SW6221008_Design Calculations_20221027

Storm wafer Management Report
June 24, 2022
Stone Creek
Phil ipi Church Road
Raeford, Hoke County,
Prepared for:
Double D Engineering, PLLC
150 S. Page Street
Southern Pines, NC 28387
910-684-8646
Prepared by: -
Bowman North Carolina, Ltd.
4006 Barrett Drive, Suite 104
Raleigh, NC 27609
[phone]
Firm#F-1445
Bowman
194
�rrrr���f
,\\, ca Ro�14,,.,,f,.
F�.SS10,�;9:q
5EAL
05 571

OVERVIEW
FIGURES
SOILS SURVEY & SOIL INFORMATION
USGS TOPOGRAPHIC MAP
FEMA FIRM MAP
WATER SURFACE CLASSIFICATIONS
HUG
NOAA POINT PRECIPITATION FREQUENCY ESTIMATES
WATER QUANTITY
DRAINAGE AREA MAP
DESIGN SUPPLEMENT
CN VALUES
PRE -DEVELOPMENT HYDROGRAPHS
POST -DEVELOPMENT HYDROGRAPHS
TIME VS. VOLUME (STORAGE)
TIME VS. ELEVATION (STAGE)
ELEVATION -VOLUME-FLOW SUMMARY
SCM SUMMARY
TIME OF CONCENTRATION

OVERVIEW
This report contains the storm water management overview for the residential project Stone
Creek on Philippi Church Road in Hoke County. The project site is currently undeveloped.
The proposed site consists of 53.696 acres.
The proposed site is located in Flood Zone `X' as shown on FEMA FIRM Panel 3710945400J
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. In addition, there is
6,235 sf of surface waters within the property boundary.
There is a storm water management facility
(wet pond) outlined in this report
and has been
designed for post —development
peak attenuation to treat the impervious areas
of the
development. The wet pond is
designed to
capture a drainage area of 38.16
ac with an
impervious area of 17.42 ac.
The balance
of the site is open space and will
by—pass the
proposed SCMs. The SCMs are
designed to
treat a 1.0" storm event.
Impervious Area Summary — Wet Pond SCM 1
Roadway
168,501 sf
3.87 ac
Sidewalk
58,433 sf
1.34 ac
Roof 133 lots @ 4,000 sf/lot
532,000 sf
12.21 ac
Total IA to Pond
758,934 sf
17.42 ac
Soils
The County Soils Survey indicates that Blaney Loamy Sand and Candor Sand soils are
present on the site.

FIGURES

34o 59' 23" N
m
�i
34o 58' 55" N
669600 669700 669800 669900
Map Scale: 1:4,260 if printed on A portrait (8.5" x 11") sheet.
Meters N
0 50 100 200 300
Feet
0 200 400 800 1200
Map projection: Web Mercator Conermordinates: WGS84 Edge tics: lfrM Zone 17N WGS84
usoA Natural Resources Web Soil Survey
Conservation Service National Cooperative Soil Survey
Hydrologic Soil Group —Hoke County, North Carolina
669600 6W700 669800 6699M 670000
670100
34o 59' 23" N
r
�i
670000 670100
r
�i
r
�i
r
�i
r
�i
g
N
r
�i
34o 58' 55" N
5/24/2022
Pagel of 4

Hydrologic Soil Group —Hoke County, North Carolina
MAP LEGEND
Area of Interest (AOI)
0
Area of Interest (AOI)
Soils
Soil Rating
Polygons
0
A
0
A/D
0
B
0
B/D
C
0
C/D
0
D
0
Not rated or not available
Soil Rating
Lines
r 0
A
r 0
A/D
B
B/D
N 0
C
r 0
C/D
r 0
D
r 0
Not rated or not available
Soil Rating
Points
0
A
0
A/D
0
B
0
B/D
❑ C
0 C/D
0 D
❑ Not rated or not available
Water Features
Streams and Canals
Transportation
— Rails
­0 Interstate Highways
US Routes
Major Roads
Local Roads
Background
D6 Aerial Photography
MAP INFORMATION
The soil surveys that comprise your AOI were mapped at
1:24,000.
Warning: Soil Map may not be valid at this scale.
Enlargement of maps beyond the scale of mapping can cause
misunderstanding of the detail of mapping and accuracy of soil
line placement. The maps do not show the small areas of
contrasting soils that could have been shown at a more detailed
scale.
Please rely on the bar scale on each map sheet for map
measurements.
Source of Map: Natural Resources Conservation Service
Web Soil Survey URL:
Coordinate System: Web Mercator (EPSG:3857)
Maps from the Web Soil Survey are based on the Web Mercator
projection, which preserves direction and shape but distorts
distance and area. A projection that preserves area, such as the
Albers equal-area conic projection, should be used if more
accurate calculations of distance or area are required.
This product is generated from the USDA-NRCS certified data as
of the version date(s) listed below.
Soil Survey Area: Hoke County, North Carolina
Survey Area Data: Version 19, Jan 21, 2022
Soil map units are labeled (as space allows) for map scales
1:50,000 or larger.
Date(s) aerial images were photographed: Jul 1, 2018—Jul 31,
2018
The orthophoto or other base map on which the soil lines were
compiled and digitized probably differs from the background
imagery displayed on these maps. As a result, some minor
shifting of map unit boundaries may be evident.
usoA Natural Resources Web Soil Survey 5/24/2022
Conservation Service National Cooperative Soil Survey Page 2 of 4

Hydrologic Soil Group —Hoke County, North Carolina
Hydrologic Soil Group
Map unit symbol
Map unit name
Rating
Acres in AOI
Percent of AOI
BaD
Blaney loamy sand, 8 to
15 percent slopes
C
19.8
37.0%
CaB
Candor sand, 1 to 8
percent slopes
A
28.0
52.3%
JT
Johnston loam
A/D
5.4
10.1 %
KaA
Kalmia loamy sand, 0 to
2 percent slopes
B
0.0
0.1 %
W
Water
0.3
0.6%
WaB
Wagram loamy sand, 0
to 6 percent slopes
A
0.0
0.0%
Totals for Area of Interest
63.6
100.0%
USDA Natural Resources Web Soil Survey 5/24/2022
Conservation Service National Cooperative Soil Survey Page 3 of 4

Hydrologic Soil Group —Hoke County, North Carolina
Description
Hydrologic soil groups are based on estimates of runoff potential. Soils are
assigned to one of four groups according to the rate of water infiltration when the
soils are not protected by vegetation, are thoroughly wet, and receive
precipitation from long -duration storms.
The soils in the United States are assigned to four groups (A, B, C, and D) and
three dual classes (A/D, B/D, and C/D). The groups are defined as follows:
Group A. Soils having a high infiltration rate (low runoff potential) when
thoroughly wet. These consist mainly of deep, well drained to excessively
drained sands or gravelly sands. These soils have a high rate of water
transmission.
Group B. Soils having a moderate infiltration rate when thoroughly wet. These
consist chiefly of moderately deep or deep, moderately well drained or well
drained soils that have moderately fine texture to moderately coarse texture.
These soils have a moderate rate of water transmission.
Group C. Soils having a slow infiltration rate when thoroughly wet. These consist
chiefly of soils having a layer that impedes the downward movement of water or
soils of moderately fine texture or fine texture. These soils have a slow rate of
water transmission.
Group D. Soils having a very slow infiltration rate (high runoff potential) when
thoroughly wet. These consist chiefly of clays that have a high shrink -swell
potential, soils that have a high water table, soils that have a claypan or clay
layer at or near the surface, and soils that are shallow over nearly impervious
material. These soils have a very slow rate of water transmission.
If a soil is assigned to a dual hydrologic group (A/D, B/D, or C/D), the first letter is
for drained areas and the second is for undrained areas. Only the soils that in
their natural condition are in group D are assigned to dual classes.
Rating Options
Aggregation Method: Dominant Condition
Component Percent Cutoff.- None Specified
Tie -break Rule: Higher
USDA Natural Resources Web Soil Survey 5/24/2022
Conservation Service National Cooperative Soil Survey Page 4 of 4

National Flood Hazard Layer FI RMette
79o8'44"W 34o59'16"N
W
3I1fJ94t;-bhUfJJ } T7
eff,11100 �,
+ 116'„
r ' r
r'
4 t �
• -*�. *4�
AREA c:.'F r.1 ,IP.1.LA
k F 'r *yfL t• •10F' *'
r � y
eff. 1o�i� J2oo�
FEMA Legend
SEE FIS REPORT FOR DETAILED LEGEND AND INDEX MAP FOR FIRM PANEL LAYOUT
Without Base Flood Elevation (BFE)
Zone A, V, A99
SPECIAL FLOOD Wit
hBFE orDepthZoneAE,AO,AH,Ve,Aa
HAZARD AREAS Regulatory Floodway
Feet 1.61000 /9u8,/ W 34ub84/"N
0 250 500 1,000 1,500 2,000
Basemap: USGS National Map: Orthoimagery: Data refreshed October, 2020
OTHER AREAS OF
FLOOD HAZARD
0.2% Annual Chance Flood Hazard, Areas
of 1% annual chance flood with average
depth less than one foot or with drainage
areas of less than one square mile Zonex
Future Conditions 1% Annual
4 '- Chance Flood Hazard Zonex
"Area with Reduced Flood Risk due to
Levee. See Notes. Zone
" Area with Flood Risk due to Leveezone D
NOSCREEN Area of Minimal Flood Hazard
Q Effective LOMRs
OTHER AREAS Area of Undetermined Flood Hazard
GENERAL - — - - Channel, Culvert, or Storm Sewer
STRUCTURES IIIIIII Levee, Dike, or Floodwall
e zo.z Cross Sections with 1% Annual Chance
17,5 Water Surface Elevation
a - - - Coastal Transect
^^^^••sfa— Base Flood Elevation Line (BFE)
Limit of Study
Jurisdiction Boundary
— --- Coastal Transect Baseline
OTHER
_ Profile Baseline
FEATURES
Hydrographic Feature
Digital Data Available AN
0 No Digital Data Available
MAP PANELS
El Unmapped
QThe
pin displayed on the map is an approximate
point selected by the user and does not represent
an authoritative property location.
This map complies with FEMA's standards for the use of
digital flood maps if it is not void as described below.
The basemap shown complies with FEMA's basemap
accuracy standards
The flood hazard information is derived directly from the
authoritative NFHL web services provided by FEMA. This map
was exported on 6/24/2022 at 11:07 AM and does not
reflect changes or amendments subsequent to this date and
time. The NFHL and effective information may change or
become superseded by new data overtime.
This map image is void if the one or more of the following map
elements do not appear: basemap imagery, flood zone labels,
legend, scale bar, map creation date, community identifiers,
FIRM panel number, and FIRM effective date. Map images for
unmapped and unmodernized areas cannot be used for
regulatory purposes.

r
Rockfish Rd
Rockfish Rd
o
61
� r
�
U o
22
aBkS�fla
Surface Water Cl a ssifi catio ns:
der
Stream Index-
1$-31-19-5
Q
'
Stream Name:
Beaver Creek
Description:
From source to
Puppy Creek
Classification:
C
Date of Class.:
June 30 1973
Whatdoesthis Class.
More info
mean"
River Basin:
Cape Fear
Zoom to
•••
2251t
4hdliAL Church Rd
023f fi
v
r
231 ff
Ljvia Ln
�y
7?5 R
Dunde£ Gu
ro
L
WailfbwerRd 3
9
✓7
O L
C7 �
Marigold Ln'L
i 22SA
7nq

RGCkfiStl Rd- ------ -------------
11186
Bfr}I Ln
M
(1 of 2}
I. L❑ X
12-Digit HUC (Subwatershed)
12-Digit Name:
Lower Puppy Creek
12-Digit Code:
030300040606
10-Digit Name:
Rockfish Creek
10-Digit Code:
0303000406
8-Digit Code:
03030004
RiverBasin:
Cape Fear
12-Digit Area (ac):
11,636.32
Zoom to
Phimpo Church q6
9 d

NOAA Atlas 14, Volume 2, Version 3
Location name: Raeford, North Carolina, USA*� 6�
Latitude: 34.9847°, Longitude: -79.1392'
g �
Elevation: 227.02 ft**
source: ESRI Maps W,00i
" source: USGS
POINT PRECIPITATION FREQUENCY ESTIMATES
G.M. Bonnin, D. Martin, B. Lin, T. Parzybok, M.Yekta, and D. Riley
NOAA, National Weather Service, Silver Spring, Maryland
PF tabular I PF graphical I Maps & aerials
PF tabular
PDS-based point precipitation frequency estimates with 90% confidence intervals (in inches)1
Duration
Average recurrence interval (years)
1 2 5 10 25 50 100 200 500 1000
I i =5 0�00
0.435 0.513 0.599 0.664 0.741 0.798 0.851 0.902 0.964 1.01
5-min
(0.396-0.481) (0.467-0.568) (0.545-0.663) (0.602-0.733) (0.669-0.816) (0.718-0.876) (0.762-0.935) (0.803-0.990) (0.852-1.06) (0.889-1.11)
0.695 0.821 0.960 1.06 1.18 1.27 1.35 1.43 1.53 1.60
10-min
(0.632-0.769) (0.747-0.909) (0.872-1.06) (0.962-1.17) (1.07-1.30) 11 (1.14-1.40) 1 (1.21-1.49) 1 (1.27-1.57) (1.35-1.67) (1.40-1.75)
0.869 1.03 1.21 1.34 1.50 1.61 1.71 1.80 1.92 2.00
15-min
(0.790-0.961) (0.939-1.14) (1.10-1.34) 1 (1.35-1.65) 11 (1.45-1.77) 1 (1.53-1.88) 0.61-1.98) (1.70-2.11) (1.76-2.20)
1.19 1.43 1.73 1.95 2.22 2.42 2.62 2.81 3.06 3.24
30-min
(1.08-1.32) (1.30-1.58) (1.57-1.91)1 (1.76-2.15) (2.00-2.44) (2.18-2.66) (2.34-2.88) (2.50-3.08) (2.70-3.35) (2.85-3.56)
1.49 1.79 2.21 2.53 2.95 3.28 3.61 3.94 F 4.38 4.73
60-min
(1.35-1.64) (1.63-1.98) (2.01-2.45) (2.30-2.80) (2.67-3.25) (2.96-3.61) (3.23-3.96) (3.51-4.32) (3.87-4.81) (4.15-5.20)
1.73 2.09 2.64 3.05 3.61 4.06 4.51 4.98 F 5.61 6.11
2-h r
(1.56-1.95)I (1.89-2.35)il (2.37-2.96) 11 (2.74-3.42) 11 (3.23-4.05) 11 (3.61-4.55) 1 (3.99-5.05) 1 (4.37-5.57) (4.88-6.27) (5.28-6.83)
1.83 2.22 2.80 3.27 3.92 4.45 5.00 5.59 F 6.41 7.07
3-hr
(1.65-2.07) 1(2.00-2.50)1 (2.52-3.15) 1 (3.49-4.40) 11 (3.94-4.99) 1 (4.39-5.60) 1 (4.87-6.24) (5.52-7.16) (6.03-7.90)
2.19 2.65 3.35 3.91 4.70 5.35 6.04 6.77 F 7.80 8.64
6-hr
(1.98-2.44) 11 (2.40-2.95) 11 (3.02-3.72) 11 (3.52-4.35) 11 (4.20-5.22) 11 (4.75-5.93) 1 (5.32-6.68) 1 (5.90-7.47) (6.72-8.60) (7.36-9.52)
2.58 3.12 3.96 4.66 5.64 6.46 7.33 8.27 F 9.62 10.7
12-hr
(2.33-2.88) 1(2.82-3.48)1 (3.57-4.42) 11 (4.18-5.19) 11 (5.02-6.26) 11 (5.71-7.15) 1 (6.41-8.10) 1 (7.16-9.13) (8.20-10.6) (9.03-11.8)
3.03 3.67 4.66 5.45 6.53 7.41 8.31 9.24 F 10.5 11.6
24-h r
(2.82-3.28) j (3.41-3.97) 11 (4.32-5.03) 11 (5.04-5.88) 11 (6.01-7.04) 11 (6.80-7.98) 1 (7.60-8.96) (8.43-9.96) (9.57-11.4) 1(10.4-12.5)
3.52 4.25 5.35 6.22 7.43 8.40 9.40 1 10.4 F 11.8 13.0
2-day
(3.28-3.78) (3.96-4.57)1 (4.97-5.75) 11 (5.77-6.68) 11 (6.86-7.98) 11 (7.73-9.01) 1 (8.62-10.1) 1 (9.53-11.2) (10.8-12.8) (11.8-14.0)
3.74 4.51 5.64 6.54 7.78 8.78 9.80 10.9 12.3 13.5
3-day
(3.50-4.01) (4.21-4.83) (5.26-6.04) 11 (6.09-7.00) 11 (7.21-8.32) 11 (8.11-9.39) (9.03-10.5) (9.96-11.6) (11.2-13.2) (12.2-14.5)
3.96 4.77 5.93 6.86 8.14 9.16 10.2 11.3 12.8 14.0
4-day
(3.71-4.23) 1(4.47-5.09)1 (5.54-6.33) 11 (6.40-7.31) 11 (7.57-8.67) 11 (8.49-9.76) 1 (9.43-10.9) 1 (10.4-12.1) (11.7-13.7) (12.7-14.9)
7-day
4.60
5.51
6.78
7.78
9.16 7
10.3
11.4
12.5
14.1 7
15.4

(4.31-4.92) (5.15-5.89) (6.33-7.25) (7.26-8.32) 11 (8.51-9.78) (9.51-11.0) 1 (10.5-12.2) 1 (11.6-13.4) (13.0-15.2) (14.1-16.5)
10-day 5.28 6.30 7.63 8.66 10.1 11.2 12.3 13.4 14.9 16.1
(4.97-5.61) (5.92-6.69) (7.16-8.10) (8.13-9.19) (9.41-10.7) (10.4-11.8) 1 (11.4-13.0) 1 (12.4-14.3) (13.8-15.9) (14.8-17.2)
20-day 7.12 8.44 10.0 11.3 13.0 14.3 15.7 17.0 18.9 20.3
(6.72-7.55)1 (7.97-8.95) (9.47-10.7) (10.6-12.0) (12.2-13.8) (13.4-15.2) 1 (14.6-16.7) 1 (15.9-18.1) (17.5-20.1) (18.8-21.7)
30-day 8.85 10.4 12.2 13.6 15.4 16.8 18.2 19.6 21.4 22.8
(8.38-9.36) (9.88-11.0) (11.6-12.9) (12.8-14.4) (14.5-16.3) (15.8-17.8) (17.1-19.3) 1 (18.3-20.7) j(20.0-22.7) (21.2-24.3)
45-day 11.2 13.1 15.1 16.7 18.6 20.1 21.6 23.0 24.9 26.3
(10.6-11.8) (12.5-13.9) (14.3-16.0) (15.8-17.6) (17.6-19.7) (19.0-21.3) (20.3-22.8) (21.6-24.4) (23.3-26.4) (24.6-28.0)
y 13.4 15.7 17.9 19.6 21.7 23.4 25.0 26.5 28.5 30.0
60-da
(12.7-14.1) (14.9-16.5) (17.0-18.8) (18.6-20.6) (20.6-22.9) (22.1-24.6) (23.6-26.3) (25.0-27.9) (26.8-30.1) (28.1-31.7)
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
a given duration and average recurrence interval) will be greater than the upper bound (or less than the lower bound) is 5%. Estimates at upper bounds are
not checked against probable maximum precipitation (PMP) estimates and may be higher than currently valid PMP values.
Please refer to NOAA Atlas 14 document for more information.
16141
W
5
Back to Top
PF graphical
PDS-based depth -duration -frequency (DDF) curves
Latitude: 34.98470, Longitude: -79.1392°
{
2 2-
Or-
a
s
rp
rp rp
-rag-rug
-rug
-rug
r4 r4
ui
oLA
H
r i
fl�
A 4
r� o
o
a
Ur o
r-I
H
H
N
rn
-Y�.o
Duration
Average recurrence
Mnimal
{yearSj
- 1
2
5
- 10
25
50
100
200
500
1000

30
25
C
20
4�
a
di
15
49
G 10
M-1
}ll
1 2 5 10 25 50 100 200 500 1000
Average recurrence interval (years)
NOAA Atlas 14, Volume 2, Version 3 Created {GMT}: Wed May 25 17:22:41 2022
Back to Top
Maps & aerials
Small scale terrain
Duration
— "in —
2-day
— 10-min —
3-day
15-min —
4-day
— 30-min —
7--day
— 60-min —
1l1-clay
— 24hr —
20-clay
— "r —
30-clay
— 6-fir —
45-clay
— 12-hr —
60-clay
24-h r

Large scale terrain
Winston -Sal Elll
+ a G1.1r17all
Greensboro •
Raleigh
NORTH C AROL INA
Charlotte Fay,M-eji11,� ,
I' H CAR L I N A wilmingwi7
i
100km
60mi
Large scale map
Rocky Mount
49
Jacksor

inston�lem Greensboro
-P ourham
Otte
t00km
--. J
North
Carolina
I
� I
Back to Top
Rocky Mount
U
gh
Cre�nvi
lie
Jackson
�I�nlln

US Department of Commerce
National Oceanic and Atmospheric Administration
National Weather Service
National Water Center
1325 East West Highway
Silver Spring, MD 20910
Questions?: [e-mail]
Disclaimer

�l D
I
D
LL
Lu
�— Q wlo
In
ono
Lu
�- o0
J Q
n f I >
o
r� I o
w
cc
PRE -DEVELOPED
' s j DRAINAGE AREA 38.16 AC
TIME OF CONCEN TIO
I� 'I
GRAPHIC SCALE

WATER QUALITY/QUANTITY

SUPPLEMENT-EZ COVER PAGE
FORMS LOADED
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
Bioretention Cell
0
12
0
13
Wet Pond
1
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
Baylilter _ _ _ _
Filterra
0
26
0
FORMS LOADED
DESIGNER CERTIFICATION
27 Name and Title:
28 IOrgan
30 City, S
31 Phone
32 Email:
Carlo Pardo. PE
Bowman North Carolina, Ltd.
Raleigh, NC 27609
919-553-6570
)ardotcDbowman.com
Certification Statement:
I certify, under penalty of law that this Supplement-FZ form and all supporting information were prepared under my direction or supervision; that the
information provided in the form is, to the best of my knowledge and belief, true, accurate, and complete; and that the engineering plans,
specifications, operation and maintenance agreements and other supporting information are consistent with the information provided here.
,,�Illlif I I I!I f1//10//
1�H CA
A������''-�
•oF E5 Sip •
SEAL.
051571
%rrrrf [r�� NGd�I�•E ��p��``•�
Sipnafure of Designer
Date

DRAINAGE AREAS
1
Is this a high density ro ect?
Yes
2
If so number of drainage areas/SCMs
1
3
Does this project have low densi 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
4
Type of SCM
Wet Pond
5
Total drainage area (sq ft
2338997 sf
1662362
6
Onsite drainage area (sq ft
2338997 sf
1662362
7
Offsite drainage area (sq ft
8
Total BUA in project (sq ft
758934 sf
758934 sf
9
New BUA on subdivided lots (subject to permitting)
(sq ft
10permitting)
New BUA not on subdivided lots (subject to
s
Offsite BUA (sq ft
11
12
Breakdown of new BUA not on subdivided lots:
- Parking (sq ft
- Sidewalk (sq ft
58433 sf
58433 sf
- Roof Lsq ft
532000 sf
532000 sf
- Roadway s ft
168501 sf
168501 sf
- Future (sq ft
- Other, please specify in the comment box
below (sq ft
13
New infiltrating permeable pavement on
subdivided lots (sq ft
14
New infiltrating permeable pavement not on
subdivided lots (sq ft
15permitting)
Existing BUA that will remain (not subject to
s ft
16
Existing BUA that is already permitted (sq ft
17
Existing BUA that will be removed (sq ft
18
Percent BUA
33.09%
45.7%
19
Design storm inches
1.0 in
20
Design volume of SCM cu ft
63847 cf
21
lCalculation method for design volume
Simple Method
ADDITIONAL
INFORMATION
].—Please
22
use this space to provide any additional information about the
drainage area(s):

WET POND
1
Drainage area number
1
2
Minimum required treatment volume cu ft
63847 cf
GENER
AL MDC FROM 02H .1050
3
Is the SCM sized to treat the SW from all surfaces at build -out?
Yes
4
Is the SCM located away from contaminated soils?
Yes
5
What are the side slopes of the SCM H: ?
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
desi n volume?
Yes
9
What is the method for dewaterin the SCM for maintenance?
Pumpreferred
10
If applicable , will the SCM be cleaned out after construction?
Yes
11
Does the maintenance access comply with General MDC 8 ?
Yes
12
Does the drainage easement comply with General MDC 9 ?
Yes
13
If the SCM is on a single family lot, does (will?) the plat comply with
General MDC 10 ?
N/A
14
Is there an O&M Agreement that complies with General MDC (11)?
Yes
15
Is there an O&M Plan that complies with General MDC (12)?
Yes
161
Does the SCM follow the devicespecific MDC?
Yes
17
lWas the SCM designed by an NC licensedprofessional?
Yes
T POND
MDC FROM 02H .1053
18
Sizing method used
SA/DA
19
Has a stage/storage table been provided in the calculations?
Yes
20
Elevation of the excavated main pool depth (bottom of sediment
removal) (fmsl
250.00
21
Elevation of the main pool bottom (top of sediment removal) (fmsl)
251.00
221
Elevation of the bottom of the vegetated shelf fmsl
258.50
23
Elevation of the permanent pool (fmsl)
259.00
24
Elevation of the top of the vegetated shelf (fms)
259.50
25
Elevation of the temporary pool fmsl
259.80
26
Surface area of the main permanent pool (square feet)
11690
27
Volume of the main permanent pool (cubic feet)
42894 cf
28
Avera a depth of the main pool feet
4.47 ft
29
Avera a depth euation used
Equation 3
30
If using a uation 3, main pool perimeter feet)
747.0 ft
31
If using equation 3, width of submerged veg. shelf (feet)
3.0 ft
32
Volume of the foreba cubic feet
8120 cf
33
Is this 15-20% of the volume in the mainpool?
Yes
34
Clean -out depth for foreba inches
18 in
35
Design volume of SCM (cu ft)
63847 cf
361
Is the outlet an orifice or a weir?
Orifice
371
If orifice, orifice diameter inches
1.75 in
38
If weir, weir height inches
39
If weir, weir length (inches)
40
Drawdown time for the temporary pool (days)
2.52
41
Are the inlet(s) and outlet located in a manner that avoids short-
circuitin ?
Yes
42
Are berms or baffles provided to improve the flow path?
Yes
43
Depth of forebay at entrance (inches)
30 in
44
ebay at exit inches
24 in
45
Does water flow out of the forebay in a non -erosive manner?
Yes
46
Width of the vegetated shelf (feet)
6 ft
47
Slope of vegetated shelf (H:
6:1
48
Does the orifice drawdown from below the top surface of the
permanentpool?
Yes
49
Does the pond minimize impacts to the receiving channel from the 1
r 24-hr storm?
Yes
50
Are fountains proposed? (If Y, please provide documentation that
MDC 9 is met,
No
51
Is a trash rack or other device provided to protect the outlet system?
Yes
52
Are the dam and embankment planted in non -clumping turf grass?
Yes
53
Species of turf that will be used on the dam and embankment
Hybrid Bermuda
54
Hasa lantina Elan been erovided for the ve etated shelf?
Yes
ADDITIONAL
INFORMATION
Please use this space to provide any additional information about
55 the wet pond(s):
Wet Pond 1 3:17 PM 6/30/2022

Bowman North Carolina, Ltd.
Stone Creek, Hoke County, NC
Curve Number Calculation (CN)
Pre -Developed Conditions
Drainage Area (acres): 38.16
Existing Soil Groups
Soil Group Map Symbol Soil Description Acres Percent of DA
A CaB Candor sand 31.11 82%
C Bad Blaney Loamy Sand 7.05 18%
Existing Land Uses
Land Use Description Existing Soil Group Acres Curve # Weighted CN
Wooded - Good Stand A 31.11 50 40.8
Wooded - Good Stand C 7.05 70 12.9
Cumulative Curve # = 53.7

Bowman North Carolina, Ltd.
Stone Creek, Hoke County, NC
Curve Number Calculation (CN)
Post -Developed Conditions
Drainage Area (acres): 38.16
Existing Soil Groups
Soil Group Map Symbol Soil Description Acres Percent of DA
A CaB Candor sand 31.11 82%
C Bad Blaney Loamy Sand 7.05 18%
Proposed Land Uses
Land Use Description Existing Soil Group Acres Curve # Weighted CN
Open Space - Good Condition A 15.87 55 22.9
Open Space - Good Condition C 4.87 74 9.4
Impervious Area A/C 17.42 98 44.7
Cumulative Curve # = 77.1

Proposed Wet Pond
Project Information
Project Name: Stone Creek
Project #:
Designed by: CB
Revised by:
Checked by:
Date:
Date:
Date:
5/26/2022
Site Information
Sub Area Location: Drainage To Proposed Wet Pond
Drainage Area (DA) = 38.16 Acres 1,662,362 sf
Impervious Area (IA) = 17.42 Acres 758,934 sf
Percent Impervious (1) = 45.65 % 45.65 %
Required Surface Area
Permament Pool Depth: 3.69 ft
SA/DA = 1.478
Min Req'd Surface Area = 24,572 sf (at Permanent Pool)
Required WQv Storage Volume
Design Storm = 1 inch Non -Coastal County
Determine Rv Value = 0.05 + .009 (1) = 0.461 in/in
Storage Volume Required = 63,847 cf (above Permanent Pool)
Elevations
Top of Pond Elevation = 184.00 ft
Temporary Pool Elevation = 177.80 ft
Permanent Pool Elevation = 176.00 ft
Shelf Begining Elevation =
176.50 ft
Forebay Weir =
175.50 ft
Shelf Ending Elevation =
175.00 ft
Bottom Elevation =
172.00 ft
Permanent Pool Area
Area @ Top of Permanent Pool = 26,350 sf
Volume of Temporary Storage = 65,167 cf
Is Permenant Pool Surface Area Sufficient (yes/no)?
Volume of Storage for Design Storm = 65,167
( 26350 > 24572 ) sf
Y ( 65167 > 63847 ) cf

Incremental Drawdown Time
Project Information
Project Name:
Project #:
Designed by:
Checked by:
Water
STORMWATER POND
INCREMENTAL DRAWDOWN METHOD -Water Quality Volume
Stone Creek
CB Date: 5/26/2022
Date:
ity Orifice
Incremental Determination of Water Quality Volume Drawdown Time
Zone 2
Orifice Diameter (D) =
Cd =
Ei =
Zone 1 Range =
Zone 2 Range =
Zone 3 Range =
Q3 = 0.0437 CD - D2 (Z-D/24-Ei)^(1/2)
Qz = 0.372 CD ' D'(Z-Ei)^(3i2)
m •
in
0.6
176
Orifice Inv.
0.00
to 176
176
to 176.1
176.1
to 177
Incremental Drawdown Method
Countour
Contour
Area
Incremental
Volume
Stage, Z
Zone
Q
Drawdown
Time
sq ft
cu ft
ft
cfs
min
176.00
32,360
0
0.00
2.00
0.000
--
176.50
35010
16,843
0.50
3.00
0.145
1,943
177.00
36670
17,920
1.00
3.00
0.221
1,353
177.80
1 39340
30,404
1.80
3.00
0.305
1,659
Total
--
65,167
--
--
--
Drawdown Time = Incremental Volume / Q / 60sec/min
Summary
Total Volume= 65,167 of
Total Time = 4,955 min
Total Time = 3.44 days
6/24/2022 Prop Wet Pond- new design (Stone Creek) 1 of 1

Project: Pond #1 Date: 6/24/2022
Main -Pond Contours -Volumes
Elevation
Main -Pond
Incremental Vol.
Accumulated Vol.
Description
176
26,350
12,698
90,725
A2 (Perm -Pool)
175.5
24,440
12,063
78,028
Al (Bottom -Shelf)
175
23,810
23,195
65,965
174
22,580
21,980
42,770
173
21,380
20,790
20,790
172
20,200
0
0
A3 (Bottom -Pond)
Forebay Contours -Volumes
Elevation
FB1
FB2 FB3 Total -Areas
Incremental Vol.
Accumulated Vol.
176
5,780
5,780
2,780
15,875
175.5
5,340
5,340
2,560
13,095
175
4,900
4,900
4,475
10,535
174
4,050
4,050
3,635
6,060
173
3,220
3,220
2,425
2,425
172
1,630
1,630
0
0
Forebay Volume
Average Depth (Option 1)
Average Depth Calculation (Option 2)
Vpp
permeter of shelf
width of shelf
Al (Bottom -Shelf):
17.5% *Between 15% & 20%
3.19 *At least 3' average depth
90,725
647
3
24,440
Average Depth = 3.69

Proposed Wet Pond
Project Information
Project Name: Stone Creek
Project #:
Designed by: CB
Revised by:
Checked by:
Site Information
Date:
Date:
Date:
5/26/2022
Sub Area Location:
Drainage to Proposed Pond
Drainage Area (DA) =
38.16 Acres
Impervious Area (IA) =
17.42 Acres
Percent Impervious (I) =
45.65 % (Drainage Area)
Orifice Sizing
Orifice Size = 3.00 in
Drawdown Time = 3.44 days
less than 5 days (yes/no) ? yes
greater than 2 day (yes/no) ? yes
Anti -Flotation Device
4' x 4' Outlet Structure
Area:
16.0
sf
Volume:
192.0
cf
Weight:
11981
Ibs
Factor of Safety
1.20
WT Req'd of Anti -Flotation Device:
14,377
Ibs
Volume of Concrete Req'd:
95.8
cf
(Diameter)
(Incremental Draw Down Method)
(Water Displaced - Top of Pond to Bottom of Pond)
(Unit WT of Concrete = 150 pcf)
Volume Provided: 165.5 cf (4'x4' riser x 8' = 128sf, 5'x5' footing x 1.5'=37.5cf)

STAGE/STORAGE TABLE
STAGE (FT)
ELEVATION (FT)
CONTOUR AREA
(SF)
INCREMENTAL
STORAGE (CF)
TOTAL STORAGE
(CF)
0.0
176.0
32360
0
0
0.5
176.5
35010
16843
16843
1.0
177.0
36670
17920
34763
1.9
177.8
39340
30404
65167 (WQV)
2.0
178.0
40020
7936
73103
3.0
179.0
45040
42530
115633
4.0
180.0
47510
46275
161908
5.0
181.0
50020
48765
210673
6.0
182.0
52620
51320
261993
7.0
183.0
55270
53945
315938
8.0
184.0
57980
56625
372563

i
1 / ILL
t
SOD AREAS ABOVE
NORMAL POOL
_ _ / ,' / STORMWATER� EELVATION / \
36" OUTLET PIPE
REFER TO GRADING
PLAN
UvivUnt i t
SEEPAGE �
COLLAR /
OUTLET CONTROL-:�/
STRUCTURE REFER j
TO DETAILS ON �
THIS SHEET i
I N V_ 176. 0
50
LITORAL SHELF
AREA-3,890 SF
� REFER TO DETAIL
� FOR PLANTINGS
I
MANAGEMENT �
EASEMENT
TOP OF
EMBANKMENT
FI F\/-1R4 (1
25
l- "t � al "19 � u M � I �
L m 0 ImIffis"i � N � I
50
100
( IN FEET
1 inch = 50 ft.
more
GRASS �
- - � SPILLWAY � i / � STORMWATER
MANAGEMENT
EASEMENT
PLAN VIEW
STORM DRAINAGE
BY OTHERS
INLET PIPE WITH
RIP -RAP APRON
FOREBAY AREA
INLET PIPE WITH
RIP -RAP APRON

4' MIN
EMBANKMENT WIDTH
6" TOPSOIL FOR ALL
AREAS ABOVE THE
NORMAL POND ELEVATION
36" HDPE WITH WATER TIGHT SEAL
PIPE TO BE BEDDED
PER DIRECTION OF GEOTECHNICAL
ENGINEER 2
� 6" CLAY SOIL
LINER ON INSIDE
FACE OF
EMBANKMENT
3' MIN
CUTOFF TRENCH
APPROXIMATE SIZE
EXCAVATE AND BACKFILL
WITH COMPACTED
STRUCTURAL FILL AS
DIRECTED BY GEOTECHNICAL
71'— 36" HDPE @ 1.41
161
TRASH RACK
REFER TO DETAIL
THIS SHEET
6" TOPSOIL ABOVE
6" CLAY LINER
ON LITTORAL SHELF
i 3
1
6
6FT LITTORAL
SHELF
INV=176.0
e a
d
o d
a a`
0
1 da
a
ELEV=174.0
Wd a
1
4
a d a
a O 0,
0
4' VIIN. ASTM C-923 SEAL
KEY BETWEEN BARREL & RISER.
RISER BASE TO BE FILLED
WITH CONC. TO INVERT OF
BARREL
8"X8"X1 "X12" LONG ANGLE (6 TOT. REQUIRED) TO ANCHOR RISER TO
BASE. PROVIDE 2-3/4" A307 BOLTS FROM ANGLE TO RISER AND
2—A307 "J" HOOKS 3/4" DIA. X 12" LONG FROM ANGLE TO BASE.
ANGLE TO BE FIELD COATED WITH ZINC RICH PAINT AFTER
CONSTRUCTION. "J" HOOKS TO BE PLACED UNDER LOWER REINFORCING
STEEL.
REFER TO DETAIL
FOR INCREMENTAL
WEIR
4'x4' PRECAST
CONCRETE RISER
(INSTALL STEPS
AS NECESSARY)
PVC ELBOW
SEE DETAIL
CONCRETE SHALL BE
PLACED IN RISER AFTER
ANGLES ARE SECURED
TO BASE AND RISER.
LL-
0
C6
TOP OF EMBANKMENT ELEVATION=184.0
100 YEAR STORM ELEVATION=183.44
10 YEAR STORM ELEVATION =1 80.69
2 YEAR STORM ELEVATION=179.57
1 YEAR STORM ELEVATION=179.22
1.0—INCH STORM ELEVATION=176.18
NORMAL POND ELEVATION=176.0
NOTE: 1.0" STORM ELEVATION IS 176.18 AND INTERMEDIATE
WEIR IS ELEVATION 179.3. THERE IS ADDITIONAL STORAGE
DESIGNED FROM THE 1.0" STORM ELEVATION TO THE
INTERMEDIATE WEIR ELEVATION.
EXISTING GRADE=190.0f
2
2 NOTE: PUMPS SHALL BE USED TO DRAIN �
� THE POND WHEN NECESSARY. REFER TO DETAIL
THIS SHEET FOR DEWATERING REQUIREMENTS. �f
5'x5'x1.5' CONC. BASE REINFORCE WITH #4 BARS AT 12" O.C. TOP
AND BOTTOM OF EACH DIRECTION PROVIDE 3" MIN. CLEARANCE
BETWEEN EDGE OF CONC. AND STEEL REINFORCING.
PROFILE OF WET POND DETENTION SYSTEM
SCALE: N.T.S.
BOTTOM OF POND (TOP OF SEDIMENT STORAGE)=172.0
(BOTTOM OF SEDIMENT STORAGE)=171.0
6" CLAY SOIL
LINER
MAIN POOL

6" TOPSOIL FOR ALL
AREAS ABOVE THE
NORMAL POND ELEVATION
6" TOPSOIL ABOVE 1
6" CLAY LINER 3:1
ON LITTORAL SHELF
6FT LITTORAL 6:1
SH ELF
2 -- --
CLASS 2 RIP -RAP
COVERED WITH CLASS A RIP -RAP
OVER FILTER FABRIC
MIN. 4' WEIR AT ELEV=175.0
FOREBAY
TOP
ELEV=
178.0
WIDTH AT
TOP
= 2.0
FT
BOTTOM OF SEDIMENT
STORAGE/EXIT
ELEV=174.0
SEDIMENT STORAGE
TOP FOREBAY BOTTOM
ELEV=172.0
FOREBAY ENTRANCE SHALL BE
DEEPER THAN FOREBAY EXIT
NOTE: PUMPS SHALL BE USED TO DRAIN
THE FOREBAY WHEN NECESSARY. REFER TO DETAIL
THIS SHEET FOR DEWATERING REQUIREMENTS.
NORMAL POND ELEVATION
BOTTOM LITTORAL SHELF ELEV.
KENN Mimi
(A�
6" TOPSOIL FOR ALL
AREAS ABOVE THE
NORMAL POND ELEVATION
BOTTOM OF SEDIMENT
STORAGE/ENTRANCE
ELEV=171.0

Tip OF �
FlR
1g0 8
IAi T,
rno nr crgUCTURE NOT SHOWN FOR CLARITY
TRASH RACK)
OUTLET CONTROL STRUCTURE - INCREMENTAL WEIR
PERM. POND ELEV.=176.0
4" PVC SCREW CAP
FOR CLEANING ACCESS
12" f
4"x4" PVC 1
3"DIA. HOLE DRILLE[
INTO BOTTOM CAP
SCALE: N.T.S.
nlCnn CTnl IFITI InF
PVC DRAIN OUTLET
SCALE: N.T.S.

FLOW
LONG
TOP OF EMBANKMENT
SPILLWAY
Q(1 "'")
S-0PEO
H
B
W
SS
CHANNEL LINING
ELEVATION
SPILLWAY ELEVATION
STRAW WITH NET NAG
SPILLWAY
82.05CFS
0.5'
0'
0'
3:1
SHOREMAX W/ P550
184.0
183.5
W
EXTEND LINING TO EXTEND LINING TO
TOP OF SPILLWAY TOP OF SPILLWAY
S,S H lz CHANNEL LINING
MATTING SHALL BE AS NOTED
OR APPROVED EQUAL. B
GRASS SPILLWAY DETAIL
C�D
TOP OF EMBANKMENT-184.0
SPILLWAY ELEVATION=183.5
GRASS SOD ON SPILLWAY
AND SIDE SLOPES

6/24/22, 1:56 PM
NORTH
AMERICAN
GREEN
SPILLWAY ANALYSIS
> > > Grass Spillway
Name
Grass Spillway
Discharge
82.05
Peak Flow Period
3
Channel Slope
0.3333
Channel Bottom Width
15
Low Flow Liner
Retardence Class
C 6-12 in
Vegetation Type
Mix (Sod and Bunch)
Vegetation Density
Excellent > 95%
Soil Type
Sandy Loam (GM)
Shoremax - Class C
- Mix (Sod & Bunch) - Excellent > 95%
ECMDS 7.0
North American Green
5401 St. Wendel -Cynthia na Rd.
Poseyville, Indiana 47633
Tel. [phone]
> Fax [phone]
www.nagreen.com
ECM DS v7.0
Normal Permissible Calculated Safety Staple
Phase Reach Discharge Velocity Mannings N Remarks
Depth Shear Stress Shear Stress Factor Pattern
Shoremax w/
Straight
82.05 cfs
16.36 ft/s
0.33 ft
0.024
8.5 Ibs/ft2
6.81 Ibs/ft2
1.25
STABLE G
P550
Unvegetated
Underlying
Straight
82.05 cfs
16.36 ft/s
0.33 ft
0.024
8.05 Ibs/ft2
6.56 Ibs/ft2
1.23
STABLE G
Substrate
Shoremax w/
Straight
82.05 cfs
17.13 ft/s
0.31 ft
0.022
14 Ibs/ft2
6.5 Ibs/ft2
2.16
STABLE G
P550 Reinforced
Vegetation
Underlying
Straight
82.05 cfs
17.13 ft/s
0.31 ft
0.022
8.5 Ibs/ft2
6.26 Ibs/ft2
1.36
STABLE G
Substrate
https://ecmds.com/project/l 51829/spillway-analysis/226738/show 1 /1

Pond Report 8
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2022 Friday, 06 / 24 / 2022
Pond No. 1 - BMP Pond
Pond Data
Contours -User-defined contour areas. Average end area method used for volume calculation. Begining Elevation = 176.00 ft
Stage / Storage Table
Stage (ft) Elevation (ft) Contour area (sqft) Incr. Storage (cuft) Total storage (cuft)
0.00
176.00
32,360
0
0
0.50
176.50
35,010
16,843
16,843
1.00
177.00
36,670
17,920
34,763
1.80
177.80
39,340
30,404
65,167
2.00
178.00
40,020
7,936
73,103
3.00
179.00
45,040
42,530
115,633
4.00
180.00
47,510
46,275
161,908
5.00
181.00
50,020
48,765
210,673
6.00
182.00
52,620
51,320
261,993
7.00
183.00
55,270
53,945
315,938
8.00
184.00
57,980
56,625
372,563
Culvert / Orifice Structures
[A]
[B]
[C]
[PrfRsr]
Rise (in)
= 36.00
3.00
0.00
0.00
Span (in)
= 36.00
3.00
0.00
0.00
No. Barrels
= 1
1
0
0
Invert El. (ft)
= 176.00
176.00
0.00
0.00
Length (ft)
= 71.00
0.50
0.00
0.00
Slope (%)
= 1.41
1.00
0.00
n/a
N-Value
= .013
.013
.013
n/a
Orifice Coeff.
= 0.60
0.60
0.60
0.60
Multi -Stage
= n/a
Yes
No
No
Stage (ft)
8.00
4.00
RIM
Weir Structures
[A]
[B]
[C]
[D]
Crest Len (ft)
= 4.00
12.00
15.00
0.00
Crest El. (ft)
= 179.30
180.80
183.50
0.00
Weir Coeff.
= 3.33
2.60
3.33
3.33
Weir Type
= Rect
Broad
Broad
---
Multi-Stage
= Yes
Yes
No
No
Exfil.(in/hr)
= 0.000 (by
Contour)
TW Elev. (ft)
= 0.00
Note: Culvert/Orifice outflows are analyzed under inlet (ic) and outlet (oc) control. Weir risers checked for orifice conditions (ic) and submergence (s).
Stage / Discharge
10.0 20.0 30.0 40.0 50.0 60.0 70.0 80.0
Total Q
Elev (ft)
184.00
E&PA1I11
180.00
178.00
176.00
90.0 100.0 110.0
Discharge (cfs)

Hydrograph Summary Report HydraflowHydrographsExtension for AutodeskOCivil 3DObyAutodesk,Inc. v2022
Hyd.
No.
Hydrograph
type
(origin)
Peak
flow
(cfs)
Time
interval
(min)
Time to
Peak
(min)
Hyd.
volume
(cuft)
Inflow
hyd(s)
Maximum
elevation
(ft)
Total
strge used
(cuft)
Hydrograph
Description
1
SCS Runoff
1.554
2
754
24,082
------
------
------
BMP Pre -Developed
2
SCS Runoff
71.28
2
718
142,542
------
------
------
BMP Post -Developed
3
Reservoir
0.409
2
1444
101,041
2
179.22
125,803
Post Through Pond
5
SCS Runoff
0.566
2
360
6,339
------
------
------
BMP Post -Developed
6
Reservoir
0.055
2
366
5,099
5
176.18
6,081
1.0-in Storm Thru Pond
Wet Pond -(Stone Creek).gpw
Return Period: 1 Year
Friday, 06 / 24 / 2022

Hydrograph Report
2
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2022
Hyd. No. 1
BMP Pre -Developed
Hydrograph type
= SCS Runoff
Storm frequency
= 1 yrs
Time interval
= 2 min
Drainage area
= 38.160 ac
Basin Slope
= 0.0 %
Tc method
= User
Total precip.
= 3.03 in
Storm duration
= 24 hrs
Q (cfs)
2.00
1.00
e
2 4
Hyd No. 1
Peak discharge
Time to peak
Hyd. volume
Curve number
Hydraulic length
Time of conc. (Tc)
Distribution
Shape factor
BMP Pre -Developed
Hyd. No. 1 -- 1 Year
Friday, 06 / 24 / 2022
= 1.554 cfs
= 12.57 hrs
= 24,082 cuft
= 53.7
= 0 ft
= 32.60 min
= Type II
= 484
6 8 10 12 14 16 18 20 22 24
Q (cfs)
2.00
1.00
1 0.00
26
Time (hrs)

3
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2022
Friday, 06 / 24 / 2022
Hyd. No. 2
BMP Post -Developed
Hydrograph type
= SCS Runoff
Peak discharge
= 71.28 cfs
Storm frequency
= 1 yrs
Time to peak
= 11.97 hrs
Time interval
= 2 min
Hyd. volume
= 142,542 cuft
Drainage area
= 38.160 ac
Curve number
= 77.1
Basin Slope
= 0.0 %
Hydraulic length
= 0 ft
Tc method
= User
Time of conc. (Tc)
= 5.00 min
Total precip.
= 3.03 in
Distribution
= Type II
Storm duration
= 24 hrs
Shape factor
= 484
Q (cfs)
80.00
70.00
40.00
20.00
10.00
BMP Post -Developed
Hyd. No. 2 -- 1 Year
Q (cfs)
80.00
70.00
50.00
40.00
30.00
20.00
10.00
0.00 ' 1 1 1 1 1
' ' ' ' 1 TTn ' 0.00
0 2 4 6 8 10 12 14 16 18 20 22 24 26
— Hyd No. 2 Time (hrs)

4
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2022
Friday, 06 / 24 / 2022
Hyd. No. 3
Post Through Pond
Hydrograph type
= Reservoir
Peak discharge
= 0.409 cfs
Storm frequency
= 1 yrs
Time to peak
= 24.07 hrs
Time interval
= 2 min
Hyd. volume
= 101,041 cuft
Inflow hyd. No.
= 2 - BMP Post -Developed
Max. Elevation
= 179.22 ft
Reservoir name
= BMP Pond
Max. Storage
= 125,803 cuft
Storage Indication method used.
Q (cfs)
0
Post Through Pond
Hyd. No. 3 -- 1 Year
Q (cfs)
0
0 10
— Hyd No. 3
20 30 40
Hyd No. 2
50 60 70 80 90
Total storage used = 125,803 cuft
100
Time (hrs)

A
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2022
Friday, 06 / 24 / 2022
Hyd. No. 5
BMP Post -Developed
Hydrograph type
= SCS Runoff
Peak discharge
= 0.566 cfs
Storm frequency
= 1 yrs
Time to peak
= 6.00 hrs
Time interval
= 2 min
Hyd. volume
= 6,339 cuft
Drainage area
= 38.160 ac
Curve number
= 77.1
Basin Slope
= 0.0 %
Hydraulic length
= 0 ft
Tc method
= User
Time of conc. (Tc)
= 5.00 min
Total precip.
= 1.00 in
Distribution
= SCS 6-Hr
Storm duration
= 6.00 hrs
Shape factor
= 484
Q (cfs)
1.00
0.90
0.80
0.70
0.60
0.50
0.40
0.30
0.20
BMP Post -Developed
Hyd. No. 5 -- 1 Year
Q (cfs)
1.00
0.90
0.80
0.70
0.60
0.50
0.40
0.30
0.20
0.0 1.0 2.0 3.0 4.0 5.0 6.0 7.0
- Hyd No. 5 Time (hrs)

7
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2022
Friday, 06 / 24 / 2022
Hyd. No. 6
1.0-in Storm Thru Pond
Hydrograph type
= Reservoir
Peak discharge
= 0.055 cfs
Storm frequency
= 1 yrs
Time to peak
= 6.10 hrs
Time interval
= 2 min
Hyd. volume
= 5,099 cuft
Inflow hyd. No.
= 5 - BMP Post -Developed
Max. Elevation
= 176.18 ft
Reservoir name
= BMP Pond
Max. Storage
= 6,081 cuft
Storage Indication method used.
Q (cfs)
1.00
0.90
0.80
0.70
0.60
0.50
0.40
0.30
0.20
1.0-in Storm Thru Pond
Hyd. No. 6 -- 1 Year
50 60 70 80 90
Total storage used = 6,081 cuft
Q (cfs)
1.00
0.90
0.80
0.70
0.60
0.50
0.40
0.30
11V
0.10
0.00
100
Time (hrs)

Hydrograph Summary Report HydraflowHydrographsExtension for AutodeskOCivil 3DObyAutodesk,Inc. v2022
Hyd.
No.
Hydrograph
type
(origin)
Peak
flow
(cfs)
Time
interval
(min)
Time to
Peak
(min)
Hyd.
volume
(cuft)
Inflow
hyd(s)
Maximum
elevation
(ft)
Total
strge used
(cuft)
Hydrograph
Description
1
SCS Runoff
5.520
2
740
50,239
------
------
------
BMP Pre -Developed
2
SCS Runoff
101.30
2
718
203,222
------
------
------
BMP Post -Developed
3
Reservoir
2.341
2
950
157,142
2
179.57
142,199
Post Through Pond
5
SCS Runoff
0.000
2
n/a
0
------
------
------
BMP Post -Developed
6
Reservoir
0.000
2
n/a
0
5
176.00
0.000
1.0-in Storm Thru Pond
Wet Pond -(Stone Creek).gpw
Return Period: 2 Year
Friday, 06 / 24 / 2022

10
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2022
Friday, 06 / 24 / 2022
Hyd. No. 1
BMP Pre -Developed
Hydrograph type
= SCS Runoff
Peak discharge
= 5.520 cfs
Storm frequency
= 2 yrs
Time to peak
= 12.33 hrs
Time interval
= 2 min
Hyd. volume
= 50,239 cuft
Drainage area
= 38.160 ac
Curve number
= 53.7
Basin Slope
= 0.0 %
Hydraulic length
= 0 ft
Tc method
= User
Time of conc. (Tc)
= 32.60 min
Total precip.
= 3.67 in
Distribution
= Type II
Storm duration
= 24 hrs
Shape factor
= 484
Q (cfs)
6.00
5.00
4.00
3.00
rM
1.00
0.00
0 2 4
— Hyd No. 1
BMP Pre -Developed
Hyd. No. 1 -- 2 Year
6 8 10 12 14
Q (cfs)
6.00
5.00
4.00
3.00
2.00
1.00
V ' 0.00
16 18 20 22 24 26
Time (hrs)

Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2022
Friday, 06 / 24 / 2022
Hyd. No. 2
BMP Post -Developed
Hydrograph type
= SCS Runoff
Peak discharge
= 101.30 cfs
Storm frequency
= 2 yrs
Time to peak
= 11.97 hrs
Time interval
= 2 min
Hyd. volume
= 203,222 cuft
Drainage area
= 38.160 ac
Curve number
= 77.1
Basin Slope
= 0.0 %
Hydraulic length
= 0 ft
Tc method
= User
Time of conc. (Tc)
= 5.00 min
Total precip.
= 3.67 in
Distribution
= Type II
Storm duration
= 24 hrs
Shape factor
= 484
Q (cfs)
120.00
100.00
40.00
20.00
0.00 '
0 2 4
— Hyd No. 2
BMP Post -Developed
Hyd. No. 2 -- 2 Year
6 8 10 12 14
Q (cfs)
120.00
100.00
40.00
20.00
0.00
16 18 20 22 24 26
Time (hrs)

12
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2022
Friday, 06 / 24 / 2022
Hyd. No. 3
Post Through Pond
Hydrograph type
= Reservoir
Peak discharge
= 2.341 cfs
Storm frequency
= 2 yrs
Time to peak
= 15.83 hrs
Time interval
= 2 min
Hyd. volume
= 157,142 cuft
Inflow hyd. No.
= 2 - BMP Post -Developed
Max. Elevation
= 179.57 ft
Reservoir name
= BMP Pond
Max. Storage
= 142,199 cuft
Storage Indication method used.
Q (cfs)
120.00
100.00
40.00
20.00
0.00 ' __.kd§W9V
0 10
— Hyd No. 3
Post Through Pond
Hyd. No. 3 -- 2 Year
20 30 40
Hyd No. 2
Q (cfs)
120.00
100.00
40.00
20.00
0.00
50 60 70 80 90 100
Time (hrs)
Total storage used = 142,199 cult

Hydrograph Summary Report
15
Hydraflow Hydrographs Extension for Autodesk0 Civil 3DO by Autodesk, Inc. v2022
Hyd.
No.
Hydrograph
type
(origin)
Peak
flow
(cfs)
Time
interval
(min)
Time to
Peak
(min)
Hyd.
volume
(cuft)
Inflow
hyd(s)
Maximum
elevation
(ft)
Total
strge used
(cuft)
Hydrograph
Description
1
SCS Runoff
28.91
2
736
157,654
------
------
------
BMP Pre -Developed
2
SCS Runoff
192.98
2
716
391,282
------
------
------
BMP Post -Developed
3
Reservoir
22.28
2
738
344,523
2
180.69
195,669
Post Through Pond
5
SCS Runoff
0.000
2
n/a
0
------
------
------
BMP Post -Developed
6
Reservoir
0.000
2
n/a
0
5
176.00
0.000
1.0-in Storm Thru Pond
Wet Pond -(Stone Creek).gpw
Return Period: 10 Year
Friday, 06 / 24 / 2022

16
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2022
Friday, 06 / 24 / 2022
Hyd. No. 1
BMP Pre -Developed
Hydrograph type
= SCS Runoff
Peak discharge
= 28.91 cfs
Storm frequency
= 10 yrs
Time to peak
= 12.27 hrs
Time interval
= 2 min
Hyd. volume
= 157,654 cuft
Drainage area
= 38.160 ac
Curve number
= 53.7
Basin Slope
= 0.0 %
Hydraulic length
= 0 ft
Tc method
= User
Time of conc. (Tc)
= 32.60 min
Total precip.
= 5.45 in
Distribution
= Type II
Storm duration
= 24 hrs
Shape factor
= 484
Q (cfs)
30.00
25.00
20.00
15.00
10.00
5.00
0.00
0 2 4
— Hyd No. 1
BMP Pre -Developed
Hyd. No. 1 -- 10 Year
6 8 10 12 14
Q (cfs)
30.00
25.00
20.00
15.00
10.00
5.00
0.00
16 18 20 22 24 26
Time (hrs)

Hydrograph
Report
17
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2022
Hyd. No. 2
BMP Post -Developed
Hydrograph type = SCS Runoff Peak discharge
Storm frequency = 10 yrs Time to peak
Time interval = 2 min Hyd. volume
Drainage area = 38.160 ac Curve number
Basin Slope = 0.0 % Hydraulic length
Tc method = User Time of conc. (Tc)
Total precip. = 5.45 in Distribution
Storm duration = 24 hrs Shape factor
Friday, 06 / 24 / 2022
= 192.98 cfs
= 11.93 hrs
= 391,282 cuft
= 77.1
= 0 ft
= 5.00 min
= Type II
= 484
Q (cfs)
210.00
BMP Post -Developed
Hyd. No. 2 -- 10 Year
Q (cfs)
210.00
180.00
180.00
150.00
150.00
120.00
120.00
90.00
90.00
60.00
60.00
30.00
30.00
0.00
0 2
— Hyd No.
4 6 8
2
10 12 14 16 18 20
0.00
22 24
Time (hrs)

18
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2022 Friday, 06 / 24 / 2022
Hyd. No. 3
Post Through Pond
Hydrograph type
= Reservoir
Peak discharge
= 22.28 cfs
Storm frequency
= 10 yrs
Time to peak
= 12.30 hrs
Time interval
= 2 min
Hyd. volume
= 344,523 cuft
Inflow hyd. No.
= 2 - BMP Post -Developed
Max. Elevation
= 180.69 ft
Reservoir name
= BMP Pond
Max. Storage
= 195,669 cuft
Storage Indication method used.
Post Through Pond
Q (cfs) Hyd. No. 3 -- 10 Year Q (cfs)
210.00 210.00
180.00 180.00
150.00 150.00
120.00 120.00
90.00 90.00
60.00 60.00
30.00 30.00
0.00 0.00
0 10 20 30 40 50 60 70 80 90 100
Time (hrs)
— Hyd No. 3 Hyd No. 2 Total storage used = 195,669 cult

Hydrograph Summary Report
21
Hydraflow Hydrographs Extension for Autodesk0 Civil 3DO by Autodesk, Inc. v2022
Hyd.
No.
Hydrograph
type
(origin)
Peak
flow
(cfs)
Time
interval
(min)
Time to
Peak
(min)
Hyd.
volume
(cuft)
Inflow
hyd(s)
Maximum
elevation
(ft)
Total
strge used
(cuft)
Hydrograph
Description
1
SCS Runoff
87.46
2
734
399,983
------
------
------
BMP Pre -Developed
2
SCS Runoff
349.22
2
716
723,513
------
------
------
BMP Post -Developed
3
Reservoir
82.05
2
724
676,220
2
183.44
340,851
Post Through Pond
5
SCS Runoff
0.000
2
n/a
0
------
------
------
BMP Post -Developed
6
Reservoir
0.000
2
n/a
0
5
176.00
0.000
1.0-in Storm Thru Pond
Wet Pond -(Stone Creek).gpw
Return Period: 100 Year
Friday, 06 / 24 / 2022

22
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2022
Friday, 06 / 24 / 2022
Hyd. No. 1
BMP Pre -Developed
Hydrograph type
= SCS Runoff
Peak discharge
= 87.46 cfs
Storm frequency
= 100 yrs
Time to peak
= 12.23 hrs
Time interval
= 2 min
Hyd. volume
= 399,983 cuft
Drainage area
= 38.160 ac
Curve number
= 53.7
Basin Slope
= 0.0 %
Hydraulic length
= 0 ft
Tc method
= User
Time of conc. (Tc)
= 32.60 min
Total precip.
= 8.31 in
Distribution
= Type II
Storm duration
= 24 hrs
Shape factor
= 484
Q (cfs)
90.00
80.00
70.00
60.00
50.00
40.00
30.00
20.00
10.00
0.00
0 2 4
— Hyd No. 1
BMP Pre -Developed
Hyd. No. 1 -- 100 Year
Q (cfs)
90.00
80.00
70.00
60.00
50.00
40.00
30.00
20.00

23
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2022
Friday, 06 / 24 / 2022
Hyd. No. 2
BMP Post -Developed
Hydrograph type
= SCS Runoff
Peak discharge
= 349.22 cfs
Storm frequency
= 100 yrs
Time to peak
= 11.93 hrs
Time interval
= 2 min
Hyd. volume
= 723,513 cuft
Drainage area
= 38.160 ac
Curve number
= 77.1
Basin Slope
= 0.0 %
Hydraulic length
= 0 ft
Tc method
= User
Time of conc. (Tc)
= 5.00 min
Total precip.
= 8.31 in
Distribution
= Type II
Storm duration
= 24 hrs
Shape factor
= 484
Q (cfs)
350.00
300.00
250.00
200.00
150.00
100.00
0.00
0.0 2.0 4.0
- Hyd No. 2
6.0
BMP Post -Developed
Hyd. No. 2 -- 100 Year
Q (cfs)
350.00
300.00
250.00
200.00
150.00
100.00
50.00
' ' ' 0.00
8.0 10.0 12.0 14.0 16.0 18.0 20.0 22.0
Time (hrs)

24
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2022
Friday, 06 / 24 / 2022
Hyd. No. 3
Post Through Pond
Hydrograph type
= Reservoir
Peak discharge
= 82.05 cfs
Storm frequency
= 100 yrs
Time to peak
= 12.07 hrs
Time interval
= 2 min
Hyd. volume
= 676,220 cuft
Inflow hyd. No.
= 2 - BMP Post -Developed
Max. Elevation
= 183.44 ft
Reservoir name
= BMP Pond
Max. Storage
= 340,851 cuft
Storage Indication method used.
Q (cfs)
350.00
300.00
250.00
200.00
150.00
100.00
Q (cfs)
350.00
300.00
250.00
200.00
150.00
100.00
50.00
0.00 0.00
0 2 4 6 8 10 12 14 16 18 20 22 24 26 28
Time (hrs)
— Hyd No. 3 — Hyd No. 2 Total storage used = 340,851 cult

OF CONCENTRATION
ng Conditions DA
OPEN CHANNEL
SHALLOW CONIC FLOW:
FLOW:
TOTAL
SHEET FLOW:
SEGMENT1
Manning's Equation:
Tc = (0.007ml-y0.8)/(P2"0.5)(s"0.4)
2-year24-hr
�SEGMENTI
Tc = L / 60'V
V = 1.49R21IS112/ n
Basin Comments
Length Elev1 Elev2 Slope
Rainfall Depth Manning's
T'
Length Elev2 Elev3
Slope
Condition
Vavg
T12
Cross Sectional Wetted Perimeter Hydraulic Radius Length Elev3 Elev4 Slope Manning's V
T�,
T­ IL
Tc(minimum) Tlag Basin
fl fl/fl
TP-40 in
fl
flAt
TR-55 Fig. 3-1
fl/sec
Flow Area (fl-2) (fl fl fl fl/fl (fps)
10 min 0.67c hrs
1
100 231.2 230.7 0.005
3.67 0.24
23.20
1565 230.7 185
0.02920
Unpaved
2.80
9.32
32.52
32.52 0.33 1