
Yes
Please use this space to provide any additional information about
I 55I the wet Dond(s): !
Wet Pond 1 9:27 AM 4/29/2022

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
#REF!
#REF!
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
50
11.2
Open Space - Fair Stand A 14.31
55
39.2
Cumulative Curve # =
55.1

Bowman North Carolina, Ltd.
Shahbain Reserve, Hoke County, NC
Curve Number Calculation (CN)
Post -Developed Conditions #4
Drainage Area (acres Z 20.08
Fxistinp Soil Groups
Soil Grouo 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%
W_Q'5 d 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:
BRM Date: 4/6/2022
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)? ( 13155 > 11868 ) sf
Volume of Storage for Design Storm = 31,488 Yes ( 31488 > 29967 ) cf

Incremental Drawdown Time
STORMWATER POND #4
INCREMENTAL DRAWDOWN METHOD -Water Quality Volume
Project Information
Project Nar Shahbain Reserve
Project #: 048-024
asigned by: BRM
iecked by:
Date: 4/6/2022
Date:
Water Quality Orifice
* Incremental Determination of Water Quality Volume Drawdown Time
Zone 2
Q3 = 0.0437 Co * D2 (Z-D/24-Ei)A(112)
Q2 = 0.372 Co * D*(Z-Ei)ACMI
Q,=0
Orifice Diameter (D) =
2 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
cis
min
207.00
16,200
0
0.00
2.00
0.000
--
207.50
17850
8.513
0.50
3.00
0.068
2.096
208.00
18860
9,178
0.50
3.00
0.100
1.523
208.70
20560
13,797
0.70
3.00
0.133
1,724
Total
--
31,488
—
—
5.343
Drawdown Time = Incremental Volume / Q / 60sec/min
Summary
Total Volume = 31,488 cf
Total Time = 5,343 min
Total Time = 3.71 days 2 to 5 days
4/28/2022 Prop Wet Pond- new design-#4 1 of 1

Project: Pond #1 Date: 4/28/2022
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
FBI
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

Dct Information
Proposed Wet Pond #4
Project Name: Shahbain Reserve
Project #: 048-024
Designed by: BRM Date:
Revised by: Date:
Checked by: Date:
4/6/2022
Information
Sub Area Location: Drainage to Proposed Pond
Drainage Area (DA) = 20.08 Acres
Impervious Area (IA) = 8.06 Acres
Percent Impervious (1) = 40.12 % (Drainage Area)
ce Sizing
Orifice Size = 2.00 in (Diameter)
Drawdown Time = 3.71 days (Incremental Draw Down Method)
less than 5 days (yes/no) ? fires
greater than 2 day (yes/no) ? yes
-Flotation Device
4' x 4' Outlet Structure
Area:
16.0
sf
Volume:
192.0
cf
Weight:
11981
Ibs
Factor of Safety
1.20
/T Req'd of Anti -Flotation Device:
14,377
Ibs
Volume of Concrete Req'd:
95.8
cf
(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)

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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
21030
6239
37726
3.0
210.0
22335
21683
59408
4.0
211.0
24300
23318
82726
5.0
212.0
26020
25160
107886
6.0
213.0
27800
26910
134796
7.0
214.0
29635
28718
163513
8.0
215.0
31525
30580
194093
RIVER BASIN:
RECEIVING STREAM:
STREAM INDEX:
STREAM CLASS:
HUC:
PROJECT COORDINATES:
aliNk implorolO ►�11T,IoI.V0
CAPE FEAR
GULLY BRANCH
18-31-20.7
B
0303000406
34.988433°N,-79.087756°W
DRAINAGE AREA TO POND:
SITE IMPERVIOUS AREA TO POND:
OFF -SITE DESIGN IMPERVIOUS AREA
TO POND:
20.08 ACRES
8.06 ACRES
0.0 ACRES
TOTAL DESIGN IMPERVIOUS AREA TO
POND:
8.06 ACRES
PRE -DEVELOPED
POST -DEVELOPED
POST DEVELOPED
TO POND
TO POND
THROUGH POND
DRAINAGE AREA:
20.08 AC
20.08 AC
CURVE NUMBER:
55.1
72.9
TIME OF CONCENTRATION:
33.5 MIN
18.1 MIN
1.0" STORM EVENT:
0.168
CFS
0.008
CFS
1-YEAR STORM EVENT:
1.190
CFS
18.98
CFS
0.173
CFS
2-YEAR STORM EVENT:
3.764
CFS
29.07
CFS
0.990
CFS
10-YEAR STORM EVENT:
17.20
CFS
61.18
CFS
7.654
CFS
100-YEAR STORM EVENT:
49.70
CFS
119.13
CFS
37.00
CFS

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TAD ^C °TRUCTURE NOT SHOWN FOR CLARITY
TRASH RACK)
OUTLET CONTROL STRUCTURE - INCREMENTAL WEIR
SCALE: N.T.S.
MrK 31KUIlumr
4" PVC SCREW CAP
FOR CLEANING ACCESS
12" MIN. EXTEND 4"
PVC
THROUGH
RISER
STRUCTURE
4"x4" PVC TEE
PERM. POND ELEV.=207.0
12" MIN.
2"DIA. HOLE DRILLED
INTO BOTTOM CAP
PVC DRAIN OUTLET
SCALE: N.T.S.

Pond Report 5
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2022 Thursday, 04 / 28 / 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 (cult) 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
21,030
6,239
37,726
3.00
210.00
22,335
21,683
59,408
4.00
211.00
24,300
23,318
82,726
5.00
212.00
26,020
25,160
107,886
6.00
213.00
27,800
26,910
134,796
7.00
214.00
29,635
28,718
163,513
8.00
215.00
31,525
30,580
194,093
Culvert / Orifice Structures
[A]
[B]
[C]
[PrFRsr]
Rise (in)
= 24.00
2.00
Inactive
Inactive
Span (in)
= 24.00
2.00
0.00
0.00
No. Barrels
= 1
1
0
0
Invert El. (ft)
= 207.00
207.00
0.00
0.00
Length (ft)
= 37.00
0.50
0.00
0.00
Slope (%)
= 5.71
1.00
0.00
n/a
N-Value
= .013
.013
.013
n/a
Orifice Coeff.
uu..r.: e• __
= 0.60
- . 1'
0.60
vex
0.60
ni,,
0.60
P11-
Stage (ft)
8.00 -
6.00
4.00
PXrZ11I
0.00 ' '-
0.00 4.00
Total Q
Weir Structures
[A]
IBl
[C]
[D]
Crest Len (ft)
= 1.00
15.00
Inactive
Inactive
Crest El. (ft)
= 209.90
211.60
0.00
0.00
Weir Coeff.
= 3.33
2.60
3.33
3.33
Weir Type
= Rect
Broad
--
--
Multistage
= Yes
Yes
No
No
Exfil.(in/hr) = 0.000 (by Contour)
TW Elev. (ft) = 0.00
Note: Culverl/Oririce outflows are analyzed under inlet (ic) and oullet (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 36.00
Elev (ft)
215.00
213.00
211.00
209.00
-4 207.00
40.00
Discharge (cfs)

Hydrograph Summary Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D® by Autodesk, Inc. v2022
Hyd.
No.
Hydrograph
type
(origin)
SCS Runoff
Peak
flow
(cfs)
Time
interval
(min)
2
Time to
Peak
(min)
Hyd.
volume
(cuft)
Inflow
hyd(s)
Maximum
elevation
(ft)
Total
strge used
(cuft)
Hydrograph
Description
1
1.190
750
15,316
--
Pre -Developed -Overall Site
2
SCS Runoff
18.98
2
726
63,922
— -
------
Post Developed to Pond
3
Reservoir
0.173
2
1454
43,261
2
209.88
56,898
Post Through Pond
5
SCS Runoff
0.168
2
360
1,207
---
-----
-
1.0 Post -Developed to Pond
6
Reservoir
0.008
2
386
982
5
207.07
1,175
1.0inPost Through Pond
/ 28 / 2022
Wet_Pond#4.gpw
Return Period:
1 Year
Thursday, 04

2
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2022
Hyd. No. 1
Pre -Developed -Overall Site
Hydrograph type =
SCS Runoff
Peak discharge
Storm frequency =
1 yrs
Time to peak
Time interval =
2 min
Hyd. volume
Drainage area =
20.080 ac
Curve number
Basin Slope =
0.0 %
Hydraulic length
Tc method =
User
Time of conc. (Tc)
Total precip. =
3.04 in
Distribution
Storm duration =
24 hrs
Shape factor
Q (cfs)
2.00
1.00
Pre -Developed -Overall Site
Hyd. No. 1 -- 1 Year
120 240 360 480 600 720 840 960
Hyd No. 1
Thursday, 04 / 28 / 2022
= 1.190 cfs
= 750 min
= 15,316 cuft
= 55.1
= Oft
= 33.50 min
= Type II
= 484
Q (cfs)
2.00
1.00
0.00
1080 1200 1320 1440 1560
Time (min)

3
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2022
Hyd. No. 2
Post Developed to Pond
Hydrograph type
= SCS Runoff
Storm frequency
= 1 yrs
Time interval
= 2 min
Drainage area
= 20.080 ac
Basin Slope
= 0.0 %
Tc method
= User
Total precip.
= 3.04 in
Storm duration
= 24 hrs
18.00
15.00
12.00
. 10,
II 1
3.00
Thursday, 04 / 28 / 2022
Peak discharge
= 18.98 cfs
Time to peak
= 726 min
Hyd. volume
= 63,922 cuft
Curve number
= 72.9
Hydraulic length
= 0 ft
Time of conc. (Tc)
= 18.10 min
Distribution
= Type II
Shape factor
= 484
Post Developed to Pond
Hyd. No. 2 -- 1 Year
Q (cfs)
21.00
18.00
15.00
12.00
M
we]
3.00
0.00 to- I I I I 1 / 1 _ 1 1 1 L. J. I 1 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Time (min)
Hyd No. 2

4
Hydrograph
Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2022
Thursday, 04 / 28 / 2022
Hyd. No. 3
Post Through Pond
Hydrograph type
= Reservoir
Peak discharge
= 0.173 cfs
Storm frequency
= 1 yrs
Time to peak
= 1454 min
Time interval
= 2 min
Hyd. volume
= 43,261 cuft
Inflow hyd. No.
= 2 - Post Developed to Pond
Max. Elevation
= 209.88 ft
Reservoir name
= Wet Pond
Max. Storage
= 56,898 cuft
Storage Indication method used
18.00
15.00
12.00
• 11
MOM
3.00
600
Hyd No. 3
Post Through Pond
Hyd. No. 3 -- 1 Year
Q (cfs)
21.00
18.00
15.00
12.00
Mt
3.00
0.00
1200 1800 2400 3000 3600 4200 4800 5400 6000
Time (min)
Hyd No. 2 1 Total storage used = 56,898 cult

Hydrograph Report
HydraFlow Hydrographs Extension for Autodesk@ Civil 3D® by Autodesk, Inc. v2022
Thursday, 04 / 28 / 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
0
1.0 Post -Developed to Pond
Hyd. No. 5 -- 1 Year
60 120 180 240 300 360
Hyd No. 5
Q (cfs)
0.50
0.45
0.40
0.35
0.30
0.25
0.20
0.15
0.10
0.05
0.00
420
Time (min)

Hydrograph
Report
7
Hydraflow Hydrographs Extension for Autodesk0 Civil 3D® by Autodesk, Inc. v2022
Thursday, 04 / 28 / 2022
Hyd. No. 6
1.0inPost Through Pond
Hydrograph type
= Reservoir
Peak discharge
= 0.008 cfs
Storm frequency
= 1 yrs
Time to peak
= 386 min
Time interval
= 2 min
Hyd. volume
= 982 cuft
Inflow hyd. No.
= 5 - 1.0 Post -Developed to Pond/lax.
Elevation
= 207.07 ft
Reservoir name
= Wet Pond
Max. Storage
= 1,175 cuft
Storage Indication method used
Q (cfs)
0.50
0.45
0.40
0.35
0.30
0.25
0.20
0.15
0.10
0.05
0.00
0
1.OinPost Through Pond
Hyd. No. 6 -- 1 Year
600 1200 1800 2400 3000 3600 4200 4800 5400
Hyd No. 6 Hyd No. 5 1 Total storage used = 1,175 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
6000
Time (min)

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

10
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2022
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)
4.00
3.00
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
Hyd No. 1
Thursday, 04 / 28 / 2022
= 3.764 cfs
= 738 min
= 30,399 cuft
= 55.1
= Oft
= 33.50 min
= Type II
= 484
Q (cfs)
4.00
3.00
2.00
1.00
0.00
960 1080 1200 1320 1440 1560
Time (min)

11
Hydrograph Report
HydraFlow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2022
Hyd. No. 2
Post Developed to Pond
Hydrograph type
= SCS Runoff
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
0.00
0
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
Thursday, 04 / 28 / 2022
= 29.07 cfs
= 726 min
= 94,462 tuft
= 72.9
= Oft
= 18.10 min
= Type II
= 484
Q (cfs)
30.00
25.00
20.00
15.00
10.00
5.00
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
Hyd. No. 3
Post Through Pond
Hydrograph type
= Reservoir
Peak discharge
Storm frequency
= 2 yrs
Time to peak
Time interval
= 2 min
Hyd. volume
Inflow hyd. No.
= 2 - Post Developed to Pond
Max. Elevation
Reservoir name
= Wet Pond
Max. Storage
Storage Indication method used
Thursday, 04 128 / 2022
= 0.990 cfs
= 1036 min
= 71,572 cuft
= 210.29 ft
= 66,162 cuft
Post Through Pond
Q (cfs) Hyd. No. 3 -- 2 Year Q (cfs)
30.00 30.00
25.00 25.00
20.00 20.00
15.00 15.00
10.00 10.00
5.00 5.00
0.00 — 0.00
0 600 1200 1800 2400 3000 3600 4200 4800 5400 6000
Time (min)
Hyd No. 3 Hyd No. 2 1 Total storage used = 66,162 cult

15
H yd rog ra p h Summary Report Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2022

16
Hydrograph Report
HydraFlow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2022
Hyd. No. 1
Pre -Developed -Overall Site
Hydrograph type =
SCS Runoff
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)
18.00
15.00
12.00
O O
i 11
Peak discharge
Time to peak
Hyd. volume
Curve number
Hydraulic length
Time of cons. (Tc)
Distribution
Shape factor
Pre -Developed -Overall Site
Hyd. No. 1 -- 10 Year
Thursday, 04 / 28 / 2022
= 17.20 cfs
= 734 min
= 90,383 cuft
= 55.1
= Oft
= 33.50 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)

17
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2022
Hyd. No. 2
Post Developed to Pond
Hydrograph type
= SCS Runoff
Storm frequency
= 10 yrs
Time interval
= 2 min
Drainage area
= 20.080 ac
Basin Slope
= 0.0 %
Tc method
= User
Total precip.
= 5.46 in
Storm duration
= 24 hrs
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
Post Developed to Pond
Hyd. No. 2 -- 10 Year
120 240 360 480 600 720 840
Hyd No. 2
Thursday, 04 / 28 / 2022
= 61.18 cfs
= 724 min
= 192,257 cuft
= 72.9
= Oft
= 18.10 min
= Type II
= 484
Q (cfs)
70.00
50.00
40.00
30.00
10.00
0.00
960 1080 1200 1320 1440 1560
Time (min)

18
Hydrograph
Report
Hydraflow Hydrographs Extension
for Autodesk® Civil 3D® by Autodesk, Inc. v2022
Thursday, 04 / 28 / 2022
Hyd. No. 3
Post Through Pond
Hydrograph type
= Reservoir
Peak discharge
= 7.654 cfs
Storm frequency
= 10 yrs
Time to peak
= 762 min
Time interval
= 2 min
Hyd. volume
= 168,884 cuft
Inflow hyd. No.
= 2 - Post Developed to Pond
Max. Elevation
= 211.60 ft
Reservoir name
= Wet Pond
Max. Storage
= 97,927 cuft
Storage Indication method used
ra ra to
40.00
30.00
20.00
10.00
ra ra to
ra
600
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
1200 1800 2400 3000 3600 4200 4800 5400 6000
Time (min)
Hyd No. 2 i Total storage used = 97,927 cult

21
Hydrograph Summary Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D0 by Autodesk, Inc. v2022
Hyd.
No.
Hydrograph
type
(origin)
Peak
flow
(cfs)
Time
interval
(min)
Time to
Peak
(min)
Hyd.
volume
(cult)
Inflow
hyd(s)
Maximum
elevation
(ft)
Total Hydrograph
strge used Description
(cuft)
1
SCS Runoff
49.70
2
734
224,673
------
------
Pre -Developed -Overall Site
2
SCS Runoff
119.13
2
724
373,080
-- -
--
- -
Post Developed to Pond
3
Reservoir
37.00
2
742
349,336
2
214.02
164,224
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
Thursday, 04 / 28 / 2022

22
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3DO 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)
50.00
40.00
30.00
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
Thursday, 04 / 28 / 2022
= 49.70 cfs
734 min
= 224,673 tuft
55.1
Oft
33.50 min
m Type II
484
Q (cfs)
50.00
40.00
30.00
20.00
10.00
0.00
120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Hyd No. 1 Time (min)

Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2022
Hyd. No. 2
Post Developed to Pond
Hydrograph type
= SCS Runoff
Storm frequency
= 100 yrs
Time interval
= 2 min
Drainage area
= 20.080 ac
Basin Slope
= 0.0 %
Tc method
= User
Total precip.
= 8.36 in
Storm duration
= 24 hrs
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
120 240 360 480 600 720 840
Hyd No. 2
23
Thursday, 04 / 28 / 2022
= 119.13 cfs
= 724 min
= 373,080 cuft
72.9
= Oft
18.10 min
Type II
= 484
Q (Cfs)
120.00
100.00
40.00
20.00
0.00
960 1080 1200 1320 1440 1560
Time (min)

24
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2022
Hyd. No. 3
Post Through Pond
Hydrograph type
= Reservoir
Peak discharge
Storm frequency
= 100 yrs
Time to peak
Time interval
= 2 min
Hyd. volume
Inflow hyd. No.
= 2 - Post Developed to Pond
Max. Elevation
Reservoir name
= Wet Pond
Max. Storage
Storage Indication method used.
Post Through Pond
Hyd. No. 3 -- 100 Year
100.00
40.00
20.00
Thursday, 04 / 28 / 2022
= 37.00 cfs
= 742 min
= 349,336 cuft
= 214.02 ft
= 164,224 cuft
Q (cfs)
120.00
100.00
:1 if
40.00
0.00 1' - 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 1680
— Hyd No. 3 Hyd No. 2 i Total storage used = 164,224 cult Time (min)

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