SW6220301_Design Calculations_20220325

Sform water Mohagement Reporf
March 14, 2022
Long Point Subdivision
Long Point -Road
Vass, Moore 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
1 _a
SEAL
051571
rr�i AA • Q `l�ti.

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 #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— WET POND #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 —INFILTRATION BASIN #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
ttmr ._fs1,..ffT1�CENik`A t�fP�

OVERVIEW
This
report contains the storm
water management overview for the residential
development
Long
Point Subdivision on Long
Point Road in Moore County. The majority of
the project
site
is currently undeveloped.
The proposed site consists of 34.14 acres and
approximately
8.16
acres will be disturbed as
part of this project for the construction of the
site
improvements.
The proposed site is located in Flood Zone `X' as shown on FEMA FIRM Panel 3710951400J
with an effective date of 10/17/06. Flood zones are subject to change by FEMA.
There are existing stream or wetland features on the proposed property.
There are three proposed storm water management facilities (two wet ponds and one
infiltration basin) outlined in this report that have been designed for post —development peak
attenuation to treat the impervious areas of the development. Wet Pond #1 is designed to
capture a drainage area of 8.83 ac with an impervious area of 3.21 ac. Wet Pond #2 is
designed to capture a drainage area of 2.62 ac with an impervious area of 1.09 ac. This
drainage area consists of 9,318sf of existing impervious area to be removed. There is 1,999
sf of impervious roadway area that will bypass Wet Pond #2. Infiltration Basin #3 is
designed to capture a drainage area of 9.74 ac with an impervious area of 3.40 ac. The
balance of the site is open space and will by—pass the proposed SCM. The SCM are
designed to treat a 1.0" storm event.
Im ervious Area Summary— Wet Pond # 1
Roadway
35,536
0.82
Lots
104,000
2.39
Total IA to Pond
139,536
3.21
Impervious Area Summary — Wet Pond #2
Roadway
12137
0.28
Lots
26 000
0.60
Sidewalk
1766
0.04
Pool/Building
7,354
0.17
Total IA to Pond
47,257
1.09
Impervious Area
mma — Infiltration Basin #3
Roadway
35,943
0.83
Lots
112A0
2.57
Total IA to Pond
191,943
3.40

Soils
The County Soils Survey indicates that Ailey Loamy Sand, Gilead Loamy Sand, Vaucluse
Loamy Sand, and Wehadkee Loam soils are present on the site.

FIGURES

35° 14 36" N
35° 14' 6" N
Hydrologic Soil Group —Moore County, North Carolina 3
S35° 14'36N
65660D 6%7W 65M 657000 M7100
� 3
Map Scale: 1:4,450 Y printed on A portr& (8.5' x 11') gxnt
Meters
N
0 50 100 20D 30D
- —Fea
0 200 400 000 1200
Map projection: Web Menator Comer coordinabes: WGS84 Edge tics: UTM Zone 17N WGS84
USDA Natural Resources Web Soil Survey 1/17/2022
Conservation Service National Cooperative Soil Survey Page 1 of 4
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Hydrologic Soil Group —Moore County, North Carolina
Hydrologic Soil Group
Map unit -symbol
Map unit name Rating
Acres in ACI
Percent of AOI
AeB
Ailey loamy sand, 2 to 8 B
5.6
15.1 %
percent slopes
GhB Gilead loamy sand, 2 to
C
4.8
13.0%
{' 8 percent slopes
VaB Vaucluse loamy sand, 2
C
14.9
40.1%
to 8 percent slopes
VaD Vaucluse loamy sand, 8
C
7.0
18.9%
to 15 percent slopes
We Wehadkee loam, 0 to 2
B/D
4.8
13.0%
percent slopes,
frequently flooded
Totals for Area of Interest
37.21
100.0%
usDA Natural Resources
Conservation Service
Web Soil Survey
National Cooperative Soil Survey
1 /17/2022
Page 3 of 4

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1117/22, 10:43 AM Precipitation Frequency Data Server
NOAA Atlas 14, Volume 2, Version 3
Location name: Vass, North Carolina, USA*+
' Latitude: 35.2377°, Longitude:-79.2779°
Elevation: 257.72 ft**
source: ESRI Maps
source: USGS
POINT PRECIPITATION FREQUENCY ESTIMATES
G.M. Bonnin, D. Martin, B. Lin, T. Parzybok, M.Yekla, and D- Riley
NOAA, National Weather Service, Silver Spring, Maryland
PF tabular I PF gra hp ical I Maps & aerials
PF tabular
PDS-based point precipitation frequency estimates with 90% confidence intervals (in inches)1
duration
Average
recurrence interval(years)
1
������
2
5
10
25
50
100
200
500
1000
0,440
0.519
0.604
0.666
033-8
0.788
0.835
0.877
0,928
0.966
5-min
(0-399-0.498)
(0-472-0-577}
(0.548-0.671)
(0.$03-Q.737)
(0.664.0-815)
(0-708-0-870)
00.746-0921
0.780-0.9681
f0.S17-1.02}
(0.845-1-07]
0.
10-min
[0 0 779)
(0: 55.0 92?}
(0 878--1707]
(0-965-1.18}
(1.061183oy
(1- 32 -39)
(1- 93346j
1 4395d
1.29 �62)
(1 33-51?68)
15-min
0-797---0973
(0.949-14.16L(1,111
-2236
1.z?3549
(1.344965)
1.43-51975
1. 0-61885
1.561694
(163204)
(1.672..11
1.20
1.44
1.74
1.95
2.21
2.39
2.57
2.73
2.94
3.09
30-min
1.09-1,34
1,31-1.60)
1.58.1.93)
(1.77-2.16)
1 (1.99.2.44)
1 (2.15-2.64)
I (2.30.2-83
2A3-3.02
259-3,24}
(2.70-3.41
-17
4.51
60-min
(1. 6---1.66)
(1 65-82A1)
(2.0 2A7)
(2-; 4 2481
[2.65525)
(2. 2 3458) l
(3.163490)
(3.41.4323)
(3.724 65]
[3.54 98)
2-hr
(1.59 1698)
1 (1.93-2.39)
1 (2-40 2.99)
1 (2. 6.3.43)
1 (3.214 02)
I (3-57 4A7)
1 (3-97 4293)
1 (4-4.6-39)
(4.68-6.00){5.01
6�48}
1.87
2.27
2.84
3.29
3.91
4.40
4.90
5.42
6.14
-6 72
3-hr
(1.69-2.09]
2.05-2.54)
2-57-3-14S)
97.3.68
(3.504.36)
3-91-4.90
(4,33-5.45)
(4.75-6-03) j[(5.32-6.84)jj(5.76-7A9
6-hr
F--2.23---Jl
(7-03-2-48)
2.70
1 (2.45.2.99)
3.39
(3-09-3-75
3.93
(3.54i 4.35}1
4.68
14.21-5.17)
5.29
{432.5.83
F 5,92
(5.23-6.51)
6.57
516-7.22
7.48
(6.47-8.22
8.21
(7-0?-9.03)
2.
12-hr
2, 9-62392
(2.89 3 54)
(3,64446
4: 3-5-19]
(5.03 F321)
(S.W7..04)
6.33 7-91
7.01 8584
17 94-21II2
(8.65. 1.2
24 hr
2,860935
3.46.405
4.355 10
5,04 5?92)
(5-90--7.06)
6,75 7596
7:5 -8.09
8,31 9.8t
9.3&1312)
(10 2 2.7
2-day
7.
3.35 3088
.04-4 S8
50453$$
5,83 6.79)
(6- y 870.5)
1 {73 9.06)
1 (8. 93 0.1
(9,47- 111.21
10 2.7}
11 6-13.8 .
3-day
S-4.10)
(3•14.4)
(4,20494;
(5.3376.14)
(6. 4-67.09)
[7. 58339]
(3. 2443)
(A.0110.5)
[9.9 -181.6]
012-13.1]
(1213
4-day
(3.784.32) {4. 55619y
(5,62 6A2)
(.S. 6---7339)
(7.61-874)
(8-50998o)
(9.43.10,9)
{i0la• 2.1}
(113z 3.6
(12 7-14.9)
7-day
(4.364699J 5.21 5796]
(6 388128)
1 (7.26-8.33
8A9 9477)
9,48 10;9)
10 5 2.1
11 5-13,3)
12.19-5.0
(1410.16-4)
5.32 6.34
7.64
8.66
10.0
11.1
12.2
13.3
14.8
16.0
10-day
{5.Oi•5.66J (5.97-6.74]
(7,18-8.11)
(8.1.3-9.20)
(9.40-10.6y
(10.4-11.$)
1 (11.4-13.0]
1 (12.4.14.2)
(117-15.8)
(14.8-17.1
20-day
7--1$7
2
67.61) (8 flag 99
(6-.4)
(9.46.10-6
(10 6 111-9
12.11-13 7)
(13.3-15 1 )
(14 5-16.5
15 9)
17.19 9-9
(1825-
30-day
8,42 9.44) (9 92--15.1
11 6-13.0
12.18--14A)
j 114 5- 6-3)
{157G17.7)
(16.9-19.2)
1 tl8.12--20.6
19 8-22.6
(21 0- 4.1
11,3 13.2
15.2
16.7
18.6
20.0
21.5
22.9
24.7
26.1
45-day
107-11.9 12.5-14.0]
I
(14,4-16.0)
(17.5-19.6)
(18.9-21.2)
1 (20.2-22.7
21.5-24,2.
(23.1-26,2
24,447.7
60-day
1219--14.3) (1510-16.7)
(17.t08.9)
(18.r, 0-6)
i205,22.8}
(22?)-24.5}
(23-4.26.1)
(248627.7)
(2625-'5-81
(278-31-4)
1 Precipitation frequency (PF) estimates in this table are based on frequency analysis of partial duration series (PDS).
Numbers in parenthesis are PF estimates at lower and upper bounds of the 90% confidence interval. The probability that precipitation frequency estimates (for
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
hot checked against probable maximum precipitation (PMP) estimates and may be higher than currently valid PMP values.
Please refer to NOAA Atlas 14 documanl for more information.
Back to Tap
PF graphical
https://hdsc.nws.noaa.gov/hdsc/pfds/pfds_printpage.htmI?lat=35.2377&Ion=-79.2779&data=depth&units=english&series=pds 1/4

Scott Cole, NCLSS
312 Copples Road Ext
Asheboro, NC 27205
[phone]
Double D Engineering, PLLC
Atlas: Mr. Lee Humphrey
150 S. Page Street
Southern Pines, NC 28387
December 6, 2021
Re: Seasonal High -Water Table Identification and Soil Infiltration Rates: Long Point Road. Moore
County, NC (PIN 00031445)
Soil conditions and infiltration rates were evaluated and measured on the above -referenced property
within the proposed storm water BMP device. Work was conducted in accordance with Parts A-2 and C-
1 of the North Carolina Department of Environnlental Quality Stormwater Design Manual. SoiI samples
were evaluated with a hand auger.
SEASONAL HIGH WATER TABLE IDENTIFICATION
Seasonal High Water Table depth is determined by field evaluation for soil wetness conditions which are
indicated by the presence of redoximorphic (redox) features with a chroma of 2 or less (in Munsell color
notation) in mottles or the horizon matrix. Colors of chroma 2 or less (file to relic minerals from parent
material (underlying rock), anaerobic activity created by placement of fill material, or soil textural class
transitions (perched water) are not considered as indicators for seasonal high water. Upon determination
of SHWT depth, an additional 6" will be deducted from the observed depth to account for capillary fringe
water movement above the SHWT. Stormwater infiltration trenches are designed to ensure the lowest
point is at least two feet above the Seasonal High Water Table (SHWT).
SATURATED HYDRAULIC CONDUCTIVITY (K_._t)
Soils within the proposed sormwater BMP device typical of those within the Candor Sand series. Candor
Sands are very deep and excessively drained soils with moderately high rates of permeability. Infiltration
rates were measured to determine the suitability for installation of a stormwater infiltration BMP.
Infiltration rates were measured using a Johnson Constant Head Permeameter. Measurements were
recorded at varying intervals until equilibrium was reached.
A summary of observations within the proposed Stormwater BMP Device is shown in the table below.
SHWT D
feet below
round surface
4.5'
SHWT
j elevation:
BMP Device Site #1
Zunsell Color
Ksat #1
Ksat #2
Ksat O
Ksat 4
Notation
5Y 8/1
N/A
N/A
N/A
N/A
2.5Y 7/1

Scott Cole, NCLSS
312 Copples Road Ext
Asheboro, NC 27205
[phone]
BMP Device Site #2
SHWT
Munsell Color
Ksat 91
Ksat #2
feet below
Notation
round surface
10,
SY 8/1
N/A
N/A
SHWT
MY 711
elevation: 243'
BMW neviicp citp iel
Ksat #3 Ksat #4
N/A N/A
SHWT
Munsell Color
Ksat #1
Ksat #2
Ksat #3
Ksat #4
(feet below
Notation
round surface) I
7.3' SY 8/1
040"
40-50"
50-88"
N/A
SHINT MY 7/1
LS/SL
Perched
SL
elevation: 241' '
22" / hour
Water
8" / hour
Not Measured
CONCLUSION
Field evaluation of hydraulic conductivity provides estimations of soil infiltration rates; however,
methods used to measure these rates can influence the results. Side walls of the bore hole are "smeared"
by the soil auger as the hole is prepared and loose soil in the bottom of the hole is placed in suspension
when water is applied; both of these factors negatively influence water infiltration rates. To help
overcome these issues, after excavation of each infiltration trench, it is recommended the trench bottom
and sidewalls be raked and dusted with pulverized limestone. These are practices that have been in place
within the on -site wastewater industry to help loosen the soil and aid in restoration of soil structure.
I am pleased to be of service in this matter and can be contacted at your convenience should you have any
questions concerning information within this report.
Thank you,
&CO Cole
North Carolina Licensed Soil Scientist

BMP Site #1
SHWT: 66" (4.6') bgs
SHWT Elevation: 261.6'
Kest: Not evaluated
R
aw—MARAMIM
BMP Site 92
SHWP. 120" (10') bgs
SHWT Elevation: 243'
Ksat: Not evaluated
,N\Nl I � \ NA 0,\kKfAIa
2hz
BMP Slte #3 I
SHW76 88" (7.3') bgs
SHWT Elevation: 241'
Ksat 0-40" (3.31 LS/SL: 22" 1 hour
Kest 40-W' SCL with mottles: perched water NOT Measured
Kant 50.88" (4.2'-121 SL: 8" / hour
240

WATER QUANTITY -WET POND # 1

SUPPLEMENT-EZ COVER PAGE
FORMS LCADt
PROJECT INFORMATION J
1
Project Name
Long Point Subdivision
2
Project Area ac
34.14
3
Coastal Wetland Area (ac
4
Surface Water Area (ac
5
Is this project High or Low Density?
High
6
Does this project use an off -site SCM?
No
COMPLIANCE WITH 02H .1003(4)
7
j Width of vegetated setbacks provided feet).
N/A
8
Will the vegetated setback remain ve etated?
NIA
9
If BUA is proposed in the setback, does it meet NCAC 02H.1003(4)(c-d)?
No
10
Is Weambank stabilization proposed on this project?
No
NUMBER AND TYPE OF SCMs:
11
Infiltration System
1
12
Bioretention Cell
0
13
Wet Pond
2
14
Stormwater Wetland
_
0
15
Permeable Pavement
0
16
Sand Filter
0
17
Rainwater Harvesting (RWH)
0
18
Green Roof
0
19
Level Spreader -Filter Strip LS-FS)
0
20
Disconnected Impervious Surface (DIS)
0
21
Treatment Swale
0
22
Dry Pond
0
23
StormFilter
0
24
Silva Cell
0
25
Ba filter
0
26
Filterra
0
FORMS LOADED
DESIGNER CERTIFICATION
27
Name and Title:
Carlo Pardo. PE
28
Organization:
Bowman North Carolina, Ltd.
29
Street address:
4006 Barrett Drive, Suite 104
30
_
City, State, Zip:
Raleigh. NC 27609
31
Phone number(s)
Email;
919-553-6570
32
[e-mail]
Certification Statement
I certify, under penalty of law that this Supplement-EZ form and all supporting information were prepared under my direction or supervision; that the
information provided in the form is, to the best of my knowledge and belief, true, accurate, and complete; and that the engineering plans,
specifications, operation and maintenance agreements and other supporting information are consistent with the information provided here.
01�1 tl�ailf!/11�1
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!. S51D,=�. q
SEAL _
051571
£ R '
--�/N/0-
Date

DRAINAGE AREAS
1
IIs this a hiqh density project?
Yes
2
If so, number of drainage areas/SCMs
3
3
Does this project have low density areas?
No
4
If so, number of low density drainage areas
0
5
Is all/part of this project subject to previous rule
versions?
No
FORMS LOADED
DRAINAGE AREA INFORMATION
Entire Site
1
2
3
4
Type of SCM
Wet Pond
Wet Pond
Infiltration Basin
5
Total drainage area (sq ft)
1487139 sf
384558
113843
424106
6
Onsite drainage area (sq ft
1487139 sf
384558
113843
424106
7
Offsite drainage area (sq ft
8
Total BUA in project (sq ft)
336735 sf
139536 sf
47257 sf
147943 sf
9
New BUA on subdivided lots (subject to permitting)
s 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
1766 sf
1766 sf
Roofsq ft
242000 sf
104000 sf
26000 sf
112000 sf
Roadway (sq ft)
85615 sf
35536 sf
12137 sf
35943 sf
Future (sq ft)
7354 sf
Other, please specify in the comment box
below (sq ft)
_
7354 sf
13
New infiltrating permeable pavement on
subdivided lots (sq ft
14
New infiltrating permeable pavement not on
subdivided lots (sq it
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)
9318 sf
9318 sf
18
Percent BUA
22.64%
36.3%
42%
35%
19
Design storm (inches)
1.0 in
1.0 in
1.0 in
20
Design volume of SCM (cu ft)
12068 cf
4029 cf
12863 cf
21
Calculation method for design volume
Simple Method
Simple Method J
Sim le Method
ADDITIONAL
INFORMATION
Please use this space to provide any additional information about the
22 drainage area(s):
Entire Site: Existing 9,318 sf Impervious Area to be removed from DA2
Other: Pool & Building from DA2
There is 1,999 sf of impervious roadway area that will bypass Wet Pond 2

WET POND
Drainage area number
1 it 2
IGENER(LL MDC FROM 02H .1050 *7
3 Is the SCM sized to treat the SW from all surfaces at build -out?
Yes
Yes
4 Is the SCM located away from contaminated soils?
Yes
Yes
5 What are the side slopes of the SCM (H: ?
3:1
3:1
6 Does the SCM have retaining walls, gabion walls or other
engineered side slopes?
No
No
7 Are the inlets, outlets, and receiving stream protected from erosion
10- ear storm)?
Yes
Yes
Is there an overflow or bypass for inflow volume in excess of the
8 design volume?
Yes
Yes
9 What is the method for clewatering the SCM for maintenance?
Pump ( referred)
Pump (preferred)
10 If applicable, will the SCM be cleaned out after construction?
Yes
Yes
11 Does the maintenance access comply with General MDC 8 ?
Yes
Yes
12 Does the drainage easement comply with General MDC 9 ?
Yes
Yes
If the SCM is on a single family lot, does (will?) the plat comply with
13 General MDC (10)?
NIA
N/A
14 Is there an O&M Agreement that complies with General MDC (11)?
Yes
Yes
15 Is there an O&M Plan that complies with General MDC 12 ?
Yes
Yes
16 Does the SCM follow the devicespecific MDC?
Yes
Yes
17 Was the SCM designed by an NC licensedprofessional?
Yes
Yes
18 Sizing method used
SAIDA
SAIDA
19 Has a stage/storage table been provided in the calculations?
Yes
Yes
20 Elevation of the excavated main pool depth (bottom of sediment
removal) ((fmsl)
250.00
247.00
21 Elevation of the main pool bottom (top of sediment removal) (fmsl)
251,00
248.00
22 Elevation of the bottom of the vegetated shelf (fmsl)
258.50
252.50�
23 Elevation of the permanent pool (fmsl)
259.00
253.00
24 Elevation of the top of the vegetated shelf (fmsl)
259.50
253.50
_ _
25 Elevation of the temporary pool (fmsl)
259.80
253.80
26 Surface area of the main permanent pool (square feet)
11690
2850
27 Volume of the main permanent pool (cubic feet)
42894 cf
6423 cf
28 Average depth of the main pool (feet)
4.47 ft
3.02 It
29 Average depth euation used
Equation 3
Equation 3
30 If usin a uation 3, main pool perimeter feet
747.0 ft
274.0 ft
31 If using equation 3, width of submerged veg. shelf (feet)
3.0 ft
3.0 ft
32 Volume of the foreba (cubic feet)
8120 cf
1024 cf
33 Is this 15-20% of the volume in the mainpool?
Yes
Yes
34 Clean -out depth for foreba (inches)
18 in
18 in
35 Desi n volume of SCM cu ft)
12068 cf
4029 cf
36 Is the outlet an orifice or a weir?
Orifice
Orifice
37 If orifice, orifice diameter (inches)
1.75 in
1.00 in
38 If weir, weir height (inches)
39 If weir, weir length (inches)
40 Drawdown time for the tempora ool (days)
2.52
2.40
Are the inlet(s) and outlet located in a manner that avoids short-
41
circuitin ?
Yes
Yes
42 Are berms or baffles provided to improve the flow path?
Yes
Yes
43 Depth offorebay at entrance inches
30 in
30 in
44 Depth of forebay at exit (inches)
24 in
24 in
45 Does water flow out of the forebay in a non -erosive manner?
Yes
Yes
46 Width of the vegetated shelf (feet)
6 ft
6 ft
47 Slope of vegetated shelf (H:
6:1
6:1
Does the orifice drawdown from below the top surface of the
48
permanent pool?
Yes
Yes
49 Does the pond minimize impacts to the receiving channel from the 1
r 24-hr storm?
Yes
Yes
50 Are fountains proposed? (If Y. please provide documentation that
MDC 9 is met_)
No
No
51 Is a trash rack or other device provided to protect the outlet system?
Yes
Yes
52 Are the dam and embankment planted in non -clumping turf grass?
Yes
Yes
53 Species of turf that will be used on the dam and embankment
Hybrid Bermuda
Hybrid Bermuda
54 Hasa planting plan been erovided for the vegetated shelf?
Yes
Yes
AGEMONAL414MM WE R.
Please use this space to provide any additional Information about
55 the wet pond(s):
Entire Site: Existing 9,318 sf Impervious Area to be removed from DA2
There is 1,999 sf of impervious roadway area that will bypass Wet Pond 2
Wet Pond ] 1:21 PM 3/14/2022

Bowman North Carolina, Ltd.
Long Point Subdivision, Moore County, NC
Curve Number Calculation (CN)
Pre -Developed Conditions
Drainage .4rere8.83
Existing Soil Grdetps
Soil GroUv Map Symbol Soil Description
Acres
Percent of DA
C GhB Blaney Loamy Sand
0.63
7%
C VaB Blaney Loamy Sand
4.72
53%
B AeB Blaney Loamy Sand
3.03
34%
B/D We Blaney Loamy Sand
0.45
5%
Existins Land Uses:
Land Use Description Existing Soil Group Acres
Curve #
Weighted CN
Wooded - Good Stand B 1.08
55
6.7
Wooded - Good Stand C 0.85
70
6.7
Open Space - Good Stand B 2.64
61
18.2
Open Space - Good Stand C 4.26
74
35.7
Cumulative Curve # =
67.4

Bowman North Carolina, Ltd.
Long Point Subdivision, Moore County, NC
Curve Number Calculation (CN)
Post -Developed Conditions
Drainage Area (acres]: 8.83
Existing Soil Groups:
Sod Grouv Map Svmbol Soil Description
Acres
Percent of DA
C GhB Blaney Loamy Sand
0.63
7%
C VaB Blaney Loamy Sand
4.72
54%
B AeB Blaney Loamy Sand
3.03
34%
B/D We Blaney Loamy Sand
0.45
5%
Proposed Land Uses:
Land Use Description Existing Soil Group Acres
Curve #
Wei lited CN
Open Space - Good Condition B 1.57
61
10.8
Open Space - Good Condition C 4.05
74
33,9
Impervious Area B & C 3.21
98
35.6
Cumulative Curve # =
80.4

Proposed Wet Pond #1
Project Information
Project Name: Long Point Subdivision
Project #:
Designed by: CEP Date: 1/21/2022
Revised by: Date:
Checked by: Date:
Site Information
Sub Area Location: Drainage To Proposed Wet Pond
Drainage Area (DA) = 8.83 Acres 384,558 sf
Impervious Area (IA) = 3.21 Acres 139,536 sf
Percent Impervious (1) = % 36.28 %
Required Surface Area
Permament Pool Depth: 4.47 ft
SA/DA = 1.1
Min Req'd Surface Area = 4,230 sf at Permanent Pool)
Required WQv Storage Volume
Design Storm = 1 inch Non -Coastal County
Determine Rv Value = 0.05 + .009 (1) = 0.377 in/in
Storage Volume Required = 12,068 cf above Permanent Pool
Elevations
Top of Pond Elevation =
263.50
ft
Temporary Pool Elevation =
259.80
ft
Permanent Pool Elevation =
259.00
ft
Shelf Begining Elevation =
259.50
ft
Forebay Weir =
258.00
ft
Shelf Ending Elevation =
258.50
ft
Bottom Elevation =
251.00
ft
Permanent Pool Area
Area @ Top of Permanent Pool = 11,690 sf
Volume of Temporary Storage = 12,587 cf
Is Permenant Pool Surface Area Sufficient (yes/no)? ( 11690 > 4230) sf
Volume of Storage for Design Storm = 12,587 f 12587 > 12068 cf

Incremental Drawdown Time
STORMWATER POND #1
INCREMENTAL DRAWDOWN METHOD -Water Quality Volume
Project Information
Project Nar Long Point Subdivision
Project #:
asigned by: CEP Date: 1/21/2022
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)^"/2)
Q2 = 0.372 Co ' D'(Z-Ei)^(3"2)
Q,=0
Orifice Diameter (D) =
1.75 in
Cd =
0.6
Ei =
259
Orifice Inv.
Zone 1 Range =
0.00
to 259
Zone 2 Range =
259
to 259.1
Zone 3 Range =
259.1
to 260
Incremental Drawdown Method
Countour
Contour
Area
Incremental
Volume
Stage, Z
Zone
Q
Drawdown
Time
sq ft
cu ft
ft
cfs
min
259.00
13,835
0
0.00
2.00
0.000
—
259.50
16365
7,550
0.50
3.00
0.052
2.398
259.80
17215
5,037
0.30
3.00
0.068
1.226
Total
12.687
--
—
—
3,624
Drawdown Time = Incremental Volume / Q / 60sec/min
Summary
Total Volume = 12,687 cf
Total Time = 3,624 min
Total Time = 2.52 days
1/26/2022 Prop Wet Pond- new design-#1 1 of 1

Project: Pond #1 Date: 1/26/2022
Main -Pond Contours -Volumes
Elevation
Main -Pond Incremental Vol.
Accumulated Vol.
Description
259
11,690
5,291
42,894
A2 (Perm -Pool)
258.5
9,475
4,578
37,603
Al (Bottom_Shelf)
258
8,835
8,205
33,025
257
7,575
6,960
24,820
256
6,345
5,460
17,860
255
4,575
4,185
12,400
254
3,795
3,433
8,215
253
3,070
2,725
4,783
252
2,380
2,058
2,058
251
1,735
0
0
A3 (Bottom -Pond)
Forebay Contours -Volumes
Elevation
FB1
FB2
FB3 Total -Areas
Incremental Vol.
Accumulated Vol.
259
1,840
4,920
6,760
3,226
8,120
258.5
1,500
4,645
6,145
2,926
4,894
258
1,180
4,380
5,560
1,968
1,968
257.5
700
1,610
2,310
0
0
Forebay Volume
Average Depth (Option 1)
Average Depth Calculation (Option 2)
Vpp
permeter of shelf
width of shelf
Al (Bottom -Shelf):
18.9% *Between 15% & 20%
3.97 *At least 3' average depth
42,894
747
3
9,475
Average Depth = 4.47

Proposed Wet Pond #1
Project Information
Project Name: Long Point Subdivision
Project #:
Designed by: CEP Date: _
Revised by: Date: _
Checked by: Date:
Site Information
Sub Area Location:
Drainage Area (DA) _
Impervious Area (IA) _
Percent Impervious (1) _
Orifice Sizing
Orifice Size =
Drawdown Time =
1 /21 /2022
_Dra_ina2e to Proposed Pond
8.83 Acres
3.21 Acres
36.28 % (Drainage Area)
1.75 in (Diameter)
2.52 days (Incremental Draw Down Method)
less than 5 days (yes/no) ? yes
greater than 2 day (yes/no) ? yes
Anti -Flotation Device
4' x 4' Outlet Structure
Area:
16.0
sf
Volume:
200.0
cf
Weight:
12480
Ibs
Factor of Safety
1.20
WT Req'd of Anti -Flotation Device:
14,976
Ibs
Volume of Concrete Req'd:
99.8
cf
(Water Displaced - Top of Pond to Bottom of Pond)
(Unit WT of Concrete = 150 pcf)
Volume Provided: 109.5 cf (4'x4' riser x 4.5' = 72sf, 5'x5' footing x 1.5'=37.5cf)

1� 1
Z
Q
J
w

STORMWATER MANAGEMENT DESIGN WET DETENTION POND #1:
RIVER BASIN:
RECEIVING STREAM:
STREAM INDEX:
STREAM CLASS:
HUC:
PROJECT COORDINATES:
POND DESIGN SUMMARY
CAPE FEAR
LITTLE RIVER (LOWER LITTLE RIVER)
18-23-(10.7)
WS-III; HQW
0303000403
35.237786'N,-79.278200'W
DRAINAGE AREA TO POND: 8.83 ACRES
SITE IMPERVIOUS AREA TO POND: 3.21 ACRES
OFF- SI E DESIGN IMPERVIOUS AREA TO POND: 0.0 ACRES
TOTAL DESIGN IMPERVIOUS AREA TO POND: 3.21 ACRES
PRE -DEVELOPED
POST
-DEVELOPED
POST DEVELOPED
TO POND
TO POND
THROUGH POND
DRAINAGE AREA:
8.83 AC
8.83
AC
CURVE NUMBER:
67.4
80.4
TIME OF CONCENTRATION:
18.1 MIN
5 MIN
1.0" STORM EVENT:
0.335
CFS
0.024
CFS
1-YEAR STORM EVENT:
5.511 CFS
19.74
CFS
0.147
CFS
2-YEAR STORM EVENT:
9.270 CFS
27.01
CFS
0.621
CFS
10-YEAR STORM EVENT:
21.30 CFS
48.07
CFS
4.952
CFS
100-YEAR STORM EVENT:
43.51 CFS
82.01
CFS
25.92
CFS
STAGE/STORAGE TABLE
STAGE (FT)
ELEVATION (FT)
CONTOUR AREA
STORAGE FL)
TOTAL( STORAGE
0.0
259.0
13835
0
0
0.5
259.5
16365
7550
7550
0.8
259.8
17215
5037
12587 (WQV)
1.0
260.0
17785
3500
16087
2.0
261.0
20665
19225
35312
3.0
262.0
23895
22280
57592
4.0
263.0
26330
25113
82705
4.5
263.5
27570
13475
96180

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9
TOP OF STRUCTURE NOT SHOWN FOR CLARITY
(REMOVABLE TRASH RACK)
OUTLET CONTROL STRUCTURE - INCREMENTAL WEIR
SCALE: N.T.S.
RIJCR JIRUI.IURC_ - {�
4" PVC SCREW CAP
FOR CLEANING ACCESS
12" MIN. EXTEND 4"
PVC
THROUGH
RISER
STRUCTURE
4"x4" PVC TEE
PERM. POND ELEV.=259.0
12" MIN.
r
lrDIA. HOLE DRILLED
INTO BOTTOM CAP
PVC DRAIN OUTLET
SCALE: S. N.T.

Pond Report s
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2022
Wednesday, 01 126 / 2022
Pond No. 1 - Wet Pond
Pond Data
Contours -User-defined contour areas. Average end area method used
for volume calculation.
Begining Elevation = 259.00 ft
Stage / Storage Table
Stage (ft) Elevation (ft)
Contour area (sqft)
Incr. Storage (cult)
Total storage (cuft)
0.00 259.00
13,835
0
0
0.50 259.50
16,365
7,550
7,550
0.80 259.80
17,215
5,037
12,587
1.00 260.00
17,785
3,500
16,087
2.00 261.00
20,665
19,225
35,312
3.00 262.00
23,895
22,280
57,592
4.00 263.00
26,330
25,113
82,705
4.50 263.50
27,570
13,475
96,180
Culvert / Orifice Structures
Weir Structures
[A]
[B]
[C]
[PrfRsr]
[A] [B]
[C] [D]
Rise (in) = 24.00
1.75
Inactive
Inactive
Crest Len (ft)
= 2.00 14.00
Inactive Inactive
Span (in) = 24.00
1.75
0.00
0.00
Crest El. (ft)
= 261.00 261.90
0.00 0.00
No. Barrels = 1
1
0
0
WeirCoeff.
= 3.33 2.60
3.33 3.33
Invert El. (ft) = 259.00
259.00 0.00
0.00
Weir Type
= Rect Broad
--- ---
Length (ft) = 26.00
0.50
0.00
0.00
Multi -Stage
= Yes Yes
No No
Slope (%) = 3.85
1.00
0.00
n/a
N-Value = .013
.013
.013
n/a
Orifice Coeff. = 0.60
0.60
0.60
0.60
Exfil.(in/hr)
= 0.000 (by Contour)
Multi -Stage = n/a
Yes
No
No
TW Elev. (ft)
= 0.00
Stage (ft)
5.00
4.00
3.00
2.00
1.00
0.00 }
0.00 3.00
Total Q
Note: Culvert/Orifioe 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)
264.00
263.00
262.00
261.00
260.00
' ' ' 1' 259.00
12.00 15.00 18.00 21.00 24.00 27.00 30.00
Discharge (cfs)

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)
2
Time to
Peak
(min)
Hyd.
volume
(cult)
Inflow
hyd(s)
Maximum
elevation
(ft)
Total
strge used
(cuft)
Hydrograph
Description
Pre -Developed -Overall Site
1
SCS Runoff
5.557
726
20,749
-
- -
2
SCS Runoff
20.11
2
718
40,378
------
------
------
Post Developed to Pond
3
Reservoir
0.147
2
1442
27,802
2
261.02
35,706
Post Through Pond
5
SCS Runoff
0.319
2
152
2,674
------
----
-----
1.0 Post -Developed to Pond
6
Reservoir
0.024
2
366
2,361
5
259.17
2,514
1.0inPost Through Pond
i
Wet_pond#1.gpw
Return Period: 1 Year
Wednesday, 01 / 26 / 2022

Hydrograph
Report
z
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 = 8.830 ac Curve number
Basin Slope = 0.0 % Hydraulic length
Tc method = User Time of conc. (Tc)
Total precip. = 3.09 in Distribution
Storm duration = 24 hrs Shape factor
Pre -Developed -Overall Site
Q (cfs) Hyd. No. 1 -- 1 Year
Wednesday, 01 / 2612022
= 5.557 cfs
= 726 min
= 20,749 cuft
= 67.4
= 0 ft
= 18.10 min
= Type II
= 484
Q (cfs)
6.00
6.00
5.00
5.00
4.00
4.00
3.00
3.00
2.00
2.00
1.00
1.00
0.00
0 120 240 360 480 600 720 840 960 1080 1200
Hyd No. 1
0.00
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
Peak discharge
Storm frequency
= 1 yrs
Time to peak
Time interval
= 2 min
Hyd. volume
Drainage area
= 8.830 ac
Curve number
Basin Slope
= 0.0 %
Hydraulic length
Tc method
= User
Time of conc. (Tc)
Total precip.
= 3.09 in
Distribution
Storm duration
= 24 hrs
Shape factor
Q (cfs
21.00
18.00
15.00
12.00
• M
. 11
3.00
Post Developed to Pond
Hyd. No. 2 -- 1 Year
Wednesday, 01 / 26 / 2022
= 20.11 cfs
= 718 min
= 40,378 cuft
= 80.4
= Oft
= 5.00 min
= Type II
= 484
Q (cfs)
21.00
18.00
15.00
12.00
• ti M
M
3.00
0.00 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1326 1440 1560
Hyd No. 2 Time (min)

Hydrograph
Report
4
Hydraflow Hydrographs Extension
for Autodesk® Civil 3D® by Autodesk, Inc. v2022
Wednesday, 01 / 26 / 2022
Hyd. No. 3
Post Through Pond
Hydrograph type
= Reservoir
Peak discharge
= 0.147 cfs
Storm frequency
= 1 yrs
Time to peak
= 1442 min
Time interval
= 2 min
Hyd. volume
= 27,802 cuft
Inflow hyd. No.
= 2 - Post Developed to Pond
Max. Elevation
= 261.02 ft
Reservoir name
= Wet Pond
Max. Storage
= 35,706 cult
Storage Indication method used
Q (cfs)
21.00
18.00
15.00
12.00
• e�
3.00
0.00 -4— =
0 600
- Hyd No. 3
Post Through Pond
Hyd. No. 3 -- 1 Year
Q (cfs)
21.00
18.00
15.00
12.00
9.00
3.00
0.00
1200 1800 2400 3000 3600 4200 4800 5400 6000
Time (min)
Hyd No. 2 1 Total storage used = 35,706 cult

C.
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 =
8.830 ac
Basin Slope =
0.0 %
Tc method =
User
Total precip. =
1.00 in
Storm duration =
6.00 hrs
Wednesday, 01 / 26 / 2022
Peak discharge
= 0.319 cfs
Time to peak
= 152 min
Hyd. volume
= 2,674 cuft
Curve number
= 80.4
Hydraulic length
= 0 ft
Time of conc. (Tc)
= 5.00 min
Distribution
= SCS 6-Hr
Shape factor
= 484
1.0 Post -Developed to Pond
Hyd. No. 5 -- 1 Year
Q (cfs)
0.50
0.45
0.40
0.35
0.30
0.25
0.20
0.15
0.10
0.05
000
0 60 120 180 240 300 360 420
Hyd No. 5 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
Aax. Elevation
Reservoir name
= Wet Pond
Max. Storage
Storage Indication method used.
1.0inPost Throu h Pond
Wednesday, 01 / 26 / 2022
= 0.024 cfs
= 366 min
= 2,361 cuft
= 259.17 ft
= 2,514 cuft
. .
ONO
1 .11 11 :11 �11 111 .11 11 •:11 �11 .111

Hydrograph Summary Report Hydraflow Hydrographs Extension for Autodesk® Civil 3D0 by Autodesk, Inc. v2022
Hyd.
No.
Hydrograph
type
(origin)
Peak
flow
(cfs)
9.398
Time
interval
(min)
2
Time to
Peak
(min)
Hyd.
volume
(cult)
32,191
Inflow
hyd(s)
Maximum
elevation
(it)
Total
strge used
(cult)
Hydrograph
Description
1
SCS Runoff
726
--
-
Pre -Developed -Overall Site
2
SCS Runoff
27.54
2
716
55,618
—
---
Post Developed to Pond
3
Reservoir
0.621
2
942
42,511
2
261.18
39,276
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
259.00
0.000
1.0inPost Through Pond
Wet_pond#1.gpw
Return Period: 2 Year
Wednesday, 01 / 26 / 2022

10
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2022
Hyd. No. 1
Pre -Developed -Overall Site
Hydrograph type
= SCS Runoff
Peak discharge
Storm frequency
= 2 yrs
Time to peak
Time interval
= 2 min
Hyd. volume
Drainage area
= 8.830 ac
Curve number
Basin Slope
= 0.0 %
Hydraulic length
Tc method
= User
Time of conc. (Tc)
Total precip.
= 3.73 in
Distribution
Storm duration
= 24 hrs
Shape factor
M
. Me
4.00
2.00
0.00
0 120 240
Hyd No. 1
Pre -Developed -Overall Site
Hyd. No. 1 -- 2 Year
360 480 600 720 840
Wednesday, 01126 / 2022
= 9.398 cfs
= 726 min
= 32,191 cuft
= 67.4
= Oft
= 18.10 min
= Type II
= 484
Q (cfs)
10.00
we
LOOM
4.00
2.00
0.00
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 Peak discharge
Storm frequency = 2 yrs Time to peak
Time interval = 2 min Hyd. volume
Drainage area = 8.830 ac Curve number
Basin Slope = 0.0 % Hydraulic length
Tc method = User Time of conc. (Tc)
Total precip. = 3.73 in Distribution
Storm duration = 24 hrs Shape factor
Post Developed to Pond
Q (Cfs) Hyd. No. 2 -- 2 Year
28.00
11
Wednesday, 01 / 26 / 2022
= 27.54 cfs
= 716 min
= 55,618 cuft
= 80.4
= 0 ft
= 5.00 min
= Type II
= 484
Q (cfs)
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
0 120 240
Hyd No. 2
360 480
600 720 840 960 1080 1200
0, 00
1320 1440 1560
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.
Q (cfs)
28.00 -
24.00
20.00
16.00
12.00
: M
4.00
0.00
0 600
— Hyd No. 3
Post Through Pond
Hyd. No. 3 -- 2 Year
Wednesday, 01 / 26 / 2022
= 0.621 cfs
= 942 min
= 42,511 cuft
= 261.18ft
= 39,276 cuft
Q (cfs)
28.00
24.00
20.00
16.00
12.00
m
4.00
0.00
1200 1800 2400 3000 3600 4200 4800 6400 6000
Time (min)
Hyd No. 2 Total storage used = 39,276 cuft

15
Hydrograph Summary Report
Hydraflow Hydrographs Extension for AutodeskO Civil 3D® by Autodesk, Inc. v2022
Hyd.
No.
Hydrograph
type
(origin)
Peak
flow
(cfs)
Time
interval
(min)
Time to
Peak
(min)
Hyd.
volume
(cult)
Inflow
hyd(s)
Maximum
elevation
(ft)
Total
strge used
(cuft)
Hydrograph
Description
Pre -Developed -Overall Site
1
SCS Runoff
21.71
2
726
69,579
2
SCS Runoff
49.16
2
716
100,532
--
---
------
Post Developed to Pond
3
Reservoir
4.952
2
742
87,234
2
261.81
53,322
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
259.00
0.000
1.0inPost Through Pond
Wet_pond#1.gpw
Return Period: 10 Year
Wednesday, 01 / 26 / 2022

Hydrograph
Report
16
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2022
Hyd. No. 1
Pre -Developed -Overall Site
Hydrograph type = SCS Runoff Peak discharge
Storm frequency = 10 yrs Time to peak
Time interval = 2 min Hyd. volume
Drainage area = 8.830 ac Curve number
Basin Slope = 0.0 % Hydraulic length
Tc method = User Time of conc. (Tc)
Total precip. = 5.47 in Distribution
Storm duration = 24 hrs Shape factor
Pre -Developed -Overall Site
Q (cfs) Hyd. No. 1 -- 10 Year
Wednesday, 01 / 26 / 2022
= 21.71 cfs
= 726 min
= 69,579 cuft
= 67.4
= 0 ft
= 18.10 min
= Type II
= 484
Q (cfs)
24.00
24.00
20.00
20.00
16.00
16.00
12.00
12.00
8.00
8.00
4.00
4.00
0.00
0 120 240 360 480 600 720 840 960 1080 1200
— Hyd No. 1
0.00
1320 1440 1564
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
= 8.830 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
0 120 240
Hyd No. 2
Wednesday, 01 / 26 / 2022
Peak discharge
= 49.16 cfs
Time to peak
= 716 min
Hyd. volume
= 100,532 cuft
Curve number
= 80.4
Hydraulic length
= 0 ft
Time of conc. (Tc)
= 5.00 min
Distribution
= Type II
Shape factor
= 484
Post Developed to Pond
Hyd. No. 2 -- 10 Year
360- 480 600 720 -840
Q (cfs)
50.00
40.00
30.00
20.00
10.00
l- - 0.00
96.0 1080 1200 1320
Time (min)

Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2022
Hyd. No. 3
Post Through Pond
Hydrograph type
= Reservoir
Peak discharge
Storm frequency
= 10 yrs
Time to peak
Time interval
= 2 min
Hyd. volume
Inflow hyd. No.
= 2 - Post Developed to Pond
Max. Elevation
Reservoir name
= Wet Pond
Max. Storage
Storage Indication method used.
Q (cfs)
50.00
40.00
30.00
20.00
10.00
0.00
0 600-
Hyd No. 3
Post Through Pond
Hyd. No. 3 -- 10 Year
1200- 1800 2400
Hyd No. 2
18
Wednesday, 01 / 26 / 2022
= 4.952 cfs
= 742 min
= 87,234 cuft
= 261.81 ft
= 53,322 cuft
30.00- -3600 4200 480C 5400
1 Total storage used = 53,322 cuft
Q (cfs)
50.00
40.00
30.00
20.00
10.00
1 0.00
6000
Time (min)

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
(cult)
Inflow
hyd(s)
Maximum
elevation
(ft)
Total
strge used
(cuft)
Hydrograph
Description
1
SCS Runoff
44.48
2
724
139,192
----
----
Pre -Developed -Overall Site
2
SCS Runoff
84.04
2
716
176,377
------
---
-----
Post Developed to Pond
3
Reservoir
25.92
2
724
162,910
2
263.03
83,489
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
259.00
0.000
1.OinPost Through Pond
Wet_pond#1.gpw
Return Period: 100 Year
Wednesday, 01 / 26 / 2022

22
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc v2022
Hyd. No. 1
Pre -Developed -Overall Site
Hydrograph type
= SCS Runoff
Storm frequency
= 100 yrs
Time interval
= 2 min
Drainage area
= 8.830 ac
Basin Slope
= 0.0 %
Tc method
= User
Total precip.
= 8.21 in
Storm duration
= 24 hrs
Q (cfs)
50.00 -
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
Wednesday, 01 / 26 / 2022
= 44.48 cfs
= 724 min
= 139,192 tuft
= 67.4
= Oft
= 18.10 min
= Type II
= 484
Q (Cfs)
50.00
40.00
30.00
20.00
10.00
0.00 -1 ' ' ' 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Hyd No. 1 Time (min)

23
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc v2022
Hyd. No. 2
Post Developed to Pond
Hydrograph type
= SCS Runoff
Storm frequency
= 100 yrs
Time interval
= 2 min
Drainage area
= 8.830 ac
Basin Slope
= 0.0 %
Tc method
= User
Total precip.
= 8.21 in
Storm duration
= 24 hrs
Q (cfs)
90.00
80.00
70.00
60.00
50.00
40.00
30.00
20.00
10.00
0 00
Wednesday, 01 / 26 / 2022
Peak discharge
= 84.04 cfs
Time to peak
= 716 min
Hyd. volume
= 176,377 cuft
Curve number
= 80.4
Hydraulic length
= 0 ft
Time of cons. (Tc)
= 5.00 min
Distribution
= Type II
Shape factor
= 484
Post Developed to Pond
Hyd. No. 2 -- 100 Year
Q (cfs)
90.00
80.00
70.00
60.00
50.00
40.00
30.00
20.00
10.00
0 00
0 120 240 366 480 600 720 840 990 1080 1200 1320'
Time (min)
— Hyd No. 2

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.
Wednesday, 01 / 26 / 2022
= 25.92 cfs
= 724 min
= 162,910 cuft
= 263.03 ft
= 83,489 cuft
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WATER QUANTITY- WET POND #2

SUPPLEMENT-EZ COVER PAGE
FORMS LOADED
PROJECT INFORMATION
__I_.Project Name
Long Point Subdivision
2 Project Area ac
34.14
3 Coastal Wetland Area (ac)
-
4
Surface Water Area ac
-
5
Is this project High or Low Density?
High
6
1 Does this project use an off -site SCM?
No
COMPLIANCE WITH 02H .1003(4)
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 System
1
12
Bioretention Cell
0
13
Wet Pond
2
14
Stormwater Wetland
0
15
Permeable Pavement
0
16
Sand Filter
0
17
Rainwater Harvesting RWH
0
18
Green Roof
0
19
Level Spreader -Filter Strip LS-FS
0
20
Disconnected Impervious Surface (DIS)
0
21 ITreatment
Swale
0
22 1
Dry Pond
0
23
StormFilter
0
24
Silva Cell
0
25
Bayfilter
0
26
Filterra
0
FORMS LOADED
DESIGNER CERTIFICATION
27
Name and Title:
Carlo Pardo, PE
28
Or anization:
Bowman North Carolina, Ltd.
29
Street address:
4006 Barrett Drive, Suite 104
30
City, State, Zip:
Raleigh, NC 27609
31
Phone number(s):
919-553-6570
32
Email:
[e-mail]
Certification Statement
I certify, under penalty of law that thls 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.
17 ,'30it?1er
CA Rol
�.��,��0� �� �5 SIB ' I'�'q r'�•.
SEAL _
051571
rrrfrfl� ,AIL �U..saA
Signature of i]esigner
Date

DRAINAGE AREAS
1
Is this a high densit ro ect?
Yes
2
If so, number of drainage areas/SCMs
3
3
Does this project have low density areas?
No
4
If so, number of low density drainage areas
0
5
Is all/part of this project subject to previous rule
versions?
No
FORMS LOADED
DRAINAGE AREA INFORMATION
Entire Site
1
2
3
4
Type of SCM
Wet Pond
Wet Pond
Infiltration Basin
5
Total drainage area (sq ft
1487139 sf
384558
113843
424106
6
Onsite drainage area (sq ft
1487139 sf
384558
113843
424106
7
Offsite drainage area (sq ft
8
Total BUA in project (sq ft)
336735 sf
139536 sf
47257 sf
147943 sf
9
New BUA on subdivided lots (subject to permitting)
1 (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:
Parkin (sq ft
Sidewalk (sq ft
1766 sf
1766 sf
Roof (sq ft
242000 sf
104000 sf
26000 sf
112000 sf
Roadway (sq ft)
85615 sf
35536 sf
12137 sf
35943 sf
Future (sq ft
Other, please specify in the comment box
below (sq ft
7354 sf
7354 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 it)_
9318 sf
9318 sf
18
Percent BUA
22.64%
36.3%
42%
35%
19
Design storm inches
1.0 in
1.0 in
1.0 in
20
Design volume of SCM cu ft
12068 cf
4029 cf
12863 cf
21
Calculation method for design volume
Simple Method
I Simple Method
Sim le Method
ADDITIONAL
INFORMATION _
Please use this space to provide any additional information about the
22 drainage area(s):
Entire Site: Existing 9,318 sf Impervious Area to be removed from DA2
Other: Pool & Building from DA2
There is 1,999 sf of impervious roadway area that will bypass Wet Pond 2

WET POND
1 Draina a area number 1 2
2 Minimum required treatment volume (cu ft) 12068 cf 4029 cf
GENERAL MDC FROM 02H .1050
3 Is the SCM sized to treat the SW from all surfaces at build -out?
Yes
Yes
4 1 Is the SCM located away from contaminated soils?
Yes
Yes
5 What are the side slopes of the SCM H: ?
3:1
3:1
Does the SCM have retaining walls, gabion walls or other
6
engineer d side slopes?
No
No
7 Are the inlets, outlets, and receiving stream protected from erosion
10- ear storm)?
Yes
Yes
8 Is there an overflow or bypass for inflow volume in excess of the
desi n volume?
Yes
Yes
9 What is the method for clewaterin2 the SCM for maintenance?
Pump ( referred)
Pump referred)
10 If applicable, will the SCM be cleaned out after construction?
Yes
Yes
11 Does the maintenance access comply with General MDC (8)?
Yes
Yes
12 Does the drainage easement comply with General MDC (9)?
Yes
Yes
13 If the SCM is on a single family lot, does (will?) the plat comply with
General MDC 10 ?
N/A
N/A
14 Is there an O&M Agreement that complies with General MDC (11)?
Yes
Yes
15 Is there an O&M Plan that complies with General MDC (12)?
1 Yes
Yes
16 Does the SCM follow the devicespecific MDC?
Yes
Yes
17 Was the SCM designed by an NC licensedprofessional?
Yes
Yes
18 1 Sizing method used
SA✓DA
S/VDA
19 Has a stage/storage table been provided in the calculations?
Yes
Yes
20 Elevation of the excavated main pool depth (bottom of sediment
removal fmsl
250.00
247.00
21 Elevation of the main pool bottom (top of sediment removal) (fmsl)
251.00
248.00
22 Elevation of the bottom of the vegetated shelf fmsl
258.50
252.50
23 Elevation of the permanent pool fmsl
259.00
253.00
24 Elevation of the top of the ve etated shelf fmsl)
25 Elevation of the temporary pool (fmsl)
259.50
253.50
259.80
253.80
26 Surface area of the main permanent pool (square feet)
11690
2850
27 Volume of the main permanent pool cubic feet
42894 cf
6423 cf
28 Average depth of the main pool (feet)
4.47 ft
3.02 ft
29 Average depth equation used
Equation 3
Equation 3
30 If using equation 3, main pool perimeter (feet)
747.0 ft
274.0 ft
31 If using equation 3, width of submerged veg. shelf (feet)
3.0 ft
3.0 ft
32 Volume of the foreba (cubic feet)
8120 cf
1024 cf
33 Is this 15-20% of the volume in the mainpool?
Yes
Yes
34 Clean -out depth for foreba inches
18 in
18 in
35 Design volume of SCM (cu ft)
12068 cf
4029 cf
36 Is the outlet an orifice or a weir?
Orifice
Orifice
37 If orifice, orifice diameter (inches)
1.75 in
1.00 in
38 If weir, weir height inches
39 If weir, weir length inches
40 Drawdown time for the temporary pool (days)
2.52
2.40
41 Are the inlet(s) and outlet located in a manner that avoids short-
circuitin ?
Yes
Yes
42 Are berms or baffles provided to improve the flowpath?
Yes
Yes
43 Depth of forebay at entrance inches
30 in
30 in
44 Depth of forebay at exit (inches)
24 in
24 in
45 Does water flow out of the forebay in a non -erosive manner?
Yes
Yes
46 Width of the vegetated shelf (feet)
6 ft
6 ft
47 Slope of vegetated shelf (H:V)
6:1
6:1
48 Does the orifice drawdown from below the top surface of the
permanentpool?
Yes
Yes
49 Does the pond minimize impacts to the receiving channel from the 1-1Yes
r 24-hr storm?
Yes
Are fountains proposed? (If Y, please provide documentation that
50 MDC(9) is met.)
No
No
51 Is a trash rack or other device provided to protect the outlet system?
Yes
Yes
52 Are the dam and embankment planted in non -clumping turf grass?
Yes
Yes
53 Species of turf that will be used on the dam and embankment
Hybrid Bermuda
Hybrid Bermuda
54 1 Hasa plantina vlan been rovided for the vegetated shelf?
Yes
Yes
I lease use this space to provide any additional information about
55 the wet pond(s):
Entire Site: Existing 9,318 sf Impervious Area to be removed from DA2
There is 1.999 sf of impervious roadway area that will bypass Wet Pond 2
Wet Pond 1 1:21 PM 3/14/2022

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Bowman North Carolina, Ltd.
Long Point Subdivision, Moore County, NC
Curve Number Calculation (CN)
Pre -Developed Conditions
Drainage Area (acres 2.62
Existing Soil Groups:
Soil G "U Map Symbol Soil Description Acres Percent of DA
C VaB Blaney Loamy Sand 1.34 51%
C Val) Blaney Loamy Sand 1.28 49%
Existing Land Uses:
Land Use Description Existing Soil Grozrp Acres Curve # Weighted C!W
Wooded - Good Stand C 0.70 70 18.7
Open Space - Good Stand C 1.71 74 48.3
Impervious C 0.21 98 7,9
Cumulative Curve # = 74.9

Bowman North Carolina, Ltd.
Long Point Subdivision, Moore County, NC
Curve Number Calculation (CN)
Post -Developed Conditions
Drainage Area (acres 2.62
Existing Soil Groups:
soil Grouo Man Symbol Soil Description Acres Percent of DA
C VaB Blaney Loamy Sand 1.34 51%
C VaD Blaney Loamy Sand 1.28 49%
Proposed Land Uses:
Land Use Description Existing Soil Group Acres Curve # Weighted CN
Open Space - Good Condition C 1.53 74 43.2
Impervious Area -Proposed C 1.09 98 40.8
Cumulative Curve # = 84.0

Proposed Wet Pond #2
Project Information
Project Name: Long Point Subdivision
Project #:
Designed by: CEP Date: 3/14/2022
Revised by: Date:
Checked by: Date:
Site Information
Sub Area Location: Drainage To Proposed Wet Pond
Drainage Area (DA) = 2.62 Acres 113,843 sf
Impervious Area (IA) = 1.09 Acres 47,257 sf
Percent Impervious I = % 41.51 %
Required Surface Area
Permament Pool Depth: 3.02 ft
SA/DA = 1.55
Min Re 'd Surface Area = 1,769 sf at Permanent Pool
Required WQv Storage Volume
Design Storm = 1 inch Non -Coastal County
Determine Rv Value = 0.05 + .009 (1) = 0.424 in/in
Storage Volume Required = 4,029 cf (above Permanent Pool)
Elevations
Top of Pond Elevation =
257.00 ft
Temporary Pool Elevation =
253.80 ft
Permanent Pool Elevation =
253.00 ft
Shelf Begining Elevation =
253.50 ft
Forebay Weir =
252.00 ft
Shelf Ending Elevation =
252.50 ft
Bottom Elevation =
248.00 ft
Permanent Pool Area
Area @ Top of Permanent Pool = 2,850 sf
Volume of Temporary Storage = 4,054 cf
Is Permenant Pool Surface Area Sufficient (yes/no)?
Yes
( 2850 >
1769 ) sf
Volume of Storage for Design Storm = 4,054
Yes
( 4054 >
4029 ) cf

Incremental Drawdown Time
STORMWATER POND #2
INCREMENTAL DRAWDOWN METHOD -Water Quality Volume
Project Information
Project Nar Long Point Subdivision
Project #:
asigned by: CEP Date: 3/14/2022
iecked by: Date:
Water Quality Orifice
` Incremental Determination of Water Quality Volume Drawdown Time
Zone 2
Orifice Diameter (D) =
Cd =
Ei =
Zone 1 Range =
Zone 2 Range =
Zone 3 Range =
Q3 = 0.0437 CD * D2 (Z-D/24-Ei)^(112)
Q2 = 0.372 CD " D•(Z-Ei)1(3"23
Q,=0
1 In
0.6
253
Orifice Inv.
0.00
to 253
253
to 253.1
253.1
to 254
Incremental Drawdown Method
Countour
Contour
Area
Incremental
Volume
Stage, Z
Zone
Q
Drawdown
Time
sq ft
cu ft
ft
cfs
min
253.00
4,180
0
0.00
2.00
0.000
253.50
5360
2.385
0.50
3.00
0.018
2.239
253.80
5765
1,661
0.30
3.00
0.023
1,218
Total
--
4,054
—
3.458
Drawdown Time = Incremental Volume / Q / 60sec/min
Summary
Total Volume = 4,064 cf
Total Time = 3,458 min
Total Time = 2.40 days
3/14/2022 Prop Wet Pond- new design-#2 1 of 1

Project: Pond #1 Date: 1/26/2022
Main -Pond Contours -Volumes
Elevation
Main -Pond Incremental Vol.
Accumulated Vol.
Description
256
2,850
1,228
6,423
A2 (Perm —Pool)
255.5
2,060
975
5,195
Al (Bottom_Shelf)
255
1,840
1,633
4,220
254
1,425
1,230
2,588
253
1,035
848
1,358
252
660
510
510
A3(Bottom_Pond)
251
360
0
0
A3 (Bottom —Pond)
Forebay Contours -Volumes
Elevation
FB1
FB2 FB3 Total -Areas
Incremental Vol.
Accumulated Vol.
256
1,175
1,175
513
1,024
255.5
875
875
341
511
255
490
490
170
170
254.5
190
190
0
0
Forebay Volume
Average Depth (Option 1)
Average Depth Calculation (Option 2)
Vpp
permeter of shelf
width of shelf
Al (Bottom —Shelf):
15.9% *Between 15% & 20%
2.52 *At least 3' average depth
6,423
274
3
2,060
Average Depth = 3.02

Project Information
Site Information
Proposed Wet Pond #2
Project Name: Long Point Subdivision
Project #:
Designed by: CEP Date: 3/14/2022
Revised by: Date:
Checked by: Date:
Sub Area Location:
Drainage
to Proposed Pond
Drainage Area (DA) =
2.62
Acres
Impervious Area (IA) =
1.09
Acres
Percent Impervious (1) =
41.51
% (Drainage Area)
Orifice Sizing
Orifice Size = 1.00 in
Drawdown Time = 2.84 days
less than 5 days (yes/no) ? yes
greater than 2 day (yes/no) ? yes
Anti -Flotation Device
4' x 4' Outlet Structure
Area:
16.0
sf
Volume:
144.0
cf
Weight:
8986
Ibs
Factor of Safety
1.20
WT Req'd of Anti -Flotation Device:
10,783
Ibs
Volume of Concrete Req'd:
71.9
cf
(Diameter)
(Incremental Draw Down Method)
(Water Displaced - Top of Pond to Bottom of Pond)
(Unit WT of Concrete = 150 pcf)
Volume Provided: 101.5 cf (4'x4' riser x 4.0' = 64sf, 5'x5' footing x 1.5'=37.5cf)

I I
fi Ct'FV'--
I
T LLJ d
1
lieyf �y1. t
i rLlin
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L.L.]_�!__
CD

STORMWATER MANAGEMENT DESIGN WET DETENTION POND #2:
RIVER BASIN:
RECEIVING STREAM:
STREAM INDEX:
STREAM CLASS:
HUC:
PROJECT COORDINATES:
POND DESIGN SUMMARY
CAPE FEAR
LITTLE RIVER (LOWER LITTLE RIVER)
18-23-(10.7)
WS-III; HQW
0303000403
35.237786°N,-79.278200°W
DRAINAGE AREA TO POND: 2.62 ACRES
SITE IMPERVIOUS AREA TO POND: 1.09 ACRES
OFF -SITE DESIGN IMPERVIOUS AREA TO POND: 0.0 ACRES
TOTAL DESIGN IMPERVIOUS AREA TO POND: 1.09 ACRES
PRE -DEVELOPED
POST
-DEVELOPED
POST DEVELOPED
TO POND
TO POND
THROUGH POND
DRAINAGE AREA:
2.62 AC
2.62
AC
CURVE NUMBER:
74.9
84.0
TIME OF CONCENTRATION:
10 MIN
5 MIN
1.0" STORM EVENT:
0.413
CFS
0.012 CFS
1-YEAR STORM EVENT:
3.729 CFS
7.925
CFS
0.038 CFS
2-YEAR STORM EVENT:
5.452 CFS
10.33
CFS
0.247 CFS
10-YEAR STORM EVENT:
10.69 CFS
16.91
CFS
4.484 CFS
100-YEAR STORM EVENT;
19.60 CFS
27.19
CFS
20.56 CFS
STAGE/STORAGE TABLE
STAGE (FT)
ELEVATION (FT)
CONTOUR AREA
(SF)
INCREMENTAL
STORAGE (CF)
TOTAL STORAGE
(CF)
0.0
253.0
4180
0
0
0.5
253.5
5360
2385
2385
0.8
253.8
5765
1669
4054 (WOV)
1.0
254.0
6040
1181
5234
2.0
255.0
6760
6400
11634
3.0
256.0
8165
7463
19097
4.0
257.0
9590
8878
27974

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rno nr STRUCTURE NOT SHOWN FOR CLARITY
BLE TRASH RACK)
OUTLET CONTROL STRUCTURE - INCREMENTAL WEIR
SCALE: N.T.S.
RISER STRUCTURE _
4" PVC SCREW CAP -_
FOR CLEANING ACCESS �..
12" MIN. EXTEND 4"
P vC
THROUGH
RISER
STRUCTURE
4"x4" PVC TEE --__
PERM. POND ELEV.=253.0
12" MIN.
1"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
Monday, 03 / 14 / 2022
Pond No. 1 - Wet Pond
Pond Data
Contours -User-defined contour areas. Average end area method used for volume calculation. Begining Elevation = 253.00 ft
Stage / Storage Table
Stage (ft) Elevation (ft)
Contour area (sgft)
Incr. Storage (cuft)
Total storage (cuft)
0.00 253.00
4,180
0
0
0.50 253.50
5,360
2,385
2,385
0.80 253.80
5,765
1,669
4,054
1.00 254.00
6,040
1,181
5,234
2.00 255.00
6,760
6,400
11,634
3.00 256.00
8.165
7,463
19,097
4.00 257.00
9,590
8,878
27,974
Culvert / Orifice Structures
Weir Structures
[A]
[B]
[C]
[PrfRSr]
[A] [B]
[C] [D]
Rise (in) = 24.00
1.00
Inactive
Inactive
Crest Len (ft)
= 4.00 12.00
Inactive Inactive
Span (in) = 24.00
1.00
0.00
0.00
Crest El. (ft)
= 255.20 255.70
0.00 0.00
No. Barrels = 1
1
0
0
Weir Coeff.
= 3.33 2.60
3.33 3.33
Invert El. (ft) = 253.00
253.00
0.00
0.00
Weir Type
= Rect Broad
--- ---
Length (ft) = 73.00
0.50
0.00
0.00
Multistage
= Yes Yes
No No
Slope (%) = 4.11
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)
4.00
3.00
. 2.00
1.00
Note: Culvertl0rifice outflows are analyzed under inlet (ic) and outlet (oc) control. Weir risers checked for orifice conditions (ic) and submergence (s)
Stage / Discharge
Elev (ft)
257.00
256.00
lKiNIUM]
254.00
253 00
0.00 3.00 6.00 9.00 12.00 15.00 18.00 21.00 24.00 27.00
Total Q Discharge (cfs)

Hydrograph Summary Report Hydraflow Hydrographs Extension for AutodeskO Civil 3D0 by Autodesk, Inc. v2022
Hyd.
No.
Hydrograph
type
(origin)
Peak
flow
WS)
Time
interval
(min)
Time to
Peak
(min)
Hyd.
volume
(cuft)
Inflow
hyd(s)
Maximum
elevation
(ft)
Total I
strge used
(cuft)
Hydrograph
Description
1
SCS Runoff
3.729
2
722
9,951
--
--
--
Pre -Developed -Overall Site
2
SCS Runoff
7.017
2
716
14,183
- --
------
------
Post Developed to Pond
3
Reservoir
0.038
2
1444
9,603
2
255.13
12,579
Post Through Pond
5
SCS Runoff
0.250
2
152
1,354
------
--
------
1.0 Post -Developed to Pond
6
Reservoir
0.012
2
366
1,262
5
253.26
1,240
1.0inPost Through Pond
Wet_pond#2.gpw
Return Period: 1 Year
Monday, 03 / 14 / 2022

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 = 2.620 ac Curve number
Basin Slope = 0.0 % Hydraulic length
Tc method = User Time of conc. (Tc)
Total precip. = 3.09 in Distribution
Storm duration = 24 hrs Shape factor
z
Monday, 03 / 14 / 2022
= 3.729 cfs
= 722 min
= 9,951 cuft
= 74.9
= 0 ft
= 10.00 min
= Type II
= 484
Q (cfs)
4.00
Pre -Developed -Overall Site
Hyd. No. 1 -- 1 Year
Q (cfs)
4.00
3.00
2.00
3.00
2.00
1.00
1.00
0.00
0 120 240 360 480 600 720 840 960 1080 1200
— Hyd No. 1
l' - 0.00
1320 1440 1560
Time (min)

3
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil
3D® by Autodesk, Inc. v2022
Monday, 03 / 14 / 2022
Hyd. No. 2
Post Developed to Pond
Hydrograph type
= SCS Runoff Peak discharge
= 7.017 cfs
Storm frequency
= 1 yrs
Time to peak
= 716 min
Time interval
= 2 min
Hyd. volume
= 14,183 cuft
Drainage area
= 2.620 ac Curve number
= 84
Basin Slope
= 0.0 %
Hydraulic length
= 0 ft
Tc method
= User
Time of conc. (Tc)
= 5.00 min
Total precip.
= 3.09 in
Distribution
= Type II
Storm duration
= 24 hrs
Shape factor
= 484
-
Post Developed to Pond
Q (Cfs)
Hyd. No. 2 -- 1 Year
Q (cfs)
8.00
8.00
6.00
6.00
4.00
4.00
-
2.00
2.00
0.00
-
- = 0.00
0 120 240
360 480 600 720 840 960 1080
1200 1320 1440
-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.
Q (cfs)
8.00
. MI
4.00
2.00
W
Post Through Pond
Hyd. No. 3 -- 1 Year
Monday, 03 / 14 / 2022
= 0.038 cfs
= 1444 min
= 9,603 cuft
= 255.13 ft
= 12,579 cuft
Q (cfs)
8.00
4.00
2.00
Now
0 600 1200 1800 2400 3000 3600 4200 4800 5400 6000
Time (min)
— Hyd No. 3 Hyd No. 2 1 Total storage used = 12,579 cult

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 =
2.620 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
Monday, 03 / 14 / 2022
Peak discharge
= 0.250 cfs
Time to peak
= 152 min
Hyd. volume
= 1,354 cuft
Curve number
= 84
Hydraulic length
= 0 ft
Time of conc. (Tc)
= 5.00 min
Distribution
= SCS 6-Hr
Shape factor
= 484
1.0 Post -Developed to Pond
Hyd. No. 5 -- 1 Year
Q (cfs)
0.50
0.45
0.40
0.35
0.30
0.25
0.20
0.15
0.10
0.05
000
0 60 120 180 240 300 360 420
Hyd No. 5 Time (min)

7
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2022
Hyd. No. 6
1.0inPost Through Pond
Hydrograph type
= Reservoir
Peak discharge
Storm frequency
= 1 yrs
Time to peak
Time interval
= 2 min
Hyd. volume
Inflow hyd. No.
= 5 - 1.0 Post -Developed to Pond/lax.
Elevation
Reservoir name
= Wet Pond
Max. Storage
Storage Indication method used.
Q (cfs)
1.0inPost Through Pond
Hyd. No. 6 -- 1 Year
Monday, 03 / 14 / 2022
= 0.012 cfs
= 366 min
= 1,262 cuft
= 253.26 ft
= 1,240 cuft
Q (cfs)
0
480 960 1440 1920 2400 2880 3360 3840
Hyd No. 6 Hyd No. 5 - _- -1 Total storage used = 1,240 cuft
4320
Time (min)

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
(cuft)
Inflow
hyd(s)
Maximum
elevation
(ft)
Total
strge used
(cuft)
Hydrograph
Description
1
SCS Runoff
5.452
2
722
14,323
— -
Pre -Developed -Overall Site
2
SCS Runoff
9.366
2
716
19,035
------
---
Post Developed to Pond
3
Reservoir
0.247
2
886
14,069
2
255.25
13,498
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
253.00
0,000
1.0inPost Through Pond
Wet_pond#2.gpw
Return Period: 2 Year
Monday, 03 / 14 / 2022

Hydrograph
Report
10
Hydraflow Hydrographs Extension for Aulodesk® Civil 3D® by Autodesk, Inc. v2022
Monday, 03 / 14 ! 2022
Hyd. No. 1
Pre -Developed -Overall Site
Hydrograph type
= SCS Runoff
Peak discharge
= 5.452 cfs
Storm frequency
= 2 yrs
Time to peak
= 722 min
Time interval
= 2 min
Hyd. volume
= 14,323 cuft
Drainage area
= 2.620 ac
Curve number
= 74.9
Basin Slope
= 0.0 %
Hydraulic length
= 0 ft
Tc method
= User
Time of conc. (Tc)
= 10.00 min
Total precip.
= 3.73 in
Distribution
= Type II
Storm duration
= 24 hrs
Shape factor
= 484
Pre -Developed -Overall Site
Q (cfs) Hyd. No. 1 -- 2 Year Q (cfs)
6.00 6.00
5.00 5.00
4.00 4.00
3.00 3.00
2.00 2.00
1.00 1.00
0.[)r1 — 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
Storm frequency
= 2 yrs
Time interval
= 2 min
Drainage area
= 2.620 ac
Basin Slope
= 0.0 %
Tc method
= User
Total precip.
= 3.73 in
Storm duration
= 24 hrs
Monday, 03 / 14 / 2022
Peak discharge
= 9.366 cfs
Time to peak
= 716 min
Hyd. volume
= 19,035 cuft
Curve number
= 84
Hydraulic length
= 0 ft
Time of conc. (Tc)
= 5.00 min
Distribution
= Type II
Shape factor
= 484
Post Developed to Pond
Q (cfs) Hyd. No. 2 -- 2 Year Q (cfs)
10.00
8.00
6.00
4.00
2.00
0 00
10.00
8.00
6.00
4.00
2.00
0 00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440
Hyd No. 2 Time (min)

12
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk@ Civil 3[)@ 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
WE
MIX
4.00
2.00
0.00
0
600
Hyd No. 3
Post Through Pond
Hyd. No. 3 -- 2 Year
Monday, 03 / 14 / 2022
= 0.247 cfs
= 886 min
= 14,069 cuft
= 255.25 ft
= 13,498 cult
Q (cfs)
10.00
M
MIX
4.00
0.00
1200 1800 2400 3000 3600 4200 4800 5400 6000
Hyd No. 2 1 Total storage used = 13,498 cult Time (min)

15
Hydrograph Summary Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2022
Hyd.
No.
Hydrograph
type
(origin)
Peak
flow
(cfs)
Time
interval
(min)
Time to
Peak
(min)
Hyd.
volume
(cult)
Inflow
hyd(s)
Maximum
elevation
(ft)
Total
strge used
(cuft)
Hydrograph
Description
1
SCS Runoff
10.69
2
720
27,721
Pre -Developed -Overall Site
2
SCS Runoff
15.91
2
716
33,017
-
—
—
Post Developed to Pond
3
Reservoir
4.484
2
724
28,031
2
255.68
16,713
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
253.00
0.000
1.0inPost Through Pond
Wet pond#2.gpw
Return Period: 10 Year
Monday, 03 / 14 / 2022

16
Hydrograph Report
HydraFlow Hydrographs Extension for Autodesk® Civil 3130 by Autodesk, Inc. v2022
Hyd. No. 1
Pre -Developed -Overall Site
Hydrograph type =
SCS Runoff
Peak discharge
Storm frequency =
10 yrs
Time to peak
Time interval =
2 min
Hyd. volume
Drainage area =
2.620 ac
Curve number
Basin Slope =
0.0 %
Hydraulic length
Tc method =
User
Time of conc. (Tc)
Total precip. =
5.47 in
Distribution
Storm duration =
24 hrs
Shape factor
10.00
e
. 11
4.00
2.00
n nn
0
Pre -Developed -Overall Site
Hyd. No. 1 -- 10 Year
Monday, 03 / 14 / 2022
= 10.69 cfs
= 720 min
= 27,721 cuft
= 74.9
= Oft
10.00 min
= Type II
= 484
Q (cfs)
12.00
10.00
KIR
.W
4.00
2.00
o.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
= 2.620 ac
Basin Slope
= 0.0 %
Tc method
= User
Total precip.
= 5.47 in
Storm duration
= 24 hrs
15.00
12.00
M
. IX
3.00
0.00
0
Monday, 03 / 14 / 2022
Peak discharge
= 15.91 cfs
Time to peak
= 716 min
Hyd. volume
= 33,017 cuft
Curve number
= 84
Hydraulic length
= 0 ft
Time of conc. (Tc)
= 5.00 min
Distribution
= Type II
Shape factor
= 484
Post Developed to Pond
Hyd. No. 2 -- 10 Year -
120 240 360 480 600 720
Hyd No. 2
Q (cfs)
18.00
15.00
12.00
we]
3.00
0-00
840 960 1080 1200 1320
Time (min)

18
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk@ Civil 3D® by Autodesk, Inc. v2022
Hyd. No. 3
Post Through Pond
Hydrograph type
= Reservoir
Peak discharge
Storm frequency
= 10 yrs
Time to peak
Time interval
= 2 min
Hyd. volume
Inflow hyd. No.
= 2 - Post Developed to Pond
Max. Elevation
Reservoir name
= Wet Pond
Max. Storage
Storage Indication method used.
15.00
12.00
H. We
3.00
Monday, 03 / 14 / 2022
= 4.484 cfs
= 724 min
= 28,031 cuft
= 255.68 ft
= 16,713 cuft
Post Through Pond
Hyd. No. 3 -- 10 Year
Q (cfs)
18.00
15.00
12.00
ME
6.00
3.00
0.00
120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Hyd No. 3 — - Hyd No. 2 1 Total storage used = 16,713 cult Time (min)

21
Hydrograph Summary Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D® by Autodesk, 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
= 2.620 ac
Basin Slope
= 0.0 %
Tc method
= User
Total precip.
= 8.21 in
Storm duration
= 24 hrs
22
Monday, 03 / 14 / 2022
Peak discharge
= 19.60 cfs
Time to peak
= 720 min
Hyd. volume
= 51,195 cuft
Curve number
= 74.9
Hydraulic length
= 0 ft
Time of conc. (Tc)
= 10.00 min
Distribution
= Type II
Shape factor
= 484
Pre -Developed -Overall Site
Q (cfs) Hyd. No. 1 -- 100 Year Q (cfs)
21.00
18.00
15.00
12.00
9.00
6.00
3.00
000
21.00
18.00
15.00
12.00
9.00
6.00
3.00
0 QO
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Hyd No. 1 Time (min)

Hydrograph
Report
23
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2022
Hyd. No. 2
Post Developed to Pond
Hydrograph type = SCS Runoff Peak discharge
Storm frequency = 100 yrs Time to peak
Time interval = 2 min Hyd. volume
Drainage area = 2.620 ac Curve number
Basin Slope = 0.0 % Hydraulic length
Tc method = User Time of conc. (Tc)
Total precip. = 8.21 in Distribution
Storm duration = 24 hrs Shape factor
Monday, 03 / 14 / 2022
= 26.26 cfs
= 716 min
= 56,145 cuft
= 84
= 0 ft
= 5.00 min
= Type II
= 484
Q (cfs)
28.00
Post Developed to Pond
Hyd. No. 2 -- 100 Year
Q (cfs)
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
0 120
Hyd No. 2
240 360
0.00
480 600 720 840 960 1080 1200
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.
Monday, 03 / 14 / 2022
= 20.56 cfs
= 720 min
= 51,140 cuft
= 256.20 ft
= 20,912 cuft
Post Through Pond
Q (cfs) Hyd. No. 3 -- 100 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
OM 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Time (min)
Hyd No. 3 Hyd No. 2 i Total storage used = 20,912 cult

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WATER QUANTITY -INFILTRATION BASIN #3

SUPPLEMENT-EZ COVER PAGE
f FORMS LOADED
PROJECT 1NFORMATION
1
Project Name
Long Point Subdivision
2
Project Area ac
34.14
3
Coastal Wetland Area (ac)
-
4
Surface Water Area ac
5
Is this 2roject High or Low Density?
Hi h
6
Does this project use an off -site SCM?
No
COMPLIANCE WITH 021-1.1003 4
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 System
1
12
Bioretention Cell
0
13
Wet Pond
2
14
Stormwater Wetland
0
15
Permeable Pavement
0
16
Sand Filter
0
17
Rainwater Harvesting RWH
0
18
Green Roof
0
19
Level Spreader -Filter Strip LS-FS
0
20
Disconnected Impervious Surface (DIS)
0
21
Treatment Swale
0
22
Dry Pond
0
23
StormFilter
0
24
Silva Cell
0
25
Bayfilter
Filterra
0
26
0
FORMS LOADED
DESIGNER CERTIFICATION
27
Name and Title:
28
Organization:
29
Street address:
30
City. State Zip:
31
Phone number(s):
Email:
32
- - — - - --1
Carlo Pardo. PE
an North Carolina, Ltd.
3arrett Drive, Suite 104
aleiyh. NC 27609 _
919-553-6570
irdo0bowman.com
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.
01� flllll11)ill,
,
C A R0�I��''�f
9<1
SEAL
05157
rr��rrir'q 0..E p ASP' N
//ItbwA I It I% "
Signat of Designer
Date

DRAINAGE AREAS
1
Is this a hi h density roiect?
Yes
2
If so, number of draina a areas/SCMs
3
3
Does this project have low density areas?
No
4
If so, number of low density drainage areas
0
5
Is all/part of this project subject to previous rule
versions?
Nd
FORMS LOADED
DRAINAGE AREA INFORMATION
Entire Site
1
2
4
Type of SCM
Wet Pond
Wet Pond
Infiltration Basin
5
Total drainage area (sq ft
1487139 sf
384558
113843
424106
6
Onsite draina a area (sq ft
1487139 sf
384558
113843
424106
7
Offsite drainage area (sq ft
8
Total BUA in project (sq ft)
336735 sf
139536 sf
47257 sf
147943 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 Lsq ft
Sidewalk (sq ft
1766 sf
1766 sf
Roof (sq ft)
242000 sf
104000 sf
26000 sf
112000 sf
Roadway (sq ft)
85615 sf
35536 sf
12137 sf
35943 sf
Future (sq ft)
Other, please specify in the comment box
below (sq ft
7354 sf
7354 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
ermittin s ft
16
Existing BUA that is already permitted (sq ft
17
Existina BUA that will be removed s ft
9318 sf
9318 sf
18
Percent BUA
22.64%
36.3%
42%
35%
19
Design storm inches
1.0 in
1.0 in
1.0 in
20
Design volume of SCM cu ft
12068 cf
4029 cf
12863 cf
21
Calculation method for design volume
Simple Method
Simple Method
1 Simple Method
OVAL 1NFORWh4TION
I(Please use this space to provide any additional information about the
22 drainage area(s):
Entire Site: Existing 9,318 sf Impervious Area to be removed from DA2
Other: Pool & Building from DA2
There is 1,999 sf of impervious roadway area that will bypass Wet Pond 2

INFILTRATION SYSTEM
1 Drains a area number 3
2 Minimum required treatment volume (cu ft) 12863 cf
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 comply with General MDC (8)?
Yes
12
Does the drainage easement comply with General MDC (9)?
Yes
13
If the SCM is on a single family lot, does (will?) the plat comply with
General MDC 10 ?
N/A
14
Is there an O&M Agreement that complies with General MDC (11)?
Yes
15
1 Is there an O&M Plan that complies with General MDC 12)?
Yes
16
jDoes the SCM follow the device specific MDC?
Yes
17 lWas
the SCM designed by an NC licensed professional?
Yes
18 1 Proposed slope of the subgrade surface (%) 0%
19 jAre terraces or baffles provided? No
20 ITyee ofpretreatment: Forebay
c. n. n..m
21
Was the soil investigated in the footprint and at the elevation of the
infiltrations stem?
Yes
22
SHWT elevation (fmsl)
241.00
23
Depth to SHWT per soils report (in)
87.60
24
Ground elevation at borin2 in soils report (fmsl)
248.30
a detailed hydrogeologic study attached if the separation is
between 1 and 2 feet?
N/A
[265Is
2
Soil infiltration rate (in/hr)
11.00
27
Factor of safety (FS) (2 is recommended):
2.00
Elevations
Bottomelevation (fmsl) 246 ft
U
Stora a elevation (fmsl) 247.1 ft
B pass elevation (fmsl) 249.9 ft
For Basins Only
32
Bottom surface area (ft) 11195 ft
33 1
Storage elevation surface area (ft2 13240. ft
Fnr Trenches Only
34
Length (ft)
35
Width (ft)
36
Perforated pipe diameter, if applicable (inches)
37
Number of laterals
38
Total length of perforated piping
39
Stone type, if applicable
40
Stone porosity (%
41
Is stone free of fines?
42
Is the stone wrapped in geotextile fabric?
43
Has at least one inspection port been provided?
votumes/Drawdown
44 Design volume of SCM (cu ft) 12863 cf
45 Time to draw down (hours) •5 hrs
ADDITIONAL INFORMATION
46 Please use this space to provide any additional information about the
infiltration system(s);
Infiltration 1 3:02 PM 3/14/2022

Bowman North Carolina, Ltd.
Long Point Subdivision, Moore County, NC
Curve Number Calculation (CN)
Pre -Developed Conditions
Drainage Area (acres): 9.74
Existing Soil Groups:
soil Grouo Man Symbol Soil Description
Acres
Percent of DA
C GhB Blaney Loamy Sand
0.33
3%
C VaD Blaney Loamy Sand
2.69
28%
C VaB Blaney Loamy Sand
6.54
67%
B/D We Blaney Loamy Sand
0.18
2%
ft sed Land Uses:
Land Use Description Existing Soil Group Acres
Curve #
Weighled CN
Wooded - Good Stand B 0.10
55
0.6
Wooded - Good Stand C 0.52
70
3.7
Open Space - Good Stand B 0.08
61
0.5
Open Space - Good Stand C 9.04
74
68.7
Cumulative Curve # =
73.5

Bowman North Carolina, Ltd.
Long Point Subdivision, Moore County, NC
Curve Number Calculation (CN)
Post -Developed Conditions
Drainage Area (acres): 9.74
Existing Soil Groups.
Soil Grouo Map Symbol Soil Description
Acres
Percent of DA
C GhB Blaney Loamy Sand
0.33
3%
C VaD Blaney Loamy Sand
2.69
28%
C VaB Blaney Loamy Sand
6.54
67%
B/D We Blaney Loamy Sand
0.18
2%
Existing Lar d_Uses:
Land Use Description Existing Soil Group Acres
Curve #
Weighted CN
Open Space - Good Stand B 0.18
61
1.1
Open Space - Good Stand C 6.16
74
46.8
Impervious C 3.40
98
34.2
Cumulative Curve # =
82.1

Infiltration Basin Design
Site Information
Sub Area Location: Drainage To Infiltration Basin
Drainage Area (DA) = 9.74 Acres 424106 sf
Impervious Area (IA) = 3.40 Acres 147943 sf
Percent Impervious /l = 34.9 %
Required Water Quality Volume
Design Storm = t inch
Determine Rv Value = 0.05 + .009 (1) = 0.36 in/in
Water Quality Volume = 0.295 ac-ft
Water Quality Volume = 12,863 cf
Water Quality Volume = 0.364 inches of runoff
NOAA 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) =
12862.8 cf
Hydraulic Conductivity of Soil =
11.00 in/hr
Max Dewatering Time =
72 hours
SA =
389.8 sf
Drawdown Time
T =
FS - (DV"12)/(K*SA)
Factor of Safety (FS) =
2
Design Volume (DV) =
12862.8 cf
Hydraulic Conductivity of Soil =
11.00 in/hr
Surface Area Provided =
11195 sf
Drawdown Time =
2.5 hours

4i 4 4
(1) C)- Ga
A 4
m
Lil T
4
.i.
-.i

STAGE/STORAGE TABLE
STAGE (FT)
ELEVATION (FT)
CONTOUR AREA
(SF)
INCREMENTAL
STORAGE (CF)
TOTAL STORAGE
(CF)
0.0
246.0
11195
0
0
1.0
247.0
12725
11960
11960
1.1
247.1
12880
1280
13240 (WQV)
2.0
248.0
14310
12236
25476
3.0
249.0
15950
15130
40606
4.0
250.0
17650
16800
57406
5.0
251.0
19405
18528
75933
6.0
252.0
21215
20310
96243
STORMWATER MANAGEMENT DESIGN INFILTRATION SYSTEM #3:
RIVER BASIN:
RECEIVING STREAM:
STREAM INDEX:
STREAM CLASS:
HUC:
PROJECT COORDINATES:
POND DESIGN SUMMARY
CAPE FEAR
LITTLE RIVER (LOWER LITTLE RIVER)
18-23-(10.7)
WS-III; HQW
0303000403
35.237786°N,-79.278200°W
DRAINAGE AREA TO POND: 9.74 ACRES
SITE IMPERVIOUS AREA TO POND: 3.40 ACRES
OFF -SITE DESIGN IMPERVIOUS AREA TO POND: 0.0 ACRES
TOTAL DESIGN IMPERVIOUS AREA TO POND: 3.40 ACRES
PRE -DEVELOPED
POST
-DEVELOPED
POST
DEVELOPED
TO POND
TO POND
THROUGH POND
DRAINAGE AREA:
9.74 AC
9.74
AC
CURVE NUMBER:
73.5
82.1
TIME OF CONCENTRATION:
18.8 MIN
5 MIN
1.0" STORM EVENT:
1.038
CFS
0.000
CFS
1-YEAR STORM EVENT:
9.970 CFS
26.78
CFS
0.000
CFS
2-YEAR STORM EVENT:
14.97 CFS
35.56
CFS
0.000
CFS
10-YEAR STORM EVENT:
30.41 CFS
59.93
CFS
0.000
CFS
100-YEAR STORM EVENT:.
57.06 CFS
98.37
CFS
35.50
CFS

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Hydrograph
Report
11
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc, v2022
Monday, 03 / 14 / 2022
Hyd. No. 3
Post Through SCM
Hydrograph type
= Reservoir
Peak discharge
= 35.50 cfs
Storm frequency
= 100 yrs
Time to peak
= 12.03 hrs
Time interval
= 2 min
Hyd. volume
= 44,749 cuft
Inflow hyd. No.
= 2 - SCM Post-Develop`&&ervoir
name
= BMP Pond
Max. Elevation
= 251.13 ft
Max. Storage
= 78,579 cuft
Storage Indication method used. Exfiltration extracted from Outflow.
Hydrograph Discharge Table
(Printed values -
1-00% of Qp.)
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
11.93 95.10 << 250.15 ----- -- - - -
-- 3.343 -----
----- - 4.562
3.343
11.97 92.00 250.66 ----- ----- -----
- -- 17.29 -----
----- ----- 4.790
17.29
12.00 72.20 251.01
30.27 -----
--- - -- 4.944
30.27
12.03 45.37 251.13 << ----- ----
-- - 35.50 -
--- - - 5.001
35.50
12.07
24.96
251.10
- -- ---- -- 34.28
4.988
34.28
12.10
15.49
251.00
---- ---- - ----- 30.09 -----
--- - - 4.942
30.09
12.13
12.74
250.88
---- - ---- ----- 25.34 -----
----- - -- 4.889
25.34
12.17
12.20
250.78
-- - 21.49 --
-- - - -- 4.843
21.49
12.20
11.69
250.70
---- ---- - - - 18.50 -
- 4.806
18.50
12.23
11.18
250.63
--- -- - ---- 16.16 -----
----- ----- 4.775
16.16
12.27
10.66
250.57
----- ----- ----- .... 14.25 ---
- -- --- 4.748
14.25
12.30
10.15
250.52
- - - 12.67
- --- - 4.726
12.67
12.33
9.629
250.47
----- ---- ---- -- 11.34 - -
--- - 4.706
11.34
12.37
9.111
250.43
---- ---- ----- ----- 10.20 -----
----- ----- 4.688
10.20
12.40
8.592
250.40
----- ---- ----- --- 9.168 ----
-- ---- 4.673
9.169
12.43
8.070
250.37
-- --- --- 8.309 - -
----- ---- 4.658
8.309
12.47
7.546
250.34
--- - -- ----- ----- 7,505 ----
----- ----- 4.644
7.505
12.50
7.022
250.31
----- ---- -- - 6.746
- - 4.631
6.746
12.53
6.539
250.28
--- -- - _ 6.090
----- - 4.619
6.090
12.57
6.177
250.25
---- ----- ----- - -- 5.486 - --
----_ ---- 4.607
5.486
Continues on next page...

12
Post Through SCM
Hydrograph Discharge Table
Time
Inflow
Elevation
Clv A Clv B Clv C PfRsr
Wr A Wr B
Wr C Wr D Exfil
Outflow
(hrs)
cfs
ft
cfs cfs cfs cfs
cfs cfs
cfs cfs cfs
cfs
12.60
5.950
250.23
----- - ---- ----- -----
4.927
___ ----- 4.596
4.927
12.63
5.804
250.21
----- -----
4.421 - -
----- ---- 4.586
4.421
12.67
5.686
250.19
----- - - -
4.013 -
- - - 4.578
4.013
12.70
5.568
250.17
----- - - -
3.662
---- - - 4.570
3.662
12.73
5.449
250.15
----- -- - -
3.339 ---
-- - - 4.562
3.339-
12.77
5.331
250.14
----- ----- ----- -----
3.042 -
- - 4.555
3.042
12.80
5.212
250.12
-----
2.766 --
----- 4.549
2.766
12.83
5.093
250.11
----- ....... --
2.510
----- ----- 4.543
2.510
12.87
4.974
250.10
----- - -----
2.283 --
- - - 4.538
2.283
12.90
4.855
250.09
----- - -- - -----
2.106 -
- - - 4.532
2.106
12.93
4.735
250.07
----- ----- -----
1.935 -----
- - - 4.527
1.935
12.97
4.615
250.06
----- -- -
1.769 --
- - - 4.522
1.769
13.00
4.495
250.05
----- ----- ----- -
1.608 -- -
-- ----- 4.518
1.608
13.03
4.381
250.04
----- - - - -
1.452 --
-- -- 4.513
1.452
13.07
4.284
250.03
----- -
1.301 ---
- 4.508
1.300
13.10
4.205
250.02
----- - -- --
1.155 -
-- 4.504
1.155
13.13
4.137
250.01
----- - - -----
1.017 -
- 4.500
1.017
13.17
4.073
250.00
----- ....... -----
0.886
- - - 4.496
0.886
13.20
4.008
250.00
----- - -
0.785
- 4.492
0.785
13.23
3.944
249.99
----- - -
0.711 ---
-- 4.488
0.711
13.27
3.879
249.98
----- - -- -- -----
0.638 -----
-- -- 4.484
0.638
13.30
3.815
249.97
----- - - -- - -----
0.565 ---
- -- _ _- 4.481
0.565
13.33
3.750
249.96
----- ---- -- - -
0.493 ---
-- - -- 4.477
0.493
13.37
3.686
249.95
----- - --- -- -- -- -
0.422
- -- - - 4.473
0.422
End l] ' C"
13.19 - 10'7 = 1.Y Y lie-
.., crzc "q h

ruoRni
AMERICAtd
GREEN'
SPILLWAY ANALYSIS
> > > Grass Channel
North American Green
5401 St. Wendel-Cynthiana Rd.
Poseyville, Indiana 47633
Tel. [phone]
>Fax [phone]
www.nagreen.com
ECMDS v7.0
Name
Grass Channel
Discharge
35.5
Peak Flow Period
2
Channel Slope
0.3333
Channel Bottom Width 10
Low Flow Liner
Retardence Class
C 6-12 in
Vegetation Type
Mix (Sod and Bunch)
Vegetation Density
Very Good 80-95%
Soil Type
Sandy Loam (GM)
Shoremax - Class
C - Mix (Sod & Bunch) - Very
Good 80-95%
Normal
Permissible
Calculated
Safety
] Staple
Phase
Reach Discharge
Velocity
Mannings N
Remarks
�Depth
Shear Stress
Shear Stress
I Factor
Pattern
Shoremax w/
Straight 35.5 cfs
13.61 ft/s
0.26 ft
0.025
8.5 Ibs/ft2
5.42 Ibs/ft2
1.57
STABLE
F
P300
Unvegetated
Underlying
Straight 35.5 cfs
13.61 ft/s
0.26 ft
0.025
5.68 Ibs/ft2
5.15 Ibs/ft2
1.1
STABLE
F
Substrate
Shoremax w/
Straight 35.5 cfs
13.75 ft/s
0.26 ft
0.024
14 Ibs/ft2
5.36 Ibs/ft2
2.61
STABLE
F
P300 Reinforced
Vegetation
Underlying
Straight 35.5 cfs
13.75 ft/s
0.26 ft
0.024
8.5 Ibs/ft2
5.1 Ibs/ft2
1.67
STABLE
F
Substrate

Pond Report
5
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2022
Pond No. 1 - BMP Pond
Pond Data
Contours -User-defined contour areas.
Average end area method
used for volume calculation. Begining Elevation = 246.00 ft
Stage / Storage Table
Stage (ft) Elevation (ft)
Contour area (sqft)
Incr. Storage (cuft)
Total storage (cuft)
0.00 246.00
11,195
0
0
1.00 247.00
12,725
11,960
11,960
1.10 247.10
12,880
1,280
13,240
2.00 248.00
14,310
12,236
25,476
3.00 249.00
15,950
15,130
40,606
4.00 250.00
17,650
16,800
57,406
5.00 251.00
19,405
18,528
75,933
6.00 252.00
21,215
20,310
96,243
Culvert / Orifice Structures
[A]
[B]
[C]
[PrfRsr]
Rise (in)
Inactive
Inactive
Inactive
Inactive
Span (in)
= 0.00
0.00
0.00
0.00
No. Barrels
= 0
0
1
0
Invert El. (ft)
= 0.00
0.00
0.00
0.00
Length (ft)
= 0.00
0.00
0.00
0.00 .
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
Multistage
= n/a
No
Yes
No
Weir Structures
Monday, 03 / 14 / 2022
[A]
[B]
[C]
[D]
Crest Len (ft)
= 10.00
0.00
0.00
0.00
Crest El. (ft)
= 249.90
0.00
0.00
0.00
Weir Coeff.
= 2.60
3.33
3.33
3.33
Weir Type
= Broad
---
---
---
Multi-Stage
= No
No
No
No
Exfil.(in/hr) = 11.000(by Contour)
TW Elev. (ft) = 0.00
Note: Culvert/Orifioe 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)
6.00 - - 252.00
5.00 Y 251.00
4.00 250.00
3.00 249.00
2.00 248.00
1.00 247.00
0.00 246.00
0.00 8.00 16.00 24.00 32.00 40.00 48.00 56.00 64.00 72.00 80.00 88.00
Total Q Discharge (cfs)

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
1
SCS Runoff
9.970
2
726
33,210
—
—
SCM Pre -Developed
2
SCS Runoff
23.93
2
718
48,294
------
SCM Post -Developed
3
Reservoir
0.000
2
856
0
2
247.50
18,712
Post Through SCM
5
SCS Runoff
0.608
2
152
3,840
------
-
—
1.0 Post -Developed to SCM
6
Reservoir
0.000
2
204
0
5
246.08
959
1.0inPost Through SCM
Infiltration#3.gpw
Return Period: 1 Year
Monday, 03 / 14 / 2022

FA
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2022
Hyd. No. 1
SCM Pre -Developed
Hydrograph type
= SCS Runoff
Peak discharge
Storm frequency
= 1 yrs
Time to peak
Time interval
= 2 min
Hyd. volume
Drainage area
= 9.740 ac
Curve number
Basin Slope
= 0.0 %
Hydraulic length
Tc method
= User
Time of conc. (Tc)
Total precip.
= 3.09 in
Distribution
Storm duration
= 24 hrs
Shape factor
M
we]
4.00
2.00
0.00
0
SCM Pre -Developed
Hyd. No. 1 -- 1 Year
Monday, 03 / 14 / 2022
= 9.970 cfs
= 726 min
= 33,210 cuft
= 73.5
= Oft
18.80 min
= Type II
484
Q (Cfs)
10.00
We
4.00
2.00
nW
120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Hyd No. 1 Time (min)

3
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2022
Hyd. No. 2
SCM Post -Developed
Hydrograph type
= SCS Runoff
Peak discharge
Storm frequency
= 1 yrs
Time to peak
Time interval
= 2 min
Hyd. volume
Drainage area
= 9.740 ac
Curve number
Basin Slope
= 0.0 %
Hydraulic length
Tc method
= User
Time of conc. (Tc)
Total precip.
= 3.09 in
Distribution
Storm duration
= 24 hrs
Shape factor
Q (cfs
24.00
16.00
12.00
: M
4.00
SCM Post -Developed
Hyd. No. 2 -- 1 Year
Monday, 03 / 14 / 2022
= 23.93 cfs
= 718 min
= 48,294 tuft
= 82.1
= Oft
= 5.00 min
= Type II
= 484
Q (cfs)
24.00
20.00
16.00
12.00
4.00
0.00 =_ - - — - - - i 0.0.0
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Time (min)
�- _- Hyd No. 2

Hydrograph
Report
4
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2022
Monday, 03 / 14 / 2022
Hyd. No. 3
Post Through SCM
Hydrograph type
= Reservoir
Peak discharge
= 0.000 cfs
Storm frequency
= 1 yrs
Time to peak
= 856 min
Time interval
= 2 min
Hyd. volume
= 0 cuft
Inflow hyd. No.
= 2 - SCM Post -Developed
Max. Elevation
= 247.50 ft
Reservoir name
= BMP Pond
Max. Storage
= 18,712 cuft
Storage Indication method used. Exflltration extracted from Outflow.
Post Through SCM
Q (cfs) Hyd. No. 3 -- 1 Year Q (cfs)
24.00 - 24.00
20.00 20.00
16.00 16.00
12.00 12.00
8.00 8.00
4.00 4.00
0.00 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 1680
Time (min)
Hyd No. 3 Hyd No. 2 _ __ ) Total storage used = 18,712 cult

6
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 =
9.740 ac
Basin Slope =
0.0 %
Tc method =
User
Total precip. =
1.00 in
Storm duration =
6.00 hrs
Q (cfs)
1.00
0.90
0.80
0.70
0.60
0.50
0.40
0.30
0.20
0.10
U.U)
0
Monday, 03 / 14 / 2022
Peak discharge
= 0.608 cfs
Time to peak
= 152 min
Hyd. volume
= 3,840 cuft
Curve number
= 82.1
Hydraulic length
= 0 ft
Time of conc. (Tc)
= 5.00 min
Distribution
= SCS 6-Hr
Shape factor
= 484
1.0 Post -Developed to SCM
Hyd. No. 5 -- 1 Year
60 120 180 240 300 360
Hyd No. 5
Q (cfs)
1.00
0.90
0.80
0.70
0.60
0.50
0.40
0.30
0.20
0.10
0.GO
420
Time (min)

Hydrograph
Report
7
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2022
Monday, 03 / 14 / 2022
Hyd. No. 6
1.0inPost Through SCM
Hydrograph type
= Reservoir
Peak discharge
= 0.000 cfs
Storm frequency
= 1 yrs
Time to peak
= 204 min
Time interval
= 2 min
Hyd. volume
= 0 cult
Inflow hyd. No.
= 5 - 1.0 Post -Developed to SCWax. Elevation
= 246.08 ft
Reservoir name
= BMP Pond
Max. Storage
= 959 cuft
Storage Indication method used. EAltration extracted from Outflow
1.0irl Through SCM
Q (cfs) Hyd. No. 6 -- 1 Year Q (cfs)
1.00
0.90
0.80
0.70
0.60
0.50
0.40
0.30
0.20
0.10
000
1.00
0.90
0.80
0.70
0.60
0.50
0.40
0.30
0.20
0.10
OM
0 60 120 180 240 300 360 420 480 540
Time (min)
Hyd No. 6 Hyd No. 5 1 Total storage used = 959 cult

Hydrograph Summary Report
Hydraflow Hydrographs Extension for Autodesk0 Civil 3D0 by Autodesk, Inc. v2022

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
= 9.740 ac
Basin Slope
= 0.0 %
Tc method
= User
Total precip.
= 3.73 in
Storm duration
= 24 hrs
12.00
. w
3.00
10
Monday, 03 / 14 / 2022
= 14.97 cfs
= 726 min
= 48,395 cuft
= 73.5
= Oft
= 18.80 min
= Type II
= 484
Peak discharge
Time to peak
Hyd. volume
Curve number
Hydraulic length
Time of conc. (Tc)
Distribution
Shape factor
SCM Pre -Developed
Hyd. No. 1 -- 2 Year
Q (cfs)
15.00
12.00
M
. We
3.00
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 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
= 9.740 ac
Basin Slope
= 0.0 %
Tc method
= User
Total precip.
= 3.73 in
Storm duration
= 24 hrs
Q (cfs
35.00
it 11
25.00
20.00
15.00
10.00
5.00
Peak discharge
Time to peak
Hyd. volume
Curve number
Hydraulic length
Time of conc. (Tc)
Distribution
Shape factor
SCM Post -Developed
Hyd. No. 2 -- 2 Year
Monday, 03 / 14 / 2022
= 32.47 cfs
= 716 min
= 65,697 cult
= 82.1
= Oft
= 5.00 min
= Type II
= 484
Q (cfs)
35.00
30.00
25.00
20.00
15.00
10.00
5.00
o:oa IsUO
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440
Hyd No. 2 Time (min)

12
Hydrograph Report
Hydraflow Hydrographs Extension for AutodeskO Civil 3D® by Autodesk, Inc. v2022
Hyd. No. 3
Post Through SCM
Hydrograph type
= Reservoir
Storm frequency
= 2 yrs
Time interval
= 2 min
Inflow hyd. No.
= 2 - SCM Post -Developed
Reservoir name
= BMP Pond
Storage Indication method used. ExFltration extracted from Outflow.
30.00
25.00
20.00
15.00
10.00
5.00
000
0
Peak discharge
Time to peak
Hyd. volume
Max. Elevation
Max. Storage
Post Through SCM
Hyd. No. 3 -- 2 Year
Monday, 03 / 14 / 2022
= 0.000 cfs
= 934 min
= 0 cuft
= 248.12 ft
= 27,249 cuft
Q (cfs)
35.00
30.00
25.00
20.00
15.00
10.00
4 11
0.00
120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 1680
Hyd No. 3 Hyd No. 2 Total storage used = 27,249 cult Time (min)

15
Hydrograph Summary Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2022
Hyd.
No.
Hydrograph
type
(origin)
Peak
flow
(cfs)
Time
interval
(min)
Time to
Peak
(min)
Hyd.
volume
(cult)
Inflow
hyd(s)
Maximum
elevation
(ft)
Total
strge used
(cuft)
Hydrograph
Description
1
SCS Runoff
30.41
2
724
95,442
---
—••
SCM Pre -Developed
2
SCS Runoff
56.58
2
716
116,430
—
—
SCM Post -Developed
3
Reservoir
0.000
2
660
0
2
249.78
53,763
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
246.00
0.000
1.0inPost Through SCM
Infiltration#3.gpw
Return Period: 10 Year
Monday, 03 / 14 / 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
= 9.740 ac
Basin Slope
= 0.0 %
Tc method
= User
Total precip.
= 5.47 in
Storm duration
= 24 hrs
Monday, 03 / 14 / 2022
Peak discharge
= 30.41 cfs
Time to peak
= 724 min
Hyd. volume
= 95,442 cuft
Curve number
= 73.5
Hydraulic length
= 0 ft
Time of conc. (Tc)
= 18.80 min
Distribution
= Type II
Shape factor
= 484
SCM Pre -Developed
Q MS) Hyd. No. 1 -- 10 Year Q (cfs)
35.00
30.00
25.00
20.00
15.00
10.00
5.00
000
35.00
30.00
25.00
20.00
15.00
10.00
5.00
0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Hyd No. 1 Time (min)

17
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2022
Hyd. No. 2
SCM Post -Developed
Hydrograph type
= SCS Runoff
Storm frequency
= 10 yrs
Time interval
= 2 min
Drainage area
= 9.740 ac
Basin Slope
= 0.0 %
Tc method
= User
Total precip.
= 5.47 in
Storm duration
= 24 hrs
Monday, 03 / 14 / 2022
Peak discharge
= 56.58 cfs
Time to peak
= 716 min
Hyd. volume
= 116,430 cuft
Curve number
= 82.1
Hydraulic length
= 0 ft
Time of conc. (Tc)
= 5.00 min
Distribution
= Type II
Shape factor
= 484
SCM Post -Developed
Q (cfs) Hyd. No. 2 -- 10 Year Q (cfs)
60.00 - 60.00
50.00 50.00
40.00 - 40.00
30.00 30.00
20.00 20.00
10.00 10.00
0.00 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320
Hyd No. 2 Time (min)

Hydrograph
Report
18
Hydraflow Hydrographs Extension for Autodesk@ Civil 3D® by Autodesk, Inc. v2022
Monday, 03 / 14 / 2022
Hyd. No. 3
Post Through SCM
Hydrograph type
= Reservoir
Peak discharge
= 0.000 cfs
Storm frequency
= 10 yrs
Time to peak
= 660 min
Time interval
= 2 min
Hyd. volume
= 0 cuft
Inflow hyd. No.
= 2 - SCM Post -Developed
Max. Elevation
= 249.78 ft
Reservoir name
= BMP Pond
Max. Storage
= 53,763 cuft
Storage Indication method used. Exfiltration extracted from Outflow.
50.00
40.00
20.00
10.00
Post Through SCM
Hyd. No. 3 -- 10 Year
Q (cfs)
60.00
50.00
40.00
30.00
20.00
10.00
0.00
120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 1680
Time (min)
Hyd No. 3 Hyd No. 2 1 Total storage used = 53,763 cult

21
Hydrograph
Summary
Report
Hyd.
Hydraflow
Hydrographs
Extension for Autodesk®
Civil 3D® by Autodesk, Inc. v2022
Hyd.
Hydrograph
Peak
Time
Time to
Inflow
Maximum
Total
Hydrograph
No.
type
flow
interval
Peak
volume
hyd(s)
elevation
strge used
Description
(origin)
SCS Runoff
(cfs)
(min)
(min)
(cuft)
(ft)
(cuft)
1
57.06
2
724
178,731
--
— -
SCM Pre -Developed
2
SCS Runoff
95.10
2
716
201,239
---
—
SCM Post -Developed
3
Reservoir
35.50
2
722
44,749
2
251.13
78,579
Post Through SCM
5
SCS Runoff
0.000
2
nla
0
—
----
1.0 Post -Developed to SCM
6
Reservoir
0.000
2
nla
0
5
246.00
0.000
1.0inPost Through SCM
Infiltration#3.gpw
Return Period: 100 Year
Monday, 03 / 14 / 2022

22
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 31D® by Autodesk, Inc. v2022
Hyd. No. 1
SCM Pre -Developed
Hydrograph type
= SCS Runoff
Storm frequency
= 100 yrs.
Time interval
= 2 min
Drainage area
= 9.740 a
Basin Slope
= 0.0 %
Tc method
= User
Total precip.
= 8.21 in
Storm duration
= 24 hrs
50.00
40.00
30.00
20.00
10.00
r7.00
0
Peak discharge
Time to peak
Hyd. volume
Curve number
Hydraulic length
Time of conc. (Tc)
Distribution
Shape factor
SCM Pre -Developed
Hyd. No. 1 -- 100 Year
Monday, 03 / 14 / 2022
= 57.06 cfs
= 724 min
= 178,731 tuft
= 73.5
= Oft
= 18.80 min
= Type II
= 484
Q (cfs)
60.00
50.00
40.00
30.00
20.00
10.00
0.00
120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Hyd No. 1 Time (min)

23
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
= 9.740 ac
Basin Slope
= 0.0 %
Tc method
= User
Total precip.
= 8.21 in
Storm duration
= 24 hrs
Q (cfs)
100.00
90.00
80.00
70.00
60.00
50.00
40.00
30.00
20.00
10.00
0100
0 120
Hyd No. 2
Monday, 03 / 14 / 2022
Peak discharge
= 95.10 cfs
Time to peak
= 716 min
Hyd. volume
= 201,239 cuft
Curve number
= 82.1
Hydraulic length
= 0 ft
Time of conc. (Tc)
= 5.00 min
Distribution
= Type II
Shape factor
= 484
SCM Post -Developed
Hyd. No. 2 -- 100 Year
240 360 480 600 720 840 960
Q (cfs)
100.00
90.00
80.00
70.00
60.00
50.00
40.00
30.00
20.00
10.00
0.00
1080 1200
Time (min)

Hydrograph
Report
24
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2022
Monday, 03 / 14 / 2022
Hyd. No. 3
Post Through SCM
Hydrograph type
= Reservoir
Peak discharge
= 35.50 cfs
Storm frequency
= 100 yrs
Time to peak
= 722 min
Time interval
= 2 min
Hyd. volume
= 44,749 cuft
Inflow hyd. No.
= 2 - SCM Post -Developed
Max. Elevation
= 251.13 ft
Reservoir name
= BMP Pond
Max. Storage
= 78,579 cuft
Storage Indication method used. Exfiltration extracted from Outflow.
Post Through SCM
Q (cfs)
Hyd. No. 3 -- 100 Year
Q (cfs)
•1
'1 11
11
:1 11
:1 11
111
111
.1 11
.1 11
111
111
1 11
1 11
�
i
�
111
111
1
0
120
Hyd No. 3
240 360
Hyd No. 2
480 600 720
-- - .1 Total storage used = 78,579 cuft
840
Time (min)

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